ML100350575
| ML100350575 | |
| Person / Time | |
|---|---|
| Site: | Indian Point  |
| Issue date: | 09/30/1992 |
| From: | Consolidated Edison Co of New York |
| To: | |
| Shared Package | |
| ML100350576 | List: |
| References | |
| NUDOCS 9210060266, PROC-920930 | |
| Download: ML100350575 (85) | |
Text
ATTACHMENT A INDIAN POINT UNIT 2 PROCEDURE AND CRITERIA UTILIZED TO GENERATE IN-STRUCTURE RESPONSE SPECTRA Consolidated Edison Company of New York, Inc.
September 1992 9210060266 920921 PDR ADOCK 05000247 P
ATTACHMENT A
SUMMARY
OF SEISMIC IN-STRUCTURE RESPONSE SPECTRA CONSOLIDATED EDISON COMPANY OF NEW YORK, INC.
INDIAN POINT UNIT NO. 2 DOCKET NO. 50-247 SEPTEMBER, 1992
TABLE OF CONTENTS Introduction........
Seismic Design Basis.......
Time History Analyses Soil-Structure Interaction In-Structure Response Spectra Total Amplification Factors References..............
Appendix A Appendix B Appendix C Appendix D Appendix E Appendix F Appendix G Containment Structure Inner Containment Structure Control Building Fan House Intake Structure Primary Auxiliary Building Shield Wall 1.0 2.0 3.0 4.0 5.0 6.0 7.0
1.0 Introduction The purpose of this report is to present detailed information on the procedures and criteria used to generate the In-Structure Response Spectra (ISRS) for the Indian Point Unit 2 Nuclear Generating Station (IP2).
The report has been prepared to comply with the requirements of the Nuclear Regulatory Commission (NRC) as specified in the May 22, 1992 letter, "Supplement 1 to Generic Letter (GL) 87-02 that transmits Supplemental Safety Evaluation Report (SSER) No. 2 on the SQUG Generic Implementation procedure (GIP), Revision 2, as corrected on February 14, 1992".
2.0 Seismic Design Basis The peak ground acceleration (PGA) corresponding to the Operating Basis Earthquake (OBE), and the Safe Shutdown Earthquake (SSE) are shown below:
Horizontal Vertical Earthquake Acceleration (g)
Acceleration (g)
OBE 0.10 0.05 SSE 0.15 0.10 Housner ground response spectra
[1]
anchored to the peak acceleration of the OBE and SSE were used in the design. Figures 1 and 2 show the horizontal design spectra. for. the OBE.and SSE, respectively.
The SSE ground acceleration value for Indian Point was confirmed in NRC licensing proceedings conducted from 1975 through 1977 [2].
Specifically, based on the seismic hazard as determined in the licensing proceedings, the NRC found that
"[t]he ground acceleration value used for the design of Indian Point Units 2 and 3 should remain at 0.15g" [2, page 6].
Note that the terms Maximum Potential Earthquake and Design Basis Earthquake (DBE) are used synonymously in the Updated Final Safety Analysis Report (UFSAR) [3], and refer to the SSE.
3.0 Time History Analyses The generation of ISRS for the IP2 structures was performed through dynamic analyses of multi-degree of freedom elastic models
subjected to seismic motions represented by appropriate time histories compatible with the design basis SSE Housner ground response spectra anchored to 0.15g.
The ISRS were obtained from the time history response of the building floors.
The dynamic analyses for IP2 structures were originally performed by Westinghouse Electric Corporation, and subsequently supplemented by other consultants like URS/Blume
& Associates and Harstead Engineering Associates.
The vertical floor response spectra are equal to two-thirds of the horizontal floor response spectra.
The damping values used in the design of the structures, systems and components are given in Table i.
4.0 Soil-Structure Interaction The structures at IP2 are founded on competent rock.
Therefore, for design of IP2 structures, soil-structure interaction was not considered.
Structures were considered to be fixed at the base.
The design ground response spectra for IP2 were applied at the foundation levels for all structures.
5.0 In-Structure Response Spectra Appendices A to G of this report provide the pertinent information with regard to the conservative design ISRS of IP2 structures where the majority of the safe shutdown equipment are located.
Each appendix covers a particular structure. The information provided include:
Building description Building dynamic model Building dynamic characteristics (natural frequencies, mode shapes and participation factors)
ISRS at important floor levels of the building Total amplification factors at impprtant floor levels of the building 6.0 Total Amplification Factors Two Total Amplification Factors (TAF1 and TAF2) were calculated for the structures where equipment is to be verified using the ISRS.
The TAF values are defined as the Peak Floor Acceleration (PFA) of a building floor divided by:
- 1.
The corresponding floor Zero Period Acceleration (ZPA),
TAF1 = PFA/ZPA
- 2.
The Peak Ground Acceleration TAF2 = PFA/PGA These values are tabulated in the appendices and are given for different floor elevations. It is concluded from the review of the TAF values that there is significant amplification in a number of instances.
The IP2 ISRS may be used as one of the options provided. in. the GIP for resolution of USI A-46.
Alternatively, Con Edison will use other options provided in the GIP, as appropriate, depending on the building, the location of equipment in the building, and the equipment characteristics.
7.0 References
- 1.
"Design of Nuclear Power Reactors Against Earthquakes",
Proceedings of the Second World Conference on Earthquake Engineering, Vol. I, Japan, 1960.
- 2.
Nuclear Regulatory Commission, "Matter of Consolidated Edison and Power Authority of the State of New York" 6NRC 547,550 (1977), ALAB-436
- 3.
Consolidated Edison Company of New York, Inc., "Indian Point Nuclear Generating Unit No. 2", Updated Final Safety Analysis Report.
1.0 8
6 0%
4 1/2%
z 0
0 2
L U 5 %7 0
.0.1-8 8-1/2%
LU C6 10 20%
4 2
0 2
4 6
8 0.1 2
4 6
8 1.0 2
UNDAMPED NATURAL PERIOD T-SEC Figure 1 Horizontal Seismic Design Spectra For The Operatin.
Basis Earthquake (OBE)
8 0% - CRITICAL DAMPING 6
1/2%
co 4
2 22%
2 tu 0.1
.11
~~101 8
W) 20% -
6 4
I I
I I I 0
2 4
6 8
0.1 2
4 6
8 1.0 2
UNDAMPED NATURAL PERIOD T-SEC Figure 2 Horizontal Seismic Design Spectra For The Ih Safe Shutdown Earthquake (SSE)
Component Containment Structure Concrete Support Structure of Reactor Vessel Steel Assemblies:
Bolted or Riveted Welded Vital Piping Systems Concrete Structures Above Ground:
Shear Wall Rigid Frame
% of Critical Damping 2.0 2.0 2.5 1.0 0.5 5.0 5.0 Table 1 Damping Values
APPENDIX A Containment Structure A-1
A.1 Structure Description The Containment Structure is a reinforced concrete structure with a 4'-6" vertical cylindrical wall, flat base, and a 3'-6" hemispherical dome. A welded steel liner with a minimum thickness if 1/4 inch is attached to the inside of the concrete shell. The cylindral wall measures 148 feet from the liner at the base to the springline of the dome and has an inside diameter of 135 feet.
The foundation is a nine foot thick reinforced concrete mat, founded on bedrock. A bottom liner plate is located on top of the foundation mat.
This bottom liner plate is covered with 2 feet of concrete which forms the floor of containment. The liner plate is anchored to the concrete shell by means of Nelson studs, such as to become integral with the concrete shell under all loading conditions. A plan and section of the Containment Structure is shown in Figures A.1 and A.2, respectively.
The Inner Containment Structure has a separate dynamic model from that of the Containment Structure and is outlined in Appendix B.
A.2 Dynamic Model The ISRS for the Containment Structure were generated by Westinghouse Electric Corporation (Westinghouse) using an 11 node lumped mass model, as shown in Figure A.3.
This model was used for the generation of ISRS in both horizontal directions due to the symmetric nature of the Containment Structure.
The forcing function used to obtain the Containment Structure ISRS was the 1952 Taft Earthquake, N69W component normalized to 0.15g for the Safe Shutdown Earthquake. The structural damping used for the Containment Structure response was 2%, consistent with the IP2 UFSAR, as shown in Table 1.
A.3 Dynamic Parameters The dynamic properties of the Containment Structure (frequencies, mode shapes, and participation factors) are provided in Table A.1, associated with. the significant modes of response.
Amplification factors TAF1, and TAF2 (Section 6.0) associated with each of the model mass points are provided in Table A.2.
A-2
A.4 In-Structure Response Spectra Representative SSE f loor response spectra associated with important elevations of the Containment Structure for 5%
equipment damping are shown in Figures A.4 and A.5.
A-3
CONTAINMENT STRUCTURENOT Figure A.
Containment Structure Plan of Structure A-4 NORTH
CONTAINMENT STRUCTURE OPERATING FLOOR INN ER CONTAINMENT STRUCTURE
-Figure A.2 Containment Structure Section A-A Through Structure A-5 CRANE
ELEVAION NN
\\ROCK Figure A.3 Containment Structure Horizontal Lumped Mass Model A-6
Mode 1
2 3
4 5
6 Frequency 4.19 11.91 22.38 24.10 34.34 39.0 Par.
Factor 1.45 0.64 0.12 0.30 0.21 0.0 Mass Point 1
1.00
-1.00
-0.07 1.00
-1.00 0.84 2
0.91
-0.63 0.58 0.66
-0.16
-0.73 3
0.80
-0.20 0.88 0.01 0.70
-0.72 4
0.68 0.24 0.70
-0.58 0.62 0.66 5
0.58 0.54 0.33
-0.67
-0.07 1.00 6
0.47 0.74
-0.22
-0.42
-0.70 0.21 7
0.36 0.83
-0.73 0.05
-0.64
-0.69 8
0.26 0.78
-1.00 0.48 0.07
-0.59 9
0.16 0.60
-0.91 0.65 0.73 0.29 10 0.07 0.33
-0.52 0.46 0.70 0.69 Table A.1 Containment Structure Dynamic Characteristics A-7
Where, Per Section 6.0:
TAF = PFA/ZPA TAF2 = PFA/PGA
Table A.2 Containment Structure Total Amplification Factors A-8 DIRECTION: North - South or East - West Elevation (Ft)
Mass Elevation Above PFA ZPA PGA TAF TAF 2 Point (Ft)
Basement Grade (g)
(g)
(g) 1 263.25 217 184 4.500 0.552 0.15 8.15 30.00 2
239.83 194 161 4.245 0.493 0.15 8.61 28.30 3
216.42 170 137 3.807 0.471 0.15 8.08 25.38 4
193.00 147 114 3.000 0.343 0.15 8.75 20.00 5
172.00 126 93 2.700 0.275 0.15 9.82 18.00 6
151.00 105 72 2.307 - 0.239 0.15 9.65 15.38 7
130.00 84 51 1.800 0.207 0.15 8.70 12.00 40 8.03 10.32 8
109.00 63 30 1.320 0.178 0.15 7.42 8.80
Indian Point Station Response Spectra Database 0
1.6.................................................................
V, 4
C
.5
'16 8.86 I
I I
I I I 1jI I
i I
l t 6.1 Frequency. Hz Figure A.4 Containment Structure Horizontal In-Structure Response Spectra Elevation 130' A-9
Indian Point Station Response Spectr-a Datajase t O......................
Frequency, Hz Figure A.5 Containment Structure Horizontal In-Structure Response Spectra hElevation 109' A-1O 0
'U S.
ci I.'
a, U
APPENDIX B Inner Contaimnent Structure B-1
B.1 Structure Description The Inner Containment Structure is a reinforced concrete structure supported on the Containment Structure mat.
This structure includes, the reactor cavity, the fuel transfer
- canal, and miscellaneous concrete and steel for floors and stairs.
All internal structures are supported _by the containment floor mat.
A three feet thick concrete wall surrounds the reactor coolant components and supports the polar crane.
A two foot thick reinforced concrete and iron grate floor at the 95' elevation forms the operating floor for the building.
A plan and section through the Containment Structure showing the Inner Containment Structure are shown in Figures B.1 and B.2, respectively.
B.2 Dynamic Model The ISRS for the Inner Containment Structure were generated by Westinghouse Electric Corporation using a 9-node lumped mass model shown in Figure B.3.
This model is based on the section through the structure in the North-South direction, as indicated in Section A-A.of Figure B.l. This model (i.e., a North-South model) is also used for determining response in the East-West direction.
The stiffness of the Inner Containment Structure in the East-West direction is significantly higher than in the North-South direction.
Thus,
the use of the model for determining East-West response i's conservative.
The forcing function used to obtain the Inner Containment Structure ISRS design response spectra was the 1952 Taft Earthquake, N69W component normalized to 0. 15g for the Safe Shutdown Earthquake.
Similar to the Containment Structure, the structural damping used for the 1P2 Inner Containment Structure response was 2%, consistent with the 1P2 UFSAR, as shown in Table 1.
B.3 Dynamic Parameters The dynamic properties of the Inner Containment Structure (frequencies, mode shapes, and participation factors) are provided in Table B.1, associated with the significant modes of response of the structure.
Amplification factors TAF, and TAF 2 (Section 6.0) associated with each of the Inner Containment Structure model mass points are provided in Table B. 2.
B-2
B.4 In-Structure Response Spectra Representative SSE floor response spectra associated with the important elevation of the Inner Containment Structure for 5%
equipment damping is shown in Figure B.4.
B-3
-CONTAINMENT STRUCTURE NORTH INNER CONTAINMENT STRUCTURE U-POLAR CRANE WALL
-MANIPULATOR CRANE WALLS BIOLOGICAL SHIELD-
-FUEL TRAN!.
CANAL Figure B.1 Inner Containment Structure Plan of Structure B-4
CONTAINMENT STRUCTURE OPERAlING FLOOR EL 95'-0" EL 46'-O0" INNER CONTAINMENT STRUCTURE Figure B.2 Inner Containment Structure Section A-A Through Structure B-5 CRANE
12'-6" 12'-6" 10-1l/2 12'-1O2" A-9 EL 94'-0" 8
EL 81'-6" 7
EL 69'-0" 6
EL 58'-10 "
EL 46'-0" Figure B.3 Inner Containment Structure Horizontal Lumped Mass Model (North-South Direction)
B-6
Table B.1 Inner Containment Structure Dynamic Characteristics B-7 Mode 1
2 3
Frequency 18.64 43.97 46.79 Part. Factor 1.24 0.37 0.04 Mass Point 2
0.28 0.28
-0.52 3
0.51 0.25
-0.76 4
0.79
-0.04
-0.74 5
1.00
-0.47
-0.41 6
0.20 0.68 0.62 7
0.40 1.00 0.95 8
0.81 0.89 1.00 9
1.00
-0.47
-0.41
Where, Per Section 6.0:
TAF1 = PFA/ZPA TAF 2 = PFA/PGA DIRECTION: North - South or East - West Elevation (Ft)
Mass Elevation Above PFA ZPA PGA TAF1
- TAF, Point (Ft)
Basement Grade (g)
(g)
(g)I 5 or 9 94.00 48 15 0.651 0.246 0.15 2.65 4.34 Table B.2 Inner Containment Structure Total Amplification Factors B-8
Indian Point Station Response Spectra Database Firequenca
- Hz Figure B.4 Inner Containment Structure Horizontal In-Structure Response Spectra Elevation 94' B-9 0.70 0.60 6.50 0.40 0.30 0.2 0.0 0
5VSSE i...............
I...............................................
i I
I I
I I i I I
I I
I I
I I
l i i
11 a0
.1
APPENDIX C Control Building C-1
C.1 Structure Description The Control Building is a three-story steel framed structure, and is an extension of the Unit 1 control room.
The structure is founded on rock at elevation 16'-0O".
Floor slabs are composite type construction, concrete over steel beams.
Insulated metal-sandwich panels form the exterior on the north side of the building.
Control Building floor plan is shown in Figure C.l1, with building sections through the structure shown in Figures C.2 and C.3.
C.2 Dynamic Model The design response spectra for the Control Building were generated by Westinghouse Electric Corporation -using-a 9-node lumped mass model, as shown in Figure C.4, and URS/Blume and Associates (Blume), using a three dimensional frame model as shown in Figure C.5.
The forcing function used by Westinghouse was the 1952 Taft Earthquake, N69W component normalized to 0.15g for the Safe Shutdown Earthquake.
The structural damping used was 2.5% for bolted steel structures as per the 1P2 UFSAR, as shown-in Table 1. 0.
The forcing function for the Blume model was a synthetic time history normalized to 0.15g with a structural damping of 2.5%.
The Westinghouse 9-node lumped mass model, Figure C.4 is used to predict response in the North-South direction.. However, in the East-West direction the model has similar characteristics and is thus used both for the prediction of North-South and East-West responses.
The Blume model, Figure C.5 consists of a 3-dimensional frame model.
C.3 Dynamic Parameters The dynamic parameters of the Control Building (frequencies, mode shapes and participation factors) are shown in Table C.1 for the Westinghouse dynamic model and (frequencies, mode shapes) for the Blume dynamic model.
Based upon a review of the two sets of ISRS, the Westinghouse
-model predicts a higher response than the Blume model.
This
.is because the Westinghouse analysis uses the 1952 Taft C-2
Earthquake which in the 1 to 5 Hz frequency range is more conservative than the synthetic input used in the Blume analysis.
Given the detailed model and the reasonable spectrum used in the Blume analysis, the ISRS generated from this dynamic analysis will be utilized for the prediction of floor response.
Associated amplification factors, TAF 1 and TAF 2 (Section 6.0) for the Blume model are provided in Table C. 2.
C.4 In-Structure Response Spectra Representative SSE floor response spectra associated with important elevations of the Control Building for 5% equipment damping are shown in Figures C.6 and C.7.
C-3
m L2 41 11.4 1008 NORTH 10.1 A
Figure C.1..
Control Building Plan of Structure C-4 H6 Q - I t
t I
I 110.1 -f7
EL 70'-8" EL 53'-0" EL 33'-0" EL 16'-0" COLUMN LINE L2 COLUMN LINE F1 Figure C.2 Control Building Section A-A Through Structure C-5
ROOF EL 70'-8" ELEVATION LOOKING EAST Figure C.3 Control Building Section Through Structure C-6
EL 70'-8" EL 53'-0" 9 w* EL 33'-0"
.9 EL 16'-0" ROCK ELEVATION LOOKING EAST Figure C.4 Control Building Westinghouse Lumped Mass Model C-7 w
"E
Figure C.5 Control Building Blume Lumped Mass Model C-8
Westinghouse Dynamic Model Mode 12 3
Frequency 1.61 2.46 4.64 Par.
acor2.37 1.51 0.43 Mass Point 2
0.13 0.17 1.00 30.36 0.34
-0.86 4
1.00
-1.00 0.33_
Table CA1 Control Building Westinghouse Dynamic Characteristics C-9
East-West Direction Mode 1
2 3
Frequency 1.57 3.48 4.42 Mass Point 60 0.18 0.36 0.56 98 0.63 0.19
-0.64 126 1.00
-1.00 1.00 North-South Direction Mode 1
2 3
Frequency 1.81 4.15 5.77 Mass Point 60 0.26 0.27 1.00 98 0.70 0.16
-1.00 126 1.00
-1.00 1.00 Table C.1 (Cont.)
Control Building URS/Blume Dynamic Characteristics C-I0
Where, Per Section 6.0:
Table C.2 Control Building Total Amplification Factors C-1l DIRECTION: North - South Elevation (Ft)
Mass Elevation Above PFA ZPA PGA TAF TAF2 Point (Ft)
(g)
(g)
(g)
BasementTGrade 53 37 37 2.150 0.443 0.150 4.85 14.33 33 17 17 1.160 0.302 0.15 3.84 7.73 DIRECTION: East - West 53 37 37 1.100 0.242 0.15 4.55 7.33 33 17 17 1.150 0.203 0.15 5.67 7.67 TAF1 =
TAF2 =
PFA/ZPA PFA/PGA
Indian Point Station Response Spect-a Database FrequencUa, Hz Figure C.6 Control Building North-South In-Structure Response Spectra Elevation 33' C-12 2.06 I..
I.'
8..
0.I 50 S.....................................
0 0.1III w__
Indian Point Station 2.80 Response Spectra Database 01 57S 0
1.0
.0 0 0
1..6......................
as 0.1.
Figure C.7 Control Building East-West In-Structure Response Spectra Elevation 33' C-13
APPENDIX D Fan House D-1
D.1 Structure Description The Fan House is a reinforced concrete structure, which is adjacent, but separate from, the Containment Structure. The structure is founded on rock at elevation 47 feet.
The structure is bounded on the east side by the Fuel Storage Building and by the Containment Structure on the North-West side. Plan and section views of the Fan House structure are shown in Figures D.1 and D.2.
D.2 Dynamic Model ISRS are not available for the IP2 Fan House, however, ISRS are available for the IP3 Fan House. A review of the IP2 and IP3 Fan House structures shows that the two structures are similar. This similarity enables the use of the IP3 spectra for the IP2 structure. The ISRS for the IP3 Fan House were developed by Westinghouse, using an 18-node lumped mass model, as shown in Figure D.3. This model was used to determine both North-South and East-West responses.
The forcing function used to obtain the design response spectra was a synthetic time history normalized to 0.15g for the Safe Shutdown Earthquake. The structural damping used for the IP3 Fan House was 5%, which is consistent with the IP2 UFSAR for shear wall or rigid frame construction as shown in Table 1.
D.3 Dynamic Parameters The dynamic properties of the Fan House (frequencies, modes shapes and participation factors) are provided in Tables D.1 and D.2 associated with the significant building response in the North-South and East-West directions, respectively.
Amplification factors TAF1 and TAF2 (Section 6.0) associated with each of the Fan House model mass points are provided in Table D.2.
D.4 In-Structure Response Spectra Representative SSE ISRS associated with important elevations of the Fan House for 5% equipment damping are shown in Figures D.4 and D.5.
D-2
..*4.*
r, T
I 4
+a.
I I
.- J t'
j--,g-..,
T i
rr.--..
Z 7
- -' -'i 41,1
~1 4..
/
V 1~~
.* '-'~**ji I II-I- "-
1~4
.7-s -. ~
e.
s~I~ '~
F'-~F, ~
.4-..
- -Al--
r-.
i--
4 AS Figure D.1 Fan House Plan of Structure D-3
-1
-I I-
-P"-/
FL /&Z, Figure D.2 Fan House Section of Structure D-4
EL(I 09'-O")
EL (90'-11")
EL (79'-0")
EL 67'-6" EL 51'-0" EL (46'-0")
EL (88'-0)"
EL 72'-0" 4
EL (51'-0")
IP2 ELEVATION Figure D.3 Fan House Dynamic Model D-5
North-South Direction Mode______
1 2
3 4
5 Frequency 2.74 8.19 11.57 11.76 21.34 Part. Facto, 0.30 1.30 1.20 0.40
-0.60 Mass Point 5
0.000
-0.006 0.209 0.105
-0.002 6
0.000
-0.014 0.549 0.273
-0.014 7
-0.001
-0.020 0.832 0.406
-0.040 8
-0.001
-0.020 1.000 0.487
-0.053 9
-0.001 0.426 0.541
-0.473
-0.231
- 10.
0.011 0.261 0.326
-0.303'
-1.000 11 0.068 0.033 0.042
-0.039
-0.221 12 0.001 0.574 0.393
-0.683
-0.171 13 0.017 0.480 0.135
-0.267
-0.241 14 0.012 0.336 0.061
-0.129
-0.096 15 0.040 0.657
-0.090 0.120 0.418 16 0.001 0.008
-0.010 0.160
-0.079 17 0.000 0.004
-0.006 0.008
-0.028 L 18 1
1.000 1.000
-0.586 1.000
-0.244-Table D.1I Fan House Dynamic Characteristics North-South Direction D-6
East-West Direction Mode 1
2 3
4 Frequency 4.20 6.93 8.39 13.20 Part.' Facto,
-0.40 0.96 1.40 0.58 Mas Pint 5
0.008 0.064 0.152 0.463 6
0.014 0.108 0.253 0.707 7
0.017 0.136 0.318 0.860 8
0.019 0.152 0.357 1.000 9
0.021 0.153 0.336 0.643 10 0.015 0.117 0.267 0.642 11 0.006 0.049 0.116 0.352 12 0.022 0.156 0.337 0.571 13 0.024 0.157 0.315 0.139 14 0.025 0.160 0.315 0.062 15 0.075 0.399 0.593
-0.890 16 0.069 0.399 0.615
-0.983 17 0.024 0.146 0.261
-0.212 18
-1.000 1.000
-1.000 0.180 Table D.2 Fan House Dynamic Characteristics East-West Direction D-7
Where, Per Section 6.0:
TAF l = PFA/ZPA TAF2 = PFA/PGA
- ,TAF, & TAF2 interpolated at 40' above grade reference point.
Note: 1.
Elevations reflect IP2 which differ slightly from IP3 elevation used in dynamic model, see Figure D.3.
Table D.3 Fan House Total Amplification Factors D-8 DIRECTION: North - South Elevation (Ft)
Mass Elevation Above PFA ZPA PGA TAF1 TAF2 Point (Ft)
Basement Grade (g)
(g)
(g) 8 90.92 45 451 0.170 0.15 4.89 5.55 15-16 88.00 42 421 1.079 0.260 0.15 4.15 7.19 40 4.18 6.67 7-9-12 79.00 33 33 0.728 0.170 0.15 4.28 4.85 13-14-17 72.00 28 28 0.815 0.160 0.15 5.09 5.43 6-10 67.50 21 21 0.549 0.150 0.15 3.66 3.66 DIRECTION: East - West 8
90.92 45 451 0.679 0.170 0.15 3.99 4.53 15-16 88.00 42 42' 1.207 0.260 0.15 4.64 8.05 40 4.44 7.20 7-9-12 79.00 33 33 0.632 0.170 0.15 3.72 4.21 13-14-17 72.00 28 28 0.653 0.160 0.15 4.08 4.35 6-10 67.5 21 21 0.547 0.150 0.15 3.65 3.65
lndian Point Station Response Spectra Database
- 5Y.SSE 8.58-.................................
0
.0 0.4 0................................................
S..I IL l
U U
Frequencj, Hz Calculated Figure D.4 Fan House North-South In-Structure Response Spectra Elevation 67' (Node 10)
D-9
Indian Point Station Response Spectra Databhase 5YSSE:
0
.6 0.6.......................
' ~ 0.30............................................
0.5e 0
o
.3 0.........................................
Fi-equenct, Hz Figure D.5 Fan House East-West In-Structure Response Spectra SElevation 67' (Node 10)
D-10
APPENDIX E Intake Structure E-1
E.1 Structure Description The Intake Structure is a massive reinforced concrete structure, consisting of separate concrete cells. The intake structure is built below grade at the Hudson River bank. The structure roof is at elevation 15'.
The structure is open to the river on the west side.
The base of the structure is founded on rock at elevation -27 feet. Section and plan views for the Intake Structure are shown in Figure E.1 and E.2.
E.2 Dynamic Model ISRS are not available for the IP2 Intake Structure, however, ISRS are available for the IP3 Intake Structure. A review of the IP2 and IP3 Intake Structures shows. that the two structures are similar. This similarity enables the use of the IP3 spectra for the IP2 structure.
The IP3 Intake Structure dynamic analysis was performed by Westinghouse using a 3 node lumped mass model, as shown in Figure E.3.
The forcing function used to obtain the design response spectra was a synthetic time history normalized to 0.15g for the Safe Shutdown Earthquake. The structural damping used for the IP3 Intake Structure was 5%, consistent with the IP2 UFSAR for concrete structure shear wall or rigid frame construction as shown in Table 1.
E.3 Dynamic Parameters The dynamic properties of the Intake Structure (frequencies, mode shapes, and participation factors) are provided in Table E.1, associated with the significant modes of response for both horizontal directions.
Amplification factors TAF1 and TAF2 (Section 6.0) associated with each of the Intake Structure model mass points are shown in Table E.2.
E.4 In-Structure Response Spectra Representative SSE floor response spectra associated with important elevations of the Intake Structure for 5% equipment damping are shown in Figures E.4 and E.5.
E-2
124'-0" Figure E.1 Intake Structure Plaii of Structure E-3
E LEGV.
15' Figure F-2 Intake Structure Section of Structure E-4
LL IJ
-V EL 0'-0" EL -27'-0" Figure E.3 Intake Structure Horizontal Lumped Mass Model E-5
North-South Direction Mode 1
2 3
Frequency 12.29 19.11 46.89
-Part.
Factor 1.05 0.07 0.08 Mass Point 1
0.000 0.000 0.000 2
0.826 1.000 0.868 3
1.000 0.439
-1.000 East-West Direction Mode 1
2 Frequency 18.40 49.84 Part. Factor 1.10 0.23 Mass Point 1
0.000 0.000 2
0.682 1.000 3
1.000
-0.309 Table E.1 Intake Structure Dynamic Characteristics E-6
Where, Per Section 6.0:
TAF1 TAF2
= PFA/ZPA
= PFA/PGA Table E.2 Intake Structure Total Amplification Factors E-7 DIRECTION: North - South Elevation (Ft)
Mass Elevation Above PFA ZPA PGA
Basement Grade (g)
(g)
(g) 3 15.00 42 0
0.549 0.200 0.15 2.75 3.66 2
0.00 27
-15 0.492 0.180 0.15 2.73 3.28 DIRECTION: East - West 3
15.00 42 0
0.537 0.190 0.15 2.83 3.58 2
0.00 27
-15 0.401 0.180 01.5 2.23 2.67
Indian Point Station Response Spectra Datahase
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° ° °, °.....................
°°°°.....
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0.....................
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FrequencU Hz Figure E.4 North-South Intake Structure North-South In-Structure Response Spectra Elevation 15'-0" E-8 0.66 0.c 0.4e 0.30 U
6.16 0.60 I
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Indian Point Station Response Specty-a DAtabase Frequency, Hz Figure E.5 East-West Intake Structure East-West In-Structure Response Spectra Elevation 15'-0" E-9 0.60 8.58 0.48 0.3
'V 0.1 C100 i*,
8o.28 U
8 o 18 8.88 0.
-5/SSE_______________
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APPENDIX F Primary Auxiliary Building F-1 I I
F.1 Structure Description The Primary Auxiliary Building is a reinforced concrete structure with steel framing and metal siding on the East and West ends constructed on variable levels from elevation 15' to elevation 80'.
The building is founded on rock. Generalized Primary Auxiliary Building plan and sections are shown in Figures F.1, F.2 and F.3.
F.2 Dynamic Model Design response spectra for the Primary Auxiliary Building were generated by two vendors, Westinghouse and Harstead. The dynamic models developed by Westinghouse and Harstead vary in complexity and size.
Westinghouse separated the Primary Auxiliary Building into three decoupled dynamic models; Left End (West), Center, and right (East side bay at Column Line 6-6).
These dynamic models are shown in Figures F.4, F.5 and F.6.
The forcing function used by Westinghouse was the 1952 Taft Earthquake, N69W component normalized to 0.15g for, the Safe Shutdown Earthquake. The structural damping used was 5% for concrete structures above ground as per the IP2 UFSAR as shown in Table 1, except for the Column Line 6-6 model, which utilized a damping factor of 2.5% applicable for bolted steel structures.
Harstead developed models for the Primary Auxiliary Building in the East-West and:North-South directions (Figures F.7 and F.8).
The forcing function for the Harstead model was a synthetic time history normalized to 0.15g.
The structural damping was set to 2.5%
for bolted steel structures, consistent with the East side of the structure, and conservative for the concrete portions of the building.
F.3 Comparison of Vendor Spectra Sets As the dynamic models used by Westinghouse and Harstead differ in complexity and
- size, the Harstead to Westinghouse comparison consists of a comparison of the input time histories, and a comparison of the generated ISRS.
The comparison of the input time histories used by Westinghouse and Harstead, shows that both the Taft and the F-2
synthetic ground response spectra envelope the Housner site spectra at 2.5% and 5% structural damping.
At the natural frequencies of the Harstead model the margin between the synthetic time history and the Housner response spectra is greater, than the Taft margin for the applicable frequencies of the Westinghouse models.
The comparison of the ISRS spectra sets shows that the Harstead spectra are generally comparable or more conservative than the Westinghouse spectra, except for the Column Line 6-6 spectra.
This is because of the uncoupling of the steel and concrete structures in the Westinghouse analysis. Typically, a more flexible steel structure will have a greater response than a concrete, or a concrete and steel structure., Thus, by uncoupling the steel and concrete structures for the Primary Auxiliary Building, Westinghouse incorporated an-additional margin in the model for Column Line 6-6.
Based on the discussion above it is concluded that the Westinghouse dynamic analysis for the Primary Auxiliary Building is acceptable, and consistent with the original design basis.
However, the Harstead generated response spectra is more realistic given the single dynamic model in comparison to Westinghouse's decoulped three dynamic models.
The Harstead model has included both directions of response, and are generally conservative in comparison to the Westinghouse model.
As such, Con Edison has selected to utilize the Harstead spectra for the A-46 program.
F.4 Dynamic Parameters The dynamic properties of the Primary Auxiliary Building (frequencies, mode shapes, and participation factors) are provided in Table F.1, associated with the significant modes of response for both horizontal directions.
Amplification factors TAF1 and TAF2 (Section 6.0) associated with each of the Primary Auxiliary Building model mass points are shown in Table F.2.
F.5 In-Structure Response Spectra Representative SSE floor response spectra associated with important elevations of the Primary Auxiliary Building structure for 5% equipment damping are shown in Figures F.9 and F.10.
F-3
A A
5 r-4
-II F
LEFT SECTION C-4 Figure F.1 Primary Auxiliary Building Plan of Structure F-4
-T I-0)
EL 114'-7" EL 98'-0" 4
EL 80'-0" 8 WF 24 8 WE 248WE48WE4 1
I 55 1
58 4
(N
(
N (N
18WF"60 18 WF 55 18WF 55 18 WF 45 4
~*
b
- 4.
b b
.6
.4.
5-4 6
b 8 B 10 t;&
6 16 B 31 EL 68'-O
- w.
.I COL LINE 6-6 16 B 31 Figure F.2 Primary Auxiliary Building Section A-A Through Structure F-5 1
8 24 8WF24 8 WF 24 8 WF24
T 1
EL 117'-0"I 1 6WF Figure F.3 Primary Auxiliary Building Section B-B Through Structure F-6
EL 80'-0" 4
EL 42'-0O 38'-0" Figure F.4 Primary Auxiliary Building Horizontal Lumped Mass Model Westinghouse - Left End (West)
F-7 EL 59'- 0" 3
I EL 35'-0" 2
EL 15'-0" II
EL 117'-0" 3
EL 98'-0" 2
EL 80'-0" 1
Figure F.5 Primary Auxiliary Building Horizontal Lumped Mass Model Westinghouse - Center F-8
In:
en mi U:
I 4
18 EL 114' 17
. EL 98' 9
1,3
'.EL 80'
-12 EL 68'-o" Figure F.6 Primary Auxiliary Building Horizontal Lumped Mass Model Westinghouse - Column Line 6-6 F-9 18
EL 115'-0" 4
5 EL 98'-07 8
EL 80'-0" 9
EL 68'-U' O
MODEL NODE CENTER OF MASS Figure F.7 Primary Auxiliary Building.
Horizontal Lumped Mass Model Harstead - North-South F-10
2 1
EL 115'-0" 4
5 3
EL 98'-0" 8
6 EL 80'-"
EL 68'4O 0
MODEL NODE 0
CENTER OF MASS Figure F.8 Primary Auxiliary Building Horizontal Lumped Mass Model Harstead - East-West F-I
North-South Direction Mode 1
2 3
Frequency 13.46 30.77 40.88
- t. Factor 1.42
-0.62 0.19 mass Point 2
1.00 1.00 1.00 5
0.74
-0.22
-0.95 8
0.28
-0.77 0.64 East-West Direction Mode 1
2 3
Frequency 15.75 36.87 51.30 Part. Ftor 1.40
-0.54 0.14
,Mass Point 2
1.00 1.00 1.00 5
0.77
-0.11
-0.95 8
0.38
-0.73 0.56 Table F.1 Primary Auxiliary Building Dynamic Characteristics F-12
Where, Per Section 6.0:
TAF1 = PFA/ZPA TAF2 = PFA/PGA
- TAF & TAF2 interpolated at 40' above grade reference point.
Table F.2 Primary Auxiliary Building Total Amplification Factors F-13 DIRECTION: North - South Elevation (Ft)
Mass Elevation Above PFA ZPA PGA TAF TAF 2 Point (Ft)
Basement Grade (g)
(g)° (g) 1-2 15 44 44 1.292 0.287 70.15 4.50 8.61 40 40 4.38 8.09 3-4-5 98 27 27 0.957 0.240 0.15 3.99 6.38 6-7-8 80 9
9 0.449 0.170 0.15 2.64 2.99 DIRECTION: East - West 1-2 115 44 44 1.161 0.314 0.15 3.70 7.74 40 40 3.74 7.28 3-4-5 98 27 27 0.867 0.224 0.15 3.87 5.78 6-7-8 80 9
9 0.491 0.200 0.15 2.46 3.27
Indian Point Station 0.56 Respcnse Spectra Database 5XSSE______
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3 4
U; 0.26 o
- 18
- 6. SE!
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4.4 S.SS I,
S
- 3.
a 0.1 0..........................
0.1 I
lee Frequency.*
Hz Figure F.10 Primary Auxi!iary Building East-West In-Structure Response Spectra Elevation 80' F-15
APPENDIX G Shield Wall G-1
G.1 Structure Description The Shield Wall is a 4' thick reinforced concrete wall founded on bedrock. The Shield Wall is located inside the Auxiliary Feedwater Pump Building on the West side of the Containment Structure, and is founded on rock at elevation 6 feet.
The Shield Wall supports concrete floors which span between the wall and a concrete fill foundation on the rock base at elevation 18', 32' and 43'.
The structure is as shown in Figures G.1 and G.2.
G.2 Dynamic Model ISRS are not available for the IP2 Shield Wall, however, ISRS are available for the IP3 Shield Wall.
A review of the IP2 and IP3 shield walls indicate that the two structures are similar. This similarity enables the use of the IP3 spectra for the IP2 structure. The IP3 Shield Wall dynamic analysis was performed by Westinghouse using a 21-node lumped mass model, as shown in Figure G.3..
e forcing function used to obtain the design response spectra was a synthetic time history normalized to 0.15g for the Safe Shutdown Earthquake.
The structural damping used for the IP3 Shield Wall was 5%,
consistent with the IP2 UFSAR for shear wall or rigid frame construction as shown in Table 1.
G.3 Dynamic Parameters The dynamic properties of the Shield Wall (frequencies, mode shapes, and participation factors) are provided in Tables G.1 and G.2, associated with the significant modes of response for both horizontal directions.
Amplification factors TAF1 and TAF2 (Section 6.0) associated with each of the Shield Wall model mass points are shown in Table G.3.
G.4 In-Structure Response Spectra Representative SSE floor response spectra associated with important elevations of the Shield Wall structure for 5%
equipment damping are shown in Figures G.5 and G.6.
G-2 I
- 1 CONTAIN MENT SHIELD WALL Figure G.1 Shield Wall Plan of' Structure G-3
ELEV, 80 P
kP-J 543 ELEV. 6' ELEV. -,V Figure G.2 Shield Wall Section of Structure G-4 nu Cw..4 ftlfl F-SM
EL 75'-0" EL 66'-0" EL 54'-0" 7
8 EL 42'-0" (43'-o")
- EL 30'-6" (32'-6")
EL 19'-6" (18'-s")
EL 7'-0" 20 (6'-6 0
IP2 ELEVATION Figure G.3 Shield Wall I-lorizoutal Lumped Mass Model G-5
4 North-South Plane Model Mode 1
2 Feuny14.95 52.18 Part. Factor 1.23 0.34
_____1____
1.000
-1.000 2
0.993
-0.921 3
1.000
-1.000 4
0.735
-0.172 5
0.734
-0.172 6
0.735
-0.172 7
0.447 0.582 8
0.447 0.567 9
0.447 0.582 10 0.175 0.804 11 0.176 0.791 12 0.175 0.804 13 0.048 0.700 14 0.050 0.691 15 0.048 0.700 16 0.004 0.424 17 0.004 0.420 18 0.004 0.424 Table G.1 Shield Wall Dynamic Characteristics G-6
East-West Grid Model Mode 1
2 3
4 Frequency 3.35 7.74 17.02 19.26
.Part.
Factor 1.35 0.00 0.00 0.49 Mass Paint 1
1.000
-1.000
-0.500
-0.909 2
1.000 0.000 1.000
-0.909 3
1.000 1.000
-0.500
-0.909 4
0.584
-0.691
-0.387 0.768 5
0.584 0.000 0.774 0.768 6
0.584 0.691
-0.387 0.768 7
0.224
-0.332
-0.215 1.000 8
0.224 0.000 0.429 1.000 9
0.224 0.332
-0.215 1.000 10 0.011
-0.030
-0.027 0.120 11 0.011 0.000 0.054 0.120 12 0.011 0.030
-0.027 0.120 13
-0.008 0.009 0.002
-0.041 14
-0.008 0.000 0.005
-0.041 15
-0.008
-0.009 0.002
-0.041 16
-0.001 0.003 0.000
-0.021 17
-0.001 0.000
-0.001
-0.021 18
-0.001
-0.003 0.000
-0.021 Table G.2 Shield Wall Dynamic Characteristics G-7
" I v
'! ". V Where, Per Section 6.0:
TAF l = PFA/ZPA TAF 2 = PFA/PGA
Table G.3 Shield Wall Total Amplification Factors G-8 DIRECTION: North - South Elevation (Ft)
Mass Elevation Above PFA ZPA PGA TAF TAF 2 Point (Ft)
Basement Grade (g)
(g)
(g) 1-2-3 78 72 60 0.526 0.242 0.15 2.17 3.51 4-5-6 66 60 48 0.38!
0.292 0.15 1.30 2.54 52 40 1.39 2.21 7-8-9 54 48 36 0.306 0.214 0.15 1.43 2.04 10-11-12 42 36 24 0.296 0.153 0.15 1.93 1.97 DIRECTION: East - West 1-2-3 78 72 60 1.354 0.409 0.15 3.07 8.36 4-5-6 66 60 48 0.775 0.264 0.15 2.94 5.17 52 40 1.89 3.66 7-8-9 54 48 36 0.437 0.244 0.15 1.79 2.91 10-11-12 42 36 24 0.288 0.194 0.15 1.48 1.92
Indian Point Station Response Spectra Database Frequency, Hz Figure G.5 Shield Wall North-South In-Structure Response Spectra Elevation 54' G-9 0.3!
0.3e 0.25 8.2e 0..t
- 0. le 0.02 8.
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Indian Point Station Response Spectra Database Frequencj., Hz Figure G.6 Shield Wall East-West In-Structure Response Spectra Elevation 54' G-1O 0
0.4.
0.30 0.20 I)1
@1
- s.
U1 i0 5.SSE iH.I w'
0.10 0.88
- i.
J. J 50 1
-P h.,
V