ML19322A770
| ML19322A770 | |
| Person / Time | |
|---|---|
| Site: | Oconee  |
| Issue date: | 12/01/1966 |
| From: | DUKE POWER CO. |
| To: | |
| References | |
| NUDOCS 7911210791 | |
| Download: ML19322A770 (86) | |
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LAW ENGINEERING TESTING COMPANY % [g x
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ATLANTA, GEORGIA 30324 Y N October 26, 1966 Duke Power Company General Offices Charlotte, North Carolina
Subject:
Preliminary Foundation Studies, Oconee Nuclear Station Gentlemen: As authorized by Mr. Lee, we have made a study of the foundation conditions at the proposed Oconee Nuclear Station site near Seneca, South Carolina. The purpose of this investigation was to determine the character of foundation support at the site and in particular to determine if there O are any unusual conditions which might adversely influence the safety of the proposed nuclear plant. The data in this report demonstrate that the site will provide a rock foundation for the critical structures. Furthermore, they show that settlement will be negligible and there will be no adverse response to seismic activity. Recommendations for detail design of individual plant components will be made at the appropriate stage in the plant design. Very truly yours, L ENGIN EJ IpG TESTI.' COMPANY
/ .~
Gerald H. Fogle, Engineering Geologist D h '7 Charles S. Hedges, PE Manager, S ecial Con ing Branch 5o.2244 - / ENGINEER i Ex m ts O O George F. Sow ~, Vice President
> 80 w1 94
l I EXPLORATION Site Location The proposed Oconee Nuclear Station is approximately 8 miles north of Seneca, South Carolina, on State Road 45. It is immediately downstream of the right dike of the proposed Keowee Dam. The general station area is shown on the included Location and Topographic Map, Figure 2A-1, and the site and boring layout is shown on the Boring Plan, Figure 2A-2. Boring and Sampling The boring program was established at the site inspection, August 5, 1966, by Messrs. W. S. Lee, L. C. Dail, G. F. Sowers, C. S. Hedges, and C. M. Kennedy. A grid pattern of borings was established to provide the maximum amount of information for determining the foundation and soil con-ditions and permit flexibility in final plant layout, alignment, and elevation. The field locations and ground elevation of the borings were provided by Duke Power Company survey crews. The actual drilling operation began August 10, 1966. The drilling, sampling and rock coring were performed in accordance with methods specified by the American Society for Testing and Materials: 1
" Penetration Testing and Split Barrel Sampling of Soils" -
1 D-1586-64T
" Diamond Core Drilling for Site Investigation" - D-2311-62T
" Thin Walled Tube Sampling of Soils" - D-1587-63T NX and BX size rock cores were drilled at this site. The respective diameters of the rock cores are 2-1/8 and 1-5/8 inches. See pages 2A-14 through 2A-17 for rock description and geologic glossary. Boring logs are l pttached at the end of this report.
A limited amount of auger drilling, not required by die plant foundation exploration outline, was done in the vicinity of boring NA-9 for Dames & Moore, Consulting Engineers, in conjunction with their seismic field testing. Also, auger boring was done for a piezometer installation to be used during percolation inflow tests made for the Bechtel Corporation's groundwater analysis and evaluation. O . 95 2A-1
Geologic Study "he geologic field work at this site was started concurrently with the drilling. The site reconnaissance was a continuation of the geologic field work done for the Keowee Dam. Local outcrops, though scarce, were examined and the rock types, joint and foliation orientation noted. In addition to the site reconnaissance, the rock cores were examined and descriptive logs prepared as drilling progressed. Boring NA-12 was drilled at an angle of 22 degrees from the vertical to amplify the joint pattern findings of the vertical borings. The geologic information gained from the site reconnaissance and borings was ure-: in conjunction with the available geologie map and publications to prepac:_ site geologic m3ps (1, 2, 3) Figures 2A-3 and 2A-4. O (1) Overstreet, W. C. and Bell, Henry III, " Geologic Map of the Crystalline Rocks of South Carolina," 1965. (2) Cazeau, C. J. and Brown, C. Q. , " Guide to the Geology of Pickens and Oconee Counties, South Carolina," Division of Geology, State Development Board, Columbia, 'iouth Carolina, Geologic Notes, Vo l . 7 , No . 5, 1963. (3) Cazeau, Charles J. , " Geology and Structure of the Pendleton-La France Area, Northwestern South Carolina," Division of Geology, State Development Board, Columbia, South Carolina, Geologic Notes, Vol. 7, Nos . 3 and 4, 1963. 96 2A-2
0
\s- II GEOLOGY Relief ,
i This site is located within the Inner Piedmont Belt, at this locality the westernmost component of the Pied-mont Physiographic Province. The topography of the area is undulating to rolling; the surface elevations ranging from about 700 feet to 900 feet, MSL. The region J is moderately well dissected with rounded hill' tops, representing a mature regional development. The area is well drained by several intermittent streams flowing away from the center of the site in a radial pattern. Rock The rock present at this site is metamorphic. It is believed to be Precambrian in age; thus, it was formed over 600 million years ago. The complete history of this region is quite complex and has not been fully unravelled. However, it is the concensus of geologic opinion that the formation consisted of thick strata of sedimentary rocks which were later downwarped and altered by heat and pressure. This first rock formed is termed the O, country rock. More than one episode of regional metamorphism trans-formed the rock into metasediments with accompanying in-jection and mobilization by plastic flow. Since the formation of the country rock, most of the mass has been altered or replaced by inj ection c f granite gneiss, biotite hornblende gneiss, and one or possibly more pegmatite dikes. It is not definite which is the younger: the granite gneiss injection or the biotite hornblende gneiss injection. The limited evidence points to the granite gneiss as the younger of the two. The pegmatite dikes are the youngest rock known at this site. One such dike is exposed in the road cut , on the east side of the state highway passing through j the site. It clearly shows the pegmatite cutting through the older rocks, and thus, demonstrates that it is the i youngest. Regional metamorphism, folding, and some minor faulting occurred concurrently much of this early time. O 97 2A-3 w r n -m , , , . .-----n-.. r- ., --- --- - - -w.
Regional Structure The regional structure is typical of the southern Piedmont and Blue Ridge. The region was subjected to compression in the northwest-southeast direction which produced a complex assortment of more or less parallel folds whose axes lie in a northeast-southwest direction. The Blue Ridge uplift was the climax of the folding, and it was accompanied by major faulting, along a line stretching northeast through Atlanta and Gainesville, Georgia and across South Carolina, li miles northwest of the site. This has been termed the Brevard Fault, and is probably the Blue Ridge Fault suggested by White.(1) The age of these uplifts has not been agreed on by geologists. The concensus of geologic opinion seems to require a period of severe deformation followed by at least one additional period of less severity. Probably all occurred during the Paleozoic Era, but White (l) suggested that the last major uplift was as late as the Triassic (180 million years ago) when the Coastal Plain to the east was downwarped. A number of investigators have maintained that the major deformative movements occurred at least 225 million years ago. However, all the resulting stresses have not yet been fully dissipated.(2) There is no evidence of any displacement along these faults during either historic times or during the Geologic Recent Era as indicated in displacements in the residual soils that blanket the region. While the well known Brevard Fault passes 11 miles northwest of the site, there is no indication of a major fault in the immediate vicinity of the site. Furthermore, the major faults or the region are ancient and dormant, except for minor adjustments at considerable depth. Therefore, there is no indication of any structural hazard to foundations at the site. Rock Structure of Site The structure of the rock at this site is not too complex. It can be seen from the attitude of the bands of mineral segregating in the above mentioned road cut, that the rock at this site has been wrinkled and slight 1'y folded or warped. These minor folds may either be the result of major folding to the northwest, therefore, termed sympathy folds, or these folds may be the result of minor local compressive forces. (1) White, W. A., "The Blue Ridge, A Fault Scarp", Bulletin of Geol. Soc. of Am., Vol. 61, p. 1309-45, 1950. (2) T. A. Ellens, " Test of a Quantitative Mountain Building f Theory", Geophysics, Vol. 7, No. 1, p. 45, 1941. l l 2A 4 /*
\~s/ The strike of the foliation plan.s or bands of mineral segregation is north 6 degrees to 15 degrees i
east with an average dip of 22 degrees to 28 degrees to the southeast. However, due to the local folding or warping at this site, minor variations in the strike and dip of the foliation will occur within the site. It is almost inevitable that when minor compression folding of this nature occurs, some minor shear displace-ments will result. We noted only one such displacement. In boring NA-20, at a depth of about 79.6 feet below the j ground surface, a shear displacement of about one-half inch was recorded. This should not be considered uncommon where hard rock or possibly slightly plastic rock has been folded. While che rock is being folded, minute cracks in the rock develop. The acting compressive forces then cause slight shifts or displacements in the rock resulting in a more relaxed state. The shear displacement noted in boring NA-20, was completely healed or recemented. There is no evid-nce noted of any recent displacements. There have been periods of erosion and perhaps even continuous erosion since the close of the Paleozoic Era. The rock now encountered at this site represents the
, deeper portions of the original metamorphic complex.
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The rock encountered at this site is of three maf.n types; light to medium gray granite gneiss, light gray to black biotite hornblende gneiss and white quartz pegmatite with local concentrations of mica, both mus-covite and biotite varieties. The dominate rock type at this site is the light to medium gray granite gneiss. This rock type is generally moderately hard and hard below the initial soft layers encountered in the rock surface. Joints in this rock are brown iron stained in the upper softer layers, but in the deeper harder rock, the joints are not stained. This helps illustrate that the jointing at this site does not control the weathering or decomposition of the rock. The second most abundant rock type is the biotite hornblende gneiss. The rock is generally waathered or softer to a greater depth than the granite gneiss. This is probably due to the higher percentage of biotite mica. ) i biotite mica is a potassium magnesium-iron aluminum ' silicate. The iron content of the biotite mica causes the rate of decomposition to accelerate. However, generally at the deeper portions of the borings, the biotite horn-blende gneiss hardness increases to moderately hard or harder. Only a few thin soft layers were noted in this
-~g rock in the deeper portion of the borings.
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A few layers of hard quartz pegmatite with local concentrations of mica were recorded. The thickness of the pegmatite layers are generally less than three feet. These pegmatite layers are dikes. A dike is a sheet-like body of igneous rock that fills a fissure in the older rock which it encountered while in a molten con-dicion. There is an exposure of mica-quartz pegmatite dike on the east side of the state road cut passing through this project. This dike exposure is about 3.5 feet wide, but duc to the lack of knowledge of orien-tation of the dike, the exact width cannot be computed. The quartz pegmatite encountered in the borings probably represent other smaller dikes of the same material. These dikes are of hard, sound and durable material and should cause no concern to construction or foundation requirements. laints The rock at this site is moderately; jointed. All of the visible rock outcrops were studied in attempting to determine the correct orientation of the joint patterns. Some moderately good rock outcrops were found and several joint pattern orientations measured. While studying and logging the rock cores, all of the joint dips were recorded. The dips of the joint patterns recorded in the rock cores were associated with the dips measured in the rock outcrops. These associated dips and accompanying strikes are shown on the geologic map at the end of this report. Four joint patterns were found, two of which appear to be most significant. The two most significant joint patterns are: strike north 55 degrees east with a dip of 61 degrees northwest, and strike north 28 degrees west with a dip of 85 degrees southwest. The other two joint patterns are: strike north 9 degrees west with a dip of 67 degrees southwest and strike north south with a dip of 74 degrees west. 9 2A-6 100
O III FOUNDATIONS Foundation Characteristics of Materials The ability of the Piedmont formations to support foundation loads can be characterized by four tvues,(1) from the surface down:
- 1. Red sandy silty clay or clayey silty sand.
- 2. Micaceous silty sand. Decomposed rock that retains the relic structure of the original rock, often termed "saprolite".
- 3. Alternate seams of soft decomposed rock and hard partially decomposed rock.
- 4. Relatively sound rock.
f-s These are the zones used and shown on the subsurface profiles. The first two could be termed residual soils, derived from the in-place weathering of the parent rock. The 1 third is the transition between soil and rock. The boundaries of these zones are seldom well defined and are not level. The different zones repre-sent leereasing degrees of weathering from top to bottom, and each grades successively into the next. The boundaries are irregular because of the tilted banding and differential weathering. The more resistant seams ceather more slowly that the feldspar-rich seams, producing a sawtooth configuration. The boundaries are complicated l by the rock joints. Adj acent to the joints, the weathering l is deeper while at some distance from the joints, the weathering is not as deep. The sandy silty clay zone varies in thickness at this site. It is thin or absent on the hilltop where the re-actors are centered but becomes thicker in the switchyard area. It has been severely desiccated and partially cemented by oxidation of the iron it contains. It is strong, incompressible, and should not swell appreciably when saturated.
) (1) G. F. Sowers, " Soil and Foundation Problems in the Southern Piedmont Region", Separate 416, Proceedings ASCE, Vol. 80, March, 1954.
The_saprolite micaceous silty sand and micaceous sandy silt is likewise rather thin on the hilltop, and increases in thickness to the north and east. As is indicated by the standard penetration resistance, it is firm near the ground surface in the switchyard area (where it is thickest) but becomes denser with increasing depth. At this plant site, much of this zone has pene-tration resistances of 30 blows per foot or more and could be described either as a dense soil or a very soft rock. In general, this stratum is elastic and some-what compressible because it has lost most of the inter-crystalline bonds of the rock due to weathering, while much of the mica has not weathered sufficiently to lose its resiliency. The compressibility decreases and the rigidity increases with increasing density as reflected in the penetration resistances. In spite of its elastic nature, it is strong when confined and exhibits limited cohesion (both inter-particle bonding and capillary tension) as well as internal friction.(2) The zone of alternate hard and soft weathered rock is exceedingly variable in its properties depending on the relative thicknesses of the contrasting seams. It is stronger than the saprolite zone above in shear across the seams but no stronger than the weakest seam parallel to them. The elasticity and compressibility are in proportion to the thickness of the soft seams because by comparison, the harder seams do not appreciably deflect under stress. The relatively sound rock below is both strong and rigid. The strength and elastic properties of small intact portions of the rock range from those of good concrete to several times those of concrete. The properties of the mass, however, are partially controlled by the joints and fissures. Therefore, the modulus of elasticity, the strength and the deflection of the mass arc all somewhat lower than might be deduced from small scale laboratory tests of individual samples. Foundation Design Considerations The structural loading and their limiting de-flections have not been established. However, based on similar plants, there will be loads as high as 10,000 kips for the reactor and the turbo-generators concentrated on areas of 2000 square feet to 5000 (2) G. F. Sowers, " Physical Properties of Residual Soils Derived from Crystalline Rocks", Proceedings Second Panamerican Conference on Soil Mechanics and Foundation Engineering, Sao Paulo, Brazil, 1963. 102 2A-8 -
) square feet. These loads are critical from the founda-tion standpoint because excessive deflection could lead to a malfunction of any of the components. The struc-tures that protect these units (exclusive of shielding) are not heavy, and can tolerate some differential deflecting or settlement without distress.
Although the individual critical plant units may not tolerate substantial settlement, they are functionally inter-connected only by piping. This I can absorb some differential movements if it is anti-cipated in the design. Because of the relatively small thickness of the surface clayey soils and the irregular topography, the upper zone does not have an appreciable influence on the design of foundations for the major structures. This l stratum does furnish excellent support for the smaller structures where there is no cut or only shallow fill. Under static load alone, a major design consideration for heavy structures is the elastic deflection and con-solidation of the micaceous soils of the saprolite zone and the micaceous, more weathered layers of the zone of alternate hard and soft seams. Fxperience, confirmed I [~ x by laboratory tests, has shown ti .a t these materials can support power plant loadings without appreciable settlement when the densities are sufficient, that the penetration resistances consistently exceed 30 blows per foot.
;
Under dynamic load, these elastic materials may deform significantly. Experience with vibratory loading at a number of high-pressure pumping stations has demonstrated suf."itient elastic response which can develop to be t roublesome. The site is in a region of definite but in, uent seismic activity of moderate intensity. Unde uch dynamic loadings, foundations I supported upon any appreciable thickness of the re- 1 silient micaceous materials could respond unfavorably, l developing some magnification of the amplitude compared to the more rigid rock below. Detailed studies of the elastic qualities of the soil-rock mass supporting the critical structures could probably develop a configuration for the structure-foundation system that would not provide amplification for the seismic frequencies anticipated. Such an analysis, however, is dependent on (1) an accurate evaluation of the rock-soil-structure elastic response and (2) an accurate knowledge of seismic fre'quency spectra. 7- . Available theories on soil-structure responsu are ( j approximate at best and must be corrected from empirical 2A- 9 103
observations made during earthquakes. Realistic frequency O spectra must properly be determined from observations of ground motion during seismic activity of the same intensity as anticipated. Unfortunately, there was no instrumental observation of any of the earthquakes of the region sufficiently close to the site that either reliable frequency spectra or structural response of the soil can be evaluated. Microtremors, while of academic interest, are not of sufficient magnitude to make a reliable evaluation of earthquake response of the magnitude of those observed. In fact, there is some evidence that microseisms may arise from different mechanisms, parti-cularly superficial, near surface-strains and adj us t-ments. Foundation Design Recommendations In regions where there is no alternate but soil support, dynamic analyses are a valuable guide to rational aseismic design. However, because of the uncertainties of the earthquake response of the sapro-lites and because of the shallow depth to rock, we recom-mend that the major structures be supported on the rock. The saprolite and seamy overburden can be excavated with sufficient ease that a rock foundation can be developed without undue expense. In order to minimize variable ll elastic response of the foundation of any one structure, we further recommend that the foundation of each structural entity be supported entirel~y by the rela-tively sound rock. 1 It is our understanding
- hat you plan to employ a continuous mat for each of the, plant structures. The foundation for each major load concentration, such as the turbogenerator, will be rei2 forced as if it were independent of the mat; hovever, it will not be separated from the mat structurally. We recommend tentatively the following elevations for the critical units:
Unit #1 Reactor Blig. Elevation 765 Unit #2 Reactor Bldg. Elevation 765 Auxiliary Building Elevation 770 Turbine Bldg. Roons (both units at s t.m e level) Elevation 770 Future Reactor Bldg. Elevation 7651 Future Auxiliary Bldg. Elevation 7701 h Future Turbine Bldg. Elevation 770t i , 2A-10 -' -
- _ _ _ - - - - - . _ _ _ _ . - ~ _ _ .-.
l 1 The elevations are based on the twenty-one prelimin-ary borings and the geologic cross-sections developed from these borings. Because of the irregular zone boundaries, there may be some points where the founda- 1 tion level of turbine building will be a few feet above 1 the rock. Beneath the load concentrations or where there ! is only a two or three foot difference, the foundations should be excavated to the relatively sound rock and fill concrete placed to the design foundation level. Lencath the non-critical parts of the mat where the i ~ ditference in levels is more than 3 feet, we recommend supporting the mat by piers excavated to the rock. ) Noncritical structures can be supported in any ot the clayey,saprolite, or hard soft seam zones above the weathered rock. Detailed recommendations for j bearing pressures will be furnished when the locations and loadings have been established. ] Where filling is necessary to establish a convenient inter-relationship of yard levels, it should be practical to support noncritical structures, such as the s-i--hvard l components, directly on fill. When properly compacted, the ;
~
hard clays and saprolites make embankments that are capable 1 of supporting moderate loads with a high safety factor against soil failure and with only nominal settlement. Detailed recommendations for bearing pressures will be furnished when the locations and loading have been established. These recommendations will be made as the plant design develops. Tentatively, however, we recommend the following levels in the avitchyard and powerhouse yard, which will entail both cut and fill: Powerhouse Yard Elevation 796 230 KV Switchyard Elevation 770 500 KV Switchyard Elevation 730 l For relationship of structures, yard levels, and rock, see Figures 2A-5 l through 2A-13. l ACKNOWLEDGEMENT The structural geology evaluation of this region was prepared with the assistance of Dr. H. W. Straley III, Consultant and Professor of 2 Geology and Geophysics, Georgia Institute of Technology, Atlanta, Georgia, l 2^-
4 t 105 i i _ _ .~. - ._ = _ - _ , _
O G GENERAL REFERENCES
- 1. Cazeau, J., " Geology and structure of the Pendleton- l La France Area, Northwestern , South Carolina",
Division of Geology, S t a,t.e- de v e l o p m e n t Board Columbia, South Carolina, Geologic Notes. Vol. 7 Nos. 3 and 4, 1963.
- 2. Cazeau, C. J., and Brown, C. Q., " Guide to the Geology of Pickens and Oconee Counties, South Carolina", Division of Geology, State Development 3oard, Columbia, South Carolina, Geologic Notes, Vol. 7, No. 5, 1963.
- 3. Elkins, T. A., " Test of a Quantitative Mountain -
Building Theory by Appalacian Structural Dimensions", Geophysics VII, No. 1, 45-60, 1941.
- 4. Heck, H. N., " Earthquake Problems of the Atlantic Coastal Plain", Bulletin of the Seismological Society of America, Vol. 30, No. 2, p. 109-114 t
O April, 1940.
- 5. Hedges, C. S. " Earthquake Activity and Intensity with the Southerneastern United States",
private publication, Law Engineering Testing Company, 1965.
- 6. Housner, G. W., " Characteristics of Strong Motion Earthquakes", Bulletin of the Seismological Society of America, Vol. 37, p. 18-31, 1947.
J 7. Housner, G. W., "Geotechnical Problems of Destructive Earthquakes", Geotechnique, Vol. 4, p. 153-154, 1954.
- 8. Leet, L. Don and Leet, Florence, " Earthquake -
i
~
Discoveries in Seismology," Laurel Science Original - Dell Publishing Company, 1946.
- 9. Neuman, Fred Robert, "The Southern Appalachian j Earthquake of October 20, 1924", Bulletin 1 of the Seismological Society of America, !
Vol. 14, No. 4, p.223-229, December, 1924.
- 10. Overstreet, W. C. and Bell, Henry III, " Geologic Map of the Crystalline Rocks of South Carolina",
U.S.G.S., 1965. 2A-12 l >
O GENERAL REFERENCES... Continued
- 11. S:raley, H. W., Personal Communication-Structural Geology, 1966.
- 12. Taber, Stephen, "The South Carolina Earthquake of January 1, 1913," Bulletin o_f_ t h e Seismological Society of America, Vol. 3, No. 1, p.6-13, March 1913.
- 13. Taber, Stephen, "The Earthquake in the Southern Appalachians, February 21, 1916," Bulletin g the Seismological Society o_f,, Am e r i c a ,
Vol. 06, No. 4, p. 218-226, December 1916.
- 14. White, W. A., "The Blue Ridge -A Fault Scarp",
Bulletin, GSA 61, 1309-1346, 1950. O O 2A-13
O An indication of relative rock hardness is given on the Boring Logs. Rock hardness is difficult te define and an arbitrary simple method of determining hardness was used in this investigation. It consists of trying to break a sharp edge of a hand-size piece of rock by pushing the edge with a thumb. The qualitive hardness terms are defined as follows: Very Sof t - Rock disintegrates to touch; can be hard to very hard soil. Soft - Rock is coherent but breaks very easily ( to thumb pressure at sharp edge and crumbles with a firm hand pressure. Moderately Hard - Rock appears to be rela-tively hard but small pieces can be broken off by considerable thumb pressure. Hard - Rock cannot be broken by thumb pressure and the feldspars are clouded. Very Hard - Rock cannot be broken by thumb pressure and the feldspars are unclouded. O 108 2A-14
, ) Geologic Glossary Alluvial Soils - Stream transported soils deposited adjacent to the stream path. Biotite Mica - K(Mg,Fe)3AISi 03 10(OH)2, the black mica, weathers easily because or the iron. BX - A corr. size; core diameter 1.655 inches. Clay - A fine grained or colloidal particle dominantly micro-scopic, plastic when wet and hard when dry; generally eaaller than 0.002 millimeter. Crystalline Rock - A term generally applied to metamorphic and igneous rocks, because they are composed of inter-locking crystalline mineral grains. Dec,omposition - The breaking down of minerals and rocks of the earth's crust by chemical activity. Complex com-pounds are broken into simpler ones that are more O stable under existing conditions. Dike - A sheet-like body of igneous rock that fills a fissure l in older rocks which it intruded while in a molten condition. Feldspar - Any of an important group of rock-forming minerals the members of which have close chemical and physical sLnilarity and which, except for a few special cases, cannot be told apart by ordinary field tests. Fracture - The form of surface obtained by breaking in a direction other than that of the cleavage in crystallized l minerals or rock. Foliation - The banding or lamination of metamorphic rocks. Gneiss - A more or less banded metamorphic rock with the mineral composition of granite. It designates a foliated metamorphic rock with no specific composition, but having layers that are mineralogically unlike. Usually, gneiss displays an alteration of granular minerals and tabular (schistose) minerals with the rock tending to split along
/T, the planes where tabular minerals predominate. Gneisses (J grade directly into schists, but schists generally are
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109 2A-15
O Geologic Glossary finer-grained and show more uniformity of mineral composition and foliation. An arbitrary distinction between schist and gneiss is that based on the presence of feldspar in gneiss and its absence in schist. Granite - A visibly granular, crystalline rock of pre-dominatly interlocking texture, composed essentially of alkalic (potash) feldspars and quartz with lesser amounts of lime-soda feldspar and a black mineral b io t it e . Granites are usually of igneous origin . Graaite gneiss (granitic gneiss)is a metamorphosed granite where sufficient characteristics of the original rock remain to permit recognition of the gran ite . The texture is coarse. Hornblende - A common member of the amphibole group of minc rals . The color is usually black, dark green, or brown. Igneous - Rocks formed by solidification of hot mobile rock material including those formed and cooled at great depths. Joint - A fracture or parting plane along which there has been little, if any, movement parallel with the walls. Metamorphic _ - Rocks formed from original igneous or sedi-mentary rocks through alterations produced by pressure, heat and infiltration of other materials. Microcline Feldspar - (K,Na)AISi38 0 , an abundant constituent ; of granites and granite pegmatites. Contains well I developed cleavage planes. White to pink. Recognized l by ensracteristic grid texture. I l Mineral _ - A natural occurring crystalline solid with definite chemical and physical characteristics. l Muscovite Mica - KA13 Si 03 10(OH)2, clear or white mica, not easily weathered. 110 2A-16
O Geologic Glossary M - A core size; core diameter 2.155 inches. Pegmatite - A variety of crystalline igneous rocks charac-terized chiefly by large average grain size, inter-locking texture, and especially by unusually great range in grain size. . Phenocryst - A large crystal in a fine-grained igneous rock. Plagioclase Feldspar - (Na,Ca)AISi 0 , solid solution l 38 1 (crystalline) of varying Na and Ca. At this site, the i plagioclase is predominantly NaAlSi 38 0 . White, translucent to milky. Recognized by cleavage planes. Porphyry - An igneous rock containing a considerable pro-portion of larger cystals (phenocrysts) set in a finer j ground-mass of small crystals. O V Recovery - The ratio of the rock sample length obtained to i the length of sample drilled, expressed as a percent. Residual - A material resulting from the decomposition of l rocks. Sand - An aggregation of mineral or rock particles, diameters , between 0.075 mm and 4.5 mm. a i Saprolite - A material that has been derived by disintegration and decomposition in place (residual or residuum). )
l Silt - A fine-grained soil that is not plastic and exhibits
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little or no strength when air-dried. Size between 0.002 mm and 0.075 mm. I Quartz - Crystalline SiO 2 , resembles clear glass in pure crystals. l j O 2A-17 lll j
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LOCATION AND TOP 0GPAPHIC MAP OCONEE NUCLEAR STATION DUKE POWER COMPANY l From Old Pickens, South Carolina Quadrangle, 1961. l Mapped, edited, and published by the United States l Geological Survey. FIGURE 2A-1
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DEPTH DE SC RIPTIO;; COIE SIT ELEY. REW ARMS F T.
% SIZE 754.1 40.0 SOFT GRAY AND BROWN GRANITE GNEISS 757.
44.9 749 1 45.6 WD HD LI GY GN 937, 45.8 SOFT DK GY BROWN BI B0 GN MOD LI GY GRAN GN 28 0 Foliation Plane 7, M)D HD DK CY BROWN BI HO GN NX at 45.1 Feet 48.2 SOFT LI GY BROWN GRAN GN 48.5 SOFT DK GY BROWN BI HO GN SOFT AND HDD HD ALTERNATING 744 1 52.7 * * " " "W C" N " 53.6 HARD LI GY OUARTZ SEAM HD LI GY GRAN GN Vertical Joint at 739.1 50 Feet 1007 58.5 58.8 E DK GY BI H0 GN 60.9 E LI W GRAN_ GN _ E *1 61.1 -@ N U BI HO GN HD LI GY GRAN GN X 63.4 64.1 HD DK CY BI HO GN HD LI GY GRAN GN WITH INCLUSIOI.; 729.1 66.2 0F HORNBLENDE CONCENTRATIONS E D RD DK GY BK BI H0 GN 0% 67.4 67.9 E U W CMN G 68.2 HD DK GY BI HD GN HD LI GY GRAN GN 724.1 70.3 HD DK GY BI H0 GN E LI. GI GRAN GN WITH THIN 73.8 E GN SEAMS 720.3 CDRING TERMINATED 719.1 Not to Scale Page 2 of 2 CORE BORING RECORD O BORING NO. IM - 1 2 JOB NO. cn 1065 N bjs T WATER TABLE L AW ENGINEERING TESTING CO.
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DEPTH OESCRIPTIO2 COIE BIT ELEV. KEM A%KS r T. % size 812.5 4 BROWN MICACEOUS SANDY SILT l l 3.8 D HD LI GY BROWN GRAN GN 807.5 4.9 VERT SOFT GRAN GN AND BROWN SANDY SILT 367. i 802.5 10.5 E D HD LI GY BROWN GRAN GN WITH SOIL SEAMS 867. 797.5 18.8 VERY SOFT LI CY GRAN GN WIE 792.5 THIN LAYERS OF MOD HD GRAN GN 507. O 57 787.5 i l I
- 782.5 ,
1 l 287. 777.5 38.8 40.0 HD LI GY GRAN GN 692 772.5 LI Light HD Hard DK Dark BI Biotite GY Gray H0 Hornblende Page 1 of 2 BK Black GRAN Granite ED Moderately GN Gneiss 127 Medium d ' MED CORE BORING RECORD BORING NO. JOB NO. CH 1065 N bjs L AW ENGINEERING TESTING GO.
i l O(PTH DE SC AIPTION COIE DT ELEV. REW ARKS b.0
- 772.5 HD LI GY GRAN GN l 657. NX =-
767.5 787. 80 Joint at 46.0 - 48.7 47.5 Feet ; SOPr DK GY BR M 762.5 50.9 HD LI GY GRAN GN 857,
--757.5 BX 58.3 59.3 NOD HD DK GY BI HO CN HD LI GY GRAN GN ^
100'4 63.2 63.5 HD DK GY BK BI HO CN 65.I flD LI GY GRAN GN 747.5 HD DK GY BK BI H0 GN 68.2 HD LI GY GRAN GN LOO % 742.5 739.7 72.8 - CORING TERMINAiT.D 737.5 l Page 2 of 2 ; CORE BORING RECORD BORING NO.
*~ l End of Boring JOB NO. CH 1065 N )
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DUTH DE SC RIPTION COIE Sif ELEV. KEM AEKS 8' T. % SGE O 744.7 (j BROWN MICACEDUS SANDY SILT 739.7 N = 25 Undisturbed Samplo 5.5 - 6.5 Feet 734.7 N = 99 729.7 Refusal 724.7 Refusal 22.0 O 22.9 D HD DK GY BK BI 50 GN HD LI GY GRAN CN 719.7 26.2 , D HD DK GY BK BI HO GN 26.3 HD LI CY GRAN CN 85 7, 26.7 26.8 D HD E W BK Bl H0 W HD LI GY GRAN GN NX q ,, 100 7, 33.5 POD HD DK GY BI H0 GN 34.2 709.7 HD LI GY GRAN GN 100 % 37.7 D HD E W E BI T GN 38.0 704.7 40.0 E LI W G m W LI - Light BI - Biotite , DK - Dark HO - Hornblende GY - Gray GRAN - Granite BK . Black GN - Gneiss
!OD - Moderately Page 1 of 2 '
O (,/ MED - Medium HD Hard CORE BORING RECORD BORING NO._W3 j } } JOB NO. CH-1065- N v wATE# TABLE LAW ENG.NEERING TESTING GO.
l DEPTM Of SC MPTION CO.'I CCT ELEV. CEuti.KS F T. % s ZE 704 . ,, 40.0 6 bX 702.7 CORING TERMINATED 699.7 9 1 Page 2 of 2 l CORE BORING RECORD BORING NO._,sa.-3
$ JOB NO. CH-1065 N Y WATE# T4SLE LAW ENGINEERING TESTING CO.
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MPTM DESC.QPTION COIEC%T ELEV. CEMaEKS FT */. SIZE A10.47 O VERY STIFF YELLOW BROWN V MICACEQUS FINE TD MEDIUM SANDY SILT l
- N = 32 805.42 )
7.8 , Lost Water 9.9 Feet ! 96% 800.42 820 Joint at 11.8 Feet I E D HD LI GY GRAN GN l 82 Joint at 12.2 Feet 81 Joint at 13.2 Feet 54 Joint at 14.0 Feet 795.42 15.6 NX ! 607. SOFT LI GY GRAN GN 17.9 TD D LI GY GRAN GN ! 790.42 907. y[7 SDFT DK GY BK BI B0 CN HD LI CY GRAN GN 785.42 100 7, 26.5 HD DK GY BI H0 GN 26.7 HD LI GY GRAN GN 100 7. 780.42 30.8 I HD DK GY BK BI HD GN 100 7. 34.1 BX l 34.4 HD LI GY GRAN CN Z]L42 DK GY BK BI H0 GN 230 Foliation Plane 36.6 a Feet ED LI GY GRAN GN 39.3 100 7. HD LI CY Of' ART 2 PFrMATTTE 770.43 40.0 31.0 Feet of 2" Plastic Pipe left in hole LI Light HD Hard DK Dark BI Biotite GY Gray H0 Hornblende Page 1 of 2 O BX Black GRAN Granite ( MOD MED Moderately Medium GN Gneiss CORE BORING RECORD BORING NO. NA 4_
}3) JOB NO. CH 1065 N bjs v ware # TABL E ~ LAW ENGINEERING TESTING CO.
DEPTH DE SC RIPTIO98 COREBIT ELEV. REW ARKS F T. */. SIZE 40.0 770.42_ _ HD LI GY QUARTZ PEGMATITE 1007 100 7* HD LI GY GRAN GN 765.42
~
HD DK GY BI HO GN HD DK GY GRAN GN 760.42 50.9 HD DK GY BI HO GN BX 51.1 HD LI CY GRAN GN 100 7. 755.42 56.8 57.3 l'D DK _GY BK BI HD GN 58.0 E ll vY GRAN GN 58.2 HD DK CY BK BI HO GN 58.7 HD LI GY GRAN GN ~ 100 7. 58.9 HD DK GY BK BI HO GN 59.3 HD LI GY GRAN GN 59.7 HD BK BI H0 GN HD LI GY GRAN GN 100 7. 745.42 957. 0.02 70.4 CORING TERMINATED 735.41 Not to scale Page 2 of 2 CORE BORING RECORD O
' ~
BORING NO. l JOB NO. CH 1065 N j}
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bjs y adTE# taste LAW ENGINEERING TESTING CO.
DEPTH DE SC Ri?TIEN COIE CIT ELEY. CEM ACKS F T. % SIZE 802 0 O DENSE RED BROWN MICACEDUS
\j SILTY FINE TO MEDIUM SAND 797 N = 42 9.0 792 750 Joint at 10 Feet SOFT AND SOME MOD HD LI GY GRAN GN 3 37, 787 NX 799 3 97.
777 28.0 867. 29.7 FDD HD LI GY GRAN GN mD @ LI W m M W BK M 772 30.1 31.2 MOD HD LI GY GRAN GN 31.5 ED E M N GN 10D HD LI GY GRAN GN 34.2 HD LI GY GRAN GN 767 38.8 100t 39.0 FDD RD DK GY BI HD GN 39.5 HD LI GY GRAN CN D @ M W BL BI T GN 762 40.0
*1 ALTERNATING THIN LAYERS OF GRAN CN AND BI HO GN LI Light HD Hard DK Dark BI Biotite GY Gray 10 Hornblende Fage 1 of 2 j}}
BK Black GRAN Granite J = "fda"t* 7 3 cO'RE BORING RECORD BORING NO. NA -5 No Water Encountered JOB NO. CH1053 N bjs LAW ENGINEERING TESTING CO.
SEPTH DE S C RIPTION COIE DT ELEV. CECAIKS F T. */. SIZE
,0, 40.0 40.7 10D 'HD DK GY BK BI 10 GN IID LI GY GRAN GN R
44.5 44.8 10D HD DK GY BK BI HO GN 757 45.8 HD LI GY GRAN GN FDD HD DK GY BK BI 10 GN 47.8 HD LI GY GRAN GN 752 1 FDD HD DK GY BK BI H0 GN 981 3, g HD LI CY GRAN GN ) l 747 57.3 58.2 HD DK GY BI HO GN 58.8 HD LI CY GRAN GN J 58.9 HD M M BI E GN m l 61.5 IID LI GY GRAN GN HD DK GY BK BI 10 GN . 63.2 1001 l LI GM GN 64.2 64.4 IID DK GY BK RT no CM 7'47 HD LI GY GRAN GN 99; 67.1 68.1 HD DK GY BI HO GN l 68.9 IID LI GY GRAN GN 69.3 IID DK GY BI H0 GN BX 732
!!D LI GY GRAN CN 7 31 '
70.8 CORING TERMINATED l 727 l l l Page 2 of 2 CORE BORING RECORD BORING NO. NA-5 1z JOB NO. CH 1065 N - IJ bjs LAW ENGINEERING TESTING CO. l l
DEPTH DE S C Al"> TION Co E OT ELEV. CEM AIKS F T. % SIZE 775.0 O Bag Sample 0 - 6 Feet RED MICACEOUS CIAYEY SILTY SAND 0.0 Urdisturt;ed Sample 5.0 - 5.5 Feet 7.5 MOD HD LI - MED GY GRAN GN 765.0 98'E 67 Joint at 15.0 Feet f 60.0. Lost water - 15.6 Feet 755.0 20.9 21.2 OD HD DK GY BK BI HO GN F0D HD LI GY GRAN GN NX 9E 750.0 76 Joint at 24.5 Feet 27.1 28.1 SOFT M W BK BI E GN HD LI GY GRAN GN 29.7 D HD M W BK BI HO GN m _0 30.0 HD LI GY GRAN GN 657 HD MED - DK GY BI H0 GN 34.6 HD LI GY GRAN GN 7An n 35.5 36.1 E ME QMU PEGMATIE HD LI GR GRAN GN 38.4 HD MEJ_GY BI HO CN 100 % 3k.k 4 Hn LT cv cnAN cn 735.0 LI - Light HD - Hard Not to scale DK - Dark BI - Biotite GY - Gray 90 - Hornblende BK - Black GRAN - Granite Page 1 of 2 F0D - Moderately GN - Gneiss d " ~ ** d * " CORE BORING RECORD BORING NO. E~0 JOB NO. CH-1065 N i35
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DEPTH DE SC RIPTION COIE DT ELEV. i.EW ARMS
#[l0,0 Y. SIZE 735.0 40.7 HD LI m NN CN y n m ni m a 40.8 HD LI GY GRAN GY 43.7 44.7 HD LI-DK GY ALTERNATING IAYERS*1100 7 730.0 45.6 @ LI W N i GN 45.9 D D W BI HO M n gj HD LI GY GRAN GN 46.7 HD MED GY BI HO GN 47.0 E LI W Ni GN 47.1 2 DK W BK BI H0 W *0 50.3 E LI W GRAN W 100 P.
HD ME-D,K W BI M G 50.9 51.6 2 LI W GRAN GN
@ MED DK W BI W GN 323.1 51.7 CORING TERMINATED 9
*1 0F BI HO GN AND GRAN GN Not to scale Page 2 of 2 CORE BORING RECORD O
l . BORING No. ta-6 JOB NO. CH-1065 N
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L AW ENGINEERING TESTING GO. 136
COIE OT ELEY. CEt* ARKS DEPTM DESCMTION F T. % SIZE 7g4,$ 0 - VERY DENSE RED MICACEOUS CLAYEY SILTY SAND WITH SOME QUARTZ FRAGMENTS 779.5 -N=50 Undisturbed sample 5.0 VERY DENSE GRAY TO WHITE 4.5 to 5.5 feet MICACEOUS SILTY SAND i 774.5
~N=79 l
l l 769.5 !>80 l l us s N=44 O 759.5 25.0 SOFT MED GY GRAN GN i 29.8 754.5
)OD HD LI-MED GY GRAN GN 80L NX ,
749.5 LOO 1BX 40.0 36.0 Feet of 2" Plastic LI - Light HD - Hard Pipe left in hole DK - Dark BI - Boitite Page 1 of 2 GY - Gray H0 - Hornblende BK - Black GRAN - Granite 50D - Moderately GN - Gneiss O MED- Medium CORE BORING RECORD E
' BORING NO. NA-7 '
' ' JOB NO. CH-1065'N l}[
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DEPTH DE S C O P TIO^J COIE GT ELEV. EEC AIKS F T. % SIZE 40.0 744.5 , IDD HD LI-MED CY C7 AN CN MOD HD DK GY BK BI HO CN 100 7. 50 Joint at 42.7 ' i eet 500 Joint at 43.5 Feet 44.8 739 5 MOD HD LI GY GRAN CN L6.5 4d.6 MOD IID DK CY BK BI HO CN 100 7. 47,7 MOD HD LI _CY CRAN CN 47,3 3DD HD DR GY BK BI HO CN 49,3 MOD HD LI CY GRAN GN
;,7,3 MOD HD DK GY BI H0 CN
. 9,, MOD HD LI CV CPAN CN
->g
,, MOD HD DK GY BI HO GN 734.5 MOD HD LI CY CMN GN BX 50.3 98 53.0 54.0 "D LI CY CWI CN HD WIIITE QUAR ~Z PEGMATITE 729.5 55.2 HD LI GY GRAN CN 56.3 58.t MOD llD DK CY BI 110 CN IID LI CY CPAN CN 1
HD WHITE QUARTZ PECMATITE
- 7. 724.5 63.7 iiD LI CY CRAN CN 9, g,7 SOFT LI-MED CY GRAN CN 719.5 55.3 l@ LI CY OCARM PEC1!ATITV a6.0 HD LI CY CRAN CN 66.7 IID WilITE QUARTZ PECMATITE 100 7.
HD LI CY GRAN LN 09'3
.kOD HD LI-MED CY GRAN CN 713.5 70.4 70.9 .'OD HD DK GY CK BI H0 CN 71,3 FDD HD LI-MFD CY PAN C'T 713.2 CORINC TERMINATED 709.5 Not to scale Page 2 of 2 CORE BORING RECORD l B O R I N G N O. .__M- L.
h( 1 I JOB NO. CH 1065_ 1 } bjs LAW ENGINEERING TESTING CO.
COIE C4T ELEV. EEU A';KS DEPTH DESCOPTICQ F T. % SIZE 800.9 0 [( VERY DENSE BROWN CRAY WHITE MICACEOUS SIL'IT SAND 795.9 3 , 42 790.9 N = 42 785.9 N= 41 780.9 N= 50/3" l p 22.0 V HD LI GY GRAN CN 775.9 1 25.7 l
.,7.0 MOD HD FtED CY GRAN CN HD LI CY ORAN CN 927.
29.5 770.9 30.0 MOD HD DK CY BK 31 Ho CN ! 30.3 mD RD EI CY cm CN
$ D HD DK CY BK BI HO GN NX 32.0 l 32.5 m E CY 3K UI H0 GN HD LI GY GRAN CN 35.4 MOD HD DK CY BK BI HO CN HD LI CY GRAN CN 100 7, 37.0 O N E CY BK 3I H0 CN 38.3 HD LI GY GRAN CN 750.9 40.0 LI - Light HD - Hard DK - Dark BI - Biotite GY - Gray ".10 - ilorablende GRAN - Granite Page 1 of ,
s BK - Black MOD - Moderately GM - Oneiss ncD - Medi= CORE BORING RECORD BORIN G NO __. NS-@ . JOB NO. CH 1065_N
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O(PTH DE SC RIPTION CO;E cst ELEV. CEM AEKS i
% ME 4d.0 760.9 "I
40.9 LID LI CY CRAN CN 420 Joint at 40.8 Feet l 41.7 MOD 11D DK CY RM RI Ho CN I BOD HD LI-MEE GY GRAN GN l 755.9 46.7 100 % 46.8 BOD IID DK GY BK BI HO CN 47.1 FOD HD LI GY GRAN GN 47.2 MOD HD DK GY BK BI HO CN HD LI CY GRAN GN BX 750.9 50.0 ' 50.2 IID DK GY BK BI HO GN HD LI GY GRAN GN 53.4 l 54.4 IIn DK cY BK BI nn CN HD LI GY GRAN GN 100 % 56.0 HD DK GY BK BI 10 GN
$7.7 58.2 IID LI GY GRAN GN 58.7 HD DK CY BK BI HO GN 740.g HD LI GY GRAN GN 61.1 E DK W BK BI H0 W 61.5 HD LI W GRAN GN 61.6 HD DK GY BK BI 10 GN 100 %
62'1 HD LI GY GRAN CN 736.4 (4.5 735.9 CORING TERMINATED 1 I l Not to scale Page 2 of 2 CORE BORING RECORD O a BORING NO,. JiA-8. < JOB NO. CH- 106s N 140 L AW ENGINEERING TESTING CO.'
DEPTM DE SC RIPTION CO'E BIT ELEY. f.EM ARKS F T. % s ZE 822.7 ( -N : 27 (
- N = 13 STIFF RED BROWN MICACEDUS FINE TO COARSE SANDY CIAYEY SILT 817 7 WITH SOME QUARTZ FRAGMENTS
- N= 25/4" 7.5 N 20/O" MOD HD LI GY TO WHITE QUARTZ PECMATITE g 312.7 547.
12.5 HAWTHORNE BIT - VERY DENSE GY SILTY SAND 807.7
- Refusal 802.7 20.0 20.4
}0D HD LI TO MED GY GRAN GN U 48 7 797.7
!E 937.
60 Joint at 30.7 Feet Lost water at 30.8 Feet
=-
94 787,7 100)BX 38.4 VERY SOFT MED GY CRAN CN ;no 7. 782.7 38 d unn un i T m vvn cv cm An cn HD - Hard 31.0 Feet of 2" Plastic LI - Light Pipe left in hole DK - Dark BI - Biotite GY - Gray H0 - Hornblende Page 1 of 3 BK - Black GRAN - Granite O MOD - Moderately MED - Medium GN - Gneiss CORE BORING RECORD , NA-9 bjs BORING NO. JOB NO. C"-1065 N .. . . i v warts rdeLE LAW ENGINEERING TESTING GO. l
OtPTM DE SC RIPTION COIE BIT ELEV. f.E:3 AIKS F T. % SIZE 7gg_7 40.0 N D HD LI TO MED GY GRAN GN 777.7 BX 46.5 100 % 46.6 SOFT MED GY GRAN GN 47.4 W D HD MED GY GRAN GN SOFT MED GY GRAN GN 48.4 WD HD LI GY GRAN GN 772'I 52.4 52.9 m D HD DK GY BI HO CN 53.5 HD LI CY GRAN GN D HD DK GY BI 10 GN 92 ". 54.0 767 7 HD LI TO MED GY ,GRAN CN 7A? 7 O 100 7. 75., , 67.3 BX 67.4 HD MED GY BI ID CN 67.7 HD LI CY GRAN GN 68.2 HD MED GY BI HO GN 752.7 71.0 HD LI GY GRAN GN 71,7 HD MED GY BI 10 GN HD LI GY GRAN GN HD MED GY BI HO GN 72.7 100 7. 747.7 HD LI GY GRAN GN HD MED GY BI HO GN 100 7. 742.7 0. Not to scale Page 2 of 3 ! CORE BORING RECORD O BORING NO. NA-9 JOB NO. CH-106s M
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DEPTH OESCOPTION C0ZE DT ELEY. RE"f AEKS
'86.0 *
" 7&? 7 H BI E GN
/7 80.7 l \ ) 81.0 HD LI CY CRML CN 81.3 IOD HD DK GY BI HD GN 82.0 E LI GY GRAN GN S3.0 MD " " B T
- CN 83.7 HD LI W GW GN 83.9 HD DK CY BI HO GN 100 84.3 E LI GY GRAN GN 84.7 HD MED TO DK GY BI HD GN HD LI GY GRAN GN BX 737_7 87.2 87.5 HD MED GY BI H0 GN 88 1 HD WHITE OUARTZ PEGMATITE 92.8 HD LI GY GRAN GN ,
~
93,f HD DK GY BI HD GN 94.0 HD LI GY GRAN GN 94.4 HD MED TO DARK GY BI HO CN 98 727.7 95.7 HD LI W GRAN GN 96.5 HD MED GY BI E CSI 96.8 E LI W GRAN @ 97.3 HD MED GY BI H0 GN 723.5 99.2 HD LI GY GRAN GN CORING TERMINATED fo ')
%J Not to scale Page 3 of 3 lf}
n V CORE BORING RECORD BORING NO. NA-9 JOB NO. M-1065 N [ Ms ,Y WATEN TABL E LAW ENGINEERING TESTING CO! Q
DEPTM DESCOPiltM COIE 8:T ELEY. KEM ARMS 9 T. % stzE ggg,g IUPSOIL AND GRASS V STIFF BROWN MICACEDUS CIAYEY SANDY SILT
- N = 10 821.4 6.0 FIRM ID VERY DENSE BROWN GRAY WHITE MICACEDUS SILTY FINE TO COARSE SAND WII11 ROCK FRAGMENTS - N=9 816.4 811.4
-N: 20/0" (Refusal)
_ N = 52 806.4 22.0 VERY STIFF BROWN MICACEDUS - N = 16 FINE SANDY SILT 101.L 26.0 VERY STIFF YELLOW BROWN MICACEDUS FINE SANDY SILT
- N = 16 790
30.0 FIRM WHITE GRAY SILTY FINE ID COARSE SAND N = 28 791.4 =r-37.7 E D HD LI TO MED GY GRAN GN 40.0 9 07. NX 786.4 LI Light HD Hard DK Dark BI Biotite Page 1 of 3 ... GY Gray HO Hornblende BK Black GRAN Granite **
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(-) ED Moderately GN Gneiss ~
. MED Medit. CORE BORING RECORD - BORING NO. NA-10
'i JOB NO. CH-1065 11 bjs v WATEN TABLE L AW ENGINEERING TESTING CO. _
O(PTH DE SC AIPTION COIE DT ELEV. CEW AIKS FT /* S'Z 40.c 786.4 40.1 mn un LI To en cY GAN cN '
- 90%
41.6 SOFT MED GY E QWli.GRAN CN 42.8 ND HD LI U@ANJN HD LI GY GRAN GN TX 781.4 94 7. 50D HD LI TO MED CY GRAN GN 48.5 D HD E W BK BI H0 W 4g,9 !1D LI GY GRAN GN 49.5 MDD HD DK GY BK BI 10 GN 100 t 776.4 HD LI GY GRAN CN 771.4 - 100 1 59.4 766.4 ~ HD DK GY BK BI 10 GN 62.5 63.2 E LI W N GN 63.8 nn DK cv ni m cN 64.7 BX HD DK GY BI HO GN 100 7. 64.9 HD LI 10 DK GY ALTERfATING THTN *1 761.4 65.5 65.7 HD UK CY RT
- CM j 65.9 O I l
66.1 66.7
" 5 *l HD DK GY BI 10 GN 66.9 756.4 HD L GY GRAN GN 751.4 100 7.
78.7 78.9 HD DK GY BI !!D GN 80.0 , 1
*1 1AYERS OF BI 10 GN AND GRAN GN Page 2 of 3 CORE BORING RECORD, i BORING NO. NA-10 i
l bja JOB NO. CH-1065 N , l45 l v warra rAstE LAW ENGINEERING TESTING CO. t
MPTH DE SCCPTIOC CCIE aff ELEV. f;E!2 A*;KS F T. % SIZE 746.4 80.0 , HD LI GY GRAN GN 100 85.0 741*' HD WHITE QUARTZ PEGMATITE BX 88.0 88.6 HD DK GY BI H0 GN HD LI GY GRAN GN 736.4 92.4 967. 92.5 _HD DK GY BI HD GN 93.0
- LI U "
- 94.2 IID DK GY BI 10 CN HD LI GY GRAN GN 731*0 96.7 CORING TERMINATED 726.4 O i l
l Not to scale Page 3 of 3 O ' O CORE BORING RECORD BORING NORA-10 bjs JOB NO. CH 1065 N , T WATE# TA84E L AW ENGINEERING TESTING CO. ] 4 hi
MPTH DE SCRIPTioes COIE CIT ELEY. KEt1 ARKS F T. */o SIZE 763.85 0 O I40SE RED BROWN SILIY MICACEOUS FINE ID MEDIUM SAND 758.85 N=9 8.0 STIFF 10 VERY STIFF CRAY BROWN MICACmUS FINE 10 753.85 N = 12 MEDIUM SANDY SILT _7_48.85 - N = 14 743.85 N = 26 23.0 DENSE BROWN MICACEDUS SILTY FINE SAND 738.85 N = 31
- 733.85 N = 30 i
32.0 WEAIRERED ROCK FRAGMENTS v 728.85 35.0 3-VERY SOFT DK BROWN GRAN GN 77 Joint at 35.5 Feet 47 Joint at 36.6 Feet j AND BI HD GN 4 97. NX 40.0 23.85 LI Light HD Hard DK Dark BI Biot'te GY Gray 10 Hornblende BK Black GRAN Granite Page 1 of 2 g }OD Moderately GN Cne3as MED Medium CORE BORING RECORD ]27 BORING NO. NA - 11 JOB NO. CH 1065 N End of Boring
,. . bjs v warts TABLE L AW ENGINEERING TESTING GO.
O(PTH DESCOPTION CO.~.E C:T ELEV. CEt: ARKS F T. % SIZE 40.0 -- 723.85
/ERY SOFT DK BRO'JN CY GRAN GN AND BI H0 GN 42.5 497. 46 Joint at 43.0 Feet 43.6 MG ~
N GN (Recemented) 10D llD LI GY GRAN GN yg 80% 713.85 580 Joint at 55.3 Feet 8.85 59o Joint a't 55.9 Feet 55.0 56.4 D HD E W E BI E GM IID LI GY GRAN GN 997. NX 57.o, 640 Joint at 57. Feet 58.8 @ M W E BI W CN llD LI GY GRAN GN 7n1 Ac 61.4 ilD DK GY BI 110 GN 6L1 HD LI CY GRAN GN 64.5 698.85 llD DK GY BI 10 CN 67.3 60 Joint at 67.8 Feet HD LI GY QUARTZ PECMATITE 927. 68 A IID LI CY GRAN GN 693.85
*3.0
/
IID LI GY GRAN CN AND BI 10 GN 688.85 75.0 CORING TERMINATED 80.0 Page 2 of 2 l CORE BORING RECORD 1 l BORING NO. NA-ll JOB NO. cn inAs y bjo v warts TAsLE LAW ENGINEERING TESTING CO.
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DE SCCPTION COCE BIT ELEY. GECAIK$ DEPTM S F T.
- 780.0 0
0 RED BROWN CLAYEY MICACEDUS SLIGHTLY SANDY SILT 4.0 775.4 YELLOW BROWN MICACEOUS SANDY SILT
-=
770.7 GRAY BROWN MICACEDUS SILTY SAND 766.1 761.5 N
)
,756.9 100 CIK HD LI GY GRAN GN 752.2 32.2 32.6 HD DK GY BK BI HO CN HD LI GY GRAN GN 95% BK 14 7. 6 38.1 HD _DK GY BK BI HO GN od 740.8 74 Joint at 39.4 Feet 39.2 HD WHITE OUARTZ PECMATITx LI Light HD Hard
- Hole inclined 22* from the vertical DK Dark BI giotite GY Gray HD Hornblende BK Black GRAN Granite Page 1 of 2 IOD Moderately CN Gneise MED Madim CORE BORING RECORD ~ '*
BORING NO. HA-12 JOB NO. CH 1065 N _ f4h bjs v WATEX TABLE L AW ENGINEERING TESTING CO. f
DEPTH OE SC RIPTION COIE 8:7 ELEV. CEM AIKS 39.2 3" 740.a 39.7 HD DK GY BK _JI ID GN 39,9 SOFT DK GY BK BI 10 GN 40.3 IID DK GY BK BI HO GN 742.9 42.5 E LI W NN GN 43.0 lid DK GY BK BI H0 GN E LI W GM GN M 46.0 HD DK GY BK BI HO GN 738.3 46.5 HD WHITE OUARTZ PEGMATITE 46.8 HD DK GY_BK BI 10 GN llD LI GY GRAN CN 733.7 BX 100 7. 729.1 724.4 O 100". 719.8 71.9 715.2 72.2 HD DK GY BK BI H0_GN 72.8 HD LI GY GRAN GN 73.2 HD E W BK BI E GN 98% HD LI CY GRAN GN 710.5 702.3 77.7 CORING TERMINATED 705.9 Not to scale Page 2 of 2 CORE BORING RECORD BORING NO. W12 JOB NO, CH-1065 N } -50 Y *ATEX TABL E L AW ENGINEERING TESTING CO. q,
MFfM DE SCOPTION CO E C$T ELEV. CECA %KS F T. % Sizt 793.0 0 O HARD BROWN GRAY MICACBOUS SLIGHTLY CLAYEY SANDY SILT 788.0 N = 50 + (Refusal) E'l
- N = 50 + (Refusal) 11.7 SOFT MED GY GRAN GN 73 7.
13.8 14.4 FrD DK 11 TO MED CY CRAN CN 773,0 H0 GN E 15.6 N0D HD LI 10 MED GY GRAN GN 787. 773.0 1 I m 21.8
) MOD HD DK GY BK BI H0 CN 23.0 H0D HD LI GY GRAN GN l 690 Joint at 28.0 Feet __._
Vertical Joint at 29.5 Ft , BX 763.0 VERY SOFT BK BK BI H0 GN 3 34.5 HD LI GY GRAN GN 34.7 SOFT MED GY GRAN GN 758.0 35 0 HD LI GY GRAN GN 95 7. 36.2 HD DK GY BK BI H0 GN 37.3 HD LI CY CRAN CN 38.0 HD MED GY BI HD CN GN 754.2 38.8 1 fee 2" Plastic pipe rk ite , GY Gray H0 Hornblende .. BK Black GRAN Granite Page 1 of 2 O IOD MED Moderately Medium GN Gneiss CORE BORING RECORD q' , Not to scale BORING NO. NA-13 bjs JOB NO. CH-1065 N LAW ENGINEERING TESTING GO.
}}}
v warra TAsLE
DEPTH DE SC AIPTION COIE C:T ELEV. CEW AEKS 38.8 754.2 HD MED 10 DK GY BI HO GN E 39.5 753.0 HD LI CY GRAN GN 100 7, MOD HD DK GY BK BI HD GN HD LI CY GRAN GN 748.0 47.5 47.7 HD DK GY BK BI t10 GN 48,1 HD WHITE OUAB'12 PECMATITE BX
!!D LI GY GRAN CN 100 7.
48.6 49.0 49.3 HD LI GY GRAN GN 49.7 HD }OD Dl'. GY BI HO GN 743.0 HD LI GY GRAN GN 57.3 S.' . 5 HD WIITE QUARTZ PEGMATITE HD LI DK W EMENG WBS *1 739.0 54.0 CORING TERMINATED 738.0 0
*1 0F BI HO GN AND GRAN GN Not to scale Page 2 of 2 CORE BORING RECORD BORING NO. NA-13 JOB NO. CH-1065 N 'bjs v wATEA TA8t.E LAW ENGINEERING TESTING CO.
DEPTH DE SC Af P TICQ COIE DT ELEV. I;EtfARKS F T. % SIZE 793.0 Bag Sample 0.0 - 5' STIFF YELLOW BROWN MICACEOUS SLIGHTLY CLAYEY SANDY SILT 788.0 N=9 Bag Sample 5 - 10' Undistrubed Sample 5.0 - 6.0 feet 9.0 Undisturbed Sample 783.0 10.0-11.0 febt N = 19 FIRM LIGHT GRAY MICACfDUS ' Bag Sample 10-15 feet SILTY SAND 13.0 _778.0 N=9 Bag Sample 15-20' STIFF YELLOW BROWN MICACEOUS SLIGHTLY CLAYEY SANDY SILT Undisturbed Sample 17.5 15.0-16.0 feet FIRM VERY DENSE MICACEDUS GRAY 7 .0 N = 13 Bag Sample 20-2 5' BROWN SANDY SILT Undisturbed Sample 20.0-21.0 Feet 768.0 N = 47 Bag sample 25- 30' Undistrubed Sample 25.0-26.0 Feet 763.0-- N = 67 Undisturbed Sample 30.0-26.0 Feet Undisturbed Sample 758.0 33.5 - 34.5 feet Refusal 753.0 J e fus,1 40.0 LI Light HD Hard DK Dark BI Biotite GY Gray H0 Hornblende Page 1 of> 2 BK Black GRAN Granitt b FDD Moderately GN Gneiss MED Medium CORE BORING RECORD BORING NO. NA- 14 End of Boring JOB NO. CH-1065.N. ,, , v ware # TABLE LAW ENGINEERING TESTING CO.
DEPTH OE SC RIPTIOC: CCIE 07 ELEV. KEUAIKS
/. E 753.0 40 0 41.0 FIPlf-VERY DENSE GRAY BROWN SANDY *1 MOD IID LI 'IO MED GY GRAN GN 75 NX 44.7 87 HO GN 44.8 748.0 HD LI GY GRAN GN 743.0 HD LI GY WHITE QUARTZ PEGMATITE 100 72 Joint at 53.0 Feet 54.5 738.0 HD LI GY GRAN GN 56.7 57.8 IID DK GY BK BI HO GN 58.1 !ID LI GY GRAN GN 58 f. HD DK GY BK BI H0 GN E LI W GM GN 59.0 59.5 HD DK GY BK BI 10 GN 100 733.0 61.9 IID LI GY GRAN GN 62.1 !!D DK GY BK BI HO GN 63.4 HD LI W CRAN GN HD DK W BK BI HO GN 7N 63.8 CORING TERMINATED 728.0
*1 SILT Not to scale Page 2 of 2 CORE BORING RECORD NA 14 1* BORING NgIU T k JOB NO. '
l bjs End of Boring Y *A TEN TA BL E L AW ENGINEERING TESTING CO. 1
DEPTM DE SC RIPTICM COIE C$T ELEV. CE::AIKS F T. % SaZE 766.1 , [IDPSOIL VERY STIFF BROWN CLAYEY MICACII)US FINE TO MEDIUM SANDY SILT - N = 22 761.1 7.0
- N = 9" STIFF BROWN FINE ID MEDIUM 756.1 SANDY MICACEOUS SILT 12.0 FIRM 10 HARD BROWN GRAY MICACEOUS FIIE TO MEDIUM - N = 6" SANDY SILT 751.1
- N = 7" 766 1 j - N = 40/3" 7L1_1 27,0 VERY STIFF BROWN CRAY WHITE - N = 19 MICACEDUS FINE ID COARSE SANDY 736.1 SILT 32.0 VERY DENSE BROWN GRAY WHITE MICACEOUS SILTY FINE 10 -N = 20/0" COARSE SAND 731,t N = 40/3" 726.1 40.0 36.0 Feet of 2" plastic LI Light HD Hard DK Dark BI Biotite Pipe left in hole GY Gray H0 Hornblende BK Black GRAN Granite Page 1 of 2 MOD Moderately CN Gneiss O MED Medium CORE BORING RFCORD 0 BORING NO. NA : 4_.
JOB NO. CH 1065 N 155 bjs v werts TAs4E LAW ENGINEERING TESTING CO.
DEPTH CE SC OPTION COIE CET ELEY. CEC' Aims
- 5" !
726.1 40'.0 VERY DENSE BROWN GRAY WHITE l MICACEDUS SILTY FI.TE IU COARSE SAND
-N = Refusal 721.1 49.5 716.1 50.8 FDD HD LI GY GRAN GN 50 Joint at 50.4 Feet F0D HD DK CY BI 10 CN 51.0 F0D HD LI GY GRAN CN 51.6 F0D HD DK GY BI H0 GN 711 A 55.6 HD LI GY GRAN GN 57.2 57.6 MOD HD DK CY BI no CN 100 NX 58.9 HD LI GY GRAN CN 59.2 F0D HD DK CY BI HO GN ED LI GY GRAN GN 59.6 HD DK - GY BI HO GN 706.1 60.Q 61.1 HD LI CY c h N CN 61.4 OD HD DK CY BK BI 10 GN 100 62.2 HD LI GY CDAN CN HD N W BI HO GN 62 5 Eb 67$3 HD LI GY GRAN GN 67.5 FDD HD DK GY BT HO GN 67.6 HD LI GY GRAN GN 100 67.8 !OD H$ DK GY BI HO GN 696.6 69.5 HD LI GY GRAN CN OYO.1 CORING TERMINATED Not to scale Page 2 of 2 CORE BORING RECORD BORING NO.NA 15 ..
156 JOB NO. rm' inMn 1 8 Y warra TAsLE LAW ENGINEERING TESTING CO.
DEPTM DE S C CP Tl*A CoIE C4T ELEY. REMaKKS 0 M7.9 Bag Sample 0 - 25' Undisturbed Sample STIFF RED BROWN MICACEOUS 3.5-4.5 Feet CLAYEY SANDY SILT 762.9 - N = 11 7.5 STIFF YELLOW BROWN MICACEDUS -N=8 SANDY SILT 757.9 Undisturbed Sample 13.5-14.5 Feet 752.9 - N = 12
-N=9 747.9 Undisturbed Sample 23.5-24.5 Feet 22.0 FIRM CRAY BROWN SILTY MICACEDUS 742.9_ - N ~ 16 SAND WITH SOME QUARTZ FRAGMElfrS
_ N = 24 ] 737.9 Undisturbed Sample l 33.5 - 34.5 Feet. 31.5 VERY STIFF BROWN SLIGHTLY SANDY MICACEDUS SILT 732.9_ -N " 17 1 _!> 23 40.0 727.9 85.0 Feet of 2" Plastic LI Light HD Hard pipe left in hole DK Dark BI Biotite GY Gray HO Hornblende Page 1 of 3 SK Black GRAN Granite i TD Moderately GN Gneiss MED M*di"" CORE BORING RECORD NA-16 p( BORING NO. JOB NO. CH-1065 N bjs v wATEN Td84 E LAW ENGINEERING TESTING CO.
DEPTM DESCCPTION COIE SIT ELEV. EE*JAT.KS
% SME
'D0 4 727.9 VERY DENSE GRAY BROWN WHITE MICACEDUS SILTY SAND WITH SOME QUARTZ FRAGMENTS
-- N=50/4" 722.9 717.9 712.9 707.9 O
702.9 1 l 69.0 W D HD LIGHT TO MED GY GRAN GN 697.9 100 850 Joint at 72.7 Feet W D HD DK GY BK BI H0 GN NX 692.9_ 75.6 T D HD MED GY GRAN GN 71 Joint at 76.0 Feet mn HD DK CY RK HI HO CN 100 77 Joint at 77.0 Feet 76.5 77.7 N D M MED GY GRAN GN 78.0 SOFT DK GY BK BI HD GN TD E LI W N GN 687.9 78.2 Page 2 of 3 l CORE BORING RECORD BORING NO.NA-16 JOB NO. CHMl . v warta rdBLE LAW ENGINEERING TESTING CO.
DEPTH DESCCPTIG'$ COLE CIT ELEV. CEW AEKS F T. */, sizr 78.2 6E7 9 3 79,1 10D HD DK GY BK BI HO GN ..10.0 79.6 WD E E W GW GN 79,7 SOFT DK GY BK BI HO GN 80.0 IOD HD LI CY GRAN GN 582.9_ 80.2 SOFT DK_BY BK BI 10 GN 81.3 ED HD LI CY CRAN CN 100 82.1 LOD HD MED TO DK GY BI 10 GN g LOD HD LI GY GRAN GN 84.0 84.5 HD LI W GRAN GN 84.7 !OD HD DK GY BK BI HO GN 86.0 HD 1.1 CY GRAN CN 86.3 SOFT DK GY BK BI HO GN 100 87.3 HD LI GY GRAN GN 678.9 89.0 FDD HD LI ID DK GY ALTERNATE
'rl CORING TERMINATED 672.9 )
l
*1 LAYERS OF BI H0 GN AND GRAN CN Page 3 of 3 O
O CORE BORING RECORD _ BORING NO. NA-16 JOB NO. CH 1065 N _ l59 bjs v warts TAsLE LAW ENGINEERING TESTING CO.
DEPTM DE S C Rf PTION COIE CAT ELEV. KE Mff KS r T. */* 58ZE 816.0 0= ' FIRM BROWN CLAYEY SILTY MICACEOUS SAND 811.0 N = 15 Undisturbed Sample 4.0 - 5.0 Feet 806.0 N = 11 ) l 12.0 l l l STIFF TO VERY STIFF BROWN 801.0_ -N= l 12 GRAY SANW MICACEOUS SILT 796.0 N = 13 l 791.0 -- N = 18 28.0
-=-
786.0 N = 19 DENSE TO VERY DENSE GRAY WHITE SILTY MICACEOUS SAND WITH SOME QUARTZ FRAGMENTS 781.0 N = 23 i 776.0 __N=28 58.0 Feet of 2" plastic LI Light HD Hard pipe left in hole DK Dark BI Biotite GY Gray H0 Hornblende BK Black GRAN Granite Page 1 of 3
}0D Moderately GN Gneiss O\ MED Medium CORE BORING RECORD soRING NO, NA-17 h JOB NO. CH 1065 N s Tr[E)NE % LAW ENGINEERING TESTING CO.
DEPTH DE SC RIPTFON CORE eli ELEY. RE W ARKS 4D.0 776.0 DENSE 10 VERY DENSE GRAY WHITE MICACEOUS SILTY SAND WIDI SOME QUART 5 FRAGMENTS 77LO- N = 43 u n. 0 - r> 106 6761.0 55.7 56.6 m E W BROW GAN CN HD LI GY GRAN GN 756 .0 56 NK O 751.0 66.7 66.8 D 10 DK W BK BI m GN HD LI GY GRAN GN 86 746,q BK 74.3 74,7 WD HD DK GY_BK HI 10 CN 741.0 HD LI GY GRAN GN 78.1 96 79.0 m D HD DK GY BK BI H0_GN 79.8 TD HD LI M E W E 21 JN 736.2 Not to scale i Page 2 of 3 O CORE BORING RECORD g BORING NO. NA-17 ,, JOB NO. CH- 1065 N bjs LAW ENGINEERING TESTING CO, . Y WATEN TJBL E
DESCCPTION COIE SIT ELEV. C Et* AEKS DEPTM
'7 736.2 79.8 D @ M W E BI E GN m'. 0 80.1 IID LI TO MED GY GRAN GN 96 BX 732.8 CORING TERMINATED 731,o O I Page 3 of 3 bjs CORE BORING REC ORD EE-17 BORING NO.
JOB NO.m.1 ngs n v #ATEX TABLE LAW ENGINEERING TESTING CO 162
DEPTM DE SC RIPTION COIE C1T ELEY. f.E M A ::S F T.0
S' 745.6
% o,3 "IUPSOIL AND CRASS Bag Sample 0 - 8.0 Feet Undisturbed Sample 3.5 - 4.5 Feet VERY STIFF RED BROWN SILTY MICACWUS CLAY 740.6 - N = 18 Undisturbed Sample 8.5-9.5 Feet STIFF TO VERY STIFF BROWN GRAY WHITE MICACEDUS SANDY SILT 735.6 - N=9 Undisturbed Sample 13.5-14.5 Feet 730.6 -N=9 Undisturbed Sample 18.5 -19.5 Feet 725.6 N* 11 O - N = 14 120.i
- N = 21 715.6
- N = 25 710.6 36.0 VERY STIFF 70 HARD GRAY BROWN BLACK MICACmUS SANDY SILT
- N = 25 705.6 40.0 LI Light HD Hard DK Dark BI Biotite GY Gray H0 Hornblende BK Black GRAN Granite MOD Moderately GN Gneiss Page 1 of 4 l O MED Medium CORE BORING RECORD BORING NO. NA-18 6
- JOB NO. CH 1065 N
- Y WATE# TJsLE LAW ENGJNEERING TESTING CO.
163
I DEMH DE SC RtP TION CORE bat ELEV. CEM A.'tKS F T. % SIZE 705.6 40.0 v VERY STIFF 'IU HARD GRAY BROWN BL\CK MICACEOUS SANDY SILT
-- N = 36 70.6
-- N = 31 695.6
- N = 26 690.6
-- N = 25 6R5.6
- N = 34 680.5 67.0 IIARD YELLOW BROWN VERY MICACEOUS SANDY SILT - N = 41 675.6
- N = 29 670.6 665.6 80.0 Page 2 of 4 CORE BORING RECORD BORING NO. NA 18 JOB NO. nr inn n ,
lb bjs ' Y WATER TABLE LAW ENGINEERING TESTING CO.
DEPTM DE Scit'P TION COIE C:7 ELE V. f;E" AEKS F T. % SIZE 665.6 80.0 O VERY SOFT ROCK (N0 RECOVERY) U o 84.0 660.6 SOFT MED CY AND BR GRAN GN BX 74 J int at 86.0 Feet 60 90.0 HAWTHORNE BIT - VERY DENSE CY SILTY SAND 650.6 645.6 104.0 QUARTZ VEIN 640.6 1%.5 VERY SOFT GY GRAN GN 108.0 , MOD HD MED GY AND BR GRAN GN ! 66 635.6 l BX 115.7 630.6 115 9 MOD HD DK GY BK BI H0 GN ED HD LI E ED W N GN " d*7M 116 1 118.0 SOFT DK GY BK BI HO GN FOD 11D LI TO MED GY GRAN GN 80 625.6 120.0 Page 3 of 4 h V CORE BORING RECORD BORING NO. NA - 18 JOB NO. CH 1063 N J' ' v FATEN TABLE LAW ENGINEERING TESTING C{.6 }
l 1 i O(PTH DE SC RIPTION CORE Sif ELEV. REW ARKS ) F T. % $32E 625 6 ' N D IID LI 10 MED GY GRAN CN I 122.2 FT DK W BK BI E Cri 123.1 80 MOD HD LI ID MED CY GRAN GN 125.3 620.6 73o Joint at 123.0 Feet VERY SOFT MED GY GRAN GN BX 57 Joint at 124.0 Feet 38 130.0 615.6 CORING TD.MIIRTED B O Page 4 of 4 CORE BCRING RECORD O 80 RING NO. !a 18
, JOB NO. CH 1065 N bjs v # Arts TABLE LAW ENGNEERING TESTING CO.
OSPTM DE SC RIPTION COIE af ELEY. REUAEKS F T. % SIZE 7g$,3 0 N = 15 Bag Sample 5.0 - 10.0 Feet VERY STIFF RED BROWN MICACBOUS 7 SLIGHTLY SANDY CLAYEY SILT '}- N = 20 _ N = 23 775.3
- N = 18 Undisturbed Sample 8.5- 10.0 Feet Bag Sample 10.0 -20.0 Feet 770.3 N = 17 18.0 765.3 N = 13 STIFF YELLOW BROWN MICACEDUS 22.0 Q VERY STIFF YELLOW V BROWN SLIGHTLY SANDY MICACEDUS SILT 760.3 N = 23 755.3 N =25
- l l
75 0.3-- N = 29 38.0 HARD YELLOW BROWN PINK MICACEOUS 40.0 "* LI Light HD Hard DK Dark BI Biotite GY Gray H0 Hornblende BK BLACK GRAN Granite Page 1 of 4
)OD Moderately GN Gneiss ON MED Hedium CORE BORING RECORD BORING NO. NA 19 JOB NO. m 1065 N
}hf bjs v v4 TEN TABLE LAW ENGINEERING TESTING CO.
O(PTH DE SC RIPTION CORE 887 ELEY. REMARKS
'I0. 0 5'ZE 745.3 HARD YELLOW BROWN PINK 41.5 MTEAN M RANmV ( f f 'r IIARD GRAY BROWN MICACEOUS SANDY SILT 74 0.3 N. 39 i
l 735.3 N - 45 730.3 - N - 44 725.3 N . 42 O 720.3 _p 67.5 DENSE YELLOW BROWN AND GRAY 715.3 N = 41 MICACEOUS SILTY SAND WITH S WE QUARTZ FRAGMENTS l 710.3 N = 35
;
1 80.0 705.3 _N= 36 Page 2 of 4
, CORE BORING RECORD O
bjs NA-19 BORING NO. jg} JOB NO. CH 1065N _ v serEN TABLE LAW ENGINEERING TESTING CO.
DEPTM DE SC RIPTION COIE Caf ELEV. REM A%KS 8 .0 705.3 O DENSE YELLOW BROWN AND GRAY MICACEOUS SILTY SAND WITH SOME QUARTZ FRAGMENTS 700.3 N = 40 695.3 690.3 1 AAS_1 101.0 DENSE SILTY SAND WITH THIN LAYERS OF QUARTZ l 680.3 105.3 DENSE YELLOW BROWN AND GRAY SILTY SAND WIIM SOME QUARTZ FRAGME! TIS 675.3 110.0 HB LI GY GRAN GN 112.3 112.8 D M ED W BK BI HO GN 500 Jokt at H2.0 Feet HD LI GY GRAN GN 670.3 POD HD DK GY BK BI H0 GN 118.3 120.0 665 3 Page 3 of 4 O CORE BOR:1:G RECORD BORING NO. NA-19 1L0 JOB NO. CH 1065 N IU/ bjs ( v warts TAsLE LAW ENGINEERING TESTING CO.
;
DEPTM DE SC AlPTION CORE Sif ELEY. REMARKS 4 ' 120'.0 665.3 HD LI GY CRAN GN 125.0 .660.3 FDD HD LI GT GRAN CN BX 100 130.0 655.3 CORING TERMINATED O Page 4 of 4 CORE BORING RECORD O BORING NO. R\ 19 JOB NO. CH 1065 N di- Y #4TE# TABLE 170 I. AW ENGINEERING TESTING CO.
DEPTM DE SCC 7 TION COIE SIT ELEV. f.EW A%KS
"* % SIZ' 742. 6 0
0.3 'IUPSOIL AND GRASS Bag Sample 0 - 4.0 Feet STIFF BROWN MICACEOUS SANDY Undisturbed Sample SILT 3.5 -4.5 feet 737.5 -N = 8 Bag Sample 4.0 -25.0 Feet 7.0 FIRM IO VERY STIFF BROWN US M N=6 Undisturbed SILT 732.6 Sagiple 8.5-9.5 Feet
- N = 12 Undisturbed 727.6 Sample 13.5-14.5 Feet Undisturbed Sample 18.5-19.5 Feet 722.6 - N = 13 Undisturbed Sample 23.5-24.5 Feet O 717.6 - N = 15
=r-
- N = 17 E 6_
- N = 16 707.6 37.0 DENSE BROWN GRAY WHITE N = 31 MICACEDUS SILTY FINE TO MEDIUM
#4 40.0 l LI Light HD Hard 36.0 Feet of 2" Plastic l DK Dark BI Biotice FiPe left in hole GY Gray H0 Hornblende BK Black GRAN Granite Page 1 of 3 MOD Moderately GN Gneiss O MED Medium CORE BORING RECORD
~
BORING NO. j[]
' JOB NO. CH 1065 N v warts TAstr LAW ENGINEERING TESTING CO.
bjs i
DEPTM DE SC OPT 10a1 COIE OT ELEY. C EC AT.KS
# #* % SGE 4o,o 702.6 41.0 DENSE BPOWN CRAY WHITE *1 MARD BROWN CRAY VERY MICACEDUS SANDY SILT
- N = 70 697.6
- N = 40/3"(refusal) i92.6
_ N = Refusal (27.6
- N = Refusal 382.6
- N = Refusal 67 7 . 6 N= Refusal 572.6
-N = Refusal 567.6 ;
77.C ED HD LI 10 MED GY GRAN CN 79,3 100 NX h inch ehear displacement l 90.( TD RD DE GY BK'BI HO CN 562.6 l i
*l MICACEOUS SILTY / FINE 10 MEDIUM SAND l
Page 2 of 3 l CORE BORING RECORD O1 BORING NO..NA -20 37 JOS NO. CH-1065 N 11 Y WATE# TAst.E LAW ENGINEERING TESTING CO.
DEPTM DESCCPTION COIE CCT ELEY, EECAIK5 86.0 -
'" 662 6 N DM E D G GRAN W 820 Joint at 80.0 Feet 100 85 Joint at 82.3 Feet 83.7 83.9 )OD HD DK GY BK BI HO GN 100 657.6
!OD HD LI GY AND BR GRAN GN
!0D HD DK GY BK BI H0 GN 8.8
!OD HD LI TO MED GY &BR GW GN 100 652.6 89.4 90.1 IOD HD DK GY BK BI HD GN 92.0 !OD HD LI TO MED GY GRAN GN SOFT DK GY BR BI HO GN 92.2
}OD HD LI GY GRAN GN 100 647.6 i
97.0
)CD HD DF GY BK BI 10 CN 97.5 740 Joint at 97.0 Feet 99.8 POD HD LI CY GRAN GN MOD HD DK GY BK BI 10 GN 642.6 100.3
}OD HD LI GY GRAN GN NX 104.6 105.7 ED HD _LI 10 MED GY BI HD GN 637.6_
106.1 POD HD LI GY GRAN CN 73" Joint at 104.7 feet
!OD HD DK GY BK BI H0 GN 95 106.9
)OD HD LI 10 MED GY GRAN GN ;
109.6 93 l 110.0 SOFT DK GY BK BI HO CN 110.2 POD HD_LI GY_GRAN GN 110.4 _ POD HD DK GY BK BI ll0 GN 630.6 MDD HD LI CY Gh N CN 112.0 CORING TERMINATED 627.6 Page 3 of 3 O' CORE BORING RECORD BORING NO. NA - 20 JOB NO. CH 1065 N bjs v #ATEX TABL E LAW ENGINEERING TESTING CO
DEPTM DEscRiPT 0's co:ECti ELEV. REW ARKS ) P T. Y' " 728.9 i 0 0.4 VERY STIFF RED BROWN MICACEOUS FINE SANDY SILTY CLAY 723.0 Undisturbed Sample 3.5-4.5 Feet 8.0 VERY STIFF BROWN MICACEDUS N = 16 FINE SANUY SILT 718.9 Undisturbed Sample 8.5-9.5 Feet 12.0 LOOSE BROWN CRAY MICACEOUS Undisturbed Sample SILT FINE SAND 13.5-14.5 Feet 713.9 -N = 4 Undisturbed Sample 17.5 STIFF BROWN GRAY WHITE 18.5-19.5 Feet MICACEOUS FINE TO MEDIUM SANDY N = 10 708.9 Undisturbed Sample SILT 21.0 23.5-24.5 Feet O VERY STIFF TO HAF.D MICACEDUS - N = 17 gL BROWN GRAY WHITE SILTY FINE 10 COARSE SAND
- N = 45 698.9
==-
_ N = 60 693.9 36.0 HARD DARK GRAY BLACK AND WHITE _ N = 30/1" (Refusal) 40.0 LI Light HD Hard DK Dark BI Biotite GY Gray H0 Hornblende BK Black GRAN Granite 20D Moderately GN Gneiss Page 1 of 2 O MED Meditna CORE BORING RECOR BORING NO. . NA-21 JOB NO. CH 1065 N { bjs v warra rasLE LAW ENGINEERING TT. STING' CO.
DEPTH DESCRIPTION CORE SIT ELEV. REMARKS F T. % SIZE 688.9 40.0 HARD DARK GRAY BLACK AND WHITE FINE SANDY SILT (DECOMPOSED HORNBLENI.? GNEISS) N = 20/0" (Refusal) 683.9
- N = Refusal 67R_4 53.5 FDD HD LI TO MED GY GRAN GN 55.1 673.9 55.5 SOFT E W N @
56.0 VERY SOFT DK GY BK BI ID CN F0D HD LI 10 MED GY GRAN GN Vertical Joint at 59.9 668.9 60.2 VERY SOFT DK GY BK BI 10 GN FDD HD LI 10 MED GY GRAN GN 100 61.7 62.1 ' FOD HD DK GY BI 10 CN 62.2 VERY SOFT DK CY BI 10 CN SOFT MED GY GRAN GN NX 62.4 62.7 SOFT DK GY BI HD GN 63.0 SOFT m W N W 63.5 63.8 SOFT DK GY BI 10 GN , l 64.0 # D C 64.2 >0D HD DR GY BI 10 GN 563._9_ 68.8 F0D HD LI TO MED GY GRAN CN 61 Joint at 65.0 Feet 70.6 FDD HD DK GY BK B1 10 GN 71.4 FDD HD LI 10 MED GY GRAN GN 100 71.5 VERY SOFT MFD CY CRAN CN 73.5 CORING TERMINATED 658.9 Not to scale Page 2 of 7 i CORE BORING RECORD O bjs BORING NO. NA-21 jI f/ )r JOB NO. CH 1065 N v rATEX TAsLE LAW ENGINEERING TESTING GO. , I 1}}