CN105279325B - Consider the concrete filled steel tube tapered pole stable calculating method of monolithic space action - Google Patents
Consider the concrete filled steel tube tapered pole stable calculating method of monolithic space action Download PDFInfo
- Publication number
- CN105279325B CN105279325B CN201510657496.4A CN201510657496A CN105279325B CN 105279325 B CN105279325 B CN 105279325B CN 201510657496 A CN201510657496 A CN 201510657496A CN 105279325 B CN105279325 B CN 105279325B
- Authority
- CN
- China
- Prior art keywords
- tapered pole
- steel tube
- column
- concrete filled
- filled steel
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Landscapes
- Rod-Shaped Construction Members (AREA)
Abstract
The invention discloses a kind of concrete filled steel tube tapered pole Equivalent Calculation length and calculation method for stability for considering monolithic space action, belong to concrete filled steel tube tapered pole design field, step are as follows: the concrete filled steel tube tapered pole characteristic value load for considering monolithic space action is calculated by finite element software, the Eigenvalue Buckling Analysis of pin-ended column without space behavior, and the buckling eigenvalue of pin-ended microcephaly's column with constant cross sections without space behavior；Acquire the support column computational length coefficient for considering space entirety effect of contraction；Obtain equivalent calculated length coefficient of the hinged concrete filled steel tube tapered pole in both ends under equivalent column with constant cross sections；Obtain the equivalent calculated length coefficient that tapered pole considers monolithic space action.The present invention proposes a set of conical steel pipe concrete column Equivalent Calculation length and Convenient stable criterion for considering monolithic space action, to obtain a set of practical, efficient, accurate engineer application calculation method.
Description
Technical field
The invention belongs to concrete filled steel tube tapered pole design fields.
Background technique
Concrete filled steel tube tapered pole is usually adopted by large complicated large span spatial structure as important structural support members
With, therefore the design and calculation method of its stability bearing capacity is extremely important.But existing specification is not to concrete filled steel tube taper
The calculating of column computational length coefficient is made an explanation, and is not made an explanation to it in consideration monolithic space action stability inferior differentiation more,
The reason is that the component model that specification is all consideration stability of convenience of calculation is areal model, without using spatial model.
The method of current engineering application: under every kind of load mode, every single order buckling mode goes for the stability bearing capacity of each pillar
The computational length coefficient of each pillar is obtained, considers space mass action to reach, but quite cumbersome to labyrinth, not
It is practical.Therefore, it at present in engineering, there is no to its progress of concrete filled steel tube tapered pole stability bearing capacity under structure monolithic space action
The problem of reasonable design & check.
Summary of the invention
It is an object of the invention to: problem of the prior art is solved, and proposes a set of taper for considering monolithic space action
Steel core concrete column Equivalent Calculation length and Convenient stable criterion, to obtain a set of practical, efficient, accurate engineer application
Calculation method.
The object of the invention is realized by following technical proposals:
A kind of concrete filled steel tube tapered pole Equivalent Calculation length and calculation method for stability considering monolithic space action,
It is characterized by comprising the following steps::
(1) the concrete filled steel tube tapered pole characteristic value load for considering monolithic space action is calculated by finite element software
Ncr, the Eigenvalue Buckling Analysis N of the pin-ended column of no space behaviorcr0, and the pin-ended without space behavior is first-class section small
The buckling eigenvalue N of face columncr0'；
Specifically, its optional mode of operation are as follows: to consider space behavior, overall model is established in finite element software,
The target column emission levels in model are constrained again, go out target column concrete filled steel tube taper with the buckling analysis function calculating of software
The characteristic value load N of column consideration monolithic space actioncr, then bored with the hinged concrete filled steel tube in the single both ends of buckling analysis functional analysis
Shape column is the Eigenvalue Buckling Analysis N of the pin-ended column without space behaviorcr0, similarly analyze the both ends hinge of no space behavior
The buckling eigenvalue N of Zhi little Tou column with constant cross sectionscr0'；Existing various finite element softwares can be used, such as SAP2000, ANSYS etc.
General finite meta software.
(2) following formula are pressed, the support column computational length coefficient μ for considering space entirety effect of contraction is acquired:
(3) as follows, equivalent meter of the hinged concrete filled steel tube tapered pole in both ends under equivalent column with constant cross sections is obtained
Calculate length factor μeff0:
(4) as follows, the equivalent calculated length coefficient μ that column with variable cross-sections considers monolithic space action is obtainedeff:
μeff=μ μeff0；
(5) it is provided by " concrete filled steel tube technical regulation: CECS28-2012 ", by the above-mentioned tapered pole being derived from
Consider the equivalent calculated length coefficient μ of monolithic space actioneff5.1.3 item is substituted into, 5.1.4 item carries out concrete filled steel tube tapered pole
Press-bending stability bearing capacity check.In the step, equivalent calculated length coefficient is brought into " concrete filled steel tube technical regulation "
The reason of being checked is that regulation has examined the various initial imperfections of worry component and primary stress, calculates safer, easy to operate, application
Property is strong.
Key of the invention is:
1. the precondition of existing specification and written books paper stability Calculation is all based on it is assumed that and the meter studied
Calculating unit is planar structure, but for practical structures, structure type be it is three-dimensional, and structural system, load,
The difference of constraint, and the boundary condition of structural elements is multifarious, so that unstable phenomenon is had nothing in common with each other, passes through finite element model
Simulate practical structures, this avoid condition hypothesis, and structural model used is directly the space for considering each component
Structure, it is actual to simulate space behavior suffered by component.
2. this method is suitable for the concrete filled steel tube tapered pole that all section radius change linearly, it is not suitable for other types
Special-shaped column with variable cross-sections.
3. the theoretical basis of invention is to derive that the Bearing Capacity Formula under concrete filled steel tube tapered pole monolithic stability is cut with equal
The formula of Euler's critical force of face column is similar.
4. the stability bearing capacity value N of same concrete filled steel tube tapered surface columncrIt is changed linearly under various boundary conditions.
5. calculating the concrete filled steel tube tapered pole characteristic value load N for considering monolithic space action in finite element softwarecrIt is
By discharging target concrete filled steel tube top end horizontal cross freedom degree in overall model, then buckling analysis is obtained.
Beneficial effects of the present invention:
The method of the present invention is using the accurate buckling analysis of large space Finite Element Eigenvalue as tool, with elastic stability theory
Based on, the stability Design formula of integrated use existing design specification proposes the steel tube concrete for considering monolithic space action
A whole set of calculates step and method to the design computational length calculation method and calculating steady bearing capacity of native tapered pole, is steel tube concrete
Native tapered pole, which is reasonably checked, provides calculation method and support with design.Inventing has important engineering practical value and significant
Social benefit.
Calculation method of the present invention is applicable not only to general high-rise, super-high building structure, it is empty to be also suitable Pressures On Complex Large-span degree
Between grid structure, and the check of final equivalent result is combined with existing general specification, for engineering calculation provide it is effective with can
The method leaned on.
Detailed description of the invention
Fig. 1 is pin-ended tapered pole balance differential equation computation model；
Fig. 2 is existing shape specification plane framework side moves unstability aspect graph；
Fig. 3 is existing shape specification side moves unstability column length coefficient calculation diagram；
Fig. 4 is target column characteristic value critical load Ncr and corresponding buckling mode；
Fig. 5 is the target column in Fig. 4；
Fig. 6 is pin-ended tapered pole buckling mode of the target column without space behavior；
Fig. 7 is the eigenvalue buckling mode of pin-ended microcephaly's column with constant cross sections；
Fig. 8 is that N-M ultimate bearing is tried hard to；
Fig. 9 is calculation flow chart of the invention；
Figure 10 is analysis schematic diagram of the invention.
Specific embodiment
Following non-limiting examples are for illustrating the present invention.
There was only column with constant cross sections Euler's formula in the prior art, there is no the calculating of the tapered pole of the variable cross-section of the invention being directed to
Formula, therefore the present inventor has done following derivation and proved, it was demonstrated that Bearing Capacity Formula under steel core concrete column monolithic stability with etc.
The formula of Euler's critical force of Section Column is similar:
The critical bearing capacity N of the axial compression characteristic value of pin-ended tapered polecr0Theory deduction:
Balance differential equation is established:
Without loss of generality, the balance differential equation of pin-ended taper column with variable cross-sections are as follows:
E is elasticity modulus, and I (x) is the moment of inertia of tapered pole, and P is axis pressure, and y is horizontal direction amount of deflection, origin
At conial vertex
Pin-ended tapered pole is as shown in Figure 1, l in Fig. 10For the distance for arriving conial vertex at the top of pillar, l is the reality of pillar
Border length is established such as Fig. 1 rectangular axes, the sectional dimension of the hinged axial compression taper circular steel column in both ends and is linearly become along mast axis
Change, cross sectional moment of inertia presses the biquadratic relationship change of radius along axis.
Computation model such as Fig. 1, establishes balance differential equation:
Wherein, w is the direction y camber, since y is related to formula variable operation below, therefore does not have to y herein, k is the moment of inertia
Variation coefficient is a constant.Then the moment of inertia of the top and bottom of taper variable cross-section circular steel column has I respectively1=k (l0+l)4And I0
=kl0 4.Remember μ2=P/ (Ek),Therefore the above-mentioned differential equation can be deformed into
Balance differential equation solves:
Consider following Second Order Linear Differential Equation with Variable Coefficients
x2y”+[2x2G(x)+x]y'+[x2G'(x)+x2G2(x)+xG(x)+λ2x2-n2] y=0
The linear change of unknown function can turn to the Bessel equation of empty argument, convert:
Y=e-∫G(x)dxu(x)
It changes function y into u, then has
x2u”+xu'+(λ2x2-n2) u=0
Remake transformation
T=λ x
And remember
To obtain
t2v”+xv'+(t2-n2) v=0
Equation is using v as the Bessel equation of unknown function void argument
So enabling w=e-∫G(t)dtU (t) is easy to get
Therefore have:
Then equation (1-3) deforms are as follows:
It enables
Above formula can be deformed into
According to " Equations of Mathematical Physics and special function " (the bright Equations of Mathematical Physics of Wang Yuan and the Beijing special function [M]: high
Equal education publishing house, 2004.1:130-145) it solves
It enables
Then have:
From Bessel function
The solution of equation (1-3) is
That is:
Then have to w derivation:
By can hingedly obtain absorbing boundary equation at the top and bottom of column with variable cross-sections:
w(l0)=0；w"(l0)=0
w(l0+ l)=0；w"(l0+ l)=0
With reference to " Theory of elastic stability " (Timoshenko S.P.&Gcrc J.M.Theory of
Elastic stability [M] .New York:McGraw-Hill Book Company.1961) can last solution obtain buckling spy
Value indicative Theory Solution Pcr
Wherein, I1It is column with variable cross-sections bottom surface the moment of inertia, Coefficient m and l0With l1Ratio it is related, and need to be super by solving
More equation obtains.
1. considering the computational length coefficient μ of monolithic space action
1.1 computational length coefficient μ definitions
Based on elastic theory, the axial compression feature it is found that pin-ended taper column with variable cross-sections is derived according to aforementioned
It is worth the critical bearing capacity N of Euler of bucklingcr0It can indicate are as follows:
I0For microcephaly's the moment of inertia.Wherein COEFFICIENT K is that the expression formula of tapered pole the moment of inertia I (x) provides.By formula (1) it is found that
It is the same with cross-section Euler's formula column, the computational length and Euler's critical load N of tapered polecrEvolution between still meet square
Inverse relation.
In practice, it since tapered post pillar both ends are frequently not ideal hinged constraint, is constrained when there are others
When condition, compared with ideal hinged constraint, will there is the computational length coefficient μ not equal to 1, axial compression Euler's characteristic value
Buckling bearing capacity may be expressed as:
If both ends are constrained to hinged, formula (2) is degenerated for (1), i.e., the desirable μ of μ in formula0=1,
By formula (1) and formula (2) both sides phase, then the calculation formula of the computational length coefficient μ of monolithic space action can must be considered:
NcrCharacteristic value of the pillar in structure monolithic space action lower prop, Ncr0Spy of the pillar under pin-ended constraint condition
Value indicative buckling critical load, μ are the computational length coefficient for considering structure monolithic space action.
1.2 steps 1: consider the tapered pole characteristic value load N of monolithic space actioncr
Consider the tapered pole characteristic value load N of monolithic space actioncrIt is calculated by finite element software, computational theory
Are as follows: theoretical according to existing Specification Design, monolithic space action influences the stability bearing capacity of pillar component to include two sides
Face:
1, the effect of contraction that the beam or roof grid structure connecting with styletable rotate styletable:
2, effect of contraction of other rod pieces to styletable sidesway in overall structure: in specification " Code for design of steel structures
GB50017 " in, according to structure entirety lateral deformation stiffness, the overall collapse form of pillar includes no sidesway and two kinds of side moves.It is
It is no that the anti-lateral displacements systems such as enough supports, shear wall, cylinder are set.
For sideway structures system, also relatively pacify in specification " Code for design of steel structures GB50017 " in specific calculate
The full hypothesis layer other all pillars buckling ignores in integral structural system other pillars to the lateral of upper end of support column
Constraint.The computation sheet of side moves space behavior computational length coefficient is given in Appendix D.Its calculate thinking be represented by Fig. 2,
3 (Fig. 2 show side moves multilayer multispan, and when calculating assumes that the corner at the crossbeam both ends of same layer after buckling deformation is equal in magnitude,
And the direction of corner is also identical；Fig. 3 simulates the computation model of single sway column, and it is H, section that this, which has the length of sway column,
The moment of inertia is the right cylinder of I, and constraint of the styletable by bending resistance spring, the constraint constant of upper end is r1, the constraint constant of lower end is
r2), being detailed in document, (Code for design of steel structures understands and application, Code for design of steel structures establishment group are write, and China's plan is published
Society, 2003.11).
But plane rule frame system is only gived in specification " Code for design of steel structures GB50017 " Appendix D and considers sky
Between the approximate calculation length factor that acts on.For large complicated space structure, the present invention is based on the same thought of above-mentioned specification,
Comprehensive both the above factor, in the overall space Deterministic Finite meta-model of large span Complicated Spatial Structure, release is to calculating mesh
The sidesway of the sub- upper end of distance pole constrains, and applies xial feed in styletable, whole Eigenvalue Buckling Analysis is carried out to structure, can be counted
Calculate the characteristic value critical load N for obtaining considering monolithic space actioncrAnd corresponding buckling mode.
Example: pass through the buckling feature for the side moves that space overall model calculates by taking certain space structure as an example with reference to Fig. 4,5
Value NcrAnd corresponding buckling mode.(the marking in Fig. 4) that target column can be acquired considers the critical lotus of characteristic value of monolithic space action
Carry Ncr, unstability direction Y-direction N in Fig. 4cr=3.85x108N。
1.3 steps 2: the Eigenvalue Buckling Analysis N of the pin-ended column without space behaviorcr0
By establishing analysis model for finite element, the hinged target column in tapered pole both ends of pin-ended can be individually established,
And carry out Eigenvalue Buckling Analysis.The axial compression characteristic value of the taper column with variable cross-sections of practical pin-ended can be accurately obtained
The critical bearing capacity N of the Euler of bucklingcr, avoid the theoretical solution complicated using the progress of theoretical formula.
Example: still by taking the pillar as an example, the pin-ended tapered pole buckling of no space behavior can be acquired by finite element software
Characteristic value Ncr0, pin-ended microcephaly's column with constant cross sections without space behavior buckling eigenvalue Ncr0', Fig. 6 target column is made without space
Pin-ended tapered pole buckling mode Ncr0=4.392 × 108The characteristic value of N, Fig. 7 pin-ended microcephaly's column with constant cross sections is bent
Bent mode Ncr0'=1.57 × 108N。
1.4 steps 3: consider the computational length coefficient μ of monolithic space action
By above-mentioned Ncr, Ncr0Bringing formula (3) into can obtain considering the calculation length of column coefficient μ of structure monolithic space action.
Example: still by taking the pillar as an example:
1.4 steps 4: consider the concrete filled steel tube tapered pole computational length coefficient μ of monolithic space actioneff
Take (EI)eff=(EI)0I.e. small end section.Then in the case of pin-ended, small end of the hinged tapered pole of upper and lower side etc. is cut
The equivalent calculated length coefficient of face column
In summary consider monolithic space action tapered pole computational length coefficient μ and the hinged tapered pole of upper and lower side it is small
Hold cross-section equivalent calculated length coefficient μeff0, then considering the equivalent calculated length coefficient of the tapered pole of monolithic space action
μeffIt may be expressed as:
μeff=μ μeff0 (4)
Example: still for the column, comprehensively consider the computational length coefficient μ of monolithic space action tapered pole, upper and lower side is hinged
The small end cross-section equivalent calculated length coefficient μ of tapered poleeff0, then being equivalent to for the tapered pole of consideration monolithic space action is small
The computational length coefficient μ of end sectioneffIt may be expressed as:
μeff=μ μeff0=1.068 × 0.598=0.639
Flow chart, the schematic diagram of above step 1 to 4 are detailed in attached drawing 9, Figure 10.
The press-bending stability bearing capacity of 2 concrete filled steel tube tapered poles is checked
Traditional approach can be used, " concrete filled steel tube technical regulation: CECS28-2012 " standard is pressed, with obtained μeff
The press-bending stability bearing capacity for carrying out concrete filled steel tube tapered pole is checked.But this mode is relatively complicated, can also further adopt
It is checked with the following methods that the present inventor proposes, efficiency greatly improves: by structural unit overall structure finite element number
Value simulation obtains concrete filled steel tube tapered pole and considers the column stability bearing capacity of monolithic space action, and calculates analysis and considered
The coefficient of stability φ of the support column of space entirety effect of contraction, passes through the obtained coefficient of stabilityDraw the N-M limit of target column
Carrying is tried hard to, and substitutes into load case, verifies the overall stability of pillar.Ultimate bearing is tried hard to such as attached drawing 8.
2.1 steel core concrete columns consider the coefficient of bearing caoacity reduction coefficient of overall space constraint
" concrete filled steel tube technical regulation: CECS28-2012 " what is given is the stability Calculation of cross-section steel pipe column
Formula.Therefore according to its 5.1.4 item, cross-section concrete column considers the long bearing capacity reducing coefficient carefully influencedAre as follows:
Work as LeWhen/D > 4:
Work as LeWhen/D≤4:
D is the diameter of steel pipe；LeFor the effective length of pillar:
Le=μeffkL
L is the physical length of pillar.
K is the equivalent length coefficient for considering shaft Bending moment distribution gradients affect, considers to make under pillar axle power in practical moment of flexure
Second-order effects caused by deformation under, also referred to as small P- δ effect caused by moment of flexure.Usually in norm of steel structure GB50017
With concrete specification GB50010[50]It is middle to use using the method being modified to moment of flexure, but in CECS280-2012 to calculating
The method of length correction considers the effect.
For frame with sidesway column
Work as e0/rcWhen≤0.8: k=1-0.625e0/rc
Work as e0/rcWhen > 0.8: k=0.5
In fact, k is directly related with the internal force of pillar, determined by the curvature under practical moment of flexure, when both ends contrary sign is the same as big
Under small moment of flexure, k value is up to 1.It is very more when checking operating condition due to actual design.Consequently, to facilitate intuitive accurate school
The stress of core pillar, intuitively judges, relatively conservative by k=1 value in this report.
Therefore, the effective length L of pillare:
Le=μeffkL (5)
2.2 consider that the concrete filled steel tube tapered pole compression-bending capacity of overall space constraint is checked
Using compression-bending capacity of the consistent M-N dependent equation of method to target pillar for being reduced double coefficients with bearing capacity
Calculation and check is carried out, and M-N dependent equation is provided by the interpretation of section of the specification provision 5.1.3 item:
N in formula, M are force value in end, M0For pure bending bearing capacity value:
M0=0.4N0rc (8)
rcThe radius of core concrete；N0For axial compressive strength ultimate bearing force value:
Wherein, θ is concrete filled steel tube confinement index
[θ]=1, concrete grade are less than C50 (9)
The N-M ultimate bearing for drawing target column is tried hard to, and by the N under kind of Load Combination operating condition, the combination of M internal force is drawn together
System.Specific drawing practice is as follows: (1) the equivalent coefficient of stability can be acquired according to equivalent calculated length coefficient, by the equivalent coefficient of stability
Substitute into " concrete filled steel tube technical regulation: CECS28-2012 " 5.1.3 item, 5.1.4 item, to draw out N-M ultimate bearing
Force curve；(2) in finite element software, target column is calculated under each operating condition, and styletable internal force situation extracts its axle power N, curved
Data are drawn into N-M ultimate bearing force curve by the data of square M；(3) according to N-M ultimate bearing force curve whether all include
Interior force, come differentiate target column whether unstability.
Example: it still by taking the column as an example, by above-mentioned " concrete filled steel tube technical regulation: CECS28-2012 " formula, can calculate
Obtain the N-M ultimate bearing force curve of the pillar.And the pillar both ends being calculated with various Load Combination performance analyses
N-M design load drafting mark together, can clearly judge the N-M ultimate bearing force curve that the pillar design load is in
Within envelope, show that the section of the pillar meets design requirement, and has comparable bearing capacity more than needed.Fig. 8 is column check result, figure
M/ (φ in 81M0) i.e. the ratio between the moment of flexure of column one end and newel post's yield moment be a characteristic, ordinate is also not axis pressure
Power but N/ (φ1N0)), the ratio between axis pressure and the end yield strength of one end of column and a characteristic, φ1M0, φ1N0It is the parameter of formula in specification " concrete filled steel tube technical regulation ", after pillar section determines, the two is constant, in figure
There is asterisk, the operating condition that small circle indicates is that tapered pole both ends are calculated by respective section referring to given formula is standardized.
The foregoing is merely illustrative of the preferred embodiments of the present invention, is not intended to limit the invention, all in essence of the invention
Made any modifications, equivalent replacements, and improvements etc., should all be included in the protection scope of the present invention within mind and principle.
Claims (1)
1. a kind of concrete filled steel tube tapered pole Equivalent Calculation length and calculation method for stability for considering monolithic space action,
It is characterized in that step are as follows:
(1) consider space behavior, overall model is established in finite element software, then about by the target column emission levels in model
Beam goes out the characteristic value lotus that target column concrete filled steel tube tapered pole considers monolithic space action with the buckling analysis function calculating of software
It carriesN cr , then with the Eigenvalue Buckling Analysis of the hinged concrete filled steel tube tapered pole in the single both ends of buckling analysis functional analysisN cr0 , together
Reason analyzes the buckling eigenvalue of pin-ended microcephaly's column with constant cross sections of no space behaviorN cr0 ’；
(2) following formula are pressed, the support column computational length coefficient for considering space entirety effect of contraction is acquiredμ:
；
(3) as follows, show that Equivalent Calculation of the hinged concrete filled steel tube tapered pole in both ends under equivalent column with constant cross sections is long
Spend coefficientμ eff0 :
；
(4) as follows, the equivalent calculated length coefficient that tapered pole considers monolithic space action is obtainedμ eff :
；
(5) it is provided by " concrete filled steel tube technical regulation: CECS28-2012 ", the above-mentioned tapered pole being derived from is considered
The equivalent calculated length coefficient of monolithic space actionμ eff 5.1.3 item is substituted into, 5.1.4 item carries out the pressure of concrete filled steel tube tapered pole
Curved stability bearing capacity is checked.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510657496.4A CN105279325B (en) | 2015-10-13 | 2015-10-13 | Consider the concrete filled steel tube tapered pole stable calculating method of monolithic space action |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510657496.4A CN105279325B (en) | 2015-10-13 | 2015-10-13 | Consider the concrete filled steel tube tapered pole stable calculating method of monolithic space action |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN105279325A CN105279325A (en) | 2016-01-27 |
| CN105279325B true CN105279325B (en) | 2019-01-25 |
Family
ID=55148335
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201510657496.4A Active CN105279325B (en) | 2015-10-13 | 2015-10-13 | Consider the concrete filled steel tube tapered pole stable calculating method of monolithic space action |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN105279325B (en) |
Families Citing this family (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105931135B (en) * | 2016-04-26 | 2021-11-02 | 中国电力科学研究院 | Method and device for determining calculated length of auxiliary material of power transmission tower |
| CN106372305B (en) * | 2016-08-29 | 2020-08-21 | 中国电建集团河北省电力勘测设计研究院有限公司 | Method for calculating length coefficient of unequal-division crossed inclined timber of steel structure |
| CN106909755B (en) * | 2017-03-20 | 2019-08-13 | 浙江大学城市学院 | The calculation method of immersed tube tunneltron section vertical displacement under a kind of vehicular load |
| CN110083889B (en) * | 2019-04-10 | 2023-05-30 | 中国民航大学 | Diagnostic method for stable bearing capacity of round steel pipe considering constraint of welded hollow ball node |
| CN110795879B (en) * | 2019-10-29 | 2023-04-18 | 广西路桥工程集团有限公司 | Method for calculating continuous bending bearing capacity of concrete filled steel tube member |
| CN111597610B (en) * | 2020-04-29 | 2020-11-17 | 成都建筑材料工业设计研究院有限公司 | Method for realizing rapid modeling of nonstandard parts in BIM design of cement plant by utilizing Dynamo |
| CN112231862B (en) * | 2020-10-20 | 2024-02-20 | 杭州铁木辛柯建筑结构设计事务所有限公司 | Rectangular steel tube concrete column section limit bearing judgment method under composite stress state |
| CN112112277B (en) * | 2020-10-20 | 2021-10-22 | 杭州铁木辛柯建筑结构设计事务所有限公司 | Rectangular steel pipe concrete column one-way bending stability limit bearing improvement method |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4023325A (en) * | 1975-11-11 | 1977-05-17 | Paverman Grisha H | Load bearing reinforced ground slab |
| CN104881565A (en) * | 2014-11-26 | 2015-09-02 | 武汉理工大学 | Method for computing stable bearing capacity of columns with linear variable cross sections under consideration of space effects |
-
2015
- 2015-10-13 CN CN201510657496.4A patent/CN105279325B/en active Active
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4023325A (en) * | 1975-11-11 | 1977-05-17 | Paverman Grisha H | Load bearing reinforced ground slab |
| CN104881565A (en) * | 2014-11-26 | 2015-09-02 | 武汉理工大学 | Method for computing stable bearing capacity of columns with linear variable cross sections under consideration of space effects |
Also Published As
| Publication number | Publication date |
|---|---|
| CN105279325A (en) | 2016-01-27 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105279325B (en) | Consider the concrete filled steel tube tapered pole stable calculating method of monolithic space action | |
| Su et al. | Three-dimensional vibration analysis of thick functionally graded conical, cylindrical shell and annular plate structures with arbitrary elastic restraints | |
| Yu et al. | Generalized Timoshenko theory of the variational asymptotic beam sectional analysis | |
| Zhao et al. | Post-buckling and snap-through behavior of inclined slender beams | |
| Liu et al. | Bifurcation and large-deflection analyses of thin-walled beam-columns with non-symmetric open-sections | |
| Liu et al. | A comprehensive study on vibration characteristics of corrugated cylindrical shells with arbitrary boundary conditions | |
| Ji et al. | Nonlinear buckling analysis of H-type honeycombed composite column with rectangular concrete-filled steel tube flanges | |
| Balling et al. | Simplified model for analysis and optimization of skyscrapers with outrigger and belt trusses | |
| CN104881565B (en) | Consider the calculating steady bearing capacity method of the linear column with variable cross-sections of space behavior | |
| Li et al. | A peridynamic model for the nonlinear static analysis of truss and tensegrity structures | |
| Zhang et al. | A theoretical and experimental study on in-plane buckling of orthotropic composite arches under an arbitrary radial point load | |
| Becque et al. | Modal decomposition of coupled instabilities: The method of the equivalent nodal forces | |
| Wen et al. | Study on the stability of multi-span U-shaped pipe conveying fluid with complex constraints | |
| Feng et al. | Working mechanism of single-layer cable net supported glass curtain walls | |
| Park et al. | Second-order effects on wind-induced structural behavior of high-rise steel buildings | |
| Aristizabal-Ochoa | Stability of imperfect columns with nonlinear connections under eccentric axial loads including shear effects | |
| Bakker et al. | Approximate large-deflection analysis of simply supported rectangular plates under transverse loading using plate post-buckling solutions | |
| Hartloper et al. | Warping-inclusive kinematic coupling in mixed-dimension macro models for steel wide flange beam columns | |
| Ouyang et al. | Second-order analysis of steel sheet piles by pile element considering nonlinear soil-structure interactions | |
| Xiang et al. | An analytic solution for form finding of GFRP elastic gridshells during lifting construction | |
| Fasoulakis et al. | Dynamic buckling of partially-sway frames with varying stiffness using catastrophe theory | |
| Lamberson et al. | Aeroelastic simulations with modal and finite-element structural solvers using CREATE-AV/Kestrel v5 | |
| Carrera et al. | Comparisons between 1d (beam) and 2d (plate/shell) finite elements to analyze thin walled structures | |
| da Freitas et al. | Numerical and experimental study of steel space truss with stamped connection | |
| Zhang et al. | Exact stiffness matrix of multi-step columns and its application in non-uniform crane structure stability analysis |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |