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App 2E of Rancho Seco PSAR, Soil & Foundations Investigation Rept. Includes Revisions 1-4
	ML19329E011
Person / Time
Site:	Rancho Seco
Issue date:	10/31/1967
From:	; SACRAMENTO MUNICIPAL UTILITY DISTRICT
To:	;
References
	NUDOCS 8004090577
	Download: ML19329E011 (54)
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APPENDIX 2E

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SOIL AND FOUNDATIONS INVESTIGATION REPORT

1.0 INTRODUCTION

The purpose of this soil and foundation investigation program was to establish the suitability of the site and to provide the basic criteria for design of a nuclear power plant for the Sacramento Municipal Utility District.

This report describes the drilling and sampling, laboratory testing and analysis performed in the evaluation of the engineering prop-erties of the soil and foundation at the Rancho Seco site.

The data developed from the program also provided the basic information necessary to satisfy the requirements of the Preliminary Safety Analysis Report (PSAR).

The drilling and sampling program began June 28, 1967 and was concluded August 25, 1967.

Preceding the drilling and sampling program, a geologic reconnaissance and mapping program was performeo by Bechtel geologists in consultation with Roger Rhoades, consultant geologist to Bechtel Corp.

Geophysical logging techniques were employed in the one deep geologic hole at the site.

These techniques provided useful information not only for obtaining a continuous geophysical log of materials with depth between fg sampling intervals, but also as an indication of changes of materials, t ( ')

density and firmness with depth.

Refraction seismograph traverses were also run in the general area of the proposed site with a portable seismic device.

An interpretation has been made between the velocities obtained and the densities or changes in-interpreted properties of materials with depth.

The locations of the seismic profile lines and the details and interpretation of the seismic survey as described in Appendix 20, Geology and Seismology.

The entire investigation program was under the supervision of Bechtel Corporation and the drilling was carried out under a subcontract with Boyles Bros., Auburn, California, and Myren Drilling, Sacramento, California.

Selected soil samples were tested by Soil Mechanics and Foundation Engineers, Inc., Palo Alto, California soils laboratory and supplemented by classifica-tion and other testing performed by SMUD'S soils laboratory facility near Placerville, California.

2.0 SUM >tARY AND CONCLUSIONS This' report summarizes the soil and foundation investigation program and laboratory analysis performed to provide the basic data required to estab-lish the suitability of the Rancho Seco Nuclear Generating Plant site.

The site investigation was performed concurrently with the geologic and geophysical investigations. The drilling and. sampling was carried out

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under subcontract with Boyles Bros. Drilling Company, Auburn, California j ds_)%

and Myren Drilling Company, Sacramento, California under the supervision 347 2E-1

of Bechtel Corporation.

The laboratory testing was performed by Soil Machanics and Foundation Engineerina Inc., Palo Alto. California supole-mented by testing at SMUD'S facilities near Placerville, California.

All laboratory testing was performed under the supervision and direction of Bechtel Corporation.

The results of the drilling and sampling and laboratory testing provided the basic technical data from which the foundation and engineering proper-ties of the soil were analyzed.

The following conclusions were developed from the results of the soil and foundation investigation program:

The soils are sufficiently strong to safely support the miclear con-tainment structure, turbine and appurtenent facilities.

4 The soils at the site can be categorized as dense-to-very-dense sandy silts, sandy clays and very dense sand with some gravel.

e Ground water was found at approximately 143 feet below the existing ground surface which is sufficiently deep to not adversely affect the soil or foundation at the site.

e The reactor containment structure, on a circular mat approximately 4I 35 feet below the finished grade of the plant, has an allowable soil pressure of 9,000 pounds per square foot based on settlement criteria.

Total settlements are anticipated as approximately 4 to 5 inches with differential settlement of less than 1.5 inches on the bottom of the mat.

All settlements will be elastic and comprised of rebound and recompression, e The turbine foundation will be a mat located approximately 10 feet below the plant finished grade.

The allowable soil pressure beneath the turbine is 5,000 pounds per square foot based on an estimated total settlement of approximately 1.5 to 2 inches and an estimated differential settlement of less than 1 inch on the foundatien mat.

e The remainder of the turbine and miscellaneous structures can be supported on spread footings.

All footings should be at least 4 feet wide and should be at least 5 feet below finished grade.

Post construction settlements will be minimal.

The auxiliary building can be supported on a mat at its present e

4 location of approximately 20 feet below finished grade.

Total settlements are anticipated to be 1 to 1.5 inches with differential settlements of less than 0.5 inch on the mat.

e The spent fuel storage structure will be supported on a mat approxi-4ll mately 6 feet below finished grade.

Post construction settlement will be minimal.

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f bg e Roads and paving can be designed for conventional flexible pavements.

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Based on an estimated California bearing ratio (CBR) value of 12 or less, a combined thickness of pavement and base of 10 inches is recommended.

The upper few feet of soil will be removed and the subgrade soils should be appropriately prepared and compacted.

The surface courses should be designed to be compatible with the antic-ipated design wheel loads.

e The use of conventional construction equipment is anticipated during the site excavation and preparation.

However, materials encountered at the site have been classified as hard-to-very-hard and some use of non-conventional equipment may be necessary, Erosion control measures should be incorporated in the site develop-o ment.

Appropriate slope protection and site grading should be con-sidered to inhibit erosion.

3.0 SITE DESCRIPTION The proposed plant site is located in Section 29 of Township 6 North, Range 8 East, approximately 25 miles southeast of Sacramento, California.

The tract of land purchased by the Sacramento Utility District for this project-comprises approximately 2,000 acres.

(~(f-s) ence in elevation of approximately 200 feet.

The main drainage pattern The terrain is open, rolling, grass-covered hills with the maximum differ-trends southwest.

Groundwater was not encountered in any of the soil borings, however it was located in the deep geologic hole, hole number 23, at 143 feet below ground surface.

4.0 DESCRIPTION

OF BORINGS Based on the boring logs, the foundation soils at Rancho Seco are predomi-nantly dense-to-very-dense sandy silts and sandy clays. The upper 3 to 10 feet of each boring consisted of sandy gravel with some silt.

Below this zone, a consistent increase in firmness, hardness, and density with depth is evident from the boring logs. An indication of the relative increase 4

in strength is shown in the tabulated unconfined compression testing results in Table 2.of Appendix 2C.

No loose soils were encountered in any of the borings. A light unit weight material, encountered in the upper portions of some of the borings, has been identified as a porous silt, composed of some glassy volcanic fine sand intermixed with wind-blown materials, all alluvially transported.

Drawing C-119-E shows the locations of the soil borings, the geologic test trenches and bucket auger holes. The logs of materials encount9 red in the soil borings have been summarized on drawings C-120-E,121-E, aM' 91225F2.

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The test boring closest to the final location of the major plant structures is boring 104.

In this boring, silty gravel was encountered to a depth of approximately 10 feet, underlain by poorly graded sand to a depth of approx-4 imately 20 feet.

Below 20 feet, silts and fine sandy silts were encountered to a depth of approximately 105 feet. At 105 feet, poorly graded fine sand was encountered to termination of the boring at 115 feet.

5.0 INVESTIGATION PROGRAM The drilling and sampling was carried out with the following equipment.

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Joy model 22 drill mounted on a Kenworth model 6-282 truck b.

Chicago pneumatic model CP-8 drill mounted on a Ford model 600 truck c.

Portadrill mounted on an International R-190 series truck d.

Bucket auger model 36 and 45 earth drill e.

Backhoe The soil sampling was carried out with a pitcher sampler, bucket auger and standard penetrometer split spoon sampler.

Drilling mud was not used in the soil sampling program.

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The pitcher sampler is 3-1/2 inches in diameter, 36 inches in length, and is capable of retaining a sample 2-7/8 inches in diameter in an inner brass or steel Shelby tube.

The inner tube of the sampler advances in front of the drilling bit affixed to the outer tube, and the sampler is pushed rather than rotated into the soil.

The relatively " undisturbed" samples obtained in the Shelby tubes were sealed top and bottom and trans-mitted to the soils laboratory for testing.

The bucket auger simply excavates the soil in a rotary motion and provides

" disturbed" samples.

Samples obtained from bucket auger holes were placed in sample bags and transmitted to the soils laboratory for testing.

The bucket auger provided holes of a large diameter in which field geologists descended and obtained a visual log sequence of materials encountered.

The standard penetrometer is 2 inches in outside diameter, 36 inches long, and consists of two semi-circular longitudinal sections secured by the penetrating bit on the lower end and the threaded drill sub on the upper end.

Samples obtained in the standard penetrometer spoon were not tested in the laboratory but retained for visual classification.

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. The penetrometer is driven 18 inches into the soil by a 140-pound free-g/T falling hammer dropping 30-inches on a collar on the upper end of the drill g

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rods.

The resistance to penetration of the standard sampler spoon was recorded for each 6-inch interval the sampler was driven.

The number of blows required to drive the last 12-inches is known as the standard pene-tration (n).

Standard penetration exceeding 50 blows is considered to be refusal for this investigation program.

Numerous backhoe trenches were excavated throughout the site.

Field geo-logists logged these backhoe trenches in the same manner as the large diameter bucket auger holes in addition to obtaining disturbed bag sampics for laboratory testing and evaluation.

6.0 LABORATORY TESTING Laboratory testing for the Rancho Seco Nuclear Power Generating Station was performed by Soil Mechanics & Foundation Engineers, Inc., Palo Alto, Cali-fornia and was supplemented by classification and identification testing performed at the owner's Pollock Pines facilities near Placerville, California. All laboratory testing was under the supervision of Bechtel Corporation, in consultation with the soil testing firm. All undisturbed samples obtained from the drilling and sampling program were transmitted to the laboratory and carefully handled to minimize sample disturbance.

Upon receipt at the laboratory, soil samples were appropriately stored to minimize moisture and chemical changes within the samples.

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Testing was performed on samples representative of the soils encountered m,

in the site investigation program.

The testing program consisted of class-ification and identification, and static strength test'ing.

Standardized testing procedures were utilized throughout the program.

The results of these tests provided a quantitative definition of the engineering proper-ties of the soil and foundation characteristics at the Rancho Seco site as well as the basic data required for the design of the facility.

Details of the specific test procedures, techniques and tabulation of test results are found in reports by Soil Mechanics and Foundation Engineers, 4

Inc. dated Sept. 15, 1967 and Nov. 17, 1967 which are appended to this report.

7.0 BASIS OF ANALYSIS AND EVALUATION This evaluation of the soil and foundation of the Rancho Seco site is based on the combined results of the field investigation, laboratory test-ing, and a semi-empirical approach which has been evolved from the observed performance of structures correlated with standard penetration testing. The standard penetration blow counts were used in the conventional manner described in " Soil Mechanics in Engineering Practice," by Terzuhi and Peck. jT The standard penetration is an approximate measure of the relative density ) of sands and the compressive strength of clays, both of which are related t to bearing capacity. Amendment 4 2E-5

Also, settlement computations were performed analyzing the foundation deflection over a uniform area with a uniform applied pressure. The loads resulting in the maximum tolerable settlements were considered to be the allowable soil pressures for that particular structure. 8.0 DISCUSSION AND RECOMMENDATIONS The current plant configuration has established the plant finished e grade at elevation 165 requiring the excavation of 10 to 20 feet 4 of material at the site. Die foundation for the reactor building has tentatively been established at approximately 35 feet below the plant finished grade, e The turbine generator foundation will be located on a mat at approximately 10 feet below finished grade of the plant. Miscellaneous buildings such as the shop warehouse and administra-e tion building can be carried on spread footings just below the finished grade of the plant, The relatively lightly-loaded cooling towers can probably be e supported on spread footings and common excavation is anticipated for the canal. Roads and parking areas will be designed in a conventional manner. ) e A 10-inch minimum thickness of base and paving will be required. Prior to placing the base course, the foundation soils should be appropriately prepared to obtain the required compaction. Site grading can probably be performed with conventional heavy e construction equipment. 8.1 REACTOR FOUNDATION The foundation for the reactor structure has been established at approxi-mately 35 feet below the grade surface. The soil encountered at this 4 depth in boring 104 is classified as a dense silt. Below this depth in boring 23, the deep geologic hole, the material becomes more dense and indurated and is geologically classified as a siltstone. 4l The ultimate strength of the dense silt beneath the relatively wide foundation of the containment structure is quite high, based on laboratory shear strength. In cases such as this, the load which will result in the maximum tolerable settlement is considered to be the allow-able soil bearing pressure. There will be immediate elastic settlements comprised of rebound upon excavation and recompression upon application of the total loads. A cir-cular mat is proposed for the nuclear containment structure. Based on settlement analysis of the structure, an allowabic bearing pressure of j 9000 pounds per square foot is recommended. 352 2E-6 Amendment 4

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Docket 50-312 Amendm nt No. 4 SOll mL lpg gg 'L IDS June 30, 1968 and FOUNONION fX ENGINEERS Inc. GI November 17, 1967 Project 2111 Bechtel Corporation P. O. Box 58587 Los Angeles, California 90050 Attention: Mr. Edward Rose
~~Subject:~~
Supplementary Report of Laboratory Testing Rancho Seco Nuclear Generating Station, Unit No.1 Sacramento Municipal Utility District Gentlemen: The results of our laboratory investigation on the Rancho Seco project for the appropriate engineering properties of the soil samples recovered from Drill IIoles 104,105, and 106 by your field forces are appended. The testing pro-gram, carried out according to our agreement of July 10, was similar in scope and test methods to the first phase of the laboratory testing, the results of O) which were forwarded to you September 15, 1967. (x,i LABORATORY TEST PROGRAM The samples were contained in Pitcher Tubes of 2.875 inch diameter and were picked up by us at the Pollock Pines Office on September 15, 1967 and trans-ported to our Palo Alto laboratory for sorting and logging. After receipt of samples, the test schedules were set up through discussion with your firm and the writer and formalized in your letter dated September 20, 1967. Some deviations from this proposed schedule were necessary due to soil varia-tion encountered when the actual testing program commenced. A summary of the laboratory tests performed is shown on Table A. LABORATORY TESTING PROCEDURES All laboratory testing procedures, except for the one-dimensional consolidation test, were identical to those discussed in our first report to you dated September 15, 1967. The only change in procedure for the consolidation test was the per-formance of a rebound stress loop piror to the most probable preconsolidation pressure so as to better define the recompression characteristics of the samples . f'% MJ 011
Bechtel Corporation 3 November 17, 1967 j Project 2111 Page 2 tested. Hence, the specimens were loaded to 4.0 kaf, rebounded to 0.5 ksf, and then reloaded to 64.0 ksf. The standard load-increment ratio of 1 was used for all loadings except that of the final rebound which was accomplished with the usual load-decrement ratio of 4. DISCUSSION OF TEST RESULTS The soils tested rdnged from silts of moderately high to low plasticity to well graded medium sands. Material similar to the elastic silt discussed in the first phase of the laboratory investigation was encountered only in Hole 104 at 60 to 62 feet depth during the present investigation. The consolidation tests indicate that the soils tested are relatively incompressible for loads below the most probably preconsolidation stress, since recompression indices of between 0.003 to 0.027 were obtained for the five consolidation tests. In general, the materials tested do not remember their stress or geologic history very well; how-ever, it is our opinion, after interpreting the available field and laboratory data, that a stress of approximately 10 ksf above the existing overburden pressure has occurred S at the project site. The triaxial shear tests (consolidated undrained with pore pressure measurements) resulted in an effective angle of shearing resistance of 37.5 degrees and a cohesion intercept of 5.5 psi for the column of material tested in DH 104 between 15 to 40 foot depth. The second envelope, which was an attempt to determine the strength param-eters for the deeper soils, was not completely successful due to the substantial varia-tion of plasticity indices of the tested soils. Very truly yours, SOIL MECHANICS and FOUNDATION E GINEERS, Inc. 1 i t J4hn V. Lowney JVL:vs 15774 Enc. O S0llMECHANICS and f0VNDAll0N ENGINEERS lac 012
~ i, ("N s t V Bechtel Corporation September 15, 1967 Project 2111 Page 3 the soils in their natural condition, drying them in an oven maintained at a temp-erature of 105 C. for about 24 hours or until a constant weight was attained. The oven-<lried samples were then weighed and the moisture content calculated as the percentage of the weight of contained water to the weight of the oven-dried soil. The results of the water content determinations are presented in Table 1 Dry Density -Dry density determinations were obtained by accurately measuring the volume of the specimen, weighing the specimen after it has been oven dried and calculating the unit weight. In general, though, the dry density was not calculated /q upon the measurement of the total volume of oven-dried material but upon a meas-kJ urment of the total weight of original undisturbed material extruded from a con-tainer of known volume from which a small representative portion was removed for a moisture content determination. The dry density of the total sample section was thereby computed. The results of the dry density determinations are pre-sented in Table 1 Gradation Analysis - The grain-size distribution was determined in accordance with' ASTM Test Designation D422. Soil samples were soaked in water with a dispersing agent for at least 16 hours and then washed through a No. 200 sieve. Mechanical sieve analyses were performed on the sample retained on the No. 200 sieve and hydrometer analyses were performed on the material passing the No. 200 sieve. Results of the gradation analyses are presented on Figure 1, Sheets 1 and 2. (3 013 \\m,! SEREIANs alIIIIIslII EINIEEISin +- g y -yy ---.7 p-- g-
Bechtel Corporation September 15, 1967 Project 2111 Page 4 Atterberg Limits - Atterberg Limits determinations on some of the finer grained soils were performed in accordance with ASTAI Test Designation D423 (Liquid Limit) and ASTM Test Designation D424 (Plasticity Index). The results of the Atterberg Limits are shown plotted on the Plasticity Chart, Sheets 1 and 2 of Figure 2. Specific Gravity - Specific gravity determinations were perDrmed upon spc-cified soil samples in accordance with ASTM Test Designation D854 to aid in the evaluation of the low-density surface soils. Results of the specific gravity tests are presented in Table 2. LABORATORY TESTING PROCEDURES - MECHANICAL PROPERTIES j Specific samples were selected for mechanical property determinations such as consolidation, shear strength, and permeability both on the basis of the results of the physical property determinations and because of their location with re-spect to a proposed structure. Consolidation Tests -Undisturbed specimens extruded from the tube samples were carefully trimmed and tested in the consolidometer under one-dimensional consolidation to determine the consolidation characteristics of the soils. Spec-imens were trimmed into a 2.5 inch diameter,1 inch high, consolidometer ring. Vertical loads were applied instantaneously in increments such as to produce a load-increment ratio equal to one (applied load equal to existing load on consoli-dometer). Prior to setting the strain dials and commencing the test, a slight e: s SillMECllANICS as mons'. 014 ElllNEERSlac
) '%J Bechtel Corporation September 15, 1967 Project 2111 Page 5 seating load was applied so as to minimize the effects of any surface dis-turbance resulting from trimming. The specimens were saturated with water at applied loads generally between 1000 to 2000 pounds per square foot, and any concomitant consolidation or swelling was noted. Specimens were loaded up to a maximum pressure of generally 64,000 pounds per square foot so as to produce a relatively straight-line virgin compression curve; rebound was in decrements such that each re-maining load was equivalent to one-fourth that of the previous applied load. (i.e., three-quarters of the load was removed for each decrement). Loads were usually applied for periods of 24 hours. The consolidation test results in the form of void ratio-logarithm of pressure curves together with the corresponding time-compression curves are shown on Figures 3 through S. Triaxial Shear Tests-Consolidated undrained triaxial shear tests with pore pressure measurements were performed on certain undisturbed samples of 2.875 inch diameter specimens. The height to diameter ratio of all speci-1 mens was equal to or greater than 2.0. The specimens extruded from the tubes were cut to the desired length, weighed, measured, placed in the triaxial cell ,) i and encased in a thin rubber membrane. Before the specimen was completely sealed, all connections were made and all mummus 015 maussu BIEB8IK
Bechtel Corporation September 15, 1967 Project 2111 Page 6 lines were filled with water. The chamber was then filled with water. A con-trolled internal back pressure of 70 psi on the pore water-air phase and a slightly greater chamber pressure was applied in increments. A slight gradient of water was introduced between the ends of the sample to achieve saturation which was accomplished generally in one to three days. The use of a back pressure caused a general dissolution of air entrapped in the water thereby permitting a high de-gree of saturation to be obtained. Preselected chamber pressures were then applied. The difference between the chamber pressure and the internal back pressure was maintained equal to the de-sired effective consolidation pressure; a condition of equilibrium was re: ched generally under three days. The sample drainage lines were then closed and the pore pressure measurement device (transducer) was attached. The sample was then loaded to failure using a constant rate of strain of 0.0025 inches per minute (5 to 7 percent per hour) resulting in shearing periods of from two to three hours. Because the samples were occasionally of insufficient length to obtain many tri-axial specimens, one specimen was retested in a second stage at a higher effec-tive consolidation pressure. The stage testing was accomplished by first con-solidating the specimen under the procedures outlined above, then loading the ~ specimen unil failure was achieved. The specimen drainage lines were then re-opened, the effective consolidation pressure was adjusted to the second stage 016 SOllMECllANICS l adFOUNDAllON EN6lNEERS Inc.
, D, Bechtel Corporation September 15,19G7 Project 2111 Page 7 pressure by increasing the chamber pressure, and the sample was allowed to consolidate until internal pressure equilibrium was again established under the higher chamber pressure. The drainage lines were then closed,a transducer was attached to measure the pore pressures, and the specimen was again loaded to failure. The maximum effective principal stress ratio was used as the failure criterion which would best define the shear strength. Mohr circles, based on the above failure criterion, are shown plotted with the total and effective stresses acting on the specimens at failure. ) As requested, besides the Mohr circles for total and effective stresses, the obliquity or principal stress ratio-strain curves, the stress-strain curves, the pore pressure-strain curves, and initial and final water contents are shown on Figure 9. Permeability Constant-head permeability determinations were performed on undisturbed specimens in the triaxial cells prior to consolidation and shear but with the appli-cation d an internal back pressure. Hence, the permeability values are expected to be realistic and relatively unaffected by the presence of air, since most of this would have been forced into solution. The results of the permeability tests are shown on the summary sheet for the triaxial shear tests, Figure 9. 017 .fM W_J mtusmus udFIINEIII EINEE18IK
Bechtel Corporation September 15, 1967 Project 2111 Page 8 DISCUSSION OF TEST RESULTS The soils tested range from clayey silts (ML) to silty clays (CL) of low to mod-erate plasticity. One sample at ten foot depth in DH 101 was found to be an clastic silt (MH), perhaps loessial in nature, and swelled slightly under a con-solidation load of 2000 pounds per square foot. Also, this sample was found to be of low unit weight, composed of particles mainly of silt size but having a relatively normal specific gravity (2.78). Hence, a porous soil structure is indicated. Further observation using a stereo binocular microscope also indi-cated an open structure, lacking in any preferred orientation or layering. How-ever, a thin section examinntion did not reveal a porous structure. With the evidence at hand, we do not believe that the material is loess but suggest further study if greater quantities of this soil are encountered. The consolidation tests indicate that the tested soils are relatively incompres-sible for applied loads below the preconsolidation stress. Hence, the movement to be expected below tbese stresses will be due to recompression. Virgin com-pression would be expected above these values. The preconsolidation is probably due to dessication and erosion of overburden. Also, the soils were found to be l fairly clastic: (a) the time-compression curves were found to be rather linear in shape and (b) the stress-strain curve data obtained in the triaxial shear tests were straight over substantial portions of the curves. ~ The permeability values are more or less in line with what would be expected i for these relatively impervious materials. l { l The triaxial shear tests, consolidated undrained with pore pressure measurement, 1 018
Bechtel Corporation September 15, 1967 Project 2111 Page 9 resulted in an effective angle of shearing resistance of 32 degrees and a cohesion intercept of 15 psi for the column of materials tested in Drill Hole 101 between 10 and 70 foot depth. An unusual uniformity in strength results was achieved, as can be seen cn the Mohr circle plots by the tangency of the envelope to the circles. In keeping with their presumed elasticity, the soils are believed to be of a brittle nature as judged by the low strains at failure (about 2 to 3 percent). No unusual properties were found during the testing program other than the light weight, elastic silts, as noted above. Very truly yours, \\ SOIL MECHANICS and FOUNDATION ENGINEERS, Inc. N-t) ,/J6hn V. Lowney i RE15774 l JVL:Jw Enc. i '( n 019 v i
Table 1 RESULTS OF NATUP_^.L TvATER CONTENT AND DRY DENSITY TESTS Natural Natural Sample Water Dry Sample Depth Content Density Hole No. (ft. ) (%) (pcf) 101 10-11.6 48.3 74.0 20-22.0 25.0 90.2 29.3 28.4 87'7 30-31.4 24.5 92.6 40-42,2 21.8 26.7 91.6 50-51.8 23.3 74.2 22.9 85.3 27.6 94.3 60-62.0 26.5 80.4 25.0 92.1 70-71.5 18.0 94.4 80-81.3 28.7 94.O i ./ 92-94.5 17.6 5.4 111.6 102-103.8 29.7 26.3 87.3 112-114 16.2 22.7 92.2 103 15-17 35.8 86.5 25-26 31.1 83.1 37-38.4 28.0 84.0 45-47 25.9 73.0 20-22 14.1 81.4 18.8 104.3 40-42 27.7 84.2 60-62 19.6 77.7 020 $ Project 2111 September 1967 Table 1
TABLE A J ~
~~SUMMARY~~
OF LABORATORY TESTS PERFORMED a NOTE: The letter and/or number presented belos each test type ref ore to the table or figure number of Appendia 5 en which the test date le presented. LABORATORY TESTS PERFORMED HOLE OEPTH EE 5 EU UU EU f E ~ um =0 30 30 ll: 2; NO. u,, 3 (FEET) gg gg og _g
== a g g E3 25 C5 E.E E E 5 m = = o o 104 30-32 T-1 F-1 F-1 F-2 F-8 40-42 T-1 F-1 F-1 F-2 F-8 60-62 T-1 F-1 F-1 F-2 T-2 F-3 F-9 80-82 T-1 F-2 T-2 F-4 90-92 T-1 F-1 F.-1 F-2 F-9 110-112 T-1 F-1 F-2 105 15-17 T-1 F-1 F-1 F-2 F-8 30-32 T -1 F-1 F-1 F-2 T-2 F-5 55-57 T-1 F-1 F-1 F-2 T-2 F-6 70-72 T-1 F-1 F -1 F-2 T-2 F-7 F-9 90-92 T-1 106 10-12 T-1 F-2 20-22 T-1 F-2 32-34 T-1 F-1 F-1 F-2 60-62 T-1 F-2 70-72 T-1 F-2 80-82 T-1 F-2 90-92 T-1 F-2 100-102 T-1 F-2 o .( s., Project 2111 Table A SOIL MECHANICS and FOUNDATION ENGINEERS, Inc. 021
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n- -= T SUl&ARY OF L ABOR ATORY TEST DAT A A""Bh5 DIRECT SHEAR m UNIFIED P,9 [!j Soll NATURAL NATURAL L10310 PLASTIC 11Y UNCONFINED TEST RESULTS HOLE DEPIM 3 AMPLE DESCRIPfl0N CLAS$1F1-WATER ORY LIMIT INDEI SHEAR NORMAL SHEAR CAT 10N CONTENT DENS 11Y STRENGIN SIRESS STRENGTH N3 (Iset) SYMBOL (s) (pcf) (s) (s) (psf) (est) (ost) 7 104 30-32 SILT, Medium brown slightly sandy ML 24.0 91.7 38 8 40-42 SILT, Light brown ML 23.0 91.0 34 4 60-62 SILT, Light brown with trace of Mg ML 32.8 74.9 47 6 m 80-8? SILT, Light brown fine sandy ML(NP) 19.5 86.6 NP NP NP NP M 90-91 SAND, Mottled brown medium SW 17.0 91-92 SILT, Medium brown fine sandy ML 23.7 98.0 38 3 110-112 SAND, Gray well sorted fine SW 13.0 79.2 NP NP 105 15-17 SILT, Light brown slightly sandy ML 32.8 82.3 37 5 30-32 SILT, Light brown olightly sandy ML 32.6 82.9 41 7 55-57 SAND, Light brown silty SM(NP) 14.9 89.8 NP NP 70-72 SIY,T, Light brown fine sandy ML(NP) 27.4 82.6 NP NP 106 10-12 SILT, Medium brown slightly sandy ML 27.8 73.2 47 3 20-22 SILT, Light brown slightly sandy ML 28.3 85.2 43 4 E 32-34 SILT, Medium with trace of Mg ML 23.8 96.5 36 3 N 60-62 SILT, Medium with trace of Mg ML 30.1 89.3 42 6 er 4 70-72 SILT, Medium dark brown sandy ML 20.3 95.5 33 5 G' 80-82 SILT, Light brown slightly sandy HL 29.2 84.4 40 3 m 90-92 SAND, Gray-brown silty SM(NP) 20.3 97.4 NP NP C'.) 100-102 SAND, Gray poorly sorted silty fint SP 12.4 92.1 NP NP N N O O. O> \\
O \\'O TABLE 2 SPECIFIC GRAVITY RESULTS i t Hole No. Depth Specific Gravity (ft.) 104 60-62 2.69 104 80-82 2.68 105 30-32 2.77 I 10 5 55-57 2.70 105 70-72 2.67 i i 10 023 ' Project 2111 November 1967
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/, PLASTICITY CHART () 60 50 .y [ [ C g 30 r G 20 CH or CL / un 10 CL OL 7 A ----EsNga;:w' e e 7 0 0 10 20 30 40 50 60 70 80 90 100 LIQUID LIMii (%) O) i'o PLASTICITY DATA UNIFIED !0IL LEY N0LE DEPTH LIQUID PLA$ilClfY cLAggi. $YM80L NO Lluli INDEX FICAfl0N (fett) (*1 (%) SYMBOL O 104 30-32 38 8 ML e 104 40-42 34 4 ML e 104 60-62 47 6 ML 104 80-82 NP NP SM(NP) e 104 90-92 38 3 ML 104 110-112 NP NP SW 4 (f') v [ Project No. 2111 N ver' M7 Figure 2, Sheet 1 SOIL MECHANICS and FOUNDATION 5NGINEERS, Inc. g
PLASTICITY CHART 60 l i 50 i + +y [ [ U = 30 r G 20 OH or CL / MH 10 CL OL 7 XLii ?[mff d' ML 0 0 10 20 30 40 50 60 70 80 90 10 0 Ll0Ul0 LIMIT (%) O'/ PLASTICITY DATA UNIF!E0 $0ll REY N 01.E DEPTH LIQU10 PLASTicifY CLAS$1-SYMBOL NO Lluti INDEI FICAfl0N (fest) ( *. ) (%) $YMBOL O 105 15-16.8 37 5 ML e 105 30-32 41 7 ML 105 55-57 NP NP SM(NP) 105 70-72 32 NP ML(NP) O Project No. 2111 November 1967 c. s SOIL MECHANICS and FOUNDATION ENGINEERS, Inc. Figure 2, Sheet 2
t I ( TIME-COMPRESSION CURVES E f L @4 _ - @d-t-1 r'k-Ftalll3 1-14~H!il! 1-1-etW1 J ,. _ -Q--h-c x + . 7.. R.. % 1 . l a-4_-. l _L-j_;.._____y-f _ p g, ; p -v -};" j__ {_._.,,.. .y_. 4 4{ L_p{. j_.{ { j_ _ .4-_t.LL e_ -7 7.-t_. 7._.._.. .. _7 7 0.01 .jQ. LL 44 y__..q_h d_ - hj.L ;;7_4_yf j I + + _ j_ _ j_4_ 44-i 1.25 II 1 I f-~f'Yf i bi-t-N!l i t m-i i i i r,i i tmi i, ii.. IIN ! f i 7h IfI t ' ! !i ili N_. ._ 'i!1 ! !_111 i i+ bt tb1-l ' At! _ - -fdi ! ! i liitt i h'i,, i-'-t ti i i ii'; i i i 0.02
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~~0. I T illE, IN MINUTES n~~
~~CURVE PftLS50RE JNGR(MENT _l0FSPECIMENTan SILT nith trace of manganess (ML-.MH) 0ESCRIPitCN wU NO. TROM (KSFi 10 (R$F ) nh _@.~~
~~2. 0 4.0 STRATUM DESIGNAil0N INiilAL DRY DENSlif (Ocf)~~
~~"x " _Q 4.0 8.0 LIQUl0 llMlI ill) 47 FINAL DRY DENSITY (pct) 5 5_, _ C_. 8.0 18.0 E PLA$flC LIMlf (PL) Of AMETER OF SPECIMEN (inches) o 41~~
~~x er~~
[g, _PL ASilCI TY INDEt (PI) U 16.0 32.0 6 g INITI AL IHICK.0F SPEC. (inches) -w MS _ k N ATUR AL]A ER CONTENT % (m) ] INITIAL WATER CONTENT 4 g{ 32.0 64.0 0 " LIQUl0ITY INDEI s -P L r" FINAL WATER CONTENT % ._ h_ o e g O LL-PL - 0.53 lNITIAL DEGREE SATURAil0N % M _l g SPECIFIC GRAylfy (G) y,gg l FINAL DEGREE SATURAil0N 4 )
PRESSURE-VOIO RATIO CURVE ( L _L -- .~._._._.. }-

+

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I iii i i i! I i I - i .I I 4_ !, }_i i ! O ' 1 1._ L-- H_ { - __-.__.___ {_ L_j_ _bl!p._Q,_p_a_Li1 l 4 L.t j_.l l ', _. _L_.4_1{ i_p4 {.q{ ' l l 1 I s 'I - ' l! __{ L._h { .. _+w{!, j -_ l_ {_..-_i_ p_}_ j j }}._ p 7 ;'.L L 44._, M __ 4 t ,_ {__. -, _ } _ p {-t-b - ---t- ^ t ._m,
~~; ; 1 h-h-t T 7~~
t-H-t-- -----H --t-t t t f-t + t-v e f-M, * - i : i f SAMPLE WAS SU8aERGED AT 1.0 ksf. REBOUNDED ?f-- - t-t-+ t-- " -. -t -{+---{. - - I - ;9 i ' TO 0.5 kst FRou 4.0 kst. THEN RELOADED. L! '._t ( A STRESS-lNCREMENT RAll0 0F l.0 WAS USED._-p_. { 4-_[' L. ' j ' u_ ' ' ' ' _t } i _ t .-- E _ L l1 L FOR ALL LOAD INCRE ASES UP TD 84.0 kaf.) f -{- 1 1 1 11 ~ h.__ , 1 i I,II I I,, Ef I IIt i i i I ! ! 1 ! iI I k1 i 0.1 0.2 0.5 1 2 5 10 16 32 64 I PRES $URE. IN KlPS PER SQUARE FOOT (RSF) k h, 104 60-62 14.9 iMill AL Wolo R Afl0 (e,) 1.238 CouPRESSION INDEX (C,) )0.8 FINAL Wol0 Rail 0 (e ) 0.63 g 1.046 UELLINGlNDEI(C,). RE80iMD FROM e : 1.004 0.035 2.5_0 OST PR08A8LE PRECONSOL. STRESS TAst) IfMIQL Pf 26 COEFFICIENT OF CONSOL. (C ) cm j,,,, 2 c 1 Aggg EXISilNG OVER8URDEN STRESS (Esf) REC 0mPRES$10N INDEI (C,) p 0.008 [E MEC m n RANCHO SECO NUCLEAR c0NS0Ll0 Ail 0N TEST SAMPLE _LL GENERATING STAfl0N. UNIT I NO. I 7: peosget so. enig gesens no 91.9 b!b Pato atto enarregg catie. 2111 .N0Y Mc7 FIGURE 3 5 ( rh.
TIME-COMPRESSION CURVES 1-14Hf H! l-F41-HH1 WI e@ I 1 I r 1-HMHl ?r _g _y a [__% e p.+ pg _ t _ - pu n. %n L = r. m.. g L.._. .. _. _. _ ___11_. }_. _._4-. J i _ -. 1 L tit L g .l _;f - c 1 H -7 p_ i _.pv p+q_ -t-i _'__1} t14 i r .-_ _h_p'!lfHr H-tr ,,23 .__%_ } _[_..__4}' j p._ [411p_ -- t--
~~-7 ft i~~
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~~1. 2 f-~~
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~~i. di FtH 1~~
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! l l j4 4-l l i! i i i ii1: i [i i I t i i._ '! - ! !e e: ! ' ! : 7, 1 H,7!+[. } 0.95 }__ _; ~ NO .__L.44._1 1,__ p1 L_ ' l 4 ppyf ---p4L --y - _4--- Lp j ! r_y__4_+l Lp { , -_.t-;-H l rt 777 - t-3 -l l l! Il l ! !!ll -hl l ll N .I! M
~~10. 0 0C' " '0.01 0.H 1.0 10 100 1000 O. t flME. IN MINUTES CURVE PRLSSWRE INGREWENU DESCRIPTl0N Tan SILT with tr ace of manganese (ML MH) m l*,~~
NO. 7 ROM ( KSFi_l 10 (KSF) 10F SPECfMEN INITIAL ORY DENSITY (pci) STRATUM DESIGNAtloh =g _Q 2.0 4.0 FINAL DRf DENSlfY (pcf) LIQUID LIMIT (LL) 47 J 4.0 8.0 DI AMETER OF SPECIMEN (inches) ~" o PLAsilC Lluli (PL) 41 E, gr 5 5_.,,__@_ 8.0 16.0 INiil AL IHICK.0F SPEC. (inches) = h _PLASilCITY INDEI (PI) 6 -b _Q 16.0 32.0 WIIh M WM ' yh __R f__Mf f hh f _ I N D E K==.-PL 32.8 g{ 32.0 64.0 r" FINAL WATER CONTENT % 5" L 1001 D i f Y o 5,8 - 0.53 lNiflAL DEGREE SATURAilCN % gh_ ] O LL-PL _SATVRAfl0N 4 1 _._ FINAL 0[GRf[ SPECIFIC GRAVlif (G) L gg e j. h es ]
PRESSURE-V010 RATIO CURVE 'I L. 3 t_.._{ - - - 1J-.-- ' ^ T-~~~._--.f - i, . - f__._.. _.-.... . p. I / N -..-_{. y j- .3 y y.- ,i ,. - g g i is 0 i +- i. 3 i I i 3 i _t i i i 1 i A -( l f l I?--F ]. U 0!! s i _j -b 'N l i' i i i N L : b-l' N i n i i I n 13 A T g n 1 -M ll \\crt l-t -n e e 2 th I i I 3 i l l1 b } _1__ l! l -i i t .I n a li il [{ ll ._._1__ .I i3 Ii 1 i i i i ig vi i .i i O g! j i i i 3 ~ w e i j_ _ l i t.- {_ g _._.7_ r i, is 't 'I i . ! i i t i i i i i . i 1, I i I i r t l ! ? II 1 i .I
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i

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.ii g . i...i i N t I I L b T I i i ig.i w ti _ si i. r i. ii i i.i e ~ .I I i i ii i ii . 4 i i 3 I i i ll l { j----- _..} __j_ {t { j 'j l( "H t-H 4 i ii+ EHH -H ! M+ d j l l l l -hb M b bb 4._~._. 9 I N I Li i !I i 1 .pi ! 1 1 E: SAEPLE WAS SUBMERGE 0 AT l.0 ksf. REBOUNDED i' i ~ ~"--h--bk- - ~ h t i 't 1-i'i 10 0.5 ksf FROM 4.0 ksf. THEN RELOADEO. I I t _E !._ _ p4L ( A STRESS-INCREMENT RATIO 0F 1.0 WA! USEO lk _ l i FOR ALL LOAD INCREASES UP 10 84.0 haf.) --I i 5 i i l t i i i i ii i i iii i i i i ii i ! ! 0.1 0.2 0.5 1 2 5 10 16 32 e4 PRES $URE. IN KtPS PER SQUARE FOOT (RSF) rM 0 6h k 104 ft COMPRESSION INDEI (C,) 0.63 INiilAL V010 RATIO (e ) 1.238 74,9 REBOUND FROM e = 1.004 0.035 80.8 M AL V000 RAT 10 (e ) 1.046 SWELLING INDEI (C,).... t Pf 26 COEFFICIENT OF CONSOL, (C,) cm /sec. _ 2.50 uggt c RECOMPRESSION (NDEX (C,) 0.008 EIISTING OVERBURDEN STRESS (Ast) p }i 5.3 J J10!1 SYMBOL o SAMPLE a s~ WQHQ CONS 01.IDAT10N TEST RANCHO SECO N'. CLEAR NO. JS. ;t li W FOUNDAllu cENERAriNa SrATiON. uNir i ....i..... 5 klh!! N!$ N$. PALS atfC 'M3ffice cator.
~~ttg nay ggt 7 FIGURE 3 93.9~~
4 l o PLASTICITY CHART B0 50 w / E c/ 30 r i / 20 CH = or CL / un OL 10 CL 7 l'IM_L _(M[ -~ R e o Q o 0 i 1 0 10 20 30 40 50 60 70 80 90 100 Ll0010 LIMli (5) PLASTICITY DATA UNIFIED REV MOLE DEPTH LIQUID PLA$ilCliY CLAS$1-SYM606 NO LIMli INDEI FICAll0N (feet) (t) (%) SYMBOL O 106 10-12 47 3 ML e 106 20-22 43 4 ML Q 106 30-32 36 3 ML e 106 60-62 42 6 ML 0 106 70-72 33 5 ML G 106 80-82 40 3 ML 106 90-92 NP NP SM(NP) 106 100-102 NP NP SP }} ,7 Project No. 2111 November 1967' e SOIL MEC11ANICS and FOUNDATION ENGINEERS, Inc. Figure 2, Sheet 3
4 ( \\ PLASTICITY CHART 60 50 +y / C r 30 DM 20 or CL / un QL 10 CL 7
~~:regey/ s",*. o 0~~
0 10 20 30 40 50 60 70 80 90 100 LIQUID LIMIT (t) PL ASTICITY DATA UNIFIED IL E Y MOL E DEPTM Ll0010 PLASTICITY clg$3l. SYMBOL N0 LIMIT INDEX FICATION (fest) (%) (%) SYM80L O 106 10-12 47 3 ML e 106 20-22 43 4 ML G 106 30-32 36 3 ML e 106 60-62 42 6 ML 0 106 70-72 33 5 ML 106 80-82 40 3 ML 106 90-92 NP NP SM(NP) 106 100-102 NP NP SP .. 034 \\ 3 Project No. 2111 November 1967. N 2 E j SOIL MEC11ANICS and FOUNDATION SNGINhERS, Inc. Figure 2, Sheet 3
r Tide-COMPRESSION CURVES 0'0 I_._ -._1h I 'l l__.._ - _ _ _.. - - -.----...-..1 7-- 3 _9 4-F; }-.q .~ g __. ,t _.yN y - ,,,6. o. ,y 77 Jl.11 _qq 7 4.- 4 g 4 .]1 I_u.- a_ _ _ I x _2 J4 y -} h _ 4._ %' I M !{} 2_._4.4 - I I I I . 4._ -i-Q. b 0.90 0.005 . - ___g I .A i d:m j ij N" i g i ii D-M M i g gg .m, m. i 7;_ - a 4 - l r4 k l i i i I O.010 0.88 l l d"TI-... ..q--.Q g ._4 i; X 0.87 1 ih I! i ~ I i _ y-_j 0.015 ~ ..p } gg-- i i Ui i 0.86 i i A i I .N 4 i T ^ l l b-l! 8 ~ 0.85 o i !'l }_ f _l-_._ j __p-T,'- " O.020 ,l a x - 0.84 3 [_ i E 0.83 l 0.025 0.82 i 1 I t I I i f O.81 i t i i i i I a i i ii i i I i i 8 ! t i i i i 1 3 f i i I 6 i i 9, e i 6 i i t i ! iii t i ! e e t , I I i 6 1 4 i i I i Ii I i Q L__ i ,t i ! l I f i i l I i i. i t I 0.1 1.0 10 100 1000 10.000 0.E ilut. IN MINUTES CURVE JalS$WRE MMWENT DESCRIPTION m" MD. 'FROM ( R$ fit ~10 (KSF) 0F SPEf*lWEN Light Broen Sandy SILT (ML) NP b 2.0 4.0 STRATUN DESIGNAll0N INiilAL DRY GEN $lIY (Oct) un E" ~O 4.0 8.0 LIQUID LIMli (LL) Np FINAL DRY DENSITY (pet) PLASI8C l'83I IPL) DI AMETER OF SPECIMEN ( anches 8.0 16.0 NP [g, LAsiftliY INDEI (PI) 33 (Niil AL THICK.0F SPEC. ( a nchi $h 16.0 32.0 gp 2 D . _ _ _ _ _. _ _ _ _ FINAL WATER CONTENT NATUR AL WATER CONTENT t (w) INtilAL BATER CONTE'NT % "U w" _@__ _32 0 64 1 _ _ _ _. LIQUIDITY INDEX = ___ 20.1 _ o =m . -+ L z" s - o agg O LL-PL INiilAL DEGREE SATURATION $ _ SPECIFIC GR AVITY (G) O 2.68 FINAL DEGREE SATURATION % 1 035 l
1 PRESSURE-V010 RATIO CURVE . ___q _ J,_. .___1_.. i4 j p i, i i 4,,_ T_, __ ii j ). _+ ._.__.p._._4_._ Q_.___ p _.. _..,g __ jj j ,1 __ p _p ___ i -. _._ 4j 4_ - r "~TP ~ } _~.__. T Z _.i ~~ ~~-~ ~ -~ j T ~~ ~ -~_q ~~~~- it-._, T . _p -.__._. _4 p p i i i f ._ __.__.q _M l l h'l j{ -I O Oi-- M'I I iit-P I o ,i 3 11 i ! i,, I i!} !I % ji !l I i' l _t_-._- 'TT t i ' d4.{_J l i I i i i i i i i ii i __.1.f
~~4. _.,_~~
I I i I i 5 I i i I~ i i i l l i ~ ] i -t + j { 1 3 L__.._._. l l i 1 l -N1 i i I 4 l l ll N! ~ \\ { l_{j j{ \\.I II l !.3 TI I l! i _1_ J i i i l l\\ ll 1 i i j ' i i i\\ si i e (K j I \\ i i % ( _. I q I t 1 i! Ii! i i N.i i i i i ai \\, i. I i i N ie i. i' a i i lj i ! I ' _.,, l i i! ! N i I \\ i! i i i l l ,' l,' i s q i i i ' ' i i i
1
%t ! ! \\ii.i i il N.,3 I i I I i i i ii i i i i is is,,,, , i ti 1. i !! l! 11 li i I l f Nf fl. i t i i i u s. i e i i i.. ! e i i i i, iij i,, s. 3 i i ' i i i i i i i i; j l s, e i I ! ! I ! i ! .I II : si i i i i 1.. I it ii ~i i is i si I i i i il iiI i i i il 4 i i T-T 4 i ;i -, ! il f .i. i! !I i !i i.i i COTE: SAMPLE WAS SU8 MERGED AT 1.0 ksf. REBOUNDED N! ! !!! ! i+- Ed TO 0.5 ksf FROM 4.0 kst, THEN RELOADEO. i .,,..i. ( A STRESS-INCREWINT R ATIO OF 1.0 WAS USED I iii i t iil is I_j FOR ALL LO AD INCRE ASES UP TO 64.0 ksf.) f ! l I i ii ! !3 l l i l l lll ll 1 I i i i i ii i i iii i i i i i i . i i l 0.1 0.2 0.5 1 2 5 10 16 32 64 ~ PRESSURE. IN KIPS PER SOUARE FOOT (KSF) MOLE DEPTH NO. 104 (fti 80-82 88.3 INI T I AL V010 R Af l0 ( e,) 0.894 COMPRESSION INDEX (C,) 0.11 90.1 ilNAL v010 RATIO ie ) g,gy SWELLING INDEX (C,). REBOUND FROM ~ g e : 0.828 0.008 3 dA8LE NECMOLSMU ( As 2.50 pf COEFFICIENT OF CONSOL. (C ) cm /sec. g w gt e ]) R I ( r) O J O_I_ j, g g-EXISTING DVERBURDEN STRESS (Est) 04' P 7.0 SYMBOL RANCHO SEC0 NUCLEAR 60.9 dM GENERATING STATION. UNIT 1 peoarcy no. oart enasins me. 88.g O 7 Pato atto C*L"* 2111 N0Y. 19C7 FIGURE 4 enstrife
TIME-COMPRESSION CURVES 0.0 _LL 1 L ? ._._j_. - --L. _ _ _..__ . _..L.._.. ( ... j _._.. _.--t--t-t-td'r' O] I 1-It" b +-- _j~}p ~ l. I 1.1 i 141 i z.,h~ ~ TT$]g$__1 'i +' + wM v _ ' i [.'11_ Y_4 - ._M; LA.44 l p_.4g]9). k ~ -y 1 _1 L i4.._u I it i _ j 4[- _ _..___} _.q'__{1j_ 3 i So ) x_ J 0-5, <3 i ._.L _ 1 q! +. i i U-NM i 0.89 ii l j7l@@ > l Ni !) i i I !' Y i' O.88 0.010 -__.__.]
~~4. l IP H2 l.~~
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} 40 ~~ O. I g. y DH-105 h 15-17' E / i s 5 40 -,f = t !y E 20 l CH-104 I 30-32' I ^ l 7c : 20 psi D j %0H-104 30-42' l OH-104 30-32' 0 -20 0 5 10 15 0 5 10 AXi AL STR AIN, % AXtAL STRA!N, % N0HR CIRCLES 60 g K EY l Effective Stress Circi _ Total Stress Circles 'N
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[ N OH-10: 15-1 \\ CH-104 h d':37.5' / \\40-42' g DH-104 f C': 5.5 psi 0-32' \\/ \\ E 20 / / b \\ \\ / / \\ \\ l ~ ^ O 0 20 40 60 80 100 g9 r NORWAL STRESSES. rsi 5/. g
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I g DEVIATDTSTRESSES PORE PRES $URES 100 80 DH-104 / I' 40-42'I Fc : 30 p:6 0H-105 15-17' f 8e : 60 pst 80 60
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40
Y \\ -~~- N DH-105 5 p'=37.5" N DH-104 9 = DH-104 \\ 40-42' c'= 5.5 pai / 4 0-32' //NN g ,0 _./ / A \\ s {< \\, c., 0 O 20 40 60 80 100 120 V NORMAL STRESSES. pse i
M I \\ EFFECTIVE STRESS RATIOS 10 8 m 6 g DH-ID4 ]h' 10-32' '/ \\\\ OH-105 \\ 15-17' o w 5 'N % Q -104 5 4 -4 g;42 I 2 0 AXIAL STRAIN. % n. SPECINEN DATA INITIAL DRY INITIAL WATER FINAL WATER PLASTICITY PASSING NO.200 NOLE DEPTH DENSITY CONTENT CONTENT 40. (feet) (ocli (%) (%) LL ($) PI (%) n) SIEVE 104 30-32 91.7 24.0 32.2 38 8 53 i 104 40-42 91.0 23.0 32.7 34 4 BC 105 15-17 82.3 32.8 40.9 37 5 88 \\ \\ \\\\ \\ 140 160 m CONSOLIDATED-UNDRAINED TRIAXIAL fis4L RANCHO SECD NUCLEAR gg GENERATING STAil0N. UNIT 1 TEST DATA EHilEEnlK ,.t..u. .. nio c.ti,. MM NOV. 1987 FIGURE 8
J l i DEVIATOR STRESSES PORE PRESSURES e' d. ( A 200 60 \\ x. N CH-105 DH-104 1 70-72' 90-92 j 8 Ec : 39 psi 160 40 i ._ 2 0 n 120 g h
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N DH-105 N b 70-72' y f' ' E _Cc-90 psi g ,/ g E \\ w r b 0 80 en ,j / CH-104 \\ H-104 / 60-62: Fc : 20 psi ~, / p l / I f' 40 -20 f \\ / CH-104 [ 90-92 f 0 -40 0 5 10 15 0 5 10 AXfAL STRAIN, % AX1AL STRAIN, % M0HR CIRCLES 120 K E Y Effective Stress Circles - Total Stress Circles _E 80 fr - N b \\ s s OH-104 b 4 -92' DH-105 40 / / N \\ DH-104 60-62 \\ l I O O 40 80 120 200 240 NORWAL STRESMS pst F 9__] .,s
EFFECTIVE STRESS RATIOS 10 ~ 8 ~% --t n g lb 'l \\ s I \\ \\ m NDH-105 o y ,I 'N OH-104 70-72' % _0-02' \\6 > 4 I. A l; DH-104 I 90-92' I I I 2 l t 0 15 5 10 15 AXI AL STR AIN, % INITIAL DRY INiilAL WATER FINAL 8ATER PLASilCITY P ASSING N0.200 H0LE DEPIH DENSITY CONTENT CONTENT SIEVE NO. (feet) (peg) (g) gg) LL (g) Pl (5) gg) 104 60-62 68.5 32.8 35.0 47 6 52 105 70-72 90.9 22.7 31.0 NP NP 51 104 90-02 98.0 23.7 29. 2 38 3 64 056 o e f80 RANCHO SECO NUCLEAR ST 0 g ggg GENERATING STAT 10N. UNIT 1 PA0stti 40 Daft ORAtl4G W3. PALO 4tio sulTTIEe CALIF. 2111 NOV. 1967 FIGURE 9 =
t 's DEVI ATOR STRESSES FORE PRESSURES s ~~4 ~, n ( 200 60 x. OH-105 C H-104 70-72, 90-92' s Ec 39 08i 160 40 e e T. _ 20 a 120
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N CH-105 g h 70-72' f g 5 Ec : 80 psi { / \\g b g f N h 80 - 0 N / DH-104 g l p/ / 60-62' ~, ye : 20 psi i / f 40 -20 \\ f H-104 / / 90-92 I i -40 0 0 5 10 15 0 5 10 A11AL STRAIN. % AXIAL STRAIN, % M0HR CIRCLES 120 KE Y Effective Stress Circles _ Total Stress Circles _E 80 ff b \\ 9 9' CH-105 5 40 s s f \\ OH-104 60-62 k N \\' l 240 O 0 40 80 120 200 c NORWAL STRESSES, psi
ut_ u....m EFFECTIVE S1RESS RATIOS 10 I s 8 ~% N ge - -( \\ \\g G 'I \\ \\ g DH-105 l g 70-72' s I \\ DH-104 llI s N 60-82' 5, N DH-104 g I 90-92' I I I 2 l l I5 5 10 15 AXIAL STRAIN 5 INITIAL DRY INiilAL WATER FIN AL W ATER PLASTICl1Y PAS $1NG NO.200 H0LE DEPTH DENSITY CONTENT CONTENT SIEVE NO. (feet) (pcf) (%) (5) LL (%) Pl (%) (g) 104 60-62 68.5 32.8 35.0 47 6 52 105 70-72 90.9 22.7 31.0 NP NP 51 104 90-92 98.0 23.7 29.2 38 3 64 058 ~ RANCHO SECO NUCLEAR TEST 0ATA 290 g[gggg GENER AilhG ST ATION, UNIT 1 PaolECT M0. DATE OnastuG mQ. !!b CAllF. 2111 NOV. 1967 FIGURE 9 snittiER e pato atto l 's _}}

ML19329E011

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1.0 INTRODUCTION

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ML19329E011

Text

1.0 INTRODUCTION

4.0 DESCRIPTION

Subject:

SUMMARY

o

m L10U10 lit INDEI

=t**-+--' 3

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