Civil Engineering Reference
In-Depth Information
Table 26.2
Geometrical and mechanical properties used in experimental design
Property
Range
Property
Range
Rotor diameter,
RD
(m)
40-126
Soil elasticity
modulus,
E
soil
(MPa)
13-200
Tower height,
H
1
(m)
40-80
Friction between pile
and soil,
0.2-0.3
μ
Tower top
diameter,
D
1
(m)
1.9-4.0
Soil type
Clay
Sand
Tower base
diameter,
D
2
(m)
3.0-6.0
Soil cohesion,
C
soil
(kPa)
10-200
0-80
Tower diameter to
thickness ratio
100-200
Soil friction angle,
ϕ
10-25
35-45
soil
(°)
Water depth,
WD
(m)
20-30
Mean wind speed,
W
s
(m/s)
3.0-30
Marin segment
height,
H
2
(m)
WD
+
(2.5-10)
Turbulence intensity,
IT
w
0-0.16
Steel type
S235, S275,
S355
Signifi cant wave
height,
H
s
(m)
1.0-10
Tower vibration
period,
T
n
(s)
0.9-11.9
Signifi cant wave
period,
T
p
(s)
36
.
H
−
50
.
H
s
s
Pile penetration,
H
3
10-50
Pile diameter to
thickness ratio
50-100
Rated wind speed,
W
s_
rated
(m/s)
10.3-11.7
Table 26.3
Bins from which ground motions are selected
Distance
(km)
No. of
records
Bin no.
Bin characteristics
Magnitude
1
Large magnitude, small distance
M
> 6.5
13 <
R
< 30
20
2
Large magnitude, large distance
M
> 6.5
R
> 30
20
3
Small magnitude, small distance
M
< 6.5
13 <
R
< 30
20
4
Small magnitude, large distance
M
< 6.5
R
> 30
20
5
Near fault
M
> 6.5
R
< 13
20
records should capture the characteristics of the possible seismic hazards,
including their return periods, intensities, frequency contents, and durations
(Krawinkler
et al.
, 2003). We select ground motion records from the PEER
(Pacifi c Earthquake Engineering Research Center) NGA database (1999).
Following Shome and Cornell (1999), the selected ground motions are
subdivided into fi ve bins based on moment magnitude (
M
) and the closest
distance between the record location and the rupture zone (
R
). Table 26.3
shows the bins from which the ground motions are selected. Each bin rep-
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