CN102704605B - Process for optimizing ductility of static force in multilayer cantilever steel structure - Google Patents
Process for optimizing ductility of static force in multilayer cantilever steel structure Download PDFInfo
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Abstract
The invention relates to a process for optimizing ductility of static force in a multilayer cantilever steel structure. The process sequentially includes steps of firstly, establishing a storey structure model of the multilayer cantilever steel structure and arranging rods of the storey structure and designing cross section of the storey structure primary under effect of static force; secondly, arranging a periphery structure vertically or diagonally around the ends of cantilever storeys so as to connect all the cantilever storeys, and then arranging the storey steel structure and a vertical connection structure and designing cross sections thereof under effect of static force; thirdly, calculating the whole static force bearing process of the multilayer cantilever steel structure; determining whether both the system stability bearing capacity coefficient and the system large deformation capacity coefficient are equal to or larger than limited values according to the calculation results, if no, then returning to the previous steps, regulating the cross sections and arrangement form of the vertically or diagonally arranged periphery structure of the cantilever storeys until meeting the conditions that both the system stability bearing capacity coefficient and the system large deformation capacity coefficient are equal to or larger than limited values, and finally completing design for ductility of static force of the multilayer cantilever steel structure. By the process, anti-collapse capacity of the multilayer cantilever steel structure can be improved remarkably while the steel usage of the integral multilayer cantilever steel structure is reduced and economical efficiency is improved.
Description
Technical field
The present invention relates to a kind of design of building structures method, more detail is a kind of ductile performance method for designing that is applicable to multilayer overhanging steel structure (multilayer overhanging steel structure: refer to possess two layers and above cantilevered structure layer, and the cantilevered structure layer has the steel structure system of bearing function).
Background technology
Along with the development of human material progress and cultural and ideological progress, the large span space masterpiece in the field of civil engineering continues to bring out, and emerges in an endless stream U.S. that is representing human innovation again and again.Big cantilevered structure system is lifted " floating " " cloud " on pedestal as one, responds the urban environment of periphery with succinct, quiet, sedate form.As everyone knows, for big cantilevered structure, the most formidable two stability that the primary structure problem is structure gravity and system.Because the structure vertical rigidity is irregular, the anti-side rigidity of lower support post floor is little, forms gentle firm disordered system down naturally; Be to realize large span space, big cantilevered structure, engineers mainly considers from the following aspects, such as, how to alleviate construction weight (especially roof weight), how to prevent that it from the large deformation unstability taking place.The ductility of structure refers to that under external force after structure surpassed elastic stage, its supporting capacity did not have under the situation of remarkable decline, the later stage nonelastic deformation ability of structure.Ductility is an importance of control structure stability, and static load is very important to the influence of structure stress and distortion simultaneously.Exist a lot because the case that the ductility difference causes engineering to collapse in the reality engineering, only in recent years, U.S.'s sports palace ceiling collapses in heavy snow, and China's stadium cantilevered structure collapses etc. under deadweight, therefore, be necessary the multilayer cantilevered structure is proposed a kind of method for designing of new static(al) ductile performance.
With inventing in the past different be, the present invention proposes to optimize its static(al) ductile performance by the peripheral structure form of adjusting the multilayer overhanging steel structure, proposes to utilize the two methods of controlling the control structure system static(al) ductile performance of index of system stability bearing capacity coefficient and system large deformation capacity factor.
Summary of the invention
Purpose of the present invention just provides the method for optimizing the static(al) ductile performance in a kind of multilayer overhanging steel structure, and the multilayer overhanging steel structure is satisfied under the prerequisite of building instructions for use and safety, has good stable and economy simultaneously.
For addressing the above problem, optimize the method for static(al) ductile performance in a kind of multilayer overhanging steel structure, it is characterized in that described method may further comprise the steps:
1. step sets up the floor structure model of multilayer overhanging steel structure, carries out floor steel work rod member layout and cross section preliminary design under the static(al) effect.
Step arranges the peripheral structure of vertical layout or oblique layout 2. at the periphery of floor end of encorbelmenting, and all floors of encorbelmenting are linked to each other; Carry out layout and the Cross section Design of floor steel work under the static(al) effect, vertical syndeton.
3. step is used the computer finite element software to carry out multilayer overhanging steel structure static(al) carrying overall process and is calculated, and during computational analysis, the structural meterials model specification is two non-linear stress-strain attributes, and considers how much large deformation effects of structural system in computational process; Thereby calculate stability bearing capacity and the large deformation ability of system.
If do not satisfy, repeating step 2. with step 3., by adjusting peripheral structure cross section and the arrangement form of the vertical layout or the oblique layout that connect the floor of respectively encorbelmenting, change system stability bearing capacity coefficient and system large deformation capacity factor, be not less than corresponding limit value simultaneously until the two.
When the two satisfied above-mentioned condition, the design of multilayer overhanging steel structure static(al) ductile performance was finished.
The present invention has following beneficial effect:
(1) proposed a kind of two control of static(al) ductile performance index coefficient method of being convenient to engineering construction, the static(al) ductile performance analysis of multilayer overhanging steel structure has been had the define method of scientific quantification;
(2) the two reasonable value scopes of controlling index of multilayer overhanging steel structure static(al) ductile performance have been advised;
(3) significantly improved the anti-ability of collapsing of multilayer overhanging steel structure, made structure that good sign be arranged before destruction;
(4) proposed effectively to improve the static(al) ductile performance of multilayer cantilevered structure and the method for resistance to overturning by changing outer grid configuration, reduced the structural entity steel using amount simultaneously, promoted economy.
Description of drawings
Fig. 1 is the flow chart of the inventive method.
Fig. 2 is two layers of overhanging steel structure floor map involved in the present invention.
Fig. 3 is two layers of overhanging steel structure A-A generalized section involved in the present invention.
Fig. 4 is a kind of way of realization of peripheral structure 3 among Fig. 2: the straight-bar mode.
Fig. 5 is a kind of way of realization of peripheral structure 3 among Fig. 2: the crossbar mode.
Fig. 6 is a kind of way of realization of peripheral structure 3 among Fig. 2: the quadrilateral mesh mode.
Fig. 7 is a kind of way of realization of peripheral structure 3 among Fig. 2: the triangular mesh mode.
Fig. 8 is system stability bearing capacity coefficient
PWith system large deformation capacity factor
DRelation curve.
Fig. 9 is that embodiment of the invention multilayer overhanging steel structure constitutes signal.
Figure 10 is three kinds of multilayer overhanging steel structures of embodiment of the invention model structure load-displacement overall process curve.
The present invention is further described with reference to the accompanying drawings.
Description of reference numerals:
1---the bottom floor structure; 2---the upper floor structure; 3---peripheral structure.
Represent system stability bearing capacity coefficient and system large deformation capacity factor respectively;
Expression respectively
P-
DThe system rupture load coefficient of curve and system limit large deformation coefficient; When curve exists sharp yield point and yield point to distinguish the nothing dispute,
Expression respectively
P-
DCurve is obviously surrendered yield load coefficient and the system yield deformation coefficient at flex point place.
Among Figure 10, axis of ordinates
PThe expression characteristic value of load loads multiple, axis of abscissas
UThe expression displacement, curve a representation model 1 maximum displacement point load multiple displacement curve, curve b representation model 2 maximum displacement point load multiple displacement curves, curve c representation model 3 maximum displacement point load multiple displacement curves.
The specific embodiment
By reference to the accompanying drawings, be that embodiment elaborates to this method with two layers of overhanging steel structure.Optimize the method for static(al) ductile performance in this multilayer overhanging steel structure, realize successively as follows:
Step is 1.:
As Fig. 1 and Fig. 2, shown in Figure 3, in computer, set up floor structure 1 and floor structure 2 models, and its rod member layout and cross section are carried out preliminary design; Bottom floor structure 1 and upper floor structure 2 can be steel truss or steel mesh frame or other form of structure.This process can be undertaken by Structure Design Software is auxiliary, as: MIDAS, SAP2000.
Step is 2.:
As Fig. 1 and Fig. 2 ~ shown in Figure 7, arrange peripheral structure 3 in the floor end of encorbelmenting, the arrangement of peripheral structure 3 in Fig. 3 sectional drawing be vertical layout or oblique layout; Peripheral structure 3 can be the straight-bar mode at the arrangement of facade and connects the floor end (Fig. 4) of respectively encorbelmenting, crossbar mode and connect that the floor end (Fig. 5) of respectively encorbelmenting, quadrilateral mesh mode connect the floor end (Fig. 6) of respectively encorbelmenting, the triangular mesh mode connects the floor end (Fig. 7) of respectively encorbelmenting.Preferably, peripheral structure 3 arrangement of (Fig. 2) in layout plan is sealing, symmetrical structure, and forms the good peripheral structure of integral rigidity, can be network.
In the optimizing process, at first adjust the plane figure of peripheral structure 3, make peripheral structure 3 be tending towards sealing, single shaft symmetry or twin shaft symmetry or center symmetry; Secondly, change the connected mode of respectively encorbelmenting between the floor end (straight-bar mode, crossbar mode shown in Figure 5, quadrilateral mesh mode shown in Figure 6, Fig. 7 triangular mesh mode, but be not limited thereto) as shown in Figure 4; The 3rd, the vertical inclination angle of adjustment peripheral structure 3.By above aspect, realize the optimization to multilayer overhanging steel structure static(al) ductile performance.
Step is 3.:
Consider the multilayer overhanging steel structure static(al) carrying whole process analysis (being called for short " two nonlinear buckling analysis ") of material nonlinearity and geometrical non-linearity simultaneously.Two nonlinear buckling analysis generally carry out analysis mode in common finite element softwares such as ANSYS, be the bilinearity load-deformation curve with steel material constitutive contextual definition, consider construction geometry large deformation effect in the computational process.Computational analysis is drawn system stability bearing capacity coefficient as shown in Figure 8 after finishing
PWith system large deformation capacity factor
DRelation curve.
Step is 4.:
Carrying out multilayer overhanging steel structure static(al) ductile performance judges.In Fig. 8
P-
DCurve and following formula are determined system stability bearing capacity coefficient
With system large deformation capacity factor
:
[
D] be system large deformation coefficient permissible value, span is 1/50 ~ 1/30;
P [D] The system stability bearing capacity coefficient of expression when deflection deformation reaches expection deformation performance [D].
Make the following judgment and operate according to formula (1), formula (2):
Otherwise, repeating step 2. and and step 3., adjust to connect cross section and the arrangement form of the peripheral structure of the floor of respectively encorbelmenting, change system stability bearing capacity coefficient and system large deformation capacity factor, be not less than corresponding limit value simultaneously until the two
If two control index coefficients meet the demands, the design of the big overhanging steel structure static(al) of multilayer ductile performance is finished.
Further method of the present invention and application thereof are specifically described with embodiment below.
Engineering example: certain multilayer overhanging steel structure engineering
As Fig. 9, the multilayer cantilevered structure is made up of floor cantilevered structure and roofing cantilevered structure two parts, and the floor cantilevered structure is mainly formed by being disposed radially the 20 Pin conversion steel truss of encorbelmenting greatly, supports two, the three layers of load in ground, the cantilever frame maximum length 43m that encorbelments.Cantilever frame adopts degree of uprising form, the about 6.8m of root height, and the about 2.2m in end is supported in steel frame core tube, and the end is connected to integral body by oblique network and roofing cantilevered structure.
Engineering is selected model 1 for use, encorbelment the end periphery arrange huge outside network, the same Fig. 6 of form.Model 2 has been set up in sunykatuib analysis simultaneously, and huge outer network is replaced with vertical vertical rod, the same Fig. 4 of form, and adjustment member load combined effect designs ratio with the Design of Bearing Capacity value under 0.85.Model 3 is set up in simulation simultaneously, and huge outer network is removed, and being equivalent to does not have peripheral structure, and the ratio of adjustment member load effect design load and Design of Bearing Capacity value is under 0.85.Above-mentioned model is considered simultaneously the multilayer overhanging steel structure carrying whole process analysis of material nonlinearity and geometrical non-linearity.
Two nonlinear analysis overall stabilities
| Model | Py | Pu/ 1.4 | P 1/40 | Dy | Du/ 1.4 | D Pλ | Du/
|
| Model | |||||||
| 1 | 2.50 | 2.58 | 3.37 | 1/102 | 1/20.9 | 1/102 | 4.88 |
| | 2.00 | 1.95 | 2.70 | 1/83 | 1/38.1 | 1/84 | 2.18 |
| | 1.50 | 1.54 | 1.46 | 1/39 | 1/13.8 | 1/41 | 2.83 |
Can draw by multilayer overhanging steel structure static(al) ductile performance decision method:
P λ 1 :
P λ 2 :
P λ 3 =2.5:1.95:1.46,
λ D1 :
λ D2 :
λ D3 =4.88:2.18:2.83,
D U1 /
L:
D U2 /
L:
D U3 /
L=1/102:1/84:1/41.By criterion system stability bearing capacity coefficient limit value [
P λ] between the span 2.0 ~ 3.0, then model 1 satisfies criterion; By the ratio limit value of criterion system extreme displacement and yield displacement [
λ D ] should be greater than 1.2 ~ 1.4, then three models all satisfy criterion, the deformability coefficient maximum of model 1, and model 3 takes second place, and model 2 is the poorest.
In sum, model 1 satisfies the criterion of multilayer overhanging steel structure ductile performance, then the scheme optimum of model 1.
Claims (5)
1. optimize the method for static(al) ductile performance in the multilayer overhanging steel structure, it is characterized in that described method may further comprise the steps:
1. step sets up the floor structure model of multilayer overhanging steel structure, carries out floor steel work rod member layout and cross section preliminary design under the static(al) effect;
Step arranges the peripheral structure of vertical layout or oblique layout 2. at the periphery of floor end of encorbelmenting, and all floors of encorbelmenting are linked to each other; Carry out layout and the Cross section Design of floor steel work under the static(al) effect, vertical syndeton;
3. step is used the computer finite element software to carry out multilayer overhanging steel structure static(al) carrying overall process and is calculated, and during computational analysis, the structural meterials model specification is two non-linear stress-strain attributes, and considers how much large deformation effects of structural system in computational process; Thereby calculate stability bearing capacity and the large deformation ability of system;
Step 4. multilayer overhanging steel structure static(al) ductile performance is judged: according to step result of calculation 3., judge whether system stability bearing capacity coefficient and system large deformation capacity factor are not less than corresponding limit value simultaneously
If do not satisfy, repeating step 2. with step 3., by adjusting peripheral structure cross section and the arrangement form of the vertical layout or the oblique layout that connect the floor of respectively encorbelmenting, change system stability bearing capacity coefficient and system large deformation capacity factor, be not less than corresponding limit value simultaneously until the two
When the two satisfied above-mentioned condition, the design of multilayer overhanging steel structure static(al) ductile performance was finished.
2. the method for optimization static(al) ductile performance according to claim 1 is characterized in that the peripheral structure of each face of periphery of the described floor end of encorbelmenting can constitute an enclosed construction.
3. according to the method for claim 1 or the described optimization static(al) of claim 2 ductile performance, it is characterized in that described cantilevered structure is twin shaft or centrosymmetric structure.
4. the method for optimization static(al) ductile performance according to claim 1 is characterized in that described peripheral structure is straight-bar type, intersection rod-type or network.
5. the method for optimization static(al) ductile performance according to claim 1 is characterized in that described peripheral structure is quadrilateral mesh or triangular mesh.
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Address after: 100120 Beijing Desheng street, No. 12, Xicheng District Patentee after: CHINA AVIATION PLANNING AND DESIGN INSTITUTE (GROUP) CO., LTD. Address before: 100120 Beijing Desheng street, No. 12, Xicheng District Patentee before: China Aviation Planning and Construction Development Co., Ltd. |