Eduardo C Carvalho - Eurocodeseurocodes.jrc.ec.europa.eu/doc/WS_335/S2_EC8-Lisbon_E CARVALH… ·...
Transcript of Eduardo C Carvalho - Eurocodeseurocodes.jrc.ec.europa.eu/doc/WS_335/S2_EC8-Lisbon_E CARVALH… ·...
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EUROCODE 8Background and Applications
Dissemination of information for training – Lisbon, 10-11 February 2011 1
Ground conditions and seismic actionGround conditions and seismic action
Eduardo C CarvalhoGAPRES SA
Ch i TC250/SC8Chairman TC250/SC8
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Ground conditionsDissemination of information for training – Lisbon 10-11 February 2011 2
Earthquake vibration at the surface is strongly influenced b th d l i d ditiby the underlying ground conditionsEN 1998-1 requires that appropriate investigations (in situ
i th l b t ) t b i d t i d tor in the laboratory) must be carried out in order to identify the ground conditions, with two main objectives:
• allow the classification of the soil profile, in view of defining the ground motion appropriate to the site (i.e. g g (allowing the selection of the relevant spectral shape)
• identify the possible occurrence of soil behaviour during an earthquake detrimental to the response of th t tthe structure
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Ground conditionsDissemination of information for training – Lisbon 10-11 February 2011 3
Five ground types:Five ground types:A - RockB Very dense sand or gravel or very stiff clayB - Very dense sand or gravel or very stiff clayC - Dense sand or gravel or stiff clayD - Loose to medium cohesionless soil or soft to
firm cohesive soilE - Surface alluvium layer C or D, 5 to 20 m thick,
over a much stiffer material
Ground conditions defined by shear wave velocities in the top2 special ground types S1 and S2 requiring special studies
Ground conditions defined by shear wave velocities in the top 30 m and also by indicative values for NSPT and cu
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Ground conditionsDissemination of information for training – Lisbon 10-11 February 2011 4
Table 3.1: Ground types
Ground type
Description of stratigraphic profile Parameters
vs,30 (m/s) NSPT (blows/30cm)
cu (kPa)
A Rock or other rock like geological 800A Rock or other rock-like geological formation, including at most 5 m of weaker material at the surface.
800 _ _
B Deposits of very dense sand, gravel, or very stiff clay, at least several tens of metres in thickness, characterised by a
360 – 800 50
250
, ygradual increase of mechanical properties with depth.
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Ground conditionsDissemination of information for training – Lisbon 10-11 February 2011 5
Table 3.1: Ground types
Ground type
Description of stratigraphic profile Parameters
vs,30 (m/s) NSPT (blows/30cm)
cu (kPa)
C Deep deposits of dense or medium 180 360 15 50 70 250C Deep deposits of dense or medium-dense sand, gravel or stiff clay with thickness from several tens to many hundreds of metres
180 – 360 15 - 50 70 - 250
hundreds of metres.
D Deposits of loose-to-medium cohesionless soil (with or without some
180 15 70 (
soft cohesive layers), or of predominantly soft-to-firm cohesive soil.
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Ground conditionsDissemination of information for training – Lisbon 10-11 February 2011 6
Table 3.1: Ground types
Ground type
Description of stratigraphic profile Parameters
v (m/s) N c (kPa) vs,30 (m/s) NSPT(blows/30cm)
cu (kPa)
E A soil profile consisting of a surface alluvium layer with v values of type C
alluvium layer with vs values of type C or D and thickness varying between about 5 m and 20 m, underlain by stiffer material with v > 800 m/sstiffer material with vs > 800 m/s.
S1 Deposits consisting, or containing a layer at least 10 m thick, of soft l / ilt ith hi h l ti it i d
100
(indicative)
_ 10 - 20
clays/silts with a high plasticity index (PI 40) and high water content
( d c ve)
S2 Deposits of liquefiable soils, of p q ,sensitive clays, or any other soil profile not included in types A – E or S1
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Seismic zonationDissemination of information for training – Lisbon 10-11 February 2011 7
Competence of National Authorities
Described by agR (reference peak ground l ti t A d)acceleration on type A ground)
Corresponds to the reference return period TCorresponds to the reference return period TNCR
agR modified by the Importance Factor I toagR modified by the Importance Factor I to become the design ground acceleration (on type A ground) ag = agR . I
Objective for the future updating of EN1998-1:European zonation map with spectral values for different
A ground) ag agR . I
p p phazard levels (e.g. 100, 500 and 2.500 years)
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Seismic zonationDissemination of information for training – Lisbon 10-11 February 2011 8
Attenuation relationshipsSeismic Hazard AnalysisAttenuation relationshipsSample law: Ambraseys et al. [1996]valid for:
Intraplate seismicit (E rope)320
M 5 0atio
n
• Intraplate seismicity (Europe)• Rock sites• 4.0 < M < 7.3 240
280Mag=5.0Mag=6.0Mag=6.5M 7 0nd
acc
eler
a
•3 km < R < 200 km
120
160
200 Mag=7.0
Spectral law:log SA [g] = c1 + c2M + c4 logR e
peak
gro
uT (s) C'1 C2 C4 h0 PGA -1.48 0.27 -0.92 3.50 0.250.10 -0.84 0.22 -0.95 4.50 0.27 40
80
120log SA [g] c1 c2M c4 logR-r
efer
ence
0.20 -1.21 0.28 -0.92 4.20 0.270.30 -1.55 0.34 -0.93 4.20 0.300.40 -1.94 0.38 -0.89 3.60 0.310.50 -2.25 0.42 -0.91 3.30 0.321.00 -3.17 0.51 -0.89 4.30 0.321 50 -3 61 0 52 -0 82 3 00 0 31
010 100 1000
Distância [km]
a gR
1.50 -3.61 0.52 -0.82 3.00 0.312.00 -3.79 0.50 -0.73 3.20 0.32
Distância [km]
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Spectral shapeDissemination of information for training – Lisbon 10-11 February 2011 9
Effect of Magnitude on Response Spectra (Rock, 5% damping)
0.35
(g)
0.25
0.30Se
(
R = 30 km
0.15
0.20 Magnitude
56
0.05
0.10 6,57
0.000 0.5 1 1.5 2
Period T (s)Period T (s)
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Spectral shapeDissemination of information for training – Lisbon 10-11 February 2011 10
Effect of Magnitude on normalised shape (Rock, 5% damping)
3.00
/ag
2.00
2.50Se
/
Magnitude
5
R = 30 km
1.00
1.505
6
6,5
0.00
0.507
0 0.5 1 1.5 2
Period T (s)
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Spectral shapeDissemination of information for training – Lisbon 10-11 February 2011 11
Effect of Epicentral Distance on Response Spectra(Rock, 5% damping)
0 25
0.30
e(g
)
0.20
0.25S
Distance (km)
M = 6
0.10
0.15 153050
0.05
50100
0.000 0.5 1 1.5 2
Period T (s)
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Spectral shapeDissemination of information for training – Lisbon 10-11 February 2011 12
Effect of Epicentral Distance on normalised shape(Rock, 5% damping)
2.50
a g
2.00Se
/a
Distance (km)M = 6
1.00
1.50 15
30
50
0.50
50
100
0.000 0.5 1 1.5 2
Period T (s)Period T (s)
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Basic representation of the seismic action in Eurocode 8Dissemination of information for training – Lisbon 10-11 February 2011 13
Elastic response spectrump p
Common shape for the ULS and DLS verificationsp
2 orthogonal independent horizontal components
Vertical spectrum shape different from the horizontal spectrum (common for all ground types)
Possible use of more than one spectral shape (to model different seismo-genetic mechanisms)
Account of topographical effects (EN 1998-5) and spatial
model different seismo genetic mechanisms)
variation of motion (EN1998-2) required in some special cases
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Definition of the horizontal elastic response spectrumDissemination of information for training – Lisbon 10-11 February 2011 14
Four branches
0 T TB Se (T) = ag . S . (1+T/TB . ( . 2,5 -1))
TB T TC Se (T) = ag . S . . 2,5
TC T TD Se (T) = ag . S . . 2,5 (TC /T)( ) g ( )
TD T 4 s Se (T) = ag . S . . 2,5 (TC . TD /T 2)S (T) l ti tSe (T) elastic response spectrumag design ground acceleration on type A groundTB TC TD corner periods in the spectrum (NDPs)B C D p p ( )S soil factor (NDP) damping correction factor ( = 1 for 5% damping)
Additional information for T > 4 s in Informative Annex
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Normalised elastic response spectrumDissemination of information for training – Lisbon 10-11 February 2011 15
Standard shape
Control variables• S, TB, TC, TD (NDPs)( )• ( 0,55) damping correction for 5 %
Fixed variables• Constant accelerationConstant acceleration, velocity & displacement spectral branches• acceleration spectral amplification: 2,5
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Normalised elastic response spectrumDissemination of information for training – Lisbon 10-11 February 2011 16
Correction for damping 55,05/10
1 4
1.6or
η
1
1.2
1.4ec
tion
fact
o
0.6
0.8Cor
re
0
0.2
0.4
0 5 10 15 20 25 30
Viscous damping ξ (%)
To be applied only to elastic spectra
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Elastic response spectrumDissemination of information for training – Lisbon 10-11 February 2011 17
Two types of (recommended) spectral shapesTwo types of (recommended) spectral shapes
Depending on the characteristics of the mostDepending on the characteristics of the most significant earthquake contributing to the local hazard:
• Type 1 - High and moderate seismicity regions
local hazard:
yp g y g(Ms > 5,5 )
• Type 2 - Low seismicity regions (Ms 5,5 );
Optional account of deep geology effects (NDP) for the definition
ype o se s c ty eg o s ( s 5,5 );near field earthquakesOptional account of deep geology effects (NDP) for the definition of the seismic action
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Recommended elastic response spectraDissemination of information for training – Lisbon 10-11 February 2011 18
Normalised shape for Type 1 and Type 2 seismic action (rock)
3.00
M it dR = 30 km
2.00
2.50
S e/a
g Magnitude
5
6
1.00
1.50 6,5
7
EN1998 1 type 1
0.00
0.50EN1998-1 type 1
EN1998-1 type 2
0 0.5 1 1.5 2
Period T (s)
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Recommended elastic response spectraDissemination of information for training – Lisbon 10-11 February 2011 19
Recommended parameters for the definition of th t f i d tthe response spectra for various ground types
Seismic action Type 1 Seismic action Type 2Seismic action Type 1 Seismic action Type 2
GroundType S TB (s) TC (s) TD (s) S TB (s) TC (s) TD (s)yp
A 1,0 0,15 0,4 2,0 1,0 0,05 0,25 1,2
B 1,2 0,15 0,5 2,0 1,35 0,05 0,25 1,2, , , , , , , ,
C 1,15 0,2 0,6 2,0 1,5 0,1 0,25 1,2
D 1,35 0,2 0,8 2,0 1,8 0,1 0,3 1,2D 1,35 0,2 0,8 2,0 1,8 0,1 0,3 1,2
E 1,4 0,15 0,5 2,0 1,6 0,05 0,25 1,2
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Recommended elastic response spectraDissemination of information for training – Lisbon 10-11 February 2011 20
4
g E D4
5
B
EC
D
S e/ag
3
S e/ag
AB
E DC
2
3A
B
1
2A
1
2
00 1 2 3 4T(s)
00 1 2 3 4
T(s)
Type 1 - Ms > 5,5 Type 2 - Ms 5,5
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Recommended elastic response spectraDissemination of information for training – Lisbon 10-11 February 2011 21
3
4
S e/ag E D
C
2
3
A
B
1
00 1 2 3 4T (s)
Type 1 - Ms > 5,5
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Recommended elastic response spectraDissemination of information for training – Lisbon 10-11 February 2011 22
5
E
D
S e/ag
3
4B
CS
2
3A
1
00 1 2 3 4
T (s)
Type 2 - Ms 5,5T (s)
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Definition of the vertical elastic response spectrumDissemination of information for training – Lisbon 10-11 February 2011 23
Four branches
0 T TB Sve (T) = avg . (1+T/TB . ( . 3,0 -1))
TB T TC Sve (T) = avg . . 3,0
TC T TD Sve (T) = avg . . 3,0 (TC /T)( ) g ( )
TD T 4 s Sve (T) = avg . . 3,0 (TC . TD /T 2)
Sve (T) vertical elastic response spectrumavg vertical design ground acceleration on type A groundT T T i d i th t (NDP )TB TC TD corner periods in the spectrum (NDPs) damping correction factor ( = 1 for 5% damping)
Soil factor not influencing the vertical response spectrum
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Definition of the vertical elastic response spectrumDissemination of information for training – Lisbon 10-11 February 2011 24
Recommended parameters
Seismicaction avg/ag TB (s) TC (s) TD (s)
Recommended parameters3
a g action
Type 1 0,90 0,05 0,15 1,02
2.5S ve/a
EN1998-1Vertical Elastic
Type 2 0,45 0,05 0,15 1,0
1.5
2
1Type 1
Type 2
0
0.5Type 2
0 1 2 3Period T (s)
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DisplacementsDissemination of information for training – Lisbon 10-11 February 2011 25
DCgg TTSad 025,0Design ground displacement
Elastic displacement response spectrum in Informative Annex A of EN 1998-1Annex A of EN 1998 1
Soil TE(s)
TF(s)(s) (s)
A 4,5 10,0
B 5 0 10 0B 5,0 10,0
C 6,0 10,0
D 6,0 10,0
E 6,0 10,0
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Design spectrum for elastic analysisDissemination of information for training – Lisbon 10-11 February 2011 26
Derived from the elastic spectrum
0 T TB Sd (T) = ag . S . (2/3+T/TB . (2,5/q -2/3))
TB T TC Sd (T) = ag . S . 2,5/q
TC T TD Sd (T) = ag . S . 2,5/q . (TC /T)( ) g , q ( ) . ag
TD T 4 s Sd (T) = ag . S . 2,5/q . (TC . TD /T 2 )( ) g , q ( ) . ag
Sd (T) design spectrum( ) g pq behaviour factor lower bound factor (NDP recommended value: 0,2)
Specific rules for vertical action: q 1,5
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Design spectrum for elastic analysisDissemination of information for training – Lisbon 10-11 February 2011 27
Derived from the elastic spectrum but:
Correction factor for damping η not included
Values of the behaviour factor q already account forValues of the behaviour factor q already account for the influence of the viscous damping being different from 5%
The behaviour factor q is an approximation of the ratio of
from 5%
the seismic forces that the structure would experience if its response was completely elastic with 5% viscous damping to the seismic forces that may be used in thedamping, to the seismic forces that may be used in the design, with a conventional elastic analysis model, still ensuring a satisfactory response of the structure.
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Design spectra for elastic analysisDissemination of information for training – Lisbon 10-11 February 2011 28
2.5Sd
2.0
d (cm/s2)
EN1998 1
1.5
EN1998-1Soil C
Behaviour factor
1.0
1,5
2
3
Behaviour factor
0.5
3
4,5
0.00 0.5 1 1.5 2 2.5 3
T (s)
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Alternative representations of the seismic actionDissemination of information for training – Lisbon 10-11 February 2011 29
Time history representation (essentially for NLTime history representation (essentially for NL analysis purposes)
Three simultaneously acting accelerograms
• Artificial accelerogramsMatch the elastic response spectrum for 5% dampingDuration compatible with Magnitude (Ts 10 s)Minimum number of accelerograms: 3
• Recorded or simulated accelerogramsScaled to ag . SScaled to ag . SMatch the elastic response spectrum for 5% damping