0。0934 235 0。1182 0。0164 0。0626 0。0939
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%。 RP对不满足设计的RC结构的抗震加固英文文献和中文翻译(7):http://www.youerw.com/fanyi/lunwen_82095.html