CN109138475A - A method of improving reinforced concrete member staight scissors bearing capacity - Google Patents
A method of improving reinforced concrete member staight scissors bearing capacity Download PDFInfo
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- CN109138475A CN109138475A CN201810829145.0A CN201810829145A CN109138475A CN 109138475 A CN109138475 A CN 109138475A CN 201810829145 A CN201810829145 A CN 201810829145A CN 109138475 A CN109138475 A CN 109138475A
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G23/00—Working measures on existing buildings
- E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
- E04G23/0218—Increasing or restoring the load-bearing capacity of building construction elements
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Abstract
The present invention provides a kind of methods for improving reinforced concrete member staight scissors bearing capacity, by the staight scissors bearing capacity that Interal fixation is improved to the reinforced concrete member on the surface of the pre-reinforcement staight scissors face position of reinforced concrete member, the sectional area of the steel plate is determined according to the staight scissors bearing capacity that reinforced concrete member after the staight scissors bearing capacity of unguyed reinforced concrete member and reinforcing need to reach, and the thickness of the steel plate is determined according to the length of the sectional area of the steel plate and the staight scissors face.Method of the present invention can accurately quantitatively determine the dosage of the steel plate for reinforcing, consolidation effect is efficient, and method is simple and clear easy to use according to each physical parameter and need consolidation effect to be achieved of reinforced concrete member to be reinforced.
Description
Technical field
The invention belongs to Reinforcement Technology of Concrete Structure fields, are related to a kind of raising reinforced concrete member staight scissors bearing capacity
Method.
Background technique
Reinforced concrete structure is a kind of most widely used at present structure type.Under load action, concrete component has
A variety of basic failure modes.Wherein, direct-shear failure is a kind of relatively conventional form, and often occur: (1) there are fine cracks
Or the section (such as New-old concrete interface) of material mutation；Or (2) bear the section of larger Shear transfer.China is being just at present
Largely there is the section for belonging to (1) in the precast concrete carried out energetically.If because the reasons such as house functional promotion are led
Component staight scissors Lack of support is caused, conventional solution is to improve the staight scissors bearing capacity of concrete component.
The method of existing reinforced steel concrete component staight scissors power has: Publication No. CN106567555A, entitled
A kind of method that surface bias laid fiber composite material improves reinforced concrete member staight scissors bearing capacity, this method is by by fiber composite
The oblique method pasted of material and staight scissors face improves staight scissors power；Publication No. CN104153594A, a kind of entitled raising
The method of reinforced concrete member staight scissors bearing capacity, this method is by by the fibrous composite method pasted vertical with staight scissors face
Improve staight scissors power.
Summary of the invention
It is an object of that present invention to provide a kind of method for improving reinforced concrete member staight scissors bearing capacity, this method being capable of essence
Area and thickness of the true determination for the steel plate of reinforced steel concrete component, consolidation effect are efficient.
In order to achieve the above objectives, solution of the invention is:
A method of improve reinforced concrete member staight scissors bearing capacity, by by Interal fixation in reinforced concrete member
Pre-reinforcement staight scissors face position surface to improve the staight scissors bearing capacity of the reinforced concrete member, the sectional area root of the steel plate
Come according to the staight scissors bearing capacity that reinforced concrete member after the staight scissors bearing capacity of unguyed reinforced concrete member and reinforcing need to reach
It determines, and determines the thickness of the steel plate according to the length of the sectional area of the steel plate and the staight scissors face；
The determination formula of the sectional area Ap of the steel plate is as follows:
Ap=(VERC-VRC)/(1.083σp+τp)
Wherein, VERCIndicate the staight scissors bearing capacity (N) that reinforced concrete member need to reach after reinforcing, VRCIndicate unguyed steel
Reinforced concrete component staight scissors bearing capacity (N), σpIndicate the horizontal tensile stress (MPa) of the steel plate；τpIndicate the vertical of the steel plate
Shearing stress (MPa).
The unguyed reinforced concrete member staight scissors bearing capacity VRCDetermination formula it is as follows:
VRC=0.097Acvfc+0.752Avffy,
Wherein, VRCIndicate unguyed reinforced concrete member staight scissors bearing capacity (N), AcvIndicate concrete at staight scissors face
Area of section (mm2), AvfIndicate the area of section (mm of staight scissors reinforcing bar at staight scissors face2), fcIt indicates concrete crushing strength (MPa)；
fyIt indicates reinforcement yielding intensity (MPa).
The horizontal tensile stress σ of the steel platepWith the vertical shearing stress τ of the steel platepDetermination formula difference it is as follows:
σp=Epεp=Ep(+12.9 λ of 108+28.6 ρ),
τp=Gpγp=Gp(306+94.1 ρ -34.4 λ),
Wherein, EpIndicate the elasticity modulus (MPa) of the steel plate, GpIndicate the modulus of shearing (MPa) of the steel plate, εpTable
Show effective transverse strain of the steel plate, γpIndicate effective vertical shear strain of the steel plate, ρ indicates staight scissors at staight scissors face
The ratio of reinforcement of reinforcing bar, λ=Ap/ A indicates steel plate reinforcement rate, and A indicates straight area of shear plane (mm2)。
The determination formula of the thickness w of the steel plate is as follows:
W=Ap/l
Wherein, l is straight length of shear plane (mm).
The steel plate is fixed at the staight scissors face of the reinforced concrete member by reinforcing bolt, and the reinforcing bolt is
It is more than two；
The steel plate is two pieces, and reinforced concrete member described in the reinforcing bolt-through is by two pieces of Interal fixations described
Reinforced concrete member two sides.
The bolt of reinforcing is arranged in the position of two lateral extent staight scissors 80~200mm of face of staight scissors face, each reinforcing bolt it
Between spacing be 50~100mm.
Preferably, the position for reinforcing bolt and being arranged in two lateral extent staight scissors face 100mm of staight scissors face, each reinforcing bolt
Between spacing be 60mm.
The contact surface for reinforcing bolt and the reinforced concrete member is filled with anchoring adhesive.
Reinforced concrete member after the steel plate reinforcement is placed in dry air, stands 24~36 hours under room temperature,
After anchoring adhesive hardening, the steel plate and the armored concrete concrete component can common stress.
The steel plate by reinforce bolt be fixed at the staight scissors face of the reinforced concrete member the step of include:
The first step, smooth concrete surface are used in the staight scissors face two sides concrete surface of the reinforced concrete member
Disc type sander polishes flat, and blows away surface floating dust with hair dryer；
Second step, positional punch and borehole cleaning are arranged in 80 at two lateral extent staight scissors face of staight scissors face according to the reinforcing bolt
The position of~200mm, the method that each spacing reinforced between bolt is 50~100mm, positions the reinforcing bolt,
It first uses small diameter drill bit to beat to perforation the reinforced concrete member at positioning, then carries out reaming with major diameter drill bit,
Finally using dust and hole wall floating dust in air pump and blowing nozzle cleaning eye；
Third step pastes gasket seal, appropriate transparent silica gel is smeared in hole surrounding, and paste silica gel pad, to prevent
Anchoring adhesive side leakage when injecting glue；
4th step, installation reinforce components, the steel plate are installed on together with components such as the reinforcing bolt, injecting glue rings
The reinforced concrete member surface, steel plate position adjustment is accurate, reinforces bolt and temporarily fastens with fixation steel plate；
5th step applies pretightning force, tightens reinforcing bolt using torque wrench, applies pretightning force；
6th step, injecting glue carry out anchoring adhesive injection, hole for injecting glue of the colloid from side injecting glue ring by gasket using colloid-injecting gun
Injection is overflowed from the hole for injecting glue of the reinforced concrete member other side injecting glue ring, to the armored concrete after the completion of injecting glue
The surface of component carries out cleaning cleaning.
The material of the steel plate is preferably Q345 steel.
Due to the adoption of the above technical scheme, the beneficial effects of the present invention are:
Method of the present invention passes through the table by Interal fixation in the pre-reinforcement staight scissors face position of reinforced concrete member
Face to improve the staight scissors bearing capacity of the reinforced concrete member, according to each physical parameter of reinforced concrete member to be reinforced and
Consolidation effect to be achieved is needed, accurately quantitatively determines the dosage of the steel plate for reinforcing, consolidation effect is efficient, and method is simply bright
It is easy to use.
Detailed description of the invention
Fig. 1 is the main view of unguyed reinforced concrete member.
Fig. 2 is the main view of reinforced concrete member after reinforcing.
Fig. 3 is the side view of reinforced concrete member after reinforcing.
Fig. 4 is the top view of reinforced concrete member after reinforcing.
Appended drawing reference:
Reinforced concrete member 1, staight scissors reinforcing bar 3, steel plate 4, reinforces bolt 5, anchoring adhesive 6, hole for injecting glue 7 at staight scissors face 2.
Specific embodiment
The present invention will be further described with reference to the accompanying drawings.
The present invention provides a kind of methods for improving reinforced concrete member staight scissors bearing capacity, and this method is by consolidating steel plate
The surface of the pre-reinforcement staight scissors face position of reinforced concrete member is scheduled on to improve the staight scissors bearing capacity of the reinforced concrete member,
According to each physical parameter of reinforced concrete member to be reinforced and consolidation effect to be achieved is needed, accurately quantitatively determines and is used for
The dosage of the steel plate of reinforcing, to improve the staight scissors bearing capacity of reinforced concrete member.
The present embodiment is as follows with the principle reinforced using steel plate to the staight scissors power of Z-type reinforced concrete member:
When reinforced concrete member is when direct-shear failure occurs for certain vertical cross-section, inevitable adjoint two are reacted, i.e. the section
The vertical displacement generated at left and right sides of the transversely and horizontally dilatancy of near zone concrete and staight scissors face by sliding, phase
Ying Di, reinforced concrete member staight scissors drag derive from 5 components: the cohesive strength and frictional force at interface between aggregate and mortar,
Aggregate interlocking force, the dowel action because cutting expansive force and reinforcing bar caused by lateral expansion deformation.
After steel plate is anchored at reinforced concrete member surface by reinforcing bolt, reinforced concrete member is in staight scissors load
Under two reactions also influence the stress and deformation of steel plate, on the one hand, steel plate generates transversely and horizontally restraining force, limits reinforced concrete
Native component transversely and horizontally dilatancy, transversely and horizontally restraining force generates transverse clamping force for this, causes preceding 4 components of staight scissors drag
Increase, to increase staight scissors drag indirectly；On the other hand, steel plate directly generates vertical drag, resists staight scissors face or so two
The vertical displacement that side is generated by sliding provides staight scissors drag.
As it can be seen that being reinforced using method of the invention to reinforced concrete member, straightforward, significant effect.
It is described as follows:
As shown in Figure 1, the solid line with the arrow of vertical direction indicates the staight scissors applied on Z-type reinforced concrete member 1
Power F, staight scissors face 2 are as shown in phantom in Figure 1.Under the action of staight scissors power, lateral expansion will occur for Z-type reinforced concrete member 1
Relative vertical displacement at left and right sides of deformation and staight scissors face, the direction of deformation are horizontal and vertical with the arrow as shown in figure 1 respectively
Shown in dotted line.
After reinforcing as shown in Figure 2 on the main view of reinforced concrete member, steel plate 4 is anchored at steel by reinforcing bolt 5
The surface of reinforced concrete component, heavy line indicates that the staight scissors reinforcing bar 3 built in reinforced concrete member, steel plate 4 are become in Fig. 2
Shape, horizontal-clamping power causes preceding 4 components of staight scissors drag to increase, to increase staight scissors drag indirectly.Steel plate 4 is gone back simultaneously
Vertical drag is generated directly against external loads.
The structure of reinforced concrete member after reinforcing as shown in Figure 3 and Figure 4 reinforces bolt 5 to wearing armored concrete structure
Two blocks of steel plates 4, are anchored at the two sides of reinforced concrete member by part respectively, reinforce bolt 5 self by surrounding anchoring adhesive 6 with
Concrete is connected, and anchoring adhesive 6 is injected by hole for injecting glue 7, and sliding will not be generated under external force by reinforcing bolt 5, to guarantee
Reinforcing bolt 5 and week all concrete are firmly combined.
It based on the above principles and illustrates, the side of reinforced concrete member staight scissors bearing capacity is improved using bolt anchor plate
Method includes the following steps:
(1) steel plate determines step: according to unguyed reinforced concrete member staight scissors bearing capacity and quasi- consolidation effect, according to not
The staight scissors bearing capacity that reinforced concrete member need to reach after reinforced steel concrete component staight scissors bearing capacity and reinforcing, determines and fixes
The sectional area of steel plate at the staight scissors face of the reinforced concrete member, and according to the sectional area of the steel plate and the staight scissors face
Length determine the thickness of the steel plate；The steel plate material that the present embodiment is selected is Q345 steel.
(2) smooth concrete surface uses disk in the staight scissors face two sides concrete surface of the reinforced concrete member
Formula sander polishes flat, and blows away surface floating dust with hair dryer；
(3) the reinforcing bolt is arranged in two lateral extent staight scissors face of staight scissors face in the present embodiment by positional punch and borehole cleaning
4 reinforcing bolts are arranged in the position of 100mm, every side.Spacing between each reinforcing bolt is 60mm, is first used at positioning small
Diameter drill bit beats to perforation the reinforced concrete member, then carries out reaming with major diameter drill bit, finally using air pump and
Dust and hole wall floating dust in blowing nozzle cleaning eye；
(4) gasket seal is pasted, appropriate transparent silica gel is smeared in hole surrounding, and paste silica gel pad, to prevent injecting glue
When anchoring adhesive side leakage；
(5) components are reinforced in installation, and steel plate is installed on the reinforcing bar together with components such as the reinforcing bolt, injecting glue rings
Surface of concrete structure, steel plate position adjustment is accurate, reinforces bolt and temporarily fastens with fixation steel plate；
(6) apply pretightning force, tighten reinforcing bolt using torque wrench, apply pretightning force；
(7) injecting glue carries out anchoring adhesive injection by gasket using colloid-injecting gun, and colloid is infused from the hole for injecting glue of side injecting glue ring
Enter, overflowed from the hole for injecting glue of the reinforced concrete member other side injecting glue ring, to the armored concrete structure after the completion of injecting glue
The surface of part carries out cleaning cleaning.
(8) it conserves, the reinforced concrete member after reinforcing is placed in dry air, 48 hours is stood under room temperature, to bar planting
After glue hardening, strengthening steel slab and reinforced concrete member can common stress.
Wherein, step (1) the following steps are included:
The first step, the unguyed reinforced concrete member staight scissors bearing capacity determine according to the following formula；
VRC=0.097Acvfc+0.752Avffy
Wherein, VRCIndicate unguyed reinforced concrete member staight scissors bearing capacity (N), AcvIndicate concrete at staight scissors face
Area of section (mm2), AvfIndicate the area of section (mm of staight scissors reinforcing bar at staight scissors face2), fcIt indicates concrete crushing strength (MPa)；
fyIt indicates reinforcement yielding intensity (MPa)；
Second step, the steel plate sectional area Ap determination formula it is as follows:
Ap=(VERC-VRC)/(1.083σp+τp)
Wherein, VERCIndicate the staight scissors bearing capacity (N) that reinforced concrete member need to reach after reinforcing, VRCIndicate unguyed steel
Reinforced concrete component staight scissors bearing capacity (N), σpIndicate the horizontal tensile stress (MPa) of the steel plate；τpIndicate the vertical of the steel plate
Shearing stress (MPa)；
The horizontal tensile stress σ of the steel platepWith the vertical shearing stress τ of the steel platepDetermination formula difference it is as follows:
σp=Epεp=Ep(+12.9 λ of 108+28.6 ρ),
τp=Gpγp=Gp(306+94.1 ρ -34.4 λ),
Wherein, EpIndicate the elasticity modulus (MPa) of the steel plate, GpIndicate the modulus of shearing (MPa) of the steel plate, εpTable
Show effective transverse strain of the steel plate, γpIndicate effective vertical shear strain of the steel plate, ρ indicates staight scissors at staight scissors face
The ratio of reinforcement of reinforcing bar, λ=Ap/ A indicates steel plate reinforcement rate, and A indicates straight area of shear plane (mm2)；
The determination formula of the thickness w of the steel plate is as follows:
W=Ap/l
Wherein, l is straight length of shear plane (mm).
Embodiment
As shown in Figure 2, Figure 3 and Figure 4, using Z-type test specimen, steel plate is anchored at reinforced concrete member by reinforcing bolt
Surface.The component straight length of shear plane 320mm, width 210mm, staight scissors ratio of reinforcement 0.46%-1.2%.Using steel plate thickness 6mm and
8mm, steel plate reinforcement rate 3.57%-5.95%.Bolt anchorage point is apart from staight scissors face 100mm, pitch of bolts 60mm.Test obtains
Staight scissors bearing capacity before the reinforced concrete member is reinforced and after reinforcing.Table 1 gives by reinforcing bolt anchor plate to add
Gu the consolidation effect of armored concrete staight scissors power is simultaneously compared with existing method.
Table 1
As shown in Table 1, what the present invention used is anchored at reinforced concrete member surface by reinforcing bolt by steel plate to have
Effect promotes reinforced concrete member staight scissors performance, for the component of ratio of reinforcement 0.46%-1.20%, staight scissors bearing power increase
25%-57%；Compared with level pastes CFRP method, the method applied in the present invention consolidation effect is more significant, and high arrangement of reinforcement
Good consolidation effect is equally obtained under rate；Compared with bias laid CFRP method, the method applied in the present invention consolidation effect with
Consolidation effect is suitable under optimal angle, and the four sides CFRP coats the construction demand of concrete when avoiding bias laid CFRP.With it is existing
Reinforcement means is compared, and method of the invention has that consolidation effect is good, steel bonding and original structure good integrity, steel plate not rapid wear, cost
The features such as cheap.
This hair can be understood and used the above description of the embodiments is intended to facilitate those skilled in the art
It is bright.Person skilled in the art obviously easily can make various modifications to these embodiments, and described herein
General Principle is applied in other embodiments without having to go through creative labor.Therefore, the present invention is not limited to the above embodiments,
Those skilled in the art's announcement according to the present invention, improvement and modification made without departing from the scope of the present invention all should be in this hairs
Within bright protection scope.
Claims (10)
1. it is a kind of improve reinforced concrete member staight scissors bearing capacity method, it is characterised in that: by by Interal fixation in reinforcing bar
The surface of the pre-reinforcement staight scissors face position of concrete component is to improve the staight scissors bearing capacity of the reinforced concrete member, the steel plate
Sectional area according to the staight scissors bearing capacity of unguyed reinforced concrete member and after reinforcing, reinforced concrete member need to reach straight
Bearing capacity is cut to determine, and determines the thickness of the steel plate according to the length of the sectional area of the steel plate and the staight scissors face；
The determination formula of the sectional area Ap of the steel plate is as follows:
Ap=(VERC-VRC)/(1.083σp+τp)
Wherein, VERCIndicate the staight scissors bearing capacity that reinforced concrete member need to reach after reinforcing, VRCIndicate unguyed armored concrete
Component staight scissors bearing capacity, σpIndicate the horizontal tensile stress of the steel plate；τpIndicate the vertical shearing stress of the steel plate.
2. the method as described in claim 1, it is characterised in that: the unguyed reinforced concrete member staight scissors bearing capacity VRC's
Determine that formula is as follows:
VRC=0.097Acvfc+0.752Avffy,
Wherein, VRCIndicate unguyed reinforced concrete member staight scissors bearing capacity, AcvIndicate the area of section of concrete at staight scissors face,
AvfIndicate the area of section of staight scissors reinforcing bar at staight scissors face, fcIndicate concrete crushing strength；fyIndicate reinforcement yielding intensity.
3. the method as described in claim 1, it is characterised in that: the horizontal tensile stress σ of the steel platepIt is vertical with the steel plate
Shearing stress τpDetermination formula difference it is as follows:
σp=Epεp=Ep(+12.9 λ of 108+28.6 ρ),
τp=Gpγp=Gp(306+94.1 ρ -34.4 λ),
Wherein, EpIndicate the elasticity modulus (MPa) of the steel plate, GpIndicate the modulus of shearing of the steel plate, εpIndicate the steel plate
Effective transverse strain, γpIndicate effective vertical shear strain of the steel plate, ρ indicates the arrangement of reinforcement of staight scissors reinforcing bar at staight scissors face
Rate, λ=Ap/ A indicates steel plate reinforcement rate, and A indicates straight area of shear plane.
4. the method as described in claim 1, it is characterised in that: the determination formula of the thickness w of the steel plate is as follows:
W=Ap/l
Wherein, l indicates straight length of shear plane.
5. the method as described in claim 1, it is characterised in that: the steel plate is fixed on the reinforced concrete by reinforcing bolt
At the staight scissors face of native component, the reinforcing bolt is two or more.
6. method as claimed in claim 5, it is characterised in that: the steel plate is two pieces, steel described in the reinforcing bolt-through
Reinforced concrete component is by two pieces of Interal fixations in the reinforced concrete member two sides.
7. method as claimed in claim 5, it is characterised in that: the reinforcing bolt is arranged in two lateral extent staight scissors face of staight scissors face
The position of 80~200mm, each spacing reinforced between bolt are 50~100mm.
8. the method for claim 7, it is characterised in that: the reinforcing bolt is arranged in two lateral extent staight scissors face of staight scissors face
The position of 100mm；And/or each spacing reinforced between bolt is 60mm.
9. such as method described in claim 5 or 6, it is characterised in that: described to reinforce bolt and the reinforced concrete member
Contact surface is filled with anchoring adhesive.
10. method as claimed in claim 9, it is characterised in that: the reinforced concrete member after the steel plate reinforcement is placed in
In dry air, 24~36 hours are stood under room temperature, after anchoring adhesive hardening, the steel plate and the reinforced concrete earth concrete
Component can common stress.
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| CN201810829145.0A CN109138475B (en) | 2018-07-25 | 2018-07-25 | Method for improving direct shear bearing capacity of reinforced concrete member |
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| CN201810829145.0A CN109138475B (en) | 2018-07-25 | 2018-07-25 | Method for improving direct shear bearing capacity of reinforced concrete member |
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| CN109138475B CN109138475B (en) | 2021-06-18 |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104153594A (en) * | 2014-08-04 | 2014-11-19 | 同济大学 | Method for improving straight shear bearing force of reinforced concrete member |
| CN105756365A (en) * | 2016-03-22 | 2016-07-13 | 武汉大学 | Method for accelerating reinforcement of concrete beam |
| CN106567555A (en) * | 2016-10-31 | 2017-04-19 | 同济大学 | Method for improving direct shear bearing capacity of reinforced concrete component by obliquely attaching fiber composite material to surface of reinforced concrete component |
| CN108005259A (en) * | 2017-11-13 | 2018-05-08 | 杭萧钢构股份有限公司 | A kind of steel plate combined shear wall splices node |
| CN108265855A (en) * | 2017-11-23 | 2018-07-10 | 同济大学 | Reinforced concrete shear wall and its frame with anchor steel Shear Strengthening |
-
2018
- 2018-07-25 CN CN201810829145.0A patent/CN109138475B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104153594A (en) * | 2014-08-04 | 2014-11-19 | 同济大学 | Method for improving straight shear bearing force of reinforced concrete member |
| CN105756365A (en) * | 2016-03-22 | 2016-07-13 | 武汉大学 | Method for accelerating reinforcement of concrete beam |
| CN106567555A (en) * | 2016-10-31 | 2017-04-19 | 同济大学 | Method for improving direct shear bearing capacity of reinforced concrete component by obliquely attaching fiber composite material to surface of reinforced concrete component |
| CN108005259A (en) * | 2017-11-13 | 2018-05-08 | 杭萧钢构股份有限公司 | A kind of steel plate combined shear wall splices node |
| CN108265855A (en) * | 2017-11-23 | 2018-07-10 | 同济大学 | Reinforced concrete shear wall and its frame with anchor steel Shear Strengthening |
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