ML19329F608

Responds to Saginaw Valley Interrogatories Re Aspects of Reactor Sys Design to Be Completed Before CP Issuance

ML19329F608
Person / Time
Site:	Midland
Issue date:	07/06/1971
From:	Jerome Murphy US ATOMIC ENERGY COMMISSION (AEC)
To:	Atomic Safety and Licensing Board Panel
Shared Package
ML19329F606	List: ML19329F605 ML19329F608
References
NUDOCS 8007030383
Download: ML19329F608 (23)

Text

{{#Wiki_filter:__ p } DJCKET NUMBER PROD. & UTj( fg,,Deh21M3 316. Describe in detail what aspects of a reactor system design must be completed or you insist upon being completed before the issuance of a construction permit. If in your answer you make reference to other than textual (exclusive of foot-note) matter in the PSAR, or reference to otner than textual (exclusive of footnote) matter in your Safety Evaluation, then set forth completely the text of each such reference or attach a copy. As stated in Sections 50.34 (a) (2), (3), and (4) of 10 CFR Part 50 of the Commission's regulations, an applica-tion for a construction permit must include a summary de-scription and discussion of the facility and the preliminary design, including (l) the principal design criteria, (2) the design bases, and (3) information relative to materials of / construction,generalarrangementandapproximatedimensions, together with a preliminary analysis and evaluation of design and performance. We do not require that the final design be completed for any specific aspects of the reactor system prior to issuance of a construction permit. o> t^ 'O D004I!!O s JUL 1971 * $ Nw 4' M ,C ~ [ Joseph A. Murphy f/. / l./ ews o,:mwr rm: ;r.:wm /p 9 '[O / 4 IN 8007030 3 I 3 s

,3 i7 250. Describe in detail what analysis, specifying each fact, calculation and assumption thereof, was made by you concern-ing the probable maximum flood and its possible ccnsequences to the proposed plant. During the period of construction of the proposed Midland Units and during your review of tne applicant's calculation of the probable maximum ficod level, what changes can or are contemplated to be incorporated into the design to insure integrity of the proposed Midland Units, if error is found in flood calculations. Also, state why i you wait until construction of the proposed Midland Units is under way to " review the Applicant's calculation" and to assure yourself that "the calculational techniques have been properly employed." In your answer you make reference to other than textual (exclusive of footnote) matter in the PSAR, or reference to other than textual (exclusive of foot-note) matter in your Safety Evaluation, then set forth completely the text of each such reference or attach a copy. [to the extent that information is sought as to why the calculation is not required at this time] L In the course of our review of the Midland application, we and our consultant..the U. S. Geological Survey, have dis-cussed the computational procedure.s and the. hydrologic param-eters used in developing the Probable Maximum Flood (PMF) with the applicant. Some details in these areas are included in a draft report entitled " Midland Project - Hydrology and Hydraulics"whichwasinformall,yprovidedtothestaffby theapplicant.*/ We have evaluated the calculational tech-niques and hydrologic parameters used and have determined j that they are acceptable. We consider the applicant's cal-culated Tittabawassee River PMF' peak discharge of 262,000 cfs and the associated water level elevation of 631 ft as presented 1

• /- This informal report was inadvertently omitted from the compila-tion of informal submittals previously supplied to the Board and the parties. A copy is attached.to this response.

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O l'; j 2-in the draft report to be adequate. This level, plus the increase due to wind wave action not yet determined, will provide the design basis for PMF protection. In lieu of a completed and reviewed calculation, the applicant has stated in Amendment 10 that vital structures will be designed to withstand the PMF which will be calculated by the applicant using techniques and parameters already evaluated by the staff. We consider this criterion accept-able. During our review of the Final Safety Analysis Report, we will assure that this criterion has been met and the design of the vital structures is adequate. We consider that a comitpent by an applicant to meet design criteria found acceptable by the staff is adequate for issuance of a construction permit. Lu,l0hadolf (/ / cf Joseph A. Murphy Saibsl , Nn-,s V Dwight E. Nunn G t I

} f) l i Midlend Project - Hydrolorv and Hydraelics Th2 main concern hydrology-uise regarding the safety of vitsi installaticas is th probabic maximum water level at the plant site. Four parts are involved in this problem: i 1. What would be the natural probable, maximum flood (PMF) discharge? 2. What vould be the effect of upstream dam failures at the time of the PMF7 3. What would be the maximum water level resulting from the PMF (or FMF + dam failure)? 4. Could a Bullock Creek PMF with a 100-year flood on the River give a higher water level? Probabic :taximum Flood The hydrograph of the Tittabawassee River PMh at the plant site was developed using: 1. The unitgraph shown in Figure 1. 2. Probable maximum precipitation (PMP) and infiltration losses as shown in Figure 2. Rainfall excesses obtained by subtracting the losses from the rainfalls were ap- / plied to the unitgraph to obtain the PMF hydrograph of Figure 2. 4 Dam Failure It was requested that a reasonable mode and time of failure be assumed to evaluate the effect of das fai*nre upon the maxieum water level at the plant site. The worst condition would be if the four dass on the river were to f ail succes~sively downstreamward. It was understood that the total storage behind all four dans could te treated as concentrated at the dam farthest dcwnstrean, - Sanford Dam. Study of the Sanford Dam design and records, an'd a brief site investigation in-dicated that failure would probably be by overtopping, - on which there is a desrth of usable information. A theoretical approach was tried for getting the logic.a1 ecdc and duration of failure by using the bed load trcosport ability of f1 cuing water. Ecuever, this did not give logical results after the first 20 to 30 minutes of the failure process. A search of the technical literature of the ptst 15 years regarding den failure by overtopping yielded only 2 instances where maxitum discharge and failure duration were given. Based on these a failure pat-tarn in 10-minute increments.was assumed as shown in Figure 3. It seems logical that failure vould start as the headwater level rises over the low point in the crest at the right end of the dam, and that the water level wtuld continue to rise over the remaining length of the crest due to two factors: G

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f / j 1. A high rate of inflow to the reservoir from upstron. dam failure, in addition to.the natural flood. (The rate of inflow from upstream failurcs was not studied since all storage to be released was assumed concentrated at Sanford.) 2. Increasing restriction on the outflow thru and over ti.; dam, - from high tailuater levels that would res' ult from a constriction in the channel about 1/2 mile downstream at the C&O Railroad. It was-found that the latter condition would reduce the headwater-tailwater dif-farential at the dam to less than 11' so that peak outflow thru the break would bn Icss'than 210,000 cfs. It would also limit the amount of total stored water released thru the break to about 167,000 ac.-ft. Figure 4 shows how this value was arrived at, and Figure 5 shcus the hydrograph resulting from the dam failure. 4 'Ihn rising limb of the failure hydrograph is a result of weir overflow calcu-Ictions based on the assur:ed code and duraticn of failure, and the recession lieb -hac been determined by trial, assuming all storaFe is released in about 24 hours. The next step was to determine a reasonable point in tire at which overtopping could be expected. Logically, this would occur when the rate of inflow to the reservoir' exceeded the ultimate capacity of the spillway. This capacity was determined to be 25,000 cfs with headwater.5 feet over the low point in the dam crest. Sanford Dam spillway has 6 gated bays, -- 2 0 25.35' wide and 4 @ 22' wide. Its ogee crest is 13.5' lower than the embankment low point and probably has a discharge coefficient of 4.0 at that head. Tailwater would be about 2.5' over the spillway crest and its effect is still nyligible at that discharge. The Pl!F hydrograph at Sanford Dam was thcn developed to obtain the time (from start of runoff) at which the dischprge fred Sanford would begin to exceed 25,000 c fs. It was' assumed outflow = inflow since the storage capability is small with respect to the flood volume. The hydrograph was developed using: 1. The unitgraph shown in Figure 6. 2. PMP and infiltration losses as shown in Figure 7. Rainfall excesses were applied to the 'unitgraph to obtain the PMF hydrograph at Sanford Dan as shown in Figurc 7. The hydror,raph'shows that overtopping would start about 1.5 days after the start of runoff. The failure hydrograph in Figure.5 was routed by thie coefficient method thru the Tittabawassce River to the Midland plant site, using an average velocity of 3.5 i ft./sec.3 time increcents cf 6 hours, and channel storage coefficient of.10. The i cssumed velocity and coefficient are considered appropriate for the PMF condition. Since the flooded area would be extensive, average velocities would be low and otorage effects would be high. The channel-routed hydrograph is shown on Figure 8 together with the natural PMF at the plant ' site. Figure 8 also shcws that when the failure hydrograph is added to the PMF in proper phase, the peak discharge at tha plant site would be approximately 262,000 cfs (8,000 less than was estimated previously). l L e ~ ---e y v, v

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:- j Maximum Water I.avel It has been detercined that the water level that would result at the pfent site fr:e the PMF peak of 262,000 cfs.in the Tittabawassee River, would be about El. 630.1, - say 631 in round numbers, - under post-project conditions.

This is tha result of calculations cade using conservative assumptions regarding channel cnd flood plain flow resistance and downstream water levels. Calculations vere made using a USCE-originated computer program which uses the standard step back-water method. For the calculations, the following were used: 1. Cross-sections obtained from four sources - USGS 7.5 minute quadrangles' with 5 ft. contours, 1 ft. contour maps by Abraos Acrial Survey, USCE surveys of 1948-49, and Bechtel surveys of April,1970. 2. Channel and flood plain roughness values as on each cross-section shown on Figure 9. 3. Starting water surface elevations for 5 different discharges arrived at by several trial runs for each discharge, selecting the hi her of the E pair of runs shouing the best convergence. For the cross-sections, the USGS maps were used generally above El. 610, some-times higher. The use of USCE survey information was limited to the channel proper plus 200 to 300 ft. of the flood plain. Abram's maps were used to fill in between USGS and USCE data, and Bechtel sur'veys were used for sections 7 thru 10. In all, there were 11 cross-sections used to study pre-project conditions, and 13 cross-sections for computation of post-project water levels. The cross-section locations are shown in Figure 9. For the purpose of developing judgement for "n" values in the area of concern, calculations were made to duplicate the water surface profile of the record flood of March, 1948, (34,000 cfs), checking at 4 points where the water level had been deterrined by the U. S. Corps of Engineers, Detroit District. The ob-sarved and the calculated water levels for pre-project conditions are listed in Tibic 1, together with Manning "n" values used in the calculations. Hownver, roughness values indicated by this study could not be applied blindly to tha post-project conditions. A study of recent acrial photographs showed that for scme reaches of the eastern flood plain it would be on the unsafe side to use the roughness indicated in the pre-project study. In other reaches it wo.uld be ridiculously conservative to apply the "n" value determined in the pre project ctudy to the entire castern floed plain. The cross-sections were therefore di-i vidad into sub-sections and conservative but reasonable "n" values assigned to theeasternfloodplainportions.(Bj,9) The "n" value applied to the western flood plain is also conservative because i construction of the cooling pond dikes elitinates the shallow, high "n" flood pitin to the. west as a flood flow area, leaving the deeper, lower "n" area to the cast so that the right overbank "n" should be lower than in any historical ficcd that inundated areas to the west. Also,because the computed pre project water levels were slightly lower than the observed levels (Table 1), the channel "n" for cross-sections 10, thru 6 was raised to.028 for post-project conditions. l

^ 'Q m i s I e '* e.. e Ta be conservative it wec ascumed thnt tha new rtiltTid' br*idge and tha Smith's Crossing bridge would not be destroyed by the PMF prior to the flood peak. How ver, Sc:ith's Crossing bridge would almost certainly be destroyed. The r:2 ult would be a lower-than assumed water surface elevation at Section 10. It w.3 assu:ned that the railroad bridge piers would gather debris so that the effcetive thickness of each pier would be about 30 ft. Bullock Crcok PMF_ Conputations were made using 5 cross-sections and the standard step method to datermine the maximutt water level that would result if there were to be a Eullock Crcck PMF concurrent with the arrival at the plcnt site of the ICC-year flood peak on the Tittabawassee River. That maximun level was determined to be about El. 620 at the west dike of the cooling pond and poses no threat to vital installations since they are at El. 634. Ths Bullock PMF was developed using: 1. The 2-hour unitgraph shown in Figure 10. 2. PMP and infiltration loss rate shown in Figure 11. Application of the maxieurs 24-br. rainfall excess to the unitgraph resulted in the PMF hydrograph in Figure 11. The corresponding Bullock Creek water surface profile 'eas calculated using the carce cocputer program as used in the river backwater c orr.putations, with cross-sections located as shoun in Figure 12. 4 = e e e b O m O a 9 4-e e

TABLE 1 OBSERVED AND CALCULATED WATER SURFACE ELEVATIONS SMITil'S CROSSING TO PLANT SITE AND USGS GAGE ~ Section Station Pre-Proj ec t Post-Proj ec t No. W.S. Elevations ~ Manning's "n" W. S. Elevations " 34,000 cfs Obsrv. Calc. LOB CH ROB 55,000 75.000_ 100.000 170,000 270.000 10 0+00 606.59 606.59 0.150. 0.027 0.045 608.0 609.0 613.5 619.0 625.0 \\g 9-10+00-606.79 608.2 609.3 613.7 619.2 625.2 / 8 26+50 607.32 609.2 610.6 614.3 619.7 625.6 7 41+50 607.62 609.7 611.3 614.8 620.2 626.1 7.05 52+00 607.70 610.0 611.7 615.0 620.2 625.8 7.1 62+00 608.22 610.6 612.5 615.6 620.8 626.1 6 76400 608.56 608.39 0.040 0.027 0.045 611.0 613.0 616.2 621.7 627.7 6.05 87+50 608.57 611.2 613.3 616.6 622.4 628.6 6.07 90t50 611.1 613.2 .616.4 621.9 628.1 6.1 ds' 93+50 611.1 613.1 616.3 621.7 628.0 6.'1 us 94400 61F.4 613.7 619.8 623.2 628.0-5 102+50 608.51 611.6 614.0 620.3 624.1 6'24.1 5.1 121+00 609.03 612.1 614.6 620.7 624.8 63'O.'0\\ 42 144+50 609.10 609.15 0.040 0.027 0.06 612.2 614.8 620.9 625.1 6'30] 23 179+50 609.78 609.63 .. n. ..:V ' 5h l') e ? Smith's Crossing ..t .A 2 Plant site ,. de 3 USGS gage g N. ~ -4 e.. V

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