255, Cut and fill slopes as reccomm, Studies & ReportsArchitecture 672 Silver Spur Road Neil Stanton Palmer
Planning Palos Verdes Peninsula Member
Engineering California 90274 American Institute
Telephone (213) 377-6976 of Architects •
Neil Stanton Palmer Architect,A.I.A. Incorporated
February 2, 1981
Honorable Mayor and Members of the.
Rolling Hills City Council
Rolling Hills City Hall
Rolling Hills, California 90274
Members of the Council
Re: Goldberg Residence/Owner compromises to meet Art Jury and
Planning Commission recommendations
The Goldbergs have made extensive compromises in their planning
in an effort to achieve harmony between the Art Jury and the
Planning Commission and we feel that the plan agreed upon by all
parties is a much better plan for the city and for the Goldbergs.
However, it has increased the construction cost by approximately
$125,000.
The following list covers the major compromises made:
1. The cut and fill has been balanced as requested
by the Art Jury thus eliminating 3,000 cubic feet
of imported fill.
2. They have provided increased flat pad area around
the house including play yard and terraces per
Planning Commission's desires..
3. The Goldbergs have completely rearranged their floor
plan several times in order to accomodate the Art
Jury and the Planning Commission's desires.
4. The overall size of the house has been reduced.
5. The Goldbergs have accepted a two car garage door
with tandem parking rather than the three car garage
previously planned for.
6. The house has been separated into two wings in order
to allow for a pool patio on the pad level of the house.
February 2, 1981
Page 2.
7. The house is stepped two and one half feet vertically
across their 34' width in order to follow the terrain
of land as much as possible.
8. The terrace level has been lowered one and one half feet
below the living level of the house, to follow the terrain
of the land and help balance the cut and fill.
9. The Goldbergs are providing for a vegetation screen
between the house and Pine Tree Lane.
10. The terraces follow the shape ofthe allowable proposed
grading in a manner that keeps the wall height on the
terrace side to an average of two and one half feet high.
Respectfully submitted,
Neil Stanton alme r, AIA
Principal Architect
NSP/as
Architecture 672 Silver Spur Road Neil Stanton Palmer
Planning Palos Verdes Peninsula Member
Engineering California 90274 American Institute
Telephone (213) 377-6976 of Architects
Neil Stanton Palmer Architect, A.I.A. Incorporated
February 2, 1981
Honorable Mayor and Members of the
Rolling Hills City Council
Rolling Hills City Hall
Rolling Hills, California 90274
Members of the Council
Re: Goldberg Residence/Owner compromises to meet Art Jury and
Planning Commission recommendations
The Goldbergs have made extensive compromises in their planning
in an effort to achieve harmony between the Art Jury and the
Planning Commission and we feel that the plan agreed upon by all
parties is.a much better plan for the city and for the Goldbergs.
However, it has increased the construction cost by approximately
$125,000.
The following list covers the major compromises made:
1. The cut and fill has been balanced as requested
by the Art Jury thus eliminating 3,000 cubic feet
of imported fill.
2. They have provided increased flat pad area around
the house including play yard and terraces per
Planning Commission's desires..
3. The Goldbergs have completely rearranged their floor
plan several times in order to accomodate the Art
Jury and the Planning Commission's desires.
4. The overall size of the house has been reduced.
5. The Goldbergs have accepted a two car garage door
with tandem parking rather than the three car garage
previously planned for.
6. The house has been separated into two wings in order
to allow for a pool patio on the pad level of the house.
February 2, 1981:
Page 2.
7. The house is stepped two and one half feet vertically
across their 34' width in order to follow the terrain
of land as much as possible.
8. The terrace level has been lowered one and one half feet
below the living level of the house, to follow the terrain
of the land and help balance the cut and fill.
9. The Goldbergs are providing for a vegetation screen
between the house and Pine Tree Lane.
10. The terraces follow the shape of the allowable proposed
grading in a manner that keeps the wall height on the
terrace side to an average of two and one half feet high.
Respectfully submitted,
Neil Stanton almer, AIA
Principal Architect
NSP/as
•
Architecture 672 Silver Spur Road Neil Stanton Palmer
Planning Palos Verdes Peninsula Member
Engineering California 90274 American Institute
Telephone (213) 377-6976 of Architects
Neil Stanton Palmer Arch itect, A.I.A. Incorporated
February 2; 1981
Honorable Mayor and Members of the
Rolling Hills City Council
Rolling Hills City Hall
Rolling Hills, California 90274
Members of the Council
Re: Goldberg Residence/Owner compromises to meet Art Jury and
Planning Commission recommendations
The Goldbergs have made extensive compromises in their planning
in an effort to achieve harmony between the Art Jury and the
Planning Commission and we feel that the plan agreed upon by all
parties is.a much better plan for the city and for the Goldbergs.
However, it has increased the construction cost by approximately
$125,000.
The following list covers the major compromises made:
1. The cut and fill has been balanced as requested
by the Art Jury thus eliminating 3,000 cubic feet
of imported fill.
2. They have provided increased flat pad area around
the house including play yard and terraces per
Planning Commission's desires.
3. The Goldbergs have completely rearranged their floor
plan several times in order to accomodate the Art
Jury and the Planning Commission's desires.
4. The overall size of the house has been reduced.
5. The Goldbergs have accepted a two car garage door
with tandem parking rather than the three car garage
previously planned for.
6. The house has been separated into two wings in order
to allow for a pool patio on the pad level of the house.
• February 2., 1981
J_ j Page 2.
7. The house is stepped two and one half feet vertically
across their 34' width in order to follow the terrain
of landas much as possible.
8. The terrace level has been lowered one and one half feet
below the living level of the house, to follow the terrain
of the land and help balance the cut and fill.
9. The Goldbergs are providing for a vegetation screen
between the house and Pine Tree Lane.
10. The terraces follow the shape of the allowable proposed
grading in a manner that keeps the wall height on the
terrace side to an average of two and one half feet high.
Respectfully submitted,
Neil Stanton Palmer, AIA
Principal Architect
NSP/as
Architecture 672 Silver Spur Road Neil Stanton Palmer
Planning Palos Verdes Peninsula Member
Engineering California 90274 American Institute
Telephone (213) 377-6976 of Architects
Neil Stantbn Palmer Architect,A.I.A. Incorporated
l)
February 2, 1981
Honorable Mayor and Members of the
Rolling Hills City Council
Rolling Hills City Hall,
Rolling Hills, California 90274
Members of the Council
Re: Goldberg Residence/owner compromises to meet Art Jury and
Planning Commission recommendations
The Goldbergs have made extensive compromises in their planning
in an effort to achieve harmony between the Art Jury and the
Planning Commission and we feel that the plan agreed upon by all
parties is.a much better plan for the city and for the Goldbergs.
However, it has increased the construction cost by approximately
$125,000.
The following list covers the major compromises made:
1. The cut and fill has been balanced as requested
by the Art Jury thus eliminating 3,000 cubic feet
of imported fill.
2. They have provided increased flat pad area around
the house including play yard and terraces per
Planning Commission's desires..
3. The Goldbergs have completely rearranged their floor
plan several times in order to accomciate the Art
Jury and the Planning Commission's desires.
4. The overall size of the house has been reduced.
5. The Goldbergs have accepted a two car garage door
with tandem parking rather than the three car garage
previously planned for.
6. The house has been separated into two wings in order
to allow for a pool patio on the pad level of the house.
February 2, 1981
Page 2.
7. The house is stepped two and one half feet vertically
across their 34' width in order to follow the terrain
of land as much as possible.
8. The terrace level has been lowered one and one half 'feet
below the living level of the house, to follow the terrain
of the land and help balance the cut and fill.
9. The Goldbergs are providing for a vegetation screen
between the house and Pine Tree Lane.
10. The terraces follow the shape of the allowable proposed
grading in a manner that keeps the wall height on the
terrace side to an average of two and one half feet high.
Respectfully submitted,
Neil Stanton almer, AIA
Principal Architect
NSP/as
III �,I 11111
R. BRUCE LOCKWOOD. R.E G.
Lockwood -Singh & Associates
A CORPORATION
Consulting Foundation Engineers and Geologists
1944 Cotner Avenue • Los Angeles, California 90025
Telephone: (213) 870-7335; (213)477-8208
Project Ref. 2228-02
•'
AWTAR SINGH, C.E.
February 5, 1981
Mr. Martin Goldberg
1657 Cataluna
Palos Verdes Estates, California 90274
SUBJECT: REPORT OF GEOTECHNICAL INVESTIGATION
PROPOSED RESIDENTIAL CONSTRUCTION
LOT 2, TRACT 28594
#4 PINE TREE LANE
ROLLING HILLS, CALIFORNIA
Dear Mr. Goldberg:
In accordance with your request we are pleased to submit
a report of a geotechnical investigation to provide '
information and recommendations for proposed residential
construction at the address referenced above.
The accompanying report has been substantiated by surface
and subsurface exploration, geologic reconnaissance, and
mathematical analysis made in accordance with generally
accepted engineering practice, includingthose field and
laboratory tests considered necessary in the circumstances.
It is the professional opinion of the undersigned that
this report presents fairly the information requested
by you.
Respectfully submitted,
LOCKWOOD-SINGH & ASSOCIATES
/�e-241
Rr Bruce Lockwood
CEG 204
RBL/AS/CHP/SMD/TW:jmf
Qt f
Awtar Singh
CE 17727
Proj. Ref. 2228-02
GOLDBERG - Pine Tree
-2- February 5, 1981
•
INTRODUCTION
-
This report presents the findings and conclusions of a
geotechnical investigation of Lot 2, Tract 28594,
No. 4 Pine Tree Lane, Rolling Hills, California. This
investigationwas undertaken in order to evaluate soil
and geologic conditions pertinent to future residential
development, .
The following report was reviewed during the course of
our investigation:
Engineering Geologic Investigation, Tentative Tract
No. 28954, Rolling Hills, California, by Maurseth-Howe-
Lockwood & Associates, October 30, 1970.
Soil and geologic data are plotted on a 1"=16' Site Plan,
dated January, 1981, provided by Neil Stanton Palmer Architect
and included in this report as Plate A. Three geologic
cross.. -sections were prepared at the same scale and are
included herein as Plates B-1 through B-3.
•
Proj. Ref. 2228-02
GOLDBERG - Pine Tree
-•3- February 5, 1981
•
FIELD INVESTIGATION
Field.. investigation included geologic reconnaissance of
the subject property and surrounding areas and excavation
of thirteen test pits with a crawler backhoe. Bulk and
undisturbed samples of soil and bedrock were collected for
subsequent laboratory testing. All test pits were backfilled
following examination, logging, sampling and mapping.
Logs of the Test Pits are included as Plates C-1 through C-13.
•
•
Proj. Ref. 2228-02
GOLDBERG - Pine Tree
-4- February 5, 1981
•
SITE CONDITIONS
Location and. Topography
The subject site is located on a west -facing slope descending
from Pine Tree Lane in the north -central portion of the
Palos Verdes Hills. Elevations on the parcel range from
about 775 feet to 920 feet above sea level. Slopes on
the parcel range from about 1.2:1 to 5.7:1 (horizontal to
vertical ratio). A north -trending drainage course parallels
the western property boundary. The site had been disked
shortly before the time of investigation.
Drainage
Surface drainage consists of sheet flow runoff of incident
rainfall derived primarily from within the parcel boundaries.
.A portion of the drainage course mentioned above has been
'designated.a flood hazard area by Los Angeles County, see
Plate A. Drainage from upslope areas to the east of the
parcel is effectively intercepted by Pine Tree Lane. No
evidence of past erosion or surface instability due to
concentrated runoff was observed.
Ground Water
At the time of investigation the drainage channel was dry.
No evidence of near surface ground water was encountered
on the slopes or in the test pits. No ground water is
anticipated in the area of proposed development.
•
Proj. Ref. 2228-02
GOLDBERG - Pine Tree
-5- February 5, 1981
•
GEOLOGIC CONDITIONS
Fill
No fill was encountered on the site.
Topsoil
"
The site is mantled by 2 feet to greater than 10 feet of
dark brown clay topsoil as encountered in the test pits.
At the time of investigationthe topsoil was dry and stiff.
Bedrock
Bedrock underlying the site consists of marine sediments of
the Altamira member of the Miocene Monterey formation: The
principal rock type is siltstone that ranges from massive
to moderately well bedded. The siltstone is moderately well
indurated and locally fractured.
Proj. Ref. 2228-02
GOLDBERG - Pine.Tree
-6- ' February 5, 1981
GEOLOGIC STRUCTURE AND STABILITY
Bedding within the bedrock exhibits generally northerly
dips of about 10° to 32°, essentially neutral to the
existing westerly facing slope. Anomalous attitudes
are attributed to localizedminor undulations in the
bedding., a condition common throughout this portion of
the Palos Verdes area. No evidence of past geologic
instability was observed during this investigation.
No unstable conditions are anticipated providing procedures
and precautions customary to hillside construction are
observed during and following development.
•
Proj. Ref. 2228-02
GOLDBERG - Pine Tree
- 7-- February 5, 1981
•
LABORATORY INVESTIGATION
Laboratory testing was programmed following a review
of the field.data and consideration of the probable
foundation design to be evaluated. Laboratory testing
includeddeterminations of unit weights, moisture contents,
shear strengths, consolidation characteristics and swelling
potential.. of in situ soils... The results of in -situ density
tests are presented on Table I,
TABLE I
SUMMARY OF FIELD DENSITY DETERMINATIONS
(From 2-3/8" 0 Undisturbed Samples)
Test Soil In. Situ In Situ
Location Type Dry Density Moisture Content
TP-5 @ 4' Siltstone 78.6 pcf '15.8%
TP-6 @ 1' Topsoil 84.0 pcf 20.2%
TP-6 @ 4' Siltstone 79,1 pcf 19.0%
Proj. Ref. 2228-02
GOLDBERG - Pine Tree
-8- February 5, 1981
•
Maximum density and optimum moisture contents of the
on -site materials were determined in the laboratory in
F "
accordance with ASTM D 1557-70. Results are tabulated in
Table II, "Summary of Laboratory Density Determinations."
Samples,of the on -site materials were remolded to 90%
relativecompaction at optimum moisture content, and were
tested to determine the shear and consolidation characteristics
of the in -situ soils and probable fill soil.. Direct shear
tests were performed after the samples had been soaked for
more than 48 hours. Results of the direct shear tests on
the remolded samples are plotted on Plates D-1 and D-2.
Consolidation curves of remolded samples are plotted on
Plate E.
TABLE I
SUMMARY OF LABORATORY DENSITY DETERMINATIONS
(Test Standard ASTM. D 1557-70)
Optimum
Maximum Dry Moisture Content
- Soil 'Type Density (% Dry Wt.)
Clay (Topsoil) 96.0 pcf 22.5%
Clay, silty 89.0 pcf
(Comminuted siltstone
diatomaceous)
•
28. 5%
Proj. Ref. 2228-02 -9- February 5, 1981
GOLDBERG - Pine Tree
To determine the expansiveness of the on -site materials, samples
were remolded at 50% saturation and then allowed to absorb
moisture under a surcharge of 144 psf. The on -site materials
can be classified as moderately to highly expansive. The
expansion index tests were performed in accordance with
UBC Standard No. 29-2. The results are presented on
Table III, "Summary of Expansion:Index Tests."
TABLE III
SUMMARY OF EXPANSION'INDEX TESTS
Soil. Type Expansion Index Potential Expansion
Clay (topsoil)' 106 High
Clay,. silty 89 Medium to High
diatomaceous
(siltstone)
Proj. Ref. 2228-02
GOLDBERG - Pine Tree
-10- February 5, 1981
.SLOPE STABILITY ANALYSIS
Proposed Cut Slopes in Bedrock:
The stability of proposed cut slopes in bedrock with favorable
dipping conditions has been analyzed by "Singh's Charts".
The highest proposed cut slope is on the order of 25 feet
and will be constructed at an inclination no steeper than
1.5:1 (horizontal to vertical ratio).. The following shear
strength parameters have been assumed in the analysis, based
on direct shear tests performed on samples of comminuted
bedrock remolded to in -situ density and moisture content,
and sheared under soaked conditions.
Unit -Weight, y = 110 pcf
Cohesion, C = 300 psf
Angle of Internal Friction, 0.= 23°
Based on the above values a factor -of -safety of 1.72 has been
-obtained. Calculations are presented on Plate F.
Proposed Fill Slopes:
It is understood the present grading plan may be altered with
regard to the location and heights of the proposed 1.5:1
(horizontal to vertical ratio) fill slopes. In addition, the
shear strength parameters of theproposed import fill materials
are not known. The safe recommended heights of proposed 1.5:1
fill slopes will be dependent upon the materials used in
proposed compacted fills.
•
Proj. Ref. 2228-02
GOLDBERG - Pine Tree
-11- February 5, 1981
•
CONCLUSIONS AND RECOMMENDATIONS
Based on the field. andlaboratoryinvestigation described
herein, it is the professional opinion of the undersigned
that the proposed construction is feasible, subject to the
following specific recommendations.
Discussion
The site is mantled with highly expansive adobe clay topsoil
to depths ranging from about.2 feet near the top of slope
to approximately 10 feet near the lower reaches of the property.
The topsoil and underlying siltstone, exhibit low shear
strength parameters and when mixed together will not produce
a fill material suitable for adequate structural support.
It is recommended that fill be comprised of nomore than 25%
topsoilwell mixed with comminuted bedrock. It is understood
that some import fill_material may be required to balance the
proposed site grading.
-Since the proposed gradingwill expose bedrock in much of the
proposed house area it is recommended that allfoundations
for theresidence,pool., and structural walls be established
in bedrock... Caisssons may be necessary where the depth to
bedrock exceeds approximately 8 feet.
Proj. Ref. 2228-02
GOLDBERG - Pine Tree
-12- February 5, 1981
•
Foundations
No foundations shall be established in the topsoil or
proposedfill soils.
All foundations shall be established in the competent underlying
bedrock. An allowable bearing value of 2000 psf may be
assumed for .foundations established at least 24 inches in
competent bedrock. The bearing value maybe increased by
500 psf for each additional foot of foundation in competent
bedrock..to_a maximum of 3000 psf.
The underlying bedrock is moderately to highly expansive.
Continuous foundations shall, be reinforcedwith at least
2 No...4 bars located near the top and bottom of the footing.
Pier footings are not recommended..
Lateral Design
An allowable lateralbearing value of 500 psf may be assumed
per foot of foundation. placed .in competent bedrock to a
maximum of 2000 psf. .A friction factor of 0.35 may be assumed:
Frictional and lateral resistances may be combined, provided
the lateral bearing resistance does not exceed 2/3 of
allowable bearing.. The above values may be increased by
one-third for short durations of seismic and wind forces.
Set Back. for Foundations
The outer face of the bottom of all foundations shall be set
back a. minimum distance of 5 feet from the face of the slope.
•
Proj. Ref. 2228-02
GOLDBERG - Pine Tree
-13- February 5, 1981
Settlement
If the entire building is founded in undisturbed bedrock,
as recommended., settlement of 1/2 inch may be anticipated.
Overall differential settlement should be on the order of
1/4 inch..
Creep
Downslope creep in the top.3 feet of the soil may be
anticipated. In this connection,foundations and their
structural connections shall be designed for lateral loads
which maybe assumed as 1.0 kips/sq. ft. for placing on a
slope steeper than 5 horizontal to 1 vertical. For design
purposes, the creepload may be assumed to apply uniformly
in the top 3 feet of soil.
Drainage
Adequate site drainage shall be designed by the civil engineer.
In no case shall water be allowed.to pond within the site or
be drained down the slope in an uncontrolled and concentrated
manner.
Slope Recommendations
The existing slope is considered to be geologically grossly
stable for the intended use. Proposed cut slopes may be
constructed no steeper than 2:1 (horizontal to vertical ratio)
in the topsoil and no steeper'than,1.5:1 in the bedrock.
Proposed fillslopes may be constructed at aninclination of--.
1.5:1 to safe recommended heights.: :.
Proj. Ref. 2228-02
GOLDBERG - Pine Tree
-14- February 5, 1981
•
•
i.t should be understood that, required slope stability
analysis for proposed.1.5:1 fill slopes will be provided
when the final grading plan is available and the shear
parameters of the proposed -import fill materials are known.
Earth Pressure
Walls retaining backfill of various materials may be
designed for earth pressures equivalent to those exerted
by .a fluid having a density not less than that shown in
the following table:
Equivalent Fluid Pressure
Backfill. Backfill made up
Surface Slope of composed of free -draining materials
Retained Material of existing.. .. with top ofwedge at least
(horz.: to vert.) site material".,. _. 6/10 of height of wall
Level 45 30
5 to 1 48 33
4 to 1 53 35
3 to 1 58 38
2 to 1 65.. 43
12 to 1 80 55
Backfill of drained soils shall have a width at the top of the
wedge equal to at least 6/10 of the height of the wall.
The equivalentfluid pressures shall be increased in the event
of surcharge affecting the wall.
A drainage. blanket and weep holes shall _be.incorporated in
the retaining wall design..
Proj. Ref. 2228-02 -:L5- February 5, 1981
GOLDBERG - Pine Tree
Recommended creep forces do not apply to walls designed in
accordancewith the above.equivalent fluid pressures.
F '•
Slabs
Since the site soils and bedrocks are expansive', seasonal
moisture changes can causesignificant strains in the floor
systems, resultingin undesirable cracking. .The following
floor systems are recommended in order of preference.
1. First preference.- Conventional wood floors
2. Second preference - Ifslabs on grade are used, they
shall be supported by a minimum thickness of two feet
of granular nonexpansive soil in order to minimize the
effects of the underlying.. expansive soils. Such slabs
shall have a minimum thickness of four inches and be
reinforced withat least No. 3 bars spaced at 24 inches
on center both ways, or 6x6-6/6 WWF. At a minimum No. 3
bars at 24 inches shall be provided in the exterior
footings and bent three.feet into slabs.
A moisture barrier consisting of at least four inches of
crushed rock, or a plastic waterproof vapor barrier, such
asvinyl with a thickness of at least six mils, is
recommended for placement beneath the slab to prevent
upward capillary movement of soil moisture.
The compacted subgrade.soiis.up to 30 inches below
lowest adjacent floor slabs and paving shall be premoistened
to at least 120% of the optimum moisture content. The
placement and compaction of granular subgrade soils shall_
•
Proj. Rey. 2228-02
GOLDBERG - Pine Tree
-16- February 5, 1981
be under the observationof the soils engineer. No
significant distress to the slabs is anticipated.
3. Third.preference -.Slabs on -grade may be supported by
a lesser thickness of granular:nonexpansive soil, to a
minimumthickness.of•four inches. Slabs constructed in
this mariner may be subject to some cracking, but this
condition is not anticipated to cause any gross
instability to the structure. Regular maintenance may
be required. All other recommendations, with respect
to reinforcement, waterproof barrier, and premoistening
of, the subgrade soils. shall be followed as in Paragraph 2,
above.
Grading
It is understoodthat grading is.planned at the site. Any
and all grading shall be approved in advance by the soil
engineer -land engineering_ geologist and shall be accomplished
in accoi.dance with grading specifications contained elsewhere
in this report.
All proposed import soils shall be approved by. the soil
engineer prior to construction.
Temporary. Excavation. Slopes
Tem ora� excavation slopes in the existing materials may be
P Y
made near vertical for cuts of less than 5 feet. For deeper
cuts,..temporary excavation slopes shall be made no steeper
thanlllil (horizontal to vertical). In areas where soils with
little or no binder are encountered, shoring or flatter
excavation slopes shall be made.
Proj. Ref. 2228-02 -17-- February 5, 1981
GOLDBERG - Pine Tree
All' excavations shall be made in accordance withthe
regulations of th.e State of California Division of Industrial
Safety. These recommended temporary excavation slopes do
not preclude local raveling -and sloughing.
Grading Specifications
1. Prior to placement of. compacted fill, the site shall be
cleared of all vegetation, loose topsoil, debris, and
any other deleterious materials.
2. If properly mixed, the existing site soils may be used in
the compacted fill. Proposed fills shall contain no
more than 25% topsoil.
Surfaces receiving fill soils shall be scarified, aerated
or moistened to moisturecontent acceptable to the soils
engineer.
4. If the moisture content of the fill soilsis below the
limits specified by the soils engineer, water shall be
added until the moisture content is as required.
5. If the moisture content of the fill soils is above the
limits specified by the soils engineer, the fill shall
be aerated by blading or other satisfactory methods until
the moisture content is as required. The wet soils may
be mixed with drier materials to achieve an acceptable
moisture content.
•
Proj. Ref. 2228-02
GOLDBERG - Pine Tree
-1.8- February 5, 1981
•
6.. Natural slopes steeper than.5 horizontal to 1 vertical
shall be benched into competent bedrock prior to
f.
placement of fill. The toes of -all ,proposed fill
slopes shallbe provided with_a 12-foot wide keyway
extending at least 3 feet into competent bedrock on
the downslope side of the key.
7. All fill soils shall be placed in lifts such that after
compaction they do notexceed six •(6) inches in
thickness and compacted until field density tests
indicate that a compaction... of not less than 900 of
the maximum density as determined by ASTM D 1557-70
has been obtained.
8. Field density tests shall be made in accordance with
ASTM D 1556-64. Field_. density tests shall be made for
every 2 foot interval and -not less than one test shall
be performed for every 500 cubic yards of fill placed.
9. Rocks less than 6 inches ingreatest dimension may be
placed in the fill, provided:
a. They are not placed in concentrated' pockets.
b. The fine-grained materials surrounding the rocks
are sufficiently compacted.
10. Rocks larger than 6 inches in greatest dimension shall
be removed from the site or placed in accordance with
specific recommendationsof the soils engineer.
Proj. Ref. 2228-02
GOLDBERG - Pine Tree
-19- February 5, 1981
•
11. No 'fill.soils shall be placed during unfavorable weather
conditions. When work is interrupted by rains, fill
operations shall not be resumed untilEthe field tests
by the soils engineer indicate that the moisture content
and. density of the fill are as previously specified.
12. .Planting and irrigation ofslopes and installation of
erosion control and drainage devices shall comply with
the requirements of the Grading Code of controlling
agencies.
•
Proj. Ref. 2228-02 -20-• February 5, 1981
GOLDBERG - Pine Tree
•
Inspection
As a necessary requisite to'.the use. of thi`s•report, the
following shall be observed by the soils engineer or the
engineering
geologist.
1. Inspection of all foundation. excavations.
2. Inspection andtesting of all grading and compaction.
3. .Inspection of drainage blanket and weep holes for
f retaining walls.
4. Geologic inspection to verify absence of adverse geologic
conditions.
The consultants should be notified at least 2 days in advance
of the start of construction. .A joint meeting. between the
client, contractor, and soil and geology consultants is
recommended prior to the start of construction to discuss
specific procedures and scheduling.
•
Proj. Ref. 2228-02
GOLDBERG - Pine Tree
-21- February 5, 1981
•
REMARKS
The conclusions and recommendations contained herein are
based on the surface examinationand findings and observations•
at the test pit locations. Although no significant variations
in soil orbedrock conditions are anticipated, if conditions
are encountered during construction which appear to be
different from those disclosed by the exploratory work,
this office shall be notified so as to consider the need
for modifications.
All slope' geometry described .herein .is based upon visual
examination in the field, or the cited topographic map.
The ground slope is described sin context of underlying
soil and geologic conditions'pri.marily for the purpose
of evaluating slope stability, and should not be relied upon
as a survey.- Where topographic data is important to the _..
location or size of proposed slopes; or structures such as
retaining walls, the topographyshould be checked independently
by the project Civil Engineers.
Your attention is directed to the face that while caving was
not encountered, it is possible that a trench or excavation
would react in an entirely different manner. All shoring and
bracing shall be in accordance with the current requirements
of the State of California Division of Industrial Safety,
and other public agencies having jurisdiction.
The report is subject to review by controlling public agencies'
having jurisdiction.
•
LOG OF TEST PIT
0'-2'
TOPSOIL
Clay
Brown, stiff, dry, expansive; rock up °to 6" O and 10% in
content. •
2'-5' BEDROCK (Tma)
Siltstone
Buff to red brown, massive, jointed, sandy, dry,
moderately indurated....
Strike & Dip of Joints: N39E, 84°NW; E-W,75°S
GEOLOGIC SKETCH
Apparent Dip of Joint Set
N62°E
Test Pit
Outline
EQUIPMENT Crawler Backhoe w/24" bucket TEST • PIT No. 1
• SURFACE ELEVATION 844 GOLDBERG - Pine Tree
DATE LOGGED 12Dec80 Iby CEP PROJECT No. 2228-02
LOCKWOOD - SINGH e ASSOC. PLATE c-i
LOG OF TEST PIT
0'-l' TOPSOIL
Clay
Brown, stiff, dry, sandy, expansive.
V-4' BEDROCK (.'aria)
Siltstone
Orange, massive, jointed, sandy, dry, moderately indurated.
Strike & Dip of Joints: N15°E, vertical;
N78°W, vertical
EQUIPMENT
GEOLOGIC SKETCH
Tops°
Vertical Joint Sets
Crawler Backhoe w/24" bucket
SURFACE ELEVATION 858_:
N30°E
Tma
Test Pit Outline
TEST PIT No.
GOT,nRERG - Pine Tree
2
DATE LOGGED .12Dec80 {by CHP PROJECT No. 2228-02
LOCKWOOD - SINGH e ASSOC. • - ' PLATE C-2
l
.0-.2-
LOG OF TEST PIT
•
•
0'-3' .TOPSOIL
Clay
Dark brawn, stiff, dry, expansive, rock up to 6"0 and 1% in
content.
BEDROCK (7Yna)
Siltstone
Light brown, massive, jointed, moderately indurated. Sandy, dry.
Strike & Dip of Joint: N36°E, 77°NW
Joint
GEOLOGIC SKETCH
Test Pit Outline
EQUIPMENT Crawler Backhoe w/24" bucket
SURFACE ELEVATION 871
DATE LOGGED .12Dec80 • IY . CHP
LOCKWOOD - SINGH e ASSOC.
N12°W
TEST PIT No.
GOLDBERG - Pine Tree
PROJECT No.
3
2228-02 -
PLATE C-3
C-3.
LOG OF TEST PIT,
•
•
0'-2' TOPSOIL
2'-
Clay
Brawn, sandy, dry, stiff, expansive, rock up to 8"0 and 15%
in content
BEDROCK ('aria)
Siltstone
Light orange brcrwn,.moderately indurated, sandy, moist,
very poorly bedded.
Strike & Dip of Bedding: N70°W,12°NE
GEOLOGIC SKETCH
Bedding
N70°E
Test Pit Outline
EQUIPMENT Crawler Backhoe w/24" bucket I TEST PIT No. 4
SURFACE ELEVATION 905
DATE LOGGED'12Dec80 lby cap PROJECT No. 2228-02
LOCKWOOD - S INGH e ASSOC.
GOLDBERG - Pine Tree
PLATE C-4
LOG OF TEST PIT
•
•
0'-4' TOPSOIL
Clay
Brown, stiff, dry, expansive, san
4'-5' BEDS Oltna)
Siltstone
Light brawn, dry,. massive, moderately indurated, fractured,
no bedding observed.
GEOLOGIC SKETCH
Topsoil
Bedrock
Test Pit Outline
EQUIPMENT crawler Backhoe w/24" bucket
SURFACE ELEVATION 875
DATE LOGGED .-1213ec80 Iby CRP
LOCKWOOD - SINGH € ASSOC.
TEST PIT No.
GOLDBERG - Pine Tree
PROJECT No.
N40°E
2228-02
5
PLATE
C-5
LOG OF TEST PIT
0'-2' TOPSOIL
Clay
Brown, stiff, dry, expansive sandy, rock up to 1'0 & 5%
in content.
2'-4' BEDROCK ('Irna)
Strike
Strike
Siltstone
White, very poorly bedded, fractured, diatomaceous, moist
Dip of Bedding: N85°W,32°NE
Dip of Joint: N321W,72°SW
GEOLOGIC SKETCH
Topsoil
N45°E
Joint Test Pit Outline
BM i ng
EQUIPMENT Crawlerhoe w/24" bucket TEST PIT No. 6
SURFACE ELEVATION 983 GOLDBERG - Pine Tree
DATE LOGGED 12Dec80 Jby CBP PROJECT No. 2228-02
LOCKWOOD - SINGH € ASSOC.
PLATE C-6
C-6-
LOG OF TEST PIT
•
•
0'-3' TOPSOIL
Clay
Stiff, Hoist, black, sandy, rock up to 1% in content and 2" 0
"
3' -5' BEDROCK (Ina)
Siltstone
Orange brown, moderately bedded, sandy, moderately indurated,
moist
Strike & Dip of Bedding: N60°E,25°NW
GEOLOGIC SKETCH
Test Pit Outline
EQUIPMENT Crawler Hoe w/24" Bucket
SURFACE ELEVATION 878
DATE LOGGED ' 12Dec80 lby CHP
LOCKWOOD - SINGH e ASSOC.
Bedding
TEST PIT No.,
N80°E
GOLDBERG - Pine Tree
PROJECT No. 2228-02
PLATE c-7
6-- 7'
LOG OF TEST PIT
•
0' -
1' - 4'
110PSOIL
Clay
Brawn, stiff, sandy, dry, expansive, rock up to 6" 0 and
2% in content
BEDROCK Cana)
Siltstone
Moderately bedded, moderately indurated, massive, siliceous
dry 1'-3' white, 3'-4' orange brown -
Strike & Dip of Joints: N71°E,72°SE;
N65°E,62°SE;
N70°W,69°NE
GEOLOGIC SKETCH
Topsoil
Joint Set
EQUIPMENT Crawler Hoe w/24" bucket
• SURFACE ELEVATION 873.
DATE LOGGED 1.2Dec80 IbY. CHP
N48 E
Test Pit Outline
TEST PIT No. 8
GOLDBERG - Pine Tree
PROJECT No.
2228-02
LOCKWOOD - SINGH € ASSOC. - PLATE c-8
•
2?' - 51'
LOG OF TEST PIT
Clay
Brown, sandy, dry, expansive, stiff
BEDROCK Ma)
Siltstone
Very sandy, dry, fractured, massive
i
Strike' & Dip of Joints: N87°E,62°SE;
N18°W, 83°NE
GEOLOGIC SKETCH
Test Pit Outline
Joint Set
N60°E
EQUIPMENTi, Crawler Hoe w/24" bucket TEST PIT No. 9
• SURFACE ELEVATION 849 GOLDBERG - Pine Tree .
DATE LOGGED 12Sept80 Iby (HP PROJECT No. 2228-02
LOCKWOOD - SINGH € ASSOC. PLATE c-9
9
LOG OF TEST PIT
0'-1'
1'-5'
ZUPSOIL
Clay
Brown, sandy, expansive, dry, stiff
rock fragments 1 % to 1" 0 `
BEDROCK (TYna)
Siltstone
Moderately bedded,. white to orange brown, dry, moderately
indurated.
Strike Dip of Bedding: N68°W,10°NE
GEOLOGIC SKETCH
Test Pit Outline
N87°E
Bedding
EQUIPMENT Crawler Hoe w/24" Bucket TEST PIT No. 10
SURFACE ELEVATION 865 GOLDBERG - Pine Tree'
DATE LOGGED 12Sept80 IbY CHp PROJECT No. 2228-02
LOCKWOOD - SINGH e ASSOC.
PLATE c-lo
LOG OF TEST PIT
1/2'-3
'IoPSOIL
Clay
Stiff, dry, expansive, sandy, brown
BEDROCK ('Iola)
Siltstone
Dry, moderately bedded, moderately indurated, sandy orange
brawn to white
Strike & Dip of Bedding: E W, 24°N
'
GEOLOGIC SKETCH
TOpr
Test Pit Outline
Bedding
Bedrock
N70°E
EQUIPMENT' ICr ler 24" .Bucket TEST PIT No. 11
aw Hoe w/
SURFACE ELEVATION 845 GOLDBERG - Pine Tree
DATE LOGGED 12Sept80 ,by CHP PROJECT No. 2228-02
LOCKWOOD - S INGH e ASSOC.
PLATE c-ii
LOG OF TEST PIT
•
0' -1 ! TOPSOIL
i Clay
Sandy, silty, brawn, moist, soft, expansive
h' -4' BEDROCK ('Tha)
Siltstone
Siliceous, hard, diatomaceous, poorly bedded, white to orange
brown, dry
Strikel& Dip g of Bedding: N28°W,11°tE
GEOLOGIC SKETCH
Test Pit Outline
soil
B9rock
Bedding
N50°E
EQUIPMENT crawler Hoe w/24" Bucket TEST PIT No. 12
III SURFACE ELEVATION 833 GOLDBERG - Pine Tree .
DATE LOGGED 12Dec80 - Iby CHP PROJECT No. • 2228-02
LOCKWOOD-SINGH E ASSOC. PLATE
c-1:
c- iL
LOG OF TEST PIT
•
0'-2' FILL
2'-8'
8'-10'
Clay
Brown, soft, expansive,
concrete cracks up to 2'0
F
1, TOPSOIL
1 r Clay
Brown, stiff, dry, sandy, expansive, rock fragments up to 1'
0 and 1% in content
BEDROCK (Tina)
Siltstone
Orange, dry, moderately bedded, moderately indurated sandy
Strike & Dip of Bedding: N20°K,10°NE
Concretes
Rock
Test Pit
Outline
GEOLOGIC SKETCH
Fill
Topsoil
Bedding
N220E
EQUIPMENT Crawler Hoe w/24" bucket TEST PIT No. 13
• SURFACE ELEVATION 808 .. GOT,DRERG Pine Tree
DATE LOGGED 12Ded80 Iby cuP PROJECT No. 2228-02
LOCKWOOD - SINGH € ASSOC. PLATE C-13
DIRECT SHEAR TEST PLOT
NORMAL LOAD - kips per square foot
0' 2 3 4 5 6
J111 IIII 1111 1111 1111 1111 1111 1111 1111 II11'II11 MIL'
6
5
o -
o -
-
cu
o _
Cr 7
'4
-
a I -
3-
I=
z _
CC -
I—
cn
Q
U) --
I
O 111111111 1111 1111 1111 1111 1111 1111 1111 1111 1111 11117
TP-,6 @ 0'-2': Topsoil (clay) remolded to 90% relative compaction at optimum
moisture content and soaked to approximate saturated conditions.
Initial Dry Density = 86.4 pcf
Initial MoistureContent = 22.5 %
Adopted Ultimate ShPAr Strength Parameters: C = 400 psf 0 = 13°
PROJECT GOLDBERG - Pine Tree
NO'
DATE February, 19s1
2228-02
PLATE D-1
ILOCKWOOD - SINGH & ASSOCIATES
DIRECT SHEAR TEST PLOT
0
III
o -
0
ci
NORMAL LOAD = kips per square foot
2 3 4 5 6
I IIII IIII IIII IIII IIII IIII IIII IIII IIII1111 III I
0-l11ll Iil1 IIII I111 I111 IIII till IIII I111 11;1 III'
TP-6 @ 2'-4': Comminuted siltstone remolded to 90% relative compaction at
optimum moisture content and soaked to approximate saturated conditions.
Initial. Dry Density = 80.1 pcf
Initial Moisture Content = 28.5%
Adopted Ultimate Shear Strength Parameters: C = 300 psf f6 = 23°
PROJECT GOLDBERG - Pine Tree Lane
N0. 2228-02
DATE February, 1981
PLATE n_2-
LOCKWOOD - SINGH & ASSOCIATES
CONSOLIDATION
TEST PLOT
•
1
3
4
z5
0
a
0 6
J
0
7
0
8
F—
• z
W 9
U
cc
W
°-10
11
12
13
14
NORMAL LOAD-
. 3 .4 .5 .6 .7.8.9
•
o sample at initial moisture content
()sample after saturation
TP-6 @ 2'-4': Siltstone remolded to 90%
Cp = 40
PROJECT GOLDBERG Pine Tree Lane
N O. 2228-02
kips per square foot
2 3 4 5 6 7890
DATE February, 1981
PLATE E
LOCKWOOD - SI NGH & ASSOCIATES
0.6
BASED ON TAYLOR'S CHARTS
65
0.4,
0
I.5
GIVEN c AND 4) OF SOIL AND y AND H
OF THE SLOPE PLOT POINT c/yH, 4) -
AND READ FACTOR OF SA :ET'''.
NF.S.= 3.0
2.5
�� —SAME CRITICAL
SURFACE LINES
10 • 20 30
c , DEGREES
0
2.3 .
40 50
From: Singh,,Awtar, "Shear Strength and Stability of Man -Made Slopes"
Journal of the Soil Mechanics and Foundation Division, ASCE
SM6, November 1970, pp. 1879-1892
S \ LTS7t.tE:
11.9
2
S -�u-
I I
1.5:1 Cut Slope in Bp1rock
Proj. GOLDBERG - Pine Tree
No. 2228-02
Date February, 1981
• PLATE F
LOCKWOOD-SINGH & AS IA'1'ES