ML20216E749

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Calculation CTLAR-01 PS-0939, LAR of Raceway Supports for PBAPS Units 2 & 3
ML20216E749
Person / Time
Site: Peach Bottom  Constellation icon.png
Issue date: 07/24/1997
From:
PECO ENERGY CO., (FORMERLY PHILADELPHIA ELECTRIC
To:
Shared Package
ML20216E687 List:
References
CTLAR-01-PS-093, CTLAR-01-PS-0939, CTLAR-1-PS-93, CTLAR-1-PS-939, NUDOCS 9709110061
Download: ML20216E749 (27)
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Text

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CALC. NO. : PP0931~ IA PECO ENERGY CALCULATION SHEET PAGE:- O wucLEAR omoup REVISION : 

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CAUTION: This calculation may not be used as a design basis calculation unless supported by a 50,59 evaluation This calculation was generated for the SQUG (A-46) and/or IPEEE evaluation which was performed for Peach Bottom Atomic Power Station. In response to NRC Generic Letter 87-02, the SQUG (A-46) program was developed to verify - the seismic adequacy of equipment of older plants. The SQUG (A-46) Program was performed-using the " Generic Implementation Procedure (GIP) for Seismic Verification of Nuclear Plant Equipment," Rev 2. The SQUG (A-46) program is outside the scope of commitments made in the 

              - UFS AR and Technical Specifications which form the basis of the operating license of the plant.

l The SQUG program was performed in conjunction with the Individual Plant Examination for External Events (IPEEE). The objective of the IPEEE was to perform an individual plant examination of external events to identify severe accident vulnerabilities. As with SQUG, the 4 analysis performed for IPEEE is beyond the scope of the PB APS design basis. This calculation was originally prepared by Duke Engineering and Services (DEAS)* for the , IPEEE / SQUG (A-46) program for PBAPS in accordance with Specification NE-117. The i work was not performed as nuclear safety related but was performed, reviewed and approved in accordance with the preparer's QA program. s

  • The preparing organization of this calculation was originally known as ABB Impell Corporation, then became VECTRA and at the time ofissuance of this calculation was Duke Engineering and Services.

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                                                                                                                                $4LL          Pf*0T)9 YECTRA File No.:

Pacm-R: VUO500 etem PECO ENERGY PRWecT NAME: PBAPS FAN ROOM USI A-46 Oun.lER EVALUATION cALCULATm NuuseR- CTLAR 01 4 cALCULATON Tmr LAR OF RACEWAY SUPPORTS FOR PBAPS UNITS 2 & 3 n-., o e ,,,,,. Tre SELECTED SAMPLES OF THE RACEWAY SUPPORTS (SEE ATTACHMENT A) WERE EVALUA SUPPORT NO. C-7 WAS FOUNO TO BE SEISMICALLY ADEQUATE. SUPPORY No.100 IS AN OUTUER AND REOUIRES MODIFICATION. SOFTWARENER$40N N/A MANUAL USE LOG Prep ARED BY REVISION: REVISON DESCRIPTION (INCWDE PAGES REVISED): TOTAL Nuus.iR OF PAGES: 0 ORIGINAL ISSUE a 

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*a LO . INTRQDUCTION PECO ENEROY contracted DEAS (VECTRA) (Ref. BP 67 283, Rev.1) to perform walkdowns of the PBAPS Pan Room located at elevation 165 t'e et of the Radwaste/rurbine Building in order to resolve USI A46 interactior, outilers (i.e. II/I concerns) that were identified under the original PBAPS A46 Program (VECTRA Project No. 0067-00084. This calculation will evaluate additional I.imited Analytical Reviews (LAR) associated with the Raceway Systems at the Fan Room. PECO ENERGY has- selected the "Genede Implementation Procedure For Seismic Verification Of Nuclear Plant Equipment (GIP 2) developed by "SQUG" to address the seismic portion of the UJI A-46 Program for PBAPS units 2 & 3. 'Ihis calculation will be performed in accordance with the GIP-2 criteria in order to be consistent with the USI A46 Program. The technical approach described in the GIP provides the means to or a.mtrate that there is adequate selsmic capacity of properly anchored equioment and/or race %y systems in older operating plants. PECO PBAPS UnitR 2 & S job No. Yv0S00 PAoE o AV 10M96 DA 10 " VECTRA "c No- F REV BY DATE CHEC'KED DATE CTLAR 01 k"#fN OF 20 t a i 2.8 FURPOSE/BCOPE [ 4 The Purpons of this calculation is to document the seismic adequacy evaluation for the I selected LAR samples of the Raceway supports installed at the Fan Room of PBAPS Units 2 i & 3.  ; This review will be performed in accordance with the GIP 2 methodology, [ I i s 1 1 a 7 b t i MOO PRADS Unist 2 & 2 y mee. vuo.oo ras e av m e. on- m e. aune. 6 VECTRA s _ hey ev . Daft CMacKa0 DAtt - CTLAR 01 = *0IN OF to '! , . . , . - . _ . ...u_.,. - _ . . , - . . _ _ . . . _ . . _ . - _ _ . - . . - - . _ . _ _ - __ _. _ _ _ . . _ . . _ _ _ 3J REFE55NCES

1. Generic implementation Procedure (0!P) for Scimic VeriScation of Nuclear Plant Equipreent, Rev,2.-
2. VECTRA ukulation No. 0067 00084 C-011. Rev.2. LAR of Raceways) PEo Cm-15- 09 tk.
3. Cable Tray and Conduit System Seismic Evaluation Guidelines (SQUO). EPRI g NP 7151 D, Project SQ01 1, Final Report, March 1991.
4. Specification 6280 0 14, Rev. O, General Project Requirements for Seismic Design and Analysis of Equipment and Suppons for PBAPS units 2 and 3.
5. Grinnell Catr! g Pil 90.

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6. Design of Welded Structures by Blodgett.

7.- Unistrut General Engineering Catalog No.12 [

8. VECTRA Document _ No. 0067 00084 C-00$A, Rev. O. Radwaste/ Turbine Building. A 46 Spectra) fee Calc. PT 0907

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9. AISC Manual of Steel Construction,8th Edition.
10. Drawing 6280 S 98, Rev. 7," Area 9 & 10 Reactor Auxiliary Bays A Radwaste Building Roof Steel Framing Plan".

PECO PRAPB Uni +R 2 & 3 4 AV tlwe6 DA 184e6 JOa NO. VUDIDO . PAGE .- Av. m.= oa m." '" "- 7 nry ev: DATE cHucME DATE Y-VECTRA CTLAR 01 k'Oih OF 2,0 4.0 ASSUMITIONS As noted in the body of the Calculadon. 5.0 DESIGN INPUT All design input used in this calculation are listed in Section 3.0 and Attachment A of this Calculation. PRc0 PRAPS UniL4 2 & 3 JoS No. VUO600 PAGE 0 AV IM696 1"* Ray BY DAf t - DA CHECKED VECTRA- * * - 8-DATE CTL.AR-01 b'07M or f.o t [ Le hETHODOLOGY , j 4 -i The raceway support systems will be evaluated using the Llanited Analytical Review (LAR) process as described in the OIP-2. The gaall== for this process is provided in Referemos 1, -! SectiOO 8. l .. i d PEco PRAD!IIfaitst 2 At 3 i J0s NO, VUO900 PAGa O AV 10W98 DA 104H6 VECTRA c^'c " - 4 'd N nev av . oats cwaceso oAra CRAR-01 or 20 l t 9 i I i 1 7.0 CALCULATIONS I i Limited Analytical Review (LAR) will be performed for the supports C-7 and C-100, as i shown on Attachment A, using guidelines given in the OIP 2 (Ref.1). The LAR for each of i the support is shown on the following pages. '!he weights of the cable tray / conduits used in this calculation are from Ref.1 section 8.3.9. i tray with 4 inches (100%) of cable f111................. .................................... ....... 25 lbs/ft' 24" tray with 4 inches (100%) of cable f111..................................... 2 x 25 lbs/ft = 50 lbs/ft , Assume all conduits are rigid steel conduits: 1/2" di ameter. ............ .... ,,.. .. .. .... ....... ..... ... ........ .. ........ .... . ........ ........ .. . . .... ... ........ . l .0 i bs/ft. . 3/4" d i ame te r.. ... . .... . ... . ... . ... ... . .... ... ... . . ... ..... ... .... ........... . ..... .......... ... ..... .... .. . ...... ... l .4 l bs/ft  : I " d i ame te r. . . .. . . ... . .. . . . .. . . . . . . . . . . .. . . .. . . . . . . . ... . . . . .. .. .. . . .... . .. . . . . . . . . .. . .. . .. . . .. . .. . . . . i 1/2" diamete r...... . .. .......... .. .. ...... . .......... .... ........... ............. ............. .... . ..... .. .... . .. . 3. 6 l bs/ft 2" diameter........................................................................................................ 5.1 Ibs/ft 2 1/2" di ame te r. .. . .. ...... ...... ... . . . .. . .. ..... ....... ........... ............ ... . .... ....... .. . . .. . .. . . . .. .... . . . 8.9 1 b s/ft 3 " d i ame te r.. . .. . ... .. ... . .... .... ..... . ..... ... . ... ... .. .. . ........ ......... .... .. . ......... ...... .. ... . . .. .... .. 12. 8 l b s/ ft r 4 4 " d i ame te r. . . .. . . . . . ... .. . . . . .. . ... ... . . .. . . .. . ... .. ........... ... ......... .... ... .. ....... .... .. ... ..... . .. .. . . .. I 6.5 1 b s/f t 5" d i ame ter... .... .. . . .. ... ... .. . ... .... . .. .... ... . .. ... ......................................... ...... . .......... 23 .0 l b s/ft b d i t i PECO PRAPH Uni +R 2 at 3 i Joe NO. VU0000 PAGE O Av im an i m e. VECTRA c" - Io Mey CTt.AR 01 k~M aY DATE- CHECKt0 DATE oF Zo o l suppen c.7 l l Per review of the support configuradon the checks to be perfonned are D.L. venical and [ fadgus evaluadon of the rod henger, i P Determine weights: I ) Tributary span for trays and conduits is 67" = 5.6 ft j Tributary span for 24"x12" duct is 12.5 ft for Nonh support and 5 ft for South support Top support "A" I (2) 24" trays (2X50lbs/ftX5.6 ft) = 560lbs [ (3) 1 1/2" conduits (3X3.6 lbs/ftX5.6 ft) = 61 lbs i ~ (5) 1" conduits ($X2.2 lbe/ftX5.6 ft) = 62 lbs  ! (2) 3/4" conduits (;XI.4 lbs/ft)(5.6 ft) = 16 lbs . 24"x 12" duct (assume gage 10, conservative t = 0.138 in) weight = [(2X0.138 inX24 in + 12 inX490 lbs/ ft')] /128 = 33.8 lbs/ft Increase the duct weight by 10% to account for reinforcing angles, companion joints, inline dampers, turning vanes, etc.  ! Weight = (1.1X33.81bs/ft) = 37.21bs/ft Total weight = (37.2 lbs/ft)(12.5 ft) = 465 lbs (1) P1001 unistrut (3.8 lbs/ft)(7 ft) = 27 lbs (3) 5/8" diameter rods, conservatively assume 17 ft length (3)(1.044 lbs/ft)(17 ft) = 53 lbs (conservative, actual weight is 0.84 lbs/ft). Miscellaneous including tube tray (5.6 ft) conservatively assume 26 lbs

  • Total weight WA = 560 + 61 + 62 + 16 + 465 + 27 + 53 + 26 = 1270 lbs Bottom support "B" '

(2) 24" trays - (2X50 lbs/ft)(5.6 ft) = 560lbs , (2) 3/4" conduits (2XI 4 lbs/ft)(5.6 ft) = 16 lbs (note: only one 3/4" conduit, cons.) < (1) P1001 unistrut (3.8 lbs/ftX7 ft) = 27 lbs Total weight WB = 560 + 16 + 27 = 603 lbs use WB = 610 lbs , Total support weight: Wwr = WA + WB = 1270 lbs + 610 lbs = 1880 lbs, l PEco PRApfttfana9 & 3 JoeNo. Vuo000 PAGE O: AV 1&sWts DA IWa* * * - t Arv sv VECTRA II i DAtt cHsCKlo DATE CTLAR 01 b"N OF 20 , -y 'ryy--e W -v--- m'iygy,gp g,gg yvgwpye-g'++wgyy+w vrm t

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i i Check 1: DeadImed Design Geok j ( Allowables leads in accordanus with Refersnoes 5 and 7 . - 5/8" steel threaded rod PAu,= 1810 lbs 4 1-Beam clamp P 2785 (2 clamps) Pau.=(2)(1000 lbs) = 2000 lbs i 1 - Swivel nut M 2712 Pau,= (1500 lbsX5/3) = 2500lbs  ! Per Ref. 7 the allowable for swivel nut of 1500 lbs is based on factor of safety of 5. In  ! accordanos with Ref.1 it is allowed to use safety factor of 3.  ; Conservatively assums outside trapean support rods will carry 50% of total load. - Steel threaded rod: F = Wm / 2 = 1880 lbs/2 = 940 lbs < 1810 lbs O.K *.  ! t Beam clamp P 2785 i , F = Wm / 2 = 1880 lbs/2 = 940 lbs < 2000 lbs O.K i Swivel nut M 2712 > F = Wmr / 2 = 1880 lbs/2 = 940 lbs < 2500 lbs 0.K l t Trapers cross members. Check worst case: top support "A" using properties of the P1000 uniattut (South support). The actual span for the South support is 5 ft but it will not be used , in this calculation since the South support has less loads than the North support.  ! Unifonn load w = 1270 lba/84 in = 15.1 lbs/in Section modulus S = 0.203 in' (Ref 7) For continuous beam with two equal spans (conservatively use L = 4 ft each) maximum , bending moment per Ref.9 is:  ? E 8 M = (49/512)(w)(L ) = (49/512)(15.1 lbs/m)(48' in') = 3330 in-lbs , M = (2)(1/16)(w) (1,') = (1/8) (15.1 lbarm)(48' in') = 4349 in-lbs use max M = 4349 in lbs t Bending stresses ^

f. = M/S = 4349 in lbs / 0.203 in' = 21426 pal < F. = 25000 psi O.K. ,

i Therefois support meets dead load design check. k 1 e PEtM PBLADR UmMt 2 & 3 .me,e. vuo eaoa  : . av a.s.s na innes y: VECTRA **- 17-new w - om o.ameo om en.An of E-8131 orzo , w . , .. , . , L , .- ,_,,-,-, ;_...-.,-. u _,.;-._,.-._,,, _ ._,. ... - . . - . . . - . . _ . . . .._,.__._,_.,_.-_,;_...... o, Check 2: 3 X D.L. Venical Capacity Check: Check the overhead connections for 3.0 Dead Imad . 3 X D.L. = 3(Wwr) = 3(1880) = 5640 lbs Beam clamp P 2785 P = 5640 lbs / 2 = 2820 lbs < (1.7X2000 lbs) = 3400 lbs 0.K Note that 1.7 increase for allowable loads is per Ref.1 Swivel nut M 2712-P = $640 lbs/2 = 2820 lbs < (1.7X2500 lbs) = 4250 lbs O.K Therefore suppon meets venical capacity check Check 3: _ Ductility Check: This suppon may be considered as inhemntly ductile. Lateral loading leads to bending of the hanger rods. Therefore fatigue evaluation should be performed. Suppon location: Radwaste/rurbine Building, Elev.190'-0" (ceiling) ZPA = 0.35g (Ref. 8) < 0.50g In accordance with Ref.1. Fig. 8.13 the maximum acceptable weight for 5/8" threaded rod with the length greater than 17 in for 0.50g is 3700 lbs > total dead weight Wmf = 1380 lbs O.K Therefore suppon is acceptable. i Pitc0 PRAPH Unl+R 2 & 3 Joe NO. VU0s00 PAGE 0 -- Av iws@ts DA 1m48 -VECTRA c" " - '3 My . av . Data cMecuso Data - CT1.AR-01 b' M tT2o . t _ . - _ . . _ . . _ _ _ _ _ . . . . - . - _ . . . . . , . _ _ _ ~ ._ __ r Sunpart No.100 - The latest walkdown information ladicates the new details for connection between the top P1000 unistrut and the stmetural steel (Amh'naat A, page 3). Also on support level "C" two  ; (2) 1 1/4" and two (2) 1" conduits are aluminum rather than rigid steel conduits as well as on suppon level "B" there are six (6) 4" conduits rather eight (8). Per review of the support configuration the checks to be performed are D.L., vertical and fatigue evaluation of the rod hanger. Determine weights: Tributary span for all conduits is 7.0 A (max). Support "A" (3) 1 l/2" conduits (3X3.6 lbs/AX7.0 A) = 76 lbs ! (7) 1" conduits -(7X2.2 lbs/AX7.0 A) = 108 lbs P1001 unistmt (3.8 lbs/AX3 A) = 12 lbs , , WA = 76 lbs + 108 lbs + 12 lbs = 1% lbs Support "B" (6) 4" conduits (6X16.5 lbs/A)(7.0 A) = 693 lbs (1) 1 1/4" conduit (2.9 lbs/AX7,0 A) = 20 lbs use average between 1" and 1 1/2" conduits: (2.2 lbs/A +3.6 lbs/A)/2 = 2.9 lbs/ft P1001 unistmt (3.8 lbs/ft)(3 ft) = 12 lbs WB = 693 lbs + 20 lbs + 12 lbs = 725 lbs Support "C" Aluminum conduit weight (Ref.-1): 1 " diameter .......................................... l .1 lbs/A 1 1/2" diameter..................................... l .8 lbs/R For 1 1/4" conduit use average between !" and l 1/2" conduits: (1.1 + 1.8)/2 = 1.5 lbs/A , PECO PRAPS UnitR 2 & 3 JOB NO. VUO900 PAGE-Av i- o^ 5= c^ " - '4 Y VECTRA i. Rev sY DATE CHECKE DATE CTLAR-01 O*dfU OF 2.t) TR - PMe- *'- - "fW Wvhy w er -79pW v -t-' we reen rv - v- 4 ei +m-- ----M-yfe-6 y- Mc+*- rmu--ver--p-'W -- +wy--py6-er 1- "-* ' -n i

15) 1 1/4" simel conduits ($X2.9 lbs/AX7.0 A)= 101.5 lbs- ,

, (2) 1 1/4"aluminun conduits (2XI.5 lbs/AX7.0 A) = 21 lbs , - (2) 1" aluminum conduits  : (2XI.1 lbs/AX7.0 A) = 15.4 lbs P1000 unistrut (1.9 lbs/AX2.5 A) = 5 lbs . .,  ! / WC = 101.5 lbs + 21 lbs + 15.4 + 5 lbs = 143 lbs i Support "D" i 1 i (2)31/2" conduits (2X14.65 lbs/AX7.0 A) = 205 ' use avers 8e between 3" and 4" conduits: (12.8 lbs/A +16.5 lbs/A)/2 = 14.65 lbs/A P1001 unistrut (3.8 lbs/AX2.5 A)= 10 lbs , WD = 205 lbs + 10 lbs = 215 lbs i (2) 5/8" diameter rods, conservatively assume 12 A length (2X0.84 lbs/AX12 A) = 20 lbs [ Miscellaneous assume 21 lbs- -! Total support weight: > WTor = WA + WB + WC + WD + 20 lbs +21 lbs l Wror = 1% lbs + 725 lbs+ 143 lbs + 215 lbs + 20 lbs +21 lbs = 1320 lbs Assume that each rod carries 50% of total load. Check Detail B (see Anmehment A. name 3)- Check 1: Dead Load Design Check 5/8" Steel threaded rod: FAu = 1810 lbs P = Wror / 2 = 1320 lbs/2 = 660 lbs < 1810 lbs O.K Channel nut with spring (#3" slam thivad) F4a = 2500 lbs (Ref. 7). P = 660 lbs < 2500 lbs O.K PECO PRAPflllal*R 2 & 3 JOB NO. VUO900 PAGE 1:49s. 1- AV DA l a** VKTR - ., n ^' _"-- e-.m .'fn , -- ..y- - , '-#... -.--+3,vy .,+.,yv --w. -.w. a _..-----m ,,# .. . , - . . . . , ,,m,----,..,m,--.--.~m.-.--- ._,--ew iem -- -- s Beam elamp F 2785 Fm = 1000 lbs (Raf. 7). I 2 P=660lbs m ,, /i 2h ;a=3" __ . 4 ( a - 3"(per walkdown information) j L = 6". distance between clamp bolts (flange width of W8x20 br5.25") , R1 = [ P(L+a))/L = [ (660X6 + 3)) / 6 = 990 lbs (Ref. 9) R2 = Pa/L = (660)(3) / 6 = 330 lbs s Beam clamp maximum load P = 990 lbs < 1000 lbs 0.K Check P1000 unistrut (S = 0.203 in') coaaeM to the bottom flange of the W8x20 Mmax = Pa = (660 lbsX3 in) = 1980 in lbs Bending stresses  ! f 6= Mmax/S = 1980in lbs / 0.2031n' = 9754 psi < F6 - 25000 psi O.K Check 2: 3 X D.L Vertleal Canacity Check: Check the overhead connections for 3.0 Dead Load F = 3 X D.L. = 3(660) = 1980 lbs 5/8" steel threaded rod FAu. = (1810 lbs)(5/3) = 3017 lbs Per Ref. 5 the allowable for 5/8" threaded rod of 1810 lbs is based on factor of safety of 5. In accordance with Ref.1 it is allowed to use safety factor of 3. -' F = 1980 lbs < 3017 lbs O.K - PECO PRAPS UnitA 2 & 3 JOB NO. VUO900 PAoE ^ L AV WW96 DA m: VECTRA * " " - 10 mrv av OATE _ cHucxs. DATE CTLAR-01 oF 20 a Beam clamp P 2785 (2 clamps) FAu.=(2)(1000 lbs) = 2000 lbs F = 1980 lbs < 2000 lbs O.K Channel nut with spring,(5/8" size thread) FAu.= 2500 lbs (Ref. 7). F = 1980 lbs < 2500 lbs OK 3 Check P1000 tmistrut (S = 0.203 in ) conne:ted to the bottom flange of the W8x20 Mmax = Fa = (1980 lbs)(3 in) = 5940 in lbs Bending stresses f>= Mmax/S = 5940in lbs / 0.2031n' = 29261 psi < F6 = (1.7)(25000 psi) = 42500 psi O.K Bending allowable (per Ref.1): F3= (1.7)(25000 psi) = 42500 psi Check 3: Ductility Check: This support may be considered as inherently ductile. Lateral loading leads to bending of the hanger rods. Therefore fatigue evaluation should be performed. Support location: Radwaste/rurbine Building, Elev.190'-0"(ceiling) ZPA = 0.35g (Ref. 8, Att. C, E.W dir.) < 0.50g in accordance with Ref.1 Fig. 8.13 the maximum acceptable weight for 5/8" threaded rod with the length greater than 17" for 0.50g is 3700 lbs > total dead weight W 7 or = 1.>20 lbs O.K Therefore, the Detail B of the subject support is ecceptable. Check Detail A (see Attachment A. nace 3) Check 1: Dead Load Design Check Allowables Loads in accordance with References 5 and 7 5/8" steel threaded rod FAu. = 1810 lbs PECO PBAPS Units 2 & 3 JOB NO. VUOS00 PAGE 1 RLv AV 12/6/94 DATE DA 13/9/96 VKTM ^' "- /~l BY CHECAE DATE CTLAR-01 [I*0N OF2,p a Beam clamp P 2785 FAu.= 1000 lbs Channel nut with spring (5/8" sins thread) FAu. = 2500 lbs (Raf. 7). , Assume that each rnd carries 50% of total load. 1 Steel threaded rod: I F = Wm / 2 = 1320 lbs/2 = 660 lbs < l 810 lbs O.K I i Channel nut with spdag F = 660 lbs < 2500 lbs O.K 8 Check top P1000 unistrut (S = 0.203 in ) connected to the top flanges of the W8x20 and W36x182 structural beams via beam clamps P2785. . . A 1/2" tod supponed one 3" rigid steel conduit (assur.,e 7 A tributary span) is attached to the - subject P1000 unistrut approximately 18" south from the 5/8" rod of the main support. 1 Weight of the conduit: Wi= (12.8 lbs/A)(7 A) = 90 lbs 1 Weight of the P1000 unistrut (length = 7' 6"): W2 = (1.9 lbs/A)(7.5 ft) = 14 lbs Applied loads: P1 = 0.5(WI) + W2 = 90 lbs / 2 + 14 lbs = 59 lbs i P2 = 660 lbs

Simply supponed bewn with (2) unequal concentrated loads unsymmetdcally placed L = 90"-(5.25"+12.125")/4 = 86 in where 5.25" and 12.125" are widths of the flanges of W8x20 and W36x182 respectively

, a = 86" 18"- 33" = 35 in b = 36"-12.125"/4 = 33" r PECO PRAPS UnitR 2 & 3 JoS NO. VUO900 PAGE l i av- i or. is " " - '8 REV BY DATE CHECKE. DATE Y VECTRA CTLAR 01 l M OF 2,o . , e ~J - ... . . ~ . - _ . . - . . . - , , , . . . ~ , _ . - , __ r , , - . . - , , - , r..< . , . - , . . , - . . . - . . . , ~ . 1 i p,, n-uo me l Ri " " n2 - i /h- /i i , a-se ir __ b-3r

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R1 = [F1(L . a) + P2*byL = [$9(86 35) + 660'33] / 86 = 288 lbs (Ref. 9) i R2 = [PI's + P2(L b)yL = [$9'3$ + 660(86 33)) / 86 = 431 lbs Mmax = R2*b = (431 lbsX33 in) = 14223 in lbs (Ref. 9) Bending stresses  ! f = Mmax/S = 142231n lbs/0,2031n' = 70064psl > F = (1.7X25000 psi) = 42500 psi OUTLIER Since support falls Dead Load check no further checks are performed at this time. Support is oudler and a modification is required.  ! I a PECO PRAPS UnieR 2 & 2 C JOB NO. VUD500 PAGE-i -- Av- is m na is c" " - REV BY- MTE CHECKE mTE - Y VECTRA- CTLAR 01 N*d37 19 0F 2.0 . _ .;_.-_.,,... .u.,., 2 . _ - __m. _ . _ _ _ _ _ _ _ . _ _ _ ,2 - or 8.0 MEULTS / CONCLUSIONS The selected samples of the Raceway suppons at PBAPS Units 2 & 3 were evaluated la this calculation. Suppon No. C-7 la seismically adequate. Suppon No.100 is an outlier. Detail A (see Attachment A, page 3) of the support No.100 requires modification. PECO PRAPS UnitR 2 & 3 Joe NO. VUO600 PAGE AV 13 6 1 DA 12 " VECTRA c^

  • zo REv eY DATE CHECKE DATE CTLAR 01 M*d37 OF 20

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