SACRAMENTO MUNICIPAL UTILITY DISTRICT The Power To Do More.®

P.O. Box 15830, Sacramento, CA 95852-1830; 1-888-742-SMUD (7683)

NQA 07-035

July 30, 2007

U.S. Nuclear Regulatory Commission Attn.: Document Control Desk Washington, DC 20555

Docket No. 50-312 Rancho Seco Nuclear Generating Station License No. DPR-54 GEOTECHNICAL REPORT FOR PROPOSED EVAPORATION PONDS AT RANCHO SECO

Attention: John Hickman

As you requested, attached is a copy of SMUD calculation ERPT-C0104 "Geotechnical Investigation for Proposed Evaporation Ponds." Members of your staff with questions requiring additional information or clarification may contact me at (916) 732-4843.

Sincerel

Robert E. J nes Supervisi Quality Engineer

Attachment

RANCHO SECO NUCLEAR PLANT * 14440 Twin Cities Road, Herald, CA 95638-9799; (209) 333-2935 PE- naR DAF - 3o0 TO I Sum ,OR

DICSIG OR CONSTRUCTION

Report of

Geotechnical Investigaiion

for

Proposed Evaporation Ponds

Rancho Seco Nuclear Generating Station

Bechtel Job 12334-059

$1 p Rev. 0 11/15/85 I PAGE,-L OF I Table Of Contents

lexecutive Summary 1.0 Introduction

. 2.0 Description of Project

3.0 Scope of Investigations

4.0 Geologic and Hydrologic Setting

5.0 Field Investigations

5.1 Geologic Core Holes

5.2 Borehole Permeability Testing

L• 5.2.1 Packer Pemerability Tests (1-18 Method)

5.2.2 Permeameter Tests (1-19 Method) 5.3 Ground-Water Observation Wells

5.3.1 Construction Details

5.3.2 Well Development and Testing

5.4 Ground-Water Sampling

RA 5.5 Vadose Zone Pore Water Samplers

5.6 Soils Borings

5.7 Test Pits

6.0 Laboratory Soil Testing

7.0 Results of Investigations 7.1 Soil Types and Distribution

7.2 Soil Properties

7.3 Grading and Earthwork Recommendations (later)

7.3.1 General

7.3.2 Clearing and Grubbing

7.3.3 Compaction Requirements

2453V/1 7.3.4 Recommnded Compaction Methods

7.3.5 Frequency of Testing

7.3.6 Bulking or Shrinkage Factor

7.4 Lithology of Laguna and Kehrten Formations

7.5 Permeability

7.6 Water Quality

8.0 Evaluation of Site Hydrogeology

8.1 Ground-Water Levels

8.2 Ground-Water Flow

8.3 Analysis of Hypothetical Liner Failure

9.0 Ground-Water Monitoring Program

References

Tables

LI I Drill Hole Summary

2 Observation Well Snumary

3 Soil Test Results Summary

4 Field Permeability Test Results

5 Ground-Water Quality of the Mehrten Aquifer

6 Ground-Water Quality in the Vicinity of the Proposed Evaporation

0.. Ponds

L-0 7 Grouna-Water Monitoring Program 0i Figures

1 General Area Map

2453V/2 [PEA2GEý__q_ýOF ýE2 ;.. :-. :.'..•-...... - ......

figures (Cont)

2 Site Location Map and Test Pits, 3 Locations of Borings, Wells, Lysimeters

4 Fence Diagram - Soils Borings

5 Scematic Geologic Fence Diagram

6 Site Water Levels Oct 7-9, 1985

7 Regional Water Level Hap - Spring 1985

8 Water Level Trends - Sacramento County 01 9 Locations of Monitored Water Wells

10 Schematic Diagram of Typical Lysimeter Depth 11 Standard Penetration Test Versus

12 Water Content/Plasticity Versus Depth

13 Plasticity Chart

14 Gradation Chart of Sands

15 Gradation Chart uf Gravels

16 Gradation Chart of Fine Grained Soils Strength Versus Depth 17 Fire Grained Soils, Undrained Shear

18 Rvaporation Pond Cross Section

Appendic eOs

Appen dix A - Boring Logs

Appen dix B - Observation Well Completion Reports

dix C - Test Pit Lcgs

Appen dix D -. J. H. Kleinfelder Report

2453V/3 PPA G-f:0 E Fj V. :a '...... • i C''... " '• I • ''

a.: Ixacutive Suzmamr,

A geotechnical investigation of a proposed evaporatien pond site at the

Rancho Seco Nuclear Generating Station vas performed in the summer and

fall of 1985. The proposed evaporation ponds consist of two 11-acre

impoundments surrounded by earth embankments which are to be constructed

from the near surface soils. Tht site is located about 1/4 mile

southeast of the plant, in an area of gently rolling topography underlain

by unconsolidated alluv.6um and poorly consolidated sedimentary rocks of

Pliocene to Holocene age.

The purpose of the geotechnical investigation was to collect subsurface

geologic and soils data for use in evaluating suitability o.f the site for

the proposed evaporation ponds, and to establish a baseline ground-water

and soil pore water monitoring system. The field work included soil

sampling, permeability testing, installation of observation wells and

lysimeters, water sampling and measurement of ground-water levels. Four

permeameter holes were drilled for testing permeability of near-surface

roils. A total of four observation wells and two lysimeters were

installed. Four test pits werq dug for bulk soil samples and ten soils

borings wore drilled to collect soils samples for laboratory testing.

Water samples were submitted by the Sacramento Municipal Utility District

to Korse laboritories for chemical analysis.

Data from the field program were reduced and analyzed to determine

geotechniual suitability at the site. Principal conclusions reached are

2453V/4 IPAGE OF' i .that the upper sandy soils are suitable for caombmennt construction, and that the site soils wili provide favorable foundation conditions for the proposed project. The water table is at a depth of approximately 150 -

feet.

Although the pond is being designed with a double liner and leachate r collection system, the underlying strata are of moderate to low permeability and would help to protect against ground-water contamination in the unlikely event. of liner system failure. Results of permeameter

tests provide data on the permeability of soils in the upper ten feet.

Theme values ranged from 1.8 K 10 to 6 x 10 cm/sec. Packer

permeability testing of selected intervals between 22 and 200 feet in the X 10-4 deep boreholes resulted in permeability values ranging from 1.1

to 3.4 x 10 cm/sec. Many of the test zones would not accept measurable quantities of water; permeability of these zones is

interpreted to be less than 106 cm/sec. The saturated sand zones beneath the site were estimated to have a permeability of about 1 x -3 10 cm/sec on the basis of observed specific capacities in monitoring wells OW-2 and 011-3.

'Ising data from the field program, an analysis was performed to evaluate

effects of a hypothetical pond liner failure on downgradient tv ground-watAr quality. A travel time of over 20,000 years was calculated for Cs-137, considering the effects of adsorption, to reach thie nearest

downgradient well, located 2200 feet southwest of the evaporated pond

site. Cs-137 concentrations would be reduced by radioactive decay to

negligible concentrations during this period.

24WSPAGE--0F I~ 'p-. 1.0 Introction

This report documents the procedures used and results obtained from the

IM subsurface investigation and observation well Inatallation program

carried out for the proposed evaporation ponds at Rancho Seco Nuclear

h;i Generating Station (Figure 1). The progr.am was conducted between July

10 and Septwnber 17, 1985. The site of t he pondi is located

approximately 3000 feet south-southwsst of the power block area. Two

11-acre ponds are proposed (Figure 2).

The purpose of the field investigation priogram was to gather background

,~fl information on ground water condition by instal ling observation wells, and to provide subsurface information for use i*n evaluating the site as

the location for evaporation ponds, as we.11 as for designing the pond

embankments. The information to be colle ete," iiricluded:

0 Litbology, thickness, areal extent. contin Aity and properties of geologic horizons.

0 Properties of soils to be used for exmbanlkm mt construction.

'Yo Ground-water data including ground-wviter 1Ievels and gradients,

permeabilities and aquifer/aquiclude charai

o Background pore water quality in the unsatt irated zone.

2453V/6 OF1: •AGE... '' .:.,ot o. 2.0 Da0crii~tIpn of Project

The proposed evaporation ponds consist of two-l1-%cre impoundments

surrounded by earth embankments. The embankments will be conutructed

from the near-surface soils excavated from the pond areas. To balance

cut and fill volumes, it is estimated that approximately 0 to 5 feet of

soil will be excavated from the pond bottoms, and approximately 10 to

15-foot-high embankments (inside height) will be constructed. The u total volume of earth to be moved is on the order of 150,000 cubic yards.

The ponds will have a double liner with a leachats collection system.

The upper or primary liner will be a syntbetic one, consisting of

high-lensity polyethylene. The secondary liner. beneath the leachate

collection system, will cnnsist either of compacted clay or a synthetic

I material. Sources for the clay liner material arm presently under

study.

The ponds will have a permanent monitoring system both in the ground

water aquifer and in the unsaturated zone adjacent to the ponds.

The ponds will impound effluent from the plant's condensate polishing

deminerali:er system and condenser pit sump system. This effluent is

expected to consist of generally high-quality water with trace amounts

of hydrazine and very low levels of radioactivity. The hydrazine,

being highly volatile, is expected to rapidly escape to the atmosphere.

2453V/7 71' ~c 0104

3.- Scope of Investigations

A total of four ground-water observation wells were installed outside

the perimeter of the proposed ^vaporation ponds. Originally. three

wells were planned but inconsistent water levels in well OW-3

L necessitated the addition of a fourth. When well OW-3 was initially

completed to a depth of 165 feet the water level was approximately

30 feet higher than anticipated. After the well was deepened to

200 feet the water dropped to the expected-level, but the apparent

presence of a "perched" water table required a fourth observation

well. O-3A was subsequently installed in this "perched" zone but has

remained dry at the time of this report.

Two lysimeters were installed outside the perinster of the ponds to

obtain samples of soil pore water from the vadose zone. Water samples

from the wells and lysimeters were given to the SHUD laboratory at the

plant site for testing for the presence of background radioactivity,

metals and genAral inorganic parameters.

Four permeameter holes were drilled to test permeability of

near-surface materials (USBR Des. 3-19) and bore hole permeability

tests (US•R DES. 3-18) were conducted in deeper zones within the

observation wells.

2453V/8 PAG D-0OFJ •. ,. , J Ten test borings to obtai•nsoil samles were drilled totI *ephof • . :i'-, l [7 approximately 30 feet Within the limits of the ponds A Bunn"y Of all

drill holes is given in Table 1. Four test pits wet so dug within ii the ponds to obtain additional bulk soil samples. IL11 soil samplas

were sent to J. H. Kleinfelder and Associates in Sac raaeirto for

testing. The locations of all field borings and trerochei * are shown in KFigure 3.,

Drilling, observation-well installation, borehole pe rmeabbility testing,

and backhoe pit excavation was performed by J. H. K1 einffolder under the

'direction of Bechtel. All field operations were supervismed by Bechtel ri geologists, hydrogeologists, or soil engineers. Lie ison and coordination assistance was provided by SKUD engines re.

4.0 Geologic and Hydrolonic SettinA

The discussion of regional and site geology in this repor't is taken

from published literature, previous reports prepared for the Rancho

Seco project and results of the subsurface investigations for the

evaporation ponds.

The Rancho Seco si.- is a region of dissected gently-rolling topography

with relatively flat stream gradients. The sedimentary formations at,

and underlying, the site dip gently westward at approximately one

degree. They lap onto the basement rocks which extend to the ground

surface in the Sierra foothills to the east of the plant site.

2453V/9 IPAGE1L..OFjfas'] %: :. 0104

The formation which underlies superficial soil and gravel deposits is

the Laguna Formetion of Pliocene Age. This formation provides the

foundation for most of the major structures at the Rancho Seco site.

The Laguna Formation consists primarily of clays, silts and fine silty,

clayey sands reflecting a predominantly quiet-water depositional

environmental (Figure 4). With the passage of time since the Pliocene

these deposits have become consolidated and quite dense. A gravel

layer within the Laguna was found in the three observation wells that

were cored (Figure 5) and correlates with a similar layer in DH-23

approximately 3000 feet to the northeast of the evaporation ponds.

DH-23 was completed in July 1967 as part of the initial site

investigation for Rancho Seco.

Ground water in the site region is found at depths generally below

140 feet (elevations of approximately minus five feet) (Figure 6) in

the sediments of the Mehrten Formation which underlie the Laguna. The

Kehrten is characterized by medium-to-coarse grained olive-gray channel

sand and gravel deposits alternating with fine-grained silts, sands,

and mudflow deposits.

.Ground-water flow in the Rancho Seco area is to the west. West and

northwest of the evaporation pond site, water levels are affected by

cones of depression around pumping centers, such as at Galt, Herald and

Elk Grove (Figure 7). A number of agencies monitor ground-water levels

in the area, including SKUD, the U.S. Geological Survey, U.S. Bureau of

Reclamation, California Department of Water Resources and Sacramento

2453V/10 IPAGL\LDK(ZZ] .. . . er-eve Crnd0a0

County Department of Public Works. Long-term water-level trends are

I shown on Figure 8, which indicate a general decline in levels from 1949

to 1977, relatively stable levels from 1977 to 1981, and rising water

levels since 1i41. Locations of wells in the site vicinity are shown

on Figure 9.

.7V Recharge to the ground water occurs mainly by infiltration of surface

water along the active channels of rivers such as the Consumnes,

American and Mokelumne, and by deep percolation of applied irrigation

water (California Department of Water Resources, 1974). Some recharge

also occurs from direct infiltration of precipitation, but this is

limited by the relatively low annual rainfall, and the moderate to low

permeability of near surface materials.

The Nehrten and Laguna formations generally contain good quality water

in the Rancho Seco area. The water is low in dissolved solids and is a

sodium or calcium bicarbonate-type water. Ground water is used

extensively for irrigation, domestic and municipal .supply; potable

water for the Rancho Seco Plant comes from a well at the site.

2453V/11 IPAGL.\2ŽOLJ EITC014

5.0 Field Investiaationc

5.1 Geologic Core Holes

Core sasples were obtained from three drill holes to obtain a

continuous record of subsurface conditions in the vicinity of the

evaporation ponds. The first drill hole (OW-2) was cored

continuously using a continuous tube sampler from the surface to

110 feet, and an NI core barrel from 110 feet to the completed

depth of 200 feet. The continuous tube sampler is essentially a

five foot long split spoon sampler that is held stationary inside

a hollow stem auger and is advanced slightly ahead of the augers

during auger drilling. The sample obtained has a diameter of

2-3/8 inches. The advantage of using this method is that the

drilling is done dry ard the presence of thin perched water levels

is much more easily detected. Below 110 feet excessive depth and

harder drilling precluded further uae of the augers and the

remainder of the hole was cored using a standard 5-foot long NX

core barrel. Revert drilling mud was used to hold the hole open

during coring. Calcium hypochlorite was used to facilitate

breakdown of this organic-type drilling ibud following installation

of the monitoring wells.

Drill holes OW-I and O0-3 were cored from 30 to 192 feet snd 35 to

165 feet respectively using the NI core barrel with Revert

drilling mud. Details of coring operations are included in

Appendix A - Boring Logs.

2453V/12 5.2 Borehole Permeabilit y• Tostn&

5.2.1 Pake 2rM*&billty Ttsts (R-18 Method)

Pneumatically inflated single and double NX packers were used to

determine pen usability of in-place subsurfa4ce materials in drill rholes oW-i, 4-2 and OW-3. Testing was coiiducted in accordance

with Teut Des:ignation K-l8 from the Karth Ki nual, US Department

of the Interil or, Bureau of Reclamation. Thei packers were first

inflated on tihe surface using covpressed nil:rogen to ensure they

were operatinj properly before placing them down the bore hole.

Double packerm were used to test selected ir tervals in the bore

holes. The sl lacing between the packers varl ped from 5.7 to 10.5

feet. In addi.tion, a single packer wLs used to test longer

intervals witt in the bore hole.

Water pressureaswere regulated by using a by-pass valve placed

upstream of ti ke flow meter. Gauge pressures of 3 psi to 50 psi

were used. Al 1 pipes used were one-inch galvanized iron. In

some cases wbere water losses were too low to be recorded on the

flow meter, tt e meter was removed from the system and a constant

heed of water into the pipe was maintained inside the one inch

pipe by pourinZ water from a container of known volume. Results

of R-18 testing are discussed in Section 7.0 and suamnarized in

Table 11.

2453V/13

'• F~dý& •- : -::?:••ERPTc ::. •!:•: ;)• ,• •!• 0104• i~••• ;A: ::...... nP•:=C:' •:0•-: •<0• "

1!. 5.2.2 Perneamoter Testy (5-19 Motbhd)

Permeability of near surface materials was determined by testing

in accordance with Test Designation E-•L9 from the Earth Manual. Six-inch diameter holes were augered tc o a depth of approximately

,L" 10 feet and then backfilled with #3 Notnterey sand.

After the sand was placed and two to tt we.e days before starting

the 1-19 tests, each hole was filled wiLth water to

-. "pre-saturate" the soil. When testing began, the water level

was kept constant in the hole by means of a counter-balanced

valve. Water was supplied from a 55 gsIllon drum. The tests

varied in length from 72 minutes to oVEer 23 hours. Results of l•r .1-19 testing are discussed in Section 7'.0 and sumarized in Table 3.

5.3 Oround-Water Observation Wells

5.3.1 Construction Details

Each observation well consists of four- inch diameter flush joint

Schedule 40 PVC well screen and riser p ipe set inside a 7-5/8 inch diameter hole. After the bo re hole was completed a

minimum of 1000 gallons of clean water was pumped through the

drill rods to remove cuttings. The PVC well casing and screen

were then set to the required depth and a hose adaptor was

2453V/14 I PAGUA~s...o 0ýý ' Ci connected to the top of the cisin-, Clean water was then pumped

down inside the casing so that it flowed out through the well

screen and returned to the surface. While the water was a jcirculated. in this manner, filter sand was slowly poured into

the annulus between the wvll casing and side of tbe bore hole.

After the sand was brought up to approximately two to three feet

above the top of the well screen a calcium hypochlorlte solution

Eý.. was pumped down the well casing to break down any remaining

Revert drilling fluid. With clean water continuing to be pumped

down the well casing and recirculating to the surface, 5/8 inch

diameter bentonite pellets were dropped.down the annulus until a

one to two foot tVick plug had been placed on top of the filter

sand. A weighted measuring tape was used to determine the depth

Uto the top of the filter sand and bentonite plug. The bentonite

plug was allowed to set for a minimum of 1-3/4 hours before a

1:1 neat cement grout (with bentonite added to reduce shrinkage)

was pumped into the annulus above the plug. The grout was

placed through a one-inch diameter tremie pipe that was

initially set to a depth ten feet above the bentonite then

gradually withdrawn from the hole as the level of grout rose in

the annulus. Several days later any grout settlement was topped

off and an eight-inch protective steel surface casing was set a

minimum of 1.7 feet into the ground. Observation well

construction logs are found in Appendix B and a summary is given

in Table 2.

1453V/15 IPAGE G .OF.. . 0 ....C010

5.3.2 W011 Develovmnt and Testinx

Monitoring wells OW-1, OW-2, and 0W-3 were developed by air lift

..... pumping, pumping with a subomarsible pump and bailing. Well

OW-3A was dry at the time it was to be developed. Air lift

L pumping was performed by low, aring 2-inch PVC pipe into the well,

with 3/4-inch PVC pipe insidi* the 2-inch PVC pipe. Compressed is,; air was pumped down the 3/4-Iinch pipe, forcing water and air to

L come out the 2-inch pipe. B,ecause of the small submergence, potable water was periodicalJly poured into the 4-inch well

casing to help surge the scriben and bring up sand and silt from the bottom of the well. Air lifting was performed on wells OW-i

and OW-2.

Wells OW-2 and OW-3 were pum; aed with a submersible pump having a

capacity of about 20 to 25 giallons per minute against 175 to 190

feet of head. The wells weri alternatively pumped and allowed

to recover in order to permit surging in the screened section.

More than 1000 gallons were ;lumped from each well. Pumping was

also attempted in OW-1, but t•he yield was so low that the well

was dry before water had fill ed up the discharge hose.

.OW-1, OW-2, and OW-3 were allL bailed to remove sand and silt

brought into the well by pump ing. OW-I was blocked at about

177 feet (above the screen) and as a result, the water removed

was nearly clear. It is planned to develop. OW-1 further by

2453V/16 LAGLJL OF= using a bladder pump. This pump has e lower capacity than the

submersible pump used on OW-2 and OW-3, and should not dry up

the well.

Estimates of the permeability of sands penetrated by the observation wells were obtained by making recovery measurements

after bailing (OW-1) and applying the relationship between

specific capacity and transmissivity (OW-2 and OW-3).

Permeability at OW-1 was estimated by measuring recovery of

!. water levels following bailing to a dry condition. The method

of analysis used in described by S. W. Lohman (1979, p. 29-30).

L• This method is strictly applicable only to confined aquifers of

low permeability. Since the sands and sandstones at the site

are probably unconfined, at least near the water table, the

method provides only a rough estimate of permeability.

Furthermore, conductivity of the water removed from OW-1

indicates that development is not complete, so the calculated

permeability may be too low.

Permeabilities of the sand zones at OW-2 and OW-3 were estimated

using relationships between transmissivity (permeability times

saturated aquifer thickness) and specific capacity (pumping rate

per foot of drawdown) developed by Theis (1963) and Walton

(1970, p. 315). Results of permeability testing are presented

in Section 7.2.

2453V/17 PAGLe-OFJ.§. I 5.4 Ground-Water Sauslina

Samples of ground water from OW-2 and 0W-3 were collected with a bailer

in October 8, 1985, after bailing two well volumes from W-3 and three

well volumes from 0W-2. Conductivity was monitored during bailing to

assess stability of water chsaistry before sampling. 0W.i was not f 1 sampled at that time because it appeared that fluids from the wall were not yet representative of formation water. This was suggested by the fact that water removed from 0W-1 at the and of bailing had a specific

-• conductance of 3800 micromhos per centimeter, much higher than the

formation water removed from 0W-2 and OW-3 during pumping, which had a

conductivity of less than 200 micromhos per centimeter. As noted in

Section 5.3.2. it is planned to continue development of OW-1 until it

-'- can be sampled.

Ground-water samples were placed in clean one-gallon plaeti: bottles

and cooled in an ice chest. They were delivered to SWJD for

radionuclide analysis, and shipment to Horse Laboratory in Sacramento

for chemical analysis. The results of these analyses are presented in

Section 7.6.

5.5 Vadove Zone Pore Water Saw•lers

Two pressure-vacuum soil water samplers (L-l, L-2) were installed

immediately north and south of the evaporation ponds to monitor the

migration of any fluids through unsaturated overburden material. The

2453V/18 _PAG__.__ OF/_ LPAG ~OFL IT•CiC: •O'

Instrumets installed were Soil moisture Equipment Corporation, model ri7 1920 lysimetars (Figure 9). They were installed in six-inch diameter

holes drilled to a depth of 15 feet using hollow stem augers. A Shelby

tube was then pushed into the bottom of the hole through the hollow

stem augers to provide a smaller (three-inch) hole in which to set the

one and one-half inch diameter lysimeter. A slurry of silica flour and

water (approximately one and one-half gallons in L-1 and one gallon in

L-2) was then poured down the hole. The tops of the lysimeters were

fitted snu8ly into the belled end of a length of one and one-half inch

PVC and lowered through the augers into the three-inch hole. The

access tubes from the lysimeter were routed to the surface through the

PVC. Five feet of loose sifted soil was then placed on top of the i! lysimeter and a one to one and one-half foot layer of 5/8 inch

bentonite pellets was placed on top of the soil. Approximately two

gallons of water was then poured on top of the bentonite. The

remaining open portion of the hole was backfilled with more loose

sifted soil to within three of five feet of the surface. A permanent

protective surface seal will be added later. Figure 10 shows a typical

lysimeter installation.

Prior to their installation, each lysimeter was pressure tested, and

the porous ceramic tips were saturated with water. After installation

was complete, 60 centibars of suction was applied to each lysimeter.

The water from the lysimeters was collected on the following day, and

suction was again applied. The volume collected at each purging has

varied from 1 to 1-5/8 cups per lysimeter. As of October 22, a total

2453•1/19 PAG E \ OF I

II - If -~ £RPTC( )104

of 1.2 gallons had been removed at each location. This is in excess of

the volume used to mix the silica flour slurry in L-2 but does not

include any of the water used to expand the bentonite pellet seal (2

gallons). it is not known whether any of this water reached the porous

cup. However, it is planned to remove a total of at least 2 gallons

from each lysimeter before sampling.

5.6 soils ftrinas

Ten borings were drilled within the perimeter of the evaporation ponds

to investigate soil properties of near surface materials. The holes

were advanced using a 3-1/4 inch ID, 6 inch OD auger and the depth

varied from 24 to 29 feet. Standard split-spoon samples were taken at

approximately five-foot intervals and undisturbed samples using Shelby

tubes and a continuous tube sampler were taken as conditions

permitted. The presence of gravel and numerous cobbles generally

prevented undisturbed sampling in the first ten feet of the borings.

All samples ware sent to the J. H. Kleinfelder laboratory in Sacramento

for testing and the borings were backfilled with a 1:1 neat cement

grout with bentonite added to reduce shrinkage. The boring logs for

the soils drilling are included in Appendix A.

5.7 Test Pits

A total of four test pits designated T-1 through T-4 were excavated for

the purpose of identifying the soil layering at shallow depths and also

for obtaining bulk samples and determining in-place density of soils.

The locations of test pits are shown on Figure 3.

245 3V/20 P G ,I .F /'ý i•. w -- f~) .IP.. 010:4

The test pits were excavated u9ing a Ford IL 555-A backhoe to depths

ranging from 9 to 13 feet below existing ground level. Representative L bulk samples of the soil were obtained at varying depths for subsequent

laboratory testing. Semple locations are noted on the test pit logs.

The in-place density tests were determined at four locations using sand

cone equipment. Generally, the soils encountered above the presently

proposed final grade of the bottom of the pond were tested. The field

density tests were performed by the J. H. Kleinfelder and Associates

field technicians. All the test pits were logged and sampled by the

Zeýhtel Soil Engineer. Upon completion of the sampling and logging,

all test pits were backfilled with granular site soils and compacted by

tamping, using the backhoe. The test logs are presented in Appendix C.

6.0 LABORATORY SOIL TESTING

All laboratory testing of soil was performed by J. H. Kleinfelder and

Associa-ss, Sacramento, in accordance with a program developed by

Bechtel. The laboratory tests were made in accordance with applicable

ASTh Standards or other published procedures. The program included the

following tests on undisturbed and recompacted soil specimens:

TEST DESCRIPTION NMWER OF TESTS

Laboratory Classification of Soils 50 (ASTM D2487 and D2388)

Natural Muisture Content (ASTM D2216) 43

Unit Weight (by volume and weight

measurements) 13

2453V/21 I PAGFEJ OF_/J5i I L ...... aT00104ý_ LA 0!"tO TESTS •

Sieve Analysis (ASTH D422) 24

Hydrometer Analysis (ASTH D422)

Atterberg Limits (ASTH D4318) 14

Compaction (ASTH D1557) 6

Unconfined Compression (ASTH D2166) 2

Unconsolidated Undrained Triaxial H Compression (ASITH D2850) 3 Vt Direct Shear (ASTM D3080) 6 Consolidation (ASTH D2435) 4

The report by J. H. Kleinfelder and Associates describing the

procedures of the laboratory testing and the results is presented

in Appendix D. The results of all laboratory tests performed are

tabulated in the Soil Test Results Summary in Table 3.

7.0 RESULTS OF IUVISTIGATIONS

7.1 Soil Types and Distribution

Soil profiles have been made through the proposed evaporation

ponds based on the boring data' The profiles are shown on

Figure 4.

-Three generalized soil strata, all of alluvial origin have been

identified from the exploration program. The characteristics of

each stratum are described below.

2453V/22 AAŽtr~-64 ...... ,I~I ERI -0104.'

feet of fr) A. UWver San§ Stratum. This stratum consists of 1 to 6 brown, loose to medium clayey sands (SC) with gravels and

appreciable amount of fines of medium plasticity. The sands

S were encountered in the entire evaporation pond area except

in a drainage located in the southwest corner of the pond.

At the time of field investigations, the drainage was dry.

The sands are fine to coarse grained. The amount of gravels

U in the matrix vary from a few percent to more than 20

percent. Generally, the amount of gravels increases with

depth. At a depth of 2 to 3 feet below existing ground

level, sands are occasionally weakly to moderately cemented

with silty clay. The standard penetration test (SPT)

blowcounts, N, of the sand stratum are between 7 and 22,

averaging 11 blows per foot.

B. Gravel Stratum. This stratum underlies the upper sand

stratum. It consists of 2.5 to 12 feet of brown, medium

dense to dense sandy gravels of fine to coarse grain (GC, GW,

GP) with 7 to 35 percent fines of high plasticity. Scattered

cobbles to 8 inches in diameter were also encountered between

5 and 9 feet depth. This stratum is exposed in the stream in

the southwest corner of the pond, where gravels are mostly

poorly graded (GP). This is probably due to wash-out of

fines and fine sands from the matrix in the rainy season.

The standard penetration test blowcounts, N, of the gravels

are between 22 and 70 blows per foot, with the average being

44.

2453V/23 rPAGEJ2b-OFJLH~i CC CýI EIPTC I01

C. Interbedded Clay-Silt-Send StrAtum. Underlying the gravel

stratum is a thick stratum of interbedded medium to very -71 stiff fine grained soils (CL, CH, ML, MH) and dense clayey sands (SC), which extends to the maximum depth of 29 feet

explored.

The fine grained soils are brown to reddish brown in color,

and consist of clays and silts of low to high plasticity.

The thickness of fine grained soil strata vary from 1.5 to 17

feet. The clay-silt strata exceeding 10 feet in thickness

were found on the east side of the pond, particularly in the

southwest corner. The standard penetration test blowcounts,

N, of the fine grained soils are between 6 and 24 blows per

foot, with the average being 13.

The clayey sands are yellowish brown to brown in color, and

the fines are of high plasticity. This is based on one

gradation test. The thickness of the clayey sand strata

varies from 3 to 13 feet. The sands are fine to medium

grained with trace to little gravels. The standard

penetration test blowcounts, 9, of the sand strata are

between 9 and 70, averaging 30 blows per foot.

Scattered lenses of dense to very dense sandy gravel were

encountered at various depths within the clayey sand strata.

Generally, the thickness of these lenses does not exceed

3 feet. However, a 19 foot thick layer of clayey gravels was

2453V/24 [P-AGEL_~O FI] r--n. - R - ,, '-l ' qbP ;,l 2•mt"

encountered in boring B-9 in the southwest corner of the

evaporation pond. It is noted that the fine grained soils

were not encountered in this boring. The standard

penetration test bloweounts, 3, of the gravel lenses are

high, averaging about 60 blows per foot.

No bedrock was encountered in the borings drilled in the proposed

evaporation pond area because of their limited depth. •i:•

No ground-water table was encountered in the test borings drilled

in the proposed evaporation pond area. However, ground water was

encountered in the observation wells, generally below a depth of

about 145 feet.

7.2 Soil Proverties

The soil properties are sumuarized in the following table.

Interbeddad Soil Upper Sand Gravel Clay-Silt-Sand Properties Stratum Stratum Stratum Natural Noisture

Content (%) 7-11 9-35 20-58

Dry Unit Weight (PCF) 78-83 N/A 60-84

Liquid Limit (%) 28-33 53 61-75

Plasticity Index 10-25 25. 26-45

Undrained Shear

strensth (KSF) N/A N/A 1-4

2453V/25~I Interbedded Soil Upper Sland GravelStratux Clay-Silt-SandS•tratum •'•Proyertiev ftrotu

Drained Shear Strength (1) -Cohesion (KSF) 0.4-0.7 N/A N/A ) -Anglo of Internal 28-33(1 N/A N/A Friction (Degree)

Compression Index (later)

Coefficient of 2 Consolidation (Day/pt )

Note: (1) Recompacted Specimens

;ý7 - A summary plot of standard penetration resistance versus depth is

shown on Figure 11. Water content and plasticity are shown versus

depth in Figure 12 Plasticity data are also plotted on the

plasticity chart, Figure 13.

Gradation plots of the sands, gravels and fine grained soils are

shown on Figures 14, 15 and 16, respectively.

Undrained shear strength of the fine grained soils plotted versus

depth is shown on Figure 17.

2453V/26 IPAGEIL.O-FŽ

S~ orIC 0104

The samples of the upper sandy soils, obtained above the presently 77. proposed bottom of the evaporation pond were recompacted and

testad for direct shear. The purpose of the testing was to

evaluate these soils as a source of material to construct the pond

perimeter and divider embankments. The test data indicate that

the upper sandy soils are suitable for use in the embankments

(refer to Figure 18 for pond cross-section).

7.3 grading and larthwork Recommendations (later)

7.3.1 General (later)

7.3.2 Clearing and Grubbing (later)

7.3.3 Compaction Requirements (later)

7.3.4 Recommended Compaction Methods (Ute')

7.3.5 Frequency of Testing (later)

7.3.6 Bulking or Shrinkage Factor (later)

7.4 Litholoty Of LAguna and Hehrten Formations

Geologic cores taken in observation wells 0-1, OW-2 and OW-3

penetrated the entire thickness of the Laguna Formation and

extended a maximum of 74.5 feet into the Mehrten Formation

(OW-l). The Laguna sediments were encountered at a depth of

10-14 feet and are primarily composed of moderate brown to

yellowish brown interbodded fine-grained silty, clayey sands,

silts and clay. The materials are well consolidated but

essentially uncemented above a depth of approximately 50 feet.

2453V/27 I PAGF_ LOF i~ Below 50 feet layers of siltstone and sandstone occur but are

generally only weakly to moderately cemented. A 2 to 7 foot thick

gravel/conglomerate layer was found 20-36 feet above the base of

the Mehrten in the three wells that were cored.

The Nbhrten Formation underlies the Laguna beneath the pond site

at depths ranging from 117.5 feet (OW-1) to 145.5 feet (O-2).

The Laguna/Mehrten contact in the site area is indicated by the

presence of an olive gray fine-to-coarse grained clean sand. This sand varies in thickness from 27.2 feet on the east (OW-i) to

7 feet on the west (OW-2). Below this clean sand the color

changes to a moderate brown to yellowish brown and the lithology

changes to a series of interbedded silty-clayey sands and silts

with occasional lenses of clean sand and gravel.

" 7.5 Fermneabi!ity

Methods of field permeability testing are described in Section

5.0. The tests performed provide data on horizontal hydraulic

conductivity of the shallow soils at the site (E-19 tests), the

slightly cemented sedimentary rocks beneath the site to a depth of

200 feet, and the saturated sand layers between about 150 and 200

depth. The results of these tests are presented in Table 4. The

following conclusions bhve been drawn from the data in Table 4.

2453V/28 -PAGE!C_ OFL_-- U *EPiC O1O4,

0 Permeability of near surface (0-10 feet) Sediments, as

determined from permeameter tests, ranges from 6 x 10i -4 ea/see to about 2 x 10 cm/sec. The mean value Is

5.5 x 10 ca/see. This indicates that the gravelly and

cobbly materials present near the surface over most of the

site have a significant clay or silt content and are not

r -t highly permeable.

o Borehole packer tests to a depth of 200 feAt showed

permeability values in th 10 to 10 cm/sec range. In

many of the tests, flows into the test zone were too low to

measure on the available equipment. On the basis of field

data for the packer tests, it is expected that these j7 intervals have a permeability of less than about 10-6 cm/sec.

o Packer tests and tests in the observation wells indicate that

sand zones between about 150 and 200 feet have permeabilities -5 -3 in the range of 10 tol10 cm/sec (10 to 1000 ft/yr).

.6 Water Quality

The ground water in the Mehrten Formation is of good quality, well

within the U.S. drinking water standards. It is low in total

dissolved solids (<200 ppm) and is soft (<100 ppm total hardnees

as CaCO ). Table 5 summarizes ground water quality data from 3

2453V/29 SPAGF=\ OF. - ( several wells adjacent to the Rancho Seco.property and data

collected over a period of 5 years frfom the Rancho Seco onsite

domestic well.

The first set of water samples from the evaporation pond ground

water monitoring wells were collected and analyzed in

October 1985. Results are presented in Table 6. A second set of

samples, including soil pore water samples from the two lysimeters

will be collected shortly and the results will be included in

Table 6.

8.0 NVALVATION OF SIT6 HYDROG -OQLGY

Ground-water conditions at the site were explored by drilling and

sampling to a depth of 200 feet, installing monitoring wells,

performing permeability tests, measuring water levels and collecting

and analyzing ground-water samples. These investigations showed that

•the site is underlain by interbedded sediments ranging from clay to

clean sand and sandstone. AlthouSh thin zones of wet sand were

encountered during drilling, the saturate.5 zone is below about 150 feet.

8.1 Grcund-Water Levels

Water levels in site observation wells indicate that the water

table beneath the site is at a depth of 145 to 155 feet. -This

corresponds to an elevation of -6 feet at the east edge of the

2453V/30 [PAGE LOFJ1. -~--r-,. - V

... i....II. C

pond and -9 feet at the West edge of the pond. As dletermined from

Figure 6, flow is toward the west, at a gradient of about 0.003 t (15 feet per mile).

During the field program, thin, wet zones were noted above the

water table at depths as shallow as 20 to 24 fe et (soil borings

B-6 and B-9), and anomalous water levels were observed in OW-3.

Drilling in OW-3 was originally terminated at I:165 feet on

August 9, 1985. The drilling rig was then move d from 0W-3 to

OW-I. Frequent water level measurements tn OW-: 3 were made between

August 8 and August 28, when the hole was de:pelned to 200 feet.

When the hole was reentered on August 28, it wa:* found to be open

to the original depth of 165 feet. From August 8 to August 13,

depth to water was about 86 feet. On August 13 the hole was

bailed down to 99 feet and recovered to 87 feet in less than three

hours. On August 15, the well was bailed down from 106 to

115 feet. Within six hours it had recovered to 96 feet -- ten

feet above the pre-bailing level. Following th!Is bailing, the

water level stabilized at a depth of 113 feet fcor more than a

week. The water level recovery after bailing, together with the

stabilized level at a depth of 113 feet suggestiid that the water

in the hole was not just drilling fluid, but rejpresented a

fluctuating piezometric surface in the vicinity of OW-3. The fact

that this water level was 30 feet higher than wSater levels in OW-1

and OW-2 indicated a possible perched water tab]Le. In late

August, OW-3 was deepened to 200 feet and complieted as a well,

open from 173.0 to 192.9. The staDlllZeO water level aftir

2453V/31 IPAGF= 0 F, completion vas about 145 feet, which is consistent with water

levels in OW-1 and OW-2, as well as with levels in nearby water

wells. To further investigate the significance oi the original

higher water level in 0W-3, a fourth observation well was

installed (OW-3A) adjacent to O-3. This vell is open fros 112.0

to 133.1 feet. In less than a week, the water level had fallen to

below 133.1 .:n the well has been dry since that time. There is

no ready 6uplanation for this behavior. Possible explanations

include: (1) the source of perched water was limited, and became

depleted with time; or (2) the anomalous water level was the

piezometric level for a confined sand zone between 133.1 and 165

feet; neither OW-3 nor OJ-3A is now open to this zone. The

geologic log for 0W-3 (see Appendix A) indicates that several

clean sand and/or gravel zones were encountered in this interval.

One thin gravel bed from 139.0 to 140.4 feet was described as

wet. On the basis of presently available data, it is not possible

to completely explain the water levels in O-3 before deepening A

and completion as an observation well. OW-3A should continue to

be monitored with the other wells, as a rise in water levels could

occur during the winter months.

8.2 GrgnO4-Water Flov

An approximate ground-water seepage velocity (v) throujh the

shallow saturated sands at the site can be calculated for using

the relation v a Miln (Freeze and Cherry, 1979) where K is the

average hydraulic conductivity, I is the hydraulic gradient, and n

2453V/32 PA G E1_qQ OO lP

is the effective or interconnected porosity. Using an average -3 hydraulic conductivity for the sands of I x 10 cm/sec, an estimated effective porosity of 30% and the observed hydraulic

gradient of 0.003, the approximate seepage velocity is

* ]"0.028 ft/day or about 10 ftlyr.

8.3 Analysis of Hypothetical Liner Failure

An analysis was performed to evaluate the effects of a hypothetLical pond

liner failure on the quality of ground water downgradient of the site. The

nearest downgradient well is 6/8-30Q1, on the north side of Clay East Road,

about 2200 feet west of the west edge of the evaporation ponds. It was

assumed that the liner is breached at the end of the pond life, when Cs-137 -2 is expected to be at a concentration of 8.5 x 10 2iCi/ml as a result of

evaporation.

The analysis considered migration of Cs-137 to well 6/8-30QI in two stages. The first stage is vertical seepage of pond fluid to the underlying water table. The second stage is horizontal migration in the Mehrten aquifer from

the pond site to the well.

Stage I

For seepage through the unsaturated zone to thc: water table, the method of

Bouwer for vertical movement of a wetting front (1978, p. 254) was used.

The appropriate equation is:

= - H- he) ln h cr

u Lf hHw H(Hw r i IPAGELOf b I v-:-j lEU'TC 0104

where: Ct time since start of infiltration - hydraulic conductivity of wetted zone (unsaturated ip L f conductivity) Lf = depth of wetted front •• H wV = depth of water above soil S .critical pressure head of soil for wetting fillable porosity (difference between volumetric water content of soil before and after wetting).

Conservative input values were selected for calculating the time it would

take for a wetting front to reach the water table. For K (unsaturated u conductivity), a value of half the saturated hydraulic conductivity was used

(Baouer, 1978, p. 253). For the material above the water table, a saturated

conductivity of 3 x 10-6 cm/sec is believed to be representative, based on

packer test results (See Table 4). This gives a value for K of 1.5 x u 10 cm/sec, or 1.55 ft/yr.

L f is the depth to the wetting front from the bottom of the pond

excavation. This depth is variable during seepage from the pond, but would

be a minimum of about 144 feet when the front reaches the water table. The

height of water above the soil (HV ) was assumed to be seven feet, wbich is

the maximum operating depth of five feet, plus two feet for the clay liner

thickness. The average critical pressure head was estimated to be about

-100 cm (-3.3 ft), based on typical values for fine-grained soils reported

in Bouwfr (1978, p. 243).

The fillable porosity is a difficult parameter to estimate, as it would vary

considerably from one type of soil to another, and is dependent on the

in-place vol~unetric water content. On the basis of limited soils

2453V/34 -, ......

V : tests, a conservative value of ten percent (0.10) was used for the

fillable porosity (f).

Using the input data described above, time for a wetting front to reach

the ground water is approximately 8 years. However, because of Cs-137

adsorption onto the soils particles as the wetting front moves downward,

the time of arrival of radionuclides at the water table will be much

longer. Applying a retardation factor of 0.005 (see description of Stage

2 seepage) to the average velocity of the wetting front 144 ft/8 yrs

gives an average estimated Cs-137 velocity of 0.09 ft/yr. At this rate

it would take 1600 years for Cs-137 to reach the water table. During

this period of time, the concentration would be reduced by radioactive -17 decay to less than 10 PCi/ml.

$taxe 2

The method of analysis for migration of Cs-137 in ground water from the

pond to the nearest downgradient well is based on the following

relationships (Grove, p. 28);

U Ii R ion water f

Rf 1 1+ d n

and C Co e-Xt where:

2453V/35 OPTIC 0104

Uion - velocity of Cs-137

Uwater ground-waterg seepage velocity

Rf - retardation factor

P bulk density

n -- porosity

Y-d distribution coefficient

C concentration at time t

CO u initial concentration

t - travel time S= radioactive decay constant

The ground water seepage velocity, U , is determined by the Darcy relationship:

Uwater= KI , where: ne

K hydraulic conductivity

I hydraulic gradient .003 ft/ft from Figure 6

ne = effective porosity, assumed to be .30 -3 A hydraulic conductivity of 2 x 10 cm/sec (2069 ft/yr) -- the highest value from field tests (see Table 4) -- was used for calculation of

U = 21 ft/yr. water

To determine RfC a value of 4 g/cc was used for p/n, and 50 ml/g was used for the distribution coefficient, K . These values are believed to be conservative based on data reported in the literature. Using the described input data, R M 0.005, and Uion 'ý21 ft/day x .005 = 0.11 ft/yr. At this rate of movement, it will take 20,000 years for Cs-137 to travel to well 6/8-30QI. After this period of time, the calculated 2453VJ/36 _PAGFE__-_Z-0 01

Mimi&" vV "tR

concentration of Cs-137, reduced by radioactive decay, is less than -99 10 VCi/Iml, nondetectable level. It is well below the MPC (maximum

permissible concentration) value of 2 x 10-5 uCi/ml under 10 CFR 20,

Appendix B, Table II.

9.0 Ground Water Nonitorinx Proiram

To ensure 'that there is no leakage of effluent from the ponds and to

comply with Regional Water Quality Control Board (RWQCB)

regulations, the following ground water monitoring program is

proposed. Four ground water monitoring wells located at the

perimeter of the pond will be monitored on a quarterly basis for the L. parameters listed in Table 7. In addition, lysimeters or other.

vadose zone monitoring devices adjacent to the ponds will be sampled

quarterly to determine the chemical composition of the soil pore

water and ensure that no leachate is escaping into the unsaturated

zone. The vadose zone monitoring, however, is not required by the

RWQCB for this project. Water samples of the ponds will also be

parm etersLU ±ist6Q in xaobie /. LILU%.IU = IIIL&3U UyJ an aalzdIrhLU.7lU U

2453V/37 PAGWI 37 ,14OFFAGi= '9, .,'.,., - -; OP .C 0 10:4

I. -

References

Calif. Dept. Water Resources, 1974, (later)

Freeze, , and Cherry, , 1979, (later) 6L. Lohman, S. W., 1979, Ground-water hydraulics: U.S. Geological Survey Professional Paper 708.

Theis, C. V., 1963, Estimating the transmissibility of a water-table aquifer from the specific capacity of a well, in Bentall, R., compiler, 1963, Methods of determining permeability, transmissibility and drawdown, pp. 332-336: U.S. Geological Survey Water Supply Paper 1536-1.

Walton, W. C., 1970, Groundwater resource evaluation: McGraw-Hill Book Co.

! ... J

!-. ' 2453V/38 IPAGEJLOF4' PTC 0104

Tables

2453V/39 I PAGE-±1LOFJ.& I .PT.C01 04 Table 1

Drill Hole Sunmary

ZF, Surface El Depth Interval No. of Type of Hole, No. Purpose (ft) (ft) Cored.(ft) Samples Samples

OW-1 Observation Well 150.0 200 30-192

OW-2 Observation Well 146.6 200 0-200

O-3 Observation Well 137.8 200 35-165

OW-3A Observation Well 137.9 138

L-1 Lysimeter 139.8 15.8

L-2 Lysimeter 152.8 17.5

P-1 Permeameter 142.5 10

P-2 Permeameter 142.5 10

P-3 Permeameter 148.4 10

P-4 Permeameter 149.3 10

B-1 Soils Boring 141.3 29 10 SS. CTS

B-2 Soils Boring 138.9 29 9 SS. CTS

B-3 Soils Boring 143.0 28 10 SS, CTS

9-4 Soils Boring 143.8 29 10 SS, CTS

B-5 Soils Boring 141.9 24 - I 6 SS, CTS

B-6 Scils Boring 148.0 29 7 SS, ST

B-7 Soils Boring 143.1 24.4 - I 8 Ss, CTS, STi

B-8 Soils Boring 148.2 27.2 10 SS, CTS

B-9 Soils Boring 150.5 24 5 SS, CTS

B-10 Soils Boring 151.8 29 9 SS, ST

SS - Split Spoon CTS a Continuous Tube Sampler ST - Shelby Tube I Undisturbed Samples

I

2453V/40 IPAGE'O F.j. Thble 2

Obsez-vation Well Su1mary

Depth to Depth of Depth to Surface E1 Total Depth Depth to Top of Bottom of Bottom of Well No. (f t) (ft) Filter Pack Screen Screen Sump

OW-2 150.0 7-5/8"4 to 193 167.7 172.7 182.2* 187.8 3"o to 200

OW-2 146.6 7-5/8"• to 183 162.0 168.2 177.2 183.0 3-* to 200

OW-3 137.8 7-5/8", to 193 173.0 176.8 187.2 192.9 3"* to 200

OW-3A 137.9 138.0 112.0 118.2 127.7 133.1

*Unknown blockage in OW-1 at depth of - 177 ft.

2453V/41 PAGEE OF J .- y ' .

SHUT I OF 3 SOIL TEST RESULTS SUMMARY U Joe No 12334-059 PROJECT Rancho 5" FEATURE EwVapo&atto Potd

"OLE. DEPTH LAaOft*TOIm MEC4ANMCAL ATTER*MA CIFIC NATUINAL COMP CrIonI Sl4WAP PATA fIN[MEUSUTY ko - TEST P4T v CLASS. A16LY 9. ___ LITIT rOT&ulwl O mtl O1pAwmI v !,!EST Sll clrl iVOuTiv (I lot TREtK 'Lz r jcui)jf~ WETi WNSIITct "m 1N .7" ______I__ L L_ __5 4%) g/l4/ct4 v./E.!.r... iIol gT•c DRYA eI' TEST 42 23, 42 97.4 *' 86.7 23 29.8 119.5 1:o.33 12.4 12.4 hk•o. bi 114.2 Ill. A I T T 1 It-L, 4 - 4 --. 3.5 66 27 7 4.~. 4 ~.4~444 - IT. IS 7 45 18.8 4------f -4 -4-4-4 - I .- 44. .L i1 i aq :)7 ? It A 16.1 I------1-4------+------4--4-4- on I72,3 15.7 T-2J 0.9 C 6 3{" 1~ I 4 -~d - - cm .31.5 I 4------4--41-4-4-4 5.0 75.0 30.0 45.0 36.1 9.0 L31.5 37.6 __ _7.0 (.

12._ M 1 &2. 3.60 4 25.1 ,- (77•)ti L • ._ T-3 1.0 Sc K 22 1 45 33 4.5 -L4~ A .~ . - ____ -- 11.2 3.5 AS- B6.6 77.9 11.2 24.2 1_0..7 _9.0_ _ _ _1 6.5 srl t .21 tL- 1.4 7 12.6 123.9 -* 4 - - 4 . 51 .8.0 18.3 -21i 10.00 9.0 123.5 ~ ~4~ - a8, 3 37 6.5 100.0 *- 93.9 10.4 126.5 .49 GW-GC 40 11_1_ ,

11.0 -4

Fc-, I - .1. - I - .1.- - 4-4 -

K - I - 4 - 4 - I - 4 - - 1 -4 I I I--- 1-... t - 1...... I ______1..3.J... I SPt4IFC "JAVITY COMPAC TWN TRIAXIAL COAMPRESSION. TESTS OTNIfS. 414 wMhJ5h4 424 ASTIM 0W5?0 UC UiCrmiFfxfo CoIwissIO* CU CONSOLIDATED UL*#D*&A(D * VISIMI LASIIWIAT10 r.,; .. * ,441- PtLa[ EliTr TE[ST• PISus P 4 UU $4Cl•Mlft 4il(0D VNDf&PDA*O C COuS L0041oAD01"4N0 131 2.O0O F LIS/CU rT CU C0S4OX.fVATlD 4U03Alft(D C* CICLIC COM4OLIDAI-D W4lA1410 DIRECTD SHEAR TEST (wpF PiSSum M7,',UMI MINTsI (Polm PAISsUpt moAsut4INtSI) 44 AIaNIULW- ININMUM ON RECOWACTED SECIMESi 415 armiI iscE irr74 I TABLE 3 SOI L TEST RESULTS SUMMARY Joe NO 12334,.0i 9 PROJECT imcaurm FEATURE Evawarteton Pon DATE ftttoi 19m5 F7TOI~hIMI*mRwfc mmAISC ALI WNaluu 3KPa C N*TURAL 1compkc~wm i HIII A 41 rPISIAUTm~un m4O IILvlc2au . Aw"esJ LOW53T3 rUmi&W 'WA owuiw ou a"~ti. 01 tsr c IFTW nw 0r m I1wM I REEMARK m"-u Aw 1,; eCtw i .4". ouwIC £VLCW or. IiynTESTI 8.1 1 7.5 20 SC - 6 62 32 22.7fl

B-2 2_ __ 5 wml 71.3 39.b 315 I_ _ tiC 39 IS. 5 j -. - 4 1_ .5 14 Mi. 58.1 - i 1 7. 0 38 a 41,2

a____?s__ z___ 0 is as 30.1 8-3 4 10 11.5 G 34.8 • . A• 6 is 16.5 Nl 28.8 41.2 7 17.5 20 CL 1 14 .4 22.7.5 - 9 24.5 26 SC n.4 1t.4 3 ).5] 9 ~L, 30.4 /

1. .4 123 14 CL 41. __ 6 i 17.51 SC 0 55 45 11.9 8 22.5 24 SC ..- to 27.5 29 Sc

B-5 2 7,5 9 C0 19.5 3 10 12s5 c. 0 23 17 __ - - I L, iI

6 175 19 sP.SC _6._ e-6 2 10 12.5 MH 0 13 87 61 28 33 K. I L 3i.u L . !,4! x 3,,!0 pSt 4 15 11. 5 11L 0 38 62 so 33 17 5-8 ___ C) ___ o_5.8 6S2.4 2.9 - :1 12n. 6 22.5 24 1.3 . I 7.5 9 4 3.2 1~~0 ,TTI ' z?.

SPECIFIC ".RvITY C'JW&C I IWO TRIAXIAL C0MPWfSi~OM 1TSTS OTNUS 101 16INUjS O 4 U-C WKQUIrpto COW0tssIWoo Cu ¢"•SCl~ILt"7l0 u•"o IZS .*&lf~ V95~1 Clip cUSOL•ID*ill U.OliIM * wIVAL CASWC&Ir. III 1 P'V .C 4 aIu usocaOruxtDTtv ~IOW4JKs( CO CO¢SOLOIMILD Se*l i 1iPL-"a C vI IIS Tilr 131 MlO.ONOT 1.6S/Cu FT Cu coSOll)7f U0500a"810 CYCLIC CONMOD090w C00ft PSW9i~f CO WNDROMS? 141 ! liMlt"- Mutpolu iW•l•NI(C.SD irmU P IS$WP wU6m~u"iU? IS) .0yM6l43t1 fLI(l TABLE 3 .0 7:7..K.., , I

SlEET 3 Of SOIL TEST RESULTS SUMMARY Joe No 12334-t059 PROJECT Raiciho Se- FEATURE Evapiratton Pond DATE OctOber I1M8

- - -PW- 4MC* CIPCTO U*UhL___ IT*R _ AP DAT PtaAamm1 F. CLASS. ANAYSI ___ ur,, T _ VITY' wh-t -IA WK UNIT91iT .gw -i M oL P __1 G COITMIn ff854t Mo. - Off~m wEjo Oee mesi7 ow s my--- I___ #3 ____ ES _W______m____4_Pr___

8-7 6 19 21.5 sc 0__ 61_ N ___I ______

? 6 ____--{

______3 0 11.5 Z7.7 -

6 .17.5 70 0 49 - -. 4j 1. . .- ___ - - _ __ - -______

8-9 1____ 5 - -.. ______

4I ?0 22.S Gc _ _9_

5-1 17 !. 0$ N 6 5 3

17.5 ?0__ 1_ NH -1 -VU- 7.760.1 P. IL.... 3 1f4 Ot

-~ J-4--. 4- I- - B**.-*4 - I -4-I -4

I-,-,

I---___I_ I L 1 . I_1__. -i - m -4-4 -jI~ I ý - . - 1- . -i -I-1-ti -

I I VI - I . L I I J 1 1 4 i i i i -- I I I I I I I I - I i I -+- -f--- -1 - i t I I I _ OM_ t COWC TOOS TfRfhXiAL COWACSS.O14 TEITS -04 : IftcIF s CAA0I. 1~*As T Dole VC Ue.C013IMI Cok"*IS3Ow Cui co*.sau0A1o sawaspt (2) U00WomsoLf"Tto IODUIBDbm( c3.fiqSI ASIS of1?5 uij cc ccGOSL46190 afsasWe (lip ,20.000Ff. LOS/CU. FT CU ,a ,014IDvTEO80000AWAVI go CYCLOC toSSw"Foom VNIV800 13C( (43 WA 2 Ww - UlW*MUm POSSSUM 911SiR01To S1 Im rPOPU(U gu t*IUmsl (51 01"f" ISE( TEXT)

TABE3 I ' ... -:,?. ,-•-..

F- ;

Table 4 Field Permeability Test Results

Page 1 of 3

Interval Test Test Precsure Borehole Tested Interval In Feet Test Permeability Me. Mahnl^ em /A* In IE tptneh' :, ý "I'll'',(r1 A nif; 11 MawLr - A

0W-1 53.1-61.0 7.9 Couldn't seat packers 90.0-99.1 9.1 97.7 Packer-Constant 2.3 x 10-6 Head 126.8-135.9 9.1 152.4 Packer-Constant No Take Head 126.8-135.9 9.1 168.6 Packer-Constant No Take Head 126.8-135.9 9.1 191.6 Packer-Constant No Take Head 146.8-155.9 9.1 153.2 Packer-Constant 2.3 x 10-6 Head 166.5-200 33.5 160.6 4. 7 X 10-6

166.5-200 33.5 175.5 4.0 x 10-5

166.5-200 33.5 189.3 5.5 x 10-5

1566.5-200 33.5 175.5 5.5 X 10-5

167.7-187.8 20.1 Bailer-Recovery j x 10-6*

Ow- 2 23.7-191.4 167.7 110.2 Packer-Constant 6.9 x 10-7 Read 67-79.5 10.5 96.7 Packer-Constant No Take Head 69-79.5 10.5 112.8 Packer-Constant No Take Heal 100-110.5 10.5 128.7 Packer-Constant No Take Head 100-110.5 10.5 144.8 Packer-Constant No Take Head 100-110.5 10.5 181.6 Packer-Constant No Take Head 114-119.7 5.7 178.0 Packer-Constant No Take Head 114-119.7 5.7 224.0 Packer-Constant No Take Head 114-119.7 5.7 258.5 Packer-Constant No Take Head 114.5-156.3 41.8 183.9 Packer-Constant 3.1 x 10-6 Head 114.5-156.3 41.8 206.9 Packer-Constant 3.1 x 10-7 Head 114.5-156.3 41.8 241.4 Packer-Constant 3.1 x 10-6 Head

2453V/42 RAG OF ------7 .- - -• •-- ERPTC 01 04i

Table 4 Field Permeability Test,Results (continued)

Page 2 of 3

Interval Test Test Pressure Borehole Tested Interval In Feet Test Permeability I"V~ A*a ^F UWM"f MUlhAAi

OW-2 122.0-127.7 5.7 142.0 Packer-Constant No Take Head 122.0-127.7 5.7 165.0 Packer-Constant No Take Head 122.0-127.7 5.7 188.0 Packer-Constant No Take Head 122.0-127.7 5.7 234.0 Packer-Constant No Take Head 136.0-141.7 5.7 152.0 Packer-Constant No Take Head 136.0-141.7 5.7 175.0 Packer-Constant No Take Head 136.0-141.7 5.7 198.0 Packer-Constant No Take Head 136.0-141.7 5.7 232.0 Packer-Constant No Take Head 146.0-151.7 5.7 164.0 Packer-Constant No Take Head 146.0-151.7 5.7 187.8 Packer-Constant No Take Head 146.0-151.7 5.7 210.8 Packer-Constant No Take Head 146.0-151.7 5.7 245.3 Packer-Constant No Take Head 148.5-159.0 10.5 200.9 Packer-Constant No Take Head 148.5-159.0 10.5 235.4 Packer-Constant No Take Head 148.5-159.0 10.5 267.6 Packer-Constant No Take Head 149.5-160.0 10.5 197.6 Packer-Constant 1.1 x I0-4 Head 149.5-160.0 10. 5 232.1 Packer-Constant 2.7 x 10-5 Head 151.0-156.7 5.7 176.0 Packer-Constant No Take Head 151.0-156.7 5.7 185.2 Packer-Constant No Take Head 151.0-156.7 5.7 196. 7 Packer-Constant No Take Head 151,0-156.7 5.7 219. 7 Packer-Constant No Take Head 151.5-162.0 10.5 230.1 Couldn't Seat Packers 153.0-174.0 21 Specific 2 x 10-3** Capacity

2453V/43 -PAG.,OF _L FinC 0 10.:4

Table 4 Field Permeability Test Resu Its (continued)

Page 3 of .3

Interval Test Test Pressure Borehole Tested Interval In Feet Test Permeability No. in Feet Lentth (Ft) of Water Method em/sec

OW-2 169.5-180.0 10.5 221.6 Packer-Constant 1.6 x 10-5 Head 169.5-180.0 10.5 279.1 Packer-Constant 1.5 x 10-5 Head 184.5-195.0 10.5 274.1 Packer-Constant 1.5 x 10-5

OW-3 21.8-31.0 9.2 30.2 Packer-Constant 2.7 x 10-6 Head 47.5-164.0 116.5 115.0 Packer-Constant 1.5 x 10-6 Head 111.5-164.0 52.5 117.0 Packer-Constant 1.2 x 10-6 Head 112.5-164.0 51.5 126.9 Packer-Constant No Take Head 112.5-164.0 51.5 138.4 Packer-Constant No Take Head 112.5-164.0 51.5 152.2 Packer-Constant No Take Head 168.0-192.9 24.9 Specific 8 x 10-4** Capacity

P-I 9.25--9.50 9.25 Permeameter 1.6 x 10-5 W 10-5 P-2 0.47-9.50 9.03 Permeameter 1.8 P-3 0.36-9.50 9.14 Permeameter 6.0 X 10-6 P-3 0.25-9.50 9.25 Permeameter 1.8 x 10-4

*Test was conducted prior to completion of well development. .**Permeabilities are for sand zones only.

2453V/44 [PAG LL._L-OF "ZI OPFT C 1104,

TABLE 5

GROUND WATER QUALITY OF THE MEHRTEN AQUIFER

(a) On Site (b) Wells in (c) arameters Domestic Well Mehrten Formation pH 7.22 7.6 Tempera ture (*C) 19.3 20.9 Conduct ivity (Cmhos/cm) 260 231 Hardnesas as CaCO3 27 73

-: Ca 4.7 15 Mg 8.6 Na 25 19 KI 3.5 2.4 Alkalin ity 78 94 S04 11 <5.0 Cl 4.5 12.3 F 186 • S iO2 45 70 TDS 186 Total S Total nJLtrogen 1.3 0.90 NO3 0.48 P 0.7 PO4 5

AS <0.01 B 0.22 0.12 Cr <0.02 <0.01 Cu 0.7 <1.0 Fe 0.20 0.02 Zn <0.1 <0.1 BOD 1.8 TOC 3.2 3.3 Color (color units) 8 Turbidity (NTU) 2.1

(W) All units are mg/1, unless otherwise noted. (b) Average of 30 samples taken every 2 months from 1980 to 1985. (c) Average of 17 well samples from Mehrten Formation taken in Sept. 1982.

2453V/45 LPAAGFj OF ='S [RPT C 0104

~ TABLE 6 i•P, GROUND WATER QUALITY IN THE VICINITY OF THE PROPOSED EVAPORATION PONDS Parameter OW-1 OW-2 OW-3 Lysimeter #1 Lysimeter #2

Sodium Sulfate Nitrate .Ammonia t.[ Alkalinity TDS Pit Chloride

Arsenic Barium Cadmium Lead Mercury Selenium Silver Fluoride

L Gross beta (pCi/cc) <2.90 E-8 <2.79 E-8 Tritium (pCi/cc) <3.91 E-6 <3.92 E-6 Gamma spectrum (pCi/ec)

*LLD = lower limit of detectability

2453V/46 U

S...~.s ..- ERPI C 0104 iL.

. -TABLE 7

GROUND WATER MONITORING PROGRAM

Sampling Number of Collection Parameters Medium Samples Frequency Sampled

Ground water 3 Grab sample Groun4 water elevation collected quarterly Temperature Group pH 1 Conductivity

Sodium Sulfate Nitrate Ammonia Group Alkalinity 2 TDS pH Chlorine

Arsenic Barium Cadmium Lead Group Mercury 3 Selenium Silver Fluoride

Gross beta Group Tritium 4 Gamma spectrum

Soil beneath 8 Grab sample Group 2 and ponds (minimum) collected quarterly Group 4 listed above

Pond effluent I Grab sample Same as above except collected monthly ground water elevation

2453V/47 PAG 7 ;-O2 ERPT C 0 10 4'.

Figures

2453V/48 PA G 0FZ- L ~f1. IRPTERPTC 010404

IPAGFEL(LOOLk:] I " i1:" ' • " ...U..'.:",77! "

AVE

rI....1: Highway 1041:-+

a.0

'Pik PROPERTY LINE

;UMII OVERLOOKON

IYACC $A ROADS".AD

ADMAPOSTAATIO

PONDS , ~1- , . I i

c:)

T1O0C 500 0 10O0 2000

SCALE IN FEET FIGURE 2 SITE LOCATION MAP I 1 1-.

OW-S3 ll>OW-3SA

TA3T" BeR/4/c zZ'Sr Z7'1-ýC4'tx P6A'M6.4EF6A'EKE TES'7OL6 L Y/1EAfE7,d

.v -~4/4 7,Lc.90

-4

FIGURE 3 o 50 100 150 200 LOCATIONS OF BORINGS, WELLS, LYSIMETERS tN0 AND TEST PITS SCALE IN FEET 0

0 A 3•ý

B-2

LEGEND

1?] Clayey sand (SC-SM) Gravel and Cobbles with clay and silt (GC-GM)

-v ~ Clay and moderately ,-, to highly plastic sandy =p C) silt. (CL-ML-MH) m (SC) I-v-K [ Clayey sand 0 50 100 150 200 C FIGURE 4 HORIZONTAL SCALE 1 - 2W FENCE DIAGRAM-SOILS BORINGS 0 OW-3

OW-1

--:...... : .•G•l /Conglomerate layer found in each observation well.

LEGEND

.... Riverbank FM (Pleistocene) ...... Gravel & Cobbles SLaSuna FM (Plionene) -"nterbedded silty sands, silts and clays FM (Miocene) OW-2 -=Mehrten L'" J '-Principally sands and silty sands w/some gravel.

...... Water Leveis as of 10-16-85

0 25 50 75 100

VERTICAL SCALE 1 100" 0

R0 50 100 175 20 FIGUREF 5 SCALE V-200 0 SCHEMATIC GEOLOGIC FENCE DIAGRAM HORIZONTAL OO A ,, PfAPO I I I I l

-'1 - PURL PC f4VrAD*VCf "D~d

UNIT~ ~ INSE WVROK9ATERWELL EMONITORING* •) EVAPORATIONWELL POND

- - WATER LEVEL CONTOUR. DASHED WHERE INFERRED +1 -, ALLCONTOUR WATER INTEqVAL E LEVATIONS 2 FEET ARE ' , ARELATIVE TO MEAN SEA LEVEL

\ +\ '•KE+ . \ •.

-v

0

____ _ FIGURE 6 E m rur SITE WATER LEVELS OCTOBER 7-9, 1985 I m -- - - ERPTC 0104

2~ *'\~\ r -

~~IIh. \\\\

.j.. j

.*..,

-

7.-

SOURCOE-COTVE

PONDSTE

,•.• •'ww.=-t--•., iGALT-

0 1 2 3 4 5 !.• SOURCE: COUNTY OF SACRAMENTO DEPARTMENT OF PUBLIC WORKS GRAPHIC SCALE ? L'IWATER RESOURCES DIVISION (MILES)

FIGURE 7 REGIONAL WATER LEVEL MAP-SPRING 1985 ELEVATION (FT. MSL) w iCl

100'-

90ý

80+

70,

60+ ýA 34EI1 50+

U. 40' 21 P2 0 20+ 21 P3 'Lu -i wu 10.

0'

-10+

-20+

-30+

-40 1966 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85

YEAR

NOTE: WELL LEVELS ARE RECORDED IN THE SPRING AND FALL. DASHED LINE INDICATES MISSED READINGS.

SOURCE: STATE OF CALIFORNIA DEIARTMENT OF WATER RESOURCES

FIGURE 8 GROUNDWATER ELEVATION TRENDS IN LOCAL WELLS

IPAGE:L..oF2Q4,,J, Au U ) Ua

0 ir Esit 21 P2, P3

RANCHO SECO SMUD PROPERTY LINE -- NUCLEAR STATION

0L LO A I N OAS

34 CY31GE2 0 .:'! RAPI 34ESI W

•-"~I "0 O , 04 v-m FIGU R E 9 •"na• LOCATIONS OF M"U"M]TORED CLA WATER WELLS n CAYGRAPHIC SCALE ERPI C 010.4-;

--3/16" i.D. X 1/8" WALL NEOPRENE TUBE

•..

PI-NHCLM\PPINCH CLAMP 6 ...... ::: - "" ý

BACKFILL

ACCESS TL KIBES, ...... /4"0O.D ... .. P O LY E T HY L .ENE C" TUBING =7r SCREENED •BENTONITE •'•1-1/2 INC ;H PVC 6D1 •'• SCREENED BACKFILL

3 II "•-'-'•-- 6 INCH DI, MODEL 1920 AMETER PRESSURE-VACUUM SOIL WATER SAMPLER •~SILICA-FLI OUR SLURRY

-POROUS CERAMIC C UP

3 INCH DIAMETER NOT TO SCALE

Sotimoisture Equipment Corp. FIGURE TAKEN FROM LITERATURE:

FIGURE 10 SCHEMATIC DIAGRAM OF TYPICAL LYSIMETER

DA C I. ur=aji STANCIARD PENETRATION TESTSCBLOWS PER FOOT) 'I nt :0 20 30 40 so 60 70 II It a 9 0 CLAYS ,SILTS Ii * SANDS it 100 * GRAVELS iiuS 200

I- w ii 0 jS~ a' .1' 1:.. V~ 1 177 I T-77 I I vir I, I

limmp I =I-Ar~ ii C) V.~7T- i I. ii iiII

l'V -"° .a-~ WATER CONTENT, 96

& CLAYS, SITS OHMHACL) a SANDS &0 2 GRAVELS 4C) PL W LL

I- W-MOISTURE CONTENT PL-PLASTIC LIMIT U. LL-LIQUID LIMIT

a- 'Ii a

-0

WIv SAN FRANCISCO

WATER C(MTENTOMPLASTIC ITY VERSUS DEPTH I

...... :• .:,! ..**•.. I! is1 .LEGEND

0 CL)FINE GRAINED" WOILS o SANDSCSO * GRAVELS (GC) iiSn

loo LIQUID LIMIT, WL

______:3W - FluE 3L ...... '.. " . ' ' .- -. ,...... ____"_____:'.______".__"_____._,______'____.______.._____.___,______._____

...... ,. .,

-I~p I I 1- LL ~iffv~ &MASYUfII LL-I ii r •k P1i PLS MAT. w/C CL.ASrnSW . ______

SAMPIAMLEW ______DrPTH FT

HOLIE NO, ______.. w~mwwm Ain&I W~ 1 KTIE. A.. -. - taI MMOW scWast INK •l.III3LEM goaEVm&-meI o 3o I1U ,, u. *U.0 tunlow~ m a sw A-a 6.* q~iii as m ~ ~ ~ ~ to l1b VI -1 ~4zzz ~Z4~

-- -I1 9- U 9. -4H i

-44- I IV U -4~4-~B -I- -9--- -I---.- rJ .vv.,• a 1i~ *1 -~ a. - a m, -

z --- 1-/--+-- .1. 1 ~I It-

'4 9 -1-4 -~ i, ot IL l =- IL- 94.-

0 a -I -*-----b-t----4------~*----~.I.-*-.---.--9-4-I.-94~4-I N -t:P§v 9--- I 'I' -I- U, - I - 4-~---- I - I - -I-k CD"0 m -4

r- - 4- -- 1- 4 L -.77- I I I I I I AI I I E I I I I I J I • I .... . 13 :9 8 ow ? 1 * aI ;vu~apq :1 8 - lot ma 0 .1 334 ~3 63? gi m oof am Ott In? cr?4 I 476 VISWTEN OF ft*TICLE 10 WILLP0179" , ." iý 4 . SlAllb I GRAVEL I COVIDLES CLAY IPLtAl•C) TO SILT Ii-vAsiici II I- I. I •f'l I utmum I cosst I •lU1 I Co*#3 , I ...... •....

. . •- 1 • : !!

I a U 1 P I U' I i III t PL ______ini__ _ _.

*AT. W /C______

~CLA5SU. SYM& ___ 4-

SAMIPLE U ______" _ _,_, _,_V._" ,_O'LE_-NO.I_ I [YOROUETENAALYSIS SIEVE ANALYStS list scamm u a srafsI" 99mw CL.*I sIse MOIONS p 8I I B 4I & 4 3 ~I.*3I m 0 a /I I •l ~ tina so 0 Is m bw~ -S 3 0 -I -- 4- - --- 4- ---- I-- ~(~iftH

-4- 0 tA:V n S- Li41

-4- -S. I - I U I zec N I$- -....- !io!~ cDJ IZ

2 •---4 .-•'.i -9 ... •'iii..!S...!. -4

'i IA EPE~ COBBLE

39C -4 L-_7iF: 7LLn c: .l Sib IIL S S i . PIle Mn i i I i I I i m F I W ow on c*? 074 9 U' Voq&C(lN OF IS*TKCL( 0 WiLtIlOETIERS I SAND GRW[EL rA*SUt CLAY ftasnc, TO SILTt lmm-tPAaicl I MfI%...M I I u.ins I I •~.* I 1#1IIJ ofIll olumI•IIIIII cofiostI• fIIIiIII| rFII|lot t•Ill! 1.. I ~ I I I 1 V

0 5 r r r if L 0 I 0t I t I~ I I I IPL U "A, .Tr. ... .

SAMPLE 11. , I _, _. ,_ ,_ . DEPTH FT. ______in_____ HOLE NO. ______7 *TUIUUL i LW ANIALYSIS SIEVE ANALYSI S TOM MEA U MI U.S. SITANDoAR SErIS CLEAN SOtUR OpErNIN4s SoeSm. ur ame sOw oHI.mpm. 4366 13DM. ROD wo ao U 30 30 to a S4 o "• 8" l" I" I S~e* U"

~1~~~~ I

71

0

U. 1) -4--- 48 'U ~. 4- 6. ---- U----- R [ Sr I~3 8- iN~U±~SOUlI~Sz~ Do 2 w hi I I I I -- I------4------I-----.~1 U :_ l,• H_ ;• w + iii 1.1 m liii IL- rr------.--.------..------.---.-J.~....~~...~..L...... A I --.- .-- cc ...... L 3 -- - I-7~tLz-r (l IC-, fi • -_ ...... -...... 1...... - ...... I-- _ .. --- '.....- --.. 4 0

1- 4 - ___.--_ .-- ___ -4

0 ail ...... 0 ...... - L J a ~ ~~~~~~~~-L+- ~4 i ~---I~ -1 @glib -n a 0 0w19of 03? 0 I - r~-r~2I -I 74 TI*MER27to? OF PARIDCLEsO0 IN UILLIM(ITFOSIts t3 476 95219. I6' 's I t It S15

CLAY PtPASTICI TO SILT INOW-PLASTI•C) L-- ] SAND GRAVEL COBBLES !iWE LDII. COARSE V~INE T CO*UW( 10 NEU <;j.

UNDRAINED SHEAR STRENGTH IN KSF -0 I 2 3 4 u

IIitIi I 101- w 3M 0 ii 0 IL 1~ I-n~ II wJ 'if a•

*1 ii *1 mII--....-I I I I I i 301_ __ _ IIii -0riým SAN51E0ICTEL FRANCISCO Ii C) ii FINE GRAINED SOILS UNDRAINED SHEAR STRENGTH. Mft I .. ý I W_ -I-. mi j, 1 12334- FIGURE 17

•'-,,•• .. .• .•. ...-• . . ,. .. ,ct ...... ila D...WUE. .7..~ . .. . .

.1 - 1 ~A J~1 rj ~ I '.1

TYPICAL CROSS SECTION OF LINED EVAPORATION POND

0¶

0

0

0 "1'

0 mgo -6 0

A C.) r- GROUND 0 WATER HDPE = HIGH DENSITY POLYETHYLENE LINER, 40 MIL MIN. z

-0

,= PE NET DRAINAGE MAT (2) 40 MIL MIN. HDPE

-CLAY LINER

POSSIBLE ALTERNATIVE LIiVER SYSTEM Appendix A - Boring L~ogo

2453V/49 IPAGE.LF.L4 11161IC DR ILLLO icoSC/34.'6 W-

AV7APOA'AT/M ON~ooý- N/37106616 18 #77 14S-S&/'r

8-d~~&/5 ~OL&I"4111 &me06". ...2IPV"amuem . j 1/6.7 72 / A a/2/.0 /.2T45' 00 4. 79

07-J

x&OSvmC;VW -- bkedb.ngwe friS-fft.

00-10.0~WAIEGI edu mo e Lm"419

memodofulg

bwI$Y20 fflImw4.o-ietitbnrcobm Iv SI;rbityR Ukot fine-very~ uNNwbtmoeai ~ ~ n ~ bo onnvraie

1010 27 01f~ ISM)-lhit O ahbroon ( YR10 fn 12I

W". holean ondu

Wy~~or bu mma.N fro" 30-3

2k 27.0-43OjL jj~ MLI-Moderte elo*Iibo ( w fn10 YRGA

silgtit~ ~~ bd ~iaia ~ plalntaeo~ ~ ~ naO irf p fall Inwt 00/ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ hi An 9mundme-0(vrvlnu~~la~wtuEhT~opa

0. 1111"41",t.ams:. 11a 0 IY'l ZVARORA T/OA, POINZS OW-/ k ý-~tJC 6OA

DRILBOLGI LOOeWMcA sOOI~~0*CWV 2u lw-,

2640 s LS iusw 160ps

dMin 7s pi wsw"

SoI.** 44Z /07.0- ysftwi' b-- 10 YR 54todrk4~.0-4.2~(S~-Modws.lwdbrw (10 YR 4M.)fth to /05.8- \Nwy fnewgrolned with loss arwuM 4M4)sift I 45. 45-W.012.75Chmlnu

(M23.klLI-psi.V.olwtida beown (10 YR =P4170ps ow 0 Psi 6/2= abu mooto twsown (5YR 4/410-4th wu 47-60 Z.41 48Z - wssttuu-s-d wdW~ orwn Ox~tas uMirwi 46-47: laii n"al all wftIh vwy thin black i son ar..mm cWM.y dWAh Clculbretnmn.d f- 2lgprnl phokkivelwth ff~of vary img mawn Rom r-pinW chaeletieen A I 210 idown 50 psi

6,Owta~o 60Z 97.0. motdbm an bhdi nwrnannu sdoin dwom~ulhot. 96.5' G&66. ~I L-ow eim R44;in ,=p4il14.a43n.Y4/1;n psi do"w 75 pi wato

8.0160 /OCx 11.2klSM-Modaa 660 sflwW~bieow 110 Fj YR tlw~ ~ 110pdq10dt YR AIM) 60-If Pei 0 -36&5 ft; fieeswm to wayha gin wfth vens t20- 80-86:15.5 mim 250 1:1:::: 30161 sift, bki.k WM 1WOdis of merrvisi rnd ligh pe awn '""' psi water 1. will u"w 1ce st Nvoingoowr rsuloinly; ar Mick 6&.4- 64 (SM UL-momg flnes. 1,01.0 gaz

',5- 65-7O: I mln, 26) Idown 7, psi watr 77 840- -cobble on top of coe. K] 5:010-81 /C.% 00 "0:0:: 70-75: 11.5 mira 300 G&C- S1.0~J~AMMIL-CLI- Modem brown fYR(6 Psi down 100 psi wswr 000 '0 4/41; wilsitty counst wfth tus ciay; WOslaghlo w pluiftky; few thin. rando yellowish Way auIngs, ,, '00, 00 0 01 1 -adw&W Wi~m* ngunam

:00, 5:0147 00

'0;

'01, 0, :00'0 '010" 00'0"'solos PAGL- Y-OFIMz .!A:

*p * ... P. viv,.4 grm - em... oOOIVAOS~ .fL.7' OW

-,Cp, 19-1 WPT C.,1u'4' ',GEOLOGIC DRILL LOG I Rtvc4so SCG I0/EOS4-.' W- *IWATER PRESSURE 1 a ,u TESTS .ave. on: 5 0 A^Tum LUVOL. oCflCR IPVT* Afa CLASSIV*CAION WAYCE avYUER. g a .EI U .4 CSAUAC?8US OP 0 4 ONILLIWE. SVC. 1 IV: CI a 'SI S * I i I 75-80: 28 mins 250 psi down 75-100 psi

,'r.: 75-81: Cobbles fell •.•? in and ground upcam. 1.010.4 0. 80-81: 3.5 mins *I&r811 - 6 D0,3" ID ugemw 9 oft 81-8: 10.75 mmn 260 ps down "0" ps

81.O-90.0 Sand(SM-SC)-Moderate brown (5 YR 4/4); very fine grained with large amount 14GI50%) clayey silt; trace mica. 85-90: rmins 260 ps down "0" psi

Wter wayson bit blocked off. Core 54.01. w ahdSway.

90-95: 12.25 mins "oI.AEACOrR 260 piWdown "0" psi voter

90.0-97.1 g l (GM-GfWI-Fine to coarse. wbangular .74 to mbrounded with medium-vary coarse sand with small amount (5-10%) clayey silt; well graded; weakly 904-97.51 cemented. 150Z 92.8-93.5: fine-medium brown silty clayey moderate I! and with trace fine gravel. 95-96: 4.5 mains 260 l.a 0.. psa down "0" pm water 9111•7:4m -250 ' *oZ, psi down 400 psi water 8-12-86 97

97.1- 104 Stj3 (ML)-Moderate yellowish brown (10 WL - 31.6 YR 6/4) to moderate brown (5 YR 4/4) to moderate 97-102: No time 300 4kai 86x reddih brown (10 R 4/61: weklv cemetead with sme ps down 50-75 psi 1- 20%) very fine snd with few medium siza; scattered water random black manganme specks and taining. orange oxidizad taining and rare caliche stringer; maseive gIradationl contact with below. 102-107: No time 96.6-9.656: pale yellowish brown (10 YR 6/21mode.- ate well cemented ssem. 200 psi down 50-75 Pmswter

104.0-106.0.jp SM-SP)-Moderne brown (5 YR 4/4) fkn- finefine grained with mne (1- 16%) ilt; weekly to moderately cemented; rare light vellowlh gray (5 Y 91I1 fine send and black mengenee siringeru. 106.5-100: large amount (40%) silt; very weekly 107-112:17.25 mins 200 psi down 50 psi Iw tr

100,-110.8 San (SM-SP)-Moderto brotwm (5 YR 4/6) fine gralned with aome 115%) silt; few very Coarse graml .94. 109-3-110.6; modaratyviwil conmlidated.

110.8-1 12.51Sit (ML-SM)-Moderate brown (5 YR 4/4) with lr amount 140-50%) very fine aend: trace mice and black mangenese sringa and stlaning; well 112-117: 26.5 mins 200 psi down 50 psi Col- water

112.5-1 17.5 av (CL-CHI)-Moderate yellowish brown (10 5.0 YR 5/2) : some silt tr;cb(5-10%| very fine aend; m•dkam- high plasticlty.

- L 1 J..~A - - g I r.OLS .0. & ews..DGMtt s.P PsmW"80 0 - 6YN01am~s VA POOA4 P1OM A OMO7S IOW-/ IHbCP te.1 I

LPAGE2Y-Off / - 7. -.7 7......

117. LOG :

•iG!EO!LOGIC...... DRILL L0 !1 ______..,,__ 3 4

- I .!

ll-122:Notime • I 17 .1-122.0.fiantln ISMVI-Sodi.. um of" Way 200 pa dowi 50 psi

15Y 5/11; line grine with WIamount 11% Witter .' sil lC.iC.'m. ~i O

&4 8 /v/11 22 .0-1t*.tf3LnSAinedim grwained;Wi-Madiu cloo oolvewith true•tw IS ( < V5, my e m;.

r52.212 -=/ttn (10.41 5MY9 0-125A 122-127: time

Pal b YR(5O I W2lS- Il-iT •'l• 1%l7,, to Pal22~.~0klY ollv Y 1 h5m orge 200 pasdown 50 psi amount/' 1401%)of vqr fi h rod;a vnry t to no wuter

oaiwith t iaw eed yell ralnomowrn (0 Y 632. (with roiadobla&k mpeckanguNotmocim o1)e .04 0S% it 51 ine-mvay fine very silly Bid. •""•" 1-2.1 o-l qnV#aktV 127. 132: 30 mini / : a 1 27lg- 12 7.l5: cirleh vt oion a ber •di Wa . 200 p p do wn 5 0p is /M., F -/3 5 9 12&.5-134.5owl . (SP. -k olive blr ' (5Y 3/1d1 w ioigray T( 14411) r dark-mliumgrained. ci_

-Avmrmopwater lous V/ " 130-130.6:tthinly Interlfbidd lama grained olive 01y while coring•dtay and yellowish Way ( 5 Y B/ 11. wea 2.3 gpm . - •, 132.-132.4:Modratetbrown IS YR 4141finailarky silty

alnd with small amouint own and with finemobrounded grovel. 132 134.3-134.4: orsam o•.tlla•d to.., WL- 430 134,6.135. sj(SMlIedim yeo, bown -Contimed 23 Wa 0". .0 / -... 132-131: 30.5 mans 135•/O ""•6-136.3illd (SPI 209dPI m Yellowis_h 250-300 psi down La. lbon trl0Y llivOrt5121 odunverye (ganlel. owan w",. Wet? W"' twt

-I" 1363-137 IMW)Pistlyleithbrown (10 YA 137-142: 31.5 mins W, to moki rols ti lOw(1Y R 5/211 wiw 200- 250 pi~ down

-w viry fine grlinal.; trt* of adip fM0 sfwwt

60 , Wll 13•"l7.137 .t51= ,(,illa0aetlmeAS 138.8. 11135. u niode s~'llycorermic; remr moderate Voishl ,, 2 84 'yeldlow (10 Y 7/4) stained spots. 137.6-137.7 blar~k S.: Illnamd "ne.,

"•139,141.1,42.41g " 1 ISP" Liht ple yellowish 142-147: 38min •.•_ • ~browenI10OYA 7/2) to yelowwih *I"v gml (15 Y p ow15 yelwi6otr al(l 200 psadown ISO 6/2 fine grained with griall amnownt 01511) own. ps water "' azsir moderately cemerited becomn wooly cemented .-"'* 0- 141.

5, .3 -14•.4-144.7 S •I tgPI-Moadkam yellowish b ItOndMY nwixn and fine gravef; urns Ms 135.6-136.3; urns black and orange oxidlzed stain-

147-152: 24.5 mini .. 1 44.7- 147.0 SMlsM (ML)-Yallow thbrown 250 pt do 100 (10 YA 5/SI t large amount (40-1Shvey tin psi water sand with few medium cm ia;t~hyv~ Ilargest n 0.03 h mewdemntaion; moderately cemented; 50 54 -6/.radetlonal contact with below. A0/147.0 - 1l53.0 noS M1.Mcdaresa yelowish brown (10 YR 5W/1f2 e wati, axne I- 20%) sift; moderately camanted b•comlng weakly cimantad below 77 151; few open plar, oi site waalci few random black 152-157: 20.25 mini mjaied f trace maca 250 psi down 100 psawater

9814"140"Pv?. a.' 0, .. -/0.4 1091425OW

. .ca we..m as 6I-1 1. 6i "&CF I*-I IPAG L-1-(.o OF Ib5 I 157-16, 23J5 mins 2l0psidoe 100 psim o 153.00- 19.01, f-S(Wi4M Mdo yebtaidwWo ( I0YR 512). v fllnegqra id with amm armount (5..1011) adh: tram mlsa we •*iOmldkt; ma sa *dovs but illiWty dumis' amd iMuhy wmcemnmud.

112-167: 23nl M0aidowr tOO PJ ei t

167 100.0-173.01OL(SP4M- Modwsts y, bronm WL-145 (10 YR 521 todkvefi bo (10 YR 4/2 w0h random blabdtw wHnrPr%:civ firs mnd. (1-2 Wwml imo ti1e micanwd aRlt;s above but Iflgttly ne and QaOm Pru ommc"o uwwaihvesm td IS. 167-172: No tkim 2lpsidown 150

172-177: 37. rmins 20 psi down 15o pi wow 173.0.t76.5.h ISM-SP).Ouk yatloiph brown (IO1, 4Mwrv•ftna (rA withwabo mu < 10%) wlik;mice W64 ianmllde . I178.2-176: - 20-301 cdlw sMitwith oran" Oxide

7I617-.5 :PeOs ye"ow$IbrMrn (10 YR 0121 weely. m'deis'nemuw. 1"7-162:45 mim 17,65-178,4 §iMM1M l (GPt-Msdlum gray 250 psiaown 150 (Nol ffma"mH mn tJers Wmoum tit- Ps amer I nmediumsargu nd ed ~ from 17 ;.5-178.4; s9l ty ' [wuiher wi Are " aied b1 oxidld amiwn.

t l-Om ith vlwi brown

182-157-.37 mins 11wih oradw,179.6-.111.l bbi - Ok (liqck0 d,.. wvJ d svkiwlqebeam iag|(6 amoimYA 4,41 2O0poedown 160 i < 1010 fkhwy fine send; vxmrdsrwMsy csnwmtd I Psi , Ownbn op i -• vIcl

16.1-8lj• i I 1M. - Detk ytlro•ws fiepie as a I M 176.5 but vwftns~yMveud 187-192: 32 mirn tII.S-180.7,j (SP AM IGP)- Dak yltowuuh 260si down 150 wyera .nd witth bom (1OYR 32 umedkm.v pswimtr lWg. ma-us (4061 fkm- .,•imm qmwaM gmW, ari a 17654-7&.4. Wet.

1091-190.3JSIM ML)- Pals yalkmwivi broown (110 Y" 8/2)-wmoera; cew;d PAlyVeu edw w" orage osildd WeelIHq uorn (20) wy fine p4eftir: saws to below Stram CW:ly gW 192-200: drolr with 3- roller bit. 190.3-200.0 jtg(&UMp4P)-Mdeat4 ye*lowish ilo~m 110 Y 5/)•y tina qria with s"d anount 15-10%) MIgtl c@eyy i4t; WONamount 110%) of medium very *own *jbrounxds avnd scttersd throug"igteoui wheoswe(callkteI pmnulee 8- 16-65 WL - 153.7 8-"080 fWo to 193ft with 7 Sfir tTi~m bi 8-22-W5Osuf w ~ells withi 4" pvcwtsqo 187.8 ft with~scW fm 172.7-182.2 ft~w aburm vigil log for aomnmnicgn dO- tailL F- iTco 0104 I.-

a to. to. I SH EET GEOLOGIC DRILL LOG VCNO seCO lio no./2334/ or 46 OW-2 "To JCOOKODIATEB IALPO ORZIuRH vACAA0,eAr/0A1 ROMvOS MSB3 11,20-64 Flo-98.53 4.s-B-Y.4rIL0-41 Sa COMPLETED KILLER ILL OARS 10M00 0O0L IHO,. *[Ia OVI2I00IN. (P.) OTALOTN

COK REiOVERY Yol•r'.I ICOK E ELo TOP OF CASINO RKOUND EL. 2IFTNS-L. GROUHo WATER° .o..--IEL. TOP OF MOCK

SAMPLE HAMIME WEISNTIPALL CAeINGAIW HOLE: DIA.ILENYTH SWLOGOlBIT: "A/A I C,• o41,•,FOM 8zL/7zai ...... SO /, •___

E~K * WATERI 1"~~ NTEESTS IS : I ELEVATIO" " OESCRIPTION A CLAGIFICATIONSND :ATYE LEVE... ~I 3 S : * ANDCCA WATR AETUR 0 ! I o - 5iU i!IA.V anCATEROILLINO. ETC.OP so 23

1"46.cG 2.51A.91 76% 0.0-3.2 Und (SM) - Reddish brown, fine to very fine grained with some (-20%) silt, coarse sizes and fine Note: Hole drilled dry subrounded gravel; slightly damp below -1 ft. from surface to 110 ft. using 5 ft. long continuous '43.4- 3.2-3.8 a (CL) - Reddish brown; low to medium tube sampler inside 3.1/4" ID 6" OD hollow stem /42.8- \ plasticity w-th some (- 15-20%) fine sand and gravel. flight augers Augers re mained in hole to 110 ft. /13. 6.- 5-. 3.8-4.8 Snd (SM) - As 0-3.2 with large amount fine- 5.0 47 947. medium gravel. while coring from 110- ;01140 1685 ft. Augers then pulled ý05010 and hole reamed with ý0ý40 7-1/2" 0 drag bit from '000ý10 Surfce to 162 ft. 4 (GC-GM) - Medium to coarse, sub. 4.9-1 .0Grue - Lithologic descriptions rounded with xame (-30%) fine sand and clay; nu. based on visual field 0 merous cobbles; trace of reddish brown silt. 0021 methods 6.013.6 727. /0. 000000 $01011101ýVý 0 00'0;000 00 1,.,,No. , /32. •, 01.0 Riverbank FM A Laguna FM

5.o8 987. /5- 14.0-17.011a4 (SM) - Light tan-gray; fine to very fine grained with some 110-15%) silt. /29.0- 17.0-18.0 Grael (GM) -- Fine to medium; subrounded with silty send. 18.0-21.0.v (SM-M L) - Light olive gray; fine to very /25.- fine grained with large amount (30-40%) silt; slight eo. 20- plesticity with occasional very thinly interbodded silty 20-21; saturated zone. s.ols.oI clay seims.

0100000.0000e: 0 00.& 1,'Wo I 211.0-28.0 cnd (SM-SC) - Reddish brown, fine to very fine grained with small amount (10-15%) clayey silt; 5.*01 /.OOZ 7- /.~ 000). damp,

'3 1: b4 0 28.0-30.0 UIIL(SM-SP) - Moderate brown to light e) yellowish brown; tine to very fine grained with small emount (<10%) silt; damp. 30- 5.01.01 ,OZ / //6.6-

K 30.0-36.01nd (SM) - Light yellowish brown to reddish brown; very fine grained with some (-20%) clayey silt: damp. Ii) 5.0 /1047/1 U

SI SPLIT 20P0O0i ST . WSELOW TUSEFIT IHOLE N. 0 , *e* teUng.D~P - PITCNOa I 0 OTHER" '_611/4P0-~Ar1*/0,'V 01V.0S

& -us.,I 19- ir G i Ur In-1Z j -C•04.0-

K.Gi[O1OGIC DRILL LOG C V-3o~3 t2. IoWz WATER * U Ii I pWAssIul I 'a 1.0IRTlll Pcc pU.I ICIVATION *eemPxT.@p. A..o CIn.*CSW~eAOw :ATU: I! II C"AMAnCTU OP 'Irl 'a OftWLINO, S TC. a iiii ii~! a ii 1* 5.0I5.~ /007 M/o. c - biown: tneovu fine Vwteoid wift ftdmu< 10% am:Iddawum ~.. L

501501 A~O7 U 37.5-4•S• (SMI -- vullowid brown. my fins -i wlth mp (-20M ift bia* mgWp u*in inn thin meat ttbulesthmUrouM ocoedniR avelbtad lmWaotonL 44.5-45.9; 4.3-464:47-47.5:4&5.4&.7: 4 wa.0p y tntlreeim (SPIlyr with F smie ocanp oaxidied staining. 40- V 4,4?V

465-O.fJJWM (MLU - Moderae brown; waekly camentd with oMe (-M)I vWeYflim nW Sa*SM X.o 40 Coex -O4oIt n Rrmiad tubules. Dr-aling Ratev

52.5-7.5: 3.7emn;

~'1 600-61SeiRa brown ine to very fine fit_0a) wtWLVery Very waskiv to Ruddy I with •wdom bklm opanioc sit 5146: cede oe (rado tterus(

57.5-82.5: 4.76 main 0 350 psi I,) A0~ 60- 854- 61.M0b- ey to bmwn; fe peiad;wedycnenint fr~e ue.ofasilds. 82,5 Zi 85.6- 6&045. Yallhowishbvvom4 fine to meadium * ,. B 02."47.5;6.75 mlM 20D pei inmenitmb hum 64.5-1J: 64.7-44., reddieh brown 0 '5- clay CL). 54e,. --Sa 81.3-

07.5-72.5: 6.5 mains 0 150oi

c.-S.fjgr~f(ML) - Paddlis brown. veiny weekly clwiwih dvapasP~icity amsel wncurt 9IM~ very fine mind; random block organic strasks wrif 5.0 S0o /VoX UuIn wverdlatly derns.; graingf W ISil 3

75- 72.5-77.5: 3 mini (72.5-76 0 75 psi) (76-77.5 0 30 psil

I /ooZ r r"A'*r 71.3- I I-~-,Awl_ 6- inKDOFf/9 a i as a GOUTYspoe"I ev -0.0'LCV .iV~a ISM & ;S.01IMN1"I p. Pfvcpen * .ONS £VAIýORA'r/ol/0PCAZS

Iicr Fl-u EPT C 01 0 4".

77.642.5: No time 78 .- 79m.ra-e _00201W.- - Uneb to gewter 76.6-S.3§1hao 65.3-75.3 bu moderreiy(MU -camented,Reddish more di; 4.i11 sample. Auge-sapparently brown.m ael .ed offt pulled augan with black organic streks and open pinhole tubules very up to 77 ft. Waited 10 slightly damp; gradational contact with below. I mimn No wet im hole.

82.5-87.0: 8.76 mine, 0 3G pi

86.3-01.OSihltzjo (ML) - Mottled light brown end grvy 87-92: 5.5 mirs with k rge amount of very fine sand: weekly to mod. S300 psi erately cemented; very little moisture; newly dry; trece of caliche.

9-96: 2.75 minsO 100 pa

91.0-11011.4 Sandsonevd ISP) - Reddish brown and mottled light yellowish brown (10 YR 4/2) and gray; fine grained with small amount 1<10%) silt; very weekly to modatly comented. 97.5-102.5: 10 mine 0 15opsi

102.5-107.5: 10 mine - 101.4-107.5 YA 4/4) to lightQodnlgeoneSM-SP) brown (5 YR 5/6); - Modertefine to very brown fine 15 -0 150-200 pei 103.5-104: saturated -- gralned with small amount (10-15%) silt weekly to very Zone. weekly comented with occasional thin (-W.1 ft) un- cemented mend lenssat; c of mia: few open pinhole tubulee.

107.5-110:10 mine@ 250pa 11075-100.7 Smid s - Moderate hiosm (5 YR 4/4) to dark yeliowk O YR 4/2) with smell amount of very light gay IN8) mottling; fine to Very fine grained with mull amount (<10%) silt; modeWaly cemetd, 71- 110 109.7-111.7 Conaiomeate/Gr" alOGP) - Medium to Water Level- 103.7 OWNse;eawub r on dar yellowi brown (10 YR 412) - Averae water Ion fine-medlum moderately well cemented undston while coring was 5-10 -flarx. apm-uparoundauge most likely. 110-11IS: 111.7-121.5 ti(on IML) - Moderate reddish brown 48 mine (10 R 4/4)with -laramount40450%) finesend; random black Imangae) streaks and very light gray (NO) staining moderately cemented; 115.7-117: color is dark yilowlshbrownlOYR 4/2); 119.1-119.8; medium grained sandstone; moderstely well cemented, if very gradationai contact with below. TVAo"OAPA r 0-V Iv' 1OM-VOS GEOLOG IC DR!ILL LOf R~vcqos lz-3t34 1.46. jww z

waves 0*1ms NAWt CLAM waves stavees

I-ub1-150 1 laRewn filld in 0*1soitme rto, 0 5 Theftmr Ceow wowe :4e: 1!(00ui.Wel 20!0120-5 zit snineO 3m Pill(S0 pawtl -4m F- '~ 1S-i22

Saye 45 wfth fin

125-130: 13A mrmis iIPS)-Modewaxodv reddish 300 pi( 1126 pi Vwtar) dreeybromri t5 YR 4141,0~th,

9-126: light brown (5 YR 644

130-135; 1 .5 mine, jU 300 ps 1110 pi wt etl

4.' _W7. /4.1 ,- 1325-1356 W I3~MLl-Modereteraddishbwa (10 R 4141 Wx1a-moqn of firne am;ree(5.

135 Water Level NIA * I 135-140: 14 mim * 4 13-130 1 3W140t .7 Y R 4/41 t ow i reddis brown (10 R 414). faw- -4so,01140 4-2'5 .4 very (hftrelmod wift vrvyingsiftmoot 1t120-40%) 0 waeltly-rnoderettetycewmitd with bfed rwý ne fwo water poll ,40 " 1W~y iche; gand smb~ (per pinhole 0 "AVIK- 7130.4: well cemmevied. 140-145:. 0 minas 2 psi 12•-2 wolwI

141.0-145.5 ISP-IM) MWorAe yellowish bwn ,5-.OI~ /00% I410i R 5/4) ~dn todwar yelliowlal brown 110 YR /32 4/2) 0 141.5; fline-very fin grained wflt man blawk mamnpne mialmnf sin. sM (10-20%) with alsWetr ctean ,yir poorly graed; gram ID olive pWayS -1M. 145-150: 10 Mina 0 250 psi (21-80 pa wsaer I 145.5 --! I ----- FM

/46 -/-S/. 7 IO•.4-5-1 •' .4., 145.5-152.6 Sl-a SPm.-01Way 1 Y 4/1) 05S fW-veryNline ran; noaderetly Cot SId;i111ky o /5 s wmieherrcd wth wimaltamnoute of 9e" oxtild. n kmaciuos, trace (5%) anIZ ,zntradd V 1512: pale yellowlth brawn (10 YR 6/21 , o as,ly-,modraMtl mwentd. 150-155: 10 minus 210 Pei 25-50 psi weteid

J.4 72,X 0 I6 S o ro 5 1526-19,0j~g(SM-SC) Inted)O64ed pate yelowishu

V4)4 (MLI and oifve Wray (S Y 411) (S1.14 fino-very fine grained: porl Waded; damnp.

a *...... ;* 0 0. W.G.~ £VARORAr/OAi ,,OOIOS OWV-R

, 19- [PAG PR o0Z~ F'i@9 ERPT C 0 10 4

GEOLOGIC DRILL LOG RAIVCI-0 ZSCo .

2LVTO j 068CINIPTION AND CLASSIFICATION i U Y,

*0 , 5 "10 0 2:

155-158: santurted zone lpale yellowis brown) 165-160: 22 minsa 5.0 ,al sox 400 pal (25 psi water)

N3 -/2.4 1=80.160 SM ISM) - Olive gray IS Y 4/1) fine -/J.S. .graned; clean. 160-165:9 rmins 0 250 psi (25-50 pu water) 110.161.31n ISM-SC) - Moderata bm". (5 YR 4/6) fine-vary fie grained with small amomnt (10-15%) Nclaym sOlt. 1,61.3-162.2 ISP) - Med armd gma(N-4); 4. ine-nodimrained wek yI c -mented;clean. • T ii " - 102.2-164.6 1a (SM-SP) - Moderatel yellowish brown 110 YR 5/2): fine-ve-y finr grained with small -/8.0- amount (-10%) s"It; 1622-162.4: moderately cemented \ = 164.1-164.6: nmodeael nemented conglo- 7-7-08 105 7-31-85 166.7 VZr4;;,F/r 7-24-85: -Reamed hole with 7.5" AM, drag bit to 162 ft; bit and 25 ft. of W." rod 4.3p.9 sheerd off in hole. Re. 164.6-174.1 r ISM-SP) - et yellowish trieved bit on 7-25-95 20, brown 110 YR 614) fine-very fine grained with som end at hollow stem suger 110-15%) sift; tm mica; very slightly damp; 171.4- back down to 15 ft. 171.6: satuwtr; 172-173.5: weekly cemented: slightly bi 7-26-85 40 ft. of 170" vuy with open pinhole vesiclas - some sained black. saugr broke off and rmained In hole from 115-155 fL Uable to retriee so rd moved -11 ft. NNE and drilled 5.015.o now replacement hole using 3" drag bit to 166.7 ft Began cOring from 165.7 ft. on 7-31-85. 1"65::-15.5 rins (75. * 250 psi (126 psi water) 174.1-179 naSiIp(SM-ML) - Mod"*nt 170-175: 19 mins yValowish brow,"110 YR 50/4) very fine grained with large @ 250 psi (125 psi water) amount (30-40M) silt: random open pinholes with black 175-180: 30 mines• saining; mIoerasty cemented; 174.8-174.9: saturated. 2SO psi (12 psi water) 5.0 0.7 core losesue to inner 147Z barrel no ea properly. 123 -using Rvewt 7-314- 8-1-85 680- Water Level - 71.95 180-185: 30 mins 0 179-187.2 111jaw IML) - Yellowish brown (10 YR 260 pei 1125 psi water) 5/2) to moderate reddish brown 00 R 4/4) with some (16-20%) very fine sand; very weekly to moderately 3.2 cemented with otaionel well cemented layer < 0.3 ft. thick); continued puesnce of black sained open pinhole SIMeopen vesicles; random vary thin blade streaks and staining Imenanpnm), 184.5± - 0.008' calihe layer; 185.5-0.04' mey dimension open vug with bladk wetlng; runs horizontally thru core. _ 185-100: 23 minea 1rK 250 pl 150 pel water)

187.2-188.6 ANd (SM) - Dark yellowish brown (10 YR 4/2); fine grained with some (15%) clayey sait. -42•.0-

5. 190.-196: 25 mine 0 400 psi 1150 psi wratrl

188.6-200,0 Silttogna(ML1 -- Moderate yellowish brown (10 YR 5/2) to moderate reddish brmn (10 R 4/4) same as 179-187.2; tr'm of clay; slightly morn sandy with 4921-4 depth.

6. SPITVPIN:ens OT ONCLOV ,UNZ ar NOLD MS. * - DEMN.Csns -- PscNUNJ a - DYNE.6 eVAROR~A7701V A40M/OS 0W-aZ

i. 04il 1ra 19.1MI tARLLZOF.L Ill

~IEOLOGIC-DRILL L0OG 1 AcO~OI 2 3 L.~ "z

~COOPPV0*60A Aft SLASSWOAYSC "&A~s L."....

106-M.0 21 wno 0 310 0 (190 " wwim

S 0 4 a' 851% 1-70 PW to-i

______8-28-U: Olawvotlwi X6N - 200 ft. Well kbaell with 4 PVCsow 1t3ft

dota-fIt

T70

LiA

%a O..T SOON: v 'o W.*O va..*"&. - .Tc ::; . l~a.o.4 ERPT C 0 10

GEOLOGIC DRILL LOG AJN"'BAA'CI40 SECO. /,3.34 / o'6 O W-3 EVk0R4 rORAr/ 1901V,5 IV47&0/.86 F90-63.77 A5S-Bd//ZT1 90 0 OsUamu eeM LUIa iNWILLS MANE AME cuE~ In@*s NO e*Vu"u'41t SNfFY4 NOCK FOTA~s. pirw 8S-2-8518-7- ,r/ "OI/NKF&IOEA7 t CAIE - 75 ,/.00.4__p

Come necovaesmy J~ 1...im sos 00ms ....ww04...sa 1.. , e41111 L. eNS in WAle SePT.5 US6.TOP OP sRI /19/-92 14 MV/A 0&a39/3 7.6' /dI~/-OV. /

BaMPsLm "Ammon 101110flALI. CASINO UEPTAinN 14101 b ,RA.14.99nOlN IL.OS P oll NI/A I 5c40Cb 4"C z9j. R/vel~soml k" 2 I -:~ * WAY91111 j5OATPRS:R L".15L3L. Is

a3 a a W 0L OV A ?T N O .0 ILIu.C I :~~~~:1F 1: Ti.E*B~Pgf 50CAS55ASU j WI**uns /3748 0.0-3.5.r (SM).Modeate brown (5 YR 4/4) to a moderate reddish brown (I OR 4/6), firm to very fine grained with large amount of silt and fine-medium _q2lui Hoal drilled to gravel. 35 ft using 3 1/2" 0 drag bit and Revert. Cored from 35-165 ft 3.5-6.0 Gael) IGM.GP).Fime to medium, subrounded using N X core barrel in moderate reddish brown (1CR 4/6) clayey silty and Revert. matrix; some mod ium-coarse and. -Lithologic description baned on visual field /3.W`46 methods of cuttings and core. 6.0 - 10.0 Sand (SM-SCI-Moderate reddish brown (IOR -9 Ift: Lost - 90% 4/6) same a "-3-.5with only small amount gravel; circulation 132-35 more clayey. gpm) -IOlft regained circulation.-gound Iquirrel hole? /27.8- 10- ýRiverbank FM 10 Laguna FM

10.0- 15.OgjI.yCL). Light brown (6 YR 6/4); silty; low plasticity with small amount fine sand.

/22.8o 30.

15.0 - 19.0 $nd (SM-SCI-Pale yellowish brown f 10 YR 6/21; fine-very fine grained: silty with small '8. amount of clay.

20-

19.0-27.0 an ISM) Light brown (5 YR 6/4) to DOUSLEPAACKiR moderate reddish brown (IOR 4/6); fine to very fine .21.8-31.0 grained; some medium sand with tilt from - 22.24. toj 25: T11

.03 15 //O.8S-

27.0 - 32.0 § I. IML)-Moderate yellowish brown (10 YR 5/5) with some fine-medium sand.

I05'.6-

IPAG --OFJ/.B5.

aeunsaowt; P . PIYSMUiN; 0 - OTwem "`VAP0R,4r101V .i90MhOSJ 0W

acr ts-1 FYI C 0104

GELO.GIC DRILL LOG RTAMCVcA 5Ev' z~TI iii WA1611 if'.f ~b~SS*0 STSat a SC :WN*B LIVVILS. C"eftac~saf 4 ~ ~ * ~ r D_____

~i IS NIMoeyllwild r brown (10 pel dow- -V- Psime rl~riwith mwm(- 2MI obblt blokode cort bsnakpowued up W-r .12% 403-40L4 408S-41.1: flW*4~tosm sebmuncldt ihem Mid. Wst.

40-45. 10 mins 250 LIM-dast ysllowdihbrown (10 pa down 1 p• mwt *(10-1ll) very fine mid. AIVIN K3.2 4 4% wgtoed withI ansof ca~dot uwthulssorwv K... ameid"; remflm EM Imu ro= (10 I--4 M. g ift NIMdesyeold clay, tnicintasm dily wiTessadm 46-50: 34.5 mim 200 md mrs blac mwn s*irnwqs p dovw 75-1100 pm fo-4740; tin * Flfld. gradetimmi contac with was aboemssd'blw (10 YII 9'. 4-5 10jftM jLAdeuuftyslowIis brmw mn n 43-4v 1.5-141; !CL3-Mmdm b wow~isaVy 15 YR 5/1). ticiy. 884vbwi 50-45: 34.5 mins 200 WSC a"dwMyellowish brown psi down57' ps wet. It; 511pnsdwenit les momwn 41

but tmo Claylavid spyf1kme P.).-ModeMst to dolk yvllowid , i..(105YR4,0qlvdw q qpyfid mmtwI i[5-1 F SOmlte verv fine ~ .0.2-0.4 56-00:33 ins200 p. down 100 ps watm mLodm, -%= IVA4/4);

49 5-AM.. , outpd nal cunt=s with uodekq

}or 4)-Oer*yliowim brown 410 YR With binpidod with morm(20-3M• b. ; mely atoti ,opeM401pkol stiim rdbIe~ men- 0-805:23.5Mmins 200 Sim mmumm pd down I00 ps water

LlM)IMoserwIIo (SYR4141;um.vv

Mi-Modehrts blown 15 YR 4/4); fins.pvy iM mwmum MD04M00ti; mencom iM01111m11gmm af, W5-70:18.25 mn 200 paldowt 75 psi i(LU-lModelst bownm 45 YR 4/4); imse 80.2-0.9 Sksga S.0 47 947. as55-50;wo. y

M) -lOett Veowish imown (10YR 743t Jim plaii-.1tltt i...... ufirmm owithUbutslightlym.morn 70-75: 45.5 mins 200 psi down 75 psi wrer baown ISYR 4/4) somt 074.0 ,(ML)-.Modrwe 72-74: Wet I6 YR 5/2) soly: slight -~~~42.t U W manV aN U-PaIe biown dran maonn opecks; occa•ional ihywith trac of very fime snd below. * ~ ,e.;*-~ ~ ~ *me~ 7 p~.47'4- 67C2 - 11-0. iCm

I _-NO. N.

I PAGLILOFjZ2.. aI ..,V -I' EIPTC 010 GZ.-E:"OLOGIC DRILL 1 ** WATER a -als .. TESTS *utlCe,*,.ON a,. Ci.&•.,e ,CA,,CDN ~I C:.T.ac~ -.--- 3 *j~~i* U S A~ : 'u3 2 _ 1 76-78: Wet 5J25 75.3-81.0 Sjljtl(MLO-&4oderste brown 15 YR 4/4) 75-W:030 mms 200 weekly Rmoer. ey cemented with black mengeneve psi dow p5nwpg wter 501421 e4,r esocktnd If*k* trace o fine lnd: clayey with slight plasticity: gradational with above clay and uwsolviyn undatone.

8004M;42 mine 17'5

111.046.0kandstomSM)- Modeote brown ( SYR 4/4) psi down 50-75 psi fine-wey fine oreated; moderately consolted; UYmeII ornount 110-15%) sill; bleak Mn m ekling., lthroughout; pinhole me. 0open voegiles throe~hijt with a few havning 0.01 ft max dimiension with block aWdlight A 8o gray perimete Costing. S85-90: 33,5 moi 200 06."-7.0 Sanghme ISMWSPI - Pale yollowist brown (10 psi dwn 7p waer5 YR 6/21 medium co@se gro-ond with trar fine sizs anmd uill rtonnt (15-10%) slit; frible. modenrlfWy cmented 9 5-4ý 1007. Ld7-S7.GA~df5 SM)_ Swiieeasl-814 87516-89.49mmIGP)-Wisdiumcciar:* muacWouddmimek covirn oderael cemented gmnduone matrix. 95. k 90-9: 23 mins 20 8 4 4 psi down 7Spsi weter 9. -9 .6 iliMMa (SM-SP)-Moder, yalovwnh brown (10 YR 8/41 meodimi-couresyeamold with few fine SSga and srom (10%) sit; bl mangenmee mo nrpott.nl.roughout; 47 94X ,moderatly -"I cemented.

194.8-9-S.0jdMUM(MLhhLighlt bwn 15 YR 5/1S 95-100: 40 mina 200 with tram (54) vory fint lnd. blad manpgene psa down 75 psi water e ling throughout; fuw pinhole sin vinicsla. weekly- moderawyielsmonled. 916-1.3:1hllge strinlel to 0.1 ft thick: Wasta- 5.315 /00vZ tionl comat with underlying riudwone. W.0-100.I )&I(SM)-Modertbrown( SYR • 4/4) to modwlme yiuwkih b)wn (10 YR 4/4): very fine .R.grained with lag amount (30-40) silft; weekly- i 37.7 100-105; 19 mins 7/21 fine-midikm 200D down 75 psi \ , .d g1; 15 Y water --V 100.1-103.3 S1 (SPP-SM)- DW& yel•owish brown 64OýKa 9%'z (10 YR 4/2) fine-vry fo grfinem becoming oouw I~. gnoimd from 102-103; ewe of silt; my weak to no \cremeti0n.. -. 01 ft thick coliche eyeir dippng

151019 mini 200 psi down 75 psi H 103.3-112.5Bgd lSM)-Moderat brown (5 YR watar 4/4) Ine-very fine grlaled with mine (2-0% aift: wuklytmOertDty cemented; random thin (0.05 M calche W£91 ,I9Z ring.e and blKk imwree vedklg. 0 100.3: 0.01 ft cllcite awn dip.4 . 106.3-107.6: modlkum-coe Vgrimed. 10- 106.8: vwry tin Woaied; iitty. / 1t2.2:0.2 h olichewlyer. 110-115: 25 minx 200 Psi do" 75 ps watert

-J a4k3j,%;r /11.5a- AK 1)2.5 - 118.0,1" (SM)l-Moderste yellowish brown 110 YR 5/2) flne-Wvy fine grained with large amount I -~ (- 40M) silt; week to no cementation; very low shin tight gray caliche siringler very graiational contact with underlying sand. I -~ ~/ A -~~~~~~~~~? flCYTC:I.e.*O 45W*@S*4 * *l.*__1 C" -cv.. EV O- 4Y , P '.'.

irnvtF-i eVcV.4rp1 z I"

• J on 0104

DRGIC R'ANCHOc 1,?7" 4c- 6 cOW-.3 O D1 r,-,- loop WATER I Ii Pr SSU flR em TESTS tie S A S CC 5 4 Dt SCCDSCO AC0 C~*S5iPICAVC, 4~ S a 4, a 'Ce 4 a I a *fati e I;,' -I ~ 115-120: 20.5 mint 21.8- 200 pi down 75psi £.O Wu ri 4 water 5.0 /00%f 4i p.- 1I~7

YR 4/21 Weading to moderate olive pay ( 5 Y 5, 1 W 120-125: 26mmi 117.5 to medium darkgay IN41 0- 11.S5. tmie 200 psi down 75 psi poorly graded clen. S16.0-I25.0jis•(S•!medium gained; -Oar-k yelloweshbrown (1O 5.4e~8I ~'%

8-5-85 12 5 WhLgiaM f4 ci. 7_-8-jj 125 0-12 S ffil ISP SWI- Dark gray (N31 medium 125-130 25.75 min& *ii very Cone grained with small amount I10%l tine C... grae"l. c0ean; rades to underlying sawtl 300 psi down 100 127.5-127.6 gray ish black tine medium tubroudred psi wate or"va.

*4*4 'C

128.5-133.§§W (SPI-Mercium olive gray (S Y 5/11 130-135: 14.5 inis fine very fine prained: clean; 300 psi down 75 psi 132-132.1: silly layer. waler < £.o~s.o~ ,c~o% zi 4.6- `Qi 133.0-135.5,4W ISPI -Medium olive gray. 05 Y 5/1)- same as above but fine.madium grained. 135-140 10 mins 300 psi downr 100 Z~e.3 psi water 135.A-13S.0 r ISP SM)-Modium yellowish brown "10 YRA/2). fln-nedium prained with small amount 5.0 4,9 (Ion, wbrurundd very coarte sazuwtrace (5%) erll; well consolldeted; portios. very weakly comenrted. 139-140.4: Appears 138.0-140.49LgO IGP.GM)- Fine to medium subm wet. AL5 rounded In fine medium medium yellowish brow 140-145; 14 mini (10 YR 5/2) silly send matrix. 300 psi down 100 psi water

5.015.0

140.4- 152.2 ,nd 4SMI-Modffale yellowish brown (10 YR 5/4) fine-very fine gained with sme :15.20%) silt; slightly finer grained with mnote 125%) silt below 145-150: 13.25 mini 144; trace mica and black manganese spock ling 300 p" down 100 147.3-147.1: weekly camenled psi water - 140 ft: lor amrount (40-50%) sift gradational 5.015.0 oontct.

150-155. 19.75 mim 300 psi dowr 100 psi water

-/4.4- _

E VAA POR, 7TEVA#ON9*/OIV ,OVL5 0W--

"&CF 10-1 A00 07 771 3 ERPT C 0104

0OLOG ICDR ILL LOG- gfS'A ICI/O 5ECO I/2.334(0 1 : :<310 w WATER :~~e~2:t I PRESSURE TE5;IS KiBVV' rag---- ONYI,: .614: b Vs.~of I, j m- 4 O"ILLING1. 6TC.

'IA~ /.~-i 155-10: 22 mini 155.0-157.8 tintone IML As)- boavebut weakly- 300 psi down 100 moderately cemented. pai water I 111 157.8-181.8Send(SP)- Dark yellowish brown (10 -20.0 YR 4/2); fine-medium grained; poorly wraded; clan: trace mica 160-165: 29.5 mini U 100.4-160.6 & 180 -161.4 (SM-SCI with black 300 psi down 100 staining. psi water

- .0 998Z

161.8- 10.0 Siltstom IML) - Pale brown I5 YR 5/2) grading to moderate brown (5 YR 3/4) V- 164; black mangn Wickling throughout: slightly weathered oxidized taining, randonm 165 with emall amount of orange 8-8-85 ~- *1* fine open pinhole size vesicles, some with black man. g;.nee coating. WL " 8B.4 8-28-85 1./i WL - 111.96 I-I -1 -Bega drilling with 3" tri-won and cler Water. .1. -Lithologic descriptions below 165 bond on /7 168-173 $nd (SM) Light brown (5 YR 5/6) fine to cuttings and drilling very fine grained with large amnount of silt and clay. rteLs. I -1

173-175: Drilling rate - 7.5 mini/ft. 173-175 Sandstone/Siltstone ISM-ML) -Light brown: ver IZ254 174 ~ ~:~] fine grained; moderately to well cemented. 8-29-85 -3Z2 175-200: Drilling rate -55 .ci'ft. K

I1J

) 17S-200 .nd (SM) -Light brown (5 YR 5/8) fire to very firm grained with large amount of silt.

/95- I.

69 a PLIT SPOON. IT . S~eL9V TUSNI; C S5,4Ni8opg P . PITCHE.:; a - 0T,4Us

& Cr 19-1 IPAGYZ~~

.11 . I I RUr IA;

- sI~3watiw"- w arnea~m . *-

I W.A6 ri~e- *

ItW lk4 Wo'iino

44'

4.'

55 SWSSO*IP~? SSU.90.;Si I . .PAG __L i ERPT 01 Ali full IRA 16s.m a. I0WA 1 VA M r101 ~ t MO -U&_98 So e- v& A L'~~4Jirn. - A. 7.L 90. wa:.~

4; _T"_Lw*4" - POM"s `%. "COE Owle - 17 00" ase*vg 4WGaw" *1600." 1156. ***vow wAraw 08L- TOP OWROCK &1A 0"T""' 17*6NIA "amol7m.; 18"&W -9-25-965 re"" J "SO" LOPT MOHM61 01A.lLainvu LOMM410 0vt 'Oor AIIA ;ýýLslovvl WAT9111 TUTS AWD ýý_iF7, WAV" mwvww.. ""ACTUR ev 00"AAMPS. "G.

/W7.9 " 0-4 FT. in OW-3. 1w motlr bit MW /0 -Lk&~logcl a ipon 10-1S IC)-Lmigt Mwn. lOw plasicty with beved an i* wSIOtxftim Wnell Mnounfo fine ilt'v .nd. Sone a 10-15 FT. In OW-3. //9.9. OW-3 1-~n- 1.4 FT. WNW of "hi bob. Signif- keft *lmart bedr onx comeletsW be- 'IJ Iom mote doWWh du=*), tions of materiel be- 18-51 Intorids lmgwwM~jflt(SM-ML) twoui nwakw b@ds w. Geologi Drill Lai for OW-S. -Pwulad bit 018 FT, 40 53 FT. miS 73 FT. to clan cley bornm wenr way Dilad from 3 73-138 FT. usin 7 5/0- A~l-S2Q~ax CL-CHI-Pele Yedbwlth to medium IroN- _-a.ISDrilled to 58 X0ammZll"I high plaiacftv. Sameas WO FT. 116-11-8S: Drillsidto 138 FT. 68.9 - g- 12-OS: Instualled 52-OSWeekly nawnited9M tr (SM) Vorraton wel with *PVC wit to 133.1 FT. wtth =tweanfrmi 118.2- 127.7 FT. Seea oh- Ln vatloi "Il log for con- CLIsi Wow.:bn, bpamkiy:lYw structin dstLs ty1so , fins nnd. ome a 70-76.3 in OW-3.

76-87 IntIrbeldml V.@y#tyina-m guy tiftstnaweekly canente ISMI 90. 50.9 - "3 mr;aim. irotmded wfth =&=om Z~~Se. =7da 3 -M94A'W-3.

4i~ 89- 115 IMt•ubdded sltv W ald weekly cewimetd

/10 N 22.9 -

-1 15-1383. ISP.SMI-Dutk yellowish brown to medium olive gM fine to medium Wakrne CO-~

-0.1 I- - - I- a-- 4. w ! J •-T klu"idLITW - IM v I S. SLuv Speew S - "ai.Sc aow [5415 teaL. w.0 an-65 macnow v - pircaSES; a -@Yw - 4 VA POORA 7-10/ P0V ObV-3A

h I PAGLiILOFJ.&ý_ I ----7- 77,r~ h~'-

4-1

DRitLL LOlG A 4CA'O ERT 0104llge eosaomaAx-e*O pm,5 - 1 ..

| FsARO &me fm

at-

,W Hole driledto whi. 6- 00 3 1140ID Wr. ShebW Tube mwdwd fham 15-16.6 FT. but G-~O I-Medekm to warm. mibrounded with 0.7 FT. of imWpi remain- ghfte emou f lIgh brown (5 YR 5M) lshY MWnd m ed on bottom 1o bottom -obev- CWa. of halt - 15.8 FT. -Soimoimrs Equip- mum Crp. Mpodl 120 imener wt to bottom of holb fter firm pour- g-I1 1/2 ellom ot durry cons tfg of silic flomuen wmr down hole to Ml!3- hole made =OX~cl on top of lykmete to depth of 10 FT.; 5/8 t borttnits pallet place ~%~CL.C~f -Lightbrosew (5 YR 5161 wtth wmal from 8.5-10 FT.; edw mradhimhilh pb~tk"t. ~2 glow* wONto pellets then beckfilled to within -6 FT. of .fuce with more loon lifted fill. Tuba from Ivrmetr routed to sirfece through 1 1/2- PVC.

Lithoogic ditcript ion baned on visual examin. Ilin of auger CurtlgL

a

iCMr 19- 'fig~g 1,41,1aa. lmeav mOM mLsee. an. 0 E LOGIC DRILL LOG PA/VC/O S;CCO /Z33 lelZ*~ eVrA~o-0'Ar/O,V 'A'Ds Al-494 06-S ZAP2 "90 A16WM/VAL 9 "Own eamAvuI"O~e*.Pu. 111^m9Alm 100e. mos Ba ova"Ousampam sm"Ma jilem

L~ ~~~~~~ saPws e~ F mg.vt. ,mm..o *new"U* lePYUIS SImens 1"I4pj~ adWe 167;91*uns o 4*laMamu 0" eeat. a ""I Ea MIA> NI I-AW 8 ~ DRY /_____

V A ,V-OA,.4-- 5-V

.8 ~ ~ ~ 5. 008PIIIT W

3 114 10 Ws. Shefy

won Corp MoA" IU= fi.. O-1l~jGM)-Msdemn yatmn ito boatmp £ b.w micua of flmgb.mwn 15 vw"5/0 ,iitv MW04anbn vM- ots~,fdw~ cabbkK if d"cli. 0ormi~ftof smim flour aod i 1sDWnlfm "j.to fil r Imashob by UielbV Tvs. Lear top a nos toaqpth N ~~ofl2P?1W bwn

\9then buiifltg to within ______-5 FT. of marfv..I with /414 8mom. Soam ithad HU. routitad fc thrpOug 11l/3"~r 11 -i17S IM SM-SCI-NI yellowish buuw 110 YR ixmecociscn 62;SR weavverwi With oruogs oxithzs mas". baud on vivael ersmntw- vory Ibm Weaimud with larg amoura cbiysy saLt til of ammo cun'fGS

80+1 - 17.5 FT.

so - &PLO* *",O 11OU&amm. U""' .a..t a * oua"gtoeu p. etV'Caams 0 *E. VRR71.lRAV .

14c to-$F ~Ir1_U2_UKLa; I sRpy0 O1O'-04~ K34 DRILL LO I"rAVCO,OsCO i/f'r"; vr~ soe~au up" A"~ 0et. .... sen ~ .aaE-Ovemv. I Ca V.2r,,A/Zv c~O e$44~OA'MML 5~ 1~ "I

MI~A /0 VI op" ".S. w* "66 91E'OI.1"NOY L...IE elpI

£CKA4ZmN "' W/ RO. A£SN ____

WATWO W MOT S*age" ~~atamU YI*SIUS @AY =I I ''f~Ii'~Gray~ia~uI10Ye1ARM q~swe~m le or)'y "M*r"o 1Oj 0006&00m_. eve. /I1.3 0 L 3 114" ID 010DwW ,5m ma and t-mvwdkwn

-- 6- 1-57.3- 445.Q"u0 PI-Flne4esaem Oftrowlsd wtth

C w I boo 15YR 414weih 3D-40% flfi-merdkm .133-3-

- 45 A0'

gfweIw~t~me 115%) cabbko in c~i;,

A'S u'A 4)

fG-23k)(LC)-LW NOaW (5 YR 5MU)finmIL ,~ ,BA1S= lpi*withImpsmawiu 130-40%) 10lY caY; bcw pimck; ~tm ~weO m m

9ý,4-S

2' 23-2g1II 5Ml-Mom t yu4IkmaWsiewn 0Th 5/4) fk-ýtwgfSd with oine atang & block wvstlw ad Iakingvey'w em. o clay

1/2.9 I - I- I" SOH - 29 FT.

a. OWS Yuam; ~* a .am: 0 - 6-al5 ZVA ,oA'RA r/O IV1VM0AOSS-

H&Cp IS- - IPAtMULMti0L2F K 017, N -0 - L1 GEOLOGIC DRILL LOG 1""AvACA1 SRECO /2a35 /v, 82'a"

TfVAPiA/A 0 A145 7'48 -c'1,P46 IMMIA1/AAL 9q0 maCROB 190-.-.mYU *LLS WILL UARS Aft* WOROt ROLlfSa 41,1,41 00"We"urm.m)'y 11-j De 9--8 9-4-0 5 A/0k1Z1'ALZDAVP C"ME- 7-. 6 *of ESaOEVfilea or cc..u 00A6 MWS 111L. "POP@ 0*SCM 10*0CU* EL. 570111VIEL. ow*EIRO WATON L. t4eV~IDO e6CM MI/A ItNA//A 9 . 1A I /--d -97 Zuf'Y

140 46la/. - cA5'dZý w/ GRo//r ,q. mf4Z5o4/______

~ !a~ I PRESSURE

B -~ LGVATION WOCECRIPYOROAND CLa*SWICAY...WAYU ii . * ATERWAYSE RatuRN. ~':~ : : WAaCTER* Q' so $ LLIJU C . S T C.

|J ý0ý (-I -Hole drillea with / 3 114" ID6"0OD auger.

06 • (,SMI-LkIgUbrown (5 YR 5/61 very fine gmined * CTS-Contirnaout withnla, 4mount30-40%) of sltend some 120%) Tube Samnpler. fin,1111,1UM $66rounded grovel: few cobbles; dr',.

Icq 2.S~{aoKj 7-~E 13? 9- 2l'1 OZIZJFIZýif 0,= 6-11 S, -Moderate brown (5 Y R 44) to D~ale '.5 1.6 3 brow5 YR 2/2); trace black organic"some 120%) /8f S/Otj" A4Af) clay low-maldium platticity; damp.

1 - 14 id (MLl--ModerMt yellowish brown 4 10 YR 5/41 /0: with some (30%) very fine sand: slightly weathered with 4 trace of orange & black oxidized staining: damp

N 14-17 JaW (SM MLI-Moderate vellowush brown 110 YVI 5/4); very firm grained with ilrp amount (30--40% Z:0/ 51.48,Z18&,X lilt; trace clay; damp. /2/. 9- I. 5 '.5 17-22' IMLi-Modieate yellowish brown 110 YR 5/4) with black Oxidizetd mottling with son" (l30% very line ard a" trace clay and rare line-medium riid ltens: 9_ do"n (as1!1-141 6t '.5 9 22-29-0,1t ISM.ML)-MooeWmt brown (5 YR 4)41 with b•rlt oxidizadwh r maligtnt ar ) mtiling. velmo line grained with large amount (40%) silt: trac clai, 2 £0~3cZ 9 '14s•x t$] -r 4H19 -t + BUH - 29 FT

-4 PAGLd5~OFJ. I 29SPLIT 1-00-; 11 4-S Ti,me3 isona nO. I: @ -a .. 'C".. 0l itirEE .4 7-10.1V 001VZ,-S IS) H&CFE~ kill-I ERPT C 0 10 4 • i t'; GEOLOGIC DRILL LOG ....A ICI-0 SEC KSi : .4 :::

asuft 1COMP6.111UD SEMILLES fILL1 MAKE AND MODOL 1"0L, 9129 jOVffmmumftDXlF.) mOCK 11.)-4LSY

Class mucovamv IF'yJ)I Com 00 OONIMIJmg .Es 16. Tov OF CA.M.INO *U.. EL. _.. UIL. . aA.E...m.46. .. I UL, TOP OF NOCK

AIIA A/A /0C1 A//A I/43.60xl 0R >- IEPT WAMPI.. 84NAMME WIEN614IPALL ca NO &EP? IN H@LS: DIA.LENQN 14.0gED9 my: /.40 ZB,5/30" BACKAýýI,46 Olfo,1'0r /.AZ501/V_____

a WATER i ~ 0 0a 0 maTU. am.

*~~uv09C010101 NA.UU~3PSAm CLA..IPICAYSON :A;. RETURN. giU L CA2TER1mILI' B O:NCN OF mA.' . . a a. I. -LIA.EC so I ______

0-2 Sand (SM)-Grayish orange (10 Y.R 7/4), very fine I, /43 I -Hole drilled with 2 /.5 V.0 grained with large amount (40%) silt and stmall amount 3 1/4"" 1D 6-O0 auger (10%) gravel. ° /4/ * CTS=Continuous Tube S•mpler.

5- -1. 2";ý /45 49 2-14 Gravel (GC-GMI-Fine-medium subrounded with large amount of sandy, silty clay and cobbles. 2,142 2.510.4 SA6 /0 '/.4! /.5 4 2" r /4

IAA ý,VZ.4' /29

/5¸ 14-17.Lj= IMH)-Light brown (5 YR 5/6) trace of !/.5 very fine snd; silty; medium plasticcy; trace of orange & black oxidized staining.

~' 9'., 2.5 7A 17-22 Clay (CL-Light brown l5 YR 5/6) silty with uv~l H /7 large amount (30-40%) fine-medium sand; low plasicity: 20' trace coarse sizes. r A

/2/

22-28SadL (SCI-Moderate yellowish brown 110 YR 25: 4/4) very fine grained with some (20-30%) tilty cuiy cc, becoming slightly cleaner with depth. 2" • 3G-9"

i/l _ * 4 + BOH =28 FT 3t-

PAG &OFI

1, 101l IPS,.ts : Fiv SMLS .6 grmjoI/u "00R.2 0-am. UMP~lON:. EA~0,47Y/V- we...: . NO/,

ral i•¥l-1t9 OT C: 0104-.

GEO,"ILOGIC DRILL LOC IRA41C1105A /2- /:O 11-.4

EVA4POM OAOS lV42 7' 30 9// ""0M',YA19, 0*90*f "emaYe ai a rSL*Ok.u L A £6" 606CL 101.11.2 *S&-...... I "6U 0OP? 14 aec

MI/A A11A I/0 111A 1193.6F ORIY 7/40 '491:910 Wig~f/L4DH"'W 0d/ A. ,V&, S . WATSR PMUTSBR MIOeaUS"tUN

I *aa~e~ve6IW1I WULL*66. SIc. * I1~5.5 10. 0-2h1"(SM-WGM-ravish orange (10 YR 7141 very 4toQe drilled with 2.614 fine graiined with~ large amnount (40-50%) sift andl fien 3114"I GD"OD sauin-. 44/,/ mediwm gravel. Tube,CTS-Cotminuous Samrplet 1.6 2-4 r" M -F swmandojm ajbi'ounded wittl 2* 2

=5--

4.ýS.W 1CLI-P.). yelloewish brown (10 YR 612( tomdibrown 15 YA 4/4) with srme (20-30%) fine ADM. silt "n ftne-madelum gravel; low piasteily.

giýr- 5ý /39.3-

/0- 8.9-12JU!gsMW-Moderate yellowish brown (10 YR 4/4) fine-vary fir. grained with urnc (-.30%1 clayey. Ifl N

2 12.5 5$ '.5 73--4 /5 1 -15~~JI CL-CH)-L'0tn brown 45 YR "1) trace ol 7 Mal~ very Iff" snd; salty; nwmam plamcvt; trace o'rang 8 black oxidiead stainiNg

VSj2.6J091 -36Zj 545AtS ,-2A I,(SCI-Lihit brown (5 YV /SI line-mad-u- grained!wfh targe ariourn (30-410%t silty Clay, l•w A 6 j

2D-26.5ki" (SC) -iodwhile Yellowish, br-own (10 YR 4,:4) very ime gruinad with Kmom12ID-30%) clay. 1., grad"n to fine pained *eth "o) amnount (5- 10%j 2* 6) silt 0 23,5.

11 261/ / -44% ,,"C 1/7.•3 1 26.5-29_§jr iSC-SP)-P&* yellowish brown (10 YR 81)tmdrteyellowish brwnt j ()YR 5/4) linet sancv clay with wine thinly intm~oeoced dark qr.y 2* r69 1/4. (S (N2 maedpum-coorn clean sadc A BOH - 29 F7 13C-I

I

4 I LPAGE.L•!OF - i .m -- I I i - a%-t.T Q-100ft 61 - "6510 'VOW*3 a Ou.m...se.; 0 - P1vC..60. a - 07"11. E-VAPOD,,.4 7711,c// V,4/-5

0'll €F tol-$ ....RTC 0104!Oi••

_GEO0LO0G IC DRILL LOG P,?AA'C/OSC UAP CO*.SATGS

eVSUWilOOA710Mt ROILSES z 7-00 L Z41-5 MOSS m.. smg Y4 *00 .0. sOL.? TOP. MOLEm. bisaills C*Mft ,v Poft@vasN 4/40 M~ft A0950 "O4O '4/ as.8 IR5V1 %)6 94,11111mos 00" ý. OW0 CA*~ 75. NUM /2354T00 / :S LISV/B-5

ES~uoaa',~ mec.. Tav CL.E~ /40 ZAe/ 30" A6 D G/VT .AEZ~w I! *:R

~~~ ~ ~ ~ TuprS U T00 USEC8P

10 YR 714) -H~ole drifted with O-Wl sili and 3 1/4"ID 6"OD aiqei.

* CTS-Continuos 1.5 P GM Fin-meiu sub-eiu Tube Saimpler

,ounded with

- SS /33 .' 8.2j,1 ICLI-Pale yellowishi brow n(10 YR 6/2) silty "no K. Aa 44M 4-72gane ihim 2 ,me as 3,1:nemidim 8.-1. Grve

10.5-15 C (CL)-Moderale yollowish brow.n 110 YR £5, 514i tO p01-'-el ovish brown (10 YR 6/21 with latge 2" '.5 amount (40%) very fine silty ond 22

SSa~ lb 4 ~,- ~. 4 ie. .s- .11411# 2.ý1.3I 52%*. -S" AMC 5

ii1J[~ IR //'V vi 9,7,,0 15-24 Weal(MM)-Medium coarse ubrountjed suth rounded with inTilrbeddec moc~lrae Yellowish bro~. 1 (10 Y R 5/4) tine tinly clayey $and. I"

H'.. 1"7.9 i~ .~-r UIH - 24FT FT LI -Auger refusal @ 24 3c51 .4

L iPAGE•~ELoF (~§1 !.S: 'sI - " 'PIPOO": IN, - 0.MELO' SeSIOL.E

.... r I 1- rFPT C 010 4. Lf" ?Cýli jr 461 vi PEOJ CT OE O NCS nuoyM. ROLE NO. GEOLOGIC DRILL LOG ,"°si,/c,-,oS-FC0 /2334 ".'•" 8-•: SITE 11O"SArEs I"L om"NZMAI11 /.... .- ,5,,,V,/A ,,,,--

r t T 1 N CK ( T )O A D P 9 E JDlA.L IT AEN I L OO SED U T: l f o e ol u o S MAP L , H A M ER W I G HTUD OAL L C AI N O LPfI O

/4o z.e/ 30" BACK,'/LLAD $/'Got' evzsW/___"__

CE " IT-I Al -",Leem* I 16 10" To.o TPRISSURE

US ~ ~ I 0 VVATZR-~WAERRTUN .2** B *EEA ION UI• DBESCNIPTirON AND CLASeIPIICATIONWAE LVE. x-F N *E 0 EZSNO~ SC .ARACTE. OP L go S, l:SELLNIM.0:Ji ETC. 65 1.±.r.1IF-S-Z /,'A.0 0- 0-2,•ed(SM-GM)-Grayish orange (10 YR 7/4) very -Hole drilled with fine grained with large amount (40-50%) silt and fine- 3 114" ID 6" OD sugea: 211 7 / medium gravel.

2-8 GrLel (GMi-Fine-medium subrounded gravel with fine-very grained silty clayey send; few cobbles. S 14

A/9.0

/0 8-15 Clay (CL.SC)-Moderate brown (5 YR 4/41 to 6r7 moderate reddish brown (10 YR 4/6) with large amount 2 (-40%) fine-very fine and: low-medium plasticity; 2* 1 /007' gradational to below. 46j1.G'-'_'_'F_/4 133.0- /5- ST7 7eZ 4 15-21 Silt (ML.SM)-Same as above but grades to silt with ~m-e(15%) very fine and; slight plasticity. 2,;5 .:5 26- ill /270 -

/.5 6-7.13 F0_ 21-729 an(SC)-Moderate yellowish brown (10 YR 5/4, fine-very fine grained with large amount (40%) 25- clay; trace silt; damp.

- I SS 7- d -/0 /-.7 2 /4/9.0 N BOH = 29 FT.

1 -4

= III I -- -- ] i i IPAGELOF W5 SOSPLIT SPOON; ST 9* ELEV TUSSE Slive61S0 o *DENNISN: P PIvcioeRt 0 - OTNE. 5. A4C 000q4 P/~/1 / P'A/1.4a5

944Cor 19. 1 U .. ERI 0 10:4 UJGOLOGIC DRILL LOG Rj**M@sco

dsbm CoO4 1 -IL1 IL dm 111169131, 01.,68 mouIT..AV1o ne3o I @3S3 USANUDE

comeaPtoA'Aw 7vvjW PWPDSn 1816 '04/"A I's P72 t*4m~iie~ mi.LUCOM SAYES *sLL ASS AU UCUEL WSPVS .*6101,044 *U *E uS u J 6 M )Va.UU t ,y. K d /1~~ '0 ; %90 In%.. 1N1194:4

MIA

/3.1 / 0- -Hole drilled with 3 1/4" ID 6" OD auger

LCTSontmuows O-6.5t(GW-Fine-medinum pabrounded with cobbles Tube SWnpler and ,mvr fine silty send.

5.

74' '.5 6 .5-12.;I (SM)-Moderate yellowish brown (10 YR 512) to mi yellowish brown (10 YR 6/21 with some / orange & black oxidized staining; frie-very firm grained with Some (20-30%) i•it; clayey from 6.5-8. A5

4 2-15W~~j(GC)-Finv-med~pum ajbrounde in modet atoI yel~iti brown (t0 YR 5141 silty clayey fone f2l 2-44a9 V sand. "/5' 347 /,28 / - ! , , , 4/0 0.8 1511 ML: -Moderate yellowish brown(1 YlOYt SWA W4tcrange o anu~ black staini~ng: seme as 6.5-12 4.5 but silt predominates.

20 17-24.4 Se (cSCi-Mode'ateyellowish brown (10 2# YR 5/4) Frn-avery fine g•ared with large amount P-5/.2j 81 9S4Ft (30-40%) clay: trace sill: becoming oale yellowish brown (10 YR 612)0 - 23.5: moderately cemented with fine grael. '.4 A.4 ..p

/1A. 7 -Auger refusal @ 24 FT I -~ 8OH - 24.4 FT.

1 I PAGE10) -OF [?5 - aPCOa aE a TUar: 1.04.11 NO. j - aeot NI'2om" a.' CO.src.. 7-101V£~sO''ATcA/~'~A.

NA,.r .A-1 EIPTC 0104 I G EO L O G IC DR IL L LO G ,"P"Q c.•0 . . . 0 "'40.U S"4E ,1,2 I NOU,' SITE ANGE FOUDOAEm..Hauls. AIVING, .eV4PR0A'7971 W01 A'D 1_3q,A2,_0A/Sd Z12-15 II.VIWIIY4/A 90 IIsu;M , COMPLWTro DORELLEN WRILL MAUSE AlOO ML E SNOP.I mANn (PT4r.) OTOrALOEPTN

one V C. O. OSING . .ECO .. 11.1.11111116. .UN* WATE.. DPTHS 1L. TOP OP NOCK MI/A NIA /0 1VA /82f SAMPLE "AMUR""" "T"*'WEIGNT/PALL 1o""n" CASINO LEFT on "OLE:114641 DW SPIAIEYU LGD V /-40 Z's / o" P;CA1A1i-'C/&Vj w/-vaG JOcYP.

1 S6 111,ESSURE 01 0 1 NOTES ON:E

, z 0 e 0 0 N L 2 WATEU mETuIN. NI & ;01 'a , 4*ILLINS. " DEIRSp STC. *

S6 /5" /48. 2 -Hole drilled with 2' L/D-3.(5 SM-GM)-Grayish orange (10 YR 7/4) 3 1/4" ID6" OD auger. very fine graied with large amount (40-50%) silt and fine-medium gravel. * CTS-Continuous 5J Tube Sampler

3.5-7.0Gjrl GC)-Fine-medium subrounded in fine- very fine moderately cemented clayey sand with cobbles and clayey silt.

/41.2- 7-9 Sand !SCI-Moderate yellowish brown (10 YR 5/14 fine-medium grained with large amount (40%) /39.2- silty clay: trace gravel.

/0" 9-12 Cly CL)-Pale yellowish brown (10 YR 6/2) S to moderate brown (5 YR 4/4) with some (20-30%) 4.5 /. fine sand, silt and fine-medium gravel; low plasticity.

12-1151Gravel (GC-GM-Fine-medium subrounded in ~I) moderate yellowish brown clayey medium coarse clayey N 2.510.7 2,c 4 sand matrix. /33.2 "- f, --- I 5$ 45 5 2" 15 - 20 Sj1h (ML I-Moderate yellowish brown (10 YR 5/4) with large amount (40%) very fine grained sand trace clay: gradational contract with below. 967.1 *A"SE

/28.2- :I/-j. 55 ,.', 3-7-/C 2" 17 20-235lit ML)-Moderate yellowish brown (10 YR 17, 5/4) with small amount (15%) very fine sand; trace clay; slight plasticity.

9÷'S 44i 23-25jjAn (SMI)-Moderate yellowish brown as 15-20 7Z7 but with -20% clayey silt.

F.8 9 25-27.2 krd ISM) -Moderate yellowish brown (10 YR 4/4) very line to fine grained with small amount (5-10%) silt.

/2R/.0 lalrv• BOH 27.2 FT. -1 n 1 H H -*1 H I PAGEQfF/n/ F= .- I -,, I- I --- *. SPLIT SPOON t: 9T- S.ELWV . lU ys HOLE NO S. . .. isof: P.. PIYC.... 0 . OWNR6 Z V,11 ORA,770/V PO/v2

L 1,11111CF,19.1 . . ._ . . .. .>•. . . ."...... "•?...... - • •S: - •± • i ERPT 0 i..I ct GEOLOGiC DRILL LOG `""JZVCA'O S**:*J___

6601K PE6D ILLOO SPILL 040A"U £ 0106MOSL OLE SIE vreru0re )P'4MOCNI-1 OALE 9-6-'E 7S-8 raO _4R--5 FT

comensEnovemyv II'Yj%)4 aOn wo05.5 Ate Ina. VON so EAOHs E@UOEL ULROYS NO D WAVEN 111116.TOP corNC NIA ev/NA -5- NI /.5""'7 ~OR,

SAup-Le ft0N50E wSil~* L ""'emLEF I NOL5: aIA.ILENYM .046 6I /-40461/:0" JaCA,-0-1"O W14/POUTr j"R*07A/1ELS01V/1____

C AYN LEVOLS.4

/50.5 0 0-1..DI(SM-GM)-Grav~ishorange (10 YR 7/4) vary -Hole drilled with 149-,5" 1ggrained with lneaipmount (40-50%) sill and (me- 3 114" 10 6"OD suger ' meium giave. * CTS-Continuous Tube Sampler GM)-Fine-medium submounded with line- ¶-4 IPM,I - 1tv end:fewcobtiles.

6- A. 4-9_QU(CLU-Moderate yellowish brown 110YS 5121m-thI"aount(40%) fine grained send and fine gir". /

/41.5- /0"

g~. '.5 2' 2

/5 - 9-24j j (GM-GC(-F e-coarse with cobbles in dark edowir h bidrown 10 YR a4/2t ndy Sity Clay: thinly I-Th inter'bedded fine-orn. sand layer$,

/., 1.6 2" 80

910W:5F, 2.!'j/Fj .4,67 IJ~'a REEM 1.6k.6 7977 -Auger relusal @ 24 FT. - I - 4 -. .. ,.,- BOH - 24 FT as-

3c- 1

I PAGF_/090OFiýb

S - ~i5IO5:. PtcSE 0 EVYlE011FT101A/ 19'OIV'2.S

1101Co 09-1 [iT C 4V 0104

jP7'ffcAT,,11 s-6CO 10 M. WET or. 1ML*~ 7.. GEOLOGIC DRILL LOG £CVAC-VA7/A01/ A0S:-V4_ Al,VBS '/80I E/6,'5Y00 A'OM/t0VA1L

8EE4" OPLEE MI LE MILL WANK ANO MobSL. M0L0 maEOVSUmOM IFrY.) MOCK (PT.) IOTLEP. ! 9-6- 9-6-8 A2/Z ~ c -725

COmE m9COVzrmv '.Is) / SSE S.T.OPc~. ;/N-mo Ou EL. 16PNIL.&ROUND WAYE 'St.ME. TOP OF MOCK

fl*~ 0 WAW

E V L S - Is W A T E RR El * ~ s~EEAIM b~OUSCms.,soP1 AND CLASSIVICATIO" WATE LEVELM L~ ~CMAmACTEm O OF :~~~~aOUIN4. .ML ETC. s03 . 0

/5-48 0 .: 3 ! : 0-2 fid (SM-GM)-Grayish-orange (10 YR 7/4) very -Hole drilled with 2 4: *.I, : / fine grained with large amount (40-50%) silt and fine- 3 1/4" ID 6" OD auger. .44 medium gravel. /49.8- M

2-8 Grael/Iobbles GM)-Fine-mediurn subrounded 25" with fine-very fine silty arnd and numerous cobbles.

/4.3 8-

/0- '.5- '.5 4-6-8 2 14 8-17&Sijl(MH)-Light brown (5 YR 5/6) t moderate yellowish brown (10 YR 5/4) with some fine to very /39.8 - fine grained sand and clay; trace of orange and black oxidized staining and clay; gradational with below. 5T B

/.6 4.4.5 /5. '.5 14

/34.8- ;VT lo o Xx, I 4-SI KS'S off, 17-22 Silt (MIL-CU-Moderate brown (5 YR 4/41 with I o 20-, : 1: small amjnt (10%) very fine sand; clayey. ssi o o, 7 2"' 1.6 WZ," 7 o: 0 0 /29.8- 88%' 22-29 lj&CL)-Moderete yellowish brown 10 YR ST aq- 5/4) with some orange & black weathered Speckling; large smourn (40%) fine to very tine grained sand 4.5 /- '1 and interbedded pale brown Silt; uncemented; damp.

1.6

- - + - 4-4-4-- - + ~1' BUH - 29 FT.

55- PAG F-IbL

00 SPLIT SPOON;:O ST-OGELBV TU8: Girl, MOLE Me.

0- onEMMISO; P PlvcMEn; 0 -O .E T . E-VA 4`i0 RA T17 0 11 1=010A Z S IV ERPT C 010 4

GEOLOGIC DRILL. LOR 0 'AAVCXIOR Sh-Co 1R34 / £ VA PORAT/OAl PO/ A43V -,'50 e~50-650 1VO"AI/VAL 90 0 oSUSU 89UU 1111LLUR11 .ILL MARS ^NO NOVEL .. L. I..3 I.....URGE"PT U@MCW("j) 0ALUY

cnCOUEUEL0jUNum PYq 1CORM 6SOESISMAPLU .OS CSW anEUNO UL. 109" IPL. &EOLMO WATUR 3hULtOO RC IV/A 1AI/A I MIA I MIA /42.5#-Tj OAW

SAMPLE MANNEOR WrIB WIGHIAL& ICASIWU LIIPI IN CO WiOA./LUeVWr ILD00O 011

IV/A 1111A,~ /VEzSOA ______

a -

0. ! 1 ELEVATION 6. ESCRIPTION ANDS CLASSIFICATION *a.A" 41.uum

01~I!f "a 'ILLUNS. EtC.

/49W. :) -Hole drilled with 0. 0-2.rM• (SM)-Grayish orange (10 YR 7/4) very fine grained with large amount of silt and gravel. 3 1/4" ID 6"O0 augers /40.5 -Filled with #3 Monterey sand (from Loadstar) for E-19 tea. 2-6 r.V IGM)-Fine-mediumm vubrounded with cobbles and fine claVey, silty and. -Log based on visual exam ination of auger 5- cuttings.

6-8 ClOy (CLI-Moderate yellowish brown (5 YR 5/2) / Z.* with some fine sand, stl and fine gravel. '34f.5. a. 5-109!n CL-SC)-Sone as 6-8&Asaightly more Iand . BOH - 10 FT.

I PAGEZP_ý -OF

1.~~ t*aMtyua0Shnj@L~~~VA0T711 - R0tI1V e Ac11-19RIOIP ICE ta V C 'Aro v P )~ .1: "A. ERPT C 010 4

POECT lion N0. IsMEENO:. MOLE NO0. GEOLOGIC DRILL LOG A'AA'1CA'C) seco /2.3.34 / 0 / I _4 own COONDINAT90 PUOMIXEEAN16! £144P0RA7'A P/V P0/MOS M3A47 5 NO6/"/0d/,4L- 90' eC (Fr.) [OTAL DEPY WAKE Aft* M1ODL ICLWalas @VENRUuNDEN(I'7.I S~umPLtE CO SILENOINILLKLErED69-K cnwC-Z6987.59 ComE NECOVENY pvj%j JComm SOMNINSAP.1 JEEE TOO OF CASINtO NON NPT"IRL.OM ENOUNO SEVEN 16PML.TOP of, NOCK M/IA AA A/A A /A457 '9 SAMPAN MAUMEE WENSOWIALL 160617&Ef'? MNOLE: OIA./ALENOV JLOSOED 011:

A1A A /1A R?. IveL '50/.v/ _____

~ uE E~T3 ATEN: LEVELS. me muu ~~~ELEVATION ~ 09DSCNRIPTION ANO CLASSIFICATION ANNENN .:L ;0 :0A 3 OANACTENC SLUSM OF

0, -Hole drilled with 3 1/2" ID 6" 00 auger. -Filled with #3 Monterey <1I 0-5 &r1e(GM)-Fine-medium subrounded with cobbles and fne Veayysilty and. sand (from Loadstar) for E-19 test. -Log bawd on visual examination of auger 5- cuttings. /3Z76" 5-10 ~ ~CLCH1-Light brown W YR 5/61 with uneif

5- 10 Clay ICL-CH)-Light brown 15 YR 5/6) with small amountmine aand, medium-light plasticity.

80H - i0 FT.

E7

LNIIi~ M~O F-77 09*&PUT pon S T -OOMLSE OV TUNE SIT aL Nwo-. N. befnNAsNI P - PWTCNUN1;0 - OTNUN I~ 4VAPQ-'0 A P/C A. 1=ava05 j /i=-Ze hi - 19.0

S~ ... tZ2A.VA I: I ERPIC 104

#EgOt Si DIL~~~~l LG M,vc0 SECO '2w _3iý

9, POWS3,essfe

VA21 iVAA/O __AM.

-~ iasin smam ..tes te. ~ su mos4V .ee3sem .sReasSu .)5S~

II WATVR waus L L16s pfr~uau*

'Elm 3 IV 10 6- meer

_Fie wiid 03 Mormiry gemd tfrMumLoad~ar &jW,,l5~G.IA6Cl.Fine-nm~dkvn mbundu1 in ciffcry few ebbb@L-Lot bmd on vw*~s Sx~mhio of MMg wuttftvp

U ~ ~Uowish brown 110 Y R5/2)

-~~~~O -0 - 0SNFT.

~, .OF

.*r CV1Of11 OA,5lC _ ERPT C 0104

GEOLOGIC DRILL LOG ,;i7AAEc.4, 0_-c EN0 :0 I... ~t-A#' ~ ,O/vSo-01V MV'7 -p-05 47/ ,S5 A101W11VA1_ wEsuNt CSLEO NLEONLL MAKE AND 0006L MOLE SIZE oaensuftoEf(P1 nOeS Ptr.) ITOTAL 08". ' II -- 98 .4'54 -9-4 C14-1 -7-5 r V cons EECOVMN T~ C.O"a *O..N IEE SE. TOP OPCSNRNIC L. *EPVMIE. *"O""0 w^'E i0--, T OPF7cm II/VI/A NIA A/IA ~L4.F z~r SANIPLIR AMPAGN SEISNTIVAL& CrASIMS LOP' IN "OLE: OIA.ILECSTN 1LOSSES0 01:

21LVA110C Au1~T 0DSCISIPIION AND CL&ASEIP$CATION MTP ERS s u E r U~U0OILNEC

-4 /49.3 44 -Hole drilled with 3 1/2" ID 6"00• auger. -Filled with #3 Monterey sand (from Loaostar) for E-19 test. 0-8 Gravel (GMI-Fine-medium subrounded with cobbles and Tine ayev. silty sand. -Log based on visual examination of auger cuttings.

8-10 Pla (CL-SC)-Moderate brown (5 YR 4/4) with Some fine sand; medium plasticity.

- 1.-~-4 . - -4---- 'I ------5. BOH = 10 FT.

PAGEA oXM

a2e -* PL.ST SPOON; Or-1"110* onIT U|| oi'SIT OLE NO. S... 11I,4 9 1., .... a...... E V,4PORA T/OA.' P-OIV4;S /=- 4 I 51

14icf, 19.1 r [RPT C 010 4

~ L.

Appendix B - Observation Well Completion Reports

2453V/50 [ PAGEELŽ OF--= U[RPT C 010 4 OFT C 0104 OBSERVATION WELL I ,9A/VC/c-,1 sEco IW-2 la-734 JEA'2A4/7/ 6 A/-3-9 -,P-00 6W4 ZC17'p 99~. 636 527588* ~650/ REFEREW0`1" 6M278 5 7FTED I3AE ren /

ELEV. - TOP OF SURNFACE CASIo1/4.47.-6 ?;ýý IeAlb

IFLEV. - TOP OF RISEN CASING: 4 GENERALIZED GEOLOGIC LOG - GROUND SURFAC* dr* 5 4 as A Interbedded fine sands silty sandS A". 5 a and sandstona/silttonas above - La 4 SURFACE CASING bentonite seal. See geologic a drill log for d letals. a " 'a a Materiel below Mealas follows: I A TYTYPEZ5riZY 161.3-162.2 Sondione (SP)- a ~1 Medium dark grayN , fine- 5. mhsim aralnm~h *,.lv I. - BOTTrOM OF SURFACE CASING -i 47 14••92 cemented, clon; 'a a N 162.2-174.1 $and (SM-SP) - 55 BACKFFILL MATERIAL Moderate yellowish brown 5 (t0 YR 6/2, 154) fine-very fine Es TYPE: /.i/EAT C ,/d"/V 6'?Oe'T 1raelned with small amount a 13-15%) silt. H A//T// . stes• 6'wTVY/r6/ as 5S4 C/

ANNULAR SEAL111 160-6ý1g- 9 TOP OF SEAL q____ TYPE:4 -/A'C4' 8411T&A'T e z 162.01-15.-1

~- TOP OF FILTER PACK

4 Fl LTE R PACK

:|I iTOP OF SCREEN

SCREEN: DiA: .4 /MCI4ES TYPEw,3C1.I// 0d1/ 40ox PVC BA,.4 OPENINGS: WIDTH. 0. 0/5 //VC//LTS TYPtECM/6A vzA'T A'&kVs FL7S BOTTOM OF SCREEN ; 177.s ITvl-A is~

BOTTOM OF SUMP ,-36.4 -Centralizers (Metal banding material held by stainless seel q49 BOTTOM OF HOLE hoae clamps) 0 165.6 and 190.7 ft. V/C'ES .Reamed to '983 ft; 3" hole to II -- HOLE DIA- 7 "•/ 200 ft.

r 1 ~ I..-, I PAUL 110O0 ABý. ORPTC 0104

6 N LL IRA/C110SECO lo

I ~...... I ELEV. - TOP OF POSEM CASING:______GUNIRfALlZtO GEOLOGIC LO NWO4FACE3OU1110*~" 8 5 5 *s Is 5 5 Imesbedded line mends. sy mmtrtV a IUAFACE CASING end tindonelslfttone above 1" 5 5 bon mel.8W. geologic drill ' 5 5 DIAL8/C/E 8 5 SB S 1 TYPE: Matwalo below meal as follows: C9~ 5 5 168-1J!3. M (SM-CL)- Light brown is a k-~4 (5 YR to vt*y fine rained 5 SI 4------POTTOM OF SURFACE CASING with Isr emount of sit end Cloy, 5 if 173-175 F"FgllmeAl Ligrht S S as SACKF ILL MAITERIAL brown ( very ne gralned; modertely to well cemented; cteyty. I £ 5* 175-200 IBM)-Llght brown a a IsY noeto very fine grained ]W1.0.5.1&5 es 7V1Ve,~ 6/ SACK with large amount of slnt. 5* 5 I 5 15 55 a s AZ * 5 a , /RISo RCASING S a . 4 r•1kP//C--, as jTYPE:6c1-1A(eUzE .4e /4ýVc I I 5 5 5 a B. S J - TOP OF SEAL /7/.0 a a ANNULAR UEAL

/ 7-a0 --qs.;E

T OP Of FILTER PACK~ II

TYP:,4aAM44W';7f?6Y .S4A1'0

-39.• Top OF SCREEN

SCAEEN:

DIA: 4 //CN5, SC12A01,1/LE

jOPNINS: DTN: 0. 0/45,4Ci~ BOTTOM OF 3CRE IN A97-4-4.94 /909 BIOTTOm Of suav -Cenlralizers (Me4ta banding mateeal -55. 0 held by gtlleets steal hoa clamps) BOTTOMi Of HOLE 0 100.6 enI, 190.7 ft. "le6e11 to 193 tt. 3" hole to 200 ft. - It - O LE.DIA:~ //A6

I naInr , , j I uc--5- I I VuL-A.JL.LA.-u I -J-t~- I. E~RPT C 0 1 0 4 OBSERVATION WELL J'NAMC-o sz [Tc1 ,12z&4P4, /V0 -9 -98.3-"74.7 AS- a6/z r "ook LtVEO PREPAIIEOIBy REIltEW MWIN FORWtIIASUREUSNTS111

R.~~~ ~ ra~ -4,54 Sse DEFTr EL7V.

[LEV. TOP OF SURFACE CASING:_~

-E ,=LEV.- TOP OF RISEN CASING: •.40 GENERALIZED GEOLOGIC LOG s- GROUND SURFACE '57.9 I a £ ..... S* St -Inte'baddad fine undso milts, clays 5 5 AA and srndliones/slltstones bove ban- -4, Ap ,mc cs• a. a * SURFACE CASING tonl t goal. a * See Oeoiogic Drill Log for detalls. aS IS DIA:8'/'*S -Material tbtow bentonifte feel Is 5 a a. £ principally finemedium clean sand. TYPE:6~4 See Geologic Drill Log for OW-3 I 5 for differertiation Of sand Types Ia a In this Interval. a I .- SOrroM OF SURFACE CASING illU S t A a a' SACKFILL MATERIAL I 5 TYE: /../ ýV6A7 45;'42~96~ 5 £ 1W/.? AeNrO,1'7,E/SAC, I a c''4,,'w ''"r £ 5 Is Is a a ha a RISER CASING 5 * a SDIA: .4 //'C/s £ 58 al TYPE: 5C/6,L0'Z" 40 PV/C a a * I a a TOP OF SEAL Ia I J - a STEANNULAR~TOP OF SEAL SEAL 1/0. ~ .75.4 Oi ;46//Yc,/ 8F4'oA/r01 '%1az 1/2.0 ~L~m TOP OF FILTER PACK ...... I -.. -- ---.-- S

jTYPE: 4,4,,.•/A•i1 Z/VT"'LSAAND

IF ILTER PArK

1- TOP OF SCREEN

SCREEN: 40 PvA

OPENINGS: WIDTh:0. 0/5 //VC/'/

I TYPE--- "------..... 501-rOM... OF ^0SCREEN W' . . I i /0ZO -

-Centralizers (metal banding material Ma.l hald by tsuInlan Nteel hose clamps) DOTTOM OF SUMP 0 114.8 and 131.3 FT. BOTTOM OF HOLE

l-b *--- MOLE DIA: • 7e /IMCI'I

.1.R a 0 F illI I LF IU - ERPTC 0104

Appendix C - Test Pit Logs

2453V/51 I PAGELI~OF.4~J ~1~.*~>~* j 1 I

@w; TEST PIT LOG Project RANCHO SECO-EVAPORATION POND Job No. 12334-059 T IEST PIT NO. T-1 Ground El. 142.4 FT. Location N 43+ 10, E 5 + 50 Depth of Pit 17.f0 FT Date Excavated SEPTEMBER 5, 1985 Method of Excavation BACKHOE FORD XL 555-A

0 _ __ __1i

6

CL

9. 0 8

10

rU" ma 12 W C) a i ! i I I

a:. S• - Ei

c cI Depth Ec Feet Ua Description Remorks

6 MEDIUM DENSE BROWN CLAYEY SANDY GRAVEM. FINE GRAIN. 2.3 *' DAimw (GC)

10 ', MEDIuM DENSE BROWN GRA•E•L FINE TO COARSE GRAIN. 2 SOME SAND, TRACE OF CLAY. MO'ST, (GP-GC) -.9 S0* 6.6

"0 DENSE BROWN CLAy SANPY GRAVEL. FINE TO COARSE GRAIN, .I1GHLY c. PLASTIC FINES. P0 IST. (GC)

12.0 M BOTTOM OF PIT AT EL. 130.4 FT. NO GROU0D WATER WAS ENCOUNTE-RED DURING EXCAVATION.

:;7

0 i T-1 . ,

* TEST PIT LOG Project RANCHO SECO-EVAPORATION POND Job No. 12334-059 TESTT PIT NO. T-2 Ground El. 13.7 FT. Location N 43+10, E 12+05 Depth of Pit 13.0 FT.,_ Date Excavated SEPTEMBER 6, 1985 Method of Excavation BACKHOE FORD XL 555-A 0

2

44

Ii. CL

0o 8

,10

-n.. . ---. ~.~--- - _ _ - 2l. . ______H

Oh..

0 ..

010 11 Depth E Feet Description Renmarks LOOSE TO MEDIUM DENSE BROWN CLAYEYGRAYE1., FINE TO COARSE 7vGRAIN. SOME FINE TO COARSE SAND. DAMP TO MOIST. (60.

4.6 STIFF BROWN TO REDISH BROWN LLf.I. AY; MoIST (CL-CH). op 1,75TSF a 5 FEET w•i 1/ 9- 2.75TSF a 7 FEEl '4e 11111 4 VERY STIFF REDISH BROWN CLAYVEY Si. TRACE OF FINE SAND. x~ QP - 3,40TSF a 9 FEET MOIST. (M),

13.0 -'a 4 BOTTOM OF PIT AT EL. 130.7 FT. NO GROUND WATER WAS ENCOUNTERED DURING EXCAVATION. -4b

C=)_

T-2 1j.- : ) T..-I

* TEST PIT LOG Project RANCHO SECO - EVAPORATION PON[ Job No. _L2334-059 TEST PIT NO. T-3 Ground El. 149.7 FT. Location N37+05; E 5+50 Depth of Pit q.1'm Date Excavated SEPTEMBER 5, 1985 .Method of Excavation BACKHOE FORD XL 555-A 0

IN_ 2

14

_ I 6 ______LL C

a. .4 0s 8

10

C) 4- + -I- 4- 4-- 4 4 0 em&-

Depth e to Dacriptinks

Plcrnwq DEtSE BRom CLAY . LITTLE GRAVEL. DAMP. (SO)

ME.DIUM DENSE TO. DENSE BRON LLAEYE.AD OCCASItONALLY CEMENTED 5.0 WTi. CLAY. LITTLE 6RAVEL. DAmP. (SC-CL)

r tDENSE TO VERY DENSE BRAY GRA&ILY-tAYEY SAND. FINE TO COARSE HARD OD16GING AT A DEPTI' (RiAIN. FEW COMLES TO 8 IMa:S IN DIAMTER. (SW-SC) OF 5 An 9 FEET.

9.0

.OTTOM OF PIT AT EL. 140.7 FT. N• GROUND WATER WAS ENCOUNTERED DURING EXCAVATION,

0

T-3 L7 L.- ~

, TEST PIT LOG Project RMCHO SECO-EVAPORATION POND job .•.3-o59 TEST PIT NO. T-4 Ground El. 1"9.7 FT. Location N37%OS E 13. +(S Depth of Pit -A2.0 FT. Wit3 Excavated SEPTEMUR 6, 1985 Method of Excavation BACKEO FORD XL 555-A L

0L

Feel__ 000_ ) Description Refmarks

SLOOSE TO DIU•D DENSE BRO [MY WITH SIGNIFICANT AMOUNT SCLAY, 'LfE TO COARSE GRAIN. IRACE OF GRAVEL. (T.-ý;j DIICLA Da mw IRACEMA OFNSGRAVE.L, in i~.Fg~ IGA E~

4.0 . %.I'DIST. (G -F ET,

w~ayrSt1[1.YTROWN TO REDISH BROWN SILTY CLAY. TRACE OF FINE SAND. Op - T1SF 8 9 FEET 120p - 3.5TSF a 11 FEET 12. 0 ,

TTON OF PIT AT EL. 137.7 FT. GROUND WATER WAS ENCOUNTERED DURING EXCAVATION,

T-4 Appendix D

2453V/52

. I I I I PAGELLLOF IR5 I PAGEI.2.2 F2I .1 RANCHO SECO NUCLEAR GENERATING STATION UNIT 1, SHUD TASK 059 EVAPORATION POND

LABORATORY TESTING OF SOILS FILE: C.I. 03.08 JHKA PROJECT NO. A-2676-1

November 12, 1985

PAG EIL3ýOF -!ý=- ý r<}% H. KLE1N FELDEER & ASSOCIATES . GEOTECHNICAL CONSULTANTS • MATERIALS TESTING OT C 0 1:04 LAND & WATER RESOURCES 9795 "ueMMPAME OWSL SUMTA MACAMINTO. CA 9S827-1794 01 6-1 701Vol

November 12, 1985 A-2676-1 Bechtel Power Corporation P.O.Box 60860-Terminal Annex Los Angeles, California 90060 Attention: Mr. D.B. Wood Project Manager Western Power Division Subject: RANCHO SECO NUCLEAR GENERATING STATION, UNIT I1 BECHTEL JOB 12334, SMUD TASK 059 EVAPORATION POND, LABORATORY TESTING OF SOILS FILE: C.I. 03.08 JHKA PROJECT NO. A-2676-1 Gentlemen: This is to report the results of laboratory soil testing per- formed by our firm in connection with the above referenced pro- ject. The testing program was performed as requested by Bechtel Power Corporation in letter No. BVL-876 dated October 2, 1985. All tests were performed in general conformance with ASTM proce- dures. The types of tests, ASTM designations, and number of each test performed are provided in Table No. 1. The laboratory test results are presented in the accompanying appendices, divided according to test types.

All tests were performed on samples tagged and identified by Bechtel personnel as received in our laboratory. However, one particular bulk sample identified as T-4 at 9.0 feet, was not located in our laboratory and was therefore not a part of the testing program. Data and computation sheets for all tests have been retained in our records and are available for review at your convenience. We appreciate the opportunity to be of service to you on this project. Should you have any questions regarding test procedures, or the results provided herein, please do not hesitate to contact our office.

Sincerely,

Ji KLEINFELDER AND ASSOCIATES

L rtL hlers Operations Manager

0"12 Off Im IWktotl 0 WainM Curee" 0 Fm" Meled * Sib" 0 R" 0 Lm Vel. st C*ot. Utah FR I IPAGQ oF K.LE INFEIDER & A.SSO.I

TABLE NO. 1 Summary of Laboratory Tests

ASTM Appendix Presenting Number of . Type of Test Designation Test Results Tests Performed Soil Classification D-2487, 0-2488 A 50 Moisture Content D-2216 B 39

Dry Unit Weight D-2937 C 8 Grain Size 30 Distribution D-422 0 (24 sieve analyses , 6 hydrometers) Atterberg Limit 0-4318 E 14 -

Compaction Test D-1557 F 6 Triaxial Compression D-2850 G 3 C - Unconfined Compression D-2166 H 2 Direct Shear D-3080 I 2 V Consolidation D-2435 J 4

-j ~rn K-

IýýPAELý .r I ~J -' "-" ~- -

EIDER &ASSOCIATES Sort+ B;"> n g Depth Soil Description

8-1 17.5 - 20.0' Clayey SAND, fine to coarse grain, brown (SC)

B-2 6.0- 7.5' Clayey SILT, elastic, reddish brown (NH)

8-2 12.5 - 14.0' Clayey SILT, brown (ML)

B-2 15.0 - 17.5' Clayey SILT, with fine sand, brown (ML)

6-2 25.0 - 27.5' Silty CLAY, with fine sand, brown (CL)

B-3 10.0 - 11.5' Clayey GRAVEL (3/4u Max., subrounded) with medium to fine grain sand, brown (GC)

B-3 15.0 - 16.5' Clayey SILT, elastic, brown (MH)

B-3 17.5 - 20.0' Sandy CLAY, fine grain, brown (CL) 26.0' B-3 24.5 - Clayey SAND, medium to fine grain, brown (SC)

B-4 7.5 - 9.0' Silty CLAY, with fine gravel (1/12 Max., subangularI trace of medium to fine grain sand, brown, (CL)

B-4 12.5 - 14.0' Silty CLAY, brown (CL)

8-4 15.0 - 17.5' Clayey SAND, fine to coarse grain, brown (SC)

Li+.•+J+. 8-4 22.5 - 24.0' Clayey SAND, fine grain, brown (SC)

B-4 27.5 - 29.0' Clayey SAND, medium grain, brown (SC)

6-5 7.5 - 9.0' Silty CLAY, with fine grain sand, trace 01 of fine gravel, orown (CL) =+t• i. B-5 10.0 - 12.5' Sandy CLAY, fine grain, brown (CL)

B-5 17.5 - 19.0' SAND, fine grain, trace silty clay and fine gravel, brown (SP-SC)

L~3 IPAG OFMJ .5.T ... •j..p ,•.t A.: / • ••-1 ...... :• • ,••_•., _ FE LDE R & ASSOC IATE S

Boring Depth Soil Description

8-6 10.0 .- 12.5' Silty CLAY, with little fine sand, brown (CH) 8-6 15 - 17.51 Clayey SILT, elastic, reddish brown (MH)

B-6 22.5 - 24.0' Clayey SAND, fine to medium grain, brown, (SC)

0-7 7.5 - 9.0' Silty CLAY, with fine to medium sand, brown (CL)

8-7 12.51 - 15.0' Clayey GRAVEL (1/2" Max., subangular), with fine to coarse grain sand, brown (GC)

B-7 19.0 - 21.5' Clayey SAND, fine to coarse grain, brown (SC)

8-8 5.0 - 6.0' Clayey GRAVEL (1/2" Max. subangular), with fine to coarse sand, brown (GC)

8-8 10.0 - 11.5' Silty CLAY, brown (CL)

B-8 17.5 - 20.0' Sandy CLAY, fine grain sand, brown (CL)

8-8 22.5 - 25.0' Clayey SILT, trace fine sand, brown (ML)

8-9 5.0 - 6.5' Silty CLAY, with trace fine sand, brown (CL)

8-9 20.0 - 22.5' Clayey SAND, fine to coarse grain, with fine gravel, brown (SC)

8-10 10.0 - 11.5' Clayey SILT, trace fine sand, elastic, brown with white speckles (MH)

B-10 12.5 - 15.0' Clayey SILT, elastic, reddish brown (MH)

B-10 17.5 - 20.0' Clayey SILT, elastic reddish brown (MH), 8-10 22.5 - 25.0' Sandy CLAY, with silt, brown (CL)

LPAG E-0F EIPC .0104 J. •.KLENFELDER & ASSOCIATES

Test Pit Depth Soil Descrip tion T-1 1.5' Clayey GRAVEL ,fine grain, with fine to coarse sand, brown (GC) T-1 3.5' GRAVEL, poorly graded, fine to coarse grain ( 1 1/20 Max., subangular) with fine to coarse sand and clay (GP-GC) T-1 7.0' Clayey GRAVEL, fine to coarse grain,(1 in. Max., subangular) with coarse sa nd and little clay, brown (GC) T-1 9.0' Clayey GRAVEL, fine grain (3/4" Max., subangul ar) highly plastic fines, with fine to coarse sand, brown (GC)

T-1 12.0' Clayey GRAVEL, fine grain (3/4" Max. subangula r), highly plastic Tines witn Tin e to coarse sand, brown (GC)

T-2 0.9 Clayey GRAVEL, fine to coarse rain, with fine to coarse sand, % cobbles, brown (GC) T-2 5.0' Clayey GRAVEL, fine to coarse grain, with fine to coarse sand, brown (GC)

T-2 7.0' Silty CLAY, reddish brown (CL)

T-2 9.0' Clayey SILT, elastic, reddish brown (MH)

T-2 12.5' Clayey SILT, trace fine sand, elastic, reddish brown (MH)

T-3 1.0' Clayey SAND, fine to coarse grain, with fine gravel, brown (SC)

T-3 3.5' Sandy CLAY, fine to coarse grain, with fine gravel, brown (CL)

T-3 6.5' SAND, well graded with fine gr4- vel and clay, brown (SW-SC)

IPAGF 2i OF.L_- I .H.KALEINFEDER: anPTC

Test Pit Depth Soil Description T-4 1.0' Sandy CLAY. fine to coarse grain, trace fine gravel, brown (CL) T-4 2.7' Si lty CLAY, with fine to coarse sand, trace. fine gravel, brown (CL) T-4 5.5' GRAVEL, fine grain, with clay and fine to coarse sand (GW-GC)

T-4 11.0' Silty CLAY, trace fine sand, brown (CL) K.LE.INFE-LDER i&ASSOCCIA-TES

MOISTURE CONTENT

Test Pit No. T-1

Deptli(ft) % Moisture 1.5 6.4 7.0 18.8 9.0 16.1 12.0 15.7

Test Pit No. T-2

Depti'_(ft) % Moisture

5.0 36.1 7.0 37.6 9.0 42.7 12.5 25.1

Test Pit No. T-3

Depthi(ft) % Moisture 1.0 12.5 3.5 9.8

Test Pit No. T-4

Depth (ft) % Moisture 9.0 46.8

I PA G EZ 00F JA. H..KLEINFELDER & ASSOCIATES

MOISTURE CONTENT

Boring: B-1

Depth(ft) % Moisture 17.5-20.0 22.7

Boring: B-2

Depth(ft) % Moisture 12.5-14.0 58.1 15.0-17.5 41.2 25.0-27.5 30.1

Boring: B-3 Deeth(ft) I Moisture

10.0-11.5 18.0 15.0-16.5 27.7 17.5-20.0 30.4 24.5-26.0 22.4

Boring: B-4 Depth('ft) % Mois.ure

7.5-9.0 30.4 12.5-14.0 41.6 15.0-17.5 31.9 22.5-24.0 28.6 27.5-29.0 21.0

Bori ng; B-5 Depth(ft) % Moisture 7.5-9.0 19.5 10.0-12.5 31.5 rii.,• j 17.5-19.0 16.0 L~a I.KLEIN -FELDER & ASSOCIATES ET~C0io

MOISTURE CONTENT

. ori ng: B-6 Dopth (ft) % Moisture 22.5-24.0 47.3

Boring: B-7 Depth(ft) Smoisture

7.5-9.0 21.2 12.5-15.0 30.2 19.0-21.5 24.8

Boring: 8-8 Depth(ft) SMoisture

5.0-6.0 8.1 10.0-11.5 27.7 17.5-20.0 43.1 22.5-25.0 36.9

Boring: B-9 Depth(ft) % Moisture 5.0-6.0 18.1 20.0-22.5 8.8

Boring: B-10 Depth(ft) % Moisture

10.0-11.5 34.8 22.5-25.0 53.1

~i.

•

PAGEI.IF~ .EINFELDER ASSOCIATES PT

DRY UNIT WEIGHTS

BORING: B-2 Dry Unit Weigh t(pcf) Depth(ft.) i i • m 15.0-17.5 70.9 25.0-27.5 90.3

BORING: B-3 Depth(ft.) Dry Unit Weiqht(pcf) ! • m |

17.5-20.0 80.1

BORING: B-4 Depth(ft.) Dry Unit Weiaht(pcf) .• I -- I 15.0-17.5 81.1

BORING: B-5 Depth(ft.) Dry Unit Weitht(pcf)

10.0-12.5 83.4

BORING: B-6

Dry Unit Weight(pCf) Depth(ft.) • m m 17.5-20.0 83.0 22.5-25.0 84.8

BORING: B-10 Depth(ft.) Dry Unit Weight(pcf)

22.5-25.0 77.3

I PAGEJ53L.OF1&l1 • II LRPTC I.H. KLEINFELDER & ASSOCIATES ~rn L ' I

SIEVE ANALYSIS

Test Pit T-1 T-2

Depth: 1.5' 3.5' 9.0' 12.0' 0.9'

Sieve Size % Passing 3 1/2" 100 100 100 100 100 4 3a 100 100 100 100 96 21" 100 100 100 100 87 1 1/2" 100 96 100 100 77 'N 100 95 100 100 66 3/4u 100 64 100 100 57 1/2" 70 52 67 78 49 3/8H 66 46 61 72 44 No. 4 58 34 50 62 36 r No. 10 53 23 42 51 32 No. 20 50 18 36 44 28 No. 40 44 14 30 40 24 No. 60 34 12 25 37 19 No. 140 27 8 22 35 16 No. 200 23 7 19 35 13

PAGEL,ýLOfFJý 777~ -41

9.H. KLE IN FELDER & ASSOCIATES

;IEVE ANALYSIS

Test Pit T-3 3.5, 6.5' Depth: 1.0'

Sieve Size % Passing 100 100 100 349 100 100 100 h 1l 2" 100 99 100 95 100 100 I 1/2" 96 L•:-:" 3/4" 92 100 89 91 91 86 89 84 3/8" 78 85 67 No. 4 50 No. 10 61 80 55 75 36 No. 20 70 25 40 49 No. 43 63 19 No. 60 37 57 12 No. 140 52 10 No. 200 33

m¶ EPAGE IfOF I I H. KLEINFELDER &ASSOCIATES inTO.01:04 ....: ?= :-: -1 •Ii~!i

SIEVE ANALYSIS Test Pit T-4

Depth: 1.0' 2.7' 5.5'

I Passi Sieve Analysts 3/40 100 100 100 97 93 70 1/2" 64 3/8" 96 92 93 88 51 No. 4 84 38 No. 10 89 85 78 29 No. 20 73 22 40 77 No. 64 18 No. 60 67 55 59. 12 No. 140 51 11 No. 200 51

IPAGE .2 OF ! |

-•>• e•-•;•• .... •.• • ...... •d• ...... "'•0• inc KL91NFELDER & ASSOCIATES

SIEVE ANLAYSIS

B-2 Boring B-1 25 - 27.5 Depth 17.5 - 20' 15 - 17.5'

Sieve Size % Passing 3/8" 100 100 100 No. 4 94 100 100 84 99 100 No. 10 99 No. 20 70 98 50 94 99 No. 40 94 No. 60 42 86 34 64 87 No. 140 85 No. 200 32 62

_1 -- •: I L~2 W-EýACE- 0-OF ýI .& ASSOCIATES

SIEVE ANALYSIS

Boring 8-3 B-4 8-5 B-6

Depth: 17.5 - 20' 15 - 17.5' 10 - 12.5' 10 - 12.5'

Sieve Size % Passing 3/8" 100 100 100 100 No. 4 99 100 100 100 No. 10 98 98 100 100 No. 20 98 82 100 No. 40 97 61 100 95 No. 60 95 55 99 91 No. 140 86 47 84 No. 200 85 45 77 87

Boring B-6 B-7 B-8 B-9

Depth 15 - 17.5' 19 - 21.5' 17.5 - 20' 20 - 22.5'

Sieve Size % Passing 3/4" 100 100 100 100 1/2" 100 100 100 67 3/8" 100 100 100 63 No. 4 100 100 100 51 No. 10 100 99 100 40 No. 20 88 99 32 No. 40 90 62 96 24 No. 60 84 52 93 20 No. 140 42 84 17 No. 200 62 39 81 16

L~I1 ~aLO:G:~FMj .iKLIEINFELDER.ASSOI XT E S

SIEVE ANALYSIS

Boring B-10 B-10

22.5 - 251 Depth: 17.5 - 20'

% Passing Sieve Size

100 100 3/4" 112' 100 100 3/8" 100 100 No. 4 100 100 No. 10 100 100 No. 20 --- 99 No. 40 98 93 No. 60 96 91 No. 100 92 No. 140 --- 66 No. 200 87 65

IPAGELi.fJ I •_.1.

rI 0 z rv'l GLNDItH SAPD FINE SANM FINE GAS UNIFIED SOILS CLASSIFICATION SYSTEMT t --4 ( z II (.TAIMIADIl cIflfCc C17rC _...... __ 0 z n rI MICRONS 0m 3' 2-. ljf I-f 4 8 10 16 20 30 50 80 200 50 20 -100*

M '3 90

-j, xI 80

70

DI 60

I 0 so

NtnzUo 10F -N 40

PA.' 2rtz2t 30 "z1 3Om COc) I 0.-i 20r CD n U 10~

ZDw 0 - I - * - -j 50000 o 10000 5b00 l0o0 500 1oo 50 20 10 .5 ~LI 1.1.1. I * liii I 1.1 I . I . 1II I I _ i I i ... i £ I £ 1 MICRON I I 1 9 I7 I ' I I I- "- T' i It , I I I I.I I I I . .I . I . I I I I ! 1 1 I I II I I A . I I I I I I -J 3 I I I 0 . I j 3 2 1 0.5 I 1 GRAIN I I'I I I ' I I III I I''11 I I I I I I II 0.1 0.05 0.005 0.001 0.0005 0.0001 0.000os INCHES -U ILENT GRAIN F. EQUIVA DIAMETER -4 m Test Pit No.

T-I @ 1.5 Ft. ifRp C 0104 I K>,-p.~; ...... L L". = "..•'•

• I TOTAL PERCENT PASSING I 1a a R 2 o 3 C a

ada I x I it 0

a

i a

LI-

X S

to. Gn , CD

NCa-

4..A - z 0

%A 'a' 4 L6) Lad

- ad, Sd

46.

r• ...... L ...... I L 11 "WIll' fill 4H 1, I1A A-A !

Iii. KIEIINFELDER & ASSOCIATES M I RanchoEvaporation Seco NuclearPond, SMUD Generating Task 059 PLATE *CAOTECHN~ICA 6L COhSULtANtS • MAV.,• IAL t, ia',C $Station, Unit I GRAIN SIZE DISTRIBUTION IPAGEZ.Y/ OF=]

U I JNIFIED SOILS CLASSIFICATION SYSTEM I 0n I V I cwu $"I oxclum 9" 1 FINE M I FINES z I L.5 z -I U.S. STANIMRD SIEVE SIZES I d I MICRONS 0W r 2+r I+- 2"*- - 8 10 16 ?0 30 50 so 200 50 20 10 woo I> I 90

so o > 70

60 -- A -

50 co " N

40

30 z m

-64 10~

0n

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...... I -

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UNIFIED SOILS CLASSIFICATION SYSTEM ID I ! GOMCOASE Smi moDII Son rimE Sw j VNs

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10

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ft I I 90 -I

go -- 4

70

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0. 0 p 500 00 0020D 5010 s 0 1 1 . 1 •1 1 1 1 1 1 1 1 1 1 1 1 1jj I I I I I I I II, I L 40

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z B'-;a '1b0 10 -., rt p HIRNS 00LI I

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II r. a "0 .UIFIED SOILS CLASSIFICATION SYSTEM * I I I SPAY11 cowcsm HEDJI" S File Sm FlINS1 -t U.S. STMNMD SIEVE SIZES 4.- MICRoS r'* 1" *" f 4. 5 10 16 20 30 SO so 200 60 20 10 5

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'Ir 0 I UNIFIED SOILS CLASSIFICATION SYSTEIP C- I -.-. I------I ~ I - - I f¶1 I WMIL ICOME• SANl woir sire FINE sw H m IU~I ~I mD1 ~uw I FN~~s aI flw' z U.S. STANDAD SIEVE SIZES 0 zI" MicaOns r 2*Jr i3" 1. . 4 8 10 16 20 30 20 t*- -Y- 30 200 50 10 S I|- I

100

Im' 70

-4 . >l , 40

50 0w'

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10 ",0~ i --t I-' i _I 0 - MOi 1000I sm low0 500 20 10 6 I I I . I . I I , mI I iI ~I . a t00 s0 1 I ' I ' II l l lI I ' lI ' I ' 1 i I 1'!q I11 ' 11 I I I IIII!, 1I 1 1 i 1 0 , -n- 3 2 3 0.5 a. I I Ii' Ii i f I I I lil'lJ I 1 !1 , T1 0 .05 0.01 O.00 0.W1 0.0005 0.0001 0.0OW0 lioIw$ EQUIVALENT GRAIN DIA METER

ryl Test Pit No. T-2 @ 12.5 Ft. BERPC 0104 I - I - V I UNIFIED SOILS CLASSIFICATION SYSTEM I c- 1...r'n 0 x rt• V.' PA ~ mumWSM I~ plo0~ $00 -4

U.3. z aI0f~ww 1AL6C 45LE3 sMICsO2S 0 3-4 Z-W2 f f* I" 4 8 10 16 20 30 50 80 2)0050 20 10 ,5_ - I - .. ... Y • .7 b,.

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0'

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0 0 40 Mo 0 0 o 0 ITT 1- 21 201

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W-74 I-- W-73 r- 1 1 1 PC

UNIFIED SOILS CLASSIFICATION SYSTEM I I MMU SW NEORN SJW FIRE SW FINES -1 A m I z z W.a. ')IPJRPWW 41EWL 31LLý C> T PIICRM r 21' 2- W z f . f . I . 4 8 10 16 20 30 UP so ?w 50 20 10 5 100 m z m Ro > 90

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I UNIFIED SOILS CLASSIFICATION SYSTEM I C- m auraA Cct SWM KUtN SAN FINE SAM rims Fz

U.S. STAM)ARD SI[VE SIZES .c 0 4 8 10 16 20 30 50 80 200s0 20 10 5

100

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II i.A A - I UNIFIED SOILS CLASSIFICATIO4 SYSTEM I CMY J cU SMu3 KO~HN SM I FIVE SW IE z z U.S. STAMIM SIEVE SIZES N1ICRWN 3-.1 2-Ifr14 4 8D101620 30 so so 200 so 20 10 >,f4y 100

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T.r UNIFIED SOILS CLASSIFICATION SYSTEM III mial FIN sowFISKm

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C-0 i ia UNIFIED SOILS CLASSIFICATION SYSTEM IM 2Z I * 1. 1 C-1 I GRAVEL I coANS W HEDIM,,, S I FINE SAM FINES I z I I I z U.S. STANDARD SIEVE SIZES i MICRONS >, 3 2f 2 1; P. fI T 4 8 10 16 20 30 50 80 200 50 20 10 S I I" II 1111 I T " 100

"I . 90

I I 80

0 - 70 Mr) x

60 oR- 50 zo 0"'

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B-I @ 17.5 to 20 Ft. ERPT C 0104 x i f I UNIFIED SOILS -CLASSIFICATION SYSTEM i Z K m;,Y z

II 100 0p

s0

70

60

so z V 0 40 ___ 0nr

cJ0I' n 0 30~ (n c c:~ ~

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MO. I om ii? I 000 50IWO l00ow Soo 100 50 20 10 51 0sm. , •t I i i i I t " tI I " I I 1 1 I I'0 EQIVALEI T III I III 'i ' I 11111 I I ' l I 3 2 1 0.5 0.1 0.0s o.01 0.0AT 0.001 0.0mo 0 cum 0.00005 I"-" EQUIVALENT GRAIN DIAMETER m-- BORING NO,

B-2 @ 15 to 17.5 Ft. E[WPT C _0104 .. .I. , I ...Iz - , ,- ~. I )

I I UNIFIED SOILS CLASSIFICATION SYSTEM mm I I -D z r'-) z Ii' "Ic VIit ilrtlI~ hn1" SIISb . r~urI

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r 21' 2- if' I. ~ +* ** a 10 16 20 30 50 so ?wO so 20 10 5 . 111111l 80 100 -4 -

0 F I- 90

n 0

70

60

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40

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Cp ~ A m- 1 U.S. STANMRD SIEVE SI'ZES -ICRS zT, r2f it'r 1• ' 1-'•1 4 8 10 16 20 30 50 8o 20w 50 20 10 5 -4 100

90

so

70

0 60

so.

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0 30 -4 -00 m 20~ C

10 CA C) 0 t *1l 0 0u ID

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UNIFIED SOILS CLASSIFICATION SYSTEM - I " I I I rn xX !I WAVfL I CW" SWl NEDI SW• I FINE suNO FINES I a ______I ______I z ~z r m U.S. STANDARD SIEVE SIZES IC:RONs M . 1. 1 4 8 10 16 20 30 80 200 50 20 10 S 100

- r

.> 90 0 'J -- I 80

70

60

2:16Ft-C n fl v0 I-_ so Ft 0

Zn o-°0 40

Ft -4

20

r- 0 rn

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...... • .. _...':• ' - I

UNIFIED SOILS CLASSIFICATION SYSTEM 0 -. I I

C- z r- SPAVEL COARSE SAND SAND iEDIM FINE SOD FINES - m U.S. STANDARD SIEVE SIZES z z MICRONS o 1" U. m 322j ~ ~ I 4 8 10 16 030 50 80 200 50 20 10 5 100

90 I-j

80 0 V

70

60

rt It -4 0 0 so Z '1 l: I I "\ 0 0" 40 I%.1c 0 0

oo0 30 320 c~

0 Zi~ 10I Lfl rt p 0010000 00D 00 1000 5 100 so 20 10 5 -I., 0I kI YI I ýI -* I, ' * PICRONS I ;I I .I I i II I I I I " I i I . II . . . I , a A I t I I 1 ' I ' I III I I I I , 1 ' 1 I i I i I ll I I 3 2 1 0.5 I I I I I. D 5 I 0.1 0.05 0.01 0.005 0.001 0.0005 0.0001 0.00005 INCHES -D I- EQUIVALENT GRAIN DIAMETER -4 na Boring No. B-1 @ 10 to 12.5 Ft. ERPI C 010 4 I- a UNIFIED SOILS CLASSIFICATION SYSTEM o r- Ii I W1 GRAVEL I COSE SANDI MEDIlUSAND I FINE SAND I FINES I II -4 -z U.S. STANDARD SIEVE SIZES :1, MI CRONS 2 z0 3- 4 2- iW i-~ +1- 4 8 10 16 20 30 50 80 200 50 20 10 5 100 p.

I '.• t-) ~~5 -J 90

o w 80

70 0

60

50.

Z :r 0 -to~W ct 40 IT, rfl 0- rn=0 0 8t0

- -O4 0

130. 0'0 C) m ti 20 0q

S0; -I. 5000O 10000 5000 a . I I . I SI SII I S 1000 500 100 50 20 10 5 1 MICRONS 1 1 1, _11 I1 1 1 1 1 1 1 I 1 1l 1 I I . I I I Ii i I I I I i r-, 1fI er" lI . ' i v l. , I I I I, ,II I I, I,I I, I , 1 I,J i l T j II l. I I I I I I I.. I [ 1/1 1 I I i l I ...... " .i " w i il i w -i -n 2 1 0.5 Iii I I I" I 'SI I' 1 ' 1Iill I1 '1- 'I IIII I I 1 3 2 0.5 0.1 0,05 0.01 0.005 0.001 0.0005 0.0001- 0.00605 INCIES EQUIVALENT GRAIN DIAMETER -4 m BORING NO. B-6 @ 10 to 12.5 Ft. * Sieve Analysis [ CPC0104 LI *5Ytfl55 t ~ L 5115(1 2 VOL 0 I CT]

I "0 UNIFIED SOILS CLASSIFICATION SYSTEM 0 I I C-) z r- I , , ,, ,- Im ,, , I ' FINE$ -4 z U.S. STANOWa SIEVE SIZES HICAOS 32-'- I" 8i-8 6 200 303 s , 80 26 s

z V-

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r) U

60

q.

zcý2 =o 0 r9 -) #1

n0 tJ9 0 -4

20 a 0-

-0I C:) 2 0 c

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g- >- Z 90 0 0 i

80

70

60

50 .

rP '-4 40

-4 0 A I- 30 • n 0c r- m -o) 20

c:0 C)

In, 0 50000 10000 5000 1000 500 )oo so 20 10 5 1 MICRO•S : 1J l 1 1 1 If 1 11 1 1 : Siii I II I I0 I ' I I - .. I1 3 2 1 0.5 0.05 I 0I.0 0I I' 0.1 0.01 0.005 0.001 0.0005 0.0001 0.00005 INWES EQUIVALENT GRAIN DIAMETER mT-4l BORING NO. B-7 @ 19 to 21.5 Ft. ERPrC 0104 .1

-o C'.- r I UNIFIED SOILS CLASSIFICATION SYSTEM m~ X Ii GRAML ICOARSE SAUDI MEDIUM SAND FINE SAND I FIIIES t) zr- F|IINES -4.,_ Anm 0- rn z: U.S. STANDARD SIEVE SIZES IMI N DflnZ ]- !. z 3- 4 2- 4 8 10 IDO g 4 16 20 30 50 80 200 50 20 10 rll 100 p,..

I> 90

80 zoom 70 0 i

60

G r~t Poo t.2 SRO 50 zo, 0 '1 n oa w0I. 40 onrrt --4 Ci)0 30 0

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goC 10 'F flC -f-f- I-I-] B p I I WOODI , I , 10000III II 5000II, I. n . 1000nl n i 500 100 so 20 10 I MICRONS %0 I. d 1 1i 1 1 ,11 1.11. I I...... I I * I L . I UII I i I IIm I 1III K I1I I I I I 1 i I a I I1 I I i g I I I I I - i - i i i i g I . I ] i I I I I E n [ E g i • " n u • i • w .I I u i I I I ' I ' I ' I I I I I I 1 'I I I I 3 2 1 0.5 I I oI I I I I I .i01 i i. 1 0.1 0.05 0.01 0.005 0.001 0.0005 0.0001 0.00001. INCHES EQUIVALENT GRAIN DIAMETER I- BORING NO.

B-8 @ 17.5 to 20 feet ERPt C 0104 TI-I UNIFIED SOILS CLASSIFICATION SYST E,l ! MI T I FIWES - m CMAVI[L Cam. s( S•N IMEDIU SAM I FIWE SANDS !I I n z r- I 3 C.-4 mt~ U.S. STANWRD SIEVE SIZES HICROns z z -I- I r 21- 2-i i- f 50 80 200 50 I. f 4 8 10 16 20 30 20 10 5 0Z- m 2C.

90 m .j > 0 Ii 70 !

60

ID 5o

0- n :

Zm 0 ti 40

30~ n:

20r a)-: . X

10 F? I.- Z --~IEE E -iA-iLI=-[- HEIILE LL-4 0 5O000O 100O0 K00 "C I I 1,! I ,I I II I I 1. 1 , 100O 5,O 100 50 20 10 5 1 i I , I I I I I. I . I 11111I .II I I , | ! I I I I I I I I - -I - -I I2 I I f1 0II I I ' I I I I0.0 I I0I' p.. 3 2 ) 0.5 0.001 0.0005 0.2 0.oo5 0.01 0.005 0.0001 0. 00005 INOIS k EQUIVALENT GRAIN DIAMETER BORING NO. B-9 @ 20 to 22.5 Ft...... [IC 010Or4 Iir I- - -l I UNIFIED SOILS CLASSIFICATION SYSTEM A~ M AVEL I COASE SANDI MEDIUMISAD FINE SAND FINES z U.S. STANDARD SIEVE SIZES 2L MICRONS 3-21.'2-]11 - - " 8"16 20 30 SO 8o 200 50 20 10 5

20

-t L

rt 010*

0fl 0 P

N - 0 0- 2 .0 i-'O 0 gt

'0q 5000 500 0 D .0I0 sW 100 50 20 10 5

rn. 3 2 1 I I I I i I I " I " I 1I1 " I 1 I I ' 1 " 1 " 0.5 0.1 0.05 0.01 0.005 EQUIVALENT GRAIN DIAMETER BORING NO. l Sieve Analysis B-1O to 17.5 to 20 Ft. 13 Hydrometer Analvsis ______I :0 UNIFIED SOILS CLASSIFICATION SYSTEM 7 Am z -40.. U.S. STANDARD SIEVE SIZES ' -- 4ICRONS 0 I -rJ 3- 2 2- 1-" - f" 4 L0 16 20 30 50 80 200 50 20 10 5 m 100

90

0~ 80

-m 70

I 60 G) rt 4

0, 0 40. ?l cI rn.,z-A6 :2 0 : 40 U)rt -40 .rf0 30 4-. -o W 'l Cl m 20 rFl -0 z --4 0 10 z G3, rpr I 0 1 I NICEWI I I I,.1.1 I , 10000Ill I S001I, I, 1. I , l000i I III. So0I,I . t I , 100I 1 so ,* : 20I ! 10I t~ 5 B - . . . I I I . . - - ._ _ 3 I ' lil 1I I'1 ' I _ _ _ - - _- _. . . . i IL a = 3 2 I IIII I I 1 1 1 1II I' 1 11 I I III I I 1 1 1 I I I ' I I I 1 0.5 0.1 0.05 0.01 0.005 0.001 0.000s 0.0001 0.00005 INCHES *0 I- EQUIVALENT GRAIN DIAMETER -.4 Boring No. ni B-10 @ 22.5 to 25 Ft. ERPT C 01 04 ERLI C 0104 At f if I II I I &IOUP UWIlFI!O SOIL CLASSIFICATION ~-1~-t-*-' SY=SOL FINE GRAINED SOIL GROUPS 1. ~ silty OL Orgfnlc silts and organic Icloys of low plasticity Inorganic layey silts to very -- 4. fine sands of slight plasticity Jrht Inorganic clays of low medium plasticity *1~~' I--i

O Organic clays of mediuir to high plasticity, organic silts

m Inorganic silts and __ clayey silts I.,' CM Inorganic clays of C" high plasticity

1~

30 -

K

4% 4 " L. -- 7- .20 . .. --- -"- - - -'0000 C,

- '-'**r _7 .'B ý-r-COH 2..... S. -- 4, - 10 A .•.. ..'.... .•... : . . ::V.....• .. ..= _;.. . 7 7 aMI0-1.i

10 20 30 40 50 60 70 80

LIQUID LIMIT

TEST Test Depeh LIQUID PLASTICITY INDEX SYMBOL Pit No, (ft) LIMIT CLASSIFICATION,

T-1 1.5 29.8 10.3 Clayey Gravel (GC)

* T-1 9.0 52.6 25.4 Clayey Gravel (GC)

S T-2 5.0 75.0 45.0 Silty Clay (CH) A T-2 9.0 64.7 31.6 Clayey Silt (MH)

I Evaporation Pond, SMUD Task 059 PLATE J:H. KLEINFELDER & ASSOCIATES 5U Rancho. Seco Nuclear Generating GOIEO|CHNICAL CONSULTANTS MAlTERIALS TESTING Station, Unit 1 .... PLASTICITY CHART PROJECT NO. A2676-1_ ,oTERpI C 0104 vv ...... CROUP UIIPIEO SOIL CLASSIFICATION SYIOMI IrlNIFICCRAINEO SOIL GROUPS -4+ 4-.t Organic silts and organic silty OL clays of low plasticity T- i-Li1-4- Inorganic layey silts to very ML fine iands of slight plasticity 1 *,,/%J...... CL Inorganic clays of low r meditum plasticity O-janic clays of medium to ON t jh PIlastcity, Organic silts -I .. M and Inorgafnic silts -._:i * - __ clovey silts 4n 1 * u i , , • I O * • C inorganic ci•y, of - -.-. -- ... hIeigh ilas icity - 1 t -4 -Fr

-In 0 - 1 -4 - ~ - ~ " -4 ~ *- I-.t 4 -_SC * ~1* 7 - -•---- 4----

-I- 7 r 0H

100 *11.~j

• , , = I 7-- 4~~ -4 -rI

1.1-I U U - 10 20 30 40 50 60 70 80

LIQUID LIMIT

TEST Test Deptk LIQUID PLASTICITY SYMBOL Pit No. (ft) LIMIT INDEX CLASSIFICATION

_ T-2 12.5 62.4 26.4 Clayey Silt (MH)

_ T-3 1.0 30.2 25.3 Clayey Sand (SC)

* T-4 1.0 28.0 9.7 Sandy Clay (CL) A T-4 2.7 32.8 17.2 Silty Clay (CL)

Evaporation Pond, SMUD Task 059 PLATE |.H. KLEINFELDER & ASSOCIATES E 1 Rancho Seco Nuclear Generating CEOTICtNICAL CONSULTANTS * MATIRIALS TISTING Im Station, Unit 1 PLASTICITY CHART PROJECT NO. A2676-1 IPAGF OF £ &^ ERPT C 010 4 g•,j, - _ GROUP UNIFIED SOIL CLASSIFICATION SYMIOL FINE GRAINED SOIL GROUPS -'- 0L Organic silts and organic silty -- 4-- clays of low plasticirv I Inorganic laycy silts to very - -..- ~1~** fine sands of slight plasticity 4 4-~-! CL Inorganic clays of Ia. medium plasticity ODrganic clays of medi..w to . .. -- 4 .-.. . .------high plasticity, organic silts .. I .. I -. . j.-i - - . - -- .- . .,-

' Inorganic silts and clayey silts

CM Inorganic clays of high plasticity

1~ t-n-~~, S m 'CL ýZr--,

N 5.(p .5 --KzE H

I Ir r 10 + -I--... -r----1 *.* - 7 -- 4-- -'- C- *-

"4 .4- -~ 4 -~ . - KI;FL I- tvrtt~ 10 20 30 4*0 50 60 80

LIQUID LIMIT

TEST BORING Depth LIQUID PLASTICITY

SYMBOL NO. (ft) LIMIT INDEX CLASSIFICATION

B-2 6-7.5 71.3 31.5 Clayey Silt

* B-3 15-16.5 67.3 28.8 Clayey Silt (MH)

B-6 10-12.5 61.0 33 .0 Silty Clay (CH) Clayey Silt (MH) II A B-6 15-17.5 50.2 17.2 U

Evaporation Pond, SHUD Task 059 PLATE I.H. KLEINFELDER & ASSOCIATES Rancho Seco Nuclear Generating GIOTICHNICAL CONSULTANTS - MATERIALS TISIINC Station, Unit 1 PLASTICITY CHART PROJECT NO. A2676-1 U [ PAGE 1-02-OF /g5] ERPT C 0104 gV. . GROUP UNIFIED SOIL CLASSIFICATION i I SvI"L FINE GRAINED SOIL GROUPS * 4 OL Organicclays of siltslow plasticityand organic silty 4-. - C.41 -

Inorganic layey silts to very "L fine sands of slight plasticity 50 CL Inorganic clays of low S medium plasticity _4L.'_ . - ..- Organic clays of madium to OE hi~h plasticity. organic silts -x C"

4 ~ 4 ~

- >/

"-• •2•!-EL -- Z---4--r I .. ... ---.....r-1...L .. - -_,

* a--.------

'-T-

rL, -

10 20 30 40 50 60 70 80

LIQUID LIMIT

TEST BORING Depth LIQUID PLASTICITY

SYMBOL NO. (ft) LIMIT INDEX CLASSIFICATION

* B-10 12.5-15 70.2 34.3 Clayey Silt (MH)

B-10B 17.5-20 66.0 31.0 Clayey Silt (MHi)

Evaporation Pond, SHiTM Task 059 PLATE I.H.. KLEINFELDER & ASSOCIATES HRancho Seco Nuclear Generating CIOTICHNICAL CONSULTANTS 0 MATERIALS TIST11NC Station, Unit 1 PLASTICITY CHART PROJECT NO. A2676-1 _ I PAGF 14OF L_ I I. H. KLEINFELDER & ASSOCIATES

COMPACTION TESTS

Test: ASTM 1557 Test Pit T-1 T-2 T-3 Depth: 1.5' 5.0' 1.0' Maximum Density 120.8 lbs. 131.5 lbs. 119.9 lbs. Optimum Moisture 12.4% 9.0% 11.0%

Test Pit T-3 T-4 T-4

Depth 3.5' 1.0' 2.7'

Maximum Density 124.2 l bs. 123.5 lbs 126.5 lbs.

Optimum Mo jture 11.2 % 9.0% 10.4%

IPAGE-LILOF i11t!' 1?~ Y 1401 \ \ SUMMARY OF TEST RESULTS MATERIAL ouSCmPTlO": 1 I \X CLAYEY GRAVEL: fine grain ,with fine to coarse sand C \~~ Test Pit# T-I1 @ 1.5 Ft. - - fELIV V TEST m[TNOD ARTM n-15 57 ______C, 120,8 • OPTIMUM wATER 12. I'' I CO-Te'T (C) _1 12.4 I'' UNIFI3ESDCLASSIFICATIONSOIL GCG I-- 0 0 t11 - Ia. ii' 'I UIlILIIf~tŽk S\j

I IaJ W ; ; ; i - - - 2 1HHEIEEIFfB1~L 0 z -4.-,.- 4.- 4. -4.-I-9 - I -1--i - -~ ~ - ~ -~ ~

17111- i. - I. - -4.- 4-4-9-, - I - I - I ~ - I 1 ~ ~ k ( w I~~~ zrý~zi.

CURVES OF 100% SATURATION z Si! 1\- - FOR SPECIFIC GRAVITY / • EQUAL --TO' 2.75 II! I-I-I-I- .I-6-l-*-'.-l-I'-)-t-I-4-i-I-t-~1~--I / 2.7 I- -/-! ! ! I li 1 1711 2.6 / 2 I I I~~izrzi iii tz I10 -1-I - I - I - - -I~ -#1-f---? - I - I-I - I - I - t - - I - I !~J *\ / - t1t ' I ~ t I 1 1 1 iiii:i' I-I-I I I I zttiiiiziztztI I II 1zz I I - I - I - - I - I -# I - I ~ 9 ~ ILF~ P 9-*-O-~ 499 ILP- P~9~#~t~I - I - II 1171 [I1111 I I II [117-1-1

I\7N\ Inn d I " " " - • v0 4 a I z 16 20 24 WATER CONTENT - PERCENT OF DRY WEIGHT

Evaporation Pond, SMUD Task 059 Rancho Seco Nuclear Generating M . H. KLEINFELDER & ASSOCIATES Station, Unit 1 Cf'rjI LH!%l( &Ai (t.4. I TA% •' %. 1% I'%A4•l I '(•'8'

PREPARED By! DATE COMPACTION DIAGRAM CHECKED BY DATE • PROJECT NO A-2676-11 PLATE NO

PAGFf~7~i~§j -

k .:''w -

S ~ I ~ 1401 I k ! SUMMARY OF TEST RESULTS MATERIAL 0cSCIPTIOPI CTA.A7EY GRAVEL: fine to coarse [1-1~i'-~- ~ [T~ft\ grain, with sand, i i t r f brown 135 I I LN:\ t \I\ Test Pit# T-2 @ j Ft.

TEST mETmOO ASTM D-1557

_DENSITY IPCF 131.5

"I" 1A OPTIMUM WATER I~ -v ~~~~~- - - - . - I ~ .- le" \rxN Co.uwNT 1%) 9.0 UNIFIEO SOIL CLASSIPICATIOL GC I.- - T- I - I - 11 11 1 1 1 ~1 \ 1\ 0 IL0 IIIFEfEVLLI\ i\I\ - .4 - .4 - .4 -. 6 p - p - I -- I - I - P - 4~* I 'I'IHIWLEE4 1EL\ . -~ - - - .4- -. . 4- .4 .4 .- .. . . - . N - . I I -I - &-A- ,. z I - - .I I . - \\' L. 0~I2 CL i i I I i i r!-I - T\ CURVES OF 100% SATURATION I. I-i f 1i i IIIit i! Xi FOR SPECIFIC GRAVITY I\ 11 EQUAL TO' • 2.75 2170 I 1 I 2.65 I J . i [-- X J Ii[ i I I I J J

-4-6 -f-.-- 4~ a 110, - - - ¶ - t 1 ~ ?- I - I -? -4 V N\

\K \ - I-4'_ -4 +-4-- I - 4) - I ! I- - t - If I- I

t -1-f -4.- -4-4-4.-I '~-'d -k - I - t!1 1 - I - - - - 1-1- - -a .~,.. 41. - - 1 1 I 1-I - I -4- -4-4-1-4 F- I - I - I 11- , I 1 1 I -ii fiJi ~ ~ ~-t-J -~ i~---~Z1I~IIZIIi12~i - ~ III I . ! I I . I a I 1 2 %1| I uV . 0 4 a 2 16 20 24 WATER CONTENT -PERCENT OF DRY WEIGHT

Evaporation Pond, SMUD Task 059 Rancho Seco Nuclear Generating k U i. H. KLEINFELDER & ASSOCIATES Station, Unit 1 L,[rI? ' 'k( 14 'r %C, I ' A.4 '

PREPARED BY, DATE COMPACTION DIAGRAM CHECKED BY DATE PROJECT NO. A-2676-11IPAGEii,•2 PLATE NO. OF2i-J 140 *S - -- t - . - . - . WI~ L SUMMARY OF TEST RESULTS -? - ¶ 1C V -' HhI1VIA MATERIAL DESCRIPTION: CLAYEY SAND: fine to coarse \I grain with fine gravel, brown 135 T1 \I\ Test Pit# T-5-1 @ 1.0 - . . . .III-. .- .} TEST mETmOO ASTM D-1557 MAXIMUM DaY DENSITY (CPC,) II.9 OPTIMUM WATER i~ -4I I -I + -4 P -+ -4 - 4.I ~ t CONTENT 1%) 11.0 UNIFIED SOIL. a- T ITT TThM CLASSIFICATION[. o -I------f-I-Pt- ~ft Th a.) - I -4- + -4'-I - P-4~- t -4.- I -4. -~J -~ 1%l \ A

0 ZFIII- - - - I- tztz:Hz~L1-1-I a.. -I-I -1-I -6-4- + -4-4-4-4- * - ¶ - ~ t - t 1 4 T I '. & 12C A z 9-I I - P - I * L - 6 -4---- .4.- I - I - - 4- P - I -, I - I - 0100 / H I- I CURVES OF 100% SATURATION Fw1 r IITIN2\ FOR SPECIFIC GRAVITY EQUAL TO'

I 2•7• I-- . . -. . .- 2.65 'I ~: -4.- 4-4-I - P- + -4-4.I--- - P- I- I - -, - I - t - I I ~ I ~ I N o• tII At ' \J

-1 t-~-~-ti- 1~- - - t-1-I -1- - 41 ~ I ~q'ri~N 4.-4-I 9

tO - 4.- 4-I-I -~ - + -4.- 4.- I-I- t - I - 11 t - 1-1 'J- I - F J ?

- t - I L1----- .222.1- ~I~lIZL-4~L- -I----~-~-~ It 1111

- v - - - v izizi zizrzmzizrir lain -. . . . . 4 8 12 16 20 24 WATER CONTENT - PERCENT OF DRY WEIGHT

Evaporation Pond, SMUD Task 059 Rancho Seco Nuclear Generating I. H. KLEINFELDER & ASSOCIATES Station, Unit I

P I(RI,.AIRED At I 'COMPIACTIOD)ATElTs%, DIACGIRA PePAeD•r BY• DATE COMPACTION DIAGRAM

CHECKED BY DATE PROJECT NO A-2676-1 I PLATE NO. IPAGEi-Y-nOF 7755 - - . . Y 1401 k SUMMARY OF TEST RESULTS tx-X.X MATERIAL DESCRIPTION: SANDY CLAY: fine to coarse 0 grain with fine gravel, brown

Il b 0

------Test Pit# T-3 @ 3.5 Ft. TEST METHOD ASTM D-1557 11111OMUW DaY \ OC-5,T- AM, 1 124.2 130 OPTIMUM WATER k\j CONTENT 1%) 11. 2 UNIFIED SOIL CLASSIFICATION CL 0 0 LNF1I\h -~~*I*~ - I - I -, - I ~~*J - 9-9~9~9~9~ I-- 125 dkI\ U !17NNE a I a. . . . . ~ . k .--k .- . . - . . . * I~ L 0 ~I I I I II1 111UIIIILNZKS\ / N I CURVES OF 100% SATURATION ~ ~ FOR SPECIFIC GRAVITY 1 11YII. \. I z 115 \ EQU.L TO' k 2.75 I- 2.10 TIKFVI I I LIW 11111 I~iNiI~i 2.65 z. a lc -9.pJ~ 9~9~ .9 - ~ ~-9 - -9-.-? - I -4- .9- .9 - - .9 - ¶~ \I = [I Eliiiiiii 7 ! I i III i NLN[

111114 4411111111[1 \N\ IU~ b - I ~4~4-4- I -4-4-4 - 4.4 4-4. -4-4-4. 44. -4-4-4 - 4 .~ I -b.- I L

- I ~ -~ ' ' 1 t Vi \ !Jill I I 111 11 111 1 1 EFilI I I I\N1\ 4 6 12 Is 20 24 WATER CONTENT - PERCENT OF DRY WEIGHT

Evaporation Pond, SMUD Task 059 U. H. KLEINFELDER & ASSOCIATES Rancho Seco Nuclear Generating Station, Unit 1

PREPARED BY: DATE COMPACTION DIAGRAM CHECKED BY DAT E PROJECT NO. A-.. - !1 PLATE NO. _PAG EL-Z5.OF_ JI fMARY TEST RESULTS 1401 L\J\ SUM OF MATERIAL DESCRIPTION: - - - -I- SANDY CLAY: fine to coarse grain, trace fine gravel, P - I - ---- ~ 1-- 'brown 135 :tzlzlzIztIlItzrj\J\Ik -i-I ~-Ii-. I- -1'~2NA Test Pit# T-4 @ 1 Ft. TEST METHOD JN h N A S•TM D1 rg755 "A"' MUM Oxvy OES.T, 1,C,) 123.5

\k\ OPTIMUM wATER 130 CONTENT 1%) 9 .0 ------1--- UMtFIED SOIL CLASSIFICATION CL 0 -1 1 1 1 1 -1~ 0

.2 4- -1-I- L U I• \I \ 125 L- - - -1 \ U

J-A-INliN!4E- 0. - .~ - A ~6-6 -- 4--.- -4-, -4- P- I - 1 P 1 i V i IIS \ \\ I J. 1 t - ~ r - CURVES OF 100% SATURATION FOR SPECIFIC GRAVITY 4-i-I-i- -- lVtit 11111 EQUAL TO'

I- -115 - I. - 4-4-4-4-4-4-I - 4-4-4-I-I-I - 9-1 -'it 't- I\• 2.75 z \ rrr •"" F2.65 S10 z I F T a 110 - 4- -4- - 4-4+-4-4 -' - I- I-? 1- I- -t - IV % \ 1j]J I-i.' 1 11111 Z11IZij1I1I2i~I\ 1 4 4 11f 1 ___

- .4 - I. - .4-1.- 4.-I - 4-4-4-- 4-I-I - 9-4-4 - 6-4-I - I - I-I ~ \r~.-'t- 4'~.

1 -- I iii I [111111111 J I |MI . S2 I24 IW-0Q 8 CEW2 20 24 WATER CONTENT -PERCENT OF DRY WEIGHT

UEvaporation Pond, SHUD Task 059 j. H. KLEINFELDER & ASSOCIATES Rancho Seco Nuclear Generating Station, Unit 1

PREPARED BY. DATE COMPACTION DIAGRAM CHECKED BY DATE PROJECT NO. A_2676_1 PLATE NO. PAGF,'WEL fI LL U

ý \i\ SUMMARY OF TEST RESULTS MATERIAtL DEScIPTION: ELEE III SILTY CLAY: with fine to coarse sand, trace fine gravel, brown IM.] -I- I--4-J~rI- Test Pit# T-4 e 2.7 Ft. Ill it 11 TEST MET-OD ASTM D-1557 - .4~4 44 I __" __,_,_____ 126.5 OPTIMLUM WATER 10.4 CONTENT (10.4 UN.IFIED $OIL - I \•i--\ CLASSIFICATION CL I I L-I-I4II.'I

8 -4. -4-4. -4. - I -9- P- I - I - "V- PmJ -""V- P'. / ------I 9-4-I I ~- I I -f-I-I d I. I I I I IIi I I- i I/ / 19- /I / \\" 1 1 1 , [ 1 j 1 1 1 ! I I CURVES OF 100% SATURATION z FOR SPECIFIC GRAVITY 1I0 EQUAL TO' 1\ k\ 2.75 2.?0 2.6 - - ---I------1 r~I~ It ' Ii -I I i - - -t \

- I L Ii! il-I 12221t11 I I II lI$~I~ \N\\ tIN~H H H 1V IIi lK K N$1

inn 1\\- - - -__O0 4 S 1 i6 20 24 WATER CONTENT-PERCENT OF DRY WEIGHT

I5 Evaporation Pond, SMUD Task 059 I H KLEINFELDER & ASSOCIATES Rancho Seco Nuclear Getnerating ...... ,Station, Unit I PREPARED By DATE COMPACTION DIAGRAM C4ECIKEO BY DATE PROJECT NO A-2676- DLATE NO PAGE/-.; OFL.. J.j H. KLEINFELDER & ASSOCIATES ERPIC 0104

A-2676-1 TRIAXIAL COMPRESSION

UNCONSOLIDATED-UNDRAINED

Bor irqlF B-6 B-6 B-10

Depth (ft) 10-121 15-171 17*-20

(PSI) 8 12 14

Shear Stress (PSF) 1400 2900 1000

Dry Density (PCF) 83.5 62.4 60.1

Moisture (%) 36.1 50.8 64.7

I PAGE~OF.3 UNCONFINED COMPRESSION il

Boring; 8-2 8-10 Depth : 6' -7.5' 12.$'-15

Moisture Content: 39% 40.8%

lb. Unit Weight Wet : 111.9 lb. 114.7

Unit Weight Dry : 80.5 lb. 81.5 lb.

T.S.F. 4.13 1.34

IPAGF/0 OFJ •J '-_ 7 ... - 104.

- .. 'S.... mI u q

5 W!,

4

3

2

1

0 I 2 3 4 5 6 LK) 'WoPM.) L..od(b Test Pit T-1 - initiel Dry Donsity-pc- 1I11-. 1 4 Depth . 1 .iLV Initiol Water Confent-% .2 S.nl_ Descrption brom f ine Sandy SILT Coesa-W 0.70 with agaregate - gle of treteiil Friction Special Loading Conditions _= 2S1'

71

WEvaporation Pond, SMUD Task 059 I. H. KLEINFELDER & ASSOCIATES Raucho Seco Nuclear Generating GaoWc~OA CONMM•Sm - MATIESALS innmc Station, Unit I PgIPAEOD BY: DATE1 DIRECT SHEAR TEST CHECKED BY. DATE: PROJECT NO. k-7•7f-! iPLATE NO. IPAGELW.OF..Ld... I p

m ~N ~g

A J

5

iV

4

I 3 I a

I

I 2 3 4 5 6 Nonwd Load (6 Teat Pit T-3 Initial Dry Deiy-c Dt _ 3.5 ______nitia! Wafer Co~nf$-%. 0 Sarmicle Description aIrinw -Cohasio.,.& flA -SILT with neprmiga Angleof InternalFriction

Special Loading Conditions 0= ______

Evaporation Pond, SMUD Task 059 Rancho Seco Nuclear Generating I 1. H. KLEINFELDER & ASSOCIATES Station, Unit 1 oa•oMtcm comnULmiyAUT- MA'ItsIU m'tlT. •Jl Ii II DATE: DA' E: I

1. PRESSURE - TSF BORING NO. R•- ... DEPTH 5-7.5 Ft. SAMPLE DSCRIPTyION ruddish-brown DRY DENSITY - PCF Clavev SILT lTER CONTENT- d I i I

Evaporation Pond, SMUD Tak 059 1. H. KLEINFELDER & ASSOCIATES Rancho Seco Nuclear Generating GAO0ICHMCM COKSMLMArS * MATAL.S'161StIW Station, Unit 1

PREPARED BY: DATE: CONSOLIDATION TEST WATA CHECKED BY; DATE: PROJECT NO. A-2676-1 I PLATE NO. I -~ IJILIE .E EU !.-.J I PAUL1&FLO.FUl I I, " l mI: m III .. . -4- I.. 1i Q E • J I

I.

0., PRESSURE - TSF BORING NO. I-& DEPTH 10-12.5 Ft. INIrIAL I FINAL SAMPLE DESCRIPTION hvni Q41tv DRY DENSITY - PCF 82.0 a2.O r1rAV WATER CONTENT- % 34.5 35.7 I

Evaporation Pond, SMUD Task 059 J. H. KLEINFELDER & ASSOCIATESI Rancho Saco Nuclear Generating CWIOTECHNMCA ONS4.TANt$ * WAnIIW. TESTINGm Station, Unit 1

.PARC0 BY: DATE ,NSOLIDATION TEST DATA :NECKEO BY: OAT E PROJECT 140. A-2676-1 I PLATE NO. PAGEidiOF2&5. I ilm

r~ vVL~.

I 0 B

PRESSURE - TSF SoeRoN No 3-10 oEPTH 12.5 - 15.0 Ft. SAMPLE DESCRIPTION bra=n-CTAY [DRY DENSITY - PCF I WATER CONTENT- %

Evaporation Pond, SHUD Task 059 J. H. KLEINFELDER & ASSOC ATESý Rancho Seco Nuclear Generating GCIGOTUWNC C014SMU1NT1 0 MATUMBAL.'FIST INC JMM Station, Unit 1

PR•EPARED BY: DAOE: CONSOLIDATIONA- I DATE PROJECT P40~ IC14ECKEDCI4ECI(EO BY:Sv* OAT E: PROjECT No. A-, 1:.. fl -it.

I a~ ,

) 2 -f------j 34--

5.

7. J L 9. 10

1.1

V 12

13.

14 .1 0.1 I .0 IO 5C PRESSURE - TSF BORING No. B-10 DEPTH 17.5-20 Ft. I INITIAL I FINAL I SAMPLE DESCRIPTION reddish-brown DRY DENSITY - PCF 77.0 77.0 Clayey SILT WATER CONTENT- % AI-R 38.9

Evaporation Pond, SMUD Task 059 9: .J. H. KLEINFELDER & ASSOCIATESIM Rancho Seco Nuclear Generating CfOTENCALCQNSIJtTANIS * wMTIRMLSTISTD4C uk Station, Unit 1

PREPARED BY: OATE. CONSOLIDATION TEST DATA CHECKED BY OAT E: PROJECT WO.A-2676-1 I PLATE 00. ______a - IPAGEZLOFL I