ML20084R850
| ML20084R850 | |
| Person / Time | |
|---|---|
| Site: | Millstone  |
| Issue date: | 05/11/1984 |
| From: | Counsil W NORTHEAST NUCLEAR ENERGY CO., NORTHEAST UTILITIES |
| To: | John Miller Office of Nuclear Reactor Regulation |
| References | |
| A03831, A3831, IEB-80-11, TAC-42894, NUDOCS 8405230286 | |
| Download: ML20084R850 (98) | |
Text
- f 2 NORTBEASTtlTILITI55 *"* "iup Selden Street Berkn, Connecticut j tm co=nctw too me mana ""
P.O. BOX 270
. [,"2 C."$',* *~ HARTFORD. CONNECTICUT 06141-0270 L t ; % g [ *" g,g ", (203) 666-69 M May 11,1984 Docket No. 50-336 A03831 Director of Nuclear Reactor Regulation Attn: Mr. James R. Miller, Chief Operating Reactors Branch #3 U. S. Nuclear Regulatory Commission Washington, D. C. 20555 Gentlemen:
Millstone Nuclear Power Station, Unit No. 2 Request for Additional Information on IE Bulletin 80-11 Masonry Wall Design By letter dated February 24, 1984(1), the NRC Staff requested that Northeast Nuclear Energy (NNECO) supply additional information on our December 3,1982(gompany submittal on Masonry Wall Design.
Accordingly, NNECO hereby provides the Staff with our partial response to the February request for additional information, as attached. Specifically, a partia!
response to Question 1 and our complete response to Question 2 are included.
NNECO's response to Questions 3 and 4 regarding the use of increased factors for allowable stresses and the use of arching action is presently being researched. NNECO anticipates our response to these items will be complete by September,1984 at which time we will docket this information. .
1 We trust you will find the information and schedule provided herein acceptable.
Very truly yours, I NORTHEAST NUCLEAR ENERGY COMPANY
'1?4K W. G. Counsil Senior Vice President Ohohh$$6 PDR 1 I
(1) 3. R. Miller letter to W. G. Counsil, dated February 24, 1984.
(2) W. G. Counsil letter to R. A. Clark, dated December 3,1982.
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- Docket No. 50-336 l.
F Attachment Millstone Nuclear Power Station, Unit No. 2 I
Request for AdditionalInformation on IE Bulletin 80-11 Masonry Wall Design L
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l May,1984 l
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!. i Question 1: With reference to the reinforcement in masonry walls, the ACI l 531-79 Code (1) specifies that the minimum area of reinforcement in a wall in each direction, vertical or horizontal, shall be 0.0007 l (0.07%) times the gross cross-sectional area of the wall and that the minimum total area of steel, combined vertical and horizontal, shall not be less than 0.002 (0.2 %) times the gross cross-sectional area. Clarify whether the reinforced walls at this <
! plant meet the above requirements. It should be noted that the j horizontal reinforcement is installed to satisfy the minimum i reinforcement requirement for a reinforced wall.
If the joint reinforcement is used to resist tension in the walls I meeting the above minimum requirements, it should follow the working stress design method which limits its (Code) allowable to j 30 ksi. Please clarify whether this requirement has been ;
satisfied. If this requirement is not satisfied, identify all affected walls along with the calculated stress value for each wall and indicate specific actions planned to correct this situation.
Indicate if there are any walls that may have been quallfled using the tensile resistance of the joint reinforcement but not satisfying the minimum steel requirements. It should be noted that the NRC, at present, does not approve the use of joint reinforcement to qualify this type of wall. (See attached staff position). In view
- of this, Indicate all walls belonging to this category and your Intended specific actions to bring these walls in compilance with the staff position. i Response At Millstone Unit No. 2 there were fif ty-seven (57) reinforced masonry walls that ' were evaluated under IE Bulletin 80-11, ;
Masonry Walt Design. Joint reinforcement at Millstone Unit No. 2 ,
(Dur-o-wall) was not considered to resist tension in the above :
mentioned walls. The question of the minimum area of reinforcement present in each wall is still under investigation and a- response will be forthcoming when the investigation is complete. NNECO Intends to provide the Staff with this information during September of 1984. ,
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l I- Question 2: With respect to tornado load (2), specify all walls subject to ~
, tornado load (if applicable) aad provide a sample calculation (with l any explanation necessary to make it understandeble). Also i
indicate how the penetration d:pth, perforation, and spalling along with the overall 'structucci behavior of the wall were evaluated for a tornado misslie impact.
Response: Ten Walls could be subjected to tornado loads at Mllistone Unit No. 2. The walls are as follows: t 1.32 ' 8.22 (exterior wall) !
6.1 (exterior wall) 8.29 (exterior wall) !
6.2 (exterior wal0 8.31 (exterior wal0 i 7.5 10.5 r 7.12 10.12 :
The design criteria used to evaluate these walls, specifically the I loads and load combinations, were given in Appendix B of the Masonry Walt Design submittal, provided In' Reference (2). The load combinations used were D + L + Wt , with Wt being a tornado wind load of 360 mph base. ,
Sample calculations for three walls are attached. Wall 6.1 b an exterior wall partially blocked by Millstone Unit No. I and walls ,
10.5 and 10.12 are interior walls. l Tornado misslies were not evaluated as part of IE a lletIn 80-11, ,'
i however, they were evaluated in accordance with the criteria in Appendix 5.D of the Millstone Unit No. 2 FSAR. .\ copy of this appendix is' provided for the Staff's convenience. Localized impact as well as penetration effects were evaluated as part of the original design calculations of the plant.
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- Docket No. 50-336 Millstone Unit No. 2 Sampic Calculation for Masonry Wall 6.1
\
May,1984 s
1-I
. . CALCULATION COVER SHEET
~
5111 stone Unit 2 JOB NO.118 67-02 0 'CA tc. NO. 8011- 6. /
?SNRC 1.E. Bulletin 80-11 Design Verificatfort of Diock Wells &/
l 3n
- [/, . - ~/ Pw' ' DATE 0 ?
Thi./)> - a-rneal -DATE /O~E~EI _ NO. 0F SHEETS
- b l RECORD OF 13 SUES
~
DESCRIPTION BY OATE CHKD DATE APPRD DATE CF DATE Initial Calc. Pages 1- ,
[fy- 6/86/ Q D[7/71 k/h 10/I/9/
] PRELIMINARY CALC. ] COMMITTED PRELIMINARY CALC.
] SUPERSEDED CALC.
J
- e
{i i
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.: f go CALCULATION SHEET C ALC. NO. 8"' S /R EV. NO. 8
. L ORIGIN ATOR ff# M +/44 DATE d![3!8/
CHECKED DATE /O-2"'kI
/ / JOB NO.
nLiiscone unit z 11667-020 SUBJECT SHEET NO
, , ,,, 7 1
2 DESIGN CALCUIATION CHECKLIST 3
~
4 Load Description 3
Load Sheet Date Description 6
- 1. Plant Design to . 6 m .</[//
8
- 2. Electrical: to 1 so x/,',/g 9
0
- 3. Mechanical: IO 6 % X/j'/
2
- 4. Control Systems: 9 '27 oo ,<,pg 4
Wall Description 6
- 1. Drawing Details : S G cT'a d 5 ,~5' *'
8
~9
- 2. Masonry Type: MO2ZOyY [4622.4B
'O
,, 3. Wall Thickness: /8N/M'dA4
?2 l
,3
- 4. Number of Wythes : / I 24 25
- 5. Rebar Size and Spacing: [#O @M' 26 2,
- 6. Latest Page Revision of Survey Data and Date: k 3[d[of 28 29 7. Boundary Connection Detail:
30 3, 8. Safety-Related Attachments or II/I: -.2f/ 7 32 33 34 35 36 GPD 2706 8/76 (ED49
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CALCULATION SHEET CALC.NO. b"S# REV.NO. 8 INATOR I ' ' '- '
W 'J DATE b CHECKED DATE /O*2~8/
/ /
OJECT MI11atnna fini e ? JO8 NO. 11867-020 9JECy T.R. Ru l l e t- { n R fl.11 SHEET NO- 2
._ _ ___ _ _ __[ __ _ __ _ . . _ _ _ . _ _ _ _ . _ .
,_ Summary _of Results 6 l
- 1. Governing hoad Combination: ..Rf/'f__7p'o.hjZ2._. 2$ , /fl42 L ,"~A '.'s 7,'-$ .
. _ E[EB6f91/[fEA*.%%' LCAD. . - . . . .
SA^bE
. 2. , Boundary Condi_ tion Assumed : j'///E___, ....__ _ x.s Ege r ,5 . ;u/teff *. ?'
- i
_ . _ . _ - - ~_' . . _ - . ..
/ # # ' ~ . .. . *"' # '
- 3. Horizontal or Vertical Span Checked:]'lT7_._. .. .
ME ESSF.4 O 4S( 5ff'~
FECSSUOEE.
. . 4. _ In-Plane Shear Strain vs. Allowable: . MT , SSGF, , goo g ..E
- /7
- 5. Collar Joint Shear Stress vs. Allowable: M/A
___. 6. _. Tensile Steel Stress vs. Allowable:_25 6' # '94' NI
- 7. . Ma onry Compressive Stress or Interaction Value vs. Allowable: . 8M' ' 2 -
.8 ._ onry Shear Stress vs. Allowable: EJ'/Ah.rScT/O,v'
- 9. Cracked or Uncracked Section: /,E/f R Z)
..._.10. Boundary Connections, Pass / Fail: . E4/33 //~ / I 7c7 7 / d
. _ _ _ _ . _ .> _.jff~2 '/XR . .. . _.
. _ _ . _11. Block Pullout, Shear Stress vs. Allowable: X[h
. _ __ 12 . . Maximum Displacement Elastic Analysis: . .BMM M , . 65
^
i.
t ; , 5dWfM5aX44'*)
- 13. _ Repair, Required /Not Required:
.4 ._ _ . ...._...e_ . . _- .- =_*. ~ =~- ~
- _.._15. _. Arching, Ha vs. H:
/I. . .
t ! , I 16 Maximum. Displacement Arching Action: ._3 . -
l 8 ! I l
GPD 2706 8/76 (ED 69) l
CALCULATION SHEET p[4 t CALC.NO, <b'" 6 / R EV. NO. 8 ORIGINATOR "
i 7 'f 'A' DATE d*'/O!8/
CHECKED DATE lO-I /
PROJECT Mills tone ' Unit 2 JOs No. 11867-020 SUBJECT- I.E. Bulletin 80-11 SHEET NO 3 1
2
REFERENCES:
3
~
4
- 1) Specification for Re-evaluation of Concrete Masonry Walls -
5 11867-020-C003, Rev.1.
6 7
- 2) Survey Procedure No. 11867-020-C002, Rev. 5, (Including Survey Data).
8
~/
9 f 3) Loading Evaluation Procedure No. 11867-020-C004, Rev. O, o (Including Load Sheets).
1 2
/) Floor 4 Response Spectra-Auxiliary Building 3 Calculation No. 8011-001, Rev. O.
4 5
6
] 5) Floor Response Spectra-Turbine Building Calculation No. 8011-002, Rev. O.
7 8
9
[ 6) Masonry Block Section Properties Calculation No. 8011-003, Rev. O.
0 1
- 7) Blockwall Pipe Hanger Load Sunurary 2 Calculation No. 8011-004, Rev. O.
'3
'd
- 8) Average Floor Response Spectra for Successive Floors in
'S Auxiliary Building - Calculation No. 8011-005, Rev. O.
-6 27
- 9) Millstone Unit 2, Seismic Report.
28 S
- 10) Civil Design Aid No. 8011-01-GPD, Rev. O.
10 31
- 11) Bechtel 'Blockwall' Program CE-020 (Version D).
32
^
33
- 12) Design Response Spectra, Pgs. E1 & E2 of FSAR for Millstone Unit 2.
34 35
- 13) Damping Values for Wall Attachments, Pg. E3 of FSAR for Millstone Unit 2.
36 GFD 2706 8/76 (ED49)
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\ $7 ff77 5l .$9E SS /?fYC 3d ,Wo .Off//El/A675) . % / /3/
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DE7~ AfAX AX/AL LOAD DUE TO A VEZ7, cat- EAE7//QL/Ari'.
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$.50473 EEr go* sust/yEr 62;/77riy & T6O/60-l 685
- + 4 ,t ein I C ti0 lid a i = 72.3 KIPS lN
- RESULiS JF AWAlfsiS*****
MASONRi L0hPREbSIVE BENDING STRESS = .1846KSI ALLOUAbtt = .593XSI nAS0hn) HAIHL EunPRESSIVE STRESS = .0110h51 Att00ABLE = .3faKal IENSILE STEEL Sintssa J. M htiS4 ALL W A OLE 32.000ASI COnPRESSIVE STEEL STRESS = .0000 KSI ALLOWArtE = 32.000KS1 ns50NR) SHEAR dTRESS= .0040hs1 ALLbdABLE = .0DKS1 hAAlnUn DEFLEciiON = .04!577 IN.
INTERACTION VALUE= .3 GPO 2706 8/76 (ED-69)
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i CALCULATION SHEET CALC. N O. 4" - [' / REV. NO. O ORIGINATOR ^" ' M t' ' - DATE [o/X^!8/ CHECKED DATE "" / 9 -I /
PROJECT /$ // OK! l ^l/7 ? JOB NO. lSU*OEO SUBJECT- /d 8//// A [ M // SHEET NO.
l S$E rer COA /pura5g carrar # 7~G o lG O - 3
- +s*SEISNAL nuncht- 118.M 1FS.IN 4 * * * *Hi-SVL)$ OF HNAl VS IS 6 641 ALLOUAFLt = 1.114i;SI 3 hA5unni Luntniab1vt iitN!!!hti S1RESS .3 0'ai' b 2
! MASONNY AX1AL COMPRESSIVE STRESS: .0128K51 ALLUuAblE = .504KSI i itNSILE STEEL binEas= 9.4294Kdi ALLOUActe = L4.000KSI i.bdFRESsiVE siEEL S1RESS: .0000 KS1 ALLukat:LE = b4.000KS1 j MASONRY SHtAR SfRESS= .0066KSI ALLOUAELE = .084KSI i
MAXInun udLtt,ia0N = .v3o961 IN.
! INlEKACIAON VAlbi= .3 I
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l GPD 2706 8/76 (ED49)
Millstone Unit No. 2 Sample Calculation for Masonry Walls 10.5 and 10.12 May,1984
c CALCULATION COVER SHEET Milleenne Unie ? JOB NO.11867-02 0 c ALC. NO. 8011 - to.6 m . t1 USNRC I.E. Bulletin 80-11 Design Verification of Block Walls so.5/..-
TOR DATE b'1 '
a [l8 Od - DATE -WI I/ NO. OF SHEETS 75 I
RECORD OF ISSUES DESCRIPTION , SY DATE CHKD DATE APPRD DATE CE DATE k Initial Calc. Pages 1- 74 Yhf 6 7 +1 I.hu 7An.1/ h/M 8kk/ )
' l 0 l l
l.
l COMMITTED PRELIMINARY CALC.
] PRELIMINARY CALC.
" FINAL CALC. l
] SUPERSEDED CALC.
l G
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. t CALCULATION SHEET CALC. NO. 8*' t
- S4 I 8d"1 REV. NO.
~
DATE 7*I *OI CHECKED - M DATE b'N
, ORIGINATOR PROJECT L JOB NO. - - - - - - - -
^^oU'~v'u Millstone Unit 2 SUBJE M i T r n.q p e 4 e un_11 DESIGN CALCUIATION CHECKLIST lo. 5 ' 3 o . i"L Load Description oad Sheet Date Description
- 1. Plant Design ,, l 3 [ g ,4g p, ,
- 2. Electrical:
st l d eo tl6o he W , co " "'S
- 3. Mechanical: 3 g ,, g ggg g o.
pyore : ce W -
- 4. Control Systems: <1\21f 9c , et{gojgo u ae.
- s. rce= we-cemq,z- 4 = wu uo (eus.)
Wall Description
- 1. Drawing Details: 252os - si ooc, , sioio , s4aac ,6wt 3 , no 79 , sits ii o- s,
- 2. Masonry Type:
g,, x 6" x w' mm , 2 cea , qu G me
- 3. Wall Thickness : g. ) - 7. M5 "
?
3
- 4. Number of Wythes : j.
3
' 5. Rebar Size and Spacing: 'l*5 @ "#
vAu. te>.c, 11l24[ex:= #EV d.
6 svau io.11 61l5(eo fGV- b
- 6. Latest Page Revision of Survey Data and Date:
8 w pie c vetissa.,. o 9 7. Boundary Connection Detail: '25 2 o s - \tc m @ w oossace p.e s ,
e evi -
O n 8. Safety-Related Attachments or II/I: EbTH
- 2 M hE-; Wh.LL kkAs uo 5W tVLFieJ6t E-ueuT
- I C* 0' ' 2
- Ui
[E-! h%I" LAMdG1 MOT 65 35 16 GPD-2706 8/76 (ED-69)
- # CALCULATION SHEET "
CALC. NO. Et t - *6 lio. t R EV. NO.
. ORIGIN ATOR -
DATE ""7
- I N
- M CHECKED DATE
(\ 11867-020 PROJECT _ Mills tone Unit 2 JOB NO.
Sl'2 JECT I.E. Bulletin 80 11 SHEET NO. 9 i
> SummaryofResults(Unit:5 FA're&O) 3
~
- 1. Governing Load Combination: D+L4 \V;-
i
- 2. Boundary Condition Assumed: M AY svevocTep j
?
5
- 3. Horizontal or Vertical Span Checked: VE-encAt 6.c re c,oys <s o. os 6.e e) e,g
- 4. In-Plane Shear Strain vs. Allowable: s.iss0.v' as e . ~ s. (ss e-T
- 5. Collar Joint Shear Stress vs. Allowable:
M/A
- 6. Tensile Steel Stress or Nasonry-Tencile Strese vs. Allowable:
13 6. l2 K 3 L. vs. '5kt .c2 esi kgi
- 7. Masonry Compressive Stress or -Interaction-Value vs. Allowable:
7 97 kei es, t, \\ g: s g
- 8. Masonry Shear Stress vs. Allowable: , ,, 4
- 9. Cracked or Uncracked Section: CCAcetc
- 10. Boundary Connections, Pass / Fail: stresses exc e-epe-p i
- 11. Block Pullout, Shear Stress vs. Allowable: tJ/A i 12 . Maximum Displacement Elastic Analysis: $rcams ewee pe:c r
3
- 13. Repair, Required /Not Required: rea vieso
)
- 14. Repair Type: psceetse- ems so a 1
2
- 15. Arching, Ha vs. H: W/A =<-re %=4v- - mei e-3
- 16. Maximum Displacement Arching Action:
J blf A 3
GPD-2706 8/76 (ED49)
.- fpt CALCULATION SHEET #
O- CALC. NO. M - 0 M io '2 R EV. NO.
INATOR -
DATE ~7 *I4
- O I CHECKED b' b d DATE I I D L'/ bl PROJECT Mil tone Unit 2 JOB NO. 11867-020 v
SUBJECT I.E. Bulletin 80-11 SHEET NO. 3 1
2
REFERENCES:
3
~
4
- 1) Specification for Re-evaluation of Concrete Masonry Walls -
s 11867-020-C003, Rev. 1.
6 8
7
{ 2) Survey Procedure No. 11867-020-C002, Rev. 5, (Including Survey Data).
9
- 3) Loading Evaluation Procedure No. 11867-020-C004, Rev. 9, to (Including Load Sheets).
11
- 2 3 4) Floor Response Spectra-Auxiliary Building 13 Calculation No. 8011-001, Rev. O.
14
- 5 6
] 5) Floor Response Spectra-Turbine Building Calculation No. 8011-002, Rev. O.
7 8 6) Masonry Block Section Properties
'9 Calculation No. 8011-003, Rev. O.
>o
?1 22
] 7) Blockwall Pipe Hanger Load Summary Calculation No. 8011-004, Rev. O.
?3
?"
25
] 8) Average Floor Response Spectra for Successive Floors In Auxiliary Building - Calculation No. 8011-005, Rev. O.
?6 27
- 9) Millstone Unit 2, Seismic Report.
28
-/
29 g 10) Civil Design Aid No. 8011-01-GFD, Rev. O.
30 31
- 11) Bechtel 'Blockwall' Program CE-020 (Version D).
32 33 1 12 ) Design Response Spectra, Pgs. El & E2 of FSAR for Millstone Unit 2.
34 35 36
] 13) Damping Values for Wall Attachments, Pg. E3 of FSAR for Millstone Unit 2.
GPD-2706 8/76 (ED49)
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fp Sk CALCULATION SHEET CA LC. NO. 8'*' ~ '" !' * 'I R EV. NO.
OR INATOR A DATE 7*Id'DI CHECKED # ' DATE PROJECT / dlLLGTorle U t l iT 7-. JOB NO. IIDM - CSO SUBJECT Ifb D d LL EP 'd Oc> - 1 I SHEET NO-MALL to.s__ , lo.i2 Tucame o etev. 4e' - o
\VA LL. DiMEadstc>Nis ;
ifMc3TH I 5 t ' - o' Welc, HT . V4 des , plA/. 12 8 "
ThicRMe55' ES" KlouiuAL.
fecof. i " S ce u" sfh Tlou Pgo WTG..s i As - O.G2 yc v - 3.oe asp = 0. o Trd= 3.32 95 - f. 56 Yccf. 1.'25 pr - o. o TTcg. 5.is 9- 7.625 A A%I AL - S?A.6 B- 46 ~7 5 Asn ec4. = 15(. . I IUcf s T70.Y AC = 558>
tcf - It6.I Uurr syscpT = , cento e/i,a/ig" &cc.e ALLoss/ABLE AVIAL couNessive 6T4e-ss -
Ai:-M A i 3
/ Idl.6 \ S i
ce>e -
35cl-o.oi3(_%, ) = 32 3 gsu = .525 e.
i ss e- -
5 4 o - o. o 2. [,[ = 46 4 pi = .464 Ess l
a e i
1 i'
3 4
5 6
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EOF:13 SCAN:10 Calo. No, too. w.c> lm n net., ;;3, .
- 03) EXIT Millatone Unit C Jo'a No. licJi s _J LINES:13 FIELDATA Reovaluation of Concreto Maconry Walls
>0 ADD,P DEMAND. In Response.to NRC I&E Bulletin 80-11 Vol. No. Sht. No, to RADD,P DEMAND. 7 FURPUR 28R1-01 U1 E35 SL74R1 07/17/81 05:46:40 M s. v Chk. _, p, - Date___1.l READ 1 y
- Date __y , ,,}w.gj READY CASE UPPER ASSUMED ED 15R2-4 FRI-07/17/81-05:46:49-(0,1)
EDIT RASG,A PROJECT
- BLOCK.
- s*********************************************************************
- DATA FROM INTERNAL STORAGE ****
- BLOCK UALLS PROGRAN***
- VERSION G 2/12/81
- 0UESTIONS SHOULD BE ADDRESSED T0****
- E. AKKOUSH GPD X 3196 ****
- S. CLOSE GPD X 3196 ****
- T. JOSEPH GPD X 3192 = ****
- ,************.n*****
- UNITS KIPS INCHES
- u** PROB. TITLE: 10-5(SSE) ****
C %. (on- ro Q,g. ,3 : :.~, o
- SECTION PROPERTIES **** _ _
.62 .00 DS= 2.5 pp, .99 IhdlIIM U "i l "I- '
AS= ASP =
.g Iwovalu.. tion .or Concreto Tennef ;,alia H= 7.6 L=128,0 B= 45.7 D _-
In Response to RRC 1&E Bullotin 80-11 Vol. No. Sht. No. It -
I Orig. -d A', A Date I l'7 - f/
Chk. Date ae v' w &
V
- INPUT FOR STRESS CALCULATION ***
IUCR=UNCRACKED INERTIA = 770.40 ICR= CRACKED INERTIA = 118.10 YCU=DIST. TO EXTREME FIBER IN COMP.(UNCRACKED)= 3.060 YTU=DIST. TO EXTREME FIBER IN TENSION (UNCRACKED)= 3.320 YCCR=DIST. TO EXTREME FIBER IN CLMP.(CRACKED)= 1.250 YTCR=DIST. TO EXTREME FIBER IN TENSION (CRACKED)= 5.130 AAXIAl= EFFECTIVE AXIAL AREA = 324.00 ASHEAR= EFFECTIVE SHEAR AREA = 156.10 AC= TRANSFORMED COMPRESSIVE AREA 0F SECTION= 55.80
- MATERIAL PROPERTIES ****
YOUNG MODULUS = 1350.00 AVERAGE UT. PER UNIT LENGTH = .02170000 MODULAR RATIOS = 21.9 1.8 COMPRESSIVE STRENGTH OF MASONRY = 1.3 COMPRESSIVE STRENGTH OF GROUT = 1.8 YIELD OF REINFORCING STEEL = 60.0 .
- SSE SEISMIC CONSIDERATION FOR THIS PROBLEM **
}
FLOOR RESPONSE SPECTRUM DEFINITION r a
- *J 9. *$ h .4 f6p,4 { "'t p
Hi.11 stone Unit 2 .103 ha. 113d7-020 U3 n ABDITIONAL WEIGHTS AT MASS PTS. ARE: [pesponsetoRRCI&EBullotin00-11f C n roto M y,y,
.000 Sht. No. ,e ADDut= .000 ADDW2= .000 ADDU3= _
1
- BEAM MODEL IS S.S AT BOTH ENDS ** Orig _ [ f3)3s - Date '7 / h il Chk ( n; % . pgge y,n 4
(
- INPUT ALLOUABLE STRESSES ***
ALLOWABLE MASONRY AXIAL COMP. STRESS = .48400 ALLOWABLE MASONRY COMP. BENDING STRESS = 1.11400 ALLOUABLE GROUT TENSION STRESS = .17700 ALLOUABLE GROUT TENSION FOR FRE0ENCY CALCS.= .25500 ALLOWABLE STEEL STRESS IN TENSION =54.00000 ALLOUABLE STEEL STRESS IN COMPRESSION =54.00000 ALLOWABLE SHEAR STRESS IN MASONRY = .08400
- FRE0ENCIES ARE *** 13.050 51.836 110.059
- h0DAL PARTICIPATION FACTORS ARE*** .07 .00 .01
- ACCELERATIONS ARE *** 3.703 .530 .530
- SEISMIC MOMENT = 169.6 KIPS.IN SECTION IS CRACKED, IS A NEW RESPONSE SPECTRA FOR THE CRACKED SECTION TO BE INPUT ?
(1=YES,0=HO)
INPUT FLOOR RESPONSE SPECTRUM SPECTRUM INPUT IS A 2-D ARRAY DEFINING FREQUENCY INCPS VS ACCELERATION IN G TYPE *N* NllMBER OF POINT USED TO DESCRIBE THE CURVE ?
INPUT 6 SET OF FREDUENCY VS ACCELERATIONS ENTRIES EACH ON A NEW LINE
i
.92 c . J.3 4.00 2.23 Calc. No. kii t*4 /re. s L Rw, I?o. o 8.07 2.23 36.30 .53 Mil 10 tone Unit 2 '
Job I.o. 11067-020 75.00 .53 Reevaluation of Concrete Haaonry Walle In Response to NRC I&E Bulletin 80-11 1000.00 .53 Vol No..
J Sht. No.. 13 -
21.270 45.160 /
- FREDENCIES ARE *** 5.355 -
Cbk. _ I p. 4, Date 1 17.(/ -
(
- MODAL PARTICIPATION FACTORS ARE*** .07 .00 .01
- ACCELERATIONS ARE *** 2.230 1.435 .530
- SEISMIC MOMENT = 102.2 KIPS.IN i
- COMP. BENDING MASONRY STRESS GREATER THAN ALLOUABLE**
- TENSION STEEL OVERSTRESSED**
- RESULTS OF ANALYSIS *****
MASONRY COMPRESSIVE BENDING STRESS = 1.6405KSI ALLOWABLE = 1.114KSI MASONRY AXIAL COMPRESSIVE STRESS = .0097KSI ALLOUABLE = .484KSI TENSILE STEEL STRESS = 73.8663KSI ALLOUABLE = 54.000KSI COMPRESSIVE STEEL STRESS = .0000 KSI ALLOUAB.LE = 54.000KSI
- MASONRY SHEAR STRESS = .0287KSI ALLOWABLE = .084KSI i MAXIMUM DEFLECTION = 1.433706 IN.
INTERACTION VALUE=1.5 i
DO YOU UANT TO RUN BLOCK UALL AGAIN YES TYPE 1 NO TYPE O GBRKPT PRINTS EOFt178 LINES:178 FIELDATA
>99 SKIP 43
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1 I
' Calc. ::;. k'i '"- T" *: . . . : 2. v M111c'.one Unit d oa Lu. 17. , s (3 ADD,P DEMAND. Reevaluation of Conoroto Ma.;onry Valla FURPUR 28R1-01 U1 E35 SL74R1 07/17/81 06:12:25 In Response to NRC I&E Bulletin 80-11 READY o . No.. M.. No le READY CASE UPPER ASSUMED EB 15R2-4 FRI-07/17/81-06:12:40-(0,1) Orig.
J VA Date2/1/* 'y 'II -
r / _
EBIT CR. l I p,/A -
- 1) ate GASG,A PROJE'T* BLOCK. (
l
$c4********************************************************************
- DATA FROM INTERNAL STORAGE ****
- BLOCK UALLS PROGRAM ***
- VERSION G 2/12/81 [
- 0UESTIONS SHOULD BE ADDRESSED T0****
- E. AKK00SH GPD X 3196 ****
- S. CLOSE GPD X 3196 **** 1
- T. JOSEPH GPD X 3192 ****
- UNITS KIPS INCHES *
- PROB. TITLE: 10-5(0BE) ****
EXTERNAL LOADS AXIAL LOAD (KIPS) BENDING M0HENT(KIP.IN) SHEAR FORCE (KIPS) 2.79 40.57 1.70
o, .
Calc. IIo. (on - w, ji a i2 bv. Eo. o _
Millstone Unit u Joa Ilo. 11U61-020 Reevaluation of Concrete Masonry Walls In Response to NRC I&E Bulletin 80-11 Vol. No. Sht. No. r7
- INPUT FOR STRESS CALCULATION ***
IUCR=UNCRACKED INERTIA: 770.40 k/; j Orig. vT (A> . Date 7 ~ li-[I ICR= CRACKED INERTIA = 118.10 Chk. 1 /,44' - Date 2-/ J a cr F e YCU=DIST. TO EXTREME FIBER IN COMP.(UNCRACKED)= 3.060 ,
J YTU=DIST. TO EXTREME FIBER IN TENSION (UNCRACKED)= 3.320 YCCR=DIST. TO EXTREME FIBER IN COMP.(CRACKED)= 1.250 YTCR=DIST. TO EXTREME FIBER IN TENSION (CRACKED)= 5.130 AAXIAL= EFFECTIVE AXIAL AREA = 324.80 ASHEAR= EFFECTIVE SHEAR AREA = 156.10 AC= TRANSFORMED COMPRESSIVE AREA 0F SECTION: 55.80
- MATERIAL PROPERTIES ****
YOUNG MODULUS = 1350.00 AVERAGE UT. PER UNIT LENGTH = .02170000 PODULAR RATIOS = 28.9 1.8 ' '
COMPRESSIVE STRENGTH OF MASONRY = _1.3 '
COMPRESSIVE STRENGTH OF GROUT = 1.8 ,
YTELD OF REINFORCING STEEL = 60.6
- OBE SEISMIC CONSIDERATION FOR THIS PROBLEM **
FLOOR RESPONSE SPECTRUM DEFINITION '
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O 1 f wM7 APPENDIX 5.D
- EXPANDED SPECTRUM OF TORNADO MISSILES s
s The spectrum of tornado missiles is expanded to include the following:
- 1. Utility pole 13.5" dia. x 35 ft. long with density of 43 lbs/ft 3
- m. 2. 1" solid steel rod 3 ft. long with a density of 490 lbs/ft3
~ i 4
- 3. 6", schedule 40 pipe, 15 ft. long with a density of 490 lbs/ft3
- 4. 12", schedule 40 pipe, 15 ft. long with a density of 490 lbs/ft8 For each of the above tornado-borne missiles, the following information is provided:
- 1. The maximum velocity and height attained. Assuming in the analyses that each of the missiles originate at ground level and at the highest structural elevation on the site capable of producing each missile. .
- 2. The required thickness of a reinforced concrete missile barrier to stop the missiles without their penetrating the missile barrier. Discussing the adequacy of all tornado missile
(}- barriers protecting systems and components necessary for safe shutdown.
- 3. The required thickness of a reinforced concrete missile barrier to preclude the generation of secondary missiles within the structure.
- 4. The effects that secondary missiles could have on safety related equipment and systems in the event that they occur.
In developing the above information, the analytical approach presented in BC-TOP-9, Design of Structure for Missile Damage with the following exceptions is used, assuming the uissiles do not tumble and are at all times oriented such as to have the maximum value of CdA while in flight.
W THE TORNADO MODEL: The tornado model will be patterned after the Dallas tornado of April 2, 1957, as studied by Hoecker (Ref. 1). The model is basically that given in WCAP-7897 (Ref. 2) but with a more rigorous extrapolation to the parameters desired for a design tornado, then given by Bates and Swanson (Ref. 3).
I Hoecker summarized his findings by the use of a " pressure-time profile" for an average translational velocity of 27 mph and as a function of percentage of total pressure drop.
5.D-1 j .
{
. JUN 101982 In attachment A, it is shown that when this time-pressure profile is used
-( to solve the cyclostropic wind equation, the tangential wind velocities correspond with the experimental ones when a total pressure drop of 60 mb or 0.882 psi, and a translational velocity of 27 mph is substituted into the equation.
When a total pressure drop of 3 psi, and a 60-mph translational velocity (88 fps) is substituted into the same equation, a 304-mph maximum tangential velocity at a 300-foot radius is obtained. This corresponds closely to the assumptions which have been made in the past when describing the design tornado.
The two exponential equations used by Hoecker to determine the time-pressure profile cross each other at a radius of 1,240 feet instead of the 300 feet at which they cross when a translational velocity is 27 mph.
Therefore, it is only necessary to use one equation since the starting tangential velocity corresponding to this distance is 66 mph, which is less than the minimum 75 mph considered by Bates and Swanson.
By incorporating these two assumptions, namely, that the vertical component is equal to one third of the tangential, and the radial component is a function of radial distances between minimum and maximum tangential components being considered, a complete windfield was defined by using the following equations:
V = 249 g Exp (-48.3 Va/R ) Van (3)
R3 y = _ (1240-R) R (2) r (1240-300)
Vy = 1/3 V (3) ,
Where:
V = tangential velocity (fps)
V = radial velocity (fps)
Vy = vertical velocity (fps)
V = translational velocity (fps) 7 D = total pressure drop (psf)
R = radius (ft)
Equation (1) has been left in a general form for use in future models to predict different total pressure drops or translational velocities.
However, at this time D is taken as 432 psf and V = 88 fps.
3 5.D-2 m
, "k.1 01982 The relative conservatism with reference to the actual Dallas tornado is shown in Figure 5.D-1.
Constant velocities from the ground to a height of 500 feet is a degree of conservatism which is justified by the expanded view of these velocities. This information has been published by Hoecker and is reproduced in Figure 5.D-2.
TYPES OF MISSILES: Previous studies had considered a car as a missile for low elevations and a wooden plank for high elevations. Later a small cross-section missile in the form of a pipe was added. Five missiles are now being considered.
All the missiles are intended as prototypes of the many missiles generated by tornados. Considering the present state of the art, a detailed physical description of a missile is of little value when designing the !
missile proof target. Empirical formulations have to be used in areas where impactive energy and the impactive area are the points to be considered.
The more logical approach is to assume a generalized range of missiles with the required drag factors impacting at given elevations.with the highest possible velocity. The impactive kinetic energy per square foot of impact area for each elevation would then be computed.
If a table is made with C dA/W factors from 0.10 to 0.015, which is the
(' smallest measurement for an airborne missile, it will be found that there is a drag fact'or that will give the highest velocity at each elevation.
This is shown in Table 5.D-1.
It is interesting to show the small range and the gap left for the maximum drag factor proposed.
Wooden plank 0.06 Steel rod 0.031 Utility pole 0.026 6 inch pipe 0.029 12 inch pipe 0.021 Impactive energy per unit area measured in lb/ft as shown on Table II is readily found es follows:
2 = y2 K=WV2g A 2g F Where:
K = impactive factor (lb/ft)
V = velocity at impact (fps)
A = area of impact (ft 2)
F = Cd A/W for Cd=1 5.D-3 ee
, , JUN'l 0 W
(
As expected, this impactive factor is much higher at lower elevations:
it varies from 49,640 lb/ft for a 10-foot elevation at 22,070 lb/ft for a 110-foot elevation.
Penetrations can be computed by the required empirical formulation which is workable in terms of these impactive factors.
METHODS OF INJECTION AND PROPULSION: Bates and Swanson propose three methods of injection:
- a. Explosive injection
- b. Aerodynamic injection
- c. Ramp injection These are intended to limit the height at which a given object may be injected into a tornado. So many considerations and assumptions have to be made that they become of no practical value when it is to be assumed that the object will reach the highest point of a structure even if the missile has to be held at a convenient elevation for injection to occur.
If an explosive injection occurs some distance away from a structure, it is concluded that the object could clear the structure, if such an injection could occur. Aerodynamic injection will require aerodynamic objects or else the injection is overestimated. Likewise, a ramp injec-tion will depend on the given ramp, a factor that is hard to generalize.
(' All three methods of injection required many assumptions which make it difficult for generalization. A fourth method which would be called the
" Uplift Injection" offers the advantages of simplicity and applicability.
In the uplift injection it is assumed that the wind finds its way beneath a surface and the object will become airborne at the time when the vertical component of the wind produces an upward forced equal to the weight of the object. While on the ground the object is assumed to be free to move on the horizontal plane in a frictionless manner as the tangential and radial components of the wind act on it.
When a missile flight is to be ascertained by applying the three compon-ents of the wind (tangential, radial and vertical) simultaneously, a random surface is assumed to be facing all three components. This random surface will produce what is called in WCAP-7897 an " effective drag factor" to be applied in all directions _and which is computed as follows:
Cylinder:
Ce - 0.389 (h+0.66D)
P hD ob ).
Parallelpiped:
Ce - 0.483 w(h+d)
~
whd P
obj 5.D-4 n
. .a 0 19 E 4
Where:
C}
C, = effective drag factor h = ler.gth, ft D = diameter, ft P = density, lb/ft 3 obj w = width, ft d = depth, ft To date, this is the best method of computing an effective drag area for an object thrown into a tornado.
Using these effective drag areas in the computer program, DALLAS MISS GEN, the following results were obtained:
Wooden Plank Utility Pole Steel Rod 6 in. Pipe 12 in. Pipe Ce = 0.03 Ce = 0.0082 Ce = 0.0097 Ce =0.0bl5 C =e 0.00078 Elevation
(' 10 223 182 192 98 ---
20 264 --- --- -- ---
30 279 --- --- -- ---
~
40 270 --- --- -- ---
50 261 --- --- -- ---
60 258 --- --- -- ---
These results show that only the wooden plank tank type missile could be sustained in the air. It supports WCAP-7897, Chapter 5: " Investigation of Some Specific Missiles" which clearly states: "The results of Figure 3 ,
2 indicate that objects with a C A/W d 1ess_than 0.012 ft /lb will not be sustained by the vertical wind even if injected above immediate obstruc-tions." (Figure 3 is contained in WCAP-7897.)
It appears then that instead of assuming impossible C gA/W factors for a given set of missiles, it is best to assume an infinite number of missiles, all with possible effective drag factors.
5.D-5 a
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The required thickness of a concrete element that will just be perforated
() by a missile is given by:
T -
427 W Y
s 1.33 s/fF" C D1.8 1000 where:
T = Thickness of concrete element to be just perforated (inches)
W = Weight of missiles (lb)
D = Diameter of missiles (inches)
Note: For irregularly shaped missiles, an equivalent diameter is used. The equivalent diameter is taken as the diameter of a circle with an area equal to the circumscribed contact, or projected ;
frontal area, of the non-cylindrical missile.
= Striking velocity of missile (ft/sec)
V, .
f' c
= Compressive strength of concrete (psi)
This formula is known as the Ballistic Research Laboratory, BRL, formula.
i The thickness, t , of a concrete element required to prevent perforation must be greater Ehan T. It is recommended to increase T by 25 percent, but not more than 10 inches, to obtain the t , required to prevent perforation.
P t = 1.25T {T + 10 (in inches)
The results obtained by using the above formula are presented in Table 5.D-5.
The concrete barriers furnished to protect systems and components necessary for safe shutdown exceed the required thickness to prevent perforation by the missiles.
Spalling of concrete from the side opposite the impact surface of the element is considered as a secondary missile. For an estimate of the thickness that will just start spalling, it is recommended that the following equation be used:
T = 2T s
where:
T = Concrete element thickness that will just start spalling s
__ (inches)
T = Concrete thickness to be just perforated (inches).
l 5.D-6 a
m
~
o JUN I o M
( The thickness, t , of a concrete element required to prevent spalling must be greater Ehan T . It is recommended to increase T, by 25 percent, but not more than 10 inches, to prevent spalling.
t, = 1.25 T, { T, + 10 (in inches)
The results obtained by using the above formula are presented in Table 5.D-5.
The Ballistic Research Laboratory (BRL) formula was selected after a thorough study of all available formulae in the literature for concrete perforation and spalling due to missile impact. As with all other available formulae tue BRL formula represents an empirical expression based upon high velocity test data and was developed for use in the high velocity range (i.e. , missile impact velocity in excess of 1,000 ft/sec).
The range of missile velocities cons'idered in a nuclear facility is generally below 500 ft/sec. In order to provide a confidence margin for the lower velocity range, and to assure that barrier thickness would exceed that at which perforation or spalling impends, the design thick-ness was increased.
Test data on the impact of a one-inch diameter steel rod having a velocity from 150 ft/see to 320 ft/sec on a concrete barrier of 3 inches, 6 inches and 9 inches in thickness indicate that these formulae provide conserva-tive results for both concrete perforation and spalling in the velocity range as stated. A summary of the test results is presented in Figure 5.D-6.
A procedure for determining thickness of spalling is presented in
{ Reference 4. The spalling effects on concrete wall due to the impacts of wooden plank and utility pole were investigated and in both cases, no spalling of concrete wall were indicated. Therefore, the secondary missiles are not considered creditable.
The thickness, t , of a concrete element required to prevent spalling, is more than the thickness, T , of a. concrete element furnished in the cases ofwoodenplankandutilitypole,asindicatedinTable5.D-5. The thickness, t s, provides a simplified approach of determining a thickness required for a concrete barrier to stop a' missile. A margin of safety, an increase of 25% of the calculated values with an upper limit of 10 inches, is a logical safety factor against spalling or perforation .and is further reinforced by the test data presented in Figure 5.D-3. The formula used to determine the thickness of spalling does not consider reinforcing steel which tends to reduce the amount of spalling. If t is less than T , as in the case of 3" steel rod and 6" pipe, no additional analysis is" required.
To determine the thickness of spalling, the following formula, as presented in Reference 4.
282 N W V X '
max 1.8 1000
{ fc d 5.D-7 n
I b
Mlow C )1/3
( C 1
T
= - - ---- + C3 "I g
l l -*
max s II
- 0.877 W 3 X max C2 = 2.8 - C 3 30 6 =C X V, 1/3 t 2 max y s
where:
W = weight ormissile, pounds V = missile velocity, ft/sec T = target thickness, inches
( d = diameter of missile, inches fc = concrete strength, psi
~
N = nose factor = 0.845 for hemi-spherical nose C, = dilational velocity in concrete = 9,800 ft/sec By substituting the following values into the equations, the value of A , thickness of spalling, for the wooden plank and the utility pole was determined to be insignificant.
Wooden Plank Utility Pole W = 105 pounds 1,500 pounds V = 280 fps 182 fps T = 12 inches 24 inches d = 7.82 inches 13.5 inches fc = 3,000 psi 3,000 psi G .
5.D-8 L _ _- _ - - - -