CN109241629A - A kind of method of determining dust collector box body column Axial Compression Stability bearing capacity - Google Patents
A kind of method of determining dust collector box body column Axial Compression Stability bearing capacity Download PDFInfo
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Abstract
The invention discloses a kind of methods of determining dust collector box body column Axial Compression Stability bearing capacity, belong to deduster technical field of structures.The dust collector box body structure feature being applicable in are as follows: wallboard is stiffened steel plates, and cabinet column is rolled h-section steel beam, and column has the cross-brace perpendicular to wallboard direction to provide constraint.It is calculated by a large amount of finite element numericals, fully consider the influence of structure initial geometrical defect and welding defect, and the stressed covering effect that wallboard plays, it concludes and has formulated with the coefficient of stability expression formula of the dust collector box body Axial-compression Column of multinomial geometrical parameters characterization, propose calculating steady bearing capacity method on this basis.Method of the invention is applied widely, easy to use, and reliability is higher, for deduster design, production unit reference.
Description
Technical field
The present invention relates to a kind of methods of determining dust collector box body column Axial Compression Stability bearing capacity, belong to deduster structure skill
Art field.
Background technique
Deduster is the important environmental protection dress being widely used in the industries such as electric power, metallurgy, chemical industry, building materials to eliminate flue dust
It is standby.The capture collection of soot dust granule is completed inside dust collector box body, therefore cabinet is most important in deduster support equipment
Process components, building enclosure generally uses wallboard-pillar construction system, and structure type and load situation are all complex.
Top of the box is equipped with backbar, for hanging cathode line, anode plate and the dust stratification of attachment, these process equipments and dust stratification self weight
The vertical load of formation is transmitted to column by cabinet top beam, so that column bears axial compressive force.Box frame column is H profile steel
Column, by wall-panels supports, wallboard can be that column shares load and provides lateral support for it, play stressed covering effect.Case
Body wallboard is stiffened steel plates, to guarantee that airtightness, wallboard connect in succession with one side wing edge sequential welding of H profile steel column, forms common work
The structure of work is whole.This wallboard-pillar construction system needs to consider that wallboard is that column shares load and provides the stress of constraint
Diaphragms effect, therefore stability bearing capacity does not determine method for determination of amount reliably under axial compressive force effect about it.
It is not directed to determine deduster under the premise of accurately considering the effect of wallboard stressed covering in view of previous developmental achievement
The method of the Axial Compression Stability bearing capacity of cabinet column, the present invention have studied different initial imperfections to cabinet column Axial Compression Stability
It influences, it is determined that put more energy into panel structure parameter and column cross section structure parameter of difference is steady under axial compressive force effect to cabinet column
After qualitative affecting laws, the determination method of dust collector box body Axial-compression Column stability bearing capacity is proposed, is filled for such dedusting
Standby body structure design provides technical basis.
Summary of the invention
It is an object of the invention to be directed to current dust collector box body retaining design central post Axial Compression Stability Design of Bearing Capacity side
The vacancy of method, a kind of method for proposing accurate evaluation dust collector box body Axial-compression Column stability bearing capacity are considering that wallboard-is vertical
Residual stress, the residual deformation generated in the initial geometrical defect and wallboard and column welding process of column structure system influences
In the case of, quantitative study is carried out to the affecting laws of each parameter, obtains the dust collector box body characterized with multinomial geometrical parameters
The calculating steady bearing capacity method of Axial-compression Column.
The method of determining dust collector box body column Axial Compression Stability bearing capacity provided by the invention, with dust collector box body column axis
Press the coefficient of stabilityBased on, obtain the Axial Compression Stability bearing capacity N of cabinet columnr, specific formula are as follows:
In formula (1),For dust collector box body column Axial Compression Stability coefficient, AHFor the sectional area of single limb H profile steel column, unit
For mm2, f is steel strength design value, unit N/mm2, 0.95 coefficient is mistake when main consideration reaches Ultimate Bearing Capacity
Steady deformation and the unlikely excessively serious safety coefficient of column section plasticity.
In one embodiment, dust collector box body column Axial Compression Stability coefficient is obtainedMethod include the following steps:
Step 1: the torsion slenderness ratio λ of H profile steel column is determinedz, the web height h of H profile steel column0, the abdomen of H profile steel column
Plate thickness tw, the flange width B of H profile steel column, the edge of a wing thickness t of H profile steel columnf, wallboard wall thickness twall, the above-mentioned number measured
Value is as unit of mm；
Step 2: dust collector box body column Axial Compression Stability coefficient is obtained according to the following formula
In one embodiment, it is confirmed by calculating analysis, welding residual stress opposition axis of a cylinder pressure between wallboard and column
Stability not adversely affects, in calculating without the concern for and embody the influence of residual stress and residual deformation.
In one embodiment, dust collector box body wallboard is the steel plate with ribbed stiffener, wallboard and one side wing edge of column
Continuous to be welded to connect, column is hot rolled H-shaped, vertical wallboard direction branch equidistant for column arrangement inside dust collector box body
Support.
In one embodiment, the wallboard wall thickness twallFor 4-10mm；H profile steel column reverses slenderness ratio λzFor
56-138, edge of a wing width-thickness ratio B/tfIt is 6.4-23.6, web ratio of height to thickness h0/twFor 15-58.8, wallboard and edge of a wing thickness ratio
twall/tfIt is 0.4-0.75.
In one embodiment, to the meter of the deduster architecture neutral axis of a cylinder pressure stability bearing capacity of different geometrical constructions
It calculates, compare and analyzes and numerical simulation is carried out by FEM-software ANSYS.
In one embodiment, considering wallboard-pillar construction system initial geometrical defect and wallboard and column
In the case that the residual stress generated in welding process influences, to welding residual stress and residual deformation, wallboard wall thickness of putting more energy into
twall, panel width of putting more energy into w, ribbed stiffener rigidity, rib spacing of putting more energy into, connecting plate, cross-brace spacing l0, column it is symmetrical around section
The bending slenderness ratio λ of axis y-y axisy, wallboard and edge of a wing thickness ratio twall/tf, section reverse slenderness ratio λz, section web ratio of height to thickness
h0/tw, section edge of a wing width-thickness ratio B/tfQuantitative study is carried out to the affecting laws of cabinet column stability bearing capacity, utilizes minimum two
Multiplication fitting obtains the column Axial Compression Stability bearing capacity formula characterized with multinomial geometrical parameters.
In one embodiment, it is carried using the stability limit that formula (1) and (2) calculated value and FEM calculation obtain
Power relative error average out to 3.2%.
The present invention be suitable for determine dust collector box body column Axial Compression Stability bearing capacity method the advantages of be:
1, the scope of application is wider: the investigation range of each geometric parameter is based on practical deduster structure, wallboard wall thickness twall
For 4-10mm；H profile steel column bending slenderness ratio λzIt is 56-138, edge of a wing width-thickness ratio B/tfIt is 6.4-23.6, web ratio of height to thickness
h0/twFor 15-58.8, wallboard and edge of a wing thickness ratio twall/tfIt is 0.4-0.75.
2, good reliability: first, fully consider the adverse effect of structure initial geometrical defect and welding residual stress；The
Two, it has fully considered the relative influence of overall collapse and local buckling during Instability of pillar, has fully considered wallboard for vertical
The stressed covering of column acts on；Third, the various dust collector box body column axial compression stability limits obtained according to FEM calculation
Carrying force data carries out what least square method was fitted, and the stability limit that calculating formula calculated value is obtained with FEM calculation carries
For power relative error 3.2% or so, which is accurately and reliably.
3, easy to use: to use an aggregative formula, column axial compressive force is directly obtained by input structure geometric parameter
Stability bearing capacity design value when effect, for design, production unit reference.
Detailed description of the invention
Fig. 1 is that deduster is put more energy into wallboard-pillar construction system schematic diagram；
Fig. 2 is column schematic cross-section；
Fig. 3 is that column section form and disturbance load apply schematic diagram；
Fig. 4 is the axial residual stress distribution variation of deformation maximum cross-section when column destroys；
Fig. 5 (a)~Fig. 5 (c) is opposite stability bearing capacity and the relation curve for whether considering residual stress；
The load-displacement curve of column when Fig. 6 is different initial geometrical defect mode；
Fig. 7 (a)~Fig. 7 (e) is the coefficient of stability of columnWith wallboard wall thickness twallRelation curve；
Fig. 8 (a)~Fig. 8 (b) is the coefficient of stability of columnWith the relation curve of panel width w；
Fig. 9 (a)~Fig. 9 (d) is the coefficient of stability of columnWith the relation curve of branch tie distance；
Figure 10 (a)~Figure 10 (e) is the coefficient of stability of columnWith torsion slenderness ratio λZRelation curve；
Figure 11 (a)~Figure 11 (e) is the coefficient of stability of columnWith web ratio of height to thickness h0/twRelation curve；
Figure 12 (a)~Figure 12 (d) is the coefficient of stability of columnWith edge of a wing width-thickness ratio B/tfRelation curve.
Specific embodiment
Below in conjunction with the drawings and specific embodiments to a kind of determining dust collector box body column Axial Compression Stability proposed by the present invention
The method of bearing capacity is described in further detail.According to the following examples, advantages and features of the invention will be become apparent from.It can be with
Understand, described herein the examples are only for explaining the invention, rather than limitation of the invention.
The present invention is in the case where considering that structure initial imperfection influences, to the deduster architecture neutral column of different geometrical constructions
By FEM-software ANSYS progress numerical simulation, deduster is put more energy into wall for the calculating of Axial Compression Stability bearing capacity, comparison and analysis
Plate-H profile steel pillar construction system is as shown in Fig. 1, and column section form is as shown in Fig. 2.Finite element method (fem) analysis process is said
It is bright as follows:
1, definition unit: all structure members are all made of Shell181 unit simulation.
2, definition material: consider that material nonlinearity influences, steel material uses ideal elastoplastic model, with Von-Mises
Criterion judges whether to surrender.Production deduster generally uses Q235 steel, yield strength fy=235MPa, elasticity modulus
E=2.06 × 105MPa, Poisson's ratio ν=0.3, using arc-length methods tracking structure response path.
3, apply restraint condition: cabinet wallboard top and cabinet top plate of putting more energy into are connect, therefore in the application of panel tops boundary
The translation constraint in vertical wallboard direction (Y-direction).Wallboard bottom end is connect with ash bucket stiffened panels, therefore is applied on wallboard bottom end boundary
The translation constraint in vertical wallboard direction.Wallboard ribbed stiffener (perpendicular to the wallboard direction) constraint that column is equally spaced, vertical
Column is constrained with the translation that wallboard ribbed stiffener junction applies vertical wallboard direction.Add the flat of three directions in middle standing pillar column bottom application
Moving constraint.Since flue gas is often high temperature in cabinet, for release temperature deformation, two sides column bottom only applies along wall-plate level
Direction (Z-direction) and constraint perpendicular to wallboard direction, to realize structure, (X to) can be with dilatation in wallboard plane.
4, be further applied load situation: backbar is equipped at the top of dust collector box body, for hanging cathode line, anode plate and attachment
Dust stratification, these process equipments and dust stratification are transmitted to column by cabinet top beam from the vertical load reformed, so that column is born
Axial compressive force.Therefore, uniformly distributed vertical line load is applied to extreme point to middle standing pillar capital, column is corresponding axial stable at this time
Bearing capacity is defined as Ncr.Define the coefficient of stability when effect of column axial compressive forceSince wallboard of putting more energy into is column
Fractional load is shared, so that the load that H profile steel section undertakes at the top of column is certainly less than the external load applied, therefore apply
Ultimate load is likely larger than its total cross-section yield load (AHfy), thereforeThere is the case where being greater than 1 in value.
5, the building of initial geometrical defect: the geometrical defect of each structure member of deduster is inevitable and with certain
Randomness needs to introduce more unfavorable initial geometrical defect to guarantee to determine the reliability of stability bearing capacity method.Column exists
When bearing xial feed, wallboard plays stressed covering effect, and cabinet column is presented close to capital lower zone first half section
Elastoplasticity bending unstability.The more sensitive initial geometry deformation form of cabinet column Axial Compression Stability is the initial of column section
Bending deformation.Meanwhile when maximum initial geometry deformation occurs when close to the high axle power area of capital to cabinet Column stability more
It is unfavorable.When therefore modeling, cabinet supporting upright post capital forms certain gradient when being further applied load, so that load on top of column has bias,
Around the eccentric distance e of x-axisxIt is pillar height for 0.001H, H, around the eccentric distance e of y-axisyFor 0.001H；Simultaneously to 0.02H model below capital
It encloses interior preceding edge of a wing side and applies uniformly interference load p, as shown in Fig. 3, taking the resultant force 0.02pH of side interference load is capital
It is further applied load the 1/1000 of N, load synchronous with capital.Ultimate load is loaded onto this structure, when load being taken to reach extreme point
Malformation form is as initial geometrical defect mode, and controlling the maximum initial geometry deformation amplitude of middle standing pillar is H/1000,
The cabinet computation model with the perfect frame extreme point defect mode for applying directional interference is constructed in this way.This defect model
The initial bending deformation for mainly considering square section under capital, takes into account and considers column at the beginning of the initial bending and wallboard of two main shafts
The drum that begins is bent, while guaranteeing to occur the high axle power region of the position of greatest drawback below the capital in 0.02H, has fully considered initial
The adverse effect of geometrical defect.
6, the simulation of welding residual stress: cabinet supporting upright post be it is hot rolled H-shaped, the edge of a wing and wallboard sequential welding be in succession thereafter
It connects.The welding residual stress column stability that can oppose has an impact.It is negative by connecting side application with wallboard to the edge of a wing after cabinet column
The mode of warm Δ T is simulated welding and is shunk, to introduce welding residual stress and residual deformation.Take steel linear expansion coefficient α=1.2
×10-5(1/℃)。
Following embodiments embody the influence of welding residual stress Yu residual deformation column stability bearing capacity.
Embodiment 1:
Dust collector box body column section is H250 × 250 × 9 × 14 (mm) (wide B in the high H × edge of a wing in section × web thickness tw×
Edge of a wing thickness tf), panel width w is 4010mm, wallboard thickness twallFor 4mm, wallboard is put more energy into rib spacing l0For 6220mm.
Embodiment 2:
Dust collector box body column section is H294 × 200 × 8 × 12 (mm), and panel width w is 4010mm, wallboard thickness
twallFor 6mm, wallboard is put more energy into rib spacing l0For 3110mm.
Embodiment 3:
Dust collector box body column section is H250 × 250 × 9 × 14, and panel width w is 4010mm, wallboard thickness twallFor
4mm, wallboard are put more energy into rib spacing l0For 3110mm.
For the influence for fully considering initial geometrical defect and welding residual stress and residual deformation column Axial Compression Stability,
Welding residual stress and residual deformation are introduced to the embodiment 1 with initial bending deformation geometry defect, when on 1 section of embodiment
Axial maximum residual stress value σrs,z,maxReach 0.94fyWhen, the axial residual stress point of deformation maximum cross-section when column destroys
Cloth is as shown in Fig. 4, is positive with tensile stress, and compression is negative.Attached drawing 4 show from rear flange edges to web it is close when, it is remaining
Tensile stress decays rapidly；Residual compressive stress is mainly presented in web, and amplitude is little；And the preceding edge of a wing of column far from wallboard is shown very
Small residual tension.Different configuration wallboard-pillar construction system central post residual stress distribution is characterized in similar.
Welding residual stress and welding residual deformation will necessarily be generated simultaneously during introducing welding defect, by reality
Influence difference when example 1,2,3 studies residual stress and residual deformation collective effect and only residual deformation independent role is applied, is obtained
To opposite stability bearing capacity and whether consider that shown in relation curve such as attached drawing 5 (a)~Fig. 5 (c) of residual stress, wherein curve is horizontal
Coordinate is maximum residual stress amplitude, and ordinate is to introduce welding defect rear column stability bearing capacity Nu,rWhen with welding defect
Stability bearing capacity NuRatio.
It, it can be found that for different structure model, is introduced by comparing with and without stability bearing capacity when considering residual stress
Stability bearing capacity after residual stress substantially than big when not considering residual stress, illustrates that residual stress is steady to cabinet column
It is qualitative to be advantageous, but amplitude very little, it is no more than 1.5%.When only introducing welding residual deformation, with and without welding residual deformation
When stability bearing capacity ratio close to 1, show only welding residual deformation on cabinet Column stability influence very little.This aspect
It is because of welding residual deformation amplitude very little, i.e., convenient residual stress reaches 0.94fyWhen, the maximum weld deformation that occurs on column
Only 0.86mm；On the other hand, residual deformation occurs mainly in the rear edge of a wing constrained by wallboard, and is easy to below the capital of unstability
Flange welding deformation is very little before region, therefore welding residual deformation does not influence cabinet Column stability substantially.Take implementation
The welding residual deformation mode of example 1 is amplified to H/1000 as initial geometrical defect mode, by its amplitude, does not consider residual stress
Influence, with construction initial bending deformation geometry defect mode when load-displacement comparative drawings figs 6 shown in.By
Figure as it can be seen that only with initial bending deformation geometry defect mode cabinet column stability bearing capacity be significantly less than only with weld it is residual
The cabinet column stability bearing capacity of remaining deformation defect mode, and rigidity also obviously wants small before buckling.In general, welding remnants are answered
Power has small Beneficial Effect to the stability bearing capacity of cabinet column, and welding residual deformation does not have cabinet Column stability substantially
It influences, therefore, no longer embodies remnants in the formula of the determination dust collector box body column Axial Compression Stability coefficient mentioned in the present invention and answer
The influence of power and residual deformation.
Following embodiments have investigated influence of the wallboard wall thickness to cabinet column stability bearing capacity of putting more energy into.
Embodiment 4:
Dust collector box body column section is H300 × 300 × 10 × 15 (mm), wallboard thickness twallFor 6mm, panel width w
For 5614mm, wallboard ribbed stiffener is having a size of L125 × 80 × 8 (mm), cross-brace spacing l0For 3117mm.
Embodiment 5:
Dust collector box body column section is H200 × 150 × 6 × 9 (mm), wallboard thickness twallIt is for 4mm, panel width w
3500mm, wallboard ribbed stiffener is having a size of L100 × 63 × 6 (mm), cross-brace spacing l0For 3510mm.
Embodiment 6:
Dust collector box body column section is H294 × 200 × 8 × 12 (mm), wallboard thickness twallFor 4mm, panel width w
For 4030mm, wallboard ribbed stiffener is having a size of L125 × 80 × 8 (mm), cross-brace spacing l0For 5200mm.
Embodiment 7:
Dust collector box body column section is H350 × 350 × 10 × 16 (mm), wallboard thickness twallFor 6mm, panel width w
For 4030mm, wallboard ribbed stiffener is having a size of L125 × 80 × 8 L (mm), cross-brace spacing l0For 7200mm.
Embodiment 8, embodiment 9 and embodiment 10:
Embodiment 8, embodiment 9 and embodiment 10 only change wallboard thickness t relative to embodiment 4wall, specific structure parameter
With the coefficient of stabilityAs shown in table 1.
Embodiment 11, embodiment 12, embodiment 13, embodiment 14 and embodiment 15:
Embodiment 11, embodiment 12, embodiment 13, embodiment 14 and embodiment 15 only change wallboard relative to embodiment 5
Thickness twall, specific structure parameter and the coefficient of stabilityAs shown in table 1.
Embodiment 16, embodiment 17, embodiment 18, embodiment 19 and embodiment 20:
Embodiment 16, embodiment 17, embodiment 18, embodiment 19 and embodiment 20 only change wallboard relative to embodiment 6
Thickness twall, specific structure parameter and the coefficient of stabilityAs shown in table 1.
Embodiment 21, embodiment 22, embodiment 23, embodiment 24 and embodiment 25:
Embodiment 21, embodiment 22, embodiment 23, embodiment 24 and embodiment 25 only change wallboard relative to embodiment 7
Thickness twall, specific structure parameter and the coefficient of stabilityAs shown in table 1.
1 example structure geometric parameter of table and the coefficient of stability
Investigate comparing embodiment group 4,8,9,10, embodiment group 5,11,12,13,14,15, embodiment group 6,16,17,18,
19,20 and embodiment group 7,21,22,23,24,25, the coefficient of stability of columnWith wallboard wall thickness twallRelation curve such as attached drawing
Shown in 7 (a)~Fig. 7 (d).When wallboard thickness increases, column stability bearing capacity is totally in rising trend, but amplitude very little, wall
When plate thickness increases 2.25 times, column stability bearing capacityAmplitude of variation is no more than 2%.Cabinet wallboard mainly rises in Practical Project
Cabinet internal electric field is gone along with sb. to guard him to closing and undertakes the effect of negative pressure and wind load, and design wall thickness generally resists lateral lotus by plate
It carries and determines, it is not too big, and steel quantity consumption specific gravity shared by wallboard is larger, excessively increasing wallboard thickness will cause waste of material, practical
The wallboard thickness applied in engineering still falls within relatively thin thickness range, is shown by above-mentioned data, within this range, changes wallboard wall
Thick column stability bearing capacity has small advantageous effect, and general impacts are little.Meanwhile when wallboard thickness is only 4mm, column
Instability forms still show as the bending unstability of column cap fault location, it is possible thereby to which inference also can be vertical even if wallboard is more weak
Column provides enough lateral supports, and the bending-buckling around y-y axis will not occur under the constraint of wallboard for column.
According to above-mentioned investigation result and analysis, the influence of wallboard wall thickness of putting more energy into opposition column stability is smaller, therefore the present invention
When proposing dust collector box body column Axial Compression Stability bearing capacity computation method, the influence of the parameter is not considered individually.
Following embodiments have investigated influence of the panel width to cabinet column stability bearing capacity of putting more energy into.
Embodiment 26:
Dust collector box body column section is H294 × 200 × 8 × 12 (mm), wallboard thickness twallFor 8mm, panel width w
For 2125mm, wallboard ribbed stiffener is having a size of L100 × 63 × 6 (mm), cross-brace spacing l0For 3110mm.
Embodiment 27:
Dust collector box body column section is H250 × 250 × 8 × 12 (mm), wallboard thickness twallFor 6mm, panel width w
For 4010mm, wallboard ribbed stiffener is having a size of L125 × 80 × 8 (mm), cross-brace spacing l0For 3110mm.
Embodiment 28, embodiment 29, embodiment 30 and embodiment 31:
Embodiment 28, embodiment 29, embodiment 30 and embodiment 31 only change panel width w relative to embodiment 26, tool
Body constructing variable and the coefficient of stabilityAs shown in table 2.
Embodiment 32, embodiment 33, embodiment 34, embodiment 35, embodiment 36, embodiment 37, embodiment 38 and implementation
Example 39:
Embodiment 32, embodiment 33, embodiment 34, embodiment 35, embodiment 36, embodiment 37, embodiment 38 and implementation
Example 39 only changes panel width w, specific configuration parameter and the coefficient of stability relative to embodiment 27As shown in table 2.
2 example structure geometric parameter of table and the coefficient of stability
Investigate comparing embodiment group 26,28,29,30,31 and embodiment group 27,33,34,35,36,37,38,39, column
The coefficient of stabilityShown in relation curve such as attached drawing 8 (a)~Fig. 8 (b) with panel width w.When panel width increases 240%
When, columnValue, which changes, is no more than 0.5%, illustrates that the stability influence for changing panel width column is small.Analyze its reason
It is, wallboard is that column shares axle power, provides constraint for column, all can be by load action.It is enclosed by ribbed stiffener and two heel posts
At the wallboard area general side length of lattice it is larger, plate thickness is relatively thin, and there are initial imperfection, is under pressure and is easy to buckling after shearing.
At load initial stage, wallboard area lattice intermediate region will generate the bent deformation of apparent drum, then rapidly develop.In load mid-term with after
Phase, wallboard area lattice intermediate region because buckling essentially drops out work, can continue to load mainly and column adjacent domain
Wallboard.Therefore, wallboard it is broadening or narrow for fringe region wallboard load-carrying properties influence it is small, column stability influence is micro-
It is small.
According to above-mentioned investigation result and analysis, the influence of panel width of putting more energy into opposition column stability is smaller, therefore the present invention
When proposing dust collector box body column Axial Compression Stability bearing capacity computation method, the influence of the parameter is had ignored.
Following embodiments have investigated influence of the ribbed stiffener rigidity to cabinet column stability bearing capacity.
Embodiment 40:
Dust collector box body column section is H250 × 250 × 8 × 12 (mm), and panel width w is 4812mm, wallboard thickness
twallFor 6mm, wallboard ribbed stiffener having a size of L125 × 80 × 8 (mm), put more energy into rib spacing l by wallboard0For 3110mm.
Embodiment 41:
Dust collector box body column section is H275 × 125 × 6 × 9.8 (mm), and panel width w is 4010mm, wallboard thickness
twallFor 6mm, wallboard ribbed stiffener having a size of L125 × 80 × 8 (mm), put more energy into rib spacing l by wallboard0For 6220mm.
Embodiment 42:
Dust collector box body column section is H294 × 200 × 8 × 12 (mm), and panel width w is 2125mm, wallboard thickness
twallFor 7mm, wallboard ribbed stiffener having a size of L100 × 63 × 6 (mm), put more energy into rib spacing l by wallboard0For 3110mm.
Embodiment 43, embodiment 44, embodiment 45 and embodiment 46:
Embodiment 43, embodiment 44, embodiment 45 and embodiment 46 only change the steel angle stiffening rib wall relative to embodiment 40
Thickness, specific configuration parameter and the coefficient of stabilityAs shown in table 3.
Embodiment 47, embodiment 48, embodiment 49 and embodiment 50:
Embodiment 47, embodiment 48, embodiment 49 and embodiment 50 only change the steel angle stiffening rib wall relative to embodiment 41
Thickness, specific configuration parameter and the coefficient of stabilityAs shown in table 3.
Embodiment 51, embodiment 52, embodiment 53 and embodiment 54:
Only changing section angle steel is put more energy into relative to embodiment 42 for embodiment 51, embodiment 52, embodiment 53 and embodiment 54
Rib wall thickness, specific configuration parameter are as shown in table 4.
3 example structure geometric parameter of table and the coefficient of stability (whole the steel angle stiffening ribs unify wall thickness)
4 example structure geometric parameter of table and the coefficient of stability
Investigate comparing embodiment group 43,44,45,46 and 47,48,49, the 50 central post coefficient of stability of embodiment groupWith angle steel
The relationship of ribbed stiffener wall thickness shows for different cross section H profile steel column in the case of different the steel angle stiffening ribs, as ribbed stiffener rigidity increases
Greatly, the coefficient of stability is increased by a small margin.After ribbed stiffener rigidity increases to certain value, the raising of Column stability is stagnated substantially.By
Load can be shared for column in wallboard, the axial compressive force undertaken on column section decays downwards quickly along stem height, distance post
The axial compressive force that undertakes averagely only has 85% that capital is further applied load at the 0.02H of top, thus speculate different location ribbed stiffener for
The influence of Column stability is discrepant.Comparing embodiment group 51,52,53,54 is investigated, top ribbed stiffener rigidity is only increased
When, columnValue improves 4.9%；When keeping top ribbed stiffener rigidity constant and increasing all ribbed stiffener rigidity in lower section, columnValue
Improve 3.5%；When increasing all ribbed stiffener rigidity, columnValue improves 7.8%. since Instability of pillar is occurred mainly in close to column
Lower zone is pushed up, top the steel angle stiffening rib can transmit its load, so the ribbed stiffener of top area is rigid with its deformation of immediate constraint
Degree column stability influence is larger, and the ribbed stiffener column stability influence far from capital Instability of pillar region is relatively small.
According to above-mentioned investigation result and analysis, from the angle of optimization design, only the ribbed stiffener section of top area is designed
Rigidity it is larger, and in wallboard lower section ribbed stiffener rigidity can be designed smaller.Wallboard angle steel when in view of practice of engineering design
For ribbed stiffener in order to limit wallboard excessive deformation, design rigidity is larger, and after ribbed stiffener rigidity increases to certain value, column is stablized
Property raising stagnate substantially, therefore when the present invention proposes dust collector box body column Axial Compression Stability bearing capacity computation method, no longer body
The influence of existing wallboard ribbed stiffener rigidity.
Following embodiments have investigated influence of the rib spacing to cabinet column stability bearing capacity of putting more energy into.
Embodiment 55:
Dust collector box body column section is H294 × 200 × 8 × 12 (mm), and panel width w is 2125mm, wallboard thickness
twallFor 8mm, for wallboard ribbed stiffener having a size of L100 × 63 × 6 (mm), wallboard rib spacing of putting more energy into is 1040mm, cross-brace spacing
l0For 3110mm.
Embodiment 56:
Dust collector box body column section is H250 × 250 × 9 × 14 (mm), and panel width w is 4010mm, wallboard thickness
twallFor 6mm, for wallboard ribbed stiffener having a size of L125 × 80 × 8 (mm), wallboard rib spacing of putting more energy into is 2080mm, cross-brace spacing
l0For 3110mm.
Embodiment 57 and embodiment 58:
Embodiment 57 and 58 only changes wallboard the steel angle stiffening rib spacing, specific configuration parameter and stabilization relative to embodiment 55
CoefficientAs shown in table 5.
Embodiment 59, embodiment 60 and embodiment 61:
Embodiment 59, embodiment 60 and embodiment 61 only change wallboard the steel angle stiffening rib spacing relative to embodiment 56, tool
Body constructing variable and the coefficient of stabilityAs shown in table 5.
5 example structure geometric parameter of table and the coefficient of stability
Investigate comparing embodiment group 55,57,58 and 56,59,60, the 61 central post coefficient of stability of embodiment groupWith angle steel plus
The relationship of strength rib spacing shows for embodiment group 55,57,58, and wallboard rib spacing of putting more energy into expands 4 times,Value variation is no more than
0.3%.Investigate embodiment group 56,59,60,61, wallboard put more energy into rib spacing expand 8 times,Value variation is no more than 0.8%.Change
Wallboard rib spacing of putting more energy into is mainly to change the length-width ratios of wallboard area lattice, will affect stability when wallboard is pressurized and is cut.?
In engineering in possible ribbed stiffener spacing range, the region between the first and second ribbed stiffener of top occurs for the unstability of column
(generally below the capital within the scope of 300mm), so even encryption ribbed stiffener, first is that ribbed stiffener can not immediate constraint top area
The buckling deformation of column, second is that buckling still can occur for load middle and later periods wallboard, intermediate region major part wallboard exits work, changes
Become wallboard stability for assisting column to carry no positive effect.Therefore, wallboard puts more energy into rib spacing for Column stability shadow
Ring very little
According to above-mentioned investigation result and analysis, wallboard is put more energy into the influence very little of rib spacing column stability, therefore this hair
When bright proposition dust collector box body column Axial Compression Stability bearing capacity computation method, the influence of the parameter is not considered.
Following embodiments have investigated influence of the connecting plate to cabinet column stability bearing capacity.
Embodiment 62, embodiment 63 and embodiment 64:
Embodiment 62, embodiment 63 and embodiment 64 only change connecting plate relative to embodiment 60 (connection plate thickness 14mm)
Condition, specific configuration parameter are as shown in table 5.
6 example structure geometric parameter of table and the coefficient of stability
Comparing embodiment group 60,62,63 and 64 is investigated, with the increase of connection panel stiffness, there is no send out for Column stability
Raw significant change.For connectionless plate situation compared with connecting panel stiffness infinity of situations, the column coefficient of stability only improves 0.2%.It is vertical
The unstability of column typically occurs in capital or less 200 to region between 300mm, and moderate finite deformation occurs in this section column section.This
Text establishes computation model according to engineering is practical, connects plate spacing, that is, the steel angle stiffening rib spacing, in engineering possible intercostal of putting more energy into
Away from range, the arrangement of connecting plate will not be excessively intensive, can not direct operative constraint unstability region column section deformation.And it is remote
The effect of contraction that connecting plate from unstability region deforms Instability of pillar is small, therefore possible connecting plate in engineering
It arranges in spacing range, improving connection panel stiffness influences very little for column Axial Compression Stability.
According to above-mentioned investigation result and analysis, the influence very little of connecting plate opposition column stability, therefore present invention proposition removes
When dirt device cabinet column Axial Compression Stability bearing capacity computation method, the influence for connecting board parameter is not considered.
Following embodiments have investigated cross-brace spacing l0Influence to cabinet column stability bearing capacity.
Embodiment 65:
Dust collector box body column section is H250 × 250 × 9 × 14 (mm), and panel width w is 4550mm, wallboard wall thickness t
For 7mm, the high H of column is 21460mm, and wallboard ribbed stiffener is having a size of L125 × 80 × 8 (mm), cross-brace spacing l0For
2000mm。
Embodiment 66:
Dust collector box body column section is H250 × 175 × 7 × 11 (mm), and panel width w is 3850mm, wallboard wall thickness t
For 6mm, the high H of column is 14972mm, and wallboard ribbed stiffener is having a size of L125 × 80 × 8 (mm), cross-brace spacing l0For
2252mm。
Embodiment 67:
Dust collector box body column section is H294 × 200 × 8 × 12 (mm), and panel width w is 4200mm, wallboard wall thickness t
It is 19460mm wallboard ribbed stiffener having a size of L125 × 80 × 8 (mm), cross-brace spacing l for 6mm, the high H of column0For 3000mm.
Embodiment 68:
Dust collector box body column section is H300 × 300 × 10 × 15 (mm), and panel width w is 4900mm, wallboard wall thickness t
For 7mm, the high H of column is 25460mm, and wallboard ribbed stiffener is having a size of L125 × 80 × 8 (mm), cross-brace spacing l0For
6000mm。
Embodiment 69, embodiment 70 and embodiment 71:
Embodiment 69, embodiment 70 and embodiment 71 only change cross-brace spacing l relative to embodiment 650Size,
Specific configuration parameter lambdaxWith the coefficient of stabilityAs shown in table 7.
Embodiment 72, embodiment 73 and embodiment 74:
Embodiment 72, embodiment 73 and embodiment 74 only change cross-brace spacing l relative to embodiment 660Size,
Specific configuration parameter lambdaxWith the coefficient of stabilityAs shown in table 7.
Embodiment 75, embodiment 76 and embodiment 77:
Embodiment 75, embodiment 76 and embodiment 77 only change cross-brace spacing l relative to embodiment 670Size,
Specific configuration parameter lambdaxWith the coefficient of stabilityAs shown in table 7.
Embodiment 78, embodiment 79 and embodiment 80:
Embodiment 78, embodiment 79 and embodiment 80 only change cross-brace spacing l relative to embodiment 680Size,
Specific configuration parameter lambdaxWith the coefficient of stabilityAs shown in table 7.
7 example structure geometric parameter of table and the coefficient of stability
Four embodiment groups, the column coefficient of stability are compared in investigationWith relation curve such as attached drawing 9 (a)~9 of branch tie distance
(d) shown in.Comparing embodiment group 65,69,70,71 is investigated, when branch tie distance increases, is bent slenderness ratio λxAlso it increases with it.
When branch tie distance increases to 10000mm by 2000mm, λxExpand 5.08 times, the column coefficient of stabilityDecline 6.2%, works as support
When spacing increases to 5000mm by 4000mm, λxExpand 1.25 times, the coefficient of stabilityDecline 0.7%, when branch tie distance is
When 2000mm, 4000mm, 5000mm, the unstability of column shows as the bending unstability of column cap fault location, when branch tie distance is
When 10000mm, Instability of pillar form is mainly shown as the first bending-buckling across span centre region on the upper side of top.Investigate embodiment group
66,72,73,74, embodiment group 67,75,76,77 and embodiment group 67,78,79,80 work as λxWhen more than 55, column multilist is existing
For bending-buckling, column bending-buckling slenderness ratio λ is limited it can thus be appreciated that working asxWhen below 55, column can be substantially excluded around x-x axis
A possibility that bending-buckling, and then only focus on the bending unstability of column capital generation and take control measure.
Deduster structure due to actual design can arrange at equal intervals laterally branch to guarantee the lateral rigidity of column
Support, and branch tie distance is not too big, the cross-brace spacing of deduster can control within 6m in common engineering, therefore substantially may be used
To guarantee the λ of columnxNo more than 55.According to above-mentioned investigation result and analysis, in this cross-brace spacing range, column
The influence of stability is smaller, therefore when present invention proposition dust collector box body column Axial Compression Stability bearing capacity computation method, does not consider
The influence of the parameter.
Following embodiments have investigated column around the bending slenderness ratio λ of section symmetry axis y-y axisyCabinet column is stablized and is carried
The influence of power.
Embodiment 81:
Dust collector box body column section is H250 × 250 × 9 × 14 (mm), and panel width w is 4010mm, wallboard wall thickness t
For 6mm, the high H of column is 17.020m, and wallboard ribbed stiffener is having a size of L125 × 80 × 8 (mm), cross-brace spacing l0For
4140mm。
Embodiment 82:
Dust collector box body column section is H270 × 125 × 6 × 9.8 (mm), and panel width w is 4010mm, wallboard wall thickness t
For 8mm, the high H of column is 21.150m, and wallboard ribbed stiffener is having a size of L125 × 80 × 8 (mm), cross-brace spacing l0For
3110mm。
Embodiment 83 and embodiment 84:
Embodiment 83 and embodiment 84 only change stem height H (wallboard total height correspondinglys increase) relative to embodiment 81,
Specific configuration parameter and the coefficient of stabilityAs shown in table 8.
Embodiment 85 and embodiment 86:
Embodiment 85 and embodiment 86 only change stem height H (wallboard total height correspondinglys increase) relative to embodiment 82,
Specific configuration parameter and the coefficient of stabilityAs shown in table 8.
8 example structure geometric parameter of table and the coefficient of stability
Bending-buckling around symmetry axis y-y axis may occur for column, in order to investigate the influence of slenderness ratio around y-y axis, design
Model keeps cross-brace spacing and remaining construction to remain unchanged, and controls bending-buckling slenderness ratio λ by changing stem height Hy
Variation, with this come determine opposition column stability influence.
Comparing embodiment group 81,83,84 is investigated, column pillar height increases 1.73 times, λyIncrease 1.8 times, the column coefficient of stability
Only change 0.074%；Comparing embodiment group 82,85,86 is investigated, pillar height increases 1.73 times, λyIncrease 1.8 times, the column coefficient of stability
Only change 0.081%.As the height of column dramatically increases, wallboard has stronger anti-shearing rigidity in own layer, have
Effect constraint column occurs bending and deformation around y-y axis, so column is difficult to happen the bending-buckling around y-y axis, so λyInfluence
Very little.
According to above-mentioned investigation result and analysis, around the bending slenderness ratio λ of symmetry axisyThe influence for the column stability that opposes is smaller,
Therefore when the present invention proposes dust collector box body column Axial Compression Stability bearing capacity computation method, the influence of the parameter is not considered.
Following embodiments have investigated wallboard and edge of a wing thickness ratio twall/tfInfluence to cabinet column stability bearing capacity.
Embodiment 87:
Dust collector box body column section is H367 × 250 × 10 × 15 (mm), guarantees section edge of a wing width-thickness ratio B/tf, web
Ratio of height to thickness h0/tw, column section reverse slenderness ratio λzIt remains unchanged, only changes wallboard and edge of a wing thickness ratio twall/tf, specific configuration
Parameter and the coefficient of stabilityAs shown in table 9.
Embodiment 88:
Dust collector box body column section is H294 × 200 × 8 × 12 (mm), guarantees section edge of a wing width-thickness ratio B/tf, web
Ratio of height to thickness h0/tw, torsion slenderness ratio λzIt remains unchanged, only changes wallboard and edge of a wing thickness ratio twall/tf, specific configuration parameter and steady
Determine coefficientAs shown in table 9.
Embodiment 89:
Dust collector box body column section is H220 × 150 × 6 × 9 (mm), guarantees section edge of a wing width-thickness ratio B/tf, web it is high
Thickness rate h0/tw, torsion slenderness ratio λzIt remains unchanged, only changes wallboard and edge of a wing thickness ratio twall/tf, specific configuration parameter and stabilization
CoefficientAs shown in table 9.
Embodiment 90:
Dust collector box body column section is H195 × 128 × 5.8 × 8 (mm), guarantees section edge of a wing width-thickness ratio B/tf, web
Ratio of height to thickness h0/tw, torsion slenderness ratio λzIt remains unchanged, only changes wallboard and edge of a wing thickness ratio twall/tf, specific configuration parameter and steady
Determine coefficientAs shown in table 9.
Embodiment 91:
Dust collector box body column section is H280 × 280 × 10 × 15.7 (mm), guarantees section edge of a wing width-thickness ratio B/tf, abdomen
Plate ratio of height to thickness h0/tw, torsion slenderness ratio λzIt remains unchanged, only changes wallboard and edge of a wing thickness ratio twall/tf, specific configuration parameter with
The coefficient of stabilityAs shown in table 9.
Embodiment 92:
Dust collector box body column section is H250 × 250 × 9 × 14 (mm), guarantees section edge of a wing width-thickness ratio B/tf, web
Ratio of height to thickness h0/tw, torsion slenderness ratio λzIt remains unchanged, only changes wallboard and edge of a wing thickness ratio twall/tf, specific configuration parameter and steady
Determine coefficientAs shown in table 9.
Embodiment 93:
Dust collector box body column section is H150 × 150 × 5.4 × 8.4 (mm), guarantees section edge of a wing width-thickness ratio B/tf, abdomen
Plate ratio of height to thickness h0/tw, torsion slenderness ratio λzIt remains unchanged, only changes wallboard and edge of a wing thickness ratio twall/tf, specific configuration parameter with
The coefficient of stabilityAs shown in table 9.
9 example structure geometric parameter of table and the coefficient of stability
Comparing embodiment group 87,88,89,90 is investigated, as wallboard and edge of a wing thickness ratio increase, in column stability bearing capacity
It rises.Comparative example 87 and embodiment 90, when wallboard and 1.875 times of increase of the thickness on edge of a wing ratio, the column coefficient of stabilityIncrease
4.05%.The variation of wallboard and the thickness on edge of a wing ratio is caused by changing due to edge of a wing thickness, and wallboard wall thickness remains unchanged, wall
Plate is that translation provided by column in plane and torsional restraint are constant, while H profile steel wall thickness reduces, and wallboard wall thickness is constant,
When distributing axial compressive force, wallboard can undertake more loads, improve column stability bearing capacity.It therefore, is verifying conclusions
General applicability investigates comparing embodiment 91,92,93, and when wallboard and 1.86 times of increase of edge of a wing relative wall thickness ratio, column is stablized
CoefficientRise 6.7%, equally illustrates that increasing wallboard and the thickness ratio on the edge of a wing can be improved Column stability.
Following embodiments have investigated section torsion slenderness ratio λzInfluence to cabinet column stability bearing capacity.
Embodiment 94:
Dust collector box body column reverses slenderness ratio λzIt is 73, the coefficient of stabilityAs shown in table 10.
Embodiment 95:
Dust collector box body column reverses slenderness ratio λzIt is 66, the coefficient of stabilityAs shown in table 10.
Embodiment 96:
Dust collector box body column reverses slenderness ratio λzIt is 71, the coefficient of stabilityAs shown in table 10.
Embodiment 97:
Dust collector box body column reverses slenderness ratio λzIt is 56, the coefficient of stabilityAs shown in table 10.
Embodiment 98:
Dust collector box body column reverses slenderness ratio λzIt is 87, the coefficient of stabilityAs shown in table 10.
Embodiment 99, embodiment 100 and embodiment 101:
Embodiment 99, embodiment 100 and embodiment 101 guarantee section edge of a wing width-thickness ratio B/t compared to embodiment 94f, abdomen
Plate ratio of height to thickness h0/tw, wallboard and edge of a wing thickness ratio twall/tfIt remains unchanged, only changes torsion slenderness ratio λz, specific configuration parameter with
The coefficient of stabilityAs shown in table 10.
Embodiment 102, embodiment 103 and embodiment 104:
Embodiment 102, embodiment 103 and embodiment 104 guarantee section edge of a wing width-thickness ratio B/t compared to embodiment 95f, abdomen
Plate ratio of height to thickness h0/tw, wallboard and edge of a wing thickness ratio twall/tfIt remains unchanged, only changes torsion slenderness ratio λz, specific configuration parameter with
The coefficient of stabilityAs shown in table 10.
Embodiment 105, embodiment 106, embodiment 107 and embodiment 108:
Embodiment 105, embodiment 106, embodiment 107 and embodiment 108 guarantee that the section edge of a wing is generous compared with embodiment 96
Compare B/tf, web ratio of height to thickness h0/tw, wallboard and edge of a wing thickness ratio twall/tfIt remains unchanged, only changes torsion slenderness ratio λz, specifically
Constructing variable and the coefficient of stabilityAs shown in table 10.
Embodiment 109, embodiment 110 and embodiment 111:
Embodiment 109, embodiment 110 and embodiment 111 guarantee section edge of a wing width-thickness ratio B/t compared to embodiment 97f, abdomen
Plate ratio of height to thickness h0/tw, wallboard and edge of a wing thickness ratio twall/tfIt remains unchanged, only changes torsion slenderness ratio λz, specific configuration parameter with
The coefficient of stabilityAs shown in table 10.
Embodiment 112, embodiment 113 and embodiment 114:
Embodiment 112, embodiment 113 and embodiment 114 guarantee section edge of a wing width-thickness ratio B/t compared to embodiment 98f, abdomen
Plate ratio of height to thickness h0/tw, wallboard and edge of a wing thickness ratio twall/tfIt remains unchanged, only changes torsion slenderness ratio λz, specific configuration parameter with
The coefficient of stabilityAs shown in table 10.
10 example structure geometric parameter of table and the coefficient of stability
Investigate embodiment group 94,99,100,101, embodiment group 95,102,103,104, embodiment group 96,105,106,
107,108, embodiment group 97,109,110,111 and embodiment group 98,112,113,114, the column coefficient of stability are long thin with torsion
Shown in the variation of ratio such as attached drawing 10 (a)~Figure 10 (e).Reverse slenderness ratio λzColumn stability can be influenced, and as torsion is grown
Carefully compare λzIncrease, column stability bearing capacity reduces.In five group models, the column coefficient of stability of embodiment group 96,105-108 becomes
Change amplitude maximum, λzIncrease 1.76 times, the column coefficient of stability reduces by 11.8%.Analysis reason is column least favorable defect mode
It is deformed for the initial bending of column cap part, when section, torsion slenderness ratio increases, the torsion that column is more easy to happen fault location is lost
Surely, column cap partly belongs to high pressure stress area, and the edge of a wing, which twists, exits work, only undertakes axis by the crestal line that the edge of a wing is connected with web
Xiang Li, λzBigger, Column stability is lower.
Following embodiments have investigated influence of the section web ratio of height to thickness to cabinet column stability bearing capacity.
Embodiment 115:
Dust collector box body column section is H150 × 150 × 7 × 10 (mm), and wallboard wall thickness t is 6mm, cross-brace size
l0For 5200mm, section web ratio of height to thickness h0/twIt is 21.43, the column coefficient of stabilityAs shown in table 11.
Embodiment 116:
Dust collector box body column section is H200 × 100 × 5.5 × 8 (mm), and wallboard wall thickness t is 5mm, cross-brace size
l0For 4160mm, section web ratio of height to thickness h0/twIt is 36.36, the column coefficient of stabilityAs shown in table 11.
Embodiment 117:
Dust collector box body column section is H294 × 200 × 8 × 12 (mm), and wallboard wall thickness t is 6mm, cross-brace size
l0For 3117mm, section web ratio of height to thickness h0/twIt is 16.67, the column coefficient of stabilityAs shown in table 11.
Embodiment 118:
Dust collector box body column section is H300 × 300 × 10 × 15 (mm), and wallboard wall thickness t is 5mm, cross-brace size
l0For 3117mm, section web ratio of height to thickness h0/twIt is 30, the column coefficient of stabilityAs shown in table 11.
Embodiment 119:
Dust collector box body column section is H250 × 250 × 9 × 14 (mm), and wallboard wall thickness t is 6mm, cross-brace size
l0For 4157mm, section web ratio of height to thickness h0/twIt is 27.78, the column coefficient of stabilityAs shown in table 11.
Embodiment 120, embodiment 121, embodiment 122, embodiment 123 and embodiment 124:
Embodiment group 120, embodiment 121, embodiment 122, embodiment 123 and embodiment 124 are compared to embodiment
115 only change web wall thickness tw, thus caused column is around y-axis slenderness ratio λyIt varies less, it is believed that λyIt remains unchanged, this
Sample only changes web ratio of height to thickness h0/tw, specific configuration parameter and the coefficient of stabilityAs shown in table 11.
Embodiment 125, embodiment 126, embodiment 127, embodiment 128, embodiment 129 and embodiment 130:
Embodiment group 125, embodiment 126, embodiment 127, embodiment 128, embodiment 129 compare with embodiment 130
Only change web wall thickness t in embodiment 116w, thus caused column is around y-axis slenderness ratio λyIt varies less, it is believed that λyIt keeps
It is constant, only change web ratio of height to thickness h in this way0/tw, specific configuration parameter and the coefficient of stabilityAs shown in table 11.
Embodiment 131, embodiment 132, embodiment 133, embodiment 134, embodiment 135 and embodiment 136:
Embodiment group 131, embodiment 132, embodiment 133, embodiment 134, embodiment 135 compare with embodiment 136
Only change web wall thickness t in embodiment 117w, thus caused column is around y-axis slenderness ratio λyIt varies less, it is believed that λyIt keeps
It is constant, only change web ratio of height to thickness h in this way0/tw, specific configuration parameter and the coefficient of stabilityAs shown in table 11.
Embodiment 137, embodiment group 138, embodiment group 139, embodiment 140, embodiment 141 and embodiment 142:
Embodiment group 137, embodiment group 138, embodiment group 139,142 phase of embodiment 140, embodiment 141 and embodiment
It is compared to embodiment 118 and only changes web wall thickness tw, thus caused column is around y-axis slenderness ratio λyIt varies less, it is believed that λy
It remains unchanged, only changes web ratio of height to thickness h in this way0/tw, specific configuration parameter and the coefficient of stabilityAs shown in table 11.
Embodiment 143, embodiment 144, embodiment 145, embodiment 146, embodiment 147 and embodiment 148:
Embodiment group 143, embodiment 144, embodiment 145, embodiment 146, embodiment 147 compare with embodiment 148
Only change web wall thickness t in embodiment 119w, thus caused column is around y-axis slenderness ratio λyIt varies less, it is believed that λyIt keeps
It is constant, only change web ratio of height to thickness h in this way0/tw, specific configuration parameter and the coefficient of stabilityAs shown in table 11.
11 example structure geometric parameter of table and the coefficient of stability
Investigate comparing embodiment group 115,120,121,122,123,124, embodiment group 116,125,126,127,128,
129,130, embodiment group 117,131,132,133,134,135,136, embodiment group 118,137,138,139,140,141,
142 and embodiment group 119,143,144,145,146,147,148, the column coefficient of stability is with web ratio of height to thickness h0/twSituation of change
As shown in attached drawing 11 (a)~Figure 11 (e).For embodiment group 115,120,121,122,123,124, as web ratio of height to thickness increases
Greatly, column stability bearing capacity reduces when web thickness is reduced to 6mm by 13mm, i.e., ratio of height to thickness increases to 41.67 by 19.23
When, the column coefficient of stabilityReduce by 7.3%.The reason is that, when web ratio of height to thickness increases, section web was both high and thin for analysis,
Drum song and torsional deflection, and more, the abdomen that the area on the edge of a wing and thickness are all bigger than web more easily occur under column cap high pressure stress
Plate can not constrain the deformation on the edge of a wing again, reduce to the constraint on the edge of a wing, and the edge of a wing is inherently constrained small by the bearing of three sides, in axial direction
Development of deformation is fast under power acts on, and twist unstability earlier, reduces Column stability.Investigate remaining four groups of embodiment groups, knot
Fruit proves web ratio of height to thickness h0/twIt is the important factor in order of Column stability, and with ratio of height to thickness h0/twIncrease, column is steady
Determine bearing capacity reduction.
Following embodiments have investigated section edge of a wing width-thickness ratio B/tfInfluence to cabinet column stability bearing capacity.
Embodiment 149:
The edge of a wing width-thickness ratio B/t of dust collector box body columnfIt is 10, the column coefficient of stabilityAs shown in table 12.
Embodiment 150:
The edge of a wing width-thickness ratio B/t of dust collector box body columnfIt is 6.4, the column coefficient of stabilityAs shown in table 12.
Embodiment 151:
The edge of a wing width-thickness ratio B/t of dust collector box body columnfIt is 6.25, the column coefficient of stabilityAs shown in table 12.
Embodiment 152:
The edge of a wing width-thickness ratio B/t of dust collector box body columnfIt is 8.64, the column coefficient of stabilityAs shown in table 12.
Embodiment 153, embodiment 154 and embodiment 155:
Embodiment 153, embodiment 154 and embodiment 155 guarantee torsion slenderness ratio λ compared to embodiment 149z, web it is high
Thickness rate h0/tw, wallboard and edge of a wing thickness ratio twall/tfIt remains unchanged, only changes section edge of a wing width-thickness ratio B/tf, specific configuration parameter
With the coefficient of stabilityAs shown in table 12.
Embodiment 156, embodiment 157 and embodiment 158:
Embodiment 156, embodiment 157 and embodiment 158 guarantee torsion slenderness ratio λ compared to embodiment 150z, web it is high
Thickness rate h0/tw, wallboard and edge of a wing thickness ratio twall/tfIt remains unchanged, only changes section edge of a wing width-thickness ratio B/tf, specific configuration parameter
With the coefficient of stabilityAs shown in table 12.
Embodiment 159, embodiment 160 and embodiment 161:
Embodiment 159, embodiment 160 and embodiment 161 guarantee torsion slenderness ratio λ compared to embodiment 151z, web it is high
Thickness rate h0/tw, wallboard and edge of a wing thickness ratio twall/tfIt remains unchanged, only changes section edge of a wing width-thickness ratio B/tf, specific configuration parameter
With the coefficient of stabilityAs shown in table 12.
Embodiment 162, embodiment 163 and embodiment 164:
Embodiment 162, embodiment 163 and embodiment 164 guarantee torsion slenderness ratio λ compared to embodiment 152z, web it is high
Thickness rate h0/tw, wallboard and edge of a wing thickness ratio twall/tfIt remains unchanged, only changes section edge of a wing width-thickness ratio B/tf, specific configuration parameter
With the coefficient of stabilityAs shown in table 12.
12 example structure geometric parameter of table and the coefficient of stability
Investigate embodiment group 149,153,154,155, embodiment group 150,156,157,158, embodiment group 151,159,
160,161 and embodiment group 152,162,163,164, Column stability is with edge of a wing width-thickness ratio B/tfSituation of change such as attached drawing 12
(a) shown in~Figure 12 (d).With edge of a wing width-thickness ratio B/tfIncrease, Column stability significantly reduces.When the edge of a wing width-thickness ratio of column
Expand 1.5 times, column stablizes bearing capacity factorDecline 6.09%, as width-thickness ratio B/tfWhen reducing 0.47 times, the coefficient of stability of columnRise 7.55%.Analysis constrains the reason is that, providing support mutually in connecting place between each plate of composition H profile steel column,
The size of restraining force depends on the relative rigidity of connected plate, as width-thickness ratio B/tfWhen increase, the column edge of a wing both wide and thin rigidity
Weaken, the edge of a wing reduces the constraint of web, can not operative constraint web the bent deformation of drum, while after the edge of a wing is weakened, web is rigid
Degree drives greatly the preceding edge of a wing to twist, and front wing originates from body and makes torsional deflection more violent with initial imperfection, finally to stand
Column bearing capacity reduces.It is possible thereby to inference, edge of a wing width-thickness ratio B/tfOpposition column stability has larger impact, and width-thickness ratio B/tf
When increase, Column stability is reduced.
In conclusion the present invention pass through it is non-thread to a large amount of dust collector box body wallboards-pillar construction system finite element model
Property calculate, obtained the calculating steady bearing capacity value of the cabinet column under different geometric parameter.The investigation range of each geometric parameter
It is based on practical deduster structure, wallboard wall thickness twallFor 4-10mm；H profile steel column reverses slenderness ratio λzIt is 56-138, the edge of a wing
Width-thickness ratio B/tfIt is 6.4-23.6, web ratio of height to thickness h0/twFor 15-58.8, wallboard and edge of a wing thickness ratio twall/tfIt is 0.4-
0.75.By calculating regression analysis of the data based on least square method, cabinet column Axial Compression Stability coefficient to a large amount ofIt can be by (2)
Formula calculates.
In formula,For the coefficient of stability of dust collector box body neutrality axis of a cylinder pressure, λzFor the torsion slenderness ratio of H profile steel column, h0
For the web height of H profile steel column, twFor the web thickness of H profile steel column, B is the flange width of H profile steel column, tfFor the edge of a wing
Wall thickness, twallFor the wall thickness of wallboard, the above-mentioned numerical value measured is as unit of mm.
When considering that column reaches Ultimate Bearing Capacity, there is serious plasticity developing on capital region web and the preceding edge of a wing, and
Part-structure deformation can be more than l0/ 500, therefore propose column Axial Compression Stability bearing capacity NrWhen, consider a safety stock coefficient
0.95, while controlling and meeting normal use requirement, N in the deformation that axle power acts on flowering structurerIt is calculated as follows:
In formula,For dust collector box body column Axial Compression Stability coefficient, AHFor the sectional area of single limb H profile steel column, unit is
mm2；F is steel strength design value, unit N/mm2。
The present invention is in considering wallboard-pillar construction system initial geometrical defect and wallboard and column welding process
In the case that the residual stress of generation influences, quantitative study is carried out to the affecting laws of each parameter, is fitted using least square method
Obtain the column Axial Compression Stability bearing capacity formula characterized with multinomial geometrical parameters.Consider the initial bending of H profile steel column
The influence of geometrical defect and wallboard initially concave-convex geometrical defect and overall stability；With index h0/twAnd B/tfReflect column geometry
Influence of the parameter for local stability, and reflect the mutual effect of contraction between H profile steel column web and the edge of a wing；With index
twall/tfReflect wallboard and influence of the column section edge of a wing wall thickness for column Axial Compression Stability bearing capacity, calculated value and finite element meter
Obtained Ultimate Bearing Capacity relative error is 3.2% or so, it is believed that it is with preferable accuracy and reliability.
Although the present invention has been described by way of example and in terms of the preferred embodiments, it is not intended to limit the invention, any to be familiar with this skill
The people of art can do various change and modification, therefore protection model of the invention without departing from the spirit and scope of the present invention
Enclosing subject to the definition of the claims.
Claims (8)
1. a kind of method of determining dust collector box body column Axial Compression Stability bearing capacity, which is characterized in that with dust collector box body column
Axial Compression Stability coefficientBased on, obtain column Axial Compression Stability bearing capacity Nr, specific formula are as follows:
In formula,For dust collector box body column Axial Compression Stability coefficient, AHFor the sectional area of single limb H profile steel column, unit mm2, f is
Steel strength design value, unit N/mm2, 0.95 coefficient be when main consideration reaches Ultimate Bearing Capacity buckling deformation and
The unlikely excessively serious safety coefficient of column section plasticity.
2. a kind of method as described in claim 1, which is characterized in that determine dust collector box body column Axial Compression Stability coefficient's
Method includes the following steps:
Step 1: the torsion slenderness ratio λ of H profile steel column is determinedz, the web height h of H profile steel column0, the web thickness of H profile steel column
Spend tw, the flange width B of H profile steel column, the edge of a wing thickness t of H profile steel columnf, wallboard wall thickness twall, the above-mentioned numerical value measured is equal
As unit of mm；
Step 2: (2) obtain dust collector box body column Axial Compression Stability coefficient according to the following formula
3. a kind of method as claimed in claim 2, which is characterized in that calculate analysis shows, welded between wallboard and column remaining
Stress column Axial Compression Stability not adversely affects, in calculating without the concern for and embody residual stress and residual deformation
It influences.
4. a kind of method as described in claim 1, which is characterized in that its structure of the dust collector box body are as follows: deduster case
Body wallboard is the steel plate with ribbed stiffener, and wallboard connects in succession with one side wing edge sequential welding of column, and column is hot rolled H-shaped, dedusting
Device box house is for the vertical wallboard direction support at equal intervals of column arrangement.
5. a kind of method as described in claim 1, which is characterized in that the wallboard wall thickness twallFor 4-10mm；H profile steel is vertical
Column reverses slenderness ratio λzIt is 56-138, edge of a wing width-thickness ratio B/tfIt is 6.4-23.6, web ratio of height to thickness h0/twFor 15-58.8, wall
Plate and edge of a wing thickness ratio twall/tfIt is 0.4-0.75.
6. a kind of method as described in claim 1, which is characterized in that considering the initial geometry of wallboard-pillar construction system
In the case that the residual stress generated in defect and wallboard and column welding process influences, to welding residual stress and remaining change
Shape, put more energy into wallboard wall thickness twall, panel width of putting more energy into w, ribbed stiffener rigidity, rib spacing of putting more energy into, connecting plate, cross-brace spacing l0、
Bending slenderness ratio λ of the column around section symmetry axis y-y axisy, wallboard and edge of a wing thickness ratio twall/tf, section reverse slenderness ratio λz、
Section web ratio of height to thickness h0/tw, section edge of a wing width-thickness ratio B/tfThe affecting laws of cabinet column stability bearing capacity are quantitatively ground
Study carefully, obtains the column Axial Compression Stability bearing capacity formula characterized with multinomial geometrical parameters using least square method fitting.
7. a kind of method as described in claim 1, which is characterized in that the calculating of dust collector box body column Axial Compression Stability bearing capacity
The Ultimate Bearing Capacity relative error average out to 3.2% that value and FEM calculation obtain.
8. application of the claim 1-7 either method in the analysis of dust collector box body structural stability can.
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