CN101046109B - New type of frame supported shear wall structure and its making process - Google Patents
New type of frame supported shear wall structure and its making process Download PDFInfo
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Abstract
The present invention is new type of frame supported shear wall structure and its making process. The frame supported shear wall structure has frame struts stretching into shear wall and converting beams of shaped steel-concrete structure. The flange of the beam steel and the flange of the strut are jointed through welding, the web of the beam steel and the flange of the strut are welded through a knee-bracket plate, there are pegs in the flanges of the beam steel and the strut steel, and reinforcing steel plate is welded to the beam hole in the beam steel. The frame supported shear wall of shaped steel-concrete structure has small member cross section area, great bearing capacity, high rigidity and other advantages and is suitable for use in the shear wall of seismic region.
Description
Technical field
The invention belongs to building field, relate to the architectural structure system that a kind of steel reinforced concrete and Large Space at Lower Part frame supported shear wall are combined as a whole.
Background technology
In the street architecture of city, the building function of use is along vertically often changing, and house bottom one deck or which floor are commonly used for assembly occupancies such as market, dining room, exhibition hall, entertainment, and upper floor is as uses such as dwelling house, office, hotels; In the design of some residential buildings, the architect is in order to embody its visual effect, and the bottom-layer design with building becomes Stilt layer sometimes.In order to satisfy the demand of this building function of use, correspondingly, should adopt a kind of structural shape of safe and applicable.The Large Space at Lower Part frame supported shear wall structure satisfies above-mentioned building and structure function just, is therefore often adopted by the structural engineer when schematic design.But, in the Large Space at Lower Part frame supported shear wall structure,, easily forming weak floor because the part shear wall does not land, anti-seismic performance is relatively poor.
Ratio of axial compressive force to axial compressive ultimate capacity of section is the principal element that influences frame-supporting column ductility under the geological process, and standard has been stipulated comparatively strict limit value to frame-supporting column.But for satisfying the requirement of limit value of axial compression ratio, the steel concrete frame-supporting column cross section of designing in the engineering is often very big, can have a strong impact on the building function of use.
Summary of the invention
Technical problem to be solved by this invention significantly improves the frame supported shear wall structure anti-seismic performance exactly, and can reduce the member section size, improves the building function of use.
For addressing this problem, the present invention proposes and preparation method thereof, specific as follows:
(1) in recent years, steel reinforced concrete has obtained using widely in engineering, and steel reinforced concrete structure is compared with reinforced concrete structure, the characteristics that have the bearing capacity height, reduce the member cross dimensions, ductility are good.If adopt the steel reinforced concrete frame-supporting column, then not only can reduce column cross-section size, also can improve its anti-seismic performance;
(2) frame supported shear wall does not land because of the top shear wall, should design translation building block with Load Transfer to frame-supporting column, the transfer beam member is simple because of constructing, stressed clear and definite, uses more extensive.When adopting steel reinforced concrete frame-supporting column, steel concrete conversion beam, because the steel concrete conversion beam generally can dispose more longitudinal stress reinforcing bar, certainly will there be more reinforcing bar to pass the column type steel, influences the stress performance of frame-supporting column, cause the complicated structure design in bean column node zone.If use the steel reinforced concrete conversion beam instead, node connects the connection of similar steel-structure beam-column node, and is stressed clear and definite, and steel reinforced concrete conversion beam bearing capacity height, rigidity are big, can reduce sectional dimension greatly, and anti-seismic performance also is better than the steel concrete conversion beam.
The present invention proposes a kind of new type of frame supported shear wall structure, comprises frame-supporting column, conversion beam, shear wall and basis, and frame-supporting column and conversion beam all adopt steel reinforced concrete structure.
Further, this frame-supporting column shaped steel extends in the shear wall of upper strata, and development length is more than or equal to half of upper strata shear wall floor height.
Peg is arranged on the column type steel edge of a wing along the post overall height in the post; Peg is striden entirely along beam and is arranged on the beam shaped steel top flange in the beam.
Frame-supporting column comprises shaped steel, reinforcing bar, concrete, peg and suspension column crab-bolt, and wherein, shaped steel is made up of the column type steel edge of a wing, column type steel web and stiffening rib, and reinforcing bar is made up of vertical muscle and stirrup; Conversion beam is made up of shaped steel, reinforcing bar, concrete and peg, and wherein, shaped steel is made up of the beam shaped steel edge of a wing, beam shaped steel web, and reinforcing bar is made up of vertical muscle and stirrup; Shear wall is made up of shaped steel, reinforcing bar and concrete, and wherein, reinforcing bar is made up of vertical muscle and level and vertical distribution reinforcement.
The preparation method of above-mentioned new type of frame supported shear wall structure, the beam shaped steel edge of a wing adopts the full penetration butt weld to be connected with the column type steel edge of a wing, and weld by gusset plate on the beam shaped steel web and the column type steel edge of a wing.
At first groove is cut on the beam shaped steel edge of a wing, and adopt the full penetration butt weld to be connected with the column type steel edge of a wing: beam shaped steel web is connected by gusset plate and column type steel edge of a wing employing fillet weld, and the correspondence position at beam shaped steel web and gusset plate stays tie muscle preformed hole in advance.
When the vertical muscle of beam passes the column type steel edge of a wing, add the strong steel plate of soldering at the hole place.
Not only the member section size is little for steel reinforced concrete beam column frame supported shear wall structure of the present invention, the instructions for use of building large space can be provided effectively, and the structural bearing capacity height, rigidity is big, ductility good, deformability and energy dissipation capacity are strong, is applicable to that the Large Space at Lower Part shear wall structure of earthquake zone adopts.
Description of drawings
Fig. 1 is a structure elevational schematic view of the present invention;
Fig. 2 is a frame supported shear wall arrangement of reinforcement schematic diagram of the present invention;
Fig. 3 is a frame-supporting column schematic cross-section of the present invention;
Fig. 4 is a conversion beam schematic cross-section of the present invention;
Fig. 5 is a bean column node schematic diagram of the present invention;
Fig. 6 is a beam wall node schematic diagram of the present invention;
Fig. 7 is a post wall node schematic diagram of the present invention;
Fig. 8 is a post wall node schematic diagram of the present invention.
The specific embodiment
The present invention is a kind of Large Space at Lower Part frame supported shear wall that relates to Structural Engineering, comprises frame-supporting column 1, conversion beam 2, shear wall 3 and basis 4.Frame-supporting column 1 comprises shaped steel 11, reinforcing bar 12, concrete 13, peg 14 and suspension column crab-bolt 15, and wherein, shaped steel is made up of the column type steel edge of a wing 111, column type steel web 112 and stiffening rib 113, and reinforcing bar is made up of vertical muscle 121 and stirrup 122.The length that column type steel 11 extends into the top shear wall should be not less than half of upper strata shear wall floor height, if be restricted, can only column type steel web 112 be stretched in the shear wall of upper strata, and development length is not less than half of upper strata shear wall floor height.Peg 14 should be arranged on the shaped steel edge of a wing 111 along the post overall height.Conversion beam 2 is made up of shaped steel 21, reinforcing bar 22, concrete 23 and peg 24, and wherein, shaped steel is made up of the beam shaped steel edge of a wing 211, beam shaped steel web 212, and reinforcing bar is made up of vertical muscle 221 and stirrup 222., peg 24 should be striden entirely along beam and is arranged on the shaped steel top flange 211.By selecting suitable shaped steel cross section, can guarantee that the vertical muscle 221 of beam does not pass the column type steel edge of a wing 111, as unavoidably passing the column type steel edge of a wing 111, then should add the strong steel plate of soldering at the hole place.The beam shaped steel edge of a wing 211 adopts the full penetration butt weld to be connected with the column type steel edge of a wing 111, and beam shaped steel web 212 welds (as Fig. 2) with the column type steel edge of a wing 111 by gusset plate.Shear wall 3 is made up of shaped steel 31, reinforcing bar 32 and concrete 33, and wherein, reinforcing bar is made up of vertical muscle 321 and level and vertical distribution reinforcement 322.The vertical distribution reinforcement 322 of shear wall should be anchored in the conversion beam (as shown in Figure 6) reliably.
About connection between the member of the present invention and mutual alignment relation, its construction technology is: make beam column shaped steel 21,11 → pre-sleeve column stirrup 122 → column type steel 11 install, proofread and correct, fixing → the strutbeam soffit formwork → overlap in advance beam stirrup 222 → beam shaped steel 21 in place, proofread and correct, be welded into skeleton → post reinforcing bar 12 a colligations → column template → water post concrete → beam steel 22 colligations → beam top shear wall 3 joint bars → bean column node place stirrup welding → side template, slab form → casting beams, plate, wall concrete with column type steel 11.
When carrying out frame-supporting column 1 and conversion beam 2 Cross section Design, should avoid the vertical muscle 221 of beam to pass the column type steel edge of a wing 111 as far as possible, method is: strengthen column type steel 11 depth of sections as far as possible and strengthen the shaped steel edge of a wing 111 thickness to reduce the shaped steel edge of a wing 111 width; Adopt the vertical muscle 221 of high strength, large diameter beam reducing its quantity, and the vertical muscle 221 of beam is arranged as far as possible in the outside as far as possible.
About " the beam shaped steel edge of a wing 211 adopts the full penetration butt weld to be connected with the column type steel edge of a wing 111; beam shaped steel web 212 welds by gusset plate with the column type steel edge of a wing 111 ", adopt this node connected mode uncommon in actual engineering, therefore, in order to verify that this connected mode is applied to the reliability in the steel reinforced concrete frame supported shear wall structure, the present invention has adopted this method of attachment, and result of the test has illustrated its reliability.It is an innovative point of the present invention.Concrete processing and fabricating method sees also Fig. 8: at first groove is cut on the beam shaped steel edge of a wing 211, and adopts the full penetration butt weld to be connected with the column type steel edge of a wing 111; Full penetration groove welding 8, beam shaped steel web 212 adopts fillet weld 6 to be connected by gusset plate 5 with the column type steel edge of a wing 111, and the correspondence position at beam shaped steel web 212 and gusset plate 5 stays tie muscle 122 preformed holes 7 in advance.
Below illustrate that by 4 model test piece pseudo-static experimental results girder with rolled steel section en cased in concrete post frame supported shear wall compares the superiority that is possessed with the reinforced concrete beam column frame supported shear wall.
(1) modelling
3 steel reinforced concrete beam column frame supported shear wall test specimen numberings are respectively SRC-1, SRC-2 and SRC-3, and wherein SRC-1 applies vertical load and dull horizontal loading, and SRC-2 and SRC-3 apply vertical load and low all back and forth horizontal loadings; 1 reinforced concrete beam column frame supported shear wall test specimen is numbered RC-1, applies vertical load and low all back and forth horizontal loadings.
Test specimen model ratio is 1:4, overall height 2750mm, and span 1500mm, the high 1350mm of shear wall, thick 150mm, frame props up floor height 1100mm, and square-shaped frame is propped up column section length of side 200mm, the wide 150mm of beam section, high 300mm, ground deck-molding 300mm.Strength grade of concrete is C30, and stirrup and shear wall distribution reinforcement adopt the HPB235 level, and vertical muscle adopts the HRB335 level, in bury shaped steel and be welded by the Q235-B grade steel plate.Test specimen steel ratio, reinforcement ratio and stirrup ratio are listed in the table 1.
Table 1 test specimen steel ratio, reinforcement ratio and stirrup ratio (%)
(2) bearing capacity
Table 2 has been listed cracking load, yield load and the ultimate load of test specimen.Cracking load is got test specimen tensile region corresponding load when article one crack occurring; Corresponding load when yield load is got reinforcing bar or shaped steel and reached yield strain: ultimate load is got test specimen bearing load corresponding load when maximum.
Table 2 test specimen bearing capacity
| The test specimen numbering | Cracking load P c(kN) | Yield load P y(kN) | Ultimate load P m(kN) | α ym ＝P y/P m |
| SRC-1 | 30.0 | 272.0 | 351.0 | 0.775 |
| SRC-2 | 70.0 | 259.0 | 334.9 | 0.773 |
| SRC-3 | 120.0 | 267.0 | 347.0 | 0.769 |
| RC-1 | 130.0 | 201.0 | 221.9 | 0.906 |
As seen from Table 2:
1) the cracking load value of SRC-1～SRC-3 is disperseed, but all less than RC-1, buries shaped steel in the explanation to not contribution of cracking load, and what the peripheral configuration of member section was many more is subjected to the vertical muscle in position favourable more to suppressing carrying out of crack;
2) by the ratio (being yield tensile ratio) of yield load and ultimate load as can be known, RC-1 is more a lot of greatly than SRC-1～SRC-3, illustrates that the test specimen surrender back load-carrying properties of shaped steel are better, has reflected the good characteristics of ductility indirectly;
3) have the shaped steel test specimen to compare with no shaped steel test specimen, yield load and ultimate load all are greatly improved.
(3) rigidity
Table 3 has been listed test specimen rigidity measured value.The tangent stiffness of skeleton curve when elastic stiffness is the test specimen original upload; Cracking rigidity is the secant rigidity at skeleton curve cracking point place: surrender rigidity is the secant rigidity at skeleton curve yield point place; β
C0Be the ratio of cracking rigidity and elastic stiffness, of the decay of expression test specimen from elasticity to cracking stage rigidity; β
YcBe the ratio of surrender rigidity with cracking rigidity, the expression test specimen is surrendered the decay of stage rigidity from ftractureing to.
Table 3 test specimen rigidity
| The test specimen numbering | Elastic stiffness k 0(kN/mm) | Cracking rigidity k c(kN/mm) | Surrender rigidity k y(kN/mm) | β c0 ＝k c/k 0 | β yc ＝k y/k c |
| SRC-1 | 290.91 | 43.48 | 35.51 | 0.149 | 0.817 |
| SRC-2 | 245.55 | 66.04 | 38.26 | 0.269 | 0.579 |
| SRC-3 | 202.36 | 58.54 | 34.72 | 0.289 | 0.593 |
| RC-1 | 161.43 | 56.52 | 24.91 | 0.350 | 0.441 |
As seen from Table 3:
1) elastic stiffness of SRC-1～SRC-3 and surrender ratio of rigidity RC-1 improve a lot, and cracking rigidity is more or less the same;
2) β of SRC-1～SRC-3
C0Less than RC-1, β
YcGreater than RC-1, illustrate that cracking is big to containing the influence of shaped steel test specimen stiffness degradation, and littler by the stiffness degradation of the surrender of ftractureing than the influence of no shaped steel test specimen.
(4) displacement and ductile performance
Top displacement of test specimen wall and ductility factor see Table 4.Cracking displacement, yield displacement and extreme displacement are got and cracking load, yield load and the corresponding displacement of ultimate load; The design limit displacement is got test specimen after maximum load occurs, and load drops to 85% o'clock corresponding displacement of maximum load with the distortion increase; Ductility factor is got the ratio of design limit displacement and yield displacement, is called " available ductility factor ".
Top displacement of table 4 test specimen wall and ductility factor
| The test specimen numbering | The cracking displacement c(mm) | The yield displacement Δ y(mm) | The extreme displacement Δ m(mm) | The design limit displacement u(mm) | Available ductility factor μ=Δ u/Δ y | Relative limit distortion Δ u/H |
| SRC-1 | 0.69 | 7.66 | 19.02 | 73.78 | 9.632 | 1/34 |
| SRC-2 | 1.06 | 6.77 | 19.99 | 55.04 | 8.130 | 1/45 |
| SRC-3 | 2.05 | 7.69 | 27.33 | 48.89 | 6.358 | 1/51 |
| RC-1 | 2.30 | 8.07 | 13.98 | 22.58 | 2.798 | 1/110 |
Take charge of to find out by table 4:
1) the wall item relative limit of SRC-1～SRC-3 distortion (elastoplasticity angle of displacement) can reach more than 2 times of RC-1, when therefore the structure elastic-plastic deformation checked under carrying out the rarely occurred earthquake effect, the elastoplasticity angle of displacement limit value of steel reinforced concrete frame supported shear wall structure can suitably amplify;
2) ductility of RC-1 is relatively poor, and ductility factor is 2.798 only, has verified the conclusion of steel concrete frame supported shear wall poor seismic behavior;
3) comparing with RC-1, is respectively 3.44 times, 2.90 times and 2.27 times of RC-1 at the ductility factor of SRC-1, SRC-2 and SRC-3, and anti-seismic performance is improved greatly;
The above-mentioned description to embodiment is can understand and apply the invention for ease of those skilled in the art.The person skilled in the art obviously can easily make various modifications to these embodiment, and needn't pass through performing creative labour being applied in the General Principle of this explanation among other embodiment.Therefore, the invention is not restricted to the embodiment here, those skilled in the art should be within protection scope of the present invention for improvement and modification that the present invention makes according to announcement of the present invention.
Claims (5)
1. new type of frame supported shear wall structure, comprise frame-supporting column (1), conversion beam (2), shear wall (3) and basis (4), it is characterized in that: frame-supporting column and conversion beam all adopt steel reinforced concrete structure, frame-supporting column shaped steel (11) extends in the upper strata shear wall (3), and development length is more than or equal to half of upper strata shear wall floor height.
2. new type of frame supported shear wall structure according to claim 1 is characterized in that: peg (14) is arranged on the column type steel edge of a wing (111) along the post overall height in the post; Peg (24) is striden entirely along beam and is arranged on the beam shaped steel top flange (211) in the beam.
3. new type of frame supported shear wall structure according to claim 1 and 2, it is characterized in that: frame-supporting column (1) comprises shaped steel (11), reinforcing bar (12), concrete (13), peg (14) and suspension column crab-bolt (15), wherein, shaped steel is made up of the column type steel edge of a wing (111), column type steel web (112) and stiffening rib (113), and reinforcing bar is made up of vertical muscle (121) and stirrup (122); Conversion beam (2) is made up of shaped steel (21), reinforcing bar (22), concrete (23) and peg (24), and wherein, shaped steel is made up of the beam shaped steel edge of a wing (211), beam shaped steel web (212), and reinforcing bar is made up of vertical muscle (221) and stirrup (222); Shear wall (3) is made up of shaped steel (31), reinforcing bar (32) and concrete (33), and wherein, reinforcing bar is made up of vertical muscle (321) and level and vertical distribution reinforcement (322).
4. the preparation method of the described new type of frame supported shear wall structure of claim 3, it is characterized in that: make beam column shaped steel (21,11) → pre-sleeve column stirrup (122) → column type steel (11) installation, proofread and correct, fixing → the strutbeam soffit formwork → to overlap beam stirrup (222) → beam shaped steel (21) in advance in place, proofread and correct, be welded into skeleton → post reinforcing bar (12) colligation → column template → fluid concrete → beam steel (22) colligation → beam top shear wall (3) joint bar → bean column node place stirrup welding → side template with column type steel (11), slab form → cast beam, plate, the wall concrete, wherein, beam shaped steel (21) adopts the full penetration butt weld to be connected with column type steel (11) welding by the beam shaped steel edge of a wing (211) and the column type steel edge of a wing (111), beam shaped steel web (212) welds by gusset plate with the column type steel edge of a wing (111), be specially: at first groove is cut on the beam shaped steel edge of a wing (211), and adopts the full penetration butt weld to be connected with the column type steel edge of a wing (111); Beam shaped steel web (212) adopts fillet weld to be connected by the gusset plate and the column type steel edge of a wing (111), and the correspondence position at beam shaped steel web (212) and gusset plate stays tie muscle (122) preformed hole in advance.
5. the preparation method of new type of frame supported shear wall structure according to claim 4 is characterized in that: when beam is indulged muscle (221) and passed the column type steel edge of a wing (111), add the strong steel plate of soldering at the hole place.
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| CN113536431A (en) * | 2021-07-20 | 2021-10-22 | 深圳市建筑设计研究总院有限公司 | Method for determining structural parameters of conversion beam |
| CN114108812A (en) * | 2021-12-09 | 2022-03-01 | 中国化学工程第九建设有限公司 | Construction method of main body frame of concrete engineering frame structure building |
| CN115324341B (en) * | 2022-08-22 | 2023-10-27 | 湖南嘉晟住建科技有限公司 | Construction method of steel-concrete composite beam |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2496949Y (en) * | 2001-09-04 | 2002-06-26 | 张洪波 | Shape steel and steel reinforced concrete sheear wall integrated load-bearing shear wall structure |
| CN1603539A (en) * | 2004-11-19 | 2005-04-06 | 清华大学 | Buckling and energy consumption preventing steel plate shear wall |
-
2006
- 2006-03-31 CN CN2006100253994A patent/CN101046109B/en not_active Expired - Fee Related
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2496949Y (en) * | 2001-09-04 | 2002-06-26 | 张洪波 | Shape steel and steel reinforced concrete sheear wall integrated load-bearing shear wall structure |
| CN1603539A (en) * | 2004-11-19 | 2005-04-06 | 清华大学 | Buckling and energy consumption preventing steel plate shear wall |
Non-Patent Citations (3)
| Title |
|---|
| 刘先琼,马占超.高层钢结构大厚度柱、梁的现场安装焊接.湖北省暨武汉焊接学会成立二十五周年2005年焊接学术年会.2005,(2005),280-282. * |
| 李玉容.型钢混凝土梁式转换框架结构的试验和理论研究.浙江大学博士学位论文.2005,15-98. * |
| 陈帅,梁斌,孟凡深,刘小敏.钢骨转换梁与剪力墙共同作用的有限元分析.隧道建设23 6.2003,23(6),12-14. * |
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