Figure 1
(a) The PRESSS building after erecting the wall system (b) Elevation view of the jointed wall system in the PRESSS test building (
Priestley et al. 1999Priestley, M. J. N., Sritharan, S., Conley, J. R., Pampanin, S. (1999). Preliminary results and conclusions from the PRESSS five-story precast concrete test building. PCI Journal 44:42-67. https://doi.org/10.15554/pcij.11011999.42.67
https://doi.org/10.15554/pcij.11011999.4...
).
Figure 2
Precast walls: (a) single panel wall (b) multi-panel wall (c) coupled wall with the vertical joint (d) coupled wall with coupling beams (ACI ITG-5.1-07 2007).
Figure 3
Precast Hybrid wall (Kurama 2002Kurama, Y.C. (2002). Hybrid post-tensioned precast concrete walls for use in seismic regions. PCI Journal 47:36-59.).
Figure 4
Normalized maximum roof drift for the six-story walls in regions with high seismicity (Kurama 2002Kurama, Y.C. (2002). Hybrid post-tensioned precast concrete walls for use in seismic regions. PCI Journal 47:36-59.).
Figure 5
Flag-shape hysteresis loop for a hybrid system (modified after (fib 2003)).
Figure 6
Effects of varying the ratio between re-centering (denominator, post-tensioning and axial load) vs. dissipative (numerator, mild steel and dissipaters) contribution to the Flag-Shape Hysteresis loop (modified after Nakaki et. al 1999Nakaki, S. D., Stanton, J. F., Sritharan, S. (1999). An overview of the PRESSS five-story precast test building. PCI Journal 44:26-39.).
Figure 7
Post-tensioned precast rocking wall system with externally mounted mild steel dampers (Marriott et al. 2008Marriott, D. J., Pampanin, S., Palermo, A., Bull, D. (2008). Dynamic testing of precast, post-tensioned rocking wall systems with alternative dissipating solutions. The 14th World Conference on Earthquake Engineering 41:90-103.).
Figure 8
Precast wall with end columns (PreWEC) system (a) Wall Configuration (b) Energy dissipator (O-connector with the deformed shape) (
Sritharan et al. 2015Sritharan, S., Aaleti, S., Henry, R.S., Liu, K.Y., Tsai, K.C. (2015). Precast concrete wall with end columns (PreWEC) for earthquake resistant design. Earthquake Engineering & Structural Dynamics 44:2075-2092. https://doi.org/10.1002/eqe.2576
https://doi.org/10.1002/eqe.2576...
).
Figure 9
Self-centering precast concrete (SCPC) wall system (a) Friction device (b) SCPC wall with its adjacent columns (
Guo et al. 2014Guo, T., Zhang, G., Chen, C. (2014). Experimental study on self-centering concrete wall with distributed friction devices. Journal of Earthquake Engineering 18:214-230. https://doi.org/10.1080/13632469.2013.844211
https://doi.org/10.1080/13632469.2013.84...
).
Figure 10
Coupled wall system: (a) multistory wall (b) subassembly (c) idealized displaced shape and (d) beam free-body diagram deformations (
Weldon and Kurama 2007Weldon, B. D., Kurama, Y.C. (2007). Nonlinear behavior of precast concrete coupling beams under lateral loads. Journal of Structural Engineering 133:1571-1581. https://doi.org/10.1061/(ASCE)0733-9445(2007)133:11(1571)
https://doi.org/10.1061/(ASCE)0733-9445(...
).
Figure 11
Unbonded post-tensioned precast concrete wall lateral load testing: (a) out-of-plane buckling failure (b) close-up of north face looking south-west (Perez et. al 2004bPerez, F. J., Sause, R., Pessiki, S. (2004b). Experimental and Analytical Lateral Load Response of Unbonded Post-Tensioned Precast Concrete Walls. ATLSS Report, No. 04-11(04), 378, (Lehigh University, Pennsylvania).).
Figure 12
Configuration of self-centering shear walls installed with (a) steel jacket (
Guo et al. 2014Guo, T., Zhang, G., Chen, C. (2014). Experimental study on self-centering concrete wall with distributed friction devices. Journal of Earthquake Engineering 18:214-230. https://doi.org/10.1080/13632469.2013.844211
https://doi.org/10.1080/13632469.2013.84...
) and (b) disc spring (
Xu et al. 2018Xu, L., Xiao, S., & Li, Z. (2018). Hysteretic behavior and parametric studies of a self-centering RC wall with disc spring devices. Soil Dynamics and Earthquake Engineering 115:476-488. https://doi.org/10.1016/j.soildyn.2018.09.017
https://doi.org/10.1016/j.soildyn.2018.0...
) at wall toes.
Figure 13
Layout of the reinforcement and strands of the floor slab before and after casting of the specimen (Liu 2016Liu, Q. (2016). Study on interaction between rocking-wall system and surrounding structure, Ph.D. Thesis (in United States), University of Minnesota, United States.).
Figure 14
Wall-to-Floor Connection System used in the PRESSS Building (Srithran and Pampanin 2002Srithran, S., Pampanin, S. (2002). Design Verification, Instrumentation & Test Procedures. PRESSS Report No. 01/03-09 (Vol. 3), (Iowa State University).).
Figure 15
PSA slotted insert connector by JVI Inc. (a) Schematic diagram (b) Installed PSA slotted insert connector (http://www.jvi-inc.com).
Figure 16
V connector and slotted insert by BS Italia; (a) Details diagram (http://www.bs-italia.it/) (b) V connector before welding (Liu 2016Liu, Q. (2016). Study on interaction between rocking-wall system and surrounding structure, Ph.D. Thesis (in United States), University of Minnesota, United States.).
Figure 17
Site photo of PT wall - floor interface (a) Wall-slab connection in the wall direction (b) Wall-slab connection in the transverse direction (Nagae et al. 2011Nagae, T., Tahara, K., Matsumori, T., Shiohara, H., Kabeyasawa, T., Kono, S., Tuna, Z. (2011). Design and Instrumentation of the 2010 E-Defense Four-Story Reinforced Concrete and Post-Tensioned Concrete Buildings. Technical Report PEER 2011/104, (University of California, Berkeley).).
Figure 18
Detail of PT wall - floor interface; (a) Out-of-plane direction (b) In-plane direction (Nagae et al. 2011Nagae, T., Tahara, K., Matsumori, T., Shiohara, H., Kabeyasawa, T., Kono, S., Tuna, Z. (2011). Design and Instrumentation of the 2010 E-Defense Four-Story Reinforced Concrete and Post-Tensioned Concrete Buildings. Technical Report PEER 2011/104, (University of California, Berkeley).).
Figure 19
Elevation of the calculated displaced shape of the prototype building FEM with (a) First building model: cast-in-place floor (rigid connection) (b) Second building model: precast floor diaphragms (isolated connection) (Henry 2011Henry, R.S., Sritharan, S., Ingham, J.M. (2011). Recentering requirements for the seismic design of self-centering systems, Proceedings of the 9th Pacific Conference on Earthquake Engineering Building an Earthquake-Resilient Society.).
Figure 20
Base moment versus lateral wall drift response of the three models (Henry 2011Henry, R.S., Sritharan, S., Ingham, J.M. (2011). Recentering requirements for the seismic design of self-centering systems, Proceedings of the 9th Pacific Conference on Earthquake Engineering Building an Earthquake-Resilient Society.).
Figure 21
Simplified 2-D analytical model (Liu 2016Liu, Q. (2016). Study on interaction between rocking-wall system and surrounding structure, Ph.D. Thesis (in United States), University of Minnesota, United States.).
Figure 22
Collapse of load-bearing structures (a) Damage to a four-story building in Leninakan due to inadequate connection between precast floors and infill walls (b) Collapse of precast floor panels, leaving walls standing in a building in Leninakan ( John A. Martin & Associates, Inc., 1996).
Figure 23
Precast wall-floor connection detail accordance to British code (Elliott 2002Elliott, K.S. (2002). Precast Concrete Structures, Elsevier (United Kingdom).).
Figure 24
Precast concrete load-bearing structures.
Figure 25
Proposed precast connection detail between the rocking wall system (Hybrid wall type) and precast floor plank. (All unit in mm)
Figure 26
Erection of the upper wall panel unit (a) slot in the connected bar (b) installing the upper wall panel to the connection.
Figure 27
(a) Jointing the continuous and the connected bars by using the mechanical couplers (b) Placing wire mesh (c) concreting the recess in precast floor plank and tensioning the PT strand.
Figure 28
Longitudinal and transverse seismic load on bearing shear wall panel system (fib 2008).
Figure 29
In-plane action of the prefabricated wall, a) shear forces, b) tensile and compressive forces (fib 2008).