CN109783863A - The calculation method of double angle cross compound section component compression bearing - Google Patents
The calculation method of double angle cross compound section component compression bearing Download PDFInfo
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Abstract
The invention discloses a kind of calculation methods of double angle cross compound section component compression bearing, comprising the following steps: establishes the finite element model of double angle cross compound section component；Finite element analysis is carried out to the finite element model of double angle cross compound section component, obtains Finite element analysis results；Finite element analysis results are subjected to regression fit, obtain double angle cross compound section component axle center CALCULATION OF COMPRESSIVE BEARING CAPACITY formula and double angle cross compound section component eccentric compression bearing capacity formula.The calculation method has fitted double angle cross compound section component CALCULATION OF COMPRESSIVE BEARING CAPACITY formula, and reference can be provided for engineering design by calculate by the formula.
Description
Technical field
The invention belongs to steel tower design field, specifically a kind of double angle cross compound section component compression bearing
Calculation method.
Background technique
There is the weight for reducing power transmission tower using high strength steel on electric power pylon, reduce steel usage amount, construction cost drop
Low, many advantages, such as economizing on resources., tower body lesser electric power pylon smaller for transmission of electricity pressure is just able to satisfy substantially using single angle
The requirement of Design of Bearing Capacity.But in power transmission tower process of construction, power transmission tower be likely encountered will across biggish rivers, between tower between
Away from larger, multi-line is set up on tower, the conductor cross-section set up is larger, many complex situations such as reinforcing of power transmission tower.This makes tower
Body load has promotion by a relatively large margin, so the rod piece of power transmission tower can not just develop double at this time only with single angle
Spell angle steel, four spelling angle steel, lattice and steel tube member bar etc..More common angle steel and two kinds of steel pipe in UHV transmission tower material,
Wherein angle steel application is more universal.In power transmission tower Q420 dual-angle steel combined section component will be used wider and wider it is general, still
The relevant design specification in China is not reasonable to this regulation, the steel tower bearing capacity and actual components bearing capacity gone out according to Specification Design
There are deviations, thus to strength grade be Q420 double angle cross combined member stress performance carry out research be it is necessary to,
And have the function of realistic meaning and design.
Summary of the invention
To solve the above-mentioned problems in the prior art, the present invention provides a kind of double angle cross compound section components
The calculation method of compression bearing.It is public that the calculation method has fitted double angle cross compound section component CALCULATION OF COMPRESSIVE BEARING CAPACITY
Formula, reference can be provided for engineering design by calculate by the formula.
The technical solution adopted by the present invention is that:
A kind of calculation method of double angle cross compound section component compression bearing, comprising the following steps:
S1, the finite element model for establishing double angle cross compound section component；
S2, finite element analysis is carried out to the finite element model of double angle cross compound section component, obtains finite element analysis
As a result；
S3, Finite element analysis results are subjected to regression fit, obtain double angle cross compound section component axial compression and holds
Carry power calculation formula and double angle cross compound section component eccentric compression bearing capacity formula.
Preferably, double angle cross compound section component axle center CALCULATION OF COMPRESSIVE BEARING CAPACITY formula in the step S3 are as follows:
P=(0.9706-0.0064 λ) (1.1079-0.0145b/t) Py。
Preferably, double angle cross compound section component eccentric compression bearing capacity formula in the step S3 are as follows:
Pn=(0.9706-0.0064 λ) (1.1079-0.0145b/t) Py,
WhenWhen, P=Pn；
WhenWhen,
Load is acted on around weak axis,
Load is acted on around strong axis,
Preferably, the nodal analysis method of finite element is simulated using SHELL181 shell unit in the step S1.SHELL181
Housing unit can be well adapted for the problems such as linear, big rotation and Nonlinear Large Deformation.
Beneficial effects of the present invention are as follows:
The present invention has fitted double angle cross compound section component CALCULATION OF COMPRESSIVE BEARING CAPACITY formula, is carried out by the formula
Calculating can provide reference for engineering design.
Detailed description of the invention
Fig. 1 is the strain-stress relation figure of construction material in embodiment；
Fig. 2 is the finite element model structure chart of double angle cross compound section component in embodiment；
Fig. 3 is the viewgraph of cross-section of Fig. 2；
Fig. 4 is the bearing capacity influence diagram of test specimen K1；
Fig. 5 is the bearing capacity influence diagram of test specimen K2；
Fig. 6 is the bearing capacity influence diagram of test specimen K3；
Fig. 7 is the bearing capacity influence diagram of test specimen K4；
Fig. 8 is the bearing capacity influence diagram of test specimen K5；
Fig. 9 is the bearing capacity influence diagram of test specimen K6；
Figure 10 is the bearing capacity influence diagram of test specimen K7；
Figure 11 is the bearing capacity influence diagram of test specimen K8；
Figure 12 is the bearing capacity influence diagram of test specimen K9；
Figure 13 is the bearing capacity influence diagram of test specimen K10；
Figure 14 is the bearing capacity influence diagram of test specimen K11；
Figure 15 is the bearing capacity influence diagram of test specimen K12；
Figure 16 is the bearing capacity influence diagram of test specimen K13；
Figure 17 is the bearing capacity influence diagram of test specimen K14；
Figure 18 is the bearing capacity influence diagram of test specimen K15；
Figure 19 is the bearing capacity influence diagram of test specimen K16；
Figure 20 is the bearing capacity influence diagram of test specimen K17；
Figure 21 is the bearing capacity influence diagram of test specimen K18；
Figure 22 is the bearing capacity influence diagram of test specimen K19；
Figure 23 is the bearing capacity influence diagram of test specimen K20；
Figure 24 is the bearing capacity influence diagram of test specimen K21；
Figure 25 is the bearing capacity influence diagram of test specimen K22；
Figure 26 is the bearing capacity influence diagram of test specimen K23；
Figure 27 is the bearing capacity influence diagram of test specimen K24；
Figure 28 is the bearing capacity influence diagram of test specimen K25；
Figure 29 is the bearing capacity influence diagram of test specimen K26；
Figure 30 is the bearing capacity influence diagram of test specimen K27；
Figure 31 is the bearing capacity influence diagram of test specimen K28；
Figure 32 is the structural schematic diagram of entity test specimen；
Figure 33 is the structural schematic diagram of experimental rig in embodiment；
Figure 34 is the attachment structure schematic diagram of double angle cross compound section component and tension-compression sensor in embodiment；
Figure 35 is the structural schematic diagram of eccentric boots plate in embodiment.
Appended drawing reference: 1, single angle；2, fill plate；3, tower seat board；4, double angle cross compound section component；5, it laterally props up
Support；6, tension-compression sensor；
E, along the relative eccentricity of the weak axis in section；e0, refer to the eccentricity along the strong axis in section.
Specific embodiment
The embodiment of the present invention is described in detail with reference to the accompanying drawing.
Embodiment:
The present embodiment establishes the finite element model of double angle cross compound section component using software ANSYS, such as Fig. 2 institute
Show, and finite element analysis is carried out to finite element model, nodal analysis method is simulated using SHELL181 shell unit, SHELL181 shell list
Member can be well adapted for the problems such as linear, big rotation and Nonlinear Large Deformation.
Construction material is Q420 high-strength corner iron in embodiment, and yield strength is taken as 420MPa, and the springform of material measures
For E=2.06e5MPa, Poisson's ratio is taken as 0.3.The strain-stress relation of construction material uses elastic-perfectly plastic material model, such as
Shown in Fig. 1.
Along the weak axis of double angle cross compound section or strong axis, (strong axis refers to be cut eccentric load during finite element analysis
The biggish axis of face resistance moment, weak axis refer to the lesser axis of section resistance moment) effect, as shown in figure 3, e represents the bias of load(ing) point
Distance, ρ represent the centroid of member section to the distance of section edges, relative eccentricity e=e/ ρ.
To understand influence of the long b of leg of angle to element mechanics performance, different wall thickness, different slenderness ratio, difference are established respectively
The model of eccentric load, design parameter are as shown in table 1；Stress selects axial compression e=0, eccentric compression e=0.3 and e=
0.6 model carries out finite element analysis, and analysis result is plotted as bearing capacity influence diagram, draw out as shown in Fig. 4-Figure 15
(in Fig. 4-Figure 15, e and e0It is all relative eccentricity, e refers to the relative eccentricity along the weak axis in section, e0Refer to along the strong axis in section
Eccentricity), ordinate represents the bearing capacity value (unit kN) of component in Fig. 4-Figure 15, and abscissa represents the long value of leg of angle
(unit mm).
Table 1
| Test specimen number | Angle steel wall thickness t (mm) | Slenderness ratio λ | The action direction of eccentric load |
| K1 | 8 | 30 | Along the weak axis of double angle cross compound section |
| K2 | 8 | 50 | Along the weak axis of double angle cross compound section |
| K3 | 14 | 30 | Along the weak axis of double angle cross compound section |
| K4 | 14 | 50 | Along the weak axis of double angle cross compound section |
| K5 | 8 | 30 | Along the strong axis of double angle cross compound section |
| K6 | 8 | 50 | Along the strong axis of double angle cross compound section |
| K7 | 14 | 30 | Along the strong axis of double angle cross compound section |
| K8 | 14 | 50 | Along the strong axis of double angle cross compound section |
| K9 | 20 | 30 | Along the strong axis of double angle cross compound section |
| K10 | 20 | 50 | Along the strong axis of double angle cross compound section |
| K11 | 26 | 30 | Along the strong axis of double angle cross compound section |
| K12 | 26 | 50 | Along the strong axis of double angle cross compound section |
It is analyzed by Fig. 4-Figure 15, the long affecting laws to element bearing capacity of leg of angle are as follows: when generous smaller, component is held
Power is carried to increase with the long increase of leg of angle, width-thickness ratio increase to a certain extent when, long increase of leg of angle makes component go out current situation
Portion's buckling problem.When generous smaller, component eccentric compression bearing capacity ratio axial press capacity is small, and as leg of angle is long
Increase, difference between the two is bigger.
To understand influence of the angle steel wall thickness t to element mechanics performance, establish respectively different leg of angle length, different slenderness ratio,
The model of different eccentric loads, design parameter are as shown in table 2；Stress selects axial compression e=0, eccentric compression e=0.3
Carry out finite element analysis with the model of e=0.6, analysis result be plotted as bearing capacity influence diagram, draw out such as Figure 16-Figure 29
Shown (in Figure 16-Figure 29, e and e0It is all relative eccentricity, e refers to the relative eccentricity along the weak axis in section, e0Refer to along section
The eccentricity of strong axis), ordinate represents the bearing capacity value (unit kN) of component in Figure 16-Figure 29, and abscissa represents angle steel wall
Thick value (unit mm).
Table 2
| Test specimen number | The long b of leg of angle (mm) | Slenderness ratio λ | The action direction of eccentric load |
| K13 | 100 | 30 | Along the weak axis of double angle cross compound section |
| K14 | 100 | 50 | Along the weak axis of double angle cross compound section |
| K15 | 125 | 30 | Along the weak axis of double angle cross compound section |
| K16 | 125 | 50 | Along the weak axis of double angle cross compound section |
| K17 | 160 | 30 | Along the weak axis of double angle cross compound section |
| K18 | 160 | 50 | Along the weak axis of double angle cross compound section |
| K19 | 180 | 30 | Along the weak axis of double angle cross compound section |
| K20 | 180 | 50 | Along the weak axis of double angle cross compound section |
| K21 | 125 | 30 | Along the strong axis of double angle cross compound section |
| K22 | 125 | 50 | Along the strong axis of double angle cross compound section |
| K23 | 160 | 30 | Along the strong axis of double angle cross compound section |
| K24 | 160 | 50 | Along the strong axis of double angle cross compound section |
| K25 | 180 | 30 | Along the strong axis of double angle cross compound section |
| K26 | 180 | 50 | Along the strong axis of double angle cross compound section |
It is analyzed by Figure 16-Figure 29, affecting laws of the angle steel wall thickness to element bearing capacity are as follows: when generous smaller, component
Bearing capacity increases with the increase of angle steel wall thickness, and when generous bigger, angle steel wall thickness increase reduces width-thickness ratio, carries at this time
Power increase rate is than generous smaller Shi Yao great.Component eccentric compression bearing capacity ratio axial compression wants small, and with angle steel wall
Thick increase, difference between the two are bigger.
Establish that leg of angle length is identical, and wall thickness is identical, slenderness ratio is different, (model limb length is for model that eccentric load is different
160mm, wall thickness are 14mm, and length can be acquired by slenderness ratio), study influence of the component slenderness ratio to ultimate bearing capacity.Stress
State selects axial compression e=0, eccentric compression e=0.3 and e=0.6, and eccentric load is along double angle cross compound section
Weak axis and strong axis act on two kinds of situations (test specimen K27, K28) and carry out finite element analysis, and analysis result, which is plotted as bearing capacity, to be influenced
Figure.Draw out as shown in Figure 30-Figure 31, in Figure 30-Figure 31 ordinate be component ultimate bearing capacity (unit kN), abscissa
For nondimensional slenderness ratio.Analyzed by Figure 30-Figure 31, axis pressure and bias effect component ultimate bearing capacity variation tendency be with
Slenderness ratio increase and be gradually reduced.Same slenderness ratio changes, the Amplitude Ratio bias that axis compression member bearing capacity reduces by
Press component big, slenderness ratio increases to 80 from 30, and axis compression member bearing capacity averagely declines 12.3%, and relative eccentricity is
0.3 averagely declines 11.0% along the weak eccentric shaft compression member bearing capacity in section, relative eccentricity be 0.6 along the weak eccentric shaft in section by
Pressure element bearing capacity averagely declines 9.2%, and relative eccentricity averagely declines for 0.3 along the strong eccentric shaft compression member bearing capacity in section
11.7%, relative eccentricity averagely declines 10.9% along the strong eccentric shaft compression member bearing capacity in section for 0.6.Comparison diagram 30 and figure
31 it can be found that when identical eccentricity, compared with along the weak eccentric shaft load action lower member bearing capacity in section, when along the effect of strong axis
Bearing capacity is higher.
The Finite element analysis results of e=0 in test specimen K1-K28 are subjected to regression fit, obtain high-intensitive double angle cross group
Close section structural member axial press capacity calculation formula:
P=(0.9706-0.0064 λ) (1.1079-0.0145b/t) Py,
30≤λ≤60；
In calculating formula: PyFor component yield load, λ is component slenderness ratio, and b is that leg of angle is long, and t is angle steel wall thickness.
In order to test the applicability of above-mentioned calculating formula, the entity test specimen of test specimen K29-K33 is manufactured, axis pressure test specimen examination is carried out
It tests.As shown in figure 32, the angle steel that a length of 160mm of limb is chosen in test, wall thickness is 14mm forms double angle cross compound section component
4, the single angle 1 which is a length of 70mm of limb, wall thickness is 5mm, the material of single angle 1 is Q420 high-strength steel.Ten
The both ends of word compound section component are connected with tower seat board 3, and the height of tower seat board 3 is 526mm.Fill plate 2 is used between two angle steel
Connection, using being bolted between fill plate 2 and angle steel, fill plate 2 with a thickness of 16mm, the form of fill plate 2 is "-" type, along ten
The both direction interlaced arrangement in word section.The material of tower seat board and fill plate is all Q345, and bolt uses 8.8 grades of M24 of unified specification
×65.The entity test specimen design parameter of K29-K33 is shown in Table 3.
For experimental rig as shown in Figure 33-34, the constraint of test specimen is arranged according to pin-ended, and spherical hinged-support may be implemented
A spherical hinged-support is respectively arranged at the both ends of component in this restrained condition, free with the torsion and the bending that discharge test specimen two ends
Degree, convenient for investigating influence of the torsion to total bearing capacity in small slenderness ratio component.It is connected in the middle part of test specimen by cross-brace 5
The tension-compression sensor 6 of 2000KN measures, and tension-compression sensor 6 measures generated load during test piece deformation, while
As boundary supporting condition.
Test loading procedure are as follows: using dull Protonation constant, first carry out preloading then hierarchical loading.First carry out pre-add
It carries, loaded value is the 20% of theoretical limit load, is divided into 4 grades of loads, preloading can be with the reliability of check device, test apparatus
Whether instrument work normally, guarantees test specimen contacts good etc. with support, is necessary so preload before formal load.
Test preloads later to being loaded onto the 70% of theoretical limit load, is divided into 25 grades of loads, and every grade is theoretical limit load
2%, every grade is held the strain that lotus 1min postscript picture recording answers load；It is destroyed from be loaded onto theoretical limit load 70% to test specimen, often
Grade is the 1% of theoretical limit load, and every grade is held the strain that lotus 1min postscript picture recording answers load.When horizontal position occurs in test specimen when load
Stop load when the case where shifting, longitudinal strain increase rapidly, and test specimen can not be stablized or automatic deloading.Experiment loading unit
The application of power is carried out using hydraulic jack, the application direction of power is as shown in arrow in Figure 33.
Table 3
| Test specimen number | Limb is long (mm) | Wall thickness (mm) | Length (mm) | Slenderness ratio |
| K29 | 160 | 14 | 3720 | 30 |
| K30 | 160 | 14 | 4340 | 35 |
| K31 | 160 | 14 | 4960 | 40 |
| K32 | 160 | 14 | 5580 | 45 |
| K33 | 160 | 14 | 6200 | 50 |
Test result is as shown in table 4；And it is calculated by the Bearing Capacity Formula that test specimen K29-K33 is calculated in above-mentioned calculating formula
Value, as shown in table 4.
Table 4
| Test specimen number | Angle steel specification | Slenderness ratio | PEXP(kN) | PJ(kN) | PEXP/PJ |
| K29 | L160×14 | 30 | 2850.00 | 2639.85 | 1.080 |
| K30 | L160×14 | 35 | 2100.00 | 2531.36 | 0.830 |
| K31 | L160×14 | 40 | 2550.00 | 2422.86 | 1.052 |
| K32 | L160×14 | 45 | 2200.00 | 2314.36 | 0.951 |
| K33 | L160×14 | 50 | 2550.00 | 2205.87 | 1.156 |
As can be seen from Table 4, the case where axis compression member bearing capacity Comparative result, PEXPRepresent the test value of component, PJGeneration
Table Bearing Capacity Formula calculated value.PEXP/PJAverage value be 1.014, standard deviation 0.126, the coefficient of variation 0.125.Pass through ratio
Relatively it can be seen that the axial press capacity calculation formula fitted can preferably meet with test result, bearing capacity calculation is public
Formula has applicability.
The Finite element analysis results of e ≠ 0 in test specimen K1-K28 are subjected to regression fit, obtain high-intensitive double angle cross group
Close section structural member eccentric compression bearing capacity formula:
Pn=(0.9706-0.0064 λ) (1.1079-0.0145b/t) Py,
30≤λ≤60；
WhenWhen, P=Pn；
WhenWhen,
Load is acted on around weak axis,
Load is acted on around strong axis,
In calculating formula: PyFor component yield load, λ is component slenderness ratio, and b is that leg of angle is long, and t is angle steel wall thickness.In order to
The applicability of above-mentioned calculating formula is tested, the entity test specimen of test specimen K34-K39 is manufactured, carries out bias specimen test.The examination of bias test specimen
It tests and presses specimen test process identical with axis, load point is at cross-section centroid when difference is axis pressure specimen test, bias examination
Load point has an eccentricity along strong axis or weak axis when part is tested.Different eccentric boots plates is utilized in test specimen load simultaneously
To realize that bias-load, the eccentric hardened structure of boots are as shown in figure 34.The results are shown in Table 5 for bias specimen test；And pass through above-mentioned meter
The Bearing Capacity Formula calculated value of test specimen K34-K39 is calculated in formula, as shown in table 5.
Table 5
| Test specimen number | Angle steel specification | Slenderness ratio | Bearing capacity is poor | PEXP(kN) | PJ(kN) | PEXP/PJ |
| K34 | L160×14 | 30 | 30% | 2650.00 | 2553.96 | 1.038 |
| K35 | L160×14 | 30 | 40% | 2400.00 | 2505.26 | 0.958 |
| K36 | L160×14 | 40 | 30% | 2220.00 | 2347.03 | 0.946 |
| K37 | L160×14 | 40 | 40% | 2070.00 | 2303.26 | 0.899 |
| K38 | L160×14 | 50 | 30% | 2140.00 | 2139.93 | 1.000 |
| K39 | L160×14 | 50 | 40% | 1960.00 | 2101.05 | 0.933 |
Note: bearing capacity difference refers to: due to the presence of load eccentricity, so that from bearing capacity at the closer section edges of load
(stress is larger) greatly, and, difference the two bearing capacities between small (stress is smaller) from bearing capacity at the farther away section edges of load
Value is that bearing capacity is poor.As can be seen from Table 5, each bearing capacity Comparative result situation, P when eccentric load is acted on around the strong axis in sectionEXP/
PJAverage value be 0.962, standard deviation 0.050, the coefficient of variation 0.052.
The finite element model for establishing test specimen K40-K47 is emulated, and eccentric load is around the strong axis effect in section, finite element mould
It is quasi- that the results are shown in Table 6；And the Bearing Capacity Formula calculated value of test specimen K40-K47 is calculated by above-mentioned calculating formula, such as 6 institute of table
Show.
Table 6
| Test specimen number | Angle steel specification | Slenderness ratio | Relative eccentricity | PFEA(kN) | PJ(kN) | PFEA/PJ |
| K40 | L160×14 | 30 | 0.2 | 2584.48 | 2526.66 | 1.023 |
| K41 | L160×14 | 30 | 0.4 | 2333.84 | 2366.52 | 0.986 |
| K42 | L160×14 | 40 | 0.2 | 2333.04 | 2322.51 | 1.005 |
| K43 | L160×14 | 40 | 0.4 | 2253.60 | 2178.39 | 1.035 |
| K44 | L160×14 | 50 | 0.2 | 2210.56 | 2118.16 | 1.044 |
| K45 | L160×14 | 50 | 0.4 | 2115.44 | 1989.94 | 1.063 |
| K46 | L160×14 | 60 | 0.2 | 1936.56 | 1913.56 | 1.012 |
| K47 | L160×14 | 60 | 0.4 | 1887.60 | 1801.08 | 1.048 |
As can be seen from Table 6, PFEA/PJAverage value be 1.027, standard deviation 0.025, the coefficient of variation 0.025.
The finite element model for establishing test specimen K48-K55 is emulated, and eccentric load is around the weak axis effect in section, finite element mould
It is quasi- that the results are shown in Table 7；And the Bearing Capacity Formula calculated value of test specimen K48-K55 is calculated by above-mentioned calculating formula, such as 7 institute of table
Show.
Table 7
| Test specimen number | Angle steel specification | Slenderness ratio | Relative eccentricity | PFEA(kN) | PJ(kN) | PFEA/PJ |
| K48 | L160×14 | 30 | 0.2 | 2640.00 | 2643.79 | 0.999 |
| K49 | L160×14 | 30 | 0.4 | 2527.84 | 2527.03 | 1.000 |
| K50 | L160×14 | 40 | 0.2 | 2415.60 | 2428.92 | 0.995 |
| K51 | L160×14 | 40 | 0.4 | 2381.04 | 2323.99 | 1.025 |
| K52 | L160×14 | 50 | 0.2 | 2236.80 | 2213.90 | 1.010 |
| K53 | L160×14 | 50 | 0.4 | 2200.00 | 2120.70 | 1.037 |
| K54 | L160×14 | 60 | 0.2 | 1998.40 | 1998.72 | 1.000 |
| K55 | L160×14 | 60 | 0.4 | 1992.00 | 1917.11 | 1.039 |
As can be seen from Table 7, PFEA/PJAverage value be 1.013, standard deviation 0.018, the coefficient of variation 0.018.
From table 5- table 7 it can be seen that the biasing member Bearing Capacity Formula fitted can preferably meet with test result,
Eccentric compression bearing capacity formula has applicability.
A specific embodiment of the invention above described embodiment only expresses, the description thereof is more specific and detailed, but simultaneously
Limitations on the scope of the patent of the present invention therefore cannot be interpreted as.It should be pointed out that for those of ordinary skill in the art
For, without departing from the inventive concept of the premise, various modifications and improvements can be made, these belong to guarantor of the invention
Protect range.
Claims (4)
1. a kind of calculation method of double angle cross compound section component compression bearing, which comprises the following steps:
S1, the finite element model for establishing double angle cross compound section component；
S2, finite element analysis is carried out to the finite element model of double angle cross compound section component, obtains Finite element analysis results；
S3, Finite element analysis results are subjected to regression fit, obtain double angle cross compound section component axial press capacity
Calculation formula and double angle cross compound section component eccentric compression bearing capacity formula.
2. a kind of calculation method of double angle cross compound section according to claim 1 component compression bearing, special
Sign is, double angle cross compound section component axle center CALCULATION OF COMPRESSIVE BEARING CAPACITY formula in the step S3 are as follows:
P=(0.9706-0.0064 λ) (1.1079-0.0145b/t) Py。
3. a kind of calculation method of double angle cross compound section according to claim 1 component compression bearing, special
Sign is, double angle cross compound section component eccentric compression bearing capacity formula in the step S3 are as follows:
Pn=(0.9706-0.0064 λ) (1.1079-0.0145b/t) Py,
WhenWhen, P=Pn；
WhenWhen,
Load is acted on around weak axis,
Load is acted on around strong axis,
4. a kind of calculation method of double angle cross compound section according to claim 1 component compression bearing, special
Sign is that the nodal analysis method of finite element is simulated using SHELL181 shell unit in the step S1.
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Cited By (5)
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| CN110686631A (en) * | 2019-11-08 | 2020-01-14 | 河南工业大学 | Method for measuring initial bending defect of T-shaped section steel compression bar |
| CN110686632A (en) * | 2019-11-08 | 2020-01-14 | 河南工业大学 | Method for measuring initial geometric defects of H-shaped section steel compression bar |
| CN110826262A (en) * | 2019-07-18 | 2020-02-21 | 重庆瑜煌电力设备制造有限公司 | Method for calculating bearing capacity of high-strength double-angle-steel combined cross-section component |
| CN113111451A (en) * | 2021-03-18 | 2021-07-13 | 中国电力工程顾问集团西南电力设计院有限公司 | Strip type calculation method for foot plate type boot plate of power transmission tower |
| CN118036163A (en) * | 2024-04-11 | 2024-05-14 | 合肥工业大学 | Method for calculating eccentric compression bearing capacity of square column member based on high-strength longitudinal ribs |
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Cited By (6)
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| CN110826262A (en) * | 2019-07-18 | 2020-02-21 | 重庆瑜煌电力设备制造有限公司 | Method for calculating bearing capacity of high-strength double-angle-steel combined cross-section component |
| CN110686631A (en) * | 2019-11-08 | 2020-01-14 | 河南工业大学 | Method for measuring initial bending defect of T-shaped section steel compression bar |
| CN110686632A (en) * | 2019-11-08 | 2020-01-14 | 河南工业大学 | Method for measuring initial geometric defects of H-shaped section steel compression bar |
| CN113111451A (en) * | 2021-03-18 | 2021-07-13 | 中国电力工程顾问集团西南电力设计院有限公司 | Strip type calculation method for foot plate type boot plate of power transmission tower |
| CN113111451B (en) * | 2021-03-18 | 2022-06-14 | 中国电力工程顾问集团西南电力设计院有限公司 | Strip type calculation method for foot plate type boot plate of power transmission tower |
| CN118036163A (en) * | 2024-04-11 | 2024-05-14 | 合肥工业大学 | Method for calculating eccentric compression bearing capacity of square column member based on high-strength longitudinal ribs |
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Application publication date: 20190521 |