CN1333141C - Combined concrete shear wall with built-in eccentric supporting steel truss and its making method - Google Patents
Combined concrete shear wall with built-in eccentric supporting steel truss and its making method Download PDFInfo
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- CN1333141C CN1333141C CNB2005100826811A CN200510082681A CN1333141C CN 1333141 C CN1333141 C CN 1333141C CN B2005100826811 A CNB2005100826811 A CN B2005100826811A CN 200510082681 A CN200510082681 A CN 200510082681A CN 1333141 C CN1333141 C CN 1333141C
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Abstract
The present invention relates to a concrete combined shearing wall in which an eccentric brace steel truss is hidden, and a manufacturing method thereof. The shearing wall has the structure that two rows of reinforcing meshes are arranged in a shearing wall plate, a sectional steel hidden support (10) and steel bar hidden supports(17) are additionally arranged between the reinforcing meshes. The present invention is characterized in that an eccentric support steel truss (1) is hidden in the concrete shearing wall, and is composed of a sectional steel column, a sectional steel beam and a sectional steel support; designed bearing capacity need to satisfy requirements for strong columns, strong supporting and weak energy dissipation of the beam segments so as to satisfy that when the beam segments achieve sheared yielding, the rest segments are still in no-yielding stressed state. The steel bar hidden supports are distributed at the periphery of the sectional steel hidden support, and pass round the sectional steel beam so as to be anchored. The eccentric sectional steel support of the hidden truss and the steel bar hidden supports form a sectional steel reinforced concrete hidden support, and the sectional steel reinforced concrete hidden support can present the shape of Y, the shape of X or the shape like the Chinese character 'ba'. Compared with the existing shearing wall, the shearing wall of the present invention has the advantages of large initial stiffness, high bearing capacity, multiple shock-resistance defence lines, good tensibility and strong integral shock-resistance energy-consumption capability.
Description
Technical field
The present invention is a kind of combined concrete shear wall with built-in eccentric supporting steel truss and preparation method thereof, belongs to a kind of compound shear wall and preparation method thereof.
Background technology
In recent years, steel reinforced concrete combined shear wall construction has obtained using widely in engineering, has been subjected to the consistent favorable comment of engineering circle.But shaped steel and concrete adhesion stress are less, and sliding rupture easily takes place, and have influenced giving full play to of its structural entity anti-seismic performance.How to make in the concrete shaped steel give full play to its effect, become a key technical problem to improve the comprehensive anti-seismic performance of shaped steel shear wall.
In the existing scheme of improving shaped steel shear wall anti-seismic performance, have in reinforced concrete shear wall, to add the dark technology that supports of reinforcing bar.The problem of its existence is: its oblique dark supporting core partly is concrete, and tension, anti-pressure ability are still not enough.
Also has a kind of technology that steel plate supports that adds in the existing scheme of improving shaped steel shear wall anti-seismic performance.Its existing problems are: the steel plate stress performance than other shaped steel a little less than, tension, anti-pressure ability deficiency, supporting base end portion is prone to local buckling.
In the existing scheme of improving the shear wall anti-seismic performance, in reinforced concrete shear wall, add the technology of center support steel truss in addition.The problem of its existence is: support is connected with the node of shaped steel beam column, makes node stressed bigger, easily causes node prior to component damage, does not meet the seismic design principle of strong node; When a plurality of supports were in same node simultaneously, the difficulty of construction of node was big, was difficult to guarantee construction quality.
Summary of the invention
Technical problem to be solved by this invention is to significantly improve the shock resistance problem of steel reinforced concrete compound shear wall.In order to address this problem, the present invention proposes a kind of preparation method of combined concrete shear wall with built-in eccentric supporting steel truss, reach combined concrete shear wall with built-in eccentric supporting steel truss according to the method design.
The preparation method of combined concrete shear wall with built-in eccentric supporting steel truss of the present invention, its order is as follows:
1) shaped steel and the reinforcing bar in the configuration frame columns;
2) shaped steel and the reinforcing bar in the configuration frame beam, section steel beam and steel column are fixed;
3) configuration shaped steel secretly support, upper and lower side respectively with the frame beam in shaped steel affixed, constitute steel truss jointly with steel column, section steel beam;
4) configuration reinforcement secretly supports and supports stirrup;
5) dispose affixed reinforcing bar;
6) distribution reinforcement of configuration shear wall;
7) with the frame and the wallboard arrangement of reinforcement of built-in steel truss and shear wall, be the combined concrete shear wall of built-in eccentric supporting steel truss by the disturbing concrete one-shot forming.
When configuration shaped steel secretly supported, shaped steel secretly supported the upper end and stretches into upper side frame beam middle part or end, and the end of lower frame beam is stretched in the lower end, made dark the support with the frame bean column node of shaped steel form eccentric the connection.Eccentric support and section steel beam intersection point form energy dissipating beam section to the section between the post in antidetonation.
When layout type girder steel, steel column and shaped steel secretly support, design bearing capacity should satisfy the requirement of strong post, strong support, weak energy dissipation beam section, along with the increase of geological process, section steel beam energy dissipating beam section at first reaches is cut surrender, and all the other sections still are in does not surrender stress.
When configuration reinforcement secretly supported, four reinforcing bars secretly supported the formation reinforcing bar around shaped steel and secretly support, and reinforcing bar is dark to support the section steel beam anchoring of walking around in the frame beam, and installs the distribution stirrup outside reinforced bar support, forms the confined concrete bundle behind cast shear wall concrete.
The method that disposes affixed reinforcing bar is for disposing affixed muscle at the dark node place of intersecting with frame that supports.
The method according to this invention, the technical scheme that adopts is: combined concrete shear wall with built-in eccentric supporting steel truss is made of frame and shear wall slab, the steel mesh reinforcement that configuration is made up of horizontal and vertical distribution reinforcement in shear wall slab, between steel mesh reinforcement, socket with socketing reinforcing bar 13, it is characterized in that: hide eccentric supporting steel truss 1 in the shear wall, steel truss 1 is by steel column 4, dark 10 compositions that support of section steel beam 5 and shaped steel, design bearing capacity should satisfy strong post, strong support, the requirement of weak energy dissipation beam section, increase along with geological process, energy dissipating beam section at first reaches and is cut surrender in the section steel beam, and all the other sections still are in does not surrender stress.Steel column 4 is hidden in the frame at shear wall two ends, section steel beam 5 is hidden in the frame beam of shear wall, shaped steel is dark to be supported 10 and is connected with section steel beam 5 in the frame of upper and lower side, and be distributed with the dark support 17 of reinforcing bar around the dark support 10 of shaped steel, reinforcing bar is dark to be supported 17 and walks around that section steel beam 5 carries out anchoring in the frame, at the inner eccentric supporting steel truss 1 that forms strong post, strong support, weak energy dissipation beam section of concrete shear force wall.
The length of energy dissipating beam section should be not excessive, forms shear yielding type energy dissipating beam section to guarantee energy dissipating beam section; The length of energy dissipating beam section should be not too small yet, and the plastic strain angle is excessive to cause too early plastic strain to avoid.The length a of energy dissipating beam section satisfies following relation:
h
b≤a≤1.5h
b
In the formula: the length of a-energy dissipating beam section, promptly shaped steel is dark supports and the distance of section steel beam intersection point to the shaped steel cylinder;
h
bThe depth of section of-shaped steel energy dissipating beam section
Described built-in steel truss concrete compound shear wall, it is characterized in that: the dark support 10 of shaped steel and the dark support 17 of reinforcing bar of hiding in the steel truss 1 are herringbone, its upper end is stretched in the upper side frame beam and is connected with section steel beam 5 mid points in the beam, the end of lower frame beam 5 is stretched in the lower end, be connected with section steel beam 5 in the lower frame beam, shaped steel is dark to support 10 and reinforcing bar secretly supports 17, steel column 4 combinations at section steel beam 5 and shear wall two ends, at the inner eccentric supporting steel truss 1 that forms strong post, strong support, weak energy dissipation beam section of concrete shear force wall.
Described built-in steel truss concrete compound shear wall, it is characterized in that: the dark support 10 of shaped steel and the dark support 17 of reinforcing bar of hiding in the steel truss 1 are X-shaped, its upper end is stretched in the end of upper side frame beam, be connected with section steel beam 5 in the upper side frame beam, the end that the lower frame beam is stretched in the lower end is connected with section steel beam 5 in the lower frame beam, shaped steel is dark to support 10 and reinforcing bar secretly supports 17, the steel column 4 and 5 combinations of the section steel beam in the frame beam at shear wall two ends, at the inner eccentric supporting steel truss 1 that forms strong post, strong support, weak energy dissipation beam section of concrete shear force wall.
Described built-in steel truss concrete compound shear wall, it is characterized in that: the dark support 10 of shaped steel and the dark support 17 of reinforcing bar of hiding in the steel truss 1 are splayed, its upper end is connected with section steel beam 5 in the beam, the end of lower frame beam is stretched in the lower end, be connected with section steel beam 5 in the lower frame beam, the section steel beam 5 in dark support 10 of shaped steel and the dark support 17 of reinforcing bar, the frame beam and steel column 4 combinations at shear wall two ends are supportted weak energy dissipation beam section steel truss 1 by force at the strong post of the inner formation of concrete shear force wall.
Described built-in steel truss concrete compound shear wall, it is characterized in that: the dark support 10 of shaped steel and the dark support 17 of reinforcing bar of hiding in the steel truss 1 are the monocline bar, its upper end is connected with section steel beam 5 in the beam, the end of lower frame beam is stretched in the lower end, be connected with section steel beam 5 in the lower frame beam, the section steel beam 5 in dark support 10 of shaped steel and the dark support 17 of reinforcing bar, the frame beam and steel column 4 combinations at shear wall two ends are supportted weak energy dissipation beam section steel truss 1 by force at the strong post of the inner formation of concrete shear force wall.
Built-in truss shear wall of the present invention is applicable to the shear wall of concrete panel as the first line of defence of antidetonation, and after wallboard destroyed in antidetonation, the dark support with the frame beam column formed the resistance to overturning that truss keeps structure.When seismic forces continued to increase, at the eccentric segment that off-centre supports, promptly surrender and plastic strain appearred in energy dissipating beam section, to consume the seismic energy of input structure.
Built-in trussed construction of the present invention is a strong post, strong support, weak energy dissipation beam section system, the design bearing capacity of dark support, steel column is higher than energy dissipating beam section and reaches pairing bearing capacity when surrendering, when surrender and plastic strain appearred in energy dissipating beam section, all the other sections of section steel beam, dark support, steel column still were in the stage of surrender.
In the built-in truss of the present invention, dark support by shaped steel secretly support, reinforcing bar secretly supports, support stirrup, confined concrete is formed jointly, improved the bearing capacity of structure, truss still has metastable hysteresis performance when guaranteeing energy dissipating beam section appearance surrender and plastic strain simultaneously, has improved the ductility of structure.
The present invention has reduced the degree that sliding rupture takes place shaped steel in concrete.Because shaped steel truss self forms the force transfer system that geometry is constant, in concrete and the cooperative process of shaped steel, shaped steel and concrete adhesion stress do not play the effect of main transmission power, are difficult for taking place bond damage; In addition, in the dark support that dark support of shaped steel and reinforced bar support form jointly, reinforced bar support is walked around section steel beam and is carried out anchoring, has strengthened dark support of shaped steel and concrete cementation greatly.
The present invention is combined to form by built-in eccentric supporting steel truss and concrete shear force wall, and forming process is the process of both additions, but the shock resistance of combination back structure is significantly higher than the addition that steel truss and shear wall work alone.Reason is that combining structure punishment brought into play both advantages separately, has remedied both deficiencies in antidetonation effectively.For concrete wall, built-in steel truss has improved its bearing capacity significantly under the condition that does not change appearance and size, improved ductility, has increased the building usable floor area, has saved building costs.For the steel truss of hiding in shear wall, the shaped steel rod member is subjected to the constraint of steel concrete bundle, is difficult for unstable failure takes place, and bearing capacity and ductility all are improved.In addition, common eccentric supporting steel truss after the energy dissipating beam section generation plastic strain, easily causes floor to destroy in antidetonation, is difficult to after the middle shake repair, and the first road anti-vibration defense lines of the present invention is a shear wall, and energy dissipating beam section is surrendered in big earthquake centre as the combining structure second road anti-vibration defense lines.Secretly support shear wall with the band steel plate, band steel concrete secretly supports combining structures such as shaped steel shear wall, the dark truss combined concrete shear wall of built-in center support and compares, supporting capacity of the present invention improves, bearing capacity and stiffness degradation are slow, the later stage anti-seismic performance is relatively stable, and the bottom shear sliding rupture alleviates.
Because the shaped steel shear wall is the core lateral resisting parts of building structure, has improved the shock resistance of shaped steel shear wall, has also just improved the whole shock resistance of shaped steel shear wall structure, when building meets with violent earthquake, can alleviate its earthquake, prevent that it from collapsing.
Description of drawings
Fig. 1 is dark support of shaped steel and the dark structural reinforcement schematic diagram that supports an element of construction of shear wall when being herringbone of reinforcing bar in the combined concrete shear wall with built-in eccentric supporting steel truss of the present invention;
Fig. 2 is an A-A section enlarged diagram among Fig. 1;
Fig. 3 is a B-B section enlarged diagram among Fig. 1;
Fig. 4 is dark support of shaped steel and the dark structural reinforcement schematic diagram that supports an element of construction of shear wall when being X-shaped of reinforcing bar in the combined concrete shear wall with built-in eccentric supporting steel truss of the present invention;
Fig. 5 is dark support of shaped steel and the dark structural reinforcement schematic diagram that supports an element of construction of shear wall when being splayed of reinforcing bar in the combined concrete shear wall with built-in eccentric supporting steel truss of the present invention;
To be that shaped steel is dark in the combined concrete shear wall with built-in eccentric supporting steel truss of the present invention support and the structural reinforcement schematic diagram of reinforcing bar element of construction of shear wall when secretly being supported for the monocline bar Fig. 6;
Fig. 7 is dark support of shaped steel and the dark structural reinforcement schematic diagram that is an element of construction of shear wall when herringbone is netted arranges that supports of reinforcing bar in the combined concrete shear wall with built-in eccentric supporting steel truss of the present invention;
Fig. 8 is dark support of shaped steel and the dark structural reinforcement schematic diagram that is an element of construction of shear wall when X-shaped is netted to be arranged that supports of reinforcing bar in the combined concrete shear wall with built-in eccentric supporting steel truss of the present invention;
Fig. 9 is dark support of shaped steel and the dark structural reinforcement schematic diagram that is an element of construction of shear wall when splayed is netted arranges that supports of reinforcing bar in the combined concrete shear wall with built-in eccentric supporting steel truss of the present invention;
Among the figure, 1-steel truss 2-frame columns reinforcing bar 3-frame columns stirrup 4-steel column 5-section steel beam 6-frame beam steel 7-frame beam stirrup 8-shear wall wallboard transverse reinforcement 9-shear wall wallboard vertical reinforcement 10-shaped steel secretly supports the 17-reinforcing bar and secretly supports 18-and secretly support stirrup.
The specific embodiment
Below in conjunction with accompanying drawing 1, Fig. 2 and Fig. 3, specify embodiments of the invention:
Embodiment 1
The preparation method of shear wall:
1) steel column 4 in the configuration frame columns, vertical concrete steel muscle 2, tie muscle 3;
2) the vertical concrete steel muscle 6 of section steel beam 5, beam, the stirrup 7 in the configuration frame beam, section steel beam 5 is fixed with steel column 4;
3) configuration shaped steel is dark supports 17, upper and lower side respectively with the frame beam in section steel beam 5 affixed, form eccentric the support, constitute steel trusss 1 with steel column 4, section steel beam 5 are common;
4) configuration reinforcement secretly supports 17 and support stirrup 18, and reinforcing bar secretly supports 17 and walks around section steel beam 5 anchorings;
5) the configuration first affixed muscle 11 and the second affixed muscle 12;
6) transversely distributed steelbar 8 of configuration shear wall and vertically distribution reinforcement 9;
7) with the frame and the wallboard arrangement of reinforcement of built-in steel truss and shear wall, be the combined concrete shear wall of built-in eccentric supporting steel truss by the disturbing concrete one-shot forming.
The structural reinforcement schematic diagram of an element of construction of combined concrete shear wall with built-in eccentric supporting steel truss such as Fig. 1, Fig. 2 and shown in Figure 3, it is by secretly supporting 10 eccentric supporting steel truss 1 with built-in herringbone shaped steel and being with the concrete shear force wall plate of the dark support 17 of reinforcing bar to constitute.Shaped steel in its square cross section frame columns is hidden I-shaped steel column 4, and arrangement of reinforcement is that every limit has two reinforcing bars 2, quadrangle stirrup 3 along the vertical muscle distribution of post ground colligation, and its stirrup distributes and connects the intranodal zone that joins to Liang Yuzhu; The section steel beam of its square-section frame beam is an i shaped steel 5, and arrangement of reinforcement is that every limit has equidistant two vertical muscle 6, rectangle hoop 7 along the vertical muscle distribution of beam ground colligation, and the stirrup of frame beam is distributed to beam-ends; The arrangement of reinforcement of shear wall is, vertically arrange shear wall slab transverse reinforcement 8 and vertical reinforcement 9 in both sides respectively equably along laterally reaching, and in the crosspoint colligation is fixed, form two steel mesh reinforcements, insert respectively in frame columns and the frame beam at the two ends of transverse reinforcement 8 and vertical reinforcement 9, and make it satisfy the requirement of anchorage length respectively.Four reinforcing bars support 10 round shaped steel and form the dark support 17 of reinforcing bar, and reinforcing bar secretly supports the 17 section steel beam anchorings of walking around in the frame beam, and reinforcing bar secretly supports the 17 outer stirrups 18 that installing uniformly.The dark support of shaped steel 10 upper ends are stretched into the upper side frame beam and are connected with shaped steel 5 in the beam, and the end of lower frame beam is stretched in its lower end, is connected with section steel beam 5 in the lower frame beam, forms built-in steel truss 1.Four reinforcing bars are walked around section steel beam 5 and are carried out anchoring.Other constructional reinforcement has, dark support the node place of intersecting with the frame beam affixed respectively the first affixed muscle 11 and the second affixed muscle 12.The connecting lacing wire 13 that is less than or equal to 600mm with spacing between two steel mesh reinforcements of shear wall links to each other.With the frame and the wallboard arrangement of reinforcement of built-in steel truss and shear wall, be the combined concrete shear wall of built-in eccentric supporting steel truss at last by the disturbing concrete one-shot forming.
Embodiment 2
Second kind of form of structure of combined concrete shear wall with built-in eccentric supporting steel truss as shown in Figure 4, the shaped steel of hiding steel truss is dark to support 10 and reinforcing bar is dark supports 17 and be X-shaped, the end of upper side frame beam is stretched in its upper end, is connected with section steel beam 5 in the upper side frame beam.The lower end is stretched in the end of lower frame beam, is connected with section steel beam 5 in the lower frame beam.Dark support the node place of intersecting with the frame beam affixed respectively the 3rd affixed muscle 14 and the 4th affixed muscle 15, others are identical with first kind of form.
Embodiment 3
The third form of structure of combined concrete shear wall with built-in eccentric supporting steel truss as shown in Figure 5, be that dark support 10 of splayed shaped steel and the dark support 17 of reinforcing bar are set in two steel mesh reinforcement inboards of shear wall slab, its upper end is stretched into the upper side frame beam and is connected with section steel beam 5 in the beam, the end of lower frame beam is stretched in its lower end, is connected with section steel beam 5 in the lower frame beam.Dark support the node place of intersecting with the frame beam affixed respectively the 5th affixed muscle 11 and the 6th affixed muscle 16, others are identical with first kind of form.
Embodiment 4
The 4th kind of form of structure of combined concrete shear wall with built-in eccentric supporting steel truss as shown in Figure 6, the dark support 10 of shaped steel and the dark support 17 of reinforcing bar of hiding in the steel truss 1 are the monocline bar, its upper end is connected with section steel beam 5 in the beam, the end of lower frame beam is stretched in the lower end, be connected with section steel beam 5 in the lower frame beam, dark support the node place of intersecting with the frame beam affixed respectively the 3rd affixed muscle 14 and the 4th affixed muscle 15, others are identical with first kind of form.
Embodiment 5,6,7
Combined concrete shear wall with built-in eccentric supporting steel truss the 5th, six, seven kind of form of structure is respectively as Fig. 7, Fig. 8, shown in Figure 9, when story height is compared with the shear wall width hour, one of optional above-mentioned three kinds of modes of the mode of built-in steel truss in the wallboard, spend between 60 degree 45 with the angle of controlling dark support, other structure is identical with first kind of mode.
Embodiment 2 is combined by common shear wall and eccentric supporting steel truss, because the addition that the anti-seismic performance of the combined concrete shear wall with built-in eccentric supporting steel truss that combination back forms works alone apparently higher than common shear wall and eccentric supporting steel truss.Improved on the one hand bearing capacity, rigidity and the ductility of concrete panel, reduced the possibility of steel truss unstability on the other hand, and reinforcing bar secretly supports and improved shaped steel and concrete bonding.Below come comparing embodiment 2 and form the reinforced concrete shear wall before the combination and the anti-seismic performance of steel truss by three model components.
1) modelling
Designed three model components, model scale is 1: 3, and member 1 is the eccentric steel frame that supports of band X-shaped i iron, and span is 1000mm, highly is 1500mm, and note is made SBF; Member 2 is the ordinary concrete shear wall, and the cross section is that in-line, panel width are 1000mm, highly is 1500mm, and thickness is the shear wall of 150mm, and note is made SW-1000; Member 3 is a combined concrete shear wall with built-in eccentric supporting steel truss, built-in i iron framework SBF in the wallboard of member 2, and job practices is with embodiment two, and note is made SBW-ST.Arrangement of reinforcement and structure require with reference to the dark knee wall achievement in research of Code for design of concrete structures, seismic design provision in building code, reinforced concrete composite structure tecnical regulations and steel bar concrete band.Each sample dimensions and arrangement of reinforcement see Table 1.Panel width is that the concrete design strength grade of the shear wall of 1000mm is C40.
Pass between three members is: built-in member 2 in the member 1, and join that reinforcing bar is dark to be supported and stirrup around supporting in that shaped steel is dark, form that combination is dark to be supported, and constituted member 3.
3 depth of sections of table 1 are 1000mm shear wall test specimen design parameters
| The test specimen numbering | SBF | SW-1000 | SBW-ST |
| The test specimen explanation | The eccentric steel frame that supports of band X-shaped | The ordinary concrete shear wall | Combined concrete shear wall with built-in eccentric supporting steel truss |
| Specimen width (mm) | 1000 | 1000 | 1000 |
| Specimen thickness (mm) | 80 | 150 | 150 |
| Test specimen clear height (mm) | 1500 | 1500 | 1500 |
| Wallboard horizontal distribution muscle | Do not have | φ6@75 | φ6@75 |
| The vertical distribution bar of wallboard | Do not have | φ6@70 | φ6@70 |
| Side column cross section b * h (mm) | Do not have | 150×170 | 150×170 |
| Side column height (mm) | Do not have | 1500 | 1500 |
| Side column master muscle | Do not have | 6φ8 | 6φ8 |
| The side column stirrup | Do not have | φ4@70 | φ4@70 |
| Side column shaped steel | I iron (fy=215 Ass=650mm 2) | Do not have | I iron (fy=215 Ass=650mm 2) |
| Section steel beam | I iron (fy=215 Ass=500mm 2) | Do not have | I iron (fy=215 Ass=500mm 2) |
| Support | Intersection i iron (fy=215 Ass=600mm 2) | Do not have | Intersection i iron (fy=215 Ass=600mm 2) and 4 12 |
| Support stirrup | Do not have | Do not have | φ4@50 |
| Energy dissipating beam segment length | 120 | Do not have | 120 |
2) bearing capacity
The cracking load of each member, obvious yield load, ultimate load see Table 2.
The cracking load of each test specimen of table 2, obvious yield load, ultimate load
| The test specimen numbering | F c/kN | F y/kN | F u/kN |
| SBF | 45.67 | 67.59 | |
| SW-1000 | 161.56 | 296.99 | 315.21 |
| SBW-ST | 220.62 | 706.13 | 840.85. |
In the table 2: F
cHorizontal loading for the concrete wall cracking; F
yFor test specimen is obviously surrendered horizontal loading; F
uBe test specimen maximum horizontal load;
Analytical table 2 is as can be seen:
(1) cracking load of combined concrete shear wall with built-in eccentric supporting steel truss, obvious yield load, limit lotus are improved than common shear wall.SW-1000 compares with body of wall, and the cracking load of SBW-ST has improved 36.56%; Yield load has improved 137.76%; Ultimate load has improved 166.75%.
The yield load of body of wall SW-1000 and SBF and be 342.66kN, by comparison, the yield load of SBW-ST has improved 106.07%;
The ultimate load of body of wall SW-1000 and SBF and be 382.8kN, by comparison, the ultimate load of SBW-ST has improved 119.66%.
(2) the common shear wall of the odds ratio of the cracking load of combined concrete shear wall with built-in eccentric supporting steel truss and ultimate load is obviously little, illustrates that test specimen is longer relatively from the course of the ultimate load that ftractures, and is favourable to antidetonation.
(3) ratio of the yield load of combined concrete shear wall with built-in eccentric supporting steel truss and ultimate load (yield tensile ratio) is obviously littler than common shear wall, illustrates that test specimen is longer from surrendering the constrained surrender section of ultimate load, and is favourable to antidetonation.
3) rigidity
Because main purpose of the present invention is to improve the anti-seismic performance of shear wall, so only compared the rigidity and the attenuation factor of each shear wall here, each shear wall rigidity and each stage stiffness degradation coefficient see Table 3
Each stage rigidity of table 3 test specimen
| The test specimen numbering | K 0(KN/mm) | K c(KN/mm) | K y(KN/mm) | β c0 | β yc | β y0 | β y0Relative value |
| SW-1000 | 258.68 | 140.49 | 25.60 | 0.543 | 0.182 | 0.099 | 1.000 |
| SBW-ST | 270.24 | 242.44 | 55.17 | 0.897 | 0.227 | 0.204 | 2.062 |
In the table: K
0Be test specimen initial elasticity rigidity; K
cBe test specimen cracking secant rigidity; K
yFor test specimen is obviously surrendered secant rigidity; β
C0=K
c/ K
0Be the ratio of cracking rigidity and initial stiffness, the decay of rigidity its represents from initial elasticity to the cracking process; β
Y0=K
y/ K
0Be the ratio of surrender rigidity and initial stiffness, the decay of rigidity when its represents from the starting stage to surrender; β
Yc=K
y/ K
cBe the ratio of surrender rigidity with cracking rigidity, the decay of rigidity is surrendered in its expression from ftractureing to; β
Y0Relative value is represented the β of combined concrete shear wall with built-in eccentric supporting steel truss
Y0Corresponding common shear wall β with it
Y0Ratio.By table 3 as seen:
The initial elasticity rigidity of (1) two shear wall body of wall is very approaching, illustrates that initial stiffness is mainly by concrete strength and sample dimensions decision.
(2) the surrender ratio of rigidity ordinary concrete shear wall of combined concrete shear wall with built-in eccentric supporting steel truss obviously improves, the stiffness degradation speed that combined concrete shear wall with built-in eccentric supporting steel truss is described is slower, built-in eccentric supporting steel truss has formed operative constraint to crack on concrete, the later stage rigidity that helps rock-steady structure improves the shock resistance in structure later stage.
(3) β of combined concrete shear wall with built-in eccentric supporting steel truss
YcObviously improve than corresponding ordinary concrete shear wall, this is because its surrender rigidity improves degree improves degree greater than cracking rigidity result.The β of built-in eccentric supporting steel truss compound shear wall
Y0Value significantly improves than ordinary concrete shear wall, and this is the result that the surrender rigidity of combined concrete shear wall with built-in eccentric supporting steel truss significantly improves because its initial stiffness is approaching.
4) ductile performance analysis
The displacement and the ductility factor that have only compared each shear wall, the displacement and the ductility factor of each shear wall see Table 4.
Each shear wall displacement of table 4 and ductility factor measured value
| The test specimen numbering | U c/mm | U y/mm | U d/mm | U dRelative value | θ p | μ | The μ relative value |
| SW-1000 | 1.15 | 11.60 | 51.35 | 1.000 | 1/29 | 4.427 | 1.000 |
| SBW-ST | 0.91 | 12.80 | 62.43 | 1.216 | 1/24 | 5.604 | 1.266 |
Displacement refers to the positive negative sense average of respective horizontal displacement with horizontal load(ing) point sustained height place in the table.Wherein: U
cFor with F
cCorresponding cracking displacement; U
yFor with F
yCorresponding yield displacement; U
dBe the elastoplasticity maximum displacement; μ=U
d/ U
yBe ductility factor; θ
pBe the elastoplasticity angle of displacement.
By table 4 as seen:
(1) the elastoplasticity maximum displacement of combined concrete shear wall with built-in eccentric supporting steel truss obviously improves than ordinary concrete shear wall, and elastoplasticity maximum displacement raising ratio is 21.6%.
(2) combined concrete shear wall with built-in eccentric supporting steel truss test specimen ductility factor obviously improves than the ductility factor of ordinary concrete shear wall, and ratio is 26.6%.
(3) the elastoplasticity angle of displacement of SBW-ST reaches 1/24, can satisfy the requirement of big shake to the deformation of member, and greater than the elastoplasticity angle of displacement of ordinary concrete shear wall.
Conclusion: analysis result shows, the bearing capacity of combined concrete shear wall with built-in eccentric supporting steel truss significantly improves, the bearing capacity sum that is much higher than ordinary concrete shear wall and i iron framework, its yield tensile ratio of while, later stage rigidity, ductility factor, the elastoplasticity displacement all significantly improves on the basis of ordinary concrete shear wall, and shock resistance obviously improves.
Claims (8)
1, a kind of preparation method of combined concrete shear wall with built-in eccentric supporting steel truss is a kind of preparation method of shear wall, it is characterized in that: the order of making is as follows:
1) shaped steel and the reinforcing bar in the configuration frame columns;
2) shaped steel and the reinforcing bar in the configuration frame beam, section steel beam and steel column are fixed;
3) configuration shaped steel secretly support, upper and lower side respectively with the frame beam in shaped steel affixed, constitute steel truss jointly with steel column, section steel beam;
4) configuration reinforcement secretly supports and supports stirrup;
5) dispose affixed reinforcing bar;
6) distribution reinforcement of configuration shear wall;
7) with the frame and the wallboard arrangement of reinforcement of built-in steel truss and shear wall, be the combined concrete shear wall of built-in eccentric supporting steel truss by the disturbing concrete one-shot forming;
When secretly supporting, shaped steel secretly supports the upper end and stretches into upper side frame beam middle part or end at configuration shaped steel, and the end of lower frame beam is stretched in the lower end, make shaped steel dark support with the frame beam in shaped steel form off-centre and be connected; Section between eccentric support and section steel beam intersection point and the post forms energy dissipating beam section in antidetonation;
When layout type girder steel, steel column and shaped steel secretly supported, design bearing capacity satisfied the requirement of strong post, strong support, weak energy dissipation beam section;
When disposing affixed reinforcing bar, dispose affixed muscle at the dark node place of intersecting that supports with frame.
2, the preparation method of a kind of combined concrete shear wall with built-in eccentric supporting steel truss according to claim 1, it is characterized in that: when configuration reinforcement secretly supports, four reinforcing bars secretly support the formation reinforcing bar around shaped steel and secretly support, the section steel beam anchoring in the frame beam is walked around in the dark support of reinforcing bar, and outside reinforced bar support, install the distribution stirrup, behind cast shear wall concrete, form the confined concrete bundle.
3, the combined concrete shear wall with built-in eccentric supporting steel truss of method design according to claim 1, constitute by frame and shear wall slab, the steel mesh reinforcement that configuration is made up of horizontal and vertical distribution reinforcement in shear wall slab, between steel mesh reinforcement, socket with socketing reinforcing bar (13), it is characterized in that: hide eccentric supporting steel truss (1) in the shear wall, steel truss (1) secretly supports (10) by steel column (4), section steel beam (5) and shaped steel to be formed, and design bearing capacity should satisfy the requirement of strong post, strong support, weak energy dissipation beam section; Steel column (4) is hidden in the frame at shear wall two ends, section steel beam (5) is hidden in the frame beam of shear wall, shaped steel supports secretly that section steel beam (5) is connected in the frame of (10) and upper and lower side, and shaped steel secretly support (10) around be distributed with reinforcing bar and secretly support (17), reinforcing bar secretly supports (17) and walks around section steel beam in the frame (5) and carry out anchoring, at the inner eccentric supporting steel truss (1) that forms strong post, strong support, weak energy dissipation beam section of concrete shear force wall.
4, according to the described built-in steel truss concrete compound shear wall of claim 3, it is characterized in that: the length of energy dissipating beam section satisfies following relation:
h
b≤a≤1.5h
b
The length of a-energy dissipating beam section in the formula, promptly shaped steel supports and the distance of section steel beam intersection point to the shaped steel cylinder;
h
bThe depth of section of-shaped steel energy dissipating beam section.
5, according to the described built-in steel truss concrete compound shear wall of claim 3, it is characterized in that: hide that shaped steel in the steel truss (1) secretly supports (10) and reinforcing bar secretly supports (17) and is herringbone, its upper end is stretched in the upper side frame beam and is connected with section steel beam (5) mid point in the beam, the end of lower frame beam (5) is stretched in the lower end, be connected with section steel beam (5) in the lower frame beam, shaped steel secretly supports (10) and reinforcing bar secretly supports (17), steel column (4) combination at section steel beam (5) and shear wall two ends is at the strong post of the inner formation of concrete shear force wall, strong support, the eccentric supporting steel truss of weak energy dissipation beam section (1).
6, according to the described built-in steel truss concrete compound shear wall of claim 3, it is characterized in that: hide that shaped steel in the steel truss (1) secretly supports (10) and reinforcing bar secretly supports (17) and is X-shaped, its upper end is stretched in the end of upper side frame beam, be connected with section steel beam (5) in the upper side frame beam, the end that the lower frame beam is stretched in the lower end is connected with section steel beam (5) in the lower frame beam, shaped steel secretly supports (10) and reinforcing bar secretly supports (17), section steel beam (5) combination in steel column at shear wall two ends (4) and the frame beam is at the strong post of the inner formation of concrete shear force wall, strong support, the eccentric supporting steel truss of weak energy dissipation beam section (1).
7, according to the described built-in steel truss concrete compound shear wall of claim 3, it is characterized in that: hide that shaped steel in the steel truss (1) secretly supports (10) and reinforcing bar secretly supports (17) and is splayed, its upper end is stretched in the upper side frame beam, be connected with section steel beam (5) in the upper side frame beam, the end of lower frame beam is stretched in the lower end, be connected with section steel beam (5) in the lower frame beam, shaped steel secretly supports (10) and reinforcing bar secretly supports (17), steel column (4) combination at section steel beam in the frame beam (5) and shear wall two ends is at the strong post of the inner formation of concrete shear force wall, strong support, weak energy dissipation beam section steel truss (1).
8, according to the described built-in steel truss concrete compound shear wall of claim 3, it is characterized in that: hide that shaped steel in the steel truss (1) secretly supports (10) and reinforcing bar secretly to support (17) be the monocline bar, its upper end is stretched in the upper side frame beam, be connected with section steel beam in the beam (5), the end of lower frame beam is stretched in the lower end, be connected with section steel beam (5) in the lower frame beam, shaped steel secretly supports (10) and reinforcing bar secretly supports (17), steel column (4) combination at section steel beam in the frame beam (5) and shear wall two ends is at the strong post of the inner formation of concrete shear force wall, strong support, weak energy dissipation beam section steel truss (1).
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| CN101956434A (en) * | 2010-11-02 | 2011-01-26 | 北京交通大学 | Cross bracing type reinforced concrete energy consuming device |
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Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4519303A (en) * | 1983-03-24 | 1985-05-28 | Crown Union, Inc. | Chimney lining system including frame-supported membrane |
| JPH0754361A (en) * | 1993-08-19 | 1995-02-28 | Shinwa:Kk | Construction method of wall for slope face, building, or the like, and built-up reinforcement used therefor |
| CN2303037Y (en) * | 1997-08-04 | 1999-01-06 | 河北工业大学 | Anti-earthquake wall made of built-in steel bar and concrete having side frame and semi seams |
| CN2561842Y (en) * | 2002-04-30 | 2003-07-23 | 邱则有 | Cast in situs reinforced concrete assebled walls |
| CN1439783A (en) * | 2002-02-20 | 2003-09-03 | 刘志鹏 | Light reinforced bar concrete binary structure system and method thereof |
| CN1455064A (en) * | 2002-04-30 | 2003-11-12 | 邱则有 | Cast-in-situ reinforced concrete combined wall |
-
2005
- 2005-07-08 CN CNB2005100826811A patent/CN1333141C/en not_active Expired - Fee Related
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4519303A (en) * | 1983-03-24 | 1985-05-28 | Crown Union, Inc. | Chimney lining system including frame-supported membrane |
| JPH0754361A (en) * | 1993-08-19 | 1995-02-28 | Shinwa:Kk | Construction method of wall for slope face, building, or the like, and built-up reinforcement used therefor |
| CN2303037Y (en) * | 1997-08-04 | 1999-01-06 | 河北工业大学 | Anti-earthquake wall made of built-in steel bar and concrete having side frame and semi seams |
| CN1439783A (en) * | 2002-02-20 | 2003-09-03 | 刘志鹏 | Light reinforced bar concrete binary structure system and method thereof |
| CN2561842Y (en) * | 2002-04-30 | 2003-07-23 | 邱则有 | Cast in situs reinforced concrete assebled walls |
| CN1455064A (en) * | 2002-04-30 | 2003-11-12 | 邱则有 | Cast-in-situ reinforced concrete combined wall |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101956434A (en) * | 2010-11-02 | 2011-01-26 | 北京交通大学 | Cross bracing type reinforced concrete energy consuming device |
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