CN103488909A - Virtual-load-based structure internal force calculation method in construction process - Google Patents
Virtual-load-based structure internal force calculation method in construction process Download PDFInfo
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Abstract
The invention relates to a virtual-load-based structure internal force calculation method in a construction process. The method comprises the following steps: (1) selecting a key component and the type of a key internal force of the key component according to a building structure; (2) respectively calculating key internal forces of the structure under primary load and construction simulation, and calculating the difference between the key internal forces; (3) selecting a plurality of virtual base loads as required, and calculating the key internal force of the structure under each virtual base load to form a virtual base load internal force matrix; (4) calculating the combination coefficient c of the virtual base loads by solving equations, wherein the key internal force of the structure under the virtual load and the difference between the internal forces are the same or similar; (5) finally, loading the virtual load and the load of the structure to the structure at one time to obtain the structural internal force considering the construction process. The calculation method can be applied to structure seismic performance analysis considering the construction process. Compared with the prior art, the method has the advantages of simple and clear calculation process, accurate result and the like.
Description
Technical field
The present invention relates to the building structure technology field, especially relate to a kind of work progress structural internal force calculation method based on virtual load, can be applicable to consider the building structure aseismatic performance prediction method of work progress structural internal force.
Background technology
The analysis and design of current architecture configuration is all that the one-piece construction after completing according to construction is carried out.But practical structures is successively to build and form, load also successively is loaded on the structure successively formed, and this is the major embodiment of structure time variation.The structure time variation affects and can not ignore internal force, if just according to the method once loaded, consider that the characteristic of structure is inaccurate, or even relatively unsafe.For making the structure analysis process mechanical state of reflect structure work progress more truly, guarantee the security of structure, during building structure, the variation analysis method arises at the historic moment.
When during traditional structure, the variation analysis method comprises elasticity, variation is analysed variation when non-resilient and is analysed.The Cao Zhiyuan of Tongji University professor variation when work progress is analysed area research early, he in the time-varying force of the mechanical Analysis on Construction " learn basis " during to construction mechanics variation analyse and be described in detail, he has set forth the mechanics feature in the work progress, has proposed Construction of Civil Engineering mechanical analysis and time-varying force thereof and has learned basic research direction.During its Elastic, the variation analysis method is structure in the situation that do not consider inelastic deformation (distortion that shrink, creep, the effect of non loads such as temperature and sedimentation causes) impact, while being undertaken by the simulation to work progress, variation is analysed, and then obtains the internal force time-histories of structure.The scholars such as Fu Xueyi during by construction mechanics variation analyse and be applied in Practical Project, he has adopted accurate erection simulation calculation method in " erection simulation calculation under the high building structure vertical load " literary composition, reflect that the actual bodies structure successively forms, the corresponding actual working state thereupon successively applied of most of load, and then draw the internal force time-histories of structure.The method thinking is clear and definite, and operating process is simple, in engineering design, is widely used.
In fact, the time variation of structure in work progress not only affects internal force and the distortion of structure under vertical uniform load q, also can be influential to the anti-seismic performance of structure.For the original state of the seismic analysis of structures disposable result be applied on the one-piece construction model of vertical load normally, rather than consider the actual internal force status of work progress.Simultaneously, the elastoplasticity performance of structure relevant with the loading history of structure and member (it is general that Chen Hui sends out the A.F. Surrey. elasticity and plasticity mechanics [M], Beijing: China Construction Industry Press, 2004).Because structural internal force and block mold that work progress causes are inconsistent, may cause the actual anti-seismic performance of structure inconsistent with expection.Therefore, consider that construction simulation is also necessary on the impact of structural elasto-plastic response performance.
Above-mentioned construction simulation analytical approach generally need to be carried out analytical calculation to a plurality of structural system states in work progress, and process is more complicated, and calculated amount is larger.When needs consider that work progress affects structural seismic performance, existing analytical approach is difficult to the work progress simulation is combined with aseismic analysis, the elastic-plastic analysis under especially large shake.
Summary of the invention
Purpose of the present invention is exactly to provide a kind of work progress structural internal force calculation method based on virtual load in order to overcome the defect that above-mentioned prior art exists, adopt virtual load and self load once to be loaded into the structural internal force state that structural mode can obtain considering work progress, and then according to the anti-seismic performance of structural internal force prediction building structure, and do not need to adopt multi-step the time become the configuration state method, computation process is simple and clear, and result is accurate.
Purpose of the present invention can be achieved through the following technical solutions:
Work progress structural internal force calculation method based on virtual load, the method comprises the following steps:
(1) select the kind of key member and crucial internal force thereof according to building structure;
(2) calculate respectively building structure once load and construction simulation under crucial internal force f
0and f
1, and calculate both difference internal force Δ f=f
1-f
0;
(3) choose as required a plurality of virtual base loads, calculate building structure crucial internal force under each virtual base load, form virtual base load inner force matrix S;
(4) calculate the combination coefficient c of virtual base load by solving equation group S * c=Δ f, make the structural key internal force under virtual load identical or close with difference internal force Δ f;
(5) finally virtual load and structure self load once are loaded on structure, obtain considering the structural internal force of work progress.
Described key member comprises Vierendeel girder, frame column and shear wall;
Described crucial internal force comprises beam-ends moment of flexure, wall and styletable moment of flexure axle power.
The crucial internal force f of described calculating building structure
0and f
1variation analysis method when the method adopted is respectively flexibility analysis method and elasticity.
In described step (3), virtual base load is mainly node concentrated force pair.
In described step (3), close structural key internal force and the difference internal force Δ of referring to
fbetween error be less than setting value.
Described setting value is 5%～10% of structural key internal force.
Compared with prior art, the present invention is directed to and can't consider at present the present situation of work progress on the structural seismic performance impact, provide a kind of can be by once loading the structural internal force calculation method of considering work progress of simulating, adopt virtual load and self load once to be loaded into the structural internal force state that structural mode can obtain considering work progress, and do not need to adopt multi-step the time become the configuration state method, the method computation process is simple and clear, result is accurate, and based on this structural internal force calculation method, the anti-seismic performance analyses and prediction of building structure just can be carried out on the structure of considering the work progress simulation.
The accompanying drawing explanation
Fig. 1 is schematic flow sheet of the present invention;
Fig. 2 is structural model schematic diagram in the embodiment of the present invention 1;
Fig. 3 is that the embodiment of the present invention 1 once loads and erection simulation calculation model difference schematic diagram;
In Fig. 3, (3a) being a loading calculation model, is (3b) the erection simulation calculation model;
Fig. 4 is the virtual base load of the embodiment of the present invention 1 schematic diagram;
In Fig. 4, (4a) be virtual base load F
1schematic diagram, (4b) be virtual base load F
2schematic diagram;
Fig. 5 is the embodiment of the present invention 1 equivalent load schematic diagram;
Fig. 6 is structural key internal force and the construction simulation after the embodiment of the present invention 1 is implemented and once loads comparison diagram;
Fig. 7 is structural model schematic diagram in the embodiment of the present invention 2;
Fig. 8 is the virtual base load of the embodiment of the present invention 2 schematic diagram;
In Fig. 8, (8a)～(8f) be respectively virtual base load F
1～F
6schematic diagram;
Fig. 9 is the embodiment of the present invention 2 equivalent load schematic diagram.
Embodiment
Below in conjunction with the drawings and specific embodiments, the present invention is described in detail.The present embodiment be take technical solution of the present invention and is implemented as prerequisite, provided detailed embodiment and concrete operating process, but protection scope of the present invention is not limited to following embodiment.
The internal force field that sequence of construction loads is considered in the method simulation that work progress structural internal force calculation method based on virtual load is intended to by once loading, and the anti-seismic performance based on this internal force prediction building structure.
It is generally acknowledged structure under vertical uniform load q in elasticity, but and the structural internal force linear superposition under each static load operating mode in elastic stage.Therefore apply other loads (virtual load) on the basis that can once load at existing vertical load, with change structure internal force, distribute, make its internal force with construction simulation identical or close.
The building structure aseismatic performance evaluation generally need to be carried out elastic-plastic analysis to structure with assessment, the general elastoplasticity performance that only needs key member, and the effect of some internal force rather than all internal force can be only considered in the performance of the elastoplasticity of some member, for example Vierendeel girder can only be considered the effect of beam-ends moment of flexure, frame column can only be considered the effect of styletable moment of flexure and axle power, and the Shear Walls limb can only be considered the effect of its end moment of flexure, shearing and axle power.Therefore, when virtual load carries out construction simulation, can only meet structure division internal force rather than all internal force identical with actual internal force or close.These part internal force should be the crucial internal force of structural key member.
According to above-mentioned principle, to only meeting the situation of structure division internal force (crucial internal force), known construction simulation is found virtual load with the difference internal force once loaded and can be realized, computing method are specific as follows:
1, calculated difference internal force field
1) select the kind of key member and crucial internal force thereof according to building structure, list the number n of crucial internal force, described crucial internal force is structure division internal force, is the crucial internal force of structural key member.When studying construction simulation to the structural elasto-plastic response performance impact, structural key internal force generally comprises the component internal force that beam-ends moment of flexure, wall and styletable moment of flexure axle power etc. affect the structural plasticity development.
2) calculate respectively building structure once load and construction simulation under crucial internal force f
0and f
1, and calculate both difference internal force Δ f=f
1-f
0
Δ f in formula
ifor each crucial internal force of i in structure difference internal force, n is crucial internal force number.
Variation analysis method in the time of can adopting elasticity during structural internal force under calculating construction simulation, also can adopt variation analysis method when non-resilient.When adopting elasticity, during the variation analysis method, the result of virtual load method simulation is not just considered the impact of the effect of non loads such as temperature, sedimentation and concrete shrinkage and creep, when adopting when non-resilient the variation analysis method, just can consider the impact of above-mentioned factor.In the time of can choosing according to actual needs proper method and carry out construction simulation, variation is analysed.
2, determine virtual base load
Virtual load is the result by a plurality of virtual base Load Combinations, and virtual base load can comprise the unit evenly load, node load etc.The value of virtual base load generally is chosen as unit load.The selection of virtual base load will meet the correct of structural key internal force.Generally, the kind of virtual base load can be power pair in set of node.
Choose as required a plurality of virtual base loads, calculate the crucial internal force of building structure under each virtual base load, form virtual base load inner force matrix S
In formula, n is crucial internal force number, and m is virtual base load number, s
ijmean i the crucial internal force of structure under j virtual base load action.
3, calculate the virtual load combination coefficient
Wish obtains virtual load after virtual base load is combined according to certain combination coefficient, makes the structural internal force under the virtual load effect equate with difference internal force.Virtual load combination coefficient vector c can be expressed as with the relation of crucial interior force vector Δ f and virtual base load inner force matrix S:
S×c=Δf (3)
Wherein, c is the m dimensional vector:
C wherein
ibe i virtual base load combination factor.
Virtual load combination coefficient vector c can obtain by solving equation (3), makes the structural key internal force under virtual load identical or close with difference internal force Δ f.Closely refer to that between structural key internal force and difference internal force Δ f, error is less than setting value.Described setting value is 5%～10% of structural key internal force.
The order of matrix S is generally less than or equals the dimension of vectorial Δ f, and solving the combination coefficient vector c ' that obtains may, for exact solution (c '=c), may be also the least square solution (c ' ≈ c) of matching.
4, equivalent load checking computations
Virtual base load is combined according to the virtual load combination coefficient, forms virtual load Δ f ':
Δf′＝S×c′ (5)
Virtual load and structure self load once are loaded on structure, obtain considering the structural internal force of work progress, and do not need to adopt multi-step the time become the configuration state method.Based on this computing method, the anti-seismic performance analysis of building structure just can be carried out on the structure of considering the work progress simulation.Although the structural internal force Δ f ' under the virtual load finally obtained can not equate fully with difference internal force field Δ f, be also approximately equalised.Therefore can load by virtual load equivalence sequence of construction, virtual load and original structure load can be acted on to structural load case simultaneously be equivalent to the construction simulation operating mode.So just, can realize by the mode once loaded the practical structures internal force of simulation consideration work progress.But, when completing virtual load calculating, need the structural internal force under further checking computations equivalent load whether identical with construction simulation internal force or close.
Finally, obtain the anti-seismic performance of this building structure according to the structural internal force obtained, structural seismic performance is analyzed.Concrete grammar is at the same time after weight application load and virtual load, structure is carried out to the dynamic elasto-plastic analysis impact on structural seismic performance with the consideration work progress under rarely occurred earthquake, mainly comprise the impact on structural plasticity development degree and different component plastic hinge developmental sequence.
Take two-layer reinforced concrete frame structure as example, as shown in Figure 2.The Structure Calculation parameter is: span length l=6m, story height H=4m; Concrete C30, elastic modulus E=3 * 1010Pa, Poisson ratio PAXY=0.2; Column section 500mm * 500mm, beam section 250mm * 400mm; Dead load 20kN/m, mobile load 8kN/m, the beam upward pressure is reduced to q=24kN/m (dead load+mobile load/2).
Carry out the building structure construction simulation according to method of the present invention, concrete implementation step is as follows:
(1) calculated difference internal force field.
Only have the rod members such as post and beam due to structural elements, structural key internal force during Elastic-Plastic Analysis of Structures can be styletable moment of flexure, beam-ends moment of flexure and axis of a cylinder power.Due to construction simulation with once load almost indifference of lower axis of a cylinder power, therefore the crucial internal force of the virtual load of construction simulation calculating can only be considered beam-ends and styletable moment of flexure.Again due to structural symmetry and joint moment equilibrium condition (there are the linear dependence relation in beam-ends moment of flexure and styletable moment of flexure), therefore finally can select crucial internal force, be post (left side) end moment of flexure, totally 4, i.e. n=4.
Calculate the structural key internal force f under once loading and construction simulation
0and f
1.For simplifying, calculate, when this example adopts elasticity, the variation analysis method calculates the structural internal force under construction simulation.Once as shown in Figure 3, result of calculation is in Table 1 for the computation model difference of loading and construction simulation.Find both differences, form crucial interior force vector Δ f:
(2) determine virtual base load.
For making the crucial internal force under virtual load conform to difference internal force, select the symmetrical horizontal concentrated force of node to being virtual base load.Two virtual base load F
1, F
2(F
1=1kN and F
2=1kN) schematic diagram as shown in Figure 4.Calculate the structural key internal force under virtual base load, in Table 1, obtain virtual base load inner force matrix S simultaneously and be:
Table 1
Annotate: in table, moment of flexure unit is N.m.
(3) calculate the virtual load combination coefficient.
Can obtain system of equations by formula (3):
The solving equation group obtains virtual load combination coefficient vector:
Because the order of matrix S is 2 to be less than the dimension 4 of vectorial Δ f, the least square solution that the combination coefficient of trying to achieve therefore above-mentioned vector c ' is matching (c ' ≈ c).
(4) equivalent load checking computations.
By virtual base load according to virtual load combination coefficient c
i' combine, form virtual load Δ f '.Virtual load and the vertical load q=24kN/m of structure own are superposed to equivalent load, as shown in Figure 5.Whether the structural internal force under the checking computations equivalent load is identical with construction simulation internal force or close.Equivalent load with once load and the structural internal force of construction simulation contrasts in Table 2 and Fig. 6.Can find out, with respect to once loading, structural key internal force and construction simulation under equivalent load are more approaching.Equivalent load is compared with the internal force of construction simulation, only two layers of capital and two layers of beam-ends moment of flexure gap are larger, but are less than 10%, can accept, and has substantially reached the purpose of the structural internal force that construction simulation sequentially loads.The equivalent load shown in Fig. 5 can be simulated the structural internal force of considering work progress by the mode once loaded.The elastic-plastic analysis of carrying out on the basis of the Structure Calculation model shown in Fig. 5 under geological process just can be considered the impact of work progress on structural seismic performance.
Table 2
Annotate: in table, the unit of moment of flexure is N.m.
Embodiment 2
The two-layer shear force of frame wall construction of embodiment 2 for simplifying, every layer is comprised of a post, a slice wall and a beam, as shown in Figure 7.The Structure Calculation parameter is: girder span l
f=6m, the long l of wall
w=3m, story height H=4m.Concrete C30, elastic modulus E X=3 * 1010Pa, Poisson ratio PAXY=0.2.Column section 500mm * 500mm, beam section 250mm * 400mm, wall thickness 200mm.Dead load 20kN/m on beam, mobile load 8kN/m, the beam upward pressure is reduced to q
f=24kN/m (dead load+mobile load/2).Dead load 30kN/m on wall, mobile load 8kN/m, the wall upward pressure is reduced to q
w=34kN/m (dead load+mobile load/2).
Carry out the building structure construction simulation according to method of the present invention, concrete computation process and result are as follows:
(1) calculated difference internal force field.
Due to construction simulation with the indifference almost of the axis of a cylinder power under once loading, and the correlativity of structure shearing and moment of flexure is very large, can only consider that the structure moment of flexure is as crucial internal force.Again due to structural symmetry and joint moment equilibrium condition (there are the linear dependence relation in beam-ends moment of flexure and styletable moment of flexure), thus finally can select crucial internal force be wall and styletable moment of flexure as crucial internal force, totally 8, i.e. n=8.
Calculate the structural key internal force f under once loading and construction simulation
0and f
1, find both difference, form crucial in force vector Δ f as follows:
In above formula, moment of flexure unit is N.m.For simplifying, calculate, when this example also adopts elasticity, the variation analysis method calculates the structural internal force under construction simulation.
(2) determine virtual base load.
For making the crucial internal force under virtual load conform to difference internal force, select the symmetrical horizontal concentrated force of node to being virtual base load.Six virtual base load (F
1, F
2, F
3, F
4, F
5and F
6being 1kN) schematic diagram is as shown in Figure 8.Calculate the structural key internal force under virtual base load, in Table 3, obtain virtual base load inner force matrix S simultaneously and be:
Table 3
Annotate: in table, internal force is moment of flexure, and unit is N.m.
(3) calculate the virtual load combination coefficient.
Solving equation S * c=Δ f obtains virtual load combination coefficient vector and is:
Because the order of matrix S is 6 to be less than the dimension 8 of vectorial Δ f, the least square solution that the combination coefficient of trying to achieve therefore above-mentioned vector c ' is matching (c ' ≈ c).
(4) equivalent load checking computations.
By virtual base load according to virtual load combination coefficient c
i' combine, form virtual load Δ f '.Virtual load and the vertical load of structure own are superposed to equivalent load, as shown in Figure 9.Whether the structural internal force under the checking computations equivalent load is identical with construction simulation internal force or close to 4.
Table 4
As can be seen from Table 4, the structural internal force under equivalent load and construction simulation are very close, and difference is less than 2%.Below check the result of other structural internal forces, in Table 5.
Table 5
Annotate: in table, unit of force is N, m.
Can find out, other structural internal forces under equivalent load and construction simulation are also very close, and difference is less than 2%.Adopt the virtual load method to consider that the structural internal force of work progress is effective.The equivalent load shown in Fig. 9 can be simulated the structural internal force of considering work progress by the mode once loaded.The elastic-plastic analysis of carrying out on the basis of the Structure Calculation model shown in Fig. 9 under geological process just can be considered the impact of work progress on structural seismic performance.
Claims (6)
1. the work progress structural internal force calculation method based on virtual load, is characterized in that, the method comprises the following steps:
(1) select the kind of key member and crucial internal force thereof according to building structure;
(2) calculate respectively building structure once load and construction simulation under crucial internal force f
0and f
1, and calculate both difference internal force Δ f=f
1-f
0;
(3) choose as required a plurality of virtual base loads, calculate building structure crucial internal force under each virtual base load, form virtual base load inner force matrix S;
(4) calculate the combination coefficient c of virtual base load by solving equation group S * c=Δ f, make the structural key internal force under virtual load identical or close with difference internal force Δ f;
(5) finally virtual load and structure self load once are loaded on structure, obtain considering the structural internal force of work progress.
2. the work progress structural internal force calculation method based on virtual load according to claim 1, is characterized in that, described key member comprises Vierendeel girder, frame column and shear wall;
Described crucial internal force comprises beam-ends moment of flexure, wall and styletable moment of flexure axle power.
3. the work progress structural internal force calculation method based on virtual load according to claim 1, is characterized in that, the crucial internal force f of described calculating building structure
0and f
1variation analysis method when the method adopted is respectively flexibility analysis method and elasticity.
4. the work progress structural internal force calculation method based on virtual load according to claim 1, is characterized in that, in described step (3), virtual base load is mainly node concentrated force pair.
5. the work progress structural internal force calculation method based on virtual load according to claim 1, is characterized in that, in described step (3), closely refers to that between structural key internal force and difference internal force Δ f, error is less than setting value.
6. the work progress structural internal force calculation method based on virtual load according to claim 5, is characterized in that, described setting value is 5%～10% of structural key internal force.
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Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104462644A (en) * | 2014-11-03 | 2015-03-25 | 香港华艺设计顾问(深圳)有限公司 | Construction simulation analysis method suitable for explicit solver |
| CN106503400A (en) * | 2016-11-23 | 2017-03-15 | 福州大学 | The frame structure component important coefficient computational methods of consideration internal force subitem contribution degree |
| CN107423507A (en) * | 2017-07-24 | 2017-12-01 | 大连交通大学 | A kind of complicated non-node load effect rigid-framed structure internal force diagram and deformation drawing drawing method |
| CN108573087A (en) * | 2018-03-08 | 2018-09-25 | 北京交通大学 | A kind of computational methods of the lower shallow embedding trough plate girt strip internal force of automobile wheel load effect |
| CN110512795A (en) * | 2018-05-21 | 2019-11-29 | 深圳市建筑设计研究总院有限公司 | A kind of fixing means and fixed device of flexural member |
| CN110516267A (en) * | 2018-05-21 | 2019-11-29 | 深圳市建筑设计研究总院有限公司 | A kind of fixing means and device of structural elements |
| CN110512726A (en) * | 2018-05-21 | 2019-11-29 | 深圳市建筑设计研究总院有限公司 | A kind of fixing means and fixed device of concrete flexural member |
| CN110704958A (en) * | 2019-08-14 | 2020-01-17 | 深圳市建筑设计研究总院有限公司 | Pre-internal force of multi-internal force component and calculation method thereof |
| CN110750828A (en) * | 2019-10-14 | 2020-02-04 | 中国能源建设集团江苏省电力设计院有限公司 | Method and system for automatically selecting embedded part of thermal power plant and storage medium |
| CN112329157A (en) * | 2019-07-31 | 2021-02-05 | 深圳市建筑设计研究总院有限公司 | Loading and internal force calculation method for secondary internal force structure |
| CN112541204A (en) * | 2019-09-23 | 2021-03-23 | 深圳市建筑设计研究总院有限公司 | Frame loading and layer-by-layer pre-internal force calculation method |
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-
2013
- 2013-10-15 CN CN201310483081.0A patent/CN103488909A/en active Pending
Non-Patent Citations (4)
| Title |
|---|
| X. ZHAO等: ""IMPACT OF CONSTRUCTION SEQUENCE ON STUCTUAL SEISMIC PERFORMANCE–A VIRTUAL LOAD METHOD"", 《PROCEEDINGS OF THE THIRTEENTH EAST ASIA-PACIFIC CONFERENCE ON STRUCTURAL ENGINEERING AND CONSTRUCTION (EASEC-13)》 * |
| 刘沛等: ""施工过程对结构抗震性能影响分析"", 《建筑结构》 * |
| 董佩伟等: ""建筑结构施工过程模拟的虚拟荷载法"", 《建筑结构》 * |
| 郁冰泉等: ""高层建筑结构非弹性时变分析方法"", 《建筑结构》 * |
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| CN104462644B (en) * | 2014-11-03 | 2017-11-17 | 香港华艺设计顾问(深圳)有限公司 | A kind of sequential construction analysis method suitable for explicit solution device |
| CN106503400A (en) * | 2016-11-23 | 2017-03-15 | 福州大学 | The frame structure component important coefficient computational methods of consideration internal force subitem contribution degree |
| CN106503400B (en) * | 2016-11-23 | 2019-05-10 | 福州大学 | Consider the frame structure component important coefficient calculation method of internal force subitem contribution degree |
| CN107423507A (en) * | 2017-07-24 | 2017-12-01 | 大连交通大学 | A kind of complicated non-node load effect rigid-framed structure internal force diagram and deformation drawing drawing method |
| CN108573087A (en) * | 2018-03-08 | 2018-09-25 | 北京交通大学 | A kind of computational methods of the lower shallow embedding trough plate girt strip internal force of automobile wheel load effect |
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| CN110512726A (en) * | 2018-05-21 | 2019-11-29 | 深圳市建筑设计研究总院有限公司 | A kind of fixing means and fixed device of concrete flexural member |
| CN110516267B (en) * | 2018-05-21 | 2022-11-25 | 深圳市建筑设计研究总院有限公司 | Fixing method and device for structural member |
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