ML20217H647

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Rev 1 to FC06314, USI A-46 Outlier Resolution for Heat Exchanger CH-7
ML20217H647
Person / Time
Site: Fort Calhoun Omaha Public Power District icon.png
Issue date: 07/02/1997
From: Ming Li, Tseng T, Xu L
STEVENSON & ASSOCIATES
To:
Shared Package
ML20217H631 List:
References
REF-GTECI-A-46, REF-GTECI-SC, TASK-A-46, TASK-OR FC06314, FC06314-R01, FC6314, FC6314-R1, NUDOCS 9708130164
Download: ML20217H647 (16)
v • d • e


Text

____ _ _ _ _________ _ __ _ - ___ _

[ CALCULATION COVER SHEET -

niculation Preparation, Revl0W CALCULATION NUMBER Cak. Page No. __ /

cnd Approval . /~ccdc3/Y

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Calculation Cover Sheet 3 coE O uwTt0coE O nREPRo[

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  • Short Torm Cale: O YES S) NO -

PED DEPARTMENT 7b J CALCULATION TITLE VENDOR CALC. NO. YYlIN " d* '#08 _

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  • APPROVALS. SIGNATURE & DATF.

CONRRMATION SUPERSEDES

  • PREPARER (S)DATE(S) REVIEWER (S)DATE(S) C ALC. NO.

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  • SEE INSTRUCTIONS ON REVERSE SIDE COMPLETED BY p,UMFtiT ootfTm PED-QP-3.25 @MR
  • . p' l CALCULATION PREPARATION, REVIEW AND APPROVAL cut.tn m1& 7y FORM PED-QP.--3.2 Form Page No.1 of1 CAL.CULATION NO.

PRODUC110N ENGINEERING DIVISION Fe d/7/V CALCULATION REVISION SHEET '

N. DESCRIP110N / REASON FOR CHANGE O o ca, iunt icsa r i

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PED-QP-3.28

Paga 7 of AI Client: Omaha Public Power District Calculation No. 94C2857 C 003

Title:

OSI, A40 Outlier Resolution for Heat Exchanger CH 7 l

Project: _ OPPD, Fort Calhoun Station Method: Conventional Engineering Hand Calculations. "

l Acceptance Criteria: " Generic Implementation Procedure (GlP) for Selsmic Verification of Nuclear Plant Equipment

  • SOUG. Revision 2A, March 1993.

Remarks:

REVISIONS No. Description By Date Chk. Date App. Date 0 Initialissue // J' il///f/ Id 7 / */.r/y, [y-//,/2,9 I

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Tank Evolvation Based on ASME.BE.)13fibh NE 3133 and tie 3222,1995 Editigt)

NE 3131(b) identifies NE 3222 for buckhng under externalloading.

Per Subsection NE 3222.1(b), the buckhng stress values may be determined by the applicable rules of Subsection NE 3133. Per Subsection NE 3222 2, the stress limits are as follows:

For Design Cr nditions & Level A & D Service Limits, use the values from Subsection NE 32221.

For Level C Service Limits, use 120% of the values from Subsection NE 3222.1.

For Level D Service Limits, use 150% of t' a values from Subsection NE 3222.1.

Subsection NE 3133.3(a)is used to calculate the allowable extemal pressure and allowable hoop stress.

Subsection NE 3133 6 is used to calculate the allowable axial compressive stress.

1. Hoop stress [ Using NE 3133.3(a))

L2 236 in D o .2 144in E a 29000000-in LD = 1.639 psi .

LD Df Do T a 0.3125 in DT = y- DT = 460.8 From Figure Vill 11001 of Section Ill, Div.1 of the 1980 ASME code, for the above parameters:

A a 0.000082 The allowable external pressure is calculated below:

2AE P P a " 3 44

  • PSI a ' 3 57-Do o o a Pa 'j.y 0 0 - 792.667. psi o o := 793 psi [ allowable hoop stress per Code)

e

!.< , I o000E 1.0 0 0 0 0013E " 793 ' PSI oOSSE I2'OO O OSSE =951.6 psi j The calculated hoop stresses in Calculation No. FC06011, Rev. O are:

o 00BEc 663 psi [page 21 of calculation) Smaller than 793 psi l

o OSSEc 787 psi [ page 21 of calculation) Smaller than 9$1.6 pal

2. Axial Stress [ Using Subsection NE 3133,6 )
0. 2 d A A = $.42510 F y 30000 psi From Figure Vill-11012 of Section Ill. Div.1 of the 1986 ASME Code, for the above -

parameters:

B 80t@ psi a4 8000 psi - [ allowable axial stress per Code )

3 o$OBE 1.004 o (OBE = 810 psi 3

0(SSE I.204 a $SSE -9.610 psi The calculated axial stresses in Calculation No. FC06011, Rev. O are:

o (OBEc 2160 psi [ page 23 of calculation ] Smaller than 8000 psi o (SSEc = 3980 psi [ page 23 of calculation ] Smaller than 9600 psi The above calculations show that the tank design meets the requirements of Subsection NE of Section til Div.1 of the ASME 1995 Code.

a

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!,t .,t 99pE CASE EVAL 1LATIONLQR S$5 LOADING U$lNO FS_Qf 2A.,

ASEfRLJESTED BY NRC REVIEWER a 0 ' 787 psi (Pg 21') a 4 3980 psi (Pg 23') o hel > 2358 psi (Pg 28')

FS

  • 2.0 a OL 0.80 (Pg 28*) a 4L . 0.31 (Pg 26') a4,12 76150 psi (Pg 27')

0 0'IS 8

8 Os '* a OL 0 Os = 1,96710 . psi l c 4 FS 4

$5 * 'uTC o 4, = 2.$68 10 . psi a 4 - 0.5 o het F3 o ei- 0.5 o het F6 f o o,9 F 2, F 2 = 0.696 (8 helj IC > F g + F 2 IC =1.023

  • Refers to pages of calculation FC06011 Rev. O CONSERVATISM IN THE ABOVE CALCULATIONS
1. Flooded conditions are considered for the location of water table, which in effect combines '

flooding with SSE,

2. Tank is assumed to be completely empty ( no internal pressure )..
3. Soll wet density of 130 lb/cu ft which is conservative.

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.i*e ' MASONMT STRUCTUntS DUILDING CODE COCMENTARY g3g33g

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Sei... .. en.w,es owissi seseen i a=+w'ao wwiis i rg . s.s ./iiii, m., . ao p . 6 Ft= 8.06. **

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,< .o, l

SUMMARY

OF cal CUl>ATION FOR Bl>OCK WAI,1, NO, Y l 1

(Revised July 2,1997) i 1.0 R PSSE The motor control centers MCC-4A2 and MCC 3C2 are located at elevation 1007' 0" adjacent to Block Wall No. 9. The portion of Wall No. 9 which may potentially interact with the motor control centers during a seismic event extends from about 12' east of row line Q to about 12' west of row line Q (see Figures 1 & 2). The purpose of this report is to summarize the evaluation for this portion of the Wall No. 9. This summary is prepared by extracting relevant information from the original Calculation No. S775305A, which includes original evaluations for several block walls, including Wall No. 9, which were performed in response to Generic Letter GL 80 11, 2.0 PilYSICAL DESCRIPTION OF Tile WALL As shown in Figure 1, Wall No. 9 runs east west and it starts from row line C and continues west to about 12' west of row line Q. It is located about 13' south of column line 8a. The wall is 6" thick and extends vertically from floor at elevation 1007'-0" to the bottom of slab at elevation 1025'-0". For a small portion of the wall, at 6' 8" above the floor level,2' 8" of the wall height is reduced in thickness to 4" and a structural facing tile is constructed to fill the 2" gap. This arrangement runs for only 11'-2", starting at about 2' east of row line Q and extending toward row line P. Figure-5 shows the cross section of the wall within this zone.

As a result ofI.E. Bulletin No. 8011, Wall No. 9 was reinforced along with seseral other block walls in the area. The reinforcement included the installation of two W10 x 60 lateral supports which are attached to the wall, to the ceiling, and to the reinforced concrete wall on column line

7a. Figures 2 through 4 show the plan and details of the reinforcement. In addition, the top of the wall is anchored to the slab above using 3"x3" angle and expansion anchors.

L 1of11

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3.0 CAlfULATION SUMM ARY l Tlic poition of the Wall No. 9 which is adjacent to the inotor contiol centers was analysed in calculation S77$305A using two different analyticalinodels. The portion of the wall between Wall No.10 and row line Q was analysed as one way slab in the horizontal direction. 'Ilie portion of the wall between now lines P and Q was analysed using a finite eleinent inodel. The details of these analyses are sununanzed below.-

3.1 brt of thdall West ofRmy_Q l

The wall west of row linie Q was analysed conservatively as a slab with single span and <

siinple support condition.

Maxinium horizontal span = 8' 0"=96"(see Figure 2)

Moinent ofinertia of the block wall:

Vertical axis of wall I '

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- Wall Elevation 2 0f il

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j ! ** s

/ = ($.62$'- 3.625') x 12 = 130.3 #f per it length of the wall 12 Morlulus of Elasticity, E = 2.5 x 10' psl(based on ACI $3179,"lluilding Code Requirements for Concrete Masonry Stiuctures," Table 10.I)

Weight ofwall per square foot of the block wall g,, , [2(15.625 + 3.625) + 3.625]rl" , y 12 144

= 28.08 psf 15.625 1 Adding mottar weight, conservatively assume W. as 30.3 psf. i Additional 5 psfis assumed for wall attachments:

Wi = 30.3 + 5 = 35.3 psf l 1

- Column added for lateral reinforcement is W 10x60 (see Figuies 2 through 4) li, = 344 in' f

W6- ' = 60 lb/ft = 5 lb/in

= 6 Es 29 x 10 psi

(, =

13'-3" = 159"(see Figures 3 and 4)

Etvansney ofWall and W Sectinn

. Wall:

~

384El' N f, = 3.55 , (simply supponed beam) 384 x 2.5 x 10' x 130.3 f, = 3.55 35.3 5x x 964

. 12 .

f. = 35.5 cps 3 0fil

= = = . __ _ _= = .

c.! 'b 3 W Sectlon:

.y f, = 3.55

, $l1;ts* ,

Ili = 35.3 x 8' + 60 = 342.4 lb / ft = 0.0285 k //n

'384 x 29000 x 344' f, = 3.5 $

, 5 x 0285(159)* ,

f. = 23.02 cps System frequency determination:

Use Dunkerley's equation:

/.'I d'

_1-=

I' /.

1,  ! 1

-f' 23.02' , 35.52

/ = .19.3 rps Wall Stress Conputation

. The ground response spectra (Fig. F-2 ofAppendix F of the UFSAR) gives an acceleration of 0.178for frequency of19.4 cps. Per Figure F.29 of the same appendix amplification factor at elevation 1020' of the Auxiliary Building can be calculated as:

f' = 0.257 O.17

= 1.512 Conservatively, a value of 0.2g was used for horizontal ground SSE acceleration. Using that, as = 1.512 x 0.2g = 0.3024g will be used to qualify the' wall as shown below; 4 0fil )

-- = - - - -

.? P 4 '

II,' = 0.3024 x 35.3 = 10.7 psf / foot For the porticm of the wall under consideration, the moinent and bending stress nie shown below:

M, = ' = 85.6 lb- A / foot 8

i f, = 12 x 85.6 x 5.625/ 2 = 22.2 psi 130.3 11:e compressive strength (nu) of the mortar was detennined from onsite test !: be 2551 psi, therefore, based on Table 101 ofACI $312 79, an allowable stress of 4 1.0k = 1.0/2551 = 50 pst is used for nonnal conditions and 1.5(50) = 75 psiis used for SSE conditions.

{

l 11:e I.C. for the 8' span of the wallis / C. = 22.2 = 0.3.

75 11:e above calculation sununary shows that the portion ofwall No. 9 west of Row Q is adequate under SSE conditions and the margin is M,3 = 3.33, 3.2 Part of the Wall Between Rows P and O The wall plan view and cross section through the portion with the tile facing are shown in l

Figure 5. Figure 6 shows the wall elevation including the part covered with tile, the door openings, and the perpendicular walls.

In Calculation S775305A, a fmite element model was used to model this part of the wall, in this model the walls perpendicular to Wall No, 9 were modeled as lateral truss members.11:e truss members were limited to a height of 9'-4" which is the actual height of these walls (all walls north S ofil

- __ _ = = =

._

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