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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
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I I I I I I I I I I I I 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
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I I I I I I I I I I I I I
SITE LOCATION MAP
10-89 FIGIJl'll!
- - - - -- - - - ---- - ---- - - -
0 0.5 - - - - -- - - - -
l!XPLANAnON
-------···· ...• ' .....
I KILOMETER (---\ I
I I I I I I I I I I I I I I I I I I 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. --·-
' . . .
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I I I I I I I I I I I I I
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 (%)
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I I I I I I I I I I I I I
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.
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I I I I I I I I I I I I 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
I I I I I I 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
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I 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
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I I I I I I I I I I I I I
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<lc1HlQt1 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
I I I I I I I I I I I I I I I I I I I
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 &ler 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
I I I I I I I I I I I I I I I I I I I
-
-
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
I I I I I I I I I I I I I I I I I I I
~
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
I I I I I I I I I I I I I I I I I I I
,;; .. ,. .. - 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
LAKE HUGHES TRACT 46217
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
I I I I I I I I I I I I I I I I I I I
< 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
I I I I I I I I I I I I I I I I I I I
''""" ,.. 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
LAKE HUGHES TRACT 46217
LOG OF BORING (SHEET 1 OF 2 )
BH-3
FIGURE A-6
I I I I I I I I I I I I I I I I I I I
<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
I I I I I I I I I I I I I I I I I I I
" ""' .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
I I I I I I I I I I I I I I I I I I 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
LOG OF BORING (SHEET 2 OF 2 )
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
I I I I I I I I I I I I I I I I I I I
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 ''"" "'"""'
ELEVATION: 3235.0 EQUIPMENT: CASE 580E BACKHOE
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.
I I I I Total depth 10 feet
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>
I SLOPE WASH (Q•w)
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>
I SLOPE WASH (Q•w)
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!:!.
I I I I Total depth 6 feet
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--.
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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
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I ' . A
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I Lot - PROJECT NO: 89·828 LOCATION: s OATE: 9/21/89 =The Eerth Tei::hnology
Corporation TRACT 46i!17 ' ... """" ..
ELEVATION: 3760.0 EQUIPMENT: CASE 580E BACKHOE
I WATER LEVEL: -- LOGGED BY+ HATT C::URTlS
LOG OF TEST PIT TP· 12
I 10/89 FIGURE: A· 19
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I I I I I I I I I I I I I
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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~ r
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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
I I I I I I I I I I I I I I I I I I I
~
" ~ z 0 .... "' "' "' "' 11. z: 0 0
I-z "' 0
"' "' 11.
~
1"
le
~ . . I. L... -20
2•
"" 0.1
BORINO SAMPLE NO. NO.
BH-2 D-1
• AT FIELD MOISTURE
l!I AFTER SATURATION
COMPRE:SSION
------- REBOUND
~.
-.....
-
1
COMPRESSIVE
DEPTH SOIL ( f"t) TYPE
5-6 SM
"' ' ' I' 'r-
' !"-. h Ii..,.. •• -
r-...._ -
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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~
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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
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I I I I I I I I I I I I I
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.
I I I I I I I I I I I I I I I I I I I
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. -----
' - ..