ML20106J869
| ML20106J869 | |
| Person / Time | |
|---|---|
| Site: | Ginna  |
| Issue date: | 10/19/1984 |
| From: | Kober R ROCHESTER GAS & ELECTRIC CORP. |
| To: | Paulson W Office of Nuclear Reactor Regulation |
| References | |
| IEB-80-11, NUDOCS 8411010377 | |
| Download: ML20106J869 (3) | |
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ROCHESTER GAS AND ELECTRIC CORPORATICN e 89 EAST AVENUE, ROCHESTEii, N.Y. 14649-0001 %
ROGER W. KOBER VICE PRESIDENT T E L,E PoeON E.
ELECTRIC & STEAM PftODUCTION Amt a CODE 716 546-2700 October 19, 1984 Director of Nuclear Regulation Attention:
Mr._ Walter A.
Paulson, Acting Chief Operating Reactors Branch No. 5 U.S. Nuclear Regulatory Commission Washington, D.C.
20555
Subject:
Addendum to RG&E Submittal dated July 13, 1984
" Masonry Wall Design,"
I.E.Bulletin 80-11 R.E. Ginna Nuclear Power Plant Docket No. 50-244
Dear Mr. Paulson:
Enclosed is an addendum to question 15 of Rochester Gas and Electric Corporation's July 13, 1984 submittal regarding the construction and re-evaluation criteria for the masonry walls at R.
E. Ginna Nuclear Power Station.
This addendum specifically addresses the use of the existing vertical reinforcement to carry stress during an earthquake.
e truly yours, N*.
Kobe %
er W.
r Enclosure 8411010377 841019 PDR ADOCK 05000244
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PDR 1 1 l.
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s-Addendum to July 13, 1984 Submittal on Masonry Wall Design Reinforcement Position In the_ original 80-11 evaluation of masonry wall design at Ginna,,all theLwalls were analyzed as unreinforced walls.
Of the 27fwalls not qualified during this evaluation, (reference -
question 15fof July 13, 1984. submittal).12 contain vertical reinforcing and horizontal durawall-joint reinforcement.
The code of record for the plant was the New York State Building Code 1961, which for masonry did not impose the arbitrary minimum reinforcement requirements of ACI 531-79.
Seven of the walls are reinforced with (1) #3 bar on 32" center to center which is a: reinforcing ratio of 0.00045.
The remaining five are reinforced with (2) #3 bars on 16" centers which is a reinforcement ratio of 0.0018.
They also have joint reinforcement of either DUR-O-WAL standard truss type on 8" centers or DUR-O-WAL'
" extra heavy" truss type on_16" centers.
None of these walls are subject to pipe rupture or jet impingement loads, nor are they used-to support piping systems.
For any further analysis and for modification designs to 1 qualify these walls, RG&E will take credit for the vertical l reinforcing steel'to resist tensile stresses.
However, no credit will_be taken for the tensile strength of the horizontal joint reinforcement.
As mentioned in our original submittal, an independent verification program confirmed the presence of vertical-reinforcement in masonry walls as shown on plant design
' drawings.
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- o The analysis uses linear,. working stress principles.
The
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uncracked moment of inertia is based on the unreinforced net section.
The cracked moment of inertia is calculated by equating
.the moment of the transformed tensile steel area about the centroidal axis of the cross-section to the moment of the masonry compresive area.
Section stiffness is calculated using Branson's
.-Equation.
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