ML20039C675

Forwards Revised FSAR Subsection 2.4.2.3 Re Effects of Local Intense Precipitation to Assist in Review.Flood Study of Cooling Towers & Potential for Blockage of Reactor Bldg Roof Drains as Suppl Info Also Encl

ML20039C675
Person / Time
Site:	Waterford
Issue date:	08/17/1981
From:	Wittich W EBASCO SERVICES, INC.
To:	Gonzales R NRC
References
L-LOU-81-220, NUDOCS 8112300031
Download: ML20039C675 (20)

Text

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. EBASCO SERVICES INCORPORATED EKO Two World Trade Center. New York. N Y 10048 f/

August 17, 1981 L-LOU-81-220 TO: R Gonzales (NRC)

FROM: W Wittich

SUBJECT:

LOUISIANA POWER & LIGHT COMPANY WATERFORD SES UNIT NO 3 LOCAL INTENSE PRECIPITATION Please find attached a copy of revised Subsection 2.4.2.3 Effects of Local Intense Precipitation to assist you in your review. Also attached are Flood Study of Cooling Towers and Potential for Blockage of Reactor Building Roof Drains as supplementary information.

If I can be of assistance, please call me (212) 839-3804.

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2.4.2.3 Effects of Local Intense Precipitation 2.4.2.3.1 Design Criteria for Probable Maximum Precipitation (PMP)

The probable maximum precipitation (PMP) is calculated by a method which uses a combination of a physical model and several estimated neteorological parameters to yield the theoretically greatest depth of precipitation for a given duration which is physically possible over a particular area. The value is estimated by maximizing all the physical parameters responsible for extreme precipitation in previously observed heavy storms and transposing the storm orientations and trajectories to produce the greatest possible precipitation over the area of concern. Consequently, the calculated PMP is a hypothetical indication of the extreme upper limit of precipitation events.

As deternined from Reference 16, the 10 square mile PMP d.pths for 6, 12 and 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> are 30.7, 34.6 and 39.4 inches respectively. The one hour rain fall increments in the critical six hour period were then arranged according to the criteria in Reference 17 such that 10 percent of the six-hour value occurred in the first hour, 12 percent in the second hour, 15 percent in the third hour, 38 percent in the fourth hour, 14 percent in the fifth hour, and 11 percent in the sixth hour.

2.4.2.3.2 Effects of PMP on the Plant Site The plant site is located such that runoff produced flooding from local intense precipitation will not affect the safety of Waterford-3. The site is drained externally by drainage ditches around the plant. The exterior walls of the plant are flood protected up to El +30 f t MSL (12.5' to 15.5' above grade) which is far above any ponding that could be expected due to a severe rainfall up to and including the PMP and assuming blocked culverts.

2.4.2.3.3 Effects of PMP on Roofs of Structures (Refer to Figure 2.4-8 Roof Drainage)

a. Fuel Handling Building The Fuel Handling Building is provided with six 4 inch roof drains which exceeds the normal code design requirements by 100%. Assuming one-third of the roof drains are blocked, the remaining functional drains and storage capacity of the roof can accommodate the PMP for its duration.

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b. Reactor Auxiliary Building The Reactor Auxiliary Building is provided with six 4 inch,

, four 5 inch, and two 6 inch roof drains which exceeds the normal code design requirements by 100%. Assuming one-third of the drainage capacity is blocked, the remaining functional drains and storage capacity of the roofs can accommodate the PMP for its duration.

c. Reactor Building The Reactor Building dome and its surrounding walk-way is provided with'3 six inch roof drains which exceed the normal code requirements by 50%. The parapet surrounding the walk-way rises to a height of 21 inches. An analysis revealed that clogging of the drains was . improbable, but a 33% blockage was considered to be conservative. Assuming t one-third of the walk-way roof drains are blocked, the remaining functional drains and storage capacity of the walk-way can accommodate the PMP with the exception of the 4th hour. A portion of the water will spill on to the 1 Reactor Auxiliary Building roof and a portion of the water

} will spill into each of the Cooling Tower "A" and "B" areas. The contribution to each Cooling Tower area is presented in Table 2.4-6a.

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d. Cooling Tower Areas "A" and "B" i '

! Both Cooling Tower areas were considered as being one large I roof with regard to rain water contribution from open areas, projected wall areas .(50% of external walls and 100% of internal walls), wet cooling tower overflow, and partial spill-over from the Reactor Building parapet. The water I

storage capability of the Cooling Tower areas took into account the open areas less the internal walls and wet cooling tower basins. The lowest elevation of the Fuel Handling Building (EL-35MSL) was also considered as water storage capability for the Cooling Tower areas with equalization of water level between the two areas'cccurring

! through exit doors located on each side of the structure.

There is no safety related equipment on this elevation of the Fuel Handling Building that would be effected by this

• type of flooding.

Each dry cooling tower cell and open area adjacent to the '

cells are provided with area drains. The wet cooling towers are provided with overflows at their high water

. level elevations, which spill onto the open areas adjacent to them. .All area drains in each Cooling. Tower area are

~ interconnected by a network of drainage piping which terminates at the area drain sump no. 1 for Cooling Tower i ~ area "A" and area drain sump no. 2 for Cooling Tower area i "B". Each drain area sump is provided with a set of r

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duplex sump pumps at a capacity of 325 gpm per pump.

Loss of offsite power coincident with the PMP storm was considered and provisions were made to power the sump pumps from the emergency diesel generators via a manual switch. The sump pumps have also been designed for seismic considerations (Refer to Table 3.2-1).

Assuming one sump pump in each cooling tower is out of service and the remaining sump pump in each cooling towet area is not operating for the first half-hour of :he PMP, a resulting build-up of 1.60 feet of water after six hours occur evenly over.the available water-storage area. This' buildup for the critical six hour

, duration of the PMP is presented in Table 2.4-6.

The safety related equipment in cooling tower areas "A" and "B" are Motor Control Centers 3A315-S and 3B315-S, and Transformers A and B. The maximum height to which rainwater can rise before flooding of essential portions of this equipment can occur is 1.71'. Therefore, local intense rainfall on the Cooling Tower areas up to and including the PMP, will not result in the flooding of safety related equipment.

To further preclude the possibility of flooding the MCCs and the transformers, openings' are provided for their respective dry cooling tower cubicles. These openings wi11 drain water from the cubicle in the event of localized drain clogging in the dry cooling tower cells. These openings will prevent water from rising above the critical 1.71'.

2.4.2.3.4 Effects of Ice Accumulation on Site Facilities Ice Accumulation effects at the Waterford-3 site are considered to be negligible because of the climate of the region as discussed in Section 2.3. Therefore, ice induced flooding and structural damage is not considered as design bases.

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TABLE 2.4-6a PMP STORM WATER CONTRIBUTION TO COOLING TOWER AREAS FROM REACTOR BUILDING DOME 4

EMP PMP DEPTH CODE DESIGN REACTOR BUILDING DRAINACE PARAPETi. 60% CONTR 50% CONTR 50% CONTR HOUR '

44/i:R IN/liR (2) ROOF AREA-FT2 EXCEEDANCE . STORAGE TO TOWER AREAS "A" TO T0JER "B" 1 FT3 FT3 FT (1) 3 k . TO FTTokt:'R 3 (I) %FT 3 (') 't'

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PMP RUNOFF ACCW LATION IN COOLING TOWER AREAS

s PMP PMP DEPTH OPEN AREA REACTOR BUILDING ROOF CUMULATIVE WATERPUgPED INCREASE OF TOTAL TOTAL HOUR INCHES CogTRIBUTION' CONTRIBUTION TOTAL CON- OUT - FT STgRAGE- STORACE ACCUML* LATED

_ FT (1)(3) 3 FT (2) TRIBUTION-FT 3 FT WATER-FT3 WATER-FT(4) i 1/2 1.54 lJ E 7 'L2 A '4 3132 ' O 3132 0 3132 3132 .14 i P 1 1.54 3132 0 3132 2608 524 3656 .16 2 3.69 '

7504 0 7504 5214 2290 5946 .26 3 4.61 9375 0 9375 5214 4161 10107 44 4 11.67 23731 3262 26993 5214 21779 31886 1.38 5 4.30 t 8744 0 8744 -

5214 3530 35416 1.53 6 3.38 6873 0 6873 5214 1659 37075 1.60 7 1,48 3010 0 3010 5214 -2204 34871 1.51 (1) See Figure 2.4-8 (2) See Figurd 2.4-6a 7~ I(- h,,','{f[,;$ M },M 1,u-(A (3) Cooling Tower Area "A" - 11958 ft 2 Cooling Tower Area "B" - 12444 ft ~QQ f

(4) Cooling Tower Area "A" - 9300 ft2 of storage area Cooling Tower Area "B" - 8259 ft2 of storage area Fuel Handling Building - 5572 ft2 of storage area

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e POTENTIAL FOR BLOCKAGE OF REACTOR BUILDING ROOF DRAINS An evaluation of the actual potential for the Reactor ouilding roof drains to partially or completely block, resulting in uncontrolled overflow of storm water, should consider two factors. First is the potential for a suf ficient amount of wind blown leaves to reach the roof, accnmulate, and block one or more of the drains. Secondly, an analysis is needed of the likelihood of drain clogging from nests constructed on the roof by birds known to occur in the area.

A comparison of the-6-hour probable maximum precipitation (PMP) (refer to revised Subsection 2.4.2.3 of the FSAR) for the Waterford-3 site with other extreme rainfall estimates and observations will reveal the conservatism contained in the roof drain design criteria. The 6-hour PMP is 30.7 inches, while the greatest observed 6-hour precipitation, as well as the precipitation with a calculated 100 year return period, are both only between 8 and 9 inches. Thus the 6-hour PMP is more than a factor of 3 greater than any 6-hour rainfall event which has been observed or can reasonably be expected to occur at the c

Waterford-3 site. Substantial drain clogging, occurring concurrently with a precipitation event exceeding those known or likely to be expected, would be required to tax the roof drain capacity.

Drain clogging from leaf litter cannot be considered as likely to occur under reasonably expected conditions. The nearest stand of trees to the Reactor Building is a thin band of riparian hardwoods , approximately 500 feet to the northeast. Larger wooded tracts occur approximately 1400 feet to the northwes t, 3000 feet to the northeast, and more than a mile to the southwest. Other than the riparian hardwoods, the area within 1600 feet of the Reactor Building is devoid of trees. Average leaf canopy height in any of the wooded tracts is not likely to be more s than 65 feet. The height of the Reactor Building roof is therefore almost 3 times the leaf canopy height. Leaf senescecce commences in late October to early November, and extends throughout the winter. In this area, there is no sudden advent of leaf fall, such as occurs in most northern states, and consequently no rapid seasonal accumulation of leaf s

litter on the ground. Given the scarcity of trees in the immediate vicinity of the Containment Building and its considerable elevation above

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the leaf canopy, as well as the extended period of leaf fall and slower litter accumulation, it is very unlikely that leaf transport to the building roof could occur under reasonably foreseeable conditions.

When evaluating the potential for drain blockage by birds nests, it should be noted that relatively few species of birds will attempt to nest on man made structures. In addition, species which typically nest in crevices, holes, or on vertical walls (ie, rock doves, starlings, house sparrows, chimney swifts, barn swallows and cliff swallows) would not utilize the Containment Building roof because of its size and configuration. Species which are known to nest on rooftops (ie, 4 c rn 5 <

least-turns, killdeer, and nighthawks) prefer flat, bare s2rfaces, but build no nest and so pose no threat to drain blockage. Also these species are unlikely to nest on top of a building the height of the Reactor Building or on its domed roof. Finally, the configuration of the roof drains make it extremely unlikely any species of bird will attempt to nest in the drains.

Therefore, for these reasons, it must be concluded that clogging of the roof drains is extremely unlikely.

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