XA9952878
Title:
Experience Database of Romanian
Facilities Subjected to the Last
Three Vrancea Earthquakes
Contributor:
Stevenson & Associates
Date:
March 1995
STEVENSON & ASSOCIATES
Faurei # 1, Bloc P11, Ap.80, Sector 1 Bucharest, Phone/Fax: (401) 211-3783
Registration no. J 40/27689/1993, Fiscal cod: 5042040
Account (lei): 4104085154538. Account ($): 4154085154538. Dacia Felix-Sa Bank, Sue. Bucuresti
Research Report for the International Atomic Energy Agency
Vienna, Austria
Contract No. 8223/EN
EXPERIENCE DATABASE OF ROMANIAN FACILITIES SUBJECTED TO THE
LAST THREE VRANCEA EARTHQUAKES
Parti
Probabilisitic hazard analysis to the Vrancea earthquakes in Romania.
by
Dan Lungu1} and Ovidiu Coman2)
with cooperation of:
Alexandru Aldea !)
Tiberiu Cornea ^
lolanda Craifaleanu 5)
Traian Moldoveanu4)
Mihaela Rizescu 3)
1) Technical University of Civil Engineering, Bucharest
2) Stevenson & Associates, Bucharest Office
3) National Institute for Earth Physics, INFP
4) Institute for Geotechnical and Geophysical Studies, GEOTEC
5) lPCT-SA
This page is intentionally left blank.
Contents:
1.
Introduction
2.
The Vrancea source
References
3.
Probabilistic seismic hazard evaluation
3.1
Magnitude-recurrence relationship
3.2
Ground motion attenuation
References
4.
Site-dependent response spectra for design
4.1
Site dependent frequency content of the accelerograms
4.2
Bucharest narrow frequency band motions of long predominant
period and design spectra for soft soil condition
4.3
Moldavia and Republic of Moldavia response spectra
4.4
Response spectra for motions recorded in Dobrogea
References
5.
Appendix 1: Characteristics of free-field accelerograms recorded in the
last three Vrancea earthquakes by the seismic networks of INFP and
GEOTEC
6. Acknowledgment
This page is intentionally left blank.
1. INTRODUCTION
The scope of this research project is to use the past seismic experience of similar
components from power and industrial facilities to establish the generic seismic resistance
of nuclear power plant safe shutdown equipment. The first part of the project provide
information about the Vrancea earthquakes which affect the Romanian territory and also
the Kosloduy NPP site as a background of the investigations of the seismic performance of
mechanical and electrical equipment in the industrial facilities.
This project has the following objectives:
a) first part :
- Collect and process all available seismic information about Vrancea earthquakes;
- Perform probabilistic hazard analysis of the Vrancea earthquakes;
- Determine attenuation low, correlation between the focal depth, earthquake
power, soil conditions and frequency characteristics of the seismic ground motion
b) second part:
- Investigate and collect information regarding seismic behavior during the 1977,
1986 and 1990 earthquakes of mechanical and electrical components from industrial
facilities.
The seismic database used for the analysis of the Vrancea earthquakes includes digitized
triaxial records as follows: March 4, 1977 - 1 station, Aug. 30 1986 - 42 stations, May
1990 - 54 stations. Also a catalogue of the Vrancea earthquakes occurred during the period
1901-1994, is presented.
The present report represent the first part of the research project.
This page is intentionally left blank.
2. THE VRANCEA SOURCE
The Vrancea region, situated where the Carpathian Arc bends, is the source of an
intermediate depth (60-170 km) seismic activity. It affects more than 2/3 of the territory of Romania,
important parts of the Republic of Moldova and a small area in Bulgaria.
The Vrancea intermediate depth foci produce a high seismic risk in the densely built zones of
the South-East of Romania. In Bucharest, on March 4, 1977, during the strongest Vrancea
earthquake in the last 50 years, more than 1500 people died and 35 reinforced concrete multi-storey
buildings completely collapsed.
However the Vrancea region is a source of smaller seismic risk when compared with the
seismic risk in Turkey (57,757 dead people in destructive earthquakes that occurred from 1925 to
1988) or in Greece.
From EUROPROBE's LEVISP and DECAP Reports, the Vrancea region in Romania can be
characterised as follows:
The Carpathian Arc is bounded on the North and North-East by the East European Platform
and on the East and South by the Moesian Platform; inside the Arc and Westward are the
Transylvanian and Pannonian basins, Fig. 2.1.
0
50
100km i
'
'
'
i
Fig. 2.1 Tectonic units in the Vrancea region - Romania
Focus
depth
km
Moment
magnitude
Mw
GutenbergRichter
magnitude
M
o20 - -
Crustal seismic
activity
5.5
40 .
60 80 -
100 120 140 160 -
6.8
6.3
7.0
6.5
6.1
6.7
No seismic
activity
1945 Sept 07
1990 May 31
1990 May 30
7.5
6.8
7.2
7.2
6.5
7.0
1977 Mar 04
1940 Oct 22
1986 Aug30
7.7
7.4
7.0
6.8
1940 N o v l l
1908 Oct 06
The three tectonic units in contact
along the Eastern Carpathians have different
crustal and lithospheric thickness, heat flow
and other physical properties as well as
different relative motions.
The thickness of the lithosphere varies
between about 150 km in the platform areas
and less than 100 km inside the Carpathians.
In the Vrancea zone the lithosphere
descends to more than 200 km and is located
at about 30-40 km in the platform areas, 4055 km in the Carpathians area and 25-30 km
in the basin areas.
The intermediate depth foci are
clustered in a narrow volume: about 20 km in
the SE-NW direction, 60 km in the NE-SW
direction and 100 km in depth.
The mechanism of the Vrancea source
was explained by Fuchs et al. (1979):
180 200 -
4.0
Deepest event
recorded
1982 May 16
First a subduction zone was
recognised in the Eastern Carpathians in the
SE-NW direction, later a paleosubduction
zone in the NE-SW direction with its
Southern end decoupled.
Fig. 2.2 Vrancea intermediate depth events (Mw> 6.8)
Adapted from EUROPROBE's DECA Project
Nevertheless, from several tectonic models proposed none of them can explain all the
particularities of the Vrancea observed seismic activity : spatial distribution of seismic activity,
the two types of orientation of the fault plane, etc. (EUROPROBE).
The C. Radu Catalogue of the earthquakes (M > 5.0) which occurred in the Vrancea
zone from 1901 to 1994 is listed in Table 2.1. The magnitude in Catalogue is the GutenbergRichter magnitude (1954). This magnitude could be approximated as equal to the surface
magnitude (Bonjer, 1991): M = Ms.
Conversion of the Gutenberg-Richter magnitude M > 5.0 into the moment magnitude
Mw can be done using the relation proposed, for the Vrancea source, by Oncescu (1987):
M w = 0.92 M +0.81.
(2.1)
Table 2.1
Nr.
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
Catalogue of the Vrancea earthquakes (M £ 5.0) occurred on the territory of
Romania during the period 1901 - 1994 (C. Radu, 1994)
Date
1901
1902
1903
1904
1908
1912
1913
1914
Sep 23
Mar 11
Jun08
Sep 13
Feb 06
Oct 06
May 25
May 25
May 25
Jun 07
Mar 14
M23
Jul 01
Jul31
Oct 26
1917
Mar 15
May 19
1918
1919
Feb 25
Apr 18
Aug09
Dec 25
Jul 24
Mar 30
Nov23
May 20
NovOl
Mar 13
May 27
Sep 07
Feb 02
Mar 29
Jul 13
Sep 05
May 17
Jan 26
Jul 13
Sep 05
Jun 24
Oct 22
Nov08
Nov 10
Novll
Nov 14
Nov 19
Nov 23
Dec 01
Jan 29
Apr 13
Jul 29
Apr 28
Mil
1925
1927
1928
1929
1932
1934
1935
1936
1937
1938
1939
1940
1941
1942
1943
Long.
Focus depth
N°
E°
h
km
45.7
45.7
45.7
45.7
45.7
45.5
45.7
45.7
45.7
45.7
45.7
45.7
45.7
45.9
45.7
46.0
45.7
45.7
45.7
45.7
45.7
45.7
45.7
45.9
45.7
45.8
45.9
45.7
45.7
45.7
45.2
45.8
45.3
45.8
45.3
45.7
45.9
45.9
45.9
45.8
45.5
45.8
46.0
45.7
46.0
45.8
45.7
45.7
45.7
45.7
45.8
26.6
26.6
26.6
26.6
26.6
26.5
27.2
27.2
27.2
27.2
26.6
26.6
26.6
26.3
26.6
26.5
26.6
26.6
26.6
26.6
26.6
26.6
26.6
26.5
26.6
26.5
26.5
26.6
26.6
26.6
26.2
26.5
26.6
26.7
26.3
26.6
26.7
26.7
26.6
26.4
26.2
26.7
26.8
26.6
26.5
26.8
26.6
26.6
26.5
26.5
27.1
Time
GMT
h.m.s
Lat.
18:11
20:14
15:07
08:02:7
02:49
21:39:8
18:01:7
20:15
21:15
01:58
03:40
22:03
01:00
18:23:12
02:59
20:42:46
21:00
03:23:55
02:07
06:20:05
14:38
02:37
20:17:05
09:38:57
04:23:12
12:17:56
06:57:25
02:53
10:42:15
18:36
10:59:13
20:06:51
00:03:46
06:00
17:38:02
14:34
20:15:17
06:02:00
09:57:27
06:37:00
12:00:44
01:39:07
06:34:16
14:37
20:27:12
14:49:53
17:19
07:04
03:07:22
19:19
19:46:40
i
i
i
i
i
150
80
80
80
80
i
lo
Epicentral
intensity
V
VI
VI
VII
VI
VIII
VII
VI
V-VI
V
V-VI
i
i
V-VI
100
V-VI
i
i
i
V
V
VI
VI
VI
VI
VI
V
VI
VI
i
i
100
i
i
i
i
150
100
160
i
i
i
150
90
140
150
150
i
120
115
115
122
145
150
150
i
150
150
i
i
100
125
66
V
V-VI
VI
VI-VII
V-VI
VI
VI
VI
VII
VI
VI
V
V
VI
VI
V-VI
VII - VIII
VI
IX
VI
V
VI
V-VI
V
V
V-VI
V
VI
GutenbergRichter
magnitude
5.0
5.5
5.0
6.3
5.7
6.8
6.0
5.5
5.3
5.0
5-3
5.3
5.0
5.3
5.0
5.0
5.5
5.5
5.5
5.3
5.5
5.0
5.5
5.4
5.3
5.3
5.8
5.3
5.5
5.4
5.3
6.3
5.3
5.5
5.1
5.0
5.3
5.3
5.5
6.5
5.5
7.4
5.5
5.0
5.3
5.3
5.1
5.1
5.2
5.0
5.0
10
Date
Nr.
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
96
97
98
99
100
101
102
103
1944
1945
1946
1947
1948
1949
1950
1952
1953
1954
1955
1959
1960
1963
1965
1966
1973
1974
1975
1976
1977
1978
1979
1980
1981
1983
1984
1985
1986
1988
1990
1991
1993
Feb 25
Mar 12
SepO7
Sep 14
Dec 09
Nov 03
Mar 13
Oct 17
Mar 13
Apr 29
May 29
Dec 26
Jan 16
Jun20
Jull4
Aug 03
May 17
Oct01
May 01
May 31
Aug 19
Jan 26
Oct 13
Jan 14
Jan 10
Oct 02
Oct 15
Dec 14
Aug 20
Oct 23
Jul 17
Mar 07
Oct01
Mar 04
Mar 04
Mar 04
Mar 04
Oct 02
May 31
Sep 11
Jan 14
Jun 18
Jan 25
Jan 20
Aug 01
Aug 16
Aug 30
Jan 08
May 30
May 31
Jan 31
Aug 26
Time
GMT
h:m:s
16:59
20:51:46
15:48:26
17:21
06:08:45
18:46:59
14:03
13:25:20
21:05:56
00:33:40
04:48:58
03:36:10
04:25:01
01:18:54
06:29:57
16:36:14
02:33:54
13:31:00
21:22:52
12:51:48
15:32:03
20:27:04
02:21:25
18:33:25
02:52:24
11:21:45
06:59:19
14:50:00
15:18:28
10:50:59
05:09:23
04:13:05
17:50:43
19:21:56
19:22:00
19:22:08
19:22:15
20:28:52
07:20:07
15:36:55
15:07:54
00:02:59
07:34:49
07:24:23
14:35:03
06:41:25
21:28:37
16:50:39
10:40:06
00:17:49
13:29:14.8
21:32:33.5
Lat.
Long.
N°
45.7
45.6
45.9
45.7
45.7
45.6
45.7
45.7
45.9
45.9
45.8
45.7
45.6
45.9
45.7
45.6
45.4
45.5
45.5
45.7
45.9
45.8
45.4
45.7
45.8
45.7
45.6
45.7
45.73
45.72
45.76
45.86
45.72
45.78
45.72
45.48
45.34
45.78
45.57
45.59
45.78
45.68
45.67
45.51
45.78
45.58
45.53
45.54
45.82
45.83
45.73
45.70
26.6
26.4
26.5
26.6
26.8
26.3
26.6
26.6
26.7
26.7
26.5
26.7
26.3
26.5
27.1
26.5
26.3
27.1
26.3
27.2
26.8
26.2
26.4
26.6
26.6
26.5
26.4
26.4
26.52
26.48
26.61
26.63
26.54
26.78
26.94
26.78
26.30
26.48
26.38
26.31
26.60
26.38
26.75
26.34
26.52
26.34
26.47
26.26
26.90
26.89
26.52
26.62
E°
Focus depth
h
km
155
125
75
i
80
140
i
i
150
150
140
135
120
160
100
150
150
50
135
35
150
140
160
133
128
140
140
158
70
171
135
21
142
93
79
93
109
164
120
154
141
144
160
135
105
154
133
137
91
79
137
138
l
o
Epicentral
intensity
V-VI
VI
VII - VIII
V
VII
VI
V
VI
V
V
VI-VII
V-VI
V-VI
VI
V
V
V
VI
V
VI
V
V-VI
VI
VI
VI
VI
V
V
VI
V
V-VI
VI
V-VI
VII-IX
VII - IX
VII-IX
VII-IX
V-VI
V-VI
VI
V-VI
V-VI
V-VI
V
VI
V
VI11
V
VIII
VII
V
V
GutenbergRichter
magnitude
5.2
5.5
6.5
5.1
6.0
5.5
5.0
5.4
5.3
5.0
5.8
5.3
5.3
5.5
5.1
5.1
5.0
5.2
5.4
5.2
5.1
5.3
5.5
5.4
5.4
5.5
5.1
5.0
5.5
5.1
5.4
5.1
5.5
5.5
6.5
6.5
7.2
5.3
5.3
5.4
5.3
5.4
5.2
5.0
5.5
5.0
7.0
5.0
6.7
6.1
5.0
5.1
11
The moment magnitude is defined as function of the seismic moment Mo which is directely
related to the energy releasd by the earthquake (Kanamori, 1977) :
M
Mw=Iogr-r-10.7.
— ' 1.5
(2.2)
The Vrancea events with a magnitude Mw ^ 6.8 in this century are presented in Fig.2.2.
The main parameters of the Vrancea earthquakes recorded in 1990, 1986 and 1977 are given
in Table 2.2. The moment magnitude for the 1990, 1986 and 1977 earthquakes was estimated from
Equation (2.2).
Table 2.2. Fault plan characteristics of the Vrancea earthquakes
Date
Origin
time
Lat.
Focus
Longit. depth
km
1940 01:39:07 45.8°
Nov
26.7°
10
Source 1
1977 19:21:56 45.78°
Mar
26.78°
4
Source 2
19:22:15 45.48°
26.30°
150
93
87
Fault plan solution
Author
Strike Dip Slip
F
-
9.1X10 26
109
Sources
1+2
45.53°
26.47°
Mw
5°
X°
7.1X10 36
fracture
s
238°
220°
77°
76°
104°
116°
Miiller
Tavera
20
205°
48°
-81.2°
194°
41°
87°
Rakers
Miiller
Tavera
10
2400
63x37
7.50
Enescu
15
2.5X10 27
7.56
Rakers
Miiller
Bonjer
Apopei
7
Trifu
Oncescu
4-6
Monfret
4-6
242°
8.1X10 26
7.23 225°
70°
68°
93.8°
105°
Deschamps
1990 10:40:06 45.82°
May
26.90°
30
1990 00:17:49 45.83°
May
26.89°
31
Surface
of
fracture
km2
Radu
Oncescu
2.0X10 27
133
140
Time of
224° 62.3° 75.5°
7.70
114
1986 21:28:37
Aug
30
Seismic
moment
Mo
6.0x10 2 6
141
90
89
7.15 227°
3.9X10
7.02 235°
3.2x10* 6.97 232°
65°
66°
57°
104°
98°
89°
87
94
3.2X10 25
3.5X10 25
69°
71°
106°
26
6.30 309°
6.33 308°
97°
Tavera
Deschamps
Tavera
4
5
Harvard
Tavera
3
5
725
12
The data base used for the analysis of the Vrancea earthquakes effects comprises digitised
triaxial records from:
Romania:
(i) 1 station for the Mar 4, 1977 earthquake (this event was recorded in Romania by
only one SMAC-B accelerograph located in the soft soil condition of Bucharest)
(ii) 42 stations for the Aug 30, 1986 event
(iii) 54 stations for the May 30, 1990 event
(iv) 40 stations for the May 31, 1990 event,
Republic of Moldova:
(v) 1 station for the Aug 30, 1986 event
(vi) 2 stations for the May 30, 1990 event
and Bulgaria:
(vii) 6 stations for the May 30, 1990 event
(viii) 2 stations for the May 31, 1990 event.
The Romanian accelerograms come from three national networks:
D
A
0
National Institute of Earth Physics, INFP: 10 SMA-1 KINEMETRICS accelerographs
Institute for Geotechnical and Geophysical Studies, GEOTEC: 4 SMA-1 KINEMETRICS
accelerographs and
Building Research Institute, INCERC: more than 40 SMA-1 KINEMETRICS
accelerographs.
In the City of Bucharest (2.35 Mill, inhabitants) there are 12 recording stations: 10 INCERC,
1 INFP and 1 GEOTEC.
The stations that recorded the Aug 30, 1986 and May 30, 1990 Vrancea earthquakes, as well
as their maximum peak horizontal acceleration, used for the evaluation of attenuation characteristics
are located in the maps appended to this chapter.
R O M A N I A
48-
PEAK GROUND ACCELERATION c m / s 2
Aug 30, 1986, VRANCEA Earthquake
h=133 km
94
Bolintin
13
Buo.Magurel
liadu, Lungu, 1994
£3*
R O M A N I A
PEAK GROUND ACCELERATION c m / s
May 30, 1990, VRANCEA Earthquake
Mw=6.9
h=91 km
$ ) EPICENTER
137
Bucurosti
133
Slobozia
107
rnAvoda
A 45
Constohta
Radu, Lungu, 1994
hnbla
Kdvorno
R O M A N I A
PEAK GROUND ACCELERATION e m / s
May 31, 1990, VRANCEA Earthquake
km
50
EPICENTER
Radu, Lungu, 1994
tOOkn
I 187
OTOPENI
BUCHAREST
Aug. 30,1986, VRANCEA earthquake
Mw= 7.2
h«133km
PEAK GROUND ACXELERATION m / s *
DATA
/ \
GEOTEC
OTHERS*. INCERC
Pnntelimon
4
1.5
Q.95
0.73
METROU IMGB1
3 km
METALURGIE1
1.35
/
BUCHAREST
OTOPENI
May 30,1990,VRANCEA earthquake
Mw*6.9 h«91 km
PEAK GROUND ACCELERATION m/ s *
DATA
1 INFP
A
6E0TEC
••INCERC
L. Funden/i
Pantelimon
0.99 V - ^ ^ -
1.39
1.5
METROU , IMGB1
3 km
0.9O
BUC. MAGURELE
METALURGIEI
/
18
REFERENCES
2.1
Achauer U., Granet M., Deschamps A., Enescu D., Oncescu L., Zugravescu D.,
Demetrescu C , Fuchs K., Bonjer K.-P., Wenzel F., 1993. Lithoscope Contribution to
EUROPROBE's Vrancea Integrated Seismic Project (LEVISP), Geophysicalisches Institut,
Universitat Karlsruhe
2.2
Achauer U., Oncescu L., Spakman W., Wortel R., 1993. EUROPROBE's Dynamics of the
East Carpathian Arc Project (DECAP), Geophysicalisches Institut, Universitat Karlsruhe
2.3
Bolt B.A., 1989. The nature of earthquake ground motion. Ch.l in The Seismic Design
Handbook, edited by Farzad Naeim. Van Nostrand Reinhold, New York
2.4
Bonjer K.-P., Apopei I., 1991. Ermittlung und Vergleich von Skalierungsmodellen fur
seismologische und ingenieurseismiche Kenndaten im Nahbereich von Erdbeben aus der
Vrancea-Region und dem Oberrhengraben. Bundesministerium fur Forschung und
Technologie, Geophysikalisches Instirut, Universitat Karlsruhe
2.5
Deschamps A., Patau G. Lyon-Caen H., 1990. Study of an intermediate depth earthquake
in Vrancea (Romania), May 30, 1990. Preliminary report, Institut de Physique du Globe
de Paris, Universite de Paris 7
2.6
Deschamps A., Monfret T., Romanowicz B., 1986. Preliminary source parameters of the
Romanian earthquake of Aug 30, 1986 from Geoscope Network Data VLP and BRB
channels,_EOS Trans., AGU.67, 44
2.7
Constantinescu L., Enescu D., 1985. The Vrancea earthquakes. Editura Academiei,
Bucuresti (in Romanian)
2.8
Fuchs K., Bonjer K.-P., Bock G., Cornea I., Radu C , Enescu D., Jianu D., Nourescu A.,
Merkler G., Moldoveanu T., Tudorache G., 1979. The Romanian earthquake of March 4,
1977. II Aftershocks and migration of seismic activity. Tectonophysics, 53, p.225-247
2.9
Kanamori H., 1977. The energy release in great earthquakes. J. Geol. Res., 82, 20
2.10
Katayama T., Seismic Risk as expressed by acceleration response of single degree of
freedom system. Bulletin of Earthquake Resistant Structure Research Center. No 12,
March 1979, University of Tokyo, p. 15-20
2.11
Miiller G., Bonjer K.-P., Stokl H., Enescu D., 1978. The Romanian earthquake of March
4, 1977.1. Rupture process inferred from fault-plane solution and multiple-event analysis.
J. Geophys, 44, p.203-218
2.12
Oncescu M.C., 1987. On recurrence and magnitude of Vrancea earthquakes (in
Romanian). Report CFPS-34-1987
2.13
Radu C , 1974. Contribution a l'etude de la seismicite de la Roumanie et comparaison avec
la seismicite du bassin Mediterraneen et en particulier avec la seismicite du Sud-est de la
France. These de Dr. Sci. Universite de Strasbourg
19
2.14
2.15
Radu C , Oncescu M. C , 1980. Focal mechanism of Romanian earthquakes and their
correlation with tectonics. I Catalogue of fault plane solution (in Romanian). Report
CFPS/CSEN/30.78.1
R&kers E., Muller G., 1982. The Romanian earthquake of March 4, 1977. Ill Improved
focal model and moment determination. J. Geophys., 50, p. 143-150.
2.16
Tavera J., 1991. Etude des mecanismes focaux de gros seismes et sismicite dans la region
de Vrancea-Roumanie. Institut de Physique de Globe de Paris, Universite Paris 7
2.17
The March 4, 1977 Romanian earthquake, Editura Academiei, Bucuresti 1982, (in
Romanian).
Ch.3 The source of the March 4, 1977 earthquake and its associated directivity
effects, by Enescu, D.
Ch.4 Seismicity of the territory of Romania with special emphasis on Vrancea
region, by Radu, C.
This page is intentionally left blank.
21
3.
SEISMIC HAZARD EVALUATION
3.1
MAGNITUDE RECURRENCE RELATIONSHIP
The Gutenberg-Richter law for the recurrence intervals of earthquakes with magnitude
greater than or equal to M was determined from the Catalogue of the Vrancea intermediate depth
magnitudes during this century (1901-1994), Table 2.1.
The relation strongly depends on the magnitude intervals. For magnitude interval of interest
for the civil engineer (M > 6), the logarithm of the cumulative number of earthquakes with
magnitude > M during the period 1901-1994 was established as, Fig. 3.1:
log N (>M) = 5.462 - 0.720 M
(3.1)
In N(>M) = 12.577-1.658 M.
(3.1')
or
14
12
I
10
\
Inl jrmediate depth Vr mcea ean hquakes
1901-1 )94
X
lo > N = 5.4<2-0.720 VI
I 6
.2
a
/
1 4
— .i
6.2
6.4
6.6
6.8
7
7.2
7.4
*••
—
— mi..
7.6
7.8
Magnitude M
Fig. 3.1 Cumulative number of events with magnitude M > 6.0 from 1901 to 1994
The average number of Vrancea earthquakes per year with magnitude greater than or equal
to M results in (n = N/94), Fig. 3.2:
log n (>M) = 3.489 - 0.720 M
(3.2)
In n (>M) = 8.034 - 1.658 M .
(3.2')
or
The standard deviation of the In N approximately indicates the coefficient of variation of the
N in Equation (3.1):
= 0.174
such that:
Vn = 0.174.
22
Ln N and M are negatively correlated and the correlation coefficient is very high: p = -0.98.
nler medial e depth Vr incea eartt quakes
0)
1901-1' 194
a.
0.1
b^^^L_
A
u
1
y
s
)gn = 3.48 9 - 0.720 *
0.01
~J ~ - - - - —
; — - ^
J3
3
0.001
6
6.2
6.4
6.6
6.8
7
7.2
7.4
7.6
7.8
Magnitude M
Fig. 3.2 Gutenberg-Richter magnitude recurrence relation for the Vrancea source (M > 6.0)
The mean return period (in years) of an earthquake of magnitude qreater than or equal to M
is the reverse of the number n (>M):
T(> M) =
1
n(> M)
(3.3)
Substituting the magnitude of the most important Vrancea earthquakes in the last 60 years
into Equation (3.1) one obtains the corresponding return periods from Equation (3.3):
Nov 10, 1940
Mar 4, 1977
Aug30, 1986
May 30, 1990
May 31, 1990
M = 7.4
7.2
7.0
6.7
6.1
T = 70 yr
50
36
22
8
The magnitude fractiles corresponding to building code return periods are estimated in Table 3.1.
Table 3.1
Magnitude of Vrancea earthquakes having specified return period
Return period, yr
Magnitude M
10
6.23
25
6.79
50
7.20
100
7.62
>200
8.00
It is emphasised that an extrapolation of the fitted model(Equation 3.2) outside the region of
data (100 yr) is uncertain while the interpolation among the data is always safe.
23
From historical data, the magnitude M = 8.00 (corresponding in Table 3.1 to 200 yr return
period) is estimated as a maximum Vrancea magnitude by the earth physicians.
The extreme value models for the maximum annual magnitude M > 4 during the period 19341994 lead to the following fractiles corresponding to 50 yr and 100 yr return periods, Fig. 3.3:
Gumbel distribution, for maxima
Weibull distribution, for minima
T = 100 yr
7.40
7.48
T = 50yr
7.03
7.11
The results are somewhat lower than that obtained from regression analysis for M > 6.0. The
coefficient of variation of the magnitude time series is relatively small, 0.125 and the skewness 1.39
is close to that of the Gumbel distribution (1.139).
Magnitude M
6.5
5.5
-60
-70
-80 <|c
-90
-100
1 '
o
r
*
Intermediate iepth Vrancea. earthquakes
1901-1994
'
o
& -120
1 -130 1
e
fi -140
-150
-160
-170
-180
7.5
C
\
S8
o
(
V
/
/
•
\
x
/
1nh =-0.771 + 2.864 In M
Fig. 3.3 Relationship between focal depth and magnitude M > 6.0
Investigating the possible relationship between the magnitude of an destructive earthquake
(M > 6.0) and its focal depth, the following dependence was found from Table 2.1, Fig. 3.4 :
In h = - 0.771 +2.864 In M
(3.4)
h = - 199.21 +46.18 M.
(3-4')
or
The correlation coefficient p=0.78 implies a moderate joint linear tendency between h and M.
The standard deviation of the In h indicates approximately the coefficient of variation of h:
Vh saw, = 0.176.
The standard deviation of h in Equation (3.41) is Ct, = 19.53 m. The earthquakes of magnitude
smaller than 6.0 display non-correlation between h and M, Fig. 3.3.
24
3.2 GROUND MOTION ATTENUATION
The strong ground motions produced by the May 30, 1990 and Aug 30, 1986 earthquakes in
Vrancea-Romania were recorded at over 60 stations.
The Bucharest accelerogram of the largest recorded seismic event from Vrancea source, on
March 4, 1977, was joint to the 1986 and 1990 set.
The data set was recorded at sites with different soil conditions: medium stiff soil condition in
Moldova, soft and very soft soil categories in Bucharest, etc.
The INFP (10) and GEOTEC (4) stations are mounted in free-field recording conditions. The
INCERC stations are mounted either in free-field or in the underground of the buildings. A clear
definition of the recording conditions for all those stations is not available.
The ground motion attenuation relations were studied by applying the regression procedure
to the larger of the horizontal PGA components, to the vertical PGA as well as to the maximum
horizontal PGV and PGD components.
One to three so-called anomalous observations on each azimuth were not included in the
analysis.
Mean and mean plus one standard deviation attenuation relation appropriate for Vrancea
intermediate foci were established by non-linear multi-regression of the available set of peak ground
accelerations, as function of magnitude, focal depth, hypocentral distance and azimuth. The
following Joyner - Boore model was applied :
(3.4)
where :
PGA is the maximum peak ground acceleration at the site
M - the magnitude
R - the hypocentral distance
h - the focal depth
o" irf>GA - the standard deviation of In PGA variable
P is a binary variable (0 for mean attenuation curve and 1 for mean plus one standard
deviation attenuation)
ci, C2, C3, C4 are the data dependent coefficients.
Taking into account:
(a) The deep structure in Vrancea where three tectonic units come in contact;
(b) The stability of the angles characterising the fault plane and the motion on this plane;
(c) The ellipse-shape of the macroseismic field produced by the Vrancea source;
the attenuation analysis was performed on two orthogonal directions, corresponding to an average
direction of the strike of the fault plan, §° = 225°, and to the normal to this direction.
25
As a result 3 circular sectors (of 90° each) centred on these directions were established :
a) The first sector contains stations in Bucharest area and in central Walachia, on the
« younger, thinner and warmer » (Oncescu, 1993) Moesian Platform;
b) The second sector contains stations in Moldova, on « old, thick and cold » (Oncescu,
1993) East European Platform;
c) The third sector contains stations in Eastern part of Walachia and in Dobrogea, including
Cernavoda Nuclear Power Plant site as well as the contact line between the East European and
Moesian platforms.
The distribution of the accelerogram data set on seismic events, sectors or azimuth and
hypocentral distance is given in Table 3.2 and Table 3.3.
_
The May 31, 1990 event has a very small magnitude, return period and focal depth (M=6.1,
T=8 yr, h=79 km) and was not included in the prediction of the_attenuation phenomenon in the range
of large magnitudes, return periods and focal depths (M > 7.2, T > 50, h > 100 km).
Table 3.3 Distribution of data within
hypocentral distances
Table 3.2 Distribution of data on events and
azimuth
Earthquake
Aug
May
30
30
1986
1990
6 ])
4 l>
19
20
1
10
9
7
17
1
42
50
Mar
4
1977
Epicentral area :)
Bucharest azimuth
Moldova azimuth
Cernavoda azimuth
All data set
1}
All
events
Hypocentral
distances
R,km
90-110
110-130
130-150
150-170
170-190
190-210
210-230
230-250
250-270
270-290
290-310
> 310
10'>
40
19
24
93
Included in the data set analysed for every
azimuth
!)
Earthquake
Mar 4, Aug 30, May 30,
1977
1986
1990
1
7
3
20°
2
2
4
2
3
4
8
2
7
15 !)
2
3
4
3
All
events
4
4
15
6
27 n
17"
4
7
2
3
4
3
Including City of Bucharest data
Attenuation characteristics of the observed maximum peak ground acceleration from 1990,
1986 and 1977 Vrancea events are given in Fig. 3.4 and in Table 3.4.
The results represent an improved version of the previous investigation (Lungu et al., 1993).
The effect, of the single data obtained in the largest recorded Vrancea event in Romania
(March 4, 1977, T = 50yr) was extremely strong in the multi-regression procedure, Fig.3.5.
26
Table 3.4
Parameters of directional attenuation for 3 Vrancea intermediate depth earthquakes,
Equation (3.4)
Complete set
of
data
5.432
1.035
-1.358
-0.0072
0.397
Cl
C2
C3
C4
OlnPGA
Bucharest
azimuth
4.726
0.976
-1.146
-0.0066
0.353
Moldova
&
Bucharest
3.953
1.020
-1.069
-0.0060
0.376
Cernavoda
NPP
azimuth
5.560
1.154
-1.561
-0.0070
0.372
Using the data only from 1990 (T = 22 yr) and 1986 (T = 36yr) Vrancea events and the
simplified model:
(3-5)
In PGA = b i + b 2 M + b 3 lnR + GWGA P
the resulting PGA are much lower than that predicted by the Equation (3.4).
For multi-regression procedure on NPP azimuth a fictitious data for the Mar 4, 1977 event,
in Cernavoda, was included.
However, the model (3.5) proved to be very useful for the comparison of the azimuthal
attenuation phenomena in greater and deeper 1986 event and in smaller and "shallower" 1990 event,
Table 3.5.
Table 3.5
Parameters of attenuation relation for the 1986 and 1990 Vrancea events:
In PGA = a! + a2 In R + OHOA P
Event
ai
a2
OfaPGA
1986
1990
1986
1990
1986
1990
Complete
set of
data
15.565
10.562
-2.092
-1.138
0.458
0.315
Bucharest
azimuth
Moldova
azimuth
14.864
9.084
-1.954
-0.844
0.328
0.341
11.978
6.887
-1.370
-0.395
0.551
0.215
Bucharest
&
Moldova
12.691
8.499
-1.526
-0.798
0.417
0.296
Cernavoda
NPP
azimuth
18.678
11.280
-2.711
-1.298
0.368
0.296
The regression results in Table 3.4 and Table 3.5 reveal the following features of the Vrancea
ground motions attenuation:
(i) The azimuthal dependence of the attenuation pattern i.e.:
- A slower attenuation on the Bucharest azimuth compared with Cernavoda (NPP)
azimuth
27
Complete set of data
400
I
g
lnPGA = 5.559+I.154M- 1.561 In R-O.C 07 h
M = 7.2 ^_
h=109km
BUCH.
\
8
11
200
N
•c
t£
o /
d* •
M = 6.7 <
h = 91 km
In PGA 10.562 - 1.138 lnR
is
•
h=133km
toPGA=15.5( 15-2.092 In R
o
l\
9
i5
i/fY
B—0
NPP
BUCH.
150
100
50
1 (
in
I v l — i .\j
•
o
100
I
forT=100yT
50 yr
300
200
250
300
.—_
350
Hypocentral distance, km
Bucharest azimuth + Moldova azimuth
400
1
h PGA = 3.953 +1.020 M-l.( 69lnR-0.006 h
forT=100)T
50 \T
300
M = 7.2 ^
h = 109 km
BUCH.
u
u
200
c
II
e
o
100
*
QN
In PGA =12.6 ) \ - 1.526 lnR
M = 7.0
h=!33km
w
o
\J—
~"~
M = 6.7 '
h=91 km
In PGA = 8.49:J-0.798 b R
50
100
o
O
o
—
___
BUCH.
150
200
250
300
350
Hypocentral distance R, km
Fig. 3.4
Multi-regression model prediction of the mean attenuation and observations of
maximum PGA
28
Bucharest azimuth
400
o
300
M = 7.2
h=109km
BUCH.
I
50
100
150
200
250
300
350
Hypocentral distance R, km
a.
Bucharest azimuth
400
_o
2
J2
300
rt
lnPGA=14.8 54- 1.954 InR
O
1
OH
50
100
150
200
250
300
350
Hypocentral distance R, km
b.
Fig. 3.5 Comparison of the mean attenuation found from multi-regression and regression
procedures for 3 Vrancea events
29
Bucharest azimuth
o
1
*8
50
100
150
200
250
300
350
Hypocentral distance R, km
Complete set of data
400
58 b R - 0 . 0 0 7 ; h +0.397 P
50
100
150
200
250
300
350
Hypocentral distance R, km
Fig. 3.6
The 50 yr and 100 yr Vrancea earthquakes. Predicted mean and mean plus one
standard deviation values of the peak horizontal acceleration
30
- A somewhat slower attenuation on the Moldova azimuth compared with Bucharest
azimuth
(ii) A slower attenuation on the direction of the fault plane (N45E) compared with the normal
to this direction (N135E)
(iii) A faster attenuation for deeper focus and/or greater magnitudes
(iv) A greater standard deviation of the attenuation function for deeper focus and greater
magnitudes
(v) A vertical acceleration attenuation slower than the horizontal acceleration attenuation
(vi) A velocity attenuation faster than the acceleration attenuation and slower than the
displacement attenuation.
Predicted values of the peak horizontal acceleration for 50 and 84 percentile, as function of
hypocentral distance, return period of magnitude and azimuth are given in Fig.3.6.
31
REFERENCES
3.1
Algermissen S.T., Leyendecker E. V., 1992. A technique for uniform hazard spectra
estimation in US. 10th World Conference on Earthquake Engineering, Madrid, 19-24,
July, 24. Proceedings. Vol.1, p.391-397. Balkema: Rotterdam
3.2
Cornell C.A., 1968. Engineering seismic risk analysis. Bulletin of the Seismological
Society of America. Vol.58, No.5, p. 1583-1606
3.3
Drakopoulos J.C., 1984. Report for the Task Group on Calibration of attenuation laws.
UNDP/UNESCO Project on earthquake risk reduction in the Balkan region.
RER/79/014, Athens
3.4
Esteva L., Rosenblueth E., 1963. Espectros de temblores a distancias moderadas y
grandes. Chilean Conference on Seismology and Earthquake Engineering. Proceedings,
Vol.1, University of Chile
3.5
Joyner W.B., Boore D.M., 1981. Peak horizontal acceleration and velocity from
strong-motions records including records from 1979 Imperial Valley, California
earthquake. Bulletin of the Seismological Society of America, Vol.71, No.6,
p.2011-2038
3.6
Kamiyama M., O'Rourke M.J., Flores-Berrones R., 1992. A semi-empirical analysis of
strong-motion peaks in terms of seismic source, propagation path and local site
conditions. Technical Report NCEER 92-0023,National Center for Earthquake
Engineering Research, State University of New York at Buffalo
3.7
Lungu D., Aldea A., Demetriu S., 1995. Seismic zonation of Romanian based on
uniform hazard response ordinates. 5th International Conference on Seismic Zonation,
Nice, Oct. 17-19 (to be presented)
3.8
Lungu D., Demetriu S., Radu C , Coman O., 1995. Uniform hazard response spectra in
soft soil condition and EUROCODE 8. 7* International Conference on Application of
Statistics and Probability in Civil Engineering, ICASP-7, Paris, 10-13 July (to be
presented)
3.9
Lungu D., Demetriu S., Radu C , Coman O., 1994. Uniform hazard response spectra
for Vrancea earthquakes in Romania. 10 * European Conference on Earthquake
Engineering. Vienna, Aug.28-Sept.2, Proceedings. Balkema:Rotterdam
3.10
Lungu D., Demetriu S., Coman O., 1994. Prediction of Vrancea strong motions for
design. Second International Conference on Computational Stochastic Mechanics,
Athens, Greece, June 13-15
3.11
Lungu D., Coman O., Moldoveanu T., 1995. Hazard analysis for Vrancea earthquakes.
Application to Cernavoda NPP site in Romania. 13* International Conference on
Structural Mechanics in Reactor Technology, Porto Alegre, RS, Brazil, Aug. 13-18, (to
be presented)
32
3.12
Niazi M., Mortgat C.P., 1992. Attenuation of peak ground acceleration in Central
California from observations of the 17 October, 1989 Loma Prieta earthquake.
Earthquake Engineering and Structural Dynamics, Vol.21, p.493-507
3.13
Radu C, Lungu D., Demetriu S., Coman O., 1994. Recurrence, attenuation and
dynamic amplification for intermediate depth Vrancea earthquakes. XXIV General
Assembly .
European Seismological Commission, Athens, 19-24 Sept.
3.14
Radu C , Vlad M.N., 1991. Progress report of Romania for Task Group 3: Correlation
of macroseismic intensity with acceleration and other parameters of strong ground
motion, Zagreb, May 20-24, p.A2.7-A2.9
3.15
Radu C , Apopei I , 1977. Application of the largest values theory to Vrancea
earthquakes. Publ. Int. Geophys. Pol. Acad. Sc, A-5 (116), p.229-243
3.16
Radu C , Apopei I , 1977. Macroseismic field of Romanian earthquakes. Symposium on
the Analysis of Seismicity and Seismic Risk,Liblice, Oct. 17-22, Proceedings, p. 193-208
3.17
Sigbjornsson R., Baldvinsson G.I., 1992. Seismic hazard and recordings of strong
ground motion in Iceland. 10th World Conference on Earthquake Engineering, Ma
June 19-24, Proceedings, Vol.1, p.419-424. Balkema:Rotterdam
33
4. SITE-DEPENDENT RESPONSE SPECTRA FOR DESIGN
4.1 SITE DEPENDENT FREQUENCY CONTENT OF THE ACCELEROGRAMS
The analysis of the frequency content of ground motions combines stochastic and
deterministic measures.
The stochastic measures of frequency content are related to the power spectral density (PSD)
of stationary segment of the ground motion. They are the e (Cartwright & Longuet - Higgins)
dimensionless indicator and the fio, fx and f<» (Kennedy & Shinozuka) fractile frequencies below
which 10%, 50% and 90% of the total cumulative power of PSD occurs.
Cumulative power of the PSD is defined by:
Cum G(coi) = J G(co)dco.
(4.1)
o
G(Q)) is the one-sided spectral density of the stationary process of ground acceleration.
The e bandwidth measure is defined as a function of the spectral moments of G(co):
^W2
(4.2)
{ = J(o'G(O))dco.
(4.3)
o
Narrow frequency band seismic processes are characterised by e values greater than 0.9.
Wide frequency band processes have e values greater than 2/3 and smaller than 0.85.
The duration of the stationary power of the ground acceleration process was selected as
D = T0.9 - To.i , where T0.9 and T0.1 are the times at which 90% and 10% of the total cumulative
energy of the accelerogram are reached.
Cumulative energy at the time ti is given by:
E(t,) = j[a(t)] 2 dt
(4.4)
0
where a(t) is the ground acceleration time history.
Alternating duration definitions are: T0.95 - T0.05 (Trifunac and Brady, Jennings), T0.75 - Too?
(Kennedy et al.) etc.
34
The deterministic measures of frequency bandwidth are related to structure maximum
response to the ground motion. They are the fc and fo control (corner) frequencies as defined by
Newmark in the tripartite log-plot of response spectra :
fc = 1/Tc = (l/2K)(max SA / max SV)
(4.5)
fD = 1/TD = (l/2rc)(max SV / max SD)
(4.6)
SD, SV and SA are respectively the relative displacement and velocity response spectra and the
absolute acceleration response spectra of the SDOF structure.
The correlation between the stochastic median frequency fx and the deterministic control
frequency fc was found very strong. From regression analysis, the correlation coefficients between fso
and fc are very high 0.77 + 0.95, irrespective of the frequency bandwidth, the peak ground
acceleration, the type of component (horizontal/vertical), or the earthquake magnitude.
Examples of the frequency content of site-dependent Vrancea accelerograms are given in
Table 4.1 + Table 4.3. Normalised PSD (of unit area) for typical recording sites in Romania are
presented in Fig.4.1-*-Fig. 4.4.
ACCURATE SEISMIC RESPONSE FROM TIME HISTORY
Response spectra from the time history must be computed at sufficient frequency (period)
intervals to have a good resolution of spectral ordinates. The ASCE 4-86 Standard for Seismic
Analysis of Safety - Related Nuclear Structures suggests the frequencies in Table 4.4.
Table4.4 Suggested frequencies for calculation of response spectra (ASCE 4-86)
Frequency range, Hz
22-34
18-22
15-18
8.0-15
5.0-8.0
3.6-5.0
3.0-3.6
0.5-3.0
Increment, Hz
3.0
2.0
1.0
0.50
0.25
0.20
0.15
0.1
The last line of Table 4.4 can be recommended only for broad frequency band motions.
For the narrow frequency band motions of long predominant period (Mexico, STC, 1985;
Bucharest, INCERC, 1977 etc.) as well as for motions characterised by control periods Tc > 0.5 s,
the following increment is suggested:
Period range
Increment
0.05 s
1.0-2.5 s
2.5-6.0 s
0.50 s
1s
>6.0s
A set of 100 frequencies (periods) is thus selected to produce accurate response spectra.
In Fig. 4.6 •*- Fig. 4.13 the structural damping is £ = 0.05.
Frequency range
1.0-3.0 Hz
Increment
O.lOHz
35
Table 4.1
Station
Frequency content of the Vrancea ground motions recorded in the
City of Bucharest
Earthquake
Comp
Bucharest, Mar 04,1977 NS
EW
INCERC
Vert
0
PGA
cm/s2
194.9
162.3
105.7
e
2.0
4.1
8.3
Control
frequencies
fc
fD
Hz
0.75 0.53
0.84 0.50
1.35 0.46
PSD frequencies
0.97
0.91
0.82
0.4
0.4
0.5
fso
Hz
0.69
1.44
2.57
fio
Aug 30,1986
NS
EW
Vert
88.7
95.2
28.0
0.95
0.92
0.5
0.6
0.74
1.85
3.8
4.8
0.79
1.09
0.63
0.57
May 30,1990
NS
EW
Vert
76.6
98.7
0.78
0.84
1.1
0.8
2.57
1.94
5.2
4.9
2.13
1.35
0.26
0.57
Bucharest, Aug 30,1986
Magurele,
INFP
D
May 30,1990
NS
EW
Vert
135.4
114.6
50.3
0.94
0.88
0.76
0.5
0.5
1.2
1.25
1.75
4.01
3.7
4.6
9.9
1.02
1.11
1.85
0.68
0.68
0.20
NS
EW
Vert
89.6
87.0
59.5
0.79
0.89
0.72
1.2
0.6
1.5
3.63
1.88
4.63
8.9
5.0
11.4
3.45
1.32
5.00
0.29
0.45
0.26
Vert
52.6
65.8
53.5
0.77
0.85
0.76
1.1
0.7
1.5
3.51
2.00
4.39
5.5
5.3
9.3
2.70
2.44
1.65
0.43
0.32
0.61
Aug 30,1986
N60E
N30W
Vert
78.2
68.6
31.0
0.91
0.90
0.6
0.5
1.50
1.37
4.1
4.9
1.11
1.05
0.65
0.62
May 30,1990
N60E
N30W
Vert
104.9
110.5
106.7
0.88
0.80
0.76
0.7
I.I
1.8
1.88
3.32
4.76
5.1
5.8
11.7
1.32
2.86
3.57
0.45
0.55
0.31
Drumul
Sarii
0
Aug 30,1986
-
-
May 30,1990
N84W 117.3
N174W 116.8
Vert
81.6
0.80
0.76
0.70
1.0
1.7
2.3
3.63
3.19
5.13
5.7
5.3
8.8
2.50
3.03
4.76
0.68
0.34
0.22
EREN
0
Aug 30,1986
NI0W 156.0
W10S 105.8
Vert
42.0
0.91
0.89
0.5
0.5
1.71
1.89
4.8
5.8
1.52
1.45
0.61
0.61
May 30, 1990
-
Balta Alba May 30,1990 N101W
N169E
0
Carlton
0
-
-
-
-
-
36
Comp
PGA
Bucharest, Aug 30,1986
ISPH
A
N15E
E15S
Vert
ctn/s2
86.7
76.7
40.1
Bucharest, May 30,1990
ARM
A
NS
EW
Vert
May 31,1990
NS
EW
Station
Metalurgiei
0
Metrou
IMGB1
0
Militaxi
Earthquake
0
Titulescu
0
PSD Frequencies
fio
fso
Hz
*90
Control
frequencies
fD
Hz
0.92
0.84
0.80
0.5
0.6
1.2
1.25
2.51
3.63
4.0
5.1
9.0
0.82
1.82
1.92
0.60
0.38
0.32
73.9
55.7
-
0.90
0.84
1.0
1.0
2.01
3.52
6.0
8.0
1.33
2.00
0.50
0.88
Vert
22.2
23.4
19.5
0.83
0.87
0.83
1.2
1.5
1.0
2.76
2.76
3.27
4.8
6.8
11.1
2.56
1.96
1.96
0.65
0.51
0.29
Aug 30,1986 W32S
N32W
Vert
69.8
43.7
21.0
0.94
0.86
0.5
0.6
0.88
2.00
2.7
4.6
0.75
1.56
0.63
0.27
May 30,1990 N127W
N37W
Vert
59.0
76.3
43.2
0.86
0.84
0.72
0.8
0.9
1.9
2.31
2.69
5.01
4.4
5.1
10.9
1.85
1.23
3.45
0.56
0.37
0.22
Aug 30,1986 N120W
N30W
Vert
72.7
57.7
27.0
0.92
0.85
0.6
0.6
1.12
2.31
3.8
4.6
0.66
1.64
0.65
0.68
May 30,1990
N120W
N30W
Vert
60.1
90.8
50.1
0.86
0.88
0.77
0.9
1.0
1.4
2.06
1.99
3.94
4.1
4.8
7.7
1.49
1.49
3.85
0.55
0.60
0.43
Aug 30,1986
NS
EW
Vert
92.2
79.6
33.8
0.91
0.88
0.77
0.5
0.6
1.6
2.00
2.13
4.82
3.7
4.1
12.1
1.35
1.82
1.62
0.62
0.65
0.28
May 30,1990 W92N
N178E
Vert
95.3
51.1
43.8
0.84
0.84
0.77
1.1
1.2
1.5
2.44
2.94
4.32
5.3
6.3
10.3
1.72
2.50
2.78
0.59
0.29
0.30
Aug 30,1986 N131E
N139W
Vert
90.6
101.2
68.1
0.85
0.88
0.75
1.0
0.6
1.2
2.37
1.97
4.62
4.8
4.3
9.6
1.33
1.25
1.67
0.54
0.69
0.55
May 30,1990 N131E
N139W
Vert
127.9
136.6
57.9
0.77
0.76
0.72
1.9
1.3
1.6
3.13
3.57
4.70
5.0
5.5
10.0
3.45
3.23
3.23
0.31
0.66
0.36
Aug 30,1986
N145W
N55W
Vert
89.6
79.8
61.8
0.91
0.86
0.74
0.5
1.0
1.3
1.63
2.38
5.08
4.3
4.7
11.0
1.18
1.67
1.59
0.62
0.66
0.44
May 30,1990
N145W
N55W
Vert
56.4
71.5
37.6
0.79
0.83
0.74
1.2
1.0
1.4
3.19
2.63
5.11
5.8
5.7
11.0
2.38
1.89
3.13
0.48
0.38
0.25
0
Panduri
E
Seismic network:
-
-
-
D National Institute for Earth Physics, INFP
O Building Research Institute, INCERC
A Institute for Geophysical and Geotechnical Studies, GEOTEC
37
Table 4.2 Frequency content of the Vrancea ground motions recorded in Republic
of Moldova
Station
Chisinau
Cahul
Earthquake
Comp
PGA
e
PSD Frequencies
Control
frequencies
fc
fso
fD
1.3
0.7
2.5
fso
Hz
6.31
2.02
5.35
7.9
7.4
9.4
4.16
1.49
5.00
1.38
0.94
0.41
77.5 0.55
83.8 0.79
63.9 0.56
5.1
1.8
5.1
7.96
4.65
7.96
12.8
10.4
12.8
3.12
3.70
7.14
0.51
0.47
0.27
129.1 0.65
90.5 0.68
136.7 0.69
1.3
2.5
3.2
6.49
5.35
5.54
10.1
9.4
11.6
3.57
3.84
5.88
0.48
0.39
0.27
Aug 30, 1986 Y309
Y310
Z311
cm/s2
191.8 0.65
212.7 0.86
120.4 0.68
May 30, 1990 Y659
Y660
Y658
May 30, 1990 Y671
Y673
Y672
fio
Hz
Table 4.3 Frequency content of the Vrancea ground motions recorded in Bulgaria
Station
Earthquake
Comp
PGA
e
PSD Frequencies
2.1
f»
Hz
3.00
8.3
0.70
2.4
5.15
10.1
32.9
0.78
0.5
3.73
5.9
May 31, 1990 N29W
8.6
0.79
2.0
3.39
5.15
Kavarno
May 30, 1990 NS
30.5
0.90
0.5
1.85
3.8
Provadia,
Salt Plant
Bozveli
Village
May 30, 1990 NS
47.7
0.60
3.0
3.98
5.14
May 30, 1990 NS
EW
Vert
60.2
54.0
20.3
0.87
0.87
0.88
1.0
1.1
0.9
1.94
2.00
2.63
3.9
4.1
6.1
Varna
May 30, 1990 N72E
28.1
0.78
1.0
3.07
5.9
Russe
Shabla
fio
May 30, 1990 N20E
cm/s2
87.3
0.80
May 31, 1990 N20E
11.9
May 30, 1990 N29W
38
0.35
0.30
0.25
1977;NS;M=7.2
7?
1986;NS;M=7
0.20
- - - 1990;NS;M=6.7
CO
£ 0.15
15
0.00 -
0
10
20
30
Frequency (rad/sec)
40
50
Fig. 4.1 Modification of the narrow band frequency content in the soft soil
condition of Bucharest as function of magnitude
0.40
ation : Muntele Rosu
en
1986;NS;M=7
- - 1986;EW;M=7
]990;NS;M=6.7
1990;EW;M=6.7
Q
00
o
a,
0.00 -I
0
10
20
30
Frequency (rad/sec)
40
Fig. 4.2 Narrow band frequency content in a Southern Sub-Carpathian
location
50
0.10
0.09
1986;NS;M=7
1986 ; EW ; M=7
0.00 4
0
10
20
30
Frequency (rad/sec)
50
40
Fig. 4.3 Frequency content of a strong ground motion recorded in epicentral
Vrancea area on Aug., 30, 1986
0.12
0.10
s
S
2
1986;NS;M=7
0.08
8/30/1990 ;NS;M=6.7
o
8/31/1990 ;NS
V
cu
0.06
I 0.04
73
0.02
0.00 J
0
10
20
30
Frequency (rad/sec)
40
50
Fig. 4.4 Broad frequency band content of a ground motion in epicentral area
This page is intentionally left blank.
41
4.2
BUCHAREST NARROW FREQUENCY BAND MOTIONS OF LONG PREDOMINANT
PERIOD AND DESIGN SPECTRA FOR SOFT SOIL CONDITION
For narrow frequency band ground motion, the predominant frequency fp is the abscissa of
the highest peak of the PSD. The reverse of the predominant frequency, i.e. the predominant period
Tp = 1/fp, can be easily found in the periodicity of the autocorrelation function of the accelerogram.
The seismic records in Romania for 4 Vrancea earthquakes were analysed to identify narrow
frequency band motions of long predominant period and their corresponding locations.
It was established that, in the South, in the East and in the center of the city of Bucharest the
principal peak of narrow frequency band spectral density indicates soft soil conditions of 1.5-1.6 s
long predominant period, Table 4.5 and Fig.4.5.
Table 4.5
Frequency content of 8 long predominant period components produced by
the 1977 and 1986 Vrancea earthquakes in Bucharest
0 Mar 04, 1977 NS
cm/s 2
194.9
0.97
PSD frequencies
fso
fio
fso
Hz
Hz
Hz
0.4
0.69
2.0
EW
162.3
0.93
0.4
1.44
4.1
1.19
2.02
2.56
0 Aug 30, 1986 NS
88.7
0.95
0.5
0.74
3.8
1.26
1.58
2.81
Aug 30, 1986 N30W
68.6
0.90
0.5
1.37
4.9
0.95
1.61
3.31
Aug 30, 1986 N15E
86.7
0.92
0.5
1.25
4.0
1.22
1.66
2.43
Aug 30, 1986 W32S
69.8
0.94
0.5
0.88
2.7
1.33
1.60
2.96
Aug 30, 1986 N60E
72.7
0.92
0.6
1.12
3.8
1.49
1.52
2.94
Aug 30, 1986 NS
135.4
0.94
0.5
1.25
3.7
0.98
1.46
2.69
Event
Station
Bucharest,
INCERC
(East of Buch)
Carlton
0
(City center)
Bucharest, ISPH
A
(City center)
Metalurgiei
0
(South of Buch)
Metrou IMGB 1
0
(South of Buch)
Bucharest Magurele, INFP
(South, outside Buch) D
Comp
PGA
e
Control periods
TD
Tc
s
s
1.34
1.90
PGA
3.16
In the soft soil condition of Bucharest, the long predominant period has the tendency to
become larger as the energy released by the earthquake increases and the width of the frequency
band has the tendency to become broader as the earthquake magnitude decreases.
The long predominant period of the ground vibration was experienced during the 1977 severe
earthquake and 1986 moderate earthquake, but was not observed during the 1990 small earthquake.
This was the consequence of both non-linear behaviour of the soft soil profile at the site and
of the source mechanism (magnitude and time of fracture, etc.)
In station Bucharest INCERC the soil profile contains 24 m of wet soft clay in the uppermost
40 m.
42
The median and 0.1 probability of exceedance normalised acceleration response spectra
produced by the Aug 30, 1986 and the May 30, 1990 Vrancea earthquakes in the city of Bucharest
were represented and compared in Fig. 4.6.a and b.
The dangerous (to the town) spectral peak located in the long period range (T > 1.0 s) is
present in the 1986 earthquake (Mw = 7.2) - as well as in the 1977 earthquake (Mw = 7.4) - but is
absent in the 1990 small event (Mw = 7.0).
It may be emphasised that the spectra in Fig.4.6 come from different soil categories in
Bucharest, including both soft soils and other soils.
For soft soil conditions the maximum response in the long period range occurs when the
structure period is close but slightly less than the predominant period of the ground shaking, Fig 4.7.
For the 8 narrow frequency band motions recorded in the city of Bucharest the normalised
acceleration (f3) and velocity elastic response spectra are presented in Fig.4.8 (0.05 damping).
The maximum dynamic amplification, {3 having 50 and 10 percent probability to be exceeded
was found close to 2.5 and over 3.0 in the period range 1.2 - 1.5 s.
The maximum dynamic amplification, P for the NS component of the Mar 4, 1977 Vrancea
earthquake is 3.16 at a structure period of 1.2 s.
The long spectral acceleration branch (0.2 - 1.5 s), the very short constant velocity branch
(1.5-2.0 s) and the higher dynamic amplification (fi > 3) are the consequences of the narrow
frequency band content with long predominant period of the accelerograms.
The following formulae may be used to represent the normalised design spectra for the soil
soil condition of Bucharest, Fig.4.8 :
0<T<0.12s
0 . 1 2 < T < 1.5 s
1.5<T<2s
2<T
Median (3
0.1 prob. of exceedance (3
1 + 16.7T
3
4.5/T
9/T2
1 + 12.5 T
2.5
3.75/T
7.5/T2.
The results obtained for Bucharest narrow frequency band motions indicates that normalised
mean response spectrum ordinates recommended in EUROCODE 8 for extreme subsoil class C are
unconservative at least for the Romanian case of soft soil deposits, Fig.4.9.
43
0.35
0.30
1986;N12( )W; Bucharest •-IMGB
§ 0.25
1986 ;W32 S ; Bucharest -1Vietalurgiei
Q
o
a. 0.20
s
0.15
"8
13
0.10
A
0.05
0.00
0
10
= ^
20
30
Frequency (rad/sec)
40
50
Fig. 4.5 a Narrow band frequency content of horizontal accelerations recorded
in the South of Bucharest
0.25
• 1986 ; N15E ; Bucharest - ISPH
0.20
1986 ; N60E ; Bucharest - Carlton
Q
0.15
o
PL,
T3
N
0.10
0.05
0.00
0
10
20
30
Frequency (rad/sec)
40
Fig. 4.5b Narrow frequency content of horizontal accelerations recorded in
the center of Bucharest
50
44
3.5
0.5
>—i——i—i—i—i
0
1—i—i—i
1—i—i—i
(—t—i
0.5
Fig. 4.6.a Mobility of response spectra in Bucharest as function of source mechanism and magnitude
45
-•
3.5
;;
<
2.5
C/5
4>
N
13
2
!§ 1.5
1
BUCHA IEST
0 , probof e cceedance
;; Ap
; /if
Aug3 ), 1986: >0 Comp
\
/"^
\
;;/
\
\
•• May 30 1990 : 2 2Corhp^
0.5
'
—i—i—i—i— —i—i—i—»— —i—i—i—i—
0.5
1
1.5
=—- -—. 1
—i—i—i—i— —i—i—i—i— —i—i—i—i— —i—i—i—i—
V—I
0
— - ^
1 1
2
2.5
3
3.5
4
Period, s
0
0.5
3.5
Fig. 4.6.b Comparison of Bucharest response spectra of the 1986 and 1990 Vrancea earthquakes
46
Table 4.6 Response spectra characteristics for Bucharest recorded accelerograms
Station
Earthquake
Comp
cv
PGA
^ vnro
SD^
^Amax
Tc
TD
PGA
Mar 04, 1977 NS
EW
Vert
cm/s2 cm/s2
cm/s
cm
194.93 615.88 130.87 39.49
162.34 415.28 78.61 25.32
105.76 231.95 27.42 9.52
Aug 30, 1986 NS
EW
Vert
88.69 249.06
95.26 241.96
28.00
49.77
35.52
May 30, 1990 NS
EW
Vert
76.64 219.74
98.74 277.39
Aug 30, 1986 NS
EW
Vert
s
s
3.16
2.56
2.19
1.34
1.19
0.74
1.90
2.02
2.18
12.50
9.94
2.81
2.54
1.26
0.92
1.58
1.76
16.57
32.49
10.01
9.02
2.87
2.81
0.47
0.74
3.80
1.74
135.40 364.67
114.65 321.82
50.27 168.32
56.78
46.03
14.39
13.17
10.86
11.66
2.69
2.81
3.35
0.98
0.90
0.54
1.46
1.48
5.09
May 30,1990 NS
EW
Vert
89.59 314.69
87.11 210.48
59.46 237.04
14.53
25.56
7.55
8.05
9.06
4.56
3.51
2.42
3.99
0.29
0.76
0.20
3.48
2.23
3.80
Balta Alba
0
May 30, 1990 N101W
N169E
Vert
52.56 236.53
65.86 152.45
53.52 289.43
13.80
10.03
28.77
5.07
5.04
7.50
4.50
2.32
5.41
0.37
0.41
0.62
2.31
0.41
0.62
Carlton
0
Aug 30, 1986 N60E
N30W
Vert
78.18 240.90
68.56 211.00
31.00
34.39
32.05
8.35
8.22
3.08
3.08
0.90
0.95
1.53
1.61
May 30, 1990 N60E
N30W
Vert
104.90 302.05
110.50 439.86
106.70 305.02
36.60
24.86
13.79
12.95
7.19
7.13
2.88
3.98
2.86
0.76
0.35
0.28
2.22
1.82
3.25
-
-
-
-
-
Bucharest,
INCERC
0
Bucharest,
Magurele,
INFP
D
Drumul Sarii
0
Aug 30, 1986
-
-
-
May 30, 1990 N84W
N174W
Vert
117.30 375.01
116.80 438.18
81.62 288.10
23.71
23.31
9.43
5.53
10.83
6.88
3.20
3.75
3.53
0.40
0.33
0.21
1.47
2.92
4.58
May 31, 1990 N84W
N174W
Vert
37.15
20.40
17.56
118.73
91.39
73.83
6.53
8.33
6.77
3.72
5.42
5.06
3.20
4.48
4.20
0.35
0.57
0.58
3.58
4.08
4.69
Aug 30, 1986 N10W
W10S
Vert
156.00 408.22
105.80 322.29
42.00
43.17
35.58
11.28
9.31
2.62
3.05
0.66
0.69
1.64
1.64
Bucharest,
ISPH
A
May 30, 1990
Aug 30, 1986 N15E
E15S
Vert
86.75 210.60
76.75 269.65
40.06 139.49
40.91
23.46
11.46
10.83
9.83
5.67
2.43
3.51
3.48
1.22
0.55
0.52
1.66
2.63
3.11
Bucharest,
ARM
A
May 30, 1990 NS
EW
Vert
73.88 202.08
55.71 189.53
24.07
15.21
7.76
2.73
2.74
3.40
0.75
0.50
2.02
1.13
May 31. 1990 NS
EW
Vert
22.17
23.41
19.47
5.99
6.33
4.18
1.48
1.99
2.28
4.31
3.36
2.63
0.39
0.51
0.51
1.55
1.98
3.42
EREN
0
95.60
78.73
51.14
Station
Metalurgiei
0
Metrou
EMGB1
0
Militari
0
Panduri
0
Titulescu
0
Earthquake
Comp
PGA
"Afl^t
sv,^
SArretn
Tc
TD
PGA
cm/s
43.69
19.43
s
s
Aug 30, 1986 W32S
N32W
Vert
cm/s 2 cm/s2
69.78 206.34
43.68 190.54
21.00
11.12
11.33
2.96
4.36
1.33
0.64
1.60
3.66
May 30, 1990 N127W
N37W
Vert
59.02 216.74
76.32 179.10
43.25 171.22
18.77
23.21
7.81
5.34
10.08
5.65
3.67
2.35
3.96
0.54
0.81
0.29
1.79
2.73
4.55
Aug 30, 1986 N60E
N30W
Vert
72.71 213.44
57.75 222.35
27.00
50.80
21.43
12.29
4.98
2.94
3.85
1.50
0.61
1.52
1.47
May 30, 1990 N30W
N120W
Vert
90.80 276.28
60.15 214.31
50.09 220.63
29.65
22.82
9.11
7.87
6.63
3.40
3.04
3.56
4.41
0.67
0.67
0.26
1.67
1.82
2.35
Aug 30, 1986 NS
EW
Vert
92.19 312.91
79.57 348.%
33.80
36.66
30.52
9.45
7.45
3.39
4.39
0.74
0.55
1.62
1.53
May 30, 1990 N92W
N178E
Vert
95.34 290.80
51.13 183.39
43.79 157.02
26.99
11.76
8.99
7.28
6.38
4.76
3.05
3.59
3.59
0.58
0.40
0.36
1.69
3.40
3.33
Aug 30,1986 N131E
N139W
Vert
90.61 296.53
101.20 342.60
68.11 165.05
35.22
43.66
15.86
10.41
10.00
4.61
3.27
3.39
2.42
0.75
0.80
0.60
1.86
1.44
1.83
May 30, 1990 N131E
N139W
Vert
127.90 540.87
136.60 565.38
57.95 201.91
24.78
27.87
10.11
12.72
6.69
4.41
4.23
4.14
3.48
0.29
0.31
0.31
3.23
1.51
2.74
Aug 30, 1986 N145W
N55W
Vert
89.57 323.39
79.84 247.95
61.86 150.60
43.66
23.84
15.21
11.21
5.71
5.53
3.61
3.11
2.44
0.85
0.60
0.63
1.61
1.51
2.29
May 30, 1990 N145W
N55W
Vert
56.40 219.04
71.50 230.41
37.62 121.00
14.49
19.51
6.18
4.85
8.11
3.94
3.88
3.22
3.22
0.42
0.53
0.32
2.10
2.61
4.01
Seismic network:
cm
D National Institute for Earth Physics, INFP
O Building Research Institute, INCERC
A Institute for Geophysical and Geotechnical Studies, GEOTEC
48
3.5
BUCHAREST
vletrouIMGBl
Aug 3 3, 1986, N OE Comp
2.5
\
ar4, 1977 NS Comp
INCERC,
15
O
1.5
omp
0.5
0.5
1.5
2
3.5
2.5
Period, s
4.5
4
Vletrou IN GB1
0, 1986, N 60E Comp
/
::
3.5
Metalurgi
Aug 30 , 1986, W32S Comp
\
w
3
::
"8 2.5
i
2
o
Z
-:
-
0.5
/
^ - \
•
1.5
1
BUCF AREST
;: d
7
i
0.5
i
=
INCERC
Mar 4 3977, NS Comp
i
i
—i—i—i—i— —i—i—»—i—
1.5
2
2.5
^
i
i
i
i
1
1
H—1
\
3.5
Period, s
Fig. 4.7 Normalized response spectra for the narrowest frequency band Bucharest
records
1
1
49
<
8
4
/
\ 0.1 pnbofexce :dance
3.5
0.5
> 2.5
00
•o
u
1
2
z
1.5
go
Mar 4,1
BUCH \REST
1
Sofi soil c indiiion in
!entra], So th and Ea
ze les
0.5
0
ITTI
I I I I I I
0
0.5
i i i i
1
i i i i
1.5
i
i
2
i i
i
2.5
i
i i
•\- i
3
i
i
H—I—I—t-
3.5
4
Period, s
Fig. 4.8 Median and 0.1 probability of exceedance design spectra for Bucharest soft soil
50
<
CO
3.5
Fig. 4.9 Site-dependent design response spectra for the soft soil condition in Bucharest and
EUROCODE 8
51
4.3 MOLDOVA AND REPUBLIC OF MOLDOVA RESPONSE SPECTRA
The characteristics of the accelerograms recorded in the last three Vrancea earthquakes
on the territory of Moldova are described in Appendix 1, Table A 1 •*- Table A. 6 (for INFP and
GEOTEC records) and in Table 4.2, Table 4.3, Table 4.7 and Table 4.8 (for INCERC records
and records from Republic of Moldova).
They are:
(i) Peak values of ground motion parameters: PGA, PGV and PGD
(ii) Maximum values of response spectra: SA, SV and SD
(iii) Maximum values of normalised response spectra: SAm* / PGA, SVmax / PGV and
x / PGD i.e. the dynamic amplification factors for response
(iv) Cartwright & Longuet-Higgins frequency bandwidth measure of power spectral
density : e
(v) Kennedy & Shinozuka fractile frequencies of power spectral density : fio, fso, fgo
(vi) Central or corner periods of deterministic response spectra : Tc and TD.
Opposite to the Bucharest narrow frequency band records, the Moldavian records have
broad and / or intermediate band frequency content.
Such records were obtained in the seismic stations from Dochia, Bacau, Onesti, Vaslui,
Barlad, Cahul, Iasi etc.
However, narrow frequency band horizontal and even vertical ground motions were
recorded in two important stations in Sub-Carpathians: Muntele Rosu and Istrita. The
maximum corner period for these stations was : 1.5 s - Muntele Rosu and 1.4 s - Istrita.
From Fig. 4.10, a negligible mobility of the response spectra to different earthquake
magnitudes can be observed. This indicates soil categories which are completely different in
Moldova than in Bucharest, on Romanian Plain.
It is also important to give emphasis to the local site effect in Chisinau, Y310 comp,
Aug 30, 1986 event, Fig.4.11.
MOLE OVA
.Au 30, 198.3: 17 Cofrp
0.1 prob of exc« edance
Mw=7.2
0
1.5
0.5
2
2.5
3
3.5
4
2.5
3
3.5
4
Period, s
0.5
0
0.5
1
1.5
2
Period, s
Fig. 4.10.a. Influence of source mechanism and magnitude on spectral shapes in Moldova
53
4.5 -4
1 1 1 1
3.5
MOLL OVA
0. 5 probofi sxceedanc
Vlay 30,1 9 9 0 :
"§2.5
"3
-- //\A_
2
Mil
|
)omp
V
1.5
Av>g30, 198 6 : 17 CO!np
11/
;;
0.5
1
-
0
s
^ ^
i i H—h- —n—i
1 1 11
0.5
1
i i i
1.5
;
—f—
^ =
i i
2
Period, s
= = = = = ="
i i
i
2.5
i
.-
i—i— -H—1—I—I— —1—1—1—h-
3
3.5
4
Fig. 4.10.b. Comparison of response spectra in Moldova for the 1986 and 1990 Vrancea earthquakes
54
Table 4.7 Response spectra characteristics for accelerograms recorded in Moldova by
the Building Research Institute seismic network
Station
Earthquake
Comp
PGA
sv^
SD™
cm/s
27.05
27.59
cm
8.67
14.67
3.80
5.18
jAmax
Tc
TD
s
0.59
0.39
s
2.01
3.34
PGA
Adjud
0
May 30, 1990 N50E
N40W
cm/s2 cm/s 2
75.63 287.27
86.60 448.84
Bacau
0
Aug 30, 1986 NS
EW
105.00
68.48
330.90
300.67
24.53
13.72
4.74
4.43
3.15
4.39
0.47
0.29
1.21
2.03
Birlad
0
May 30, 1990 NS
EW
142.70 408.07
132.90 468.97
41.26
40.11
8.89
15.17
2.86
3.53
0.64
0.54
1.35
2.38
Focsani
UCA
0
Aug 30, 1986 W07S
N07W
Vert
224.20 664.84
269.41 703.29
109.64 463.06
78.39
53.84
14.20
23.00
9.33
7.07
2.97
2.61
4.22
0.74
0.48
0.19
1.84
1.09
3.13
May 30, 1990 N97W
N07W
92.16 268.06
108.60 418.33
37.93
60.67
15.20
24.88
2.91
3.85
0.89
0.91
2.52
2.58
Iasi
0
Aug 30, 1986 NS
EW
57.53 187.77
136.30 461.53
25.36
64.90
12.80
10.34
3.26
3.39
0.85
0.88
3.17
1.00
Onesti
0
Aug 30, 1986 N200E
156.1 586.23
40.66
8.15
3.76
0.44
1.26
May 30, 1990 N200E
N290E
232.1
111.8
918.26 43.79
373.69 29.19
12.37
8.47
3.96
3.34
0.30
0.49
1.77
1.82
Vaslui
0
Aug 30, 1986 NS
EW
152.9 532.76
179.5 574.31
8.44
7.64
3.48
3.20
0.32
0.51
1.96
1.03
Table 4.8
Response spectra characteristics of the Vrancea ground motions recorded
in Republic of Moldova
Station
Earthquake
Comp
PGA
^Ana;
27.13
46.64
sv™
SDn^
Tc
TD
PGA
Chisinau
Cahul
Aug 30, 1986 Y309
Y310
Z311
cm/s2
191.79
212.75
120.38
cm/s 2
952.21
616.08
599.80
cm/s
36.00
65.76
19.58
cm
4.14
11.08
7.54
4.97
2.90
4.98
s
0.24
0.67
0.20
s
0.72
1.06
2.42
May 30, 1990 Y659
Y660
Z658
77.50
83.31
63.89
236.94
359.99
221.45
12.21
15.30
5.03
3.82
5.17
3.01
3.06
4.30
3.47
0.32
0.27
0.14
1.97
2.12
3.77
May 30, 1990 Y671
Y673
Z672
129.05
136.65
90.54
497.38
529.84
393.76
22.06
21.51
10.84
7.22
8.80
6.18
3.85
3.88
4.35
0.28
0.26
0.17
2.06
2.57
3.58
55
KISHINEV)
30, 1986
0.
0
0.5
2.5
4.5
CHISINAU
KISHINEV)
viay 3U, iyyu
4
3.5
3
"8
8
II 2-5
i
:: . }
v'U
: :t |
Y660
/
• JE * 1 I
M w = 7.0
1
Mfc" 1 I
A
/
59 comp
1.5
f
1
Z658v ert
* .
*
/
0.5
""
** I
.—
*
'- '
— •
0 —i—i—i—i—1 —1—1—1—1— —i—i—i—i— —i—i—i—i— —i—i—i—i— —i—i—i—t—
0
0.5
1
1.5
2
2.5
Period, s
Fig. 4.11 Mobility of response spectra in Chisinau as function of source mechanism and magnitude
56
--
IL
c. \HUL
May 30, 1990
1
X comp
Y
\
A
i
Z
i
i
i
"-——.
0 —i—
0
1 1 1 1
0.5
i
i
1
i i
^
—1—1—1—1—
1.5
1 1 1 1
2
—t—i—i—i— —HH—1—1— —1—1—1—1—
2.5
3
3.5
4
Period, s
Fig. 4.12. Response spectra for Vrancea motion recorded in Cahul, Republic of Moldova
0
0
1
2
3
4
Period, s
Fig. 4.13. Response spectra for three Vrancea motions, recorded in Bulgaria
57
4.4 RESPONSE SPECTRA FOR MOTIONS RECORDED IN DOBROGEA
The frequency content of the motions recorded in Dobrogea is quite different than the
frequency content of the motions recorded on Romanian Plain.
A typical for Dobrogea broad frequency band content was recorded in station Carcaliu.
For Cernavoda area, all available accelerograms were obtained from the 1986 and 1990
Vrancea events in the soft soil condition of the City Hall. There are no records on the
Cernavoda NPP site, on limestone.
The analysis of the City Hall records presented in Appendix 1, Fig.4.14 and Fig.4.15
shows:
(i)The uni-modal PSD has its peak near the predominant frequency of the site: ~2.25Uz
(ii) The width of the frequency band has the tendency to became narrower as the PGA
level increases.
The City Hall records were transferred to NPP site using deconvoiution analysis,
Fig.4.16 and Fig.4.17. The mean ratio of NPP-PGA to City Hall-PGA was found 0.75.
The acceleration response spectra for the six City Hall records, from three Vrancea
events are characterised by a very small coefficient of variation. This indicates a very
homogenous frequency content at this site.
NPP
CITY HALL
100-16.30 N.M.B.
+9.67
-033
10
r-1.95 him3
Vs -200/n/s
+10.20
22. 10 m
*-2.3tf/m3
Vs'9I7 m/s
9.01m
2T .2.1 tf/m3
Vs~917m/s
- 12.00
-2033
1Q
™ Vs-500m/s
-2W0
17fr777777 7777777777"
2.6 km
Fig.4.16 Shear waves velocity of soil profiles in Cernavoda
58
CJ iRNAVOI )A
City Hall
/ u g 3 0 , 19? 6
--
CO
4)
tit
NSCom J
o
/
EW
1
L^x^
\\
^Vert
;
5b^*5^ fc
^—i—•t—1— —1—1—1—1— —1—1—1—1— —1—1—1—1— —1—1—1—t— —\—i—i—i— —i—i—i—i— —i—i—i—i—1
0
0
0.5
1
1.5
2
2.5
3
3.5
4
Period, s
Fig. 4.14.a. Normalized acceleration response spectra in Cernavoda
--
a ;RNAVOL A
City Hall
IV ay 30, 199 0
•
1 1 11
CO
I
If/I/
V
4S Comp
EW
\vert
'$
-
i
•
_
0
— ( —
0
_
—
•
4—1—|— —1—1—1—1— —i—i—i—i— —i—i—i—i— —1—1—h—I— —i—i—i—i— —i—i—i—i— •—i—i—i—i—
0.5
1.5
2
2.5
3
Period, s
Fig. 4.14.b. Normalized acceleration response spectra in Cernavoda
3.5
4
59
0.14
0.12
§ 0.10
Q
0.08
I
(I1
/
\
I
Station : Cernavoda - C ity Hall
m
1986 ;NS
1990; NS
ft
S.
O 0.06
N
'a 0.04
v/
J
0.02
0.00
\
V
'
40
20
30
Frequency (rad/sec)
10
50
0.14
0.12
Statior : Cernavoda - :ity Hall
in
|
t>
o
°
0.10
•
1986 ;EW
1990 ;EW
0.08
0.06
fI ¥\
\ i
S
v
0.04
J '
0.02
\
^
0.00
0
10
20
30
Frequency (rad/sec)
•
40
Fig. 4.15 Mobility of frequency content of horizontal accelerations as
function of PGA level
50
DeconwolutIan (Vialyclc
Cernavoda C l t y h a l l and HPP s i t e
19B6 Vrancea ei^ent, NS
DeconvolutIon
Cerna<joda C l t y h a l l and ^f>P s i t e
1986 Vrancea euent, EW
Q.HQ
Q.9Q
Cityhalli
City halt
m
c o.zo
C D.10
•
d5"
Outcrop
Outcrop
-4
0.00
O.DO
D
10.
Frequency
o
o
100.
too.
Hz
Deconuolut Ian (Vialyctc
Cerna<-<jda C l t y h a l l and hFP c i t e
1990 Vrancea event, NS
o'
i.
<<
DaconvolutIan (Vixlyclc
Cernavoda Cltyhall and NPP s i t e
1990 Vrancea event, OJ
O.5O
0 . 50
Ci tyhall n
£2.
en'
Ctftyh.ll
Cityhall
OUTCFBP
O.O
c
_e_
m
c
/W.WpSite
0.30
I HWpPSite
A
0. SO
c
_B_
ouraw _»_
0 . •40
n
o
D
L
(j
~i
[Jo. 10 .
ct
I
A
TT^"
H
•
cc
Outcrop
uutcrop
o. 00
O.OO
0.
1.
1O.
Frequency
Hz
1OO.
.
0.
1.
30.
Frequency
Hz
100.
61
REFERENCES
4.1
Anderson J.C., 1989. Dynamic response of buildings. Ch.3 in The seismic design
handbook, edited by Naeim F., Van Nostrand Reinhold, p. 81-119
4.2
ASCE 4-86. Standard for seismic analysis of safety-related nuclear structures and
Commentary. American Society for Civil Engineers, NY, 1986
4.3
ASCE 7-93 and ASCE 7-88. Minimum design loads for buildings and other structures.
American Society for Civil Engineers, NY, 1993 and 1988
4.4
CEN/TC 250/SC 8/N 83/ENV 1998-1-1, EUROCODE 8, 1993. Earthquake resistant
design of structures. Part 1-1: General rules and rules for buildings. Seismic actions and
general requirements for structures
4.5
Clough R.W., Penzien J., Dynamics of structures. Me Graw Hill Book Co., NY
4.6
Ghiocel D., Lungu D., 1975 Wind, Snow and Temperature Effects on Structures Based
on Probability. Abacus Press, Kent, England
4.7
Kanai K., 1985. Engineering seismology. University of Tokyo Press, p. 105-110
4.8
Kennedy R.P., Shinozuka M., 1989. Recommended minimum power spectral density
functions compatible with NRC Regulatory Guide 1.60 Response spectrum. Prepared
for Brookhaven National Laboratory
4.9
Kennedy R.P., 1989. Comments on proposed revisions to standard plan seismic
provisions. Prepared for Brookhaven National Laboratory
4.10
Lungu D., Scherer R.J., Coman O., Zsohar M., 1994. On the Phenomenon of long
predominant periods of ground vibration during 1990, 1986 and 1977 earthquakes
from Vrancea source. Proceedings of the Second International Conference on
Earthquake Resistant Construction and Design, ERCAD, Berlin, 15-17 June.
Proceedings.Vol.1, p.51-59 .Balkema: Rotterdam
4.11
Lungu D., Coman O., Cornea T., Demetriu S., Muscalu L., 1993. Structural response
spectra to different frequency bandwidth earthquakes. 6th International Conference on
Structural Safety and Reliability ICOSSAR '93, Innsbruck, Aug.9-13. Proceedings,
Vol.3, p.2163-2170. Balkema: Rotterdam
4.12
Lungu D., Cornea T., Demetriu S., 1992. Frequency bandwidth of Vrancea
Earthquakes and the 1991 edition of Seismic code of Romania. 10th World Conference
on Earthquake Engineering, 19-24 July, Madrid, Proceedings, Vol. 10
p.5633-5638. Balkema: Rotterdam
4.13
Lungu D., Popovici A., Cornea T., 1992. Studies concerning the structural behaviour
of buildings in Bucharest to Vrancea earthquakes. First International Conference on
Disaster Prevention in Urban Areas, ICDPUA-1, Teheran, May 11-13
4.14
Lungu D., Comea T., 1990. Grounding of design forces in Romania based on Vrancea
seismic records of 1986 and 1977. 9th European Conference on Earthquake
Engineering, Moscow, Sept., Proceedings, Additional Vol., p.63-72
4.15
62
Lungu D., Demetriu S., 1990. Duration effect on RMS acceleration. Application for
Vrancea and Armenia earthquakes. 9th European Conference on Earthquake
engineering, Moscow, Sept., Vol. 10A, p. 164-173
4.16
Lungu D., Cornea T., 1989. The 1986 and 1977 Vrancea earthquakes. Stochastic
analysis of their spectral content and structural effects. Constructii Nr.3-4, p. 25-50. (in
Romanian)
4.17
Lungu D., Cornea T., 1988. Power spectra in Bucharest for Vrancea earthquakes.
Symposium on reliability-based design in civil engineering. Lausanne, July 7-9.
Proceedings Vol.1, p. 17-24
4.18
Lungu D., Ghiocel D., 1983. Probabilistic methods in structural design. Editura
Tehnica, Bucharest (in Romanian)
4.19
Martin R.G., Dobry R., 1994. Earthquake site response and seismic code provisions.
NCEER Bulletin, Vol.8, No.4, National Center for Earthquake Engineering Research,
State University of New York at Buffalo, p. 1-6
4.20
Mohraz B., Elghadamsi F.E., 1989. Earthquake ground motion and response spectra.
Ch.2 in The seismic design handbook, edited by Naeim F., Van Nostrand Reinhold,
p.32-80
4.21
Okamoto S., 1985. Introduction to earthquake engineering. University of Tokyo Press,
Second edition, p. 102-105
4.22
Scherer R.J., Riera J.D., Schueller G.I., 1982. Estimation of the time-dependent
frequency content of earthquake accelerations. Nuclear Engineering and Design 71,
p.301-310. North-Holland Publishing Co.
4.23
Schueller G.I., editor, 1991. Structural dynamics. Recent advances. Springer-Verlag,
Berlin Heidelberg
4.24
Schueller G.I., Shinozuka M., editors, 1987. Stochastic methods in structural dynamics.
Martinus Nijhoff Publishers, Dordrecht, Boston, Lancaster
4.25
Simos N., Philippacopoulos A.J., 1993. Theoretical bases of DIGES. Brookhaven
National Laboratory, Prepared for US Nuclear Regulatory Commission, 111 p
4.26
Takizawa H., Jennings P.C., 1980. Collapse of a model for ductile reinforced concrete
frames under extreme earthquake motions. Earthquake Engineering and Structural
Dynamics, Vol.8, p. 117-144
4.27
Trifunac M.D., Brady A.G., 1975. A study on the duration of strong earthquake
ground motion. Bulletin of the Seismological Society of America, Vol.65, p.581-626
4.28
Vanmarcke E., 1984. Random fields: analysis and synthesis. The MIT Press,
Cambridge, Massachusetts
4.29
Withman R.V., editor, 1992. Proceeding from site-effects workshop. Oct.24-25 1991.
Technical Report NCEER-92-0006, National Center for Earthquake Engineering
Research, State University of New York at Buffalo
63
APPENDIX 1:
CHARACTERISTICS OF THE FREE-FIELD ACCELEROGRAMS RECORDED IN THE
LAST THREE VRANCEA EARTHQUAKES BY THE SEISMIC NETWORKS OF
NATIONAL INSTITUTE OF EARTH PHYSICS (INFP) AND INSTITUTE FOR
GEOPHYSICAL AND GEOTECHNICAL STUDIES (GEOTEC)
Table Al.
Peak values of the ground motion parameters
Table A2.
Maximum values of response spectra
Table A3.
Amplification factors for response spectra
Table A4.
e (Cartwright & Longuet-Higgins) frequency bandwidth measure of power
spectral density
Table A3.
fw, fso and f«) (Kennedy & Shinozuka) fractile frequencies of power spectral
density
Table A6.
Control (corner) periods of response spectra
This page is intentionally left blank.
65
Table Al.
Station
Bacau
D
Comp
NS
Z
EW
NS
Barlad
D
Z
EW
BucharestNS
Magurele.INFP Z
D
EW
Carcaliu
NS
Z
a
EW
NS
Cernavoda
D
Z
EW
Focsani
NS
D
Z
EW
Iasi
NS
D
Z
EW
Istrita
NS
D
Z
EW
Muntele Rosu
NS
(Cheia)
Z
D
EW
Surduc
N40W
A
Z
W40S
Vrancioaia
NS
D
Z
EW
Bucharest
W3S
ARM
Z
A
S3E
Dochia
NS
Z
•
EW
Peak values of the ground motion parameters
Aue30. 1986
PGV
PGD
PGA
cm
cm/s2
cm/s2
88.8
9.2
2.2
1.8
0.9
24.9
72.7
8.2
2.1
.
135.1
50.3
114.9
70.0
25.3
69.7
49.2
63.0
62.0
273.2
122.7
297.0
66.9
22.2
4.2
16.3
3.8
1.9
4.8
7.7
4.7
6.3
36.6
5.5
31.9
7.4
99.6
109.2
43.2
71.6
79.1
39.9
33.9
7.9
16.6
6.2
10.7
17.0
6.2
5.5
3.8
2.1
3.4
1.1
0.3
0.7
4.6
4.3
3.9
9.4
3.3
4.9
1.3
.
1.3
7.6
1.7
4.7
5.3
2.2
3.8
.
82.4
39.0
140.8
15.1
6.6
13.2
4.0
3.2
3.5
Mav30. 1990
PGV
PGD
PGA
2
2
cm
cm/s
cm/s
2.8
132.0
8.5
1.4
31.8
3.4
122.7
5.5
16.6
2.5
112.1
11.1
4.1
108.1
1.2
148.5
17.1
8.5
89.6
1.8
4.6
1.3
2.4
59.5
4.3
87.0
16.2
164.0
4.8
11.6
41.9
3.7
1.6
4.1
1.0
88.8
107.0
3.3
9.9
5304
4.3
7.5
100.3
9.9
2.8
Mav31. 1990
PGA
PGV
PGD
2
2
cm
cm/s
cm/s
6.4
1.4
84.5
18.6
1.6
0.9
63.0
5.5
1.1
85.8
6.8
1.6
0.7
1.3
27.1
7.0
0.7
80.0
-
-
95.8
7.4
106.5
6.5
65.5
30.5
47.3
89.0
40.7
97.2
119.6
63.3
157.3
73.9
12.9
4.5
12.8
19.4
4.9
19.8
13.1
7.4
13.6
11.4
55.7
4.8
50.8
20.6
37.8
3.0
1.4
2.6
0.8
0.7
1.0
1.5
1.5
3.8
2.7
3.6
9.5
2.8
9.6
5.2
2.5
5.7
3.1
.
1.3
59.0
19.6
46.5
66.5
15.9
37.0
49.1
52.8
92.8
43.1
59.0
3.0
2.5
1.7
5.8
3.0
3.7
0.5
1.1
0.6
2.3
2.3
1.9
2.9
0.7
.
0.8
8.6
3.2
8.7
4.0
23.4
9.6
11.3
.
44.4
17.2
21.0
43.8
26.7
102.4
22.1
19.5
23.74
3.5
2.7
3.2
3.9
1.6
7.7
2.1
1.7
2.5
2.9
2.9
2.3
1.2
0.5
1.8
0.4
0.9
0.7
66
Table A2.
Maximum values of response spectra (damping 0.05)
Station
Comp
Bacau
NS
Z
EW
Aue 30. 1986
sv™
jjDnnx
SA™
cm/s2
cm/s2
cm
7.8
370.9
22.5
4.7
94.0
6.3
313.7
9.2
21.3
NS
Z
-
D
Barlad
n
BucharestMagurele,INFP
D
Carcaliu
D
Cernavoda
D
Focsani
D
Iasi
D
Istrita
D
Muntele Rosu
(Cheia)
D
Surduc
A
Vrancioaia
D
Bucharest
ARM
A
Dochia
D
EW
NS
Z
EW
NS
Z
EW
NS
Z
EW
NS
Z
EW
NS
Z
EW
NS
Z
EW
NS
Z
EW
N40W
Z
W40S
NS
Z
EW
W3S
Z
S3E
NS
Z
EW
364.9
168.4
322.0
281.8
93.3
277.0
191.4
218.5
284.3
763.2
508.8
871.4
226.1
268.1
269.5
140.8
232.9
214.3
123.7
128.3
56.8
14.4
46.0
7.9
5.4
14.6
23.4
20.5
22.0
87.6
19.4
68.2
17.6
20.2
48.9
23.0
29.8
51.1
14.7
21.1
13.2
11.7
10.9
2.9
1.3
2.0
24.7
21.9
22.3
25.6
15.4
22.8
4.7
4.0
17.9
5.2
12.2
15.5
12.9
16.6
287.3
142.4
437.7
27.5
16.0
31.8
11.0
11.6
14.8
Mav 30. 1990
Mav 31. 199C)
SD™
SA™
5
SVn» JSDrnax SAnax
cm/s2
cm/s2
cm/s2
cm/s2
cm
cm
18.7
25.7
688.9
5.0
7.4
381.3
4.7
9.7
133.8
3.7
73.8
3.2
15.7
527.8
41.4
3.6
10.2
371.5
17.9
492.4
26.6
315.1
4.0
5.9
5.0
413.0
10.6
4.4
3.4
111.3
47.1
21.4
542.6
226.1
2.3
14.2
14.5
314.9
8.0
237.2
7.5
4.6
210.6
25.6
9.1
6.9
619.3
19.8
1.3
9.9
280.9
4.0
143.5
8.6
3.7
2.3
73.0
4.7
310.5
13.1
3.7
2.5
236.3
23.7
399.4
31.8
10.6
313.0
12.6
51.4
12.2
13.4
158.3
20.2
16.4
12.9
481.0
39.7
11.3
190.1
11.5
449.6
472.3
23.9
16.2
3.4
3.4
189.3
125.9
164.8
331.0
146.4
287.8
356.2
212.4
695.4
202.2
33.0
12.6
31.4
40.9
20.1
45.1
37.8
16.9
35.4
24.1
189.6
15.2
9.6
11.0
12.0
28.6
16.2
24.6
11.4
6.4
12.4
7.8
_
2.7
.
183.2
83.3
146.6
8.7
4.3
6.7
4.1
2.9
3.3
-
-
215.7
191.6
285.5
150.9
220.0
10.2
12.9
59.1
27.5
33.8
2.0
2.0
28.4
8.8
24.3
.
229.8
69.3
73.0
186.9
94.6
371.4
95.7
51.2
78.8
13.6
14.3
11.6
9.1
6.0
16.7
6.0
4.2
6.3
14.6
15.5
12.8
4.3
3.1
3.2
1.5
2.3
2.0
67
Table A3.
Station
Comp
Bacau
D
NS
Z
EW
NS
Z
EW
NS
Z
EW
NS
Z
EW
NS
Z
EW
NS
Z
EW
NS
Z
EW
NS
Z
EW
NS
Z
EW
N40W
Z
W40S
NS
Barlad
D
BucharestMagurele,INFP
D
Carcaliu
D
Cernavoda
D
Focsani
D
Iasi
D
Istrita
D
Muntele Rosu
(Cheia)
D
Surduc
A
Vrancioaia
D
Bucharest
ARM
A
Dochia
D
Z
EW
W3S
Z
S3E
NS
Z
EW
Amplification factors for response spectra
Aup30. 1986
SA™» SV™
SDmsR
PGV
PGD
PGA
4.17
2.44 3.54
3.77
3.50 5.22
4.31
2.60 4.38
.
2.70
3.35
2.80
4.02
3.69
3.97
3.89
3.46
4.58
2.79
4.15
2.93
3.38
2.69
2.46
3.26
3.25
2.71
3.10
3.78
2.56
3.42
2.82
2.08
2.84
3.04
3.04
4.36
3.49
2.39
3.52
2.14
2.38
2.56
2.95
3.71
2.78
3.00
2.37
3.84
3.47
5.57
3.20
2.63
4.33
2.85
5.37
5.09
5.69
2.72
4.67
4.65
3.61
3.15
2.35
3.06
2.59
2.92
5.86
4.37
3.48
3.65
3.11
1.82
2.42
2.41
2.75
3.62
4.22
Mav 31. 1990
Mav 30. 1990
SA^
sv™ SD™ S A ^ SVn»< i3D™*
PGV
PGD
PGV
PGD PGA
PGA
3.57
2.64
4.51
2.92
5.21
3.02
2.64
2.94
3.55
2.85
3.96
4.21
2.85
3.27
2.49
1.85
5.89
4.30
2.63
2.50
2.39
2.36
3.67
4.39
3.67
3.85
4.85
3.82
2.60
4.10
1.67
3.05
3.65
2.75
2.82
3.28
4.44
3.51
3.15
3.54
3.98
3.12
2.42
1.58
2.11
3.77
1.72
2.06
4.76
2.30
2.60
2.32
2.31
1.60
2.09
3.42
3.72
3.19
3.70
5.08
2.76
4.16
3.49
5.48
3.73
3.21
3.21
4.70
4.08
2.69
3.81
4.07
5.82
2.96
3.23
4.80
4.03
6.05
4.01
5.13
3.48
.
4.69
4.43
3.23
2.49
2.26
2.26
.
2.89
4.13
3.48
3.72
3.60
2.96
2.98
3.35
4.42
2.73
2.62
2.80
2.45
2.11
4.10
2.28
2.88
2.28
2.60
2.11
2.52
4.07
3.33
3.01
5.78
2.56
2.19
2.56
2.17
2.52
3.40
3.16
2.07
.
3.60
4.04
3.88
2.90
3.07
2.57
5.12
4.14
3.30
3.62
3.07
3.50
3.73
3.51
3.22
2.52
2.86
2.99
2.85
2.50
3.30
2.75
2.79
5.17
4.03
3.47
4.26
3.54
3.62
4.33
2.62
3.36
3.88
5.30
3.62
2.33
3.75
2.16
2.85
2.47
2.52
5.03
5.34
5.56
3.58
6.20
1.77
3.75
2.55
2.85
4.39
_
68
Table A4.
e, frequency bandwidth measure of power spectral density
(Cartwright & Longuet-Higgins indicator)
Station
Comp
Aug 30, 1986
May 30, 1990
May 31, 1990
Bacau
NS
•
Z
EW
0.86
0.81
0.83
Barlad
D
NS
Z
0.70
0.79
0.84
0.77
0.65
0.81
0.79
0.72
0.89
0.64
0.71
0.64
0.89
0.78
0.87
0.79
0.80
0.79
0.80
0.71
0.85
0.72
0.79
0.79
0.93
0.94
0.93
EW
BucharestNS
Magurele,INFP Z
•
EW
Carcaliu
NS
•
Z
EW
Cernavoda
NS
•
Z
Focsani
EW
NS
•
Z
EW
Iasi
NS
D
Z
Istrita
EW
NS
•
Z
Muntele Rosu
(Cheia)
EW
NS
Z
a
EW
Surduc
A
Vrancioaia
N40W
Z
W40S
NS
•
Z
Bucharest
ARM
A
Dochia
EW
W3S
Z
S3E
NS
a
z
EW
0.94
0.76
0.88
0.61
0.73
0.71
0.84
0.72
0.81
0.88
0.58
0.85
0.86
0.86
0.92
0.93
0.93
0.97
0.90
0.94
0.87
0.91
0.85
0.73
0.55
0.72
0.70
0.95
0.90
0.95
0.80
0.74
0.86
0.70
0.82
0.70
0.90
0.84
0.58
0.72
0.55
0.89
0.82
0.87
0.64
0.79
0.71
0.70
0.81
0.70
0.83
0.83
0.87
69
Table A5. fio, f» and f^ (Kennedy & Shinozuka) fractile frequencies of power spectral density
Station
Comp
Aug 30. 1986
f*)
2.26
1.2
3.76
1.2
3.13
1.1
Ao
Bacau
D
Barlad
D
BucharestMagurele,INFP
D
Carcaliu
D
Cemavoda
D
Focsani
D
lasi
D
Istrita
D
Muntele Rosu
(Cheia)
D
Surduc
A
Vrancioaia
D
Bucharest
ARM
A
Docfaia
D
NS
Z
EW
NS
Z
EW
NS
Z
EW
NS
Z
EW
NS
Z
EW
NS
Z
EW
NS
Z
EW
NS
Z
EW
NS
Z
EW
N40W
Z
W40S
NS
z
EW
W3S
.
0.5
1.2
0.5
3.0
2.1
2.5
1.2
2.6
1.6
0.6
2.9
1.1
1.0
.
1.1
0.6
0.7
0.7
0.5
0.7
0.6
1.25
4.01
1.75
7.02
4.76
4.39
2.51
5.01
2.76
2.13
7.27
2.26
2.38
2.01
1.63
1.38
1.63
0.63
1.50
1.25
3.0
9.9
4.6
11.3
10.7
10.0
4.5
9.1
4.8
4.5
9.9
4.6
6.6
.
6.1
3.4
3.9
3.3
1.6
3.8
3.3
0.8
0.6
1.2
1.82
1.36
2.42
3.5
3.8
4.2
-
z
S3E
NS
Z
EW
f*>
6.4
9.0
5.8
2.1
3.0
2.0
4.14
8.90
4.39
10.5
12.0
9.3
Mav 30. 1990
fso
1.0
4.39
4.51
0.9
0.8
2.13
3.63
1.2
3.4
6.64
0.7
3.26
1.2
3.63
4.64
1.5
0.6
1.88
6.27
2.9
1.6
5.64
2.6
6.64
2.13
1.1
4.51
1.9
1.5
2.26
fio
f*i
5.9
9.1
6.0
6.4
13.0
5.6
8.9
11.4
5.0
11.8
11.9
10.8
4.5
9.3
4.1
Mav 31. 1990
fio
f*
6.4
1.6
2.38
4.01
1.2
8.8
1.2
2.38
6.5
1.4
3.00
4.8
6.54
10.4
1.8
1.2
2.48
4.8
fe>
3.4
0.9
2.9
1.5
1.6
1.6
4.01
9.3
1.2
5.89
8.8
1.25
1.88
1.25
2.61
3.78
1.69
2.51
3.26
3.26
2.01
_
3.52
11.5
11.6
11.1
3.0
8.4
2.88
-
1.1
0.5
0.9
0.5
0.8
0.9
0.5
0.6
0.6
1.5
1.0
.
1.0
7.27
5.51
7.89
2.13
3.01
2.26
2.1
3.0
2.4
5.1
8.6
4.7
4.5
9.0
4.6
6.0
.
8.0
1.4
.
1.0
0.5
0.1
0.6
3.15
2.90
1.25
1.00
1.38
7.9
.
8.3
3.5
3.9
3.4
2.0
1.5
1.2
1.5
1.3
1.7
1.2
1.0
1.5
4.01
5.39
3.88
2.84
3.18
3.34
2.76
3.27
2.76
5.8
9.7
6.4
4.8
8.2
5.5
4.8
11.1
6.8
70
Table A6.
Station
Bacau
D
Barlad
D
BucharestMagurele.INFP
•
Carcaliu
D
Cernavoda
D
Focsani
D
Iasi
D
Istrita
•
Muntele Rosu
(Cheia)
•
Surduc
A
Vrancioaia
n
Bucharest
ARM
A
Dochia
D
Control (corner) periods of response spectra
Comp
NS
Z
EW
NS
Z
EW
NS
Z
EW
NS
Z
EW
NS
Z
EW
NS
Z
EW
NS
Z
EW
NS
Z
EW
NS
Z
EW
N40W
Z
W40S
NS
Z
EW
W3S
Z
S3E
NS
Z
EW
Aug 30. 1986
Mav 30. 1990
Tc
s
TD
s
Tc
s
TD
s
0.38
0.42
0.43
2.19
4.65
2.70
0.98
0.54
0.90
0.18
0.36
0.33
0.77
0.59
0.49
0.74
0.24
0.49
0.49
.
0.47
1.14
1.03
0.80
1.50
0.75
1.03
1.46
5.09
1.48
2.30
1.50
0.85
6.61
6.72
6.38
1.84
4.99
2.10
1.67
.
1.24
2.30
1.42
2.57
1.90
5.53
4.94
0.23
0.46
0.49
0.34
0.16
0.55
0.29
0.20
0.76
0.20
0.37
0.26
0.50
0.80
0.52
1.80
2.36
1.55
1.39
2.65
1.89
3.48
3.80
2.23
3.15
2.69
1.76
2.09
5.10
1.78
0.60
0.71
0.46
2.51
4.54
2.93
0.32
4.24
0.29
3.04
Mav 31. 1990
Tc
s
TD
s
0.31
0.40
0.26
0.36
0.28
0.59
1.67
4.25
1.43
1.41
4.19
0.66
-
0.15
0.35
0.13
0.48
1.49
0.43
1.19
3.62
3.28
3.34
6.93
5.60
0.30
.
0.42
1.30
1.14
0.97
1.26
.
0.98
3.03
2.00
4.52
0.33
0.90
0.22
1.30
1.09
0.63
1.20
0.78
0.86
0.99
0.67
0.50
0.32
0.75
1.82
5.48
2.40
4.38
5.07
3.42
1.89
2.39
2.20
2.02
-
-
0.50
1.13
0.37
1.30
0.99
0.31
0.40
0.28
0.39
0.51
0.50
6.75
6.80
6.97
2.99
3.22
1.21
1.55
3.42
1.98
71
6, ACKNOWLEDGEMENTS
This work was supported by the INTERNATIONAL ATOMIC ENERGY AGENCY,
VIENNA, under Contract No.8233/N.
The KINEMETRICS INC., Pasadena, California generously made their Strong motion
analysis software available for the investigation of Vrancea accelerograms used in this report.
We wish to thank very much to Jean Marie Fort and Dan Radulescu for this.
The report is the result of a co-operative effort made by the members of the group.
The data for the analysis were obtained from: (i) Dr. C. Radu and M. Rizescu, National
Institute for Earth Physics, Bucharest-Magurele; (ii) Dr. H. Sandi and S. Borcia, Building
Research Institute, Bucharest; (iii) Dr. T. Moldoveanu, Institute for Geophysical and
Geotechnical Studies, Bucharest; (iv) Dr. Vasily Alkaz, Institute of Geophysics and Geology,
Academy of Sciences of Moldova, Chisinau and (v) Dr. M.C. Oncescu, Geophysicalisches
Institut, Universitat Karlsruhe.
Title:
Experience Database of Romanian
Facilities Subjected to the Last
Three Vrancea Earthquakes Final Report
Contributor:
Stevenson & Associates
Date:
October 1995
Experience Database
EXPERIENCE DATABASE OF ROMANIAN FACILITIES SUBJECTED TO THE LAST
THREE VRANCEA EARTHQUAKES
Final Report
Research Report prepared for the International Atomic Energy Agency
Vienna, Austria
Contract No. 8223/EN
Chief Scientific Investigator:
Ovidiu Coman
\
Research team:
Dan Lungu - University of Civil Engineer Bucharest.
Traian Moldoveanu - GEOTEC - Bucharest.
Senior Consultant:
J.D. Stevenson - S&A, USA
Stevenson & Associates Bucharest Office
Faurei#1, P11,Apt.8O
Bucharest -784091
P.O. Box 68-61
ROMANIA
Period Covered
November 1994 - October 1995
Experience Database
Contents:
Part I. Probabilistic hazard analysis for the Vrancea earthquakes in Romania
1.
Introduction
2.
The Vrancea source
3.
Probabilistic seismic hazard evaluation
3.1 Magnitude recurrence relationship
3.2 Ground motion attenuation
4.
Site dependent response spectra for design
4.1 Site dependent frequency content of the accelerograms
4.2 Accurate seismic response
4.3 Bucharest narrow frequency band motions of long predominant period
and design spectra for soft soii condition
4.4 Moldavia and Republic of Moldavia response spectra
4.5 Response spectra for the ground motions recorded in Dobrogea
5. Characteristics of the free field accelerograms from the last three Vrancea
earthquakes recorded by the seismic networks of INFP and GEOTEC.
Experience Database
Part II. Experience Database.
6.
Philosophy of an experience-based generic approach
6.1 Qualification by earthquake experience
6.2 Qualification by testing
6.3 Qualification by Analysis
6.4 Hybrid qualification by combined analysis and testing
7.
Approach and scope
8.
Database structure and description
8.1 Data availability
8.2 Data requirements
9.
Collection procedure
10.
Experience data
11.
Conclusion
12.
References
13.
Acknowledgment
Appendix 1. - equipment test data
Appendix 2. - description of the test facility capability
Experience Database
Pag. 4
1. Introduction
Earthquake experience data was recognized in US as a potential basis for a simplified
procedure for verifying the seismic adequacy of equipment by Seismic Qualification Utility
Group SQUG in the early 1980's. During these early years, SQUG collected data from
past earthquakes and reviewed it in detail. This review was used to establish inclusion
ruies for definition of the generic equipment classes and screening criteria. Collection of
earthquake experience data is still an important task because of the use of experience for
new and replacement equipment and parts.
The nuclear industry has developed methods and procedures for using experience data
to obtain equipment seismic qualification in a cost effective manner. The use of
earthquake experience data for evaluation and design of equipment is expanding
beyond the nuclear power industry. The lessons learned from this experience could be
applied to develop an approach which would include equipment screening, equipment
specific attributes to demonstrate seismic adequacy, implementation guidelines and Peer
Review.
In US one result of this effort is a Generic Equipment Ruggedness (GERS) for each
equipment class. The GERS is defined as the response to input motion at the base or
support point for which equipment of a given class has been demonstrated, on the basis
of test experience, to have sufficient ruggedness to perform as required.
This study was initiated by the IAEA Benchmark Study for Seismic Analysis and Testing
of WWER Type Nuclear Power Plants.
The scope of this research project is to initiate a database setup in order to use the past
seismic experience of similar components from power and industrial facilities to establish
the generic seismic resistance of nuclear power plant safe shutdown equipment
applicable to the Eastern European countries.
The project has the following objectives :
a) first part:
-to collect and process all available seismic information about Vrancea
earthquakes;
-to perform probabilistic hazard analysis of the Vrancea earthquakes;
-to determine attenuation low, correlation between the focal depth,
earthquake power, soil condition and frequency characteristics of the
seismic ground motion;
Experience Database
Pag. 5
The first part of the project provide information about Vrancea earthquakes which affect
the Romanian territory and aiso the Kosiodui NPP site as a background of the
investigation of the seismic performance of mechanical and electrical equipment in the
industrial facilities.
b) second part
-to investigate and collect information regarding seismic behavior during the 1977,
1936 and 1990 earthquakes of mechanical and electrical components from
industrial and test facilities
The second part describe the experience database structure, collection procedure and
aiso presents the seismic/test data collected.
To setup an operational experience database will require an important amount of effort. It
must be understood that this goal may be achieved only based on a long term permanent
activity and coordinated cooperation.
Pag. 6
Experience Database
2. The Vrancea Source
The Vrancea region, situated where the Carpathian Arc bends, is the source of an
intermediate depth (60-170 km) seismic activity. It affects more than 2/3 of the territory of
Romania, important parts of the Republic of Moldova and a small area in Bulgaria. The
Vrancea intermediate depth earthquakes produce a high seismic risk in the densely built
zones of the South-East of Romania. In Bucharest, on March 4, 1977, during the
strongest Vrancea earthquake in the last 50 years, more than 1500 people died and 35
reinforced concrete multistory buildings completely collapsed.
However the Vrancea region is a source of smaller seismic risk when compared with the
seismic risk in Turkey (57,757 dead people in destructive earthquakes that occurred from
1925 to 1988) or in Greece. From EUROPROBE's LEVISP and DECAP Reports, the
Vrancea region in Romania can be characterized as follows:
The Carpathian Arc is bounded on the North and North-East by the East European
Platform and on the East and South by the Moesian Platform; inside the Arc and
Westward are the Transylvanian and Pannonian basins, Fig. 2.1.
M 0 t S/A N
SUB-PLATE
]
Fig. 2.1 Tectonic units in the Vrancea region - Romania
Pag. 7
Experience Database
Focus
depth
km
Moment
magnitude
Mw
GutenbergRichter
magnitude
M
o--
40
i
10 12014 16 -
7.0
6.5
6.1
6.7
No seismic
activity
1945 Sept 07
1990 May 31
1990 May 30
7.5
6.8
7.2
7.2
6.5
7.0
1977 Mar 04
1940 Oct 22
1986 Aug30
77
7.0
74
1940 Nov11
1908 Oct 06
CD
80 -
Crustaf seismic
activity
CO CO
60-
5.5
CD
2
6.8
180 200
4.0
Deepest event
recorded
1982 May 16
The three tectonic units in contact along
the Eastern Carpathians have different
crustal and lithospheric thickness, heat
flow and other physical properties as weii
as different relative motions. The
thickness of the lithosphere varies
between about 150 km in the platform
areas and less than 100 km inside the
Carpathians. In the Vrancea zone the
lithosphere descends to more than 200
km and is located at about 30-40 km in
the platform areas, 40-55 km in the
Carpathians area and 25-30 km in the
basin areas. The intermediate depth foci
are clustered in a narrow volume: about
20 km in the SE-NW direction, 60 km in
the NE-SW direction and 100 km in
depth. The mechanism of the Vrancea
source was explained by Fuchs et ai.
(1979):
First a subduction zone was recognised
in the Eastern Carpathians in the SE-NW
direction, later a paleosubduction zone in
the NE-SW direction with its Southern
end decoupled.
Fig. 2.2 Vrancea intermediate depth events (Mw > 6.8)
Adapted from EUROPROBE's DECA Project
Nevertheless, from several tectonic models proposed none of them can explain al! the
particularities of the Vrancea observed seismic activity : spatial distribution of seismic
activity, the two types of orientation of the fault plane, etc. (EUROPROBE).
The C. Radu Catalogue of the earthquakes (M > 5.0) which occurred in the Vrancea
zone from 1901 to 1994 is listed in Table 2.1. The magnitude in Catalogue is the
Gutenberg-Richter magnitude (1954). This magnitude could be approximated as equal
to the surface magnitude (Bonjer, 1991): M = M s .
Conversion of the Gutenberg-Richter magnitude M > 5.0 into the moment magnitude
Mw can be done using the relation proposed, for the Vrancea source, by Oncescu
(1987):
M w = 0.92 M + 0.81.
(2.1)
Experience Database
Table 2.1
Catalogue of the Vrancea earthquakes (M > 5.0) occurred on the territory
of Romania during the period 19Q1 -1994 (C. Radur 1994}
Date
Nr.
Pag. 8
Time
Lat.
Long.
Focus epth
N°
E°
h
km
45.7
45.7
45.7
45.7
45.7
45.5
45.7
45.7
45.7
45.7
45.7
45.7
45.7
45.9
45.7
46.0
45.7
45.7
45.7
45.7
45.7
45.7
45.7
45.9
45.7
45.8
45.9
45.7
45.7
45.7
45.2
45.8
45.3
45.8
45.3
45.7
45.9
45.9
45.9
45.8
45.5
45.8
46.0
45.7
46.0
45.8
45.7
45.7
45.7
45.7
45.8
26.6
26.6
26.6
26.6
26.6
26.5
27.2
27.2
27.2
27.2
26.6
26.6
26.6
26.3
26.6
26.5
26.6
26.6
26.6
26.6
26.6
26.6
26.6
26.5
26.6
26.5
26.5
26.6
26.6
26.6
26.2
26.5
26.6
26.7
26.3
26.6
26.7
26.7
26.6
26.4
26.2
26.7
26.8
26.6
26.5
26.8
26.6
26.6
26.5
26.5
27.1
GMT
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
1901
1902
1903
1904
1908
1912
1913
1914
1917
1918
1919
1925
1927
1928
1929
1932
1934
1935
1936
1937
1938
1939
1940
1941
1942
1943
Sep23
Mar 11
JunO8
Sep13
FebO6
Oct 06
May 25
May 25
May 25
Jun 07
Mar 14
Jul 23
Jul 01
Ju!31
Oct 26
Mar 15
May 19
Jui 11
Feb25
Apr 18
AugO9
Dec 25
Jul 24
Mar 30
Nov23
May 20
Nov01
Mar 13
May 27
SepO7
Feb 02
Mar 29
Jul 13
SepO5
May 17
Jan 26
Jul 13
SepO5
Jun 24
Oct 22
Nov08
Nov10
Nov11
Nov14
Nov19
Nov23
Deed
Jan 29
Apr 13
Ju!29
Apr 28
h:m:s
18:11
20:14
15:07
08:02:7
02:49
21:39:8
18:01:7
20:15
21:15
01:58
03:40
22:03
01:00
18:23:12
02:59
20:42:46
21:00
03:23:55
02:07
06:20:05
14:38
02:37
20:17:05
09:38:57
04:23:12
12:17:56
06:57:25
02:53
10:42:15
18:36
10:59:13
20:06:51
00:03:46
06:00
17:38:02
14:34
20:15:17
06:02:00
09:57:27
06:37:00
12:00:44
01:39:07
06:34:16
14:37
20:27:12
14:49:53
17:19
07:04
03:07:22
19:19
19:46:40
"o
Epicentre!
intensity
V
Vi
VI
VII
VI
150
80
80
80
80
i
i
i
100
1C)0
150
100
160
i
i
i
150
90
140
150
150
i
120
115
115
122
145
150
150
i
150
150
i
i
100
125
66
VIII
VII
VI
V-VI
V
V-VI
V-VI
V
V-VI
V
V
VI
VI
VI
VI
VI
V
VI
VI
V-VI
VI
VI - VII
V-VI
V!
VI
VI
VII
VI
VI
V
V
VI
VI
V-VI
VII - VII!
V!
IX
VI
V
VI
V-VI
V
V
V-VI
V
VI
GutenbergRichter
magnitude
5.0
5.5
5.0
6.3
5.7
6.8
6.0
5.5
5.3
5.0
5.3
5.3
5.0
5.3
5.0
5.0
5.5
5.5
5.5
5.3
5.5
5.0
5.5
5.4
5.3
5.3
5.8
5.3
5.5
5.4
5.3
6.3
5.3
5.5
5.1
5.0
5.3
5.3
5.5
6.5
5.5
7.4
5.5
5.0
5.3
5.3
5.1
5.1
5.2
5.0
5.0
Experience Database
I
Nr.
Date
Time
Lat.
Long.
E°
Focus depth
h
km
26.6
26.4
26.5
26.6
26.8
26.3
155
125
75
i
80
140
GMT
52
53
54
1944
1945
55
56
57
58
59
60
61
62
53
64
65
66
67
68
69
! 70
I 71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
1946
1947
1948
1949
1950
1952
1953
1954
1955
1959
1960
1963
1965
1966
1973
1974
1975
1976
1977
87
88
89
90
91
92
93
94
95
96
97
98
99
100
101
102
103
1978
1979
1930
1981
1983
1984
1985
1986
1988
1990
1391
1993
Feb25
Mar 12
Sep07
Sep14
Dec 09
Nov03
Mar 13
Oct17
Mar 13
Apr 29
May 29
Dec 26
Jan 16
Jun 20
Jul14
Aug 03
May 17
Oct 01
May 01
May 31
Aug 19
Jan 25
Oct 13
Jan 14
Jan 10
Oct 02
Oct 15
Dec 14
Aug 20
Oct 23
Jul 17
Mar 07
Oct 01
Mar 04
Mar 04
Mar 04
Mar 04
Oct 02
May 31
Sep11
Jan 14
Jun18
Jan 25
Jan 20
Aug 01
Aug 16
Aug 30
Jan 08
May 30
May 31
Jan 31
Aug 26
h:m:s
N°
16:59
20:51:46
15:48:26
17:21
06:08:45
18:46:59
14:03
13:25:20
21:05:56
00:33:40
04:48:58
03:36:10
04:25:01
01:18:54
06:29:57
16:36:14
02:33:54
13:31:00
21:22:52
12:51:48
15:32:03
20:27:04
02:21:25
18:33:25
02:52:24
11:21:45
06:59:19
14:50:00
15:18:28
10:50:59
05:09:23
04:13:05
17:50:43
19:21:56
19:22:00
19:22:08
19:22:15
20:28:52
07:20:07
15:36:55
15:07:54
00:02:59
07:34:49
07:24:23
14:35:03
06:41:25
21:28:37
16:50:39
10:40:06
00:17:49
13:29:14.8
21:32:33.5
45.7
45.6
45.9
45.7
45.7
45.6
45.7
45.7
45.9
45.9
45.8
45.7
45.6
45.9
45.7
45.6
45.4
45.5
45.5
45.7
45.9
45.8
45.4
45.7
45.8
45.7
45 6
45.7
45.73
45.72
45.76
45.86
45.72
45.78
45.72
45.48
45.34
45.78
45.57
45.59
45.78
45.68
45.67
45.51
45.78
45.58
45.53
45.54
45.82
45.83
45.73
45.70
!
j
26.6
26.7
26.7
26.5
26.7
26.3
26.5
27.1
26.5
26.3
27.1
26.3
27.2
26.8
26.2
26.4
26.6
26.6
26.5
26.4
26.4
26.52
26.48
26.61
26.63
26.54
26.78
26.94
26.78
25.30
26.48
26.38
26.31
26.50
26.38
26.75
26.34
26.52
26.34
26.47
26.26
26.90
26.89
26.52
26.62
i
150
150
140
135
120
160
100
150
150
50
135
35
150
140
160
133
128
140
140
158
70
171
135
21
142
93
79
93
109
164
120
154
141
144
160
135
105
154
133
137
91
79
137
138
'o
Epicentrai
intensity
V-VI
V!
VII-VIII
V
VII
Vi
V
VI
V
V
Vi - VI i
V - Vi
V-Vi
GutenbergRichter
magnitude
5.2
5.5
6.5
5.1
6.0
5.5
c n
5.4
5.3
5.0
5.8
V
VI
V
5.3
5.5
5.1
5.1
5.0
5.2
5.4
5.2
5.1
V - Vi
53
Vi
VI
VI
Vi
5.5
5.4
5.4
5.5
V
V
51
V!
V
V
V
VI
VI
V
V - Vi
5.0
5.5
5.1
5.4
VI
51
V-VI
5.5
5.5
6.5
VII - IX
VII - IX
VII - IX
VII - iX
V-VI
V-V!
VI
V-Vi
V - V!
V-V!
V
VI
V
VIII
V
VIII
VII
V
V
6.5
7.2
5.3
5.3
5.4
5.3
j
5.4
5.2
5.0
5.5
5.0
j
7.0
5.0
6.7
6.1
5.C
5.1
!
Experience Database
Pag. 10
The moment magnitude is defined as function of the seismic moment Mo which is directly
related to the energy released by the earthquake (Kanamori, 1977):
Mw = log Ms - 1 0 . 7 .
(2.2)
1.5
The Vrancea events with a magnitude Mw ^ 6.8 in this century are presented in Fig.2.2.
The main parameters of the Vrancea earthquakes recorded in 1990, 1986 and 1977 are
given in Table 2.2. The moment magnitude for the 1990, 1986 and 1977 earthquakes
was estimated from Equation (2.2).
Table 2.2. Fault plan characteristics of the Vrancea earthquakes
Date
Origin
time
Lat.
Longit.
1940
Nov
10
01:39:07
1977
Mar 4
Source 1
19:21:56
26.78°
Source 2
19:22:15
26.30°
45.8°
26.7°
Focus
depth
km
Seismic
moment
Mo
Mw
150
_
7.70
93
87
Sources
1+2
1986
Aug
30
21:28:37
45.53°
9.1X1026
109
114
•°
Fault pian solution
Dip
Author
Slip
o
5i°
224°
62.3°
75.5°
Radu
Oncescu
238°
220°
77°
76°
104°
116°
Mulier
Tavera
20
205°
48°
-81.2°
194°
41°
87°
Rakers
Mulier
Tavera
10
2400
15
63x37
Trifu
Oncescu
4-6
725
Monfret
Descham
ps
4-6
Strike
7.1x1026
2.0x1027
7.50
Enescu
2.5x1027
7.56
Rakers
Mulier
Bonjer
Apopei
133
242°
70°
93.8°
26.47°
1990
May
30
10:40:06
1990
May
31
00:17:49
140
8.1x1026
7.23
225°
68°
105°
141
6.0x1026.
7.15
227°
65°
104°
Time of
fracture
s
Surface
of
fracture
km2
-
-
Tavera
45.82°
26.90°
90
89
3.9x1026
3.2x1026
7.02
6.97
235°
232°
66°
57°
98°
89°
Descham
ps
Tavera
4
5
26.89°
87
94
3.2x1025
3.5x1025
6.30
6.33
309°
308°
69°
71°
106°
97°
Harvard
Tavera
5
3
Experience Database
Pag. 11
The data base used for the analysis of the Vrancea earthquakes effects comprises
digitized triaxial records frorrrrRomania:
(i) 1 station for the Mar 4, 1977 earthquake (this event was recorded in Romania
by only one SMAC-B accelerograph located in the soft soil condition of Bucharest)
(ii) 42 stations for the Aug 30, 1986 event
(iii) 54 stations for the May 30, 1990 event
(tv) 40 stations for the May 31, 1990 event
Republic of Moidova:
(v) 1 station for the Aug 30, 1986 event
(vi) 2 stations for the May 30, 1990 event
and Bulgaria:
(vii) 6 stations for the May 30, 1990 event
(viii) 2 stations for the May 31, 199Q event
The Romanian accelerograms come from three national networks:
•
A
O
National Institute of Earth Physics, INFP: 10 SMA-1 KtNEMETRICS
accelerographs
Institute for Geotechnical and Geophysical Studies, GEOTEC: 4 SMA-1
KINEMETRICS accelerographs and
Building Research Institute, iNCERC: more than 4Q SMA-1 KINEMETRICS
accelerographs.
in the City of Bucharest (2.35 Mill, inhabitants) there are 12 recording stations: 10
INCERC, 1 INFP and 1 GEOTEC.
The stations that recorded the Aug 30, 1986 and May 30r 1990 Vrancea earthquakes, as
well as their maximum peak horizontal acceleration, used for the evaluation of
attenuation characteristics are located in the maps appended to this chapter.
Experience Database
Ol
Pag. 12
Experience Database
Pag. 13
Pag. 14
Experience Database
dliidlililHil!:: .fen*
, w
BUCHAREST
OTOPENI
Aug. 30,1986, VRANCEA earthquake
Mw»7.2
h«133Um
PEAK GROUND ACCELERATION m / s *
1. 56 , C L. Herastrau
DATA
Kt
101
I
PANDURI
tt
DRUMUL SARII
Bd Ghenceo..—
0.73
1.5
METROU IMGB1
3km
METALURGIEI
/
1.35
BUC.MAGURELE
BUCHAREST
OTOPENI
May 30,1990,VRANCEA earthquake
Mw^6.9 h=91 km
PEAK GROUND ACCELERATION m/s«
DATA
1.5
METROU , IMGB1
3 km
METALURGIEI
0.90
BUC. MAGURELE
T3
Experience Database
Pag. 17
3.
Seismic Hazard evaluation
3.1
Magnitude recurrence relationship
The Gutenberg-Richter law for the recurrence intervals of earthquakes with magnitude
greater than or equal to M was determined from the Catalogue of the Vrancea
intermediate depth magnitudes during this century (1901-1994), Table 2.1. The relation
strongly depends on the magnitude intervals. For magnitude interval of interest for the
civil engineer (M>6), the logarithm of the cumulative number of earthquakes with
magnitude > M during the period 1901-1994 was established as, Fig. 3.1
log N (>M) = 5.462 - 0.720 M
(3-1)
in N(>M) = 12.577-1.658 M
(3.1')
or
14
12
A
\
•-•
j
|
!
i
i
i
Intermediate depth Vr ancea earthquakes
1901-1 )94
!
10
i
1
«J
5 8
taiN = 12.5 77 - 1.658 M
•|
6
V
/ j
O
I 4
i
i
l
6.2
6.4
6.6
6.8
7
7.2
7.4
7.6
7.8
Magnitude M
Fig.3.1 Cumulative number of events with magnitude M > 6.0 from 1901 to 1994
The average number of Vrancea earthquakes per year with magnitude greater than or
equal to M results in (n = N/94), Fig. 3.2:
or
log n (>M) = 3.489 - 0.720 M
(3.2)
In n(>M) = 8.034-1.658 M.
(3.21)
The standard deviation of the In N approximately indicates the coefficient of variation of
the N in Equation (3.1):
V N sai n N = 0.174
such that:
Vn = 0.174.
Pag. 18
Experience Database
Ln N and M are negatively correlated and the correlation coefficient is very high: p=-0.98.
;
!
j
I
i
jntermediate depth Vrancea earthquakes
j
i
1901-1994
j
|
i
r
i
|
1
1
;
1
1
1
I
1
i
i
1
1
•
!
' —
jz
£
0.01
5
:
0.001
log n = 3.4S9- 0.720 M
}
i
!
i
j
i
f
:
!
.
1
6.2
6.4
6.6
6.8
7
1
7.2
.—,
7.4
7.6
7.8
Magnitude M
Fig. 3.2 Gutenberg-Richter magnitude recurrence relation for the Vrancea source (M > 6.0)
The mean return period (in years) of an earthquake of magnitude greater than or equal to
M is the reverse of the number n (>M):
T(> M) =
1
n(> M)
(3.3)
Substituting the magnitude of the most important Vrancea earthquakes in the last 60
years into Equation (3.1) one obtains the corresponding return periods from Equation
(3.3):
Nov 10, 1940
Mar 4, 1977
Aug30, 1986
May 30, 1990
May 31, 1990
T = 70 yr
50
36
22
8
M = 7.4
7.2
7.0
6.7
6.1
The magnitude fractiles corresponding to building code return periods are estimated in
Table 3.1.
Table 3.1
Magnitude of Vrancea earthquakes having specified return period
Return period, yr
Magnitude M
10
6.23
25
6.79
50
7.20
100
7.62
>200
8.00
Pag. 19
Experience Database
It is emphasized that an extrapolation of the fitted model(Equation 3.2) outside the region
of data (100 yr) is uncertain while the interpolation among the data is always safe. From
historical data, the magnitude M = 8.00 corresponds (in Table 3.1) to 200 yr return
period. The maximum magnitude for the Vrancea earthquakes is steel a questionable
problem that should be solved by seismologists. The extreme value models for the
maximum annual magnitude M > 4 during the period 1934-1994 lead to the following
fractiles corresponding to 50 yr and 100 yr return periods, Fig. 3.3:
T = 50 yr
T=100yr
7.03
7.11
Gumbel distribution, for maxim
Weibull distribution, for minim
7.40
7.48
The results are somewhat lower than that obtained from regression analysis for M > 6.0.
The coefficient of variation of the magnitude time series is relatively small, 0.125 and the
skewness 1.39 is close to that of the Gumbel distribution (1.139).
5.5
Magnitude M
6.5
-60
-70
7
7.5
| Intermediate depth Vranceaj earthquakes
i 1901-1994
- 8 0 •:-
-90 -
J -100
$
-120
1 -130
£ -140
S
-150 •:—>
-160 2—
-170 — -180 J
lk h= -0.771 +12.864 In M
Fig. 3.3 Relationship between foca! depth and magnitude M > 6.0
Investigating the possible relationship between the magnitude of an destructive
earthquake (M > 6.0) and its focal depth, the following dependence was found from Table
2.1, Fig. 3.4:
in h = - 0.771 + 2.864 In M
(3.4)
h = -199.21 + 46.18 M.
(3-4')
or
Experience Database
Pag. 20
The correlation coefficient p=0.78 implies a moderate joint linear tendency between h and
M. The standard deviation of-the In h indicates approximately the coefficient of variation
ofh:
= 0.176.
The standard deviation of h in Equation (3.41) is Oh = 19.53 m. The earthquakes of
magnitude smaller than 6.0 display non-correlation between h and M, Fig. 3.3.
3.2 Ground motion attenuation
The -strong ground motions produced by the May 30, 1990 and Aug 30, 1986
earthquakes in Vrancea-Romania were recorded at over 60 stations. The Bucharest
accelerogram of the largest recorded seismic event from Vrancea source, on March 4,
1977, was? joint to the 1986^ and 1990 set The data set was recorded at sites with
different soil conditions: medium stiff soil condition in Moldova, soft and very soft soil
categories in Bucharest, etc. The INFP (10) and GEOTEC (4) stations are mounted in
free-field recording conditions. The INCERC stations are mounted either in free-field or in
the underground of the buildings. A clear definition of the recording conditions for all
those stations is not available. The ground motion attenuation relations were studied by
applying the regression procedure to the larger of the horizontal PGA components, to the
vertical PGA as well as to the maximum horizontal PGV and; PGD components. One to
three so-called anomalous observations on each azimuth were not included in the
analysis. Mean and mean plus one standard deviation attenuation relation appropriate for
Vrancea intermediate foci were established by non-linear multi-regression of the available
set of peak ground accelerations, as function of magnitude, focal depth, hypocentral
distance and azimuth. The following Joyner - Boore model was applied :
InPGA = ci + c2 M + c3 InR + C4- h + a !npGA P
(3.5)
where:
PGA is the maximum peak ground acceleration at the site
M - the magnitude
R - the hypocentral distance
h - the focal depth
<s ^PGA - the standard deviation of In PGA variable
P is a binary variable (0 for mean attenuation curve and 1 for mean plus one
standard deviation attenuation)
ci, c2, cz, C4 are the data dependent coefficients.
Taking into account:
(a) The deep structure in Vrancea where three tectonic units come in contact;
(b) The stability of the angles characterizing the fault plane and the motion on this
plane;
c) The ellipse-shape of the macroseismic field produced by the Vrancea source; the
attenuation analysis was performed on two orthogonal directions, corresponding to an
Pag. 21
Experience Database
average direction of the strike of the fault plan, <j>° = 225°, and to the normal to this
direction. As a result 3 circular sectors (of 90° each) centered on these directions were
established :
a) The first sector contains stations in Bucharest area and in central Walachia, on
the « younger, thinner and warmer» (Oncescu, 1993) Moesian Platform;
b) The second sector contains stations in Moldova, an « old, thick and cold »
(Oncescu, 1993) East European Platform;
c) The third sector contains stations in Eastern part of Walachia and in Dobragea,
including Cernavoda Nuclear Power Plant site as well as the contact line between
the East European and Moesian platforms.
The distribution of the accelerogram data set on seismic events, sectors or azimuth and
hypocentra! distance is given in Table 3.2 and Table 3 ^ . The May 31, 1990 event has a
very small magnitude, return period and focal depth (M=6.1, T=8 yr, h=79 km) and was
not included in the prediction of the attenuation phenomenon in the range of large
magnitudes, return periods and focal depths (M > 7.2, T > 50, h > 100 km).
Table 3.2 Distribution of data on events and
azimuth
Mar
4
197
7
Epicentral area "
Bucharest
azimuth
Moldova azimuth
Cernavoda
azimuth
All data set
1}
Earthquake
All
May event
Aug
s
30
30
1986 1990
1
19
10
7
4 1)
20
9
17
1
42
50
10 v
40
19
24
93
Included in the data set analyzed for
every azimuth
Table 3.3
Distribution of data within
hypocentral distances
Hypocentra
I Earthquake
I
distances Mar 4, Aug 30,
May
1977
R, km
1986
30,
1990
90-110
110-130
4
130-150
7
8
150-170
1
3
2
170-190
7
20"
190-210
2
151>
210-230
2
2
230-250
4
3
250-270
2
270-290
3
290-310
4
>310
3
1)
All
event
s
4
4
15
6
27"
17*>
4
7
2
3
4
3
Including City of Bucharest data
Attenuation characteristics of the observed maximum peak ground acceleration from
1990, 1986 and 1977 Vrancea events are given in Fig. 3.4 and in Table 3.4. The results
represent an improved version of the previous investigation (Lungu et a!., 1993).
The effect of the single data obtained in the largest recorded Vrancea event in Romania
(March 4, 1977, T = 50yr) was extremely strong in the multi-regression procedure,
Fig.3.5.
Experience Database
Table 3.4
1
Ci
C2
c3
c4
ClnPGA
Pag. 22
Parameters of directional attenuation for 3 Vrancea intermediate depth
earthquakes, Equation (3.4)
Complete set
of
data
5.432
1.035
-1.358
-0.0072
0.397
Bucharest
azimuth
4.726
0.976
-1.146
-0.0066
0.353
Cemavoda
NPP
azimuth
5.560
1.154
-1.561
-0.0070
0.372
Moldova
&
Bucharest
3.953
1.020
-1.069
-0.0060
0.376
Using the data only from 1990 (T = 22 yr) and 1986 (T = 36yr) Vrancea events and the
simplified model:
(3.6)
In PGA = bi + b2 M + b3 In R + cinPGA P
the resulting PGA are much lower than that predicted by the Equation (3.5).
For multi-regression procedure on NPP azimuth a fictitious data for the Mar 4, 1977
event, in Cernavoda, was included.
However, the mode! (3.6) proved to be very useful for the comparison of the azimuthal
attenuation phenomena in greater and deeper 1986 event and in smaller and "shallower"
1990 event, Table 3.5.
Table 3.5
Parameters of attenuation relation for the 1986 and 1990 Vrancea events:
In PGA = ai + a2 In R + cinPGA P
Event
ai
a2
1986
1990
1986
1990
1986
1990
Complete
set of
data
15.565
10.562
-2.092
-1.138
0.458
0.315
Bucharest
azimuth
Moldova
azimuth
14.864
9.084
-1.954
-0.844
0.328
0.341
11.978
6.887
-1.370
-0.395
0.551
0.215
Bucharest
&
Moldova
12.691
8.499
-1.526
-0.798
0.417
0.296
Cernavoda
NPP
azimuth
18.678
11.280
-2.711
-1.298
0.368
0.296
The regression results in Table 3.4 and Table 3.5 reveal the following features of the
Vrancea ground motions attenuation:
(i) The azimuthal dependence of the attenuation pattern i.e.:
Pag. 23
Experience Database
- A slower attenuation on the Bucharest azimuth compared with Cernavoda (NPP)
azimuth
Complete set of data
400
In PGA = 5 . 5 5 9 - 1.154 M - 1.561 In R - 0.007 h
for T = i 00 vr
M = 7.2
h = 109 km
BUCH.
= 6.7
= 91km
•••'••"
BUCH.
In PGA 10.562- 1.138 In R
50
100
150
NPP
201)
250
300
350
300
350
H\pocentrai distance, km
Bucharest azimuth - Moldova azimuth
400
In PGA = 3.953 - 1.020 M - 1.069 !n R - 0.006 h
f o r t = 100 yr
\
N.
M = 7.2 ..
h = I09km
Si
tru
!n PGA = 8.498 - 0.798 !n R
50
100
BUCH.
150'
200
250
Hvpocentral distance R. km
Fig. 3.4
Muiti-regression mode! prediction of the mean attenuation and obsen/ations
of maximum PGA
Pag. 24
Experience Database
Bucharest azimuth
400
30
I
;
NL \
° i M = 7.2
g
w
! h=109km
BUCH.
!
<2.
S >
In PGA = 4.726 +• 0.976 M - 1.146 in R - 0.0066 h
':
for 7 = 100 >T /
200
100 -
h = 91 km : !'
In PGA = 9.089 - 0.844 In R
:: BUCH.
50
100
150
200
250
300
350
Hypocentral distance PL km
a.
Bucharest azimuth
400
In PGA = 9.547-0.175 M- 1.159 lnR
for T = 100 yr
50 vr
M = 7.2 i ;
h=lO9km:
In PGA = 14.864- i.954inR
300
o
73 CM
« > 200
.2
5
100
h = 91km. •'•
;
In PGA = 9.089-0.844 in R !
BUCH.
50
100
150
200
250
300
350
Hypocentral distance R, km
b.
Fig. 3.5 Comparison of the mean attenuation found from multi-regression and regression
procedures for 3 Vrancea events
Pag. 25
Experience Database
Bucharest azimuth
400
In; PGA = 4.726 -H 0.976 M - 1.146 In R - 0.0066 h + 0.353 P
o
OS
300
T=i00yr
;
Mean + 1 St. deviation
Mean
:
Mean + I St.;deviation
50
100
150
200
250
300
350
Hypocentrai distance R, km
Complete set of data
400
. :ln PGA = 5.423 + 1.035 M - 1.358 In R - 0.0072 h + 0.397 P
50
100
150
200
250
300
350
Hypocentrai distance Rr km
Fig. 3.6
The 50 yr and 100 yr Vrancea earthquakes. Predicted mean and mean plus
one standard deviation values of the peak horizontal acceleration
Experience Database
Pag. 26
- A somewhat slower attenuation on the Moldova azimuth compared with
Bucharest azimuth
(ii) A slower attenuation on the direction of the fault plane (N45E) compared with
the normal to this direction (N135E)
(iii) A faster attenuation for deeper focus and/or greater magnitudes
(iv) A greater standard deviation of the attenuation function for deeper focus and
greater magnitudes
(v) A vertical acceleration attenuation slower than the horizontal acceleration
attenuation
(vi) A velocity attenuation faster than the acceleration attenuation and slower than
the displacement attenuation.
Predicted values of the peak horizontal acceleration for 50 and 84 percentiie, as function
of hypocentra! distance, return period of magnitude and azimuth are given in Fig.3.6.
Experience Database
Pag. 27
4. Site dependent response spectra for design
4.1 Site dependent frequency content of the accelerograms
The analysis of the frequency content of ground motions combines stochastic and
deterministic measures.
The stochastic measures of frequency content are related to the power spectra! density
(PSD) of stationary segment of the ground motion. They are the s (Cartwright & Longuet Higgins) dimensionless indicator and the fio, fso and f90 (Kennedy & Shinozuka) fractile
frequencies below which 10%, 50% and 90% of the total cumulative power of PSD
occurs.
Cumulative power of the PSD is defined by:
Cum Gidf) = JG(»d6>.
(4.1)
G(o) is the one-sided spectral density of the stationary process of ground acceleration.
The s bandwidth measure is defined as a function of the spectral moments of G(o):
1/2
(4.2)
(4.3)
Narrow frequency band seismic processes are characterized by s values greater than
0.9. Wide frequency band processes have s values greater than 2/3 and smaller than
0.85. The duration of the stationary power of the ground acceleration process was
selected as D = T0.g - T0.i , where T0.g and T0.i are the times at which 90% and 10% of
the total cumulative energy of the accelerogram are reached.
Cumulative energy at the time ti is given by:
E(ti) = Aa(t)]2dt
o
'
(4.4)
where a(t) is the ground acceleration time history.
Alternating duration definitions are: T0.95 - T0.05 (Trifunac and Brady, Jennings), T0.75 T0.05 (Kennedy et al.) etc.
Experience Database
Pag. 28
The deterministic measures of frequency bandwidth are related to structure maximum
response to the ground motion. They are the fc and fo control (corner) frequencies as
defined by Newmark in the tripartite log-plot of response spectra :
fc = i / r c = (i/27c)(max SA / max SV)
(4.5)
fD = 1/TD = (1/27i)(max SV / max SD)
(4.6)
SD, SV and SA are respectively the relative displacement and velocity response spectra
and the absolute acceleration response spectra of the SDOF structure. The correlation
between the stochastic median frequency f50 and the deterministic control frequency f c
was found very strong. From regression analysis, the correlation coefficients between fso
and fc are very high 0.77 * 0.95, irrespective of the frequency bandwidth, the peak
ground acceleration, the type of component (horizontal/vertical), or the earthquake
magnitude. Examples of the frequency content of site-dependent Vrancea accelerograms
are given in Table 4.1 + Table 4.3. Normalized PSD (of unit area) for typical recording
sites in Romania are presented in Fig.4.1-^Fig. 4.4.
4.2 Accurate seismic response from time history
Response spectra from the time history must be computed at sufficient frequency
(period) intervals to have a good resolution of spectral ordinates. The ASCE 4-86
Standard for Seismic Analysis of Safety - Related Nuclear Structures suggests the
frequencies in Table 4.4.
Tabie4.4 Suggested frequencies for calculation of response spectra (ASCE 4-86)
Frequency range, Hz
Increment, Hz
22-34
18-22
15-18
8.0-15
5.0-8.0
3.6-5.0
3.0-3.6
0.5-3.0
3.0
2.0
1.0
0.50
0.25
0.20
0.15
0.1
The last line of Table 4.4 can be recommended only for broad frequency band motions.
For the narrow frequency band motions of long predominant period (Mexico, STC, 1985;
Bucharest, INCERC, 1977 etc.) as well as for motions characterized by control periods
T c > 0.5 s, the following increment is suggested:
Frequency
range
1.0-3.0 Hz
Increment
Period range
Increment
0.10 Hz
1.0-2.5 s
2.5-6.0 s
>6.0s
0.05 s
0.50 s
1s
Pag. 29
Experience Database
A set of 100 frequencies (periods) is thus selected to produce accurate response spectra.
In Fig. 4.6 4- Fig. 4.13 the structural damping is q = 0.05.
Table 4.1
Frequency content of the Vrancea ground motions recorded in the
Bucharest
!
\
1
Station
Earthquake
Comp
PGA
PSD frequencies
j
Control
frequencies
_1
cm/s 2
f
50
Hz
fio
I
f
90
Hz
Bucharest. Mar 04:1977
INCERC
fb
NS
EW
Vert
194.9
162.3
105.7
0.97
0.91
0.82
0.4
0.5
0.69
1.44
2.57
NS
EW
Vert
88.7
95.2
28.0
0.Q5
0.92
Q.5
0.6
76.6
98.7
-
0.78
0.34
1.1
0.8
2.57
1.94
5.2
• 2. IO
4.9
1.35
0.26
0.57
j
NS
EW
Vert
! Bucharest. Aug 30.1986
Magureie,
!NFP
NS
EW
Vert
135.4
114.6
50.3
0.94
0.88
0.75
0.5
0.5
1.2
1.25
1.75
4.01
3.7
4.6
9.9
1.02
1.11
1.85
0.68
0.68
0.20
NS
EW
Vert
N101W
N169E
Vert
89.6
87.0
59.5
52.6
65.8
53.5
0.79
0.89
0.72
0.77
0.85
0.75
1.2
0.6
1.5
0.7
1.5
3.63
1.88
4.63
3.51
2.00
4.39
8.9
5.0
11.4
5.5
5.3
9.3
3.45
1.32
5.00
2.70
2.44
1.65
0.29
0.45
0.26
0.43
0.32
0.61
N60E
N30W
Vert
78.2
68.6
31.0
0.91
0.90
0.6
0.5
1.50
1.37
4.1
4.9
1.11
1.05
0.65
0.62
May 30,1990
N60E
N30W
Vert
104.9
110.5
106.7
0.88
0.80
0.76
Drum.ui
Sarii
Aug 30,1986
-
o
May 30.. 1990
N84W
N174W
Vert
117.3
116.8
81.6
0.80
0.76
0.70
N10W
W10S
Vert
158.0
105.8
42.0
0.91
0.89
O
Aug 30,1986
i
1
j
May 30,1990
!
I
May 30,1990
1
i
I
Baita Alba
May 30,1990
0
Canton
Aug 30,1986
O
0.4
2.0
4.1
8.3
0.75
0.84
1.35
0.53
0.50
0.46
Q 74
3.8
1.85
4.8
0.79
1.09
0.63
0.57
-
A A
> . 1
City of
-
I
-
-
I
EREN
Aug 30,1986
o
May 30, 1990
-
1.88
3.32
4.76
0.7
1.1
1.8
5.1
5.8
11.7
1.32
2.86
3.57
-
0.45
0.55
0.31
•
f
2.3
3.63
3.19
5.13
5.7
5.3
8.8
2.50
3.03
4.75
0.68
0.34
0.22
0.5
0.5
1.71
1.89
4.8
5.8
1.52
1.45
0.61
0.61
1.0
1.7
-
-
-
-
I
i
j
Pag. 30
Experience Database
Station
Comp
PGA
Bucharest, Aug 30,1986
ISPH
A
N15E
E15S
Vert
2
cm/s
86.7
76.7
40.1
0.92
0.84
0.80
Bucharest, May 30,1990
ARM
"-NS
-EW
Vert
73.9
55.7
May 31,1990
IMS
EW
Vert
Aug 30,1986
May 30,1990
Earthquake
Metrou
IMGB1
O
Militari
O
4.0
5.1
9.0
0.82
1.82
1.92
0.60
0.38
0.32
0.90
0.84
1.0
1.0
2.01
3.52
6.0
8.0
1.33
2.00
0.50
0.88
22.2
23.4
19.5
0.83
0.87
0.83
1.2
1.5
1.0
2.76
2.76
3.27
4.8
6.8
11.1
2.55
1.96
1.96
0.65
0.51
0.29
W32S
N32W
Vert
69.8
43.7
21.0
0.94
0.86
0.5
0.6
0.88
2.00
2.7
4.6
0.75
1.56
0.63
0.27
N127W
N37W
Vert
59.0
76.3
43.2
0.86
0.84
0.72
0.8
0.9
1.9
2.31
2.69
5.01
4.4
5.1
10.9
1.85
1.23
3.45
0.56
0.37
0.22
Aug 3O;1986 N120W
1M30W
Vert
72.7
57.7
27.0
0.92
0.85
0.6
0.6
1.12
2.31
3.8
4.6
0.66
1.64
0.65
0.68
May 30,1990
N120W
N30W
Vert
60.1
90.8
50.1
0.86
0.88
0.77
0.9
1.0
1.4
2.06
1.99
3.94
4.1
4.8
7.7
1.49
1.49
3.85
0.55
0.60
0.43
Aug 30,1986
NS
EW
Vert
92.2
79.6
33.8
0.91
0.88
0.77
0.5
0.6
1.6
2.00
2.13
4.82
3.7
4.1
12.1
1.35
1.82
1.62
0.62
0.65
0.28
95.3
51.1
43.8
0.84
0.84
0.77
1.1
1.2
1.5
2.44
2.94
4.32
5.3
6.3
10.3
1.72
2.50
2.78
0.59
0.29
0.30
90.6
101.2
68.1
0.85
0.88
0.75
1.0
0.6
1.2
2.37
1.97
4.62
4.8
4.3
9.6
1.33
1.25
1.67
0.54
0.69
0.55
0.77
0.76
0.72
1.9
1.3
1.6
3.13
3.57
4.70
5.0
5.5
10.0
3.45
3.23
3.23
0.31
0.66
0.36
Aug 30,1986 N131E
N139W
Vert
May 30.1990 N131E
Titulescu
O
fio
127.9
N139W
Vert
136.6
57.9
*90
Control
frecsuencies •
fc
to
Hz
0.5
0.6
1.2
May 30,1990 W92N
N178E
Vert
Panduri
O
PSD Frequencies
f50
Hz
1.25
2.51
3.63
A
Metalurgiei
O
£
Aug 30,1986
N145W
N55W
Vert
89.6
79.8
61.8
0.91
0.86
0.74
0.5
1.0
1.3
1.63
2.38
5.08
4.3
4.7
11.0
1.18
1.67
1.59
0.62
0.66
0.44
May 30,1990
N145W
N55W
Vert
56.4
71.5
37.6
0.79
0.83
0.74
1.2
1.0
1.4
3.19
2.63
5.11
5.8
5.7
11.0
2.38
1.89
3.13
0.48
0.38
0.25
Seismic network:
I
.
• National Institute for Earth Physics, INFP
O Building Research institute, 1NCERC
A Institute for Geophysical and Geotechnical Studies, GEOTEC
Pag. 31
Experience Database
Table 4.2 Frequency content of the Vrancea ground motions recorded in Republic
of Moldova
I Station
j
!
Chisina
u
Comp
PGA
30, Y309
Y310
Z311
cm/s2
191.
8
212.
Earthquake
Aug
1986
PSD Frequencies
Contr Oi
frequencies
ho
fso
fc
0.65
0.86
0.68
1.3
0.7
2.5
Hz
8.31
2.02
5.35
7.9
7.4
9.4
4.16
1.49
5.00
1.38
0.94
0.41
0.55
0.79
0.56
5.1
1.8
5.1
7.96
4.65
7.96
12.8
10.4
12.8
3.12
3.70
7.14
0.51
0.47
0.27 j
0.65
0.68
1.3
2.5
3.2
6.49
5.35
5.54
10.1
9.4
11.6
3.57
3.84
5.88
0.48
0.39
0.27
f»
TD
Hz
-7
S
!
Cahui
May
1990
30, Y659
Y660
Y658
May
1990
30, Y671
Y673
Y672
120.
4
77.5
83.8
63.9
129.
t
90.5
135.
7
n GO
I
j
I
Table 4.3 Frequency content of the Vrancea ground motions recorded in Bulgaria
I Station
Earthquake
Cornp
PGA
8
PSD Frequencies
I
crn/s
Russe
May
1990
May
1990
Shabla
May
1990
May
1990
Kavarno May
1990
Provadia, May
Sait Plant 1990
Bozveii
May
Village
1990
Varna
May
1990
fso
Hz
*90
30 ; N20E
87.3
0.80
2.1
3.00
8.3
31, N20E
11.9
0.70
2.4
5.15
10.1
30, N29W
32.9
0.78
0.5
3.73
5.9
N29W
8.6
0.79
2.0
3.39
5.15
i
i
31,
i
30, NS
30.5
0.90
0.5
1.85
3.8
30, NS
47.7
0.60
3.0
3.98
5.14
30, NS
EW
Vert
80.2
54.0
20.3
0.87
0.87
0.88
1.0
1.1
0.9
1.94
2.00
2.63
4.1
6.1
30, N72E
28.1
0.78
1.0
3.07
59
3.S
j
Experience Database
Pag. 32
0.35
Statioln : Bucharest - INCERC
1977;NS;M=7.2
1986;NS;M=7.0
1990;NS;M=6.7
0.30 -
c
Q
<5
o
Cu
-a
c
0.00 -
10
0
20
30
Frequency (rad/sec)
40
50
Fig. 4.1 Modification of the narrow band frequency content in the soft soil
condition of Bucharest as function of magnitude
0 .40
Station : Muntele Rosu
0 .35
1 0.30
ctral
5
I'
i
•
1 986; NS
1986; EW
i
_
990- NS
990; EW
0 .25
c
u.
O
0,.20
O
-a
o..15
j
c
0.10
0.0:
0.00
'/ fy!%,.._] _
10
20
30
Frequency (rad/sec)
40
Fig. 4.2 Narrow band frequency content in a southern Sub-Carpathian
location
50
Pag. 33
Experience Database
0.10
Station Focsani
A
0.09
0.08
D
0.07
o
<U
c
0.06
A
\
o
T3
0.04
<U
N
O
z
0.03
0.02
0.01
)
19 86; EW
i
k/f \ l\
I 0.05
OH
i n 86; NS
k s
i\
I \J
1
\/
I 1
\
\
1
0.00
10
20
30
Frequency (rad/sec)
40
50
Fig. 4.3 Frequency content of a strong ground motion riecorded in
epicentral Vrancea area on Aug.30,1986
0.12
8/30/1986; NS
5/30/1990; NS
5/31/1990; NS
0.10
c
Q
0.08
o.
CO
w
o
0.06
o
a.
TS
0.04
o
0.02
0.00
10
20
30
Frequency (rad/sec)
40
Fig. 4.4 Broad frequency content of a ground motion in epicentralarea
50
Experience Database
4.3
Pag. 34
Bucharest narrow frequency band motions of long predominant period and design
spectra for soft soil conditions
For narrow frequency band ground motion, the predominant frequency fP is the abscissa
of the highest peak of the PSD. The reverse of the predominant frequency, i.e. the
predominant period T P = 1/fP, can be easily found in the periodicity of the autocorrelation
function of the accelerogram.
The seismic records in Romania for 4 Vrancea earthquakes were analyzed to identify
narrow frequency band motions of long predominant period and their corresponding
locations. It was established that, in the South, in the East and in the center of the city of
Bucharest the principal peak of narrow frequency band spectral density indicates soft soil
conditions of 1.5-1.6 s long predominant period, Table 4.5 and Fig.4.5.
Table 4.5
Frequency content of 8 long predominant period components produced by
the 1977 and 1986 Vrancea earthquakes in Bucharest
Station
Event
Com
P
Bucharest,
0
INCERC
(East of Buch)
Mar 04,
1977
0
Carlton
O
(City center)
Bucharest, ISPH
A
(City center)
Metaiurgiei
0
(South of Buch)
Metrou IMGB 1
0
(South of Buch)
Bucharest
Magurele, INFP
(South, outside
Buch) •
PGA
NS
PSD
frequencies
f5o
fio
f90
cm/s2
Hz
Hz Hz
194.9 0.97 0.4 0.69 2.0
Control
oA m a
periods
X
PGA
Tc
TD
s
s
1.34 1.90 3.16
EW
162.3 0.91 0.4
1.44
4.1
1.19
2.02
2.56
Aug 30,
1986
NS
88.7
0.95
0.5
0.74 3.8
1.26
1.58
2.81
Aug 30,
1986
N30
W
68.6
0.90
0.5
1.37
4.9
0.95
1.61
3.31
Aug 30,
1986
N15E
86.7
0.92 0.5
1.25
4.0
1.22
1.66
2.43
Aug 30,
1986
W32
S
69.8
0.94 0.5
0.88 2.7
1.33
1.60
2.96
Aug 30,
1986
N60E
72.7
0.92 0.6
1.12
3.8
1.49
1.52
2.94
Aug 30,
1986
NS
135.4 0.94 0.5
1.25
3.7 0.98
1.46
2.69
s
Experience Database
Pag. 35
in the soft soil condition of Bucharest, the long predominant period has the tendency to
become larger as the energy released by the earthquake increases and the width of the
frequency band has the tendency to become broader as the earthquake magnitude
decreases. The long predominant period of the ground vibration was experienced during
the 1977 severe earthquake and 1986 moderate earthquake, but was not observed
during the 1990 small earthquake. This was the consequence of both non-linear behavior
of the soft soil profile at the site and of the source mechanism (magnitude and time of
fracture, etc.)
In station Bucharest INCERC the soil profile contains 24 m of wet soft clay in the
uppermost 40 m. The median and 0.1 probability of exceedance normalized acceleration
response spectra produced by the Aug 30, 1986 and the May 30, 1990 Vrancea
earthquakes in the city of Bucharest were represented and compared in Fig. 4.6.a and b.
The dangerous (to the town) spectral peak located in the Song period range (T > 1.0 s) is
present in the 1986 earthquake (Mw = 7.2) - as well as in the 1977 earthquake ( M w =
7.4) - but is absent in the 1990 small event (M w = 7.0). It may be emphasized that the
spectra in Fig.4.6 come from different soil categories in Bucharest, including both soft
soils and other soils. For soft soil conditions the maximum response in the long period
range occurs when the structure period is close but slightly less than the predominant
period of the ground shaking, Fig 4.7. For the 8 narrow frequency band motions recorded
in the city of Bucharest the normalized acceleration (p) and velocity elastic response
spectra are presented in Fig.4.8 (0.05 damping). The maximum dynamic amplification, p
having 50 and 10 percent probability to be exceeded was found close to 2.5 and over 3.0
in the period range 1.2 - 1.5 s. The maximum dynamic amplification, p for the NS
component of the Mar 4, 1977 Vrancea earthquake is 3.16 at a structure period of 1.2 s.
The long spectral acceleration branch (0.2 - 1.5 s), the very short constant velocity
branch (1.5-2.0 s) and the higher dynamic amplification (p > 3) are the consequences of
the narrow frequency band content with long predominant period of the accelerograms.
The following formula may be used to represent the normalized design spectra for the
soft soil condition of Bucharest, Fig.4.8 :
0 < T < 0.12 s
0.12<T<1.5
1.5<T<2s
2<T
Median (3
0.1 prob. of exceedance p
1+16.7T
3
4.5/T
9 / T2
1+12.5T
2.5
3.75/T
7.5/T2.
The results obtained for Bucharest narrow frequency band motions indicates that
normalized mean response spectrum ordinates recommended in EUROCODE 8 for
extreme subsoil class C are unconservative at least for the Romanian case of soft soil
deposits, Fig.4.9.
L
Pag. 36
Experience Database
0.35
1986; N120W; Bucharest- IMGB
1986; W 3 2S; Bucharest- Metalurgiei
0.30
c
c
Q
0.25
a.
0.20
•a
(a
0.15
"5
I 0.10
0.05
0.00 0
10
20
30
Frequency (rad/sec)
40
50
Fig. 4.5a Narrow band frequency content of horizontal accelerations
recorded in the South of Bucharest
0.25
1986; N15E Bucharest- ISPH
1986; N60E; Bucharest - Carlton
c
Q
"2
8
0.15
en
1
L
0.10
T3
c
Z
0.05
0.00
10
r
L
20
30
Frequency (rad/sec)
40
50
Fig. 4.5b Narrow frequency content of horizontal accelerations recorded in
the center of Bucharest
Pag. 37
Experience Database
BUCHSRES1
Aug 30, 1986 : 20 Comp
' . 0.1 prob of exceedance
.
:
BUCHAREST
May 30, 1990: 22 Comp
:
CO
2.5
MM
-a
o
I
>
I 1 I I
1 1
1 I
3.5 -
2
). 1 prob of exceedance
0
0.5
1
=7.0
1.5
2
3.5
2.5
Period s.
Fig. 4.6.a Mobility of response spectra in the soft soil condition of Bucharest as a function
of source mechanism and magnitude
Experience Database
Pag. 38
BUCHAREST
0.5jprob ofexceedance
Aug30, 1986 :20 Comp
0.5
1.5
2
2.5
3.5
Period, s
3.5
Aug 30, 1986 : 2 0 Comp
"5
1.5
0.5
0.5
1.5
2.5
3.5
Fig. 4.6.b Comparison of Bucharest response spectra of the 1986 and 1990 Vrancea
earthquakes
Experience Database
Table 4.6
Station
Bucharest,
iNCERC
Pag. 39
Response spectra characteristics for Bucharest recorded accelerograms
Comp.
PGA
cm/s2
£>Amax
SVmax
SDrax
SAma>/
cm/s
cm
PGA
Tc
s
TD
cm/s
NS
EW
Vert
.194.93
:
162.34
'• 105.7S
615.88
415.28
231.95
130.87
78.61
27.42
39.49
25.32
9.52
3.16
2.56
2.19
1.34
1.19
0.74
1.90
2.02
2.18
Aug30, 1986 ..
NS
•"
EW
I 88.69
:
95.26
28.00
249.06
241.96
49.77
35.52
12.50
9.94
2.81
2.54
1.26
0.92
1.58
1.76
Earthquake
Mar 4, 1977
:
Vert
s
May 30, 1990
NS
EW
Vert
76.64
98.74
219.74
277.39
16.57
32.49
10.01
9.02
2.87
2.81
0.47
0.74
3.80
1.74
Aug 30, 1986
NS
'. EW
- Vert
• 135.40
: 114.65
: 50.27
364.67
321.82
168.32
56.78
46.03
14.39
13.17
10.86
11.66
2.69
2.81
3.35
0.98
0.90
0.54
1.46
1.48
5.09
May 30, 1990 . NS
' EW
' Vert
" 89.59
: 87.11
59.46
314.69
210.48
237.04
14.53
25.56
7.55
8.05
9.06
4.56
3.51
2.42
3.99
0.29
0.76
0.20
3.48
2.23
3.80
Balia Alba
May 30,1990
N101W
N169E
Vert
52.55
65.86
53.52
236.53
152.45
289.43
13.80
10.03
28.77
5.07
5.04
7.50
4.50
2.32
5.41
0.37
0.41
0.62
2.31
0.41
0.62
Cariton
Aug 30, 1986
N60E
N30W
Vert
78.18
68.55
31.00
240.90
211.00
34.3S
32.05
8.35
8.22
3.08
3.08
0.90
0.95
1.53
1.61
N60E
N30W
Vert
104.90
110.50
106.70
302.05
439.86
305.02
36.60
24.36
13.79
12.95
7.19
7.13
2.88
3.98
2.86
0.76
0.35
0.28
2.22
1.82
3.25
Aug 30, 1986
-
-
-
-
-
-
-
-
May 30, 1990
N84W
N174W
Vert
117.30
116.80
81.62
375.01
438.18
288.10
23.71
23.31
9.43
5.53
10.83
6.88
3.20
3.75
3.53
0.40
0.33
0.21
1.47
2.92
4.58
May 31, 1990
N84W
N174W
Ver
37.15
20.40
17.56
118.73
91.39
73.83
6.53
8.33
6.77
3.72
5.42
5.06
3.20
4.48
4.20
0.35
0.57
0.58
3.58
4.08
4.69
Aug 30,1986
N10W
W10S
Vert
156.00
105.80
42.00 •
408.22
322.29
43.17
35.58
11.28
9.31
2.62
3.05
0.66
0.69
1.64
1.64
May 30, 1990
-
-
-
-
-
-
-
-
Bucharest,
ISPH
Aug 30,1986
N15E
E15S
Vert
86.75
76.75
40.06
210.60
269.65
139.49
40.91
23.46
11.46
10.83
9.83
5.67
2.43
3.51
3.48
1.22
0.55
0.52
1.66
2.63
3.11
Bucharest.
ARM
May 30, 1990
NS
EW
Vert
73.88
55.71
202.08
189.53
24.07
15.21
7.76
2.73
2.74
3.40
0.75
0.50
2.02
1.13
May 31, 1990
NS
EW
Vert
22.17
23.41
19.47
95.60
78.73
51.14
5.99
6.33
4.18
1.48
1.99
228
4.31
3.36
2.63
0.39
0.51
0.51
1.55
1.98
3.42
Bucharest,
Magureie,
INFP
Drumul Sarii
EREN
Experience Database
Pag.4O
Table 4.6 (cont'd)
Station
Metalurgiei
'
Metrou,
IMGB1
Militari
Panduri
Trtuiescu
PGA
cm/s2
SAnw
cm/s2
SV^
cm/s
sew
Aug30, 1986 : W32S
N32W
Vert
69.78
43.68
21.00
206.34
190.54
43.69
19.43
May 30,1990 :N127W
:
N37W
Vert
"- 59.02
- 76.32
: 43.25
216.74
179.10
171.22
Earthquake
Au£30,1986
Comp.
PGA
Tc
s
TD
s
11.12
11.33
2.96
4.36
1.33
0.64
1.60
3.66
18.77
23.21
7.81
5.34
10.08
5.65
3.67
2.35
3.96
0.54
0.81
0.29
1.79
2.73
4.55
213.44
222.35
50.80
21.43
12.29
4.98
2.94
3.85
1.50
0.61
1.52
1.47
SAmax/
r
:• N60E
• 72.71
: N30W
Vert
7 57.75
27.00
May-30,1990
N30W
'N120W
^ Vert
" 90.80
7 60.15
" 50.09
276.28
214.31
220.63
29.65
22.82
9.11
7.87
6.63
3.40
3.04
3.56
4.41
0.67
0.67
0.26
1.67
1.82
2.35
Aug~30,1986
-
NS
EW
Vert
••92.19
i 79.57
33.80
312.91
348.96
36.66
30.52
9.45
7.45
3.39
4.39
0.74
0.55
1.62
1.53
May:30,1990
: N92W
• N178E
Vert
95.34
•51.13
. 43.79
290.80
183.39
157.02
26.99
11.76
8.99
7.28
6.38
4.76
3.05
3.59
3.59
0.58
0.40
0.36
1.69
3.40
3.33
Aug 30,1986
N131E
.N139W
: Vert
90.61
•101.20
: 68.11
296.53
342.60
165.05
35.22
43.66
15.86
10.41
10.00
4.61
3.27
3.39
2.42
0.75
0.80
0.60
1.86
1.44
1.83
May 30,1990
N131E
N139W
Vert
:127.90
136.60
57.95
540.87
565.38
201.91
24.78
2787
10.11
12.72
6.69
4.41
4.23
4.14
3.48
0.29
0.31
0.31
3.23
1.51
2.74
Aug 30,1986
N145W
N55W
Vert
89.57
79.84
61.86
323.39
247.95
150.60
43.66
23.84
15.21
11.21
5.71
5.53
3.61
3.11
2.44
0.85
0.60
0.63
1.61
1.51
2.29
May 30,1990
N145W
N55W
Vert
56.40
71.50
37.62
219.04
230.41
121.00
14.49
19.51
6.18
4.85
8.11
3.94
3.88
3.22
3.22
0.42
0.53
0.32
2.10
2.61
4.01
Seismic network:
;
u National Institute for Earth Physics, INFP
O Building Research Institute, INCERC
A Institute for Geophysical and Geotechnical Studies
Pag.41
Experience Database
i BUCHAREST
MetroulMGBl
ig"3.0, 19o6, N60E Cump
2.5
\
T3
N
P
5
INCERC, Mar4, 1977, NS Comp
1.5
Aug30, 1986, W32S Comp,
0.5
0.5
1.5
2
2.5
3.5
Period^ s
4.5
Metrou IMGB1 BUCHAREST:
Aug30, 1986, N60E Comp
3.5
Metahirgiei
Aug-30, 1986, W32S Comp
>
2.5
i.5
; INCERC
Mar 4 1977 MS Pomp
1
0.5
0
0.5
1.5
2
2.5
3.5
Period, s
Fig. 4.7 Normalized response spectra for the narrowest frequency band Bucharest
records
Experience Database
Pag.42
Mar 4,1977, NS
BUCHAREST
4.5/T
Soft soilcojidinonm \~
jCentral, South and East
en
N
./ 3.75/T
"e5
. 0.1 proib ofexceedance
O
Aug3Q, 1986
•2;
9/T
0.5 -
0
Tc=1.5
TD=2
1.5
2
0.5
2.5
3
3.5
4
:
:
Period, s
II
II
0.1 prob of exceedance
3.5
! A—.\ '.
Illl
-
A
>
2.5
en
^-^ Aug 30, 1986
•a
:
J
7
Z
1.5
/
1
•*~
III
M-l-l
:
'/-'
0.5
,
\
\
W
'
I''
. 1
i
!
, • ; / '
•
\ : //
i
-
/;
;
s
Mar 4, 1977, NS
••••"
' " " • • • - - . . .
;
'
zones;
i
. . . . ' '
^ ^
BUCHAREST
Soft soil condition in
Central South aiiri Fast
[
i
;
!
|
;
i
'
i
!
2.5
3.5
i
;
i
i
i
i
0
0.5
1.5
2
Period, s
Fig. 4.8 Median and 0.1 probability of exceedance design spectra for Bucharest soft soil
Pag.43
Experience Database
I I
I I •
4 .5/T
-
00
\
o
Z
;
1 1 11
2.5
\
BUCHAREST
Soft soil condition in
Central, South and East
1.5
-1
j
3. 75/T
\
7.5/T2
:
: EUROCODE 8, 1993
: Soil class C
0.5
I
•
0
0.5
T c =l.5
TD=2
1.5
2
Tc=0.8
2.5
J.D
Fig. 4.9 Site-dependent design response spectra for the soft soi! condition in Bucharest
and EUROCODE 8
Experience Database
Pag.44
4.3 Moldova and Republic of Moidova response spectra
The characteristics of the accelerograms recorded in the last three Vrancea earthquakes
on the territory of Moldova are described in Appendix 1, Table A.1 -^ Table A.6 (for INFP
and GEOTEC records) and in Table 4.2, Table 4.3, Table 4.7 and Table 4.8 (for INCERC
records and records from Republic of Moldova).
They are:
(i) Peak values of ground motion parameters: PGA, PGV and PGD
(ii) Maximum values of response spectra: SA, SV and SD
(iii) Maximum values of normalized response spectra: SAmax / PGA, SVmax / PGV
and SDmax / PGD i.e. the dynamic amplification factors for response
(iv) Cartwright & Longuet-Htggins frequency bandwidth measure of power spectra!
density: s
(v) Kennedy & Shinozuka fractile frequencies of power spectral density : fio, fso,
fgo
(vi) Central or corner periods of deterministic response spectra : T c and TD.
Opposite to the Bucharest narrow frequency band records, the Moldavian records have
broad and / or intermediate band frequency content. Such records were obtained in the
seismic stations from Dochia, Bacau, Onesti, Vasiui, Barlad, Cahul, lasi etc.
However, narrow frequency band horizontal and even vertical ground motions were
recorded in two important stations in Sub-Carpathians: Muntele Rosu and Istrita. The
maximum corner period for these stations was : 1.5s- Muntele Rosu and 1.4 s - Istrita.
From Fig. 4.10, a negligible mobility of the response spectra to different earthquake
magnitudes can be observed. This indicates soil categories which are completely
different in Moldova than in Bucharest, on Romanian Plain.
It is also important to give emphasis to the local site effect in Chisinau, Y310 comp, Aug
30, 1986 event, Fig.4.11.
Pag.45
Experience Database
MOLDOVA
30, 1986 : 17 Comp
3.5
4.5
4
\ MOLDOVA
May 30, 1990 :18 Comp
3.5
3
,0.1 prob ofexceedance
Mw=7.0
0
0
0.5
1
1.5
2
Period, s
2.5
3
3.5
4
Fig. 4.10.a Influence of source mechanism and magnitude on spectral shapes in Moldova
Pag.46
Experience Database
4.5
4
MOLDJUVA
T
0.5 prob of ejxceedance
3.5
;
May 30, 1990 : 18 Gomp
on
D
2.5
i
: 2
AiigSO, 198^ : 17 Comp
1.5
1
0.5
0.5
1.5
2
Period, s
2.5
3.5
4.5
4
:.
May 30, 1990 : 18 Comp
MOLDOVA
ofexceedance
3.5
-
Aus30. 1986: 1.7 Com
Fig. 4.10.b Comparison of response spectra in Moldova for the 1986 and 1990 Vrancea
earthquakes
Pag.47
Experience Database
Table 4.7 Response spectra characteristics for accelerograms recorded in Moldova by
the Building Research Institute seismic network
Station
Earthquake
Comp
sv m a x
SDmax
cm/s2 cm/s 2
75.63 287.27
86.60 448.84
cm/s
27.05
27.59
cm
8.67
14.67
3.80
5.18
24.53
PGA
SA max
SA m ax
Tc
~!"D
PGA
s
0.59
0.39
s
2.01
Adjud
0
May 30,
1990
N50E
N40W
Bacau
0
Aug 30,
1986
NS
EW
105.0
4.74
4.43
3.15
4.39
0.47
0.29
1.21
2.03
Birlad
0
May 30,
1990
NS
EW
2.86
3.53
0.64
0.54
1.35
2.38
Focsani
UCA
0
Aug 30,
1986
W07S
N07W
Vert
142.7 408.07 41.26 8.89
0 468.97 40.11 15.17
132.9
0
224.2 664.84 78.39 23.00
0 703.29 53.84
9.33
269.4 463.06 14.20
7.07
2.97
2.61
4.22
0.74
0.48
0.19
1.84
1.09
3.13
330.90
0 300.67
68.48
13.72
3.34
-i
N97W
N07W
May 30,
1990
109.6
4
92.16 268.06
108.6 418.33
37.93
60.67
15.20
24.88
2.91
3.85
0.89
2.52
0.91
2.58 I
25.36
64.90
12.80
10.34
3.26
3.39
0.85
0.88
3.17
1.00
lasi
0
Aug 30.
1986
NS
EW
Onesti
0
Aug 30,
1986
May 30,
1990
N200E
0
57.53 187.77
136.3 461.53
0
156.1 586.23
40.66
8.15
3.76
0.44
1.26
N200E
N290E
232.1 918.26 43.79
111.8 373.69 29.19
12.37
8.47
3.96
3.34
0.30
0.49
1.77
1.82
Aug 30.
1986
NS
EW
152.9 532.76
179.5 574.31
8.44
7.64
3.48
0.32
0.51
1.96
Vaslui
0
27.13
46.64
3.20
r\o
.UO
A
1
1
Table 4.8
Station
Chisinau
Cahui
Response spectra characteristics of the Yrancea ground motions recorded
in Republic of Moidova
Earthquake
Cornp
sv m a x
PGA
SDmax
<^Vnax
Tc
PGA
T
'D
Aug 30, 1986
Y309
Y310
Z311
cm/s 2
191.79
212.75
120.38
May 30, 1990
Y659
Y660
Z658
77.50
83.31
63.89
236.94
359.99
221.45
12.21
15.30
5.03
3.82
5.17
3.01
3.06
4.30
3.47
n oo
0.27
0.14
1.97
2.12
3.77
Y671
Y673
Z672
129.05
136.65
90.54
497.38
529.84
393.76
22.06
21.51
10.84
7.22
8.80
6.18
3.85
3.88
4.35
0.28
0.26
0.17
2.06
2.57
3.58
May 30, 1990
cm/s 2
952.21
616.08
599.80
cm/s
cm
c
S
36.00
65.76
19.58
4.14
11.08
7.54
4.97
2.90
4.98
0.24
0.67
0.20
0.72
1.06
2.42
Pag .48
Experience Database
1.5
0.5
2.5
Period, s
5
'• CHISINAiU
(KISHINEV)
May 30 19Q0
4
II
MM
4.5 —
II
<
-a
CD
3
I I II
3.5
Y660 :
• Mw=7.0
]
2-5
III
2
1.5
Y659 comp
Z65 8
1
0.5
0
0.5
1.5
2.5
Period, s
Fig. 4.11 Mobiiity of response spectra in Chisinau as a function of source mechanism and
magnitude
Pag.49
Experience Database
CAHUL
May 30, 1990
0
0.5
1
1.5
2
2.5
3
3.5
Period, s
Fig. 4.12 Response spectra for Vrancea motion recorded in Cahul, Republic of Moldova
BULGARIA
Mav30. 1990
Provadia
N20E Comp
Bozveli Village
NSiComp
0
0.5
1
1.5
2
2.5
3
3.5
Period, s
Fig. 4.13 Response spectra for three Vrancea motions recorded in Bulgaria
Pag.50
Experience Database
4.4 Response spectra for motions recorded in Dobrogea
The frequency content of the motions recorded in Dobrogea is quite different than the
frequency content of the motions recorded on Romanian Plain. A typical for Dobrogea
broad frequency band content was recorded in station Carcaliu. For Cernavoda area, all
available accelerograms were obtained from the 1986 and 1990 Vrancea events in the
soft soil condition of the City Hall. There are no records on the Cernavoda NPP site, on
limestone. The analysts of the City Hall records presented in Appendix 1, Fig.4.14 and
Fig.4.15 shows:
(i)The uni-moda! PSD has its peak near the predominant frequency of the site:
«2.25Hz
(ii) The width of the frequency band has the tendency to became narrower as the
PGA level increases.
The City Hall records were transferred to NPP site using deconvolution analysis,
Fig.4.16 and Fig.4.17. The mean ratio of NPP-PGA to City Hall-PGA was found
0.75.
The acceleration response spectra for the six City Hall records, from three Vrancea
events are characterized by a very small coefficient of variation. This indicates a very
homogenous frequency content at this site.
NPP
CITY- HALL
100-I6.30N.M.B.
22.10m
I
T-L95tf/m3
-2GJ3
9.00 m
^Y1 Vs-SO0m/s
-2UQ
Tnr/T/7 nrrn-nrrr
" ^ "'
Vs*917m/
- Z / tf/>m'
* _
~777/T/777A/TrTT7T/ /1
2.6 km
Fig.4.16 Shear waves velocity of soil profiles in Cernavoda
Pag.51
Experience Database
-f-
4-
ERNAVODA
City Hall
uig30, 19$6
fi
i! /.
-r
HA/1
8
o
Z
1 |
:
-f-
|
1
i
NS ComP
:
— ; J \j
iv v
V^V'
7
/
EW
K^Vert
/ A
-
j
1
1
0
0.5
i
j
|
1
1.5
2
2.5
i
i
3
i
:
3.5
Period, s
Fig. 4.14.a Normalized acceleration response spectra in Cernavoda
C ERN A VO DA
j City Hall
N(Iay30, 1990
tfl
I
o
0.5
1
1.5
2
2.5
3
3.5
Period, s
Fig. 4.14.b Normalized acceleration response spectra in Cernavoda
Experience Database
Pag.52
0.14
Station!: Cernavoda - City Hall
0.12
198 6 : N S : PGA=49.3gal
1990 ; N S ; PGA=107.1gal
0.02
0.00
10
0.14
20
30
Frequency (rad/sec)
40
50
~r
Station:: Cernavoda - City Hall
0.12
M
1986 ; EW; PGA = 61.9gal
1990 : EW; PGA=100.4gal
0.10
0.00
10
20
30
Frequency (rad/sec)
40
Fig. 4.15 M obility of frequency content of horizontal accelerations as
function of PGA level
50
Pag. 53
Experience Database
FIGLRE 3-a
FIGLRE 3-C
Deconwilutian Analysis
Cernauoda City Hail and hPP site
19B6 Vrancea event, NS
Deconuilutian flnalysis
Cernauda City Hall and if P site
1950 W-ancea event, NS
0.50
j.3D
(fl 5 _4_
Iff -*Cyiy Hotl _ g _
OUTCROP _ $ _
•
CU1OT
0.40
B)
1
C
0.23
_^-
0.30
r
0
+ 0.20
k
I
jjo.io
a
/
:.CD
D.CD
/
4
1.
10.
FrequBncu
i
J
1
{
j
j
HGIRE 3-b
FIGURE ;-b
Deconuolution flnaiysis
Csrnauoda City Hall and hPP site
1SB6 Vrancea event, DJ
103.
Hz
Deconualutlan fVialysLs
Csrnavoda City Hall and W? site
1993 Vrancea event, EJ1
Q.5Q
NPP _ * _
!
;
!
Cyty Hell
n
(SKRCr
!
_=_
_9_
0.40
f
z
c
n NPSte
rn n
;
a
:
H
il » l 1
6
/ ;
;
L
E
;
t
u
:
'
HlffSte
"*D.3O
:
/
i
i
!
11
W
%
D.10
Otocp
Qtacp
a. DO
0.
1.
10.
Frequen=y
100.
Hz
Fig 4.17 Deconvolution Analysis
1.
10.
Frequency Hz
100.
Experience Database
5.
Pag .54
Characteristics of the free field acceleroqrams from the last three Vrancea
earthquakes recorded bv the seismic networks of iNFP and GEOTEC.
Table 5.1.
Peak values of the ground motion parameters
Table 5.2.
Maximum values of response spectra
Table 5.3.
Amplification factors for response spectra
Table 5.4.
s (Cartwright & Longuet-Higgins) frequency bandwidth measure of power
spectral density
Table 5.5.
fi 0 , fso and fgo (Kennedy & Shinozuka) fractile frequencies of power spectra!
density
Table 5.6.
Control (corner) periods of response spectra
Pag.55
Experience Database
Station
Table 5.1.
Peak values of the ground motion parameters
Cornp
Ang 3D 1PRfi
Bacau
_
NS
Z
EW
Barlad
NS
Z
EW
BucharestNS
MagureleJNFP Z
_
EW
Carcaliu
NS
_
Z
EW
Cernavoda
NS
_
Z
EW
NS
i Focsani
i_
Z
EW
i lasi
NS
Z
EW
! tstrita
NS
Z
EW
NS
Z
EW
i _
i Muntele Rosu
i (Cheia)
-
Surduc
N40W
A
Z
PGA
cm/s2
88.8
24.9
72.7
PGV
cm/s
9.2
PGD
cm
2.2
1.8
0.9
2.1
8.2
-
135.1
50.3
114.9
70.0
25.3
69.7
49.2
63.0
52.0
273.2
122.7
297.0
66.9
99.6
109.2
43.2
71.6
79.1
39.9
33.9
22.2
4.2
16.3
3.8
1.9
4.8
7.7
4.7
6.3
36.6
5.5
31.9
7.4
7.9
16.6
6.2
10.7
17.0
6.2
5.5
3.8
2.1
3.4
1.1
0.3
0.7
4.6
4.3
39
94
3.3
4.9
1.3
1.3
7.6
1.7
4.7
5.3
2.2
3.8
-
W4CS
Vrancioaia
' Bucharest
ARM
A
Dochia
_
NS
Z
EW
W3S
Z
S3E
NS
Z
EW
82.4
39.0
140.8
15.1
6.6
4.0
3.2
13.2
3.5
50.8
20.6
37.8
May 31 1Q90
May 30 199
3.0
0.8
1.4
2.6
0.7
1.0
PGA
cm/s2
132.0
31.8
122.7
112.1
108.1
148.5
89.6
59.5
87.0
164.0
41.9
88.8
1 U/
PGV
cm/s
8.5
GD
cm
2.8
3.4
1.4
16.6
11.1
5.5
2.5
4.1
1.2
17.1
8.5
4.6
2.4
1.8
16.2
11.6
3.7
4.1
4.3
4.8
1.6
1.0
3.3
4.3
2.8
9.9
.U
5304
100 3
"7
C
99
PGA
cm/s2
84.5
18.6
63.0
85.8
27.1
80.0
1.4
0.9
1.1
1.6
0.7
0.7
3.0
2.5
1.7
5.8
3.0
3.7
0.5
1.1
0.6
2.3
2.3
2.9
0.7
4.0
0.8
8.6
3.2
8.7
59.0
19.6
46.5
66.5
15.9
37.0
19
-
95.8
7.4
1.5
49.1
106.5
6.5
1.5
52.8
92.8
43.1
59.0
-
12.9
3.8
4.5
2.7
12.8
19.4
3.6
9.5
2.8
9.6
5.2
2.5
4.9
19.8
13.1
7.4
13.6
11.4
-
-
55.7
4.8
-
1.6
5.5
6.8
1.3
7.0
PGD
cm
-
1.3
-
65.5
30.5
47.3
89.0
40.7
97.2
119.6
63 3
157.3
73.9
PGV
cm/s
6.4
5.7
3.1
_
1.3
23.4
9.6
11.3
-
44.4
17.2
21.0
43.8
26.7
102.4
22.1
19.5
23.74
1.6
2.9
2.9
2.3
1.2
0.5
7.7
2.1
1.7
2.5
1.8
0.4
0.9
0.7
3.5
2.7
3.2
3.9
_
Pag .56
Experience Database
Table 5.2.
Station
Comp
Bacau
_
NS
Z
EW
NS
Z
EW
NS
Z
EW
Bariad
_
BucharestMagurele.INF
P
Carcaliu
_
Cernavoda
_
Focsani
lasi
Istrita
I
Munteie Rosu
(Cheia)
_
Surduc
d
Vrancioaia
Bucharest
ARM
A
Dochia
NS
Z
EW
NS
Z
EW
NS
Z
EW
NS
Z
EW
NS
Z
EW
NS
Z
EW
N40W
Z
W40S
NS
Z
EW
W3S
Z
S3E
NS
Z
EW
Maximum values of response spectra (damping 0.05)
May 30. 1990
Aug 30. 1986
May 31.1990
SD
max
Dmax
Dmax SA max
sv m a x2
cm/s2
cm/s
cm cm/s2
cm/s2
cm cm/s 2
cm/s
cm
370.9
22.5
7.8
688.9
25.7
18.7
5.0
7.4 381.3
94.0
6.3
4.7
133.8
9.7
4.7
3.2
3.7
73.8
313.7
21.3
9.2
527.8
41.4
15.7
3.6
10.2 371.5
492.4
26.6
4.0
5.9 315.1
17.9
413.0
10.6
3.4
5.0
4.4 111.3
542.6
47.1
21.4
2.3
14.2 226.1
56.8
364.9
13.2 314.9
14.5
8.0
168.4
14.4
7.5
11.7 237.2
4.6
10.9 210.6
322.0
46.0
25.6
9.1
281.8
93.3
277.0
191.4
218.5
284.3
763.2
508.8
871.4
226.1
268.1
269.5
140.8
232.9
214.3
123.7
128.3
14.6
23.4
20.5
22.0
87.6
19.4
68.2
17.6
2.9
1.3
2.0
24.7
21.9
22.3
25.6
15.4
22.8
4.7
619.3
143.5
310.5
399.4
158.3
481.0
449.6
23.9
3.4
215.7
10.2
20.2
48.9
23.0
29.8
51.1
14.7
21.1
4.0
17.9
5.2
12.2
15.5
12.9
16.6
472.3
16.2
3.4
191.6
285.5
150.9
220.0
12.9
59.1
27.5
33.8
7.9
5.4
-
287.3
142.4
437.7
27.5
16.0
31.8
.11.0
11.6
14.8
-
183.2
83.3
146.6
8.7
4.3
6.7
4.1
2.9
3.3
19.8
8.6
13.1
31.8
20.2
9.9
3.7
3.7
10.6
1,6.4
39.7
11.3
280.9
73.0
236.3
313.0
51.4
190.1
-
33.0
12.6
31.4
40.9
20.1
45.1
37.8
16.9
35.4
24.1
15.2
-
2.3
23.7
12.2
12.9
12.6
13.4
11.5
1.3
2.5
-
-
189.3
125.9
164.8
331.0
146.4
287.8
356.2
212.4
695.4
202.2
189.6
6.9
4.0
4.7
9.6
11.0
12.0
28.6
16.2
24.6
11.4
6.4
12.4
7.8
2.7
2.0
2.0
28.4
8.8
24.3
229.8
69.3
73.0
186.9
94.6
371.4
95.7
51.2
78.8
13.6
14.3
11.6
14.6
15.5
12.8
9.1
6.0
4.3
3.1
16.7
6.0
4.2
6.3
3.2
1.5
2.3
2.0
-
I
Pag.57
Experience Database
Table 5.3.
Station
Bacau
Bariad
BucharestMagurele.INF
P
Carcaliu
Cemavoda
Focsani
lasi
Istrita
Munteie Rosu
(Cheia)
Surduc
A
Vrancioaia
Bucharest
ARM
A
Dochia
Comp
NS
Z
EW
NS
Z
EW
NS
Z
EW
NS
Z
EW
NS
Z
EW
NS
Z
EW
NS
Z
EW
NS
Z
EW
NS
Z
EW
N40W
Z
W40S
NS
Z
EW
W3S
Z
S3E
NS
Z
EW
Amplification factors for response spectra
Aua 30, 1986
May 30. 1990
SAfnax
sv™
PGA
4.17
3.77
4.31
PGV
GD
2.44 3.54
3.50 5.22
2.60 4.38
2.70
3.35
2.80
2.56
3.42
2.82
3.47
5.57
3.20
4.02
3.69
3.97
3.89
3.46
4.58
2.79
4.15
2.93
3.38
2.08
2.84
3.04
3.04
4.36
3.49
2.39
3.52
2.14
2.38
2.63
4.33
2.85
5.37
5.09
5.69
2.72
4.67
4.65
3.61
2.69
2.46
3.26
3.25
2.71
3.10
3.78
2.56
2.95
3.71
2.78
3.00
2.37
3.84
3.15
2.35
3.06
2.59
2.92
5.86
4.37
3.48
3.65
3.11
1.82
2.42
2.41
sv^
Dmax
PGA
5.21
4.21
4.30
4.39
3.82
3.65
3.51
3.98
2.42
PGV
3.02
2.85
2.49
2.39
2.60
2.75
3.15
3.12
1.58
GD
2.64
2.64
1.85
2.36
3.67
1.67
4.44
3.54
2.11
3.77
3.42
3.49
3.73
2.96
4.80
1.71
2.32
3.19
3.21
2.69
4.01
2.06
2.31
3.70
3.21
,3.81
-4.03
Dmax
-
.2.75
3.62
4.22
May 3 1 . 1 9 9 0
2.90
3.07
2.57
5.12
4.14
3.30
sv™
D ma x
PGV
2.92
2.94
2.85
2.63
3.85
3.05
PGD
3.57
3.55
3.27
2.50
4.85
3.28
-
4.76
3.72
5.08
4.70
3.23
5.13
-
2.30
1.60
2.76
4.08
4.07
3.48
2.60
2.09
4.16
5.48
5.82
6.05
-
4.69
3.23
2.26
4.39
3.51
2.85
4.43
2.49
2.26
3.62
3.07
3.50
3.73
3.22
2.52
2.86
2.99
2.50
3.30
2.75
2.79
2.89
4.13
3.48
3.72
3.60
2.96
2.98
3.35
4.42
2.73
2.62
2.80
2.45
2.11
4.10
2.28
2.88
2.28
2.60
2.11
2.52
4.07
3.33
3.01
5.78
2.56
2.19
2.56
2.17
2.52
3.40
3.16
2.07
3.60
4.04
3.88
SA max
PGA
4.51
3.96
5.89
3.67
4.10
2.82
-
5.17
4.03
3.47
4.26
3.54
3.62
4.33
2.62
3.36
3.88
5.30
3.62
2.33
3.75
2.16
2.85
2.47
2.52
-
5.03
5.34
5.56
3.58
6.20
1.77
3.75
2.55
2.85
Pag.58
Experience Database
Table 5.4.
s, frequency bandwidth measure of power spectral density
(Cartwright & Longuet-Higgins indicator)
Station
Comp
Aug30, 1986
May 30, 1990
May 31, 1990
Bacau
=
NS
Z
EW
NS
Z
EW
NS
Z
EW
0.86
0.81
0.83
0.70
0.79
0.84
0.77
0.65
0.81
0.79
0.72
0.89
0.79
0.80
0.79
0.80
0.71
0.85
0.64
0.71
0.64
0.89
0.78
0.87
0.58
0.72
0.55
0.89
0.82
0.87
-
-
0.72
0.79
0.70
0.79
0.93
0.94
0.93
Bariad
BucharestMagureie.INF
P
Carcaiiu
-
NS
Z
EW
Cernavoda
NS
Z
EW
Focsani
NS
Z
EW
lasi
NS
Z
EW
Istrita
NS
Z
EW
Muntele Rosu NS
(Cheia)
Z
=
EW
Surduc
N40W
A
Z
W40S
Vrancioaia
NS
Z
EW
Bucharest
W3S
ARM
Z
A
S3E
Dochia
NS
Z
EW
0.94
0.76
0.88
0.61
0.73
0.71
0.84
0.72
0.81
0.88
0.58
0.85
0.86
0.86
0.92
0.93
0.93
0.97
0.90
0.94
0.87
0.91
0.85
0.95
0.90
0.95
0.80
0.74
0.86
0.70
0.82
0.70
0.90
-
0.84
0.64
0.79
0.71
0.70
0.81
0.70
0.83
0.83
0.87
-
-
0.73
0.55
0.72
-
Pag.59
Experience Database
Table 5.5. f10, fso and f30 (Kennedy & Shinozuka) fractiie frequencies of power spectral
density
Station
Comp
Aug 30 1 988
fso
T90
fio
Bacau
_
NS
1.2
1.2
1.1
Barlad
_
i i ti
BucharestMagureleJNF
Carcaliu
_
Cernavoda
_
i
Focsani
_
iasi
z
EW
NS
Z
EW
NS
Z
EW
NS
Z
EW
NS
Z
EW
NS
Z
EW
NS
2.26
3.76
3.13
6.4
S.O
5.8
-
May 30, 1990
T'10
fso
1.0
0.9
0.8
1.2
3.4
0.7
1.2
1.5
0.6
4.39
4.51
2.13
3.63
6.64
3.26
3.63
4.64
1.88
f90
5.9
9.1
6.0
6.4
13.0
5.6
8.9
11.4
5.0
6.27
5.64
6.64
2.13
4.51
2.26
11.8
11.9
10.8
4.5
9.3
4.1
May 31 1990
fso
f90
fio
1.6
1.2
1.2
1.4
1.8
1.2
2.38
4.01
2.38
3.00
6.54
2.48
6.4
8.8
6.5
4.8
10.4
4.8
0.5
1.2
0.5
1.25
4.01
1.75
3.0
9.9
4.6
3.0
2.1
2.5
1.2
2.6
1.6
0.6
2.9
11.3
10.7
10.0
4.5
9.1
4.8
4.5
9.9
4.6
5.6
2.9
1.6
2.6
1.1
1.9
1.5
1.0
7.02
4.76
4.39
2.51
5.01
2.76
2.13
7.27
2.26
2.38
1.1
4.01
9.3
1.4
3.15
7.9
1.1
0.6
0.7
0.7
0.5
0.7
0.6
2.01
1.63
1.38
1.63
0.63
1.50
1.25
6.1
3.4
3.9
3.3
1.6
3.8
3.3
1.2
5.89
8.8
1.0
0.5
0.1
0.6
2.90
1.25
1.00
1.38
8.3
3.5
3.9
3.4
I
.
]
-
3.4
0.9
2.9
1.5
1.6
1.6
-
7.27
5.51
7.89
2.13
3.01
2.26
11.5
11.6
11.1
3.0
8.4
2.88
-
-7
Istrita
—
Muntele Rosu
(Cheia)
Surduc
A
Vrancioaia
_
Bucharest
ARM
_\
Dochia
_
z.
EW
NS
Z
EW
NS
Z
EW
N40W
Z
W40S
NS
Z
EW
W3S
Z
S3E
NS
Z
EW
0.8
0.6
1.2
1.82
1.36
2.42
•
3.5
3.8
4.2
2.1
3.0
2.0
4.14
8.90
4.39
10.5
12.0
9.3
0.5
0.9
0.5
0.8
0.9
0.5
0.6
0.6
1.5
1.0
1.0
1.25
1.88
1.25
2.61
3.78
1.69
2.51
o.zo
3.26
2.01
3.52
-
2.1
3.0
2.4
5.1
8.6
4.7
4.5
9.0
4.6
6.0
8.0
2.0
1.5
1.2
1.5
1.3
1.7
1.2
10
1.5
4.01
5.39
3.88
2.84
3.18
3.34
2.76
3.27
2.76
-
5.8
9.7
6.4
4.8
8.2
5.5
4.8
11.1
6.8
Pag .60
Experience Database
Table 5.6
Station
Bacau
_
Control (corner) periods of response spectra
Comp Aug 30, 198S May 30, 1990 -May 31, 1990
Tc
TD
Tc
TD
Tc
TD
s
s
s
s
s
s
0.38
2.19
0.23
1.80
NS
0.31 ' 1.67
0.42
4.65
0.46
2.36
0.40
z
4 25
0.43
EW
2.70
0.49
1.55
0.26
1.43
EW
0.98
0.54
0.90
0.18
0.36
0.33
1.46
5.09
1.48
2.30
1.50
0.85
0.34
0.16
0.55
0.29
0.20
0.76
0.20
0.37
0.26
Cemavoda
—
NS
Z
EW
0.77
0.59
0.49
6.61
6.72
6.38
0.50
0.80
0.52
Focsani
NS
Z
EW
NS
0.74
0.24
0.49
0.49
1.84
4.99
2.10
1.67
0.33
0.90
0.30
1.26
0.47
1.24
0.22
1.30
0.42
0.98
1.14
1.03
0.80
1.50
0.75
1.03
2.30
1.42
2.57
1.90
5.53
4.94
1.30
1.14
0.97
3.03
2.00
4.52
Bariad
I
BucharestMagureie.lNFP
_
Carcaiiu
_
lasi
Istrita
I
Muntele Rosu
(Cheia)
_
Surduc
A
Vrancioaia
_
Bucharest
ARM
A
Dochia
NS
Z
EW
NS
Z
EW
NS
Z
z.
EW
NS
Z
EW
NS
Z
EW
N40W
Z
W40S
NS
Z
EW
-
-
0.60
0.71
0.46
2.51
4.54
2.93
W3S
Z
S3E
NS
0.32
4.24
Z
EW
0.29
3.04
-
1.39
2.65
1.89
3.48
3.80
2.23
3.15
2.69
1.76
0.3.6
0.28
0.59
2.09
5.10
1.78
0.48
1.49
0.43
1.41
4.19
0.66
-
0.15
0.35
0.13
1.19
3 62
3.28
3.34
6 93
5.60
-
-
1.09
0.63
1.20
0.78
0.86
0.99
0.67
0.50
0.32
1.82
5.48
2.40
4.38
5.07
3.42
1.89
2.39
2.20
0.75
0.50
2.02
1.13
0.37
1.30
0.99
0.31
0.40
0.28
6.75
6.80
6.97
2.99
3 22
1.21
1.55
3.42
1.98
0.39
0.51
L0.50
-
Experience Database
Pag.61
Part il Experience database
6. Philosophy of an experience-based generic approach
As the data base of equipment qualified by testing has grown, it has become apparent
that "generic" seismic qualification in a broader sense is feasible. In other words, by
establishing and observing certain specified "similarity" rules regarding the use of a
specific category of equipment, no additional qualification effort may be necessary for
equipment which meets the "rules" for inclusion in a category. An equipment item can be
qualified by reference to qualification of an identical or similar item tested or analyzed to
levels that envelope the required response spectrum of the item to be qualified.
Thus, generic consideration is the first characteristic of this approach.
The second characteristics is use of "experience" data. There are four types of
experience data which have been used or are being considered for use :
• historical earthquakes
• testing
• analysis
•
Hybrid Qualification by Combined Analysis and Testing
5.1 Seismic Qualification by Earthquake Experience
The direct seismic qualification of items by the use of experience from strong motion
seismic events has seen limited but growing application, it has been only within the past
ten years that data from strong motion earthquakes have generally been collected in the
detail and quality necessary to provide the information required for direct application to
individual items. Such direct qualification requires that seismic excitation of the item at
its point of installation in the building structure effectively envelopes the reference or
required seismic design input motion. It also requires that the item being qualified and
the one which underwent the strong motion earthquake be the same mode! and type or
have the same physical characteristics and have similar support or anchorage
characteristics. In the case of active items it is also necessary in genera! to show that the
item performed the same functions during or following the earthquake, including the
potential aftershock effects. In general, the quality and detail of the information used to
directly qualify individual items of the basis of experience data should not be less than
those required for direct qualification by testing. As in the case of direct qualification by
analysis, testing on hybrid methods, earthquake experience may also be used as the
basis for qualification by the indirect method.
Experience Database
Pag .62
6.2 Qualification by Testing
The use of historical earthquake data has been informative, and it is expected that test
data will augment the historical earthquake data in several ways. This can best be seen
by considering the attributes of the two approaches. The attributes of earthquake data
are :
- Real earthquake motion are involved.
- Field mounting/anchorage are typical of actual installation.
- Naturally aged equipment forms the data set.
- For nuclear power plant equipment that is also found in non-nuclear facilities
(refineries or conventional power plants), the information base is large.
- Equipment has been subjected to realistic operational conditions.
- The data includes the effects of actual interfaces to connecting equipment or
systems.
Test data offer a somewhat different set of attributes. Because of this, the two
methods complement each other:
-Tests involve relatively high levels of simulated earthquake input motions that
are measured and documented.
- Test methods incorporate a number of conservative aspects.
- Floor Required Response Spectra (RRS), used as test input criteria.
- Over-testing is common (to "envelope" the RRS).
- Broad-band Test Response Spectra (TRS) are typically used.
- Generally, the Zero Period Acceleration (ZPA) of TRS is several times greater
than that of the RRS.
- Documented functional tests are normally included.
- Some failure mode information is available.
- Some fragility test data exist (from tests to failure).
- Some artificially aged equipment (thermally aged, irradiated) has been tested.
Experience Database
Pag .63
Because of these attributes , it is believed that test data can provide additional
information which will be beneficial, particularly in showing that many equipment items
are sufficiently rugged to perform satisfactorily.
!t is commonly used to qualify industrial equipment which is impossible to analyze and
whose functionality before, during and after an earthquake has to be assured. The most
common form of seismic qualification by dynamic testing uses shaking tables. The
component to be qualified is mounted on a programmable shaking table and table
provides the required base motions to the component.
When reduced scale testing is performed, similarity requirements associated with indirect
methods of seismic qualification must be considered.
6.3 Qualification by Analysis
Seismic qualification by analysis is generally applied to items such civil engineering
structures, tanks or distribution systems. In the analytical approach to seismic
qualification, the actual component or subsystem is modeled by a mathematical model.
Subjected to seismic excitation, a set of structural mechanic parameters such as stress,
load and deformation is used to quantify the response of the subsystem. Judgment on
qualifying the subsystem is based on comparison of the calculated responses to
allowable responses. Broadly speaking, the modeling can be classified into static
modeling and dynamic modeling. Static modeling is used when the subsystem is
sufficiently rigid so that its fundamental frequency exceeds 33 Hz. For more flexible
subsystems, dynamic modeling is necessary to take into account the possible dynamic
amplification effect due to seismic excitations.
Especially after Kobe 1995 earthquake , as after California 1994 (the so called "California
- Kobe symptoms "), the seismic qualification by pure analysis began to be banished
from the most up-to-date norms. And that because structural engineers are now again
questioning about what to do in order to offer public credibility like" antiseismic safety".
It must be said that comparison are pointing out sensible differences between dynamic
identification of industrial equipment performed by pure analytical methods and that
performed by experimental approaches, which differences results in unacceptable high
level of approximation regarding the maximum actual stress, strain, load or deformation (
key parameters for acceptability in seismic qualification). And, one of a lot of other
things, the damping factors used in the "analysis" of equipment should be based on field
testing and experience (the quantity of insulation, the size, location an number of
supports gaps, the frequency of response and the use of elastoplastic or energy
absorbing support devices may all have an effect on the damping).
The main drawback in qualification by analysis of so complicated structures as shows
industrial equipment is the possibility (maybe certainty) of human error through modeling
(and also the inherent approximations). Modeling accuracy depends on the analysts' skill
in representing the subsystem and its boundary conditions in an analytical modei. The
Experience Database
Pag.64
analytical mode! has to be sufficiently detailed to include all probable modes of failure
under seismic excitations. The inappropriate representation of boundary conditions and
treatment of nonlinear gap effects can have a large influence on the calculated response,
although such modeling uncertainties are not readily quantifiable in general terms.
Virtually assuming that the mathematical mode! is properly formulated, there is the
uncertainty of material properties and representation of the energy dissipation
mechanisms which are commonly lumped under the heading of equivalent viscous
damping. An accurate representation of damping is very difficult (as we already said)
because the generally lack of knowledge of the energy dissipation mechanisms involved.
The equivalent viscous damping value is a function of the materials used, the
construction details and the stress level. I table 6.1 it is presented a comparison between
natural frequencies obtained by analysis, shaking table and low impedance experiment.
One other important disadvantage in industrial equipment qualification by analysis is that
it is difficult (even impossible) to demonstrate functionality.
All things mentioned before contribute to assume that pure analytical method is a very
important too! in seismic qualification of industrial equipment, but only as a second step
in hybrid method.
6.4 Hybrid Qualification by Combined Analysis and Testing
The hybrid combined analysis and testing method is the best approach to seismic
qualification of industrial equipment which makes use of the advantages of both methods.
The commonly used procedures are given below :
a. A vibration test is performed and the dynamic characteristics and system parameters
are identified, using identification techniques. A simplified analytical model is then
generated and the model parameters are adjusted to match the test identified values.
This calibrated mode! is then used to generate response spectra for equipment and
appendages on the system.
b. Another application of combined analysis and testing is the experimental verification of
analytical models and model assumption. Generic type calification of equipment are best
performed by this technique, because of low-costs and high credibility. Dynamic in situ
complete modal identification of equipment structures by low power experiments is
performed and then a technique is proposed , which systematically adjust the mode! of
the equipment ( finite element model, by instance) to produce an update mode! in
agreement with measured modal results. One of the possible approaches is to consider
the desired perturbations in stiffness and damping matrices as gain matrices in a feedback control algorithm designed to perform eigenstructure assignment. The improved
stiffness and damping matrices combined with the analytical mass matrix, more closely
predict the modal test results. The technique is applicable to undamped, proportionally
damped, as well as non-proportionally damped items. Therefore, the method utilizes the
Experience Database
Pag.65
"in situ" test data available in the form of natural frequencies, damping ratios and mode
shapes.
When is needed, the functionality is more completely analyzed by testing
equipment on small and non-expensive vibrators.
parts of
Test methods in which the test specimen can be excited to clearly define the mode
shapes and natural frequencies of the test specimen are acceptable. The acceptance
criterion shall demonstrate that sufficient data has been recorded to identify and clearly
define all natural frequencies and mode shapes within the frequency range of seismic
input motion ( 1 Hz to 33 Hz).
+ Equipment/Type
"G" construction, protection
slieatii
Signal box
Electric switch box for
mechanisms driving
Heating & ventilation variator
(included for instance)
Low voltage distribution panel
with apparatuses
Seismic
experiment
Manufacturer
Natural resonant frequencies between 0-40Hz
Calculated by a team from:
"Politehnica" University Civil Engineering Institute
of Bucharest
of Bucharest
40
Low-unpedance
experiment
ITRD Pascani
23.4 (H)
Electrocontact Botosani
Contactoare
Buzau
Electrotehnica S.A.
16.4 (V)
22.6
26.4 (H)
70 (V)
26
18
120
135
17
23
26
70
Automatica
3.8
4.7 and 7.4
10
16
14
22
5
5 and 7
19
10
16
10
15
12
16
12
6
5.5
5
19
36
22 38
40
12 23
38
24 20 -
5; 14 and 26
22
- 23 40
- 26 40
7; 21; 30
-40
-40
17; 22;30
1; 22; 24; 30
30
24
24
(H)
Main distribution Panel I
6.3
Automatica
4.9 (H)
Main distribution Panel II
Automatica
!
5
Low voltage panel PL 32
Automatica
:
5.2; 14.5 and 27
(H)
(V)
15.75 and 27.8
13 and 30.1
Low voltage panel PL 19
Automatica
Low voltage panel PL 1620
Automatica
10
-
-
16 and 27
13 and 30
(H)
10
6,3; 21,4; 30
20
11
CH)
Honeycomb type chiller
Electroputere Craiova
-pump head:
16.5; 22; 29
16.8;22;23.4;29
17
(H)
16.5 (V)
-casing:
17.8
couldn't be calculated
couldn't be calculated
18
(H)
23.4; 27.3 (V)
Table; Natural frequencies of various equipment (H=horizontal; V=vcrtical)
23,28
Experience Database
Pag .67
7. Approach and scope
The study approach involved the identification, collection, and aggregation of existing
qualification and fragility test data into a computerized data base. First, the sources of
test data were identified, then test data were extracted from the available test reports and
collected into a structured data base. Once the data had been collected, they were
aggregated into sets for which a Generic Equipment Ruggedness Spectrum (GERS)
have to be constructed.
Table 7-1 lists equipment of interest (items required for hot shutdown) as defined by
SQUG/USNRC. Based on the EPR1 study, equipment was classified as mechanical,
electrical, or relays. The specific equipment classes include :
• Batteries on Racks
• Battery Chargers
• Inverters
• Motor Valve Operators
• Electrical Penetration
Assemblies
• Distribution Panels
• Switchgear
• Transformers
• Motor Control Centers
• Control Panels
^Contactors and Motor Starters
• Switches
• Manual Control Switches
• Transmitters
• Instrument Rack Components
• Solenoid-Operated Valves
• Air-Operated Valves
• Safety Relief Valves• Automatic Transfer Switches
• Chillers
• Motors
Experience Database
Pag.68
TABLE 7.1
TYPICAL HOT SHUTDOWN EQUIPMENT LIST
Mechanical Equipment
1. Vertical pumps and motors
2. Horizontal pumps and motors
3. Motor-operated valves
4. Air-operated va!ves(inc!uding solenoid valves)
5. Heating, ventilation and air-conditioning HVAC;
6. Pumps (turbine driven, diese! driven
7. MSIVs (Main Steam Isolation Valves)
8. Pilot-operated safety/relief valves
9. Spring-operated safety/relief valves
10. NSSS mechanical equipment (Control Rod Drive Mechanisms)
11. PORVs (Power Operating Relief Valves)
12. Air compressor and air accumulators
13. Heat exchanges, tanks ( anchorage review only)
14. Atmospheric steam dump valves
Electrical Equipment
1. Low-voltage switchgear
2. Metal-clad switchgear
3. MCCs (Motor Control Centers)
4. Transformers (unit substation type)
5. Motor-generator sets
6. Distribution panels
7. Batteries and battery racks
8. Battery chargers
9. Inverters
1Q. Diese! generators and associated equipment
11. Electrical penetration assemblies
12. Transformers (other than unit substations)
13. Automatic transfer switches
14. Remote shutdown panels
Instrumentation
1. Transmitters (pressure, temperature, level, flow)
2. Switches (pressure, temperature, level, flow)
3. Resistance temperature detectors and thermal couples (RTDs and T/Cs)
4. Relays
5. Control panels and associated components
6. instrument racks and associated components
7. Instrument readouts (displays, indicators such as meters, recorders, etc.)
8. Neutron detectors
Experience Database
Pag.69
8. Database structure and description
8.1 Data Availability
The Post - earthquake investigation (P!) Project must be setup to conducts
reconnaissance and detailed research investigations of the performance of power and
industrial facilities affected by earthquakes. The objective is to gather field experience
data on structures and equipment similar to those in nuclear plants and to study the
genera! seismic behavior of power and industrial facilities. Such investigations form the
foundation of the experience based approach to seismic evaluation of equipment. This
effort is also the main vehicle by which the earthquake experience database is
maintained and kept credible and viable for future equipment qualification use.
An updated, current base of data is essential to the credibility of the experience-based
approach to seismic qualification of equipment. The continuing PI investigations of the
performance of power and industrial facilities in earthquakes is needed to substantiate
and where possible, increase the ruggedness levels developed to date, to broaden the
scope of equipment types, and to identify, for special consideration, outliers or deviations
from the base of observed behavior. The PI investigations are the only way to evaluate
the seismic performance of equipment in its actual installed and operating environment.
They also provide insights into seismic behavior of structures and their effects on
equipment and serve to identify new areas of earthquake vulnerability, and research
needs such as the behavior of electrical switchyard equipment.
In US the Pi project maintains a network of contacts with 45 US nuclear utilities and with
foreign organizations (primarily through utilities and the Earthquake Engineering
Research Institute (EERI) to obtain information after an earthquake. EPRI has also
established a poo! of 30 expert investigators from 17 organizations from which to form an
investigation team. When an earthquake occurs, EPRI makes an immediate assessment
of its significance based on information about its general effects on developed areas. If
the earthquake is considered significant, EPRI sends a reconnaissance team to the area
immediately for a period of up to a week to identify and investigate local facilities. !f a
sufficient number of facilities are found in the area and ground motions are high (above
.2 g to .25 g), a research team revisits that area
A key element of the approach is the availability of existing experience/test data which
is complete and adequate for the purpose of constructing GERS. Earthquake data mainly
may be found in the post earthquake reports owned by utilities. In the absence of a
organized program regarding post earthquake investigation, site nstrumentation,
screening and fileing of the earthquake data it is very difficult and time consuming to
collect such information at required quality.
Test data are owned either by manufacturers or utilities and reside either in their files or
in those of the test laboratories. Test data are of varying degrees of quality depending on
date of test performance and institutional variations in procedure and experience.
Consequently, an approach to data collection should be developed to observed
proprietary restrictions where necessary, while still obtaining the needed information.
Experience Database
Pag.70
Data are available principally in two forms : 1) test reports or 2) Seismic Qualification
Review Team (SQRT) report forms.
Data sources have included :
• test laboratories,
• utilities,
• vendors,
• other institutions such as national laboratories and architect-engineering firms.
The general types of information required are equipment description (type, size, weight,
etc.) . Information is also collected concerning the year of testing , type of test (e.g.,
biaxial , sine, etc.), the test spectra, physical modifications (if any), failure mechanism (if
any), and operational requirements and performance.
Test data was provided by EUROTEST SA (test lab.), under a cooperative agreement.
S&A has also a cooperative agreement with ISPE (utilities engineering company) to
provide earthquake data from a selected number of electrical plants. Unfortunately ISPE
did not provide us the requested data. The process of earthquake data acquisition is
steel ongoing.
8.2 Data Requirements
Engineering judgment is required to assess how many data points are required and to
define the inclusion rules (rules for membership in the class or "club" of equipment).
The library of historical earthquake data used by US SQUG has anywhere from 50 to 500
pieces of data per equipment class. As there was some uncertainty as to the input
during the historical earthquake, it was felt that a large number of data points in different
earthquakes was helpful in offsetting this uncertainty. In addition, equipment details
(model number, year of manufacture, etc.) were not known with certainty, thus a large
data sample tended to account for class diversity. With test data, the uncertainty is less
since the input motion amplitude and the equipment condition are known, as fewer data
points are required-experience showed that 5 to 10 were sufficient.
Experience Database
Pag.71
9. Collection procedure
Figure 9-1 outlines the data collection process. Data are extracted from a test reports or
Seismic Qualification Review Team (SORT) Forms. These are first reviewed by an
equipment qualification engineer to determine if the data are suitable for inclusion in the
data base. The initial screening criteria are :
• Does the equipment item match the specifications of one of the hot shutdown
fist classes? (Table 7.1 )
• Does the report adequately describe the equipment and test procedures ?
• Does the report include test response spectra (TRS) and all other necessary
information?
If, in the reviewing engineer's judgment, the test report meets the requirements for
inclusion in the data base, certain data are extracted and entered into a computer file,
where they are organized in "fields" for subsequent manipulation and accessing.
The database fields provide a basic description of the equipment item and summarize the
information available. The database includes information concerning :
• equipment descriptors;
• size, weight, and manufacturer/mode! code number;
• year of testing ;
• type of tests and test documentation ;
• anchorage used during testing;
• number of sub components tested (if detailed in the test report);
• quantification of available TRS ;
• any exceptions or comments related to performance during testing; and
• any failures.
In this report, the term "exception" refers to a variation that results from problems with
test fixtures, test procedures, or test methods. Test organizations also use the term
"anomalies" to describe these variations in order to distinguish them from actual
equipment failures. The term "failure" refers to inability to meet the acceptance criteria
Experience Database
Pag.72
during or after a dynamic test. In most instances, a failure will be equipment malfunction
and not structural failure.
The spectra reported are generally TRS. The only time TRS would not be used is if they
were not available, or if they could not be used due to proprietary considerations. In
either of these situations, the Required Response Spectra (RRS) would be used instead
given that the test report or equipment file indicated that the test level enveloped the
RRS.
In test report, the TRS are shown either as graphs or as discrete ordinate values of
spectral acceleration. The TRS data must be stored in the data base as discrete values
at selected frequencies. The data base also includes the spectral damping value, TRS
type (SSE or OBE), and test direction. Since some test specimens may contain sub
components tested at the same time and which may also be of interest in the data file,
they are also included in the data base along with the corresponding in-equipment TRS.
Equipment must be classified by evaluating design details and material which affect
dynamic response and ability to resist loads. Equipment types which have similar
operating principles and design features, but differ mainly in size, could be classified in
the same subclass. If there are significant differences, a different classification (i.e., a
subclass) would be used. The final result is to identify low-diversity sets of data, or
"clubs", appropriate for the equipment items that are included.
In a typical test report, there are multiple TRS, since at least five OBE tests and one SSE
test are performed in one direction, then repeated for a second direction. They may be
slight variations in amplitude for different inputs in the horizontal and vertical directions.
After all the information has been entered into the data base, it is reviewed and
independently checked for accuracy with respect to test report information. Once the data
have been collected and checked, they must stored on magnetic media.
Pag.73
Experience Database
Figure 9.1 Data collection process
Obtain Test
Report
Reviw Data for
Suitability and
Completeness
No
Yes
Assign code numbers
Select
Representative
Spctra
Enter in
Database
Store on Disk
&
Transmit to Central
Data Bank
Reject Data if incompite
or unsuitable
Pag. 74
Experience Database
10.
Experience data
Based on equipment list (Table 7.1) two cooperation agreements have been set with
ISPE and EUROTEST (electric engineering company and test lab.). We received only
preliminary information from ISPE based on site visit performed to Bucharest West and
Brazi electrical plants. Both plants have been heavily affected during the 1977
earthquake. The roof of the main electrical building collapsed and important structural
damages have been reported. For auxiliary structures where no structural damages have
been observed no equipment failure or malfunction were reported. For this reason ISPE
extended the investigations to other two electrical plants. Equipment check list forms
have been distributed. ISPE promised to provide us the filled checklist forms at the end
of October. This data will be reported as an addendum to the present report.
EOROTEST provide us very useful and good quality information. An equipment list
tested by EUROTEST is presented in table 10.1. Test data checklist for the following
equipment have been collected and are presented in appendix 1 :
No.
Generic Class
Equipment type
1.
Electric Motor
ASCEN, 0.63 Kw
2.
Electric Motor
ASAD 100-4, 2.2 Kw
3.
Air operated valve
Pneumatic Control Valve CSC 3/86
4.
Chillers
Honeycomb chiller for power transformer \
forced oil and air circuit
5.
Low voltage switchgear
Double microswitch ex-proof
6.
Batteries
Stationary batteries with tube plates
7.
Instruments
Electric flow signallizer for potential explos
atmosphere
8.
Instrument racks
Drawer Rack
9.
Instruments
Explosion-proof casing pressostat
10.
Instruments
Pressure gauge O60, axial head type G25
11.
Instrument racks
Valve supplying capsular pane! TCV
12.
Panel boards
Ex Signals box
13.
Switch boards
Low voltage panel
Experience Database
Pag.75
14.
Switch boards
Electric switch, box for driving closing/opening
mechanism
15.
Panel boards
Distribution pane! for illumination
In appendix 2 is presented a brief description of EUROTEST facility. The quality of
information provided by EUROTEST meet the requirement to be included into database.
Pag.76
ExpGrisnce Database
Table 10.1
No
1
2
3
4
5
6
7
SEISM TESTED PRODUCTS IN
SC EUROTEST SA
Item
Power Supplying Rack
design I.P.A. no. R4/449
73303-300
Frame Distributing Rack DR
design IPA no. R4/449
73303-200
Conventional Automation
Panel TC design IPA
no.447.73-801K-l-V5
d.c.Distribution Panel
. TCC-1-220V (rack DVDZ,D2)
design IITPIC diagram 2422185-37/c
: a.c.Power Supplying Panel for
MOV. design I1TPIC circuit
diagram 241-6671-01 &
; 241-6671-02 Panell(TF21i
l),3(TF21-3),4(TF22-4)
;
d.c. Panel T 24-801
Stationary Battery with Tube
:
Plates 16S-320
8
Stationary Batten,' with Tube
Plates 8S-640
9 ; Stationary Battery with Tube
I
Plates 16S-350
10
Explosion-Proof Casing
Pressostat with Membrana
I
Atmosphere separator
G9132153208010
j
11
Pressure Gauge 060 for
;
Automation, with Axial Pin
Type G25
12 !
Explosion-proof Casing
] Thermostat with Capillary
1 Tube & probe type G923
Manufacturer
I Automatica
Bucuresti
Test date
29.11.84
Test result
adequate
I Automatica
Bucuresti
29.11.84
adequate -
I Automatica
Bucuresti
29.11.84
adequate
I Automatica
Bucuresti
29.11.84
partial
adequate
1 Automatica
Bucuresti
29.11.84
inadequate
I Automatica
Bucuresti
I Acumulatorul
Bucuresti
I Acumulatorul
Bucuresti
I Acumulatorul
Bucuresti
I.M.F. Bucuresti
29.11.84
adequate
25.12.84
adequate
25.12.84
adequate
25.12.84
adequate
12.03.85
inadequate
I.M.F. Bucuresti
31.05.85
adequate
I.M.F. Bucuresti
31.05.85
inadequate
i
Pag.77
Experience Database
No
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
Item ~
Relative Presure electronic
transducer type FE-1GM (0.3-=0.5MPa)
Differential presure electronic
transducer type GFE-3DL
Differential presure electronic
transducer type GFE-3DH
Electropneumatic converter of
unifyed signals
type GELA-1043
Power supplying Rack
RA-1100-CO
Power supplying Rack 24Vdc
1DA1, design
Rl 449,73,304B/03.07
Conventional automation panel
P17-P18
Unit TF40, rack D,&A»
design IITPIC no 242 2424-01
Interlock equipment
TIB 19P-21P, design IPA no
449 73-304B/011
Auxiliary rack for signalising
& locking 1100 DASB-3
Control board Tec 9-24V
design IITPIC no. 242-2185
Control board Tec 5-24Vdc
design IITPIC no. 242-2185
Unit Tdc 220 racks DuD2tDi
design IITPIC 242-2372
d.c. Panel TCC 5/24V
D.C. Panel 9-24V
Automation Rack TCC 220
Conventional Automation
Panel P17P18
Conventional Power Supplying
Panel PA
Manufacturer
IEPAM-Barlad
Test date
31.07.85
Test result
partial
adequate
IEPAM-Barlad
31.07.85
IEPAM-Barlad
31.07.85
lEPAM-Barlad
9.08.85
partial
adequate
partial
adequate
partial"
adequate
Automatica Bucuresti
12.08.85
adequate
Automatica Bucuresti
12.08.85
adequate
Automatica Bucuresti
12.08.85
adequate
Automatica Bucuresti
12.08.85
adequate
Automatica Bucuresti
12.08.85
adequate
F.E.A. Bucuresti
14.08.85
adequate
Automatica Bucuresti
23.09.85
adequate
Automatica Bucuresti
23.09.85
adequate
Automatica Bucuresti
23.09.85
adequate
Automatica Bucuresti
Automatica Bucuresti
Automatica Bucuresti
Automatica Bucuresti
28.09 85
28.09.85
28.09.85
07.10.85
adequate
adequate
adequate
adequate
Automatica Bucuresti
06.11.85
adequate
Pag.78
Experience Database
No
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
Item
Separator Membrane for
Differential Pressure Electronic
Transducer FE-3DM+MS
Level Electronic Transducer
with Change-Over Switch
Reverser GFE 7BT
Turbulent Current Brake Control
Pannel TC-22R
Asynchronuous Three-Phases
Motor. Explosion Proof AS AD
80A-4; 0.55kW; 1500rpm; 380V
Asynchronuous Three-Phases
Motor, Explosion Proof AS AD
100-4; 2.2kW; 1500rpm; 380V
Asynchronuous Three-Phases
Motor, Explosion Proof AS AD
132-S-4; 5.5kW; 1500rpm;
380 V
Asynclironous Tliree-Phases
Motor, Type ASCEN 0,63kW
1500rpm
AdjustablePower Source
10-110Vd.c.;20A
Asynchronous Three-Phases
Motor, Type ASCEN
SN 12,5kW;1500rpm
Low Voltage Distribution Panel
with Detachable Drawers and
Apparatuses "Distribloc CNE"
G- Execution Protection Sheath
Signalling Box -Explosion-Proof
Code 7020 G I-1
Double Microswitch
Explosion-Proof
Code 6145 GI-1
Temperature Pneumatic
Transducer GT.PT
Capsular Bars 0.4kV; 2500A
Manufacturer
IEPAM Birlad
Test date Test result
23.11.85
partial
adequate
IEPAM Birlad
24.11.85
partial
adequate
Electromotor
Timisoara
IME Bucuresti
28.02.86
inadequate
20.02.86
adequate
IME Bucuresti
20.02.86
adequate
IME Bucuresti
20.02.86
adequate
IME Bucuresti
20.03.86
adequate
IPA Brasov
16.04.86
inadequate
IME Bucuresti
20.03.86
inadequate
I Automatica
Bucuresti
24.05.86
adequate
ITRD Pascani
I Electrocontact
Botosani
I Electrocontact
Botosani
10.06.86
30.06.86
adequate
adequate
01.07.86
inadequate
IEPAM Birlad
28.07.86
adequate
IPTE Alexandria
15.08.86
partial
adequate
Pag.79
Experience Database
No
46
50
Item
Electric Switch Box ExD 11BT4
for Driving Mechanisms of
Closing/Oppening
Electric Stationary Lead
Accumulators with Tube Plates,
Type PAS, for C.Ch.Drobeta,
8S-640
Electric Stationary Lead
Accumulators with Tube Plates,
Type PAS. for C.Ch.Drobeta,
16S-350
Main Distribution Panel
0.4kV; Type POWER CENTER
Control Box Type CC21
51
Control Box Type CC9
52
58
Lamp Fitting with' Incandescent
Lamps for NPP Type PCN
3x60W N4
Lamp Fitting with Incandescent
Lamps for NPP Type AIN 60W
Lamp Fitting with Fluorescent
Lamps Type FIPAD 01-240 N4
Hanged on 2 chains
Lamp Fitting with Incandescent
Lamps Type FIDIO 03-440 N4
Hanged on 4 chains
Lamp Fitting with Incandescent
Lamps for NPP Type PCN
lx60WN4
Lamp Fitting with Incandescent
Lamps for NPP Type AIN
60W N4
Mounted on Wall
Low Voltage Panel PL 1607
59
Low Voltage Panel PL 1610
47
48
49
53
54
55
56
57
Manufacturer
I Contactoare Buzau
Test date Test result
30.09.86 inadequate
I Acumulatorul
Bucuresti
13.11.86
adequate
I Acumulatorul
Bucuresti
13.11.86
adequate
I Automatica
Bucuresti
I Automatica
Bucuresti
I Automatica
Bucuresti
ELBA Timisoara^
04.11.86
adequate
10.11.86
adequate
10.11.86
adequate
28.11.86
partial
adequate
ELBA Timisoara
28.11.86
ELBA Timisoara
28.11.86
partial
adequate
partial
adequate
ELBA Timisoara
28.11.86
partial
adequate
ELBA Timisoara
28.11.86
partial
adequate
ELBA Timisoara
28.11.86
partial
adequate
I. Automatica
Bucuresti
I. Automatica
Bucuresti
22.01.87
adequate
22.01.87
adequate
Experience Database
No
60
Item
Low Voltage Panel PL 19
61
Low Voltage Panel PL 32
62
Low Voltage Panel PL 1620
63
Capsular Panel for Valve
Supplying TCV
Lamp Fitting with Incandescent
Lamp Type AEI 1x25 W N4
Mounted on Wall
Lamp Fitting for Safety
Illumination Type CDIA-01 N4
Lamp Fitting for Safety
Illumination Type CDIA-02 N4
Lamp Fitting for Safety
Illumination Type
LMCER-01 N4
Lamp Fitting with Mercury-Arc
Lamp for NPP
Type IEV 250 N4 RS,
Mounted on Wall
Rotameter Type Flow Indicator
with and without Limit Contacts,
DRD-92 G
Pilot Valve with Pneumatic
Control G-VCP 3/2
Lamp Fitting for Fluorescent
Lamps Type FIRA 01-240 N4
AdjustablePower Source
90-110Vd.c.;20A
Continuous Isotope Analysis
System for Heavy-Water
Asynchronous Three-Phases
Motor. Type ASCEN
SN 2,5kW; 1425rpm
Galvanic Separator SAN 11-NS
Current Signalling Unit
SAN 21-NS
64
65
66
67
68
69
70
71
72
73
74
75
76
Pag.80
Manufacturer
I. Automatica
Bucuresti
I. Automatica
Bucuresti
I. Automatica
Bucuresti
I. Automatica
Bucuresti
ELBA Timisoara
Test date Test result
22.01.87
adequate
22.01.87
adequate
22.01.87
adequate
26.01 87
adequate
14.02.87
partial
adequate
ELBA Timisoara
14.02.87
adequate
ELBA Timisoara
14.02.87
adequate
ELBA Timisoara
14.02.87
adequate
ELBA Timisoara
14.02.87
adequate
ITRD Pascani
28.02.87
adequate
IEPAM Birlad
07.03.87
ELBA Timisoara
16.03.87
partial
adequate
adequate
IPA Brasov
16.03.87
adequate
G-Plant
Rimnicu-Vilcea
IME Bucuresti
03.09.87
adequate
17.12.87
adequate
FEA Bucuresti
FEA Bucuresti
20.02.88
19.02.88
adequate
adequate
Manufacturer
Test date Test result
Item
Temperature Adaptor on 2
FEA Bucuresti
18.02.88
adequate
Connexions ELT-164 NS Wall
Mounting
Temperature Adaptor on 2
22.02.88
78
FEA Bucuresti
adequate
Connexions ELT-164 NS Field
Mounting
79
adequate
Galvanic Separator SG-36-NS
IEIA Cluj-Napoca
20.02.88
80
Current Signalling Unit
adequate
IEIA Cluj-Napoca
20.02.88
USC-36-NS
81
Electric Flow Sigriallizer for
IPEAPloiesti
09.11.88 inadequate
Potentially Explosive
Atmosphere and G-Execution
adequate
82
ITRD Pascani
Thermoresistance TTR 1.4.06.
26.01.89
NS III;'TTR 1.4.07. NS III; TTR
1.4.09. NS III
83
adequate
Electric Motor Type ASCEN
03.03.89
IME Bucuresti
0.63; 1395 rpm
adequate
84
ITRD Pascani ;
Protection Sheath TT 600-1018.03.89
R081-PT-A
adequate
85 Electric Compressor 4 ECR 350 I. "Timpuri Noi" Buc. 27.04.89
adequate
86
Forged Protection Sheath for
ITRD Pascani
29.05.89
C. Ch. Drobeta Tr. Severin
87
adequate
Flow-Meter Probe ANUBAR
ITRD Pascani
25.05.89
adequate
88
Room Thermoresistance
ITRD Pascani
08.08.89
Code TTR 7.2.01.7.4.9.01.0
Hor. Mount. & Vert. Mount.
adequate
89
Regular Thermoresistance
16.08.89
ITRD Pascani
Code TTR 1.6.1.7.3.5.1.0.1.0,
Nom. Length 750 mm, Hor.
Mount. & Vert. Mount.
90
Regular Thermoresistance
adequate
ITRD Pascani
16.08.89
Code TTR 1.3.1.6.3.5.3.7.2.0,
Nom. Length 500 mm, Hor.
Mount. & Vert. Mount.
91
Metallic Rack for 19" Drawers,
adequate
I. Automatica
11.09.89
D048
Bucuresti
92
Electric Motor Type ASCEN,
IME Bucuresti
adequate
23.11.89
lOkW, 1440 rpm, 380 V, class F
93
Distribution Panel for
I. Automatica
29.11.89
adequate
Illumination 5623-LP-33
Bucuresti
No
77
Experience Database
No
94
95
96
97
98
99
100
101
102
103
104
105
106
107
108
109
110
111
112
113
Item
Manufacturer
Generator Unit AGI 650-N
"23 August" Bucuresti
Thermostat with Capillary Tube
IMF Bucuresti
and Probe with 2 Microswitches,
code C 52 32
Simple Pressostat for Medium
IMF Bucuresti
Pressure, code 914
Valves Battery BR 472 AN 3
IEPAMBirlad
Ignition Device for Flare Head,
IPEP Bacau
Execution G-I-l
Level Magnetic Indicator
IAMC Otopeni
IMN-4G
Flow Measurement Elements
ITRD Pascani
with ANNUBAR Probe
Hydrogen Sulphide Sensor
IPA Craiova
Indication Device 1 AIS NS
IAEM Timisoara
Generator Unit AG I-650-G
"FAUR" Bucuresti
Devices Type NOTOR 3 AG
"Neptun" Cimpina
R400x4 for Electrical Driving of
Industrial Mechanisms
Devices Type NOTO 3 2AG for
"Neptun" Cimpina
Electrical Driving of Industrial
Mechanisms
Thermostat with Room Probe
IMF-SA Bucuresti
Code G.924.21.31.04.001.ON
Presostat with Diaphragm and
IMF-SA Bucuresti
Piston Code COS
Switch with Fusible IFAR 32A
Electroaparataj
Code 5329 D3 NS3
Bucuresti
IMF-SA Bucuresti
Pressure Gauge d>60 for
Instrumental Air Code N.02.2
Monopoled Automatic Switch
Electroaparataj
100A Code 4805 D5 UWN 4R
Bucuresti
Microcontact with Hinged Arm
Electroaparataj
Code 3368 D3 NS3
Bucuresti
Switch with Fusible IFAR 100A
Electroaparataj
Code 5327 D5 N4R
Bucuresti
Triphased Inductive Reactance
ICPE-SEE 14
40uHz; 600A
Bucuresti
Code RIT 40-600-3 80-NS III
Pag.82
Test date Test result
01.12.89
adequate
12.12.89
adequate
12.12.89
inadequate
23.01.90
26.01.89
adequate
adequate
11.07.90
adequate
22.08.90
adequate
11.09.90
26.09.90
30.10.90
19.12.90
adequate
adequate
adequate
partial
adequate
19.12.90
partial
adequate
25.09.91
adequate
26.02.92
adequate
15.05.92
adequate
02.06.92
adequate
12.06.92
inadequate
12.06.92
adequate
15.06.92
adequate
06.07.92
inadequate
Pag.83
Experience Database
No
114
115
116
117
118
119
120
121
122
123
Item
Automatic Switch AMRO-16A
Code 4635 D5NS3R
Galvanic Separator SG 36 NS
Relay RI 13, RS-72500 AT with
PlugCF-llVd.c.
Honeycomb Type Chiller with
Forced Air and Oil Circulation
for Power Transformers
RTCF-150
Combinated Distribution Electric
Panels 48V d.c./220V ax.
PL 1585A/PL1581A
TD 55000-072
Intermediate Miniature Relay for
d.c. Type RM-S, N 81001
Galvanic Separator SAN 11 NS
Current Signaling Unit
SAN21NS
Temperature Adaptor Connected
on Two Wires ELT 164 NS
Differential Presostat with
Diaphragm and Piston
Code N04.2
Manufacturer
Electroaparataj
Bucuresti
IEIA CIuj
Relee SA Medias
Test date Test result
adequate
15.10.92
30.11.92
09.12 92
adequate
adequate
SC TRAFOElectroputere SA
Craiova
23.04.93
adequate
I Automatica
Bucuresti
07.06.93
adequate
Relee SA Medias
15.07.94
adequate
FEA SA Bucuresti
FEA S A Bucuresti
15.09.94
19.09.94
adequate
adequate
FEA S A Bucuresti
22.09.94
adequate
IMF S A Bucuresti
15.11.94
adequate
Experience Database
11.
Pag.84
Conclusion
The scope of this research project is to initiate seismic experience database collection for
mechanical and electrical equipment listed in table 7.1. The first part of the study
presents seismic information collected from the seismic national networks. Also a
comprehensive probabilistic hazard analysis for the Vrancea earthquakes have been
performed based on available instrumental and historical data. The results of the hazard
analysis provide the magnitude-recurrence relationship, ground motion attenuation and
site depended response spectra as a background for the seismic experience database.
Taking into account:
- the deep structure of the Vrancea source where three tectonic units come in
contact
- the stability of the angles of the fault plane and the motion on this plane
- historical data of the seismic events reported in the last 200 years
- instrumental data for 1977, 1986 and 1S90 Vrancea earthquakes
- the ellipse-shape of the macroseismic field produced by the Vrancea source
it was observed:
- slower attenuation on the direction of the fault plane (N45E) compared with the
normal direction (N135E)
- faster attenuation for deeper earthquakes and /or greater magnitudes
- greater standard deviation of the attenuation function for deeper earthquakes
and greater magnitudes
- vertical acceleration attenuation slower than horizontal acceleration attenuation
- velocity attenuation faster than the acceleration attenuation and lower than the
displacement attenuation
- in soft soil conditions the predominant period has the tendency to become lower
as the energy of the earthquake increases;
-the width of the frequency band has the tendency to become narrow as the
energy of the earthquake increases;
- the dynamic amplification factors have the tendency to decrease as the energy
of the earthquake increases
Predicted values of the peak ground acceleration for 50 and 84 percentile, as function of
hypocentra! distance, return period of magnitude and azimuths are presented. Note that a
good prediction have been obtained for a return period up to 100 years.
Further research it is necessary in order to consider the correlation between the free field
motion characteristics and soil data.
Considering theUS experience, the second part of the study describe the philosophy of
an experience based generic approach, database structure and collection procedure.
Also data availability and data collected are presented. Mote that in Romania there are no
Experience Database
Pag.85
coordinated programs for post earthquake investigation, or seismic experience data
collection. Considering the limited budget of this project, cooperation agreements have
been set with ISPE (electric utility engineering company) and EUROTEST (test lab). In
order to collect seismic experience data checklist forms and an equipment list were
provided by S&A. Due to difficulties encountered during seismic data collection from(no
post earthquake investigation reports, low cooperation of utility technical staff, etc.), this
process require more time and effort. The seismic experience data will be reported in an
addendum to this report until the end of this year.
So the experience data presented in this report comes only from the test laboratory
EUROTEST. They provide us a full list with mechanical and electrical equipment that
have been tested (proprietary information) and test data information for a limited set of
equipment. Also EUROTEST expressed their disposability for future cooperation. Note
that EUROTEST activity is based on a QA program and this is reflected in a good quality
of data.
This report demonstrate the availability of seismic experience data and initiate the data
collection process. The future of this process is strongly depended by creating an
organized an coordinated national/international program. A seismic expert team must be
set and maintained for post earthquake investigation, data collection review and
validation. Once the experience database will become operational the first benefit will be
the reduction of the seismic safety evaluation effort related with mechanical and electrical
equipment.
•
Experience Database
Pag.86
12.
References
2.1
Achauer U., Granet M., Deschamps A., Enescu D., Oncescu L., Zugravescu D.,
Demetrescu C , Fuchs K., Bonjer K.-P., Wenzel F., 1993. Lithoscope Contribution
to EUROPROBE's Vrancea Integrated Seismic Project (LEVISP),
Geophysicaiisches Institut, Universitat Karlsruhe
2.2
Achauer U., Oncescu L, Spakman W., Wortel R., 1993. EUROPROBE's
Dynamics of the
East Carpathian Arc Project (DECAP), Geophysicaiisches
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2.3
Bolt B.A., 1989. The nature of earthquake ground motion. Ch.1 in The Seismic
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Bonjer K.-P., Apopei I., 1991. Ermittlung und Vergleich von Skalierungsmodellen
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Deschamps A., Patau G. Lyon-Caen H., 1990. Study of an intermediate depth
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Physique du Globe de
Paris, Universite de Paris 7\
2.6
Deschamps A., Monfret T., Romanowicz B., 1986. Preliminary source parameters
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2.7
Constantinescu L, Enescu D., 1985. The Vrancea earthquakes. Editura
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2.8
Fuchs K., Bonjer K.-P., Bock G., Cornea !., Radu C , Enescu D., Jianu D.,
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2.9
Kanamori H., 1977. The energy telease in great earthquakes. J. Geol. Res., 82,
20
2.10
Katayama T., Seismic Risk as expressed by acceleration response of single
degree of
freedom system. Bulletin of Earthquake Resistant Structure
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2.11
Muller G., Bonjer K.-P., Stokl H., Enescu D., 1978. The Romanian earthquake of
March 4,1977.1. Rupture process inferred from fault-plane solution and multipleevent analysis. J. Geophys, 44, p.203-218
Experience Database
Pag.87
2.12
Oncescu M.C., 1987. On recurrence and magnitude of Vrancea earthquakes (in
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2.13
Radu C , 1974. Contribution a I'etude de la seismicite de la Roumanie et
comparaison avec la seismicite du bassin Mediterraneen et en particulier avec
la seismicite du Sud-est de la France. These de Dr. Sci. Universite de
Strasbourg
2.14
Radu C , Oncescu M. C , 1980. Focal mechanism of Romanian earthquakes and
their correlation with tectonics. I Catalogue of fault plane solution (in Romanian).
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Rakers E., Muller G., 1982. The Romanian earthquake of March 4, 1977. Ill
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2.15
2.16
Tavera J., 1991. Etude des mecanismes focaux de gros seismes et sismicite
dans la region de Vrancea-Roumanie. Institut de Physique de Globe de Paris,
Universite Paris 7
2.17
The March 4, 1977 Romanian earthquake, Editura Academiei, Bucuresti 1982, (in
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3.1
Algermissen ST., Leyendecker E.V., 1992. A technique for uniform hazard
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3.2
Cornell C.A., 1968. Engineering seismic risk analysts. Bulletin of the Seismological
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3.3
Drakopoulos J.C., 1984. Report for the Task Group on Calibration of attenuation
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3.4
Esteva L.T Rosenbtueth E., 1963. Espectros de temblores a distancias moderadas
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3.5
Joyner W.B., Boore D.M., 1981. Peak horizontal acceleration and velocity from
strong-motions records including records from 1979 Imperial Valley, California
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3.6
Kamiyama M., O'Rourke M.J., Flores-Berrones R., 1992. A semi-empirical analysis
of strong-motion peaks in terms of seismic source, propagation path and local site
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Experience Database
Pag. 88
3.7
Lungu D., Aldea A., Demetriu S., 1995. Seismic zonation of Romanian based on
uniform hazard response ordinates. 5th International Conference on Seismic
Zonation, Nice, Oct. 17-19 (to be presented)
3.8
Lungu D., Demetriu S., Radu C , Coman O., 1995. Uniform hazard response
spectra in soft soil condition and EUROCODE 8. 7th International Conference on
Application of Statistics and Probability in Civil Engineering, ICASP-7, Paris, 10-13
July (to be presented)
3.9
Lungu D., Demetriu S., Radu C , Coman O., 1994. Uniform hazard response
spectra for Vrancea earthquakes in Romania. 10 * European Conference on
Earthquake Engineering. Vienna, Aug.28-Sept.2, Proceedings.
Balkema: Rotterdam
3.10
Lungu D., Demetriu S., Coman O., 1994. Prediction of Vrancea strong motions for
design. Second International Conference on Computational Stochastic Mechanics,
Athens, Greece, June 13-15
3.11
Lungu D., Coman O., Moldoveanu T , 1995. Hazard analysis for Vrancea
earthquakes. Application to Cernavoda NPP site in Romania. 13th International
Conference on Structural Mechanics in Reactor Technology, Porto Alegre, RS,
Brazil, Aug. 13-18.
\
3.12
Niazi M., Mortgat C.P., 1992. Attenuation of peak ground acceleration in Central
California from observations of the 17 October, 1989 Loma Prieta earthquake.
Earthquake Engineering and Structural Dynamics, Vol.21, p.493-507
3.13
Radu C , Lungu D., Demetriu S., Coman O., 1994. Recurrence, attenuation and
dynamic amplification for intermediate depth Vrancea earthquakes. XXIV General
Assembly . European Seismological Commission, Athens, 19-24 Sept.
3.14
Radu C , Vlad M.N., 1991. Progress report of Romania for Task Group 3:
Correlation of macroseismic intensity with acceleration and other parameters of
strong ground motion, Zagreb, May 20-24, p.A2.7-A2.9
3.15
Radu C , Apopei I., 1977. Application of the largest values theory to Vrancea
earthquakes. Publ. Int. Geophys. Pol. Acad. Sc, A-5 (116), p.229-243
3.16
Radu C , Apopei I., 1977. Macroseismic field of Romanian earthquakes.
Symposium on the Analysis of Seismicity and Seismic Risk.Liblice, Oct. 17-22,
Proceedings, p. 193-208
3.17
Sigbjornsson R., Baldvinsson G.!.t 1992. Seismic hazard and recordings of strong
ground motion in Iceland. 10th World Conference on Earthquake Engineering,
Madrid, June 19-24, Proceedings, Vol.1, p.419-424. Balkema: Rotterdam
Experience Database
Pag.89
4.1
Anderson J.C., 1989. Dynamic response of buildings. Ch.3 in The seismic design
handbook, edited by Naeim F., Van Nostrand Reinhold, p. 81-119
4.2
ASCE 4-86. Standard for seismic analysis of safety-related nuclear structures and
Commentary. American Society for Civil Engineers, NY, 1986
4.3
ASCE 7-93 and ASCE 7-88. Minimum design loads for buildings and other
structures. American Society for Civil Engineers, NY, 1993 and 1988
4.4
CEN/TC 250/SC 8/N 83/ENV 1998-1-1, EUROCODE 8, 1993. Earthquake
resistant design of structures. Part 1-1: Genera! rules and rules for buildings.
Seismic actions and general requirements for structures
4.5
Clough R.W., Penzien J., Dynamics of structures. Me Graw Hill Book Co., NY
4.6
Ghiocel D., Lungu D., 1975 Wind, Snow and Temperature Effects on Structures
Based on Probability. Abacus Press, Kent, England
4.7
Kanai K., 1985. Engineering seismology. University of Tokyo Press, p.105-110
4.8
Kennedy R.P., Shinozuka M., 1989. Recommended minimum power spectra!
density functions compatible with NRC Regulatory Guide 1.60 Response
spectrum. Prepared for Brookhaven National Laboratory
4.9
Kennedy R.P., 1989. Comments on proposed revisions to standard plan seismic
provisions. Prepared for Brookhaven National Laboratory
4.10
Lungu D., Scherer R.J., Coman O., Zsohar M., 1994. On the Phenomenon of long
predominant periods of ground vibration during 1990, 1986 and 1977 earthquakes
from Vrancea source. Proceedings of the Second International Conference on
Earthquake Resistant Construction and Design, ERCAD, Berlin, 15-17 June.
Proceedings.Vol.1, p.51-59 .Balkema: Rotterdam
4.11
Lungu D., Coman O., Cornea T., Demetriu S., Muscalu L., 1993. Structural
response spectra to different frequency bandwidth earthquakes. 6th International
Conference on Structural Safety and Reliability SCOSSAR '93, Innsbruck, Aug. 913. Proceedings, Vol.3, p.2163-2170. Balkema: Rotterdam
4.12
Lungu D., Cornea T., Demetriu S., 1992. Frequency bandwidth of Vrancea
Earthquakes and the 1991 edition of Seismic code of Romania. 10th World
Conference on Earthquake Engineering, 19-24 July, Madrid, Proceedings, Vol. 10
p.5633-5638. Baikema: Rotterdam
4.13
Lungu D., Popovici A., Cornea T., 1992. Studies concerning the structural
behaviour of buildings in Bucharest to Vrancea earthquakes. First Internationa!
Experience Database
Pag.90
Conference on Disaster Prevention in Urban Areas, ICDPUA-1, Teheran, May 1113
4.14
Lungu D., Cornea T , 1990. Grounding of design forces in Romania based on
Vrancea seismic records of 1986 and 1977. 9th European Conference on
Earthquake Engineering, Moscow, Sept., Proceedings, Additional Vol., p.63-72
4.15
Lungu D., Demetriu S., 1990. Duration effect on RMS acceleration. Application for
Vrancea and Armenia earthquakes. 9th European Conference on Earthquake
engineering, Moscow, Sept., Vol. 10A, p. 164-173
4.16
Lungu D., Cornea T., 1989. The 1986 and 1977 Vrancea earthquakes. Stochastic
analysis of their spectral content and structural effects. Constructii Nr.3-4, p. 2550. (in Romanian)
4.17
Lungu D., Cornea T., 1988. Power spectra in Bucharest for Vrancea earthquakes.
Symposium on reliability-based design in civil engineering. Lausanne, July 7-9.
Proceedings Vol.1, p. 17-24
4.18
Lungu D., Ghioce! D., 1983. Probabilistic methods in structural design. Editura
Tehnica, Bucharest (in Romanian)
4.19
Martin R.G., Dobry R., 1994. Earthquake site response and seismic code
provisions. NCEER Bulletin, Vol.8, No.4, National Center for Earthquake
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4.20
Mohraz B., Eighadamsi F.E., 1989. Earthquake ground motion and response
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4.21
Okamoto S., 1985. Introduction to earthquake engineering. University of Tokyo
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4.22
Scherer R.J., Riera J.D., Schueller G.I., 1982. Estimation of the time-dependent
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4.23
Schueller G.I., editor, 1991. Structural dynamics. Recent advances. SpringerVerlag, Berlin Heidelberg
4.24
Schueller G.I., Shinozuka M., editors, 1987. Stochastic methods in structural
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4.25
Simos N., Philippacopoulos A.J., 1993. Theoretical bases of DIGES. Brookhaven
National Laboratory, Prepared for US Nuclear Regulatory Commission, 111p
Experience Database
Pag.91
4.26
Takizawa H., Jennings P.C., 1980. Collapse of a model for ductile reinforced
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4.27
Trifunac M.D., Brady A.G., 1975. A study on the duration of strong earthquake
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4.28
Vanmarcke E., 1984. Random fields: analysis and synthesis. The MIT Press,
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4.29
Withman R.V., editor, 1992. Proceeding from site-effects workshop. Oct.24-25
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7.1
Seismic Equipment Qualification Using Existing Test Data, EPR! NP 4297,
Oct. 1985
7.2
Generic Seismic Ruggedness of Power Plant Equipment, EPR! NP 5223s, Rev 1.
August 1991
7.3
S.J. Eder, R.P. Kassawara, Neil P. Smith, Future uses of earthquake experience
data, Proceedings of the fifth Symposium, Orlando Florida, December, 1994.
7.4
R.P. Kasssawara, P.W. Hayes, K. Mertz, The use of experience data for seismic
qualification of advanced plant equipmen. Proceedings of the fifth Symposium,
Orlando Florida, December, 1994.
7.5
K.K. Banyopathyay, R.M. Kenneally, Guidelines for seismic qualification of
equipement based on experience. Proceedings of the fifth Symposium, Orlando
Florida, December, 1994.
7.6
EUROTEST - Seismic qualification in EUROTEST- Bucharest. Analysis, Testing,
Earthquake Experience and Indirect Methods. Advanced in Modern Low-cost and
Reliable Seismic Qualification of Industrila Equipment. Research report 1995.
7.7
O. Felecan, A. Olaru, EUROTEST - A critical approch towards seismic
qualification by analysis for electrical equipment. First National Simposium on
High Voltage Tests, Mesurements and qualification of Electrical Equipment,
Craiova, Romania, Sept. 1996 - to be presented.
Experience Database
Pag.92
13. Acknowledgements
This work was supported by the INTERNATIONAL ATOMIC ENERGY AGENCY,
VIENNA, under Contract No.8233/N.
The KINEMETRICS INC., Pasadena, California generously made their strong motion
analysis software available for the investigation of Vrancea accelerograms used in this
report. We wish to thank very much to Jean Marie Fort and Dan Radulescu for this.
The report is the result of a co-operative effort made by the members of the group.
The data for the hazard analysis were obtained from: (i) Dr. C. Radu and M. Rizescu,
National Institute for Earth Physics, Bucharest-Magurele; (ii) Dr. H. Sandi and S. Borcia,
Building Research Institute, Bucharest; (iii) Dr. T. Moldoveanu, Institute for Geophysical
and Geotechnical Studies, Bucharest; (iv) Dr. Vasily Alkaz, Institute of Geophysics and
Geology, Academy of Sciences of Moldova, Chisinau and (v) Dr. M.C. Oncescu,
Geophysicalisches Institut, Universitat KarlsruheExperience data was collected in cooperation with Ovidiu Feiecan - Program Manager,
Pomiliu Taras - Scientific Director from EUROTEST and losif Bilcan - Head of Thermomechanical Department, Nicoiescu Nicolescu - Head of high pressure pipes, from ISPE
Bucharest. We wish to thank very much for their cooperation and contribution to this
report.
Experience Database
Pag.93
APPENDIX
Equipment test data
1. FORM ID: MOT 002
2. GENERIC CLASS: Electric Motor
3. GENERAL EQ. TYPE: Electric motor type ASCEN
4. SPECIFIC EQ. TYPE:
- nominal power: 0,63 kW
- nominal voltage: 380 V a.c.
- nominal rpm: 1395
- nominal frequency: 50 Hz
- cos cp = 0.749
- insulation class: F
- current intensity: 1,76 A
5. MANUFACTURER STANDARDS: STRNS 396/87; NTRNS-0-Appendix 4; STRNS
397/24.10.88
6. MANUFACTURER/MODEL: IME-Bucuresti / 14 F 4 T-4 F IM 1001
7. SIZE: 344 x 230 x 230 nun
S. WEIGHT: 42 kg
9. ELEVATION (CG): 100 mm (est.)
10. SOURCE OF INFO.: seismic test
i
11. TEST ORGANIZATION: LCCNE - ICPE (nowadays EUROTEST SA)
12. TEST PLAN: 397/24.10.88 & 397A/18.11.88
13. TEST REPORT: 3.1. 5061 , 03.07.1989
14. ENVIRON. QUAL,: - Thermal accelerated ageing (B.I. 5344/10.11.1989; B.I.
5086,04.03.1988). Description:
- specimens: three dismantled motors (rotor + siator)
- temp.: 200 deg. C, duration: 514 h
- Radiation (B.I. 5131/31.03.1988)
- Specimens: three motors
- Flow: 400 KRad/h; Integrated dose: 40 Mrad; Duration: 100 h:
Temp.: 21-25 degC
Humidity: 45-55%; Press.: 1 atm
- Vibration ageing ( B.I. 5306/12.09.1988)
- Acceleration: 1.5 g; Frequency: 50 Hz: Duration: 1 h
- During test, motors were running, unloaded
15. TEST DATE: 02.1989
16. INPUT DIRECTION: Triaxial. simultaneous, independent inputs
17. TEST TYPE: - triaxial, monotrequency
- sine sweep. 5 octave/min
- frequency range: 1 + 44 Hz
- 5 DBE
18. FUNCTION" MONITORED: RPM, idle running
19. ACCEPT CRITERIA: - no abnormal voltage or spurious operation
- no structural damages
20. RESONANT SEARCH: not measured; used damping ratio: 1%
21. TEST MOUNTING: floor, on support plate
22. ANCHORAGE: - 4 bolts M8x25, nuts, washers and Grower washers - motor on support
- 4 bolts M10x75, nuts, washers and Grower washers -support on table
23. DAMAGE: none
24. COMMENTS: - RRS required by STRNS 396/87 are in accordance with
TENDERING DOCUMENTS
79 RN 34322-003(R) - Add No.2 - App 1 and
79 RN 34612-001- Add No.2 - App - SEISMIC REQUIREMENTS
- Damping value: 1 %
- Motor running and RPM variation have been estimated by noise
monitoring
- Support - bolted steel plate 230 x 230 x 20
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1. FORM ID: MOT 001
2. GENERIC CLASS: Electric Motor
3. GENERAL EQ. TYPE: Asynchronous three-phases motor - explosion proof
4. SPECIFIC EQ. TYPE:
- nominal power: 2,2 kW
- nominal voltage: 380 V a.c.
- synchron speed: 1500 rpm
- nominal frequency: 50 Hz
- cos cp = 0,72
- insulation class: F
- protection degree: IP 55
- zone: I
5. MANUFACTURER STANDARDS: NTRG 189/83
6. MANUFACTURER/MODEL: IME-Bucuresti / AS .AD 100-4
7. SIZE: 405 x 340 x 250 (mm)
8. WEIGHT: 43 kg
9. ELEVATION (CG): 125 mm (wall mounting), 210 mm (floor mounting)
10. SOURCE OF INFO.: seismic test
11. TEST ORGANIZATION: ICPE-LCCNE (nowadays EUROTEST SA) + co-workers
for technical assistance
12. TEST PLAN: - / 27.11.1985
13. TEST REPORT: B.I. 295 • 20.08.1986
14. ENVIRON. QUAL.: ILS atmosphere resistance
- cone. 18-22 ppm: temp. 40-50 deg C; rel. humidity 70-80%
test duration 21 days
15. TEST DATE: 06.1986
16. INPUT DIRECTION: Triaxial independent inputs
17. TEST TYPE: - test frequency range: 3^31 Hz
- continuous sine test
- 10 cycles at each testing frequency
- 1/2 octave spaced test frequencies
- 5 (five) OBE
- 1 (one) SSE
18. FUNCTION MONITORED:
- before test and during OBE:
- phase current (idle running)
- absorbed input power (idle running)
- before and during SSE:
- insulation resistance
19. ACCEPT CRITERIA: - no abnormal voltage or spurious operation
- no structural damages
- noise level < 77 dB al a distance of 1 m
- vibration veloeitv •' 1.8 mm/s
20. RESONANT SEARCH: no resonant frequency was found within the frequency range
ofl-r-33-Hz.
- used value of damping ratio: 4%
21. TEST MOUNTING: - Ox & Oy: wall, on an L shaped support
- Oz: floor, on the same support
22. ANCHORAGE: - 4 bolts M8x25, nuts, washers and Grower washers - for the motor
- 4 bolts Ml0x75, nuts, washers and Grower washers - for the support
23. DAMAGE: none
24. COMMENTS: - support's amplification factor f a =l,l
- RRS and test sequence as required by NTRG 189/83
- the TRS envelops the RRS shaped for a percentage of critical
damping of 4%
AOQXQ 3
Pag.10 / 20
POZITIA DE MONTAJ
A MOJQARELOR PE
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1. FORM ID: VCP.001.
2. GENERIC CLASS: Air"Operated Valves
3. GENERAL EQUIPMENT TYPE: Pneumatic Control Valve
4. SPECIFIC EQUIPMENT TYPE: - work pressure
1 Obar
. - control pressure 1.5-1 Obar
- nominal diameter 4mm
- valve position
normally closed
- spring reseted valve
5. MANUFACTURER STANDARDS: CSG 3/86 + Changes 1 and 2
6. MANUFACTURER / MODEL: I.E,P.A.M. Birlad / G - VCP 3/2
7. SIZE [mm]:
55x36x20
8. WEIGHT [kg]:
0.300 (est.)
9. ELEVATION [mm]: 10 (est.)
10. SOURCE OF INFO: Seismic test
11. TEST ORGANISATION: Lab. INCREST, Lab. I.C.P.E.-L.C.C.N.E.
12. TEST PLAN: 20A/7.02.1987
13. TEST REPORT: B.I. 10015/7.03.1987
14. ENVIRONMENT QUALIFICATION: -cvclic humid heat test:
- 2 cycles, 12+12 h each. +40 deg C &
return to 20 deg C. rel. humidity 90%
. -vibration test:
- a=3g, I h, f= 12; 18: 25; 40; 55 Hz,
without control signal & 1 h, same
frequencies & acceleration with 10 bar
control signal
-shattering test:
- a=lg; f=100 shatt..min; 40 min
- after each test airtightness and functioning have to be checked.
15. TEST DATE: 03/1987
16. INPUT DIRECTION: single axis
17. TEST TYPE: - continuous sine test
- 14 cycles at each testing frequency
- 1/2 octave spaced test frequencies
- test frequency range 1-3 3 Hz
- 5 (five) OBE along each axis
- 1 (one) SSE along each axis
18. FUNCTIONS MONITORED: - air-tightness of the pneumatic circuit was monitored
before, during and after the seismic test.
19. ACCEPT CRITERIA: - proper airtightness of the pneumatic circuit.
20. RESONANT SEARCH: - no resonant frequencies found in 1-33Hz frequency range
- the natural frequencies of the system - above 33 Hz
21. TEST MOUNTING: - vertical: -floor, on intermediate support
- horizontal (s/s, f b): -wall, on intermediate support
22. ANCHORAGE: - flange bolted on shaking-table (M26xl,5)
- intermediate support bolted on flange (4 screws MIO and nuts)
- specimen bolted on support (2 screws M4 and nuts )
23. DAMAGE: - no structural damage
24. COMMENTS: -Required qualification spectra (Ref. CSG 3/86) were table
input spectra.
A loss of control pressure was noticed at one of the two
tested valves. This loss had no influence on valve operating condition
and air-tightness of the control circuit is not an accept criterion.
Only one intermediate support was used, on three different
positionings, in order to test specimen along each axis.
W.I.Et.
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COMPARATIE INTRE SPECTRUL DE RASPUNSRASPUNS DE INCERCARE- '
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MTRESPECTRUL DE RASPUNS
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CERUT-&CtS! SPEC TRUL DE RASRUNS DE 'iNCERCARE- jt&L,
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l.FORM. ID.:CHIL001
2. GENERIC CLASS - Chillers
3. GENERAL EQUIPMENT TYPE- Honeycomb type chiller for power transforme
with forced oil and air circulation
4. SPECIFIC EQUIPMENT TYPE - nominal dissipated power 150 kw
- protection class T2
- nr. of electrofan groups 2 pcs
- total caloric transfer surface 96 mp
- oil volume 701
- chiller mass whitout oil 900 kg
- power consumption - idle running: 6.2 kw
- loaded: 6.4 kw
5. MANUFACTURER STANDARDS: SI 49839/09.11.92
6. MANUFACTURER/ MODEL: SC TRAFO Electroputere SA/RCTF - 150
7. SIZE [mm]:2400 x 1600 x 750
8. WEIGHT [kg]: 970
9. ELEVATION [nun]: 300.
10. SOURCE OF INFO: Seismic test
11. TEST ORGANIZATION: EUROTEST SA ;
12. TEST PLAN: 9/8.04.93
13. TEST REPORT: RI 99 23.04.93.
14. ENVIRONMENT QT UNIFICATION.:vibration test:- triaxiah independent
- horizontal acceleration
0.6 both axis
- vertical acceleration 0.4;
- sine-sweep, 1 octave.-mir
20 cycles. 10-55Hz
15. TEST DATE: 04 1993.
16. INPUT DIRECTION: triaxial, independent
17. TEST TYPE: - Monofrequency, sine - beat test
- Test frequency range 1-3 3 Hz, 1/2 octave spaced, plus resonant
frequencies. 15 cycles each sine beat. 3.5 sec paused, total duration including pauses
123 sec.
- 5 OBE
-1 SSE
18. FUNCTION MONITORED: .Alter test: - insulation resistance and dielectrical
rigidity: air tightness
19. ACCEPT CRITERIA: No structural failure. Measured values of insulation
resistence and dielectrical rigidity and air tightness as required by SI 49S39
20. RESONANT SEARCH:
direction
vertical
longitudinal
lateral
mesuring point
pump end
16.5
16.5;22;29
16.74;22:23.4;29
casing
23.4;27.3
17.75
- damping ratio not calculated
21. TEST MOUNTING: - floor, on 4 supports - one for each corner
22. ANCHORAGE: - supports on table: 4 bolts M20
- specimen on supports: 4 bolts M20 x 105, washers and Grower
washers
23. DAMAGE: None
24. COMMENTS: - Test sequence as required by: CHANGE A. SI nr 49839 fig 182
- Support construction: square plate 500 x 500 x 50 [mm] fixed on
bossages. Total support height 135 [mm].
*
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1. FORM ID: DSW001
2. GENERIC CLASS: Low voltage svvitchgear
3. GENERAL EQUIPMENT TYPE: Double microswitch ex-proof
4. SPECIFIC EQIUPMENT TYPE: - nominal voltage 380Vac
- nominal current 4A
- nominal frequency 50 Hz
- protection class: IP 54
5. MANUFACTURER STANDARDS: NTR-G 131/83
STR-G131/AJBrC,D-85
6. MANUFACTURER / MODEL: Electrocontact Botosani/6145 Gil
7. SIZE: [mm] 180 x 110 x 210
8. WEIGHT:[kg] 2.4 (est)
9. ELEVATION: [mm] 100 (est)
10. SOURCE OF INFO: Seismic test
11. TEST ORGANIZATION: ICPE-LCCNE (nowadays EUROTEST SA) -r
co-workers for technical assistance
12. TEST PLAN: 59-3.06.86.
13. TEST REPORT: BI 1482.9.07.1986
14. ENVIRONMENT QUALIFICATION: - vibration resistance test
- thermal test:
-cold: -25 dog C. 16 h
-dry heat: -55 deg C. 16 li
-humid heat: 6 cycles 12 -12h at 40 deg C
- salty mist
15. TEST DATE: 06/1986
16. INPUT DIRECTION: single axis
17. TEST TYPE: - continuous sine test
- 1.2 octave spaced test frequencies. 16 cycles at each testing
frequency
- test frequency range: 1-33Hz
- 5OBE -^ one SSE along each axis
IS. FUNCTION MONITORED: - during test: -the electrical working
- the microcircuit break.es duration
(-'onisec)
- the electric contacts state
- after test:
- the proper working of the microswitch
- mechanic and electric work during 15
manoeuvres at 380V4A
19. ACCEPT CRITERIA: - circuit hreakes signaled by the LED
- proper mechanic and electric working during 15 manoeuvre
at 3X0V4A
- no microcircuitbreakes :" 5msec
- no abnormal voltage
- no spurious operation
- no structural failure
20. RESONANT SEARCH: No resonant frequency was found in the frequency range
1-3 3 Hz with a sweep rate of 2 octaves/min.
21. TEST MOUNTING: - floor; with 2 mainstays
22. ANCHORAGE: - support on table: 2 bolts M6
- specimen on support: 1 bolt M6
23. DAMAGE: None
24. COMMENTS: - RRS and test sequence as required by STRG/C-85-fig.4. Discrete
RRS and TRS are established in l-33Hz frequency range (11 steps for each OBE and
10 steps for SSE)
lCM.
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1. FORM ID: BAT 001
2. GENERIC CLASS: Batteries
3. GENERAL EQ. TYPE: Stationary batteries with tube plates
4. SPECIFIC EQ. TYPE:
- nominal voltage: 16 V dc
- nominal capacity: C10=350 All (discharge in 10 hours)
5. MANUFACTURER STANDARDS: NTRG 81/82
6. MANUFACTURER/MODEL: ACUMULATORUL - Bucuresti /16 S - 350
7. SIZE: 201 x 104 x 565 mm
8. WEIGHT: 243 kg
9. ELEVATION (CG): 280 mm
10. SOURCE OF INFO.: seismic test
11. TEST ORGANIZATION: ICPE-LCCNE (nowadays EUROTEST SA) + co-workers
for technical assistance
12. TEST PLAN: "Acumulatorul" - 05.1986
13. TEST REPORT: B.I. 2411/13.11.1986
14. ENVIRON. QUAL: - H2S action test: cone. 10 ppm; temp. 23-27 deg C: rel.
humidity 70-80%; duration 21 days
- climatic test:
cold: -5 deg C, 24 h
i
dry heat: +40 deg C, 24 h
humid cont. heat: +40 deg C, 93% rel humidity
15. TEST DATE: 06.09.1986
16. INPUT DIRECTION: single axis (f/b, s/s, v)
17. TEST TYPE: - f/b & s/'s: continuous sine 5 cycles/test frequency, test frequency
spaced: 1/3 octave 1 -=- 2 Hz
1/2 octave 2 + 33 Hz
- v : sine sweep for 3-3 3 Hz
manual operated shaking table for 1-3Hz
- 5 OBE & 1 SSE on each axis
IS. FUNCTION MONITORED:
- 180 A'^T" output current intensity for 5 sec, during OBE and SSE
- output voltage, before & after test
- discharge capacity and current intensity - after test
- air tightness - after test
19. ACCEPT CRITERIA: No abnormal voltage or spurious operation, no structural failure
20. RESONANT SEARCH: f/b: 9.24Hz; I2.766Hz
s/s: 9,338Hz: 12.691 Hz
v: not measured
- used damping ratio: 5%
21. TEST MOITNTING: rack: floor mounting
22. ANCHORAGE: batteries fixed between two rails bolted (4 M 20 x 80) on the shaking
table, stiffened using two supplementary rails bolted on the other two
23. DAMAGE: none
24. COMMENTS: - For the vertical axis test, using sine sweep input made resonant
frequencies measurement not necessary
- The input for the shaking tables have been calculated in ICPELCCNE (now EUROTEST S A), using the required FRS
- FRS have been required by INCERC
- The considered damping ratio: 5 %
- Horizontal tests have been performed by INCREST
- air tightness checking has been required by NTRG 81/82, point 4.1.3
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1. FORM ID: FSX001
2. GENERIC CLASS: Instalments (Relays)
3. GENERAL EQUIPMENT TYPE: Electric flow signallizer for potential explosive
atlimosphere
4. SPECIFIC EQUIPMENT TYPE: -Operating environment: - normal, eorosive.
inflammable fluids,
- current velocity 0.5... 11 m/s
- fluid temperature: -15dogC...-i-l lOdegC
- normal protection degree:±P65
Mieroswitch: voltage
125Vac
220Vac
48Vdc
current
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2A
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105
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- max. preasure: 64bar
5. MANUFACTURER STANDARDS: STR-MIP 21425/87
6. MANUFACTURER MODEL: IPEAPloiesti SEC 15
".SIZE: [mm] 1 6 0 x 1 6 0 x 1 1 0
8. WEIGHT:[kg] 2.7
9. ELEVATION: [mmj 60 (est.)
10. SOI 'RCF, OF INFO: Seismic test.
11. TEST ORGANIZATION: ICPE-LCCNE (nowadays EUROTEST SA) co-workers for tecluiieal assistance
12. TEST PLAN: 478-T7.06.88
13. TEST REPORT: BI 5378 9.11.88
14. ENVIRONMENT QUALIFICATION.: - climatic qualification:
- 16 h at -25 deg C (ref. STAS 8393-2-77)
- 16 h at '-55 deg C (ref. STAS 8393 3-77)
- 6 cycles at 40 deg C (12 -i-12 h humid
cyclical heat) ref. STAS 8393.5-81
- in the first 15' after test, specimen must
fulfill the requirements of points 4.5. 4.6.
4.9. 2.16 from STR-MIP 12425 '87
- H?.S atmosphere resistance qualification
- cone. 8-12 ppm; temp. 23-27 deg C;
rei. humidity 70-80° b; duration 21 days
15. TEST DATE: 06 1988
16. INPUT DIRECTION: single axis - horizontal - f b
17. TEST TYPE: - continuous sine. 20 cycles test frequency
- 1-2 octave spaced test frequencies. l-33IIz
- 5 O H K t 1 SSE
18. FUNCTION MONITORED: -before, during and alter test: - mierointerruptions
detection and duration
]'). ACCKPT CRITERIA: - no abnormal supply voltage, no spurious operation, no
structural failure. Acceptance threshold of interruptions
duration, 0.5s.(ref. STR-MIP 12425 87)
20. RESONANT SEARCH: No resonance in the test frequency range (l-33Hz)
21. TEST MOUNTING: - floor, on a frame
22. ANCHORAGE: - bolted (4 screws Ml6 + nuts + washers) on a frame support,
bolted on the shaking table.
23. DAMAGE: - no structural damage
- functional failure appeared after the first OBE
24. COMMENTS: - The two specimens failed the test, at first OBE.
- Measured microintemiption duration have been over 0.5s
(threshold value)
- During test, a pressure of lbar has simulated a current velocity of
6,7m/s. At this pressure, measurements before seismic test have
indicated very small interruptions duration. (25-30 ms)
- The accepted threshold value has been exceeded for frequency
range 7-3 3 Hz
- The shaking table input spectra (not RRS) have been required by
STR-MIP 12425/87.
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l.FORMID:RCK001
2. GENERIC CLASS: Instrument Racks
3. GENERAL EQUIPMENT TYPE: \9" Drawer Rack
4. SPECIFIC EQ1UPMENT TYPE: Destined for electrical apparatuses
5. MANUFACTLIRER STAND.ARDS: NTRNS-0- Anexa4; PO-0000-007-010
6. MANUFACTURER / MODEL: I Automatica Bucuresti / D048-A001
7. SIZE: [nun] 686 x 763 x2132
8. WEIGHT: [kg] 150 (est)
9. ELEVATION: [mm] 1000 (est.)
10. SOURCE OF INFO: Seismic test
11. TEST ORGANIZATION: ICPE-LCCNE (nowadays EUROTEST SA) co-workers for teclmical assistance
12. TEST PLAN: 259/19.06.1986
13. TEST REPORT: BI 5313'26.09.1989
14. ENVIRONMENT QUALIFICATION:
- vibration resistance test (ace. to STAS R 9321-72)
- life duration test (ace. to STAS 553 '4-80)
15. TEST DATE: 09/1989
16. INPUT DIRECTION: triaxial, independent &. single axis
17. TEST TYPE: Ox.Oy.Oz
- continuous sine . mono frequency -•• resonant frequencies
- 1/2 octave spaced test frequencies, 5 cycles at each testing frequency
- test frequency range: 1 -33 Hz
- one OBE along each axis
Oz:- continuous sine;
- test frequency range 1-2.5Hz: - 1/6 octave spaced test frequency
- 16 cycles at each test frequency
- test frequency range 2.5-33Hz> 116 octave spaced test frequency
- 16 cycles at each test frequency
- one OBE
18. FUNCTION MONITORED: - after test: - structural integrity
19. ACCEPT CRITERIA: - no structural failure
20. RESONANT SEARCH:-Ox: 17.96IIz : Oy: 12.7Hz
Oz - not measured
- used value of damping ratio: 4°o
21. TEST MOUNTING: - floor
22. ANCHORAGE: - 4 holts Ml6, nuts, washers and Grower washers
23. DAMAGE: None
24. COMMENTS: - The RRS as required by "Spectru de raspuns 302 - IRNF. DS
20000-030"
- The TRS closely envelops the RRS for the considered damping
ratio of 4°o.
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2. GENERIC CLASS: Instalments
3. GENERAL, EQ. TYPE: Explosion-proof casing pressostat with membrane atmosphere
separator
4. SPECIFIC EQ. TYPE:
- Adjusting differential pressure: 3-f-25 bar
- Fixed differential pressure: 4-=-40 bar
- Contacting error: ±1,32 bar
- Highest permissible pressure: 150 bar
5. MANUFACTURER STANDARDS: NTRG 161,83
6. MANUFACTURER/MODEL: IMF-Bueuresti G-913
7. SIZE: 1 8 0 x 9 7 x 8 7 (mm)
8. WEIGHT: 2 kg
9. ELEVATION (CG): 50 mm (est.)
10. SOURCE OF INFO.: seismic test
11. TEST ORGANIZATION': ICPE-LCCNE (nowadays EUROTEST SA) + co-workers
for technical assistance
12. TEST PLAN: PI • 21.11.1984 & 12.03.1984
13. TEST REPORT: B.I. 89931.05.1985
14. ENVIRONMENT QUALIFICATION: - vibration resistance tesi
- thermal test:
-cold:-25 deg C. 16 h
-dry heat: 55 deg C. 16 h
-humid heat: 6 cycles 12- 12h at 40 Jcg C
- salty mist
15. TEST DATE: 04.1985
16. iNPIT DIRECTION: single axis
1 7. TEST TYPE: - 5 OBE - one SSE for each axis (Ox. Oy. Oz). sine-beat lest (10
cycles test frequency)
- test frequencies between 1-f 33 Hz. 1 2 octave spaced
- test acceleration: 1.1 times the accelerations required in the test plan
18. Fl"NOTION MONITORED:
- before, during and after lest: external pressure, microswitch position
- before test: commutation acording to NTRG 161 83
- during test: contacting error
19. ACCEPT CRITERIA: good functioning, no structural failure, no spurious operation,
admissible contacting error values within ± 1.32 bar
20. RESONANT SEARCH: no resonant frequency below 33 Hz
2 1. TEST MOl 'NTING: floor mount, on support
22. ANCHORAGE: bolted on support
23. DAMAGE: none
24. COMMENTS: - Seismic parameters required by NTRG 161/83 were not achieved
within low frequency range (l-r-4 Hz), because of imposed testing installation limitations
- Increased acceleration values were used because of the rigid type
supports
- Three pressostats were tested at the same time, on the same support
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1. FORM ID: MAN 001
2. GENERIC CLASS: Instalments
3. GENERAL EQUIPMENT TYPE: Pressure gauge <P60 for automation, with axial
head, type G25
4. SPECIFIC EQIUPMENT TYPE: - casing diameter: O60
- measurement pressure range: 0-2.5 bar
-class of accuracy: 1.6
- Bourdon type elastic element
- protection: IP 54
5. MANUFACTURER STANDARDS: NTR-G 98/84
6. MANUFACTURER / MODEL: IMF BucurestLType G25
7. SIZE: [mm] O60 x 50
8. WEIGHT: 0.3 kg
9. ELEVATION: [mm] 25 (est.)
10. SOURCE OF INFO: Seismic test
11. TEST ORGANIZATION: ICPE-LCCNE (nowadays EUROTEST SA) - coworkers for technical assistance
12. TEST PLAN: —
13. TEST REPORT: BI 895/31.05.1985
14. ENVIRONMENT QUALIFICATION: - vibration resistance test
- thermal test:
-cold: -25 deg C. 16 h
-dry heat: t-55 deg C 16 h
-humid heat: 6 cycles 12—12h at 40 deg C
15. TEST DATE: 04/1985
16. INPUT DIRECTION: single axis
17. TEST TYPE: - 5 OBE - one SSE along each axis (Ox.Oy.Ozj. sine-beat test (10
cycles/beat)
- Test frequencies between 1-33 Hz. U2 octave spaced
- Test acceleration: 11 times required acceleration according to
NTR-G 1/82
18. FUNCTION MONITORED: none
19. ACCEPT CRITERIA: No structural failure and no spurious operation.
20. RESONANT SEARCH: Because of the small dimensions of manometers, no
exploratory search lor resonant frequencies was performed.
21. TEST MOISTING: - floor mounting, on support plate;
22. ANCHORAGE: - screwed on NPT 1/4 tlrread manometer (to support), support
on shaking table: 4 bolts
23. DAMAGE: None
24. COMMENTS: -Seismic parameters required in NTR-G 98/84 were not achieved. —
because of testing installation limitations- within low frequency range (l-4Hz);
- Acceleration values were increased because of the rigid type support.
- Three manometers mounted on support were tested at the same time.
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2. GENERIC CLASS - Instrument Racks
3. GENERAL EQUIPMENT TYPE-Valve supplying capsular panel TCV
4. SPECIFIC EQIUPMENT TYPE - Input voltage 380Vac/50Hz; current: 100A
- 2 panel supplying circuits \ protection 1P50
- 15 valve supplying circuits
5. MANUFACTURER STANDARDS STR-N 83/85
6. MANUFACTURER/ MODEL AUTOMATIC A Bucuresti/TCV
7. SIZE [mm] 1500x810x540
8. WEIGHT [kg] 350 (est)
9. ELEVATION [mm] 600.(est)
10. SOURCE OF INFO: Seismic test
11. TEST ORGANIZATION: ICPE-LCCNE (nowadays EUROTEST SA) + co-workers
for technical assistance
12. TEST PLAN:—
13. TEST REPORT: RI 78/26.01:87.
14. ENVIRONMENT QUALIFICATION.: - fire resistance
- shattering test (for transportation): 1 2 h
transportation by 30 km/h on a rough way
15. TEST DATE: 12.1986
16. INPUT DIRECTION: single axis
17. TEST TYPE: - Ox, Oy: 5OBE along each axis, continuous sine test (5 cycles) at the
test frequencies - test frequencies between 1-33Hz, 1/3 octave spaced
plus resonant frequencies
- Oz: - sine-sweep within 2-33Hz range
- continuous sine, hand-operated within 1-2Hz range
- 5 OBE
18. FUNCTION MONITORED: -Before and alter test: input voltage (380 V).
switches and relays functioning
-During test: switches functioning
-After test: - insulation resistance and dielectrical
. rigidity
19. ACCEPT CRITERIA: No abnormal voltage or spurious operation, no structural
failure, switches and relays functioning + insulation resistance and dieleetrical rigidity
according to STR N 83-85
20. RESONANT SEARCH: Ox- 13.375 Hz & 15.25 Hz
Oy- 15.25 Hz
Oz- not measured
- used value of damping ratio: 5°o
21. TEST MOUNTING: floor mount, on support
22. .ANCHORAGE: bolted
23. DAMAGE: none
24. COMMENTS: Shaking table input values according to RRS 5% damping
(appendix of STR-N 83/85).
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Calificare soismica •
echipament^AUTOMATlCA
c. 4338/86
- RRS,TRS peniru n=5%
— accelerate la'masa
1C0
2916 2i.A
FIG. 1
Echinciment
Nivel excitan
1
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PP.HLU -- I f.ALCUL
C^AT
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REr,POMOARll. TFMA
1
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veriicala
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0
M
-nacoanu
Eracoanu Siancu *
Stancu .
: 1 jn^r /Vu'idi, 12.12.
5 V i
\
l.FORMID:SBX001
2. GENERIC CLASS: Panel Boards ••' Switchboards
3. GENERAL EQUIPMENT TYPE: Ex Signals box
4. SPECIFIC EQ1UPMENT TYPE: - Input voltage: knob: 300Vac
lamp: 220 Vca
- Thermal nominal current: 6A
- Knob nominal current: 1A
- Protection: IP 54
5. MANUFACTURER STANDARDS: NTRG 137/1983
6. MANUFACTURER / MODEL: I. ELECTROCONTACT Botosani/7020 GI-1
7. SIZE: [mm] 305x114x110
8. WEIGHT: 7Kg (est)
9. ELEVATION: [mm] 50 (est.)
10. SOURCE OF INFO: Seismic test
11. TEST ORGANIZATION: ICPE-LCCNE (nowadays EUROTEST SA) -r
co-workers for technical assistance
12. TEST PLAN: PI 26.11.1985
13. TEST REPORT: BI 1386 30.06.1986
14. ENVIRONMENT QUALIFICATION: - shattering: a-lOg: f-1-3 Hz: no=4000
- H : S action test: 100 ppm: 23-27 deg C:
70-80° orel. humidity
- ihermal test:
-cold: -25 deg C, 16 h
-dry heat: -55 deg C. 16 h
-humid heat: 6 cycles 12 -r-121i at 40 deg C
- salty mist
15. TEST DATE: 11-12/1985
16. INPUT DIRECTION: single axis
17. TEST TYPE: - Continuous Sine Test. 5 OBI\ and oa^ SSE along each axis
- Test frequencies between l-33IIz, 1/2 octave spaced, plus the
resonant frequency
18. FUNCTION MONITORED: .After test: - lamps functioning at 220Vac
- dielectric rigidity in cold. dry. warm and
wamp stade (voltage 2.5 Vac.lmin)
19. ACCEPT CRITERIA: No abnormal voltage and no spurious ope?-ation. no
structural failure. Measured values of dieiectrical rigidity
according to STAS 553-4/1980
20. RESONANT SEARCH: Oz: appr. 16.411/.
Ox. Oy - no resonant frquencies
- damping ratio: not calculated
21. TEST MOISTING: - wall mounting, on support
22. ANCHORAGE: - 4 bolts M6
23. DAMAGE: None
24. COMMENTS: - The three specimens (20,21.24 series) have been tested at the same
time using 4 configuration: 1. Ox: 20.21.24
2. Oz: 20,24
3. Oy: 21,20
4.Ov:24:Oz:21
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l.FORMID:LVP001
2. GENERIC CLASS: Switchboards
3. GENERAL EQUIPMENT TYPE: Low voltage panel
4. SPECIFIC EQIUPMENT TYPE: 220 d.c. & 220 a.c. /50Hz
5. MANUFACTURER STANDARDS: STR N 83-85 + Appendix 1
6. MANUFACTURER / MODEL: AUTOMATIC A / PL 19
7. SIZE: [mm] 800x800x1000
8. WEIGHT: 200 kg (est.)
9. ELEVATION: [mm] 400 (est.)
10. SOURCE OF INFO: Seismic test
11. TEST ORGANIZATION: ICPE-LCCNE (nowadays EUROTEST SA) + co-workers
for technical assistance
12. TEST PLAN: -/14.10.86
13. TEST REPORT: RI 75/22.01.87.
14. ENVIRONMENT QUALIFICATION.: - fire resistance
- shattering test (for transportation): 1/2 h
transportation by 30 km/h on a rough way
15. TEST DATE: 09-12/1986
16. INPUT DIRECTION: single axis
17. TEST TYPE: Ox & Oy axis
- Continuous Sine Test (5 cycles at the testing frequency) range:
1-33Hz. 1/3 octave spaced plus resonant frequency.
- 5 OBE along each axis.
Oz axis
- Sine-Sweep: 2-33Hz
- Continuous Sine: l-2Hz
18. FUNCTION MONITORED: Before and after test: - input voltage
- proper working of switches
and relay
After test: - insulation resistance and dielectrical
rigidity
During test: - the proper working of power supply
circuits
19. ACCEPT CRITERIA: No abnormal voltage and spurious operation, no structural
failure. Measured values of insulation resistance and dielectrical rigidity required by
STR X 83-85
20. RESONANT SEARCH: Ox - 15.75Hz & 27.8Hz
Oy-13Hz
& 30.125H?
Oz - not measured
-damping ratio 5° b
21. TEST MOUNTING: - floor mounting
22. ANCHORAGE: - 4 bolts M10. nuts and washers
23. DAMAGE: None
24. COMMENTS: - Shaking table input values according to RRS 5% dumping. (Appendix
of STRN 83-85)
- TRS closely envelops the RRS.
.
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Calificare seismica •
echipament,, AUTOM ATICA
RRS , TRS
— — — accelerate
I NCERC
c.4338/86
pentru n= 5 %
la masa
100
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1
• FIG." 1
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:
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l.FORMID:ESB001
2.GENERIC CLASS: Panel Boards / Switchboards
3. GENERAL EQUIPMENT TYPE: Electric switch box for driving closing/opening
mechanism
4. SPECIFIC EQIUPMENT TYPE: - Input voltage: 380 V ac./50Hz
- Control voltage - local: 220Vca
- remote: 220Vdc
- Nominal insulation voltage: 500 Vac
- Nominal thermal current: 16 A
5. MANUFACTURER STANDARDS: CSG 1-86
6. MANUFACTURER/ MODEL: I Contactoare Buzau/EXD II BT4
7. SIZE: [mm] 330x600x770
8. WEIGHT: 150 kg. (est)
9. ELEVATION: [mm] 400 (est.)
10. SOURCE OF INFO: Seismic test
11. TEST ORGANIZATION: ICPE-LCCNE (nowadays EUROTEST SA) - co-workers
for technical assistance
12. TEST PLAN:91/19.07.86 & 5-1986 no 2-5
13. TEST REPORT: BI 2188/9.10.1986 - BI 2163/30.09.86
14. ENVIRONMENT QUALIFICATION.: - shattering (wrapped)
- a=l0g: f=80 shatt./min: no of shatt.: 4000
- vibration ageing (unwrapped)
- a=lg: f= 10: 20: 30: 40: 55 Hz: duration: 2 h at
each test frequency
15. TEST DATE: 07/1986-08 1986
16. INPUT DIRECTION: single axis
17. TEST TYPE: INCREST:Ox.Oy axis
- 5 OBE (0.3 5g) - one SSE (0.3g). sine-sweep test
- test frequencies between l-33IIz, 1/2 octave spaced, plus
resonant frequencies
- acceleration values over required values (STR INCREST
13/86)
Oz: - 5 OBE - one SSE
- Sine-Sweep within 3-33Hz range
- Manual operated shaking table for 1-3Hz
18. FUNCTION MONITORED: -Before test: idle running and load functioning of the
mechanism according to CSG 1-86
-.After test: - load functioning, according to
CSG 1-86
-During test: - correct functioning according to CSG 1-86
19. ACCEPT CRITERIA: No abnormal voltage and spurious operation, no structural
failure, proper functioning according to CSG 1-86.
20. RESONANT SEARCH: Ox,Oy: 22.56Hz; 26.6Hz
Oz - not measured
- used value of damping ratio: 5%
21. TEST MOUNTING: - floor mounting
22. ANCHORAGE: - 4 bolts
23. DAMAGE: None
24. COMMENTS: TRS greater than RRS, because of the specific test method
- Shaking table input values according to RRS with 5% damping.
(CSG 1-86)
y-:^ '-"•'"• :'•''''. S-y'&a'-jX vlV-
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"Calificare seismica •
-
'
CONTACTOARE
6U2ALM 1
RRS , TRS pentru n^ 5%
acceleratie la maso
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OO
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1.0' 1.25 159 2 0 2.52 3.17 4.0
I
FIG
1
chipament
6 . 3 ^ . 0 10.C812.7016.0 2Q':5 25.4 32.0 Hz
(Nivel excitatie.
O B E - 1 •-• '
A
Directie.
veriicnla
to/It
I NCE R C
• Calificare seismicd
j echipament •CONTACTD?,^f,1 *
-RRS,TR5
m
/2
pentru
acceteraiie
n = 5%
la masa
U.{
!L 1 ! J.ji i j i . ^
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1-0" 1.26 1.'i,9 2D 2.52 3.17 A.O ^JOU §.25i%SjnGJS&WG
no,7
Eci"\ipnment
.o.G- 2aia-25;Z, 32.0 Hz
[
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.!»i:•'•*"*'• •
1. FORM ID: DPI 001
2. GENERIC CLASS: Panelboards / Switchboards
3. GENERAL EQ. TYPE: Distribution Panel for Illumination
4. SPECIFIC EQ. TYPE: - nominal voltage: 380 V - three phase
- nominal frequency: 50 Hz
5. MANUFACTURER STANDARDS: STR-NS 465/87
6. MANUFACTURER/MODEL: AUTOMATICA-Bucuresti / 5623-LP 33
7. SIZE: 2000 x 600 x 300 (mm)
8. WEIGHT: 60 kg (est)
9. ELEVATION (CG): 120 mm (est.)
10. SOURCE OF INFO.: seismic test
11. TEST ORGANIZATION: ICPE-LCCNE (nowadays EUROTEST SA) + co-workers
for technical assistance
12. TEST PLAN: —
13. TEST REPORT: B.I. 5381 : 29.11.1989
14. ENVIRON. QUALIFICATION: - accidental conditions test: 40 deg C rel. humidity
95°o. no condensed water. 72 h
- transportation test: wrapped, 1/2 h transportation by
30 km h on rough way
- life duration qualification (min. 30 years i.d.)
15. TEST DATE: 11.1989
16. INPUT DIRECTION: Single axis
1 * TEST TYPE: Ox. Ov axis
- test frequency range: l-r-33 HZ
- continuous sine test - resonant frequencies
- 1 6 octave spaced test frequencies
- number of cycles at each test frequency:
- 1-r 5.04 IIz: 5 cycles
-5.04-f 10.8 Hz: 10 cycles
- 1 0 . 8 - 3 3 Hz: 15 cycles
- 5 (five) SDE
Oz_axis
- test frequency range: 2 -=- 33 Hz: sine sweep test
-test frequency range: 1 -f 2 Hz: discrete frequencies-1/3 octave spaced
- 5 (five) SDE
1 8. FUNCTION MONITORED: the acceleration in five points (null bar, coniactors.
electric collection, support bar)
19. ACCEPT CRITERIA: after test: proper mechanic and electric work of the components
during 3 manoeuvres oivoff at 3 x 380 V 50 Hz
20. RESONANT SEARCH:
- Ox -13.12 Hz (frequency range: 1 -f 33 Hz)
- Oy - 19.77 Hz (frequency range: 1 - 33 IIz)
- Oz - not measured
- damping ratio not calculated
21. TEST MOUNTING: floor
22. ANCHORAGE: 4 bolts Ml6, nuts, washers and Grower washers
23. DAMAGE: none
24. COMMENTS: The RRS as required by STR-NS 465/87: SDE = 2/3 DBE
RRS = 1,5 FRS; RRS - 1,5 SDE = DBE
MA5A.DE lf-;CERCARl
1 - grupide Labl-j'ri
2-qri;p 2 de cc^-.-jri (cclj/jn de alirrientare
3-tevi- ccblun
H-supcrfi hevi cabiuri
8 qcuV; 0 13
oentru
-h
5561
'55 42
PL1555A
PL 1581 A
t
i •
VEDERE DE
SU5
., 1
Fig.1 ' DETAL1I GE MONTAJ PE MASA" DE
INCERCARI
'
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-
*
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^
.
.
.
.
2,2, Kontajjul aooloromatrolor §i lesSturile electrioe
pentra alimentaroa dulapului Dint date in figura 2,.
AG
_n
3*3*0 >
<S :
r n
I
-nJL
3• Inoercar'ea l a solirijtarl 's'eis'aice' *pa""d'lreo yiil'
3"il. Solicitarile seisiaioe pe direotiile OX,OY -s-au!
IS out la 1CCPDC Ia^i in perioada 21-24.06".1989*
- . \
k
Inoercarea explorativa' pentru daterminarea £reoven~
t«lor de rezonant^ S-A faout p'rin metoda impulsului,:,
Pe direc^ia OS t Pr » 13,12 Hz'
'
•. -Pe direotia OY t Pr - 19;77 Ha
S-au efeotuat cite 5(oinoi) inoarcari de t i p SDE npontrt:
xieoare diractie de inoeroare.'Speotrul de-raspuns Ctft/M pontru
dirodtiile OX,OY) eats dat in figura 3,
- lietoda de incercare a fost cea cu sinus oontinuu l a
fixa distantfate la §esis33 de octava §i la
de rezonant^ in gana 1 - 33 Hz, diferind nunarul de e i i l u r i
pe fmtorvale de Ireovent-a 'dura oum urmaazXt in ^ana 1 - 5,04 Hzi
oite 5 cioluri l a fiscaro freoventa de inoercaro, in gansa •
5,04 - 10', 3 Us cita 10 oioluri In fie care froovontS de in o ere are,'
fcoaa 10,9 - 33 Hz cite 15 oiclviri l a llecare
ixicei-oare.
(
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a
ACTIOMARE SINUS
f
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(2'TESTE)
no. 5\
.C. -• TIL'-ALA l~Aco\
-a0"
. AuTOivlAuCA 15UCVI\CSTJ
.-Y.
//
SINUS CON"!'\HUU.
Y
\ C C P D.C - r i U A L A
I i RASP'OMS
C'lE'CERNAVODA -U1-U5
'
SPECTRE DE RASPUNS DE PfiOIECTARt
PENTRU
Dc/cr/jU^t c/e" c/c/fornoy/tore*.
D8E-DIRECT!A vsxr/cALA
CCEF. AMORTIZARE - - *; ^ ;**
Penfru SDE valorile accelerafiilor se
- mmulfesc—cu—0,65. Lrv...__. :-J.,..,.
FRECVENTA ( H z )
-DATA:
.
CONTRALI
I
_
—
~^.
_
.
-
.
" . , _ . _ _ _
. . _ _ *
—
A
-
j
NCERC
i ^ n t . . A U T O M A T I C A L : ' IS.ec.7631/1989
•" E c h i p a m e n t : T a b l o u ilumiriqt' iV ' p r i z e , ' 5 5 2 3 - L P 3 3 , •,-•"•
•l
,'.) ?O;2S2 3.17 /..
—
]r chrpamont j • Nivel excjiaTie
- t>623, LP 33
_DB
CALCUL
SPECIFU:- B!L
ing.M
ing.M^
Stancu
ing. M.
Siancui^"
VER1F1CA7
| 'JAIA
o
' f 1;3 08.
APPENDIX II
Description of EUROTEST Laboratory capability
A
T€ST
Cercetare, Tncercari echipamente, inginerie industrial^ si servicii stiintifice
Research, Equipments Testing, Industrial Engineering & Scientific Services
Recherche, essais pour equipments, inginerie industrielle & services scientifiques
313, Splaiul Unirii, 73 204 Bucharest 3, Romania. Tel: 40(1)321.72.42, 321.72.43 Fax: 40(1)323.26.28
Registered in the Register of Commerce at. no. J 40 - 20 978 -1992. SIRUES code 401263271
LOCA (Loss Of Coolant Accident) simulation for different
pressure/ temperature requirements
Our company carries over 12 years of experience in testing equipment to severe
environment conditions, and precisely to LOCA simulated environment, aimed at certifying
the operating capability of various types of equipment bound to function in safety related
circuits of the reactors at Cernavoda nuclear power plant, specifically those under the
reactor's main envelope.
We already tested wide ranges of electric motors, switchgear, relays, control and
automation panels, electric cables, pressure gauges and pressure control devices, a.s.o.
All tests were performed following the specific pressure / temperature diagrams of
the Cernavoda cooling and safe shutdown systems (fig.1), but, due to the fact that the
environmental parameters are computer controlled, and the installations allow a large fanout for pressure and temperature values or gradients, we could easily simulate LOCA
environmental conditions particular to other types of reactor's accidents. Consequently,
our goal is to extend in this stage the testing activities to simulations of W E R (PWR) specific loss of coolant accidents, therefore allowing complete testing and capability
assessement of safety related equipment operating in power plants in Eastern Europe or
the former USSR. To our knowledge, prior to service laboratory testing of the such
equipment was in most cases very insubstantial, when performed at all.
Summary presentation of the state of the research work
As stated above, EUROTEST has already performed testing and operating
capability assessement research for many types of electrical equipment. Ail tests were
conducted following standard procedures, localiy developed and accepted by the
designer and the builder of the plant, the LOCA test being the final stage in the Class 1E
qualification program (that included: thermal life estimation, functional and vibration aging,
radiation aging and seismic tests). All tested specimens came out with a report that
include: the description of the testing procedure, testing parameters, relevant values
monitored during the test and measured afterwards, conclusions and measures to be
taken in order to improve the general behavior and design of the equipment.
The block diagram of the LOCA testing installation is presented on the following
page; fig. 1 (below) illustrates a standard temperature / pressure diagram for CANDU type
reactors:
fig.1
Tests are usually performed according to international standards such as: IEEE
323, 79-3650-DG-003 and TS-XX-60000-6 (specific to CANDU type reactors), but can be
conducted following WER or other reactor's type specific diagrams.
The same installations can be (and already were) used for conditionning and
testing of electrotechnical, mechanical, hydraulic systems for uses other than nuclear.
All activities are submitted to a quality assurance program, locally developed and
approved by the relevant romanian organisations
Type of activity
Activities on the LOCA testing facilities were mostly experimental, but helped a lot
for the development and evolution of products fit for the use in nuclear power stations.
Description of the experimental facilities
The LOCA simulation facilities include three testing enclosures, having volumes of
45 m (horizontal), 30 m3 (vertical) and 6 m3 (horizontal), connected to an autonomous
steam supply. The facility also disposes of independent power station, water treatment
station, heating and instrumental air supplies (see the block diagram above).
Saturated steam is supplied at 208 °C and 18 bar. Controlled water spaying with
treated fluid can be performed at 20 - 90°C. Parameter control is automated - pre
programmed, with precisions of ±2°C and ± 0.1 bar.
The process is computer controlled, and surveillance is performed through
graphical displays and / or printed reports. Data acquisition is performed by means of a
PC IBM compatible computer, provided with
a multi purpose (National Instruments) board (16 channel) AT-MIO-16 -F -5.
Data acqiusition and processing is performed by 486 PC's, using LabView 3.0.
3
Specimens are tested in energized condition, at the nominal parameters values,
and continuously monitored.
The facilities1 independent power station can supply specimens in the following
range of voltages and currents:
- alternative voltages: 0.4... 15 kV;
- alternative current: 0...2000 A;
- continuous voltages: 0...4 kV;
- continuous current: 0...300 A.
The facilities also include a complete electrical testing laboratory, fully equipped.
Accelerated thermal and/or operational ageing
The acceleration techniques we use allow degradation mechanisms not to differ
from those normally occuring during the actual operating life. It is also possible to perform
combined stress ageing (thermal, electric, operational, humidity) taking into account the
synergistic effects involved. The main features of our thermal ageing laboratory are:
• Enclosures: 100 - 2000 dm3 with overtemperature protection and a temperature
control accuracy + 1.5°C, for temperatures up to 300 °C.
• Complete monitoring of specimens aged in operation.
• The voltages and currents ranges available largely cover all supplying needs.
• Controlled environment enclosures can generate and maintain relative humidity
up to 95 + 5% and temperatures ranging from -70°C to +40 °C.
• Data processing and storage are computer aided.
• High voltage testing facilities (up to 100 kV) are available.
Accelerated ageing techniques apply to any electric, automation or electronic
equipment, providing fast, reliable and significant data about the equipment's safe
operation life.
Testing equipment and instalations at EUROTEST S.A.
•Experimental laboratory and in situ seismic testing of equipment using a
high power entirely computerized shaking table (MTS - USA production, 6 degrees
of freedom) and various facilities to check up performing functions. The main
facility is a seismic test system MTS 469 (USA) with two seismic tables.
The seismic test system contains the following hardware:
- The seismic table- supports the specimen to be tested;
- Special bumper assemblies and a concrete foundation/reaction mass provide
damping for table motion in the event that excessive lateral or longitudinal actuator
displacements occur;
- Horizontal and vertical actuators apply the force and motion necessary to
create the desired table movement during seismic testing;
- The hydraulic power supply system and the hydraulic distribution system
provide hydraulic power for peak system performance and deliver hydraulic fluid to
the system actuator servovalves, respectively;
- The nitrogen spring cylinder provides static support to the table when
hydraulic pressure is not being applied to the system actuators.
- The analog control system conditions and controls analog program
command and feedback signals for operation of the test system. The analog control
system, or analog console, houses the main controls and indicators used in operation
of the test system. The analog console consists of the following control units:
- Oscilloscope- Monitors electrical signals from the analog control
console.
- Readout Selector- Allows the operator to select specific signals listed
on the front panel for readout on the system oscilloscope or any other suitable
analog readout device.
- Pressure Temperature Monitor Panel- Control unit for nitrogen spring
cylinder and HPS temperature monitoring.
- System Control Panel- Centralized control unit for system fault
detection, table ramp positioning, range selection and hydraulic pressure and
program run'stop functions.
- 469 Control System- Multiple chassis housing the module circuitry
which receives and conditions program and feedback signals to generate the
command signals that control the servovalves.
- The digital control system provides computerized program management
through the conversion of the command signals from digital to analog forms and the
conversion of the feedback signals from analog to the digital forms. The purpose of
the digital control system, or digital console, is to provide test waveform creation and
data storage functions. It also acts as one of the test waveform sources for the test
system, and provides data acquisition, processing and storage functions for system
motion and specimen response data acquired during testing.
The digital console also contains a main power on/off switch and the
necessary fans, power supplies and interconnecting cables.
- The seismic tables are computer controlled: a PDP unit with MTS original
software for tables driving and data acquisition and processing or a PC 486 with
EUROTEST SA software: virtual signal analyzer (based on LABVIEW soft
package).
System specifications are the following:
System 1 ( master table );
- Table size : 2meter x 2meter
- Maximum specimen weight: 500 kg ( 3000 kg special case )
- Controlled degrees of freedom : 6 ( x,y,z,0x,0y,6z )
Dynamic characteristics
Displacement
Velocity
Acceleration
Horizontallongitudinal (X) &
lateral (Y)
±265 mm
±2.14 m/s
±5g
Vertical (Z)
±177 mm
±1.43 m/s
±3.35 g
-Operating Frequency Range : 0,5 ...50 Hz
System 2 ( small table ):
- Table size : 0.75meterx 0.75meter
- Maximum specimen weight: 60 kg ( 100 kg special case )
- Controlled degrees of freedom : 4 ( x,y,z,8z )
Dvnamic characteristics
Displacement
Velocity
Acceleration
Horizontallongitudinal (X) &
lateral (Y)
±324 mm
±4.6 m/s
±7.7g
Vertical (Z)
±217 mm
±3.15 m/s
±5.16 g
- Operating Frequency Range : 0,5 ...33 Hz
- Both systems can test oversized specimens (only weight is limited)
'
•Vibration and Shock Testing of Industrial Equipment in NPPs
Main facilities are the following:
1.Vibration Shakers, Model VE 100 ( P.R. of CHINA )
- The shakers may be transported on the testing site. Shaker control, data
acquisition, processing and storage can be made by using a PC 486 with a specially
data acquisition system and dedicated software (made in EUROTEST SA).
-Operating Frequency Range : 5 ...3000 Hz
-Excitation position : horizontal or vertical
-Max. Acceleration ±120 g
-Max. Velocity : ±18 m/s
-Max Displacement :±12.5 mm
-Max Loading Weight: 120 kg
2.Shock and Shattering Testing Machine, Model Heckert St 800
(Germany)
-Command from analogic console
-Table size: 0.5 m x 0.4 m
-Maximum LoadingWeight: 400 kg
-Maximum Shock Acceleration (unloaded): 800 g
- Shock Form: semi-sine
- Maximum Shock Frequency: 3 Hz
- Data acquisition, processing and storage can be made by using a PC 486
with a specially data acquisition system and dedicated software (made in
EUROTEST SA).
• Portable System for "IN SITU" Seismic Testing
- The system consists of a portable vibration shaker, a Notebook PC486 with
data acquisition module and dedicated original software based on LAB VIEW 3.0
(see appendix figures 1-5) and a set of B&K accelerometers, amplifiers and
different fixtures. Using this system and a combined experimental-analytical testing
method, the seismic resistance of large and/or already mounted equipment can be
assessed.
•Structural Dynamic Experimental Analysis System
(for finding the dynamic basic characteristics of equipment by "in situ" low energy
and low cost experiments and monitoring real mode shapes by original software).
- The main facility is a portable system for vibrations testing and IN SITU
modal analyses, with data acquisition and processing on PC Notebook and
dedicated original software based on DAQWARE, LABVIEW (see appendix
figures 1-5).
Other Facilities:
- Dynamic data B&K aquisition lines and B&K standard calibration system for accelerometers.
•Climate and LOCA Laboratory Testing Using Various Stalls
- The main facility is the LOCA simulation and testing equipment including a
master testing enclosure of 6 m^ (horizontal), connected to an autonomus steam
supply. Saturated steam is supplied a t 208°C and 18 bar. Controlled water
spraying with treated fluid can be performed at 20-90°C . Parameters control is
automatic, with precision of ±2°C and ±0.1 bar.
The process is computer controlled and surveillance is performed through
graphical displays and/or printed reports . Data aquisition is performed by means of
an IBM-PC compatible computer provided with a multipurpose (National
Instruments) board (16 channels) AT-MIO-16-F-5 .
Data acquisition and processing is performed by 486 PC's, using dedicated
software packages based on LABVIEW 3.0.
Specimens are tested in energized conditions, at the nominal parameters
values, and continuously monitored .
•Aging Test and Analyses (Thermal. Operational., Mechanical)
- Using a combination of facilities in order to assess complete operating life
of equipment. Main facilities are the 40 electrical drying ovens with forced
ventilation and 5 climated cabinets.
APPENDIX
00
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Title:
Experience Database of Romanian
Facilities Subjected to the Last
Three Vrancea Earthquakes Final Report
Contributor:
Stevenson & Associates
Date:
December 1996
STEVENSON & ASSOCIATES - Bucharest Office
EXPERIENCE DATABASE OF ROMANIAN FACILITIES SUBJECTED TO THE
LAST THREE VRANCEA EARTHQUAKES
Final Report
Research Report prepared for the International Atomic Energy Agency
Vienna, Austria
Contract No. 8223/EN Rl
Chief Scientific Investigator :
Ovidiu Coman
Stevenson & Associates Bucharest Office
Faurei#LPll, Apt.80
Bucharest -784091
P.O. Box 68-61
ROMANIA
Senior Consultant:
J.D. Stevenson - Consulting Engineer. USA
Period Covered
December. 1995 - December 1996
STEVENSON & ASSOCIATES - Bucharest Office
EXPERIENCE DATABASE OF ROMANIAN FACILITIES SUBJECTED TO THE
LAST THREE VRANCEA EARTHQUAKES
Final Report
Research Report prepared for the International Atomic Energy Agency
Vienna, Austria
Contract No. 8223/EN Rl
Chief Scientific Investigator :
Ovidiu Coman
Stevenson & Associates Bucharest Office
FaureiSl, P l l , Apt.80
Bucharest -784091
P.O. Box 68-61
ROMANIA
Senior Consultant:
J.D. Stevenson - Consulting Engineer. USA
Period Covered
December, 1995 - December 1996
Experience Database
PARTI:
Probabilistic Hazard Analysis of Vrancea Earthquakes
Research Team:
Prof. Dr. Dan Lungu - Technical University of Civil Engineering - Bucharest
Eng. Tiberiu Cornea - IPCT-SA, Bucharest
Experience Database
Experience Database
Contents:
1. INTRODUCTION
4
2. PROBABILISTIC HAZARD ASSESSMENT (PHA) FOR SI BCRUSTAL VRANCEA EARTHQUAKES
5
2.1 GENERAL METHODOLOGY FOR PROBABILISTIC SEISMIC HAZARD ASSESSMENT
2.2 INSTRUMENTAL AND HISTORICAL CATALOGUES OF VRANCEA EARTHQUAKES
2.3 RECURRENCE- MAGNITUDE RELATIONSHIPS
2.4 ATTENUATION OF VRANCEA SUBCRUSTALEARTHQUAKES
5
5
13
20
3. SITE-DEPENDENT RESPONSE SPECTRA (SRS) CHARACTERISTICS
24
3.1 ELASTIC RESPONSE SPECTRA FOR VARIOUS SITE CONDITIONS
24
3.1.1 Classification of site-dependent frequency content of recorded ground motions
3.1.2 Elastic response spectra for typical site (soil) condition in Romania
3.1.3 Peak dynamic amplification factor versus peak ground acceleration
3.2 VERTICAL MOTIONS
3.3 NONLINEAR RESPONSE
37
41
4. REFERENCES
~_™_™
5. APPENDIX A
_„
6. APPENDIX B 7. APPENDIX C
—
44
47
—
.
Experience Database
24
30
37
.
49
_—
™~
54
Experience Database
1. INTRODUCTION
The scope of this research project is to use the past seismic experience of similar components from
power and industrial facilities to establish the generic seismic resistance of nuclear power plant safe
shutdown equipment. The first part of the project provide information about Vrancea earthquakes
which affect the Romanian territory and also the Koslodui NPP site as a background of the
investigation of the seismic performance of mechanical and electrical equipment in the industrial
facilities.
The project has the following objectives :
a) first part:
- to collect and process available seismic information about Vrancea earthquakes;
- to perform probabilistic hazard analysis for the Vrancea earthquakes;
- to determine the attenuation relationships for subcrustal Romanian earthquakes;
- to analyse the frequency content and the elastic and inelastic spectra for Vrancea
accelerograms recorded on various soil condition in Romania and Republic of Moldova
b) second part
-to investigate and collect information regarding seismic behaviour during the 1977. 1986 and
1990 earthquakes of mechanical and electrical components from industrial facilities;
The seismic database used in the analysis of the Vrancea earthquakes includes more than 150
digitised biaxial and/or triaxial accelerograms from:
- Mar 4, 1977,
- Aug 30, 1986, and
- May 30 and May 31, 1990 events.
Historical and instrumental catalogues of the Vrancea events are presented herein for the first time.
Also, a series of comparisons are performed for these two sets of data.
The records obtained by the seismic networks of Romania (ESTP. INCERC. GEOTEC), Republic of
Moldova and Bulgaria are identified by the following special characters:
G
O
A
•
0
for INFP (Romania).
INCERC (Romania),
GEOTEC (Romania),
Republic of Moldova.
Bulgaria.
The present report represent the second year of the research project.
Experience Database
Experience Database
2. Probabilistic hazard assessment (PHA) for subcrustal Vrancea earthquakes
2.1 General methodology for probabilistic seismic hazard assessment
Probabilistic seismic hazard assessment has a cornerstone position for the prediction of the strong
ground motions likely to occur at a particular site.
For most seismic regions, the basic information for the hazard analysis (source characteristics,
catalogue of events, records for relevant intensity, soil geolo'gical data, etc.) is very limited.
Moreover, the adequacy of earthquake catalogues, the model of earthquake occurrence, the structure
of the attenuation relation, the non-homogeneity of recording conditions, etc. artificially contribute to
the randomness, inherent in the hazard analysis.
One may notice that the quality of seismic information has an important influence on the accuracy of
the probabilistic results.
The general PHA is based on the following methodology:
(i) Identification of the independent sources of seismic activity and determination of the
Gutenberg-Richter relationship from contribution of each source;
(ii) Fitting the attenuation relationship on peak ground motion (or structural response)
parameter, property' classified according to the soil category;
(iii) Calculating the peak ground motion (or structural response) parameter having a specified
probability of non-exceedance at the site during structure lifetime (recurrence intervals may be
alternatively used) i.e.:
- Peak ground acceleration, velocity and displacement (PGA, PGV, PGD);
- Effective peak acceleration (EPA) and effective peak velocity (EPV);
- Elastic spectral acceleration (SA) and spectral velocity (SV) at specified frequencies
(periods) developed for a damping ratio of 0.05;
(iv) Construction of uniform hazard site dependent response spectra for design.
2.2 Instrumental and historical catalogues of Vrancea earthquakes
The tremendous work done during the 1974 - 1994 period by Cornelius Radu for the
accomplishment of historical and instrumental catalogues of the earthquakes which occurred on the
territory of Romania is summarised -for the Vrancea source- in Table 2.1 and Table 2.2.
Similar catalogues were completed by Constantinescu and Marza (1980, 1995).
Experience Database
Experience Database
Table 2.1
Nr.
Instrumental catalogue of Vrancea earthquakes (M > 5.0) occurred during the 19011994 period (Radu. 1994)
Dare
Time
(GMT)
h:m:s
Lat.
\
\
N"
Long.
!
E"
h
Focus depth,
km
:
L
Epicentral
intensit>5
6
6
7
6
8
7
6
5/6
5
5/6
5/6
5
5/6
5
5
6
6
6
6
6
j
1
Sep 23
18:11
Marti :
20:14
3 i 1903 Jun 8
15:07
4
Sep 13 : • 08:02:7
5 • 1904 Feb 6 i
02:49
6 '•• 1 9 0 8
Oct 6 :
21:39:8
! — : 1912 May 25 :
18:01:7
20:15
Mav25 :
I 8
1 0
May 25 '
21:15
Jun 7 1
10
01:58
i 1913 Mar 14 \
03:40
12 1
Jul23 !
22:03
13 ! 1914 Jul 1 !
01:00
14 i
Jul31 ;
18:23:12
15 j
Oct 26 |
02:59
16 ! 1917 Mar 15 ! 20:42:46
17 i
Mav 19 i
21:00
18
03:23:55
Jul 11 !
02:07
19 ! 1918 Feb 25 i
20 i 1919 Apr 18 :
06:20:05
21 1
Aug 9 !
14:38
ii
02:37
i 1925 Dec 25 i
23 1 1927 Jul 24 i
20:17:05
24 i 1928 Mar 30 I
09:38:57
25 i
Nov23
04:23:12
26 i 1929 May 20 •
12:17:56
Nov 1 :
1 27
0657:25
28 ! 1932 Mar 13 '
02:53
29
Mav 27 i
10:42:15
! 30
Sep 7 :
18:36
i 31 : 1934 Feb 2 i
10:59:13
: 32
Mar 29 ; • 20:06:51
JO
1935 Jul 13 : 00:03:46
Sep 5
: 34
06:00
Mav
17
:
i
1936
17:38:02
I 35
i 36 ! 1937 Jan 26 i
14:34
7
20:15:17
i 3 i 1938
Jul 13 ;
j 38 ! 1939 Sep 5 :
06:02:00
39 : 1940 Jun 24 ; 09:57:27
40
Oct 22 :
06:37:00
41
Nov 8 :
12:00:44
42
Nov 10
01:39:0"
43
Nov 11
06:34:16
44
Nov 14
14:37
45
Nov i9 : 20:27:12
•• 1 9 0 1
!
i
;
i
'• 1902
Experience Database
•
i
:
!
j
i
,
i
1
i
1
•
.
i
:
:
:
:
45.7
.
26.6
45.7
i
26.6
45.7
!
26.6
45.7.
|. 26.6
45.7
i
26.6
45.7
i
26 *>
45.7
!
27.2
45.7
i
27.2
45.7
i
27 2
45.7
|
2-7.2
45.7
j
26.6
45.7
26.6
45.7
26.6
26.3
45.9
45.7
j
26.6
26.5
46.0
45.7
26.6
45.7
26.6
45.7
26.6
45.7
26.6
45.7
26.6
45.7
26.6
45.7
26.6
26.5
45.9
45.7
26.6
26.5
45.8
26.5
45.9
45.7
26.6
45.7
26.6
45.7
26.6
45.2
26.2
26.5
45.8
26.6
45.3
26.7
45.8
26.3
45.3
45.7
26.6
26.7
45.9
'
26.7
45.9
26.6
45.9
26.4
45.8
;
;
26.2
45.5
26. ~
45.8
i
26.8
46.0
;
26.6
45."
i
46.0
1 26.35
-
i
j
I
!
|
i
;
i
:
i
i
i
150
80
80
80
80
i
^
*
i
i
i
1
100
i
;
!
;
!
i
i
i
i
!
i
i
l
i
i
1
100
i
i
!
1
!
i
!
l
!
150
100
i
i
160
:
i
'
i
i
i
;
150
;
90
140
150
!
150
!
i
i
120
i
115
;
115
j
122
145
140-150150
i
'
150
:
5
6
6
5/6
i
6
•
6/7
5/6
6
6
6
/
6
6
5
5
6
6
5/6
7/8
6
:
:
0
6
5
6
;
:
M
GutenbergRichter
masnitude
5.0
5.5
5.0
6.3
5.7
6.8
6.0
:
5.5
5.3
;
5.0
:
5.3
!
5.3
5.0
5.3
5.0
5.0
5.5
5.5
5.5
5.3
5.5
i
5.0
55
5.4
5.3
5.3
5.8
5.3
5.5
5.4
5.3
:
6.3
i
5.3
!
5.5
:
5.1
;
!
5.0
5.3
;
5.3
:
5.5
I
6.5
i
5.5
:
"4
:
5.5
:
5.0
5.3
:•
Experience Database
Date
Nr.
;
;
,
i
i
i
:
i 1941
, 1942
: 1943
; 1944
1945
'•• 5 4
; 55
' 56
57
58
59
60
61
62
63
I 64
65
66
6"
68
69
70
71
72
73
74
1946
1947
1948
1949
1950
1952
1953
1954
1955
1935
1960
1963
76
1965
77
1966
78
! "9
SO
1973
81
82
1974
S3
1975
84
1976
19^7
85
86
87
88
89
1978
i 90 • 1979
91
' 92
1980
93
1981
: 04 : 1983
1984
95
Long.
Lat.
N°
E-
km
14:49:53
1":19
07:04
A p r 1 3 ••
03:07:22
M29 :
19:19
Apr 28 i
19:46:40
Feb25 :
16:59
Mar 12 i . 20:51:46
Sap 7 j
15:48:26
Sep 14 i
17:21
Dec 9 •:
06:08:45
Nov 3 i
18:46:59
Mar 13 :
14:03
Octl7 !
13:25:20
Mar 13 I
21:05:56
Apr 29 !
00:33:40
May 29 |
04:48:58
Dec 26 I
03:36:10
Jan 16 i
04:25:01
Jun20 !
01:18:54
Jull4 !
06:29:57
16:36:14
Aue 3 i
May 17 !
02:33:54
Oct 1 !
13:31:00
May 1 1
21:22:52
Jull3 !
12:51:48
15:32:03
Aus 19 |
Jan 26 i
20:27:04
Oct 13 i
02:21:25
Jan 14 !
18:33:25
02:52:24
Jan 10 1
Oct 2 |
11:21:45
Oct 15 j
06:59:19
Dec 14 I
14:50:00
Aus20 ;
15:18:2S
10:50:59
Oct 23 ;
JullT •
05:09:23
Mar 7 ;
04:13:05
Oct 1 !
17:50:43
19:21:56
Mar 4 ;
Mar 4 j
19:22:00
Mar 4 i
19:22:08
Mar 4 i
19:22:15
Oct 2 :
20:28:52
07:20:0"
Mav31 '
15:36:55
Sec 11
15:07:54
Jan 14 •
JunlS
00:02:59
Jan 25 :
07:34:49
Jan 20 i
07:24:23
45.8
45."
26.8
26.6
150
i
100
i
46
4"
48
49
50
51
52
53
;
Time
(GMT!
h:m:s
;
Xov23 •
Dec 1 '
Jan 29 ;
Experience Database
'•.
45.7
•
26.6
I
45.7
45.7
45.8
45.T
45.6
45.9
45.7
45.7
45.6
45.7
45.7
45.9
45.9
45.8
45.7
45.6
45.9
45.7
45.6
45.4
45.5
45.5
45.7
45.9
45.8
45.4
45.7
45.8
45.7
45.6
45.7
45.73
45.72
45.76
45.86
45.72
45.78
45.72
45.48
45.34
45.78
45.57
45.59
45."8
45.68
45.6"
45.51
;
i
i
i
:
!
i
i
!
26.5
26.5
27.1
26.6
26.4
26.5
26.6
26.8
26.3
'•
26.6
;
:
;
i
i
i
!
i
i
!
I
I
i
!
1
!
!
I
i
:
|
I
26.6
26.7
26.7
26.5
26.7
26.3
26.5
27.1
26.5
26.3
27.1
26.3
27.2
26.8
26.2
26.4
26.6
26.6
26.5
26.4
26.4
26.52
26.48
26.61
26.63
26.54
26.78
26.94
26.78
26.30
26.48
26.38
26.31
26.60
26.38
26. "5
26.34
L
i
h
:
'•• F o c u s d e p t h : Epicentrai
;
M
GutenbergRichter
maenirude
5.3
5.1
intensity
5 6
5
l
i
5
5.1
5 •6
:
l
i
!
i
i
66
155
125
75
5
6
5; 6
6
7/8
:
:
;
'•.
;
!
l
S
i
!
I
i
i
i
I
1
80
140
i
i
150
150
140
7
6
5
!
i
i
6
!
i
j
6/7
5/6
!
!
5/6
i
6
5
!
|
I25
i 135
1
1
i
!
i
1
120
160
100
150
150
50
135
35
150
140
160
133
128
140
140
158
70
171
135
21
142
93
5
j
5
i
6
j
5
6
!
i
5
•
5/6
6
6
6
6
5
i
j
5
i
6
.. \ •
i
• 5
;
;
:
I
;
!
;
~Q
I
93
109
164
120
154
141
144
160
135
i
i
i
:
:
!
i
56
;
!
i
!
'••
6
;
5-6
•
7 ••' 9
:
" 9
7/9
:
i
-
0
i
5-6
5-6
6
5 6
5 6
5 6
:
'•
5
i
:
5.2
5.0
5.0
5.2
5.5
6.5
5.1
6.0
5.5
5.0
5.4
5.3
5.0
5.8
5.3
5.3
5.5
5.1
5.1
5.0
5.2
5.4
5.2
5.1
5.3
5.5
5.4
5.4
5.5
5.1
5.0
5.5
5.1
5.4
5.1
5.5
5.5
6.5
6.5
•
:
:
;
i
!
j
!
i
!
5.3
5.3
5.4
•;
5.3
5.4
5.2
5.0
;
:
Experience Database
Nr.
Time
(GMT)
h:m:s
Date
96 1985
9" : 1986
98 '
OO ! 1988
100 ! 1990
14:35:03
Aus !
Aua 16 .
06:41:25
21:28:37
Aus 30
Jan 8
16:50:39
Mav30
10:40:06
;
ioi :
Mav3I
00:1":49
102 : 1991 Jan 31 ; 13:29:14.8 1 0 3 •• 1993 Aue26 i
21:32:33.5 :
1)
Radu's original estimate is 130 km.
Table 2.2
:
Date
984
1022
1038
4
1091 ± 1
5
1100
6
1107
7
1122
8
1126
9
1131
10
1170
11
1196
12
1211
1230
13
14
1258
1 5 • 1327 ± 1
1411
16
17 : 1446
1471
18
19 ':
20 :
21
i
22 ;
23 !
I 1474
25 ; 1479 ?
26
1516
;
2" : 1521
: 28
1523
j 29 : 1531 ?
45.-8
45.58
45.53
45.54
45.82
45.83
45.73
45."0
I,
Epicentrai
intensify
105
154
133
137
91
"9
13"
138
6
5
8
5
8
26.52
26.34
26.4"
26.26
26.90
26.89
26.52
26.62
1 Time
| (GMT)
h:m:s
U
;
!
i
;
M
GutenbergRichter
maenitude
5.5
5.0
".0
5.0
6.T
6.1
5
5
May 12
Aus 15
May 21
7
8.5
7
Feb5
Oct
Aus8
03:00
8/CM
1/
00:
Apil
Feb 13
07:
Mav 10
Feb 7
07:
15:
Oct 10
Aua 29
Aus 29
Aus 31
Septl
Sept 1
Septl
I
7/8
8
i
04:
7/8
7/8
8/CM
o
8.5/CM
9/CM
8/9
7/8
9"
8
8
7/8
j
10-11:
13:
02:
i
i 13:
; r-18:
i
9'
6
6
6
6
6
778
!
i
7
j
Nov8
Q
;
Jun9
8
—
7/8 :
Selected and adapted by D. Lungu, 1996
Experience Database
I
6.2'KS
!
i
1
i
6.2/KS
5.9/KS
6.2'KS
6.4
'•
o..
6.4
;
;
6.1
6.4
6.7
6.1
6.4
:
6.7
(6.717.2 :
6.4 I
(6.9)7.3 !
6.7
:
8.5/CM
8
5.0
i
5.1
i
'
:
:
6.4
1
".IKS
. 0/ K^S
:
:•
•
:
-:
•
!
I
6.1
I.O.8T.2
6.8-KS
o.o.l
6.1
5.S
Source
CM
RT. CM
RT. CM
KS
N
R.KS
KS
KS
7.0/KS
70/KS
8.5,'CM i
6."
:
"3.-KS
8/9 KS i (6.7)"4 :
".IKS
:
5.5
Aftershock
5.5
Aftershock
5.5
: Aftershock
5.5
: Aftershock
:
1 5.5
Aftershock
S/KS
i
M
Gutenberg-Richter
masnitude
Radu i
Others
6.7 >
6.1
!
6.9
!
Epicentrai
intensity
Radu
Others
8
24
1
h
Focus depth;
km
Historical catalogue of Vrancea earthquakes (Io > 6.0) occurred during 984 - 1900
period (from Radu's manuscripts. 1994)1
Nr.
1
2
3
Long.
LaL
,
N
KS
i
i
KS
N
N,R,KS
RT. CM
KS
R.INC
KS
i
i
;
i
:
R
i
RT
R
'
!
RT
i
RT
RT
i
!
N
N
i
:
R. RT. KS :
RT
. R. CM. KS :
RT
;
!
Experience Database
:
Nr. :
Data
30
: 1545
: 1552
Jul 19
Aua 21
1554
1556
1558
1559
1563
1569
1570
Aus21
Jun IS
Nov 20
MavO5
Oct 19
Aua 15
Aua 1"
Aual"
Mil
Nov 11
Nov 12
Jan 3
Apr 1
Apr 28
Jan 7
Apr 28
May 1
Aua 10
Oct 28
Nov 22
Jun 8
Jul 7
Dec 1
Dec 2
Apr 21
Apr 16
Nov 22
Mav 4
May 20
Jul 26
Feb20
Dec 6
Dec 24
Dec 24
Dec 24
Dec 25
Jan 2
Jan 13
Feb20
Dec 2
Jan 22
Apr 25
Dec 5
Sep 14
Sec 25
Nov 1
Nov 8
Aua 2"
31
: 32
! 33
i 34
' 35
! 36
: 37
': 38
i 39
! 40
I 41
1572
42
i
1575
1578
1588
1589
1590
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
! 62
•
63
1590
1591
1592
1594
1595
1596
i 1598
; 1599
! 1600
: 1601
'• 1605
64
65
66
67
68
69
70
71
72
73
"4
"5
: 1606
i
\ 16O~
i 1612
; 161"
76
-"7
78
79
: 1619
i 1620
: 1625
Experience Database
Time
(GMT)
h:m:s
1,
Epicentral
intensity
OtheTS
Radu
•
8
"KS
08-09:
•
: 03-04:
••
o
:
T
:
6
6
6
8
!
00-01:
05-06
23:
03:
23:
20:
02:
01-02:
~/KS
!
6
j
7
6
!
!
7
6
7
6
6
8.5
1
i
6
6/7
i
6.5
6
6
6
7
6.5
!
11:
|
* 10:
: 15-16:
i 16:
i 18:
; 02:
; 03:
! 01-02
i
7/CM
!
I
8/CM
6/KS
6/KS
'
T
!
:
i
!
.:
6
6
"
6
•
!
;
;
01-02:
:• 0 5 :
05
20:
. 01:
13-14:
20-21
RT
RT
!
|
j
!
i
5.5
5.5
6.1
5.5
67
5.5
5.5
6/KS
5.5/KS
5.5/KS
'•
,
:
5.5
I
;
i
i
i
5.5
'••
;
i
i
!
i
6/KS
6/7
6/7
6
9
!
i
i Two shocks
!
i
j
i
I
|
i
6.8/KS
5.5
5.5
5.8
6.1
6.1
R.RT
R.RT
RT
RT
RT
RT
RT
RT
RT
!
i
i
;
8/KS
5.5
:
5-5
5.8
:
5.8
5.5
: (6.9)7.2 :
:
RT
6.2''KS
5.8
6.1
5.5
5.5
!
:
6
;
:
6
6
6.5
7
6
6
6
6
:
.;
i
i
;
!
6
:
•••
:
5.5
5.5
i
i
RT. R. KS
CM. RT
RT
RT
RT
RT
•:
•
:
Others
6.2 KS
5.9/KS
'
Main shock
: Aftershock
Aftershock
Aftershock
: Aftershock :
:
5.5/KS
!
Aftershock
!
; s
i 20:
Radu
6."
6.1
5.5
6.1
5.5
5.5
5.5
6."
6.1
5.5
5.5
6.1
6.1
6.1
6.1
5.5
6.1
5.5
5.5
6.9
5.5
5.9
5.8
1
!
!
: 6/7/KS ;
;
'
)
:
8/KS
1
02-03:
;
;
i
:
;
;
7
13:
23:
10:
1
;
T
1
Source
M
Gutenberg-Richter
maanitude
i
i
6.5/KS
;
!
i
!
|
I
;
i
!
RT
|
R. RT
J
RT
RT
RT
RT
1
RT
I
RT
RT
KS
R,RT
R_RT
RT
RT
RT
RT
R.RT
RT
RT
RT
RT
R,RT
RT
RT
RT
i
RT
i
RT
RT
RT
RT
FLRT
RT
:
i
10
Experience Database
:
Nr.
80
81
82
Date
1628
• 163"
i 1639
i
1644
; 83
'•
84
!
85
86
87
88
89
90
91
92
93
:
:
'
i 1650
! 1656
i 1658
I 1660
1
|
1 1661
! 1662
! 1666
i 1667
! 1671
! 1679
i 1681
94
95
96
97
98
99
100
101
102
103
104
105
106
1
1
|
1 1683
JJ689
I 1690
! 1693
i 107 i
i 108 ! 1698
| 109
110
111
112
113
114
115
:
! 1701
I 1703
! 1705
I 1711
i 1715
i 1719
no ; r,
11" : 1723
118 : 1725
119 !
' 120 ! 1728
121 i 1730
122 |
123
124 ! 1731
•
:
125
• 1732
:
1734
12" : 1738
, 128
; 129
- 126
Apr 4
Feb I
Apr 9
Feb 20
Feb 22
Apr 19
Oct28
Apr 5
Feb 8
Mar 13
May 13
Dec 12
Junl7
Feb
Mav 25
Nov 5
Aug9
Ausl9
Oct 16
Oct 18
Nov 24
Dec 6
Dec 27
Sep24
Jan 07
Jul 13
Oct 2
Sep3
Jim 12
Junl4
Nov 19
Apr'
Oct 11
Dec 5
AU2 12
Oct 9
Dec 9
Jan 10
Feb 13
Sep25
Apr 6
May 31
Oct 12
Dec 9
Nov 16/Nov 28
JunlO
Marl"
Mav&'lP
Mav 31/Jim 11
Experience Database
Time
:
(GMT) 1
h:m:s ;
01:
01-02
02:
03:
18:
mornins
19:
01:
15:
05:
15:
22:
18:
1 00-01:
i
j
04-05:
• 08-09:
M
Epicentral
intensitv
Radu • Others
Gutenberg-Richter
magnitude
Radu
Others
;
-_5
~
•
:
:
0
I
'
6
!
;
~
[
1
/
i
i
6
7
j
!
•
7.5
!
6
i
'
•
6.1
:
:
:
5.5
5.5
6.1
6.1
i
5.5
i
!
i
1
6.1
6.4
5.5
5.8
5.5
!
j
5.8
7
6
1
|
1
1
6.1
5.5
6
j
i
5.5
9
i
6
I
i (6.7)7.4
!
5.5
6
i
i
09-10:
\ 13:
• 08:
1
7
6
i
I
! 11-12:
! 20-21:
' 00-01:
i 6/7 I
! 6 1
02-03:
0//
00-01:
7
i
7/8
•• 1 6 :
i 05:
:
23:
• evenina
;
evening
:
05:
10-11:
i
INC
i
!
6.8/KS
6.8/KS
RT
!
CM. R, RT j
CM. R, RT J
•
RT
RT
RT
RT
RT
RT
RT
RT.AF
RT
!
!
!
5.5
i
!
|
i
j
RT. A F
i
i
5.5
•
6.4
5.5
5.5
5.8
6.1
5.5
5.5
!
I
!
RT, AF
R_RT
RT
RT.AF
!
i
i
8/KS
i
;
8/KS
I
!
06:
20:
00:
6.0/KS
i
!
6.9
5.5
6.1
5.5
5.8
6
6
•• 0 0 :
!
!
1
5.5
5.5
!
1
6
5.5
1
1
|
6.2'KS
i
i
1
RT
R.RT
RT
RT
RT
KS
RT
RT
RT
RT
RT
RT
RT
KS
0.6; KS
6
6.5
8.5 i
:
:
o.
6.4
6.5
6
6
04:30
Source
L
6.9/KS
Aftershock
RT.AF
5.5
I
5.8
5.5
6.1
5.5
5.5
i
!
!
!
:
;
•
R.RT
RT
RT
RT
RT
RT
RT
RT
RT
R
RT
RT
INC
CM
KS
•••
Aftershocks :
Main shock i
R.RT
6.5/KS
i
5.5
•
6
;
5.5
i
;
!
!
6
6
6.5
6
!
;
;
!
5.5
I
6
i
!
6
;
i
0
:
:
:
6
6.5
i
6
:
;
9"
!
:
!
!
i
!
i
•
1
:>.:>
5.5
6.4
5.5
•
'.6.9)7.4
"0/KS
R
10
Experience Database
i Nr. i
130
131
! 132 i
: 133 i
I 134 : 1739
i 135 i .
i 136 : 1740
i 137
1741
138 1 1742
! 139
140
1744
141
1745
1747
142
1749
143
144
1755
! 145
146
1764
147
1777
148
149
1778
150
1779
151
1781
152
153
1784
154
1787
155
156
1789
157
1790
1793
158
159 i
160 1 1797
161 i 1798
162 I
163 I
164
165 j 1802:';
166 ' 1821
16'
168 i 1829
169 ! 1831
170 i 1835
171 ! 1838
172 i 1843
173 j 1862
174 : 1868
I "5
1"6 ; 1880
1"
1893
178
179 ! 1894
:
Date
Mav3I J u n l l
Mav31 Junll
Mav 31/Junll
Jul30
Jan 3
Jun
Apr 5
Mar 11
Mar 2
Apr 6
Jan 15
Jan 5
Apr21.May2
Nov 28
Apr 16
Nov 1
Mar 16/27
SeplO
Jul. 14/25
Jan. 18
Jun.27
Sea 15/26
Oct. 09/21
Mar. 18
Jan. 18
Mar. 5/16
Mar. 26
Apr. 06
Nov 26/Dec 8
Nov 26/Dec 8
Apr30/Mayl0
Mar. 14
Marl5/Mar26
Mario-Mar 27
Marl-Mar 28
Oct26
FeblO
Nov r
Nov 26
Aus3
Apr 21
Jan 23
SeplO
Oct 16
Nov 13
Nov 2"
Dec 25
Aual"
Sep 10
Mar :
Experience Database
11
Tune
(GMT)
h:m:s
I,
Epicentral
intensitv
Radu
Others
13:
0
• 14:
6
6
6
6
M
Source
Gutenberg-Richter
masnitude
Radu
Others
:o
AftersnocK
5.5
Aftershock
:
5.5
Aftershock
5.5
:
;
5.5 1
;
6.1
•
:
INC
RT
:
i 18:
INC
.
:
RT
1
;
:
16-17
;
.
RT
RT
20:
6.5 ;
5.8
:
5.5/KS
R.RT
nisht
6 i
5.5
;
RT
03:
6 i
5.5
:
RT
;
01:45
6 :
5.5
RT
7 i
07:30
6.1
i
RT
5.3
I
! 5/6 !
RT
i
o/7 i
5.8
i
mornina
R.RT
5.5
|
17-18:
6 i
RT
6 i
5.5
j
RT
mornina
6 i
5.5
i
RT
7 !
6.1
j
RT. INC j
21:
nieht
6 j
5.5 1
RT
5.5
i
09:
6 .!
RT INC
05:45
• 7
| 7/8/KS
6.1
j
6.5/KS
R, R T INC
05:
6
i
5.5 i
CM
5.5 i
RT.INC
6 i
03:
6.1 !
RT
7 I
6/7 |
5.8 i
R
5.5 i
CM
6 i
6.1
i
23:
7 i
RT INC
6.4
!
PM:
7.5 !
RT. INC
6.7
!
6.9/KS
R.RT
19:29
_L
8 i
7
I
6/7
6:
6.1
i
6.4/KS
FL RT. TM i
!
5
: Aftershock •
RT
21:
i
5 !
INC
night
j 5.5 i
i
6 !
6
07:
RT
!
5.5 ! Main shock I
I
ii
12:
!
5
i
5
! Aftershock i RT INC
!
5
;
INC
i
5
i Aftershock •
Aftershock •
RT. INC
i
5
;
j
0"
:
R_KS
7.5
i (".5)7.6 ;
7.4/KS
:
10:55
:
i 6/7 i
KS
00:00
5.8 :
5.9/KS
"S/KS
6.7/KS
R.KS
13:45
6/7
: 1:40
7/8 i &-9/SKH i
6.4
6.9/KS
R.KS
KS
! 00:00
6
i
6
i
5.5
5.8/KS '
5.5
KS
; 20:30
:
6
•
6
6.7
! 9'CM j
8
6.9/KS :
R.KS
I 18:45
i
:
KS
6
5.5 '
1
6/7 : ~SKH 1 5.8
R.SKH
1:11
6.4
5.8/KS
R.KS
i 7:45
TVS : 6.KS i
:
6.1
20:39
5.5/KS
R.KS
6.1
: 14:30
6.2KS
FLKS
6/7 : ~ K S :•
57
6.1/KS
R.KS
; 14:45
6/7 •: - K S i
6.1/KS
R.KS
: 3:40
5."
R.KS
I lv25
5.5 •
6
-T
11
Experience Database
Date
! Nr.
12
i
;
180
; 181
: 182 ! 1896
Mar 4
Aua3I
Mar 11
Tune
(GMT)
h:m:s
• 6:35
! 12:20
I 23:30
I,
Epicentral
intensitv
Radu
Others •
6-7-KS
• ~
&KS :
; 6
; 6;7/SKH '•
'•
M
Gutenberg-Richter
masrutude
Others
Radu
6.1
5.8-KS
6.1
6.5, KS
5.5
5.8, KS
Source
R.KS
R.KS
R.KS. SKH •
Notes:
1)
Simplified location of the epicenter: 45.7° Lat. N, 26.6° Long. E.
Depth of the subcrustal Vrancea focus: 60 4- 170 km.
2)
Source abbreviations:
R
Radu, C , 1971, 1974 catalogues
RT
Radu. C . Torro, E., 1986 catalogue
KS
Kondorskaya. N. V., Shebalin, N. V., 1977 catalogue
N
Niconov catalogue
SKH Shebalin. N. V., Karnic, V., Hadzievski D., 1974
AF
Events from Ambraseyes's list wrongly considered as having the epicenter in
Transylvania
INC Building Research Institute (INCERC), Bucharest data
3)
Radu's relation (1974) between Gutenberg-Richter magnitude and the epicentral intensity:
M=O.56Io4-2.18
4)
(...) Radu's initial estimation of magnitude (after the 1977 event)
5)
Marza's estimation of the magnitude of 'the largest observed Vrancea earthquakes" is M=7.7
(Marza. Kijiko, ]MantyniemL 1991).
6)
Underlined values for epicentral intensities denote a more probable value.
The revision of the data, made by Radu during his last years, led to an increase of the epicentral
intensity previously (1971. 1974) estimated in the catalogue (see Table 2.2. Note 4).
To mitigate the erroneous interpretation of information, two columns containing estimates of the
epicentral intensity- and or the magnitude made by other authors were added to the original catalogue.
Experience Database
12
Experience Database
'
13
2.3 Recurrence - magnitude relationships
The Gutenberg-Richter relationship for the recurrence of the earthquakes is:
log n (>M) = a-bM
(2.1)
where n(>M) represents the mean number of events in one year having a magnitude equal to or
greater than M. and a an b are coefficients which have to be fitted to the data.
The Hwang and Huo (1994) modification of the Gutenberg-Richter relationship to satisfy the
property of the probability distribution is recommended for engineering applications.
The recurrence expression for the magnitude interval (M^ M ^ ) is:
1
)
i
-P(Mmax-Mo)
n(>M) = e ^
(2.2)
1 ™C
where:
Mo is the threshold magnitude
Mmax is the maximum credible magnitude of the source, and
ct = alnlO, andp = blnlO.
The mean recurrence interval (in years) of an earthquake of magnitude greater than or equal to M is
the reverse of the number n(>M):
1
T(>M) =
(2.3)
n(>M)
According to Hwang and Huo, the proof of Eq.(2.2) is as follows:
(i) From Eq.(2.1) the mean number of earthquakes in one year having a magnitude equal to or
greater than the lower-bound magnitude of the analysis. Mo is:
n (>Mo) = e"-**1
(2.4)
(ii) The probability distribution function of M. i.e. the probability of an earthquake of a
magnitude smaller than M is:
n (>M)
e"^ 1
n(>Mo)
ea"PMo
F(M) - P(<M) = 1
(ifi) To satisfy the condition: F(M) =1.0 for M=Mm«, a modified probability distribution
F*(M) is defined as:
Experience Database
13
Experience Database
14
F(M)
F*(M) =
i.
=
(2.5)
1
F(-\W)
1 - e^***"* *"
(iv) Using Eq.(2.4) and Eq.(2.5). the recurrence expression for the magnitude interval (Mo,
becomes:
I_
n(>M) = n(>Mo) [1 - F*(M)] = e * ^
The magnitude scale used for measuring earthquakes should be specified together with the upper
bound (maximum credible) magnitude of the source and the lower bound (threshold) magnitude of
the .analysis. In the Catalogues of events presented in Table 2.1 and Table 2.2, the magnitude scale is
the scale used for the Vrancea earthquakes by Gutenberg and Richter in their book "Seismicity of the
earth and associated phenomena" (2nd edition), Princeton University Press, Princeton. New Jersey,
1954. For the subcrustal Vrancea earthquakes, the following magnitudes conversion relationship was
proposed by Marza, 1995:
M = 0.86 Mw + 0.85
(2.6)
where:
M is the Gutenberg-Richter magnitude
Mw - the moment magnitude, defined as a function of the seismic moment Mo (KanamorL
1977): Mw = logMo /1.5 - 10.7
The Mw scale is promoted as a systematisation requirement by the Global Seismic Hazard
Assessment Program in Europe (GSHAP. 1993).
.Although an exact estimation of the maximum credible magnitude of the source can not be done,
even an approximate estimation of it has important numerical consequences on the prediction of
magnitude having large recurrence interval.
The recurrence relationship clearly depends on the magnitude intervals it refers, such as. the threshold
magnitude calibrates the coefficients of recurrence expression.
The Gutenberg-Richter law for the recurrence of earthquakes with magnitude greater titan or equal to
M is determined from the Radu's Catalogue of the Vrancea intermediate depth magnitudes during
this century (1901 -1994), Table 2.1.
The average number of Vrancea earthquakes per year with a magnitude greater or equal to M, as
resulting also from Fig.2.1, (see IAEA 1995 Report, pag.21) is:
log n(>M) = 3.49 - 0.72 M
(2.7)
The Hwang and Huo modification of the Gutenberg-Richter relationship for the Vnmcea source is,
(Elnashai. Lungu. 1995):
j _ e -1.6S8r.S-M)
8 036 1 658
n(>\f) = e - - - "
(2.8)
j _ e -l.«8 ("8 • 6)
where the threshold magnitude is selected MD=6.0, and 8.036 = 3.489 inlO and 1.658 = 0.720 inlO.
Experience Database
14
Experience Database
15
The maximum credible magnitude of Vrancea source was estimated in the past to be at most 8.0 and
at least 7.5.
Marza, Kijko and Mantyniemi 1991 estimate as "reasonable and stable" a maximum magnitude of
the source M ^ = 7.75 = 7.8. together with the associated standard deviation of 0.21 magnitude units.
According to the same authors, the strongest observed Vrancea earthquake is the 1802 event with a
magnitude of M = 7.7 and an uncertainty of - 0.3.
The value \Iaax=7.8 might be accepted as the most probable value by both the chil engineers and
seismologists.
The sensitivity to M ^ of the mean recurrence interval of the Vrancea magnitudes is presented in
Table 2.3a and Table 2.3b as well as in Fig.2.1.
For a magnitude M ^ = 7.8. the Vrancea magnitudes having 50, 100 and 475 yr. recurrence interval
are 7.0, 7.3 and 7.6+7.7 respectively.
For a magnitude M ^ = 8.0, the Vrancea magnitudes having 50, 100 and 475 yr. recurrence interval
are 7.1, 7.4 and 7.8 respectively.
Table 2.3a
Vrancea magnitudes corresponding to various recurrence intervals
Mean recurrence interval
T(>M), years
50
100
200
475
Maximum credible magnitude
of the source, Mnax
7.8
|
8.0
i
7.i
;
7.1
7.4
i
7.3
7.5
i
7.6
j
7.6-7.7
7.8
i
The effects on buildings and structures of the Vrancea earthquakes must be understood as a
combined result of both magnitude and focal depth. The recurrence interval of the damage intensity is
not the same with the recurrence interval of the magnitude.
Investigating the possible relationship between the magnitude of a destructive earthquake (M>6.0) and
the corresponding focal depth, the following mean dependence is found (see Table 2.1 and Fig.2.2):
In h = - 0.77 - 2.864 inM
(2.9)
The correlation coefficient p=0.78 implies a moderate joint linear tendency between h and M. The
earthquakes of a magnitude smaller than 6.0 display non-correlation between h and M
The mean minus one standard deviation curve in Fig.2.2 may be used as the pessimistic correlation of
magnitude with focus depth:
In h = - 0.95 - 2.86 In M
Experience Database
(2.10)
15
16
Experience Database
Table 2.3b Mean recurrence interval of magnitude. T(>M) for various maximum credible magnitudes
of the Vrancea source, vears
Gutenberg-Richter
Magnitude. M
;
;
;
8.0
7.9
7.8
7.7
7.6
I
7.5
• Nov 10, 1940
Maximum credible magnitude
of the source.
!
8.0
!
7.8
7.4
7.3
i Mar 4, 1977 7.2
1
7.1
:Aug30, 1986 7.0
i
6.9
\
6.8
May 30, 1990 6.7
6.6
6.5
6.4
6.3
;
6.2
996
704
323
197
135
98
75
58
46
37
30
24
20
17
14
12
10
457
279
!
191
139
105
82
65
52
42
35
28
24
20
16
14
11
10
Eq.(2.7)
!
!
:
!
;
187
158
134
114
96
81
69
58
50
42
36
30
26
22
18
!
!
!
16
13
11
9
The Gumbel and/or WeibuII bivariate probability distribution of magnitude and focal depth for the
Vrancea source is under study (the skewness of the distribution of focal depth is negative and the
skewness of distribution of magnitude is positive).
The statistical counting procedure applied to Radu's historical catalogue of observed epicentral
intensit}- during the last millennium (threshold intensit}' Io=6.O, aftershocks not included) yields the
following intensit}' recurrence relation for subcrustal Vrancea events:
log n<>lo) = 1.99 - 0.46
(2.11)
where n(>I3) is the average number of events per year with an epicentral intensit}' equal to or greater
thanlo.
A somewhat similar relationship is determined for the data contained in Constantinescu and Marza
historical catalogue (984 -1900):
log n(>Io) = 1.54 -0.41
(2.12)
The relations (2.11) and (2.12) are compared in Fig.2.3.
Based on the intensirv-magnitude conversion relationships for intermediate depth Vrancea
earthquakes, recommended by Radu, 1974:
Experience Database
16
Experience Database
17
M = 0.56 Io-2.18
(2.13)
M = 9.02 logic - 1.37
(2.14)
or bvMarza. 1995:
The Eq.(2.11) combined with Eq.(2.13) lead to:
log n(>M) = 3.78-0.82X1
(2.15)
or the Eq.(2.12) combined with Eq.(2.14) lead to:
log n(>M) = 3.137- 0.732 M
(2.16)
The recurrence magnitude relations determined from Radu"s historical (984-1900) and instrumental
(1901-1994) catalogues of Vrancea events are compared in Fig.2.4.
As generally expected, the instrumental data during this century seem more severe than the historical
data collected over a millennium. The inherent inaccuracies of the historical catalogue data are caused
by many reasons such as: subjective interpretation of the damages done by the seismic motions,
general non-homogeneity of the macroseismic observations, etc.
Intermediate-depth Vrancea earthquakes
1901-1995
c
? 0.1
logn(>M) = 3.49-0.72M H
A
3
S
•5 0.01
Eq.(2.8)
X
X
X
_v
= 7.8 \
\
! \
8.0
\
0.001
6.0
6.2
6.4
6.6
6.8
7.0
7.2
7.4
7.6
7.8
8.0
Magnitude. M
Fig.2.1
Magnitude recurrence relation for the Yrancea source (M>6.0)
Experience Database
17
18
Experience Database
20 r-o40
Intermediate-depth Yrarcea earthquakes
1901-1995
—
§• 100 f
5.0
Fig.2.2
5.5
7.0
6.0
6.5
Magnitude, M
7.5
Vrancea source: magnitude (M>6.0) versus focal depth
1
Historical catalogues
984-1900
~
Radu catalogue
logn(>Io)= 1.99- 0.46 h
0.1 b ±
"5
^5 0.01 ••—
. 0.001
i
!
:—
C onstantinescu & •Vlarza
catalogue
~
logn(>Io) = 1.54-0.41 Io
i
' < • • • •
6.0
6.5
7.0
,
,
.
i
!
:
. i
7.5
8.0
8.5
9.0
9.5
Epicentral intensity. Io
Fig.2.3
Yrancea source: epicentral intensity (IQ>6.0) recurrence relations found from historical
catalogues of events
Experience Database
18
Experience Database
19
Instrumeniai catalogue
1901 - 1995
logrx>M) = 3.49 - 0.72M
-
6
£•
0.1 :,
!
:
c
c
i
•
!
:
•5 0.01 j
E
^^^^^^
i S-
i
Historical catalogue
984 -1900
= 3.78-0.82M
0.001
6.0
6.2
6.4
6.6
6.8
7.0
7.2
7.4
7.6
7.8
8.0
Magnitude, M
Fig.2.4
Comparison of magnitude recurrence relations computed with the data from historical
and instrumental C. Radu's catalogues
Experience Database
19
Experience Database
"•
20
2.4 Attenuation ofVrancea subcrustal earthquakes
The attenuation law of the ground motion parameters in respect to the distance to the earthquake
focus is the smooth curve fitted to the data by non-linear regression or multi-regression procedure.
The curve is used to predict the parameter values for specified conditions of magnitude, distance, and
soil.
The attenuation parameters consist mostly of: peak ground acceleration (PGA) and peak ground
velocity (PGV), or effective peak acceleration (EPA) and effective peak velocity (EPV). Also used
are the spectral ordinates. SA and SV, at specific periods of interest (0.3, 0.6, 1.0 s. etc.) or even the
intensity. Various formats may be adopted for the analysis of the attenuation phenomenon:
(i) Joyner and Boore formats:
h P G P = c 1 +C2M + c 3 inR + C4R-i-s
(2.16)
In PGP = d + cz M + C3 mR + cs h + s
In PGP = c1- + c 2 M + C3taR + c 4 R + C5h + s
In PGP = ci + c2 M + C3 lnR + c4 R + c6 ec7M + s
(ii) McGuire and Campbell format:
In PGP = a, + a2 M •*- a3 lnCR34 + a5 e 8 ^) + s
(2.17)
(iii) Annaka and Nozawa format:
In PGP = at + a2 M + ^ ln(R10 -r a5 e*™) + a? h - s
(2.18)
(iv) Fukushima and Tanaka :
In PGP = at+ a2 M -r a3 ln(R10 - a5 e 3 ^) - a8 R - s
where: PGP is the peak value of the ground motion parameter. R - Irypocentral distance. M magnitude, h - focal depth, s is modelled as a random variable with zero mean and the standard
deviation aE = ainPGp. CI-H> and a^a? are data dependent coefficients to be fitted to the actual data set.
Obviously, decimal logarithms can be used instead of natural ones in Eq.(2.16) -f-Eq.(2.18).
The reliability' of the attenuation relationship may be improved by evaluating the standard deviation of
the attenuation function. GZ. Consequently, the attenuation function can be computed either as a mean
(50 percentile) function, or as a mean plus one standard deviation (84 percentile) function.
For Iognormal distribution of PGP. the standard deviation is:
= (ln(l - (Vpop)2))1* = VPGP
Experience Database
(2.19)
20
Experience Database
21
where: VPGP is the coefficient of variation of PGP. From second order moment formats, the
approximation (2.19) holds for any probability distribution in the case of small coefficients of
variation. The same formats yield the standard deviation of decimal logarithm of PGP as 0.434 of the
standard deviation of natural logarithm of PGP:
=
0.434 a
In the 1995 Report to IAEA, mean and mean plus one standard deviation attenuation relations
appropriate for Vrancea subcrustal source were established through nonlinear multi-regression of the
available set of peak ground accelerations, as function of magnitude, hypocentral distance, focal
depth, and azimuth.
Table 2.4
Characteristics of the recorded Vrancea earthquakes
Date
Origin
time
h:m:s
Lat.
Long.
Focus
depth
km
1977
Mar 4
Source 1
19:21:56
45.78°
26.78°
93
Source 2
19:22:15
21:28:37
45.48°
26.30°
45.53°
26.47=
45.82°
26.90°
45.83°
26.89°
109
Richter
magnitude
M
Seismic
moment
Mn
10:40:06
00:17:49
Stake of
fault
plarr
o°
9.1x10^
Time of
fracture"
s
220
20
194
10
Seismic
stations
with
records
7.4
7.2
1986
Aug30
1990
May 30
1990
Mav 31
Moment
magnitude
7.1xI026
133
7.0
8.1xlO26
7.1
91
6.7
3.9xlO26
6.8
79
6.1
3.5x10^
6.1
T)-r
308
T
i.
42
s
50
3
43
After Tavera
After Marza
A Joyner - Boore model was applied to a database containing more than 100 biaxial and/or triaxial
records from four Vrancea events recorded in Romania, Republic of Moldova and Bulgaria, Table
2.4:
lnPGA = Ci - c2 M - c3 lnR - c4 h - a inpGA P
(2.20)
where :
PGA is the maximum peak ground acceleration at the site
M - the magnitude
R - the hypocentral distance
h - the focal depth
<7 inPGA - the standard deviation of In PGA
P - a binary variable (0 for mean attenuation curve and 1 for mean plus one standard deviation
attenuation)
Ci, c:, C3. c4 - data dependent coefficients.
Experience Database
21
Experience Database
.
"
22
Taking into account :
(a) The deep fracture structure in Yrancea zone where three tectonic units come in contact:
(b) The stability of the angles characterising the fault plane and the motion on this plane:
(c) The ellipse-shape of the macroseismic field produced by the Yrancea source:
the attenuation analysis was performed on two orthogonal directions corresponding to an average
direction of the strike of the fault plan, <jr = 225° and to the normal to this direction.
As a result 3 circular sectors (of 90° each) centred on these directions were established :
(a) The first sector contains stations in Bucharest area and in central Walachia. on the
'"younger, thinner and warmer" (Oncescu, 1993) Moesian Platform:
(b) The second sector contains stations in Moldova, on "old, thick and cold" (Oncescu. 1993)
East European Platform:
(c) The third sector contains stations in Eastern part of Walachia and in Dobrogea, including
Cernavoda Nuclear Power Plant site as well as the contact line between the East European and
Moesian platforms.
The influence of the data obtained for the largest ever recorded Vrancea event in Romania (March 4,
1977) is extremely strong resented in the multi-regression procedure, though these data come from a
single station.
The May 32, 1990 event, of a very small magnitude, it is not included in the prediction of the
attenuation phenomenon in the range of large magnitudes. The cut-off hypocentral distance is 320
km.
The data-dependent coefficients q - ^ as well as the corresponding standard deviation of the inPGA
attenuation function are determined through non-linear multi-regression and are presented in Table
2.5. These results can be used to predict 50 and 84 percentile of PGA, produced by a magnitude with
specified return period and focal depth. The coefficients presented in Table 2.5 slightly improve the
attenuation results from previous report to IAEA (1995).
Table 2.5
Coefficients
:
c.
c4
OtaPGA
Coefficients of the attenuation function for Vrancea subcrustal earthquakes, Eq.(2.20)
Complete data set
5.432
1.035
:
-1.358
!
-0.0072
!
0.397
Bucharest sector : Moldova sector
4.726
1
3.953
0.976
!
1.020
-1.146
|
-1.069
-0.066
!
-0.060
0.353
I
-0.376
Cernavoda sector
5.560
;
4.154
:
-1.561
'
!
-0.0070
i
:
0.372
Considering onfy one event Eq.(2.20) becomes:
In PGA = c, - c3 lnR + a , ^ P
Experience Database
(2.21)
22
Experience Database
j
23
The attenuation characteristics of the observed maximum peak ground accelerations from the 1986
and 1990 Vrancea events are given in Table 2.6.
Table 2.6
Sector
Attenuation coefficients for three subcrustal Vrancea earthquakes.
Aug 30. 1986
'
c>
c3
Moldova ; 11.987 1.370
Cemavoda ; 18.678 i 2.711
Bucharest \ 14.864 i 1.954
All data 1 15.565 : 2.092
;
Mav 30. 1990
Ma\•31.1990
c3
OtaPQA
'' OtaPOA
0.551 i 6.887 ! 0.395
0.368 11.280 I 1.298
0.328 ! 9.084 ! 0.884
0.458 ! 10.562 ! 1.138
9. 725 !
: 0.215
i 0.296 1 11.367 1
I 0.341 i 9. 959 !
1-0.315 i 10 .347 i
!
1.071 ' 0.417 :
1.474
0.464 i
1.295 • 0.477 i
1.315 I 0.533 !
The regression results from Table 2.5 and Table 2.6 reveal the attenuation characteristics for the
recorded Vrancea ground motions namely:
(i) The azimuthal dependence of the attenuation pattern i.e.:
- A slower attenuation along the direction of the fault plane (N45E0) compared to the
normal to this direction
- A slower attenuation along the Bucharest sector compared to Cemavoda (NPP)
sector
- A slower attenuation along Moldova sector compared to the Bucharest sector.
(ii) An ninexpected^ faster attenuation for greater magnitude and deeper focus (i.e.for the
1986 event compared to the 1990 event);
(iii) A relatively constant (0.35 -5- 45) coefficient of variation of the attenuation function of the
peak ground acceleration.
The above conclusions indicates that the mean plus one standard deviation attenuation for the PGA
ordinates can be simply obtained by multiphing the mean attenuation relation by a factor of 1.4 •*• 1.5.
Experience Database
23
Experience Database
24
3. Site-dependent response spectra (SRS) characteristics
3.1 Elastic response spectra for various site conditions
3.1.1 Classification of site-dependent frequency content of recorded ground motions
The increased number of seismic records during the 1986 and 1990 Yrancea earthquakes have
provided new opportunities for the evaluation and classification of the strong ground motions in
Romania. Parameters used to classify the frequency content of the records are obtained either directly
from stochastic modelling of the time histories, or indirectly by passing the seismic signal through a
SDOF structure and calculating the response spectra. The stochastic modelling implements the
concept of the power spectral density (PSD) function and its related measures as a tool to analyse the
frequency content of the ground motions. The deterministic approach uses SD. SV and SA.
respectively the relative displacement, velocity and absolute acceleration response spectra to identify
the frequency content of the recorded accelerograms.
The stochastic descriptors of the frequency content, used in this Report, are:
(i) s (Cartwright & Longuet - Higgins) dimensionless indicator of frequency
bandwidth;
(ii) f10, fso and f<» (Kennedy & Shinozuka) fractile frequencies below which 10%, 50%
and 90% of the PSD's total cumulative power occur.
The above measures are defined as follows:
s = (1-A 2 2 / %oX4fa
Xi = !(ni G<oo) do
(3.1)
where G(co) is the one-sided normalised (unit area) spectral density of the stationary process of the
ground acceleration. The PSD functions for four important site conditions in Romania are presented
in Fig.3.1 through Fig.3.4:
(i) Broadest frequency band ground motion recorded in Romania. Fig.3.1:
Station: Carcaliu (G), Dobrogea, 1986 and 1990 events
Soil profile type: rock
(ii) Narrowest frequency band motion with long predominant period recorded in Romania,
Fig.3.2:
Station: TNCERC (O)f Bucharest. 1977 and 1986 events
Soil profile nye: very soft soil
(iii) Stablest predominant period of the ground motion recorded during three Yrancea events,
Fig.3.3:
Station: Cemavoda-City Hall(G,O), Dobrogea. 1986 and 1990 events
Soil profile type: stiff soil
(iv) Strongest ground motion recorded in Romania displaying a medium frequency bandwidth
content Fig.3.4:
Experience Database
24
Experience Database
25
Station: Focsarri (U.O), Moldova. 1986 event.
3.50
3.00
2.50 '—
2.00
1.50
1.00
0.50
0.00
10
0.1
100
n,Hz
4.00
! !*
>
3.50
3.00 h
I I Mi
•Aug30, 1986; EW
May 30, 1990; EW
i I
II
0.00 i
10
0.1
100
n.Hz
Fig.3.1
Normalised PSD for horizontal acceleration recorded at Carcaliu seismic station (EJ)
Experience Database
25
26
Experience Database
3.50
Mar 4. 1977: XS
3.00
Alia 30. 1986: NS
2.50
o 2.00 '•
1.50
1.00
0.50
0.00
0.1
1
10
aHz
2.50
Mar 4, 1977; EW
2.00 •—
Aug30 ? 1986;EW I
1.50
1.00
0.50
0.00
0.1
Fig.3.2
1
10
aHz
Normalised PSD for horizontal acceleration recorded in Bucharest at Es'CERC seismic
station (O)
Experience Database
26
Experience Database
27
6.00
5.00
4.00 i—
- Aug 3O7 1986; NS
•May 30, 1990; NS
May 31. 1990: NS
c 3.00
2.00
1.00
0.00
0.1
1
10
n,Hz
6.00
ii
5.00
4.00 I—
-Aug30 r 1986: EW
- May 30, 1990; EW
-Mav31, 1990: EW
I
!
! i
; <
33.00
C
c
2.00
1.00 r
0.00 -
0.1
Fig.3.3
1
n.Hz
10
Normalised PSD for horizontal acceleration recorded at Cernavoda City Hall seismic
station (G)
Experience Database
27
28
Experience Database
3.50 r
:
3.00
Focsani: IXFP
- Aig 30. 1986: XS
Aus30. 1986:
0.1
1
aHz
10
1
n.Hz
10
3.00
Focsani; INCERC
May 30, 1990; N07W
2.50
May 30, 1990, N97W
2.00
1.50
1.00 \
0.50 r
0.00 •
0.1
Fig.3.4
Normalised PSD for horizontal acceleration recorded in Focsani at EvFP (_. 1986)
and INCERC (O. 1990) seismic stations
Experience Database
28
Experience Database
j
29
The deterministic descriptors of the frequency' content of the ground motion time history- are the two
controL or comer, frequencies (periods) defined from the maximum values of the response spectra as
follows:
fc = 1 • T c = (1. 2JI) (SA™, / S V ^
(3.2)
fD - 1
TD = (12TI) ( S V ^
/ SD^)
(3.3)
The maximum control periods. T c of the response spectra which characterises the site condition of
the seismic stations with records during the 1977. 1986 and 1990 Vrancea events are presented in the
three maps appended to this chapter. Some examples of site conditions in Romania with long and
medium control periods are listed below:
1.35 -s- 1.50 - Bucharest 1977. 1986
1.26 - Bolintin. 1986
1.14 * 1.30 - Istrita. 1986T 1990
0.91 - Focsani 1990
0.83 - Cimpina, 1990
0.80 - Braila, 1986
0.79 - Valenl 1986
0.72 - Branesti 1986
0.71 Buzau. 1990.
Experience Database
1.50 - Muntele Rosu (Cheia), 1986
1.21 - Cimpulung MusceL 1986
0.95 - Ploiesti. 1990
0.87 - Galati 1986
0.81 - Peris, 1990
0.79 - Slobozia, 1990
0.77 - Cernavoda (City Hall), 1986
0.72 - Calarasi
etc.
29
30
Experience Database
3.1.2 Elastic response spectra for typical site (soil) condition in Romania
Elastic acceleration response spectrum for a conventional damping ratio of 0.05 characterises the
ground motion at the site. The site-dependent averaged response spectra are defined as a weighted
average of the spectra having appropriate frequency content for the soil characteristics of the site. The
classification of the frequency content appropriate to a specified soil condition is obtained using the
control period criteria. The seismic records from four Vrancea events were analysed to identify their
frequency bandwidth. It was established that in the South. East and center of Bucharest, capital of
Romania, the principal peak of the narrow frequency band spectral density indicates site conditions of
1:4- 1.6s long predominant period. A 30 meter layer of wet soft clay, in the uppermost 50 meter
depth, offers the explanation for the long period in the soil condition at EsCERC station in the
Eastern Bucharest. The long predominant period was experienced during the severe 1977 and the
moderate 1986 earthquakes, Table 3.1, but not during the small 1990 event. This can be explained by
the nonlinear behaviour of the soil profile at this site and by the source mechanism (magnitude, time
of fracture, etc.).
Opposite to the Bucharest narrow frequency band records, the records in Moldova have broad and
medium frequency bandwidth and a negligible mobility of the spectral shapes to different magnitudes
(see 1995 Report to IAEA). Two sets of records are selected:
(i)
(ii)
Bucharest set of (2+6) narrow frequency band motions of long predominant period
(Table 3.1) having the control period T c > 1.0 -s- 1.2 s;
Moldova set of 20 medium-frequency band motions having 0.2s < T c < 0.6 s and the
peak ground acceleration greater than 1.0 m/s2.
The lognormal distribution is used to compute the spectra with specified probability of nonexceedance.
Table 3.1
i
!
Long predominant period records produced by the Vrancea source in Bucharest
Station and
location
j
Event
Comp
I
s
PGA,
cm/s2
i
i
;
: Mar.4,19"
East
i
INCERC
; Mar.4, 1 9 "
. of
;
:
Au2.30.1986
Bucharest !
Canter of :
Carlton
i Aug.30.1986
Bucharest •
ISPH
Aug.30.1986
South i Metalurgiei ; Aug.30,1986
of
Metro IMGB • Aug.30,1986
Bucharest i Buc.Magurele ' Aug.30.1986
NS
EW
NS
N30W
N15E
W32S
N60E
NS
194.9 i
162.3 |
88." I
68.6 i
86.- i
69.8 i
72.7 !
135.4 I
0.97
0.91
0.95
0.90
0.92
0.93
0.92
0.94
PSD
frequencies. Hz i
fo, :
f«
f-o
0.4
2.0 ;
0.69
4.1
0.4
1.44
0.74 : 3.8 :
0.5
1.38 i 4.9
0.5
1.25
4.0
0.5 •
2.8
0.5 ; 0.88
1.12 ! 3."
0.6
0.5 : 1.25 : 3.8
RS control
periods, s
T, 1 TD
1.34
j
1.19
j 2.02
1.90
1.26
0.95
1.22
1.33
1.50
0.98
j 1.58
| 1.61 ]
I 1.66 ;
i 1.60 i
| 1.52 I
! 1.46 !
The normalised elastic acceleration response spectra (£=0.05) with 0.1 and 0.5 probability of
exceedance, for the soft soil conditions of Bucharest (in Romanian Plain) and for medium soil
conditions in Moldova, are given, according to the Eurocode 8 format in Table 3.2. Fig.3.5 and
Fig.3.6. The spectra for the strongest ground motions from the Yrancea source recorded in Romania
are illustrated in Fig.3.5 (March 4. 1977 record in the soft soil of Eastern Bucharest ha\ing a
PGA=194.9 cms 2 ) and Fig.3.6 (Aug.30, 1986 record in Focsani in the epicentral area, having a
PGA=297.1 cms 2 ).
Experience Database
30
Experience Database
31
3.5
Mar 4. 1977. NS
3.0
BUCHAREST
8 components
soft sofl condition
4.8T
2.5
1 probabiiry of exceedance
2.0
1.5 f
i n
L v
-
Li—
-
O.Sprobabffiry
0.5
0.0
0.0
Fig.3.5
0.5
1.0
1.5
2.0
Period, s
2.5
3.0
3.5
4.0
Site dependent elastic response spectra for soft soil condition in Bucharest
4.5 ;
:
MOLDOVA &
REPUBLIC of MOLDOVA
4.0 t
i
3.5 •
-Aig30, 1986, Focsaii/EW
20 components
I
_|
j
0.1 probab2irvr of exceedance
0.0
Fig.3.6
0.5
1.0
1.5
2.0
Period, s
2.5
3.0
3.5
4.0
Elastic response spectra for medium soil condition in Moldova
Experience Database
31
32
Experience Database
The results obtained for Bucharest indicate that the median normalised response spectrum
recommended by Eurocode 8 for extreme soil class (Tc=0.8) are not conservative, at least for the
Romanian case of soft soil deposits.
Table 3.2
Design response spectra for various soil conditions in Romania (Eurocode 8 format)
:
Soil catesorv
i Control periods of
! response spectra
;
TE
TV
i
TD
Probability of exceedance
T<T*
TB<T<TC
T C <T<T D
T>TV.
Soft soil condition. Bucharest
0.12
0.12
'•
:
:
1.5
2.0
0.5
K12.5T
2.5
3.75 / T
7.5 IT
1.6
2.0
0.1
K16.7T
3.0
4.8 IT
9.6 IT2
Medium soil condition. Moldova
0.1
0.1
0.5
0.6
3.0
3.0
0.5
0.1
1-15T
1+25 T
2.5
3.5
1.25'T
2.1 / T
:
6.2/T
3.75/T'
Extreme soil conditions in Bucharest are illustrated by the two soil profiles in Table 3.3:
(i) FNCERC station soil profile, in the Eastern part of Bucharest, predominantly a clay
profile:
(ii) EREN station soil profile, in the Northern part of the city, predominantly a sandy profile.
The relative velocity and absolute acceleration response spectra for the above soil conditions are
compared in Fig.3.7 and Fig.3.8. The corresponding PSD's are compared in Fig.3.9.
It is important to note that the highest spectral ordinates (i.e. dynamic amplification factors - DAF)
are located in the frequency range > 1.0 Hz for the sandy soil profile, at EREN station, and in the
period range > 1.0 s for the clay soil profile at INCERC station.
The city of Bucharest is located on the path of Dimbovita and Colentina rivers, in Romanian plain. In
the East South and Center of Bucharest the peaks of narrow frequency band spectral density
indicate soft soil condition of long predominant period.
The Dimbovita and Colentina rivers cross the city of Bucharest diagonally, from NW to SE. As a
consequence, the lower part of the city' (i.e. Eastern. Southern and even Central) is situated on deep
alluvium deposits representing the softer soil condition.
In the vicinity of INCERC seismic station location, the shear wave velocities for the dominant 30m
thick clay deposits of lacustral origin were determined as being 250-300 m s (GEOTEC, 1995).
The importance of site effects was firstly observed in Bucharest during the 1977 Vrancea earthquake.
A substantial understanding of this phenomenon came later from the analysis of the frequency
content of the 1986 Bucharest accelerograms and of the corresponding soil profile types.
The effects of the site soil conditions on the frequency content of the accelerograms are also proved bv the Vrancea seismic records in the cities of Iasi Chisinau. Cemavoda. etc.
Experience Database
32
33
Experience Database
BoringFM3-113
Station: EsCERC. Bucharest. El. - 77.85
Deposit tvoe
I i Backfill
Deoth • Tnick.
2.8
o.u
1.5
3.8
-S.I
5.2
-13.3
-15.2
-16.4
-17.2
0.8
2.0
-J9.
4.3
y? 2) Sandy day
superior
deposits
3) ~Co.
MeJarx
coaxsesand
sxavei
Fine-coarse
gza.vJ.-wtk
coarse Nsiid
Water taole
Fine - coarse
sravei
3 4)Interrnediate
~._3 deposits
ofiacustiai
origin
(80% ciavj
:
Boring: F536
Station: EREX. BucharesL EL - 87.37
Dstjosit t%T-e
• Desth • Thick.
Soun^e
0.0
-0.9
0.9
DBackfiH
Mz* 2} Sandy clay
superior
derwsits
-4.4
; 9.9
i
j Fme-mediiSs j 3) "Coknsna"
I exavd & sand \ sravei
Water table
4}Intermediate
deposits
_. ofSacusuai
oxigiri
(80*% clay)
-14.3
1
-23.0
! 31.9
sand wife
lens of day
-255
./no
-30.0
-40.0
1.9
0.7
10.0
-4O.U
3.8
4.0
-50.0
23.4
oanks of sand:
sand & siitj*
clav
6) Laciistrai
deposits:
iens of marisd
Jay and Sne
-54.9
-63.0
-69.0
-74.0
Soil layering for the uppermost 73.4 m in
the Eastern Bucharest
(by PROJECT - Bucharest)
Table 3.3
: 6.0
i 5.Q
Sane
, 5.rMostistea"
j banks of sand:
sand & silty
clav
o} Lactistrai
ceoosits:
tens, of marled
cL.\ and fine
sand & some
ume
Soil layering for the uppermost 74.0 m
the North of Bucharest
(by METROU - Bucharest)
Extreme soil conditions in Bucharest
Experience Database
33
34
Experience Database
INCERCXS IRES: K10W
O.I
1.0
10.0
100.0
10.0
100.0
Frequency, Hz
50
45 i
40 E
35 r
I 25 t
§20
« 15 10
0.1
1.0
Frequency, Hz
Fig.3.7
Comparison of the response spectra for NS components recorded on two extreme soil
profiles (Table 3.3) in Bucharest: Aug 30. 1986 event
Experience Database
34
Experience Database
35
350
EN'CERC: EW
300
EREN: W10S
0.1
1.0
10.0
100.0
Frequency ,Hz
40
i
i
-
i
. 1 1
30
1 1 - 1. 1
35
i
!
i
f
1
1
1 1 .1
o
c
"P
1
I
i
J
I
i
\ i
\ V^ ! ii
:
i
1
H 15
EREN: W10S
i
! •A'.
1
20
INCERC;EW
!
;
i
*
j
i
i
1
i
1
- 25
i
(
i
•
I
'•
i
: ,!
10
'•
}
i
i
•
'.'•/<{
j
•
0.1
1.0
10.0
100.0
Frequency, Hz
Fig.3.8
Comparison of the response spectra for EW components recorded on rwo extreme soil
profiles (Table 3.3) in Bucharest Aug 30. 1986 event
Experience Database
35
36
Experience Database
3.50
Es'CERC; XS
3.00
EREX; N10W
2.50 r
o 2.00 \
~ 1.50 r
1.00 \
0.50
0.00
0.1
1
10
aHz
2.50
INCERC; EW
2.00 ,-
EREN: W10S
1.50
c
C
= 1.00
0.50
0.00
0.1
Fig.3.9
1
aHz
10
Comparison of the normalized PSD"s for the records on two extreme soil profiles
(Table 3.3) in Bucharest: Aug 30, 1986 event
Experience Database
36
Experience Database
37
3.1.3 Peak dynamic amplification factor versus peak ground acceleration
The peak dynamic amplification factor is the maximum value of the normalised elastic acceleration
response spectrum:
D A F ^ = S A™* / PGA
(3.4)
The regression of the peak dynamic amplification with the peak ground acceleration is analysed for
two control period intervals: T c ^0.7 and T c >0.7. The relations between the peak dynamic
amplification the peak horizontal ground acceleration are:
Tc<0.7s
Tc>0.7s
D A I w = 4.43 - 0.0058 PGA (cm/s2)
D A F ^ = 3.59 - 0.0044 PGA (cms 2 )
(3.5)
(3.6)
The results, presented in Fig.3.10 and Fig.3.11, indicate that:
(i) The decrease of the peak dynamic amplification with the level of the PGA;
(ii) Higher dynamic amplification for lower PGA values (<50^-100 cm/s2);
(iii) Higher dynamic amplification for smaller control periods.
It is emphasised that the DAF values represented in Fig.3.10 and Fig 3.11 are peak values and not
averaged values over a specified range of frequencies. The decrease tendency of the peak dynamic
amplification with the increase of the PGA it is not so evident in the case of vertical acceleration.
3.2 Vertical motions
The relations between vertical and horizontal peak ground accelerations for the recorded Vrancea
subcrustal (60 - 170 km) earthquakes are presented in Fig.3.12.
For the complete set of data consisting of 101 components, the mean relations are found as:
PGAV = 0.4 PGAH + 10 cms 2
(3.7)
Selecting the pairs of components with PGAH>100 cms 2 and PGAv>50 cms 2 , the set is reduced to
35 biaxial components and the relation (3.7) changes to:
PGAV = 0.14 PGAH + 61 eras 2
(3.8)
The mean plus one standard deviation relationship is close (but below) to the Newmark 2'3 rule.
The consequence of the differences in the frequency content and the amplitude of vertical and
respectively horizontal motions is the difference in the shapes of the corresponding response spectra.
For the soil conditions of Romania and the analyzed Vrancea events, it should be noted the shift of
the control period for the vertical acceleration response spectra compared to the control period for the
horizontal response spectra as represented in Fig.3.13:
Tov = 0.57 T C ,H + 0.15 (s)
Experience Database
(3.9)
37
38
Experience Database
12 , — B Romania & Republic of Moldova
176 horizontal components
T c < 0.7 s
10
O
• 4-Mar-77
• 30-Aug-86
o 30-Mav-90
n 31-Mav-90
8 r— DAF = 4.43 - 0.0058 PGA
miK
=: 6
50
100
200
150
250
300
PGA. em's2
Fig.3.10
Regression of the peak dynamic amplification factor (DAF,^) with horizontal PGA
for control periods T c < 0.7s
5.0 r
Romania & Republic of Moldova
62 horizontal components
T c > 0.7 s
4.5
1.5 1.0 0.5 'r-
• 4-Mar-77 —
• 30-Aug-86 J_
o30-May-90 j
n31-Mav-90 —
J
DAF a «= 3.59 - 0.0044 PGA
0.0 t
0
Fig.3.11
50
100
150
PGA cms 2
200
250
300
Regression of the maximum dynamic amplification factor ( D A F ^ ) with horizontal
PGA for control periods T c > 0.7s
Experience Database
38
Experience Database
39
130 r
:
• 4-Mar-77
Romania & Republic ofMoldova
\->Q — • 30-Aug-86
35 biaxial components
: o 30-\Iay-90
„ _ Y- n31-May-90
j
..--
60 \
r
50
100
PGAv= 0.14 PGAH + 61cms'
150
250
200
300
2
PGAH -cm/s
Fig.3.12
Vertical PGA versus horizontal PGA for Vrancea subcrustai earthquake.
1.5 ,
m 4-Mar-77
• 30-Aug-86
o 30-May-90
n 31-Mav-90
Romania & Republic of Moldova
35 biaxial components
1.0
Tc,v= 0 . 3 7 T C , H ^ 0 . 1 1 S
0.5 -
0.0 0.0
0.5
1.0
1.5
Tc.H -S
Fig.3.13
Vertical component corner period versus horizontal component corner period for
Vrancea subcrustai earthquakes
Experience Database
39
Experience Database
^
40
Selecting the pairs of components with PGA H > 100 cms 2 and PGAv>50 cms", the relation (3.9)
changes to:
Tc-v = 0.37 T C ,H- 0.11 (s)
(3.10)
The result is contrary' to the code provisions which do not make a difference in the frequenc}' content
of vertical and horizontal ground motions.
The conversion of the horizontal spectrum to the vertical spectrum must take into account the higher
dynamic amplification for smaller peak ground acceleration of the vertical components of the motion.
Experience Database
40
Experience Database
^
41
3.3 Nonlinear response
The severity of the ground shaking can be characterised by the nonliner response spectra of the
SDOF structure with an elastic-perfectry plastic resistance. These spectra are obtained by numerical
integration of the equation of motion for the nonlinear oscillator. The response can be evaluated
either:
(i) In terms of constant lateral displacement ductility, when the yield seismic resistance
coefficient varies, or
(ii) In terms of constant yield seismic resistance coefficient where the displacement ductility
varies.
'
The response for u = 1.0 is the elastic response. The initial viscous damping of 0.05 is kept constant
during the analysis. The response modification factor due to the nonlinear behaviour of the structure .
1/R is generally the product of two factors. Fig.3.14 :
1/R = ( l / R t l ) ( l / R w )
(3.11)
where:
1/RM is the elastic to inelastic response factor to reduce the base shear force from the elastic
level to the collapse level and
1/Rov - the overstrength factor.
The 1/R^ factor based on the Newmark format 1/R^ = (2u-l)1/2 is given as function of ductility in
Fig.3.15 and Table 3.4:
= {cly.-(cl-l)f
Table 3.4
(3.12)
Elastic to inelastic response factor 1/R^, Eq.(3.13)
Medium soil condition
in Moldova
c,
j
c.
2.794
!
-0.400
1.603
i
-0.349
Probability of I
exceedance !
!
Bucharest soft soil condition
(T R =1.5s)
c>
C
-0.274
1
4.580
i
3.943
-0.229
t
0.5
0.1
The values of l.E.^ are dependent on the frequency content of the seismic input i.e. soil category. In
Table 3.5, for each type of soil category, the elastic to inelastic response factor l.-Ru is computed in
terms of displacement ductility (a) and initial period (T) and damping (O=0.05) of the structure.
Table 3.5
1
Elastic to inelastic response factor. I/Up. Eq.(3.13) and Eq.(3.14)
Probability ;
of exceedance i
Bucharest soft soil condition
(T,=l .5 s)
Medium soil condition
!
;
i
;
:
c4
-0.00089 ;
-0.00161 !
Experience Database
41
c,
c3
I. 858 : -0.010 : 1.959 0.231 : 1. 151 1 0.1207 : 6.216
i 2. 415 : 0.0105 \ 1.362 0.409 | 0. 780 ; 0.106 4.967
!
Ci
;
0.5
o.i
C>
Cj
C4
Ci
42
Experience Database
; 0.1 prbb. of exceed?"^
! MOLDOVA 0.5 j
1
!
i
i Wide freq. band motions
0.2 H
1
A-n
-.
2
i
3
4
5
6
Ductility. u.
Ac
Fig. 3.14 The response
modification factor 1/R
Fig. 3.15
1/Rjx factor as function of structure lateral ductility
The statistical analysis of the nonlinear response ordinates uses the lognormal model. Median and
10% probability of exceedance 1/R^ factor are shown in Fig.3.16 as a function of the frequency
content of the ground motion, i.e. soil category:
(i) Narrow frequency band motions on soft soils:
=U
(3.13)
(ii) Wide and intermediate frequency band motions on medium soils :
1 X> —r. cl[c2-!-«p<-c3T)-esp(-c4T)J
(3.14)
For narrow frequency band motions recorded on soft soil conditions characterized by a long
predominant period, the 1 R a factor is a function of the ratio of the structure period (T) to the site
period (Tg). The coefficient of variation of 1,RU factor has a peak for T/TgSl.0. The higher the
structure lateral ductility .u the larger the coefficient of variation of 1/RU . For the wide and
intermediate frequency band motions recorded on medium soil conditions, the 1/RU factor does not
depend on the structure period for periods greater than the corner period of the motion. T>Tc - 0.6s.
The scaling of the elastic spectrum to obtain inelastic spectrum through a factor which is not
dependent on the width of the frequency band of the excitation is neither rational nor appropriate. For
the narrow frequency band motions, the practice-in-codes of scaling using a period-independent
factor is contrary to the results provided by nonlinear analysis.
Experience Database
42
Experience Database
43
BUCHAREST
0.9
~
0.8 b
V.
0.7
§• 0.6
•4 0.5
.£ 0.4
£ 0.3 i
~
0.2
0.1
0
0.0
1.0
0.5
1.5
2.0
T/Tg
1.00
0.90 p
|
i ZJ Droaa frequency Dana comp.
0.80
S 0.70 [
I
0.60 \
i
0.50 f
.1 0.40
.a 0.30 r
V.
2
0.20
0.0
0.5
1.0
1.5
2.0
3.0
Period, s
Fig.3.16
Elastic to inelastic response factor. 1/Ru. with 0.1 probability of exceedance
Experience Database
43
Experience Database
j
44_
4. REFERENCES
Ambraseys, N.N.. Bommer. J.J.. 1995. Attenuation relations for use in Europe: An overview.
European Seismic Design Practice. Elnashai (ed.). Baikema. Rotterdam, p.67-74.
ASCE 4-86 and ASCE 4 Revision 1995, ASCE Standards: Seismic analysis of safety-related
nuclear structures and Commentary. American Society' of Civil Engineers. New-York. 1987 and 1995
(Draft).
ASCE 7-95. ASCE Standard: Minimum Design Loads for Buildings and Other Structures.
American Society of Civil Engineers. New-York. May 1995 (Draft).
Cernovodeanu, P., Binder. P.. Natural disasters in the past time of Romania. Silex Publishing
House, Bucharest, 1993.
Chiper, M., History of seismic motions in Romania (in Romanian. 83 p). INCERC Report
Nr. 135/1990, Oct-1993.
Ejiri, J., Sawada, S.. Goto. Y., Tokl K.. 1996. Peak ground motion characteristics. Special
Issue of Soils and Foundations. 7-13 Jan., Japanese Geotechnical Society, p.7-28.
Elnashai A., Lungu D., 1995. Zonation as a tool for retrofit and design of new facilities.
Report of the Session A. 1.2. 5th International Conference on Seismic Zonation. Nice, France, Oct.
16-19, Proceedings Vol.3, Quest Editions, Preses Academiques.
Eurocode 8 - Design provisions for earthquake resistance of structures. Part 1-1: General
Rules - Seismic actions and general requirements for structures. CEN European Committee for
Standardization, Oct. 1994.
Fajfar P., 1995. Elastic and inelastic design spectra. Proceedings 10th European Conference
on Earthquake Engineering, Aug. 28-Sep. 2, 1994, Vienna Austria. Vol.2, p. 1169-1178. AA
Baikema. Rotterdam.
Florinescu. A.. Catalogue des tremblements de terre ressentis sur Ie teritoire de la Roumanie.
Academie de la R.P.R. Comite National de Geodesie et Geophisique pour l'A.G.L. Litographie et
Typographie des Enseignement, Bucharest, 1958, 167p.
Hwang H.H.M., Huo J.R.. 1994. Generation of hazard-consistent fragility curves for seismic
loss estimation studies. Technical Report NCEER-94-0015. National Center for Earthquake
Engineering Research, State University of New York at Buffalo, Aug.
Hwang H.H.M. Hsu H-M.. 1991. A study of reliability based criteria for seismic design of
reinforced concrete frame buildings. Technical Report NCEER-91-0023. National Center for
Earthquake Engineering Research. State University of New York at Buffalo. Aug.
Experience Database
44
Experience Database
j
45
Idris. I.M.. 1991. Earthquake ground motions at soft soil sites. Proceedings: Second
International Conference on Recent Advances in Geotechrrical Earthquake Engineering and Soil
Dynamics. March 11-15. St.Louis. Missouri. Invited paper LP01. pp.2265-2271.
Lungu D.. Coman O., et al.. 1995. Probabilistic hazard analysis to the Vrancea earthquakes in
Romania. Research Report to the International Atomic Energy Agency. Vienna. Contract No.
8223.EN. Stevenson & Assoc. Office in Bucharest.
Lungu D.. Cornea T.. Craifaleanu L. Aldea A.. 1995. Seismic zonation of Romanian based
on uniform hazard response ordinates. 5th International Conference on Seismic Zonation. Nice.
France. Oct. 16-19. Proceedings VoLl. p.445-452. Quest Editions. Presses Academiques. Nantes
Lungu D.. Coman O.. Moldoveanu T., 1995. Hazard analysis for Vrancea earthquakes.
Application to Cemavoda NPP site in Romania. 13th International Conference on Structural
Mechanics in Reactor Technology. Porto Alegre. RS, Brazil, Aug. 13-18
Lungu D., Coman O., Cornea T., Demetriu S., Muscalu L., 1993. Structural response spectra
to different frequency bandwidth earthquakes. 6th International Conference on Structural Safety and
Reliability ICOSSAR "93. Innsbruck, Austria. Aug. 9-13. Proceedings Vol.3, p.2163-2170. A.A.
Balkema: Rotterdam
Lungu D.. Cornea T., 1990. Grounding of design forces in Romania based on Vrancea
seismic records of 1986 and 1977. 9th European Conference on Earthquake Engineering. Moscow.
Russia. Sept. 11-16. Proceedings. Additional Vol., p.63-72
Lungu D.. Cornea T.. 1989. The 1986 and 1977 Vrancea earthquakes. Stochastic analysis of
their spectral content and structural effects. Construct!! Nr.3-4, p. 25-50.
(in Romanian)
Lungu D., Cornea T., 1988. Power spectra in Bucharest for Vrancea earthquakes.
Symposium on Reliability-Based Design in Civil Engineering. Lausanne, July 7-9. Proceedings Vol. 1,
p" 17-24
Lungu. D.. Cotnea. T., Craifaleanu. I.. Demetriu. S.. 1996. Probabilistic seismic hazard
analysis for inelastic structures on soft soils. 11th World Conference on Earthquake Engineering.
Acapulco, Mexic. June 23-28.
Lungu D.. Cornea T.. Demetriu S.. 1992. Frequency bandwidth of Vrancea earthquakes and
the 1991 edition of seismic code in Romania. 10th World Conference on Earthquake Engineering.
Proceedings. Vol. 10. p. 5639-5644. AABalkema, Rotterdam.
Mahin. S.A., Lin. J., 1983. Construction of inelastic response spectra for single-degree-offreedom systems. Computer program and application. Report No. UCB/EERC-83 17. EERE. College
of Engineering. L'niversify of California, Berkeley.. California, June 1983.
Marza. V.I.. 1995. Romania's seismicity file: 1. Preinstrumental data (to be published in
Special Publications of the Geological Society of Greece, 1996).
Experience Database
45
Experience Database
46
Marza. Y.I.. Kijko. A.. Mantyniemi. P.. Estimate of earthquake hazard in the Yrancea
(Romania) region. Paleography. Vol.135. No.L 1991. p 143-154. Birkhauser Yerlag. Basel.
Marza. V.I.. Pantea. A.I.. Enescu. D.. Reappraisal of Historical Subcrustal Seismicity of the
Yrancea (Romania) Seismogenic Region. European Sdsmological Commission. XXIY General
Assembly. 1994, Sept 19-24, Athens, Greece. Proceedings.
Miranda E., 1992. Nonlinear response spectra for earthquake resistant design. Proceedings of
the Tenth World Conference on Earthquake Engineering. July "9-24. 1992. Madrid. Spain. Vol. 10.
p. 5835-5840. AA Balkema, Rotterdam.
Molas. G.L.. YamazakL F.. 1995. Attenuation of earthquake ground motion in Japan
including deep focies events. Bulletin of Seismologjcal Society of America, vol.85. No.5. Oct.
pp. 1343-1358.
Radu, C , Catalogue of strong earthquakes (3o>6) originating in Romania during the period
994-1900
Radu, C , The revised and copieted catalogue of historical earthquakes occured in Romania
before. 1801. European Seismological Commission, XXIV General Assembly, 1994, Sept 19-24,
Athens, Greece, Proceedings.
Seismic Workstation, Strong Motion Data Analysis, User's Manual, Rev.E, Sept. 1987.
Kinemetrics. Inc.. Pasadena. California.
Experience Database
46
Experience Database
•
47
5. APPENDIX A
Characteristics of the accelerograms recorded in BUCHAREST during Vrancea earthquake on March 4, 19~~ at the
seismic station of INCERC (Buildina Research Institute, O) Bucharest.
Dieitized data of the stronH motion from:
Kenchiku Kenkyu Shiryo, No.20, January1978
Digitized Data of Strong-Motion
Earthquake Accelerograms in Romania
(March 4A977)
by
Observational Committee of Strong Motion Earthquake
Building Research Institute, Ministry of Construction
(Prof. M. Watabej'
Experience Database
47
48
Experience Database
Table Al.
Peak values of the ground motion parameters
Comp. :
Station
INCERC
O
Table A2.
PGA
cnrs"
194.9
105.8
162.3
NS
Z
EW i
PGD
cm
16.3
o~
9.6
cms
-1.9
14.2
28.2
.
EPA, EPV values
Station
Comp.
INCERC
NS
0
EPA
cm/s"
233.9
70.3
117.6
z
EW
Table A3.
PGV
EPV
em's
50.6
6.0"
24.7
Maximum values of response spectra (damping 0.05)
Station
INCERC
Table A4.
NS
Z
EW
em's2
615.9
231.9
415.3
cm/s
130.9
27.4
78.6
cm
39.5
8.5
25.3
PGA
3.16
2.19
2.56
SV^
PGV
1.82
1.93
2.79
PGD
2.42
0.88
2.64
Amplification factors for response spectra
Station
INCERC
O
NS
Z
EW
Table A5.
e frequency bandwidth measure of PSD (Cartwright & Longuet-Higgins;
!
Table A6.
Station
INCERC
O
;
!
NS
Z
EW
f;o
0.69
2.57
1.44
f,-.
i
0.4
I
0.6
•
0.4
2.0
8.3
4.1
:
'
imer) periods of response spectra
'
;
Experience Database
s
0.97
0.82
0.91
Lz fractile frequendes of PSD (Kennedy & Shinozuka)
Station
INCERC
O
Table A7.
!
NS
Z
EW
Station
INCERC
O
Come. ;
NS :
Z
EW
Tr
1.34
O."4
1.19
Tr.
1.90
1.95
2.02
48
Experience Database
49
6. APPENDIX B Characteristics of the accelerograms recorded in REPUBLIC OF MOLDOVA during the Vrancea earthquakes of 1 9 " ,
1986 and 1990 by the seismic network of Institute of Geophysics and Geology.. Academy of Science of Republic of
Moldova. Chisinau.
Table B1.
Peak values of the ground motion parameters
Table B2.
EPA, EPV values
Table B3.
Maximum values of response spectra (damping 0.05)
Table B4.
Amplification factors for response spectra
Table B5.
s frequency bandwidth measure of PSD (Cartwright & Longuet-Higgins)
Table B6.
f10, f;o and f^ fractiie frequencies of PSD (Kennedy & ShinozuJka)
Table B7.
Control (corner) periods of response spectra
Experience Database
49
50
Experience Database
Peak values of the ground motion parameters
Table Bl.
Station
Comp.
PGA
cms"
ChisinauISS-1
: Chisinau ISS-2
|
•
1 Chisinau ISS-3
•
Chisinau
DimoSt.
•
Cahul
•
Krasnogorka
•
Table B2.
Y309
2311
Y310
N42E ! 99.16
Z
49.92
N48W 1 95.36
Y682
Z
Y680
Y651
•7
March 4. 19"
PGV
cm/s
PGD
cm
3.8
2.2
4.6
PGA
eras"
| 191.8
1 120.4
212.8
1.9
4.1
5.2
-
— •>
-
i
-
-
-
Y652
Y659
Z658
Y660
Y671
Z672
Y673
Y304
Z
Y305
Mav 30.1990
PGA
PGY
PGD
cms"
cm
cnvs
Aue.30. 1986
PGY
PGD
em's
cm
8.1
2.1
8.3
4.0
20.4
-
-
-
-
82.0
3.0
0.6
69.2
2.4
0.9
179.9
204.3
125.3
151.1
77.5
63.9
83.8
129.1
90.6
136.7
8.0
4.7
5.9
12.9
1.9
9.35
6.0
4.4
1
5.7
10.6
!
j
5.1
i
15.7
i
j
-
EPA, EPV values
Station
153.93
Krasnogorka
Experience Database
Y304
Z
Y3Q5
I
53.39
1.50
!
59.01
1.51
5.58
50
Experience Database
51
Maximum varues of response spectra (damping 0.05)
Table B3.
Station
Comp.
Chisinau ISS-1
; Chisinau ISS-2
Y309
Z311
Y3I0
N42E
•
Z
March 4.19"
cms
I
•
N48W
Y682
Chisinau ISS-3
•
Z
:
355.2
144.0
224.1
•
Cahul
•
Kiasnogorka
7.0
4.5
S.5
Station
Chisinau ISS-1
•
i
i
1
i Chisinau ISS-2
•
!
i
Chisinau ISS-3
i
•
|
i
i
!
j_
Chisinau
Dimo St.
•
Cahul
•
Krasnogorka
i
cm
cm s
cm s
4.0
7.5
11.1
cm
-
-
1.2
-
1.7
-
-
-
6.6
8.2
237.0
332.8
-
25.7
25.6
11.2
16.3
12.2
5.0
15.3
22.1
10.8
22.5
711.5
673.1
439.4
7822
236.9
221.5
360.0
497.4
393.8
529.8
-
1.0
1.1
11.2
9.4 ;
6.0 :
-
Comp.
Y309
Z3I1
Y310
N42E
Z
N4SW
Y682
Z
Y680
Y651
Z
Y652
Y659
Z658
Y660 :
Y671
Z672
Y6T3
Y304
Z
Y305 :
Experience Database
March 4. 1977
SA_,T
SV-,T
SD-,.
PGA
PGV
PGD
3.58
2.88
2.35
1.84
2.04
1.87
Aug.30, 1986
SA-,T
PGA
4.96
5.12
2.82
0.36
0.28
0.33
SVm.iT
PGV
4.44
2.36
4.08
SD-^
PGD
1.92
1.04
2.77
2.5 ;
2.3
3.7 1
5.7!
6.2
8.8
-
Mav30. 1990
SV-,,
SD^ T
PGV
PGD
PGA
SA^ai
-
-
-
3.95
3.21
2.39
3.29
3.51
4.34
0.87
4.95
5.18
3.06
3.47
4.30
3.85
4.35
3.88
1.74
2.03
1.14
2.68
2.08
2.12
1.43
-
_
-
-
-
-
2.89
2.20
1.6"
4.80
3.42
1.22
j
13.0 j
Amplification factors for response spectra
1
i
Mav30. 1990
0.7
Y305
1
cms
36.0
19.6
65.8
-
Z
Table B4.
cms
952.2
616.1
599.8
-
Y652
Y659
Z658
Y660
Y671
Z672
Y673
Y304
Chisinau
Dimo St.
cm
-
Z
Y680
Y651
cms
AU2.30. 1986
-
51
52
Experience Database
s frequency bandwidth measure of PSD ( Cartwright & Longuet-Higgins)
Table B5.
Station
Comp. :
March 4. 1 9 "
Aug.30. 1986
Chisinau ISS-1
Y309
Z311
Y310
-
0.64
0.66
0.85
N42E
Z
N48W
O.~4
0.76
0.78
-
•
j
•
;
Chisinau ISS-2
•
Y682
Z
Y680
Y651
Z
Y652
Chisinau ISS-3
•
-
-
1
0.5"
;
-
May 30. 1990
0.62
0.59
0.39
Chisinau
Dimo St.
•
Y659
Z658
Y660
-
-
0.75
0.54
0.77
Cahul
•
Y671
Z672
Y673
-
-
0.64
0.68
0.67
Krasnogorka
Y304
Table B6.
Y305
i
Comp. i
!
Chisinau ISS-1
•
1
Chisinau ISS-2
•
Chisinau ISS-3
•
Krasnogorka
•"
;
0.66
0.65
f;0, f;o and fw fractile frequencies of PSD (Kennedy & Shinozuka)
Station
Chisinau
Dimo St.
•
Cahul
•
z
Y309
Z311 i
Y3I0
N42E j
Z
•
N48W •
Y682
1
Z
Y680
Y651
Z
!
Y652
Y659
Z658 :
Y660
Y6T1
Z672
Y6T5
Y304
Z
Y305
Experience Database
March 4. 1977
f,r.
1.9
1.7
1.2
f«
5.04
4.48
4.49
Aug.30,1986
£-0
1
f:.
1.5
1.8
0.8
f?o
7.17
5.63
2.30
Mav30.1990
f™ :
9.0 ;
9.5
8.5
fin
ff-0
fTO
-
1
10.6
9.8
11.4
-
-
4.4
6.62
10.8 :
3.9
3.9
6.62
8.10
11.6
i
12.9
i
6.1
1.5
5.3
1.9
1.5
3.6
9.20
5.1
8.45
4.8
"15
6.10
5.89
n.o !
-
j
!
-
-
-
7r
3.3
5.3
9.0
:
3.2
5.6
8.6
;
-
12.6
13.5
10.6
10.9 '
12.4 :
10.3 :
-
52
Experience Database
Table B7.
53
Control (corner) periods of response spectra
Station
Comp.
i
Chisinau ISS-1
i
j
•
i Chisinau ISS-2
•
•
Chisinau ISS-3
Chisinau
DimoSt.
•
Cahul
•
Krasnogorka
•
Experience Database
Y309
Z311
Y32O
N42E
Z
N48W
Y682
Z
Y680
Y651
Z
Y652
Y659
Z658
Y660
Y671
Z672
Y673
Y304
Z
Y305
— :
March 4. 19—
Tc
S
<
s
Aus.30. 1986
s
0.24
0.21
0.67
s
-
-
0.12
0.20
0.24
0.61
1.63
1.24
-
-
-
_
-
-
Mav 3-0. 1990
Ts
s
2.42
1.06
-
-
:
•
-
-
-
0.23
2.30
0.24
0.16
.
0.13
0.32
0.14
0.27
0.28
2.75
3.37 j
5.07 i
1.30
2.91
1.54 |
1.64
0.26
-
0.17
0.93
0.26
0.84
-
. 2.56
-
53
Experience Database
54
7. APPENDIX C
Characteristics of the accelerograms recorded in BULGARIA during the Yrancea earthquakes of May 30 and 31. 1990
bv the seismic network of Bufparia.
Table C 2.
Peak values of the ground motion parameters
Table C2.
EPA, EPV values
Table C3.
Maximum values of response spectra (damping 0.05)
Table C4.
Amplification factors for response spectra
Table C5.
e frequency bandwidth measure of PSD (Cartwright & Longuet-Higgins)
Table C6.
f;0, fJ0 and f^ fractile frequencies of PSD (Kennedy &, Shinozuka)
Table C7.
Control (comer) periods of response spectra
Experience Database
54
Experience Database
Peak values of the ground motion parameters
Table Cl.
'•
55
Comp.
Station
:
Bozveli Village
0
Kvarna
0
Provadia
0
Russe
0
Shabla
0
PGA
Aus30.1986
PGV
cms"
cms
PGD :
cm
NS
Z
EW i
NS ii
Z
EW
NS ;
i
Z
EW 1
N20E ]
Z
i
E20S !
N29W t
!
Z
PGA
cm/s2
Mav 30.1990
PGV
PGD
cm/s
cm '
60.2
20.3
54.0
30.5
22.2
36.2
47.7
17.7
48.2
87.3
41.6
112.4
32.9
23.1
5.6
3.0
5.2
5.6
3.7
5.4
2.3
2.1
3.0
4.1
1.8
6.6
3.8
2.6
2.1
2.5
2.0
2.1
3.9
2.2
1.0
1.4
1.4
2.9
0.9
2.2
1.5
0.8
33.6
16.9
28.1
3.9
2.4
3.9
1.9
1.3
1.8
Mav 31.1990
PGA
PGV PGD
cms"
cms
cm
-
-
|
11.9
9.5
22.8
8.6
5.4
0.5
0.3
-
!
0.8
- 1
0.5
0.3
0.1
0.1
|
Varna
0
Table C2.
N72E l
i
Z
i
E72S i
i
EPA, EPV values
Station
Comp.
Bozveli Village
0
NS ;
Z i
EW
Kvarna
0
Piovadia
0
Russe
0
Shabla
0
Varna
0
Experience Database
Aue 30. 1986
EPA
EPV
em's'
cm/s
NS
•
Z
EW
;
:
-
May 30,1990
EPA
EPV
cm/s2
em's
; 6i.7i
7.40
! 21.69
2.20
; 47.18
4.83
: 27.52
3.51
I 19.65
1.80
; 26.52
4.13
': 45.85
1.36
I 15.85
0.90
! 44.70
1.96
: 81.98
2.80
1.15
! 33.07
!
3.85
106.21
: 31.34
1.38
: 23.21
1.45
-
.
:
30.39
13.59
I
27.25
-
NS j:
z
EW ':
N20E :
Z i
E20S :
N29W
Z
N72E :
Z i
E72S i
2.37
1.49
2.26
Mav 31.1990
EPA
EPV
cm/s'
em's
-
-
-
11.37
7.47
20.05
8.43
5.12
0.34
0.14
0.38
0.29
0.25
-
-
56
Experience Database
Table C3.
;
Maximum values of response spectra (damping 0.05s
Station
Comp.
SA^
cm/s~
1 Bozveli Village
i
0
1
Kvama
!
0
i
Provadia
0
NS
Z
EW
NS
Z
EW
NS
Z
EW
Aug30.1986
:
SV^
cms
S D ^ ; SA^
cm i cm/s"
! 224.4
70.78
175.5
129.2
67.9
116.4
249.4
71.39
196.8
-
-
Russe
0
N20E
Z
E20S
Shabla
0
N29W
Z
295.9
136.5
438.9
147.1
85.2
Varna
0
N72E
Z
E72S
135.7
65.79
99.35
Table C4.
-
Comp.
Aug30, 1986
SA.,
PGA
Bozveli Village
0
Provadia
NS
Z
EW
NS
Z
EW
NS
z
Russe
0
Shabla
0
Vama
0
sv = J X
cms
cm i
26.1
6.44
13.64
4.95 ;
3.74 !
5.27 j
15.08
16.27
12.02
10.5
6.72
8.55
15.77
5.78
19.34
8.94 |
10.2 !
7.21 !
4.01 j
6.7 j
6.49 |
16.07
9.24
6.50 j
3.60 j
6.49 |
6.97 ;
3.32 |
11.53
6.58
11.88
8.27 \
529:
5.80 i
SA^
cm s"
sv_
cms
SD^
cm
-
38.95
33.38
84.'5
1.74
0.97
2.88
o.i7 ;
0.17
0.18
43.43
20.37
2.04
0.99
0.36 j
0.31 |
-
Amplification factors for response spectra
Station
Kvama
0
May 31, 1990
May 30. 1990
EW
N20E
Z
E20S
N29V
Z
N72E
Experience Database
z
May 31, 1990
May 30,1990
PGA
PGV
PGD I PGA
PGV
SD-JT
PGD
4.66
2.15
2.62
2.69
4.40
3.48
3.23
3.59
4.0"
3.29
3.62
3.10
3.49
3.25
4.24
3.06
3.22
| 5.23
j 4.03
I 4.08
3.39
3.28
( ^3.90
4.47
3.69
4.56
3.20
2.85
3.85
3.21
2.93
4.23
3.55
2.36
1.50
1.82
4.26
2.62
3.2S
4.00
4.78
4.63
2.24
4.00
2.88
4.65
4.15
4.04
3.89
3.54
2.95
2.74
3.05
4.35
4.07
322
"7 ??
3.27
3.51
5.05
56
Experience Database
Table C5.
57
s frequency bandwidth measure of PSD (Caitwright & Longuet-Higgins)
Station
Comp.
!
Bozveli Village
NS
!
0 ~
i
j
May 30. 1990
;
EW !
NS
Z
EW
;
:
0.90
0.90
0.90
Provadia
0
NS
Z
EW
'.
!
0.60
0.73
0.63
!
Russe
N20E
:
0
z
Kvama
0
|
May 31. 1990
0.86
0.S7
0.87
z I
i
-
•
i
0.70
0.66
0.64
i
!
E20S
0.80
0.77
0.78
Shabla
0
N29W
Z
0.78
0.81
0.79
0.81
]
Varna
0
N72E
. Z .
E72S
*
0.77
0.84
-
Table C6.
1
-
0.81
fi0, fso and fso fractile frequencies of PSD (Kennedy & Shinozuka)
Station
i
Comp. :
May 30,1990
Aug30, 1986
f
f
f
MO
*-50
I90
May 31, 1990
I
f'O
fso
f90
i
NS :
Z
i
EW I
1.0
0.9
1.1
1.94
2.63
2.00
3.9
6.1
4.1
j
i
!
-
Kvarna
0
NS
Z
EW
.
:
0.5
0.4
0."
1.85
1.70
1.70
3.8
5.3
5.0
;
i
:
-
Provadia
0
NS
Z •
EW :
3.Q
0.6
2.6
3.98
4.93
4.13
5.1
.
8.4
•
6.2
I
:
3.00
4.82
3.76
8.3 :
10.5 i
E20S :
2.1
2.8
1.9
Shabla
0
N29W Z
0.5
0.5
Varna
0
N72E
Z
E72S
1.0
0.56
0.94
Bozveli Village
0
i
Aug30.1986
Russe
0
N20E
Z I
Experience Database
fio
fso
fio
-
•
2.4
3.9
2.5
5.15
6.03
3.76
10.
10.
9.8
3.74
3.74
5.9 :
8.3 '<
2.0
1.9
3.40
3.64
4.9
9.3
3.13
3.26
2.32
5.9
7.4
5.4
8.2
1
-
57
Experience Database
58
Control (comer) periods of response spectra
Table C~
!
Station
Comp. :
Aug30,1986
s
j Bozveli Village
NS
Z
EW
!
0
.'
I
Kvarna
0
NS
Z
EW
Provadia
0
NS
Z
EW
Russe
0
N20E
Z
E20S
!
s
I
i
:
.
j
i
\
May 30. 1990
TD
:
s
s
;
0.73
0.57
0.49
1.19
3.64
2.43
0.73
1.51
0.65
3.73
3.95
3.77
0.26
0.59
2.40
6.27
4.77
j 0.27
|
j
!
-
0.33
0.27
0.28
2.59
3.91
2.05
0.2S
0.18
0.21
0.62
l.il
0.39
0.29
0.30
1.12
1.97
Shabla
0
N29W
Z
0.69
0.68
2.73
2.26
Vama
0
N72E
Z
E72S
0.53
0.63
0.75
4.51
5.05
3.07
Experience Database
May 31,1990
7D
X;
S
s
-
58
STEVENSON & ASSOCIATES
PART TWO:
SEISMIC EXPERIENCE AND TEST DATA
COLLECTION
In cooperation wih:
EUROTEST SA, Bucharest, test lab.
ISPE SA, Bucharest, Engineering company
Experience Database
Experience Database
Pag.2
CONTENTS:
1. INTRODUCTION
4
2. APPROACH AND SCOPE
4
3. DATABASE STRUCTURE AND DESCRIPTION
6
3.1 DATA AVAILABILITY
3.2 DATA REQUIREMENTS
6
6
4. COLLECTION PROCEDURE
7
5. EXPERIENCE DATA
9
5.1 POWER STATION BUCHAREST WEST
10
5.1.1 Generals
5.1.2 Power plant description:
5.1.3 Thermo-mechanical Equipment:
10
10
11
5.2 SEISMIC BEHAVIOR, s OF THE MAIN MECHANICAL AND ELECTRICAL EQUIPMENT
13
5.3 POWER PLANT BUCHAREST SOUTH
14
5.3.1 General description
14
5.4 SEISMIC BEHAVIOR OF MAJOR EQUIPMENT DURING AND AFTER 1977,1986 AND 1990 SEISMIC EVENTS
5.4.1 Unit 1IJA1 - 50MW)
5.4.2 Unit2'TA2 5Q.\mrr.
5.4.3 Unit 3 'TA3 lOOMw)
5.4.4 Unit 4 >TA4 100Mw)
5.4.5 Unit 5 >TA5 -130Mw)
5.4.6 Unit 6 >TA6130 Mw:
5.4.7 Steam generator Cl: typeGMS4
5.4.8 Steam generator C2: type TGM 84,
5.4.9 Steam generator C3: type TGM 84,
5.4.10Steam generator C4: type TGM 84A,
5.4.11 Steam generator C5: type TLMACE.
5.4.12 Steam Boiler C6: type TLMACE.
Experience Database
15
15
15
15
16
16
16
16
17
1?
17
17
17
Pag -2
Experience Database
Pag.3
6. CONCLUSIONS
18
7. REFERENCES
19
8. .APPENDIX - Al
Al - 1
9. APPENDIX - A2
A2 - 1
10. APPENDIX - A3
A3 - 1
11. APPENDIX - A4
A4 -1
Experience Database
Pag -3
Experience Database
Pag .4
1. Introduction
The present report represent the second year of the research project. The background
regarding generic approach philosophy was presented in previous report submitted in
November 1995. This report presents the experience data that have been collected and
processed in January- November 1996 period.
2. Approach and scope
The study approach involved the identification, collection, and aggregation of existing
seismic experience qualification and test data as a background for a computerized database
system. First the sources of experience data were identified, then experience data were
extracted and collected.
Table 2-1 lists equipment of interest (items required for hot shutdown) as defined by
SQUG/USNRC. Based on the EPRI study, equipment was classified as mechanical,
electrical, or relays. The specific equipment classes includes:
• Batteries on Racks
• Battery Chargers
• Inverters
• Motor Valve Operators
• Electrical Penetration
Assemblies
• Distribution Panels
• Switchgear
• Transformers
• Motor Control Centers
• Control Panels
Experience Database
•Contactors and Motor Starters
• Switches
• Manual Control Switches
• Transmitters
• Instrument Rack Components
• Solenoid-Operated Valves
• Air-Operated Valves
• Safety Relief Valves
• Automatic Transfer Switches
• Chillers
• Motors
Pag -4
Experience Database
~
Pag .5
TABLE 2.1
TYPICAL HOT SHUTDOWN EQUIPMENT LIST
Mechanical Equipment
1. Vertical pumps and motors
2. Horizontal pumps and motors
3. Motor-operated valves
4. Air-operated valves(including solenoid valves)
5. Heating, ventilation and air-conditioning HV AC;
6. Pumps (turbine driven, diesel driven
7. MSIVs (Main Steam Isolation Valves)
8. Pilot-operated safety/relief valves
9. Spring-operated safety/relief valves
10. NSSS mechanical equipment (Control Rod Drive Mechanisms)
11. PORVs (Power Operating Relief Valves)
12. Air compressor and air accumulators
13. Heat exchanges, tanks ( anchorage review only)
14. Atmospheric steam dump valves
Electrical Equipment
1. Low-voltage switchgear
2. Metal-clad switchgear
3. MCCs (Motor Control Centers)
4. Transformers (unit substation type)
5. Motor-generator sets
6. Distribution panels
7. Batteries and batten' racks
8. Battery chargers
9. Inverters
10. Diesel generators and associated equipment
11. Electrical penetration assemblies
12. Transformers (other than unit substations)
13. Automatic transfer switches
14. Remote shutdown panels
Experience Database
Pag -5
Experience Database
Pag.6
Instrumentation
1. Transmitters (pressure, temperature, level, flow)
2. Switches (pressure, temperature. leveL flow)
3. Resistance temperature detectors and thermal couples (RTDs and T.'Cs)
4. Relays
5. Control panels and associated components
6. Instrument racks and associated components
7. Instrument readouts (displays, indicators such as meters, recorders, etc.)
8. Neutron detectors
3. Database structure and description
3.1 Data Availability
Data are available principally in two forms : 1) test reports or 2) Seismic experience.
Data sources have included :
• test laboratories.
• utilities,
• other institutions such as national laboratories and architect-engineering firms.
The general types of information required are equipment description (type, size, weight,
etc.). Information is also collected concerning the year of testing or first operation, type of
test (e.g., biaxial , sine, etc.) or seismic event the test spectra, or site seismic response
spectrum, physical modifications (if any), failure mechanism (if any), and operational
requirements and performance.
Test data was provided by EUROTEST SA (test lab.), under a cooperative agreement.
The seismic experience data was collected in cooperation with ISPE (utilities engineering
company) base on investigation of two power plants.
3.2 Data Requirements
Engineering judgment is required to assess how many data points are required and to
define the inclusion rules (rules for membership in the class or "club" of equipment).
The library of historical earthquake data used by US SQUG has anywhere from 50 to 500
pieces of data per equipment class. As there was some uncertainty as to the input during
the historical earthquake, it was felt that a large number of data points in different
earthquakes was helpful in offsetting this uncertainty. In addition, equipment details (model
number, year of manufacture, etc.) were not known with certainty, thus a large data sample
tended to account for class diversity. With test data, the uncertainty is less since the input
Experience Database
Pag -6
Experience Database
Pag.7
motion amplitude and the equipment condition are known, as fewer data points are
required-experience showed that 5 to 10 were sufficient
4. Collection procedure
Figure 4-1 outlines the data collection process. Data are extracted from a test reports or
seismic qualification review forms. These are first reviewed by an equipment qualification
engineer to determine if the data are suitable for inclusion in the data base. The initial
screening criteria are :
• Does the equipment item match the specifications of one of the hot shutdown list
classes? (Table 2.1 )
• Does the report adequately describe the equipment and test procedure or seismic
conditions ?
• Does the report include test response spectra (TRS), or site seismic information
(seismic events, peak ground acceleration, etc.) and all
other necessary
information?
The database fields provide a basic description of the equipment item and summarize the
information available. The database includes information concerning :
•
•
•
•
•
•
•
•
equipment descriptors;
size, weight, and manufacturer/model code number,
year of testing / seismic event:
type of tests and test documentation or seismic event information
anchorage description:
quantification of available TRS or seismic review team reports:
any exceptions or comments related to performance during seismic even or
during testing:
any failures.
The term "failure" refers to inability to meet the acceptance criteria during or after a
dynamic test seismic event. In most instances, a failure will be equipment malfunction and
not structural failure.
Equipment must be classified by evaluating design details and material which affect
dynamic response and ability to resist loads. Equipment types which have similar operating
principles and design features, but differ mainly in size, could be classified in the same
subclass. If there are significant differences, a different classification (i.e., a subclass)
would be used. The final result is to identify low-diversity sets of data, or "clubs",
appropriate for the equipment items that are included.
.After all the information has been entered into the data base, it is reviewed and
independently checked for accuracy. Once the data have been collected and checked, they
must stored on magnetic media.
Experience Database
Pag -7
Pag.8
Experience Database
Figure 4.1 Data coDection process
Obtain
qualification report
Review Data for
Suitability and
Completeness
No
Reject Data if incomplete
or unsuitable
Yes
Assign code numbers
Select
Representative
Spectra
•
Enter in
Database
Store on Disk
&
Transmit to Central
Data Bank
Experience Database
Pag-8
Experience Database
Pag.9
5. Experience data
Considering the equipment list (Table 2.1) two cooperation agreements have been set with
ISPE and EUROTEST (electric engineering company and test lab.).
EOROTEST provides additional 15 equipment test reports, presented in Appendix A4.
Main equipment description for power plants Bucharest South and Bucharest West and
general seismic behavior of these two power plants during and after 1977. 1986 and 1990
seismic events are presented in this chapter. Seismic experience data for mechanical and
electrical equipment that have been collected are presented in appendices Al. A2. A3. The
ground motion characteristics for all three seismic events are presented in the first part of
the report. Also the database must include picture of the mechanical and electrical
equipment as they are installed. This will require more effort and co-operation from the
electric utilities.
This report demonstrate the availability of seismic experience data and initiate the data
collection process. The future of this process is strongly depended by creating an organized
an coordinated program. A seismic expert team must be set and maintained for post
earthquake investigation, data collection review and validation. Once the experience
database will become operational the first benefit will be the reduction of the seismic safety
evaluation effort related with mechanical and electrical equipment.
Experience Database
Pag -9
Experience Database
Pag.1O
5.1 Power Station Bucharest West
5.1.1 Generals
The Power station has two units of 125 Mw - 160 Gcaih each plus 5 heating units of 100
Gcaih each- The fuel is oil or gas. Each unit has the following main equipment:
- Unit 1 - 125 Mw electric power - steam generator Cl - turbo generator TALI
Cl was manufactured in Czechoslovakia and has the following characteristics:
- Qn = 525 tones/hour of steam;
- nominal temperature Tn = 540 C
- nominal pressure Pn = 152 bar
- service water temperature =240 C
The turbo generator is located at elevation ^10.0 m. and has the following characteristics:
- nominal power =125 Mw
- Qmax = 525 tones/hour of steam
- Steam nominal temperature Tn = 535 C
- maximum power of the electric generator =135 Mw
- nominal speed = 3000 rot/min.
5.1.2 Power plant description:
The turbine hall has classical design with the following main elevations:
•
•
•
-4 m local basement
0.00 grade floor
-7m the platform of auxiliary systems
•
-10.00 turbo-generator
.Air compressor station:
•
3 vertical air compressors with piston (Czech)
Diesel generator:
It serves as an auxiliary power supply. It has automatic startup and the power is :
190 KVA. Voltage = 400,231 Volts. It is located in turbine hall building near air
compressor station.
Heating unit:
The Bucharest West Power Station is equipped with 5 heating units (produce seam
and hot water for heating of civil buildings). Each unit has a boiler of 100 GcaLh
Experience Database
Pag -10
Experience Database
Pag.11
and a low pressure pumps type 18 XDS (UPI Buch) and a high pressure pumps
type D2 F AN (Hungary) Q = 3000 m3 hour and H = 120 water column (12
bars).
Chemical processing station:
chemical installation:
mechanical filter installation;
demineralization installation;
Liquid fuel storage:
Access platform:
Pump station level I;
Storage tanks;
Pump station level II.
Gas storage facility.
The power plant main equipment:
imported equipment:
- steam generators type SES TLMOCO
- fans type Z W Z - Milevske:
- turbo generator type Skoda - Plzen;
- degazor CKD - Dukla;
- feed water pumps type - Sigma Lutin;
- cooling pumps - CKD - Blonsko.
\Ianufactured in Romania :
- heating boilers 100 Gcal/h;
- startup boilers 10 th;
- auxiliary equipment (pumps, valves, tanks, etc.);
- chemical processing equipment, etc.
5.1.3 Thermo-mechanical Equipment:
Steam generator equipment:
- Support steel structure ;
- Gallery and stairs;
- Main steam vessel (with tambour);
- Fittings;
- steam generator pipe system:
- heat exchanger - steam:
- intermediary steam heat exchanger.
- Steam temperature regulator.
Experience Database
Pag -11
Experience Database
Pag.12
- Gas regulator
- Fine fittings:
- .Air heater with steam;
- Supported steel structure for masonry:
- Masonry and heat isolation:
- Steam generator Steel liner:
- Fire device for gas and oik
- Air and gaze pipe system;
- Air and gas channels;
- Exzosted gas channels;
- Air fans:
The steam generator is equipped with two axial fans, including the electrical
engines, for 89 m3/sec with air temperature = 30 o C.
-Exzosted gas fans:
The steam generator is equipped with two fans for exzosted gas. with
Q=149m3 sec. and AP=350 daN/cm2.
- Recycle Fans :
The steam generator is equipped with two recycle fans for gas. Q=6I nrVsec and
T=300°C. located into the steam generator building.
Steam Turbine, tvpe SKODA 125 Mw:
- Oil cooling system ;
- Oil pipes and fittings.
- Condensers:
- Pre-heat system high and low pressure ( PIP 1 and PIP 2):
- Tanks:
- Peak pressure tanks:
- Steam Cooling tanks (degazor) 6 bars.
- Oil cooler.
Pumps:
- Feed water pump type 150 water column - 280 -18-8 - 3 pcs./unit;
- Primary Condense pumps WKT 1 5 0 - 6 - 3 pcs./unit
Q = 225 t k H = 130m water column.
- Secondary condense pumps - 3 pcs./unit
Q = 175 th. H = 185 m water column
Pipe systems and fittings
- heat transport (steam) pipes and fittings;
- high pressure over heat steam pipe system and fittings;
- medium and low pressure condensed steam pipe system and fittings;
- water/steam distribution svstem for heating.
Electric generator - type H644872 2. cooled with H>O.
Nominal power 135 Mw.
•*=>•
Experience Database
Pag-12
Experience Database
Pag.13
5.2 Seismic behavior s of the main mechanical and electrical equipment
The following information is from the plant file.
1. 1977 seismic event: the turbine hall roof collapsed and fall down over the operating
turbo-generator (trigger the plant shutdown). Also the turbine cooling system and oil system
were damaged. The turbine bearings have been melted.
The main reported damages are mainly due to building structure damage.
Some steam boiler auxiliary systems have been damaged due to fall down of construction
parts.
2. 1986 seismic event: no damage.
3. 1990 seismic event: no damage.
Experience Database
Pag-13
Experience Database
Pag.14
5.3 Pmver Plant Bucharest South.
5.3.1 General description
The power plant Bucharest south has 6 units as follows:
Unit 1 and 2: are equipped with steam generators (Cl and C2) type TGM-84
manufactured in URSS. with the following characteristics:
- Qv = 420 tons/h (steam rate)
- Pv = 137 bar (steam pressure)
- Tv = 540° C (steam temperature)
and turbo-generators TA1 and TA2 of 50 Mw power each. The turbine types are
VPT - 50-3 and VPT-50-5 manufactured Czechoslovakia. The steam parameters
for turbo-generator are:
- Q v = 386tons/h
- Pv 130 bar
- Tv -535 C
Steam generator Cl operate with petrol only and C2 operate with gas or petrol.
Units 1 and 2 operates since 02.10.1965 and 06.02.1966 respectively.
Units 3 and 4: are equipped with the steam generators C3 and C4 and turbogenerators TA3 and TA4. Steam generators C3 and C4 types are TGM-84A URSS with the following characteristics:
- Qv = 420 tons/h
-Pv=155bar
-Tv=+540C
Both steam generators operates with gas or petrol. The turbo-generators power is
100 MW each. The steam parameters are:
- Qv = 460 t/h
- Pv = 130 bar
- Tv = -535 C
Unit 3 operates since 15.09.1967 and unit 4 since 06.12.1967.
Units 5 and 6: are equipped with steam generators C5 and C6 and turbogenerators TA5 and TA6 of 125 Mw each.
The steam generators C5 and C6 were manufactured in Czechoslovakia, type SES
- TLA LACE with natural circulation and intermediary overheat system with the
following parameters:
- Qv = 525 tonsh
- P v = 15234 bar
- Tv = -540 C
The fuel is petrol or natural gas. Both turbo generators have a power of 125/135
Mw. The steam parameters for turbo generators are:
Experience Database
Pag -14
Experience Database
Pag .15
- Qv = 525 t h (steam)
- Pv = 142 30 bar
- TV -540 C
Units 5 and 6 operates since May 1975 and Nov. 1975.
Each unit is connected in parallel to the grid. Each unit has auxiliary systems as:
feed water pumps, fans, cooling system, degazors. condensers, liquid and gas fuel
facilities.
5.4 Seismic behavior of major equipment during and after 1977, 1986 and 1990
seismic events.
5.4.1 Unit 1 (TA1 - 50MW)
The following information was found in plant file:
a. 1977 seismic event: Plant shutdown due to loose of electric power (blackout).
No damages was reported after the visual inspection.
b. 31.08.1986 time 0.30 TA1 was shutdown due to turbine trip and re-start at time
1.30 a.m. On 1.09.1986 time 23.35 TA1 shutdown due to failure of cooling pipe
system and pre-heat low pressure system. The steam regulator was also damage due
to a nozzle break. TA1 was fixed and started on 02.09.1986.
c. 1990 seismic event: no damages.
5.4.2 Unit 2 (TA2 50MVV):
a. 1977 seismic event the plant shutdown was triggered automatically. After a visual
inspection, no damage has been reported.
b. Aug. 31. 1986 seismic event the plant shutdown was triggered by turbine trip. Xo
damages have been reported.
c. May 1990 seismic event no damage have been reported.
5.4.3 Unit 3 (TA3 100 Mw)
a. 1977 seismic event - no damages. Plant shutdown, inspection and restart.
b. Aug. 31.1986 seismic event -Plant shutdown, inspection and restart.
c. 1990 seismic event - no damages.
Experience Database
Pag -15
Experience Database
Pag.16
5.4.4 Unit 4 (TA4 100 Mw)
a) 1977 seismic event - no damages. Plant shutdown, inspection and restart.
b) Aug. 1986 seismic event - no damages. Plant shutdown, inspection and restart.
C) 1990 seismic event - no damages. Plant shutdown, inspection and restart.
5.4.5 Unit 5 (TA5 -130 Mw)
a) 1977 seismic event - the plant shutdown was triggered due to turbine trip. The
following damages have been reported: The oil pump faille. The turbine bearings
L5 and L6 have been damaged. The pumps 5A. 5B. oil tanks and oil tubes were
also damaged. One transformer was damaged.
b) 1986 seismic event - no damages.
C) 1990 seismic event - no damages.
5.4.6 Unit 6 (TA6 130 Mw):
A) 1977 seismic event - plant shutdown, inspection and restart. No damages have
been reported.
B) August 1986 seismic event - plant operated during and after the earthquake. No
damages have been reported.
C) 1990 seismic event - plant operated during and after the earthquake. No
damages have been reported.
5.4.7 Steam generator Cl: type GM 84
a) 1977 seismic event time 21.25 - emergency shutdown, inspection and restart. No
damages have been reported
b) August 31. 1986 seismic event - no damages
c) May 30 1990 seismic event - no damages.
Experience Database
Pag -16
Experience Database
Pag.17
5.4.8 Steam generator C2: type TGM 84,
a) 1977 seismic event time 21.25 - emergency shutdown, inspection and restart. No
damages have been reported
•
b) August 31. 1986 seismic event - no damages
c) May 30 1990 seismic event - no damages.
5.4.9 Steam generator C3: type TGM 84,
a) 1977 seismic event time 21.25 - emergency shutdown, inspection and restart. No
damages have been reported
b) August 31. 1986 seismic event - no damages
c) May 30 1990 seismic event - no damages.
5.4.10 Steam generator C4: type TGM 84A,
a) 1977 seismic event time 21.25 - emergency shutdown, inspection and restart. No
damages have been reported
b) August 31. 1986 seismic event - no damages
c) May 30 1990 seismic event - no damages.
5.4.11 Steam generator C5: type TLMACE,
a) 1977 seismic event time 21.25 - emergency shutdown, inspection, revision. No
damages have been reported
b) August 31. 1986 seismic event - shut down, inspection and restart. On Sept. 16.
1986. a crack have been detected on medium pressure pipe system.
c) May 30 1990 seismic event - no damages.
5.4.12 Steam Boiler C6: type TLMACE,
a) 1977 seismic event - damages have been detected to the supporting steel
structure and main steam line supports.
b) Aug.31.1986 seismic event - the steam generator display device was damaged.
The display level was replaced and the plant was restarted..
c) May 30 1990 seismic event - normal operation during and after the earthquake.
No damages have been reported.
Experience Database
Pag -17
Experience Database
Pag.18
6. Conclusions
The scope of this research is to initiate seismic experience database collection for
mechanical and electrical equipment listed in table 2.1. The first part of the study presents
the background seismic information.
Historical and instrumental catalogues of the Vrancea earthquakes are presented herein for
the first time. The seismic data used in the analysis of Vrancea earthquakes includes more
than 150 digitized biaxial and or triaxial accelerograms. The Hwang and Hou modification
of the Gutenberg-Richter relationship were used to account for the maximum credible
magnitude. Attenuation low of the ground motion parameters has been developed in
respect to the epicentral distance, focal depth and azimuth. Different attenuation relations
were analyzed:
- Joyner and Boore
- McGuire and Campbell
- Annaka and Nozawa
- Fukushima and Tanaka
Frequency contents of the earthquake records have been analyzed. Elastic site dependent
response spectra and nonlinear response were generated and analyzed. Regression relations
for peak ground acceleration versus dynamic amplification factors were calculated. Elastic
to inelastic response ratio versus frequency (period) was also calculated.
The probabilistic hazard analysis presented in part one of the research project provides
comprehensive information regarding the Vrancea earthquakes.
Part two '"Experience Database." provides results that demonstrate the availability of
seismic experience data and present also an important amount of such information:
- 30 test reports (15 presented in 1995 report)
- 26 mechanical equipment
- 16 electrical equipment
Collection procedure and data requirements are also presented. The process initiated by this
project is strongly depended by creating a coordinated program and a post-earthquake
investigation expert team similar with US SQUAG program. The data collection, review
and validation must be a continuous activity. The database will become operational when
each class of equipment will has more than 20-30 records.
The experience database represents the support information for the Procedure for Seismic
Adequacy Evaluation Re-evaluation or Margin Assessment of Selected Equipment and
Systems of Operating or Constructed Xuclear Power Plants.
An operational experience database benefit will be a significant reduction of the seismic
safety evaluation effort related with safety related mechanical and electrical equipment of
operating NPPs.
Experience Database
Pag-18
Experience Database
Pag .19
7. References
J.D.Stevenson - Procedure for Seismic Adequacy Evaluation Re-evaluation or Margin
Assessment of Selected Equipment and Systems of Operating or Constructed Xuclear
Power Plants. 1996.
J.D.Stevenson - US Experience in Seismic Re-evaluation and Verification Programs.
Proceedings of SMIRT 13 - Post Conference Seminar 16, 1995.
Stevsnon & Associates. Romania - Experience database of Romanian facilities subjected to
the last three Vrancea earthquakes - IAEA Working material. Coordinated research
program on Benchmark study for the seismic analysis and testing of \VWER-type Xuclear
Power Plants, 1996.
K.K. banyopathyay, R.M. Kennealry, Guidelines for seismic qualification of equipment
based on experience. Proceedings of fifth Symposium. Orlando. Florida, December 1994.
Generic Seismic Raggedness of Power Plant Equipment, EPRI XP5223s. Rev 1
August 1991.
Experience Database
Pag -19
Experience Database
Pag A1-1
8. APPENDIX-Al
Power Plant Bucharest West, unit 1 - 125 Mw
Mechanical equipment
The database structure is presented below:
A
B
C
D
E
F
G
H
I
J
K
L
M
N
- equipment (ID);
- generic class:
- Equipment t>pe and operation date:
- Manufacture code;
- Supplier.
- dimensions;
- weight:
- elevation ( WC);
- source of information (test or seismic experience);
- seismic event;
- anchorage (bolted or welded);
- damage;
- functionality;
- Other comments.
Experience Database
Pag A1 -1
Experience Database
Pag A1 -2
-
A
B
C
D
E
F
G
H
1
J
K
L
M
N
5 - Heat exchanger - high pressure
low pressure
Tanks and Heat exchanger
type vertical, S = 525 m2,
type vertical, S = 300 m2 and S = 500 m2, in operation since 1974
Czech
dimension <J> 1800 (mm)
(j) 1700
elev. ±0,00 turbine hall
elev. - 4,00
Seismic experience
Seismic events: 1977,1986,1990
bolted on steel supports
no damage
normal operation during and after seismic events
1977 - plant shutdown due to other damages
A i 5 - Condenser cooler
B
C i type: Surface Condenser cooler S = 6750 m , in operation since:1974
E I Czech
F i dimension (mm) - 7000 x 7000
H i eiev. ± 0,00
Seismic experience
J 1977, 1986,1990
K boited on concrete foundation
L no damage
M Normal operation during and after seismic events.
N . The damage of a condenser pipe produces loose of 50% of the cool
| capacity and condenser failure lead to plant shutdown.
Plant shutdown due to other damages in 1977 seismic event
Experience Database
Pag A1 -2
Experience Database
A
Pag A1-3
6 - Fans for gas
Fans for re-circulation
B
C ; type ZWZ, in operation since: 1974
: type ZWZ, in operation since: 1974
D
E Czech
F dimension (mm): 3500 x 11000 ; 1500 x 3700
G
H elev. ± 0,00 (outside)
eiev. ± 0,00
1
1
seismic experience
j
seismic events: 1977,1986, 1990
K bolted on concrete foundation
L no damage
M normal operation during and after seismic events
N Fan trip will produce a decrease with 60% of the boiler power.
1977 - plant shutdown due to turbine trip (oil pipe break)
A 9 - feed water pumps with automatic regulator
B ; horizontal pumps
C i type: Sigma 150 CHM - 280/8, in operation since 1974
D
E ! Czech
F i dimension (mm): 3500 x 1500
G
H : elev. ± 0.00
I seismic experience
J • seismic events: 1977, 1986, 1990
K i blotted on concrete foundation
L i no damage
M normal operation during and after seismic events.
N
Feed water pump shadow lead in decrease of power with 50% and trigger
the auxiliary pumps.
1977- plant shutdown due to turbine trip.
Experience Database
Pag A1 -3
Experience Database
A
B
C
D
E
F
G
H
I
K
L
M
N
PagA14
10 - Cooling water pump
Vertical Pump
type: 6 DR, in operation since: 1974
Q = 2,1 m3 / h and H = 21 m (water coiumn)
dimension(mm): <j) 800
elev. -4,00
seismic experience
seismic events: 1977,19986,1990
bolted on concrete foundation
no damage
normal operation during and after seismic events.
Pump damage decrease the power with 50% and trigger the auxiliary
pumps.
1977- plant shutdown due to turbine trip.
A 16 - Fans
B Fans
C type Z W Z , in operation since: 1974
D
E Czech
p dimension: 2500 x 800 (mm)
G
H elev. ±0,00
I
seismic experience
J seismic events: 1977,1986, 1990
K bolted on concrete foundation
L no damage
M normal operation during and after seismic events
N : Fan failure lead to decrease with 60% of the boiler power.
1977 - plant shutdown due to the turbine trip.
Experience Database
Pag A1 -4
Experience Database
A
B
C
D
E
F
G
H
I
J
K
t
M
N
Pag A1 -5
19 - thermal element assembly - boiler #. 1
heat exchanger internal pipes
type SES Tlmace - in operation since 1974
Q = 525t/h,temp.540 0C
Czech
dimension: 14000 x 15000 x 35000 (mm )
elev. ±0,00
seismic experience
seismic events 1977, 1986,1990
bolted on concrete foundation
no damage
normal operation during and after seismic events
Boiler failure lead to plant shutdown.
1977 - plant shutdown due to turbine trip.
A
20 - air compressor
B : air compressor
C I typeZHSE, in operation since 1974
D j air compressor with piston
E Czech
F • dimension $ 1600 mm
G
H elev. ± 0,00 (turbine hail)
I seismic experience
J seismic events 1977,1986,1990
K ; bolted on concrete foundation
L : no damage
M normal operation during and after seismic events
N compressor failure trigger the auxiliary compressor.
1977 - plant shutdown due to turbine trip
Experience Database
Pag A1 -5
Experience Database
Pag A1-6
A 21 - Diesel generator - automatic trigger.
B Diesel generator
C ! type: 6S 160 PN, in operation sincel 974
D i
E
F
G
H
J
K
L
M
dimension{mm): 4000 x 1200
elevation ± 0,00 (turbine hall)
seismic experience.
seismic events: 1977,1986,1990
bolted on concrete foundation
no damage
normal operation after seismic events
N i
A ! 25 - Piping
B ! Distribution system
C
D
E i Czech and Romanian
F ' Dn 25 -s- 600 mm , in boiler nail, turbine hall and auxiliary systems
G
H elev. - 4,00 m and + 35 m
I • seismic experience
J : seismic events: 1977,1986, 1990
K vertical and horizontal supports
L •. no damage
M ; normai operation during and after seismic events
N supports failure without pipe break.
Experience Database
Pag A1 -6
Experience Database
Pag A1 -7
A 24 - heat water pipes
B distribution system
C type - welded pipes, in operation since 1974
D
E i Romanian
F Dn 250 - 500 mm, distribution of hot water for heating
H ; elev. ± 0,00 and + 6,00 m
seismic experience
J seismic events 1977,1986,1990
K ; horizontal and vertical supports
L I no damage
M i normal operation during and after seismic events
N supports failure have been detected without pipe damages.
A M 2 - isolation valve - manual
B ! valves
C i in operation since 1974
D i
F
G
H ! elev. ± 0,00
I seismic experience
J seismic events1977,1986, 1990
K : installed on pipe with flanges
L no damage
M normal operation during and after seismic events
N
Experience Database
Pag A1 -7
Experience Database
Pag A1-8
A 13 - valve - electric drive mechanism
B Motor operated valves
C in operation since1974
D
E
F
G
H elev. ± 0,00
I
seismic experience
J seismic events'! 977,1986,1990
K ! flange joint
L j no damage
M i normal operation during and after seismic events
N i
Experience Database
Pag A1 -8
Experience Database
Pag A2 -1
9. .APPENDIX -A2
Power Plant Bucharest South Unit 1-100 M\Y
Mechanical equipment.
A
B
C
D
E
p
G
H
1
J
K
L
M
N
A
Q
c
5 - heat exchanger: high pressure
low pressure
Tanks and heat exchangers
in operation since 1967
Russian
dimension ~ <J> 1800 mm ; H « 6300 mm ;
~ (j) 1400 mm ; H * 4500 mm ;
elev. ± 0,00
seismic experience
seismic events: 1977,1986,1990
bolted on steel supports.
no damage
normal operation during and after seismic events.
1977 plant shutdown due to loose of power (blackout)
5 - condenser cooler
Tanks and heat exchangers
type KG2 - 6200 - 1 in operation since 1967
S tot = 6200 m2
Russian
dimension - 7300 x 7300 x 3500 (mm)
D
E
F
G
H elev. =0,00
I seismic experience
J seismic events 1977,1986,1990
K boited on concrete foundation
L : no damage
M normal operation during and after seismic events.
1977 plant shutdown due to loose of power (blackout)
N Cooler pipe break lead to decrease of 50% of the cooling capacity.
Condenser failure lead to plant shutdown.
Experience Database
Pag A2-1
Experience Database
PagA2-2
A
B
C
6 - Fans for gas.
Fans
: type 3A - in operation since 1967
• type 3B - in operation since 1967
D : Q = 368000 m 3 / h
E : Russian
F dimension 3500 x 11000
G
H elev. =0,00
seismic experience
I
J seismic events 1977,1986,1990
K blotted on concrete foundation
L no damage
M normal operation during and after seismic events.
N Fan failure lead to decrease of boiler power.
1977, plant shutdown, inspection and restart.
A
B
C
D
E
9 - Feed water pumps
; horizontal pumps
I type PE - 500 -180, in operation since 1967
; Q = 500 m / h , H = 1800 m (water column); automatic regulator
; Russian
H : elev. = 0,00
I
seismic experience
J seismic events: 1977,1986, 1990
K bolted on concrete foundation
L i no damage
M normal operation during and after seismic events
N 1977, plant shutdown due to loose of power (blackout);
Inspection and restart.
Experience Database
Pag A2-2
Experience Database
A
B
C
D
Pag A2 -3
10 - pumps - condense
vertical pumps
type 12 KSV - 9 x 4 -in operation since 1967
Q = 300 m 3 / h , d H = 16 m (water column), 4>= 1100 mm
H ; elev. - 0,00
seismic experience
J I seismic events 1977,1986,1990
K : bolted on concrete foundation
L | no damage
M ••• normal operation during and after seismic events.
N I 1977, plant shutdown, inspection, restart.
A
B
C
D
E
• 16 - Fans - (boiler ventilation system)
i Fans
j type 3A; 3B,in operation since 1967
i Q= 240000/180000 m * I h
! Russian
H
elev. ± 0,00
seismic experience
seismic events 1977,1986,1990
blotted on concrete foundation
| no damage
normai operation during and after seismic events
Fan faiiure lead to decrease with 60% of the boiler power.
J
K
L
N
Experience Database
Pag A2-3
Experience Database
Pag A2 -4
A 19 - steam boiler #3
B
C type TGM - 84 A - in operation sincel 967
D i Q = 420t/h
E i Russian
G dimension 15400 x 13100 x 31400 (mm)
H i elev. ± 0,00
seismic experience
J j seismic events 1977,1986,1990
K i bolted on concrete foundation
L | no damage
M i normal operation during and after seismic events.
N 1977, plant shutdown, inspection and restart.
A
B
*+
D
E
20 - Air compressor
Air compressor
in operation sincel967
Russian
c
G
H
I
J
K
L
M
N
elev. =0,00
seismic experience
seismic events 1977,1986,1990
bolted on concrete foundation
no damage
normal operation during and after seismic events.
1977 Plant shutdown, inspection, restart.
Experience Database
Pag A2-4
Experience Database
Pag A2 -5
A 21 - diesel generator - automatic trigger
B Engine generators
C ; in operation since 1967
D i
E :
F
G
H ! elev. r 0,00
I : seismic experience.
J i seismic events 1977,1986,1990
K i bolted on concrete foundation
L j no damage
M i normal operation during and after seismic events
N •
A I 24 - pipe systems - heat distribution
B ; distribution system
C I weided pipes, in operation since 1967
E I Romanian
H elev.: ± 0,00 and + 6,00 m
I
seismic experience
J seismic events 1977,1986, 1990
K horizontal and vertical supports
L ; no damage
M normal operation during and after seismic events
N supports failure without pipe damage.
Experience Database
Pag A2-5
Experience Database
Pag A2 -6
A 25 - technological pipe systems
B distribution systems
C ; welded pipes, in operation since 1967
D
E Romanian and Russian
G
Li
I
J
K
L
M
N
A
B
C
D
E
F
G
eiev.: ± 0,00 and + 32,00 m
seismic experience
seismic events: 1977,1986,1990
vertical and horizontal steel supports
no damage
normal operation during and after seismic events
some supports failure without pipe damage
12 - isolation valve - manual operated.
Valves
in ooeration since 1967
Dn 1400 mm
Russian
H |
I
J
K
L
M
N
seismic experience
seismic events: 1977,1986,1990
flange joint
no damage
normal operation during and after seismic events
Experience Database
Pag A2-6
Experience Database
Pag A2 -7
A 13 - valve - motor operated
B Motor operated vaives
C in operation since 1967
D
E i Romanian
F
G
H elev. + 6,00 m
1 seismic experience
J I seismic events: 1977,1986,1990
K : flange joint.
L : no damage
M i normal operation during and after seismic events.
N i
Experience Database
Pag A2-7
Experience Database
Pag A3-1
10. APPENDIX - .A3
Power Plant Bucharest West, unit 1 and 2,125 Mw eachElectrical equipment
The database structure is presented below:
A
B
C
D
E
F
G
H
I
J
K
L
M
N
- equipment (ID);
- generic class;
- Equipment type and operation date;
- Manufacture code:
- Supplier.
- dimensions:
- weight;
- elevation ( WC);
- source of information (test or seismic experience);
- seismic event:
- anchorage (bolted or welded);
- damage:
- functionality;
- Other comments.
Experience Database
Pag A3-1
Experience Database
A
ffl
C
Pag A3 -2
1,2 - electric panel 0.4 kV
Distribution panels
type Distribloc OROMAX ; in operation since 1975
D
E •• Automatica Bucharest
F : dimension 636 x 1200 x 2300 mm
G
H
1
J
K
L
M
N
weight 800 Kg
elevation + 18,00 m (bottom)
elev. of the weight center: + 19,15 m
seismic experience
seismic events 1977,1986,1990
welded on steel channels
no damage
normal operation during and after seismic events.
1977 - disconnected, visual inspection and re-connected.
Some minor abnormal reset function of secondary switches have been
detected.
UJ
A 3 - electric panel 6 kV
B distribution panels
C . type Cll - 1 - 1 0 with switches IO-10, 2500 A
type Cll - 1M -10 with switches JO - 10, 1250A. In operation since 1975
D
CE Bailesti
F ; dimension 900 x 1600 x 2100 mm
675x1600x2100 mm
G 1400 Kg; 1000 Kg
H bottom elev. +/-0.00
Weight center elev. +1.05 m
1 seismic experience
J seismic events 1977,1986,1990
K welded on steel channels
L no damage
M normal operation during and after seismic events.
N disconnected, visual inspection, re-connected.
Some minor abnormal reset function of secondary switches have been
detected. Power connection wires have been displaced.
Experience Database
Pag A3-2
Experience Database
Pag A3 -3
A
B
4 - Oil Transformers 170 MVA
Transformers
TTU - FS, 116 +/-9 x 1, 78 % /13,8 kV, 170 MVA
in operation since 1975
E
F
G
H
i Electroputere Craiova
! dimension 8935 x 4040 x 6555 mm; rail: 2935 x 1435 mm
M 71 tones (oil weight = 34 tones)
| bottom elev. +/-0.00
! WC elev. +2.3 m
; seismic experience
seismic events 1977,1986,1990
i on rail
; 1977 - displaced on N-S, 12 cm, a
|
- damage of isolator of 13.8KV tr. - broken, and; 20 isolators found
I
J
K
L
;
cracks
' 1986, 1990 - no damage
After the seismic event 1977, was disconnected, visual inspection, re! connected. After a month, trigger the shortcut protection due to damage of Si coil
N ; The anchorage must be improved.
M
A 4 - transformer 25 MVA
B : transformers
C i 110/6kV,25MVA
E i Eiectroputere Craiova
F ; dimension 5710 x 4040 x 2025 mm; raii 2000 x 1435 mm
G 42,3 tones, (oil: 14 tones)
H eiev. +/-0.00
: WC elev. 2.0 m
I
seismic experience.
J seismic events 1977,1986,1990
K ; rest on rail
L no damage
M normal operation during and after seismic events
N support system must be improved.
Experience Database
Pag A3-3
Experience Database
Pag A3 -4
A
B
4 - transformer 1000 KVA
transformers
6/0,4 kV; 1000 KVA
in operation since 1975
D IEC
E Czech
F dimension 2500 x 1200 x 2000 mm
G 3,21
H ; bottom elev. + 18,00
' WC elev.+ 19,00
I
seismic experience
J ! seismic events 1977,1986, 1990
K j supported by a steel frame
L I no damage
M : normal operation during and after seismic events
N Require to check the clearance between power connection wires.
A
B
C
D
E
F
G
H
I
J
K
L
M
N
8 - electric panel
electric panels
in operation since 1975
Automatica Bucuresti
dimension 900 x 800 x 2300 mm
500 Kg
elev. + 10,00
WC elev.+ 11,15
seismic experience
seismic events 1977,1986,1990
welded
no damage
normal operation during and after seismic events
Experience Database
Pag A3-4
Experience Database
A
B
C
Pag A3 -5
11 - battery 24 V cc
battery racks
led battery type LS 24, LS 12;
in operation since 1975
D
E : Acumulatorul Bucuresti
F i dimension 3450 x 760 mm
G ; 1500 kg
H i floor elev. + 4,00 m
I WC elev. + 4.50 m
1 ; seismic experience
J i seismic events 1977,1986,1990
K i no lateral restrains. Seated on rubber plate.
L i 1977 - displaced about 10 mm;
:
- no acid leak
I 1986, 1990-no damage
M i normal operation during and after seismic events.
N i Must be laterally restrained.
A i 11 - battery 220 V cc
B i Battery racks
C | Led battery type LS 24 with 108 elements;
I in operation since 1975
D i
E : Acumulatorul Bucuresti
F ; row dimension 760 x7500 mm
G ; 1500 Kg
H i floor efev. + 4,00 m
; WC elev. + 4,50 m
1 ; seismic experience
J ; seismic events 1977,1986,1990
K \ Seated on rubber plates. No lateral restrains.
L ; 1977 - displaced about 10 mm;
;
- no other damage
1986,1990 - no damage
M normal operation during and after seismic events.
N Lateral restrains required.
Experience Database
Pag A3-5
Experience Database
Pag A3 -6
A
B
C
17- Electric Cabinet
Control and instrumentation cabinets
type UNISTOR, 400A, 220 V cc;
in operation since 1975
D i IEC
E ! Czech
F i dimension 2200 x 800 x 2100 mm
G i 1500 Kg
floor elev. + 4,00
WCelev. +5,10
I seismic experience
J seismic events 1977, 1986, 1990
K bolted on stee! channels
L no damage
M ! normal operation during and after seismic events
N i
A
B
C
D
E
F
G
H
I
J
K
L
M
N :
18 - Control Pane!
Electric panels
in operation since 1975
Automatica Bucuresti
dimension 1000 x 850 x 970 mm
400 Kg
floor elev.+ 10,00 m
WCelev. + 10,485 m
seismic experience
seismic events 1977, 1986, 1990
welded on steel frame
no damage
normal operation during and after seismic events
Experience Database
Pag A3-6
Experience Database
A
B
C
Pag A3 -7
23 - Cable trays (raceway)
Cable trays
in operation since 1975
E '• Energomontaj Bucuresti
F i dimension 700 x 500 ( 4 levels)
G ! 300 Kg/m
H . elev. +/-0,00 m
seismic experience
J seismic events 1977,1986, 1990
K i vertical and horizontal supports.
L I no damage.
M ; normal operation during and after seismic events.
N
A ; 24 - Switchgear
B ; Medium Voltage Switchgear
type 13,8 kV, 7500 A m
6 kV, 2500 A t
E I Electroputere Craiova
F | dimension
: $ 500 mm (13,8 kV)
!
1200 x 600 mm (6kV)
600 Kg/m (13,8 kV)
200 Kg/m (6kV)
H elev. + 5,00 (13,8 kV)
I
seismic experience
J seismic events 1977, 1986,1990
K ; Steel support system.
L no damage
M normal operation during and after seismic events.
N Disconnected, inspection, re-connected.
Experience Database
Pag A3-7
Power Plant Brazi
Electric Equipment
No.
Equipment
Type
1
2
......... Electric panels for
3
Panel
jt
0,4 kV
2.
CII-1-10
Electric cabinet
6kV
3.
Main transformers
- Trezerva 20/20/20
MVA Yo/Yo/d12,100/38,5/6,3
kV
-11 bl.1,60/60/60
MVA
Yo/Yo/d12,115
/38,5 /6,3 kV
- T2, T4, bl.2,4
80/80/80 MVA
Yo/Yo/d12,115
/38,5 /6,3 kV
- T3 bl3, 75 MVA,
Yo/d11,38,5/6,3
kV
-T5, T6, bl5,6 160
MVA, Y/d11
- T7 bl7, 80 MVA
Y/d11,123/10,5 kV
CII-M-112
Dimension
(mm)
Weight
(Kg)
Anchor.
Elevation
4
5
6
7
bolts
800
2300 x 900 x
800
2300x900x
1300
2300x675x
1300
TTUSNS
Behavior during
seismic events:
a)1977;b)1986;c)1990
8
Source of
information
+/-0.00
no damage
Walkdown
No
bolts
+/-0.00
no damage
Walkdawn
No
700
bolts
+/-0.00
60000
rail
+/-0.00
a) jump out of rail
Walkdawn
No
Damages
9
10
600
No
TDTNG 60
9820x5860x6
980
15800
rail
+/-0.00
a) jump out of rail
Walkdawn
No
TDTN80
9820X5820X
6980
158000
rail
+/-0.00
a) displaced
Walkdawn
No
TD-75
7000x4650x6
300
80000
rail
+/-0.00
a) jump out of rail
Walkdawn
Oil lick
TTUSFS
TTUFS
8928x4036x6
556
6000x4000x6
000
171000
rail
+/-0.00
a) jump out of rail
Walkdawn
Isolation
damages
90000
rail
+/-0.00
b), c) no damage
Walkdawn
10
-T8,T9,bl8,9 240
MVA,Y/d11,242/15,
75 kV
-T15, T16, 16MVA
D/do, 10,5/6,3 kV
-T17, 1 BT, 2BT, 16
MVA, D/do, 10,5/
6,3 kV
-T101.T102.T103,
25 MVA, YO/dH,
110/ 6,3 kV
- OBT1, OBT2, 25
MVA, Yn/d11,
110/6,3 kV
-1AT, 2AT, 80
MVA, Yn/d11,
123/10,5 kV
- Led Battery with
acid
220V, C10 = 720
Ah, bl.8,9
- same, de 24 Vcc,
C10 = 864 Ah
- same, de 24 Vcc,
C10 = 360Ah
- same, de 60 Vcc,
C10 = 360 Ah
- Led Battery with
acid
220V, C10 = 720
Ah, Bl. 1 - 7
222500
rail
Walkdawn
isolation
damage
4730 x 3625
x4050
30500
rail
Walkdawn
No
30500
rail
Walkdawn
No
43430
rail
Walkdawn
No
NS
4730 x 3625
X4050
5900 x 3660
X4630
TTUSNS
5900 x 3660
x5630
43430
rail
Walkdawn
No
TTUFS
5150x4200
X5790
84300
rail
Walkdawn
No
LS20
108
elem.
215x470x
645
156
Seted,
+15,10
a) Overturn
Walkdawn
Broken
LS24
12 elem
LS10,
12 elem.
L.S10
215x550x
645
215x265x
645
215x265
188 Seated
+ 15,10
a) Overturn .bl.8
Walkdawn
Broken .bl 8
78 Seated
+ 15,10
a) Overturn bl.8
Walkdawn
Broken pt. bl 8
78 Seated
+ 15,10
a) acid leak
Walkdawn
No
LS24
108
elem.
215x470x
645
156
Seated
+ 4,00
a) acid leak
Walkdawn
No
EC0093
1400x5000
X5500
TTUFS
rrusFS
TTUS-
2
3
- Same de 24 Vcc,
C10 = 864 Ah
- Same de 24 Vcc,
C10 = 360 Ah
LS24
12elem.
LS10
12 elem.
4
215 x550x
645
215 x265x
645
5
188
6
7
8
seated
+ 4 00
a) acid leak
Walkdawn
No
78
seated
+ 4 00
a) acid leak
Walkdawn
No
9
10
Experience Database
PagA4-1
APPENDIX - A4
Test reports for 15 mechanical and electrical equipment, provided
by EUROTEST.
Experience Database
Pag A4-1
EUR®TEST S.A.
1
2
3
4
5
6
7
8
9
10
11
12
13
14
FORM ID
GENERIC CLASS
CENERAL EQ. TYPE
SPECIFIC EQ. TYPE
MANUFACTURER
STANDARDS
MANUFACTURER/MODEL
SIZE (mm)
WEIGHT(kg)
ELEVATION (G.C.)(mm)
SOURCE OF INF.
TEST ORGANISATION
TEST PLAN
TEST REPORT
ENVIRONMENT
QUALIFICATION
15
16
17
INPUT DIRECTION
18
FUNCTION MONITORED
19
ACCEPT CRITERIA
20
RESONANT SEARCH
2!
22
TEST MOUNTING
TEST DATE
TEST TYPE
ANCHORAGE
FS01
MOT 004
Electric Motor
Electric Motor Type ASCEN
- nominal power: 40kW
- nominal rpm:
1470
- nominal voltage: 380V
- nominal frequency: 50Hz
- cos (p = 0,84
- efficiency:
90%
- insulation class:
F
STRN 2171/89
IME- Bucuresti / 40H4 W - 4F
405 x 340 x 250
40
100(est.)
Seismic Test
ICPE - LCCNE (nowadays ELFROTEST SA)
—
5096/10.07.1990
Vibration ageing: frequency 50Hz
acceleration... 1.5g (vertical direction)
duration
lh
Functional ageing: the motors were coupled to an
independent excitation generator
voltage
380 V
frequency.... 5 OHz
duration 40h at a frequency of 10 starting / h
January-April 1990
triaxial, simultaneous independent inputs
1 DBE
random
frequency range 0.1 - 45Hz
During and after test: idle running current
insulation resistance
noise level
vibration level
After test: load running characteristics: - n.
-cos 9
-rpm
no abnormal voltage or spurious operation
no structural damages
noise level < 75dB
no resonant frequency was found within the frequency
range of 0J -45 Hz
floor on 2 plate shaped support
4 bolts M20 x 200, nuts, washers and Grower washers
23
24
DAMAGE
COMMENTS
none
RRS as required by STRN 2171/89
the TRS envelops the RRS shaped for a percentage of
critical damping of 1%
/ -
mare c/e //?cercc?r/
Mo/or
\$upor/
E/
G- Sa/ba
I
//O JrW -
/47Oro///x//?
6
7377-
l
2.CC0C0;
i.COXO
O.00OK-
-i.0000
-2.0CCOt
20.5000
20.7000
seconds
ASCEN 40 Ky 1470 r o t / n i n
seria : 525286
'it
20.3300
21.0000
9' '*
12:33
17-JAN-90
2.00W0
1.00000
0.00000
-i.OCO)
-2.0CC0
21.0000
21.1CC0
21.2000
seconds
21.3000
21.4000
21.5000
ASCEN 40 KU 1470 rot/tun
'9'
serla : 3Z5287 .
12:36
17-JAM-SO
2.000CO
n I H I nil, \\i\\
i.COOCO
O.O^DOO
-i.0000
.0000
10.-0000-
\\
10.1W0
10.50CO -
seconds
10.4CO0
10.5000
//r. £c//e//h
COHriCURATIE: 1 motor, nontaj v e r t i c a l
.. 15:31
• 02-APR-30
5.00COO
lateral a
ICPE: SCCHC
Incercare la seisn
3.73X0
Spectru de raspuns:
inpus
.....
realizat
2.50000
i.25000
._.o.ooooofelif!£iiL
0.00000
10.0000
20.0000
Hz
40.0000
30.0000
50.CO00
02*-APR-9O
: longitudinal a
I ICPE SCCNE
Incercare la seism
3.75COD
Spectru de raspuns:
i p.pus
realizat
2.KOCO
o occc^L a n o r t r i 2 a r e
O.OOCOD
10.0000
20.0000
Hz
50.0000
40.0000
50.0000
15:56
02-APR-90
5.00000
AXA: vertical3
ICPE 5CCNE
|
Inccrcare la seiss
3.75CCC
Spectru de raspuns:
inpus
realizat
2.50000
1.25CC0
O.CCCvO
\
i0.0C>.\)
IfO-Hotcr ASCEH 4CK* 1470rp*
iO.OCOO
JO.OOCO
seria:
:
•,/y. 3
A
S2528S
50-uCCO
r
2 woloaro, wontaj o r i a o n t a l
02-APP.-90
5.0CCO0
latorala
ICPE SCCHE
Incercare la seis
3.73CO0
Spectru de raspuns:
inpus
realizat
—
2.5C0C0
1.25C00
o.wooot a * ortizare lx
0.0CCCO
10.C«0
30.CCCO
Kz
_ . K'.OOOO
02-APR-90
5.00000
3.75CO0
2.5COX
i.25000
i
o.coocote rtizareiO.COOO
o.cocoo
t
20. COCO
Hz
30.0000
•W.CO00
50.0000
ffrs
5.C0COC
ICPE SCCNE
Incercare la seisa
3.7SCO0
Spectru de raspuns
inpus
....
realizat
O.COCCO
10.0000
ASCEN 4CK»< H 7 0 r p *
40.0000
seria: S25235, S25207
50.OOM
EUR©TEST S.A.
1
FORM ID
2
3
4
GENERIC CLASS
GENERAL EQ. TYPE
5
MANUFACTURER
STANDARDS
6
MANUFACTURER/MODEL
7
8
9
10
11
12
13
14
SIZE (mm)
WEIGHT(kg)
SPECIFIC EQ. TYPE
ELEVATION (G.C.)(mm)
SOURCE OF INF.
TEST ORGANISATION
TEST PLAN
TEST REPORT
ENVIRONMENT
QUALIFICATION
15
16
17
TEST DATE
INPUT DIRECTION
18
FUNCTION MONITORED
19
ACCEPT CRITERIA
20
RESONANT SEARCH
21
22
23
24
TEST MOUNTING
ANCHORAGE
TEST TYPE
DAMAGE
COMMENTS
FS02
TPD/01
Control Panels
Distribution Main Panel
nominaJ voltage 380 Vac
max. operating voltage 660 Vac
nominal current 1000A; 1600A; 2500A; 4000A
termal boundary current 55kA/ls
boundary dynamic current, max. 125kA
STR 63-85 Anexa 4
STR 63/c-86 Anexa 4
I Automatica Bucuresti / POWERCENTER 67429.1/85
2350x1300x2972
240
1000(est.)
Seismic Test
Lab INCERC
—
RI 61/4.II.1986
—
7.10.1986
monoaxial
Ox. Ov axis: 5 OBE (see appendix)
continuous sine test
frequency range 1 - 33 Hz + resonant
frequencies
5 cycles at each test frequency
1/3 octave spaced test frequencies
Oz axis: 5 OBE (see appendix)
continuous sine test
frequency range I - 33Hz
After test: structural integrity
insulation resistance
dielectrical rigidity
no abnormal voltage or spurious operation
no structural damases
resonant frequencies:
(Ox): 4,124 Hz
(Oy): 3,83 Hz; 4,97 Hz
floor on 2 plate shaped support
4 bolts M20 x 200, nuts, washers and Grower washers
none
• RRS as required by STR 63-85 Anexa 4& STR 63/c-86
Anexa 4
• the TRS envelops the RRS shaped for a percentage of
critical damping of 5%
t. n i-nviiTAXJj
Ufi
TIP.PC isSTINATE CA'S
o 63-85
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.
,
;
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seisrnica
echipameht,. AUTOMATICA •RRSjTRS
ISC-a 4338/86
pentru n=5%
_-.— acceteratie la masa
_:
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ochipameni,, AUTOMATICA
RRS , TRS pentru
n=5%
acceleraiie fa masa
-0 1.J& ISO ?0 2.52 117 A.0
6.35 8.0 10.0812.V0160 2Q'S 7\l. 32.0 Hz
c h i a am enl iNivel exciiaiie Direct! G
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verticnla
CENTER
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FS03
1
2
3
4
5
6
7
FORM ID
GENERIC CLASS
GENERAL EQ. TYPE
SPECIFIC EQ. TYPE
MANUFACTURER
STANDARDS
MANUFACTURER/MODEL
SIZE (mm)
WEIGHT(kg)
8
9
ELEVATION (G.C.)(mm)
10
SOURCE OF INF.
11
12
13
14
TEST ORGANISATION
TEST PLAN
15
16
17
TEST DATE
INPUT DIRECTION
TEST TYPE
18
FUNCTION MONITORED
19
ACCEPT CRITERIA
TEST REPORT
ENVIRONMENT
QUALIFICATION
VARIV
Fans
Variating device for heating ventilation
- nominal power. 67kW
- nominal voltage: 3f x 380V~I0.,5
- nominal current: 103 A
- nominal frequency: 50 ±2Hz
- admissible temperature range: +5...+40°C
- monthly relative humidity, average: 80% at 20°C
- max. relative humidity: 95% at 40°C -72 h/year
- self vibration level: acceleration: 0.5 g
frequency: 10-^-5 5 Hz
STRNS 1175/80
I Electronica SA/ VARIV-NS-IV 671380-3T 209
350x350x1425
78
500(est.)
Seismic Test
EUROTEST SA
—
131/14.09.1992
Vibration ageing: frequency 70Hz
acceleration...0.6g (vertical direction)
duration
60h
Functional ageing: the device was connected at 380±10%V
l\ 03 A source
drive current: Ic=20mA
duration lOOh
14.09.1992
monoaxial
Ox, Ov axis: continuous sine test
5 OBE (see appendix)
frequency range 1 - 33Hz + resonant
frequencies
5 cycles at each test frequency
1/3 octave spaced test frequencies
Oz axis:
continuous sine test
5 OBE (see appendix)
frequency range 1 - 33Hz
During and after test: output voltage
overcurrent protection
overtemperature protection
" vibration level
no abnormal voltage or spurious operation
no structural damages
noise level < 68dB
EUR@TEST S.A.
1
2
3
4
5
6
7
8
9
10
11
12
13
14
FORM ID
GENERIC CLASS
GENERAL EQ. TYPE
SPECIFIC EQ. TYPE
MANUFACTURER
STANDARDS
MANUFACTURER/MODEL
SIZE (mm)
WEIGHT(kg)
ELEVATION (G.C.)(mm)
SOURCE OF INF.
TEST ORGANISATION
TEST PLAN
TEST REPORT
ENVIRONMENT
QUALIFICATION
15
16
17
TEST DATE
INPUT DIRECTION
TEST TYPE
IS
FUNCTION MONITORED
19
ACCEPT CRITERIA
FS03
VARIV
Fans
Variating device for heating ventilation
- nominal power: 67kW
- nominal voltage: 3f x 380V~'°.i5
- nominal current: 103A
- nominal frequency: 50 ±2Hz
- admissible temperature range: +5...+40"C
- monthly relative humidity, average: 80% at 20°C
- max. relative humidity: 95% at 40°C -72 h/year
- self vibration level: acceleration: 0.5 g
frequency: 10*55Hz
STRNS 1175/80
I Electronica SA/ VARIV-NS-IV 671380-3T 209
350x350x1425
78
500(est.)
Seismic Test
EUROTEST SA
—
131/14:09.1992
Vibration ageing: frequency 70Hz
acceleration...0.6g (vertical direction)
duration
60h
Functional ageing: the device was connected at 380±10%V
/103 A source
drive current: Ic=20mA
duration lOOh
14.09.1992
monoaxial
Ox, Ov axis: continuous sine test
5 OBE (see appendix)
frequency range 1 - 33 Hz + resonant
frequencies
5 cycles at each test frequency
1/3 octave spaced test frequencies
Oz axis:
continuous sine test
5 OBE (see appendix)
frequency range 1 - 3 3 Hz
During and after test: output voltage
overcurrent protection
overtemperature protection
* vibration level
no abnormal voltage or spurious operation
no structural damages
noise leveK 68dB
20
RESONANT SEARCH
21
TEST MOUNTING
22
23
24
ANCHORAGE
DAMAGE
COMMENTS
no resonant frequency was found within the frequency
range of 1 - 33 Hz
floor
no support
4 bolts M8 x 100, nuts, washers and Grower washers
none
• RRS as required by STRNS 1175/80
• the TRS envelops the RRS shaped for a percentage of
critical damping of 1%
VARIATOARE PENTRU INCALZIRE
VENTILATIE - 3.5 — -67
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cu yaibii plat5., y a i b i Grower ^ i
i l i i
Maoa maximal 72,2^0Kcj.
- VARIV - NSIV - 67/300 - 3
.EUR®TEST S.A.
1
2
3
4
FORM ID
GENERIC CLASS
GENERAL EQ. TYPE
SPECIFIC EQ. TYPE
5
MANUFACTURER
STANDARDS
6
7
8
9
10
11
12
13
14
MANUFACTURER/MODEL
SIZE (mm)
WEIGHT(kg)
ELEVATION (G.C)(mm)
SOURCE OF INF.
TEST ORGANISATION
FS04
NOTOR 001
Electric Motor
NOTOR Device for Electrical Drive
- nominal power:
0.55kW
- nominal rpm:
1500
-mechanical max. torque: 12 daNm
- reduction ratio:
30
CS 117/89
NTRNS-0 Appendix 4
I Neptun Campina/ 2-A-G
1200x700x800
56
250(est.)
Seismic Test
ICPE - LCCNE (nowadays EUROTEST SA)
TEST PLAN
—
BI 10040/19.12.1990
—
16
TEST REPORT
ENVIRONMENT
QUALIFICATION
TEST DATE
INPUT DIRECTION
17
TEST TYPE
15
18
FUNCTION MONITORED
19
ACCEPT CRITERIA
20
RESONANT SEARCH
21
22
TEST MOUNTING
23
24
DAMAGE
ANCHORAGE
COMMENTS
dec. 1990
monoaxial, simultaneous independent inputs
IOBE
continuous sine test
frequency range 0.5 - 35Hz
1SSE
continuous sine test
frequency range 0.5 - 35Hz
After test: open/shut limitation check
open/shut position signalization
electric switch box running on frontal panel
manual drive coupling
automatic coupling to electrical drive when
starting electric motor
no abnormal voltage or spurious operation
no structural damages
noise level < 75dB
no resonant frequency was found _within the frequency
range of 0.5 - 35 Hz
floor on 1 plate shaped support
• support on table:
5 bolts M20 x 150, nuts, washers and Grower washers
• specimen on support:
8 bolts M30 x 75, nuts, washers and Grower washers
none
• RRS as required by NTRNS-0 Appendix 4
• the TRS envelops the RRS shaped for a percentage of
critical damping of 2%
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EUR@TESTS.A.
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
FORM ID
GENERIC CLASS
GENERAL EQ. TYPE
SPECIFIC EQ. TYPE
MANUFACTURER
STANDARDS
MANUFACTURER/MODEL
SIZE (mm)
WEIGHT(kg)
ELEVATION (G.Q(ram)
SOURCE OF INF.
TEST ORGANISATION
TEST PLAN
TEST REPORT
ENVIRONMENT
QUALIFICATION
TEST DATE
INPUT DIRECTION
TEST TYPE
IS
FUNCTION MONITORED
19
ACCEPT CRITERIA
20
RESONANT SEARCH
21
22
23
TEST MOUNTING
ANCHORAGE
DAMAGE
24
COMMENTS
FS05
IAM001
Metal Clad Switchaear
Automatic Monopolar Switch
- nominal current: 100A
- nominal voltage: 220 Vac
- mechanical wear: 10000 cycles
- electrical wear:
5000 cycles
STRNO 387/87
I. El ectroaparataj Bucuresti / 4805 D5 UW N4 R
300 x 250 x 400
4
600(est.) on support
Seismic Test
ICPE - LCCNE (nowadays EUROTEST SA)
—
BI 36-55/12.06.1992
Thermic ageing;
Radiation ageing;
Functional ageing.
June 1992
triaxial, simultaneous independent inputs
5 SDE
1 DBE
random
frequency range 1 - 50 Hz
critical damping: 4%
Before test: insulation resistance
starting features
During test: micro-interruptions
After test: structural damages
no micro-interruptions longer than 10 ms
no abnormal voltage or spurious operation
no structural damaaes
• no resonant frequency was found within the frequency
range of 1 - 50 Hz
• support resonant frequency at 54 Hz
floor on 1 rigid support (see Appendix)
16 bolts M12 x 150, nuts, washers and Grower washers
structural damages
micro-interruDtions lonaer than 10 ms
• RRS as required by STRNO 387/87
• the TRS envelops the RRS shaped for a percentage of
critical damping of 4%
• specimen failed the test
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1
2
3
4
5
6
7
8
9
10
11
12
13
14
FORM ID
GENERIC CLASS
GENERAL EQ. TYPE
SPECIFIC EQ. TYPE
MANUFACTURER
STANDARDS
MANUFACTURER/MODEL
SIZE (mm)
WEIGHT(kg)
ELEVATION (G.C)(mm)
SOURCE OF INF.
TEST ORGANISATION
TEST PLAN
TEST REPORT
ENVIRONMENT
QUALIFICATION
TEST DATE
15
16
17
INPUT DIRECTION
TEST TYPE
18
FUNCTION MONITORED
19
ACCEPT CRITERLA.
20
RESONANT SEARCH
21
TEST MOUNTING
22
ANCHORAGE
FS06
AMRO 02
Metal Clad Switcheear
Automatic switch
- nominal current: 16A
- insulation nominal voltage: 660 Vac
- nominal voltage: 220 / 380 / 500 Vac
- regulating current range: 0.4...1.8 72.4...6/ 8...16 A
- cos cp =0.7
STR-NS 334/87
I Electroaparataj Bucuresti / AMRO 16A 4635 D5 NS 3R
5 6 x 8 5 x 102
0.42
50(est)
Seismic Test
ICPE - LCCNE (nowadays EUROTEST SA)
—
BI 78/1992
Thermic ageing;
Radiation ageing;
Functional ageing.
Oct. 1992
triaxial, multi frequency
5SDE
I DBE
random
acceleration: 0.2g
frequency range 0.1 - 100 Hz
critical damping: 4%
duration: 45 s
Before test: insulation resistance
starting features
During test: micro-interruptions
After test: structural damages
no micro-interruptions longer than 10 ms
no abnormal voltage or spurious operation
no structural damages
no resonant frequency was found within the frequency
range of 0.1 - 100 Hz, including support resonant
frequency
floor, on rigid support (see Appendix) for all 3 specimens
simultanouselv
• specimen on support:
2 bolts M4 x 40, nuts, washers and Grower washers -for
each one
• support on table:
16 bolts MlOx 100, 32 washers
23
24
DAMAGE
COMMENTS
none
• RRS as required by STR-NS 334/87
• the TRS enveiops the RRS shaped for a percentage of
critical damping of 4%
SIB-35
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.EUR9TESTS.A.
1
2
3
4
FORM ID
GENERIC CLASS
GENERAL EQ. TYPE
SPECIFIC EQ. TYPE
5
MANUFACTURER
STANDARDS
6
MANUFACTURER/MODEL
7
8
9
10
11
12
13
14
SIZE (mm)
WEIGHT(kg)
ELEVATION (G.C.)(mtn)
SOURCE OF INF.
TEST ORGANISATION
TEST PLAN
TEST REPORT
ENVIRONMENT
QUALIFICATION
TEST DATE
15
16
17
INPUT DIRECTION
TEST TYPE
18
FUNCTION MONITORED
19
ACCEPT CRITERIA
20.
RESONANT SEARCH
21
TEST MOUNTING
FS07
TTR
Sensors
Thermoresistor
Type Pt 2x100
Tnux(°C)=300
IP56
Ro=100Q(Rla0°C)
W1Oo= 1.385 ±0.0005
Time constant = 8s
Immersion ienghts for 004 series - 400 mm
005 series - 800 mm
006series- 1854 mm
STR-NS 980/88
NTRNS -0 (Appendix 4)
ITRD Pascani/
TTR 1.4.06.NS / TTR1.4.07NS3ATR1.4.09/NS3
690 x 600/ 4)90 x 1000/ <f>90 x 2054
2/3/4
—
Seismic Test
ICPE - LCCNE (nowadays EUROTEST SA)
"—
.
Bl 5014/26.01.1989
Functional ageing.
Jan. 1989
triaxial, simultaneously
5SDE
logarithmic sine sweep
frequency range 1 - 33Hz + resonant frequencies
sweep speed: 5 octaves per minute
critical damping: 2%
During test: structural damages
tightness;
temperature measuring accuracy;
electrical insulation integrity;
After test: nominal value of electrical resistance
no structural damages
100% tightness
dielectric resistance value 100MH
nominal value of electrical resistance: 100± 0. \Q at 0°C
for horizontal mounting: 86 Hz;
for vertical mounting: 20.5; 86 Hz
• floor, on rigid horizontal support (see Appendix) for all
3 specimens simultanousely;
• floor, on vertical support (resonant frequency :20,5 Hz;
see Appendix) for all 3 specimens simultanouseiy
22
23
24
ANCHORAGE
DAMAGE
COMMENTS
see Appendix
none
• RRS as required by STR-NS 980/88
• the TRS envelops the RRS shaped for a percentage of
critical damping of 2%
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EUR@TEST S.A.
1 J
2
3
4
FORM ID
GENERIC CLASS
GENERAL EQ. TYPE
SPECIFIC EQ. TYPE
5
MANUFACTURER
STANDARDS
6
7
8
9
10
11
12
13
14
MANUFACTURER/MODEL
SIZE (mm)
WEIGHT(kg)
ELEVATION (G.C.)(mm)
SOURCE OF INF.
TEST ORGANISATION
TEST PLAN
TEST REPORT
ENVIRONMENT
QUALIFICATION
15
16
17
TEST DATE
INPUT DIRECTION
TEST TYPE
18
FUNCTION MONITORED
19
ACCEPT CRITERIA
20
RESONANT SEARCH
21
22
23
24
TEST MOUNTING
ANCHORAGE
DAMAGE
COMMENTS
FS08
TTCS
Instrument Racks
Thermostat with capillary tube, probe and 2 microswitches
adjustment range: +10... +55°C
over temperature: max. 90°C
STR-MIE 1513/88
NTRNS (Appendix 4)
IMF Bucuresti / C52.32 NQ
see Appendix
—
Seismic Test
ICPE - LCCNE (nowadays EUROTEST SA)
—
BI 5388/1989
Functional ageing.
Thermic ageing
Dec. 1989
triaxial, simultaneously
5SDE
frequency range 1 - 33Hz
sine sweep: for 1 to 4 Hz: lHz/ min >0.i5%
for 4 to 33 Hz: fVlOOO Hz/ s *0.i5«.
critical damping: 2%
During and after test: structural integrity
spurious operation
micro-interruptions
no micro-interruptions longer than 10 ms
no spurious operation within -15 to +50°C temperature
range
no structural damages
no resonant frequency was found within the frequency
range of 1 to 33 Hz
floor, on rigid support
16 bolts M12 x 150, nuts, washers and Grower washers
none
• RRS as required by STR-MIE 1513/88
• the TRS envelops the RRS shaped for a percentage of
critical damping of 2%
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Pig.2-
3
1
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20
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b) £8.7ia de frecven^e : 1 . . . 3 3 liz.
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c) o o l i c i t S r i l e s i n t date per.tru suprafa^o de prindere a
produsului Qonfo'xia deseiiulLti din figura n r . 3 .
In-timpul i n c e r c ^ r i i . l a : s e i s s produsui nu.trebuie a\i
oontsct§.ri false. Ori'ce defecijiuni de naturi
timpul I n c e r c a r i i la aeisia g i . c a r e ' n u
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li:aitS. s i anu-"n8 :
a ) l a touperotura ambiant-;; de -15°C;
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c ) l a u-iiiltntea r c l a t i v S .Tiftx.SO.'S In 35°C,
.:* 35:* l<» 4 0 ° c .
func^io-
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1
2
5
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10
20
33 40 50HZ
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a'
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Axa verticala
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1
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2
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10
20
33 40 50HZ
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>EUR©TESTS.A.
I
2
3
4
FORM ID
GENERIC CLASS
GENERAL EQ. TYPE
SPECIFIC EQ. TYPE
5
MANUFACTURER
STANDARDS
6
7
8
9
10
11
12
13
14
15
16
17
MANUFACTURER/MODEL
SIZE (mm)
WEIGHT(kR)
ELEVATION (G.C.)(mra)
SOURCE OF INF.
TEST ORGANISATION
TEST PLAN
TEST REPORT
ENVIRONMENT
QUALIFICATION
TEST DATE
INPUT DIRECTION
TEST TYPE
18
FUNCTION MONITORED
19
ACCEPT CRITERIA
20
RESONANT SEARCH
21
22
23
24
TEST MOUNTING
ANCHORAGE
DAMAGE
COMMENTS
FS09
CILF 002
Instrument Racks
Illumination group with fluorescent tubes
nominai voltage: 220V
nominal frequency: 50 Hz
nominal power: 4 x 40 W
source type: fluorescent tube
lightning efficiency: 70%
electric insulation class: I
protection degree: IP 43
STRNO 77-85
STRNO 59-85
ELBA Timisoara/ FIDI-03-440 N4
see Appendix
12
—
Seismic Test
ICPE - LCCNE (nowadays EUROTEST SA)
—
BI 5177/ 17.02.1987
—
Feb. 1987
monoaxial
1 DBE
continuous sine
5 sine on each test frequency
frequency range 1 - 33 Hz
critical damping: 4%
During and after test: structural integrity
spurious operation
micro-interruptions
no micro-interruptions
no spurious operation
no structural damages
OX axis: 9.375 Hz; 15.25 Hz; 28.35 Hz
OYaxis: 16.5 Hz; 28.23 Hz
OZ axis: 22.125 Hz; 30.875 Hz
hanged
4 chains
none
• RRS as required by STRNO 59-85
• the TRS envelops the RRS shaped for a percentage of
critical damping of 4%
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2
3
4
5
6
7
8
9
10
11
12
13
14
FORM ID
GENERIC CLASS
GENERAL EQ. TYPE
SPECIFIC EQ. TYPE
MANUFACTURER
STANDARDS
MANUFACTURER/MODEL
SIZE (mm)
WEIGHT(kg)
ELEVATION (G.C.)(ram)
SOURCE OF INF.
TEST ORGANISATION
TEST PLAN
TEST REPORT
ENVIRONMENT
QUALIFICATION
TEST DATE
15
16
17
INPUT DIRECTION
18
FUNCTION MONITORED
19
ACCEPT CRITERIA
20
TEST TYPE
RESONANT SEARCH
FS10
V00I
Relief Valve
Gate Valve
- maximum working pressure: 0.6 MPa
- working pressure: 0.12 MPa
- size: 500 mm
- body width: 680 mm
- maximum working temperature: 120° C
- actuator: hand wheel
—
STAFSJO BRUK MV-A-500-E-TY-HW-PN10
680 x 120 x 1675
320
200(est.)
Seismic Test
EUROTEST SA
P 276/95
159/30.01.1996
—
January 1996
triaxial, simultaneous independent inputs
random
1 DBE
frequency range: 1 - 33 Hz
maximum peak value of input acceleration 0,6 g
efective duration of test 30 s
Before seismic test: functional checking of tightening
After seismic test: functional checking of tightening
During seismic test:
- no abnormal noises;
- no strong oscillations of components;
- no relative motions in bolted assemblings;
- no impacts of assembly components;
- no separation of structural parts.
After seismic test:
- no changing of the tested assembly position and
structural integrity degradation of valve and fixture;
- the functional accept criteria is the tightening.
- frequency range: 0,5-33 Hz
- (maximum peak acceleration: 0.1 g)
for horizontal B-D direction a resonant frequency was
21
22
TEST MOUNTING
23
24
DAMAGE
ANCHORAGE
COMMENTS
found:
- before seismic test: 24.61 Hz
- after seismic test: 25 Hz
wall, on L-shaped support
Support on table:2Q bolts M24xl00, 14 bolts M24x80,
Specimen on support:^ through bolts M24x205, nuts,
washers and Grower washers
none
• RRS is identical with EWS Pumphouse FRS
(Elevation 100.0 m, Cernavoda 1) required by
F.C.N.E. - AECL Ansaldo Consortium
• the TRS envelopes the RRS shaped for a
percentage of critical damping of 2%
EUROTEST S.X
CERCXTAZE, INCEBCAKIECIECPAMENTE, XHCINEJUZ INDDrTKIALA SI SEEVICH S m j m n C Z
Auexa
nr.2
4
0 •
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Buletin de Incercarc nrJtfdln3C.0l%
pagina 13/31
EUROTEST S.A.
CEKCETAEX. i K f T B r i t t ECHtPAMEKTK, DJCINEKIE CTOU5TKIALA SI SERVICE STOTTinCZ
Ancx.
nr. 2
O Lateral
f vertical
Buletin de incercare nr.^&in 30. Ok. %
pagina 15/1
EUROTEST S.A.
CEECETXJZE, WCEECASJ ECHIPAMEOTE. XXCXSZ21Z i y D U S T E U L A SI SERVICE S r i L V I U l C I
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Fig. 16 Spectrele de raspuns ale testului DBE ( SSE ) p t Vana de izolare
RRS - Spectral de raspuns impus ; TRS - Spectral de raspuns de test
Buletih de ihcercare nr.^din 30.01%
pagina 27731
kEUR@TEST S.A.
1
2
3
4
5
6
7
8
9
10
11
12
13
14
FORM ID
FS11
PUMP 001
Vertical Pump
Submerged Pump Type FLYGT
- nominal power:
4.4 kW
- nominal rpm:
2855
- nominal voltage: 380/220 V
- nominal current: 9.1/15 A
GENERIC CLASS
GENERAL EQ. TYPE
SPECIFIC EQ. TYPE
MANUFACTURER
STANDARDS
MANUFACTURER/MODEL
SIZE (mm)
WEIGHT(kg)
ELEVATION (G.C.)(mm)
SOURCE OF INFO
TEST ORGANISATION
TEST PLAN
TEST REPORT
—
ITT-Canada FLYGT CP 3102.180-4735
h=680 ; d=370
130
200(est)
Seismic Test
EUROTEST SA
P275/95
158/29.01.1996
ENVIRON.
QUALIFICATION
TEST DATE
15
16
17
INPUT DIRECTION
18
FUNCTION MONITORED
19
ACCEPT CRITERIA
.
TEST TYPE
December 1995
triaxial. simultaneous independent inputs
random
1 DBE
frequency range: 0.5 - 33 Hz
maximum peak value of input acceleration 0.2 g
efective duration of test 30 s
Before seismic test : functional checking in order to
obtain the performance curves
After seismic test : functional checking in order to
obtain the performance curves
During seismic test:
. - no abnormal noises;
- no strong oscillations of components;
- no relative motions in bolted assemblings;
- no impacts of assembly components;
- no separation of structural parts.
After seismic test:
-no changing of the tested assembly position and
stnictural integrity degradation of pump and fixture;
- the differences between pump performance curves
20
RESONANT SEARCH
21
22
TEST MOUNTING
23
24
DAMAGE
AxNCHORAGE
COMMENTS
obtain before and after seismic test shall be less than
+5%, entirely range
no resonant frequency in frequecy range 1 - 35 Hz
(maximum peak acceleration was 0.08 g )
floor, on rigid support
4 bolts M 16x55, 8 bolts M20xl00, nuts, washers and
Grower washers
None
• RRS is identical with N.P.P. FRS for service
building elevation 93.9 m (Cernavoda Unit 1),
required by F.C.N.E.-AECL Ansaldo Consortium
• the TRS envelopes the RRS for a percentage of
critical damping of 2%
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EUROTEST - S.A.
Incercare seism pompa submersibila 3432 - P04 AAC Cernavoda
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66.0
EUROTEST - S.A.
Incercare seism pompa submersibila 3432 - P04 AAC Cernavoda
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Incercare seism pompa submersibila 3432 - P04 AAC Cernavoda
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AftS/m
09 Dec. 1995
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EUR©TESTS.A.
1
2
3
4
FORM ID
GENERIC CLASS
GENERAL EQ. TYPE
SPECIFIC EQ. TYPE
5
MANUFACTURER
STANDARDS
MANUFACTURER/MODEL
SIZE (mm)
WEIGHT(kg)
ELEVATION (G.C.)(mm)
SOURCE OF INF.
TEST ORGANISATION
TEST PLAN
TEST REPORT
ENVIRONMENT
QUALIFICATION
6
7
8
9
10
11
12
13
14
17
TEST DATE
INPUT DIRECTION
TEST TYPE
18
FUNCTION MONITORED
19
ACCEPT CRITERIA
20
RESONANT SEARCH
15
16
FS12
MOT 005
Electric Motor
Electric Motor Type ASCEN
- nominal power: 2.5kW
- nominal rpm:
1425
- nominal voltage: 3 80Vac
- nominal frequency: 50Hz
- insulation class:
F
STRMIE-N2171/89
IME- Bucuresti / 20G -4U - 4F IM 2001
503 x 250 x 300
40
100(est.)
Seismic Test
ICPE - LCCNE (nowadays EUROTEST SA)
—
B.I. 5365/22.11.1989
Vibration ageing: frequency 50Hz
acceleration... 1.5g (vertical direction)
duration
Ih
Functional ageing: the motors were coupled to an
independent excitation generator
voltage
380 V
frequency....50Hz
duration 40h at a frequency of 10 starting / h
Thermic ageing: equivalent of a thermic life of about 30
years at 100°C
Radiation ageing: equivalent of 30 years of life at
4 x 107Rad
November 1989
triaxial, simultaneous independent inputs
1 DBE
sine sweep
frequency range: 1 - 44Hz
critical damping: 2%
During and after test: idle running current
insulation resistance
noise level
vibration level
After test: load running characteristics: - r\
-coscp
-rpm
no abnormal voltage or spurious operation
no structural damages
noise level < 75dB
no resonant frequency was found within the frequency
21
22
23
24
TEST MOUNTING
ANCHORAGE
DAMAGE
COMMENTS
range of 1 -44 Hz
floor on 2 plate shaped support
4 bolts M20 x 200, nuts, washers and Grower washers
none
• RRS as required by STR MLE - N2171/89
• the TRS envelops the RRS shaped for a percentage of
critical damping of 1%
re
aainoruiie
tniazate
•nsiime, cu
STR-MIEt-N '2171- 89
rotor in. scurtcircuit, dest inate ac^ior•arii cchiholor din centrals nno
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Motoare asincrone trifazate de ;0oasa tensiune, cu
rotor in sourtcircuit, destinate ac^ionarii echi- :
pamentelor din. oenbrale nuclearo-electrice
STR-MlEt.-N 2171-8?
Pila 30
T
T"
din 6
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Amortizare p>=1%
Amortizare J3 = 2 %
Amortizare P> -5%
10
20
30
a. DirecHe verticala
A0
50
/ V'>X
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60
Hz
'1
I
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Amortizare P>=5%
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50
60 Hz
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Amortizare fb = 5 %
__!.
fcO Hz
t . Directie orizonfala B-0
Fig.9 Spectrele de raspuns pe tele t r e i
^lisJ
directii principale.
Spectrete de raspuns smf impuse de Tendering Documents 79RN 3 4 3 2 2 - 0 0 2 ( R ) Add. N - 2 - A p p . I si 79RN-3A612-001-Add. N^ 2-App. II-Seismic Requirements.
EUROTEST S.A.
1
2
3
4
5
6
7
8
9
10
11
12
13
14
FORM ID
GENERIC CLASS
GENERAL EQ. TYPE
SPECIFIC EQ. TYPE
MANUFACTURER
STANDARDS
MANUFACTURER/MODEL
SIZE (mm)
WElGHT(kg)
ELEVATION (G.C.)(mm)
SOURCE OF INF.
TEST ORGANISATION
TEST PLAN
15
16
17
TEST REPORT
ENVIRONMENT
QUALIFICATION
TEST DATE
INPUT DIRECTION
TEST TYPE
18
19
FUNCTION MONITORED
ACCEPT CRITERIA
20
RESONANT SEARCH
21
22
TEST MOUNTING
ANCHORAGE
23
24
DAMAGE
COMMENTS
FS13
SDA
Sensors
ANNUBAR Flow-meter Probe
- nominal diameter:
Dn= 1500mm
- total height:
H = 1800mm
- working pressure:
PL= 105±30kPa
- nominal
flow:
Qn= 84 24 im'Vh
-working temperature:
Ti = 5 to 50°C
STR 1747/89
1TRD Pascani / SDP 01 NO IV
$1500x 1800
1000(est. on support)
Seismic Test
ICPE - LCCNE (nowadays EUROTEST SA)
—
B.I. 5169/24.05.1989
—
May 1989
triaxial
Vibration: sine sweep
frequency range: 10 - 55Hz
10 cycles at a sweep speed of 1 octave / min
critical damping: 2%
4000 shocks - 96 shattering
peak acceleration lOg
pulse duration: 10 ms
During and after test: functional checking of tightening
- no relative motions in bolted assembling;
- no impacts of assembly components;
- no separation of structural parts.
After seismic test:
- no changing of the tested assembly position and structural
integrity
- the functional accept criteria is the tightening.
no resonant frequency was found within the frequency
range of 1 - 44 Hz
"
floor on 2 rigid support (see Appendix)
Support on table: 4 bolts M20 x 150, nuts, washers and
Grower washers
Specimen on support: 4 bolts M12 x 70, nuts, washers and
Grower washers
none
• RRS as required by STR 1747 / 1989
• the TRS envelops the RRS
Hc/Ze/Zn or
•/'
ICPE - LCCNE
Inceroars la SOISR
Axa veriicala.
Intrare la aasat
iapusa
realizata
0.5
i
2
5
ITRD PASCAKI - SOKLA BEBITSTTRICA ft^K
7
L
10
20
seria 002
33 40 50HZ
i ICPE Incercare la
Axa longitudinals.
Intrare la Rasa:
p
realizata
0.5
10
rnun* *rpTTurTnTAA
* tun in An
20
33 40 50HZ
ICPE Inoeroare la
Axa laterals.
Intrare la masa
i
2
5
MNI — S C K D M CcBITnETRICA Ann
f/a. 5
L.
33 40 50HZ
f//} /?/-
ICPE - LCCNE
Incercare la sexsn
Axa verticals.
Intrare la Rasa:
iftpusa
reaiizata
0.5
1 .
2
6
ITRD PASCANI - SONDA DEBITUETRICA ANJJUBAR
10
20
ssria 0G1
33 40 50HZ
—
I CPE Incercare la
Axa longitudinals
Intrare la nasa:
0.5
1
2
5
ITRD PASCAHI - SOHDA DEBITKETRICA AKMUBAR
20
seria 001
33 40 50HZ
ICPE - LCCNE
Incercare la seism
Axa laterala.
Intrare la nasa:
mpusa
realizata
20
ITRD PASCAHI - BOHDA DEBITMETRICA ANNUSAR
33 +0 50HZ
EUROTEST S.A.
1
FORM ID
2
GENERIC CLASS
GENERAL EQ. TYPE
SPECIFIC EQ. TYPE
3
4
5
MANUFACTURER
STANDARDS
6
MANUFACTURER/MODEL
7
8
SIZE (mm)
9
10
11
12
13
14
WElGHT(kg)
ELEVATION (G.C.)(mm)
SOURCE OF INF.
TEST ORGANISATION
TEST PLAN
TEST REPORT
ENVIRONMENT
QUALIFICATION
TEST DATE
FS14
CILF 002
Instrument Racks
Illumination group with incandescent lamp
nominal voltage: 220V
nominal frequency: 50 Hz
nominal power: 25 W
source type: incandescent lamp
lightning efficiency: 70%
electric insulation class: I
protection degree: IP 43
STRNO 66-85
STRNO 59-85
ELBA Timisoara/ AEI lx25W
see Appendix
3.5 kg
—
Seismic Test
ICPE - LCCNE (nowadays EUROTEST SA)
—
Bl 79/ 14.02.1987
—
Feb. 1987
monoaxial
15
16
17
INPUT DIRECTION
18
FUNCTION MONITORED
19
ACCEPT CRITERIA
20
RESONANT SEARCH
21
22
23
24
TEST MOUNTING
haimcd
ANCHORAGE
DAMAGE
COMMENTS
4 chains
TEST TYPE
I DBE-OX
-OY
-OZ
continuous sine
5 sine on each test frequency
frequency range 1 - 33 Hz
testing frequencies spaced at 1/2 octave
critical damping: 4%
During and after test: structural integrity
spurious operation
micro-interruptions
no micro-interruptions
no spurious operation
no structural damages
OX axis: 19.875 Hz; 21.65 Hz;
OY axis: 20Hz; 22.27 Hz
OZ axis: 22.125 Hz; 21.65 Hz
;
none
• RRS as required by STRNO 59-85
• the TRS envelops the RRS shaped for a percentage of
critical damping of 4%
IL-Ht
.
'
.
Anexa.^..[Pc.g.$M.
LCCNE- CIS .
C0HPARAT1E INTRE SPCCTRUL DE RASPUNS
CERUT'MS S! SPEC TRUL-DE PASPUNS DE hCERCARE' TRS
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Incercare la selsn
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inpusa
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33 40 50HZ
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s e r i i l e 034.035.037 /1989