CN110017035B - Method and structure for reinforcing precast prestressed beam and column joints by mixed fiber concrete - Google Patents
Method and structure for reinforcing precast prestressed beam and column joints by mixed fiber concrete Download PDFInfo
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- CN110017035B CN110017035B CN201910377855.9A CN201910377855A CN110017035B CN 110017035 B CN110017035 B CN 110017035B CN 201910377855 A CN201910377855 A CN 201910377855A CN 110017035 B CN110017035 B CN 110017035B
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- 239000004567 concrete Substances 0.000 title claims abstract description 63
- 239000000835 fiber Substances 0.000 title claims abstract description 49
- 238000000034 method Methods 0.000 title claims abstract description 26
- 230000003014 reinforcing effect Effects 0.000 title abstract description 17
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 35
- 239000010959 steel Substances 0.000 claims abstract description 35
- 239000004743 Polypropylene Substances 0.000 claims abstract description 29
- 229920001155 polypropylene Polymers 0.000 claims abstract description 29
- 230000002787 reinforcement Effects 0.000 claims abstract description 27
- 238000011065 in-situ storage Methods 0.000 claims abstract description 20
- 239000004033 plastic Substances 0.000 claims abstract description 12
- 230000003020 moisturizing effect Effects 0.000 claims abstract description 9
- 238000005498 polishing Methods 0.000 claims abstract description 9
- 238000007788 roughening Methods 0.000 claims abstract description 7
- 238000005553 drilling Methods 0.000 claims abstract description 5
- 230000000149 penetrating effect Effects 0.000 claims description 3
- 239000011150 reinforced concrete Substances 0.000 description 11
- 229920000049 Carbon (fiber) Polymers 0.000 description 10
- 239000004917 carbon fiber Substances 0.000 description 10
- VNWKTOKETHGBQD-UHFFFAOYSA-N methane Chemical compound C VNWKTOKETHGBQD-UHFFFAOYSA-N 0.000 description 10
- 238000010276 construction Methods 0.000 description 9
- 239000004744 fabric Substances 0.000 description 9
- 210000001503 joint Anatomy 0.000 description 5
- 239000011347 resin Substances 0.000 description 3
- 229920005989 resin Polymers 0.000 description 3
- 238000005507 spraying Methods 0.000 description 3
- 239000003795 chemical substances by application Substances 0.000 description 2
- 238000002360 preparation method Methods 0.000 description 2
- 239000007921 spray Substances 0.000 description 2
- 210000002435 tendon Anatomy 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 230000004075 alteration Effects 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 239000000428 dust Substances 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000007667 floating Methods 0.000 description 1
- 238000011010 flushing procedure Methods 0.000 description 1
- 229920006253 high performance fiber Polymers 0.000 description 1
- 239000012535 impurity Substances 0.000 description 1
- 230000001788 irregular Effects 0.000 description 1
- 239000011259 mixed solution Substances 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 229920000642 polymer Polymers 0.000 description 1
- -1 polypropylene Polymers 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G23/00—Working measures on existing buildings
- E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
- E04G23/0218—Increasing or restoring the load-bearing capacity of building construction elements
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Chemical & Material Sciences (AREA)
- Chemical Kinetics & Catalysis (AREA)
- Electrochemistry (AREA)
- Mechanical Engineering (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Working Measures On Existing Buildindgs (AREA)
- Rod-Shaped Construction Members (AREA)
Abstract
The utility model relates to a method and a structure for reinforcing a precast prestressed beam column node by mixed fiber concrete, which comprises the following steps: the undamaged beam bottoms at the two sides of the cast-in-situ column of the prefabricated prestressed beam-column joint are supported by using a steel pipe bracket; polishing the diagonal area of the concrete in the damaged area of the plastic hinge of the beam end by using a drilling machine; setting shear keys at the sections of the intact beam end section area and the core area, and roughening the two ends of the shear keys; pouring the polished area by using steel-polypropylene fiber concrete, and carrying out regional diagonal replacement on the damaged area of the plastic hinge at the beam end while pouring and vibrating; covering and moisturizing the poured area; polishing the rest area after the poured area reaches 80% of the design strength, pouring the polished area by using steel-polypropylene fiber concrete, and vibrating while pouring, thereby completing replacement; and finishing reinforcement when the remaining area reaches the reinforcement design strength. The method directly replaces damaged concrete by a steel-polypropylene fiber concrete replacement method.
Description
Technical Field
The utility model relates to a method and a structure for reinforcing precast prestressed beam and column joints by mixed fiber concrete.
Background
The existing reinforcement method generally performs reinforcement after polishing treatment on the damaged position or directly performs reinforcement outside, and does not consider the problems of connection between new concrete and old concrete, site construction and durability. The national institute of 24 days of 11 months in 2017 discloses an utility model patent application (bulletin number: CN 107382187A) of a concrete column reinforcing method based on a green high-performance fiber reinforced cement-based composite material, and the disclosed technical scheme comprises the following steps: the concrete loosened on the surface of the post after the damage is chiseled by a drilling machine, a solid structural layer is exposed, and the surface of the post is subjected to impurity removal treatment, floating dust removal and loose stones removal; supporting the template in a plastic hinge area; flushing the cylindrical surface with water before pouring to keep the cylindrical surface in a wet state and prevent flowing water; pouring GHPRCC with a certain thickness in a column plastic hinge area, and vibrating while pouring to ensure that the GHPRCC is tightly poured; covering and moisturizing and curing are carried out within 12 hours after pouring, and the template is removed after moisturizing and curing is carried out for 7 days. The utility model uses GHPRCC to replace the damaged concrete of original component to strengthen the reinforced concrete column. The method has the advantages that under the condition of not increasing the section size of the column, the bearing capacity of the concrete column can be greatly improved, but the joint between new and old concrete is not treated, and the reinforcing effect can be possibly influenced.
The patent scheme comprises a steel reinforced concrete column and a reinforced concrete beam which are vertically connected, wherein the joint part of the steel reinforced concrete column and the reinforced concrete column forms a node core area, a plurality of layers of long-strip-shaped first carbon fiber fabrics are respectively adhered to the front side wall and the rear side wall of the steel reinforced concrete column, the first carbon fiber fabrics extend along the length direction of the reinforced concrete beam, the two ends of the first carbon fiber fabrics are adhered to the front side wall or the rear side wall corresponding to the reinforced concrete beam, a plurality of layers of long-strip-shaped second carbon fiber fabrics are respectively adhered to the upper side wall and the lower side wall of the reinforced concrete beam, the second carbon fiber fabrics vertically extend upwards or downwards after approaching the steel reinforced concrete column and are adhered to the left side wall or the right side wall of the steel reinforced concrete column, and Liang Zhuduan of the node core area is anchored by an annular carbon fiber hoop. The carbon fiber cloth has the advantages that the carbon fiber cloth forms a closed space hoop which is completely formed by the carbon fiber cloth in the node core area, and simultaneously the node core area, the node beam end and the node column end are reinforced, but the carbon fiber cloth has limited durability.
The national institute of the 9 th and 25 th of 2018 discloses an utility model patent application (bulletin number: CN 108571180A) of a concrete beam column reinforcement method, and the disclosed technical scheme of the patent application is as follows: and (3) mixing the resin and the curing agent in a high-pressure spray gun, spraying the mixture to the area to be reinforced of the concrete beam column, spraying the chopped fibers to the area to be reinforced through a fiber cutter, and mixing the mixed solution of the resin and the curing agent with the chopped fibers on the surface of the area to be reinforced. According to the concrete beam column reinforcing method provided by the utility model, the spray construction technology is adopted, fibers and resin polymers are directly and firmly combined with the uneven, complex or irregular structure surface, and an integral reinforcing layer with good mechanical properties can be formed on the node surface with complex morphology. The advantage is that the sprayed chopped fibers are randomly distributed and can bear stress in any direction, but large machines for spraying concrete are needed.
Disclosure of Invention
The utility model aims to provide a method and a structure for reinforcing precast prestressed beam and column joints by mixed fiber concrete, wherein the method is used for treating connection between new and old concrete through shear keys, and damaged concrete is directly replaced by a steel fiber-polypropylene fiber concrete replacement method.
The technical scheme of the utility model is as follows: a method for reinforcing a precast prestressed beam and column joint by mixed fiber concrete comprises the following steps:
(1) The undamaged beam bottoms at the two sides of the cast-in-situ column of the prefabricated prestressed beam-column joint are supported by using a steel pipe bracket;
(2) Polishing the diagonal area of the concrete in the damaged area of the plastic hinge of the beam end by using a drilling machine;
(3) Setting shear keys at the sections of the intact beam end section area and the core area, and roughening the two ends of the shear keys;
(4) Pouring the polished area by using steel fiber-polypropylene fiber concrete, and carrying out regional diagonal replacement on the damaged area of the plastic hinge at the beam end, and vibrating while pouring to ensure that the steel fiber-polypropylene fiber concrete is tightly poured;
(5) Covering and moisturizing the poured area;
(6) Polishing the rest area after the poured area reaches 80% of the design strength, pouring the polished area by using steel fiber-polypropylene fiber concrete, and vibrating while pouring, thereby completing replacement;
(7) And finishing reinforcement when the remaining area reaches the reinforcement design strength.
Further, the poured area and the remaining area are covered and maintained in a moisturizing way within 12h of pouring.
Further, in the step (6), before the remaining area is replaced, a roughening treatment is performed on the previously replaced area.
The utility model provides a mixed fiber concrete consolidates prefabricated prestressing force beam column node structure of adoption mixed fiber concrete reinforcement prefabricated prestressing force beam column node method preparation, includes cast-in-place post and the precast beam that is located cast-in-place post both sides and up end of prefabricated prestressing force beam column node and is provided with cast-in-place board, the vertical faying surface of precast beam end cross section and the vertical faying surface in both sides of precast post are provided with the shear key respectively, pour steel fiber-polypropylene fiber concrete between the vertical faying surface of precast beam end cross section and the vertical faying surface of precast post.
Further, a reinforcement cage penetrating through the cast-in-situ column is arranged on the cast-in-situ plate.
Further, the precast beam positioned at one side of the precast column is provided with a prestressed rib extending into the steel fiber-polypropylene fiber concrete, and the steel fiber-polypropylene fiber concrete positioned at one side of the precast column is provided with a prestressed rib extending into the steel fiber-polypropylene fiber concrete at the other side of the precast column through the cast-in-situ column.
Compared with the prior art, the utility model has the following advantages:
the connection between new and old concrete is processed through the shear key, the steel fiber-polypropylene fiber concrete is used for reinforcing the precast prestressed beam column node, most of the vibration damage area occurs in the beam end cast-in-place area, the cast-in-place area of the vibration damage can be reinforced by adopting the characteristic that the precast prestressed node is integrated with Liang Zhulian by adopting the post-pouring area and adopting a concrete replacement method, a better reinforcing effect is obtained on the premise of being most economical, and the bearing capacity can be greatly improved on the premise of not increasing the section. The node reinforcement construction stage has the advantages that the node reinforcement construction stage adopts regional and staged reinforcement, so that the requirement of bearing capacity during replacement can be met, and dangers in construction operation are prevented. The steel-polypropylene fiber has the advantages that the steel fiber can improve the strength and the bearing capacity of the member, the polypropylene fiber can play a role in resisting cracking, and the fiber is randomly distributed in the concrete and can bear the force in any direction. The shear key has the advantage of effectively increasing the connection between new concrete and old concrete. The reinforcement method has low engineering cost and simple process, and can be used for reinforcing the post-earthquake damaged precast prestressed beam and column node area, so that the labor and financial resources required by reconstruction are reduced.
Drawings
FIG. 1 is a precast prestressed beam-column joint;
FIG. 2 is a schematic view of a prefabricated prestressed beam-column joint damage;
FIG. 3 is an elevation view of the reinforcement construction of the precast prestressed beam and column joints of the present utility model;
FIG. 4 is a cross-sectional view of a beam construction of the present utility model;
FIG. 5 is a schematic view of a shear key of the present utility model;
FIG. 6 is a top view of the prefabricated prestressed beam-column joint reinforcement construction of the present utility model;
FIG. 7 is a top plan view of a prefabricated prestressed beam-column joint reinforcement sub-area replacement of the present utility model;
FIG. 8 is a top view of the reinforcement construction of the prefabricated prestressed beam-column joint of the present utility model
FIG. 9 is a front view of an assembled beam-column joint reinforcement of the present utility model;
FIG. 10 is a schematic view of an assembled beam column node reinforcement zone of the present utility model;
in the figure: 1-cast-in-situ slab 2-precast beam 3-shear key 4-vertical joint surface 5-cast-in-situ column 6-prestressed reinforcement 7-cast-in-situ beam end plastic hinge area 8-beam end plastic hinge damage area 9-steel-polypropylene fiber reinforced area 10-vertical chiseling 11-steel pipe bracket 12-replacement area one 13-replacement area two 14-chiseling.
Detailed Description
In order to make the above features and advantages of the present utility model more comprehensible, embodiments accompanied with figures are described in detail below, but the present utility model is not limited thereto.
Referring to fig. 1 to 10
A method for reinforcing a precast prestressed beam and column joint by mixed fiber concrete comprises the following steps:
(1) The undamaged beam bottoms at the two sides of the cast-in-situ column of the precast prestressed beam-column joint are supported by using a steel pipe bracket, as shown in figure 3;
(2) Polishing the diagonal area of the concrete in the damaged area of the plastic hinge of the beam end by a drilling machine, as shown in fig. 4;
(3) Setting shear keys at the intact beam end section area and the core area section, and roughening two ends of the shear keys, wherein the shear keys are shown in fig. 5;
(4) Pouring the polished area by using steel fiber-polypropylene fiber concrete, carrying out regional diagonal replacement on the damaged area of the plastic hinge at the beam end, and vibrating while pouring to ensure that the steel fiber-polypropylene fiber concrete is tightly poured, as shown in fig. 7;
(5) Covering and moisturizing the poured area within 12 h;
(6) After the poured area reaches 80% of the design strength, roughening treatment is carried out on the previous replacement area, so that the contact area between the successive replacement areas is increased, a better reinforcing effect is achieved, and the rest areas are replaced;
(7) Polishing the rest area, pouring the polished area by using steel fiber-polypropylene fiber concrete, vibrating while pouring, and covering and moisturizing and curing in pouring for 12h, thereby completing replacement, as shown in fig. 8;
(8) And when the remaining area reaches the reinforcement design strength, the steel pipe support can be dismantled, as shown in fig. 9 and 10.
Thereby the prefabricated prestressed beam column joint area can be reinforced by using a replacement concrete reinforcing method.
The utility model provides a mixed fiber concrete consolidates prefabricated prestressing force beam column node structure of adoption mixed fiber concrete reinforcement prefabricated prestressing force beam column node method preparation, includes cast-in-place post 5 of prefabricated prestressing force beam column node and is located cast-in-place post both sides and the up end and be provided with the precast beam 2 of cast-in-place board 1, the vertical faying surface 4 of precast beam end cross-section and the vertical faying surface in both sides of precast post are provided with shear key 3 respectively, the shear key is the concave part of indent, pour steel fiber-polypropylene fiber concrete between the vertical faying surface of precast beam end cross-section and the vertical faying surface of precast post.
In this embodiment, the cast-in-situ slab is provided with a reinforcement cage penetrating through the cast-in-situ column, so as to ensure the connection strength.
In the embodiment, the precast beam positioned at one side of the precast column is provided with the prestressed tendons 6 extending into the steel fiber-polypropylene fiber concrete, and the prestressed tendons 6 extending into the steel fiber-polypropylene fiber concrete at the other side of the precast column through the cast-in-situ column are arranged in the steel fiber-polypropylene fiber concrete at one side of the precast column, so that the replacement area can be better connected with the precast beam and the cast-in-situ column.
The foregoing is only illustrative of the preferred embodiments of the present utility model, and it will be apparent to those skilled in the art from this disclosure that, based upon the teachings herein, no inventive labor is required to devise various arrangements of the method of reinforcing precast prestressed beams and columns of mixed fiber concrete, and that all equivalent changes, modifications, substitutions and alterations herein can be made without departing from the spirit and scope of the utility model.
Claims (1)
1. The method is characterized in that the mixed fiber concrete reinforced precast prestressed beam and column node structure comprises a cast-in-situ column of the precast prestressed beam and column nodes and precast beams which are positioned at two sides of the cast-in-situ column and are provided with cast-in-situ plates at the upper end surfaces, and the method is characterized in that shear keys are respectively arranged on vertical joint surfaces of the beam end sections of the precast beams and vertical joint surfaces at two sides of the precast columns, and steel fiber-polypropylene fiber concrete is poured between the vertical joint surfaces of the beam end sections of the precast beams and the vertical joint surfaces of the precast columns; a reinforcement cage penetrating through the cast-in-situ column is arranged on the cast-in-situ plate; the precast beam positioned at one side of the precast column is provided with a prestressed rib extending into the steel fiber-polypropylene fiber concrete, and the prestressed rib positioned at one side of the precast column and extending into the steel fiber-polypropylene fiber concrete at the other side of the precast column through the cast-in-situ column is arranged in the steel fiber-polypropylene fiber concrete; the method comprises the following steps:
(1) The undamaged beam bottoms at the two sides of the cast-in-situ column of the prefabricated prestressed beam-column joint are supported by using a steel pipe bracket;
(2) Polishing the diagonal area of the concrete in the damaged area of the plastic hinge of the beam end by using a drilling machine;
(3) Setting shear keys at the sections of the intact beam end section area and the core area, and roughening the two ends of the shear keys;
(4) Pouring the polished area by using steel fiber-polypropylene fiber concrete, and carrying out regional diagonal replacement on the damaged area of the plastic hinge at the beam end, and vibrating while pouring to ensure that the steel fiber-polypropylene fiber concrete is tightly poured;
(5) Covering and moisturizing the poured area;
(6) Polishing the rest area after the poured area reaches 80% of the design strength, pouring the polished area by using steel fiber-polypropylene fiber concrete, and vibrating while pouring, thereby completing replacement; before replacing the residual area, roughening the previous replaced area;
(7) Finishing reinforcement when the remaining area reaches the reinforcement design strength; and covering and moisturizing the poured area and the rest area in the pouring period of 12h respectively.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910377855.9A CN110017035B (en) | 2019-05-08 | 2019-05-08 | Method and structure for reinforcing precast prestressed beam and column joints by mixed fiber concrete |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910377855.9A CN110017035B (en) | 2019-05-08 | 2019-05-08 | Method and structure for reinforcing precast prestressed beam and column joints by mixed fiber concrete |
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| CN110017035A CN110017035A (en) | 2019-07-16 |
| CN110017035B true CN110017035B (en) | 2023-12-01 |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN111021773A (en) * | 2019-12-26 | 2020-04-17 | 中北大学 | Method for reinforcing residential building with concrete frame structure for civil construction |
| CN111980151A (en) * | 2020-09-01 | 2020-11-24 | 湖南大学 | Cast-in-place square column precast square beam concrete frame node |
| CN112144910A (en) * | 2020-10-30 | 2020-12-29 | 福州大学 | Reinforced concrete frame joint HDC wire winding reinforcing device and construction method thereof |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2015021312A (en) * | 2013-07-19 | 2015-02-02 | 株式会社ジェイアール総研エンジニアリング | Reinforcement structure for columnar structure |
| CN105625572A (en) * | 2016-02-29 | 2016-06-01 | 东南大学 | Prefabricated prestressed concrete frame beam-column joint making disparate use of high performance materials |
| CN108798053A (en) * | 2018-05-31 | 2018-11-13 | 昆明理工大学 | A kind of method that ECC reinforces damaged frame Structure Beam-column node |
| CN109488039A (en) * | 2019-01-04 | 2019-03-19 | 烟台大学 | Adjustable diameter and screw adjusting jack reinforced column substitution reinforcement structure and its reinforcement means built in a kind of |
| CN210134666U (en) * | 2019-05-08 | 2020-03-10 | 福州大学 | Prefabricated prestressed beam column node structure reinforced by mixed fiber concrete |
-
2019
- 2019-05-08 CN CN201910377855.9A patent/CN110017035B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2015021312A (en) * | 2013-07-19 | 2015-02-02 | 株式会社ジェイアール総研エンジニアリング | Reinforcement structure for columnar structure |
| CN105625572A (en) * | 2016-02-29 | 2016-06-01 | 东南大学 | Prefabricated prestressed concrete frame beam-column joint making disparate use of high performance materials |
| CN108798053A (en) * | 2018-05-31 | 2018-11-13 | 昆明理工大学 | A kind of method that ECC reinforces damaged frame Structure Beam-column node |
| CN109488039A (en) * | 2019-01-04 | 2019-03-19 | 烟台大学 | Adjustable diameter and screw adjusting jack reinforced column substitution reinforcement structure and its reinforcement means built in a kind of |
| CN210134666U (en) * | 2019-05-08 | 2020-03-10 | 福州大学 | Prefabricated prestressed beam column node structure reinforced by mixed fiber concrete |
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Effective date of registration: 20231208 Address after: Room 264, 2nd Floor, Building 1, Binjiang Plaza, No. 78 Rujiang East Road, Mawei Town, Mawei District, Fuzhou City, Fujian Province, 350015 Patentee after: Xiuyi (Fujian) Landscape Engineering Co.,Ltd. Address before: No.2 Xueyuan Road, Fuzhou University Town, Shangjie Town, Minhou County, Fuzhou City, Fujian Province Patentee before: FUZHOU University |
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