CN108399306A - Concrete filled steel tubular member compression-bending capacity computational methods unified Chang Gaowen - Google Patents
Concrete filled steel tubular member compression-bending capacity computational methods unified Chang Gaowen Download PDFInfo
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Abstract
The present invention provides a kind of concrete filled steel tubular member compression-bending capacity computational methods that Chang Gaowen is unified, can be simply and directly determined to the concrete filled steel tubular compression bending bearing capacity of room temperature and the lower multiple section form of high temperature of fire effect, it is characterised in that including：Step 1. acquires the relevant parameter of concrete filled steel tubular member；Step 2. obtains the mean temperature of steel pipe and concrete respectively according to fire duration；Step 3. determines the bend-carrying capacity design value M of concrete filled steel tubular member under room temperature or high temperature according to the mean temperature of steel pipe and concreteu,T, the coefficient of stabilityAxial compressive strength design ultimate bearing capacity N0,T, axis draw design ultimate bearing capacity N0t,T, Euler's critical force Ncr,T；Step 4. calculates the compression-bending capacity of concrete filled steel tubular member under room temperature or high temperature of fire：
Description
Technical field
The invention belongs to industry and Civil structure engineering concrete filled steel tube technical field, and in particular to a kind of Chang Gaowen
Unified concrete filled steel tubular member compression-bending capacity computational methods.
Background technology
Concrete filled steel tube with its high capacity, anti-seismic performance is superior, ductility is good, the good, economical rationality of fire resistance etc.
Advantage is widely used in the structures such as bridge, towering, high-rise, Super High.Concrete filled steel tube in practical applications usually as
Column component needs the collective effect for bearing pressure and moment of flexure.Meanwhile fire be the disaster form that is most subject to of building structure it
One, the intensity of steel beam columns under fire condition material and concrete can be significantly reduced with rigidity with the raising of temperature, to easily cause structure
Collapse, seriously threatens public safety.In order to personnel escape and fire rescue there are the sufficient time,《Fire protection design of building is advised
Model》GB 50016-2014 are provided that fire protection design has become knot to the combustibility and fire endurance of building member
The important component of structure design.For concrete filled steel tube, since steel pipe is exposed to outside, the bearing capacity of steel beam columns under fire condition tube portion will
It loses quickly, although inner concrete plays the role of certain heat absorption and resists outer load, when load is bigger, if do not had
There are additional flameproof protection, fire resistance period often to cannot be satisfied the requirement of fire resistance rating.Therefore about concrete filled steel tube normal
Bearing capacity calculation under mild high temperature of fire is always the important subject in the field.
Have much computational methods about concrete filled steel tubular compression bending bearing capacity at present, the formula used in these methods is more
By being fitted to obtain to result of finite element, since the parameter and coefficient of introducing excessively lead to formula form excessively
Complexity, and different section form formula disunities, the compression-bending capacity that can not be applicable in simultaneously under room temperature and high temperature calculate.
Invention content
The present invention is to carry out to solve the above-mentioned problems, and it is an object of the present invention to provide a kind of steel tube concrete that Chang Gaowen is unified
The computational methods of native component compression-bending capacity (i.e. eccentric bearing capacity), can be simply and directly under room temperature and high temperature of fire effect
The concrete filled steel tubular compression bending bearing capacity of multiple section form is determined.The present invention to achieve the goals above, uses following
Scheme：
Invention provides a kind of concrete filled steel tubular member compression-bending capacity computational methods that Chang Gaowen is unified, which is characterized in that
Include the following steps：
Step 1. acquires the relevant parameter of concrete filled steel tubular member
Acquire yield strength, elasticity modulus and the concrete crushing strength of steel in concrete filled steel tubular member；Acquire steel pipe
The cross-sectional area and hollow rate of the length of concrete component, the cross-sectional area of steel pipe, concrete；Acquire concrete filled steel tube by fire
Time；
Step 2. obtains the mean temperature of steel pipe and concrete respectively according to fire duration；When in the case of room temperature by by fire
Between be zero consideration；
Step 3. is determined using published technological means under room temperature or high temperature according to the mean temperature of steel pipe and concrete
The bend-carrying capacity design value M of concrete filled steel tubular memberu,T, the coefficient of stabilityAxial compressive strength design ultimate bearing capacity N0,T, axis draw
Design ultimate bearing capacity N0t,T, Euler's critical force Ncr,T；
Step 4. calculates the compression-bending capacity of concrete filled steel tubular member under room temperature or high temperature of fire：
In formula, M, N are respectively the moment of flexure and axle power design value for acting on component；
Mu,TFor concrete filled steel tube bend-carrying capacity design value under room temperature or high temperature of fire；
For the coefficient of stability of concrete filled steel tube under room temperature or high temperature of fire；
N0,TFor concrete filled steel tube strength bearing capacity design value under room temperature or high temperature of fire；
N0t,TDesign ultimate bearing capacity is drawn for concrete filled steel tube axis under room temperature or high temperature of fire；
Ncr,TFor concrete filled steel tube Euler's critical force under room temperature or high temperature of fire；
βmFor equivalent moment factor.
Further, the unified concrete filled steel tubular member compression-bending capacity computational methods of provided Chang Gaowen are provided, may be used also
To include following characteristics：In step 2, II is calculated the mean temperature of steel pipe as follows, and the mean temperature of concrete is by such as
Lower formula III is calculated：
In formula, Ts,The respectively mean temperature (DEG C) of steel beam columns under fire condition pipe and concrete；
T0For room temperature, it is taken as 20 DEG C；
ηsFor steel beam columns under fire condition pipe temperature varying coefficient；
θfFor fire temperature (DEG C), θf=345log (480t+1), t are the time (h)；
M, n is concrete kind Coefficients of class correlation, for siliceous aggregate concrete, m=1, n=1；For calcareous aggregate coagulation
Soil, m=1.1, n=0.9；For lightweight aggregate concrete, m=1.2, n=1.2；For normal concrete, m=0.94, n=
0.78；
D is the equivalent thickness (m) of steel pipe,
As, Ac, AkRespectively area of section (the m of steel pipe, concrete and hollow parts2)；
For Concrete Subjected To Fire section temperature variation coefficient；
A, b is the hollow radius and outer radius (m) for being respectively concrete；
ψ is hollow rate, ψ=Ak/(Ac+Ak)。
Further, the unified concrete filled steel tubular member compression-bending capacity computational methods of provided Chang Gaowen are provided, may be used also
To include following characteristics：Concrete filled steel tubular member is solid circles concrete filled steel tubular member, filled polygon concrete filled steel tube structure
Any one in part, hollow round concrete filled steel tubular member and hollow polygon concrete filled steel tubular member.For example, steel pipe
Concrete component can be solid circles concrete filled steel tubular member as shown in Figure 1, filled polygon concrete filled steel tubular member, sky
Heart circular steel tube concrete component, hollow polygon concrete filled steel tubular member.Polygonal steel pipe concrete component can be rectangular
Concrete filled steel tubular members such as concrete filled steel tubular member, octagon etc..
Further, the unified concrete filled steel tubular member compression-bending capacity computational methods of provided Chang Gaowen are provided, may be used also
To include following characteristics：In step 4, in the case of not considering component influence of slenderness ratio, room temperature is calculated using following formula IV
Or under high temperature of fire concrete filled steel tubular member compression-bending capacity：
Concrete filled steel tubular compression bending bearing capacity calculation unified Chang Gaowen and design formula and its source foundation：
The intensity of concrete filled steel tube section at normal temperatures, which can be obtained, based on plastic Limit Analysis Method bends correlation curve (figure
2).Bending several particular points in correlation curve shape and curve according to intensity under room temperature, (respective shaft pressure, simple bending, axis are drawn respectively
Stress) position, it constructs and proposes under room temperature concrete filled steel tube intensity and bend dependent equation and be unified for formula A：
In formula, M, N --- respectively act on the moment of flexure and axle power design value of component；
Mu--- concrete filled steel tube bend-carrying capacity design value under room temperature；
N0--- concrete filled steel tube strength bearing capacity design value under room temperature；
N0t--- concrete filled steel tube axis draws design ultimate bearing capacity under room temperature.
Formula A does not have to segmentation and calculates, and form is succinct, and using convenience, but it is not suitable for the carrying of concrete filled steel tube long column
Power calculates.In order to expand the applicability of formula, considers that formula A derive and simplified by the second-order effects of member stress, carry
It is formula B to have gone out the press-bending dependent equation that concrete filled steel tube is unified under the room temperature for considering component influence of slenderness ratio：
In formula, βm--- equivalent moment factor；
M, N --- respectively act on the moment of flexure and axle power design value of component；
Mu--- concrete filled steel tube bend-carrying capacity design value under room temperature；
--- the coefficient of stability of concrete filled steel tube under room temperature；
N0--- concrete filled steel tube strength bearing capacity design value under room temperature；
N0t--- concrete filled steel tube axis draws design ultimate bearing capacity under room temperature；
Ncr--- concrete filled steel tube Euler critical force under room temperature.
In order to verify the accuracy of formula B, by concrete filled steel tubular compression bending correlation curve under room temperature determined by formula B and its
His scholar proposes that the calculated curve of formula and result of finite element compare, such as Fig. 3；The result of calculation of formula B and examination
Test comparison such as Fig. 4 of result.As a result show that the computational accuracy of formula B is high, and formula B uses the form even multiplied, form ten
Divide simply to avoid and introduces excessive coefficient, it is applied widely, facilitate project planner to a variety of of concrete filled steel tubular member
It selects and carries out Theoretical Design.
For the bearing capacity calculation under high temperature of fire, it is resistance to that concrete filled steel tube section is established using plastic Limit Analysis Method
Fiery computation model (Fig. 5) simultaneously obtains intensity press-bending correlation curve (Fig. 6) of the concrete filled steel tube section under high temperature of fire.Foundation
The characteristics of curve, proposes concrete filled steel tube intensity under room temperature and high temperature of fire on the basis of formula A and bends dependent equation system
One is above-mentioned formula IV.
When fire zero moment, as under normal temperature state, formula IV retrogression of nature is at formula A.Formula IV not only contains public affairs
The advantages of formula A, and the continuity of concrete filled steel tube working performance has been embodied well, applicability is stronger.
Carrying of the inventor to concrete filled steel tube under room temperature and high temperature of fire under axis pressure and each single stress of simple bending
Power computational methods are studied, and result of study shows：The steel tube concrete of shaft pressuring load and pure bending load is individually born under high temperature
Native component, high-temperature load calculate the calculation formula that can directly apply mechanically under room temperature, and only need to be by the strength of materials in formula
Value and elastic mould value are substituted for calculates gained analog value using average core temperature method.Similarly, common in axle power and moment load
Under effect, the method that the unified press-bending dependent equation B of concrete filled steel tube may be based on mean temperature under room temperature is directly extended to fire
Under calamity high temperature.The final concrete filled steel tubular compression bending dependent equation for proposing that Chang Gaowen is unified is above-mentioned formula I.
For formula I using the form even multiplied, room temperature is the special case of fire zero moment.Moreover, ought not consider component slenderness ratio shadow
When ringing, formula I can degenerate to formula IV.Formula I is verified using existing correlation test data, the result of calculation of formula I
Comparison such as Fig. 7 with test result.As a result confirm that formula I has preferable applicability, and formula form is simple, is set convenient for engineering
Meter personnel carry out the design under room temperature and high temperature of fire.
For parameter M in above-mentioned formulau,T、N0,T、N0t,TAnd Ncr,TCalculating, published technological means can be passed through
It determines.βmValue can refer to concrete filled steel tube related specifications.
The bend-carrying capacity design value M of concrete filled steel tube in the case where calculating room temperature and high temperatureu,T, the coefficient of stabilityAxis pressure
Spend design ultimate bearing capacity N0,T, axis draw design ultimate bearing capacity N0t,T, Euler's critical force Ncr,TWhen, the equivalent strength of steel pipe and concrete
It is calculated using respective mean temperature with elasticity modulus.It herein proposes, the mean temperature of steel pipe and concrete is calculated using company
The form multiplied, the wherein mean temperature of steel pipe are calculated by formula II, and the mean temperature of concrete is calculated by formula III, it is contemplated that
The influence of different materials type.Formula II, formula III and《Concrete filled steel tube technical specification》Member temperature in GB 50936
The comparison of field computation formula and result of finite element such as Fig. 8, Fig. 9.Comparing result shows that the temperature computation that the present invention provides is public
Formula II and III are more accurate, and formula form is simpler, and the scope of application is wider.
The effect of invention
1. the present invention provides a kind of concrete filled steel tubular member press-bendings that can be suitable under room temperature and high temperature of fire simultaneously to hold
Carry power computational methods.
2. the compression-bending capacity computational methods proposed in this method, applied widely, it is applicable not only to room temperature and high temperature, also
Suitable for a variety of member section forms.
3. the mean temperature computational methods proposed in this method, form is simple, calculates accurate, it is contemplated that different materials type
Influence.
4. the press-bending that this method can simply and directly to the concrete filled steel tube of multiple section form under room temperature and high temperature of fire
Bearing capacity is determined, and may advantageously facilitate the application and popularization of concrete filled steel tube.
5. this method can be used in the building structure such as bridge, towering, high-rise, Super High concrete filled steel tubular member in room temperature and
Compression-bending capacity under high temperature of fire calculates, strong applicability.
Description of the drawings
Fig. 1 is the cross-section relation figure of concrete filled steel tubular member of the present invention；
Fig. 2 is that the Typical strengths of concrete filled steel tube section of the present invention at normal temperatures bend correlogram；
Fig. 3 is that Uniform Formula calculates the comparison diagram for bending curve and other research curves under room temperature of the present invention；
Fig. 4 is Uniform Formula result of calculation and comparison of test results figure under room temperature of the present invention；
Fig. 5 is that steel beam columns under fire condition pipe concrete of the present invention bends computation model figure；
Fig. 6 is that the normalization typical case of concrete filled steel tube of the present invention bends curve graph, wherein figure (a) is solid steel tube coagulation
Soil, figure (b) is concrete-filled steel tubular hollow, and the time successively increases 30 minutes each curve in the direction of the arrow in figure；
Fig. 7 is Uniform Formula result of calculation and comparison of test results figure under high temperature of fire of the present invention；
Fig. 8 is steel pipe mean temperature calculation formula of the present invention and modular formula and the comparison diagram of finite element result, wherein scheming
(a) it is existing modular formula calculated case, figure (b) is formula calculated case of the present invention；
Fig. 9 is the comparison diagram of concrete mean temperature calculation formula of the present invention and modular formula and finite element result, wherein
It is existing modular formula calculated case to scheme (a), and figure (b) is formula calculated case of the present invention；
Specific implementation mode
The concrete filled steel tubular member compression-bending capacity computational methods unified to Chang Gaowen of the present invention is specific below
Embodiment is described in detail.
<Embodiment one>Room temperature calculates
When bearing axle power and moment of flexure collective effect under room temperature, component compression-bending capacity calculates the unified pressure used with design
Curved dependent equation is formula I：
It under room temperature, is calculated by fire occurrence time t=0, each parameter is calculated using following formula in formula：
In formula：βm--- equivalent moment factor, value refer to concrete filled steel tube related specifications；
N --- act on the axle power design value (N) of component；
M --- act on the moment-curvature relationship (Nmm) of component；
Mu--- concrete filled steel tube bend-carrying capacity design value (Nmm) under room temperature；
The confinement coefficient of ξ --- concrete filled steel tube, ξ=Asfy/Acfck；
--- concrete filled steel tube section equivalent redius (mm),
fy, fck--- it is respectively the strength failure criterion (MPa) of steel and concrete under room temperature；
As, Ac, Ak--- it is respectively the area of section (mm of steel pipe, concrete and hollow parts2)；
--- the unified coefficient of stability of concrete filled steel tube under room temperature；
--- the canonical slenderness ratio of concrete filled steel tube,
L0--- the computational length (mm) of component；
EscIsc--- the combination bending stiffness (Nmm of concrete filled steel tube under room temperature2),
EscIsc=EcIc+EsIs；
Es, Ec--- it is respectively the elasticity modulus (N/mm of steel and concrete2)；
Is, Ic--- it is respectively the cross sectional moment of inertia (mm of steel and concrete4)；
K --- equivalent initial bending coefficient, K=0.25-0.09ke；
ke--- equivalent effect of constraint value coefficient, ke=(1- ψ) (n2-4)/(n2+ 20), n is number of edges；
ψ --- hollow rate, ψ=Ak/(Ac+Ak)；
N0--- the strength bearing capacity design value (N) of concrete filled steel tube under room temperature；
N0t--- the axis of concrete filled steel tube draws design ultimate bearing capacity (N), N under room temperature0t=Asfy；
Ncr--- Euler's critical force (N) of concrete filled steel tube under room temperature.
<Embodiment two>It is calculated under high temperature of fire
When bearing axle power and moment of flexure collective effect under high temperature of fire, component compression-bending capacity calculates the unification used with design
Press-bending dependent equation be formula I：
First, the mean temperature for calculating separately steel pipe and concrete is calculated using following formula II and formula III.
In formula, Ts,--- it is respectively the mean temperature (DEG C) of steel beam columns under fire condition pipe and concrete；
T0--- room temperature is taken as 20 DEG C；
ηs--- steel beam columns under fire condition pipe temperature varying coefficient；
θf--- fire temperature (DEG C), θf=345log (480t+1), t are fire durations (h)；
M, n --- concrete kind Coefficients of class correlation, for siliceous aggregate concrete, m=1, n=1；It is mixed for calcareous aggregate
Solidifying soil, m=1.1, n=0.9；For lightweight aggregate concrete, m=1.2, n=1.2；For normal concrete, m=0.94, n=
0.78；
The equivalent thickness (m) of d --- steel pipe,
As, Ac, Ak--- it is respectively the area of section (m of steel pipe, concrete and hollow parts2)；
--- Concrete Subjected To Fire section temperature variation coefficient；
A, b --- it is respectively the hollow radius and outer radius (m) of concrete；
ψ --- hollow rate, ψ=Ak/(Ac+Ak)。
Then, using other each parameters in following formula calculation formula I on the basis of section temperature calculates：
In formula：βm--- equivalent moment factor, value refer to concrete filled steel tube related specifications；
N --- act on the axle power design value (N) of component；
M --- act on the moment-curvature relationship (Nmm) of component；
Mu,T--- the bend-carrying capacity design value (Nmm) of steel beam columns under fire condition pipe concrete；
ξT--- the confinement coefficient of steel beam columns under fire condition pipe concrete；
--- concrete filled steel tube section equivalent redius (mm),
--- it is respectively the strength failure criterion (MPa) of steel beam columns under fire condition material and concrete；
As, Ac, Ak--- it is respectively the area of section (mm of steel pipe, concrete and hollow parts2)；
--- it is respectively the strength reduction factor of steel beam columns under fire condition material and the equivalent strength folding of concrete
Subtract coefficient；
--- the unified coefficient of stability of steel beam columns under fire condition pipe concrete；
--- the canonical slenderness ratio of steel beam columns under fire condition pipe concrete,
L0--- the computational length (mm) of component；
(EI)sc,T--- the combination bending stiffness (Nmm of steel beam columns under fire condition pipe concrete2),
--- it is respectively the elasticity modulus (N/mm of Concrete Subjected To Fire and steel2)；
Is, Ic--- it is respectively the cross sectional moment of inertia (mm of steel and concrete4)；
K --- equivalent initial bending coefficient, K=0.25-0.09ke；
ke--- equivalent effect of constraint value coefficient, ke=(1- ψ) (n2-4)/(n2+ 20), n is number of edges；
N0,T--- the strength bearing capacity design value (N) of steel beam columns under fire condition pipe concrete；
N0t,T--- the axis of steel beam columns under fire condition pipe concrete draws design ultimate bearing capacity (N),
Ncr,T--- Euler's critical force (N) of steel beam columns under fire condition pipe concrete.
Above example is only the illustration done to technical solution of the present invention.Chang Gaowen systems according to the present invention
One concrete filled steel tubular member compression-bending capacity computational methods are not merely defined in described content in the embodiment above,
But it is subject to claim limited range.What those skilled in the art of the invention were done on the basis of the embodiment
Any modify or supplement or equivalence replacement, all in the claim range claimed of the present invention.
Claims (4)
1. a kind of concrete filled steel tubular member compression-bending capacity computational methods that Chang Gaowen is unified, which is characterized in that including following step
Suddenly：
Step 1. acquires the relevant parameter of concrete filled steel tubular member
Acquire yield strength, elasticity modulus and the concrete crushing strength of steel in concrete filled steel tubular member；Acquire steel tube concrete
The cross-sectional area and hollow rate of the length of native component, the cross-sectional area of steel pipe, concrete；Acquire concrete filled steel tube by fire when
Between；
Step 2. obtains the mean temperature of steel pipe and concrete respectively according to fire duration；
Step 3. according to the mean temperature of steel pipe and concrete, determine concrete filled steel tubular member under room temperature or high temperature by curved carrying
Power design value Mu,T, the coefficient of stabilityAxial compressive strength design ultimate bearing capacity N0,T, axis draw design ultimate bearing capacity N0t,T, Euler it is critical
Power Ncr,T；
Step 4. calculates the compression-bending capacity of concrete filled steel tubular member under room temperature or high temperature of fire：
In formula, M, N are respectively the moment of flexure and axle power design value for acting on component；
Mu,TFor concrete filled steel tube bend-carrying capacity design value under room temperature or high temperature of fire；
For the coefficient of stability of concrete filled steel tube under room temperature or high temperature of fire；
N0,TFor concrete filled steel tube strength bearing capacity design value under room temperature or high temperature of fire；
N0t,TDesign ultimate bearing capacity is drawn for concrete filled steel tube axis under room temperature or high temperature of fire；
Ncr,TFor concrete filled steel tube Euler's critical force under room temperature or high temperature of fire；
βmFor equivalent moment factor.
2. concrete filled steel tubular member compression-bending capacity computational methods unified Chang Gaowen according to claim 1, feature
It is：
Wherein, in step 2, II is calculated the mean temperature of steel pipe as follows, and the mean temperature of concrete is as follows
III is calculated：
In formula, Ts,The respectively mean temperature of steel beam columns under fire condition pipe and concrete；
T0For room temperature；
ηsFor steel beam columns under fire condition pipe temperature varying coefficient；
θfFor fire temperature, θf=345log (480t+1), t are the time；
M, n is concrete kind Coefficients of class correlation, for siliceous aggregate concrete, m=1, n=1；For calcareous aggregate concrete, m
=1.1, n=0.9；For lightweight aggregate concrete, m=1.2, n=1.2；For normal concrete, m=0.94, n=0.78；
D is the equivalent thickness of steel pipe,
As, Ac, AkThe respectively area of section of steel pipe, concrete and hollow parts；
For Concrete Subjected To Fire section temperature variation coefficient；
A, b is the hollow radius and outer radius for being respectively concrete；
ψ is hollow rate, ψ=Ak/(Ac+Ak)。
3. concrete filled steel tubular member compression-bending capacity computational methods unified Chang Gaowen according to claim 1, feature
It is：
Wherein, the concrete filled steel tubular member be solid circles concrete filled steel tubular member, filled polygon concrete filled steel tubular member,
It is hollow circle concrete filled steel tubular member and hollow polygon concrete filled steel tubular member in any one.
4. concrete filled steel tubular member compression-bending capacity computational methods unified Chang Gaowen according to claim 1, feature
It is：
Wherein, in step 4, in the case of not considering component influence of slenderness ratio, room temperature or fire are calculated using following formula IV
The compression-bending capacity of concrete filled steel tubular member under high temperature：
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| CN111062164A (en) * | 2019-12-13 | 2020-04-24 | 桂林理工大学 | High-temperature-resistant design method for coal gangue-based geopolymer concrete beam |
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