진성능을 평가하여, 로프형 및 밴드형 FRP가 심부구속 철근 의 대체 재료로서의 가능성을 확인하였으며, 홍원기(2004)등 은 탄소섬유튜브의 횡구속효과로 인한 강도증가 및 휨 성능 의 향상을 입증하였다. 이전의 연구중 대부분은 섬유시트 및 튜브의 형태로 콘크 리트의 표

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1 wm wz 32«3AyÁ pp. 189 ~ 196 gj pœw d z gj p» ü Seismic Performance of RC Columns Confined by Outside Lateral Reinforcement xá ³Á Á Lee, Do HyungÁOh, JangkyunÁYu, Wan DongÁChoi, Eunsoo Abstract In this paper, reinforced concrete columns test has been conducted under repeated lateral load reversals. The test columns have been reinforced with outside lateral confinement members in addition to transverse reinforcements. For this purpose, a strainless steel and a GFRP have been employed for the lateral confinement members. Primary parameters are types, thickness and spacing of the lateral confinement members. Experimental results reveal that columns reinforced with lateral confinement members exhibit improved ductility and energy dissipation capacity in comparison with those unreinforced. It is thus concluded that the present approach can be of a useful scheme for the seismic retrofitting of reinforced concrete columns. Keywords : RC columns, lateral confinement, stainless steel, GFRP gj p» ƒ d z w x w» ƒ x ww. w l GFRP w d z w š, x d z, Ì kw. x, d z x x w w y w š, mw d z w z g j p» ü w w q. w : gj p», z w, l, GFRP 1. gj p(rc)», w wì w gj p ü w g. ù ù w z gj p 3 š k ƒ w, 1 k gj p ƒw (Park and Paulay, 1975). w 1992 ü z, ³ w x ü ³ w w œ w š ww x wì gj p x w š (, 2003). w w w» w t w z w» d z ew ƒ z g y w. d e z, gj p v w y», ù l (Stainless Steel) GFRP(Glass Fiber Reinforced Polymer) w. FRP w, ü ü w p ƒ š j» w ƒ y w. Fukuyama et al.(2000) w vw / p k p k q, q w ü ƒ w, Ye et al.(2003) k p gj p» x m w k p z ùkü ƒ x ƒw w. w Chastre and Silva(2010) k z gj p» x mw z w Ì - x w. ü (2003)» x v x x FRP w ü z Á w y œw ( w Ám y œw ( y w Ám œw ( z Á Áy w m œw ( 32«3Ay

2 진성능을 평가하여, 로프형 및 밴드형 FRP가 심부구속 철근 의 대체 재료로서의 가능성을 확인하였으며, 홍원기(2004)등 은 탄소섬유튜브의 횡구속효과로 인한 강도증가 및 휨 성능 의 향상을 입증하였다. 이전의 연구중 대부분은 섬유시트 및 튜브의 형태로 콘크 리트의 표면을 횡구속하는 기법의 연구이며, 스테인레스 강 및 GFRP를 이용하여 단면의 최 외측에서 추가의 횡구속력 에 의한 구속효과의 연구는 아직 미비한 실정이다. 이러한 실정에 맞추어 스테인레스 강 폐합 원형띠 및 GFRP 폐합 원형띠를 이용하여 기둥 부재의 준정적 실험을 수행하였다. 2. 실험계획 및 방법 외측 횡보강재 제작 기둥 부재의 외측 횡보강을 위해, 스테인레스 강과 GFRP 를 이용하여 외측 횡보강재를 제작하였다. 지름이 3 mm와 5 mm인 스테인레스 강을 이용하여 외경이 390 mm인 속이 빈 폐합 원형 강선을 용접으로 제작하였고, GFRP의 경우 내경과 외경이 각각 350 mm와 365 mm인 파이프형 GFRP 를 공장에서 제작 후, 5 mm와 10 mm 간격으로 절단하여 외측 횡보강재를 제작하였으며 그림 1에 나타내었다. 2.1 간격을 선택하여 실험을 수행하였으며, 실험 변수에 대한 자 세한 사항들은 표 1에 나타내었다. 표 1의 실험체명은 사용 된 외측 횡보강재의 종류, 두께 및 수직간격의 순서로 표기 하였다. 기둥 실험체에 작용한 축력비는 7본 모두 12%로 일정하게 유지하여 362 kn의 축력을 작용하였다. 본 연구에서 제작된 철근콘크리트 기둥 실험체의 경우, 지 름 400 mm이고 기초 상면에서 횡하중 가력위치까지의 높이 가 1,400 mm로 형상비가 3.5인 원형단면 기둥으로 전단의 영향을 배제하고 휨 거동이 지배적이도록 제작되었다. 콘크 리트설계기준 압축강도의 경우 기초부에는 27 MPa 그리고 기둥부에는 24 MPa을 목표로 제작하였고, 축방향 철근과 횡 구속 철근은 각각 D13과 D10의 SD400 철근을 사용하였고, 축방향 철근비는 1.61%로 일정하게 고려하였다. 외측 횡보강된 실험체의 경우 기초 상면에서 65 mm에 배 치된 첫 번째 횡구속 철근에서부터 400 mm 높이 까지의 구간에 걸쳐 외측 횡보강재를 배치하였다. 스테인레스 강 폐 합 원형띠로 외측 횡보강된 실험체는 콘크리트 타설 시, 거 실험체 제작 및 실험 변수 본 연구에서는 외측 횡보강된 철근콘크리트 기둥의 연성거 동을 평가하기 위하여, 제작된 외측 횡보강재를 사용하여 철 근콘크리트 기둥 실험체 7본을 제작한 후 축력과 반복 횡 하중이 작용하는 준정적 실험을 수행하였다. 본 연구에서의 주요 실험 변수로는 외측 횡보강재의 종류, 두께 및 보강 2.2 그림 단면 형상 2. 그림 외측 횡보강재 그림 외측 횡보강재의 배치 표 제작된 철근콘크리트 기둥 실험체 상세 작용 축력비 축방향 횡구속 외측 보강 (D13) (D10) 콘크리트 P압축강도 형상비 fckag ρ f ρ f 두께 수직간격 체적비 수직간격 (MPa) (mm) (mm) (%) (%) (MPa) (mm) (%) (MPa) (작용축력) 실험체명 RC-0 S-3-10 S-3-20 S-5-20 F-5-15 F-5-20 F 횡 종류 Stain-less Steel GFRP 철근 재 l 철근 yl s yt (362 kn) 대한토목학회논문집

3 t ü yw e ew» w x 3 ù 120 o ew w š, GFRP yw e ew z w w š w, d z» x x 2, t e d z e 3 ùkü.» x 7» gj p k w z, w w z x w, d z ew z» gj p k w. x 1» z» w, gj p œ x w. 2.3 x w x ¼ w w w w, z w sw 250 kn d l ƒ w» ƒ x ww. x» x w w» w» 4 φ60 mm» w» š w. x ƒ ww,» ¼ w, (drift ratio: / ƒ¼ ) w w.» 0.25% w w š, Û0.5% 0.5% ƒ w w w, Û5.0% 1.0% ƒ g w w. ƒƒ w 2 j ƒ w š, x ƒ j 4 ùkù. d, x d» x ew x mw» w w z x w š,» 250 mm e ƒ w d w» w 50 mm LVDT(Linear Variable Displacement Transducer) ew,» 100 mm, 250 mm, 400 mm, 600 mm, 800 mm, 1,100 mm e z w d w» w 500 mm LVDT ew. w x ww» 30 mm LVDT ew» x w. 3. x 4. w ƒ xk 3.1 x q» x { ³ 0.25%~0.5% w, 3.0% ¾ s x t 2.» x q v Gvp q (mm) (%) (%) (mm) RC S S S F F F ³ d. v x RC-0 x 3.5% ùkû, d z x 4.0%~4.5% v k x w. w 5.0% j RC-0 x w d š, j q w d z x 6.0% w q w.» x q w t 2 ùkü.» x 7 x w q x w z d z q w. w q x ƒ q š, x 5~7 w q z x. x w q w w q w e» l d w t 2 w. t 2, x RC-0, 5.0% w q w, d z x 6.0% q w. d z z w w q q. w q e r, RC-0 x» z z w q w, d z x z q w. d z ƒ e w q w q w, d z d z ƒ e w q w j z š ƒ œw q. 3.2 zw - š s š 5» x 7 zw - š ùk ü. ùkù s ACI318(2008) wš ƒ ƒx s w p w z,» w e¾ ù ùküš,» p 2 p(p- ) z 32«3Ay

4 그림 기둥 실험체의 횡하중 변위 이력곡선 5. - 그림 기둥 실험체의 횡하중 변위 포락곡선 6. - 제외한 모멘트 강도에 대응되는 전단력을 나타낸다. 무보강 실험체의 경우 그림 5의 (a)에서 확인할 수 있는 바와 같이, 5.0%(70 mm)의 변위비에서부터 하중이 급격하게 저하되는 반면에, 스테인레스 강 폐합 원형띠로 외측 횡보강 된 실험체는 6.0%(84 mm)의 변위비까지 강도를 유지하였으 며 변위가 증가함에 따른 제하중 및 재하중 강성, 그리고 에너지 소산능력에도 보강의 효과가 있는 것으로 나타났다. 특히 지름이 3 mm인 스테인레스 강 폐합 원형띠를 10 mm 간격으로 횡보강한 S-3-10 실험체에서 보강 효과가 가장 크 게 나타났다. 또한 S-3-10 실험체가 외측 횡구속재의 체적비 가 가장 큰 S-5-20 실험체 보다 더 우수한 보강 효과를 보 이는 것으로 보아 외측 횡구속재의 체적비 보다는 수직간격 이 실험체의 안정적인 거동에 더 지배적인 것으로 판단된다. 외측 횡보강된 실험체의 경우 6.0%(84 mm)의 변위비까지 하중을 유지하였으며, 변위 증가에 따른 강도의 저감 현상이 비구속 실험체에 비해 완만함을 알 수 있다. 특히 두께가 5 mm인 GFRP 폐합 원형띠를 15 mm 간격으 로 보강한 F-5-15 실험체의 경우 7.0%(98 mm)의 변위비까 지 하중을 유지하였고 무보강 실험체에 비해 비교적 우수한 에너지 소산능력을 나타내었다. 또한 F-5-15 실험체와 F-1030 실험체를 비교해 보면, 모두 동일한 2.7%의 외측 횡보강 체적비임에도 불구하고, 수직간격이 15 mm인 F-5-15 실험체 의 거동이 더 안정적으로 거동하는 것으로 보아, GFRP 폐 합 원형띠 보강 실험체의 이력곡선의 경우에도, 스테인레스 강 폐합 원형띠 보강 실험체의 경우와 마찬가지로 외측 횡 보강재의 체적비 보다는 수직간격이 실험체의 안정적인 거 192 GFRP로 대한토목학회논문집

5 q. 6 zw - š l, ƒ ƒ j zw w z w - s š r, x k w ƒ w, d z x, x w j k ¾ ƒ š y w w. w, zw - š l, d z x zw - s š y w., d z k ƒ ƒw z xw» w q. 3.3 gj p», w ww» w w wì w w v w.» zw w k xw, w w w ( µ = ) ult y ùkü. w» w w w w» v wš, x zw - s š w w. w w» w, Ang et al.(1989) w w., x w zw - s š zw (V nf ) s w, zw 75% w (0.75V nf ) w w w w. w w - s š zw ù zw 15% ƒ w w w. w ( y ) w ( ult ) w y 7 ùkü. 7 ùkü w w x zw - s š mw w w w t 3 ùkü. t 3 w w 1 2 push w pull w ƒƒ ùkü. t 3, w ƒ y w. x t 3.» x w w w (mm) w (mm) y1 y2 y, ave ult1 ult2 ult1,ave RC S S S F F F x w, w» w ƒ w s³ w. wr, F-5-20 x, w, zw - s š zw z zw 15% ƒ w x w w. w, t 3 ùkü w w w w w sƒ w,» (2010) I gj p» ü w. gj p» ü gj p» z w w, ü w» (2010) I ùkù. ww x w,» (2010) I w w 2.7 š, t 3 w w w w x wì t 4 ùkü. t 4, d z x» w w ùkû. w, x w l, l GFRP sw x d z x ƒƒ 43% 36% ƒ y w, d z z. w d z x x 7. w w 32«3Ay

6 x µ 1 t 4.» x x l w Push Pull Average ult1 ult2 = µ 2 = µ ave y1 y2 ult, ave = y, ave x w (» I, 2010) RC S S S F F F ùkü. l sw x d z x, S-3-20 x» ƒ 3 S-5-20 x w ƒ 23% ùkü, 10 mm( 2 ) S-3-10 x w ƒ 36% ù kü. GFRP sw x d z x. ƒ 2.7% w ƒƒ 15 mm 30 mm F-5-15 x F x, F-5-15 x F x w 14% ƒ ùkü. w 0.6% 20 mm F-5-20 x F x w 6% ƒ ù kü. zw - š s š l ew d z x q. 3.4 wì d z» d mw» w w. w w k¾ w x zw - s š w. 8 w k¾ OAC w E y w w k¾ ùkü OABD w E ult w ( µ E = E u E ) y w. 8 w w w t 5 ùkü š, w w t 6 ù kü. t push w pull w ƒƒ ùküš, ƒ, ƒ w s³ w. x w l, l GFRP sw x d z x ƒƒ 50% 41% ƒ ùkü w d z z w., x 8. t 5.» x w (knmm) w (knmm) E y1 E y2 E y,ave E u1 E u2 E y,ave RC S S S F F F d z z ùkü w w q. w d z x ƒ x ùkü. l sw x d z x, S-3-20 x» ƒ 3 S-5-20 x w ƒ 24% ùkü, 10 mm( 2 ) S-3-10 x w ƒ 39% ùkü. GFRP sw x d z x w w ùkü. ƒ 2.7% w ƒƒ 15 mm wm wz

7 x t 6.» x x l w Push Pull Average E u1 µ E E y1 E u2 E u, ave = µ E2 = µ E, ave = E y2 E y, ace x w RC S S S F F F mm F-5-15 x F x, F-5-15 x F x w 15% ƒ ùkü. w 0.6% 20 mm F x F x w 5% ƒ ùkü. z w - š s š š m l ew d z x w y w.» zw w d m w w. x mw zw - š ü ƒ j w x w š, y 9 ùkü š, x ƒ w w w d z 10 ùkü. 10 l sw x x, 4.0% ¾ x d z x w, 5.0% l d z x x w ƒw w ùk þš, ƒ f f. GFRP sw x x, l sw x x w w ùkü. w,, ƒ, x. p, d z ƒ w ùkü S-3-10 x F-5-15 x q ¾ ƒ x w ƒƒ 70% 47.5% ƒ y w, d z w z w. 4. x 1 d z x 6» x w x w ü w. 10.» x 32«3Ay

8 1. zw - š s š w, x 5.0% w w wƒ w, d z x 6.0% ¾ w ùkü. 2., x w l, l GFRP sw x d z x ƒƒ 43% 36% ƒ y w. 3. w, x w l, l GFRP sw x d z x ƒƒ 50% 41% ƒ ùkü š,, l GFRP sw x d z x q ¾ x ƒƒ 70% 47.5% ƒ y w. w, w d z zw - š s š, š w w, d z x w y w. ƒ x e w, d z z gj p» ü w q ( w» ) w w» (No , ) ¾. š x mw (2010)». w mxz.,, (2003) FRP ù RC ƒ ü sƒ (I): vx FRP. wm wz, wm wz, 23«5Ay, pp ,, (2003) FRP ù RC ƒ ü sƒ (II): x FRP. wm wz, wm wz, 23«5Ay, pp , ³, (2003) xw x 2.5 RC ƒ ü sƒ. w œwz, w œwz, 7«3y, pp w gj pwz(2007) gj p», w gj pwz. y», ½, z(2004) w zw g j p x k p» { p. w œwz, w œwz, 8«3y, pp ACI 318 (2008) Building code and commentary. American Concrete Institute. Ang, B.G., Priestley, M.J.N. and Paulay, T. (1989) Seismic shear strength of circular reinforced concrete columns. ACI Structural Journal, Vol. 86, No. 1, pp Chastre, C. and Silva M.A.G. (2010) Monotonic axial behavior and modeling of RC circular columns with CFRP. Engineering Structures, Vol. 32, pp Fukuyama, K., Higashibata, Y., and Miyauchi, Y. (2000) Studies on repair and strengthening methods of damaged reinforced concrete columns. Cement and Concrete Composites, Vol. 22, No. 1, pp Park, R. and Paulay, R. (1975) Reinforced Concrete Structures, John Wiley & Sons. Ye, L.P., Zhang, K., Zhao, S.H., and Feng, P. (2003) Experimental study on seismic strengthening of RC columns with wrapped CFRP sheets. Construction and Materials, Vol. 17, pp ( : / : / : ) 196 wm wz

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