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Earthquake Engineering Research - HKU Libraries - The University ...

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93<br />

Distance (km)<br />

""""--^Acc. (g)<br />

Magnitude "*""~-~--—_<br />

1<br />

2<br />

3<br />

4<br />

Magnitude 6.5 - 7.5 |g<br />

10-30 30-50<br />

0.2813<br />

1.00 (10)<br />

0.74 (2)<br />

1.16 (64)<br />

0.1355<br />

1.00 (6)<br />

1.51 (10)<br />

0.78 (2)<br />

1.18 (116)<br />

50-100<br />

0.1147<br />

1.00 (6)<br />

1.11 (12)<br />

1.78 (16)<br />

0.98 (72)<br />

100-200<br />

0.036<br />

1.00 (2)<br />

1.79 (2)<br />

1.81 (14)<br />

One can see from the table that the ratios vary with site condition. <strong>The</strong> ratio values are further<br />

summarized into four groups according to the Ace. values ^O.OSg, 0.08~0.15g, 0.15~0.25g, or^<br />

0.25g, the mean values of these four groups are listed in table 6 with the representative values O.OSg,<br />

O.lg, 0.2g and 0.3g. From that table, one can find that, in general, soil site will amplify the ratio (the<br />

maximum to 1.96 times), the rate of amplification may decreases smoothly as the soil gets softer and<br />

the thicker the soil layers. <strong>The</strong> rate of amplification decreases obviously until less than 1.0 when the<br />

Ace. is greater than 0.3g from the nonlinearity effect of soil. It is true that some values in the table vary<br />

in unstable fashion, even jumpily, because of the insufficient and inhomogeneous data sample. Putting<br />

the ratios for the soil sites together, a general trend of the ratio decreasing smoothly with the Ace. can<br />

be recognized. From the above table and some other references, the suggested values of adjustment<br />

coefficient are listed in table 7, where the values for Ace. 0.15g and 0.3g are estimated by<br />

interpolation.<br />

Table 6 <strong>The</strong> mean ratios of four Ace, groups<br />

^^^"^•^A-cc (g)<br />

Site Categories"--^^^<br />

1<br />

2<br />

3<br />

4<br />

0.05<br />

LOO<br />

1.66<br />

1.59<br />

0.1<br />

1.00<br />

1.30<br />

1.41 ^<br />

1.06<br />

0.2<br />

1.00<br />

1.47<br />

1.96<br />

1.35<br />

0.3<br />

LOO<br />

0.77<br />

0.95<br />

""^^-^^Acc.Cg)<br />

Site Categon&s--^^^^<br />

1<br />

2<br />

3<br />

4<br />

Table 7 <strong>The</strong> suggested values of site coefficient<br />

0.05<br />

1.0<br />

1.65<br />

1.65<br />

1.60<br />

0.1<br />

1.0<br />

1.5<br />

1.5<br />

1.4<br />

0.15<br />

1.0<br />

1.5<br />

1.5<br />

1.4<br />

0.2<br />

1.0<br />

1.5<br />

1.5<br />

1.3<br />

0,25<br />

1.0<br />

1.3<br />

1.2<br />

LI<br />

0.3<br />

1.0<br />

1.2<br />

LI<br />

1.0<br />

0.4<br />

1.0<br />

1.0<br />

1.0<br />

0.9<br />

Ratio of vertical to horizontal component varying with period<br />

As the accumulation of near field records has increased, some quite large vertical components of<br />

ground motions have been reported, which are even larger than the horizontal components. To examine<br />

if it is necessary to stipulate the ratio of vertical maximum amplitude to the horizontal one in the<br />

design spectra for different distances, 1449 ratios of vertical to horizontal parrs of records were

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