CN113216685B - Prestressed composite reinforced concrete column system and implementation method thereof - Google Patents
Prestressed composite reinforced concrete column system and implementation method thereof Download PDFInfo
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- CN113216685B CN113216685B CN202110568257.7A CN202110568257A CN113216685B CN 113216685 B CN113216685 B CN 113216685B CN 202110568257 A CN202110568257 A CN 202110568257A CN 113216685 B CN113216685 B CN 113216685B
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G23/00—Working measures on existing buildings
- E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
- E04G23/0218—Increasing or restoring the load-bearing capacity of building construction elements
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- 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
- E04G23/0225—Increasing or restoring the load-bearing capacity of building construction elements of circular building elements, e.g. by circular bracing
Abstract
The invention discloses a prestressed composite reinforced concrete column system and an implementation method thereof; the system comprises a trapezoidal steel plate laminating and embedding device, FRP cloth and an annular FRP hoop; the trapezoidal steel plate laminating and embedding device comprises a convex trapezoidal steel plate embedding and pressing strip and a concave trapezoidal steel plate cushion layer which are embedded; the concave trapezoidal steel plate cushion layers are fixedly connected with the concave trapezoidal concrete grooves formed in the surface of the reinforced concrete column to be reinforced in a corresponding mode in sequence; the surface of the reinforced concrete column to be reinforced is annularly provided with FRP cloth, the FRP cloth is positioned between the embedded pressing strips of the concave trapezoidal steel plate cushion layer and the convex trapezoidal steel plate, the FRP cloth is connected with the embedded pressing device through one trapezoidal steel plate lamination, the rest trapezoidal steel plate lamination embedded pressing devices can apply prestress to the FRP cloth, and the outer side of each trapezoidal steel plate lamination embedded pressing device is sleeved with a plurality of annular FRP hoops. The implementation method of the system is combined, so that the construction is convenient, the reinforcing effect is good, the required tension force is small, and the size of the original concrete column is not changed after the reinforcement.
Description
Technical Field
The invention relates to the technical field of reinforced concrete reinforcement, in particular to a prestressed composite reinforced concrete column system and an implementation method thereof.
Background
Due to the increase of service life or the influence of severe environment, the reinforced concrete column (RC column) can have the phenomena of material aging, performance degradation and the like, so that the original bearing capacity is insufficient, the RC column cannot continuously bear external load or resist the action of earthquake to cause damage, and the collapse of the whole structure is caused, and therefore, an effective reinforcing method is necessary to be adopted for reinforcing the reinforced concrete column. The existing general outsourcing reinforcing method has the problem that the stress of a reinforcing material lags behind the original structure, so that the reinforcing material needs to be forced to bear force by a prestress means, the internal force distribution of the original structure is changed, the stress strain hysteresis phenomenon peculiar to the general reinforcing structure is eliminated, and the prestress is adopted to reinforce the reinforced concrete more effectively.
However, most of the existing methods for reinforcing the reinforced concrete columns by prestress are longitudinal tensioning along the prestress winding direction, the required tensioning force is large, the requirements on tensioning equipment and construction are high, the construction sequence of tensioning before anchoring is adopted, the anchoring end is arranged more complexly, and the construction difficulty is greatly increased. In addition, after the general external prestressed reinforcement mode is completed, the reinforcement material, the anchoring end and the anchorage device (the prestressed force applying device) are exposed on the surface of the column without a protective layer, so that the appearance of the column is increased, the attractiveness is affected, the ageing resistance and the fire resistance of the reinforcement material are poor, the reinforcement material is easy to lose efficacy in a natural environment, and the durability is low.
Disclosure of Invention
The invention aims to provide a prestressed composite reinforced concrete column system and an implementation method thereof, which are used for solving the problems in the prior art, and have the advantages of simple structure, convenience in construction, good reinforcing effect, small required tension force and no change in the size of the original concrete column after reinforcement.
In order to achieve the purpose, the invention provides the following scheme:
the invention provides a prestressed composite reinforced concrete column system, which comprises a trapezoidal steel plate laminating and embedding device, FRP cloth and an annular FRP hoop; the trapezoidal steel plate laminating and embedding device comprises a convex trapezoidal steel plate embedding pressing strip and a concave trapezoidal steel plate cushion layer which are embedded; the concave trapezoidal steel plate cushion layers of the trapezoidal steel plate laminating and embedding device are sequentially and correspondingly fixedly connected with the concave trapezoidal concrete grooves formed in the surface of the reinforced concrete column to be reinforced; the FRP cloth is arranged on the surface of the reinforced concrete column to be reinforced in a surrounding mode and is positioned between the concave trapezoidal steel plate cushion layer and the convex trapezoidal steel plate embedded pressing strip, the FRP cloth is connected in an anchoring mode through one trapezoidal steel plate laminated embedded pressing device, the other trapezoidal steel plate laminated embedded pressing devices can apply prestress to the FRP cloth, and a plurality of annular FRP cuffs are sleeved on the outer side of each trapezoidal steel plate laminated embedded pressing device; the trapezoidal steel plate superposition embedding device can apply prestress to the FRP cloth and can serve as an anchoring device, so that the design of the prestress anchoring device is saved, the convenience of prestress construction is greatly improved, and the reinforcement construction process and the requirements on tensioning equipment are simplified.
Optionally, the trapezoidal steel plate laminating and embedding device further comprises an anchoring bolt; the size of the concave trapezoidal steel plate cushion layer is embedded with the size of the concave trapezoidal concrete groove, the bottom side of the concave trapezoidal steel plate cushion layer is attached to the concave trapezoidal concrete groove through an adhesive, and the concave trapezoidal steel plate cushion layer is fixed through two rows of embedded concrete anchors distributed along longitudinal partition sections on the concave trapezoidal steel plate cushion layer; the convex trapezoidal steel plate embedding pressing strip is in fit connection with the concave trapezoidal steel plate cushion layer, and a gap for clamping the FRP cloth is reserved between the convex trapezoidal steel plate embedding pressing strip and the concave trapezoidal steel plate cushion layer; the convex trapezoidal steel plate embedded pressing strip is fixedly connected with the concave trapezoidal steel plate cushion layer through a plurality of anchor bolts which are uniformly arranged along the longitudinal direction, and the anchor bolts penetrate through the FRP cloth.
Optionally, the convex trapezoidal steel plate embedded pressing strip comprises a plurality of steel pressing plates; the steel pressing plates are movably connected through a steel hinge capable of rotating, one end of each anchoring bolt penetrates through the steel pressing plates, the steel hinge device can guarantee that the convex trapezoidal steel plate embedded pressing strip can drive the FRP cloth and the concave trapezoidal steel plate cushion layer to be fixed and compacted by the anchoring bolts section by section in the compaction process, and the situation that the FRP cloth cannot be fixed and compacted by the bolts due to too large resistance in the compaction process of the steel plate cushion layer driven by the whole steel plate embedded pressing strip is avoided. The construction strategy of compacting and fixing section by section not only ensures the effective implementation of the prestress of the FRP cloth, but also greatly facilitates the construction process.
Optionally, the concave trapezoid steel plate cushion layer and the convex trapezoid steel plate embedded pressing strip are provided with corrugated contact surfaces on one side in contact with the FRP cloth, and the corrugated contact surfaces of the concave trapezoid steel plate cushion layer and the convex trapezoid steel plate embedded pressing strip can be embedded with each other. The contact ends of the two sides of the embedded pressing strips of the concave trapezoidal steel plate cushion layer and the convex trapezoidal steel plate and the FRP cloth are both arc-shaped corner structures. The FRP cloth is held between the corrugated contact surfaces. Compared with a horizontal contact surface, the wavy-line contact surface arranged at the position can increase the clamping length of the prestress clamping device to the FRP cloth on one hand, and increase the friction force of the clamping device to the FRP cloth in the prestress applying process on the other hand, so that the clamping effect of the device to the FRP cloth can be effectively increased, and the prestress implementation is ensured; in addition, the corrugated contact surface is relatively smooth, so that the tearing and the damage of other contact surfaces with sharp and acute angle parts to the FRP cloth are avoided. Furthermore, in order to prevent the FRP cloth from being torn by the contact part between the prestress applying device and the edge of the FRP cloth in the prestress applying process, the concave trapezoidal steel plate cushion layer and the convex trapezoidal steel plate embedded pressing strip of the prestress applying device are subjected to arc angle treatment at the contact end with the FRP cloth, so that the FRP cloth is prevented from being damaged by an acute angle part of the device in the prestress applying process.
The method comprises the steps of selecting any concave trapezoidal concrete groove of the reinforced concrete column to be reinforced and a trapezoidal steel plate laminating, embedding and pressing prestress applying device corresponding to the concave trapezoidal concrete groove as an anchoring device of the FRP cloth reinforcing system, namely, overlapping two ends of FRP cloth for a certain length before applying prestress, and then anchoring the FRP cloth without applying the prestress in a concrete groove of the column to be reinforced by adopting the trapezoidal steel plate laminating, embedding and pressing device. When the anchoring device is used for anchoring, prestress is not applied to the FRP cloth, so that the anchoring difficulty is greatly reduced compared with the prestressed anchoring of the traditional anchoring device, and meanwhile, the prestressed anchoring device is completely the same as the prestress applying device, so that the design of the device is simplified, and the use efficiency of the device is improved.
Optionally, the concave trapezoidal concrete grooves are grooves which are arranged on the surface of the reinforced concrete column to be reinforced and have an inverted trapezoidal cross section along the column height direction, the number of the grooves is determined according to the tensile prestress required by the FRP cloth reinforcement and is generally consistent with the number of the trapezoidal steel plate laminating and embedding devices, and the number of the concave trapezoidal concrete grooves is assumed to be ncThen, then
In the formula, ntThe number of the embedding and pressing devices for the trapezoidal steel plates is overlapped; f. ofpThe stretching prestress required for reinforcing the prestress FRP is large or small; l is the total length of the FRP cloth; delta L is the elongation of the FRP cloth after the single trapezoidal steel plate is laminated by the laminating and embedding device; epIs the elastic modulus of the FRP cloth.
Optionally, the prestress value f after the trapezoidal steel plate laminating and embedding pressing device is pressedp"calculated as follows:
in the formula (f)pThe prestress value applied after the trapezoidal steel plate superposition embedding device is reinforced is finished; n istTotal number n of laminating and embedding devices for trapezoidal steel platest-1 represents the number of the trapezoidal steel plate lamination and embedding prestress applying devices; l is the total length of the FRP cloth; delta L is the elongation of the FRP cloth after the single prestress applying device is pressed; epIs the elastic modulus of the prestressed FRP cloth.
Optionally, Δ L is calculated using the following formula:
ΔL＝a+2c-b
in the formula, a is the upper side of the concave trapezoid steel plate cushion layer; b is the lower side of the concave trapezoidal groove of the concave trapezoidal steel plate cushion layer; c is the inclined edge of the concave trapezoid steel plate cushion layer.
The invention also provides an implementation method of the prestressed composite reinforced concrete column system, which comprises the following steps:
step 1, excavating a concave trapezoidal concrete groove: determining the excavation number of the concave trapezoidal concrete grooves to be n according to the tensile prestress required by reinforcing the FRP clothc(ii) a In the embodiment, according to the size and the spacing requirements of the actual reinforced concrete column, when the reinforced concrete column is reinforced, six concave trapezoidal concrete grooves with the same size are uniformly excavated along the column height direction and are distributed at equal intervals along the periphery of the column; when reinforcing reinforced concrete square column, polish the fillet with the polisher in four angles departments earlier, then evenly excavate two concave trapezoidal concrete grooves that the size is the same at every border of square column vertically, totally eight.
Step 2, fixing the concave trapezoidal steel plate cushion layer: the concave trapezoidal steel plate cushion layer is attached to the trapezoidal concrete groove through the adhesive, the two rows of embedded anchors distributed on the concave trapezoidal steel plate cushion layer are used for fixing, the anchors are embedded, and the anchors cannot protrude out of the corrugated grain contact surface of the concave trapezoidal steel plate cushion layer. And (3) carrying out the same operation on all the concave trapezoidal concrete grooves of the reinforced concrete cylinder (square column) to be reinforced to complete the installation and the fixation of the concave trapezoidal steel plate cushion layer.
Step 3, annularly wrapping FRP cloth along the column body: one end of the FRP cloth is attached to the corrugated grain contact surface of any concave trapezoidal steel plate cushion layer, the column body is wrapped by one circle or a plurality of circles by taking the corrugated grain contact surface as an initial end, and the other end of the FRP cloth is lapped on the initial end and has certain lapping length.
Step 4, anchoring the lap joint parts at the two ends of the FRP cloth: and (4) superposing and embedding a trapezoidal steel plate at the overlapping part of the two ends of the FRP cloth to form an anchoring device. The convex trapezoidal steel plate embedded pressing strip is embedded into the concave trapezoidal steel plate cushion layer through the wavy line contact surface, the steel plate embedded pressing strip, the FRP cloth and the concave trapezoidal steel plate cushion layer are clamped tightly through screwing the anchoring bolt in sequence (note that the thread of the anchoring bolt is of an internal thread structure, the nut part does not protrude out of the outer side surface of the prestress applying device or the anchoring device after screwing, and due to the fact that the force required for screwing the anchoring bolt is large, an electrician is adopted to screw mechanically instead of applying external force manually), the two ends of the FRP cloth are anchored in the device, and anchoring of the anchoring end is completed.
Step 5, applying prestress to the FRP cloth: and (3) carrying out the following operations on a certain residual concave trapezoidal concrete groove and a corresponding concave trapezoidal steel plate cushion layer: the central axis of the convex trapezoidal steel plate embedded pressing strip assembly is aligned to the central axis of the concave trapezoidal steel plate cushion layer, the holes for inserting the anchoring bolt rods on the concave trapezoidal steel plate cushion layer and the convex trapezoidal steel plate embedded pressing strip are correspondingly aligned, and the convex trapezoidal steel plate embedded pressing strip device is enabled to be wholly attached to the outer side face of the FRP cloth. The anchoring bolt penetrates through a convex trapezoidal steel plate embedded pressing strip in a convex trapezoidal steel plate embedded pressing strip assembly and a hole on a concave trapezoidal steel plate cushion layer corresponding to the convex trapezoidal steel plate embedded pressing strip, the anchoring bolt is screwed inwards by using an electrical mechanical screw drill, the anchoring bolt drives the convex trapezoidal steel plate embedded pressing strip to press FRP cloth inwards until the convex trapezoidal steel plate embedded pressing strip is completely clamped with the concave trapezoidal steel plate cushion layer, a corrugated contact surface on the convex trapezoidal steel plate embedded pressing strip is embedded with a corrugated contact surface on the concave trapezoidal steel plate cushion layer, then the same operation is performed on the embedded pressing strips on the rest of the convex trapezoidal steel plate embedded pressing strip assembly in sequence, and prestress application in a trapezoidal steel plate overlapped embedded pressing prestress device is completed. Note: the hinge device is used for connecting the embedded pressing strips and fixing and compacting the embedded pressing strips section by using the high-strength anchoring bolt, and the purpose is to avoid that the FRP cloth can not be fixed and compacted by the bolt due to overlarge resistance in the compacting process of the steel plate cushion layer by driving the FRP cloth by the whole steel plate embedded pressing strip. The construction strategy of compacting and fixing section by section not only ensures the effective implementation of the prestress of the FRP cloth, but also greatly facilitates the construction process. The hinge device is used for enabling each section of embedded pressing strip to rotate by taking a rotating hinge on the hinge device as a fulcrum, and meanwhile, each section of embedded pressing strip is connected into a whole.
Step 6: and (5) repeating the step, and finishing the embedding of the embedding pressing strip and the steel plate cushion layer in the residual trapezoidal steel plate laminating and embedding prestress applying device in the concave trapezoidal concrete groove of the reinforced concrete cylinder or the square column to be reinforced and the prestress applying work of the FRP cloth.
Step 7, mounting an annular FRP hoop: and arranging a circle of FRP hoop on the surface of the composite reinforced concrete column body which is subjected to prestress application at intervals in a certain range along the column height direction. In the embodiment, the upper part, the middle part and the lower part of the column are respectively provided with a circle of annular FRP hoop, and the number of the annular FRP hoop devices is three, so that the whole reinforcing system is more stable and reliable in the using process.
Step 8, coating an antirust agent: after the whole reinforcing construction is finished, an epoxy resin antirust layer is coated on the outer surface of the composite reinforcing system to resist the corrosion of external corrosion media. And the whole prestressed composite reinforced concrete column system is implemented.
Compared with the prior art, the invention has the following technical effects:
the prestressed FRP cloth adopts a transverse tensioning mode, has low requirements on tensioning equipment for realizing prestress application, does not need large-scale tensioning facilities, can perform tensioning action quickly, is simple and easy to operate and high in working efficiency, and can obtain enough tensioning force by using smaller transverse tensioning force. Compared with a common external reinforcement mode, the external reinforcement method adopts an embedded reinforcement method, devices required by reinforcement can be buried in the concrete column, the section size of the reinforcement column cannot be changed, and the original use function and structural design requirements of the structure cannot be influenced. According to the system, the steel plate and the FRP cloth are combined together, and the tensioning equipment does not need to be dismantled after reinforcement, so that the construction steps are reduced. The invention takes the prestress tension device as the anchoring device, avoids the complexity of redesigning the device for anchoring, reduces the construction procedures and simplifies the reinforcing process.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings needed in the embodiments will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings without creative efforts.
FIG. 1 shows a schematic structural view of a prestressed composite reinforced concrete column system according to the present invention;
FIG. 2 shows a top plan view of a prestressed composite reinforced concrete column system according to the present invention;
FIG. 3 is a schematic three-dimensional structure of the apparatus for laminating and laminating trapezoidal steel plates according to the present invention;
FIG. 4 is a top plan view of the apparatus for laminating and laminating trapezoidal steel plates according to the present invention;
FIG. 5 is a diagram showing an exemplary side length parameter in the FRP cloth elongation calculation formula of the invention;
FIG. 6 is a detail view of a part of the apparatus for laminating and laminating trapezoidal steel plates according to the present invention;
FIG. 7 shows a detailed view of a concrete anchor connecting the bottom layer of the concave trapezoidal steel plate and the concrete groove in the invention;
FIG. 8 is a front view of the trapezoidal steel plate of the present invention after being fitted;
FIG. 9 is a schematic view showing the overall structure of a reinforced concrete column to be reinforced after prestressing force is applied thereto, in accordance with the present invention;
FIG. 10 is a top plan view of the overall structure of the reinforced concrete column to be consolidated in accordance with the present invention after the prestressing force is applied thereto when the column is cylindrical;
FIG. 11 is a schematic view showing an overall structure of a reinforced concrete column to be reinforced after prestressing, according to the present invention, when the column is a square column;
description of reference numerals: the steel plate reinforcing and reinforcing device comprises a 10-trapezoidal steel plate laminating and embedding device, 11-concave trapezoidal steel plate cushion layer, 111-concave trapezoidal steel plate cushion layer arc angle, 112-anchor, 12-anchor bolt, 13-convex trapezoidal steel plate embedding strip, 131-convex trapezoidal steel plate embedding strip arc angle, 14-steel hinge, 141-rotating hinge, 15-corrugated grain contact surface, 151-steel plate cushion layer corrugated grain contact surface, 152-steel plate embedding strip corrugated grain contact surface, 20-FRP cloth, 40-concave trapezoidal concrete groove, 50-reinforced concrete column to be reinforced, 60-annular FRP hoop and 70-epoxy resin antirust layer.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
The invention aims to provide a prestressed composite reinforced concrete column system and an implementation method thereof, which are used for solving the problems in the prior art, and have the advantages of simple structure, convenience in construction, good reinforcing effect, small required tension force and no change in the size of the original concrete column after reinforcement.
In order to make the aforementioned objects, features and advantages of the present invention comprehensible, embodiments accompanied with figures are described in further detail below.
The invention provides a prestressed composite Reinforced concrete column system and an implementation method thereof, wherein the prestressed composite Reinforced concrete column system and the implementation method thereof adopt a transverse tensioning mode and adopt a construction sequence of anchoring firstly and tensioning secondly, the prestress application is simple and convenient, and the construction difficulty is greatly reduced.
Specifically, as shown in fig. 1 to 10, the invention provides a prestressed composite reinforced concrete column system, which comprises FRP cloth 20, a concave trapezoidal concrete trough 40, a trapezoidal steel plate laminating and embedding device 10 and an annular FRP hoop 60, wherein the trapezoidal steel plate laminating and embedding device 10 mainly comprises a concave trapezoidal steel plate cushion layer 11, a convex trapezoidal steel plate embedding and embedding strip 13 and an anchor bolt 12. It should be noted that the trapezoidal steel plate laminating and embedding device in the reinforcing system can apply prestress to the FRP cloth and can serve as an anchoring device, so that the design of the prestress anchoring device is saved, the convenience of prestress construction is greatly improved, and the reinforcing construction process and the requirements of the reinforcing construction process on tensioning equipment are simplified.
The concave trapezoidal concrete groove 40 is a groove which is arranged on the surface of the reinforced concrete column 50 to be reinforced and has an inverted trapezoidal cross section along the column height direction, and the number of the grooves is determined according to the tensile prestress required by the reinforcement of the FRP cloth and is generally consistent with the number of the trapezoidal steel plate laminating and embedding devices. Assuming that the number of concave trapezoidal concrete grooves is ncAnd then:
in the formula, ntThe number of the embedding and pressing devices for the trapezoidal steel plates is overlapped; f. ofpThe stretching prestress required for reinforcing the prestress FRP is large or small; l is the total length of the FRP cloth; delta L is the elongation of the FRP cloth after the single trapezoidal steel plate is laminated and embedded by the pressing device; epIs the elastic modulus of the FRP cloth. In the embodiment of the present invention, it is assumed that the cylinders are opened with 6 concave trapezoidal concrete grooves 40 of the same size, and are arranged at equal intervals along the circumference; the square column is provided with 8 concave trapezoidal concrete grooves 40, and two concave trapezoidal concrete grooves are arranged on each side of the square column in the same arrangement mode. A set of trapezoidal steel plate laminating and embedding device 10 is respectively distributed in each concave trapezoidal concrete groove 40.
As shown in fig. 3, the prestress applying device is a trapezoidal steel plate laminating and embedding device 10, which mainly comprises a concave trapezoidal steel plate cushion layer 11, a convex trapezoidal steel plate embedding and pressing strip 13 and an anchor bolt 12. The size of the concave trapezoidal steel plate cushion layer 11 of the prestress applying device is just embedded with the size of the concave trapezoidal concrete groove 40 on the surface of the column to be reinforced, the concave trapezoidal steel plate cushion layer and the concave trapezoidal concrete groove are attached through an adhesive and fixed through two rows of embedded concrete anchor bolts 112 distributed on the concave trapezoidal steel plate cushion layer 11 along longitudinal partitions, and the detailed diagram of the anchor bolts 112 is shown in FIG. 7; the convex trapezoidal steel plate embedded pressing strip 13 is matched with the concave steel plate cushion layer 11, a certain gap is reserved, the FRP cloth 20 can be clamped conveniently, and the anchoring bolts 12 which are uniformly arranged along the longitudinal direction on the trapezoidal steel plate laminating embedded pressing device 10 can be fixed and embedded firmly through the trapezoidal steel plate laminating embedded pressing device, specifically shown in figure 4.
As shown in fig. 6 and 8, the prestress application of the FRP cloth is implemented by a trapezoidal steel plate laminating and embedding device 10, and the convex trapezoidal steel plate embedding and pressing strips 13 in each set of device are formed by connecting a plurality of steel pressing plates and steel hinges 14 which can rotate properly; the steel hinge 14 on the convex trapezoidal steel plate embedded pressing strip 13 can ensure that the convex trapezoidal steel plate embedded pressing strip 13 drives the FRP cloth 20 and the concave trapezoidal steel plate cushion layer 11 to be fixed and compacted by the anchor bolts 12 section by section, and the problem that the FRP cloth 20 cannot be fixed and compacted by the bolts due to too large resistance in the compaction process of the concave trapezoidal steel plate cushion layer 11 because the whole steel plate embedded pressing strip 13 drives the FRP cloth 20 is avoided. The construction strategy of compacting and fixing section by section not only ensures the effective implementation of the prestress of the FRP cloth, but also greatly facilitates the construction process.
As shown in fig. 4 and 8, the concave trapezoidal steel plate cushion layer 11 and the convex trapezoidal steel plate embedding strip 13 of the trapezoidal steel plate laminating and embedding prestress applying device 10 are provided with corrugated contact surfaces 15 which are embedded with each other and respectively are a steel plate cushion layer corrugated contact surface 151 and a steel plate embedding strip corrugated contact surface 152; during the compaction process (prestress implementation process) of the concave trapezoidal steel plate cushion layer 11 and the convex trapezoidal steel plate embedded pressing strip 13, the FRP cloth 20 is clamped between the corrugated contact surfaces 15. Compared with a horizontal contact surface, the wavy-line contact surface 15 arranged at the position can increase the clamping length of the prestress clamping device to the FRP cloth on one hand, and increase the friction force of the clamping device to the FRP cloth in the prestress applying process on the other hand, so that the clamping effect of the device to the FRP cloth can be effectively increased, and the prestress implementation is ensured; in addition, the corrugated contact surface 15 is relatively smooth, and the contact surface of other parts with sharp points and acute angles is prevented from being torn and damaged on the FRP cloth. Further, in order to prevent the FRP cloth from being torn by the edge contact part of the prestress applying device and the cloth in the prestress applying process, the concave trapezoidal steel plate pad layer 11 and the convex trapezoidal steel plate embedded pressing strip 13 of the prestress applying device are both subjected to arc angle treatment at the contact end with the FRP cloth 20, and are respectively provided with a concave trapezoidal steel plate pad layer arc angle 111 and a convex trapezoidal steel plate embedded pressing strip arc angle 131, so that the FRP cloth 20 is prevented from being damaged by an acute angle part of the device in the prestress applying process.
The method comprises the steps of selecting any one concave trapezoidal concrete groove 40 of a reinforced concrete column 50 to be reinforced and a corresponding trapezoidal steel plate laminating and embedding device 10 as an anchoring device of an FRP cloth reinforcing system, namely, overlapping two ends of FRP cloth 20 for a certain length before prestressing, and then anchoring the FRP cloth 20 without prestressing in the concave trapezoidal concrete groove 40 of the column to be reinforced by adopting the trapezoidal steel plate laminating and embedding device 10, wherein the concrete is shown in figure 4. When the anchoring device is used for anchoring, prestress is not applied to the FRP cloth, so that the anchoring difficulty is greatly reduced compared with the prestressed anchoring of the traditional anchoring device, and meanwhile, the prestressed anchoring device is completely the same as the prestress applying device, so that the design of the device is simplified, and the use efficiency of the device is improved.
Prestress value f after prestress applying device is pressedp"calculated as follows:
in the formula, fp"is the prestress value applied after reinforcement (there is prestress loss); n istTotal number (n) of laminating and embedding devices for trapezoidal steel platest-1 represents the number of trapezoidal steel plate lamination and embedment prestress application devices); l is the total length of the FRP cloth; delta L is the elongation of the FRP cloth after the single prestress applying device is pressed; epIs the elastic modulus of the prestressed FRP cloth.
The elongation Δ L was calculated by the following equation
ΔL＝a+2c-b (3)
In the formula, a is the upper side of the concave trapezoid steel plate cushion layer; b is the lower side of the concave trapezoidal groove of the concave trapezoidal steel plate cushion layer; c is the oblique side of the concave trapezoid steel plate cushion layer, wherein the diagrams of a, b and c are shown in FIG. 5.
After FRP prestress application is completed, a circle of annular FRP hoop 60 is arranged on the surface of the whole reinforced concrete column body at intervals in the column height direction, and the hoop device can ensure that the whole reinforcing system is more stable and reliable in the using process. Meanwhile, in order to increase the durability and the protection of the system of the present invention, after the whole reinforcement construction is completed, an epoxy resin antirust layer 70 is coated on the outer surface of the composite reinforcement system to resist the corrosion of the external corrosion medium, as shown in fig. 9.
The construction method of the prestressed FRP cloth-steel plate composite reinforced RC column system is described in combination with the embodiment, and comprises the following steps:
step 1, excavating a concave trapezoidal concrete groove.
Determining the excavation number of the concave trapezoidal concrete grooves 40 as n according to the tensile prestress required by reinforcing the FRP cloth 20c. In the embodiment, according to the size and the spacing requirements of the actual reinforced concrete column, when the reinforced concrete column is reinforced, six concave trapezoidal concrete grooves 40 with the same size are uniformly excavated along the column height direction and are distributed at equal intervals along the periphery of the column; when reinforcing reinforced concrete square column, polish the fillet with the polisher in four angles departments earlier, then evenly excavate two concave trapezoidal concrete grooves 40 that the size is the same in every border of square column vertically, totally eight.
And 2, fixing the concave trapezoidal steel plate cushion layer.
The concave trapezoidal steel plate cushion layer 11 is attached to the concave trapezoidal concrete groove 40 through an adhesive, and is fixed by two rows of embedded anchor bolts 112 arranged on the concave trapezoidal steel plate cushion layer 11, and the anchor bolts 112 are embedded, so that the anchor bolts 112 do not protrude out of the corrugated contact surface 151 of the concave trapezoidal steel plate cushion layer 11. As shown in fig. 10 and 11, the concave trapezoidal steel plate mat 11 is installed and fixed by performing the same operation on all the concave trapezoidal concrete troughs 40 of the cylindrical or square column.
And 3, wrapping FRP cloth along the circumferential direction of the column body.
One end of the FRP cloth 20 is attached to the corrugated pattern contact surface 151 of any one concave trapezoidal steel plate cushion layer 11, the column body is wrapped by one circle or a plurality of circles by taking the corrugated pattern contact surface as a starting end, and the other end of the FRP cloth 20 is lapped on the starting end and has a certain lapping length.
And 4, anchoring the lap joint parts at the two ends of the FRP cloth.
The trapezoidal steel plates at the overlapped parts of both ends of the FRP cloth 20 are overlapped and caulked by the caulking device 10 as an anchoring device. The convex trapezoidal steel plate embedded pressing strip 13 is embedded into the concave trapezoidal steel plate cushion layer 11 through the wavy line contact surface 15, and the convex trapezoidal steel plate embedded pressing strip 13, the FRP cloth 20 and the concave trapezoidal steel plate cushion layer 11 are clamped tightly through screwing the anchoring bolt 12 in sequence. The screw thread of the anchor bolt 12 is of an internal thread structure, and the nut part does not protrude out of the outer side surface of the prestress applying device or the anchor device after being screwed; since the force required for tightening the anchor bolt is large, in this embodiment, the electrical machine is used for tightening instead of applying an external force manually, so that the two ends of the FRP cloth 20 are anchored in the device, and the anchoring of the anchoring ends is completed.
And 5, applying prestress to the FRP cloth.
The following operations are performed for the remaining one of the concave trapezoidal concrete channels 40 and the corresponding concave trapezoidal steel plate pad 11: the central axis of the convex trapezoidal steel plate embedded pressing strip 13 assembly is aligned to the central axis of the concave trapezoidal steel plate cushion layer 11, the holes for inserting the anchoring bolt rods 12 on the concave trapezoidal steel plate cushion layer 11 and the convex trapezoidal steel plate embedded pressing strip 13 are correspondingly aligned, and the convex trapezoidal steel plate embedded pressing strip 13 is enabled to be wholly attached to the outer side face of the FRP cloth 20. The anchor bolt 12 penetrates through a section of embedded pressing strip in the convex trapezoidal steel plate embedded pressing strip 13 assembly and a hole on the concave trapezoidal steel plate cushion layer 11 corresponding to the embedded pressing strip, the anchor bolt 12 is screwed inwards by using an electrical mechanical screw drill, the anchor bolt 12 drives the convex trapezoidal steel plate embedded pressing strip 13 to press the FRP cloth 20 inwards until the convex trapezoidal steel plate embedded pressing strip 13 is completely clamped with the concave trapezoidal steel plate cushion layer 11, the corrugated contact surface 152 on the convex trapezoidal steel plate embedded pressing strip 13 is embedded with the corrugated contact surface 151 on the concave trapezoidal steel plate cushion layer 11, then the same operation is carried out on the embedded pressing strips on the rest of the convex trapezoidal steel plate embedded pressing strip 13 assembly in sequence, and the prestress application in the trapezoidal steel plate overlapped embedded pressing device 10 is completed. The steel hinges 14 are used for connecting the convex trapezoidal steel plate embedded pressing strips 13, and the high-strength anchoring bolts 12 are adopted for fixing and compacting section by section, so that the problem that the FRP cloth 20 cannot be fixed and compacted by the bolts due to overlarge resistance in the compacting process of the concave trapezoidal steel plate cushion layer 11 by driving the FRP cloth by the whole convex trapezoidal steel plate embedded pressing strips 13 is solved. The construction strategy of compacting and fixing section by section not only ensures the effective implementation of the prestress of the FRP cloth, but also greatly facilitates the construction process. The steel hinge 14 is used for enabling each section of embedded pressing strip to rotate by taking the rotating hinge 141 on the steel hinge as a fulcrum, and meanwhile, each section of embedded pressing strip is connected into a whole.
Step 6: and (5) repeating the step, and completing the embedding of the convex trapezoidal steel plate embedding and pressing strip 13 and the concave trapezoidal steel plate cushion layer 11 in the reinforced concrete cylinder or square column to be reinforced and the prestress applying work of the FRP cloth 20 in the trapezoidal steel plate laminating and embedding device 10 in the residual concave trapezoidal concrete grooves 40.
And 7, mounting the annular FRP hoop.
And arranging a circle of annular FRP hoop 60 in every certain range along the column height direction on the surface of the FRP cloth-steel plate composite reinforced concrete column body which finishes the prestress application. In this embodiment, a ring of annular FRP ferrules 60 is disposed on the upper, middle, and lower portions of the column, respectively, for three rings.
Step 8, coating an antirust agent: after the whole reinforcing construction is completed, an epoxy resin antirust layer 70 is coated on the outer surface of the composite reinforcing system to resist the corrosion of external corrosion media. And thus, the implementation of the whole prestress FRP cloth-steel plate composite reinforced RC column system is completed.
After the whole prestress FRP cloth-steel plate composite reinforced RC column system is implemented, the improvement of the constraint performance of the bearing capacity of the core concrete of the prestress FRP cloth reinforced RC column is analyzed from a normal use state and a bearing capacity limit state.
Under the normal use state, prestressing force FRP cloth provides the initiative restraint power to reinforcing post core concrete, because under the normal use state the post receives external load less (being that the axle pressure is less), and the post core concrete does not have the horizontal outward expansion trend in addition, so the restraint effect of stirrup to the concrete can not consider. In addition, in normal use, the longitudinal direction in the RC columnThe reinforcing steel bar does not reach the yield state, and the concrete does not reach the peak stress state. At the moment, the core concrete of the RC column is only actively restrained by the prestressed FRP cloth, and if the radial restraining stress value of the concrete is sigmarpAnd the compressive stress value of the prestressed reinforced core concrete in the normal use state is as follows:
fcp＝fc0+βσrp (4)
in the formula (f)c0The axial compressive stress value of unreinforced column core concrete under the normal use state; beta is the stress increase coefficient of the transverse confined concrete.
Under the normal use state, after FRP cloth is adopted for reinforcement, the RC column is under the pressure load N0The balance relationship under the action is as follows:
N0＝fcpAcor+σs'As＝fc0Acor+βσrpAcor+σs'As (5)
namely:
while the unreinforced RC column is under a compressive load N0The balance relationship under the action is as follows:
N0＝fc0Acor+σsAs (7)
namely:
in the formula, AcorTo reinforce the core cross-sectional area of the concrete column; sigmasThe longitudinal bar compressive stress value is under the normal use state after reinforcement; sigmasThe longitudinal bar compressive stress value is under the normal use state when the longitudinal bar is not reinforced; a. thesThe cross-sectional area of all longitudinal ribs;
when the formulas (6) and (8) are compared, it is clear thats'＜σs. It can be seen that the same applies after the prestressing reinforcementThe compressive stress value of the longitudinal ribs in the column is obviously reduced under the action of external load, which shows that the safety of the structure in a normal use state is obviously improved under the active restraint provided by the prestressed FRP.
Under the limit state of bearing capacity, because the vertical load is the limit load, therefore reinforcing bar and reinforcing FRP cloth in the RC post all can reach the yield state, and RC post core concrete receives passive restraint effect this moment. Radial constraint stress value sigma of core concrete in RC columnrIs provided by two parts of prestressed FRP cloth and stirrups
σr＝σp+σv (9)
In the formula, σpProviding a radial constraint stress value for the prestressed FRP cloth; sigmavProviding a radial constraint stress value for the original structure stirrup;
at the moment, the core concrete axle center compressive strength fcuComprises the following steps:
fcu＝fc+βσr＝fc+βσp+βσv (10)
ultimate bearing capacity N of reinforced rear columnu' is:
Nu'＝fcuAcor+fyAs＝fcAcor+βσpAcor+βσvAcor+fyAs (11)
when the prestressed FRP cloth is not adopted for reinforcement, the radial constraint stress value sigma of the core concrete in the RC columnrProvided only by stirrups, thus sigmar＝σv。
At the moment, the core concrete axle center compressive strength fcuComprises the following steps:
fcu＝fc+βσr＝fc+βσv (12)
ultimate bearing capacity N of concrete columnuComprises the following steps:
Nu＝fcuAcor+fyAs＝fcAcor+βσvAcor+fyAs (13)
in the formula (f)cThe compressive strength of the core concrete axis in an unconstrained state; f. ofyThe compressive strength of the longitudinal ribs.
Comparison of the formulae (11) and (12) shows that Nu'＞Nu. Therefore, after the reinforcement, the constraint performance of the core concrete is improved, and the compressive strength is obviously improved, so that the ultimate bearing capacity of the reinforcement column is obviously improved. In addition, as the restrained performance of the core concrete of the reinforced column is improved, the ductility and the seismic performance of the column are also obviously improved.
The prestressed FRP cloth adopts a jacking and transverse tensioning mode, has low requirements on tensioning equipment for realizing prestress application, does not need large-scale tensioning facilities, and only needs external force to jack the FRP cloth into the concave trapezoidal steel plate cushion layer of the prestress application device.
In addition, the embedded reinforcement method is adopted, devices required for reinforcement can be buried in the concrete column, the size of the cross section of the reinforced RC column is basically unchanged, and the original design and the structural use function are not influenced; meanwhile, the steel device and the FRP cloth in the prestress implementation system cooperate to provide a reinforcing effect, the prestress application device does not need to be dismantled, the construction steps are reduced, and the prestress implementation system is more beneficial to application of actual engineering.
The invention has the advantages that the prestress tension device is used as the anchoring device, the complexity of redesigning the anchoring device and re-anchoring is avoided, the construction procedures are reduced, and the implementation of the reinforcing system is simpler and clearer.
In the description of the present invention, it should be noted that the terms "center", "top", "bottom", "left", "right", "vertical", "horizontal", "inner", "outer", and the like indicate orientations or positional relationships based on those shown in the drawings, and are only for convenience of description and simplicity of description, and do not indicate or imply that the device or element being referred to must have a particular orientation, be constructed in a particular orientation, and be operated, and thus, should not be construed as limiting the present invention. Furthermore, the terms "first" and "second" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance.
The principle and the implementation mode of the invention are explained by applying a specific example, and the description of the embodiment is only used for helping to understand the method and the core idea of the invention; meanwhile, for a person skilled in the art, according to the idea of the present invention, the specific embodiments and the application range may be changed. In view of the above, the present disclosure should not be construed as limiting the invention.
Claims (9)
1. The utility model provides a prestressing force composite reinforcement reinforced concrete column system which characterized in that: the device comprises a trapezoidal steel plate laminating and embedding device, FRP cloth and an annular FRP hoop; the trapezoidal steel plate laminating and embedding device comprises a convex trapezoidal steel plate embedding pressing strip and a concave trapezoidal steel plate cushion layer which are embedded; the concave trapezoidal steel plate cushion layers of the plurality of trapezoidal steel plate superposition embedding and pressing devices are sequentially and correspondingly fixedly connected with the plurality of concave trapezoidal concrete grooves formed in the surface of the reinforced concrete column to be reinforced; the FRP cloth is arranged on the surface of the reinforced concrete column to be reinforced in a surrounding mode, the FRP cloth is located between the concave trapezoidal steel plate cushion layer and the convex trapezoidal steel plate embedded pressing strip, the FRP cloth is connected through one of the trapezoidal steel plate laminated embedded pressing devices in an anchoring mode, the rest trapezoidal steel plate laminated embedded pressing devices can apply prestress to the FRP cloth, and a plurality of annular FRP hoops are arranged on the outer side of each trapezoidal steel plate laminated embedded pressing device in a sleeved mode.
2. The prestressed composite reinforced concrete column system according to claim 1, wherein: the trapezoidal steel plate laminating and embedding device further comprises an anchoring bolt; the size of the concave trapezoidal steel plate cushion layer is embedded with the size of the concave trapezoidal concrete groove, the bottom side of the concave trapezoidal steel plate cushion layer is attached to the concave trapezoidal concrete groove through an adhesive, and the concave trapezoidal steel plate cushion layer is fixed through two rows of embedded concrete anchors distributed along longitudinal partition sections on the concave trapezoidal steel plate cushion layer; the convex trapezoidal steel plate embedding pressing strip is in fit connection with the concave trapezoidal steel plate cushion layer, and a gap for clamping the FRP cloth is reserved between the convex trapezoidal steel plate embedding pressing strip and the concave trapezoidal steel plate cushion layer; the convex trapezoidal steel plate embedded pressing strip and the concave trapezoidal steel plate cushion layer are fixed through a plurality of anchor bolts which are uniformly arranged along the longitudinal direction, and the anchor bolts penetrate through the FRP cloth.
3. The prestressed composite reinforced concrete column system according to claim 2, wherein: the convex trapezoidal steel plate embedded pressing strip comprises a plurality of steel pressing plates; the steel pressing plates are movably connected through a steel hinge capable of rotating, and one end of the anchor bolt penetrates through the steel pressing plates.
4. The prestressed composite reinforced concrete column system according to claim 2, wherein: concave trapezoidal steel sheet bed course and protruding trapezoidal steel sheet inlay the layering with one side of FRP cloth contact all is equipped with the ripple line contact surface, the ripple line contact surface of concave trapezoidal steel sheet bed course with the ripple line contact surface of protruding trapezoidal steel sheet inlay the layering can gomphosis each other.
5. The prestressed composite reinforced concrete column system according to claim 2, wherein: the contact ends of the two sides of the embedded pressing strips of the concave trapezoidal steel plate cushion layer and the convex trapezoidal steel plate and the FRP cloth are both arc-shaped corner structures.
6. The prestressed composite reinforced concrete column system according to claim 1, wherein: the concave trapezoidal concrete grooves are grooves which are arranged on the surface of the reinforced concrete column to be reinforced and have inverted trapezoidal cross sections along the column height direction, the number of the grooves is determined according to the tensile prestress required by the reinforcement of the FRP cloth, and the number of the concave trapezoidal concrete grooves is assumed to be ncThen, then
In the formula, ntThe number of the embedding and pressing devices for the trapezoidal steel plates is overlapped; f. ofpFor reinforcing prestressed FRPThe required tension prestress is large or small; l is the total length of the FRP cloth; delta L is the elongation of the FRP cloth after the single trapezoidal steel plate is laminated by the laminating and embedding device; epThe elastic modulus of the FRP cloth.
7. The prestressed composite reinforced concrete column system according to claim 6, wherein: f. ofpThe calculation is carried out according to the following formula:
in the formula (f)pThe prestress value applied after the trapezoidal steel plate laminating and embedding device is reinforced is finished; f. ofpThe stretching prestress required for reinforcing the prestress FRP is large or small; n istTotal number n of laminating and embedding devices for trapezoidal steel platest-1 represents the number of the trapezoidal steel plate lamination and embedding prestress applying devices; l is the total length of the FRP cloth; delta L is the elongation of the FRP cloth after the single prestress applying device is pressed; epThe elastic modulus of the prestressed FRP cloth is shown.
8. The prestressed composite reinforced concrete column system according to claim 7, wherein: Δ L is calculated using the following formula:
ΔL＝a+2c-b
in the formula, a is the length of the upper side of the concave trapezoid steel plate cushion layer; b is the length of the lower side of the concave trapezoidal groove of the concave trapezoidal steel plate cushion layer; c is the length of the inclined edge of the concave trapezoid steel plate cushion layer.
9. An implementation method of a prestressed composite reinforced concrete column system is characterized by comprising the following steps: the method comprises the following steps:
step 1, excavating a concave trapezoidal concrete groove: determining the excavation number of the concave trapezoidal concrete grooves to be n according to the tensile prestress required by reinforcing the FRP clothc；
Step 2, fixing the concave trapezoidal steel plate cushion layer: the concave trapezoidal steel plate cushion layer is attached to the concave trapezoidal concrete groove through an adhesive and is fixed by two rows of embedded anchors distributed on the concave trapezoidal steel plate cushion layer;
step 3, coating FRP cloth along the circumferential direction of the reinforced concrete column body to be reinforced: one end of the FRP cloth is attached to the corrugated grain contact surface of any concave trapezoidal steel plate cushion layer, the column body is wrapped for one circle or a plurality of circles by taking the corrugated grain contact surface as an initial end, and the other end of the FRP cloth is lapped on the initial end and is lapped and overlapped;
step 4, anchoring the lap joint parts at the two ends of the FRP cloth: the method comprises the following steps that a trapezoidal steel plate overlapping embedding device at the overlapping part of two ends of FRP cloth is used as an anchoring device, a concave trapezoidal steel plate cushion layer is embedded in a convex trapezoidal steel plate embedding pressing strip through a corrugated grain contact surface, and the steel plate embedding pressing strip, the FRP cloth and the steel plate cushion layer are clamped in sequence by screwing an anchoring bolt, so that the two ends of the FRP cloth are anchored in the device, and the anchoring of the anchoring end is completed;
step 5, applying prestress to the FRP cloth: and (3) carrying out the following operations on the remaining certain concave trapezoidal concrete groove and the corresponding concave trapezoidal steel plate cushion layer: aligning the central axis of the convex trapezoidal steel plate embedded pressing strip assembly with the central axis of the concave trapezoidal steel plate cushion layer, aligning holes for inserting anchoring bolt rods on the concave trapezoidal steel plate cushion layer and the convex trapezoidal steel plate embedded pressing strip correspondingly, enabling the embedded pressing strip device to be attached to the outer side surface of the FRP cloth in a whole mode, penetrating an anchoring bolt through a certain convex trapezoidal steel plate embedded pressing strip in the embedded pressing strip assembly and a hole on the concave trapezoidal steel plate cushion layer corresponding to the convex trapezoidal steel plate embedded pressing strip in the embedded pressing strip assembly, screwing the anchoring bolt inwards until the convex trapezoidal steel plate embedded pressing strip is completely clamped with the concave trapezoidal steel plate cushion layer, enabling a corrugated contact surface on the convex trapezoidal steel plate embedded pressing strip to be mutually embedded with a corrugated contact surface on the concave trapezoidal steel plate cushion layer, and then sequentially carrying out the same operation on the embedded pressing strips on the convex trapezoidal steel plate embedded pressing strip assembly to finish prestress application in the trapezoidal steel plate laminated embedded pressing prestress device;
and 6: repeating the step 5, and finishing the embedding of the embedding pressing strip and the steel plate cushion layer in the residual trapezoidal steel plate laminating and embedding prestress applying device in the concave trapezoidal concrete groove of the reinforced concrete cylinder or the square column to be reinforced and the prestress applying work of the FRP cloth;
step 7, mounting an annular FRP hoop: uniformly arranging a plurality of circles of annular FRP cuffs on the surface of the composite reinforced concrete column body which finishes the application of the prestress along the column height direction;
step 8, coating an antirust agent: and after the whole reinforcing construction is finished, coating an epoxy resin anti-rust layer on the outer surface of the composite reinforcing system.
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