CN111723425A - Design method of long-span and short-span combined large-span structure - Google Patents
Design method of long-span and short-span combined large-span structure Download PDFInfo
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Abstract
The invention relates to the technical field of large-span structures, in particular to a design method of a long-span and short-span combined large-span structure. According to the long-span structure design method adopting long-span combination of batch installation and batch stress of the support, the far-end support is firstly installed and stressed, so that the pulling force of the far-end support is effectively eliminated, the design difficulty of the support is greatly reduced, meanwhile, the pressure of the near-end support is greatly reduced, all supports are ensured to be in a stressed state, and the structural safety is ensured; due to the fact that the pressure of the near-end support is greatly reduced, the size of the cross section of the corresponding lower supporting structure is also remarkably reduced, and good economic benefits are obtained.
Description
Technical Field
The invention relates to the technical field of large-span structures, in particular to a design method of a long-span and short-span combined large-span structure.
Background
The large span structure is typically supported on the lower support structure by pedestals. Common large-span structures can be in the forms of trusses, net racks, net shells and the like; the support is usually a spherical hinge support which can rotate spatially; the lower support structure may be a foundation, a column, a shear wall, or the like. At present, the construction of the structure is generally carried out according to the sequence of 'lower support structure → support → large span structure' from bottom to top. The conventional design method of the large-span structure is to activate the support once in a calculation model die, load the structure dead weight and the additional dead load on the large-span structure once as a dead load working condition, and design the structure according to the combination value of the internal forces of the structure under different working conditions.
The large-span structure has various forms, and the long-span structure with the long-span and the short-span combination as shown in fig. 1 is also a common form, but the long-span structure with the long-span and the short-span combination designed by the conventional design method has the following problems:
1) and because the long span L2 of the large-span structure is larger than the short span L1 and L3, the far-end supports (the first support 1 and the third support 3) of the truss are pulled, but the first support 1 and the third support 3 which bear the pulling force are complex in structure and difficult to design. Meanwhile, due to the existence of the pulling force of the far-end support, the pressure of the near-end second support 2 and the pressure of the near-end fourth support 4 are larger, and the section of the lower support structure is larger.
2) And the large-span structure has large length and obvious temperature effect. When the horizontal rigidity of the lower supporting structure is larger, if a common spherical hinge support is still adopted at the moment, the horizontal thrust of the support (the first support 1, the second support 2, the third support 3 and the fourth support 4) under the temperature working condition is large, the temperature internal force of the large-span structure is large, the bottom bending moment of the supporting structure is large, and the large-span structure, the support, the lower supporting structure and the like have large internal force, large cross section and poor economic index.
The information disclosed in this background section is only for enhancement of understanding of the general background of the invention and should not be taken as an acknowledgement or any form of suggestion that this information forms the prior art already known to a person skilled in the art.
Disclosure of Invention
The invention aims to provide a design method of a long-span and short-span combined large-span structure, which aims to solve the problems in the prior art.
In order to achieve the purpose, the invention adopts the following technical scheme:
the invention provides a design method of a long-span and short-span combined large-span structure, which comprises the following steps:
after the lower supporting structure is completed, the far-end support is firstly installed, then the short span and the long span of the large-span structure are installed, the far-end support is stressed firstly, and after the short span and the long span of the large-span structure are unloaded, the near-end support is installed, and the near-end support is stressed later.
As a further technical solution, the design of the large-span structure includes the following steps:
s1, establishing a structural model I
The device comprises a short span of a large-span structure, a long span of the large-span structure, a far-end support and a lower supporting structure; vertical applied dead load Q1(ii) a At this time, due to the constant load Q1The generated remote support counter force is R1The internal force of the large-span structure and the lower supporting structure is F1Deformation of large span structure to U1；
S2, establishing a structure model II
The device comprises a short span of a large-span structure, a long span of the large-span structure, a far-end support, a near-end support and a lower support structure; vertical applied dead load Q2(ii) a At this time, due to the constant load Q2The generated remote support counter force is R2The internal force of the large-span structure and the lower supporting structure is F2Deformation of large span structure to U2；
S3, building a structure model III
The device comprises a short span of a large-span structure, a long span of the large-span structure, a far-end support, a near-end support and a lower support structure; applying other loads Q than constant loadi(ii) a At this time, the counter force of the far-end support generated by the constant load Qi is RiThe internal force of the large-span structure and the lower supporting structure is FiDeformation of large span structure to Ui；
S4 combination of internal forces of structure model I, structure model II and structure model III
Counterforce R of the far-end support1、R2And RiMaking standard combinations, if ∑ (R)1+R2+Ri) If the pulling force is greater than 0, the pulling force of the far-end support is eliminated;
internal forces F to be borne by the large-span structure and the lower supporting structure1、F2、FiThe combination is carried out by using the combined internal force ∑ (F)1+F2+Fi) Design the bearing capacity of the structure, wherein F1+F2As the constant load lower internal force value;
deforming U of large-span structure under different load working conditions at different support mounting stages1、U1、UiCombined according to the combined deformation ∑ (U)1+U1+Ui) Rigidity of the checking structure, wherein U1+U2As the deflection value under constant load.
As a further technical scheme, the constant load Q1The method comprises the following steps: the dead weight of the large-span structure or the sum of the dead weight of the large-span structure and the dead weight of the floor slab.
As a further technical scheme, the constant load Q2Including removing the dead load Q1Constant load of (2).
As a further technical solution, the load QiThe method comprises the following steps: live load, wind load, snow load, seismic action, temperature load.
As a further aspect, the distal support comprises: a first support and a third support; the proximal support comprises: a second support and a fourth support; the first support, the second support, the third support and the fourth support are respectively provided with supports with limited horizontal rigidity so as to reduce the temperature effect of the large-span truss.
As a further technical solution, the mount with limited horizontal stiffness comprises: any one among the rubber support, the friction pendulum support and the spring support.
As a further technical scheme, the first support, the second support, the third support and the fourth support are respectively provided with a damper so as to improve the anti-seismic performance of the structure.
As a further aspect, the damper includes: velocity type dampers or displacement type dampers.
By adopting the technical scheme, the invention has the following beneficial effects:
1) the invention adopts a mode of staged installation and batch stress on the support to eliminate the pulling force of the long-span structure far-end support under the vertical load.
2) The support is installed in batches and stressed in batches, a plurality of structural models with different boundary conditions and different load working conditions are formed, the structural internal forces of different models are extracted for combination, the bearing capacity design is carried out on the support, the lower supporting structure and the large-span structure according to the combined internal forces, and the rigidity is checked according to the combined deformation.
3) For the structure construction process, the invention requires that after the supporting structure is completed, the far-end support of the large-span structure is firstly installed, then the large-span structure is installed, the far-end support is firstly stressed, and after the large-span structure is unloaded, the near-end support is installed.
4) For a long-span and short-span combined large-span structure with obvious temperature effect, supports with limited horizontal rigidity (such as rubber supports, friction pendulum supports and other shock insulation supports, or spring supports and the like) can be adopted to reduce the temperature effect of the large-span truss, and meanwhile, speed type dampers (viscous dampers or eddy current dampers) or displacement type dampers are arranged at the supports to increase the energy consumption capacity of the structure and improve the anti-seismic performance of the structure.
5) The invention has clear principle and definite force transmission, solves the design problem of pulling the far-end support caused by long and short span trusses, and has wide application range
6) The invention can be applied to a long-span structure which adopts the support to be installed in batches and is stressed in batches and is combined by long spans.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, and it is obvious that the drawings in the following description are some embodiments of the present invention, and other drawings can be obtained by those skilled in the art without creative efforts.
FIG. 1 is a schematic diagram of a first structural model according to an embodiment of the present invention, in which a remote support is installed and a constant load Q is applied1；
FIG. 2 is a schematic diagram of a second structural model provided in the embodiment of the present invention, in which the proximal support is installed and a constant load Q is applied2；
FIG. 3 is a schematic diagram of a third structural model provided in an embodiment of the present invention, in which another load Q is appliedi；
FIG. 4 is a schematic structural diagram of a long-span structure without a damper according to an embodiment of the present invention;
FIG. 5 is a schematic structural diagram of a long-span and short-span structure using a damper according to an embodiment of the present invention;
fig. 6 is a flow chart of a long-span and short-span combined large-span structure design provided in the embodiment of the present invention.
Icon: 1-a first support; 2-a second support; 3-a third support; 4-a fourth support; 5-long span; 6-a damper; 7-a first support lower support structure; 8-a second support lower support structure; 9-a third support lower support structure; 10-a fourth pedestal lower support structure; 11-short span.
Detailed Description
The technical solutions of the present invention will be described clearly and completely with reference to the accompanying drawings, and it should be understood that the described embodiments are some, but not all embodiments of the present invention. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
In the description of the present invention, it should be noted that the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc., indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, and are only for convenience of description and simplicity of description, but do not indicate or imply that the device or element being referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus, should not be construed as limiting the present invention. Furthermore, the terms "first," "second," and "third" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance.
In the description of the present invention, it should be noted that, unless otherwise explicitly specified or limited, the terms "mounted," "connected," and "connected" are to be construed broadly, e.g., as meaning either a fixed connection, a removable connection, or an integral connection; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meanings of the above terms in the present invention can be understood by those skilled in the art according to specific situations.
The following detailed description of embodiments of the invention refers to the accompanying drawings. It should be understood that the detailed description and specific examples, while indicating the present invention, are given by way of illustration and explanation only, not limitation.
Referring to fig. 1 to 6, the present embodiment provides a method for designing a long-span and short-span combined large-span structure, including: after the lower supporting structure is completed, the far-end support is installed firstly, then the short span 11 and the long span 5 of the large-span structure are installed, the far-end support of the large-span structure is stressed firstly, and after the short span 11 and the long span 5 of the large-span structure are unloaded, the near-end support is installed again, and the near-end support is stressed. Therefore, according to the design method of the long-span structure with the combination of the long span and the short span, which is provided by the embodiment and adopts the support to be installed in batches and stressed in batches, the far-end support is firstly installed and stressed, so that the pulling force of the far-end support is effectively eliminated, the design difficulty of the support is greatly reduced, the pressure of the near-end support is greatly reduced, all the supports are ensured to be in a stressed state, and the structural safety is ensured; due to the fact that the pressure of the near-end support is greatly reduced, the size of the cross section of the corresponding lower supporting structure is also remarkably reduced, and good economic benefits are obtained. In the construction process, after the construction of the lower supporting structure is completed, the far-end support is installed firstly, then the large-span structure is installed, after the large-span structure is installed, the installation supporting frame of the large-span structure is dismantled, the far-end support of the large-span structure is stressed firstly, then partial constant load of the large-span structure is applied, the near-end support of the large-span structure is installed again, and then other constant loads are applied, such as concrete floor pouring and building decoration. The method can realize that the far-end support always bears the pressure, and realizes the design concept of eliminating the pulling force of the far-end support.
It is worth noting that the relationship or principle between the installation time of the proximal support and the pulling force applied to the distal support is: ensuring no pulling force of the far-end support, i.e. constant load Q1Pressure R generated at the distal abutment1Greater than constant load Q2And subsequent loading QiPull out force R generated at the distal abutment2And RiComparison in absolute value, R1≥∑(R2+…Ri)。
The following examples illustrate:
assuming that the long span is 80 meters, the short span is 20 meters, the height of the truss is 8 meters, and the constant load Q160KN/m (dead weight of truss rod member) and constant load Q2240KN/m (including floor, roof, and subsequent constant load of finishing practice), ∑ Qi120kN/m equivalent. At this time, the reaction forces of the proximal holder (second holder 2 and fourth holder 4) and the distal holder (first holder 1 and third holder 3) are shown in table 1 (the reaction pressure is positive, and the pulling force is negative).
TABLE 1 proximal and distal abutments in Q1、Q2、∑QiLower vertical counter-force (kN)
At the moment, the far-end support counter force R is 4320-1556.8-778.4 (1984.8) is pressure, and Q is1The lower distal seating pressure value 4320 is greater than ∑ QiLower pull out value ∑ (R)2+…Ri) 2335.2, i.e. R1≥∑(R2+…Ri) The purpose of eliminating the pulling force of the far-end support is met.
TABLE 2 shows that when the method of the present invention and the conventional method are designed, the proximal and distal holders are at Q1+Q2+∑QiAnd comparing vertical counter forces of loads west.
The comparison above shows that:
the method of the invention effectively solves the problem that the far-end support is subjected to pulling force. Meanwhile, the pressure of the near-end support is effectively reduced, and the design difficulty of the support is greatly reduced.
Specifically, in this embodiment, the design of the large-span structure includes the following steps:
s1, establishing a structural model I
The long span structure comprises a short span 11 of a large-span structure, a long span 5 of the large-span structure, a far-end support (a first support 1 and a third support 3) and a lower support structure (a first support lower support structure 7 and a third support lower support structure 9); vertical applied dead load Q1(preferably, the constant load Q1The method comprises the following steps: the dead weight of the large-span structure or the sum of the dead weight of the large-span structure and the dead weight of the floor slab. In particular according to the subsequent load Q2And QiDetermination of the amount of pull force generated at the distal abutment); at the moment, the load is constantQ1The generated remote support counter force is R1(Positive pressure) and internal force F in the large-span structure and lower support structure1Deformation of large span structure to U1。R1、F1、U1After a calculation model is established, under the condition of constant load Q1Under the load working condition of (2), the counter force R of the support position1Internal force F of rod1And deformation U1. The current software for performing calculations is mainly: midas gen (version by version), and sap2000 (version by version).
S2, establishing a structure model II
The device comprises a short span 11 of a large-span structure, a long span 5 of the large-span structure, a far-end support (a first support 1 and a third support 3), a near-end support (a second support 2 and a fourth support 4) and a lower support structure (a first support lower support structure 7; a second support lower support structure 8; a third support lower support structure 9; a fourth support lower support structure 10); vertical applied dead load Q2(preferably, the constant load Q2Including removing the dead load Q1Constant load of (d); at this time, due to the constant load Q2The generated remote support counter force is R2(negative pressure) and internal force of the large-span structure and the lower supporting structure is F2Deformation of large span structure to U2；
Preferably, the dead load comprises the dead weight of the structural rod piece, the dead weight of the floor slab, the construction method of the building surface layer on the floor slab, the dead weight of the building partition wall, the wall decoration, the suspended ceiling, the fixed equipment, the long-term storage and the like. If the self weight of the structural rod is Q1The dead load of the remaining floor slab, the construction method of the building surface layer on the floor slab, the building partition wall, the wall decoration, the suspended ceiling, the fixed equipment, the long-term storage and the like is used as Q2. If the self weight of the structural rod and the self weight of the floor are taken as Q1The dead load of dead weight of the building surface course, building partition, wall decoration, suspended ceiling, fixed equipment, long-term storage and the like on the rest floor slab is used as Q2。
S3, building a structure model III
Comprises a short span 11 of a large-span structure, a long span 5 of the large-span structure, a far-end support (a first support 1 and a third support 3), a near-end supportEnd supports (second support 2 and fourth support 4) and lower support structures (first support lower support structure 7; second support lower support structure 8; third support lower support structure 9; fourth support lower support structure 10); applying other loads Q than constant loadi(preferably, the load QiThe method comprises the following steps: live load, wind load, snow load, seismic action, temperature load); the reaction force of the distal support generated by the load Qi is RiThe internal force of the large-span structure and the lower supporting structure is FiDeformation of large span structure to Ui；
S4 combination of internal forces of structure model I, structure model II and structure model III
Counterforce R of the far-end support1、R2And RiMaking standard combinations, if ∑ (R)1+R2+Ri) If the pulling force is greater than 0, the pulling force of the far-end support is eliminated;
internal forces F to be borne by the large-span structure and the lower supporting structure1、F2、FiThe combination is carried out by using the combined internal force ∑ (F)1+F2+Fi) Design the bearing capacity of the structure, wherein F1+F2As the constant load lower internal force value;
further, the combined internal force is not F1+F2+FiThe direct addition needs to consider the fractional coefficient and the combination coefficient, and the fractional coefficient and the combination coefficient are both specified in the building structure load specification.
How to obtain the combined internal force is exemplified as follows:
taking a certain component design process as an example, F1Is a constant load Q1Internal force value of component under load condition, F2Is a constant load Q2The internal force value of the component under the load working condition is F1+F2. The biggest difference between this calculation process and the conventional design is that F is the value of F for a certain component1And F2The obtained data can not be obtained in the model under the same boundary condition, and 2 calculation models are needed to be calculated separately. To obtain F1Of the model of (2), the proximal end thereofThe abutment is absent, i.e. there is no constraint at the proximal abutment (i.e. there is no connection unit at the proximal abutment in the model), at which point the load of the upper truss is supported and taken up only by the distal abutment; to obtain F2The model of (2) is provided with a proximal abutment, i.e. the proximal abutment is constrained (i.e. the model is provided with a connecting unit at the proximal abutment), and the load of the upper truss is supported and born by the distal abutment and the proximal abutment.
FiIncluding internal force of component under working conditions of live load, wind load, temperature action, earthquake action, etc. (i-3-n), such as F3Defined as the internal force of the member under live load, F4Defined as the internal force of the member under wind load, F5Defined as the internal force of the component under the action of temperature, F6Defined as the internal force of the member under the action of earthquake, etc.
The internal force value of the combined member is shown as 2 combinations in the following, for example, the internal force value of the member is 1.3 × (F) if the combination is designed (1.3 × constant +1.5 × live)1+F2) +1.5 × F3. the internal force value of the element is 1.3 × (F3 1.3 × constant +1.5 × 0.7.7 0.7 × live +1.5 × wind load) again as designed1+F2)+1.5×0.7×F3+1.5×F4. 1.3 is a load element coefficient of constant load, 1.5 is an element coefficient of live load, wind load, temperature effect and other loads, and 0.7 is a combined value coefficient of live load, which is described in detail in building structure load Specification GB 50009-2012.
After the internal force of the combined member is obtained (under each combination, the internal force of the member also comprises axial force, shearing force in two directions, bending moment and torque in two directions), the member is designed according to structural design specifications (building earthquake resistance design specification, concrete structure design specification, steel structure design standard) and the like.
Deforming U of large-span structure at different support mounting stages and under different load working conditions1、U1、UiCombined according to the combined deformation ∑ (U)1+U1+Ui) Rigidity of the checking structure, wherein U1+U2As the deflection value under constant load.
Further, the groupThe resultant displacement is also not U1+U1+UiThe direct addition also needs to be combined according to the requirements of different structural forms and different specifications.
How to obtain the combined deformation value and how to perform the stiffness verification are as follows:
taking the verification of the rigidity of the truss under the vertical load as an example, for a floor truss structure, the standard requires that the ratio of the flexibility value to the span under the combination of the constant + activity standard is not more than 1/400; for light-duty roof truss structures, the specifications require that the constant + living standard combination lower deflection value to span ratio is no greater than 1/250.
U1Is a constant load Q1Deflection value, U, of truss span under load condition2Is a constant load Q2The deflection value of the truss span under the load working condition is U1+U2. The calculation process is the same as the conventional design, namely, the maximum difference of the calculation process and the aforementioned calculation process of the force in the member, namely, the U of the value of the mid-span deflection of the truss1And U2The obtained data can not be obtained in the model under the same boundary condition, and 2 calculation models are needed to be calculated separately. To obtain U1The model of (2), the proximal abutment is absent, i.e. there is no constraint at the proximal abutment (i.e. there is no connection unit at the proximal abutment in the model), and the load of the upper truss is supported and borne only by the distal abutment; to obtain U2The model of (2) is provided with a proximal abutment, i.e. the proximal abutment is constrained (i.e. the model is provided with a connecting unit at the proximal abutment), and the load of the upper truss is supported and born by the distal abutment and the proximal abutment.
UiIncluding the bending values of the truss span under working conditions of live load, wind load, temperature action, earthquake action and the like (i is 3-n), such as U3Defined as the deflection value, U, in the truss span under live load4Defined as the deflection value, U, of the truss span under wind load5Defined as the deflection value of the truss span under the action of earthquake, etc.
The values of the deflections of the truss span at the constant + live standard combination are calculated below, e.g., for the constant + live standard combination (1.0 × constant +1.0 × live), the truss spanThe deflection value of the midspan is 1.0 × (U)1+U2)+1.0×U3And if the deflection value is smaller than the standard limit value, the rigidity meets the design requirement, and the checking calculation of the vertical rigidity of the truss is completed.
In this embodiment, specifically, the two ends of the long span 5 of the large-span structure are respectively connected to the short span 11, and the distal support includes: a first support 1 and a third support 3, the first support 1 and the third support 3 being respectively arranged on distal lower support structures (a first support lower support structure 7 and a third support lower support structure 9); the proximal support comprises: a second seat 2 and a fourth seat 4; the second abutment 2 and the fourth abutment 4 are arranged on proximal lower support structures ((second abutment lower support structure 8 and fourth abutment lower support structure 10), respectively.
The first support 1, the second support 2, the third support 3 and the fourth support 4 respectively adopt supports with limited horizontal rigidity to reduce the temperature effect of the large-span truss. Preferably, the horizontal stiffness limited mount comprises: any one among the rubber support, the friction pendulum support and the spring support. The first support 1, the second support 2, the third support 3 and the fourth support 4 are respectively provided with a damper 6 to improve the anti-seismic performance of the structure. Preferably, the damper 6 comprises: velocity type dampers or displacement type dampers. That is to say, in this embodiment, for a long-span and short-span combined large-span structure with a significant temperature effect, a support with limited horizontal stiffness (such as a rubber support, a vibration isolation support such as a friction pendulum support, or a spring support) may be adopted to reduce the temperature effect of the large-span truss, and meanwhile, a velocity-type damper (a viscous damper or an eddy current damper) or a displacement-type damper is arranged at the support, so that the energy consumption capability of the structure is increased, and the anti-seismic performance of the structure is improved. The invention has clear principle and definite force transmission, solves the design problem of pulling the far-end support caused by long and short span trusses and has wide application range.
In summary, the design method of the long-span structure with the long-span and short-span combination provided by the embodiment has the following advantages:
1) the invention adopts a mode of staged installation and batch stress on the support to eliminate the pulling force of the long-span structure far-end support under the vertical load.
2) The support is installed in batches, and stressed in batches, so that a plurality of structural models with different boundary conditions and different load working conditions are formed, the structural counter forces and the internal forces of different models are extracted, the bearing capacity design is carried out on the support, the lower supporting structure and the large-span structure according to the combined counter forces and internal forces, and the rigidity is checked according to the combined deformation.
3) For the structure construction process, the invention requires that after the supporting structure is completed, the far-end support of the large-span structure is firstly installed, then the large-span structure is installed, the far-end support is firstly stressed, and after the large-span structure is unloaded, the near-end support is installed.
4) For a long-span and short-span combined large-span structure with obvious temperature effect, supports with limited horizontal rigidity (such as rubber supports, friction pendulum supports and other shock insulation supports, or spring supports and the like) can be adopted to reduce the temperature effect of the large-span truss, and meanwhile, speed type dampers (viscous dampers or eddy current dampers) or displacement type dampers are arranged at the supports to increase the energy consumption capacity of the structure and improve the anti-seismic performance of the structure.
5) The invention has clear principle and definite force transmission, solves the design problem of pulling the far-end support caused by long and short span trusses, and has wide application range
6) The invention can be applied to a long-span structure which adopts the support to be installed in batches and is stressed in batches and is combined by long spans.
Finally, it should be noted that: the above embodiments are only used to illustrate the technical solution of the present invention, and not to limit the same; while the invention has been described in detail and with reference to the foregoing embodiments, it will be understood by those skilled in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some or all of the technical features may be equivalently replaced; and the modifications or the substitutions do not make the essence of the corresponding technical solutions depart from the scope of the technical solutions of the embodiments of the present invention.
Claims (9)
1. A design method of a long-span and short-span combined large-span structure is characterized by comprising the following steps:
after the lower supporting structure is completed, the far-end support is firstly installed, then the short span and the long span of the large-span structure are installed, the far-end support is stressed firstly, and after the short span and the long span of the large-span structure are unloaded, the near-end support is installed, and the near-end support is stressed later.
2. The method for designing a long-span structure with a combination of long spans and short spans according to claim 1, wherein the design of the long-span structure comprises the following steps:
s1, establishing a structural model I
The device comprises a short span of a large-span structure, a long span of the large-span structure, a far-end support and a lower supporting structure; vertical applied dead load Q1(ii) a At this time, due to the constant load Q1The generated remote support counter force is R1The internal force of the large-span structure and the lower supporting structure is F1Deformation of large span structure to U1；
S2, establishing a structure model II
The device comprises a short span of a large-span structure, a long span of the large-span structure, a far-end support, a near-end support and a lower support structure; vertical applied dead load Q2(ii) a At this time, due to the constant load Q2The generated remote support counter force is R2The internal force of the large-span structure and the lower supporting structure is F2Deformation of large span structure to U2；
S3, building a structure model III
The device comprises a short span of a large-span structure, a long span of the large-span structure, a far-end support, a near-end support and a lower support structure; applying other loads Q than constant loadi(ii) a At this time, due to the constant load QiThe generated remote support counter force is RiThe internal force of the large-span structure and the lower supporting structure is FiDeformation of large span structure to Ui；
S4 combination of internal forces of structure model I, structure model II and structure model III
Counterforce R of the far-end support1、R2And RiGo on markQuasi combination, if ∑ (R)1+R2+Ri) If the pulling force is greater than 0, the pulling force of the far-end support is eliminated;
internal forces F to be borne by the large-span structure and the lower supporting structure1、F2、FiCombining the two components, and adopting the inner force ∑ (F) after design combination1+F2+Fi) Design the bearing capacity of the structure, wherein F1+F2As the constant load lower internal force value;
deforming U of large-span structure at different support mounting stages and under different load working conditions1、U1、UiCombined according to the combined deformation ∑ (U)1+U1+Ui) Rigidity of the checking structure, wherein U1+U2As the deflection value under constant load.
3. The method for designing a long-span and short-span combined large-span structure according to claim 2, wherein the constant load Q is1The method comprises the following steps: the dead weight of the large-span structure or the sum of the dead weight of the large-span structure and the dead weight of the floor slab.
4. The method for designing a long-span and short-span combined large-span structure according to claim 2, wherein the constant load Q is2Including removing the dead load Q1Constant load of (2).
5. The method for designing a long-span and short-span combined large-span structure according to claim 2, wherein the load Q isiThe method comprises the following steps: live load, wind load, snow load, seismic action, temperature load.
6. The method of designing a long-span structure with a combination of long and short spans according to claim 1, wherein the distal support comprises: a first support and a third support; the proximal support comprises: a second support and a fourth support; the first support, the second support, the third support and the fourth support are respectively provided with supports with limited horizontal rigidity so as to reduce the temperature effect of the large-span truss.
7. The method of designing a long-span structure combined with a short span according to claim 6, wherein the support with limited horizontal stiffness comprises: any one among the rubber support, the friction pendulum support and the spring support.
8. The method for designing a long-span and short-span combined large-span structure according to claim 6, wherein the first support, the second support, the third support and the fourth support are respectively provided with a damper to improve the seismic performance of the structure.
9. The method of designing a long-span structure with a combination of long spans and short spans according to claim 8, wherein the damper comprises: velocity type dampers or displacement type dampers.
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