ML19345B019
| ML19345B019 | |
| Person / Time | |
|---|---|
| Site: | Dresden, Quad Cities, Zion  |
| Issue date: | 11/06/1980 |
| From: | Abel J COMMONWEALTH EDISON CO. |
| To: | James Keppler NRC OFFICE OF INSPECTION & ENFORCEMENT (IE REGION III) |
| References | |
| IEB-80-11, NUDOCS 8011250696 | |
| Download: ML19345B019 (23) | |
Text
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J Commonwealth Edison
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one First National Plaza. Chicago, Illinois Address Reply to: Post Office Box 767 a
Chicago, lilinois 60690 November 6, 1980 g
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_j Mr. James G. Keppler, Director Directorate of Inspection and
]s Enforcement - Region III H3 U.S. Nuclear Regulatory Commission
-]j 799 Roosevelt Road g
Glen Ellyn, IL 60137 a
Subject:
Response to IE Bulletin 80-1] concerning
" Masonry Wall Design" Dresden Station Units 1, 2,
and 3 Quad Cities Station Units 1 and 2 Zion Station Units 1 and 2 NRC Docket Nos. 50-10/237/249, 50-254/265, 50-295/304 References (a):
J. G. Keppler letter to C. Reed dated May 8, 1980 (b):
C. Reed letter to D. G. Eisenhut dated July 25, 1980
Dear Mr. Keppler:
Attached are three (3) copies of the 180-day response to the subject bulletin for Zion Station Units 1 and 2 as requested in item 2.b o f Reference (a).
In this response it is noted that an operability assessment was made of all walls that were classified as safety related but did not meet our acceptance criteria.
It was determined from this assessment that the safe shutdown capability of the station was not jeopardized.
A repair schedule for those walls that did not meet our criteria is being formulated and will be submitted to the NRC by December 1, 1980.
As described in Reference (b), Commonwealth Edison Company has postponed the analysis phase of the subject bulletin for Dresden Units 2 and 3 and Quad Cities Units 1 and 2, and will meet all requirements for these units in accordance with the following schedule:
Restart Analysis - July 1981 Complete Analysis and Report - November 1981 d G53 8 0 3 1 2 5 U lo9(o got dP
Mr. James G. Keppler November 6, 1980 Page 2 In the case af Cresden Unit 1, due to the extended outage associated with that u.11t (scheduled start-up, June, 1986)
Commonwealth Edison has not performed the requested investigation.
The requirements of the subject bulletin will be met prior to the start-up of the unit.
If there are any questions in-this regard, please direct them to this office.
l Very truly yours, zJ.
. Abel Director of Nuclear Licensing Attachment Oc:
NRC, Of fice of Inspection and Enforcement w/att.
Division of Reactor Operations Inspection Washington, DC 20555 RIII Inspector - Zion Station w/att.
RIII Inspector - Drt den Station w/o att.
RIII Inspector - Quad Cities Station w/o att.
SUBSCRIBED and SWORN to before me his
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day of h o f e, 1980
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' Notsif Public 7963A
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RESPONSE TO NRC BULLETIN 80-11 ON CONCRETE MASONRY WALL DEEVALUATION 4
180-D AY REPORT ZION POWER STATION UNITS 1 & 2 3,.
i Commonwealth Edison Company Chicago, Illinois Prepared by Sargent & Lundy Engineers Chicago, Illinois h
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e TABLE OF CONTENTS 1.0 Introduction 2.0 Description of Walls 3.0 Materials 4.d Design Allowables 4.1 Masonry 4.2 Steel Sections, Bolts, and Welds
- 5. 0' Loads and Load Combinations 6.0 Analysis and Design 6.1 Calculation of Design Loads 6.2 Design Procedures 7.0 Status of Walls d
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P LIST OF TABLES i
3.1 Masonry Wall Materials for Zion Station 1
4.1 Allowable Stresses for Category I Concrete Masonry 5.1 Load Combination Table for Category I Concrete Masonry 1
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180-DAY REPORT Zion Nuclear Power Station 1.0 Introduction This is the 180-day report in response to Item 2b of NRC Bul-letin 80.-11, dated May 1980.
The 60-day report without appen-dices covering Items 1, 2a, and 3, submitted in July 1980, is also attached for your reference.
2.0 Description of Walls Masonry walls for Zion Units 1 and 2 have not been included as part of the shear wall system for Category - structures, and the majority of the masonry walls have been used as non-load-bearing walls.
These walls have been relied upon primarily as interior
- walls, either for shielding or fire protection requirements or merely as partition walls and have been separated from the floor above by a gap.
These walls have also been provided with control joints on the sides capable of transferring shear forces normal to the plane of the wall.
Concrete masonry walls have been constructed as single-or multi-wythe Fallow, grouted, or solid block walls with full mortar bedding of the units, using running bond construction.
No cavity wall construction has been allowed.
Wythes have been bonded together by full mortar collar joints and by con-tinuous ladder type reinforcement which overlaos the adjacent wythes every second course.
3.0 Materials Masonry wall materials are listed in attached Table 3.1.
4.0 Desian Allowables 4.1 Masonry Allowaole stresses used for the reevaluation of masonry walls are given in attached Table 4.1 and conform to the requirements of ACI 531-79,
" Building Code Require ments for Concrete Masonry Structures."
No exception has been taken to ACI 531-79, except that no overstress factor has been used for the OBE load combination, as against the 1.33 overstress factor
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recommended by ACI 531-79 for such severe environmental loads as wind, earthquake, etc.
For the abnormal /
extreme environmental loading combinations involving SSE, an overstress factor of 1.67 has been used.
These overstress factors are consistent with the SRP guide-lines for safety-related structures.
4.2 Stcol S:ctions, Bol ts, _ cnd Welds j
Allowable stresses which have been used conform to AISC
" Specification for the Design, Fabrication, and Erec-tion of Structural Steel for Buildings - 1980" and also conform to the latest SRP guidelines.
5.0 Loads and Load Combinations Masonry walls have been evaluated for loads and load combina-tions as givcn in attached Table 5.1.
Masonry walls at Zion are not subjected to loads such as wind, tornado, missile, thermal loads, loads generated by a postulated pipe break, and loadc due to pressure differential across a masonry wall.
6.0 Analysis and Desion 6.1 Calculation of Design Loads 1
l 6.1.1 Out-of-plane seismic Loads Seismic lateral ' loads have been determined by an equiv-1 alent static method using the expression W
= gW, where j
s seismic lateral load.
W
=
s weight of the masonry
- wall, including the W
=
attachment load.
g
=
seismic acceleration in the horizontal direc-tion obtained from appropriate floor response spectra curves.
The natural frequency of the walls has been determined usir.g standard expressions for single degree of f reedom systems using the section properties of the wall based on actual masonry unit size.
The appropriate response spectra curves are entered with this calculated value of frequency to obtain the value of "g".
For frequency calculations, moment of inertia of an uncracked section has been used when the applied moment, Ma, due to all loads in a' load combination, is less than M the moment capacity of a uncracked er, section.
For walls where M exceeds M the section has been a
er, assumed as cracked, and frequency calculations have been based on equivalent moment of
- Intertia, I
similar to the requirements of ACI 318-77, Se,c-tion 9.5.2-3, and as given below:
3 M
3
/Mer$
er 1
\\Ma[
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+
Ie" M
t cr
,_ a, _
e
Mcr " ff where M,,
M
= as defined above, cr I-
=
moment of inertia of an uncracked section based on a transformed section consisting of the block, mortar, cell grout, and core concrete.
I" moment of inertia of the cracked section trans-
=
formed to concrete.
fr modulus of rupture.
=
2.4 times the allowable flerural tensile
=
stress for masonry.
distance of the neutral plane from the tension y
=
face.
If the use of I results in an applied moment, M'
which is less than,Mer, then the wall has been verified a
for Mcr*
The following damping values have been used for the final verification of the structural adequacy of the walls:
OBE load combinations 4%
SSE load combinations 7%
6.1.2 Vertical Loads from Supported Floors The majority of the masonry walls do not support the floor above and have been evaluated as non-load-bearing walls.
However, a few walls which support the self weight of concrete roof slab have been designed as load-bearing walls.
These walls do not receive any load from the main floors and are not subjected to any significant axial load.
Where masonry wall support columns have been used and a gap at the top of the wall has also been provided, con-nection of the steel column to the flooc steel above has been provided with vertical slotted holes so as not to receive any floor load.
6.1.3 In-Plane Inertial Loads For walls which are confined on three sides with a gap on the top, the effect of in-plane inertial loads is not significant.
For walls which are unconfined, a
check has been made to determine whether there is tension due to the over-turning effect of in-plane inertial loads.
If tension exists, the section used for determining the fiber stresses has been based on cracked sec tion with the assumption that masonry does not resist tension.
6.1.4 Attachment Loads Loads due to actual a';tachments on the masonry walls which have been identified by a field survey as repor-ted in the initial report have been included for the reevaluation of a masonry wall.
6.2 Design Procedures 6.2.1 Design for Seismic Loads Masonry walls have been reevaluated based on working stress principles with unf actored loads using conven-tional elastic methods.
Walls have been assumed as simply supported or cantilevered beams, as applicable, for frequency calculations and for design and analysis.
The walls b ue been designed spanning horizontally or vertically, as applicable.
When the applied moment exceeds the moment capacity of an unrein' arced section, horizontal or vertical rein-forcement has been considered for the design.
6.2.2 Design for Attachment Loads An attachment load on the wall under seismic conditions causes three types of loads:
a horizontal load, an axial load, and a moment due to the eccentricity of the attachment load from the centerline of the wall.
The overall horizontal bending effect of the attachment load has been included in the design.
Also, local block pull-out due to horizontal load has been found to be not feasible due to the participation of sufficient shear-resisting mortar surfaces to resist the load.
The effect of an axial load and an eccentric moment due to an attachment load is to cause flexural tensile and compressive stresses normal to the bed joint.
For Zion, this effect has been found to be inconsequential with regard to its influence on the stresses in the wall due to in-plane or ou t-o f-plane loading conditions.
P 7.0 Status of Walls Of the 222 walls identified during' the field survey, the
, following is a list of 100 wc a which have now been classi-fled as safety related.
Approximately 20 out of these 100 walls have been found to be not meeting the above described acceptance criteria.
A-542-1 A-579-1 A-592-56 A-617-37
. A-542-8 A-579-8 A-617-38 A-542-10 A-579-9 A-601-11 A-617-40 A-542-ll A-579-ll A-601-12 A-617-41 A-542-13 A-579-17 A-601-13 A-617-44 A-542-14 A-579-18 A-601-14 A-542-16 A-579-26 A-601-15 A-630-2 thru A-630-13
. A-542-17 A-579-31 A-601-17 A-542-18 A-579-32 A-642-1 A-560-2 A-617-2 A-642-2 A-56]-3 A-592-2 A-617-7 A-642-4 thru A-642-7 A-560-4 A-592-3 A-617-8 A-642-12 thru A-642-15 A-560-6 A-592-11 A-617-9 A-642-18 A-560-8 A-592-12 A-617 -ll A-642-20 A-560-9 A-592-13 A-617-27 A-642-21 A-560-ll A-592-14 A-617-28 A-642-22 A-560-12 A-592-32 A-617-29 A-642-29 thru A-642-35 A-560-13 A-592-45 A-617-31 A-560-15 A-592-48 A-617-33 A-560-16 A-592-53 A-617-34 Total number A-560-17 A-592-54 A-617-35 of walls = 100 A-592-55 A-617-36 An operability assessment was made of the walls that did not meet the acceptance criteria.
It was determined from this assessment that the safe shutdown capability of plant would not be jepardized.
Those walls that did not meet the final acceptance criteria will be repaired.
At this time a repair schedule is being formulated and this schedule will be submitted by December 1, 1980.
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TABLE 3.1 Masonry Wall Materials for Zion Station Item
-Material Desionation 1)
Hollow Concrete Block ASTM C90-66, Grade U-I, with three cored holes 2)
Solid Concrete Block ASTM C145-66, Grade U-I 3)
Grouted Block Hollow blocks as per ASTM C90-66, Grade U-I, and grout to conform to ASTM C270-68, Type N 4)
Mortar ASTM C270-68, Type N, prepared by proportions specifications 5)
Bar Reinforcing ASTM A15-66, Intermediate Grade, deformed, fy = 40 ksi 6)
Masonry Wall Joint ASTM A82-66, latter type, with Reinforcement fy = 70 ksi 9
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TABLE 4.1 IdI Allow blo 8ttdCGIO far Catsgrey 1 Cer.ctsto Masonry - Insp"ect d Work;anship Elon statfor.
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Allowable Stresses I I Actual *I Related to.I'm value No.
Description Type of Unit (b)
Type of Mortar (b)
Symbol or m (psi),
o 1.
Compressive a) Flexure Hollow or Grouted or Solid N
F, 0.33f's 300 b) Axial Hollow or Grouted or Solid N
P, EQ.1 2.
Bearing a)
On' full area Hollow or Grouted or Solid N
P
- 0. 2 5 f 'sa 225 b
b) On 1/3 area or less Hollow or Grouted or Solid N
F 0.375f'm 337 b
3.
Tension in Flexure a) Normal to bed joints Hollow N
F 0.5Vm, 14 t
g Grouted or Solid N
F 1.0/m, 27 t
b)
Parallel to bed jolnts Hollow N
F 1.0/m, 27 t
Gr7uted of Solid N
F 1 * 'J I*o 41 t
4 Shear a) Flexutal members Hollow or Grouted or Solid N
V, 1.1/f'm 33 b) Shear walls (c)
M/Vd ik 1 Hollow or Grouted or Solid N
V, 0.9/f'm 27 M/Vd = 0
-DO-N V,
2.0/f'm 60 5.
Reinforcement Tension Grade 40 20,000
' joint wire 30,000 Compression Grade 40 16,000 6.
Modulus of Elasticity E,
1000 f'm 900,000 201=0.225f'm(1- (h/40t)3]
(a) Actual values are based on f'm = 900 pai.
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(b) Material properties as per Table 3.1.
(c)
For M/Vd values between 0 and 1, interpolate between the values given for 0 and 1.
(d)
Table 4.1 19 adoptad from Aci 511-79.
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CONSTRUCTION PRACTICES During the initial construction phase of the plant, sealed bids were solicited from contractors for the superstructure masonry work.
The contractor was required to conform to the applicable requirements of the following Sargent
& Lundy Standard Specifications, a) Form 1707 Standard Requirements for Specified Products and List of approved Manufacturers.
b) Form 1727 Standard Specification for Masonry Work c) Form 1745 Standard Specification for Copings, Sills and Belt Courses During a recent review of the original construction records, no documentation of inspections or tests for masonry work were found.
However, it is Commonwealth Edison Company practice to supervise the construction of the plant via the Station Construction Department.
It is the responsibility of the Station Construction Department to assure that the contractor conforms to the requirements of the applicable specification.
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i TABLE.5.1 Load Combination Table for Category I Concrete Masonry Zion Station Load Factors Allowable Iaad Category D
L E
E Stresses g
ss Normal 1.0 1.0 Table 4.1 Severe Environmental 1.0 1.0 1.0 Table 4.1 Extreme Environmental 1.0 1.0 1.0 1.67 x Table 4.1 Load symbols are defined as follows:
dead load of masonry wall, including attachment load.
D
=
live load.
L
=
. E
=
g maximum credible earthquake (SSE).
E
=
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IE BULLETIN NO. 80-11
- MASONRY WALL RE-EVALUATION 60-DAY REPORT.
July 3, 1980
- L, Zion Power Station Units 1 and 2 Comonwealth Edison Company Chicago, Illinois Prepared by Sargent & Lundy Engineers Chicago, Illinois 4
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i TABLE OF CONTENTS 4
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INTRODUCTION iii I.
Identification of Walls and Associated Equipment I-l A.
Descript'on of Walls I-l B.
Identification of Walls I-l C.
Equipment Associited with Walls I-2 II.
Prioritized Program for Masonry Wall Re-Evalaation 11-1 III. Re-Evaluation Criteria III-l A.
Analytical Design Cr.iteria III-l
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B.
Material Testing Program III-l Appendix A - Safety-Related Equipment Associated with Masonry Walls Ap, ' dix B - Elevations and Load Tables of Masonry Walls with Attachments 9
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INTRODUCTION This repo.-t has been prepared by Sargent & Lundy Engineers, Chicago, Illinois, for Comonwealth Edison Company's Zion Power Station Units 1 and 2, in response to NRC IE Bulletin 80-11 dated May 8,1980.
This initial report submits the information requested in Items 1, 2a, and 3 of the above bulletin.
A final report addressing the remaining items of the bulletin will be submitted on or before November 3,1980.
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4 I.
Identification of Walls and Associated Eauipment A.
Description of Walls Mas,onry walls have been used in safety-related areas of the Auxiliary Building and Fuel Handling Building of the Zion Power Station. These Walls function primarily as radiation shielding walls or fire protec-tion walls.
They occur in areas where it is undesirable to use reinforced concrete walls because of necessary clearances for equip-ment, piping, or duct installation or removal.
Other masonry walls serve merely as partitions between non-safety related offices, storage rooms, or corridors. Masonry walls are not used as part of the building shear wall system. The majority of these masonry walls act as nor.-ioad bearing walls.
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B.
Identification of Walls A total of 214 masonry walls have been identified in the Auxiliary Building and a total of eight masonry walls have been identified in the Fuel Handling Building. These masonry walls are identified with wall numbers as shown on the following drawings:
BIS-A-542 BWS-A-617 BAS-A-560 BWS-A-630 BWS-A-579 BWS-A-642 BWS-A-592 BWS-A-668 BWS-A-601 BWS-F-L92 The above drawing numbers have the following meaning:
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r BWS Block Wall Sketch A
Auxiliary Building F
Fuel Handling Building 542 Floor Elevation 542'-0"
'560 Floor Elevation 560'-0",etc.
Each f ace of each masonry wall on these drawings has been identified by a designation of the form A-542-1 of C
A-542-1A where tha first letter "A"
represents Auxiliary Buil di r.g
("F" represents Fuel Handling Building), the next three-digit number represents ficor elevati on, and the next number is simply a se-quential numbering of the walls on that floor. Each wall will have a numbered f ace (without an "A" suffix) and an "A" face (with an "A" suffix).
C.
Equipment Associated With Walls For each wall, a review has been made to identify associated equipment, valves, cable trays, ducts, conduits, piping, and instru-mentation located within an area defined by an arc length equal to the masonry wall height from the base of each face of the masonry wall I-2
.-...--w
-......,.e4 y-.
extending to the floor. For those walls which have any safety-related items associated with them, tables have been prepared listing the associated safety-related items (see Appendix A).
In addition to the above review, a fielo survey has been conducted to identify attachments on masonry walls.
Of the 222 walls identified, 101 have attachments.s determined by ficld survey. (Forty-five walls have not as yet been surveyed, of which 25 have been preliminarily designated non-safety related. These remaining walls will be surveyed at the earliest opportunity.)
Elevation views of walls with attach-ments are contained in Appendix B.
These views contain triangular symbols with an identifying number.
This number corresponds to a description of the. item which is attached to the wall at the symbol C,
location. These items are described in a table imediately following each wall ' elevation.
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II.
Prioritized Program for liasonry Wall. Re-Evaluation 4
Masonry walls will be re-evaluated for their design adequacy in accordance with the following prioritized schedule:
Scheduled Priority Description Completion 1
Walls supporting safety-related piping, 2 1/2" diameter and greater September 1, 1950 2
Walls supporting other safety-related items (small piping, cable trays, ducts, conduits, etc.)
September 15, 1950 3
Walls in vicinity of major safety-related equipment October 1, 1953 4
Walls supporting non-safety related items October 15, 1950 5
Walls with no attachments November 1, 1950 6
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t III. Re-Evaluation Criteria A.
Analytical Design Criteria Masonry walls will be re-evaluated using working stres's principles with unf actored loads, and will be analyzed based on conventi.onal elastic methods.
The re-evaluation shall take into account the effects of attached items. Floor respcnse spectra and associated wall frequencies shall be used to determine appropriate seismic loads.
Walls will be re-evaluated as reinforced or unreinform, as appro-priate. Allowable stresses will be based on existing codes with appro-priate overstress f actors to account fcr the infrequent nature of extreme environmental or abnormal even'ts.
B.
Material Testing Program Masonry wall materials for the Zion Station are listed in Table III-1.
These material specifications establish minimum material strengths. A material testing program may be conducted if required to establish actual in-place properties.
If a material testing program is con-ducted, the description of the material testing program and schedule for its completion will be submitted by November 3,1980.
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pe+ome. e m. m,
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r Table III-1 t
Masonry Wall Materials ITEM MATERIAL DESIGNATION Hollow Concrete ASTM C90-66, Grade U-I, with three cored holes.
Block Solid Concrete ASTM C145-66, Grade U-I.
Block Mortar ASTM C270-68, Type N, prepared by Proportion Specifications.
Bar Reinforcing ASTM A15-66, Intermediate Grade, deformed.
Continuous Wire Reinforcing ASTM A82-66, ladder type.
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