ML20137G283
| ML20137G283 | |
| Person / Time | |
|---|---|
| Site: | Crystal River  |
| Issue date: | 02/09/1996 |
| From: | FLORIDA POWER CORP. |
| To: | |
| Shared Package | |
| ML20137G166 | List: |
| References | |
| REF-GTECI-A-46, REF-GTECI-SC, TASK-A-46, TASK-OR S-96-0013, S-96-0013-R00, S-96-13, S-96-13-R, NUDOCS 9704010367 | |
| Download: ML20137G283 (107) | |
Text
_ _ - _ _ _ _ - _ . .- _ . - - - - - - -_ - -- . - - - -
.1 4 .
- Florida INTEROFFICE CORRESPONDENCE i
- Power coaeoaafsoN Nuclear Engineering Design (NED) NA1E 3581
{ Office MAC Telephone
SUBJECT:
Crystal River Unit 3 \
) Quality Document Transmittal - Analysis / Calculation, Page 1 of 2
! TO: Records Management - NR2A l 1
1 j The following analysis / calculation package is submitted as the QA Record copy:
] DOCNO (FPC DOCUMENT 10ENTIFICATION NUMBER) REV SYSTEM (S) TOTAL PAGES TRANSMITTED l S-96-0013 0 See Attached 93 TITLE j Qualification of Tanks per U.S.I. A 46 l
i 1
) KWDS (IDENTIFY KEYWORDS FOR LATER RETRIEVAL)
! SQUG, Tank DXHEF (REFERENCES OR FILES .UST PRIMARY FILE FIRST)
} SP-83-033 i 1 I
j veNoavtNooR NAue> veNooR occumeNi NuwetR toxRee, sueeRseceo occuutNis (oxRees j Programmatic Solutions, Inc None n/a
{ See Attached l l
- . I I i l I
! O
' O 1 l i O O I
! l l l COMMENTS (USAGE RESTR6CitONS. PROPRiETARf, ETC )
This calculation provides seismic qualification of tanks per the "SQUG" guidelines.
]
l This calculation was done by Programmatic Solutions, Inc. under Contract N00991AA.
i i NOTE: l l Use Tag number only for valid tag numbers (i.e., RCV-8, SWV-34, DCH-99), otherwise; use Part number field j (i.e., CSC14599, AC1459).Jf more space is required, write See Attachment" and il st op sepaypte sheet.
.; y l cc: MAR Office (if MAR Related) O Yes E No Plant Document Updates Required O Yes EN (If Yes send copy of the j Mgr. Nuct Config. Mgt. Calculation Revew forrn to Nuclear Licensing and a copy of the Calculation to Mgr., Nuct Eng. Design the ResponShe Organization (s) identified in Part 111 on the Cablation Revew form.)
i (Onginal) wlattach A/E MND*//M MvrMf,p(E Yes O No hW8. UM j (if yeS, TranSrnit w/ attach)
) 97040 {O 302 l
R pa eor RET m ...,_ RES, ~ ,_ E , _ ,
INTEROFFICE CORRESPONDENCE 9 Florida o o
SUBJECT:
Crystal River Unit 3 Nuclear Engineering Design (NED)
Omce NA1E MAC 3581 Telephone Quality Document Transmittal - Analysis / Calculation, Sheet 2 of 2 To: Records Management - NR2A DOCNO (FPC DOCUMENT IDENTIFICATION NUMBER): S 96-0013, REV.O Systems: Tag Numbers:
CA CAT-5A CH CAT-5B DC CHT-1 DH DCT-1A DL DCT-1B EG DHHE-1A lA DHHE-1B MS DLHE-1A MU DLHE-1B SF DLHE-2A SW DLHE-28 WD EGT-1A EGT-1B EGT-2A EGT-2B IADR-1 IAT 1A lAT-1B MSV-411-AR1 MSV411-AR2 MSV-411-AR3 MSV 412-AR1 MSV-412-AR2 MSV 412-AR3 MSV-413-AR1 MSV-413-AR2 MSV-413-AR3 MSV 414-AR1 MSV-414-AR2 MSV-414-AR3 MUHE-2A MUHE-28 MUT-1 SFDM-1 SWHE-1A SWHE 1B SWHE-1C SWHE-1D S W T-1 WDT-1A WDT-1B WDT-1C Rev 6/95 RET; Life of Plant RESP: Nuclear Engineenn9 J
O l
glorida e DESIGN ANALYSIS / CALCULATION '
coMrd Crystal River Unit 3 Page f of 3 DOCUMtNT IDENilFICAIK)N NO- REVISION S96-0013 0 l
- 1. PURPOSE The purpose of this calculation is to evaluate the anchorage adequacy under seismic loading of those items of equipment identified as Class 21 " Tanks and Heat Exchangers" i according to the SQUG-GIP (Reference 1). The methodology of Section 7 of the PSP for Seismic Verification of Nuclear Power Plant Equipment (Reference 2) was used where applicable (i.e., For flat bottomed vertical tanks or for horizontal tanks / heat I exchangers supported on saddles).
For equipment items not meeting the intent of the PSP Section 7 methodology (for example, small vertical tanks supported on legs), an evaluation of the anchorage is performed using extremely conservative values ta assure anchorage adequacy.
- 2. DESIGN INPUTS I Design input values were obtained from the vendor equipment drawings, foundation drawings and anchorage drawings referenced in the individual evaluations (Attachments ,
A through Appendix 0). l l
Acceleration values used to define the seismic demand for each specific item evaluated were obtained from Section 5.0 of the E/SQPM (Reference 3).
- 3. ASSUMPTIONS In any instance where required information was not available (such as dimensions, anchor bolt type, etc.), appropriate conservative assumptions were made and are documented in the individual evaluations. For example, if required dimensions were not available, field measurements may have been obtained and these data were referenced when used; or if the anchor bolt type was unknown, a conservative anchor bolt l dimension, type, and GIP reduction factor would be documented and used in the evaluation.
- 4. REFERENCES (1) Generic Implementation Procedure (GIP) for Seismic Verification of Nuclear Power Plant Equipment, Revision 2, SQUG, February 1992.
(2) Florida Power Corporation Plant Specific Procedure for Seismic Verification of Nuclear Power Plant Equipment, Revision 0.
WWJ ML I. LM Of V Wil MLbP; hwLieu LNiMWIN
[ ] glorida DESIGN ANALYS!S/ CALCULATION
( ) e con 9oI r d Crystal River Unit 3 Page k of3 DOCUMLNI 8DENTlHCATION NO. 54EvlSION S96-0013 0 a
(3) Florida Power Corporation " Environmental and Seismic Qualification Program Manual (E/SQPM)", Rev. 8, Section 5.0, Seismic Qualification Data.
5.0 TANK AND HEAT EXCHANGER CALCULATIONS Individual anchorage adequacy evaluations of the following Class 21 items of equipment
. were performed and are documented in Attachments A through 0, respectively, of this calculation:
Boric Acid Storage Tanks . . . . . . . . . . . . . . . . . . . . . . . . . . CAT-5A, CAT-5B Chilled Water Expansion Tank . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . CHT-1 Decay Heat Closed Cycle Surge Tank . . . . . . . . . . . . . . . . . . DCT-1 A, DCT-1B Decay Heat Removal Heat Exchangers . . . . . . . . . . . . . . . . DHHE-1A, DHHE-1B Emergency Diesel Generator Lube Oil CoolDLHE-1A, DLHE-1B, DLHE-A, DLHE-2B Emergency Diesel Generator Air Receivers . . . EGT-1A, EGT-1B, EGT-2A, EGT-2B Instrument Air Dryer . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I A D R- 1 Instrument Air Receivers . . . . . . . . . . . . . . . . . . . . . . . . . . . IAT-1 A, IAT-1B Main Steam Valve Air Reservoirs . . . . . . . . MSV-411-AR1 Through MSV-414-AR3 RCP Seal Return Coolers . . . . . . . . . . . . . . . . . . . . . . . . MUHE-2A, MUHE-2B Make-Up Tank . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . MUT-1 Spent Fuel Coolant Demineralizer . . . . . . . . . . . . . . . . . . . . . . . . . . . SFDM-1
- Nuclear Service CCC Heat Exchangers . SWHE-1A, SWHE-1B, SWHE-1C, SWHE-1D Nuclear Service Closed Cycle Surge Tank . . . . . . . . . . . . . . . . . . . . . . . SWT-1 Waste Gas Decay Tanks . . . . . . . . . . . . . . . . . . . . WDT-1 A, WDT-1B, WDT-IC
5.0 CONCLUSION
S It was detennined that the anchorage for all of the equipment presented in the individual anchorage evaluations included in Attachments A thorough O are adequate.
For the equipment where the methodology of Section 7 of the PSP for Seismic Verification of Nuclear Power Plant Equipment (Reference 2) was applied, all requirements of this procedure were met. .
For equipment for which simplified analysis methods were used to evaluate the anchorage it was found in all cases that significant margins remained between calculated seismic demand and anchorage capacity even though various conservative assumptions were used. For example, seismic accelerations were overestimated because 2% damping 4
curves were used when 4% damping should be applied (because 4% curves were not available).
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Firrida
@ Power coneoa4noN DOCUMENT IDENTElCATION NO.
DESIGN ANALYSIS / CALCULATION Crystal River Unit 3 Page 3 of3 REVISION S96-0013 0 d
- 7. ATTACHMENTS A. Boric Acid Storage Tank ........................ Six Pages B. Chilled Water Expansion Tank . . . . . . . . . . . . . . . . . . . . Five Pages C. Decay Heat Closed Cycle Surge Tank ................ Six Pages D. Deca Heat Removal Heat Exchangers . . . . . . . . . . . . . . . . . Six Pages E. Emergency Diesel Generator Lube Oil Coolers . . . . . . . . . . . Six Pages F. Emergency Diesel Generator Air Receivers ............. Six Pages
] G. Instrument Air Dryer . . . . . . . . . . . . . . . . . . . . . . . . . . . Six Pages H. Instrument Air Receivers ........................ Six Pages I. Main Steam Valve Air Reservoirs . . . . . . . . . . . . . . . . . . Five Pages J. RCP Seal Return Coolers . . . . . . . . . . . . . . . . . . . . . . . . Six Pages K. Make-Up Tank .............................. Six Pages L. Spent Fuel Coolant Demineralizer . . . . . . . . . . . . . . . . . . . Six Pages M. Nuclear Service CCC Heat Exchangers . . . . . . . . . . . . . . . . Six Pages N. Nuclear Service Closed Cycle Surge Tank . . . . . , . . . . . . . . Six Pages O. Waste Gas Decay Tanks . . . . . . . . . . . . . . . . . . . . . . . . . Six Pages W3 ML 3. Ld8 Of Veerkt MLbr. N4ees Lin94f4DeM9
gisrida DESIGN ANALYSIS / CALCULATION coa 9Er'd Crystal River Unit 3 Page I of b DOCUMENI OEN!if 4CAIGN NO REVISION ,
S96-0013 0 I l
Attachment "A" Boric Acid Storage Tank Six Pages Total nu . v. , r ., ur m., ens.o. 4 m
Calculati ni S96-0013 rev. O FPC - Crystal Rivar Unit 3 Seismic Verification of Tanks Rev By Date Chk'd By Date 0 % 10/9/9 { Pd5 l/11At &
Calculation For:
l Horizontal Tank l Equip. ID: CAT-5A Equipment
Description:
Building: AUXILIARY Elevation: 119 BORIC ACID STORAGE TANK A Rm Row / Col: 302 / O Also Applicable for:
l CAT-5B l Tank Drawing: M-6063 Rev. 2 Anch.Drw.: SC-422-010 and SC-422-043 Vendor: Babcock & Wilcox, Buffalo Tank Div.
Model:
Step 1:
(1) Input Data See Figure 7-13 of Florida Power Plant Specific Procedure for
" Seismic Verification of Nuclear Plant Equipment", Rev. 1,9/12/94 Applicable?
Tank: Diameter (ft) D 9.00 OK Length (ft) L 17.08 OK Thickness of tank shell (in) t 0.27 min. thick. cale.
Weight of tank plus fluid (Ibf) W tf 73000.00 Weight density (Ibf/ft ^ 3) G am 61.16 OK Height of c.g. above anchorage (ft) H eg 5.28 OK Saddle: Spacing (ft) S 9.92 OK Height of saddle plate from bottom of h 12.00 the tank to the base plate (in)
Shearmodulus (psi) G 1.12E+07 Elastic modulus (psi) E 2.90E+ 07 Number of Saddles Ns 2.00 OK Base Plate: Thickness base plate under saddle (in) tb 0.75 Min. yield strength (psi) fy 30000.00 Thickness of leg of weld tw 0.25 Assumed Eccentricity from anchor bolt CL to es 2.70 Assumed the vertical saddle plate Bolts: Number of locations, each saddle NL 2.00 OK Number of anchor bolts per location NB 2.00 OK Diameter of anchor bolt (in) d 1.00 Distance between extreme anchor D' 8.50 OK bolts in base plate of saddle (ft)
Loading: SSE Floor reponse spectra at 4% damping CAT-sA Pace 1 of s
CacutauN: svo-ou u rev. u FPC - Crystal Rivsr Unit 3 L Seismic Verification of Tanks Rev By Date Chk'd By Date Calculation For:
l Horizontal Tank l Step 2:
(2) Anchor Bolt Allowables (From GIP Section 4.4 and Appendix C)
Allowables for 1.0" Cast-in-Place Bolts l Pnom = 26.69 ksi Vnom = 13.35 ksi RLp = 1.00 embedment red. factor RLs = 1.00 RSp = 1.00 spacing red. factor RSs = 1.00 rep = 1.00 edge distance red. factor REs = 1.00 RFp = 0.93 for fc=3000 psi concrete RFs = 0.93 RCp = 1.00 cracked concrete red, fact. RCs = 1.00 Pu' = Pnom (RLp)(RSp)(rep)(RFp)(RCp) = Pnom (0.93) = 24.71 Kip l Vu' = Vnom (RLs)(RSs)(REs)(RFs)(RCs) = Vnom (0.93) = 12.36 Kip Step 3:
(3) Base Plate Bendina Strenath Reduction Factor (RB) l RB = Bending strength reduction factor = (fy) (tb ^ 2) 0.23 l (3) (Pu')
Step 4:
(4) Base Plate Weld Strenath Reduction Factor (RW)
RW = Weld strength red. fact.= (tw) (es) (30600) (2.83) 2.36 Pu' Step 5:
(5) Anchor Tension and Shear Allowable Pu = (Pu') (smaller of RB, RW) = 6.63 Kip Vu = Shear a!!owable anchor load = (Vu') = 12.36 Kip Step 6:
(6) Calculated Ratios Alp = (Pu') / (Vu') = 0.46 Wb = (Wtf) / [ (NS) * (NL) * (NB) ] = '
9125.00 lbs Vu / Wb = 1.35 Hcg / D' = 0.62 Heg / S = 0.53 F1 = SQRT [ (NS ^ 2) + 1 ) = 2.24 F2 = SORT [ (NL ^ 2) * (Hcg / D') ^ 2 + (.667 ^ 2)
+ ((Hcg /S) ^ 2) * ( (NS ^ 2) / (NS-1) ^ 2 ) ] = 1.77 CAT-5A Paae 2 of 5
cascusau:m svo-ouu rev. u l FPC - Crystal Riv r Unit 3 Seismic Verification of Tanks nov sy oate chk d By care 0 @t eNMT % \/12] u ,
Calculation For: l l Horizontal Tank l Step 7:
(7) Determine Acceleration Capacity of Tank Anchoraae Uow = [(Vu) / (Wb) ) * [(1) /(F1)] = 0.61 g Lup = [ (Vu) / (Wb) + (0.7) / (Alp) ] = 0.58 g
[ (0.7) / (Alp) ] * (F2) + (F1)
Lamb = Smaller of Llow or Lup = 0.58 g Step 8:
(8) is Tank / Heat Exchanaer Ricid or Flexible in Transverse or Vertical?
Se = From Figure 7-14 for Tanks = 20.00 ft
( Use D = 9.000 ft )
( Use t = 0.269 in ) !
Is Tank / Heat Exchanger Rigid or Flexible ?
Rigid if Sc >or= S , Flexible if Sc < S From Step 1, S = 9.917 ft Tank in Transverse or Vertical Direction is Rigid l
Step 9: l (9) is Tank / Heat Exchanaer Riaid or Flexible in Longitudinal Direction?
Flong. = [ (1) / (2PI) )
- SQRT[ (ks)*(g) / (Wtf) )
where ks = 1 (h ^ 3) + (h)
(3
- E
- lyy) (As
- G) i
( Use lyy = 183.31 in ^ 4 ) '
( Use As = 23.91 in ^ 2 )
therefore, ks = 6.52E+ 06 4 Flong. = 29.5685 Tank in Longitudinal Direction (see Note below): Rigid (Rigid if Fiong >or= 33, Flexible if Flong < 33 )
Note: The preceeding evaluation of ks is for unbraced saddles. The saddles for the horizontal tank in question are braced by two cross members connecting the top and bottom extremes of the saddles on each side of the tank. This cross bracing supplies significant stiffening to the bending resistance of the saddles. The calculated longitudinal frequency (29.6 Hz) underestimates the actual frequency and the tank will be assumed as rigid (Flong > 33). It is also noted that the maximum acceleration in the range above 20 Hz is much less than the spectral peak ( < 0.15 g vs. 0.71 g).
CAT-5A Pace 3 of 5
Cciculati:n: S96-0013 rev. O FPC - Crystal Rivsr Unit 3 Seismic Verification of Tanks sev sy _oate chk d By oate 0 9M MMMf Pds tInica, Calculation For: ,
I Horizontal Tank l Step 10:
(10) Compare Seismic Demand to Capacity Acceleration From Steps 8 and 9, if tank / heat exchanger is:
rigid - Use Zero Period Acceleration (ZPA) of 4% damped floor response spectrum flexible - Use Peak Spectral Acceleration (SPA) of 4% damped floor response spectrum The seismic loading is the 4% damped SSE spectra for the Auxiliary Building at 119' which is determined in FPC calculation S-94-0011, " Seismic Verification of Tanks - SQUG l Methodology", Rev. O,1/19/94. From calculation S-94-0011 pages 27 and 28:
OBE FRS Peak (4% damping) = 0.353 g OBE FRS ZPA (4% damping) = 0.050 g I l
Since tank is rigid, use 4% SSE ZPA (SSE ZPA = 2 times OBE ZPA), ,
therefore, Horizontal 4% SSE ZPA = 0.10 g !
Vertical 4% SSE ZPA (2/3 Horiz.) = 0.07 g Anchorage is Adequate if:
(1) Lamb > ZPA (for rigid tanks / heat exchangers) or (2) Lamb > SPA (for flexible tanks / heat exchangers)
ZPA (use ZPA as explained above) = 0.10 g Anchorage Capacity, Lamb, from Step 7 = 0.58 g Check if Capacity (Lamb) > Demand (ZPA) 7 OK Step 11:
(11) Confirm Stresses in the Saddle are Acceptable The saddle and stiffners are only about 5" deep (between the Saddle pad and top of the plinth). In addition the saddles are well braced laterally (two cross members connecting top and bottom of each saddle on each side of tank). Bending of the braced saddle is adequate by inspection.
For shear the anchorage has been determined as adequate and the amount of shear area in the stiffened saddles is much greater than the area of the anchor bolts (4 1" anchor bolts per plinth). The shear capacity of the saddles is also adequate by inspection.
CONCLUSION .
The Horizontal Tanks under evaluation:
l CAT-5A l l CAT-5B l are acceptable in accordance with Section 7 of the FPC PSP for " Seismic Verification of Nuclear Plant Equipment".
CAT-5A Page 4 ef 5
l Cdculation: S96-0013 rev. U
} FPC - Crystal River Unit 3 :
i Seismic Verification of Tanks Rev By Dpte Chk'd By Date 1
o 62M IN#1f RdS 1h.t/%
! Calculation For:
l l Horizontal Tank l i
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Elorida DESIGN ANALYSIS / CALCULATION Power coneou noN Crystal River Unit 3 Page l of f DOCUMENT (DLNTWICAIK)N NO REvlSION j S96-0013 0 1 i f
4 i
1 l Attachment "B" i
I l
Chilled Water Expansion Tank 4
Five Pages Total l
l 1
t ML 1. 6,14 OI PidGI ML3F. NwC e# L AQC##'
' 's 'J e'
Cciculatirn: 596-0013 rev. 0 4
5 FPC - Crystal Rivsr Unit 3 i
Seismic Verification of Tanks Rev By Date Chk'd By Date l 0 a 2pgfl gYJ{qr Vd $ V21]qg l Calculation For:
l Tank suspended on 4 Legs l
]
1 Equip. ID: CHT-1 Equipment
Description:
. Building: CONTROL Elevation: 181 CHILLED WATER EXPANSION TANK i
. Rm Row / Col: 302 / G Also Applicable for:
l l Horizontal Tank Suspended on 4 Legs l Drawing:
55-144-1-0 (SD 400-3)
Anch. Drw.: SC-405-045 and SC-423-037 ,
Tacoinc.
Vendor:
! Model: ASME Expansion Tank SD 400-3 Methodoloav Tank CHT-1 is a small tank suspended from the ceiling on four legs with
! cross bracing in both directions. Each leg is attached to the reinforced l concrete ceiling with 4 approx.1/2" diameter anchor bolts. Field inspection i verified that the tank is welded to the saddles which prevents longitudinal "
motion and (1) prevents the tank from falling and (2) prevents pipe break.
The SOUG methodology given in Section 7 of the Florida Power PSP " Seismic j i Verification of Nuclear Plant Equipment", Rev. 1,9/12/94 is not applicable.
)
The following simplified calculation uses conservative assumptions for the anchor bolt size and type, overestimates applicable seismic accelerations, and uses conservative values for uncertain dimensions to determine the j adequacy of the tank anchorage.
Dimensions Dimensions are obtained from the referenced drawing when possible and from conservative measurements obtained during walkdowns (as noted).
l
- Tank
- Outside Diameter (in) D 16.00 from drawing OverallLength (in) L 72.00 from drawing l
- Weight of the tank (galvanized) (Ib) Wt 133 lb from drawing Tank Capacity (gal) C 60 from drawing Weight of water (ib/ gal) Ww 8.34 Distance base plate to tank c.g. (in) h 48.00 field estimate i
Anchorage: (Assume worst case = unknown 3/8" expansion anchors)
Diameter Anchor Bolt (in) bd 0.375 Assumed Number anchor bolt total '
Nb 16.00 Number bolt per leg Nseg 4.00 Bolt Embedment (approx.) (in) Lb 3.75 10 x Diam.
Concrete strength (psi) f'c 3000.00 i
Base Plate: Thickness base plate each leg (in) t bp 0.50 field estimate Side Dimensions (in) Ibp 8.00 fielo estimate Base plate spacing (narrow) (in) s 20.00 field estimate CHT-1 Paae 1 of 4 i
esemanon: w o-uu u rev. v FPC - Crystal Rivar Unit 3 Seismic Verification of Tanks nev sy o t. chk d ay cate o GMd /o/fM/ Rh I/22./ 9 6 Calculation For:
l Tank suspended on 4 Legs l Calculation (1) Weight The tank weight consists of the empty tank and the contents:
W tank = W t + W contents =
W tank = ( Wt ) + ( C ) x ( W w ) = 633 lb Use W tank = 650 lb (2)C.G. The tank C. G. was estimated during the walkdown to be less than 4' from the anchorage base-plate.
C.G. = 48.00 in 4
(3) Loading To determine the Seismic Demand should use Control Complex Elev.181' SSE floor reponse spectra at 4% damping. The spectra for the Control Complex at 193' are obtained from Figure 19A in the FPC " Environmental and Seismic Qualification Program Manual", (E/SOPM), Rev. 8, Section 5.0, Seismic Qualification Data.
SSE Spectrum Peak (3% damping) = 1.35g ZPA for 3% = 0.25g SSE Spectrum Peak (5% damping) = 1.10g ,ZPA for 5% = 0.25g Tank is cross braced in both horizontal directions and is probably rigid; I however, conservatively use peak floor response spectrum applies and further, conservatively use 3% SSE values as 4% SSE values: ;
Horizontal 4% SSE Peak = 1.35 g Vertical 4% SSE Peak (2/3 Horiz.) = 0.90 g (4) Overturning Worst case will be for horizontal earthquake acting in the narrow tank leg direction (see figure). Vertical seismic force act in a downward direction assisting pullout.
... ... - Af-tA
> c -w ,
$$ l f Section A- A 1
D = 16' l L = 72* l CHT-1 Pace 2 of 4
,1
. - - - - - .. -. . .-.. . =_ . - . _ - . -- ~_. ._
- Criculati
- n: S96-0013 rev. O FPC - Crystcl Rivar Unit 3 Seismic Verification of Tanks Rev sy oat. I chk d ay oat.
0 @ /0/t#f i Pch I/2.2./% l Calculation For: j l Tank suspended on 4 Legs l l
. Overturning (Continued) t (a) Conservatively determine the pullout force per leg as the sum of the j pullout per leg due to vertical seismic loads plus the two pullout loads due to horizontal seismic loads acting parallel and perpendicular to i the tank axis, i.e.,
l Pullout / leg = P1 + P2 + P3, where
- 1. Pullout due to vertical earthquake per leg:
P1 = (W) * ( 1.0 + SSE vert) / 4 = 309 lb
- 2. Pullout due to worst horiz. earthquake per leg:
P2 = (W) * ( SSE hor) * ( h ) / ( D
- 2 ) = 1316 lb
- 3. Pullout due to other horiz. earthquake per leg:
P3 = (W) * ( SSE hor) * ( h ) / ( Arm
- 2 ) = 439lb ;
(estimate Arm = 48"from field measurement) l Therefore, Pullout / leg = P = P1 + P2 + P3 = 2064 lb ;
(b) Determine anchor bolt pullout forces, Pu:
Each tank leg has 4 anchor bolts, maximum pullout per anchor bolts:
Pu = (P)/4 = 516lb (c) Determine anchor bolt shear forces, Vu:
Total shear = ( W ) ( SSE Horiz. ) = 878 lb ,
Vu = (Total shear) / (16 bolts ) = 55 lb l (5) Anchor Bolt Allowables (Assume = unknown 3/8" expansion anchors)
Conservatively assume that the anchor bolts are 3/8" expansion anchors of unknown type to minimize allowables (bolts are probably 1/2" diameter cast-in-place bolts).
Allowables for 3/8" Expansion Anchor Bolts (From GlP Table C.2.1)
Pnom = 1.46 ksi Vnom = 1.42 ksi RTp = 0.60 type red. factor RTs = 0.60 RLp = 1.00 embedment red. factor RLs = 1.00 RSp = 1.00 spacing red. factor RSs = 1.00 rep = 1.00 edge distance red. factor REs = 1.00 RFP = 0.93 for fc=3000 psi concrete RFs = 0.93 RCp = 1.00 cracked concrete red. fact. RCs = 1.00 Pu' = Pnom (RTp) (RLp) (RSp) (rep) (RFp) (RCp) = 0.81 Kip Vu' = Vnom (RTs) (RLs) (RSs) (REs) (RFs) (RCs) = 0.79 Kip CHT-1 Page 3 of 4
Cciculatt:n: 54001.5 rev. U FPC - Crystal Rivar Unit 3 :
l Seismic Verification of Tanks Rev By Date Chk'd By Date 0 @#// /0/fNT Mc 1/12/46_ ,
Calculation For: !
l Tank suspended on 4 Legs j l l
(6) Evaluate Anchorage Allowable > Maximum?
Maximum anchor bolt pullout 811 lb 516 lb OK Maximum anchor bolt shear 789lb 55 lb OK Interaction: The linear interaction formula for expansion boits is taken from Section C.2.11 of the GIP: 4
+ Vu < 1 !
Pu P all V all l 0.64 + 0.07 = 0.71 OK CONCLUSION This extremely conservative analysis demonstrates that the tank under evaluation would be adequately anchored even if the worst case assumption of 3/8" expansion anchors of unknown type and manufacture is imposed.
The tank under evaluation:
l CHT-1 l 1 I I
is acceptable.
l 4
I Page 4 of 4 CHT-1
gierida DESIGN ANALYSISICALCULATION coa 9Erid Crystal River Unit 3
, Page f of $
4 DOCUMENI OENilf scAI60N NO REv!$ ION S96-0013 0 Attachment "C" i
Decay Heat Closed Cycle Surge Tank Six Pages Total l
i uyg RL I. LJe Of Vief4 MLbr.Nw&4&l L f'QN^ N
tascutamn: swoou rev. U FPC - Crystal River Unit 3 Seismic Verification of Tanks nov ex pate Chk'd By Date
~O M /#f#/T Pds izAs/es Calculation For:
l Vertical Tank on 4 Legs l Equip. ID: DCT-1A Equipment
Description:
Building: AUXILIARY DECAY HEAT CLOSED CYCLE SURGE Elevation: 095 TANK Rm Row / Col: 306/S Also Applicable for:
lDCT-1B l Vertical Tank on 4 Wide Flange Legs Drawing: 5-315-D2 Rev. 3 (M001859)
Anch. Drw.: SC-422-042 and SC-423-026 Vendor: Plant City Steel Co.
Model: Vertical Dished Head 5000 Gal Tank Methodoloav Tank DCT-1A is not a flat bottomed vertical tank so the SQUG methodology given in Section 7 of the Florida Power PSP " Seismic Verification of Nuclear Plant Equipment", Rev. 1, 9/12/94, is not applicable. DCT-1 A is supported by 4 wide flange sections (8WF31) spaced at 90% around the perimeter. Since the tank anchorage will be the critical element, this calculation will focus on the anchorage.
Dimensions Dimensions are obtained from the referenced drawings Tank: Outside Diameter (in) D 90.00 Overall Height (in) H 195.00 Thickness of tank shell (in) ts 0.250 Thickness of tank head (top / bottom) (in) th 0.375 Weight density steel (ibf/in ^ 3) W st 0.2840 Weight density fluid (Ibf/in ^ 3) W fi 0.0361 Height of shell portion (in) ha 157.00 Height of heads (top & bottom) (in) hh 19.00 Nominal Height of water (in) hw 159.00 Anchorage: Cast-in-Place Bolts (see SC-423-026)
Diameter Anchor Bolt (in) bd 0.875 Number anchor bolt total Nb 8.00 Number bolt per leg ,
Nleg 2.00 Bolt Embedment (approx.) (in) Lb 10.00 Bolt Spacing (center to center) (in) Sb 5.00 Bolt Edge Distance (in) Eb 6.50 Concrete strength (psi) f' c 3000.00 Base Plate: Thickness base plate each leg (in) t bp 1.00 Side Dimensions (in) I bp 12.00 Pace 1 of S i
CelCulaII:n YO-UUlO TCY. U FPC - Crystal Riv;r Unit 3 Seismic Verification of Tanks aev sy , ,oate . Chk'd By Date Calculation For:
0 W /N1NT' Mh IzM95 l Vertical Tank on_4 Legs l Calculation (1) Weight The tank weight consists of the shell portion and the top and bottom heads.
The tank is conservatively assumed to be cylindrical with top and bottom circular disks:
W tank = W shell + 2 (W head) + W contents =
W shell = (pi) (D) (hs) (ts) (Wst) = 3152 lb W head = 2 (pi) (th) [(D) (hh) + (D/2) ^ 2] (Wst) = 2499 lb i
W contents = (pi) (D/2)^2 (hw) (Wfl) =
- 36516 lb W tank = 42167 lb (2)C.G. The tank is located 2'-6" above the anchorage. The C. G. is calculated from the anchorage base-plate.
Tank cg = (W Steel) (H/2) + (W water) (hw/2) 81.91 in (W tank)
C.G. = ( Tank cg ) + ( 2'-6") = 111.91 in (3) Loading To determine the Seismic Demand should use Auxiliary Building Elev. 95' SSE floor reponse spectra at 4% damping. The spectra for the Auxiliary Building at 95' are identical to the Ground Response spectra. [
Reference:
" Environmental and Seismic Qualification Program Manual", (E/SOPM),
Rev. 8, Section 5.0 Seismic Qualification Data, Figure 22].
OBE Spectrum Peak (2% damping) = 0.135g ZPA for 2% = 0.05g OBE Spectrum Peak (5% damping) = 0.100g ZPA for 5% = 0.05g Contervatively for 4% SSE use 2 times the 2% OBE; therefore, Horizontal 4% SSE Peak = 0.27 g Vertical 4% SSE Peak (2/3 Horiz.) = 0.18 g Assume tank is flexible, use Spectral Peak as acceleration (4) Overturning Worst case will be for horizontal earthquake at 45 degrees to tank legs.
Therefore determine overturning for horizontal along 45 deg to legs and vertical earthquake acting upward (assisting overturning).
Let F1 and F2 each represent vertical force in two legs (see Figure); i.e.,
F1 is the upward force resisting overturning and f2 is the force assisting overturning:
Paae 2 of 5
Criculati n: 6%-0013 rev. O FPC - Cryst:1 Riv::r Unit 3 Scismic Vcrification cf Tanks a.v sy . pat. chk d ay oat.
Calculation For:
[ Vertical Tank on 4 Legs l Overturning (Continued) # S0" "
^ r M
- V l a 195" A CS e
>x ,
- 9 -
I i
fA y % )
J SECT M A~h
.a
-- p "E L .4 Jk b A A %
F, q (a) Momentarm = Arm =
[ ( D / 2) + (I bp / 2 ) ) / sqrt(2) = 36.06 in (b) Sum Forces vertical:
F1 + F2 = (W tank) (1.0 - SSE vert) = ,
F1 + F2 = 42167 lb * (0.82) = 34577 lb (c) Sum Moments about Z:
F1 (Arm) = F2 (Arm) + (W tank) (SSE hor) (cg) =
F1 - F2 = (W tank) (SSE hor) (eg) / (Arm) = 35331 lb (d) Solve equations (c) and (b) for F1:
F1 + ( F1 - 35331 ) = 34577 lb F1 = 34954 lb F2 = -377lb (e) Determine anchor bolt pullout forces:
Each force (F1 and F2) represent two of the tank legs and each leg has two j 7/8" diameter anchor bolts. The maximum and minimum forces are:
Max. anchorage vertical force (F1/4) = 8738 lb Min anchorage vertical force (F2/4) = -94 lb Since negative anchorage forces represent bolt pullout, only the minimum force needs to be considered for this tank. Pu = 94 lb j (f) Determine anchor bolt shear forces:
Total shear = ( W tank ) ( SSE Horiz. ) = 11385 lb l Bolt shear = ( Total shear) / ( 8 bolts ) = Vu = 1423 lb Pace 3 of 5 i 1
I
Cciculata::n: 6%-001.5 rev. O FPC - Crystal Rivsr Unit 3 Seismic Verification of Tanks sov sy , pa.te Chk'd ay Date o Q)/f/
~
/DM/Gf Pd1 \3/(*Al95 Calculation For:
l Vertical Tank on 4 Legs l (5) Anchor Bolt Allowables (From GIP Section 4.4 and Appendix C)
Allowables for 7/8" Cast-in-Place Bolts (From SC-423-026)
Pnom = 20.44 ksi Vnom = 10.22 ksi RLp = 1.00 embedment red. factor RLs = 1.00 RSp = 0.80 spacing red. factor RSs = 1.00 rep = 0.94 edge distance red. factor REs = 0.72 RFp = 0.93 for fc=3000 psi concrete RFs = 0.93 RCp = 1.00 cracked concrete red. fact. RCs = 1.00 Pu' = Pnom (RLp)(RSp)(rep)(RFp)(RCp) = 14.31 Kip Vu' = Vnom (RLs) (RSs) (REs) (RFs) (RCs) = 6.84 Kip (6) Evaluate Anchorage l Allowable > Maximum?
Maximum anchor bolt pullout 14308 lb 94 lb OK Maximum anchor bolt shear 6840 lb 1423lb OK Interaction: The interaction curves for cast-in-place bolts are taken from Section C.3.7 and Figure C.3-2 of the GIP. Since the GIP anchorage criteria for cast-in-place bolts and headed studs ensure that failure does not occur in concrete, the interaction formulation for steel failure is recommended:
for 0.0 ; (VNa) < 0.3, (P/Pa) < 1 for 0.3 < (VNa) < 1.0, 0.7 x (P/Pa) + (V/Va) < 1 therefore, Since (V/Va) = 0.21 (P/Pa) = 0.01 OK CONCLUSION The tanks under evaluation:
l DCT-1A l l DCT-1B l are acceptable. -
Page 4 of 5
____._________.=._.____..___.__.___._....-...___._m. _ . _
{ CElculat En: 690-001J rev. U ,
i
! FPC - Crystal River Unit 3 i Seismic Verification of Tanks Rev 8 Date , , Chk'd By Date
\
0 '/]s" M/Mili pat 12ft*WAn
' ' ~
Calculation For:
~
j l Vertical Tank on 4 Legs l I
! sc- qn - 026 i
FLORIDA POWER CORPORATION sr. Peteessuso. FLoesoa d203-04 S -425 026 o (c-425 v/4
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I DESIGN ANALYSIS / CALCULATION giurida '
coa 9oItd Crystal River Unit 3 i
d Page l of b DOCUMENT OEhfWICAI@N NO ggvision S96-0013 0 J
1 1
?
i l
i l
l Attachment "D" l
l a
j Decay Heat Removal Heat Exchangers Six Pages Total j
l Wn Mt i . L.ie of V. ant MLbr.N445 LD@D##"O9
C ICuiatt n: 696-UU U rey,U FPC - C stcl Riv r Unit 3 !
i Seismic V rification of Tanks n.v sy , oat. chkdsy cate Calculation For:
l Horizontal Heat Exchanger l Equip. ID: DHHE-1A Equipment
Description:
l Building: AUXILIARY DECAY HEAT REMOVAL HEAT Elevation: 075 EXCHANGER A Rm Row / Col: 304/P-Q l Also Applicable for: l l DHHE-1B l l Heat Exchanger :
Drawing: 68-G- 198 1 Rev 5 ;
Anch. Drw.: SC-422-003, SC-422-004 and SC-423-021 Vendor: Yuba Heat Transfer Co.
Model: BEU-37-237 Step 1:
(1) Input Data See Figure 7-13 of Florida Power Plant Specific Procedure for
" Seismic Verification of Nuclear Plant Equipment", Rev. 1, 9/12/94 Appiricable? ,
l Tank: Diameter (ft) D " 3.12 OK j
- Length (ft) L ' 28.83 OK Thickness of tank shell (in) t 0.24 Weight of tank plus fluid (Ibf) W tf 30800.00 Weight density (Ibf/ft^3) G am 139.49 OK
, Height of c.g. above anchorage (ft) H eg 2.32 OK
! Saddle: Spacing (ft) S 14.67 OK i Height of saddle plate from bottom of h 9.14
- the tank to the base plate (in)
Shear modulus (psi) G 1.12E+ 07 Elastic modulus (psi) E 2.90E+ 07 Number of Saddles Ns 2.00 OK Base Plate: Thickness base plate under saddle (in) tb 0.63 l Min. yield strength (psi) fy 30000.00 ;
i Thickness of leg of weld tw 0.25 Assumed l Eccentricity from anchor bolt CL to es 3.00 !
I the vertical saddle plate l Bolts: Number of locations, each saddle NL
- 2.00 OK Ne Number of anchor bolts per location 1.00 OK Diameter of anchor bolt (in) d 1.00 ;
Distance between extreme anchor D' 2.25 OK bolts in base plate d addle (ft) l Loading: SSE Floor reponse spectra at 4% damping oHHE-1A Pace 1 of 5 i
C:lculati::n: S96 fF113 rev. O FPC - Cryctri Rivar Unit 3 Seismic Verification of Tanks a.v sy oat. chk d sy oate O M/
/W?sM f PA s iIvJ%
Calculation For:
l Horizontal Heat Exchanger l Step 2:
(2) Anchor Bolt Allowables (From GIP Section 4.4 and Appendix C Table C.3-1)
Allowables for 1.0" Cast-in-Place Bolts (Mark D49 type 2 from SC-423-021)
(also from SC-422-041)
Actual Embedment = 19.00 Allowable = 10.00 in Actual Spacing = 27.00 Allowable = 12.63 in Actual Edge Distance = 9.00 Allowable = 8.75 in Pnom = 26.69 ksi Vnom = 13.35 ksi RLp = 1.00 embedment red. factor RLs = 1.00 RSp = 1.00 spacing red. factor RSs = 1.00 rep = 1.00 edge distance red. factor REs = 1.00 RFp = 0.93 for fc=3000 psi concrete RFs = 0.93 RCp = 1.00 cracked concrete red. fact. RCs = 1.00 Pu' = Pnom (RLp)(RSp)(rep)(RFp)(RCp) = 24.71 Kip Vu' = Vnom (RLs)(RSs)(REs)(RFs)(RCs) = 12.36 Kip i Step 3:
(3) Base Plate Bendina Strenoth Reduction Factor (RB) 1 l RB = Bending strength reduction factor = (fy) (tb ^ 2) " 0.16 !
(3) (Pu')
- Step 4
(4) Base Plate Weld Strenath Reduction Factor (RW) i
(5) Anchor Tension and Shear Allowable l Pu = (Pu') (smaller of RB, RW) = 3.91 Kip Vu = Shear allowable anchor load = (Vu') = 12.36 Kip Step 6-(6) Calculated Ratios !
Alp = (Pu') / (Vu') = ..
~ 0.32 i Wb = (Wtf) / [(NS) * (NL) * (NB)) =
- 7700.00 lbs Vu / Wb = 1.61 Heg / D' = 1.03 Heg / S = 0.16 F1 = SORT [ (NS ^ 2) + 1 ) = ' 2.24 F2 = SQRT [ (NL^ 2) * (Hcg / D') ^ 2 + (.667 ^ 2) l + ((Hcg /S) ^ 2) * ( (NS ^ 2) / (NS-1) ^ 2 ) ) = ' 2.19 DHHE-1A Pace 2 of 5 i
. , . , ~. -- .
Calculati=: S96-0013 rev. O FPC - Cryst:1 River Unit 3 Seismic Verification of Tanks Rev By _Date Chk'd By Date 0 @ ~' /o/30/f( Qh 1/22/46.
Calculation For:
l Horizontal Heat Exchanger l Step 7:
(7) Determine Acceleration Capacity of Tank Anchorace Uow = [(Vu) / (Wb)) * [(1) /(F1)] = ' O.72 g Lup = [ (Vu) / (Wb) + (0.7) / (Alp) ] =
- 0.54 g
[ (0.7) / (Alp) ] * (F2) + (F1)
Lamb = , Smaller of Uow or Lup = " 0.54 g Step 8:
(8) is Tank / Heat Exchanaer Riaid or Flexible in Transverse or Vertical?
Sc = From Figure 7-15 for Heat Exch. = ' 12.00 ft
( Use D = 3.123 ft )
( Use t = 0.237 in) is Tank / Heat Exchanger Rigid or Flexible ?
Rigid if Sc >or= S , Flexible if Sc < S From Step 1, S = 14.667 ft Tank / Heat Exchanger in Transverse or Vertical = Flexible l Step 9:
(9) Is Tank / Heat Exchanaer Riaid or Flexible in Lonaitudinal Direction?
Flong. = [ (1) / (2PI) )
- SQRT[ (ks)*(g) / (Wtf) ]
where ks = 1 (h ^ 3) + (h)
(3
- E
- lyy) (As
- G)
( Use lyy = 14.15 in ^4 )
( Use As =
30.25 in ^ 2 )
therefore, ks = 1.55E+06 Flong. = 22.1603 Tank / Heat Exchangerin Longitudinal Direction = Flexible Step 10:
(10) Compare Seismic Demand to Capacity Accek ytion From Steps 8 and 9, if tank / heat exchanger is:
rigid - Use Zero Period Acceleration (ZPA) of 4% damped floor response spectrum flexible - Use Peak Spectral Acceleration (SPA) of 4% damped floor response spectrum DHHE-1A Paae 3 of 5
Cdculatta: S%0013 rev. O i
l FPC - Crystal Rivsr Unit 3 1 Seismic Verification of Tanks nov sy_ Date Chk'd By Date
)
Calculation For:
I Horizontal Heat Exchanger i j Step 10 (Continued):
i The seismic loading is the 4% damped SSE spectra for the Auxiliary Building at 75' which are identical to the ground response spectra. [
Reference:
" Environmental and Seismic
- Qualification Program Manual", (E/SQPM), Rev. 8, Section 5.0 Seismic Qualification Data, j Figure 22]. From E/SOPM Section 5.0;
) OBE Spectrum Peak (2% damping) = 0.135g ZPA for 2% = 0.05g
! Conservatively, for 4% SSE take 2 times 2% CEE Peak =
l therefore, Horizontal 4% SSE Peak = 0.27 g
- Vertical 4% SSE Peak (2/3 Horiz.) = 0.18 g l Anchorage is Adequate if:
(1) Lamb > ZPA (for rigid tanks / heat exchangers) or j (2) Lamb > SPA (for flexible tanks / heat exchangers) l SPA (use peak as specified above) = 0.27 g l Anchorage Capacity, Lamb, from Step 7 = 0.54 g j Check if Capacity (Lamb) > Demand (SPA) ? OK j Step 11:
) (11) Confirm Stresses in the Saddle are Acceptable l The saddle and stiffners are only about 6" deep (between the Saddle pad and top of the j plinth). Bending of the stiffened saddle is adequate by inspection.
For shear the anchorage has been determined as adequate and the amount of shear area l l in the stiffened saddles is much greater than the area of the anchor bolts (2 1" anchor bolts l per plinth) and is therefore also adequate. l CONCLUSION The Heat Exchangers under evaluation:
j l DHHE-1A l '
- l DHHE-1B l
! are acceptable in accordance with Section 7 of the FPC PSP for " Seismic Verification of Nuclear Plant Equipment".
I l
i i
- DHHE-1A Page 4 of 5 1
i Celculatun: 896-0013 rev. O i FPC - Crystal River Unit 3
! Seismic Verification of Tanks s.v sy oat. chk'd sy oate
! O GM tol.W9c pac \ /11lat Calculation For: '~
~
i l l Horizontal Heat Exchanger l l
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- gisrida DESIGN ANALYSIS / CALCULATION l coa 9Er?d Crystal River Unit 3
, OOCUMENT 4DENiaFICAT9QN NO Page !ofb ggge J S96-0013 0 4
Attachment "E" l
Emergency Diesel Generator Lube Oil Coolers Six Pages Total m .. . . vi. . rm ur. w. sw-4
Cciculati:n: S9W13 rev. 0 FPC - Crystal Rivsr Unit 3 Seismic Verification of Tanks n.v sy D.t, Chk'd By - Date l
0 @ /0/v/(f P& I2/lV95 Calculation For: l DLHE-1A l '
l Horizontal Heat Exchanger l Equip. ID: DLHE-1A Equipment
Description:
)
Building: DIESEL EMERGENCY DIESEL GENERATOR '
Elevation: 119 LUBE OIL COOLER 1A Rm Row / Col: 301/ Q Also Applicable for:
IDLHE-18, DLHE-2A and DLHE-28 l .
l Horizontal Heat Exchanger !
Drawing: 5 - 047-19-142- 061 l Anch. Drw.: SC-421-176 i Vendor: Colt Industries l Model: 19142 "CPK" Stacking Methodology: ,
The DLHE heat exchangers are stacked one on top of the other. in the following calculation it is assumed that the length of the " saddle" member extends from the 3 bottom of the upper heat exchanger to the top of the base plate at the foundation. The l weight is also increased by the ratio of the moments about the base to adjust for the i presence of the bottom heat exchanger; that is, W' = (h1 + h2) / h2 ] x W, where h1 is i the height to the cg of the lower heat exchanger, h2 is[the height of the cg of the u !
heat exchanger, and W is the weight of one heat exchanger. This is very conservative i since the heat exchangers are actually " connected" by four sections along the length (2 l pipe sections and two stiffened saddles about 10" high) and will be much stiffer than the !
assumec configuration. :
The anchorage configuration beneath the two saddle base plates are different (see drawing SC-421-176 for details). One configuration uses four 1" diameter by 1' long, l Phillips Wedge anchors WS-100120 with 7" minimum embedment while the other uses four 3/4" by 1'-3.5"long Maxi-bolts MB-750 with 9.25" minimum embedment. This calculation presents the Phillips configuration since the saddle stiffness is lower and the anchorage capacity reduction factors are greater; however, both configurations are OK. ;
Step 1:
(1) Input Data See Figure 7-13 of Florida Power Plant Specific Procedure for
" Seismic Verification of Nuclear Plant Equipment", Rev. 1, 9/12/94 (Notes are at the bottom of page 4.)
Appliicable? l Tank: Diameter (ft) D 1.67 OK Length (ft) L 14.78 OK Thickness of tank shell(in) t 0.38 s/s in Weight of tank plus fluid (Ibf) W tt 8000.00 See Note 1 Weight density (ibf/ft^3) .
G am 186.84 See Note 1 Height of c.g. above anchorage (ft) H eg 3.58 Saddle: S N 7.21 OK Spacing Height of sa(ft)ddle plate from bottom ofh 33.00 the tank to the base plate (in)
Shear modulus (psi) G 1.12E+ 07 Elastic modulus (psi) E 2.90E+ 07 Number of Saddles Ns 2.00 OK DLHE-1A Pace 1 of 5
Calculati:n: S96-0013 rev. 0
, FPC - Crystti Riv:r Unit 3 1,
Seismic Verification of Tanks Rev By, Date Chk'd 8y -
Date 0 GM y)/N4(
Petc \2/n/qs DLHE-1A
~ ~
Calculation For:
~
I l 1 l Horizontal Heat Exchanger l 1
Base Plate: Thickness base plate under saddle (in) tb 0.75 Min. yield strength (psi) fy 30000.00 Thickness of leg of weld tw 0.38 Eccentricity from anchor bolt CL to es 3.00 '
the vertical saddle plate
] Bolts: Number of locations, each saddle NL 2.00 OK t
Number of anchor bolts per location Ne 2.00 OK Diameter of anchor bolt (in) d 1.00 Distance between extreme anchor D' 1.42 OK bolts in base plate of saddle (ft)
Loading: SSE Floor reponse spectra at 4% damping
, Step 2.
(2) Anchor Bolt Allowables (From GIP Section 4.4 and Appendix C Table C.2-1) l I
Allowables for 1.0" Phillips Wedge WS-100120 Expansion Anchors (see SC-421-176)
^
Actual Embedment = 7.00 Min. Aitow= 4.50 in Actual Spacing = 9.00 6:n. Allow = 10.00 in l Actual Edge Distance = 12.00 Min. Allow = 10.00 in j Pnom = 6.95 ksi Vnom = 9.53 ksi l RTp = 1.00 manuf. type red. factor RTs = 1.00 RLp = 1.00 embedment red. factor RLs = 1.00 RSp = 0.90 spacing red. factor RSs = 1.00 4
rep = 1.00 edge distance red. factor REs = 1.00 RFp = 0.87 for fc=3000 psi concrete RFs = 0.95 RCp = 1.00 cracked concrete red. fact. RCs = 1.00 RRp = 1.00 essential relays red. factor RRs = 1.00 Pu' = Pnom (RTp)(RLp)(RSp)(rep)(RFp)(RCp)(RRp) = 5.42 Kip Vu' = Vnom (RTs)(RLs)(RSs)(REs)(RFs)(RCs)(RRs) = 9.05 Kip Step 3:
(3) Base Plate Bendina Strenath Reduction Factor (RB)
RB = Bending strength reduction factor = (fy) (tb ^ 2) 1.04 l
- (3) (Pu')
Step 4:
4 (4) Base Plate Weld Strength Reduction Factor (RW)
RB = Weld strength red. fact.= (tw) (es) (30600) (2.83) 17.97 Pu' DLHE-1 A Paae 2 of 5
t FPC - Crystcl Rivsr Unit 3 i Seismic Verification of Tanks Rev By, Date Chk'd By Date O Mi taWG( PM 12M/45 Calculation For: I DLHE-1A l l Horizontal He at Exchanger l Step 5:
(5) Anchor Tension and Shear Allowable Pu = (Pu') (smaller of RB, RW) = 5.63 Kip Vu = Shear allowable anchor load = (Vu') = 9.05 Kip
- Step 6
(6) Calculated Ratios ,
1 Alp = (Pu') / (Vu') = 0.62 Wb = 1000.00 lbs
. Vu / Wb(W=tf) / [ (NS) * (NL) * (NB) ] = 9.05 j Heg / D' = 2.53 Heg / S = 0.50 F1 = SQRT ' (NS ^ 2) + 1 ] = 2.24 2 F2 = SQRT ' (NL^ 2) * (Hcg / D') ^ 2 + (.667 ^ 2)
+ ((Hcg /S) ^ 2) * ( (NS ^ 2) / (NS-1) ^ 2 ) ] = 5.20
! Step 7:
l (7) Determine Acceleration Capacity of Tank Anchoraae j Uow = [(Vu) / (Wb) ] * [(1) /(F1)] = 4.05 g S
Lup = [ (Vu) / (Wb) + (0.7) / (Alp) 1 = 1.26 g ;
[ (0.7) / (Alp) ] * (F2) + (F1) !
Lamb = Smaller of Llow or Lup = 1.26 g j
. Step 8: I
{
(8) is Tank / Heat Exchancer Ricid or Flexible in Transverse or Vertical?
- Sc = From Figure 7-15 for Heat Exch. = 11.00 ft
( Use D = 1.667 ft ) !
( Use t = 0.375 in )
Is Tank / Heat Exchanger Rigid or Flexible 7 t Rigid if Sc >or= S , Flexible if Sc < S From Step 1, S = 7.208 ft i Tank / Heat Exchanger in Transverse or Vertical = Higid Step 9:
(9) is Tank / Heat Exchanger Riaid or Flexible in Longitudinal Direction?
Flong. = [ (1) / (2PI) ]
- SQRT[ (ks)*(g) / (Wtf) ]
where ks = 1 (h ^ 3) + (h) ,
4 (3
- E
- lyy) (As
- G)
( Use lyy = 243.24 in ^ 4 )
- ( Use As = 20.50 in ^ 2 )
therefore, ks = 5.43E+05 Flong. = 25.7684 Tank / Heat Exchanger in Longitudinal Direction = Flexible DLHE-1A Page 3 of s
{ { Cdculati:nt SE0013 rev. 0 i
l
) FPC - Crystal Rivar Unit 3
[ Seismic Verification of Tanks nov sy. o,t.. chk'd By - o.ie
- o @ >A/q( Pdi 12A3/9s DLHE-1A Calculation For
- 1 l Horizontal Heat Exchanger Step 10:
(10) Compare Seismic Demand to Capacity Acceleration From Steps 8 and 9, if tank / heat exchanger is:
rigid - Use Zero Penod Acceleration (ZPA) of 4% damped floor response spectrum flexible - Use Peak Spectral Acceleration (SPA) of 4% damped floor response spectrum The seismic loadinr. 's the 4% damped SSE spectra for the Diesel Generator Building at 119' elevation. Acco, ding to sketch A on page 5-20 of the " Environmental and Seismic -
Qualification Program Manual", (E/SOPM), Rev. 8, Section 5.0 Seismic Qualification Data, this elevation is represented by Figure 22. From E/SOPM Section 5.0 Figure 22; OBE Spectrum Peak (2% damping) = 0.135g ZPA for 2% = 0.05g OBE Spectrum Peak (5% damping) = 0.100g ZPA for 5% = 0.05g Conservatively, for 4% SSE take 2 times 2% OBE Peak =
therefore, Horizontal 4% SSE Peak = 0.27 g Vertical 4% SSE Peak (2/3 Horiz.) = 0.18 g Anchorage is Adequate if:
(1) Lamb > ZPA (for rigid tanks / heat exchangers) or (2) Lamb > SPA (for flexible tanks / heat exchangers)
SPA use peak as specified above) = 0.27 g Anch(orage Capacity, Lamb, from Step = 7 1.26 g Check if Capacity (Lamb) > Demand (SPA) ? OK j Step 11:
(11) Confirm Stresses in the Saddle are Acceptable The saddle and stiffners are only about 3.5" deep (between the Saddle pad and top of the l plinth). Bending of the stiffened saddle is adequate by inspection.
For shear the anchorage has been determined as adequate and the amount of shear area in the stiffened saddles is much greater than the area of the anchor bolts (4 1" anchor bolts per plinth) and is therefore also adequate.
i CONCLUSION The Heat Exchangers under evaluation: i l DLHE-1A l l DLHE-2A l l DLHE-1B l l DLHE-2B l are acceptable in accordance with Section 7 of the FPC PSP for " Seismic Verification of Nuclear Plant Equipment".
NOTES (1) As noted under "Mothodology' the subject heat exchangers are stacked one on top of the other.
The total " wet' weight from the vendor drawing is 12050 lbs, and the " equivalent" weight was calculated using 1/2 this woi ht as the weight of each heat exchanger [W'= W * (h1 + h2) / h2].
The "eqlvalent' weight de falls outside the applicable range in Table 7-6 of the PSP (see step 1 reference), but the we ght density for a single heat exchanger meets these requirements. l DLHE-1A Pace 4 of 5
- 5 t
Cciculatirn: 596-0013 rev. 0 .
FPC - Crystal Rivar Unit 3 Seismic Verification of Tanks Rev By _ Date C_hk'd By i - Date o ML ~
iWM/W '
HLs ' 12/t1/As
- Calculation For: 1 DLHE-1A ( t I Horizontal Heat Exchanger l 1 I
w
- l I i ;
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l DLHE-1 A Pace 5 of 5
glarida DESIGN ANALYSIS / CALCULATION -
coOoIr*id Crystal River Unit 3 OOCUMENT ADENiiHCAllON NO Page f of k REVISION S96-0013 0 Attachment "F" Emergency Diesel Generator Air Receivers Six Pages Total 1
4 l
l
..i.....,.,...,_....-
FPC - Crystcl Rivsr Unit 3 Seismic Verification of Tanks nev sy pate chk d sy - cate Calculation For:
l Vertical Tank on Skirt l Equip. ID: EGT-1A Equipment
Description:
j Building: DIESEL EMERGENCY DIESEL GENERATOR A Elevation: 119 AIR RECEIVER 1 A l Rm Row / Col: 301/ N Also Applicable for:
l EGT--1B, EGT-2A and EGT-28 l Vertical Tank (Air Receiver) on Skirt Drawing: PT-8027-X (4203-86-034-0)
Anch. Drw.: SC-421-171, SC-421 -172, SC-423-044 Vendor: Morrison Brothers Co.
Model: 30 x 103 Air Receiver Methodoloav EGT-1 A is a vertically oriented air receiver for which the SQUG methodology given in Section 7 of the Florida Power PSP " Seismic Verification of Nuclear Plant Equipment", Rev. 1, 9/12/94, is not applicable. EGT-1 A is welded to a 15-1/2" high cylindrical skirt that is anchored to a reinforced concrete plinth by four 3/4" diameter cast-in-place bolts spaced at i 1 degrees around the perimeter. Since the tank anchorage is the critical element, this calculation will focus on the anchorage.
Dimensions Dimensions are obtained from the referenced drawings Tank: Outside Diameter (in) D 30.00 OverallHeight (in) H 103.00 Thickness of tank shell (in) ts 0.437 Thickness of tank head (top / bottom) (in) th 0.375 Weight density steel (Ibf/in ^ 3) W st 0.2840 Weight density contents (Ibf/in ^ 3) W ti 0.0001 air Height of shell portion (in) hs 85.00 Height of heads (top & bottom) (in) hh 9.00 Nominal Height of contents (in) hw 0.00 not applicable Anchorage: Cast-in-Place Bolts, type B-13 (see SC-423-044)
Diameter Anchor Bolt (in) bd 0.75 Number anchor bolt total Nb 4.00 Number bolt per leg Nseg 1.00 Bolt Embedment (in. ) (type B-13 has Lb 16.00 minimum from an embedment > 16") sc-423-044 Bolt Spacing (center to center) (in) Sb 21.00 Bolt Edge Distance (in) Eb 10.00 minimum Concrete strength (psi) f' c 3000.00 Base Plate: Thicknces angle (4 welded to skirt) (in) t bp 0.25 Estimated Angte Dimensions (square) (in) Irp 3.00 Estimated EGT-1A Pace 1 of 5 l
3
Criculati:n: S96-0013 rev. 0 FPC - Crystal Rivsr Unit 3 Seismic Verification of Tanks a.v _ sy. pat. . Chk'd By - Date I i Calculation For: 4 l Vertical Tank on Skirt l Calculation (1) Weight The tank weight consists of the shell portion and the top and bottom heads.
The tank is conservatively assumed to be cylindrical with top and bottom
- circular disks:
W tank = W shell + 2 (W head) + W contents = '
W shell = (pi) (D) (hs) (ts) (Wst) = 994 lb
, W head = 2 (pi) (th) ((D) (hh) + (D/2) ^ 2] (Wst) = 331 lb i W contents = (pi) (D/2)^2 (hw) (Wf!) = 0 lb W skirt (stand) (from drawing) = 182lb ;
W tank = 1507lb '
(2)C.G. The bottom of the tank is 6.0 in above the anchorage. The C.G.
is calculated from the anchorage base-plate as:
Tank cg = (W Steel) (H/2) + (W contents)(hw/2) 51.50 in (W tank)
C.G. = ( Tank cg ) + ( dist. to bottom ) = 57.50 in (3) Loading To determine the Seismic Demand use Diese! Generator Building spectra for elevation 119' (SSE 4% damping). The spectra for the Diesel Generator Building at 119' are identical to the Ground Response spectra. [
Reference:
" Environmental and Seismic Qualification Program Manual", (E/SOPM),
Rev. 8, Section 5.0 Seismic Qualification Data, Figure 22].
OBE Spectral Peak (2% damping) = 0.135g ZPA for 2% = 0.05g OBE Spectral Peak (5% damping) = 0.100g ZPA for 5% = 0.05g Conservatively use 2*(2% OBE Peak) as 4% SSE Peak =
therefore, Horizontal 4% SSE Peak = 0.27 g Vertical 4% SSE Peak (2/3 Horiz.) = 0.18 g (4) Overturning Worst case will be for horizontal earthquake at 45 degrees to tank legs.
Therefore determine overturning for horizontal along 45 deg to legs and vertical earthquake acting upward (assisting overturning).
Let F1 and F2 each represent vertical force in two legs (see Figure on next page); i.e., F1 is the upward force resisting overturning and F2 is the force assisting overturning:
EGT-1A Page 2 of 5
Calculatirn: S96-0013 rev. 0 -
FPC - Crystcl Rivsr Unit 3 i Seismic Verification of Tanks av sy oate chk d sy Date O G////
B/EN( Pdc t1/n/or Calculation For:
l Vertical Tank on Skirt l Overturning (Continued)
D F D
. , S
,-,' f,
,' ,' e
- s, i
=X ,
."' Arm I w
,- ~.,
k J Z % ...
_../
L_ n n F F, (a) Moment arm = Arm =
[ ( D / 2 ) + (I bp / 2 ) ] / sqrt( 2 ) = 11.67 in (b) Sum Forces vertical:
F1 + F2 = (W tank) (1.0 - SSE vert) =
F1 + F2 = 1507 * (1-SSEv) = 1236 lb (c) Sum Moments about Z:
F1 (Arm) = F2 (Arm) + (W tank) (SSE hor) (cg) =
F1 - F2 = (W tank) (SSE hor) (cg) / (Arm) = 2006 lb (d) Solve equations (c) and (b) for F1:
F1 + (F1 - 2006 ) = 1236 lb F1 = 1621 lb F2 = -385 lb (e) Determine anchor bolt pullout forces:
Each force (F1 and F2) represent two of the tank legs and each leg has one 3/4" diameter anchor bolts. The maximum and minimum forces are:
Max anchorage vertical. force (F1/2) = 811 lb Min, anchorage vertical force (F2/2) = -192 lb Since negative anchorage forces represent bolt pullout, only the minimum force needs to be considered for this tank. Pu = 192lb (f) Determine anchor bolt shear forces:
Total shear = ( W tank ) ( SSE Horiz. ) = 407 lb Bolt shear = ( Total shear ) / ( 4 bolts ) = Vu = 102lb EGT-1A Paae 3 of 5 t
Colc SK,-oos e o FPC - Crystal Rivar Unit 3 Seismic Verification of Tanks sev sy . cate chk d By cate Calculation For:
l Vertical Tank on 4 Legs l l
Overturning (Continued)
D j i
F D l
\,
f,
,4,-X
,. \,
.: f _
Wienk _
A Z ,
c A ( ; .
t t F2 F3 Section A- A (a) Moment arm = Arm =
( ( D / 2 ) + (I bp / 2 ) ) / sqrt( 2 ) = 15.29 in (b) Sum Forces vertical:
F1 + F2 = (W tank) (1.0 - SSE vert) =
F1 + F2 = 3540 * (1-SSEv) = 1874 lb (c) Sum Moments about Z:
F1 (Arm) = F2 (Arm) + (W tank) (SSE hor) (cg) =
F1 - F2 = (W tank) (SSE hor) (eg) / (Arm) = 10647 lb (d) Solve equations (c) and (b) for F1:
F1 + ( F1 - 10647 ) = 1874 lb F1 = 6261 lb F2 = -4387 lb (e) Determine anchor bolt pullout forces:
Each force (F1 and F2) represent two of the tank legs and each leg has two 1' diameter anchor bolts. The maximum and minimum forces are:
Max. anchorage vertical force (F1/4) = 1565 lb Min. anchorage vertical force (F2/4) = -1097 lb Since negative anchorage forces represent bolt pullout, only the minimum force needs to be considered for this tank. Pu = 1097lb (f) Determine anchor bolt shear forces:
Total shear = ( W tank ) ( SSE Horiz. ) = 2499lb Bolt shear = (Total shear) / ( 8 bolts ) = Vu =SFDM-1 312 lb Pace 3 of s
FPC - Crystrl River Unit 3 Seismic Verification of Tanks a.v sy pat _. . chk d By Date 0 'D011 /0/WMi Yds \1htl45 1
. Calculation For:
l Vertical Tank on 4 Legs l i
(5) Anchor Bolt Allowables (From GIP Section 4.4 and Appendix C)
Allowables for 1" Cast-in-Place Bolts (Type D-53 from SC-423-027)
Pnom = 26.69 ksi Vnom = 13.35 ksi i RLp = RLs =
1.00 embedment red. factor 1.00 RSp = 0.79 spacing red. factor RSs = 1.00
- rep = 0.8E edge distance red. factor REs = 0.47 RFp = 0.93 for fc=3000 psi concrete RFs = 0.93
- RCp = 1.00 cracked concrete red. fact. RCs = 1.00 Pu' = Pnom (RLp)(RSp)(rep)(RFp)(RCp) = 17.17 Kip l Vu' = Vnom (RLs) (RSs) (REs) (RFs) (RCs) = 5.83 Kip (6) Evaluate Anchorage
, Allowable > Maximum?
l Maximum anchor bolt pullout 17172 lb 1097lb OK i Maximum anchor bolt shear 5829 lb 312 lb OK Interaction: The interaction curves for cast-in-place bolts are taken from Section C.3.7 and Figure C.3-2 of the GIP. Since the GIP anchorage l criteria for cast-in-place bolts and headed studs ensure that failure i does not occur in concrete, the interaction formulation for steel failure is recommended:
for 0.0 < (VNa) < 0.3, (P/Pa) < 1 for 0.3 < (VNa) < 1.0, 0.7 x (P/Pa) + (VNa) < 1 1 therefore, since (VNa) = 0.05
! (P/Pa) = 0.06 < 1 OK CONCLUSION The tank (s) under evaluation: l l SFDM-1 l I I is/are acceptable.
i 4
SFDM-1 Page 4 of s
l bc S%-cas w,o l FPC - Crystal Rivar Unit 3 i Seismic Verification of Tanks Rev By ,Date Chk'd By ~ Date 1 i o MW/ /D/MGf Pth \1h3/As i Calculation For:
l Vertical Tank on 4 Legs l l
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sas AUTSI- Al.t. MATEEl AL TO BE AST M. A% STEEL es esenes uni.ess etusseine notso l SFDM-1 Page 5 of 5
El:rida DESIGN ANALYSIS / CALCULATION Power coaroar m N Crystal River Unit 3 l
i Page f of h j COCUMLNT OLNilFCATON NO RLwn
.l S96-0013 o 4
1 1
i Attachment "M" 4
i Nuclear Service CCC Heat Exchangers Six Pages Total wyn ut i . L.re cv V.su near. u.es tyr++-'a
SAL, -ooi3 tex. O i FPC - Crystal River Unit 3
, Seismic Verification Of Tanks nev _ sy, ,oate chk d sy - c ate 04/8/, llltf6 PAq:
'~
t/22f4L
' ~
Calculation For:
l Horizontal Heat Exchanger l Equip. ID: SWHE-1A Equipment
Description:
- Building
- AUXILIARY NUCLEAR SERVICE CLOSED CYCLE i Elevation: 095 COOLING HEAT EXCHANGER 3A Rm Row / Col: Sea Water Also Applicable for:
ISWHE-1B, SWHE-1C and SWHE-1D l Heat Exchanger Drawing: 3-69-06-302L-D1 Rev. 4 Anch. Drw.. SC-422-028, SC-422-041 and SC-423-026 Vendor: Struther Wells Corp.
Model: Type 37-41NX32-6H-EXCH
- Step 1
(1) Input Data See Figure 7-13 of Florida Power Plant Specific Procedure for
" Seismic Verification of Nuclear Plant Equipment", Rev. 1,9/12/94
- (Notes are at the bottom of page 4.) Appliicable?
Tank: Diameter (ft) D 3.16 OK Length (ft) L 41.00 OK
- Thickness of tank shell (in) t 0.44 7/1 sin Weight of tank plus fluid (Ibf) W tt 44000.00 See Note 1 Weight density (ibf/ft^ 3) G am 137.16 OK Height of c.g. above anchorage (ft) H ca 2.08 Saddle: Spacing (ft) S 22.00 See Note 2 Height of saddle plate from bottom of h 6.06 the tank to the base plate (in)
Shear modulus (psi) G 1.12E+ 07 Elastic modulus (psi) E 2.90E+07 Number of Saddles Ns 2.00 OK Base Plate: Thickness base plate under saddle (in) tb 1.00 Min yield strength (psi) fy 30000.00 Thickness of leg of weld tw 0.50 Eccentricity from anchor bolt CL to es 5.00 the vertical saddle plate Bolts: Number of locations, each saddle NL 2.00 OK Number of anchor bolts per location Ne 1.00 OK Diameter of anchor bolt (in) d 1.00 Distance between extreme anchor D' 1.83 OK bolts in base plate of saddle (ft)
Loading: SSE Floor reponse spectra at 4% damping SWHE-1A Pace 1 of 5 I
bC,SL,-OD\3 r<u. O FPC - Crystti Rivar Unit 3 Seismic Verification of Tanks Rev sy cate chk'd By Date :
c _
0 @M1 it/2/K pas ll11/9c '
Calculation For:
l Horizontal Heat Exchanger ]
Step 2:
(2) Anchor Bolt Allowables (From GIP Section 4.4 and Appendix C Table C.3-1)
Allowables for 1.0" Cast-in-Place Bolts (Mark D4 type 4 from SC-423-026)
(also from SC-422-041) ,
Actual Embedment = 13.00 Min Allow.= 10.00 in i Actual Spacing = 22.00 Min Allow.= 12.63 in !
Actual Edge Distance = 9.00 Min Allow.= 8.75 in j Pnom = 26.69 ksi Vnom = 13.35 ksi RLp = 1.00 embedment red. factor RLs = 1.00 l RSp = 1.00 spacing red. factor RSs = 1.00 i rep = 1.00 edge distance red. factor REs = 1.00 l RFp = 0.93 for fc=3000 psi concrete RFs = 0.93 l RCp = 1.00 cracked concrete red. fact. RCs = 1.00 I
Pu' = Pnom (RLp)(RSp)(rep)(RFp)(RCp) = 24.71 Kip i Vu' = Vnom (RLs)(RSs)(REs)(RFs)(RCs) = 12.36 Kip Step 3:
(3) Base Plate Bendina Strenath Reduction Facter (RB)
RB = Bending strength reduction factor = (fy) (tb ^ 2) 0.40 (3) (Pu')
Step 4: ,
(4) Base Plate Weld Strenath Reduction Factor (RW)
RB = Weld strength red. fact.= (tw) (es) (30600) (2.83) 8.76 Pu' Step 5: ;
l (5) AnchorTension and Shear Allowable Pu = (Pu') (smaller of RB, RW) = 10.00 Kip Vu = Shear allowable anchor load = (Vu') = 12.36 Kip Step 6:
(6) Calculated Ratios Alp = (Pu') / (Vu') = .
0.81 Wb = (Wtf) / [ (NS) * (NL) * (NB) ] = 11000.00 lbs Vu / Wb = 1.12 Heg / D' = 1.14 Heg / S = 0.09 F1 = SQRT [ (NS ^ 2) + 1 ] = 2.24 F2 = SQRT [ (NL ^ 2) * (Heg / D') ^ 2 + (.667 ^ 2)
+ ((Heg/S) ^ 2) * ( (NS ^ 2) / (NS-1) ^ 2 ) ] = 2.38 SWHE-1A Paae 2 of 5
[(dc %O013 rev. O FPC - Cryctri Rivsr Unit 3 Seismic Verification of Tanks Rev By Date Chk'd By - Date Calculation For: '
l Horizontal Heat Exchanger l Step 7:
(7) Determine Acceleration Capacity of Tank Anchorage Llow = [(Vu) / (Wb) ] * [(1) /(F1)] = 0.50 g Lup = _ [ (Vu) / (Wb) + (0.7) / (Alp) ] = 0.46 g
[ (0.7) / (Alp) ] * (F2) + (F1)
Lamb = Smaller of Llow or Lup = 0.46 g Step 8:
(8) is Tank / Heat Exchanaer Riaid or Flexible in Transverse or Vertical?
Sc = From Figure 7-15 for Heat Exch. = 13.00 ft
( Use D = 3.156 ft )
( Use t = 0.438 in )
is Tank / Heat Exchanger Rigid or Flexible ?
Rigid if Sc >or= S , Flexible if Se < S From Step 1, S = 22.000 ft ,
Tank / Heat Exchanger in Transverse or Vertical = Flexible Step 9:
(9) is Tank / Heat Exchanaer Rigid or Flexible in Lonaitudinal Direction?
Fiong. = [ (1)/ (2Pl)]
- SQRT[ (ks)*(g) / (Wtf) ]
whera ks = 1 (h ^ 3) + (h) '
(3
- E
- lyy) (As
- G)
( Use lyy = 907.08 in ^ 4 )
( Use As = 29.25 in ^ 2 )
therefore, ks = 4.67E+ 07 Flong. = 101.940 Tank / Heat Exchanger in Longitudinal Direction = Rigid Step 10: .
(10) Compare Seismic Demand to Capacity Acceleration From Steps 8 and 9, if tank / heat exchanger is:
rigid - Use Zero Period Acceleration (ZPA) of 4% damped floor ,
response spectrum flexible - Use Peak Spectral Acceleration (SPA) of 4% damped floor response spectrum SWHE-1 A Pace 3 of 5 l
Mc 3DL , -coe icl O FPC - Crystal River Unit 3
, Seistnic Verification of Tanks Rev By Date Chk'd By ~ Date 0 W ///2 N i FAr i/22/%
Calculation For:
l Horizontal Heat Exchanger l Step 10 (Continued):
The seismic loading is the 4% damped SSE spectra for the Auxiliary Building at 75' which
- are identical to the ground response spectra. [
Reference:
" Environmental and Seismic Qualification Program Manual", (E/SOPM), Rev. 8, Section 5.0 Seismic Qualification Data, Figure 22]. From E/SOPM Section 5.0; OBE Spectrum Peak (2% damping) = 0.135g ZPA for 2% = 0.05g OBE Spectrum Peak (5% damping) = 0.100g ZPA for 5% = 0.05g a Conservatively, for 4% SSE take 2 times 2% OBE Peak =
therefore, Horizontal 4% SSE Peak = 0.27 g i Vertical 4% SSE Peak (2/3 Horiz.) = 0.18 g l Anchorage is Adequate if:
(1) Lamb > ZPA (for rigid tanks / heat exchangers) or (2) Lamb > SPA (for flexible tanks / heat exchangers)
- SPA (use peak as specified above) = 0.27 g l Anchorage Capacity, Lamb, from Step 7 = 0.46 g j Check if Capacity (Lamb) > Demand (SPA) 7 OK Step 11:
(11) Confirm Stresses in the Saddle are Acceptable The saddle and stiffners are only about 6" deep (between the Saddle pad and top of the
> plinth). Bending of the stiffened saddle is adequate by inspection.
For shear the anchorage has been determined as adequate and the amount of shear area i in the stiffened saddles is much greater than the area of the anchor bolts (2 1" anchor bolts per plinth) and is therefore also adequate.
CONCLUSION The Heat Exchangers under evaluation:
I SWHE-1A l l SWHE-1B j l SWHE-1C l l SWHE-1D l
- are acceptable in accordance with Section 7 of the FPC PSP for " Seismic Verification of Nuclear Plant Equipment".
NOTES (1) The weight of heat exchangers SWHE-1 A to 1D was not available. The weight was determined by extrapolating the weight of heat exchanger DHHE-1 A since DHHE-1 A has the same outside
- diameter (377 but is shorter (28' vs. 41'). The calculated weight is (Wgt. DHHE) x (41/28.83) =
30800 lb x 1.42 = 43800 lb (use 44000 lb).
(2) However, The spacing the heat between exchangersaddles is ng (22')id longitudinally, the results vary only slightly versu heat exchanger with 20' saddle spacing, the capacity > > demand, and SWHE-1 A is located at the base elevation in a low seismic area. It is concluded that the intent of the caveat is met.
SWHE-1A Page 4 of 5_
(}uc Sqt,-oos rex O FPC - Crystal River Unit 3 Seismic Verification of Tanks Rev sy . cate chk d ay , oate o G1M '
t//HQ1 Pdc '
Ii221%~
Calculation For:
l Horizontal Heat Exchanger l FLORIDh POWER CORPORATION '203 :: ,i di! C;3 O i:-4;i :i; st PittI56UDC. f tClioA --;e. os one l una os a-w ee, =c ao. r, w ontstat Assoc; Arts,Ihc.
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cocv=,. oe, mcoro,. ~o DESIGN ANALYSIS / CALCULATION Crystal River Unit 3 S96-0013 Page
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- i Attachment "N" i
i Nuclear Service Closed Cycle Surge Tank Six Pages Total i
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- FPC - Crystal Rivar Unit 3 l Seismic Verification of Tanks nov sy , pat, cht d By - cate ' -
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/////65 Pd('
17A3/_qL Calculation For:
l Vertical Tank on 4 Legs l i
Equip. ID: SWT-1 Equipment
Description:
Building: AUXILIARY NUCLEAR SERVICE CLOSED CYCLE i
Elevation: 095 SURGE TANK Rm Row / Col: 307/S Also Applicable for:
I l
- VerticalTank on 4 Wide Flange Legs i Drawing
- 5-315-D1 Rev.3
) Anch. Drw.: SC-422-042 and SC-423-026 Vendor: Plant City Steel Co.
Model:
- Methodoloav Tank SWT-1 is not a flat bottomed vertical tank so the SOUG methodology I
given in Section 7 of the Florida Power PSP " Seismic Verification of Nuclear i Plant Equipment", Rev. 1, 9/12/94, is not applicable. SWT-1 is supported by i
4 wide flange sections (12WF53) spaced at 90% around the perimeter. Since the tank anchorage will be the critical element, this calculation will focus on the anchorage.
t Dimensions Dimensions are obtained from the referenced drawings i Tank- Outside Diameter (in) D 132.00
- OverallHeight (in) H 192.00 Thickness of tank shell(in) t 0.625 Thickness of tank head (top / bottom) (in) th 0.875 j Weight density steel (Ibf/in ^ 3) W st 0.2840 Weight density fluid (ibf/in ^ 3) Wn 0.0361 !
, Height of shell portion (in) h: 129.00 l I Height of heads (top & bottom) (in) hh 31.50 l Nominal Height of water (in) hw 138.00 1 i
4 Anchorage: Cast-in-Place Bolts (see SC-423-026)
Diameter Anchor Bolt (in) bd 0.875
. Number anchor bolt total Nb 8.00
- Number bolt per leg N seg 2.00 Lb Bolt Embedment (approx.) (in) 12.00 Bolt Spacing (center to center) (in) Sb 7.00 Bolt Edge Distance (in) Eb 7.00 Concrete strength (psi) f' c 3000.00 l Base Plate
- Thickness base plate each leg (in) t bp 1.00 Side Dimensions (in) I bp 14.00 Paae 1 of 5
S A L. - o0 8 rev. O l FPC - Crystal Rivsr Unit 3 l Seismic Verification of Tanks s.v sy , oat. chk d ay - cate i 0 @~ ~" '
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P2/rs/4E :
Calculation For: _
l l Vertical Tank on 4 Legs l Calculation !
(1) Weight The tank weight consists of the shell portion and the top and bottom heads.
The tank is conservatively assumed to be cylindrical with top and bottom circular disks:
W tank = W shell + 2 (W head) + W contents =
W shell = . (pi) (D) (hs) (ts) (Wst) = 9495 lb W head = 2 (pi) (th) ((D) (hh) + (D/2) ^ 2] (Wst) = 13294 lb {
W contents = (pi) (D/2) ^ 2 (hw) (W fl) = 68175 lb l W tank = 90964 lb (2)C.G. The tank is located 2'-6" above the anchorage. The C. G. is calculated l from the anchorage base-plate. j Tank cg = (W Steel) (H/2) + (W water) (hw/2) 75.76 in (W tank)
C.G. = ( Tank cg ) + ( 2'-6") = 105.76 in ;
(3) Loading To determine the Seismic Demand should use Auxiliary Building Elev. 95' SSE floor reponse spectra at 4% damping. The spectra for the Auxiliary Building at 95' are identical to the Ground Response spectra. [
Reference:
" Environmental and Seismic Qualification Program Manual", (E/SOPM),
Rev. 8, Section 5.0 Seismic Qualification Data, Figure 22).
4 OBE Spectral Peak (2% damping) = 0.135g ZPA for 2% = 0.05g !
l OBE Spectral Peak (5% damping) = 0.100g ZPA for 5% = 0.05g l
\
l Conservatively use 2*(2% OBE Peak) as 4% SSE =
j: therefore, Horizontal 4% SSE Peak = 0.27 g
! Vertical 4% SSE Peak (2/3 Horiz.) = 0.18 g
- Assume tank is flexible, use Spectral Peak as acceleration j .
(4) Overturning Worst case will be for horizontal earthquake at 45 degrees to tank legs.
Therefore determine overturning for horizontal along 45 deg to legs and i vertical earthquake acting upward (assisting overturning).
! Let F1 and F2 each represent vertical force in two legs (see Figure); i.e.,
! F1 is the upward force resisting overturning and f2 is the force assisting overturning:
Pace 2 of 5
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u u c c % -c n e n.u u FPC - Crystal Rivar Unit 3 Scismic Verification of Tanks hv sy . care , chk d ay __ oat.
Calculation For:
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U/2MI' H1t rths/95 l Vertical Tank on 4 Legs l 4
Overturning (Continued) 42' a o r h h
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- A V \ M l SECTIM A-A A
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A A A fz T (a) Moment arm = Arm =
. [ ( D / 2 ) + (I Lp / 2 ) ] ^ 2 / sqrt( 2 ) = 51.62 in (b) Sum Forces vertical:
F1 + F2 = (W tank) (1.0 - SSE vert) =
F1 + F2 = 90964 lb * (0.82) = 74590 lb (c) Sum Moments about Z:
F1 (Arm) = F2 (Arm) + (W tank) (SSE hor) (eg) =
F1 - F2 = (W tank) (SSE hor) (cg) / (Arm) = 50323 lb (d) Solve equations (c) and (b) for F1:
F1 + ( F1 - 50323) = 74590 lb F1 = 62456 lb F2 = 12134 lb (e) Determine anchor bolt pullout forces:
Each force (F1 and F2) represent two of the tank legs and each leg has two 7/8" diameter anchor bolts. The maximum and minimum bolt forces are:
Max. ancher bolt axial force (F1/4) = 15614 lb Min. anchor bolt axial force (F2/4) = 3033 lb Since all anchor forces are positive, bolt pullout (negative force) does not occur for this tank. Therefore, pullout is zero, Pu = 0 lb (f) Determine anchor bolt shear forces:
Total shear = ( W tank ) ( SSE Horiz. ) = 24560 lb Bolt shear = ( Total shear) / ( 8 bolts ) = Vu = 3070 lb Pace 3 of 5
Cole. Scio coe nu.o FPC - Crystcl Rivsr Unit 3 Seismic Verification of Tanks Rev By_ Date _ Chk'd By
~
Date O r/M i ///2M.5 Pel5 12/rs/45 Calculation For: I l Vertical Tank on 4 Legs I (5) Anchor Bolt Allowables (From GlP Section 4.4 and Appendix C)
Allowables for 7/8" Cast-in-Place Bolts (From SC-422-026)
Pnom = 20.40 ksi Vnom = 10.20 ksi RLp = 1.00 embedment red. factor RLs = 1.00 3
RSp. = 1.00 spacing red. factor RSs = 1.00 rep = 1.00 edge distance red. factor REs = 0.84 -
- RFp = 0.93 for fc=3000 psi concrete RFs = 0.93 RCp = 1.00 cracked concrete red. fact. RCs = 1.00 Pu' = Pnom (RLp) (RSp) (rep) (RFp) (RCp) = 18.89 Kip Vu' = Vnom (RLs)(RSs)(REs)(RFs)(RCs) = 7.92 Kip l (6) Evaluate Anchorage Allowable > Maximum? i
! Maximum anchor boit pullout 18887 lb 0 lb OK Maximurr, anchor bolt shear 7917 lb 3070 lb OK Interaction: ( P / Pa) + ( V / Va) < 1 1 0.39 OK The interaction curves for cast-in-place bolts are taken from Section C.3.7 and Figure C.3-2 of the GIP. Since the GIP anchorage criteria for cast-in-place bolts and headed studs ensure that failure
^j does not occur in concrete, the interaction formulation for steel failure is recommended: '
for 0.0 < (VNa) < 0.3, (P/Pa) < 1 <
for 0.3 < (VNa) < 1.0, 0.7 x (P/Pa) + (VNa) < 1 therefore, since (VNa) = 0.39 '
O.7 x (P/Pa) + (VNa) = 0.39 < 1 OK t
! CONCLUSION The Tank under evaluation:
I SWT-1 l i is acceptable.
- l Page 4 of 5
3 u.ut mu -uuta rw.u -
FPC - Crystal River Unit 3 Scistnic Vorification of Tanks nev ay . D:t3 Chk'd By Orts Calculation For: '
l Vertical Tank on 4 Legs l SC- 423 - 02fo FLORIDA POWER CORPORATION 4203- 04 S 42J 026 o (3- #25 0/4 st. Ptiensaveo. Ptonioa a e., .c ,,.
CRYSTAL RIVER PLANT onssar Anociarss, usc.
UNIT NO. 3 485.000 stw ENGINEER *. AND CONSUtfANTS
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gi:rida c=9M DESIGN ANALYSIS / CALCULATION ~
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- Page l of h occum t u w w m no y y,,,
S96-0013 o l 1
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l Attachment "O" !
Waste Gas Decay Tanks Six Pages Total ML 1. Lif e 08 V;FA ML&P. N449& LD9'M8
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OLIC Sb-OOG rev,0 FPC - Crysici Rivar Unit 3 ;'
Seismic Verification of Tanks Rev By Date Chk'd By -
Date j 0, -7M/ /0///,/4( Pdi 17/rt/45' Calculation For:
l Vertical Tank on 4 Legs l Equip.10: 'WDT-1A Equipment
Description:
Building: AUXILIARY Elevation: 095 WASTE GAS DECAY TANK A 1 Rm Row / Col: 302 / Q !
- Also Applicable for:
l WDT-18, WDT-1C l Vertical Tank on 4 Wide Flange Legs Drawing: M-6122 Rev. 4 and SK-8079-1 Anch. Drw.: SC-422-028, SC-422-041 and SC-423-026 Vendor: Buffalo Tank Div., Bethlehem Steel Corp. r Model: PLS 135-1/2"x 455"x.655" Methodolooy Tank WDT-1 A is a vertical tank supported on 4 WF legs with a 135" high shell and ASME elliptical heads (top and bottom). The SQUG methodology given in Section 7 of the Florida Power PSP " Seismic Verification of Nuclear Plant j Equipment", Rev. 1, 9/12/94, is for flat bottomed vertical tanks and is therefore not applicable. WDT-1 A is supported by 4 wide flange sections (10 WF 45)
' 7'-5.25"long spaced at 90% around the perimeter. Each leg is welded to a 10" x 12" x 3/4" base plate with 2 holes for 1 -1/8" diameter anchor bolis. Since the tank anchorage will be the critical element, this calculation will focus on j the anchorage.
Dimensions Dimensions are obtained from the referenced drawings I
Tank: Outside Diameter (in) D 145.31 OverallHeight (in) H 210.00
,I Thickness of tank shell (in) ts 0.655
- Thickness of tank head (top / bottom) (in) th 0.655 j Weight density steel (Ibf/in ^ 3) W st 0.2840 Weight density contents (Ibf/in ^ 3) W ri 0.0001 waste gas?
Height of shell portion (in) hs 135.50 Height of heads (top & bottom) (in) hh 37.25
- NominalHeightof contents (in) hw 210.00 assume fun neignt Anchorage: Cast-in-Place Bolts (see SC-423-026)
- Diameter Anchor Bolt (in) bd 1.125 Number anchor bolt total Nb 8.00 Number bolt per leg ,
N teg 2.00 Bolt Embedment (in) (type D8 has Lb 11.25 10 x outside diam, an embedment > 19")
Bolt Spacing (center to center) (in) Sb 5.50 from sc-422-041 Bolt Edge Distance (in) Eb 6.25 from sc-422-041
, Concrete strength (psi) f' e 3000.00 Base Plate: Thickness base plate each leg (in) t bp _ 0.75 Side Dimensions (in) Ibp 10.00 (to" x 12")
WDT-1A Pace 1 of s J
bG SQ(rCDB rol,O FPC - Crystal Rivar Unit 3 Seismic Verification of Tanks sev By _ o.t. chk'd By
~
Date Calculation For:
l Vertical Tank on 4 Legs l l Calculation (1) Weight The tank weight consists of the shell portion and the top and bottom heads.
The tank is conservatively assumed to be cylindrical with top and bottom circular disks:
W tank = W shell + 2 (W head) + W contents + W legs =
W shell = (pi) (D) (hs) (ts) (Wst) = 11507 lb W head = 2 (pi) (th) [(D) (hh) + (D/2) ^ 2] (Wst) = 12496 lb W contents = (pi) (D/2) ^ 2 (hw) (W ft) = 348 lb W legs = (4) [(45 lbs per WF) + (W base pl.) ) = 416 lb W tank = 24767 lb (calculated) use W tank = 25180 lb (from drawing)
(2)C.G. The tank is located 1'-8.75" above the anchorage. The C. G. is calculated from the bottom of the anchorage base-plate.
Tank cg = (W Steel) (H/2) + (W contents) (hw/2) 105.00 in (W tank)
C.G. = ( Tank cg ) + ( 1'-8.75") = 125.75 in (3) Loading To determine the Seismic Demand should use Auxiliary Building Elev. 95' SSE floor reponse spectra at 4% damping. The spectra for the Auxiliary Building at 95' are identical to the Ground Response spectra. [
Reference:
' Environmental and Seismic Qualification Program Manual", (E/SOPM),
Rev. 8, Section 5.0 Seismic Qualification Data, Figure 22].
OBE Spectral Peak (2% damping) = 0.13'.kJ ZPA for 2% = 0.05g OBE Spectral Peak (5% damping) = 0.100g ZPA for 5% = 0.05g Conservatively use 2*(2% OBE Peak) as 4% SSE; therefore, Horizontal 4% SSE Peak = 0.27 g Vertical 4% SSE Peak (2/3 Horiz.) = 0.18 g Assume tank is flexible, use Spectral Peak as acceleration (4) Overturning Worst case will be for horizontal earthquake at 45 degrees to tank legs.
Therefore determine overturning for horizontal along 45 deg to legs and vertical earthquake acting upward (assisting overturning).
Let F1 and F2 each represent vertical force in two legs (see Figure); i.e.,
J F1 is the upward force resisting overturning and f2 is the force assisting overturning:
WDT-1A Pace 2 of 5
00dt EAtt -cot 3 av. O FPC - Crystal Rivsr Ursit 3 Seismic Verification of Tanks Rev By . Date . Chk'd By ~ Date i
' o m/#
/o/ENf Pdi ~
17/n/4r l Calculation For:
I Vertical Tank on 4 Legs l Overturning (Continued) i D j F D
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[ ( D / 2 ) + (I bp / 2 ) ) ^ 2 / sqrt( 2 ) = 54.91 in (b) Sum Forces vertical: l F1 + F2 = (W tank) (1.0 - SSE vert) - 1 F1 + F2 = 25180 lb * (0.82) = 20648 lb (c) Sum Moments about Z: l F1 (Arm) = F2 (Arm) + (W tank) (SSE hor) (cg) = J F1 - F2 = (W tank) (SSE hor) (cg) / (Arm) = 15569 lb (d) Solve equations (c) and (b) for F1:
F1 + ( F1 - 15569 ) = 20648 lb F1 = 18109 lb F2 = 2539 lb (e) Determine anchor bolt pullout forces:
Each force (F1 and F2) represent two of the tank legs and each leg has two 1 -1/8" diameter anchor bolts. The maximum and minimum bolt forces are:
Max. anchor bolt axial force (F1/4) = 4527 lb Min. anchor bolt axial force (F2/4) = 635 lb Since all anchor forces are positive, bolt pullout (negative force) does not occur for this tank. Therefore, pullout is zero, Pu = 0 lb (f) Determine anchor bolt shear forces:
Total shear = ( W tank ) ( SSE Horiz. ) = 6799 lb Bolt shear = ( Total shear ) / ( 8 bolts ) = Vu = 850 lb WDT-1 A Pace 3 of s
foJc SQL,-oct3, c.o FPC - Crystd Rivar Unit 3 Seismic Verification of Tanks Rev By , Date Chk'd By ~ Date Calculation For: '
[ Vertical Tank on 4 Legs l (5) Anchor Bolt Allowables (From GIP Section 4.4 and Appendix C)
Allowables for 1-1/8" Cast-In-Place Bolts (D8 type 4 from SC-423-026)
Pnom = 33.80 ksi Vnom = 16.90 ksi RLp = 1.00 embedment red. factor RLs = 1.00 RSp = 0.75 spacing red. factor RSs = 1.00 rep = 0.85 edge distance red. factor REs = 0.40 RFp = 0.93 for fc=3000 psi concrete RFs = 0.93 RCp = 1.00 cracked concrete red. fact. RCs = 1.00 Pu' = Pnom (RLp) (RSp) (rep) (RFp) (RCp) = 20.13 Kip Vu' = Vnom (RLs)(RSs) (REs)(RFs)(RCs) = 6.33 Kip (6) Evaluate Anchorage Allowable > Maximum?
Maximum anchor bolt pullout 20130 lb 0 lb OK Maximum anchor bolt shear 6326lb 850 lb OK Interaction: The interaction curves for cast-in-place bolts are taken from Section C.3.7 and Figure C.3-2 of the GIP. Since the GIP anchorage criteria for cast-in-place bolts and headed studs ensure that failure does not occur in concrete, the interaction formulation for steel failure is recommended:
for 0.0 < (VNa) < 0.3, (P/Pa) < 1 for 0.3 < (VNa) < 1.0, 0.7 x (P/Pa) + (VNa) < 1 therefore, since (VNa) = 0.13 (P/Pa) = 0.00 < 1 OK CONCLUSION The vertical tanks under evaluation: j l WDT-1A l l
l WDT-1B l l WDT-1C l .
l are acceptable. l WDT-1A Page 4 of s
- OLic S% -cce reu .o ;
i FPC - Crystal River Unit 3 l Seismic Verification of Tanks Rev By Date Chk'd By ,Date
' O 6 /0/2AM Pdt 17/t'3/45 Calculation For:
A i l Vertical Tank on 4 Legs l I
i
! FLORIDA POWER CORPORATION 00P JJ S 42 3 026 o Sc-f2J10m j st Ps stswoo. storioA .c. . o. . s.. . . . < , ... . - . .
I CRYSTAL RIVER PLANI 5itase Associates. E.
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Cciculation: SE0013 rev. U ;
' l
. FPC - Crystcl Rivar Unit 3 l Seismic Verification of Tanks nev sy . oat _. chk d By cate Calculation For:
0 g mW4/ Pds 12/n/4r :
i l Vertical Tank on Skirt l (5) Anchor Bolt Allowables (From GlP Section 4.4 and Appendix C)
Allowables for 3/4" Cast-in-Place Bolts (B-13 Type 2 from SC-423-044)
Pnom = 15.03 ksi Vnom = 7.51 ksi RLp = 1.00 embedment red. factor RLs = 1.00 RSp = 1.00 spacing red. factor RSs = 1.00 rep = 1.00 edge distance red. factor REs = 1.00 RFp = 0.93 for fc=3000 psi concrete RFs = 0.93 4
RCp = 1.00 cracked concrete red. fact. RCs = 1.00
, Pu' = Pnom (RLp) (RSp) (rep) (RFp) (RCp) = 13.92 Kip Vu' = Vnom (RLs) (RSs) (REs) (RFs) (RCs) = 6.95 Kip (6) Evaluate Anchorage Allowable > Maximum?
Maximum anchor bolt pullout 13915 lb 192 lb OK Maximum anchor bolt shear 6953 lb 102lb OK Interaction: The interaction curves for cast-in-place bolts are taken from Section C.3.7 and Figure C.3-2 of the GIP. Since the GIP anchorage !
criteria for cast-in--place bolts and headed studs ensure that failure does not occur in concrete, the interaction formulation for steel failure is recommended:
for 0.0 < (V/Va) < 0.3, (P/Pa) < 1 for 0.3 < (V/Va) < 1.0, 0.7 x (P/Pa) + (V/Va) < 1
, therefore, since (V/Va) = 0.01 (P/Pa) = 0.01 < 1 OK CONCL'JSION The tanks under evaluation:
l EGT-1A l l EGT-2A l l EGT-1B l l EGT-2B l are acceptable.
EGT-1A Page 4 of 5
Cdculati:n: S96-0013 rev. O i
FPC - Crystal Rivar Unit 3 '
By , Date Chk'd By _. Date Seismic Verification of Tanks Rev O ft.M '
/d3d M VW 12A1/9s Calculation For:
j ;
- i l Vertical Tank on Skirt l t i ! i l
FLORIDA POWER CORPORATION d203 .' 5 415 W O /.' -r! - 4
.w. .ac emmever, eso l St Pt14tthW80. P400104 moes oness s.a se es.
j siteses associans. imc.
4 CRYSTAL RIVER PLA:lf i 385.000 tw INGiMitel AMo CONSUtfAndf5 ges;f see,3 READ #eG. etNeeA.
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9 glorida coa 9Er'd DCCUMLNI OLNhf(,ATON NO DESIGN ANALYSIS / CALCULATION Crystal River Unit 3 S96-0013 Page
~
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4 l
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Attachment "G" i
instrument Air Dryer j Six Pages Total i
4 xmi, Lae or r. ,i star, %c.es tngawng
>F
Cdculati:n: S40013 rev. U FPC - Crystal Rivar Unit 3 Seismic Verification of Tanks a.v sy . Dpte Chk'd By - Date 0 4/#/
/B/5//4(
W( ~~
\7/i3/4
' ' '~
t Calculation For:
l Vertical Tanks on Skid l Equip. ID: lADR-1 Equipment
Description:
Building: TURBINE l Elevation: 095 INSTRUMENT AIR DRYER 1 l Rm Row / Col: 302 / A Also Applicable for:
I I Vertical Tanks (Air Dryer) on Skid i Drawing: 4203-75-326-0 Anch. Drw.: SC-405-011, SC-405-012, SC-408-102 and SC-423-033 Vendor: Lectrodryer Division, McGraw-Edison Co. !
Model: Model 6581 j Methodology lADR-1 has two vertical dryer tanks on a common skid for which the SOUG
, methodology given in Section 7 of Florida Power PSP " Seismic Verification
> of Nuclear Plant Equipment", Revision 1,9/12/94, is not applicable. lADR-1 includes the two dryer tanks and associated piping mounted on two 56.5" long
- angles (longitudinally), which are in turn welded to two 27"long angles in the shallow or transverse direction. This skid (at the 27" angles) is mounted on a reinforced concrete plinth by four 3/4" diameter cast-in-place bolts spaced at 22" (narrow dimension) and 54.25". Since the tank anchorage is the critical element, a conservative calculation assuming the c.g. of the air dryer to be 3/4 of the height dryer tanks is used to check the anchorage adequacy.
Dimensions Dimensions are obtained from the referenced drawings Tank: OnerallLength (in) L 56.50 OverallHeight (in) H 100.00 Estimated Weight of the Instrument Dryer (Ib) W 4500 from drawing Weight density contents (Ibf/in ^ 3) W ft 0.0001 air Height of c. g. (3/4 H) (in) h eg 75.00 l Anchorage: Cast-in-Place Bolts, type AB-213 (see SC-423-033)
Diameter Anchor Bolt (in) bd 0.75 Number anchor bolt total Nb 4.00 Number bolt per corner Nieg 1.00 Bolt Embedment (in. ) (type AB-213 has Lb 13.00 minimum from an embedment > 13") sc-423-033 Bolt Spacing (minimum) (in) Sb 22.00 sc-408-102 Bolt Edge Distance (in) Eb 4.88 See NOTE 1 Concrete strength (psi) f' c 3000.00 Allowables: GlP Table C.3-1 Cast-in-place Bolt Allowables Pullout Capacity (kip) P nom 15.03 Shear Capacity (kip) V nom 7.51 IADR-1 Pace 1 of 5 l
[ Cziculati:n: S96-0013 rev. U l
FPC - Crystal Riv r Unit 3
, Seismic Verification of Tanks sev sy , oate chk d sy Date Calculation For:
l Vertical Tanks on Skid l Allowables: GIP Table C.3-1 Cast-in-place Bolt Allowables
] (Continued)
Minimum Embedment (in) L min 7.50 Minimum Spacing (in) S min 9.50 Minimum Edge Distance (in) E min 6.63 Calculation l
- (1) Weight The Instrument Dryer weight is taken from the vendor drawing as
W dryer = : l 4500 lb Conservatively use for totalweight W = 5000 lb (2)C.G. The c.g. of the dryers'is conservatively taken to be at 3/4 of the height above the concrete plinth.
5 C.G. = ( 3/4 ) x Height = 75.00 in (3) Loading To determine the Seismic Demand use 4% SSE Turbine Building spectra for elevation 95'. The spectra for the Turbine Building at 95' are identical to the Ground Response spectra. [
Reference:
' Environmental and Seismic
- Qualification Program Manual', (E/SOPM), Rev. 8, Section 5.0 Seismic Qualification Data, Figure 22). Although the Instrument Air Dryer appears to relatively rigid (freq. > 33 Hz.), conservatively assume the system is flexible
- and use the spectral peak as the seismic demand.
OBE Spectral Peak (2% damping) = 0.135g ZPA for 2% = 0.05g OBE Spectral Peak (5% damping) = 0.100g ZPA for 5% = 0.05g Conservatively use two times the 2% OBE Peak as 4% SSE Peak;
! therefore, Horizontal 4% SSE Peak = 0.27 g Vertical 4% SSE Peak (2/3 Horiz.) = 0.18 g i
i (4) Overturning Worst case overturning will be for horizontal earthquake normal to the long axis of the base (i. e., earthquake acting transverse to the dryers). Therefore determine overturning for horizontal earthquake acting N-S (parallel to the i short axis) combined with vertical earthquake acting upward (assisting the overturning).
4 Let F1 and F2 each represent vertical force in two anchor points (see Figure on next page); i.e., F1 is the upward force resisting overturning and F2 is the force ' assisting' overturning:
IADR-1 Paae 2 of 5
, Cciculation: S96-0013 rev. O FPC - Crystrl Rivar Unit 3 I
. Seismic Verification of Tanks Rev By . Date Chk'd By - Date )
0 @ /Nu/#
FMr 17 /n/or Calculation For:
2 l Vertical Tanks on Skid l Overturning (Continued) s l t, co
- s, y
H H,
I I l
1 l..... ........ .. .. .l
- - F2 F O o --
- St:st:
C o --
(a) Momentarm = km = 11.00 in (from drawing)
(b) Sum Forces verticat-F1 + F2 = (W 1ryer) (1.0 - SSE vert) =
F1 + F2 = 5000 * (1-SSEv) = 3690 lb '
(c) Sum Moments about Z:
F1 F1 -(Arm)
F2 = (W = F2 (Arm) dryer) (SSE+ (W hor)dryer)(c(SSE g) / (Arm = hor))(cg) 9205 lb=
(d) Solve equations F1 + F1 (c)(and
- (b) for)F1:=
9205 3690 lb F1 = 6447 lb F2 = -2757 lb (e) Determine anchor bolt pullout forces:
Each force (F1 and F2) represents two of the dryer anchorages and each anchorage has one 3/4" diameter anchor bolt. The maximum and minimum forces per anchor point are: -
Max. anchorage vertical force (F1/2) = 3224 lb Min. anchorage vertical force (F2/2) = -1379 lb Since negative anchorage forces represent bolt pullout, only the minimum force needs to be considered for this tank. Pu = 1379lb
~
(f) Determine anchor bolt shear forces:
Total shear = ( W tank ) ( SSE Horiz. ) = 1350 lb Bolt shear = ( Total shear ) / ( 4 bolts ) = Vu = 338lb IADR-1 Paae 3 of s
Cciculati n: S96-0013 rev. U
]
FPC - Crystal Rivar Unit 3
! Seismic Verification of Tanks Rev By ;Date Chk'd By Date O N /0Mf( % 12As/45_
Calculation For: _
I Vertical Tanks on Skid I i
- , (5) Anchor Bolt Allowables (From GIP Section 4.4 and Appendix C)
- Allowables for 3/4" Cast-In-Place Bolts (AB-213 Type 2 from SC-423-033)
. Pnom = 15.03 ksi Vnom = 7.51 ksi (Table c.3-1)
{
RLp = 1.00 embedment red. factor RLs = 1.00 Lmin = 7.50' 1
RSp = 1.00 spacing red. factor RSs = 1.00 Smin = s.50' '
rep = 0.90 edge distance red. factor REs = 0.55 See NOTE 1 RFP = 0.93 for fc=3000 psi concrete RFs = 0.93 RCp = 1.00 cracked concrete red. fact. RCs = 1.00 Pu' = Pnom (RLp) (RSp) (rep) (RFp) (RCp) = 12.57 Kip
- Vu' = Vnom (RLs) (RSs) (REs) (RFs) (RCs) = 3.85 Kip j
- (6) Evaluate Anchorage Allowable > Maximum?
Maximum anchor bolt pullout 12570 lb 1379lb OK Maximum anchor bolt shear 3848 lb 338 lb OK j Interaction: The interaction curves for cast-in-place bolts are taken from Section C.3.7 and Figure C.3-2 of the GIP. Since the GIP anchorage i j criteria for cast-in-place bolts and headed studs ensure that failure i does not occur in concrete, the interaction formulation for steel failure is recommended:
for 0.0 < (V/Va) < 0.3, (P/Pa) < 1 i for 0.3 < (V/Va) < 1.0, 0.7 x (P/Pa) + (V/Va) < 1 l t therefore, since (V/Va) = 0.09
! i (P/Pa) = 0.11 < 1 OK i
- CONCLUSION 1
The Instrument Air Dryer under evaluation:
I IADR-1 l
. I I a
- is acceptable.
, NOTES (1) The calculated edge distance reduction factor is extremely conservative. The top of the reinforced
- concrete plinth is approximaiely 5* above the concrete floor (see drawing SC-4o8-102) and the embedmont length (> 13') exceeds the minimum embedmont (6.625') by more than 6*. Therefore
- there is only edge distance consideration over part of the anchor bolt length. The true edge distance reduction factors for this anchorage are closer to 1.0; however, values based on the conservative 4
interpretation of edge distance (4-7/8' to plinth edge) are used in this calculation, j , IADR-1 Page of 5
- Cciculation
- S96-0013 rev. 0 FPC - Crystal Rivsr Unit 3
! Seismic Verification of Tanks Rev By _ Date Chk'd By - Date i 0 -7hn i Calculation For:
mh!(46 P4 l2h 3/Ac~
l l Vertical Tanks on Skid l
! FLORIDA POWER CORPORATION 42o2 s 423 033 o SC 413 o33 s *st nuesves.nosu .
! CRYlfAL RIVER PLANT satsett AssoCIAfH,iNC.
! unser eset a moon sw sucanetas Awo cowsut:4wts serwewel- Andier telt us- , , , ,', , , ' , , '**
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l ' TURBINE ROOM EQUIPMENT FOUNDS. w'M Alg.,yTQ,.,;; Tjg;;-) .
- "'
- a' = a'a mressat 4: swoww ow owc.No E 406101 &E.406102 l STANDARD TYPE! SPECIAL TYPES WPe 1 2 3 4 I.
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4 gp ig se AUTES*-A'l. MATE. RIAL To BE A.S.TM. A3G STEEL w semes untes einesesse moves IADR-1 Page 5 of S
1 DESIGN ANALYSIS / CALCULATION
@ glarida co881d DOCUMENIIOLNIWICAflON NO e
Crystal River Unit 3
~
Page / of h REVISON S96-0013 o i
l 1
1 i
Attachment "H" i Instrument Air Receivers Six Pages Total m nu . v. - o,. m.., n~-4
$lo -0013 rw.O FPC - Crystri Riv:r Unit 3 Seismic Verification of Tanks sev sy. pate _ Chk'd By Date Calculation For:
I Vertical Tank on Skirt I Calculation (1) Weight The tank weight consists of the shell portion and the top and bottom heads.
The tank is conservatively assumed to be cylindrical with top and bottom ;
i circular disks:
W tank = W shell + 2 (W head) + W contents =
W shell = (pi) (D) (hs) (ts) (Wst) = 915 lb W head = 2 (pi) (th) ((D) (hh) + (D/2) ^ 2] (Wst) = 453lb W contents = (pi) (D/2)^2 (hw) (Wfi) = 0 lb W skirt (stand) (estimated) = 150 lb W tank = 1517 lb Conservatively use for Wtank = 1600 lb (2)C.G. The bottom of the tank is 6.0 in above the anchorage. The C.G.
is calculated from the anchorage base-plate as:
Tank cg = (W Steel) (H/2) + (W contents)(hw/2) 64.50 in (W tank)
C.G. = ( Tank cg ) + ( dist. to bottom ) = 70.50 in l
(3) Loading To determine the Seismic Demand use 4% SSE Turbine Building spectra for
- elevation 95'. The spectra for the Turbine Building at 95' are identical to the
- Ground Response spectra. [
Reference:
" Environmental and Seismic Qualification Program Manual", (E/SQPM), Rev. 8, Section 5.0 Seismic Qualification Data, Figure 22].
ZPA for 2% = 0.05g OBE Spectral Peak (2% damping) = 0.135g OBE Spectral Peak (5% damping) = 0.100g ZPA for 5% = 0.05g Conservatively use 2 x (2% OBE Peak) as 4% SSE Peak; therefore, Horizontal 4% SSE Peak = 0.27 g Vertical 4% SSE Peak (2/3 Horiz.) = 0.18 g (4) Overturning Worst case will be for horizontal earthquake at 45 degrees to tank legs.
j Therefore determine overturning for horizontal along 45 deg to legs and vertical earthquake acting upward (assisting overturning).
Let F1 and F2 each represent vertical force in two legs (see Figure on next page); i.e., F1 is the upward force resisting overturning and F2 is the force assisting overturning:
$ lAT-1A Paae 2 of 5
0 No-CC Wb tex. O i FPC - Crystal River Unit 3
- Seismic Verification of Tanks nov sy. , Date Chk.*d By - Date Calculation For:
0 @l IN9M Pk tzh 31e5_
l Vertical Tank on Skirt l i
Equip. ID: lAT-1A Equipment
Description:
j Building: TURBINE j Elevation: 095 INSTRUMENT AIR RECEIVER A L Rm Row / Col: 303 / A :
Also Applicable for: j IlAT-1B l j l Vertical Tank (Air Receiver) on Skirt !
. Drawing: FN-83-27 (83-124-0) and 4203-83-047-A
! Anch. Drw.: SC-405-011, SC-405-012, SC-408-101 and SC-423-033 l Vendor: American Welding & Tank Co. ;
Model: 650 Gal. Vertical Air Receiver (200 psi ASME Design) l Methodoloav IAT-1 A is a vertical air receiver for which the SOUG methodology given in 4 Section 7 of the Florida Power PSP " Seismic Verification of Nuclear Plant l
i Equipment", Rev. 1, 9/12/94, is not applicable. IAT-1 A is welded to a 34' diameter cylindrical skirt that is anchored to a reinforced concrete plinth by four angle tabs welded to the skirt at 90 degrees around the perimeter with j one 5/8" diameter cast-in-place bolt per angle. Since the tank anchorage is the critical element, this calculation focuses on adequacy of the anchorage.
- Dimensions Dimensions are obtained from the referenced drawings i j 1 i Tank
- Outside Diameter (in) D 41.00 l Overall Height (in) H 129.00 Thickness of tank shell (in) t. 0.250 40.s'inside dia.
l
! Thickness of tank head (top / bottom) (in) th 0.250 40.5 inside dia.
Weight density steel (Ibf/in ^ 3) W st 0.2840 Weight density contents (Ibf/in ^ 3) W ri 0.0001 air l
l Heightof shellportion (in) h 100.00 approx.
-i ugt g % g~, g e.-) g_) y, ;, g,2 ,
Nominal Height of contents (in) hw 0.00 not applicaele
! Anchorage: Cast-in-Place Bolts, type AB-208 (see SC-423-033)
Diameter Anchor Bolt (in) bd 0.63 Number anchor bolt total Nb 4.00 Number bolt per leg N i.g 1.00 Bolt Embedment (in. ) (type AB-208 has Lb 13.00 minimum from an embedment > 13") sc-423-033 Bolt Spacingfrggcentg6IUO13 g rev. @ b 31.48 SC-408-101 Bolt Edge Distance (in) Eh 4 00 Sc-40s-101 Concrete strength. (950 . fc 3000.00 Base Plate: Thickness angle (4 welded to skirt) (in) t bp 0.25 Estimated Angle Dimensions (square) (in) Ibp 6.00 sc-408-101 IAT-1A Pace 1 of 5
-b2 2 - _ a -,i- - - . am a__ - ,,
@dt Sko .ca:s m .o FPC - Crystrl Riv r Unit 3 Seismic Verification of Tanks nov sy_ pate Chk_'d By
~
Date Calculation For:
l Vertical Tank on Skirt l l
- Overturning (Continued)
D F D 8
r
.- h ;
',,' ,, ce *
- 8, g l
.j w =x i !
, . Arm
. i w
,- ~..
1 H.istT' ~___ j Z
.L_ n n F Ft
- l 1
(a) Momentarm = Arm = l 15.74 in
( 37" diam. / 2 )
- sin (45) =
(b) Sum Forces vertical: i i F1 + F2 = (W tank) (1.0 - SSE vert) =
F1 + F2 = 1600 * (1 -SSEv) = 1244 lb (c) Sum Moments about Z:
F1 (Arm) = F2 (Arm) + (W tank) (SSE hor) (cg) =
F1 - F2 = (W tank) (SSE hor) (eg) / (Arm) = 1935 lb (d) Solve equations (c) and (b) for F1:
F1 + ( F1 - 1935 ) = 1244 lb F1 = 1589lb F2 = -345 lb (e) Determine anchor bolt pullout forces:
Each force (F1 and F2) represent two of the tank legs and each leg has one i
5/8" diameter anchor bolt. The maximum and minimum forces are:
, Max. anchorage vertical force (F1/2) = 795 lb j Min. anchorage vertical force (F2/2) = -173 lb Since negative anchorage forces represent bolt pullout, only the minimum force needs to be considered for this tank. Pu = 173 lb
- (f) Determine anchor bolt shear forces:
Totalshear = ( W tank ) ( SSE Horiz. ) = 410 lb Bolt shear = (Totalshear) /(4 bolts) = Vu = 102lb 1AT-1A Pace 3 of 5
(Ok Squ -cota ese l FPC - Crystrl Rivar Unit 3 >
Seismic Verification of Tanks nev _s y, p.t, chkdsy - oate o f tf/f (f}/M Prli \~)]n/A5 i Calculation For:
l Vertical Tank on Skirt l _
(5) Anchor Bolt A!!owables (From GIP Sectior: 4.4 and Appendix C)
Allowables for 5/8" Cast-in-Place Bolts (AB-208 Type 2 from SC-423-033)
Pnom = 10.44 ksi Vnom = 5.22 ksi (Table c.3-1) ,
RLp = 1.00 embedment red. factor RLs = 1.00 Lmin = 6.25' RSp = 1.00 spacing red. factor RSs = 1.00 smin =7.s75-rep = 0.90 edge distance red. factor REs = 0.54 Emin = 5.5' RFp = 0.93 for fc=3000 psi concrete RFs = 0.93 RCp = 1.00 cracked concrete red. fact. RCs = 1.00 Pu' = Pnom (RLp)(RSp)(rep)(RFp)(RCp) = 8.68 Kip Vu' = Vnom (RLs) (RSs) (REs) (RFs) (RCs) = 2.59 Kip (6) Evaluate Anchorage Allowable > Maximum?
Maximum anchor bolt pullout 8683lb 173 lb OK Maximum anchor bolt shear 2593 lb 102 lb OK Interaction: The interaction curves for cast-in-place bolts are taken from Section C.3.7 and Figure C.3-2 of the GlP. Since the GlP anchorage criteria for cast-in-place bolts and headed studs ensure that failure does not occur in concrete, the interaction formulation for steel failure is recommended:
for 0.0 < (VNa) < 0.3, (P/Pa) 41 for 0.3 < (VNa) < 1,0, 0.7 x (P/Pa) + (VNa) < 1 therefore, since (VNa) = 0.04 (P/Pa) = 0.02 < 1 OK CONCLUSION The tanks under evaluation:
, I IAT-1A l l IAT-1B l are acceptable.
1 IAT-1A Page 4 of 5
bc. St, < sot 3 rev.O
- FPC - Crystal Rivar Unit 3 i
Seismic Verification of Tanks a.v er . oat. chk d ay o.t.
1 0 'ZYl/ l0/MGl FHc l2ftVAs l Calculation For:
{ l Vertical Tank on Skirt I i
i FLORIDAsr.POWEuw,,OR.PORATION RC no) 5 413 633 o SC 413 033 series w . _ _ _
j CRYSTAL tlVER PLANT ensser anociaru, mc.
Wert gag 3 estete ggy (NGINff $ aND CON 5UlfaNf3 Sm.cewel- Anchor Belt Li -
l TtJILBINE IROOM EQUIPMENT FOUNDS.
1 w"Alr#4lEMC 3 5 ###ii')
anaissiat As snoww ow owc. wo E 406101 MC 406102 " ' ' " ' " *
- STANDARD TYPES SPECIAL TYPES TWG I 2 3 4 i
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a e messus meese l IAT-1A Page 5 of 5 1
I...__ _ - _ _- - _ _. ..,_. _ _ , __
glorida DESIGN ANALYSIS / CALCULATION _
cm9oItd Crystal River Unit 3 Page I of T DOCUh8ENT OLNIWCAION NQ gggg S96-0013 0 l
4 l
Attachment "I" i
i Main Steam Valve Air Reservoirs Five Pages Total
]
wai L.ie of r a< i xt nr. ruc .4, L 'a <*eenn i)
>n
09c S% -c>ca s etu.o FPC - Crystrl River Unit 3 Seismic Verification of Tanks Rev _
By _Date Chk'd By Date 0 VJK '7/2/Mf PA s t/n/9G, Calculation For:
l Air Reservoir l Equip. ID: MSV-411 - AR1 Equipment
Description:
Building: INTERMEDIATE Elevation: 119 MSV-411 AIR RESERVOIR 1 Rm Row / Col: 309 / G Also Applicable for:
MSV-411 - ARi, MSV-412- ARi, MSV-413-ARi, MSV-414-ARi, i = 1 to 3 Air Reservoir Data Drawing (s): 1- 308-335 Anch. Drawing:
- 1. INTRODUCTION Because structural drawings and details for these Air Reservoirs were not available, a bounding calculation using very conservative assumptions is required. The following calculation demonstrates that the capacity of the anchorage for the Main Steam Valve Air Reservoirs greatly exceeds postulated seismic loading. The calculation covers the following Air Reservoirs:
Main Steam Valve Associated Air Reservoirs MSV - 411 MSV - 411 - AR1 l MSV - 411 - AR2 l MSV - 411 - AR3 l MSV - 412 MSV - 412 - AR1 MSV - 412 - AR2 MSV - 412 - AR3 MSV - 413 MSV - 413 - AR1 l MSV - 413 - AR2 MSV - 413 - AR3 MSV - 414 MSV - 414 - AR1 MSV - 414 - AR2 MSV - 414 - AR3 !
II. METHODOLOGY All of the above Air Reservoirs are well mounted on walls near the associated valves.
Since the only significant seismic effects are the weight of the air reservoirs themselves, the air reservoirs are conservatively assumed to be 7 feet long by 3 feet in diameter with 0.375 inch wall thickness. To demonstrate that the anchorage capacity greatly exceeds seismic demand, it was further assumed that the anchorage configuration consists of four 3/8 inch diameter expansion anchors in a square pattern spaced 30 inches apart.
This anchor bolt size and type underestimates the actual anchorage capacity and the anchorage spacing is less than the actual spacing (minimizing the resisting moment arm). A square pattern also allows a single calculation to be valid for wall mounted air reservoirs with the long axis (cylinder centerline) oriented in either the vertical or the horizontal direction (see the attached figure for the assumed geometry).
M SV-411 - AR 1 Paae 1 of 4
hc3%oo8tru.O FPC - Crystal River Unit 3 Seismic Verification of Tanks Rev _s y,, , oat. _ chk d By cate ,
Calculation For:
[_ Air Reservoir l l Expansion anchors were assumed (rather than Cast-in-place bolts) to minimize anchorage capacity. The shear and pullout capacities of these anchors were obtained from the SOUG GIP (Reference 1) Table C.2-1 and were further reduced by a generic reduction factor of 0.6 per Table C.2-2 of the GIP to account for " Unknown" concrete fasteners.
A maximum acceleration (demand) of 0.3g is assumed to act simultaneously in both horizontal directions and will be combined with a vertical acceleration of 2/3 the horizontal (or 0.2g) by absolute summation. Since the Air Reservoirs are rigid (that is, frequency > 30 Hz. since loaded only by self-weight), the actual seismic demand for these air reservoirs would be the Zero Period Acceleration (ZPA) of the 4% damped SSE spectra at the 119' elevation of the Intermediate Building which is about 0.1g; therefore, the assumed acceleration values used in the calculation are extremely conservative.
All of the assumptions described above and used in the following anchorage calculation conservatively bound the actual configurations, weights, seismic peak accelerations and load combination methods and will therefore overestimate the seismic demand. I 1
111. CALCULATION !
(1) Air Reservoir parameters:
h = reservoir height = 84.00 in !
r = reservior radius = 18.00 in t = reservior thickness = 0.375 in ws = weight density (steel) = 0.284 lb / in ^ 3 W = totalweight =
[(h) (2 pi r) (t) + (2 pl r ^ 2) (t) ] (ws) = 1229 lb ,
use W = 1250 lb i (2) Anchorage Configuration:
n = number of anchor bolts = 4 I s = anchor spacing (horizontal or vertical) = 30.0 in d = diameter of anchor bolt = 0.375 in Pa = pullout capacity (GIP) 1460 lb x 0.6 = 876 lb Va = shear capacity (GlP) 1420 lb x 0.6 = 852lb (3) Calculated Seismic Demand:
ah = horizontalacceleration = 0.3 g av = vertical acceleration = 0.2 g V = Shear (vertical) per bolt: (1 + av ) * ( W ) / n = 375 lb P = Pullout (horizontal) = P1 + P2 + P3, where P1 = ( r ) * ( 1 + av ) * ( W ) / [( s ) * ( n/2 )] = 113 lb P2 = ( r ) * ( ah) * ( W ) / [( s ) * ( n/2 )] = 450 lb P3 = [(sh) * (W) ] / 4 = 94 lb P = P1 + P2 + P3 = 656 lb M SV-411 - AR 1 Pace 2 of 4
b c Ste-OO G tw O FPC - Crystal River Unit 3 ~
Seismic Verification of Tanks sev _ sy oat. chk d sy oat.
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l Air Reservoir l Ill. CALCULATION (Continued)
(4) Capacity Check:
Shear: V < Va 375 < 852 OK Pullout: P < Pa 656 < 876 OK Interaction (bilinear):
for 0.3 < V / Va < 1.0 then 0.7 * ( P / Pa ) + V / Va < 1.0 0.96 < 1.0 OK IV. CONCLUSION A bounding calculation for the Air Reservoir anchorage has been performed using very conservative assumptions:
(1) Assumed air reservoir weight and dimensions exceed actual (2) Assumed seismic demand exceeds actual seismic demand (3) Assumed 3 simultaneous seismic loads combined by absolute sum (4) Assumed anchor bolt spacing (anchorage moment arm) is less than actual )
(5) Assumed anchor bolt type and size underestimate actual capacity Based upon these very conservative assumptions, the bounding calculation demonstrates that the seismic capacity of the subject Air Reservoir anchorage exceeds the expected seismic demand.
REFERENCES l (1) Generic implementation Procedure (GlP) "For Seismic Verification of Nuclear Plant Equipment", Revision 2, February 1992.
MSV-411 - AR1 Pace 3 of 4
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l RCP Seal Return Coolers Six Pages Total l
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.FPC - Crystcl Rivar Unit 3
, Seismic Verification of Tanks Rev By Date CRd By Date 0 (27/X ithelff MSI lh,:1/%_
l Calculation For:
l Horizontal Heat Exchanger l 1
- Equip. ID
- MUHE-2B Equipment
Description:
Building: AUXILIARY _
i Elevation: 119 PCP SEAL RETURN COOLER A Rm Row / Col: 302 / L-M i
Also Applicable for:
l MUHE-2A l Seal Cooler Data
- Drawing
Anch. Drw.: SC-421-110, SC-422-043, and SC-423-032 t
Vendor:
Introduction
- Vendor drawings for the Seal Coolers were not available so field measurements were l obtained during a walkdown on 10/24/95. The Seal Coolers are smaller than typical heat exchangers and do not meet all of the conditions for heat exchanger calculations according to Table 7.6 of the Florida Power Plant Speci'ic Procedure for " Seismic i Verification of Nuclear Plant Equipment", Rev. 1, 9/12/94 (for example, the 10" outer i diamnter is below the applicable 1 ft to 14 ft range); therefore a conservative calculation of the anchorage is performed.
! Since the Seal Cooler is effectively a rugged 10" diameter pipe section that is rigid in the longitudinal direction, the calculation focuses on anchorage capacity to resist demand j due to overturning from horizontal seismic loads acting transverse to the seal cooler l
- combined with vertical seismic loads acting upward (to assist in overturning). Use of '
field measurements and conservative assumptions in the calculations to confirm
' anchorage adequacy are acceptable as long as the results show significant margins above allowable values.
- I
- (1) Input Data ( Notes appear at the bottom of page 2 )
Tank: Diameter (in) D 10.00 Length (ft) L 17.83
- Thickness of tank shell (in) t 0.125 see Note 1 Weight of Seal Cooler (Ib) W t
- 2000 see step 4 4
Weight density (Ibf/ft ^ 3) G am 180 See step 4 Height of c.g. above anchorage (in) H eg 7.500
- Saddle
- Spacing (ft) S 14.917 l Height of saddle plate from bottom of h 2.500 4 the tank to the base plate (in)
! Shearmodulus (psi) G 1.12E+07 Elastic modulus (psi) E 2.90E+ 07 Number of Saddles Ns 2.00 MUHE-28 Page 1 of 5
k $b-cos te O FPC - Crystal River Unit 3 Seismic Verification of Tanks a.v sy oate chk d By cate Calculation For:
l Horizontal Heat Exchanger l Base Plate: Thickness base plate under saddle (in) tb 0.375 Depth of the base plate (in) hb 7.00 Width of the base plate (in) bb 5.00 Anchor bolt spacing (in) sb 6.00 Bolts: Number of locations, each saddle NL 2.00 Number of anchor bolts per location Ne 1.00 Diameter of anchor bolt (in) d 0.75 Loading: SSE Floor reponse spectra at 4% damping 1
(2) Anchor Bolt Allowables (From GIF Section 4.4 and Appendix C Table C.3-1)
Allowables for .75" Cast-in-Place Bolts (Mark D60 type 4 from SC-423-032) 1 (edge distances from SC-422-043 are minimum in transverse direction) l Actual Embedment = 7.50 Allowable = 7.50 in See Note 2 I Actual Spacing = 6.00 Allowable = 9.50 in l Actual Edge Distance = 4.00 Allowable = 6.63 in l Pnom = 15.03 ksi Vnom = 7.51 ksi RLp = 1.00 embedment red. factor RLs = 1.00 ,
RSp = 0.86 spacing red. factor RSs = 1.00 rep = 0.84 edge distance red. factor REs = 0.37 RFp = 0.93 for fc=3000 psi concrete RFs = 0.93 RCp = 1.00 cracked concrete red. fact. RCs = 1.00 Pu' = Pnom (RLp)(RSp)(rep)(RFp)(RCp) = 10.05 Kip Vu' = Vnom (RLs)(RSs)(REs)(RFs)(RCs) = 2.59 Kip (3) Seismic Demand The seismic loading is the 4% damped SSE spectra for the Auxiliary Building at 119' which ,
is determined in FPC calculation S-94-0011, " Seismic Verification of Tanke - SQUG l Methodology", Rev. O,1/19/94. From calculation S-94-0011 pages 27 and 28:
OBE FRS Peak (4% damping) = 0.353 g OBE FRS ZPA (4% damping) = 0.050 g Assume Seal Cooler is flexible in transverse direction, therefore take 4% SSE SPA as demand (SSE SPA = 2 times OBE SPA), or:
Sh = Horizontal 4% SSE SPA = 0.706 g Sv = Vertical 4% SSE SPA (2/3 Horiz.) = 0.471 g NOTES (1) Minimum Thickness Calculation: (P)*(Do? + t-add = 0.112, use 0.125' 2 * ( sm + y
- P )
P = 200 psi, Sm = 20000 psi, y = 0.4 and additional thickness, t-add, = 1/16')
he actual embedmont for 3/4' diameter D60 type 4 anchor bolts (2) is at least 18', however, the minimum from the GIP Table assumedC.3-1 is(from drawing for simplicity. SC MUHE-2B Pace 2 of s
O& Shoos eo FPC - Crystal River Unit 3 Seismic Verification of Tanks nev sy cate chk d sy Date _
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u/ze/6 pag 1/12/L l l Horizontal Heat Exchanger I (4) Determine Total Weicht The weight of the seal cooler is determined by assuming that the weight density of the i heavisst heat exchanger from Table 7.6 of the Florida Power Plant Specific Procedure for " Seismic Verification of Nuclear Plant Equipment", Rev. 1,9/12/94 is applicable. This weight density is then multiplied by the seal cooler volume:
W = ( G am) * ( Volume ) = ( 180 lb/ft^ 3 ) * ( Volume ) = l (G am ) * [(D / 2) ^ 2 * (n) * (L)] = 1750.78 lb !
Conservatiively take W = 2000.00 lb i
- (5) Calculate Overturnina due to Transverse Loadina i Worst case overturning will be for horizontal earthquake acting transverse; i.e., resisted l by the anchor bolt with 6 in center to center spacing. '
Let F1 and F2 each represent vertical force in anchor bolts at each side of the saddle base plate (see Figure on next page). Thus, F1 is the upward force resisting overturning and F2 is the force assisting overturning:
(a) Sum forces vertical:
F1 + F2 = ( W) * ( 1.0 - Sv ) = 1058.67 lb (b) Sum moment about base plate edge (see Figure on page 4):
( F2
- a2 ) + ( F1
- a1 ) + ( Sh
- Hcg
- W) = ( W) * ( 1 - Sv ) * ( hb/2 )
where a1 = ( hb - sb ) / 2 = 0.50 in a2 = ( sb ) + (hb - sb ) / 2 = 6.50 in (c) Solve equation (a) for F1, substitute into (b) and solve for F2:
F1 = ( W ) * ( 1.0 - Sv ) - ( F2 ) = ( WV ) - ( F2 )
F2 = { ( W) * [ ( 1 - Sv ) * ( hb/2 ) - ( Sh
- Heg ) ) -
[ ( W) * ( 1.0 - Sv ) * ( a1 ) ] } / ( a2 - a1) therefore, F2 = -1235.67 lb F1 = 2294.33 lb (d) Determine anchor bolt pullout forces:
Each force (F1 and F2) represent two of the heat exchanger anchor bolts.
The maximum and minimum anchor bolt forces are therefore:
P max = 1147.16 lb
.P min = -617.83 lb Since negative anchorage forces represent bolt pullout, only the minimum force needs to be considered. That is, P = 617.83 lb (e) Determine anchor bolt shear forces:
Total shear = ( W) * ( SSE Horiz. ) = 1412.00 lb Bolt shear = ( Total shear ) / ( 4 bolts ) = V = 353.00 lb MUHE-28 Page 3 of 5
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i FPC - Crystal River Unit 3 i Seismic Verification of Tanks Rev' By Date Chk'd By 'Date o R tt/zr/K % \/*1, /4L l Calculation For: !
l Horizontal Heat Exchanger i (G) Fiaure 1: Calculation aeometry l l
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'B i Section B B F, F, (7) Evaluate Anchorage Allowable > Maximum?
Maximum anchor bolt pullout 10050.09 lb 617.83 lb OK Maximum anchor bolt shear 2590.81 lb 353.00 lb OK Interaction: The interaction curves for cast-in-place bolts are taken from Section ,
C.3.7 and Figure C.3-2 of the GlP. Since the GlP anchorage criteria for cast-in-place bolts and headed studs ensure that failure does not occur in concrete, the interaction formulation for steel failure is recommended:
for 0.0 < N/Va) < 0.3, (P/Pa) < 1 for 0.3 < (V/Va) < 1.0, 0.7 x (P/Pa) + (VNa) < 1 therefore, since (VNa)
= 0.136 (P/Pa)
= 0.061 < 1 OK (8)
Confirm Stresses in the Saddle are Acceptable The saddle and stiffners are only about 2.5" deep (between the Saddle pad and top of the plinth). Bending of the stiffened saddle is adequate by inspection.
For shear the anchorage has been determined as adequate and the amount of shear area in the stiffened saddles is much greater than the area of the anchor bolts (2 3/4" anchor bolts per plinth) and is therefore also adequate.
CONCLUSION The Seal Coolers under evaluation:
l MUHE-2A l l MUHE-2B l are acceptable since anchorage capacity greatly exceeds demand.
MUHE-2B Page 4 of 5 m _ _ -
- DLo -COS un. O
! FPC - Crystal River Unit 3
- Seismic Verification of Tanks Rev By .Date Chk'd By Date O M ///2rk/ % Vq/4G,
, Calculation For:
l l Horizontal Heat Exchanger l FLORIDA PC.WER CORPORATION m3 '
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9 glorida coond oocw va ova ,w ,o,.,.o DESIGN ANALYSIS / CALCULATION Crystal River Unit 3 S96-0013 P*9*
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Attachment "K" Make-Up Tank l
Six Pages Total
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0 W $/3//ff Pd( 12A3/45 {
j i l Vertical Tank on 4 Legs l i
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1 Equip. ID: MUT-1 Equipment
Description:
Building: AUXILIARY Elevation: 119 _ MAKE-UP TANK Rm Row / Col: 302 / L Also Applicable for:
I I Vertical Tank on 4 Legs:
Drawing: M-6057 (Babcock & Wilcox) & SK-7848-1 Anch. Drw.: SC-421-110, SC-412-111, SC-422-043, SC-423-027 Vendor: Babcock & Wilcox Model: ASME Section lil Dished Head Methodoloav Tank MUT-1 is not a flat bottomed vertical tank so the SOUG methodology given in Section 7 of the Florida Power PSP " Seismic Verification of Nuclear Plant Equipment", Rev. 1,9/12/94, is not applicable. MUT-1 is supported by 4 legs (6" x 6" x 1/2" angle 5'-11" long welded to an 8" x 8" x 1" base plate) spaced at 90% around the perimeter. Each leg is anchored to a reinforced concrete plinth (12" x 12" x 5" high) by one 1" diameter cast-in-place bolt.
Since anchorage is the critical element, calculation focuses on anchorage.
Dimensions Dimensions are obtained from the referenced drawings Tank: Outside Diameter (in) D 96.00 l Overall Height (in) H 161.00 l Thickness of tank shell(in) ts 0.438 See Note 1 l Thickness of tank head (top / bottom) (in) th 0.438 See Note 1 Weight density steel (Ibf/in ^ 3) W st 0.2840 Weight density fluid (Ibf/in ^ 3) W fi 0.0361 Height of shell portion (in) h: 123.00 Height of heads (top & bottom) (in) hh 19.00 Nominal Height of water (in) hw 123.00 Assume height orsnen Anchorage: Cast-in-Place Bolts, type D-53 (see SC-423-027) '
Diameter Anchor Bolt (in) bd 1.000 Number anchor bolt total Nb 4.00 Number bolt per leg Nieg 1.00 Bolt Embedment (in. ) (type D-53 has Lb 10.00 to x out. oiam.
an embedment > 10 x 0.D.)
Bolt Spacing (center to center) (in) Sb 68.00 Bolt Edge Distance (in) Eb > 8.75 See Note 2 Concrete strength (psi) f' c 3000.00 Base Plate: Thickness base plate each leg (in) t bp 1.00 Side Dimensions (square,in) Ibp 8.00 Pace 1 of 5
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FPC - Crystal Rivar Unit 3 Seismic Verification of Tanks sev sy, . o,te chk d ay - cate Calculation For: '
l Vertical Tank on 4 Legs l Calculation (1) Weight The tank weight consists of the shell portion, the top and bottom heads, and the leg attachments (4 leg angles, a steel attachment ring, cross bracing, etc.).
The tank is conservatively assumed to be cylindrical with top and bottom circular disks. The calculated weight uses an estimated thickness (see Note 1) to further overestimate weight to account for legs and miscellaneous steel.
W tank = W shell + 2 (W head) + W contents =
W shell = (pi) (D) (hs) (ts) (Wst) = 4609lb W head = 2 (pi) (th) [(D) (hh) + (D/2) ^2] (Wst) = 3223 lb W contents = . (pi) (D/2) ^ 2 (hw) (W fl) = 32140 lb l Calculated W tank = 39972 lb Use as W tank = 40000 lb (2)C.G. The bottom of the tank is 16.5 in above the anchorage. The C.G. ;
is calculated from the anchorage base-plate as: l Tank cg = (W Steel) (H/2) + (W water) (hw/2) 65.22 in (W tank)
C. G. = ( Tank cg ) + ( dist. to bottom ) = 81.72 in i
(3) Loading To determine the Seismic Demand use Auxiliary Building Elevation 119' SSE floor reponse spectra at 4% damping. These spectra are determined in FPC calculation S-94-0011, " Seismic Verification of Tanks - SOUG Methodology", Rev 0,1/19/94. From S-94-0011 pages 27 and 28:
OBE FRS Peak (4% damping) = 0.353 g OBE FRS ZPA (4% damping) '= 0.05 g Conservatively assume tank is flexible and use peak spectral acceleration.
For 4% SSE FRS peak use 2 times OBE Peak, therefore:
Horizontal 4% SSE Peak = 0.71 g i Vertical 4% SSE Peak (2/3 Horiz.) = 0.47 g !
(4) Overturning Worst case will be for horizontal earthquake at 45 degrees to tank legs.
Therefore determine overturning for horizontal along 45 deg to legs and vertical earthquake acting upward (assisting overturning).
Let F1 and F2 each represent vertical force in two legs (see Figure on next page); i.e., F1 is the upward force resisting overturning and F2 is the force sssisting overturning:
Pace 2 of s
@c nea ao l FPC - Crystal Rivar Unit 3 :
Seismic Verification of Tanks a.v sy , ca.t. chk d By - c ate Calculation For:
l Vertical Tank on 4 Legs l D j Overturning (Continued) lI
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from drawing SC-422-043 = 2'-10" = 34.00 in (b) Sum Forces vertical:
F1 + F2 = (W tank) (1.0 - SSE vert) =
F1 + F2 = 40000 * (1-SSEv) = 21173 lb (c) Sum Moments about Z:
F1 (Arm) = F2 (Arm) + (W tank) (SSE hor) (cg) =
F1 - F2 = (W tank) (SSE hor) (cg) / (Arm) = 67878 lb (d) Solve equations (c) and (b) for F1:
F1 + ( F1 - 67878 ) = 21173 lb !
F1 = 44526 lb !
F2 = -23352 lb (e) Determine anchor bolt pullout forces:
Each force (F1 and F2) represents two of the tank legs and each leg has one 1" diameter anchor bolt. The maximum and minimum forces are:
Max. anchorage vertical force (F1/2) = 22263 lb Min. anchorage vertical force (F2/2) = -11676 lb Since negative anchorage forces represent bolt pullout, only the minimum force needs to be considered for this tank. Pu = 11676 lb (f) Determine anchor bolt shear forces:
J Total shear = ( W tank ) ( SSE Horiz. ) = 28240 lb Bolt shear = ( Total shear) / ( 4 bolts ) = Vu = 7060 lb
@k,8 % ea:s o.o FPC - Crystal Rivar Unit 3 Seismic Verification of Tanks sev sy .Da,te . Chk d By Date Calculation For:
l Vertical Tank on 4 Legs l (5) Anchor Bolt Allowables (From GIP Section 4.4 and Appendix C)
Allowables for 1" Cast-in-Place Bolts (Type D-53 from SC-423-027)
Pnom = 26.69 ksi Vnom = 13.35 ksi RLp = 1.00 embedment red. factor RLs = 1.00 RSp = 1.00 spacing red. factor RSs = 1.00 rep = 1.00 edge distance red. factor REs = 1.00 (See Note 2)
RFp = 0.93 for fc=3000 psi concrete RFs = 0.93 RCp = 1.00 cracked concrete red. fact. RCs = 1.00 Pu' = Pnom (RLp) (RSp) (rep) (RFp) (RCp) = 24.71 Kip (See Note 2)
Vu' = Vnom (RLs) (RSs) (REs) (RFs) (RCs) = 12.36 Kip (See Note 2)
(6) Evaluate Anchorage Allowable > Maximum?
Maximum anchor bolt pullout 24710 lb 11676 lb OK Maximum anchor bolt shear 12360 lb 7060 lb OK Interaction: The interaction curves for cast-in-place bolts are taken from Section C.3.7 and Figure C.3-2 of the GIP. Since the GIP anchorage criteria for cast-in-place bolts and headed studs ensure that failure does not occur in concrete, the interaction formulation for steel failure is recommended:
for 0.0 < (V/Va) < 0.3, (P/Pa) <1 for 0.3 < (V/Va) < 1.0, 0.7 x (P/Pa) + (V/Va) < 1 therefore, since (V/Va) = 0.57 0.7 x (P/Pa) + (V/Va) = 0.90 OK CONCLUSION The tank (s) under evaluation:
l MUT-1 l is/are acceptable.
NOTES:
(1) The specified minimum thickness given on the drawing (M-6057) is not legible. A value of 7/16'is assumed for the shell and head thicknesses. A minimum thickness calculation using the ASME formula:
tm = (P D} / [2(Sm + yP)] + a where P = internal design pressure (psi)
D = outside diameter (in)
'Sm = allowable stress intensity (psi) y = 0.4 a = additionalthickness (corrosion,etc.) (in) yields a thickness of about 0.365* (with P = 100 and a = 1/8'). Since these values are only used to determine the weight of the tank,7/16* is a conservative estimation.
(2) The reinforced plinth is 5' high (see drawing SC-422-043). The minimum embedment for the D-53 type 4 cast-in-place bolt (see SC-423-027) is (L - T - G - bt - 1' = 23' - 2.5* .5* - 1' - 1" = 18'). Therefore, even if the plinth is ignored, the remaining embedment exceeds the Emin (18' - 5' = 13' > 10'). and the edge reduction factor can be takea as 1.0 (i.e., ignore the plinth edge).
Paae 4 of 5
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- n-- -- , - , - - - - - - , _ - , - - - - , -, . - -u -,
i glorida DESIGN ANALYSIS / CALCULATION ~
I coa 9Er'd Crystal River Unit 3 Page I of 5 OOCUMENT OENIflCATON NO REVISION
- j. S96-0013 0
- 1 i
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Attachment "L" l Spent Fuel Coolant Demineralizer Six Pages Total w . v. a v.- n ,,. u n,~-4
$ c S A l,- o o t 3 re t O i FPC - Crystal Rivsr Unit 3 Seismic Verification of Tanks nov sy, . Date Chk'd By -
Date 1
0 7)bX IDBMf PrH l't/n /45 '
Calculation For:
{ l Vertical Tank on 4 Legs I l Equip. ID: SFDM-1 Equipment
Description:
Building: AUXILIARY Elevation: 119 SPENT FUEL COOLANT DEMINERAllZER Rm Row / Col: 302 / J 4
Also Applicable for:
I l j Vertical Tank on 4 Legs Drawing: 40-45 00106 (FPC M001160) 1 Anch. Drw.: SC-421-110, SC-412-111, SC-422-043, SC-423-027 l Vendor: Babcock & Wilcox l Model:
Methodoloav Tank SFDM-1 is not a flat bottomed vertical tank so the SQUG methodology given in Section 7 of the Florida Power PSP " Seismic Verification of Nuclear Plc1 Equipment", Rev. 1,9/12/94, is not applicable. SFDM-1 is supported by 4 legs (3' Sch 40 pipe welded to a 7-1/4" diameter x 1/4" circular base plate) spaced at 90% around the perimeter. Since the tank anchorage is the critical element, this calculation will focus on the anchorage.
Dimensions Dimensions are obtained from the referenced drawings Tank: Outside Diameter (in) D 36.00 Overall Height (in) H 195.00 Thickness of tank shell(in) t: 0.313 s/16 drawing Thickness of tank head (top / bottom) (in) th 0.313 s/16' assumed Weight density steel (Ibf/in ^3) W st 0.2840 Weight density fluid (Ibf/in ^3) W ft 0.0361 Height of shell portion (in) h: 48.00 Height of heads (top & bottom) (in) hh 7.88 Nominal Height of water (in) hw 74.00 Anchorage: Cast-in-Place Bolts, type D-53 (see SC-423-027)
Diameter Anchor Bolt (in) bd 1.000 Number anchor bolt total Nb 8.00 Number bolt per leg Nieg 2.00 Bolt Embedment (in. ) (type D-53 has
- Lb 10.00 10 x out. Diam.
an embedment > 10 x O.D.)
Bolt Spacing (center to center) (in) Sb 6.00 Bolt Edge Distance (in) Eb 6.00 Concrete strength (psi) f' c 3000.00 Base Plate: Thickness base plate each leg (in) t bp 0.25 Side Dimensions (circ. diam., in) Ibp 7.25 SFDM-1 Pace 1 of 5
hCs 9b -COS ax.C)
FPC - Crystal Rivar Unit 3 Seismic Verification of Tanks Rev By . Date . Chk'd By ~ Date Calculation For:
[ Vertical Tank on 4 Legs l Calculation (1) Weight The tank weight consists of the shell portion and the top and bottom heads.
The tank is conservatively assumed to be cylindrical with top and bottom circular disks:
W tank = W shell + 2 (W head) + W contents =
W shell = (pi) (D) (hs) (ts) (Wst) = 482lb W head = 2 (pi) (th) [(D) (hh) + (D/2) ^ 2] (Wst) = 339 lb W contents = (pi) (D/2)^2 (hw) (Wft) = 2719 lb W tank = 3540 lb (2)C.G. The bottom of the tank is 14.125 in above the anchorage. The C.G.
is calculated from the anchorage base-plate as:
Tank cg = (W Steel) (H/2) + (W water) (hw/21 51.02 in , K...
(W tank) ,
C.G. = ( Tank cg ) + ( dist. to bottom ) = 65.15 in 3 (3) Loading To determine the Seismic Demand use Auxiliary Building Elevation 119' SSE floor reponse spectra at 4% damping. These spectra are determined in FPC calculation S-94-0011, " Seismic Verification of Tanks - SOUG Methodology", Rev. O,1/19/94. From S-94-0011 pages 27 and 28:
OBE FRS Peak (4% damping) = 0.353 g OBE FRS ZPA (4% damping) = 0.05 g Conservatively assume tank is flexible and use peak spectral acceleration.
For 4% SSE FRS peak use 2 times OBE Peak, therefore:
Horizontal 4% SSE Peak = 0.71 g Vertical '% SSE Peak (2/3 Horiz.) = 0.47 g (4) Overturning Worst case will be for horizontal earthquake at 45 degrees to tank legs.
Therefore determine overturning for horizontal along 45 deg to legs and vertical earthquake acting upward (assisting overturning).
Let F1 and F2 each represent vertical force in two legs (see Figure on next page); i.e., F1 is the upward force resisting overturning and F2 is the force assisting overturning:
SFDM-1 Paae 2 of 5
_ _ _ - - - - - -_--- - - , - , - - - s-w--- 'au-m0-emaNA-A esL-- A *Aw'd--r -@d =4***E - 0' }' * """" #^ M "^A-~' * ~'"A^L'"~ ^' " ' "'L ' ~
1 i
i ATTACHMENT 6 i
I l
4 l FLORIDA POWER CORPORATION
! CRYSTAL RIVER UNIT 3
! DOCKET NUMBER 50-302/ LICENSE NUMBER DPR-72 LISTS OF DEFINITIONS USED IN EQUIPMENT ID NUMBERS UNRESOLVED SAFETY ISSUED A-46
p (m n R E PORlNO . 01 F L0R I OA P O w [N COR PQR A T I ON 03/T3/97 NECODES REPORT OF ALL CODES USED BY LMIS CODE TVPE - MAJOR SEQUENCE INDIVIDUAL CODE - MINOR SEQUENCE seeeeeeeeee....eeeeeeeeeeeeeeeeeeee+eseeeeee....eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee....
CODE DESCR1PTION CMIS-TBL -15 INSTRUMENT SNMBOL e oe oe oee ose ee eeeoe o e eee e o eee e o e oe e o e * **eeeo eseo e ee e oeoe oeoeeeeeo e e oese ea eeoe se++ eoe ee e oeseoeeeeeee oeeoeoeee**** e*****o eeseoeesesese AC ANALYZER CONTROLLER ACT ACTUATOR AD NOT VALIO (SLE "ASV")
Al ANALYlEH INDICAION (SEE ALSO "RI")
AL NOT VALID (SEE "ASV")
AM NOT VAtID (SEE "II" OR "5C")
AR ANAlv2ER RECORDER, AUXILIARY RELAY. AIR RESERVOIR A5 ANALvZEH SWITCH ASV AIR SwlTCHING VALVE AT ANALYZEH IRANbMITIER ATR ANALOG TREND RECORDER AY ANALvZER SIGNAL CONDITIONER BE NOT vat ID (SEE "RE")
BI NOT VALID (SEE "RI")
C NOT VALID (SEE "PC")
CD COMuuSTION DETECTOR CE lot 4DUC I I V I T v ELEMENT CH SAMPLER (NOT A VALID SUFFIX)
CI CONDUCTIVITY INDICATOR CIR CONDUCTIVITV INDICATING RECORDER CIT CONDUCTIVITY INDICATING TRANSMITTER COM CAHBON MONOAIDE MON! TOR CR CONDUCTIVITY HLCORDER CS Cor4DUCTIVITV. SWITCH CT CONDutT1VITV THANSMITTER CV CONDUCT!VITy SIGNAL CONDITIONER D t<0 T vat.!D (5LE "RE")
DA DENNITV, MASS, SPECIFIC GRAVITV ALARM DC DENSITY, MASS, SPEC. GRAV. CONTROLLER DE DENSITV, MASS, SPEC. GRAV. ELEMENT D1 DENSITY. MASS, SPEC. bHAV. INDICATOR DPI DIFFEHENTIAL PHE55URE INDICATOR DPIC DIFFERENTIAL PHE55URE INDICATOR CONTROLLER DPIS OttFfHENTIAL l'kf55UHE INDICATOR SWITCH DPS Dif FEHENTI AL PHESSURE SWITCH DPT DIFFERENTIAL PHE550RE TRANSMITTER OR DENSITV, MAbb. 5PECIFIC GRAVITY RECORDER DS DLH5ITw. MASS. SPLCIFIC GRAVITY SwlTCH DT DLt45tiv , MA55, SPECIFIC GNAVITY TRANSMITTER DTI DIFFtHtNllAl IfMPLRATURE INDICATOR DTT DIF FtHE NII At itMPEHATURE TRANSMITTER DV DENSilV, MA55, SPECIFIC GRAV. SIG. CONDITIONER E/I VOL Taut / CUHRt N i CONVERTER E/P LLEtTRIC/PNLUMAllC CONVERTER E/PH VOL1ALL TO PHA5E EB VOLTALL BUFFLR EC VOLIAGE CONIHUtLiH EE VOLTAGL PRIMARY ELEMENT EH NOI VALID (blL "ZS")
El VOtlAut INDICATOR LIR VOL!AGL INDICA 11NG RECORDER ER VO'. I A GE RF(ORDER OR RELAY ETM NOT VALID (51E "KI") l EY VOLTAGE SIGNAL CONDITIONER F Fit It R 1
p ( s REPORT NO. 01 F L OR I DA POW ER COH P OR A T I O N 03/13/97 NECODES REPORT OF ALL CODES USED BY CMIS CODE TYPE - APAJ OR SEQUENCE INDIVIDUAL CODE - MINOR SEQUENCE eseeeeeeeseseeseeeoeseoee.eee.... .eeoeseesseeseeeseeesesseee,seesee eoeeeese....eeesesee..eesee,eseoeeseeeseeseeeeeseoeseeseeeseese CODE DESCRIPTION CMIS-TSL-I5 INSTRUMENT SYMBOL eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee.
FA FLOW ANALYZER FC FLOn CON 1 ROL L EH FCv FLOW CONTROL VALVE FE FLOW ELEMENI FFD NOT VALID (SEE "FS")
FG FLOW GLASS FI FLOW INDICA 10R FIC FLOW INDICATOR CONTROLLER FIR FLOW INDICATOH RECORDER FIS FLOW INDICATOR SWITCH FIT FLOW INDICATOR TRANSMITTER FK CONTROL STATION FL FUSIBLE LINK FM NOT VALID (SLL "FY")
FO FLOW ORIFICE FQC FLOW TOTALIZER CONTROLLER FQI FLOW TOTALIZER INDICATOR FOIS FLOW TOTALIZER INDICATOR SWITCH FQS FLOW TOTALIZER SWITCH FQV FLOW TOTALIZER SIGNAL CONDITIONER FR FLOW RECORDER OR FILTER REGULATOR FRC FLOW HECORDING CONTROLLER FS FLOW SWITCH FT FLOW THANSMlllER FU NOT V AL IO (SEE "FY")
FX FLOW TAP (SEE ALSO "FI" OR "FQY")
FY FLOW SIGNAL CONDITIONER Fvt NOT VALID (SEE " FIT")
FZ NOT VALID (SEE "FQv")
FZS NOT VALID (SEE " FOS")
GI NOT VALID (SEE "RI")
GT NOT VALIO (SEE "AS")
HA NOT VALIO (SEE "HC")
HC HAND CONTROL HE NOT VALIO ( S t' E "ME")
HI NOT VALID (SEE "MI")
HIC HAND INDICATOR LONTROL HS HAND SWITCH HT NOT VALIO (SEE *MT")
HZS NOT VALIO (SLE "AS")
I/A NOT VALID (SCE "I/P")
I/E CURRENT / VOLTAGE CONVERTER I/P CUNREN1/ PNEUMATIC CONVERTER 18 CURRENT DUF F LH IC CURREN1 CONIHOL IE CUHRENI ELEMENT (TRANSDUCER)
II CURRENT INDICATOR IIR CURRENT INDICATING RECORDER IR CURRENT RECORDER OH RELAY JA WATT, POWER ALARM JC WATT, POWEH LONTRULLLR JE wAT1, P0wl F : t iMENT (TRANSDUCER)
JI WATT. POWEH INDICATOR JIR WATT. POwEH IHOICATING RECORDER JR WATT, PowFR HECORDER 2 E
_ . _ _ _ _ _ _ _ _ _ ____._._____m___ _ _ _ . _ . _ . . _ _ _ _ _ . . _ . _ . . _ _ _ _ _ _ _ - _ _ _ _ _ . . _ . _ _ . _ . _ = _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ . _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ .
- g *g N..s REPORT NO.'01. F L 0 R'I DA POwE R - COR POR A T I ON 03/13/97 NECODES REPORT OF ALL CODES USED BY CMIS CODE TYPE - MAJOR SEQUENCE INDIVIDUAL CODE - MINOR SEQUENCE
............ e..................e.....o............o......e...............................o.........................................
CODE DESCRIPTION CMIS-TBL-IS INSTRUMENT SYMBOL eeeee.eeeee.e.eeeeeeeeeeeeeees.eeesseeseee..eee.eeeeeeeeeeeeeeeeeeeeeesseeseeee.eeeeeeeeeeee.eeeeseseeeeeee.ee.eeeeeeee.eeeeeeee.see JX WATT POWER SUPPLV.
JY WATT., POWER SIGNAL CONDITIONER ME NOT VALID (SEE "SE")
MI TIME INDICATOR (SEE ALSO "ZI")
MIR NOT VALID (SEE "SE") '
MIS TIME INDICATOR SWITCH MR TIME RECORDER .
MS TIME SWITCH (SEE ALSO "ZS") i MT TIME TRANSMITTER (SEE ALSO "ZT*)
MY TIME DELAY RELAY OR SIGNAL CONDITIONER
- LA . LEVEL ANALYZER [
LC LEVEL CONTROLLER -'
i LCB NOT VALID (SEE "LS") '
LCI/P NOT VALID (SEE *I/P")
4 LD NOT VALID (SEE *PE").
LE ELLMENT, LEVEL LG LEVEL GLASS ,
LI LEVEL INDICATOR .[
LIC LEVEL INDICATING CONTROLLER LIR - LEVEL INDICATING RECORDER LIS LEVEL INDICATING SWITCH LIT LEVEL INDICATING TRANSMITTER ^ i LM NOT VAtID (SEE "LY") '
LOC LEVEt TOTALIZER CONTROLLER LQI LEVEL TOTALIZER INDICATOR. '
LQS LEVEL TOTALIZER SWITCH }
LQY LEVEL TOTALIZER SIGNAL CONDITIONER LR LEVEL RECORDER
- LS LEVEL SWITCH l LT LEVEL TRANSMITTER !
LU NOT VALID (SEE'"LY") l LX LEVEL TAP
- LY LEVEL SIGNAL CONDITIONER MAT NOT VALID (SEE "SE")
MC CONTROL STATION i MCS MASTER CONTROL STATION ,
ME MOISTURE OR HUMIDITY ELEMENT (SEE ALSO "SE")
MEI NOT' VALID (StE "SI)
MI MOISTUHE OR HUMIDITY INDICATOR (SEE ALSO "SI") '
MIS NOT VALID (SEE "SA") ^
4 MR MOISTURE OR HUMIDITY RECORDER (SEE ALSO "$R")
MS NOT VALIO (SLE "HC")
MT MOI 510HE OR HUMIDITY THANSMITTER (SEE ALSO "ST")
MV/V MILLI VOLT /v0LT-CONVERTER ~ !
My MOISTURE OH HUMIDITY SIGNAL CONDITIONER (SEE ALSO "SY") :
NE NOT VAllD (SEE "RE")
NI i
NOT VALID (SCE'"RI")
OA OXYGEN ANAlvZEk OI i' OHM OR OXYGEN INDICATOR OM NOT VALIO (5EL "OA" OR *0I")-
OS OMVGEN SENSOR -
OY OxvGEN SIGNAL CONDITIONER O25 Nut VALID (set "O1" OR *AS")
P/E PNEUMATIC /EttCTRICAL-CONVERTER 3 -
PC PHES>UHt OR VACUUM CONTROLLER i
t;
m ,
/T
\ (y /) )
REPOW -)0.01 5
F L0R I D A P O W l'R C OR P OR A T I ON 03/13/97
/
NECODES REPORT OF ALL CODES USED BY CMIS CODE TVPE - MAJOR SEQUENCE eeeeeeeeeeeeeeeeeee.....ooseeeee. ....ee.... INDIVIDUAL CODE - MINOR SEQUENCE eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee...seseeeeeeeeeeeeeeeeeeeessesseeeeeeeeeee++eseeee.. .
CODE DESCRIPTION CMIS-TBL-IS INSTRUMENT SVMSOL eesseeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeesseeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeees PD NOT VALID (SEE "Pv")
PE PRE 55URE OR VACUUM ELEMENT PI PR 55URE OR VACUUM INDICATOR PIC PRES 5URE OR VACUUM INDICATING CONTROLLER PIR PRESSURE OR VACUUM INDICATING RECORDER PIS PRESSURE OF VACUUM INDICATION SWITCH PIT PRESSURE OF VACUUM INDICATING TRANSMITTER PL5 NOT VALID (SEL "DPIS")
POS PILOT POSITIONER PQ NOT VALID (SEE "JX")
PR PRES 5URE OR VACUUM RECORDER PRV PRES 5URE OR RELIEF VALVE PS PRES 5URE OR VACUUM SWITCH (SEE ALSO "JX")
P5M NOT VALID (SEE "JA")
PT PRESSURE OR VACUUM TRAN5MITTER Px PRES %URE OR VACUUM TAP PV PRESSURE OR VACUUM SIGNAL CONDITIONER PZ NOT VALID (SEE "JX")
R NOT VAtID (SEE "PC")
RA RADI A TION ANALYZER OR ALARM RC R ADI A1IOt4 CONTROLLER RE RADIATION ELEMENT RI RADIATION INDICATOR RIR RADIATION INDICATING RECORDER RR NOT VALID (SEE "Pv")
RT RADIATION TRAN5MITTER RY RADIATION SIGNAL CONDITIONER SA SPEED, FREQUENCV. ACCELEROMETER ALARM SC SPEED OR FREQUENCY CONTROLLER SE SPD, FREQ, ACCELEROMETER ELEMENT SG NOT VALIO ($EE "LG")
SI SPD. FREQ. ACCLLEROMETER INDICATOR SIR SDEED, FREQUENCY, ACCEL INDICATING RECORDER SL NOT vALIO (5Lt "LI")
SPC NOT VALID (SEE "PC")
SQ NOT VALID (SEE "Fv")
SR SPEED. FRLQUENCY. ACCEL RECORDER 55 SPEED, rREQULNCY, ACCEL SWITCH ST SPEED. FRLQUENCY, ACCEL TRANSMITTER SU NOT VALID (SEE "Pv" OR "FY")
SV SOLENOID VALVE SW NOT VALID (5EE "HC")
SV SPEED. FRtOUENCY, ACCEL SIGNAL CONDITIONER TA TEMPERATURE ANALvZER OR ALARM I
TC TEMPERATURE CONTROLLER TE TEMPERAIURL ELEMENT TI TEMPERATURE INDICATOR TIR IEMPERATURE INO!CATING RECORDER TM NOT VAL ID (SEE "TY")
TR TEMPERATURE RECORDER T5 TEMPERATURE SWITCH TT TEMPERATURE TRANSMITTER TT5 TEMPERATURE TRANSMITTING SWITCH TU NOT VAtID (5tE "TV")
TX TEMPERATURE TEST WELL 4
'}
\
REPORT >NO. 01 F L 0R I D A v
P OW E R CO H P OH A T I ON 03/13/97 v
NECODES REPORT OF ALL CODES USED BY LMIS CODE TVPE - MAJOR SEQUENCE INDIVIDUAL CODE - MINOR SEQUENCE eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeoseeeeeeeeeeeeeeeeeeeeeee CODE DESCRIPTION CMIS-TBL-IS INSTRUMENT SYMBOL eseeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeooseseeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeees TY TEMPERATURE SIGNAL CONDITIONER UL NOT VALID (SEE "KY")
VA VISCOSITY ANALYZER (SEE ALSO "ACT")
VARC VAR CONTROLtLR VARE VAR FLFMENT VARI VAR INDICATOR VARIR VAR INDICATING RECORDER V%RR VAR RECORDER VARS VAR Sw1TCH VARY VAR SIGNAL CONDITIONER VDC NOT VALID (SLE "JX")
VE VISCOSITY ELEMENT VI VISCOSITY INDICATOR VM NOT VALID (SLE "EI")
VR VISCOSIrv RECORDER (SEE ALSO "EIR")
VS VISCOSITV SWITCH VT VISCOSITY TRANSMITTER VV VISCOSITY SIGNAL CONDITIONER mM NOT VALID (SLL *JI")
WR NOl VALID (SLE "JR")
wT NOT VALID (SEE "JC")
XC COLLIMATOR 2C POSITION CONTROLLER ZI POSITION INDICA 10R ZIR POSITION INDICATING RECORDER ZR POSITION RECORDER ZS POSITION (LIMIT) SWITCH ZT POSITION TRANSMITTER ZY POSITION SIGNAL CONDITIONER 5
w.,
CEPORT NO. 01 F L0R I DA POWER COR PORAT ION D3/13/97 NECODES REPORT OF ALL CODES UStD BY C=IS CODE TYPE - MAJOH SEQUENLE INDIVIDUAL CODE - MINOR SEQUENCE eeeeeeeeeeeees*woose.oessessessesseeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeesesseeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee CODE DESCRIPTION CMIS-TBL-ES EQUIPMENT SYMBOL eseeeeeeeeeeeeeeeeeeeeeeeeeeeeeesoseeeesesseeeeeesseesssessesseeeeeeeeeeeeeeeeeeeeeeeeeeeeeeesoseeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee. ..
AC ACTIVITY CONTHOLLER AP ALARM PANEL OR ACTIVITY PRINTER AZ ALARM ZONE BA BATTERY BC BATTERY CHARGER BD BUS DUCT CC CON 1HOL CENTER CL CUHHENT LIM 4iING REACTOR CM CONDITION MONITOR CO COMPUIER CP CONTROL PANLL CR CRANE ON BRIDGE D- DAMPER DA ATMOSPetERIC DETECTOR DD DISC DRIVE DG DIESEL GENERATOR DI CHAIN 1 RAP DJ AREA DETECTOH OL LIQUID DETELIUM_
DM DEMINERALIZFR OP DISTRIBUTION PANEL DR DRVEN DS Sw!TCH, OlblONNLCI DT DRAIN, TRAP ED Expt OSI #E5 ut:TELTOR EJ EXPANSION JOINT EL ELEVATOR EN ENCLOSOHE ET Exil TURNbillt EV F V APtsH A TOR F FAN 0 04 ExHAudiER FA FtAME ARRESTOR
FL FILTER. FLAP FO FLOW ORIFICE ,
G SLtlILE GATE GA CA5 ANAtYZFR GD GROuNu DETEt'IOH GV . GOVERNOR H HANGER HE ttEAT EwlHANblH, tUNDENSER. COOLER. DEAERATOR HS ttVDH Aut_ I L SHOs n SUPPRESSOR HT HOIST, LANK (llAL Ote )
HW METAL DETECION IN INourIROt IT INvtHIER L L ibell t *N l l LA ROO t eff M. t ih eN I NOOM LB HOO Cett M. tab LC HOD PHOT. LV6 koou LD CHtu. & HOO s+o l . OFFILt LE SLL. s*a ANI t All LF SEL. Pt_ Af4 l ' J M6*t t LG NULLCAR SAMPI k NOOM
._ _ _ . . _ _ . _ _ _ _ _ _ _ _ _ . _ . _ . . _ _ _ _ __ . _ . . _ _ _ _ _ _ _ . _ _ . . . _ _ _ _ _ _ _ _ _ _ . . _ _ _ _ _ . _ _ _ _ _ . _ _ _ _ _ _ . _ . _ _ _ . . _ _ _ _ _ _ _ _ _ _ . . _ _ _ _ _ _ _ _ _ _ _ _ _ _ . _ _ . _ . _ _ _ _ _ _ _ _ _ _ _ _ . _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ . _ _ . _ _ _ _ _ _ _ . _ _ _ _ . . . _ . _ _ _ .____m
. . _. _ . . . . - .~. . - ., n - ... . . . - . - . . . . . . . . . _ . _ .
- $ ./
REPORT NO. 01 F L0R 1 9A POWER COR P O R A T.I O N 03/13/07 ;
NECODES REPORT OF ALL CODES USED EY Cuts CODE TYPE - MAJOR SEQUENCE INDIVIDUAL CODE - MINOR SEQUENCE eeeeeeeeeeeeeeeeeeeeeeeeeeeeseosoeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeooeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeoseeeeese CODE DESCRIPTION CMIS-TBL-ES EQUIPMENT SYMBOL ,
seeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee......ooesseeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeesesseeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee.
LH C & D SAMPLE AREAS LO LOUVER OPERATOR M MOTOR MA MANIFOLD MS MAP BOARD-MC CENTER, MOTOR CONTROL kD METAL DETECTOR MP MICROPLEX MS MOISTURE SEPARATOR I MM MIXER 00 OVERHEAD DOUR ;
OT OIL TRAP '
P PUMP, COMPRESSOR, VACUUM PUMP, PANEL PF PLATFORM PL PANEL, OR PERIMETER LIGHTlHG PM POWER MONITOR PU LUDE OIL PURIFIER PX 5LCUMIIY FENCE R SEISMIC RESTRAINT OR REHEATER RD CONTHOL ROOS AND DRIVE MECHANISMS 5 RE REACTOR !
RS RUPTURE SEAT DISC ASSEMBLIES RT RECOROLR (TEMPERATURE)
S STRAINER, RESIN TRAP OR SHIELO 58 SAMPLE HOMB SG STEAM GENERA 10R SL SECURITV LIGHTING SM SECORIIY MUL TI PL EXER SH SPRAY NOZZLE SP SEPARATOR SR SAMPLE RACK ST SUPPRESSOR TESTER SW SwlTCH GEAR
+ T TANK, AIR RECEIVER OR RESTRAINT TB TUNBINE DRIVE i TO TEST OEVICE TG TUR81NE GENERATOR TH TRASH HAME i TR TRANSFORMER TS 1 RAVELING S(HEEN TU TUBES U AIR HANDLINte UNIT V VALVES (Att hlNOS)
VC VIDEO CAMERA VD VARIABLE FREQUENCY ORIVE VG VEHICLE GATE VK VIDEO KEvDOARD VM VIDEO MONITOR VP VIDEO PHOCESSOR VT MCT TRANSPONDERS WO WINDOW OPFRATOR '
X MISCELLANEOUS XR RECTIFIER XS MANUAL TRANSFER SWITCH OR AUT IRANSFER SwlTCH 7
i ATTACHMENT 7 l FLORIDA POWER CORPORATION
! CRYSTAL RIVER UNIT 3 i
j DOCKET NUMBER 50-302/ LICENSE NUMBER DPR-72 i
i l FSAR FIGURES 2-35,2-36 & 2-37 4
1 i
UNRESOLVED SAFETY ISSUED A-46 l
I
i 4
i C.3 -
t 1
l 0.25 -
~ .
< eo . Values of Percent of l ,
Critical Damping l .
1 2 i
0 0.2 -
1
! 4>
E .
o%
t w a -
- w -
- u
- o 0.15 -
o.5 %
i
~ gs i Y i e -
i >- _ 2%
! O 0.1 ,
- 5%
e -
4 Ios 0.05
~
f T to%
1 -
4 0 > > > , , ;
i 0 0.2 0.4 0.6 0.8 f.0 i
UNDAMPED PERIOD (sec.)
4 k
' DESIGN ACCELERATION SPECTRA 4
) FIGURE 2-35 1
i i
' /
i i :
e i
i j 0. 6 -
l l
i i .
i
- 0. 5 - VALUES OF PERCENT OF l 1 - .
! so CRITICAL DAJ* PING .
I l
W
~
. =
= - ,
i o 0.4 1
" W !
i * -
05 cm -
W "
J l Ei u
- 0. 3 -
0.5% l i 4
.,,2 1 P) u gg -
! 25 u D. 2 .
~
E
=
j .
NN 55 0.1 -
- iO's
);
N205 l
1 J =
1 0 ' 8 i e r l 0 0. 2 0. 4 0. 6 0. 8 1. 0 l UNDAMPED PERIOD (SEC. )
i i
i l
l j HAXIMUM HYPOTHETICAL 1 ..
ACCELERATION SPECTRA FIGURE 2-36 I
4
?
I i
! I 7 -0%
s \ \ \-\ \ \\ '
-N \ // A/ A /\ ,44 V i N N\ \ \\%N \N/ /V _
/ /IS O.5 %
m) ,
\
A /63(i/ , F1
\ \ \\\N\ X/N / X ,NM , I i .,,
- s \ \ \ \ \\\b//M(f/ MMN. y 2 s 5
\ x \ x \ \\\YN/Y MA,ab d x./ d .s i . \ >wsax / m.,y ,v vs
- N N \
\ NX X X 's N / V N // -
/\ /a l \ \ \ />I)MM M\ //\ fU X / '
10 %
i
- . N \ oW/>AAX\'>X 'AA/ X, x\ \ A'APVX XN$N N '#A4M 2 os NNN M8WVW '6(Z4h0V i ? '
<\h3b(//(,^ */ ' 'd /%
i \
$ /%K1bf//Xff/ 3
= MW/ A/ N8 X/ YX XXFM//A/ N/
- W # V \fY XMXW/K / V 'N y
E a -
,. , @XN
- /X
- N V
KNN W
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l ATTACHMENT 8
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- FLORIDA POWER CORPORATION l
i CRYSTAL RIVER UNIT 3
! DOCKET NUMBER 50-302/ LICENSE NUMBER i DPR-72 l
! l l l l FIGURE 22 OF THE ENVIRONMENTAL AND l j SEISMIC QUALIFICATION MANUAL !
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UNRESOLVED SAFETY ISSUED A-46 i
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r FIGURE 22 CR3 GROUND RESPONSE SPECTRA, HORIZ. OBE DAMPlNG = 0.5%,1%,2%, AND 5% ZPA = .05G 2 i l.
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E/SOPM REVISION 7 t
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