ML20027C153
| ML20027C153 | |
| Person / Time | |
|---|---|
| Site: | Midland |
| Issue date: | 10/08/1982 |
| From: | Hendron A CONSUMERS ENERGY CO. (FORMERLY CONSUMERS POWER CO.), ILLINOIS, UNIV. OF, URBANA, IL |
| To: | |
| Shared Package | |
| ML20027C155 | List: |
| References | |
| ISSUANCES-OL, ISSUANCES-OM, NUDOCS 8210130494 | |
| Download: ML20027C153 (75) | |
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DOCKETED USNRC 52 OCT 12 P252 UNITED STATES OF AMERICA NUCLEAR REGULATORY COMMISSION (FFICE OF SECREIG
f,00MEfING & SERVf s
Bi:AMCit Atomic Safety and Licensing Board In the Matter of
)
Docket Nos.
)
CONSUMERS POWER COMPANY
)
50-329 OM
)
50-330 OM (Midland Plant, Units 1
)
50-329 OL and 2)
)
50-330 OL
)
I, Alfred J. Hendron, Jr., being first duly sworn, s tate that my accompanying testimony concerning seismic shakedown is true and correct to the best of my knowledge and belief.
bl 9C
- Alf 46d A/. Hendron, Jr.V SUBSCRIBED AND SWOjN TO before me this y
day of October 1982.
$ fat ss /n >
Notary Public
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.Te_
r TESTIMONY OF DR. ALFRED J. HENDRON, JR.
This is, the testimony of Dr. Alfred J. Hendron, Jr. My testimony is concerned with the evaluation of the seismic shakedown settlement of the Diesel Generator Building at the Midland nuclear power plant in the event of an earthquake.
The seismic shakedown settlement of the DGB was evaluated for an intensity of motica which would correspond to an upper bound ground surface acceleration 0.19.
I have concluded that the north side of the DGB will 9
settle about.25" 1 15" under an earthquake acceleration of 0.19g and the scuth side will settle about.05" 1 05".
The North side of the building will settle more during the earthquake because there is a larger thickness of sand under the north side nf the DGB.
The building will tend to rotate slightly toward the north during seismic shaking just as it has tended to rotate south during static settlement due to the higher percentage of clay under the south side of the building.
QUALIFICATIONS AND EXPERIENCE My detailed biographical, educational, and professional record is set-forth in Attachment I.
The following is a sumary.
I. completed the requirements for the degree of Bachelor of Science in Civil Engineering from the University of Illinois in June of 1959.
In September of 1959 I enrolleo in the Graduate College of the University of Illinois where I began full-time study on a University of Illinois Fellowship in the Department of Civil Engineering, specializing in Soil Mechanics and Foundation Engineering.
I received the degree of Master of Science in Civil
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2 Engineering from the University of Illinois in June of 1960.. During the
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sunrner. of-1960 I wa's employed by'the consulting engineering firm of Shannon -
and ' Wilson,rInc. of _ Seattle, where I worked on foundations' forIthe building a-.
complex which housed the World Fair.in Seattle, and conducted.an analysis of-theistability of-a 200 acre slope. adjacent to' the Pacific Ocean to be used' in expert testimony-of Mr. S. D.. Wilson and Dr.' A. Casagrande.--
In the fall of 1960, I-began full-time study:at the University of
. Illinois toward a Ph.D. in Foundation-Engineering and full minors in Geology-and in Theoretical and Applied Mechanics.
During this phase of my education, my academic adviser was Dr. Don U. Deere, under whom I studied engineering geology.. I studied. foundation engineering under Dr. R. B. Peck. My studies on the application of shear strength of cohesive soils to problems of slope stabs iity and bearing capacity, problems usually analyzed by limit equilibrium methods, were in courses taught by Dr. R. B. Peck, Dr. Alan Bishop, and Dr. D. U.'Deere.
In June of 1961, I became a full-time research associate at' the
. University of. Illinois where I, conducted a research project'in soil dynamics under Professor N. M. Newmark and I taught an undergraduate course in Soil Mechanics and-Foundation Engineering under Dr. R. B. Peck. These duties con-tinued until the completion of my Ph.D. thesis in the suniner of 1963, when I became a 1st Lieutenant in the U. S. Army Corps of Eng heers.
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'From September 1963 to September 1965 I was assigned to the U. S. Army Engineer _ Waterways Experiment Station as a research engineer. At-the Waterways Experiment Station I worked in research in soil dynamics and struc-tural dynamics as applied to problems in the design of protective structures.
I was also. instrumental in starting a rock mechanics research program at the
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. Waterways Experiment Station, and I' served as a special consultant for the Office of the Chief of Engineers on construction _ problems associated with the s.
Minute Man System in North Dakota and as a consultant to NATO in Norway on the construction o'f'a large underground cavity in rock.
Since September of 1965 I have been employed in teaching and research at the University of Illinois in the Department of Civil Engineering, as an Assistant Professor from 1965 to 1968, an Associate Professor from 1968 to 1970, and as a Professor of Civil Engineering from 1970 until present.
During this time I have taught graduate courses in soil and rock dynamics, applied foundation engineering, earth dams, rock _ mechanics, and rock engineering.
I have also taught undergraduate courses in Introductory Soil Mechanics and Foundation Engineering.
I have been active in research on slope stability in rock masses, design of tunnel linings. in soil and rock, ground vibrations pro-duced by construction blasting and by nuclear explosions, theoretical studies of inelastic and time-dependent stress distribution around tunnels in soil and rock, and compressibility of larg,c sized granular materials such as rock fill materials.
While a staff member at the University of Illinois, I have been engaged by various public agencies, consulting engineering firms, utility companies, and foreign governments to consult on the design and construction of nuclear power plants, dams, tunnels, and slope stability problems. A number of these consulting assignments are listed in detail in Attachment I.
I have previous experience in the evaluation of foundations of dams and nuclear power plants for liquefaction potential.
In those cases where liquefaction has been eliminated by means of dewatering, I have estimated
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seismic shakedown by the methods used in this testimony.
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_ Diesel Generator Building Description and Available Information Useful for Estimating Seismic Shakedown Settlement The Diesel Generator Building for the Midland Nuclear Station is located to the south of the Turbine Building as shown in Figure 1.
The building is founded on a 10 ft wide continuous wall' footing around the peri-meter of the structure; in addition three' North-South wall footings,_also 10 ft wide, support the walls which separate the four bays of the Diesel Generator Building.
A plan view of the footings is shown-in Figure 2.
The strip footings analyzed and reported in-this testimony are shown by the dark shaded areas in Figure 2.
A cross-section taken from west to east through the Diesel Generator Building is shown in Figure 3.
The base of the footings are founded at elevation 628 and the finished grade elevation is 634.
The static water levels in the area of the diesel generator building will be dewatered_to about elevation 600 to eliminai;e,the pcssibility of liquefaction in the sands below the north side of the DGB.
Thus the sands between elevation 600 and the base of the footings at elevation 628 will be partially saturated and will undergo some permanent vertical strain induced by the cyclic shear strains produced by the earthquake ground motions. The magnitude of the DGB settle-ment which results from the vertical " shakedown" strains is a function of the thickness of sand layers present between elevation 600 and 628, the relative density of the sands, and the n'agnitude of the cyclic shear strains produced by the earthquake.
e 5
The thickness and_ relative density of the sands present beneath the'.
diesel generator' footings must_be obtained from soil boring information.
The s
magnitude of the cyclic strains induced by the SSE can be calculated as illustrated later in this testimony.
Before surcharging in-January of 1979, an exploratory program was con-ducted in the plant area by Bechtel from August 1978 to December 1978 which included borings-in the series designated as DG borings.
Borings were also made in 1979 after the surcharge removal and they are designated CH borings.
The location of the borings is shown in Fig. 4. _In some of the DG and CH borings standard penetration tests were obtained at intervals ranging from l.5' to 3.5'. _Those borings with complete enough information to estimate the thickness and relative density of the sand were used to estimate shakedown settlement, in these borings, listed in Table 1, samples were described clo-sely enough to determine if the blow cnunt was taken in sand or clay and the samples were obtained close enough to~ reasonably determine the thickness of clean sand.
The boring logs of the borings shown in Table'1 are given in.
Consumers Power has subsequently conducted the additional boring and sampling program requested by the Corps of Engineers.
Five of these borings, designated as COE 8, 10, 11, 12 and 13 were made in the area of DGB as shown in Fig. 4.
These borings, which were continuously sampled except for boring COE-12, enabled an exact determination of the thickness of sand and clay at each boring location.
In those instances where sand was encountered, the relative density of the sand was determined by Woodward-Clyde Consultants by several methods.
The COE borings were taken after surcharging; the logs of COE borings 8, 10, 11, and 13 are shown in Attachment 3.
s 6-DESCRIPTION OF THE METHOD FOR CALCULATION OF " SHAKEDOWN" SETTLEMENT The first step-in the calculation of' the " shakedown" settlement is to s
- 1) obtain.the thickness of each sand layer from the boring logs ar.d to obtain the relative density for each sand layer.
For the COE borings the relative i
density can be obtained from the Woodward-Clyde Consultants report'of July 1981.
For the DG and CH borings the relative density is. determined from the Gibbs & Holtz relationship shown in Fig. 5 by using the standard penetration resistance for each layer and the " effective" stess at the location of the standard penetration test at the time of the boring.
The second step is to 2) determine the total vertical stress at the middle of each layer, o, which consists of the soil overburden pressure and y
the distributed vertical stress from the load of the building.
The third step is to 3) determine the average cyclic shear stress which will be applied to the center of each sand layer by T = (0.65) a max o y 9
where is th'e'iverage shear stress T
is the maximum acceleration associated with the earthquake, a max.
g is the acceleration of gravity, and "v is the total vertical stress at the center of the sand layer (Seed and Idriss 1971).
In the relationship above, the value of 0.65 is the commonly accepted value for reducing the peak shear stress to the average cyclic shear stress for the duration of shaking.
E 7
The fourth step is to 4) determine.the average principal effective
_s' tress at'the center of:the sand-layer, E, where 5.-
m m = 1/3 (Oy + 2Koo) y and,.Ko,_the lateral earth pressure coefficient is taken as 0.7 for compacted soil.
Th'e fifth step is to 5) calculate the shear modulus, G, using G = 1000 k2 ( m)I where "m is in psf and K2 is in (psf)1 and is a function of relative density and' shear strain, Y, as shown in Fig. 6.
The sixth step is to 6) determine the shear strain by taking Y = T /G.
Since G = f(Y), as shown in Figure 6, the shear strain, Y, is then recalcu-i lated in step 7.
Step 6) and 7) must be repeated until the assumed shear strain Y and the computed shear strain are in close agreement.
After the cyclic shear strain, Y, has been determined, the vertical " shakedown" strain can be obtained from Fig. 7.
Note that the data points shown in Fig. 7 are for 10 cycles of strain which i.s,ponservative for the SSE postulated for the Midland plant; for relative densities different than those which correspond to the curves in Fig. 7, an interpolation is required.
The vertical settlement for each boring location is then determined in step 8) by integrating the vertical strain in-all sand layers between elevation 600 and 628. The values of settlement computed in step 8) are then multiplied by 3 in step 9) to account for 3 dimensional shaking as discussed in Pyke, Seed, and Chan (1975).
It is significant that the procedure above, including the multiplication fac-tor of 3, led to agreement between calculated and observed shakedown settle-ment at the Jensen Filtration Plant during the 1971 San Fernando Earthquake (Pyke, Seed & Chen 1975).
s~
8 Calculation of " shakedown";settleinent by the above procedures are given in Attachment 4 for the boring location shown'in Table 1.
The calculations s.
given in Att'achment 4 are for a ground surface acceleration of 0.19g and for a magnitude earthquake which would produce 10 significant cycles of average shearst[ess. The results of these calculations are shown in Table 2 and are illustrated on Fig. 8.
RESULTS OF " SHAKEDOWN" SETTLEMENT CALCULATIONS It is felt that the most complete boring information which could be
.used to calculate the shakedown settlement is the:information obtained from the COE boring 8, 10, 11, and 13.
These indicate that the north side of the building (Fig. 8) could settle.17" and the south side of the building could settle.05".
Then the building would tend to rotate toward the north during shaking just as it has rotated toward the south due to static settlements.
Calculated settlements based on blow counts from the DG and CH borings are also shown on Fig. 8.
The calc,ulated settlements for the DG and CH boring locations ranged from.006" to.39".
The pattern of settlement indicated by the DG and CH borings also indicate more shakedown rettlement on the north-side of the building.
If the calculated settlements at the DG boring loca-tions on the north side of the building are averaged, the average calculated settlement of the north side would be.19".
It is my judgment that the settlement of the north side of the building should be considered to be.25" +
.15" and that the south side of the building should settle on the order of
.05" +.05" due to seismic shakedown. The building would tend to rotate as a rigid body about an east-west axis through the center of the building.
3 REFERENCES Pyke, R. ; Seed,. B.; Chan,.K. C., Settlements of Sands under Multidirectional Shaking, Journal of the Geotechnical Engineering Division, GT4,.
April 1975, pp. 379-397.
Seed, B.; and Idriss, M., Soil Moduli and Damping Factors for Dynamic Response Analyses, Earthquake Engineering Research Center, College of Engineering, University of California, Berkeley, California, December 1970.
Silver, M. L.;. Seed, H. B., The. Bghaviour of Sands Under Seismic Loading Conditions, Earthquake Engineering Research Center, College of Engineering, University of California, Berkeley, California, December 1969.
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t DG - 18 COE - 8 OG.- 19 COE - 10:
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TABLE'2
SUMMARY
OF SHAKEDOWN SETTLEMENT (Inches)
AT D. -G.
BUILDING FOR AN EARTHQUAKE ACCELERATION = 0.19g Boring fio.
Settlement, inches (.199)-
COE 8-
.174 COE 10
.174 COE 11
.051 COE 13R
.036 DG 8
.39 DG 12
.048-DG 14
.006 DG 15L
.084 DG 17
.003 DG 18
. 171 DG 19
.393 DG 20
.270 DG'22
.324 DG 24
.006 i
DG 27
.033 DG 28
.126 CH 13
.090 CH 14
.171 CH 15
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1 O
n ATTACHMENT 1 1
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RESUPE s.
PROFESSIONAL BACKGROUND AND EXPERIENCE Name: ALFRED J. HENDRON, JR.
Address:.2230c Newmark Civil Engineering Laboratory University of Illinois at Urbana-Champaign
' Urbana, Illinois 61801 Date of Birth:
October 4, 1937 Marital Status:
Married with 2 children Citizenship:
Natural Born - U. S.
EDUCATION Ph.D.
1963 University of Illinois Major:
Soil Mechanics Urbana, Illinois Foundations Minors:
Geology Theoretical and Applied Mechanics M.S.
1960 University of Illinois Civil Engineering Urbana, Illinois B.S.
1959 University of Illinois Civil Engineering Urbana, Illinois (Bronze Tablet)
NATIONAL AND INTERNATIONAL AWARDS OR RECOGNITIONS Received American Society of Civil Engineers Walter L. Huber Research Prize, 1974 Invited to give 6th Nabor Carrillo Lecture, by Mexican Society for Soil Mechanics, November 1982 l
l Listed in Who's Who in Engineering, 1980 POSITIONS HELD i
September 1970 - Present Professor of Civil Engineering, University of Illinois September 1968 - September 1970 Associate Professor of Civil Enginering, University of Illinois September 1965 - September 1968 Assistant Professor of Civil Engineering, University of Illinois September 1963 - September 1965 1/Lt. U.S. Army Corps of Engineers Research Engineer U.S. Army Engineer Waterways Experiment Station
AlfredLJ. Hendron',-Jr.
. Page 2-1 June:1961 - September 1963L Research Associate.
June 1960 - September 1960 Engineer, Shannon'& Wilson Soil Mechanics and Foundation.-
Engineers, Seattle, Washington II
- TEACHING EXPERIENCE Undergraduate Courses,' University of Illinois J
1961 - 1963 Introductory Soil. Mechanics
-1965 -'Present
~ Introductory Soil Mechanics
~
I Foundation Engineering Civil Engineering Design Course for Senior. Honors Students Graduate Courses, University of Illinois 1965 - Present Earth Dams Rock Mechanics
~
Applied Rock Mechanics Applied Soil Mechanics Soil Dynamics-(including earthquakes effects)
RESEARCH EXPERIENCE i
l 1961 - 1963 Research Associate, University of Illinois l'
Conducted research on the high pressure compressibility of-sands and measurement of.
the coefficient of earth pressure at rest.
l 1963 - 1965 U.S.' Army Engineer. Waterways Experiment Station Conducted research on stress wave propagation in-soils, design of structures for dynamic. loading, and developed a research program in rock mechanics.
1965 - Present University of Illinois Presently conducting research on the following specific topics:
(1) Ground vibrations produced from blasting i
tunnels and 'open cuts in rock.
t (2) Compressibility of large sized granular materials such as'that used in rock fill and rolled earth dams.
(3) Theoretical studies of inelastic and time dependent stress distribution around tunnels.
(4) Effect of pore pressures on the strength of rock.
(5) Three dimensional analysis of slope.
(6) Design of tunnel linings in soil and rock.
(7) Earth dam design.
l I-L
Alfred J. Hendron, Jr.
Page 3 0FFICES AND OTHER SERVICES TO PROFESSIONAL SOCIETIES (1) Member of the Research Committee of the Soil Mechanics and Foundations Division of-the American Society of Civil Engineers, 1967-69.
(2) Member of the Subcommittee 12 of Committee 0-18, ASTM, Properties of Soil and Rock, 1965-1970.
(3) Co-chairman of Panel on " Stress Wave Propagation in Soils," International Symposium on Soil Dynamics, Albuquerque, New Mexico, sponsored by ASCE &
NSF, August, 1967.
(4) Panel member for " Dynamic' Loading," session of a National Specialty Conference on Placement and Improvement of Soil to Support Structures,"
sponsored by the Soil Mechanics and Foundations Division of the American Society of Civil Engineers, M.I.T., August, 1968.
(5) April, 1968 - Gave lectures on rock mechanics to Metropolitan Section ASCE, New York City.
(6) April 1969 - Gave lectures on rock mechanics to Metropolitan Section, Washington, D.C.
(7) Selected to give a lecture on " Field Instrumentation in the Desigr. of Underground Structures in Rock," Metropolitan Section, ASCE, New York City, May, 1970.
(8) Panel member on " Dynamic Loadings and Deformations," session for ASCE, Soil Mechanics and Foundations Division Specialty Conference on " Lateral Streses in the Ground and the Design of Earth Retaining Structures,"
Cornell University, June, 1970.
(9) Panel member on " Deformation Modulus of Rock Foundations," ASTM Symposium on Deformation Properties of Rock, Denver, February, 1969.
(10) Selected by NSF as one of the U.S. members to Exchange Meeting with Japanese Engineers on the topic of Ground Motions Produced by Earthquakes, U. of California at Berkeley, August, 1969.
(11) Member of Committee on Soil Dynamics, Soil Mechanics Division, ASCE, 1970-1972.
(12) Member of Publications Committee for Journal of the Soil Mechanics and Foundations Division, ASCE, 1970-1972.
(13) Member of Committee on Rock Mechanics, ASCE, 1978-present.
(14) Member Corps of Engineer Advisory Board for Geotechnical Engineering Research, 1978-1981.
Alfrid.J. Hendron, Jr.
Page 4 EXAMPLES OF F0VNDA710N ENGINEERING AND EARTHQUAKE ENGINEERING EXPERIENCE (1) E sp -.. ant'to Williams Brothers Construction Company on slope stability problems encountered in construction of the Transandean Pipeline.in southern Colu:::bia, S. A.
(2) Consultant to Woodward-Clyde and Associates on the Foundation Design of Davis-Besse Nuclear Reactor for earthquake loadings.
(3) Consultant, as an associate of Dr. N.M. Newmark, on the foundations for a 40-story building in Vancouver, B.C., design for earthquake loading.
(4) Consultant to Waterways Experiment Station on the-Earthquake Stability of Dam Slopes.
(5) Consultant to H.G. Acres Ltd. on seismic conditions for Nuclear Reactor Foundations as a part of a study for 6 New England States on Projected Power Needs.
(6) Consultant, as an associate of Dr. N.M. Newmark, to the Divisions of Reactor L1 censing and Reactor Safety of the Atomic Energy Commission, on the adequacy of nuclear reactor foundations to resist earthquake loading, September 1967-1980.
The following is a list of the Nuclear Power Station Foundations reviewed during this time:
Ft. Calhoun Arnold Cooper Pilgrim #1 Surry Crystal River Shoreham Prairie Island Salem Farley Rancho Seco Calvert Cliffs Diablo Canyon Oconee Sequoyah Indian Point Hatch D.C. Cook Brunswick Zimmer Kewaunee 3 Mile Island Fitzpatrick Russellvile Fermi Easton Turkey Point LaSalle l
Bell (7) Dynamic stability assessment of 3 TVA dams subjected to design earth-quakes.
(8) Consultant on dynamic stability of Jackson Lake Dam to Bureau of Reclamation.
(9)- Consultant on re-evaluation of foundations for the Olympic Tower ;nd Stadium structures, Montreal, Quebec.
l (10) Cerron Grande Dam, El Salvador, Consultant to Harza Engineering, lique-faction potential of foundation.
l l
Alfred J. Hendron, Jr.
Page 5 (11) Dynamic and static stability of both soil and rock slopes for Alyeska Pipe Line Service Company, Alaskan Pipe Line.
(12) Dynamic analysis of cooling pond dike for Skadgit NucleFr Station, Consultant to Bechntel Engineering.
(13) Assesment of the static and dynamic stability of Chatuge and Ncttely Dams, Consultant to TVA.
(14) Kapong Hydroelectric Project, Ghana, assessment of dikes, Consultant to TVA.
(15) Suarez River Project, Colombia, S.A., Evaluation of four dam sites for dams ranging in heights from 500-600 ft in height.
(16) Pond Hill Dam, 100-ft high dam, Consultant to Tippetts, Abbett, McCarthy
& Stratton (TAMS).
(17) Susitna Project, Consultant to H.G. Acres on 800-ft high earth dam and 600-ft high arch dam for Alaskan Power Authority.
(18) Remedial measures for Tarbela Dam, Service Spillway, Pakiston, Consultant to TAMS; static and dynamic slope stabilty.
(19) Libby Reregulating Dam, member of Board of Consultants, Seattle District, Corps of Engineers.
(20) Consultant to TAMS on Department of Interior study to evalute the design procedures of the Bureau of Reclamation for the design of earth dams; static and earthquake.
(21) Evaluation of site for Patia II Dam for Hidrostudies Company of Bogota, Colombia; 600-ft high dam on Patia River; static and dynamic stability.
EXAMPLES OF ROCK ENGINEERING EXPERIENCE (1) Consultant to the American River Constructors on the stability of 300-ft l
high rock slopes for the spillway cut at Hell Hole Dam, American River l
Project.
(2) Consulted on rock mechanics problems related to the foundations of the World Trade Center Building, New York City (110-story office building).
l (3) Consultant to New York Port Authority on Controlled Blasting Techniques l
to reduce damage to adjacent structures for Journal Square Subway Terminal.
(4) Consultant to Western Contracting Company on stability of 150-ft high j
vertical spillway cut, Stockton Dam, Stockton, Mo.
Alfred J. Hen'dron, Jr.
Page 6 (5) Consultant to British Columbia Hydro Authority, Canada, on assessing stability to Portage Mountain Underground Powerhouse.
(6) Consultant to Fenix and Scisson on the design of'a rock cavity and steel casing at a depth of 6,000 ft in weak rock on Amchitka Island.
(7) Slope stability problems along the Transandean Pipeline, Colombia, S.A.,
for Williams Brothers Construction Co.
(8) Consultant to Joseph S. Ward, Foundation Engineers, on the design of a school to resist blasting vibrations, Manchester, New Jersey.
(9) Consultant to Architect's Collaborative, Cambridge, Mass., on controlled blasting technques and blasting vibrations on IBM building complex, Fishkill, N.Y.
(10) Stability of rock slopes for Trans-Alaskan Pipeline Terminal, Valdez, Alaska, Alyeska Pipeline Service Company.
(11) Consultant to Deleuw Cather & Co. on blasting specifications for Washington, D.C. Subway.
(12) Stability of open pit mine slope, Climax Molybdenum Co, Climax, Co.
(13) Consultant to British Columbia Hydro on the efects of a new reservoir on the stability of Downie Slied (1 billion cubic meter slide).
(14) Consultant to Gibbs & Hill on a slope adjacent to the Ohio River near Pittsburgh for sludge pipeline construction, slope 500-ft high.
(15) Consultant on effect of blasting on stability of slopes of Caue Mine, Itibira, Brazil, slope 800-ft high.
(16) Consultant to HydroQuebec on underwater rock blasting upstream on Manic
- 5 buttress arch dam.
(17) Contract study for Corps of Engineers to re-evaluate Vaiont Slide failure.
l (18) Consultant, R&M Consultants, Pillar Mountain Slide, Kodiak City, Alaska.
l l
EXPERIENCE ON DESIGN OF PROTECTIVE STRUCTURES AND NUCLEAR EFFECTS (1) Consultant to TRW Systems, Redondo Beach, Ca., on dynamic soil properties pertinent to the hardnesss of the Minuteman System.
(2) Member of a panel in Dept. of Defense to review design of all safeguard structures for vulnerability and hardness.
Alfr:d J. H:ndron, Jr.
Page 7 (3) Consultant to Omaha District Corps of Engineering on the construction of underground protective structures in rock.
(4) Consultant to Air Force Space and Missle Systems Organization of Hardness of Minuteman Structures as an associate of Dr. N.M Newmark.
(5) Consultant on problems in soil dynamics and rock mechanics to the U.S.
Army Engineer Waterways Experiment Station, Vicksburg, Miss.
(6) A member of the "Decoupling Advisory Group," formed by the Defense Atomic Support Agency. Responsibility is to comment on stability problems which might be encountered in building underground cavities 100-360 ft in diameter and to give shear strength properties of rock masses which are important in determining the decoupling characteristics of cavities overdriven by the detonation of~a nuclear device.
(7) Received Army Commendation Medal in 1965 for representing the Chief of the Corps of Engineers as a consultant to the Norwegian Government and NATO on the engineering of large underground facilities.
EXAMPLES OF UNDERGROUND - CONSTRUCTION EXPERIENCE (1) Consultant to British Columbia Hydro on aspects of Portage Mountain Underground Powerhouse.
(2) Consultant to Duke Power Co., design of Bad Creek Underground Powerhouse.
(3) Consultant to ENEE, Honduras, El Cajon Underground Powerhouse.
(4) Consultant to ENEE, Honduras, El Nispero Pressure Tunnel.
(5) Consultant to Dominican Republic, Pressure Tunnel, Tavera Project..
(6) Consultant to Howard-Needles, Tammen & Bergandoff, Mt. Baker Ridge Highway Tunnel, Seattle, Wa.
(7) Consultant to Dames and Moore, City of San Francisco Sewer Tunnel, Fisherman's Wharf.
(8) Consultant-to City of Rockford,11., sr.wer tunnel in sands below the water table.
(9) Consultant to Metcalf & Eddy, design of sewer tunnel lining, Sao Paulo, Brazil.
(10) Consultant to Port of New York Authority, N.Y.C.:
Stability of Lincoln Tunnels Stability of PATH Tubes
Alfr:d J. Hendron, Jr.
Page 8 LIST OF PUBLICATIONS Hendron, A.
J., Jr., "The Behavior of Sand in One-Dimensional Compression,"
Ph.D. thesis, University of Illinois, Department of Civil Engineering, July, 1963.
Hendron, A.
J., Jr.-and T. E. Kenedy, "The Dynamic Stress-Strain Relations.for a Sand as Deduced by Studying its Shock Wave Propagation Characteristics in a Laboratory Device," Proceedings of the 1964 Army Science Symposium, Vol. II, West Point, N.Y., June, 1964.
Hendron, A.
J., Jr., and M. T. Davisson, " Static and Dynamic Constrained Moduli of Frenchman Flat Soils," Proceedings of the Symposium on Soil-Structure Interaction, University of Arizona, Tucson, Az, September, 1964.
Hendron, A.
J., Jr., G. B. Clark, and J. N. Strange, " Damage to Model Tunnels Resulting from an Explosively-Produced Impulse," U.S. Army Engineer Waterways Experiment Station, Vicksburg, Miss., Research Report No. 1-6, Report 1 May 1965.
Hendron, A.
J., Jr., D. U. Deere, F. D. Patton, and E. J. Cording, "The Design of Surface Construction in Rock," Chap. II in Failure and Breakage of Rock, f,merican Institute of Mining, Metallurgical and Petroleum Engineer, 1967.
Hendron, A.
J., Jr., and H. E. Auld, "The Effect of Soil Properties on the Attenuation of Air Blast-Induced Ground Motions," pp. 29-47, Proceedings of the International Symposium on Wave Propagation and Dynamic Properties of Earth Materials, University of New Mexico Press, 1968.
Hendron, A.
J., Jr., " Mechanical Properties of Rock," Chap. 2, pp. 21-53, of Rock Mechanics in Enginearing Practice, edited by K. G. Stagg and O. C.
Zienkiew1cz, John Wiley & Sons, London, 1968, 442 pp.
Hendron, A.
J., Jr., and N. Ambrascys, " Dynamic Behavior of Rock Masses,"
Chap. 7, Rock Mechanics in Engineering Practice, edited by K. G. Stagg and O. C. Zienkiewicz, pp. 203-326, John Wiley and Sons, London, 1968, 442 pp.
Hendron, A.
J., Jr., and H. E. Auld, " Discussion of Wave Propapation in Earth Materials," Proccedings, International Symposium on Wave Propagation and Dynamic Properties of Earth Materials, University of New Mexico Press, Albuquerque, pp. 94-98, 1968.
Hendron, A.
J., Jr., J. C. Gamble, and G. Way, " Foundation Exploration for Interstate 280 Bridge over Mississippi River near Rock Island, Illinois,"
Proceedings of the Twentieth Annual Highway Geology Symposium, University of Illinois, Engineering Experiment Station, Urbana, 126 pp.,
1959.
1
Alfred J. Hendron, Jr.
Page 9 Hendron, A.
J., Jr.,- and R. E. Heuer, "Geomechanical Model Study of the Behavior of Underground Openings in Rock Subjected to Static Loads:
Report 1, Development of Modeling Techniques," WES Contract Report.N69-1 Rept. 1, October, 1969.
Hendron, A.
J., Jr., G. Mesri, J. C. Gamble and G. Way, " Compressibility Characteristics of Shales Measured by Laboratory and In Situ Tets,"
pp. 137-153, ASTM Special Technical Publication 477, Determination of the In Situ Modulus of Deformation of Rock, June, 1970.
Hendron, A.
J., Jr., E. J. Cording, and D. U. Deere, " Rock Enginearing for Underground Caverns," Proccedings, ASCE Symposium on the Design of Large Underground Openings, Phoenix, Az, February, 1971.
Hendron, A.
J., Jr., E. J. Cording, and A. K. Aiyer, " Analytical and Graphical Methods for the Analysis of Slopes in Rock Masses," NCG Technical Report No. 36 prepared for the U.S. Army Engineer Waterways Experiment Station, Vicksburg, Miss., July, 1971.
Hendrco, A.
J., Jr., R. B. Peck, and B. Mohraz, " State of the Art of Soft-Ground Tunneling," Proceedings.of the 1st North American Rapid Excavation and Tunneling Conference, Chicago, Il., June 5-7, 1972, AIME, pp. 1585-1610.
Hendron, A.
J., Jr., and L. L. Oriard, " Specifications for Controlled Blasting in Civil Engineering Projects," Proceedings of the 1st North American Rapid Excavation and Tunneling Conference, Chicago, II., June 5-7, 1972, AIME, pp. 1585-1610.
Hendron, A.
J., Jr., and M. Amin, " Earthquake Resistance of Earth and Rock-fill Dams: Feasibility of Simulating Earthquake Effects on Earth and Rock-Fill Dams Using Underground Nuclear Events, Report 3, Appendix B,"
Misc. Paper S-71-17, September, 1972, Waterways Experiment Station, 258 pp.
Hendron, A.
J., Jr., and W.M.C. Emerson, " Measurement of Stress and Strain During One-Dimensional Compression of Large Compacted Soil and Rockfill Specimens," Technical Report, Waterways Experiment Station, 241 pp.
Hendron, A.
J., Jr., and R. E. Heuer, "Geomechanical Model Study of the Behavior of Underground Openings in Rock Subjected to Static Loads:
Report 2, Tests on Unlined Openings in Intact Rock," Waterways Experi-ment Station Contract Report N69-1, Rept. 2, February,1971.
Patton, F.
D., and A. J. Hendron, Jr., " General Report on ' Mass Movements',"
2nd International Congress of the International Congress of the Inter-national Association of Engineering Geology, 18-24 August, 1974, Sao Paulo, Brazil.
Hendron, A.
J., and C. H. Dowding, " Ground and Structural Response Due to Blasting," Advances in Rock Mechanics, Vol. II, Part B, Proceedings of the Third Congress of the International Society for Rock Mechanics, Denver, Co., September 1-7, 1974, pp. 1359-1364.
Alfred J. H:ndron, Jr.
Page 10
' Hall, W.
J., N. M. Newmark, and A. J. Hendron, Jr., " Classification, Engineer-ing Properties and Field Exploration of Soils, Intact Rock and In Situ Rock Masses," U.S. Atomic Energy Commission, Washington, D.C., Report WASH 1301, 256 pp, 1974.
Semple, R. M., A. J. Hendron, Jr., and G. Mesri, "The Effect of Time-Dependent Properties of Altered Rock on Tunnel Support Requirements, Proceedings, 2nd Rapid Excavation and Tunneling Conference, Vol. 2, pp.1371-1373, 1974.
Paul, S.
L., C. E. Kesler, A. J. Hendron, Jr., et al., "Research to Improve Tunnel Support Systems," Report No. FRA ORD & D 74-51, Department of Transportation, Federal Railroad administration, Washington, D.C., 285 pp., 1974.
Cording, E. 'J., A. J. Hendron, Jr., H. H. MacPherson, W. H. Hansmire, R. A.
Jones, J. W. Mahar, and T. D. O'Rourke (1975) " Methods for Geotechnical Observations & Instrumentation in Tunneling," UILU-ENG 75 2022.
Mohraz, B., A. J. Hendron, Jr., Randall E. Ranken, and Mohammad H. Salem,
" Liner-Medium Interaction in Tunnels," Journal of the Construction Division, ASCE, Vol.101, No. C01, March,1975, pp.127-141.
Tarkoy, P.
J., and A. J. Hendron, Jr., "Reck Hardness Index Properties and Geotechnical Parameters for Predicting Tunnel Boring Machine Performance," prepared for National Science Foundation under research grant GI-36468, University of Illinois, Urbana, II., September,1975, 325 pp.
Cording, E.
J., A. J. Hendron, Jr., W. H. Hansmire, J. W. Mahar, H. H.
MacPherson, R. A. Jones, and T. D. O'Rourke, " Methods for Geotechnical Observations and Instrumentation in Tunneling, University of Illinois Report No. 'LIU-ENG 75 2022, for the National Science Foundation under J
grant no. GI-3364X, December,1975, Vols.1 and 2.
Hendron, A.
J., Jr., " Dynamic Stability of Rock Slopes," Earthquake Engineering and Landslides, Taipei, Taiwan, Republic of China, 29 Aug.-
Sept.11,1977, 56 pp.
Hendron, A.
J., Jr., " Engineering of Rock Blasting on Civil Projects,"
Structural and Geotechnical Mechanics, A Volume Honoring Nathan M. New-mark, W. J. Hall, Editor, Prentice-Hall, Inc., Englewood Cliffs, N.J.,
1977, pp. 242-277.
Ghaboussi, J., R. E. Ranken, and A. J. Hendron, Jr., " Time-Dependent Behavior l
of Solution Caverns in Salt," Journal of the Geotechnical Engineering Division, ASCE, October,1981.
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7.2-9' Brown, clean Sand (SP-s M) full depth.
3*
30 16 4
-s ss is 5
3 1
1 2
10-.
5 Sandy Clav, gray, brown, soft, low plasticity, meist, trace gravel (CL) (rill) o 6
3*
24 13
'._T
~
7 ss is le 15 3
3 7
o ST 3* 24 11 15-8 g
very stiff ss Is 2
31 3
13 13
~
ss 18 18 de 13 la 22 lt hard U
very stiff ss 18 5
23 11 11 12 20-
~J21-23' ss is 16 106 3
21 85 12 slightly silty s m, brown, very dense, honplastac, wet, some silt and gravel (SP-sM) (rill) 2J-2s.s' sandy Clay, mottled brcn,n and gray, ss is 16 39 25 19 20 1
hard, low plasticity, wet, sorum 25-wood (CL) (rill) 602.5 25.q 25.5-27.75' silty Sand, brown, ss is at 42 9
13 29 p' dense, low plastic 2ty, moist, roots to 25.75: then silty Clay, 600.25 27.$
gray, hard, low plasticity, moist
]I,;. ]-l(CL-ML)
!.E..q..
n).U brown, very dense, nonplasuc, 27.75-32' Clean, gravelly sand, ss la is 69 15 27 42 wet (sF) 30-596.0 32-,.:..., 32-34.5* silty Clay, gray, hard, - low plasticity, moist (CL) O=0sterberg $s 18 17 100+ 13 30 593.5 34. f HJ M.5 m ' Cean sand, gray, v m sampler
- og
..t e W d.- e. aa.M m e. wee t PM m.
- w. s.
Diesel Generator Duilding
- **. - 12
- rd fr
~3 2A-210-129 Revision is 2/79 11 r - -e-c
l W BORING LOG MIDI.?J2D POWrn PtXJT 7220-101 2 ** 2 tw*. 12
- e nHETR ATeo** '
ri : ! I, slows t t tj
- .! j
- .
t. t. g 3
==~..-n.--.-.-
- * =.. ". -
.....o.. g g* 1 1 ..- ~... s Jb in. in. Clean Sand, gray, very dense, M.. A. nonplastic, wet (SP) ~
- y.. :i.!
590.0 38-38-40' very silty sand, gray,
- 17 ver1***.ense, nonplastac, wet (SM) ss 13 le 139 33 57 s2 588.0 di Bottom of hole at 40.0 feet e
i I = . = = b = 4 i t I =. l = ...m......... Diesel Cencrator nuildine; Dr.-12 2A-210-130 Revision 18 2/29 12
B BORING LOG M1D u no rc m a r u,n. m 0-101 1 1 Dc.- i 4
- ..=....
i l Diesel cencrator Du11 ding 5 5065 C290 90 ..u 9/19/73 9/20/73 Ray nond International CMr-45 5' 30.5' ,,,,.......nu ..-.u. .w....-. w 15 620,0 Hot Recorded 140 3b. / 30 inches A. 5. Marshall e PENETR ATION stows t t I ,3 j ts .. } ; t s s 3 I I 8
- =...e.
1 I. $28.0 e in. in. concrete to 6*
- 1. Drilled with 0-21.5' Man-inade 1111 4* suger to 11'.
ST 1 Sandy Clay, gray, brown, sof t. Iow then 5* tricone 4.s 24 la plasticity, snois.t. occasional bit and revert. gravel (CL) (till) 37 2 stiff at 4'
- 2. No signifi-i 4.s 24 18
~ cant water loss 5-observed. sT. 3 soft 4.5 24 18 ~
- 3. sole grouted full depth, st
~ 4 stiff 4,y 24 19 sT s.f 24 15 10; stigg g ss is 3 5 3 2 3 ~ 6 soft g g $15.0 ga; 13-14' Slightly silty sand, brown, ss 12 14 s 5 8 10 gg4,g 34 _)radiun dense, nonplastic, wet e (SP-SM) (Till) ST. 15-3 33 15 14-21.5* San'dy Clay, brown, low plasticity, soft (CL) (Till) ST 9 3= 18 0 s5 la 10 21 4 9 12 I 10 stiff SS 18 9 27 7 10 17 1) stifg 20 55 13 10 22 8 10 12 E stiff 606.5 21.5 l.N 21.5-30.5' clean Sand, brown, very ss 12 0 7e/s= 30 78 N"*k}..g dense, nonplastic, wet occasional .-;pij gravel (SP) . :":..f; ss 18 le 100 21 40 60 25-.: 14 .g '.?'
- {
v ~< . %l.':. = . ? .W:. .~., ::~ 55 18 13 74 18 29 45 30 jjpg I? 597.5
- 30. "
Bottorn of hole at 30.5 feet 35-Diesel cenerator Dui3 ding Dc-14 2A-210-133 Revision 10 2/79 i 15
x o, i B0 RING LOG Miouuo roc. m m m 0.iO1 1 -I
- w. 15
.. ~. -.. .~ Diesel Generator Duilding s $106 L206 90* j s/21/7s S/22/7s navmond International Acker Ace 3 7/s* 31.5' .........ns., ..~... n....... 16 623.0 ttet Recorded ....n.,u 140 lb. / 30 inches A. s. Marshall PENET R ATION g! {I h' { I I SLOWS .t ;. , e 2. *... t.& I I
- g g
!{ f ! f 5 $ ;g
- 3 I
I I .d $28.0 0 in. in.
- i*
0 1.5' concrete
- 1. Mole drilled
- 4' - 0 21* Man-made fill ST 626.5 1.5 - with 3 7/s* tri-1 sandy Clay, gray, brown, stiff to e ne bgt and re-3* 18 17 $25.5 2.5-hard, low plasticity, snoist, d {*,N'ofpth 625.0 3; onal gravel and wood (cL) ss Is 12 13 3 7 6 slightly silty sand at 1.5 to
- 2. No signiti.
623.0 5-2.5 and 3.0 to 5.0* cant water lose .bs -ed. 3 l 5;. 1, 14 ss is 12 46 6 22 24 - 1 4 ss' le 6 17 10 9 s ss 12 6 UE
- 11 5
6, l 7 ss is 6 17 9 9 s . ?. ? ss is 12 2s 14 12 16 2 9 wood fragments ss is 15 3s 3e 21 17 ,15-- l ~ ss is 12 30 17 16 14 1: ss Is 10 30 12 14 16 5 U - ~ 11 ss is 13 50 17 22 28 } 20-- 12 ss is 12 45 15 20 25 607.0 21- - 7/I.?.2 : 21-31.5' clean Sand, brown. dense 55 la 14 66 8 22 44 0%j.~Id to very dense, nonplastic, wet ' jn (SP) h
- i=:
25:~YM.L Nffiff l' ss Is 12 165 42 82 53 t - F. h- . N. f.E ...y .? . '?i 30.j;gg ss is 15 66 30 25 41 596.5 ~ 18 Bottom of hole at 31.5 feet l i l u- . ~ - Diesel Cenerator tiuilding DC-15 t .........m.. 2A-210-134 pe,3,go, 3, 2/79 16
3 ~ ~~" f2;;10 ~" i ~;*l 1, B0 RING L0G m m o r.,. r u,n. Diesel Generator puilding 5 5112 C295 90* ..,...a f 9/22/7e 9/23/7s nsvmond International Acher Ace 4 3/4* 34.g. ..~.... i. 18 630.0 623.0 See Notes ...-.....,u 140 lb.- / 30 f whe. 7" Ad.9' E.
- e.% I l
.i PtMCT ft ATION g* !. h.I { E I s e i I t v t 5.%1 ;. i. I I e s 3 .w... g I f f *; f ,5! 3 I* 628.0 0 is. in. l 0-9* Concreta
- 1. Drilled with 0-20.5' r.an-made fin 4* tricone bit
+ 57 l" 1 sandy Claw, gray, stiff, low and revert and Ii = plasticacy, wet (C1,) (Till) later grouted ss as 12 2b 18 11 9 2 full depth. j
- 2. No signifi-I 1
cant water Icss 5 ss 18 le 30 17 17 13 4 l 3 55 18 14 99 121 52 47 ss 15 12 71 19 31 40 6 trace gravel l9 10-7 7 7 ss is le 14 ST trace gravel y is 0 g ST 9 y 1: 9 l water Levels a ss is 6 21 l6 9 12 15 m once st2,y,:2a 10/11/ 7 El slightly sandy silt, gray, very ~ 621.0 3 ss 18 8* 0 0 0 0 _ soft. Icna plastacity, wet (Mt.) (!113 l sandy Clay, gray, st.iff. low 0y ya 39 l 12 plasticity, w at (CL) (Till) ~ ss is 15 38 8 18 20 g 2h.Y D 507.5 SS 18 15 3/3 12 10 22*M/ J 20.5-22' silty Sand gray. very dense, nonplastac ecist, some 606.0 22 gfj. Icravel tsM) (Till) l
- i, 22-30' Clean sand. brcun, cense, nonplastic, wet. occasional silt, i$g,
[ji :,- trace gravel (sF) 55 18 14 35 15 14 21 25- $ u .?.6.3.. <- l ss 18 16 77 11 37 40
- 5 l
P it-spoon i :,.,.. .7?iV,=- penetrated c-der l ~ weight of the I ! !.F;{_ rods. l21 " l$!$11 . : ?n 55 18 14 52 22 30 3,, 3 30-34.5' silty Clay. gray, hard, low plasticity, coast (CL) O=Osterberg 5:=pler 1 T i l14 18 32 ss In 2: 50 593.5 34 5. 1 '"' Diesel Cencrator Building
- 7. 17 t
2A-210-136 Revision 18 2/79 l 18 1
f /~ p vh' :.. 1 BORING L0G memo,om,.mr m 0 101 1 .1 Dc. 1, ps,esel Generator Dullding 5 5065 E183 90* 2,.. ...u....... 6 ....,4 a 97 24/.13 9 /25/78 Rsvmond International Acker Ace d' 34.S' ..~. g 19 631.3 628.0 See Notes ....,,..s ..e,- ~ n... l J40 lb. / 30 inches .2*/34.5' A. S. Marshall PENCTRATION ,1: i r i i i, !. ='ows g :: :.r 1 : g ,l 33, L,. 1 : i
- 6"*"**
F (
- '="**6~~~**=
- ".a***....
I g g jj j g [ j g
- f kO 628.0 0
,l sin ]in4 t 0-9* Concrete I 1 0-27.5' Man-made fill 1 Drilled with 4 trican, dit a piqu 3*K, .y 9*-10' Clean sand, brown
- ST.- 15 hg b.
loose to dense, nonplastic, dry and revert. ?. 3* . evi .5 ISP) Ifl11)
- 2. No signifi-
.h. cant water loss SS Ig 13 20 28 24 observed. ss 13 13 10 6 5 13 l 6 2 2 SS ss 1g 6 3 2 2 ss l1s l 6 e 10 -- 12. 3 3 9 6 10 16' very sandy clav. gray, i ~ brcun, stif f to hard, low plastie-ity, wet, little gravel (CL) (rill) SS 28 8 13 1 7 0 ~ 7 18l12 50 15 21 29 8 ss ss la 10 46 12 15 31 15-9 SS 13 12 21 30 33 612.0 g dense to dense, nonplastic, wet 3g le 12 6 7 5 u ss l 18 13 I 7 E Z $08.0 2 - 20-22.5' sandy clav, gray, hard, ss 13 12 31 12 11 20 low plasticity, amist, some clean I'l sand (CL) tritt) 605.5 22 *- 822.5-24.0' O - E silty sana, gray, dense, ncs,- ss 13: 12 10 19 13 plastic, wet (5:1) (Till) A 604.0 4-t 24.0-27.5', 25 Sancy Clay gray, stiff. Iow ss 13' 14 24 11 14 10 ] plasticity, moist (CL) (rill) j 600.5 27 ~ 21.5 34' silty clav. brown, gray ss 13 14 24 11 14 10 1E at 33', stiff to hard. low plasticity, moist (CL) b 302 55 It 13 70 24 30 48 g Date i r. leva u. 10/111st 621.3 sg le is 76 23 35 41 7 ] te 55 Ig 13 78 20 34 44 593.5 l Dotters of hole at 34.5 f eet ,y-.... Diesel Cencrator Du11 ding DC-18 '?_, 2A-210-137 Revision le 2/79 19
80 RING L0G m o u.so r o r. r w.T 2220 101 11 DC.19 ...u... Diesel Cenerator Duilding S 50G2 E221 90* ..-.u... u..... ..u.. 9/73/78 9/26/78 RayN nd Internationni CP'E= 4 5 5 1/2* 32.0' 't .............nm ..u... u. mes n 15 629.0 628.0 See Notog u n - ,u 140 lb. / 30 inches 2*/32.0' A. S. Marshall o PENETRATION s h' g I l BLOWS g a e. ..... u. u. .t 8 t r .u... ta I ,3 *. 1. I { .u........ } ; 1 r; 13 1 *. 628.0 0-l' Concrete
- 1. Drilled vitts An.
an. - 2 4' !!an-made fill 6" auger to g Sandy Clay, gray, very stiff, low then 3 1/2* tri-ST 5* 18 12 plasticity, moist, trace gravel cone bit and re-I U (CL1 frill) vert. 575"
- 6..
3 - l 3.0-4.5' Clean Sand, brown, mediure SS 18 13 4 11 9
- r. 5 -
g " dense, non-plastie, wet (SP) f rYLL)
- 2. No signifi-Sandy Clav, gray, very stiff, low cant water loss SS 18 0
8 3 4 4 5-plasticit moist, trace gravel observed. 4 f cf.1 f r?tt. ~ 622.0 6- -. 6-10.5' Clean Sand, brown, loose SS' 18 1 3 to very loose, nonplastic, wet (SP) 1/12* g [ (Fill) some gravel SS 18 10 5 9 5 [ I SS 18 2 3 2 2 to H Some sandy Clay g 617.5 m.5; 10.5-18' Very sandy Silt, brown, SS 18 1/2 0 0 0 0 8 very loose, nonplastic, wet fitL) ~ (Fill) ST .I 9 Sandy Clay, gray, soft, low 3* 30 29 plasticity, wet (CL) (Fill) 15-ST ~ 10 3* 30 28 610.0 18 l I 18-19.5' Clean Sand, brown, very SS 18 2 1 2 1 . 3 19.5-22.9', ice-e. na--1.Sese. vee rep 1 frfill 608.5 L 9.5-f 20-. Sancy C1sy gray, very soft, low SS 18 4 2 1 1 1 E plasticxty, wet (CL) (Fill) 606.0 22, -- h 22.0-24.0' Clean Sand, brown, ' rater tevels gNg{ 9jgs ST f loose, non-plaatic, wet (SP) (TII.L) Date 3 G '.t r 3" 30 30 10 /11/. es 621.3 604.0 24-M
- M ::
24-32' Clean Sand, brown, dense, 25Mj:jii~ nonplastic, wet (SP) SS 18 18 59 12 27 32 c14 s 30...I ' SS 12 12 100+ $0 103 -5 1: Bottom of hole at 32 feet ~ ~ 35- .." *.17.'U.~ '~..*.'Y.'. Diesel Generator Du11 ding DC-19 2A-210 133 Revision 18 2/79
L...... B0 RING LOG M1otuo mo rim n20 101 1 - 1 l
- v. 20
.. ~........ Diesel Generator Building 5 5072 r206 90* 6 ......4 ,4 9/26/73 9/26/78 Raysend International Acker Ace 4* 31.5* ........,,,e g 13 620.0 Mot Recorded A. S. Marshall 140 lb. / 30 inenes I { !j' PCN[TR ATIO84
- i. ;i; ::.
stows g 4 ... ~..... t r {
- - ~ ". *. *
- 1. *(*
- . I t.
i. 1 3 I
- t. i 1l (.I :* 1 g'
8 1 1 t il 628.0 0 in. in.
- ,a,..
0-4.75 Concrete
- 1. Drilled with 4* tricone bit and revert and
= grooted full depth.
- 2. No signif t.
623.25 4.] - cant water loss 4.75 6.8' Clean sand, gray, loose' nP astic, reist nP) (Till) ob. served below g.. gnD l g. 100% loss 2 2 3 ~ $5 13 2 621.2 C.B. et 4.75' (pr'ob. .* ![- 6.5-8' Concrete able void at i 4.75-5.5'). 520.0 #8 X l- - - 8 20.5' Man-made fill 2 5 7 q f, clean Canc, brown, loose to medius gD
- 3. 2* split son ss le 12 l
danse nonplastic, wet, some clay and 3* Shelby g. 5 (sF,CI.) trill) tube s an:ple rs ""*d' 18 18 ~ '3 Clay at 11 12' f$ 1 2 2 Q7 ss le 12 4-ST, 21 21 Clay at 13.5-14.5' 15-'/ l l~ t ss la le 8 10' 12 f p. 0 ST 18 y g". gg s 6 7 ss is E 20 607.5 20.5" 20.5-27.5' very sandy Claw, brown, S3 3, 3, 606.0 22 stif f, low plasticity, moist (C1.) 9 g
- [ l trill) (crimped tune at 22')
ss is 12 D 2 7 14 y I, -11 Clean sand, brown. siedlun dense, 25 k j nonplastic, wet (SP) (Till) ss 18 15 21 29 33 600.5 27."" d . '.9.y.s 27.5-31.5' Clean sand, brcun, very ss 18 12 34 15 16 le . (rpp U dense, nonplastic, wet, trace - f.vdi organics (SP) =MF 30 l l{rf"j U 55 13 14 232 39 132 150 596.5 31.5 ~ Sottom of hole at 31.5 feet l - ~ ~ .m,...... - -.. =. =. * * * * * *
- DiewI canerstor noi1dina tv-2S
,==:, I 2A-210 139 Revision le 2/79 P n
~~" ~ ~~ ~ " ~ BORING LOG HIDLAND POwrR PLM.7 7220 101 1 ** i re,. 2 2 Diesel Cencrator Duilding 5 5092 E323 90' .,,4 9/11/7s 9/12/18 Raymond 7nternational CMt.45 4 3/4* 23.5' .......,m ..~. 14 428.0 Not Recorded ..,.m .......=.n. 6...... 140 lb. / 30 inches A. s. Martha 11 rtHCTRAT80N fE !,I ! b I 8'0"5 e e ...u... t t t ...-....w.. {1 t I 3 I I s s 1 :: 1 t : t : s 11 I. 628.0 0 an. an. Concrete to a 2005 _ e.12's
- 1. Dril'ed with sY silty to sandy Clay, gray, soft to 6. inch avger to 18 18 1
~ ~ stiff, low plasticity, moist wet, 9 feet.then 4 3' o*cssional gravel (C2.) (rill) inch tricone bi-sy 18 12 2 and revert. 5,
- 2. No significa water loss ob.
57 3 s e rved. 5* 24 18 5-
- 3. Role grouted full depth.
5* 24 19 ~ 4 57 5 5* 24 19 10 ~~ sf 1: Is s f12.5-19' clean sand. brown. loose jh 8.T. '17 12l ~
- Y
- " "P "'**** "**
615.5 12.5 J (sP) trill) . =: C ~* ss Is is 1 3 4 l ss as is Gr@ 1 1 1 p cfr! ss is 3 10$ 3 8 9 609.0 13-I II "'I'
- III'*
ss 18 16 17 6 8 9 20" low plasticity, mots't, little. 3 sand (CL) (rill) STs' 18 11 e 602.5
- 25. f
<1; 25.5-33.5' very clayey silt. gray, ss 18 12 71 15 34 37 l hard, low plasticity, noist. occasional sand and gravel (CL.m.) 30-j ~ ll l ss is it ' as 1 16 30 594.5 31 f IMI C l ' 5 Bottom of hole *at 33.5 feet .. = ..........n. Dieae1 Cenoratcr Duid1ing DC 22 .? 2A.210 141 kovasaan is 2/79 23
g 6U MID1J.ND FOwcn F1.M7 7220 101 1 1 DC.24 gn B0 RING i plesel Cenerator Building S 5106 E281 90'. .....a 30/4/7s 10/3/18 Raymond 2nternational CMt.45 4 3/4' 16.0' ...m.. _.........no 10 620.0 Not Recorded i .c. A. s. Marshall 140 kb. / 30 inches PC NET R ATION f 3. !Ih ! I I. 8'0"5 I. e 3 :: g j,.
- t. !.
t t: i p! [ j( i 1
- g. is i
i i 62s.0 0 0 1' concrete
- 1. Drilled with in.
A ~ ~ 1 16' Man.rsade fill
- 4. inch auger and sandy to silty C h. soft to very
- 4. inch casing to 1
- stif f,1cw plasticaty. poist (CI.) e feet, then 18 115 sf trill) with trace gravel 4 3/4. inch tri. cone bit and re. S* 13 10 2_ vert.
- 2. No significant as is 16 34 5
14 20 1 water loss ob. served. ~ 4
- 3. Role grouted
- s 13 16 25 10 12 13
~ full depth. 5 55 13 0 5 6 3 2 ST lo k.. 2* 13 2 2 ss is 6 1s 6 6 .2 ss 13 10 18 6 7 11 ss 13 16 22 7 10 12 9 @.g] 14.5 16's ss is O 9 12 14 612.0 it gf (sandl 20ttca of hole at 16 feet 20 = ~ a* DC.24 .w......... Diese1 cenerator Duilding 2A.210 144 kovasson le 2/79 26
' D ..u BO MIDLAND POtttn P1 ANT 7220 101 1 ** 1 N: 27 .s.. .....e..... Diesel Cenrator Du11 ding 5 5078 T169 90* ..,u ..... 7 3-10/8M O 10/8/78 fhveend Interm tienni cW-49 tvis" M' .......... s ome ..s.... ...n .s. o.*.e.... .o....... .. e
- e.. e*. e..
in Ein_9 d?m_o Mot Peeerdad .........u u. 140 lb. / 30 inches 2*/28.5' A. 5. "arshall a PENETR AT ION f i I ! ! ,I j. etows .t s .........u. f v t ...-....u..- p;
- t ; ;
i e t a "u~...=. 1 :: 3 : ! 628,0 0 in. in. ~ 0 27' Man.made fill
- 1. Drilled with Clean Sand, grav, medium dense,
- 4. inch easing to 13 feet thenwith ncnplastic, moist (SP) (Till) auger then 31516 inch tricone bit l and revert.
l
- 2. No significant 1
( 15 18 16 17 3 7 10 5 water loss ob. 622.0 6-l6 - 8' Very sandy Clay, gray,, served. I stiff, low plasticity, roist (CL) 55 18 16 21 7 9 12 k 2 (Till) 620.0 8 J8-11* Clean sand, gray, dense. nonplastic, moist (SP) (Till) 3 A ss 18 10 125 13 50 75 10 [ 11 19.5
- sandy Clay, gray, stiff,
- 7 low asticity, moist (CL) (Till) 617.0 11.M sczne sand.
4 55 18 16 31 23 22 9 l I l Sandy Clay, gray, stiff, low l ~^ i 55 18 6 10 15 10 10 l-i 5 Plas ticity, r.iois t (CL) (Till) 25[ .r N Sandy Clay as above and clean Sand ss 28 If 19 1 4 15 610.Di 18-6 w m 608.Y 19. 6 (g"d. 1J 22' Clean Sand, brown, medius SS 18 16 29 20 18, 19 - 7 cense, nonplastic, wet (SP) (Till) l .= 606.0 22 / [22 27' Silty Clay, brown, stiff, 55 18 16 10 2 4 6 low plasticity, moist (CL) (Till) g l 1 i 25. u a SS 18 10 41 6 28 13 9 Some sand 601.0 27;.- u-as.3-salty sano, brown, cense 7 l ss la 16 41 12 19 22 It nonplastic, wet (sM)
- 99 =
2 *_ Bottom of hole at 28.5 feet 3q" I i .m,,. .u. Diesel Conrator Building DC,27 2A.210 147 Mcvasion ab 2/79
~ ~- ~~~" BORif1G LOG itIDIAND POWr:R P1mrt 7220-101 11 DC-28 ...a. e. 90* 5 5050 E256 Diasal Conerator Duilding .= ~....... s a.. ........n .m ....s . ~... w= 3-33.5* 10/10/78 10/10/78 Raymond International CME-55 15/16* n ..=.* m. ...,. u.. e e*. 3 12 633.0 629.0 Not Pecorded ......,n m u n ,u ......w A. s. Mars'asil 140 lb. / 30 inches 2*/33.5' PENCTR AT8074
- a l I
....w.. .l *..I
- I.
e I E f f .......u.. L.,, .. g, su... I i 5
- 1. :
~ .v a t *t ;a 2; s ,s 629.0 0 n w 1Pstier moist (SPI f rf1M
- 1. Drilled with i u-d' LAcan sano, crown, Acose, 6-inch tr.icone i
In. in- .]2-4.5' Concrete bit to 4.5 featsj 2-4-inch casing inq d.} stalled then i drilled with 3-l 15/16" tricone .a,4 14.5-9' Clean sand, brown, loose, bit and revert. : 624.5 4.5 5 medium dense, nonplastic,. moist
- 2. No significand 5-(sP) (rill) water loss ob-Ss 18 16 0
3 4 6 served. [ i I, b' h 12 14 16 ss 18 10 Iow g " " 9-17 ' sandy Clay, gray, sof t. 620.0 9-plasticity, moist (Cr.) (rill) I 10 ss is 4 5 5 3 2 3 4 Trace gravel, wet 55 18 12 13 2 6 7 w$ ss 18 e 5 2 2 3 5 ~ 612.0
- 17.,,.-
ss is la 3 6 3 N 17 26' Clean Sand, browr, medium ) dense, nor.plasEIii, wat (SP) (rill) ~ p I ss 18 16 M 14 16 17-pl h 4 6 10 ss le 14 .c. sandy CA, gray, stif f, low 2[' ss le 11 15 6 7 g 9 plasticsty, wwt (CL) (rill) ) 26-33.5' Clean sand, brown, loose ~ l to 23 feet, then dense, non-P astic, wet (SP) (r1114 l l h 3 3 6 ss le 11 o 30" h 6 16 21 ss is 12 F 24 36 53 595.5 33. . l h ss as 16 Bottom of hole at 33.5 feet 33 ..a DC 28
- u. -.......
Diese1 Ceneratoe Duilding Revision 13 2A.210 143 2/19
L B0RlHG LOG ,,.cm,on p..
- -, ; x-
- u. m
/.. z cw-f; t"ECS.T - He:.tE-1/CADct T't' .$~ *iM *) t'~ R S'- W &E ~ .- -...... ~ .....,u y./3. -) c y./g.-) 0 2R Vr7:L':D n.) 7~ 't Rcx2R Nt'r %t.'/ S~ W AbUC-W.f ~'~ .~ -,a....., 2. .......a = n-.**.-. .. " - ra. ~- - -. u. b-Dc.a.uin::QEn M/7. N,,C). N.A. 7 .--.u,--.a...<.-..- ---.n M.., o...... ,, n. a *of e n c: - f - ). h u z a e .a./:ro su. ,rEN ETR ATION
- 9,.,...*...-
7 :
- ) ;
BLOWS ~ ...u.
- g. ;
-....u... i. e g. :: t t t ..~. -...=......... - .. u.. n... .u...
- .=
g. a .-...n..., (G f* 1 1 1 f ev&B o D ^2~3*.=~Ac.3: TAW firJE-7a y u,s [!~C0 C@ Cal ~ - C4's9ss:ED s?5c2:a'~ 7/iAWS s5-D?~ o;oD E cito9 ort.[stJ) Zou EK.:a 1-- ~ 1 .*'d.; a".- s'~e r'/C.4 ~ 2:sxce. z; a M'// /? AY.D $25) 7 c ci c a:. m c _._.T ygps -c.r c.mm D 4.? -272 *. MpD: 7,qu ;,.r;c..;.c CofiME'* - G~<.~,%s4 ~7X./ CC OF FsC.:E'" d./'r W =.f.(: h h
- g";c
.n
- . - R 1r.w - 9.o c 3 e c e.c-I'
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- 2 tt-e 72*.r9c.:E Tb t/r;'2 5: Fe/ g dr.r.. igg, 3
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c'i e x e [_6 ? _ i i 1 c s ATTACHMENT 3 i i 4 f f t ~
~q lJ WOODWARD-CLYDE CONSULTANTS ! p7 f6/E.Ed CONSUL]ING ENGINEERS, GEOIDGISTS AND ENVIROMENTAL SCIENTISTS g, f.Q / OF BORING..@ C: P.. SHEE' . 0F..f. l -l project /71/0lMAld A/UCLent /VAW project no. 8/C Et7 IA*** '** /tl/444N4, Jtf/C///G)1Af
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3 WOODWARD-CLYDE CONSULTANTS gf,Ajg fyN7W6a5/ZEh CONSULTING ENGINEERS, GEOIOGISTS AND ENVIROMENTAI SCIENTISTS gOG OF BORING.[.d.D N. SHEET./. 0F..T... TPro)ct project no. g gj.7 .sh lecntion elevation & datum d**'* *o/^' + TE4 M N/blAA/6, AffcA!/snst t dir. 9 /Y ft/J631 S$oso. L 330
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~ i5 /d 18.8 SA4 45 24 23 5.99 .~14 69.2 _.4 3 297(v. 25-23 1592 V.45 22. < 15_ lo..o24 2444' 204 25 14 2l 3.S2 .1I 84*.04..o45_ 46 48 E 4.04 .50 St.84 45 _ v I =. _ _ i wr-t .__.i._.._,_.__.,_ L.___._____.._. l
- 63= 1l4 3 *, r2 = 4 2 x d* 7. ', to : 20 ', %. %
3x , f3 f, ,393 (:) T,.19 C.65)cr =.i9 (.6's)(.1!. iso) = J.236 cr (s<sr.) (2) Vicoo crm' =,/('*%)Co -e. ra +.7ar) = s/Sco C at. iso) = 2a.ze, Jane e)
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9 6 g 3 9 tQN l \\\\ 9 H 4 e s,' x e c,, i i i m a 3* l-d k zzhw r-o-N t-co ,.I b \\\\ I 5 !6 f. i, 3' try r-r-e t$ ^ lq l efh (*6 2 01) 00Is %/ ='shvg k f g 3 v m v i, b o 'rx e r c. a o l g o (ds>f) STrM=g ~ m N l 1 - in (O la. w ':)..O r, O}s II ig rrW N 0-i n (~4r O1) oop x by ='myg },, 4,3 + + e m l%W3 b i .{3"2d-(=w) "!.cocoif'7x = '-p p li r-m~ + i g l '"x N $ l k> kt $k h e o ai i ie I 8 m \\ i.c oca rp a t ' e, 2 !^ ti (z; o i 'D l 3g g I c, p w ; '2.'ssa m e e vas e v y 2 n
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i O 2 n BORING DGr-24 n D R w o Q ? ? IL ~ n n. e tt P v v v a-y o i 0 0 "e x vi o d I to sE 9 s n ~ vb U k O fQ b o v O O x a n g tu ,q O O ~ n g 4 3 ~ 3 X M W 4 s 2 d D D T 4 ?> 8 5 NE p )n 7 f33 '8 ?, m v 11 ri u e o n g- _I o k k i M [ N 1 W 43(al I.42_53._20Il555_ 'iY ~~ ~ 86 16 /5,5. 4.2]. 6 2. 63.2 69 44 2781 2.23 33 2c8/c 2Nl 29 88 , co2_ L _..._i.. .)( S/AKC Sits lb Nor >.80,1 WILL RE5TPRT 1"HE' ITERATToh/ PROCE% A 7~ A H$0-HER SHEAR SHEATH! VALUG - le. I wIO*L INSTEA D of= o a go 5 'f.
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,co(c = 'T~o ATTCMPl* HOWN th! T146 Fol LoWIh/G-LlHE)To uhtn TV AS [bSS IBL&. / W12. AS CL.oS E~ 'Tt3 O~6T IC23 (THe.% *b 3 (s ) T =.t 9 (. 65) cf :=. I 9 (.6*3)( 2d. ISO) =.12BScf (Ksr.) l (2) diooo crrn' = f '* /DCcr->. ia +.,a) = sf Boo C.St. o =.>o) = 2s.26Jo*o<sr=) 6
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.B'a .co I 81 48 20 5.(cc.69 (4o.92 69 4(o#7 f.49 39 261c 2.co+ 32 .82.-.coi.oc4 97 /a 28 6.64.82 72.87 ~14 5392 f.52 f2 so6e 2.68 32 7/8 ] l 2 es ,2 4s asi.4[ sase,44 2ase i.87 as se76 2.ss az .91 .co9 co6 97 IO 20- $hb M_ M2 _Al Mk.2sa9_ _S5_ 2.s s 2.1 _ai .,_m.*.mL VIILL. RESTARY THE ITEI5\\5 8N' '~ PROC.ESS ysoNCE THis os NOT~ >.80, i M AT A HI(vHER. SHEAR STRAIN VALUE-i.e Isto-2 INSTEAD of; IvtO = 3y OII 000 To ArrEMF;7 ro trCT ><1s/scs2 AS CLaSE To UNITV AS Po% stole. (Tr4IS is SHowN tH Yo-16 FoLLOWsHG-LINES). (1) T A.19 (. 65)d = 13(.6c)(_3.,_r. sso) =. r235cr (i<si:) (2) '/I000 o*m' =)(I ooh >Co +.,cr +. tc:n = Jew ( hv. oso) = 2azeJcrcle,e)
i i O O S n u il N BORING D&-28 n v a ^ Vy It. s P ^ 0 E v g a 2 0 x 1 'O O n d i un E n h Q' b b N 'l k O o u n O O x o 2 tu n) y Q o O V n g g O x g ~ g d O' 4 T sg d Y l Y D D T 8 i Mp a e l 8 5 ) 9 e D W' 8 ll ~ _i o 6 o ri u ad E 6 5' i >l t x 5 4 El 3 i U ?c 'S 80 90 30 6.9 .85 7 4.29 64 4755 f.79 3s 2m s.21 28..ao.o16 o 4 87._ 54 ~7 3 91 A8 5 5.92 (oS 3635 1.32 38 2:25 2.26 3 2. .84 29 ,005 74 90 2.1 5.15.9I sJ.Jc loo 4062 1 75 32 2 lblo,-3.28 25 .76 L. 39 2(o40 2.69_ 28 i 89E 3.75 24 .8 /o.025.o23 r l ~ ~~ ~ ~~~ ~ ~ SiHCE THIS c55Y ~~5555 5~w~t L 5551'55~TUE t5Asoij PRcc5SS Ar A MicrHSR dHGAg SrRArH Mt UE-i.e. Isgo -L nr4smAO 3y
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g n u N BORING CA-15 n c a n 2 u. s E P, ^O C n a' m ~ X ? s 9 g I w ui ,E O e ij k o %W b 0 h o 2 W n) n v O O g a O 2 ~ n 2 4 E q ~ 2 X 2 d D f f 9 R 4 T s N 2 0 hn $S m2 [ F N ? 0 8 W 'k o (* g a s a 'i e 8 ii x v i s x x e 4 b i s e 3 i ' 2.s .,a*.o 2. c.3 .ez sa.o es mee i.es az ies 2.eo se 50 9.3 4.2i 1I to I4,5 A. %.60 62.3 De 26ss t.colo ss 2056 2A2 26 .ss .o2a.orz 100 60 M 7.22.89 760 75 5 700 i.56 42 392 2.-M 34_ . 81_ _.cn2. col ico 98 2o.cl 5.72. 7I 61.6 75 solo IAo 42 2839 2.So ss .83.coi. col 6o
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