ML20009D939
| ML20009D939 | |
| Person / Time | |
|---|---|
| Site: | Beaver Valley |
| Issue date: | 03/12/1981 |
| From: | STONE & WEBSTER, INC. |
| To: | |
| Shared Package | |
| ML20009D933 | List: |
| References | |
| IEB-80-11, NUDOCS 8107240515 | |
| Download: ML20009D939 (19) | |
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Attachment H
!! arch 12, Sc81 Second Issue Beaver Valley Power Station - Unit No. 1 Duquesne Light Company Pittsburgh, Pennsylvania CRITERIA FOR REEVALUATION OF CONCRETE MASONRY WALLS FOR -
I & E BULEETIN 80-11 STONE & WEBSTER ENGINEERINO CORPCRATION BOSTDN, MASSACRUSETIS 8107240515 e10710 . _
PDR ADOCK 03000 G-
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TA3LE OF CONTENTS
1.0 INTRODUCTION
1.1 Purpose 1.2 Scope 2 '. 0 LOAD AND JADING CONDITIONS 2.1 Ioads 2.1.1 Inertial Loads 2.1.2 Equipment Inertial Loads 2.1.3 Pipe Loaus 2.2.4 Loads for Intersto:y Displacement 2.2 *ead Combinations 3.0 MATERIA.L PROPERTIES 4.0 ANALISIS PRCCEDURES 4.1 Basis for Reevaluating for Earthquake 4.2 Assumptions for Initial Analysis 4.2.1 Frequency 4.2.2 Wall Inertial Loads 4.2.3 Equipment Inertial Loads 4.2.4 Interstory Displacement 4.2.5 Danping 4.3 Further Analysis 5.0 ACCEPTANCE CRITERIA 5.1 Allowable Stresses 5.2 In-? lane Effects I
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CRITERIA FOR REEVALUATION OF CONCRETE MASONRY VALLS
1.0 INTRODUCTION
1.1 Purpose '
Thic. document establishes design requirements and criteria for use in reevaluating the structural adequacy of concrete masonry walls as required by the Nuclear Regulatory Commission (NRC) I&E Bulletin 80-11, Masenry Wall Design, dated May 8,1980. These criteria are applicable to the Beaver Valley Unit No. 1 Nuclear Power Station.
1.1 Scope The reevaluation as covered by this document pertains to existing masonry walls. Thes. walls.are not used as major load-bearing wcils and are not included as part of the overall building chear w 11 sysom. The pri=ary purposes of these walls are to provide radiation shielding, fire protection, and personnel barriers fro: equipment.
The reevaluation shall deter =ine whether concrete casonry walls will mair.tain their structural integrity and perform their intended functions under the loads, and load combinations prescribed herein. Verification of wall adequacy shall include the local transfer of equipment loads inte the masonry wall panel as well as the global respons e of the wall and transfer of wall reactions into supports. Review of the adequacy of anchor bolts and wall support systems is not considered to be within the scope of this reevaluation.
-2.0 LOAD AND LOADINC CONDITIONS 2.1 Loads The reevaluation shall include all relevant loads specified in the seation Final Safety Analysis Report, (FSAR) for concrete design. A survey of all the masonry walls under consideration concluded that they are not subjected to loads from wind, tornado, missile, pipe whip,1 cr jet impingement. Thermal and pressure differential loads being carried by the wall or 1
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transmitted by supports anchored to the masonry walls shall be included in the reevaluation.
2.1.1 Inertial loads dae to Operating Basis Zarthquake (OBE) and Design Basis Earthquake (DBE), as defined by the station FSAR and codified by the use of soil structure interaction, shall be used'.
2.1.2 Equipment Inertial Loads Equipment inertial loads shall be c.alculated based on a load distributed uniformly over part or all of the acea of wall, depending on the ,
crrangement of the supports. The resultant may be applied as a single concentrated load er a line load, - as appropriate.
Equipment support load imposed on the walls shall be determined on the basis of a simplified dynamic analysis based on fundamental modes describad in the FSAR.
2.1.3 Pipe Loads Pipe restraint loads . ha.11 be based on the following criteria:
- a. For pipes with design temperature above 150*F, use decal loads in accordance with Stone & Webster Shandards-SATM-1 (Z6.1-3).
- b. For lines with design te=perature less than or equal to 150*F, use the following si=plified hand' calculation technique:
- 1. Determine DL from the contributory span for the support
- 2. From DL determine mass (weight /g)
- 3. Determine each seismic co=ponent by applying to the mass the peak of the
, appropriate a=plified responso spectrum increased by 50 percent 2
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2.1.4 Loads for Interr. tory Displacecents Relative interstory displacements between 1uilding elevations from the seismic analysis of the structure shall be imposed en the wall panel where appl.icable.
Wall loads due tc interstory displacements shall be calculated from the displacecent values given in Tables 4.5 through 4.8 of Appendix.
2.2 Load Combinations The reevaluation of masonry walls shall consider the applicable loading combinations that are identified in Appendix B.1.4 of the FSAR titled "Other Class I Structures", for concrete sections. The following loading combinations use a load factor of 1.0 and the allowable stresses are increased according to Section 5 of titis criteria.
Load _ Category Load _ Combination Normal (1) DL + LL Severe Environmental (2) DL + LL
- 03E (3) DL + LL + W Extreme Environmental (4) DL + LL + To + DBE (5) DL + LL + To + Vt If- thermal stresses due to To are present, the following load combinations are considered:
(la) DL + LL + To (2a) DL +-LL + To + OBE (3a) DL + LL + To + W Both casas of LL having its f i.ll value or being comple ely absent shall be chw.ked.
where DL = dead 1 cad
. LL = live load
. W = Loads generated by the plant design wind 3
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To = ther=al load during normal plant operating conditions OBE = loads generated by operating basis earthquake DBE = loads generated by safe shutdcwn earthquake Wt = tornado . loads including tornado wicd pressure, tornado created differential pressure, and tornado missiles 3.0 MATFRIAL PROPERTIES Properties for masonry, mortar, grout, and steel shall be as specified in Table 3.1. Definitions of ter=s are 'those given in the American Concrete Institute (ACI), " Building Code Requirements for Concrete Masonry Structures" (ACI 531-79), Section 2.1. Block cross-sectional dimensions shall be. as given in Table 3.2 for hollow block walls.
Overall wall size and as-built infor=ation shall be taken from the original issue of the as-built sketches and wall package data from Duquesne Light Company in conjunction with the RC-Series drawings.
4.0 ANALYSIS PROCEDURES
'4.1 Masonry walls shall be reevaluated for earthquake on the basis of determining the effects of: (1) wall inertial loads, (2) equip =ent inertial leads, and (3) interstery displacement.
The resultant of the ce=bination of the various types of statistically independent seis=ic 1. 4ds may be determined by SRSS.
4.2 The initial analysis shall assume an elastic (uneracked) section, ignoring the effects of horizontal joint reinforcement.
Analysis results shall be co= pared against the acceptance criteria defined in Section 5.0.
4.2.1 Frecuencv -
Fundamental frequencies of the mason.ry walls shall be calculated based on elastic plate or beam theery and appropriate boundary conditions. To account for variations in material properties and assumed boundsry conditiens, the -s eismic response of masonry walls shall be calculated using an amplified response spectrum which has had its peaks broadened. The cutoff frequencies are given in Tables 4.1 through 4.4 4
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i 4.2.2 Wall Inertial Loads-- Transverse loads shall be '
calculated, using the acceleration of the appropriate dampened amplified response spectrtm, in a simplified dynamic analysis ,
using the fundamental modes of vibration.
More, refined analysis may be used in some cases.
4.2.3 Eculement Inertial Loads - Equipment inertial loads shall be calculated based on a load distributed uniformly over part or all of the area of wall, depending on the arrangement of the supports. The resultant may be applied as a single concentrated load or a line load, as appropriate.
Equipment support loads imposed on the walls shall be determined on the basis of a simplified dynamic _ analysis based on fundamental modes described in the FSAR.
4.2.4 Interstorv Disolacement - Relative interstory displacements between building elevations from the seiscic analysis of the structure shall be i= posed on the wall panel, where required and its effects accounted for in the reevaluation 7
analysis . Interstory displacements shall be calculated from displace =ent profiles given in -
Tables 4.5 through 4.8.
4.2.5 Da=cing -
Masonry wall damping values for unreinforced walls shall be a maximus of 2 percent of critical damping for severe enviro == ental (03E) cas e and 4 percent for extreme environmental (D3E) case.
4.3 Further analysis , utilizing the ultimate strength of the wall, shall be performed as appropriate.
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5.0 ACCEPTANCE CRITERIA 5.1 Allowable Stresses Allowable stresses for reevaluation analysis of masonry walls shall be those given in Table 10.1 of the American Concrete Institute (ACI), " Building Code Requirement's for Concrete .Masonary Structures" (ACI 531-79). It is the intent of these criteria to
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utilize only the above provision of ACI 531-79 as the basis of acceptance. A one-third increase of the allowable stress values shall be taken in consideration of severe environmental loads. For extreme environment loads, the allowable stresses shall be increased by a factor of 1.67.
The allowable collar joint stress for shear and tension shall be 8 psi for severe environ = ental loads and 12 psi for extre=e envircemental loads, with no additional increase permitted.
Other applicable codes (i.e. , AISC " Specification for the Design Fabrication and Erection of Structural Steel for Buildings") are as referenced in the FSAR, and shall be used il the reevaluarion program as necesscry.
Allowable stresses represent levels of stress for which significant dacage to the wall shall not occur.
5.2 In-Plane Effects The walls considered by this procedure are not lateral load-carrying walls for major structural elements. In addition, because ' of the cc= plex interaction between easonry walls and confining pri=ary structural elements, in plane stresses cannot be properly described. As a result, strain or displacement is a more meaningful index of in plane per' formance.
The in-plane shear strain defined by '
D' = ;1T - dB H
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i where 4T = displacement at the top of the wall AB = displacment at the bottom of the wall, inches H = height of wall, inches shall be limited to .001 in/in for walls which are confined at least top and bottom, or on three sides by concrete or primary steel structural elements. All other walls (unconfined) -hall be limited to an in-plane shear strain of .0001 in/in.
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TABLE 3.1 - '
BUILDING
AUXILI % RY 2500 PSI 32 DURO-WALL 2500 PSI NET AREA (TYPE M ) 33,350 PSI ( YlELD ASTM C145, f'm = 1550 PSI S TR ES S .)
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NORMAL WEIGilT CONCRETE-
ACTM C14s, C'm = 1550 PSI LIGilT WEIGIIT CONCRETE-FUEL BUILDING HOLLOW BLOCK . 750 PSI 2000 PSI NET AREA (TYPE N )
ASTM C90, f/m = 1000 PSI NORMAL WEIGIIT CONCRETE- n SERVICE BU:LDING g/32 DURO-WALL
.IOLLOW BLOCK WITil CONCRETE 2500 PSI AT EL.713 '- 6" FILL S PS 33,350 PSI. (YlELD (TYPE M)
(SB1) 2500 PSI NET AREA STRESS)
ASTM C90, f'm = 1530 PSI LIGilTWEIGIIT CONCRETE-IIOLDOW BLOCK SERV;CE DUILDING 750 PSI Atr.S-Sn3-a, 9 & 12 AT EL. 722'-6 2000 PSI NET AREA (TYPE N )
LOAD BEARING ASTM C90, f 'm=l(. 00 PSI WALLS RF}1AINING 700 PSI NET AREA ASTM C129, f'm = 500 PSI
- NORMAL WEIGilT CONCRETE = 135 LB. PER CU. FT.
LIGIIT WEIGIIT CONCRETE .= 105 LB. PER CU. FT.
TABLE 3.2 HOLLOW LOAD-BEARING CONCRETE MASONRY if NITS AST M C90 GRADE N TYPE 1
- YHESE PROPERTIES CAN ALSO BE USED FOR Cl29 MASONRY UNITS I"^'
WEIGHT LENGTH WIDTH HEIGHT SHELL WEB AREA DIMENSIONS DESCRIPTION
( LBS) (IN ) (lN) (IN) (lN) (IN) (NET)
( lN )
4 X 8 X 16 OR 24 15 7/is 3 5/s 7 5/s 1 I 27.54 15.19 56.83 31.34 35.75 2 CELL HOLLOW BLOCK 6 X 8 X 16 NORM AL WElGHT 29.3 l b '/2 5 ,'/,6 7 '86 1 l '/ is 85.76 30.15 186.23 65.48 42.76 j " 7 5 5 8 X 8 X 16 39.3 15 /is 7 /a 7 "/16 1 /e 1 209.78 55.00 405.23 11 8 .I 57.07
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NORMAL WEIGHT 2 CER HOROW ROCK 5 5 5 12 X 8 X 16 52. O
' 15 /e 11 /e 7 /a I '/2 1 '/ i s 500.6 101.6 1420.6 244.4 80.83 NORMAL WElGHT I
8 X 8 X 16 IG T E GHT 30.3 15 5/e 5 7/4 7 5/s i /s 3
i 3/s 216 .4 55.83 486.0 125.0 63.6
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5 5 # 5 3 2 CELL HOLLOW BLOCK 44.6 15 /s 9 /a 7 /s i 1/s i 1/s i 340.0 89.2 816.2 214.1 65.97 iO x 8 x 16
} NOR M AL WElGHT -
HOROW BLOCK 3
! 4 X 8 X 16 20.03 15 '/ i s' 3 5/a 7 /4 1 1 28.0 15.45 57.28 31.6 36.0 LIGHT WEIGHT HOROW ROM 6 X 8 X 16 23.7 15 '/s i 5"/si 7 5/s l '/4 l '/4 96.32 33.87 206.76 72.7 50.84 LIGHT WElGHT i
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- s. TABLE 4.1 RIGID RANGE CUT-OFFS
- OPERATING B.E. (G ) '
FREQUENCY CPS X Y Z X Y Z 790.O .12 .06 .Ii 14.3 33.3 20.0 768.58 .08 .06' .09 25.O 33.3 25.0 752.50 .09 .06 .09 25.O 33.3 25.0 735.5 .08 .06 .08 18. 2 33.3 25.O 714 .O .06 .06 .06 18.2 33.3 18.2
- DAMPING O.5 %
RIGID RANGE CUT- OFFS **
ELE V. DESIGN ELE. (G) FREQUENCY CPS X Y Z Y Z X_
790.0 .20 .11 .21 20.0 33.3 20.0 768.58 .18 .Il .17 15. 4 33.3 16 .7 752.50 .I8 .II .I 8 15. 4 33.3 14.3 735.5 .14 .II .14 15. 4 33.3 14.3 714.O .12 .Il .12 15.4 33.3 14.3
- DAMPING 1.0 %
i M AXIMUM ACCELERATION VALUES OPER ATING B.E. (G) DESIGN B.E.( G) l ELE V.
X Y Z X Y Z 790.O .756 .445 .779 1.165 .685 I.17 9 l
l 768.58 .649 .443 .620 1.006 .683 .945 l .
l 752.50 .596 .442 .591 .904 .681 .897
'735.5 .558 .440 .559 .858 .679 .861 714.0 .510 .438 .520 806 .677 .817 AUXlLIARY BLDG l
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TABLE 4.2 RIGID RANGE CUT-OFFS
- EL E V.
OPERATING B. E. (G ) FRECUENCY CPS X Y Z X Y Z 789.50 .10 .07 .13 20.0 33.3 16.7 767.83 .09 .07 .I2 20.0 33.3 16.7 753.50 08 .07 .10 20.0 33.3 16.7 734.75 .08 .07 .09 20.0 33.3 20.0 716.50 .07 .07 .06 16.7 33.3 20.0
- DAMPMG O.5 %
RIGID R ANGE CUT-OFFS **
EW. DESIG N B.E. (G } FREQUENCY CPS i
X Y Z X Y
[ Z 789.50 .20 .11 .26 20.0 33.3 15.4 767.83 .16 .11 .20 20.0 33.3 16.7 7d3.50 .16 .11 .20 20.0 33.3 16.7 4
i 734.75 .14 .11 .16 16.7 33.3 15.4 I
716.50 .12 .11 .16 16.7 33.3 16.7
- DAMPING 1. 0 %
MAXIMUM ACCELERATION VALUES ELEV. OPERATING B.E. (G) DESIGN B.E. (G)
X Y 7 X Y Z 789.50 .684 .362 1.326 l.086 579 2.013 767.83 .61 5 .373 I.066 .91 6 .595 I.626 753.50 .565 .368 .865 .877 587 1.327 734.75 .499 .366 .64G .800 .585 .961 716 .5 0 .471 .363 .469 .746 .581 .741 i CABLE VAULT .
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TABLE 4-3 RIGID RANGE CUT-OFFS
- ELEV. OPER ATING B.E. ( G ) FREQU EN CY CPS X' Y Z X Y Z t
766.33 .09 .05 . Il 20.0 33.3 16.7 752.42 .08 .06 10 20.0 33.3 15. 4 735.50 .08 .06 .08 20.0 33.3 18.2 727.33 .07 .05 .07 20.0 33.3 20.0
- DAM PIN G O.5 */.-
RIGID RANGE CUT-OFFS **
ELEV.
DESIG N B.E. (G) FREQUENCY CPS X Y Z X Y Z 766.33 .l 7 .10 .24 20.O 33.O I 3. 3 752.44 .16 .11 .22 20.0 33.3 14. 3 735.50 .16 .1I .18 16.7 33.3 14.3 727.33 .16 .11 .15 15.4 33.3 16 .7 i
- DAMPING l.0 %
MAXIMUM ACCELERATION VALUES OPERATING B.E. (G.) DESIGN B.E. (G)
X Y Z X Y Z 766.33 .727 .423 1.I39 1.17 0 .681 1.827 752.42 .691 .422 .971 1.095 .679 1.533 735.50 .644 .423 .770 1.007 .681 1.185 727.33 .620 .404 .571 .964 .645 .905 I
l FUEL BLDG.
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TABLE 4-4 RIGID RANGE CUT-OFFS
- ELEV. OPERATING B.E. ( G ) FREQUENCY CPS X Y Z X Y Z 767.50 .14 .07 .10 20.0 33.3 25.O
'tS2.50 .10 .06 .09 20.O 33.3 25.0 735.50 .06 .06 07 20.O 33.3 15.4 725.50 .06 .06 .07 20.O 33.3 16 .7 713.50 .06 .05 .07 15 .4 33.3 14 .3
- DAMPING O.5%
RIGID R ANGE CUT-OFFS **
ELEV.
X Y Z X Y Z 767.50 .24 .11 .17 20.0 33.3 33.3 752.50 .18 .il .15 20.0 33.3 25.0 735.50 .11 . ll .12 20.0 33.3 16.7 725.50 .!O .Il .12 20.0 33.3 I 6.7 713.50 .11 .Il .12 16.7 33.3 4.3 I
! ** DAMPING l.0 %
l MAXIMUM ACCELERATION VALUES
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ELEV.
X Y Z X Y '
Z 767.50 483 . 353 .785 .698- .562 1.066 752.50 .438 . 351 .679 .685 .560 .958 735.50 .414 .348 .537 .667 .557 .762 725.50 .407 . 347 .476 .659 .555 .680 713.50 397 . 346 .395 .648 .553 .627 e
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