429, Addition to SFR of more than 2, Correspondence•
Ci1y e/ie0ti4
•
INCORPORATED JANUARY 24. 1957
NO. 2 PORTUGUESE BEND ROAD
ROLLING HILLS, CALIF. 90274
(213) 377-1521
FAX: (213) 377-7288
September 13, 1990
Dr. Michael Weller
3 Flying Mane Road
Rolling Hills, CA 90274
Re: Zoning Case No. 429 - Request for Site Plan Review
of residential additions
Lot 49-SF
Dear Dr. Weller:
This is to inform you that the City Council, at their meeting
on September 10, 1990, voted to ratify the Planning
Commission's approval of the above referenced planning/zoning
case application.
Pursuant to Section 17.32.087, Ordinance No. 207, an Affidavit
of Acceptance form must be executed before the approval becomes
effective. A copy of the Resolution of Approval, specifying
conditions of approval set forth by the Planning Commission,
is enclosed for your information. Once you have reviewed
the Resolution of Approval, please complete the enclosed
Affidavit of Acceptance form, have the signature(s) notarized,
and forward the Affidavit to the Office of the County Recorder,
Room 15, 227 North Broadway, Los Angeles, CA 90012, with
a check in the amount of $7.00. When the Affidavit of
Acceptance has been returned to the City, duly executed and
recorded, the Los Angeles County Department of Building and
Safety will be notified that a permit can be issued.
Please feel free to call me if you have any questions.
Very truly,
Ray (Ramada
Principal Planner
Encl.
/jc
•
City 0/ leoffinv _AA
September 9, 1991
Dr. Michael Weller
3 Flying Mane Road
Rolling Hills, CA 90274
INCORPORATED JANUARY 24, 1957
NO. 2 PORTUGUESE BEND ROAD
ROLLING HILLS, CALIF. 90274
(213) 377-1521
FAX: (213) 377-7288
SUBJECT: ZONING CASE NO. 429, 3 Flying Mane Road (Lot 49-SF)
Request for a one year time extension
Dear Dr. Weller:
This letter shall serve as official notification that a one year
time extension was APPROVED by the Plannning Commission at their
adjourned regular meeting on September 5, 1991.
We have enclosed a copy of RESOLUTION NO. 91-24, specifying that
the Site Plan approval shall expire within two years of the
approval of the original resolution, which will be August 4, 1992.
Please feel free to call me at (213) 377-1521 if you have any
questions.
SINCERELY,
LOLA UNGAR
PRINCIPAL PLANNER
cc: Mr. George Shaw, Edward Carson Beall Associates
COASTLINE GEOTECHNICAL CONSULTANTS, INC.
CONSULTING GEOTECHNICAL ENGINEERS
1446 W. 178TH STREET
GARDENA, CALIFORNIA 90248-3202
Project No. 315C-091
Dr. and Mrs. Michael Weller
No. 3 Flying Mane Road
Rolling Hills, CA 90274
IECEIIWE
11 OCT - I gaol
PROCESSING CENTER
LAND DEVELOPMENT DIVISION
Tel. (310) 217-1504
Fax (310) 217-1909
September 4, 2001
Subject: Reply No. 2 to Geologic and Soils Engineering Review Sheets
from the County of Los Angeles
Distressed Residence
No. 3 Flying Mane Road
Rolling Hills, California
Dear Dr. and Mrs. Weller:
This is written in response to a Geologic Review Sheet, dated July 11, 2001, and a Soils
Engineering Review Sheet, dated July 13, 2001, concerning the subject project, prepared by
the County of Los Angeles, Department of Public Works, Land Development Division.
Copies of the review sheets are attached.
RESPONSE TO BOTH GEOTECHNICAL REVIEWS
The reviewers of the geotechnical reports, listed in the "REFERENCES" section of this
response letter, seem to have missed the purpose of the proposed construction. The
residence has settled due to a difference of supporting foundation materials. The majority
of the residence is supported on footings on a graded cut, exposing bedrock on the east and
south sides of the building. The west and some of the north sides. (excluding an addition)
have footings founded on fill over natural clayey soil.
The house settled in the direction of the deepest fill or depth to bedrock. The repair plan
is very "common sense" - extend the foundations to the similar, non -settling material, and
design for the lateral creep loads, if necessary.
The proposed project information has been well documented, and a relatively simple fix.
This repair, in the writer's opinion, could only improve the site conditions, and can see no
reason for the County objecting to the repairs.
Project No. 315C-091 2
Weller/Rolling Hills
A review of the County's documents was performed. The findings of the research disclose
the following information:
Geotechnical reports of the site vicinity on file with the County of Los Angeles were
reviewed by George DeVries, August 16, 2001. Data was available for #1, #5, #7, #9, and
#10 Flying Mane Road and for #5, #7, and #10 Southfield Drive.
Geological investigations for a proposed addition at #1 Flying Mane (north of and adjacent
to the referenced site) were performed by Keith Ehlert (report dated 6/23/94) with soils
engineering by SWN (report dated 6/26/94). One 60 foot boring and three test pits (9 to
15 feet) were excavated for that investigation. Bedrock was reported to underlie 2 to 7 feet
of fill and soil. Bedrock consisted of bedded siltstone of the Monterey Formation.
Bentonite was reported in Boring K-1 at 12.5 to 14.5 feet below ground surface (bgs) and
Test Pit #3 from 9.5 to 14 feet bgs. Boring K-1 also encountered bentonitic siltstone at 41
to 45 feet bgs. Bedding attitudes showed some variability with location and depth. Cross
sections (A -A' and B-B') show the west -facing slope below Flying Mane and above
Southfield to be essentially a dip -slope with bedding approximately parallel to the slope.
Investigations for a proposed riding rink at #5 Flying Mane were performed by Lockwood -
Singh (report dated 3/5/74). Seven test pits were excavated with some bentonite reported
in Test Pit #1, Test Pit #4, and Test Pit #6. The rink was proposed for the western portion
of the property above Southfield Drive. Bedding attitudes were generally to the southwest
and west.
Additional investigations were performed by Keith Ehlert at #7, #9, and #10 Flying Mane.
Bentonite was not reported from these sites. Distress to existing residences along Flying
Mane has been reported predominantly along the west side of the street. The residences
are constructed on pads with cut on the east side and fill on the west. Distress has been
attributed to differential settlement of the foundation materials (cut -fill). This is consistent
with the findings of our investigations at the referenced site.
Geotechnical studies were performed for #5, #7, and #10 Southfield Drive by various
investigators (#5 - Associated Soils, 10/19/83 and Geofon, 4/91; #7 - Maurseth-Howe-
Lockwood, 7/21/66; #10 - AGI, 2/26/93 and 7/22/94). The presence of bentonite was not
generally reported at these sites. A significant thickness of colluvial deposits is reported
overlying bedrock in these areas.
In summary, after a detailed review of the referenced geology for the site and vicinity, the
conclusions and recommendations as presented in the- earlier geotechnical reports for the
site are considered valid. While bentonite is reported throughout the site vicinity,
landsliding is not reported in the immediate vicinity, nor is the site located within a zone
Project No. 315C-091 3
Weller/Rolling Hills
requiring evaluation for earthquake -induced landsliding (CDMG; 1997, SP 117). As noted
in our 5/ 1/ 01 response, the nearest mapped landslides are located approximately 0.2 mile
to the southwest (unnamed) and the west (Flying Triangle).
Slope Stability
The repairs to the property are not a slope stability issue. Bentonite beds exist, although
random and discontinuous. However, to avoid future geotechnical reviews on the subject,
additional slope stability calculations were performed, using the "benonite" strengths from
the SWN report of June 26, 1994.
Using the cross-section presented in the May 1, 2001 Reply letter, the location of which is
shown on Plate 1A, and section shown on Plate 2A, new calculations were performed. The
results of these calculations, shown on Plates 3A-R through 6A-R, indicates the factors of
safety exceed the normally accepted minimums for stable slopes, for both static and
pseudostatic analyses.
111 Statement - Based on the findings summarized in this letter and our prior reports, and
provided the recommendations of these reports are followed, and the designs, grading, and
construction are properly and adequately executed, it is our finding that construction within
the building site will not be subject to geotechnical hazards from landslides, slippage, or
excessive settlement. Further, it is our finding that the proposed underpinning will not
adversely effect the stability of the site, or adjacent properties, with the same provisos listed
above.
Should there be any questions concerning this reply, please call.
Respectfully submitted,
COASTLINE GEOTECHNICAL CONSTS, INC.
Richard A. Martin, RGE 563
George DeVries, CEG 1141
RAM/ GD/jm
(5) Addressee
(1) Palos Verdes Engineering
REFERENCES
The following geotechnical documents have been prepared for the site located at No. 3
Flying Mane Road, in Rolling Hills, California:
1. Coastline Geotechnical Consultants, Inc., April 20, 1990, "Geotechnical Engineering
Investigation, Proposed Residential Additions", Project No. 315C-020.
2. George DeVries, May 4, 1990, "Preliminary Engineering Geology Investigation,
Proposed Residential Addition", Project No. 1183-030.
3. Coastline Geotechnical Consultants, Inc., November 19, 1990, "Supplement to
Report, Geotechnical Engineering Investigation, Proposed Residential Additions",
Project No. 315C-020.
4. Coastline Geotechnical Consultants, Inc. and George DeVries, May 8, 2000,
"Geotechnical Engineering. Investigation Report, Distressed Residence",
Project No. 315C-030.
5. Coastline Geotechnical Consultants, Inc. and George DeVries, May 1, 2001, "Reply
to Geologic and Soils Engineering Review Sheets", Project No. 315C-041.
Sheet 1 of 1
REVIEWER CALLING HOURS
8-9 a.m. & 3-4 p.m. Mon.-Thurs.
County of Los Angeles Department of Public Works
LAND DEVELOPMENT. DIVISION
GEOLOGIC REVIEW SHEET
900 S. Fremont Ave., Alhambra, CA 91803
TEL. (626) 458-4925
Tract/PM
Parent Tract
Site Address #3 Flying Mane
Geologist (Coastline) George DeVires
Soils Engineer Coastline
Lot(s)
Location Rollins Hills
Developer/Owner Weller
Engineer/Arch. Palos Verdes Engineering
Review of:
Building P.C. No. 0101120003 For: SFR Repair/Underpinning
Geology and Soils Engineering Report(s) Dated 5/1/01
Action: Plan is not recommended for approval for reasons below.
Remarks/Conditions:
Dist. Office 12.02
F X NF
DISTRIBUTION
1 Dist. Office
1 Geologist
s Engr.
1 Section File
_ Grading Sect.
1 Proc. Ctr.
1. The submitted statement in accordance with Section 111 of the Los Angeles County Building Code is inconclusive with
regards to future settlement.
2. The Altamira Member of the Monterey Formation is known to contain lenses of very bentonitic tuff. Submit data which
eliminates the possibility of these very weak material beneath the site and descending slope. The submitted data only
describes.5 feet of the formation. If these very weak units exist beneath the site and descending slope utilize the
appropriate strength in the slope stability analyses.
3. This office has files for 1,5,7,9 and 10 Flying Mane and several files for the properties along Southfield Drive. Please
review these files and incorporate the information into the findings, conclusions and recommendations.
4. The Soils Engineering review dated 7/13/01 is attached.
Date 7/11/01
NOTICE: Public safety, re tive to geotechnlcal subsurface exploration, shall be pro ded in accordance with current codes for excavations, Inclusive
of the Los Ang r. s County Code, Chapter 11.48, and the State of Callf7 a, Title 8, Construction Safety Orders.
The "Manual for Preparation of Geotechnical Reports" prepared by County of Los ngeles, Department of Public Works is available on the Internet at the following
address: http://dpw.co.la.ca.us/med/manual.pdf
p:\Idpubnew\geology revlew\forms\Form 6
5/15/01
Address:
Telephone:
Fax:
Calling hours
COUNTY OF LOS ANGELES
DEPARTMENT OF PUBLIC WORKS
LAND DEVELOPMENT DIVISION
SOILS ENGINEERING REVIEW SHEET
900 S. Fremont Ave.
Alhambra, CA 91803
(626) 458-4925
(626) 458-4913
- Monday through Thursday 8-9 a.m. & 3-4 p.m.
Underpinning
Location 3 Fivina Mane Road. Rollina Hills
Developer/Owner Weller
Engineer/Architect Palos Verdes Enaineerina
Soils Engineer Coastline 9315C-030).
Geologist DeVries
Building Plan Check No. 0101120003
Review of:
Building Plan Dated By Processing Center 6/20/01
Soils Addendum Dated 5/1/01 Geologic Addendum Dated
Previous review sheet dated 2/5/01
ACTION:
Plan is not recommended for approval.
REMARKS:
5/1/01
District Office 12.02
Sheet 1 of 1
DISTRIBUTION:
_ Drainage
Grading
1 Geo/Soils Central File
1 District Engineer
1 Geologist
1 Soils Engineer
1 Engineer/Architect
1. The foundation design recommendations provided address only shallow footings. As previously requested, provide
recommendations which specifically address the proposed deep foundation underpinning (e.g. axial and lateral
capacity, downdrag, lateral loads due to slope instability and/or creep, ect.). Verify that the proposed deep foundation
design, as shown on the building plans, is in accordance with the recommendations provided by the geotechnical
engineer.
2. Requirements of the Geology Section are attached.
3. Include a copy of this review sheet with your response.
Prepared by
tea \�
NOTICE: Public safety, relative to geotechnical subs eiOja , shall be provided in accordance with current codes for
excavations, inclusive of the Los Angeles County Code, Ch , and the State of California, Title 8, Construction SafetyOrders.
Mark:3aa
Date 7/13/01
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VICINITY MAP
#3 FLYING MANE ROAD
ROLLING HILLS ,CALIFORNIA
APR 90
1"= I 001 APPROVED BY:
••
4
DRAWN BY
REVISED
JG
COASTLINE GEOTECHNICAL CONSULTANTS
PROJECT NO. 315C-091
DRAWING NUMBER
GEOLOGIC CROSS .SECTION
co
Z
i
3NVW JNIAid '
(1333) NOI±VA313
SECTION A -A'
o 0 c
O o 0 0
0 0 0
ammo • • _ N
Slope Stability Analysis
No. 7 Flying Mane Road
Rolling Hills, California
0
00
ri ri
MU
U=
V) ri
Prot. II 315C-091
Plate 2A
DeVr; i s►s—Ciorzs,u 1 t i,ri.g GoQ
SLOPE STABILITY CALCULATIONS
Parallel Cross
Shear Strength Bedding Bedding
Cohesion, psf 220 400
Friction Angle, 0 18 34
Itan cb 0.325 0.675
Section: A - A', Plane I (Unit Weight, pcf 120 120
Area Weight of Slide Driving Normal Length
Segment Segment Plane sin a cos a Force Force
(Ft2) (Kips/LF) Angle W Sin a W Cos a (Feet)
1 1112 133.4 7 - 0.122 0.993 16.3 132.4 112
2 163 19.6 55 0,819 0.574 16.0 11.2 26
F.S. =
32.3 143.7
E CL + E W cos a tan 0 ECL+(EWcosa—KEWsina)tan 0
F.S. _
EWsina EWsina+KEWcosa
35.0 + 50.6 35.0 + 48.2
( K = 0.15)
32.3 53.8
85.6 83.2
= 2.65 = = 1.55
32.3 53.8
Geotechnical Engineering Investigation
No. 3 Flying Mane Road
Rolling Hills, California
Project No. 315C-091
Plate 3A - R
COASTLINE GEOTECHNICAL CONSULTANTS
SLOPE STABILITY CALCULATIONS
Parallel Cross
Shear Strength Bedding Bedding
Cohesion, psf 220 400
'Friction Angle, 0 18 34
tan $ 0.325 0.675
Section: A - A', Plane I1 Unit Weight, pcf 120 120
Area Weight of Slide
Segment Segment Plane sin a
(Ft2) (Kips/LF) Angle
3 833 100.0 15 0.259
4 490 58.8 15 0.259
5 1798 215.8 7 0.122
6 1056 126.7 7 0.122
7 315 37.8 55 0.819
Driving Normal Length
cos a Force Force (Feet)
W Sin a W Cos a
0.966 25.9 96.6 92
0.966 15.2 56.8 51
0.993 26.3 214.2 61
0.993 15.4 125.8 33
0.574 31.0 21.7 39
113.8 515.0
ECL+EWcosatanq ECL+(EWcos a—KEWsin a)tan 0
F.S. = F.S. _
E W sin a
EWsina+KEWcosa
67.7 + 174.9 67.7 + 167.7
113.8 191.0
242.6 235.5
= = 2.13 = = 1.23
113.8 191.0
Geotechnical Engineering Investigation
No. 3 Flying Mane Road
Rolling Hills, California
(K= 0.15)
Project No. 315C-091
Plate 4A - R
COASTLINE GEOTECHNICAL CONSULTANTS
SLOPE STABILITY CALCULATIONS
Parallel Cross
Shear Strength Bedding Bedding
'Cohesion, psf 220 400
'Friction Angle, 0 18 34
'tan 0 0.325 0.675
Section: A - A', Plane III (Unit Weight, pcf 120 120
Segment
Area
(Ft2)
3 833
4 490
5 1798
6 1056
8 1020
9 296
Surcharge
Weight of Slide
Segment Plane sin a cos a
(Kips/LF) Angle
100.0 15 0.259 0.966
58.8 15 0.259 0.966
215.8 7 0.122 0.993
126.7 7 0.122 0.993
122.4 7 0.122 0.993
35.5 55 0.819 0.574
7.2 7 I 0.122 0.993
Driving Normal
Force Force
W Sin a W Cos a
25.9
15.2
26.3
15:4
14.9
29.1
0.9
96.6
56.8
214.2
125.8
121.5
20.4
7.1
127.7 642.3
Length
(Feet)
92
51
61
33
34
37
0
ECL+EWcosatan0 ECL+(EWcos a-KEWsin a)tan 0
F.S. = F.S. _
E W sin a
EWsina+KEWcosa
74.4 + 215.8 74.4 + 208.1
127.7 224.1
290.2 = 2.27 _ 282.5
1.26
127.7 224.1
Geotechnical Engineering Investigation
No. 3 Flying Mane Road
Rolling Hills, California
(K= 0.15)
Project No. 315C-091
Plate 5A - R
COASTLINE GEOTECHNICAL CONSULTANTS
SLOPE STABILITY CALCULATIONS
Parallel Cross
Shear Strength Bedding Bedding
(Cohesion, psf 220 400
Friction Angle, 0 18 34
tan 0 0.325 0.675
Section: A - A', Plane IV Unit Weight, pcf 120 120
Area Weight of Slide
Segment Segment Plane
(Ftz) (Kips/LF) Angle
3 833 100.0 15
4 490 58.8 15
5 1798 215.8 7
6 1056 126.7 7
10 1080 129.6 7
11 255 30.6 55
Surcharge 7.2 7
sin a cos a
0.259
0.259
0.122
0.122
0.122
0.819
0.122
0.966
0.966
0.993
0.993
0.993
0.574
0.993
Driving Normal
Force Force
W Sin a W Cos a
25.9
15.2
26.3
15.4
15.8
25.1
0,9
96.6
56.8
214.2
125.8
128.6
17.6
7.1
124.6 646.6
Length
(Feet)
92
51
61
33
42
34
0
ECL+EWcos atan 0 ECL+(EWcos a-KEWsin a)tan 0
F.S. = E W sin a F.S. E W sin a+ K E W cos a
75.0 + 216.2 75.0 + 208.8
124.6 221.6
291.2 = 2.34 _ 283.8 = 1.28
124.6 221.6
(K= 0.15)
Geotechnical Engineering Investigation Project No. 315C-091
No. 3 Flying Mane Road
Rolling Hills, California Plate 5A - R
COASTLINE GEOTECHNICAL CONSULTANTS
Cuy o/ /20fA JhI%
July 19, 1990
Dr. Michael Weller
3 Flying Mane Road
Rolling Hills, CA 90274
INCORPORATED JANUARY 24, 1957
NO. 2 PORTUGUESE BEND ROAD
ROLLING HILLS, CALIF. 90274
(213) 377-1521
FAX (213) 377.7288
SUBJECT: ZONING CASE NO. 429; Request for Site Plan Review for
residential additions
Dear Dr. Weller:
Pursuant to Section 17.32.090 (enclosed) of the Rolling Hills
Municipal Code, this letter shall serve as official notification that
the above -stated Zoning Case application was reviewed by the Planning
Commission at their regular meeting of July 17, 1990. At that
meeting, the Planning Commission voted to approve the request for the
Site Plan Review for residential additions.
The Planning Commission's decision will be reported to the City
Council at their regular meeting on August 13, 1990. The decision of
the Planning Commission may be appealed pursuant to Sections 17.32.140
and 17.32.150 (enclosed) of the Municipal Code. A copy of Resolution
614, establishing the fee for filing an appeal, is also enclosed for
your information.
Should you have any questions regarding this matter, please contact
this office.
Sincerely,
CITY OF RObLING HILLS
Ray Ramada
Principal Planner
Encls
/jr
cc: Mr. Don Thursby, Architect
Peggy Minor, RHCA Manager
City .1) leoffiny JUL
TO: Dr. Michael Weller
3 Flying Mane Road
Rolling Hills, CA 90274
FROM: CITY OF ROLLING HILLS
INCORPORATED JANUARY 24, 1957
NO. 2 PORTUGUESE BEND ROAD
ROLLING HILLS, CALIF. 90274
(213) 377-1521
FAX: (213) 377-7288
The plan for: Site Plan RPvi Pw for prnpncPrt adrl; ti r o
Applicant: Dr, Michael Weller
Address: 3 Flying Mane Road, Rolling Hills, CA 90274
(a) Complies with City Zoning requirements
(b) Needs Variance ( )
Contact City for application and submittal requirements.
(c) Needs Conditional Use Permit
Contact City for application and submittal requirements.
(d) Needs Site Plan Review
Contact City for application and submittal requirements.
(e) xx Other (see below)
The Planning Commission at their regular meeting held June 19, 1990,
continued the above -stated application to an adjourned meeting to be
held Saturday,'June 30, 1990, at 7:30 A.M., So as to conduct a field
inspection of the Site and surrounding properties. The property must
be prepared to exhibit the proposed project, and the owner and/or
representative should be present. Should you have any further questions,
please contact the undersigned at this office.
June 21.. 1990
Ray Hamada
Principal Planner
CC: Mr. Don Thursby
Mr. Edward Beall, Edward, Carson Beall & Assoc.
•
EDWARD CARSON BEALL, A.I.A. AND ASSOCIATES
INTERIORS
EDWARD CARSON BEALL, A.I.A., A.I.C.P.
GEORGE C. SHAW, A.I.A.
FRANK J. BALOGH, A.I.A.
MILES E. PRITZKAT, A.I.A.
JOHN M. HORI, A.I.A.
WON NA NG, A.I.A.
DAVID MCKINNEY, A.I.A.
SUSAN R BEALL, A.S.I.D.
June 18, 1990
ARCHITECTURE PLANNING
MEMBERS OF THE AMERICAN INSTITUTE OF ARCHITECTS
Project: Dr. and Mrs. Michael Weller
#3 Flying Mane Road
Rolling Hills, California 90274
ADDENDUM TO SITE PLAN REVIEW APPLICATION #429
Correction of Building Pad area noted on plans:
Existing Building Pad = 7,238 square feet
23 72 7 HAWTHORNE BOULEVARD
TORRANCE, CALIFORNIA 90505 (213) 378 - 1280
FAX (213) 375-9530
Georae DeVries
Consulting Geologist
4520 E. Slauson Ave., Maywood, California 90270 — (213) 771-3046 / (213) 596-0467
May 4. 1990
Project No. 1183-030
Dr. and Mrs. Michael Weller
c/o Coastline Geotechnical Consultants
1446 , W. 'i'78th 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•explor'ation 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: Geologic
Map, Geologic Cross Section, and subsurface exploration logs.
Registered Geologist
Certified Engineering Geologist
)
1183-030/ May 4, 1990 •
Michael.Weller/Rolling Hills
SITE CONDITIONS
Location and Topography
Page 2
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
draih'age (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 axe 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.
Geology
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
i
1i83-030/ May 4, 1990
Michael Weller/ Rolling Hills
Page 3
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
;D 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
3 apprpxl mately 20 to 30 degrees (range from 10 to 34) to the south
and southwest. The attitudes observed are generally neutral to
the s.lope'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.
a
1183-030/ May 4, 1990
Michael_ Weller/ Rolling Hills
SLOPE STABILITY
Page 4
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
ao
)
)
1183-030/ May 4, 1990
Michael Weller/ Rolling Hills
Page 5
-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
nece$:sary, 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
from USGS San Pedro
ICINI T Y MAF'
& Torrance Quadrangle Map
Michael Weller
# 3 Flying Mane Rd.
Rolling Hills, CA
SCALE 1:24,000
Proj. N2 1183-030
Plate
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3
3
EXF'1—ANIAT' I ON
Tma - Monterey Formation
Altamira Shale Member
4-.4-AMM
- Geologic Contact
(approx. located)
- Strike & Dip of Bedding
- Approx. Test Pit Location
REFERENCE PLAN
ROOF PLAN
BY FULLER & KUFUS
UNDATED
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Michael Weller.
No. 3 Flying Mane Rd.
Rolling Hills, CA
SCALE: 1 fl= 1 00l
APPROVED BY:
1183-030
Georae DeVries
Consulting Geologist
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Michael Weller Proj. N ° 1183-030
No. 3 Flyign Mane Rd.
Rolling Hills, CA Plate 3
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SUBSURFACE EXPLORATION LOGS
DEPTH
INTERVAL DEPTH ATTITUDES DESCRIPTION
TP-i
0.0-2.0
TP-2
0.0-2.0
Fill: Sandy Clay, mottled Tight 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
@1.0 -becomes black sandy and silty clay
TD=2.0 No water, No caving
SUBSURFACE EXPLORATION LOOS
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.
@10.0 N7OW, 10S
@11.0 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 cl:asts,
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 irregular
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 l 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
i to 2 f eet •
-joint attitudes, poorly developed
@7.0 N5OW, 20S -bedding attitude
@8.0
N5OW, 20S
N15W, 20W
-bedding attitude, some minor
folding and local variation
@9.0 N35W, 20W/ -bedding attitude
TD=10.0 No water, No caving
PLATE 6
44.
)
)
SUBSURFACE EXPLORATION LOGS
DEPTH
INTERVAL DEPTH ATTITUDES DESCRIPTION
TP-5
0.0-0.5
0.5-4.0
";
4.0-7.0
7.0-11.5
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)
Soil: Silty Clay, black, stiff, damp;
some angular siltstone clasts; lower
-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 _
N7OW, 90-80N -joint attitudes, approximately
. N-S, 90-80E perpendicular to bedding
@9.0 N3OW, 27W
@10.0 N40W, 34W
TD=11.5
- 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
i 1;
04.0 NI5W, 40W
@4.5 N35W, 35W
05.5 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 1 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
1.0-6.0
i. %
N60E, 80-70N
N3OW, 80S
@3.0 N50E, 40S
@4.0 N7OW, 32S
TD=6.0
Soil: Silty Clay/Clayey Silt, dark brown,
firm, damp to moist; some angular and
blocky siltstone clasts; lower contact
gradational ( E-W, 25N)
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
PLATE 9