L-80-372, Forwards Response to Question 1 Re Disposal Alternatives Per 801021 Request
| ML17340A370 | |
| Person / Time | |
|---|---|
| Site: | Turkey Point  |
| Issue date: | 11/04/1980 |
| From: | Robert E. Uhrig FLORIDA POWER & LIGHT CO. |
| To: | Varga S Office of Nuclear Reactor Regulation |
| References | |
| L-80-372, NUDOCS 8011100352 | |
| Download: ML17340A370 (11) | |
Text
REGUL'ATDA INFORMATION DISTRISUTION'STEM (RIOR)
ACCESSION NBR08011100352 DOC,DATE! 80/11/04 NOTARIZED:
NO FACIL::50 250 Turkey Point Plantr Unit 3r Flor.ida Power. and L'ight C
50 251 Tur key Point PlantE Unit 4r 'FIlor ida-Power and L~ight C
AUTH INANE AUTHOR AFF~IL<IATION UHRIGr R ~ E ~
Florida Power 8 L,ight Co, REC IP ~ NAME REC~IPiIENT AFFILIATION VARGArS ~ AD Operating Reactors Branch 1
DOC
.OJ).0 05000251
SUBJECT:
Forwards r esponse toi Question 1
r e disposal al ternati ves per 801021 request;.
DISTRISUT'ION CODE,'SSIS COPIES RECEIVED:L)TR
+ENCL AA SIZES TITLE: General Di st'ributi on for, af ter Issuance of Oper at ing Licerise NOTES; RECIPIENT ID CODE'/NAMEI ACTION; VARGAE S ~
04 INTERNAL: D/DIREHUM FACOB'RC PDR 02, OR ASSESS BR 10 COPIES LITTR ENCL 13 13 "1
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RECIPIENT ID CODE/NAME:
COPIES LITUTR ENCL,",
2 2
1 0
1 1
EXTERNAL: ACRS NSIC 09 05 16 16 1
1 LPDR 03 1
1 NOV 2 g )oci~
TOTAL: NUMBER OF'. COP I.ES REQUIRED:
L(TTR 38 ENCL 36 4,M
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P.O. BOX 529100 MIAMI,F L 33152 R CKIYEDDISTRIBUTION SERVICES UNIT 1930 HOV to FLORIDAPOWER & LIGHTCOMPANY November 4, 1980 L-80-372 Office of Nuclear Reactor Regulation Attention:
Mr. Steven A. Varga, Chief Operating Reactors Branch Il Division of Licensing U. S. Nuclear Regulatory Commission Washington, D. C.
20555
Dear Mr. Varga:
Re:
Turkey Point Units 3
6 4
Docket. Nos.
50-250 and 50-251 Steam Generator Repair Enclosed you will find Florida Power and Light Company's response to Question l of the Request for Additional Xnforma-tion on Disposal Alternatives transmitted with your letter of October 2l, l980.
Please advise us if you require further information.
Very truly yours, Robert E. Uhrig Vice President Advanced Systems 6 Technology REU:LFR:bjm Enclosure cc:
N. A. Coll J.
P. O'Reilly H. F. Reis Mark P.
Oncavage Neil Choni n Henry H. Harnage Burt L. Saunders g~o/
501~ Zo'I g><~
PEOPLE... SERVING PEOPLE
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Question 1
Describe the hurricane resisting properties of the proposed building for the steam generator lower assemblies.
Response
The steam generator storage compound will be constructed to meet, as a minimum, the requirements of the South Florida Building Code.
Section 2306 thereof defines the wind require-ments.
We attach a copy of the pertinent pages.
The Code of Metropolitan Dade County, Florida, establishes the regulatory flood level as the 100-year flood level.
The Flood Insurance Study prepared by the National Oceanic and Atmospheric Adminis-tration gives the 100-year flood level at Turkey Point as 12.0 feet mean sea level.
The finished grade elevation selected for the Steam Generator Storage Compound (17.5 feet mean low water, 16.8 feet mean sea level) exceeds the regulatory flood level by a significant margin.
ATTACHMENT TO QUESTION 1, DISPOSAL ALTERNATIVES SECTION 2306, SOUTH FLORIDA BUILDING CODE 2305 LIVE LOAD REDUCTIONS Percent 0
0
... 10
.......20
.......30 Percent 0
0
....... 10
.......20
......30
.40
.......50 Allowable Live Load Reductions for All Other Buildings Roof Roof and one floor Roof and two floors Roof and three floors..........................
Roof and four floors Roof and five floors..............................
Roof and six or more floors The followingreductions in assumed live loads shall bc allowed in design-ing columns, walls, beams, girders, and foundations:
2305.1 No reduction ofthe assumed live load shall be allowed in the design of any slabs, joists or other secondary members except as sct forth hcrcin.
2305.2 A reduction ofthe total live load used in the design ofgirders based on a certain tributary floor or roof area shall be permitted as noted in the follow-ing schedule. This reduction shall not be in addition to the permitted column reduction nor shall such reduction be used in design ofbuildings to be used or occupied as warehouses or for storage purposes:
Reduction Allowed Tributary Floor or Roof Area
~ 5'7r 100 square feet 10'7c 200 square feet 15'7e 300 square feet or more 2305.3 The total live loads carried by a column or footing may be reduced by an amount not exceeding the followingpercentages except that the reduction at any floor or roof shall not be required to be less than the average percent of reduction allowed for tributary members at that floor or roof. The percentage herein sct forth shall be applicable to all the live load tributary to the member considered based on the location of the member in the building as follows:
Allowable Reductions for Warehouses and Storage Buildings:
Percent Roof 0
Roof and one floor 0
Roof'and two floors 5
Roof and three floors
~. 10 Roof and four floors
...........................~.....
15 Roof and five or more floors.................................
20 Live Load Reductions for Manufacturing Buildings, Stores, and Garages:
Roof Roof and one floor Roof and two floors Roof and three floors Roof and four or more floors 2306 WIND REQUIREMENTS 2306.1 GENERAL:
(a)
Building and structures and every portion thereof shall be de-signed and constructed to resist the forces due to wind pressure. The tvind velocity shall be taken as not less than 120 hlPH at a height of30 feet above the ground, except as may be otherwise set forth herein.
{b)
Such forces shall be applied in any direction, with all possible combinations based on height and shape factors, but in no case shall any roof be designed for less than 30 pounds per square foot live load. The said live load shall not be considered to act simultaneously with the wind load.
(c)
Systems shall be designed and constructed to transfer wind forces to the ground.
23-5
0
(d)
No allotvance shall be made for the shielding effect ofbuildings or other structures.
(o)
The minimum unit wind pressures to be used in design shall be obtained by multiplying the velocity pressures set forth in Table 23-B of Sub-section 2306.2 by the Shape Factors as described in Sub.section 2306.3.
(f) The Bui!dingOflicialmay accept a design based on other nationally recognized and accepted data, the validity of which is shown by wind tunnel and!or satisfactory test data, and may require evidence to support the values for wind pressure used in the design of structures not specifically included in this Section.
(g)
Structural members, providing stability for the building or structure, shall be designed to resist the forces set forth in Table 23-B multi-plied by the shape factors set forth in Paragraph 2306.3(a).
(h)
Buildingcomponents such as, but not limited to, purlins, girts, wall panels and sheathing, transferring wind loads to the structural frame, shall be designed to resist the forces set forth in Table 23-B multiplied by tlte shape factors set forth in Paragraph 2306.3(b).
230S.2 VELOCITYPRESSURES:
(a)
Velocity pressures, in pounds per square foot. based on height above ground, in feet, shall be taken as not less than those in Table 23-B.
HEIGHT ABOVE GROUND (In Feet)
Oto5 5to15 15 to 25 25 to 35 35 to 55 55 to 75 75 to 100 100 to 150 150 to 250 250 to 350 350 to 550 550 to 750 750 to 1000 over 1000 TABLE23.B MINIMUMVELOCITYPRESSURE In Pounds per square foot 22 27 33 37 41 46 50 55 63 71 80 89 97
........ 100 (b)
Velocity pressures are based on the formula P ~ 0.00256 x V*x where:
2/7 30 V ~ 120 51PII; and H
the height above grade (in feet) ofthe pressure being computed.
(c)
Velocity pressure for heights above 1000 feet may be taken as that I'r 1000 feet.
2306.3 SHAPE FACTORS:
(a)
Shape factors for the stability of a building or structure shall be taken as: ("Plus" signifies pressures inward or downward and "minus" signifies pressures outward or upward.)
(1)
For Vertical Surfaces:
(aa)
Rectangular Prismatic Structures.............
1.3 (sum of+0.8 windward and -0.5 leeward) 23-6
(bb)
Cylinders.................................
(cc)
Flat surfaces with no appreciable depth such as signs and fences (dd)
Partially Open Surfaces:
0.7 Per cent Solid 10 20 40 60 80 100 Shape Factor (times gross areal 0.35 0.55 0.80 1.00 1.20 1.40 (2)
For Horizontal Surfaces (Including Surfaces with less than 10'nclination to the horizontal.)
Windward'/3 of svrface (aa)
Enclosed Buildings:........
1.0 (bb)
Buildings with one or more sides open..................
-1.5 (cc)
Overhangs and eaves.......
1.5 The direction from which the wind ls coming.
"The direction towards which the wind ls going.
Leeward" 2/3 of sUfface 0.75 1.25 (all cases)
(3)
FOR INCLINEDSURFACES:
Angles from the Horizontal (aa)
Above 70'o 90 Above 60'o 70'bove 50'o 60'bove 40'o 50'bove 30'o 40'bove 20'o 30'0'o 20'ormal to Windward SUrface
+ 0.80
+ 0.70
+ 0.50
+ 0.20 0.20 0.40 0.70 Normal to Leeward Surface
-0.50
-0.50
-0.50 0.50 0.50 0.50
-0.50 (bb)
Overhangs and Eaves....................-1.50 (all cases)
(cc)
For buildings with one or more sides open, add -1.0 to the negative factors for inclined surfaces.
(dd)
For gable roofs a factor of -0.6 shall be used when the wind is assumed to blow parallel with the roof ridge.
(ee)
The wind pressure on a curved roofdue to wind blowing at right angles to the axis of the roof shall be computed, on the basis that the curved portion is divided into not less than five equal segments. Thc prcssure on each segment, whether positive or negative, shall be determined by the use of shape factors in Sub-paragraph (aa) above, appropriate to the slope of the chords of the segments.
(ff) In multi-span or saw-tooth roof's where the span heights and slopes are approximately the same and where there is a sheltering effect from the windward span, the external pressures and forces on the intermediate spans may be approximately reduced.
(b)
Shape f'actors for building components transferring wind loads to the structural frame shall be taken as:
23-7
Pressure Outward Pressure Inward (1)
VERTICALSURFACE SHAPE FACTORS (aa)
Exterior walls of enclosed buildings, including fixed lites of glass, glazing and all supporting members.
+1.1
-1.1 35-E.
(4)
Such increased stresses shall not apply to glazing materials other than glass.
(b)
In no case shall thc cross. section properties be less than required for dead load plus live load without wind load.
2306.6 SCREEN ENCLOSURES:
The wind loads on screen surfaces shall not bc less than set forth in Paragraph 44034(c). Design shall be based on such loads applied horizontally inward and outward to the walls with a shape factor of 1.3.
and applied vertically upward and downward on the roofwith a shape factor of 0.7.
(bb)
Operative doors and windows,,includ-ing all constituent parts.
+1.1
-1.1 (cc)
Exterior walls of buildings with one or more sides open.
+1.1
-1.5 (2)
Horizontal Surface Shape Factors as set forth in Paragraph 2306.3(8) (2).
(3) inclined Surface Shape Factors as set forth in Paragraph 2306.3(a) (3).
(4)
Buildings having characteristics likelyto exceed the values for design pressures obtained by use of the shape factors set forth in Paragraphs 2306.3(a) and (b) herein shall be designed with appropriate shape factors.
2306.4 OVERTURNING MOMENTAND UPLIFT:
(a)
Computations for overturning and uplift shall be based on the building as a whole using the shape factors set forth in Paragraph 2306.3(a).
(b)
Overturning stability ofany building or structure taken as a whole shall be provided and shall be not less than 150 percent ofwind load overturn-ing moment.
(c)
Upliftstability ofany building structure or part thereof or isolated component thereof shall be provided and shall be not less than 150 percent of thc wind load upliftthereon.
(d)
Stability may be provided by dead loads, anchors, attachments, the weight of earth superimposed over footings or anchors, the withdrawal resist-ance of piles or the resisting moment of vertical members embedded in the ground.
2306.5 STRESSES:
(a)
For members carrying wind stresses only, and for combined stres-ses due to wind and other loads, the allowable stresses and the allowable loads on connections may be increased 331/3 percent from the maximums set forth in this Corle for thc materials used except as follows:
(1)
Such increased stresses shall not apply to foundations except as provided in Section 2310.
(2)
Such increased stresses shall not apply.to towers, cantilevered projections or metal sheathing where vibrations or Auttcring action could bc anticipated.
(3)
Glass areas shall not be increased from those sct forth in'I'able 2307 LIVE LOADS POSTED 2307.1 (a)
(1)
The live loads in every building or structure, or part thereof'. of Group F or Group G Occupancy approved by the Building Official shall bc 23-S
0 Cl