ML20052B314
| ML20052B314 | |
| Person / Time | |
|---|---|
| Site: | Seabrook  |
| Issue date: | 04/23/1982 |
| From: | Devincentis J PUBLIC SERVICE CO. OF NEW HAMPSHIRE, YANKEE ATOMIC ELECTRIC CO. |
| To: | Miraglia F Office of Nuclear Reactor Regulation |
| References | |
| SBN-262, NUDOCS 8204300280 | |
| Download: ML20052B314 (200) | |
Text
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SEABROM STAM l PUBLIC SERVICE Engmeedng Office:
Companyof NewHampsher e 1671 Worcester Road Frominoham. Mossochusetts 01701 (617) - 872 - 8100 April 23, 1982 O
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United States Nuclear Regulatory Commission h
Washington, D. C.
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Attention:
Mr. Frank J. Miraglia, Chief Licensing Branch #3 A
tA Division of Licensing
References:
(a) Construction Permits CPPR-135 and CPPR 136, Docket No s. 50-443 and 50-444 (b)
PSNil Le t ter, da ted April 8, 1982 "Me e t i ng No t e s ;
Structural Engineering Branch Design Audit," J. DeVincentis to F. J. Miraglia Su bjec t :
Submittal of Followup Docunentation; Structural Engineering Branch Design Audit
Dear Sir:
We have enclosed followup documentation f rom the Structural Engineering Branch Design Audit, which was conducted at the of fices of United Engineers on tia rch 29, 1982 through April 2, 1982.
Reference (b) indicated that this information would be supplied by April 19, 1982.
Very t ruly yours, YANKEE ATOMIC ELECTRIC COMPANY c
n John DeVincentis Project Manager Enclosure 500 8204300 (byl m
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PUBLIC SERVICE COMPANY OF NEW HAMPSHIRE SEABROOK STATION, UNITS 1 & 2 NRC-SEB DESIGN AUDIT (3/29/82 to 4/2/82) y at UNITED ENGINEERS & CONSTRUCTORS INC.
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.O RESPONSE TO ACTION ITEM NO.
1
, DATED 3/3 0/82 REF. RAI NO. 220.13 i
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RAI 220.13 (3.7(B).1.3)
As noted in this see:1on, R. G.1.61, Section C.3 requires that damping
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values, lower than those specified in Table 3.7.1, should be used if the maximum conbined stresses due to static, seismic, and other ' dynamic loading are significantly lower than the yield stress and 1/2 yeild
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stress for SSE and 1/2 SSE (or OBE), respectively. Indicate whether damping values used in the analysis are in compliance with this l
requirement. Also, indicate your procedure to assure such compliance.
l In addition, if you had to use lower damping values, provide the values used for the staff's review.
Re sponse Observations and measurements have shown that the damping levels may vary over a significant ra ng e.
Convergence problem can be encountered when
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attempting to match damping values with calculated stresses. Table 220.13-1 compares the damping values used for the analysis as set forth in the USNRC R. G. 1.61 with those recommended in NUREG/CR-0098. The upper values of the pair of values in the NUREG/CR-0098 column are considered to be avarage or slightly above average values, and the lower values are considered to be nearly lower bounds and are therefore highly conservative. The damping values given in R. G.1.61 and used in I
analysis and design of structures compare close to the lower values of the NUREC/CR-0098 and therefore are considered to be conservative and suitable for design.
l UE&C's design philosophy considers a structure whose design is gov-erned by load combinations with seismic loads which are due to ground O
motion consistent with requirements of Regulatory Guide 1.60 and,
- V whose design does not have excessive conservatism, will experience i
stress levels consistent with the requirements for using the damping values of Regulatory Guide 1,61.
The Seabrook structures are with-j out excessive design conservatism.
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RAI 220.13 [ Cont #)
TABLE 220.13-1 DAMPING VALUES 1
(Percent of Critical Desping) i Operating Basis Safe Shutdown Earthquake Earthouake NUREG/CR-0098 NUREG/C1- 0098 St:veture or Courponent R.C. 1.61 Recomunended R.C. 1.61 Recommended Vital Piping 1
1 to 2 2
2 to 3 Welded Steel Structures 2
2 to 3 4
5 to 7 Bolted Steel Structures 4
5 to 7 7
10 to 15
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2 to 3 5
5 to 7 4
Structures Reinforced Concrete 4
3 to 5 7
7 to 10 Structures i
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REF. RAI NO. 220. 20 il j-
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O 220.20 With regards to peak broadening of floor response spectra, we have (3.7(B).2.9) noted your justification (FSAR Section 1.8) for deviating from Rag-ulatory Guide 1.122 reconsnandation. However, provide the assessment of fanpact, if you were to implement the i 15% peak broadening as re-quired by SRP Section 3.7.2. Subsection II.9.
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RESPONSE
The majority of plant components, equipment and piping systems have been qualified by either tests or modal analyses. The impact of L
I implementing a 15% spread of response spectra peaks would require
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reviews and revision of qualifying documentation. Many items would i
require re-testing or re-analyses which, when included with the above review process, would involve considerable time and expense.
F Current construction schedules, estimated manpower requirements and cost projections would be negated. Because of inherent design and analysis conservatisms, modifications or redesigns would not be ex-pected from such ar. implementation.
All Category I structures, for which in-structure response spectra are generated, are supported on rock and hence variability of soil l
properties is not the consideration in broadening the peaks of floor response spectra. The structural peaks are therefore broadened by 1 10 percent.
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RESPONSE TO ACTION ITEM NO.
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, DATED 3/30/8S REF. RAI NO. 220.TS i
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The frequency increments (Table 3.7(B)-21 of FSAR) used for calcu-lating floor response spectra are larger than those suggested in SRP Section 3.7.1.
Discuss the implications of these differences and justify your frequency intervals.
RESPONSE
The frequency increments used for calculating floor response spectra are based on Table N-1226-1 of ASME Boiler and Pressure Vessel Code, l
Section III, Division 1, Nuclear Power Plant Components, 1980 Edition, I
Appendix N, ' Dynamic Analysis Methods'.
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The natural frequencies of the structures were included in comput-i.
ing response spectra. The table shown in SRP Section 3.7.1 is for v
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meeting the spectra-eveloping requirement of the design time his-I tory where the frequency intervals are required to be smaller.
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The floor response spectra calculated at frequencies shown in
.O above referenced Table N-1226-1 and at structural frequencies will produce accurate response spectra and will meet the intent of SRP Section 3.7.1 (and also R.G. 1.122).
A typical 1 and 4% response spectra plots, generated using frequency interval according to ASME Table N-1226-1, and the envelope of these spectra are presented in Figures 220-1 and 220-2 respectively.
The floor response spectra, calculated using frequency interval according to Table in SRP Section 3.7.1 (or R.G. 1.122), are also shewn in dotted lines on the saroe figures. The comparison of the spectra in these figures shows that the dotted line spectra have ad-ditional spectral amplitudes due primarily to different frequency interval. However, the results show that the dotted line spectra are consistently lower than the envelope of the spectra.
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t RESPONSE TO ACTION ITEM NO.
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, DATED 3/30/82 i
REF. RAI No. 220.29 I
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I SB 1 & 2 FSAR RAI 220.29 (3.8.2)
The Table 3.8-6 of the FSAR shows load combinations for equipment hatch and personnel locks. It appears that you have not considered all the load combinations covered by the SRP Section 3.8.2.
Confirm that the load com-binations meet the requirements of the SRP Section 3.8.2.
If not, justify the deviations.
RESPONSE
The load combinations appearing in Table 3.8-6 and the stress limits of Table 3.8-10 for the equipment hatch and personnel locks are in agreement with the load combinations and stress limits defined in SRP 3.8.2', Rev. O, 11/14/75.
The applicable design loads as described in FSAR Section 3.8.2.3 are:
.-t - Test Pressure P - Pressure Variation -
P o
Tt - Test Temperature E - Operating Basis Earthquake I
D - Dead Load E' - Safe Shutdown Earthquake L - Live Load P, - Accident Pressure T - Operational Thermal T - Accident Temperature o
a Loads From the nbove applicable loads with P, as a dominant loading and by inspecting the load combinations covered by SRP 3.8.2 Rev. 1, it is apparent that Level C Service Limit Load Combination No. (3) (D+L+Ta+P +E ' ),
a which is equivalent to Load Combination No. 5 of the FSAR Table 3.8-6, is the governing load combination. The stress limits delineated in l
Tabel 3.8.2-1 of SRP 3.8.2 Rev. 1 for Design Level A, B & C Service l
Conditions have the same allowable limit (pm 4 1.0 S, Pb 4 1.5 S.,
m Pb + Pg d 1.5 S ) as those stated in the Table 3.8 - 10 of the FSAR.
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Althou'gh for Testing Condition the stress limits specified in SRP 3.8.2 i
Rev. 1 Table 3.8.2-1 (P d 0.75 S, PL 4 1.15 S, Pb + Pg.$ 1.15 S ) are m
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y lower than those shown in the FSAR Table 3.8-10 (Pm 4 0.9 S, Pg 4 1.25 S,
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g 4 1.25 S ), they are still higher than the corresponding stress P3+P y
limits for all Service Level A, B & C conditions. Therefore, this load combination (D+L+Ta + P, + E') compatible with the loads and limits delineated in SRP3.8.2 Rev. I will dictate the design.
I Hence,all the loads applicable to the des,ign of equipment hatch and per-sonnel locks are listed above, others which may appear in Rev. 1 of SRP 3.8.2 do not apply. Hence, by reviewing the contents of SRP 3.8.2 Rev. 1, f
this design meets the current SRP requirements.
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It is also confirmed that Level C service limit loading combination f
D+L+T +P +E' is always lower than the combination D + L + T, + P, + E' i
a o for Shabrook plant.
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REF. RAI NO. 220. 30 5
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The Table 3.8-10 of the FSAR shows stress limits for equipment hatch and i
personnel locks. Some cases in this table are not as conservative as those i
in SRP Section 3.8.2. The current acceptance criteria is delineated in I
Table 3.8.2-1 of SRP Section 3.8.2, Rev.1 (Attachment 2). Confirm that you meet the current SRP criteria or justify the deviations from them, i
Response
5 See the response to RAI 220.29..
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RESFONSE TO ACTION ITEM NO.
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, DATED 3/30/82-REF. RAI NO. 220.26 l
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Have you considered the effect on containment structural design of non-linear transient temperature gradient across the centainment wall thickness caused by the LOSS-OF-COOLANT-ACCIDENT (LOCA)? If not, please include this effect in your design or justify the omission.
RESPONSE
Transient temperature gradients across the containment wall-thickness caused by LOCA vere considered in the containment structural design.
The design was based on the maximum forces and moments at each section for mechanical loads alone and mechanical and thermal loads combined. The liner initial temperature spike (with normal. operating gradient in the concrete) was considered as an effective pressure on the concrete shell in combination with the accident pressure.
The thermal gradient through the wall-thickness is initially nonlinear and becomes linear at later time into the accident.
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The effect of the gradient, both linear and nonlinear cases, on rebar stress is to increase the' initial (due to pressure) tensile stress of the outer rebar and to decrease the tensile stress of the inner rebar. Both nonlinear and linear gradients can produce yield in the outer rebar. The general section, however, remains elastic and the yietoing is a secondary effect. The linear gradient is the limiting case for maximum rebar tensile strain. The ASME B&PV Code,Section III, Div. 2 CC-3422.1 limits the calculated net rebar.
tensile strain to less than 2x8.
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. = =. - _ ~ - -. i i O i j PUBLIC SERVICE COMPANY OF NEW HAMPSHIRE SEABROOK STATION, UNITS 1 & 2 i 1 NRC-SEB DESIGN AUDIT (3/29/82 to 4/2/82) at UNITED ENGINEERS & CONSTRUCTORS INC. t i O i RESPONSE TO ACTION ITEM NO. 5ss) rc (O. DATED 3/37/84 i REF.: Cable Traw DC3Nn u v s O
SB 1 & 2 Sheet 1 of 4 O NRC-SEB DESIGN AUDIT (3/29/82 to 4/2/82) j ACTION ITEM NO. 5 (CABLE TRAY DESIGN). DATED 3/31/82 a. Question Why is static load / deflection test suitable for the Dynamic Case?
Response
J (1) The static analysis approach used a 1.5 factor to account for higher mode contributions. 1 (2) In the static load test, the load application is monotonic increasing, allowing non-linear effects to continue unrestrained. In addition, a true dynamic application would result in greater strength. (3) Definition of tray failure: Failure occurs at the first indication of load plastic deformation at any tray region, but has been observed to occur at the rung / side rail joint, near support point. This is extremely conservative. (4) The load distribution and boundary conditions applied in the static tests, result in a static mode shape which is equivalent to the significant dynamic mode shape, justifying the static test approach. b. Question Show that cable integrity is maintained when tray is deformed to propor-tional load limit + 1/3 (ultimate load limit - Prop. Load Limit).
Response
Design limits on tray deflection are 0.65 in, vertical and 0.33 in. horizontal directions for dead weight plus SSE condition. I l l l ~ -
SB 1 & 2 Shsst 2 of 4 ACTION ITEM No. 5 DATED 3/31/82 [ Conn /) The resultant deflection is.73 in for a 10 f t. span, the change in cable length is 0.0088 in., which is negligible, in a cable which is loosely placed within trays. c. Question What is load criteria for connection of horizontal strut to vertical strut, with cable tray placed on horizontal strut.
Response
See attached Sheet No. 4 (Page 25 from Unistrut Catalog), d. Question How is differencial displacement between consecutive supports accounted for?
Response
Specific calculations addressing the loading due to differential displace-ment between consecutive supports are not included in the design calculations. An evaluation of a floor region subjected to high level of loading & floor response indicates that a differential vertical displacement of 0.140 inches may occur between consecutive supports. For the continuous tray system, this displace-ment represents an additional bending stress of 2,500 psi. This additional stress is acceptable due to the following design considerations: (1) The static analysis approach used a 1.5 factor to account for higher mode contributions. (2) Load / deflection limits are imposed in both the vertical and horizontal directions. Invariably, the attainment of the permissible limit in one direction, precludes the attainment of the permissible limit in the other direction.
~ SB 1 & 2 Sheet 3 of 4 ACTION ITEM No. 5 DATED 3/31/82 [ Conf #d) O (3) The design is based upon a conservative cable loading, instead of the smaller "as-built" loading. The limiting vertical load corresponds to a bending stress of 26,600 psi. The additional stress due to support displacements represents a stress increase of less than 10%. When consideration is given to the above conservative features, the additional stress due to the differential displacement would not it. crease l the actual stress beyond the permissible limits. O i l f l [ i O t
ACTION ITEM NO. 5 DATED 3/31/82 (Cont'd) Sheet 4 of 4 .,steur........, r. t 1 + ll h r, e m- - samass amen,u,. imm, am e namen us as ums stComun0NOOD 30ComuneNo00 30ConuetN000 SGCfl0N LCAO tN LSS.- 50CTION LOAO IN LBS.* s0CTioN LOAO IN LSS.* P1000 5000 P 1000 3500 P 1000 8000 P1100 3500 P 1100 2500 P 1100 $$00 P 3000 2000 P 2000 1500 P 2000 2000 P 3000 5000 P3000 3500 P 3000 8000 P3300 6000 P 3300 4000 P 3300 9000 P 4000 2200 P 4000 1700 P 4000 3500 P 4100 3400 P 4100 2600 P 4100 4800 P 5500 5000 P $500 3500 P 5500 8000 P 5000 4000 P 5000 2000 P 5000 5500
- s.e.ey swier - 2w Sofety factor = 2W based on ultimate strength of for 12 gauge sections (listed os P 1000), one for 14 gouge sections (P 1100), and one for 16 gouge sections connection.
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O I PUBLIC SERVICE COMPANY OF NEW HAMPSHIRE SEABROOK STATION, UNITS 1 & 2 l \\ i I NRC-SEB DESIGN AUDIT (3/29/82 to 4/2/82) I at i UNITED ENGINEERS & CONSTRUCTORS INC. I -O I RESPONSE TO ACTION ITEM NO. 7 , DATED 3/31/82 i Typtcoli contafament design data for REF. : I Tnschanie<od loads a,nd the resulting at Shen / strains in. rebar.s and concretebwe ne Stresses i. I 1 1 t
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.O Ce !. 7, se^ eao.S.N.H. "^" /"- 22 I ok sririon v~mS e, a CONTAINMENT-Structure (017) 174 3.. ove >o su,,,c, q OES /C,Al LDADs FOR. c4A77A/NMENT sec770N AT SI(ELL - MAT 0/5CDA!7/4/l/(T)' LOA 0 dASE O + u% + SSE FACTORED LOAD COND/ Tion / ~~ (FOR MECt1ANiuL LoAos ONLy} (fe = 52 fsi ) 3 1 368 KifS PER Foa7~ LEA /GTti MERID. FORCE = SV KIf5 PER FocT LE %~Ttl /100P force = l2 9 KIP.S PEK FOOT LEAGiff lNPUNE SffEAR FORc2 = 3'( GSS7 INC// -K//% 14=K FOOT LEMSTil MERID. MomEMT = = Hoop M0 MENT = 673 INCll - M125 PEK. FOOT LENGTlf i (REF. : cal c. SET cs-/S, SVT. /G4) I l NOTf\\7IDAI : Pos/TIV5 F0KCE Is TEWS/LE F0/t&E. 1 1 i OSIT/UB M0 MENT PRODUCES TEN 5loN ON LINEK. SIDE. DESIGh/ PROP 5KTIES OF MATERIALS : fG = 3 KSI Ee = 3/22 K$l Fy = 60 KSI Gs 2'1,000 KS/ ? = O l
GENERAL COMPUTATION SHEET CALC SET NO-IEV COMP gy CHWD BY g (DISCIPLINE) PRELIM g P.S.N.H. /////g? "4Mtv g c"o^,"pgySEABROOK STATION E UNIT /S s4Er .3 o, 14 C0npn!uggi_ Structure (017) ^" ao s us 3 Sue;ECT f=/NAL Co/HPHTED STRESSES + SWAINS (ER0(nfROGM/n LescAL} l I CAD CASE O + fa + SSE 9 MRT DL<coWT/MitTy i l REBh2 STRESSES i MEKID10W11L INSIDS
== 35.Gy KS/ 5 OUTSIM = 2,20 KS/ i t l ff00P * /NSIDE = l0,2 9 M / ^O OMTs/m = 6,G7 W/ l sesmic (DIACOWALS) fa l8,29 KS/(Te5d Ms)i = - 9. 3% i<sI (orra: ms.)' fy = i l l CONCRET2 STRESS + $TRAlk) l -0,-823 Ks/. l (7~,g,,o = = 0.00o354 l g l . MERIO 1 l ([N., (/
~ ..__.es, g A OUTPWT OP f'Ro6AM) LESCAL ("9 Om V u :.; y 5.NE L Lw A.L LELA:110. 0 ' D+P*S$E 30 3 8 / 2 9 / 79 0 u_C M O N f_0 5 5 se
- IRECT SOLUTION
'l l ,9 g *m. d., 1 10iAL_CR055_5(Cil0NAL AREA _.= 661.56 50.IN.
- I
's. P 3122.00 KSI 4000LUS OF ELASTIClif 0F CONCRETE = SEABROOK STATION '[ i C MODULUS OF ELA5ftCITY OF REINFORCING STEEL 29000.00 KSI = 0 FLAG FOR ANGLE OF INCLINED REBAR hh I " eg j ' . I,. ( .EO.0 ALPHA 3==ALPH44=45 DEG. 4' . ( 0, Ll_N PU T._A L.P H 4 ) AND ALPHA 4 h.e OW T o: C KNE 55 0F CROSS StCTION = 55.i3 IN.
- 16. 0 0_10.._1.N.
T OT.A LA R g A 0F mgR30._RLegR 3 = d j TOTAL AREA 0F HOOP REBAR = 16.00 50 IN. AREA 0F SEISMIC REBAR (A53) = 4.36 50 IN. [Il OL N IN$jM ( A$ {[} Q, S g,_{ g h, = F m OUTSIDE (4530) = 4.36 50. IN. W ('i' AREA 0F SEISMIC RE84R (A54) = 5/MLL-f15J' pLscnArr/NHITY 4.36 50 IN. INun < Astu 0, 50..uN. r = 4.36 50 IN. i r OuTSIDE (4540) = 367.67 K/FT. m E M 9 e A,ie g_V E R T I C A L FORCE = REge#AME MORIr0NTAL FORCE = 33.65 K /F T. g( b REMBRANE SHEAR FORCE = 128.52 K/F1. "C i 0.024185 h f (( R AT IO OF A 5J N VERT. DIR. 10 AG = I M, (. 0.024185 RATIO OF AS IN HOPI. DIR. 10 AG = b Raft 0 0F A5 IN 3-DIR. 10 AG = 0.006590 .I 7 R,4T_IO OF A5 14__43D I R_,JO AG = 0.006590 w he C'hANstE aETwEeN DiR. i=i AND I=3
- c. Ct0CKwl 5E =
45.00 DEG. i 1 A Ng tg _a g1.w t g N_DJ R._1 = 1 AND_,1=4 (+ C LO C K QS El= - 4 5.Q0_D E G. W _a h p, ( y ,y ST R($ $E S TAplE M n e. OI b h _40RaA L}TRE55_IN MERI._DtR. 21.703_K51 = M NOR4AL STRESS IN HORI. DIR. =
- 5. 7 5 7 K SI l,k NOR M AL STRESS IN (3 - T ENS. ) DIF., =. 27,539 E53
,, Q h.__N O R m A L3LR E S S._ I N_14_ _.lQ M P. LD LL a -0. 0 7.9._K $ 3 C j L STRESS IN INE CONCRETE -0.2 38 K SI P = R* Q y u Pi . BETA AND STRAIN 5 TABLE * ( LJ [ 'J C [p-; ANGLE BETwEEN VERT. DIR. AND MAX. PRINC DIR.= 29.999 DEG
- b(-
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Form sois n.v. 11/74 GENERAL COMPUTATION SHEET C ALC. SET NO. (DISCIPLIN E) & cms N M PRELIM. P.S.N.H. 1 SEABROOK STATION F IN AL dh/f
- DAME OF COMPANY N1 /S Jcciin.'E.:"I-3'.recture (017)' saan 3 pore.
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O Ill w-?) lli cri.a onb,ik o,re b W \\ fL/A/ R .I. o*JAN pipMLS - i .~ E T DATE O C 8 s SECTION PROMRTfES G-i+1EfdARAA5 REGION mm . i-. B4 33}'XzYs s}g + S E C T/0 W is im FT. ABOVE BASE />ffr[. h 37s " EMBRAhJE RE6loN} ~ S3.6zs ~ = PLAN f1ERID.; 2 Mig @ l2"= %IN /PT Hoor : 4
- lg G (2" = jgiu:yy
~ MERID~ D/AEC*T/CN' 7 SE/Simc: #lt S ll"2 45 8,W,= jf,y ty)m' o I=4 MIDE FA G r.4) MTsi% FKE A Y A Y .2A. 4 8 75 M R w. co. w sv7 1.IE 3,75 1,17.5 gy. F of M o u Ls
- 2. I 5 C.~15 l'f.7I.5 j"l'E f = g,3 gn y.
7,76 " 7%S'T (3 52.0 s,36 l l l I
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INSIDE FA G 1L) Ot/TSIDE FACE 1 l u o Asi = 8 A,, = l1. %> ",,- !!kLUDes Hoot anibueur or i i ' = # 75, 7 =to.27
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i GENERAL COMPUTATION SHEET CALC. SET NO
- EV COMP BY CHX'D BY hinited engineers
- 7. Mo7T N coisemu~E' o
P.hi N3. fl'//IF2 'l/ W ) coup 8y SEABROOK STATinN "^"' UNIT /S CONTA!NMENT-Structure (017) 174s.006 20 su,,,c, DESIGN LOADS f=DR TYP/&AL coa /TA/WMEAIT . sect /ohl IN MEMBRAWE REGloN (100'ffBol/EMAT) FACTMED LOAD coa /Orr/0AI LOAD CASE D f fa f.S S E (fa 52 pss3) = NERID. FORCE = 2SO K/fs PEK Foot LENG7/f 509 KIPS /YR PsoT LEAi&T/1 HOOP FDR&E = \\ INfLAW& SMEAR FsRc5 92 KIPS PER foor LEAIG7M = 'o - ll4 3 (N C H - Kit's FE K fmT LENGTM 'J
- meRIO, MOMENT
= - 7/3 IN&H -KIPS PER fd7T LENGTil! HOOP MOMENT = (REF: 16 9) CALC. SET CS -l5,
- Srf, NOTATloN '
POSf7/VE FCKCE IS TENS /LE FORCE, POS ITILIE MOmEAfT FKopt4CES TEA /SidN 1 ON LINER SIDE. DGSISA/ PROPERTIES of MATERIALS : -F i = 3 Ks/ Ec 3/zz K4/ = 60 MSI Es Fy 21/00 Ks/ = = h i ., ~.,
GENERAL COMPUTATION SHEET ( CALC. SET NO-REV COMP BY CHWD BY (DISCIPUNE) PREUM g Q g ~^' P.S.N.H. OI/h2 '"4W "^" C' SEABROOK STATION UNIT /S coMPA Y 'CC" NMENT-Structure (017) ^" ^" 47s oo6 j ao Sus;ec, i r i7NAL ComPMTED STRESSES + STRAlb/s FPDM FWasMM LESCAL)i LOAD CASE O + fa f SSE /W A1EMBRAAIE K5GloAl f'EBAR STRESSES llf,2/ KS/ MERIOl0A/Al-l lA/ SIDE = f O V TSID S = 26.f/ KS/ HOOP ; WSIDE = 22.11 Ksl O OMTSIDE = %,3y KSI 2 kl q SEls/Mic (DIAGONALS)
- P,=
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- i.
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'_'i. l e i' O PUBLIC SERVICE COMPANY OF NEW HAMPSHIRE ji SEABROOK STATION, UNITS 1 & 2 i' i I; I: i NRC-SEB DESIGN AUDIT (3/29/82 to 4/2/82) I!. {I 9 at l.. I'- 4 UNITED ENGINEERS & CONSTRUCTORS INC. I i 7 -O V RESPONSE TO ACTION ITEM NO. 4 , DATED 4/1/82 i i REF. RAI NO. 220.16 f Calculathn op latereli Soit pressures on r472 van ? i. t' i p r h h e O i. ~ [. 7E b. . i ['[ b., 5 [
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=. =. :=: w- =.. .=-'.- =..... ,M' h l O i 4 -PUBLIC SERVICE COMPANY OF NEW HAMPSHIRE o SEABROOK STATION, UNITS 1 & 2 i i [ ll t p 4 l NRC-SEB DESIGN AUDIT (3/29/82 to 4/2/82) l J 9 at I l-4 r i UNITED ENGINEERS & CONSTRUCTORS INC. l I-O 1 4 RESPONSE TO ACTION ITEM NO. 5 DATED 4/1/61 REF. RAI NO. 220.36 O e O ~
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__ u $}24tl~ $ f Z 220.36 I f3 (3.7.1.2) Figure 3.7(B)-16 and 3.7(B)-17 of the FSAR show 0.5% and 1% critical l V damping response spectra respectively, in which time history responses j' have more than ten (10) points falling below the design response spec-tra. According to SRP Section 3.7.1 subsection II.l.b, the spectra-enveloping requirment is that no more than five (5) points of the spectra obtained from time history should fall below the design response spectra.
RESPONSE
We have not used 0.5% damping in the design of structure, component and equipment for seismic analysis in vertical direction. The Figure 3.7(B)- 16 will be removed from the FSAR. For 1% damping spectra for vertical direction shown in Figure 3.7(B)-17, t f the mean of the spectral amplitude ratios for time history and the R.G. 1.60 spectra calculated between the frequencies of 0.5 Hz, and 33 Hz. is 1.22, which is greater than 1.0. ,p The mean of the spectral amplitude ratios is calculated using the fol-D lowing expression: i I 1_ (TS)4 f,g (DS)1 n 1 I where: l n = total number of frequencies between 0.5 Hz. to 33 Hz. th (TS)1 = Spectral amplitude of time history motion at i frequency. s (DS)1 = Spectral amplitude of design response spectra at ith frequency. Therefore, the vertical time history spectra exceeds the target spectra on the average. This high value of mean of ratios of the spectral ampli-tudes indicates the severity of the postulated excitation and therefore i the response of sticacture, system and components will be conservative. j O l l
RA1 2%0.36 (Conf W.) $htfl~ % 6]b l This method of establishing correlation between the time history spectra f and the R.G.1.60 spectra was considered appropriate during original design of the plant when SRP was not in effect. i The design vertical time history motion is not used directly for com-puting response of any structure, system or components having 1.0% damping. The subsystems having 1% damping are invariably located on the struc-tures and hence the vertical design time history motion is not used directly for the design of these subsystems. The design time history I motion is filtered through structures having 4% damping for OBE and 9 7% damping for SSE, and these filtered time history motions are then i i used for the design of subsystem. f i L 4 9 O I
~. . ~. -., -. _..-- ..-.. -~ - - - - - - - l. -.. i 1 ' g !i f O PUBLIC SERVICE COMPANY OF NEW HAMPSHIRE SEABROOK STATION, UNITS 1 & 2 i k l 4 1 II NRC-SEB DESIGN AUDIT (3/29/82 to 4/2/82) i i E 't at I' 1-UNITED ENGINEERS & CONSTRUCTORS INC. c o v l. RESPONSE TO ACTION ITEM NO. 7 DATED 4/f/82 REF. RAI NO. 220 9 i. l I ' I i. (. I i \\l llO l r reyi%-r+ v r-4 -i-e--,--ww.y y cwe+--+------.--g -yr,%,m-- =~e 4-www-w,.,-er,w-e-+--ww.e-.--- wr--e-ee-e----w-=-=ww-=-w.%--,--,- ---mw-w--*
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s' SB 1 & 2 i p FSAR l L i RAI 220.9 (3.4.2)- () The methods by which the dynamic effects of design basis flood are applied to safety related structures are not clearly mentioned in FSAR. Since the flood level is above the proposed plant grade, such dynamic loads and their determination is an important concern to NRC staff. SRP Section 3.4.2 Subsection II.3 delineates an acceptance method. Clearly mention the methods and procedures used, stating whether or not you meet the SRP criteria. t
RESPONSE
i Dynamic effects of the design basis flood were considered, but found to be negligible. As stated in the FSAR (Subsections 2.4.5.3 and 3.4.1), the maximun depth of stillwater is 0.6 feet above plant grade, and the maximum wave runup in local regions is 1.8 feet above plant grade. Any~ dynamic effects produced by these occurrences were evaluated and found to be negligible and, due to the relatively large masses of the reinforced concrete structures, can be neglected. Note, however, that hydrostatic effects of the flood are considered in the 9 design of structures with regard to buoyancy and associated behavior. a e i I I F {c O L 1 s l
_ _... _. = m._. _ _ _ _ / 3 1 l-I PUBLIC SERVICE COMPANY OF NEW HAMPSHIRE SEABROOK STATION, UNITS 1 & 2 4 NRC-SEB DESIGN AUDIT (3/29/82 to 4/2/82) at UNITED ENGINEERS & CONSTRUCTORS INC. ! O l t RESPONSE TO ACTION ITEM NO. 8 , DATED 4/1/82 REF. RAI NO. 220.14 i O i,-,-.
I, 220.14 (3.7(B).2.3 In this section, you have stated that in thk modelling of the con-() tainment's internal structure the NSSS component and their supports are modelled. However, Figure 3.7(E)-23 of FSAR indicates only four mass model for this structure without any NSSS components. Clarify this apparent contradiction. Also, if you have not included detailed models of NSSS component (reactor vessel, steam generators) in the seismic analysis of structures, justify their exclusion.
RESPONSE
Westinghouse and UE&C performed separate but coordinated analyses of this structural system. UE&C developed a dynamic model of the con-crete internal structures which Westinghouse incorporated into their coupled dynamic model of the structure and NSSS system. UE&C added the NSSS system masses into their uncoupled model of the internal structure. A figure representing the model of the coupled system is not available from Westinghouse, therefore, Figure 3.7(B)-23 of the FSAR illustrates the UE6C uncoupled model only. () Total seismic base shears and moments generated by the Westinghouse . couple.d syctem analysis.were used by UE&C in the design of the inter-nal structures.
I e l ' i i O I. I I PUBLIC SERVICE COMPANY OF NEW HAMPSHIRE 5 i 1, SEABROOK STATION, UNITS 1 & 2 l i l i l NRC-SEB DESIGN AUDIT (3/29/82 to 4/2/82) I at 1 UNITED ENGINEERS & CONSTRUCTORS INC. l !O 1 RESPONSE TO ACTION ITEM NO. 8 , DATED 4/1/82, REF. RAI No. 220.15-O
$N 1 f 3 220.15 (3.7(B).2.3) Your decoupling criteria between system and subsystem is not clearly stated in this section. Demonstrate that your decoupling criteria are either equivalent or more conserva:ive than those given in SRP Section 3.7.2.II.(b), which are acceptable to the staff.
RESPONSE
The approach to seismic system analysis assumes that all seismic subsystems except the NSS system are decoupled from the seismic sys-tem, including both the analysis of the primary structure for the response spectra generation and the analysis of structural components for amplified response spectra (ARS) generation. The masses of equipment, piping, etc., are included in the system model. UE&C has considered the effects of assuming decoupled seismic system and subsystem in the design of equipment, piping, cable trays, ducts, etc. Consideration was given to groups of seismic subsystems as follows: a) Ducts. conduits, panels and small piping. These systems satisfy low mass ratio criteria, b) Pumps, heat exchangers, tanks, etc. These systems satisfy low mass criteria in the horizontal direction and a frequency ratio criteria in the vertical direction. c) Larger piping and cable tray;s. These systems are recognized to be potentially coupled with structural components ( b.
- 1 abs) for vertical motion.
A review indicates that the approach embodying items a) and b) satis-factor 11y ensure that the system and subsystem are substantially de-O
= - - _ _ - -. -.._ - - - Shal-2 cf 3 eat 220 6 (* cont'd) O coupled in their responses. The piping and cable trays of item c) satisfy low mass ratio criteria in the response of the seismic system to horizontal motion, but coupling effects may be present in response to vertical motions. These coupilng effects are believed to be insig-nificant and to be enveloped by conservatisms inherent in the appli-cation of the ARS to design and the analytical basis used in generat-ing AFS. UE&C has undertaken a study to demonstrate the design adequacy of rep-resentative groups of systems wherein coupling may exist givfng con-sideration to the decoupling guidelines of SRP 3.7.2 or equivalent. O 'a ::ss x te c ented te the c =t 1# e=t ce=ct e i=t r t structures. The UEEC seismic models of shell and internal structure were incorporated by Westinghouse into the detailed NSSS seismic model. Total base shears and moments obtained from the Westinghouse coupled systen analysis were used by UE6C in the. design of the concrete in-ternal structures. Response spectra for NSSS components were supplied by Westinghouse. Response spectra for the Contair. ment internal l l structures were generated both by UEEC and Westinghouse using uncoupled and coupled models, respectively. The response spectra from the un-coupled model envelope the spectra from the coupled model for all directions and elevations except for a secondary peak in the operating l floor spectra in the E-W direct ion. The most. significant effect of the coupling is the reduction in magnitude of the primary peaks in the O l O l l l l -t.
241220,if (?on10) 4. spectra. Piping systems associated with the NSS system.were designed .t for spectra enveloping both UE&C and Westinghouse response spectra. Smaller piping systems and equipment, etc. were designed / qualified using the UE&C spectra. The presence of the secondary peak in the operating floor E-W spectra has no significant effect on seismic subsystems on the operating ficor. It's effect on the response spectra generated for'the steel frame supported by the internal structures is under review. O l l O l
i: PUBLIC SERVICE COMPANY OF NEW HAMPSHIRE I SEABROOK STATION, UNITS 1 & 2 i NRC-SEB DESIGN AUDIT (3/29/82 to 4/2/82) f at l UNITED ENGINEERS & CONSTRUCTORS INC. l i RESPONSE TO ACTION ITEM NO. 10 , DATED 4/f/B2 l i REF. RAI NO. 220.2 4 I i Ov 1 I i
[ _. _ _. SB 1 & 2 i 'S FSAR 's Question: The modal response for closely spaced modes is obtained r^' 220.24 by equation (1) & (2) given in Section 3.7(B).3.7 of the k )g i m FSAR. Confirm that equation (1) gives conservative results (3. 7(B).3. 7) and meets the intent of the criteria of Regulatory Guide 1.92,Rev. 1, 1976. If not, justify the deviation. I
Response
See response to RAI 220.1 (3.7.2, 3.7.3), Amendment 44, February 1982. Conservatism in combining modal response is equal to or greater than that recommended in Regulatory Guide 1.92. I t t f l l l f l I i (s i _n_,-n __..-,.._,..n
.._... - = -. _ -.. - - _. - -.. ~.. ~....... - -... -... - l d' i i:
- f.
t: hl' i ) O PUBLIC SERVICE COMPANY OF NEW HAMPSHIRE [ i j SEABROOK STATION, UNITS 1 & 2 i e i i L I
- i
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l i NRC-SEB DESIGN AUDIT (3/29/82 to 4/2/82) i 1 t. ![ 9 at UNITED ENGINEERS & CONSTRUCTORS INC. !) 'I 2 !O ii + l i i RESPONSE TO ACTION ITEM NO. 13 DATED 4/f/82 3 REF. RAI NO. 220 8 _ i I . e I. 4 0 .M tw-=~w-vm e re-.r =*r m e =,- <w w-p ew-e-~~w- -++,m=+e---ww-- ww-i.+= .*-,e---- <=*=-eeem e
- iv-r e-
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.1... w = - - --- - _ 2 l .), SB 1 le 2 FSAR RAI 220.8 (3.3.2) in Section 3.3.2.2 of the FSAA, it is mentioned that maximum velocity pressure 2 is given by the formula qmax = 0.00256V. Confirm that the velocity pressure is assumed to be constant with height, and that maxi = = velocity pressure l applies at the radius of the tornado funnel at which the maximum velocity g occurs. If not, then clearly sencion your assumptions. I Also, clarify how you have considered the variation of tangential velocity with the radial distance from the center of the tornado core.
RESPONSE
i Velocity pressure is assumed to be constant with heieht. Maxi== velocity pressure is based on the maximum tornado vind velocity =end is assumed to occur at the radius of the tornado funnel at which the maximum velocity occurs. variation of tangential velocity with radial distance from the tornado I is determined as follows: v Ve=pxVt max for 0< r< ra. m Vg= .xvt max for r < r< r m 75 where O e tangential velocity at radius r V = g maximum tangential velocity (290 mph) V = radius from centerline of tornado = radius of maximum. tangential velocity (150 ft) r = m radius at which tangential vel city equals 75 mph (580 ft) r = 75 e 1 e . O / ....o ee e e
- =
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.-*-.m m.J..m.._t-4 r l s l V f b 4!O i I PUBLIC SERVICE COMPANY OF NEW HAMPSHIRE I 1 SEABROOK STATION, UNITS 1 & 2 1 1 i h NRC-SEB DESIGN AUDIT (3/29/82 to 4/2/82) I! 6-A: t at UNITED ENGINEERS & CONSTRUCTORS INC. i i1 t n 3 i O I I i RESPONSE TO ACTION ITEM NO. 14 DATED 4 /1/82-REF. RAI, NO. 220.27 i i-f 1 4 i i O 4 l 4 4 - ~ ~~ .--,..n.-.n..t -e-ewe -+ -em--g-r-+, - - -e w,--.- .vm-,w, e- ,, -~.-..w~,,w-e*... .m ee-w-w+---n-. w-. -, * - -. -- ~-,-m---,v-, - - - +- ,.. y mvm - - - -- e ww,
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, ~ ~ ~ ~ - SB 1 & 2 FSAR RAI 220.27 (3.8.1.6) f O Confirm that the materials of construction are in accordance with Article CC-2000 of ASME Section III Division 2 Code, augmented by Regulatory Guide 1.136. If not, identify the deviations and justify the same.
Response
Seabrook containments are built to ASME Code Section III, Division 2,1975 except that prepackaged grout and epoxies were not addressed in the Code. The Code committies are currently in the process of revising the Code to allow the use of prepackaged grout and epoxies. We will keep NRC staff advised of the progress of this issue. All other materials requirements of Article CC-2000, as augmented by Regulatory Guide 1.136, are being met. 7 9 }. I k i i r
i e O PUBLIC SERVICE COMPANY OF NEW HAMPSHIRE t SEABROOK STATION, UNITS 1 & 2 3 NRC-SEB DESIGN AUDIT (3/29/82 to 4/2/82) at UNITED ENGINEERS & CONSTRUCTORS INC. i O l RESPONSE TO ACTION ITEM NO. 1(a)' , DATED 4/2/88 Technical basis }or treating, caue tmys as as non-Sa}ety rdalid Struc/was. 1 l l l l O
i SB 1 & 2 O NRC - SEB DESIGN AUDIT (3/29/82 to 4/2/82) Item 1(a). dated 4/2/82 Issue: Technical basis for treating cable trays as non-safety related structural elements.
Response
Cable trays, like conduits and other raceway components, when used to carry safety related circuit cables are qualified as assemblies. Cable tray is purchased as a component with specific performance requirements, and the manufacturer provides substantiating test data and calculations. The manu-facturer also provides a certificate of compliance to his standards for manufacture. The balance of components in the assembly are commercial grade industry standard strut material, structural shapes, strut brackets, conduit, conduit straps, nuts, bolts, etc., whose properties are well defined by industry stand-ards. Again, certificates of compliance are provided by the manufacturers to document the qualities of this material. Calling for the same industry standard components in raceway systems for both Class lE and non-Class lE circuit 5 precludes the change of inadvertent misapplica-tion of an unqualified piece in the qualified system. All raceway material undergoes receipt inspection and control level "D" storage, with ongoing storage inspection. Qualification of the conduit and cable tray raceways for the Class lE safety related circuits has been confirmed by analysis, and calculations verify the adequacy of the system based on the properties of the raceways (including tray) and support components. This instrumentation is on file in the project records. The above positions are reinforced by 10CFR21 whereby commercial grade items are not basic components until after dedication. Commercial grade items are those ordered on the basis of specifications set forth in the manufacturer.'s published product description. Dedication occurs when that item is actually installed as a basic component. Thus 'the raceway system carrying safety related Class lE circuits is indeed qualified, and the substantiating design verification calculations and quality assurance documents are required and provided. l i l I a aw m~ .A -m
=- t, f O f PUBLIC SERVICE COMPANY OF NEW HAMPSHIRE SEABROOK STATION, UNITS 1 & 2 NRC-SEB DESIGN AUDIT (3/29/82 to 4/2/82) j at UNITED ENGINEERS & CONSTRUCTORS INC. O 4 RESPONSE TO ACTION ITEM NO. 1[C)((d), DATED 4/2/63 REF.: Cable Tray DeSion i 1 t O
f a QUESTION (Item 1 (c), Attachment B, NRC SEB Design Audit, t Sheet 10 of 10): Frovide any available test data which would further assure the structural integrity and functionality of the trays when subjected to SSE and other applicable loads.
RESPONSE
The above question pertains to the methodology employed by UE&C in the design and analysis of cable trays which has been addressed by the responses to Item 5, Sheet 4 of 10. QUESTION (ITEM 1 (d), Attachment B, NRC SEB Design Audit, Sheet 10 of 10): Check IEEE 344 applicable provision which may require additional bases for establishing non-safety related structural elements. O
RESPONSE
The methods used by UE6C for qualifying cable tray designs satisfy the requirements of IEEE 344. l O l r r,, -}}