PRELIMINARY SOIL INVESTIGATIONgmw.consrv.ca.gov/SHP/APSI_SiteInvestigationReports_OCR/APSI_0… ·...

PRELIMINARY SOIL INVESTIGATION

Orchard Properties Project 1100 Tract 5406

Livennore, California

FEBRUARY 1988

Applied Soil Mechanics, Inc. SOIL -"'D FOL:,,D-\ TIO' E.'\Gl,EERS • GEOLOGISTS

835 Blossom Hill Road. Suite 215 • San Jose, Cal fornia 95123 • (4081 365·8100

File No. A?-1929-Pl

Orchard Properties 2290 North First Street San Jose, California 95131

Attention: Mr. Gary Wimmer

Subject: Orchard-Greenville Industrial Development Project 1100, Tract 5406

Gentlemen:

North Greenville Road & Interstate 580 Livermore, California PRELIMINARY SOIL INVESTIGATION

February 26, 1988

At your request, we are pleased to submit the results of our preliminary soil investigation for the above-referenced project. The accompanying rep0rt details our findings during the field test drilling, laboratory analy>is performed on selected samples and our engineering analysis of the collected data.

Should you have any questions regarding the contents of this report, or if we may be of any further assistance to you, please contact our office at your convenience.

Sincerely,

APPLIED SOIL MECHANICS, INC.

Report Written By:

/ .-- , . , .

".' ~ . ;·.- ,. .

Mark Grotkopf Project Engineer

MG/sp

Copies: 4 to Addressee

Report Reviewed By:

aJP0.~ Carl W. Greenlee Geotechnical Engineer #355

2 to Nolte Associates, Attn: Mr. Mark Kahl

File No. A?-1929-Pl

SUBJECT

INTRODUCTION

Purpose and Scope Proposed Construction Site Location and Description

SITE GEOLOGY

Geologic Setting Literature and Map Review Soil Survey Maps

TABLE OF CONTENTS

GEOTECHNICAL PROCEDURES, RESULTS AND CONCLUSIONS

Literature Review ·Subsurface Exploration Program

Laboratory Testing Program Soil Conditions Soil Expansion Settlement Potential Foundations Liquefaction Potential Additional Studies Site Development

LIMITATIONS AND UNIFORMITY OF CONDITIONS

REFERENCES

APPENDIX A

APPENDIX B

LIST OF FIGURES

Figure 1 Figures Al-A?

LIST OF TABLES

Field Drilling Procedures Logs of Test Borings

Laboratory Test Results

Site Plan Logs of Test Borings No. 1-7

Summary of Moisture Density Test Results Summary of Atterberg Limit Testing

- February 26, 198,8

Page No.

1 l 2

4 4 6

7 ' 7

8 8 9 9

10 10 10 11

12

13

Al A4-All

Bl

3 A4-All

Table Bl Table B2 Table 83 Summary of Laboratory Gradation Test Results

B4 85 B6

i i Aoolied SQij Macnanics

~Ile No. A?-1929-Pl February 26, 1988

INTRODUCTION

Purpose and Scope

The purpose of this preliminary soil investigation has been to

evaluate the soil conditions at the site and to provide general

guidelines for the design of the proposed light industrial

identify and

geotechnical

development.

Conclusions in this report are based on data acquired and evaluated from this

investigation. The scope of this investigation does not include specific

foundation or concrete slab-on-grade design criteria. Specific foundation

design criteria should be provided by our office on a lot by lot basis as the

design location, size and structural loadings of the var'ous proposed struc

tures are known.

Our investigation included the following:

1. Review of geotechnical maps and reports pertinent to the area.

2. Drilling of seven (7) test borings and sampling of native soils.

3. Limited laboratory testing of collected soil materials.

4. Engineering analyses of accumulated data.

5. Preparation of this preliminary soil Investigation report with

appropriate graphics.

Geologic and groundwater contamination investigations of the site were

conducted in 1986 by United Soil Engineering and the scope of our work did not

include further work in these areas.

Prooosed Construction

As presently proposed; the development will consist of a light industrial

park, with the buildings expected to be one to two story concrete tilt-up

~nolied Soil Mecnanics

File No. A?-1929-Pl February 26, 1988 •

structures with slab-on-grade ground floors. Asphalt pavements will be used

for the future dedicated streets within the overall complex, and are also

expected to be used for parking and driveway areas within the individual

developments.

Site Location and Description

The project site, designated Tract 5406 in Livermore, California, is bounded

by Interstate Freeway 580 to the north, North Greenville Road to the east, a

Southern Pacific Transportation Company railroad track to the south and an

industrial park presently under construction to the west.

At the time of our subsurface investigation, the ~reject site was occupied by

inactive farm land. An old multi-story wood frame farm house, as well as

several wood frame sheds and associated farm buildings were located near the

west property line. A series of old wood post and barbed wire fence lines, in

various states of disrepair, were located in the western half of the site.

With the exception of several trees located in the vicinity of the farm build-

ings, vegetation at the site consisted of a moderate growth of grasses and

weeds.

The site surface ranges in elevation from a low of approximately +495 feet in

the northwest corner to a high of approximately +600 feet at the top of the

knoll located along the southwest property line. The majority of the site has

a very gentle slope of one (1) to two (2) percent. Several erosion gullies,

two (2) to four (4) feet deep, were observed in the eastern half of the site,

as well as the depressions which resulted from previous geologic trenching at

the site (by others).

2

exiscinh frontage road(to be~~~~-.+--1-~~..;>-<~ abandoned)

A.:.q·J:.sc Pr:.o:o Special S t:'..ldies Zo7le ~oundary

0 4

"° 11 ., " "t

~ "' w ' .... 3 -a-

<( ~ .... 10 \II .a.C a:

& w + La;"'rence .... I • 0 2 ~ ++ ....

11 "' ++ 2 " "-' 9 -'ftH \ \ +

~

SCALE I'.i ?EET

0 500 1000 l 500

r~uruary ~o, l~~

4-4-~'

23 .,

D --> < 2 ;z 18 22 " ..c

-=' 4- ;; -" ' ::. ~

1 ;z 26 B

Drive

+ 1 6

+ +

.,. ••

L E G E :l D

Appr'J.x1ma:e location of test - boring :i:~ AS:-:11

A~proximate location of test - boring by otl-iers, 1986

Api;iroximate location of test - boring b:t .:Jtliers, t986

+ 25

..di.. Aporoximate location of test +' - boring by others. date t.ini:r.o·"'r.

4 _ Approx:::'...::.a:e location of :iul~ soil sample by AS~l

• • y

-$-

• •

:: I i ~ •

Figure 1 - Site Plan, Orchard-Greenville Industrial Development, Livermore, Calif.

3 Aooliea Soil Mechanics

File No. A?-1929-Pl February 26, 19$8

SITE GEOLOGY

Geologic Setting

The subject site is located on the eastern perimeter of the east-west trending

Livermore Valley, which is in turn part of the northwest-southeast--trending

Diablo Range of the Coast Range Geomorphic Province of Northern California.

The Livermore Valley and adjacent areas are underlain at depth by a complex of

marine sedimentary and metamorphic rocks ranging in age from Jurassic to

Middle Tertiary (California Department of Water Resources, 1974). 01 der

portions of the bedrock sequence are exposed in the Diablo Range approximately

ten miles south of the project area and in the Hayward Hills about five miles

west of the site. Younger Tertiary rocks are exposed at scattered locations

in the hills that separate the Livermore Valley from the Diablo Range and in

the northern Hayward Hllls and ·along the eastern margin of the Livermore

Valley (Carpenter, 1975).

Late Tertlary and Quaternary sedimentary deposits locally exceed 1,000 feet in

thickness beneath the Livermore Valley. These deposlts have been subdivided

by the California Department of Water Resources into three geologic units:

Pliocene Tassaraja Formation (oldest), Pl io-Pleistocene Livermore Formation

(middle), Late Quaternary alluvial deposits and Holocene valley fi 11

(youngest). Dibblee (1980) has mapped the entire site as being underlain by

Quaternary alluvial deposlts (Figure 1).

Literature and Map Review

Literature and maps pertinent to this studj are listed in the Geologic

References ;ection of this report. Most of the geologic information on this

4 Aoane~ Sail Mecnanics . :c~~-:~---

.File No. A7-1929-Pl February 26, 1988

area published by government agencies is of a preliminary nature, based on

reconnaissance and the extensive extrapolation of data. However, this site

has been the subject of private studies performed to support commercial devel

opment projects.

Dibblee (1980) and others have mapped the site as Qa, Quaternary alluvium.

However, we presume the alluvium may be a rather shallow unit overlying the

Tertiary sediments similar to those exposed in the nearby hills to the east.

These Tertiary units consist of marine and nonmarine sediments striking north

west and dipping northeast.

The Greenville Fault, a rorthwest trending, right-lateral fault has been

mapped along the easternmost edge of the site by numerous investigators

(Hart 1977; Herd 1977; DWR E'79; Dibblee 1980; Merrill & . Seeley 1980). The

Greenville Fault is an active fault and has been zoned as such by the

California Division of Mines and Geology as provided by the Alquist-Priolo

Special Studies Zone Act of 1972. In 1980, Merrill & Seeley, Inc. conducted a

evaluation of surface hazards for the City of Livermore and concluded that the

Greenville Fault should be zoned as "Class 1, active and In planning area".

In 1986, a geologic investigation was conducted by United Soil Engineering,

Inc. to delineate any geologic hazards related to the Greenville Fault on the

subject site. During their investigation they encountered clay soil horizons

that showed evidence of shearing in the northeastern edge of the site. Due to

the findings of their field investigation, they delineated a geological

hazards setback zone as shown on Site Plan, Figure 1. This zone has a maximum

width of 750 feet. No structures for human habitation should be built within

this zone. United Soil Engineering, Inc. also concluded that the possibility

5 Aaolied Soil Mecnanics

File No. A?-1929-Pl February 26, 1988

for primary geologic hazards (i.e. surface rupture) is low outside the Special

Studies Zone and secondary geologic hazards (i.e. landsliding, vertical ground

distortion, lateral ground movements, flooding, tsunamis) are considered

unlikely or non-existent at the site.

Soil Survey Maps

The U.S. Department of Agriculture Soil Conservation Service.publication "Soil

Survey, Alameda Area, California," maps the near surface soils at the site as

San Ysidro loam and Solano fine sandy loam. San Ysidro loam is described as

loam to silt loam (ML-CL) overlying clay (CH) and silty clay (CH). Solano

fine sandy loam is described as fine sandy loam (SC) overlying clay loam (ML-

CL).

6 ADDlied Soil Mechanics

·.:.-=~~--·-

.Pile No. A7-1929-Pl February 26, 1988

GEOTECHNICAL PROCEDURES, RESULTS AND CONCLUSIONS

Literature Review

As part of our investigative procedure, we reviewed several previously

published reports by others which covered the subject parcel as well as the

adjacent industrial development to the west.

1. "Report Geotechnical Services at Vasco

These included:

Road Industrial

County, California," dated May 17, 1982 by J.H.

Associates.

Park, Alameda

Kleinfelder &

2. ''Groundwater Monitoring Wells Installation and Contamination Testing for

Proposed Indu~trial Development, Interstate 580 and North Greenville

Road, Livermore, California," dated June 5, 1986 by United Soil

Engineering, Inc.

3. "Preliminary Soil and Foundation Investigation for Proposed Industrial

Development, North Greenville Road, Livermore, California," dated

June 9, 1986 by United Soil Engineering, Inc. This report referenced a

previous report on the site by Woodward-Clyde-Sherard & Associates, Job

No. 2258, date not referenced.

4 "Geological Investigation for Proposed Industrial Development, North

Greenville Road, Livermore, California," dated June 23, 1986 by United

Soil Engineering, Inc.

Subsurface Exploration Program

Thirty-three (33) test borings had previously been drilled on the site by

others. Seven (7) additional test borings were drilled by us for this inves

·tigation on December I6 and 17, 1987 at the locations shown on the Site Plan,

Figure 1, to verify soil and current groundwater conditions. The borings were

7 Aaalieo Soil Mecnanics


drilled to depths ranging from 16.5 to 35.5 feet. The dril 1 ing

were performed on December 16, 1987, under the supervision of

operations

the Project

Engineer, Mr. Mark Grotkopf. Undisturbed and bulk soi 1 samples were

collected, logged and returned to the laboratory for testing. A more detailed

description of the drilling program, as well as logs of the borings, are

included in Appendix A.

Laboratory Testing Prooram

Subsequent to the subsurface exploration program, the collected soil samples

were tested in a soils laboratory. The preliminary laboratory testing program

included moisture/density determination, Atterberg Limits and grain size

analysis tests. The results of the vario'us tests performed in our laboratory

testing program are presented in detail in Appendix B.

Soil Conditions

The soil profile at the site was found to consist a stiff, primarily clayey

alluvium deposits. The two test borings located nearest to the adjacent hills

(Nos. 6 and 7) encountered from 10 to 14 feet of medium dense to dense SILTY

SAND (SM) near the ground surface. This granular deposit has likely been

washed down from the adjacent slopes. The soil profile tends to become more

cohesive and plastic in nature with increasing distance from the base of the

hills.

The surface soils ranged from a fine SILTY SAND (SM) near North Greenville

Road to highly plastic SILTY CLAY (CH) in the vicinity of the existing farm

house near the western end of the property. The majority of the surface

soils, however, consist of slightly to moderately expansive SILTY CLAYS (CL).

8 ~ooliea Soil Mecnanics


The deeper soils consisted of moderately to highly plastic SILTY CLAYS (CL

CH), moderately plastic SANDY CLAYS (Cl) and CLAYEY SANOS (SC). The entire

profile was found to be quite stiff in consistency.

Free groundwater was not encountered in any of the test borings during our

drilling operations. Previous borings by others on the project site encoun

tered a stabilized groundwater table in the 15 to 20 foot depth range. Since

a11 of our test borings were backfilled immediately after dri11ing, and since

the soil profile is primarily stiff cohesive soils, it is likely that the

groundwater simply did not have time to perco1ate into the test borings due to

the 1ow permeability of the soil.

Soil Expansion

The surface soils at the site were found to exhibit from very low shrink-swell

(expansion) potential near North Greenville Road to high shrink-swell poten

tial near the existing farm house. Mitigating measures which may be needed on

certain sites to reduce the effects of expansive soil may include dee~ening of

foundation depths, the use of a layer of non-expansive fil 1 beneath floor

slabs and presoaking of the native subgrade soils prior to grading. The

actual mitigating measures for any particular lot should be determined on a

lot by lot basis during site-specific soil investigations for the proposed

future developments.

Settlement Potential

No soils were encountered during the course of our investigation would would

exhibit significant settlement potential under the loads which would be

applied by the development as currently planned (light one to two story tilt-

9 Aoolied Soil Mecnanics


up concrete structures). Site-specific soil investigations for the proposed

future developments would further define the presence of any isolated pockets

of compressible materials. Such investigations should take into account any

unusually high structural loads or settlement sensitive structures which would

be adversely affected by excessive settlement.

Foundations

The type of foundations used for future structures on the site should· be

determined by site-specific soil investigations for the individual structures

which take into account the specific technical details of the projects. We

would anticipate that "typical" one to two story tilt-up structures could be

founded on conventional footing foundations, but this should be verified by

th.~ individual soil investigations.

Liquefaction Potential

Due to the absence of loose, fine-grained sand deposits as well as the overall

cohesive and dense nature of the soil profile, and the lack of shallow ground

water in our opinion the potential for 1 iquefaction induced damage to the

proposed development is low.

Additional Studies

It is recommended that additional detailed geotechnical investigations be

undertaken prior to final project design and construction to produce detailed

recommendations for site development and design criteria for each lot or

groups of lots to be developed. These investigations would provide detailed

recommendations for foundation design, potential settlement, site preparation

and methods to minimize the potential geotechnical hazards. The information

10

'File No. A7-1929-Pl February 26, 1988

gathered for this preliminary investigation would be used to supplement the

final geotechnical reports.

Site Development

It is our understanding that the initial. site work on the overall subject

property will basically involve the construction of the paved roads and util-

ity services lines, no mass grading of the site is planned. Instead, each

owner of the individual lots will do their own lot grading to develop their

building pads and on-site paved parking lots. Recommended grading specifica

tions for street grading and construction were presented in our report of

January 20, 1988, entitled "PAVEMENT DESIGN INVESTIGATION".

All utility trench backfill shall be in accordance with City of Livermore

Standard Specifications.

11 ADDliHtl SDil Mechanics


LIMITATIONS AND UNIFORMITY OF CONDITIONS

1. The recommendations of this report are based upon the assumption that the soil conditions do not deviate substantially from those disclosed in the borings. If any variations or undesirable conditions are encountered during construction, or if the proposed construction will differ from that planned at the present time, Applied Soil Mechanics, Inc. should be notified so that supplemental recommendations can be given.

2. This report is issued with the understanding that it is the responsibility of the owner or of his representative to ensure that the information and recommendations presented herein are called to the attention of the architect and engineers for the project and incorporated into the project plans and specifications, and that the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field.

3. The findings of this report are val id as of the present date. Changes in the conditions of a property can occur with the passage of time, however, whether they be due to natural processes or the works of man, on this or adjacent properties. In addition, changes in applicable or appropriate standards occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated, wholly or partially, by changes outside of our control. Therefore, this report should not be relied upon after a period of three (3) years without being reviewed by a soil engineer.

4. This report was prepared upon your request for our services, and in accordance with currently accepted standards of professional soil engineering practice. No warranty as to the contents of this report is intended, and none shall be inferred from the statements or opinions expressed.

12

"File No. A7-1929-Pl February 26, 1988

REFERENCES

1. Boore, 0. M., 1977, STRONG-MOTION RECORDINGS OF CALIFORNIA EARTHQUAKE OF APRIL 18, 1906, Bull. Seismological Society of America, Vol. 67, No. 3.

2. Brown, R. D. and W. H. K. lee, 1971, ACTIVE FAULTS AND PRELIMINARY EARTHQUAKE EPICENTERS IN THE SOUTHERN PART OF THE SAN FRANCISCO BAY REGION, 1969-1970, U.S. Geological Survey Basic Data Contribution 30.

3. California Division of Mines and Geology, 1982, SPECIAL STUDIES ZONES: ALTAMONT QUADRANGLE, scale: 1 : 24,000

4. Carpenter, D. W., et al., 1984, GEOLOGY OF THE LAWRENCE LIVERMORE NATIONAL LABORATORY SITE AND ADJACENT AREAS, Lawrence Livermore National laboratory, University of California, UCRL-53316.

5. Dibblee, 1980, PRELIMINARY GEOLOGIC MAP OF ALTAMONT QUADRANGLE, ALAMEDA AND CONTRA COSTA COUNTIES, CALIFORNIA, Map, U. S. Geological Survey, Ope~-File Report.

6. Greensfelder, R., 1974, MAXIMUM CREDIBLE ROCK ACCELERATIONS FROM EARTHQUAKES IN CALIFORNIA, Map, California Division of Mines and Geology, Sacramento, California.

7. Jennings, C. W., 1975, FAULT MAP OF CALIFORNIA, California Division of Mines and Geology, Geologic Data Map Series, Map 1.

8. Lee, W. H.K., Eaton, M. S., and Brabb, E. E., 1971, THE EARTHQUAKE SEQUENCE NEAR DANVILLE, CALIFORNIA, 1970, Bulletin of Seismological Society of America, Vol. 61.

9. Ni 1 sen, T. H., 1973, PRELIMINARY PHOTOINTERPRETATION MAP OF LANDS LI DE AND OTHER SURFICIAL DEPOSITS OF THE LIVERMORE AND PART OF THE HAY'l/ARD IS-MINUTE QUADRANGLES, ALAMEDA AND CONTROL COSTA COUNTIES, CALIFORNIA, U. S. Geological Survey, U. S. Department of Housing and Urban Development, Menlo Park, California, Map MF-519.

10. Nilsen, T. H., 1975, PRELIMINARY PHOTOINTERPRETATION MAP OF LANDSLIDE AND OTHER SURFICIAL DEPOSITS OF THE ALTAMONT 7-1/2-MINUTE QUADRANGLE, ALAMEDA COUNTY, CALIFORNIA, U. S. Geological Survey, Open-Fie Map 75-277.

11. United Soil Engineering, Inc., 1986, GEOLOGICAL INVESTIGATIUON FOR PROPOSED INDUSTRIAL DEVELOPMENT, NORTH GREENVILLE ROAD, LIVERMORE, CALIFORNIA, unpublished report.

12. United Soil Engineering, Inc., 1986, GROUNDWATER MONITORING WELLS INSTALLATION ANO CONTAMINATION TESTING FOR PROPOSED INDUSTRIAL DEVELOPMENT, INTERSTATE 580 AND NORTH GREENVILLE ROAD, LIVERMORE, CALIFORNIA, unpublished report.

13 Aoolietl Soil Mechanics

APPENDIX A

Field Drilling Procedures

Logs of Test Borings

Aaolied Soil Mechanics

February 26,

FIELD DRILLING PROCEDURES

Seven (7) test borings were drilled on December 16, 1987 under the direct

of Mr. Mark Grotkopf, Project Engineer. The borings were drilled to dep

ranging from 16.5 to 36.5 feet at the locations shown on the attached S

Plan, Figure 1. The dril1ing was accomplished with a truck-mounted drill

using 6-inch diameter, solid stem continuous flight augers.

As the borings were advanced, samples were obtained at selected depths

driving a 3-inch diameter (O.D.) split tube samp1er into the undisturbed sc

mass by means of a 140-pound hammer with a 30-inch free fall. The sampler w

driven 18 inches, and the number of blows 'or each six (6) inches

penetration was recorded. The blowcount value for the final 12 inches c

driving is indicated on the boring log at the appropriate depth.

An alternate method of sampling which was used was the standard penetratic

test. This method of sampling involves driving a 2-inch diameter (O.D.) spli

tube sampler 18 inches into the soil mass by means of a 140-pound hammer wit

a 30~ inch free fa 11 • The number of blows for each six (6) inches o·

penetration was recorded, and the total number of blows for the last 12 inche'

of penetration (the standard penetration, or "N" value) Is indicated on the

boring log at the appropriate depth. On the boring logs, standard penetration

values are differentiated from the blowcount values for the larger sampler by

the notation "(SPT)" immediately below the standard penetration values.

All samples obtained were classifi~ in the fie1d, sealed and returned to the

laboratory for testing. logs of the test borings showing the vertical

distribution of the soil units, the locations of the samples, blowcount values

and selected laboratory test results are presented in Figures Al through A8.

A2 ADDliBD Soil ME

0 - ,, ~:,,. -

File No. A7-1929-Pl February 26, 1988

In addition, bulk samples of the surface soils were obtained for laboratory

testing. The locations of the bulk samples are shown on the Site Plan,

Figure 1.

A3

Aoolied Soil Mechanics ~:.-~: .. ~·<=


1~· P!...4CE

""'" 5.ltiMP'.,.f 1.0G Ii Pww""'°"' C€3CIU ~ TIOfrt

" .., u:el,TION -... .. ,_ ''" w::i1.ST1.,J1'(

1'££T "' Date drilled: 12-16-87 0£NSITY COHTEHT .. -.... "-'" Logged by: MG ••• %. .. .,. •f

• 0 • Existing Ground Surface // "',,; '". Dark brown SILTY CLAY (CH), damp, very . . ' ,

1-1 ~ / s 45 stiff, LL= 53%, PI= 31%. 94 13 . 2.

~-., . .

~ 4. Medium brown SANDY CLAY (CL), sand .

~ fraction fine grained, very moist, . . very stiff . . 6 • 1-2 ~ 53 112 16

. . ~ . 8·

. . ~ .. 10.

. . 1-3 ~ 70 Grading less sandy. 119 14 • 12 .

~ . . • 14 . . .

r.t • 16. 1-4 ~ ~ 59 Light brown SILTY CLAY (CL-CH), very 98 25 moist, very stiff . . .

Bottom of Boring = 16.5 feet. . 18.

NOTES: . . . . 1) Free groundwater was not encountered. . .

2) LL= Liquid Limit, . . PI= Plasticity Index. . . . . . . . . .

Figure Al - Log of Test Boring No. 1

A4 ADDlietl S~iJ Mecnanics

File No. A7-1929-Pl

..... l'l:l'Q

Date drilled: 12-16-87 Logged by: MG

February 26, 1988

''" OfN!! TY

t.c.t.

ir«i1STURt

COHTEHT

% .:S.y •'

0 Existing Ground Surface ·1--~+..~..+-~-+~~~;.._~~~~~~~~~~---+-~~+-~--l

Medium brown SILTY CLAY (CL), moist, very stiff.

2.

4.

6 •

8 •

• 10 •

• 12 .

. 14 .

. 16 •

• 18 .

2-1

2-2

2-3

2-4

( SPT) 27

( SPT) 32

( SPT) 27

(SPT) 24

Medium brown SANDY CLAY (CL), sand fraction fine grained, moist, hard.

Bec~ning more sandy

Becomir1g more plastic, very moist.

Bottom of Boring = 16.5 feet .

NOTES:

12

15

13

21

1) Free groundwater was not encountered.

2) SPT= Standard Penetration Test.

·Figure A2 - Log of Test Boring No. 2

A5

File No. A?-1929-Pl

0 . . . .

2 . . . . . 4 . . . . 6.

. .

. 8 .

. . • 10.

. . • 12 .

. .

. 14 .

. .

. 16 .

. .

. 18 .

. .

. .

. .

. .

.

.

ODCJll-,TIOJril


Existing Ground Surface

Brown SILTY CLAY (CL) with abundant rootlets near surface, moist, very stiff.

Medium brown SANDY CLAY (CL), sand fraction fine grained, moist, very stiff .

Brown SILTY CLAY (CL), slightly sandy, numerous black streaks, moist, hard.

Increasing sand ccntent.

Bottom of Boring = 16.5 feet .

NOTES:

1) Free groundwater was not encountered .

2) SPT= Standard Penetration Test .

Figure A3 - Log of Test Boring No. 3

A6

February 26, 1988

OllY lrCli.STUltE:

0£1'151 TY COHTEHT'

;ie.I °todrywl

7

16

14

14

Aoolied Soil Mechanics


2. 4-1

4

6. 4-2

8.

10.

4-3

• 12 •

• 14.

(SPT) 28


Brown SILTY CLAY (CL), moist, very stiff.

Medium brown SANDY CLAY (CL), sand fraction fine-grained, moist, very

(SPT) stiff. 29

(SPT) Becoming more sandy, hard. 40

( SPT)

,,,. · i:i._ ACE

CfIT Ji«:l1STUAC

Of:HSlT'I' CONTE~

D¢.F_ % 6t'r •'

11

15

. 16 . 4-4 30 15

Bottom of Boring = 16.5 feet . • 18 .

NOTES:

1) Free groundwater was not encounterea.


Figure A4 - log of Test Boring No. 4

A7 Aoolied Soil Macnanics ·- ~::"' ~ ~"" • ~ 0

File No. A7-1929-Pl

'" litO UX..TIOH ""''"-

~ Date drilled: 12-16-87 S...Wl\.l .°"'""",.,

26

38

46

80

Logged by: MG

Existing Ground Surface

Dark brown 0rey SILTY CLAY (CL), m0ist, stiff.

Medium bro1-m SANDY CLAY (CL), sand fraction fine grained, very moist, very stiff.

Gravelly drilling at 8 feet.

Grey CLAYEY SAND (SC), moist, medium dense.

Mottled brown and grey SANDY CLAY (CL), very moist, hard.

Bottom of Boring = 16.5 feet.

NOTES:

lJ Free groundwater was not e11c0unterea.

Figure A5 - Log of Test Boring No. 5

~.8

February 26, 1988

;~- P\.ACE

OAT M,J1STUillt

OEN'S!TT COHTtHT

jllC.I %41Y •t

121 11

120 13

117 13

115 17

Aoolied Soi! Mechanics

File No. Al-1929-Pl

2 • 6-1

4 .

6 . 6-2 j l

8 . I I l l

• 10 . I

6-3

.12 . I I I I

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79

(SPT) 44

( SPT) 36

( SPT) 33

C£3.CJltl,.l10fil


Brown SILTY CLAY (CL), wet at surface, moist below, stiff. No sample recovered from 1-2.5 feet.

Yellow brown SILTY SAND (SM), uniform, moist, dense.

Light grey SILTY CLAY (CL-CH), moist, hard .

(SPT) Containi11g abundant calcareous deposits . 34

(continued on Fiyure A7)

Figure A6 - Log of Test Boring No. 6 (D to 28 feet)

A9

February 26, 1988

•'« • P ._ACE

,., OENSI TY

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119

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21

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Fi1e No. A7-1929-Pl

• 30.

. 32.

• 34.

,_ 38.

. .


Light grey SIL TY CLAY (CL-CH), very moist, very stiff .

Greenish grey CLAYEY SAND (SC), r.ioist, hard.

Bottom of Boring = 36.5 feet.

NOTES:

1) Free groundwater was not encountered.


Figure A7 - Log of Test Boring No. 6 (28 to 36.S feet)

AIO

February 26, 1988

'"" WOISTUlll(

CettTE'.'li

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23

18

Aoolieo Soi!_Mecnanics

File No. A7-1929-Pl

? 7-1 . ~ .

• 4 •

• 6. 7-2

. 8.

• 10 . 7-3

• 12 .

• 14 .

7-4 . 16 .

• 18 .

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47


Dark brown SILTY CLAY {CL),·moist, very stiff.

Tan SILTY SAND (SM), fi11e to medium grained, minor fines, dmap, medium dense.

Becoming more finely grained.

Tan SILTY CLAY (CL-CH) with gravel, moist, very stiff.

Bottom of Boring : 16.5 feet .

NOTES:

1) Free groundwater was not enccuntered.

2) SPT: Standard Penetration Test.

Figure AS - Log of Test Boring No. 7

All

February 26, 1988

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110

123

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APPiied Soil Mecnanics ·, ;-"CC~ - • ·• :

APPENDIX B

Laboratory Testing Procedures & Results

Aoolied Soil Mechanics


LABORATORY TESTING PROGRAM

Laboratory tests were performed on selected samples of the various soil

materials encountered in the test borings to determine some of the physical

and engineering characteristics of the soils pertinent to the design of the

proposed project. Tests performed included moisture-density determination,

Atterberg Limits and grain size distribution. The results of the laboratory

tests are presented in Tables Bl through B3 in this appendix. A short general

description of the tests performed follows.

Moisture-Density Determinations

Moisture content and dry density tests were performed on selected undisturbed

samples in order to evaluate the density and moisture variations through the

explored soil profile. On disturbed samples, only the moisture content of the

sample was determined. The moisture content is determined according to ASTM

(American Society for Testing and Materials) Test Method 02216-80. For many

soil types, the moisture content is one of the most significant index

properties used in establishing a correlation between soil behavior and an

index property. In fine-grained (cohesive) soils, for example, the

consistency of a given soil type depends on its moisture content. The dry

density of the soil is determined by a mathematical relationship between the

moisture content and wet density of the soil

measured moisture contents and dry densities

presented in Figure Bl.

82

sample.

of the

A summary of the

tested samples is

Annlieo SqiJ. Mechanics

File No. A7-1929~Pl February 26, 19S8

Atterberg Limits & Plasticity Index

The Atterberg limits were determined for selected undisturbed and bulk soil

samples. The two Atterberg limits, the plastic limit and the liquid limit,

are defined as the moisture content, in percent, of a soil at the arbitrarily

defined boundaries between the plastic and brittle states, and the liquid and

plastic states, respectively. The plasticity index, PI, is the range of

moisture content over which a soil behaves plastically. Numerically, it is

the difference between the plastic limit and the liquid limit. Besides

an integral part of several engineering

liquid limit, plastic limit and plasticity

either individually or with other soil

soil classification systems,

index of soils are also

properties to correlate

being

the

used,

wi v·

engineering behavior such as compressibility, permeability, compactibility,

.shrink-swell and shear strength. The results of these tests are presented in

Table 82.

Grain Size (Gradation) Analysis

A grain size analyses was performed on a selected bulk sample. The

distribution of particle sizes larger than 0.075 millimeters (mm) is

determined by sieving, while the distribution of particle sizes smaller

than 0.075 mm is determined by a sedimentation process using a hydrometer.

The results of this test are presented in Table B3.

B3

.. . Fi 1.e No. A7-1929-Pl February 26, 1988

TABLE Bl - SUMMARY OF MOISTURE-DENSITY TEST RESULTS

In-Place Condi~ions Moisture Dry

Sample Depth Content Density _!iQ_,_ (feet) (% dry wt) ( PCF)

1-1 2.5 13 94 1-2 6.5 16 112 1-3 11. 5 14 119 1-4 16.5 25 98

2-1 2.5 12 2-2 6.5 15 2-3 11.5 13 2-4 16.5 21

3-1 2.5 7 3-2 6.5 16 3-3 11.5 14 3-4 16.5 14

4-1 2.5 11 4-2 6.5 14 4-3 11.5 15 4-4 16.5 15

5-1 2.5 11 121 5-2 6.5 13 120 5-3 11.5 13 117 5-4 16.5 17 115

6-2 6.5 13 119 6-3 11.5 19 6-4 16.5 13 6-5 21.5 21 6-6 26.5 18 6-7 31.5 23 6-8 36.5 18

84

. " - ~

File No. A?-1929-Pl February 26, 19&8

TABLE B2 - SUMMARY OF ATTERBERG LIMITS TEST RESULTS

ATTERBERG LIMITS Liquid Plasticity

Sample Depth Limit Index No. (feet) Oescri~tion of Soil {%) ill

1-1 2.5 Dark Brown SILTY CLAY (CH) 53 31

Bag B 0.0-1.0 Dark Brown SILTY CLAY (CL) 31 17

Bag C 0.0-1.0 Brown SANDY SILT (CL-ML) 21 4

Bag G 0.0-1.0 Brown SILTY SANO (SM) 19 1

B5 Anolieo Soil MechaniGs

' . F°ile No. A?-1929-Pl . ' February 26, 1988

TABLE 83 - SUMMARY OF LABORATORY GRADATION TEST RESULTS

Sample No.

Bag G

Depth (feet)

0.0-1.0

Hydrometer Analysis M.I.T. Classification

Gravel Sand Silt Clay (%) (%) (%) (%)

1 56 34 9

M.I.T. Classification = Silty Sand

86 Aooneo SoiJ Mechanics

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