Seismic Behavior of Three-Dimensional Steel Buildings with Post-Tensioned Connections
The seismic responses of steel buildings with semirigid
post-tensioned connections (PC) are estimated and compared
with those of steel buildings with typical rigid (welded) connections
(RC). The comparison is made in terms of global and local response
parameters. The results indicate that the seismic responses in terms of
interstory shears, roof displacements, axial load and bending
moments are smaller for the buildings with PC connection. The
difference is larger for global than for local parameters, which in turn
varies from one column location to another. The reason for this
improved behavior is that the buildings with PC dissipate more
hysteretic energy than those with RC. In addition, unlike the case of
buildings with WC, for the PC structures the hysteretic energy is
mostly dissipated at the connections, which implies that structural
damage in beams and columns is not significant. According to these
results, steel buildings with PC are a viable option in high seismicity
areas because of their smaller response and self-centering connection
capacity as well as the fact that brittle failure is avoided.
[1] Ricles, J.M., Sause, R., Garlock, M.M. and Zhao, C. 2001. Posttensioned
seismic-resistant connections for steel frames, ASCE Journal
of Structural Engineering, Vol. 127, No. 2, p. 113-121.
[2] Ricles, J.M., Sause, R., Peng, S.W. and Lu, L.W. 2002. Experimental
evaluation of earthquake resistant post-tensioned steel connections,
ASCE Journal of Structural Engineering, Vol. 128, No. 7, p. 850-859. [3] Christopoulos, C., Filiatrault, A. &Uang, C.M. 2002a. Self-centering
post-tensioned energy dissipating (PTED) steel frames for seismic
regions, University of California, Report No. SSRP-2002/06.
[4] Christopoulos, C. &Filiatrault, A.. 2002b. Seismic response of posttensioned
energy dissipating moment resisting steel frames, Proceedings
of the 12th European Conference on Earthquake Engineering, London,
UK, paper No. 61.
[5] Garlock, M, Ricles, J., &Sause, R. 2005. Experimental studies on fullscale
post-tensioned steel connections. Journal of Structural
Engineering, ASCE, v 131, n 3, p438-448.
[6] Garlock, M, Sause, R. &Ricles, J. 2007. Behavior and design of posttensioned
steel frames system. Journal of Structural Engineering, ASCE
v 133, n 3, p 389.
[7] Garlock, M, Sause, R. &Ricles, J. 2008. Influence of design parameter
on seismic response of post-tensioned steel MRF systems. Engineering
Structures, Vol. 30, pp.1037-1047.
[8] Ricles, J.M., Sause, R., Lin, Y.-C. andSeo, C.-Y. (2010). “Self-
Centering Moment Connections for Damage-Free Seismic Response of
Steel MRFs”, 2010 Structures Congress, p. 955-966.
[9] Rojas, P., Suárez, D.C., Ricles, J.M. and Sause, R. (2012). “Seismic
evaluation of an eight story building with self-centering steel moment
resisting frames and flange friction devices”, 15WCEE Lisboa 2012.
[10] López-Barraza, A., Ruiz, S. E., Bojórquez, E. & Reyes-Salazar, A.
(2012a). “Seismic performance of steel frames with post-tensioned
connections”, 15WCEE Lisboa 2012.
[11] López-Barraza, A., Ruiz, S. E., Bojórquez, E. & Reyes-Salazar, A.
(2012b). “Seismic energy demands on steel framed structures with rigid
and, alternatively, with post-tensioned semi-rigid connections”, Stessa
2012.
[12] Carr A. RUAUMOKO (2011), Inelastic Dynamic Analysis Program,
University of Cantenbury, Department of Civil Engineering
[13] Richard, R.M. (1993), “Moment-rotation curves for partially restrained
connections”, PRCONN, RMR Design Group, Tucson, Arizona.
[14] FEMA 350 (2000), Federal Emergency Management Agency, Report
350 “Recommended seismic design criteria for new steel moment-frame
buildings”, Washington, D.C.
[15] UBC (1994), Structural Engineering Design Provisions, Uniform
Building Code, Volume 2, International Conference of Building
Officials.
[16] BOCA (1993), 12th Edition Building Officials & Code Administration
International Inc., National Building Code.
[1] Ricles, J.M., Sause, R., Garlock, M.M. and Zhao, C. 2001. Posttensioned
seismic-resistant connections for steel frames, ASCE Journal
of Structural Engineering, Vol. 127, No. 2, p. 113-121.
[2] Ricles, J.M., Sause, R., Peng, S.W. and Lu, L.W. 2002. Experimental
evaluation of earthquake resistant post-tensioned steel connections,
ASCE Journal of Structural Engineering, Vol. 128, No. 7, p. 850-859. [3] Christopoulos, C., Filiatrault, A. &Uang, C.M. 2002a. Self-centering
post-tensioned energy dissipating (PTED) steel frames for seismic
regions, University of California, Report No. SSRP-2002/06.
[4] Christopoulos, C. &Filiatrault, A.. 2002b. Seismic response of posttensioned
energy dissipating moment resisting steel frames, Proceedings
of the 12th European Conference on Earthquake Engineering, London,
UK, paper No. 61.
[5] Garlock, M, Ricles, J., &Sause, R. 2005. Experimental studies on fullscale
post-tensioned steel connections. Journal of Structural
Engineering, ASCE, v 131, n 3, p438-448.
[6] Garlock, M, Sause, R. &Ricles, J. 2007. Behavior and design of posttensioned
steel frames system. Journal of Structural Engineering, ASCE
v 133, n 3, p 389.
[7] Garlock, M, Sause, R. &Ricles, J. 2008. Influence of design parameter
on seismic response of post-tensioned steel MRF systems. Engineering
Structures, Vol. 30, pp.1037-1047.
[8] Ricles, J.M., Sause, R., Lin, Y.-C. andSeo, C.-Y. (2010). “Self-
Centering Moment Connections for Damage-Free Seismic Response of
Steel MRFs”, 2010 Structures Congress, p. 955-966.
[9] Rojas, P., Suárez, D.C., Ricles, J.M. and Sause, R. (2012). “Seismic
evaluation of an eight story building with self-centering steel moment
resisting frames and flange friction devices”, 15WCEE Lisboa 2012.
[10] López-Barraza, A., Ruiz, S. E., Bojórquez, E. & Reyes-Salazar, A.
(2012a). “Seismic performance of steel frames with post-tensioned
connections”, 15WCEE Lisboa 2012.
[11] López-Barraza, A., Ruiz, S. E., Bojórquez, E. & Reyes-Salazar, A.
(2012b). “Seismic energy demands on steel framed structures with rigid
and, alternatively, with post-tensioned semi-rigid connections”, Stessa
2012.
[12] Carr A. RUAUMOKO (2011), Inelastic Dynamic Analysis Program,
University of Cantenbury, Department of Civil Engineering
[13] Richard, R.M. (1993), “Moment-rotation curves for partially restrained
connections”, PRCONN, RMR Design Group, Tucson, Arizona.
[14] FEMA 350 (2000), Federal Emergency Management Agency, Report
350 “Recommended seismic design criteria for new steel moment-frame
buildings”, Washington, D.C.
[15] UBC (1994), Structural Engineering Design Provisions, Uniform
Building Code, Volume 2, International Conference of Building
Officials.
[16] BOCA (1993), 12th Edition Building Officials & Code Administration
International Inc., National Building Code.
@article{"International Journal of Architectural, Civil and Construction Sciences:69361", author = "M. E. Soto-López and I. Gaxiola-Avendaño and A. Reyes-Salazar and E. Bojórquez and S. E. Ruiz", title = "Seismic Behavior of Three-Dimensional Steel Buildings with Post-Tensioned Connections", abstract = "The seismic responses of steel buildings with semirigid
post-tensioned connections (PC) are estimated and compared
with those of steel buildings with typical rigid (welded) connections
(RC). The comparison is made in terms of global and local response
parameters. The results indicate that the seismic responses in terms of
interstory shears, roof displacements, axial load and bending
moments are smaller for the buildings with PC connection. The
difference is larger for global than for local parameters, which in turn
varies from one column location to another. The reason for this
improved behavior is that the buildings with PC dissipate more
hysteretic energy than those with RC. In addition, unlike the case of
buildings with WC, for the PC structures the hysteretic energy is
mostly dissipated at the connections, which implies that structural
damage in beams and columns is not significant. According to these
results, steel buildings with PC are a viable option in high seismicity
areas because of their smaller response and self-centering connection
capacity as well as the fact that brittle failure is avoided.
", keywords = "Inter-story drift, Nonlinear time-history analysis,
Post-tensioned connections, Steel buildings.", volume = "9", number = "3", pages = "302-8", }
