ML19345B033
| ML19345B033 | |
| Person / Time | |
|---|---|
| Site: | Trojan File:Portland General Electric icon.png |
| Issue date: | 11/19/1980 |
| From: | Rachel Johnson PORTLAND GENERAL ELECTRIC CO. |
| To: | Buck J, Johnson W, Rosenthal A NRC ATOMIC SAFETY & LICENSING APPEAL PANEL (ASLAP) |
| References | |
| TAC-12369, NUDOCS 8011260006 | |
| Download: ML19345B033 (26) | |
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Q M3 Alan S.
Rosenthal, Esq.,
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Atomic Safety and Licensing Board m:
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U.
S. Nuclear Regulatory Commission i
7" Washington, D. C.
20555 2
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Dr. W.
Reed Johnson, Member
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Atomic Safety and Licensing Appeal Board U.
S. Nuclear Regulatory Commission
. Washington, D.
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20555
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Dr. John H. Buck, Member Atomic Safety and Licensing Appeal Board U.
S. Nuclear Regulatory Commission Washington, D. C.
20555 Gentle nen :
The modifications to the Trojan Control Building required by the NRC Order for Modification of License, dated May 26, 1978, and approved by the Atomic Safety and Licensing Board in this pro-ceeding are in progress.
These modifications include the exposure of certain embedded steel columns in the Control Building walls in order to provide continuity of the wall reinforcing steel which was originally interrupted by the steel columns.
In the course of the exposure of these columns, Licensee has discovered void areas at some locations in the concrete core portion of four composite wallsl along the top of the wall panels just below the bottom flange of the structural steel beams.
Licensee has at-tributed these void areas to a deficiency in the placement of the concrete by the contractor.
These conditions, along with other minor deficiencies at these locations, are described in the attached Nonconformance Reports and have been examined by an inspector from the NRC Region V Office of Inspection and Enforcement.
1Consisting of a concrete core between two wythes of masonry, with embedded steel columns and beams.
1300 Willamette Center go3320 0O@
121 sx' salmon street. portland. oregon 97 04 G (503)7 1000
m Portlarxl General Electric Corppany November 19, 1980 Page 2 The void areas result in some reduction in the seismic capacities of the subject walls.
Two of these four walls are considered major shear walls, and for each of these two walls the reduced capacity remains in excess of the SSE forces previously reported in this proceeding.
The other two walls are considered minor shear walls, and in Phase I of this proceeding Licensee reported that for each of these two walls the calculated SSE forces exceeded the calculated SSE capacity.
Licensee's witnesses testified that such differences between the calculated force and the calculated capacity were in effect a fiction; the walls would not become overloaded, but rather the " excess" forces would be resisted by neighboring struc-tural elements.
The effect of the void areas in these two minor shear walls, then, is to increase the forces to be resisted by neighboring structural elements.
Licensee's evaluations have shown that such neighboring elements have sufficient excess capacity to resist the additional forces.
From the standpoint of the Control Building Complex as a whole, the void areas do not result in a significant reduction in the capacity-to-force ratio and thus do not result in the seismic capacity being reduced below the SSE forces.
Licensee is performing repairs at all locations where deficiencies have been discovered.
These repairs will substantially restore the seismic capacities of the walls to those previously reported in this proceeding.
Commencing this week Licensee will be performing investigations to determine whether similar void areas may exist at any other location.
Where verification of the conditions by other means is not feasible, such investigations will include drilling holes into walls at the top of wall panels to permit physical examination of the concrete core.
It is expected that these investigations will be completed in approximately two months.
Licensee will promptly inform this Appeal Board and the appropriate offices of the NRC should any significant deficiencies be discovered in the course of these investigations.
Licensee does not believe that the results of its evaluations of the conditions described above have any significant effect on the decisions of the Atomic Safety and Licensing Boa-d in this proceeding.
Ilo w e v e r, Licensee is reporting this matter pursuant to its obligation to keep the Appeal Board informed of any matter which may have an impact on this proceeding.
Sincerely, 4t/-
Ronald W.
Johnso' RWJ:es Attachment c.
Control Bui' 'ng Service List
Attachment A to PIP 200-13, Rev. 1 Page 1 of 1 RESIDENT ENGINEER NONCONFORMA';CE REPORT
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1 NCR No.
RE-127 h., conforming Item Composite wall concrete core at 46N', El. 58'-1" Recommended Disposition Fill void with concrete during Control Bldg modification work.
l'.. Is the basic function of the system, structere or compo..
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5~.. Is this item safety-related?
Yes
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The nonconformance does not result in a reduction in capacity along column line 46 below the required SSE demand, and does not significantly reduce the capacity-to-force ratio for this wall. The nonconformance does not result in an unreviewed safety question.
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NCR DISPOSITION REV11N F0101 Station Trojan Unit No.
I NCR No. RE-129 Composite wall core concrete and steel beam Nonconforming Iten concrete encasement (see NCR No. RE-129, Att. 1)
Esar.
Repair in accordance with reconmended I'ecommended Disposi tion orrective action per NCR No. RE-129, Att. I 1.
Is the basic function of the system, structure or component a f fec ted Yes
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Yes No Comments (10 CFR 50.59 safety evaluation)
The nonconformances do not result in a reduction in the capacities of the walls involved below the required SSE demands and do not significantly reduce the capacity-to-force ratios for these walls. The nonconformance does not result in an unreviewed safety ouestion.
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i ATTACH'#,ENT 1 TO RESIDENT ENGINEER'S NONCONFORMANCE REPORT NO. RE-129 5
l Following are dispositions and recommended corrective actions for the non-l conformances identified:
I Item 1-r
1.1 Location
Control Building Column Line N between elevations 45 f t and 61 f t; composite wall panel between about 2'-6" south of Column Line 46 and the north side of the opening for door No. 24.
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1.2. Nonconformance
Void in core concrete along the top of the wall panel just below the, bottom flange of the structural steel beam.
n1sssing from boWom of t/re f/angs Sfuas are,
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1.3 Disposition
Repair. - d'e via hon Aom deg,' n - o rn esse'on o /
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1.4.1 Cle n off surfaces surro nding the void area using water spray under sufficient pressure, or other suitable means, to remove all loose material and provide suitable grout bond surfaces.
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1.4.2 Provide suitable venting and filling holes to eliminate potential air pockets-and assure complete filling of void space.
i 1.4.3 Fill the void area with "5 Star" nonshrink grout, mixed to i
minimum viscosity in accordance with manufacturer's recom-mendations consistent with a design fc'.= 5000 psi, under sufficient pressure to fill observed small void pockets.
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Item 2
2.1 Location
Control Building Column Line 46 between elevations 45 ft and 61 f t; composite wall panels between Column Lines N and N' and N' and O.
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2.2 Nonconformance
Voids in portions of the core concrete along the top of the wall panels just below the bottom flange of the struc-tural steel beams.
2.3 Disposition
ghetK 2.4 Recommended Corrective Action:
The recommended corrective action is per 1.4.
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Item 3
3.1 Location
Control Building Column Line N' between elevations 45 ft and 61 ft; composite wall panel between Column Lines 46 and 49.
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3.2 Nonconformance
Void in a portion of the core concrete along the top of the wall panel just below the bottom flange of the struc-tural steel beam and portions of the concrete beam encasement not completely filled.
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3.3 Disposition
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3.3 Recommended Corrective Action:
3.4.1 Provide inspection holes to determine the extent of void areas below the beam bottom flange, and repair ir, accordance with the recommended corrective. action per 1.4.
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3.4.2 'n'here the beam encasement is not completely filled, clean of f all loose material to provide suitable grout banc surfaces, and complete the beam encasement with use of dry pack grout; or form the beam encasement and complete with use of flowable grout in accordance with 1.4.2 and 1.4.3.
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ATTACH!1ENT 1 To Resident Engineer's Nonconformance Report No. RE-129, Rev. 1 The dispositions and recommended corrective actions for items 1 and 2 per to the NRC No. PE-129 (including annotations 10/27/b0) remain unchanged. The disposition and recommended corrective action for item 3 have been revised based on additional field information and are as follows; Item 3 3.1 1.oca tion: Control Building column line N' between eleva-tions 45 f t and 61 f t; composite wall panel between column lines 46 and 49.
3.2 Nonconformance
Void in a portion of the core concrete along the top of the wall panel just below the bottom flange of the structural steel beam, portions of the con-crete beam encasement not filled, and reinforcing steel in the concrete core and easterly masonry wythe does not extend to the underside of the slab above (at least at some locations).
3.3 Disposition
Repair 3.4 Recommended corrective action:
Install new reinforcing steel dowels, clean out void area, and fully grout dowels and voids with nonshrink grout as described below:
3.4.1 Grout into core-drilled holes through the eleva-tion 61 slab and into the wall (nominal two bar diameters) new grade 40 reinforcing steel vertical dowels having A36 steel end-bearing plates welded to develop full bar capacity. Each dowel shall be located within 6 in, of the existing vertical rein-forcing steel bar and shall be lapped a minimum of
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the ACI 318-77 development length.
New dowels shall be as follows:
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East vythe; minimum 6-No. 6.
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Concrete core; minimum 5-No. 6 between about 2 f t south and about 12 f t south of column l
l line 46, and minimum 4-No.11 at about 13 f t south of column line 46.
i If existing wall horizontal reinforcing steel is required to be cut during drilling in order to properly position vertical steel, equivalent horizontal reinforcing steel shall be placed where possible.
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The new reinforcing steel end-bearing plates shall be recessed into the elevation 61 slab as required to prevent a tripping harard.
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3.4.2 Clean off surfaces surrounding the void area using water spray under suvf ficient pressure, gor other means, l
to remove all loose material and provide suitable grout.
.l bond surfaces.
3.4.3 Provide sufficient venting and filling holes to elimin-ate potential air pockets and assure complete filing of void space and around new dowels.
1 3.4.4 Fill the void area and around dowels with "5 Star" nonshrink grout, mixed to minimum viscosity in accor-dance with manufacturer's recommendations consistent with a design fc = 5000 psi under sufficient pressure to fill voids. At the top of
wall, dry pack grout as required to fill to the underside of the metal decking.
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NCR DISPOSITION REUIEW FORM f
Station Tro.ia n Unit No.
1 NCR No. RE-129. Rev. 1 Nonconforming Item See NCR No. RE-129, Rev. 1 i
Repair in accordance with reconmended corrective xecommended Disposition action per Attachment I to NCR No. RE-129, Rev. 1 X. - 1s the basic function of the system, structure or component af fected Yes No by the conconformance?
- 24. Are the performance requirements such as capacity, rating, system Yes No output af fected by the nonconfor=ance?
3 '.. Is the ability of the item to perform its safety function af fected Yes No by the nonconformance?
i 4..
If' the repair' disposition is completed, will other attributes of Yes No j
the item be adversely af fected by the additional operations and/
or processes?
5.. Is this item safety-related?
Yes No Comments (10 CFR 50.59 safety evaluation)
The nonconformance does not result in a reduction in the capacity of the Control Building shear wall resisting system between clevation 45 and 61 in the north-south direction below that required to resist the $5E. The repair of the wall panel on column line N' will restore the maximum practicable capacity in the wall, but will result in an as-built configuration which is a deviation from the original design i
detail. The restored capacity will exceed the SSE demand. The nonconformance does not result in an unreviewed safety question.
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ATTACRMENT 1 To Resident Engineer's Nonconformance Report No. RE-131 Location: Control Building approximate column line 49 between eleva-tions 45 f t and 61 f t; composite wall panel (south wall of counting room, room No. 20).
Nonconformance:
Incomplete core concrete and grout voids in sone of the masonry cells.
Disposition: Rework.
Recommended Corrective Action:
A.
By means of inspection holes into the core and either inspec-tion holes or other appropriate means for the masonary cells, inspect to determine the extent of core concrete and masonry cell grout voids throughout the wall panel.
Special care shall be taken to avoid drilling into existing reinforcing steel.
B.
Where necessary, provide suitable venting and filling holes to eliminate potential air pockets and assure subsequent filling with grout of void spaces.
C.
Clean off surfaces surrounding void areas, particularly the reinforcing steel, using water spray under sufficient pressure (or other means) to remove all loose material and provide suit-able grout bond surfaces.
D.
Completely fill all void areas with "5 Star" nonshrink grout mixed to minimum viscosity in accordance with manufacturer's recommendations consistent with a design fc' = 5000 psi and under sufficient pressure to fill small void pockets.
TEB/dd/3pm6B15
~
NCR DISPOSITION REVIEW F0101 Station Trojan
_ Unit No.
I NCR No.
RE-131 Nonconforming Item See NCR No. RE-131 HeWork in accorcance witn recw.aended cur r cui.ive Recocimonded Disposition action per Attachment I to NCR No. RE-131 h
1.
Is the basic function of the system, structure or component affected Yes by the nonconformance?
h 2.
Are the performance requirements such as capacity, rating, system Yes output affected by the nonconformance?
h 3.
Is the ability of the item to perform its safety function affected Yes by the nonconformance?
h 4.
If the repair disposition is completed, will other attributes of Yes the item be adversely affected by the additional operations and/
or processes?
5.
Is this item safety-related?
h No Cocnents (10 CFR 50.59 safety evaluation)
The nonconfonnance does not result in a reduction in the capacity of the Control Building shear wall resisting system between elevation 45 and 61 in the east-west direction below that required to resist the SSE. The nonconformance does not result in an unreviewed safety question.
Recommeno
[Xl Approval l
l Disapproval W/
UbV80 Action Engineer Date T?M n/Gho Chief Discipline Engineer Date GEP 200-12. Attach. B Rev. 0
]
i a:s 1-i
+
l UNITED STATES OF AMERICA NUCLEAR REGULATORY COMMISSION 1
BEFORE THE ATOMIC SAFETY-AND LICENSING APPEAL BOARD I
-In the Matter of-
)
)-
Docket 50-344 l
PORTLAND GENERAL ~ ELECTRIC COMPANY,
)
et al-
)
(Control Building Proceeding)
)
-(Trojan Nuclear Plant)
)
i CERTIFICATE OF SERVICE i
1 hereby certify that-on November 19, 1980 Licensee's letter dated November 19,.1980 to the Appeal Board concerning Nonconformances
{
discovered in the course of the Control Building modification work i
has been served upon the persons listed below by depositing copies thereof. in the United States mail with proper postage affixed for j
first class mail.
l f
Alan S. Rosenthal, Esq., Chairman Dr. Kenneth A. McCollom, Dean Atomic Safety and Licensing Appeal Division of Engineering, Board Architecture and Technology U. S. Nuclear Regulatory Commission Oklahoma State University Washington, D. C.
20555 Stillwater, Oklahoma 74074 1
3 Dr. John H. Buck, Member Dr. Hugh C. Paxton i-Atomic Safety and Licensing Appeal 1229 - 41st Street Board Los Alamos, New Mexico 87544 U. S. NuclearfRegulatory Commission Washington, D. C.
20555 Atomic Safety and Licensing Board j
Panel Dr. W. Reed Johnson, Member U. S. Nuclear Regulatory Commission Atomic Safety and Licensing Appeal Washington,. D. C.
20555 I
Board U. S. Nuclear Regulatory Commission Atomic Safety and Licensing Appeal Washington, D. C.. 20555 Panel (5)
U. S. Nuclear Regulatory Commission 1
Marshall E. Miller, Esq., Chairman' Washington, D. C.
20555 Atomic Safety and Licensing Board U. S.-Nuclear Regulatory Commission Washington, D.
C.-
20555 n
a CERTIFICATE OF SERVICE Docketing and Service Section (4)
Ms. Nina Bell Office of the Secretary 3926 N. E.
12th Avenue U. S. Nuclear Regulatory Commission Portland, Oregon 97212 Washington, D. C.
20555 Mr. John A. Kullberg Joseph R. Gray, Esq.
15523 S. E. River Forest Drive Counsel for NRC Staff Portland, Oregon 97222 U. S. Nuclear Regulatory Commission Washington, D. C.
20555 Mr. David B. McCoy 348 Ilussey Lane Lowenstein, Newman, Reis, Axelrad &
Grants Pass, Oregon 97526 Toll 1025 Connecticut Ave., N. W.
Ms. C. Gail Parson Suite 1214 P. O.
Box 2992 Washington, D. C.
20036 Kodiak, Alaska 99615 Frank W. Ostrander, Jr., Esq.
Mr. Eugene Rosolie Assistant Attorney Cencral Coalition for Safe Power State of Oregon 21 5 S. E. 9th Avenue Department of Justice Portland, Oregon 97214 500 Pacific Building 520 S. W. Yamhill Columbia County Courthouse Portland, Oregon 97204 Law Library Circuit Court Room William Kinsey, Esq.
St. llelens, Oregon 97051 Bonneville Power Administration P. O. Box 3621 Dr. liarold I. Laursen Portland, Oregon 97208 1520 N. U.
13th Corvallis, Oregon 97330 Y
^
Ronald W fdohnson j
Assistant General Counsel Portland General Electric Company Dated:
November 19, 1980 41m66.27813
,, -