HomeMy WebLinkAbout; Lots 3, 5, and 6 Portions of Lots 2, 7, 8; Final As-Graded Report of Rough-Grading; 1997-06-16Leighton and Associates
GEOTECHNICAL CONSULTANTS
FINAL AS-GRADED REPORT
OF ROUGH GRADING, LOTS 3, 5 AND 6
AND PORTIONS OF LOTS 2, 7, 8,
CANNON ROAD AND ARMADA DRIVE
CARLSBAD RANCH PHASE 1
CARLSBAD, CALIFORNIA
June 16, 1997
Project No. 4930489-008
Prepared For:
CARLTAS COMPANY
5600 Avenida Encinas, Suite 100
Carlsbad, Califomia 92008-4452
3934 MURPHY CANYON ROAD, SUITE B205
SAN DIEGO, CA 92 1 23-4425
(619) 292-8030 • FAX (619) 292-0771
Leigliton and Associates
GEOTECHNICAL CONSULTANTS
June 16, 1997
Project No. 930489-008
To: Carltas Company
5600 Avenida Encinas, Suite IOO
Carlsbad, Califomia 92008-4452
Attention: Mr. Christopher C. Calkins
Subject: Final As-Graded Report of Rough-Grading, Lots 3, 5 and 6, and Portions of Lots 2,
7, 8, Cannon Road and Armada Drive, Carlsbad Ranch, Phase 1, Carlsbad, CaUfomia
In accordance with your request and authorization, Leighton and Associates, Inc. has provided
geotechnical services during the rough-grading operations of Lots 3, 5 and 6 and portions of Lots 2, 7, 8,
Cannon Road (between Station Nos. 18+78 and 40+00) and Annada Drive (between Station Nos. 0+00
and 18+30), Carlsbad Ranch, Phase 1, Carlsbad, California. The accompanymg final as-graded report
summarizes our observations, field and laboratory test results and the geotechnical conditions encountered
during rough grading of the subject site.
Ifyou have any questions regarding our letter, please contact this office. We appreciate this opportunity
to be of service.
Respectfully submitted,
LEIGHTON AND ASSOCIATES. INC.
Michael R. SteWah, CEG 1349 (Exp. 12/31/97)
Director of Geology
. Franzone, RCE 39552
of Engineering
MRS/JGF/kar
Distribution: (4) Addressee
(2) Harrison Company, Attention: Mr. Steve Harrison
3 9 34 M u R
SAN OIEGO,
(619) 292-8030
ROAD, SUITE B205
42 5
FAX (6 1 9 ) 2 92 -0 7 7 1
930489-008
TABLE OF CONTENTS
Section Page
1.0 rSTTRODUGTION 1
2.0 SUMMARY OF FINE-GRADU^G OPERATIONS 3
2.1 Site Preparation and Removals 3
2.2 FiU Slope Keys 3
2.3 FiU Placement 4
2.4 Cut/Fill Transitions 4
2.5 Field Density Testing 4
2.6 Laboratory Testing 4
2.7 Graded Slopes 4
3.0 ENGINEERING GEOLOGIC SUMMARY 5
3.1 As-graded Geologic Conditions 5
3.2 Geologic Units 5
3.2.1 Undocumented Fill (Unmapped) 5
3.2.2 Topsoil (Unmapped) 5
3.2.3 Terrace Deposits (Map Symbol - Qt) 5
3.2.4 Santiago Formation (Map Symbol - Ts) 5
3.3 Geologic Stmcture 6
3.4 Landslides and Surficial Failures 6
3.5 Faulting 6
3.6 Ground Water 6
4.0 CONCLUSIONS 7
4.1 General 7
4.2 Summary of Conclusions 7
5.0 RECOMMENDATIONS 8
5.1 Earthwork 8
5.1.1 Site Preparation 8
5.1.2 Excavations 8
5.1.3 FiU Placement and Compaction 9
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930489-008
TABLE OF CONTENTS (Continued)
Section Page
5.2 Foundation Design Considerations 9
5.3 Control of Surface Water and Drainage Control ; 10
5.4 Pavement Design Considerations 10
5.5 Graded Slopes 10
5.6 Construction Observation and Testing 10
List of Accompanving Figure. Plates and Appendices
Figure _ Page
Figure I - Site Location Map 2
Plates
Plates 1 and 2 - As-Graded Geotechnical Maps In Pocket
Appendices
Appendix A - References
Appendix B - Field Density Tests
Appendix C - Laboratory Testing Procedures and Test Results
Appendix D - General Earthwork and Grading Specifications for Rough Grading
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930489-008
1.0 INTRODUCTION
In accordance with your request and authorization, Leighton and Associates, Inc. (Leighton) has performed
geotechnical observation and testing services during the rough-grading operations of Carlsbad Ranch,
Phase I, located in Carlsbad, CaUfomia (Figure 1). Phase 1 grading for the Carlsbad Ranch project
included Lots 3, 5 and 6, and portions of Lots 2, 7, 8, Cannon Road and Armada Drive. This final as-
graded report of rough grading summarizes our geotechnical observations, geologic mapping, field and
laboratory test results and the geological conditions encountered during rough-grading operations of
Lots 3, 5 and 6, and portions of Lots 2, 7 and 8, Cannon Road and Armada Drive. In addition, this report
provides conclusions and preUminary recommendations for the proposed development of the site. As of
this date, rough-grading operations have essentially been completed on the subject tract.
Since this site has been sheet graded, comprehensive lot-specific geotechnical recommendations conceming
fiiture development of individual lots/units have not been included in the accompanying report. Therefore,
an updated geotechnical report including foundation design considerations, retaining wall parameters,
stmctural setbacks, etc., based on the actual design and location of the residential stractures and other site
improvements is required by a qualified geotechnical consultant based on the anticipated site usage prior
to site development.
The 100-scale grading plans for Carlsbad Ranch, Phase 1, prepared by O'Day Consultants (O'Day, 1995)
were utilized as a base map to present the as-graded geotechnical conditions and approximate locations
of the field density tests within the limits of the subject tract. The As-Graded Geotechnical Maps are
presented as Plates I and 2 and are located in the pocket at the rear of this report.
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2000 4000 f«iet
Base Map: Aerial Foto-Map Book, San Diego County, 1986-87, Aerial Graphics, Page 70 and a5 Approximat* Scal«
CARLSBAD RANCH
CARLSBAD, CALFORMA
SITE
LOCATION
MAP
Project No.
4930489-008
Date
1/16/97 m FIGURE 1
930489-008
2.0 SUMMARY OF FINE-GRADING OPERATIONS
Rough grading of Lots 3, 5 and 6, and portions of Lots 2, 7 and 8, Cannon Road and Armada Drive began
on June 28, 1995, and is essentially complete as of the date of this report. The grading operations were
performed by Pahla Constmction Company under the observation and testing services of Leighton. Oiu
field technician and geologist were on site on a full-time and as-needed basis, respectively, diuing grading
operations. Rough-grading operations included the removal of potentially compressible soil to competent
formational material, the preparation of areas to receive fill the placement of fill, the constraction of fill
slope keys and the excavation of formational material. Up to approximately 16 to 18 feet of fill was
placed and 13 to 15 feet of cut excavated within the limits of the subject tract.
2.1 Site Preparation and Removals
Prior to grading, the areas of proposed development were stripped of surface vegetation and debris.
These materials were disposed of offsite. Removals of unsuitable and potentially compressible soil,
including undocumented fill, topsoil, weathered terrace deposits and formational material, were made
to competent material. Removals of the unsuitable and potentially compressible soil was made in
accordance with the recommendations of the project geotechnical report (Leighton, 1993) and field
recommendations made during the course of grading.
The removal areas flatter than 5:1 (horizontal to vertical) exposing competent material were scarified
a minimum of 6 inches, moisture-conditioned, as needed, to obtain a near-optimum moisture content
and compacted to a minimum 90 percent relative compaction as determined by ASTM Test Method
D1557-91. The steeper natural hillsides were benched into competent material prior to fill placement.
Representative bottom elevations in the removal areas are shown on the As-Graded Geotechnical
Maps (Plates 1 and 2).
Removals of the topsoil and weathered terrace deposits and formational material were on the order
of approximately 1 to 6 feet in thickness. The undocumented fill was completely removed to
competent material.
2.2 Fill Slope Kevs
Prior to the placement of fill slopes (including fill-over-cut slopes) that were placed above natural
ground, a fill slope key was constracted. The keys were excavated at least 2 feet into competent
formational material along the toe-of-slope (with the exception of the fill-over-cut slope keys),
approximately 15 feet wide and angled minimum 2 percent into-the-slope. The cut/fill contact in the
fill-over-cut slopes was angled at least 2 percent into-the-slope prior to the fill placement. The fill
slope keys constracted during rough grading are presented on the Geotechnical Maps (Plates 1
and 2).
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930489-008
2.3 Fill Placement
After processing the areas to receive fill, native soil was generally spread in 4- to 8-inch lifts,
moisture conditioned as needed to attain a near-optimum moisture content, and compacted to at least
90 percent of the maximum dry density in accordance with ASTM Test Method D1557-91.
Compaction was achieved by use of heavy-duty constraction equipment. Areas of fill in which field
density tests indicated less than 90 percent relative compaction, the soils exhibited nonuniformity,
and/or showed an inadequate or excessive moisture content, were reworked, recompacted, and retested
until a minimum 90 percent relative compaction and near-optimum moisture content was achieved.
2.4 Cut/Fill Transitions
The cut portions of lots that exposed the cut/fiU transition were not overexcavated as part of site
grading. The need for and extent of undercuts should be made after review of lot specific
development plans.
2.5 Field Densitv Testing
Field density testing was perfonned using the Nuclear-Gauge Method (ASTM Test Methods
D2922-91 and D3017-88). The approximate test locations are shown on the As-graded Geotechnical
Maps (Plates 1 and 2). The results of the field density tests are summarized in Appendix B.
2.6 Laboratorv Testing
Laboratory maximum dry density tests of representative onsite soils were performed in general
accordance with ASTM Test Method D1557-9L The laboratory test results and a description of the
laboratory test procedures are presented in Appendix C.
2.7 Graded Slopes
Graded slopes within the tract were evaluated by the geotechnical consultant and considered grossly
and surficially stable from a geotechnical standpoint (Leighton, 1993). All cut and fill slopes within
the tract were constracted with slope inclinations of 2:1 (horizontal to vertical) or flatter, during
rough-grading operations under the observation of Leighton.
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930489-008
3.0 ENGUSIEERING GEOLOGIC SUMMARY
3.1 As-graded Geologic Conditions
The as-graded conditions encountered during grading of the subject tract were essentiaUy as
anticipated. A summary of the geologic conditions includmg geologic units, geologic stracture and
faulting is presented below. The as-graded geologic conditions of the tract are presented on the As-
graded Geotechnical Maps (Plates 1 and 2).
3.2 Geologic Units
The geologic units encountered during rough grading of the Phase 1 portion of Carlsbad Ranch
project consisted of undocumented fill, previously placed compacted fill, topsoil, Quatemary Terrace
Deposits, and the Eocene Santiago Formation. The approximate Umits of the geologic units
encountered during rough grading are presented on the As-graded Geotechnical Maps (Plates 1 and
2) and discussed below.
3.2.1 Undocumented Fill (Unmapped)
Undocumented fill soils were encountered within the eastem portion of Lot 4 and as scattered
pockets and end dump fill at different locations throughout the property. Where encountered,
these soils were removed to competent material during rough-grading operations.
3.2.2 Topsoil (Unmapped)
Topsoil consistmg of diy to moist, loose, silty sand and slightly clayey sand up to 4 to 5 feet
in thickness was encountered covering the majority of the site. These soils were considered
unsuitable and potentially compressible in their present condition and were removed to
competent formational material during the rough-grading operations.
3.2.3 Terrace Deposits (Map Svmbol - Ot)
Quatemary-aged Terrace Deposits locally overlie the Santiago Fonnation in most areas ofthe
site. As encountered during our investigation, these deposits generally consist of orange-red
brown, dense, silty fine- to medium-grained sandstone. The upper portion of the terrace
deposits (generally 2± feet) was slightly porous and potentially compressible and was removed
within the limits of site grading.
3.2.4 Santiago Fonnation (Map Svmbol - Ts)
The Eocene-aged Santiago Formation appears to underlie the entire site. During our
subsurface investigation, the Santiago Formation was encountered below the surficial soils on
the west side of the site adjacent to Paseo del Norte. As encountered during our investigation,
l&l
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930489-008
this unit generally consists of olive-green, moist, medium dense to dense, silty sandstone with
minor lenses of stiff claystone.
3.3 Geologic Stracture
Based on our geologic mapping during the rough-grading operations, Uterature review and our
professional experience on nearby sites, bedding on site is flat lying to slightly dipping (5 to 10
degrees) to the west. Previous investigations and geologic mapping during site grading indicated the
Terrace Deposits and the Santiago Formation are generally massive.
3.4 LandsUdes and Surficial Failures
Based on our review of the project geotechnical reports (Appendix A) and our geologic mapping
during rough grading, there was no indication of landsUdes or other surficial failures within the
subject property.
3.5 Faulting
No evidence of faulting was encountered nor anticipated during rough-grading operations at the site.
3.6 Ground Water
A perched ground-water condition was encountered during our subsurface investigation and during
the rough-grading operations of Lot 3 at a depth ranging between 5.5 and 11 feet below the existing
ground surface (at an j^jproximate elevation of 53 to 55 feet msl). The perched ground-water
condition is estimated to be approximately 4 to 6 feet thick (corresponding to a friable sand layer
within the Santiago Formation). Below the friable sand layer, the Santiago Fonnation consisted of
a damp to moist, moderately cemented sandstone. In order to mitigate the ground water condition,
a series of subdrains were installed during site grading. The locations of the subdrains are indicated
on the as-graded geotechnical maps.
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930489-008
4.0 CONCLUSIONS
4.1 General
Rough grading of Lots 3, 5 and 6, and portions of Lots 2, 7 and 8, Cannon Road and Armada Drive
was performed in general accordance with the project geotechnical reports (Appendix A),
geotechnical recommendations made during course of the grading, and the City of Carlsbad
requirements. It is our opinion that the subject tract is suitable for its intended residential use. The
following is a summary of our conclusions conceming rough grading of the Carlsbad Ranch tract.
4.2 Summarv of Conclusions
• Geotechnical conditions encountered during rough grading were generally as anticipated.
• PotentiaUy compressible and/or desiccated undocumented fill, topsoil, colluvium and weathered
Terrace Deposits were removed to competent material during rough grading.
• Site preparation and removals were geotechnically observed.
• The fill slopes and fill-over-cut slopes constracted above natural ground were constracted with fill
slope keys. The keys were excavated a minimum of 2 feet into competent material along the toe-
of-slope (with the exception of the fill-over-cut slopes), approximately 15 feet wide and angled
a minimum of 2 percent into-the-slope. The cut/fill contact in the fill-over-cut slopes were angled
at least 2 percent into-the-slope prior to the fill placement.
• Fill soils were derived from onsite soils. Fill soils were tested to have at least 90 percent relative
compaction 0>ased on ASTM Test Method D1557-91) and a near-optimum moisture content in
accordance with the recommendations of the project geotechnical reports (Appendix A) and the
requirements of the City of Carlsbad.
• The cut/fill transition conditions on the lots were not overexcavatixi during site grading.
• Landslides or surficial slope failures were not encoimtered during rough-grading operations.
• No faults or evidence of faulting was encountered during rough grading.
• Perched ground water was encountered on Lot 3 during the rough-grading operations and
subdrains installed.
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930489-008
5.0 RECOMMENDATIONS
5.1 Eartiiwork
Actual earthwork recommendations should be provided by the geotechnical consultant based on lot-
specific grading and improvement plans. We anticipate that future earthwork on the lots will consist
of site preparation, possible minor regrading, and trench and retaining wall excavation and backfiU.
We recommend that earthwork on the site be perfonned in accordance with the following
recommendations, the City of Carlsbad grading requirements, and the General Earthwork and Grading
Specifications of Rough Grading included in Appendix D. In case of conflict, the following
recommendations shall supersede those in Appendix D.
5.1.1 Site Preparation
Due to the length of time anticipated between the constraction and placement of fill soils on
the graded pads and development of the lots, surficial soils of the graded pads may become
desiccated. If the length of time between the completion of grading and the constraction of
the residences is longer than 6 to 12 months, or if the near-surface soils are disturbed or
desiccated, we recommend that the areas of proposed development be scarified a minimum of
12 inches, moisture-conditioned to near-optimum moisture content and compacted to a
minimum 90 percent relative compaction (based on ASTM Test Method D1557-91).
If additional grading, such as fill placement, is planned on the site, the areas to receive
stractural fill or engineered stmctures should be cleared of subsurface obstractions, potentiaUy
compressible material (such as topsoil, colluvium, alluvium, weathered formation material, and
desiccated fill soils) and stripped of vegetation prior to grading. Vegetation and debris should
be removed and properly disposed of offsite. Holes resulting from removal of buried
obstractions which extend below fmish site grades should be replaced with suitable compacted
fill material. Areas to receive fill and/or other surface improvements should be scarified to
a minimum depth of 6 inches, brought to near-optimum moisture condition, and recompacted
to at least 90 percent relative compaction (based on ASTM Test Method DI557-91).
5.1.2 Excavations
Excavations of the onsite materials may generally be accomplished with conventional heavy-
duty earthwork equipment. It is not anticipated that blasting will be required, or that
significant quantities of oversized rock (i.e., rock with maximum dimensions greater than 6
inches) will be generated during future grading. However, localized cemented zones may be
encountered in the Santiago Formation (if deep excavations are proposed) that may require
heavy ripping. If oversized rock is encountered, it should be hauled offsite, placed in non-
stractural or landscape areas, or it may be placed as fill in accordance with the details
presented in Appendix D.
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930489-008
Due to the relatively high-density characteristics and coarse nature of the onsite soils,
temporaiy excavations, such as utility trenches with vertical sides in the onsite soils, should
remain stable for the period required to constract the utiUty provided they are free of adverse
geologic conditions. However, in accordance with OSHA requirements, excavations between
5 and 15 feet in depth should be shored or laid back to inclinations of 1:1 (horizontal to
vertical) if workers are to enter such excavations. For excavations deeper than 15 feet,
specific recommendations can be made on a case-by-case basis.
5.1.3 Fill Placement and Compaction
The onsite soils are generally suitable for use as compacted fill provided they are free of
organic material, debris, and rock fragments larger than 6 inches in maximum dimension. All
fill soils should be brought to near-optimum moisture conditions and compacted in uniform
lifts to at least 90 percent relative compaction based on the laboratory maximum diy density
(ASTM Test Method D1557-91). The optimum Uft thickness requued to produce a uniformly
compacted fill will depend on the type and size of compaction equipment used. In general,
fill should be placed in lifts not exceeding 4 to 8 inches in compacted thickness. Placement
and compaction of fill should be performed in general accordance with the current City of
Carlsbad grading ordinances, sound constmction practices, and the General Earthwork and
Grading Specifications of Rough Grading presented in Appendix D.
5.2 Foundation Design Considerations
The proposed foundations and slabs of the anticipated stractures should be designed in accordance
with structural considerations provided by the stractural engineer. All foundations should be designed
based on expansion index testing performed on soils within the upper 5 feet of finish grade. If
import material is utilized as fill on the lots, tiie import material should consist of very low or low-
expansive sandy material (with an expansion index less than 50 per UBC 18-I-B). Additionally, the
geotechnical consultant should provide, as a minimum, the following:
• Foundation design to mitigate potentially expansive soil conditions and cut/fill transitions.
• Design of other improvements to mitigate potentially expansive soil conditions.
• Recommendations for the treatment of transition lots.
• Presoaking or other recommendations to mitigate the effect of potentially expansive soils.
• Foundation setbacks from face of slopes.
• Recommendations to reduce the potential for moisture infusion through concrete slabs-on-grade.
• Stractural setbacks for buildings and other improvements.
• Retaining wall design parameters.
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930489-008
• Pavement/flatwork recommendations.
• Specific site/lot surface drainage recommendations.
5.3 Control of Surface Water and Drainage Control
Positive drainage of surface water away from stractures is veiy important. No water should be
allowed to pond adjacent to buildings. Positive drainage may be accomplished by providing drainage
away from buildings at a gradient of at least 2 percent for a distance of at least 5 feet, and further
maintained by a swale or drainage path at a gradient of at least 1 percent. Where necessaiy, drainage
paths may be shortened by use of area drains and collector pipes. Eave gutters, with properly
connected downspouts to appropriate outlets, are recommended to reduce water infiltration into the
subgrade soils.
Planters with open bottoms adjacent to buildings should be avoided, if possible. Planters should not
be design adjacent to buildings unless provisions for drainage, such as catch basins and pipe drains,
are made. Overwatering of lots should be avoided.
5.4 Pavement Design Considerations
Final pavement designs should be calculated utilizing R-value tests taken on the street/parking area
subgrade soils upon completion of the street/parking area improvement operations. The upper
12 inches of subgrade soils should be scarified, moisture conditioned and compacted to a minimum
of 95 percent relative compaction based on ASTM Test Method D1557-91. The aggregate base
material should also be compacted to 95 percent relative compaction.
5.5 Graded Slopes
It is recommended that all graded slopes within the development be planted with drought-tolerant,
ground-cover vegetation as soon as practical to protect against erosion by reducmg runoff velocity.
Deep-rooted vegetation should also be established to protect against surficial slumping.
Oversteepening of existing slopes should be avoided during fine grading and constraction unless
supported by q>propriately designed retaining stractures. Retaining stractures should be designed
with stractural considerations.
5.6 Constraction Observation and Testing
Constraction observation and testing should be performed by the geotechnical consultant during future
grading, excavations and foundation or retaining wall constraction at the site. Lot-specific
recommendations should be provided by a qualified geotechnical consultant and should be based on
actual site conditions. Grading and foundation design plans should also be reviewed by the
geotechnical consultant prior to constraction and a final report of geotechnical services should be
prepared to document geotechnical services upon completion of site development.
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APPENDIX
A
930489-008
APPENDIX A
References
Intemational Conference of Building Officials (ICBO), 1994, Uniform Building Code, Volume I -
Administrative, Fire- and Life-Safety, and Field Inspection Provisions; Volume II -
Stractural Engineering Design Provisions; and Volume III -Material, Testing and
Installation Provisions: ICBO.
Leighton and Associates, Inc., 1993, Preliminary Geotechnical Investigation Units I and II (Lots 1
tiirough 7), Carlsbad Ranch Phase I, Carlsbad, California, ProjectNo. 4930489-01, dated
July 22, 1993.
, 1994a, Preluninary Geotechnical Investigation, Carlsbad Ranch Phase II, Carlsbad,
California, Project No. 4930489-03, dated March 23, 1994.
, 1994b, Preliminary Geotechnical Evaluation for Tentative Map Purposes, Carlsbad, Ranch,
Carlsbad, California, Project No. 4930489-05, dated July 5, 1994.
, 1995, Proposal for Geotechnical Observation and Testing Services during Rough- and Post-
Grading, Carlsbad Ranch Phases I and 2, Carlsbad, Califomia, Project No. 4930489-08,
dated April 21, 1995.
O'Day Consultants, 1995, Grading Plans for Carlsbad Ranch Phase 1, Lots 3, 5, and 6, 333-2A, dated
June 22, 1995.
A-1
APPENDIX
B
930489-008
APPENDIX B
EXPLANATION OF SUMMARY OF FIELD DENSITY TESTS
Test No.
Prefix Test of
Test of
Abbreviations
Test No.
Prefix Test of
Test of
Abbreviations
(none)
(S) SEWER
(SD) STORM DRAIN
(AD) AREA DRAIN
(W) DOMESTIC WATER
(RC) RECLAIMED WATER
(SB) SUBDRAIN
(G) GAS
(E) ELECTRICAL
(T) TELEPHONE
(J) JOINT UTILITY
(I) IRRIGATION
GRADING
Natural Ground
Original Ground
Existing Fill
Compacted Fill
Slope Face
Finish Grade
Bedding Material
Shading Sand
Main Baclcfill
Lateral Baclcfill
Crossing
Manhole
Hydrant Lateral
Catch Basin
Riser
Invert
Check Valve
Meter Box
Junction Box
NG
OG
EF
CF
SF
FG
B
S
M
L
X
MH
HL
CB
R
I
CV
MB
JB
(SG)
(AB)
(CB)
(PB)
(AC)
SUBGRADE
AGGREGATE BASE
CEMENT TREATED BASE
PROCESSED BASE
ASPHALT CONCRETE
Curb
Gutter
Curb and Gutter
Cross Gutter-
Street
Sidewalk
Driveway
Driveway Approach
Parking Lot
Electric Box Pad
C
G
CG
XG
ST
SW
D
DA
PL
EB
(RW)
(CW)
(LW)
(SF)
RETAINING WALL
CRIB WALL
LOFFELL WALL
STRUCT FOOTING
Footing Bottom
Backflll
Wall Cell
(P) PRESATURATION
Moisture Content
(IT) INTERIOR TRENCH
Plumbing
Electncal
M
N
S
15A
15B
n_|H
represents nuclear gauge tests that were performed in general accordance with most recent version of ASTM Test Methods D2922
and D3017.
represents sand cone tests that were performed in general accordance with most recent version of ASTM Test Method D1556.
represents first retest of Test No. 15
represents second retest of Test No. 15
in Test Elevation Column represents test was taken at the ground surface (e.g. fmish grade or subgrade)
in Test Elevation Column represents test was taken one foot below the ground surface
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APPENDIX
C
930489-008
APPENDIX C
Laboratorv Testing Procedures and Test Results
Maximum Densitv Tests: The maximum dry density and optimum moisture content of typical materials were
determined in accordance with ASTM Test Method D1557. The results of these tests are presented in the table
below.
Sample Number Sample Description
Maximum Dry
Density
(pcf)
Optimum Moisture
Content
(%)
1 Orange-brown silty sand (SM) 124.5 8.5
2 Dark brown silty clayey sand (SM-SC) 127.0 10.0
3 Brown silty sand (SM) 135.0 8.0
4 Brovm silty sand (SM) 133.0 9.0
5 Orange-brown silty sand (SM) 129.0 10.0
6 Orange-grey fme sand (SM) 115.5 9.0
7 Class 2 Base 132.0 7.5
8 Brown-gray fme sand (SM) 109.0 20.0
9 Grey to red-brown silty sand (SM) 127.0 11.0
APPENDIX
D
LEIGHTON AND ASSOCIATES, INC.
GENERAL EARTHWORK AND GRADING SPECIFICATIONS FOR ROUGH GRADING
1.0 General
1.1 Intent: These General Earthwork and Grading Specifications are for the ^ding and
earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical
report(s). These Specifications are a part of the recommendations contained in the
geotechnical report(s). In case of conflict, the specific recommendations in the
geotechnical report shall supersede these more general Specifications. Observations of
the earthwork by the project Geotechnical Consultant during the course of grading may
result in new or revised recommendations that could supersede these specifications or the
recommendations in the geotechnical report(s).
1.2 The (jeotechnical Consultant of Record: Prior to commencement of work, the owner shall
employ the Geotechnical Consultant of Record (Geotechnical Consultant). The
Geotechnical Consultants shall be responsible for reviewing the approved geotechnical
report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions,
and recommendations prior to the commencement of the grading.
Prior to commencement of grading, the Geotechnical Consultant shall review the "work
plan" prepared by the Earthworic Contractor (Contractor) and schedule sufficient persoimel
to perform the appropriate level of observation, mapping, and compaction testing.
During the grading and earthwork operations, the Geotechnical Consultant shall observe,
map, and document the subsurface exposures to verify the geotechnical design
assumptions. If the observed conditions are found to be significantly different than the
interpreted assumptions during the design phase, the Geotechnical Consultant shall inform
the owner, recommend appropriate changes in design to accommodate the observed
conditions, and notify the review agency where required. Subsurface areas to be
geotechnically observed, mapped, elevations recorded, and/or tested include natural
ground after it has been cleared for receiving fill but before fill is placed, bottoms of all
"remedial removal" areas, all key bottoms, and benches made on sloping ground to
receive fill.
The Geotechnical Consultant shall observe the moisture-conditioning and processing of
the subgrade and fill materials and perform relative compaction testing of fill to determine
the attained level of compaction. The Geotechnical Consultant shall provide the test
results to the owner and the Contractor on a routine and frequent basis.
1.3 The Earthworic Contractor: The Earthwork Contractor (Contractor) shall be qualified,
experienced, and knowledgeable in earthwork logistics, preparation and processmg of
ground to receive fill, moisture-conditioning and processing of fill, and compacting fill.
The Contractor shall review and accept the plans, geotechnical report(s), and these
Specifications prior to commencement of grading. The Contractor shall be solely
responsible for perfonning the grading in accordance with the plans and specifications.
3030.1094
Leighton and Associates, Inc.
GENERAL EARTHWORK AND GRADING SPECIHCATIONS
Page 2 of 6
The Contractor shall prepare and submit to the owner and the Geotechnical Consultant a
work plan that indicates the sequence of earthwork grading, the number of "spreads" of
work and the estimated quantities of daily earthwork contemplated for the site prior to
commencement of grading. The Contractor shall inform the owner and the Geotechnical
Consultant of changes in work schedules and updates to the work plan at least 24 hours
in advance of such changes so that appropriate observations and tests can be planned and
accomplished. The Contractor shall not assume that the Geotechnical Consultant is aware
of all grading operations.
The Contractor shall have the sole responsibility to provide adequate equipment and
methods to accomplish the earthworic in accordance with the applicable grading codes and
agency ordinances, these Specifications, and the recommendations in the approved
geotechnical report(s) and grading plan(s). If, in the opiirion of the Geotechnical
Consultant, unsatisfactoiy conditions, such as unsuitable soil, improper moisture condition,
inadequate compaction, insufficient buttress key size, adverse weather, etc., are resulting
in a quality of work less than required in these specifications, the Geotechnical Consultant
shall reject the work and may recommend to the owner that construction be stopped until
the conditions are rectified.
2.0 Preparation of Areas to be Filled
2.1 Clearing and Grubbing: Vegetation, such as brush, grass, roots, and other deleterious
material shall be sufficiently removed and properly disposed of in a method acceptable
to the owner, goveming agencies, and the Geotechnical Consultant.
The Geotechnical Consultant shall evaluate the extent of these removals depending on
specific site conditions. Earth fill material shall not contain more than 1 percent of
organic materials (by volume). No fill lift shall contain more than 5 percent of organic
matter. Nesting of the organic materials shall not be allowed.
If potentially hazardous materials are encountered, the Contractor shall stop work in the
affected area, and a hazardous material specialist shall be informed immediately for proper
evaluation and handling of these materials prior to continuing to work in that area.
As presently defined by the State of California, most refined petroleum products (gasoline,
diesel fuel, motor oil, grease, coolant, etc.) have chemical constituents that are considered
to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids
onto the groimd may constitute a misdemeanor, punishable by fines and/or imprisonment,
and shall not be allowed.
2.2 Processing: Existing ground that has been declared satisfactory for support of fill by the
Geotechnical Consultant shall be scarified to a minunum depth of 6 inches. Existing
ground that is not satisfactory shall be overexcavated as specified in the following section.
Scarification shall continue imtil soils are broken down and fiee of large clay lumps or
3030.1094
Leighton and Associates, Inc.
GENERAL EARTHWORK AND GRADING SPECIHCATIONS
Page 3 of 6
clods and the working surface is reasonably uniform, flat, and fi^e of uneven features that
would inhibit uniform compaction.
2.3 Overexcavation: In addition to removals and overexcavations recommended in the
approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy,
organic-rich, highly fractured or otherwise unsuitable ground shall be overexcavated to
competent ground as evaluated by the Geotechnical Consultant during grading.
2.4 Benching: Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal
to vertical units), the ground shall be stepped or benched. Please see the Standard Details
for a graphic illustration. The lowest bench or key shall be a mmimum of 15 feet wide
and at least 2 feet deep, into competent material as evaluated by the Cieotechnical
Consultant. Other benches shall be excavated a minimum height of 4 feet into competent
material or as otherwise recommended by the Geotechnical Consultant. Fill placed on
ground sloping fiatter than 5:1 shall also be benched or otherwise overexcavated to
provide a flat subgrade for the fill.
2.5 Evaluation/Acceptance of Fill Areas: All areas to receive fill, including removal and
processed areas, key bottoms, and benches, shall be observed, mapped, elevations
reconled, and/or tested prior to bemg accepted by the Geotechnical Consultant as suitable
to receive fill. The Contractor shall obtain a written acceptance fi'om the Geotechnical
Consultant prior to fill placement. A licensed surveyor shall provide the survey control
for determining elevations of processed areas, keys, and benches.
3.0 Fill Material
3.1 General: Material to be used as fill shall be essentially fiee of organic matter and other
deleterious substances evaluated and accepted by the Geotechnical Consultant prior to
placement. Soils of poor quality, such as those with unacceptable gradation, high
expansion potential, or low strength shall be placed in areas acceptable to the
Geotechnical Consultant or mixed with other soils to achieve satisfactory fill material.
3.2 Oversize: Oversize material defmed as rock, or other ureducible material with a
maximum dimension greater than 8 inches, shall not be buried or placed m fill unless
location, materials, and placement methods are specifically accepted by the Geotechnical
Consultant. Placement operations shall be such that nesting of oversized material does
not occur and such that oversize material is completely surrounded by compacted or
densified fill. Oversize material shall not be placed within 10 vertical feet of fmish grade
or within 2 feet of future utilities or underground construction.
3.3 Import: If importmg of fill material is required for gradmg, proposed import material
shall meet the requkements of Section 3.1. The potential unport source shall be given
to the Geotechnical Consultant at least 48 hours (2 working days) before importing begins
so that its suitability can be detennined and appropriate tests performed.
3030.1094
Leighton and j\ssociates, Inc.
GENERAL EARTHWORK AND GRADING SPECIFICATIONS
Page 4 of 6
4.0 Fill Placement and Compaction
4.1 Fill Lavers: Approved fill material shall be placed in areas prepared to receive fill (per
Section 3.0) in near-horizontal layers not exceeding 8 inches in loose thickness. The
Geotechnical Consultant may accept thicker layers if testmg indicates the grading
procedures can adequately compact tfie thicker layers. Each layer shall be spread evenly
and mixed thoroughly to attain relative uniformity of material and moisture throughout.
4.2 Fill Moisture Conditioning: Fill soils shall be watered, dried back, blended, and/or mixed,
as necessary to attain a relatively uniform moisture content at or slightly over optimum.
Maximum density and optimum soil moisture content tests shall be performed in
accoidance with the American Society of Testing and Materials (ASTM Test Method
D1557-91).
4.3 Compaction of Fill: After each layer has been moisture-conditioned, mixed, and evenly
spread, it shall be uniformly compacted to not less than 90 percent of maxunum dry
density (ASTM Test Method D1557-91), Compaction equipment shall be adequately
sized and be either specifically designed for soil compaction or of proven reliability to
efficiently achieve the specified level of compaction with uniformity.
4.4 Compaction of Fill Slopes: In addition to normal compaction procedures specified
above, compaction of slopes shall be accomplished by backrolling of slopes with
sheepsfoot rollers at increments of 3 to 4 feet in fill elevation, or by other methods
producing satisfactory results acceptable to the Geotechnical Consultant. Upon completion
of gradmg, relative compaction of the fill, out to the slope face, shall be at least
90 percent of maximum density per ASTM Test Method D1557-91.
4.5 Compaction Testing: Field tests for moisture content and relative compaction ofthe fill
soils shall be performed by the Geotechnical Consultant. Location and frequency of tests
shall be at the Consultant's discretion based on field conditions encountered. Compaction
test locations will not necessarily be selected on a random basis. Test locations shall be
selected to verify adequacy of compaction levels in areas that are judged to be prone to
inadequate compaction (such as close to slope faces and at the fill/bedrock benches).
4.6 Frequencv of Compaction Testing: Tests shall be taken at intervals not exceedmg 2 feet
in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition,
as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet
of slope face and/or each 10 feet of vertical height of slope. The Contractor shall assure
that fill construction is such that the testing schedule can be accomplished by the
Geotechnical Consultant. The Contractor shall stop or slow down the earthwork
construction if these minimum standards are not met.
4.7 Compaction Test Locations: The Geotechnical Consultant shall document the approximate
elevation and horizontal coordinates of each test location. The Contractor shall coordinate
with the project surveyor to assure that sufficient grade stakes are established so that the
Geotechnical Consultant can determine the test locations with sufficient accuracy. At a
3030.1094
Leighton and Associates, Inc.
GENERAL EARTHWORK AND GRADR^G SPECIFICATIONS
Page 5 of 6
minimum, two grade stakes within a horizontal distance of 100 feet and vertically less
than 5 feet apart from potential test locations shall be provided.
5.0 Subdrain Installation
Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the
grading plan, and the Standard Details. The Geotechnical Consultant may recommend additional
subdrains and/or changes in subdrain extent, location, grade, or material dependmg on conditions
encountered during grading. All subdrains shall be surveyed by a land surveyor/civil engineer for
line and grade after installation and prior to burial. Sufficient time should be allowed by the
Contractor for these surveys.
6.0 Excavation
Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the
Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans
are estimates only. The actual extent of removal shall be determined by the Geotechnical
Consultant based on the field evaluation of exposed conditions during gradmg. Where
fill-over-cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and
accepted by the Geotechnical Consultant prior to placement of materials for construction of the
fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant.
7.0 Trench Backfills
7.1 The Contractor shall follow all OHSA and Cal/OSHA requirements for safety of trench
excavations.
7.2 All bedding and backfill of utility trenches shall be done m accordance with the applicable
provisions of Standard Specifications of Public Works Construction. Bedding material
shall have a Sand Equivalent greater than 30 (SE>30). The bedding shall be placed to
1 foot over the top of the conduit and densified by jetting. Backfill shall be placed and
densified to a minimum of 90 percent of maximum from 1 foot above the top of the
conduit to the surface.
7.3 The jetting of the bedding around the conduits shall be observed by the Geotechnical
Consultant.
7.4 The Geotechnical Consultant shall test the trench backfill for relative compaction. At
least one test should be made for every 300 feet of trench and 2 feet of fill.
7.5 Lift thickness of trench backflll shall not exceed those allowed in the Standard
Specifications of Public Works Construction unless the Contractor can demonstrate to the
3030.1094
Leighton and j^ssociates. Inc.
GENERAL EJ\RTHW0RK AND GRADING SPECIHCATIONS
Page 6 of 6
Geotechnical Consultant that the fill lift can be compacted to the minimum relative
compaction by his altemative equipment and method.
3030.1094
RETAINING WALL DRAINAGE DETAIL
SOIL BACKFIU. COMPACTED TO
90 PERCENT RELATIVE COMPACTION*
WALL WATigPBpOFINQ
PiSl^noHiTicn^
SPECindAtlONg
FILTER FABRIC iNVgLOPE,
OUBAFI 146N OR APPROVED
EQUIVALENT) ** "
SM'-l-i/Z' CLEAN QRAVEL
4^(MIN j p^ME;r^R PERFORATED
PVC Pl^ <6CHEPMlf 40 op
Of^lENTEDiOpWHii^^^
TO eUITAPLE OUtLET
SPECIFICATIONS FOR CALTRANS
CLASS 2 PERMEABLE MATERIAL
.3. Standard
Sieve Size % Passinq
1" 100
3/4" 90-100
3/8" 40-100
No. 4 25-40
No. 8 18-33
No. 30 5-15
No. 50 0-7
No. 200 0-3
Sand Equ1valent>75
„ , JOCK OR MATERIAL
M EVALUATED BV THE OEbtEdHNtCAL
OOAsOLtANT
*^A8E0 ON ASlii t>l6^
**1F CALTRAN^ CM^BS £ PERMEABU MATERIAL
iSi^ QRADATION'to W tiSEpiN ^ACE OF iB/4'^i-^i/£' ORAV^U mvmk FABgiClMAyier -DEUT^D. 6ALm&^f CU8$ e ^MUm fytATEiRtiAL eiidtm Bi CiiUP^cwEolth ob,
NOmHCOMPOStVE ORAlNAdE PRODUCTS SUCH A8 rORJ-OR^NIi^YBEUSEDi^ . ^ _
PROJECTED PLANE
1 TOI MAXMUM FROM TOE
OF SLOPE TO APPROVED OROUND
NATURAL
QROUND
nriTCOMPACTED^^
REMOVE
UNSUTTABLE
MATERIAL
FIUL SLOPE
BENCH
HEIQHT
2'MIN.
KEY DEPTH LOWEST BENCH
(KEY)
NATURAL
GROUND
^OMPACTEff^fH^^
ATYPICAL
BENCH
HEIQHT
REMOVE
UNSUITABLE
MATERIAL
FILL-OVER-CUT
SLOPE
I—2'MIN.
KEY DEPTH
CUT mce
SHAa BE CONSTRUCTED PnOR
TO FIL PIACEMENT TO ASSURE
ADEQUATE QGOLOQC CONOmONS
curmcE
TO BE CONSTRUCTED PR»R
TOFIXPIACEMBIT^
NATURAL
QROUND /
OVERBUILT AND
TRIM BACK
DESK2N SLOPE
PROJECTED PLANE
1 TO 1 MAXNylUM FROM
TOE OF SLOPE TO
APPROVED QROUND
CUT-OVER-FILL
SLOPE
For Subdrains See
Standard Detail C
BENCH HEKSHT
2-MM.
KEY DEPTH
BeCHtia SHAU BE DONE WHEN SLOPES
ANQLE B BQUALTO OR GREATER THAN 6:1
MMMUM BENCH HBQHT SHALL BE 4 FEET
MBSMUM FIL WDTH SHAa BE 0 FEET
KEYING AND BENCHING GENERAL EARTHWORK AND QRADING
SPEaFICATIONS
STANDARD DETAILS A
REV.4rt1«
FINISH GRADE
SLOPE
FACE
^10' MIN.irinr-.COMPACTED RLL-nnrir^
^zHr^EH^frovERSm"^
Si3fcinr::ri;v/INDR0W hnnnr-nn:
• Oversize rock is larger than 8 inches
in largest dimenskxi.
• Excavate a trsTKh in the compacted
fUl deep enough to bury all the rock.
• BackfiU with granular soil Jetted or
fk)oded in place to fiU afl the vokJs.
• Donotlsury rock within 10 feet of
finish grade.
• Windrow of txjried rock shall be
parailet to the finished slope fiO.
JETTED OR FLOODED
GRANULAR MATERIAL
ELEVATION A-A'
PROFILE ALONG WINDROW
A
JETTED OR FLOODED
GRANULAR MATERIAL
OVERSIZE
ROCK DISPOSAL
GENERAL EARTHWORK AND GRADING
SPECIFICATIONS
STANDARD DETAILS 8
4/95
NATURAL
GROUND
BENCHING REMOVE
UNSUITABLE
MATERIAL
MIN. OVERLAP FROM THE TOP
HOG RING TIED EVERY 6 FEET
CALTRANS CLASS II
PERMEABLE OR #2 ROCK'
(9FT.'/FT.) WRAPPED IN
FILTER FABRIC
FILTER FABRIC
(MIRAR140 0R^ \ /
ADPRf^VFD ^COLLECTOR PIPE SHALL
CANYON SUBDRAIN OUTLET DETAIL
PERFORATED PIPE
6-^ MIN.
APPROVED
EQUIVALENT) BE MINIMUM 6- DIAMETER
SCHEDULE 40 PVC PERFORATED
PIPE. SEE STANDARD DETAIL D
FOR PIPE SPECIFICATION
DESIGN
FINISHED
GRADE
NON-PERFORATED
6-^ MIN.
FILTER FABRIC
(MIRAn 140 OR
APPROVED
EQUIVALENI)
#2 ROCK WRAPPED IN FILTER
-FABRIC OR CALTRANS CLASS II
PERMEABLE.
CANYON SUBDRAINS GENERAL EARTHWORK AND GRADING
SPECIFICATIONS
STANDARD DETAILS C
4/95
OUTLET PIPES
4-4» NON-PERFORATED PIPE,
100' MAX. O.C. HORIZONTALLY.
30' MAX. O.C. VERTICAUY BACKCUT 1:1
OR FLATTER
KEY 1
DEPTH J
2' MIN.
POSITIVE SEAL
SHOULD BE
PROVIDED AT
THE JOI
OUTLET PIPE
(NON-PERFORATED)
CALTRANS CLASS tl
PERMEABLE OR #2 ROCK
(3FT.*/FT.) WRAPPED IN
FILTER FABRIC
12- MIN. OVERLAP FROM THE TOP
HOG RING TIED EVERY 6 FEET
\
FILTER FABRIC
(MIRAF1140 OR
APPROVED
EQUIVALENT)
T-CONNECRON FOR
COLLECTOR PIPE TO
OUTLET PIPE
SUBDRAIN INSTALLATK^ • Subdra^ coflector pipe shall be installed with perforations down or,
unless oChsiwise designated by the geotechnical consuttant Outtet pipes shaU be non-perfdrated
pipa The subdrain pipe shatt have at teast 8 pecforations unHdnnty spac^ PecfbraUon shatt
be to )«"VdriHed hotes are used. Att subdrain pipes shafl have a gradient at least 2% towards the
outtet
SUBDRAIN PIPE • Subdrain pipe shafl be ASTM D2751, SDR 23.5 or ASTM D1S27. Schedute 40, or
ASTM D3034, SDR 23.5. Schedule 40 Polyvinyi Chtoride Piastic (PVC) pipe.
Afl outtet pipe shafl be ptaced in a trench no wider than twice the subdrain pipe. Pipe shafl be in sofl
of SE>30 fetted or fiooded in place except for the outside 5 feet which shafl be native sofl badcfiii.
BUTTRESS OR
REPLACEMENT FILL
SUBDRAINS
GENERAL EARTHWORK AND GRADING
SPEaFICATIONS
STANDARD DETAILS D
A/9S