HomeMy WebLinkAbout4930489-011; ; Final As-Graded Report of Rought Grading; 1997-03-12A GTG Coi^oanv
Leighton and Associates
GEOTECHNICAL CONSULTANTS
HNAL AS-GRADED REPORT
OF ROUGH GRADING, ^
CARLSBAD RANCH PHASE n,
CARLSBAD, CALIFORNIA
March 12, 1997
Project No. 4930489-011
Prepared For:
CARLTAS COMPANY
5600 Avenida Encinas, Suite 100
Carlsbad, Califomia 92008-4452
3934 MURPHY CANYON ROAD, SUITE B205
SAN DIEGO, CA 9 2 1 23 - 442 5
(619) 292-8030 • FAX (619) 292-0771
Leighton and Associates
GEOTECHNICAL CONSULTANTS
March 12, 1997
ProjectNo. 4930489-011
To: Carltas Company
5600 Avenida Encinas, Suite 100
Carlsbad, Califomia 92008-4452
Attention: Mr. Christopher C. Calkins
Subject: Final As-Graded Report of Rough Grading, Carlsbad Ranch Phase n, Carlsbad,
Califomia
In accordance with your request and authorization, Leighton and Associates, Inc. (Leighton) has provided
geotechnical services during rough-grading operations for Carlsbad Ranch Phase II. This includes Lots 1
through 3, 5 through 11, 14, and Lego Drive to Station 21+00 and Armada Drive fiom Station 18+72 to
Station 54+20, of the Carlsbad Ranch project in Carlsbad, Califomia. The accompanying final as-graded
report summarizes our observations, field and laboratory test results, and the geotechnical conditions
encountered during rough grading of the subject site.
If you have any questions regarding our report, please contact this office. We appreciate this opportunity
to be of service.
KBC/JGF/MRS/jss
Distribution: (4) Addressee
(2) Steve Harrison Company
3934 MURPHY CANYON ROAD, SUITE B205
SAN DIEGO, CA 921 23-4425
(619) 292-8030 • FAX (619) 292-0771
Respectfully submitted,
LEIGHTON AND ASSOCIATES
. Franzone, RCE 3955
ctor of Engineering
Michael R. Stewart,
Director of Geology
G 1349 (Exp. 12/31/97)
4930489-011
TABLE OF CONTENTS
Section Page
1.0 INTRODUCTION 1
2.0 SUMMARY OF FINE-GRADING OPERATIONS 3
2.1 Site Preparation and Removals 3
2.2 Fill Slope Keys 3
2.3 Stability Fill Slope 3
2.4 Subdrains 4
2.5 Underground Storage Tank 4
2.6 Vertical Seepage Pits 4
2.7 Fill Placement 5
2.8 Field Density Testing 5
2.9 Laboratory Testing 5
2.10 Graded Slopes 5
3.0 ENGINEERING GEOLOGIC SUMMARY 6
3.1 As-graded Geologic Conditions 6
3.2 Geologic Units 6
3.2.1 Undocumented Fill (Unmapped) 6
3.2.2 Topsoil/CoUuvium (Unm£^)ped) 6
3.2.3 Terrace Deposits (Map Symbol - Qt) 6
3.2.4 Santiago Formation (Map Symbol - Ts) 6
3.3 Geologic Stracture 7
3.4 Landslides and Surficial Failures 7
3.5 Faulting 7
3.6 Ground Water 7
4.0 CONCLUSIONS 8
4.1 General 8
4.2 Simimary of Conclusions 8
5.0 RECOMMENDATIONS 9
5.1 Earthwork 9
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4930489-011
TABLE OF CONTENTS (Continued)
5.1.1 Site Preparation 9
5.1.2 Excavations 9
5.1.3 Fill Placement and Compaction 10
5.1.4 Cut/Fill Transition Lots 10
5.2 Foundation Design Considerations 10
5.3 Sulfate Testing of Finish Grade Soils 11
5.4 Control of Surface Water and Draiinage Control 11
5.5 Pavement Design Considerations U
5.6 Graded Slopes U
5.7 Constraction Observation and Testing 12
List of Accompanving Figure. Plates and Appendices
Figiu-e Page
Figure 1 - Site Location Map 2
Plates
Plates 1 through 12 - As-Graded Geotechnical Maps In Pocket
Appendices
Appendix A - References
Appendix B - Field Density Tests
Appendix C - Laboratoiy Testing Procedures and Test Results
Appendix D - General Earthworic and Grading Specifications for Rough Grading
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4930489-011
1.0 INTRODUCTION
In accordance with your request and authorization, Leighton has performed geotechnical observation and
testing services during the rough-grading operations of Carlsbad Ranch Phase 2, located in Carlsbad,
Califomia (Figure 1). Phase 2 grading for the Carlsbad Ranch project included Lots 1 through 3, 5
through 11, 14, and a portion of Lego Drive from its intersection widi Armada Drive to Station 21+00,
as well as a portion of Armada Drive from Station 18+72 to Station 54+20. This fmal as-graded report
of rough grading summarizes our geotechnical observations, geologic mapping, field and laboratory test
results and the geologic conditions encoimtered diuing rough grading of the subject site. In addition, this
report provides conclusions and preliminary recommendations for the proposed development of the site.
As of this date, rough-grading operations for the previously mentioned lots and street sections are
essentially complete.
Prior to the issue of this report, comprehensive lot specific geotechnical recommendations have been
provided for Lots 1 through 3 (Carlsbad Company Stores site). Lot 8 (NAMM site), and portions of Lego
and ArmadaDrives under separate cover (see References, Appendix A). Since the remainder ofthe
subject site has been sheet-graded and specific plans for the development of individual lots/units has not
been completed, an updated geotechnical report including specific foundation design considerations,
retaining wall parameters, stractural setbacks, etc., based on the actual design and location of the proposed
stractures and other site improvements is required by a qualified geotechnical consultant prior to site
development.
The 40-scale grading plans for Carlsbad Ranch Unit I, prepared by O'Day Consultants (O'Day, 1996),
as well as the 40-scale grading plans prepared by Huns^er and Associates (Hunsaker, 1996) were used
as base maps to present the as-graded geotechnical conditions and ^proximate locations of the field
density tests within the limits of the current phase of grading operations. The As-Graded Geotechnical
Maps are presented as Plates 1 through 12 and are located at the rear of this report.
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Base Map: Aerial Foto-Map Book, San Diego County,
1986-87, Aerial Grapiiics, Pages 7D and 8D
2000 4000 feet
Approximate Scale
CARLSSAp RANCH
1»HftSEil
CARLSBAf^r^AUFORKflA
SITE
LOCATION
MAP
Project No.
4g^0489-011
Date m a/il/»r FIGURE 1
BLUEPman- SOURCE A SUPPLY 183080
4930489-011
2.0 SUMMARY OF FINE-GRADING OPERATIONS
Rough grading of the subject lots began on May 29, 1996 and is essentially complete as of the date of
this report. The grading operations were performed by PahIa Constraction Company under the observation
and testing services of Leighton. Our field technician and geologist were on site on a fiill-time and as-
needed basis, respectively, during grading operations. Rough-grading operations included the removal of
potentially compressible soil to competent formational material and cuts and fills to achieve design grades.
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, colluvium, weathered terrace deposits and fonnational
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 fiatter 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 through 12).
Removals of the topsoil, colluvium and weathered terrace deposits and fonnational material were
on the order of approximately 1 to 10 feet in thickness. The undocumented fill was removed
where encountered.
2.2 Fill Slope Keys
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), a
minimum of 15 feet wide and angled a minimum of 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.
2.3 Stabilitv Fill Slope
A stability fill slope was constracted offsite, adjacent to Palomar Airport Road, east of Annada
Drive. The purpose of this slope was to provide a stable, competent slope in an area of existmg
undocumented fill. A key was excavated a minimum of 2 feet into competent fonnational materia
at least 15 feet in width and a subdrain was instaUed. The location of this stability fill slope is
shown on the Geotechnical Maps at the rear of the text (Plates 1 through 12). This stability fill
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4930489-011
was constmcted to provide a stable slope and did not include removal and recompaction of all
undocumented fill soils.
A large stability fill was also constracted along the eastem edge of Lots 1 through 3 (Carlsbad
Company Store site). This stability fill included the excavation of a key through the Terrace
Deposits and into the underlying Santiago Formation. A 6-inch diameter subdrain and backdrains
consisting of miradrain panels placed on 10 foot centers were also installed in accordance with our
previous recommendations (see Appendix A). The stability fill backdrain discharges into a 24-inch
RCP storm drain and includes cleanouts constracted at ±300 feet intervals along the toe of slope.
2.4 Subdrains
During grading operations for a portion of Annada Drive, excessively wet conditions were
encountered near the intersection of Armada Drive and Palomar Airport Road. In order to
mitigate this condition, a subdrain was installed concurrently with, and adjacent to, the storm drain
fiom Station 52+40 to Station 53+40 of Armada Drive as shown on the Geotechnical Maps
(Plates 1 through 12). This subdrain along with those installed in the stability fills are shown on
the geotechnical maps. In addition, a series of gravel filled trenches were installed within Lots 1
through 3 to provide additional drainage.
2.5 Underground Storage Tank
On July 8, 1996 an underground storage tank (UST) was encountered during site grading and
removed by the contractor. The PahIa Corporation. The location of the tank removal was along
the eastem edge of the Armada Drive Alignment at Station 51+00. Soil samples were collected
from beneath the tank and analyzed for TPH (as gasoline and diesel) and for benzene, toluene,
ethylbenzene, and total xylenes (BTEX). Results indicate that TPH and BTEX were not present
in die soil beneath the UST. The tank was disposed of off site according to pertinent regulations
and a closure letter was issued by the County of San Diego (dated September 12, 1996). It is
believed that the tank had been utilized for water storage as part of the previous agricultural
farming operations.
2.6 Vertical Seepage Pits
Several abandoned vertical seepage pits were encountered during rough-gradmg operations for
Armada Drive between Stations 46+00 to 53+00. The majority of these pits were removed during
nonnal gradmg operations. The remaming seepage pits that extended below grade were filled with
clean 3/4-inch gravel to a depth of a minimum of 5 feet below rough grade and then filled to
grade with clean fill soils and compacted to at least 90 percent relative compaction.
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4930489-011
2.7 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.
2.8 Field Densitv Testing
Field density testmg was performed using the Nuclear-Gauge Method (ASTM Test Methods
D2922-91 and D30I7-88). The approximate test locations are shown on the As-Graded
Geotechnical Maps (Plates 1 through 12). The results of the field density tests are summarized
in Appendbc B.
2.9 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.
2.10 Graded Slopes
Graded slopes within the tract were evaluated by the geotechnical consultant and considered
grossly and surficially stable fiom a geotechnical standpoint (Leighton, 1993). All cut and fill
slopes within the tract were constracted with slope inclmations of 2:1 (horizontal to vertical) or
flatter, during rough-grading operations under the observation of Leighton. A cut slope excavated
north of Palomar Airport Road, west of Armada Drive and south of Lot 17 was overexcavated
approximately 2 feet below design grades. This slope, which has a design gradient of 6 to
1 (horizontal to vertical), was then capped with 2 feet of topsoil material and will be utilized for
agricultural puiposes. The topsoil horizon (upper 2 feet) is considered to be non-stractural fill.
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4930489-011
3.0 ENGINEERING GEOLOGIC SUMMARY
3.1 As-graded Geologic Conditions
The as-graded conditions encountered during grading of the subject tract were essentially as
anticipated. A summary of the geologic conditions including 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 through 12).
3.2 Geologic Units
The geologic units encountered during rough grading of the Phase II portion of Carlsbad Ranch
project consisted of undocumented fill, previously placed compacted .fill, topsoil. Quaternary
Terrace Deposits, and the Eocene Santiago Formation. The approximate lunits of the geologic
units encountered during rough grading are presented on the As-graded Geotechnical Maps
(Plates 1 through 12) and discussed below.
3.2.1 Undocumented Fill (Unmapped)
Undocumented fill soils were encountered in localized areas throughout the property.
Where encountered within the limits of planned grading, these soils were removed to
competent material. During grading of Lots 1 through 3, approximately 30,000 yards of
wet material was removed and placed as a new stockpile of undocumented fill. The
location of this stockpile is within the fiiture Lot 12.
3.2.2 Topsoil/CoUuvium (Unmapped')
Topsoi! and colluvium consisting of dry to moist, loose, silty sand and slightly clayey
sand generally on the order of 4 to 5 feet in thickness and locally to 10 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 Formation in most areas
of the site. As encountered during our investigation, these deposits generaUy consist of
orange-red brown, dense, silty fine- to medium-grained sandstone.
3.2.4 Santiago Formation (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
l&l
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on the west side of the site adjacent to Paseo del Norte and on the south side of the site
adjacent to Palomar Airport Road. As encountered during our investigation, this unit
generally consists of light gray to olive-green, moist, dense to very dense, silty sandstone
with minor lenses of stiff claystone.
3.3 Geologic Stracture
Based on our geologic mapping during the rough-grading operations, literature 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 Landslides 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 landslides 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 Lots 1 through 3 at a depth ranging between 5.5 and 11 feet
below the existing ground surface (at an approximate elevation of 53 to 61 feet msl). The perched
ground-water condition is estimated to vaiy fix>m approximately 1 to 6 feet thick (conesponding
to a fiiable sand layer along the contact between the Terrace Deposits and the underlying Santiago
Formation).. This water is likely the result of heavy irrigation on the Slower fields immediately
upslope and past agricultural activities. Below the fiiable sand layer, the Santiago Formation
consisted of a damp to moist, moderately cemented sandstoner Recommendations for ground
water mitigation in this area has been provided under separate cover (see References,
Appendix A). Ground water does not appear to be a significant constraint to future development
on the remainder of the site.
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4930489-011
4.0 CONCLUSIONS
4.1 General
Rough grading of Phase n including Lots 1 through 3, through 11, 14, and Portions of Lego
Drive to Station 2U-00 and Armada Drive fiom Station 18+72 to Station 54+20 was perfoimed
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 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 with gradients steeper
than 5 to 1 (horizontal to vertical) 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 (based on ASTM Test Method D1557-91) and a near-optimum moistiu«
content in accordance with the recommendations of the project geotechnical reports (Appendix
A) and the requirements of the City of Carlsbad.
• Landslides or surficial slope failures were not encountered during rough-grading operations.
• No faults or evidence of fauUmg was encountered during rough grading.
• Perched ground water was encountered on Lots 1,2 and 3 during the rough-grading operations
and mitigated by the constraction of a stability fill with subdrains and additional subdrains
within the lots.
• Minor seepage was also noted m Armada Drive at approximately Station Nos. 52+40 to
53+40. A subdrain and cutoff wall was installed in this area as part of site grading.
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4930489-011
5.0 RECOMMENDATIONS
5.1 Earthwork
We anticipate that future earthwork on the lots will consist of site preparation, possible minor
regrading, and trench and retaining wall excavation and backfill. We recommend that earthwork
on the site be performed 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
TestMediodD1557-91).
If additional grading, such as fill placement, is planned on the site, the areas to receive
stractural fill or engmeered stractures should be clearefl of subsiuface obstmctions,
potentially 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
resuhing from removal of buried obstractions which extend below finish 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 D1557-91).
5,1.2 Excavations
Excavations of the onsite materials for the installation of utilities and future site grading
may generally be accomplished with conventional heavy-duty earthwork equipment.
Due to the relatively high-density characteristics and coarse nature of the onsite soils,
temporary excavations, such as utility trenches with vertical sides m the onsite soils,
should remain stable for the period required to constract the utility provided they are fr^
of adverse geologic conditions. However, in accordance with OSHA requhements,
excavations between 5 and 15 feet in depth should be shored or laid back to inclinations
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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
unifonn lifts to at least 90 percent relative compaction based on the laboratory maximum
dry density (ASTM Test Method D1557-91). The optunum lift thickness required 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 mches in
compacted thickness. Placement and compaction of fiU should be performed in general
accordance with the current City of Carlsbad grading ordinances, sound constraction
practices, and the General Earthwork and Grading Specifications of Rough Grading
presented in Appendix D.
5.1.4 Cut/Fill Transition Lots
The cut/fill transition condition on the lots were not mitigated during the rough-grading
operations, as lot specific design plans were not available at the time of this report.
5.2 Foundation Design Considerations
As previously noted the type of development proposed on each individual lot is unknown. Final
development plans should be reviewed by the geotechnical consultant. In general, the proposed
foundations and slabs of the anticipated stractures should be designed m accordance with stractural
considerations provided by the stractural engineer. Based on our cunent site knowledge, we
anticipate all foundations can be designed for low expansive soils. Expansion index testing should
be performed on the individual lot within the upper 5 feet of finish grade for verification. If
import material is utilized as fill on the lots, the unport material should consist of very low or low-
expansive sandy material (with an expansion mdex 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 if encountered. The fmish
grade soils typically have a very low to low expansion potential. If basement excavations are
proposed, conditions may vary somewhat.
• AUowable soit bearing values and associated settlement.
• Design of other improvements to mitigate the anticipated settlement and/or the potentially
expansive soil conditions, if encountered.
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• Recommendations to reduce the potential for moisture infiltration through concrete slabs-on-
grade.
• Stractural setbacks for buildings and other improvements.
• Retaining wall design parameters.
• Pavement/flatwork recommendations.
• Specific site/lot surface drainage recommendations.
5.3 Sulfate Testing of Finish Grade Soils
Soluble sulfate tests were performed on representative finish grade soils. The test results indicate
that the finish grade soils have a negligible soluble sulfate content per the U.B.C. criteria (ICBO,
1994). The test results and procedures are presented in Appendix C.
5.4 Control of Surface Water and Drainage Control
Positive drainage of surface water away from stractures is very important. No water should be
allowed to pond adjacent to buildings. Positive dramage 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
necessary, drainage paths may be shortened by use of area drains and collector pipes.
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 should be avoided.
5.5 Pavement Design Considerations
Final pavement designs should be calculated utilizing R-value teststaken on the street/parking area
subgrade soils upon completion of the street/paricing 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.
5.6 Graded Slopes
It is recommended that all graded slopes withm the development be planted with drought-tolerant,
groimd-cover vegetation as soon as practical to protect against erosion by reducing ranoff velocity.
Deep-rooted vegetation should also be established to protect against surficial slumpmg.
Oversteepening of existmg slopes should be avoided during fine grading and constraction unless
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supported by appropriately designed retaining stractures. Retaining stractures should be designed
with stractural considerations.
5.7 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
4930489-011
APPENDK 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
through 7), Carlsbad Ranch Phase 1, Carlsbad, Califomia, Project No. 4930489-01, dated
July 22, 1993.
, 1994a, Preliminaiy Geotechnical Investigation, Carlsbad Ranch Phase II, Carlsbad,
Califomia, Project No. 4930489-03, dated March 23, 1994.
- 1994b, Preliminaiy Geotechnical Evaluation for Tentative Map Purposes, Carlsbad Ranch,
Carlsbad, Califomia, Project No. 4930489-05, dated July 5, 1994.
-, 1995, Proposal for Geotechnical Observation and Testing Services during Rough- and Post-
Grading, Carlsbad Ranch Phases 1 and 2, Carlsbad, Califomia, Project No. 4930489-08,
dated April 21, 1995.
-, 1996a, Soil Sampling for Underground Storage Tank (UST) Removal, Project
No. 4930489-012, dated July 22, 1996 (Revised July 25, 1996).
-, 1996b, Geotechnical Investigation, Proposed Carlsbad Company Stores, Southeast Comer
of Paseo del Norte and Car Country Drive, Carlsbad, Califomia, Project No. 4960044-001,
dated April 21, 1996.
-, 1996c, Revised Slope Recommendations, Proposed Carlsbad Company Stores, Southeast
Comer of Paseo del Norte and Car Country Drive, Carlsbad, San Diego County,
Califomia, Project No. 4960044-002, dated September 27, 1996.
-, 1996d, Dewatering Provisions, Carlsbad Ranch, Carlsbad Company Store Site, Carlsbad,
California, Project No. 4960044-002, dated October 11, 1996.
-, 1996e, Additional Subdram Recommendations, Carlsbad Company Store Site, Carlsbad,
California, Project No. 4960044-002, dated December 19, 1996.
-, 1996f, Geotechnical Investigation, Proposed Corporate Headquarters for National Association
of Music Merchants, Phase II, Lot 11, Carlsbad Ranch, Carlsbad, Califomia, Project No.
4960091-001, dated April 10, 1996.
A-1
APPENDIX
B
4930489-011
APPENDIX B
EXPLANATION OF SUMMARY OF FIELD DENSITY TESTS
Test No. Test of Test No. Test of
Prefix Test of Abbreviations Prefix Test of Abbreviations
(none) GRADING
Natural Groimd NG (SG) SUBGRADE
Original Ground OG (AB) AGGREGATE BASE
Existing Fill EF (CB) CEMENT TREATED BASE
Compacted Fill CF (PB) PROCESSED BASE
Slope Face SF (AC) ASPHALT CONCRETE
Finish Grade FG
(S) SEWER Curb C
(SD) STORM DRAIN Gutter G
(AD) AREA DRAIN Curb and Gutter CG
(W) DOMESTIC WATER Cross Gutter-XG
(RC) RECLAIMED WATER Street ST
(SB) SUBDRAIN Sidewalk SW
(G) GAS Driveway D
(E) ELECTRICAL Driveway Approach DA
(T) TELEPHONE Parking Lot PL
(J) JOINT UTILITY Electric Box Pad EB
(I) IRRIGATION
Bedding Material B
Shading Sand S
Main Backfill M
Lateral Backfill L
Crossing X
Manhole MH
Hydrant Lateral HL
Catch Basin CB
Riser R
Invert I
Check Valve CV
Meter Box MB
Junction Box JB
(RW) RETAINING WALL (P) PRESATURATION
(CW) CRIB WALL 1 (LW) LOFFELL WALL Moisture Content M
(SF) STRUCT FOOTING
Fooling Botiom F (IT) INTERIOR TRENCH
Backfill B
Wall Cell C Plumbing P
Electrical E
N represents nuclear gauge tests that were performed in general accordance with most recent version of ASTM Test Methods D2922
and D3017.
S represents sand cone tests that were performed in general accordance wilh most recent version of ASTM Test Method D1556.
15A represents first retest of Test No. 15
153 represents second retest of Test No. 15
"0" in Test Elevation Column represents test was taken at the ground surface (e.g. finish grade or subgrade)
"-1" in Test Elevation Column represents test was taken one foot below the ground surface
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APPENDIX
C
4930489-011
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 (Terrace) 124.5 8.5
2 Dark brown, silty sand with clay 129.0 10.0
3 Topsoil, mixed with orange-brown silty
sand
135.0 8.0
4 Topsoil, brown silty sand 133.0 9.0
5 Orange-brown silty sand (Terrace) 129.0 lO.O
6 Gray, clean sand 115.5 9.0
7 Brown, gray clayey sand 109.0 20
8 Brown-gray, oxidized sand, mix of 1,5 <& 6 127.0 11.0
9 Red-brown, silty sand 130.0 10.0
10 Gray, silty to clayey sand 128.0 9.0
11 Dark brovm clayey sand 125.0 9.5
12 Tan-brown topsoil. Lot 9 127,9 8.5
13 Orange-brown, sand w/clay (Terrace) 131.0 9.0
14 Orange-brown sandy silt (alluvium) 130.5 9.5
15 Gray-tan silty sand (existing fill) 122.5 12.0
16 Gray coarse sand (cut south of Lot 14) 124.0 10.5
17 Gray sand/red-brown sand mix (cut south
of Lot 14)
116.0 8.0
18 Red-brown sand mix (20+00 Armada Dr) 126.5 8.5
19 Gray-brown DG sand (W/L import TC) 129.0 9.5
20 Gray-brown silty sand (Lot 2) 127.0 9.0
21 Gray-brown sand (Lot 2) 122.5 12.0
22 Gray fme sand (Lot 2) 118.5 11.0
4930489-011
APPENDIX C (continued)
Soluble Sulfates: The soluble sulfate contents of selected samples were determined by standard geochemical
methods. The test results are presented in the table below:
Sample No. Results Classification*
1 Less than 50 ppm Negligible
2 Less than 50 ppm Negligible
3 Less than 50 ppm Negligible
4 Less than 50 ppm Negligible
•Based on the 1994 edition ofthe Uniform Buildmg Code (U.B.C), Table 19-A-3 (ICBO, 1994).
C-2
APPENDIX
D
LEIGHTON AND ASSOCIATES, INC.
GENERAL EARTHWORK AND GRADING SPECIHCATIONS FOR ROUGH GRADING
1.0 General
1.1 Intent: These General Earthwork and Grading Specifications are for the grading 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 Geotechnical Consultant of Record: Prior to commencement ofwork, 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 Earthwork Contractor (Contractor) and schedule
sufficient personnel 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 Greotechnical
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 Gil 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 Earthwork Contractor: The Earthwork Contractor (Contractor) shall be
qualified, experienced, and knowledgeable in earthwork logistics, preparation and
processing 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
Leighton and Associates, Inc.
GENERAL EARTHWORK AND GRADING SPECIFICATIONS
Page 2 of 6
Contractor shall be solely responsible for performing the grading in accordance with
the plans and specifications.
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 earthwork 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 opinion of the
Geotechnical Consultant, unsatisfactory 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 Greotechnical 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 Califomia, 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 ground may constitute a misdemeanor, punishable by
fines and/or imprisonment, and shall not be allowed.
ymi(i9A
Leighton and Associates, Inc.
GENERAL EARTHWORK AND GRj\DING SPECIRCATIONS
Page 3 of 6
2-2 Processing: Existing ground that has been declared satisfactory for support of fill by
the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches.
Existing ground that is not satisfactory shall be overexcavated as specified in the
following section. Scarification shall continue until soils are broken down and free
of large clay lumps or clods and the working surface is reasonably uniform, flat, and
free 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
minimum of 15 feet wide and at least 2 feet deep, into competent material as
evaluated by the Geotechnical 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 flatter 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
recorded, and/or tested prior to being accepted by the Geotechnical Consultant as
suitable to receive fill. The Contractor shall obtain a written acceptance from 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 free 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 defined as rock, or other irreducible material with a
maximum dimension greater than 8 inches, shall not be buried or placed in 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 finish grade or within 2 feet of future utilities or
underground construction.
303ai094
Leighton and Associates, Inc.
GENERAL EARTHWORK AND GRj^DING SPECIRCATIONS
Page 4 of 6
3.3 Import: If importing of fill material is required for grading, proposed import material
shall meet the requirements of Section 3.1. The potential import source shall be
given to the Geotechnical Consultant at least 48 hours (2 working days) before
importing begins so that its suitability can be determined and appropriate tests
performed.
4.0 Fill Placement and Compaction
4.1 Fill Layers: 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 testing indicates the grading
procedures can adequately compact the thicker layers. Each layer shall be spread
evenly and mbced 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
mked, 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 accordance 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, mbced, and
evenly spread, it shall be uniformly compacted to not less than 90 percent of
maximum 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 accompUshed 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 Geotedmical Consultant. Upon
completion of grading, 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 of the
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).
3O3ai094
Leighton and Associates, Inc.
GENERAL EARTHWORK AND GRADING SPECIHCATIONS
Page 5 of 6
4.6 Frequencv of Compaction Testing: Tests shall be taken at intervals not exceeding
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 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 depending
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 grading.
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 reconmiended 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.
303ai094
Leighton and Associates, Inc.
GENERAL EARTHWORK AND GRADING SPECinCATIONS
Page 6 of 6
7.2 All bedding and backfill of utility trenches shall be done in 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 backfill shall not exceed those allowed in the Standard
Specifications of Public Works Constmction unless the Contractor can demonstrate
to the Geotechnical Consultant that the fill lift can be compacted to the minimum
relative compaction by his altemative equipment and method.
303ai(»4
RETAINING WALL DRAINAGE DETAIL
80IL BACKFILL, COMPACTED TO
90 PERCENT RELATIVE COMPACTION*
RETAINING WALL
WALL WATERPROOFING
PEfT ARCHITECT'S
SPECIFICATIONS
FILTER FABRIC ENVELOPE
(MIRAFI 140N OR APPROVED
EQUIVALENT)**
3/4''-l-l/2* CLEAN GRAVEL**
4': (MIN.> DIAMETER PERFORATED
PVC PIPE <SCHEDULE 40 OR
EQUIVAt^t) WITH PERFORATIONS
ORIENTED DOWfi AS DEPICTED
MINIIiilUM 1 iPERC^Nt dRAOIENT
TO SUITABLE OUTLET
SPECIFICATIONS FOR CALTRANS
CLASS 2 PERMEABLE MATERIAL
U.S. Standard
Sieve Size % Passinq
I" 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 Equ1va1ent>75
8* MIN.
cdMPEfiNt BEDROCK OR MATERIAL
AS EVALUATED BV tlHE QEbtE^HNICAL
COfliBULTANT
*BA8E0 ON ASTM D1667
**IF CALTRAN^ CLASS 2 PERMEABLE MATERIAL
(SEE GRADATION tO LEFT) IS USED IN PLACE OF
8/4'-1-1/2' GRAVEL, FILTER FABRIC MAY BE •
DELETED. CALtRAiNr^ CLA$S 2 PEtlMEABLE
MATERIAL SHOtltO BE COMPACTEDl'b 90
PERCENt[RELAtlvr COMPACTION *
NOTECOMPOSrrE DRAlNAOe PRODUCTS SUCH AS MIRADRAIN
OR J-DRAIN MAY BE AS^AN ALTERNAUVE TO GAAVEL OR
jcyn^alt^AlUlKX^ K f#FORMEO IN ACC(>Rt)ANCE
^Jnrirt^MPACiEOirir:
PROJECTOI PtANE
1T01 MAXMUM FROM TOE
OF SLOPE TO APPRPVH} OROUND
NATURAL
GROUND
FILL SLOPE
REMOVE
UNSUITABLE
MATERIAL
2' MM.-
KEY DEPTH
MIN.-*-"
U—^15* MIN.
LOWEST BENCH
(KEY)
BENCH
HEKSHT
COMPACTED—^
NATURAL
GROUND
FILL-OVER-CUT
SLOPE
4-TYPICAL
•T: BENCH
HEIGHT
REMOVE
UNSUITABLE
MATERIAL
i—2-MIN.
KEY DEPTH
CUTPACE
SHALL BE (XSNSmUCTED Pn»R
TO FIL PLACaUBfTTO ASSURE
ADEQUATE GEOLOGIC CONOmONS
OUTFACE
TO BE CONSTRUCTED PRIOR
TOFLLPLAcayeir^
NATURAL
GROUND
OVERBUUT AND
TRIM BACK
PROJECTED PLANE
1 TO 1 MMOMUM FROM
TOE OF SLOPE TO
APPROVB) GROUND
DESKXN SLOPE REMOVE
ABLE
MATERIAL
CUT-OVER-FILL
SLOPE
For Subdrains See
Standard Detail 0
BENCH HEKSHT
2-MlN.-
KEY DEPTH I LOWEST BENCH
BENCHNG SHAU BE DONE WHB4 SLOPES
ANOLE 16 EQUAL TO OR ORSOBt THAN 5:1
MNMUM BeiCH HEIQHr SmU. BE 4 FEET
MMMUM FILL WK3TH SHALL BE 9 FEET
KEYING AND BENCHING GENERAL EARTHWORK AND GRADING
SPEaFICAHONS
STANDARD DETAILS A 1
REV.4fl1/P6_
SLOPE
FACE
FINISH GRADE
"10' MIN.zzir::r:COMPA(rrED FILLri_—
:nrznn»^~.-0VERSI2E :
ri5' MIN.'
.=^^=rfir7nnrt.WINDR0W z
JETTED OR FLOODED
GRANULAR MATERIAL
• Oversbe rock Is larger than 8 Inches
In largest dimensioa
• Excavate a trench in the compacted
fill deep enough to bury aH the rock.
• BackfiD With granular sofl Jetted or
fkxxled In place to fill aU the vokte.
• Do not bury rock within 10 feel of
fimshgrada
• Windrow of burled rock shafl be
paraflel to the finished sk)pe fSL ELEVATION A^'
PROFILE ALONG WINDROW
JETTED OR FLOODED
GRANULAR MATERIAL
OVERSIZE
ROCK DISPOSAL
GENERAL EARTHWORK AND GRADING
SPECIFICATIONS
STANDARD DETAOS B
4/9S
NATURAL
GROUND
BENCHING REMOVE
UNSUITABLE
MATERIAL
2- MIN. OVERLAP FROM THE TOP
HOG RING TIED EVERY 6 FEET
CALTRANS CUSS II
PERMEABLE OR #2 ROCK'
(9FT.'/FT.) WRAPPED IN
FILTER FABRIC
FILTER FABRIC
(MIRAF1140 OR
APPROVED
EQUIVALENT)
CANYON SUBDRAIN OUTLET DETAIL
DESIGN
FINISHED
GRADE
PERFORATED PIPE
6-^ MIN.
^COLLE(rrOR PIPE SHALL
BE MINIMUM 6- DIAMETER
SCHEDULE 40 PVC PERFORATED
PIPE. SEE STANDARD DETAIL D
FOR PIPE SPEaFICATlON
20' MIN.-
NON-PERFORATED
S-4 MIN. 5' MIN.
FILTER FABRIC
(MIRAFI140OR
APPROVED
EQUIVALENl)
#2 ROCK WRAPPED IN FILTER
-FABRIC OR CALTRANS CLASS II
PERMEABLE
CANYON SUBDRAINS GENERAL EARTHWORK AND GRADING
SPECIFICATIONS
STANDARD DETAILS C
4/95
15' MIN.
OUTLET PIPES
4"<t NON-PERFORATED PIPE,
100' MAX. O.C. HORIZONTALLY,
30* MAX. O.C. VERTICALLY
2' MIN.
POSITIVE SEAL
SHOULD BE
PROVIDED AT
THE JOI
OUTLET PIPE
(NON-PERFORATED)
CALTRANS CLASS II
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-CONNECTION FOR
COLLECTOR PIPE TO
OUTLET PIPE
• ^^P*^^ INSTAUATKW - Subdrain collector pipe shafl be installed wttrrperfbratkxis down or,
untess^thsniirfse deslgnaied by the geotechnk»l consultant Oubet pipes shal be noni)erforated
pipe. The subdrain pipe shafl have at least 8 perforattons unBbmily spaced^ Peilbratton shafl
be %• to W r dr«ed holes are used Afl subAaIn pipes shafl have a gradiert flt least ^ outlet
• !li2?!Sl!i^^^" pipe shafl be ASTM D2751. SDR 2a5 or ASTM D1527. Schedule 40, or
ASTM D3034, SDR 23.5, Schedule 40 Polyvinyl Chtorfcie Plastfc (PVC) pipe.
• All outlet p^ ShaU be placed In a trench no wider than twtee the subdraki pipe. Pipe shafl be in sofl
of SE>30 letted or ftooded In place except for the outskJo 5 feet whteh shafl be native sofl
BUTTRESS OR
REPLACEMENT FILL
SUBDRAINS
GENERAL EARTHWORK AND GRADING
SPECIFICUVTIONS
STANDARD DETAILS D
4/95
CUT AND CUT-FILL LOT
REMOVE
UNSUITABLE
GROUND
UNWEATHERED BEDROCK OR
MATERIAL APPROVED BY
THE GEOTECHNICAL CONSULTANT
NATURAL
GROUNDS^ SIDE HILL FILL
FOR CUT PAD
OVEREXCAVATE ^ ^ - .FINISHED CUT PAD
AND RECOMPACT . ^^^g^ ^
(REPLACEMENT FII ^^~~~~Zy~-
OVERBURDEN ^^^—^^j^^f^r^^T^ \ PAD OVEREXCAVATION AND
OR UNSUITABLE ^^;5~r?trv£H:^~ \ RE<X)MPACTK)N SHALL BE
MATERIALS -<'~HHHH^-'^"^3ff^^ PERFORMED IF SPECIFIED
ririrzj-.^_.?E:-| \ BY THE GEOTECHNICAL ^—--pat—VBENCHING CONSULTANT
2% SEE STANDARD DETAIL FOR SUBDRAIN
T~T-^^jfT^ DETAIL WHEN REQUIRED BY QEOTECHNICAL
J r n CONSULTANT 2* MIN. 9 FEET MIN.
KEY UNWEATHERED BEDROCK OR
DEPTH MATERIAL APPROVED BY THE
GEOTECHNICAL CONSULTANT
TRANSITION LOT FILLS AND
SIDE HILL FILLS
GENERAL EARTHWORK AND GRADING
SPECIFICATIONS
STANDARD DETAILS E
4/08