CN109800463A - Angle steel-gusset plate connection initial stiffness calculation method in angle steel tower - Google Patents
Angle steel-gusset plate connection initial stiffness calculation method in angle steel tower Download PDFInfo
- Publication number
- CN109800463A CN109800463A CN201811563583.3A CN201811563583A CN109800463A CN 109800463 A CN109800463 A CN 109800463A CN 201811563583 A CN201811563583 A CN 201811563583A CN 109800463 A CN109800463 A CN 109800463A
- Authority
- CN
- China
- Prior art keywords
- angle steel
- gusset plate
- initial stiffness
- plate connection
- steel
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Landscapes
- Working Measures On Existing Buildindgs (AREA)
Abstract
The invention discloses a kind of angle steel in angle steel tower-gusset plate connection initial stiffness calculation methods, comprising the following steps: determines active element contributive for coupling stiffness；Calculate the rigidity of each active element；According to the rigidity of each active element and the computation model of node, the initial stiffness connected.Calculation method of the invention by carrying out Rigidity Calculation to influence angle steel-gusset plate connection active element respectively, and combined to obtain angle steel-gusset plate connection initial stiffness, reference can be provided for engineering design by calculate by the formula.
Description
Technical field
The invention belongs to angle steel tower design field, angle steel-initial turn of gusset plate connection in specifically a kind of angle steel tower
The calculation method of dynamic stiffness.
Background technique
The initial stiffness of connection decides the initial trend of moment-rotation relation, represents the connection of linear elasticity stage
Rigidity, while affecting the anti-bending bearing capacity of connection.By taking steel-frame structure as an example, rank is used in elastic calculation analysis and structure
Section, the higher initial stiffness of node and anti-bending bearing capacity can increase the span of structure, reduce deck-molding, obtain bigger make
Use space.For transmission angle steel tower structure, different initial stiffnesses directly affects the bending stress of linear elasticity stage main material, into
And the bearing capacity of steel tower is influenced, it is insufficient that the existing domestic initial stiffness for transmission angle steel tower structure calculates research.
Summary of the invention
To solve the above-mentioned problems in the prior art, the present invention provides a kind of angle steel in angle steel tower-gusset plates to connect
Connect the calculation method of initial stiffness.The calculation method by influence the active element of angle steel-gusset plate connection respectively into
Row Rigidity Calculation, combined to obtain angle steel-gusset plate connection initial stiffness, calculate by the formula can be work
Journey design provides reference.
The technical solution adopted by the present invention is that:
Angle steel-gusset plate connection initial stiffness calculation method in a kind of angle steel tower, comprising the following steps:
S1, active element contributive for coupling stiffness is determined；
S2, the rigidity for calculating each active element；
S3, according to the rigidity of each active element and the computation model of node, the initial stiffness connected.
Preferably, the active element for influencing angle steel tower joints performance includes: that leading role's steel is saving in the step S1
Cut, Bolt is cut, leading role's steel and gusset plate screw hole are squeezed by domain for point.
Preferably, the rigidity calculated in the step S2 includes the shearing rotational stiffness and gusset plate of leading role's steel nodes domains
Rotational stiffness relative to leading role's steel.
Preferably, in the step S2 leading role's steel nodes domains shearing rotational stiffness calculation formula are as follows:
Preferably, rotational stiffness calculation formula of the step S2 interior joint plate relative to leading role's steel are as follows:
Preferably, angle steel-gusset plate connection initial stiffness calculation formula in the step S3 are as follows:
Preferably, the step S3 is further comprising the steps of: the initial stiffness that diagonal steel is connect with gusset plate into
Row amendment.
Beneficial effects of the present invention are as follows:
Calculation method of the invention carries out Rigidity Calculation by the active element connected to influence angle steel-gusset plate respectively,
The combined initial stiffness for obtaining the connection of angle steel-gusset plate, carrying out calculating by the formula further according to test data can be with
Reference is provided for engineering design.
Detailed description of the invention
Fig. 1 is leading role's steel shearing rigidity schematic diagram in the embodiment of the present invention；
Fig. 2 is rotational stiffness schematic diagram of interior joint of the embodiment of the present invention plate with respect to leading role's steel；
Fig. 3 is the stress diagram of leading role's steel in the embodiment of the present invention；
Fig. 4 is the stress diagram of bolt in the embodiment of the present invention；
Fig. 5 is the Equivalent Mechanical Model figure of bolt in the embodiment of the present invention；
Fig. 6 is the schematic diagram before bolt shear connections sliding deformation of the present invention；
Fig. 7 is the schematic diagram after bolt shear connections sliding deformation of the present invention；.
Appended drawing reference:
1, gusset plate；2, leading role's steel web；3, the first connecting plate；4, the second connecting plate.
KJGLeading role's steel rotational stiffness；KJDBRotational stiffness of the gusset plate with respect to leading role's steel；V1It is calculated by elastic theory
The shearing that inside bolt undertakes；V2The shearing undertaken by the outside bolt that elastic theory calculates；Zv1-V1Act on lower leading role's steel by
Domain height is cut, V up and down is taken1Spacing；Zv2-V2It acts on lower leading role's steel and is cut domain height, take V up and down2Spacing；y1-V1To rotation
The distance at center takes each bolt at a distance from Bolt centroid；y2-V2To the distance of center of rotation, each bolt and Bolt shape are taken
The distance of the heart.
Specific embodiment
The embodiment of the present invention is described in detail with reference to the accompanying drawing.
Embodiment:
Angle steel-gusset plate connection initial stiffness calculation method in a kind of angle steel tower, comprising the following steps:
S1, active element contributive for coupling stiffness is determined；Influence the active element of angle steel tower joints performance
It include: leading role's steel nodes domains are cut, Bolt is cut, leading role's steel and gusset plate screw hole are squeezed.
S2, the rigidity for calculating each active element, since the bearing capacity of such node is mainly resisted with high-strength pressure-bearing type bolt
It cuts to obtain, frictional slip terminates between node initial stiffness of the invention refers to plate, rigid when bolt starts to be cut
Degree.The initial stiffness of node is mainly rigid relative to the rotation of leading role's steel by the shearing rotational stiffness and gusset plate of leading role's steel nodes domains
Degree composition, as depicted in figs. 1 and 2, the rigidity calculated in the step S2 include leading role's steel nodes domains shearing rotational stiffness and
Rotational stiffness of the gusset plate relative to leading role's steel.
At nodes domains leading role's steel with by cut limb it is shear-deformable based on, in order to calculate leading role's steel by cutting the shear-deformable of limb
δJG, can will be considered by cutting limb and be assumed to a short column by shearing action, as shown in Figure 3 (with four bolt hole
For angle steel).For short column, deformation caused by the shearing of deformation ratio caused by moment of flexure is much smaller, therefore ignores caused by moment of flexure
Bending deformation；When there is n bolt, by principle of stacking, angle steel is in each pair of ViThe deformation in effect lower shearing domain is respectively as follows:
It most upper row and most descends between row's bolt by cutting the shear-deformable for δ of limbJG, corner θ, as shown in Figure 3:
δJG=θ Zvn；
Wherein, G is the modulus of shearing of steel；E is the elasticity modulus of steel；ViFor each position spiral shell calculated by elastic theory
The shearing that bolt undertakes；ZviFor ViIt acts on lower leading role's steel and is cut domain height, take V up and downiSpacing, yiFor ViTo center of rotation away from
From taking each bolt at a distance from Bolt centroid, M is by main angle steel by the moment of flexure cutting domain and bearing, AvFor the effective anti-of main angle steel
Cut area.In the present embodiment, ViFor V1, VjFor V2, considerAnd v=0.3 is taken, integrate above-mentioned various i.e. winner
The shearing rotational stiffness calculation formula of angle steel nodes domains:
Gusset plate is actually by bolt clippers bending deformation, leading role's steel bolt hole hole wall and node relative to the rotation of leading role's steel
Caused by the extrusion deformation of crab bolt hole hole wall.Therefore, the relative deflection stiffness of gusset plate can be by the curved rigidity of bolt clippers and hole wall
Stiffness combine is squeezed to obtain.
Bolt shears Rigidity Calculation:
In such node, bolt has certain bending deformation simultaneously based on shear-deformable.By shank of bolt be considered as iron rub it is pungent
Ke Liang solves its shear stiffness using the principle of virtual work and method of unit loads.Bolt strained schematic diagram and Equivalent Mechanical Model such as Fig. 4
With shown in Fig. 5, it is l that bolt, which is equivalent to computational length,ob, the circular section deep beam of both ends consolidation.Plate is equivalent to the effect of bolt
For evenly load q1、q2.It can obtain:
In formula, tf、tjRespectively 1 thickness of leading role's steel web 2 and gusset plate；tdFor spacer for bolt thickness；tn、thRespectively spiral shell
Cap and nut thickness.
Enable q1tf=q2tj=1, A, B point are respectively the midpoint of each connecting plate thickness range, as long as finding out bolt in q1、q2Make
With the relative displacement δ (relative displacement under unit force, i.e. flexibility) of lower A, B point, that is, know the anti-shearing rigidity of bolt.It answers first
It finds out both ends in Fig. 5 and consolidates beam in q1And q2End reaction under effect.The constraint of beam one end is discharged, instead end reactionIt is M, Q with season other end beam end support counter-force, can be found out according to mechanics of materials force methodIn turn
Available beam is in q1And q2Any section turn moment equation M under effectL(x) and shearing equation Vl(x)。
The shear stiffness of bolt is represented with power required for unit relative displacement is generated in beam between A, B point.According to list
Position loading method acts on corresponding virtual unit force in A, B point.The constraint of beam one end is discharged, instead end reactionIt is M with season other end beam end support counter-force1、Q1, can be found out according to mechanics of materials force methodInto
And any section turn moment equation M of the available beam under the effect of virtual unit forceU(x) and shearing equation VU(x)。
It enablesBeam-ends force on cross-section calculated result in the above various situations is as follows:
Wherein: fsFor the pattern factor, to circular section fs=10/9.Take E=206E3N/mm2,
deTake effective diameter of the bolt at shear surface.Wherein:
αi=ci+bi；I=1,2；
a1=teh,b1=tf,c1=tj+ten；a2=tf+teh,b2=tj,c2=ten。
The above calculating gained moment of flexure, shearing consider the shear-deformable influence of beam.Obtain the branch under two kinds of load situations
The moment of flexure of two kinds of load situation underbeams and the distribution of shearing can be calculated separately after seat counter-force, above-mentioned various integration can be obtained into unit
Power acts on the relative displacement (flexibility) of lower bolt A, B point-to-point transmission are as follows:
The 1st is displacement caused by shearing effect in formula, and the 2nd is displacement caused by curvature effect.Bolt mechanical model
Calculated result shows the shear-deformable actual Upsetting of 70%~80% and bolt for accounting for total deformation of bolt (with shear-deformable
Based on) be consistent.ML、VLIt is the moment of flexure and shearing distribution of q effect underbeam；MU、VUIt is the moment of flexure of unit concentrated force effect underbeam
It is distributed with shearing.In formula:
The then shear stiffness of single bolt are as follows:
Hole wall squeezes Rigidity Calculation:
As shown in Figure 6 and Figure 7, the simple shear connection of a high-strength pressure-bearing type bolt.The diameter of bolt is d, and diameter of bolt hole is
d0.The spacing of two side connecting plate of bolt hole is d when non-stress0.Stress rear bolt hole becomes approximate ellipsoidal by circle, if two connect
The major diameter of fishplate bar bolt hole is respectively d1And d2, the spacing of two side connecting plate of bolt hole is Δ.The extrusion deformation of screw rod is not considered,
The total deformation then connected are as follows:
U=Δ-d0=d1+(d2-d)-d0
=(d0-d)+(d1-d0)+(d2-d0)
=Δ0+u1+u2。
The total deformation connected includes: the sliding Δ between the first connecting plate 3 and the second connecting plate 40；First connecting plate 3
With the extrusion deformation u of 4 hole wall of the second connecting plate1、u2.Generally in 1mm-2mm, the extrusion deformation of connecting plate hole wall can adopt slippage
It is obtained with numerical method, in elastic stage, when the variation of the diameter of bolt, plate thickness and steel characteristics, hole wall total deformation ukIt calculates public
Formula are as follows:
fi(N,d,ti, E) be single connecting plate hole wall deformation amount；N is external force, unit N；D is the diameter of bolt, unit mm；
T is the plate thickness of connecting plate, unit mm；E is steel elasticity modulus, takes 206E3N/mm2。
N=1 is enabled, then uk|N-1For the extrusion deformation (flexibility) of the lower hole wall of unit masterpiece.Therefore, hole wall is squeezed and deformed rigid
Spend KKAre as follows:
The relative deflection stiffness of gusset plate calculates:
The extruding rigidity of the shear stiffness of bolt and hole wall is combined and is converted to rotational stiffness.It is assumed that gusset plate
Center of rotation is at Bolt centroid, when multiple active elements are located at sustained height, can use an equivalent stiffness Keq,iCome
Highly locate the rigidity of each active element instead of this；Active element that is identical for stress form but being located at different height position,
An equivalent arm of force Z can be usedeqOriginal arm of force Z is replaced, so that it is rigid to obtain being located at each active element at different height position
The equivalent stiffness K of degreeeq。
Symmetry is considered, using Bolt centroid top half as object, under moment M/2 effects, respectively according to resultant force etc.
Effect and moment equivalence:
KeqZeqθ=∑ Keq,iZiθ；
It can obtain:In ZeqPlace due to bolt cut by
Curved, hole wall is squeezed the deformation of generation are as follows:
δeq=Zeqθ；
S3, according to the rigidity of each active element and the computation model of node, the initial stiffness connected.Connection
Initial stiffness calculation formula are as follows:
Correction formula and correction factor are determined by testing.The calculated results and test result are compared, such as table 1
It is shown.As shown in Table 1, test that the node initial stiffness measured is relatively low compared with theoretical value, test value be equivalent to reason it is on duty by turns 56%~
61%.Therefore, in conjunction with test result, correction formula is proposed.
Table 1
The correction formula are as follows:
Kim=α Kit；
Wherein, correction factor α is 0.59, KimTo correct initial stiffness, KitIt is obtained according to theoretical formula method
The comparison of initial stiffness, experiment value, theoretical value and revised theory value is as shown in table 1, and error is within ± 5%.
Beneficial effects of the present invention are as follows:
Calculation method of the invention carries out Rigidity Calculation by the active element connected to influence angle steel-gusset plate respectively,
The combined initial stiffness for obtaining the connection of angle steel-gusset plate, carrying out calculating by the formula further according to test data can be with
Reference is provided for engineering design.
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 (7)
1. angle steel-gusset plate connection initial stiffness calculation method in a kind of angle steel tower, which is characterized in that including following step
It is rapid:
S1, active element contributive for coupling stiffness is determined；
S2, the rigidity for calculating each active element；
S3, according to the rigidity of each active element and the computation model of node, the initial stiffness connected.
2. angle steel-gusset plate connection initial stiffness calculation method in a kind of angle steel tower according to claim 1,
Be characterized in that, in the step S1, the active element for influencing angle steel tower joints performance include: leading role's steel nodes domains by
It cuts, Bolt is cut, leading role's steel and gusset plate screw hole are squeezed.
3. angle steel-gusset plate connection initial stiffness calculation method in a kind of angle steel tower according to claim 2,
It is characterized in that, the shearing rotational stiffness and gusset plate that the rigidity calculated in the step S2 includes leading role's steel nodes domains are relative to master
The rotational stiffness of angle steel.
4. angle steel-gusset plate connection initial stiffness calculation method in a kind of angle steel tower according to claim 3,
It is characterized in that, the shearing rotational stiffness calculation formula of leading role's steel nodes domains in the step S2 are as follows:
5. angle steel-gusset plate connection initial stiffness calculation method in a kind of angle steel tower according to claim 3,
It is characterized in that, rotational stiffness calculation formula of the step S2 interior joint plate relative to leading role's steel are as follows:
6. angle steel-gusset plate connection initial stiffness calculation method in a kind of angle steel tower according to claim 1,
It is characterized in that, angle steel-gusset plate connection initial stiffness calculation formula in the step S3 are as follows:
7. angle steel-gusset plate connection initial stiffness calculation method in a kind of angle steel tower according to claim 6,
It is characterized in that, the step S3 is further comprising the steps of: the initial stiffness that diagonal steel is connect with gusset plate is modified.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811563583.3A CN109800463A (en) | 2018-12-20 | 2018-12-20 | Angle steel-gusset plate connection initial stiffness calculation method in angle steel tower |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811563583.3A CN109800463A (en) | 2018-12-20 | 2018-12-20 | Angle steel-gusset plate connection initial stiffness calculation method in angle steel tower |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN109800463A true CN109800463A (en) | 2019-05-24 |
Family
ID=66557301
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201811563583.3A Pending CN109800463A (en) | 2018-12-20 | 2018-12-20 | Angle steel-gusset plate connection initial stiffness calculation method in angle steel tower |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN109800463A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110795800A (en) * | 2019-10-22 | 2020-02-14 | 广州广电计量检测股份有限公司 | Screw rigidity determination method |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102635160A (en) * | 2012-01-06 | 2012-08-15 | 浙江大学 | Component based method for acquiring initial rigidity of semi-rigid joints |
| CN206888565U (en) * | 2017-06-29 | 2018-01-16 | 四川省建筑科学研究院 | Bucket type gallows timber joint reinforcing structure is worn suitable for small rotational stiffness |
-
2018
- 2018-12-20 CN CN201811563583.3A patent/CN109800463A/en active Pending
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102635160A (en) * | 2012-01-06 | 2012-08-15 | 浙江大学 | Component based method for acquiring initial rigidity of semi-rigid joints |
| CN206888565U (en) * | 2017-06-29 | 2018-01-16 | 四川省建筑科学研究院 | Bucket type gallows timber joint reinforcing structure is worn suitable for small rotational stiffness |
Non-Patent Citations (1)
| Title |
|---|
| 赵楠: "特高压输电塔半刚性连接节点受力性能及结构非线性分析研究", 《中国优秀博硕士学位论文全文数据库(博士) 工程科技Ⅱ辑》 * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110795800A (en) * | 2019-10-22 | 2020-02-14 | 广州广电计量检测股份有限公司 | Screw rigidity determination method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106055764B (en) | Pneumatic equipment bladess based on three-dimensional shell finite element-beam model are displaced calculation method | |
| Smith et al. | Numerical convergence of simple and orthogonal polynomials for the unilateral plate buckling problem using the Rayleigh–Ritz method | |
| CN101364241A (en) | Structural computation method of shield tunnel liner continuous and nonuniform stiffness model | |
| CN107330230A (en) | A kind of method and system for joinery and its construction node mechanical modeling | |
| CN109800463A (en) | Angle steel-gusset plate connection initial stiffness calculation method in angle steel tower | |
| CN111046482A (en) | Steel truss equivalent stiffness calculation method | |
| CN114218655A (en) | Practical calculation method for shear stress of variable-cross-section corrugated steel web composite beam bridge | |
| CN204001194U (en) | Light steel truss structure integrated building system | |
| CN106599346A (en) | Method for calculating triangular resistance load of shield tunnel in compound stratum | |
| CN117057100A (en) | Be applied to assembled ribbed steel pipe concrete column foot intensity, rigidity calculation model | |
| Azhari et al. | The use of bubble functions for the post‐local buckling of plate assemblies by the finite strip method | |
| Stevens | CARRYING CAPACITY OF MILD-STEEL ARCHES. | |
| CN108875131A (en) | Asymmetric girder steel quadrate steel pipe column node shears evaluation method | |
| CN110704894B (en) | Calculation method for seismic response of cable-stayed bridge tower | |
| CN114626127A (en) | Method, system and equipment for calculating bending moment adjustment coefficient of main material of power transmission tower | |
| Koirala et al. | Seismic Performance Evaluation of Steel Frame Structure Considering Semi-rigid Connections | |
| Uzgider | Inelastic response of space frames to dynamic loads | |
| CN206898704U (en) | A kind of complicated day font component | |
| Rosen et al. | Galerkin method as a tool to investigate the planar and non-planar behavior of curved beams | |
| CN103207205A (en) | Method for computing stagnation temperature of flexural steel member | |
| Oguaghamba et al. | Buckling and Postbuckling Loads Characteristics of All Edges Clamped Thin Rectangular Plate | |
| Wang et al. | Design by Advanced Elastic Analysis: An Investigation of Beam-Columns | |
| CN109610726A (en) | A kind of reinforcing bar and cold-formed thin-walled C steel coupled column destroyed for local buckling | |
| CN205531428U (en) | Big gallows timber tenon fourth of twelve earthly branches node of reinforced (rfd) ancient building of low yield point trompil steel band | |
| Wong et al. | Buckling capacity of gusset plates derived from stability functions |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20190524 |
|
| RJ01 | Rejection of invention patent application after publication |