CN102912895B - High-ductility coupled shear wall - Google Patents

High-ductility coupled shear wall Download PDF

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CN102912895B
CN102912895B CN201210435018.5A CN201210435018A CN102912895B CN 102912895 B CN102912895 B CN 102912895B CN 201210435018 A CN201210435018 A CN 201210435018A CN 102912895 B CN102912895 B CN 102912895B
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coupling beam
shear wall
high ductility
wall
diagonal
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CN102912895A (en
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梁兴文
车佳玲
邓明科
李方圆
史金田
孙云飞
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Xian University of Architecture and Technology
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Xian University of Architecture and Technology
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Abstract

The invention discloses a high-ductility coupled shear wall. In comparison with the regular coupled shear wall, the coupled shear wall is characterized in that: coupling beams of the coupled shear wall are prefabricated staggered type diagonally reinforced coupling beams, and a filling material of a plastic hinge region is high-ductility fiber concrete; in comparison with the regular coupling beam with a small span-depth ratio, the staggered type diagonally reinforced coupling beams are characterized in that the coupling beams are provided with diagonal reinforcements without lacing bars, and the filling material is high-ductility fiber concrete. According to the invention, coupling beam substrates in the coupled shear wall adopt high-ductility fiber concrete, the diagonal reinforcements are not provided with the lacing bars, the amount of reinforcing steel bars is reduced on the premise of ensuring the anti-seismic property of the coupling beams, the construction difficulty caused by congestion of the reinforcing steel bars is reduced, and the coupling beams are prefabricated, so that the construction period of the coupled shear wall is shortened; a substrate material of the plastic hinge region of wall columns of the shear wall and a substrate material of the coupling beams adopt high-ductility fiber concrete, so that the integrated anti-seismic property of the coupled shear wall is fully ensured.

Description

A kind of high ductility connection limb shear wall
Technical field
The present invention relates to a kind of shear wall, be specially a kind of high ductility connection limb shear wall that high ductility fibrous concrete is coupling beam as packing material and the little span-depth radio staggered form diagonal angle diagonal bar coupling beam of take of take.
Background technology
Shear wall claims again wind resistance wall or seismic structural wall, earthquake resistant wall, structural wall, is to replace the beam column in frame construction with reinforced concrete wall panel, can bear the internal force that all kinds of loads cause, mainly bears the body of wall of the horizontal loading that wind load or geological process cause.Due to the requirement of structure use function, shear wall needs to offer door and window hole sometimes.According to the having or not of hole, size, shape and position etc., shear wall can be divided into integral section wall, whole little opening wall, connection limb wall and wall frame.When shear wall is without hole, although or have hole, can ignore the impact at hole, this class wall is called integral section wall; Slightly large when the hole of shear wall, but hole is still less to the stressing influence of shear wall, and this class wall is called whole little opening wall; When shear wall is along vertically having the larger hole of row or multiple row, its section deformation no longer meets the shear wall of plane hypothesis, can be counted as by wall limb and a series of coupling beam and connect and to form, the couple that its horizontal force is comprised of each wall limb bending resistance and wall limb axle power is resisted jointly, and this class wall is called connection limb shear wall; Very large when the hole of shear wall layout in column, and hole is wider, wall limb width is relatively little, and when the rigidity of coupling beam approaches or is greater than the rigidity of wall limb, stress performance and the frame construction of shear wall are similar, and this class shear wall is called wall frame.
There is following problem in the design of existing limb shear wall: 1) because coupling beam span in connection limb shear wall is little, but there is enough rigidity to guarantee the globality of connection limb shear wall in order to meet coupling beam, make shear wall sidesway under horizontal loads unlikely excessive, the depth of section of coupling beam again can not be too small, therefore the span-depth radio of coupling beam generally all less (being less than 2.5), in antidetonation connection shear wall, conventional little span-depth radio coupling beam (as shown in Figure 1, conventional little span-depth radio coupling beam comprises vertical muscle 2 and is arranged on stirrup 3 and the ordinary concrete packing material in vertical muscle 2 outsides) cannot avoid himself shear failure occurring too early, thereby cannot meet the requirement of structure to its anti-seismic performance.In order to improve the anti-seismic performance of little span-depth radio coupling beam, in prior art, mainly from arrangement of reinforcement scheme, section form and three angles of matrix material of coupling beam, make improvements.In arrangement of reinforcement scheme and section form, improve, mainly contain intersection sleeper formula arrangement of reinforcement coupling beam, rhombus arrangement of reinforcement coupling beam, doubly-linked beam and steel fibre coupling beam etc.Wherein, intersect sleeper formula arrangement of reinforcement coupling beam (as shown in Figure 2, the sleeper formula arrangement of reinforcement coupling beam of intersecting comprises vertical muscle 2, is arranged on the stirrup 3 in vertical muscle 2 outsides and is arranged on the intersection sleeper 6 between vertical muscle 2 and is arranged on the sleeper stirrup 7 intersecting on sleeper) can meet the requirement of overall structure to little span-depth radio coupling beam anti-seismic performance, there is preferably shear resistance and energy dissipation capacity.But because it disposes, intersect sleeper 1, on each sleeper, dispose a large amount of stirrups 2, cause that this type of coupling beam steel using amount is large, the crowded constructional difficulties that causes of reinforcing bar.In addition, the disclosed high ductility concrete coupling beam of ZL201120109680.2 is with the basis that is configured to of frame-generic beam, and matrix material adopts high ductility concrete, has improved to a certain extent ductility and the energy dissipation capacity of little span-depth radio coupling beam; But (be less than 2.5) when span-depth radio is too small, its ductility no longer meets structural seismic requirement, need further to increase the configuration of stirrup.
2) Elastoplastic Performances in Simulation of connection limb Shear Walls limb, as rigidity, intensity, ductility and energy dissipation etc., depends primarily on its plastic hinge region (wall limb bottom).And due to concrete brittle fracture mechanism and deformation pattern, in design, be difficult to guarantee the antidetonation shear resistance of shear wall plastic hinge region, the oblique pull causing as edge member crushing of concrete, shearing and diagonal compression failure, along the slippage shear failure at constuction joint place, steel bar stress flexing etc.
Summary of the invention
The object of the present invention is to provide a kind of construction, ductility is high and anti-seismic performance is good connection limb shear wall of being easy to.
For this reason, limb shear wall provided by the invention is compared and be it is characterized in that with conventional connection limb shear wall: the coupling beam of limb shear wall of the present invention is prefabricated staggered form diagonal angle diagonal bar coupling beam, and the packing material of its plastic hinge region is high ductility fibrous concrete; Described staggered form diagonal angle diagonal bar coupling beam is compared its feature with the conventional little span-depth radio coupling beam of routine and is, be provided with diagonal angle diagonal bar, and its packing material is high ductility fibrous concrete between the vertical muscle in its diagonal angle.
The configuration of above-mentioned diagonal angle diagonal bar should meet following condition:
V wb≤ 0.14f cbh 0+ 1.3f tbh 0+ 0.24A sdf sdsin α (formula 1)
In (formula 1):
V wbfor coupling beam shear Capacity;
B is cross-section of coupling beam width;
H 0for cross-section of coupling beam effective height;
F cfor high ductility fibrous concrete compressive strength;
F tfor high ductility fibrous concrete axial tensile strength, f t=3.683f c 0.174;
A sdfor unidirectional diagonal angle diagonal bar area;
F sdfor diagonal angle diagonal bar yield strength;
α is the angle of diagonal angle diagonal bar and the coupling beam longitudinal axis, α=arctan (l n/ h), l nfor coupling beam clear span.
The component of above-mentioned high ductility fibrous concrete is cement, flyash, silicon ash, sand, PVA fiber and water, wherein, by mass percentage, cement: flyash: silicon ash: sand: water=1:0.9:0.1:0.76:0.58; Cement, flyash, silicon ash, the Sha Heshui cumulative volume after mixing of take is radix, and the volume volume of PVA fiber is 1.5%.
Above-mentioned cement is P.O.52.5R portland cement; Above-mentioned flyash is I level flyash; The loss on ignition of above-mentioned silicon ash is less than 6%, dioxide-containing silica is greater than 85%, specific area is greater than 15000m 2/ kg; The maximum particle diameter of above-mentioned sand is 1.26mm; The length of above-mentioned PVA fiber is that 6~12mm, diameter are that 26 μ m are above, tensile strength is that 1200MPa is above, modulus of elasticity is more than 30GPa.
Limb shear wall provided by the invention has following characteristics:
(1) shearing resistance stirrup consumption is few, and saving steel reduces difficulty of construction.
(2) using the packing material of high ductility fibrous concrete as coupling beam and body of wall plastic hinge region; can reduce the deadweight of body of wall integral body; and high ductility fibrous concrete has good plastic deformation ability; during structural deterioration, cover concrete can not peel off, and can reduce the rehabilitation expense of even removing from after macroseism.
Accompanying drawing explanation
Below in conjunction with accompanying drawing and the specific embodiment, the present invention is described in further detail.
Fig. 1 is the structural representation of conventional little span-depth radio coupling beam;
Fig. 2 is the structural representation of intersection sleeper formula arrangement of reinforcement coupling beam;
Fig. 3 is the structural representation of high ductility connection limb shear wall of the present invention;
Fig. 4 is the structural representation of staggered form of the present invention diagonal angle diagonal bar coupling beam;
Fig. 5 is the A-A sectional view of Fig. 4;
Fig. 6 is non-linear force-displacement theoretical model calculation diagram;
Fig. 7 is size and the arrangement of reinforcement schematic diagram of R/C test specimen and R/FRC test specimen;
Fig. 8 (a) is the destruction form schematic diagram of R/C test specimen;
Fig. 8 (b) is the destruction form schematic diagram of R/FRC test specimen;
Fig. 9 (a) is the hysteresis loop figure of R/C test specimen;
Fig. 9 (b) is the hysteresis loop figure of R/FRC test specimen;
Figure 10 is the load-displacement skeleton curve figure of test specimen CB-1 and test specimen CB-2.
The specific embodiment
High ductility fibrous concrete is a kind of random short-fibre that adds in cement matrix, and by the cement-base composite material of interface, fiber type comprises drill rod dimension, carbon fiber, polymer fiber etc.It has very large endergonic ability, with the difference of general fibre concrete maximum be the fiber that only adds 2% left and right, its uniaxial tensile strain can reach 3%, and occurs accurate strain hardening phenomenon while stretching.Between ductility high performance concrete and reinforcing bar, have good compatible deformation ability, the bar bond slip of reinforcing bar is less.Prior art shows, 1 ton of clinker of every production approximately discharges 1 ton of CO 2deng pernicious gas, ductility high performance concrete utilizes industrial waste (flyash) to replace part of cement grog (approximately 50%~70%), has reduced the discharge of pernicious gas.Ductility high performance concrete, through interface,, containing coarse aggregate, can not alleviated China's natural aggregate resource and be tending towards exhausted present situation.
The present invention is in conjunction with the structural advantage of high ductility fibrous concrete, considered the configuration mode of reinforcing bar and the structural requirement of the plastic hinge region in connection limb shear wall in coupling beam simultaneously, and the structure of existing limb shear wall has been improved to resulting technical scheme.
With reference to figure 3, to Fig. 5, limb shear wall of the present invention comprises wall limb 1 and is arranged on the coupling beam 8 of 1 of wall limb, and the bottom of wall limb 1 is provided with plastic hinge region 9; Described coupling beam 8 is prefabricated staggered form diagonal angle diagonal bar coupling beam, and the packing material of described plastic hinge region 9 is high ductility fibrous concrete (FRC); Described staggered form diagonal angle diagonal bar coupling beam comprises vertical muscle 2, is arranged on the stirrup 3 in vertical muscle 2 outsides and is arranged on diagonal angle diagonal bar 4 and the high ductility fibrous concrete of packing material (FRC) 5 that 2, muscle is indulged at diagonal angle.
The component of high ductility fibrous concrete used is cement, flyash, silicon ash, sand, PVA fiber and water, wherein, by mass percentage, cement: flyash: silicon ash: sand: water=1:0.9:0.1:0.76:0.58; Cement, flyash, silicon ash, the Sha Heshui cumulative volume after mixing of take is radix, and the volume volume of PVA fiber is 1.5%.Various materials are preferably: cement is P.O.52.5R portland cement; Above-mentioned flyash is I level flyash; The loss on ignition of above-mentioned silicon ash is less than 6%, dioxide-containing silica is greater than 85%, specific area is greater than 15000m 2/ kg; The maximum particle diameter of above-mentioned sand is 1.26mm; The length of above-mentioned PVA fiber is that 6~12mm, diameter are that 26 μ m are above, tensile strength is that 1200MPa is above, modulus of elasticity is more than 30GPa.And in high ductility fibrous concrete, can be added with water-reducing rate at more than 30% polycarboxylate water-reducer, the addition of water reducing agent is 0.8% of flyash, silicon ash and cement gross mass.
Vertical muscle 2 and the diagonal angle diagonal bar 4 of above-mentioned prefabricated staggered form diagonal angle diagonal bar coupling beam should stretch into Shear Walls limb when wall limb is built, and built-in length determines by bar diameter, and the length a that coupling beam is imbedded Shear Walls limb 1 is 1/4 higher value of wall limb thickness and deck-molding.
The arrangement of reinforcement method of above-mentioned staggered form diagonal angle diagonal bar coupling beam is:
First according to Structural Design Requirement, determine coupling beam scantling, comprising: coupling beam is long/, cross-section of coupling beam width b and cross-section of coupling beam effective height h 0;
Then according to Code for design of concrete structures (GB 50010-2010), require configuration coupling beam longitudinal reinforcement and stirrup;
Then according to the requirement configuration diagonal angle diagonal bar of (formula 1), wherein coupling beam shear Capacity V wbshould meet (formula 1) requires:
V wb≤ 0.14f cbh 0+ 1.3f tbh 0+ 0.24A sdf sdsin α (formula 1)
In (formula 1):
F cfor high ductility fibrous concrete compressive strength;
F tfor high ductility fibrous concrete axial tensile strength, f t=3.683f c 0.174;
A sdfor unidirectional diagonal angle diagonal bar area;
F sdfor diagonal angle diagonal bar yield strength;
α is the angle of diagonal angle diagonal bar and the coupling beam longitudinal axis, α=arctan (l n/ h), l nfor coupling beam clear span.
Below the derivation about above-mentioned (formula 1) that inventor provides:
According to depression bar-pull bar is theoretical, derive, with reference to figure 6, this derivation is only considered the shearing resistance effect of diagonal angle diagonal bar and FRC.
According to equilibrium of forces principle, can obtain Shear force within the beam end V wbfor
V wb=(T+C) sin α (formula 2)
In (formula 2), α is the angle of diagonal angle diagonal bar and the beam longitudinal axis, and C is that depression bar is made a concerted effort, and T is that pull bar is made a concerted effort, and:
C=A ' sdσ ' sd+ A ' cσ ' c(formula 3)
T=A sdσ sd+ A cσ c(formula 4)
In (formula 3):
A ' sdfor the gross area (depression bar) of unidirectional pressurized diagonal angle diagonal bar, A sdfor the gross area (pull bar) of unidirectional tension diagonal angle diagonal bar, during symmetric reinforcement, A ' sd=A sd;
A c' be high ductility fibrous concrete depression bar section area (depression bar), A cfor high ductility fibrous concrete pull bar section area (pull bar), suppose A c'=A c;
σ c' be the tensile stress of high ductility fibrous concrete, σ cfor the compressive stress of high ductility fibrous concrete, σ ' sdfor diagonal angle diagonal bar tensile stress.
The area A of high ductility fibrous concrete diagonal angle depression bar c' be defined as:
A c'=a s* b s(formula 5)
In (formula 5): a sfor the high ductility fibrous concrete bar depth of section that baroclines, b sfor the high ductility fibrous concrete bar breadth of section that baroclines, when only configuring individual layer diagonal angle diagonal bar along cross-section of coupling beam width, b sget cross-section of coupling beam width.
According to the failure mechanism of diagonal angle diagonal bar coupling beam, suppose:
A s=2x (formula 6)
In (formula 6): x is the vertical distance between unidirectional (same incline direction) diagonal angle diagonal bar axis.
High ductility fibrous concrete staggered form diagonal angle diagonal bar coupling beam shear Capacity V wbcan think by high ductility fibrous concrete pressure, high ductility fibrous concrete pulling force and diagonal angle diagonal bar three part shareds, that is:
V wb=V c+ V t+ V sd(formula 7)
The shear value V being born by the resistance to compression of high ductility fibrous concrete in (formula 7) ccan be expressed as:
V c=k cf cbh 0(formula 8)
In (formula 8), k cfor high ductility fibrous concrete compressive strength shearing resistance influence coefficient.
According to (formula 3), V ccan be expressed as again:
V c=a s* b s* σ c' * sin α (formula 9)
Make (formula 8) to equate with (formula 9), can obtain:
k c = a s sin α h 0 (formula 10)
The shear value V being born by high ductility fibrous concrete tension in (formula 7) tcan be expressed as:
V t=k tf tbh 0(formula 11)
In (formula 11), k tfor concrete tensile strength shearing resistance influence coefficient;
According to (formula 4), V tcan be expressed as again:
V t=a s* b * σ csin α (formula 12)
?
k t = a s σ c sin α f t h 0 (formula 13)
The shear value V being born by diagonal angle diagonal bar in (formula 7) sdcan be expressed as::
V sd=k sda sdf sdsin α (formula 14)
In (formula 14), k sdfor diagonal angle diagonal bar item shearing resistance influence coefficient;
According to (formula 3) and (formula 4), V sdcan be expressed as again:
V sd = 2 A sd σ sd sin α = 2 A sd [ f sd + 0.01 E sd ( ϵ c - f sd E sd ) ] sin α (formula 15)
,
k sd = 2 [ f sd + 0.01 E sd ( ϵ c - f sd E sd ) ] f sd = 0.18 + 0.02 E sd ϵ c f sd (formula 16)
In above formula, E sdfor diagonal angle diagonal bar modulus of elasticity, ε cpeak strain during for the resistance to compression of FRC single shaft.
Inventor according to Orthogonal Experiment and Design the parameter coupling beam test specimens such as the different reinforcement ratio of 42 span-depth radios and span-depth radio, according to (formula 10), (formula 13), (formula 16), calculated respectively concrete crushing strength shearing resistance influence coefficient k c, concrete tensile strength shearing resistance influence coefficient k twith diagonal bar item shearing resistance influence coefficient k sd, by parameter fitting, and get each parameter lower limit, obtain concrete crushing strength shearing resistance influence coefficient k c, concrete tensile strength shearing resistance influence coefficient k twith diagonal bar item shearing resistance influence coefficient k sdbe respectively 0.14,1.3 and 0.24, finally can obtain (formula 1).
The work progress of high ductility connection limb shear wall of the present invention is:
Prefabricated coupling beam:
(1) configuration coupling beam longitudinal reinforcement and stirrup;
(2) diagonal angle diagonal bar in configuration coupling beam, diagonal angle diagonal bar adopts tied silk to be fixed on longitudinal reinforcement and stirrup;
(3) Zhi Lianliang template;
(4) build coupling beam;
(5) coupling beam template is removed in maintenance after 3 days;
Water walling limb:
(1) the vertical distribution reinforcement of configuration wall limb;
(2) configuration wall limb horizontal distribution reinforcing bar;
(3) by building, highly successively install wall limb template;
(4) prefabricated coupling beam is lifted into Shear Walls limb one side correspondence position, is fixed in wall limb template, coupling beam beam-ends, coupling beam horizontal reinforcement, coupling beam diagonal angle diagonal bar stretch into wall limb;
(5) by building highl stratification, water walling limb plastic hinge region ductility high performance concrete, plastic hinge region height is pressed related specifications value, watering maintenance; Casting process forbids to beat reinforcing bar and template, and vibrating time must be controlled in 10~20s, to guarantee to vibrate, put in place and ductility high performance concrete in fiber intact;
(6) plastic hinge region ductility high performance concrete substantially fixed rear (1~2d), waters walling limb other parts ordinary concrete by building highl stratification, builds layer height by related specifications value.
Below the mechanical property test about high ductility fibrous concrete of the present invention and the result thereof that inventor provides.
(1) adopt the standard die trial of 70.7mm * 70.7mm * 70.7mm to make test cube, by standard curing method maintenance 60 days, carry out cubic compressive strength test.Result of the test shows: high ductility fibrous concrete test block pressure resistance intensity average is 65MPa, and test block reaches after peak load and unloads and load for the second time, and Residual Compressive Strength can reach 80% of peak load, and test block destructive process has obvious resistance to compression toughness.
(2) adopt the standard die trial of 40mm * 40mm * 160mm to make prism bending resistance test specimen, by standard curing method maintenance 60 days, carry out experiment on flexural behavior.Result of the test shows: the first crack strength of high ductility fibrous concrete test specimen is 4.8MPa, after test specimen cracking, bearing capacity continues to improve, ultimate strength is 10.1MPa, reach peak load after depression of bearing force slow, according to ASTM C1018 method, calculate its bent toughness of bent toughness coefficient I of gained 5, I 10, I 20, I 30be respectively 6.2,14.5,33.0,50.6, show to have very high bent toughness.
(3) adopt the die trial of 50mm * 15mm * 350mm to make stretching test block, by standard curing method maintenance 60 days, carry out direct tensile test.Result shows: high ductility fibrous concrete test specimen uniaxial tension test average is 3.6MPa, and ultimate tensile strength can reach 1.2%, and after test specimen cracking, bearing capacity remains unchanged substantially, has good tensile toughness, occurs more than 10 cracks in destructive process.
More than test shows, the ultimate tensile strength of high ductility fibrous concrete is far above the ultimate tensile strength of ordinary concrete in < < Code for design of concrete structures > > GB50010, high ductility fibrous concrete pressurized, tension, all have higher toughness while being subject to curved destruction, its destructive characteristics has obviously different from ordinary concrete generation brittle fracture.
The above-mentioned mechanical characteristic of high ductility fibrous concrete of the present invention shows, its packing material as coupling beam and plastic hinge region can significantly strengthen Compressive Bearing Capacity, the deformability of connection limb shear wall, should not there is brittle fracture, reduce or avoid repair after the shake of structure.
Below the anti-seismic performance contrast test with ordinary concrete diagonal angle diagonal bar coupling beam (R/C test specimen) about staggered form of the present invention diagonal angle diagonal bar coupling beam (R/FRC test specimen) that inventor provides:
(1) testing program
Make altogether 2 test specimens, test specimen sectional dimension and arrangement of reinforcement are identical, and matrix material adopts respectively ordinary concrete (R/C test specimen) and high ductility fibrous concrete FRC(R/FRC test specimen); Test specimen sectional dimension is 600 * 110mm; Span-depth radio is 1; Upper and lower Reinforcement is respectively the longitudinal structure reinforcing bar of cross section one side is diagonal angle diagonal bar along a direction is in order to verify FRC and the contribution of staggered form diagonal angle diagonal bar to coupling beam anti-seismic performance, coupling beam stirrup is Ф 8150, and stirrup ratio is much smaller than code requirement.Sectional dimension and arrangement of reinforcement are as shown in Figure 6.When R/FRC test specimen is made, coupling beam is prefabricated, first builds coupling beam, and 7 days after-pourings are for simulating the upper and lower end block of wall limb, and coupling beam two ends are imbedded the wall limb degree of depth and are 1/4 deck-molding (150mm).
(2) result of the test
Fig. 8 and Fig. 9 are ordinary concrete diagonal angle diagonal bar coupling beam (R/C test specimen) and high ductility fibrous concrete staggered form diagonal angle diagonal bar coupling beam (R/FRC test specimen) pseudo-static experimental result.As seen from Figure 8, when R/C test specimen destroys, the concrete spalling of coupling beam " X " shape diagonal crack intersection, and R/FRC test specimen topping does not come off.As seen from Figure 9, R/C test specimen is after diagonal bar secondary buckling, lost rapidly supporting capacity, and R/FRC test specimen is due to the bridge joint effect of fiber, after diagonal bar secondary buckling, bearing capacity still can continue to improve, and crack developing is slow compared with R/C test specimen, in coupling beam, there is still can continuing stable carrying after the main diagonal crack of diagonal angle diagonal bar direction, improved ductility and the energy dissipation capacity of diagonal angle diagonal bar coupling beam.With high-performance fiber, strengthen concrete and substitute ordinary concrete as diagonal angle diagonal bar coupling beam matrix, yield load (displacement), peak load (displacement) and the maximum displacement that can improve coupling beam, the ductility of coupling beam, energy dissipation capacity and power consumption potential are significantly improved.By verification experimental verification, ductility high performance concrete diagonal angle diagonal bar coupling beam has superior ductility and energy dissipation capacity, and can replace the effect of diagonal bar tension rib.
From above-mentioned test:
(1), when coupling beam reaches capacity load, coupling beam of the present invention crack is fine and closely woven, crack developing and extending slowly, and crack width is obviously little than ordinary concrete coupling beam crack, and topping do not peel off, and damage tolerance is higher, can reduce the rehabilitation expense after macroseism.
(2) coupling beam of the present invention still can continue carrying after the load that reaches capacity, and Stiffness is slower, and ductility is better; Ordinary concrete coupling beam is after the load that reaches capacity, and rigidity declines suddenly, can not continue carrying.
It is below the anti-seismic performance contrast test with the high ductility fibrous concrete of common arrangement of reinforcement coupling beam (test specimen CB-1) about staggered form of the present invention diagonal angle diagonal bar coupling beam (test specimen CB-2) that inventor provides.
Coupling beam test specimen CB-1 is identical with test specimen CB-2 sectional dimension, and matrix material is high ductility fibrous concrete, and stirrup, longitudinal stress muscle configure identical, and test specimen CB-2 is along angular direction has been configured diagonal angle diagonal bar, test specimen CB-1 is without diagonal bar.Through numerical analysis, its load-displacement curve is as shown in 10.
For the energy dissipation capacity to coupling beam is studied, by load-displacement hysteresis curve being carried out to integral and calculating, obtain test specimen CB-1 and test specimen CB-2 and be respectively 312400 and 551848kN/mm in the power consumption value in elastic-plastic deformation stage 2.Result shows, adds diagonal angle diagonal bar can significantly improve the energy dissipation capacity of coupling beam in coupling beam.
As calculated, test specimen CB-2 displacement ductility is 3.8, is obviously greater than CB-1 displacement ductility 2.6, shows to add diagonal angle diagonal bar can significantly improve the ductility of coupling beam in coupling beam, and then guarantees high ductility and the anti-seismic performance of connection limb shear wall.

Claims (3)

1. one kind high ductility joins limb shear wall, comprise wall limb and be arranged on the coupling beam between wall limb, the bottom of described wall limb is provided with plastic hinge region, it is characterized in that, described coupling beam is prefabricated staggered form diagonal angle diagonal bar coupling beam, this staggered form diagonal angle diagonal bar coupling beam comprises vertical muscle, be arranged on the stirrup on vertical muscle and be arranged on staggered form diagonal angle diagonal bar between vertical muscle and the packing material of coupling beam, and the packing material of coupling beam is high ductility fibrous concrete; The packing material of described plastic hinge region is high ductility fibrous concrete;
The configuration of described diagonal angle diagonal bar should meet following condition:
V wb≤ 0.14f cbh 0+ 1.3f tbh 0+ 0.24A sdf sdsin α (formula 1)
In (formula 1):
V wbfor coupling beam shear Capacity;
B is cross-section of coupling beam width;
H 0for cross-section of coupling beam effective height;
F cfor high ductility fibrous concrete compressive strength;
F tfor high ductility fibrous concrete axial tensile strength, f t=3.683f c 0.174;
A sdfor one-sided diagonal angle diagonal bar area; f sdfor diagonal angle diagonal bar yield strength;
α is the angle of diagonal angle diagonal bar and the coupling beam longitudinal axis, α=arctan (l n/ h), l nfor coupling beam clear span, h is cross-section of coupling beam height.
2. high ductility as claimed in claim 1 joins limb shear wall, it is characterized in that, the component of described high ductility fibrous concrete is cement, flyash, silicon ash, sand, PVA fiber and water, wherein, by mass percentage, cement: flyash: silicon ash: sand: water=1:0.9:0.1:0.76:0.58; Cement, flyash, silicon ash, the Sha Heshui cumulative volume after mixing of take is radix, and the volume volume of PVA fiber is 1.5%.
3. high ductility connection limb shear wall as claimed in claim 2, is characterized in that, described cement is P.O.52.5R portland cement; Described flyash is I level flyash; The loss on ignition of described silicon ash is less than 6%, dioxide-containing silica is greater than 85%, specific area is greater than 15000m 2/ kg; The maximum particle diameter of described sand is 1.26mm; The length of above-mentioned PVA fiber is that 6~12mm, diameter are that 26 μ m are above, tensile strength is that 1200MPa is above, modulus of elasticity is more than 30GPa.
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