CN200992750Y - Combined hot-rolled angle steel huckling-proof support - Google Patents

Abstract

A combinational hot-rolled angle steel anti-buckling bracket (BRAB) is disclosed, which belongs to the field of civil engineering structure energy-dissipating and shock-absorbing technology. Currently, steel core used for anti-buckling bracket in international market is all low yielding point steel, while domestic steel material market still can not provide high quality low yielding point steel and products in batch, and section shape of steel materials can not be selected. Thus engineering requirements can not be met. A carbon structure hot-rolled angle steel with yield strength of 300-400 MPa is adopted for the utility model to make steel cores with section meeting engineering requirement; section area A < C > of steel core working section meets the condition of: 0.5A<1>is less than or equal to A<C > is less than or equal to 0.8A<1>, length l<C>, 0.4l is less than or equal to l<C> is less than or equal to 0.7l; thickness of gap between structures is 1.5 to 2.5 times of lateral deformation when steel core bears pressure and yields. The utility model of the combinational hot-rolled angle steel anti-buckling bracket is of stable energy consumption, good stability, good low cycle fatigue resistance and shock resistance performance, and capable of meeting multiple needs of engineering shock resistance design and boosting sideway movement resistance rigidity of structures.

Description

The anti-support of buckling of combined hot-rolled angle steel

One, technical field

The anti-support (BRAB) of buckling of combined hot-rolled angle steel belongs to civil engineering structure energy-dissipating and shock-absorbing technical field, is mainly used in structural engineering, civil structure engineering.

Two, background technology

When needs increase lateral displacement stiffness of structure, improve structural seismic capacity, can use the anti-support of buckling when improving structural seismic performance, and it is installed between the important node of civil engineering structure (Fig. 1).Anti-lateral deflection is supported generally by the steel core, outside steel pipe and the connection fittings that scribble surperficial isolated material and establish tectonic gap and is formed filling concrete mortar or concrete (Fig. 1) in the space between steel core and the outside steel pipe.Steel core is only born when work and is drawn, pressure.Surface isolated material and tectonic gap can allow steel core flexible in outsourcing material, and outsourcing cement mortar and steel pipe can increase monolithic stability, avoid steel core pressurized unstability.Steel core before surrender for structure provides endurance and stiffness, but after surrender earthquake energy.Hysteresis loop has full, regular characteristics (Fig. 2) under course under cyclic loading.

At present, on the one hand, the used anti-steel core that supports of buckling of Japan and the United States is the low-yield steel, and actual yield strength is lower than 300MPa, and is that have even low to 180MPa.For example, in September, 2002, (the University of California of Berkeley University of California, Berkeley) Cameron Black, people such as Nicos Makris are in the article of " Component Testing; Stability Analysis and Characterization ofBuckling-Restrained Unbonded Braces ", in February, 2003, (the University of California of San Diego University of California, Berkeley) Steve Merritt, Chia-Ming Uang, the steel core material of being developed that people such as GianmarioBenzoni mention in the article of " Subassemblage Testing of Core brace Buckling-Restrained Braces ", the yield strength of actual test is 266-282MPa.The experience of Japan and the United States is, has only the low-yield of use material, heavy in section (realizing high rigidity) could be not only used, but also surrender early (low surrender bearing capacity) can be accomplished, and then the protection agent structure.

Yet because aspects such as market and designing techniques, China's steel market still can not provide high-quality low-yield steel and goods in batches.National Specification is not made terms of delivery (as the Q195 steel) to the mechanical property of low-yield steel.The structural steel that has a large capacity and a wide range is generally Q235 and above carbon steel and the higher low-alloy steel of intensity.Actual measurement shows that the actual yield strength of these steel is higher than 300MPa mostly.As, in July, 2006 such as the Li Yan of Harbin Institute of Technology, the test intensity at the Q235 steel described in " experimental study of anti-flexing steel supporting damping device " article reached 321MPa.If high yield strength material steel core in using is had any problem on the high rigidity of realization/low surrender bearing capacity, high rigidity/needed multiple performance parameters of seismic design such as height surrender bearing capacity.

On the other hand, the anti-steel core section shape that supports of buckling generally used of Japan and the United States is " one " font and " ten " shaped sections.But the hot-rolled profile that the China mainland building materials market provides has band steel, angle steel, channel-section steel, T-steel (the channel-section steel cold cut is cut and formed), i iron, H shaped steel etc. multiple, does not have " ten " font material.Be difficult to satisfy actual engineering to big rigidity, surrender the demand of bearing capacity greatly as only using " one " font steel (band steel) to make steel core.Except that band steel, other section bar or be that the cross section does not have the disymmetry axle, or be difficult to be connected with gusset plate.If make " ten " shaped sections with the steel plate welding, owing to there are problems such as thermal stresses, permanent set and material fragility in long line, degree of depth solder technology, under the unfavorable conditions of heavily stressed and cyclic reverse loading, welded section may have problems in anti-low-cycle fatigue.

To sum up, use the anti-support of buckling under the present background of China's steel market, have two aspect problems to need to be resolved hurrily, one is to use the problem of middle and high yield point steel, and another is the problem of steel core section shape.

Three, utility model content

The purpose of this utility model is to use the homemade hot-rolled angle steel that has a large capacity and a wide range, by the anti-support of buckling of rational cross section combining form, manufacturing technology and designing technique manufacturing, solve the relevant issues that aspects such as present homemade structural steel yield strength is higher, section bar is inapplicable are brought.Under the prerequisite that guarantees stress performance, anti-seismic performance and reduction cost, make it to become the anti-substitute of buckling and supporting of import.

For achieving the above object,, preferentially select the low-yield steel outside the homemade Q235 steel subrogate country for use according to the supply position in structural steel market, China's Mainland.Use homemade hot-rolled angle steel to make up (Fig. 3),, solve steel core section shape problem through the anti-support steel core of buckling of simple and mechanical processing and fabricating.Use working sections reduction technology, guarantee that the anti-surrender of supporting of buckling occurs in active section (Fig. 4).By adjusting the multiple demand of active section length implementation structure seismic design.

The anti-support of buckling of a kind of combined hot-rolled angle steel mainly comprises the steel core, the outside steel pipe that scribble surperficial isolated material and establish tectonic gap, and cement mortar between steel core and the outside steel pipe or concrete is characterized in that:

The equilateral double angle cross section of steel core section for the top being combined into by two hot rolling equal leg angles, the inequilateral double angle cross section that two hot rolling unequal angles or L shaped steel are combined into the top, the inequilateral double angle tee T cross section that limb edge-to-edges such as two hot rolling unequal angles or L shaped steel are combined into, four equilateral four angle steel cross sections that hot rolling equal leg angle opposite side is combined into, one of inequilateral four angle steel cross sections that limb edge-to-edges such as four hot rolling unequal angles or L shaped steel are combined into.

Occur in active section in order to ensure the anti-surrender of supporting of buckling, and satisfy the multiple demand of seismic design of structures, described steel core is that 300-400MPa carbon structure hot-rolled angle steel or L shaped steel combine top or opposite side by yield strength; The section area of steel core active section and inoperative section satisfies formula (1)

0.5A ₁≤A _c≤0.8A ₁ (1)

A wherein _cSteel core active section section area, A ₁Steel core end cross-sectional area; And the length l of steel core active section _cSatisfy formula (2):

0.4l≤l _c≤0.7l (2)

L wherein _cBe the length of steel core active section, l is for supporting entire length.

In order to guarantee that steel core can freely stretch, and prevent that steel core from local buckling taking place, when the thickness of described tectonic gap surrender for the steel core pressurized 1.5-2.5 of lateral deformation times.

When steel core section is inequilateral double angle or double L-shaped steel tee T cross section (Fig. 6), because steel core active section cross section and non-working surface section type heart conllinear not causes non axial internal force to exist.For avoiding this situation, take method at steel core inoperative section limb back welding additional accessory plate (Fig. 7), the thickness of additional accessory plate is identical with the thickness of steel core, and length is identical with steel core inoperative segment length, height z _aCalculate by formula (3):

$z_a=\frac{1}{t}[\sqrt{t^2{z}^{*2}+2t{A}_0(z_0-z^{*})}-t{z}^{*}]---\left(3\right)$

In the formula, t is the additional accessory plate thickness; z ^*Be work segment type heart height; A ₀Be the angle cross section area; z ₀Be angle steel type heart height.

Make for convenience, can adopt the weldering of spot welding or end face that angle steel is combined into the steel core in required cross section to top or opposite side welding earlier after, adopt again active section weakened and handle or, form the reduction active section the mode that the inoperative section is strengthened handling.

Described active section weakens processing and is meant that the active section acropodium to steel core cuts, for guaranteeing active section performance surrender effect, satisfy surrender bearing capacity demand and rationally using steel, the cutting yardstick c (Fig. 5,6) of acropodium satisfies the requirement of formula (1), and active section adopts transition camber line or transition skew lines to be connected (Fig. 8) with the inoperative section.

Described inoperative section is strengthened processing and is meant that with width be c ₁, thickness is identical with web thickness, length is identical with steel core inoperative segment length stiffening plate welds reinforcement (Fig. 9) to the steel core end, for guaranteeing active section performance surrender effect, satisfying the bearing capacity demand and rationally use steel, stiffening plate width c ₁Determine by following principle:

1. satisfy the requirement of formula (1) through strengthened steel core end cross-sectional area and active section section area.

2. when steel core adopted inequilateral double angle or double L-shaped steel tee T cross section combining form, the steel core end was strengthened handling the back section type heart and should be consistent with the active section section type heart, specifically carries out as follows:

Employing waits width stiffening plate, the additional accessory plate (Figure 10) that the limb back side throat thickness in steel core inoperative segment limit equates with web thickness, length equates with steel core inoperative section, additional accessory plate height z ' _aBy similarly formula (4) is definite with formula (3).

${z^{\&prime;}}_a=\frac{1}{t}[\sqrt{t^2{z}^{*2}+2t{A^{\&prime;}}_0({z^{\&prime;}}_0-z^{*})}-t{z}^{*}]---\left(4\right)$

In the formula, t is the additional accessory plate thickness; z ^*Be work segment type heart height; A ' ₀Be the angle cross section area after strengthening processing; Z ' ₀Be angle steel type heart height after strengthening processing.

The anti-axial rigidity that supports of buckling of the utility model can be calculated by formula (5):

$K_a=\frac{1}{\frac{l_c}{E_c{A}_c}+\frac{l_t}{E_c{A}_t}+\frac{l_l}{E_l{A}_l}}---\left(5\right)$

E in the formula _c, E _lBe respectively steel core and the modulus of elasticity that is connected steel, l _l, A _lLinkage section length, sectional area; l _t, A _tTransition section length, sectional area; l _c, A _cActive section length, sectional area.

Adjusting active section length/sectional area ratio as can be known by formula (5) (is l _c/ A _c) can in a big way, carry out the rigidity adjustment.At active section sectional area A _c(depend on seismic design to the demand of surrender bearing capacity and satisfy formula (1)) one, regularly for the rigidity requirement that satisfies engineering design and guarantee installation constitution, the length adjustment scope of active section should meet the requirement of formula (6).

0.4(l _c+l _t+l ₁)≤l _c≤0.7(l _c+l _t+l _l) (6)

L wherein _lBe linkage section length, l _tBe transition section length, l _cBe active section length, three's sum is the anti-entire length l that buckles and support.

Advantage of the present utility model and beneficial effect are:

1. the utility model uses the homemade carbon steel hot-rolled angle steel that has a large capacity and a wide range to make the anti-support of buckling, found the substitute of the low-yield steel of present domestic construction steel market shortage, use the method for combined hot-rolled angle steel, solved the present domestic problem that lacks hot rolling star section shaped steel through simple and mechanical processing and fabricating steel core.

2. the active section cross section reduction technology and the relative configurations that the utility model proposes, can guarantee combined hot-rolled angle steel anti-buckle to be supported on realize under the course under cyclic loading that active section draws/the lateral deflection clothes, unstability not, the effect that thereby realizable force-displacement hysteresis loop is full, the power consumption stable, anti-low cycle fatigue property is good, have excellent anti-seismic performance, on performance, be not less than similar imported product.

3. by adjusting active section/inoperative segment length and area ratio, can realize the difference collocation of high rigidity/low surrender bearing capacity, high rigidity/height surrender bearing capacity, the anti-support product of buckling of combined hot-rolled angle steel possesses plurality of specifications, satisfies the demand of earthquake resistant engineering design.

4. the anti-support applications of buckling that provides of the utility model is extensive, can install and use in steel work, steel composite construction, concrete structure, all can use new construction and existing structure stabilization works.

5. manufacture craft is simpler, design, easy for installation, non-maintaining, replaceable.Can reduce the Structural Engineering cost greatly.

Four, description of drawings

Anti-certain (herringbone) the installation situation and the ordinary construction of buckling and supporting of Fig. 1

Wherein: 1 steel core; 2 cement mortar or concrete; 3 surperficial isolated material and tectonic gaps; 4 outside steel pipes.

The anti-axle power-racking test curve of buckling and supporting of Fig. 2.

The steel core section form that Fig. 3 the utility model is used

(a) equilateral double angle cross section; (b) inequilateral or L type double angle tee T cross section;

(c) inequilateral or L type double angle cross section; (d) equilateral four angle steel cross sections;

Wherein: 1 steel core; 2 cement mortar or concrete; 3 surperficial isolated material and tectonic gaps; 4 rectangular steel tubes or round steel pipe; 5 additional accessory plates.

The anti-work segmentation of buckling and supporting of Fig. 4

Wherein: (1) active section; (2) changeover portion; (3) linkage section; (4) inoperative section; l _lLinkage section length; l _tTransition section length; l _cActive section length, the anti-support entire length of buckling of l.

The anti-support structure of buckling of Fig. 5 cross double angle

Wherein: the cutting yardstick of c acropodium.

The anti-support structure of buckling of Fig. 6 T-shaped double angle

Wherein: 5 additional accessory plates; Z ^*Steel core working sections type heart height; Z _aThe additional accessory plate height.

Fig. 7 working sections cutting back guarantees the conforming additional accessory plate height of the section type heart

Wherein: z ₀Angle cross section type heart height; y ₀The angle cross section spindle; Y steel core working sections spindle; z ^*Steel core working sections type heart height; T additional accessory plate thickness=steel core thickness.

Two kinds of connected modes of Fig. 8 changeover portion

Wherein: (a) transition camber line; (b) transition skew lines

Fig. 9 forms weak active section with angle steel in end reinforcement

Figure 10 inoperative section is strengthened handling the back and is guaranteed the conforming additional accessory plate height of the section type heart

Wherein: z ' ₀The strengthened angle cross section type of inoperative section heart height; Y ' ₀The strengthened angle cross section spindle of inoperative section; Z ' _aThe strengthened additional accessory plate height of inoperative section; c ₁End reinforcement plate width; 6 end reinforcement plates.

Figure 11 is provided with anti-framework that supports or the framework first layer plane arrangement diagram that center support is set of buckling

Wherein: 1. the anti-support of buckling of double angle " ten " font cross section steel core has been adopted in expression; 2. the anti-support of buckling of double angle " fourth " font cross section steel core has been adopted in expression.

Figure 12 pushes away and covers analytic approach result of calculation relatively (bottom center pillar shearing-relative storey displacement relation)

Wherein: the NB framework is the framework that center support is set; The BRAB framework is that the anti-framework of buckling and supporting of combined hot-rolled angle steel is set.

The interlaminar shear distribution factor change procedure of the anti-support frame of buckling of Figure 13

Wherein: 1 ^StFl., 2 ^NdFl., 3 ^RdFl., 4 ^ThFl. represent the 1st, 2,3,4 floors respectively; Load(ing) point is to push away the loading sequence that covers when analyzing in proper order.

Five, the specific embodiment

Certain four layers of steel framed structure, the about 5000m of building area ², first floor height 4.8m, standard floor height 4.2m, structure height overall 17.4m.Adopt profiled sheet overlapping layers superstructure, the flooring live load is 2.5kN/m ² Seismic fortification intensity 8 degree, the basic earthquake acceleration 0.2g of structure, II class place, the design earthquake is grouped into first group.

1. the anti-design and fabrication of buckling and supporting of steel framed structure type selecting and combined hot-rolled angle steel

1) type selecting of main body steel framed structure, the anti-endurance and stiffness of buckling and supporting: the colum network size of main frame structure is determined in requirement according to building function, (GB50017-2003) post of main frame structure, the cross section of beam is selected in the requirement of vertical load bearing capacity and vertical displacement according to " Code for design of steel structures ".For guaranteeing the requirement of lateral displacements satisfied " Code for design of steel structures " under maximum wind action, on main body frame, set up the anti-support of buckling, endurance and stiffness is provided jointly, determine the anti-total endurance and stiffness and the quantity of buckling and supporting thus.The anti-support of buckling also will be resisted geological process with main body frame.

2) calculating of the anti-supporting section of buckling: utilize the anti-support stiffness of buckling of the utility model combined hot-rolled angle steel characteristics adjustable and that the surrender bearing capacity is adjustable to calculate section area.Specifically be after step 1) has been determined the support endurance and stiffness, to carry out geological process calculating to the anti-framework that supports of buckling is set, and determine to support the internal force of being born according to the collaborative work or the rigidity ratio of framework and support.According to the selected anti-cross section of buckling and supporting of this internal force.After sectional area is determined, utilize the utility model formula (5) to calculate active section length.

In this step, delay anti-surrender opportunity, the raising structural entity antidetonation surrender level of buckling and supporting as need, can also utilize the utility model further to increase the anti-section area of buckling and supporting, thereby receive the effect that can reach with advanced " based on the seismic design theory of condition ".This also is that the utility model is easy to realize an advantage of " based on the Seismic Design Method of condition ".

3) the anti-design of buckling and supporting: according to step 1), 2) support stiffness, section area, the active section length result who determines, designed go out anti-buckle to support list in table 1.Under the prerequisite that guarantees rigidity, section area and active section length, real type selecting steel can also be adopted other section forms shown in Figure 3.But be convenient construction and processing and fabricating, reduce the product specification kind as far as possible, the structure choosing of table middle section has equilateral double angle " ten " font cross section, two kinds in inequilateral double angle " fourth " font cross section, four kinds of active section length.When specifically on the structural plan, arranging, according to symmetry, evenly, the principle that helps reducing construction torsion carries out.Be selected in architectural appearance, the impregnable position of function of use.Anti-the buckling of this case supported by " people " font (Fig. 1) installation, and particular location is referring to Figure 11, and wherein, X establishes 4 altogether to every layer and prevents buckling supports, and Y establishes 8 anti-supports of buckling altogether to every layer.The material of steel core is homemade Q235 steel, and yield strength is pressed 300MPa and calculated.

Table 1: table is selected in the anti-design of supporting steel core of buckling for use

Layer	Direction	Support stiffness kN/mm	Active section section area mm 2	Active section length m m	Tension surrender bearing capacity kN	Real type selecting steel *	Shaped steel section area mm 2	Quantity
									4	X	77	1000	4000	300	①2L63/8	1903	4
3	X	161	2080	4000	624	①2L90/10	3432	4
									2	X	229	2960	4000	888	①2L125/10	4874	4
1	X	219	2960	4277	888	①2L125/10	4874	4
									4	Y	76	820	3355	246	①2L63/8	1903	8
3	Y	163	1773	3355	532	②2L100/80/8	2788	8
									2	Y	209	2267	3355	680	②2L100/80/10	3432	8
1	Y	218	2600	3679	780	②2L125/80/10	3942	8

* annotate: 1. the anti-support of buckling of equilateral double angle " ten " font cross section steel core has been adopted in expression, and concrete structure as shown in Figure 5; 2. the anti-support of buckling of inequilateral double angle " fourth " font cross section steel core has been adopted in expression, and concrete structure as shown in Figure 6.

4) the anti-fabrication and installation of buckling and supporting: the used anti-support of buckling of this case is undertaken by following 5 key steps.

A. according to the selected angle steel of table 1, adopt the weldering of spot welding or end face that angle steel is welded the steel that are combined into the required cross section of table 1 to top or opposite side earlier, carry out machining, be made into length and area and meet the steel core that table 1 requires by method shown in Fig. 5,6.And weld a spacing card in the middle part of steel core active section, to prevent that occurring inoperative between steel core and the outsourcing material slides.The available bolt of spacing card, angle cleat etc. are made.

B. smear the isolated material of making by resin material, thickness 1mm in steel core surface.Wait to tie hard back and paste clearance material to form tectonic gap, tectonic gap thickness is respectively 0.6mm (acropodium position) and 0.1mm (non-acropodium position).

C. steel core is put into rectangular steel tube or round steel pipe, done temporary fixed.

D. in the space of steel pipe and steel core joints cement mortar or concrete and maintenance to design strength.

E. main frame structure construction, welding node plate and necessary reinforcement, connection material, anti-the buckling of lifting supported and with torque spanner connecting bolt screwed.

2. structural seismic effect analysis and contrast

1) structural calculation model

For saying something, this case has designed three kinds of structural systems: anti-buckling supported steel frame, center support steel frame and ordinary steel framework.Three kinds of structure Design conditions are identical, and the latter's seismic design of structures (GB50011-2001) is carried out with reference to existing national standard " seismic design provision in building code ".Frame-generic member section determining dimensions not only will satisfy the static(al) requirement for bearing capacity, also will satisfy the seismic design requirement.The beam of center support framework and the anti-support frame of buckling, column cross-section size determine that according to the vertical bearing capacity checking computations are preliminary the antidetonation bearing capacity is by framework and support common guarantee.

The Static Elasto-Plastic Analysis method (push away and cover analytic approach) of using " seismic design provision in building code " to allow is calculated and is analyzed FEM (finite element) model.Its central sill, post adopt given bending component unit in the SAP2000 calculation procedure, and beam, styletable are established plastic hinge to simulate the stressed behavior after in a single day member enters elastoplasticity.Superstructure adopts the plate unit, on add area load.Center support adopts an axle power bar unit, establishes pressurized critical force limit value, surpasses this critical force and then thinks component failure.Anti-buckling supported the non-linear axle of employing power unit, and the restoring force model adopts non-linear KINE model.Push away that to cover the loading mode that analytic approach adopts be that del loads continuously.Dead load, live load, wind load are static load, once apply to finish.

2) result of calculation comparison and analysis

Figure 12 covers the shearing-relative storey displacement result who analyzes gained first floor intermediolateral column for X to pushing away.As can be seen from this figure, the frame column (the NB framework among the figure) of band center support is approaching with the initial stiffness of the anti-carriage trestle (the BRAB framework among the figure) of buckling of band, but when side direction pushes away the power of covering and reaches certain level, the whole unstability of center support meeting occurrence of large-area of pressurized, supporting capacity can reduce suddenly, can't realize the target of no collapsing with strong earthquake.The anti-framework of buckling and supporting of band, because the anti-support rate of buckling is introduced into surrender stage earthquake energy, structural entity rigidity can corresponding reduction, but supporting capacity can not reduce, and structural entity ductility and energy dissipation capacity improve greatly.As can be seen from Figure 12, in the middle of three kinds of structures, have only the BRAB framework to reach the three levels target of providing fortification against earthquakes fully.The frame-generic rolled steel dosage is many, and big shake has a large amount of beams, post member to enter yield situation down, and permanent set is bigger, shake back rehabilitation expense height.

The anti-support frame of buckling pushes away the power of covering in side direction to begin to load in the process of the displacement that reaches capacity, and the distribution of interlaminar shear and heavy distribution condition are plotted among Figure 13.As can be seen, at elastic stage, anti-buckling supported total interlaminar shear of bearing 62%-78%, and all keeps this ratio constant substantially in this stage.Cover to the 18th step when pushing away, yield phenomenon appears in each layer anti-support of buckling successively.Simultaneously, begin to increase in the ratio of bearing with the framework pillar of layer position of cutting of holding.Be pushed into for the 35th step during the left and right sides, a small amount of beam begins to occur yield phenomenon, causes the gathering way of interlaminar shear ratio of some floor frame-generic to descend gradually.When surrender appears in the beam-ends cross section of some (after the 50th step), anti-buckling supported the interlaminar shear ratio of bearing with framework and maintained separately about 50%, covers end until pushing away.

In addition, further research and analyse and learn, if use the eccentric support frame or the bone shape tie-beam framework that have energy dissipating beam section, though the anti-support frame of buckling of structural seismic performance and this case maintains an equal level, but the permanent set that after excessive shake, in energy dissipating beam section, keeps, to make the superstructure and the enclosed structure that are attached thereto produce bigger expendable permanent set, repair difficulty increasing, expense raising.And the anti-support frame of buckling is to be cost with the yield deformation that supports, and main body frame or most framework (depending on designing requirement) can keep elasticity, and the enclosed structure distortion of depending on it is less, also just reduced rehabilitation expense.The anti-support of buckling belongs to metal yield type damper, does not need regular maintenance, has reduced the lifelong cost of building effectively.Even indivedual anti-buckling are supported the appearance damage, also are to change easily.

3) conclusion

This project has been used the anti-support of buckling of the utility model combined hot-rolled angle steel, and the steel core steel are taken from building materials market, continent Q235 carbon steel and hot-rolled angle steel.The anti-support of buckling of two kinds of steel core structures, four kinds of active section length has been installed respectively in vertical, horizontal.Obtained multiple (each floor is different) rigidity/surrender Design of Bearing Capacity parameter by adjusting active section length with section area, made structure possess necessary lateral deformation stiffness and antidetonation bearing capacity.

The analysis showed that, use the anti-support frame structure of buckling of combined hot-rolled angle steel of the present utility model, force mechanism is clear and definite, the structure power consumption is stable, anti-vibration defense lines is reasonable, realize that fully not bad, the middle shake of little shake can be repaiied, the target of providing fortification against earthquakes of no collapsing with strong earthquake, anti-seismic performance is better than center support framework and frame-generic.Under big shake, can protect agent structure and non-structural element effectively, also can realize seismic design of structures based on condition.The rolled steel dosage of the anti-support frame of buckling is less, owing to used steel and the hot-rolled steel section that has a large capacity and a wide range on the Chinese market, is expected to reduce greatly structural cost than imported product again.

Compare with bone shape tie-beam framework with the accentric support framework with energy dissipating beam section, the anti-support frame anti seismic efficiency of buckling of combined hot-rolled angle steel maintains an equal level or slightly well. But the utility model will be surrendered energy dissipation control and support inside anti-buckling, and can effectively protect agent structure, non-structural element and affiliated facility, and the rear rehabilitation expense of shake is low or be excused from a college course multiple. The utility model simple structure, non-maintaining, difficulty of construction is little, can install at decoration stage, to the construction condition that offers convenience.

Claims (4)

1. the anti-support of buckling of combined hot-rolled angle steel mainly comprises the steel core, the outside steel pipe that scribble surperficial isolated material and establish tectonic gap, and cement mortar between steel core and the outside steel pipe or concrete is characterized in that:

The equilateral double angle cross section of steel core section for the top being combined into by two hot rolling equal leg angles, the inequilateral double angle cross section that two hot rolling unequal angles or L shaped steel are combined into the top, the inequilateral double angle tee T cross section that limb edge-to-edges such as two hot rolling unequal angles or L shaped steel are combined into, four equilateral four angle steel cross sections that hot rolling equal leg angle opposite side is combined into, one of inequilateral four angle steel cross sections that limb edge-to-edges such as four hot rolling unequal angles or L shaped steel are combined into.

2. the anti-support of buckling of a kind of combined hot-rolled angle steel according to claim 1 is characterized in that:

Described steel core is that 300-400MPa carbon structure hot-rolled angle steel or L shaped steel combine top or opposite side by yield strength; The section area of steel core active section and inoperative section satisfies formula (1)

0.5A ₁≤A _c≤0.8A ₁ (1)

A wherein _cSteel core active section section area, A ₁Steel core end cross-sectional area; And the length l of steel core active section _cSatisfy formula (2):

0.4l≤l _c≤0.7l (2)

L wherein _cBe the length of steel core active section, l is for supporting entire length.

3. the anti-support of buckling of a kind of combined hot-rolled angle steel according to claim 1 is characterized in that: the 1.5-2.5 of lateral deformation doubly when described tectonic gap thickness was surrendered for the steel core pressurized.

4. the anti-support of buckling of a kind of combined hot-rolled angle steel according to claim 1, it is characterized in that: when steel core section was inequilateral double angle or double L-shaped steel tee T cross section, the inoperative section limb back welding and assembling height of steel core was z _a, the additional accessory plate that thickness is identical with steel core thickness, length is identical with steel core inoperative segment length, additional accessory plate height z _aCalculate by formula (3):

$z_a=\frac{1}{t}[\sqrt{t^2{z}^{*2}+2t{A}_0(z_0-z^{*})}-t{z}^{*}]---\left(3\right)$

In the formula, t is the additional accessory plate thickness; z ^*Be work segment type heart height; A ₀Be the angle cross section area; z ₀Be angle steel type heart height.

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