CN102268900A - Damped anti-seismic filling wallboard for framework - Google Patents
Damped anti-seismic filling wallboard for framework Download PDFInfo
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Abstract
The invention relates to a damped anti-seismic filling wallboard for a framework. The filling wallboard has a brickwork (1) which is filled in a space defined by framework beams and columns. The filling wallboard is characterized in that the brickwork (1) is built from multiple brickwork units (2); a viscoelastic layer (3) is respectively arranged between every two adjacent brickwork units (2), between the brickwork at the top layer and an upper framework beam (7), and between the brickwork unit (2) at the bottom layer and a lower framework beam (7'); and one end of one of two adjacent brickwork units (2) and a left framework column (6) are fixedly connected into a whole by a steel bar (4), and a gap (5) is reserved between the other end of the brickwork unit (2) and a right framework column (6'), one end of the other brickwork unit (2) and the right framework column (6') are connected into a whole by a steel bar (4) and a gap (5) is reserved between the other end of the other brickwork unit (2) and the left framework column (6). The damped anti-seismic filling wallboard in the invention can reduce the earthquake response of the structure and protect the safety of the wall body.
Description
Technical field
The present invention relates to the wall of building, be specifically related to the wall of frame construction, particularly the structure of antidetonation infilled wall.
Background technology
Frame construction has advantages such as layout is flexible, the interior space is big because of it, and is widely used in the buildings such as multi-storey building, factory building, shop, office building, hospital, teaching building and hotel.Frame construction is generally built infilled wall by laying bricks or stones and is carried out function and cut apart with the outside and go along with sb. to guard him.Because the tensile strength of building block and mortar is not high, the adhesion strength of mortar and building block interface is also lower; The early stage rigidity of body of wall is big, under the effect of earthquake, bears bigger geological process, and therefore, when earthquake took place, infilled wall destroyed early also comparatively serious.Frame construction class building behind China's Wenchuan earthquake is damaged investigation and is shown (Sun Jingjiang, horse is strong, Shi Hongbin, Deng. town's house earthquake brief introduction [J] is taken advantage of in the Wenchuan earthquake highly seismic region. earthquake engineering and engineering vibration, 2008,28 (3): 7-15.), filled wall generally presents the X type that connects the diagonal angle and shears diagonal crack, the formation in main crack causes the body of wall can only be according to friction energy-dissipating mode earthquake energy, and energy dissipation capacity is limited.And infilled wall destroys the function of use of not only influence building, has also increased rehabilitation expense, its heavy damage even jeopardize personal safety.
On July 8th, 2009, state knew that office discloses name and has been called " a kind of novel energy-consumption shock-absorbing filled-in panel that is used for frame construction " (publication number is: application for a patent for invention CN 101476360A), its structural scheme is (seeing Figure of description 1): close rib composite wall board is latticed building unit, divide by the girt strip post, it is characterized in that, the both sides of close rib composite wall board are connected with frame column, and between close rib composite wall board and frame column, add flexible packing material, the top of close rib composite wall board is connected with Vierendeel girder by one or more slippage apparatuses, and the bottom of close rib composite wall board directly is connected with Vierendeel girder; Wherein, close rib composite wall board is to be skeleton with the concrete sash, and embedded is that the aerating silicate lock of primary raw material is made with slag, flyash.This filled-in panel is by the concrete sash that adds allowable ratio of height to sectional thickness of masonry wall or column to be divided into some the crack is limited in each lattice fram unit inside, rely on the opening repeatedly of the inner building block of sash, closure, and building block is evenly distributed to whole body of wall along the position of will consuming energy of the friction energy-dissipating between crack, building block and the sash, thereby the energy dissipation capacity of body of wall is improved.But, because the existence of concrete sash, the rigidity of close rib composite wall board is very big, in geological process, main body frame is subjected to the huge support force of wallboard, at the bottom of column end, post and node area often produce the phenomenon that stress is concentrated, easily cause above-mentioned position to be destroyed prematurely, thereby structural seismic had a negative impact.
Summary of the invention
The purpose of this invention is to provide a kind of both had good ductility and energy dissipation capacity, can avoid the filled-in panel that causes frame column, node etc. to destroy too early greatly because of body of wall rigidity again.
The technical solution used in the present invention is specific as follows:
A kind of damping antidetonation filled-in panel that is used for frame construction, this wallboard has the masonry that is filled in the space that frame beam column surrounds, it is characterized in that, described masonry is vertically built by some masonry units, between its two adjacent masonry units and be positioned at the masonry units of last layer and upper ledge set a roof beam in place between and the masonry units of basecoat and lower frame be respectively equipped with viscoelastic layer between setting a roof beam in place; In the described two adjacent masonry units, adopting reinforcing bar to fixedly connected between one end of a masonry units and the left frame post is integral, be reserved with the slit between the other end and the correct frame post, adopt reinforcing bar to fixedly connected between one end of another piece masonry units and the correct frame post and be integral, be reserved with the slit between the other end and the left frame post.
Wallboard of the present invention, adopting reinforcing bar to fixedly connected the method for being integral between wherein said masonry units and the frame column can determine according to condition of construction, it can be reserved steel bar when building frame column, then it being built in masonry units, also can be will be embedded in the masonry units reinforcing bar in advance to adopt the chemically-planted steel bar method to be anchored on the frame column when building masonry.
Wallboard of the present invention, wherein said slit can adopt soft mortar or other kin soft material to fill, to satisfy the building instructions for use.When frame construction is subjected to geological process generation stratified deformation, packing material can be squeezed broken rapidly or compression, discharges enough spaces, guarantees two adjacent masonry units freely-movable relatively, force viscoelastic layer shear strain, the energy of absorption and dissipation earthquake.
Wallboard of the present invention, wherein said masonry units can adopt country to advocate the various block materials that use and build by laying bricks or stones, also can be prefabricated panel, when adopting block material to build by laying bricks or stones, the cement mortar of high grade is adopted in the masonry mortar suggestion, to guarantee the globality of masonry units.
Wallboard of the present invention, wherein said viscoelastic layer can be rubber, pitch or the High Performance Mortar with viscoelastic soft high damping, also can be kin other viscoelastic materials.The thickness of described viscoelastic layer is generally 2～30cm and promptly meets the demands.
Damping antidetonation filled-in panel of the present invention, wherein, between setting a roof beam in place, described masonry and upper and lower frames also be provided with viscoelastic layer, simultaneously, the masonry units of vertically building into a masonry alternately end is fixedlyed connected with frame column, stay the slit between the other end and the frame column, be provided with viscoelastic layer between the two adjacent masonry units, formation is similar to the structure (structure as shown in Figure 2) of the viscoelastic damper of one deck steel plate one deck viscoelastic material, therefore, when producing stratified deformation under geological process, stress and distortion will mainly concentrate on the less viscoelastic layer of rigidity, thereby play the effect of protection body of wall; The masonry units of diverse location can produce reciprocal relative motion, forces viscoelastic material to produce the shearing lag return distortion, absorbs and the energy of dissipation earthquake, thereby reduces the earthquake response of structure.In addition, damping antidetonation filled-in panel of the present invention also has the following advantages than prior art:
1, the damping infilled wall can either provide certain anti-side rigidity to structure, guarantees normally to use, but compare with frame-generic infilled wall structure that the anti-side rigidity of framework damping infilled wall structure obviously reduces, and therefore, has reduced geological process;
2, the damping infilled wall is very little to the rigidity humidification of Vierendeel girder, help the realization of " strong column and weak beam " failure mechanism, and the lateral rigidity of damping infilled wall is less, avoid bean column node between the structure genetic horizon, to bear huge body of wall support force during sidesway and destroyed prematurely, thereby improved the ductility of structural system;
3, greatly reduce owing to the anti-side rigidity of the more common infilled wall of the anti-side rigidity of damping infilled wall, and damping infilled wall unit has an end and post to flexibly connect, therefore, the lateral restraint of damping infilled wall coupled columns also greatly reduces, and when the quantity of the damping infilled wall of different structure layer and arrangement form were variant, the adjacent layer rigidity sudden change that causes reduced greatly, when open the door, during the window opening mouth, the short column effect is not obvious, and when layout was inhomogeneous, torsional effect can be unobvious yet.
Description of drawings
Fig. 1 is the organigram of the disclosed novel energy-consumption shock-absorbing infilled wall of patent of invention CN101476360A.
Fig. 2 is the organigram of viscoelastic damper.
Fig. 3～6 are the structural representation of a specific embodiment of wallboard of the present invention, and wherein, Fig. 3 is front view (elevation), and Fig. 4 is the A-A sectional drawing of Fig. 3, and Fig. 5 is the B-B sectional drawing of Fig. 3, and Fig. 6 is the C-C sectional drawing of Fig. 3.
Fig. 7 is the structural representation (elevation) of another specific embodiment of wallboard of the present invention.
Fig. 8 is a kind of concrete structure schematic diagram of middle masonry units embodiment illustrated in fig. 7.
Fig. 9 is the FEM (finite element) model of wallboard of the present invention.
Figure 10 is the FEM (finite element) model of the described novel energy-consumption shock-absorbing infilled wall of CN 101476360A patent application.
Figure 11 is the loading schematic diagram of example 3 (effect test).
Figure 12 in example 3 effect tests when horizontal loading rises to 350KN, use the fractue spacing schematic diagram of the framework of close rib composite wall board filling.
Figure 13 in example 3 effect tests when horizontal loading rises to 350KN, use the fractue spacing schematic diagram of the framework of damping infilled wall filling.
The specific embodiment
Example 1
This example is a Pin concrete frame, its span 4200mm, and floor height 3300mm, the sectional dimension of frame column is 500mm*500mm, the sectional dimension of Vierendeel girder is 300*500mm; Strength grade of concrete is C30; The beam column arrangement of reinforcement (GB50010-2002) (GB50011-2010) is determined with " seismic design provision in building code " according to " Code for design of concrete structures ".Referring to Fig. 3～6, the damping antidetonation infilled wall that adopts small-size concrete solid block scene to construct, its structure is as described below:
Referring to Fig. 3 and Fig. 4 or Fig. 5, of described reinforcing bar 4 is embedded in the mortar joint of the gas concrete building-block of building masonry units 2 by laying bricks or stones, and the other end is anchored in the frame column.The drawknot length of reinforcing bar 4 is all determined by " seismic design provision in building code " regulation (GB50011-2010).
Referring to Fig. 3, after whole damping antidetonation filled-in panel was built up, described slit 5 adopted soft rubber to fill, to satisfy the building instructions for use.
Example 2
This routine described damping antidetonation infilled wall adopts precast concrete panel, and following structure in addition is identical with example 1 with construction method.
Referring to Fig. 7, whole masonry 1 is vertically built by four masonry units 2, up and down between two masonry units 2, and from upper ledge set a roof beam in place that first masonry units 2 and the upper ledge of 7 numbers set a roof beam in place between 7 and the 4th masonry units 2 and lower frame set a roof beam in place 7 ' between be respectively equipped with asphalting formation thickness be the viscoelastic layer 3 of 5cm.Wherein, set a roof beam in place from upper ledge that 4 anchor connections of employing reinforcing bar are integral between an end and the left frame post 6 of first and the 3rd masonry units 2 of 7 numbers, the other end and correct frame post 6 ' between be reserved with the wide slit of 4cm 5; From upper ledge set a roof beam in place 7 numbers second and the 4th masonry units 2 an end and correct frame post 6 ' between employing reinforcing bar anchor 4 be solidly connected and be integral, be reserved with the wide slit of 5cm 5 between the other end and the left frame post 6.
Referring to Fig. 7, one of described reinforcing bar 4 is embedded in the concrete of building masonry units 2 by laying bricks or stones, and the other end adopts the chemically-planted steel bar method to be anchored in the frame column.Masonry units 2 modeling casting at the scene also can be prefabricated in the factory into shape shown in Figure 8.
Example 3 (effect test)
1, test specimen design
A, sample test specimen are the filled-in panel under the foregoing description 1;
B, reference substance test specimen are scheme constructs (being designated hereinafter simply as close rib composite wall board) described in the patent application specific embodiment of CN101476360A by publication number, and wherein, main body frame and embodiment's 1 is identical; Close rib composite wall board is a skeleton with the concrete sash; Be taken as 10mm with the gap of frame column; Be taken as 150mm with the gap of Vierendeel girder; Be connected with adopting fixed bearing between the underside frame beam; 4 steel plates-rubber sliding support is set between close rib composite wall board top and the upperside frame beam; Gap filled polystyrene plastic foamboard between close rib composite wall board and the frame column.
2, make up FEM (finite element) model
Per sample test specimen and the contrast test specimen real size and detail structure, adopt finite element software ANSYS, make up the FEM (finite element) model of sample test specimen and reference substance test specimen respectively according to conventional method, wherein, the FEM (finite element) model of sample test specimen as shown in Figure 9, the FEM (finite element) model of reference substance test specimen is as shown in figure 10.
Below the main points of design of graphics 9 and FEM (finite element) model shown in Figure 10 are briefly described.
2.1 main body frame
The steel concrete main body frame adopts three dimensional non-linear solid element SOLID65 to divide, and adopts the disperse rebar model, is about to steel bar continuous and is distributed in the whole unit equably.Main body frame is made up of concrete and two kinds of materials of reinforcing bar, wherein, the formula (1) that the ascent stage of CONCRETE CONSTITUTIVE RELATIONSHIP (GB50010-2002) stipulates according to " Code for design of concrete structures " determines that descending branch then adopts the formula (2) of Hongnestad suggestion to determine; The constitutive relation of reinforcing bar adopts ideal elastoplastic model, shown in (3) and formula (4).The material parameter value of being imported is as shown in table 1.
Work as ε
c≤ ε
0The time,
Work as ε
0＜ε
c≤ ε
CuThe time,
In the formula in (1) and (2), σ
c, ε
cBe respectively concrete compressive stress and compressive strain; f
cBe concrete axial compressive strength design load; ε
0For the concrete compressive stress has just reached f
cThe time the concrete compressive strain, as the ε that calculates
0Less than 0.002 o'clock, be taken as 0.002; ε
CuBe concrete limit compressive strain, as the ε that calculates
CuGreater than 0.0033 o'clock, be taken as 0.0033.
Work as ε
s≤ ε
yThe time, σ
s=E
sε
s(3)
Work as ε
s＞ε
yThe time, σ
s=f
y(4)
In the formula in (3) and (4), σ
s, ε
sBe respectively the stress and strain of reinforcing bar; E
sModulus of elasticity for reinforcing bar; f
yYield strength for reinforcing bar.
The material parameter of table 1 main body frame is won the confidence
2.2 infilled wall
The masonry part of two types of infilled walls all adopts SOLID65 to divide, and the masonry constitutive relation is determined according to the formula (following formula 5 and 6) that professor Zhu Bailong of Tongji University proposes.The material parameter value of masonry is as shown in table 2 below.
The viscoelastic layer of damping infilled wall and flexible packed layer all adopt 3D solid cell S OLID45 to divide, viscoelastic Constitutive Model and linear elasticity constitutive model that its material constitutive adopts ANSYS to provide respectively, and the material model parameter of input is as shown in table 3; The reinforced concrete box of energy-dissipating and shock-absorbing filled-in panel adopts SOLID65 to divide, and employing disperse rebar model, the constitutive relation of concrete and reinforcing bar is determined according to following formula (1)～(2) and (3)～(4), and flexible packed layer and sliding support (sliding support clips one deck rubber by two block plates and constitutes) adopt SOLID45 to divide, its material constitutive all adopts the linear elasticity constitutive model, and its material model parameter value is as shown in table 4.
Work as ε
q≤ ε
0The time,
Work as ε
0＜ε
q≤ ε
CuThe time,
In the formula, σ
q, ε
qBe respectively the stress and strain of masonry; f
mBe the compressive strength of masonry, determine according to the relevant regulations of the 3.2nd of " Code for design of masonry strucres " (GB 50003-2001); ε
0For the masonry compressive stress has just reached f
mThe time the masonry compressive strain.
The material parameter value of table 2 masonry
The viscoelastic layer of table 3 damping infilled wall and the material parameter value of flexible packed layer
The material parameter value of the sliding support of table 4 close rib composite wall board and flexible packed layer
2.3 supplementary notes
(1) infilled wall and main body frame contacts.That uses between infilled wall and main body frame that software provides contacts the getting in touch of CONTA170 and CONTA173 simulation body of wall and framework, and contact type is Bound Contact.
(2) bottom frame is set a roof beam in place and is desirably reinforcing beam, and the bottom is fixed; Frame column is fixedlyed connected with the rigidity bottom girder.
3, test loads
The loading of finite element simulation test divided for three steps carried out:
(1) weight application.
(2) the frame column top application adds axial compression (as shown in figure 11), and wherein, the value of axial compression is 0.15 to determine according to ratio of axial compressive force to axial compressive ultimate capacity of section (GB50010-2002) according to " Code for design of concrete structures ".
(3) apply unidirectional dull lateral load until structural deterioration (as shown in figure 11) at beam-ends.
4, result of the test
When horizontal loading added to 350KN, crack (as shown in figure 12) appearred in the frame joint that uses close rib composite wall board to fill, and the framework that uses the damping infilled wall to fill only ftractures at beam-ends, and cracking phenomena (as shown in figure 13) does not appear in node area.This framework that shows that use damping infilled wall is filled can be avoided because of body of wall rigidity causes the adverse consequences of destruction too early such as frame column or node greatly, thereby more effectively protects the safety of main body frame.
Claims (4)
1. damping antidetonation filled-in panel that is used for frame construction, this wallboard has the masonry (1) that is filled in the space that frame beam column surrounds, it is characterized in that, described masonry (1) is vertically built by some masonry units (2), between its adjacent two masonry units (2) and be positioned at the masonry units (2) of last layer and upper ledge is set a roof beam in place between (7) and the masonry units of basecoat (2) and lower frame are set a roof beam in place is respectively equipped with viscoelastic layer (3) between (7 '); In described adjacent two masonry units (2), adopting reinforcing bar (4) to fixedly connected between one end of a masonry units (2) and the left frame post (6) is integral, be reserved with slit (5) between the other end and the correct frame post (6 '), adopting reinforcing bar (4) to fixedly connected between one end of another piece masonry units (2) and the correct frame post (6 ') is integral, is reserved with slit (5) between the other end and the left frame post (6).
2. a kind of damping antidetonation filled-in panel that is used for frame construction according to claim 1 is characterized in that described masonry units (2) is built by laying bricks or stones by block material and constituted.
3. a kind of damping antidetonation filled-in panel that is used for frame construction according to claim 1 is characterized in that described masonry units (2) is a prefabricated panel.
4. according to claim 1,2 or 3 described a kind of damping antidetonation filled-in panels that are used for frame construction, it is characterized in that described viscoelastic layer (3) is rubber, pitch or the High Performance Mortar with viscoelastic soft high damping.
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