ML20249C524

Rev 2 to Calculation 96C2913-C016, HP & LP Turbine Condenser Anchorage Capacity Evaluations

ML20249C524
Person / Time
Site:	Monticello
Issue date:	04/03/1998
From:	STEVENSON & ASSOCIATES
To:
Shared Package
ML20249C517	List: ML20249C516 ML20249C521 ML20249C522 ML20249C524
References
96C2913-C016, 96C2913-C016-R02, 96C2913-C16, 96C2913-C16-R2, NUDOCS 9806300249
Download: ML20249C524 (18)

Text

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Title:

HP and LP Turbine Condenser Anchorage Capacity Evaluations Project: Monticello Nuclear Generating Plant MSIV Potential Leakage Pathway Evaluation ) l Method: Explained within Acceptance Criteria: Explained within l Remarks: I REVISIONS No. Description By Date Chk. Date App. Date M[ B/vh) //. P. t[81/tj 70 'Y97 0 Initial Issue f yhlg fg gp ~gg ff G W"" l L ^" " Y "" flghg pg) y/;/4g gg) Gj/gg i CALCULATION CONTRACT NO. COVER SHEET 96C2913 Stevenson and Assodates FIGURE 1.3 A 9806300249 900615 PDR ADOCK 05000263 l P PM

JOB NO. 96C2913 Calculation C-016 Sheet / 6 /7 S*A

SUBJECT:

Seismic Capacity of the Rev.2 ,ggsoN IIP And LP Condenser Anchorage gy q 4/,/9g s L'22","***t,, Chkf(f6[y/e/pg i introduction & Summary This calculation evaluates the seismic capacity of the HP and LP Condenser anchorage, equipment ids E-1 A and E-1B. The items are located in the Turbine Building, Elevation 911. The results are for use in evaluation of the MSIV leakage pathway per reference 1. Summary of Findings Consistent with reference 1, upper bound and lower bound anchorage capacities were detennined. The capacities are expressed in terms of allowed lateral acceleration. l Lower Bound Lower bound capacity is governed by shear capacity of guide supports. No credit is given to anchor bolts (bolts are in oversized holes). Allowable lateral acceleration was determined to j be 0.15g. ) l i Upper Bound Upper bound capacity is determined from total shear capacity of anchor bolts. A nominal displacement of %" is required to engage 1.75" diameter anchor bolts. No credit is given to guided supports which may undergo brittle failure prior to anchor bolt engagement. Allowable lateral ) acceleration was determined to be 0.24g. j 2 References i 1. "BWROG Report for increasing MSIV Leakage Rate L imits and Elimination of Leakage ) l Control Systems", prepared by GE Nuclear Energy for BWR Owners Group, NEDC-31858P J Revision 2, September 1993. ] 2. Monticello Nuclear Generating Plant Verification of Seismic Adequacy of Mechanical and Electrical Equipment. Unresolved Safety Issue A-46 (SOUG), November 1995. j l 3. NSP drwgs: NF-36068, Rev. F, NF-36156, NX-8519-21 Rev. L, NX-8519-22 Rev. N; Vendor drwgs DR-127368 Rev. B, (Worthington). 4. " Code Requirements for Nuclear Safety Related Concrete Structures", ACI 349-90, American Concrete Institute. 5. " Manual of Steel Constmetion, Allowable Stress Design",9th Ed., American Institute of Steel Construction. 6. Letter to S&A from NSP,96C2913-LRC-002, " Control Room Dose Reduction, E-96Q015 Grout Sample Test Results SPLM-4234", Aug.14,1997. 7. Moniticello Work Order Record Copy 9704648. 8. J. O'Sullivan (S&A) telecon with D. Zercher (NSP), August 12,1997. 9. EPRI Report NP-5228-SL," Seismic Verification of Nuclear Plant Equipment Anchorage (Revision 1)." Electric Power Research Institute, Palo Alto, CA, prepared by URS/ John A. Blume & Associates, Engineers, June,1991.

i JOB NO. 96C2913 Calculation C-016 Sheet 2. g I7 ) S*A

SUBJECT:

Seismic Capacity of the Rev.2 sTEVENsoN HP And LP Condenser Anchorage ByQod 4///96 & ASSoclATES 'O',*".1;*2g, Chl(.//s.{}V/g/98 1 I l 3 Configuration and Criteria l Confleuration l The configuration of the anchorage is detailed per the reference 3 drawings and is shown on attached sheets. There are two independent anchorage mechanisms l Shear: guide supports made of steel plates welded to embedded plates I Tension: 1.75" cast-in-place bolts in oversize holes l The anchorage configuration allows for thermal expansion of the condensers. Each condenser is a i squat box-like structure with internal stiffening. The condensers are founded at grade. Per NX-8519-l 21, -22, condenser operating weights are E-1 A (HP) 1,799 kips E-1B (LP) 1,895 kips Strength of grout at anchorages is per test results summarized in reference 6. Some surface cracking ofgrout was found at some anchor locations during inspection (7,8). l Major Assumption: Surface cracking of grout pockets was found at some anchor locations; repair of grout is planned. It is assumed that cracking will be repaired with high strength epoxy grout. This calculation assumes full strength for grout pockets. Allowable Stress Criteria Ultimate anchorage capacity is evaluated via the following ACI-349 criteria for embedments and bearing AISC 9* Edition Part 2 criteria for steel elements and welds Applied I,ondine Seismic loading is combined with the operating loads identified in the load table of DR-127368. Vertical seismic acceleration is set to 2/3 of horizontal (2). 4 Calculation Calculations are included in the following sheets. l

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o NE JOB No.3MZN1.. SHEET /b /7 l CLIENT OF C-Olb Pe v. [ SUBJECT Qra. A///9B m 5 Trtf32 AUkA9A Stevenson & Associates Iod " M'* V U $ N A structural mechanical consulting engineeringfirm / i i l . ! Nfn h o. -{#hsiov, a} % l N $ -...\\ $t ' ' k & -Ll\\ $ + $$ - T, l I i..A 4. q. .. _. _ _. _.96. _.k/ / _(O.M'l-l)r19'1+ -. - -. ~i 2032 gz4 k = = I T T j c-py.5,on - ok C hee t.. homo (. _.c 6 5 or :J-6d/ j I d_.... 'I T' L = r'50- 3(l%I + 13(l%) + 4(l%)4 f/ j __'. n i ~FW- / j j t4 F-bH 5to @.6" I ~sdi i = I 7._.. ~ _.T ]',4A M4 ~% ~1 k F = $, _._, ma m(n5ym.r) g,ggg g; /95 ps,, 4 = l .. -... hft*03.. he, f ... ~ f ],CD ps o 0 .N b$ V ani OY -f o f$i Qin o r x.& NR=ft2&-SL, ^e l..& 3,5co ps,' OK 3 enw<# osl\\ ye,+ > i, soo y,,, Aef Ta --. cc>nc -cr. ..p I b37h g ovp e ben sm p ~ 6+~re 6 #~2 /*3 4 wal y n-( d Em g y 4 4 -<. l t._.. ~ I r

{**- '4C2913-C-016 Rev. 2

}b 4 1 48 a.i M YA A s Upper Bound Capacity - Trial & Error Solution Calculation i

Fixed valuer W 1799 kips Fzv 2032 kips Fxh 7.2 kips Va 153 kips Ta 245 kips Vary Ax & calc. IR Ax Az T1 R CheckAx 0.2200 0.147 212.538 0.497 0.2507 0.2222 0.148 214.065 0.486 0.2488 0.2244 0.150 215.607 0.475 0.2469 0.2267 0.151 217.165 0.463 0.2448 0.2289 0.153 218.738 0.450 0.2427 4 0.2312 0.154 220.327 0.437 0.2405 ) J M pn 0.2335 0.156 221.932 0.424 0.2381 { 0.2359 0.157/ 223.553 / 0.409 / 0.2357/ ) 0.2382 0.159 225.191 0.394 0.2331 0.2406 0.160 226.844 0.378 0.2304 0.2430 0.162 228.515 0.361 0.2274 0.2454 0.164 230.201 0.342 0.2243 i 0.2479 0.165 231.905 0.323 0.2210 { 0.2504 0.167 233.626 0.301 0.2173 i l 0.262T 0.169 235.364 0.278 0.2133 l Ax - trial vs.lue Az = 2*Ax/3 T1 - per equilibrium R ger interaction IR = 1.0 { CheckAx - per Ax = 2*Va*(1+R)/W - solution when Ax== dheckAx l ]

CLIENT N JOB No 'OC Z9 /2_ _ SHEET N OF / C~CDI(" Z SUBJECT $$ / ins %Es Stevenson & Associates " O ' b "7 i A structural mechanical C l consulting engineeringfirm l o.~d;<, u ds c v \\

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~ r s ..._._L_.. i LP - Go,...___.. b...R - d%L 6^, m n up/;h _b_ ce on s 7p4 . s de ~ V' F = 58.I'i 1: i 2i ) l 193 k (ni-ests -z t) ad fw lcosu wt g y ci w cf. a.n m g upI<N L +cvum, -tv M l c n epply v'nc vum loc a Fa : 4 (56.1cd + 1779 k = 2 o32. k. 3 3 !. * /Pe hock Smi r. *-85;9-22 4 8/ 3 I . L.? fzi. = 27. A k i ( 4 (21.4) 4 / 695 k =. 20 0 5 k Fzv c 3 z) Aovt2-hyrc> %e, sm,l.- b a bog

• LP Fxs =

(T7.15 - 005 6 n9)) k = 7.2 k cHP Feb= (Ioz.zs - o.05(/ 695))k = 7.5 k AGve;ha:eJo ho< z. h s<o to >.s c< < < <<><n o <- TH v ic-> s a _W __ f D#' WY, Y Y E* N I'

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