CN109972738B - Combined arch structure - Google Patents
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- CN109972738B CN109972738B CN201910329899.4A CN201910329899A CN109972738B CN 109972738 B CN109972738 B CN 109972738B CN 201910329899 A CN201910329899 A CN 201910329899A CN 109972738 B CN109972738 B CN 109972738B
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- 239000002131 composite material Substances 0.000 claims abstract description 18
- 238000012546 transfer Methods 0.000 claims abstract description 10
- 229910000831 Steel Inorganic materials 0.000 claims description 76
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- 238000005253 cladding Methods 0.000 claims 2
- 230000009471 action Effects 0.000 abstract description 17
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- 238000012360 testing method Methods 0.000 description 77
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- 238000007906 compression Methods 0.000 description 4
- 238000010276 construction Methods 0.000 description 4
- 230000000694 effects Effects 0.000 description 4
- 238000005265 energy consumption Methods 0.000 description 4
- 238000003466 welding Methods 0.000 description 4
- 238000005452 bending Methods 0.000 description 3
- 230000000452 restraining effect Effects 0.000 description 3
- 238000009434 installation Methods 0.000 description 2
- 239000011150 reinforced concrete Substances 0.000 description 2
- 238000010008 shearing Methods 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 210000002435 tendon Anatomy 0.000 description 2
- 238000009423 ventilation Methods 0.000 description 2
- 239000012790 adhesive layer Substances 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 230000004075 alteration Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 238000004364 calculation method Methods 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 125000004122 cyclic group Chemical group 0.000 description 1
- 238000013016 damping Methods 0.000 description 1
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- 230000036961 partial effect Effects 0.000 description 1
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- 239000011513 prestressed concrete Substances 0.000 description 1
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- 239000007787 solid Substances 0.000 description 1
Classifications
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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
- E04B1/32—Arched structures; Vaulted structures; Folded structures
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
Abstract
The present invention provides a composite arch structure, comprising: a first arch; the second arch body is stacked on the first arch body at intervals, and two arch feet of the second arch body are connected with two arch feet of the first arch body; two vertically arranged cross supports, wherein one ends of the two cross supports are respectively connected with two arch feet of the first arch body, and the other ends of the two cross supports are connected with the outside so as to transfer force outwards; and two ends of the horizontal connecting component are respectively connected with two arch feet of the first arch body. The horizontal connecting member and the cross support are in mutual action and are redundant, so that two safety defense lines are formed, and even if one of the horizontal connecting member and the cross support is damaged under the action of earthquake force, the stability of the whole structure can be ensured. In addition, the two cross supports are mainly adopted to transfer force outwards, so that a huge foundation arranged at the arch feet of the existing large-span arch structure is canceled, and the application range of the combined arch structure provided by the invention is enlarged.
Description
Technical Field
The invention relates to the technical field of building structures, in particular to a combined arch structure.
Background
In the existing large-span arch structure, the following structural forms are generally adopted:
1. Single arch + buried pre-stressing tension rod + pile foundation: the common prestressed pull rod in the basic form comprises a prestressed concrete pull beam, a prestressed steel pull rope and the like. The prestress tension beam or the inhaul cable is mainly used for balancing horizontal outward thrust generated by the arch springing under the working conditions of constant load, movable load of the roof, temperature rise and the like. As shown in fig. 1, the structure diagram of the stadium in the go dari-gay country includes two large-span single arch structures 11, two arch legs of each single arch structure 11 are connected with a large foundation 13, and a prestressed cable 12 is connected between the two arch legs of each single arch structure 11, and the foundation 13 is mainly formed by a plurality of long piles and short piles. The load bearing capacity requirement of the structure is achieved with fewer piles by utilizing the prestress balancing partial thrust of the prestress cable 12.
2. Single arch + group pile foundation: generally, the horizontal bearing capacity of a common single vertical cast-in-place pile is smaller, and the requirements of bearing capacity and deformation control cannot be met, so that in engineering design, the requirements of bearing capacity and deformation of arch feet are often met in a mode of arranging a plurality of vertical piles or inclined piles under a bearing platform. For example, a general sports center of Qinghai university, a Hangzhou theatre, etc., all adopt pile foundations as foundations of arch structures. As shown in fig. 2, the arch footing foundation of the Hangzhou macrotheater is shown in fig. 2 (a) which is a plan view of the footing foundation, and fig. 2 (b) which is a sectional view of the footing foundation shown in fig. 2 (a), wherein cement mixing piles and precast piles are mainly used to form the pile group foundation 14. The single arch span of Hangzhou theatre is up to 172m, the range of pile group foundation 14 is large, the dimension of about 12m x 8m is reached on the plane, and the height (depth without precast piles) of 5.4m is reached on the longitudinal direction.
3. Multi-arch + ring beam + prestressed pipe pile cap foundation: the ring beam foundation is a novel foundation form in a large span arch structure. The annular beam bears horizontal loads transmitted by arch feet of a plurality of arches, is integrally pulled in the plane of the annular beam to form a self-balancing system, and can effectively play roles of resisting huge horizontal loads by a foundation, thereby coordinating the deformation of an upper structure. As shown in fig. 3, which is a schematic structural diagram of a sports exhibition center in south-general city, the roof of the sports exhibition center comprises six main arches 15 in east-west direction, five auxiliary arches 16 and two oblique arches 17 in north-south direction, the main arches 15 are continuous in full span, and the auxiliary arches 16 are disconnected at the oblique arches. The maximum span of the main arch is 278m, the maximum sagittal height is 55m, and the skew arch span is 280m. Each arch adopts a triangular round steel pipe space truss, three arch chords are hinged with a reinforced concrete foundation, and an under-arch foundation scheme adopts an integral ring beam foundation 18 and a multi-pile cap prestressed pull rod. The vertical counter force and bending moment of the arch are borne by the piles, and the horizontal thrust is borne by the ring beam, the side resistance of the soil and the pull rod.
4. Other forms: as shown in fig. 4, the structure diagram of the central gym of the nanjing olympic center is shown, the roof structure of the central gym of the nanjing olympic center mainly comprises two variable-section triangular truss arches with the span reaching 376m and the inclination of 45 degrees, the horizontal thrust of the support of each variable-section triangular truss arch reaches 13000kN, and in order to meet the requirements of the horizontal thrust and horizontal displacement of the arch support, the underground crossing the stadium between two arch footing bases is connected with unbonded prestressed tendons to form a 'chord' of a large oblique arch by referring to the 'arch' principle, so that the arch is formed into the 'arch' structure with the arch.
In summary, the large-span arch structure is used as a reasonable and effective structural system and is widely applied to large-span structures and space structures such as gymnasiums, exhibition centers and the like. From the mechanical aspect, the arch structure converts bending moment generated by external load into axial tension pressure of the component, and the characteristics of structural materials can be effectively utilized, so that the efficiency of the structure is continuously improved. However, the arch structure system is provided that the support at the arch leg is required to provide a large horizontal thrust force for maintaining the balance of the structure, so that the arch structure commonly seen has a huge foundation for resisting the horizontal thrust force. This limits the use of large span arch structures in some buildings, for example when the first floor of the building needs to be overhead, the huge foundation at the footing can cause damage to building form and function.
Disclosure of Invention
The invention aims to provide a combined arch structure so as to solve the problem that huge foundations are required to be arranged at arch feet of the existing large-span arch structure.
In order to solve the above technical problems, the present invention provides a composite arch structure, which includes:
A first arch;
The second arch body is stacked on the first arch body at intervals, and two arch feet of the second arch body are connected with two arch feet of the first arch body;
two vertically arranged cross supports, wherein one ends of the two cross supports are respectively connected with two arch feet of the first arch body, and the other ends of the two cross supports are connected with the outside so as to transfer force outwards; and
And two ends of the horizontal connecting component are respectively connected with two arch feet of the first arch body.
Optionally, the cross brace is a buckling restrained brace member.
Optionally, the buckling restrained brace member includes a steel support inner core, an outer wrapping restrained member, and a gap layer disposed between the steel support inner core and the outer wrapping restrained member.
Optionally, the horizontal tie member comprises a pre-stressed cable.
Optionally, the horizontal tie member further comprises a floor slab and/or a beam parallel to the pre-stressing cable.
Optionally, the cross supports are arranged in a V-shape, and the open ends of the cross supports are connected with the arch feet of the first arch body.
Optionally, the first arch body and the second arch body are steel trusses.
Optionally, the two legs of the second arch body are connected with the two legs of the first arch body through connecting sections.
Optionally, the span of the second arch is greater than the span of the first arch.
Optionally, the second arch body is connected with the first arch body through a plurality of stay bars.
In summary, in the combined arch structure provided by the invention, on one hand, through the horizontal connection member, the horizontal thrust at two ends of the first arch body and the second arch body of the part is borne, and the two cross supports are arranged, and the horizontal thrust at two ends of the first arch body and the second arch body of the part can also be borne, so that the horizontal connection member and the cross supports act together to be mutually redundant, two safety defense lines are formed, and even if one of the horizontal connection member and the cross support is damaged under the action of earthquake force, the whole structure can be ensured to be stable. On the other hand, the two cross supports are mainly adopted to transfer force outwards, so that a huge foundation arranged at the arch feet of the existing large-span arch structure is canceled, and the application range of the combined arch structure provided by the invention is enlarged.
Drawings
Those of ordinary skill in the art will appreciate that the figures are provided for a better understanding of the present invention and do not constitute any limitation on the scope of the present invention. Wherein:
FIG. 1 is a schematic diagram of the structure of a stadium in the Costa Li plus country;
FIG. 2 is a base view of the footing for a Hangzhou macrotheater;
FIG. 3 is a schematic diagram of a sports convention center in the south China;
Fig. 4 is a schematic diagram of a stadium in the center of south-Beijing olympic;
FIG. 5 is a schematic view of a composite arch structure according to an embodiment of the present invention;
FIG. 6 is a schematic plan view of an arch springing node provided in accordance with one embodiment of the present invention;
FIG. 7 is a perspective view of an arch springing joint according to one embodiment of the present invention, wherein the concrete portion is not shown;
FIG. 8 is a front view of a model loading test provided by an embodiment of the present invention;
FIG. 9 is a cross-sectional view of FIG. 8 taken along line 1-1;
FIG. 10 is a cross-sectional view of FIG. 8 taken along line 2-2;
FIG. 11 is a graph of beam-end load-displacement hysteresis for a model loading test provided in accordance with one embodiment of the present invention;
FIG. 12 is a skeleton diagram of a test piece for a model loading test provided by an embodiment of the present invention.
In the accompanying drawings:
11-single arch structure; 12-prestress inhaul cable; 13-foundation; 14-pile group foundations; 15-main arch; 16-secondary arches; 17-skew arch; 18-ring beam foundation; 19-unbonded prestressed tendons;
100-a first arch; 200-a second arch; 210-a connection section; 220-stay bars; 300-cross bracing; 400-horizontal linking members; 510-concrete columns; 520-concrete beam; 521-a first concrete beam; 522-a second concrete beam; 530-embedding section steel; 531-web; 532-wing panels; 533-stiffener; 534-a through hole; 540-pegs; 550-horizontal stiffeners; 551-through holes; 560-vertical stiffeners; 571-an actuator; 572—load base.
Detailed Description
The invention will be described in further detail with reference to the drawings and the specific embodiments thereof in order to make the objects, advantages and features of the invention more apparent. It should be noted that the drawings are in a very simplified form and are not drawn to scale, merely for convenience and clarity in aiding in the description of embodiments of the invention. Furthermore, the structures shown in the drawings are often part of actual structures. In particular, the drawings are shown with different emphasis instead being placed upon illustrating the various embodiments.
As used in this specification and the appended claims, the singular forms "a," "an," and "the" include plural referents unless the content clearly dictates otherwise. As used in this specification and the appended claims, the term "or" is generally employed in its sense including "and/or" unless the content clearly dictates otherwise, the term "upper" generally refers to a greater distance from the ground than the term "lower" unless the content clearly dictates otherwise.
The core idea of the present invention is to provide a composite arch structure comprising:
A first arch;
The second arch body is stacked on the first arch body at intervals, and two arch feet of the second arch body are connected with two arch feet of the first arch body;
two vertically arranged cross supports, wherein one ends of the two cross supports are respectively connected with two arch feet of the first arch body, and the other ends of the two cross supports are connected with the outside so as to transfer force outwards; and
And two ends of the horizontal connecting component are respectively connected with two arch feet of the first arch body.
On the one hand, through the horizontal connection component, the horizontal thrust at the two ends of the first arch body and the second arch body of the part is born, and the horizontal thrust at the two ends of the first arch body and the second arch body of the part can be born through the arrangement of the two cross supports, the two cross supports act together and are mutually redundant, so that two safety defense lines are formed, and even if one of the horizontal connection component and the cross supports is damaged under the action of earthquake force, the whole structure can be ensured to be stable. On the other hand, the two cross supports are mainly adopted to transfer force outwards, so that a huge foundation arranged at the arch feet of the existing large-span arch structure is canceled, and the application range of the combined arch structure provided by the invention is enlarged.
The following description refers to the accompanying drawings.
Referring to fig. 5, a schematic view of a composite arch structure according to an embodiment of the present invention is provided, and it should be understood that the composite arch structure itself is only illustrated, and other structural members, such as columns and beams, that provide supporting force for the composite arch structure are not illustrated.
As shown in fig. 5, an embodiment of the present invention provides a combined arch structure, which includes a first arch 100, a second arch 200, two cross supports 300, and a horizontal linking member 400, wherein the second arch 200 is stacked on the first arch 100 at intervals, and two legs of the second arch 200 (i.e. bottoms of two ends of the arch) are connected with two legs of the first arch 100; one ends (upper ends) of the two cross supports 300 are respectively connected with two arch legs of the first arch body 100, and the other ends (lower ends) of the two cross supports 300 are respectively connected with the outside (such as a foundation, etc.) so as to transfer force outwards; both ends of the horizontal linking member 400 are respectively connected to both legs of the first arch 100.
In the combined arch structure, the two arches (i.e. the first arch 100 and the second arch 200) are combined for use, so that the span of the arch (the span of the whole combined arch, mainly the span of the upper arch in the two arches, such as the second arch 200 in the embodiment) can be effectively increased, and the rise of the arch (also referred to as the rise of the whole combined arch) can be reduced, so that the whole combined arch structure is more gentle, and the combined arch structure is suitable for some occasions where the arch is expected to be more gentle. However, the combined arch structure is provided with two arches, namely four arches, and if huge foundations are respectively arranged on the arches, the use function of the building can be obviously affected, and the attractiveness can be also affected. The inventor finds that in arch structure systems, the arch body can generate larger horizontal thrust on the arch foot, and the arch body is balanced by a huge foundation and the like. If the horizontal thrust is balanced by means of a prestressed pull rod, the arch springing needs to be directly connected with the soil body, and further a pull rod with a larger size is arranged, so that the pull rod needs to be pre-buried in the foundation. In the combined arch structure provided in this embodiment, on one hand, the horizontal thrust at both ends of the first arch body 100 and the second arch body 200 is borne by the horizontal linking member 400, and the horizontal thrust at both ends of the first arch body 100 and the second arch body 200 is borne by the two cross supports 300, so that the horizontal linking member 400 and the cross supports 300 act together and are mutually redundant, two safety lines are formed, and even if one of the horizontal linking member 400 and the cross supports 300 is damaged under the action of earthquake force or other conditions, the overall structural stability can be ensured. On the other hand, the two cross supports 300 are mainly adopted to transfer force outwards, so that a huge foundation arranged at the arch feet of the existing large-span arch structure is canceled, and the application range of the combined arch structure provided by the invention is enlarged. For example, the combined arch structure provided by the embodiment can be applied to overhead buildings, namely, the lower part supports the combined arch structure through a plurality of columns and beams, so that the combined arch structure can be suspended, and the combined arch structure does not have adverse effects on the form and the function combination of the building space at the lower part.
Preferably, the first arch 100 and the second arch 200 are steel trusses; both legs of the second arch 200 are connected to both legs of the first arch 100 by connecting segments 210; the span of the second arch 200 is greater than the span of the first arch 100. More preferably, the second arch 200 is further connected to the first arch 100 by a plurality of struts 220. The arch body adopts the structural form of the steel truss, so that the whole structure is lighter, and the effect of larger span is realized. The second arch 200 is connected to the first arch 100 through a plurality of struts 220, so that the entire combined arch structure is more stable, and a combined stress system is formed. In the whole combined arch structure, the first arch body 100 and the second arch body 200 are connected through the supporting rods to form the combined arch structure, and under the vertical load, each rod piece (especially the midspan) of the second arch body 200 is in a compressed state, and the rod piece in the midspan of the first arch body 100 is in a tension state.
Preferably, the horizontal linking member 400 includes a pre-stressed cable, and further includes a floor slab and/or a beam parallel to the pre-stressed cable. The pre-stressing cables are mainly used for being pulled to balance the horizontal pushing force at the two arch legs of the first arch body 100 and the second arch body 200, but in practice, the floor slab and the beams perpendicular to the arch acting direction (i.e. parallel to the pre-stressing cables) can also transmit the horizontal force, and can effectively share the pulling force applied by the horizontal linking member 400. Thus, the floor slab and/or beams parallel to the pre-stressing cables can also be considered part of the horizontal linking member 400.
Further, the cross braces 300 are arranged in a V-shape, and the open ends of the cross braces 300 are connected to the legs of the first arch 100. Generally, the cross brace 300 may be in several forms such as an X-shaped arrangement or a V-shaped arrangement, and if the X-shaped arrangement is adopted, a large number of welding seams need to be constructed on site at the crossing position, so that the requirement on site construction is high. The present embodiment therefore preferably employs a V-shaped arrangement of cross braces 300. However, when the cross brace 300 adopts a V-shaped arrangement, the slenderness ratio of its members is relatively large (about twice that of the X-shaped arrangement). In order to solve the problem of the greater slenderness, if the cross section of the member is simply enlarged, the rigidity of the cross brace is easily and rapidly increased, so that the installation effect of the horizontal linking member 400 is greatly weakened, and on the other hand, the enlarged cross section of the member affects the building space at the lower part of the combined arch structure.
Accordingly, the inventors have studied to find that the problem of the greater slenderness of the cross-struts of the V-shaped arrangement can be solved by using buckling-restrained brace members. Buckling restrained brace (Buickling Restrained Braces, BRB for short) is also called buckling restrained brace, which is an ideal shock absorbing support system. The buckling restrained brace comprises a steel support inner core, an outer wrapping restraining member (such as steel pipe, reinforced concrete or steel pipe concrete) and a gap layer, wherein the gap layer is arranged between the steel support inner core and the outer wrapping restraining member. The gap layer may be, for example, free of an adhesive layer or a gap. The outer wrapping constraint component of the buckling restrained brace can restrain the transverse deformation of the brace, and ensures that the compressive force and the tensile force are only born by the steel support inner core. The gap layer allows relative sliding between the steel support core and the outer containment member while restraining lateral deformation of the steel support core. The outsourcing constraint component can not change the allowable tensile rigidity of the support, but can prevent the buckling of the steel support inner core under the action of pressure, and can greatly improve the compressive rigidity and bearing capacity of the support, so that the buckling constraint support has good hysteresis energy consumption performance when resisting repeated loads of earthquakes. Generally, the buckling restrained brace member is mainly applied to earthquake-resistant design, under the action of rare earthquakes, the buckling restrained brace can quickly yield under the conditions of tension and compression, structural damping is improved, incoming earthquake energy is effectively consumed, the main body structure is prevented from being severely damaged, the normal brace is greatly increased along with the increase of the length of the brace because the bearing capacity of compression yielding is far smaller than the bearing capacity of tension yielding, and the earthquake resistance of the structure is sharply reduced due to the instability of compression under the action of rare earthquakes, so that the main body structure is easy to damage.
In this embodiment, the inventor finds that when the buckling-restrained brace member generally used for the earthquake-resistant design is innovatively applied to the cross brace, the problem of relatively large slenderness of the cross brace of the V-shaped arrangement can be solved by utilizing the characteristic that the cross brace cannot be subjected to compressive instability. Furthermore, since buckling-restrained brace members do not have the problem of buckling when being compressed, the cross section is smaller and the overall rigidity of the building is smaller under the condition of the same bearing capacity as that of a common brace, and the setting effect of the horizontal linking member 400 is not affected. It has been calculated that with a V-shaped arrangement of cross supports (which includes buckling-restrained brace members), a substantial portion of the horizontal thrust at the feet of the composite arch structure is carried by the horizontal linking members 400.
In some embodiments, the horizontal linking member 400 is actually stressed by a floor slab, a prestressed cable, a beam, etc., and the force transmission mechanism is complex, so that a safety line is necessary to be added. By increasing the ultimate bearing capacity of the buckling restrained brace, a two-way line of defense can be achieved, i.e. when the horizontal linking member 400 is damaged by accident (such as earthquake force), the V-shaped cross brace can transmit the horizontal thrust at the arch feet of the combined arch structure to the outside (such as foundation), so as to avoid serious damage, and it is understood that in this particular case, the buckling restrained brace of the cross brace should not yield, which is greatly different from the use of the existing buckling restrained brace.
In one exemplary embodiment, calculated, the inventors have found that more than about 80% of the horizontal force generated by the arches (including the first arch 100 and the second arch 200) is balanced by the horizontal linking member 400, and less than 20% is borne by the cross braces 300. Even if the horizontal linking member 400 is broken in some special cases, the cross brace 300 can take up all the horizontal forces generated by the arch without breaking.
Under the action of earthquake force, the load condition of the combined arch structure is complex in practice, and because the arch foot node (at the point A shown in fig. 5) of the combined arch structure is not only a support of the combined arch structure, but also a connecting node for transmitting horizontal arch foot force to an external concrete structure and a cross support, the arch foot node is a key part of the whole combined arch structure, and the stress performance of the arch foot node directly influences the safety of the combined arch structure. Therefore, the inventor also verifies and calculates the arch leg node of the combined arch structure provided by the embodiment so as to ensure that the arch leg node can keep certain stability under the action of earthquake force without sudden damage and other situations.
The following describes the arch springing nodes of the combined arch structure according to the present embodiment with reference to fig. 6 and 7: as shown in fig. 6 and 7, the arch springing node comprises: the concrete column 510, two concrete beams 520 arranged at intervals and two embedded section steels 530 arranged along the axial direction of the concrete column 510, wherein the two concrete beams 520 are connected with the concrete column 510, one end of each concrete beam 520 is stressed, the other end of each concrete beam 520 is stressed, and the stress directions of the two concrete beams 520 are the same; two embedded section steel 530 are respectively embedded and arranged at two opposite sides in the concrete column 510, and the top end parts of the embedded section steel 530 are flush with the top end parts of the concrete column 510; the connecting line direction of the two embedded section steel 530 is perpendicular to the arrangement direction of the concrete beam 520. The two concrete beams 520 include a first concrete beam 521 and a second concrete beam 522, which correspond to the arrangement positions of the two pre-buried section steels 530, respectively.
Because the embedded section steel 530 is arranged in the concrete column 510, and the top end part of the embedded section steel 530 is flush with the top end part of the concrete column 510, the embedded section steel 530 and the concrete column 510 work together, horizontal force (namely, pulling force on one side and pressure on the other side) applied by the concrete beam 520 is resisted, and meanwhile, the concrete beam 520 can form effective constraint on the concrete column 510. In addition, the connection line direction of the two pre-buried section steel 530 is perpendicular to the arrangement direction of the concrete beam 520, and two fulcrums for supporting the upper arch structure (e.g., the combined arch structure) are formed, so that the force of the upper arch structure can be uniformly conducted to the outside. The arch foot node replaces the existing arch foot of the large-span arch structure with a smaller section, and a huge foundation is needed to be arranged.
Preferably, the pre-embedded profile steel 530 includes a cross-shaped web 531 disposed along an axial direction of the concrete column 510, the pre-embedded profile steel 530 further includes four wing plates 532, and the four wing plates 532 are distributed along a circumferential direction of the web 531 and are respectively connected with different ends of the web 531. As shown in fig. 6, the web 531 of the pre-buried section steel 530 is preferably composed of four steel plates perpendicular to each other, such as by welding, or integrally formed by factory. At the ends of the four steel plates, a wing plate 532 is provided, respectively, which may be connected by welding, so that a cross-shaped crossing structure is formed. More preferably, the side of the wing 532 remote from the web 531 (i.e., the outer surface side) is provided with a plurality of pegs 540, such as by welding, to fixedly attach the pegs 540 to the wing 532. The arrangement of the studs 540 effectively ensures the bonding performance between the embedded section steel 530 and the concrete, and can enable the embedded section steel 530 and the concrete to work together.
Further, the pre-embedded steel section 530 further includes a plurality of stiffening plates 533 disposed along a transverse direction of the concrete column 510, and a plurality of stiffening plates 533 are disposed at intervals along an axial direction of the concrete column 510, and all the stiffening plates 533 are disposed inside an area surrounded by four wing plates 532, and are connected (e.g. welded) with the web 531 and the wing plates 532. Stiffening plate 533 is disposed transversely, i.e., perpendicular to the axial direction of pre-buried section steel 530, i.e., stiffening plate 533 is perpendicular to web 531 and wing 532. By providing a plurality of stiffening plates 533, the pre-buried section steel 530 is enhanced against lateral forces to better resist horizontal forces transmitted by the composite arch structure. Alternatively, the stiffening plates 533 may be, for example, 7, parallel to each other, and uniformly spaced apart. Further, each stiffening plate 533 is divided into four sub stiffening plates by the web 531, and through holes 534 are formed in the four sub stiffening plates. Due to the presence of the web 531, on the cross section of the pre-buried section steel 530, the stiffener 533 is divided by the web 531 into four sub-stiffeners, each of which is connected to the web 531 and to the wing plates 532. The through holes 534 are mainly used for ventilation in concrete pouring so as to ensure that pouring is compact.
Preferably, a plurality of horizontal stiffening ribs 550 are arranged between the two embedded section steel 530, and two ends of each horizontal stiffening rib 550 are respectively connected with the two embedded section steel 530. The horizontal stiffening ribs 550 are also disposed transversely, i.e., perpendicular to the axial direction of the pre-buried section steel 530. In particular, the axial direction of the pre-buried section steel 530 is vertical, and the horizontal stiffener 550 is horizontal. By the arrangement of the horizontal stiffening ribs 550, the two pre-buried section steel 530 are connected, so that the two pre-buried section steel 530 can keep working together. Preferably, the placement pitch and the placement number of stiffening plates 550 are the same as the placement pitch and the placement number of stiffening plates 533. More preferably, the horizontal stiffening ribs 550 are provided with through holes 551, and the through holes 551 are used for injecting concrete, and can also be used for ventilation during concrete pouring, and the vibrating device is convenient to enter the embedded section steel 530, so as to ensure that pouring is compact.
Preferably, a plurality of vertical stiffening ribs 560 are further disposed between the two pre-embedded section steel 530, the vertical stiffening ribs 560 are perpendicular to the horizontal stiffening ribs 550, and the vertical stiffening ribs 560 are connected with a plurality of horizontal stiffening ribs 550. The provision of the vertical stiffening rib 560 further enhances the connection strength and reliability between the two pre-buried section steels 530. Preferably, a vertical stiffening rib 560 is disposed on each side of the horizontal stiffening rib 550, and the two vertical stiffening ribs 560 can be flush with the wing plates 532 of the two pre-buried section steels 530. More preferably, a third vertical stiffening rib 560 is further provided at the midpoint of the connection line between the two pre-buried section steels 530. The third vertical stiffening rib 560 is arranged perpendicular to the connecting line of the two pre-buried section steels 530, that is, the third vertical stiffening rib 560 is arranged on the symmetry plane of the two pre-buried section steels 530.
Preferably, the top of the concrete beam 520 is flush with the top of the concrete column 510 to form a loading plane for the erection of the composite arch structure. Optionally, a top plate, such as a steel plate, may be provided at the top end of the concrete column 510, which may enclose the pre-buried section steel 530 and also facilitate connection of the components of the composite arch structure.
In an exemplary embodiment, taking the span of the first arch 100 (L1 in fig. 5) as 120m and the rise as 17m as an example, the finite element software ABAQUS is used to calculate a nonlinear finite element analysis model for the arch springing node, so as to simulate a design load applied by the combined arch structure to the arch springing node under the action of a seismic force, such as a vertical load applied to the arch springing node of about 3860kN and a horizontal load of about 15000kN. Under the action of design load (including vertical load and horizontal load), one side of the joint of the concrete beam 520 of the arch springing joint and the concrete column 510 is stressed, and the other side is stressed. The calculation result shows that the tensile force of the concrete beam on the tension side is larger, the concrete is cracked, the longitudinal steel bars are yielded, the overall pressure level of the concrete beam on the compression side is lower, and the maximum compressive stress value is far smaller than the compressive strength design value; the total stress level of the embedded section steel is not high, but local stress concentration phenomenon exists, and the maximum stress at the stress concentration position reaches about 300MPa; the maximum stress of the longitudinal bars and the stirrups (the longitudinal bars and the stirrups are arranged conventionally according to the specifications) in the concrete column is 65MPa, which is far smaller than the strength design value; the concrete beams on the two sides of the arch center joint form effective constraint on the concrete column. Therefore, the lateral deformation of the arch springing joint is small under the design load.
Further, the inventors performed a 1/5-scale model loading test on the arch springing node, as shown in fig. 8 to 10, wherein fig. 8 is a front view of the model loading test, fig. 9 is a sectional view of fig. 8 taken along line 1-1, and fig. 10 is a sectional view of fig. 8 taken along line 2-2. The loading adopts 10000kN large-scale multifunctional structure testing machine system, the testing machine system comprises an actuator 571 and a loading base 572, a test piece is arranged on the loading base 572, and the actuator 571 is used for loading. Under vertical loading or horizontal loading, the actuator 571 can follow the test piece, and follow displacement can be determined according to loading strokes of the vertical actuator and the horizontal actuator. The test piece is manufactured according to a 1/5 reduced scale model of the arch springing node, wherein the configuration of the concrete beam and the longitudinal steel bars and stirrups in the concrete column are reasonably set according to the specifications, and the model loading test results are as follows:
1. the final failure morphology characteristics of the test piece (i.e., the model loading test) are as follows:
1. The initial cracking position of the test piece is at the side beam end of the column, and when the horizontal load is large, horizontal cracks are only formed on the column;
2. The final damage of the test piece occurs at the interface of the beam and the column, which is particularly characterized in that wider cracks appear at the interface of the beam and the column, and the concrete at the beam end is crushed and peeled off;
3. Under the action of the horizontal load of the column top, the test piece is firstly provided with bending cracks at the beam end, the width of the cracks is gradually increased along with the increase of the horizontal load of the column top, and the distribution range of the cracks is gradually expanded from the junction of the beam and the column to the direction of the beam support; the node core area only has a small amount of inclined cracks when the whole test piece is about to be damaged. The forward and reverse cracks on the test piece beam are distributed substantially symmetrically on a side beam. The forward and reverse cracks on the test piece column are also basically symmetrically distributed.
2. The strain conditions of the longitudinal steel bars at the beam end in the model loading test are as follows:
1. Under repeated load, the strain of the longitudinal steel bars at the beam end of the test piece is alternately positive and negative, and the corresponding hysteresis characteristic is shown;
2. Under repeated load, the strain distribution of the longitudinal steel bars at the beam end of the test piece is asymmetric, and the positive value strain (i.e. tensile strain) is obviously larger than the negative value strain (i.e. compressive strain);
3. When the test piece is in forward cracking, the maximum value of the tensile strain of the longitudinal steel bar is 665 mu epsilon; when the test piece reaches reverse cracking, the maximum value of the tensile strain of the longitudinal steel bar is 481 mu epsilon;
4. when the test piece reaches a forward peak load, the longitudinal steel bars are already yielding, and the maximum strain value reaches 3176 mu epsilon.
3. The strain conditions of the column end longitudinal steel bar in the model loading test are as follows:
1. Under repeated load, the strain values of the longitudinal steel bars at the column ends of the test pieces alternate positively and negatively, the corresponding hysteresis characteristics are shown, and the strain change rule is obvious;
2. Under repeated load, the strain distribution of the longitudinal steel bars at the column end of the test piece is basically symmetrical, but the positive value strain (i.e. tensile strain) is still larger than the negative value strain (i.e. compressive strain);
3. When the test piece achieves forward cracking, the maximum value of the compressive strain of the longitudinal steel bar is-300 mu epsilon; when the test piece is reversely cracked, the maximum value of the compressive strain of the longitudinal steel bar is 280 mu epsilon; the longitudinal steel bar tensile strain of the concrete column is very small at this time;
4. When the test piece reaches a forward peak load, the maximum strain values of the longitudinal steel bars of the column are 1550 mu epsilon and-850 mu epsilon respectively; when the test piece reaches the reverse peak load, the maximum strain values of the longitudinal steel bars of the column are 2742 mu epsilon and-700 mu epsilon respectively.
4. The stirrup strain conditions for the model loading test are as follows:
1. under repeated load, the strain values of the stirrups of the test piece alternate positively and negatively, and the corresponding hysteresis characteristic is shown;
2. In the whole test process, only a small amount of shearing cracks appear on the test piece, and the test piece remains generally intact in the later test period, which indicates that the shearing capacity of the arch springing node can meet the design requirement of a strong node weak component;
3. In the test process, the maximum strain value of the stirrup of the test piece is about 200 mu epsilon and is far smaller than the actually measured yield strain, which indicates that the stirrup is in an elastic state in the test process.
5. The strain conditions of the embedded section steel in the model loading test are as follows:
1. In the test process, the main strain of the test piece embedded section steel changes along with the change of the load, and certain hysteresis characteristics are presented;
2. in the whole test process, the maximum main tensile strain value on the embedded section steel is 600 mu epsilon; the maximum principal pressure strain value was-1170 mu epsilon. The fact that all parts of the embedded section steel are not subjected to yielding and still are in an elastic state in the whole test process is explained.
6. Load-deformation relationship of model loading test:
The hysteresis curve refers to a relation change curve between a load acting on a structure or a component and corresponding displacement thereof under the action of a reciprocating load, reflects the deformation characteristics, energy dissipation and other characteristics of the structure or the component in the repeated stress process, is the comprehensive representation of the anti-seismic performance of the structure, and is also the basis for determining a restoring force model and carrying out nonlinear seismic response analysis. The test uses the average value of horizontal displacement of the concrete beam top as a displacement item of a load-displacement curve, and uses the force value of a horizontal actuator (namely, the force acting on the loading end of a test piece) as a load item of the load-displacement curve. The beam-end load-displacement hysteresis curve of the test piece is shown in fig. 11. As can be seen from the figure:
1.4 characteristic points are respectively arranged on the hysteresis curve of the test piece, namely a cracking point, a yield point, a peak point and a limit point;
2. Early hysteresis curves of the test pieces are in a shuttle shape, and hysteresis loops are plump; after the completion of 2 delta to 3 delta, the concrete beam is seriously damaged near the end of the column, so that the load bearing capacity of the test piece is obviously reduced;
3. The forward curve and the reverse curve of the hysteresis curve of the test piece are distributed in an antisymmetric way.
7. Skeleton curve of model loading test:
the skeleton curve refers to an outer envelope line of a hysteresis curve of a structure or a component, and is a track of a maximum peak value of horizontal force reached by each cyclic loading, and reflects different stages and characteristics (strength, rigidity, ductility, energy consumption and the like) of stress and deformation of the structure or the component. Fig. 12 is a skeleton graph of a test piece. As can be seen from the figure:
1. The test piece undergoes three stages of cracking, yielding and breaking under repeated loading. Before cracking, the load and displacement basically linearly increase, and the whole structure is in an elastic state at the stage; after cracking, the rigidity of the test piece is obviously reduced; after yielding, the rigidity of the test piece is continuously reduced until the test piece is destroyed along with the continuous increase of displacement;
2. the strength and rigidity of the test piece are obviously degraded after the bearing capacity reaches a peak value.
8. Displacement ductility and deformability:
Displacement ductility is a measure reflecting the ability of a structure or component to deform. The magnitude of the ductility coefficient is often used to indicate the merits of the ductility of the component or structure. The ductility factor is the ratio of the limit deformation Δ u (i.e., limit displacement) to the yield deformation Δ y (i.e., yield displacement), i.e., μ=Δ u/Δy. The yield of the test piece is generally marked by the yield of the component, and the corresponding loads and displacements are referred to as yield load P Y and yield displacement Δ y. If there is no obvious inflection point on the load-displacement curve of the test piece, it is difficult to determine the yield point of the test piece, in which case the yield point is typically determined using an isoenergetic method. The node displacement ductility coefficients obtained according to the energy method are shown in table 1. The ultimate displacement delta u of the test piece is the corresponding beam end displacement value when the bearing capacity is reduced to 85% of the peak load.
TABLE 1
From table 1, it can be derived that:
1. the forward and reverse displacement ductility coefficients of the test piece are 1.59 and 1.71 respectively;
2. The forward and reverse delta y/Δcr ratios of the test pieces were 3.11 and 3.06, respectively, indicating that the test pieces had a relatively abundant safety margin after cracking.
In summary, the initial cracking position of the test piece is shown at the side beam end of the column, and when the load level is large, the horizontal load is only shown on the column. The final damage of the test piece occurs at the interface of the beam and the column in the node core area, and the concrete at the beam end is crushed and peeled off as the wider crack appears at the interface of the beam and the column; in the whole test process, the pre-embedded section steel of the test piece does not yield, stirrups do not yield, concrete does not have large cracks and crushing phenomena, the arch foot node is basically in an elastic stress state, and the whole arch foot node is safe and reliable; the hysteresis curve of the test piece is plump, which indicates that the test piece has better energy consumption capability; the forward and reverse displacement ductility coefficients of the test piece are 1.59 and 1.71 respectively, so that the design requirement is met. The low-solid repeated load test of the arch foot node model shows that the arch foot node cannot generate plastic deformation and damage under the design load and is in an elastic stress state, the structure of the arch foot node has good bearing capacity and energy consumption capacity, the whole arch foot node is safe and reliable, and the whole stress safety of the combined arch structure and the external concrete structure can be ensured.
In addition, in general, in the structural design, all assumptions are the final completed state of the structure, but in the construction process, the internal stress state and the load applied to the whole structure are different from those of normal loads, so that simulation analysis on the construction process is necessary. Through the experimental analysis, even if the combined arch structure is installed in a sectional and step-by-step mode, if the horizontal connecting member is not formed and cannot form bearing capacity, the stress and deformation of the arch foot nodes are in a controllable range, and the structural safety of the combined arch structure in the installation and construction process can be ensured. In addition, even under the action of earthquake force, the arch foot node receives 1.4-1.6 times of design horizontal load, the safety can be ensured, namely, the arch foot node meets the requirement and can replace the existing huge foundation.
In summary, in the combined arch structure provided by the invention, on one hand, through the horizontal connection member, the horizontal thrust at two ends of the first arch body and the second arch body of the part is borne, and the horizontal thrust at two ends of the first arch body and the second arch body of the part can also be borne through the arrangement of the two cross supports, the horizontal connection member and the cross supports act together to be mutually redundant, so that two safety defense lines are formed, and even if one of the horizontal connection member and the cross support is damaged under the action of earthquake force, the whole structure can be ensured to be stable; on the other hand, the two cross supports are mainly adopted to transfer force outwards, so that a huge foundation arranged at the arch feet of the existing large-span arch structure is canceled, and the application range of the combined arch structure provided by the invention is enlarged. In addition, the arch foot node of the combined arch structure has a certain safety margin, and the safety can be ensured even under the action of earthquake force.
The above description is only illustrative of the preferred embodiments of the present invention and is not intended to limit the scope of the present invention, and any alterations and modifications made by those skilled in the art based on the above disclosure shall fall within the scope of the appended claims.
Claims (7)
1. A composite arch structure, comprising:
A first arch;
the second arch body is stacked on the first arch body at intervals, and two arch feet of the second arch body are connected with two arch feet of the first arch body through connecting sections; the span of the second arch is larger than that of the first arch;
Two vertically arranged cross supports, wherein one ends of the two cross supports are respectively connected with two arch feet of the first arch body, and the other ends of the two cross supports are connected with the outside so as to transfer force outwards; wherein the cross support is a buckling restrained brace member; and
The two ends of the horizontal connecting component are respectively connected with two arch feet of the first arch body; the horizontal connecting member bears the horizontal thrust at two ends of the first arch body and the second arch body, and the two crossed supports bear the horizontal thrust at two ends of the first arch body and the second arch body, and the horizontal connecting member and the crossed supports act together and are redundant.
2. The composite arch structure of claim 1, wherein the buckling-restrained brace member comprises a steel support inner core, an outer cladding restrained member, and a gap layer disposed between the steel support inner core and the outer cladding restrained member.
3. The composite arch structure of claim 1, wherein the horizontal tie members comprise prestressed cables.
4. A composite arch structure according to claim 3, wherein the horizontal linking member further comprises a floor slab and/or a beam parallel to the pre-stressing cables.
5. A composite arch structure according to claim 1, wherein the cross braces are arranged in a V-shape, the open ends of the cross braces being connected to the feet of the first arch.
6. The composite arch structure of claim 1, wherein the first arch and the second arch are steel trusses.
7. The composite arch structure of claim 1, wherein the second arch and the first arch are further connected by a plurality of struts.
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Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN202767277U (en) * | 2012-09-19 | 2013-03-06 | 吴国庆 | Combined-type buckling restrained brace |
| CN203383134U (en) * | 2013-04-28 | 2014-01-08 | 李勇 | Long-span curve steel truss web PC combined bridge |
| CN205501791U (en) * | 2016-03-17 | 2016-08-24 | 中铁第一勘察设计院集团有限公司 | Two recessed arch integrated configurations of steel binder - entity jib - |
| CN210288696U (en) * | 2019-04-23 | 2020-04-10 | 同济大学建筑设计研究院(集团)有限公司 | Combined arch structure |
Family Cites Families (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US5655347A (en) * | 1995-04-28 | 1997-08-12 | Mahieu; William Ray | Biarch-framing member for arched structures |
| US7062812B1 (en) * | 2004-12-06 | 2006-06-20 | Morris David C | Arch bridge |
| CN202131560U (en) * | 2011-05-18 | 2012-02-01 | 中铁第四勘察设计院集团有限公司 | Three-leg type truss arch with two parallel pipes and single pipe basket inclined inwardly |
| CN205775785U (en) * | 2016-04-15 | 2016-12-07 | 同济大学 | One can open up arch type bridge |
| CN207646876U (en) * | 2017-11-28 | 2018-07-24 | 中南建筑设计院股份有限公司 | A kind of novel solid abnormity roof truss-arched structure |
| CN207776105U (en) * | 2017-12-14 | 2018-08-28 | 江南大学 | A kind of bionical tree-shaped supporting structure of highly energy-consuming based on fractal theory |
| CN108252416A (en) * | 2018-03-19 | 2018-07-06 | 江苏南通三建集团股份有限公司 | A kind of bow formula prestressed steel structure installation method |
| CN108487070A (en) * | 2018-04-03 | 2018-09-04 | 中交路桥华东工程有限公司 | A kind of construction method of the double-deck interim prestressed tie bar of steel truss arch |
| CN208088096U (en) * | 2018-04-12 | 2018-11-13 | 中铁二院成都勘察设计研究院有限责任公司 | Large-span truss arch rib structure of arched bridge and bridge |
| CN108842595B (en) * | 2018-06-20 | 2023-07-04 | 广西交通科学研究院有限公司 | Prefabricated assembled steel-concrete combined triangular rigid frame arch bridge and construction method thereof |
| CN109440624A (en) * | 2018-11-14 | 2019-03-08 | 中铁第四勘察设计院集团有限公司 | A kind of open web type concrete filled steel tube tie-rod overlapping arch is put more energy into web and continuous beam |
-
2019
- 2019-04-23 CN CN201910329899.4A patent/CN109972738B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN202767277U (en) * | 2012-09-19 | 2013-03-06 | 吴国庆 | Combined-type buckling restrained brace |
| CN203383134U (en) * | 2013-04-28 | 2014-01-08 | 李勇 | Long-span curve steel truss web PC combined bridge |
| CN205501791U (en) * | 2016-03-17 | 2016-08-24 | 中铁第一勘察设计院集团有限公司 | Two recessed arch integrated configurations of steel binder - entity jib - |
| CN210288696U (en) * | 2019-04-23 | 2020-04-10 | 同济大学建筑设计研究院(集团)有限公司 | Combined arch structure |
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