ML17255A303
| ML17255A303 | |
| Person / Time | |
|---|---|
| Site: | Ginna  |
| Issue date: | 10/25/1982 |
| From: | Campbell D GILBERT/COMMONWEALTH, INC. (FORMERLY GILBERT ASSOCIAT |
| To: | |
| Shared Package | |
| ML17255A302 | List: |
| References | |
| 04-4824-035, 3572, 4-4824-35, NUDOCS 8306240312 | |
| Download: ML17255A303 (25) | |
Text
I e
I e ~
8 TT'A CH dd 6'dr T 8 DESlGN INPUT DOCUMENT INDEX FOR Evaluation of the Sodium H droxide Tank ERR NO. 3572 GAI M.O. NO. 04-4824-035 ROCHESTER GAS AND EL'ECTRIC CORPORATION Ginna Station Unit No. 1 Document Revision Date Submitted ~An roved Design Criteria 9-29-82 9-30-82 10-25-82 General Arrangement 0 t 9-29-82 9-30-82 10-25-82 Drawing Responsible GAI P.E.
Index Revision Date Ex lanation 83062403i2 830hih GJ~ /Comn:onweaNh PDR ADOCK 05000244 P PDR
I r
I I
V
DESIGN CRITERIA FOR Evaluation of the Sodium H droxide Tank EWR No. 3572 GAI W.O. No. 04-4824-035 ROCHESTER GAS AND ELECTRIC CORPORATION Ginna Station Unit No. 1 Originator /'0- z Q- g 2.
(Date)
GAI Approval (Project Engineer) (Date)
RG&E Approval 13NI-GR-L0981 10-25-82 (Date)
Revis ions ~Avoval No. ~Pa e Date GAI RG&E Giltet /Commonwealth
This design criteria follows the format and addresses the subjects established in GAI's "RG&E Continuing Services Project Management and Control Manual," Appendix A.
1.0
SUMMARY
DESCRITPION OF THE DESIGN The Sodium Hydroxide Tank (SHT) is a horizontal cylindrical headed tank located in the Auxiliary Building and supported by two saddles at the ground floor (El. 235'-8"). The tank is 17'-6" long from head to head and 90" in diameter. The spacing between saddles is 9'-0'-', and each saddle is anchored into concrete by eight (8) 1" diameter bolts.. The tank and saddle construction are shown on Bethlehem Steel Corporation Drawing U-9913-3 (reference 2-1). The saddle foundations are shown on GAI Drawing D-422-301 (reference 2-2)."
Three safety-related tanks were sampled and evaluated as part of the United States Nuclear Regulatory Commission's (USNRC)
Systematic Evaluation Program (SEP) (reference 2.17, section 4.1S.4). As a result of this review and subsequent analysis, it has been concluded that design modifications are required to two of the three tanks. Since those tanks required modifications, the USNRC has requested further analysis of some additional tanks, including the SHT.
The objective of this evaluation is to reanalyze the SHT to determine stress levels in its major components under seismic conditions. Stresses shall be determined in the vessel wall, saddle supports, and anchor bolts. The anchorage of the bolts into the foundation shall be checked. Factors of safety against overturning and sliding shall be calculated for the critical seismic condition. The scope of the components to be evaluated is shown on the attached General Arrangement Drawing.
%bert/Comnenwtalth
~,
Sod>umydrox'de Tank (SHT) 's referred to as the Spray Ad- itive Tank in the Final Facility Description and Safety
'n-.'ysis Report (Reference 2.11). The function of the SHT is to o main enough sodium hydroxide solution wnich, upon mixing with refueling water from the Refueling Mater Storage Tank, the zoic acid from the Boric Acid Tank, the borated water contained wi~xn the Accumulators and primary coolant, will bring the concentration of sodium hydroxide in the containment to
-pp-.ozimately 0.6 percent by weig'nt (to give a final PH in the rate 9.0 to 9.5).
2.0 REF~NCED DOCU}}ENTS 2.1 Bethlehem Steel Corporation, Buffalo Tank Division, Drawing U-9c'23-3. 2.2 Giloert Associates Incorporated Drawing D-422-301, Rev. III. 2.3 USNPC Regulatory Guide 1.26, "Quality Group Classification and Standards for Water, Steam and Radioactive Waste Containing Components of Nuclear Power Plants," Rev. 3, February 1976. 2.4 USNRC Regulatory Guide 1.29, "Seismic Design Classifications," Rev ion 3, September 1978. U 2.5 USNRC Regulatory Gu'de 1.60, "Design Response Spectra for Seismic Design of Nuclear Power Plants," Rev. 1, December 1973. 2.6 USNRC Regulatory Guide 1.61, "Damping Values for Seismic Design of Nuclear Power Plants," October 1973. 2.7 USNRC Regulatory Guide 1.92, "Combining Nodal Responses and Spatial Components in Seismic Response Analysis," Rev. 1, February 1976.
2-8 USNRC Regulatory Guide 1.122, "Development of Floor Design Response Spectra for Seismic Design of Floor Supported Equipment or Components," Rev. 1, February 1978. 2.9 USNRC Standard Review Plan, Section 3.8.4, "Other Category I Structures," NUREG-75/087, November 1975. 2.10 American Institute of Steel Construction (AISC), "Specification for the Design, Fabrication and Erection of Structural Steel for Buildings, " effective November 1, 1978. 2.11 Rochester Gas 6 Electric Corporation, Robert Emmett Ginna Nuclear Power Plant Unit No. 1, Final Facility Description and Safety Analysis Report. 2.12 Rochester Gas and Electric Corporation "Ginna Station Quality Assurance Manual," Volumes 1 and 2, current revision. 2.13 Rochester Gas and Electric Corporation Specification QA-19, "Quality Assurance Requirements for Suppliers of Design, Procurement, and Construction Management Services," Revision 3, January 19, 1978. '2.14 American Society of Mechanical Engineers (ASME), Boiler and Pressure Vessel Code, Sec. III, Division 1, 1980 Edition. 2.15 Gilbert Associates, Incorporated, report entitled "Ginna Station Seismic Upgrading Program Auxiliary Structures Seismic Analysis," May 15, 1980 including Addendum I, March 12, 1981. 2.16 American Concrete Institute (ACI), "Code Requirements for Nuclear Safety Related Concrete Structures (ACI 349-,76)," Appendix B-Steel Embedments, 1979 Supplement. Qbert /Common weath
2.17 USNRC NUREG-0821, "Integrated Plant Safety Assessment, Systematic Evaluation Program, R.E. Ginna Nuclear Power Plant," Draft Report, May 1982. 3.0 SEISMIC CATEGORY Tne SHT is Seismic Category I as defined oy USNRC Regulatory Guide 1.29 (reference 2.4). 4.0 UALITY GROUP The SHT is ASME Quality Group B as defined by USNRC Regulatory Guide 1.26 (reference 2.3). 5.0 CODE CLASS The SHT is Class 2 and governed by the ASME Boiler and Pressure Vessel Code, Section III, Subsection NC and NF (reference 2.14). 6.0 CODES STANDARDS AND REGULATORY RE UIREMENTS The evaluation of the SHT shall be in compliance with the codes, standards and regulatory requirements as specified in Section 2.0. 7.0 DESIGN CONDITIONS See Reference 2.11 Volume, gal. 5,100 NaOH concentration, w/o 30 Temperature, oF 300 Pressure, psig 300 Qbert /Coemcnwcahh
~I l
~ <
~ l J
II s ~
~
l li 'ss
~
Weight, lbs. 18,000 tank body empty
- 1. 100 saddles 19,100 total 8.0 LOAD CONDITIONS Plant conditions considered during the evaluation are normal, severe environmental and extreme environmental.
Loads encountered during normal plant startup, operation, and shutdown are associated with normal plant conditions. Loads to be sustained during severe environmental conditions correspond to the Operating Basis Earthquake (OBE). Loads to be sustained during extreme environmental conditions correspond to the Safe Shutdown Earthquake (SSE). 8.1 Loads A. Dead Loads (D) Dead loads are all permanent gravity loads due to the weight of the SHT and its conta'ned liquid. B. Pressure Loads (P) Pressure loads are loads induced on the SHT and its supp'orts due to expansion from atmospheric to design pressure. C. Temperature Loads (T) Temperature loads are thermal loads induced on the SHT and its supports due to change from ambient to design temperature. Qbett ICc~nweatth
D Yiizz c.e 'ads zzQe loads from piping attached to the SHT shall not be i~clu-ded in the evaluation, since the attached piping is nd the forces that it can generate are not significant z~ comparison to other loads. E S=is~~c Loads (E and E') S~js~c loads are inertial loads generated by the SHT in r~spclnse to an earthquake. OBE loads are .designated E, SSE
]~ada are designated E'. In the following criteria, SSE leads; are assumed to control "the evaluation. This assumption w~11 ue confirmed during the evaluation.
Seismic loads are developed for the SSE due to a maximum g ouI~ acceleration of 0.20g. Natural frequencies of the SHT a e obtained by analysis. Equivalent static seismic loads are men calculated by multiplying the 'SHT mass by the corresponding acceleration from the currently available floor ir respo-.se curves (reference 2. 15) at the calculated frequency. Damping values are taken from USNRC Regulatory Guide 1 61 ~ (refe=enceI 2.6). Three orthogonal components of seismic acceleration, two horizontal and one vertical, are'onsidered simultaneously and the responses are combined by the "square root of the sum of squares" (SRSS) method (reference 2.7)- The dynamic characteristics of the SHT with the contained fluid are considered in establishing the seismic loads that act on the SHT. Sloshing effects of the water are included in this evaluation. GilbCtt /Cornmonsegg
~ ~
)
II ~ s ~ ~ 8.2 Load Combinations and Stress Limits A. Tank Body The SHT body shall be evaluated in accordance with ASME Code Section III, Division 1, Subsection NC (reference 2.14) for the following load combination and stress limits. ASME Load Stress Service Limit Combination Limits Level D D+P+T+E' 2.0S (<m or +) + Q 2.4S
~ = general membrane stress, psi, which is the average stress across the solid section under consideration. It excludes discontinuities and concentrations.
+ = local membrane stress, psi, which is the same as qa except that it includes the effect of 'I discontinuities.
r Q = bending stress, psi, wnich is the linear varying portion of the stress across the solid section under consideration. It excludes discontinuities and concentrations. r S = allowable stress value, psi, from Table I-7s0 of Appendix I of the ASME code (reference 2.14). Met /Commonwtalth
B. Tank Supports The SHT supports shall be evaluated in accordance with ASME Code, Section III, Division 1, Subsection NF (reference 2.14) for the following load combination and stress limits. AS1K Load Stress Service Limit Comoination Limits Level D D+P+T+E'.5S or .4Su
<1 + 02 <2.25S or 0.6Su
<1 = membrane stress, psi, which is the average stress across the solid section under consideration. It includes the effects of discontinuities, but not loc'al stress concentrations.
O2 = bending stress, psi, which is the linear varying portion of the stress across the solid section under consideration. It excludes the effects of discontinuities and concentrations. S = allowable stress value, psi, from Table I-7.1 and I-8.1 of Appendix I of the ASHE code (reference 2.14). Su = specified minimum ultimate tensile strength of the material, psi. C. Anchor Bolts The anchor bolts shall be evaluated for the following loading combination and stress limit, based on elastic working stress design methods. Sfbert ICoeesnweala
y l II S I
D + P + T + E' 1.6S S For structural steel, S is the required section strength based on the elastic design methods and the allowable stresses defined in Part 1 of AISC, "Specification for the Design, Fabrication and Erection of Structural Steel for Building", 1978 (reference 2.10). D. Anchorage Concrete The anchorage concrete shall be evaluated for the following loading combination and stress limit, based on strength design methods. D+P+T+E'U U = the section strength required to resist design loads based on strength design methods described in ACI 349 Code (reference 2.16). 9.0 ENVIRON>FNTAL CONDITIONS The ambient environmental design conditions are as follows: Tempera ture 60o-120o F Humidity 20%-80% Pressure Atmosphere Radiation Negligible 10.0 INTERFACE RE UIREMENTS See Section 1.0
1'KTERIAL RE UZREMENTS The materials considered in this evaluation shall be those specified by reference 2.1, which will be assumed to be installed provided no conflicting evidence is found during field inspections. MECHANICAL R" UIREMENTS Nozzle loads from piping attached to the SHT shall be treated as 'defined in section 8.1.D. STRUCTURAL RE UIREMENTS The SHT and its supports shall be evaluated against the stress limits specified in Section 8.2. HYDRAULIC RE UIREMENTS Not applicable. CHEMISTRY REQUIREMENTS Not applicable. ELECTRICAL RE UIREMENTS Not applicable. OPERATIONAL RE UIREMENTS The SHT and its supports are required to function during all modes of plant operation, including the period during and after a SSE.
&bert /Cemmonwesl@
INSTRtPKNTATION AND CONTROL RE UIREMENTS Not applicable. ACCESS AND AD fINISTRATIVE CONTROL REQUIREMENTS Not applicable. REDUNDANCY DIVERSITY AND SEPARATION RE UIREMENTS Not applicable. FAILURE EFFECTS RE UIREMENTS The SHT and its supports shall be evaluated to determine if they can withstand the design load conditions stated in Section 8.0, and remain functional during and after a safe shutdown earthquake (SSE). TEST RE UIREMENTS Not applicable. ACCESSIBILITY MAINTENANCE. REPAIR AND INSERVICE INSPECTION RE UIREMENTS Not applicable. PERSONNEL RE UIREMENTS Not applicable. TRANSPORTABILITY RE UIREMENTS Not applicable. Q>rt ICommonwula
I 4 4
~ I
~,l
26.0 Not applicabl>e. 27.0 IDLING RE UUIREMENTS Not applicablle. 28.0 PUBLIC SAFETY'E UIREMNTS Not applicab'Q.e. 29.0 APPLICABILITY Not applicabl'e. 30.0 PERSONNEL SA" "TY RE UIREtZNTS Not applicable. 31.0 UNI UE REOUI..'"iKNTS Not applicable.
I 1
~
'r I DEPARTMENT NAME DEPT. NO. FILING CODE
~,
GILBERT ASSOCIATES, INC. rI FHG'IHEERS AH'D COHSULTAHTS
) ~g rIl)
PRO/ECT NAME j oC/'Z
'ri'.O. HUMBER PAGE READIHG PA C: l 6'.IJ Fi ~ /R I I 0 /J OQ-0 8 2 Cy-~/4 6'i'L P,g.Pit/1 '".I = HI=//7 Pf</-.& I ti Ci V.-O35'UBJECT ORIGIHATOR 9'~/i- 8 509 I u w gv')I 0'/.I~rE. TAIS'K
/0-6) DATE f !~l.
1 VERIFIER r v' y' ocrI ~iaaf p LAP IAvxl'r'Il'..'( BLP 6 O~ i 2. c'f>r&LE~~ lI
/ "/ 6 A.2 Qo C 8 OLT5 I Ir I "
I I I l
/ i)"
I iCC rC I II'I // (Q A ~)
" 0>'I AD~IL '-
2
" Irco' O -n
- I zrK O
ICl n
~~
I' 3
~
8) I 'I'O'S.
n A. ~>LT
R)
I PROPRIETARY INFORMATION OF GILBERT ASSOCIATES, INC. FOR IHTERKAL USE ONLY GAI 350 REV. 3-77
'e 4
RESPONSE TO NRC COMMENTS RELATIVE TO SODIUM HYDROXIDE TANK ANALYSIS What damping values were used for the analysis assuming the tank full, and with inclusion of sloshing effects. Answer: The damping values used were 3% and 0.5%, respectively. 2 ~ Were frequencies other than the fundamental (first-mode) frequency considered' Answer: Yes. All vibration modes were considered. The first mode is at 13 Hertz, much higher than the critical frequency range of 2.5 to 9 Hertz. The other modal participation factors were found to be negligible. It should also be noted that very conservative criteria for seismic input spectra and damping were used in this analysis (Regulatory Guides 1.60 and 1.61) vs. the SEP seismic spectra approved for use by Ginna. Additional conservatism is thus provided. h )t 1,$ I L
'4 '
(s;i) l
~ ~
a J
Attachment C Tanks in Auxiliary Building TANK (NUMBER CAPACITY (Gal. ) SEISMIC ? Refueling Water Storage Tank (1) 338,000 YES Reactor Makeup Water Tank (1) 75,000 NO Volume Control Tank (1) 1,500 NO Boric Acid Storage Tank (2) 3,600 YES Monitor Tank (2) 7,500 NO Component Cooling Water Surge Tank (1) 2,000 YES Waste Holdup Tank (1) 21,438 BEING ANALYZED CVCS Holdup Tank (3) 31,154 BEING ANALYZED Boric Acid Batch Tank (1) 400 NO Chemical Mixing Tank (1) 3 NO Sodium Hydroxide Tank (1) 5,100 YES Waste Evaporator Condensate Tank (2) " 600 NO Concentrates Holding Tank (1) 700 NO The total volume of all non-Seismic Category I tanks is 208,703 gallons. Based on the 70,000 gallon capacity of the RHR pit, and the net2free surface area of the auxiliary building basement of 4813 ft , this would result in a water level of 3'10". This is a level greater than the height of required safe shutdown equipment. Thus, RG6E will qualify the three CVCS Holdup Tanks, or prevent. their affecting the required safe shutdown equipment. The resulting maximum water volume which could be discharged onto the auxiliary building floor is 115,241 gallons. This would result in a maximum water level of only 15 inches, which is below the elevation of the bottom of the Safety Injection Pump motor of 20 inches. Thus, with the qualification of these tanks, the issue of internal flooding due to seismic qualification of tanks will be resolved.
1 o
~ (I p I f}}