ª Œª Œ 30ƒ 5A Á œ pp. 463 ~ 473 gj p ª v e p p PSC ƒ gv : I. l Precast Concrete Copings for Precast Segmental PSC Bridge Columns : I. Developmen

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1 30ƒ 5A Á œ pp. 463 ~ 473 gj p ª v e p p PSC ƒ gv : I. l Precast Concrete Copings for Precast Segmental PSC Bridge Columns : I. Development and Verification of System ½kzÁ Á½ Kim, Tae-HoonÁPark, Se-JinÁKim, Young-Jin Abstract The purpose of this study was to investigate the performance of precast concrete copings for precast segmental PSC bridge columns. The proposed system can reduce work at a construction site and makes construction periods shorter. The precast concrete copings provides an alternative to current cast-in-place systems, particularly for areas where reduced construction time is desired. A model of precast concrete copings was tested under quasistatic monotonic loading. As a result, proposed precast coping system was equal to existing cast-in-place system in terms of required performance. In the companion paper, the experimental and analytical study for the performance assessment of precast concrete copings for precast segmental PSC bridge columns is performed. Keywords : performance, precast concrete copings, precast segmental PSC bridge columns, cast-in-place system, construction time v e p p PSC ƒ gv q w. v e p l x š œ» ƒ. gv v e p p PSC ƒ x k gv w š. gv x ƒ w w q x ww. gv l» x k l w y w. v e p p PSC ƒ gv sƒ w x w ww. w :, gv, v e p p PSC ƒ, x k gv, œ» 1. v e p p PSC ƒ ƒ p œ w z x w v p w ƒ l ƒ y w ƒ w š (Billington, 2004; Chou, 2006; Wang, 2008; Yamashita, 2009). w œ» œ j w w l w gv w š (Sumen, 1999; Waggoner, 1999). w v e p p ƒ ƒ w œ ƒ k ƒ ƒ š. v e p œ gj p k t e w ù w w œ z y y w. ü y v e p p PSC ƒ l w» w ƒ», ƒ ƒ š w w v p ¼ w l(½kz, 2008a; ½kz, 2008b). ee q w p ¼ mw z w ¼ wš p w w w y w z Á Á( )» Áœw ( kimth@dwconst.co.kr) ( )» Áœw z Á( )» Áœw 30ƒ 5A œ 463

2 j w gv y j œ» jš œ w k. w» x k gv (Young, 2002) w gv w. gv w ƒ w w j w w, gj p q,» w q w q f x wš. w gv xw» w w, z, œ» œ ƒ wš ( ³, 2005; x, 2009).» v e p p PSC ƒ x p p w wš w p ew. z p z PS ¼ wš k w v e p ƒ y w š. v e p p w w pƒ wwš, w { p w PS ww f š. w v e p p PSC ƒ 1. w v e p p PSC ƒ gv 464

3 gv w» w š w gv y w. w (PC) gv yw sƒw» w» x k gj p(rc) gv v p p gj p(psc) gv Á w x ww. 2. gv gv gv j», ƒ x š w ù w š. w t,, š ep w w ƒ y y š (», 2009;, 2010;, 2010a;, 2010b). gv v e pyw œw, w ƒ w p ƒ j w e. w ƒ ƒ k» w w w ƒ. w gv 1 w p w g v œw. p p ee q 2. Prototype x 30ƒ 5A œ 465

4 w wš p ¼ mw z w ¼ w gv y j œ» jš œ w k. š v e p w x k w t w k,» x k gv w w. w gv w v p ¼ w v e p p PSC ƒ l(½kz, 2008a; ½kz, 2008b). w gv l x w w v RCAHEST(Reinforced Concrete Analysis in Higher Evaluation System Technology)(½kz, 2001) w w mw l, ¼, s w p y w (», 2009). v e p gv l 1(a) p x w g v w w w. p ƒ t w w e e q w d z w w w j ƒ x. š 1(b) p p d t w p w ee q w œ p w w wš, w p w. p ¼ mw z w ¼ w 1(c) gv y j p w p j mw y w w p šw wš, ƒw w z w w. gv x vù mw w 1(d) w w y w. gv 1(e) p dw p p f y w k. w k w w ¼ ¼ w gv l w. gv p ew k p p w ew. 3. l 3.1 x gv sƒw» w 2 š t 2 w v e p p PSC ƒ gv 1/4 w w. gv» v p p gj p g v v e p» ƒw gv m, { m, m, j m ww ( 3). xw» (2005), gj p» (2007), š AASHTO LRFD(2004) w. 3. gv ¼ 2,900 mm š 650 mm š s 675 mm e w gv x t 1 ùkü. x œ š w mw œ w mw w. 3.2 x x Á w 4~ 6» (PC) gv 2»[PC-S1HS1-1,2] PC gv w ƒ v p p gj p(psc) gv 2»[PSC-HS1-1,2], š gj p (RC) gv 2»[RC-HS1-1,2]. gv 7 ùkü. 7(a) p s p w w d w. 7(b) p p w w w ee q w. 7(c) p w ü w w s s w. 7(d) j w p wš w. 7(e) ƒ 466

5 gj p PS sá t 1. x Prototype Model PC gv PSC gv RC gv PC-S1HS1-1 PC-S1HS1-2 PSC-HS1-1 PSC-HS1-2 ¼ (m) (m) s (m) » (MPa) (MPa)» w (MPa) mm mm RC-HS1-1 RC-HS ,860 1,860 - (MPa) - 2,026»¼ (MPa) 1,302 1, D19» w (MPa) - - (MPa) D16, D19 D (MPa) » w (MPa) Note : s (HS), j(s) PC gv x x ( : mm) 5. PSC gv x x ( : mm) q ewš ¼ ww. š 7(f) k wš gv x. 3.3 q x gv sƒw» w» v p p gj p gv gj p gv w Ì q x ww. x 8 ±250 mm 2,000 kn ƒ»(actuator) 2 ƒ, ƒ x q w» w q e. x 1/2 e mw d w ƒ w ü,, š x». gv 9 x ü s x w. š w w w ƒ» e w dw, gv w w 30ƒ 5A œ 467

6 w s w d w. 6. RC gv x x ( : mm) 3.4 š w - š 10~15 x w w - š ùkü. w ƒ x (2V d ) w q wì ùkü. gv x [PC-S1HS1-1,2] kn x ƒƒ kn kn. Á w v p p gj p gv x [PSC-HS1-1,2] kn PSC-HS1-2 x kn. x PSC- HS1-1 ƒ»ƒ 1 e» x q q ¾ w ww w. š gj p gv x [RC-HS1-1,2] kn x ƒƒ kn kn (t 2). gv x (PC-S1HS1) w 7. gv x 468

7 8. x 10. x PC-S1HS x e 30ƒ 5A œ 469

8 11. x PC-S1HS x PSC-HS x PSC-HS x RC-HS

9 16. l w 15. x RC-HS1-2 t 2. x Model 2V d (kn) 2V cr (kn) 2V u (kn) δ cr (mm) δ u (mm) PC-S1HS PC-S1HS PSC-HS NA 1.8 NA PSC-HS RC-HS RC-HS Note : NA -» x q 120% ¾ w ü ùkùš x k v p p gj p gv x (PSC-HS1) w 150% ¾ ü ùkùš. š x k gj p gv x (RC-HS1) w 160% ü { š. ü gj p, PS, š» wš q. w w gv q w» w y w. w z w x¾ ü wš s ƒw» w x w y w. x l w gj p ƒ sƒ ƒ š w - š l w (Park, 1998) w 17. x ( 16)., w - š l l s w ü w 15% w w w. gv x [PC-S1HS1-1,2] w ƒƒ 18.5 mm 25.2 mm. Á w v p p gj p gv x [PSC-HS1-2] w 31.5 mm. š gj p gv x [RC-HS1-1,2] w ƒƒ 39.3 mm 26.8 mm. gv x» x k v p p gj p gv x gj p gv x w z w x¾ ü wš y x 17 x r gv x v p p gj p gv x gj p gv x û w x ƒw. gv x v p p gj p gv x 30ƒ 5A œ 471

10 18. w q w q. w gv x v p p gj p gv x w x (2,000 microstrains) ü w p š y w q 18 gv x (PC-S1HS1-2)» x k v p p gj p gv x (PSC- HS1-2) gj p gv x (RC-HS1-2) w q š. PC gv x 740 kn w w x w» ³ w 1200 kn ³ w. š 1800 kn w ³ w 1965 kn 472

11 q. PSC gv x 480 kn w x w» ³ w 1200 kn ³ w. š 1800 kn w ³ w 2421 kn q q. RC gv x 117 kn w x w» ³ w 1160 kn ³ w. š 1500 kn w ³ w 2061 kn q w w. mw gv» x k v p p gj p gv gj p gv, š y. 4. v e p p PSC ƒ gv l w x ƒ w. 1. x l gv wš» x k v p p gj p gv gj p gv š y. 2. gv x» x k v p p g j p gv x gj p gv x w ùküš, w z w w x s pl j gv y w w y w. 3. v e p p PSC ƒ gv l w, ù ƒ» w mw ƒ l v e p p PSC ƒ œ» w». 4. œ š w y k gv x x, w mw gv y wš wš w. š x ½kz, ½, ½, x (2008a) w v e p p ƒ sƒ, wm wz, wm wz, 28«4Ay, pp ½kz,, ½, x (2008b) P-delta w š w v e p p PSC ƒ sƒ, w œwz, w œwz, 12«4y, pp ½kz, x (2001) Analytical Approach to Evaluate the Inelastic Behaviors of Reinforced Concrete Structures under Seismic Loads, w œwz, w œwz, 5«2y, pp ³, z,, e (2005) RC ƒ gv, w gj wz w tz, w gj pwz, 17«2y, pp x,, ½ (2009) gj p ƒ gv, w gj wz w tz, w gj pwz, 21«1y, pp », ½kz, x,, ½, x (2009) v e p gv p w w. w gj wz ƒ w tz, w gj pwz, 21«2y, pp , y ³, z,, ³, y(2010) PC Shell x v e sƒ, w gj wz w tz, w gj pwz, 22«1y, pp , wk, ½,, (2010a) ƒ w ƒ-gv w x, w œwz w t, w œwz, 14«1y, pp ,, wk,», (2010b) ƒ w x gv x, w œwz w t, w œwz, 14«1y, pp w mxz(2005)». w gj pwz(2007) gj p». AASHTO (2004) AASHTO LRFD Bridge Design Specifications, 3rd Edition. Billington, S.L. and Yoon, J.K. (2004) Cyclic response of unbonded posttensioned precast columns with ductile fiber-reinforced concrete. Journal of Bridge Engineering, ASCE, Vol. 9, No. 4, pp Chou, C.C. and Chen, Y.C. (2006) Cyclic tests of post-tensioned precast cft segmental bridge columns with unbonded strands. Earthquake Engineering and Structural Dynamics, Vol. 35, pp Park, R. (1998) Ductility evaluation from laboratory and analytical testing. Proc. of the ninth world conference on earthquake engineering, Tokyo-Kyoto, Japan, Vol. VII, Balkema, Rotterdam, pp Sumen, G. (1999) Testing of precast bridge bent cap connection details. MS Thesis, The University of Texas at Austin, Austin, TX. Waggoner, M.C. (1999) Reinforcement anchorage in grouted connections for precast bent cap systems. MS Thesis, The University of Texas at Austin, Austin, TX. Wang, J.C., Ou, Y.C., Chang, K.C., and Lee, G.C. (2008) Largescale seismic tests of tall concrete bridge columns with precast segmental construction. Earthquake Engineering and Structural Dynamics, Vol. 37, pp Young, B.S., Bracci, J.M., Keating, P.B., and Hueste, M.B.D. (2002) Cracking in reinforced concrete bent caps. ACI Structural Journal, Vol. 99, No. 4, pp Yamashita, R. and Sanders, D. (2009) Seismic performance of precast unbonded prestressed concrete columns. ACI Structural Journal, Vol. 106, No. 6, pp ( : / : / : ) 30ƒ 5A œ 473