ML20028E156

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Testimony of Rd Woods Re Seismic Shakedown Settlement at Site.Reasonable Assurance Exists That Plant Area Including Piping & Duct Banks Will Not Suffer Excessive Settlement Due to Seismic Shutdown.Related Correspondence
ML20028E156
Person / Time
Site: Midland
Issue date: 01/14/1983
From: Woods R
CONSUMERS ENERGY CO. (FORMERLY CONSUMERS POWER CO.)
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ISSUANCES-OL, ISSUANCES-OM, NUDOCS 8301210034
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Text

UNITED STATES OF AMERICA CO NUCLEARREGULATORYCOMMISSNY BEFORE THE ,9 ATOMIC SAFETY AND LICENSING BOARD _

W119 N0 53 In the Matter of ) DocketNos.Sbb29OM 3

50-330_OM.

CONSUMERS POWER COMPANY )

(Midland Plant, Units 1 & 2)) Docket Nos. 50-329 OL 50-330 OL TESTIMONY OF DR. RICHARD D. WOODS ON BEHALF OF THE APPLICANT REGARDING SEISMIC SHAKEDONN SETTLEMENT AT THE MIDLAND SITE (EXCEPT DIESEL GENERATOR BUILDING) 8301210034 830117 PDR ADOCK 05000329 T pgg

SS: STATE OF MICHIGAN COUNTY OF WASHTENAW UNITED STATES OF AMERICA NUCLEAR REGULATORY COMMISSION ATOMIC SAFETY AND LICENSING BOARD Docket Nos. 50-329 OM In the Matter of )

)

50-330 CONSUMERS POWER COMPANY )

(Midland Plant, Units 1 & 2)) Docket Nos. 50-329 OL 50-329 OL AFFIDAVIT OF RICHARD D. WOODS Richard D. Woods being duly sworn, deposes and says that he is the author of " Testimony of Richard D. Woods concerning Seismic Shakedown Settlement at the Midland Site except Diesel Generator Building," and that such testimony is true and accurate to the best of his knowledge and belief.

/

RICHARD D. WOODS 1983 Sworn and Subscribed Before Me this /M Day of th ,gro, ,

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l it s. e /o N/ <w '

Notary Public i

Washtenaw County, Michigan

' DEMNLY~A.'BROSS,Wotary Pub u o WAStrFENAV COUMU = NIC)lIGAN My Commission Expires M comuszw man 10-26.H

1.0 BIOGRAPHICAL INFORMATION l

This is the testimony of Dr. Richard D. Woods. My detailed resume is attached. The following is a summary of that resume. I received a Bachelor of Science degree in Civil Engineering from Notre Dame University in 1957 and a Master of Science degree from the same school in 1962. I worked for the Air Force Weapons Center, Albuquerque, New Mexico, on the design of blast resistant underground structures for one year and taught in the Civil Engineering Department at Michigan Technological University for one year before going to the University of Michigan for a Ph.D. in Civil Engineering, which I received in 1967. Since then I have been on the faculty of the Department of Civil Engineering at the University of Michigan, advancing to full Professor in 1976. My research interests have been in the field of soil dynamics and earthquake engineering. I have done part-time consulting in the fields of soil dynamics, earthquake engineering, structural vibrations, and general foundation engineering. My clients have included Bechtel, Corning Glass Works, Rockwell International, Eaton Corporation, TAMS, General Motors, Honeywell Inc., Woodward-Clyde Consultants, and Nuclen (Nuclear Brazil). I have directed research associated with dynamic soil properties and foundation vibretions. I am a principal in the foundation i

consulting firm of Stoll, Evans, Woods, and Assoicates, Ann Arbor, Michigan and am a member of ASCE, ASEE, ASTM, and SSA.

l I

2.0 INTRODUCTION

My testimony is concerned with the evaluation of the potential for shakedown senclement of loose sands in the plant area at Midland (except the Diesel Generator Building). The shakedown settlement was evaluated using a method based on blow count and results of an experimental study on the behavior of sands under seismic loading by Silver and Seed (1969). The maximum ground acceleration was assumed to be 0.199 and 10 cycles of shearing strain reversal were considered. On the basis of my analysis and the proposed remedial measures being taken in the plant area, I have concluded that there is reasonable assurance that the plant area including piping and duct banks will not suffer excessive settlement due to seismic shakedown.

3.0 DISCUSSION When earthquake excitation is a part of the design loads for a construction site, the potential for shakedown must be evaluated. Shakedown settletaent is a phenomenon by which loose, clean cohesionless soils densify due to ground shaking. Soils of this type which have been deposited in a loose condition tend to undergo a redistribution of particle packing when shaken until a condition of minimum potential energy is achieved. The redistribution of particle packing causes a reduction in the bulk voluiae of the soil, thereby causino a potential

for settlement of the ground surface and structures built on the surface or buried in the soil mass.

Whether or not a specific sand formation will undergo shakedown settlement is dependent upon characteristics of the soil and factors associated with the earthquake which causes shaking. Among the soil characteristics which grain size influence the shakedown behavior are:

distribution, grain shape and relative density. Uniform grain size, rounded, loose sands are most susceptible to settlement due to shaking. Sands with wider grain size distributions and with more angular individual grains are less susceptible to shakedown settlement. Sands with high initial relative densities are less susceptible to shakedown settlement than sands with low initial relative densities.

Characteristics of the earthquake which influence the potential for and magnitude of shakedown settlement are the maximum ground acceleration and the number of cycles of shearing strain.

Pockets of sand which have a potential for shakedown settlement exist at several locations at the Midland site. Some areas occur under or near Category I structures while others are distributed throughout the plant area where pipelines and duct banks are buried.

4.0 EVALUATION OF SHAKEDOWN SETTLEMENT Silver and Seed (1969) published the results of an experimental study of the settlement of dry sand subject to seismic loading conditions. The results of this study are appropriate for a conservative evaluation of shakedown potential because sand in the dry state is most susceptible to shakedown settlement. If some moisture occurs in the sand, apparent cohesion is present and this reduces the potential for shakedown. If sufficient water is present in the soil, the danger becomes that of liquefaction potential not shakedown and liquefaction potential has been addressed in other testimony.

To make use of the Silver and Seed (1969) study, the shear stress in the sand pocket under investigation due to the SSE is estimated from an equation based on Seed and Idriss (1971):

T= 0.65 amax c y (1)

! 9 in which:

T = shear stress a max = maximum acceleration associated with earthquake 9 = acceleration of gravity av = total vertical stress I

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-u-(

Then a trial shear modulus is selected bared on an assumod shearing strain and relative density from the curves proposed by Seed and Idriss (1970), Figure 1.

The shear strain is then computed from:

Y = T (2)

G in which:

Y= shear strain T = shaar stress G = shear modulus succesive corrections are applied to the trial G until the shear strain for which G was selected and the shear strain from eq (2) are in reasonable agreement. The relative density of the sand pocket is estimated from standard penetration blow counts. Using relative density and the magnitude of shear strain for which agreement was found above, the vertical strain due to 10 cycles of loading is estimated from the Silver and Seed curves, Figure 2.

Shear strain from Figure 2 is then multiplied by the thickness of the deposit to obtain an estimate of the shakedown settlement due to one-dimensional shaking. This settlement is multipled by three to obtain a conservative l

estinate of three dimensional shaking as suggested by Pyke et al (1975).

The cetticmont of cll pockots occuring along any vertical profile and below any category I structure conduit or pipe are summed up to estimate the local shakedown settlement.

5.0 RESULTS OF SHAKEDOWN SETTLEMENT INVESTIGATION Sands for which there is a potential for shakedown settlement occur in only five areas for this testimony (one additional area, the diesel generator building, is covered by separate testimoni). These areas are shown on Figure 3 and are categorized as  : Borated water storage tank area; railroad bay area of the auxiliary building;

- diesel fuel storage tanks; underground piping areas; and retaining walls area.

5.1 Borated Water Storage Tanks No potential exists for shakedown settlement under the borated water storage tanks because the soil under these tanks is clay. Furthermore, the sand within the ring foundation has been compacted to a relative density greater than 80% for which no significant shakedown I

settlement will occur.

5.2 Railroad Bay Three borings in the railroad bay area of the auxiliary building show pockets of sand. The maximum settlement due to shakedown was estimated to be 0.25 inch. The maximum differential settlement also would be about 0.25 inch because some portions of the same building are founded on till which will not settle due to shakedown.

5.3 Diesel Fuel Storage Tanks one boring in the diesel fuel storage tank area showed pockets of sand. The maximum shakedown settlement which would occur based on that boring amounts to about 0.10 inch, and relative to a point which does not settle at all amounts to a differential settlement of the same magnitude. These shakedown settlements present no hazard to the diesel fuel storage tanks.

5.4 Underground Piping and Conduits i

An inspection of the borings throughout the regions where underground piping and duct banks are buried shows that the worst situation, i.e. thickest sand deposits, occur near the SWPS. Remedial measures are planned for this area which call for removal of loose material to elevation 610 and replacement with suitable material. The potential for shakedown settlement below elevation 613 near the SUPS l

is small because of limited thickness of loose sand.

Category I piping and duct banks in other parts of the site have been evaluated for shakedown settlement by studying the boring logs near and under these lines. By comparison with areas for which shakedown settlement was computed for other structures, it was cor.cluded that the areas under piping and duct banks will experience shakedown settlements of no more than 1/4 inch.

5.5 Retaining Walls Category I retaining walls are located northeast of the SWPS. Two other non-category I retaining walls are located south of the CWIS. Foundations for these retaining walls are located at elevations 595 and 611.

Only loose sand below foundation levels are of concern for shakedown settlement and twelve borings in the region of the retaining walls showed that there is no loose sand under the retaining wall foundations. Shakedown settlement for these structures will be negligible.

6.0

SUMMARY

AND CONCLUSION Limited pockets of loose natural sand and loose fill sand exist in the plant area and under the railroad bay of the auxiliary building. The potential for and magnitude of earthquake shakedown settlement of these sands has been

ovaluated. An certhquake with a maximum accoloration of 0.199 and 10 cycles of shear strain has been used in this evaluation.

In some areas near the SWPS remedial measures will eliminate the potential for shakedown settlement. For loose sand pockets in other areas, the magnitude of shakedown settlement has been estimated and found to be 1/4 inch or less.

For an SSE of .129 the shakedown settlement would be about 50% of that reported here.

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7.0 REF ERE NCES 1

1) Pyke, R; Chan, C.K. and Seed, H.B. (1974), " Settlement and Liquefaction of Sands Under Multi-Directional Shaking," Report No. EERC 74-2, Earthquake Engineering Research Center, University of California, Berkeley, February.
2) Seed, H.B. and Idriss, I.M. (1970), " Soil Modulus and Damping Factors for Dynamic Response Analysis,"

Earthquake Engineering Research Center, University of California, Berkeley, December.

3) Seed, H.B. and Idriss, I.M. (1971), " Simplified Procedure for Evaluating Soil Liquefaction Potential,"

Journal of the Soil Mechanics and Foundation Division, Proceedings ASCE, Vol. 95, No. SM9, Sept., pp.

1249-1272.

4) Silver, M.L. and Seed, H.B. (1969), "The Behavior of Sands Under Seismic Loading Conditions," Report No.

EERC 69-16, Earthquake Engineering Research Center, University of California, Berkely, December.

80 70

  • 0r = 90%N G = 100'O K:(c4)Wp sf 60 - C,= 75%

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Den 60*/

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C Dr = 40% s Or = 30 %- -

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20 N' 10 -

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10-8 IO-a 10-* Shear Sirain-percent Fig.1 SHEAR MODULt OF SANDS AT OtFFERENT RELATIVE CENSITIES.

(fran Seed and Idriss,1970)

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RICHARD D. WOODS, Ph.D., P.E.

Professor of Civil Engineering University of Michigan

.. a-R$ SUM $

RICHARD D. WOODS, Ph.D., P.E.

Professor of Civil Engineering University of Michigan August, 1980 Home 700 Mt. Pleasant Ann Arbor, MI 48103 (313) 769-4352 Office 2322 G. G. Brown Lab University of Michigan Ann Arbor, MI 48109 .

(313) 764-4303 PERSONAL DATA Age: 45, born U.S. citizen Physical: Height 6'; weight 220 lb Health: Excellent Military: U.S. Marines Married: Wife, Dixie Lee (Davis)

Daughter, Kathleen Ann, age 23 Daughter, Cecilia Marie, age 15 Daughter, Karen Teresa, age 12 EDUCATION .

High School, J. W. Sexton, Lansing, Michigan, 1953 B.S. Civil Engineering, University of Notre Dame, 1957 M.S. Civil Engineering, University of Notre Dame, 1962 Introductory (non-degree) Course, ASEE-AEC Basic Institute in Nuclear Engineering, North Carolina State College, 1964 Ph.D. Civil Engineering, University of Michigan, 1967 t

., p.

Richard D. Woods, Ph.D., P.E. Page 2

  • I ORGANIZATIONS American Society of Cioil Engineers American Society for Testing and Materials American Society for Engineering Education Chi Epsilon Society of the Sigma Xi Seismological Society of America AWARD Collingwood Prize of American Society of Civil Engineers, 1969 EMPLOYMENT (Full Time) .

1976 to Professor, Civil Engineering, University of Michigan.

Present Courses taught: Basic Soil Mechanics, Field Sampling and Laboratory Testing of Soils, Foundation Engineer-ing, Soil Dynamics, Civil Engineering Dynamics Measurements, Plane Surveying, Statics and Strength of Materials, Reinforced Concrete. Research performed:

See separate paragraph below.

1971 Associate Professor, Civil Engineering, University to of Michinan. Courses taught: Included above.

1976 1967 Assistant Professor, Civil Engineering, University to of Michigan. Courses taught: Included above.

1971 1965 Graduate Student, University of Michigan, supported to on NSF Traineeship.

1967 1964 Instructor, Civil Engineering, Michigan Techno-logical University, Houghton, Michigan. Courses taught: Included above.

1963 Project Engineer (GS-ll) , Air Force Weapons Labora-tory, Kirtland, AFB, Albuquerque, N.M. Supervised contracts which were directed at determining engineering properties of soils under dynamic loads.

1960 Graduate Student, University of Notre Dame, teaching '

to assistantship, taught surveying camp.

1962 1957 Lieutenant, U.S. Marine Corps, Camp Pendleton, to California. Six months as platoon leader, movable 1960 bridge company. Remainder of service as hydraulic engineering officer preparing evidence for water rights litigation.

.- Page 3 Richard D. Woods, Ph.D., P.E. l 1

EMPLOYMENT (Short Courses and Special Appointments) l 1976 Fugro Fellow, University of Florida. On sabbatical l leave from University of Michigan. Investigating l use of static cone penetrometer with built-in pore '

pressure transducer to predict liquifaction' potential of sands.

1974 Invited Author for Chapter on Soil Dynamics for U.S. Army Corps of Engineers Soils Manual, with F. E. Richart.

1973 Invited Lecturer, Woodward-Clyde Consultants Symposium, Berkeley. Topic: " Seismic Methods to Measure Shear Wave Velocity of Soils and Rock."

1973 Taught Extension Courses (evening') , " Applications 1972 of Soil Mechanics to Foundation Engineering,"

2-10 week lecture series for Commonwealth Associates, Jackson, Michigan.

1972 Visiting Professor, Institute for Soil and Rock Mechanics, University of Karlsruhe, Germany. Taught 5, oil Dynamics and helped establish soil dynamics laboratory. Research on propagation of Rayleigh Waves in region of obstacles.

1971 Visiting Professor, Indian Institute of Technology, Kanpur, India. Helped establish basic soil dynamics laboratory and~ field measurements capability.

1971 Invited Lecturer, Earthquake Engineering Seminar, University of Massachusetts, sponsored by National Science Foundation. Lectures on basic vibrations, wave propagation and dynamic soil properties.

1970 Chairman and Principal Lecturer, two 2-day 1969 short courses, " Behavior of Soils for the Con-struction Industry, Continuing Engineering Education Program, College of Engineering, Uni-versity of Michigan. .

1968 Co-Chairman and Lecturer, Two-week short course,

" Vibration of Soils and Foundations," Continuing Engineering Education program, College of Engineer-ing, University of Michigan. Lectures on basic vibrations, wave propagation and field and labora-tory measurements.

i

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Richard D. Woods, Ph.D., P.E. Page 4 RESEARCH At University of Michigan Holographic Interferometry - Investigation of basic wave propagation and surface wave propagation in region of barriers.

Response of Pile Foundations to Dynamic Loads -

with F. E. Richart.

Dynamic Properties of Soils - Laboratory and field measurement of compression and shear wave velocity and shear modulus of soils at both low and high amplitudes.

Isolation of Earthwaves by Barriers - Study of effectiveness of trenches and cylindrical holes at screening waves.

Dutch Static Cone Penetrometer - Study of use of penetrometer for identification of soils.

At Michigan Technological University Mechanics of Slide Dams - Investigation of creation

o,f dams by blasting material from canyon walls.

At Notre. Dame University Preliminary Design of Dynamic Direct Shear Device CONSULTING EXPERIENCE Areas of Consulting Vibration Measurements - on machines, in soil, on structures Measurement of Dynamic Soil Properties, in lab and in field Stability of Soil Masses (Reserve Mining tailings delta)

Analysis and Design of foundations for dynamic loads Site Investigations with Dutch, cone penetrometer Blasting Damage Evaluations Blasting Code Drafting Seismic Site Investigations Principal Clients Bechtel Power Corporation, Ann Arbor, Michigan Attorney General, State of Michigan (Reserve Mining Case)

P.E.

Paga 5 Richard D. Woods, Ph.D.,

^

CONSULTING EXPERIENCE--Continued Giffels and Associates, Detroit, Michigan

Site Engineers, Inc., Cherry Hill and Montclair, New Jersey and three other plants Corning Glass Works, Corning, N.Y.

PUBLICATIONS AND REPORTS '

i Woods, R. D. (1963), " Preliminary Design of Dynamic-Static Direct Shear Apparatus for Soils and Annotated Bibliographies of Soil Dynamics and Cratering,"

Air Force Weapons Laboratory, RTD-TDR-63-3050.

(1964), " Study Woods, R. D., Reddy, P. D. and Young, G. A.

of the Mechanics of Slide Dams with' Distorted Models, Progress Report," Contract 74-0030, Sandia Corporation, Albuquerque.

Jr. (1967), " Screening Woods, R. D. and Richart, F. E.,

' of Elastic Surface Waves by Trenches," Proceedings Sympcsium on Wave Propagation and Dynamic Properties

' o f Eartit Materials , Albuquerque, N.M. , August.

Woods, R. D. (1968), " Screening of Surface Waves in Soils,"

J. SMFD, Proc. ASC E, Vol. 94, SM 4, July, pp.

951-979.

Jr., Hall, J. R., Jr., and Woods, R. D.

Richart, F. E.,

(1970), Vibtations of Soils and Foundations, Prentice-Hall, 414 pp.

Afifi, S. S. and Woods, R. D. (1971), "Long-Term Pressure Proc.

Effects on Shear Modulus of Soils," J. SMFD, ASCE, Vol. 97, SM 10, Oct., pp. 1445-1460.

Richard D. Woods, Ph.D., Page 6 PUBLICATIONS AND REPORTS--Continued Stokoe, K. H. and Woods, R. D. (1972), "In Situ Shear Wave Velocity by Cross-Hole Method," J. SMFC, Proc. ASCE, Vol. 98, SM 5, May, pp. 443-460.

Woods'., R. D. and Sagesser, R. (1973), " Holographic Inter-ferometry in Soil Dynamics," Proceeding 4 of the Eighth International Conference on Soit Mechanica and Foundation Engineering, Moscow, August, Vol. 1, Part 2, pp. 481-486.

Woods, R. D., Barnett, N. E., and Sagesser, R. (1974),

" Holography--A New Tool for Soil. Dynamics,"

J. GTD, Proc. ASCE, Vol. 100, No. GTil, Nov.,

pp. 1231-1247.

Anderson, D. G. and Woods, R. D. (1975), " Comparison of Field and Laboratory Shear Moduli," Proceeding 4 of Conf. on in Sita Mea 4arement of Soit Propertie4, Raleigh, North Carolina, Vol. 1, June, pp. 69-92.

Anderson, D. G. and Woods, R. D. (1976), " Time-Dependent Increase in Shear Modulus of Clay," J. GTD, Proc.

ASCE, Vol. 102, No. GTS, May.

Woods, R. D. (1976), " Foundation Dynamics," Applied Mechanica Review 4, . Proc. ASME, Sept.

Woods, R. D. (1977), " Parameters Affecting Dynamic Elastic Properties of Soils," Proceedings of the International Symposium on Dynamical Methods in Soil and Rock Mech-anics, Karlsruhe (F.R. Germany), September, Sponsored by NATO Scientific Affairs Division and the Institute of Soil Mechanics and Rock Mechenics, University of Karlsruhe.

Woods, R. D. (1977), " Lumped Parameter Models for Dynamics Footing Response, Karlsruhe (as above).

Woods, R. D. (1977), " Holographic Iaterferometry to Study Seismic Wave Isolation," Karlsruhe (as above).

Woods, R.D. (1978), " Measurement of Dynamic Soil Properties,"

Proceedings of the ASCE Geotechnical Engineering Division Specialty Conference, EARTHQUAKE ENGINEERING AND SOIL DYNAMICS, June 19-21, Pasadena, CA., Vol. 1, pp 91-178.

Richart, F.E., Jr., and R. D. Woods (1978), " Foundations for Auto Shredders," Presented at the 1978 Fall Convention, American Concrete Institute, Houston, Oct. 29- Nov. 3.

Allen, N.F., Richart, F.E., Jr., and Woods, R.D. (1980), " Fluid Wave Propagation in Saturated and Nearly Saturated Sands Journal of Geotechnical Encineerina Division, ASCE, Vol. 106, No. GT 3, March, pp 235-254.

l

Motels , Ph.D.

,, Page 7 PUBLICATIONS Continued Woods, R.D. and Partos, A (1981), " Control of Soil Improvement Tenth Int. by Crosshole Testing," Proc . of the Mech, Conf. of the Inter. Soc. for Soil pp. 793-796, June.and Found. Engr., Stockholm, Sweden, 3, Vol.

Woods, R.D. and Henke, R.

in the Laboratory," J. (1981), " Seismic Techniques No. GT 10, Oct. GTD Proc. ASCE, Vol. 107, Partos,A., Woods, R.D. and Welsh, J.

(1982), " Soil

_ International Symposium on GroutingModifica on /'

Engineering, New Orleans, Feb. in Geotechnical Richart, F.E. Jr., and Woods, R.D.

(1982), "Foundatio1s Conference on Soil Dynamics andn- Earthau eerino, Southampton pp.811-824. England, July 13-15, Vol . 2, O

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6 EXHIBIT NO.29R MIDLAND NUCLEAR PLANT DIESEL GENERATOR BUILDING AREAS FOR CRACK WIDTH MONITORING DURING THE OPERATION OF THE PLANT i

E d SOUTH 30'-0" 1 6" 10' 0" , NORTH  :

g [$j g k_

EL 639' i 6" G E

eg;} :a 9 EL 634' 0"

  • '" #/
  • l $ Q EL 630'-6 ~ fi's I l EAST WALL-EAST FACE

, 10' 0" , 13'-10" t 6" ,

n n -

a, NORTH  :

, 19'-0" t 6" , 10'-0" , m a n .

tl EL 639' i 6" -

m NORTH s FLOOR EL634'0"

///sNv//sw #/

EL 634'-0" N

EL630' 6 EL 630' 0" I

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WEST WALL-WEST FACE CENTER WALL - EAST FACE 7 G 2668

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MIDLAND NUCLEAR PLANT DIESEL GENERATOR BUILDING AREAS FOR CRACK WIDTH MONITORING DURING THE OPERATION OF THE PIANT At the locations indicated by sketch, Applicant Exhibit No 29R, the applicant will monitor widths of cracks along a horizontal line as shown.

.This horizontal line will be picked as close as possible to the existing horizontal reinforcing bar in the near face of the wall.

1. Frequency of Monitoring Once every year during operation of the power plant for five years and at five year intervals thereafter.
2. Acceptance criteria
a. Alert Limits:
1. Any one of the crack monitored reaching a crack width of 50 mils.

(0.050 inches)

2. In 10 feet of gage length, the summation of the increase in crack widths reaching 150 mils. (0.150 inches)
b. Action Limits:
1. Any one of the crack monitored reaching 60 mils. (0.060 inches)
2. In 10 feet of gage length, the summation of increase in crack

, widths reaching 200 mils. (0.200 inches) .

In measuring the widths of the cracks there will be a tolerance limit of (plus) +5 mils. (+0.005 inches)

The definition of Alert and Action Limits are similar to those defined in Staff'sTestimony, SSER 2 Page 2 - 48 under Article No 2.5.4.6.1.2 and testimony of Dr Steve Poulos during SWPS hearing. l IV/mfm 1

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