gmw.consrv.ca.govgmw.consrv.ca.gov/shp/apsi_siteinvestigationreports_ocr/apsi_002282/... ·...

• • . 1l

ST ATE OF CALIFORNIA-THE; fU:SOURCES AGENCY I~'· , r I I Gf;Ofi:Ga:: DEUKME.JIAN, GoYet-11Qr

DEPARTMENT OF CONSERVATION

DIVISION OF MINES AND GEOLOGY BAY AREA REGIONAL OFFICE

380 CIVIC DRIVE, SUITf 100 PLCASANT HILL, CA 94~:2~-1997

PHONE, (415) 646·.S920

@ . .

A. TSS 599-.S920

Mr. Victor c. Martinez county of Los Angeles Department of Public Works P.O. Box 1460 Alhambra, CA 91802-1460

Dear Mr. Martinez:

March 1, 1990

we are placing on open file the following reports, reviewed and approved by the County of Los Angeles in compliance with the Alquist-Priolo Special Studies Zones Act:

Preliminary geotechnical engineering report, Tucon Development, Lots 1-55, Tent. Tract No. 48722, Leona Valley, Los Angeles County, CA; by Buena Engineers; 12/26/89.

Preliminary geotechnical investigation, Lake Hughes v/residential development, Tent. Tract No. 46217, Lake Hughes,

CA; by The Earth Technology Corp.; Oct. 1989; with addendum of 12/22/89.

Engineering geologic report, Lots 138 and 139, Tract 24829, 42720 Arrowrock Drive, Lake Elizabeth District, Los Angeles, CA; Geoplan; Jan. 20, 1990.

EWH:hrk

cc: A-P file(3)l/

Sincerely,

'' y'/;i:I/ EARL W. HART, CEG 935 Senior Geologist &

Program Manager

' COUNTY OF LOS ANGELES

THOMAS A. TIDEMANSON, Dir111ctor

January 31, 1990

Mr. Earl W. Hart senior Geolog1st

DEPARTMENT OF PUBLIC WORKS 9(KJ SOUTH FR.EMONT AVENUE

ALHAMBRA, CALIFORNIA 91803-1331 T!i!l~phonc: (818)458-5100

Div1s1on of Mines and Geology Department of Conservation Bay Area Regional Office 380 C1v1c Drive, Su1te 100 Pleasant Hill, CA 94523-1997

SUBMITTAL OF REPORT - TENTATIVE TRACT 46217

Dear Mr. Hart:

ADDRESS ALL COR)lli'.SPONDENCE TO; P.0.BOX 1460

ALHAMPRA, CALIFORNIA 91802-1460

IN Rlf PLY PLEASE REFE:A TO FILE:

L-4

The enclosed fault-geolog1c report is submitted in compliance w1th pol1c1es and criteria of the State M1ning and Geology Board (Section 3603-f) for the Alqu1st-Priolo Special Studies Zones Act.

very truly yours,

T. A. TIDEMANSON Director of Public Works

~.~AJ. I ~~C//;#;7jk. --VICTOR C, MARTINEZ ~ Superv1sing Civil Engineer 'ti Land Development Div1s1on

DP:sh H:46217

0 . '

0

(' "-DEPARTMENT Of PUBLIC WORKS

LAND DEVELOPMENT DIVISION-GEOLOGY AND SOILS SECTION

TENTATIVE TRACT/PARCEL MAP No.: _T_R_tl._6_2_1_7 __ Oct. 31, 1989 TRACT/PARCEL MAP DATED:----------

LOCATION' _La_k_e_H_u_g_h_e_s __ .,__ ____ _

SUBDIVIDER: Community Dev. Commission

CONSUL TANT(S): The Earth Tech Group

ENGINEER: __ HM __ s_c_o_t_t _______ _

REPORT(S), _10_/_6_/_8_9_,_9/_8_9_,_1_2_/2_2_/_8_9 __

r.-v'TENTATIVE MAP IS APPROVED FOR FEASIBILITY. ~ PRIOR TO FILING TliE FINAL LAND DIVISION MAP,

THE FOLLO\IING CONDITIONS MUST BE FULFILLED:

~The f1nal map must be approved by the Eng1neer1ng Geology Section to assure that all have been properly evaluated.

geolog1c factors

[] A grading plan must be approved by the Geology and So1ls Sectton. Th1s grading plan must be based on a detailed engineering geology report and/or soils ong1neerlng report and must be specifically approved by the geologist and/or geotechn1cal engineer and show all recommendations submitted by them. It must also agree with the tentat1ve map and condlt1ons as approved by the Plann1ng Comm1ss1on.

[] A deta11ed englneer1ng geologic report and soils eng1neerlng report must be approved.

~All geolog1c hazards associated with this proposed development must be ellm1nated, or

delineate restr1cted use areas, approved by the consultant geolog1st, to the sat1sfoctlon of the Geology and So11s Section, and ded1cate to the County the right to proh1btt th• erection cf bu1ld1ngs or ether structures wlth1n th• restr1cted use areas.

[] Specific reconrnendat1ons wtll be required fro~ the consultant(s) regarding the suitability for development of all lots des1gned essentially as ungraded site Jots.

[]

~INFORMATION APPLICABLE TO lliIS DIVISION OF LAND:

[] Th• subdivider ls advised that approval of this dlv1s1on of land ls contingent upon the 1nstallatlon and use of a sewer system.

~A geology and/or soil engineering report may be required pr1or to approval of building or grading plans.

[] Approved w1thout conditions.

~ The Geotechnical Engineering Unit's conditions of approval are

attached. These conditions must be complied with prior to Final Map

(dated 1/29/90)

1/29/90 77,,,~~f"i(:;;t'(;,,"'-j5""---,"7'"------6""'"-~:.-C::::....~-~~~~~-~-~~Date:_~~~~~~~

GEOTI::CHNICAL ENGINEER! NG REVIEW SHEE-1

COUNTY OF LOS ANGELES, Address: 900 So. Fremont Ave. DEPARTMENT OF PUBLIC WORKS

Alhambra, CA 91803 Telephone: {818) 458-4925 Land Development Division

Tentative Tract 46217 Location Lake Hughes Developer/Owner Corrrnunity Development corrrnission Engineer H.M. Scott and Associates Geotechnical Engineer The Earth Technology Corp. Geologist Sarne as above

Review of:

District Office B.O ~----

Sheet 1 of 1

DI STR I BUT! ON:

Grading and Drainage Sect. - Geo/Soils Central F1l e - District Engineer - Geologist - Geotechnical Engineer = Engineer

Revised Tentative Tract Map dated 10/31/89 Geotechnical Report dated 12/22/89 Geologic Report dated 12/22/89

Refer to references in review dated 1/9/90 --=~"----'.------

Action:

From a Geotechnical Engineering Standpoint, Plans and Reports are approved for feasibility subject to conditions below:

Remarks;

All Restricted Use Areas must be shown on both the geologic map and the final map.

Prepared

P:46217

Reviewed by~.._,,.,,:- ~ate 1/29/90

Fred F. Gharib

I I I I I I I I I I I I I I I I I I I

REPORT OF

PRELIMINARY GEOTECHNICAL INVESTIGATION LAKE HUGHES RESIDENTIAL DEVELOPMENT

TRACT MAP NO. 46217 LAKE HUGHES, CALIFORNIA

Prepared For:

COMMUNITY DEVELOPMENT COMMISSION COUNTY OF LOS ANGELES

2525 Corporate Place Monterey Park, California 91754

Prepared By:

THE EARTH TECHNOLOGY CORPORATION 13900 Alton Parkway

Suite 120 Irvine, California 92718

Oate: October 1989 Project No.: 89~828


TABLE OF CONTENTS

1.0 INTRODUCTION ...................................................... 1-1

1.1 SCOPE OF WORK............................................... 1-1

2.0 PROJECT AND SITE DESCRIPTION •••.••••.•••••••••••••••••••••••••••• 2-1

3.0 FIELD EXPLORATION •••••••......•.....••••.••.•••••..•......••.••.. 3-1

3.1 AERIAL PHOTOGRAPH INTERPRETATION AND LITERATURE REVIEW •.•••• 3-1

3.2 GEOLOGIC MAPPING............................................ 3-2

3.3 SUBSURFACE EXPLORATION •••••••••••••.•••.••••••••••••.••.•••• 3-2

4. 0 LABORATORY TES TI NG ...................... , .................... , .. • 4-1

5.0 SITE CONDITIONS •••••.•••.••.••••.••••••••••••.••.•.••••.••••••••• 5-1

5.1 REGIONAL GEOLOGIC SETTING •••••••••••.••••••••••••••••..••••• 5-1

5.2 SITE GEOLOGIC UNITS......................................... 5-2

5.2.1 Granitic Basement Rocks (gd) ••••••.•••••••••••••••••• 5-2 5.2.2 Surficial Soils (Qsw, Qf, Qcol) .••••••••••••••••.•••• 5-2 5.2.3 Landslide Debris (Qls) ••••••••••••.••••••••••••.••••• 5-3 5.2.4 Artificial Fill (af)................................. 5-3

5 .3 GEOLOGIC STRUCTURE.......................................... 5-4

5.4 SE!SMICITY AND FAULTING ••.••.•••••••••••••••.••.•••••••••••• 5-6

5.5 GROUNDWATER AND SURFACE WATER ••••••••.••••••••••••••.••..••• 5-9

6.0 DISCUSSIONS CONCLUSIONS ANO RECOMMENDATIONS .•••••••••••••.•••.••• 6-1

6.1 GENERAL ••.••••• I ••••••••••••••••••••• ' I I .................. I.. 6-1

6.2 SUBSURFACE MATERIALS •••••••••••••••••••••••••••••••••••••••• 6-1

6.2.1 General ••••••••.............••••••••••.......••••.••• 6-1 6.2.2 Granitic Rock •.••.•••••••..•......•••••••••..•...•.•• 6-1 6.2.3 Surficial Soils .••••••••••...•....•..•.••••.•...•...• 6-2 6.2.4 Artificial Fill •••••••••••••••••••••.••••••••••••••.• 6-2

6.3 SEISMIC EXPOSURE •••••••••••••••••••.•••••••••••••••••••••.•• 6-3

6.4 LIQUEFACTION POTENTIAL ••••••••.•••••••••••••••.••••••••••••• 6-3

6.5 EXCAVATION CHARACTERISTICS ••••••••••••••••••••••••••••.••••• 6-3

6.6 HYDROCONSOLIDATION ••••••.••••••••••••••••••••••••••••••••••• 6-3

i


TABLE OF CONTENTS (Continued)

6.7 EXPANSION POTENTIAL •.••.......••..••........•..•.••.•••.•.•.

6.8 CORROSION POTENTIAL ....•.••.•.....••••••..•.••.••...•...•.•.

6.9 SHRINKAGE AND BULKING ••..••.•.••..••.....••••••••.•.•..••.•.

6.10 REMOVALS ..................................................... .

Page

6-4

6-4

6-4

6-5

6.11 FILL MATERIALS PLACEMENT.................................... 6-5

6.12 SLOPES ...................................................... . 6-6

6.13 DRAINAGE.................................................... 6-7

6.14 LEACH FIELD SEPTIC SYSTEM ••.•••••.••.•••.••••••.•...••.••.•.

7.0 GRADING PLAN REVIEW AND ADDITIONAL INVESTIGATIONS ••••••••••••••••

8.0 LIMITATIONS ....................................................... .

9.0 REFERENCES ....................................................... .

LIST OF FIGURES Figure No.

1 Site Location Map .••.•••••.••..•..•.•••••••••••.••.••

2 Geologic Map •••••.•.•••••••••.••••••••••••..•••.••.••

3 Geologic Cross Sections ••••••.•••.••••..••..•••.••.•.

4 Relationship of Earthquake Epicenters to Faults in California ...........•.•••.••.•••••..•...............

5 Large Southern California Earthquakes since 1969 •••.•

APPENDICES

APPENDIX A

Field Exploration

APPENDIX B

Laboratory Testing

ii

6-7

7-1

8-1

9-1

1-2

2-2

5-5

5-7

5-8


1.0 INTRODUCTION

This report presents the results of a preliminary geotechnical investigation

by The Earth Technology Corporation (Earth Technology) for the proposed Lake

Hughes Residential Development, Tract Map No. 46217, Lake Hughes, California.

The site is 1 ocated northeast of Lake Hughes at the intersection of Mountain

View and Elizabeth Lake Roads, as shown on Figure 1, Site Location Map. The

purpose of this investigation is to provide a preliminary geotechnical

evaluation of Tract 46217 and identify geotechnical factors that should be

considered in developing the site.

1.1 SCOPE OF WORK

The scope of our investigation was presented in our Proposal No. 89-099-8031,

dated September 18, 1989, and included performing the following tasks:

o Review of available data

o Drilling, sampling and logging of 4 hollow-stem auger borings

o Excavating and logging of 12 test pits

o Laboratory testing of representative soil samples obtained from borings

o Interpretation of field and laboratory data and performing engineering analyses

o Preparation of this report presenting our findings, conclusions and recommendations

1-1


SITE LOCATION MAP

10-89 FIGIJl'll!

- - - - -- - - - ---- - ---- - - -

0 0.5 - - - - -- - - - -

l!XPLANAnON

-------···· ...• ' .....

I KILOMETER (---\ I


2.0 PROJECT AND SITE DESCRIPTION

The residential development as proposed will consist of 11 lots ranging from 1

acre to 13 acres in size for a total area of approximately 78 acres (Geologic

Map, Figure 2, in pocket). Residential structures, underground septic tanks

and leach fields presently occupy proposed Lots 1 through 3, and a church is

situated on Lot 4. Proposed grading plans for the lots are not available at

this time. The proposed development also includes extension and widening of

Mountain View Road, and improvement of Portal Ridge Road through Sky Haven

Ranch.

The tract is located on the southern flank of Portal Ridge. The lower slopes

descending into Lots 2 through 4 are gentle while the south-facing slope

through Lots 1, 2, and 5 is relatively steep approaching a 2:1

(horizontal:vertical) slope. Portions of Lots 6 through 9 are located on the

deeply incised, steep upper slopes of Portal Ridge. Lots 7, 10 and 11 occupy

the very gently sloped, nearly flat upper surface of Portal Ridge adjacent to

Sky Haven Ranch.

Elevations across the tract range from 3,240 feet near Elizabeth Lake Road to

approximately 3,800 feet on Portal Ridge.

The property adjoining Tract 46217 on its eastern edge is occupied by the Lake

Hughes Wastewater Facility, which is currently under construction. Earth

Technology (1986) conducted a conceptual geotechnical study evaluating

potential geologic hazards (i.e., fault trace crossings, landslides) and

subsurface conditions of the wastewater facility site. Buena Engineers (1988)

completed a geotechnical engineering report for the same site. Earth

Technology (1989) conducted an evaluation of potential fault rupture hazards

for the area of Tract 46217 which is partly located within the Alquist-Priolo

Special Studies Zone.

2-1

OVERSIZED ~--. DOCUMENT HAS

BEEN PULLED AND SCANNED WITH THE MAP

FILE. --·-

' . . .


3.0 FIELD EXPLORATION

The field exploration program was preceded by a review of available data and

interpretation of aerial photographs of the site. The field program consisted

of field mapping and subsurface explorations (boreholes and test pits).

3.1 AERIAL PHOTOGRAPH INTERPRETATION AND LITERATURE REVIEW

A preliminary lineament (linear physiographic/topographic feature) analysis of

the Lake Hughes segment of the San Andreas fault zone was conducted by Beeby

(1977 and 1979) using aerial photographs of various scales and dates. Other

than the apparent linearity of the valley defining San Andreas fault zone,

Beeby identified a photo lineation north of the site trending northwest along

Portal Ridge through Sky Haven Ranch. The lineament, defined by a linear

ridge and a soil contrast, extends into Lot 11 (Figure 2).

Aerial photographs reviewed by Earth Technology were black and white, low-sun

angle photos flown in 1971 and are at a scale of 1:12,000 (I.K. Curtis

Services, Inc.). An indistinct discontinuous lineament trends northwest north

of Munz Lake along Elizabeth Lake Road, and through a topographic saddle into

Lots 4 and 5 (Figure 2). No evidence of faulting was detected in a trench

logged by Buena Engineers (1988) during their evaluation of the wastewater

treatment facility site adjacent to Tract 46217. The same lineament in the

Lots 4 and 5 area was ~valuated during our previous study (Earth Technology,

1989) where no evidence of faulting was observed.

3.2 GEOLOGIC MAPPING

The geology of this site based on the mapping by Beeby (1979) and on geologic

mapping conducted by Earth Technology during this study is shown in Figure 2.

The configuration of geologic units originally delineated by Beeby were

3-1


revised to conform to the data derived during our trenching, geologic mapping

and test pit excavation.

3.3 SUBSURFACE EXPLORATION

Subsurface exploration conducted within the tract consisted of four, 8-inch

diameter, hollow stem auger borings and twelve, 24-inch wide, rubber-tired

Case 580E Backhoe test pits. In addition, a backhoe trench (approximately 760

feet long, 2 feet wide and 7 to 15 feet deep) had been excavated within Lots

2, 3 and 5, as part of our previous Alquist-Priolo fault study (Earth

Technology, 1989). The boring, test pit and trench locations are shown in

Figure 2. Logs of borings and test pits are presented in Appendix A. Field

geologic descriptions and material classifications used are in accordance with

the American Society for Testing and Materials (ASTM) Methods. The

terminology used is defined in Appendix A, Figures A-1 through A-3.

Four hollow-stem auger borings were drilled on September 19, 1989 in Lots 1,

3, 4 and 11 to depths of approximately 30 feet each. Representative samples

(California Drive, split spoon, and bulk samples) were obtained at 5-foot

intervals to a maximum depth of 31.5 feet below natural grade. Boreholes were

logged by a geologist to determine soil classifications and bedrock depths. A

description of the drilling and sampling procedures and the logs of borings is

presented in Appendix A. Twelve backhoe test pits were excavated on September

21, 1989 in Lots 2, 4, 6, 7, 8, 9, and 11, to maximum depths of approximately

10 feet. Test pits were logged by a geologist and representative bulk samples

were obtained. The logs of test pits are presented in Appendix A.

All borings and test pits were backfilled with excavated materials. The

boreholes were backfilled with drill cuttings and lightly tamped with the auger.

Backfill in the test pits was wheel rolled or tamped by the excavation

equipment.

3-2


4.0 LABORATORY TESTING

The following laboratory tests were performed on representative soil samples

using the latest applicable ASTM, California Department of Transportation

(Caltrans), and U.S.E.P.A. Standards.

o In-situ moisture content and dry density determinations (ASTM D-2216)

o Gradation Analysis (ASTM D-422)

o Compaction Test (ASTM D-1557)

o Consolidation Test (ASTM D-4186)

o Soluble Sulfate Content (Caltrans Method 417)

o Soil pH (U.S.E.P.A. Method 9045)

o Resistivity (Caltrans Method 532)

Laboratory test procedures and results are presented in Appendix B.

4-1


5.0 SITE CONDITIONS

The geologic units encountered during our geologic mapping and subsurface

explorations consisted of granitic basement rocks, surficial soils and

·artificial fill. These units are described in the following sections. The

general distribution of geologic units and structural features within the

tract are illustrated in Figure 2, Geologic Map.

5.1 REGIONAL GEOLOGIC SETTING

The project site is located on the southern flank of Portal Ridge, an uplifted

block of granitic rocks adjacent to the northwest-trending San Andreas fault

zone. The San Andreas fault zone forms the structural boundary between the

Transverse Ranges physiographic province to the southwest and the Mojave

Desert province to the northeast. Many fau1t-re1ated features have been

recognized along this segment of the San Andreas fault zone attesting to its

recent activity. Linear gu1lies, troughs, ridges, swales, closed depressions,

ponded alluvium and offset drainages are common east of Elizabeth Lake. West

of Elizabeth Lake, most of these features tend to be obscured by rapid

deposition of alluvial sediments and by man-related activities. Right-lateral

offset of many streams, averaging 11 to 13 feet, recognized on segments of the

fault zone in this area, apparently are the resu1t of the Fort Tejon

earthquake, which occurred in 1857 (Beeby, 1979).

5.2 SITE GEOLOGIC UNITS

5.2.1 Granitic Basement Rocks (gd, wg)

The granitic basement rocks encountered in the trench consist of grayish

white, medium- to fine-grained rock that is massive and equigranular. The

composition reportedly varies from quartz diorite to quartz monzonite (Barrows

5-1


and others, 1985). Discontinuous and fragmented pegmatitic and aplitic dikes

were observed.

and fractured.

The rock is moderately to highly weathered and highly jointed

Beeby (1979), recognized the locally thick regolith composed

of angular granitic rock fragments and soil, developed from deep weathering of

basement rock on the top of Portal Ridge. This regolith, or residual soil

.(wg), was encountered in boring BH-4 {Figure A-7), and in test pits TP-7

through TP-12 (Figure A-14 through A-19) to depths of 15 to 30 feet. The

weathered bedrock resembles a fine- to medium-grained silty sand with traces

of gravel. It is highly to slightly porous and dry to moist. Fractures are

generally closely (spaced less than 1 foot apart) to extremely closely (spaced

less than¥,> inch apart) spaced and are clean, stained, and colluvium filled

particularly near the surface. Fractures show a general trend of N75W and a

dip of 45 degrees to the north. Although the bedrock has a massive character,

local finely foliated areas were observed during trenching. The foliation is

discontinuous and chaotic.

5.2.2 Surficial Soils (Qf, Qal, Qsw)

Surficial soils encountered during geologic mapping and subsurface exploration

consist of alluvial fan, alluvium, and colluvium and slope wash deposits.

They consist of dark yellowish brown to moderate yellowish brown and moderate

brown highly porous fine- to coarse-grained silty sand to gravelly sand.

Alluvial fan deposits encountered within the main south-trending canyon are

massive to thinly bedded. Observed bedding is gently inclined, roughly

parallel to the surface of the fan. Granitic rock fragments are rare in the

alluvial fan materials encountered at the base of the slope near Elizabeth

Lake Road. The thickness of these deposits is variable ranging from several

inches thick at the northern end of the site to greater than 30 feet thick in

boring BH-2 near Elizabeth Lake Road in Lot 3. There the alluvial fan

deposits overlie the valley alluvium and are indistinguishable in borings.

5-2


Slope wash and colluvium deposits (Qsw) are typically massive and gradational

with each other. Colluvium on Portal Ridge, north of the County fire road, is

moist and highly porous. Angular cobble-sized to small boulder-sized granitic

rock fragments occur locally at the base of colluvium.

5.2,3 Landslide Debris (Qls)

Two small landslides are located within the study area. One landslide is

located on the western boundary of the tract extending outside of the study

area from Lot 9, and the other is located at the southern end of Lot 8. Both

landslides were observed during field mapping and estimated to be

approximately 10 to 15 feet thick. The slide debris consist of medium brown

gravelly sand. They appear to be shallow rotational features confined to

slope wash deposits. The margin and base of the slides are exposed along

local drainage bottoms.

5.2.4 Artificial Fill (af)

Artificial fill consists of alluvial fan material that has been graded to form

two drainage-control berms in the upper part of the canyon in Lot 4. The

berms are approximately 15 feet high and up to 40 feet wide at their base.

The fill material, as observed in test pit TP-5, is dark yellowish brown silty

medium- to fine-grained sand with trace of granitic cobbles. The material is

relatively dry and loose to medium dense. Artificial fill has also been

mapped by Beeby (1977, 1979) along Elizabeth Lake Road.

5.3 GEOLOGIC STRUCTURE

Portal Ridge has recently (Quaternary time) been tilted slightly to the north

presumably resulting from tectonic activity along the San Andreas Fault

(Beeby, 1979). This uplift has altered drainage patterns and created closed

depressions along the top of the ridge. Tectonic uplift of the basement

5-3


complex has caused the granite to become highly fractured. Generally, the

fractures are discontinuous and truncated by other fractures. Fractures are

typically tightly closed; however, some open fractures up to several inches

wide were observed during previous trench excavation and current geologic

field mapping. The open fractures were filled with material similar to the

. surficial soils and are often lined with roots. They typically become tighter

with depth. Fractures observed during field mapping and test pit explorations

indicate a general trend of N75W with a dip of 450 north. Northwesterly and

northeasterly dipping, narrow clay-rich shear zones were observed within

trench TR-1. They consisted of elongate, lenticular masses of hard olive

brown sheared clay in zones up to 2 to 3 inches wide. The surfaces of the

shears are polished; however, no slickensides were observed. The clay also

contains coarse sand-sized particles of adjacent granitic rocks. These zones

extend beyond the bottom of the trench, but terminate in bedrock against

fractures at their upper extent. Bedrock on either side of the shears is

similar. No other evidence of shearing was observed on the site.

Cross sections 1-1' and 2-2' (Figure 3) illustrate the subsurface geology as

interpreted from borings, test pits, trench excavation, and field mapping.

The contacts between the granitic basement rock, alluvial fan deposits, slope

wash, granitic weathered surface, and artificial fill are inferred.

5.4 SEISMICITY AND FAULTING

The seismicity of the Lake H~ghes area, based on instrumental recordings of

earthquakes since 1932, is unusually low compared to most of southern

California (Hileman and Hanks, 1975). This is due to the short period of time

since instrumental recordings have been available. Seismicity from 1900

through 1974 is illustrated on Figure 4 which depicts epicenters of

5-4

I I I I I I I I I

GEOLOGIC CROSS SECTION·t-1'. 1

N 44° E h. COUNTY

LOT flllE 1' 4900 14-~~~~.JoW.L..L~~~~.,j.--~~~~~~-lol.U....IL-~~~~~~--,-..1..+-illO~AD .... ,._~~~~~-"'~T_.....1~~~~~-e,4000

i= w w

-'j-

3100'

!: ""'- -z 0 3100

~ ..J w

3400

EXISTING GRADE

Qls gd

TP-10 BH-4 lPIOJECTED 40') TP-7 TP-8 (PROJECTED 50') TP-9

TP-11

---~~~~~3800 - - ...._ Y"9

WQ T.D.•30' ~,__

wg gd gd i=

gd w w u.

3600 z 0

3400

~ w -' w

3100 3200

I SCALE 1·- 200' !HORIZONTAL ANO VERTICAL)

I I I I I I -. I I

3140

i= w 3440 w u. -~ ~ -' 3240 w

GEOLOGIC CROSS SECTION 2-2' 4 N 21° w 2

TP-1 ( l"ftCUECTED 25') TP-4 TP-5

SCALE 1"• 200' (HORIZONTAL AND VERTICAL)

EXISTING GRADE TR-1 BH-1

f

gd

SAN ANDREAS FAULT lllG FEETl •

11-82!

GEOLOGIC CROSS SECTIONS 1-1' AND 2-2'

10-81 FIQURE 3


earthquakes of magnitude 5 or greater. The close association of earthquake

epicenters to segments of the active faults in California is evident. Many

additional preinstrumental earthquakes have also been assigned to the same

faults based on historical records of ground rupture along the faults or

analyses of isoseismals estimated from reports of shaking intensity

(Figure 5).

The active faults in closest proximity to the tract include the San Andreas

fault, San Gabriel fault, and the Garlock fault. The main trace of the San

Andreas fault, as illustrated on the Lake Hughes Al qui st-Priolo Special

Studies Zone Map (California Division of Mines and Geology, 1974), is located

approximately 100 feet southwest of the southern boundary of the tract. Our

review of published literature and the results of our fault rupture evaluation

of part of the site (Earth Technology, 1989) indicate that no identified

faults cross the site (Beeby, 1977 and 1979; and Borrows and Others, 1985).

The tract's proximity to the San Andreas fault and its frequent generation of

large earthquakes is likely to have the greatest influence on the local ground

shaking. The Fort Tejon earthquake of 1857, which ruptured this segment of

the fault, is estimated to have been a magnitude 8+ on the Richter scale.

This event and estimates of the maximum credible seismic event for this

segment of the San Andreas of magnitude 814 are comparable (Greensfelder, 1974).

A magnitude 814 event, -therefore, was used to evaluate the expected peak ground

acceleration at the site. Using the attenuation relationship developed by

Joyner and Fumal (1985), the peak bedrock ground acceleration caused by the

maximum credible earthquake is estimated to be 1.2 g. However, in such close

proximity to the potential earthquake source, estimates of ground acceleration

may vary widely.

5-6

I I I I I I I I I I I I I I I I I I

··::· . .1

'L

MAGNllUOE

C) ..... 5.0 ll'.I 5.9

~ 0 0 I 0 0 6.0 l(') 6.9

C) I I 0 I I 7,0 Tl'l 7.8

C) ..... 8.0 !'JR GRCRlCR

EPICENTERS FROM EARTHQUAKE EPICENTER MAP OF CALIFORNIA, 1900-1974, BY C.R.REAL. T.R,TOPPOZAOA. ANO 0.L.PARKE. 1978. STIPPLEO PATTERN OEFINES MA.JOA STRUCTURAL SOUNDAAI ES.

I '

0 50 100 t.llLES

0 50 100 ~ILOMETERS -;..,-=-~-iii==::::'.i•

FROM: JENNINGS. 1985

PROJECT NO.: 69-828 LAKE HUGHES

RES! DENT I AL DEVELOPMENT TRACT 46217

RELATIONSHIP OF EARTHQUAKE EPICENTERS TO FAULTS

IN CALIFORNIA

FIGURE 4

I I I I I I I I I I I I I I I I I I. I

37• 37•

.J19Qll·6ll 1934 6.0

3z• 0 tOOMiles _____ ,

o.__mi:==::':/:500 Kilomet~rs 111•

Modified alter cam. Oept. of Weier Re1ource1, 1964; Allen and other1, 1965; Coltman and vonHaku, 1973: Hileman ;md 01her1,.1973; Calif. Dlvl1lon of Mina and Geology, 1978, 1980.

PROJECT NO. 89-828 Recorded larger magnitude aar1hquaka1 alnce 1769 -~""'"' LAKE HUGHES In Southam Celllornla Region (pre-1933 locat1on1 -..--- AESIOENTIAL OEVELOPMENT and magnitudes have been estimated tram historical TRACT 45211 records and accounts).

From Slosson and Gray, 1983. LARGE SOUTHERN CALIFORNIA

EARTHQUAKES SINCE 1769

FIGURE 5


5.5 GROUNDWATER AND SURFACE WATER

Groundwater was not encountered in subsurface explorations or observed during

geologic field mapping. Lake Hughes and Munz Lake appear to be the only

surface water within the immediate vicinity of the site. These lakes are sag

ponds related to the San Andreas fault. Flash flooding does occur within the

valley and down the slopes of Portal Ridge. An artificial drainage basin with

protective berms was created in the northern section of the central canyon to

direct surface runoff to drainage channels and ultimately toward Lake Hughes.

5-9


6.0 DISCUSSIONS, CONCLUSIONS AND RECOMMENDATIONS

6.1 GENERAL

Grading plans for the proposed development are not available at this time.

Based on the results of our investigation, it is our opinion that no major

geotechnical hazards or constraints exist at the site, however, the site may

be subject to extreme ground shaking if a major earthquake occurs on the San

Andreas fault adjacent to the site. Tract 46217 Development appears feasible

from a geotechnical standpoint, provided the following geotechnical

discussions, conclusions and recommendations are considered in site

development planning.

6.2 SUBSURFACE MATERIALS

6.2.1 General

The subsurface materials within the depth of exploration (maximum 30 feet

below existing grade) consist of granitic rock, surficial soils (alluvium,

colluvium and slope wash) and artificial fill. All of these materials are

suitable for use in fills.

6.2.2 Granitic Rock

Granitic rock, much of which is completely weathered, underlies the entire

site. Within the northern portion of the site (Lots 11 and parts of Lots 7,

8, 9 and 10) the granitic rock underlies a thin mantle (up to 5 feet thick} of

slopewash materials. Based on laboratory tests on representative samples, the

completely weathered granite has in situ dry densities ranging from 107 to 115

pcf, and in situ moisture content values ranging from 14 to 17 percent. The

measured in situ dry densities correspond to relative compaction values of 85

and 92 percent of maximum dry density, as determined by ASTM Procedure D-1557.

The underlying moderately weathered bedrock ranges from weak to moderately

strong. 6-1


6.2.3 Surfic1al Soils

Surficial soils, consisting of colluvium, alluvial fan deposits and slope wash

were encountered predominantly within parts of Lots 1 through 6 in the

southern portion of the tract. These surficial soils consist of loose to

dense, fine-to coarse-grained silty sands with some gravel. Based on

laboratory tests on some representative samples, these deposits have very low

values of in situ moisture content ranging from 2 to 3 percent, in situ dry

densities ranging from 106 to 112 pcf, and in situ relative compaction values

varying from 80 to 86 percent of maximum dry density, as determined by ASTM

procedure D-1557. The thickness of these deposits varies from about a foot at

the northern end of the site to more than 30 feet at the southern end.

6.2.4 Artificial Fills

Artificial fill exists as berms in Lot 4. The artificial fills consist of

loose to medium dense, fine- to medium-grained silty sands derived locally.

6.3 SEISMIC EXPOSURE

Southern California is seismically active and will experience future

earthquakes. The main trace of the San Andreas fault is located approximately

100 feet southwest of the southern boundary of the tract. On-site structures

should be designed at a minimum in accordance with the latest edition of the

Uniform Building Code (Seismic Zone 4) to reduce chances of damage and loss of

life due to earthquake. A maximum credible event of magnitude s1ii on the San

Andreas fault was used to evaluate the expected peak ground acceleration of

approximately 1.2 at the site.

6.4 LIQUEFACTION POTENTIAL

The factors known to influence liquefaction potential include: grain size,

relative density, groundwater level, degree of saturation, confining pressures,

6-2


and both intensity and duration of ground shaking. Since the groundwater

table at the site is deeper than the maximum depth of alluvium at the site

(approximately 32 feet), liquefaction is not a design consideration.

6.5 EXCAVATION CHARACTERISTICS

Based on our observations, most bedrock and soil materials at the site appear

to be easily excavated by conventional equipment used in normal grading

operations (caterpillar D-9 or equivalent). However, at depths greater than

approximately 30 feet (deeper than maximum exploration) the rock may become

less weathered and be more difficult to excavate. Grading cuts should be

explored in more de ta i1 to evaluate site specific ri ppabil i ty when grading

plans are available.

6.6 HYDROCONSOLIDATION

Hydroconsolidation typically occurs in porous relatively dry granular soils

when they become saturated. The on-site materials are predominantly silty

sands and range from loose to medium dense near the surface. To evaluate the

hydroconsolidation potential of typical near-surface site :naterials,

consolidation tests were run on relatively undisturbed samples of surficial

soils and completely weathered granitic rocks. The test results indicate that

the surficial soils of silty sand axi1ibi ~ high coll,1pS') (!1ydroco:isol idation)

potential. A sample from a depth of 5 feet from Boring BH-2 settled 8.3

percent when saturated at approximately in situ overburden pressure. The

~edthered yranitic material exhibits negligible collapse potential. A

r1~presentativ1i sa1nple from a depth of 5 feet from Boring BH-4 had negligible

settlement when saturated at approximately in situ overburden pressure. The

results of the consolidation tests are presentGd in Appendix C.

6-3


6.7 EXPANSION POTENTIAL

The on site soils and materials derived from granitic rocks generally consist

of non-plastic silty sands, which have very low expansion potential.

6.8 CORROSION POTENTIAL

The corrosion potential of onsite materials were determined by evaluating the

soluble sulfate content, ph and resistivity of a limited number of selected

samples. The results are presented on Table C-3 in Appendix C. The results

of the soluble sulfate content determination indicate that while a sample of

alluvial deposits was non corrosive, a sample of weathered granite was

corrosive to concrete. Therefore, in general, Type V cement should be used

for concrete in contact with on-site soils. Results of soil resistivity tests

indicate that the tested on-site soils are moderately corrosive to mildly

corrosive to metals. Additional corrosivity tests should be carried out

during grading to confirm the above conclusions and recommendations.

6.9 SHRINKAGE AND BULKING

Based on the available data on the natural soils and bedrock materials

encountered on the site, we estimate the following shrinkage-swell

characteristics for on-site soils. This is a preliminary estimate based on

limited data and should be confirmed during detailed geotechnical

investigations.

Excavated Material

Alluvium and Colluvium

Completely Weathered Granitic Bedrock

Shrinkage (%)

7-11

6- 7

6-4

Swell (%)


6.10 REMOVALS

Prior to grading, the proposed site should be cleared of all vegetation,

topsoil, trees and shrubs and these materials disposed offsite. Utilities

that cross the project. site should be temporarily realigned. Cavities, if

any, from removal of the structures should be backfilled with suitable

. fill compacted to project specifications.

Following site preparation, relatively compressible and collapsible loose

alluvial soils and weathered granite soils should be removed in building areas

and areas receiving fill to minimize the potential for excessive collapse or

settlements under saturation and/or loading. Actual removal depths should be

determined during detailed investigations, when the grading plans are

available.

Two shallow landslides were identified within the site. The slide debris

should be removed entirely during site grading.

6.11 FILL MATERIALS PLACEMENT

Soils derived from on-site alluvial deposits, slopewash, colluvium, weathered

and intact granitic bedrock are generally suitable for use as compacted fill

provided that they are free of organic material and debris. Prior to

placement of fill, loose and collapsible materials should be removed as per

the above recommendations. The exposed surface should be scarified, moisture

conditioned and compacted in place to at least 90 percent of maximum dry

density as determined by ASTM D-1557. All fill soils should be placed in

horizontal lifts not exceeding 8 inches in loose thickness, moisture

conditioned to 3 to 5 percent above optimum moisture content and compacted to

a minimum of 90 percent relative compaction as determined by ASTM D-1557.

6-5


Each lift should be compacted before the next is placed. Fill material should

not contain cobbles or oversize materials larger than 6 inches in maximum

dimension.

6.12 SLOPES

Permanent fill and cut slopes should be planned no steeper than 2:1

(horizontal to vertical), temporary cut slopes may range from ll/;::1 to 2:1. To

minimize erosion or surficial instability of both cut and fill slopes, we

recommend the slopes be surface-treated or planted as soon as practical with a

deep rooting ground cover requiring a minimum of irrigation. Slopes should be

inspected at regular intervals and slope maintenance should be expected.

Fill slopes should be compacted to a minimum of 90 percent of maximum dry

density, as determined by ASTM Test Procedure D-1557. Fill slopes should

either be overbuilt a minimum of 6 feet (horizontally) and trimmed back to

expose a compacted core or compacted during construction with appropriate

compaction equipment (hillside vibrator compactor and grid roller) to provide

adequate slope face compaction. Cohesionless materials (soil types SW, SP)

should not be used in the outer zone of fill slopes. The fill should be

compacted with equipment which will not produce a ''laminated'' fill. Wheel

rolling is not considered an acceptable compaction procedure unless each

compacted lift is scarified prior to placing the next lift.

Natural slopes and cut slopes may require stabilization depending on the

bedding/joint attitudes, bedrock composition, surficial slope instability,

erosion potential and configuration of proposed development. Buttresses and

stabilization fills should be designed individually depending on the height of

slope, geology and shear strength of materials in the slope. Loose or

6-6


disturbed materials on the surface of cut slopes should be removed and

recompacted to at least 90 percent relative compaction (ASTM D-1557).

6.13 DRAINAGE

We recommend that the pad grades be designed such that all surface runoff is

directed off the site toward approved drainage devices to the street, and away

from the building foundation and slope areas. Site runoff should not be

permitted to run over slopes.

6.14 LEACH FIELD SEPTIC SYSTEM

The near surface bedrock and soils on site appear to be porous and or

fractured. This may facilitate use of leach field septic systems. Due to the

general stability of the existing slopes and nature of bdrock at the site, the

use of leach fields is not anticipated to affect slope stability. However,

the hydroconsolidation of surficial deposits may result under conditions where

septic fluids are allowed to wet the soils to the point of hydroconsolidation.

This will result in surface settlements, site specific studies may be required

for foundations.

For purposes of feasibility, percolation tests are recommended unless the

development will be tied into the waste water treatment plant adjacent to the

site.

6-7


7.0 GRADING PLAN REVIEW AND ADDITIONAL INVESTIGATIONS

The recommendations provided in this report are based on preliminary project

information and additional geotechnical investigations will be required when

the grading plans become available. The final grading plans for the site

should be reveiwed by the Geotechnical consultant to verify that the

conclusions and recommendations made in this report are consistent with the

planned grading.


8.0 LIMITATIONS

The subsurface conditions described in this report are based on interpolation

between widely spaced borings. Some differences between the described and the

actual subsurface conditions should be expected.

The conclusions and professional opinions presented in this report for the

proposed Lake Hughes residential development, Tract Map No. 46217, Lake

Hughes, California, were developed by The Earth Technology Corporation (Earth

Technology), for Community Development Commission, County of Los Angeles, in

accordance with generally accepted geologic and geotechnical engineering

principles and practices. This warranty is in lieu of all other warranties

either expressed or implied.

The data and conclusions contained herein should be considered to relate only

to the specific project and location discussed herein. Earth Technology is

not responsible for any conclusions that may be made by others, unless we have

been given an opportunity to review such conclusions and concur in writing.

This report has not been prepared for use by parties other than Community

Development Commission, County of Los Angeles. It may not contain sufficient

information for the purposes of other parties or other uses. If any changes

are made in the project as outlined in this report, the conclusions contained

in this report shall not be considered valid unless the changes are reviewed

8-1


and the conclusions and recommendations of this report are modified or

approved in writing by Earth Technology.

Respectfully submitted,

THE EARTH TECHNOLOGY CORPORATION (Western)

Matthew Curtis Staff Geologist

v~U&t--> David Sheen Senior Staff Engineer

8-2

.... ·-··-.. ··-. -c \_~ ----··-::·~,rf-~~--( s:;:J.__ --·

Suji.Sornasundaram Senior Engineer R.C.E. 44199

, . .. -:.';,I I,

~·_,.. .( r/1,. /,, · .. I . I .

Grant F. Miller Senior Geologist C.E.G. 1397

i


9.0 REFERENCES

Barrows, A.G., Kahle, J.E., and Beeby, D.J., 1985, Earthquake hazards and tectonic history of the San Andreas fault zone, Los Angeles County, California: California Division of Mines and Geology Open-File Report 85-lOLA, 236p.

Beeby, D.J., 1979, Geology and fault activity of the Lake Hughes segment of the San Andreas fault zone, Los Angeles County, California: California Division of Mines and Geology Open-File Report 78-2LA, 35p., 3 plates, map scale 1:12,000.

Beeby, D.J., 1977, Preliminary fault map of the Lake Hughes segment, San Andreas fault zone, Los Angeles County, California: California Division of Mines and Geology Open-File Report 78-ZLA, 22p., map scale 1:12,000.

Buena Engineers, Inc., 1988, Geotechnical Engineering Report - Proposed Wastewater treatment plant Lake Hughes, Los Angeles County, California, Prepared for Jaykim Engineers, Inc., Project No.: B-2867-L2.

California Department of Conservation, Division of Mines and Geology, 1975, Guidelines for evaluating the hazard of surface fault rupture: Division of Mines and Geology Note 49.

California Division of Mines and Geology, 1974, Alquist-Priolo Special Studies Zone Map, Lake Hughes Quadrangle, Scale 1:24,000.

Earth Technology, 1989, Evaluation of Potential Fault Rupture Hazard, Lake Hughes Residential Development, Tract Map No. 46217, Lake Hughes, California, Prepared for Community Development Commission, County of Los Angeles, Project No. 89-828-01.

Earth Technology, 1986, Report of Conceptual Level Geotechnical Study Lake Hughes Wastewater Facility, Lake Hughes, California: Report prepared for Jaykim Engineers, Inc., Project No.: 87-879-1.

Greensfelder, R.W., 1974, Maximum Credible Rock Acceleration from Earthquake in California: California Division of Mines and Geology Map Sheet 23.

Hart, E.W., Revised 1988, Fault-rupture hazard zones in California: California Division of Mines and Geology Special Publication 42, 25 p.

Hileman, J.A. and Hanks, T.C., 1975, Seismicity Along the San Andreas Fault, Southern California: California Division of Mines and Geology Special Report 118, p. 28-39.

Joyner, W.B., and Fumal, T.E., 1985, Predicted Mapping of Earthquake Ground Motion in Evaluating Earthquake Hazards in the Los Angeles Region - An Earth Science Perspective, J.I. Ziony, Editor, U.S. Geological Survey Professional Paper 1360, p. 203 - 220.

Kistler, R.W., Peterman, Z.E., Ross, D.C., and Gottfried, D., 1973, Strontium isotopes and the San Andreas fault, in Kovach, R.L., and Nur, Amos, editors, Proceedings of the conference on tectonic problems of the San Andreas fault systems; Stanford University Publications Geological Sciences, v.13, p. 339-347.

9-1

I I I I I

APPENDIX A

I FIELD EXPLORATIONS

I I I I I I I I I I I I I


FIELD EXPLORATIONS

LOCATION OF EXPLORATION SITES

Boring locations were estimated in the field by pacing and compass sitings.

Elevations were determined by interpolation between contours on the 200-scale

plan. The approximate locations of the borings are shown on the geologic map

(Figure 2).

BORINGS

Exploratory borings were drilled for the purpose of obtaining samples and

logging the depth and characteristics of the subsurface materials. Borings

were drilled using a truck-mounted hollow-stem auger rig.

Relatively undisturbed drive samples were obtained using a 3-inch outside

diameter California sampler lined with brass rings, each one-inch long and 2.4

inch inside diameter. For sampling from the hollow-stem auger borings, the

California sampler was driven into the ground using successive blows of a

140-pound hammer falling 30 inches. The weight of the hammer and the number

of blows for drilling the 12-inch sampler were recorded on the boring logs.

Blow counts are presented on the boring logs as an index of the relative

resistance of the sampled soil or rock materials.

All brass rings were removed from the California sampler and were transferred

into a plastic tube and sealed. In addition, bulk disturbed samples of

representative materials were also obtained from the borings and were sealed

in plastic bags. All samples were transported to the laboratory for testing.

A split-barrel sampler, 2-inch outside (l-3/8-inch inside) diameter and

27-inch long, was also used to obtain split spoon soil samples. The sampler

A-1


was driven into the ground by a 140-lb hammer dropping in free fall from a

height of 30 inches. The number of blows to advance the sampler each 6-inch

of penetration is recorded. The blow counts required to drive the sampler for

the last 12-inches is recorded as the Standard Penetration Resistance

{N-Value) and presented on the boring logs as an index of the relative

resistance of the sampled soil or rock materials, (ASTM D-1586). Split/spoon

soil samples were sealed into plastic bags and transported to the laboratory

for testing.

Test pits were excavated for geologic mapping and to characterize subsurface

materials. Excavations were made by using Case 580E rubber-tired backhoe.

Bulk disturbed samples of representative materials were obtained from test

pits. The test pits were logged by a geologist. All samples were transported

to the laboratory for testing predominant lithologic units.

The logs of borings, and test pits accompany this Appendix, the log of the

trench is presented in our previous report (Earth Technology, 1989).

Stratification lines on the logs represent the approximate boundary between

predominant soil types. Minor layers of differing material types may be

contained within the strata and a gradual transition should be expected

between strata. Geologic and engineering descriptions and material

classification used on the boring, trench and test pit logs are in general

accordance with the American Society for Testing and Materials {ASTM) Methods.

The following keys serve as an explanation for the logs.

A-2

I I I I I I APPENDIX B

I LABORATORY TESTING

I I I I I I I I I I I I


LABORATORY TESTING

The results of laboratory testing performed in conjuction with this project

accompany this appendix. The following laboratory tests were performed on

representative samples in accordance with the latest applicable ASTM, USEPA,

and California Division of Highways and California Department of

Transportation (Caltrans) standards.

MOISTURE AND IN PLACE DENSITY

The field moisture content and in place dry density determinations were

performed on relatively undisturbed samples obtained from the test borings.

The moisture content is obtained in accordance with ASTM Test Method D2216.

The in place dry density is computed using the net weight of the entire (ring)

sample. The results of these tests are presented in the boring logs. Where

applicable, only moisture content was determined from "undisturbed'' or

disturbed samples.

CLASSIFICATION

Soils were classified with respect to. the Unified Soil Classification System

{USCS) in accordance with ASTM Test Methods D2487 and 02488. The soil

classification is presented in the test data.

SOLUBLE SULFATE, pH, RESISTIVITY

The concentrations of-water soluble sulfate ions of selected soil samples were

determined in accordance with the California Division of Highways Method No.

417. Soil pH values were determined in accordance with the U.S.E.P.A. Method

No. 9045. Minimum soil resistivity was measured in accordance with California

Department of Transportation Method #532, Part IV. The results of soluble

sulfate content, pH and resistivity tests are presented as a table

accompanying this appendix.

B-1


PARTICLE SIZE ANALYSIS

Grain size distribution of soil samples were obtained in accordance with ASTM

Test Method 0422. The results of particle size analysis are graphically

presented on the Gradations Curves accompanying this appendix.

MAXIMUM DENSITY/OPTIMUM MOISTURE CONTENT

The maximum dry density and optimum moisture content of selected bulk

materials were determined in accordance with ASTM Test Method 01557/Method c. The results of these tests are graphically presented and summarized on a table

accompanying this appendix.

CONSOLIDATION TESTS

The consolidation tests were performed on selected relatively undisturbed soil

samples in accordance with procedures outlined in ASTM Test Method 04186.

Samples were placed in a consolidometer and loads were applied incrementally

in geometric progression. The sample (2.5 inches in diameter and 1 inch in

height) was permitted to consolidate under each load increment until the slope

of the characteristic linear secondary compression portion of the thickness

versus log of time plot was apparent.

The percent consolidation for each load cycle was recorded as the ratio of the

amount of vertical compression to the original 1-inch height.

Hydroconsolidation (collapse) and/or expansion characteristics were also

evaluated by monitoring the change in volume with the addition of water while

specimen was confined under a constant normal stress close to the in-situ

vertical stress. The consolidation test results are graphically presented and

included in this appendix.

B-2


Boring No.

BH-2

BH-4

Sample No.

Bl

B2

Depth (Feet)

1- 5

6-10

TABLE B-1

CORROSIVITY TESTS

Soil Type

SM

SM

pH

7.5

7.4

Soluble Sulfate (ppm)

38

4,400

Resistivity ohm-cm

11,200

4,600


Boring No.

BH-2

BH-4

Sample No.

Bl

62

TABLE B-2

MAXIMUM DRY DENSITY/OPTIMUM MOISTURE CONTENT

Maximum Optimum Ory Moisture

Depth Soil Soil Density Content (feet) Description Classification (pcf) ( % )

1- 5 Silty Sand SM 131.0 8.0

6-10 Silty Sand SM 126.0 10.5

FINE-GRAINED SOILS COARSE-GRAINED SOILS c >50'!1. PASSING NO. 200 SIEVE <so"' PASSING NO. 200 SI EVE R

I HIGHLY SAND GRAVEL T

ORGANIC SILT AND CLAYS <50 '!I. OF COAAS E FRACTION >50% OF COARSE FRACTION E SOILS R RETAIN ED ON NO. 4 SIEVE AETAlNEO ON NO. 4 SI EVE I

LIQUID LIMIT >50 LIOU!D LIMIT <so A WITH FINES CLEAN WITH FINES CLEAN

> 15'!1. FIN ES < 5'!1. FINES >15'!1. FINES <5% FINES GS

PT OH CH MH OL CL ML SC SM SP SW GC GM GP GW A y oM

I l I I 1 I I I I u 8 pO

PEAT ORGANIC ELASTIC ORGANIC SILT CLAYEY POORLY CLAYEY POORLY L

SILT OR SILT SILT OR SANO GRADED GRAVEL GRADED CLAY CLAY SANO GRAVEL

FAT LEAN SILTY WELL SILTY WELL G N RA CLAY CLAY SANO GRADED GRAVEL GRADED OM

SANO GRAVEL ~E

SOIL MOISTURE SIZE PROPORTIONS COLOR ABREVIATION S 1

DRY (0) ABSENCE OF WATER ORY TO lOUCH TRACE It.I <5 % dsky.- dusky gry.- gray

FEW Cl .l 5 10 10% MOIST CMl DAMP BUT NO VISIBLE WATER

15 TO 25% dk.- darlt gm.- green

LITTLE U.) It.- light blk.- black WET (WI VISIBLE FREE WATER, USUAU.. Y SOME (sJ 30 10 45% p.- pale ol.- olive SOIL IS BELOW WATER TABLE yl.- yellow mod.- moderate

CONSISTENCY/ RELATIVE DENSITY bm.- brown blu.- blue

NOTE: COARSE-GRAINED SOILS -

1) COLOR DESCRIPTIONS ARE BASED Bu od an drM!!il SPT •• 1 ip or ano foot FINE-GRAINED SOILS UPON A.E.G. ROCK COlDR CHART SHEAR

21 TERMINOLOGY PRESENTED DESCRIPTION 'N" VALUE STRENGTH

DESCRIPTION CRITERIA !ksO HEREIN IS CONSISTENT WITH OR AUGMENTED FROM, ASTM0248i

VERY LOOSE (VU <4 VERY SOFT <VS) Thumb wi 11 pen et rate IS oil <0.5 PAOJ ECT NO.: 89-828 more than 1 in. {25mm) = ""' ~ ,.,,,,,,,, ... LAKE HUGHES LOOSE (LJ 4-10 SOFT \S) Thumb wil I pen et rate s oir 0.5-1.0 - l:DfPrwJJ1'r:i RESIDENTIAL DEVELOPMENT

Bib out 1 in. (2 5mml TRACT 48217

MEDIUM DENSE CMDl 10-3!} FIRM (Fl Thumb wi 11 penetr at-e soil about ii~ in. {6mm) 1.0-2.0

TERMS FOR THE DENSE (01 30-50 HARD Uil Thumb will n.ot ~ ndent soil 2.0-4.0 DESCRIPTION OF SOIL but readily Indented with

lhum b nail. VERY DENSE rve> >50 VERY HARD lVHl Th.imbnail will not Indent soil. >4.0 10-89 FIGURE A-1 -------------------

I I AOCIC STllENGTH WE/<THERING

I O.a.iatJU~l lGn A.bllt11111i.atlua O.acrl.p.[.10111 Di111i11ut1011i Abbl"llllf'l•tl•• Dill-11c.-1pt1li:la

Ui&Wlil.lwl'•d Ull I.Ac~ 11bi:iw• AA d1aco1oratiOA, l.1;111lfl, al 1'•rY W.:11.lr.. '" C.iia l:tlll Cil&l"V~ Wil.h kA:Li111 Dr AKCA'l•L•id. r1111M1~ &[l"•A&l.b or otbisl" •tfe~~• dulll lA 1iM1111.hc:ri11&•

I 11:;' 1'1'itb pli:.li.. ll'l.•c•lll Af 1 i~- (;it~ llllilli) Gr ai.ir111 la 1.blc..,..,.liit. ..:.aD. bill "'rDll.it.111. ti:;o (iQ&111t S.liai;lu;lJ' &W !Ll1cli. La p.ar[lr 4.L~olored, note~lY IMll&r pr•••ai.r111. Sa""lil.AA•• ar• w•rr il"iabl•· W•atlwl"•cl. fra~1.ur. 11urtacaa. fl"•etur•• &11Y tillil op•~

•Ad •1.ai.a.111d. lRtact. ra~li. 111 AOC 11101.ic~•blj

w~11Ur i;,tw.n fl"aah l"ock..

I \.lea\.i. " C•n ~ i°'lilliid "'lcti. li.11.if• ot pL~li: poi.Rt,

ll..1,u:.lr.. it.ru..t.141• undidr li.ai:~t 1'1.--r Dlow¥. tktii111£ilt11ly "" i.Qcli. Liii pt~dAaift•~•lJ di.•colnr~d- ll'cactu.I"•• Slllrollll 0 tlUR pi1111i::t11i caa k titok..a by finai;1u: Wo11ai;.t'iii£1id •t'll D~lilBt l:u11i;.&ill f1ll1RI &P.4 P)I h&11ii

11r111iilu.r•• CM.a tr.4il •Kc•w•[llll4 1R pt•c.c.1111 ~t11•[11r d1a~a1ormcioR wtth al[~ta[14D li11vip["al 1.u.e.t'r.1U6 :l.D liilt.tl (50 tO 1~ -> °b)' f'lilll.lllC&&ClAi" iRli'illlrii•• l11t.acll. rock !111-

t11i,,+IJ.ll["&[li bli:.W# ul pick po:l.11.L. Sand•tori.lf• 11-o~tc~•biy w~11111..ft [boMB lr11116h roe~.

I ar11 .:id.•l"•c~ly t l'".l.Mb141o

Hl11hly ... 11.ticll. i• dia.::olorad thrullahallC• fr.t.ctu.r~•

Molli.1<1£111Cli 1.)1 H.:iPTll. Cii11i ~ gui.111,1116 or K["oov111d by [ l t• pr1i1aaur• W••tt'Mirwd ~l•coloruJ a11id co11itc:l.o lhicll. flllLRi• &oc'-

$t r"nil: 1,1:1.Lt'r. pick. or k1l1t11. 1'41.n.d •1111t:.1111Mil\ll i:lllQ. b;,i iii ~rely tr:l.abla bu[ llt.Mtr1111.::ca •r111 411li1.Ch•ll by 111.u.lar11.c11 blow.Ii ulf bamlllillir. .... pc11a•At. Oci~l~l cucll. fMbric ia a;iioly

I l:t~tilw11 ll11d11r ltr• b111w11 by h.alllML~· L.1iltt pr11u1t1r11m4.

•• ruck [t'r.1H CiiP. bill 111&.C.tiVilt•d. by bt.1c1Mic i!-ll,11,lft. S,;uW11t.011111 YA.i)' "'••.li.l; 'ri.iibl•· Ca11oph1L111lf Cl/ M.!lcli;. i• di•colQr•d lh~4ll,11,t'r. oui;. a11id c~niad

l.l1111ot tw r11"1 CQ a fri•bl11o aull. 11.Qck L11~tur11 •n~

$crop.~ ,.,. C.a.n lili 1&cr&tcli11ii b1 kn~i• oi- pl~li;. OlliY 111ilb .,,~CCUCllll i• ~·rely PJ"ll»•Ev•d·

I 1Ufflc.ulLy. 1Mllfi1 blow ut IMillliklr r•"'11.1ir•" ,. li~Clliil:~ ll.,11!.4 a11ui:L .. A• IWclj, tu·11111rill.-11 'Ill.Lb l\.iti1ld1.1.11l ... ~c.IL i11 c.oa11l•r.11l)I W11•i;,tw-r"d i:~ .. •ail 11fld

11~~11=rul tlrii blo\illjl llY n .. .._r. c~~ boll So.i.l orL,tn*L •i:~u~~u-r• &11.i t.1:.11.[lli'll .. il:Ollll'.I.~ Lciy d~ilied ~ith ~o.i.~.nt~on11.l ~~ckot but i.11:»[Cu)l1:t~•

1:;11.ll ba cq~·d·

I V.:c; IJS'fil. C.u.111Uroi;. b• 1oct&[Cb11:d \I)' li:.11i.l4: 11r ll"-mllill"o OJSCONTINUITY SPACING 3lf(Ulll. l!.tlia~i.1111. ui ll1il\"1 •p~c.l-1t.il. l"~'l.1.1it111il li•V¢ral

hiil"4 '-lQltill ffi.1111 f 1il"'djl111 h9fMll:!f• Canru)~ tt. t;Ol"Od. ~~~in~ tel"lQin~tnd b~ c•f~Mdl.

OISCONTINUITY AOUGHN~SS ~p.ACiRj 'f'ra1:t1.1•ci lkddd1Qi &Dd foli.atton

I Li:1111• [Ii.MO. IJi 1R..:.h t:i1.cc1111Mly Clo•• YatAa~ii:d

Cl•ii&ltlc1HlQt1 P••c-ripL1i'.ID (<ll .. )

lfi CCI 2 1oche• Very Clo•• V4111'°)' Tb.ill

I Slllilolh Ap(Mlllir• a.ooth •~ii lill LillliliACially •91lioth l.D (ll 111111 co 5'0 •)

"'" tlJIW.h· ... .. 11ilL.::tl.i11Ral.do11 • 2 !oc.ha!9 Li'.I I fooi;, Clo1i11 Thht.

51 i.t:hclr R.u-ug:h A11p.41ri~to• (undula[lUUill) on '~" f["!IC.tUl:ll: (~0 - " 10 ii:•)

I -ui-f11C•11 11orli ¥1•1blw •in>i C.ll.ll ~d ~l11cirii::cly

I faat ' t111:1[ MUdi1[&C11ly ClUillil 114idL~a .t..1,. " (]Q ~- •• ' o)

1111\1.i.L..1111 Rv~111h. A.1p•["iC1~1L &["• clQlirly vl•:l.bl11 •nd tt.i11ccuu1 'l fa~t ~o 10 (~cc IJ14~ tn1clil.

~~ftlllc• f~Mi• librM&i¥e. (1At.0J111)

I l<outj.l~ L1Att111 0i11w;t.1lar ••~-r:l.~:l.eill i=:Hn. boll &llliilh .... lio&'il t~A 10 f4:1ot V11~)' '1'11.it:.lir.

rld.~vlll iiRd bi.11:li. 1111.1\11111~ liCMpa •Yid~P.~o Y•ry Wi4o

(<l •)

V11;1i-y lloui!:h Ho•~·vet[ic11ol !&Clip• ••• '°:l.4.11,11;11111 uccU.t fll\ ••• tc11~LUl"w •ui-iac•·

I - SEPAA,O.TION OF FRACTURE WALLS FRACTURE FILLING

I 1)11a.::r.1.pt1on 5•p.1ai;.1oA of Wall ( .. )

D~»ctip~ ilu1 l)iif.l.11i.i.i.OD

Clo•1;1d • Cl11un Mo fractu~11-fi.lllni .. lar1.t.1.. v.~, .1i111~.-Qotiil 0 - •••

I ~[11i11o1i.I CoLor•t~~~ ~f rack tlllly. Mo r•coc11.i.aa'1il111 HMttAlll ;i.0.1 - ••• flllln' illol~•rial.

Wi.•• 1.0~~.o

r111l111 rr&ctur• f1 l l•• _.,:l.~b

MC•J"l&l,. ~11cocn1~ab1• lf1111n.s \111_.y Y1J11 )5.0

I Pf\OJECT NO: 89-828 Not•: ii Dlo UI,. _,~ LAKE HUGHES

CM,,_ RESIOENTIAL DEVELOPMENT 0 Terrninclogy adopt•d and modlll•d lrom l.A.E.G., 1961. TRACT 46217

I 21 Color ch;ac.rlplion• from A.E.G. Rock Color Chan. TERMS FOR THE 3l For deacrl pt 11>11 of weak ••dlmentary roe kl DESCRIPTION OF BEDROCK

I a.l•O •et koy lo 1011 dollnlllon1. 10-89 Fl!l\JllE A 2


SAMPLE DATA TEST DATA ul 'z ,_ .. .. c u

GEOLOGIC DESCRIPTION ,_

e~ z ..

~ ;:: I!! u ~

~lfi .. .,

DATA H z .. .. .. ... is .... ll 3 "' "' ffi ~ ~~ ~~

H 0 :c cu " .J

" ,_

v :!! "' ,_ g~

.. .. <J: ..~ ...... Ul IL blO._

>-ZU "' .. :CjUl :!! .... HO s I!! Cw IL :C 0

- -

©©©© © - © ©©© EXAMPLE LOG

(D SAMPLE TYPE, NUMB)i:R AND DEPTH-

Sa.mple type number indica.ted by leeler-number de1igna.tion. Sa.mple depth interval indicated by hori&onta.l lines. Multiple 1ample1 from same depth interval uc aepora.tod by a sl...,h. Sample types B- Bulk ... mple, C- Core .ample, D- Drive e .. mple, S- St .. ndard •plit spoon •ample {ASTM D1586), T- Thin wall tube ... mple (ASTM D1587), NR- No recovery.

@PENETRATION RESISTANCE-ln thia column the

oner11Y needed to drive the &ampler into the &round i• recorded. Standard Penetr .. tion Te1t Sa.mpler i1 driven with the dandard drivu or 140 pound• falling; SO lnchu. The numb•r of blow• required to drive the SPT Sampler U ineh•• (N value) ia indica.ted. Penetration- reoiata.nee for drive aampler1 ia recorded aa blow• count/penetration (inche•). The weight and r .. u or the ha.mmer or kellybar uaed to drive the Hmpler ia recorded a.t the top of the a.pplic .. ble interval when a .ta.nda.rd driver (140 lb•/30") ia not uaed. Drive energic1, &:iven ... kipa-ft in parenthe1u, "'r" calcul .. ted from the wei&:ht ot th" ha.mmer timea the number of blow• and timea th• drop in feet. For thin wall Hmplea the downward force in p.a.i. required to pu•h the tample i1 recorded.

@SOIL ANO ROCK DESCRlPTION-Soil and rock

encountered during drilling ue recorded ll1ing terminolollY preaented on the following pagea. c1 .... ir..c .. tion1 a.re b ... ed on ASTM-02488 and are oupplemented by ASTM 02487-85. Bedrock de•criptiona may ·indudo •oil group 1ymbol1 where their e>«:avation may produce di1aggregat1d fill 1oil1. Den&.ity /Conaiatoncy cOlllmn includu rock 1tren&th terma for b<1drock interv11l1.

©GEOLOGIC DATA-Geolos:ic and formation

namu 11re indicat"d with map 1ymbol in parenthea ... Strike and dip datll for ltructun.I data includin&: B- Bedding, J- Joint, SShear, F- Fault, SS- Slide Surface, C- Contact.

@LABORATORY TEST DATA-ln-1itu moi.ihire

cont•nt and dry den1ity a.re r.corded from laboratory te1t1. Tht aample interval of other teata arc 1hown, including: ConCon1olida.tion, OS- Direct Shear, SA- Sieve Analy1i1, HYHydrometer, Com- Compa.ction, SSC- Solua.ble Sulphate, EIExpanaion lndu:, Cor- Corro1ivity, SG- Sp. Gravity

PROJECT NO.: 89-828 = llw~~ LAKE HUGHES - ""'- RESIDENTIAL DEYIOl,,OPMENT

TRACT 41117

KEY TO BORING LOGS

10-89 Fl""RE A-3


-

-

B-1 -

& --1-----1-

'z .... 0 z .. :;) .... 0 « v"' .... " w oz .J w ., ..

D-1 13/12"

-

B-2

l 0 --1-----1-S·l

. -

_ B-3

IS --1-----1-

w a: :;) .... "' ... 0

" dry loose

loo&e

med. dense

GEOLOGIC

DATA

SLOPEWASH/ ALLUVIUM (Qow/Q•l) •

.

-

-

-

-

-

-

-

-

.

-

-:

v H :t .. « "' "'0 Cl .J

..

DESCRIPTION

I

.

: I

: I

-

-

-

.

-

-

.

-

-

-

,. .... H~

"' .. >-zv ll'.WO. oo~

JOJ .8

~

" ~ w ll'. :J

0 .... .J "' WH ... 0 IL >:

,. a: 0 .... «

ll'.ll'.<ll WOl:t.,"' I-« w O.JI-

D-2 Go/7" very dense

eome gr&.nitic ~obbl~~ :i.rid trace o{ calic:he 105.7 ~.2 -- .

-

:

- .

- -

PROJECT NOo 99-928 20--1-~...._,......_,_~--l-~---l--~~~~---lc:.L_:.:..'_'-.l....)_--,;--~~~~~~--rr~~....L~---1~___:1------1 ELEVATlON: 320. e FT.

BOREHOLE SIZE: B"

WATER LEVEL: FT,

DATE DRILLEOo 9/19/99

DRJLLING C"1P~NY: VALLEY WELL DRILLING

EOUIPMENT USED: HOLLOW-STEM AUGER

LOGGED BYo MATT CURTIS CHECKED BY: G • MILLER

~he c;ta!a presented in this log_ is n si~lif;c:;etian of actual Contj'1t1ons encounter~ and appl1~s only at the loc~ti9n of thi ~r1ng and at the t1me of Cr1ll1ng. Subsurface conditions ma· Chff~r at other tocations t1nd mav ch8nc~ .witti t;.;:i.55ege of time.

l:fThe Earth le~hnotog) lliiiiii Corporation

LAKE HUGHES TRACT 46217

10/ 89

LOG OF BORING (SHEET 1 OF 2 )

DH-l

FIGURE A-4


~

l:l-1-W

"-"' Ill IL o~

-

~ ",_ 1-

UJ!l'. _Jll) ll_ID I:>: <I;J <llz

'z I- 0 z ... ::> lo <I u"' 1-:3 Ill oz _J Ill ID "-

Ill

~ .... "' ... 0 I:

l: ' .... "'"' ~ffi 0"' ' .... "'"' z Ill x 0"'

S-2 88/0" dry 'Very denae

-

B-5

moist weak to tnod. et tong

25 ...J.---L

I ~ 60/5"

-

-

B-6

30 _, __ _J

s-s 50/6"

.

35 ..

.

-

-

GEOLOGIC

DATA

SLOPEWASH/ J\LL UVIUI.! (Qow/Qal)

.

u ... l: "-<I " "'0 "' _J

DESCRIPTION

SILTY SAND (SM}; metd~t.i!lt.c y~llowieh brown, tine-Jraincd sand, medium plMtic silt ~nd 11ome angul::s.r iravel and granitic M

cobbles

-

- -f-'.:::~:_::C---1 GRANITIC BEDROCK, light olive gray,

BEOROCK (gd) - -J--:::::~-::::'.'--1 fine- to coars~-graini::d, highly we;:1.theted

.,,.._ - --- -- --

--- ~ -- - -

I.--" - --. --- - ......

-~ - .......

. - -

Boring terminated at !I feet - No fre:c groundwater encountered -

. -

- .

- -

- -

- .

- -

- . .

,_ 1-H~

Ul IL >-zu "'"'"oo~

Ill

"' :::l 0 1-_J "' llJ H HU IL >::

,_ "' 0 1-<I

I!'. I!'."' W 01-:t ID ro I- <I Ill u _JI-

<O --<----'--->----'-~-'--------1------1--~----------n---.....J'---'---'----I ELEVATION: 3249.e FT. WATER LEVEL: FT,

80R~HOLE SIZE: 811

DATE ORlllED;: g,/lSl/99

DRILllNG COMPANY• VALLEY IJELL ORILLIN"

EOUIP"ENT USED: HOLLOW-STEM AU"ER

LOGGED BY: MATT CVRTIS CHECKED BY:"· MILLER

~h~ data presentl!d fn this log fs e sirrplffication of ectutil lc:onct;tfons encount!!-rt:!d end &pplii'{S only nt the locatfon of th1 boring Al"M:I at the time of dr1ll1ng. Subsurfaee condition~ ma Hiffer at other locations end mav- c:l"lttn9e with bas.sane of tfrne.

PROJECT NO: 99-929 =The fartl"I tec:hnolog~ .._ Corporat1on LAKE HUGHES

10/ 89

TRACT 46217

LOG OF BORING \SHEET 2 OF 2 l

BH-l

FIGIJRE A-4


,;; .. ,. .. - Wit I:...... .JllJ

t-W D.ID D. II.I I:I: LI.I Lt. t.l:l C'-'" cnz 0

-

-

B-1 -

-

5 -+--+

'z .. 0 ZH :::> .. 0 "' " It .. 3 w oz .J w m a.

D· l 18/12'

-

_ B-2

10 -+---+ 13

-,_ -

_ B-3

15 -i·---+ D-2 43/12"

-

B-4 -

-

UJ It :::> .. "' ... 0 :i:

dry

z ' .. ~~ ' .. "'"' ili x 0 It

loo8e

loose to med. denBe

med. den11e

GEOLOGIC

DATA

ALLUVIAL FAN (QI) -

-

-

.

-

" .

-

.

-

-

0 H :i: .. 0: "' It 0 "' _J

. :

-·

.

DESCRIPTION

SILTY SAND (SM); d4'rk yeJJ(1wish brown 1 fine- to medium-grained sand, me-di um pls.stic. silt, trace gravel, B.catt.erod fine root.! in upp~r l f(Jot

fine- to c.oaN1e-grairied t1and, roediurn plastic silt, eubrounded to euba.ngula.r

-

-

-

-

-

-

-

-.

.

-gravel ~

-

-

-

-

,.....J:'( T"' T\A' r' /\.

,... .. H-<1111.

>-ZO o:wa. OOv

107.3

112.3

-x v w It :::l

0 .. .J "' WH HO II. :i:

·-~ ,. It 0 .. 0:

"'"'"' UJOO-zm(I) .. 0: UJ O.JO-

3.1 SA Con

2.8

20 _,_ __ ..__ __ '------1------1----------1---'-~--'--'--l--~----------rr---~'--~~1----1--~--+

I/ATER LEVEL: FT. ELEVATION: 3235. 8 fT.

BOREHOLE SIZE: B" DATE DRILLED: !l/l6/el9

DRILLING COMPANY: VALLEY WELL DRILLING

EOUJPMENT USED: HOLLOW-STEM AUGER

LOGGED BY: MATT CURTIS CHECKED BY:G• MILLER

PROJECT t.10: =th~ t::.!lrth Tt!'chnolog"' tiiiiii Corpor.!ltion


LOG OF BORING <SHEET 1 OF 2 )

llH-2

69-626

The date presented in this log is ll sirrptification of actual ~onditions encountered and applies only et the lo~ation of thi t>or'ing eind eit th~ time of drl l ling. Subsurface .t:onditfons rna• k:Hfft-i at otllf!r locations end rnav· chl!lnce with hR~sage of tfme. 10/ BP FlGURE A-15


< A un r n . T,.

-:r 1-1- W n. w wu._ o-

-

S-2

,_

_ B-6

-

.. --+--+

w

"' ;;) .... In H 0 i:

~~ 5m 0"' ' .... In "' :z: wx 0 "'

21 dry med. dense

D-3 49/12"

-- Jj-6

-

so -+---t S-8 81

-

-

-

35 -

-

-

-

-

GEOLOGIC

DATA

ALLUVIAL FAN (Qf)

_.

_:

-

---

-

-

-

-

.

-

-

-

-

-

-

0 H :z: .. <I CJ

lli 3 ..

DESCRTPTION

SILTY SAND (SM)i dark yellowi!h brown, medium- to COtihc-gralned 8and 1

medium plastic silt, subrcunded to ~

f.Ubangular graveli;

SAND (SM/SP); dark yellowish brown, fint--to-c.oarse-grained sand with some ellt and gravel and trace cobbles

BQrin; t.crtninated at 31.0 feet Ne free groundwater en(',OUnttttd

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

,_ I-,.. _ In IJ.

l-Z CJ D'.WO. oo-

105.6

" -UJ

"' ;;) 0 1-..J In UJ H HO IJ. i:

1.8

40--<---'--__J'----'---'------~----"----------~----<---l------1-----1 ELEVATION: 32:35. e FT. UATER LEVEL: FT.

lJOREHOLf: Sl:ZE:: 811

DATE DRILLED: 9/19/69

DRILLING COMPANY: UALLEY WELL OIULLIHll

EQUIPMENT USED: HOLLOW-STEM AUGER

LOGGED BY! MATT CU~TlS

The data presented in this log is e sirq:ilifii::atfon of actual ~o~itions encounter~ ~nd appli~s only at the LocatiQn.of thi )Or1ng and lit tne t1me of cfr1ll1ng, S~urfac:e condit1ons IT!d1 iff~r lit othei loc:ntions end mav thange with oassege of time.

PROJECT NO: CThe Earth Technology 1,AKE HUGHES ._...Corporation

TRACT <6217

LOG OF BORING (SHEET 2 OF 2 l

BH-2

69-626

10/ Bo FIGURE A-6


''""" ,.. r>-\T• TF< ~ r\A""A

iil ;::. ii .. >- ZH .... :i ....

0 ([ ~ "'"' " "' :r:t- _JUJ ....

1-"1 t~ 3 "' .. "' oz

UJ ._ I/)~ _J "' o- ID 0.

0

-

- B-J

.

6 -'------' D·l 49/12"

B-2 .

.

10 s-1 24

-,_ .

B·3

15 D·2 66/12"

. ,_

.

B-4 -

-

20

"' "' :i .... ., H

!!

dcy

:r: ' .... ., "' zz 0 "'

" "' ' .... "' ., z "' x 0"'

loose

mediut dens~

dense

GEOLOGIC

DATA

ALLUVIAL FAN (Qf)

.

-.

-

-

-

-

-

-.

.

.

-

-

.

.

" .... l: 0. ([ "' "'0 "' _J

: :

. ,·

,.

:

,·

,·

'

DESCRIPTION

SILTY SAND (SM); moder;:i.te yir.Ilowish brown,, fine- to medium-grainl':!d 1and1

medium plastic silt, l'IOtnir gravel

&Orne gravel and cobbles

-

-

-.

>.... H~ "'lL >- zo

"'"' 0. oo-

108.~

~

"' -"' "' :J 0 .... _J " Ul H HO ._ I:

>"' 0 .... ([

"'"'"' "10>-:i:"., .... (["' Q_JI-

ELEVATION: 3276. e FT. WATER LEVEL: FT. PROJECT NOt 69-820

S.OREHOLE SJZE: e" DRILLING COMPANY: UALLEY

DATE DRILLED: 9?191'89

WELL DRILLING

EQUIPMENT USED: HOLLOW-STEM AUGER

LOGGED BY: MATT CURTI:S CHECKED BY: G. MILLER

.... ~e ~ata presented fn this log f5 a sirrplffic:ation of &ctual ond1tfons encount~red ~nd &PDL/es only at the location of thf

D?ring end ftt the time of dtll 1ng. Subsurfac~ concHtfon~ ~; ~lffer at oth~r lo~ations and mav th~nge with "'-;ssao~ of time. 10/ 89



BH-3

FIGURE A-6


<nm 1' n TA

~

"1-1- llJ O. llJ WIL ov

-

-

-

-

~ ,.. 1-

llJll'. .JllJ o.m

"" "'" "'" S-2

-

IJ-5

'z I- 0 ZH " lo 0: 0"'

1-:3 w oz .J w " 0.

11

26 ---l----+ D-s 93/9" ,_

-

-

B-6 -

'" "' " I., H 0

" dry

J: ' II/) "' zz 0 Ill

I;'. I!' "'Ill 2 '"x C °'

mod. 111ttong

GEOLOGIC

DATA

BEDROCK (gd)

0 ... l: 0.

0: "' °' C "' .J

~---_____ --. ~.....::::: --::;,...-_~

--::;......- ~---.

_.,...... ---- __ -....._, ------ __ ---. ------ __ ---. ---~----- --~~ ------ ------

--- ------------

DESCRIPTION

GRANITIC BEDROCK, light olive brown to moderatc!I yellowieh brown, fine- to coa.rse~grained, hi;hl)' WC:i.\.thtrcd -

-

-

-

-

-

-

-

- -

SO---l---~ -__!:_!!_ 70/6"

Boring \ettninated at 31 feet

- - No free groundwater encountered -

- - -

- - -

36 - - -

- -

- -

- - -

- - -

,.. .... .... ~ !IJ IL

)-ZO

"''" 0. oov

~

" v w rr

" D 1-.J "' w ... HO IL >:

,.. rr e 0: rr rr oo

WDll:Ollll I- 0: Ill 0 .JI-

SA

llATER LEVEL: FT• PROJECT NO: 89-828

ElOREHOLE. SIZE: S" bAll: DRILLED: 9/19/69

ORI LUNG COMPANY: UALLEY IJELL DRILLING

EQUIPMENT USED: HOLLDIJ-'5TEM AUl3ER

LOGGED BY: MATT CURTIS CHECKED BY:G• MILLER

•he dato presented in this log is B &ilrljJl ifit;etion. of .:ictuel ""ond'itions e-ncountered llM llPP,li~s 011ly at the locetion of thi )Oring and at the time of drill1ng. Subsurf&ce- conditions ma· iffer Bt other locations and mav cha"''"C: with ~ssag~ of t;~.

=The Earth Tochnology LAKE HUGHES ...._. Corporation

ID/ 80

TRACT 46217

LOG OF BORING <SHEET 2 OF 2 )

BH-3

FIGURE A-6


" ""' .F. n , TA

~ 'z ~,_ i;e,_ .,,'E ~ I:; 5 ., ~ GEOLOGIC DESCRIPTION - ~

8 s "' zz u ., o ,....ll.Ul:: _ :to OLU >- n:: .... J:I-"- .Jtu 1- ...,_ on: DATA ~ 1- :::> « 1-"' 11.m :>

0 111 "' ' 1- 11. '"'~ o 1- "'"'"' ti.I.LI :er z H VI (fj Ull.L .Jen I.LIO ....

LI.I 1.L. «~ ..J 11 O Z ~ g >-Lo W 1-1 l: m 11.1 c..... cnz w a. :r: w x a:: LU n. 1-1 o t- 'It ILi C fl: C .J CO....... LL I: O...ll-

O ---t--~r--t~-+~--t--~~~---if::;=-..==-cl--~~~~~~~~~---1-~---l-~j___j

_ B-1

-

5 -l----1

dty very .... ak

weak

BEDROCK (wg)

-~~· ----- - -~....---~---.... i...-___ __

-~ _____ ...........

~-==-==-----.......=::=

----.....::::: -- --- -

GRANITIC DEDR.OCK, dusky yellowish brown in upper 1/2 foot, modetO\te brown below, completely w~;s.thered in upper 15 -feet, highly wt11.thered below, medium- to coarzc~gra.ined, trace toots in upper I foot .

-

-

D-1 32/l2" ntoist t-::---- --.:::_ l] 5,2 14 . .S Con

-

.

10 __, __ __.

S·l

-,_ .

_ B-3

-

15--~

D-2 29/12"

.

_ B-4

-

,__ ---~:--~-~

------_-=:: wr::.---~ r-_..~

- -----_-=:::: --------== -- --- ---~ ------ _ ~ moder&.te brown

-~.....---------- ---- ------ -

·----- -- -,_.... ---- --- highly weathettd 1 light o'live brown to i...--___ --- rnoders.te brown

-------~ -- --- --- --~-----~ ___... ..::::"-,._.. _....... _.::::-

~ -- ...:::::----

-

-

-

-

.

.

107.1 17.0

SA Com Cor

20-1--l-:--J__J~_J_~~~....1:;;::::::::.;:;::t_-,-~~~~~~__J ELEVATION: 3BH. 8 FT. WATER LEVEL: FT. PROJH:J -NO_: _ __j_ __ e_s __ LB-2-B--l

BOREHOLE SllE: B" DATE DRILLED: B/19/BS CThe Earth Technolo9' LAKE JIUGHES

DRILLING COHPAllY: VALLEY WELL DRILLING

EOUIPMENT USEll: HOLLOW-STEM AUGER

LOGGED BY: MATT CURTlS CHECKED BY: OI • MILLER

The i?a!a presented fn ttii~ log is a si~lificatfon of .nctual ~~nQ1t1ons encoi.rtt~re-d Bnd ~PP.li~s only at the location of thfi -":'ring and et the tftne of drilling. Subsurfat~ conditions ma~ 1ffer at other lotation~ end may ch~nge with l'Llto~Sage of time.

1iiiiiiiii c::orporat ion TRACT 4G217

10/ 89

LOG OF BORING CSHcET 1 OF 2 )

BH-4

FIGURE A "I


TF~ •r f"'>A 'A

S-2

1-

• B-1.i

-

'"' I- 0 2: .... ::> lo ([ u a:

" Iii 02:

.J "' ., "-

"' a: ::> I-

"' ... 0 >:

:r ' 1-!l! ~ 0 "' u a: ' 1-!l!"' ~~

28 moist weak

GEOLOGIC

DATA

BEDROCK (wg) -

u ... :r "-([ "' a: 0 "' .J

~-=r=..----=-~--.:.._---

~--:.--

'~

t:::;-:: -~-:::::::: -c..---r::;,..-~ --::::-:...- ---~ ...:-

DESCRIPTION

GRANITIC BEDROCK, light olive brown to rnodel'a.te- brown, fine- to eo~f'8@-grained, highly weathered ~

-completely weathe~d 1 modere.te brown

-

~ ____ highly weathettid, light olive bl"own

26 --/---' D-3 64/12" ::;;:;-::_ ~

-=---~

-

.

• B-6 . -::;;..... .::--::;;..... .:-

- -mod. ~ =---

,_ 1-H~

Ill IL >-:i:u a: Ill n_ oo~

~

"' ~ "' a: ::>

0 1-.J "' "' ... ... 0 IL I:

,_ a: 0 1-([

a: a:"' UJOlIIDU> I- 0: Ill 0 .JI-

strong --=--- ..:"'"- coarse-il'~intd mafk. dikie

so-t-~f----lf------t~..:+~~~~---/".::;;,,,~~~~~~~~~~~~-l-~--!-~--!-~-J

- Boring terrnin~~ed at 30 f.ei!!t -'.No f'rc111 groundw:a.tcc encounti!!r~d

. - -

- - -

-

SS - - -

- -

- -

- - -

- - -

40--<---~..+-~-'-~-'--~-L-~~~~-<--~~-l-~,-~~~~~~-n-~~L-~L-~-L--J 99-626 ElEVATION; 360. e

BOR.EHDLE SIZE: a 11

ORILLING COMPANY:

FT. WATER LEVEL;

PATE DRILLEO: VALLEY WELL DRILLING

EOUIPMENT USED: HOLLOW-STEM AUGER

FT• 9/19/99

LOGGED BY: MATT CURTIS CHECKED BY:ll• MILLER

he 9are pr~sent~ in this log fs a simplification of actual onQ1t1ons encounter~ and i!IWlffl!!il only nt the location of thl!

t>or1ng end ~t the t1~ of dr~ll1ng. Subsurface conditions ma1 l:tiff~r At other locations end mav chana~ ~ith - ... ssage of time.

=The Earth l1;!'1;hnolo9~ iiiiiiiiim: Ccrpor~t1on

PROJECT NO: LAKE HUGHES

TRACT 46217


BH-4

10/ 89

I I

SEODJ:NCil SAMPL.E MOISTURE ORY REF. STRIKE/ DEPTH DESCRIPTION HO. CONT~NT DENSITY HO. DIP (f"••t> " (pcf"l

I ALLUVIAL i"AN DEPOSITS (Qf)

0-10 A GRAVELLY SAND (SW); pale brown to dark B-1@ 6' yellowish brown, dry, very loose in upper 2 feet,

I loo11e ~low1 medium~ to coarse-grained .sand with som.s angular gravel, trace granitic cobble11 and tra.cfl iil&, thinly bedded, granitic cobble layer at 6 feet, highly porous, 11cattered root!! in upper 1 foot_

I I I I I I Total depth 10 feet

No rr~lil: ground water encountered

I B-BUL.K SAMFl'LE T-Tuee SAMPL.E D-DRIUE SAMPL.E SCAL.E: 1" = 51 BeARIHQI N 08 II TRENCH WALL: WEST

I I I

K·. .,

~ . . . .

A .•• · " K: •' ... ' : .. .- - . ' .

: "

'

I I

'~

I - PROJECT NO: 89·828 LOCATION: L.<>t " DATE: 9/21/89 1!/111 The Eartn technology

Corporation TRACT 4621"7 I AVC' U1t,.,ui:.'~

ELEVATION• 325D.D EQUIPMENT: CASE 580E BACKHOE

I llATER LEVEL: LOGGED BY: MATT CURTIS LOG OF TEST PIT --- TP·1

I 10/89 FIQURel A·B


BEDDING REF. STRIKl;O/ NO. DIP

Hl60W/ 60NE

DEPTH <f'••t>

0-5

B-BUU< SAMPLE SCALE: 1 11 = 4'

LOCATION; Lot 6

ELEVATI~: 3380.0

WATER LEVEL: --

DESCRIPTION

ALLUVIAL l'AN Dlill'OSITS (Qf}

A GRAVELLY SAND (SW); p>le brown to dark )'ellowiah brown, dry, very loose in upper 1 foot, looH belollr, medium- to eoantt-greined eand with some gravel, trac• gru.nitic c.obbles, traC411 11iltj maaaivet highly porou111 11cattered fine root11 in upper 2 re111t.

SEDROCK (gd)

B GRANITEi white to light gray, dry-, moderately strong to 11trong (bac.khoe r.-fu11al), highly weathered in upper e in(;hf:11, moderately weathsred below, very do1!1111ly :apaced fra.eturea in upper 6 inehe1. 1 cJoeely epaeed below.

Total depth 6 feet No free groundwater encountered

T-TUBE SAMPLE 0-DRIUE SAMPLE BEARING: N 75 W

• --. v-·o.. .,.-.,..?-+~-0 ·. - .• . . . .. -

~ /

r.\B /-f....•

' \

'

A

SAMPL!O NO.

MOISTURE CONTENT

x

TRENCH WALL: NORTH

DRY DENSITY

(pc1")

- . PROJECT NO: e! The Earth Technology 89·828

OATE: 9/21/89

EQUIPMENT: CASE 580E BAC<HOE

LOGGED BY: MATT CURTIS

corporation I llvc Ull,.._UCC-

TRACT 46i!17

10/89

LOG OF TEST PIT TP-2

l"'IQURE: A-9

I I

BEDDINQ SAMPLE MOISTURE DRY REF. STRIKE/ DEPTH DESCRIPTION NO. CONTENT DENSITY NO. DIP (f'••t> " Cpcr>

I ALLUVIAL l'-'N DEPOSITS ( Qf)

0-9 A SANDY GRAVEL (GP); moderate brown matrix, dry, loo!Mi!, eoa.nifl grave) with 111ome coarse- to

I fina-grained 1and, little riranitie cobbles, fe• silt, thinly bedded, highly porous, ae"ttered fine root111.

I BEDROCK (gd)

9-13 B GRANITE; white, dry, moderately strong, hi,hly, weather111d1 very clo111ely spaced fr.aeture11

I I 1· I I Total depth 13 f41111t

No frt;f: groundwater encountered

I B-BULK SAMPLE T-TUBE SAMPLE O-DRIVE SAMPLE SCALE: 1" = 51 BEARINQ: N 02 E TRENCH WALL: WEST

-

I I I

. ' \ . - , , -

11 ·- ' . (' - -, -- - - ~ 'JC-.._0 <:: <: --. ·~ b'2:::rr nt\~ 'I • 0 ("

~ 'h ~ ) "' I/ lJ--J , v

A . . . - -~ ~-<)~ ,- :o~ ~-- ·~· -~~-

~- , -- -. ,

I I

....... - . , -.......... , -n-'\""?

~ ....__/ B )

I - PROJECT MO: 89·828 LOCATION: Lot 6 DATE: 9/21/89 =the Earth Technology TRACT 46ii!1"7

Corpor~t1on ' ............ ELEVATION: 3400.0 EQUIP"ENT: CASE 580E BACKHOE

I WATER LEVEL: LOGGED BY: MATT CURTIS LOG OF TEST PIT --- TP-3

I 10/89 FI"VRE: •·10

I I

BEDDING SAMPLE MDI$TURE ORY REF. STRIKE/ DEPTH DESCRIPTION NO. CONTENT DENSITY No. DIP Cf'••t> x <pen

I I

ALLUVIAL FAN DEPOSITS (Qf)

B,N40W/ D-8.6 A SANDY GR.AVEL (GP); moderate brown matrix, dry, B-1 @> 6' 14SW looae1 CoB.l"l!!le ii-ravel w!Ch som111 coarse- to

B,Ns•W/ fine-srained l!le.nd, littl• granitic cobbles, thinly

08SW beddttd1 hirhly porous~ scattered fine tooh1.

I I I I I I Tota.I depth 8.6 f~t

No free groundwater encountered.

I B•BULK S11MPLE T·TUBE SAMPLE D·DRIUE SAMPLE

SCALE: 1" ~ 41 Bli:ARING: N 75 E TRENCH WALL; NORTH

I I I I

~.~-~ ~~~'D ~ C> Q. - /

- . - . .,/

<::J2Q< ~~ ~~~7 , c - - - . - ' . ~

- - - A -~ 0 0, <~. o.~

2 • ;_,;----. -

' --I

c:.::--

I - PROJECT NO: 89-828 LOCATION: L<>t 4 DATE: 9121/89 =Th~ Earth Technology TRACT 4'5i!17 Corporat;on

I • .., .. ••••-••--

ELEVATION: 3325.0 EQUIPMENT: CASE 580E BACKHOE

I WATER LEVEL: -- LOGGED BY: MATT CURTIS LOG OF TEST PIT TP-4

I 10/89 FIGURE:•-"

I I

BEDDING SAMPLE MOISTURE ORY REF. STRIKE/ OEPTH DESCRIPTION NO. CONTENT DENSITY NO. DIP (f"••t> " Cpcf'l

I ARTIFICIAL Fu.L (a!)

0-~ A SILTY SAND (SM)i d<ll"k yellowish brown, dry, loo••, medium· to fine-gr~ined •and with little 11ilti,

I trac.e cranitic <:.obble11 1 mauive1 highly pOl'QUilll,

scattered fine root1.

ALLUVlAL FAN DEPOSITS (Qf)

I £J:N88W/ 0-8 B SILTY SAND (SM)i dark yellowish brown, dry, loo111e:,

10$ medium- to fine-grained 11and with little ailt, tra.c.e granitic cobble1J, thinly b~ddcd, highly porous 1

I iJea.ttered fine rootl!I in upper 2 feet_

I I I I Total depth a feet

No r~e groundwater encountered

I B-BULK SAMPLE T-TUBE SAMPL!O D-DRIVE SAMPLE SCAL!e!: 1" = 4' BSAR:INGt N 35 W TRENCH WAl..L: NORTH

I -

I I I

/ 0

" 0 A 0

~ . ~ .... .... ..._ . . . . -. - . . . Q)

.....:....:. . . • - . . . . B • ' . . .

"""' ~ . ~ . - -~- -

• . .

I I - PROJECT NO: 89-828

LOCATIOt.1: Lot 4 DATE: 9/21/89 =Th~ Earth Technology Corporation TRACT 46;;!1 '7

I • .., .. t.lt lr.UC:C'

ELEVATIONo 3315.0 EQUIPMENT: CASE 580E BACKHOE

I WATER LEVELo --- LOGGED BY: HATT CURTIS LOG OF TEST PIT

TP·5

I 10/89 FIQUR~: A·"

I I

BEDDING SAMPLE MOISTURE DRY REF. STRIKE/ DEPTH DESCRIPTION ND. CONTENT OENSITY NO. DIP cr •• tl " <pcf')

I SLOPE WASU (Qow)

0-6 A SILTY SAND (SM)i dark yellowish brown, dry, looae to m.fldium den11e, fine- to mtdiurn.Tgre.ined aa.nd

I with little rnc!ldium plaatii:: Jl,iU, maaiv111, highly porouat ac:.atterod fin• roollia in upper 1 foot.

BEDROCK (Kd)

I J:N35W/ 6-10 B GRANITE i gre.yiah orange to li1ht cray, dry 1 wee.k 1

60NE highly weath•Nld in upper 2 feet, moderatfllY w•a.theted below, very clo••ly spaced fractures,

I jj.lii-htly porou:a in upper 2 feet, nonporous below_

I I I I Total depth 10 re11111i

No free groundwater ~ncountered

I B-BULK SAMPLE T-TUBE SAMPLE D-ORIVE SAMPLE SCALE: 1" ~ 4' BEARING: N 10 E TRENCH WALL.: WEST

I . . ' . .

I I I I

'""· . -

- - .

"' ' . .

~ A .

" ~~ . ~.- .. I). \ • - ,,,j) _,.} ..... ,

.L ~, •

"' B ~

J

I Lat 2 - PROJECT NO: 89-828 LOCATION: DATE: 9/21/89 r= The Earth T!:!thnology

Corporation TRACT 46217 ''"" "'"""'


I WATER LEVEL: -- LOGGED BY: MATT CURTIS LOG OF TEST PIT

TP·6

I 10/89 FIGURE; •- 1'

I I BEDDlH<> SAMPLE MOl!ITURE DRY

REF. STRIKE,- DEPTH DESCRIPTION HO. COHTEHT DENSITY HO, DIP <r••t> x <per>

I SLOPE WASH (Q•w)

0-3 A SILT (ML)i dark yellowish brown, moist, eoft in uppflr 1 foot, firm below, low lio medium

I plaaticity •ilt with little fine- to medium-grained 11e.nd and trace gravel, ma1111ive, highly poroue, scattered fine roots in upper 6 inc.hes.

I BEDROCK (wg)

3·8 B GRANITE; medium brown to dark ye-Uowi1h ori'l.nge in upper S feet 1 very pale orange to yellowish gray

I below, moi1t, very weak, weather.d to rs11idual l!loil in upper 3 feet, completely weathered below, hichly porou111.

I I I I Total depth 8 feet

No free groundwater enc.ounte;red

I 8-BULK SAMPLE T-TUBE SAMPLE D-DRIUE SAMPLE SCALE: 1" - 4' B~AR:ING i N 43 E TREHCH WALL: WEST

I I I

~

" \ \ .~ . ~

""' . I

\A . ' . ------

~ p B

I ~ .. -• r--.. )

I -

I - PROJECT NO: 89·828 LOCATION: Lat 11 DATE: 9/21/89 11:!1 The Earth Technology TRACT 41!i!1 T Corporation

I AVL Ull"'LI""e

ELEVATION• ~790.0 EQUIPMEMT• CASE 580E OACKHOE

I WATER LEVEL• - LOGGED ev: MATT CURTIS

LOG OF TEST PIT TP-7

I 10/89 FIGURE: A-1o

I I BEDDING SAMPLE MOISTURE DRY

REF. STRIKE/ DEPTH DESCRIPTION NO. CONTENT DENSITY NO. OIP (f'"••tl x Cpcf'"l

I SLOPE WASH (Qow)

0·6 A SILT (ML); dark yellowish brown, moist, soft in uppwr 1 fooli, firm below 1 low to medium

I pla.o:tic..silt with little fine- to medium-grained aand and trace gravel, m~a•ve, highly porou11, scattered fine root11 in upper 6 inehes_

I I BEDROCK (w~)

5-10 B GRANITE; medium brown to dark yellowish brown, rnoi11t., v"ry weak, wee.thered to re!lidual aoil, highly

I porous.


No free groundwater encountered

I B-BULK SAMPLE T-l"UBE SAMPL..e: O-DRIUE SAMPLE SCALE: 1" = 131 13EARINC1; N 48 E TRENCH WALL: WEST

I I I

........... \ ( .\ I ( ' ......... ) ..

~ ~· . IA ~ I • .

( .

( -. .. . -.

- . - 1-- -· ~- ''

I ..... - .. . J ...._ . '

~ - B .-·

I -. . . ~" ' .

I I - PROJECT NO: 89-828

LOCATION: Lat 11 DATE; 9/21/89 = Tl'le E.artl"I Technology corporation TRACT 46217

' . -- .........

I ELEVATION: 3802.0 EOUIPHENT: CASE 5BOE BACKHOE

WATER LEVEL: LOGGED BY: MATT CURTIS LOG OF TEST PIT

~-

TP·8

I 10/89 f"IQURE: •.1<

I I EIE:OOI'NI] SAMPLE MOlSTUR~ ORY

REF. STRtKE/ OEPTl1 DESCRIPTION NO. CONTENT OEN'5lTY NO. OU• cr •• tl x (per>


0-8 A SILT (ML)i dark y111llowil!1h brown 1 m.oi:11t, ity, soft in upper 1 foot, firm below, low to medium plattie

I silt with little fine• to medium-grained sand and trace gravc!ll, tnas11ive1 highly porou1&1 1n::a.th1red fine root.a in upper 6 inchel!I.

I WEATllERED BEDROCK (wg)

8-10 B SILTY SAND (SM); moderate brown, m.oist 1 ~-I@ 10' low plMtie finet, very loote to denee, fine-

I to medium-grained sa.nd with little silt, little grav•I, rnMaive, highly porou1, gradational eont~et with upper unit, may be refiiidual •oil-

I I I I Total depth 10 fcec,

No fl;'ee groundwater encountered

I B-BULK SAMPLE T-TUBE SAMPLE 0-0RtVE SAMPLE SCALE:: i" ~ B' BEAR tNll: N 48 E TRENCH WALL.: WEST

I I I I

~\ ..,

"' ~ I . ..........__ \ ' '

. A

~ ' ~

~ .

• -

r--....- • ' ~~~

~ -.......:' e··,' ,. ..

I I ~The Earth Technology

PROJECT NO: 89·828 LOCATION: Let ii DATE: 9121/89

Corpor~tlon TRACT 4621'7 1 11.rc m1 ..... ur:.,,.

I ELEVATION: 3805.0 EQUIPMENT: CASE 580E BACKHOE

WATER LEVEL: LOGGED BY: MATT CURTIS LOG OF TEST PIT -- TP·9

I 10/89 FIGURE: A-1.4.

I I BEDDING SAMPLE MOISTURE ORY

Re:I" • STRIKE/ oe:PTM DESCRIPTION NO. CONTENT DENSITY NO. DIP (f"••t) )( <pcf'l

I SLOPE WASH (Qow)

o-s A SlLTY SAND (SM); dark yellowish brown, moi!1t1 loo!H! 1 coarse- to medium-grained sand with littlti

I 811& and few gravel, ma11ive, highly porous, 1Jea.tter•d fine roots.

I BEDROCK (wg)

.

1-8 B GRANITE; grayish orange to liiiht brown, moist, very weak, completely weathered with randomly oriented zones of silt, highly porous, scattered fine roots.

I I I I I Total depth 8 faet

No free groundwatet encountered

I B•BULK SAMPLe: T-TUEIE SAMPLE 0-DRIUP! SAMPLE

SCALE: 1" ~ 4' Be:ARING: N 10 W TRENCM WALL: WEST

I I I I

-,_ -· ....... ......;,; - .. -.. A . "

_.

~-• -...._ "

~ ........ ......: .· - ._ -

/ ~

B

l_../'

I I - PROJECT NO: 89·828

LOCATION: Let 7 DATE: 9/21/89 lf:!j The Earth T@cl"l.riology TRACT 46i!17 Corporcition r ~.,.,... l.ll '"'u"""

I ELEVATION: 3no.o EQUIPMENT: CASE 580E BACKHOE

WATER LEVEL: LOGGED BY: MATT !:URTIS LOG OF TEST PIT -- TP·10

I 10/89 FIGURE: A-17

I I BEDDING SAMPLE MDISTUR!" DRY

REF. STRIKE/ OEP'lt-t DESCRIPTION NO. CONTENT O!"NSITY NO. DIP (f"••t) " <per>


0-0.6 A SlLTY SAND (SM); duk yellowi11h brown 1 moiat, loome, m•dium•grai.ned sand with little medium

I plaatic=. silt, trac.e gra.v•l, m~•ive, highly poroue, 8ca.ttered rme roota_

BEDROCK (wg)

I © J:NSOE/ 0.6-6 B GRANITE; grayi11h orange to light brown, dry,

B'3SE w~.ak, hi111:hly weather111d, slightly porous to nonporoua 1 larg~ granitic. dike complex o.t 3 feet 1

I extremely close to very elosely spa.c.ed fracture!:!.


No free groundwater encouQteried

I 11-.,ULK SAMPLE T-TUBE SAMPL~ D-DRIVE SAMPLE SCALE: 1" ~ 4• BEARING: N 35 W TR!"NCH WALL: NORTH

I I I I

'--" .. ~---... : . .".-A_. _.. ..-...._.-.

... ~---· ~ -- -""' ~ B -/ ~@ b--.

---.,_ ,;:. ~1\ ~11 ... J ..,- -~'--

. ""' B """" ......._

I I Let B - PROJECT NO: 89·828

LOCATION: DATE: 9/21/89 :=The Earth Technology TRACT 46;!17

corporation 1 • • 1~ UI ll'U~'°'

I ELEVATION: 3730.0 EQUIPMENT• CASE 580E BACKHOE

WATER LEVEL: -- LOGGED BY• MATT CURTIS LOG OF TEST PIT

TP· 11

I 10/89 f'IGURE: •· ••

I I BEDDING SAMPLE MOISTURE ORY

REF. STRIKE/ DEPTH DESCRIPTION NO. CONTENT DENSITY NO. DIP (f"••t) Y. (pcf"l

I SLOPE WASH (Q1w)

0-10 A SILTY SAND {SM); dark yellowi!!h brown, dry, medium den11e in upper 8 fll!lst, den1e below,

I medium- to fine-rirained e:imd with little medium pla.atic silt a.nd trace gravel, miu111ive, highly porous, scattered {me root11 in Upl)f:r 6 reet.

I I I I I I Total depth 10 feet

No free groundwater encountered

I a-BULK SAMPLE l"-TUBE SAMPLE 0-DFIIUE SAMPLE SCALE: 1" • 4' BEARING: N 90 E TRENCH WALL: NORTH

I ' I . ' . . '

I \ ' ' • . ' '

' •

I I I

I ' . A

' ·' • . / ' - • . '

\ • I . .

/ • . -

¥

I Lot - PROJECT NO: 89·828 LOCATION: s OATE: 9/21/89 =The Eerth Tei::hnology

Corporation TRACT 46i!17 ' ... """" ..


I WATER LEVEL: -- LOGGED BY+ HATT C::URTlS

LOG OF TEST PIT TP· 12

I 10/89 FIGURE: A· 19


UNIFIED SOIL CLASSIFICATION

COBBLES GRAVEL SAND

COl>RSE FINE COAAs• MEDIUM FlNE

U.S. SIEVE SIZE IN INCHES U.S. STANDARD SIEVE No.

3 3/4 3/5 • 10 <lO 40 60 140 200 100 N ~

1 \ " 80 \

\ ,\ E-< ::c: t!l -[:;) \ \ ::--. m 60 t.!l \' z \ -tll tll \ ...; P.. < )

"""' 40 \ \ z \' tl 0:: i:.i P..

'\ l

20 ''"

0 1

10. i'o• I " 10-' 10 1

GRAIN SIZE IN MILLIMETER

.

SYMBOL BORING ~A SI: A DESCRIPTION

0 BH201 5-6 SlllY SAND (SM)

D BH2B1 1-5 SILlY SAND (SM)

LIJCE HUGHES The Earth Technology

Corporation Project No. 8 9-8 28 10-aa

SILT OR CLAY

HYDROMETER

0

20

"""' ::c: t.!l -~ ::--. co

40 q i:.i z ~ i:.i 0::

60 ~ i:.i u 0:: r..:i i:i..

80

100 . ' 1'0-a '

10-•

GRAIN SIZE

DISTRIBUTION Fleur" No. 6-'1


UNIFIED SOIL CLASSIFICATION

COBBLES GRAVEL SAND

COARSE ANE COAAS£ MEDIUM FlNE

U.S. SIEVE SIZE IN INCHES U.S. STANDARD SIE'IE No.

3 3/4 3/6 4 10 20 40 60 140 200 100

~ ~

~ \ 80 \\ E--:i:: ..,

\ -~ ' \ f;; \'

60 \ l\ l'J z -Ul

Ul

\' -'I u. ~ E--< 40 z \ r.J

u I\ ii:: r.J ' u.

20

0 10•.

.. t'o

. I

10-' 10 1 GRAIN SIZE IN MIWMETER

SYMBOL BORING ~ t A A DESCRIPTION

0 BH-4/B-2 6- 10.0 SILTY SAND (SM)

D BH-J/S-2 21-21.5 SILTY SAND (SM)

LAKE HUGHES The Earth Technology

Project No. 89-828 Corporation 10-69

SILT OR CL.4Y

HYDROllETER

0

20 E--:i:: .., -f>l iii:

>< o:l

40 0 r.J z ~ r.J ii::

60 """' f!:i u I'<: r.:i u.

80

100 ' I 0 '

10-• 1 O""

GRAIN SIZE

DISTRIBUTION FiKure No. B-2

I

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~

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,~

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I .. " E 8

I

H>O'M. SATURATION LINES 130 1--- ..,,..-H\--lt----+-__.:;======"-"==-+----------t

SPECIFIC GRAVITY • 2. 8

SPECIFIC GRAVITY • 2,7

SPECIFIC GRAVITY • 2.6

90 1-------l-------'----------'-"-' ........ ------...... ------' 0 10 20 30 40

MOISTURE CONTENT(%)

BORING SAMPLE Ool'TH SOI~ TVPE

OPTIMUM MOISTUR~ MAXiMUM DfiY NUMB EA NUMBER IFEUI CONHNTl'lll OENSITV IPCFI

BH-2 B-1 1-5 Sl~JX SA 8.0 131

PROJ~T NO.: 89-828 = fh4E..llllW>I..,.~~ LAKE HUGHES - i:,......,,.. RESIDENTIAL DEVELOPMENT

TRACT 48217

COMPACTION TEST RESULTS

10-89 FIGURE 8-3

I

I 100% SATURATION LINES

\-.---r-sPECIFIC GRAVITY • 2.8

\.,l1,.---j SPECIFIC GRAVITY • 2. 7

·...\~--r-SPECIFIC GRAVITY •2.8

1~-L-X~~~~~~

I 110

I 10Ql-...~~~~--l-~~~~~+-~:l,--:~~-+~~~~~+--~~~~-..J

I I I I I I I I I

aoL..~~~~.....L.~~~~~J..-~~~~-L:l...J~~~~...1-~~~~.-.J 0 10 20 30 40 50

MOISfURE CONTENT(%)

BORING SAMPLE QEl'TH ~II.. TYrf QPTIMUM MOISTUAf MA><IMUM OflV

NUMBER NUMBER I fen) CONnNTI"' DfNSITY IP<;FI

BH-4 B-2 6-10 §t&L:rY 10.5 125.5 '~

PROJECT NO.: 89-828

:;:: 1hc "-"" """'-~w LAKE HUGHES - Coo•· Ion" RESIDENTIAL OEV!<LOPMENT

TRACT 48217

COMPACTION TEST RESULTS

10-89 FIGURE B-4


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• AT FIELD MOISTURE

l!I AFTER SATURATION

COMPRE:SSION

------- REBOUND

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1

COMPRESSIVE

DEPTH SOIL ( f"t) TYPE

5-6 SM

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10

STRESS <Ksf"l

INITIAL INITIAL INITIAL ORY MOISTURE VOIO

OE:NSITY CONTENT RATIO (pcf") 00

93.6 3.0 0.80

PROJECT NO, 89-828 EE ThlB" Earth Technology LAKE HUGHES Corporation

Tlt,A.CT 46217

CONSOLlDA TION TEST RESULTS

10/89 FIGURE: B-5

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10 0.1 1 19 I

COMPRESSIVE STRESS <K•f">

I BORING SAMPL.E DEPTH SOIL INITIAL. INITIAL. INITIAL

ORY MOISTURE VOID HO. HO. < rtJ TYPE DENSITY CONTENT RATIO (pcrJ <Y.) I

I BH-4 D·l 5-6 SM 110_6 18.l 0.52

I PROJECT NO, 89-828 • AT FIEL.O MOISTURE = The Earth Tet:.hnoloKY LAKE HUGHES

tiiiiiii Corporation TRACT 46217 l'!l AFTER SATURATION

I COMPR!!SSION CONSOLIDATION TEST RESULTS

-~----· "EBOUNO I I 10/ 89 FIGURE< B-6


13900 Alron Parkw1:1y, Suite 120

lrvinA, California 92718

Tele;:ihor1e: (714) 458.7-11.-1 I Fax· (f14) 458 8701

Community Development Commission County of Los Angeles 2525 corporate Place Monterey Park, California 91754

Attention: Mr. David Liu

')/ 'V Y\t0 '],,,'~ \<\' The Earth Technulagy

tiiii Carparatian

December 22, 1989 89-828

Subject: Response to county of Los Angeles Geotechnical Engineering Review Sheet, dated December 8, 1989 Tentative Tract 46217

Reference: "Report of Preliminary Geotechnical Investigation, Lake Hughes Residential Development, Tract Map No. 46217, Lake Hughes, California," by The Earth Technology Corporation dated October 1989.

Gentlemen:

The following is our response to the subject County of Los Angeles Geotechnical Engineering Review Sheet, and should serve as an addendum to our referenced report:

Comment 1

Address the landslide located on Lot 8. Provide mitigation measures for this landslide if it is to be mitigated, or adjust lot lines if it is to be placed under Restricted Use Area so that it will not impact the adjacent lot.

Response

The small landslide located near the southern margin of Lot 8 is described in Section 5.2.3 of the referenced report. The landslide is a shallow surficial feature (less than 15 feet thick), confined to slope wash deposits mantling the granitic bedrock and does not appear to involve bedrock materials. The small landslide should be classified as a Restricted Use Area. The recently modified Tract Map prepared by H. M. Scott and


David Liu December 22, 1989

Page 2 of 3

Associates (printed December 13, 1989) with geology superimposed is enclosed and illustrates the altered lot lines in the vicinity of the landslide. The distance from the proposed lot boundary between Lot 6 and Lot 8 to the landslide (approximately 50 feet) will provide a suitable setback distance from Lot 8.

Comment 2

Provide approximate depths of removal required for soils subject to hydroconsolidation and show the area of removal on the geological map. All areas with soils subj .. ect to hydroconsolidation to a depth greater than 5', left unmitigated, roust be designated as Restricted Use Areas.

Response

Soils prone to hydroconsolidation are shown on the enclosed geologic map. The collapsible soils occurring at the site may be greater than 5 feet thick and, therefore, should be designated as a Restricted Use Area. The locations of future structures are unknown at this time. Once these structure locations are defined, subsurface evaluation should be carried out to determine actual removal depths.

Comment 3

All Restricted Use Areas roust be shown on both the geologic map and the final map.

Response

Based on the responses to the above comments, Restricted Use Areas have been shown on the enclosed geologic map.

Comment 4

Specify on the tentative tract map whether the existing structures are to remain or be removed.

Response

According to the Community Development Commission of the County of Los Angeles, the existing structures will not be removed.


Comment 5

David Liu December 22, 1989

Page 3 of 3

Please include a copy of this review sheet with your response.

Response

A copy of the review sheet is attached with this letter.

Very truly yours,

Grant Miller senior Geologist C.E.G. 1397

enclosures: Geotechnical Engineering Review Sheet Geologic Map

GM/rmf liu.ltr

I . I I I I I I I I I I I I I I I I I I

' .....,, . ~T~CHNiCAL ENGINEERING R'YIEW·SHEET

Addres': 900 So. Fremont Ave. Alhambra, CA 91803

Telephone: (618) 458-4925

Revlew cf;

Tentat1va Tract dated 3/6/S9

COUNTY OF LOS ANGELES DEPARTMENT Of PUBLlC WORKS

.Land Development Div1s1on

OITlT\ u on

Ohtrl ct Office · s.o

Sheet 1 0, 1

DISTR!BUTlON:

. _Grading and Drainage Seet. __ Geo/Soll s Central F11e

District tnglneer - Ceo1091st ~ Geotechnlcal Englneer ...,... Engineer -

G!otechnlcal Report dated £0789 ·Geologic Report datell .JPL~~-

Refer to references In review datad 12/1/89

Aet1on:

Before approval the fo11ow1ng lnfol'li\at1on 13 required:

RerMrkS:

1· Addres~ the landS11da located on Lot S. Provlde mltlgat1on me~sures for th1! landsllde 1f 1t 1s to be mlt1gated, or adjU$t lot lines it 1t 1s to be p1aeed under ~estrlcted use Arca so that 1t w111 not 1mpact the adjacent lot,

2. ~rov1de approximate depths of romoval ra~~lred for soils subject·to hydrocor.so11d•t1on and show tha area of remova1 o~ the geo1og1c map. All areas w1th soils s~oject to hydrocon~ol1dat1on to 11 depth graat&r thaii 5', left unmH1gated, must bt des1gnated as ~estricted Use Araas,

3. A11 ~estrleted Use Area' must be shown on both the geologic map and the f1r.61 map,

~. Speelfy on tM tentative tract map whether the existing structures are to r•ma1n orb! removed,

5. Please Include~ copy of this ravlaw sheet w1th your response.

0:45217 ,, ..

' ..

Revlew~d by ~J<s;e.e '"" ,,oate 12·8·69

Fred F. Gharlb

OVERSIZED --·. -. DOCUMENT HAS

BEEN PULLED AND SCANNED WITH THE MAP

FILE. -----

' - ..

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