Two types of HYCAD HCW systems were pre-designed for full-scale testing:

1. Configuration 1 (C1) – a fixed-base RC wall,

2. Configuration 2 (C2) – a hinged-base rocking RC wall with vertical steel links 

The following structural components, were adopted for the pre-designed HCW systems,

• Link-to-wall connections using unbonded threaded bars

• Hinged-base rocking wall with vertical links

• Steel profiles attached to the side faces of the RC wall

• Prefabricated double-slab wall panels

Both configurations were constructed and tested at full-scale using cyclic loads. The real-life construction and reparability aspects of the HCW systems are discussed in the relevant deliverable through: 

• presenting a step-by-step assembly of the HCW systems, highlighting important aspects from an executional perspective; 

• identifying the critical components for easy reparability of the HCW systems after the desired level of damage. 

In step 16, the test results are further assessed based on analytical calculations and numerical modelling, in order to evaluate and consequently validate the design hypothesis and seismic performance of the full-scale HCW systems. To that purpose, four seismicity levels are considered in accordance to Eurocode 8: 

• low damage level, corresponding to 0.27g ground acceleration - damage limitation for CC2, 

• design level, corresponding to 0.45g – significant damage for CC2, 

• severe level, corresponding to 0.60g – near collapse for CC2 and

• worst-case scenario, corresponding to 1.00g – near collapse for CC3-b. 

The primary design objectives was achieved at the design seismic level i.e. all links yield in shear prior to minimal damage in the RC wall in C1 and no damage in the RC wall in C2, while the columns stayed in the elastic zone throughout the experiment for both specimens – therefore confirming the design hypothesis and “reparability” of the proposed systems.