ML20009B416
| ML20009B416 | |
| Person / Time | |
|---|---|
| Issue date: | 06/27/1980 |
| From: | Budnitz R NRC OFFICE OF NUCLEAR REGULATORY RESEARCH (RES) |
| To: | Harold Denton Office of Nuclear Reactor Regulation |
| References | |
| RIL-089-S01, RIL-89-S1, NUDOCS 8107150405 | |
| Download: ML20009B416 (9) | |
Text
.
pol UNITED STATES
[pe nsg
'o NUCLEAR REGULATORY COMMisslON f
,s. (
WASHINGTON, D. C. 20555 o%
N...../
JUN 2 71980 a
MEMORANDUM FOR: Harold R. Denton, Director Office of Nuclear Reactor Regulation FRON:
Robert J. Budnitz, Director Office of Nuclear Regulatory Research s
SUBJECT:
SUPPLCMENT TO RESEARCH INFORMATION LETTER N0. 89 Information has been submitted which documents dynamic testing on eighteen nuclear power plants.
Of the plants tested, six were in the United States, five.in Japan, three in Germany, and the remaining four were performed in Italy and India.
The primary methods of excitation were sinusoidal vibrators and snap-back testing.
The structures most often tested include containment buildings, piping, and internal equipment.
Valuable information about dynamic behavior has been gained from dynamic testing without significant damage to reactor components or systems and should be considered as a part of our regulation effort.
An enclosure to this memorandum gives greater detail.
h Robert J. Budnitz, Director Office of Nuclear Regulatory Research
Enclosure:
Nuclear Power Plants Subjected to Dynamic Testing with Post-Test Operability Requirements cc:
E. Case,NRR T. Murley, RES D. Eisenhut, NRR R. Minogue, NRR R. Mattson, NRR 120SS$011858 999 L1 J. Knight, NRR us f4RC H. Faulkner, NRR
$ NICE DIRECTOR F. Schauer. NRR g13933 R. Bosnak, NRR hASHitsGTON DC 20555 V. Noonan, NRR H. Levin, NRR R. Anderson, RES G. Bagchi, RES J..Costello, RES D. Okrent, U of'CA C. Siess, U of IL P. Smith, LLL 81071504058h06b PDR RES 8107150405 PDR j
Nuclear Power Plants Subjected to Dynamic Testing with Post-test Operability Requirerents Plant Name' Location
-Te't/ Analysis Purpose of Testing /
Major Test Subjects significant Aspects of Testing /_
(Date)
Orgadration Test Pethods -
Reference Diablo Calif.
ANCO Engineers Model verification to Six piping systems.
Excited by direct load application Canyon Santa Monica, support licensing fluid tanks, heat to test object; determined frequ.-
(1977)
California activities / Snap back, exchangers, gas storage encies, modal damping, mode shapest sinusoidal at response vessels, valves used results for some design modi.-
levels in range of 0.1 g fications where indicated; pipe to I g for piping syst-restraint stiffness measured.
- ss, from 0.03 g to 0.2 g Piping system damping varied from is t balance of systes's-less than 1% to nearly 15%,' depend.
Ing upon amplitude, degree of restraint, pipe dimensions. Typical piping behavior was that more flex 1 ble systems exhibited higher damping in lower modes. Piping system example by 9 pSAg $ s pA mode: 7%-8% first 3 modes, 4%.5% damping AS p#
A for second 3 modes. The high value p#p'st'T,, edp # ok ow e
t of 15% was measured at low levels of '
Fg response; friction effects were wie mgo overcome and dropped to 7% at % 1 3 ru Piping system #2: 3b4% damping forfirst
%/
three modes at % 1 g, next two modes at 1%.2%. valves:
1%.4%, with 2%
typical. Diesel fenerator. first two transverse / rocking modes were 5%-
damped at 0.2 g; higher modes 2%.3%.
/ANCO Report 1122-4.b. volumes 1 9 (Proprietary)
Indian Point New York ANCO Engineers Nonlinear piping.
Feedwater piping:
Testing system as-built and after 1*
Santa Monica, dynamics research and 20 cm diameter, 30 m installation of variety of supports (1979, 1980)
California effects of madern support length in different configurations. Peak -
hardward at moderate amplitudes > 2 g; peak uniaxial response levels /
strains 20% of yield in first phase at time of test initiation sinus idal and snap back of testing. Damping % 2% for lightly no test.airplitudes was permitted testing.
supported original design. Modi.
which would impair IPI license.
fled systems to be tested late 1980 at 1hus, was tested consistent with any higher strain levels
-operational plant.
, 3,
a Plant Name Location Test / Analysis Purpose of Testing /
Major Test Subjects Significant Aspects of Testing / '
-(Date)
Organization Test Methods Re fe-ence Indien Point New York' Westinghouse
? Linear regime piping Primary coolmat loop Peak arglitudes: 0.1%. 1% g.
2 d namics research/
Daeping from 1%. 5% of critical /.
(1972)
Sinusoidal Westinghouse Report WCAP.7920,1972
- Heissdampf. Federal ANCO Engineers Research in small ampli-Containment building, 1975 Tests - excited up to % 1% g on reaktor Republic Santa Manica, tude and moderate ampli-primary coolant piping, containment. 0.5% - 40%
(1975,.1979) of Cali fornia tude nuclear power plant experimental piping, g on equipment maximum Germany dynamics / Snapback, reactor pressure piping strain less than sinusoidal, impact, vessel, flood water 5% of yield strain, blast testing, rocket storage tank 1979 Tests - UsingIl0 ton (1100 k N) shaker forces. containment,a.
tests excited to % 6% g at runu mental, equipment up to 1 Q hg #
S s
g; one piping system gkN pacy,co
-t A loaded above yield on e5' ont*
one or more strain r
Y so ps ' ho #
e gauges.
o Containment damping:
l'.
ed'
- 6% (fundamental about
%j#
st 1.5 Hz, force = 36 tons) 3%. 4% in higher modes /
ANCO Proprietary Reports; also 4th SMIRT, Paper K 8/5; and 5th SMIRT, Papers K 13/2, K 13/3.
Kernk ra f t-Federal ANCO Engineers Model verification Piping for ECCS; First made theoretical frequency was werk Republic Santa Monica, study for licensing approximately 20 m 35% less than that measured and was Phillipps.
of California suppo rt/ Snapback ;
length by 0.25 m 25% less after model modifications berg - 1 Germany peak responses % 0.2 g, diameter; piping which reflected 'as-built' conditions.
(1976)
N 1.0 cm system strongly Analysis performed by separate com.
restrained panies with comparable results.
test amplitudes limited by licensing Piping system appeared stiffer than considerations; later blowdown testing expected; hypothesized was support required strict dynamic test control during effect after ultrasonic mapping of 1975 tests. 1979 tests per.aitted larger pipi's dimensions. Nonlinear effects amplitudes, s i gn i fican t at low response levels.
At high response (with gaps shiemed),
2
m_.
gr g y Plant Nax - !acation' 1 Test / Analysis Purpose of Testing / '
Major Test Subject Significant Aspects of Testing /
(Date)
Organization Test Methods
. Re fe rence I
'Kernkraft.
first mode was 9% camped at 2.1 Hz.
Next~
werk seven modes B>6% ~(up to SHz); next eight.
Phillipps..
S w 2%. 4%, average about 3%.
Reanalysis berg. I with experimentally based models indicated (continued)-
seismic loads were overestimated in design by factor of two. /ANCO Proprietary Rep.;
ort 1098 2 Fukashima.
Japan Muto Institute,. Research to invest.
Containment'
- Excited in refueling floor with peak
- 1 et al igate site effects Building sinusoidal forces up to three tons;. peak (1969)-
Tokyo for two identical amplitudes of order 107 's on ~ fueline finnh g
See Shimane plants on different
. Fukashima in firm solls; sneer wave
-test below soils (see Shimane velocity, 2000 ft/sec; pressure wave
- for comp.
test below). Plants velocity, 5576 ft/sec. (This site had a rison were 460 MWe BWR/
shear wave velocity of only 1/3 of Shimane investigation)
Sinusoidal site.)
v orb ano Results:
g
'p[, eg, Mode Period (Frequency)' Apparent Damping W'# g oc #C", sore $o,.n#,,,io*1""
nco Q 1 0.25 see ( 4.pHz) 34%
co M5 ""es 2 0.17 sec ( 5.9tiz) '-
8%
N]o,ptv 3 0.089 sec '(11.2112) 5%
et e* -
/ Paper K 5/3 SMIRT II,1973 (Berlin)
Shimane Japan Muto Institute, Research to Containment.
Same test conditions as above except site.
(1972) e_t_ a_1, investigate site Building was rock; shear wave velocity, 5900 ft/,'
See Fuka.
Tokyo effects for two sec;
- p. wave velocity,12,140 ft/ sect shima test identical plants Youngs modulus, 220 ton /cm', about 12 above) on different soils times greater than Fukashima site.
(see Shimane test Results:
below). Plants were Mode Period (Frequency) Apparent Damping 460 MWe BWR/
1 OM sec ( 5.3Hz) 2%
Sinusoidal 2 0.13 set ( 7.7tiz) 5%
3 0.086 sec (11.Niz) 5%
o a
Plant Mame. Location Test / Analysis Purpose of Testing /
Major Test Subjects Significant Aspects of Testing /
(Date)
Organization Test Methods Reference rugen Japan Takasago/
Verification of dynamic Primary coolant Tested 267 mm to 508 sua outside diameter (1979)
Mitsubishi parameters used in piping and feed.
pipinf runs. Forces limited to'220.Its Tokyo seismic design for water piping in BWR (980 N) on primary piping and 110 lbs
~
licensing purposes /
pressure-tube reactor (490 N) on feeduster piping. Feak res.
sinusoidal r.nd snap.
(165 Hwe D 0 moderated) ponse levels about 0.1 g on feedwater 2
back piping; about 0.02 g on primary piping.
In all tests gaps closed to eliminate j
aonlinear effects from seismic support i
elements.
Results showed primary piping darping at 6% at 13.5 Hz first mode, 8% second, 2%
, #p third, 6% fourth, 6% fifth, 3% sixth; 1%
p.
seventh, unspecified eighth, and 7.5%
i ninth (at 19.6 Hz). The primary system I
was complicated, consisting of down l
Feedwater piping relatively simple, smaller diameter (267 m) with.5 straight runs and 6 elbows, 12 snubbers, plus spring and constant force hangers.
Test results were damping of 0.7% first I
mode (8.6 Hz), 2.1% second mode, 4.5%
l third mode (17.0 Hz). Agreement between
?
analysis and results good only in lower j
modes./5th SHIRT Paper K 13/8.
Hamaoka Japan Chubu Electric /
Research in soil-Containment building 1973, 1974 - low level tests of unit 1; I&2 Takenaka structure inter-tested with forces up papers K 3/2, K 2/16 (3rd SMIRT, 4th SMIRT)
(1973,1974, Technical action and through tc 100 tons; forces 1977 - Higher level tests (5th SMIRT, 1977)
Research Lab, space soil coupling applied to refueling paper K 13/4 Tokyo of two BwR/Sinusoidal floor of SWR HKI-type At maximum force at first rode (about 18 plant tons at 2.5 Hz), generated peak displace.
eent of 10 microns or 2.5 x 10g's at '
Additional Note 2.5 Hz.. Results of testing at acceler-Paper K 2/16, 4th ations up to 3 x 10-'g's (0.3% g) gave SMIRT reports that I following containment building results ton force produced for east-west direction (N - S about peak respense of saw.)
.4.
/
Plant Name Location Test / Analysis
.. Purpose of Testing /
Major Test Subjects Significant Aspects of Testing /.
(Date)
Organization Test Methods Reference Hamaoka about 7.5 microns Freq., Hz Damping, % of Critical 1&2 at 4.6-4.8 Hz first (continued) and secord mode and 2.49 39.6 damping ief 23% each mode.
3.44 49.3 Paper K 13/4 suggests 4.63' 19.9 that force increase of 18
~5.02 20.4 times reduces first and 5.67 19.2 second mode frequency to 6.11 17.2
.2.5 Hz and 3.4'Hz and 6.59 15.2 increases 8 to 40% - 50%.
7.08 3.1
'7.50 2.7 ~
7.89 13.5 8.70 12.4 9.14 15.6 '
'"(
1 Hz to 4 Hz were soil. structure modes; pgT
,anco h v Fp O g
wt
- 4 to 5.7 Hz were building. building s
.p 5' interaction effects. Site soil shear
- j 3soto # pit 8
oc were velocity, 2600 ft/sec (800 m/sec);
v#
unit weight, 125 lb 7 ft 3 (density of I
'M oo8 2.01 ton /m'/3rd SMIRT paper K3/2; 4th SMIRT paper K 2/16; 5th SMIRT paper K 13/4 f
5 L
.o
'k Plant Name-Location Test / Analysis Purpose of Testing /
Major Test Subjects Significant Aspects cf Testing / -
(Date)
Organization Test Methods Reference Humboldt Bay California ANCO Engineers Modeling verification to Storage tanks,'pu ps, Five case studies reveal the benefits of (1974)
U.S.A.
Sante Monica, support seissic upgrading motors, valves, electrical testing: ' Case One.is a Liquid Foison California to new criteria /Sinusoidal cabinets, piping. turbine Tank, th testing of which was used to and snapback testing pedestals. containment, simplify the model of the existing tank stack and define stiffness properties for use in the analysis. Case Two involved the h!gh level in-sit:, proof testing of an.
emergency generator. Case Three test.
results, for the Feactor Control Board, indicated the need to stiffen several' panels and provided the necessary infor.
mation for the develepeent of a model which was used to predict input spectra 4thg for selected instruments mounted on the g O all d dM panel. Certain of these instruments cr b
were subsequently. shake. table tested by e epe Y
(g6g others according to the developed spectra.
99 eW The fourth case involves a 250 ft venti.
4 go
+
lation stack. Test data were used to M
ol' verify the analysis of the stack. The i
final case concerns testing of the control l room floor. Test results pointed out the need for structural modification.
The basic conclusion of this paper is that in-situ testing is a feasible and useful -
method to improve and guide theoretical
' studies and seismic design of nuclear power plant equipment and structures./
K 813 SMIRT 4 1977.
San Onofre California ANCO Engineers
- Model verification and Unit 1 U.S.A.
Santa Monica, research investigation of Excitation of the containment with up to (1969 - 1972)
California 6 dynamics. Creation of S tons of force was used to investigate U.C.L.A.
validated models./
. soil-structure interaction and primary Sinusoidal loop dynamics. Results were compared to i
San Fernando e.q. response and t1 analy.
tical models. Soil-structure modes were found to be highly damaged (16% to 18% 9 10g sine tests, '20% at 10 g earthquake]
6-E 1
1
Plant Name location Test / Analysis l'urpose of Testing /
Major Test Subjects Sigraficant Aspects of Testing /
(Date)
Organization Test Methods Reference loe;' ranged from g j",pfT g
o Damping in primary'3 10'g.
Models San Onofre
,st E 1.5% to 4.0% at 10 gu (contd.)
'.c,$ E[,psw#"'
of varying degree of sephistication g.d os were fit to the data and led to gM
,osc ' *g, wad "
0 geoFE g.
equipment support modifications./
gy
'((pcct o
Nuclear Engineering and Design, 25 ga v4E po 'E"g 1973 pp 51 94.
Quad Cities
- Illinois, U.C.L.A. G Containment Dynamic Containment Testing to plan lonter program to (1972)
U.S.A.
ANCO Engineers Research/ Ambient and validate models. Frequencies and Impact damping were identified at very low response amplitudes./ ANCO internal memorandum.
VAK
- Kahl, ANCO Engineers, Monitoring to assure no Containment, primary Response to 10 kg blasting 200 meters (1975, 1979)
West Cer.iany Santa Monica, regulatory implication coolant loop distant measured. Results compaired California during nearby testing of to analysis and used to demonstrate Heissdampfreaktor (HDR)/
safety of plant. /Heissdampfreaktor (See entry on HDR)
Blast Testing PEC
- Bologna, CNEN Forced vibration tests to Containment and Crane Ambient survey and shaker methods were (1972 1974)
Italy Rea validate models and Bridg.: Structure found useful in identifying ovating and effects of modifications./
breathing modes with minimum plant Ambient and Sinusoidal.
operation disruption. Mddel structures were also tested. Resonant frequencies of all three sources agreed to within 10%./ SMIRT II K 5/4, SMIRT III K 6/8 ENEL IV
- Caorso, ISMES Ambient and forced vibration Damping of 10% - 15% measured, along with (1976)
Italy Bergamo to validate test methods and.
10 modes 3 16 Hz.
Effects of water computer models. Also corr-level in pool investigated. Experimental
+
elated with actual earthquake frequencies higher than computed./ K 8/4 responses./Sinusoidal and SMIRT IV earthquake.
,7,
e-
.,;j g
Significant Aspects af Testing /.
Plant Name-
' location Test / Analysis.
Purpose of Testing /
Major Test Subjects Organization Test Methods Reference -
(Date)
MAPP, RAPP Two plants' PPED, Dept. of Snapback tests to det.
Internal Equi;9:ent,
Up to two tons of force were used to (1975) in India.
Atomic Energy, eraine frequency and
.(Condensers, tanks,
. excite equipment. Damping from 1.6%;
- India, damping to evaluate' heaters.)
to 6.5% measured. Found that piping.
University of seismic capacity.
attached.to equipment greatly increasedu Roorkee
-equipinent damping./ K 8/7 SMIRT IV
...........................=..
...e.....................me..............................e............................e..................
Tokai. II Japan Investigate the safety Containment building First mode damping with soil. structure,
of the seismic design via
'of 1100 HKe BWR interaction effects was estimated st parameter investigation 15% to 25% versus the value of.5% used and research for future in design./ Proceedings 5th Janan-design purposes./~150 tons' Earthquake Engineering SymposiuW Tokyo,
. maximum force at BWR 1978.
refueling floor with sinus-oidal force.
................................e..see.e.==......e................==...=....=......e........e..e.e.......................e.e.e......................
5 f
5 j*
.8 s
-.