ML18219D829
| ML18219D829 | |
| Person / Time | |
|---|---|
| Site: | Cook  |
| Issue date: | 02/27/1978 |
| From: | Maloney G Indiana Michigan Power Co, (Formerly Indiana & Michigan Power Co) |
| To: | Case E Office of Nuclear Reactor Regulation |
| References | |
| Download: ML18219D829 (61) | |
Text
UW NUCLEAR REOULATORV C SSION NRCQORM 196 Iz TEI NRC 0/STRISUTION FQR PART 5D DOCKET MATERlAL QOCXET NUM8E
-S/>
3 &
FII E NUQEER PSAR/FSAR AMDT DIST.
R QRIOINAL QCQPV
. GNOTORIZED
~htCLASSIFIEO TO: Mr, Edson G ~ Case FROM:
& Michigan Power Co, New York, NY 10004 G ~ P. Maloney INPUT FORM PROP OATE QF QOCUMENT 02/27/78 CATE RECEIVEQ 03/02/78 NUMEER QF CQPIES RECEIVEQ g J r~rtr~
QESCRIPTION
Response
to NRC's ltr dtd 02/07/7
~ ~ Furnishing addi info on the analysis of the Steam Generator Subcompartment Pressure Respon Notorized 02/27/78,
~ ~
1p + 1/8".
ENCLOSURE eo ~ ~
PLANT NAME:
DONALD CQ COOK UNITS 1 & 2
'jcm 03/02/78 FOR ACTION/INFORMATION ASSIGNED AD!
LTR BRANCH CHIEF:
PROJECT MANAGER:
NRC PDR TQE P.
COLLINS HOUSTON HELTEaKS CASE (LVR)
MIPC LTR)
KVIGHT LTR BOSNAK SIHNEIL PAWLICKI ROSS (LTR)
NOVAK ROSZTOCZY CHECK TEDESCO (LTR BENAROYA LPDR TIC VSIC CRS l6 CYS SENT CATP ASAP6w ez
.Le s a~e~a INTERNAL0 LAINAS IPPOLITO F.
ROSA CAleIILL
( 2 )
VOLL~IER (LTR)
BIJIICH J.
COLLINS KREGER KIRKROOD EXTERNALOISTRIBUTION GQRY I
RlBUTION CONTROL NUMBER I 7g0610042
0'
INDIANA IIt MICHIGAN POWER COMPANY P. O. 80X I8 8OWLING GREEN STATION NEW YORK, N. Y. 10004 February 27, 1978 Donald C.
Cook Nuclear Plant Units 1
6 2
Docket Nos.
50-315 and 50-316 DPR Nos.
58 and 74 Steam Generator Subcompartment Pressure
Response
Analysis Mr. Edson G.
- Case, Acting Director Office of Nuclear Reactor Regulation U.S. Nuclear Regulatory Commission Washington, D. C.
20555 L
li ri v
-<~~)
Dear Mr. Case:
Xn his letter dated February 7,
- 1978, Mr.
Kni~-e'3.- of the Division of Project Management requested additional information on the above cited analysis.
An item by item response to Mr. Kniel's request is enclosed herein.
Very truly yours, P. Malone Vice Preside t Sworn and subscribed to before me this z~
day of February, 1978 in New York County, New York nAfl~
Notary Publ c KATHLirEQD~(RQ NOTARY t'OIILlC, Stelo ot New York bio. 4l-4t.06292 Quehfied in queens County Certiticeto tu~d in New York County enlnnrrluu expires ran~eh 30, 397y Bridgman cc:
R.
C. Callen G. Charnoff P.
W. Steketee R. J. Vollen R. Walsh D. V. Shaller-R.
W. Jurgensen
~
0
0 1.
Provide drawings which indicate the manner in which the net free volume within the steam generator'nclosure was subdivided to formulate the five node and seventeen node models which were
'art of the nodalization sensitivity studies.
~Res onse:
The nodalization schemes for the five and seventeen node models are given in Fig.
1 and Fig. 2, respectively.
The flow parameters used in these nodalizations are listed on the following pages.
1 1
'I A
WINDOWS TO ADJOINING
, ST,. GEN. COMPARTMENT (6 BY4.25)
Isoo 692 680.60 PLATFORMS (0.76 GRI D).
O~6 PLATFORMS (0.76 G R I D) 68I 870,60 425 STEAM GEN SUPPORTS 665
. 668.50
'. 662.l'I 0<
80O' Qo.
650.65
.360 SS DIAMETER MS PIPE LONER ICE CONDENSER SUPPORT SLAB (IFT. WIDTH)
'ETSHIELD
- 20 DIAMETER FON PIPE Fi'gure l. "Five Node Model.
N IN DOSS 'TO ADJOINING
.ST,. GEN. COMPARTMENT (6 BY4.25)
I800 692
,680.60
'.B70.OO 668,50 6M.TI PLATFORMS (0.76 GRID)
.Qr Q
82o 6
STEAM GEN. SUPPORTS IBO Q
Qv PLATFORMS (0.76 GRI D)
Qi 2620 68l 665 650.63 3604
~
~
36 DIAMETER MS PIPE LOWER
, JETSHIELD
'0 DIAMETER FON PIPE Figure 2.
Seventeen
.Node Model.
'CE CONDENSER SUPPORT SLAB (IFT eIDTH)
5 NODE TMD MODEL VOLUME AND FLOWPATH DATA TMD NODE 46,51
/
47,52 48,53.
49,54 50 i55 VOLUME'(CUBIC FEET) 4196.83 1752.33 1712.45 1766.77 1657. 21
'OUTLET NOZ ZLE (TOP )
BREAK FLOWPATH K
46-47.
46-48 47-49 48-50 49-2 50-1 47-48 49-50 47-47 0.84 0.03 10.99 5.98 10.11 90.68 0.449
- 0. 47 0.03 10.98 7.03 9.94 100.01 0.502 1.08 0.03 6.67.
6.06
, 1.09 0.03 6.61 6.38 7.00 113. 71
- 0. 886 6.51 104. 85 1.00 1.51 0.04 2'4.97 5.50 31.65 154.0 0.478 1.55 0.04 25..77 6.64 31..70 1.49 0.03 10.49 4.98 10.76 SIDE BREAK*
96.01 0.538 51.0 0.250 1.32 0.03 14.75 5.93 14.75 90.63 0.836 0.32 0.03 14.52 6.25 13.58 81.09 0.758 FLOWPATH 6-47 46-48 K
0.84 F
0.03 LI
- 10. 99 H
5.98 0.84 0.03 10.98 7.03 AT/AU 10.11 90.68 0.836 9.94 100.01 0.8934
- All other Flowpath Data is the same for the Side Break. as it is for the outlet'Nozzle (Top) Break.
1-4
17 NODE TMD YODEL - VOLUME AND FLOWPATH DATA TMD NODE 46.,63 47,64 48,65 49,66 50,67 51,68 52,69 53,70 54,71 55,72 56,73 57,74 58, 75 59 ~76 60, 77 61,78 62,79 VOLUME (CUBIC FT) 4196. 83 762.96 386.56 386.56 736.81'00.
10 202.71 202.71 386. 37 462.90 244.53 244.53 418.35
.692.54 366.80 366.80 627.53 1 -
5
17 NODE TMD MODEL HORIZONTAL FLOW PATHS for OUTLET NOZZLE (TOP) or SIDE BREAK FLONPATH K
(fg)
(ft
)
47-48 48-49 49-50 50-47 5 1-52 52-53 53-54 54-51 55-56
'6-57 57-58 5 8-55 59-60 60-61 6 1-62 62-59 0.62 0.03 10.26 10.26 0.27 0.03 13.0 13.0
~ 0.62 0.03 12.26 12.26 1.00 0.03 14.36 14'6 0.63 0.03 10.26 10.26 5.67 5.67 5.67 6.00 5.67 29.74 1.00 29.74 1.00 29.74 1.00 31.49 1.00 15.59 1.00 0.29 0.03 13.0
- 13. 0 5.67 15.59 1.00 0.63 0.03 12.,26 12.26 1.01 0.03 14.36 14.36 0.61 0.03 10.26 10.26 5.67 6.00 15.59 1.00 16.51 1.00
- 5. 6-7
- 18. 13
- 1. 00 0.27 0.03 13.0 13.0 5.67
- 18. 13 1.00
- 0. 61
- 0. 03
- 12. 26
- 12. 26
- 0. 97
- 0. 03
- 14. 36
- 14. 36 5.67 6.00
- 18. 13 1.00 19.20 1.00 0.64 0.03 9.68 0.33 0.03 12.27 9.68 "'.57 30.20
'1.00
- 12. 27 7.57 30.20 1;00 30.20 1.00 1.03 0.03 13.42 13.42 7.90 31.52 1.00 0.64 0.03 11.57 11.57 7.57 1-6
17.NODE TMD MODEL VERTICAL FLOW PATHS SIDE BREAK FLOWPATH K
I Eg (ft,)
(ft)
H 46-47 46-48 46-49 46-50 47-51 48-52 49-53 50-54 5 1-55 52-56 53 54-58 55-59 56-60 57-61 58-62 59-2 60-2 61-1 62-1 FLOWPATH
- 0. 82 0.03 8.21 7.38 0.88 0.03 7.58 6.60 0.80 0.03 7'8 6.60 0.38 0.03 8.16 7.10 0.69 0.03 8.00 8.00 0.66 0.03 8.00 8.00 0.60 0.03 8.00 8.00
- 6. 16 5.67 5.67
- 7. 83 6.07, 5.67 5.67 60.87 0 '37
- 29. 81 0
~ 809
- 29. 81 70.20
- 0. 809 1.00 60.54
- 0. 845 30.09,
- 0. 817
- 28. 89
- 0. 784 0.0 0.0 0.03 8.00 8.00 0.03 6.00 6.00 0.01 0.03 6.00 6.00 0.08 0.03 6.00 6.00 0'3 0.03 6.00 6.00
- 7. 83 70.20 1.00 6.07 5.67 5.67 6.62 71.64 1.00 2.8.83 0.783 28.83 0.783 52.20 0.744 0'.67 0.03 6.71 6.29 0.74 0.03 6.46 5.87 0.69 0.03
- 6. 46
- 5. 87 0.06 0.03 7.07 6.95
- 1. 03
- 0. 03 3.63
- 3. 38 1.09 0.03 3.93 3.93 1.09 0.03 3.93 3.93 6.07 5.67 5.67 6.62
- 7. 10 9.09 9.09 60.54 0.661 30.09 0.563 28.89 0.540 50.02 0.713 76.88 0.840 53.49 1.00
- 53. 49 1.00 1.08 0.03 K
- 0. 864
- 75. 93
- 8. 17 3.70
- 3. 49 TOP BREAK*
LI LE() 'H AT T/
46-47 46-48 46-49 46-50
. 82
.022 11.21, 10.38
. 88
.022 10;58 9.60
. 88.;022 10.58 9.60
. 38
. 021 11 16
- 10. 10
- 6. 16 5.67 5.67 7.83 60.87
- 29. 81 29.81 70.20
- 0. 495 0.378 0.378 0.583
- All other flow data is the same for the side break as it is for the outlet nozzle (top) break.
1 -
7
2.
Provide figures which (a) identify the peak forces and moments acting upon the steam generator for each of the models used in the sensitivity studies (i.e., five, nine and seventeen node models) and (b) demonstrate that the loads transmitted to the steam.generator supports are maximized by the nine node model.
~Res onsa:
(a)
(b)
Table A presents the peak steam generator loads and the time of occurrence for the five, nine and seventeen node models.
Figures 2.l through 2e9 present the horizontal (same as axial) force time history, the vertical force time history, and the moment time history for each of the three -models evaluated in the nodal study.
Only the peak inertial negative moment for the five and seventeen node models were slightly higher than the peak inertial negative moment for the nine node model.
The calculations of the steam generator support loads were made by combining the forces and moments without consideration of time phasing.
This conservatism would result in the nine node model submitted encompassing the" resultant support loads using a time phase analysis with the other 2 models.
This can be seen by noting from the attached information that the peaks are quite narrow and do not occur at the same time.
TABLE A
Model FH Peak Horizontal Force ki s Time of FH
~Secs M+
Peak Positive Moment (Ft-lbs).
Time of M+
~Secs M-Peak Negative Moment
('.Ft-lbs}
Tlme of.
M-
~Se Cs
.5 node 982 0.01015 7.67 x 105 0.03194
- 4.85 x 106 0.01310 9 node 17 node 982 800 0.00822 0.00991 2.64 x 106 2.37 x 106 0.03019 0.03228
- 4.57 x 106
- 6.85 x 106 0.01232 0.01477
1.0E+06 9.0Ei05 8.0E+05 7.0E+05 UJ 6.0E+05 5.0E+05 a
CD R.OE+05 W
- 3. OE+05
)K
- 2. OE+05
- 1. OE+05 0.0 1.0 TINE
( SECONDS
)
2.0 ANP STE AN GENERATOR STEAN GENERAT'OR NODELED AS 5
NODES 2
3"
- 2. OE<05 l. OE+05 0.
C)
LJj CD C)
LJ CC CD
~ -l.OE+05 LJJ)
-2.0E+05 0.0 l.o TINE (SECONDS
)
2.0 ANP STEAN GENERATOR STEAN GENERATOR NODELED AS 5
NODES 2
4
0
l.OE+06
,0.
lA CCI
- l. OE+06 U
Gl
'LCI
~ -2.0E+06 I
CK LU O.
CD CD I.
~ -3.0E+06 ICI CD
- t.OF~06 "5.0E~06 0.0 1.0 T1NE (SECONDS
)
2.0 ANP STEAN GENERATOR STEAN GENERATOR NODELED AS 5
NODES 2
5
\\
1'
Ci v'Cvv.
8.
rIL l. O'E+06 LU 0.
UJ C)
CC CL
-l. Of+06 0.0 1.0 TtP1E (SECONDS
)
2.0 ANP STEAf'I GENER ATOR ST EAN GENER ATOR PlODELE D AS 9
NODES
2.OE405
- 1. OE+05 W
LQ
) 0.
LU CJ CL CD 4
CC CD
~ -1.0E+05
-2.0Ei05 0.0 1.0 TlNE- (SECONDS
)
2.0 ANP STEAN. GENERATOR STEAN GENERATOR NODELED AS 9
NODES 2
7
I
3.0Ei06 2.0E+06 1.0E+06 Cl I
I U
0.
Lal
'Lh W)
~ -1.0E+06 I-LU CD l
-2. 0E+06 Z
UJK CDK
-3.0E+06
-cl.OE+06
-5.0E+06 0.0 1.0 TINE (SECONDS
)
2.0 I
APlP STEAN GENERATOR STEAN GENERATOR NODELED AS 9
NODES 1
2 8
%4 al
- e.OE+05
~ ]6ug<
Z.OE+05 6.0E+05 5.0E+05 LU LCj
- R.OE+05 3.0E+05 LCJ CD CD LL.
- 2. OE+05 l.OE+05 0.
-1.0E+05 0.0 O.l TINE (SECONDS
)
0.2 0.3 ANP STEAN GENERATOR STEAN GENERATOR NODELED AS IT NODES
2.0E+05
- 1. OE+05
..M V) lA W
Ul CD C)
~ -1.0E+05 UJ
-2. OE+05
- 0.0 0.1 T INE
( SECONDS
)
0.2 AMP STEAN GENERATOR STEAN GENERATOR NODELED AS 17 NODES
3.0'E+06 2.0E+06 1.0E+06 EA<
O.
I I
~ -1.0E+Oe Wtll M
~ -2.0E+06 IfC 4J
-3. OE<06 C)
I I-aWK -N.OE+06 C)
-5. OE+06
-6. OE+06
-l.OE+06 0.0 0.1 TINE
( SECONDS
)
0.2 0.3 ANP STEAN GENERATOR STEAN GENERATOR NODELED AS 17 NODES
l
3.
Provide the criteria including any limitations on component buckling used for determining the design load capacity of the critical elements in the vertical column support systems and the upper lateral support structure.
In addition, identify the materials and the minimum specified properties for these support members.
~Res onse:
The allowable stresses for each load condition and a description of the loading conditions themselves are provided in the follow-ing paragraphs.
Normal Condition Thermal, weight, and pressure forces obtained from the RCL,analysis acting on the support structures are combined algebraically.
The combined load component vector is multiplied by member influence coefficient matrices to obtain all force components at each end of each member.
The interaction equations of AISC-69 are used with allowable specified limits which include stability and secondary bending effects.
U set Condition OBE support forces are assigned all possible sign combinations and, in each case, are added algebraically to normal condition forces.
The interaction and stress equations of AISC-69 are used with allowable specified limits.
Emer enc Condition DBH loads are assig.>ed all possible sign combinations, combined
~with normal loads, and are used in the-above stress and inter-action equations.
For this loading condition, limiting values of le5 times allowables are used.
This limit represents a stress of about. 0.9 yield and provides a margin against buckling from 10 percent for short stocky members whose-buckling mode is highly inelastic to a margin of 30 percent for members that buckle elastically.
Faulted Condition DBE (all possible sign combinations assigned) and pipe break loads are combined with normal operating loads.
The stress equations of AISC-69 are used and are adjusted such that the stresses in the supports are limited to yield.
3-1
The critical load.for the vertical supports is compressive, under the combination of normal loads, DBE, pipe break, and steam generator compartment.pressurization.
Determination of the design load capacity of the columns is based on the AXSC-69 stress equations fectored for the faulted condition.
l
. Under the main steam line break at the side of the steam generator and the Design Basis Earthquake the critical element of the upper support is the belly band.
As the steam generator
.is supported by the belly band through one-way acting bumpers (compression ohly), placed between the band and the steam generator shell, the band will always carry applied loads in tension and bending.
The design criteria for the band was that the combined stress due to bending and tension produced by the design load must not exceed
. the material yield stress.
This is a ver'y conservative evaluation.
of the support capacity since the development of partial yielding at the extreme fibers in no way impairs the function of the support.
Stresses for this support are determined from influence coefficients developed by finite element analysis.
1 The material used for the steam generator upper lateral support is designated 3A.
Provided in Table 1 are the material type, minimum properties and testing reauired for this designation.
The material designation for the vertical supports is given in Figure 1 and the material type, minimum properties, and testing.
required are given in Table 1.
3-2
of oy
/
TABLE 1 No.
on Dwg ASTM Spec.
No.
Material Designation Max.
Min.
Yield Point KSI Material and Material Thickness Group Charpy Impact.
Material Testing Required A618 Gr.
11 50 Tubing A618 Requirements 3A A588 Gr.
8 50 Plate (to 5")
Yes A588 Requirements;
- also, 2
tension tests and 2 bend tests for each plate from which material is fabricated.
3B A588 Gr.
8 50 Plate (to 5")
Yes A588 Requirements; also, for each 10 sq. ft. of plate used for fabrication make 2 tension tests transverse to thickness and testing to 2/3 of specified yield, and make 1
ultrasonic test for each finished plate after fabrication.
A193 Gr.
87 75to 105 Bolts and Pins Yes A193 Requirements.
A194 Gr.
7 A588 Gr.
8 55 50 Nuts...
Rods No Yes
.A19'4. Pequir'ements.
A588 Requirements;
- also, 2
tension tests for each finished fabricated rod.
A194 Gr.
7 Nuts No A194 Requirements.
3-3
J
q\\V
%1
~
'l~
lM 3A I
t I( (ay~+ ll II an
~
I
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~
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- j 4.
Describe briefl~ (a) the capability of the FELAP computer
'program; (b)~~ELAP was utilized in ~ ~lysis; (c) the mathematVFal model and assumptions i%de~and (d) how the FELAP results were verified.
Response
(a)
FELAP is a general purpose computer program developed by the Franklin Research Laboratories for the analysis of complex three-dimensional, elastic structures composed of shells, plates, and straight or "curved beams.
The program computes the dynamic and static response to distributed, thermal and concentrated loads.
(b)
FELAP was used to perform a linear elastic analysis of the structure for the spatially varying and dynamically applied transien pressure loading.
The results from the program are the joint deflectionsg mid-panel stresses and stress resultants, and joint moments and forces (shear and in-plane).
The mid-panel stresses were integrated across the panel thickness to yield the in-plane forces and the mid-panel moments.
These were checked against the forces and moments at the joints.
The forces 'and moments at the locations on the structure indicated on Fig.
1, were used in the capability analysis of the steam generator enclosure.
(c)
The steam generator enclosure was modeled as a series of quadrilateral finite elements with constant Modulus of Elasticity (E) and constant Plate Moment of Inertia (D).
The stiffness and modal methods of analvsis were emploved coupled with the finite element method and the assumption of small deflection, linear-elastic structural theory.
The enclosure was considered to be laterally restrained at its base along the perimeter wall by the containment operating deck 'slab at El. 652' 7 1/2" and supported along the crane wall segment by the lower inlet door pier;-.
The crane wall segment, of the model was carried beyond the limits of the perimeter wall and considered fixed by the balance of the crane wall.
(d)
The results program verification and acceptance tests Application Division of FELAP have been confirmed according to ASME requirement (1).
Furthermore, verification of FELAP were performed by the Computer in A.E.P.'s IBM System/370.
The FELAP results for this particular model were verified by making internal and external force equilibrium checks.
Input modeling geometry was. verified by diagnostic plotting, to insure the accuracy of the geometry.
Reference (1)
American Society of Mechanical Engineers, Pressu're Vessel and Piping, 1972 Computer Program Verification, No. I-24, 1972 4-1
E)ZCLOS JZ-"
I EiZIMZ-TER.
&ill,C.
7-f 07-2 7 -5 EL.C 95-0 ENCLoSUQE lIoop EPZCLOSOZ'.E 4/ V/DEfZ WAI-L Qi 08-2,
~
P-'A/v'E'jYAL '
5.
Since the compartment pressure load is transient and dynamic in nature, explain how the load was used as input in the FELAP program.
Res onse:
The FELAP program is capable of performing both static and dynamic analysis.
The time load was input as pressure time histories (9 separate loadings 1 for each subcompartment) and a dynamic 'analysis made.
All.loads are applied simultaneously.
N 5-1
6.
Indicate the loads and load combinations used in the design and analysis of the subcompartment walls and slabs.
/
~Res ense:
I 1
The dynamic transient pressure loads acting simultaneously with the design basis earthquake were considered to act together with the operating load condition.
Load factors were not used with the individual loads because the overall factor of safety with reference to the ultimate section capacities was desired in the analysis.
6-1
~ ~
7.
Provide sample calculations for ultimate moment and ultimate shear respectively at sections where the factors of safety are the lowest.
~Res onse:
Sample manual computations are on the attached design sheets.
~ 0
~ ~
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