HomeMy WebLinkAbout; Carlsbad Ranch Unit II; Final As-Graded Report of Rough-Grading; 1997-11-21Leighton andAssociates
GEOTECHNICAL CONSULTANTS
FINAL AS-GRADED REPORT
OF ROUGH-GRADING,
CARLSBAD RANCH UNIT II,
CARLSBAD, CALIFORNIA
Project No. 4930489-014
November 21, 1997
(Revised November 24,1997)
Prepared For
CARLTAS COMPANY
5600 Avenida Encinas, Suite 100
Carlsbad, Califomia 92008-4452
3934 MURPHY CANYON ROAD, SUITE B205
SAN DIEGO, CA 921 23-4425
(619) 292-8030 • FAX (619) 292-0771
A GTG Ccunpany
Leigliton and Associates
GEOTECHNICAL CONSULTANTS
November 21, 1997
(Revised November 24,1997)
ProjectNo. 4930489-014
To: Carltas Company
5600 Avenida Encinas, Suite 100
Carlsbad, Califomia 92008-4452
Attention: Mr. David Meyer
Subject Final As-Graded Report of Rough-Grading Carlsbad Ranch Unit II, Carlsbad, Califomia
In accordance with your request and authorization, Leighton and Associates, Inc., (Leighton) has
provided geotechnical observation and testing services during rough-grading operations for Carlsbad
Ranch Unit 2. This includes Lots 9 through 12, Fleet Street, and Lots 14-15 Carlsbad Ranch project
located in Carlsbad, Califomia. The accompanying final as-graded report of rough-grading 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 this report, please do not hesitate to contact this office. We
appreciate this opportunity to be of service.
KAB/MRS
Distribution:
Respectfully submitted,
LEIGHTON AND ASSOCIATES, INC.
Michael R. Stewart, CEG 1349 (Exp. 12/31/97)
Director of Geology
. Franzone, R(
of Engineering
(6) Addressee
(2) The Harrison Company: Attn: Mr. Steve Harrison
3934 MURPHY CANYON ROAD, SUITE B205
SAN DIEGO, CA 92 1 23-4 4 2 5
(619) 292-8030 • FAX (619) 292-0771
TABLE OF CONTENTS
Section Page
1.0 INTRODUCTION 1
2.0 SUMMARY OF ROUGH-GRADING OPERATIONS 3
2.1 SITE PREPARATIONS AND REMOVALS 3
2.2 FILL PLACEMENT 3
2.3 FIELD DENSITY TESTING 3
2.4 LABORATORY TESTING 4
2.5 GRADED SLOPES 4
3.0 ENGINEERING GEOLOGIC SUMMARY 5
3.1 AS-GRADED GEOLOGIC CONDITIONS 5
3.2 GEOLOGIC UNTFS 5
3.2.1 Compacted Artificial Fill - Undifferentiated (Map Symbol AJ) 5
3.2.2 Topsoil/Colluvium (Unmapped) 5
3.2.3 Terrace Deposits (Map Symbol - Qt) 6
3.2.4 Santiago Formation 6
3.3 GEOLOGIC STRUCTURE 6
3.4 LANDSLIDES AND SURFICIAL FAILURES 6
3.5 FAULTING 6
3.6 GROUND WATER 7
3.7 TRANSITION AREAS 7
4.0 CONCLUSIONS 8
4.1 GENERAL 8
4.2 SUMMARY OF CONCLUSIONS 8
5.0 RECOMMENDATIONS 9
5.1 EARTHWORK 9
5.1.1 Site Preparation 9
5.1.2 Excavations ^
5.2 PRELIMINARY FOUNDATION DESIGN CONSIDERATIONS 10
5.2.1 Footing Design 10
5.2.2 Floor Slab Design 10
5.2.3 Foundation Setback H
5.3 EXPANSION POTENTIAL OF FINISH GRADE SOIL 11
5.4 RETAINING WALL DESIGN CONSIDERATIONS 12
5.5 TYPE OF CEMENT FOR CONSTRUCTION 12
5.6 CORROSION RESISTANCE 13
5.7 PAVEMENT DESIGN 14
5.8 GRADED SLOPES 15
5.9 CONSTRUCTION OBSERVATION AND TESTING 15
TABLE OF CONTENTS (Continued)
Figures
Figure 1 - Site Location Map - Page 2
Plates
Plates 1 through 3 - As-Graded Geotechnical Maps - In Pockets
Appendices
Appendix A - References
Appendix B - Summary of Field Density Testing
Appendix C - Laboratory Testing Procedures
Appendix D - General Earthwork and Grading Specifications
11
4930489-014
1.0 INTRODUCTION
In accordance with your request and authorization, Leighton and Associates, Inc., (Leighton) has
provided geotechnical observation and testing services during rough-grading operations for Carlsbad
Ranch Unit 2. This includes Lots 9 through 12, Fleet Street, and Lots 14-15 of the Carlsbad Ranch
project located in Carlsbad, Califomia. Rough grading of Carlsbad Ranch Phase II has previously been
completed under the observation and testing of Leighton and Associates. Portions ofthe previous Phase
II grading extended within the limits of the areas covered by this report and are documented in the results
referenced in Appendix A (Leighton 1997a, 1997b and 1997c). The accompanying final as-graded report
of rough-grading summarizes our observations, field and laboratory test results, and the geotechnical
conditions encountered during rough-grading of the subject site. In addition, this report provides
conclusions and preliminary recommendations for the proposed development ofthe site. As ofthis date,
rough-grading operations for the previously mentioned lots and street sections are essentially complete.
This current phase of site grading was done in conjunction with the rough grading of the adjacent
Legoland parcel.
The 40-scale grading plans for Carlsbad Ranch Unit 2, provided by Hunsaker and Associates (Hunsaker,
1997), were used as a base map to present the as-graded geotechnical conditions and approximate
locations ofthe field density tests within the limits of the current phase of grading operations. The As-
Graded Geotechnical Maps are presented as Plates 1 through 3 and are located at the rear of this report.
-1-
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PROJECT NO.
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November 1997 FIGURE No. 1
4930489-014
2.0 SUMMARY OF ROUGH-GRADING OPERATIONS
Rough-grading of the subject lots began on May 7,1997 and is essentially complete as of the date of this
report. The most recent phase of rough-grading operations were performed by Signs & Pinnick under the
observation and testing services of Leighton. Our field technicians and geologist were onsite on a full-
time and as-needed basis, respectively, during grading operations. Rough-grading included the removal
of potentially compressible soils to competent material and cuts and fills to achieve design grades.
2.1 Site Preparations 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 formational material, were made to competent material. Removals of the unsuitable and
potentially compressible soil were performed in accordance with the recommendations presented
in the project geotechnical report (Leighton, 1994a) and field recommendations made during the
course of grading.
The removal areas flatter than 5:1 (horizontal to vertical) exposmg competent bedrock material
were scarified a minimum of 6 inches, moisture conditioned, as needed, to obtain 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 3).
2.2 Fill Placement
Alter 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 constmction equipment. Areas of fill in which
field density test results 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.
2.3 Field Densitv Testing
Field Density testing was performed using the Nuclear Gauge Method (ASTM Test Methods
D2922-96 and D3017-96). The approximate test locations are shown on the As-Graded
Geotechnical Maps (Plates 1 through 3). The results of the field density tests are summarized in
Appendix B.
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4930489-014
2.4 Laboratorv Testing
Laboratory maximum dry density tests of representative onsite soils were performed in general
accordance with ASTM Test Method D1557-91. The laboratory test results and a brief
description of the laboratory test procedures are presented in Appendix C.
2.5 Graded Slopes
Graded slopes within the subject site were evaluated by the geotechnical consultant and
considered grossly and surficially stable from a geotechnical standpoint (Leighton, 1993). All
cut and fill slopes were constmcted with a slope inclination of 2:1 (horizontal to vertical) or
flatter during rough-grading operations under the observation of Leighton.
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3.0 ENGINEERING GEOLOGIC SUMMARY
3.1 As-Graded Geologic Conditions
The as-graded conditions encountered during rough grading of the subject site were essentially
as anticipated. A summary of the geologic conditions including geologic units, geologic
stmcture, and faulting is presented below. The as-graded geologic conditions of the subject site
are presented on the As-Graded Geotechnical Maps (Plates 1 through 3).
3.2 Geologic Units
The geologic units encoimtered during the completion of rough-grading for the Unit 2 portion of
the Carlsbad Ranch project consisted of previously placed compacted fill, topsoil, and
Quatemary Terrace Deposit. The approximate limits of the geologic units encountered during
rough-gradmg are presented on the As-Graded Geotechnical Maps (Plates 1 through 3), and
briefly described below.
3.2.1 Compacted Artificial Fill - Undifferentiated (Map Svmbol Af)
Compacted artificial fill soils placed during earlier phases of grading onsite were
encountered during the most recent phase of grading. These soils were placed by Pahla
Constmction Company under the observation and testing services of Leighton (Leighton,
1997a). These soils were derived from onsite material and are similar to the compacted
fill soils placed during this phase of grading. As encountered during grading these soils
generally consisted of light brown to reddish brown, damp, medium dense to dense,
slightly clayey, silty fine- to medium-grained sand. The surface of the existing fill soils
was scarified, moisture conditioned and recompacted prior to the placement of additional
fill. These fill soils are not differentiated on the geotechnical maps fix)m the fill soils
placed by Signs and Pinnick during the current phase of grading.
3.2.2 Topsoil/Colluvium (Unmapped)
Topsoil and colluvium consisting of dry to moist, loose, silty sand and slightiy clayey
sand generally on the order of 3 to 4 feet in thickness and locally to 8 feet in thickness
was encountered on portions of the subject site where no grading had previously been
completed. These soils were considered potentially compressible and therefore,
unsuitable to receive improvements in their existing condition. These soils were
removed to competent formational material during the rough-grading operations.
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3.2.3 Terrace Deposits (Map Svmbol - Ot)
Quatemary-aged Terrace Deposits locally overiie the Eocene-aged Santiago Formation
in most areas of the subject site. As encountered during grading, these deposits
generally consisted of orange-red brown, dense, silty fine- to medium-grained sandstone.
3.2.4 Santiago Formation
The Eocene-aged Santiago Formation appears to underlie the Terrace Deposits and the
entire site at depth. During our previous subsurface investigation, the Santiago
Formation was encountered in several of our exploratory borings. However, this unit
was not encountered during rough-grading. At depth this unit generally consisted of
light gray to olive-green, moist, dense to very dense, silty sandstone with minor lenses of
stiff claystone.
3.3 Geologic Stmcture
Based on our geologic mapping during the rough-grading operations, literature review and our
professional experience on adjacent sites, bedding on site is generally flat lying to slightly
dipping (5 to 10 degrees) to the west. Previous investigations and geologic mapping during site
grading indicated that the Terrace Deposits and the Santiago Formation are generally weakly
bedded to massive.
3.4 Landslides and Surficial Failures
Based on our review of the referenced project geotechnical reports (Appendix A), and our
mapping during rough-grading operations, 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
subject site. Grading operations within the Quatemary Terrace Deposits uncovered polygonal
and infilled features thought by some researchers to be evidence of paleoliquefaction.
Liquefaction is a phenomenon in which may result in a large total and/or differential settlement
for stmctures founded on liquefying soils. In order for the potential effects of liquefaction to be
manifested at the ground surface, the soils generally have to be granular, loose to medium dense,
saturated relatively near the ground surface, and must be subjected to a sufficient magnitude and
duration of shaking. No evidence of surface faulting has been observed during grading
operations on site or during a review of pertinent aerial photographs. In addition, due to the
relatively dense nature of the bedrock materials encountered during grading operations, lack of a
shallow water table, and observations and recommendations made during the course of grading
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for the Carlsbad Ranch project, the potential for liquefaction on site due to the design earthquake
is anticipated to be very low.
It should be noted that the Carlsbad Ranch project is located on an elevated terrace which has
been bisected by the erosion of several relatively deep canyon areas. In addition, the most recent
use of the site has been for agricultural purposes and has been heavily irrigated for a long period
oftime and yet still lacks a shallow ground water or widespread perched ground water condition.
These points, as well as the installation of a series of subdrains during grading operations lead us
to believe that there is minimal risk of a future build up of ground water.
It should be recognized, however, that many of the parameters used in liquefaction evaluation
are subjective and open to interpretation. It should also be understood that much of Southem
Califomia lies in an area of moderate to high seismic risk and it is no generally considered
economically feasible to build stmctures totally resistant to earthquake-related hazards.
However, a current state-of-the-art standards for design and constmction are intended to reduce
the potential for major stmctural damage.
3 .6 Ground Water
Ground water was not encountered during rough-grading operations of the subject lots.
However, it has been our experience that perched groundwater conditions can exist at the contact
between the relatively porous Terrace Deposits and the relatively non-porous underlying
Santiago Formation with the addition of precipitation and irrigation. This condition becomes
worse with insufficient drainage. However, groundwater does not appear to be a significant
constraint to future site development provided the recommendations provided in this report are
adhered to. If areas of seepage are noted, additional recommendations can be provided at that
time.
3.7 Transition Areas
Because final grades and building locations are unknown, transition areas (cut/fill contacts) were
not overexcavated within tiie lots.
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4.0 CONCLUSIONS
4.1 General
Rough-grading of Carlsbad Ranch Unit 2 (Lots 9 through 12, Fleet Street, and Lots 14-15) was
performed in general accordance with the project geotechnical reports (Appendix A),
geotechnical recommendations made during the course of grading, and the City of Carlsbad
requirements. It is our opinion that the subject site is suitable to receive the proposed
commercial improvements. The following is a summary of our conclusions conceming rough-
grading of Carlsbad Ranch Unit 2.
4.2 Summarv of Conclusions
Geotechnical conditions encountered during rough-grading were generally as
anticipated.
• Potentially compressible and/or desiccated fill, topsoil, colluvium, and weathered
Terrace Material was removed to competent material during grading operations.
• Site preparation and removals were geotechnically observed.
• 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 near-optimum
moisture content in accordance with the recommendations of the project geotechnical
reports (Appendix A) and the requirements of the City of Carlsbad.
Landslides or other surficial failures were not encountered during rough-grading
operations onsite.
• No evidence of faulting was encountered during rough-grading operations onsite.
• Ground water was not encountered during this phase of grading onsite, and is not
considered a significant constraint to future development.
Transition lots were not overexcavated as part of site grading.
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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 constmction 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
constmction 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
stmctural fill or engineered stmctures should be cleared of subsurface obstmctions,
potentially compressible material (such as undocumented fills placed after the
completion of site grading, weathered formational material, and desiccated fill soils) and
stripped of vegetation prior to grading. Vegetation and debris should be removed and
properly disposed off site. Holes resulting from removal of buried obstmctions 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.
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4930489-014
Due to the relatively high-density characteristics and coarse nature of the onsite soils, temporary
excavations, such as utility trenches with vertical sides in the onsite soils, should remain stable
for the period required to constmct the utility provided they are fi^e 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 no steeper than 1:1 (horizontal to
vertical).
5.2 Preliminarv Foundation Design Considerations
Proposed building types, locations, and foundation loads were unknown at the time this report
was prepared. For planning purposes, we anticipate the proposed stmctures will vary from one
to three stories in height and will utilize both stmctural steel and concrete tilt-up constmction.
Typical column loads are assumed to be on the order of 200 kips, i Laboratory testing of finish
grade soils indicate that the pad grade soils have a very low to low expansion, therefore, the
following preliminary foundation recommendations may be utilized:... Final foundation plans
should be reviewed by this office.
5.2.1 Footing Design
The proposed buildings, may utilize a combination of continuous perimeter footings and
conventional interior isolated-spread footings for building support. Footings bearing in
properly compacted fill should extend a minimum of 18 inches below the lowest
adjacent compacted soil grade (24 inches for three stories). At this depth, footings may
be designed using an allowable soil-bearing value of 2,500 pounds per square foot (psf).
The allowable soil bearing pressure may be increased by 250 psf for each additional foot
of foundation embedment below 18 inches to a maximum allowable soil bearing
pressure of 3,000 pounds per square foot. This value may be increased by one-third for
loads of short duration including wind or seismic forces. Continuous perimeter footings
should have a minimum width of 15 inches and should be reinforced by placing at least
one No. 5 rebar near the top and one No. 5 rebar near the bottom of the footing, and in
accordance with the stmctural engineer*s requirements. We recommend a minimum
width and depth of 24 mches for isolated-spread footings. Utilizing these
recommendations, total and differential settlement is not anticipated to exceed 1 inch and
inches, respectively. Approximately one-halfvOf this settlement is expected to occur
during constmction.
5.2.2 Floor Slab Design
All slabs should have a minimum thickness of 4 inches and be reinforced at slab
midheight with No. 3 rebars at 18 inches on center or No. 4 rebars at 24 inches on center
(each way). Additional reinforcement and/or concrete thickness to accommodate
specific loading conditions should be designed by the stmctural engineer using a
modulus of subgrade reaction of 100 pci. We emphasize that it is the responsibility of
the contractor to ensure that the slab reinforcement is placed at midheight of the slab.
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4930489-014
Slabs should be underlain by 2-inch layer of clean sand (sand equivalent greater than 30)
to aid in concrete curing, which is underiain by a 6-mil (or heavier) moisture barrier
which, in turn, underlain by a 2-inch layer of clean sand to act as a capillary break. All
laps and penetrations in the moisture barrier should be appropriately sealed. The spacing
of the crack-control joints should be designed by the stmctural engineer. Our experience
indicates that use of reinforcement in slabs and foundations will generaUy reduce the
potential for drying and shrinkage cracking. However, some cracking should be
expected as the concrete cures. Minor cracking is considered normal; however, it is
often aggravated by a high water/cement ratio, high concrete temperature at the time of
placement, small nominal aggregate size, and rapid moisture loss due to hot, dry, and/or
windy weather conditions during placement and curing. Cracking due to temperature and
moisture fluctuations can also be expected. The use of low slump concrete (not
exceeding 4 inches of the time of placement) will reduce the potential for shrinkage
cracking. A slip-sheet or equivalent should be used if : crack-sensitive floor coverings
(such as ceramic tile, etc.) are planned directly on the concrete floor.
Moisture barriers can retard, but not eliminate moisture vapor movement from the
underlying soils up through the slab. We recommend that the floor coverings contractor
test the moisture vapor flux rate prior to attempting application of moisture-sensitive
flooring. "Breathable*' floor coverings should be considered if the vapor flux rates are
high.
5.2.3 Foundation Setback
We recommend a minimum horizontal setback distance from the face of slopes for all
improvements (such as flatwork, retaining walls, building footings, etc.). This distance
is measured fi-om the outside edge of the footing, horizontally to the slope face (or to the
face of a retaining wall) and should be a minimum of 5 feet for slopes up to 10 feet in
height, 7 feet for slopes up to 15 feet in height and 10 feet for slopes greater than 15 feet
in height. Please note that the soils within the stmctural setback area possess poor lateral
stability, and improvements (such as retaining walls, sidewalks, fences, pavements, etc.)
constmcted within this setback area may be subject to lateral movement and/or
difTerential settlement. Potential distress to such improvements may be mitigate by
providing a deepened footing to support the improvement. The deepened footing should
meet the setback recommendations described above.
5.3 Expansion Potential of Finish Grade Soils
Based on laboratory testing of representative soils, the finish-grade soils on site have a very low
expansion potential (less than 20 per UBC 18-2) (Appendix C).
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5.4 Retaining Wall Design Considerations
Embedded stmctural walls should be designed for lateral earth pressures exerted on them. The
magnitude of these pressures depends on the amount of deformation that the wall can yield under
load. If the wall can yield enough to mobilize the full shear strength of the soil, it can be
designed for "active" pressure. If the wall cannot yield under the applied load, the shear strength
of the soil cannot be mobilized and the earth pressure will be higher. Such walls should be
designed for "at rest" conditions. If a stmcture moves toward the soil, the resulting resistance
developed by the soil is the "passive" resistance.
For design purposes, the recommended equivalent fluid pressure for each case for walls founded
above the ground water table and backfilled with soils of very low expansion potential (less than
20 per UBC 18-2) is provided below.
Equivalent Fluid Weight (pcf)
Condition Level 2:1 Slope
Active 35 55
At-Rest 55 65
Passive 350 —
The above values assume free-draining conditions. If conditions other than those assumed above
are anticipated, the equivalent fluid pressure values should be provided on an individual-case
basis by the geotechnical engineer. All retaining wall stmctures should be provided with
appropriate drainage. The outlet pipe should be sloped to drain to a suitable outlet. Typical
drainage design is illustrated in Appendix D.
Wall backcut excavations less than 5 feet in height can be made near vertical. For back cuts
greater than 5 feet in height, but less than 15 feet in height, the back cut should be flattened to a
gradient of no steeper than 1:1 (horizontal to vertical) slope inclination. For back cuts in excess
of 15 feet in height, specific recommendations should be requested from the geotechnical
consultant.
Soil resistance developed against lateral stmctural movement can be obtained from the passive
pressure values in the previous table. Further, for sliding resistance, a friction coefficient of 0.35
may be used at the concrete and soil interface. These values may be increased by one-third when
considering loads of short duration including wind or seismic loads. The total resistance may be
taken as the sum of the frictional and passive resistance provided the passive portion does not
exceed two-thirds of the total resistance.
5.5 Tvpe of Cement for Constmction
Representative samples of the soils near-finish grade were obtained and tested for soluble sulfate
content upon completion of rough grading to determine the type of cement for constmction.
Tests performed during the rough-grading operations indicated the soil possess a negligible
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soluble sulfate content (ICBO, 1994) (Appendix C). Consult UBC Table 19-A-3 for the type of
cement recommended for contact with the onsite soils.
5.6 Corrosion Resistance
Samples of the representative onsite soils were tested for minimum resistivity and pH by
Califomia Test Method 643 during the previous investigations at the subject site. The results of
this testing (Appendix C) indicate that the soils have a mild to high potential for corrosion to
buried uncoated metal conduits. A corrosion engineer should be consulted for further evaluation
of this potential if buried metal conduits are proposed.
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5.7 Pavement Design
Final pavement recommendations should be provided based on R-value testing of parking lot and
roadway subgrade soils as final grades are achieved. For planning purposes, we have assumed
the sandy onsite soils will have an R-value of 40. Utilizing assumed traffic indices of T.I. = 5.0,
T.I.=6.0, and T.I.=7.0, the following stmctural pavement sections can be assumed for planning
purposes.
Pavement Use Assumed Traffic Index
Design
R-Value
Recommended Stmctural Pavement
Design
Parking and light
auto traffic
T.I. = 5.0 R = 40 3 inches of asphalt concrete over
4 inches of Caltrans Class 2 Base
Drive Areas T.I. = 6.0 R = 40 4 inches of asphalt concrete over
5 inches of Caltrans Class 2 base
Tmck areas and
fire lanes
T.I. = 7.0 R = 40 4 inches of asphalt concrete over
7 inches of Caltrans Class 2 base
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. If fill
is required to reach subgrade design grade, fill placement should be performed in accordance
with the recommendations presented in Section 5.1. The aggregate base material should be
compacted to a minimum of 95 percent relative compaction.
Untreated Class 2 aggregate base should meet the requirements of Caltrans specifications.
We recommend that the curbs, gutters, and sidewalks be designed by the civil engineer or
stmctural engineer. We suggest crack-control joints at appropriate intervals as determined by the
civil or stmctural engineer be considered. We also suggest a minimum thickness of 4 inches for
sidewalk slabs.
In accordance with City of Carlsbad guidelines, concrete improvements within city right-of-ways
should be underlain by a minimum of 6 inches of Caltrans Class 2 aggregate base.
If pavement areas ar^ adjacent to heavily watered landscape areas, we recommend some measure
of moisture control be taken to prevent the subgrade soils from becoming saturated. It is
recommended that the concrete curbing separating the landscaping area from the pavement
extend below the aggregate base to help seal the ends of the sections where heavy landscape
watering may have access to the aggregate base and subgrade. Concrete swales should be
designed in roadway or parking areas subject to concentrated surface mnoff.
For loading areas subject to impact loadings (i.e. trash tmcks, delivery tmcks bays, loading
docks, etc.), we recommend a minimum 6 inches of concrete pavement. The Portland Cement
Concrete (P.C.C.) should be provided with appropriate steel reinforcement and crack-control
joints as designed by the project stmctural engineer. We recommend that crack-control joints be
spaced no more than 12 feet on center each way. If sawcuts are used, they should be a minimum
depth of one-quarter the slab thickness and made within 24 hours of concrete placement. We
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4930489-014
recommend that sections be as nearly square as possible. A 3,500 psi mix may be utilized.
Asphalt Concrete (A.C.), Portland Cement Concrete (P.C.C.) and base materials should conform
to and be placed in accordance with the latest revision of the Califomia Department of
Transportation Standard Specifications (Caltrans) and American Concrete Institute (ACI) codes.
5.8 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 reducing
mnoff velocity. Deep-rooted vegetation should also be established to protect against surficial
slumping. Oversteepening of existing slopes should be avoided during fine grading and
constmction unless supported by appropriately designed retaining stmctures. Retaining
stmctures should be designed with stmctural considerations.
5.9 Constmction Observation and Testing
Constmction observation and testing should be performed by the geotechnical consultant during
future grading, excavations and foundation or retaining wall constmction 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 constmction and a final report of geotechnical services should be
prepared to document geotechnical services upon completion of site development.
-15-
APPENDIX
A
4930489-014
APPENDIXA
REFERENCES
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, Preliminary 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, Califomia, Project No. 4930489-05, dated July 5, 1994.
, 1997a, 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 Ranch, Carlsbad,
California, ProjectJslo. 4930489-008, dated June 16, 1997.
, 1997b, Final Report of Post-Grading Activities, Carlsbad Ranch Phase I and II, Carlsbad
Ranch, Carlsbad, Califomia, Project No. 4930489-011, dated June 16, 1997.
, 1997c, Final As-Graded Report of Rough-Grading, Carlsbad Ranch Phase n, Carlsbad,
Califomia, ProjectNo. 4930489-011, dated March 12, 1997.
, 1997d, Recommendations for Pavement Section for Fleet Street, Carlsbad Ranch Unit 2,
Carisbad, Califomia, Project No. 4930489-015, Letter dated September 30, 1997
A-1
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APPENDIX
c
4930489-014
APPENDIX C
Laboratorv Testing Procedures and Test Results
Expansion Index Tests: The expansion potential of selected materials was evaluated by the Expansion
Index Test, U.B.C. Standard No. 18-2. Specimens are molded under a given compactive energy to
approximately the optimum moisture content and approximately 50 percent saturation or approximately 90
percent relative compaction. The prepared 1-inch thick by 4-inch diameter specimens are loaded to an
equivalent 144 psf surcharge and are inundated with tap water until volumetric equilibrium is reached. The
results of these tests are presented in the table below:
Sample
Location
Soil Type Expansion Index Expansion Potential
Lot 9 reddish-brown, silty
sand
1 Very Low
Lot 10 reddish-brown, silty
sand
1 Very Low
Lot 11 reddish-brown, silty
sand
0 Very Low
Lot 12 tan to light gray, silty
sand
15 Very Low
Lot 14 tan to light gray, silty
sand
16 Very low
Lot 15 tan to light gray, silty
sand
14 Very Low
C-1
4930489-014
Laboratorv Testing Procedures (Continued)
Maximum Densitv Tests: The maximum dry density and optimum moisture content of typical materials
were determined in accordance with ASTM Test Method Dl 557. The results of these tests are presented in
the table below:
Sample Number Sample Description
Optimum Moisture
Content
Maximum Dry Density
(pcf)
1 Topsoil, brown silty sand 9.0 133.0
2 Alluvium, orange-brown silt 9.5 130.5
3 Terrace, orange-brown silty sand 10.0 129.0
4 Gray coarse sand 10.5 124.5
5 Orange-brown-graysand 8.5 124.5
7 Tan-brown silty sand 9.0 129.5
1 Orange-brown silty sand 12.0 122.0
1 Brown sandy clay to clayey sand 12.5 121.0
15 Gray-tan sandy clay to clayey sand 16.0 116.0 1
16 Gray silty sand to clayey sand 12.0 1225
17 Gray clayey sand 10.5 124.0
,. Mix, orange-brown to gray sand 8.5 126.5
1 „ Gray silty sand 15.0 1
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.
Sulfate Content (ppm) Potential Degree of Sulfate Attack*
E-42 <50 Negligible
E-43 <50 Negligible
E-44 <50 Negligible
E-45 <50 Negligible
E-46 <50 Negligible
E-47 <50 Negligible
• Based on the 1994 edition of the Uniform Building Code, Table No. 19-A-3, prepared by the
Intemational Conference of Building Officials (ICBO, 1994).
C-2
APPENDIX
D
Leighton and Associates, Inc.
GENERAL EARTHWORK AND GRADING SPECIFICATIONS
Page 1 of 6
LEIGHTON AND ASSOCIATES, INC.
GENERAL EARTHWORKAND GRADING SPECIFICATIONSFOR 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 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 recommendationsprior to the commencementof 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 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-conditioningand 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.
3030.1094
Leighton and Associates, Inc.
GENERAL EARTHWORKAND GRj\DING SPECIFICATIONS
Page 2 of6
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-conditioningand 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 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 constmction be stopped until
the conditions are rectified.
2.0 Preparation of Areas to be Filled
2.1 Clearing and Gmbbing Vegetation, such as bmsh, 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 fill4naterial shall nbt 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 materiai 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 fiiel, 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.
3030.1094
Leighton and Associates, Inc.
GENERAL EARTHWORK AND GRADING SPECIFICATIONS
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), lhe 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 minmium 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 FiU 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
determiningelevationsof 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 satisfactoryfill 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 imless 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 constmction.
3030.1094
Leighton and Associates, Inc.
GENERAL EARTHWORKAND GRADING SPECIFICATIONS
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 woricing days) before importing begins so that
its suitability can be determined and appropriate tests performed.
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 testing indicates the grading
procedures can adequately compact the thicker layers. Each layer shall be spread evenly
and mixed thoroughly to attain relative uniformifyof 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
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, mixed, and evenly
spread, it shall be uniformly compacted to not lessthan 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 nonnal 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
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-^lative 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 fil Vbedrock benches).
3030.1094
Leighton and Associates, Inc.
GENERAL EARTHWORK AND GRADING SPECIFICATIONS
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
constmction is such that the testing schedule can be accomplished by the Geotechnical
Consultant. The Contractor shall stop or slow down the earthwork constmction if these
minimum standards are not met.
4.7 Compaction Test Locations: The GeotechnicalConsultantshall documentthe 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 aUowed 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 gradmg. 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 constmction 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.
3030.1094
Leighton and Associates, Inc.
GENERAL EARTHWORKAND GRADING SPECIFICATIONS
Page 6 of 6
7.2 All bedding and backfiU of utility trenches shall be done in accordance with the applicable
provisions of Standard Specifications of Public Works Constmction. 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 backfiU shall not exceed those aUowed 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.
3030.1094
pnojccra) PLANE
1T01 MAXMUM FRCSM TOE
OF SLOPE TO APPRQVED OnOUNO
NATURAL
QROUND
FILL SLOPE
REMOVE
UNSUITABLE
MATERIAL
BENCH
HEIOHT
2'MIN.
KEY DEPTH
U—ir MIN.
LOWEST BENCH
(KEY)
NATURAL
OROUND
j»w»ACTED~i^;::^
4^ TYPICAL
BENCH
HEIGHT
FILL-OVER-CUT
SLOPE
REMOVE
UNSUITABLE
MATERIAL
I—2'MIN.
KEY OEPTH
CUT PACE
SHALL BE CONeiRUCTB) PnOR
TO m PLACEMENT TO ASSURE
ADEQUATE OEOLOQIC CONDITIONS
OUTFACE
TO BE 00N8TRUCTH) PRIOR
TO FU. PLACEMENT^
OVERBUILT ANO
TRIM BACK
PROJECTED PLANE
1 TO 1 MAXMUM FROM
TOE OF SLOPE TO
APPROVED OROUND
0ESK2N SLOPE REMOVE
NSUITABLE
MATERUU.
CUT-OVERFILL
SLOPE
For Subdrains See
Standard Detail C
BENCH HEIOHT
2'MIN.—J
KEY DEPTH [LOWEST BEN«l]
fKEYt
BENCHtia SHAa BE DONE WHEN SLOPES
ANQLE 18 EQUAL TO OR QRQOER THAN 5:1
MMMUM eeiCH HEIQHr SHAa BE 4 FEET
MMMUM FU. WK3TH SHAa BE 0 FEET
KEYING AND BENCHING GENERAL EARTHWORK AND QRADING
SPEaFICATIONS
STANDARD DETAILS A
REv.4niyoe
FINISH GRADE
SLOPE
FACE
110' MIN.inrzr:COMPACTED RLL-—
JETTED OR FLOODED
GRANULAR MATERIAL
• Oversize rock Is larger than 8 Inches
in largest dimensioa
• Excavate a trench in the compacted
fin deep enough to bury all the rock.
• Backfin with granular sofl Jetted or
fkxxled In place to fin aU the vokjs.
• Oo not bury rock within 10 feet of
finish grada
• Windrow of buried rock shafl be
parafiel to the finished sk)pe fin. ELEVATION A-A'
PROFILE ALONG WINDROW
JETTED OR FLOODED
GRANULAR MATERIAL
OVERSIZE
ROCK DISPOSAL
GENERAL EARTHWORK AND GRADING
SPECIFICATIONS
STANDARD DETAILS B
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
(MIRAF1140 OR
APPROVED
EQUIVALENT)
CANYON SUBDRAIN OUTLET DETAIL
DESIGN
FINISHED
GRADE
PERFORATED PIPE
6> MIN.
^COLLECTOR PIPE SHALL
BE MINIMUM 6- DIAMETER
SCHEDULE 40 PVC PERFORATED
PIPE. SEE STANDARD DETAIL D
FOR PIPE SPECIHCAT10N
NON-PERFORATED
6> MIN.
FILTER FABRIC
(MIRAF1140 OR
APPROVED
EQUIVALENT)
02 ROCK WRAPPED IN FILTER
FABRIC OR CALTRANS CLASS II
PERMEABLE.
CANYON SUBDRAINS GENERAL EARTHWORK AND QRADING
SPECIFICATIONS
STANDARD DETAILS C
OUTLET PIPES
4-<^ NON-PERFORATED PIPE,
100' MAX. O.C. HORIZONTALLY,
30' MAX. O.C. VERTICALLY BACKCUT 1:1
OR FLATTER
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
• SUBDRAIN INSTALLATION - Subdrah coflector pipe shatt be Instafled with perforatkxis down or.
unless othenvise designated by the geotechnteal consuhant Outlet pipes shatt be non-perforated
pipa The sUxirain pipe shafl have at least 8 perforations uniformly spaced per foot Perforation shafl
be V^Mo IT drflled holes are used. Att subdrain pipes shatt have a gradient at least 2% towards the
outlet
• SUBDRAIN PIPE - Subdrain pipe shall be ASTM D2751, SDR 23.5 or ASTM D1527. Schedule 40, or
ASTM D3034, SDR 23.5. Schedule 40 Polyvlnyf Chk)rkle Plastto (PVC) pipe.
• All outlet pipe shall be placed in a trench no wkler than twtoe the subdrain pipe. Pipe shafl be in soil
of SE>30 jetted or flooded in place except for the outside 5 feet whteh shall be native sofl backfilL
BUTTRESS OR
REPLACEMENT FILL
SUBDRAINS
GENERAL EARTHWORK AND GRADING
SPECIFICATIONS
STANDARD DETAILS D D
RETAINING WALL DRAINAGE DETAIL
SOIL BACKFILL. COMPACTED TO
90 PERCENT:RELATIVE COMPACTION*
RETAINING WALL
WALL WATERP^OOFINQ
PER^ ARCHITECT'S
SPECIFICATIONS
FILTER FABRIC ENVELOPE:
(MmAFI 140N OR APPROVED
EQUIVALENT)'**
WALL FOOTINQ §
NOT TO 8CALE
SPECIFICATIONS FOR CALTRANS
CLASS 2 PERMEABLE MATERIAL
U.S. 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 Equ1va1ent>75
3/4'-1-l/2' CLEAN GRAVEL
4'(MIN j.DIAMETER PERFORATED
PVC PIPE (SCHEDULE 40 OR
EQuiVALEJNt) WITH PERF0BATION8
ORIENTED DOWN AS DEPICTED
MINIMUM 1 PERCENT GRADIENT
TO SUITABLE OUTLET
8* MIN.
COMPEfENt BEDROCK OR MATERIAL
A8 EVALUATED BY THE QEOTECHNICAL
CONSULTANT
*BA8ED ON ASTM D1657
**IF CALTRANS CLA8S 2 PERMEABLE MATERIAL
(SEE QRADATION TO LEFT) 18 USED IN PLACE OF
SM'-l-l/a' QRAVEL. FILTER FABRIC MAY BE
DELETED. CALTRANS CLA88 2 PERMEABLE
MATERIAL SHOtfLO BE COMPACTED TO
PERCNI RELATIVE bOMPACTION *
NOTEiCOMPOSITE ORAINAC^ PRODUCTS SUCH AS MIRADRAIN
<m J-DRAIN MAY BE US£D AS AN ALTERNATIVE TO (3RAVEL OR
CtJfVSS aWSTAUATK»4 SHOULD BE PERFORMED IN ACCOROANCE
'V\ATH MAI^ACTliRS^S SPECIRCATIONa