ML17156A348
| ML17156A348 | |
| Person / Time | |
|---|---|
| Site: | Susquehanna  |
| Issue date: | 06/17/1985 |
| From: | Butler W Office of Nuclear Reactor Regulation |
| To: | Curtis N PENNSYLVANIA POWER & LIGHT CO. |
| References | |
| NUDOCS 8507010254 | |
| Download: ML17156A348 (5) | |
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50-387/388 UNITED STATES NUCLEAR REGULATORY COMMISSION WASHINGTON, D. C. 20555 JUN 17 l985 t'Ir. Norman W. Curtis Vice President Engineering and Construction - Nuclear Pennsylvania Power and Light Company 2 Horth Ninth Street Allentown, Pennsylvania 18101
Dear Hr. Curtis:
SUBJECT:
SUPPLEMENTAL CALCULATIOtl.- "STRUCTURAL EVALUATIOII OF REACTOR BUILDING, FLOOR SLABS WITH BEAtIS AT 1500'F,"
FK-C-JDV-031, J. 0.
VERHAH, FEBRUARY 22, 1985.
- SUS(UEHAt!HA During the tlarch 18-21, 1985 Fire Protection site audit PP6L provided additional information to.the tfRC staff pertaining to documentation and calculations necessary to support the Susquehanna Fire Protection Program.
The subject calculation has been.reviewed by the staff.
The staff has aetermined that additional information must be provided to justify assumptions made in the above calculation.
Listed below are the staff's questions:
Reference:
Conputation sheets for "Structural Evaluation of Reac'tor Building Floor Slabs with Beams at 1500'F," dated February 22, 1985.
1.
In your re erenced Onalysis the following major assumptions have been made:
(1)
The steel beams have a uniform temperature of 1500'F.
(2)
At 1500'F the steel is estimated to have 20% of its original strength.
(3)
The temperature o
the concrete slab is such that i.s strength is not significantly a ected due to its mass.
To substantiate the above assumptions, please provide the following information:
a)
Indicate how the 1500'F un',form temperature is established and what is the curation and actual distribution of the high temperature to which the steel beanis are subjected.
85070i0254 8506i7 1
PDR ADQCK 05000387(
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2.
3.
4.
b)
Provide the basis of your estimation of steel strength.
c)
Since the time duration in which the slab is subjected to a temperature of 1500'F has a more significant effect on its strength than the mass of the slab, indicate the time duration.
The structural member analyzed is a composite beam and therefore involves shear connectors.
Describe the effect on the shear connectors of the 1500'F temperature.
0 Eve'n though simple support is assumed in your analysis, provide the end support detail.
Indicate if there is a possibility for the steel beam to buckle, especially the lower flange.
Your criterion for live load gL..L.) capacity is 250 psf.
In the computation of live load on sheet number 6b only the number 10,145.8 P/ft. (which is com-puted on the basis of room temperature strength) can be multiplied by 20%.
The live load should be calculated as follows:
L.L. = [10,145.8 x.2 (1.25)(6.625)(150)]/6.625
= (2029 - 1310)/6.625
= 108 psf As shown bv this computation, with strength reduced to 20~~ your criterion of L.L.
= 250 psf cannot be met.
Unless,justified otherwise, it appears that protection of the structural steel member is required.
Sincerely, cc:
See next page Walter R. Butler, Chief Licensing Branch No.
2 Division of Licensing
~ir. Norman W. Curtis Pennsylvania Power 5 Light Company Susquehanna Steam Elec".roc Stauon Unit 1 5 2 cc:
Jay Silberg, Esq.
Shaw, Pittman, Potts, 5 Trowbridge 1800 H Street, N. l/.
llashington, D.C.
20036 Edward V. Hagel, Esq.
General Counsel and Secretary Pennsylvania Pcwor 8 Light Company 2 North Ninth Street, Allentown, Pennsyl vania 18101 Vir. Llilliam E. Barberich tianager-Nuclear Licensing Pennsylvania Power 8 Light Company 2 North Ninth Street Allentown, Pennsylvania 18101 t~ir. R. Jacobs Resident Inspector P.O.
Box 52 Shickshinny, Pennsylvania 18655 hr.
E. B. Poser Project Engineer Bechtel Power Corporation P.
O.
Box 3965 San Francisco, California 94119 Yir. Thomas t<<. Gerusky, Director Bureau of Rauiation Protection Resources Con~onweali:h of Pennsylvania P. 0.
BOx 2063 Harrisbura, Pennsyl vania 17120 llr. N. D. Heiss, Project tlarager Hail e Code 391 General Electric Company 175 Curtner Avenue San Jose, California 95125 Pobert N. Alder, Esquire Office of Attorney General P.O.
Box 2357 Harrisburg, Pennsylvania 17120 Hr. l/illiam fiatson Allegheny Elec. Coorperative, Inc.
2i2 Locust Street
'P. 0.
Box 1266 liarr-sburg, PA 17108-1266 lir. Anthony J. Pietrofitta, General Manager Power Production Engineering ano Construe:ion Atlantic Electric 1199 Black Herse Pike P'Ieasantvil!e, NJ 08232 t<<r. Thomas E. Hurley U.S.
NPC, Pegion I
631 Park Avenue King of Prussia, Perr. "lvania 19406
b)
Provide the basis of your estimation of steel strength.
c)
Since the time duration in which the slab-is subjected to a temperature of 1500'F has a more significant effect on its strength than the mass of the slab, indicate the time duration.
2.
The structural member analyzed is a composite beam and therefore involves shear connectors.
Describe the effect on the shear connectors of the 1500'F temperature.
1I 3.
Even though simple support is assumed in your analysis, provide the end support detail.
Indicate if there is a possibility for the steel beam to buckle, especially the lower flange.
4.
Your criterion for live load (L.L.) capacity is 250 psf.
In the computation of live load on sheet number 6b only the number 10,145.8 ¹/ft. (which is com-puted on the basis of room temperature strength) can be multiplied by 20K.
The live load should be calculated as follows:
L.L. = 310,145.8 x.2 (1.25)(6.625)(150)]/6.625
= (2029 - 1310)/6.625
= 108 psf As shown by this computation, with strength reduced to 20$ your criterion
'f L.L. = 250 psf cannot be met.
Unless justified otherwise, it appears that protection of the structural steel member is required.
Sincerely, cc:
See next page
~Sisal si~a ~~
Walter R. Butler, Chief Licensing Branch No.
2 Division of Licensing DISTRIBUTION:
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