CN109711074B - Design method of middle upright post in dust remover box body wall plate-rectangular tube upright post structure - Google Patents

Design method of middle upright post in dust remover box body wall plate-rectangular tube upright post structure Download PDF

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CN109711074B
CN109711074B CN201811637290.5A CN201811637290A CN109711074B CN 109711074 B CN109711074 B CN 109711074B CN 201811637290 A CN201811637290 A CN 201811637290A CN 109711074 B CN109711074 B CN 109711074B
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王登峰
斯家玥
潘宁
潘立程
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Jiangnan University
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Abstract

The invention discloses a design method of a middle upright post in a wall plate-rectangular tube upright post structure of a dust remover box body, belonging to the technical field of structural engineering. According to the invention, through carrying out calculation and analysis on a large number of finite element models on the wall plate-rectangular tube stand column structure of the dust remover box body, a fitting formula of the maximum stress calculation coefficient of the section of the middle stand column is provided to calculate the axial bearing capacity of the stand column so as to obtain the optimal section area of the middle stand column, and the section area not only enables the middle stand column to meet the bearing capacity requirement, but also reduces the material consumption of the middle stand column as much as possible, reduces the cost of the dust remover box body, and can simultaneously ensure the safety, reliability, economy and reasonability of the.

Description

Design method of middle upright post in dust remover box body wall plate-rectangular tube upright post structure
Technical Field
The invention relates to a design method of a middle upright post in a wall plate-rectangular tube upright post structure of a dust remover box body, belonging to the technical field of structural engineering.
Background
The dust remover is an environment-friendly device capable of separating dust from flue gas, and is widely applied to industries such as thermal power, metallurgy, chemical industry and building materials to eliminate the dust. The performance of a precipitator is generally expressed in terms of the amount of gas that can be treated by the precipitator, the resistance loss of the gas as it passes through the precipitator, and the efficiency of the precipitator; at the same time, the price, maintenance cost and service life of the dust collector are also important factors considering the performance of the dust collector.
For the dust remover, besides the internal dust removing device, the price, the maintenance cost and the service life of the dust remover are also related to the quality of a box body enclosure structure. Generally, the higher the quality of the box body enclosure structure is, the less easily the dust remover is damaged, correspondingly, the maintenance cost is low, the service life is relatively long, and meanwhile, the price is also higher. Therefore, how to reduce the manufacturing cost as much as possible on the premise of ensuring the quality of the enclosure structure of the dust remover box body is the focus of attention of dust remover manufacturers and users.
As shown in fig. 1, the existing enclosure structure of a dust collector box is generally a corrugated plate wallboard-rectangular tube upright post structure, and comprises a plurality of rectangular tube middle upright posts 1, two rectangular tube edge upright posts 2 parallel to the rectangular tube middle upright posts 1, a plurality of rectangular tube cross beams 3 perpendicularly connected with the rectangular tube middle upright posts 1 and the rectangular tube edge upright posts 2, and corrugated steel plate wallboards 4 vertically arranged and welded in a frame formed by the rectangular tube middle upright posts 1, the rectangular tube edge upright posts 2 and the rectangular tube cross beams 3. The box body supporting upright post mainly bears axial load due to the main effects of dust accumulation load, top snow load, top vibration and the like of the box body enclosure structure of the dust remover, so the axial pressure bearing capacity of the box body upright post needs to be determined when the box body upright post structure of the dust remover is designed, and in the box body enclosure structure of the dust remover, the central upright post 1 of the rectangular pipe positioned in the middle of the box body enclosure structure of the dust remover bears axial force which is greater than that of the edge upright post 2 of the rectangular pipe and is the most important stressed object of the rectangular pipe, so the central upright post is the most important research object in the design of the box body of the dust.
The design of current middle stand generally only considers the rectangular pipe stand and undertakes the load alone, does not consider the effect of other structural component such as wallboard, and this material that has increaseed greatly the middle stand undoubtedly has caused very big waste, is unfavorable for the further development in dust remover market.
Disclosure of Invention
When the enclosure structure of the dust remover box body adopts a wave folded plate wallboard-rectangular pipe upright column structure system, the middle upright column is continuously welded and connected with the wave folded steel plate wallboard, and the wave folded plate wallboard can play a skin supporting role, namely the wave folded plate wallboard can participate in the whole stress of the structure, so that the restraint is provided for the middle upright column, the load is shared, and the internal force distribution in the structure system is changed.
Therefore, when a bearing capacity calculation method under the action of the axial pressure of the middle upright column is researched and formulated to determine the section area of the middle upright column, the influence of the skin effect of the wallboard must be considered, so that not only can the material consumption be reduced and the cost be reduced in structural design, but also the state difference of the structure in the design state and the actual working state is smaller, the actual stress condition is more met, and the method has important engineering design guiding significance.
[ problem ] to
The invention aims to solve the technical problem of providing a design method of a middle upright column section of a wall plate-rectangular tube upright column structure of a dust remover box body, which can enable the middle upright column to meet the requirement of bearing capacity, and can reduce the material consumption of the middle upright column and the cost of the dust remover box body by utilizing the stress action of a wall plate as much as possible.
[ solution ]
In order to solve the problems, the invention provides a design method of a middle upright post section in a wall plate-rectangular tube upright post structure of a dust remover box body, which is characterized in that when the middle upright post section of the wall plate-rectangular tube upright post structure of the dust remover box body is designed, in addition to the bearing capacity of the middle upright post, influence factors of wall plates and rectangular tube cross beams on the bearing capacity of the middle upright post are introduced, and the height-to-width ratio H of the wall plates of the wall plate-rectangular tube upright post structure of the dust remover box body is fittedwA, the height h of the cross section of the top rectangular tube beambCross section wall thickness t of top rectangular tubebAnd wall thickness t of corrugated plate wallboardwThese four values are used to obtain the value of the cross-sectional area A of the center pillar.
In one embodiment of the invention, the method comprises the steps of:
the method comprises the following steps: according to the dust remover box body corrugated board wallboard-rectangular tube stand column structure system with the middle stand column section needing to be designed, preliminarily trying to set the section area of the middle stand column as A, and determining the height-to-width ratio H of the corrugated board wallboard in the dust remover box body wallboard-rectangular tube stand column structure systemwA, the height h of the cross section of the top rectangular tube beambCross section wall thickness t of top rectangular tubebAnd wall thickness t of corrugated plate wallboardwIn the above-mentioned numerical values, the unit of the cross-sectional area A of the center pillar is cm2The rest is in mm;
step two: introducing a parameter column section maximum stress calculation coefficient gamma, and enabling the gamma to satisfy the following formula:
Figure BDA0001930342550000021
step three: introducing parameter upright column axial pressure bearing capacity NuAnd make NuSatisfies the following formula:
Nu＝A·f/γ；
in the formula, f is a steel strength design value;
wherein N isuSection of middle upright post in structural system of wave folded plate wallboard-rectangular tube upright post of characterization dust remover box body at height position of 0.03H below post topWhen the maximum axial stress on the surface reaches yield, the top of the upright post can bear the upper limit of the axial pressure bearing capacity; h is the total height of the upright post; the height position of 0.03H below the column top is a position which divides the middle upright column into 0.03 percent of upper end and 0.97 percent of lower end along the direction from the top to the bottom of the middle upright column;
step four: if the obtained N is calculateduDesign load N of top of middle upright post in dust remover box wave folded plate wallboard-rectangular tube upright post structure systemdThe section area A of the middle upright post is reasonable; if N is presentuLess than NdIf the column area is too small, the section area A of the middle column needs to be increased, and then N is checked and calculated againuWhether N or more is satisfiedd(ii) a If N is presentuOver NdIf the cross section area A of the middle upright post is too large, the bearing capacity is too large, the cross section area A of the middle upright post needs to be reduced, and then the N is checked and calculated againuWhether or not N or more is still satisfieddAnd the reasonable design of the section area A of the middle upright post is ensured.
In one embodiment of the invention, the dust collector box body wall plate-rectangular tube upright post structure comprises a plurality of rectangular tube middle upright posts 1, two rectangular tube edge upright posts 2 parallel to the rectangular tube middle upright posts 1, a plurality of rectangular tube cross beams 3 vertically connected with the rectangular tube middle upright posts 1 and the rectangular tube edge upright posts 2, and corrugated steel plate wall plates 4 welded in a frame formed by the rectangular tube middle upright posts 1, the rectangular tube edge upright posts 2 and the rectangular tube cross beams 3; the corrugated steel plate wall plates 4 are vertically arranged.
In one embodiment of the invention, the rectangular tube middle upright post 1 is positioned at the position of the non-edge of the dust collector box body wall plate-rectangular tube upright post structure, and the rectangular tube middle upright post 1 can be connected with two corrugated steel plate wall plates 4 at the same time.
In one embodiment of the present invention, the cross section of the center pillar refers to a cross section of the center pillar taken along a horizontal plane.
In one embodiment of the invention, the wall panel aspect ratio refers to the aspect ratio of corrugated steel plate wall panels 3 in a dust collector box wall panel-rectangular tube column structure.
In one embodiment of the invention, the aspect ratio of the corrugated steel plate wall panels 3 in the dust collector box wall panel-rectangular tube column structure is equal to the aspect ratio of the dust collector box wall panel-rectangular tube column structure.
In one embodiment of the invention, the top rectangular tube cross member is a rectangular tube cross member 3 connected transversely to the tops of the middle rectangular tube upright 1 and the two side edge rectangular tube uprights 2.
In one embodiment of the present invention, the top rectangular tube cross-section is a cross-section of the top rectangular tube cross-beam taken along a direction perpendicular to a horizontal plane.
The invention also provides application of the method in designing the section of the middle upright post in a wall plate-rectangular tube upright post structure of the dust remover box body.
[ advantageous effects ]
(1) According to the invention, through carrying out calculation analysis on a large number of finite element models on the wall plate-rectangular tube stand column structure of the dust remover box body, a fitting formula of a maximum stress calculation coefficient of the section of the middle stand column is provided to calculate the axial bearing capacity of the stand column so as to obtain the optimal section area of the middle stand column, and the section area not only enables the middle stand column to meet the requirement of the bearing capacity, but also can utilize the stress action of the wall plate as much as possible to reduce the material consumption of the middle stand column and the cost of the dust remover box body, and can simultaneously ensure the safety, reliability, economy and;
(2) when the required design size is that the width a of the wall board is 3540mm and the height H of the wall board is Hw3540mm, 10620mm height H and n wave numberwWall thickness t ═ 3w4mm, wall panel rear flange width bf1Width b of front flange of wall platef2400mm, the included angle theta between the bevel edge and the flange is 25.5 degrees, and the wave height hswWhen the middle upright post of the wall plate-rectangular tube upright post structure of the dust remover box body with the diameter of 90mm is adopted, the design method of the invention can obtain the middle upright post with the area of 2176mm2Using the existing design method, the area of the middle upright post is 3023mm2The method of the invention can save the consumable material of the middle column by 38.9 percent.
Drawings
FIG. 1 is a schematic view of a three-dimensional model of a dust collector box;
wherein, 1 is rectangular pipe middle column, 2 is rectangular pipe edge column, 3 is rectangular pipe crossbeam, 4 is the ripple steel sheet wallboard.
FIG. 2 is a schematic view of a model of a planar structure of a dust collector case;
wherein H is the height of the middle upright column, a is the width of the wallboard, HwIs the wall panel height.
Fig. 3 is a schematic view of the relative connection position of the upright post and the wall plate.
FIG. 4 is a modal cross-sectional top view of an overall bending defect of an upper span of a pillar in accordance with the present invention.
FIG. 5 is a top view of a torsional defect modal cross section of a pillar in accordance with the present invention.
FIG. 6 is a cross-sectional top view of the overall bending and torsional composite defect mode of the upper span of the upright of the present invention.
FIG. 7 is a cross-sectional top view of a composite defect mode of column top bending and panel wall partial bulging in accordance with the present invention.
FIG. 8 is a cross-sectional top view of a column top buckling and panel wall partial buckling composite defect mode of the present invention.
Fig. 9 is a schematic cross-sectional view of a cross-beam and a column in the present invention.
Fig. 10 is a graph of the perfect structure model versus displacement curve in the present invention.
FIG. 11 is a load-displacement curve diagram of the upper span integral bending defect model of the upright post.
FIG. 12 is a load-displacement curve of the model of the bending defect in the top area of the column according to the present invention.
FIG. 13 is a load-displacement curve diagram of a column torsional defect model in accordance with the present invention.
FIG. 14 is a load-displacement curve diagram of the upper span integral bending and torsion composite defect model of the upright post.
FIG. 15 is a load-displacement graph of the integral bending and torsion composite defect model of the top region of the column of the present invention.
FIG. 16 is a load-displacement curve diagram of a composite defect model of column top bending and plate wall local bulging in the invention.
FIG. 17 is a load-displacement curve diagram of a composite defect model of bending and twisting of the top of an upright column and local bulging and bending of a plate wall in the invention.
FIG. 18 is a schematic diagram showing the residual stress of Model B in the present invention.
FIG. 19 is a cross-sectional axial force distribution diagram of a pillar according to the present invention.
FIG. 20 is a schematic view of the relative positions of the wall panels and the side walls of the columns according to the present invention.
FIG. 21 is a graph of the actual stress distribution on a cross section of a rectangular tube column in accordance with the present invention.
Detailed Description
The invention will be further elucidated with reference to the embodiments and the drawings.
The basic parameters of the analytical model structure referred to in the examples below are shown in Table 1.
TABLE 1 analysis of basic parameters of model structure
Figure BDA0001930342550000051
Examples 1 to 24: failure mechanism of middle upright post of dust remover box under action of axial pressure
The method for studying the axial pressure failure mechanism in this example is as follows:
as shown in fig. 1, in a structural system of a wave folded plate wallboard-rectangular tube upright post of a dust remover box, when the top of the middle upright post bears axial pressure, load is transmitted to the middle upright post, and part of load is transmitted to a cross beam and the wall plates, and the wall plates on two sides of the box upright post can provide larger lateral support for the upright post to prevent the upright post from being unstable, so that the damage form of the middle upright post is strength damage; as shown in FIG. 3, in practical engineering, there are many possible relative connecting positions between the center pillar and the wall panel, and therefore, when considering the damage form of the center pillar, it is necessary to consider the relative connecting positions between the center pillar and the wall panel.
According to the situation, the bearing capacity of the middle upright post of the dust remover box body under the action of axial pressure is numerically calculated through finite element software ANSYS, wherein the finite element calculation analysis process is described as follows:
1. a definition unit: all structural components were simulated using the Shell181 cell.
2. Definition of materials: considering nonlinear influence of materials, the materials adopt a bilinear isotropic reinforcement model, lean on 1/100 taking the tangential modulus of the reinforcement stage as the elastic modulus conservatively, and judge whether yielding occurs or not according to the Von-Mises criterion (wherein Q235 steel is generally adopted for manufacturing the dust remover, and the yield strength f of the Q235 steel isy235MPa, E2.06 × 105MPa, poisson's ratio ν ═ 0.3).
3. Applying a constraint condition: the box body structure not only needs to have enough sealing performance and strength, but also needs to consider the thermal deformation of each component of the dust remover caused by temperature rise during working and running, so that the design only fixes the middle upright post, restrains the translation of X, Y, Z in three directions at the bottom of the middle upright post, and restrains the translation of Y, Z in two directions at the bottoms of the upright posts at the two side edges, so that the dust remover can freely deform in the X direction during running; in an actual structure, a rectangular tube stand column is provided with a stay bar serving as a lateral support of the stand column to reduce the calculated length of the stand column, so that the rigidity of the stand column is improved, and therefore, the translation constraint in the Z direction is applied to the rear side area of the position of the stay bar correspondingly arranged on the stand column; because the top of the box body is provided with the stiffening top plate, the beam is restrained from deforming in the direction vertical to the wallboard, and therefore, the inner side of the beam is also applied with the translational restraint in the Z direction, namely the direction vertical to the wallboard; in addition, the bottom of the wallboard is provided with an ash bucket stiffening plate, so that the bottom of the wallboard is also subjected to translational constraint in the Z direction;
4. and (3) applying a load condition: after the wall board of the dust collector box body is put into use for a period of time, the vertical loads such as dust deposition load, later-stage overhaul load, rapping load for clearing dust deposition and the like are transmitted to the upright post by the supporting structure at the top of the box body, so the upright post of the dust collector box body can be regarded as an axial compression component; when the load is applied to the built finite element model, the wallboard can bear part of the load for the upright column by considering the skin effect of the wallboard, so that the applied axial load Ntop>Ncy(wherein, N istopAxial load applied to column top，NcyFor full cross-sectional yield load, Ncy＝fy× A, A is the cross-sectional area of the central pillar, fyThe yield strength of the steel). In conclusion, the bearing capacity of the upright column is researched by applying axially uniform linear load to the top of the middle upright column and loading the load to the upright column to be damaged.
5. Constructing an initial defect: the box body structure of the dust remover inevitably generates initial defects in the processes of transportation, installation, welding assembly and the like, so that the bearing capacity of the upright post is reduced, different forms of initial geometric defects are introduced into a calculation model in order to investigate the adverse effect of the initial defects, and the amplitude values of the initial geometric defects are all H/1000; considering that the axial force level of the upright column under axial compression is gradually reduced from top to bottom due to the action of the wall panel skin, the upright column at the lower half section is not easy to destabilize, and therefore, only the initial geometric defect of the upright column at the upper half section is constructed (wherein the integral bending defect form of the dust collector box body is shown in fig. 4, the initial torsion defect form of the dust collector box body is shown in fig. 5, the integral bending and torsion composite defect form of the middle upright column of the dust collector box body is shown in fig. 6, the bending and local bulging composite defect form of the top part of the middle upright column of the dust collector box body and the local bulging and bending composite defect form of the plate wall is shown in fig. 7, and the bearing force of the upright column with different defects is analyzed).
The worst defects and failure mechanisms in the defective state obtained by comparison using the investigation method of this example are as follows:
examples 1 to 3: three different models of Model B, Model C and Model E are taken for analysis, the box body of the dust collector is a perfect structure Model, when the built finite element Model is loaded, the skin effect of the wallboard is considered, the wallboard can bear a part of load for the upright column, and therefore, the axial load N applied to the top of the columntopPossibly exceeding Ncy。
Finite element limit bearing capacity analysis is carried out on the perfect structures of Model B, Model C and Model E, and the results show that: (1) under the axial load, a region with larger stress on the upright post is mainly concentrated at the top of the upright post, and the top of the upright post can realize that the whole section reaches the yield strength; (2) for the wall panel, the stress close to the upright post area is much larger than the stress far away from the upright post area, and the wall panel close to the upright post takes a part of load instead of the upright post, so that a stronger stressed skin effect is exerted; (3) the upright column mainly generates bending deformation around an X axis and generates flexural displacement in a Z direction, namely the direction vertical to the wall board; (4) the damage of the box structure system of the dust collector when axial pressure is applied to the top of the upright post mainly comes from the upright post damage, but not from the wallboard damage.
In order to investigate whether the column failure is a strength failure or a destabilization failure, the following two methods were used for analysis: (1) defining the stability factor of the column
Figure BDA0001930342550000071
Wherein N isc,crThe stability of the upright column when damaged is measured by a stability coefficient for the ultimate bearing capacity of the upright column; (2) in order to verify whether the upright column is damaged in a destabilization mode, the maximum point of Z-direction displacement on the cross section of the upright column and the point of the connecting position of the upright column and the wall board at the same cross section height (the point is less in constrained deformation by the wall board) are taken and respectively recorded as a point 1 and a point 2 (see figure 9), load-displacement curves of the two points are drawn (see figure 10), and as the stability coefficients of the three models are all larger than 1 and the curves of the two points are matched in trend and do not diverge, the damage mode of the middle upright column in the perfect structure is not the destabilization damage but the strength damage of the top cross section of the column.
Examples 4 to 6: the influence of the overall bending geometry defects of the upper span of the middle upright column is considered for the Model B, the Model C and the Model E, the stability coefficients of the three models are obtained according to calculation and are all larger than 1, the load-displacement curve is shown in figure 11, the middle upright column can be subjected to full-section yielding, the lateral deformation is small, and the middle upright column is damaged and unstably damaged when the upper span is integrally bent.
Examples 7 to 9: the influence of the whole bending geometrical defect of the local area at the top of the middle upright column is considered for Model B, Model C and Model E, the bending defect range is H/10, load-displacement curves of three groups of models are shown in figure 12, it can be seen that the middle upright column is still damaged in strength, and therefore the rectangular tube upright column in the dust collector box body is very good in stability due to the action of the skin of the wall plate, and even the middle upright column with a large slenderness ratio in Model B can not be unstable under axial load.
Examples 10 to 12: the influence of the torsion defect of the middle upright column is considered for Model B, Model C and Model E, the load-displacement curves of the three groups of models are shown in FIG. 13, the obtained stability coefficient is larger than 1, the lateral displacement is small, and the middle upright column is damaged in strength rather than in instability.
Examples 13 to 15: considering the influence of the composite defects of the overall bending and torsion of the upper span of the middle upright column on Model B, Model C and Model E, the load-displacement curves of the three models are shown in FIG. 14, and the situation that the middle upright column is not unstable and the stress reaches f even under the composite initial geometric defect of the overall bending and local torsion of the upper span can be obtainedyStrength failure occurred.
Examples 16 to 18: considering the influence of the composite geometric defects of the integral bending and torsion of the top area of the middle upright column on Model B, Model C and Model E, the load-displacement curves of the three models are shown in FIG. 15, and even if the initial bending and torsion geometric defects are constructed on the top of the middle upright column, the vertical middle column still has no instability before reaching the yield stress.
Examples 19 to 21: the influence of the composite defects of the bending of the top of the middle upright column and the local bulging of the plate wall is considered for Model B, Model C and Model E, the load-displacement curves of the three models are shown in FIG. 16, and the middle upright column still has no instability.
Examples 22 to 24: the influence of the composite defects of bending and torsion at the top of the middle upright column and local bulging and bending of the plate wall is considered for Model B, Model C and Model E, and load-displacement curves of the three models are shown in FIG. 17, so that the stability of the three upright columns under the composite mode of the defects is good, and instability cannot occur.
The nonlinear finite element ultimate bearing capacity analysis of the embodiments shows that the middle upright column has no instability damage under the condition of initial geometric defects in the forms of bending, torsion, bending, top bending and plate wall local bulging composite defect modes and the like; meanwhile, the vertical rigidity of the corrugated board wall boards arranged vertically is very high, on one hand, partial load is borne by the upright columns, on the other hand, the wall boards give larger lateral support to the upright columns on two sides of the upright columns to prevent the upright columns from bending and torsional deformation, on the other hand, the instability-resistant rigidity of the upright columns is higher, the stress level of the top cross sections of the upright columns can reach full-section yielding under the induction action of various initial defects when the upright columns are pressed by shafts, the lateral bending and torsional deformation are not large, and accelerated development does not occur, the structural size of the common dust remover box body in engineering can be judged, instability damage can not occur to the middle upright columns, and strength damage of the top cross sections is presented.
In conclusion, for the middle upright post of the dust remover box body vertically arranged on the corrugated board wallboard, the influence of instability damage does not need to be considered in the structural design, the axial pressure bearing capacity of the middle upright post can be determined by the strength bearing capacity of the section of the middle upright post, and because the initial defect has small influence on the stress distribution of the section of the upright post, the subsequent research on the strength problem of the upright post is calculated and analyzed according to the perfect structure.
Examples 25 to 27: influence of residual stress on bearing capacity of middle upright post of dust remover box body
The method for studying the influence of the present example on the residual stress is as follows:
the middle upright post of the dust remover box body is a rectangular tube upright post, the connection position of the middle upright post and the corrugated plate wallboard is shown in figure 3, the middle upright post is continuously welded and connected with the corrugated plate wallboard, the residual stress is generated in the process of manufacturing and cooling the middle upright post and the process of manufacturing the box body, and the bearing capacity of the upright post is influenced, so that the formation of the residual stress is simulated by applying negative temperature to the four side lines of the middle upright post and the welding connection position of the middle upright post and the corrugated plate wallboard, thereby the residual stress is introduced, and the linear expansion coefficient of the steel is 1.2 × 10-5(1/. degree. C.), nominal shrinkage strainnΔ T, Δ T is the applied negative temperature.
And applying axial load to a single upright post of the structurally-improved model until the axial load is destroyed, wherein an extreme point of the axial load is the ultimate bearing capacity of the upright post of the model, geometric nonlinear influence is also considered when analyzing the bearing capacity of the upright post, an arc length method is adopted to track a structural response path, the nonlinear effect is not considered when performing linear calculation, and the arc length method is closed.
The influence of the residual stress obtained by the research method of the embodiment on the bearing capacity of the middle upright post of the dust remover box body is as follows:
examples 25 to 27: taking a perfect structure Model of Model B, Model C and Model E, considering the influence of residual stress on the bearing capacity of the middle upright column, introducing the residual stress into the three models, wherein the residual stress of Model B is shown in FIG. 18, and the resultant force of the residual stress on the middle upright column is shown as residual tensile stress in the combination of FIG. 18, and the tensile stress can counteract a part of compressive stress caused by axial load, so that the yield of steel is delayed, and the ultimate bearing capacity of the middle upright column is improved; meanwhile, because the strengthening effect of steel is generally not considered in engineering, after the residual stress is introduced, loads which are the same as those of the complete structure are still applied to the three models, and the maximum stresses on the Model B, the Model C and the Model E are 268.78MPa, 270.01MPa and 271.28MPa respectively, so that the maximum stresses are almost unchanged compared with the maximum stresses 269.69MPa, 270.10MPa and 272.28MPa of the complete structure of the three models.
In conclusion, the maximum bearing capacity after the residual stress is introduced and the maximum bearing capacity of the perfect structure are almost unchanged, namely the influence of the residual stress on the axial compression bearing capacity of the middle upright post is small.
Examples 28 to 30: distribution rule of section axial force of middle upright post of dust remover box body, extraction of section stress distribution uneven coefficient of middle upright post of dust remover box body and derivation of calculation coefficient formula of maximum stress of section of middle upright post
The research method of the distribution rule of the axial force of the section of the middle upright post of the dust remover box body comprises the following steps:
the top of a middle upright post of the dust remover box body is restrained by a rectangular tube beam, the middle upright post is subjected to the skin effect of a corrugated plate wallboard along the height direction of the middle upright post, the axial force values of different height positions of the middle upright post are changed, three groups of models including a Model A, a Model B and a Model E are taken for research, the axial forces of different sections are sequentially read from top to bottom by the three groups of models, and the section axis of the middle upright post is sequentially readThe force distribution rule is shown in fig. 19, it can be seen that the axial force of the middle upright post of the dust collector box body basically shows a descending trend from top to bottom, even at the top of the upright post, because the top cover plate can directly divide a part of load into the rectangular pipe cross beams at two sides, the axial force borne by the section of the middle upright post is less than the applied load and is only about 93% of the applied load at the top; meanwhile, the vertical columns in the local area of the top are laterally restrained by the cross beams, and the restraining effect of the vertical columns is stronger than that of the wall board, so that the cross sections of the vertical columns below the cross beams are taken as strength control cross sections of the vertical columns, and the height position of the cross sections is about 0.97H; in addition, because the load is shared by the cross beam and the wall board, the axial force borne by the section of the middle upright column is gradually attenuated from the top to the bottom, so that the axial force borne by the section of the upright column at the height of 0.97H is inevitably smaller than the axial force N applied by the top of the columntop。
In summary, in this embodiment, the column section expansion coefficient α is provided to indicate the ratio of the effective area of the axial force borne by the effective wall plate and column combined structure section to the sectional area of the column of the rectangular tube only, as follows:
Figure BDA0001930342550000091
in the formula, NtopAxial pressure value, N, applied to the top of the central upright0.97HThe axial force of the center pillar section at 0.97H is shown.
The research method of the uneven stress distribution coefficient of the section of the middle upright post of the dust remover box body comprises the following steps:
as shown in FIG. 21, by plotting the axial stress distribution of the cross section of the center pillar at a height of 0.97H, it can be seen that the distribution of the compressive stress of the cross section of the actual pillar is not uniform, and for the center pillar which is a working center pillar bearing the axial center pressure, the average value σ of the cross section of the center pillar of the rectangular tube isave＝Ntopα A, but because the upright post in the dust collector box structure is restrained by the cross beam and acted by the corrugated plate wallboard, the upright post is not an axial compression member, but a certain additional bending moment exists, thereby influencing the internal force distribution and the axial stress distribution on the cross sectionThe non-uniformity needs to be considered in the column section expansion coefficient, however, the influence of the bending moment on the internal force distribution is controlled by many factors, and the influence of the internal force cannot be analyzed by a method for reading the section bending moment because the column section stress distribution no longer satisfies the flat section assumption, and a feasible operation for analyzing the influence of the internal force is to take the maximum stress on the section of the rectangular pipe at the height of 0.97H to reach yield as the strength design principle, and the maximum compressive stress sigma on the section of the rectangular pipe column needs to be obtainedmax。
In conclusion, the embodiment reads the maximum compressive stress sigma on the cross section of the rectangular tube column at the height of 0.97HmaxAnd the average stress value of the cross section of the rectangular tube column is sigmaaveBy comparison, a formula of stress unevenness coefficient β is obtained, which is as follows:
β＝σmax/σave；
in the formula, σmaxIs the maximum stress, sigma, actually generated on the section of the rectangular tube upright post at the height of 0.97HaveIs the average stress value of the section of the middle upright post at the height of 0.97H, sigmaave＝NtopAnd A is the sectional area of the middle upright post of the rectangular tube.
Derivation of a formula of the calculation coefficient of the maximum stress of the section of the middle upright column:
the column section maximum stress calculation formula after the wall board participates in bearing the axial force effect and the stress distribution on the section is not uniform is obtained by integrating the column section expansion coefficient alpha and the stress distribution non-uniform coefficient beta, and the formula is as follows:
Figure BDA0001930342550000101
wherein γ is a coefficient for calculating a maximum stress in a cross section, and γ is α/β, σnominalIs the nominal stress of the cross section of the rectangular tube column, sigmanominal＝Ntop/A。
Examples 31 to 268: quantitative influence of different construction parameters of each structure of the dust remover box body on alpha and beta and value of gamma under different construction parameters
Examples 31 to 66: quantitative effect of cross-sectional dimensions of the intermediate post on α:
the method comprises the following specific steps:
taking three models of Model A, Model D and Model E as basic models, only changing the section of a middle column under the condition of ensuring that the rest parameters are not changed, constructing a Model group Model A-A (representing that only the section parameters of the column of a rectangular tube are changed, including the side length and the wall thickness, and the subsequent Model numbering rules are the same), Model D-A and Model E-A, wherein each Model group comprises 12 models with different column section parameters, namely 120 × 120 × 4, 120 × 120 × 5, 120 × 120 × 6, 120 × 120 × 8, 140 × 140 × 4, 140 × 140 × 5, 140 × 140 × 6, 140 × 140 × 8, 160 × 160 × 4, 160 × 160 × 5, 160 × 6 and 160 × 8(mm × mm × mm × 8), and obtaining the values of the column section expansion coefficient alpha through line elasticity calculation are respectively shown in the following table 2, table 3 and table 4.
As can be seen from the numerical analysis and calculation data in the table, for the same group of models, when the length and the width of the middle upright post of the rectangular tube are equal, the thicker the cross section of the upright post is, the smaller the cross section expansion coefficient is; when the thicknesses of the stand columns are the same, the section expansion coefficient is reduced along with the increase of the size, and the two results show that when the section area of the stand column is larger, the rigidity of the stand column is larger, the ratio of the load borne by the stand column in the whole structure system is correspondingly improved, and therefore, the influence of the section size of the middle stand column on the section expansion coefficient of the stand column is larger.
TABLE 2 expansion coefficient alpha values of Model A-A at different column sections
Model numbering Cross section parameter of column α Model numbering Cross section parameter of column α
Example 31 120×120×4 1.394 Example 37 140×140×6 1.196
Example 32 120×120×5 1.317 Example 38 140×140×8 1.132
Example 33 120×120×6 1.259 Example 39 160×160×4 1.235
Example 34 120×120×8 1.175 Example 40 160×160×5 1.190
Example 35 140×140×4 1.296 EXAMPLE 41 160×160×6 1.156
Example 36 140×140×5 1.239 Example 42 160×160×8 1.105
TABLE 3 expansion coefficient alpha values of Model D-A at different column sections
Model numbering Cross section parameter of column α Model numbering Cross section parameter of column α
Example 43 120×120×4 1.545 Example 49 140×140×6 1.301
Example 44 120×120×5 1.448 Example 50 140×140×8 1.219
Example 45 120×120×6 1.376 Example 51 160×160×4 1.351
Example 46 120×120×8 1.271 Example 52 160×160×5 1.294
Example 47 140×140×4 1.428 Example 53 160×160×6 1.251
Example 48 140×140×5 1.356 Example 54 160×160×8 1.184
TABLE 4 expansion coefficient alpha values of Model E-A at different column sections
Figure BDA0001930342550000111
Figure BDA0001930342550000121
Examples 67 to 108: quantitative impact of wallboard height-to-width ratio on alpha
The method comprises the following specific steps:
when other geometric parameters of the Model structure and the width of the wallboard are ensured to be unchanged, the height of the wallboard is changed by changing the height-width ratio of the wallboard, and the serial numbers of the three groups of models are respectively recorded as Model A-Hw、Model D-HwAnd Model E-HwWherein H iswThe single span height (namely the distance between two adjacent rectangular pipe beams) of one wallboard is represented, and each group of models respectively takes 14 different height-width ratios of 0.7-2.0 to calculate, and the obtained section expansion coefficients α values of the models under the different height-width ratios are shown in tables 5, 6 and 7.
As can be seen from tables 5-7, as the height-to-width ratio of the wallboard is increased, the height of the upright column is also increased, and when the section of the upright column at 0.97H is taken for analysis, the absolute value of the height of the section of the top 0.03H is larger for the taller upright column; meanwhile, the axial force distribution rule of the sections of the upright columns shows that the axial force in the area of the tops of the upright columns is reduced sharply, so that the higher the height of the upright columns is, the more obvious the effect of the load sharing effect of the wallboard on the top within the height range of 0.03H is, the more the axial force is attenuated, the lower the axial force proportion borne by the sections of the upright columns at the height of 0.97H is, and the section expansion coefficient is increased; and the section expansion coefficient of the upright post is increased along with the increase of the height-width ratio of the wallboard, and when the change range of the height-width ratio is 185.71%, the models A-Hw、Model D-HwAnd Model E-HwThe variation range of the section expansion coefficient is 31.47 percent, 32.73 percent and 25.68 percent, which shows the influence of the height-width ratio of the wallboard on the section expansion coefficient of the upright postThe sound is large.
TABLE 5 Model A-HwColumn section expansion coefficient α value under different wallboard height-width ratios
Figure BDA0001930342550000122
TABLE 6 Model D-HwColumn section expansion coefficient α value under different wallboard height-width ratios
Figure BDA0001930342550000123
Figure BDA0001930342550000131
TABLE 7 Model E-HwColumn section expansion coefficient α value under different wallboard height-width ratios
Figure BDA0001930342550000132
Examples 109 to 120: quantitative influence of relative connecting position of wall plate and middle upright post on alpha
The method comprises the following specific steps:
as shown in FIG. 3, the corrugated plate wall plate and the middle upright post have 4 different relative connection positions, the cross-section expansion coefficients of the upright post are calculated without changing other structural geometric parameters and only when the relative connection positions are different, three groups of models are respectively marked as Model A-Position1, Model D-Position1 and Model E-Position1, wherein the models of the 4 connection modes are numbered as (a), (b), (c) and (D), and the results are shown in the following tables 8, 9 and 10.
Analyzing the calculation data of the three groups of models, it can be seen that, when the connecting position of the wall plate and the upright is changed, the change of the section expansion coefficient of the upright is small, which indicates that the influence of the connecting position of the wall plate and the upright on the section expansion coefficient is small, and under the condition that the conditions of other parameters are the same, the section expansion coefficient of the upright in the type (a) connecting mode is relatively large, so that the type (a) connecting mode of the wall plate and the upright is relatively more favorable, and the type (b) connecting position of the wall plate and the upright which is relatively more unfavorable is considered when the upright strength design method is determined.
TABLE 8 column section enlargement factor alpha values for Model A-Position1 at different relative connection positions
Model numbering Connection location numbering α Model numbering Connection location numbering α
Example 109 (a) 1.394 Example 111 (c) 1.345
Example 110 (b) 1.353 Example 112 (d) 1.344
TABLE 9 column section enlargement factor α values for Model D-Position1 at different relative coupling positions
Model numbering Connection location numbering α Model numbering Connection location numbering α
Example 113 (a) 1.428 Example 115 (c) 1.406
Example 114 (b) 1.409 Example 116 (d) 1.407
TABLE 10 column section enlargement factor alpha values for Model E-Position1 at different relative attachment positions
Model numbering Connection location numbering α Model numbering Connection location numbering α
Example 117 (a) 1.193 Example 119 (c) 1.185
Example 118 (b) 1.188 Example 120 (d) 1.188
Examples 121 to 150: quantitative influence of wallboard movement on alpha
The method comprises the following specific steps:
as shown in fig. 20, since the wall panel moves from the front flange to the rear flange along the sidewall of the column to form different connection modes between the column and the wall panel, the common connection mode (a) and b for the type of panel and column in fig. 3 are taken for the three sets of models, and the Model numbers are Model a-Position2, Model D-Position2 and Model E-Position2, and the movement of the central axis of the wall panel towards the rear flange is defined as positive, so as to obtain three sets of data, which are shown in table 11, table 12 and table 13, respectively, wherein the first 5 models of each set are the connection modes for the type (a) of panel and column, and the last 5 models are the connection modes for the type (b) of panel and column.
Analysis can be carried out, when the wall board moves from a position close to the front flange of the wall board to a position close to the rear flange along the side wall of the upright column, the section expansion coefficient of the upright column is gradually reduced, namely the ratio of the load borne by the upright column in a structural system is gradually increased; meanwhile, the expansion coefficient of the column is smaller in the type (b) plate column relative connection mode, and the column is more unfavorable relatively, so that the calculation method of the bearing capacity of the column is carried out according to the condition that the relative position of the wall plate and the side wall of the column is the most unfavorable in the type (b) plate column relative connection mode.
TABLE 11 values of the expansion coefficient alpha of the column section at different positions of the wall panel and the side wall of the column in Model A-Position2
Figure BDA0001930342550000141
TABLE 12 values of the column section enlargement factor α for different positions of the Model D-Position2 wall panel and column sidewall connections
Figure BDA0001930342550000142
TABLE 13 column section enlargement factor alpha values for different positions of connecting wall panel and column side wall of Model E-Position2
Figure BDA0001930342550000151
Examples 151 to 175: quantitative effect of wave height of wave folded plate on alpha
The method comprises the following specific steps:
as shown in FIG. 9, the wave height of the wave folded plate may affect the rigidity of the wall plate, thereby having a certain effect on the load carrying proportion of the rectangular tube upright in the structural system, and the three sets of calculation models are respectively Model A-hsw、Model D-hsw、Model E-hswThe results are shown in tables 14, 15 and 16, in which 7 kinds of wave heights were different from 100mm to 60mm for each model.
As the wave height of the corrugated sheet decreases, the column section expansion coefficient decreases because the stiffness of the wall sheet decreases after the wave height decreases, and thus the ability of the wall sheet to share load with the column also decreases. The three groups of data are further analyzed, the section expansion coefficient of the upright column is reduced along with the reduction of the wave height of the wave folding plate, and when the wave height of the wave folding plate reaches 40 percent of variation range within the range of 100-60 mm, the Model A-hswThe expansion coefficient of (1) is reduced to 1.324 from 1.394, and the reduction amplitude is 5.07 percent; model D-hswThe expansion coefficient of (1) is reduced to 1.395 from 1.448, and the reduction amplitude is 3.63 percent; model E-hswThe expansion coefficient of (1.193) is reduced to 1.161, the reduction amplitude is 2.70%, and the influence of the wave height of the wave flap on the expansion coefficient is small.
TABLE 14 Model A-hswα value of column section expansion coefficient at different wave heights
Figure BDA0001930342550000152
TABLE 15 Model D-hswα value of column section expansion coefficient at different wave heights
Figure BDA0001930342550000153
Figure BDA0001930342550000161
TABLE 16 Model E-hswα value of column section expansion coefficient at different wave heights
Figure BDA0001930342550000162
Examples 176 to 187: quantitative effect of wall panel thickness on alpha
The method comprises the following specific steps:
as shown in FIG. 9, the thickness of the wall panel is opposite to the wall panelPlaying an important role in bearing stress skin, recording the serial number of three groups of models as Model A-t in order to examine the influence of the thickness of the wallboard on the expansion coefficient of the section of the upright columnw、Model D-tw、Model E-twIn each group, the wall plate thickness was taken as 3mm, 4mm, 5mm, and 6mm, and the calculation results are shown in tables 17, 18, and 19.
The calculation data can be used, the skin effect of the wallboard is more remarkable along with the improvement of the rigidity of the wallboard, the stronger the load sharing capacity of the stand column is, the larger the expansion coefficient is, and the influence of the wall thickness of the wallboard is considered when the stand column bearing capacity calculation method is formulated.
TABLE 17 ModelA-twColumn section expansion coefficient α value at different plate thicknesses
Figure BDA0001930342550000163
TABLE 18 Model D-twColumn section expansion coefficient α value at different plate thicknesses
Figure BDA0001930342550000171
TABLE 19 Model E-twColumn section expansion coefficient α value at different plate thicknesses
Figure BDA0001930342550000172
Examples 188 to 208: quantitative influence of wallboard flange width on alpha
The method comprises the following specific steps:
as shown in FIG. 9, the load transmitted from the column to the wall panel is different due to the different widths of the flanges of the wall panel, which affects the expansion coefficient of the section of the column, and the Model A-b is given as the number of three sets of models to examine the effect of the widths of the flanges of the wall panel on the expansion coefficient of the section of the columnf、Model D-bfAnd Model E-bfThe column section expansion coefficients at different flange widths are shown in tables 20, 21 and 22 below.
According to the data, when the width of the flange of the wave folding plate is increased, the path of the force on the upright column which can be transmitted to the wall plate is increased, the force distributed to the wall plate is more, the skin effect is more obvious, therefore, the section expansion coefficient of the upright column is slightly increased along with the increase of the width of the flange, and further data analysis shows that the change range of the width of the flange is 16.7 percent and the change range of the width of the Model A-b is 16.7 percent within the range of 360-420 mmfThe amplitude of the expansion coefficient changing with the width of the flange is 1.39 percent, and the Model D-bfThe amplitude of change was 1.00%, Model E-bfThe magnitude of the change was 0.37%, and it can be seen that the effect of flange width was very small.
TABLE 20 Model A-bfColumn section expansion coefficient α value at different flange widths
Figure BDA0001930342550000173
TABLE 21 Model D-bfColumn section expansion coefficient α value at different flange widths
Figure BDA0001930342550000181
TABLE 22 Model E-bfColumn section expansion coefficient α value at different flange widths
Figure BDA0001930342550000182
Examples 209 to 238: quantitative influence of beam cross-section height on alpha
The method comprises the following specific steps:
as shown in FIG. 9, the top rectangular tube beam is one of the important components in the structural system of the dust remover box body, and has a constraint effect on the high axial force area at the top of the middle upright post of the rectangular tube, so that Model groups A-h are constructedb、Model D-hb、Model E-hbTo investigate the height h of the cross section of the top rectangular tube beambThe results of calculation of the influence on the column section expansion coefficient are shown in tables 23, 24 and 25.
From the analysis of the data in the table, since the strength design method provided by the embodiment is to control the axial force of the section of the upright at the height of 0.97H, when the cross beam of the rectangular pipe is higher, the space from the lower part of the cross beam to the position of 0.97H is reduced, the degree of the stressed skin effect of the wall board is reduced, and the load shared by the upright is reduced, therefore, the higher the cross beam is, the smaller the section expansion coefficient of the upright is, and when the variation range of the height of the cross beam is 450%, the models a-H areb、Model D-hb、Model E-hbThe variation amplitudes of the section expansion coefficients of the vertical columns are respectively 12.99%, 8.80% and 8.37%, which shows that the height of the cross beam has a large influence on the section expansion coefficients of the vertical columns.
TABLE 23 ModelA-hbColumn section expansion coefficient α value at different beam heights
Figure BDA0001930342550000183
Figure BDA0001930342550000191
TABLE 24 Model D-hbColumn section expansion coefficient α value at different beam heights
Model numbering Height h of the beamb(mm) α Model numbering Height h of the beamb(mm) α
Example 219 40 1.488 Example 224 140 1.428
Example 220 60 1.482 Example 225 160 1.412
Example 221 80 1.471 Example 226 180 1.396
Example 222 100 1.458 Example 227 200 1.378
Example 223 120 1.443 Example 228 220 1.357
TABLE 25 Model E-hbColumn section expansion coefficient α value at different beam heights
Model numbering Height h of the beamb(mm) α Model numbering Height h of the beamb(mm) α
Example 229 40 1.254 Example 234 140 1.211
Example 230 60 1.251 Example 235 160 1.198
Example 231 80 1.244 Example 236 180 1.183
Example 232 100 1.235 Example 237 200 1.167
Example 233 120 1.224 Example 238 220 1.149
Examples 239 to 268: quantitative Effect of Beam tube wall thickness on α
The method comprises the following specific steps:
as shown in FIG. 9, for the cross beam, the influence of the tube wall thickness on the column section expansion coefficient should be considered, the other parameters are not changed, only the tube wall thickness of the cross beam is changed, and three sets of Model A-t models are constructedb、Model D-tbAnd Model E-tbTo inspect the wall thickness t of the cross beam of the rectangular tubebThe results of the influence on the column section expansion coefficient, which were obtained when the beam wall thickness was 3mm to 12mm, are shown in tables 26, 27 and 28.
The data result shows that the section expansion coefficient of the upright column increases along with the increase of the thickness of the tube wall of the section of the top cross beam when other parameters are unchanged. According to the load distribution and transmission mechanism, axial loads applied to the upright columns directly act on the upright columns, and a part of the axial loads are distributed to the cross beams around the top upright columns, when the cross-section wall thickness of the top cross beam is increased, the capacity of the cross beams in participating in load distribution is enhanced, the loads borne by the upright columns are reduced, andwhen the variation range of the wall thickness of the cross beam pipe is 300%, the Model A-tb、Model D-tbAnd Model E-tbThe variation range of the column section expansion coefficient is respectively 17.45 percent, 14.06 percent and 13.19 percent, so the influence of the cross beam tube wall thickness on the column section expansion coefficient is large, and the calculation method for the column bearing capacity considers the tube wall thickness t of the top cross beam section when consideringbThe influence of (c).
TABLE 26 Model A-tbα value of column section expansion coefficient at different beam thicknesses
Model numbering Thickness t of the beamb(mm) α Model numbering Thickness t of the beamb(mm) α
Example 239 3 1.358 Example 244 8 1.515
Example 240 4 1.394 Example 245 9 1.539
Example 241 5 1.428 Example 246 10 1.560
Example 242 6 1.460 Example 247 11 1.578
Example 243 7 1.489 Example 248 12 1.595
TABLE 27 Model D-tbα value of column section expansion coefficient at different beam thicknesses
Model numbering Thickness t of the beamb(mm) α Model numbering Thickness t of the beamb(mm) α
Example 249 3 1.401 Example 254 8 1.523
Example 250 4 1.428 Example 255 9 1.544
Example 251 5 1.453 Example 256 10 1.563
Example 252 6 1.477 Example 257 11 1.582
Example 253 7 1.500 Example 258 12 1.598
TABLE 28 Model E-tbα value of column section expansion coefficient at different beam thicknesses
Model numbering Thickness t of the beamb(mm) α Model numbering Thickness t of the beamb(mm) α
Example 259 3 1.145 Example 264 8 1.229
Example 260 4 1.160 Example 265 9 1.246
Example 261 5 1.176 Example 266 10 1.264
Example 262 6 1.193 Example 267 11 1.280
Example 263 7 1.211 Example 268 12 1.296
Examples 31 to 66: quantitative effect of cross-sectional dimensions of the intermediate post on β:
the method comprises the following specific steps:
under the condition of ensuring that other parameters are not changed, only the section of the upright column is changed, three groups of models including a Model A-A (representing that only the section parameters of the upright column of the rectangular tube are changed, including the side length and the wall thickness and the subsequent Model numbering rules are the same), a Model D-A and a Model E-A are taken, each group of models comprises 12 models with different section parameters of the upright column, and the specific section parameters of the upright column and the calculated values of the stress non-uniformity coefficient beta of the corresponding upright column are shown in tables 29 to 31. The data show that when the length and the width of the rectangular tube upright are equal, the thicker the wall thickness of the section of the upright is, the smaller the stress non-uniformity coefficient of the upright is; when the wall thickness of the cross section of the upright post is the same, the stress non-uniformity coefficient is increased along with the increase of the profile size, but the change is small, and the influence of the cross section profile size on the stress non-uniformity coefficient of the upright post is small.
TABLE 29 stress nonuniformity factor beta values of ModelA-A at different column sections
Figure BDA0001930342550000201
Figure BDA0001930342550000211
TABLE 30 stress non-uniformity coefficient beta values of Model D-A at different column sections
Model numbering Cross section parameter β Model numbering Cross section parameter β
Example 43 120×120×4 1.133 Example 49 140×140×6 1.070
Example 44 120×120×5 1.104 Example 50 140×140×8 1.036
Example 45 120×120×6 1.079 Example 51 160×160×4 1.103
Example 46 120×120×8 1.039 Example 52 160×160×5 1.083
Example 47 140×140×4 1.116 Example 53 160×160×6 1.067
Example 48 140×140×5 1.091 Example 54 160×160×8 1.037
TABLE 31 stress non-uniformity coefficient beta values for Model E-A at different column sections
Model numbering Cross section parameter β Model numbering Cross section parameter β
Example 55 120×120×4 1.024 Example 61 140×140×6 0.973
Example 56 120×120×5 1.002 Example 62 140×140×8 0.962
Example 57 120×120×6 0.985 Example 63 160×160×4 1.012
Example 58 120×120×8 0.956 Example 64 160×160×5 0.991
Example 59 140×140×4 1.011 Example 65 160×160×6 0.986
Example 60 140×140×5 0.976 Example 66 160×160×8 0.974
Examples 67 to 108: quantitative impact of wallboard height-to-width ratio on beta
The method comprises the following specific steps:
when other geometric parameters of the model and the width of the wallboard are ensured to be unchanged, the height of the wallboard is changed by changing the height-width ratio of the wallboard, and Model A-H is selectedw、Model D-HwAnd Model E-HwThe values of the column stress non-uniformity β for the three models at different aspect ratios are shown in tables 32, 33, and 34.
The data in the table can show that the bigger the height-width ratio of the wallboard is, the larger the stress uneven coefficient of the upright post is, and when the height-width ratio change amplitude of the wallboard is 185.7% of the total weight of the polymer, model A-HwThe stress nonuniformity coefficient variation range is 17.66%, Model D-HwThe stress non-uniformity coefficient variation range of (1) was 11.84% and Model E-HwThe variation range of the stress nonuniformity coefficient is 8.28%, which shows that the height-width ratio of the wallboard has a large influence on the stress nonuniformity coefficient of the upright post.
TABLE 32 ModelA-HwStress non-uniformity β values at different wallboard aspect ratios
Figure BDA0001930342550000221
TABLE 33 Model D-HwStress non-uniformity β values at different wallboard aspect ratios
Figure BDA0001930342550000222
TABLE 34 Model E-HwStress non-uniformity β values at different wallboard aspect ratios
Figure BDA0001930342550000223
Examples 121 to 150: quantitative influence of relative connecting position of wall board and middle upright post and wall board movement amount on beta
The method comprises the following specific steps:
as shown in fig. 20, the wall panel moves from the front flange to the rear flange along the side wall of the column to form different connection modes of the column and the wall panel, the common connection mode of the type (a) plate column and the common connection mode of the type (b) plate column in fig. 3 are taken for the three groups of models, the Model numbers are Model a-Position2, Model D-Position2 and Model E-Position2, and the central axis of the wall panel is positive when moving towards the rear flange and negative when moving towards the front flange, and the obtained three groups of data are shown in tables 35, 36 and 37, wherein the first 5 models of each group are the connection modes of the type (a) plate column, and the last 5 models are the connection modes of the type (b) plate column.
From the data in the table, when the wallboard moving amount is a negative value, that is, when the wallboard moves towards the front flange, the stress non-uniformity coefficient of the column is larger, and the closer the wallboard is to the front flange, the larger the stress non-uniformity coefficient is, but when other conditions are the same, and only the connection mode of the wallboard is different, the change of the stress non-uniformity coefficient of the column is very small, and therefore, the influence of the connection mode of the wallboard on the stress non-uniformity coefficient of the column can be considered to be very small.
TABLE 35 stress nonuniformity factor beta values at different positions of the connection between the wall panel and the side wall of the column at Modela-Position2
Figure BDA0001930342550000231
TABLE 36 stress nonuniformity factor beta values at different positions of the connection between the Model D-Position2 wall panel and the column side wall
Figure BDA0001930342550000232
TABLE 37 stress nonuniformity factor beta values at different positions of connecting wall panel and upright column side wall of Model E-Position2
Figure BDA0001930342550000233
Examples 151 to 175: quantitative effect of wave height of wave folded plate on beta
The method comprises the following specific steps:
the wave height of the wave folded plate can influence the rigidity of the wallboard, and the three groups of models are recorded as model A-hsw、Model D-hsw、Model E-hswEach set of models had 7 different wave heights, and the results are shown in tables 38, 39 and 40.
From the data in the table, when the amplitude of the wave height is 40%, the Model A-hsw、Model D-hsw、ModelE-hswThe variation ranges of the stress nonuniformity coefficients of (1) and (2.13) were 0.87%, 1.26%, and 2.13%, respectively, and it was found that the influence of the wave height on the stress nonuniformity coefficients of the columns was small.
TABLE 38 ModelA-hswStress nonuniformity factor β values at different wave heights
Figure BDA0001930342550000241
TABLE 39 Model D-hswStress nonuniformity factor β values at different wave heights
Figure BDA0001930342550000242
TABLE 40 Model E-hswStress nonuniformity factor β values at different wave heights
Figure BDA0001930342550000243
Examples 176 to 187: quantitative influence of the thickness of the wallboard on beta
The method comprises the following specific steps:
the thickness of the wallboard has an important influence on the wallboard to exert the stress skin effect, and the number of the three groups of models is recorded as ModelA-tw、Model D-tw、Model E-twIn each group, the wall panel thickness was taken as 3mm, 4mm, 5mm, and 6mm, and the calculation results are shown in tables 41, 42, and 43.
As can be seen from the data in the table, the stress non-uniformity coefficient increases with increasing wallboard thickness for the same remaining conditions. Model A-t when the variation range of the wall board thickness is 100 percentw、Model D-tw、Model E-twThe variation range of the stress uneven coefficient is 12.45%, 11.31% and 3.50% respectively, which shows that for the same group of models, the larger the thickness of the wallboard is, the larger the stress uneven coefficient is; but when the section of the rectangular tube upright post is increased, the influence degree of the thickness of the wallboard on the uneven stress coefficient of the upright post is reduced.
TABLE 41 ModelA-twStress unevenness coefficient β value at different sheet thicknesses
Model numbering Wall thickness tw(mm) β Model numbering Wall thickness tw(mm) β
Example 176 3 0.988 Example 178 5 1.076
Example 177 4 1.034 Example 179 6 1.111
TABLE 42 Model D-twStress unevenness coefficient β value at different sheet thicknesses
Model numbering Wall thickness tw(mm) β Model numbering Wall thickness tw(mm) β
Example 180 3 1.061 Example 182 5 1.149
Example 181 4 1.110 Example 183 6 1.181
TABLE 43Model E-twStress unevenness coefficient β value at different sheet thicknesses
Model numbering Wall thickness tw(mm) β Model numbering Wall thickness tw(mm) β
Example 184 3 1.001 Example 186 5 1.012
Example 185 4 0.986 Example 187 6 1.035
Examples 188 to 208: quantitative influence of wallboard flange width on beta
The method comprises the following specific steps:
the width of the flange of the wall plate is different, so that the load transmitted to the wall plate by the upright post is different. Recording the serial number of the three groups of models as Model A-bf、Model D-bfAnd Model E-bfThe column stress non-uniformity coefficients at different flange widths are shown in tables 44, 45, and 46 below.
The data in the table can be used for obtaining that when other parameter conditions are the same, the larger the flange width of the wallboard is, the smaller the uneven coefficient of the stress of the section of the upright column is, and when the variation amplitude of the flange width is 16.7%, the Model A-bf、Model D-bfAnd Model E-bfThe variation range of the stress non-uniformity coefficient is 2.40%, 1.52% and 2.08%, and the influence of the width of the wall plate flange on the stress non-uniformity coefficient of the column is small.
TABLE 44 ModelA-bfOn different flangesStress non-uniformity coefficient at width β value
Figure BDA0001930342550000251
Figure BDA0001930342550000261
TABLE 45 Model D-bfStress non-uniformity coefficient β values at different flange widths
Figure BDA0001930342550000262
TABLE 46 Model E-bfStress non-uniformity coefficient β values at different flange widths
Figure BDA0001930342550000263
Examples 209 to 238: quantitative influence of beam cross-section height on beta
The method comprises the following specific steps:
the top cross beam is one of important components in a box body structure system of the dust remover and has a constraint effect on a high axial force area at the top of the rectangular tube upright post. Model A-h model group constructionb、Model D-hb、Model E-hbTo investigate the height h of the cross section of the top rectangular tube beambThe calculation results are shown in tables 47, 48 and 49.
The data in the table can be used for obtaining that the larger the height of the cross beam is, the smaller the uneven stress coefficient of the cross section of the upright column is, and when the variation amplitude of the height of the cross beam is 450%, the model group ModelA-hb、Model D-hb、Model E-hbThe variation range of the stress uneven coefficient is respectively 8.40%, 10.23% and 7.91%, and the influence of the cross section height of the top cross beam on the stress uneven coefficient of the upright is large.
TABLE 47 ModelA-hbStress non-uniformity β values at different beam heights
Figure BDA0001930342550000264
Figure BDA0001930342550000271
TABLE 48 Model D-hbStress non-uniformity β values at different beam heights
Model numbering Height h of the beamb(mm) β Model numbering Height h of the beamb(mm) β
Example 219 40 1.192 Example 224 140 1.110
Example 220 60 1.168 Example 225 160 1.100
Example 221 80 1.149 Example 226 180 1.091
Example 222 100 1.134 Example 227 200 1.081
Example 223 120 1.121 Example 228 220 1.070
TABLE 49 Model E-hbStress non-uniformity β values at different beam heights
Model numbering Height h of the beamb(mm) β Model numbering Height h of the beamb(mm) β
Example 229 40 1.100 Example 234 140 1.001
Example 230 60 1.076 Example 235 160 0.987
Example 231 80 1.051 Example 236 180 0.992
Example 232 100 1.032 Example 237 200 1.003
Example 233 120 1.016 Example 238 220 1.013
Examples 239 to 268: quantitative influence of Beam tube wall thickness on beta
The method comprises the following specific steps:
for the cross beam, the influence of the wall thickness of the tube should also be considered. Constructing three groups of model ModelA-tb、Model D-tbAnd Model E-tbTo inspect the wall thickness t of the cross beam of the rectangular tubebThe results are shown in tables 50, 51 and 52, where the beam wall thickness is 3mm to 12 mm.
The data in the table can be used for obtaining that the larger the thickness of the cross beam pipe wall is, the larger the stress non-uniformity coefficient of the cross section of the upright column is, and when the variation amplitude of the thickness of the cross beam pipe wall is 300%, the Model A-tb、Model D-tbAnd Model E-tbThe variation range of the stress nonuniformity coefficients of the cross beam is 5.37%, 2.46% and 1.30%, and the variation range of the stress nonuniformity coefficients of the cross section of the upright is small, so that the influence of the thickness of the tube wall of the cross beam on the stress nonuniformity coefficients of the cross section of the upright is small.
TABLE 50 ModelA-tbStress non-uniformity β values at different beam thicknesses
Figure BDA0001930342550000272
Figure BDA0001930342550000281
TABLE 51 Model D-tbStress non-uniformity β values at different beam thicknesses
Model numbering Thickness t of the beamb(mm) β Model numbering Thickness t of the beamb(mm) β
Example 249 3 1.108 Example 254 8 1.121
Example 250 4 1.110 Example 255 9 1.125
Example 251 5 1.111 Example 256 10 1.129
Example 252 6 1.114 Example 257 11 1.133
Example 253 7 1.117 Example 258 12 1.136
TABLE 52 Model E-tbStress non-uniformity β values at different beam thicknesses
Model numbering Thickness t of the beamb(mm) β Model numbering Thickness t of the beamb(mm) β
Example 259 3 1.003 Example 264 8 0.996
Example 260 4 0.998 Example 265 9 1.001
Example 261 5 0.992 Example 266 10 1.006
Example 262 6 0.986 Example 267 11 1.011
Example 263 7 0.991 Example 268 12 1.016
Examples 31 to 66: value of gamma under the cross-sectional dimensions of different intermediate columns
The method comprises the following specific steps:
three groups of models of Model A-A, Model D-A and Model E-A are taken, and values of the maximum stress calculation coefficient gamma value of the section of the upright post obtained through linear elastic calculation are respectively shown in the following tables 53, 54 and 55.
According to data in the table, for the same group of models, when the length and the width of the rectangular tube stand column are equal, the thicker the section of the stand column is, the smaller the maximum stress calculation coefficient of the section is; and when the thicknesses of the stand columns are the same, the maximum stress calculation coefficient of the cross section is reduced along with the increase of the size, and the two results both show that when the cross section area of the stand column is larger, the rigidity of the stand column is larger, and the proportion of load borne by the stand column in the whole structural system is correspondingly improved, so that the influence of the cross section size of the stand column on the maximum stress calculation coefficient of the cross section of the stand column is larger, and the influence of the cross section size of the stand column needs to be considered.
TABLE 53 maximum stress coefficient of section Gamma for Model A-A at different column sections
Figure BDA0001930342550000282
Figure BDA0001930342550000291
TABLE 54 maximum stress coefficient gamma for Model D-A section at different column sections
Model numbering Cross section parameter γ Model numbering Cross section parameter γ
Example 43 120×120×4 0.729 Example 49 140×140×6 0.819
Example 44 120×120×5 0.758 Example 50 140×140×8 0.846
Example 45 120×120×6 0.780 Example 51 160×160×4 0.811
Example 46 120×120×8 0.814 Example 52 160×160×5 0.831
Example 47 140×140×4 0.777 Example 53 160×160×6 0.847
Example 48 140×140×5 0.800 Example 54 160×160×8 0.870
TABLE 55 maximum stress coefficient gamma of section of Model E-A under different column sections
Model numbering Cross section parameter γ Model numbering Cross section parameter γ
Example 55 120×120×4 0.658 Example 61 140×140×6 0.775
Example 56 120×120×5 0.691 Example 62 140×140×8 0.817
Example 57 120×120×6 0.717 Example 63 160×160×4 0.785
Example 58 120×120×8 0.757 Example 64 160×160×5 0.803
Example 59 140×140×4 0.733 Example 65 160×160×6 0.826
Example 60 140×140×5 0.746 Example 66 160×160×8 0.858
Examples 67 to 108: value of gamma under different wall board height-width ratio
The method comprises the following specific steps:
taking Model A-Hw、Model D-HwAnd Model E-HwObtaining the maximum stress calculation system of the cross section of the model under different aspect ratiosThe numbers are shown in tables 56, 57 and 58.
From the data, the calculated coefficients of maximum stress increase with increasing aspect ratio, and the models A-H were calculated at 185.7% aspect ratiow、Model D-HwAnd Model E-HwThe variation range of the maximum stress calculation coefficient of the wall panel is 10.53%, 15.72% and 13.89%, respectively, so that the influence of the height-width ratio of the wall panel on the maximum stress calculation coefficient of the cross section is large, and the influence of the height-width ratio of the wall panel needs to be considered.
TABLE 56 models A-HwMaximum stress coefficient gamma value of cross section under different wall board height-width ratios
Figure BDA0001930342550000292
Figure BDA0001930342550000301
TABLE 57 Model D-HwMaximum stress coefficient gamma value of cross section under different wall board height-width ratios
Figure BDA0001930342550000302
TABLE 58 Model E-HwMaximum stress coefficient gamma value of cross section under different wall board height-width ratios
Figure BDA0001930342550000303
Examples 121 to 150: values of gamma under relative connection positions of different wallboards and middle upright posts and movement amounts of different wallboards
The method comprises the following specific steps:
as shown in fig. 20, the wall panel is moved from the front flange to the rear flange along the side wall of the column to form different connection modes of the column and the wall panel, and the common connection mode of the type (a) plate column and the common connection mode of the type (b) plate column in fig. 3 are taken for the three groups of models, and the Model numbers are Model a-Position2, Model D-Position2 and Model E-Position2, so as to obtain three groups of data as shown in table 59, table 60 and table 61, wherein the first 5 models of each group are the connection mode of the type (a) plate column, and the last 5 models are the connection mode of the type (b) plate column.
The data in the table can be used for obtaining that the closer the connecting position is to the front flange, the larger the maximum stress calculation coefficient of the section is, and the variation range of the maximum stress calculation coefficient of the section is less than 10 percent, so that the influence of the connecting mode on the maximum stress calculation coefficient of the section of the upright column is smaller, and the influence of the connecting mode can not be considered.
TABLE 59 maximum stress coefficient gamma of the cross section at different positions of the connection between the wall panel and the side wall of the column in Model A-Position2
Figure BDA0001930342550000311
TABLE 60 maximum stress coefficient gamma of section at different positions of connecting wall panel and side wall of column in Model D-Position2
Figure BDA0001930342550000312
TABLE 61 maximum stress coefficient gamma of section at different positions of connecting wall panel and side wall of column at Model E-Position2
Figure BDA0001930342550000313
Examples 151 to 175: value of gamma under wave height of different wave folded plates
The method comprises the following specific steps:
the wave height of the wave folded plate can influence the rigidity of the wallboard, and the three groups of models are recorded as model A-hsw、Model D-hsw、Model E-hswThe results are shown in tables 62, 63 and 64, with 7 different wave heights for each set of model.
The data in the table can show that when the variation amplitude of the wave height is about 40 percent, the Model A-hsw、Model D-hsw、Model E-hswThe variation range of the maximum stress calculation coefficient of the cross section is respectively 6.34 percent and 2 percent48% and 4.96%, therefore, the influence of the wave height on the maximum stress calculation coefficient of the section of the upright post is considered to be small, and the influence of the wave height does not need to be considered.
TABLE 60 Model A-hswCalculating coefficient gamma value of maximum stress of cross section at different wave heights
Figure BDA0001930342550000321
TABLE 61 Model D-hswCalculating coefficient gamma value of maximum stress of cross section at different wave heights
Figure BDA0001930342550000322
TABLE 62 Model E-hswCalculating coefficient gamma value of maximum stress of cross section at different wave heights
Figure BDA0001930342550000323
Examples 176 to 187: value of gamma under different wall plate thickness
The method comprises the following specific steps:
recording the serial number of the three groups of models as Model A-tw、Model D-tw、Model E-twThe results are shown in tables 63, 64 and 65.
The calculation data can obtain that the calculation coefficient of the maximum stress of the section increases along with the increase of the thickness of the wallboard, and when the variation amplitude of the thickness of the corrugated board is 100 percent, the ModelA-tw、Model D-tw、Model E-twThe variation range of the maximum stress calculation coefficient of the section of the vertical column is 2.93 percent, 4.95 percent and 5.65 percent respectively, so the influence of the thickness of the wallboard on the maximum stress calculation coefficient of the section of the vertical column is large, and the influence of the thickness of the corrugated wallboard needs to be considered.
TABLE 63 Model A-twCalculating coefficient gamma of maximum stress of cross section at different plate thicknesses
Model numbering Wall thickness tw(mm) γ Model numbering Wall thickness tw(mm) γ
Example 176 3 0.750 Example 178 5 0.735
Example 177 4 0.741 Example 179 6 0.728
TABLE 64 Model D-twCalculating coefficient gamma of maximum stress of cross section at different plate thicknesses
Model numbering Wall thickness tw(mm) γ Model numbering Wall thickness tw γ
Example 180 3 0.788 Example 182 5 0.763
Example 181 4 0.777 Example 183 6 0.749
TABLE 65 Model E-twCalculating coefficient gamma of maximum stress of cross section at different plate thicknesses
Model numbering Wall thickness tw(mm) γ Model numbering Wall thickness tw γ
Example 184 3 0.867 Example 186 5 0.822
Example 185 4 0.826 Example 187 6 0.818
Examples 188 to 208: value of gamma under different wall panel flange widths
The method comprises the following specific steps:
the width of the flange of the wall plate is different, so that the load transmitted to the wall plate by the upright post is different, and the serial numbers of the three groups of models are recorded as Model A-bf、Model D-bfAnd Model E-bfThe calculation coefficients of the maximum stress of the column section at different flange widths are shown in the following tables 66, 67 and 68.
The data in the table can be used for obtaining that the larger the width of the flange of the wallboard is, the larger the maximum stress calculation coefficient of the section is, and when the variation amplitude of the width of the flange is 16.67%, the ModelA-bf、Model D-bfAnd Model E-bfThe calculation coefficients of the maximum stress of the section of the upright post respectively have the variation ranges of 3.72 percent, 2.53 percent and 2.36 percent, so that the width of the flange of the wallboard is corresponding to the maximum stress of the section of the upright postThe influence of the calculation coefficient is small, and the influence of the flange width can not be considered.
TABLE 66 Model A-bfCalculating coefficient gamma value of maximum stress of cross section in different flange widths
Figure BDA0001930342550000331
Figure BDA0001930342550000341
TABLE 67 Model D-bfCalculating coefficient gamma value of maximum stress of cross section in different flange widths
Figure BDA0001930342550000342
TABLE 68 Model E-bfCalculating coefficient gamma value of maximum stress of cross section in different flange widths
Figure BDA0001930342550000343
Examples 209 to 238: value of gamma under different cross-sectional heights
The method comprises the following specific steps:
the top cross beam has a constraint effect on a high axial force area at the top of the rectangular tube stand column, and Model groups A-h are constructedb、Model D-hb、Model E-hbTo investigate the height h of the cross section of the top rectangular tube beambThe results of the calculations are shown in tables 69, 70 and 71.
The data in the table can show that when the cross section height of the top beam is not more than 160mm and the variation range is 300%, the maximum calculation coefficient of the cross section stress is increased along with the increase of the height of the beam, and the Model A-hb、Model D-hb、Model E-hbThe maximum calculation coefficient variation range of the section stress is respectively 10.13%, 2.75% and 6.04%; when the height of the cross section of the top cross beam is more than 160mm and the variation amplitude is 37.5 percent, the maximum calculation coefficient of the cross section stress is reduced along with the increase of the height of the cross beam, and ModelA-hb、Model D-hb、Model E-hbThe variation range of the maximum calculation coefficient of the cross section stress is 17.12%, 1.28% and 7.04% respectively, so that the influence of the height of the cross beam on the maximum calculation coefficient of the cross section stress of the upright column is large, and the influence of the height of the cross section of the top cross beam needs to be considered.
TABLE 69 Model A-hbCalculating coefficient gamma value of maximum stress of cross section at different beam heights
Model numbering Height h of the beamb(mm) γ Model numbering Height h of the beamb(mm) γ
Example 209 40 0.819 Example 214 140 0.737
Example 210 60 0.784 Example 215 160 0.736
Example 211 80 0.762 Example 216 180 0.767
Example 212 100 0.749 Example 217 200 0.806
Example 213 120 0.741 Example 218 220 0.862
TABLE 70 Model D-hbCalculating coefficient gamma value of maximum stress of cross section at different beam heights
Model numbering Height h of the beamb(mm) γ Model numbering Height h of the beamb(mm) γ
Example 219 40 0.801 Example 224 140 0.777
Example 220 60 0.788 Example 225 160 0.779
Example 221 80 0.781 Example 226 180 0.781
Example 222 100 0.777 Example 227 200 0.785
Example 223 120 0.776 Example 228 220 0.789
TABLE 71 Model E-hbCalculating coefficient gamma value of maximum stress of cross section at different beam heights
Model numbering Height h of the beamb(mm) γ Model numbering Height h of the beamb(mm) γ
Example 229 40 0.877 Example 234 140 0.826
Example 230 60 0.860 Example 235 160 0.824
Example 231 80 0.845 Example 236 180 0.838
Example 232 100 0.836 Example 237 200 0.859
Example 233 120 0.830 Example 238 220 0.882
Examples 239 to 268: value of gamma under different cross beam tube wall thicknesses
The method comprises the following specific steps:
for the cross beam, the influence of the pipe wall thickness of the cross beam is also considered, and a three-group model ModelA-t is constructedb、Model D-tbAnd Model E-tbTo inspect the wall thickness t of the cross beam of the rectangular tubebThe results of measuring the beam wall thickness from 3mm to 12mm are shown in tables 72, 73 and 74.
The data in the table can be used for obtaining that the larger the thickness of the pipe wall of the cross beam is, the larger the maximum stress non-uniform coefficient of the cross section of the upright column is, and when the variation amplitude of the thickness of the pipe wall is 300%, the Model A-tb、Model D-tbAnd Model E-tbThe variation ranges of the calculated coefficients of the maximum stress of the cross section are respectively 10.33 percent and 10.11 percent% and 10.50%, therefore, the influence of the wall thickness of the cross beam tube on the maximum stress calculation coefficient of the cross section of the upright post is large, and the influence of the wall thickness of the cross beam tube needs to be considered.
TABLE 72 Model A-tbCalculating coefficient gamma value of maximum stress of cross section at different beam thicknesses
Model numbering Thickness t of the beamb(mm) γ Model numbering Thickness t of the beamb(mm) γ
Example 239 3 0.755 Example 244 8 0.702
Example 240 4 0.741 Example 245 9 0.695
Example 241 5 0.730 Example 246 10 0.689
Example 242 6 0.719 Example 247 11 0.683
Example 243 7 0.710 Example 248 12 0.677
TABLE 73 Model D-tbCalculating coefficient gamma value of maximum stress of cross section at different beam thicknesses
Model numbering Thickness t of the beamb(mm) γ Model numbering Thickness t of the beamb(mm) γ
Example 249 3 0.791 Example 254 8 0.736
Example 250 4 0.777 Example 255 9 0.729
Example 251 5 0.765 Example 256 10 0.722
Example 252 6 0.754 Example 257 11 0.716
Example 253 7 0.745 Example 258 12 0.711
TABLE 74 Model E-tbCalculating coefficient gamma value of maximum stress of cross section at different beam thicknesses
Model numbering Thickness t of the beamb(mm) γ Model numbering Thickness t of the beamb(mm) γ
Example 259 3 0.876 Example 264 8 0.811
Example 260 4 0.860 Example 265 9 0.803
Example 261 5 0.843 Example 266 10 0.796
Example 262 6 0.826 Example 267 11 0.790
Example 263 7 0.819 Example 268 12 0.784
Example 269: design method for section of middle upright post in wall plate-rectangular tube upright post structure of dust remover box body
The method comprises the following specific steps:
according to the analysis of the calculation results of the 268 embodiments, the calculation coefficient gamma of the maximum stress of the section of the upright post is found to be influenced by the height-to-width ratio a/b of the wallboard, the section area A of the upright post and the section height h of the cross beam of the rectangular tube at the topbCross section wall thickness t of rectangular tubebWall thickness t of corrugated boardwThe influence of the 5 parameters is large, the numerical fitting is carried out on the calculated effective data by adopting a least square method, and a calculation formula of the maximum stress calculation coefficient of the section of the upright column is obtained, wherein the calculation formula is as follows:
Figure BDA0001930342550000371
wherein, the unit of A is cm2And the rest of the parameter units are mm.
Comparing the calculated value obtained by the fitting formula provided by the embodiment with the result obtained by finite element calculation, wherein the average error is 2.46%; and the average value of the calculation coefficients of the maximum stress of the section of the upright column is 0.783, which shows that the design load applied to the top of the column can be increased by about 28% compared with the design value of the strength of the independent work of the upright column with the section of the rectangular tube, and the advantage of the stress of the skin supporting member is fully displayed, namely the calculation formula can comprehensively reflect the quantitative relation between the structural parameters of the middle upright column, the wall plate and the cross beam and the calculation coefficients of the maximum stress of the section of the middle upright column, the precision basically meets the requirements, and the calculation formula can be used for designing the strength of the guide upright column in engineering practice.
By combining the research, when the maximum stress on the section of the rectangular pipe at the height position of 0.03H below the top of the middle upright post reaches yield, the axial pressure born by the top of the upright post is taken as the upper limit N of the axial pressure bearing capacity of the upright postuObtaining the axial pressure bearing capacity N of the top of the upright postuThe formula is as follows:
Nu＝Af/γ；
wherein f is a design value of the steel strength.
According to the axial pressure bearing capacity N of the upright columnuThe calculation formula can be represented by the bearing capacity N of the middle upright post of the wall plate-rectangular tube upright post structure of the dust remover box bodyuDesigned load value N of column axial pressure or moredAnd determining whether the preliminary trial value of the section area A of the middle upright column meets the requirement.
Example 270: application of design method of middle upright post section in dust remover box body wall plate-rectangular tube upright post structure
The method comprises the following specific steps:
when the required design size is that the width a of the wall board is 3540mm and the height H of the wall board is Hw3540mm, 10620mm height H and n wave numberwWall thickness t ═ 3w4mm, wall panel rear flange width bf1Width b of front flange of wall platef2400mm, the included angle theta between the bevel edge and the flange is 25.5 degrees, and the wave height hswWhen the middle upright post of the 90mm dust remover box body wall plate-rectangular tube upright post structure is adopted, load N is designedd650 kN; design using example 269The method determines the maximum stress calculation coefficient gamma of the column section to be 0.787 and the area A of the middle column to be 2176mm2。
Comparative example 1: application of design method of middle upright post section in existing dust remover box body wall plate-rectangular tube upright post structure
The method comprises the following specific steps:
when the required design size is that the width a of the wall board is 3540mm and the height H of the wall board is Hw3540mm, 10620mm height H and n wave numberwWall thickness t ═ 3w4mm, wall panel rear flange width bf1Width b of front flange of wall platef2400mm, the included angle theta between the bevel edge and the flange is 25.5 degrees, and the wave height hswWhen the middle upright post of the 90mm dust remover box body wall plate-rectangular tube upright post structure is adopted, load N is designedd650 kN; the bearing capacity of the middle upright post is only considered, and the area A of the middle upright post is obtained as Nd/f＝3023mm2。
Comparing example 270 with comparative example 1, it can be seen that the method of example 269 can save 38.9% of the consumable material of the center pillar.
Although the present invention has been described with reference to the preferred embodiments, it should be understood that various changes and modifications can be made therein by those skilled in the art without departing from the spirit and scope of the invention as defined in the appended claims.

Claims (10)

1. A design method for a section of a middle upright post in a wall plate-rectangular tube upright post structure of a dust remover box body is characterized by comprising the following steps:
the method comprises the following steps: according to the dust remover box body corrugated board wallboard-rectangular tube stand column structure system with the middle stand column section needing to be designed, preliminarily trying to set the section area of the middle stand column as A, and determining the height-to-width ratio H of the corrugated board wallboard in the dust remover box body wallboard-rectangular tube stand column structure systemwA, the height h of the cross section of the top rectangular tube beambCross section wall thickness t of top rectangular tubebAnd wall thickness t of corrugated plate wallboardwOf the above values, the cross-sectional area A of the center pillar isPosition is cm2The rest is in mm;
step two: introducing a parameter column section maximum stress calculation coefficient gamma, and enabling the gamma to satisfy the following formula:
Figure FDA0002561402380000011
step three: introducing parameter upright column axial pressure bearing capacity NuAnd make NuSatisfies the following formula:
Nu＝A·f/γ；
in the formula, f is a steel strength design value;
wherein N isuRepresenting the upper limit of axial pressure bearing capacity which can be borne by the top of an upright column when the maximum axial stress of the middle upright column in a section at the height position of 0.03H below the top of the column in a wave folded plate wallboard-rectangular tube upright column structure system of the dust remover box body reaches yield; h is the total height of the upright post; the height position of 0.03H below the column top is a position which divides the middle upright column into 0.03 percent of upper end and 0.97 percent of lower end along the direction from the top to the bottom of the middle upright column;
step four: if the obtained N is calculateduDesign load N of top of middle upright post in dust remover box wave folded plate wallboard-rectangular tube upright post structure systemdThe section area A of the middle upright post is reasonable; if N is presentuLess than NdIf the column area is too small, the section area A of the middle column needs to be increased, and then N is checked and calculated againuWhether N or more is satisfiedd(ii) a If N is presentuOver NdIf the cross section area A of the middle upright post is too large, the bearing capacity is too large, the cross section area A of the middle upright post needs to be reduced, and then the N is checked and calculated againuWhether or not N or more is still satisfieddAnd the reasonable design of the section area A of the middle upright post is ensured.
2. The design method of the middle column section in the dust collector box body wall plate-rectangular tube column structure according to claim 1, wherein the dust collector box body wall plate-rectangular tube column structure comprises a plurality of rectangular tube middle columns (1), two rectangular tube edge columns (2) parallel to the rectangular tube middle columns (1), a plurality of rectangular tube cross beams (3) vertically connected with the rectangular tube middle columns (1) and the rectangular tube edge columns (2), and corrugated steel plate wall plates (4) welded in a frame formed by the rectangular tube middle columns (1), the rectangular tube edge columns (2) and the rectangular tube cross beams (3); the corrugated steel plate wallboards (4) are vertically arranged.
3. The design method of the middle column section of the dust collector box body wall plate-rectangular tube column structure is characterized in that the rectangular tube middle column (1) is positioned at the position of the non-edge of the dust collector box body wall plate-rectangular tube column structure, and the rectangular tube middle column (1) can be simultaneously connected with the two corrugated steel plate wall plates (4).
4. The method for designing a cross section of a middle column in a dust collector box body wall plate-rectangular tube column structure according to claim 2, wherein the cross section of the middle column is a cross section of the middle column taken along a horizontal plane.
5. The method for designing the cross section of the middle column in the dust collector box body wall plate-rectangular tube column structure as claimed in claim 3, wherein the cross section of the middle column is a cross section of the middle column taken along the horizontal plane.
6. The design method of the middle column section in the dust collector box body wall plate-rectangular tube column structure is characterized in that the height-width ratio of the wall plate refers to the height-width ratio of the corrugated steel plate wall plate (4) in the dust collector box body wall plate-rectangular tube column structure.
7. The design method of the middle column section in the dust collector box body wall plate-rectangular tube column structure is characterized in that the height-to-width ratio of the corrugated steel plate wall plate (4) in the dust collector box body wall plate-rectangular tube column structure is equal to the height-to-width ratio of the dust collector box body wall plate-rectangular tube column structure.
8. The design method of the cross section of the middle column in the dust collector box body wall plate-rectangular tube column structure according to any one of claims 1 to 5, wherein the top rectangular tube cross beam is a rectangular tube cross beam (3) transversely connected to the tops of the middle rectangular tube column (1) and the two side edge rectangular tube columns (2).
9. The method for designing the section of the middle column in the dust collector box body wall plate-rectangular tube column structure according to any one of claims 1 to 5, wherein the section of the top rectangular tube beam is a section of the top rectangular tube beam taken along a direction perpendicular to the horizontal plane.
10. Use of the method of any one of claims 1 to 9 for designing a center post cross-section in a precipitator box wall panel-rectangular tube post structure.
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CN106799094B (en) * 2017-01-22 2019-03-01 江南大学 A kind of dust collector box body H-shaped section Column stability enhancing construction and method
CN108021775B (en) * 2017-12-28 2021-12-24 江南大学 Method for calculating bending strength of upright post of dust remover box under action of transverse load
CN108073773B (en) * 2017-12-29 2020-11-06 江南大学 Method for determining axial pressure stable bearing capacity of double-limb combined section column of dust remover box body

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