429, Addition to SFR of more than 2, Studies & ReportsCOASTLINE GEOTECHNICAL CONSULTANTS, INC. •
CONSULTING GEOTECHNICAL ENGINEERS
JAW i 7 2001
PROCESSING CENTER
LAND DEVELOPMENT DIVISION
16 W. 178TH ST. (310) 217-1504
...IDENA, CA 90248 FAX (310) 217-1909
GEOTECHNICAL ENGINEERING
INVESTIGATION REPORT
DISTRESSED RESIDENCE
NO. 3 FLYING MANE ROAD
ROLLING HILLS, CALIFORNIA
PREPARED FOR
DR AND MRS. MICHAEL WELLER
PROJECT NO. 315C-030
MAY 8, 2000
COASTLINE GEOTECHNICAL CONSULTANTS, INC.
COASTLINE GEOTECHNICAL CONSULTANTS, INC.
CONSULTING GEOTECHNICAL ENGINEERS
1446 W. 178 TH STREET
'GARDENA, CALIFORNIA 90248-3202
Project No. 315C-030
Dr. and Mrs. Michael Weller
No. 3 Flying Mane Road
Rolling Hills, CA 90274
Subject: Geotechnical Update and Manometer Survey
Distressed Residence
No. 3 Flying Mane Road
Rolling Hills, CA 90274
X-Reference: Geotechnical Engineering Investigation
Distressed Residence
No. 3 Flying Mane Road
Rolling Hills, California
Project No. 315C-020
by Coastline Geotechnical Consultants, Inc.
dated April 20, 1990
Preliminary Engineering Geology Investigation
Distressed Residence
No. 3 Flying Mane Road
Rolling Hills, California
Project No. 1183-030
by George DeVries
dated May 4, 1990
Dear Dr. and Mrs. Weller:
Tel. (310) 217-1504
Fax (310) 217-1909
May 8, 2000
At your request, we have prepared this updated and supplemental report regarding
underpinning the northwest side of the distressed residence. This update presents the results
of observations made at the referenced site in relation to earlier investigations and the
results of the manometer survey. Earlier investigations of the site were summarized int he
reports listed in the X-Reference section of this report, copies of which are contained in the
appendix.
Project No. 315C-030 2
Weller/Rolling Hills
SITE CONDITIONS
The subject site is located on the west side of Flying Mane Road, south of Crest Road in
the City of Rolling Hills. The site is on the south flank of the Palos Verdes Hills upon the
west flank of a ridge that descends westerly about 200 feet to a drainage ravine.
The building pad is occupied by a one-story, wood frame and stucco residence, constructed
in 1974. From the rear yard, the site descends about nine feet at 1% (horizontal to 1
vertical), which consists of fill placed to create the level building pad. The recently disced,
natural slope of the site descends westerly at about 4 (horizontal) to 1 (vertical) to a 1 to
1 cut slope on the east side of Southfield Drive.
UPDATED INVESTIGATION
A visit to the site was made on April 5, 2000, to conduct the manometer survey and to
observe the geotechnical conditions. Field observations indicate the geotechnical conditions
at the site to be essentially the same as described in the above referenced report. No
additional subsurface investigation was performed as part of this update.
Some modifications had been made to the rear yard area. A brick patio has been
constructed west and southwest of the existing residence. A previously existing pool, located
in the southwestern portion of the pad, was reportedly filled to allow construction of the
patio in that area.
The existing residence shows signs of past distress in the form of walls and ceiling cracks.
The cracks have mainly been observed in the family, dining, breakfast and living rooms as
well as hairline cracks in the ceiling of the bathroom near bedroom No. 3, and settlement
along the west side of the family and dining rooms.
Manometer Survey
The manometer (floor level) survey was performed on April 5, 2000, in order to determine
the approximate elevation difference in the existing residence. Due to different levels, the
residence floor is divided into three areas. The results show the maximum difference in
elevation to be approximately 1.8 inches, which has occurred in area II. (See Plate A). The
highest point is in the southeast corner of the living room and the lowest point is in the west
side of the family room.
Faulting and Seismicity
A number of regulatory requirements concerning seismic conditions have recently been
implemented. The 1997 Uniform Building Code quantifies site -specific seismic parameters.
Project No. 315C-030 3
Weller/Rolling Hills
California Division of Mines and Geology (CDMG) Special Publication 117 summarizes
procedures for evaluating the earthquake -induced landslide and liquefaction potential for
the state. Additionally, the Alquist-Priolo Earthquake Fault Zoning Act requires evaluation
of fault surface -rupture potential for specific areas.
As noted in the earlier reports, the site is not located within an Alquist-Priolo Earthquake
Fault Zone (Hart, 1997, SP42) and no active faults were observed during this investigation.
The nearest active fault, the Newport -Inglewood Structural Zone (NISZ) is located
approximately 10 miles (16 km) to the northeast (CDMG, 1992, OFR 92-03). The
potentially active Cabrillo (CFZ) and Palos Verdes Fault Zones. (PVFZ) are located
approximately 0.5 and 3 miles (0.8 to 4.8 km), respectively to the northeast (Dibblee, 1999,
DF-70; CDMG, 1992, OFR 92-03).
Under criteria published in the Uniform Building Code (UBC, 1997), the NISZ, and the
PVFZ would be considered "seismic source type "B" (Table 1, book of Maps...). The Type
"A" Cucamonga Fault Zone is located approximately 47 miles (75 km), to the northeast.
Using the above data, selected UBC seismic coefficients are presented on Plate Z.
"Guidelines for evaluating and mitigation seismic hazards in California" (CDMG, 1997, SP
117) summarizes procedures for evaluating the earthquake -induced landslide and
liquefaction potential for the state. A review of the Redondo Beach Seismic Hazards Zone
Map (SHZM) show the site is not within a zone mapped as requiring evaluation of
earthquake -induced liquefaction or landslide or landslide potential. Much of the slope west
of the site, along the ravine and along portions of Southfield Drive, are within a zone noted
by the State of California as requiring evaluation of the earthquake -induced landslide
potential. Stability analysis were performed during the initial investigation, the results of
which are presented in the appendix.
A number of northwest -trending subsurface fault zones have been mapped throughout the
Los Angeles basin and vicinity. Movement on these "blind -thrusts" in the Whittier Narrows
and Northridge areas of California cause considerable damage during the earthquakes of
October 1, 1990 (Whittier) and January 17, 1994 (Northridge). The site is subject to ground
shaking typical of the Southern California area and, thus any construction should conform
to seismic design provisions of the Uniform Building Code and/or other regulatory codes.
CONCLUSIONS AND RECOMMENDATIONS
Based on the recent site inspection, the geotechnical conditions at the subject site have not
changed significantly since the original geology and soils reports. Therefore, the analysis
and conclusions of the original reports are still considered valid with the additions/changes
noted below. All footings and foundation systems are to be founded in comptetent bedrock
material as indicated int he above referenced reports.
SEISMIC DESIGN PARAMETERS
1997 UNIFORM BUILDING CODE
PROJECT ADDRESS: No. 3 FLYING MANE ROAD
ROLLING HILLS, CA
CLIENT: DR AND MRS. MICHAEL WELLER
PROJECT NO.: 315C-030 DATE: MAY 9, 2000
UBC SEISMIC ZONE - TABLE 16-I = 4
Z = 0.4
UBC SOIL TYPE - TABLE 16-J
UBC CLASSIFICATION
* Sets Identifying Value
= ROCK
=S*
s
NEAREST TYPE A FAULT - CUCAMONGA FAULT ZONE
DISTANCE = 75 Km (USE > 15 Km in Tables)
NEAREST TYPE B FAULT - PALOS VERDES FAULT ZONE
DISTANCE = 5 Km
SEL'E(:I'k D UBC SEISMIC COEFFICIENTS,
Na (Table 16-S) = 1.0
Nv (Table 16T) = 1.2
Ca (Table 16-Q) = 0.40 Na = 0.40 g.
Cv (Table 16-R) = 0.40 Nv = 0.48 g.
Ts (Figure 16-3) = Cv / 2.5 Ca = 0.48 sec.
To (Figure 16-3) = 0.2 Ts = 0.10 sec.
Plate Z
COASTLINE GEOTECHNICAL CONSULTANTS, INC.
Project No. 315C-030
Weller/Rolling Hills
4
Based upon our previous field investigation and laboratory expansion and consolidation
tests, it has been concluded that distress to the subject residence is primarily due to one or
more of the following items:
1. Settlement of fill and natural soils; the settlement of the residence is mainly along
the westerly side of the building area. During our prior field investigation in 1990,
it was found that more fill was placed on this side of the pad in order to create a
level building area during the original grading time of the site. This portion of the
residence settled a maximum of 1.8 inches which was caused by long time fill
settlement.
2. Expansive soil; movement caused by the changes in moisture content of the clay upon
which the foundations are placed.
3. Creep force; creep which is a nearly imperceptible movement of surficial soil
downslope caused by the forces of gravity - one of the primary causes of creep is the
alternating expansion and contraction of surface materials by wetting and drying.
The following is recommended to repair the distressed residence:
Underpinning of the foundations at least 12 inches into the firm bedrock along the west
walls of the family, dining and living rooms. The bedrock can be reached by either use of
conventional footings, piers, or belled caissons and grade beam system.
Slot cutting is required for continuous footings underpinning and should be limited to a
maximum six feet wide in the ABC manner.
Respectfully submitted,
COASTLINE GEOTECHNICAL CONSULTANTS, INC.
Ot-z-f7(
Amir Khalaj
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Richard A. Martin, RGE`,� �cH�����%/ George DeVries, CEG 1141
RAM/GD/AK/jm
(5) Addressee
NOTES :
t THE FLOOR LEVEL OF THE RESIDENCE IS DIVIDED NTO THREE AREAS DUE TO DFFERENT FLOOR LEVEL
2 ALL THE ELEVATIONS WERE MEASURED SEPARATELY N EACH AREA BASED ON THE LOWEST PONT.
3. THIS DRAWNG IS BASED ON SKETECH USING TAPE MEASUREMENT AND MONOMETER READNGS
SHOWNG LEVEL OF FLOOR. N NCH.
16
LIVNG ROOM
AREA II -
N�
\0.2-�
0.4 ' pN O
LOWEST PONT
02 J
0.
08
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1
AREA III
t2
SCALE:
DATE:
0.4
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AREA I
0(
BEDROOM P 0. 3
OP
DLOWEST
PONT
C)
RA7fiAN3
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0.8
HIGHEST PONT
GARAGE
MANOMETER SURVEY
NO.3 FLYNG MANE ROAD
ROLLING HLLS, CALFORNIA
'.. 7 8• ' I APPROVED BY: -
APR 2000
IDRAWN BY
REVISED
AK
COASTLINE GEOTECHNICAL CONSULTANTS
PROJECT NO. 315C - 030
IDRAWING NUMBER
A
George DeVries
Consulting Geologist
4520 E. Slauson Ave., Maywood, California 90270 — (2.13) 771-3046
May 4, 1990
Project No. 1183-030
Dr. and Mrs. Michael Weller
c/o Coastline Geotechnical Consultants
1446 W. 178th St.
Gardena, CA 90248
Subject: Preliminary Engineering Geology Investigation
Proposed Residential Addition
No. 3 Flying Mane Rd.
Rolling Hills, CA
Dear Dr. & Mrs. Weller,
This report presents the results of an engineering geology
investigation performed on the referenced lot. It is prepared in
conjunction with a soils engineering investigation by Coastline
Geotechnical Consultants, Inc. dated April 20, 1990. The purpose
of this investigation was to evaluate the existing geological
conditions as they would apply to the contemplated development
and to offer suggestions and recommendations for mitigating
potential hazards if fund to be present. In addition,
conclusions concerning the feasibility of the proposed
development from the geological standpoint were formulated.
While no detailed plans were available at the time of the
investigation, it is understood the proposed development will
consist of two, one-story additions to the west and north
portions of the existing residence. The general location of the
site is shown on Plate 1 while the site geologic map is presented
in Plate 2 (A-B).
The investigation consisted of surficial field mapping,
subsurface exploration of seven (7) hand -excavated test pits,
analysis of collected data, as well as a review of pertinent.
geologic data for the vicinity, and preparation of this report..
Field investigations were conducted March 8 & 9, 1990. The •
results of the study are present in Plates 2 through 9: GeoIogic
Map, Geologic Cross Section, and subsurface exploration logs..
Registered Geologist Certified Engineering Geologist
1183-030/ May 4, 1990 Page 2
Michael Weller/ Rolling Hills
SITE CONDITIONS
Location and Topography
The subject site is located on the west side of Flying Mane Rd.
south of the junction with Southfield Dr. in the City of Rolling
Hills, Los Angeles County. The lot is irregular in shape
measuring approximately 350 feet by 150 feet. The lot is bounded
on the north, south, and west by developed lots and on the west
by Southfield Dr. and an undeveloped lot along an existing
drainage (Plate 2B).
From a nearly level building pad west of Flying Mane Rd., the lot
descends an approximately 25 degree slope to Southfield Dr..
From Southfield Dr. the slope continues approximately 150
vertical feet to the drainage below. Topographic relief on the
site is approximately 100 feet, while the relief on the overall
slope is on the order of 250 feet. The site location and
topography are depicted on Plates 1 and 2 (A-B).
Drainage and Groundwater
Site drainage is comprised of essentially sheet flow runoff from
precipitation derived primarily within parcel boundaries.
Drainage off site is predominately to the west where it flows
off -site to Southfield Dr..
Ground water was not encountered in any of the excavations and
none is anticipated. No active springs or surface seeps were
observed during this investigation.
Geologv
Fill: The western portion of the building pad consists of
variable thickness of fill material over natural soil and
bedrock. Measured fill thicknesses ranged from 2.5 to 6.5 feet
in depth. The fill material is typically firm, moist, mottled
brown and yellow -brown Silty Clay with locally abundant siltstone
clasts. Locally a 0.5 foot layer of fine-grained sand was
present as a landscape fill.
Soil: A soil layer was observed above the bedrock in all the
test pits except the two footing excavations (TP-1 & TP-2). The
soil ranged from 0.5 foot to 4 feet thick. The soil is generally
stiff, moist, dark -brown to black Silty Clay with some siltstone
clasts. The lower contact is generally gradational.
Bedrock. Monterey Formation (Tma): •The site is underlain by
sedimentary rocks of the Altamira Shale Member of the Miocene
1183-030/ May 4, 1990 Page 3
Michael Weller/ Rolling Hills
Monterey Formation. This unit was observed in all test pits
except TP-1 & TP-2. The unit was also observed in outcrop along
road cuts along Southfield Dr. and Flying Mane Rd. The Altamira
Shale Member in the site and vicinity consists of predominantly
light -gray to medium yellow -brown, moderately hard, moderately
well -bedded, poorly fractured Diatomaceous Siltstone with locally
some interlayered dolomitic and siliceous siltstone layers.
Bedding attitudes are generally consistent where observed on the
site with some local variation. The bedding attitudes observed
on the site near the proposed additions generally dip
approximately 20 to 30 degrees (range from 10 to 34) to the south
and southwest. The attitudes observed are generally neutral to
the slope some local component of outdip (Plate 3). Bedding
attitudes observed in the road cuts in the site vicinity are
generally similar with a slightly more westward component of dip.
Bedrock observed in test pits TP-6 & TP-7 showed a significant'
range in bedding attitudes. The bedrock was poorly bedded,
locally folded and locally fractured. The material appears to
have been subject to fracturing and folding due to local faulting
or intraformational deformation. No fault was observed in the
test pits.
FAULTS
The site does not lie within an Alquist-Priolo Special Studies
Zone and no active faults were observed during this
investigation. The nearest active fault, the Newport -Inglewood,
is located approximately 10 miles to the northeast. The
potentially active Cabrillo and Palos Verdes Fault Zones are
located approximately 0.5 and 3 miles, respectively, to the north
and northeast. Recently, a northwest trending subsurface fault
zone has been postulated to extend below the Palos Verdes Hills.
A similar subsurface fault zone is postulated to extend below the
Whittier Narrows area and movement on this fault is believed to
be the cause of the October 1, 1990 earthquake in that area. The
site is, therefore, subject to ground shaking typical of the
Southern California area and, thus any construction should
conform to seismic design provisions of the Uniform Building
Code.
The bedrock observed in test pits TP-6 & TP-7 displayed features
which may be indicative of nearby local faulting. No fault plane
was observed in the test pits TP-6 or TP-7 and the fractures and
folding observed in the two test pits was not observed in any of
the other test pits. No active or potentially active faults are
known to exist on the site.
1183-030/ May 4, 1990 Page 4
Michael Weller/ Rolling Hills
SLOPE STABILITY
No signs of surficial or deep seated instability were observed on
the property.
Creep, which is the nearly imperceptible movement of surficial
soils down -slope due to the force of gravity, was observed on the
slopes, and is believed to extend to the depths of fill and/or
soil material.
CONCLUSIONS AND RECOMMENDATIONS
In the opinion of the undersigned, the proposed development, as
contemplated, is feasible from the engineering geology
standpoint, provided adherence is given to the recommendations of
this and other related reports. Additionally, no adverse effects
from geologic hazards of landslide settlement or slippage are %
anticipated for the site or adjacent properties given the same
adherence to the stated recommendations.
1. Foundation systems will be embedded in accordance with the
soil engineering report.
2. The stability of the site shall be determined by the soil
engineer. The factor -of -safety should meet regulatory agency
requirement.
3. Bedrock units appear capable of supporting the structural
loads and it is recommended that all foundations, founded in this
material extend a minimum depth to be determined by the soil
engineer. As a minimum, all foundations should extend below any
weathered bedrock into competent material.
4. All roof, pad, and site drainage shall be conducted to
appropriate drainage systems via non -erosive devices.
5. The site is subject to ground shaking typical of the
Southern California area and any construction should conform to
seismic design provisions of the Uniform Building Code.
6. Inspection of all foundation excavations shall be performed
by the engineering geologist to verify that they are founded in
competent geologic materials.
REMARKS
This investigation was made in accordance with generally accepted
engineering geology procedures and within the limits prescribed
1183-030/ May 4, 1990 Page,5
Michael Weller/ Rolling Hills
by the client. No other warranty, expressed or implied, is made
as to the professional advice included in this report.
Although no significant variations in bedrock or soil conditions
are anticipated, it conditions are encountered during future
restoration work and these conditions appear to be different from
those disclosed by this preliminary report, this office shall be
notified so as to consider the need for modification. While
caving was not observed within the excavations, other excavations
may act differently and may require shoring during future
restoration work. In this regard, all shoring and bracing if
necessary, shall conform to current standards of the Industrial
Accident Commission of the State of California nd other pubic
agencies having jurisdiction.
This report has been prepared for the exclusive use of Dr. and
Mrs. Michael Weller and their authorized representative. It
shall not be transferred to, or used by; a third party, to
another project, or applied to any other project on this site,
other than described herein, without consent, and/or thorough
review by this office.
Should this project be delayed beyond a period of two years after
the date of this report, the site and report shall be reviewed by
this office to consider possible changed conditions.
This report is subject to review by controlling public agencies
having jurisdiction.
Respectfully submitted,
eorge DeVries
CEG 1141
GDV:ga
' Distr: Addressee (5)
Coastline Consultants (1)
Attachments: Plates 1 thru 9
1
N
EXF'L.ANAT I ON
Tma - Monterey Formation
Altamira Shale Member
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Geologic Contact
(approx.•located)
Strike & Dip of Bedding
Location ("/ / / / // /
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REFERENCE PLAN
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EXISTING RESIDENCE
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Michael Weller -
No. 3 Flying Mane Rd. �•,
Rolling Hills, CA
1 "..201 APPROVED BY:
APR 90 II 8"3- 030
SCALE:
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GEOLOGIC
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ALUATION: $ 9 d or) BUILDINGS ON LOT:
PROJECT SIZE:
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CLASS:
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CLASS:
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(THIS DOCUMENT IS TWO SIDED)
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SUBSURFACE EXPLORATION LOGS
DEPTH
INTERVAL DEPTH ATTITUDES DESCRIPTION
TP-1
0.0-2.0
TP-2
0.0-2.0
Fill: Sandy Clay, mottled light and dark
brown, firm, moist, some angular siltstone
clasts; existing footing extends to
approximately one foot depth
TD=2.0 No water, No caving
Fill: Sandy Clay, mottled light and
medium brown, firm, moist, some angular
siltstone clasts; existing footing extends
to approximately one foot depth
01.0 -becomes black sandy and silty clay
TD=2.0 No water, No caving
PLATE 4
$UBSURPACB EXPLORATION LOGS
DEPTH
INTERVAL DEPTH ATTITUDES DESCRIPTION
TP-3
0.0-0.5
0.5-6.5
6.5-9.0
9.0-12.0
N7OW, 90-70N
N20E, vert.
D10.0 N7OW, 10S
011.0 N55W, 22S
TD=12.0
Landscape Fill: Sand, fine grained, some
silt, medium brown, damp to moist, loose
to medium dense, contact sharp and
horizontal
Fill: Silty Clay, dark brown, firm,
moist; some angular siltstone clasts,
abundant in upper 2 feet, clasts are platy
and blocky; abundant roots in upper 4 feet
Soil: Silty Clay, black, stiff, moist;
some angular siltstone clasts; upper and
lower contacts gradational and irregulalr
Bedrock (Tma): Monterey Formation,
Altamira Shale Member; Diatomaceous
Siltstone, light gray and medium yellow
brown, hard, moderately bedded, poorly
fractured, some roots and soil pods in
upper 1 foot
-joint attitudes
-bedding attitude
-bedding attitude
No water, No caving
PLATE 5
SUBSURFACE EXPLORATION LOGS
DEPTH
INTERVAL DEPTH ATTITUDES DESCRIPTION
TP-4
0.0-2.5
2.5-6.5
6.5-10.0
N75W, 90-80N
N20E, vert.
Fill: Silty Clay, mottled dark brown and
yellow brown, firm, moist, roots; abundant
siltstone clasts, angular, platy; lower
contact gradational; lower contact
gradational and approximately parallel to
slope ( N15E, 20W)
Soil: Silty Clay, black, stiff, moist;
some angular siltstone clasts, clasts are
platy and blocky; lower contact is very
irregular over 0.5 to 1.0 foot and
approximately parallel to slope ( N15E,
25W) ;
Bedrock (Tma): Monterey Formation,
Altamira Shale Member; Diatomaceous
Siltstone with some minor interbedded
dolomitic siltstone, light gray to medium
yellow brown, dry to damp, hard,
moderately well bedded, poorly fractured;
some soil pods and rodent burrows in upper
1 to 2 feet
- joint attitudes, poorly developed
07.0 N5OW, 20S -bedding attitude
08.0
N5OW, 20S
N15W, 20W
- bedding attitude, some minor
folding and local variation
09.0 N35W, 20W -bedding attitude
TD=10.0 No water, No caving
PLATE 6
1
SUBSURFACE EXPLORATION LOGS
DEPTH
INTERVAL DEPTH ATTITUDES DESCRIPTION
TP-5
0.0-0.5
0.5-4.0
Landscape Fill: Sand, fine grained, some
silt, medium brown, damp to moist, loose
to medium dense, contact sharp and
horizontal
Fill: Silty Clay, mottled brown and
yellow brown, firm, damp to moist, some
roots; some angular siltstone clasts, less
abundant in lower 2 feet; lower contact
gradational with slight dip to west ( 10W)
4.0-7.0 Soil: Silty Clay, black, stiff, damp;
some angular siltstone clasts; lower
7.0-11.5
N7OW, 90-80N
N-S, 90-80E
09.0 N3OW, 27W
0110.0 N40W, 34W
TD=11.5
contact gradational and slightly
irregular, slight west dip ( 10W)
Bedrock (Tma): Monterey Formation,
Altamira Shale Member; Diatomaceous
Siltstone, some dolomitic and siliceous
siltstone layers, light gray to yellow
brown, very hard, moderately bedded, very
poorly jointed; some roots and soil pods
in upper 2 feet
- joint attitudes, approximately
perpendicular to bedding
- bedding attitude
- bedding attitude
No water, No caving
PLATE 7
SUBSURFACE EXPLORATION LOGS
DEPTH
INTERVAL DEPTH ATTITUDES DESCRIPTION
TP-6
0.0-0.5
0.5-7.0
04.0 N15W, 40W
@4.5 N35W, 35W
@5.5 N3OW, 45W
@6.0
Soil: Silty Clay/Clayey Silt, dark brown,
firm, damp to moist; some angular and
blocky siltstone clasts; soil poorly
developed; lower contact gradational,
approximately parallel to slope
Bedrock (Tma): Monterey Formation,
Altamira Shale Member; Diatomaceous
Siltstone with interbedded dolomitic and
siliceous siltstone, gray to yellow brown,
dry to damp, hard; highly fractured and
weathered in upper i to 2 feet, becomes
moderately fractured below 2 feet; some
local folding and variation of bedding
predominantly along north side of test
pit, local over -steeping of bedding may
indicate local fault in vicinity
- bedding attitude
- bedding attitude
-bedding attitude
- poorly bedded below 6 feet, some
zones of highly fractures/ brecciated
bedrock along north side of test pit,
approximately parallel to shear zones
noted in test pit TP-7 (N3OW, 80S),
appears to be a fault zone of
approximately northwest orientation
TD=7.0 No water, No caving
PLATE 8
SUBSURFACE EXPLORATION LOGS
DEPTH
INTERVAL DEPTH ATTITUDES DESCRIPTION
TP-7
0.0-1.0 Soil: Silty Clay/Clayey Silt, dark brown,
firm, damp to moist; some angular and
blocky siltstone clasts; lower contact
gradational ( E-W, 25N)
1.0-6.0
N60E, 80-70N
N3OW, 80S
@3.0 N50E, 40S
@4.0 N7OW, 32S
TD=6.0
Bedrock (Tma): Monterey Formation,
Altamira Shale Member; Dolomitic and
Siliceous Siltstone with some interbedded
diatomaceous siltstone, light to medium
brown, hard, well bedded, moderately
fractured; some weathering and soil pods
in upper 1 foot
- joint attitudes, approximately
perpendicular to bedding
-N3OW, 80S joint set displays some
shearing and local offset; some gypsum
fracture filling
- bedding attitude
-bedding attitude
No water, No caving
GEOTECHNICAL ENGINEERING INVESTIGATION
PROPOSED RESIDENTIAL ADDITIONS
NO. 3 FLYING MANE ROAD
ROLLING HILLS,'CA
PREPARED FOR DR. & MRS. MICHAEL WELLER
APRIL 20, 1990
COASTLINE GEOTECHNICAL CONSULTANTS, INC.
- CONSULTING GEOTECHNICAL ENGINEERS
1446 W. 178 TH STREET
_'GARDENA, CALIFORNIA 90248-3202
April 20, 1990
Project No. 315C-020
Dr. and Mrs. Michael Weller
No. 3 Flying Mane Road
Rolling Hills, California 90274
Project Reference: Geotechnical Engineering Investigation
Proposed Residential Additions
No. 3 Flying Mane Road
Rolling Hills, California
Dear Dr. and Mrs. Weller:
Tel. (310) 217-1504
Fax (310) 217-1909
Submitted herewith are the findings of a geotechnical
engineering investigation for the referenced project. This
investigation was made for the purpose of obtaining information on
subsurface soils and bedrock on which to base recommendations for
a suitable foundation design for the proposed residential
additions. This investigation was coordinated with a geologic
investigation by George DeVries, Consulting Engineering Geologist.
Location of the site, relative to general topography, streets,
and landmarks, is shown on the attached Vicinity Map, Plate 1.
As outlined in the proposal of February 22, 1990, our work
consisted of geotechnical observations, subsurface explorations
and sampling, field and laboratory testing, calculations and
analyses, and the preparation of this report.
PROPOSED DEVELOPMENT
Although detailed building plans have not been developed as
yet, it is understood that the two additions will be one story in
height, constructed of wood frame and stucco walls. Maximum wall
loads will be approximately 1500 pounds per lineal foot.
DESCRIPTION OF SITE
The subject site is located on the west side of Flying Mane
Road, south of Crest Road in the City of Rolling Hills. The site
is on the south flank of the Palos Verdes Hills upon the west flank
of a ridge that descends westerly about 200 feet to a drainage
ravine.
Project No. 315C-020 2
Weller/Rolling Hills
The building pad is occupied by a one story, wood frame and
stucco residence, constructed in 1974. From the rear yard, the
site descends about nine feet at.11 (horizontal to 1 (vertical),
which consists of fill placed to create the level building pad.
The recently.disced, natural slope of the site descends westerly
at about 4 (horizontal) to 1 (vertical) to a 1 to 1 cut slope on
the east side of Southfield Drive.
FIELD INVESTIGATION
Seven test pits were excavated by means of hand equipment to
depths ranging from 2 to 12 feet at the locations shown on Plate
2. The approximate locations of test pits were determined by tape
measurement from the existing residence., Approximate elevations
of test pits were determined by interpolation between contours on
a Roof Plan, prepared by Fuller and Kufus, undated. The locations
and elevations should be considered accurate only to the degree
implied by the method used.
A continuous record of the soils and bedrock encountered
during the excavating was made by our field representative and is
presented on Plates 4 through 7, Summary of Test Pits.
The lines designating the interface between materials on the
Summary of Test Pits represent approximate boundaries. The actual
transition between materials was gradual.
Undisturbed and bulk samples were secured at frequent
intervals from the test pits for laboratory testing.
SUBSURFACE CONDITIONS
A wedge of moderately firm fill had been placed to create the
building pad. The fill consisted of sandy, silty clay with bedrock
fragments, and was a maximum thickness of 61 feet in the test pit,
but is expected to be 8 to 10 feet deep nearer the crest of the
slope.
The natural materials consist of 21 to 41 feet of stiff,
black, silty sandy clay overlying hard, yellow -brown, diatomaceous
siltstone bedrock. In the cut areas of the pad, only minor amounts
of the black clay were observed.
For a more detailed description of the bedrock, refer to the
engineering geology report by George DeVries.
No signs of surficial or deep-seated instability were
evidenced on the site, nor upon immediately adjacent properties.
Creep, which is a nearly imperceptible movement of surficial
soils downslope caused by the forces of gravity, was observed on
the property. It is believed this movement extends to the full
depth of the fill and residual soil in the near vicinity of the
slope.
Project No. 315C-020 3
Weller/Rolling Hills
Groundwater and Drainaae
Groundwater was not encountered, and none is anticipated
within depths pertinent to the proposed construction.
Surface drainage is comprised of sheet flow run-off of
incidental rainfall derived primarily within the parcel boundaries.
No signs of significant adverse erosion or instability were
observed during the course of this investigation.
LABORATORY TESTS
Laboratory testing was programmed following a review of the
field investigation, and after considering the probable foundation
designs to be evaluated. Laboratory testing included the
determination of density, moisture content and shearing resistance
of the materials, as well as consolidation, compaction and
expansion characteristics.
The results of the tests are plotted or tabulated on the
Summary of Test •Pits, Plates 4 through 7, Direct Shear Test Results
on Plates 8 though 10, and Consolidation Tests on Plates 11 and 12.
A compaction test was performed on'the fill. The sample was
taken from Test Pit No. 3, at 4 to 411 feet. The test, performed
in accordance with ASTM D-1557-78, indicated a maximum dry density
of 90.5 pounds per cubic foot'at an optimum moisture content of
29.5 percent.
An expansion test was performed on the finest grained soil
found at the ground floor level. The sample was obtained from Test
Pit No. 3, at a depth of 4 to 41 feet, and is classified as sandy,
silty clay. The purpose of this test was to evaluate the potential
for volume change and pressure increases with changes in moisture
content.
The test, performed in accordance with the Uniform Building
Code Standard Test No. 29-2, indicated an Expansion Index of 83.
The material would be classified as having a "moderate" potential
for expansion.
Details of the sampling and test procedures are given in the
Appendix.
SLOPE STABILITY - ANALYSES
Gross and surficial stability analyses were performed on the
westerly descending slope. A circular gross stability analysis
was performed on the sections shown on Plate 3, which extends from
Flying Mane Road to the ravine. The results of these calculations
are presented on Plates 12 and 13.
Although not a very high slope, the surficial stability
analysis was performed on the 1k to 1 (horizontal to vertical) fill
slope descending from the building pad. The calculations are
presented on Plates 14 and 15.
Project No. 315C-020 4
Weller/Rolling Hills
Based upon these analyses, it was found that the factor of
safety against sliding exceeds the normally accepted minimum for
"stable" slopes.
DISCUSSION AND GENERAL COMMENTS
Based on the findings summarized in this report, and provided
the recommendations of this report are followed, and the designs,
grading and construction are properly and adequately executed, it
is our opinion that construction within the building site would not
be subject to hazards from landslides, slippage or excessive
settlement. Further, it is our opinion that the proposed building
and anticipated site grading would not adversely effect the
stability of the site, nor adjacent properties, with the same
provisos listed above.
It is understood the additions planned at this time are in
the northwest corner of the existing residence, and an extension
to the living room in the west -central section. From Dr. Weller,
and observation on it's performance, it is believed the small
addition adjacent to Test Pit No. 1 is on a system of piers and
grade beams. It is understood the piers are about ten (10) feet
deep and resting on the bedrock.
Therefore,. a similar system of piers, or belled caissons, and
grade beams, with either wood or self-supporting floors are
recommended for both additions. This may require deepening of the
existing footings in the vicinity of Test Pit No. 5, or providing
footings independent of the existing foundations.
CONCLUSIONS AND RECOMMENDATIONS
Foundations on Bedrock
An allowable bearing value of 2500 pounds per square foot, for
square and continuous footings, is recommended for foundations
placed at a depth of at least 24 inches below the lowest adjacent
final grade (top of slab -on -grade for interior footings) bearing
12 inches into the firm bedrock.
Settlement of footings up to 2 feet wide continuous and 5 feet
square is not expected to exceed 1/2 inch under the recommended
fully applied bearing pressure. Differential settlement between
footings is expected to be on the order of 1/4 inch.
The bearing capacities given are net allowable bearing values
and the weight of the concrete foundations can be ignored. The
bearing value is for dead plus live load and may be increased by
one-third for momentary wind or seismic loads.
The maximum edge pressure of any eccentrically loaded footing
should not exceed the values recommended for either permanent or
momentary loads.
Project No. 315C-020 5
Weller/Rolling Hills
Lateral Loads - Spread Footinas
An allowable lateral bearing value against the sides of
footings of 350 pounds per square foot, per foot of depth, to a
maximum of 4000 pounds per square foot may be used provided there
is positive contact between the vertical bearing surface and the
bedrock.
Friction between the base of the footings, and/or floor slabs,
and the underlying soil may be assumed as 0.35 times the dead load.
Friction and lateral pressure may be combined, provided either
value is limited to two-thirds of the allowable. The above values
may be increased by one-third for short durations of seismic and
wind forces.
Creep
Piers placed within five (5) feet on a slope steeper than:5:1
(horizontal to vertical), in contact with the fill and residual
soil, shall be designed for creep loads. For design purposes, the
lateral creep pressures may be assumed as one kip per foot of depth
for isolated foundations in contact with the creeping soils.
Retainina Walls
Walls retaining drained earth may be designed for the
following:
Surface Slope of Equivalent
Retained Material Fluid Pressure
Horizontal to Vertical Pounds per Cubic Foot
Bedrock Fill or Residual Soil
Level 30 45
4 to 1 35 53
2 to 1 43 63
1ls to 1 55 82
Backfill should consist of clean sand and gravel. While all
backfills should be compacted to the required degree, extra care
should be taken working close to walls to prevent excessive
pressure.
Temporary Excavation Slopes
Temporary excavation slopes in the existing surface soil may
be made vertical for cuts of less than 5 feet. For deeper cuts,
temporary excavation slopes shall be made no steeper than 1:1
(horizontal to vertical).
Project No. 315C-020 6
Weller/Rolling Hills
In areas where soils with little or no binder are encountered,
shoring or flatter excavation slopes shall be made.
Your attention is directed to the fact that while caving was
not encountered in the test excavations, it is possible that a
trench or excavation could react in an altogether different manner.
All excavations shall be made in accordance with the
regulations of the State of California, Division of Industrial
Safety. These recommended temporary excavation slopes do not
preclude local raveling and sloughing.
Drainage
Site drainage should be dispersed by non -erosive devices in
accordance with the grading regulations of controlling agencies to
preclude concentrated run-off and erosion over the site. In no
case shall water be allowed to pond or drain down the slope in a
concentrated and uncontrolled manner.
Floor Slabs -on -Grade
The surface soils found on -site are primarily sandy, silty
clay. Based on expansion tests, these soils are considered
moderately expansive. Due to the existence of fill within the area
of the proposed construction, it has been recommended that either
raised wood floors or self-supporting slabs be used. This being
the case, no special design for the expansive soil is deemed
necessary.
A moisture barrier beneath the slabs -on -grade, preferably
consisting of at least four (4) inches of rock, with a waterproof
vapor barrier, such as a plastic membrane of at least six mils in
thickness, covered with two inches of clean sand, is recommended
in areas where slab moisture would be detrimental.
Grading
The following general specifications are recommended:
1. Areas to be graded or paved shall be grubbed and stripped of
all vegetation, debris and other deleterious material. All
loose soil disturbed by the removal of trees and existing fill
shall be removed.
2. In all cases where the ground slope is steeper than 5
(horizontal) to 1 (vertical), the existing ground shall be
keyed and benched into bedrock, as the fill thereon is brought
up in layers. That existing ground which slopes flatter than
5 to 1 may also require benching, if the foundation engineer
considers such to be necessary.
Project No. 315C-020 7
Weller/Rolling Hills
3. All new fill shall be brought to near optimum moisture
content, placed in layers not exceeding six (6) inches thick
and compacted to at least 90 percent.
4. All other fills and backfills shall be compacted to at least
90 percent.
5. The compaction characteristics of all fill soils shall be
determined by ASTM D-1557-78. The field density and degree
of compaction shall be determined by ASTM D-1556, or by other
acceptable ASTM standard methods which are acceptable to the
governing public agency.
6. All new fill shall consist of clean soil, free of vegetation
and other debris, and shall be placed in layers not exceeding
six (6) inches at near optimum moisture content. No rocks
over three (3) inches in greatest dimension shall be used.
No soil shall be imported to the site without prior approval
by the foundation engineer. The surface soils on the project
would be suitable for use in compacted fills, provided it's
expansive nature is considered in design.
7. No jetting or water tamping of fill soils shall be permitted.
8. Care shall be exercised during rough grading so that areas
involved will drain properly. Water shall be prevented from
running over slopes by temporary berms.
9. At all times, the contractor shall have a responsible field
superintendent on the project, in full charge of the work,
with authority to make decisions. He shall cooperate fully
with the foundation engineer in carrying out the work.
10. No fill shall be placed, spread or rolled during unfavorable
weather. When the work is interrupted by rain, operations
shall not be resumed until field tests by the foundation
engineer indicate that conditions will permit satisfactory
results.
Inspection
As a necessary requisite to the use of this report, the
following shall be observed by the soils engineer:
1. Inspection of grading operations.
2. Geologic inspection of all cuts.
3. Inspection of all backfill wedges, drainage blankets, and weep
holes for retaining walls.
Project No. 315C-020 8
Weller/Rolling Hills
4. Inspection of all foundation excavations for the structure or
retaining walls.
The consultants should be notified at least two days in
advance of the start of construction. A joint meeting between the
client, contractor and soils and geology consultants is recommended
prior to the start of construction to discuss specific procedures
and scheduling.
REMARKS
The conclusions and recommendations contained herein are based
upon findings and observations made at the seven test pit
locations. While no great variations in soil conditions are
anticipated, if conditions are encountered during construction
which appear to differ from those disclosed by the test
excavations, this office should be notified, so as to consider the
•
need for modifications. '
No responsibility for construction compliance with the design
concepts, specifications, orrecommendations is assumed unless on -
site construction review is performed during the course of
construction which pertains to the specific recommendations
contained herein.
Footings should be located below a line measured at a 45
degree angle from the bottom of any utility trench, unless reviewed
and approved by the foundation engineer.
This report is subject to review by controlling public
agencies having jurisdiction.
This report has been compiled for the exclusive use of Dr. and
Mrs. Michael Weller and their authorized representatives. It shall
not be transferred to, or used by; a third party, to another
project, or applied to any other project on this site, other than
as described herein, without consent and/or review by this
facility.
Should the project be delayed beyond the period of one year
after the date of this report, the site and report shall be
reviewed to consider possible changed conditions.
Samples obtained in this investigation will deteriorate with
time and will be unsuitable for further laboratory testing within
three months from the date of this report. Unless otherwise
advised, the samples will be discarded at that time.
This investigation was made in accordance with generally
accepted engineering procedures and included such field and
laboratory tests considered necessary in the circumstances. In
the opinion of the undersigned, the accompanying report has been
substantiated by mathematical data in conformity with generally
accepted engineering principles and presents fairly the information
requested.
Project No. 315C-020
Weller/Rolling Hills
9
No other warranty, expressed or implied, is made as to the
professional advice included in this report.
Respectfully submitted,
COASTLINE GEOTECHNICAL
CONSULTANTS, INC.
,t a.
Richard A. Martin,
RAM/ac
Distribution:
(2) Addressee
(2) Edward Carson Beall
(1) Rich Marshall
(1) George DeVries
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VICINITY MAP
#3 FLYING MANE ROAD
CLUNG HILLS .CALIFORNIA
II_ low • I DRAWN APPROVED BY: _ BY JG
DATE: APR 90 REVISED
COASTLINE GEOTECHNICAL CONSULTANTS
7
PROJECT NO.315C-020
I DRAWING NUMBER
I
APPENDIX A
EXPLORATION AND TESTING
[I
M
Field exploration was accomplished using a truck mounted bucket auger of I6to24 inches in diameter and/or by
using a backhoe with on 18 to 30 inch scoop bucket,unless otherwise noted. The earth materials encountered
were continuously logged by our field representative and visually classified in accordance with the Unified
Soil. Classification 'System.
Undisturbed samples of the soil and/or rock were secured at. frequent intervals from the excavations by
driving a thin walled, steel, sampling tube into the ground ahead of the drilling with successive drops of the
drilling bar. The drive energy required for twelve inches of°penetration is shown on the Summary of Borings.
Samples of earth materials were retained in one inch high, two and one half inch diameter, brass rings. Representative
bulk samples were obtained and placed in water tight, polyethylene bogs for transport.
The field classification was reviewed in the laboratory by visual examination and may have been aucjmente
by A.S.T.M. classification tests such as grain size analysis, and Atterberg Limits tests. Unit dry weight and field
moisture content may have been determined for most of the undisturbed samples. Shear tests performed on
selected samples which were vertically loaded then sheared in the Direct Shear Machine at a constant strain rate.
Consolidation tests may have been performed on selected undisturbed samples confined in an apparatus designed tc
cccomodate a one inch high sample. Loading is applied to the specimen in several increments over selected time
inrervals,and the vertical defamation recorded. Unconfined compression tests ore performed on undisturbed samples
having a length at least two and one times the diameter, under constantly increasing vertical loading. All other
laboratory tests are performed in accordance with A.S.T.M. or U.B.C. designat-ed procedures.
SYMBOLS AND ABBREVIATIONS
Some or all of the' following symbol
figures .of this report: .
i iP - Strike and dip of bedding
- Approximate strike and dip
- Strike and dip of fracture
- Strike and dip of foliation
— .-.Property line
- Geologic contact
- Approximate geologic contact
•
- Location of boring
- Location of pit
- Assumed datum point
- Fault
- Shear zone
and abbreviations have been used within the text, plates,
U -Undisturbed sample
B - Bulk sample
S -Direct shear test
C - Consolidation test
E -Expansion test
G - Gradation test
A - Atterberg Limits test
F - Unconfined compression test
T -Mechanical Analyses
Q - Sand Equivalency test
R - 'R' Value test
M - Maximum density -Optimum moisture
and
test
1
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REFERENCE PLAN
ROOF PLAN
BY FULLER & KUFUS
UNDATED
II X 11 MIRID ON NO. 100001 OUAIIMNT•
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SOILS VESTIGATION
3FLYING MANE ROAD
ROLLING HILLS. CALIFORNIA
SCALE: 111,•201 I APPROVED BY:
DRAWN BY JG
DATE: APR 90 I REVISED
COASTLINE GEOTECHNICAL CONSULTANTS
PROJECT N0.315C-020
IDRAWING NUMBER
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I I Na MIGUEL A. CASTILLO
Structural & Civil Engineering
15432 Firmona Ave. Date: / / Cats by: Job No.:
Lawr,dale, CA 90260
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(310) 679-2355
FAX (310) 879.2354
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SOUTH FIELD DR.
Geotechnical Engineering Investigation
No. 3 Flying Mane Road
Rolling Hills, California
FLYING MANE
JOB N2
PLATE 3
COASTLINE GEOTECHNICAL CONSULTANTS, INC.
315C=O2O
DATE 3/7/90
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SUMMARY OF TEST PIT NO.
Grade Beam
DESCRIPTION
S" FILL: CLAY
° 17.1 bedrock fragments
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sandy,
with
Bottom of Pit @ 2 feet
No Water
No Caving
ELEVATION 100
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Mottled Tan Moderately
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DATE 3/7/90 SUMMARY OF TEST PIT NO.2 ELEVATION 100
°' \ FILL: CLAY = sandy, with Mottled Moderately
A. bedrock fragments Brown Firm
G
CLAY - silty, sandy Black
76 25.7 r E.
2
Bottom of Pit @ 2 feet
No Water
No Caving
Geotechnical Engineering Investigation
No. 3 Flying Mane Road
Rolling Hills, California
PROJ. NO. 315C-020
PLATE 4
COASTLINE GEOTECHNICAL CONSULTANTS
DATE 3/7/90
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SUMMARY OF TEST PIT NO. 3
DESCRIPTION
FILL: CLAY - sandy, silty, with
bedrock fragments
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ELEVATION 100
0
z
w
z
0
0
Mottled Moderately
Brown Firm
Mottled Brown
and
Yellow -Brown
77 26.2 IICLAY - silty, sandy with some Black Stiff
bedrock fragments
84 24.6 It 10 — BEDROCK - Siltstone, diatomaceous Yellow -Brown Hard
DATE 3/7/90
67 30.3 •
75 20.7 U
75 25.0 $
86 21.8 II
93 23.3
5
10
Bottom of Pit @ 12 feet
SUMMARY OF TEST PIT NO.
FILL: CLAY - silty, sandy, bedrock
fragments, roots
CLAY - silty, sandy with some
-- bedrock fragments
a
4
ELEVATION 95
Mottled Moderately
Brown Soft
Black Stiff
BEDROCK - Siltstone, diatomaceous Yellow -Brown Hard
End of Pit @ 10 feet
No Water
No Caving
Geotechnical Engineering Investigation
No. 3 Flying Mane Road
Rolling Hills, California
PROD. NO.315c-o2o
PLATE 5
COASTLINE GEOTECHNICAL CONSULTANTS
DATE 3/7/90
'CO
w
>- J i-.
y„ I o O a = F-
CC Cn J H 2 I- w
p Z ▪ V) Q n- w
LT- O ff) Q l'-
0 U B
r
67 21.5
65 24.8
86 24.2
78 21.4
86 19.6
88 12.0
DATE 3/7/90
83 16.0
71 30.7 111111
77 22.4
SUMMARY OF TEST PIT NO. 5
DESCRIPTION
FILL: CLAY - sandy, silty
_ r
5 _ CLAY - silty, sandy, with some
bedrock fragments
10 —
5 —
10
ELEVATION 100
✓
U
z
O H
J cn
O (!)
U
O
U
Mottled
Orange -Brown
Dark Brown
Moderately
Soft
to
Firm
Black Stiff
BEDROCK - Silstone, weathered Yellow Firm
resher Brown Hard
End of Boring @ 112 ft.
SUMMARY OF TEST PIT NO.6
CLAY -silty, sandy
BEDROCK-Siltstone, weathered
diatomaceous, fresher
Bottom of Pit @ 6 feet
No Water
No Caving
Geotechnical Engineering Investigation
No. 3 Flying Mane Road
Rolling Hills, California
ELEVATION 102
Black M. Soft
Yellow -Brown Firm
Hard
PROJ. NO. 315C-02C
PLATE 6
COASTLINE GEOTECHNICAL CONSULTANTS
DOTE 3/7/90 SUMMARY OF TEST PIT NO.
cn _
W
W a - w DESCRIPTION
Z W C W v
s U B
6
82 22.4
88 17.4
DATE
5 —
10 —
CLAY - silty, sandy
BEDROCK-Siltstone, diatomaceous,
weathered
fresher
End of Pit @ 6 feet
No Caving
No Water
SUMMARY OF TEST PIT NO.
Geotechnical Engineering Investigation
No. 3 Flying Mane Road
Rolling Hills, California
7
ELEVATION 101
r
U
Z
o
J C/)
O (f)
V
O
0
Black M. Firm
Yellow Firm
Brown
Hard
ELEVATION
PROJ. NO.315C-020
PLATE 7
COASTLINE GEOTECHNICAL CONSULTANTS
RESISTANCE( kips
SHEARING
5
4
3
2
C
0
RESULTS OF DIRECT SHEAR TEST
All samples were soaked for 24 hours prior to
testing to simulate extreme moisture conditions.
2
4 5
CONFINING PRESSURE ( kips per sq. ft.)
O - Test Pit No. 3 @ 1 ft. FILL.
C] _ Test Pit No. 4 @ 1 ft. FILL.
Geotechnical Engineering Investigation
No. 3 Flying Mane Road
Rolling Hills, California
Pro j. N 2 315C-020
Plate 8
COASTLINE GEOTECHNICAL CONSULTANTS, INC.
SHEARING
5
0.7
0.47
0
RESULTS OF DIRECT SHEAR TEST
All samples were soaked for 24 hours prior to
testing to simulate extreme moisture conditions.
I 2 3 4 5
CONFINING PRESSURE (kips per sq. ft.)
Test Pit No. 4 @ 7 feet. BEDROCK
0 - Normal Shear
❑ - Repeated Reshear
Geotechnical Engineering Investigation
No. 3 Flying Mane Road
Rolling Hills, California
Proj. Ne 315C-020
Plate 9
COASTLINE GEOTECHNICAL CONSULTANTS, INC.
5
4
co
RESISTANCE ( kips
SHEARING
3
2
0
0
RESULTS OF DIRECT SHEAR TEST
A11 samples were soaked for 24 hours prior to
testing to simulate extreme moisture conditions.
27°
20°
I2 3 4
CONFINING PRESSURE (kips per sq. ft. )
Test Pit No. 6 @ 3 feet. BEDROCK
0 - Normal Shear
❑ - Repeated Reshear
Geotechnical Engineering Investigation
No. 3 Flying Mane Road
Rolling Hills, California
Proj. N° 315C-020
Plate 10
COASTLINE GEOTECHNICAL CONSULTANTS, INC.
EXPANSION
CONSOLIDATION (in percent)
5
.1
2
CONSOLIDATION TESTS
PRESSURE (KIPS PER SQUARE FOOT)
.2 .3 .4
II 1
• — WATER ADDED
Geotechnical Engineering Investigation
No. 3 Flying Mane Road
Rolling Hills, California
2 3 4 5 6 7 8
I I I I i
I 1
I I
1
I 1
I I
I I
11
I
I '
1
I I
I I
I 1
I I
i
I I
I t
Boring 5
@ 5 ft.
Boring 4
@ 92 ft.
i I
I I
PROJ # 315c=o2o
PLATE 11
COASTLINE GEOTECHNICAL CONSULTANTS
EXPANS ION
CONSOLIDATION (IN PERCENT)
4 .1
M
2
0
2
4
6
CONSOLIDATION TESTS
PRESSURE (KIPS PER SQUARE FOOT)
.2 .3 .4 .5 .6 .8 1.0 2
I I i
• — WATER ADDED
►
i
Geotechnical Engineering Investigation
No. 3 Flying Mane Road
Rolling Hills, California
3
►
Test Pit
4 5 6 7
3 @ 7 feet•
PROJ #.315C-020
PLATE 12
COASTLINE GEOTECHNICAL CONSULTANTS
SLOPE STABILITY
Calculations were performed to determine the stability of the
existing slope. The results are as follows:
Reference: "Design Manual; Soil Mechanics, Foundations, and Earth
Structures", NAVFAC DM-9, March 1971,
pg.
7-7-8.
PROPERTIES:
C (cohesion) = 870 psf
r (saturated density of soil) = 110 pcf
H (slope height) = 210 feet
p (slope angle) = 25 degrees
0 (angle of friction) = 27 degrees
COMPUTATIONS:
cp
r H tang 110 (210) Tan 27°
_ = 13.5
C 870
From Reference Figure 7-4
Ncf = 44
Factor of Safety =
Ncf C
r H
44 (870)
_ = 1.66
110 (210)
This factor of safety is greater than the normally accepted
minimum for stable slopes.
Project No. 315C-020
Plate 13
SLOPE STABILITY
Calculations were performed to determine the stability of the
existing slope. The results are as follows:
Reference: "Design Manual; Soil Mechanics, Foundations, and Earth
Structures", NAVFAC DM-9, March 1971, pg. 7-7-8.
PROPERTIES:
C (cohesion) = 700 psf
r (saturated density of soil) = 110 pcf
H (slope height) = 210 feet
Q (slope angle) = 25 degrees
0 (angle of friction) = 38 degrees
COMPUTATIONS:
r H tan0 110 (210) Tan 38°
co _ _ = 25.8
C 700
From Reference Figure 7-4
Ncf = 76
Factor of Safety =
Ncf C
r H
76 (700)
2.30
110 (210)
This factor of safety is greater than the normally accepted
minimum for stable slopes.
Project No. 315C-020
Plate 14
SURFICIAL SLOPE STABILITY ANALYSIS
Reference: "Soil Slips, Debris Flows, and Rainstorms in the Santa
Monica Mountains and Vicinity, Southern California", Geological
Survey Professional Paper 851, dated 1975.
CALCULATIONS:
F.S. =
Where:
C + ( r - rw ) Z ( cosfl ) 2 tan0
r Z sing cosy
F.S. is the Factor of Safety.
C (cohesion) = 260 psf
r (saturated density of soil) = 110 pcf
rw (density of water) = 62.4 pcf
Z (depth of slide) = 4 ft
Q (slope angle) = 34 degrees
0 (angle of friction) = 26 degrees
260 + 47.6 (4) cos 34° tan 26°
110 (4) sin 34° cos 34°
260 + 63.8
F.S. =
204.0
= 1.59
This factor of safety is in excess of the normally accepted
minimum for stable slopes.
Project No. 315C-020
Plate 15
A
1
1
1
1
1
1
1
1
1
1
1
SURFICIAL SLOPE STABILITY ANALYSIS
Reference: "Soil Slips, Debris Flows, and Rainstorms in the Santa
Monica Mountains and Vicinity, Southern California", Geological
Survey Professional Paper 851, dated 1975.
CALCULATIONS:
F.S. =
Where:
C + ( r - rw ) Z ( cosp ) 2 tan0
r Z sing cosp
F.S. is the Factor of Safety.
C (cohesion) = 330 psf
✓ (saturated density of soil) = 110 pcf
✓ • (density of water) = 62.4 pcf
Z (depth of slide) = 4. ft
fi (slope angle) = 34 degrees
¢ (angle of friction) = 14 degrees
F.S. =
330 + 47.6 (4) cos 342 tan 14°
110 (4) sin 34° cos 34°
330 + 32.6
204.0
= 1.78
This factor of safety is in excess of the normally accepted
minimum for stable slopes.
Project No. 315C-020
Plate 16
GEOTECHNICAL ENGINEERING INVESTIGATION
PROPOSED RESIDENTIAL ADDITIONS
NO. 3 FLYING MANE ROAD
ROLLING HILLS, CA
PREPARED FOR DR. & MRS. MICHAEL WELLER
APRIL 20, 1990
1446 •W: 178TH ST.
GARDENA. CA 90248
COASTLINE GEOTECHNICAL CONSULTANTS,
INC.
CONSULTING GEOTECHNICAL ENGINEERS
April 20, 1990
(213) 217-1504
Project No. 315C-020
Dr. and Mrs. Michael Weller
No. '3 'Flying Mane Road
Rolling Hills, California 90274
Project Reference: Geotechnical Engineering Investigation
Proposed Residential Additions
No. 3 Flying Mane Road
Rolling Hills, California
Dear Dr. and Mrs. Weller:
Submitted herewith are the findingsof a geotechnical
engineering investigation for the referenced project. This
investigation was made for the purpose of obtaining information on
subsurface soils and bedrock on which to base recommendations for
a suitable foundation design for the proposed residential
additions. This investigation was coordinated with a geologic
investigation by George DeVries, Consulting Engineering Geologist.
Location of the site, relative to general topography, streets,
and landmarks, is shown on the attached Vicinity Map, Plate 1.
As outlined in the proposal of February 22, 1990, our work
consisted of geotechnical observations, subsurface explorations
and sampling, field and laboratory testing, calculations and
analyses, and the preparation of this report.
PROPOSED DEVELOPMENT
Although detailed building plans have not been developed as
yet, it is understood that the two additions will be one story in
height, constructed of wood frame and. stucco walls. Maximum wall
loads will be approximately 1500 pounds per lineal foot.
DESCRIPTION OF SITE
The subject'site is located on the west side of Flying Mane
Road, south of Crest Road in the City of Rolling Hills. The site
is on the south flank of the Palos Verdes Hills upon the west flank
of a ridge that descends westerly about 200 feet to a drainage
ravine.
Project No. 315C-020 2
Weller/Rolling Hills
The building pad is occupied by a one story, wood frame and
stucco residence, constructed in 1974. From the rear yard, the
site descends about nine feet at 12 (horizontal to 1 (vertical),
which consists of fill placed to create the level building pad.
The recently disced, natural slope of the site descends westerly
at about 4 (horizontal) to 1 (vertical) to a 1 to 1 cut slope on
the east side of Southfield Drive.
FIELD INVESTIGATION
Seven test pits were excavated by means of hand equipment to
depths'; ranging from 2 to 12 feet at the locations shown on Plate
2. The approximate locations of test pits were determined by tape
measurement from the existing residence. Approximate elevations
of test pits were determined by interpolation between contours on
a Roof Plan, prepared by Fuller and Kufus, undated. The locations
and elevations should be considered accurate only to the degree
implied by the method used.
A continuous record of the soils and bedrock encountered
during the excavating was made by our field representative and is
presented on Plates 4 through 7, Summary of Test Pits.
The lines designating the interface between materials on the
Summary of Test Pits represent approximate boundaries. The actual
transition between materials was gradual.
Undisturbed and bulk samples weresecured at frequent
intervals from the test pits for laboratory testing.
SUBSURFACE CONDITIONS
A wedge of moderately firm fill had been placed to create the
building pad. The fill consisted of sandy, silty clay with bedrock
fragments, and was a maximum thickness of 61/2.feet in the test pit,
but is expected to be 8 to 10 feet deep nearer the crest of the
slope.
The natural materials consist of 2; to 42 feet of stiff,
black, silty sandy clay overlying hard, yellow -brown, diatomaceous
siltstone bedrock. In the cut areas of the pad, only minor amounts
of the black clay were observed.
For a more detailed description of the bedrock, refer to the
engineering geology report by George DeVries.
No signs of surficial- or deep-seated instability were
evidenced on the site, nor upon immediately adjacent properties.
Creep, which is a nearly imperceptible movement of surficial
soils downslope caused by the forces of gravity, was observed on
the property. It is believed this movement extends to the full
depth of the fill and residual soil in the near vicinity of the
slope.
Project No. 315C-020
Weller/Rolling Hills
Groundwater and Drainage
Groundwater was not encountered, and none is anticipated
within depths pertinent to the proposed construction.
Surface drainage is comprised of sheet flow run-off of
incidental rainfall derived primarily within the parcel boundaries.
No signs of significant adverse erosion or instability were
observed during the course of this investigation.
LABORATORY TESTS
;Laboratory testing was programmed following a review of the
field investigation, and after considering the probable foundation
designs to be evaluated. Laboratory testing included the
determination of density, moisture content and shearing resistance
of the materials, as well as consolidation, compaction and
expansion characteristics.
The results of the tests are plotted or tabulated on the
Summary of Test Pits, Plates 4 through 7, Direct Shear Test Results
on Plates 8 though 10, and Consolidation Tests on Plates 11 and 12.
A compaction test was performed on the fill. The sample was
taken from Test Pit No. 3, at 4 to 42 feet. The test, performed
in accordance with ASTM D-1557-78, indicated a maximum dry density
of 90.5 . pounds per cubic foot at an optimum moisture content of
29.5 percent.
An expansion test was performed on.the finest grained soil
found at the ground floor level. The sample was obtained from Test
Pit No. 3, at a depth of 4 to 4; feet, and is classified as sandy,
silty clay. The purpose of this test was to evaluate the potential
for volume change and pressure increases with changes in moisture
content.
The test, performed in accordance with the Uniform Building
Code Standard Test No. 29-2, indicated an Expansion Index of 83.
The material would be classified as having a "moderate" potential
for expansion.
Details of the sampling and test procedures are given in the
Appendix.
SLOPE STABILITY - ANALYSES
Gross and surficial stability analyses were performed on the
westerly descending slope. A circular gross stability analysis
was performed on the sections shown on Plate 3, which extends from
Flying Mane Road to the ravine. The results of these calculations
are presented on'Plates 12 and 13.
Although not a very high slope, the surficial stability
analysis was performed on the 11/2 to 1 (horizontal to vertical) fill
slope descending from the building pad. The calculations are
presented on Plates 14 and 15.
Project No. 315C-020
Weller/Rolling Hills
4
Based uponthese analyses, it. was found that the factor of
safety against sliding exceeds the normally accepted minimum for
"stable" slopes..
'DISCUSSION AND GENERAL COMMENTS
Based on the findings summarized in this report, and provided
the recommendations of this report are followed, and the designs,
grading and construction are properly and adequately executed, it
is our opinion that construction within the building site would not
be subject to hazards from landslides, slippage or excessive
settlement. Further, it is our opinion that the proposed•building
and anticipated site grading would not adversely effect the
stability' of the site, nor adjacent properties, with the same
provisos listed above.
It is understood the additions planned at this time are in
the northwest corner of the existing residence, and an extension
to the living room in the west -central section. From Dr. Weller,
and observation on it's performance, it is believed the small
addition adjacent to Test Pit No. 1 is on a system of piers and
grade beams.' It is understood the piers are about ten (10) feet
deep and resting on the bedrock.
Therefore, a similar system of piers, or belled caissons, and
grade beams, with either wood or self-supporting floors are
recommended for both additions. This may require deepening of the
existing footings in the vicinity of Test•Pit No. 5, or providing
footings independent of the existing foundations.
CONCLUSIONS AND RECOMMENDATIONS
Foundations on Bedrock
An allowable bearing value of 2500 pounds per square foot, for
square and continuous footings, is recommended for foundations
placed at a depth of at least 24 inches below the lowest adjacent
final grade (top of slab -on -grade for interior footings) bearing
12 inches into the firm bedrock.
Settlement of footings up to 2 feet wide continuous and 5 feet
square is not expected to exceed 1/2 inch under the recommended
fully applied bearing pressure. Differential settlement between
footings is expected to be on the order of 1/4 inch.,
The bearing capacities given are net allowable bearing values
and the weight of the concrete foundations can be ignored. The
bearing value is for dead plus live load and may be increased by
one-third for momentary wind or seismic loads.
The maximum edge pressure of any eccentrically loaded footing
should not exceed the values recommended for either permanent or
momentary loads.
Project No. 315C-020
Weller/Rolling Hills
Lateral Loads - Spread Footinas
An allowable lateral bearing value against the sides of
footings of 350 pounds per square foot, per foot of depth, to a
maximum of 4000 pounds per square foot may be used provided there
is positive contact between the vertical bearing surface and the
bedrock.
Friction between the base of the footings, and/or floor slabs,
and the underlying soil may be assumed as 0.35 times the dead load.
Friction and lateral pressure may be combined, provided either
value is limited to two-thirds of the allowable. The above values
may be'; increased by one-third for short durations of seismic and
wind forces.
Creep
Piers placed within five (5) feet on a slope steeper than 5:1
(horizontal to vertical), in contact with the fill and residual
soil, shall be designed for creep loads. For design purposes, the
lateral creep pressures may be assumed as one kip per foot of depth
for isolated foundations in contact with the creeping soils.
Retainina Walls
Walls retaining drained earth may be designed for the
following:
Surface Slope of Equivalent
Retained Material Fluid Pressure
Horizontal to Vertical Pounds per Cubic Foot
Bedrock Fill or Residual Soil
Level 30 45
4 to 1 35 53
2 to 1 43 63
1Z to 1 55 82
Backfill should consist of clean sand and gravel. While all
backfills should be compacted to the required degree, extra care
should be taken working close to walls to prevent excessive
pressure.
Temporary Excavation Slopes_
Temporary excavation slopes in the existing surface soil may
be made vertical for cuts of less than 5 feet. For deeper cuts,
temporary excavation slopes shall be made no steeper than 1:1
(horizontal to vertical).
J
Project No. 315C-020 6
Weller/Rolling Hills
In areas where soils with little or no binder are encountered,
shoring or flatter excavation slopes shall be made.
Your attention is directed to the fact that while caving was
not encountered in the test excavations, it is possible that a
trench or excavation could react in an altogether different manner.
All excavations shall be made in accordance with the
regulations of the State of California, Division of Industrial
Safety. These recommended temporary excavation slopes do not
preclude local raveling and sloughing.
Drainage
i
Site drainage should be dispersed by non -erosive devices in
accordance with the grading regulations of controlling agencies to
preclude concentrated run-off and erosion over the site. In no
case shall water be allowed to pond or drain down the slope in a
concentrated and uncontrolled manner.
Floor Slabs -on -Grade
The surface soils found on -site are primarily sandy, silty
clay. Based on expansion tests, these soils are considered
moderately expansive. Due to the existence of fill within the area
of the proposed construction, it has been recommended that either
raised wood floors or self-supporting slabs be used. This being
the case, no special design for the expansive soil is deemed
necessary.
A moisture barrier beneath the slabs -on -grade, preferably
consisting of at least four (4) inches of rock, with a waterproof
vapor barrier, such as a plastic membrane of at least six mils in
thickness, covered with two inches of clean sand, is recommended
in areas where slab moisture would be detrimental.
Gradincr
The following general specifications are recommended:
1 Areas to be graded or paved shall be grubbed and stripped of
all vegetation, debris and, other deleterious material. All
--loose soil disturbed by the removal of trees and existing fill
shall be removed.
2. In all cases where the ground slope is steeper than 5
.(horizontal) to 1 (vertical), the existing ground shall be
keyed and benched into bedrock, as the fill thereon is brought
up in layers. That existing ground which slopes flatter than
5 to 1 may also require benching, if the foundation engineer
considers such to be necessary.
Project No. 315C-020
Weller/Rolling Hills
7
3. All new fillshall be brought to near optimum. moisture
content, placed in layers not exceeding six (6) inches thick
and compacted to at least 90 percent.
4. All other fills and backfills shall be compacted to at least
90 percent.
5. The compaction characteristics of all fill soils shall be
determined by ASTM D-1557-78. The field 'density and degree
of compaction shall be determined by ASTM D-1556, or by other
acceptable ASTM standard methods which are acceptable to the
governing public agency.
6-. All new fill shall consist of clean soil, free of vegetation
and other debris, and shall be placed in layers not exceeding
six (6) inches at- near optimum moisture content. No rocks
over three (3) inches in greatest dimension shall be used.
No soil shall be imported -..to the site without prior approval
by the foundation engineer. The surface soils on the project
would be suitable for use in compacted fills, provided it's
expansive nature is considered in design.
7. No jetting or water tamping of fill soils shall be permitted.
8. Care shall be exercised during rough grading so that areas
involved will drain properly. Water shall be prevented from
running over slopes by temporary berms.
9. At all times, the contractor shall have a responsible field
superintendent on the project, in full charge of the work,
with authority to make decisions. He shall cooperate fully
with the foundation engineer in carrying out the work.
10. No fill shall be placed, spread or rolled during unfavorable
weather. When the work is interrupted by rain, operations
shall not be resumed until field tests by the foundation
engineer indicate that conditions will permit satisfactory
results.
Inspection
As a necessary requisite to the use of this report, the
following shall be observed by the soils engineer:
1. Inspection of grading operations.
2. Geologic inspection of all cuts.-
3. Inspection of all backfill wedges, drainage blankets, and weep
holes for retaining, walls.
Project No. 315C-020
Weller/Rolling Hills
8
4. Inspection of all foundation excavations for the structure or
retaining walls.
The consultants should be notified at least two days in
advance of the start of construction. A joint meeting between the
client, contractor and soils and geology consultants is recommended
prior to the start of construction to discuss specific procedures
and scheduling.
REMARKS
:The conclusions and recommendations contained herein' are based
upon findings and observations made at the seven test pit
locations. While no great variations in soil conditions are
anticipated, if conditions are encountered during construction
which appear to differ from those disclosed by the test
excavations, this office should be notified, so as to consider the
need for modifications.
No responsibility for construction compliance with the design
concepts, specifications, orrecommendations is assumed unless on -
site construction review is performed during the course of
construction which pertains to the specific recommendations
contained herein.
Footings should be located below a line measured at a 45
degree angle from the bottom of any utility trench, unless reviewed
and approved by the foundation engineer.
This report is subject to review by controlling public
agencies having jurisdiction.
This report has been compiled for the exclusive use of Dr. and
Mrs. Michael Weller and their authorized representatives. It shall
not be transferred to, or used by; a third party, to another
project, or applied to any other project on this site, other than
as described herein, without consent and/or review by this
facility.
Should the project be delayed beyond the period of one year
after the date of this report, the site and report shall be
reviewed to consider possible changed conditions.
Samples obtained in this investigation will deteriorate with
time and will be unsuitable for further laboratory testing within
three months from the date of this report. Unless otherwise
advised, the samples will be discarded at that time.
This investigation 'was made in accordance with generally
accepted engineering procedures and included such field and
laboratory tests considered necessary in the circumstances. In
the 'opinion of the undersigned, the accompanying report has been
substantiated by mathematical data in conformity with generally
accepted engineering principles and presents fairly the information
requested.
Project No. 315C-020
Weller/Rolling Hills
9
No other warranty, expressed or implied, is made as to the
professional advice included in this report.
Respectfully submitted,
COASTLINE GEOTECHNICAL
CONSULTANTS, INC.
Richard A. Martin,
RAM/ac
Distribution:
(2) Addressee
(2) Edward Carson Beall
(1) Rich Marshall
(1) George DeVries
r..-•.:
L-5,31(5:::$•.,
"e1170:,0A2.
)
. *.1363 flO.
r
IAr r VUI/
EXPLORATION AND TESTING
Field exploration was accomplished using a truck mounted bucket auger of 16to24 inches in diameter and/or by
using a backhoe with an 18 to 30 inch scoop bucket, unless otherwise noted. The earth materials encountered
were continuously logged by our field representative and visually classified in accordance with the Unified
S oil. Classification 'System.
Undisturbed samples of the soil and/or rock were secured at. frequent intervals from the excavations by •
driving a thin walled, steel, sampling tube into the ground ahead of the drilling with successive drops of the
drilling bar. The drive energy required for twelve inches of•penetratton is shown on the Summary of Borings.
Samples of earth materials were retained in one inch high, two and one half inch diameter, brass rings. Representative
bulk samples were obtained and placed in water tight, polyethylene bogs for transport.
The field classification was reviewed in the laboratory by visual examination cnd may have been augment:
by _A.S.T.M. classification tests such es grain size analysis, and Atterberg Limits tests. Unit dry weight and field
moisture cbntent may have been determined for most of the undisturbed samples. Shear , tests performed on
s elected .sample's which were vertically loaded then sheared in the Direct Shear Machine at a constant strain rare
Consolidation tests may have been performed on selected undisturbed samples confined in an apparatus designed tc
cccomodate a one inch high sample. Loading is applied to the specimen in several increments over selected time
inrervals,and the vertical deformation recorded. Unconfined compression tests are performed on undisturbed sample:
having a length at least two and one times the diameter, under constantly increasing vertical loading. All other
laboratory tests are performed in accordance withA.S.T.M. or U.E.C. designate.d procedures.
SYMBOLS AND ABBREVIATIONS
Some or c II of the following symbol
figures .of this report:
-'� - Location of boring
• - Location of pit
- Assumed datum point
�P - Strike and dip of bedding
Z. - Approximate strike and dip
moo, Strike and dip of fracture
322A. - Strike and dip of foliation
-- -. Property line
—
--.-.Geologic contact,
- Approximate geologiccontact
F - Fault
-Shear zone
and abbreviations have been used within the text, plates, and
U -Undisturbed sample
B - Bulk sample
S -Direct shear fest
C - Consolidation test
E -Expansion test
G - Gradation lest
A - Atterberg Limits test
F - Unconfined compression test
T -Mechanical Analyses
Q - Sand Equivalency test
R - 'RValue test
M - Maximum density -Optimum moisture test
J
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I 00' APPROVED BY:
I 11=
APR 90
ItjEE
„
Li
VICINITY MAP
#3 FLYING MANE ROAD
OLLING HILLS .CALIFORNIA
RI
• '
/ • /
GA;
DRAWN BY JG
REVISED
COASTLINE GEOTECHNICAL CONSULTANTS
PROJECT NO.315C-020
1 DRAWING NUMBER
11 X 17 PRINTED ON NO. 1000M CLEARPRINT •
i
i
L
REFERENCE PLAN
ROOF PLAN
BY FULLER & KUFUS
UNDATED
N
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EXISTING RESIDENCE
SCALE: 1 II= 2 0'
DATE: APR 90
0
cc
FLYING MANE
SOILS INVESTIGATION
# 3 FLYING MANE ROAD
ROLLING HILLS, CALIFORN A
APPROVED BY:
DRAWN BY JG
REVISED
COASTLINE GEOTECHNICAL CONSULTANTS
J
11 X 17 PRINTED ON NO. 1000H CLEARPRINT •
PROJECT NO.315C-020
DRAWING NUMBER
2
• - '
•
3 I:
— — —
— N 0,1 -Is 01
0 0 0 0 0
0 0 0 0 0
I I I 1
01
0
1V-V NO1103S
ELEVATION (FEET)
SOUTH FIELD DR.
FLYING MANE
Geotechnical Engineering Investigation
No. 3 Flying Mane Road
Rolling Hills, California
JOB N2 315C-020
PLATE 3
COASTLINE GEOTECHNICAL CONSULTANTS, INC.
1
DATE 3/7/90
0
w
✓ J r.
>.. t_ 0 n. = F-
Q: U7 J F- i F- w
o z w cn acl- w
w L- o Cl) US Li_
av
s U B
I'
72 23.0 II
SUMMARY OF TEST PIT NO.
1
2
Grade Beam
DESCRIPTION
I 5" FILL: CLAY - sandy, with
n e I bedrock 'fragments
Bottom of Pit @ 2 feet
No Water
No Caving
ELEVATION 100
U
Z
o H
J cn
o u)
o Z
0
U
Mottled Tan Moderately
and Dark Brow Firm
DATE 3/7/90 SUMMARY OF TEST PIT NO.' ELEVATION 100
�:L• 8„ FILL: CLAY - sandy, with Mottled Moderately
D•o•bedrock fragment's Brown Firm
c
o CLAY - silty, sandy Black
76 25.7 11 o
2
Bottom of Pit @ 2 feet
No Water
No Caving
Geotechnical Engineering Investigation
No. 3 Flying Mane Road
Rolling Hills, California
PROJ. NO. 315C-020
PLATE 4
COASTLINE GEOTECHNICAL CONSULTANTS
a
DATE 3/7/90
c
W
Q: !n - F - " W
Q Z W {n Q 0- W
W Lt r Cl) w L1.
Q Q
UB
n
70 31.6
75 27.4
78 25.9
77 26i,2';
SUMMARY OF TEST PIT NO. 3
DESCRIPTION
FILL: CLAY - sandy, silty, with
bedrock fragments
w
ELEVATION 100
✓
cn
z
O W
o E
o z
0
0
Mottled
Brown
Mottled Brown
and
Yellow -Brown
Moderately
Firm
CLAY - silty, sandy with some Black Stiff
bedrock fragments
84 24.6 10 — BEDROCK - Siltstone, diatomaceous Yellow -Brown Hard
DATE 3/7/90
67 30.3
75 20.7
75 25.0
86 21.8
93 23-.3
5
10
Bottom of Pit @ 12 feet
SUMMARY OF TEST PIT NO.
4
ELEVATION 95
FILL: CLAY - silty, sandy, bedrock Mottled Moderately
fragments, roots Brown Soft
CLAY - silty, sandy with some
bedrock fragments
Black Stiff
— BEDROCK - Siltstone, diatomaceous Yellow -Brown Hard
End of Pit .@ 10 feet
— No Water
No Caving
Geotechnical Engineering Investigation P R O J. N 0.315C-020
No. 3 Flying Mane Road
Rolling Hills, California PLATE
5
J
COASTLINE GEOTECHNICAL CONSULTANTS
3/7/90
W
cn
>- cc .J r.
- D
e: W w
pz W• a n. w
w O ( W
p p v
2 U B
67 21.5
1 65 24.8
86 24.2
78 21t4`
86 19.6
88 12.0
DATE 3/7/90
83 16.0
71 30.7
m
SUMMARY OF TEST PIT NO. 5
DESCRIPTION
ELEVATION 100
>-
U
Z
O F-
.J
o Cl)
U z
U
FILL: CLAY - sandy, silty Mottled Moderately
Orange -Brown Soft
— to
Firm
Dark Brown
V
5-- CLAY - silty, sandy, with some • Black Stiff
bedrock fragments
10 —
BEDROCK - Silstone, weathered
resher
End of Boring. @ 111/2 ft.
Yellow Firm
Brown Hard
SUMMARY OF TEST PIT NO.6
CLAY -silty, sandy
BEDROCK-Siltstone, weathered
ELEVATION 102
Black M. Soft
Yellow -Brown Firm
El
diatomaceous, fresher Hard
_.� 77 22.4 in
J
5
Bottom of Pit @ 6 feet
No Water
No Caving
10 —
Geotechnical Engineering Investigation
No. 3 Flying Mane Road
Rolling Hills, California
PROJ. NO. 315C-02C
PLATE 6
COASTLINE GEOTECHNICAL CONSULTANTS
7
I
J
DATE 3/7/90
W
>- J
),. F_ Q.. = F-
= (n Eli F- M f' W
C1 Z - (A Q o- W
W Lt,. O (1) W li
o S
�
B o .
t
82 22.4
88 17.4
DATE
SUMMARY OF TEST PIT NO.
5 —
DESCRIPTION
ELEVATION 101
>-
Q_
O FW-
J (n
O U)
U
O
0
0
Z
CLAY - silty, sandy Black M. Firm
BEDROCK-Siltstone, diatomaceous, Yellow Firm
weathered Brown
fresher Hard
— End of Pit @ 6 feet
No Caving
No Water
10 —
SUMMARY OF TEST PIT NO.
Geotechnical Engineering Investigation
No. 3 Flying Mane Road
Rolling Hills, California
ELEVATION
PROJ. NO.315C-020
PLATE 7
COASTLINE GEOTECHNICAL CONSULTANTS
J
• GO
147)
RESISTANCE( kip
E2
Cr)
5
4
3
2
C
0
RESULTS OF DIRECT SHEAR TEST
All samples were soaked for 24 hours prior to
testing td simulate extreme moisture conditions.
25°
2
4 5
CONFINING PRESSURE ( kips per sq. ft.)
Q- Test Pit No. 3 @ 1 ft. FILL.
0_ Test Pit No. 4 @ 1 ft. FILL.
Geotechnical Engineering Investigation
No. 3 Flying Mane Road
Rolling Hills, California
Proj. N 315C-020
Plate 8
.COASTLINE GEOTECHNICAL CONSULTANTS, INC.
RESULTS OF DIRECT SHEAR TEST
J
7-7
RESISTANCE ( kips
SHEARING
5
2
0.7
0.47
0
0
All samples were soaked for 24 hours prior to
testing to simulate extreme moisture conditions.
2
3 4 5
CONFINING PRESSURE (kips per sq• ft.)
Test Pit No. 4 @ 7 feet. BEDROCK
0 - Normai'Shear
❑ - Repeated Reshear
Geotechnical Engineering Investigation
No. 3 Flying Mane Road
Rolling Hills, California
Proj. NE 315C-020
Plate 9
.COASTLINE GEOTECHNICAL CONSULTANTS, INC.
RESULTS OF DIkECT SHEAR TEST
p
a
c.
SHEARING
5
2
0
O
All samples were soaked for 24 hours prior to
testing to simulate extreme moisture conditions.
27°
20°
2
4 5
CONFINING PRESSURE ( kips per sq. fit. )
Test Pit No. & @ 3 feet. BEDROCK
O - Normal Shear
0 - Repeated Reshear
Geotechnical Engineering Investigation
No. 3 Flying Mane Road
Rolling Hills, California
P ro j. N ° -315C-020
Plate 10
.COASTLINE GEOTECHNICAL CONSULTANTS, INC.
•
i
'J
9
EXPANSION
Sr.
CONSOLIDATION
5 .1
4
3i;
2 I
I I
1
I I
I •
I I I
I II
I
I
CONSOLIDATION TESTS
PRESSURE (KIPS PER SQUARE FOOT)
.2 .3 .4 .5 .6 .8
I I I I I I
1
I I
I I
1
I 1
I
I
I . I
I ! 1
I I
1 1
I
I
I I 1
I 1
I 1 1
I 1
I 1
I
II I I
I
I i
I
1 I
1
II
I
I I
1 I
I
!
1.0
2 3
4 5 6
I I
7 8
Boring 4
1 ; @ 9 z ft.
I
II
I I I
• — WATER ADDED
Geotechnical Engineering Investigation
No. 3 Flying Mane Road
Rolling Hills, California
PROJ # 315C-020•
PLATE 11
J
COASTLINE GEOTECHNICAL CONSULTANTS
1
J
EXPANSION
CONSOLIDATION (IN PERCENT)
4
2
2
4
6
.2
'A
CONSOLIDATION TESTS
PRESSURE (KIPS PER SQUARE FOOT)
.3 .4 .5 .6
I I t
I I I I
I !
I I 1
! i I
I 1 I
I I
I I
� I '
I
I
1
I III
1 1 1 1
I 1
i I
1 I I
1 I
! I I 1 I
I I t I
1
I I 1 I I
I I I I 1
1 1 I I I I
II
• — WATER ADDED
Geotechnical Engineering Investigation
No. 3 Flying Mane Road
Rolling Hills, California
2
4 5 6 7 8
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
I I I
I
1 I 1
I
1 I
I
I I I
I I
1 1 I
1 I I
1 1 1
I
1
1
1
Test Pit 3 @ 7 feet
PROJ # 315C-020
PLATE 12
COASTLINE GEOTECHNICAL CONSULTANTS
J
1
p
4'
SLOPE STABILITY
Calculations were performed to determine the stability of the
existing slope. The results are as follows:
Reference: "Design Manual; Soil Mechanics, Foundations, and Earth
Structures", NAVFAC DM-9, March 1971, pg. 7-7-8.
3 f•
PROPERTIES:
C (cohesion) = 870 psf
'I r (saturated density of soil) = 110 pcf
H (slope height) = 210 feet
Q (slope angle) = 25 degrees
0 (angle of friction) = 27 degrees
COMPUTATIONS:
r H tang) 110 (210) Tan 27°
cc6 _ = = 13.5
C 870
IFrom Reference Figure 7-4
Na = 44
NaLI C 44 (870)
Factor of Safety = = = 1.66
r H 110 (210)
This factor of safety is greater than the normally accepted
Jminimum for stable slopes.
Project No. 315C-020
Plate 13
7
JI •
J
.SLOPE STABILITY.`
Calculations were performed to determine the stability of the
existing slope. The results are as follows:
Reference: "Design Manual; Soil Mechanics, Foundations, and Earth
Structures", NAVFAC DM-9, March 1971, pg. 7-7-8.
i 1'
PROPERTIES:
C (cohesion) = 700 psf
r (saturated density of soil) = 110 pcf
H (slope height) = 210 feet
(3 (slope angle) = 25 degrees
0 (angle of friction) = 38 degrees
COMPUTATIONS:.
r H tan
cb
C
From Reference Figure 7-4
Na = 76
110 (210) Tan 38°
700
= 25.8
Na C 76 (700)
Factor of Safety = 2.30
r H 110 (210)
This factor of safety is greater than the normally accepted
minimum for stable slopes..
Project No. 315C-020
Plate 14
a 4 b
i
J
i
SURFICIAL SLOPE STABILITY ANALYSIS
Reference: "Soil Slips, Debris Flows, and Rainstorms in.. the: Santa''.
Monica Mountains and Vicinity, Southern California",
Survey Professional Paper 851, dated 1975.
CALCULATIONS:
F.S. _
Where:
C + ( r - rw ) Z ( cosp ) 2 tan
r Z sing cosy
F.S... is the Factor of Safety.
C (cohesion) = 260 psf
r (saturated density of soil) = 110 pcf
rw (density of water) = 62.4 pcf
Z (depth of slide) = 4 ft
p (slope angle) = 34 degrees
0 (angle of friction) = 26 degrees
260 + 47.6 (4) cos 34° tan 26°
110 (4) sin 34° cos 34°
260 + 63.8
F.S. =
204.0
= 1.59
Geological
This factor of safety is in excess of the normally accepted
minimum for stable'slopes.
Project No. 315C-020
Plate 15
SURFICIAL'`'SLOPE STABILITY ANALYSIS,:
Reference: "Soil Slips, Debris Flows, and Rainstorms in the Santa
Monica Mountains and Vicinity, Southern California", Geological.
Survey Professional Paper 851, dated 1975.
CALCULATIONS:
C + ( r_ ru ) Z ( cosO3 ) 2 tancp
F.S. =
r Z sinf3 cosf3
Where:
F.S.\,is the Factor of Safety.
C (cohesion) = 330 psf
r (saturated density of soil) = 110 pcf
rW (density of water)
Z (depth of slide)
f3 (slope angle)
0 (angle of friction)
= 62.4 pcf
= 4 ft
34 degrees
14 degrees
330 + 47.6 (4) cos 342 tan 14°
F.S. =
110 (4) sin 34° cos 34°
330 + 32.6
204.0
= 1.78
This factor of safety is in excess of the normally accepted
minimum for stable slopes.
Project No. 315C-020
Plate 16