CN103821224A - High-damping steel reinforced concrete frame - Google Patents

Abstract

The invention provides a high-damping steel reinforced concrete frame which comprises a plurality of section steel columns. Each section steel column is fixedly connected with a plurality of beam section steel arc connection sections which extend horizontally. The high-damping steel reinforced concrete frame is characterized in that each beam section steel arc connection section comprises an expansion section, a weakening section and a uniform section part which extend horizontally in sequence from the corresponding section steel column; the expansion sections gradually become wider from the weakening sections to the section steel columns, the weakening sections are formed by weakening the section steel columns from the flanges to the centers in an arc mode, and a cross beam is connected between two corresponding weakening sections. According to the high-damping steel reinforced concrete frame, the arc weakened parts are arranged on the flanges of the beam section steel arc connection sections, a plastic hinge at the joint moves outwards, nonlinear deformation of a plastic hinge area is prevented from damaging a core area of the joint, cracking of concrete of the core area is avoided, and shear capacity of the core area is improved.

Description

High damping steel reinforced concrete frame

Technical field

The present invention relates to reinforced concrete composite structure technical field, relate in particular 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 is generally created in 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 the basic comprehension about some aspect of the present invention is provided.Should be appreciated that this general introduction is not about exhaustive general introduction of the present invention.It is not that intention is determined key of the present invention or pith, and nor is it intended to limit the scope of the present invention.Its object is only that the form of simplifying provides some concept, using this as the preorder in greater detail of discussing after a while.

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

The invention provides a kind of high damping steel reinforced concrete frame, comprise multiple steel columns, on each described steel column, be fixedly connected with the beam shaped steel arc linkage section of multiple horizontal expansions, described beam shaped 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 greatly gradually from described section to the width of described steel column that weakens, and the described section that weakens is weakened and forms to center arc by the edge of a wing of described beam shaped steel arc linkage section, and two corresponding described uniform section sections are connected with crossbeam.

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

Accompanying drawing explanation

Below with reference to the accompanying drawings illustrate embodiments of the invention, can understand more easily above and other objects, features and advantages of the present invention.Parts in accompanying drawing are just in order to illustrate principle of the present invention.In the accompanying drawings, same or similar technical characterictic 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 part 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.

The specific embodiment

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

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 columns 2, on each steel column 2, be fixedly connected with the beam shaped steel arc linkage section 3 of multiple horizontal expansions, beam shaped 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 greatly gradually from weakening section to the width of steel column, also forms bellend in the end near steel column, and the edge of a wing that weakens Duan Youliang shaped steel arc linkage section weakens and forms to center arc, and two corresponding described uniform section sections are connected with crossbeam.

In actual use, steel column 2 and beam shaped 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, on the edge of a wing of beam shaped steel arc linkage section 3, be provided with arc and weaken 4, make Nodes plastic hinge, prevent that plastic hinge region 5(is referring to Fig. 4) the destruction of nonlinear deformation to joint cores, avoid joint cores 1 concrete cracking, improved joint cores 1 shear resistance.In addition,, due to the expanding reach having from steel column 2 successively horizontal expansion, make beam end and arc weaken the 4 weakening positions that form and form the differential of bending rigidity, thereby further make plastic hinge region 5 go out from the end-transfer of beam.

Pour into a mould high damping concrete to form plastic hinge and to improve the energy dissipation capacity at this position at beam section steel flange center arc weak point beam, in addition, high damping steel reinforced concrete frame adopts overall assembling connected mode, because this framework has adopted assembled integral connected mode, accelerate the construction speed of this kind of framework.

Nonlinear deformation for fear of beam-ends plastic hinge region causes infringement to joint cores, has adopted arc weakening, as shown in Figure 2 at the beam section steel flange apart from joint cores certain distance.In Fig. 2, a weakens the distance a=0.5b of position apart from post _f, can determine according to weakening plastic hinge region, position b to the influence degree of beam column attachment weld _ffor the width of beam section steel flange.

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

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

l≤0.25b _f;…（1）

In formula (1), l is the maximum length that weakens position horizontal segment, is mainly the scope of controlling maximum stress district, makes plastic hinge fully development within the scope of this, prevents from producing at this position stress and concentrates.

b=0.75h _b+0.25b _f; （2）

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

Producing stress for fear of the position in the alternation of cross-section of beam section steel flange concentrates, this patent has adopted 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), the sagitta that F is 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 shaped 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 can better avoid the problem that occurs that stress is concentrated.

Beam shaped steel arc linkage section 3 is outer is cast with high damping concrete, and high damping concrete is positioned at arc and weakens 4 places.Weaken 4 places cast high damping concrete at arc and further strengthened the energy dissipation capacity of plastic hinge region, and reduced arc and weaken the 4 concrete crackings in place.By arc weakening 4 being set and weakening 4 places' cast high damping concrete at arc, not only make plastic hinge transfer to from beam-ends the position that flange of beam weakens, thereby avoid the nonlinear deformation of beam-ends plastic hinge region to cause infringement to joint cores, and owing to weakening the 4 weakening district cast high damping concrete that form at arc, the energy dissipation capacity at this position is strengthened greatly, and under large shake effect, the residual strength of node improves, reduce the destructiveness of earthquake to node, be convenient to the repair after shake.

Separately, referring to Fig. 5, Fig. 6, the outer cover from bottom to top of steel column 2 has multiple stirrups 10, and multiple stirrups 10 connect by vertical muscle 11, at the bottom of steel column 2 cast high damping concrete 12, at other position cast general concrete of steel column.

Referring to Fig. 7, Fig. 8, the outside of beam, cover has multiple stirrups 13 from left to right, and multiple stirrups 13 connect by vertical muscle 14, at the weakening section cast high damping concrete 15 of beam, other position cast general concrete.

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

In actual use, high damping concrete comprises the each component of following weight portion: 100 parts of cement; 42 parts, water; 145 parts of sands; 300 parts, stone; PU(polyurethane; Polyurethane)/EP(epoxy resin; Epoxy Resin)/UP(unsaturated polyester (UP); Unsaturated Polyester Resin) 12 parts, polymer; 5 parts, graphite; 7 parts of high damping fibers; 8 parts of silicon ashes; 1 part of water reducing agent.

Particularly, PU/EP/UP polymer comprises the 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 ℃.

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 under argon shield, to remove the glue-line of carbon fiber surface; Second step is the decomposes of utilizing reacting gas, on the carbon fiber surface after coming unstuck, deposits catabolite; The 3rd step is at high temperature to carry out graphitization processing.High damping fiber can be filled into the friction between fortifying fibre and between fortifying fibre and PU/EP/UP polymer in PU/EP/UP polymer network system, thus the damping that the dislocation motion of the slippage between fortifying fibre and PU/EP/UP polymer interface and interface has improved high damping fiber.

Graphite in high damping concrete adopts flake graphite filler.Adding on the one hand of flake graphite filler can expand damping temperature range and improve the ratio of viscoelastic material component in concrete, and flake graphite filler can increase the friction between the 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 its macroscopical Physical and mechanical properties is played to important impact.

River sand is to form EPS(expanded polystyrene; Expanded Polystyrcnc) the most important material of light aggregate concrete elastic skeleton, it and the portland cement jointly mechanical property to EPS light aggregate concrete (as compressive strength) play an important role.It is 1274kg/m3 that river sand can be, but not limited to adopt bulk density, 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 be in claimed range, and the maximum particle diameter of aggregate should be controlled 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 that adopts tianjin building academy to produce.

Then this high damping concrete, in the time of configuration, first evenly adds stone by cement and sand mix, continues mix to evenly, then adds graphite and silicon ash, after stirring, then adds water and water reducing agent, and mix 3-5 minute guarantees that cement particle surface is moistening.Finally add PU/EP/UP polymer and high damping fiber, stir 3-5 minute.

Steel column 2 is joint cores with beam shaped steel arc linkage section 3 junctions, and joint cores is provided with T shape stiffening rib 6, and T shape stiffening rib 6 is fixedly connected on steel column 2.Particularly, T shape stiffening rib 6 can be welded on the web of steel column 2.Make the common concrete constraint forming joint cores 1 of itself and steel column 2 edges of a wing and the stirrup of frame outside steel column 2 by T shape stiffening rib 6 is set, thereby improve the ability of the concrete shear strength in joint cores 1 and distortion.

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

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

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

As shown in Figure 9, while adopting high damping steel reinforced concrete frame to connect, adopt bolt the web of beam 7 to be fixedly attached on the web of beam shaped steel arc linkage section 3, then the upper bottom flange of beam 7 is welded with the upper bottom flange of beam shaped steel arc linkage section 3 respectively.Adopt this kind of connected mode 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 maximum weak point of the yield moment of beam end section steel flange and beam section steel flange place 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 shaped steel end;

for the actual yield moment of maximum weakening place of beam section steel flange.

By adjusting weakening depth c, can make section steel flange weaken the actual yield moment of center position

lower than

have:

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

Now, the shaped steel that weakens 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 calculate according to formula 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 guarantee that joint cores do not destroy, the employing of this patent to joint cores 2 technical measures: the one, strong design of node has been carried out in joint cores, in case plastic hinge will be transferred to joint core region, thereby form the disadvantageous mechanism of antidetonation.The 2nd, strengthen the constraint to joint cores, the state of the concrete that makes joint cores in three pressurizeds, the constraint of joint cores is configured to: the one, for the internal force that guarantees beam, post can transmit reliably, conventionally on post shape steel web and beam shaped steel, corresponding position, bottom flange arranges elongated horizontal stiffening rib, on horizontal stiffening 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 seals with weld seam; Post edge of a wing stiffener and flange of beam uniform thickness.The 2nd, weld T-shaped stiffening rib (as shown in appendix Fig. 2) at joint cores post shape steel web, the 3rd, to the configuration of carrying out stirrup of joint cores.By joint cores concrete being retrained 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.

$\begin{array}{c}{\mathrm{<figure-callout\; id="0"\; label="M\; b"\; filenames="HDA0000469562800000041.png"\; state="\{\{state\}\}">M</figure-callout>}}_b^{}=M_{\mathrm{by}}^{\mathrm{<figure-callout\; id="0"\; label="s"\; filenames="HDA0000469562800000041.png"\; state="\{\{state\}\}">s</figure-callout>}0}+M_{\mathrm{by}}^{c0}\\ M_{\mathrm{by}}^{\mathrm{<figure-callout\; id="0"\; label="s"\; filenames="HDA0000469562800000041.png"\; state="\{\{state\}\}">s</figure-callout>}0}=f_a{A}_{\mathrm{af}}\left(H_0{a}_a^{\&prime;}\right)\\ M_{\mathrm{by}}^{\mathrm{<figure-callout\; id="0"\; label="c"\; filenames="HDA0000469562800000041.png"\; state="\{\{state\}\}">c</figure-callout>}0}=f_y{A}_s{\mathrm{<figure-callout\; id="0"\; label="rh"\; filenames="HDA0000469562800000041.png"\; state="\{\{state\}\}">rh</figure-callout>}}_0\end{array}....\left(7\right)$

Formula formula (7) f _ytensile reinforcement tensile strength design load; Rh ₀tensile reinforcement centroid of section is to the distance of concrete compression area edge, f _afor the tension press-bending Intensity Design value 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 to be had:

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

${\mathrm{<figure-callout\; id="0"\; label="rh"\; filenames="HDA0000469562800000041.png"\; state="\{\{state\}\}">rh</figure-callout>}}_0=h_0-x/2---\left(10\right)$

F in formula (10) _cget the plastic hinge region high damping polymer concrete actual compressive strength of 90 days in beam.Formula (7) can use under seismic loading not considering, 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 required bending resistance of the reality of girder with rolled steel section en cased in concrete plastic hinge region is greater than the design load of calculating by formula (7).Therefore, under the effect of seismic load and steel concrete part should be calculated according to formula (12), and the bending resistance of Steel Reinforced Concrete Composite Beams plastic hinge region design must be considered the actual conditions such as steel strain hardening, local restriction steel be superpower.Under seismic loading, the curved bearing capacity that is subject to of shaped steel part should calculate by formula (11),

$M_{\mathrm{by}}^{\mathrm{<figure-callout\; id="0"\; label="s"\; filenames="HDA0000469562800000041.png"\; state="\{\{state\}\}">s</figure-callout>}0}={\mathrm{\&lambda;}}_1{f}_a{A}_{\mathrm{af}}(h_0-a_a^{\&prime;})---\left(11\right)$

$M_{\mathrm{by}}^{\mathrm{<figure-callout\; id="0"\; label="c"\; filenames="HDA0000469562800000041.png"\; state="\{\{state\}\}">c</figure-callout>}0}={\mathrm{\&lambda;}}_2{f}_y{A}_s{\mathrm{rh}}_0---\left(12\right)$

λ in formula (11) ₁for the superpower coefficient of shaped steel part, consider the outer practical factor of strengthening of superpower, shaped steel strain hardening, local restriction single-candidate of steel, at this moment λ ₁λ in=1.33. formula 12 ₂the superpower coefficient of steel concrete part, the outer practical factor of strengthening of strain hardening single-candidate superpower, reinforcing bar of worry steel, when design, this value is got λ ₂=1.25; Under seismic loading, the superpower coefficient φ of the bending of the plastic hinge region of Steel Reinforced Concrete Composite Beams _b0can represent with formula (13).

${\mathrm{\&phi;}}_{b0}={\mathrm{<figure-callout\; id="0"\; label="M\; b"\; filenames="HDA0000469562800000041.png"\; state="\{\{state\}\}">M</figure-callout>}}_b^{}/M_b...\left(13\right)$

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

For fear of 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.

$V_{b\max }={\mathrm{<figure-callout\; id="0"\; label="M\; b"\; filenames="HDA0000469562800000041.png"\; state="\{\{state\}\}">M</figure-callout>}}_b^{}/l_b---\left(14\right)$

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 _wthe thickness and height that are respectively node area section steel flange, λ calculates cross section 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 and height of beam section steel flange; FS _wfor beam shape steel web tensile strength design load; r _rEadjust coefficient for supporting capacity antidetonation and get 0.85.

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

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

The shear V that the superpower moment of flexure of the two maximum positions that weaken of end carriage plastic hinge region section steel flange, 3 node left and right forms 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 shaped steel arc linkage section edge of a wing, the steel column left and right sides and consider the moment after the superpower coefficient of moment of flexure herein; 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 the impact in order to consider 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, the spacing that s is stirrup; t _w, h _wbe respectively the thickness and height of node area section steel flange; 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 _rEadjust coefficient for supporting capacity antidetonation and get 0.85.

When actual design, need only and guarantee V _k>V _jjust can guarantee that joint cores is not damaged.

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

When being carried out to shock resistance design, more than two layers frame column to note following two aspects: the one, and frame column must be able to bear the maximal bending moment that beam transmits from the side.The 2nd, need to consider that the dynamic effect of earthquake is on the impact of frame column, based on above analysis, the more than two layers bending resistance of frame column design can be determined by formula.

$\begin{array}{c}{\mathrm{<figure-callout\; id="0"\; label="M\; c"\; filenames="HDA0000469562800000041.png"\; state="\{\{state\}\}">M</figure-callout>}}_c^{}={\mathrm{\&phi;}}_{\mathrm{bo}}w{M}_c\\ ={\mathrm{\&phi;}}_{\mathrm{bo}}w(M_{\mathrm{cy}}^{\mathrm{ss}}+M_{\mathrm{cu}}^{\mathrm{rc}})\end{array}...\left(18\right)$

Wherein M _cthe moment of flexure of profile steel concrete column under design earthquake effect,

for the curved bearing capacity that is subject to of column type steel part, be subject to curved bearing capacity, φ for post steel concrete part _bofor the superpower coefficient of bending of plastic hinge in beam, the dynamic magnification factor that w is pillar, 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

$\mathrm{\&eta;}=\mathrm{\&Sigma;}{\mathrm{<figure-callout\; id="0"\; label="M\; c"\; filenames="HDA0000469562800000041.png"\; state="\{\{state\}\}">M</figure-callout>}}_c^{}/\mathrm{\&Sigma;}{\mathrm{<figure-callout\; id="0"\; label="M\; b"\; filenames="HDA0000469562800000041.png"\; state="\{\{state\}\}">M</figure-callout>}}_b^{}...\left(20\right)$

Wherein,

with

two layers of flexural strength sum with upper prop and beam respectively.After taking dog bone type to weaken near beam-ends section steel flange SRC frame joint core space, can reduce the curved bearing capacity that is subject to of framework beam-ends plastic hinge region, under the prerequisite that does not increase column section, improve the flexural strength of post beam than η, thereby contribute to beam plastic hinge to 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 hinge should have good rotation ductility.Rotate ductility in order to ensure bottom profile steel concrete column plastic hinge region, first should prevent that the generation of frame column plastic hinge region is to shear failure.If the shear strength of steel reinforced concrete frame bottom column plastic hinge region is greater than the actual suffered shearing in bottom column plastic hinge region, will 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 be calculated 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 is adjusted coefficient and is got 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;

$V_{\mathrm{cj}}={\mathrm{<figure-callout\; id="0"\; label="M\; c"\; filenames="HDA0000469562800000041.png"\; state="\{\{state\}\}">M</figure-callout>}}_c^{}/l...\left(22\right)$

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 of bottom column inflection point to post hinge.Work as V _c>V _cjtime, can guarantee that shear failure does not occur in suspension column plastic hinge region.In order to guarantee the safe and reliable of under the effect of seismic load bottom column plastic hinge region, when being designed, steel reinforced concrete suspension column should select flush type suspension column.

, also comprise: whether the shear resistance of determining described plastic hinge region is qualified with before forming plastic hinge at the described plastic hinge region cast high damping concrete of determining, if qualified, pour into a mould high damping concrete in described plastic hinge region to form plastic hinge;

Determine whether qualified the comprising of shear resistance of described plastic hinge region: 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, determine that the shear resistance of described plastic hinge region is qualified.In the underproof situation of shear resistance, increase arrangement of reinforcement or reduce the degree of depth that arc weakens.Be V _bmaxand V _bmeet following relation:

$V_{b\max }={\mathrm{<figure-callout\; id="0"\; label="M\; b"\; filenames="HDA0000469562800000041.png"\; state="\{\{state\}\}">M</figure-callout>}}_b^{}/l_b...\left(23\right)$

In formula (23), V _bmaxfor the actual maximum shear that can bear in plastic hinge region; l _bfor the distance of inflection point maximum weakening place to the beam shaped 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 damping concrete 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)

In the time that the shear resistance of plastic hinge region meets formula (25), can there is not 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 shaped steel arc linkage section edge of a wing, the steel column left and right sides and consider the moment after the superpower coefficient of moment of flexure herein; 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 in order to consider that four side orthogonal beams get 1.5 to joint constraint influence coefficient, to get 1.00 while 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 and height on the node area steel column edge of a wing; 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 _rEadjust coefficient for supporting capacity antidetonation and get 0.85.

V _k>V _j （29）

In the time that the shear resistance of joint cores meets formula (29), can there is not 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 be apparently higher than the equivalent viscous of plain edition steel concrete node, this explanation, weaken section at section steel flange and add high damping concrete, increase the damping of node, make the energy dissipation capacity of node be better than plain edition steel concrete node, thereby improved the steel reinforced concrete Seismic Behavior that the edge of a wing weakens.

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 be apparently higher than the energy dissipation coefficient of common steel reinforced concrete frame, this explanation, weaken section at section steel flange and add high damping concrete, increase the damping of framework, make the energy dissipation capacity of this framework be better than common steel reinforced concrete frame, thereby improved outer anti-seismic performance of moving the high damping steel reinforced concrete frame of plastic hinge.

Finally it should be noted that: above embodiment only, in order to technical scheme of the present invention to be described, is not intended to limit; Although the present invention is had been described in detail with reference to previous embodiment, those of ordinary skill in the art is to be understood that: its technical scheme that still can record aforementioned each embodiment is modified, or part technical characterictic is wherein equal to replacement; And these modifications 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 (10)

1. a high damping steel reinforced concrete frame, comprise multiple steel columns, on each described steel column, be fixedly connected with the beam shaped steel arc linkage section of multiple horizontal expansions, it is characterized in that, described beam shaped 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 greatly gradually from described section to the width of described steel column that weakens, and the described section that weakens is weakened and forms to center arc by the edge of a wing of described beam shaped steel arc linkage section, and two corresponding described uniform section sections are connected with crossbeam.

2. high damping steel reinforced concrete frame according to claim 1, is characterized in that, the profile that described arc weakens comprises the camber line portion that line part and described line part two ends connect.

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 shaped steel arc linkage section edge of a wing; h _bfor the height of beam shaped steel arc linkage section; B is the length of described curved portions; L is the length of line part.

3. high damping steel reinforced concrete frame according to claim 1 and 2, is characterized in that, described beam shaped steel arc linkage section is cast with high damping concrete outward, and described high damping concrete is positioned at arc weakening place.

4. high damping steel reinforced concrete frame according to claim 3, is characterized in that, described steel column is cast with concrete and forms column, and the initiating terminal that described arc weakens is the half of the width on the beam shaped steel arc linkage section edge of a wing with the distance apart from described column.

5. high damping steel reinforced concrete frame according to claim 3, is characterized in that, described high damping concrete comprises the each component of following weight portion: 100 parts of cement; 42 parts, water; 145 parts of sands; 300 parts, stone; 12 parts, PU/EP/UP polymer; 5 parts, graphite; 7 parts of high damping fibers; 8 parts of silicon ashes; 1 part of water reducing agent.

6. high damping steel reinforced concrete frame according to claim 5, is characterized in that, PU/EP/UP polymer comprises the each component of following weight portion: PU47 part; EP23 part; UP23 part.

7. high damping steel reinforced concrete frame according to claim 1 and 2, it is characterized in that, described steel column and described beam shaped steel arc linkage section junction are joint cores, and described joint cores is provided with T shape stiffening rib, and described T shape stiffening rib is fixedly connected on described steel column.

8. high damping steel reinforced concrete frame according to claim 7, is characterized in that, the length bearing of trend of described T shape stiffening rib is consistent with the length bearing of trend of described steel column.

9. high damping steel reinforced concrete frame according to claim 1 and 2, it is characterized in that, the described both sides that weaken section are respectively arranged with stiffener, described stiffener is on up and down between two edges of a wing of described beam shaped steel arc linkage section, and described stiffener extends along the outer rim bending of described beam shaped steel arc linkage section and described steel column.

10. high damping steel reinforced concrete frame according to claim 1 and 2, it is characterized in that, the relative both sides of described steel column are provided with described beam shaped steel arc linkage section, and the arranged outside at described steel column and described beam shaped steel arc linkage section link position place has stiffener, described stiffener is from the weakening section middle part of one of beam shaped steel arc linkage section described in two, extends to the middle part of the weakening section of beam shaped steel arc linkage section described in another.

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