CN108021775A - Bending strength computational methods of the dust collector box body column under lateral load effect - Google Patents
Bending strength computational methods of the dust collector box body column under lateral load effect Download PDFInfo
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Abstract
The invention discloses a kind of bending strength computational methods of dust collector box body column under lateral load effect, project planner easily and accurately can calculate middle standing pillar internal force maximum section bending moment when babinet wallboard is acted on by lateral load according to formula proposed by the present invention and correlation computations coefficient form；Consider the collaborative work of wallboard and column, compound section is formed using the wallboard in the effective width of column both sides as the extension on the column edge of a wing, with column shared moment of flexure, therefore column section modulus is multiplied by a correction factor γ, by showing the finite element method (fem) analysis of multiple embodiments, γ can relatively safely value be 1.06, thus carries out the bending strength checking computations in column section.
Description
Technical field
The present invention relates to a kind of bending strength computational methods of dust collector box body column under lateral load effect, belong to knot
Structure technical field.
Background technology
Deduster is widely used in the industries such as thermoelectricity, metallurgy, chemical industry and building materials to eliminate the main force of flue dust environmental protection dress
Standby, babinet is most important one process components.When babinet building enclosure uses flat plate wallboard-H-shaped with ribbed stiffener
During the pillar construction system of (or I-shaped) section, column one side wing edge in H-shaped section connects in succession with steel plate wallboard sequential welding, formed by
Power is overall.Babinet wallboard mainly directly bears the air negative pressure (ecto-entad effect) formed due to internal-external temperature difference and wind load
Deng lateral load, since column is the supporting border of wallboard both sides, this fractional load can be delivered to column so that column undertakes horizontal stroke
To load.Horizontal lotus is accurately and reliably directly acted on babinet wallboard, it is necessary to have when carrying out structure design for dust collector box body
Babinet column bending strength computational methods during load.At present, common column bending strength simplified calculation method is in engineering design：
Single load bearing plate relatively simple and that wallboard is conservatively regarded as to the uniform same sex, its suffered lateral load are evenly distributed to adjacent two
On heel post, the collaborative work after being connected without considering wallboard with column, column is regarded as one has across a supporting by connecting up lotus
The autonomous working cross-section continuous beam on many supports of load, its maximal bending moment MsIt can be obtained according to Linear Elastic Structure mechanics method.The simplification
Computational methods one are that power transmission mechanism is not accurate enough, and dust collector box body wallboard is not unidirectional force transmitting board, are considered as ribbed stiffener on wallboard
Intermal force；Second, stress carrier is not accurate enough, the collaborative work of wallboard and column is not considered, by lateral load suffered by wallboard
All it is transferred to column to undertake, therefore this engineering simplification computational methods can cause calculating internal force excessive.
The content of the invention
In view of the accuracy of computational methods is inadequate in the past, the present invention is to dust collector box body column under lateral load effect
Bending strength propose it is a kind of more accurately and reliably with consider comprehensive computational methods.
The present invention seeks to the engineering simplification for existing dust collector box body column bending strength under lateral load effect
It is insufficient existing for computational methods, propose a kind of stress model more rationally, the bending strength computational methods of result precision higher, can
To optimize the design of column section to a certain extent.In forming process is derived, the deduster according to Practical Project constructs the present invention,
The scope of application cover it is small, in, the physical dimension of large-scale deduster.
A kind of bending strength computational methods of dust collector box body column under lateral load effect, its scope of application are：Remove
Dirt device babinet wallboard is the steel plate with ribbed stiffener, horizontal evenly load is acted on wallboard, wallboard and one side wing edge of column are continuous
It is welded to connect, column is rolled h-section steel beam, rolling I shaped steel or welded H-shaped cross-sections, column stand for dust collector box body intermediate support
Column and non-edge column, for the vertical wallboard direction support at equal intervals of column arrangement inside dust collector box body；The present invention first
Step, without considering the collaborative work of wallboard and column, the wallboard area lattice that upper and lower adjacent ribbed stiffener and arranged on left and right sides column are surrounded
Autonomous working elastic plate as one piece of simply supported on four sides by horizontal Uniform Load, solves border transverse direction counter-force；Second step, will
Each area's lattice wallboard border transverse direction counter-force acting in opposition is solved to column, column as a cross-section continuous beam on many supports to work independently
Its moment of flexure；3rd step, determines the live part of wallboard and column cooperative bearing, is regarded as the extension on the column edge of a wing, is formed with column
Compound section, and maximum (normal) stress on column is calculated, complete the checking computations of column bending strength.
Middle standing pillar maximal bending moment occurs the at the top of column when dust collector box body wallboard of the present invention is acted on by lateral load
Section, its maximal bending moment M at a support togethertIt can calculate according to the following formula：
Mt=α [(n × a)2pb] (1)
In formula, n be column often across wallboard area lattice quantity；
A is the spacing of ribbed stiffener on wallboard, and unit is：mm；
The width of b wallboards between adjacent upright posts, unit are：mm；
P is the horizontal evenly load value such as negative pressure and wind load, and unit is：N/mm2；
α is the design factor of column section maximal bending moment, is shown in Table 1~table 5.
Across the column section maximal bending moment design factor of 1 liang of table
Across the column section maximal bending moment design factor of table 2 three
Across the column section maximal bending moment design factor of table 3 four
Across the column section maximal bending moment design factor of table 4 five
Across the column section maximal bending moment design factor of table 5 six
The present invention solves column controlling sections maximal bending moment M using moment distribution methodtDuring, fixed for both ends, across
Between correspond to the shell of columns of n wallboard area lattice, the non-uniform Distribution load q for being subject to a framed side wallboard directly to be transmitted to columncAdd with it
Strength rib is acted on column tie point position to the concentrated force 2F of column transmission, is derived by the span column and is acted in lateral load
Under fixed-end moment calculation formula be：
F=Fs/2-Fc (6)
Prepare a computer program for convenience and numerical computations, the column fixed-end moment of both ends fixing situation are carried out to fixed-end moment
Expression formula is rewritten as：
In formula, l is one span length's degree of column, and unit is：mm；
K is the infinitesimal section that is calculated to the wallboard area lattice number calculated included by starting end (A ends)；
I is pilot process coefficient.
The present invention solves column controlling sections maximal bending moment M using moment distribution methodtDuring, fixed for one end another
Hold it is hinged, across a corresponding n wallboard area lattice, the non-uniform Distribution load q for being subject to a framed side wallboard directly to be transmitted to columncWith at it
Ribbed stiffener is acted on column tie point position to the concentrated force 2F of column transmission, is derived by the span column and is made in lateral load
Fixed-end moment calculation formula under is：
Prepare a computer program for convenience and numerical computations are carried out to fixed-end moment, the column of the hinged situation in one end is fixed in one end
Fixed-end moment expression formula is rewritten as：
In formula, l is one span length's degree of column, and unit is：mm；
K is the infinitesimal section that is calculated to the wallboard area lattice number calculated included by starting end (A ends)；
I is pilot process coefficient.
Present invention consideration wallboard cooperates with resist torque to act on column, using the wallboard in effective width as the column edge of a wing
Extension, with column section form compound section, column section modulus is multiplied by correction factor γ and obtains compound section
Section modulus, column maximum deflection direct stress can be tried to achieve using the following formula；
σmax=Mt/(γ×WH) (10)
In formula, γ is column section modulus correction factor, and relatively safe value is 1.06；
WHFor column section modulus, unit is：mm3。
Dust collector box body column proposed by the present invention lateral load effect under bending strength computational methods the advantages of be：
1st, accuracy is high, and Consideration is comprehensive：Consider the intermal force of ribbed stiffener on wallboard, power transmission mechanism is more accurate；
Consider the collaborative work of wallboard and column；The engineering simplification computational methods passed through more at present are more accurately and reliably.
2nd, it is easy to use：The calculation formula and computation sheet proposed according to the present invention can directly try to achieve dust collector box body wallboard
Middle standing pillar internal force maximum cross-section direct stress σ when being acted on by lateral loadmax, can easily and accurately carry out section bending strength meter
Calculate.
Brief description of the drawings
Fig. 1 is structural model and the displacement coordinate system of the present invention.
Fig. 2 is quadrilateral simply supported slab border reaction distribution and coordinate system figure in the present invention.
Fig. 3 acts on lower stress schematic diagram for central post of the present invention in lateral load.
Items load results contrast when Fig. 4 takes different value for exponent number upper limit m ' in the present invention.
Fig. 5 be the present invention in one across both ends vertical columns stress sketch.
Fig. 6 is fixed across one end in the present invention one, the stress sketch of one end hinge supporting upright column.
Embodiment
Below in conjunction with the accompanying drawings and by specific embodiment, complete detailed description is carried out to the technical solution in the present invention,
To further illustrate technical scheme feature and its forming process.It is understood that embodiment described herein
It is used only for explaining the present invention, rather than limitation of the invention.
The first step is caused column maximal bending moment after lateral load distribution and transmission to column suffered by calculating wallboard.
Dust collector box body wallboard-pillar construction system is as shown in Figure 1.Dust collector box body wallboard directly bears laterally uniformly distributed
Load p is acted on, and lateral load meeting distribution and transmission causes column to undertake moment of flexure to two heel post of wallboard.The first step of the present invention calculates
Transmission of the lateral load to column, without considering the collaborative work of wallboard and column, by upper and lower adjacent ribbed stiffener and arranged on left and right sides
Autonomous working elastic plate of the wallboard area lattice that column surrounds as one piece of simply supported on four sides by horizontal Uniform Load, solves border
Horizontal counter-force.Quadrilateral simply supported slab width is across a panel width b, its height is put more energy into rib spacing a for wallboard, wallboard thickness t, one
A wallboard area lattice stress is as shown in Figure 2.The transverse direction such as negative pressure and wind load evenly load p is applied directly to babinet each wallboard
On area's lattice, the then ribbed stiffener transmission of the column on both sides and upper/lower terminal to left and right.Wallboard area lattice arranged on left and right sides column provides
Cross direction profiles border counter-force be Vy, the horizontal line load q that will directly be born as column on its acting in opposition to columnc.Wallboard
The horizontal boundary counter-force that area's lattice upper and lower end ribbed stiffener provides is Vx, its size of making a concerted effort is Fs, ribbed stiffener and two edge columns pass through company
Fishplate bar connects, and side ribbed stiffener is provided to the F that makes a concerted effort of border counter-forces/ 2 acting in oppositions to ribbed stiffener and column tie point, as
The concentration lateral load that each wallboard area lattice upper and lower end border is transmitted.In addition also have on four angle points of each wallboard area lattice and concentrate
Counter-force R, it is horizontal to the concentration of column transmission as wallboard area lattice angle point also by its acting in opposition to ribbed stiffener and column tie point
Load Fc.Column is equipped with equidistant cross-brace along short transverse, and the constraint in vertical wallboard direction, column span are provided for it
As branch tie distance l, it is each across being corresponding with n wallboard area lattice.By taking three across middle standing pillar as an example, it is subject to the horizontal stroke of unilateral wallboard transmission
To stress sketch during load as shown in Figure 3.
The border transverse direction counter-force of one piece of wallboard area lattice is solved using the single triangular series row dimension of opposite side Simply-Supported Rectangular Plates.According to normal
Deduster geometrical scale is advised, the wide b of wallboard is more than the rib spacing a that puts more energy into.The widthwise edge that wallboard area lattice upper and lower end ribbed stiffener provides
Boundary counter-force VxIt is calculated as follows：
In formula, m is the exponent number of series, the odd number for taking 1,3,5 ...；Factor alpham、Am' and Bm' be calculated as follows respectively：
One end ribbed stiffener for then corresponding to one piece of wallboard area lattice is delivered to the horizontal concentrated force of column and is：
One piece of wallboard area lattice (0≤x≤a) is delivered to the cross direction profiles load q on a heel postcIt is numerically equal to wallboard
Area lattice left and right side border transverse direction counter-force Vy, it is calculated as follows：
Concentration lateral load F of each wallboard area lattice angle point to column transmissioncIt is numerically equal to four angle points of wallboard area lattice
Present on concentrate counter-force R, be calculated as follows：
Above-mentioned answer is infinite series form, and in practical engineering calculation, m values always have a upper limit.If m upper limit values
Take too greatly, then computational efficiency is low；If m upper limit values take too small, result is not accurate enough.The present invention is write using MATLAB language
Calculation procedure, during by taking different upper limit values to m the numerical computations of items result of calculation, comparative analysis obtain the shadow of m upper limit values
Ring, then determine rational m upper limit values.
Example wallboard area lattice a=1000mm, evenly load p=9000Pa are taken, is calculated every when m upper limit values m ' changes
Load result is respectively as shown in (a) in attached drawing 4, (b), (c).
The curve of m upper limits value different situations almost overlaps in Fig. 4 (a), shows to change the summation exponent number of series in answer
For the F that makes a concerted effort of the upper and lower lateral boundaries counter-force of wallboard area latticesSize has little to no effect.Fig. 4 (b) shows that different wallboard areas lattice are wide
It is high than when, when m upper limit values take smaller, wallboard area lattice column lateral boundaries maximum transversal counter-force Vy,maxDiffer greatly；When m upper limit values take
During more than or equal to 21, numerical result tends to be equal.Fig. 4 (c) shows, when m upper limit values are taken more than or equal to 21, wallboard area lattice
It is equal that corner point concentrates the numerical result of counter-force R to also tend to.With more conventional dust collector box body wallboard area lattice depth-width ratio
In case of b/a=4, when m upper limit values m '=21 increase to m '=201, the conjunction of the upper and lower lateral boundaries counter-force of wallboard area lattice
Power Fs16.412KN is changed into by 16.413KN, reduces by 0.01%；Wallboard area lattice column lateral boundaries maximum transversal counter-force Vy,maxBy
4.515KN/m changes into 4.51KN/m, reduces by 0.11%；Wallboard area lattice corner point concentrates counter-force R to be changed into by 0.8543KN
0.8547KN, improves 0.05%.Consider numerical computations efficiency and precision, the present invention is equal for items answer in follow-up calculating
It is 21 to take m upper limit values.
Column can be regarded as a cross-section continuous beam on many supports when force on cross-section solves everywhere.Consider for respectively across vertical
Column, the form and size of its physical dimension and load are all identical, and without sidesway at supporting, therefore use moment distribution method
Solve column controlling sections maximal bending moment.Required solution is fixed-end moment of the span inner column under load action, including
Distal end is fixed and distal end is hinged two kinds of restraint conditions.
Taking the dust collector box body middle standing pillar that a span is l, it is assumed that its both ends is fixed, across a corresponding n wallboard area lattice, by
The distributed load q directly transmitted to a framed side wallboard to columncWith a framed side wallboard area lattice on its ribbed stiffener border and column tie point
Position is acted on to the concentrated force 2F of column transmission, and stress sketch are as shown in Figure 5.According to equilibrium relation and displacement coordination condition,
This can be derived by across column under lateral load effect, its fixed-end momentIt is shown below：
F=Fs/2-Fc (6)
In formula, wallboard area lattice numbers of the k included by the infinitesimal section to A ends that is calculated.
For the column that across an one end fixation other end is hinged, calculation diagram as shown in Figure 6, can be derived by its fixed end
Moment of flexure
When carrying out numerical computations to fixed-end moment using MATLAB language, due to the expression formula band in formula (8) and formula (10)
There is absolute value term, direct integral solution can not be carried out, therefore converted, the column fixed-end moment table of both ends fixing situation
It is rewritten as up to formula：
In formula, i is pilot process coefficient.
The fixed-end moment expression formula that the hinged situation of the other end is fixed in one end is rewritten as：
Each span Line stiffness of column is equal, is respectively cut according to always can determine that across number and distal end restraint condition across a bearing position
The distribution coefficient of bending moment of face both sides, then can be in the hope of column respectively across a moment of flexure in bearing position section.Calculation shows that on column
There is Maximum bending moment across a bearing position first, therefore for cross-section column, when Intensity Design only needs to check this
Locate the bending strength in section, subsequent analysis is mainly for first of moment of flexure across a bearing position of column.It is above-mentioned to be calculated
Moment of flexure only considered the lateral load of column one side wallboard transmission, and there are wallboard in actual upper box middle standing pillar both sides, to consider
The load that both sides wallboard transmission comes, is multiplied by 2, you can solve middle standing pillar section Maximum bending moment by this result.
Following embodiments consider dust collector box body columns corresponded to across number, often in the range of column wallboard area lattice number and
Summary and induction formulates the maximal bending moment of column controlling sections after wallboard area lattice the ratio of width to height.
Embodiment 1：
Dust collector box body column is for two across column；Column often across wallboard area lattice quantity n be 1；Ribbed stiffener on wallboard
Spacing a is 600mm, and one across the width b of wallboard is 600mm, i.e. b/a=1；Column span l=n × a=600mm；Negative pressure and wind
The value p of the transverse direction evenly load such as load is 0.008N/mm2.The middle standing pillar section calculated with MATLAB Programming with Pascal Language is maximum
Moment MtAs shown in table 1, M is calculated in aforementioned mannerstIt is unrelated with column sectional dimension during value.
2~embodiment of embodiment 54：
2~embodiment of embodiment 54 only change relative to embodiment 1 column often across wallboard area lattice quantity n and one across wall
The width b of plate, then changes the size of b/a, specific configuration parameter and the middle standing pillar calculated with MATLAB Programming with Pascal Language
Section maximal bending moment MtAs shown in table 1.
Embodiment 55：
Dust collector box body column is for two across column；Column often across wallboard area lattice quantity n be 1；Ribbed stiffener on wallboard
Spacing a is 1000mm, and one across the width b of wallboard is 1000mm, i.e. b/a=1；Column span l=n × a=1000mm；Negative pressure and
The value p of the transverse direction evenly load such as wind load is 0.009N/mm2.The middle standing pillar section calculated with MATLAB Programming with Pascal Language is most
Big moment MtAs shown in table 1.
56~embodiment of embodiment 108：
56~embodiment of embodiment 108 only change relative to embodiment 55 column often across wallboard area lattice quantity n and one
Across the width b of wallboard, the size of b/a, specific configuration parameter and the centre calculated with MATLAB Programming with Pascal Language are then changed
Column section maximal bending moment MtAs shown in table 1.
Table 1
Two across constructive embodiment middle standing pillar section maximal bending moment M are compared by analysist, it is found that middle standing pillar section is maximum
Moment of flexure is mainly related with its span, panel width, rib spacing of putting more energy into and the uniformly distributed area load that is applied on wallboard, to result
Statistical induction shows, Mt/[(n×a)2Pb] value for only with the relevant numbers of n and b/a, therefore calculation formula (1) can be extracted.
109~embodiment of embodiment 216：
109~embodiment of embodiment 216 only changes column relative to 1~embodiment of embodiment 108 as three across column, remaining
Parameter does not change.Specific configuration parameter and calculate middle standing pillar section maximal bending moment M with MATLAB Programming with Pascal LanguagetSuch as table 2
It is shown.
Table 2
217~embodiment of embodiment 324：
217~embodiment of embodiment 324 only changes column relative to 1~embodiment of embodiment 108 as four across column, remaining
Parameter does not change.Specific configuration parameter and calculate middle standing pillar section maximal bending moment M with MATLAB Programming with Pascal LanguagetSuch as table 3
It is shown.
Table 3
325~embodiment of embodiment 432：
325~embodiment of embodiment 432 only changes column relative to 1~embodiment of embodiment 108 as five across column, remaining
Parameter does not change.Specific configuration parameter and calculate middle standing pillar section maximal bending moment M with MATLAB Programming with Pascal LanguagetSuch as table 4
It is shown.
Table 4
433~embodiment of embodiment 540：
433~embodiment of embodiment 540 only changes column relative to 1~embodiment of embodiment 108 as six across column, remaining
Parameter does not change.Specific configuration parameter and calculate middle standing pillar section maximal bending moment M with MATLAB Programming with Pascal LanguagetSuch as table 5
It is shown.
Table 5
Above example middle standing pillar section maximal bending moment M is calculated in R＆D process of the present inventiont, the statistics of result is returned
Receive and show, the column section maximal bending moment obtained using computational methods of the present invention, its main affecting parameters have column across number, across
Degree l=n × a, panel width b, wallboard put more energy into the rib spacing a and uniformly distributed area load p that is applied on wallboard.Since column is born
Load action form is certain, for ease of engineering calculation application, is made present invention introduces dust collector box body wallboard by lateral load
The design factor α of used time middle standing pillar section maximal bending moment, using formula (1), can try to achieve middle standing pillar section maximal bending moment
Calculated value.Wallboard area lattice number and wallboard area are corresponded to across number, often in the range of column according to dust collector box body column
Lattice the ratio of width to height is compiled into factor alpha form, as shown in table 6- tables 10.
Across the column section maximal bending moment design factor of 6 liang of table
Across the column section maximal bending moment design factor of table 7 three
Across the column section maximal bending moment design factor of table 8 four
Across the column section maximal bending moment design factor of table 9 five
Across the column section maximal bending moment design factor of table 10 6
Second step considers the collaborative work of wallboard and column, calculates column controlling sections maximum (normal) stress.
Finite element method can accurately reflect in dust collector box body wallboard-pillar construction system the collaborative work of each component with
Internal force distributes, and column controlling sections maximal bending moment is obtained in the column section stress that the present invention is obtained according to FEM calculation, amendment
MtBending strength computational methods afterwards.Finite element method (fem) analysis procedure declaration is as follows：
1st, definition unit：All structure members use Shell181 unit simulations.
2nd, definition material：Since lateral load is smaller to the action effect of structural system, deformation and stress level are relatively low,
Therefore linear elasticity calculating is carried out.Make deduster and generally use Q235 steel, its yield strength fy=235MPa, elastic modulus E
=2.06 × 105MPa, Poisson's ratio ν=0.3.
3rd, restraint condition is applied：Dust collector box body wallboard top and babinet top plate of putting more energy into are connected, therefore on panel tops side
Boundary applies the translation constraint of vertical wallboard direction (Z-direction).Wallboard bottom is connected with ash bucket stiffened panels, therefore in wallboard bottom side edge
Boundary applies the translation constraint in vertical wallboard direction.Cross-brace (perpendicular to the wallboard direction) constraint that column is equally spaced,
Translation in column wallboard direction vertical with the application of cross-brace junction constrains.Add three directions in middle standing pillar column bottom application
Translation constraint.Since flue gas is often high temperature in babinet, in order to which release temperature deforms, both sides of the edge column bottom only applies along wall
Plate short transverse (X to) and the constraint perpendicular to wallboard direction, to realize that structure (Y-direction) in wallboard plane can stretch change
Shape.
4th, be further applied load situation：Dust collector box body wallboard is subject to wind load and inside and outside differential pressure (negative pressure) in the process of running
The horizontal evenly load perpendicular to wallboard is produced, applies horizontal evenly load 0.009MPa on wallboard.
The column bending strength theoretical calculation method that cooperative bearing by not considering wallboard and column is proposed compared to
Finite element method is more conservative, can make it that section is excessive to carry out Intensity Design of the column under lateral load effect, not enough
It is economical, it is therefore desirable to which that the column maximal bending moment theoretical calculation method proposed to Part I of the present invention is modified.Concrete thought
It is that maximal bending moment M on column is solved using theoretical calculation method proposed by the present inventiont, it is b by column both sides widthweWallboard
(being defined as effective width lining) and column composition compound section, shared Moment so that produced on compound section
It is equal that maximum (normal) stress and finite element method are calculated column section maximum (normal) stress, therefore the section modulus of compound section
Ws' can be obtained by formula (15).
Ws'=Mt/σFEM (15)
In formula, σFEMControlling sections (moment of flexure maximum cross-section) maximum (normal) stress being calculated for finite element method, MFEMFor
The moment undertaken on the H-shaped section column that finite element method is calculated, NFEMCut for the H-shaped that finite element method is calculated
The axle power value undertaken on the column of face, WHAnd AHThe respectively section modulus and sectional area of H-shaped section column.
Introduce column section modulus correction factor γ：
γ=Ws'/WH (17)
Using column section modulus correction factor γ, project planner can easily and accurately calculate column according to the following formula
Internal force maximum cross-section direct stress σmax, so as to design the column section of safety economy.
σmax=Mt/(γ×WH) (10)
Following embodiments embody the influence of each structural parameters column section modulus correction factor γ.
Embodiment 541：
Dust collector box body wallboard thickness t is 6mm, and panel width b is 3850mm, and the steel angle stiffening rib spacing a is 1126mm, is stood
Column is often 4 across interior ribbed stiffener area lattice quantity n, and column cross-brace spacing is that l is 4504mm, and column is total across column, column for three
Height H is 14972mm, and column section is H250mm × 175mm × 7mm × 11mm, and column area of section A is 5523mm2, column
Cross sectional moment of inertia IyFor 6.8 × 107mm4, column section modulus WHFor 5.2 × 105mm3.Due to the change of wallboard wall thickness, wallboard is held
The contribution of load load can change, and column section modulus correction factor γ is as shown in table 11.
Embodiment 542, embodiment 543, embodiment 544, embodiment 545 and embodiment 546：
Embodiment 542, embodiment 543, embodiment 544, embodiment 545 and embodiment 546 only change relative to embodiment 541
Become dust collector box body wallboard thickness t, specific configuration parameter and column section modulus correction factor γ are as shown in table 11.
Table 11
Embodiment 547, embodiment 548, embodiment 549, embodiment 550 and embodiment 551：
Embodiment 547, embodiment 548, embodiment 549, embodiment 550 and embodiment 551 only change relative to embodiment 541
Become dust collector box body panel width b, specific configuration parameter and column section modulus correction factor γ are as shown in table 12.
Table 12
Embodiment 552, embodiment 553, embodiment 554 and embodiment 555：
Embodiment 552, embodiment 553, embodiment 554 and embodiment 555 only change deduster case relative to embodiment 541
Body column cross sectional moment of inertia Iy, specific configuration parameter and column section modulus correction factor γ are as shown in table 13.
Table 13
Embodiment 556, embodiment 557, embodiment 558 and embodiment 559：
Embodiment 556, embodiment 557, embodiment 558 and embodiment 559 only change deduster case relative to embodiment 541
Body column cross-brace spacing l, specific configuration parameter and column section modulus correction factor γ is as shown in table 14.
Table 14
Comparing embodiment group 541,542,543,544,545,546 is investigated, wallboard wall thickness brings up to 9mm by 4mm, improves
125%, column section modulus correction factor γ values excursion is only reduced to 1.08 by 1.11, reduces 2.7%.
Comparing embodiment group 541,547,548,549,550,551 is investigated, panel width brings up to 5500mm by 2750mm,
100% is improved, column section modulus correction factor γ values excursion only increases to 1.09 by 1.07, increase 1.87%.
Comparing embodiment group 541,552,553,554,555 is investigated, column cross sectional moment of inertia is by 4.2 × 107mm4Bring up to
1.1×108mm4, 162% is improved, column section modulus correction factor γ values excursion only increases to 1.12 by 1.06, increase
5.66%.
Comparing embodiment group 541,556,557,558,559 is investigated, column cross-brace spacing is brought up to by 2500mm
6500mm, improves 160%, and column section modulus correction factor γ values are only reduced to 1.06 by 1.21, reduces 12.3%.
Consider above result of calculation, show no matter how each structural parameters change, column section modulus correction factor
γ values variability is not very big, therefore the present invention relatively guards and uniformly takes column section modulus correction factor γ as 1.06.
The invention discloses a kind of bending strength computational methods of dust collector box body column under lateral load effect, engineering
Designer can easily and accurately according to formula proposed by the present invention and correlation computations coefficient form calculate babinet wallboard by
Middle standing pillar internal force maximum section bending moment when lateral load acts on；Consider the collaborative work of wallboard and column, column both sides are had
Extension composition compound section of the wallboard in width as the column edge of a wing, and column shared moment of flexure are imitated, therefore will be stood
Column section modulus is multiplied by a correction factor γ, and by showing the finite element method (fem) analysis of multiple embodiments, γ can be partial to
Safely value is 1.06, thus carries out the bending strength checking computations in column section.
Although the present invention is disclosed as above with preferred embodiment, it is not limited to the present invention, any to be familiar with this skill
The people of art, without departing from the spirit and scope of the present invention, can do various change and modification, therefore the protection model of the present invention
Enclosing be subject to what claims were defined.
Claims (5)
1. bending strength computational methods of the dust collector box body column under lateral load effect, it is characterised in that including following step
Suddenly：The first step, without considering the collaborative work of wallboard and column, the wall that upper and lower adjacent ribbed stiffener and arranged on left and right sides column are surrounded
Autonomous working elastic plate of the plate area lattice as one piece of simply supported on four sides by horizontal Uniform Load, solves border transverse direction counter-force；The
Two steps, by each area's lattice wallboard border transverse direction counter-force acting in opposition to column, column is as the more bridgings of cross-section to work independently
Continuous beam solves its moment of flexure；3rd step, determines the live part of wallboard and column cooperative bearing, is regarded as the extension on the column edge of a wing, with
Column forms compound section, and calculates maximum (normal) stress on column, completes the checking computations of column bending strength.
2. bending strength computational methods of the dust collector box body column according to claim 1 under lateral load effect, its
It is characterized in that：When dust collector box body wallboard is acted on by lateral load middle standing pillar maximal bending moment occur at the top of column first across
Between section at support, its maximal bending moment MtIt can calculate according to the following formula：
Mt=α [(n × a)2pb] (1)
In formula, n be column often across wallboard area lattice quantity；
A is the spacing of ribbed stiffener on wallboard, and unit is：mm；
The width of b wallboards between adjacent upright posts, unit are：mm；
P is the horizontal evenly load value such as negative pressure and wind load, and unit is：N/mm2；
α is the design factor of column section maximal bending moment.
3. bending strength computational methods of the dust collector box body column according to claim 1 under lateral load effect, its
It is characterized in that：Column controlling sections maximal bending moment M is solved using moment distribution methodtDuring, fixed for both ends, across a correspondence
The shell of column of n wallboard area lattice, the non-uniform Distribution load q for being subject to a framed side wallboard directly to be transmitted to columncWith its ribbed stiffener with
Column tie point position is acted on to the concentrated force 2F of column transmission, is derived by the span column consolidating under lateral load effect
End calculation of Bending Moment formula be：
<mrow>
<msubsup>
<mi>M</mi>
<mrow>
<mi>A</mi>
<mi>B</mi>
</mrow>
<mi>F</mi>
</msubsup>
<mo>=</mo>
<mo>-</mo>
<munderover>
<mo>&Sigma;</mo>
<mrow>
<mi>i</mi>
<mo>=</mo>
<mn>1</mn>
</mrow>
<mrow>
<mi>n</mi>
<mo>-</mo>
<mn>1</mn>
</mrow>
</munderover>
<mn>2</mn>
<mi>F</mi>
<mfrac>
<mrow>
<mi>k</mi>
<mi>a</mi>
<msup>
<mrow>
<mo>(</mo>
<mi>l</mi>
<mo>-</mo>
<mi>k</mi>
<mi>a</mi>
<mo>)</mo>
</mrow>
<mn>2</mn>
</msup>
</mrow>
<msup>
<mi>l</mi>
<mn>2</mn>
</msup>
</mfrac>
<mo>-</mo>
<msubsup>
<mo>&Integral;</mo>
<mn>0</mn>
<mi>l</mi>
</msubsup>
<mfrac>
<mrow>
<mrow>
<mo>|</mo>
<msub>
<mi>q</mi>
<mi>c</mi>
</msub>
<mo>|</mo>
</mrow>
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<msup>
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<mi>l</mi>
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<mi>x</mi>
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<mn>2</mn>
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</mrow>
<msup>
<mi>l</mi>
<mn>2</mn>
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<mi>d</mi>
<mi>x</mi>
<mo>-</mo>
<mo>-</mo>
<mo>-</mo>
<mrow>
<mo>(</mo>
<mn>2</mn>
<mo>)</mo>
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</mrow>
<mrow>
<msub>
<mi>q</mi>
<mi>c</mi>
</msub>
<mo>=</mo>
<msub>
<mi>V</mi>
<mi>y</mi>
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<mo>=</mo>
<msup>
<mi>pa&pi;</mi>
<mn>3</mn>
</msup>
<munderover>
<mo>&Sigma;</mo>
<mrow>
<mi>m</mi>
<mo>=</mo>
<mn>1</mn>
<mo>,</mo>
<mn>3...</mn>
</mrow>
<mi>&infin;</mi>
</munderover>
<msup>
<mi>m</mi>
<mn>3</mn>
</msup>
<mo>&lsqb;</mo>
<mrow>
<mo>(</mo>
<mn>1.3</mn>
<msub>
<mi>sinh&alpha;</mi>
<mi>m</mi>
</msub>
<mo>-</mo>
<mn>0.7</mn>
<msub>
<mi>&alpha;</mi>
<mi>m</mi>
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<msub>
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<mi>m</mi>
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</mrow>
<msup>
<msub>
<mi>B</mi>
<mi>m</mi>
</msub>
<mo>&prime;</mo>
</msup>
<mo>-</mo>
<mn>0.7</mn>
<msub>
<mi>sinh&alpha;</mi>
<mi>m</mi>
</msub>
<msup>
<msub>
<mi>A</mi>
<mi>m</mi>
</msub>
<mo>&prime;</mo>
</msup>
<mo>&rsqb;</mo>
<mi>sin</mi>
<mfrac>
<mrow>
<mi>m</mi>
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<mrow>
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<mi>s</mi>
</msub>
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<msubsup>
<mo>&Integral;</mo>
<mn>0</mn>
<mrow>
<mi>b</mi>
<mo>/</mo>
<mn>2</mn>
</mrow>
</msubsup>
<msub>
<mi>V</mi>
<mi>x</mi>
</msub>
<mi>d</mi>
<mi>y</mi>
<mo>-</mo>
<mo>-</mo>
<mo>-</mo>
<mrow>
<mo>(</mo>
<mn>4</mn>
<mo>)</mo>
</mrow>
</mrow>
<mrow>
<msub>
<mi>F</mi>
<mi>c</mi>
</msub>
<mo>=</mo>
<mi>R</mi>
<mo>=</mo>
<mo>-</mo>
<mn>1.4</mn>
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<mi>pa</mi>
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<msup>
<mi>&pi;</mi>
<mn>2</mn>
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<mo>&Sigma;</mo>
<mrow>
<mi>m</mi>
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<mn>1</mn>
<mo>,</mo>
<mn>3...</mn>
</mrow>
<mi>&infin;</mi>
</munderover>
<msup>
<mi>m</mi>
<mn>2</mn>
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<mo>&lsqb;</mo>
<msup>
<msub>
<mi>A</mi>
<mi>m</mi>
</msub>
<mo>&prime;</mo>
</msup>
<msub>
<mi>sinh&alpha;</mi>
<mi>m</mi>
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<msup>
<msub>
<mi>B</mi>
<mi>m</mi>
</msub>
<mo>&prime;</mo>
</msup>
<mrow>
<mo>(</mo>
<msub>
<mi>&alpha;</mi>
<mi>m</mi>
</msub>
<msub>
<mi>cosh&alpha;</mi>
<mi>m</mi>
</msub>
<mo>+</mo>
<msub>
<mi>sinh&alpha;</mi>
<mi>m</mi>
</msub>
<mo>)</mo>
</mrow>
<mo>&rsqb;</mo>
<mo>-</mo>
<mo>-</mo>
<mo>-</mo>
<mrow>
<mo>(</mo>
<mn>5</mn>
<mo>)</mo>
</mrow>
</mrow>
F=Fs/2-Fc (6)
Prepare a computer program for convenience and numerical computations are carried out to fixed-end moment, the column fixed-end moment expression of both ends fixing situation
Formula is rewritten as：
<mrow>
<msubsup>
<mi>M</mi>
<mrow>
<mi>A</mi>
<mi>B</mi>
</mrow>
<mi>F</mi>
</msubsup>
<mo>=</mo>
<mo>-</mo>
<munderover>
<mo>&Sigma;</mo>
<mrow>
<mi>k</mi>
<mo>=</mo>
<mn>1</mn>
</mrow>
<mrow>
<mi>n</mi>
<mo>-</mo>
<mn>1</mn>
</mrow>
</munderover>
<mn>2</mn>
<mi>F</mi>
<mfrac>
<mrow>
<mi>k</mi>
<mi>a</mi>
<msup>
<mrow>
<mo>(</mo>
<mi>l</mi>
<mo>-</mo>
<mi>k</mi>
<mi>a</mi>
<mo>)</mo>
</mrow>
<mn>2</mn>
</msup>
</mrow>
<msup>
<mi>l</mi>
<mn>2</mn>
</msup>
</mfrac>
<mo>-</mo>
<munderover>
<mo>&Sigma;</mo>
<mrow>
<mi>i</mi>
<mo>=</mo>
<mn>0</mn>
</mrow>
<mrow>
<mi>n</mi>
<mo>-</mo>
<mn>1</mn>
</mrow>
</munderover>
<msubsup>
<mo>&Integral;</mo>
<mrow>
<mi>i</mi>
<mi>a</mi>
</mrow>
<mrow>
<mo>(</mo>
<mi>i</mi>
<mo>+</mo>
<mn>1</mn>
<mo>)</mo>
<mi>a</mi>
</mrow>
</msubsup>
<msup>
<mrow>
<mo>(</mo>
<mo>-</mo>
<mn>1</mn>
<mo>)</mo>
</mrow>
<mi>i</mi>
</msup>
<mfrac>
<mrow>
<msub>
<mi>q</mi>
<mi>c</mi>
</msub>
<mo>&CenterDot;</mo>
<mi>x</mi>
<msup>
<mrow>
<mo>(</mo>
<mi>l</mi>
<mo>-</mo>
<mi>x</mi>
<mo>)</mo>
</mrow>
<mn>2</mn>
</msup>
</mrow>
<msup>
<mi>l</mi>
<mn>2</mn>
</msup>
</mfrac>
<mi>d</mi>
<mi>x</mi>
<mo>-</mo>
<mo>-</mo>
<mo>-</mo>
<mrow>
<mo>(</mo>
<mn>7</mn>
<mo>)</mo>
</mrow>
</mrow>
In formula, l is one span length's degree of column, and unit is：mm；
K is the infinitesimal section that is calculated to the wallboard area lattice number calculated included by starting end；
I is pilot process coefficient.
4. bending strength computational methods of the dust collector box body column according to claim 1 under lateral load effect, its
It is characterized in that：Column controlling sections maximal bending moment M is solved using moment distribution methodtDuring, fix other end hinge for one end
Branch, across a corresponding n wallboard area lattice, the non-uniform Distribution load q for being subject to a framed side wallboard directly to be transmitted to columncPut more energy into at it
Rib is acted on column tie point position to the concentrated force 2F of column transmission, is derived by the span column under lateral load effect
Fixed-end moment calculation formula be：
<mrow>
<msubsup>
<mi>M</mi>
<mrow>
<mi>A</mi>
<mi>B</mi>
</mrow>
<mi>H</mi>
</msubsup>
<mo>=</mo>
<mo>-</mo>
<munderover>
<mo>&Sigma;</mo>
<mrow>
<mi>k</mi>
<mo>=</mo>
<mn>1</mn>
</mrow>
<mrow>
<mi>n</mi>
<mo>-</mo>
<mn>1</mn>
</mrow>
</munderover>
<mn>2</mn>
<mi>F</mi>
<mfrac>
<mrow>
<mo>(</mo>
<mi>l</mi>
<mo>-</mo>
<mi>k</mi>
<mi>a</mi>
<mo>)</mo>
<mo>&lsqb;</mo>
<msup>
<mi>l</mi>
<mn>2</mn>
</msup>
<mo>-</mo>
<msup>
<mrow>
<mo>(</mo>
<mi>l</mi>
<mo>-</mo>
<mi>k</mi>
<mi>a</mi>
<mo>)</mo>
</mrow>
<mn>2</mn>
</msup>
<mo>&rsqb;</mo>
</mrow>
<mrow>
<mn>2</mn>
<msup>
<mi>l</mi>
<mn>2</mn>
</msup>
</mrow>
</mfrac>
<mo>-</mo>
<msubsup>
<mo>&Integral;</mo>
<mn>0</mn>
<mi>l</mi>
</msubsup>
<mfrac>
<mrow>
<mo>|</mo>
<msub>
<mi>q</mi>
<mi>c</mi>
</msub>
<mo>|</mo>
<mi>x</mi>
<mrow>
<mo>(</mo>
<msup>
<mi>l</mi>
<mn>2</mn>
</msup>
<mo>-</mo>
<msup>
<mi>x</mi>
<mn>2</mn>
</msup>
<mo>)</mo>
</mrow>
</mrow>
<mrow>
<mn>2</mn>
<msup>
<mi>l</mi>
<mn>2</mn>
</msup>
</mrow>
</mfrac>
<mi>d</mi>
<mi>x</mi>
<mo>-</mo>
<mo>-</mo>
<mo>-</mo>
<mrow>
<mo>(</mo>
<mn>8</mn>
<mo>)</mo>
</mrow>
</mrow>
Prepare a computer program for convenience and numerical computations are carried out to fixed-end moment, the column fixed end of the hinged situation in one end is fixed in one end
Expression of Moment formula is rewritten as：
<mrow>
<msubsup>
<mi>M</mi>
<mrow>
<mi>A</mi>
<mi>B</mi>
</mrow>
<mi>H</mi>
</msubsup>
<mo>=</mo>
<mo>-</mo>
<munderover>
<mo>&Sigma;</mo>
<mrow>
<mi>k</mi>
<mo>=</mo>
<mn>1</mn>
</mrow>
<mrow>
<mi>n</mi>
<mo>-</mo>
<mn>1</mn>
</mrow>
</munderover>
<mn>2</mn>
<mi>F</mi>
<mfrac>
<mrow>
<mo>(</mo>
<mi>l</mi>
<mo>-</mo>
<mi>k</mi>
<mi>a</mi>
<mo>)</mo>
<mo>&lsqb;</mo>
<msup>
<mi>l</mi>
<mn>2</mn>
</msup>
<mo>-</mo>
<msup>
<mrow>
<mo>(</mo>
<mi>l</mi>
<mo>-</mo>
<mi>k</mi>
<mi>a</mi>
<mo>)</mo>
</mrow>
<mn>2</mn>
</msup>
<mo>&rsqb;</mo>
</mrow>
<mrow>
<mn>2</mn>
<msup>
<mi>l</mi>
<mn>2</mn>
</msup>
</mrow>
</mfrac>
<munderover>
<mo>&Sigma;</mo>
<mrow>
<mi>i</mi>
<mo>=</mo>
<mn>0</mn>
</mrow>
<mrow>
<mi>n</mi>
<mo>-</mo>
<mn>1</mn>
</mrow>
</munderover>
<msubsup>
<mo>&Integral;</mo>
<mrow>
<mi>i</mi>
<mi>a</mi>
</mrow>
<mrow>
<mo>(</mo>
<mi>i</mi>
<mo>+</mo>
<mn>1</mn>
<mo>)</mo>
<mi>a</mi>
</mrow>
</msubsup>
<msup>
<mrow>
<mo>(</mo>
<mo>-</mo>
<mn>1</mn>
<mo>)</mo>
</mrow>
<mi>i</mi>
</msup>
<mfrac>
<mrow>
<msub>
<mi>q</mi>
<mi>c</mi>
</msub>
<mo>&CenterDot;</mo>
<mi>x</mi>
<mrow>
<mo>(</mo>
<msup>
<mi>l</mi>
<mn>2</mn>
</msup>
<mo>-</mo>
<msup>
<mi>x</mi>
<mn>2</mn>
</msup>
<mo>)</mo>
</mrow>
</mrow>
<mrow>
<mn>2</mn>
<msup>
<mi>l</mi>
<mn>2</mn>
</msup>
</mrow>
</mfrac>
<mi>d</mi>
<mi>x</mi>
<mo>-</mo>
<mo>-</mo>
<mo>-</mo>
<mrow>
<mo>(</mo>
<mn>9</mn>
<mo>)</mo>
</mrow>
</mrow>
In formula, l is one span length's degree of column, and unit is：mm；
K is the infinitesimal section that is calculated to the wallboard area lattice number calculated included by starting end；
I is pilot process coefficient.
5. bending strength computational methods of the dust collector box body column according to claim 1 under lateral load effect, its
It is characterized in that：Consideration wallboard cooperates with resist torque to act on column, using the prolonging as the column edge of a wing of the wallboard in effective width
Extending portion point, forms compound section with column section, column section modulus is multiplied by correction factor γ and obtains the section of compound section
Modulus, column maximum deflection direct stress can be tried to achieve using the following formula：
σmax=Mt/(γ×WH) (10)
In formula, γ is column section modulus correction factor, and relatively safe value is 1.06；
WHFor column section modulus, unit is：mm3。
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| CN108984961A (en) * | 2018-08-15 | 2018-12-11 | 江南大学 | Shear Strength Calculation method of the dust collector box body column under lateral load effect |
| CN109711074A (en) * | 2018-12-29 | 2019-05-03 | 江南大学 | The design method of middle standing pillar in dust collector box body wallboard-rectangular tube pillar construction |
| CN110457836A (en) * | 2019-08-15 | 2019-11-15 | 江南大学 | Dust collector box body wallboard-pillar construction system middle standing pillar design method |
| CN110688787A (en) * | 2019-08-28 | 2020-01-14 | 浙江工业大学 | Method for determining stress of bolt group of strip-shaped base locally subjected to transverse bending moment |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN108984961A (en) * | 2018-08-15 | 2018-12-11 | 江南大学 | Shear Strength Calculation method of the dust collector box body column under lateral load effect |
| CN109711074A (en) * | 2018-12-29 | 2019-05-03 | 江南大学 | The design method of middle standing pillar in dust collector box body wallboard-rectangular tube pillar construction |
| CN110457836A (en) * | 2019-08-15 | 2019-11-15 | 江南大学 | Dust collector box body wallboard-pillar construction system middle standing pillar design method |
| CN110688787A (en) * | 2019-08-28 | 2020-01-14 | 浙江工业大学 | Method for determining stress of bolt group of strip-shaped base locally subjected to transverse bending moment |
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| CN108021775B (en) | 2021-12-24 |
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