ML20083Q080
| ML20083Q080 | |
| Person / Time | |
|---|---|
| Site: | Midland |
| Issue date: | 04/18/1984 |
| From: | Levin H TERA CORP. |
| To: | Jackie Cook, Eisenhut D, James Keppler CONSUMERS ENERGY CO. (FORMERLY CONSUMERS POWER CO.), NRC OFFICE OF INSPECTION & ENFORCEMENT (IE REGION III), Office of Nuclear Reactor Regulation |
| References | |
| OL, OM, NUDOCS 8404200319 | |
| Download: ML20083Q080 (91) | |
Text
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April 18,1984 Mr. James W. Cook Vice President
, Consumers Power Company 1945 West Pornoll Road Jackson, Michigan 49201 Mr. J. G. Keppler -
Administrator, Region 111 .
Office of Inspection ond. Enforcement
. U.S. Nuclear Reguiotory Commission 799 Roosevelt Road
+
Glen Ellyn, IL 60137 Mr. D. G. Eisenhut Director, Division of Licensing Office of Nuclear Reactor Regulation i U.S. Nuclear Regulatory Commission Washington, DC 20555 Re: Docket Nos. 50-320 OM, OL and 50-330 OM, OL
, Midland Nxlec- !%nt - Units I and 2 -
j independer.t Design and Construction Verification (IDCV) Program Meeting Summary Gentlemen:
, A meeting was held in Chicago, Illinois on April 17,1984 to discuss details of the
- SMA Seismic Margins Evaluation (SME) of the Midiond plant and its potential applicability to the disposition of outstanding items in the IDCVP civil / structural review area. Attachment I identifies participants which included represento-tives of TERA, CPC, and NRC. Attuchment 2 includes viewgraphs presented by SMA of the meeting.
TERA indicated that elements of the SME were being reviewed to assist in the independent design verification of Bechtel's seismic analysis and design with em: basis on modeling assumptions and inputs used in the design evoluotions as e we I as the significance of various discrepaneles noted by the IDCVP.
SMA presented an overview of their work and a detoiled discussion in areas of particular interest to TERA. Concentration was given to the areas such as soil-structure interaction, floor flexibility, equipment qualification, parameter varia-tion, eompling criteria, and differences between the SME and FSAR seismic i
8404200319 840418 PDR ADOCK 05000329 i .
A PDR >
3\ j D l i t' l TERA' CORPORATION ~1 -
7101 WISCONSIN AVENUE BETHESDA MAIMAND 20814 -3017 654 8960- _ _
Mr. J. W. Cook 2 April 18,1984 Mr. J. G. Keppler Mr. D. G. Eisnhut evoluotions. SMA provided TERA with necessary clarification to understand information presented in their series of SME reports os well as the level of detail and porometric evoluotion octually applied during the course of their study.
Sincer ly, i
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Howard A. Levin Project Manager Midland IDCV Program Enclosure cc: L. Gibson, CPC R. Erhardt, CPC D. Budzik, CPC D. Quamme, CPC (site)
R. Whitaker, CPC (site)
D. Hood, NRC J. Taylor, NRC, I&E T. Ankrum, NRC, l&E J. Milhoon, NRC, I&E E. Poser, Bechtel R. Burg, Bechtel J. Agar, B&W J. Korr, S&W (site)
IDCV Program Service List HAL/djb t
l TERA CORPORATION l
SERVICE LIST FOR MIDLAtO INDEPEf0ENT DESIGN i
AIO CONSTRUCTION VERIFICATION PROGRAM cc: Harold R. Dentong Director Ms. Barboro Stomiris Office of Nuclear Reoctor Regulat. ion 5795 N. River U.S. Nuclear Regulatory Commission Freeland, Michigan 48623
- Washington, D.C. 20555 Mr. Wendell Marshall i
James G. Keppler, Regiono! Administrator Route 10 U.S. Nuclear Regulatory Commission, Midland, Michigan 48440
. Region ill 799 Roosevelt Road Mr. Steve Godler l
Glen Ellyn, Illinois 60137 2120 Corter Avenue U.S. Nuclear Regulatory Commission Resident inspectors Office Ms. Billie Pirner Garde Mbt d' Michi9on 48640 for Accountable Government Government Accountcbility Project Mr. J. W. Cook j Institute for Policy Studies Vice Pres,ident 1901 Que Street, N.W.
Consumers Power Company Washington, D.C. 20009 1945 West Pornoll Road Jackson, Michigan 49201 Chorles Bechhoefer, Esq.
Atomic Safety & Licensing Board 4 Michael I. Miller, Esq. U.S. Nuclear Regulatory Commission Isham, Lincoln & Beale Washington, D.C. 20555 Three First National Plazo, j Sist floor Dr. Frederick P. Cowan
- Chicago, Illinois 60602 Apt. B-125 i 6125 N. Verde Trail James E. Brunner, Esq. Boca Roton, Florido 33433 Consumers Power Company 212 West Michigan Avenue Jerry Harbour, Esq.
Jackson, Michigan 49201 Atomic Safety and Licensing Board U.S. Nuclear Regulatory Commission Ms. May Sincla.ir Washington, D.C. 20555 571i Summerset Drive Midland, Michigan 48640 Mr. Ron Collen Michigan Public Service Commission Cherry & Flynn 6545 Mercontile Way
- Suite 3700 P.O. Box 30221 Three First Nat.ional Plaza Lansing, Michigan 48909 Chicago, Illinois 60602 )
Mr. Paul Rou Ms. Lynne Bernobei Midland Daily News l Government Accountability Project 124 Mcdonald Street 1901 Q Street, NW Midland, Michigan 48640 Washington, D.C. 20009 i
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- _ . . . . --- .. - , . . .. , ._ . _ - ~
ATTACHMENTI PARTICIPANTS MIDLAto INDEPEPOENT DESIGN Abo CONSTRUCTION VERIFICATION PROGRAM MEETING CHICAGO, ILLINOIS APRIL 17,1984 Name Affiliation H. Levin TERA J. Mortore TERA C. Mortgot TERA
- W. Hall TERA Consultant, Univ. of Illinois D. Wesley SMA R. Campbell SMA L. Gibson CPC T. Thiruvengadam CPC H. Wang NRC F. Rinaldi NRC
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ATTACHMENT 2
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SELS!11C MARGIN EAR 1HQUAKE (SME) 4 BASED ON SITE SPECIFIC EARTHQUAKE 5 INCLUDES STRUCTURES AND EQUIPMENT 8 SCREENING. PROC $SSUSEDTOIDENTIFYCRITICAL ELEMENTS AND COMPONENTS FOR REVIEW FOR SEISMIC ADEQUACY
. S - ALLOWS FOR DEVIATIONS FROM STANDARD REVIEW PLAN FOR FAILURE ~ CAPACITY EVALUATION
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DIFFERENCES BETWEEN SME REVIEW AND FSAR DESIGN i.
SEISMIC INPUT 4
e i e WIDER RANGE 0F.S0ll PARAMETERS e PARAMETR C VARIATION OF RELATIVE S0ll STIFFNESS UNDER AUXILIARY PENETRATION WINGS e1, DAMPING x
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STRUCTURES EVALUATION l
e USE BECHTEL STRUCTURES MODELS FOR:
- CONTROL / AUXILIARY BUILDING *
- SERVICE WATER PUMP STRUCTURE *
- REACTOR BUILDINGS
- DIESEL GENERATOR BUILDINGS e DEVELOP NEW MODEL FOR B0 RATED WATER STORAGE TANK *
- DEVELOP NEW S0ll COMPLIANCE FUNCTIONS FOR A WIDER RANGE OF S0ll PROPERTIES THAN CONSIDERED IN DESIGN
- GENERATE NEW STRUCTURE LOADS AND IN-STRUCTURE RESPONSE SPECTRA eCALCULATE SEISMIC MARGIN AGAINST CODE STRENGTH FOR SELECTED ELEMENTS eCALCULATE SEISMIC MARGIN AGAINST FAILURE (IF REQUIRED)
INCLUDES SOILS REMEDIAL DESIGN EFFECTS i
. _ _ , , . - . . - - , - - - - - - - - - -,~ -,e- - - - - - -
DAMPING 8 REG. GUIDE 1.61 SSE DAMPING USED FOR THE CODE MARGIN EVALUATION FOR BOTH STRUCTURES AND EQUIPMENT I INCREASED DAMPING FOR FAILURE MARGIN EVALVATION FOR EQUIPMENT TO REFLECT HIGH STRESSES AT FAILURE
- 0 GE0 METRIC (RADIATION) DAMPING FOR S0ll-STRUCTURE INTERACTION LIMITED 10 EITHER 75% OF THEORETICAL ELASTIC HALF SPACE VALUES OR 100% OF ANALYTICALLY DETERMINED VALUES FOR LAYERED S0ll PROFILES WHICH-EVER IS LOWER i
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i S0IL PROPERTIES .
l 0 WIDE PARAMETRIC RANGE OF S0IL PROFILES WERE DEVELOPED TO ACCOUNT FOR UNCERTAINTIES IN SITE CONDITIONS THREE PROFILES DEVELOPED:
0 Soll LAYERING PROFILE REPRESENTATIVE OF SOFT SITE CONDITIONS S SOIL LAYERING PROFILE REPRESENTATIVE OF STIFF SITE CONDITIONS e INTERMEDIATE S0ll PROFILE 9
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1 Elevation 634 Top of Grade i 603 *
. Original Ground Sue Glacial T111 W, = 135 pcf Gun = 7 106 psf v = 0.47 Gsg = 2 106 psf
= 1290 fps Vs Glacial Till W, = 135 pcf Gw, = 12 106psy v = 0.47 Gg5
= 4.2 106 psf V, = 1690 fps 41 0 Dense Cohesionless Material
%, = 27 105 psf W, = 135 pcf V, = 2540 fps L Elevat' I
410 v = 0.34 Gsg = 17.8 106 psy ,
ha = 37 105 psy V, = 2970 fps L Elevatt' N
GSME = 25.2 105 psf 1
i 260 sedrock i
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= 150 pcf V, = 5000 fps v = 0.33 Soft Site Soil profile !
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E1[vation Tcp of Grade 634 ,
J 603 Original Ground Sur-as = 7.3 106 psf !
Aux. = 120 gf Bldg.- 570 1*('"11 v = 0.49 Vs = 1400 fps GSitE = 3.65 106 psf I
Reactor Bldg. 568 Glacial Till
= 135 pcf Gg, = 22.2 106 psf Ws v = 0.42 GSME
= 13.3 106 psf Vs
= 2300 fps l
l 463 slacial Till 1
l W, = 135 pcf ( , = 37.8 106p,g l v = 0.42 G91E
= 25.0 106 p,f Vs = 3000 fps .
4 363 Dense Cohesionless Material Ws = 135 pcf (, = 37.810 6p,y v = 0.34 GSME
= 31.0 106 p,p Vs = 3001 fps 263 i . Bedrock
= 150 pcf Vs = 5000 fps 4,
v = 0.33 Stiff Site Soil Profile l*
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Elevation Top of Grade 634 Original Ground Sur i 603 -
Glacial Till W, = 110 pcf Gm , = 7.7 106 pst
= 0.49 = 4.08 106 psf
- w GME Vs = 1500 fps Glacial Till Ws = 135 pcf Gg, = 15 106 pst v = 0.42 G2E = 7.95 106 psf Vs = 1890 fps 463 l Dense Cohesionless Material .
W, = 135 pcf Gg, = 25.6 106 psf j v = 0.34 GSME '= 13.6 106 psg ,
J , = 2468 fps l
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i 263 Sedrock Ws = 145 pcf Vs = 5000 fps f
, = o.s3 l
INTENDIATE Soit PklFIt.E
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STRAIN DEGRADATION EFFECTS O S0ll PROFILES BASED ON LOW STRAIN SHEAR MODULI, MAX
, O EQUIVALENT LINEAR HIGH STRAIN S0Il SHEAR MODULI, GSME' ACCOUNT FOR EFFECT OF EARTHQUAKE INDUCED SHEAR STRAINS ON S0ll MATERIAL PROPERTIES i e STRAIN DEGRADATION RELATIONSHIPS APPROPRIATE'FOR SME l GROUND MOTION LEVELS WERE DEVELOPED BY DAMES & MOORE 4
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i EMPLANATION:
i e LOW PLASTICITY SILTS AND CLAYS (ARANGO et ei)
I O MIGN PLASTICITY SILTS ANO CLAYS ( ARANGO et all l
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STRAIN DEGRADATION RELATIONSHIPS l
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LAYERFD SITE S0ll IMPFDANCE S0ll IMPEDANCE DEVELOPMENT:
e PROGRAM CLASSI USED 2
e FIVE PERCENT S0ll MATERIAL DAMPING REASONS FOR CLASSI APPROACH:
e LAYERED S0ll PROFILES MAY ENTRAP ENERGY NORMALLY DISSIPATED BY GE0 METRIC DAMPING e PROCEDURE WITH THEORETICAL BASIS FOR EVALUATING EFFECTIVE STIFFNESS OF LAYERED S0ll PROFILE
l EFFECTIVE SOIL SHEAR' MODULUS 8 AN EFFECTIVE SOIL SHEAR MODULUS,Gggg, WAS DEVELOPED BASED ON CLASSI RESULTS ADVANIAGES OF THIS APPROACH:
- 1. CHECK ON CLASSI RESULTS 0 COMPARE Ggg, TO LAYERED SOIL PROFILE CHARACTERISTICS
- 2. ALLOWSFORMODIFICATIONOFS0IlSPRINGSANdDASHPOTS TO ACCOUNT FOR:
0 NON-STANDARD FOUNDATION SHAPES 0 EMBEDMENT EFFECTS
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i UNCERTAINTY RANGE ON SHEAR MODULUS ,
CONSIDERATIONS:
0 UNCERTAINTY IN LOW STRAIN SHEAR MODULUS, G gg 8 UNCERTAINTY IN STRAIN DEGRADATION EFFECTS 0 UNCERTAINTY IN LAYERING EFFECTS e UNCERTAINTY IN MODELING USED TO OBTAIN S0ll COMPLIANCES ,
PARAMETRIC RANGES USED:
0 LOWER B0UND S0ll CASE 8 0.6 Ggyp (SOFT SITE PROFILE) 0 UPPER BOUND S0ll CASE 8 1.3 G,pp (STIFF SITE PROFILE) 0 INTERMEDIATE S0Il CASE i 0 REMAINS THE SAME 1
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ENERGY ENTRAPMENT DUE TO LAYERING TWO TYPES OF DAMPING:
- 1. HYSTERETIC (MATERIAL) DAMPING e ESTIMATEDAS5P5RCENTOFCRITICALDAMPING e NOT STRONGLY AFFECTED BY LAYERING
- 2. GE0 METRIC (RADIATION) DAMPING e WAVE PROP 0GATION OF ENERGY THROUGH THE S0IL i
e LAYERED S0ll PROFILE MAY ENTRAP ENERGY EFFECTIVELY REDUCING GE0 METRIC DAMPING e EFFECTISEVALUATEDBYAKNOCKDOWNFACTbR C(CLASSI LAYERED SITE ANALYSIS) p "
LAYER C(THEORETICAL ELASTIC HALF-SPACE) e LIMITED TO EITHER 75 PERCENT OF THEORETICAL ELASTIC HALF-SPACE VALUES OR 100 PERCENT OF ANALYTICALLY
- DETERMINED VALUES FOR S0Il PROFILE WHICH EVER IS LDER
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DEVELOPMENT OF IN-STRUCTURE RESPONSE SPECTRA CONSIDERATIONS:
, 4 THREE S0ll CASES (LOWER, INTERMEDIATE, UPPER) 0 EFFECTS OF MULTIDIRECTIONAL EXCITATION 0 TORSIONAL RESPONSE
! 8 BROADENING AND ENVELOPING TECHNIQUES
! O FLOOR SLAB VERTICAL AMPLIFICATION 1
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DETERMINATION OF SME IN-STRUCTURE RESPONSE SPECTRA 0 TRANSLATIONAL AND ROTATIONAL SPECTRA AT THE FLOOR CENTER OF RIGIDITY FOR EACH RESPONSE DIRECTION WERE DETERMINED BY TAKING THE SQUARE-ROOT-SUM-0F THE-SQUARES OF CONTRIBUTIONS TO THE SPECTRAL ORDINATES FROM THE VERTICAL AND THE TWO HORIZONTAL GROUND MOTIONS I TORSIONAL RESPONSE CONTRIBUTION TO TRANSLATIONAL RESPONSE WAS INCLUDED:
O IMPORTANT FOR EQUIPMENT NOT AT THE CENTER OF RIGIDITY O TRANSLATIONAL COMPONENT DUE TO TORSION WAS CONSERVATIVELY INCLUDED BY ADDING IN THE ABSOLUTE SUM OF A M0 MENT ARM R TIMES THE ROTATIONAL SPECTRA AT THE FLOOR CENTER OF R"GIDITY TO THE APPROPRIATE TRANSLATIONAL COMPONENT i
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SCHEMATIC REPRESENTATION OF TYPICAL FLOOR SHOWING CRITICAL EQUIPENT LOCATIONS REL TO THE FLOOR CENTER OF RIGIDITY l
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IN-STRUCTURE RESPONSE SPECTRA SM0OTHING AND BROADENING e PEAKS OF THE SPECTRA WERE BROADENED AN ADDITIONAL 10%
e ACCOUNIS FOR VARIABILITIES IN-STRUCTURE FREQUENCIES DUE TO UNCERTAINTIES IN:
A) MATERIAL PROPERTIES j n) STRUCTURAL MODELING ASSUMPTIONS
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i e UNCERTAINTY IN SITE S0ll CHARACTERISTICS IS COVERED BY BROAD RANGE OF S0ll SHEAR MODULI USED IN SME i
i e FINAL SME IN-STRUCTURE RESPONSE SPECTRA WERE DEVELOPED AS AN ENVELOPE OF THE BROADENED SPECTRA FOR THE THREE S0ll CASES
! e CONSIDERED POSSIBLE SHIFTING 0F STRUCTURE FREQUENCIES 4
e SPECTRA WERE SM0OTHED TO REMOVE MINOR V0LLEYS l
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FLODR SLAB VERTICAL AMPLIFICATION e SEISMIC DESIGN MODELS DEVELOPED TO COMPUTE l OVERALL BUILDING RESPONSE AND DID NOT INCLUDE FLOOR FLEXIBILITY.
I i e FLOOR SLAB AMPLIFICATION MAY BE SIGNIFICANT
- FOR SLABS WITH RELATIVELY LOW FREQUENCIES'.
e SLABS WITH LOWEST EXPECTED FREQUENCIES WERE SELECTED FOR ANALYSIS FROM:
e AUXILIARY BUILDING e DIESEL GENERATOR BUILDING (DGB) e SERV!CE WATER PUMP STRUCTURE (SWPS) i e SLAB FLEXIBILITY INCLUDED IN THE REACTOR BUILDING EQUIPMENT QUALIFICATION ANALYSIS.
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4 BUILDING FLOOR SLABS EVALUATED e AUXILIARY BUILDING FLOORS SELECTED FROM:'
MAIN AUXILIARY BUILDING CONTROL TOWER ELECTRICAL PENETRATION AREA (EPA)
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EL. 584'-0" MAIN AUX. BLDG. (LOW, HEAVILY LOADED SLAB)
EL. 614'-0" MAIN AUX, BLDG, (HIGH, FLEXIBLE SLAB)
EL. 646'-0" CONTROL TOWER (LOW, FLEXIBLE. SLAB) l EL. 685'-0" CONTROL TOWER (HIGH, MOST FLEXIBLE SLAB)
EL. 642'-7" EPA (MOST FLEXIBLE, HIGH MASS) l
- e DGB FLOOR EL. 664'-0" (INCLUDES SOME CAT.I EQUIPMENT)
! e SWPS FLOOR
! EL. 634'-6" (INCLUDES MOST CAT I EQUIPMENT) i 4
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FLOOR SLAB ANALYSIS e FLOORS SELECTED ARE SINGLE BAYS BOUNDED BY VERTICAL SUPPORTS.
e FINITE ELEMENT MODELS DEVELOPED TO CONSERVATIVELY
, REFLECT APPROPRIATE GE0 METRY AND B0UNDARY CONDITIONS.
e MODELS CONSIST OF PLATE AND BEAM ELEMENTS e MASS REPRESENTING STRUCTURAL ELEMENTS AND NON-LOAD BEARING WALLS AND EQUIPMENT INCLUDED.
. e FLOOR STRESSES SUBSEQUENTLY CHECKED TO ESTIMATE DAMPING.
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L VERTICAL INPUT TO EQUIPMENT e IN-STRUCTURE RESPONSE SPECTRA DEVELOPED FROM SINGLE DEGREE OF FREEDOM MODELS WITH FREQUENCIES EQUAL TO FEM FUNDAMENTALS.
e DAMPING FOR UNCRACKED CONCRETE (4% OF CRITICAL)
USED FOR ALL SLABS.
e FOR AUXILIARY BUILDING: VERTICAL TIME HISTORIES FROM BUILDING STRUCTURAL MODEL USED TO DEVELOP IN-STRUCTURE RESPONSE SPECTRA.
e FOR DGB AND SWPS: SD0F MODELS ADDED TO OVERALL BUILDING MODELS.
e VERTICAL IN-STRUCTURE RESPONSE SPECTRA WITHOUT FLOOR FLEXIBILITY INCREASED BY VERTICAL AMPLIFICATION FACTOR (VAF) IN AUXILIARY BUILDING.
l l
.- I l
VFRTICAI AMPLIFICATION FACTOR (VAF)
(UNBROADENED SPECTRAL ACCELERATION AT
= FREQUENCY F INCLUDING FLOOR FLEXIBILITY e VAF (BROADENED SPECTRAL ACCELERATION AT FREQUENCY F NOT INCLUDING FLOOR FLEXIBILITY e OVERALL VAF DEVELOPED FROM ENVELOPE OF ALL FLOORS AS A FUNCTION OF EQUIPMENT FREQUENCY AND DAMPING.
e VAF BROADENED i 10%.
e VAF FOR EQUIPMENT LOCATED AWAY FROM SLAB CENTER ASSUMED FOLLOW SINE WAVE.
l 1
~
l l
)
x
S g . . .
Upper Bound Soil Case v, With Floor Flexibility (Unsmoothed) 1 1 1- o f T
(
d' ---- Without F1oor Flexibility (Smoothed and Broadened) [ k f) 5 2 and 7 percent damping (3 and 4 percent !
E damped spectra not shown for clarity) / 1 z- L g fy -
O Fundamental Floor Frequency = 14 Hz / l f h
lE e
/'
wi I \ -
dd- 1 ;
2% damping wa I
Eid-f)/ '\
(g e
E La I/ /
y s
me t "xu od- l __
$ e
$ ~
[- 7% damping Lg '
d A'i i 4 66t64 1 1 4
i t)r' i i 4 4di&6iv 4 i s i & 4 i o' i FREQUENCY (HERTZ) 4 COMPARIS0N OF VERTICAL SPECTRA WITH AND WITHOUT FLOOR FLEXIBILITY AT ELEVATION 646'-0", CONTROL TOWER
o E ,
2 , . .
Upper Bound Soil Case o With Floor Flexibility (Unsmoothed) '
Without Floor Flexibility (Smoothed and Broadened)
So 2 and 7 percent damping (3 and 4 percent 3, damped spectra not shown for clarity) g-
.-. Fundamental Floor Frequency = 14 Hz q E
c J .
wo -
u u
E WE 30 g
,J 2% damping , J V1 co
[
~
EE d -
E' m
/ ,
1
$ - / 7% damping 1h so -
9 - . .
10-' E 5 4 $ 5 3 5 0 'iCf E 5 4 s&isbli o' 5 5 4 4 & }&6 10' FREQUENCY (HERTZ)
COMPARISON OF VERTICAL SPECTRA WITH AND WITHOUT FLOOR FLEXIBILITY AT ELEVATION 614'-0", MAIN AUXILIARY BUILDING
- - - - - _ _ _ _ -_ A
1 AUXILIARY BUILDING VERTICAL AMPLIFICATION FACTORS 2% Equipment Damping Equipment Frequency Floor Frequency 5 8 11 14 20 25 29 33 Location (Hz) Hz Hz Hz Hz Hz Hz Hz Hz i
E1. 584'-0", Main Auxiliary 81dg. 35 1.0 0.89 0.96 0.79 0.95 1.1 1.3 1.6 1
~
E1. 614'-0", Main Auxiliary 81dg. 14 1.1 1.3 2.3 5.2 1.9 1.8 1.9 1.8 E1. 646'-0", Control Tower 14 1.2 1.1 1.8 3.4- 1.1 1.3 1.4 1.4 i
E1. 685'-0", Control Tower 11 1.3 1.7 5.0 2.1 1.6 2.0 2.0 2.0
- El. 642'-7", West Penetration Wing 29 1.0 0.96 0.87 1.1 0.98 1.1 1.3 1.1 4
i e e 4
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- - -i-1 2 5 10 20 50 Equipment Frequency (Hz)
ENVELOPE VERTICAL AMPLIFICATION FACTORS FOR AUXILIARY BUILDING
y 6
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f" 1 2 5 10 20 50 Equipment Frequency (Hz)
VERTICAL AMPLIFICATION FACTOR FUNCTIONS FOR-14 Hz FUNDAMENTAL FREQUENCY FLOORS FOR AUXILIARY BUILDING
6 g . , ,
i.
- q. .
i.. .... . t i
.1
_. _ ... , i. .... . . .. ....
n .a . ,i.
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h, til- ?:
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1 2 5 10 20 50 Equipment Frequency (Hz)
VERTICAL AMPLIFICATION FACTOR FUNCTIONS FOR 20 Hz FUNDAMENTAL FREQUENCY FLOORS FOR AUXILIARY BUILDING
6... 4 !!;i .iii ljt 11 a .; 't ;.;. ! l .l , ;,. .4 ...i G .
l: !
l' ; i .4
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. pr 8*! ', ,,' i, ,c 2% Damping 4. i[. f,.. .h-4,..-..I, %'
jh 3 1 d_ [ *!!!
. - - - 3% Damping .b! ':'
h.;t a q. .. + _)J'
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l l SEISMIC MARGINS FOR MECHANICAL, ELECTRICAL, CONTROL AND INSTRUMENTATION EQUIPMENT PRESENTATION TO
. USNRC/ CONSUMERS POWER C0.
APRIL 1984 l
\
SCOPE OF STUDY ! 1 e CONSIDER ALL EQUIPMEMT AND SUPPORTING SYSTEMS REQUIRED FOR SAFE SHUTDOWN e SELECT REPRESENTATIVE SAMPLES FROM TOTAL INVENTORY
- e EVALUATE SAMPLES FOR SEISMIC MARGIN EARTHOUAKE PLUS NORMAL OPERATING LOADS e DETERMINE MARGIN AGAINST:
CODE ALLOWABLE OR FUNCTIONAL ALLOWABLE OR FAILURE t% k
l All Seisnic Categ:ry I components and Distribution Systems RIquired for Safe Shutdown i e ! Select Sampling of Critical components By One of Following:
- 1. Design Seismic Load is High Percentage of Expected Capacity l 2. Judgment that Component is Critical and Vulnerable to Seismic k
ff
~
e, Do the Applicable Floor Response No Further Spectra Generated for Evaluation of SME Exceed those of the No Components or Dist. SSE by Factor of 21.25 4 Systems at that i for Passive Components Floor Elevation i or 1.0 for Active Components is Required , within the Frequency Range of Interest? e Tes Select Additional Sample of Components which Tend to Be Sensitive to Seismic Loading I Scale up by the Ratio of SME to SSE Floor Spectral Values in the Frequency Range of Interest the Calculated Input Seismic Motion - and Stress or Deformation Resultants from SSE Loading Report Margin g Report Margin Against Code . Against Test Limits. Level. I Passive Components] [ Active Components l e e Do Stress or Limit Load Do Input Seismic Motions g Resultants Exceed Code or Deformation exceed Test No i Faulted Condition Acceptance Input Levels or Manufacturers - Limits?! - Deformation Limits for Operation Yes , y,,
- Calculate and Report Contact Equipment
,_ Conservative Margin Manufacturer for Further l Against Failure Information on Functional Capacity or Achieved Test Levels PROCESS TO SELECT COWONENTS AND DISTRIBUTION SYSTEMS FOR SEISMIC SAFETY MARGIN EVALUATION AND DEVELOP MARGINS
8
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SYSTEMS REQUIRED FOR SAFE SHUTDOWN e REACTOR COOLANT & PRESSURE CONTROL e MAKEUP & PURIFICATION e DECAY HEAT REMOVAL (COLD SHUTDOWN ONLY) e COMPONENT COOLING WATER e SERVICE WATER e SAFEGUARDS CHILLED WATER e EMERGENCY DIESEL GENERATOR FUEL OIL STORAGE AND TRANSFER e HVAC s MAIN STEAM e CONDENSATE AND FEEDWATER (AUX. F.W.) e EMERGENCY DIESEL POWER GENERATION e STATION BATTERIES e ELECTRICAL POWER DISTRIBUTION, CONTROL AND INSTRUMENTATION SYSTEMS e t 1 l
NSSS SUBSYSTEMS AND COMPONENTS o REACTOR VESSEL AND SUPPORTS o REACTOR VESSEL INTERNALS o CONTROL R0D DRIVES AND HOUSINGS ' o STEAM GENERATORS AND SUPPORTS o REACTOR COOLANT PUMPS AND SUPPORTS o PRESSURIZER AND SUPPORTS o REACTOR COOLANT LOOP PIPING o PRESSURIZER SURGE LINE i
l AE DESIGNFD SUBSYSTEMS o B0P PIPING o HVAC DUCTING AND SUPPORTS 4 o CABLE TRAYS AND SUPPORTS o ELECTRICAL CONDUIT AND SUPPORTS I l I ,%
VENDOR SUPPLIED B0P EQUIPMENT PURCHED BY A/E AND NSSS SUPPLIER ELECTRICAL POWER DISTRIBUTION SWITCHGEAR, MCC'S, TRANSFORMERS, BUSSES ELECTRICAL POWER SUPPLY
, AC - DIESEL GENERATOR UNITS DC - 125 V STATION BATTERIES INSTRUMENTATION AND CONTROL CONTROL PANELS, CABINETS, INSTRUMENTATION PANELS, CABINETS MECHANICAL EQUIPMENT ACTIVE-PUMPS, FANS, COMPRESSORS PASSIVE -TANKS, HEAT EXCHANGERS, FILTERS VALVES ACTIVE M0V, A0V
- - u i l 1
l SAMPLING CRITERIA e MAJOR COMPONENTS AND SUBSYSTEMS ESSENTIAL FOR SAFE SHUTDOWN e COMPONENTS AND SUBSYSTEMS DEEMED MUST SENSITIVE TO~ SEISMIC LOADING (EXPERIENCE FROM PRA) e COMPONENTS AND SUBSYSTEMS LOCATED IN AREAS 0F GREATEST SEISMIC RESPONSE e REPRESENTATION OF EQUIPMENT IN ALL CATEGORY 1 BUILDINGS (RB, AUX. BLDG, DGB, SWPS) 3% 9 9
1 SFIECTIONS BASED UPON CRITICALITY - l e ALL PUMPS AND HEAT EXCHANGERS IN SERVICE WATER, COMPONENT COOLING WATER, AUXILIARY FEED WATER, MAKEUP AND DECAY HEAT REMOVAL SYSTEMS, e ALL AC AND DC EMERGENCY POWER SUPPLIES, SWITCHGEAR i AND MOTOR CONTROL CENTERS. o ALL 0F NSSS SYSTEM. SENSITIVITY TO SEISMIC RESPONSE [ o CONTROL AND INSTRUMENTATION CABINETS IN CONTROL STRUCTURE AND ELECTRICAL PENETRATION AREAS. HIGH SEISMIC RESPONSE AREAS e CONTROL ROOM HVAC HIGH IN CONTROL BUILDING. e DUCTING FOR CONTROL ROOM HVAC e CABLE TRAYS IN SPREADING ROOM AND ELECTRICAL PENETRATION AREAS. REPRESENTATION IN ALL STRUCTURES o PIPING, PIPE SUPPORTS AND VALVES o CABLE TRAYS AND SUPPORTS o CONDUIT AND SUPPORTS
~
o MISCELLANE0US ELECTRICAL AND MECHANICAL EQUIPMENT AND SUPPORTS. ,
FRACTION OF COMPONENTS SELECTED BOTH UNITS AND REDUNDANT COMP 0NENTS INCLUDED IN QUANTITY STATED. ELECTRICAL POWER DISTRIBUTION 34 0F 93 ELECTRIC POWER SUPPLY AC - DIESEL GEN. & GRD. REST. 8 0F 8 DC - STA BATTERIES & CHGS. 4 0F 12 INSTRUMENTATION & CONTROL CABINENTS 23 0F 77 MECHANICAL EQUIPMENT ACTIVE COMPONENTS 27 0F 61 PASSIVE COMPONENTS 61 0F 69 VALVES ACTIVE VALVES INCLUDED IN 19 0F 290 PIPING SYSTEMS INDEPENDENTLY EVALUATED i
^
l 4
l SAMPLE SIZE FOR B0P EQUIPMENT 157 0F 320 COMPONENTS = '49%
=
19 0F 290 ACTIVE VALVES 7% NOTE: ALL VALVES WERE INCLUDED IN GENERIC PROBABILISTIC STUDY TO DEMONSTRATE EXTREMCY HIGH NON-EXCEEDENCE PROBABILITY OF EXCEEDING 3 G DESIGN CRITERIA. n 9
METHODOLOGY QUALIFICATION BY ANALYSIS VENDOR COMPUTED RESPONSE FOR SSE IS SCALED BY RATIO i 0F SME/SSE AT EQUIPMENT NATURAL FREQUENCY i CASE 1 - SEISMIC & NORMAL STRESSES ARE SEPARATED F SME SME CASE 2 - SEISMIC & NORMAL STRESSES NOT SEPARATED SME EXCEEDS SSE SME > S WHERE SME (aSSE+'NI
'T " 3'SSE CASE 3 - SEISMIC & NORMAL STRESSES NOT SEPARATED SSE EXCEEDS SME F
SME >b'D WHERE 'D " I'SSE + 'NI FOR FUNCTIONAL FAILURE MODES,ABOVE EQUATIONS APPLY SUBSTITUTING i a FOR e
METHODOLOGY (CONT) QUALIFICATION BY TEST p _ f TRS I SME MIN ( RRS j e COMPARISON OF TRS AND RRS MADE AT EQUIPMENT FUNDAMENTAL FREQUENCY FOR EACH DIRECTION e MIN. MARGIN REPORTED FOR GOVERNING DIRECTION e IF TESTS ARE SINGLE AXIS OR' SINGLE FREQUENCY, APPROPRIATE ADJUSTMENTS ARE MADE TO TRS TO EQUATE TO MULTIAXIS RAND 0M MOTION INPUT
~
O e 4 S
l NSSS e B & W CONDUCTED ANALYSIS OF NSSS USING SME
- q BASEMAT INPUT FROM SMA.
1 e B & W PROVIDED TO SMA: SME RESPONSES .'
~
SSE RESPONSES FAULTED CONDITION DESIGN LOADS SELECTED STRESS ANALYSIS RESULTS e SMA DEVELOPED SEISMIC MARGINS BY COMPARING LOAD RATIOS AND SCALING-STRESSES. . i e RESULTS - ALL NSSS PIPING, VESSELS, SUPPORTS & INTERNALS MEET ACCEPTANCE CRITERIA z l o 0 _e e
. 1
.l s
s-
.) :
CLASS 1. 2 & 3 - BOP PIPING AND SUPPORTS o PIPING SYSTEMS SELECTED FOR INDEPENDENT ANALYSIS ON BASIS OF STRESS RESPONSE COMPUTED FOR SSE PLUS NORMAL LOADING. ONLY THE HIGHEST STRESSED LINES WITH THE MAJOR LOADING-CONTRIBUTION COMING FROM SEISMI,C.WERE SELECTED. e ALL RESULTS ARE POSITIVE. CODE ALLOWABLES ARE MET. e r-# 1 i l
- e . ,
w . . - _ . _ - - -
CLASS 1. 2 & 3 BOP EQUIPMENT AND SUPPORTS e VENDOR REPORTS REVIEWED. e SSE RESPONSE SCALED BY RATIO 0F SPECTRAL ACCELERATION OF SME/SSE AT EQUIPMENT FUNDAMENTAL FREQUENCY. e FOR COMPONENTS QUALIFIED BY TEST, TRS WAS SHOWN TO EXCEED RRS FOR SME AT FUNDAMENTAL FREQUENCY OF EQUIPMENT. h l
~
LOADING , COMBINATION AND STRESS LIMITS FOR CLASS 1 VESSELS, PLMPS AND VALVES Loading combination Stress Limit1 .2.3.4
~
PN+D+ OML + SME P, s 0. S For Materials I in Table I-1.2 8" Pt+Pb 5 1.05 S, y P, s 0.7 S u For Materials
'I PL+Pb s 1.05 S, ,
($} ' PL+Pb 5b y Where: ; PN = Nonnal operating pressurt D. = Deadweight OHL = Operating mechanical loads from connecting piping including
- earthquake anchor motion and restraint of free end thennal dis-placement SME = Seismic Margin Earthquake Inertial Loading Sg = Allowable stress value from ASME Code,1974 edition with Addenda through Winter'1976. Table I-1 P, = General membrane stress intensity produced by pressure and ~
other mechanical loads P = Local membrane stress intensity produced by pressure and t other-mechanical loads Pb
= Primary bending stress intensity produced by pressure and other mechanical loads Sy = Specified Yield Strength Notes: '
- 1. Stress limits apply to extended support structures for valves.
For active valves, the extended operator support structure primary stress is limited to Sy .
- 2. raulted condition stress criteria per 1974 ASE Code, Section III, with Hinter 76 Addenda.
- 3. Use lesser of limits specified.
4.- Valve operator acceleration is limited to 3g in any direction.
- 5. Functional'11mit fo'r". active components;
~
a
l LOADING COMBINATIONS AND STRESS LIMITS FOR j ASME CLASS 1 COMPONENT SUPPORTS Component Standani
- Linear Supports 3 Loading Linear Type 1 Designed by Plate and Shell Combination Support Limits '2,3'7 Load Rating Support Limit 0 + OML + SME Within Lesser of: 0.8 L t 1.5 Sm P" -<
1.2 Sy or 0.7 5, 1.2 Sy i F F
- t t P, + Pb 5 1.8 Sy Times Normal Operating Stress Limit, F,jj, where: ,
D = Deadweight OML = Operating Mechanical Loads ' SME = Seismic Margin Earthquake Loading S = Material yield strength at temperature S . Material ultimate strength at temperature u F = Allowable tensile stress per ASME Section III, t Appendix XVII at temperature F = Allowable stress value from ASME Code, Appendix. XVII, all XVII-1100 L = Ultimate Collapse Load as defined in ASME Code, t Appendix F. F1370(d) P, = Primary membrane stress intensity produced by mechanical Tcads Pb
= Primary bonding stress intensity produced by mechanical loads Sm
= Allowable stress intensity from ASME Code, Appendix I l
Notes:
- 1. Compressive axial member loads should be kept to less than 0.67 times the critical buckling load. I
- 2. Includes Component Standard Supports designed by analysis.
- 3. Component support analyses and material allowables per ASME Code, Section III,1974 edition with Winter 1976 Addenda. !
- 4. Use greater of values specified.
- 5. Not to exceed 0.7 Su '
- 6. Not to exceed 1.05 Su ' -'
. I
m- , l
' I LOADING COMBINATION AN'J STRESS LIMITS FOR NSSS COMPONENT SUPPORTS DESIGNED TO THE AISC CODE Loading Combination Stress Limit (I}
D + OHL + SME 6.6 f5
. where:
D = Dead Load OHL = Operating Mechanical Loads ,
=
SME Seismic Margin Earthquake Loading f 5
=
Allowable stress from Part 1 of the AISC Specification for Design, Fabrication and Erection of Structural Steel for Buildings, 7th Edition . Notes:
- 1. Shear Stress is limited to 0.5 Fy where Fy is the specified yield strength of the material e
f
l l LOADING COMBINATIONS AND STRESS LIMITS FOR CLASS 1 PIPING Loading Combinations for . Faulted Conditions: Operating Pressure + Deadweight + Seismic Margin Earthquake Loads (SME) Code Stress Acceptance Criteria PD . D ' BI 2t
+ B 2YMi s 3.0 5, (j )
9here: B,B2 j = primary stress indices for the specific product under investigation (NB-3680) P = Design Pressure, psi D, = outside diameter of pipe, in (NB-3683) t = nominal wall thickness of product, in. (NB-3683) I = moment of inertia, in.4 (NB-3683) My = resultant moment due to a combination of Design Mechanical Loads (Dead Wt.+SME) 5, = allowable design stress intensity value, psi (Tables 1-1.0) Notes:
- 1. Faulted condition cr'iteria per 1974 ASME Boiler ano Pressure Vessel Code, Section III, Subsection NB, with no addenda.
l 1
. l O
l
E LOADING COMBINATIONS AND STRESS LIMITS FOR CLASS 2 AND 3 COMPONENT SUPPORTS Component Standard Linear Supports 3 Loading Linear Type 1 Designed by Plate and Shell Combination Support Limits *2*3 Load Rating Support Limit 4 D + OML + SME Within Lesser of: 0.8 L t "1 1 1.5 5 5 1.2 Sy or 0.7 S, oj + o2 1 2 255 F F t t '3 1 0.5 S Times Normal Operating Stress Limit, F,jj, where: D = Deadweight OML = Operating Mechanical Loads SME = Seismic Margin Earthquake Loading S = Material yield strength at temperature
- S,y . Material ultiente strength at temperature F = Allowable tensile stress per ASE Section III.
t Appendix XVII at tenperature F,jj = Allowable stress value from ASE Code, Appendix XVII, XVII-1100 l = Ultimate Collapse Load as defined in ASME Code, L* Appendx F. F1370(d) oj = Average membrane stress produced by mechanical loads
= Primary bending stress produced by mechanical loads o2 o3
= Maximum tensile stress at contact surface of welds in through thickness direction of plates and rolled sections 5 = Allowable stress from ASME Code. Appendix I Notes:
l l 1. Compressive axial member loads should be kept to less than 0.67 times the critical buckling load. i
- 2. Includes Component Standard Support designed by analysis.
- 3. Component support analyses and material allowables per ASME Code, Section III,1974 edition with Winter 1976 Addenda.
- 4. Not to exceed 0.4 5,, j
- 5. Not to' exceed 0.6 Sg . l l
i LOADING COMBINATIONS AND STRESS LIMITS FOR CLASS 2 & 3 PIPING Loading Combination for Faulted Conditions: Operating Pressure + Deadweight + Seismic
, Margin Earthquake Loads (SME)
Stress Acceptance Criteria P 0 +M max 0
+ 0.751(' A B bs 2.4 5 h III '
a
, 4t, Z Nhere:
P,,, = peak pressure, psi D, = outside diameter of pipe, in, t n
= n minal wall thickness, in.
M A
= resultant moment loading on cross section due to weight and other sustained loads, in.lb.
M B
= resultant moment loading on cross section due to earthquake inertial loads.
Z = section modulus of pipe, in.3(NC-3652.4) i = stress intensification factor [NC-3673.2(b)]. The product of 0.751 shall never be taken as less than 1.0. S h = basic material allowable stress at operating temperture, psi I Note:
- 1. Faulted condition stress criteria per 1974 ASME Code,
- Section III, with Winter 1976 Addenda.- ,
1
. l
J LOADING COMINATIONS AND STRESS LIMITS FOR CLASS 2 & 3 VESSELS, PUMPS AND VALVES , Loading Co dination Stress LimitI '2 PN + 0 + OML + SME o,1 2 05
. o g+ob 1 2 *4 3 al + b 5Sy Where:
PN = Nonnal operating pressure D = Deadweight i OHL = Operating mechanical loads includino earthquake anchor, motion and i restraint of free-end thennal displacement loading from connecting pi SME = Seismic Margin Earthquake Inertial Loading S = Allowable stress value from ASME Code 1974 edition with Addenda through Winter 1976 Tables I-7 or I-8 o" = General membrane stress produc'ed by pressure and and other mechanical loads aL = Local menbrane stress produced by pressure ad other mechanical loads o Primary bending stress produced by pressure and b = other mechanical loads
. Sy = Specified Yield Stress
! Notes:
- 1. Stress lir1ts apply to extended support structures for valves.
4 For active valves, the extended operator support structure Primary stress is limited to S . L y
- 2. Faulted condition stress criteria per 1974 ASME Code, i Section III, with Winter 76 Addenda.-
- 3. Valve operator acceleration is limited to 3.0g in any direction.
- 4. Stress limit for function of active components.
s L _ _ - _- . . . ..
- HVAC DUCTING AND SUPPORTS e CRITICAL DUCTING SYSTEMS SELECTED AS REPRESENTATIVE OF MIDLAND DUCTING.
e INDEPENDENT ANALYSES CONDUCTED. i F e RESULTS ARE ALL POSITIVE FOR DUCTING i AND SUPPORTS. 1 9
.-%.. ,-. 7 - _: - _ - _ . _ _ .
LOADING COMBINATION AND STRESS LIMITS FOR HVAC DUCTING Loading Combination Stress Limit
- P + D + SME 0.5 a cr where
P = Design pressure acting externally on duct ' d- = Dead Weight SME = Seismic Margin Earthquake er = Critical bucklin stress computed for thin sheet simply supported on all edges and subjected to blaxial compressive stresses resulting from P, D and SME b O
CABtE TRAYS AND SUPPORTS e TYPICAL RUNS OF CABLE TRAYS WERE SELECTED IN REGIONS OF HIGH SEISMIC RESPONSE. e INDEPENDENT ANALYSES WERE CONDUCTED. e RESULTS ARE ALL POSITIVE FOR TRAYS AND SUPPORTS. . l D O i 4
. - - . . n , _ . - , ,;. ,
l i
- l I
LOADING CDMBINATION AND ACCEPTANCE i CRITERIA FOR CABLE TRAYS Load Combination Acceptance Criterial .2 D + SME 2 I/2 IMy 1 fM
]_+
M i \ +i
- (Et )
T )i + 1 - S 1 uy Y /) (Muv/ (MUT/ (L - l where: D = Dead Weight of Tray and. Contents SME
= Seismic Margin Earthquake Inertial Loading M = Bending Moment due to Dead Weight D
My
= Bending Moment in the Vertic41 Plane from the SME M
T = Bending Moment in the Transverse Plane from the SME Mgy
= Allowable Moment in the Vertical Plane M
UT = Allowable Moment in the Transverse Plane - E = Axial Load in Tray from the SME t Y t = Allowable Axial Load in Tray I Note:
- 1. Mgy and M UT are derived from ultimate load tests and are based on the lessor of 2/3 the maximum collapse moment or the moment at a displacanent equal to 1/2 the ultimate load displacement.-
- 2. Yt is 2/3 of the ultimate load capacity. *
. l O
I i
- _ -- , W"* . , - - . , , , - _ - % ,- . , - --_ - _ . - - - , _ ,s-- . . . - - - . - , - , . - - -
i l l LOADING COMBINATION AND ACCEPTANCE CRITERIA FOR HVAC AND CABLE TRAY SUPPORTS Load Combination Allowable Stress
- D + L + To + SME 1.6 5 or Y
- Where:
D = Dead Load L = Live Load To = Loading from Restraint of Free-End Thermal Displacement SME = Loading from Seismic Margin Earthquake Including Inertial Effects and Differential Anchor Motion S = Working Stress Allowable from AISC Code, 8th Edition,1980 ! Y = Section Strength Required to Resist Design Loads and Based on Plastic Design Methods Described in Part 2 of the AISC Code
- Allowable Stress Based upon AISC Code 8th Edition, Part 2. Plastic Design and NUREG-0800 I
l l" ' l l . ! l
! LOADING C0tBINATIONS AND STRESS LIMITS FOR 1 COMPONENT SUPPORT ANCHORAGE ,2 I Loading (1) jZ.3**J Combination Embgd Grouted Anchors Expansion Anchors n rs Allowable loads per Allowable loads per Lesser of D+L+To+Ro+SME U or 1.65 Bechtel Specifica- 8echtel Specification tion 7220-C-306Q 7220-C-3050 l l where: l l D = Dead loads from attached equipment or piping L = Live loads from attached equipment or piping ! To= Restraint of free-end thermal displacement of attached equipment or piping - Ro= Pipe and equipment reactions during normal operating or shutdown conditions not already included in D+L+To (i.e., piping reactions on vessel which are transmitted to vessel anchors) SME= Load effects of Seismic Margin Earthquake including effects of differential anchor movement, i U= Ultimate pullout strength per ACI 349-80 Appendix B S= Allowable working stress per AISC Code, 8th edition, 1980. NOTES:
- 1. Load combinations are consistent with NUREG-0800 Standard Review Plan, l Section 3.8.4; ACI 349-1980,Section 9.2, and Regulatory Guide 1.142
( l 2. Strength criteria are consistent with NUREG-0800, Standard Review Plan,= Section 3.8.4; ACI 349-1980, Append;x 8 and AISC Part 2 eighth edition. . 1980.
- 3. The faulted stress limit for the reactor vessel anchor studs is 75 ksi (See Reference 43)
]
- 4. The faulted stress limits for LAQT bolts will be provided later.
i,
- ELECTRICAL CONDUIT e GENERIC EVALUATION OF CONDUIT AND SUPPORT DESIGN CRITERIA WAS CONDUCTED FOR THE SEISMIC MARGIN EARTHQUAKE.
l e SPAN SPACING AND SUPPORT CRITERIA USED IN DESIGN WERE DEMONSTRATED TO BE ACCEPTABLE FOR THE SME. e I . i l
ACCFPTANCE CRITERIA FOR ELECTRICAL . CONDUIT AND SUPPORTS o CLASS 3 THREADED PIPING CRITERIA USED FOR CONDUIT. t o CONDUlT CLAMP STRENGTH DETERMINED BY TEST. o INTERACTION EQUATION FOR CLAMPS. O P O S ,! 2 , l0PSTl , I OSSTl ,1 0LSTI R l.0 (Tj , (Tj (Lj P S L Op = Clamp or strap force in the pull direction due to earthquake in the vertical, East-West or North-South direction QS
= Clamp or strap force in the slip direction ,
due to earthquake in the vertical East-West or North-South direction QL
= Clamp or strap force in the longitudinal direction due to earthquake in the vertical East-West or North-South direction Clamp or strap force in the pull, slip, and QPST'OSST'OLST = longitudinal directions due to the weight of the conduits and cables, i.e., lg P.S.L = Clamp or strap allowable loads in the pull, l slip, and longitudinal directions, !
respectively 1
a i RFSULTS 4 ~ e ALL COMPONENTS COMPLETED MEET CODE OR FUNTIONAL LIMIT e COMPUTATION OF MARGINS AGAINST FAILURE NOT REQUIRED i f 1 i-I t 4
,e- --
- c. , , . , -- , - . - . .
+
SUMARY OF SEISMIC MARGINS FOR SELECTED NSSS PIPING _AN,0_E_p01PMENT_ SUPPORTS l Minimum Margin F l Description SME f
- 1. RPV Support Skirt / Base Interface (Vessel Skirt) >8.10 (RPV Anchor Studs) 31.0 ;
] 3.54*
- 2. 'RPV Upper Support
- 3. OTSG Support Skirt / Base Mat Interface (Skirt) 6.43 lL >4.65 (OTSG Anchor Studs)
- 4. OTSG Upper Support >4.75
- 5. Pressurizer Lug / Support Structure Interface 8.26
- 6. Pressurizer Upper Support >3.82
- 7. RPV 36" Het Leg Outlet Nozzle 9.98
- 8. RPV 28" Cold leg Inlet Nozzle 5.83
- 9. OTSG 36" Hot Leg Inlet Nozzle 12.99
- 10. OTSG 28" Cold Leg Outlet Nozzle 9.87
- 11. RCP 28" Cold Leg Inlet Nozzle >4.51
- 12. RCP 28" Cold Leg Outlet Nozzle >6.65 -
- 13. CR0 Housing /RPV Interface 8.94-
+ 14. RCP Snubbers (PIA 1 Upper Horizontal Support) , >2.34 \
- Margin Against Gap Closure 1 .
i SUPetARY OF SEISMIC MARGINS FOR SELECTED REACTOR VESSEL INTERNALS i ! Minimum Margin Description F SME
- 1. Plenum Cover 26.2
- 2. Upper Grid Assembly - Rib Section 25.0
- 3. Upper Grid Pad Joint 14.4
- 4. Core Support Shield - Lower End 37.7
- 5. Core Support Shield - Upper Flange 22.7
- 6. Thermal Shield - Upper End 107.3
- 7. Therwal Shield / Lower Grid Shell Bolted Joint 63.1
'8. Therwal Shield Upper Restraint Flange 67.9
- 9. Core Barrel Assembly - Upper End 31.5
- 10. Core Barrel /Former Bolted Joint 21.7
- 11. Lower Grid Assembly - Top Rib Section 73.9
- 12. Lower Grid Assembly - Top Rib Section/Shell Forging Bolted Joint 101.8' i
- 13. Lower Grid Assembly - Support Post / Support Forging Welded Joint 145.5 l
! 14. Control Rod Guide Tubes - Slotted Region 203.5 l 15. Plenum Cylinder - Upper End 80.8 l l 4 l l l i l d l
t i
~
j SlM MRY OF SEISMIC MARGINS FOR B0P EQUIPMENT Minimum F i Qualification (1) Governing SME l critical Area (2) Nargin (3) Notes
! Equipment Method Test,(Random Input) N/A 6.10 Main Switchgear 1A05, 2A05 Test (Randon Input) N/A 6.10 Main Switchgear 1A06, 2A06 Test (Random Input) N/A >3.25 Motor Cont al Centers 1823, 2823 Test,(Randon Input) N/A >3.25 l Motor Control Centers 1824, 2824 Motor Control Centers 1843, 2843 Test,(Random Input) N/A >3.25 l
Motor Control Centers 1844, 2844 Test (Random Input) N/A >3.25 l 6.3 j Motor Control Centers 0845, 0846 Test,(Sine Beat) N/A Motor Control Centers 1853, 2853 Test (Randon Input) N/A >3.25 Test,(Random Input) N/A > 3. 25 Motor Control Centers 1854, 2854 Test,(Random Input) N/A >3.25 Motor Control Centers 1855, 2855 ' Test,(Randon Input) N/A >3.25 Motor Control Centers 1856, 2856 Motor control Centers 1863, 2863 Test,(Randon Input) N/A >3.25 Motor control Centers 1864, 2864 Test,(Random Input) N/A >3.25 ' l - Motor Cont ml Centers 0865, 0866 Test,(Random Input) N/A >3.25 l
~
Test,(Randon Input) N/A >3.25 Motor Control Centers 0868, 0869 l Test,(Random Input) N/A >3.25 Motor Contal Centers 1879, 2879 ' ' Test,(Random Input) N/A >3.25 ' i Motor Control Centers 1880, 2880 Test,(Random Input) N/A >3.25 (7) f Motor Control Centers 1889, 2889 Test,(Randoc Input) N/A >3.25 (7) Motor Control _ Centers 1890, 2890 , 125V DC Batteries and Racks Battery Rack Structures 2.24 ; 101, 201, 102, 202 Anal. & Test i (RandonInput) l :
i
; SUP9tARY OF SEISMIC MARGINS FOR B0P EQUIPMENT (cont.)
- N Minimum Qualification Governing SME Equipment Method (1) Critical Area (2) Margin (3 ) Notes Diesel Generator. Engine and Anal. & Test Engine Appendages >3.49 Appendages (Random Input)
- Diesel Generator. Neutral Grounding Cabinet 1G-11X, 2G-11X, 1G-12K, 2G-12X Test (Random input) N/A 3.83 Diesel Generator, Generator Control Panel IC-231, 2C-231, 1C-232, 2C-232 Test,(Random Input) N/A 3.55 Diesel Generator. Engine Control Panel IC-111, 2C-111, 10-112, 2C-112 Test,(Random Input) N/A 1.5 Diesel Generator, Generator Unit Analysis Stator, beam adjacent 1.70 1G-11, 2G-11,1G-12, 2G-12 to foot pad Diesel Generator. Exhaust Air Silencer Analysis IM-101 A&8, 2M-101 A&g Shell >1.24 (5) 4 Diesel Generator Intake Air Filter Analysis >1.86 (5) 1F-19 A-D. 2F-19 A-D Shell ,
Anchor Bolting to l Diese1' Generator Jacket Water Analysis pedestal > 2.06 (6) Standpipe ! Diesel Generator Skid and Building Mounted Auxiliaries Qualified by Testing (Random N/A >5.0 Testing Input) Other Diesel Generator Building Misc. (0) Mounted Equipment Analysis > 2.06 Analysis Suppor; Angle (Struct.) 1.52 (4)(10) Auxiliary Shutdown Panel IC-114, PC-114 Devices incomplete HVAC Control Cabinet IC-175A-8, Angle frame (Struct.) (4)(10) Analysis & Test 25.2 2C-175A-8 (Random Input) DOVICes incomplete i.
4 SU M RY OF SEISMIC MARGINS FOR B0P EQUIPMENT (cont.) Equipment Qualification Governing Ilinimum Method (1) Critical Area (2) SME Notes Margin (3) NVAC Control Panel 0C-151 Analysis a Test Roof Bar (Structural 1.48 (4,10) (Random input) Devices incomplete ' ESFAS IC-44, 2C-44 Test, (Random Input) N/A 1.33 Balance of Plant Logic Cabinet IC-166, 2C-166 Test (Sine Beat) N/A 1.49 Safeguards Chiller. IVM-59A48,2VM-59A&B Analysis *. Testing Compressor Wobble >1.07 (4,6) Foot Bolts i ~ Control Room HVAC, DVM-01 A&B Analysis & Test finned Coils 1.42 (Sine Sweep) Component Cpoling Water Surge Tank Analysis Tank Legs 1.31 IT-173 A&B, 2P-73 A&8 Service Water Pumps OP-75 A-E Analysis Nozzle 1.43 (9) Component Cooling Water Pumps Analysis Suction Nozzle 1.0 (9) IP-73 A&B, 2P-73 A&B Flange Component Cooling Water Heat Exchanger Analysis Anchor Bolts 1.20 1E-73 A&B, 2E-73 A&B
- -Auxiliary Feed Pump (Electric) Analysis Discharge Flange 2.10' (9)
IP-05A, 2P-05A . I Aaxiliary Feed Pump (Turbine) Analysis Discharge Flange >2.10 (9) IP-058, 2P-058 Air Filtration Unit DVM-79 A&8 Analysis Door l~rairie . >1.50 (6,7) Decay Heat Removal Pump Analysis Discharge Flange IP-60 A&B, 2P-60 A&B 1.76 (9)
t I
'St#9%RY OF SEISMIC MARGINS FOR B0P EQUIPMENT (cont.)
" I " ' *"
! Qualification Governing Equipment SM es l Method (1) Critical Area (2) Margin (3) l Decay Heat Exchanger IE-60 A&B, Analysis Shell at Support 1.23 2E-60 A&B l Makeup Pump IP-58 A,8&C, Analysis Suction Flange 4.2 (9) 2P-58 A,B,8C Service Water Strainer Analysis Base Plate Gusset >1.62 0F75-A-E Weld , Notes:
- 1. For designs governed by allowable stresses, the margin against code allowable is (code allowable / applied SME i
stress). For equipment qualified by test, the margin is defined as (test response / required response).
- 2. Qualification test method is described in Section 5 through 8 and in Appendix A.
- 3. Critical area is local region or component within a subsystem with the governing minimum margin.
- 4. Structkral portion qualified by analysis. Devices qualified by test.
4
- 5. Margin calculation was very conservative. Stresses in vendor report were scaled upward by the maximum ratio i
of the SE to the SSE in effect at the time of equipment qualification.
- 6. Margin based upon original design load since seismic and normal portion of design load could not be separated out from information in design report. Safe shutdown earthquake load exceeded SME load.
- 7. These units are not required for safe shutdown to cold condition. *
- 8. Detailed margins not computed. Equipment less critically stressed than other items evaluated for SME.
- 9. Minimum margin quoted is for function. Structural margins are greater.
l 10. Completion of SSE qualification of all devices is.pending. ~ 4
MINIMUM SEISMIC MARGINS FOR B0P PIPING i Maximum Allowable Code Seismic Piping System Critical Element Mode Stress Stress Margin Factor (psi) (psi) (CM) (Fg) I
- 1. DMR and Core Flooding Reducing Tee 495 19,895 49,800 2.50 5.25
- 2. DHR Section Taper Transition 480 12,046 39,600 3.29 7.20 f
- 3. DHR Section and Reactor Tee 240 4.173 41,856 10.03 49.2 Building Spray
- 4. Makeup and Purification Taper Transition 631 21,761 45,120 2.07 2.67 Discharge
- 5. -High Pressure injection Branch 190 20,570 49,800 2.42 4.52 l
1 (Part 1)
- 6. High Pressure Injection Pipe (Anchor) 250 18,457 45,120 2.44 2.52 4
(Part2) Socket Weld 400 17,637 40,080 3.07 3.82
- 7. Reactor Coolant and
! Pressure Control , Elbov 5,892 36.000 6.11 8.51 i 8. SMS - Reactor Building 459 Return Header l
- 9. -SWS - Pump Structure Tee 60 26,724 42,000 1.57 2.66
- . Header l
HINIR M SEISMIC MARGINS BASED UPON PIPE SUPPORT CAPACITY i Calculated 1 Minimum Z l Calculated Seismic Seismic
- Piping System Support No. Restraint Type Mode Code Margin Factor Factor j and Direction (CM) (Fg) (Fg)
- 1. DMR and Core Flooding FSK-2CCA-66H3 Restraint (x) 514 22.0 34.9 2 2.24 I - 2. DHR Section 1-610-3-4 Strut (z) 139 1.14 1.26 21.03 i
j 3. OMR Section and Reactor 1-610-3-37 Anchor 185 1.35 1.60 21.33 ! Building Spray l 4. Makeup and Purification 2-604-9-33 Strut (x) 667 1.81 1.90 21.22 . .i Discharge l 5. High Pressure Injection 2-604-1-101 Restraint (z) 620 22.91 (Part1) I
- 6. High Pressure Injection 2-604-1-1 Strut (x) 142
- 21.66 (Part2) !
*
- 23.06
- 7. ' Reactor Coolant and 2-602-2-32 Restraint (z) 500 i
Pressure Control i
- 8. SMS - Reactor Building 2-619-2-511 Strut (x) 720 4.66 8.78 21.07 Return Needer ,
! g. SWS - Pump Structure 0-618-1-17 Snubber (z) 428 1.15 1.40 1.17 Header l
- o Support design load always exceeds seismic margin load i 1 Based upon a detailed stress analysis of supports where SMR load exceed design . load 2 Based upon a ratio of design load to SMR load when SMR load is less than the design load assuming the j design load stresses the support to the Code allowable limit
4 HINIMJM SEISMIC MARGINS BASED UPON VALVE ACCELERATIONS 1 i
- i Maximum Combined Qualification Seismic Piping System Valve Type Mode Margin Factor Acceleration (g) (Fg)
- 1. DHR and Core Flooding 3/4" Angle Relief 460 1.516 1.98 2.88 i
- 2. DHR Section 2-1/2" H0 Globe 400 1.407 2.13 3.94
! 3. DMR Section and Reactor 12" Butterfly 518 1.235 2.43 6.48 Building Spray i 4. Makeup and Purification 2-1/2" MO Globe 660 1.700 1.76 2.20 i Discharge i 1
- 5. High Pressure Injection 1" Globe 646 1.448 2.07 4.04 (Part 1) i 6. High Pressure Injection 1" Globe 221 1.481 2.03 2.76 i (Part2) i
- 7. Reactor Coolant and 1/2" Globe 445 1.610 1.86 2.40
. Pressure Control 6" M0 Butterfly 1.64 2.30
- 8. SMS - Reactor Building 625 1.824 Return Header i
- 9. SMS - Pump Structure 6" M0 Gate 570 2.228 1.25 1.56 Header i
SumARY OF SEISMIC MARGINS - HVAC SYSTEMS Maximum Minimum Minimum HVAC System System Element Stress Ratio Code Margin Seismic Factor , CM F SME Aux. Building Duct 0.25 < 1.0 4.0 15.8 Support Angle 0.054 < 1.0 18.5 19.5 y Diesel Gen. Bldg. Duct 0.28 < 1.0 3.6 17.2 Support Anchor 0.39 < 1.0 2.6 8.6 Bolts i ) l 1 i c
-- - - ~ - , _ _ _ , _ . , , _ , _ _
- E 1
SUPMARY OF SEISMIC MARGINS - CABLE TRAYS Cable Tray Critical Maximum combined Minimum Seismic
.Systee Area Stress Ratio Factor, F SME Upper Cable Spreading Room: '
.m 36" Cable Trsy Element #38 0.63 2.14
[# Cable Tray Surpart 3/4" Expansion 0.89 1.21 - Anchor Bolt
' '~ Element #64 - / -
Auxiliary _ Bui'. dim Ess t-West
', M:
24" Cable Tray Element #98 0.331 5.34 12" Cable Tray . Element #210 0.168 10.14 Cable Tray Support Elements #53,54 0.714 1.73 1 Containment But_i_ ding Internal 5tructure: 24" Cable Tray Element #27 0.17 9.66 Cable Tray Support 3/16" Fillet Weld Element #16 0.46 2.62 Auxiliary Building East-West W1ng: 1 24" Cable Tray (28JQ) Element #4 0.33 3.50 Cable Tray Support 1/2" + Expansion Anchor Bolt . Element #6 0.59 2.29
~
Service Water Pump Structure: 18" Cable Tray 8' Maximum Span 0.498 2.68 Cable Tray Support 1/2" + Expansion Anchor Bolt Element #9 0.71 1.42
)
MINIMUM SEISMIC MARGIN FOR ELECTRICAL CONDUIT AND SUPPORTS Code Margin Seismic Factor Element CM F SME Conduit 2.78 3.32 Conduit Strap 1.32 1.57 .
- Conduit Clamp 1.10 1.13 Conduit Support 1.36 1.56 h
t e 1 I I
- . l l
e e 4
e i 1 UNRESOLVED ITEMS e AUXILIARY SHUTDOWN PANEL - DEVICES e CONTROL ROOM HVAC CONTROL PANEL -- DEVICES e DIESEL GENERATOR HVAC CONTROL PANEL-DEVICES e UNRESOLVED ISSUES STEM FROM INCOMPLETE VENDOR QUALIFICATION q m' ve
)
I
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