CN103821224B - High damping steel reinforced concrete frame - Google Patents

Abstract

The invention provides a kind of high damping steel reinforced concrete frame, comprise multiple steel column, each described steel column is fixedly connected with the beam type steel arc linkage section of multiple horizontal expansion, it is characterized in that, described beam type steel arc linkage section comprises from the expanding reach of steel column successively horizontal expansion, weakens section and uniform section section; Described expanding reach becomes large gradually from weakening section to the width of described steel column, and described weakening section to be weakened to central arcuate by the edge of a wing of described beam type steel arc linkage section and formed, two corresponding described in be connected with crossbeam.High damping steel reinforced concrete frame provided by the invention, the edge of a wing of beam type steel arc linkage section is provided with arc weaken, make Nodes plastic hinge, prevent the destruction of nonlinear deformation to joint cores of plastic hinge region, avoid core space concrete cracking, improve core space shear resistance.

Description

High damping steel reinforced concrete frame

Technical field

The present invention relates to reinforced concrete composite structure technical field, particularly relate to a kind of high damping steel reinforced concrete frame.

Background technology

Steel reinforced concrete node has good ductility and energy dissipation capacity.But the plastic hinge region of steel reinforced concrete node generally produces at beam-ends under geological process, the nonlinear deformation of beam-ends plastic hinge region easily causes beam column link weld stress to increase to joint cores infiltration, causes welding seam breaking; In addition, the nonlinear deformation of beam-ends plastic hinge region also easily causes joint cores concrete cracking to the osmosis of joint cores, reduces the concrete shear resistance in joint cores.

Summary of the invention

Provide hereinafter about brief overview of the present invention, to provide about the basic comprehension in some of the present invention.Should be appreciated that this general introduction is not summarize about exhaustive of the present invention.It is not that intention determines key of the present invention or pith, and nor is it intended to limit the scope of the present invention.Its object is only provide some concept in simplified form, in this, as the preorder in greater detail discussed after a while.

The invention provides a kind of high damping steel reinforced concrete frame, there is joint cores concrete cracking, the problem of shear resistance difference in order to solve existing steel reinforced concrete node.

The invention provides a kind of high damping steel reinforced concrete frame, comprise multiple steel column, each described steel column is fixedly connected with the beam type steel arc linkage section of multiple horizontal expansion, described beam type steel arc linkage section comprises from the expanding reach of steel column successively horizontal expansion, weakens section and uniform section section; Described expanding reach becomes large gradually from described weakening section to the width of described steel column, and described weakening section to be weakened to central arcuate by the edge of a wing of described beam type steel arc linkage section and formed, and two corresponding described uniform section sections are connected with crossbeam.

High damping steel reinforced concrete frame provided by the invention, at beam type steel arc linkage section, expanding reach is set, and adopt profile to comprise the weakening section in the camber line portion of line part and the connection of described line part two ends, make, make Nodes plastic hinge, prevent the destruction of nonlinear deformation to joint cores of plastic hinge region, avoid core space concrete cracking, improve core space shear resistance.

Accompanying drawing explanation

Below with reference to the accompanying drawings illustrate embodiments of the invention, above and other objects, features and advantages of the present invention can be understood more easily.Parts in accompanying drawing are just in order to illustrate principle of the present invention.In the accompanying drawings, same or similar technical characteristic or parts will adopt same or similar Reference numeral to represent.

The front view of the high damping steel reinforced concrete frame that Fig. 1 provides for the embodiment of the present invention;

The top view of the node of the high damping steel reinforced concrete frame that Fig. 2 provides for the embodiment of the present invention;

The arc weakened outline figure of the high damping steel reinforced concrete frame that Fig. 3 provides for the embodiment of the present invention;

The front view of the high damping steel reinforced concrete frame local that Fig. 4 provides for the embodiment of the present invention;

Fig. 5 is the A-A sectional view of Fig. 1;

Fig. 6 is the B-B sectional view of Fig. 1;

Fig. 7 is the C-C sectional view of Fig. 1;

Fig. 8 is the D-D sectional view of Fig. 1;

The schematic diagram that the steel column that Fig. 9 provides for the embodiment of the present invention is connected with beam.

Detailed description of the invention

With reference to the accompanying drawings embodiments of the invention are described.The element described in an accompanying drawing of the present invention or a kind of embodiment and feature can combine with the element shown in one or more other accompanying drawing or embodiment and feature.It should be noted that for purposes of clarity, accompanying drawing and eliminate expression and the description of unrelated to the invention, parts known to persons of ordinary skill in the art and process in illustrating.

The front view of the high damping steel reinforced concrete frame that Fig. 1 provides for the embodiment of the present invention; The top view of the node of the high damping steel reinforced concrete frame that Fig. 2 provides for the embodiment of the present invention.As shown in Figure 1 and Figure 2, the high damping steel reinforced concrete frame that the embodiment of the present invention provides, comprise multiple steel column 2, each steel column 2 is fixedly connected with the beam type steel arc linkage section 3 of multiple horizontal expansion, beam type steel arc linkage section 3 comprises from the expanding reach of steel column successively horizontal expansion, weakens section and uniform section section; Expanding reach becomes large gradually from weakening section to the width of steel column, is also namely forming bellend near the end of steel column, weakens the edge of a wing of section by beam type steel arc linkage section and weakens to central arcuate and formed, and two corresponding described uniform section sections are connected with crossbeam.

Actual to use, steel column 2 and beam type steel arc linkage section 3 all can but be not limited to adopt i iron.

High damping steel reinforced concrete frame provided by the invention, the edge of a wing of beam type steel arc linkage section 3 is provided with arc and weakens 4, make Nodes plastic hinge, prevent plastic hinge region 5(see Fig. 4) nonlinear deformation to the destruction of joint cores, avoid joint cores 1 concrete cracking, improve joint cores 1 shear resistance.In addition, owing to having the expanding reach from steel column 2 successively horizontal expansion, make beam end and arc weaken the 4 weakening positions formed and form the differential of bending rigidity, thus make plastic hinge region 5 go out from the end-transfer of beam further.

At beam section steel flange central arcuate weak point beam cast high spin system to form plastic hinge and to improve the energy dissipation capacity at this position, in addition, high damping steel reinforced concrete frame adopts overall assembling connected mode, because this framework have employed assembled integral connected mode, accelerate the construction speed of this kind of framework.

In order to avoid the nonlinear deformation of beam-ends plastic hinge region causes infringement to joint cores, have employed arc at the beam section steel flange of distance joint cores certain distance and weaken, as shown in Figure 2.In Fig. 2, a is the distance a=0.5b of weakened segment distance of positions post _f, can determine the influence degree of beam-to-column joint weld seam according to weakening plastic hinge region, position, b _ffor the width of beam section steel flange.

In Fig. 3, the profile of arc weakening 4 comprises the camber line portion of line part and the connection of described line part two ends, and c≤0.25b _f; Wherein, c is the degree of depth that arc weakens 4, and the degree of depth of arc weakening 4 is used for controlling the position of plastic hinge in beam and the moment of flexure size transmitted to joint cores 1.

The design parameters of the maximum weak point of Fig. 3 section steel flange, demand fulfillment formula (1) and (2).

l≤0.25b _f;…（1）

In formula (1), l is the length of maximum weakening position horizontal segment, mainly controls the scope in maximum stress district, plastic hinge is fully developed within the scope of this, prevents producing stress at this position and concentrates.

b=0.75h _b+0.25b _f;（2）

In formula (2), b is weakening length, mainly in order to control the degree of plastic hinge region distortion, wherein h _bfor the height in shaped steel cross section.

Concentrate in order to avoid the position changed at beam type steel flange section produces stress, this patent have employed arc-shaped transition (as shown in Figure 3) at this position, this arc-shaped transition district is parabolic arc transition, can better avoid like this producing the concentrated phenomenon of stress in this transitional region, through FEM (finite element) calculation repeatedly, the design formulas that this patent provides optimum parabola arc length is:

$s=0.00129+0.999557L+0.016987F+2.481439\frac{F^2}{L},0.05\frac{F}{L}\≤0.1---\left(3\right)$

In formula (3), F is the sagitta of curved portions; L is the curved portions span of arch; S is the arc length of curved portions; b _ffor the width on the beam type steel arc linkage section edge of a wing; Arc weakens 4 and adopts curved portions to carry out transition, and in actual use, the outline line of curved portions is parabola, adopts parabolic transition better can avoid the problem occurring that stress is concentrated.

Be cast with high spin system outside beam type steel arc linkage section 3, high spin system is positioned at arc and weakens 4 places.Weaken 4 places' cast high spin system at arc and further enhancing the energy dissipation capacity of plastic hinge region, and reduce arc and weaken the 4 concrete crackings in place.By arranging arc weakening 4 and weakening 4 places' cast high spin system at arc, plastic hinge is not only made to transfer to the position of flange of beam weakening from beam-ends, thus the nonlinear deformation avoiding beam-ends plastic hinge region causes infringement to joint cores, and owing to weakening the 4 weakening district cast high spin system formed at arc, the energy dissipation capacity at this position is strengthened greatly, and under large shake effect, the residual strength of node improves, reduce earthquake to the destructiveness of node, be convenient to the repair after shaking.

See also Fig. 5, Fig. 6, the outer cover from bottom to top of steel column 2 has multiple stirrup 10, and multiple stirrup 10 is connected by vertical muscle 11, at the bottom of steel column 2 cast high spin system 12, at other position of steel column cast general concrete.

See Fig. 7, Fig. 8, the outside of beam, cover has multiple stirrup 13 from left to right, and multiple stirrup 13 is connected by vertical muscle 14, at the weakening section cast high spin system 15 of beam, other position cast general concrete.

Steel column 2 is cast with concrete and forms column, and initiating terminal and the distance a apart from column of arc weakening 4 are the half of the width on the beam type steel arc linkage section edge of a wing.Lb is the distance that arc weakens to column in the middle part of in the of 4.

In actual use, high spin system comprises each component of following weight portion: cement 100 parts; 42 parts, water; Sand 145 parts; 300 parts, stone; PU(polyurethane; Polyurethane)/EP(epoxy resin; EpoxyResin)/UP(unsaturated polyester (UP); UnsaturatedPolyesterResin) 12 parts, polymer; 5 parts, graphite; High damping fiber 7 parts; Silicon ash 8 parts; Water reducing agent 1 part.

Particularly, PU/EP/UP polymer comprises each component of following weight portion: PU47 part; EP23 part; UP23 part, makes this PU/EP/UP polymer have wide temperature, high damping characteristic, dielectric dissipation factor tan δ >0.6 in the temperature range of 20-75 DEG C.

High damping fiber is the carbon fiber that appearance scribbles high damping coating, and this coating is made up of three steps, and the first step is the glue-line removing carbon fiber surface under argon shield; Second step is then the decomposes utilizing reacting gas, and the carbon fiber surface after coming unstuck deposits catabolite; 3rd step at high temperature carries out graphitization processing.High damping fiber can be filled into the friction in PU/EP/UP polymer network system between fortifying fibre and between fortifying fibre and PU/EP/UP polymer, the slippage between fortifying fibre and PU/EP/UP polymer interface and the dislocation motion of interface thus improve the damping of high damping fiber.

Graphite in high spin system adopts flake graphite filler.Adding of flake graphite filler can expand damping temperature range and the ratio that improve viscoelastic material component in concrete on the one hand, and flake graphite filler can increase the friction between each particle of inside concrete, and interior friction can loss part energy.

Silicon ash is a kind of very thin powder, and adding of silicon ash can make hydrolysis product of cement generation secondary reaction of hydration, generates new gelinite and plays important impact to the Physical and mechanical properties of its macroscopic view.

River sand forms EPS(expanded polystyrene; ExpandedPolystyrcnc) the most important material of light aggregate concrete elastic skeleton, it and portland cement play an important role to the mechanical property (as compressive strength) of EPS light aggregate concrete jointly.River sand can be, but not limited to adopt bulk density to be 1274kg/m3, and water absorption rate is 1%.The stone of plastic hinge region can be, but not limited to select fine and close granite and with corner angle, grading of aggregate should within claimed range, and the maximum particle diameter of aggregate should control between 10-20mm.Water reducing agent can be, but not limited to the non-research work of air entrained type high efficiency water reducing agent of UNF-5 adopting tianjin building academy to produce.

Then cement and sand mix, when configuring, are first evenly added stone by this high spin system, continue mix to evenly, then add graphite and silicon ash, after stirring, then add water and water reducing agent, mix 3-5 minute, ensure that cement particle surface is moistening.Finally add PU/EP/UP polymer and high damping fiber, stir 3-5 minute.

Steel column 2 and beam type steel arc linkage section 3 junction are joint cores, and joint cores is provided with T-shaped stiffening rib 6, and T-shaped stiffening rib 6 is fixedly connected on steel column 2.Particularly, T-shaped stiffening rib 6 can be welded on the web of steel column 2.Itself and steel column 2 edge of a wing and the stirrup of frame outside steel column 2 are formed jointly retrain the concrete of joint cores 1 by arranging T-shaped stiffening rib 6, thus the ability of the raising concrete shear strength in joint cores 1 and distortion.

The length bearing of trend of T-shaped stiffening rib 6 is consistent with the length bearing of trend of steel column 2.

The both sides weakening section are respectively arranged with stiffener, and stiffener is on up and down between two edges of a wing of beam type steel arc linkage section.Prevent the end weakening section beam type steel arc linkage section from lateral buckling occurring, thus affect the rotating property of plastic hinge, and plane can be born to a certain extent and reverse outward.

The relative both sides of steel column 2 are provided with beam type steel arc linkage section 3, and steel column 2 has stiffener 8 with the arranged outside at beam type steel arc linkage section 3 link position place, stiffener 8, in the middle part of the weakening section of one of two beam type steel arc linkage sections 3, extends to the middle part of the weakening section of another beam type steel arc linkage section 3.By arranging stiffener 8, improve the quantity of reinforcement of steel column 2 and beam type steel arc linkage section 3 root, improve the bonding strength of steel column 2 and beam type steel arc linkage section 3 root, the failure position of the node when earthquake is made to be positioned at weakening section, reduce the destructiveness of earthquake to steel column and beam type steel arc linkage section root, be convenient to the repair after shaking.In addition, stiffener 8 extends along the outer rim bending of beam type steel arc linkage section 3 and steel column 2, avoid occurring adopting linearly extended stiffener, when steel column width is larger, perforate on steel column is needed to wear this linearly extended stiffener, and causing the unnecessary weakening of steel column, the problem affecting overall performance occurs.

As shown in Figure 9, when adopting high damping steel reinforced concrete frame to connect, adopt bolt to be fixedly attached to by the web of beam 7 on the web of beam type steel arc linkage section 3, then the upper bottom flange of beam 7 is welded with the upper bottom flange of beam type steel arc linkage section 3 respectively.Adopt this kind of connected mode can accelerating construction progress greatly.

The high damping steel reinforced concrete frame that the embodiment of the present invention provides meets:

The moment of flexure at the yield moment of beam end section steel flange and the maximum weak point place of beam section steel flange should meet formula (4).

$M_{\mathrm{by}}^s=(L_a-a-0.5b)M_{\mathrm{dy}}^s/L_a---\left(4\right)$

In formula (4), for the yield moment of beam type steel end; for the actual yield moment of maximum weakening place of beam section steel flange.

By adjustment weakening depth c, section steel flange can be made to weaken the actual yield moment of center position lower than then have:

$M_b^s/M_{\mathrm{dy}}^s<M_{\mathrm{by}}^s/M_{\mathrm{dy}}^s...\left(5\right)$

Now, the shaped steel weakening center position will be surrendered prior to the shaped steel of beam-ends root.

The yield moment of beam-ends root steel concrete part can according to formulae discovery below:

$M_{\mathrm{dy}}^c=M_{\mathrm{by}}^c{L}_a/l_a...\left(6\right)$

In formula (6), for weakening the yield moment of the maximum weakening place steel concrete of section, l _aweaken the distance of maximum weakening place of section to load(ing) point; L _afor load(ing) point is to the distance of steel column.

In order to ensure that joint cores is not destroyed, this patent have employed 2 technical measures to joint cores: one is carried out strong design of node to joint cores, in case plastic hinge will transfer to joint core region, thus is formed the disadvantageous mechanism of antidetonation.Two is strengthen the constraint to joint cores, the concrete of joint cores is made to be in the state of three pressurizeds, the constraint of joint cores is configured to: one is that internal force in order to ensure beam, post can reliably transmit, usually elongated sash rib is set in the position that post shape steel web is corresponding to bottom flange on beam type steel, on sash rib and post, bottom flange adopts full penetration groove weld, with run-on tab; Bottom flange welding liner plate will cut off, after cutting off, and root of weld weld seam repair welding; Top flange liner plate postwelding retains, and closes with weld seam; Post edge of a wing stiffener and flange of beam uniform thickness.Two is weld T-shaped stiffening rib (as shown in annex Fig. 2) at joint cores post shape steel web, and three is the configurations carrying out stirrup to joint cores.By retraining joint cores concrete at T-shaped stiffening rib, post transverse stiffener, the post edge of a wing and lateral tie.

For girder with rolled steel section en cased in concrete, its Bend bearing capacity be steel reinforced concrete part anti-bending bearing capacity and steel concrete part anti-bending bearing capacity value and.

$\begin{array}{c}{M}_b^0=M_{\mathrm{by}}^{s0}+M_{\mathrm{by}}^{c0}\\ M_{\mathrm{by}}^{s0}=f_a{A}_{\mathrm{af}}\left(H_0{a}_a^{\&prime;}\right)\\ M_{\mathrm{by}}^{c0}=f_y{A}_s{\mathrm{rh}}_0\end{array}....\left(7\right)$

Formula formula (7) f _ytensile reinforcement tensile strength design load; Rh ₀tensile reinforcement centroid of section to the distance of concrete compression area edge, f _afor the tension press-bending strength failure criterion of shaped steel; A _affor beam-ends shaped steel is subject to

The section area of the maximum weak point of pull wing edge, its design formulas is:

A _af=(b _f-2c).t _f……………………(8)

In formula (8), b _fthe width of beam section steel flange, the maximum weakening depth of c beam section steel flange, t _ffor the thickness of beam section steel flange.

The weakening depth of section steel flange of the present invention is identical, has:

$x=\frac{f_y^{\&prime;}{A}_s^{\&prime;}-f_y{A}_s}{f_{c}b}---\left(9\right)$

${\mathrm{rh}}_0=h_0-x/2---\left(10\right)$

F in formula (10) _cget the plastic hinge region high damping polymer concrete actual compressive strength of 90 days in beam.Formula (7) can not considered to use under seismic loading, but under seismic loading, the steel of girder with rolled steel section en cased in concrete plastic hinge region often reach surrenders even strain, and at this moment the bending resistance needed for reality of girder with rolled steel section en cased in concrete plastic hinge region is greater than the design load calculated by formula (7).Therefore, under the effect of seismic load, steel concrete part should calculate according to formula (12), and the bending resistance of Steel Reinforced Concrete Composite Beams plastic hinge region design must consider the actual conditions such as steel strain hardening, local restriction steel are superpower.Under seismic loading, the bend-carrying capacity of steel sections should calculate by formula (11),

$M_{\mathrm{by}}^{s0}={\mathrm{\&lambda;}}_1{f}_a{A}_{\mathrm{af}}(h_0-a_a^{\&prime;})---\left(11\right)$

$M_{\mathrm{by}}^{c0}={\mathrm{\&lambda;}}_2{f}_y{A}_s{\mathrm{rh}}_0---\left(12\right)$

λ in formula (11) ₁for the over-strength factor of steel sections, consider superpower, the shaped steel strain hardening of steel, practical factor that local restriction single-candidate is strengthened outward, at this moment λ ₁λ in=1.33. formula 12 ₂the over-strength factor of steel concrete part, the practical factor that the strain hardening single-candidate that is superpower, reinforcing bar of considering steel is strengthened outward, during design, this value gets λ ₂=1.25; Under seismic loading, the bending over-strength factor φ of the plastic hinge region of Steel Reinforced Concrete Composite Beams _b0can represent with formula (13).

${\mathrm{\&phi;}}_{b0}=M_b^0/M_b...\left(13\right)$

Wherein, Vierendeel girder plastic hinge region shear calculation is as follows:

In order to avoid Vierendeel girder plastic hinge region, shear failure occurring first should be superpower according to the moment of flexure of beam plastic zone, calculates the actual maximum shear V that can bear in beam plastic hinge region _bmax.

$V_{b\max }=M_b^0/l_b---\left(14\right)$

L _bfor inflection point is to the distance of maximum weakening place of beam section steel flange.Plastic hinge region shear resistance can calculate according to formula 14 below:

$V_b=\frac{1}{{\mathrm{\&gamma;}}_{\mathrm{RE}}}(\frac{0.056}{\mathrm{\&lambda;}-0.5}{f}_c{\mathrm{bh}}_o+\frac{1.3}{\mathrm{\&lambda;}+1.5}{f}_{\mathrm{sw}}{t}_w{h}_w+\frac{A_{\mathrm{sv}}}{S}{f}_{\mathrm{yv}}{h}_o)...\left(15\right)$

In formula (15), f _cget the plastic hinge region high damping polymer concrete actual compressive strength of 90 days, t _w, h _wbe respectively the thickness of node area section steel flange and height, λ computing nodes ratio of shear span to effective depth of section f _yvfor the shear strength design load of stirrup, A _svfor the section area t of stirrup _w, h _wbe respectively the thickness of beam section steel flange and height; FS _wfor beam shape steel web tensile strength design load; r _rEfor supporting capacity antidetonation regulation coefficient gets 0.85.

The shear resistance V of beam is obtained according to the Cross section Design of beam _bif, V _b>V _bmaxjust can prevent plastic hinge region from shear failure occurring.

Wherein, the shear calculation of joint cores is as follows:

The shear V that about 3 nodes, the superpower moment of flexure of the position of the maximum weakening of two end carriage plastic hinge region section steel flanges is formed in joint cores with reference to the accompanying drawings _kfor:

$V_k=\frac{(M_{b,l}+M_{b,r})}{(h_b-{2a}_b)}\&times;\frac{H_n}{H}---\left(16\right)$

In formula (16), M _b,l, M _b,rbe respectively maximum weak point place, the beam type steel arc linkage section edge of a wing, the steel column left and right sides consider moment of flexure over-strength factor herein after moment; H is the clear height of adjacent two layers crossbeam; H _nfor the clear height of steel column; h _bfor the depth of section of crossbeam; a _bfor the main muscle centre of form of crossbeam tension is to cross section tension Edge Distance.

The shear resistance design formulas of steel reinforced concrete node can be expressed as with formula (17):

$V_j=\frac{1}{{\mathrm{\&gamma;}}_{\mathrm{RE}}}[\mathrm{\&Psi;}(0.3+0.1\mathrm{\&eta;})f_c{b}_j{h}_j+\frac{A_{\mathrm{SV}}}{s}{f}_{\mathrm{yv}}{h}_j+\frac{1}{\sqrt{3}}{t}_w{h}_w{f}_s+\frac{b_f{h}_f^2}{h_{\mathrm{bw}}}{f}_s]---\left(17\right)$

In formula (17), Ψ is to consider the impact that orthogonal beam improves anti-shear concrete ability; η is ratio of axial compressive force to axial compressive ultimate capacity of section; f _cget the joint cores concrete actual compressive strength of 90 days, b _j, h _jbe respectively breadth of section and the height of post; f _yvfor the shear strength design load of stirrup, A _svfor the section area of stirrup, s is the spacing of stirrup; t _w, h _wbe respectively the thickness of node area section steel flange and height; b _f, h _fbe respectively breadth of section and the height on the crossbeam edge of a wing, h _bwfor the breadth of section of crossbeam Shaped Steel web; f _sfor node area shaped steel tensile strength design load; r _rEfor supporting capacity antidetonation regulation coefficient gets 0.85.

As long as ensure V during actual design _k>V _jjust can ensure that joint cores is not damaged.

Wherein, the shock resistance of frame column (being also steel column) is calculated as follows:

Following two aspects to be noted: one is the maximal bending moment that frame column must can bear beam transmission from the side when shock resistance design is carried out to more than two layers frame columns.Two is need to consider that the dynamic effect of earthquake is on the impact of frame column, and based on above analysis, the bending resistance design of more than two layers frame columns can be determined by formula.

$\begin{array}{c}{M}_c^0={\mathrm{\&phi;}}_{\mathrm{bo}}w{M}_c\\ ={\mathrm{\&phi;}}_{\mathrm{bo}}w(M_{\mathrm{cy}}^{\mathrm{ss}}+M_{\mathrm{cu}}^{\mathrm{rc}})\end{array}...\left(18\right)$

Wherein M _cthe moment of flexure of profile steel concrete column under design earthquake effect, for the bend-carrying capacity of post steel sections, for the bend-carrying capacity of post steel concrete part, φ _bofor the bending over-strength factor of plastic hinge in beam, w is the dynamic magnification factor of pillar, and this value can be determined by formula (19)

w=0.6T ₁+1.2；…………………..（19）

T in formula ₁for the calculating basic cycle of framework, in s, definition

$\mathrm{\&eta;}=\mathrm{\&Sigma;}{M}_c^0/\mathrm{\&Sigma;}{M}_b^0...\left(20\right)$

Wherein, with respectively two layers with the flexural strength sum of upper prop and beam.To the bend-carrying capacity that can reduce framework beam-ends plastic hinge region after beam-ends section steel flange takes dog-bone style weakening near SRC frame joint core space, under the prerequisite not increasing column section, improve the flexural strength of post beam than η, thus contribute to beam plastic hinge and occur prior to post plastic hinge.

Wherein, the shock resistance of bottom column is calculated as follows:

Under large shake effect, bottom column plastic hinge region ductility plays control action for steel frame ductility.This just requires bottom column to cut with scissors have good rotation ductility.Rotate ductility in order to ensure bottom profile steel concrete column plastic hinge region, the generation of frame column plastic hinge region first should be prevented shear failure.If the shear strength of steel reinforced concrete frame bottom column plastic hinge region is greater than the shearing suffered by the reality of bottom column plastic hinge region, can not there is shear failure in steel reinforced concrete frame post plastic hinge region.The shear strength of steel reinforced concrete frame post plastic hinge region can calculate by formula (21):

$V_c=\frac{1}{{\mathrm{\&gamma;}}_{\mathrm{RE}}}(\frac{0.056}{\mathrm{\&lambda;}-0.5}{f}_c{\mathrm{bh}}_o+\frac{1.3}{\mathrm{\&lambda;}+1.5}{f}_{\mathrm{sw}}{t}_w{h}_w+\frac{A_{\mathrm{sv}}}{S}{f}_{\mathrm{yv}}{h}_o+0.056N).---\left(21\right)$

The meaning of the symbol in formula (21) is as follows: f _cget the suspension column plastic hinge region high damping polymer concrete actual compressive strength of 90 days; r _rEsupporting capacity antidetonation regulation coefficient gets 0.8; λ is ratio of shear span to effective depth of section, gets 1< λ <2.5; N is axle power; f _swshape steel web tensile strength design load;

$V_{\mathrm{cj}}=M_c^0/l...\left(22\right)$

Formula (22) the anti-bending bearing capacity of bottom column, can calculate according to formula 18, but not take advantage of dynamic magnification factor; L is the length that bottom column inflection point cuts with scissors to post.Work as V _c>V _cjtime, can guarantee that suspension column plastic hinge region shear failure does not occur.In order to ensure the safe and reliable of under the effect of seismic load bottom column plastic hinge region, when steel reinforced concrete suspension column is designed, embedded column base should be selected.

At the described plastic hinge region cast high spin system determined with before forming plastic hinge, also comprise: determine that whether the shear resistance of described plastic hinge region is qualified, if qualified, pour into a mould high spin system in described plastic hinge region to form plastic hinge;

Determine that whether the shear resistance of described plastic hinge region is qualified to comprise: determine the maximum shear V that can bear described plastic hinge region _bmax; According to the shear resistance V of the Cross section calculation crossbeam of described crossbeam _b; If described V _bbe greater than described V _bmax, then determine that the shear resistance of described plastic hinge region is qualified.In the underproof situation of shear resistance, increase the degree of depth of arrangement of reinforcement or the weakening of reduction arc.I.e. V _bmaxand V _bmeet following relation:

$V_{b\max }=M_b^0/l_b...\left(23\right)$

In formula (23), V _bmaxthe maximum shear that can bear for plastic hinge region is actual; l _bfor inflection point is to the distance of maximum weakening place in the beam type steel arc linkage section edge of a wing;

$V_b=\frac{1}{{\mathrm{\&gamma;}}_{\mathrm{RE}}}(\frac{0.056}{\mathrm{\&lambda;}-0.5}{f}_c{\mathrm{bh}}_o+\frac{1.3}{\mathrm{\&lambda;}+1.5}{f}_{\mathrm{sw}}{t}_w{h}_w+\frac{A_{\mathrm{sv}}}{S}{f}_{\mathrm{yv}}{h}_o)...\left(24\right)$

In formula (24), V _bfor the shear resistance of beam, f _cfor the plastic hinge region high spin system actual compressive strength of 90 days; f _yvfor the shear strength design load of stirrup; A _svfor the section area of stirrup;

V _b>V _bmax...............................................(25)

When the shear resistance of plastic hinge region meets formula (25), can not there is shear failure in plastic hinge region.

$V_k=\frac{(M_{b,l}+M_{b,r})}{(h_b-{2a}_b)}\&times;\frac{H_n}{H}---\left(26\right)$

In formula (26), M _b,l, M _b,rbe respectively maximum weak point place, the beam type steel arc linkage section edge of a wing, the steel column left and right sides consider moment of flexure over-strength factor herein after moment; H is the clear height of adjacent two layers crossbeam; H _nfor the clear height of steel column; h _bfor the depth of section of crossbeam; a _bfor the main muscle centre of form of crossbeam tension is to cross section tension Edge Distance.

$V_j=\frac{1}{{\mathrm{\&gamma;}}_{\mathrm{RE}}}[\mathrm{\&Psi;}(0.3+0.1\mathrm{\&eta;})f_c{b}_j{h}_j+\frac{A_{\mathrm{SV}}}{S_1}{f}_{\mathrm{yv}}{h}_j+\frac{1}{\sqrt{3}}{t}_w{h}_w{f}_s+\frac{b_f{h}_f^2}{h_{\mathrm{bw}}}{f}_s]---\left(28\right)$

In formula (27), Ψ is to consider that four side orthogonal beams get 1.5 to joint constraint influence coefficient, getting 1.00 when not meeting above-mentioned condition; η is ratio of axial compressive force to axial compressive ultimate capacity of section; b _j, h _jbe respectively breadth of section and the height of steel column; f _yvfor the shear strength design load of stirrup; A _svfor the section area of stirrup; s ₁for the spacing of stirrup; t _w, h _wbe respectively the thickness on the node area steel column edge of a wing and height; b _f, h _fbe respectively breadth of section and the height on the crossbeam edge of a wing, h _bwfor the breadth of section of crossbeam Shaped Steel web; f _sfor node area shaped steel tensile strength design load; r _rEfor supporting capacity antidetonation regulation coefficient gets 0.85.

V _k>V _j（29）

When the shear resistance of joint cores meets formula (29), can not there is shear failure in plastic hinge region.

Table 1

Table 1 is the equivalent viscous of the node of plain edition steel concrete node and high damping steel reinforced concrete frame of the present invention.From table 1, the equivalent viscous of the node of high damping steel reinforced concrete frame of the present invention will apparently higher than the equivalent viscous of plain edition steel concrete node, this explanation, weaken section at section steel flange and add high spin system, add the damping of node, make the energy dissipation capacity of node be better than plain edition steel concrete node, thus improve the steel reinforced concrete Seismic Behavior of reduced beam section.

Table 2

Table 2 is the energy dissipation coefficient of high damping steel reinforced concrete frame in common steel reinforced concrete frame and this invention, can find out: in this invention, the energy dissipation coefficient of high damping steel reinforced concrete frame will apparently higher than the energy dissipation coefficient of common steel reinforced concrete frame, this explanation, weaken section at section steel flange and add high spin system, add the damping of framework, make the energy dissipation capacity of this framework be better than common steel reinforced concrete frame, thus improve outer anti-seismic performance of moving the high damping steel reinforced concrete frame of plastic hinge.

Last it is noted that above embodiment is only in order to illustrate technical scheme of the present invention, be not intended to limit; Although with reference to previous embodiment to invention has been detailed description, those of ordinary skill in the art is to be understood that: it still can be modified to the technical scheme described in foregoing embodiments, or carries out equivalent replacement to wherein portion of techniques feature; And these amendments or replacement, do not make the essence of appropriate technical solution depart from the spirit and scope of various embodiments of the present invention technical scheme.

Claims (6)

1. a high damping steel reinforced concrete frame, comprise multiple steel column, each described steel column is fixedly connected with the beam type steel arc linkage section of multiple horizontal expansion, it is characterized in that, described beam type steel arc linkage section comprises from the expanding reach of steel column successively horizontal expansion, weakens section and uniform section section; Described expanding reach becomes large gradually from described weakening section to the width of described steel column, and described weakening section to be weakened to central arcuate by the edge of a wing of described beam type steel arc linkage section and formed, and two corresponding described uniform section sections are connected with crossbeam; Described expanding reach is trapezoidal;

The profile that described arc weakens comprises the camber line portion of line part and the connection of described line part two ends,

c≤0.25b _f；

l≤0.25b _f；

b＝0.75h _b+0.25b _f；

$s=0.00129+0.999557L+0.016987F+2.481439\frac{F^2}{L};$

$0.05\&le;\frac{F}{L}\&le;0.1;$

Wherein, c is the degree of depth that described arc weakens; F is the span of arch of described curved portions; L is described curved portions sagitta; S is the arc length of curved portions; b _ffor the width on the beam type steel arc linkage section edge of a wing; h _bfor the height of beam type steel arc linkage section; B is the length of described curved portions; L is the length of line part;

Be cast with high spin system outside described beam type steel arc linkage section, described high spin system is positioned at arc weakening place;

Described high spin system comprises each component of following weight portion: cement 100 parts; 42 parts, water; Sand 145 parts; 300 parts, stone; 12 parts, PU/EP/UP polymer; 5 parts, graphite; High damping fiber 7 parts; Silicon ash 8 parts; Water reducing agent 1 part;

PU/EP/UP polymer comprises each component of following weight portion: PU47 part; EP23 part; UP23 part.

2. high damping steel reinforced concrete frame according to claim 1, is characterized in that, described steel column is cast with concrete and forms column, and the initiating terminal that described arc weakens and the distance apart from described column are the half of the width on the beam type steel arc linkage section edge of a wing.

3. high damping steel reinforced concrete frame according to claim 1, it is characterized in that, described steel column and described beam type steel arc linkage section junction are joint cores, and described joint cores is provided with T-shaped stiffening rib, and described T-shaped stiffening rib is fixedly connected on described steel column.

4. high damping steel reinforced concrete frame according to claim 3, is characterized in that, the length bearing of trend of described T-shaped stiffening rib is consistent with the length bearing of trend of described steel column.

5. high damping steel reinforced concrete frame according to claim 1, it is characterized in that, the both sides of described weakening section are respectively arranged with stiffener, described stiffener is on up and down between two edges of a wing of described beam type steel arc linkage section, and described stiffener extends along the outer rim bending of described beam type steel arc linkage section and described steel column.

6. high damping steel reinforced concrete frame according to claim 1, it is characterized in that, the relative both sides of described steel column are provided with described beam type steel arc linkage section, and the arranged outside at described steel column and described beam type steel arc linkage section link position place has stiffener, described stiffener, in the middle part of the weakening section of one of beam type steel arc linkage section described in two, extends to the middle part of the weakening section of beam type steel arc linkage section described in another.