CN102635160A - Component based method for acquiring initial rigidity of semi-rigid joints - Google Patents

Component based method for acquiring initial rigidity of semi-rigid joints Download PDF

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CN102635160A
CN102635160A CN2012100025527A CN201210002552A CN102635160A CN 102635160 A CN102635160 A CN 102635160A CN 2012100025527 A CN2012100025527 A CN 2012100025527A CN 201210002552 A CN201210002552 A CN 201210002552A CN 102635160 A CN102635160 A CN 102635160A
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node
rigidity
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type spare
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CN102635160B (en
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王振宇
张劲帆
蒋建群
刘国华
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Zhejiang University ZJU
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Abstract

The invention discloses a method for analyzing and acquiring initial rotational rigidity of semi-rigid joints of a steel structure, which includes: firstly, identifying bearing mechanism of a joint which is activated or not activated under the action of load; secondly, dividing the joint into a series of equivalent T-components, establishing a component model of the T-components, and acquiring initial tensile and compressive rigidity values of the T-components by the component based method; thirdly, simulating the T-components via springs the same in rigidity, simulating the hole joint into a component model composed of a series of springs and members; and fourthly, calculating to obtain the initial rotational rigidity of the joint component model, and predicting and acquiring rigidity of the component in a plastic stage and an intensive stage according to the principle of triple lines. By the method, problems that joint property simulation distorts and results are inaccurate in design and calculation of steel structure semi-rigid joints according to the existing European codes due more varieties of components and complex relation of the components are solved. The method is high in accuracy and reliability.

Description

A kind of assembly type acquisition methods of semi-rigid node initial stiffness
Technical field
The present invention relates to steel construction design-build field, relate in particular to a kind of acquisition methods of semi-rigid node initial stiffness of steel work.
Background technology
Steel work is the important fabric structure forms of industry such as building, water conservancy, traffic, mine, is widely used in the every field of the national economic development.
Node is the crucial coupling part in the building structure, and joint behavior directly influences frame construction under load action, and especially the global behavior under the dynamic load function has significant impact for the stressed of total and safety.In case node destroys, structural element can not play a role by force again.Be simplified to desirable hinged or rigidly connect fully the beam column of framework is connected habitually in the past.In fact, the engineering node is difficult to accomplish to be to rigidly connect fully or desirable hinged.In european norm (EuroCode3, EuroCode4) and Japanese standard, by the framework rotational stiffness and have or not sidesway can be divided into three types of rigidity, semi-rigid and hinged joints.Semi-rigid node has both advantages in addition concurrently, and allows limited rotation and have structural damping, so help the monolithic stability and the power consumption of structure.
Generally, present stage double rigid joint Mechanical Characters of Composite Ground grasp still abundant inadequately, Chinese Code for design of steel structures (GB50017--2003) do not propose how to realize yet semi-rigid node designing and calculating, require standard and implementation step etc.European norm EuroCode3 is split as a series of independently basic modules with node load-bearing performance, and the mechanical characteristic of the assembly that is activated is represented with the spring with identical or close mechanical characteristic.Not only be convenient to carry out semi-rigid design of node based on the nodal analysis method of assembly method, and be very suitable for containing the general frame mechanical analysis of great deal of nodes, be widely used in structural entity design, collapsed and fields such as large deformation calculating, structure fire-resistant.Therefore be necessary very much the assembly type analytical method of the semi-rigid node of further research and extension.
In the current Eurocode3 standard, adopt a spring to simulate to each assembly of node, the problem that this method exists is: it is more that the assembly kind of work possibly participated in (1), easily the assembly that is activated individually of omission.(2) contact between numerous assemblies is complicated, causes the distortion to the simulation of node proterties.Compare with Eurocode3, the difference of this method is that with T type spare be the fundamental analysis unit, and with each TType spare is simulated with a spring.The step of this method is more succinct and clear and definite; And proposed bolt targetedly and drawn assembly rigidity, edge of a wing curved scissors assembly rigidity and web to be drawn the computational methods of assembly rigidity etc.; The number of springs of node component formula model reduces; Visible with the test result contrast, the node initial stiffness that this method obtains has higher precision.
Summary of the invention
The objective of the invention is to deficiency, the acquisition methods of the semi-rigid node initial stiffness of a kind of steel work is provided to prior art.
For solving the problems of the technologies described above, solution of the present invention is: the semi-rigid node of a kind of steel work rotates the analysis and the acquisition methods of initial stiffness, may further comprise the steps:
(1) be identified in the carrying mechanism that the load action lower node is activated and is not activated, the participation work under certain loading status that is meant that is activated, not being activated is meant under certain loading status and has neither part nor lot in work;
(2) the component situation according to the work of participating in that is activated is split as a series of equivalences to node TType spare;
(3) basis TThe geometry of type spare and mechanics parameter are set up TThe assembly type model of type spare, and obtain with the assembly type method TThe initial tension and the compression stiffness values of type spare;
(4) TType spare is with the spring simulation with same stiffness;
(5) be modeled as the assembly type model that a series of springs and rod member are formed to integral node;
(6) calculate the initial rotation rigidity that obtains node component formula model;
(7) use the tri linear criterion, predict and obtain the plastic stage and the strain rigidity of node.
The invention has the beneficial effects as follows; The present invention overcome existing european norm calculate for the semi-rigid design of node of steel work in because the assembly kind is more and assembly between the contact complicacy cause to the distortion of node proterties simulation and the result that obtains of institute problem accurately inadequately, have higher accuracy and reliability.
Description of drawings
Fig. 1 is a node rigidity preparation method flow chart;
Fig. 2 is a T type spare tension initial stiffness preparation method flow chart;
Fig. 3 does TType spare failure mode sketch map;
Fig. 4 is T type spare force analysis and assembly type illustraton of model;
Fig. 5 connects the geometric parameter (unit: mm) figure of test component TC-1 for base angle, top steel, web double angle;
Fig. 6 is the geometric parameter (unit: mm) figure that T type spare connects test component TA-1;
Fig. 7 connects the geometric parameter (unit: mm) figure of test component TB-1 for extended end plate;
Fig. 8 connects the geometric parameter (unit: mm) figure of test component TB-2 for extended end plate;
Fig. 9 is the assembly type illustraton of model of test component TC-1;
Figure 10 is the assembly type illustraton of model of test component TA-1;
Figure 11 is the assembly type illustraton of model of test component TB-1 and TB-2;
Figure 12 is moment of flexure-angle relation comparison diagram of test component TA-1;
Figure 13 is moment of flexure-angle relation comparison diagram of test component TB-1;
Figure 14 is moment of flexure-angle relation comparison diagram of test component TB-2;
Figure 15 is moment of flexure-angle relation comparison diagram of test component TC-1.
The specific embodiment
General technical route of the present invention:
The selection steel structure node TType spare is as analyzing elementary cell, according to TThe Mechanical Characters of Composite Ground of type spare and failure mode are set up TThe assembly type model of type spare.Be the node equivalence a series of on this basis TThe initial stiffness of node is also finally obtained in the combination of type spare.
Describe the present invention in detail below in conjunction with accompanying drawing, it is more obvious that the object of the invention and effect will become.
As shown in Figure 1, the acquisition methods that the present invention is based on the semi-rigid node initial stiffness of steel work that assembly sends out comprises the steps:
Step 1: be identified in the carrying mechanism that the load action lower node is activated and is not activated, the participation work under certain loading status that is meant that is activated, not being activated is meant under certain loading status and has neither part nor lot in work.
General bean column node is activated and the carrying mechanism of bearing load has that bolt is drawn, the edge of a wing is drawn with web by the stretch bending shear web to be cut this several kinds of load-bearing mechanism.
Step 2: the carrying mechanism situation of participating in work according to being activated is split as a series of equivalences to node TType spare.
In step 1, grasped and be activated and after participating in the distribution and stressing conditions of carrying mechanism of work, can use a series of equivalences to node TThe combination of type spare replaces.Owing to thinking that the be activated carrying mechanism of the work of participating in is relatively independent, so do not change the whole stressed mechanism of node like this.
Step 3: according to TThe geometry of type spare and mechanics parameter are set up TThe assembly type model of type spare, and obtain with the assembly type method TThe initial tension and the compression stiffness values of type spare.
As shown in Figure 2, for TType spare tension initial stiffness preparation method flow chart.At first under the tensile load operating mode, differentiate TEach stand-alone assembly that is activated in the type spare and participates in work; Through calculating or test confirm the to be activated mechanical characteristic of assembly, comprise that bolt is drawn assembly, edge of a wing curved scissors assembly and web to be drawn assembly, and describe then with spring with identical or close mechanical characteristic; To represent the synthetic node simplified model of groups of springs of each independent bearing mechanism at last, in order to research TThe whole mechanical property of type spare.
TThe stressed proterties of type spare, assembly type model and concrete computational analysis method are following:
Position according to the node plastic hinge occurs is different, and the T type spare failure mode under the axle tension can be divided into bolt and draw bad (Mode1), the edge of a wing to produce plastic hinge (Mode2) and unite three kinds of destructions (Mode3), like Fig. 3.And then can analyze be activated be that bolt is drawn, edge of a wing curved scissors destroys and web is drawn three kinds of load-bearing mechanism, i.e. three kinds of assemblies.Calculate the maximum load capacity and the rigidity of these three kinds of assemblies at first respectively, integrate then and obtain integral body TThe mechanical characteristic of type spare.
1. bolt is drawn assembly:
The receiving greatly most of single bolt draws bearing capacity to be:
?； （1）
f Yb Be the yield strength of bolt, A b Be single bolt section area.
The ultimate bearing capacity that drawn of single bolt is:
Figure 202980DEST_PATH_IMAGE002
； ?（2）
f Ub Ultimate strength for bolt.
The initial stiffness of single bolt elastic stage is:
Figure 982717DEST_PATH_IMAGE003
； （3）
l b Be bolt degree of being elongated, EModulus of elasticity for bolt material.
2. edge of a wing curved scissors assembly:
TThe rigidity on the type spare edge of a wing is taken as the ratio that the suffered pulling force of frange plate and frange plate are out of shape, the wherein distortion of frange plate under the web tension under tension
Figure 315609DEST_PATH_IMAGE004
For:
Figure 129981DEST_PATH_IMAGE005
； （4）
In the following formula, first the displacement in equality right side for the moment of flexure generation, second is the displacement that axle power produces, the 3rd is the displacement that shearing produced.Edge of a wing load-bearing rigidity is formed, is expressed as by web to bolt (AB section) and bolt to frange plate end (BC section) two parts rigidity K Fv1 , K Fv2 The influence of T type spare AB section axle power is less; So can be similar to the influence of only considering to receive curved scissors, its distortion is:
Figure 154231DEST_PATH_IMAGE007
； ?（5）
In the following formula
Figure 22010DEST_PATH_IMAGE009
, ,
Figure 707386DEST_PATH_IMAGE011
The internal force that causes for actual loading;
Figure 382081DEST_PATH_IMAGE012
,
Figure 905466DEST_PATH_IMAGE013
,
Figure 335310DEST_PATH_IMAGE014
The internal force that causes for illusory unit load; VBe shearing suffered on the cross section; kBe the cross sectional shape coefficient of shearing strain, square-section desirable 6/5.
So AB section rigidity is:
Figure 514619DEST_PATH_IMAGE015
； （6）
In the formula l AB For A, BDistance between two points, GBe the steel cutting modulus:
Figure 789742DEST_PATH_IMAGE016
?； （7）
Get poisson's ratio , then formula (6) is:
； ?（8）
Wherein, t f Be frange plate thickness, A Vf Be the frange plate sectional area.
TThe influence of type spare BC section axle power and moment of flexure is all less, so can be similar to the influence of only considering shearing, its distortion
Figure 434985DEST_PATH_IMAGE019
For:
Figure 451482DEST_PATH_IMAGE020
?； （9）
So BC section rigidity is:
Figure 949459DEST_PATH_IMAGE021
?； （10）
In the formula l BC For B, CDistance between two points.
TThe yield failure of the type spare edge of a wing is judged according to fourth strength theory:
Figure 721106DEST_PATH_IMAGE022
?； （11）
Where ,
Figure 491933DEST_PATH_IMAGE024
,
Figure 844417DEST_PATH_IMAGE025
is the danger point of the three components of principal stress.
Figure 724649DEST_PATH_IMAGE026
is equivalent stress;
Figure 162583DEST_PATH_IMAGE027
is allowable stress
So can extrapolate the edge of a wing AThe vertical pulling force maximum value in some place is:
Figure 517954DEST_PATH_IMAGE028
?； （12）
Figure 990523DEST_PATH_IMAGE029
is the bending sections coefficient in the formula, and other symbol is the same.
Consider symmetry, get AThe edge of a wing spring tension yield limit at some place is:
Figure 103973DEST_PATH_IMAGE030
； （13）
Similarly, B, CThe edge of a wing between the point mainly receives shearing action, and shear stress reaches
Figure 966887DEST_PATH_IMAGE031
The time material get into plastic state, so development of maximum shear strength is:
Figure 191195DEST_PATH_IMAGE032
； ?（14）
W z Be the bending sections coefficient, f Y.f Be the yield strength of steel, A Vf1 Be edge of a wing shear(ing) area, A Vf2 Be the edge of a wing, nut below shear(ing) area.
3. web is drawn assembly:
Web is drawn maximum load capacity to be:
Figure 252691DEST_PATH_IMAGE033
?； （15）
f Y.w For TThe yield strength of type spare web steel, A w For TThe cross section under tension of type spare web is long-pending.
The rigidity of being drawn of web is:
Figure 474725DEST_PATH_IMAGE034
?； （16）
h w For TType spare is drawn the height of web.
Because frange plate plate end is drawn initial stage bolt distortion hour to have compressive stress to occur at node, shown in Fig. 4 (a), visual frange plate is a lever when therefore calculating, and bolt strained is plate end pressure and pulling force sum.
The assembly type model of T type spare:
Position and mutual contact according to each component place can construct the T type spare simplified model of being made up of spring and rod member, shown in Fig. 4 (b).
TThe whole tension initial stiffness design formulas of type spare is following:
； （17）
Wherein l BC , l AC Be respectively among Fig. 2 (a) B, CWith A, CBetween distance.
Similarly can also be right TIts assembly type model is analyzed and set up to the pressurized proterties of type spare, but equivalence TType spare pressurized mainly is TThe web pressurized of type spare also is the column web pressurized, so its initial compressional stiffness is the web material compressional stiffness.
Step 4: TType spare is with the spring simulation with same stiffness;
Obtained through after the step 3 TThe initial stiffness value of type spare replaces after calculating with the spring with identical initial stiffness then TType spare.
Step 5: the assembly type model that is modeled as integral node a series of springs and rod member composition;
At each TSubstitute one with a spring on the residing position of type spare TType spare so just can obtain integral node assembly type model, and this model is made up of with connecting each other according to certain spatial relation a series of springs.
Step 6: calculate the initial rotation rigidity that obtains node component formula model;
The initial rotation rigidity of node component formula model can be obtained by computes under the small deformation situation:
Figure 852934DEST_PATH_IMAGE036
?； （18）
In the formula: K Cwc Be column web pressurized rigidity, K Cwv For column web is cut rigidity, K t For being drawn the integral rigidity of assembly, h 0 Be the clear height of node component formula model, promptly go up most and under spring between vertical distance.
Step 7: use the tri linear criterion, predict and obtain the plastic stage and the strain rigidity of node.
The tri linear criterion that adopts among the present invention is: when moment of flexure arrived 2/3 plastic moment value, slope was got 1/7 initial stiffness value; After moment of flexure reached the plastic moment value, slope was got 1/40 initial stiffness value.
Embodiment
With certain result of the test and this method result's contrast is specifically have a try mode and result's accuracy of example explanation.This light steel frame beam, post all adopt Q235-B hot rolled H-shaped (GB/T11263-1998), and beam adopts HN300 * 150 * 6 * 9, and post adopts HW200 * 200 * 8 * 12, and beam actual measurement tensile yield strength average is 280N/mm 2, post actual measurement tensile yield strength average is 275N/mm 2, adopt 10.9 grades of M20 friction-type high-strength bolts to connect.The detailed geometric parameter of test node such as Fig. 5,6,7,8.Wherein pushing up the angle steel model that base angle steel, web double angle connect test specimen TC-1 is L90 * 10, and the T type connector steel plate thickness of TA-1 is 12mm, and the T-steel model is 175 * 150 * 12 * 12, and column web all is added with stiffening rib in case post member unstability flexing at first.
According to this method, can obtain assembly type model with spring, rod member composition, like Fig. 9,10, shown in 11, wherein each spring is all represented corresponding equivalent T type spare.
In Fig. 9, K Cwv For column web is cut rigidity; K Tt1 Be top angle steel or end plate equivalence TThe extensional rigidity of type spare; K Tc1 Be bottom angle steel or end plate equivalence TThe pressurized rigidity of type spare; Be respectively the equivalence of web angle steel or end plate TType spare is drawn, pressurized rigidity; K Tt Be the top TThe type connecting key is drawn rigidity; K Tc Be the bottom TType spare pressurized rigidity; Distance for bottom flange centreline space on the beam.In the assembly type model of semi-rigid node, equivalence TType spare pressurized mainly is TThe web pressurized of type spare then has K Tc = K Cwc The assembly that drawn of semi-rigid node is drawn equivalent T type spare more than the node bending resistance neutral axis, so K Tt = K t Then bring the initial rotation Rigidity Calculation formula that formula (18) gets the assembly type model into:
Figure 34517DEST_PATH_IMAGE037
； ?（19）
For test specimen TC-1, following formula also should change to some extent K Tc =(a+b) K Tc2 + K Tc1 K Tt =(a+b) K Tt2 + K Tt1 In the formula a, bFor factor of proportionality and equal≤1, can obtain by the distance calculation of each equivalent spring to the bending resistance neutral axis.Through calculating, the result of calculation that obtains semi-rigid node initial stiffness is seen table 1.
Table 1: the test value of node initial stiffness and calculated value comparison (
Figure 224190DEST_PATH_IMAGE038
)
The test specimen numbering Result of the test This paper result
TA-1 17.1 16.8
TB-1 18.8 17.0
TB-2 19.0 18.6
TC-1 11.1 8.8
Visible by result of calculation, that initial stiffness is maximum is test specimen TB-2, secondly is that extended end plate connects test specimen TB-1 and TA-1, and what rigidity was minimum is that base angle, top steel, web double angle connect test specimen TC-1.Wherein, the initial stiffness of TB-2 is that the former link plate thickness is greater than the latter greater than the reason of TB-1; The TA-1 test specimen calculates initial stiffness and is that greater than the reason of TC-1 test specimen the primary structure member (bolt, connecting elements etc.) of TA-1 more concentrates on the top and the bottom of beam, more helps strengthening the anti-bending strength of node.Table 1 has provided result of calculation and the result of calculation of this paper method of the test value of node initial stiffness, and contrast shows that node initial stiffness and test value that this paper calculates are very approaching.
Moment of flexure-corner the performance of the tri linear model description node that adopts is specially: when moment of flexure arrived 2/3 plastic moment value, slope was got 1/7 initial stiffness value; After moment of flexure reached the plastic moment value, slope was got 1/40 initial stiffness value.Moment of flexure-angle relation the curve and the result of the test that calculate node are also identical fine, see Figure 12,13,14,15 for details.
With respect to prior art, the invention has the beneficial effects as follows:
Adopt the inventive method, can obtain the semi-rigid node initial stiffness of steel work easily, and with this initial stiffness as basic index, obtain plasticity rigidity and strengthen rigidity according to the prediction of tri linear criterion.The initial stiffness value is in the moment of flexure that has reflected the elastic stage node and the relation of corner, and the tri linear criterion can be predicted and has enough accuracies plastic stage and strain curve.The present invention has clear and definite design formulas and normalized implementation step, and the semi-rigid node initial stiffness of the structure that is obtained is more accurate, can avoid omitting the assembly that is activated individually and the contact between the assembly, has significant characteristic and advantage.
At last, it should be noted that above what enumerate only is specific embodiment of the present invention.Obviously, the invention is not restricted to above embodiment, many distortion can also be arranged.In implication suitable and any change in the scope, all should think to be included in the scope of claims with claims of the present invention.

Claims (1)

1. the semi-rigid node of a steel work rotates the analysis and the acquisition methods of initial stiffness, it is characterized in that this method may further comprise the steps:
(1) be identified in the carrying mechanism that the load action lower node is activated and is not activated, the participation work under certain loading status that is meant that is activated, not being activated is meant under certain loading status and has neither part nor lot in work;
(2) the component situation according to the work of participating in that is activated is split as a series of equivalences to node TType spare;
(3) basis TThe geometry of type spare and mechanics parameter are set up TThe assembly type model of type spare, and obtain with the assembly type method TThe initial tension and the compression stiffness values of type spare;
(4) TType spare is with the spring simulation with same stiffness;
(5) be modeled as the assembly type model that a series of springs and rod member are formed to integral node;
(6) calculate the initial rotation rigidity that obtains node component formula model;
(7) use the tri linear criterion, predict and obtain the plastic stage and the strain rigidity of node.
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CN105912800A (en) * 2016-04-27 2016-08-31 重庆大学 Design method of completely-assembling frame of low-rise building
CN106897495A (en) * 2017-01-20 2017-06-27 湖北省路桥集团有限公司 The Calculation on Stability of Compressed Bar method of structures with semi-rigid joints and application
CN109800463A (en) * 2018-12-20 2019-05-24 重庆顺泰铁塔制造有限公司 Angle steel-gusset plate connection initial stiffness calculation method in angle steel tower
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
CN110705144A (en) * 2019-09-06 2020-01-17 青岛理工大学 Method for determining optimal tooth arrangement rate of bolt and tooth combined force transmission steel-wood node
CN111307614A (en) * 2020-03-31 2020-06-19 广西交科集团有限公司 Method for measuring bending and shearing rigidity of continuous beam in sections
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* Cited by examiner, † Cited by third party
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CN105912800A (en) * 2016-04-27 2016-08-31 重庆大学 Design method of completely-assembling frame of low-rise building
CN105912800B (en) * 2016-04-27 2018-12-18 重庆大学 The design method of the full assembling frame of low-rise building
CN106897495A (en) * 2017-01-20 2017-06-27 湖北省路桥集团有限公司 The Calculation on Stability of Compressed Bar method of structures with semi-rigid joints and application
CN109800463A (en) * 2018-12-20 2019-05-24 重庆顺泰铁塔制造有限公司 Angle steel-gusset plate connection initial stiffness calculation method in angle steel tower
CN110705144A (en) * 2019-09-06 2020-01-17 青岛理工大学 Method for determining optimal tooth arrangement rate of bolt and tooth combined force transmission steel-wood node
CN110705144B (en) * 2019-09-06 2023-03-14 青岛理工大学 Method for determining optimal tooth arrangement rate of bolt and tooth combined force transmission steel-wood node
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
CN111307614A (en) * 2020-03-31 2020-06-19 广西交科集团有限公司 Method for measuring bending and shearing rigidity of continuous beam in sections
CN111307614B (en) * 2020-03-31 2022-06-10 广西交科集团有限公司 Method for measuring bending and shearing rigidity of continuous beam in sections
CN112417552A (en) * 2020-11-06 2021-02-26 中国建筑第七工程局有限公司 Design method of semi-rigid connection node of low-multi-layer assembled concrete beam column
CN112417552B (en) * 2020-11-06 2024-03-08 中国建筑第七工程局有限公司 Design method of low multilayer assembled concrete beam column semi-rigid connection node

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