CN104537274B - A kind of concrete filled steel tube bow member bearing capacity determination methods - Google Patents
A kind of concrete filled steel tube bow member bearing capacity determination methods Download PDFInfo
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- CN104537274B CN104537274B CN201510034072.2A CN201510034072A CN104537274B CN 104537274 B CN104537274 B CN 104537274B CN 201510034072 A CN201510034072 A CN 201510034072A CN 104537274 B CN104537274 B CN 104537274B
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Abstract
The invention discloses a kind of concrete filled steel tube bow member bearing capacity determination methods, comprise the following steps：Step (1)：The mechanics model of concrete filled steel tube bow member is set up, the section taken out from bow member is controlling sections S, the number for presetting its quantity is t；Step (2)：Calculate i-th controlling sections SiInternal force, wherein 1≤i≤t；Step (3)：The controlling sections S of bow member is judged according to positive eccentric criterion and negative bias heart criterioniWhether reach capacity bearing capacity；Step (4)：The bearing capacity of concrete filled steel tube bow member is solved, the bearing capacity of the concrete filled steel tube bow member is the controlling sections S occurred first on bow memberiThe ultimate bearing capacity for being reached；If controlling sections SiReach capacity bearing capacity, then the bearing capacity Q of concrete filled steel tube bow memberyFor：Qy=∫ qyDs, qyIt is controlling sections SiOn load.
Description
Technical field
The present invention relates to a kind of meter of the bearing capacity of the engineering support structures such as mine working, tunnel, water power chamber, subway
Calculation method, more particularly to a kind of concrete filled steel tube bow member bearing capacity determination methods.
Background technology
With developing rapidly for China's infrastructure construction, increasing engineering such as mine chamber, tunnel, water conservancy water
The engineerings such as electricity, railway, highway, subway tunnel face severe geological conditions.By taking coal mine roadway engineering as an example, by the end of under 2013
Half a year, mine of China's mining depth more than 1000m has been reached at 47, and coal mining enters after deep, and support issues are highlighted,
Existing bolt-mesh-spurting supporting and conventional high-strength U-shaped steel supporting are difficult to meet the safety and use requirement in tunnel.It is domestic at present multiple
The U36 steel brackets that deep mining area uses occur in that surrender, the phenomenon of fracture, and mining every meter of steel weight of U36 steel are
35.87kg/m, steel using amount is big, and cost performance is not high.Meanwhile, U-shaped steel bracket is usually because of its unique section form, and country rock
Based on point, linear contact lay, the stress concentration phenomenon in structure is damaged supporting construction, and enabling capabilities are not in full use, drop
Low stock utilization, supporting effect cannot be ensured.
In recent years, concrete filled steel tube bow member obtains very fast development as a kind of novel high-strength support technology.Use at present
Steel pipe concrete bracket, is that the shape of needs is processed into fire bending according to roadway support needs by straight empty steel pipe, by steel during processing
Pipe is divided into several sections.Empty Steel tubular arch-frame carries out underground and installs docking, and concrete pump is used after installation by concrete material
It is filled into steel pipe.Concrete is subject to the effect of contraction of steel pipe, the concrete in three dimension stress state after conserving solidification
When external forces are born, the plastic failure degree of steel pipe inner concrete can be substantially improved, while delaying local steel pipe
Indent unstability.
At the beginning of the 1970's, Japan's green grass or young crops letter seabed tunnel instead of general H profile steel with water filling cement mortar in round steel pipe, suitable
Profit has passed through shear-zone；The 1980's, scientific research institution of Engineering Office No. 5, Ministry of Railway is bad in south mountain tunnel by steel pipe concrete bracket
Used in geology section supporting, concrete filled steel tube support can use steel 38%-54% less compared with other type steel supports；2008, paddy was fastened
Applied in subway tunnel into by concrete filled steel tube bow member, the support cost of concrete filled steel tube bow member is only grillage
61%, illustrate that concrete filled steel tube bow member has good economic benefit.
Nineteen ninety-five, Zang Desheng has carried out concrete filled steel tube type approval test in table mountain mineral bureau, in equal bearing capacity bar
Under part, steel pipe concrete bracket wants saving steel 30% or so than U-shaped steel bracket, at least reduces cost more than 20%.The same period, a surname
Desheng etc. has carried out the simulation laboratory test and numerical experimentation of steel pipe concrete bracket, it is found that steel pipe concrete bracket has very high
Bearing capacity, the supporting requirement of high confining pressure underground structure can be met.Sun Zhuan collieries carried out in soft rock shotcrete concrete filled steel tube with
The research of steel arch circle equivalence, shows that steel pipe concrete bracket economically has benefit very high, technically there is reliable etc.
Effect displacement property.Start within 2008 so far, Gao Yanfa, Li Shucai, Li Weiteng etc. have carried out phase by theory analysis and experimental study
Close research and improve, carry out steel tube concrete opening Luan Qianjiaying Mine, Hegang Nanshan Mine, Yang Zhuang Coal Mine, Zhao Lou collieries etc. successively
The scene of native (confined concrete) bow member is promoted the use of, and achieves preferable effect.
For generally, the characteristics of concrete filled steel tube bow member support technology embodies high-strength, high firm, Support Resistance is equal
2~3 times of the U-shaped steel bracket of steel using amount, better effects are obtained in putting into practice at the scene, it is adaptable to various high-ground stress, broken, difficult branch
The tunnel of shield, tunnel, chamber support engineering.
Current concrete filled steel tube bow member has embodied clear superiority in putting into practice at the scene, but its bearing capacity is effective true
Determine method not yet to occur, limit the formation of design system, constrain the further development of concrete filled steel tube bow member and promote and answer
With.
The content of the invention
The problem that the present invention is directed to is the core component-concrete filled steel tube in current concrete filled steel tube bow member support technology
A kind of problem that the bearing capacity of bow member cannot effectively determine, there is provided concrete filled steel tube bow member bearing capacity determination methods.
It is of the invention specifically to use what following technical scheme was realized：
A kind of concrete filled steel tube bow member bearing capacity determination methods, comprise the following steps：
Step (1)：The mechanics model of concrete filled steel tube bow member is set up, the section taken out from bow member is controlling sections
S, the number for presetting its quantity is t, and wherein t is positive integer；
Step (2)：Calculate i-th controlling sections SiInternal force, wherein 1≤i≤t；
Step (3)：The controlling sections S of bow member is judged according to positive eccentric criterion and negative bias heart criterioniWhether reach capacity
Bearing capacity；
Step (4)：The bearing capacity of concrete filled steel tube bow member is solved, the bearing capacity of the concrete filled steel tube bow member is in bow member
On the controlling sections S that occurs firstiThe ultimate bearing capacity for being reached；If controlling sections SiReach capacity bearing capacity, then steel tube concrete
The bearing capacity Q of native bow memberyFor：
Qy=∫ qyds
Wherein, qyIt is controlling sections SiOn load.
The deterministic process of the positive eccentric criterion is：
If ni≥[ni+] set up, then controlling sections SiInterior force value substitute into criterion expression formula f (ni,mi)<1 judges whether into
It is vertical, if not, then controlling sections SiReach capacity bearing capacity, if so, then controlling sections SiNot up to ultimate bearing capacity；
If ni≥[ni+] invalid, then controlling sections SiInterior force value substitute into criterion expression formula f ' (ni,mi)<1 judges whether
Set up, if not, then controlling sections SiReach capacity bearing capacity, if so, then controlling sections SiNot up to ultimate bearing capacity；
Wherein, niIt is controlling sections SiAxle power factor, miIt is controlling sections SiMoment of flexure factor.
The deterministic process of the negative bias heart criterion is：
If ni≥[ni-] set up, then controlling sections SiInterior force value substitute into criterion expression formula h (ni,mi)<1 judges whether into
It is vertical, if not, then controlling sections SiReach capacity bearing capacity, the controlling sections S if setting upiNot up to ultimate bearing capacity；
If ni≥[ni-] invalid, then controlling sections SiInterior force value substitute into criterion expression formula h ' (ni,mi)<1 judges whether
Set up, if not, then controlling sections SiReach capacity bearing capacity, the controlling sections S if setting upiNot up to ultimate bearing capacity.
Described criterion expression formula f (ni,mi)、f’(ni,mi)、h(ni,mi) and h ' (ni,mi) expression formula be respectively：
Moment of flexure is timing, [ni+The η of]=20,
f(ni,mi)=n+a βm·m
f'(ni,mi)=- bn2-c·n+βm·m
When moment of flexure is to bear, [ni-]=2 λ η0,
h(ni,mi)=λ n+ λ a βm·m
h'(ni,mi)=- λ bn2-λc·n+λβm·m
Wherein, niIt is section SiAxle power factor, be section SiSuffered axle power N and limit axle power NueThe ratio between；miIt is section Si
Moment of flexure factor, be section SiSuffered axle power M and limit axle power MueThe ratio between.[ni+] axle power factor is allowed when being positive eccentric,
[ni-] for the negative bias heart when allow axle power factor；λ is negative bias heart criterion coefficient；βmIt is equivalent moment factor, ξ is effect of restraint system
Number, η0, ζ be the coefficient relevant with ξ, a, b, c are and η0, the relevant coefficients of ζ.
The controlling sections of the concrete filled steel tube bow member are shaped as circular or square or U-shaped.
Beneficial effect produced by the present invention：
(1) present invention solves core component-concrete-filled steel tube arch in this novel support technology of concrete filled steel tube bow member
The bearing capacity of frame determines problem, and determination process is scientific and reasonable, and result of calculation reliability, calculation error is controllable.
(2) applicable object of the invention is concrete filled steel tube bow member, and section form can be circular, square, U-shaped or hollow
Deng various shapes, applicable engineering field include mine working and chamber, road and rail tunnel, subway tunnel, water power chamber and
The surrounding rock supporting of the engineerings such as tunnel and control.
Brief description of the drawings
Fig. 1 is the determination method flow diagram of concrete filled steel tube bow member bearing capacity of the present invention；
Fig. 2 is the determination embodiment of the method schematic diagram of concrete filled steel tube bow member bearing capacity of the present invention；
Fig. 3 is the internal force Computational Mechanics model of the bow member of the embodiment of the present invention；
The bow member internal force diagram that Fig. 4 is obtained for the embodiment of the present invention；
Fig. 5 be UCC29 sections it is just curved in the case of section ultimate strength criterion avatars；
Fig. 6 is the avatars of the section ultimate strength criterion in the case of the recurvation of UCC29 sections.
Specific embodiment
The present invention will be further described with embodiment below in conjunction with the accompanying drawings, and embodiment is certain coal mine roadway concrete filled steel tube
Bow member bearing capacity determination methods.
Implementation condition of the present invention：Certain concrete filled steel tube straight legs semicircle bow member axis radius R=2.8m, straight legs Partial Height H
=1.65m, section form is UCC29, and core concrete is marked as C40；It is symmetrical；The bending resistance of bow member restriction concrete member
Rigidity EI=ks=2356kNm2, calculate the surrender bearing capacity of the bow member.
Preferably specific embodiment of the invention is：
1st, initial value is assigned
In the case where bow member load is unknown, initial load q0Refer to, when first step calculating is carried out, to be applied to arch
Load on frame；Load step pitch Δ q refers to, when next step calculating is carried out, the load on bow member to be applied to when being calculated than previous step
Increment, the smaller then computational accuracies of load step pitch Δ q are higher；Control interface quantity t refers to that the section of taking-up is individual on bow member
Number, described force on cross-section result of calculation is to judge the basic data whether bow member reaches bearing capacity, and controlling sections t is more big, counts
Calculate precision higher.
Apply to be slightly less than the initial load q of yield load by bow member of awarding in advance0=90kN/m, Δ q=0.1kN/m, t=
41.The implication of above-mentioned assignment is applied for evenly load for the bow member, and the size of payload values is 90kN/m, and then calculating step often increases
One step, load increases 0.1kN/m, and the controlling sections quantity on bow member is 41.
2nd, internal force is calculated
(1) mechanics model is set up
First, bow member is equivalent to the line along bow member axle center, its shape can be circular, oval, straight legs are semicircle, horse
Ungulate, three-core arch form etc. is various；The size of computation model determines by the geometric parameter of bow member axis, is with straight legs semicircle bow member
Example, the size of computation model can be described by the height H of the radius R of circular arc portion and straight legs part.
Secondly, mechanics parameter is assigned to equivalent line, the mechanics parameter of computation model refers mainly to its section rigidity EI, EI
Can be determined by related specifications by the cross section parameter of bow member.Now, it is EI's that bow member is also just equivalent to along the rigidity in bow member axle center
Line.
3rd, according to the concrete condition of design, the constraint of bow member end points is reduced to the bearings such as hinged, fixing end, slip.
Such as can by straight legs semicircle bow member two terminal As and B be reduced to hinged bearing respectively, you can with rotate but can not level and horizontal stroke
To movement.
4th, the formula that the load on bow member is reduced to meet certain function representation is will act on, with straight legs semi-circular arch
As a example by frame, q (h, γ) is represented by, wherein, load q is the amount relevant with sectional position, and h is straight legs Partial Height, and γ is to grind
Study carefully the angle in section and horizontal plane, as shown in Figure 3.Specific reduced form is by live bow member actual loading situation or design requirement
Determine.Evenly load is a kind of more conventional load simplified way.
As shown in figure 3, the figure is the mechanics model by certain straight legs semicircle bow member after above-mentioned simplification.
5th, tax initial value is carried out to bow member mechanics model, in the case where bow member load is unknown, preset arch
The initial load q that frame applies0, load step pitch Δ q and controlling sections quantity t, make i=1, j=0, wherein i be more than or equal to 1 and
Integer less than or equal to t, j is natural number.
It is the semicircular embodiment of straight legs with bow member, bow member is equivalent to the line along bow member axle center first, computation model
Size can be described by the height H=1650mm of the radius R=2800mm of circular arc portion and straight legs part；Secondly, to equivalent
Line assign section rigidity EI=2356kNm2；3rd, two terminal As and B of straight legs semicircle bow member are reduced to respectively
Hinged bearing, you can with rotate but can not level and transverse shifting；4th, will act on load on bow member simplify q (h, θ)=
Q, as evenly load.
Fig. 3 is the mechanics model by certain straight legs semicircle bow member after above-mentioned simplification.End reaction FAX、FAY
The horizontal reacting force and vertical counter-force of A points are represented respectively.
(2) end reaction is solved
After the mechanics model for obtaining bow member, analysis understands to be a redundant structure, can be solved using force method many
Remaining unknown force FAX。
Force Method Equation is：
δ11FAX+Δ1P=0 (1)
Wherein,
In formula, M is the arch that bearing A removes the statically determinate structure formed after horizontal restraint in Fig. 3 middle arch rack mechanics models
Moment of flexure of the frame in arbitrary section；To remove the horizontal restraint of all external force and bearing A in Fig. 3 middle arch rack mechanics models,
Apply one and F simultaneouslyAXDuring unit force in the same direction, the moment of flexure of arbitrary section in bow member model.
Load q (h, γ)=q is symmetrical, then
Now, it is to try to achieve all end reactions, F by the equilibrium equation of powerAX=FBX=129.6kN, FAY=FBY=
288.1kN。
(3) internal force is solved
On the basis of end reaction has been tried to achieve, just all control interface S can be calculated by method of section1~StInternal force.
Described internal force refers mainly to moment of flexure, axle power, and internal force result of calculation can intuitively be expressed by way of internal force diagram.
In straight legs section moment of flexure：
Mh=0.5qh2-FAXh (5)
In straight legs section axle power：
Nh=FAY=qR (6)
Arc section moment of flexure：
Mγ=0.5qH2-FAXH-(FAXR-qHR)sinγ (7)
Arc section axle power：
Nγ=FAYcosγ+(qH-FAX)+2qRsin20.5γ (8)
Using above-mentioned method for solving, and then axle power and calculation of Bending Moment result are can obtain, drafting pattern 4, as shown in figure 4, its
Left one side of something is axial force diagram, and unit is kN；Right one side of something is bending moment diagram, and unit is kN.m, and long measure is mm in figure.
3rd, surrender bearing capacity criterion is determined
The deterministic process of positive bias criterion is：
If meeting ni≥[ni+], then controlling sections SiInterior force value substitute into criterion expression formula f (ni,mi)<1 judges whether into
It is vertical, if not, then controlling sections SiReach capacity bearing capacity；
If being unsatisfactory for ni≥[ni+], then controlling sections SiInterior force value substitute into criterion expression formula f ' (ni,mi)<1 judges whether
Set up, if not, then controlling sections SiReach capacity bearing capacity；
The deterministic process of negative bias heart criterion is：
If meeting ni≥[ni-], then controlling sections SiInterior force value substitute into criterion expression formula h (ni,mi)<1 judges whether into
It is vertical, if not, then controlling sections SiReach capacity bearing capacity；
If being unsatisfactory for ni≥[ni-], then controlling sections SiInterior force value substitute into criterion expression formula h ' (ni,mi)<1 judges whether
Set up, if not, then controlling sections SiReach capacity bearing capacity.
Wherein, niIt is section SiAxle power factor, be section SiSuffered axle power N and limit axle power NueThe ratio between；miIt is section Si
Moment of flexure factor, be section SiSuffered axle power M and limit axle power MueThe ratio between.N is axial compressive force, and M is moment of flexure, NuIt is axial compressive strength
Bearing capacity, MuIt is anti-bending bearing capacity.
[ni+] axle power factor, [n are allowed when being positive eccentrici-] for the negative bias heart when allow axle power factor.
Described criterion expression formula f (ni,mi)、f’(ni,mi)、h(ni,mi) and h ' (ni,mi) expression formula be respectively：
Moment of flexure is timing, [ni+The η of]=20,
f(ni,mi)=n+a βm·m (9)
f'(ni,mi)=- bn2-c·n+βm·m (10)
When moment of flexure is to bear, [ni-]=2 λ η0,
h(ni,mi)=λ n+ λ a βm·m (11)
h'(ni,mi)=- λ bn2-λc·n+λβm·m (12)
λ is negative bias heart criterion coefficient, typically takes 1.0~1.1.βmIt is equivalent moment factor (taking 1.0) that ξ is effect of restraint
Coefficient, fyIt is steel yield strength, fcuIt is compressive strength of concrete, fscIt is concrete filled steel tube compression strength, α is steel pipe
Concrete component section steel ratio, γmIt is bending strength bearing capacity calculation coefficient, AscIt is concrete filled steel tube cross-sectional area, Wscm
It is member section composite bending modulus, η0, ζ be the coefficient relevant with ξ, a, b, c are and η0, the relevant coefficients of ζ, expression is as follows：
Circular cross-section：
Square-section：
This example is to obtain UCC29 (shrouding thickness 10mm, C40) component by laboratory test：Nue=1975.6kN, Mue-=-
78.9kNm, Mue+=74.7kNm.Its compression-bending capacity criterion formula is：
It is positive eccentric, M>When 0,
F (n, m)=n+0.799m-1≤0, n >=[n+]=0.201 (13)
F'(n, m)=m+3.8613n2- 0.7761n≤1, n<[n+]=0.201 (14)
The negative bias heart, during M≤0,
H (n, m)=n+0.6257m2+ 0.0543m≤1, n >=[n-]=0.32 (15)
H'(n, m)=m+1.289n2- 0.412n≤1, n<[n-]=0.32 (16)
Wherein,Nu=1975.6kN, Mu-=-78.9kNm, Mu+=74.7kNm.
The avatars of formula are shown in Fig. 5 and Fig. 6.
4th, cycle calculations and bow member ultimate bearing capacity determine
Judged according to the bow member bearing capacity determination methods shown in Fig. 1 and Fig. 2, result of calculation first, i.e. qy=q0=
All section S on bow member during 90kN/m1~StBearing capacity criterion, therefore bow member are satisfied by the Uniform Load of 90kN/m
There is no strength failure when lower.
Enter q belowy=q0The circulation of+j Δs q (j=1,2..)=90+1j：
When calculating is walked to j=129, S33There is the internal force result for not meeting yield criterion, load now first in section
qy=q0+ j Δs q=90+12.9=102.9kN/m is the yield load of bow member.
Further can obtain the surrender bearing capacity Q of bow membery=∫ qyThe bearing capacity of ds=1289.5kN, i.e. bow member is
1289.5kN。
Understand to take the lead in reaching the section S of section ultimate strength simultaneously33As most danger of the bow member under example loading condition
Dangerous section, can accordingly take specific aim measure to carry out reinforcement or reinforcing.
The bow member bearingtest under the same terms is carried out finally by the mode of laboratory test, the result for obtaining is
1230kN, computational methods precision of the invention meets requirement of engineering.
The above, the only present invention preferably specific embodiment, but protection scope of the present invention is not limited thereto,
Any one skilled in the art the invention discloses technical scope in, the change or replacement that can be readily occurred in,
Should all be included within the scope of the present invention.
Claims (7)
1. a kind of concrete filled steel tube bow member bearing capacity determination methods, it is characterised in that comprise the following steps：
Step (1)：The mechanics model of concrete filled steel tube bow member is set up, the section taken out from bow member is controlling sections S, in advance
If the number of its quantity is t, wherein t is positive integer；
Step (2)：Calculate i-th controlling sections SiInternal force, wherein 1≤i≤t；
Step (3)：The controlling sections S of bow member is judged according to positive eccentric criterion and negative bias heart criterioniWhether reach capacity carrying
Power；
Step (4)：The bearing capacity of concrete filled steel tube bow member is solved, the bearing capacity of the concrete filled steel tube bow member is first on bow member
The controlling sections S of secondary appearanceiThe ultimate bearing capacity for being reached；If controlling sections SiReach capacity bearing capacity, then concrete-filled steel tube arch
The bearing capacity Q of frameyFor：
Qy=∫ qyds
Wherein, qyIt is controlling sections SiOn load；
The deterministic process of positive bias criterion is in the step (3)：
If ni≥[ni+] set up, then controlling sections SiInterior force value substitute into criterion expression formula f (ni,mi)<1 judges whether to set up, if
It is invalid, then controlling sections SiReach capacity bearing capacity, if so, then controlling sections SiNot up to ultimate bearing capacity；
If ni≥[ni+] invalid, then section SiInterior force value substitute into criterion expression formula f ' (ni,mi)<1 judges whether to set up, if
It is invalid, then controlling sections SiReach capacity bearing capacity, if so, then controlling sections SiNot up to ultimate bearing capacity；
Wherein, niIt is section SiAxle power factor, be section SiSuffered axle power N and limit axle power NueThe ratio between；miIt is section SiIt is curved
Square factor, is section SiSuffered axle power M and limit axle power MueThe ratio between；[ni+The η of]=20, axle power factor is allowed when being positive eccentric；
η0It is the coefficient relevant with constraint transformation.
2. a kind of concrete filled steel tube bow member bearing capacity determination methods as claimed in claim 1, it is characterised in that the step
(3) deterministic process of negative bias heart criterion is in：
If ni≥[ni-] set up, then controlling sections SiInterior force value substitute into criterion expression formula h (ni,mi)<1 judges whether to set up, if
It is invalid, then controlling sections SiReach capacity bearing capacity, the controlling sections S if setting upiNot up to ultimate bearing capacity；
If ni≥[ni-] invalid, then controlling sections SiInterior force value substitute into criterion expression formula h ' (ni,mi)<1 judges whether into
It is vertical, if not, then controlling sections SiReach capacity bearing capacity, the controlling sections S if setting upiNot up to ultimate bearing capacity；
Wherein, [ni-]=2 λ η0, axle power factor is allowed when being the negative bias heart；λ is negative bias heart criterion coefficient, takes 1.0~1.1.
3. a kind of concrete filled steel tube bow member bearing capacity determination methods as claimed in claim 1, it is characterised in that described criterion
Expression formula f (ni,mi) computing formula be：
f(ni,mi)=ni+a·βm·mi
Wherein, βmIt is equivalent moment factor, takes βmIt is 1.0；A is and η0, the relevant coefficients of ζ；η0, ζ be the coefficient relevant with ξ；ξ is
Constraint transformation.
4. a kind of concrete filled steel tube bow member bearing capacity determination methods as claimed in claim 2, it is characterised in that described criterion
Expression formula h (ni,mi) computing formula be：
h(ni,mi)=λ ni+λa·βm·mi
Wherein, λ is negative bias heart criterion coefficient, takes 1.0~1.1；βmIt is equivalent moment factor, takes βmIt is 1.0；A is and η0, ζ it is relevant
Coefficient；η0, ζ be the coefficient relevant with ξ；ξ is constraint transformation.
5. a kind of concrete filled steel tube bow member bearing capacity determination methods as claimed in claim 2, it is characterised in that described criterion
Expression formula f ' (ni,mi) computing formula be：
f'(ni,mi)=- bni 2-c·ni+βm·mi
Wherein, b and c are and η0, the relevant coefficients of ζ；η0, ζ be the coefficient relevant with ξ；ξ is constraint transformation；βmFor equivalent curved
Moment coefficient, takes βmIt is 1.0.
6. a kind of concrete filled steel tube bow member bearing capacity determination methods as claimed in claim 2, it is characterised in that described criterion
Expression formula h ' (ni,mi) computing formula be：
h'(ni,mi)=- λ bni 2-λc·ni+λβm·mi
Wherein, b and c are and η0, the relevant coefficients of ζ；η0, ζ be the coefficient relevant with ξ；ξ is constraint transformation；βmFor equivalent curved
Moment coefficient, takes βmIt is 1.0.
7. a kind of concrete filled steel tube bow member bearing capacity determination methods as claimed in claim 1, it is characterised in that the steel pipe is mixed
The controlling sections of solidifying soil bow member are shaped as circular or square or U-shaped.
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| CN106529052B (en) * | 2016-11-21 | 2019-12-31 | 中铁十二局集团有限公司 | Primary support design calculation method for tunnel primary support bearing all design loads |
| CN110390165B (en) * | 2019-07-23 | 2021-03-30 | 福州大学 | Method for calculating stress concentration coefficient of concrete filled steel tube welding intersecting node |
| CN110781261A (en) * | 2019-10-14 | 2020-02-11 | 西南交通大学 | Building damage risk screening method and system based on geographic spatial information |
| 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 |
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