ML13324A623

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Forwards Calculations & Info Resolving Rooftop Ponding Issues Associated W/Sep Topic II-3.B, Flooding Potential & Protection Requirements. W/Seven Oversize Drawings.Aperture Cards Available in PDR
ML13324A623
Person / Time
Site: San Onofre Southern California Edison icon.png
Issue date: 04/26/1985
From: Medford M
Southern California Edison Co
To: Zwolinski J
Office of Nuclear Reactor Regulation
Shared Package
ML13324A624 List:
References
TASK-02-03.B, TASK-2-3.B, TASK-RR NUDOCS 8504300270
Download: ML13324A623 (40)
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Text

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Southern California Edison Company P. 0. BOX 800 2244 WALNUT GROVE AVENUE ROSEMEAD. CALIFORNIA 91770 M. 0. MED FORD TELEPHONE MANAGER, NUCLEAR LICENSING April 26, 1985 (818) 302-1749 Director, Office of Nuclear Reactor Regulation Attention: 3. A. Zwolinski, Chief Operating Reactors Branch No. 5 Division of Licensing U. S. Nuclear Regulatory Commission Washington, D.C.

20555 Gentlemen:

Subject:

Docket No. 50-206 SEP Topic II-3.B, Flooding Potential and Protection Requirements San Onofre Nuclear Generating Station Unit 1

References:

A. Letter, Walter A Paulson, NRC, to Kenneth P. Baskin, SCE, dated August 27, 1984 B. Letter M. 0. Medford, SCE, to D. M. Crutchfield, NRC, dated February 24, 1984 The Reference A letter provided the NRC staff's Safety Evaluation Report on the subject topic.

One of the conclusions of that report was that the structural capacity of the Fuel Storage and Ventilation Building roofs required further review. Two issues are associated with the rooftop loading.

The first is the appropriate coefficient of discharge used in calculating flow through the scuppers. The second is the appropriateness of using a stress increase factor of 1.6 in the roofdeck stress calculations.

In conversations with members of the NRC staff, the information necessary to complete the review was identified. This letter transmits the information necessary to resolve the rooftop ponding issue associated with this topic.

The ponding depths submitted in the Reference B letter were based on calculations that did not consider a coefficient of discharge. The coefficient used in the enclosed calculations is 0.82. This number is greater than the NRC recommended value of 0.6, but is justified by review of the "Handbook of Hydraulics" by King and Brater (6th Edition).

The NRC recommended value of 0.6 is an average value for sharp edged circular orifices under medium to high head.

This is not an appropriate modeling of the SONGS 1 scuppers.

The orifice and head configuration assumed by the NRC acts to maximize the contraction of the jet and results in a low coefficient of discharge. There are three reasons why the scupper configuration has a higher coefficient of discharge than 0.6. The first is the length of the scupper in 8504300270 850426 PDR ADOCK 05000206 PDR

Mr. 3.

April 26, 1985 relation to its area. The handbook cited above, on page 4-19, defines a standard short tube as a tube whose length is 2 to 3 times its diameter. In such cases the coefficient of discharge generally used is 0.82. Relating the scupper dimensions (2 inch by 8 inch rectangular) to tube diameters would yield length to diameter ratios of 4 to 1 and 1 to 1 respectively, with an average value of 2.5.

This value is within the defined range for a standard short tube. If an equivalent diameter of tube is considered based on the area of the scupper, the length to diameter ratio is 1.8, also very near the defined range. Table 4-10 of King's handbook further confirms this coefficient. In that table a coefficient of 0.80 is listed for the orifice dimensions and end conditions of the scuppers. It should be noted that while this table is for submerged tubes, pages 4-9 and 4-10 indicate that submergence does not greatly affect the coefficient. The second reason for a greater than 0.6 coefficient is the rectangular shape. Table 4-5 of King's Handbook indicates that a rectangular orifice similar to the scuppers would have a coefficient 3% greater than for a circular orifice with the same area and head conditions. The third reason for a 0.82 coefficient is due to the low head of the orifice. Figure 4-6 of King's Handbook indicates an increase in the coefficient for low heads.

The revised maximum rooftop ponding depths on the Ventilation Equipment and Fuel Storage Buildings due to the inclusion of this coefficient of discharge were determined to be 5.3 inches and 9.07 inches respectively as opposed to the 5.00 inch and 7.64 inch values previously submitted.

The second issue requiring resolution is the justification for using a stress increase factor of 1.6 in the roof deck calculations.

Upon reexamination of the bending calculations to consider the revised ponding depths and to determine the necessity to take credit for the 1.6 stress increase factor, it was determined that the bending stresses resulting from these ponding loads are below the allowable stresses with no credit taken for the 1.6 factor. The allowable stress is in accordance with AISI publication "Specification for the Design of Cold-Formed Steel Structural Members." is a copy of the calculations for the roof framing and deck analysis. Also enclosed as requested by members of the NRC staff to assist in reviewing the bases for these conclusions are SCE Design Drawings Nos. 567676, 567677, 567678, 567892, 568139, 568140 and 568145; Specification No.

3246-BSO-258-1-1 by Inland Steel Products Co.; and portions of Inland Floor System Catalog No. 270 indicating properties and material for Type BF 18-16 decking.

Mr. J.

April 26, 1985 This information should be sufficient to conclude your review and confirm our determination that these rooftops are adequately designed to withstand ponding loads resulting from a Probable Maximum Precipitation event at the San Onofre site. If you have any questions, please contact me.

Very truly yours, Enclosures

1.

Calculation, "Roof Ponding of Fuel Storage Building and Ventilation Building, Part IVA"

2.

Calculation, "Roof Ponding of Fuel Storage Building and Ventilation Building (Structural) Part IVB"

3.

SCE Drawing Nos. 567676, 567677, 567678, 567892, 568139, 568140, 568145

4.

Inland Steel Products Specification No. 3246-BSO-258-1-1

5.

Inland Floor Systems Catalog Page 18

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09 STEEL FLOOR SYS.TMS CcR+nioC NO. 270 0

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TYPE BF HI-BOND TYPE B Hi-BOND CELLUFLOR FLOOR DECK TYPE B HI BOND FLOOR DECK AND SECTION PROPERTIES TYPE BF HI-BOND CELLUFLOR yype Gaue ~sc~'

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Widely used for economy and versatility, these two 22(2) 2.00

.18

.21

.54 13.25

.870ar often specified side-by-side for varying 20(2) 2.50

.23

.27

.5 13.25

.873 requirements on the same building. Used alone, Type.

20(2) 2.50

.23

.27

.65 13.25

.873 18 3.20

.34

.40

.86 13.25

.877 BF Celluflor permits complete electrification of a floor B

16 3.90

.44

.50 1.07 13.25

.881 with ample cell capacity for many installations. Both 14 4.62

.57

.63 1.32 (1)

.888 12 462

.50

.89 1.76 (1)

.806 types are available in lengths up to) 28'6" in galvanized 121

.1 80

-9

.7 1)1.96Steel, gauges shown below.

18.18 4.96

.58

.48 1.42 13.25

.499 8-16 5.50

.61

.49 1.57 13.25

.465 3.TOTAL SUPERIMPOSED LOADS FOR TYPES B and BF 16 16 628 Y-7

.7T 1.77 13.25

.540 HI-BOND FLOOR DECK (0K not use shoring)

BF 1614 6.54

.83

.68 1.95 13.25

.506 116-7-06

.-9-5

-. 89 2.02 1

.615 14-14 7.72 1.02

.91 2.20 (1)

.581ilu f

a reqireent onth same blding

. Used. alone, TypeO 12 9.14 1.32 6133 2.64 (1)

.684 Span superimpos Load lbs. galvan.

BF 18 16 4.90

.58

.48 1.39 13.25

.9 6-0 200 233 BF3 18.16 4.0

.14

.47 1.21 13.25

.599 622*

6' 184 215 249 BF 1

137 200 229 (1) These sections are not available with Hi-Bond feature. All other 214 sections wilt be furnished as Hi-Bond Floor Deck only if specified.

72 '-06" 10 170 (2) 22 and 20 gauge material is not recommended for use as floors 8'-0" 133 165 188 except as Hi-Bond.

(Do not us sharing) 6-0",1915 7

142'-

6"160 816*

90 128 Or BF,

BFa, BF:3 18-16 Hi-Bond Floor Deck may be substituted.

NOTE -

No continuity is assumed at supports.

See table 20 for minimum temperature reinforcing.

2.

ALLOWABLE LOADS M ON COMPOSITE DESIGN Type Span Ibs.

t Gauge.,

-4 eUlFRM-3LOAD. bsper-s

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18 125 156 90 107 134 2

4 118 58 16 159 199 116 137 171 4

11910 1

2 B

14 199 249 149 171 2104 164 0

12 280 350 2 7 241 313 3

1 1

18. 18 152 190 15 11 764 121 11 1T 100oo 100 125 81 18-16 156 195 163 134 167 130 117 146 105 103 129 86 16 264 426 64 13910 BF 16-14 215 269 219 185 231 176 161 201 143 141 176 117 14 6 20 3 0 251 241 301-

-M21 2-11 264 1-63 1134 20 n 5 14-14 288 270 248 310 216 216 270 176 189 236 144 BF2 18-16 153 11 151 131 164 121 15 43 98 100 12)6 F-81 BF 18616 149 186 1

128 812873 6

CHITECT'S J-!T1I WjvU70 SPECIFICATIONS FRrPOR A RyR rFdUF

1. Scope
a. Included are all steel subfloors and their aecessories.

For location, type and gage of steel subtloors see strue tural drawings.

b. Not included under this section of the specification (work included under other sections.):

(1) Structural steel columns, girders, beams, and all miscellaneous bracing or supports of any kind for the steel subfloors.

(2) All reinforcing bars and reinforcing mesh.

(3) The cutting of holes in the subfloors for the passage of all materials for other trades.

"Y-P(4)

The cutting or drilling required for the attachment of materials of other trades to the steel subfloor.

(5) The final placement and attachment of welding access-hole covers and butt closure plates which close cells which are to be electrified.

(6) Electrification of the steel subfloor including head ers, jump headers, outlets, and any other materials re quired to carry wires outside of the cellular panel cells.

(7) Concrete fill (Note: for Hi-Bond c6mposite con struction a minimum concrete strength of Pc = 3 000 psi is required. For other steel sub floor construction a low water cement ratio is recommended to control crazing or temperature relief cracks).

(8) Fireproofing on the underside of steel subfloors.

(9) Any additional holes or cutting not indicated on the erection drawings shall be checked with.and authorized in writing by the general contractor, as these holes or cut areas may block vital electrical cells or may he of size or shape requiring additional structural supports.

2. Material 7

Steel subfloors shall be formed from steel sheet con forming to Zinc Coated Steel Sheets of Structural Qual ity Coils and Cut Lengths, ASTM designation: A446 and Federal Specification QQ-S-775a, Type 2, Class E.

Minimum coating 0.5 oz. per sq. ft. Minimum yield strength 33,000 psi.

3. Construction
a. Steel subfloors shall conform to the Inland Steel Pro ducts Company's type(s).....

as to depth, cell area, cell spacing and design. (refer to page....

for specific characteristics of various Inland profiles. If desired the designer should be specific at this point regarding these points rather than making reference to catalog data).

b. When two sections are combined to form a cellular panel, they shall be structurally resistance welded in accordance with (4) Design.
c. (to be inserted if panels are to be used as electrical(

raceways). Panels shall be listed and labeled by Under writers' Laboratories, Incorporated.

d. (to be inserted if panels and concrete fill are designed compositely). Deformations shall be provided in all ver tical webs of the steel subfloor adequate to structurally
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