2 0。0505 0。0973

3 0。0043 0。0044

NX LSSD 1 232 0。0626 −0。0093 0。0618 0。0927 235 0。1076 −0。0100 0。0618 0。0927

2 −0。0485 −0。0935

3 −0。0040 −0。0041

PY LSSD 1 251 0。0962 0。0287 0。0607 0。0910 253 0。1201 0。0364 0。0610 0。0917

2 0。0344 0。0428

3 0。0326 0。0409

NY LSSD 1 292 0。0740 −0。0284 0。0603 0。0904 294 0。0908 −0。0365 0。0604 0。0906

2 −0。0323 −0。0411

3 −0。0125 −0。0131

Montenegro 1979 Herceg Novi Ground Acceleration X Direction 1g PGA

Montenegro 1979 Herceg Novi Ground Acceleration Y Direction 1g PGA

0    1     2    3     4    5     6    7     8    9    10   11   12   13   14  15

0    1     2    3     4    5     6    7     8    9    10   11   12   13   14   15

Spectra in Acceleration-Displacement format

Figure  4。  (a)  Longitudinal;  (b)  transverse  component  of  Herceg  Novi  records,  PGA   1g;

(c) acceleration response spectra (5%  damping)  of  X  and  Y  components  and  Ordinance soil c spectrum; and (d) spectra in AD   format。

displacement required for each investigated PGA level are summarized in Table III, which shows that the ‘as-built’ structure is able to satisfy the LSSD in each direction for 0。20g PGA level even if, especially in both positive and negative X directions, the capacity slightly exceeds the demand。 Moreover, increasing the seismic action up to a PGA of 0。30g, such verification is satisfied only in direction PY ; at this PGA level, the maximum gap in terms of maximum top displacement is provided in direction NX where the difference between seismic demand and displacement capacity is 0。0301 m (0。0927 m vs 0。0626 m) corresponding to a performance gap of 48%。