KR101034459B1 - Self-compacting aseismic reinforcement brace filled ultra-high strength slurry and brace system of constructure using the same - Google Patents

Abstract

PURPOSE: A self-charge type earthquake-proof reinforcement brace which is charged with high-strength slurry and an earthquake-proof reinforcement system of a building using the same are provided to minimize damage to the appearance of a building and to efficiently control an earthquake on a reinforced concrete or steel-reinforced concrete structure. CONSTITUTION: A self-charge type earthquake-proof reinforcement brace which is charged with high-strength slurry comprises a first link(20), a second link(30), caps(40), a steel pipe(50), and slurry. The first and second links have base parts(21,31), connection bars(23,33), and fastening parts, respectively. The caps are formed with threads to be coupled to the fastening part of each link. The steel pipe is formed with thread on both ends thereof to be coupled with the caps. The slurry is filled inside the steel pipe.

Description

SELF-COMPACTING ASEISMIC REINFORCEMENT BRACE FILLED ULTRA-HIGH STRENGTH SLURRY AND BRACE SYSTEM OF CONSTRUCTURE USING THE SAME}

The present invention relates to a self-filling ultra-high strength slurry-filled seismic reinforcement brace and a seismic reinforcement system of a building using the same, and more specifically, a self-charge capable of efficiently controlling earthquakes for a reinforced concrete structure or a steel reinforced concrete building. The present invention relates to an ultra-high strength slurry filled seismic reinforcement brace and a seismic reinforcement system for a building using the same.

In recent years, the occurrence of large earthquakes worldwide has caused a lot of life and property damage. Awareness of such earthquakes is increasing in Korea, and seismic performance or seismic performance is being improved in major infrastructure such as bridges, railways, dams, tunnels, and power plants. However, the earthquake-resistant design for earthquake-resistive design of less than 6 floors of low- and low-rise reinforced concrete or steel-reinforced concrete buildings was not applied when constructed before 1987. Therefore, if a large earthquake occurs in Korea, it can be said that there is a great possibility of serious loss of life and property.

As can be seen from the 2007 earthquake in Sichuan, China, people who have a high density of occupants (the number of occupants / floor area) among large-scale low-rise buildings or large supermarkets collapsed due to the earthquake, causing considerable casualties. In the case of the Sichuan earthquake, about 7,000 children died), so earthquake-resistant measures need to be taken urgently. In particular, school facilities should be used as relief facilities for refugees after the earthquake, but there is a problem in that these facilities cannot be used if a collapse is expected due to continuous aftershocks. Therefore, in the case of the school facilities, the need for seismic reinforcement as a major facility of the national emergency response system (ER) is even greater.

In such a building, when the building or the target member is constructed before the seismic design is introduced or when the seismic design is reflected, and it is intended to be repaired and strengthened for the purpose of improving the performance, axial compression and bending are required to improve the performance. In addition to improving the yield strength such as shear strength and shear strength, deformation capacity such as flexural ductility and shear stiffness should be simultaneously improved. In addition, the seismic reinforcement part has durability and must continuously maintain the seismic performance until the service life of the building.

In general, the most commonly used system for improving the seismic performance of low and medium reinforced concrete buildings or steel reinforced concrete buildings is a brace system. The brace system is a structural system used to secure rigidity in the transverse direction in steel structures, and an increasing number of cases have been applied to steel reinforced concrete or steel reinforced concrete buildings.

1 is a front view of a steel structure having a brace according to the prior art, Figure 2 is a front view showing a state in which the steel structure is displaced according to the horizontal load applied to the steel structure shown in FIG.

Referring to Figure 1, the brace frame (1) method is to install the brace (4) in the X shape in the steel structure consisting of the column (2) and the beam (3). In addition, the portion where the brace 4 is in contact with the pillar 2 and the beam 3 is provided with a gusset plate 5 to reinforce the brace 4.

When a horizontal load such as an earthquake or wind is applied to the brace frame 1, the brace 4 resists in the axial direction, and the lateral rigidity of the brace frame 1 is large because the axial rigidity of the brace 4 is large. Will increase. Therefore, it is possible to realize a stable steel frame structure in which the deformation in the lateral direction with respect to the lateral load is small.

However, as shown in FIG. 2, when a large earthquake occurs and a force greater than the buckling load of the brace 4 acts in the horizontal direction, the brace 4b installed in the direction of the force can withstand a maximum load under tension. The other brace 4a subjected to the compressive force has a sharp decrease in the internal strength due to the compression buckling, so that the brace frame 1 has an unstable structure.

In addition, since the load due to the earthquake repeatedly acts in the left and right directions by the steel frame structure, the horizontal load repeatedly acts in the opposite direction to the horizontal load shown in FIG. 2. At this time, the tensioned brace 4b is subjected to a compressive force again, and the tensioned brace 4b causes compression buckling.

Therefore, when the brace system is applied to reinforced concrete or steel reinforced concrete buildings, the cross section becomes very large because the cross section is determined by the compressive buckling strength of the brace when the member is designed for the lateral force that the system bears. Increasing costs, increasing construction costs, and reducing the mining ratio are some of the problems.

As another method, seismic reinforcement methods using hydraulic dampers, viscoelastic dampers, hysteretic steel dampers, etc. may be used.

Among the existing technologies, the seismic reinforcement method using the hydraulic damper is a technology mainly used in Japan, where earthquakes occur frequently throughout the country, and the design is relatively improved so that the external environment is not rough, and the seismic reinforcement performance is excellent. In the case of non-operation, the inherent period and lateral displacement are more likely to be expected than the brace system, and the damper may behave only in the elastic state in the stationary zone as in Korea, and it may be difficult to expect the behavior due to tolerance in a small displacement zone. It is applied to large high-rise buildings, and it can be said to be a system that is difficult to apply to low and medium floors.

Moreover, since damper reliability is the most important factor, many experiments are required and because it is very expensive, the application to most mid- and low-rise buildings is not necessary to be excessively reinforced in view of the domestic realities with suspended regions and low seismic frequency. have.

In addition, the seismic reinforcement method using the carbon-based hysteresis type steel damper can be said to be inexpensive and construction cost. However, the design of the damper and the phase of the building are the same, so much caution is required when designing it compared to the viscoelastic damper or oil damper. In the case of seismic reinforcement buildings using this, the use of windows and entrances is limited to inconvenience, and the exterior of the product is rough, which not only impairs the aesthetics of the building, but also causes emotional anxiety and seismic resistance of RC buildings with less deformation than steel structures. Reinforcement has a problem (tolerance problem) that is difficult to apply.

Therefore, in the present invention, the steel brace of the existing seismic reinforcing system is determined by the compression buckling, the cross-sectional design is determined, the problem of economics caused by the increase in the size of the member, the appearance of the building (especially mining), and high tolerance because it is a low-rise building The main task is to solve the economic problems of seismic reinforcement by expensive dampers.

Another object of the present invention is to install an additional steel material inside the brace, the steel material is integrated with the ultra-high strength slurry that is filled in the brace, as well as the magnetic charge that can improve the vibration damping performance of the brace by restraining the link at both ends of the brace To provide an ultra-high strength slurry-filled seismic reinforcement brace and a seismic reinforcement system for buildings using the same.

The present invention relates to a self-filling ultra-high strength slurry-filled seismic reinforcement brace in order to solve the above problems, in the brace connected to the gusset plate mounted to the frame installed on the pillar and beam of the building, the base portion, A connection bar extending from one end of the base part and formed with a fastening hole corresponding to the through hole formed in the gusset plate so as to be connected to the gasset plate through a pin, and a fastening part extending in a cylindrical shape and threaded from the other end of the base part. A first link and a second link; A cap having a thread formed such that the other end of each link is screwed; And steel pipes each of which has a thread formed at one end and the other end thereof so that the cap is screwed to one end and the other end, wherein the steel pipe is mounted with either one of the first or second links to the gasset plate. Rotating in one direction causes the cap coupled to each end of the steel pipe to move forward or backward with respect to the steel pipe so that the thread at each end of the steel pipe is aligned so that the fastening hole of the other one of the first or second links and the through hole of the gusset plate are aligned. The cap is formed in a direction opposite to each other and the cap has a thread corresponding to the direction of the thread formed on each end of the steel pipe, the side of the steel pipe is formed with a hole for injecting a slurry adjacent to the first link, The inner circumference of the steel pipe is applied at predetermined intervals to integrate the slurry injected into the steel pipe through the hole. And de bolt is pressed against, the second through the air holes to the base part can be a steel pipe of the internal air exhaust hole when the slurry is injected into the link are formed.

In another aspect, the present invention, in the brace connected to the frame mounted on the pillars and beams of the building, the base portion, the gusset plate so as to extend from one end of the base portion and can be connected through the pin to the gusset plate A first link and a second link including a connecting bar having a fastening hole corresponding to a through hole formed in the fastening part, and a fastening part extending in a cylindrical shape from the other end of the base part and having a thread; And a steel pipe having threads formed at one end and the other end thereof so that the first and second links can be screwed to one end and the other end, and mounting any one of the first and second links to the gasset plate. In one state, when the steel pipe is rotated in one direction, the first and second links coupled to each end of the steel pipe with respect to the steel pipe move forward or backward to penetrate the other fastening hole of the first or second link and the gusset plate. Threads at each end of the steel pipe are formed in opposite directions so that the balls are aligned, and the first and second links have threads corresponding to the direction of the thread formed at each end of the steel pipe, and the first link at the side of the steel pipe. A hole for injecting the slurry is formed adjacent to the inner periphery of the steel pipe, and the slurry injected into the steel pipe through the hole is integrated. The stud bolts are press-contacted at predetermined intervals so as to be formed, and the base portion of the second link may have a through-hole formed therein so that air in the steel pipe can be discharged when the slurry is injected into the hole.

In this case, an insertion hole corresponding to the air hole of the second link is formed in the base portion of the first link, and a thread is formed in the inner circumference of the air hole and the insertion hole, and a cylindrical connecting tube is connected to the connection hole. And a link connecting bar having a slidable diameter with respect to the tube and having a screw thread formed at one end thereof, the link connecting bar including a first fastening tube and a second fastening tube, one end of the first fastening tube being screwed into the air hole, One end of the second fastening pipe is screwed into the insertion hole in a closed state, and the link connecting bar creates an air passage between the inside of the steel pipe and the air hole, and a slurry is injected so that each link is connected to the slurry. A plurality of through holes may be formed so as to be integrated with the plurality of through holes.

Alternatively, a cylindrical connection tube is formed in the base portion of the first link corresponding to the air hole of the second link, is inserted slidably into the air hole and the insertion hole, and a thread is formed at both ends thereof. And a link connecting bar configured to be fastened to each end of the connector in a state in which each end of the connector is inserted into the air hole and the insertion hole, the fastening nut restricting the slide movement of the connector with respect to the air hole and the insertion hole. The connection pipe is closed toward the insertion hole, and the link connection bar creates an air passage between the inside of the steel pipe and the air hole, and a slurry is injected so that each link can be integrated with the slurry. Two through holes may be formed.

Here, it is preferable that the slurry filled inside the steel pipe has a compressive strength of 110 MPa or more, a bending strength of 10 MPa or more, and a shrinkage strain of 0.1% or less.

The slurry is 180 to 300 parts by weight of cement, 150 to 250 parts by weight of blast furnace slag, 30 to 100 parts by weight of silica fume, 400 to 600 parts by weight of silica sand, 5 to 15 parts by weight of a high performance water reducing agent, and an antifoaming agent of 0.1. It consists of -5.0 weight part, 0.1-5.0 weight part of short fibers, and 60-120 weight part of water.

On the other hand, the earthquake-resistant reinforcement system of the building using a self-filling ultra-high strength slurry-filled seismic reinforcement brace according to the present invention for achieving the above object, the step of mounting a gusset plate in the frame installed on the pillars and beams of the building; Screw-mounting the first link and the second link to respective ends of the steel pipes having opposite threads formed thereon; The second link having an air hole is disposed at a relatively high position with respect to the first link, and the steel pipe is rotated while any one of the first and second links is mounted on the gasset plate. Aligning the fastening hole of the other one of the second links with the through hole of the gusset plate; Inserting and inserting a pin into the aligned fastening hole and the through hole; Injecting a slurry having a compressive strength of 110 MPa or more, a bending strength of 10 MPa or more, and a shrinkage strain of 0.1% or less through a hole for indentation through a hole formed in the steel pipe; And checking that the ultra-high strength slurry exits the air hole and stops the injection of the slurry.

Or the present invention, the step of mounting the gusset plate in the frame installed on the pillars and beams of the building; Screwing caps to respective ends of steel pipes having opposite threads formed thereon; Screwing and mounting a first link and a second link to the cap, respectively; The second link having an air hole is disposed at a relatively high position with respect to the first link, and the steel pipe is rotated while any one of the first and second links is mounted on the gasset plate. Aligning the fastening hole of the other one of the second links with the through hole of the gusset plate; Inserting and inserting a pin into the aligned fastening hole and the through hole; Injecting a slurry having a compressive strength of 110 MPa or more, a bending strength of 10 MPa or more, and a shrinkage strain of 0.1% or less through a hole for indentation through a hole formed in the steel pipe; And confirming that the ultra-high strength slurry exits the air hole and stops the injection of the slurry.

In this case, in the step of mounting the first link and the second link, a cylindrical connecting tube formed with a plurality of through holes, a diameter is slidable with respect to the connecting tube and a thread is formed at one end and a plurality of through holes are formed. Inserting the first fastening pipe and the second fastening pipe into the steel pipe to screw one end of the first fastening pipe into the air hole of the second link, and the first end of the second fastening pipe in a closed state. Can be screwed into the insertion hole formed in the link.

Or, in the step of mounting the first link and the second link, the air hole formed in the second link and the insertion hole formed in the first link slidably inserted, both ends of the thread is formed and a plurality of through holes formed Inserting a cylindrical connecting tube into the air hole and the insertion hole and fastening the fastening nut to one end of the connecting pipe, and after the alignment step, by fastening the fastening nut to the other end of the connecting pipe to the first and second links It may also limit the movement of the connector relative to.

According to the self-filling ultra-high strength slurry-filled seismic reinforcing brace according to the present invention and the seismic reinforcing system of a building using the same, it is possible to minimize the damage of the exterior of the building by reducing the size of the member and to eliminate unnecessary facilities such as dampers. It can shorten, of course, there is an advantage that can solve the economic problems caused by over-construction.

In addition, according to the present invention, the steel is additionally installed inside the brace, the steel is integrated with the ultra-high strength slurry that is filled in the brace, and by restraining the links at both ends of the brace can improve the vibration damping performance of the brace to stabilize the building There is an effect that can contribute to.

1 is a front view of the brace and the steel frame according to the prior art,
2 is a front view showing a state in which the steel structure is displaced according to the horizontal load applied to the steel structure shown in Figure 1,
Figure 3 is a perspective view showing the configuration of a self-filling ultra-high strength slurry filled seismic reinforcement brace according to a first embodiment of the present invention,
4 is a cross-sectional view taken along line AA ′ of FIG. 3;
5 is an exploded perspective view of the brace shown in FIG. 3;
6 is a view showing a state in which the brace according to the first embodiment is fastened to the frame,
7 is a view showing the change in brace length according to the steel pipe rotation,
8 is a flowchart illustrating a seismic reinforcing system of a building using a self-filling type ultra high strength slurry-filled seismic reinforcing brace according to a first embodiment;
9 is a cross-sectional view showing the configuration of a self-filling ultra-high strength slurry-filled seismic reinforcing brace according to a second embodiment of the present invention;
10 is a cross-sectional view showing the configuration of a self-filling ultra-high strength slurry-filled seismic reinforcing brace according to a third embodiment of the present invention;
11 is an exploded perspective view showing the configuration of a self-filling ultra-high strength slurry filled seismic reinforcing brace according to a third embodiment.

Hereinafter, the present invention will be described in more detail with reference to the accompanying drawings and examples.

First Embodiment

3 is a perspective view showing the configuration of a self-filling ultra-high strength slurry-filled seismic reinforcing brace according to a first embodiment of the present invention, FIG. 4 is a cross-sectional view taken along line AA ′ of FIG. 3, and FIG. An exploded perspective view of the brace shown in FIG. 3. And Figure 6 is a view showing a state in which the brace according to the first embodiment is fastened to the frame, Figure 7 is a view showing the change in the length of the brace according to the steel pipe rotation, Figure 8 is a self-charging according to the first embodiment A flowchart showing the seismic reinforcement system of a building using a type ultra high strength slurry filled seismic reinforcement brace.

As shown, the brace 100 according to the first embodiment of the present invention is connected to the gusset plate 13 mounted on the frame 12 installed on the pillar 10 and the beam 11 of the building. The through-hole 14 is formed in the gusset plate 13 so as to be connected to the brace 100 and the pin 15.

The brace 100 includes a first link 20, a second link 30, a cap 40, and a steel pipe 50, and the steel pipe 50 is filled with a slurry 60.

In more detail, the first link 20 and the second link 30 extend from the base portions 21 and 31 and one end of the base portions 21 and 31 and pin the gusset plate 13. Connection bars 23 and 33 having fastening holes 23a and 33a formed to correspond to the through-holes 14 of the gusset plate 13 so as to be connected through the 15, and the base parts 21 and 31. It consists of fastening portions 25 and 35 extending in a cylindrical shape and threaded at the other end of the. In this embodiment, the thread is formed on the outer periphery of the fastening portions 25 and 35 of the fastening portions 25 and 35 of the first link 20 and the second link 30.

In addition, a penetrating air hole 31a is formed in the base 31 of the second link 30. In this case, although the air hole may be formed in the first link 20, the air hole formed in the first link 20 should be closed to prevent leakage during the injection of the slurry 60. The presence of holes is not important.

In addition, the air hole 31a is illustrated as being provided in the center of the base portion 31, but in order to minimize the empty space in which the slurry 60 is not filled in the steel pipe 50, one side of the base portion 31 is provided. The air hole 31a may be provided at a point as high as possible in the height direction when the brace 100 is installed.

Cap 40 is threaded to the other end of the link (20, 30), that is, screwed to the fastening portion (25, 35). In this embodiment, since the thread is formed on the outer periphery of the first link 20 and the second link 30, the cap 40 is formed on the inner periphery.

The steel pipe 50 is threaded at one end and the other end so that the cap 40 may be screwed to one end and the other end. At this time, the thread of the steel pipe 50 is formed in opposite directions at one end and the other end. Therefore, the thread of the cap 40 mounted on one end and the other end of the steel pipe 50 is also formed correspondingly, so the cap 40 is provided in two types according to the direction of the thread. This is because when the steel pipe 50 is rotated in one direction while one of the first or second links 20 and 30 is mounted on the gusset plate 13 and the other is not supported to rotate, the steel pipe 50 Cap 40 coupled to each end of the steel pipe 50 is forward (see FIG. 6 (b)) or backward (see (a) of FIG. 6) so that the first or second link 20, This is to align the through holes 14 of the other fastening holes 23a and 33a and the gusset plate 13 of 30.

However, since the first and second links 20 and 30 screwed to the cap 40 have threads in the same direction, the threads of the cap 40 are formed by the first and second links 20 and 30. It is preferable to be divided into a form in which only the same thread as the thread is formed, and a thread having the same shape as the thread of the first and second links 20 and 30 and a thread formed in the opposite direction at one end and the other end, respectively. .

And the hole 51 for the injection of the slurry 60 is formed on the side of the steel pipe (50). In addition, at the inner circumference of the steel pipe 50, the stud bolts 53 are press-contacted at predetermined intervals so as to integrate the slurry 60 injected into the steel pipe 50 through the hole 51 with the steel pipe 50. . These stud bolts 53 may be used by joining any one that can be integrated, such as a chamber having protrusions, a deformed steel bar, and a light steel.

As such, it is one of the main features of the present invention that the slurry, particularly the ultra-high strength slurry 60, is filled inside the steel pipe 50. If a conventional brace 100 such as an H beam is used, the strength of the member is determined by buckling by compression force, so that the size of the member is large and efficient cross-sectional design is very difficult. However, when filling the ultra-high strength slurry 60, the local buckling directions of the steel are all out-of-plane, so the limiting equipment can be increased 1.5 times or more, and the ultra-high strength slurry 60 bears the compressive force. One member can satisfy the target performance.

The ultra high strength slurry 60 used in the present invention is characterized by having a compressive strength of 100 MPa or more, a bending strength of 10 MPa or more, a shrinkage strain of 0.1% or less, and an adhesion strength of 1.0 MPa or more.

In general, the ratio of the hollow area to the cross-sectional area of the steel pipe 50 that can be used as a conventional brace 100 has a value of 1: 5 to 1: 6. Therefore, when the ultra-high strength slurry 60 to be filled has a compressive strength of 1/5 or more of the steel pipe 50, that is, 100 MPa or more, the compressive strength performance may be expressed only by the ultra-high strength slurry 60 to be filled. . In addition, the stuffing material may have a form of slurry 60 because a sufficient amount of defects may occur if the filling material is not sufficiently and tightly filled at the time of indentation or filling, and the construction may not be possible when coarse aggregate is used.

On the other hand, if the length shrinkage change rate of the indented or filled slurry 60 is large, it is not possible to secure the integrity with the steel, the shrinkage change rate is preferably 0.10% (0.0015㎛) or less, and the rapid and repeated compression Since the steel and the filling ultra-high strength slurry 60 is burdened, high bending strength is required in order to facilitate crack control and shear strength transfer, and preferably 10 MPa or more.

The ultra high strength slurry 60 is prepared by mixing cement, blast furnace slag, silica fume, silica sand, high performance water reducing agent, antifoaming agent, short fiber and water. The mixed material may be generally used in the art without any particular limitation with respect to the type, but preferably, one type of Portland cement, blast furnace cement, or pozzolan cement is used for cement, and one type (4000 for blast furnace slag). Grade), class 2 (6000 class), class 3 (8000) class. In the case of silica fume, it is more effective to use a powder of 100,000 ~ 300,000 ㎠ / g.

In the case of silica sand, it is preferable to use a thing having a surface density of 2.5 g / cm 2 or more, an absorption rate of 3% or less, and a particle diameter of 5 mm or less, as specified in KS F 2526. The high-performance water reducing agent uses a polycarboxylic acid-based water reducing agent and a nattalene-based and melamine-based water reducing agent, and may be used alone or mixed in a proportion. In the case of an antifoaming agent, an emulsion antifoaming agent or a silicone antifoaming agent is used, and in the case of short fibers, PVA (polyvinyl alcohol), PP (polypropylene), PE (polyethylene), nylon, etc. are used. Use it.

The physical properties of the mixed material are not necessarily limited to the above, and those skilled in the art can of course design and change the properties according to the gist of the present invention.

The mixed material for producing the ultra-high strength slurry is 180 to 300 parts by weight of cement, 150 to 250 parts by weight of blast furnace slag, 30 to 100 parts by weight of silica fume, 400 to 600 parts by weight of silica sand, and 5 to 15 weights of a high performance water reducing agent. It produces by mixing a part, 0.1-5.0 weight part of antifoamers, 0.1-5.0 weight part of short fibers, and 60-120 weight part of water.

When the content of cement is less than 180 parts by weight, it causes material separation, and the compressive strength and the flexural strength are significantly reduced. In addition, when the content of cement exceeds 300 parts by weight, the fluidity is lowered, the shrinkage rate is very large, there is a problem that does not exhibit the desired physical properties.

When the content of blast furnace slag is less than 150 parts by weight, the fluidity is low, and when it exceeds 250 parts by weight, the early strength in the initial hydration reaction is lowered.

In the case of silica fume using less than 30 parts by weight, the compressive strength, the bending strength is lowered, and if it exceeds 100 parts by weight, the physical properties of the entire mixture is very hard, not only difficult to install, but also accompanied by a problem that the manufacturing cost increases.

If the amount of silica sand is less than 400 parts by weight, the shrinkage of the final mixture is increased, so that the seismic effect is not as high as desired, and when the amount of the silica sand is added in excess of 600 parts by weight, fluidity, compressive strength, and bending strength are significantly lowered. Is generated.

In the case of a high-performance water reducing agent, less than 5 parts by weight of the fluidity is lowered, when more than 15 parts by weight separation of the mixture occurs.

In the case of an antifoaming agent used as a functional additive, when less than 0.1 part by weight is added, a large amount of bubbles are generated, resulting in a problem of a lighter unit weight.

In the case of short fibers, less than 0.1 parts by weight of the material causes shrinkage of the material, which makes it difficult to control cracking, and when it exceeds 5.0 parts by weight, fiber agglomeration occurs, resulting in poor surface finish.

In the case of water, when less than 60 parts by weight of fluidity is worsened, when more than 120 parts by weight there is a problem that the material is separated.

Hereinafter, the ultra-high strength slurry was prepared by varying the components of the above-described mixed materials, and the physical properties thereof were compared.

Example 1

230 parts by weight of cement (one type Portland), 200 parts by weight of blast furnace slag (4000 grade), 60 parts by weight of silica fume (H company), 500 parts by weight of silica sand (S company No. 3), and a high performance water reducing agent (I company DS) 3557) A mixture of 9 parts by weight, 2.0 parts by weight of an antifoaming agent (I company powder), 1.0 parts by weight of short fibers (3 mm of nylon), and 95 parts by weight of water were prepared to prepare an ultrahigh strength slurry, and then allowed to stand at room temperature for 28 days. Flowability, compressive strength, flexural strength and flexural strength of KS L 5111 (cement test flow table), KS F 2426 (compressive strength test method), KS F 2408 (concrete bending test method), KS F 2424 (length change test method) The change in length was tested and the results are shown in [Table 1]. It was determined that the fluidity was 260 mm or more, the compressive strength was 110 MPa or more, the bending strength was 10 MPa or more, and the length change rate was 0.1% or less, and the non-compliance was determined when none of the above conditions were satisfied.

[Example 2]

250 parts by weight of cement (one type Portland), 175 parts by weight of blast furnace slag (4000 grade), and the remainder of the ingredients were added in the same amount as in Example 1 to prepare an ultra-high strength slurry, and then the same physical properties as in the same test method. Was measured and the results are shown in [Table 1].

Comparative Example 1

170 parts by weight of cement (one type Portland) was added, and the rest of the ingredients were added in the same amount as in Example 1 to prepare an ultrahigh strength slurry. 1].

Comparative Example 2

265 parts by weight of blast furnace slag (4000 grade) was added, and the rest of the ingredients were added in the same amount as in Example 1 to prepare a super-high strength slurry, and then the same test method was used to measure the change in the same physical properties. 1].

Comparative Example 3

350 parts by weight of cement (one type Portland) was added, and the rest of the ingredients were added in the same amount as in Example 1 to prepare an ultra-high strength slurry. 1].

[Comparative Example 4]

140 parts by weight of blast furnace slag (4000 grade) was added, and the rest of the ingredients were added in the same amount as in Example 1 to prepare ultra-high strength slurry, and then the same test method was used to measure the change in physical properties and the results [Table 1].

Example 1 Example 2 Comparative Example 1 Comparative Example 2 Comparative Example 3 Comparative Example 4 liquidity 266.5 mm 259.3 mm 276.3 mm 263.7 mm 221.1 mm 243.5 mm Compressive strength 115.4 MPa 120.2 MPa 96.3 MPa 108.5 MPa 112.7 MPa 109.8 MPa Flexural strength 11.5 MPa 11.3 MPa 8.1 MPa 9.7 MPa 10.6 MPa 9.9 MPa Change of length 0.08% 0.07% 0.11% 0.10% 0.09% 0.08% Overall assessment fitness fitness incongruity incongruity incongruity incongruity

As can be seen from the table, in Examples 1 and 2, the ultra-high strength slurry satisfies the reference values in all of fluidity, compressive strength, flexural strength, and length change rate, but in Comparative Example 1, the compressive strength, flexural strength, and length change rate were not met. In Comparative Example 2, the compressive strength and the flexural strength were lower than the reference value. In Comparative Example 3, the fluidity was lower than the reference value. In Comparative Example 4, the fluidity, the compressive strength, and the flexural strength were lower than the reference value. Therefore, it was confirmed that the use of the ultra high strength slurry according to Examples 1 and 2 is more suitable for the seismic design. And this is consistent with the effect according to the content of the above-described cement, blast furnace slag.

The brace system according to the first embodiment as described above will be described with reference to FIG. 8.

First, a frame 12 is installed on the pillars 10 and the beams of the building, and a gusset plate 13 is mounted on the frame 12. At this time, the through-hole 14 corresponding to the fastening holes 23a and 33a of the first link 20 and the second link 30 is formed in the gusset plate 13 (step S10).

After the brace 100 is produced. That is, the caps 40 are screwed to each end of the steel pipe 50, the threads of which are formed opposite to each other (step S20). The first link 20 and the second link 30 are screw-mounted to the cap 40, respectively (step S30).

In addition, the second link 30 having the air hole 31a is disposed at a relatively high position with respect to the first link 20, and either one of the first and second links 20 and 30 is connected to the gasset plate. (13) is attached via a pin (15). In this case, when one of the first and second links 20 and 30 is mounted to the gusset plate 13, the fastening hole formed in the other link is the through hole 14 of the gusset plate 13 at a position corresponding thereto. ) May be aligned with each other.

However, if an error occurs in the distance between the gusset plate 13 because the dimension of the site building is not constant, the fastening hole formed in the other link is not aligned with the through hole 14 of the gusset plate 13 and the pin is not aligned. Insertion of (15) is impossible. In order to solve this problem, threads are formed at opposite ends of the steel pipe 50 in this embodiment. Accordingly, when the steel pipe 50 is rotated, the cap 40 moves forward or backward toward the steel pipe 50 so that the fastening hole formed in the other link is aligned with the through hole 14 of the gusset plate 13 ( Step S40).

The pin 15 is inserted into and fastened to the fastening holes and the through holes 14 thus aligned (step S50).

In this state, the ultra-high strength slurry 60 having fluidity of 260 mm or more, compressive strength of 110 MPa or more, bending strength of 10 MPa or more, and shrinkage strain of 0.1% or less through the hole 51 formed in the steel pipe 50. Inject through a press-fit pump. In this case, since the second link 30 having the air hole 31a is disposed at a relatively high position with respect to the first link 20, the slurry 60 injected through the hole 51 is a steel pipe 50. While filling the inside of the air is discharged through the air hole (31a). The hole 51 may be formed at any position as long as the side surface of the steel pipe 50, but is preferably formed at a position adjacent to the first link 20 for smooth discharge of air when the slurry 60 is injected. (Step S60).

In addition, when the ultra-high strength slurry 60 exits the air hole 31a, the inside of the steel pipe 50 is filled with the slurry 60, thereby stopping the injection of the slurry 60. In addition, the injection hose of the press-fit pump connected to the hole 51 is removed from the hole 51 and the hole 51 is closed to prevent the slurry 60 from being discharged into the hole 51. . At this time, foreign matter may also flow into the air hole 31a, so it is preferable to close it (step S70).

The brace in this state of construction is shown in FIG. 6.

That is, Figure 6 (a) shows an embodiment in which the earthquake-resistant reinforcement brace of the present invention is attached to the building outer wall. The frame 12 is installed inside the space consisting of the pillars 10 and the beams 11, and the gusset plate 13 is attached to the upper edge and the lower center of the frame 12.

In this state, the brace 100 according to the present invention is installed, and the ultra high strength slurry 60 is injected. Of course, although the brace 100 may be installed in the gusset plate 13 after the ultra-high strength slurry 60 is pre-injected, the length of the brace 100 may be changed according to the convenience of construction and the dimensional error by reducing the weight of the brace 100. Because of the necessity, it is desirable to inject the slurry 60 after mounting at least one of the links of the brace 100 to the gusset plate 13 and aligning the position of the gusset plate 13 relative to the other link.

In addition, Figure 6 (b) shows another embodiment in which the earthquake-resistant reinforcement brace of the present invention is attached to the building outer wall. The gusset plate 13 for attaching the brace 100 to the wall is installed at the upper and lower edges and the lower center of the frame 12, one end of each brace 100 is mounted on the gusset plate 13 and the other end Is mounted on the connecting plate 16.

When the brace 100 is installed using the connection plate 16 as described above, the number of the braces 100 increases, but the appearance of the building, in particular, the glass window may be obscured to minimize the phenomenon of obstructing the view.

Second Embodiment

Next, a second embodiment of a self-filling type ultra high strength slurry-filled seismic reinforcing brace according to the present invention and a seismic reinforcing system for a building using the same will be described. In the present embodiment, the same reference numerals are used for the components corresponding to the first embodiment.

9 is a cross-sectional view showing the configuration of a self-filling ultra-high strength slurry filled seismic reinforcing brace according to a second embodiment of the present invention.

As shown, in this embodiment, the cap 40 is not used, and the first and second links 20 and 30 are directly connected to both ends of the steel pipe 50. In this embodiment, since both ends of the steel pipe 50 are formed with opposite threads in the first embodiment, the threads formed in the fastening portions 25 and 35 of the first and second links 20 and 30 are They are formed in opposite directions. Accordingly, as in the first embodiment, when the steel pipe 50 is rotated in one direction, the first and second links 20 and 30 may increase or decrease the entire length of the brace 100 while moving forward or backward.

And although the thread in the steel pipe 50 and the first and second links (20, 30) can be formed anywhere on the outer or inner circumference, in this embodiment the inner circumference of the steel pipe 50, and the first and second links The thread is formed in the outer periphery of (20, 30).

Since other configurations and operations are the same as in the first embodiment, detailed description thereof will be omitted.

Third Embodiment

Next, a third embodiment of a self-filling type ultra high strength slurry filled seismic reinforcing brace according to the present invention and a seismic reinforcing system for a building using the same will be described. In the present embodiment, the same reference numerals are used for the components corresponding to the first embodiment.

10 is a cross-sectional view showing the configuration of a self-filling type ultra high strength slurry filled seismic reinforcing brace according to a third embodiment of the present invention, Figure 11 is a self-filling type ultra high strength slurry filled seismic reinforcing brace according to a third embodiment of the present invention It is an exploded perspective view which shows a structure.

As shown, in this embodiment, the link connecting bar 70 for connecting between the first link 20 and the second link 30 in the steel pipe 50 is further provided. The link connecting bar 70 is configured to allow the ultra-high strength slurry 60 and each link to be integrated without blocking a passage to the air hole 31a.

To this end, an insertion hole 21a corresponding to the air hole 31a of the second link 30 is formed in the base portion 21 of the first link 20, and the air hole 31a and the insertion hole are formed. A thread is formed on the inner circumference of 21a. The link connecting bar 70 has a cylindrical connecting tube 71, a diameter slidable with respect to the connecting tube 71, and a first fastening tube 73 and a second fastening tube having threads formed at one end thereof. And a plurality of through holes 77 formed in the connection pipe 71, the first fastening pipe 73, and the second fastening pipe 75 for injecting the air passage and the slurry 60. do.

Here, the diameter of the connecting pipe 71 and the first fastening pipe 73 and the second fastening pipe 75 of the link connecting bar 70 is configured differently, which is the first fastening pipe with respect to the connecting pipe 71 Both ends of the air hole 31a and the insertion hole 21a when the 73 and the second fastening pipe 75 are slidably moved to increase or decrease the overall length of the brace 100 through the rotation of the steel pipe 50. This is to ensure that each of the link connection bar 70 is not limited to this. In other words, when the steel pipe 50 is rotated to increase the overall length of the brace 100, the first fastening pipe 73 and the second fastening pipe 75 slide in a direction away from the connecting pipe 71. On the contrary, when the steel pipe 50 is rotated to reduce the overall length of the brace 100, the first fastening pipe 73 and the second fastening pipe 75 slide in the direction of entering the connection pipe 71. Is moved.

At this time, the magnitude of the diameter between the connecting pipe 71 and the first and second fastening pipes (73, 75) is not important, and in this embodiment, the diameter of the connecting pipe (71) is the first and second fastening pipe (73, It is illustrated that the configuration is relatively larger than 75).

Through this configuration, the length of the brace 100 may be adjusted through the rotation of the steel pipe 50, but each link 20 and 30 may be integrated with the slurry 60 by the link connecting bar 70. And since the steel pipe 50 is buried in the slurry 60 by the stud bolt 53 and each link 20, 30 by the first and second fastening pipe 75, between the links Since the tensile force acting is distributed to the slurry 60 through the steel pipe 50 and the connection pipe 71, it is possible to exhibit more improved tensile performance.

Since other configurations and operations are the same as in the first embodiment, detailed description thereof will be omitted.

Fourth Embodiment

Next, a fourth embodiment of a self-filling type ultra high strength slurry filled seismic reinforcing brace according to the present invention and a seismic reinforcing system for a building using the same will be described. In the present embodiment, the same reference numerals are used for the components corresponding to the first and third embodiments.

12 is a cross-sectional view showing the configuration of a self-filling ultra-high strength slurry-filled seismic reinforcing brace according to a fourth embodiment of the present invention, and FIG. 13 is a cross-sectional view for explaining a fastening time of the fastening nut.

As shown, in this embodiment, as in the third embodiment, the link connecting bar 70 is provided. By the way, in the present embodiment, the link connecting bar 70 is slidably inserted into the air hole 31a and the insertion hole 21a, and has a cylindrical connecting tube 71 formed with threads at both ends thereof, and the connecting tube. Each end of the 71 is filled in each end of the connecting pipe 71 in a state where the respective ends of the connecting hole 71 are inserted into the air hole 31a and the insertion hole 21a. It differs from the third embodiment in that it consists of a fastening nut 79 which restricts the slide movement of 71).

In this case, the connection pipe 71 is closed toward the insertion hole 21a, and the link connection bar 70 creates an air passage between the inside of the steel pipe 50 and the air hole 31a and also has a very high strength. A plurality of through holes 77 are formed so that the slurry 60 is injected so that each of the links 20 and 30 can be integrated with the slurry 60.

Since two fastening nuts 79 are mounted at both ends of the connection pipe 71, two fastening nuts 79 are provided. In this case, one of the fastening nuts 79 is not fastened until the length of the brace 100 is increased by rotating the steel pipe 50. In this case, the non-fastening means that the fastening nut 79 is not fastened to the position where the fastening nut 79 restricts the movement of the connection pipe 71, and only the state where the fastening nut 79 is not screwed to the connection pipe 71. It is not.

Through such a configuration, the length of the brace 100 may be adjusted through the rotation of the steel pipe 50, but the fastening nut 79 may be fastened after the length adjustment to limit the movement of the connection pipe 71. Therefore, the connection tube 71 is solidified by injecting the slurry 60 into the through hole 77 formed in the connection tube 71 in a state in which the links 20 and 30 are connected to each other. In addition to the integration between the links 20 and 30, as well as the tensile force acting between each link (20, 30) is received in the connection pipe 71 together with the steel pipe 50 and the slurry 60, the improved tension Performance can be exhibited.

Since other configurations and operations are the same as in the first embodiment, detailed description thereof will be omitted.

The rights of the present invention are not limited to the embodiments described above, but are defined by the claims, and those skilled in the art can make various modifications and adaptations within the scope of the claims. It is self-evident.

10: pillar 11: beam
12 frame 13: gusset plate
15 pin 16: connection plate
20: first link 30: second link
40: cap 50: steel pipe
60: slurry 70: link connecting bar

Claims (11)

In the brace 100 connected to the pillar 10 of the building and the gusset plate 13 mounted on the frame 12 installed on the beam 11,
Base portions 21 and 31 and through holes 14 formed in the gusset plate 13 so as to extend from one end of the base portions 21 and 31 and to be connected to the gusset plate 13 through pins 15. A first link (23, 33) formed with a coupling hole corresponding to the coupling hole; and a coupling portion (25, 35) extending in a cylindrical shape from the other end of the base portion (21, 31) and having a thread formed therein. 20 and second link 30;
A cap 40 having a thread formed such that the other end of each link is screwed;
And a steel pipe 50 having threads formed at one end and the other end thereof so that the cap 40 may be screwed to one end and the other end thereof.
When the steel pipe 50 is rotated in one direction while one of the first or second links 20 and 30 is mounted to the gasset plate 13, the steel pipe 50 may be rotated with respect to the steel pipe 50. The steel pipe 50 such that the cap 40 coupled to each end is moved forward or backward so that the fastening hole of the other one of the first or second links 20 and 30 and the through hole 14 of the gusset plate 13 are aligned. Threads at each end of the) are formed in opposite directions to each other and the cap 40 has a thread corresponding to the direction of the thread formed on each end of the steel pipe 50,
The side of the steel pipe 50 is formed with a hole 51 for injecting the slurry 60 adjacent to the first link 20, the hole 51 in the inner circumference of the steel pipe 50 In order to integrate the slurry 60 injected into the inside of the steel pipe 50 through the stud bolt 53 is pressed at a predetermined interval,
The base portion 31 of the second link 30 is formed with a through-hole air hole 31a so that the air in the steel pipe 50 is discharged when the slurry 60 is injected into the hole 51 Self-filling ultra-high strength slurry filled seismic reinforcement brace, characterized in that. In the brace 100 connected to the pillar 10 of the building and the gusset plate 13 mounted on the frame 12 installed on the beam 11,
Base portions 21 and 31 and through holes 14 formed in the gusset plate 13 so as to extend from one end of the base portions 21 and 31 and to be connected to the gusset plate 13 through pins 15. A first link (23, 33) formed with a coupling hole corresponding to the coupling hole; and a coupling portion (25, 35) extending in a cylindrical shape from the other end of the base portion (21, 31) and having a thread formed therein. 20 and second link 30;
And a steel pipe 50 having threads formed at one end and the other end thereof so that the first and second links 20 and 30 are screwed to one end and the other end, respectively.
When the steel pipe 50 is rotated in one direction while one of the first or second links 20 and 30 is mounted to the gasset plate 13, the steel pipe 50 may be rotated with respect to the steel pipe 50. The first and second links 20 and 30 coupled to each end move forward or backward so that the fastening hole of the other one of the first or second links 30 and the through hole 14 of the gusset plate 13 are aligned. Threads at each end of the steel pipe (50) so as to be opposite to each other and the first and second links (20, 30) has a thread corresponding to the direction of the thread formed on each end of the steel pipe (50),
The side of the steel pipe 50 is formed with a hole 51 for injecting the slurry 60 adjacent to the first link 20, the hole 51 in the inner circumference of the steel pipe 50 In order to integrate the slurry 60 injected into the inside of the steel pipe 50 through the stud bolt 53 is pressed at a predetermined interval,
The base portion 31 of the second link 30 is formed with a through-hole air hole 31a so that the air in the steel pipe 50 is discharged when the slurry 60 is injected into the hole 51 Self-filling ultra-high strength slurry filled seismic reinforcement brace, characterized in that. The method according to claim 1 or 2,
The insertion hole 21a corresponding to the air hole 31a of the second link 30 is formed in the base 21 of the first link 20.
A thread is formed at the inner circumference of the air hole 31a and the insertion hole 21a,
Link connecting bar including a cylindrical connecting tube 71 and a first fastening tube 73 and a second fastening tube 75 having a diameter slidable with respect to the connecting tube 71 and a thread formed at one end thereof ( 70),
One end of the first fastening tube 73 is screwed into the air hole 31a, and one end of the second fastening tube 75 is screwed into the insertion hole 21a in a closed state.
The link connecting bar 70 creates an air passage between the inside of the steel pipe 50 and the air hole 31a, and a slurry 60 is injected, so that each of the links 20 and 30 is connected to the slurry 60. Self-filling ultra-high strength slurry filled seismic reinforcement brace, characterized in that a plurality of through-holes (77) are formed to be integrated with. The method according to claim 1 or 2,
The insertion hole 21a corresponding to the air hole 31a of the second link 30 is formed in the base 21 of the first link 20.
Cylindrical connecting tube 71 is slidably inserted into the air hole 31a and the insertion hole 21a, and threaded ends are formed at both ends, and each end of the connecting tube 71 has an air hole 31a and an insertion hole. The fastening nut 79 is filled in each end of the connecting tube 71 in a state of being inserted into the connecting member 71 to restrict the slide movement of the connecting tube 71 with respect to the air hole 31a and the insertion hole 21a. Further comprising a link connecting bar 70,
The connecting pipe 71 is closed toward the insertion hole 21a,
The link connecting bar 70 creates an air passage between the inside of the steel pipe 50 and the air hole 31a, and a slurry 60 is injected, so that each of the links 20 and 30 is connected to the slurry 60. Self-filling ultra-high strength slurry filled seismic reinforcement brace, characterized in that a plurality of through-holes (77) are formed to be integrated with. The method according to claim 1 or 2,
The slurry 60 filled in the steel pipe 50 has a compressive strength of 110 MPa or more, a bending strength of 10 MPa or more, and a shrinkage strain of 0.1% or less. . The method of claim 5,
The slurry 60 is 180 to 300 parts by weight of cement, 150 to 250 parts by weight of blast furnace slag, 30 to 100 parts by weight of silica fume, 400 to 600 parts by weight of silica sand, 5 to 15 parts by weight of a high performance water reducing agent, and an antifoaming agent. A self-filling ultra-high strength slurry-filled seismic reinforcing brace comprising 0.1 to 5.0 parts by weight, 0.1 to 5.0 parts by weight of short fibers, and 60 to 120 parts by weight of water. Mounting a gusset plate on a frame installed on pillars and beams of a building;
Screw-mounting the first link and the second link to respective ends of the steel pipes having opposite threads formed thereon;
The second link having an air hole is disposed at a relatively high position with respect to the first link, and the steel pipe is rotated while any one of the first and second links is mounted on the gasset plate. Aligning the fastening hole of the other one of the second links with the through hole of the gusset plate;
Inserting and inserting a pin into the aligned fastening hole and the through hole;
Injecting a slurry having a compressive strength of 110 MPa or more, a bending strength of 10 MPa or more, and a shrinkage strain of 0.1% or less through a hole for indentation through a hole formed in the steel pipe; And
Confirming that the ultra-high strength slurry exits the air hole and stopping the injection of the slurry; Seismic reinforcement system of a building using a self-filling type ultra-high strength slurry filled seismic reinforcement brace, characterized in that it comprises a. Mounting a gusset plate on a frame installed on pillars and beams of a building;
Screwing caps to respective ends of steel pipes having opposite threads formed thereon;
Screwing and mounting a first link and a second link to the cap, respectively;
The second link having an air hole is disposed at a relatively high position with respect to the first link, and the steel pipe is rotated while any one of the first and second links is mounted on the gasset plate. Aligning the fastening hole of the other one of the second links with the through hole of the gusset plate;
Inserting and inserting a pin into the aligned fastening hole and the through hole;
Injecting a slurry having a compressive strength of 110 MPa or more, a bending strength of 10 MPa or more, and a shrinkage strain of 0.1% or less through a hole for indentation through a hole formed in the steel pipe; And
Confirming that the ultra-high strength slurry exits the air hole and stopping the injection of the slurry; Seismic reinforcement system of a building using a self-filling type ultra-high strength slurry filled seismic reinforcement brace, characterized in that it comprises a. The method according to claim 7 or 8,
In the step of mounting the first link and the second link, the first connection having a cylindrical connecting tube formed with a plurality of through holes, the diameter is slidable with respect to the connecting tube and a thread is formed at one end and a plurality of through holes are formed. Inserting a pipe and a second fastening pipe into the steel pipe to screw one end of the first fastening pipe into the air hole of the second link and to insert one end of the second fastening pipe in the closed state. A seismic reinforcement system for buildings using self-filling ultra-high strength slurry filled seismic reinforcement braces, which are screwed into a ball. The method according to claim 7 or 8,
In the step of mounting the first link and the second link, the cylinder is formed of a cylindrical shape is slidably inserted into the air hole formed in the second link and the insertion hole formed in the first link, the thread is formed at both ends and a plurality of through holes are formed. Insert a connector into the air hole and the insertion hole and fasten the fastening nut to one end of the connector,
After the alignment step, using a self-filling ultra-high strength slurry-filled seismic reinforcement brace, characterized in that the fastening nut is fastened to the other end of the connector to limit the movement of the connector with respect to the first and second links. Earthquake-resistant reinforcement system of building. The method according to claim 7 or 8,
The slurry is 180 to 300 parts by weight of cement, 150 to 250 parts by weight of blast furnace slag, 30 to 100 parts by weight of silica fume, 400 to 600 parts by weight of silica sand, 5 to 15 parts by weight of a high performance water reducing agent, and 0.1 to 5.0 weight of antifoaming agent. A seismic reinforcement system for a building using a self-filling ultra-high strength slurry-filled seismic reinforcing brace, which is composed of a part, 0.1 to 5.0 parts by weight of short fibers, and 60 to 120 parts by weight of water.

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