ML20065M917

Testimony of Rd Woods Re Liquefaction of Saturated Sand During Earthquake.After Remedial Measures Taken,Plant Will Be Safe Re Liquefaction of Sands.Related Correspondence. Oversize Drawings Encl.Aperture Cards Available in PDR

ML20065M917
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Site:	Midland
Issue date:	10/15/1982
From:	Woods R CONSUMERS ENERGY CO. (FORMERLY CONSUMERS POWER CO.)
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ISSUANCES-OL, ISSUANCES-OM, NUDOCS 8210210491
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I f.ET4%D UUluhPUNDENCD g UNITED STATES OF AMERICA NUCLEAR REGULATORY COMMISSION gg pl *.30 l BEFORE THE . y l ATOMIC SAFETY AND LICENSING BOARD d 7 ,j,CH Sh'hiti f

I In the Matter of ) Docket Nos. 50-329 OM 50-330 OM I CONSUMERS POWER COMPANY

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) Docket Nos. 50-329 OL ,

l (Midland Plant, Units 1 and 2)) 50-330 OL TESTIMONY OF DR. RICHARD D. WOODS ON BEHALF OF THE APPLICANT l REGARDING LIQUEFACTION OF SATURATED SAND I

DURING AN EARTHQUAKE AT THE MIDLAND SITE l

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I SS: STATE OF MICHIGAN COUNTY OF WASHTENAW I UNITED SATES OF AMERICA NUCLEAR REGULATORY COMMISSION 1 ATOMIC SAFETY AND LICENSING BOARD I In the Matter of ) Docket Nos. 50-329 OM 50-330 OM

)

CONSUMERS POWER COMPANY )

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

E i JA L RICHARD D. WOODS I

Sworn and Subscribed Before Me this /f~ Day of [ , 1982 w <'

Notary Public Washtenaw County, Michigan I xy Commiesion exgites h m b s e / 9t >

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I Ig1 COF31SS10N m i m M .M e1982 I

LIQUEFACTION OF SATURATED SAND DURING EARTHQUAKE I

1.0 BIOGRAPHICAL INFORMATION 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 Engi-neering, which I received in 1967. Since then I have been on the faculty of the Department of Civil Engineering at the I University of Michigan, advancing to full Professor in 1976.

My research interests have been in the field of soil dynamics I. and earthquake engineering. I have done part-time consulting l 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 I Motors, Honeywell Inc., Woodward-Clyde Consultants, and Nuclen (Nuclear Brazil). I.have directed research associated I .

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with liquefaction phenomena sponsored by the National Science Foundation and have been a consultant to Bechtel, l TAMS, Woodward-Clyde, and Nuclen on liquefaction issues.

I am a principal in the foundation consulting firm of Stoll, l I Evans, Woods, and Associates, Ann Arbor, Michigan and am a member of ASCE, ASEE, ASTM, and SSA.

2.0 INTRODUCTION

I My testimony is concerned uth- the evaluation of the poten-tial for liquef action of loose sands in the plant area at the Midland plant. The liquefaction potential was evaluated using the simplified method based on blowcount as presented by Seed. The maximum ground acceleration was taken as 0.199 and a Richter magnitude of 6.0 was used to correlate with about 5 cycles of significant stress reversal for the Midland site. On the basis of my analysis and the proposed remedial measures, I have concluded that there is reasonable assurance that the plant area is safe with respect to lique-faction of the sand.

I 3.0 DISCUSSION I

When earthquake excitation is part of the design loads for a I. structure or facility, the potential for liquef action of any saturated loose sands supporting the structure must be I .

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evaluated. Liquefaction is the phenomenon by which' cohesion-less soil loses shearing strength because of ground shaking and develops a degree of mobility sufficient to permit large permanent displacements or liquid-like flow behavior. Some common manifestations of liquefaction include settlement and tilting of structures, cracking and lateral spreading of slopes and embankments, flow type f ailures of natural slopes and embankments, and sand boils or sand volcanos.

Whether or not a specific sand formation will liquefy ~

depends on several factors associated with the soil and the earthquake. The primary consideration is whether or not loose sands occur below the groundwater table (GWT). Unless the sands are saturated, there will be no buildup of excess pcre pressure or loss of shearing strength associated with the ground shaking. However, if the sands are dense, they will not liquefy even if they are below the GWT. The measure of denseness used in the analysis of liquefaction potential is called relative density. Other factors that influence the potential for liquef action include the effec-tive confining pressure on the sand and the intensity and the duration of ground shaking. Large, effective confining pressures reduce the potential for liquefaction, whereas more intense and longer durations of shaking increase the potential for liquef action.

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I Sands that must be evaluated for liquefaction potential exist in several locations at the Midland plant. Some areas are concentrated under or around Category I structures, whereas other areas are distributed and support embedded pipelines and duct banks. Several techniques are used to remedy the susceptibility of certain sands to liquefaction, depending on their locations and extent. These include preventing saturation of the sand by lowering the GWT and total removal and replacement of the sand with materials that are not subject to liquefaction.

I 4.0 EVALUATION OF LIOUEFACTION POTENTIAL

'I Based on the factors influencing the potential for liquefac-tion, Seed and Idriss (1971) and Seed (1979) proposed an 1

empirical method for evaluating the liquef action potential for sands at level ground sites. Their method is based on j

the performance of sand deposits having certain known char-acteristics in previous earthquakes and a comparison with sands of measured characteristics at the new site when t

subjected to a specified design earthquake. For any speci-fled location in a sand deposit, a key factor called the l

cyclic stress ratio can be estimated and is based on site conditions and the specified maximum ground surf ace accelera-t io n . The relative density of the sand (as indicated by standard blowcount) required to sustain a certain minimum l .

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number of cycles of that cyclic stress ratio without lique-f action can be estimated from the experience gained from previous earthquakes. If the in situ standard'blowcount at l the specified location meets or exceeds the estimated blow-c oun t. , no potential for liquefaction exists.

I l The computations required to perform this evaluation are as I follows:

a. Estimate cyclic stress ratio (Tav/o,')

a (T av/ c, ' ) = 0.65 max Oo xr d k1) 9 Go where T = average horizontal shearing stress induced by av earthquake a = maximum horizontal acceleration at ground surface max g = total overburden pressure on sand O ' = initial effective overburden pressure on sand g

r = s ress reducdon factor d

g = acceleration of gravity

b. Estimate in situ blowcount required to preclude liquefaction.

Values of cyclic stress ratio have been correlated with a modified penetration resistance (Ny) at sites that have and have not liquefied during actual earthquakes. For earthquakes of a Richter magnitude of 6.0,* this correlation is shown in Figure L-1, where all points bn and to the right I

. of the curve are safe with respect to lique-faction. The modified penetration resistance is related to standard penetration resistance by:

N =C N

N (2) whe re j

N = modified penetration resistance C =a unction of e Hective ove durden pressure and N relative density as shown in Figure L-2 (use curve for D" 40 to 60%)

I N = standard penetration resistance

• This magnitude was selected to provide a close correlation,

! based on number of cycles, with the Midland SSE.

c. Compare N computed from Equation (2) with N in j situ.

lI If the standard penetration resistance measured at l8 1

a specific location in the ground is equal to or exceeds N computed from Equation (2), the sand at that location will not liquefy under the design excitation.

I In the above method of evaluating the potential for a specific sand to liquefy, both the intensity of earthquake shaking and the duration of the earthquake are considered. The intensity is included in Equation (1) for cyclic stress ratio where a maximum ground acceleration of 0.19 9 has been

,I used and the number of cycles of significant stress is lI II .

covered by selection of the curve in Figure L-1, in this case, the curve for an earthquake of a Richter magnitude of 6.0.

I This method of liquefaction evaluation presumes that the sand at the specific location being examined is saturated.

Therefore, one method of preventing liquefaction is to drain the sand by lowering the GWT. Initial computations showed that some strata or pockets of oand would be susceptible to liquefaction with the GWT at elevation 627 feet, but that by lowering the GWT to 610 feet or below, the potential for liquef action coulc be eliminated.

5.0 RESULTS OF EVALUATIONS OF LIOUEFACTION POTENTIAL Sands for which the potential for liquef action had to be evaluated occur under portions of two Category I structures and at some other locations around the plant site where pipelines and duct banks are buried. The key parameter reflecting the condition of the sand as measured in situ at each location is the standard penetration resistance, N. N was measured at varic is elevations in borings throughout the plant site. The locaiAvas of all plant site borings including those used in this evaluation of liquefaction potential are shown in Figures L-3, L-* , and L-5.

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The method by which the liquefaction potential is resolved for the various locations is described separately in the following paragraphs.

I 5.1 DIESEL GENERATOR BUILDING AREA I

Liquefaction evaluation of sand in this area is based on the blowcount and relative density data obtained from various investigations. Bechtel test bori.ngs drilled in September and October 1978 (DG series) and November 1979 (CH series) provided blowcount information before and after placement of surcharge, respectively. Additional data on blowcount were I obtained from the Woodward-Clyde Consultants relative density data ( FSAR Appendix 2H) . These data were obtained during the fill investigation and are based on the COE series borings performed around the diesel generator building in April 1981. The boring location plan of the diesel generator I building area is presented in Figure L-4.

I Studies of the liquefaction potential are illustrated by the blowcounts versus elevation plots presented in Figures L-6 through L-8. Each figure has two sets of curves representing I two GWT elevations (610 and 627 feet) and two factors of .

safety (1.0 and 1.5). The left-side curves form an approxi-mate boundary that separates liquefaction from no liquefac-tion zones (i.e., Fs = 1.0). The curve on the right repre-sents a boundary of the no-liquefaction condition with a I safety factor of 1.5.

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The factor of safety as used here means that the cyclic stress ratio computed from Equation (1) was multiplied by 1.5, and then the standard penetration resitance required to satisfy the higher cyclic stress ratio was determined.

Liquefaction is not possible above the GWT, and with the GWT lowered to elevation 610 feet or lower, only two locations beneath the structure representing separate pockets of sand show blowcounts that are potentially liquefiable (Figure L-6). Because of the limited extent of these pockets, they should have no effect on the stability of the structure.

Penetration resistance for all other locations representing the major portion of the volume of sand under the diesel generator building (Figures L-6 through L-8) indicates that E the -sands c.re safe with respect to liquefaction.

I 5.2 RAILROAD BAY AREA OF AUXILIARY BUILDING I

Three of the Bechtel AX series. borings represent soil condi-

-I tions beneath the railroad bay of the auxiliary building

( see Figure L-3 ) . The liquef action analysis of the sand 'i this area is presented in the blowcounts versus elevation plot in Figure L-9. The lower set of curves in this figure for factors of safety of 1.0 and 1.5 show that only one I location beneath the building had a factor of safety less than 1.5, so liquef action is not a problem when the GWT is maintained at elevation 610 feet or lower.

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5.3 OTHER AREAS I Sands in the plant area outside the diesel generator build-ing and the railroad bay area of the auxiliary building were analyzed for liquefaction potential by separately evaluating three horizontal strata: below elevation 605 feet, between elevations 605 and 610 feet, and above elevation 610 feet.

5.'3.1 Plant Area Natural Sands Below Elevation 605 Feet I ~

Sands existing below elevation 605 feet are primarily natural sands, although some fill sands were also placed in backfill around deep structures below elevation 605 feet. To evalu-ate the liquef action potential of these sands, the standard penetration resistance in situ was compared with that required to prevent liquefaction, which was computed as described in Section 3.0 using a factor of safety of 1.5. This analysis showed that the sands in the plant area be.ow elevation 605 feet have a few pockets with in situ blowcounts lower than required. The location of these pockets are identified in Figure L-10 with pertinent data from the analysis also shown in the figure. Table L-1 lists all borings in which low-blowcount sands were identified and shows the low-blow-count sands in relation to the other soils above and below.

I Some of the low-b1cucount pockets are not located near any Category I structure, pipeline, or duct bank. The remaining I pockets represent single isn'ated blowcounts surrounded by .

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I soils with significantly higher blowcounts above and below or by nonliquefiable soils above and below (e.g., see boring CT-1, elevation 602.0 feet, Figure L-10, and Table L-1) .

I Based on this analysis, the natural sands below elevation 605 feet throughout the plant area present no hazard due to liquefaction.

I 5.3.2 Plant Area Fill Sand Between Elevations 605 and 610 Feet

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I Sands between elevations 605 and 610 feet are mainly fill sands, but relatively small,. localized pockets of natural sands were also encountered in this elevation range. Sands in this stratum were analyzed in the manner described in Section 5.3.1. That analysis showed that scattered pockets of low-blowcount sand exist in the fill. The locations of borings in which these low-blowcount sand pockets were found are shown in Figure L-ll, and Table L-2 lists those borings and contains pertinent data relative to the analysis and resolution of liquef action potential in the low-blowcount sand pockets.

I Some of these low-blowcount pockets are located such that they do not affect the stability of Category I structures; some are within zones that vill be excavated and backfilled; the remaining are located between high-blowcount sands or other nonliquefiable soils.

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Based on this analysis, the fill sands between elevations 605 and 610 feet do not constitute a liquef action hazard.

I 5.3.3 Plant Area Sand Between Elevations 610 and 627 Feet Outside of Both Diesel Generator Building and Railroad I Bay of the Auxiliary Building I

Sands between elevations 610 and 627 feet are fill material.

The susceptibility to liquef action of any loose sands in this stratum depends on their location relative to the per-

.I manently dewatered regions as well as other factors.

I The locations of borings in which pockets of low-blowcount sands have been ic'entified are shown in Figure L-12. The low-blowcount sand pockets were analyzed for liquefaction potential in the manner described in Section 5.3.1. Table L-3 lists the borings shown in Figure L-12 and provides pertinent data relative to the analysis and resolution of liquefaction potential in low-blowcount pockets.

I Two of the areas in this stratum where several pockets of low-blowcount sands occur were south of the diesel generator building and northeast of the railroad bay area. Both of these areas will be within the zone of dewatering and there-fore not subject to liquefaction. Another area with pockets I- of low-blowcount sand occurs northwest of the service water .

pump structure and the circulating water intake structure.

The zones where these sand pockets exist will be excavated I

to elevation 610 feet and replaced with suitable backfill.

Other pockets are bounded by higher blowcount or nonlique-fiable materials. Finally, some low-blowcount sand pockets are outside the area and do not influence the stability of structures.

I 6.0

SUMMARY

AND CONCLUSIONS Limited pockets of loose natural sand and loose fill sand exist in the plant area and under two Category I structures at the Midland plant. The potential for these sands to liquefy during an earthquake with a maximum ground accelera-tion of 0.19 g and Richter magnitude 6.0 has been evaluated.

I For most of the sand pockets which exhibited a potential for liquefaction, remedies are provided which eliminate the potential by permanently lowering the GWT or by totally removing the loose sands and replacing them with suitable materials. For other sand pockets, liquefaction is not a hazard because they occur in location where they do not influence any Category I structures. The remaining pockets.

are situated in limited zones between other nonliquefiable soils and therefore present no hazard.

I Because of the widely scattered occurrence of the loose sand pockets in the plant area, the potential for liquef action was small before remedial measures were adopted; therefore, I

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after the implementation of remedial measures, the plant area will be safe with respect to liquefaction of the sands.

7.0 REFERENCES

1. Seed, H.B. and I.M. Idriss (1971), " Simplified Procedure of Evaluating Soil Liquefaction Potential," Journal of I the Soil Mechanics and Foundations Division, Proceedings of the American Society of Civil Engineers, Volume 95, SM 9 ( Septembe r) , pp 1249-1272 I

2. Seed, H.B. (1979), " Soil Liquefaction and Cyclic Mobility Evaluation for Level Ground During Earthquakes," Journal of the Geotechnical Engineering Division, Proceedings of the American Society of Civil Engineers, Volume 105, No. GT2 (Feburary), pp 201-255 I

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

I 4 Professor of Civil Engineering University of Michigan I

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

Professor of Civil Engineering University of Michigan August, 1980 Home I 700 Mt. Pleasant Ann Arbor, MI (313) 769-4352 48103 Office 2322 G. G. Brown Lab University of Michigan I Ann Arbor, MI (313) 764-4303 48109 I -

I PERSONAL DATA .

Age: 45, born U.S. citizen Physical: Height 6'; weight 220 lb Health: Excellent I Military:

Married:

U.S. Marines Wife, Dixie Lee (Davis)

Daughter, Kathleen Ann, age 23 I 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-I Institute in Nuclear Engineering, North Carolina State College, 1964 Ph.D. Civil Engineering, University of Michigan, 1967 I .

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Richard D. Woods, Ph.D., P.E. Page 2 ORGANIZATIONS American Society of Civil Engineers American Society for Testing and Materials I 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 I Measurements, Plane Surveying, Statics and Strength of Materials, Reinforced Concrete. Research performed:

See separate paragraph below.

I 1971 to 1976 Associate Professor, Civil Engineering, University of Michigan. Courses taught: Included above.

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 I '

taught: Included above.

1963 Project Engineer (GS-ll) , Air Force Weapons Labora-

,I tory, Kirtland, AFB, Al-buquerque, N.M. Supervised contracts which were directed at determining l

engineering properties of soils under dynamic loads.

1960 Graduate Student, University of Notre Dame, teaching to assistantship, taught surveying camp.

,I 1962 Lieutenant, U.S. Marine Corps, Can.p Pendleton, 1957 to California. Six months as platoon leader, movable 1960 bridge company. Remainder of service as hydraulic

! engineering officer preparing evidence for water rights litigation.

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Richard D. Woods, Ph.D., P.E. Page 3 EMPLOYMENT (Short Courses and Special Appointments) 1976 Fugro Fellow, University of Florida. On sabbatical leave from University of Michigan. Investigating I 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 I Measure Shear Wave Velocity of Soils and Rock."

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

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

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

I 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, l

I 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,

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

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Richard D. Woods, Ph.D., P.E. Page 4

~ P; RESEARCH Q

At University of Michigan I HoJographic Interferometry - Investigation of basic wave propagation'and surface wave propagation in region of barriers.

.l Response of Pile Foundations to Dynamic Loads -

with F. E. Richart.

Dynamic Properties of Soils - Laboratory and field I 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 Mechatics of Slide Dams - Investigation of creation (f dams by blasting material from canyon walls.

At Notre Dame University Preliminary Design of Dynamic Direct Shear Device l CONSULTING EXPERIENCE Areas of Consulting Vibration Measurements - on machines, in soil, on II structures Measurement of Dynamic Soil Propertics, in lab and in field I

Stability of Soil Masses (Reserve Mining tailings I

delta)

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

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Richard D. Woods, Ph.D., P.E. Pagn 5 CONSULTING EXPERIEMCE--Continued Giffels and Associates, Detroit, Michigan Smith, Hinchman and Grylls, Detroit, Michigan City of Rockwood, Michigan City of Ann Arbor, Michigan Honeywell Corporation, Minneapolis, Minnesota Woodward-Clyde Consultants, Orange, California, Oakland, California and Philadelphia, Pennsylvania Halpert, Neyer Associates, Farmington, Michigan U. W. Stoll and Associates, Ann Arbor, Michigan Eaton Brake Division, Detroit, Michigan Tippetts-Abbett-McCarthy-Stratton, New York I (Tarbela Dam)

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

.E Woods, R. D. (1963),

• Preliminary Design of Dynamic-Static Direct Shear Apparatus for Soils and Annotated I Bibliographies of Soil Dynamics and Cratering,"

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

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

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

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

of Elastic Surface Waves by Trenches," Proceedings l Symposium on Wave Propagation and Dynamic Properties of Earth Materiais, Albuquerque, N.M., August.

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

J. SMFD, Proc. ASCE, Vol. 94, SM 4, July, pp.

951-979.

Richart, F. E., Jr., Hall, J. R., Jr., and Woods, R. D.

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

Afifi, S. S. and Woods, R. D. (1971), "Long-Term Pressure Ef fects on Shear Modulus of Soils," 3. SMFD, Proq.

ASCE, Vol. 97, SM 10, Oct., pp. 1445-1460.

9

.I l

Richard D. Woods, Ph.D., Pcge 6 l

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

Woods., R. D. and Sagesser, R. (1973), " Holographic Inter-ferometry in Soil Dynamics," Proceedings of the I Eighth International Conference on Soit Mechanics 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,"

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

pp. 1231-1247.

I Anderson, D. G. and Woods, R. D. (1975), " Comparison of Field and Laboratory Shear Moduli," Proceedings of Conf. on in Sita Measurement of Soit Properties, 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.

I ASCE, Vol. 102, No. GT5, May.

Woods, R. D. (1976), " Foundation Dynamics," Applied Mechanics Reviewa, Proc. ASME, Sept.

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

(1977), " Lumped Parameter Models for Dynamics Woods, R. D.

Footing Response," Karlsruhe (as above).

Woods, R. D. (1977), " Holographic Interferometry 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 Engineering Division, ASCE, Vol. 106, No. GT 3, March, pp 235-254.

Richard D. Woods, Ph.D. 1 l

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

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

I Partos,A., Woods, R.D. and Welsh, J. (1982), " Soil Modification for Relocating Die Forging Operation,"

I International Symposium on Grouting in Geotechnical Engineering, hew Orleans, Feb.

I Richart, F.E. Jr., and Woods, R.D. (1982), "Foundaticns for Auto Shredders',' Proceedinas o_f, f International Conference on_ Soil Dynamics and Earthquake Engin-eering, Southampton England, July 13-15, Vol. 2, I pp.811-824.

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I I

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I I -

TABLE L-1 0' EVALUATION OF LOW SPT "' BLOWCOUNTS IN THE PLANT AREA SANDS BELOW ELEVATION 605 FEET I

r SPT Information CSE "' Blowcounts at Time Required Soil of Sample For msg, Description Boring g, Drilling Elevation a=0.19, other Than Number (feet) (feet) In-situ FS=1.5 Sand Remarks AX-13 635.0 595.5 25 - Sandy clay High blowcount above 593.0 42 - and clay below 590.5 10 25 588.0 17 - Silty clay 585.5 145 -

CT-1 634.0 612.0 23 - Silty clay High blowcount below and 607.5 7 - Silty clay clay above 602.0 11 21 599.0 24 -

597.0 29 -

DF-5 634.0 606.5 28 - Silty clay Clay above and below 604.0 17 - Silty clay 601.5 8 21

$99.0 8 - Sandy clay 596.5 10 - Sandy clay DC-7 631.0 602.0 25 - High blowcount above 600.5 17HI - and clay below 399.0 10 21 597.5 15 - Silty clay 588.5 43 - Silty clay DC-28 '629.0 605.5 16 - Clay above and high 603.0 15 - Sandy clay blowcount below 600.5 9 21 598.0 37 -

I 595.5 89 -

l Q-12 634.0 607.5 5 - Silty clay Not near a structure 1 605.0 7 - Silty clay 602.5 13 22 600.0 11 23 597.5 29 -

595.0 75 -

PD-5B 634.0 605.0 15 - Silty clay Clay above and below 602.5 7 - Silty clay 600.0 4 21 597.5 15 - Silt 595.0 27 - Silty clay I

Table L-1 (sbeet 1)

l l

1 i

TABLE L-1 (continued)

SPT information I Boring CSEl

at Time of Sample Drilling Elevation Blowcounts Required For M36, a=0.19, FS=1.5 Soil Description other Tban Sand Remarks Number'8' (feet) ( feet) In-situ PD-20 634.0 608.5 25 - Not near a structure 606.0 19 -

603.5 16 22 601.0 13 22 I 598.5 52 -

596.0 63 -

PD-20A 634.0 609.0 40 - Not near a structure 606.5 23 -

I 604.0 601.5 599.0 596.5 8

14 50 130 21 22 I PD-20C 634.0 607.0 47 Not near a structure 604.5 30 -

602.0 8 22 599.5 24 -

597.0 63 -

I4W-9 634.5 605.0 20 - Silty clay Clay above and below 603.0 27 - Silty clay 601.0 9 21 599.0 24 -

597.0 21 - Silty clay t L 622.0 595.0 19 - Sandy clay Clay above and high N 590.5 10 - Sandy clay blowcount below 586.0 20 22 584.5 100+ -

582.5 100+ -

"'This table excludes the areas directly below the diesel generator building and auxiliary building railroad bay. Blowcounts in these zones are shown in Figures L-6 through L-9.

18' Standard penetration test

'8' Boring location shown in Figures L-3, L-4, and L-5 I l*' Ground surface elevation 18' Nonstandard spoon used I

Table L-1 l

I (sheet 2)

l l

I TABLE L-280 EVALUATION OF LOW SPT'*' BLOWCOUNTS IN THE PLANT AREA FILL

,I BETWEEN ELEVATIONS 605 AND 610 FEET SPT Information CSE Blowcounts at Time Required Soil of Sample for M=6, Description Boring i88 Drilling Elevation a=0.19, other Than Number ( feet) (feet) In-situ FS=1.5 Sand Remarks CH-5A 633.8 612.3 6 - Within excavation zone 607.3 17 21 602.3 30 - Silty clay 597.3 85 -

PD-20 634.0 611.0 45 - Not near a structure 608.5 25 -

606.0 19 21 603.5 16 -

601.0 13 -

Q-9 634.0 610.5 34 - Clay below and high 609.0 27 - blowcount above I 606.5 604.0 601.5 11 23 82 19 Sandy clay Outside service water SW-2 634.0 617.0 36 -

612.5 10 - pump structure; does 607.5 11 18 not affect stability of the structure W-4 633.0 619.0 9 - Outside service water I Sandy clay 613.0 5 - pump structure; does 609.0 12 17 not affect stability 606.5 23 - Sandy clay of the structure 603.0 24 - Sandy clay 1

I I

'I I

Table L-2 (Sheet 1)

Table L-2 (continued)

SPT Information CSEl Blowcounts at Time Required Soil of Sample for M=6, Description Boring'3' Drilling Elevation a=0.19, Other Than FS=1.5 Sand Remarks Number ( feet ) (feet) In-situ 610.5 15 Outside diesel generator DC-28 629.0 -

building 608.0 03 - .

605.5 16 19 603.0 15 - Sandy clay 600.5 9 -

618.5 64 Outside diesel generator DG-29 630.0 -

building 614.5 93 -

610.0 5 17 605.5 10 - Sandy clay 601.5 26 -

"' This table excludes the areas directly below the diesel generator building and auxiliary building railroad I 8' bay.

Boring Blowcounts in these zones are shown in Figures L-6 through L-9.

Standard penetration location

(*' Ground surface elevation showntest in Figures L-3, L-4, and L-5 I

I I

Table L-2 (Sheet 2)

I .

I I

TABLE L-3

EVALUATION OF LOW SPT BLOWCOUNTS IN THE PLANT AREA FILL BETWEEN ELEVATIONS 610 AND 627 FEET I CSE"'

At Time of Sample SPT Information Blowcounts Required For M=6, Soil Description Boringi38 Drilling Elevation a=0.19, other Than I Number DF-1 (feet) 633.0 (feet) 628.0 623.0 In-situ 30 10 FS=1.5 11 Sand Sandy clay Remarks Zone of 3 foot sand fill layer with c. lay above 621.5 3 12 and below 620.0 12 - Sandy clay 618.5 10 - Sandy clay DF-2 634.0 629.0 47 - This area has been exca-624.0 10 - Sandy clay vated and later tackfilled 622.5 3 12 with sand. The tank founda-621.0 8 13 tion is resting on sandy 619.5 11 14 clay with high blowcounts.

618.0 16 - These low blowcounts in 616.5 9 16 sand occur around but not I 615.0 612.5 608.0 13 6

38 17 Sandy clay Sandy clay under tanks and do not affect tank stability.

PD-19 630.0 9 Not near a structure I

634.0 -

627.5 4 -

623.5 3 12 620.0 21 -

617.5 23 -

PD-20 634.0 631.5 7 - Silty clay Not near a structure 629.0 6 -

626.5 7 9 624.0 16 - Sandy clay 8 13 I

621.0 618.5 11 - Clayey silt 616.0 3 - Clayey silt 613.5 14 18 l

611.0 45 -

608.5 25 I

I Table L-3 l

I (Sheet 1) l l

l J

I I

TABLE L-3 (continued)

SPT Information CSEH3 Blowcounts At Time Required Soil of Sample For M=6, Description Boring'88 Drilling Elevation a=0.19, other Than Number ( feet) (feet) In-situ FS=1.5 Sand Remarks PD-20A 634.0 630.0 9 - Silty clay Not near a structure 627.5 3 -

625.5 5 10 622.5 9 12 620.0 11 14 617.5 3 16 614.0 11 - Clay & sand 611.5 24 -

I PD-20C 634.0 631.5 629.0 626.5 622.0 19 4

7 7 13 9

Not near a structure 3 619.5 31 -

617.0 37 -

SWL-1 634.0 616.0 14 - Sandy clay Zone of 2.5 foot sand 613.5 9 - Sandy clay fill layer with clay 13 19 above and below I

611.0 608.5 4 . Sandy clay 606.0 29 - Sandy clay PD-13 634.0 630.0 5 - Above maximum ground water I 627.5 625.0 622.5 1

6 5

11

- Silty clay table Silty clay below l

620.0 10 - Silty clay 3 Q-9 634.0 629.0 5 - Sandy clay within excavation zone 624.0 9 - Sandy clay 617.5 7 14 615.5 13 15 614.0 7 16 610.5 34 -

609.0 27 -

I SWL-8 634.0 630.0 6 - Silty clay Within dewatering zone 627.5 5 - Silty clay 625.0 4 11 622.5 16 -

620.0 7 14 SWL-8A 634.0 622.5 2 12 Within dewatering zone i 620.0 9 14 l 617.5 7 16 l

Table L-3 (Sheet 2)

TABLE L-3 (continued)

SPT Information I

CSEMI Blowcounts At Time Required Soil of Sample For M=6, Description 8cringm Drilling Elevation a=0.19, other Than Number (feet) ( feet ) In-situ FS=1.5 Sand Remarks l' SWL-6 634.0 617.5 615.0 612.5 610.0 8

14 15 33 18 Silty clay Silty clay Silty clay Zone of 2 foot sand fill layer with clay fill above and below 607.5 12 - Silty clay SW-7 635.0 626.0 21 - Within excavation zone 623.5 24 -

621.0 12 14 618.5 9 16 616.0 19 -

613.5 11 - Sile.y clay G-2 633.8 622.3 4 12 Within excavation zone 617.3 4 16 612.3 13 - Silty clay 607.3 11 - Silty clay G-4 634.6 623.1 4 12 Within excavation zone 618.1 45 -

613.1 17 18 608.1 24 -

603.1 33 - Sandy clay G-5 633.8 622.3 20 - Within excavation zone 617.3 38 -

612.3 9 18 G-6 634.0 622.5 17 -

Within excavation zone 617.5 5 16 612.5 6 18 PD-27 634.0 625.0 31 -

Within excavation zone 622.5 8 -

I 620.0 4 13 617.5 16 -

A15.0 33 -

SW-2 634.0 621.5 51 -

Outside the service 617.0 36 - water pump structure and 612.5 10 16 does not affect the sta-B 607.5 11 -

bility of the structure I

Table L-1 I (Sheet 3)

I ,

1 1

l I l i

I .

I TABLE L-3 (continued)

SPT Information slowcounts I

GS E (

• l At Time Required Soil of Sample For M=6, Description Boring (31 Drilling Elevation a=0.19, Other Than Number (feet) (feet) In-situ FS=1.5 Sand Remarks _

SW-5 634.5 625.5 28 - Outside the service 623.0 6 -

Silty clay water pump structure and 620.5 3 14 does not affect the sta-618.0 6 16 bility of the structurt 615.5 11 17 613.0 16 - Silty clay 610.5 35 -

DW-1 634.0 617.5 9 - Sandy gravel Excavated and backfilled 612.5 16 18 during duct bank repair 610.0 30 - Silty clay DW-2 634.0 612.5 13 18 Isolated in clay fill 609.5 31 -

Silty clay

'UThis table excludes the areas directly below the diesel generator building and auxiliary building railroad bay, slowcounts in these zones are shown in I Figures L-6 through L-9.

It> Standard penetration test 83'Doring location shown in Figures L-3, L-4, and L-5

bround surface elevation I

Table L-3 (Sheet 4)

t

.I I I i I O

o k3 0.5 -

eN I 6 a-E2 I o.

m4 8E 0.4 -

n- m Nz oq Mm 0.3 -

0- m I S5 58 EE 0.2 -

s) '

E 9s I E m

h 0.1 -

I s v3 9

d

! U 0

10 20 30 I

40 I

50 O

I MODIFIED PENETRATION RESISTANCE, N1 (BLOWS /Fi)

BECHTEL ANN AR90R MIDLAND POWER PLANT LIQUEFACTION EVALUATIOPM:YCLIC STRESS RES CE FOR E TH U E AN DE OF 6 AFTER SEED (2)

J M 9dO. ORAWilde leo. R EV.

,g, g , q q 7220 FIGURE L1 0

CORRECTION FACTOR CN

0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0 2.2 0 g g g g g , g g l l 3 J i - -

l

7 -

3 -

E e  :

a 4 -

g Dr= 60 TO 80%

$ Dr= 40 TO 60%  ;

5 s -

Tc 3

E

$6 O

P S7 -

I w

8 -

9 -

I I I I I I I I I 10 I

EXPLANATION Dr- RELATIVE DENSITY BECHTEL ANN ARSOR MIDLAND POWER PLANT LIQUEFACTION EVALUATION-CORRECTION FACTOR FOR BLOWCOUNT AS A FUNCTION OF OVERBURDEN FRESSURE. AFTER SEED (21 DRAwIts tad. NEV.

l . - . . r?k'JMIdo. .

-.~..-~ -

~ -

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NO. OF PAGES ,

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M M M M M M M M M M M M M STANDARD PENETRATION RESISTANCE (BLOWS / FOOT) 0 10 20 30 40 50 60 70 80 634  ; , , , ,  ; y G DG-31 624 - e DG-8 s e DG-15 -

\ e DG-19

, DG-8 e DG-20 e DG-18 DG-19 ee DG-18 '

e DG-18 5 *\ * 'l 0 DG-20 e DG-19 e 1 Q

eDG20 \

E 614 -

e DG-22 \ DG-14 e -

DG-20 DG 24 2 S DG-22 -nl \ e '

g

% h DG-18) e DG-22 DG-8 DG-23 e NU 6 e DG-19 o DG- 8 e t DG-20 e DG-13 2 l g e DG-13 e DG-9 e DG-23 e DG-20

$ 604 -

e DG-18 -

d e DG-9 e DG-17 e DG-20 DG-9 e e DG-8 DG-13 e LIQUEFACTION M- t i NO t.lOUEFACTION

~

DG-23 ee DG-8

' ' I I ' ' I

> SM BECHTEL NOTES: AN EXPLANATION

1. BLOWCOUNTS WERE CORRECTED TO MIDLAND POWER PLANT

- BOUNDARY OF LIQUEFACTION, GWT AT 627.0' ACCOUNT FOR. ADDED SURCHARGE DUE TO THE BUILDING LOAD AND LIQUEF ACTION EVALUATION BASED ON 1978

- BOUNDARY OF LIQUEFACTION, GWT AT 610.0* LOWERED WATER TABLE. "DG" BORINGS - BOUNDARIES OF GWT - GROUND WATER TABLE

' ^ E RAT NT DIE G ERATOR BUILDING.

7220 FIGURE L e- 2 SK-G-702

_ ____ _ _ - _ . A

M M M M M M M M M M M M M M M M M M STANDARD PENETRATION RESISTANCE (BLOWS / FOOT) 0 10 20 30 40 50 60 70 80 634 i i , , , , ,

)

l CH-16 0 624 -

\ \

CH-14 9 k

\ \ CH-13 m \ l J

614 --

?,\

h

@ 41 1f M

O o g

9 m

y 604 -

~ G CH-15 ,

CH-17 LIQUEFACTION e l  ? NO LIQUEFACTION 594 -

' ' ' I I I '

584 BECHTEL ANN ARdCR EXPLANATION MIDLAND POWER PLANT

-- - - - BOUNDARY OF LIQUEFACTION, GWT AT 627.0, LIQUEg A ,,T EVALU ION D ON 1979 p

- BOUNDARY OF LIQUEFACTION, GWT AT 610.0' _

"rO N ESE ENERA O BUILD N GWT- GROUND WATER TABLE JOR NO. DRAWING No. R E V.

7220 FIGURE L-7 C SK-G-703 -

.)

M M M M M M M M M M M M M M M M M M STANDARD PENETRATION RESISTANCE (BLOWS / FOOT) 0 10 20 30 40 50 60 70 80 i l I l I l l COE-8 COE-10 0 8 e COE-8 e COE-10 e COE-11 -

624 -

pOE-8e

\ e COE-12 O COE-8 COE-8 g e COE-8 s

k

\ COE-8 8 COE-8 e COE-8 m

~

~

'p m\ e COE-8 CO e

- ,b\ COE-8 e {

s I COE-10 e e COE.8 e COE 11

@ 1 COE-8 e COE-10 e e COE-8 71 COE-3 e COE-10 e m OE-10 e COE-13R -

-j 604 ~

I

• COE 13R e COE-8 COE-8 e e e e COE-10 COE-11 8 g COE-11 e COE-8 COE-13R COE-8 LIQUEFACTION e t > NO LIQUEFACTION -

594 -

I I I ' ' ' '

584 BECHTEL ANN AR80R EXPLANATION NOTE' :

-- - - BOUNDARY OF LIQUEFACTION, GWT AT 627.0" BLOWCOUNTS WERE CONVERTED MIDLAND POWER PLANT FROM THE RELATIVE DENSITY " ^

- BOUNDARY OF LIQUEFACTION, GWT AT 610.0' VALUES OBTAINED FROM $bSkRl S80R GS AR E OF N TI N WOODWARD-CLYDE CONSULTANTS

-- LiQUEF^CTgN cAN NER QUE,F BU G GWT - GROUND WATER TABLE pgg D E TEST DATA e Jos 980. DRAWING MO. REV.

7220 FIGURE L4 I sum  ;

s -

M M M M M M M M M M M M M M M M M M STANDARD PENETRATION RESISTANCE (BLOWS / FOOT) 0 10 20 30 40 50 60 70 80 634 i i l l l l AX-1 AX-10 g g A -2 AX-10 624 -

9 g AX-2 AX-1 G AX-1 AX-10 gG g S AX-2 AX-19 \ GAX-2 AX-10M AX-1 AX-2 g \ AX-10 0 AX-19\+G AX-1 AX-2 W* g 9

• 614

'hg AX-10gb AX.2 og

\* G AX-1 0 g

O AX-2

\. A -1 AX 10 AX-10 e Q AX-10 AX-2 3

> + AX-2 O _

uj m g AX-10 g -

w 604 -

Y ** 9 g AX-2 AX-109

1. ^

AX-1 AX-2 AX-2 9 LIQUEFACTION e  : NO LIQUEFACTION 9 AX-10 L g AX-10 594 -

AX-10

^

AX.-10 *

' ' ' ' ' t l SM EX_P_LANATION

---

BOUNDARY OF LIQUEFACTION, GWT AT 622.0" ANN ARBOR BOUNDARY OF LIQUEFACTION, GWT AT 610.0' GWT - GROUND WATER TABLE LIQUEF ACTION EVALUATION BASED ON 1979 BORINGS -- BOUNDARIES OF LIQUEFACTION AND r.O LIQUEFACTION FOR THE R AILROAD BAY ARE A OF THE AUXII.l ARY BUILDING e JOR NO. DRAWING NO. R E V-7 7220 FIGURE L-9 ')

y c, ,g s - - a

=.---

e'

.DObUMENT '

E PAGE .

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l NO. OF PAGES.

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