JP6392308B2 - Damping brace joint structure - Google Patents

Description

  The present invention relates to a joint structure for a vibration-damping brace attached to a steel frame of a building for vibration-damping reinforcement.

  For vibrations and vibrations of buildings due to earthquakes, etc., measures to absorb vibration energy using dampers and suppress vibrations are effective. When introducing a damper to a building, a gusset plate is provided at the crossing of the column of the steel frame, and the damper is connected in a brace form. The connection between the brace for vibration control and the gusset plate for connection is the key to the vibration control structure that suppresses the displacement of the main frame in the event of a large earthquake, so it is different from the normal structure for earthquake resistance. is necessary. Conventionally, the joining performed on the steel frame has been one of welding joining, joining with a high-strength bolt, and pin joining. (For example, refer nonpatent literature 1.) However, in welding joining, stress concentration is caused in the welding part of a gusset plate, and a gusset plate tends to fracture. Further, in joining with high-strength bolts, the joint coefficient relating to the vibration-damping brace is remarkably high, so that the number of necessary bolts increases and the required joint length becomes long, which causes a problem in construction. Further, in the pin joint, there is a possibility that the vibration energy received by the frame is not sufficiently transmitted to the vibration suppression brace.

  The characteristics required for joining a damping brace attached to a steel frame include a mechanical characteristic that allows a large damper force to be joined with a short joint length and does not cause stress concentration at the joint, and the opening of bolt holes. It has the convenience of construction that can be quickly joined without any repairs, and the joining technology that has been performed with conventional steel frames has not been able to satisfy the required characteristics. On the other hand, as a method of joining a material that is weak against local bearing pressure such as a CFRP strand or a PC steel rod or a shear force perpendicular to the axis, a portion to be joined is inserted into a sleeve tube, It has also been proposed to fill and bond a fixing material. When a resin adhesive is used as the fixing material, the construction is simple, but abrupt brittle pulling is likely to occur during monotonic tension loading. For this reason, by filling a specific hydrating and expansive material (for example, see Non-Patent Document 2), a high restraint expansion pressure is generated in the tube, and it can be firmly fixed in the tube, avoiding stress concentration. It has been reported that stranded wires can be joined (for example, see Non-Patent Document 3). It has also been reported that the same expansion material can be formed as a fixing material for connecting reinforcing bars in a sleeve tube to form a reinforcing bar joint (for example, see Non-Patent Document 4). Furthermore, it has also been proposed to fix an FRP (fiber reinforced resin) reinforcing rod that is filled with an expansion material or non-shrink grout into a sleeve tube and arranged as a brace in the sleeve tube (see, for example, Patent Document 1).

JP 2004-257011 A

Architectural Institute of Japan, Steel Structure Damping Structure Design Guidelines, Maruzen, pp. 41-57, 2014 "Study on fixing method of continuous fiber tendon with fixing expansion material", Japan Society of Civil Engineers, Vol. 44, no. 627, pp. 77-90, 1999 “Study on fixing mechanism of CFRP strands and PC steel strands by fixing expansion material”, Proceedings of Japan Society of Civil Engineers E2 (Materials / concrete structure), Vol. 70, no. 4, pp. 370-389, 2014 “Experimental Study on Reinforced Joints Using HEM”, Annual Report of Concrete Engineering, Vol. 22, no. 3, pp. 871-876,2001

  However, the use of expandable materials for joining is only known for applications such as joining of metal wires such as twisted wires or connecting of reinforcing bars, and other uses, especially vibration caused by large earthquakes, etc. There is no known measure for use in joining steel frames where a strong external force exceeding the design strength is applied. Since at least a joining means that satisfies the above-mentioned characteristics required for joining a vibration-damping brace attached to a steel frame has not been found, the present invention provides a vibration-damping brace joint structure that can satisfy the above-mentioned characteristics. Let it be an issue.

  As a result of studying to solve the above problems, the present inventor has identified the connection between the gusset plate provided at the corner where the steel frame column and the beam cross each other and the vibration brace with a specific joining material interposed therebetween. It was found that the above-described joint structure could solve all the above problems, and the present invention was completed.

That is, the present invention provides a vibration-damping brace joint structure represented by the following [1] to [ 2 ].

[1] A joining structure of a gusset plate and a damping brace provided at a corner where a steel frame column and beam including braces cross each other, and has an open end and a closed end, and the open end is on the diagonal side The rod of the vibration-damping brace having a cylindrical steel rod having a diameter smaller than the inner diameter of the sleeve tube is inserted and fitted into a cylindrical sleeve tube fixed to the gusset plate so as to face the sleeve tube, and the sleeve tube And a rod in the sleeve formed by the rod is fitted with a damping material for joining a damping brace made of a hydrated and expandable inorganic composition. Brace joint structure.
[2] The vibration-damping brace joint structure according to [ 1 ], wherein the Japanese expansive inorganic composition is a composition containing free quick lime as an active ingredient.

  Unlike the conventional high-rigidity joint, the seismic brace installed on a steel frame with a joint structure according to the present invention produces an elasto-plastic state due to the large vibration energy generated by a large earthquake, etc. It is possible to maintain the function of following deformation (structural redundancy) while maintaining the yield strength even after it has become. In addition, since a strong joining force that does not cause stress concentration at a specific location can be obtained, the length of the joining portion can be shortened, no drilling or the like is required, and the workability is generally excellent.

It is a schematic front view of the damping brace joining structure of this invention. It is the cross-sectional schematic of the junction part of the damping brace junction structure of this invention. It is a front view which shows the whole image of a vibration suppression brace. It is a figure which shows an example of the rod part of a damping brace. It is a front sectional view (A) and a horizontal sectional view (B) of a gusset plate. The schematic of a test body is shown. Each part of the specimen is shown. (A) PC steel rod, (b) steel pipe sleeve, (c) anchor plate, (d) nipple and pressure gauge. The outline of a joining process construction test is shown. The outline of the tension swing repeated loading test is shown. (A) Applied force, (b) Mouth relative displacement measuring jig, (c) Strain gauge application position. The relationship between expansion pressure and curing time is shown. The relationship between temperature and curing time is shown. The dimensionless axial force N / N _Y -mouth relative elongation δ relationship is shown. The strain (ε _s / ε _sy ) distribution (long-term load cyclic loading test B-1 series) of a steel pipe sleeve is shown. The average shear stress (τ / τ _y ) distribution of the expanded material (long-term cyclic load test B-1 series) is shown. The strain distribution (ε _s / ε _sy ) of the steel pipe sleeve and the average shear stress distribution (τ / τ _y ) of the expanded material (short-term load monotonic loading test B-2 series) are shown. Axial force sharing ratio (30th cycle, long-term load repetition test at maximum load B-1 series) is shown. Axial force sharing ratio (long-term load repeated loading test B-2 series) is shown.

  The vibration-damping brace joint structure of the present invention is a joint structure for attaching a vibration-damping brace to a steel frame structure in a brace structure including iron, steel, and other columns, beams, and braces (FIG. 1). And FIG. 2).

  The vibration-damping brace has a structure having cylindrical rods 6 at both ends and a core member 2b at the center (FIGS. 3 and 4). The damping brace 2 preferably has the following specifications. Constraining material 2a is columnar, has a core material 2b, and has rods 6 made of steel in the axial direction of both ends of the main body. It is preferable that the rod 6 can be expanded and contracted from the restraining material 2a, for example, by sliding with a screw or the like (FIG. 4). That is, the restraining material 2a has a hollow structure, and the nut 2al is fixed to the end thereof. The rod 6 is provided with a screw 61 at a portion where the nut 6al is fitted with the nut 2al, and a head 62 for applying a rotational force to the rod 6 is provided. The head 62 has the same shape as the head of the hexagon bolt. The rod 6 has a maximum length of a protruding portion when protruding from the restraining material, which is equal to or shorter than an axial length of an inner dimension of a sleeve tube to be described later. The material of the damping brace is not particularly limited, but usually a metal such as steel is used including the rod portion. Here, as the damping brace, a flat steel, a cross-shaped steel, an H-shaped steel, a circular steel pipe is used as a core material, and (a) a circular steel pipe, a square steel pipe, a concrete filling member is used as a restraining material, (b ) There are precast concrete assembly materials, RC members, fiber reinforced concrete members, and (c) flat steel, square steel pipes, etc., combined with welding or bolts, and these are combined with the core material. And buckling restrained braces (damper).

  The total length of the vibration-damping brace 2 when the rods 6 are protruded to the maximum is greater than the distance between the open end of the sleeve tube 5 at the corner described later and the open end of the sleeve tube 5 at the opposite corner. The total length of the vibration-damping brace 2 when the rods 6 are accommodated so as to be long is the distance between the open end of the sleeve tube 5 at the corner described later and the open end of the sleeve tube at the opposite corner. It is preferable to make it shorter.

  The damping brace is attached to the corner formed by the crossing of a column made of, for example, H steel of a building and a beam so that the axial direction of the damping brace faces in the diagonal direction. As a preferable specification of the brace attachment location, the gusset plate 1 is provided at the corner formed by the intersection of the column and the beam (FIG. 5). The preferred mode for joining the gusset plate 1 and the vibration-damping brace 2 and the specifications of the gusset plate are as follows.

The gusset plate 1 has a structure in which a cylindrical sleeve tube 5 has an open end and a closed end and is fixed so that the open end faces diagonally (FIG. 5).
As shown in FIG. 5, the gusset plate 1 is made of a material such as steel or iron, and the gusset plate attached to the corner has slits 11 cut in the diagonal direction from the diagonal side. The width of the slit 11 is the same as the outer diameter of the sleeve tube 5 described later. The length of the slit 11 is equal to or shorter than the length of the sleeve tube 5. In addition, the gusset plate may be installed at the corner by making the gusset plate as a single part by high-strength bolt joining or welding joining to a pillar or beam forming the corner, or in advance integrated with the gusset plate. You may use the used steel for the pillar and the beam. The gusset plate 1 is also provided in the same manner at the corners where the gusset plates are provided as described above (FIG. 1).

  It is assumed that the sleeve tube 5 is fitted and fixed to the slit 11 of the gusset plate so that the axial direction of the sleeve tube and the slit cutting direction coincide with each other. The sleeve tube 5 is made of, for example, steel and has a cylindrical shape in which one end face is closed and the other is opened, and the inner length from the open end of the sleeve tube to the tube bottom (the length in the axial direction). Preferably, the rod is longer than the protruding length when the rod protrudes most from the damping brace, and the inner diameter of the sleeve tube is larger than the outer diameter of the rod. Such a sleeve tube is fitted into the slit so that the closed portion faces the deep portion of the slit, and is fixed to the gusset plate. Such a sleeve tube is similarly fitted into and fixed to the slits of the gusset plate present at the diagonal portion. The sleeve tube can be fixed to the gusset plate by welding, for example. That is, the corner side formed by the column and the beam joined to the vibration suppression brace is a member constituted by the gusset plate and the sleeve tube.

  By inserting the rods 6 provided at both ends of the damping brace into the sleeve tubes 5 fixed to the gusset plates 1 provided at the two opposite corners as described above, the sleeve tubes are fitted. And the rod are fitted.

  The gap between the fitted sleeve tube and rod is filled with the bonding material 7. The bonding material is particularly preferable because the hydrated and expandable inorganic composition is excellent in terms of expansion pressure development, durability, and workability. Examples of the hydrated and expandable inorganic composition include a composition containing calcium sulfoaluminate as an active ingredient and a composition containing free quick lime as an active ingredient, but the latter composition can express a very high expansion pressure. It is more preferable. At the time of filling, immediately before filling as much as possible, the hydrate-swellable inorganic composition is made into an aqueous slurry, and this slurry is used for filling. The water / swelling material ratio for aqueous slurrying depends on the chemistry and mineral composition of the composition, the environment such as temperature, etc., for example, in the case of a composition containing free quick lime as an active ingredient, 25 to 30 wt. % Is preferred. In addition, you may add a water reducing agent and a thickener to aqueous slurry. Immediately after filling, it is desirable to seal the sleeve opening end side with the lid 8 or the like because the dissipation of the expansion pressure is reduced (FIG. 2).

  The vibration-damping brace joint structure of the present invention is such that a rod constituting the vibration-bracing brace is fitted into a sleeve tube provided at a corner formed by a column and a beam, and a high expansion bonding material is filled in the gap. The sleeve tube and the rod are joined together by being firmly fixed by the restraining expansion pressure. Further, when joining the damping brace to the sleeve tube, it is preferable to join the damping brace in a state in which the joint of the damping brace is in tension, since stable durability can be obtained even against repeated tensile stress.

  EXAMPLES Hereinafter, the present invention will be specifically described with reference to examples, but the present invention is not limited to the described examples.

Example 1
(1) Prepare the damping brace shown in FIG. The core material is a steel history damper and a viscoelastic damper, and the rod 6 is a high-strength PC steel bar that can be expanded and contracted (FIG. 7A). A lid 8 is fixed to the rod 6 on the base side of the protruding portion of the rod 6. The sleeve tube 5 is a steel tube sleeve having a hole filled with a bonding material (FIG. 7B), in which the closed end of the sleeve tube 5 is formed by welding a bottom plate 51. In the vicinity of the end, there is provided a through hole 52 that communicates with the inside of the tube from the outer surface of the sleeve tube 5. A nipple 13 is attached to the through hole, thereby opening and closing the sleeve tube 5. A through hole 53 is provided in the vicinity of the open end of the sleeve tube 5. The through hole 53 communicates with the inside of the tube from the outer surface of the sleeve tube 5. A nipple 13 is attached to the through hole, thereby opening and closing the sleeve tube. 5 is provided with a stepped portion 54 into which the lid 8 fixed to the rod 6 is fitted, and the sleeve tube 5 is provided with a pressure gauge 12 for measuring the expansion pressure of the bonding material. It has been.

(2) Construction is performed according to the following procedure.
(I) A member composed of the gusset plate 1 and the sleeve tube 5 is fixed to two diagonal corners formed by columns and beams.
(Ii) Both rods 6 of the damping brace are housed, and the entire length of the damping brace 2 is shorter than the distance between the opening end of the sleeve tube 5 at the corner and the opening end of the sleeve tube at the opposite corner. Thus, it inserts in the diagonal part formed from a column and a beam.
(Iii) The lower rod 6 of the damping brace 2 protrudes toward the sleeve tube 5 at the lower corner (the lower left corner in FIG. 1) and is fitted to the sleeve tube 5 and is fixed to the rod 6. The lid 8 and the stepped portion 54 of the sleeve tube 5 are fitted.
(Iv) Similarly, the same operation as in (iii) is performed for the upper corner (upper right corner in FIG. 1).
(V) The through hole 52 of the sleeve tube 5 at the lower left corner and the nipple 13 of the through hole 53 are opened, and a bonding material made of free lime slurry (water / expandable material ratio: 27 wt%) is press-fitted from the through hole 52; Filling is confirmed by injecting the bonding material from the through hole 53, and the nipple 13 is closed. The sleeve tube 5 in the upper right corner is press-fitted from the through hole 53 and filling is confirmed by injecting the bonding material from the through hole 52. That is, the bonding material is filled from the lower through hole.
(Vi) After filling the bonding material slurry, the pressure inside the sleeve tube 5 is monitored by the pressure gauge 12 while checking the temperature so as not to cause curing failure due to the heat of hydration reaction, and the set pressure is 50 N / mm ^2. Curing until it reaches. The curing environment is not particularly limited.

(3) Since the fixing force by the bonding material can ensure a shear strength of 30 N / mm ² as standard (expansion pressure 50 MPa), a large tensile bonding strength can be expected with a short fixing length. In addition, there is no construction difficulty caused by the difference between the bolt holes in the middle plate and the accessory plate as in the friction bolt connection, and the difference in the brace axial direction of the joint can be easily corrected and absorbed. There is. Furthermore, high joining rigidity can be expected because no play occurs.
Thus, the joint structure of the present invention is effective and useful as a vibration-damping brace joint structure that requires a high joint accuracy with a large joint coefficient.

Test Example A construction test and a loading test were performed using the model specimen of the vibration-damping brace joint structure of the present invention.
(1) Model test body Fig. 6 shows an outline of a joint test body, and Fig. 7 explains each part of the test body. (A) PC steel rod, (b) steel pipe sleeve, (c) anchor plate, (d) nipple, It shows about a pressure gauge.
An anchor plate with a bolt hole (SM490, t = 40 mm) (designated as “PL40” in Table 1) that looks like a vibration-damping brace is welded to a steel plate (SM490, t = 16 mm) with a plate thickness of 16 mm. A rod (φ26 mm, Type B No. 2) (indicated as “φ26” in Table 1) can be screwed. On the other hand, a steel pipe sleeve (outer diameter 76.3 mm, t = 20 mm) (referred to as “◯ -76.3 × 20” in Table 1) regarded as a column beam joint is a gusset plate (SM490, (t = 16 mm) (indicated as “PL16” in Table 1), and a fin stiffener (SM490, t = 9 mm) having a thickness of 9 mm perpendicular to the gusset plate (indicated as “PL9” in Table 1). ) Is attached. Flat plate joints (W = 100 mm, L = 250, t = 16 mm reinforced PC, W = 60 mm, t = 9 mm × 2) are provided at both ends and fit in wedge-shaped grippers and have sufficient strength.
The PC steel bar is made of a material having a total plastic axial force of 494 kN and a maximum tensile strength of 627 kN, and has a total length of 500 mm, a fixing length of 350 mm, and a fine thread cut from the end to 150 mm.
The steel tube sleeve has a thick circular hollow cross section with an outer diameter of 76.3 mm, an inner diameter of 36.3 mm, a plate thickness of 20 mm, and a bottom plate of a 6 mm steel plate welded at one end. Nipples for press-fitting and filling the expansion material slurry are attached to the upper and lower ends. In addition, a pressure gauge for measuring expansion pressure is screwed into a position 180 mm from the bottom plate. Table 1 shows the material test results for each steel material. Table 2 shows the components of the fixing expansion material (Pacific Material, Ex Gripper TYPE-B) used as the bonding material and the water / expansion material ratio used.

(2) Construction test Fig. 8 shows an outline of the construction test in the vibration-damping brace joining process. In the thermostatic chamber set to an atmospheric temperature of 20 ° C., the beam-column joint is vertically set with a jig, and the PC steel rod of the vibration-damping brace is inserted into the steel pipe sleeve all the way. Then, a funnel is attached and the expansion material slurry is cast (filled) from above so as not to leak. In this test, since the joint portion is set up vertically and the open end of the steel tube sleeve pipe is directed upward, it is a placing method by gravity drop.
The temperature was measured at the position shown in FIG. 8 at three points of the ambient temperature, the steel tube sleeve central surface, and the fin stiffener central surface with a Chromel Constantan thermocouple. The pressure was measured with a pressure gauge attached to the steel pipe to measure the representative pressure in the steel pipe sleeve. The time was measured from the start of placing and each measurement was performed for 80 hours (A-1 series).

(3) Loading test Fig. 9 shows an outline of the repeated tensile loading test for the vibration brace joint. A vibration-damping brace part is attached to the test body subjected to the construction test, and the test body is assembled as shown in FIG. Attach to the wedge-type chuck of the 2000 kN Amsler testing machine with the damping brace part up and the beam column joint down (see Fig. 9 (a)).
The tensile load N is from the load meter of the Amsler testing machine, the displacement is the relative displacement δ between the steel sleeve end and the anchor plate, using a clip-type displacement meter (UB-2, Tokyo Sokki) (see FIG. 9B), The strain was measured using a foil strain gauge with a length of 2 mm. The steel pipe sleeve was perpendicular to the steel pipe axial strain ε _i at a pitch of 20 mm at the position shown in FIG. 9C, and the gusset plate was perpendicular to the brace axial direction 20 mm from the tip. the strain ε _q was measured.
Using the steel pipe axial direction vertical strain ε _i , the shear stress τ _i of the expanded material near the inner wall of the steel pipe is obtained.

Es · As: axial stiffness of the steel pipe sleeve r _I : inner radius of the steel pipe sleeve x _i : steel pipe axis coordinate value at the center of the i-th strain gauge ε _i : indicated value of the i-th strain gauge N + 1: number of strain gauges attached

  The average shear force-shear strain relationship of the expanded material under high hydrostatic pressure can be modeled as:

here,
γ: shear strain G, τ _y , a: material coefficient, G has an average shear elastic modulus, and τ _y has a physical meaning of elastic limit shear stress.

The material constants of G, τ _y , and a are functions of the initial hydrostatic pressure P ₀ and the surface condition (PC steel rod, steel pipe sleeve),
If the surface state is expressed by a static friction coefficient μ, it can be expressed as follows.

The test result is compared with the equation (2) assuming G, τ _y , and a.
The applied force is repeatedly loaded with a tension piece as load control. Long-term load repeated loading test repeated 30 times with maximum load amplitude of 67% (1 / 1.5) of total plastic axial force N _Y (494kN) of PC steel bar and minimum load amplitude of 5% of N _Y (B- 1 series), the maximum load amplitude was 95% of N _Y , the minimum load amplitude was 5% of N _Y , and a short-term load monotonous loading test (B-2 series) performed monotonically once was performed.

(4) Test results (4-1) Results of construction test (A-1 series) Results of construction tests (A-1 series) are shown in FIGS. FIG. 10 shows the relationship between the pressure P inside the steel tube sleeve and the curing time t, and FIG. 11 shows the relationship between the ambient temperature, the steel tube sleeve surface temperature T _s , the fin stiffener surface temperature T _f, and the curing time t.
From these figures, the following can be understood.
1) A predetermined design pressure of 50 N / mm ² can be secured in about 60 hours after placing.
2) With a φ26 PC steel rod, almost no increase in temperature due to heat of hydration reaction that adversely affects the expansion pressure appears in the joining process at the damping brace joint with an elastic limit axial force of 500 kN class.

(4-2) Results of Loading Test (B-1, B-2 Series) The results of the loading test (B-1, B-2 series) are shown in FIGS. FIG. 12 shows the relationship between the axial force N / N _Y made dimensionless with the total plastic axial force N _Y of the PC steel rod and the mouth relative elongation δ for (a) B-1 and (b) B-2 series. the Figure 13 for B-1 series (a) an initial cycle, (b) 10 cycle, (c) the strain distribution of the steel pipe sleeve epsilon at the 30th cycle of tensile loading, dimensionless at yield strain epsilon _sy steel pipe Shown in the form. FIG. 14 shows the distribution of the shear stress of the inflated material made dimensionless by the elastic limit shear stress obtained from the formula (1, a to c) for the B-1 series in the same manner as in FIG. ) Shown separately at the time of tensile loading at the 10th cycle and (c) 30th cycle. FIG. 15 shows (a) dimensionless steel tube sleeve strain distribution ε _s / ε _sy and (b) dimensionless expanded material shear stress distribution τ / τ _y for the B-2 series. Denotes dimensionless by the maximum axial force N _max the distribution of shared axial force N _PC steel pipe sleeve sharing axial force N _s and PC steel rod at the maximum load of 30 cycle of B-1 series in Figure 16. FIG. 17 shows the same relationship as FIG. 16 for the B-2 series when (A) the maximum load is applied and (B) when the mouth displacement δ is 2 mm.
1) From FIG. 12 and FIG. 13, in the long-term cyclic loading, strain remains in the steel tube sleeve near the mouth in the initial cycle, but thereafter the same strain distribution is maintained. Accordingly, the axial force-mouth relative elongation relationship also exhibits elastic behavior.
2) In the case of long-term repeated loading from FIG. 13, the strain becomes negative when the axial force is small. This is expected to be due to the fact that high expansion pressure continues to act inside the anchorage even when a tensile load is applied, and that negative shearing force acts in the unloading process because it is constrained by the expansion pressure. it can.
3) In FIG. 14, in the case of repeated long-term load, the expansion material shear stress increases at a position 150 mm from the mouth, and the shear force tends to gradually decrease at a position farther than that.
4) The true anchoring length of the 480kN class damping brace that can be completely transmitted to the steel pipe sleeve when the axial force of the PC steel rod is about 280mm within the load range that behaves more elastically than in FIGS. Is about 300 mm.
5) From FIG. 12 and FIG. 16, when the short-term load is monotonically loaded, the main joint can transmit the load satisfactorily up to about 90% of the maximum load.
6) From FIGS. 12 and 17, brittle pull-out does not occur even when the maximum load is exceeded during short-term monotonic loading, and a load of 85% of _NY is maintained like a friction damper. At that time, the maximum load position of the shearing stress of the expansion material is generated at a position deeper than the mouth. In addition, the length at which the axial force of the PC steel bar is completely transmitted to the steel pipe sleeve is not greatly changed from that during a long-term load.
No large scratch was found on the surface of the PC steel bar after pulling out.

From the above test results, it was found that the vibration-damping brace joint structure of the present invention has the following functions.
(1) The joint part behaves elastically during repeated loading of a tension piece under a long-term load based on the total plastic axial force of the PC steel bar.
(2) The required joining length is relatively short, 300 mm or less.
(3) No sudden and brittle pull-out phenomenon occurs after the maximum load during monotonic tension loading.

1: Gusset plate 2: Damping brace 2a: Restraint material 2a1: Nut 2b: Core material 3: Column 4: Beam 5: Sleeve tube 6: Rod 7: Joining material 8: Lid 11: Slit 12: Pressure gauge 13: Nipple 51: Bottom plate 52: Through hole 53: Through hole 54: Stepped portion 61: Screw 62: Head

Claims (2)

It is a joint structure of a gusset plate and damping brace provided at the corner where a steel frame column and beam of brace intersect, and has an open end and a closed end so that the open end faces diagonally The rod of the damping brace having a cylindrical rod having a diameter smaller than the inner diameter of the sleeve tube at both ends is inserted and fitted into a cylindrical sleeve tube fixed to the gusset plate, and the sleeve tube is fitted to the sleeve tube. A vibration-damping brace joining structure, characterized in that a gap in a sleeve tube formed of the formed rod is filled with a vibration-damping brace joining material made of a hydration-expandable inorganic composition . Damping brace joint structure according to claim 1, wherein the hydration expansion of the inorganic composition is a composition comprising, as an active ingredient the free lime.