ML20044C827
| ML20044C827 | |
| Person / Time | |
|---|---|
| Site: | 05200001 |
| Issue date: | 05/07/1993 |
| From: | Fox J GENERAL ELECTRIC CO. |
| To: | Poslusny C Office of Nuclear Reactor Regulation |
| References | |
| NUDOCS 9305130132 | |
| Download: ML20044C827 (105) | |
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GENucle:r Energy i Genera:En* c Corces' i 175 Cume:Aeev 5an J=e. r4 SM25 i i i
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May 7,1993 Docket No. STN 52-001 I i Chet Poslusny, Senior Project Manager e Standardization Project Directorate .! Associate Directorate for Advanced Reactors i and License Renewal Office of the Nuclear Reactor Regulation
Subject:
Submittal Supporting Accelerated ABWR Review Schedule - Section 3.7 Audit Items
Dear Chet:
Enclosed is a SSAR markup addressing the Section 3.7 issues of the February 22,1993 audit ' report. This markup includes the Audit Item 3 and 11 responses, November 11,1993 and February 22,1993 audit reports, respectively, provided in a separate letter also dated April 7, l 1993. , Please provide copies of this transmittal to Tom Cheng and Gautam Bagchi. Sincerely,
- k. _Y#
I Jack Fox . Advanced Reactor Programs { cc: Gary Ehlert (GE) ! Norman Fletcher (DOE) ; Ai-Shen Liu (GE) ! I I 1
+
J54141 i 9305130132 DR 930507 ADOCK 05200001
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v ABWR 2mme REV B Standard Plant SECTION 3.7 CONTENTS Section Title Pace 3.7.1 Seismic Inout 3.7-1 ; 3.7.1.1 Design Response Spectra 3.7-1 33.1.2 Design Time Hista 3.7-2 3.7.13 Critical Damping Values 3.7-3 e t 3.7.1.4 Supporting Media for Seismic Category I Structures 3.7-3 l 3.7.1.4.1 Soil-Structure Interaction 3.7-4 3.7.2 Seismic Svstem Analvsis 3.7-4 3.7.2.1 Seismic Analysis Methods 3.7-4 3.7.2.1.1 The Equations of Dynamic Equilibri. - for l Base Support Excitation 3.7-4 I 3.7.2.1.2 Solution of the Equations of Motion by Modal Superposition 37-5 3.7.2.13 Analysis by Response Spectrum Method 3.75 3.7.2.1.4 Support Displacements in Multi-Supported : Structures 3.7-6 3.7.2.1.5 Dynamic Analysis of Buildings . 3.7-7 ; 3.7.2.1.5.1 Description of Mathematical Models 3.7-7 3.7.2.1.5.1.1 Reactor Building a'nd Reactor Pressure Vessel 3.7-7 3.7.2.1.5.1.2 Control Building 3.7-8 3.7.2.1.5.13 Radwaste Building 3.7-8 3.7.2.1.5.2 Rocking and Torsional Effects 3.7-8.1 , 3.7.2.1.53 Hydrodynamic Effeets 3.7-8.1 , 3.7.2.2 Natural Frequencies and Response Loads 3.7-9 3.7-li Amendment 18
l i I ABM usamic ni v 4 Standard Plant SECTION 3.7 CONTENTS (Continued) , Section Title Pace Procedae Used for ModeEn; 3.7-9 3.7.23 , 3.7.23.1 Modeling Techniques for Systems Other Than Reactor Pressure Vessel 3.7-9 Modeling of Reactor Pressure Vessel and Internals 3.7-9 f 3.7.23.2 I Soil-Structure Interaction 3.7-10 3.7.2.4 i Development of Floor Response Spectra 3.7-10 3.7.2.5 , i Three Components of Earthquake Motion 3.7-10 3.7.2.6 Combination of Modal Responses 3.7-11 3.7.2.7 3.7.2.8 Interaction of Non-Category I Structures with Seismic Category 1 Structures 3.7-11 i l Effects of Parameter Variations on Floor l 3.7.2.9
- Response Spectra 3.7 11 ;
~
Use of Constan; Vertical Static Factors 3.7-12 3.7.2.10 Methods Used to Account for Torsional Effects 3.7-12 3.7.2.11 Comparison of Responses 3.7-12 t 3.7.2.12 t Methods for Seismic Analysis of Category I Dam 3.7-12 1 3.7.2.13 a 3 7.2.14 . Determination of Seismic Category I Structure Overturning Moments 3.7-12 ; l' Analysis Procedure for Damping 3.7-13 3.7.2.15 , Seismic Submtem Analysis 3.7-14 3.73 , Seismic Analysis Method; 3.7 14 3.73.1 Determination of Number of Earthquake Cycles 3.7-15 , 3.73.2 i l
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t 3.7-iii i Amendment t
ABWR mame niv. n Standard Plant SECTION 3.7 CONTENTS (Continued) ; i Section Title Pace
- - Piping ~~ 3.7-15 3.73.2.1-
~
- 3.73.2.2 -- Other Equipment and Components' 3.7-15 Procedure Used for Modeling 3.7-15 3.733 Modeling of Piping Systems 3.7-15 3.733.1 Summary 3.7-15 3.733.1.1 3.733.1.2 Selection of Mass Points 3.7-16 Selection of Spectrum Cu ves 3.7-16 -
3.733.13 3.733.1.4 Dynamic Analysis of Seismic Category 1, ' Decoupled Branch Pipe 3.7-16 Selection of Input Time-Histories 3.7-16.1 3.733.1.5 , Modeling of Piping Suppons 3.7-16.1 3.733.1.6 Modeling of Special Engirected Pipe Supports 3.7-16.1 3.733.1.7 _ Modeling of Equipment 3.7-16.1 3.733.2 Field Location of Supports and Restraints 3.7-17 3.7333 , 3.733.4 Analysis of FrameType Pipe Supprts 3.7-17 Basis of Selection of Frequencies 3.7-17.1 3.73.4 3.73.5 Use of Equivalent Static Load Methods of Analysis 3.7-17.1
~ Subsystem Other Than NSSS L 3.7-17.1
-3.73.5.1 NSSS Subsystems 3.7-17.1 3.73.5.2_. -- .
3.73.6 Three Comoonents of Esrthquake Motion 3.7-17.1 Combination of Modal Responses 3.7-16 3.73.7
. Subsystems OtherTharrNSSS'- 3.7-18 3.73.7.1
% te Tem O S [ Er .
3.7-iv Amendment 23
MM 2sA61oors arv. e l Standard Plant : SECTION 3.7 f CONTENTS (Continued) l Section 11 tic East 3-3.7 18 l 3.73.7.2 NSSS S='uv> ice r Raumre-Rnnt-nf.the Knm.nf th,4pr;; Ma',M L 3,7 18.1 l f 3333.2.1 '
- .. - ....o 3,7,79 m- I 2 ;
Methodologies Used to Account for High-333.7h . 3.7 19.1 l Frequency Modes - 3.7 19.1 I 3.73.8 Analytical Procedure 3.7-19.1 3.7311 hSubsvcems Other Than NS ; i 3.73A1.1 Tualification by AnalysID 6e=wd 3.7 19.1 - l Rigid Subsystems with Rigid Supports 3.7-19.1 3.73A1.2 i Rig kl Subsystems with Flexible Supports 3.7-19.1 333.8.13 : 1 Flexible Subsystems 3.7 20 333A1.4 Static Analysis 3.7-20 3.73.8.1.5 v ( Dynamic Analysis -33 21 l 3.73A1.6 6 Damping Ratio 3.7-22 33 3 A 1.7 Effect of Differential Building Movements 3.7-22 ! 333.8.1.8 Design of Small Branch and Small Bore Piping 3.7-22.1 3.73A1.9 333 A 1.10 Multiply-Supported Equipment and Components with Dicrinct Inputs 3.7-22.1
> j 3.73A2 6TSSS Pinian Submtemp Guli.fc&g 8eup g g,433-22.2 r 3.7-22.2 3.7.2.a.2.1 @==b A -i. -e -
9.7 ? * "--- LL uf K"hd FiU%g une,m,%L 3 3-23 j i i 333.9. Multiple Supported Equipment Components With Distinct Inputs 3.7-23 l 3.7-23 333.10 Use of Constant Vertical Static Factors i 33-v j i 1 Amendment 23 5
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ABTM usamxe . Standard Plant REv.n SECTION 3.7 CONTENTS (Continued) Section Title Page 3.7 3.11 Torsional Effects of Eccentric Masses 3.7-23 3.73.12 Buried Seismic Category 1 Piping and Tunnels 3.7-23 3.73.13 Interadion of Other Piping with Seismic Category I Piping 3.7-23 3.7 3.14 Seismic Analysis for Reactor Internals 3.7-24 3.7 3.15 Analysis Proced( for Damping 3.?-24 3.7 3.16 Analysis Procedure for NonSeismic Structures in lieu of Dynamic Analysis 3.7-24 3.7-v.1 Amendment
1 i 23A61CDAE l Standard Plant nev n ! j t SECTION 3.7 CONTENTS (Continued) ! i Section Title PJut ! 3.7.3.17 Methods for Seismic Analysis of Above-Ground Tanks ~ 3.7-24 3.7.4 Seismic Instrumentation 3.7-24.1 s 3.7.4.1 Comparison with NRC Regulatory Guide 1.12 3.7-24.1 !
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3.7.4.2 Location and Description of Instrumentation 3.7-24.1 3.7.4.3 Control Room Operator Notification 3.7-24.1 j 3.7.4.4 Comparison of Measured and Predicted Responses 3.7-24.2 3.7.4.5 In-service Surveillance 3.7-24.2 ! 3.7.5 COL License Information 3.7-26 ' , 1
~
3.7.5.1 Seismic Design Parameters 3.7-26 i i 3.7.5.2 Pre-Earthquake Planning and Post-Earthquake Actions 3.7-26 l t 3.7.6 References 3.7-26 I a , l t a e l l t a
~I 1
4 I 3.7-vi -l 4 Amendment j
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'I
f ABWR nwmit 4 Standard Plant Rim n SECTION 3.7 TABLES Table Title Page 3.7 1 Damping for Different Materials 3.7-27 3.7-2 Natural Frequencies of the Reactor Building Complex in X Direction (0"- 180 Axis)- Fixed Base Condition 3.7-28 3.7-3 Natural Frequencies of the Reactor Building Complex in Y Direction (90 - 270 Axis) - Fixed Base Condition 3.!-29 3.74 Natural Frequencies of the Reactor Building Complex in Z Direction (Vertical) - Fixed Base Condition 3.7-30 3.7-5 Natural Frequencies of the Control Building - Fixed Base Condition 3.7-30 3.7-6 Natural Frequencies of the Radwaste Building
- Fixed Base Condition 3.7-34.1
-3.7 ' S h;= B; 1 3Day. Lamr.' od. 3.73. ,
3.74ii Amendment
t
23A6100AE Sta'ndard Plant Rev. n j SECTION 3.7 l t
ILLUSTRATIONS i Figure Title East l 3.7-1 Horizontal Safe Shutdown Earthquake Desiga . Spectra 3.7-35 j 3.7-2 Vertical Safe Shutdown Earthquake Design Spectra 3.7 36 ; i 3.7-3 Horizontal H1 Component Time History 3.7-37 ! 3.7-4 Horizontal H2 Component Time History . 3.7-38 , 3.7-5 Vertical Component Time History - 3.7-39 2% Damped Response Spectra, H1 Component 3.7-40 i 3.7-6 3.7-7 3% Damped Response Spectra, H1 Component 3.7-41
@ .an- W W .!
3.7-8 4% Damped Response Spectra, H1 Component 3.7-42 l 3.7.9 5% cf d h 3.7-9^ lo 7% Damped Response Spectra, Hi Component ~ 3.7-43 [ 3.7-18-8t 2% Damped Response Spectra, H2 Component 3.7-44 ! l 3.7-1612. 3% Damped Response Spectra, H2 Component 3.7 l 3.71f I3 4% Damped Response Spectra, H2 Component 3.7-46 3 7.-14 Sf, da h ! ' 3.7-47 3.7-1]ty 7% Damped Resonse Spectra, H2 Component i 2% Damped Response Spectra. VT Component 3.7-48 3.7-1(( 3
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'h r
I I 3.7-siii
.~
Amendment , i
AB%T uxaaoxe Standard Plant Rev s SECTION 3.7 ILLUSTRATIONS Figure Title Page 3.7-if 7 3% Damped Response Spectra, VT Component 3.7-49 3.7-16 6 4% Damped Response Spectra, VT Component 3.7-50 3.1- l 8 57. d LN&- 3.7-W 20 7% Damped Response Spectra, VT Component 3.7-51 > 3.7 15 Deleted C 3.7-52 _t 7.10 _. - n,'-' r 4 x 3.7-53 0 J.L20 -- 012d 3.7-54 3.7-21 Deleted 3.7-55 3.7-22 Deleted 3.7-56 3.7-23 Deleted 3.7-57 3.7-24 Power Spectral Density Function, H1 Component 3.7-58 3.7-25 Power Spectral Density Function, H2 Component 3.7-59 3 T-26 - d4 h - , VT Ccwycnd h- DeJsade_. 3.740 3.7-27 Deleted 3.7-61 3.7-28 Seismic AnalyticalModel 3.7-62 3.7-ix Amendment
I MM 2M6100AE ^ Standard Plant REV.A SECTION 3.7 f ILLUSTRATIONS (Continued) : Figure Title East 3.7-29 Reactor Building Elevatic,n (0 - 180" Section) 3.7-63 ; 3.7-30 Reactor Building Elevation (90 - 270 Section) 3.7-64 I 3.7-31 Reactor Building Model 3.7-65 3.7-32 Reactor Pressure Vessel and Internals Model 3.7-66 3.7-33 ControlBuildingk odel 3.7-67 4 3.7-34 Radwaste Building Seismic Model 3.7-68 , f t s 1 i i 1 1 i i F I J 3.7-x I L Amendment 18
ABWR 23A6100AE Standard Plant RIN B 3.7 SEISMIC DESIGN earthquake (lesser magnitude than the SSE) on fatigue evaluation and plant shutdown criteria All structures, systems, and equipment of the are addressed in Subsections 3.7.3.2 and facility are defined as either Seismic Category I 3.7.4.4, respectively. or non. Seismic Category 1. The requirements for Seismic Category 1 identification are given in Section 3.2 along with a list of systems, compo-nents, and equipment which are so identified. All structures, systems, components, and equip-ment that are safety-related, as defined in Sec-tion 3.2, are designed to withstand carthquakes as defined herein and other dynamic loads includ-ing those due to reactor building vibration (RBV) caused by suppression pool dynamics. Although this section addresses seismic aspects of design The seismic design for the SSE is intended to and analysis in accordance with Regulatory Guide provide a margin in design that assures 1.70, the methods of this section are also capability to shut down and maintain the nuclear applicable to other dynamic loading aspects, facility in a safe condition. In this case, it except for the range of frequencies considered. is only necessary to ensure that the required The cutoff frequency for dynamic analysis is 33 systems and components do not lose their H: for seismic loads and 60 Hz for suppression capability to perform their safety-related pool dynamic loads. For piping systems with a function. This is referred to as the fundamental frequency greater than 20 Hz, the no-loss-of-function criterion and the loading cutoff frequency for dynamic analysis is 33 Hz condition as the SSE loading condition. for seismic loads and 100 Hz for suppression pool dynamic loads. The definition of rigid system Not all safety-related components have the used in this section is applicable to seismic same functional requirements. For example, the design only. reactor containment must retain capability to restrict leakage to an acceptable level. The safe shutdown carthquake (SSE) is that Therefore, based on present practice, elastic carthquake which is based upon an evaluation of behavior of this structure under the SSE loading the maximum carthquake potential considering the condition is ensured. On the other hand, there regional and local geology, seismology, and are certain structures, components, and systems specific characteristics of local subsurface that can suffer peruanent deformation without material. It is that earthquake which produces loss of function. yping and vessels are the maximum vibratory ground motion for which r where the principal Seismic Category I systems and components are examples requirement ofis the thatlattg; t hey retain contents and designed to remain functional. These systerns and allow fluid flow, components are those necessary to enmure: Table 3.2-1 identifies the equipment in (1) the integrity of the reactor cociant pressure various systems as Seismic Category I or non-boundary; Seismic Category 1. (2) the capability to shut down the reactor and 3.7.1 Seismic Input maintain it in a safe shutdown condition; and 3.7.1.1 Design Response Spectra (3) the capability to prevent or mitigate the consequences of accidents that could result The design earthquake loading is specified in in potential offsite exposures comparable to terms of a set of idealized, smooth curves the guideline exposures of 10CFR100. called the design response spectra in accordance with Regulatory Guide 1.60.
. The operating basis carthquake (ODE) is not a design requirement. The effects of low-level Amendment 3.7-1
i I ABWR > s.0 23s61oose ! Standard Plant prv. s l l Figure 3.7-1 shows the s andard ABWR design ents mutually perpendicular to each other. Both j values of the horizontal SE spectra applied at H1 and H2 are based on the design horizontal the finished grade in the free field for damping ground spectra shown in Figure 3.7-1. The VT is l ratios of 2.0, 3.0, 4.0l and 7.0% of critical the vertical component and it is based on the l damping where the maximum horizontal ground design vertical ground spectra shown in Figure ' acceleration is 0.3g. Figure 3.7-2 shows the 3.7-2. The SSE acceleration time histories of standard ABWR design values of the v-Trical SSE the three components are shown in Figures 3.7-3 spectra applied at the finished grade in the free through 3.7-5 together with corresponding field for damping ratios of 2.0, 3.0, 4.0, an d velocity and displacement time histories. Each 7.0% of critical damping where the maxihum time history has a total duration of 22 seconds. ? vertical ground acceleration is 0.30 g at 3Hz, ,,. ' g[ same as the maximum horizontal g ound These time histories satisfy th / acceleration, spectrum-enveloping requirement stipulate in the NRC Standard Review Plan (SRP) 3.7 The C mPulc tc5Ponse spema of 2%, M,4%nd 7% 5*0 damping are compared with the corresponding design RG 1.60 spectra in Figures 3.7-6 through , f,
/T73 for the H1 components, in Figures 3.7-{7 ic throuch 3.7@ for the H2 component, and Figures T h e d e s ig n s p e c t r a a r e c o n s t r u c t e d i n /37M,.'thrdugh 3.7 7)for the VT com ponent. The accordance with Regulatory Guide 1.60. The j(response spectra ar computed at frequency normalization factors for the maximum values in intervals suggested 'n Table 3.7.1-1 of SRP two horizontal directions are 1.0 and 1.0 a/3.7.1 plus three addi 'onal frequencies at 40, applied to Figure 3.7-1. For vertical directi.on, 50, and 100Hz. go the normalization factor is 1.0 as applied to Figure 3.7-2. / The time histories of the two horizontal
/5 components also satisfy the Power Spectra 3.7.1.2 Design Time History Density (PSD) requirement stipulated in Appendix A to SRP 3.7.1. The computed PSD functions The design time histories are synthetic envelop the target PSD of a maximum 0.3g acceleration time histories genersted to match acceleration with a wide margin in the ficquency the design response spectra defined in Subsection range of 0.3 Hz to 24 Hz as shown in Figures 3.7.1.1. 3.7-24 and 3.7-25 for the H1 and H2 components, respectively. In these figures the curve labeled as 80% of the target PSD is the minimum PSD requirement.
hnse<h h V The time histories of three spatial nmponents are checked for statistically idependency. The cross-correlation coefficient at zero time lag is 0.01351 between H1 and H2, The carthquake acceleration time history 0.07037 between H1 and VT, and 0.07367 between components are identified as H1, H2, and VT. The H2 and VT, All of them are less than 0.16 as H1 and H2 are the two horizontal compon- recommended in the reference of RG 1.92. Thus, 7 H1, H2, and VT acceleration time histories are (* The OBE given in Chapter 2 is one-third oft mutaally statistically independent. . the SSE, i.e., 0.10 g, for the ABWR Standard Nuclear Island design. However, as discussec in Chapter 2, a more conservative value of one-half of the SSE, i.e., 0.15 g, war employed to evaluate the structural ancl mponent response. ) 31-2 Amendment t
The targot PSD cocpatibio with the RG 1.60 vortical epoctrua 10 f not specified in Appon A to SRP 3.7.1. Using the caso methodology on which
- ainimum PSD requirement of Appendix A to SRP 3.7.1 for the RG A.60 horizontal spectrum is based, the vertical target PSD compatible with the RG 1.60 vertical spectrum is derived with the following coefficients for 1.0g peak ground acceleration So(0 = 354.72 inch 2/sec3 (f /3.5)u f s 3.5 Hz
= 354.72 inch 2/sec3 (3.5/f)t6 3.5 < f s 9.0 Hz ( 3' 7 -- V
= 78.272 inch 2/3ec3 p.0/f)3D 9.0 < f s 16.0 Hz
= 13.931 inch 2/sec3 (16.0/f)72 16.0 < f Hz The PSD function of vertical component of the design time history (SSE with 0.39 PGA) is computed and subsequently averaged and smoothed using SRP 3.7.1 criteria. Similarly, the target PSD is computed for 0.3g maximum acceleration. The PSD i of the design time history is compared with the target and 801, of target PSD in Figure 3.7-26. As shown in this figure, PSD of
( the vertical time history envelopes the target PSD with a wide , ( margin. This comparison confirms the adequacy of energy content of the vertical time history. I i
ABWR meme Standard Plant urv a 3.7.1.3 Critical Dar.sping Values j The damping values for SSE analys are l presented in Table 3.7-1 for various structures and components. They are in compliance with Regulatory Guides 1.61 and 1.84 3.7.1.4 Supporting Media for Seismic Category , I Structures The fo!!owing ABWR Standard Plant Seismic ! Category I structures have concrete mat l foundations supported on soil, rock or compacted l backfill. The maximum value of the embedment depth below plant grade to the bottom of the . base mat is given below for each strccture. I i l Amendment 3.73 l
23A6100AE Standard Plant REv n (1) Reactor Building (including the enclosed mode shapes, and appropriate damping factors of primary containment vessel and reactor the particular system toward the solution of the pedestal) - 25.7 m (S' ':,
- N)P_._ equations of dynamic equilibrium. The time-history approach may alternately utilize the (2) Control Building- 23.2 m. direct integration method of solution. When the structural response is computed directly from (3) Radwaste Building Substructure - 16 m. the coupled structure-soil system, the time-history approach solved in the frequency domain All of the abose buildings have independent is used. The freque cy domain analysis method foundations. In all cases the maximum value of is described in Appendix 3A. ,
emberiment is used for the dynamic analysis to determine seismic soil-structure interaction 3.7.2.1.1 The Equations of Dynamic Equilibrium effeets. The foundation support materials for Base Support Excitation withstand the pressures imposed by appropriate loading combinations without failure. The total Assur7ing velocity proportional damping, the structural height of each buildbg is aescribed dynamic equilibrium equations for a lumped-mass, in Subsection 3.8.2 through 3.8.4. For details distributed-stiffness system are expressed in a of the s:suctural foundations refer to Subsection matrix form as: 3.8.5. The ABWR Standard Plant is designed for a ' - range of soil conditions given in Appendix 3A. R ed ' -- 43.7 1) 3.7.1.4.1 Soil-Structure Interaction ,, , (3.7-2) [M] { u (t) } + [c] { u (t) } +[K] { u (t) } = When a structure is supported on a flexible { P (t) } foundation, the soil-structure interaction is taken into account by coupling the structural where model with the soil medium. The finite-element representation is used for a broad range of {u(t)) = time-dependent displacement I supporting medium conditions. Detailed vector of non-support points methodology and results of the soil-structure relative to the supports j interaction analysis are provided in Appendix 3A. (u (t) = u(t)
- r (t))
3.7.2 Seismic System Analysis { u(t) } = time-dependent velocity vector of non-support points This subsection applies to the design of relative to the supports Seismic Category I structures and the reactor ,, pressure vessel (RPV). Subsection 3.7.3 applies {u(t)} = time-dependent acceleration to all Seismic Category I piping systems and vector of non-support points equipment. relative to the supports 3.7.2.1 Seismic Analysis Methods [M] = mass matrix Analysis of Seismic Category I structures and [C] e damping matrix the RPV is accomplished using the response spectrum or time-history approach. The time- [K] = stiffness matrix history approach is made either in the time domain or in the frequency domain. ( P (t) } = time-dependent inertia force vector (-[M] {u,(t)} acting Either approach utilizes the natural period, at non-support points The manner in which a distributed-mass, distributed-stiffness system is idealized into a lamped-rnass, distributed-stiffness system of Seismic Category I structures and the RPV is 37-4 Amendment
2hAMaQAE
..a. e .- m ;
shown in Figure 3.7 28 along with a schematic The mode shape vectors are also orthogonal ! representation of relative ac,celeration; *si (t), with respect to the mass matrix [M]. support acceleratioe; us (t) and total acceleratioat ut(t). The orthogonality of the mode shapes can be '; used to effect a coordiante transformation of the 3.7,2.1.2 Soludos of the Equations of Modos displacements, velocities and accelerations such by Modal Superposition that the response in each mode is independent of ) the response of the system in any other mode The technique used for the solution of the Thus, the problem becomes one of solving n : equations of motion is the method of modal independent differential equations rather than n ; superposition. simultaneous differential equations; and, since i the system is linear, the principle of sunerposi- l The set of homogeneous equations represented by tion holds and the total response of the system ; the undamped free vibration of the system is: oscillating simultaneously in a modes may be determined by direct addition of the responses in ! [M] (ii(t)} + [K] {u (t)} = {0}. (3.7-3) the individual modes. Since the free oscillations are assumed to be 3.7.2.1.3 Analysis by Raspoese Spectrum Method harmonic, the displacements can be written as: i The response spectrum method is based on the l {u (t)} = {4} e #t. 8 (3.7-4) fact that the modal response can be expressed as a set of convolution integrals which satisfy the ! governing differential equations. The advantage j i where of this form of solution is that, for a given ;
~
- ground motion, the only variables under the in-(p} = column matrix of the amplitude of tegral are the damping factor and the frequency.
displac;ments {u} Thus, for a specified damping factor it is possi- ! ble to construct a curve which gives a maximum w = circular frequency of oscillation value of the inte,gral as a function of frequency. i t time. Using the calculated natural frequencies of ! vibration of the system, the maximum values of t Substituting Equation 3.7 4 and its derivatives the modal responses are determined directly from l in Equation 3.7 3 and noting that e WI is not the appropriate response spectrum. The modal necessarily'rers for all values of wt yields: maxima are then combined as discussed in Subsection 3.7.2.7. ! [.g2 [y) . [gj j {4) {o}, (3,7,5) [H ji When the equipment is supported at more show Equation 3.7 5 is the classic dynamic is4 points located at differest elevations in the characteristic equation, with solution involving building, the response spectrum analysis is tbc eigenvalues of the frequencies of vibrations perforused using the envelope response spectrum of wi and the eigenvalues mode shapes, (p};. all attachment points. Alternatively, the (i = 1, 2, ..., a). multiple support escitation analysis methods may . be used where acceleration time histories or l For eaeh frequeacy wi, there is a response spectra are applied to all the equipment l 4 corresponding solution vector {(}; determined attachment points. In soese cases, the worst
. to within orbitrary scalar factor Yj known as single floor response spectrum selected from a a a
the normal coordinate. It can be shown that the set of floor response spectra obtained at various mode shape vectors are orthogonal with respect to floors may be applied identically to all floors the weighting matrix [K] in the n-dimensional provided there is so significant shift in fre. sector space. quencies of the spectre peaks. i h]n CN N m...o - Q y'j m l 1 i l,
MN Standard Piant nuncra pn. 4 3.7.2.1A Sepped Displ acements in Multi. Suppotted Structures Cas and Kas = damping and stiffness "g matrices denoting the In the preceding sections, analysis proce- coupling forces developed in dures for forces and displacements induced by the active degree: of freedom by the motion of the time dependent support displacement were dis-cussed. In a multi. supported structure there supports and vice versa; are, in addition, time dependent support dis- - placements which produce additional displace. Fa = preseribed e atera ai ments at nonsupport points and pseudo static time dependent forces forces at both support and nonsupport points. applied on the active degrees of freedom; and The governing equation of motion of a structural system which is supported at more than Fs = reaetion forces at the one point and has different escitations applied system support points, at each may be expressed in the following concise Total differentiation with respect to time is matrix form: denoted by (-) in Equation 3.7 6. Also, the , mao ,Ca , Cu, LUa} contributions of the fixed degrees of freedom
- qU,}i+
' - have been removed in the equation. The l s l ,Cas Uss [b is? procedure utilized to construct the damping O Ms_
matrix is discussed in Subsection 3.7.2.15. The FK,g Kas. U, . [ Fa ) L mass and clastic stiffness matrices.are
+
j: ;L J-M formulated by using standard procedures. Ksa Es s LUe s FJ s (3.7-6)
* ~
Equation 3.7 6 can be separated into two sets of equati ons. The 'irst set of equations can be where ' written as: Ua = displacement of the active (un:upported) degrees of .,
=
. _ (3.7 ?a) freedom; [Md (U s} + [ Css](Us) + [gss)(Us)
Us - Specified displacements of + [Casl(U,} - [K s] a (U,} = (Fs); support points; and the second set aa:
= lumped diagonal mass (3.7 7b)
Ma andM s ,, , matrices associated with the {Ma j [Ua} + [Cg a](Ua)
- IKaa](Ua) active degrees of freedom ._ _ _
and the support points; + [C 3)(Us} + [Kaj (Us) = (Fa); The timewise solution of Equation 3.7 7b can Can andKsa = damping matrix and clastic s t i f f a e e r, aatrix, be obtained easily by using the standard normal respectively, expressing the mode solution technique. After obtaining the forces deve'soped is the displacement response of the active degrees of active degrees of freedom freedom (Ug) Equation 3.7 7a can then be used due to the motion of the to solve the support point reaction forces active degrees of freedom; (F ).
- support forces due to unit Modal suptposition is used to determine the Css andKss velocities and displacement solutions of the uncoupled form of Equation of the supports; 3.7 7a. The procedure is identical to that described in Subsection 3.7.2.1.2.
N No CI" )34 _., 3
--%J
ABM m amie nev n Standard Plant j 3.7.2.1.5 Dynamic Analysis of Buildings (a) the reinforced concrete containment vessel (RCCV' that includes the reactor shield wall The time-history method either in the time (RSW), the reactor pedestal, and the reactor domain or in %- frequency domain is used in the pressure vessel (RPV) and its internal dynamic analysis of buildings. As for the components (b) the secondary containment zone modeling, both finite-element and lumped-mass having many equipment compartments, and (c) the methods are used. clean zone. The building basemat is assumed to be rigid. Bujldingelevations along the 0"- , 3.7.2.1.5.1 Description of Mathematical Models 1809 and 90 -270 sections are shown in Figures 3.7-29 and 3.7-30, respectively. The A mathematical model reflects the stiffness, mathematical model is shown in Figure 3.7-31. mass, and damping characteristics of the actual The model X and Y axes correspond to the RB structural systems. One important consideration 0 -180 and 90 -270 dir e ctio n s, is the information required from the analysis. respectively. The Z axis is along the vertical Consideration of maximum relative displacements direction. The combined RB model as shown in among supports of Seismic Category I structures, Figure 3.7-31 basically consists of two systems, and components require that enough uncoupled 2-D mod-h in the X-Z and Y-Z planes points on the structure be used. Locations of since the beilding is essentially of a symmetric Q Seismic Category I equipment are taken into design with respect to its two princi 41 b consideration. Buildings are mathematically directions in the horizontal plane. Me^ modeled as a system of lumped masses located at ccupFng-eff Ms of % !;;c rai o u d m e n e n:.! '- elevations of mass concentrations such as floors. =c:!ces er the bu!ldini; ne.ol i.,m,a,u -- the han:cr::! dir:::!cn . ::: f u s d t o b c ". In general three-dimensional models are used negH g;kt. rhere rner a un:c,.p;cd 3 0 m m - for seismic analysis. In all structures, six uB " '
^@ ec 'nr<inet degrm nffr--dem a_r=
degrees of freedom exist for all mass points
- dyn:r:e 2n !pid The methods (i.e., Ih r e c t r a nslational and t b r e e used to account for torsional effects to define rotational). However, in most structures, some design loads are given in Subsection 3.7.2.11.
of the dynamic degrees of freedom can be neglected or can be uncoupled form each other so The model shown in Figure 3.7-31 corresponds that separate analyses can be performed for to the X Z plane. The only difference in terms different types of motions. of schematic representation between the X-Z and Y-Z plane models is that the rotational spring Coupling between the two horizontal motions between the RCCV top slab (node 90) and the occurs when the center of mass, the centroid, and basemat top (node 38) is presented only in the the center of rigidity do not coincide. The X-Z plane. degree of coupling depends on the amount of eccentricity and the ratio of the uncoupled Each structure in the reactor building torsional frequency to the uncoupled lateral complex is idealized by a center-lined stick fr e que ncy. Since lateral / torsional coupling and model of a series of massless beam elements. torsional response can significantly influence Axial, flexural, and shear deformation effects floor accelerations, structures are in general are included in formulating beam stiffness designed to keep minimum cecentricities. terms. Coupling between individual structures However, for analysis of structures that possess is modeled by linear spring elements. Masses unusual eccentricities, a model of the support including dead weights of structural elements, building is developed to include the effect of equipment weights and piping weights are lumped lateral / torsional coupling. to nodal points. The weights of water in the 3.7.2.1.5.1.1 Reactor Building and Reactor 1 Pressure Vessel The reactor building (RB) complex includes: 3.7.7 Amendment
i (The double symmetry assumption of this stick model is justified by comparing its responses to that of a detailed 3D finite - element model at major elevations for the fixed base condition effect included. The results shows that the two 02iwithembedment models are dynamically equivalent and the responses are in good i agreement. Therefore, the assumption of double symmetry (i.e., no torsional degrees of freedom) for the reactor building stick i "model is adequate. 7 t k e 1 6 T
}
L 1
- l
ABM 23A6103AE erv n Standard Plant spent fuel storage pool and the suppression pool reactor pedestal is a cylindrical structure of a a.: also considered and lumped to appropriate composite steel-concrete design. The total locations. stiffness of the pedestal includes the full strength of the concrete core. Mass points are The portions of the reactor building outside selected at equipment interface locations and the RCCV are box-type shear wall systems of geometrical discont;nuities. In addition, reinforced concrete construction. The major intermediate mass points are chosen to result in walls between floor slabs are represented by beam more uniform mass distribution. The pedestal elements of a box cross section. The shear supports the reactor pressure vessel and it also rigidity in the direction of excitation is provides lateral restraint to the reactor provided by the parallel walls. The bending control rod drive housings below the vessel. rigidity inclades the cross walls contribution. The RSW is connected to the RPV by the RPV l The reactor building is fully integrated with the stabilizers which are modeled as spring RCCV through floor slabs at various elevations. elements. Spring elements are used to represent the slab in-plane shear stiffness in the horizontal The model of the RPV and its internal direction. In the vertical direction a single components is described in Subsection mass point is used for each slab and it is 3.7.2.3.2. This model as shown in Figure 3.7-32 . connected to the walls and RCCV by spring is coupled with the above-described RB model for elements. The spring stiffness is determined so the seismic analysis. that the fundamental fregaency of the slab in the vertical direction is maintained. 3.7.2.1.5.1.2 Control Building The RCCV is a cylindrical structure with a The control building dynamic model is shown flat top slab with the drywell opening, which, in Figure 3.7-33. The centrol building is box along with upper pool girders and reactor type shear wall system reinforced concrete. The building walls, form the upper pool. Mass points major walls between floor slabs are represented are selected at the RB floor slab locations. by beam elements of a box cross section. The ; Stiffnesses are represented by a series of beam shear rigidity in the direction of excitation is elements. In the X-Z plane, a rotational spring provied by the parallel walls. The bending element connecting the top slab and the basemat rigidity includes the cross walls contribution. is used to account for the additional rotational in the vertical direction a single mass point is rigidity provided by the integrated RCCV-pool used fer each slab and it is connected to the girder-building walls system. The RCCV is also walls by spring elements. The spring element coupled to the RPV through the refueling bellows, stiffness is determined so that the fundamental l and to the reactor pedestal through the diaphragm frequency of the slab in the vertical direction floor. Spring elements are used to account for is maintained. these interactions. The lower drywell access tunnels spanning betweert the RCCV and the reactor 3.7.2.1.5.1.3 Radwaste Building pedestal are not tuodeled since flexible rings are provided which are designed to reduce the The radwaste building dynamic model is shown coupling effects. in Figure 3.7 34. The radwaste building is box type shear wall system of reinforced concrete. The RSW consists of two steel ring plates with The major walls between floor slabs are concrete fill in between for shielding purposes. represented by beam elements of a box cross Concrete in the RSW does not contribute to section. The shear rigidity in the direction of stiffness; but its weight is included. The excitation is provided by the parallel walls. The bending rigidity includes the cross walls contribution. In the vertical direction a single mass point is used for each slab and it is connected to the walls by spring elements. The spring element stiffness is determined so Amendment 3.7-8 i
l ABWR 2M62ccAE i i Standard Plant ,, that the fundamental frequency of the slab in the : sertical direction is maintained. ,i I 3.7.2.1.5.2 Rocidag and Torsional Effects -{ I Rocking effects due to horizontal ground ! movement are considered in the soil structure ! interaction analysis as described in Appendix ~ , 3A. Wheneser building response is calculated ! fro:n a second step structural analysis, rocking effects are included as input simultaneously j applied with the horizontal translational motion '; at the basemat. The torsional effect considered ! is described in Subsection 3.7.2.11. I 3.7.1.1.5.3 Hydrodpamic Effects j For a dynamic system in which a liquid such as l water is insched, the hydrodynamic effects on ! adjacent structures due to borizontal excita- -l tien are taken into consideration by including i hydrodynamic mass coupling terms in the mass ! matris. The basic formulas used for computing j these actms are in Reference 4. In the vertical ~j escitsilen. the hydrodynamic coupling effects i I 4 t t l f
'i f
i r 3
.j 7 N "' !
No d ~p -
)
ABM 23xwxxc arv ri S tandard Plant are assumed to be negligible and the water mass R=g Fundamental frequency of the supported is lumped to appropriate structural locations. subsystem / frequency of the dominant srpport motion 3.7.2.2 Natural Frequencies and Response Loads a If the subsystem is comparatively rigid in The natural fre uencies p to 33 Hz fo the relation to the rupporting system, and also is Q reactor! control buildings) and radwaste are rigidly connected to the supporting system, it presented in Tables 3.7-2 through 3.7 ed is sufficient to include only the mass of the 24-M for the fixed base condition. subsystem at the support point in the primary system model. On the other hand, in case of a , Enveloped response loads at key locations in subsystem supported by very flexib;c the reactor building complex and the control connections, e.g., pipe supported by hangers, building due to SSE for the range of site the subsystem need not be included in the conditions considered are presented in Appendix primary model. In most cases the equipment and 3A. Response: spectra at the major equipment components, which come under the definition of elevations and support points are also given in subsystems, are analyzed (or tested) as a Appendix 3A. decoupled system from the primary structure and the seismic input for the former is obtained by The design SSE loads for the radwaste building the analysis of the latter. One important D are given in Tab'e @ 3//. 3. 4- / exception to this procedure is the reactor coolant system, which is considered a subsystem 3.7.23 Procedure Used for Modeling but is usually analyzed using a coupled model of the reactor coolant system and primary 3.7.23.1 Modeling Techniques for Systems structure. Other Than Reactor Pressure Vessel In the second method of modeling, the An important step in the seismic analysis of structure of the system is represented as a two-systems other than the reac::or pressure vesselis or three-dimensional finite-element model using the procedure used for modeling. The techniques combinations of beam, plate, shell, and solid center around two methods. The first method, the elements. The details of the mathematical system is represented by lumped masses and a set models are determined by the complexity of the of spring dashpots idealizing both the inertial actual structures and the information required and stiffness properties of the system. The for the analysis. details of the mathematical models are determined by the complexity of the actual structures and 3.7.23.2 Modeling of Reactor Pressure Vessel the information required for the analysis. For and laternals the decoupling of the subsystem and the supporting system, the following criteria The seismic loads on the RPV and reactor equivalent to the SRP requirements are used: internals are based on coupled dynamic analysis with the reactor building. The mathematical (1) If R 10.01, decoupling can be done for model of the RPV and internals is shown in anyh. Figure 3.7-32. This model is coupled with the reactor building model for this analysis. (2) If 0.011 R 1 0.1, decoupling can be done if Rg 10.8 o,r Rg 11.25. The RPV and internals mathematical model consists of lumped masses connected by clastic (3) If R > 0.1, an approximate model of the beam element members. Using the clastic proper-subsfstem should be included in the primary ties of the structural components, the stiffness system model. properties of the model are determined and the effects of axial bending and shear are included. Where R and R are g defined as: R = Total mass of the supported system / critical interest such as anchors, supports, Mass that supports the subsystem 3.7-9 Amendment
ABM nmoone RIN n Standard Plant points of discontinuity, etc. In addition, mass then obtaining its natural frequencies and mode points are chosen so that the mass distribution shapes. The dynamic response at the mass points in various zones is uniform as practicable and is subsequently obtained by using a time-history the full range of frequency of response of inte- approach. rest is adequately represented. Further, in order to facilitate hydrodynamic mass calcula- Using the acceleration time-history response tions, several mass points (fuel, shroud, vessel) of a particular mass point, a spectrum response are selected at the same elevation. The RPV and curve is developed and incorporated into a internals are quite stiff in the vertical direc- design acceleration spectrum to be utilized for tion. Vertical modes in the frequency range of the scismic analysis of equipment located at the interest are adequately obtained with few dynamic mass point. Horizontal and vertical response degrees of freedom. Therefore, vertical masses spectra are computed for various damping values are distributed to a few key nodal points. The applicable for evaluation of equipment. Twol various length of control rod drive housing are orthogonal horizontal and one vertical grouped in to the two representative lengths earthquake component are input separately. shown in Figure 3.7-32. These lengths represent Response spectra at selected locations are then the longest and shortest housing in order to generated for each earthquake component adequately represent the full range of frequency separately. They are combined using the response of the housings. square-root-of-the-sum-of-the-squares (SRSS) method to predict the total co-directional floor ! Not included in the mathematical model are the response spectrum for that particular stiffness prope ties of light components, such as frequency. This procedure is carried out for in-core guide tubes and housings, sparger, and each site-soil case used in the soil-structure their supply headers. This is done to reduce the interaction analysis. Response spectra for all complexity of the dynamic model. For the seismic site-soil cases are finally combined to arrive responses of these components, floor response at one set of final response spectra. spectra generated from system analysis is used. ; An alternate approach to obtain co-direc-The presence of a fluid and other structural tional floor response spectra is to perform components (e.g., fuel within the RPV) introduces dynamic analysis with simultaneous input of a dynamic coupling effect. Dynamic effects of various carthquake components if those water enclosed by the RPV are accounted for by components are statistically independent to each introduction of a hydrodynamic mass matrix which other. will serve to link the acceleration terms of the equations of motion of points at the same elevation in concentric cylinders with a fluid entrapped in the annulus. The details of the hydrodynamic mass derivation are given in Reference 4. The response spectra values are computed as a minimum either at frequency intervals as 3.7.2.4 Soil-Structure Interaction specified in Table 3.7.1 1 ef SRP 3.7.1 or at a set of frequencies in which each frequency is The soil model and soil-structure interaction within 10% of the previous one. analysis are described in Appendix 3A. 3.7.2.6 Three Components of Earthquake Motion 3.7.2 5 Development of Floor Response Spectra The three components of earthquake motion are In order to predict the seismic effects on considered in the building seismic analyses. To equipment located at various elevations within a properly account for the responses of systems structure, floor response spectra are developed subjected to the three-directional excitation, a using a time-history analysis technique, statistical combination is used to obtain the net response according to the SRSS criterion of , The procedure entails first developing the Regulatory Guide 1.92. The SRSS method accounts mathematical model assuming a linear system and for the randomness of magnitude and direction of M ' Amendment L
ABWR of AmnM N nAnoarti Standard Plant ^ '*'" earthquake motion. The SRSS criterion, applied peak broadening ratio is 110%. In li u of peak to the responses associated with the three broadening, the peak shifting method of ASME components of ground carthquake motion, is used Cd A N-3$as permitted by RG 1.84, can be for seismic stress computation for steel used. / structural design as well as for resultant $4 g seismic member force computations for reinforced concrete structur design.
*- )me, t 2 4.
3.7.2.7 Combination of Modal Response 4 .- lA fert. Ob;. horam a vessess fs a since 6iilflhe timc4tistory method-is ustifoq g, _) g m, seismic system analysis, the response spectrum / ombination of modal responses is not applied / S/e c 6 mn me 6F,c.( , & n,ey,j,
'" " ## #~ *" ""
3.7.2.8 Interaction of Non-Category I Structurrs with Seismic Category 1 Structures geh g g g 9g g The interfaces between Seismic Category I and used. . T/c Af[ecds of Ag non-Seismic Category I structures and plant equipment are designed for the dynamic loads and Oeguency 7 ode.s M cc n u dere,(_ displacements produced by both the Category I and AN"'M A non-Category I structures and plant equipment. All non-Category I structures will meet any one ll of the following requirements: 4 SRT'3.7. 2., (1) The collapse of any non-Category I structure will not cause the non-Category I structure to strike a Seismic Category I structure component. (2) The collapse of any non Category I structure will not impair the integrity of Seismic Category I structures or components (3) The non-Category I structures will be analyzed and designed to prevent their failure under SSE conditions in manner such that the margin of safety of these structures is equivalent to that of Seismic Category I structures. 3.7.2.9 Effects of Pr =ter Variations on Floor Response Spectra Floor response spectra calculated according to the procedure described in Subsection 3.7.2.5 are peak broadened to account for uncertainties in the material properties of the structure and soil and to approximations in the modeling techniques used in the analysis. If no parametric variation studies are performed, the spectral peaks associated with each of the structural frequencies are broadened by f_15%. If a detailed parametric vadation study is made, the minimum 3.7-11 Amendment
rThe SRSS nothod of conbination in used when the responso analysis is perforned using the time histor/ method (soparate analyses for each component), the response spectrum method, or the static coefficient method. If the time history method of analysis is performed separately for each of the components
/ which are mutually statistically independent, the total :
response may alternatively be obtained by algebraically adding the codirectional responses calculated separately for each component at each time step. Furthermore, when the time history method is performed applying the three mutually statistically independent motions simultaneously, the combined response is L obtained directly by solution of the equations of motion. r i J_
I ABM 23xsimin - 1 Standard Plant avn -} l 3.7.2.13 Methods for Selsmic Analysis of ! Category I Dams The analysis of all Category I dams, if [ applicable for the site, t aking into l consideration the dynamic nature of forces (due
~
i to both horizontal and vertical earthquake j loadings), the behavior of the dam material ! under earthquake loadings, soil structure ! interaction effects, and nonlinear stress-strain relations for the soil, will be used. Analysis 3.7.2.10 Use of Constant Vertical Static of earth-filled dams, if applicable, includes an .; Factors evaluation of deformations, j
'i Since all Seismic Category I structures and 3.7.2.14 Determination of Seismic Category 1 J the RPV are subjectc<l to a vertical dynamic Structure Overturning Moments ~ !
.--P analysis me < '- .; %:ny d:P '.. , ;..H,"
no constant vertical static factors are utilized. Seismic loads are dynamic in nature. The method of calculating seismic loads with dynamic [ 3.7.2.11 Methods Used to Account for Torsional analysis and then treating them as static loads > Effects to evaluate the overturning of structures and foundation f ailures while treating the i Torsional effects for two dimensional analyt- foundation materials as linear clastic is - ical models are accounted for in the following conservative. ' Overturning of the structure. -[ manner. The locations of the center of mass are assuming no soil slip failure occurs, can be calculated for each floor. The centers of rigid- caused only by the center of gravity of the f
- ity and rotational stiffness are determined for structure moving far enough horizontally to j cach story. Torsion effects are introduced in cause instability. l each story by applying a rotational moment about j
! its center of rigidity. The rotational moment is Furthermore, when the combined effect of j calculated as the sum of the products of the in- earthquake ground motion and structural response !
is strong enough, the structure undergoes a [
}n5p, each ertialfloor force applied above at thearm and a moment center ofthe equal to mass of motion pivoting about either edge of the rocking .
distance from the center of mass of the floor to base. When the amplitude of rocking motion
@ the center of rigidity of the story plus five becomes so large that the center of structural percent of the maximum building dimension at the mass reaches a position right above either edge level under consideration. To be conservative, of the base, the structure becomes unstable and solute values of the moments are used in may tip over. The mechanism of the rocking ,
the sum. The torsional moment and story shear motion is like an inverted pendulum and its l are distributed to the resisting structural ele- natural period is long compared with the linear, ; ments in proportion to each individual stiffness.j elastic struc- tural response. Thus with regard ! to overturning, the structure is treated as a j M ^ The R I is axisymmetric with no built-in rigid body. ( eccentricity. i cc,15: :sJua! :ff;ca fes' l
' tt;RPV sc.1 7Gu.; :M'd W :he" - The maximum kinetic energy can be conserva- l
- ve- bd!dhg 2:d:!c tively estimated to be: j 3.7.2.12 Comparison of Responses E=1 T, m . (v") 2' + (v ) 2'
--+
- i ', (3.7-6) l ince only the time-history methoo is used i h tructural analysis, the responses obtained from esponse ocam and time-history methods a where and (vy)are the maximum values of the tota(v,f) lateral velocity and total vertical
-I
~
a4- velocity, respectively, of mass m;. r 3.7-12 1 Amenda ent
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- f. l 1.8 ;
1- l 1 1.25 1.4 1.6 i l n__ l i 4 150mm > l ? I . 4 6" > i i : i i 1 .s AfY!&,, .g escg w ,s/ e , - ssp$g4 NN op i 46 g !1 t - 4(& . Q #E1 . ' ...~.,-2 2a.~ . L . :: . <v u dLW1GOTAk$ ..i _.,_,_g , . _ , . , . - -, _p u the actual (h[rForthereactorandcontrolbuildings, eccentricities are negligible and the torsional moments are due .to accidental torsion only, r L ! i The effects of accidental torsion on the RPV are negligible since the torsion-induced shear stress is only.5% of the shear - stress due to the direct shear force. a The time history method of analysis is used for the reactor and ' control buildings. A comparison of responses with the response required. The radwaste @fspectrummethodisthereforenot building is analyzed using the response spectrum method since the time history method needed for the generation of floor response spectra is not necessary because there are no - l " safety-related components inside the building. , i L t i b i f ) 1 i b i 6 .- lV ' .s- ABWR 234cioars i Standard Plant nrv n ! Vaiues forl(v (2) An eigenvalue analysis of the linear system f c o m p u t e d - a s f o f b)w;s:a n d (vy); model are is performed. This results in the l C eigenvector matrices (g$,) which are * ('H) g " '**lized and satisfy the orthogonality [ (vH) [ " N (3.7-9) conditions: ! ., (3.7 12) (vy) *2 = (v*) '2 + (vy) 2 Kp. ; E $*K$.= ' WL' and (' I (3.7-10) = 0 for i:lLj f t i where (v and (v are the peak where horizontafg)8d a verticaY) hound velocity, i . are the K = stiffness matrix; respectively, maximum values andof(vthe). relative and_(v fa)leral and ; vertical velocity of mass m;. 0; = circular natural frequency asso-ciated with mode i; and } Letting m be total mass of the struuure and base mat,The energy required to overturn the e g structure is equal to = transpose of i mode eigen-vector 4 ; l E =m 0gh+ W -Wb (3.7 11) 0 P ;, 4 ,; g, , yg;g g where h is the height to which the center of mass rotations! coordinates. of the structure must be lifted to reach the overturning position, g is the gravity constant, (3) Using the strain energy of the individual and W and W are the energy components components as a weighting function, the caused %y the cifect of embedment and bouyance, following equation is derived to obtain a respectively. Because the structure may not be a suitable damping ratio ($;) for mode i. symmetrical one, the value of h is computed with respect to the edge that is nearer to the center N (3.7-13) of mass. The structure is defined as stable $'. = A C. (dI' K4;)3 . agal st overturning when the ratio E to E WI E I -g>- :=:dfis no less than 1.1 for the SSE in ' j=1 combination with other appropriatt toads, where fi'ese calculations assume the structure rests on the ground surface, hence, are conservative $; = gdal damping coefficient for i because the structure is actually embedded to i mode; I ynsiderable depth,_ N = total number of structural 3.7.2.15 Analysis Procedure for Damping eIements; th In a linear dynamic analysis using a modal 4; =componeat of i modg superposition approach, the procedure to be used eigenvector corresponding to j to properly account for damping in different element; elements of a coupled system modelis as follows: T 4' = Transpose of 4'. defined above; (1) The structural percent critical damping of the various structural elements of the model is first specified. Each value is referred C. = percent critical d am ping to as the damping ratio (C.) of a partic- 3 associated with element j; ular component which contfibutes to the complete stiffness of the system. 3713 Amendment r ABWR m-e Standard Plant REV B K = stiffness matrix of element j; and superposition method. The time-history , technique described in Subsection 3.7.2.1.1 ' O. = circular natural frequency of mode generates time-histories at various support ' elevations for use in the analysis of subsystems i. and equipment. The structural response spectra 3.7.3 Seismic Subsystem Analysis curves are subsequently generated from the time history accelerations. 3.7.3.1 Scismic Analysis Methods At each level of the structure where vital This subsection discusses the methods by which components are located, three orthogon-Seismic Category I subsystems and components are components of floor response spectra, two qualified to ensure the functional integrity of horizontal and one vertical, are developed. The the specific operating requirements which floor response spectrum is smoothed and f g-characterize their Seismic Category I envelopes all calculated response spectra from/ i designation. different site soil conditions. The responpf spectra are peak broadened plus or minus @%. In general, one of the following five methods % nen compoMis are supported at two m more of seismically qualifying the equipment is chosen elevations, the response spectra of each based upon the characteristics and complexities elevation are superimposed and the resulting ' L of the subsystem: spectrum is the upper bound envelope of all the lindividual spectrum curves considered.p' (1) dynamic analysis; For vibrating systems and their supports, two (2) testing procedures; general methods are used to obtain the solution of the equations of dynamic equilibrium of a (3) equivalent static load method of analysis; multi-degree-of-freedom model. The first is the method of modal superposition described in (4) a combination of (1) and (2); or Subsection 3.7.2.1.2. The second method of dynamic analysis is the direct integration (5) a combination of (2) and (3). method. The solution of the equations of motion , is obtained by direct step-by-step numerical i Equivalent static load method of subsystem integration. The numerical integration time analysis is described in Subsection 3.7.3.5. step, At, must be sufficiently small to accurately define the dynamic excitation and to
- l Appropriate design response spectra are render stability and convergency of the solution furnished to the manufacturer of the equipment up to the highest frequency of significance.
for seismic qualification purposes. Additional The integration time step is considered information such as input time history is also acceptable when smaller time steps introduce no supplied only when necessary. more than a 10% error in the total dynamic response. For most of the commonly used When analysis is used to qualify Seismic numerical integration methods (such as
- Category I subsystems and components, the Newark $-method and Wilson 8-method), the analytical techniques must conservatively account maximum time step is limited to one-tenth of the for the dynamic nature of the subsystems or smallest period of interest. The smallest components. period of interest is generally the reciprocal of the analysis cutoff frequency. g,
,e srcr When the time-history method of atialysis is used, the time-history data is6cadennDplus The dynamic analysis of Seismic Category I and minus 15% of At in order to account for subsystems and components is accomplished using modeling uncertainties. For loads such as - the response spectrum or time-history approach. safety-relief valve blowdown, test [have been 4 Time history analysis is performed using either performed which confirm the conservatism of the the direct integration method or the modal analytical results. Therefore, for these loads 3%p Amendment fMN nasioone arv n Standard Plant the calculated force time-histories are not broadened plus and minus 15% of At. Piping modeling and dynamic analysis are described in Subsection 3.7.3.3.1. When testing is used to qualify Seismic Category I subsystems and components, all the loads normally acting on the equipment are simulated during the test. The actual mounting of the equipment is also simulated or duplicated. Tests are performed by supplying input accele:ations to the shake table to such an extent that generated test response spectra (TRS) envelope the required response spectra. For certain Seismic Category I equipment and components where dynamic testing is necessary to ' ensure functional integrity, test performance data and results reflect the following: (1) performance data of equipment which has been subjected to dynamic loads equal to or greater than those experienced under the specified scismic conditions; (2) test data from previously tested comparable equipment which has been subjected under similar conditions to dynamic loads equal to or greater than those specified; and l I t f e 37-141 Amendment 23 MN nAmme nov n Standard Plant (3) actual testing of equipment in accordance with one of the methods described in Subsection 3.9.2.2 and Section 3.10. 3.73.2 Determination of Number of Earthquake Cycles The SSE is the only design earthquake considered for the ABWR Standard Plant. To l account for the cyclic effects of the more frequent occurrences of lesser carthquakes and their aftershocks, the fatigue evaluation for ASME Code Class 1,2, and 3 components and core support structures takes into consideration of two SSE events with 10 peak stress cycles per event for a total of 20 full cycles of the peak SSE stress. This is equivalent to the cyclic , load basis of one SSE and five OBE events as currently recommended in the SRP 3.9.2. Alternatively, an equivalent number of fractional vibratory cycles to that of 20 full SSE vibratoiy cycles may be used (but with an amplitude not less than one-third of the maximum SSE amplitude) when derived in accordance with Appendix D of IEEE Standard 34 For equipment seismic qualificati performed in accordance with IEEEltand d 344-1987 as endorsed by RG 1.100%isiony the equivalent seismic cyclic loads are five 1/2 SSE crents followed by one full SSE event. Alternatively, a number of fractional peak cycles equivalent to the maximum peficycles for five 1/2 SSE events N may be used in acc9tdance with Appendix D of IEEE 344 when folk d by one full SSE. Y~ 3.733 Procedure Used for Modeling 3.733.1 Modeling of Pipiug Systems 3.733.1.1 Summary To predict the dynamic response of a piping system to the specified forcing function, the dynamic model must adequately account for all significant modes. Careful selection must be made of the proper response spectrum curves and 3.7-15 Amendment ABM nm.e gry 3 Standard Plant l proper location of an. hors in order to separate jurisdictional boundary purposes. The RPV is Seismic Category I from non-Category I piping very stiff compared to the piping system and I l systems. therefore, it is modeled as an anchor. Penetration assemblies (head fittings and ) 3.733.1.2 Selection ef Mass Points penetration sleeve pipe) are very stiff ; compared to the piping system and are modeled Mathematical models for Seismic Category I as anchors. J piping systems are constructed to reflect the dynamic characteristics of the system. The The stiffness matrix at the attachment loca- : , continuous system is modeled as an assemblage of tion of the process pipe (i.e., main steam, pipe elements supported by hangers, guides, RHR supply and return, RCIC, etc.) head anchors, struts and snubbers. Pipe and fitting is sufficiently high to decouple the hydrodynamic masses are lumped at the nodes and penetration assembly from the process pipe, are connected by weightless clastic beam elements Previous analysis indicates that a satis-which reflect the physical properties of the factory minimum stiffness for this attachment , corresponding piping segment. The node points point is equal to the stiffness in bending are selected to coincide with the locations of and tersion of a cantilevered pipe section of large masses, such as valves, pumps and motors, the same size as the process pipe and equal and with locations of significant geometry in length to three times the process pipe change. All pipe mounted equipment, such as outer diameter. vah>es, pumps and motors. are modeled with lumped b* 'V masses connected by clastic beam elements which For a piping system supported at[more %n < reflect the physical properties of the pipe tw# points located at different elevations in mounted equipment. The torsional effects of valve the building, the response spectrum analysis is operators and other pipe meunted equipment with performed using the envelope response spectrum d offset centers of gravity with respect to the of all attachment points. Alternatively, the piping center line are included in the multiple support excitation analysis methods may mathematical model. On straight runs, mass be used where response spectra are applied at I points are located at spacings no greater than all the piping attachment points. Finally, the the span which would have a fundamental frequency worst single floor response spectrum selected equal to the cutoff frequency stipulated in from a set of floor response spectra obtained at Section 3.7 when calculated as a simply supported various floors may be applied identically to all beam with uniformly distributed mass, floors provided it envelops the other floor response spectra in the set. 3.733.13 Selection of Spectrum Curves 3.733.1.4 Dynamic Analysis of Seismic In selecting the spectrum curve to be used for Category 1, Decoupled Branch Pipe dynamic analysis of a particular piping system, a curve is chosen which most closely describes the The dynamic analy.v.s of Seismic Category 1, accelerations existing at the end points and decoupled branch pipe is performed by either the restraints of the system. The procedure for de- equivalent static method or by one of the coupling small branch lines from the main run of dynamic analysis methods described in the SSAR. Seismic Category I piping systems when estab- In addition, small bore branch pipe may be lishing the analytical models to perform seismic designed and analyzed in accordance with a small analysis are as foilows: bore pipe manual in accordance with the requirements of Subsection 3.7.3.8.1.9. (1) The small branch lines are decoupled from the main runs if the ratio of run to branch The response spectra used for the dynamic pipe moment of inertia is 25 to 1, or more. analysis or for determining the static input load when the equivalent static method is used (2) The stiffness of all the anchors and its will be selected as follows: ! supporting steel is large enough to effectively decouple the piping on either (1) The response spectra will be based on the side of the anchor for analytic and code building or structure elevation of the 3716 Amendment 23 13AM00AE Standard Plant / [ nrv 9 f branch line connection to the pipe run and the 3.73 3.1.6 Modeling of Piping Supports elevation of the branch line anchors and l restraints. Snubbers are modelled with an equivalent ! stiffness which is bhsed on dynamic tests (2) The response spectra will not be less than performed on prototypcl snubber assemblies or on the enselope of the response spectra used in data provided by the vdndor. Struts are modeled the dynamic analysis of ti,e run pipe. with a stiffness caldulated based on their , length and cross-sedtional properties. The (3) Amplification by the run pipe must be stif fness of the su orting structure for I accounted for. However, if the location of snubbers and struts 'i included in the piping . branch connection to the run pipe is >re analysis model, unless the supporting structure than three run pipe diameters from the can be considered rigid relatise to the piping. nearest run pipe seismic restraint, The supporting structure can be considered as , amplification by the run pipe will be rigid relatise to the piping as long as the accounted for. criteria specified in Subsection 3.7.3.3.4 are i met. When the equivalent static analysis method is use 4, the horizontal and vertical load Anchors at equipment such as tanks, pumps and coef ficients C h and C applied to the heat exchangers are modeled with calculated , response spectra accelerations will coriform with stiffness properties. Frame type pipe supports , Subsection 3.73.8.1.5. are modeled as described in Subsection d 3.7.3.3.4 The relative anchor motions to be used in either static or dynamic analysis of the 3.733.1.7 Modeling of Special Engineered decoupled branch pipe shall be as follows- Pipe Supports (1) The internal displacements only, as Modifications to the normal linear-clastic i determined from analysis of the run pipe, piping analysis methodology used with may be applied to the branch pipe if the conventional pipe supports are required to relative differential building movements of calculate the loads acting on the supports and the large pipe supports and the branch pipe on the piping components when the special I supports are less than 1/16 inch. engineered supports, described in Subsection i cf 3.4.1(6), are used. These modifications are C (2) If the relative differential building needed to account for greater damping of the movements of the large pipe supports and the energy absorbers and the non-linear behavior of branch pipe supports are more than 1/16 the limit stops. If these special devices are inch, motion of the restraints and anchors used, the modeling and analytical methodology of the branch pipe must be considered in will be in accordance with methodology accepted addition to the inertial displacement of the by the regulatory agency at the time of run pipe. certification or at the time of application, per the discretion of the applicant. 3.733.1.5 Selection of input Time-Histories 3.733.2 Modeling of Equipment in selecting the acceleration tirr.e-history to be used for dynamic analysis of a piping system, For dynamic analysis, Seismic Category I the time. history chosen is one which most closely equipment is represented by lumped-mass systems , describes the accelerations existing at the which consist of discrete masses connected by piping support attachment points. For a piping weightless springs. The criteria used to lump system supported at more ha-wtFpoints located masses are: ; at different elev2 ticas in the building, the (1) The number of modes of a dynamic system is time-history analypis is performed using the independent sup ort motion method where controlled by the number of masses used; therefore, the number of masses is cnosen so acceleration time stories are input at all of the piping structur 1 attachment points. that all significant modes are included. . 3 7-I6 I Amendment 23 od MIN 23A6100AE Standard Plant nrv. 8 The modes are considered as significant if the corresponding natural frequenri .s are less than 33 'iz and the stresses calculated from these modes are greater than 10% of the total stresses obtained from lower modes. This approach is acceptable provided at least 90% of the loading / inertia is contained in the modes used. Alternately, I + 3.7-16.2 Amendment 23 J ABM us m at Rtv a l Standard Plant the number of degrees of freedom are taken neer. An additional examination of these sup-more than twice the number of modes with fre- ports and restraining devices is made to assure i quencies less than 33 Hz. that their location and characteristics are l consistent with the dynamic and static analyses j (2) Mass is lumped at any point where a sig- of the system, nificant conce" rated weight is located (e.g., the motos .n :be analysis of pump 3.733.4 Analysis of Frame T3pe Supports motor stand, the impeller in the analysis of pump shaft, etc). The design loads on frame type pipe supports inclide (a) loads transmitted to the support by (3) If the equipment has free-end overhang span the piping response to thermal expansion, dead with flexibility significant compared to the weight, and the inertia and anchor motion center span, a mass is lumped at the effects, (b) support internal loads caused by overhang span. the weight, thermal and inertia effects of loads of the structure itself, and (c) friction loads (4) When a mass is lumped between two supports, caused by pipe sliding on the support. To it is located at a point where the maximum calculate the frictional force acting on the displacement is expected to occur. This support, dynamic loads that are cyclic in nature tends to lower the natural frequencies of need not be considered. The coefficient of the equipment because the equipment friction used will be static coefficients and frequencies are in the higher spectral range will be substantiated by actual test data of the response spectra. Similarly, in the covering the range of materials, geometry and case of live loads (mobile) and a variable loading condition. To determine the response'of-support stiffness, the location of the load the support structure to applied dynamic loads, and the magnitude of support stiffness are the equivalent static load method of analysis chosen to yield the lowest frequency content described in Subsection 3.7.3.8.1.5 may be for the system. This ensures conservative used. The loads trasmitted to the support by dynamic loads since the equipment the piping will be applied as static loads frequencies are such that the floor spectra acting on the support. peak is in the lower frequency range. If not, the model is adjusted to give more As in the case of other supports, the forces conservative results. the piping places on the frame-type support are obtained from an analysis of the piping. In the 3.7333 Field tocation of Supports and analysis of the piping the stiffness of the Restraints frame-type supports shall be included in the piping analysis model, unless the support can be The field location of seismic supports and shown to be rigid. The frame-type supports may restraints for Seismic Category I piping and be modeled as rigid restraints providing they piping systems components is selected to satisfy are designed so the maximum service level D the following two conditions: deflection in the direction of the applied load is less than 1/16 inch and providing the total gap or diametrical clearance between the pipe (1) the location selected must furnish the re- and frame support is between 1/16 inch and 3/16 quired response to control strain within allowable limits; and inch when the pipe is in either the hot or cold condition. For a frame-type support to be (2) adequate building strength and stiffness for considered rigid, it shall be at least 50 times attachment of the component supports must be as stiff as the piping. The pipie stiffness is calculated using the following equation: available. The final location of seismic supports and re- El straints for Seismic Category I piping, piping Kp = - system components, and equipment, including the L placement of snubbers, is checked against the modules of elasticity of pipe drawings and instructions issued by 15e engi- E= U-U Amendment 3 ABM uxuaois Standard Plant REV B 1 moment ofinertia of pipe 5imes the mass times the maximum spectral}% acceleration from the floor response spectra of L = one. half the suggested pipe support the point of attachments of multispan - ' spacing in Table NF-3611-1 of ASME structures. The factor of 1.5 is adequate for Code, Section III simple beam type structures, the factor used is justified. _ _ _ ! 3.73.4 Basis of Selection of Frequencies 1 3.73.6 Three Components of Earthquake Motion Where practical, in order to avoid adverse resonaace effects, equipment and components are The total seismic response is predicted by designed / selected such that their fundamental combining the response calculated from the two i frequencies are outside the range of one. half to 1 twice the dominant frequency of the associated support structures. Moreover, in any case, the equipment is analyzed and/or tested to demon- ; strate that it is ad quately designed for the applicable loads considering both its fundamental frequency and the forcing frequency of the , applicable support structure. All frequencies in the range of 0.25 to 33 Hz are considered in the analysis and testing of structures, systems, and components. These fre-quencies are excited under the seismic excita- ; tion. If the fundamental frequency of a component is greater than or equal to 33 Hz, it is treated as seismically rigid and analyzed accordingly. Frequencies less than 0.25 Hz are not considered as they represent very flexible structures and are not encountered in this plant. 1 The frequency range between 0.25 Hz and 33 Hz covers the range of the broad band response spec-trum used in the design. i 4 3.7.3.5 Use of Equhalest Static Lead Methods of Analysis y G.723.; Sh; * : 0;i.a Lo NSS See Subsection 3.7.3.8.1.5 for equivalent static load analysis method. 3.73.5.2 NSSS Subsystems M ; When the natural frequency of a structure of component is unknown,it may be analyzed by apply-ing a static force at the center of mass. In ; order to conservatively account for the possibil , l ity of more than one significant dynamic mode, 'the static force is calculated as 1.5 times the i l C- - l 3.7 17.3 l Amendment 3 l ABM 23A6103AE PSV n Standard Plant horizontal and the vertical analysis. When the response spectrum method of modal analysis is used, contributions from all modes, When the response spectrum method or static except the closely spaced snodes (i.e., the coefficient method is used, the method for difference between any two natural frequencies combining the ;-sponses due to the three is equal to or less than 10%) are combined by orthogonal components of seismic excitation is the square-root-of-the-sum-of.the-squares (SRSS) combination of modal responses. This is defined given as follows: mathematically as: 3 , 1/2 R. = I RT. N 3 j=1 'I (3.7-14) R; = I (R;)* i=1 (3 3-15) where where l R.. = maximum, coaxial seismic response 'I of interest (e.g., displacement, R = combined response; moment, shear, stress, strain) in g directions i due to earthquake R. = response to the i mode; and ' excitation i:n direction j, (j = 1, 2, 3). N = number of modes considered in the analysis. R. = seismic response of interest in i
- direction for design (e.g., Closely spaced modes are combined by ;aSe ,'
displacement, moment, shear, de dac 'u:: ::: cf :Lc aud .radct **a. Bro = Fay W **d # * " M "" " ^?1-stress, strain) obtained by the SRSS rule to account for the An alternate to the & '!i m-@Q , nonsimultaneous occurrence of the pub m mguiatory ounac 1.u is the R..'s. following: k den percen6 'I N 1/2 mu.4 as When the time-history method of analysis is , used and separate analyses are performed for each R= I Rf* + 22lRf R*l earthquake component, the total combined respanse _i=1 (3.7-16) for all three components shall be obtained using the SRSS method described above to combine I andthe wherewhose m modes the second summation frequencies are closelyis to be done o maximum codirectional responses from each carthquake component. The total response may spaced to each other. alternatively be obtained, if the three component motions are mutually statistically independent, hutisyEems , by algebraically adding the codirectional responses calculated separately for each In a response spectrum modal dynamic component a6 each time step. analysis, if the modes are not closely spaced (i.e., if the frequencies differ from each other When the time-history analysis is performed by by more than 10% of the lower frequency), the applying the three components motions modal responses are combined by the simultaneously, the combined response is obtained square root-of-the-sum-of- the-squares (SRSS) directly by solution of the equations of motion. method as described in Subsection 3.7.3.7.1 and This method of combination is applicable only if Regulatory Guide 1.92. the three component motions are mutually If some or all of the modes are closely statistically independent. spaced, a double sum method, as described in 3.7.3.7 Combination of Modal Response n 3 3.17 ' ' i< ut d twinats-4hd ~ Jnsert 3.7.3.7.1 , n.aCicrSeuN555 ' Nodes BeSew hka. } gmau 3716 Arnendment 23 P -When the responce spectrun nothod of analysis is unod, the [ nodal responses for modes below the cutoff frequency (specified c in Section 3.7) are combined in accordance with the methods j given in Subsection 3.7.3.7.1. The responses associated with j higher frequency modes (above cutoff frequency) are calculated l and combined with the low frequency modal responses according to the procedure described in Subsection 3.7.3.7.2. These methods and procedures are applicable for seismic loads as well as for loads with higher frequency input such as suppression , ' pool dynamic loads. l L i f i i i l b l i i i i f - . _ _ . . - . . - ._. - -- .~ . . - ~ . . . - . ... i I M1M f REv a 'I Sta=Aard Plant si-o-,6 response, In a time tiiETWttitIho o J j dynamic analysis, the vector sum of every step is l used to calculate the combined response. The use of the time history analysis method precludes the 'I need to consider closely spaced modes. i 3.73.7.2.1 Square-Root-of the-Sun of-the- . Squaes Method i ! ~ L Mathematically, this SRSS method is expressed .l As follows: r N y 1/2 ..! R.' = { 2 (R;)' } . ki-i / . I , t f I l t i 1 i i ' l l t i ? .i t J z i' i '37-181 h Amendment 23 \ l I 1 4 I Jnhn f W prev,9 n'c%d H 4+a t% nrced rnc9.4, W S n Plant
- O " " "* dD/ '
s D n ere where u and B yare the modal frequency and the damping ratio in the kth mode, R = combined response; respectively, and dt is the duration of the carthquake. g R. = response to the i mode; and 2 I
- 3.7.3.7.U.tethodologies Used to Account for 4 N = number of modes considered in th liigh-Frequency Modes f Sufficient modes are to be included in the 2 7.3.7.2.2_ Double _Sunt3ha nd dynamic analysis to ensure that the inclusion of additional modes does not result in more than WThis method, as defined in Regulatory Guide 10 '~c increase in responses. To satisfy this 1.92, is mathematically: requirement, the responses associated with high-frequency modes are combined with the 1/2 low-frequency modal responses. High-frequency g modes are those modes with frequencies greater r' )
than the dynamic analysis cutoff frequency R=l I ElR kR,l C h ; Ak=1 s=1 / (3.7-18) specified in Section 3.7. where For modal combination involving high-frequency modes, the following procedure R = representative maximum value of a applies: particular response of a given element to a given component of Step t Determine the modal responses only for excitation; those modes that have natural frequencies less than that at which the R = peak value of the regonse of the spectral acceleration approximately element due to the k mode; returns to the ZPA of the input response spectrum (33 Hz for seismic). N = number of significant modes Combine such modes in accordance with considered in the modal response the methods described in Subsections" ~ combination; and 3.7.3.7.1 e..J 3.7.3. C r = peak value of the respgnse of the Step 2 For each degree of freedom (DOF) R, included in the dynamic analysis, element attributed to 5 mode determine the fraction of DOF mass where included in the summation of all of the modes included in Step 1. This (d d) 2A fraction D. for each DOF i is given f = 1+ by: d' 47 ~ b * { (O'k "k s "s)L N (3.7 19) d.* = I s x4 "'. (3.719a) in which n1" ,' 1/2 where: u'y = u l-B } n = order of the mode under consideration 7 O'y = 0g + ,d y = number of modes included in Step k N 1 3 7.19 Amendment 23 i MN 23Aamre Standard Plant gry a ; I r frequency modes need nor be determined . p -mass-normalized mode shape for The procedure ensures inclusion of all ! d mode n and DOFi modes of the structural model and proper : representation of DOF masses. S = participation factor for mode n : (see Eg. 3.7-21 for expression) In lieu of the above procedure, an alternative method is as follows. Modal Next, determine the fraction of DOF mass not responses are computed for enough modes to included in the summation of these modes: ensure that the inclusion of additional ' g-modes does not increase the total resp i (3.7-19b) by more than 10 percent. Modes that ave 4--- ! e, = l d,- 6..l [ g ' natural frequencies less than that hich where 6.. is th( Kronecker delta, which is the special acceleration approximately , one if DDF i if in the direction of the input returns to the ZPA are combined in I 5 motion and zero DOF i is a rotation or not in the accordance with RG 1.92. Higher-mode t # direction of the input motion If, for any DOF responses are combined algebraically ( i, the absolute value of this fraction e. (i.e., return sign) with each other. The ! exceeds 0.1, one should include the response fron! absolute value of the combined higher higher modes with those included in Step 1. modes is then added directly to the total ! response from the combined lower modes. ! Step 3 Higher modes can be assumed to respond in phase with the ZPA and, thus, with 3.73.8 Analytkal Procedure for Pinie each other; hence, these modes are combined algebraically, which is 3.7311 T; . Le C- - inan nssy . i equivalent to pseudo-static response to the inertial forces from these higher 3.7 3 1 1.1 Omanification by AnalysTb , \senemP ! modes excited at the ZPA. The pseudo-static inertial force [ The methods used in seismic analysis vary ., ;' V associated with the summation of all according to the type of subsystems and higher modes for each DOF i is given supporting structure involved. The following by: possible cases are defined along with the associated analytical methods used. P. = ZPA x M.' x e' (3.7-19c) ' 3.73 11.2 Rigid Subsystemas with Rigid ; is the force or moment to be applied Supports where at DOF P,i, and, M is the mass or mass moment of inertia associated with DOFi. The system is If all natural frequencies of the subsystem then statically analyzed for this set of are greater than 33 Hz, the subsystem is pseudo statie inertial forces applied to all of considered rigid and analyzed statically as the degrees of freedom to determine the maximum such. In the static analysis, the seismic responses associated with high frequency modes forces on each component of the subsystem are ! not included in Step 1. obtained by concentrating the mass at the center M. of gravity and multiplying the mass by the Step 4 The total combined respons to appropriate maximum floor acceleration. high frequency modes (Step 3) r $ combined by the SRSS method with total 3.7 3 1 1.3 Rigid Subsystems with Flexible l combined response from lower-frequency Supports ; modes (Step 1) to determine the overall i peak responses. If it can be shown that the subsystem itself l is a rigid body (e.g., piping supported at only This procedure requires the computation two points) while its supports are flexible, the of individual modal responses only for overall subsystem is modeled as a single-degree-lower-frequency modes (below the ZPA). of-freedom subsystem consisting of an effective Thus, the more difficult higher- mass and spring. j 3 7-II I Amendment 23 d MN naaman pry 3 Standard Plant The natural frequency of the subsystem is computed and the acceleration determined from the floor response spectrum curve using the appropriate damping value. A static analysis is performed using 1.5 times the acceleration value. In lieu of calculating the natural frequency, the peak acceleration from the spectrum curve may be used. If the subsystem has no definite orientation, the excitation along each of three mutually perpendicular axes is aligned with respect to the system to produce maximum loading. The 3.7 19.2 Amendment 23 a-i ' 21A6100AE Siandard Plant nrv s ! excitation in each of the three axes is considered to act simultaneously. The excitations are combined by the SRSS method. I 3.73.8.1.4 Hesihie Subsystems . > If the ystem has more than two supports, at cannot be considered a rigid body and must be modeled as a multi-degree-of-freedom l i subsystem. l The subsystem is modeled as discussed in j Subsection 3.7.3.3.1 in sufficient detail (i.e., [ number of mass points) to ensure that the lowest I natural frequency between mass points is greater than 33 Hz. The mathematical modelis analyzed ] , using a time-history analysis technique or a response spectrum analysis approach. After the ] i natural frequencies of the subsystem are obtained, a stress analysis is performed using : the inertia forces and equivalent static loads l obtained from the dynamic analpis for each mode. In a response spectrum' dynamic analysis, modal 3.73.8.1.5 Static Analysis responses are combined as described in Subsection 3.7.3.7. In a response spectrum or time-history A static analysis is performed in lieu of a dynamic analysis, responses due to the three dynamic analysis by applying the following l j orthogonal components of seismic excitation are forces at the concentrated mass locations combined as described in Subsection 3.7.3.6. (nodes) of the analytical model of the piping l system: + (1) horizontal static load, F h = Ch *' I" "" of the horizontal principal directions; ; (2) equal static load, Fb , in the other , I horizontal principal direction; and (3) verticalstaticload,Fy = CvW; j where Ch, C, = multipliers of the gravity [ acceleration, g, determined ; from the horizontal and ver- l tical floor response spectrum ,; curves, respectively. (They j are functions of the period and ; the appropriate damping of the 1 piping system); and l l W = weight at node points of the ! analytical model. l i i 3.7-20 l Amendment 23 ! I l ABM 2.srsimse Rev n Standard Plant For special case analyses, Ch and Cy may N 3 M;p;j d be taken as: , (1) 1.0 times the zero. period acceleration of the i=1 response spectrum of subsystems described in sj = Subsection 3.7.3.8.1.2; N M;p 2 . (3.7 21) *J (2) 1.5 times the value of the response spectrum b i=1 at the determined frequency for subsystems described in Subsection 3.7.3.8.1.3 a nd 3.7.3.8.1.4; and where (3) 1.5 times the peak of the response spectrum for subsystems described in Subsections M; =ith mass 3.7.3.8.1.3 and 3.7.3.8.1.4. Q'ij = component o f (p ij, in t h e y . An alternate method of static analysis which earthquake direction allows for simpler technique with added conserva- = it h characteristic displacement h tism is acceptable . No determination of natural ij frequencies is made, but rather the response of in the jth mode the subsystem is assumed to be the peak of the appropriate response spectrum at a cot e-rative sj = modal participation factor for and justifiable value of damping. The response the jth mode is then multiplied by a static coefficient of 1.5 to take into account the effects of both N = number of masses. d* ' multifrequency excitation and multimodal response. (5) Using the appropriate response spe trum curve the spectral acceleration, a for 3.7.3.8.1.6 Dynamic Analysis the jlb mode as a function of t e jib mode natural frequency and the damping of The dynamic analysis procedure using the the system is determined. response spectrum method is provided as fo!!ows: (6) The maximum modal acceleration at each mass (1) The number of node points and members is point, i, in the model is computed as indicated. If a computer program is follows: utilized, use the same order of number in the computer program input. The mass at each a;j = sj ra j@ij (3.7 22) node point, the length of each member, clastic constants, and geometric properties are determined. where (2) The dynamic degrees of freedom according to aij = acceleration of the ith mass the boundary conditions are determined. point in the jth mode. (3) The dynamic properties of the subsystem (7) The maximum modal inertia force at the ith (i.e., natural frequencies and mode shapes) mass point for the jth mode is calculated are computed. from the equation: (4) Using a given direction of earthquake motion, Fi j = M; a;j (3.7 23) the modal participation factors, sj, for each mode are calculated: (8) For each mode, the maximum inertia forces 3,7 21 Amendment 23 ~c ABWR mm nry. n Standard Plant are applied to the subsystem model, and the modal a o forces, shears, moments, stresses, and W =_ + ,_ deflections are determined. 20 2 (9) The modal forces, shears, moments, stresses, 3.73.8.1.8 Effect or Differential Building and deflections for a given direction are Movements combined in accordance with Subsection g N 3.7.3.fht ** In most cases, pg*ng subsystems are anchored 4 ' h and restrained to floors and walls of buildings (10) Steps (5) through (9) are performed for each that may have differential movements during a of the three earthquake directions. seismic event. The movements may range from insignificant differential displacements between (11) The seismic force, shear, moment, and stress rigid walls of a common building at low eleva-resulting from the simultaneous application tions to relatively large displacements between of the three components of earthquake separate buildings at a high seismicity site. loading are obtained in the following manner: Differential endpoint or restraint deflec-ti ns caus f rc s and moments to be induced R /R'* + R' 4 R* 2 (3.7-24) into the p+ pef. system. The stress thus pro- < Y duced is a secondary stress. It is justifiable to place this stress, which results from R = e q uiva1e nt seismic restraint of free-end displacement of the pf i; - <--- response quantity system,in the secondary stress category because (force, shear, moment, the stresses are self-limiting and, when the stress, etc.) stresses exceed yield strength, minor distortions or deformations within the pip 4egC4 ^ R R R =cofinear re spoa se system satisfy the condition which caused the
- Y
- quantities due to stress to occur.
earthquake motion in the x, y, and z directions, The earthquake thus produces a stress-respectively. exhibiting property much like a thermal expansion stress and a static analysis can be 3.73.8.1.7 Damping Ratio used to obtain aetual stresses. The differential displacemerits are obtained from the The damping ratio percentage of critical damp- dynamic analysis of the building The y ing of p.pieglsubsystems corresponds to Regula- displacements are applied to the p+peng anchors tory Guide 1.61 or 1.84 (ASME Code Case N-4111). and restraints corresponding to the maximum The damping ratio is specified in Table 3.7-1. differential displacements which could occur. The static analysis is made three times: once Strain energy weighted modal damping can also for one of the horizontal differential be used in the dynamic analysis. Strain energy displacements, once for the other horizontal weighting is used to obtain the modal damping differential displacement, and once for the coefficient due to the contributions of/h= ring' vertical. ) d4ca4n: :! m en!: ef !b piping sy;;ca. The element damping values are specified in Table The inertia (primary) and displacement 3.7-1. Strain energy weighted modal damping is (secondary) loads are dynamic in nature and calculated as specified in Subsection 3.7.2.15. their peak values are not expected to occur at the same time. Hence, combination of the peak In direct integration analysis, damping is values of inertia load and anchor displacement input in the form of a and S damping load is quite conservative. In addition, anchor constants, which give the percentage of critical movement effects are computed from static damping, A as a function of the circular analyses in which the displacements are applied frequency, u. to produce the most conservative loads on the components. Therefore, the primary and secondary loads are combined by the SRSS method. Amendmerit 23 cEweds wbt diWd 3 b,, & ,pdam) 7YCPNG S h ( &_ rnehfl. . ~ ABM usare REV B Standard Plant 3.7.3.8.1.9 Design of Small Branch ana small (b) When the small bore piping handbook is Bore Piping serving the purpose of the Design Report it meets all of the ASME (1) Small branch lines are defined at those requirements for a piping design lines that can be decoupled from analytical report. This includes the piping and model used for the analysis of the main run its supports. piping to which the branch lines attach. As allowed by Subsection 3.7.3.3.1.3 branch (c) Formal documentation exists showing lines can be decoupled when the ratio of run piping designed and installed to the to branch pipe moment of inertia is 25 to 1, small bore piping handbook (1) is or greater. In addition to the moment of conservative in comparison to results inertia criterion for acceptable decoupling, from a detail stress analysis for all these small branch lines shall be designed applied loads and load combinations with no concentrated masses, such as valves, defined in the design specification, in the first one-half span length from the (2) does not result in piping that is main run pipe; and with sufficient flexi- less reliable because of loss of bility to prevent restrain of mosement of flexibility or because of excessive the main run pipe. The small branch line is number of supports, (3) satisfies considered to have adequate flexibility if required clearances around sensitive its first anchor or restraint to movement is components. at least one-half pipe span in a directior. perpendicular to the direction of relative The small bore piping handbook methodology movement between the pipe run and the first will not be applied when specific information is~ anchor or restraint of the branch piping. A needed on (a) magnitude of pipe and fittings pipe span is defined as the length tabulated stresses, (b) pipe and fitting cumulative usage in Table NF-3611-1, Suggested Piping Support factors, (c) accelerations of pipe mounted Spacing, ASME B&PV Code, Section Ill, Sub- equipment, or locations of postulated breaks and section NF. For branches where the pre- leaks. , ceding criteria for sufficient flexibility cannot be met, the applicant will demon- The small bore piping handbook methodology strate acceptability by using an alternative will not be applied to piping systems that are criteria for sufficient flexibility, or by fully engineered and installed in accordance accounting for the effects of the branch with the engineering drawings, piping in the analysis of the main run piping. 3.73.8.1.10 Multiply-Supported Equipment and Components with Distinct inputs (2) For small bore piping defined as piping 2 inches and less nominal pipe size, and small For multi-supported systems (equipment and branch lines 2 inches and less nominal pipe piping) analyzed by the response spectrum method size, as defined in (1) above, it is for the determination of inertial responses, acceptable to use small bore piping either of the following two input motions are bandbooks in lieu of performing a system acceptable: flexibility analysis, using static and dynamic mathematical models, to obtain loads (1) envelope response spectrum of a!! support on the piping elements and using these loads points for each orthogonal direction of to calculate stresses per equations in NB, excitation, or NC, and ND3600 in Section 111 of ASME Code, whenever the following are met: (2) independent support motion (ISM) response spectrum at each support for each orthogonal (a) The small bore piping handbook at the direction of excitation. time of application is currently accepted by the regulatory agency for When the ISM response spectrum method of use on equivalent piping at other analysis is used, the following conditions nuclear power plants. should be met: 37221 Amendment U 1 , 23A6100AE m,3 Standard Plant ~ - - L (1) ASME Code Case N-411 1 damping is not used. ' excitation are combined as described in} {ubsecti_on 3.7.3.6. ^ (2) A support group is defined by supports which have the same time. history input. This usually means all supports located on the same floor, or portions of a floor, of a structure. , (3) The responses due to motions of supports in two or more different groups are combined by the SRSS procedure, in lieu of the response spectrum analysis, the time history method of analysis subjected to distinct support motions may be used for multi-supported systems. _ Gal 44 4 3.73.8.2 NSSS .9%;; .~,e%y. .. '- Des +/ 7 /t&., / 1 ) Jir Jakrabake @, ,syskms .CucA h , /$cc(/N4c +k 73.8.2.1 Dynamic AnalpIs' Q4 described in Subsection ip t u a/Serrd% 3.7.3.3.1, [de fo Wcubp anaf s.u y line ig idealized as a mathematical 'o ' consisthg of lumped masses connected b ' clasti derv44*d A heef% 3. 7. 3. B. / .A memberg The stiffness matrix for th piping! subsysterg is determined using th4 clastic b h b y 4 r 4 >ne.ft.g g properties \pf the pipe. This ine/udes the effects of to\qianal, bending, she , and axial YN J O S C j / deformations a(well as changes in stiffness due ,p cog af,jj,,t,c,gc, ,
- o curved memb Next, the mode shges and th undamped natural _ j frequencies are obtained. Th dynamic response v
af the subsystem is us\ tally calculated by using,
- he response spectrum mht d of analysis. When!
he connected equipment il upported at more thar( !wo points located at differ t elevations in thel building, the resporde sp trum analysis il performed using the erpelope res onse spectrum of all attachment p/ints. Althrnatively, the anultiple excitation nalysis metho s may be used Iwhere accelerat' n time historie or responsd spectra are ap ied at all the equ ment and piping attach nt points, in a respo se spectrum dynamic analysi modal responses ar/ combined as described in Sub ctios 3.7.3.7. In a independent support m ioh response /pectrum analysis, group respor.scs re combi /ed as described in Subsecti h . 7.3. 1.10. In response spectrum 'r 1 ,ime- istory dynamic analysis, responses due he j ree orthogosaLeamponem afaeismf c 3 7-22.2 Amendment 23 l l ABWR 2m - Standard Plant nrv n - I 3.73.8 1.2 Effect of Differential Building will be adequately accounted for in the Mosements analysis. In case of buried systems sufficiently flexible relative to the The relative displacement between anchors i surrounding or underlying soil, it is determined from the dynamic analysis of the assumed that the systems will follow essen-structures. The results of the relative anchor- tially the displacements and deformations point displacement are used in a static analysis that the soil would have if the systems were to determine the additional stresses due to absent. When applicable, procedures, which relative anchor-point displacements. Furthe$ take into account the phenomena of wave octails are given in Subsection 3.7..lg I travel and wave reflection in compacting soil displacements from the ground displace- '.73.9 3 Multiple Supported Equipment Components ments, are employed. With Distinct inputs (2) The design response spectra for the The procedure and criteria for analysis are underground piping are the horizontal and d e s c r i b e d i n S u b s e c t i o n s 3.7.2.1.3, awd - vertical design spectra at the ground N 3. 7. 3. 3.1. 3, M J. 7. 3. 8. /. t o. surface given in Figures 3.7-1 and 3.7-2. These design spectra are coistrusted in 3.73.10 Use of Constant Vertical Static accordance with Regulatory Guide 1.60. The Factors pipsng analysis is performed using one of the methods described in Subsection 3.7.3. All Seismic Category I subsystems and compo-nents are subjected to a vertical dynamic (3) When applicable, the effects due to local analysis with the vertical floor spectra or time soil settlements, soil arching, etc., are histories defining the input. A static analysis also considered in the analysis, is performed in lieu of dynamic analysis if the peak value of the applicable floor spectra times 3.73.13 Interaction of Other Piping with a factor of 1.5 is used in the analysis. A Seismic Category I Piping factor of 1.0 instead of 1.5 can be used if the equipment is simple enough such that it behaves in certain instances, non-Seismic Category I essentially as a single degree of freedom piping may be connected to Seismic Categnry I system. If the fuadamental frequency of a compo- piping at locations other than a piece of equip-ent in the vertical direction is greater than or ment which, for purposes of analysis, could be equal to 33 Hz, it is treated as seismically represented as an anchor. The transition points rigid and analyzed statically using the zero typically occur at Seismic Category I valves period acceleration (ZPA) of the response which may or may not be physically anchored. spectrum. Since a dynamic analysis must be modeled from pipe anchor point to anchor point, two options 3.73.11 Torsional Effects of Eccentric Masses exist: Torsional effects of eccentric masses are (1) specify and design a structural anchor at included for Seismic Category I subsystems the Seismic Category I valve and analyze the similar to that for the piping systems discussed Seismic Category I subsystem; or, if in Subsection 3.7.3.3.1.2. impractical to design an anchor, 3.73.12 Buried Seismic Category I Piping and (2) analyze the subsystem from the anchor point Tunnels in the Seismic Category I subsystem through the valve to either the first anchor point All underground Category I piping systems are in the non-Seismic Category I subsystem; or installed in tunnels. The following items are for a distance such that there are at least considered in the analysis: two seismic restraints in each of the three orthogonal directions. (1) The inertial effects due to an earthquake upon undreground piping systems and tunnels 33 23 Amendment ABWR nytmc Standard Plant %n Where small, non-Seismic Category piping is coupled together with the portion of the 'luid directly attached to Seismic Category I piping, it contents that move in unison with the shell, and can be decoupled from Seismic Category I piping the fundamental sloshing (convective) mode. per Subsection 3.733.13 (2) The fundamental natural horizontal impulsise Furthermore, non-Seismic Category I piping mode of vibration of the fluid-tank system is (particularly high energy piping as defined in estimated giving due consideration to the Section 3.6) is designed to withstand the SSE to flexibility of the supporting medium and to any avoid jeopardizing adjacent Seismic Category I uplifting tendencies for the tank. The rigid tank piping if it is not feasible or practical to isolate assumption is not made unless it can be justified. these two piping systems. The horizontal impulsive-mode spectral acceleration, S is then determined using this 3.73.14 Seismic Analysis for Reactor frequency andN,e appropriate damping for the Internals fluid-tank system. Alternatively, the maximum spectral acceleration corresponding to the The modeling of RPV internals is discussed in relevant damping may be used. Subsection 3.7.23.2. The damping values are given in Table 3.7-1. The seismic model of the RPV and (3) Damping values used to determine the spectral internalin shown in Figure 3.7-32. acceleration in the impulsive mode are based i upon the system damping associated with the 3.73.15 Analysis Procedurrs for Damping tank shell material as well as with the soil-structure interaction (SSI). Analysis procedures for damping are discussed in Subsectiorp.7.2.15 (4)In determining the spectral acceleration in the L 3 a d 3. 7. 3. 6. /. 7. horizontal convective mode, S ,, the fluid ' S 3.7.3.16 Analysis Procedure for NonSeismic damping ratio is 0.5% of critical da*niping unless Structures in Ucu of Dynamic Analysis y a higher value can be substanIlated by experimental results. p For the design of non-seismic Category [ structures, the procedures described in the (5) The maximum overturning moment, M , at the Uniform Building Code (UBC) seismic design base of the tank is obtained by the modal and criteria shallbe followed. spatial combination methods discussed in Subsection 3.73.7 and 3.73.6, respectively. The Where a structure is required to be designed to uplift tension resulting from M is resisted either withstand a SSE, the following limitations apply- by tying the tank to the foun[ation with anchor bolts, etc., or by mobilizing enough fluid weight (1) Seismic Zone shall be defined as 3, and on a thickened base skirt plate. The latter method of resisting M , when used, must be (2) Occupance Category shall be defined as an shown to be conservative essential facility, thereby using appropriate importance factors for wind and seismic. (6) The seismically induced hydrodynamic pressures on the tank shell at any level are determined by 3.73.17 Methods for Seismic Analpis of the modal and spatial combination methods Abme-Ground Tanks discussed in Subsections 3.73.7 and 3.73.6 ' pay respectively. The maximum hoop forces in th The scismic analysis of Category I tank wall are evaluated with due regard to the /' above-ground tanks considers the following items: contribution of the vertical component of ground . shaking. The beneficial effects of soil-structure interaction may be considered in this evaluation. (1) At least two horizontal modes of combined fluid-tank vibration and at least one vertical The hydrodynamic pressure at any level is added mode of fluid vibration are included in the to the hydrostatic pressure at that Icvel to analysi. The horizontal response analysis determine the hoop tension in the tank shell. P include at least one impulsive mode in which the res nse of the tank shell and roofis f .hh. ccrkderb Eks. ,55Z 2((ech * #frePY C. c9 c.2 9 do towg, er u .cp5&& deinensdrdeuc bb l ABWR =%*de 9ccW~acos ou v h(A-Standard Plant *We ms-44fsd aceh % %n h (7) Either the tank top head is located at an elevation higher than the slosh height above 3.7.4.2 Location and Description of Instrymentation I j ' ,4 y g the top of the fluid or else is designed for " J'e t @ pressures resulting from fluid sloshing against M ue m ! h ; " ,;.ccc L g a g H;g # this head. n"cd E N L CJMroduces a record of the ; time-varying acceleration at the sensor location. The (8) At the point of attachment, the tank shellis triaxial acceleration sensor unit contains three[ , designed to withstand the seismic forces accelerometers mounted in an orthigonal array (tb i imposed by the attached piping. An horizontal and one vertical) in alignment with the , feoo , appropriate analysis is performed to verify plant major axes assumed in seismic analysis. Thr/ ) this design. mti ugens r has a dynamic range of $1 C.CO I ~ zero to peak (i.Mg to 1.0g) and a frequency 1 (9) The tank foundation is designed to accom- range % ~ : "c Tlic THA system is triggered toy modate the seismic forces imposed on it. the accelerometer signals. The trigger is actuated These forces include the hydrodynamic fluid whenever a threshold acceleration'd - " - " .ucted5 pressures imposed on the base of the tank as G2: 3m m;Mfor any of the three axes. The e.o 1 g w e11 as the tank shell longitudinal initial setpoint E "; M Ymay be changedence compressive and tensile forces resulting from significant plant operating data have been obtained M- which indicate that a different setpoint would provide (6uf r.4 better THA system operation. ' % g, (10) In addition to the above, a consideration is given to prevent buckling of tank walls and The instrumentation installed is capable of roof, fail re of connecting piping. and sliding on-line digital recording of all three components of of the tank. the ground motion. The digitized rate of the 3.7.4 Seismic Instrumentation recorder is at least 200 samples per secondpd'the bandwidth is at least from 0.2 Hz to 50 HzI > gg pre-event memory of the instrument is sufficient to dyt*D. 3.7.4.1 Comparison with NRC Regulatory Guide record the onset of the earthquake. The instrument rpF ^ 1.12 is also capable of converting the recorded (digital) Voco: I-The seismic instrumentation program signal into the standardized CAV and the 5'"e damped response spectrum. y described in the following subsections meets the intent of Regulatory Guide 1.12,in that seismic The instrumentation system is capable of , instrumentation is provided so that the control routinely calibrating the response spectrum check of > room operator can be immediately informed 0.2g. Also, the CAV of 0.16g-sec should be through the event indicators when response spectra calibrated with a copy of the October,1987 Whittier, level and the cumulative absolute velocity (CAV) California carthquake or an equivalent calibration I in the free field exceeds the shutdown level and can record provided for this purpose by the manufacture take the necessary actions. of the instrumentation. In the event that an actual Seismic instrumentation at locations oin% [ - earthquake has been recorded at the plant site, the above calibration will be performed to demonstrate tructures as required by RG 1.12 is not provided that the system was functioning properly at the time since the free field instrumentation is sufficient to of the earthquake. provide information required to determine whethe %mLAntdpwn is needed. - 3.7.4.3 Control Room Operator Notification Seismic instrumentation at locations on Activation of the scismic trigger causes an equipment, piping, and supports as required by RG audible and visual annunciation in the control room 1.12 is not provided since experience has shown to alert the plant operator that 4 fel earthquake has .r that data obtained at these locations are obscured occurred. by vibratory motion associated with normal plant OLn operation. *lmd @ Amendment 1733 ABWR n**:r s =s,. Standard Plant TMSL 23000 E4 TMSL 16000 E3 TMSL 7.300 E2 TMSL -300 -o.2co E1 1 EL -U00 \\\\\ Figure 3.7-34 RADWASTE BUILDING SEISMIC MODEL 4m.nameni i s l i - Response-spectrum recorders as required by RG 1.12 are not provided since spectrum analyzer is part of the seismic , instrumentation used. -The-COL applicent i; clicwed tc updat th: in=tru :nt:tica program-f or consist +ney-with- RG-1.12 e f f ective &t the tiae af- & COL applic: tion. i e The seismic instrumentation system is provided using six (6) ! triaxial time-history.accelerographs (THA) and associated j equipment. One THA is installed at the finished grade in the free-field to measure ground motion. The other five THAs are installed in the Seismic Category I reactor and control buildings to measure plant response to earthquake action. There are three THAs in the reactor building (RB); one is located on j the foundation mat at elevation -8.2 m, a second THA is located floor elevation 12.3 m, and a third THA is located at the operating floor at elevation 31.7 m. These RB THAs also serve 8 }/ at the purpose of measuring the response of the containment and its internal structures because of the integrated design. The control building (CB) inctrumentation consists of two THAs; one ! is located on the foundation mat at elevation -8.2m and the : other is located at elevation 7.9 m where the main control room I is. The THAs in the same building are interconnected for common ; starting and common timing. The specific THA locations on the 4 floor will be selected to maintain occupational radiation exposure as low as reasonably achievable (ALARA) in accordance { ( with RG 8.8 for the location, installation, and maintenance of instrumentation. l A = ; 1 1 i 23A6K0AE Standard Plaret %n i 3.7AA Comparison of Measured and Predicted
Response
Within four hours after the earthquake, the 5% damped response spectrum and the CAV for each of the three components of recorded THA "" A A)I- 6695 (ge[erenc4 7) data in the free field will be obtained and evaluated to determine if the shutdown criteri@ defined EPRI repor(NP 5930 (Reference 5)b.;L iLv-fc"e %g n::p:Y%haLbeen exceeded. The _g plant will be shut down when the recorded motion in the free field in any of the three directions (two horizontal and one vertical) exceeds both the response spectrum limit and the CAV limit as follows (1) The response spectrum limit is exceeded if: (a) at frequencies between 2 and 10 Hz, the recorded response spe.2ral acceler-ations of 5% damping exceed 1/3 of the corresponding SSE values or 0.2g, whichever is greater, or (b) at frequencies between 1 and 2 Hz, the recorded response spectral velocity of 5% damping exceed 1/3 of the corresponding SSE values or 6 in/sec, whichever is greater. (2) Tbc CAV limit is exceeded if the CAV value calculated according to the procedures in
/ EPRI report TR-100( 2 (Reference 6) is greater than 0.16 g-sec.
3.7A.5 inservice Surveillance Each of the seismic instruments will be demonstrated operable by the performance of the channel check, channel calibration, and channel functional test operations. The channel checks will be performed every two weeks for the first three months of service after startup. After the initial / pgecenful three month period and three consecutive / checks, the channel checks will be performed on a monthly basis. The channel calibration will be performed during each refueling. The channel functional test will be performed every six months. 3.7-24 2 Amendment
ABWR 23A6100AE nov n I Standard Plant 1 7-25 Amendment
MbN 23A6KoAE nrv a S'andard Plant (2) Section 4.3.1. Immediate Operator Actions. Add to the checks listed in this section a 3.7.5 COL License Information prompt check of the neutron flux monitoring instruments for stability of the reactor. 3.7.5.1 Seismic Design Parameters (3) Section 4.3.4. Pre-Shutdown Inspection. To confirm the seismic design adequacy, the Exceeding the EPRI criterion or evider ce of COL applicant shall demonstrate that the significant damage should constitute a standardized design is applicable to the site condition for mandatory plar;t shutdown. i according to the procedure specified in S ubse ction 2.1.1.2. (4) Section 4.3.4.1. Safe Shutdown Equipment. ' In addition to the safe shutdown systems on 3.7.5.2 Pre. Earthquake Planning and this list, containment integrity must be Post-Earthquake Actions maintained fo!!owing an carthquake. Since the containment isolation valves may have The applicant shall submit to the NRC as part malfunctioned during the earthquake, of its application the procedures it plans to use inspection of the containment isolation for pre-earthquake planning and post-earthquake system is necessary to assure continued actions. The procedures shall implement the containment integrity. seismic instrumentation program specified in Subsection 3.7.4 and follow the guidelines 3.7.6 References recommended in EPRI report NPe95 (Reference 7), with the following exceptions: L General Electric Company BWR/6-238 Standard Safety Analysis Report fGESSAR), Docket No. STN 50-447, November 7,1975. ; (1) Section 3.1. Short-Term Actions
- 2. E. H. Vanmarcke and C. A. Cornell, Seismic (a) Item 3.
- Evaluation of Ground Motion Records'. There is a time limitation of Risk and Desigr. Response Spectra, ASCE four hours within which the licensee Specialty Conference on Safety and shall determine if the shutdown Reliability of Metal Structures, Pittsburgh, criterion has been exceeded. After an Pennsylvania, November 1972.
earth uake has been recorded at the h [N7 site, he licensee shall provide a response spectrum calibration record and
- 3. NUREG-0800, Standard Review Plan, Section 3.7.1.
CAV calibration record to demonstrate that the system was functioning 4. L. K. Liu, Seismic Analysis of the Sciling p r o p e r ly. Wate, Reactor, symposium on seismic analysis of pressure vessel and piping components, (b) Item 4. " Decision on Shutdown *. First National Congress on Pressure Vessel Exceedence of the EPRI criterion as and Piping, San Francisco, California, May amended in Subsection 3.7.4.4 of the 1971. E-4 SSAR or observed evidence of significant f damage as defined by EPRI NP-6695 shall 5. EPRI NPy;'t Criterion for Determining constitute a condition for 'tandatory Exceed @ae .-f the Operating Basis d shutdown unless conditions prevent the Earthquake, J uly 1988. licensee from accomplishing an orderly shutdown without jeopardiz.ing the health (6) EPRI TR-100082, Standardization of and safety of the public. L Cumulative Absolute l'elocity, December OT 1991. (c) Add item 7. ' Documentation
- he s
licensee shall record the chronology (7) EPRI NP-6695, Guidelines for Nuclear Plant ;
' events and control room problems while Response to an Earthquake, December 1989.
the carthquake evaluation is in progress. W6 Amendment
ABMR nacw>xe Slandard Plant nrv n Table 3.71 DAMPING FOR DIFFERENT MATERIALS Percent Critical Damoint litm SEE Reinforced concrete structures 7 Welded structural assemblies 4 Steel frame structures 4 Bolted or riveted structural assemblies 7 Equipment 3 piping systems'
- diameter greater than 12 in. 3
- diameter less than or equal to 12 in. 2 Reactor pressure vessel, support skirt, shroud head and separator 4 Guide tubes and CRD housings 2 Fuel 6 Damping mlues of ASME Code Case N-411-1, a!:ema:iw damping Values for Response Spectra Analysis of Class 1, 2, and 3 Piping, Section 111. Division 1, may be used as permitted by Regulatory Guide 1.84. These damping values are applicable in analy:ing piping response for Seismic and other dynamic loads filtering through building structures in high frequencies range beyond 33 Hz.
l I 3.7 27 l Amendment
ABWR mums Standard Plant nrv n Table 3.7 2 NATURAL FREQUENCIFS 6 OF,THE REACTOR BUILDING COMPLEX IN X DIRECTION (0 -180 AXIS)- FIXED BASE CONDITION Mode No. Frecuency (if Z) 1 4.14 l 2 4.53 3 7.71 4 9.01 5 9.60 6 l0 $ 10.f j 7 11 5 8 12.72 9 13.44 10 13.58 11 1464 12 15.60 13 17.46 14 18.00 15 18.95 16 22.01 17 22.72 18 2431 19 25.48 20 26.11 21 27.08 22 28.20 23 29.84 24 30.94 25 33.16
)
I I i Amendment i l 1
l ABMR 23saccre Standard Plant RfV B Table 3.7 3 NATURAL FREQUENCIEg OF pE REACTOR BUILDING COMPLEX IN Y DIRECTION (90 270 AXIS)- FIXED BASE CONDITION Mode No. Frrouency flIZ) 1 3.92 i 2 4.52 3 7.7y b 4 883 .i 5 9.60 6 9.84 7 1133 8 12.72 9 13.25 10 1333 11 14.16 12 16.06 13 18.00 14 18.95 15 21.22 16 22.62 17 22.88 t 18 25.44 19 25.93 20 26.79 21 22 27.g83
- s y 4 -
23 30.59 24 33.13 i t I i k 1 3 7-29 Amendment
ABWR meme Standard Plant nov n Table 3.7-4 NATURAL FREQUENCIES OF THE REACTOR BUILDING COMPLEX IN Z DIRECTION (VERTICAL) - FIXED BASE CONDITION Made No. Frecuency (HZ) i 1 739 2 933 3 10.69 4 11.50 5 12.05 6 13.30 7 14.12 8 1539 9 20.69 12 3232 Table 3.7 5 NATURAL FREQUENCIES OF THE CONTROL BUILDING - FIXED BASE CONDITION Frequency (HZ) Mode No. ( (9r C 6'erticall d 5 1 SM 6.72 1332 - 2 15.91 16.24 15.86 C j 3 29.22 23.76 15.93 4 30.85 35.20 15.97 . 5 2238 3.7 30 Amendment
\ 23A6100AE Standard Plant arv n Table 3.7-6 Deleted 3' '3I Amendment i
ABWR 234awie Standard Plant RIN B Table 3.7-7 Deleted i 1 l Amendment 37-32
tGUE nA61tmWE Standard Plant nrv n Table 3.7-8 Deleted 4 C 1 tr 3'7'33 Amendment
r 23A61'0AE Standard Plant nrv n Table 3.7 9 Deleted b i 1 t f a f 3 7-M Amendment
s ABWR mame Standard Plant nrn si Table 3.710 NATURAL FREQUENCIES OF THE RADWASTE BUILDING - FIXED BASE CONDITION
%dr Ng., Freauency (ifZ) D!mtion 1 6.52 Y HORIZ 2 7.19 X }{0RIZ 3 11.98 Y HORIZ 4 14.74 Z VERT 5 16.24 X liORIZ 6 16.72 Y IIORIZ 7 21.49 X HORIZ 8 26.28 Y HORIZ 9 29.57 X HORIZ 10 31.40 Z VERT l
1 Amendment 33'M I
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10-3 3- E- _______- s : N - N
\
W 10-4 r s s s g
& 5
- : N :
0 -
\ .
~ \
t y _,
$ 10-5
- ) I .
r-; -
- a. ..
2 --
< 10~6 :- L 1
t 10-7 :-= t 10-8 -
=
^
' ' ' ' ' ' ' 'I ' ' ' ' ' I ' ' ' ' ' ' ' '
10-9 10-1 100 101 102 FREQUENCY (cps) , w w xk
- s. m Figure 3.7-24 Power Spectral Density Function, H1 Component ;-
~ . _ . . _ _ _ _ _ . . _ . . . .-.______ . . . . . _ . _ _ _ . . .._ .___
M o i i iiis i i i i i si 3 i g 10'1 i i i i i i i i s i i i i g , 3 i o m
~ :
CALCULATED PSDF H2 COMPONENT : -1 ! I --- TARGET PSDF 10-2 :. 80% OF TARGET PSDF g E [
- s 3
10-3 :7 7:: N s . . s W a 10'4 ---
'N s Y -
h : 'N N E 6
- N uJ N -
o 10-5
- a :
t: a -
- a. -
k 10-6 7: : 10-7 ?
= :
10-8 7 ij i i
' ' ' ' ' ' ' 'i ' ' ' ' ' '
' ' ' ' ' ' ' ' t 10-9 100 101 102 10-1 FREQUENCY (cps) y m n-a in <
M l**
=
Figure 3.7-25 Power Spectral Density Function, H2 Component
.,.-.-..,.-e.e-.~.-,- .-.-.,_-,.--.m,- ... . . . - e,, - .....e...*r-,- , ..,-.--..--.:.-,.~,,t.-.-
. - . . . - . . -.-mmo-4 .-- ,-....s ..,....--.. --..,.-. _.-,, . ,--.-m-~ w
?
N C
, , , p. .
i...
. o ,i.. p..... . . pas . . p. + , ~~ f a
_7 ,
.J = -
!E -
'd) I t
r4 1
\ ~3 -
r
,s -u i
A
>= t
.0 V
- g. ./.
- i~
4.-' - a f s-4' u
/. ".- C I f..* ,
P-I
/f' e.
/: M-C U,
R h
.l a w
ll! e t
>. F In w
/:: U_
w LO I w /.e - g .j t i. c.d w w m i i I.i z c: w . ~ g',
-~ i a .
, ;- W
; ev &
- u i
LG
}; -
-c e
3 : d 6 I d , f L Z , C r om L S S g :i.. - e C
- i.n - l:;
O. W . iO 1;
- CCC 51 -
W t.n < i;
#J r a >= l{
< .' ~
.,,J & L CWC re U L:
JZM "/
- <<C 4 -
U >= C3 . .- l I
, .. . So. . , t.... .. 6...., . ii.,,,, t,,,,.. . q,,,,,., , l...,,, , ,
m o
. ? . e. o. e. n. m. in. = = c = a o o o o (sco/E**0) 2001IldHV
____.m
l
-i t' 2heimt Standard Plant an a t
t l' i 1 l m TMSL 44 7 l ['- Q .'T- Q .'f Q .'P J,.'f- Q .'P y ,.) , I 38.2. I ' ! M i ,
' \ '
3D T : ( MJI i i
~~
5 +- Tl' ' i I6*I M
~
t t
/
f
~~
Ild M , ( M 12.0 W .} 4.S E '- f<! j. l
~ aA 8 - ;
-17 q -
m ." ej
~
p: l
=f .
[ " ""- ' '
.l
- S. L M i ;
1 l i t stu2 u ; I t
;;T5 : 5'?/= ':: = = r a r' ^*'"' Tc 'M5 ??t' =n0: ;-;;~ l i
i Figure 3.7-29 REACTOR BUILDING ELEVATION (0*-180' SECTION) ! 3 N.3 Amencmen: 1
M Ma!ITE m. Samadard Plant _ i 'THSL n.%]' ** ., E's , 'IN MN /IN , 'P-( /F v '] _ 30 2- M e dJ { , L 31.7 M h r; . < u c us - ,. .n ; 18 6 s.C
, v ,
(2.3 m '
/M
,Q C '
I ! 4.8M - r V ,. 1 (
-11 a
- 5.2- m f 87 582 55 urgg g7;, ;g; na vitute A a r af t_ ATIVE TO RPV &W{gd i l
l Figure 3.7-30 REACTOR SUILDING ELEVATION (90*-270' SECTIONS)
- v. l A mmedsmen 1
Pfnnt Aej)Acsce YQbf ,i, SUILDING WALLS . Ztv m o 95 ;,
- t. 44.7 M y (270') j i
s
$ ; xic i e ;
f 96; //. .97 f El. 33 2 M \ RCCV LEGEND. ;
\ 95
\ 94 107
^ :
- NOO AL POINT
\ _
99 h :89 El. 26 7 M \m $ 98 l
^ v.
//.
l C BEAM ELEVENT
- w. SPRING ELEMENT l
\ I b b $ tzum RIGID LINK s - _20s h' = 101 .. ) 90 ,
e 31 [ El.18 5 M , 70
-\ . .. , A---e 34 E ' - !
14 2 M s
'3-n 78
$ \
109 8 b \ h 79 Et.13.1 M -
'.". psw
--102 \. 91 @o s0 gg / gg)"
E \ viO e o 81 t f,.h f,.- E 82 El.7 3 M GRADE - wwm 92 d6 7.0 M 103
/ @
_111 /' E o 33 32Y h N- b o 72 PECESTAL El. -0.2 M . .. o 84 I'04 11
-' b 73 ft. : 66 E L.
~ 3"
[ b b o gs l El. -6,7 M .h ' 108 94 El 86 E o 37 i El. -13.2 M g BASEMAT 106 \-x , El. -18.7 M N 1 l N ES: 1) IN Y-Z PLANE.THE TWO REACTOR BUILDING\STICKS A80V6sEl. l COMBINE INTO ONE SINGLE STICK. i
]
- 2) THE ROTATIONAL SPRING BETWEEN NODES 90 AND 88 IS PR ONLY IN THE X-Z PLANE 87 582 57 ;
Figure 3.7-31 REACTOR BUILDING MODEL I 3** l Amandesa I l I
i i TMSL Builcing Wal!s l Z(Vit) ; a i Y (270') : 49.7 M 95 o ; i l X (0-) f L93J
.I 38,2 M o 96 RCcV Legerxt; b 107
- Nodal Point i 3: Kts Kt73: O Beam Element 31.7 FA 8 M' Spring Element 98' a
- Rigid Unk l 67 !
l 961
^ 108 W SL !
3:Kig Kg3: i 93 K5 l N. #- - 31 23.5 M 100 Kn c70 21.2 M h L9.!J 109 E 7' e78 5-6 34 18.44 u i 18.1 M .h K2e , K213 b o79 RSW 17.02 M f
102 'K12 91 080 15.60 M I 110 8 !
L99J LZZJ
; g o 81 13.95 M r 12.3 M Graos 22 N.
,,[, 78 82 12.3 M 'I
.c'e"e'm 103 Kts 92 46 79 12.0 M 8.2 M a
11001 _111
@ o83 1 7.0 M t hK24 K253: 8' o 72 Pedestal 4.5 M 4.8 M ,,
104 Kt4 93 Kg i103l 3.5 M o84 : 1101l _3 3 p @ 82 73 "
.*r-* 66 l' '
. K2s K273: 0 85 410 M l
-1.7 M ,,
94 8# 105 'K'ts 0 86 -2.1 M M 0 87 -4 7 M ! 88 M +
-B.2 M d -
Basemat .i I 106
-13.7 M i t
e NOTE: ,
- 1. The rotaconal spnng between noces 90 and 88 is presera enfy in tne X-Z plane, A S** 3 7-3 i Reactor Building 1Stic@Model iI C"P.: 2A . 3 -- 1.1 - "- ;
p M 21Asi s t Standard Plant ltfE cL U-
) ga[ uv .
t '. 26
- E L. 21.0 M 29 30 b 90 , 31. E, 32' o
33 14 l 70 34 0
^g 3
, LEGEND:
e NOD AL POINT 36 @ S " 16 ,
] -
g ,' O BEAM ELEMENT g 4i IN E Apy y 7 g _g
=== RIGIO LIN K f
- "E]a 1. 2 20 'd oy
@ 'g 3 "fUi swRouDM 21 E\ 3 4 @ ^
l
,h , 22 E g 5 FUEL
" TIl " 23 3 $\l 6 i "7 24 'IT T _k?
NiTi
~
(,15JE Et [! O e 46 47 n3 i b U n8 GUI EL 71 g g3 o S6 @ T g 10 60
'4 3 49: O'E jr SO E A EL. -0.13 M
,A* E n 63 3g 57 k '
- A! n55 E o 64 g g 58 g 54 i
E, 65 3 g 59 l s., j 73 ,, E 66 ,, !$E .60 g 55 l
,I
@ 67 @ 3 61 ENLARGE D INTERN AL
*- 3o 76 3o 75 PUMPS MODEL
d . CRD HOU$1NG siss2 Ss Figure 3.7-32 REACTOR PRESSURE VESSEL (RFV) AND INTERNALS MODEL 37-EGS 3 ?-L" Amendment 1
28 El. 830 97* (21.11 M) , S 2 A 721.2T.(19 86 M) , 30 6 A N 07 (18.62 M) i _90 O.r.
,,1, 31
$ S-. 696 97"__(17.70 M)
,g 32 elf 4R.9r (16 99 M) 4 9 Nocal Point 3 C Beam Element 33 El 61197* (15.54 M) 8
'y Mr Spnng Element L
. 14 8. 571E(14.52 M) # Hin9e 78 34,
- 35 g 3 ,15 El 503 47" (12.79 M) ,
36,,@ Ed 16 El 48147* (12.23 M)
@ 3,. B. 453 97* (11.53 M) 18 e a 420.UE73 M) g 398i 3 .
M _1 8. 371.16" (9.43 M) , r
- 408>
' '19 3 ,2 El 342 77* (8.71 M)
- 2 , ,20 _ 3 , , 3... El 315.27' (8.01 M)
@EE NW @ Z21 B O,;4 -B. 287.77* (7.31 MW
I-438L stftness 44, , %_ g 23 5 O ,6 El 232.77* (5.91 M) 45O N ' (~'
El 170 97' ,IE IE ..250 E f* 0 8 El 186.35*. (4.70 M) (4 34 M) 46 For GT & CRDH
,26 3 3.,9 El 14141' (3 59 M) 47i >@
vertcal stftness .QRJ.fi 71 48e ib -# \ ' ,56 @ O,, 10 EN WW ' i,69 B. 55 81* .
' J '%%m27 5 ]_1j_j (3.25 M) 4o ! g ,9 s a m p3 g @ (1.42 M) ag 'r 9 1 : 12 FI 88 00" (1.4 M) 9.39 44*
*4 Ks (1.00 M) 40 , ,53
@ . 12 El 2142" (0.54 M) 3
.62 O *2 El -5 00* (-0.13 M) oJ o 4 , ,54 3 Et -36 gg' I-0.92 M)
". .@h M3 (0EL 46 M)18.31' 40 @ .63 . 57 o 4 ,,55 3,,s4 , , 58 E -67 50 I-1.71 M) < rid s. -t 5.58-Eifo,,, < 0.40 u) 4
, 4 i G, 65 3 .;9 Et -98 75* f-2.51 M) 3 a..,, _ 73 3 66 ,g, 60 p -130 00* (-3.30 M) a r.E} o B. -49 48*
M5 (-1.26 %
'k l @ gQQ . 61 Et -158 27* (-4 02 M)
Enterged intomal
- i. 5 76 L2 ' 75 8 -184 72* (-419 M) Pumpe Model
,a (..en .tieu
- 1. TMSL = RPV *0* + 4.95 M p, M5Y ksa k.el ~d Ller,4
- - I
- Ep.e 3 7- 3 2. (REY _St!cgModel :
FWJRE-3A.S 1.2 ' ; 87759 cGE ABWR/0731447 Rev 4 rvg indes e
ABWR noms . l Standard Plant arvi i tkh l b# '
; TMSL 21.60 t :
/
/ :
11 6 TMS)/16.95 [ 5 ! l t 10 TMSL 12.30 l GRADE l
// \\-
9 4 TMSL 7.
/ O' s !
8 3 TMSL 3.50 ; i L I
~
NOTE: ALL DIMENSIONS t IN METERS : i 1 TMSL -8.20 .
\\\\\N Figure 3.7-33 CONTROL BUILDING DYNAMIC MODEL l
- . c !
A . ..; .:1* t 4
. _ . . - ~
- m. _
TMSL I ELEV.(m) ;
.y 22.2 4>
108 ; 113 l VERTICAL ! 17.15 g OSCILLATORS i 107 , g '112 j 4 Ge 12.3 4 (12.0) %\ % 106 q 111 : e if ! 7.9 4 f 110 j 3.5 q 104 !
@ 109 ;
-2.15 4 03 j i
i t
-8.2 4p102 !
O !
-11.2 g , 23 i
l
?
,. P >
Sticiddodel Fgr Control Building Suse Mcdd j FIGURE O .0-0.1- !
-new so+ar 3.7-33 j 3 7- 67 A i
F p5 8EC It UNITED STATES ,
*' ' NUCLEAR REGULATORY COMMISSION
[
)2 WASHINGTON, D.C. 20EE6-0001
,/ May 13,1993 I
MEMORANDUM FOR: Karen M. VanDuser, Chief i Document Management Branch 1 Division of Information Support Services ; Office of Information Resources Management j i FROM: Tin Mo, Project Manager [ Regulatory Development Section ! Regulatory and International Safeguards Branch ! Division of Fuel Cycle Safety and Safeguards Office of Nuclear Material Safety . and Safeguards l i
SUBJECT:
DOCUMENTS REQUIRED TO BE MAINTAINED AS l DECOMMISSIONING RECORD INFORMATION t I am requesting your staff's assistance in processing documents that have i been forwarded to me as Project Manager of a contract with the Oak Ridge ; Institute for Science and Education (0 RISE) under Oak Ridge Associated j Universities (0RAU). These documents represent confirmatory surveys that have - been performed by ORAU and ORISE for various sites. Since these surveys were sent to many staff members at headquarters and j the different regions, it is difficult to be sure that all of them have been l processed through NUDOCS. To ensure that these confirmatory surveys have been ! made part of the permanent record, I request that your staff review the NUDOCs , records and process those that may not have been processed. Those documents ! that are marked draft should be processed as central file only. Those : documents that are marked final should be processed as PDR available. No 1 distribution is required except for the hard copy to be maintained in central i file. i I would appreciate your staff's sending me'a listing of all surveys once : the processing is complete. If you have any questions on this matter, please ; call me on 504-2570 or Florence Brown on 504-2605. Ms. Brown has discussed ! this request with Jim McKnight of your staff.
#p
-:> wUn -
l Tin Mo, Project Manager i Regulatory Development Section Regulatory and International , Safeguards Branch - Division of Fuel Cycle Safety : and Safeguards ! Office of Nuclear Material Safety ! and Safeguards ; cc: J. McKnight l 5 f
-~ ___ _ _ ___ _ _ _ _ _ _ _ _ _-}}