ML20062E737
| ML20062E737 | |
| Person / Time | |
|---|---|
| Site: | Rancho Seco |
| Issue date: | 07/30/1982 |
| From: | Walbridge W SACRAMENTO MUNICIPAL UTILITY DISTRICT |
| To: | Stolz J Office of Nuclear Reactor Regulation |
| References | |
| REF-SSINS-6820, REF-SSINS-SSINS-6 IEB-80-11, TAC-42918, NUDOCS 8208100310 | |
| Download: ML20062E737 (6) | |
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' )SMUD SACRAMENTO MUNICIPAL us,LITY DISTRICT O 6201 S Street Box 15830, Sacramento, California 95813; (916) 452 3211 July 30,1982 DIRECTOR OF NUCLEAR REACTOR REGULATION ATTENTION JOHN F STOLZ CHIEF OPERATING REACTORS BRANCH 4 U S NUCLEAR REGULATORY COMMISSION WASHINGTON DC 20555 DOCKET 50-312 RANCHO SEC0 NUCLEAR GENERATING STATION UNIT N0 1 MASONRY WALL DESIGN - IE BULLETIN 80-11 In a conference call on July 22, 1982, Mssrs. M. Padovan and N. Chokski of the NRC and Mr. Bucon of the Franklin Research Institute requested additional information to a submittal made by the Sacramento Municipal Utility District on June 8,1982.
Specifically, they requested justification by the District for using the Component Factor Method for the combination of three directional forces in our masonry wall analysis when the Standard Review Plan Section 3.7.2 requires that the SRSS method be used for combination of the three directional forces in this type of analysis.
They also requested a sample calculation which showed the application of the Component Factor Method in Rancho Seco Unit No. One's masonry wall analysis. shows mathematically that the Component Factor Method is more conser-vative than the SRSS method and describes the application and the validity of the Component Factor Method. Attachment 2 is a sample calculation utilizing the Component Factor Method in the Rancho Seco Unit 1 masonry wall analysis.
If we can provide any additional information, please advise.
.it A;
Wm. C. Walbridge General Manager Attachments s/
8208100310 820730 PDR ADDCK 03000312 O
PDR AN ELECTRIC SYSTEt? SERVING MORE THAN 600.000 IN THE HEARI 0F CAllF0RhiA
,o ATTACHMENT (1)
'!CTAL STRUCTURAL RESPONSE TROM SEPARATE LATERAL AND VERTICAL ANALYSES The total structural response is predicted by combining the applicable zaximum codirectional responses, say, R,,
R and R,,
calculated from the two lateral and the verti-l y
cal analyses.
The combination usually is done according to the criterion of "the square root of the sum of the squares" as follows:
Rtotal
- 9/
2
+R
+R g4,7)
However, the SRSS method has an inherent difficulty for certain engineering applications such as in basemat design where separaticn of the base from the soil is possible.
Under these circumstances, the combination is done accord-ing to "the component factor method" as follows:
l I4~7")
Rtcg,y = Rg + 0.4 R3 + 0.4 Rk where R, R,'and R are the set of three codirectional j
j k
response maxima due to the individual excitation in three directions.
Under the condition that Rg1R$[Rk 10, the probable error involved in using Equation (4-7a) with respect to the SRSS method in Equation (4-7) is less than l
1%.
Appendix J provides the justification of this l
criterion.
l In the actual application of Equation (4-7a), the condi-10 cannot always be satisfied.
tion that Rg1R3 LRk l
Under these conditions, in order to ensure conservatism, all possible permutations of R, R, and R and both the j
j k
positive and negative signs of each response should be considered.
For all possible combinations, the application of Equation (4-7a) results in 24 possible combinations in l
l c
principle.
Ecwever, in specific applications, the number of combinations can usually be reduced to a smaller num-ber through judicious choices of governing combinats ons.
l l
l VALIDITY OF THE COMPONENT F ACTOR ME~~r!OD 1
l i
This appendix presents a demonstration of the adequacy of the component factor method expressed by Eq. (4-7a).
First, consider I
a combined response, R' defined as follows:
I l
R'=Rg + 0.414R3 + 0.318Rk IU'1I in which i
Rg[R$ 1Rk 10 (J-2) i Let l
i R. = K. + R (E. = 0 if R - =R) 3 3
k 3
3 x
R. = K. + R. = E. + K. + R (N. = 0 if R
= R.)
(J-3) 1 1
3 1
3 k
1 1
3 l
According to Eq. (4-7), the SRSS method gives:
2 2
2 1/2 R
- l(K +N3+R)
- IKj+R)
+R) k k
g
\\
2 2
2 1/2
= (3Rk + 2E) + Kg + 2Kg (N) + Rk) # 4H R I I3~4) jk l
According to Eq. (J-1),
R' = (Kg + K) + Rx) + o.414(K) + Rx) + o.318Rk R' = 1.732Rk
- l*414Kj i = {[1.732Rk + 1.414R) + R )2)
H g
t 2
2 2
1/2 R' = {3Rk
- 2Kj *Hi + 2E (1.414R) + 1.732R )
- 4'9K R }
(J-5) g k
jk Comparing Eqs. (J-4) and (J-5), it is obvious that the combined response calculated according to Eq. (J-1) is always more conservative than the combined response by the SRSS method.
In the special case that Rg=R.=R, they become identical to k
each other, i.e., R = R' = / Rk' For convenience of engineering applicaticns, Eq. (J-1) can be l
simplified by replacing the facters 0.414 and 0.316 by a common factor of 0.4.
This reduces Eq. (J-1) to Eq. (4-7a).
By inspection, the maximum probable error of Eq. (4-7a) with respect to the SRSS method is less than 1%.
This maximum error occurs when Rk = 0 and Rg=R.
In this special 3
l case, the SRSS method gives R = 1.41R and Eq. (4-7a) g I
gives R = 1.4Rg.
1 l
l O
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ATTACHMENT (2)
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