ML20080M676
| ML20080M676 | |
| Person / Time | |
|---|---|
| Site: | Waterford  |
| Issue date: | 09/27/1983 |
| From: | Ehasz J EBASCO SERVICES, INC., LOUISIANA POWER & LIGHT CO. |
| To: | |
| Shared Package | |
| ML20080M667 | List: |
| References | |
| NUDOCS 8310040239 | |
| Download: ML20080M676 (14) | |
Text
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b,' ATTACHMENT 1
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00CKETED USNRC NUCLE REGTLA ORY ION N si-3 di'22 -
Before the Atomic Safety and Licensing Appeal E rd if[h{'y'
.EANCH In the Matter of )
)
LOUISIANA POWER & LIGHT COMPANY ) Docket No. 50-382
)
(Waterford Steam Electric Station, )
Unit 3) )
AFFIDAVIT OF JOSEPH L. EHASZ JOSEPH L. EHASZ, being first duly sworn, deposes and says:
- 1. I am employed by Ebasco Services Incorporated (ESI) as Chief Civil. Engineer. A statement of my educational and professional qualifications is attached as Exhibit A.
architect-engineer for the Waterford 3 project, has designed :
! the plant structural system and has general management responsi-bility for construction, including the placement of all safety- i related concrete. I have been involved in the Waterford 3 pro-4 ject since the inception of the design of the plant. I have personal knowledge of the matters stated herein, and I make this Affidavit in support of the answer of LP&L to Joint Inter-venors' Motion to Reopen Contention.
3.- The 12-ft. thick reinforced concrete foundation mat
.is the common base of the Nuclear Plant Island Structure which houses all seismic Class I structures of Waterford Unit No. 3 Plant.as indicated in FSAR Figure'2.5-E0 attached as Exhibit B.
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8310040239 830930 PDR ADOCK 05000382 G PDR i
The mat is constructed using concrete with 4,000 psi 28-day design -
compressive strength and reinforcing steel with 60,000 psi design
! yield strength. The major reinforcing steel bars are located near the top and bottom surfaces of the mat. The mat, as are all other reinforced concrete structures, is designed to carry loads and in so doing depends only on the compressive and shear strengths of concrete and the tensile strength of reinforcing steel. No credit
' is taken La the design for the tensile strength of concrete, which is relatively small as compared to its compressive strength and is l
neglected in the. design. Thus, as loading on the foundation mat causes flexure and resultant tension of the concrete, cracks are expected to form. This cracking enables transfer of the tensile t
load from the concrete to the embedded reinforcing steel as con- ;
templated in the design of all steel reinforced concrete structures.
4.. Moisture indicating the possible presence of hairline cracks was noticed in May 1983 on the surface of the common founda-tion mat beneath the auxiliary building. Hairline cracking had also been noticed in 1977 in the portion of the foundation mat which is beneath the reactor building. In both instances the hairline cracks i
were extremely small. The 1977 cracks were so small that liquid I
epoxy, with consistency approaching that of water, could not be forced into them. Attempts were made to measure the width of the cracks discovered in 1983 by use of a measuring magnifier with a scale that measures in units of 5/1000 of an inch. While surface i
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moisture indicated th6 possible existence of cracks, they were so minute that their width could not be measured and they were not visible, even with the assistance of a measuring magnifier. Thus, the surface cracking observed in 1977 and 1983 was well within the range of expected cracking, was well within Code allowable cracking (ACI 318-63, S 1508 (b)) and constitutes no adverse indication what-soever with ' respect to the design or structural integrity of the mat, or with respect to the method of plant construction.
- 5. The earlier crackhtg was discovered in 1977 as a result of localized surface moistening on the foundation mat area beneath what is now the reactor building. Since fill concrete (the concrete filling the space between the foundation mat and the steel contain-ment vessel) was to be placed on that area, the microscopic cracks were sealed with epoxy. (Because the cracks were too small to admit the liquid epoxy, the concrete surface was chipped to a depth of one inch along the moisture lines before the epoxy was applied.) This action was taken at that time solely for the purpose of providing a dry surface to assure proper bonding of the fresh fill concrete to the mat, which is accomplished within 72 hours8.333333e-4 days <br />0.02 hours <br />1.190476e-4 weeks <br />2.7396e-5 months <br />. There is no reason to seal or otherwise treat the microscopic mat cracks discovered in 1983 on the floor of the auxiliary building.
- 6. The bottom of the mat is located at El.-47.0, which is 55 ft. below the normal ground water level, El.+8.0 ft. Water tight-ness of the mat is desired to minimize seepage, mainly for the purpose of not overloading the waste water treatment system in the reactor i
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auxiliary building. The amount of seepage water through the micro-scopic cracks is very small, only enough to moisten localized mat surfaces, and not sufficient to run over the mat and reach any of the floor drainage systems. Therefore, there is no possibility of H . overloading the water. treatment system which will treat water collecc-ing.through the floor drainage system, and the design criteria of water-tightness of the mat has been met.
- 7. Because of the nature of t'.te foundation soils at the 1
Waterford 13 site, the possibility existed for long term dif feren-tial settlement between structures of varying weights. For this reason the reactor building, the reactor auxiliary building, the fuel handling building, and the essential cooling system structures were all erected on a common foundation mat. The plant was designed to produce a net soil pressure under the common mat no greater than the existing natural soil pressure, i.e., the weight of the combined structure applies an effective load to the bearing stratum equivalent to the originally-existing overburden pressure. This is often refer-red to in civil / structural engineering as the " floating foundation" principle, although that term is misleading, because the foundation does not actually " float." It is more accurately referred to as a
" compensated foundation system."
- 8. With the removal of the overburden pressure during excava-tion, foundation soils of this type will produce an upward rebound or heave. To minimize the extent of the heave and to control pressures
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on the foundation soils during construction, as well as to provide a dry working area, a dewatering system was installed around the perimeter of the foundation excavation. As construction of the common' foundation mat structures proceeded and the pressure imposed
-on the foundation soil gradually increased, the rate of dewatering was decreased in order to increase the buoyant hydrostatic pressure and control loading of the foundation soil. Construction was se-quenced and the dewatering rate was controlled such that a maximum allowable bearing pressure was not exceeded at any location on the mat. The purpose of this construction method is to accomplish con-trolled recompression of the heave during the construction period (i.e., to assure uniform settlement of the entire mat during con-struction) ,' and to minimize post construction settlements. At the completion of structural placement and backfill, dewatering was dis-continued in a staged process and the. groundwater level was returned to its natural level.
- 9. Foundation mat settlement, including the overall subgrade soil movement as well as mat flexure, was carefully monitored using a bench mark system set on the top surface of the mat. Mat settle-ment during construction of the plant was relatively uniform across the entire mat such that no significant relative movement has occurred within the different placement blocks of the mat as indicated in FSAR Figure 2.5-117, attached as Exhibit C. After the first quarter of '1979, near the end of the major construction period when recharging of groundwater was nearly completed, the subgrade soil movement had
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stabilized, and no significant settlement has since occurred. The --
stabilization of the subgrade settlement and mat movement is noted by the leveling of the settlement curves on Exhibit C.
- 10. During construction, small differential settlements beneath various areas of the mat were expected due to small varia-tions in the underlying soils and small nonuniformities in the load-ing due to the construction sequence. As a result of the small dif-farential settlements, flexure occurred and microscopic cracks were formed on the mat surface. The 1977 cracks, for example, occurred as the mat flexed to a convex shape (tension on top surface) prior to the placement of the containment vessel fill concrete. The amount of mat flexure was reviewed continuously and found to be small and within Code recommendations during the entire construction period.
3 Based on a survey measurement, the convex shape was developed by a very small bending of the mat; the center portion of the mat under the reactor building was less than 1-1/2 inches higher than the mat under the perimeter of the reactor building exterior wall, which is 154 ft. in diameter. Thus, the deflection caused by the bending was ;
'less than 1/1200 of the span length between exterior walls compared to a recommended maximum deflection for a slab of 1/360 of the span length (ACI 318-36, S 909 (e) and (f)). Further, the later placement
, of the fill concrete and the concrete of reactor building structure has provided loads to the mat to minimize or reduce the mat deflec-tion, which tends to close the microscopic cracks and limit further '
recurrence.
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- 11. Thus, design and construction of the common foundation mat, including the settlement and flexure experienced, has been well within the parameters specified in the FSAR and the ACI Code.
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l Settlement has been uniform and was stabilized by the completion of construction as planned. Cracking of the foundation mat was expected as the tensile stresses were transferred to the reinforc-ing steel, and the hairline cracking discovered on the surface of the mat in 1977 and 1983 has no adverse impact on the safety of the plant, including the structural integrity of the foundation mat.
W(/
(./ JOSEPH L. EHASZ STATE OF NEW YORK )
COUNTY OF NEW YORK) 3#
Subscribed and sworn to before me this 27th day of September , 1983.
l NOTARY PUBLIC l ANN BEMSO NOTAaY PUSLIC. STATE F NEW Y RIC N f
i e.til le i My Commission zxpires:==%=ikio=T iT "aacW ?i M i
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EXHIBIT A .
- JOSEPH L. EHASZ 2/8 Chief Consulting Civil Engineer EXPERIENCE SLMMAR( .
Registered Professional Engineer in sixteen states with seventeen years of experience in civil engineering, design and construction aspects of major hydroelectric, fossil-fueled and nuclear generating stations. Major field of interest is in civil and geotechnical related aspects of power plant _
structures; in particular the soil and rock mechanics design, analysis and construction of earthworks and foundations for dams, embankments, and major plant facilities.
Responsible to the Vice-President of Consulting Engineering for all technical, administrative and personnel aspects of the Consulting Civil Engineering and Earth Sciences Departments. Responsibilities have included direction of civil engineers as well as the soils engineering group working on foundation engineering and design features of hydroelectric and steam power stations; s@ervision of engineers working on all civil aspects of power stations as well as directing engineers with respect to soils and field reconnaissance establishing foundation design criteria, establishing investigations,
, earthquake design criteria, engineering on design drawings and construction specifications.
Office assignments have included lead civil engineer on various hydroelectric and steam electric power stations. Geotechnical experience includes design and analysis of difficult foundations, detailed stability and settlement arialyses for unusual subsurface conditions designing and analyzing large earth and rockfill dams and developing observation systems for earth and rockfill dams. Work includes establishing foundation design criteria for nuclear power plants, entailing both static and dynamic factors and considerations; the analysis of the various foundation types and the ef,fects on the dynamic considerations of the building components. Job engineering includes civil engineering features -such as channels, dikes, general foundation layout of steam electric stations, transmission lines and river crossings. Responsible l
for the engineering of a 15-mile makow pipeline and associated reservoir and
- . river pumping facilities, including site investigation and reservoir l embankment and spillway design. Responsibilities also included engineering on l
foreign hydroelectric projects involving detailed geotechnical studies, dam l foundation evaluation and associated foundation treatments for a 500-foot arch dam and a 680-foot high rockfill and concrete gravity cam complex.
Field assignments have included supervision on field investigation, borings and test pits for hydroelectric nuclear and steam electric plant sites; inspection of construction associated with waterfront docking facilities; l
s@ervision and inspection on caisson construction, pile driving and pile load testing on various plant sites. Field supervision to establish criteria for j controlled compacted backfill for soil bearing foundations and re gonsible l charge of detailed scepage studies for pumped storage projects, including
! field assignments durirg initial filling of upper and lower rerervoirs.
Responsible for site evaluation and grouting programs ' developed for varied embankment dams as well as concrete dams.
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2/8 JOSEPH L. EHASZ REPRESENTATIVE EXPERIENCE Client Project Size Fuel Arizona Public Service Cholla Unit Nos. 115 MW Coal _
Company 1, 2, 3 & 4 250 MW 250 MW 400 MW Dallas Power & Light Lake Hubbard Unit 375 MW Gas Company No. 1 Houston Lighting & Cedar Bayou Unit 750 MW ea. 011/ Gas Power Company Nos. 1 & 2 Pennsylvania Power & Brunner Island Unit 790 MW Coal Light Comoany No. 3 Montour Unit 800 MW ea. Coal Nos. 1 & 2 Portland General Bethel Unit No.1 100 MW Gas Electric Company Turbine Harborton 200 MW , Gas Turbine Beaver 450 MW Gas Turbine t
United Illuminating Bridgeport Harbor 400 MW Coal Company Unit No. 3 Carolina Power & Light Shearon Harris Unit 960 MW ea. Nuclear Company Nos. 1, 2, 3 & 4 Florida Power & Light St. Lucie Unit 890 MW ea. Nuclear Company Nos.1 & 2 Houston Lighting & Allens Creek 1200 MW Nuclear Power Company Unit No. 1 Louisiana Power & Waterford Unit No. 3 1165 MW Nuclear Light Company -
Washington Public Power WPPSS Unit Nos. 3 & 5 1300 MW es. Nuclear Stpply System
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l 2/8 JOSEPH L. EHASZ -
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EWLOYENT HISTORY Ebasco Services Incorporated, New York, N.Y.; 1965 - Present o Chief Consulting Civil Engineer, 1980 - Present o Corporate Chief Civil Engineer, 1979-1980 -
o Assistant Chief Civil Engineer, 1977-1979 o S@ervising Engineer, 1971-1977 o Engineer, 1965-1971 Rutgers University, College of Engineering, Graduate School, New Jerseyi 1964-1965 o Graduate Student and Teaching Assistant; .
Burns & Roe, Inc., Engineers and Constructors, New York, N.Y.; 1963-1964 o Engineer EDUCATION Rutgers University, New Jersey - BSCE - 1963 Rutgers University, New Jersey - MSCE - 1965 REGISTRATIONS Professional Engineer - New Jersey, Alaska, Arizona, California, Florida, Georgia, Louisiana, Michigan, Minnesota, New York, North Carolina, Pennsylvania, Texas, Washington and West Virginia.
PROFESSIONAL AFFILIATIONS American Society of Civil Engineers American Concrete Institute International Society of Soils & Foundation Engineers International Commission on Large Dams Committee on Earthquakes New Jersey Society of Professional Engineers Rutgers Engineering Society Who's Who In Engineering (1982)
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2/8 JOSEPH L. EHASZ TECHNICAL PAPERS
" Static and Dynamic Properties of Alluvial Soils in the Western Coastal Plain of Taiwan"; co-authored with K.Y.C. Chung; 7th Southeast Asian Geotechnical Conference; Hong Kong, November 1982 _
" Experience with Upstream Impermeable Membranes" leth ICOLD Congress, Rio de Janeiro, May 1982
" Ash Pond Construction to Meet Performance Requirements"; co-authored with M Temchin, ASCE Convention & Exposition, New York, NY, May 1981 ,
" Foundation Movements - Prediction and Performance"; co-authored with M Pavone; 10th International Conference on Soil Mechanics and Foundation Engineering; Stockholm, Sweden,1981
" Dynamic Properties of Weathered Rock"; co-authored with I H Wong & K H Liu, 7th World Conference on Earthquake Engineering; Istanbul, Turkey; Sept 1980 l " Probability of Liquefaction due to Earthquakes", co-authored with I H Chou, 7th World Conference on Earthquake Engineering; Istanbul, Turkey; Sept 1980
" Liquefaction Considerations in Nuclear Power Plant Design" ASCE Specialty Conference on Structural Design of Nuclear Power Foundations, New Orleans, December 1975.
" Experience on Dams with Upstream Impermeable Membranes", Conference en Recent Developments in Design, Construction and Performance. of Embanknent Dams, University of California at Berkeley, June 1975.
" Compatibility of large Mat Design to Foundation Conditions," ASCE National Structural Engineering Convention, New Orleans, April 1975.
"The Effects of Foundation Conditions on Plant Design," Atomic Industrial Forum, San Diego, December 1974.
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" Implementation of Foundation Design Criteria", ASCE 3pecialty Conference on i
Structural Design of Nuclear Plant Facilities, Chicago, December 1973.
"Fomdation Design of the Waterford Nuclear Plant", ASCE Specialty Conference on Structural Design of Nuclear Power Facilities, December 1973.
" Civil Engineering - Aspects of the -Montour Steam . Electric Station",
Pemsylvania Electric Association, October 1970.
" Civil Engineering Aspects of Brunner Island Unit No. 3, Foundation and Circulating Water System", Pemsylvania Electric Association, May 1967.
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ATTACHMENT 2 4
i 00CKETED USNRC UNITED STATES OF AMERICA NUCLEAR REGULATORY COMMISSION
'83 OCT -3 Si :22 Before the Atomic Safety and Licensing AppeaArBoard RETMY OCCFtImG A SEhvKl.
BRANCH In-the Matter of )
)
l LOUISIANA POWER & LIGHT COMPANY ) Docket No. 50-382
) !
(Waterford Steam Electric Station, )
Unit 3) )
AFFIDAVIT OF WILLIAM F. GUNDAKER WILLIAM F. GUNDAKER, being first duly. sworn, deposes and says:
- 1. I am employed by Ebasco Services Incorporated ("ESI")
as Director of Corrosion Engineering, and I have been involved in corrosion work for twenty-three years. A ste Nment of my 4
educational-and professional qualifications is attached as Exhibit A. I analyzed from the corrosion. viewpoint, the matters stated herein, and I make this Affidavit in support' of Louisiana Power
& Light Company's answer to Joint Intervenors' Motion to Reopen i
! Contention. ,
- 2. Hairline cracking on the surface of the Waterford 3 common foundation mat has been indicated by the presence of moisture !
discovered on the surface of the mat in 1977 and in 1983. This ,
affidavit presents my professional opinion of the potential for corrosion of- the reinforcing steel within the foundation mat, and the. steel containment liner, as a result of the hairline cracking.
- 3. When steel such as the reinforcing bars ("rebars") of the Waterford concrete mat is embedded in concrete, the concrete will
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