CN116181109B - Method for repairing rusted reinforced concrete member by adopting ECC - Google Patents
Method for repairing rusted reinforced concrete member by adopting ECC Download PDFInfo
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- CN116181109B CN116181109B CN202310400481.4A CN202310400481A CN116181109B CN 116181109 B CN116181109 B CN 116181109B CN 202310400481 A CN202310400481 A CN 202310400481A CN 116181109 B CN116181109 B CN 116181109B
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- 239000011150 reinforced concrete Substances 0.000 title claims abstract description 37
- 238000000034 method Methods 0.000 title claims abstract description 24
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 56
- 239000010959 steel Substances 0.000 claims abstract description 56
- 239000000463 material Substances 0.000 claims abstract description 51
- 239000004567 concrete Substances 0.000 claims abstract description 48
- 239000003973 paint Substances 0.000 claims abstract description 4
- 238000005498 polishing Methods 0.000 claims abstract description 4
- 230000007797 corrosion Effects 0.000 claims description 15
- 238000005260 corrosion Methods 0.000 claims description 15
- 239000000835 fiber Substances 0.000 claims description 15
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 10
- 239000011241 protective layer Substances 0.000 claims description 7
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 claims description 4
- 239000010410 layer Substances 0.000 claims description 4
- 239000011248 coating agent Substances 0.000 claims description 3
- 238000000576 coating method Methods 0.000 claims description 3
- 239000011253 protective coating Substances 0.000 claims description 2
- 230000002787 reinforcement Effects 0.000 abstract description 10
- 238000005553 drilling Methods 0.000 abstract 2
- 230000009286 beneficial effect Effects 0.000 description 3
- 239000004568 cement Substances 0.000 description 2
- 238000010276 construction Methods 0.000 description 2
- 230000007547 defect Effects 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- 238000003079 width control Methods 0.000 description 2
- 230000032683 aging Effects 0.000 description 1
- 239000011182 bendable concrete Substances 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 230000006866 deterioration Effects 0.000 description 1
- 230000018109 developmental process Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000002035 prolonged effect Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
Classifications
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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
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/62—Insulation or other protection; Elements or use of specified material therefor
- E04B1/64—Insulation or other protection; Elements or use of specified material therefor for making damp-proof; Protection against corrosion
- E04B1/642—Protecting metallic construction elements against corrosion
-
- 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
- E04G23/0203—Arrangements for filling cracks or cavities in building constructions
- E04G23/0207—Arrangements for filling cracks or cavities in building constructions in hollow structures, e.g. cavity walls
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/17—Mechanical parametric or variational design
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2113/00—Details relating to the application field
- G06F2113/26—Composites
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A30/00—Adapting or protecting infrastructure or their operation
- Y02A30/30—Adapting or protecting infrastructure or their operation in transportation, e.g. on roads, waterways or railways
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- Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- Architecture (AREA)
- Geometry (AREA)
- Theoretical Computer Science (AREA)
- General Physics & Mathematics (AREA)
- Computer Hardware Design (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Evolutionary Computation (AREA)
- General Engineering & Computer Science (AREA)
- Mechanical Engineering (AREA)
- Electrochemistry (AREA)
- Chemical Kinetics & Catalysis (AREA)
- Chemical & Material Sciences (AREA)
- Computational Mathematics (AREA)
- Mathematical Analysis (AREA)
- Mathematical Optimization (AREA)
- Pure & Applied Mathematics (AREA)
- Electromagnetism (AREA)
- Working Measures On Existing Buildindgs (AREA)
Abstract
The invention discloses a method for repairing a rusted reinforced concrete member by adopting ECC (error correction code), which comprises the following steps of calculating the bearing capacity of an ECC repair material required by repair according to the rusting condition of a reinforcement, calculating the area of a cross section to be drilled, calculating the tensile strength of the ECC repair material, calculating the bonding length of the ECC repair material, determining a repair area according to the rusting condition of the reinforcement in the rusted reinforced concrete member, drilling concrete around the rusted reinforcement in the rusted reinforced concrete member according to the calculated area of the cross section to be drilled and the bonding length of the ECC repair material, derusting and polishing the rusted part of the reinforcement, smearing antirust paint on the reinforcement, and pouring a concrete cavity after drilling. The invention can compensate the strength lost by the rusted steel bars, so as to recover the bearing capacity of the concrete member and provide enough protection for the corroded steel bars.
Description
Technical Field
The invention relates to the field of concrete structure repair and reinforcement, in particular to a method for repairing a rusted reinforced concrete member by adopting ECC.
Background
Along with the increase of service life and the influence of uncontrollable factors such as accidental load, service condition deterioration and the like, the existing building faces the problem of structural aging. Notably, solving the above-mentioned problems cannot simply take the way of demolishing old and new, demolishing blindly is economically inexhaustible, consumes a lot of resources, is contrary to the concept of sustainable development, and the old building still has a certain use function. Thus, repair and reinforcement of old buildings may become a major means of extending the life of the building in the future.
In aged concrete constructions, steel bar corrosion in the concrete structure is a major cause of reduced bearing capacity and poor ductility of structural members, and in many cases, the steel bar area is lost greatly, and appropriate repair is required to restore the original safety factor. At present, the concrete floor steel bar corrosion generally adopts the following two reinforcement methods: (1) Attaching an external steel plate to the existing floor slab by a mechanical anchor; (2) The new steel bars are lapped on the existing rusted steel bars in a mechanical connection or welding mode so as to recover the loss of the area of the steel bars. Both of these methods have unavoidable limitations, in which a large number of anchors are required for the adhesion of the steel sheet to bear a sufficiently large load, and additional fire protection measures are required to protect the steel sheet from fire. In the latter method, however, a large amount of concrete is cut on both sides of the corroded steel bar to provide a sufficient overlap length. Meanwhile, a welder is required to be engaged for welding the new steel bars on the original steel bars, so that the construction difficulty is high, and the labor cost is increased.
The ultra-high-ductility cement-based composite material (ENGINEERED CEMENTITIOUS COMPOSITE, ECC for short) has excellent tensile property and ultra-strong toughness, can obviously change the brittleness characteristics of the traditional cement-based material, overcomes a plurality of defects caused by brittle failure of the material, and has good crack control capability, thereby being very beneficial to the requirements of structural reinforcement repair on crack width control. Therefore, the ECC material is reasonably used in repairing, so that the safety coefficient of the structure can be recovered, the durability of the structure is improved, and the service life of the existing concrete structure is prolonged.
Disclosure of Invention
The technical problem to be solved by the invention is to provide a method for repairing a rusted reinforced concrete member by adopting ECC, aiming at the defects of the prior art, and the method for repairing the rusted reinforced concrete member by adopting ECC can compensate the strength lost by the rusted reinforced concrete member so as to recover the bearing capacity of the concrete member.
In order to solve the technical problems, the invention adopts the following technical scheme:
The method for repairing the rusted reinforced concrete member by adopting ECC comprises the following steps of firstly, calculating the bearing capacity F ECC of an ECC repair material required for repairing, wherein the bearing capacity F ECC of the repaired rusted reinforced concrete member is not less than the bearing capacity of the original rusted reinforced concrete member, and the bearing capacity F ECC of the ECC repair material required for repairing meets the following formula:
FCorroded Bar+FECC≥FOriginal Bar
Wherein: f Corroded Bar, chiseling the bearing capacity of the rusted reinforced concrete member of the rusted serious part, wherein the bearing capacity is a known value;
f Original Bar, the bearing capacity of the original rusted reinforced concrete member is a known value;
RfyAS＝FCorroded Bar
fyAS＝FOriginal Bar
FECC≥(1-R)fyAS
wherein: r, the percentage of the area of the residual reinforcing steel bars, is a known value;
f y, the tensile strength of the non-rusted steel bar is a known value;
a S -the cross-sectional area of the non-rusted steel bar is a known value.
And step two, calculating the area A ECC of the cross section to be cut, enabling the rusted steel bars to be located in the middle of the cross section to be cut, and determining the height and the width of the cross section to be cut, wherein the height of the cross section to be cut does not exceed half of the height of the concrete member, and the width of the cross section to be cut is 30% -50% of the width of the concrete member, so that the area A ECC of the cross section to be cut is calculated.
Step three, calculating the tensile strength f ECC of the ECC repair material, wherein the calculation formula is as follows:
step four, calculating the bonding length l of the ECC repair material, wherein the calculation formula is as follows:
Wherein: τ ECC-c, the interfacial adhesion between the ECC repair material and the concrete, is a known value;
L ECC-C, the length of the contact interface between the cross section of the ECC repair area and the concrete is a known value;
τ S, the interfacial adhesion between the ECC repair material and the steel bar, is a known value;
L S, the length of the contact section between the cross section of the ECC repair area and the rusted steel bar, is a known value.
And fifthly, determining a repair area according to the corrosion condition of the steel bars in the corrosion reinforced concrete member, and cutting the concrete around the corrosion reinforced steel bars in the corrosion reinforced concrete member according to the calculated area A ECC of the cross section to be cut and the bonding length l of the ECC repair material.
And step six, rust removal and polishing are carried out on the rust-removing parts of the steel bars, and rust-preventing paint is smeared on the steel bars.
And seventh, pouring the excavated concrete cavity, and pouring the calculated ECC repair material conforming to the tensile strength into the cavity after the concrete is excavated.
Preferably, the fibers used for the ECC repair material include PVA fibers, PE fibers, steel fibers, and hybrid fibers.
Preferably, the area A ECC of the cross section to be excavated comprises a rectangular area which is the same as the thickness of the protective layer and an arch area above the rectangle, and the protective layer is a concrete layer which is used for protecting the reinforcing steel from the outer edge of the reinforcing steel in the concrete member to the surface of the concrete member.
Preferably, the ECC repair material has an ultimate tensile strain exceeding 3%.
Preferably, the method further comprises a step eight of coating a protective coating on the surface of the ECC repair material.
Preferably, the tensile strength f ECC of the ECC repair material takes the minimum value of the above formula, as follows:
preferably, the bonding length l of the ECC repair material takes the minimum value of the above formula, and the formula is as follows:
The invention has the following beneficial effects:
(1) The invention aims to apply ECC to repairing and reinforcing old building floor slabs, and can compensate the strength lost by rusted steel bars and restore the safety coefficient of the structure.
(2) The method can provide enough protection layers for corroded steel bars, and the good crack control performance of ECC is beneficial to the requirements of structural reinforcement and repair on crack width control, and the durability of the components is improved so as to maintain and prolong the service life of the floor slab.
(3) The ECC is adopted to carry out structural repair, so that the traditional repair method can be replaced, additional reinforcing steel bars are omitted, the lap joint length is reduced, the area of a repair area is reduced, the repair period is shortened, the labor cost is reduced, and the technical requirements on workers are reduced.
Drawings
Fig. 1 is a schematic structural diagram of a method for repairing a rusted reinforced concrete member by using ECC according to the present invention.
Fig. 2 is a schematic cross-sectional view of fig. 1.
The method comprises the following steps: 1. the rusted reinforced concrete member is repaired; 2. reinforcing steel bars; ECC repair material.
Detailed Description
The invention will be described in further detail with reference to the accompanying drawings and specific preferred embodiments.
In the description of the present invention, it should be understood that the terms "left", "right", "upper", "lower", etc. indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, are merely for convenience in describing the present invention and simplifying the description, and do not indicate or imply that the apparatus or element being referred to must have a specific orientation, be configured and operated in a specific orientation, and "first", "second", etc. do not indicate the importance of the components, and thus are not to be construed as limiting the present invention. The specific dimensions adopted in the present embodiment are only for illustrating the technical solution, and do not limit the protection scope of the present invention.
As shown in fig. 1, a method for repairing a rusted reinforced concrete member using ECC,
Step one, calculating the bearing capacity F ECC of the ECC repair material required for repair, wherein the bearing capacity F ECC of the ECC repair material required for repair is not less than the bearing capacity of the original rusted reinforced concrete member, and the bearing capacity F ECC of the rusted reinforced concrete member 1 is as follows:
FCorroded Bar+FECC≥FOriginal Bar
Wherein: f Corroded Bar, chiseling the bearing capacity of the rusted reinforced concrete member of the rusted serious part, wherein the bearing capacity is a known value;
And F Ortginal Bar, the bearing capacity of the original rusted reinforced concrete member is a known value.
RfyAS＝FCorroded Bar
fyAS＝FOriginal Bar
FECC≥(1-R)fyAS
Wherein: r, the percentage of the area of the residual reinforcing steel bars, is a known value;
f y, the tensile strength of the non-rusted steel bar is a known value;
a S -the cross-sectional area of the non-rusted steel bar is a known value.
The concrete was taken to have a design strength grade of C30 and a 12mm diameter HRB335 grade bottom longitudinal tensile rebar area loss of 25%.
And step two, calculating the area A ECC of the cross section to be cut, enabling the rusted steel bars to be located in the middle of the cross section to be cut, and determining the height and the width of the cross section to be cut, wherein the height of the cross section to be cut does not exceed half of the height of the concrete member, and the width of the cross section to be cut is 30% -50% of the width of the concrete member, so that the area A ECC of the cross section to be cut is calculated.
Specifically, taking a rust reinforced concrete member as an example, the thickness of the concrete member is 120mm, the thickness of the protective layer is 20mm, the effective height h 0 = 100mm of the section is 1800mm, the calculated span is 1800mm, wherein the protective layer is a concrete layer for protecting the reinforcing steel in the range from the outer edge of the reinforcing steel in the concrete member to the surface of the concrete member, the effective height of the section is the distance from the longitudinal tensile steel force combining point to the compression edge of the section, and the calculated span is the distance between the central lines of the support.
As shown in fig. 2, the cutting height of the cross section to be cut is taken to be 40mm, the area of the cross section to be cut comprises a rectangular area which is the same as the thickness of the protective layer and an arch area above the rectangular area, wherein the widths of the rectangular and arch are 100mm, the heights of the rectangular and arch are 20mm respectively, and the area of the cross section to be cut is calculated to be 3375.07mm 2.
Step three, calculating the tensile strength f ECC of the ECC repair material, wherein the calculation formula is as follows:
the calculated tensile strength f ECC of the required ECC repair material is 2.81MPa.
Step four, calculating the bonding length l of the ECC repair material, wherein the shaded part of the steel bar 2 in fig. 1 is a rusted steel bar, and the bonding length of the ECC repair material is shown in fig. 1 and is the length of cutting cylinder concrete at one end of the rusted steel bar along the direction of the steel bar; the bonding length and the tensile strength of the required ECC repair material are calculated by considering the bonding performance of the ECC-steel bar interface and the bonding performance of the ECC-concrete interface, and the calculation formula is as follows assuming that the bonding force of the interface between the ECC repair material 3 and the steel bar is the same as that of the concrete:
Wherein: τ ECC-c, the interfacial adhesion between the ECC repair material and the concrete, is a known value;
l ECC-c, the length of the contact interface between the cross section of the ECC repair area and the concrete is a known value;
τ S, the interfacial adhesion between the ECC repair material and the steel bar, is a known value;
L S, the length of the contact section between the cross section of the ECC repair area and the rusted steel bar, is a known value.
Assuming that the average interfacial adhesion between the ECC repair material and the concrete and the reinforcing steel bars is only 0.5MPa, the adhesion length l of the ECC repair material is 126mm.
Step five, determining a repair area according to the corrosion condition of the steel bars in the corrosion reinforced concrete member, wherein the repair area comprises a corrosion reinforced bar area, and cutting the concrete around the corrosion reinforced bars in the corrosion reinforced concrete member according to the calculated area A ECC of the cross section to be cut and the bonding length l of the ECC repair material; the area of the cross section to be cut is 3375.07mm 2, and cylindrical concrete with the length of 126mm is cut at the two ends of the rusted steel bar along the direction of the steel bar.
And step six, rust removal and polishing are carried out on the rust-removing parts of the steel bars, and rust-preventing paint is smeared on the steel bars.
And seventh, pouring the excavated concrete cavity, and pouring the calculated ECC repair material conforming to the tensile strength into the cavity after the concrete is excavated.
Preferably, the method further comprises the step eight of coating the ECC repairing material on the surface of the poured concrete.
Preferably, the fibers used for the ECC repair material include PVA fibers, PE fibers, steel fibers and hybrid fibers, and the ECC repair material used has good tensile properties with an ultimate tensile strain exceeding 3%.
The preferred embodiments of the present invention have been described in detail above, but the present invention is not limited to the specific details of the above embodiments, and various equivalent changes can be made to the technical solution of the present invention within the scope of the technical concept of the present invention, and all the equivalent changes belong to the protection scope of the present invention.
Claims (7)
1. A method for repairing a rusted reinforced concrete member by adopting ECC is characterized by comprising the following steps:
Step one, calculating the bearing capacity F ECC of an ECC repair material required for repair, wherein the bearing capacity F ECC of the ECC repair material required for repair meets the following formula:
FCorroded Bar+FECC≥FOriginal Bar
Wherein: f Corroded Bar, chiseling the bearing capacity of the rusted reinforced concrete member of the rusted serious part, wherein the bearing capacity is a known value;
f Original Bar, the bearing capacity of the original rusted reinforced concrete member is a known value;
RfyAS＝FCorroded Bar
fyAS＝FOriginal Bar
FECC≥(1-R)fyAS
wherein: r, the percentage of the area of the residual reinforcing steel bars, is a known value;
f y, the tensile strength of the non-rusted steel bar is a known value;
A S, the sectional area of the non-rusted steel bar is a known value;
Calculating the area A ECC of the cross section to be cut, enabling the rusted steel bars to be located in the middle of the cross section to be cut, and determining the height and the width of the cross section to be cut, wherein the height of the cross section to be cut is not more than half of the height of a concrete member, and the width of the cross section to be cut is 30% -50% of the width of the concrete member, so that the area A ECC of the cross section to be cut is calculated;
Step three, calculating the tensile strength f ECC of the ECC repair material, wherein the calculation formula is as follows:
step four, calculating the bonding length l of the ECC repair material, wherein the calculation formula is as follows:
Wherein: τ ECC-c, the interfacial adhesion between the ECC repair material and the concrete, is a known value;
L ECC-C, the length of the contact interface between the cross section of the ECC repair area and the concrete is a known value;
τ S, the interfacial adhesion between the ECC repair material and the steel bar, is a known value;
ls-the length of the contact section between the cross section of the ECC repair area and the rusted steel bar is a known value;
Fifthly, determining a repair area according to the corrosion condition of the steel bars in the corrosion reinforced concrete member, and cutting the concrete around the corrosion reinforced steel bars in the corrosion reinforced concrete member according to the calculated area A ECC of the cross section to be cut and the bonding length l of the ECC repair material;
step six, rust removal and polishing are carried out on the rust-removing parts of the steel bars, and rust-preventing paint is smeared on the steel bars;
and seventh, pouring the excavated concrete cavity, and pouring the calculated ECC repair material conforming to the tensile strength into the cavity after the concrete is excavated.
2. The method for repairing a rusted reinforced concrete member using ECC of claim 1, wherein: the fibers used for the ECC repair material include PVA fibers, PE fibers, steel fibers, and hybrid fibers.
3. The method for repairing a rusted reinforced concrete member using ECC of claim 1, wherein: the area A ECC of the cross section to be excavated comprises a rectangular area which is the same as the thickness of the protective layer and an arch area above the rectangle, and the protective layer is a concrete layer which is used for protecting the steel bars from the outer edges of the steel bars in the concrete member to the surface of the concrete member.
4. The method for repairing a rusted reinforced concrete member using ECC of claim 1, wherein: the ultimate tensile strain of the ECC repair material exceeds 3%.
5. The method for repairing a rusted reinforced concrete member using ECC of claim 1, wherein: and step eight, coating a protective coating on the surface of the ECC repair material.
6. The method for repairing a rusted reinforced concrete member using ECC of claim 1, wherein: the tensile strength f ECC of the ECC repair material takes the minimum value of the above formula, and the formula is as follows:
7. The method for repairing a rusted reinforced concrete member using ECC of claim 1, wherein: the bonding length l of the ECC repair material takes the minimum value of the above formula, and the formula is as follows:
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|---|---|
| CN116181109A (en) | 2023-05-30 |
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