CN114607164B - Reinforcing method of shear wall - Google Patents
Reinforcing method of shear wall Download PDFInfo
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- CN114607164B CN114607164B CN202210187006.9A CN202210187006A CN114607164B CN 114607164 B CN114607164 B CN 114607164B CN 202210187006 A CN202210187006 A CN 202210187006A CN 114607164 B CN114607164 B CN 114607164B
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- 239000010959 steel Substances 0.000 claims abstract description 51
- 238000013461 design Methods 0.000 claims description 31
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 13
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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
- E04G23/0222—Replacing or adding wall ties
Abstract
The invention belongs to the technical field of building repair and reinforcement, and particularly relates to a method for reinforcing a shear wall. The method comprises the steps of chiseling and reinforcing, namely chiseling a wall surface protection layer of an original shear wall, and chiseling a concave pit in the wall inward direction of concrete exposed between longitudinal steel bars and horizontal steel bars according to binding positions of the steel bars in the original shear wall; filling the concave pit with newly-added concrete, and using the newly-added concrete to remodel the wall surface protection layer of the original shear wall, and meanwhile, increasing the sectional area of the original shear wall to form the reinforced shear wall. After filling the chiseled pit, the invention thickens the two walls of the shear wall by using the newly added concrete, increases the cross-sectional area of the shear wall, ensures that the newly added concrete and the residual concrete in the original shear wall form a sandwich shear wall, improves the bearing capacity of the shear wall and reduces the replacement cost.
Description
Technical Field
The invention belongs to the technical field of building repair and reinforcement, and particularly relates to a method for reinforcing a shear wall.
Technical Field
The shear wall is also called an anti-seismic wall, and at present, a reinforced concrete shear wall structure is widely applied to high-rise buildings and is an important structure for mainly bearing horizontal load and vertical load in the buildings. In the construction or use process of a building, some shear walls have insufficient strength or partial strength of the shear walls due to insufficient strength of the used concrete or other reasons, and have insufficient bearing capacity, so that the shear walls with problems need to be reinforced due to the fact that the shear walls continue to be used and have larger potential safety hazards.
The reinforcing method for the shear wall in the prior art mainly comprises a cross section increasing method, a steel plate pasting reinforcing method, a concrete replacement reinforcing method and the like, wherein the concrete replacement reinforcing method can fundamentally solve the problems of the shear wall, but in the replacement process, supports are required to be arranged, the requirements of the support arrangement on the construction technology are high, the shear wall is generally required to be replaced in a blocking and gradual mode, the speed is low, and the construction period is influenced. In some special building structure parts, the shear wall is not provided with enough space for supporting, so that replacement reinforcement cannot be normally implemented, and the problem that how to effectively reinforce the shear wall, improve the replacement speed and reduce the difficulty of supporting arrangement is not solved at present.
Disclosure of Invention
The invention aims to solve the problems, and provides a method for reinforcing a shear wall, in particular to a method for reinforcing a shear wall by combining concrete replacement and enlarged section.
The invention adopts the following technical scheme:
the reinforcing method of the shear wall is characterized by comprising the following steps of:
s1, chiseling: chiseling a wall surface protection layer of the original shear wall, and chiseling a concave pit in the wall inward direction of the exposed concrete between the longitudinal steel bars and the horizontal steel bars according to the binding position of the steel bars 11 in the original shear wall;
s2, reinforcing: and filling the pit dug in the step S1 with the newly added concrete, and remolding the wall surface protection layer of the original shear wall with the newly added concrete, and meanwhile, increasing the sectional area of the original shear wall to form the reinforced shear wall. In the section area of the original shear wall, the section area is uniformly increased on the sections of the two sides of the original shear wall.
Preferably, in the step S1, the edges of the pit and the edges of the longitudinal steel bars and the horizontal steel bars corresponding to the pit are kept at a distance of 20mm±2mm, the pit is recessed in a bowl shape or a column shape towards the original shear wall body, and the bottom surface area of the pit is smaller than or equal to the open area of the pit.
Preferably, in the step S1, the method for determining the depth d of the single pit is as follows:
calculating the required bearing capacity N of the original shear wall, and calculating the bearing capacity N' of the reinforced shear wall:
wherein,the stability coefficient of the compression member, namely the reinforced shear wall; f (f) c0 The design value of the axial compressive strength of the concrete is designed and used for the original shear wall 10; a is that c0 The original shear wall deducts the thickness of the newly added concrete replacement and then the residual thickness; alpha c The design value f is the compressive strength design value of the newly added concrete axle center of the replacement part c The method comprises the steps that a new concrete axle center compressive strength design value is obtained, the new concrete axle center compressive strength design value is calculated by taking the new concrete with two grades higher than the axle center compressive strength of the original shear wall design and use concrete as gradient increment, and the new concrete is brought into a formula; alpha A c Adding cross-sectional area to newly added concrete displacement, i.e. increasing total thickness of cross-sectional portion, i.e. alpha c Chisel depth d+ increase section thickness =2 times; f's' y0 The compressive strength design value of the longitudinal compression reinforcing steel bars of the original shear wall is designed; alpha's' s0 The cross-sectional area of the longitudinal pressed steel bar of the original shear wall is;
when the bearing capacity N' of the shear wall is larger than the design bearing capacity value N of the original shear wall, f c0 The concrete strength corresponding to the newly-added concrete axle center compressive strength design value is the newly-added concrete strength grade.
Preferably, after a pit is drilled on one side of the original shear wall, the pit on the side is filled with newly-added concrete, the surface layer of the original shear wall is replaced, a section of the shear wall is thickened and set on the basis of the thickness of the original shear wall, after 6-8d, the newly-added concrete is set, the other side of the original shear wall is removed, the pit is filled with newly-added concrete, the surface layer of the original shear wall is replaced, and the sectional area of the original shear wall is increased.
Preferably, when the thickness of the section is increased to be greater than the thickness of the protective layer of the original shear wall, a reinforcing mesh step is further included between the step S1 and the step S2.
Preferably, the step S2 further includes a pouring template.
Preferably, when the original shear wall only allows single-sided construction, the construction surface of the original shear wall is directly chiseled with concrete between the protection layer and the reinforced bars in the original shear wall by taking the chiseling depth d of 2 times as the chiseling depth of a single pit, so that the pit is formed on the wall surface.
Preferably, when the original shear wall only allows single-sided construction, the step S2 further includes a step of pouring templates and planting tendons.
Preferably, the newly added concrete is replaced by high-strength grouting material.
The invention has the beneficial effects that:
1) According to the invention, the concrete exposed on the surface between the horizontal steel bars and the vertical steel bars in the original shear wall is chiseled into the wall inward direction, so that on one hand, the binding force between the newly-added concrete and the original wall surface is increased, and on the other hand, as little or only steel bars remain in the concrete between the depth directions of the concave pits, after the newly-added concrete is filled, a part of the concrete of the original shear wall is replaced on the basis of not disturbing the original steel bars, and the compressive strength of the original shear wall is increased.
2) In the prior art, when the actual strength of the shear wall is far lower than the design strength, the concrete of the shear wall needs to be completely replaced, at the moment, a piece of shear wall needs to be divided into a plurality of areas to be replaced one by one, in the process, the requirement on supporting setting is high, and the steel bars in the original shear wall are easy to damage. The invention drills the concave pit among the steel bars, avoids disturbance to the steel bars to the maximum extent, and ensures safer construction process.
3) After filling the chiseled pit, the invention thickens the two walls of the shear wall by using the newly added concrete, increases the cross-sectional area of the shear wall, ensures that the newly added concrete and the residual concrete in the original shear wall form a sandwich shear wall, improves the bearing capacity of the shear wall and reduces the replacement cost.
4) Because the depth of the chiseled wall surface is smaller, one side of the shear wall can be synchronously constructed, and one shear wall can be constructed twice, so that the construction period of the traditional shear wall reinforcement is shortened, and the efficiency is improved.
Drawings
FIG. 1 is a schematic view of the prior art shear wall of the present invention;
FIG. 2 is a schematic view of the structure of the reinforced shear wall of the present invention;
FIG. 3 is a schematic view of pit removal in the direction A of FIG. 1;
FIG. 4 is a schematic view of reinforcement of a single side reinforcement of an original shear wall of the present invention;
fig. 5 is a schematic view of the arrangement of the reinforcing mesh in the direction a in fig. 2;
FIG. 6 is a finite element modeling stress analysis of an original shear wall in example 1;
FIG. 7 is a finite element simulated stress analysis of the reinforced shear wall of example 1.
The meaning of the reference symbols in the figures is as follows:
10-original shear wall 11-original shear wall inner steel bar 111-longitudinal steel bar 112-horizontal steel bar
12-protective layer 20-concave pit 30-reinforcing mesh 31-vertical reinforcing bars 32-horizontal reinforcing bars
40-newly added tie bar 50-increased section 60-planted bar
Detailed Description
The technical scheme of the invention is more specifically described below with reference to the accompanying drawings and examples:
example 1
A high-rise residential building has 33 floors above the ground, 1 floor below the ground and the total height of the building is 96.00m. The structural system is a shear wall structure, the earthquake fortification intensity is 7 degrees, the basic earthquake acceleration value is designed to be 0.10g, the site class is class III, the earthquake grouping is designed to be 1 st group, the characteristic period value is 0.45s, the earthquake fortification class is class III, and the earthquake fortification class of the shear wall is class II.
Through the detection of a third party detection unit, the concrete strength actual measurement value of the original shear wall of the third layer cannot meet the design requirement, and the original shear wall with potential safety hazard needs to be reinforced so as to meet the requirements of the original design and the current national standard.
1. Calculating the duty ratio of the original shear wall to be reinforced
Layer 3 of original shear wall 10 pieces with total cross-sectional area of about 21.8m 2 Inputting the measured concrete strength value of the original shear wall into YJK software for calculation, and obtaining about 10 wall limbs with an over-limited axial pressure ratio by statistics, wherein the cross section area is about 8.85m 2 The ratio is about 40%.
2. Calculating chisel thickness
The chisel thickness is calculated according to the formula of the reinforced concrete axle center compression member with reinforced cross section increased in the concrete structure reinforcing design Specification GB50367, and the calculation formula of the normal cross section compression bearing capacity is as follows:
wherein: n-the design value of axial pressure (kN) after the reinforcement of the component;
-the stability factor of the pressed component, adopted according to the specified value of the current national standard 'concrete structural design Specification' GB 50010;
α c -replacing part of the strength utilization coefficient of the newly added concrete, taking alpha when the replacement process has no roof c =0.8; when effective propping measures are adopted in the replacement process, alpha is taken c ＝1.0；
f c0 、f c The design values of the compressive strength (N/mm) for the original component concrete and for the replacement part new concrete, respectively 2 )；
A c0 、Α c -the remaining cross-sectional area after the replacement part has been snapped off and the cross-sectional area (mm) of the replacement part, respectively, of the original component cross-section 2 ) The thickness is taken into account in this embodiment as a whole.
f′ y0 、Α′ s0 The design values of the compressive strength (N/mm) of the longitudinal pressed bars of the original components 2 ) And the cross-sectional area (mm) of the longitudinal pressed steel bar of the original component 2 ) This embodiment is not considered.
In this embodiment, the strength coefficient of the newly added concrete in the replacement part is 0.8, and the shear wall of 1 meter is taken as a calculation model according to the axial compression member. The original shear wall 10 takes the thickness of 200mm, the estimated value of concrete strength detection batch is 38.5Mpa, the estimated value of actual minimum concrete core sample is 38Mpa, the designed value of the compressive strength of the C35 concrete axle center is 16.7Mpa, and then C38 is converted into 16.7x38/35=18.1 Mpa;
the original shear wall 10 design drawing uses C50 concrete, the design value of the compressive strength of the C50 concrete axle center is 23.1, the compressive strength value of the newly added concrete axle center is larger than the concrete grade designed and used by the original shear wall 10, and the relation between the strength and the chiseling thickness of the newly added concrete is calculated by taking two stages in the concrete grade standard as a gradient. The concrete grade standard reference GB50010 "concrete structural design Specification" specifies that ordinary concrete is divided into fourteen grades, namely: c15 C20, C25, C30, C35, C40, C45, C50, C55, C60, C65, C70, C75, C80.
The thickness of the original shear wall 10 is 200mm, the unilateral chiseling depth is set as d, the plastering thickness of the original shear wall 10 is taken as the width of the increased section 50, and the sum of the plastering thickness is 40mm, then,
the original shear wall 10 needs bearing capacity N less than or equal to 0.9X23.1X100 X200= 4158000N, if C60 is adopted for replacement and the section is increased, the total wall thickness is 240mm, the designed value of the axial compressive strength of C60 concrete is 27.5Mpa, the bearing capacity N' is less than or equal to 0.9X100 XX (27.5 X40+2d) X0.8+18.1X200-2 d) and is more than 4158000N, d is more than 15.38mm, and the designed surplus is considered, and the whole number of 20mm is taken as the chiseling depth. Then 40+2×20=80, where "80" is the total section thickness of the replaced and widened portion of the newly added concrete; 200-2×20=160, 160 is the section thickness of the concrete which is not replaced and remained in the wall, so the compressive bearing capacity of the shear wall reinforced by the C60 concrete meets the original design requirement. C60 concrete can be replaced by A60 high-strength grouting material.
In the embodiment, the thickness of the protective layer 12 is 15mm, and the depth of the concave pit 20 between the steel bars 11 in the original shear wall is 8mm; in the actual working condition, the steel bars 11 in the original shear wall are exposed after the protective layer 12 is chiseled, and due to errors, the depth of the chiseled pit 20 is 8mm, and the average chiseling depth d is 20mm, so that the specification is met.
3. Checking calculation
The original shear wall 10 is chiseled on two sides to remove the thickness of 40mm, and the wall thickness ratio of 40/200=0.2 is 20%. The shearing force is firstly constructed on one side and then on the other side, the ratio of the original shearing force wall chiseled off each time is 40% ×20% ×0.5=4%, the maximum controllable error range is less than 5% 4%, the influence on the main structure is very small, and the shearing force can be used.
4. Chiseling and removing
The wall protection layer 12 of the original shear wall 10 is firstly chiseled, then the pit 20 is chiseled on the concrete exposed between the longitudinal steel bar 111 and the horizontal steel bar 112 facing the wall inward direction according to the binding position of the steel bar 11 in the original shear wall, and the disturbance of the longitudinal steel bar 111 and the horizontal steel bar 112 is avoided during chiseling. In this embodiment, the longitudinal steel bars 111 and the horizontal steel bars 112 in the original shear wall 10 are arranged at a spacing of 200×200mm, and when the shear wall is chiseled, a gap of 20mm is left between the edge of the pit 20 and the longitudinal steel bars 111 and between the edge of the pit 20 and the edge of the horizontal steel bars 112 so as to avoid disturbance to the steel bars 11 in the original shear wall.
In order to prevent disturbance to the steel bars in the wall, the steel bars 11 in the original shear wall can be positioned by using detection instruments such as a steel bar scanner before the protection layer 12 is chiseled, and if slight disturbance is caused to the steel bars, the steel bars are required to be straightened and returned.
5. Reinforcing mesh
Because of the larger thickness of the increased section, in order to increase the binding force between the newly-increased concrete and the wall surface and crack resistance, a layer of reinforcing steel bar net 30 is additionally arranged on the basis of the reinforcing steel bars 11 in the original shear wall. The reinforcing mesh 30 is arranged on the inner side of the newly-added section and is mutually independent with the reinforcing steel bars 11 in the original shear wall, and comprises transverse reinforcing steel bars 31 and vertical reinforcing steel bars 32, wherein the diameters of the transverse reinforcing steel bars 31 and the vertical reinforcing steel bars 32 are 10mm, and the reinforcing mesh is arranged at a spacing of 150mm and is bound into a net shape through fine iron wires. The reinforcing mesh 30 is fixed by the newly added tie bars 40, the newly added tie bars 40 adopt reinforcing bars with the diameter of 4mm, the plum blossom shape with the interval of 600 penetrates through the wall body of the original shear wall 10, one end of the reinforcing mesh is connected with the reinforcing mesh 30 added on the side of the original shear wall 10 which is firstly constructed, and the other end of the reinforcing mesh is connected with the reinforcing mesh 30 added on the side of the original shear wall 10 which is secondly constructed.
The specific arrangement of the reinforcing mesh 30 may be as in the prior art.
One or both ends of the transverse steel bars 31 and both ends of the vertical steel bars 32 in the steel bar net 30 are implanted into the wall or the beam of the original shear wall 10.
6. Pouring template for pouring branch
The first surface of the prior art is used for pouring the template, the first surface of the original shear wall 10 is firstly supported, after the first surface is fixed, the newly-added concrete is poured between the first surface pouring template and the shear wall, and the compaction of the newly-added concrete is ensured. And (3) flushing the bonding surface of the new and old concrete by adopting high-pressure water before pouring, and after the concrete is fully wetted, brushing a layer of cement paste or a professional interface agent, and then pouring. And after 6-7d, the newly added concrete is basically solidified, and then the other side of the original shear wall 10 is constructed.
After the reinforcing mesh 30 is arranged on the other side of the original shear wall 10, a second side pouring template is supported, and newly-added concrete is poured between the second side pouring template and the shear wall to wait for solidification.
7. Reinforced shear wall maintenance
And after the poured concrete is completely solidified, removing the pouring template, and curing the reinforced shear wall according to the requirement.
And (3) analyzing the shear wall before and after reinforcement by utilizing a finite element program, selecting MIDAS FEA software, selecting a wall limb, inputting the information of the original shear wall 10 with the thickness of 200mm, the layer height of 2900mm, the concrete strength grade C35, the reinforcing steel bar HRB400, the constraint edge member and the like according to the original design drawing, and establishing a finite element model.
The depth d of the pit 20 is 20mm, 10212KN is selected as the gravity load substitution value (0 is taken by live load, 0.5KN/m is considered) in the construction stage 2 As shown in fig. 6, it can be seen that the stress value of the main area of the original shear wall 10 is about 11.6N/mm 2 Small, smallConcrete compressive design strength value at C35 16.7N/mm 2 。
After filling the pit 20 and increasing the cross section 50, calculating the gravity load generation value of 12290KN in the normal use stage, wherein the load increment is 12290-10212=2078KN, and the calculation result is shown in fig. 7, wherein the increase stress value of the main area of the original core wall is about 1.6N/mm 2 The concrete superposition stress of the core wall is 11.6+1.6=13.2N/mm 2 Is smaller than the design value of the compressive strength of C35 concrete by 16.7N/mm 2 Is also smaller than the measured concrete strength grade C38, and the designed concrete compressive strength value is 18.1N/mm 2 The better reinforcing effect is shown.
Example 2
Shear wall reinforcement allowing only single sided construction
When the original shear wall 10 only allows single-sided construction, the steps of calculating and chiseling the data in this embodiment are the same as those in embodiment 1, except that the chiseling depth of a single pit 20 on a single side is 2d, the single side of the casting template is set, the newly added concrete is reinforced by adopting a reinforcement planting 60 mode to replace the newly added tie bars 40 in embodiment 1, and the steps of reinforcement planting 60 include:
s71, cleaning dust in drilling: drilling holes, apertures and hole depths according to design requirements, wherein the drilling holes avoid the positions of the steel bars 11 in the original shear wall; and cleaning the drilled hole by using a blower and a brush until the inner wall of the hole is free of floating dust and water stains.
S72, glue injection and bar planting 60: the glue injection adopts a glue injector to inject and slowly pull out the injector; the steel bar for the bar planting 60 must be straight, the original steel bar should be derusted before the bar planting 60, the derusting length is longer than the bar planting 60, the processed steel bar is slowly inserted into the pore canal in a rotating way, and the bar planting 60 glue is uniformly attached on the surface of the steel bar and in the thread gap. The inserted reinforcing steel bars or anchor bolts can not be disturbed any more, and the glue injection is waited for solidification.
S73, checking and curing: and after the curing period of the bar planting 60 glue is finished, the reinforcing mesh 30, the support pouring template and other works are added. Before the subsequent construction, a non-breakage drawing test is required to be performed to detect whether the quality of the planted bar 60 in the working state meets the design requirement.
The bar planting 60 in this embodiment may be constructed according to specific requirements by using the bar planting 60 method in the prior art.
The above embodiments are only for illustrating the technical scheme of the present invention, and are not limiting to the present invention; although the invention has been described in detail with reference to the foregoing embodiments, it will be understood by those of ordinary skill in the art that: any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (7)
1. The reinforcing method of the shear wall is characterized by comprising the following steps of:
s1, chiseling: chiseling a wall surface protection layer (12) of the original shear wall (10), and chiseling a concave pit (20) in the wall direction by concrete exposed between a longitudinal steel bar (111) and a horizontal steel bar (112) according to binding positions of the steel bars (11) in the original shear wall (10);
the edges of the pit (20) and the edges of the longitudinal steel bars (111) and the horizontal steel bars (112) corresponding to the pit (20) are kept at a distance of 20mm plus or minus 2mm, the pit (20) is concaved inwards to the wall body of the original shear wall (10) in a bowl shape or a column shape, and the bottom surface area of the pit (20) is smaller than or equal to the opening area of the pit;
the method for determining the chiseling depth d of the pit (20) comprises the following steps: calculating the required bearing capacity N of the original shear wall (10), and calculating the bearing capacity N' of the reinforced shear wall:
wherein,the stability coefficient of the shear wall (10) is reinforced as a compression member; f (f) c0 The method comprises the steps of designing and using an axle center compressive strength design value of concrete for an original shear wall (10); a is that c0 The original shear wall (10) deducts the surplus thickness after the new concrete replacement thickness; alpha c For displacing partsNewly-added strength utilization coefficient f of concrete c The method comprises the steps that a new concrete axle center compressive strength design value is obtained, the new concrete axle center compressive strength design value is calculated by taking the new concrete which is higher than the original shear wall (10) and is designed to use two grades of the axle center compressive strength of the concrete as gradient increment, and the new concrete is brought into a formula; alpha A c Adding cross-sectional area to the newly added concrete displacement, i.e. increasing the total thickness of section (50), i.e. A c Chisel depth d+ increase section (50) thickness =2 times; f's' y0 The compressive strength design value of the longitudinal compression reinforcing steel bars of the original shear wall (10) is designed; alpha's' s0 The cross-sectional area of the longitudinal compression reinforcing steel bar of the original shear wall (10);
when the bearing capacity N' of the shear wall is larger than the designed bearing capacity value N of the original shear wall (10), the concrete strength corresponding to the designed value of the compressive strength of the newly added concrete axle center is the newly added concrete strength grade;
s2, reinforcing: and filling the recessed pit (20) drilled in the S1 with the newly added concrete, and remolding the wall surface protection layer (12) of the original shear wall (10) with the newly added concrete, and simultaneously increasing the sectional area of the original shear wall (10) to form the reinforced shear wall.
2. The method for reinforcing a shear wall according to claim 1, wherein after a pit (20) is drilled in one surface of an original shear wall (10), newly added concrete is used to fill the pit (20) in the surface, the surface layer of the original shear wall (10) is replaced, and the shear wall is thickened by a set distance on the basis of the thickness of the original shear wall (10) to form an increased section (50); and after 6-8 days, setting the newly added concrete, chiseling the other side of the original shear wall (10), filling the concave pit (20) with the newly added concrete, replacing the surface layer of the original shear wall (10), and increasing the section of the original shear wall (10) according to the design value.
3. A method of reinforcing a shear wall according to claim 1, wherein the step S1 and the step S2 further comprise the step of adding a reinforcing mesh (30) when the thickness of the section (50) is increased to be greater than the thickness of the protective layer (12) of the original shear wall (10).
4. A method of reinforcing a shear wall as claimed in claim 2, wherein step S2 further comprises casting forms.
5. A method of reinforcing a shear wall according to claim 1, wherein when the original shear wall (10) is allowed to be constructed on one side only, the construction surface of the original shear wall (10) is directly chiseled with concrete between the protective layer (12) and the reinforcing steel bars (11) in the original shear wall by taking the chiseling depth d twice as the total chiseling depth of the pit (20) so that the pit (20) is formed on the wall surface.
6. A method of reinforcing a shear wall according to claim 5, wherein said step S2 further comprises the step of casting forms and reinforcing bars (60) when said original shear wall (10) is allowed to be constructed on only one side.
7. A method of reinforcing a shear wall as claimed in claim 1 or claim 2, wherein the newly added concrete is replaced with a high strength grouting material.
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102900169A (en) * | 2012-10-16 | 2013-01-30 | 清华大学 | Concrete-filled steel tube combined shear wall and construction process thereof |
| KR20160023211A (en) * | 2014-08-21 | 2016-03-03 | 한국건설기술연구원 | Shear strengthening method of shear wall in remodelling construction by embedment of reinforcing bar and end-development |
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| CN111173167A (en) * | 2020-01-08 | 2020-05-19 | 东南大学 | Method and structure for reinforcing shear wall by embedding high-strength self-stress concrete truss |
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| CN108678410A (en) * | 2018-06-04 | 2018-10-19 | 安徽省建筑科学研究设计院 | A kind of concrete replacement structure of modification method and concrete replacement structure |
| CN210508385U (en) * | 2019-07-04 | 2020-05-12 | 山西五建集团有限公司 | Shear force wall bushing reinforced structure |
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