CN111173167B - Method and structure for reinforcing shear wall by embedding high-strength self-stress concrete truss - Google Patents
Method and structure for reinforcing shear wall by embedding high-strength self-stress concrete truss Download PDFInfo
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- CN111173167B CN111173167B CN202010016503.3A CN202010016503A CN111173167B CN 111173167 B CN111173167 B CN 111173167B CN 202010016503 A CN202010016503 A CN 202010016503A CN 111173167 B CN111173167 B CN 111173167B
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- E—FIXED CONSTRUCTIONS
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- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
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Abstract
The invention discloses a method and a structure for embedding a high-strength self-stress concrete truss to reinforce a shear wall, wherein the vertical bearing capacity and the horizontal bearing capacity of the original shear wall are calculated by determining the boundary range of an unqualified area of the concrete strength, the strength of the concrete in the unqualified area and the strength of the concrete in a qualified area in the original shear wall, the structural form, the embedding position, the size of the high-strength self-stress concrete truss and the strength grade of the high-strength concrete of the original shear wall are determined according to the calculation and analysis results, the position to be embedded with the high-strength self-stress concrete truss in the original shear wall is chiseled, the high-strength self-stress concrete truss is supported and poured after joint surface treatment and inserted ribs are embedded, and the embedded high-strength self-stress concrete truss is formed, so that the reinforced shear wall meets the requirements of structural rigidity and bearing capacity. The invention does not increase the wall thickness, the concrete cutting amount is small, and the reserved wall body can provide bearing capacity for reinforcement construction and later use.
Description
Technical Field
The invention relates to the field of building structure engineering reinforcement, in particular to a method and a structure for reinforcing a shear wall by embedding a high-strength self-stress concrete truss.
Background
Concrete shear walls are walls in building structures that mainly bear horizontal and vertical loads caused by wind or seismic loads. The shear wall is an important bearing component in a house structure, and the bearing capacity of the shear wall has great significance on the safety of the house structure, so that the bearing capacity of the shear wall is guaranteed to be very important.
In the concrete shear wall concrete pouring process, due to improper control or other reasons, beam slab concrete is poured into the shear wall occasionally, or due to reasons such as insufficient concrete material grade, the strength of partial areas or all areas of the concrete shear wall cannot meet the design requirements.
Considering that the concrete shear wall has uneven stress on the whole section under the load combination effect, part of the concrete has larger effect and part has limited effect, the concrete shear wall needs to be reinforced to improve the bearing capacity and meet the design requirement.
At present, the reinforcing method for the unqualified concrete shear wall mainly comprises a concrete replacement method, a section enlarging method, steel wrapping, fiber material pasting and the like. These methods have the disadvantages of large construction amount, complicated construction, high cost, and the need of increasing the thickness of the concrete shear wall.
In view of the above, it is urgently needed to provide a concrete shear wall reinforcing method which is based on the premise of not increasing the wall thickness, is convenient to construct and has controllable manufacturing cost.
Disclosure of Invention
Aiming at the defects in the prior art, the invention provides a method and a structure for embedding a high-strength self-stress concrete truss to reinforce a shear wall.
A method for embedding a high-strength self-stress concrete truss to reinforce a shear wall comprises the following steps:
s1, determining the structure parameters of the original shear wall;
s1.1, determining the boundary range of an unqualified concrete strength area, the strength of the unqualified area concrete and the strength of the qualified area concrete in the original shear wall;
s1.2, determining the configuration condition of the steel bars in the original shear wall;
s2, substituting the results of the step S1.1 and the step S1.2 into structural design calculation software, and calculating and analyzing the vertical bearing capacity and the horizontal bearing capacity of the original shear wall;
s3, comparing the calculation analysis result with the design value of the bearing capacity of the shear wall according to the calculation analysis result of the step S2, specifically: assuming the structural form, the embedding position, the truss size and the strength grade of the high-strength self-stress concrete truss, a primary reinforcement design scheme is obtained, wherein the structural form of the truss specifically comprises the following 3 schemes,
the scheme is as follows: if the vertical bearing capacity of the original shear wall is insufficient, the high-strength self-stress concrete truss is structurally formed by a plurality of vertical reinforcing belts;
the second scheme is as follows: if the horizontal bearing capacity of the original shear wall is insufficient, the structural form of the high-strength self-stress concrete truss is an oblique cross reinforcing belt;
the third scheme is as follows: if the vertical bearing capacity and the horizontal bearing capacity of the original shear wall are insufficient, the high-strength self-stress concrete truss is structurally characterized in that a vertical reinforcing belt is combined with an obliquely crossed reinforcing belt;
s4, the thickness of the reinforcing belt in the step S3 is the same as that of the original shear wall, the width of the reinforcing belt is 200 mm-400 mm, the total area of the reinforcing belt is not more than 40% of that of the shear wall, and the strength grade of concrete in the reinforcing belt is not less than C60;
substituting the preliminarily designed concrete truss embedding position, truss size, high-strength concrete strength grade and the original shear wall structure parameters determined in the step S1 into structure design calculation software, calculating and analyzing the vertical bearing capacity and the horizontal bearing capacity of the preliminarily reinforced and designed shear wall, and comparing the vertical bearing capacity and the horizontal bearing capacity with the design value of the bearing capacity of the shear wall again; if the design value requirement of the bearing capacity of the shear wall is met, the reinforcement design scheme can be confirmed, and if the design value requirement of the bearing capacity is not met, the step S3 is repeated, the size of the concrete truss, the number of the reinforcing belts or the strength grade of the high-strength concrete is increased until the design value requirement of the bearing capacity is met;
s5, carrying out rare earthquake checking calculation on the new shear wall structure model embedded with the high-strength self-stress concrete truss according to the reinforcement design scheme of the step S4, and determining whether stress release needs to be carried out on other stressed parts in the original shear wall;
s6, chiseling the part of the original shear wall, where the high-strength self-stress concrete truss is to be embedded, carrying out joint surface treatment, embedding inserted bars, then erecting a mold and pouring high-strength concrete, and forming the high-strength self-stress concrete truss in the original shear wall;
and S7, after the strength of the high-strength concrete reaches the design requirement, releasing the stress of the required part according to the checking result of the step S5.
The embedding position of the high-strength self-stressed concrete truss in the step S3 is determined according to the following method:
the reinforcing belt main body is arranged in the concrete of the unqualified area of the original shear wall, the end part of the reinforcing belt is provided with an expansion head, and the expansion head is arranged in the concrete of the qualified area of the original shear wall; when the qualified area concrete of the original shear wall cannot meet the setting of the expansion head, the expansion head is arranged in the qualified area concrete of the shear wall of the adjacent floor;
the size of the high-strength self-stress concrete truss is determined according to the following method:
according to the comparison of the bearing capacity of the original shear wall in the step S3 and the design value, when the bearing capacity of the original shear wall is smaller than the design value by within 20%, preliminarily setting the width of the reinforcing belt in the high-strength self-stress concrete truss to be not less than 200 mm; when the bearing force of the original shear wall is 20% -50% smaller than the design value, the width of the reinforcing belt is preliminarily set to be not smaller than 250 mm; when the bearing force of the original shear wall is smaller than the design value by more than 50%, preliminarily setting the width of the reinforcing belt to be not smaller than 300 mm;
the strength grade of the high-strength concrete is determined according to the following method:
according to the comparison between the bearing capacity of the original shear wall in the step S3 and the design value, when the bearing capacity of the original shear wall is smaller than the design value by within 20%, preliminarily setting the strength grade of the high-strength concrete to be not less than C60; when the bearing force of the original shear wall is 20-50% smaller than the design value, the strength grade of the high-strength concrete is preliminarily set to be not less than C65; and when the bearing force of the original shear wall is smaller than the design value by more than 50%, preliminarily setting the strength grade of the high-strength concrete to be not less than C70.
In the step S1.1, a rebound method is adopted to determine the boundary range of the unqualified area of the concrete strength in the original shear wall, and a rebound method or a coring method is adopted to determine the strength of the concrete in the unqualified area and the strength of the concrete in the qualified area.
In the step S1.2, the steel bar configuration condition includes a steel bar specification, a steel bar interval and a steel bar number, the steel bar interval and the steel bar number are detected by a steel bar scanner and determined by combining with the design data, and the steel bar specification is determined by removing the concrete protective layer on the outer side of the steel bar, and then measured by a vernier caliper and determined by combining with the design data.
The step S5 includes the steps of:
s4.1, chiseling the position, to be embedded with the high-strength self-stress concrete truss, in the original shear wall;
s4.2, roughening the concrete at the joint of the original shear wall and the reinforcing belt, implanting a dowel, and additionally arranging a stirrup and a stressed steel bar axially arranged along the reinforcing belt according to actual needs;
s4.3, cleaning the interface of the joint and the surface of the steel bar at the chiseled position to remove scum;
and S4.4, erecting a pouring template, and pouring high-strength self-stress concrete downwards in a groove of the pouring template and tamping.
In the step S4.2, the stirrups are added on the basis of ensuring that the reinforcement ratio of the stirrups is not less than 2%, the added stirrups are welded with the steel bars of the original shear wall, and when the reinforcing belt is obliquely arranged, stressed steel bars axially arranged along the reinforcing belt are added.
In step S7, the method of releasing the stress at the desired location is as follows: and cutting a horizontal groove at the position needing stress release along the thickness direction of the shear wall, and filling the area with fine aggregate concrete or grouting material after unloading is finished.
The invention further discloses a reinforced shear wall structure embedded with the high-strength self-stress concrete truss, which comprises an original shear wall and the high-strength self-stress concrete truss embedded in the original shear wall, wherein the original shear wall comprises a concrete strength unqualified area and a qualified concrete area;
the high-strength self-stress concrete truss is composed of a plurality of reinforcing belts, and the arrangement forms of the reinforcing belts are vertical, oblique crossing or combination of vertical and oblique crossing;
a joint bar is arranged between the reinforcing band and the concrete of the original shear wall, an expansion head is arranged at the end part of the reinforcing band, and the expansion head is arranged in the concrete of the qualified area of the original shear wall;
when the qualified area concrete of the original shear wall cannot meet the setting of the expansion head, the expansion head is arranged in the qualified area concrete of the shear wall of the adjacent floor.
The concrete grouting device is characterized by further comprising a stress release part, wherein a horizontal groove is formed in the stress release part, fine aggregate concrete or grouting material is filled in the horizontal groove, the height of the horizontal groove is 5-15 cm, and the horizontal groove is located in an unqualified concrete area.
The reinforcing belt main body is arranged in the concrete of the unqualified area of the original shear wall, the end part of the reinforcing belt is provided with an expansion head, and the expansion head is arranged in the concrete of the qualified area of the original shear wall; when the qualified area concrete of the original shear wall cannot meet the setting of the expansion head, the expansion head is arranged in the qualified area concrete of the shear wall of the adjacent floor;
the size of the high-strength self-stress concrete truss is 200 mm-300 mm;
the strength grade of the high-strength concrete is not less than C60.
The invention has the beneficial effects that:
1. the invention adopts a mode of embedding the truss to reinforce the original shear wall, the truss structure belongs to a high-efficiency resistance system, and the stress principle and the structure form of the truss structure determine the excavation and reconstruction engineering quantity of the original shear wall, so the invention has the advantages of small engineering quantity, convenient construction and controllable manufacturing cost, and the original wall body can also be used as a bearing in the reinforcing and reconstruction process, thereby being safe and reliable.
2. The concrete material adopted by the invention has a certain expansion rate, and the upper load part can be transferred to the stressed truss under the action of self stress after pouring, so that the high-strength concrete truss can play the greatest role.
3. The limit pressure strain of the concrete material adopted by the invention is higher than that of common concrete, the ductility of the reinforced shear wall can be improved, and the anti-seismic performance of the reinforced shear wall can be improved.
4. The invention does not increase the thickness of the original shear wall and does not influence the later normal use.
Drawings
FIG. 1 is a schematic view of a shear wall with vertically disposed reinforcing strips according to the present invention;
wherein, 1, the original shear wall; 2. concrete in unqualified areas; 3. qualified area concrete; 4. a reinforcing band; 5. adjacent upper floor shear walls; 6. inserting ribs; 7. an end expansion head of the reinforcing band;
FIG. 2 is a schematic view of a shear wall with obliquely disposed reinforcing strips according to the present invention;
8, oblique stressed steel bars;
FIG. 3 is a schematic view of a shear wall structure with reinforcing strips combined vertically and obliquely according to the present invention;
wherein, 9, horizontal groove.
Detailed Description
The present invention is further described below in conjunction with the following figures and specific examples so that those skilled in the art may better understand the present invention and practice it, but the examples are not intended to limit the present invention.
Referring to fig. 1, an embodiment of the embedded high-strength self-stressed concrete truss reinforced shear wall of the present invention:
during construction, a worker can perform error operation in the process of pouring beam plate concrete, and low-grade concrete poured in a beam plate is driven into a shear wall, so that the grade of the wall body on the upper part of the shear wall is inconsistent with that of the beam plate concrete, namely, an unqualified area position is generated (the grade of the shear wall concrete is greater than that of the beam plate concrete).
Firstly, determining the boundary range of an unqualified concrete area in an original shear wall 1 by adopting a rebound method, determining the strength of concrete 2 in the unqualified area and the strength of concrete 3 in a qualified area by adopting the rebound method or a coring method, and finding that the original shear wall has a large-area defect at the upper half part by detection;
and then determining the steel bar configuration condition in the original shear wall by adopting a steel bar scanner and the removed concrete protective layer to obtain the steel bar specification, the steel bar interval and the steel bar number, wherein the steel bar interval and the steel bar number are detected by the steel bar scanner and determined by combining design data, and the steel bar specification is determined by adopting a vernier caliper to measure and combining the design data after the concrete protective layer on the outer side of the steel bar is removed.
And substituting the measured result into structural design calculation software abaqus, and calculating and analyzing the vertical bearing capacity and the horizontal bearing capacity of the original shear wall.
After the result is obtained through calculation and analysis, the structural form of embedding the high-strength self-stress concrete truss is determined to be that the reinforcing bands 4 are vertically arranged according to the result, the number of the reinforcing bands is 2, the unqualified area concrete 2 is positioned at the upper part of the original shear wall, and the upper part of the original shear wall is not provided with the position of the reinforcing band end part expansion head 7, so that the embedding position of the reinforcing bands is that one end of each reinforcing band is arranged in the qualified area concrete 3 at the lower part of the original shear wall, the other end of each reinforcing band penetrates through the unqualified area concrete 2 and is arranged in the qualified area concrete of the adjacent upper floor shear wall 5, the size of the high-strength self-stress concrete truss can be obtained according to the set position, and finally the strength grade of the high-strength;
according to a reinforcement design scheme, rarely encountered earthquake checking calculation is carried out on a new shear wall structure model embedded into a high-strength self-stress concrete truss, whether stress release needs to be carried out on other stressed parts in the original shear wall or not is determined, and the stress release is not needed if the result is clear;
then, actual construction is carried out, the part of the original shear wall, which is to be embedded with the high-strength self-stress concrete truss, is chiseled, roughening treatment is carried out on concrete at the joint of the original shear wall and the reinforcing belt, inserting bars 6 are implanted, and vertical reinforcing steel bars adopt vertical stress reinforcing steel bars in the original shear wall; then cleaning the interface of the joint and the surface of the steel bar at the chiseled position, removing scum and ensuring the bonding firmness; finally, erecting a pouring template, pouring high-strength self-stress concrete downwards in a groove of the pouring template and tamping to obtain a reinforcing belt, namely forming a high-strength self-stress concrete truss in the original shear wall to finish reinforcement;
after the strength of the high-strength concrete of the reinforcing belt reaches the design requirement, the reinforcing belt can bear most of load located vertically, the concrete 2 in the original unqualified area can also play a supporting effect, and therefore the final vertical bearing capacity is supported by the whole shear wall, and the bearing capacity is effectively guaranteed.
The reinforced wall body consists of an original shear wall and a high-strength self-stress concrete truss embedded in the original shear wall, wherein the original shear wall is also provided with an unqualified concrete strength area 2 and a qualified concrete area 3, two reinforcing belts 4 are vertically arranged and are obtained by pouring C60 high-strength concrete;
in order to improve the combination degree between the reinforcing belt 4 and the original wall body, the end part of the reinforcing belt 4 is provided with an expansion head 7, and the expansion head 7 is arranged in the nearby qualified area concrete; the thickness of the reinforcing strips 4 is the same as that of the original shear wall and is 200mm, the width of the reinforcing strips is 250mm, and the total area of the two reinforcing strips 4 is 10% of that of the original shear wall.
In one embodiment, referring to fig. 2, the upper part of the original shear wall 1 is provided with partial unqualified area concrete 2 and partial qualified area concrete 3; when the vertical bearing capacity and the horizontal bearing capacity of the original shear wall are calculated and analyzed, the vertical bearing capacity of the original shear wall is found to have no problem, and the horizontal bearing capacity is insufficient; and because the vertical bearing capacity is enough, stress release on the corresponding part of the original shear wall is not needed.
Determining that the structural form of the embedded high-strength self-stress concrete truss is an oblique cross-shaped reinforcing band 4 according to the result, wherein the number of the reinforcing bands is 2, the unqualified area concrete 2 is only positioned on the upper part of the original shear wall, and the upper part of the original shear wall 1 is provided with a position provided with an expanded head 7 at the end part of the reinforcing band, so that the embedding positions of the reinforcing bands 4 are all in the qualified area concrete 3 of the original shear wall, the two reinforcing bands penetrate through the unqualified area concrete 2, the size of the high-strength self-stress concrete truss can be obtained according to the set position, and finally the strength grade of the high-strength concrete is determined, so that a reinforcement design scheme can be obtained;
and as the reinforcing belt 4 is obliquely arranged, an oblique stressed reinforcing steel bar 8 which is axially arranged along the reinforcing belt is additionally arranged, so that the integral strength of the reinforcing belt 4 is ensured.
After the strength of the high-strength concrete of the reinforcing belt 4 reaches the design requirement, the reinforcing belt can bear most of bearing capacity located horizontally upwards, the concrete 2 in the original unqualified area can also play a supporting effect, and therefore the final horizontal bearing capacity is supported by the whole shear wall, the bearing capacity is effectively guaranteed, the material cost is reduced, and the original wall body is disturbed less.
The reinforced wall body consists of an original shear wall and a high-strength self-stress concrete truss embedded in the original shear wall, wherein the original shear wall also comprises an unqualified concrete strength area 2 and a qualified concrete area 3, two reinforcing belts 4 are obliquely and crossly arranged and are obtained by pouring C70 high-strength concrete; the thickness of the reinforcing belts 4 is the same as that of the original shear wall and is 250mm, the width of the reinforcing belts is 200mm, and the total area of the two reinforcing belts is 7% of that of the original shear wall.
In one embodiment, referring to fig. 3, when a worker operates, the beam slab is poured into the original shear wall 1 by concrete, so that the concrete 2 in the area where the whole original shear wall is unqualified is formed;
when the vertical bearing capacity and the horizontal bearing capacity of the original shear wall are calculated and analyzed, the fact that the vertical bearing capacity and the horizontal bearing capacity of the original shear wall are insufficient is found.
Determining that the structural form of the embedded high-strength self-stress concrete truss is a vertical and oblique cross combined reinforcing belt 4 according to the result, wherein the number of the reinforcing belts is 4, the two reinforcing belts are vertically arranged, the two reinforcing belts are arranged in a cross mode, the original shear wall is made of unqualified area concrete, and the original shear wall is not provided with a position for arranging a reinforcing belt end part expansion head 7, so that the embedded position of the reinforcing belt end part expansion head 7 is in the qualified area concrete of the upper and lower adjacent floor shear walls 5, the four reinforcing belts 4 penetrate through the unqualified area concrete, the size of the high-strength self-stress concrete truss can be obtained according to the set position, and finally the strength grade of the high-strength concrete can be determined, so that a reinforcement design scheme can be obtained;
and after the steel bars are inserted into the steel bars 6 according to the needs, additionally arranging stirrups in the reinforcing belts to ensure that the reinforcement ratio of the stirrups is not less than 2%, welding and connecting the additionally arranged stirrups with the steel bars of the original shear wall, wherein the two reinforcing belts are obliquely arranged, and stressed steel bars 8 axially arranged along the reinforcing belts 4 are additionally arranged to ensure the integral strength of the reinforcing belts.
After the strength of the high-strength concrete of the reinforcing strips reaches the design requirement, the two oblique reinforcing strips can bear most of bearing capacity located horizontally upwards, the concrete in the original unqualified area can also play a supporting effect, the two vertical reinforcing strips can bear most of bearing capacity located vertically upwards, and therefore the final horizontal bearing capacity is supported by the whole shear wall, and the bearing capacity is effectively guaranteed. When a new shear wall structure model embedded with a high-strength self-stress concrete truss is subjected to rare earthquake checking calculation, stress release needs to be carried out on other stressed parts in the shear wall, therefore, horizontal grooves 9 are cut in the thickness direction of the shear wall for unqualified area concrete after the reinforcing belt is poured, the height of the horizontal grooves is 10 cm, the area is filled with fine aggregate concrete or grouting material after unloading is finished, in the building using process, the filled wall body still has bearing capacity, and the bearing capacity of the reinforcing belt can be fully utilized after unloading. The method has the advantages of reducing material cost and causing less disturbance to the original wall body.
The reinforced wall body consists of an original shear wall and a high-strength self-stress concrete truss embedded in the original shear wall, wherein the original shear wall also comprises an unqualified concrete strength area and a qualified concrete area, the two reinforcing belts are arranged in a staggered and inclined manner and are obtained by pouring C70 high-strength concrete; the thickness of the reinforcing belts is the same as that of the original shear wall and is 200mm, the widths of the four reinforcing belts are 250mm, and the total area of the two reinforcing belts is 30% of that of the original shear wall. Experimental research and theoretical analysis show that the bending resistance and the shearing bearing capacity of the reinforced shear wall are improved by over 25 percent.
The above embodiments are merely preferred embodiments for fully illustrating the present invention, and the scope of the present invention is not limited thereto. The equivalent substitution or change made by the technical personnel in the technical field on the basis of the invention is all within the protection scope of the invention. The protection scope of the invention is subject to the claims.
Claims (10)
1. A method for embedding a high-strength self-stress concrete truss to reinforce a shear wall is characterized by comprising the following steps:
s1, determining the structure parameters of the original shear wall;
s1.1, determining the boundary range of an unqualified concrete strength area, the strength of the unqualified area concrete and the strength of the qualified area concrete in the original shear wall;
s1.2, determining the configuration condition of the steel bars in the original shear wall;
s2, substituting the results of the step S1.1 and the step S1.2 into structural design calculation software, and calculating and analyzing the vertical bearing capacity and the horizontal bearing capacity of the original shear wall;
s3, comparing the calculation analysis result with the design value of the bearing capacity of the shear wall according to the calculation analysis result of the step S2, specifically: assuming the structural form, the embedding position, the truss size and the strength grade of the high-strength self-stress concrete truss, a primary reinforcement design scheme is obtained, wherein the structural form of the truss specifically comprises the following 3 schemes,
the scheme is as follows: if the vertical bearing capacity of the original shear wall is insufficient, the high-strength self-stress concrete truss is structurally formed by a plurality of vertical reinforcing belts;
the second scheme is as follows: if the horizontal bearing capacity of the original shear wall is insufficient, the structural form of the high-strength self-stress concrete truss is an oblique cross reinforcing belt;
the third scheme is as follows: if the vertical bearing capacity and the horizontal bearing capacity of the original shear wall are insufficient, the high-strength self-stress concrete truss is structurally characterized in that a vertical reinforcing belt is combined with an obliquely crossed reinforcing belt;
s4, the thickness of the reinforcing belt in the step S3 is the same as that of the original shear wall, the width of the reinforcing belt is 200 mm-400 mm, the total area of the reinforcing belt is not more than 40% of that of the shear wall, and the strength grade of concrete in the reinforcing belt is not less than C60;
substituting the preliminarily designed concrete truss embedding position, truss size, high-strength concrete strength grade and the original shear wall structure parameters determined in the step S1 into structure design calculation software, calculating and analyzing the vertical bearing capacity and the horizontal bearing capacity of the preliminarily reinforced and designed shear wall, and comparing the vertical bearing capacity and the horizontal bearing capacity with the design value of the bearing capacity of the shear wall again; if the design value requirement of the bearing capacity of the shear wall is met, the reinforcement design scheme can be confirmed, and if the design value requirement of the bearing capacity is not met, the step S3 is repeated, the size of the concrete truss, the number of the reinforcing belts or the strength grade of the high-strength concrete is increased until the design value requirement of the bearing capacity is met;
s5, carrying out rare earthquake checking calculation on the new shear wall structure model embedded with the high-strength self-stress concrete truss according to the reinforcement design scheme of the step S4, and determining whether stress release needs to be carried out on other stressed parts in the original shear wall;
s6, chiseling the part of the original shear wall, where the high-strength self-stress concrete truss is to be embedded, carrying out joint surface treatment, embedding inserted bars, then erecting a mold and pouring high-strength concrete, and forming the high-strength self-stress concrete truss in the original shear wall;
and S7, after the strength of the high-strength concrete reaches the design requirement, releasing the stress of the required part according to the checking result of the step S5.
2. The method for reinforcing a shear wall by embedding high-strength self-stress concrete trusses according to claim 1, wherein the embedding position of the high-strength self-stress concrete truss in the step S3 is determined according to the following method:
the reinforcing belt main body is arranged in the concrete of the unqualified area of the original shear wall, the end part of the reinforcing belt is provided with an expansion head, and the expansion head is arranged in the concrete of the qualified area of the original shear wall; when the qualified area concrete of the original shear wall cannot meet the setting of the expansion head, the expansion head is arranged in the qualified area concrete of the shear wall of the adjacent floor;
the size of the high-strength self-stress concrete truss is determined according to the following method:
according to the comparison of the bearing capacity of the original shear wall in the step S3 and the design value, when the bearing capacity of the original shear wall is smaller than the design value by within 20%, preliminarily setting the width of the reinforcing belt in the high-strength self-stress concrete truss to be not less than 200 mm; when the bearing force of the original shear wall is 20% -50% smaller than the design value, the width of the reinforcing belt is preliminarily set to be not smaller than 250 mm; when the bearing force of the original shear wall is smaller than the design value by more than 50%, preliminarily setting the width of the reinforcing belt to be not smaller than 300 mm;
the strength grade of the high-strength concrete is determined according to the following method:
according to the comparison between the bearing capacity of the original shear wall in the step S3 and the design value, when the bearing capacity of the original shear wall is smaller than the design value by within 20%, preliminarily setting the strength grade of the high-strength concrete to be not less than C60; when the bearing force of the original shear wall is 20-50% smaller than the design value, the strength grade of the high-strength concrete is preliminarily set to be not less than C65; and when the bearing force of the original shear wall is smaller than the design value by more than 50%, preliminarily setting the strength grade of the high-strength concrete to be not less than C70.
3. The method for embedding the high-strength self-stress concrete truss for reinforcing the shear wall as claimed in claim 1, wherein: in the step S1.1, a rebound method is adopted to determine the boundary range of the unqualified area of the concrete strength in the original shear wall, and a rebound method or a coring method is adopted to determine the strength of the concrete in the unqualified area and the strength of the concrete in the qualified area.
4. The method for embedding the high-strength self-stress concrete truss for reinforcing the shear wall as claimed in claim 1, wherein: in the step S1.2, the steel bar configuration condition includes a steel bar specification, a steel bar interval and a steel bar number, the steel bar interval and the steel bar number are detected by a steel bar scanner and determined by combining with the design data, and the steel bar specification is determined by removing the concrete protective layer on the outer side of the steel bar, and then measured by a vernier caliper and determined by combining with the design data.
5. The method for embedding the high-strength self-stress concrete truss for reinforcing the shear wall as claimed in claim 1, wherein: the step S5 includes the steps of:
s4.1, chiseling the position, to be embedded with the high-strength self-stress concrete truss, in the original shear wall;
s4.2, roughening the concrete at the joint of the original shear wall and the reinforcing belt, implanting a dowel, and additionally arranging a stirrup and a stressed steel bar axially arranged along the reinforcing belt according to actual needs;
s4.3, cleaning the interface of the joint and the surface of the steel bar at the chiseled position to remove scum;
and S4.4, erecting a pouring template, and pouring high-strength self-stress concrete downwards in a groove of the pouring template and tamping.
6. The method for embedding the high-strength self-stress concrete truss for reinforcing the shear wall as claimed in claim 4, wherein the method comprises the following steps: in the step S4.2, the stirrups are added on the basis of ensuring that the reinforcement ratio of the stirrups is not less than 2%, the added stirrups are welded with the steel bars of the original shear wall, and when the reinforcing belt is obliquely arranged, stressed steel bars axially arranged along the reinforcing belt are added.
7. The method for embedding the high-strength self-stress concrete truss for reinforcing the shear wall as claimed in claim 1, wherein: in step S7, the method of releasing the stress at the desired location is as follows: and cutting a horizontal groove at the position needing stress release along the thickness direction of the shear wall, and filling the area with fine aggregate concrete or grouting material after unloading is finished.
8. The utility model provides an bury shear wall structure is consolidated to high strength self-stressing concrete truss which characterized in that: the high-strength self-stress concrete truss embedded in the original shear wall comprises the original shear wall and a high-strength self-stress concrete truss embedded in the original shear wall, wherein the original shear wall comprises a concrete strength unqualified area and a qualified concrete area;
the high-strength self-stress concrete truss is composed of a plurality of reinforcing belts, and the arrangement forms of the reinforcing belts are vertical, oblique crossing or combination of vertical and oblique crossing;
a joint bar is arranged between the reinforcing band and the concrete of the original shear wall, an expansion head is arranged at the end part of the reinforcing band, and the expansion head is arranged in the concrete of the qualified area of the original shear wall;
when the qualified area concrete of the original shear wall cannot meet the setting of the expansion head, the expansion head is arranged in the qualified area concrete of the shear wall of the adjacent floor.
9. The structure of an embedded high-strength self-stress concrete truss-reinforced shear wall according to claim 8, wherein: the concrete grouting device is characterized by further comprising a stress release part, wherein a horizontal groove is formed in the stress release part, fine aggregate concrete or grouting material is filled in the horizontal groove, the height of the horizontal groove is 5-15 cm, and the horizontal groove is located in an unqualified concrete area.
10. The structure of an embedded high-strength self-stress concrete truss-reinforced shear wall according to claim 8, wherein: the reinforcing belt main body is arranged in the concrete of the unqualified area of the original shear wall, the end part of the reinforcing belt is provided with an expansion head, and the expansion head is arranged in the concrete of the qualified area of the original shear wall; when the qualified area concrete of the original shear wall cannot meet the setting of the expansion head, the expansion head is arranged in the qualified area concrete of the shear wall of the adjacent floor;
the size of the high-strength self-stress concrete truss is 200 mm-300 mm;
the strength grade of the high-strength concrete is not less than C60.
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