1. Project Collaborators and Contributors: Aziz Akhtary (Grad Student Researcher, CSU Fullerton) Juan Carlos de la Llerra (Dean, Catholic University of Chile, Santiago) Anne Lemnitzer (Assist. Prof, Cal State Fullerton) Leonardo Massone (Assist. Prof., Univ. of Chile, Santiago) Bob Nigbor (NEES@UCLA co-PI & Manager) Derek Skolnik (Sr. Project Engineer, Kinemetrics) John Wallace (Professor, UCLA and NEES@UCLA PI)

2. Preparation of Instrumentation Layouts Equipment provided by NEES@UCLA Instrumentation used:

4. Buildings selected based on: -Access and permission -EERI Recon Team input -Typical design layouts representative for Chile and the US -Local collaborator for building selection: Juan Carlos de la Llerra Ambient Vibration 2 Aftershocks Ambient Vibration 30 Aftershocks Ambient Vibration 4 Aftershocks Ambient Vibration

5. US Team Members: Anne Lemnitzer (CSUFullerton) Alberto Salamanca (NEES @ UCLA) Aditya Jain (Digitexx) Marc Sereci (Digitexx; EERI team member) John Wallace (UCLA, Instrumentation PI) Local Graduate Student Members : Matias Chacom, (Pontificia Universidad Católica de Chile) Javier Encina, (Pontificia Universidad Católica de Chile) Joao Maques, (Pontificia Universidad Católica de Chile) Local Faculty Collaborators Juan C. De La Llera M. (Pontificia Universidad Católica de Chile) Leonardo Massone (University of Chile, Santiago) CO-PIs on the NSF Rapid Proposal Robert Nigbor (UCLA) John Wallace (UCLA) Chile RAPID Instrumentation Team

6. Building B: -10 story RC residential building - Structural system: Shear Walls -Post Earthquake damage: I. Shear wall failure, II.Column buckling, III. Extensive non-structural failure, IV.slab bending & concrete spalling

7. Repetitive Damage at the -1 level (Parking level): Wall-Slab intersections Observed Damage in the 10 story shear wall building:

12. Roof 9th 2nd -1 st

13. Roof 9th 2nd -1 st

14. Figure 4: Shear-flexure interaction for a wall subject to lateral loading. (adapted from Massone and Wallace, 2004)

15. Vertical LVDTs Diagonal LVDTs

16. The rotation for flexure was taken at the base of the wall (so the top displacement is multiplied by the wall height), which is the largest value expected for flexure. If we assume that the flexure corresponds to a rotation at wall mid-height, the flexural component should be multiplied by 0.5.

17. Torsion and rocking Rocking about the x axis = orientation of shear wall (corresponds to shear wall cracking) NOTE CHANGE IN SCALE FOR X- AXIS ROCKING 3 triaxial sensors

19.  Airport regulations (invitation letters, label equipment as non stationary)  Trigger and record mechanisms (Continuous for short duration, triggered for longer)  Instrumentation cabling (<100m, Power supplies)  Time Frame (ambient + aftershocks, can be 1-day or months)  Battery power is workable  Local collaboration essential (building access, installation, translations)  Equipment Transportation (baggage is simple if possible)

20. NEES@UCLA can mobilize quickly – 2 weeks this first time Cost is subsidized by NEES O&M funding (Chile RAPID was $29k) Recommended as a resource for EERI LFE We have prepared two 24-channel SHM Systems for rapid deployment 8 triaxial EpiSensors 4 Q330s Slate field computer or “netbook” PC Car battery power, batteries in-country GPS timing Ethernet connectivity Fits in 4 50-lb suitecases

22. Instrumentation Layout: Exemplarily for 2 nd floor 3 triaxial sensors

23. 3 uniaxial sensors 9 th Floor instrumentation:

25. Floor Plan: Ground Floor (-1 Level)

26. Instrumentation on Ground Level: Triaxial sensor

27. Instrumentation Layout: First Floor (shear wall instrumentation) Instrumented floors: -Parking Level (-1) : 1 triaxial sensor -2 nd floor : 3 triaxial sensors -9 th floor : 3 uniaxial sensors -Roof : 3 uniaxial sensors

28. 3 triaxial sensors

29. Roof 9th 2nd -1 st

30. Building C: “Golf” -10 story office building -Unoccupied except for floors # 2 & 8 - Inner core shear wall with outer frame system - No structural damage - 4 parking levels (-1 through -4) - Instrumented floors: 1 & 10 - Sensors: 8 accelerometers

31. Building: Golf 80, Las Condes, Santiago, Chile

32. The only earthquake damage observed: Minor glass breaking on outside Fassade

33. Floor plan for typical floor:

34. Foto’s from the inside: 10 th floor

35. On site notes:

36. Chilean Seismic Network info for earthquake: 2010-03-26- 14:54:08 UTC

37. Center acc were calculated assuming rigid diaphragms and using the following equations: v1v1 u2u2 u1u1 u0u0 v0v0 00 v2v2 u4u4 v2v2 u3u3 v3v3

38. Max values 10 th floor: E_W Center acc : 3.5 cm/s2 Corner acc: 4.3 cm/s2 N_S Center acc: 2.8 cm/s2 Edge: 5.0 cm/s2 Max values 1 st floor: E_W Center acc : 1.2 cm/s2 Corner acc: 1.2 cm/s2 N_S Center acc: 1.2 cm/s2 Corner: 1.2 cm/s2 No Torsion Torsion

39. Max values 10 th floor: E_W Center acc : 1.15 mm Corner acc: 1.2 mm N_S Center acc: 0.74 mm Edge: 1.24mm Max values 1 st floor: E_W Center acc : 0.31 mm Corner acc: 0.32 mm N_S Center acc: 0.29 mm Edge: 0.29 mm Perfect rigid body motion at 1 st floor Twisting / Torsion on 10 th floor