ML20217N808

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Pages J20-J23 of Vol 1,rev 0 of DC-5634 & Copy of SEWS Number RH1-20
ML20217N808
Person / Time
Site: Fermi DTE Energy icon.png
Issue date: 06/20/1994
From:
DETROIT EDISON CO.
To:
Shared Package
ML20217N717 List:
References
DC-5634-01, DC-5634-1, DC-5634-V01-R00, DC-5634-V1-R, NUDOCS 9804090211
Download: ML20217N808 (16)
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Text

{{#Wiki_filter:< Attachment to NRC-98-0059 1 i i l l l . 3 ATTACHMENT 7 i Pages J20 through J23 of DC-5634, Volume 1, Revision 0, and a copy of SEWS number RHR1-20. i i 9004090211 790402 j 1, PDR ADOCK 05000341 i P PDR j 4

J 6 Tferns 108-I9l - Pis No, t R 3000 Acol - R 3 coo A004 Fuel oil shq, Tanks D4crz, T'caff s e4 ?. Saddles ) - Locafjen : T4 Hit,Etey, 570-0 ({l..e f) 1(0D x 53 -lo Long - S;Ie -Weijh4 373,000 lbs inclu/;ng conbnhs, c.c3 p Y.o"oboya ne ancher bolfs 2 - Suol'fcb'On 50Cumenhs 6 S l-her+ b o 9 01 d ( Doc, ConkI

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DreT 646 _I b M 72l d - 209 0 - 8, Rev. C A 6 M 7 ti bl. 2 o 9 0 -4, Re y, y E,, 6 M 711 N - 1o 90 -6, Rev. / lc g Hort. % e< f) HsNrsl Treguences of 'WKs as) s%"4 ser}, s e e / 4 846.8 bE ( ~'7ep.1, P, 2. ) ^ 4 ,.us y = bn.,,,ven, = 6 7. 7 lil (k.!,I,P.3) 7N </ 4 eso Ni 38 1 r r,e., 2[,'sz*d 4 l, 4 'fou, Conc.Fd $ koth Anchorst.e bveuf ~ t 'Dece %w; E SMA-tvEcr ~ JOB NO 3to g 000g :3 PAGE (Vvf CALC NO MO O

tyt, 6//3/94 6/.5 (s/20MV o

h( - h REV Bf DATE CHECKED DATE VECTRA

1ks " u sB sil (Lond)

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( D c-5 54 6, Tg. s.Iog.,to c f II4 ) %.s=0.41xo.9216 @ So hi (- s M a}) cra4.k

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3) bol+ %sion/ shear -

7 L L = Fx -%b dwal e o, 5 a 3 = 0 g,yj Q= 373 9' x 14 x o. 5 3 $ = 16,6 o 6 *' 38 T = B 7 3 # 0. 5 3 = 19 7,7 "75 l g R, _ _L6,6 o 6 " , 43 qs M r. ~ 386 386* Nc# d' Norr: rw Aacaos yours i

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'T = = O TET Scs osas 4 h.A rtJ u s6L-t AsM sJ THE f.aA9 1~0 CLost l h I91 2 = ; g, s gs K s/'4 ya i M**" Sm '= ~" s a 2( 6) 7-( b) ^)( - Tue ho 0 *,,,, = o. 44 a = a., n l Mt - 3 7a v o.44 x t-1 = 3,vs 6 " " >s Tr-373xo44 : # 6 4 **5 Ta %='l(hTz x # t4 4-2 7; x 3 8) g, "G = Q = 7 ( ns rz + 2 s.3 T,)

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re ce - h; I ) SM A - spEcc v JOB NO O g p g,,, 000 g 3 PAGE O 41 6/#3/9 4C G/zo/94 cat.c No .I2 I I h(- hh cQ[ y REV BY DATE CHECKED DATE VECTRA i

Y* " 10,2 5 WP5 4 Due b Oy 0,4253 w. Ty snxo.szy= se.s*" IGB,5bs=9,9KiS T = P \\f" = 0 - To4al bien (gr,d/ ) ( R8 El T* (s,578)$(17.2I)'4(9.9? gg = 6.14 Kips / bolt - Tchl shear (A se 100 - 40 4 D I"wl t V = ](,z.isr6f.;c.4 eiar c-f = l's ' For A So7 (per Ref. I) foolf, i Ye^f, c.+ in-vlace oncher A = t 485 in' 3 } y 20" Xl48 6 2T7 Kips > > 6.14 kif5 ( p,, 4,g c a g, 4 \\f,,= jn y f,4g g I4 9 *PS 13 ki P. 5 ni '[neresse +h e o b0vt C~IloWebOS A C r

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~ Gygt blP= 60Nl-S l s 'ioVe b -9 te c2. h;.JI C M A - 17 E E E. (yvf JOB NO O g o 2. opp 9 3 PAGE CALC NO 7.21 D k 6/a/4 4V.J bhe/W c SG34 "af f 'REV BY DATE CHECKED DATE VECTRA c

iPs Ed. G k s4 77 6. I 4 Kips .0K Te n

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= s its You l I x 14. 9 2 W. 3 Ksli- 'r 13.00 ktps .,g = (64)"4{i )"0#2

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^/ftv T 0 rnEE r sacAR Au. csAciz. Coa c.. pro is Qa qseap i l 0" 7~HE' Bour~ M o a u. (%iaoc rAoQE l srec,3c.m rnA,a few 1 . '. /2,36" (2) a c94 9 * < 2 5,3 ' 6 M W"%. 1 N3 G.s4_ h-% 24:7

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-, oK ".3 = 456s/ 25 ,'. The sdject ~Pl6 ne c.legu e 40 w;+hshnd 4he RLE loods De c. L,., 1 9M A - I P EEE JOB NO D ID Z -000 5 3 PAGE VV S O th bfru9s AV.5 (olM/?'{ CALC NO0c-5634 af v REV BY DATE CHECKED DATE VECTRA

j RHRI-20 DC-574S PG, fjy M M - 2 8 90-l. Status N U TI-2775 Sheet 1offII y g.w99.l 9 SCREENING AND EVALUATION SHEET (SEWS) ' Plant Name: FERM f Unit: 2. PART A. DESCRIPTION Equip. ID No. R3CODdOO/-4 Equip. Class 2 '2. Equipment Description EDG FVFL o#L TAM K Equipment Location: Bldg. RHR Floor E1. 690' Room, Row / Col 85,B-7,B ') Manufacturer, Nodel, Etc. 6 PAVE R Tm t W6. ro, Mohn 12 M S3/D NO/:lZ. Seismic Input Elevation 590 E ET B. TANK / HEAT EXCHANGER EVALUATION 1. Is tank / heat exchanger of good seismic design? hN U N/A Tank / Heat exchanger-support connections Support system design Pipe thread joint Isolation valves on non essential lines j 2. No other tank / heat exchanger concerns? N U N/A Is tank / heat exchanger itself screensd out? i4 U PART C. ANCHORAGE EVALUATION 1. Is strength assessment based on: Mgement (supported by generic analysis)? J Specific analysis? Q A N CI O Other? Other 2. Is strength adequate? Y N U N/A 3. Is <ti,ffnert :daquate? Y N U N/A 4. No'other anchorage concerns? Y N U N/A Is anchorage adequate? N U Figure F-20. Horizontal Saddle or tradle Supported Tank or Heat Exchanger Walkdown Data Sheet F-93

R HR I-go D C-5745 '[M Sheet 2 of M II SCREENING AND EVALVATION SHEET (SEWS) l Equip. ID No. R3000ACOl-4 Equip. Class 22 PART D. SYSTEMS INTERACTION EFFECTS 1. Is tank / heat exchanger free from influence by N U N/A adjacent elements? l Tank / Heat exchanger contains soft targets Flexibility of attached piping Collapse of nearby equipments or structures Masonry block walls hN 2. No other interaction concerns? U N/A Is tank / heat exchanger free from interaction effects? N U DESCRIBE POTENTIAL PROBLEMS INDICATED BY NO OR UNSATISFACTORY (Use additional I sheets, if necessary) ) l l l t l 1 IS TANK OR HEAT EXC REE FOR URTHER INVESTIGATION? YES NO Da'te: /- 3 = -% Evaluated by: Evaluated by: M/b Date: 2-/4-96 gure F-20 (continued) ,J l e F-94

D C -57 4 5 n o. 3 P6, 4/4' FILE NB: 0102-00053 VECTRA CALCULATION rRostCT No. PACKAGE m 2-e s3 Calf.NO: 0102 60053-001 PROJECT NAME: CIJENT: Fermi 2 IPEEE-Ecuipment Anchorage Evaluation Detroit Edison CALCULATION TITLE: Equipment Anchorage Evaluation for Seismic Assessment Program Supplemental Calculation to DC-5634 PROBLEM STATEMENT OR OBJECTIVE OF THE CALCULATION: See Section 1.0 This calculation is non-safety related. DOCUMENT AFFECTED REVISION PROJECT ENGINEER NAMES AND INmALS REVISION PAGES DESCRIPTION APPROVAL /DATE OF PREPARERS AND CHECKERS ft% hJ L /h 0 Initial Issue / g Attach.A PAGE 1 OF 6 QPES 3 2.1.1 REV.O

f/ff/.2,o VECTRA '-'74" w. Naperville, Illinois

  • b/ 7 PROJECT

'P55F Fa"iaman' aanharana 5"='"=tian'ne.mn24$ FILE NO. nin9.nnns, OWNER n,rn;, Faienn CLIENT notrnit Fdienn Formi 11 TABLE OF CONTENTS Section Page i Design Calculation Cover Sheet 1 Table of Contents 2 1.0 Introduction 3 2.0 References 3 3.0 Evaluation 4 4.0 Conclusion 6 ~ Attachments No of Pages A. Anchorage Details (Drawing # 6M721N-2090-8) 3 i l i i 1 \\ 0 AeAa~Atoermir 4Ft %2/94 PAGE CHECKED BY/DATE h/ M(/f g

feue.2. VECTRA "l -'7#3 yc N:p:;rville, Illinois ,'d/8 l PROJECT I"55 Fa"ia==a' aa^araa= 5"='"='iaa'nr.ss w FILE NO. nin9.nnnsm OWNER n="ai+ Sdiea CLIENT

n. uni, raienn p.,m; n 1.O INTRODUCTION This calculation supplements the calculation for SSEL Item # 188-191 in Appendix J.6 of DC-5634, Rev. 0 (Pg. J20-J23). This calculation evaluates the effects of the slotted holes on the capability of the Diesel Fuel Oil Storage Tank anchorage to withstand the IPEEE Review Level Earthquake (RLE).

The effects of the slotted holes will be evaluated by considering the anchor bolt bearing resistance to be active at'only one anchorage pad for seismic inertia loads parallel to the axis of the slotted holes. This assumption will affect both the anchor bolt loading and the concrete loading. For this calculation the frictional force developed between the tank supports and the i concrete pad will also be considered. 2.0-REFERENCEE 1., Design Calc. No. DC-5634, Vol. I, Rev.0, " Equipment Anchorages Evaluation for Seismic Margin Assessment Program". S. ACI Manual of Concrete Practice, 1990, ACI.

3. Fax from DECO S. Hassoun to VECTRA G. Ashley, dated 07-24-95, (Drawing # 6M721N-2090-8, see Attachment A) bv ys PREPARED BY/DATE

[31/98 CHECKED BY/DATE [g/ /// /94, /

A b '- " VECTRA oc-sus Naptrville, Illinois N' d/f f4/f PROJECT 'PFFF Fa"imman+ an charana F"=h'=' inn'nr.smai FILE NO. n1 n >.nnn n q OVVNER na+rni+ pdienn CLIENT no,,ni, pa;enn p.,m; n 3.0 EVALUATION The Diesel Fuel Oil Storage Tank anchorage bolt holes are slotted in the longitudinal direction (i.e., in the east-west direction) at one of the two pads. The anchor bolt and concrete loads will be estimated assuming tank longitudinal inertia forces are resisted at only one tank support anchorage / pad. Frictional resistance will be considered, as appropriate, at both supports / pads. Initially,the frictional force will be neglected since design indicates the use of lubricated sliding plates. Pe'r pg. J21 of j Appendix J6 of Ref.[1], the reaction force in the vertical direction F at each concrete pad due to E-W earthquake is 43 kips. y In the transverse direction (i.e., N-S direction), the net F at y each pad is apparently zero. As to the vertical earthquake, F at y each pad is half of the calculated seismic vertical force 158.5

kips, i.e.,

79 kips. ( Gravity load / pad = 373/2 - 187 kips (downward) Now calculate the net vertical force at both pads: F = 187-79 65 kips (conservatively assume the simultaneous y3 occurrence of the E-W and vertical seismic acceleration maxina.) F = 187-79+43 = 151 kips y2 where y1 and y2 designates the vertical component at pads 1 and 2 respectively. Assume the total friction force = 0 The longitudinal shear force 198 kips can thus be reduced to: 198 kips Net Shear Force = 198-0 (f riction) = use 8 bolts to resist the shear V',= 198/8 = 24.75 kips / bolt From pg. J22 (1), V" = 10. 3 kips / bolt use 100-40-40 rule to calculate the total shear force: (10.3 X0.4 ) 2]

25.09 kips / bolt V

[(24.75)2 + 0

u:=

g Y32bh ^ PREPAPED BY/DATE CHECKED BY/DATE g/ @#/9c,

M VECTRA

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Naperville, Illinois PROJECT IP555 Sa"iaman' aarhar=aa 5"='"='ian'nr.nma' FILE NO. ninunm OWNER n erni, paienn CLIENT no,rn;+ paienn Form; n The tension load and allowable remain unchanged, and the new interaction: (6.1/45.7)# + (25.09/25.3)2 = 1.0 s 1.0 DX This interaction is conservative since some frictional resistance will be provided even though the design detail has attempted to minimize it. Any frictional force would further reduce this interaction. The reinforced concrete pads are shown in Attachment A (Ref. [3] ). As can be seen, the 1-3/8" bolts are encased in the 3" standard sleeves which are l'-10-1/4" long. The sleeves are reinforced by #6 rebars at three locations along the depth, and anchored at the bottom by 5"x3/4"x l'-5" plates. The minimum concrete edge distance in the tank longitudinal direction is 5 inches and in the tank transverse direction is 8 inches. However, because of the placement of the reinforcement the concrete edge distance does not solely control the anchor shear and tensile strength. Since anchor tensile strengtn was previously evaluated and is not affected by the slotted holes, only shear strength is evaluated below. Additionally, the bolt tensile load is only 6.1 kips which is small compared to the shear. The tensile load path is through the 5"x1'- 5" horizontal anchor plate which is buried approximately 2' below the pad top surface Therefore, the tensile load is carried by the entire reinforced pad section. Concrete sidebursting will not significantly reduce the anchor strength for this detail. The minimum edge distance to develop full anchor shear strength will be estimated as follows: l For a design shear strength of V, and an edge dist'ance of m 2cnmVf e ' Ref. [2] V = o For a friction coefficient of 0.7 for steel against concrete, the ultimate shear strength of a bolt equals: 2 V, = 0. 7 U D f /4 Ref. [2] ut The minimum' edge distance of a single bolt, stud, or bar is obtained by equating the two expressions for V, in which o = 0.85 f.' - 5000 psi O h Uz/94 encare [// // /G; // CHECKED BY/DATE

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VECTRA c-5745 3$b'B Napsrville, Illinois

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PROJECT

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Ain? nnn" OWNER n.,,n;,pa;.nn CLIENT n.,,ni. pa;.nn p.,m; u i fut = 60,000 psi D = 1-3/8" Therefore, m is found to be 12.05". The confinement of the pad reinforcement will provide benefits similar to the shear reinforcement described in Ref {2). In fact the pad reinforcement detail will more positively limit deformation and premature concrete cracking when the anchors are loaded than the detail suggested by the reference. Per Pg. 349R-22 and Fig. B-5 of Ref. [2), the minimum required edge distance for the case with reinforcement for shear near an edge is m/3. This gives m/3= 12.85/3= 4.28" which is less than the provided minimum edge distance of. 8 Thus, the minimum edge distance requirement is met. 4.O CONCLUSION I m 188-191 of Ref. 1 are still adequate per this supplemental evaluation when the slotted holes are taken inco consideration. i e me.. a..a..- _ V32[96 PAGEb am. PREPARED BY/DAYE 0F 6 CHECKED BY/DATE .(g/ (/j//g

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