HomeMy WebLinkAbout6604-1; ; Geotechnical Evaluation Romeria Street Drainage Improvement; 2008-06-27rF-t~~MJnao&Moo .. e . · ··
I ,-I ' !eotechnical and Environmental Sciences Consultants
GEOTECHNICAL EVALUATION
ROMERIA STREET
DRAINAGE IMPROVEMENT PROJECT
CARLSBAD, CALIFORNIA
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PREPARED FOR
City of Carlsbad
1635 Faraday Avenue
Carlsbad, California 92008
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ENGINEERING
DEPARTMENT
PREPARED BY
Ninyo & Moore
Geotechnical and Environmental Sciences Consultants
5710 Ruffin Road
San Diego, California 92123
June 27, 2008
Project No. 106333001
5710 Ruffin Road • San Diego, California 92123 • Phone !858) 576-1000 • Fax !858) 576-9600
San Dieqo • Irvine • Ontario • Los Anqeles • Oakland • Las Veqas • Carson City • Phoenix • Denver
~,~Mingo&~Oo"te\ ~
"• I ,-Geotechnical and Environmental Sciences Consultants
Ms. Sherri Howard, P. E.
Associate Engineer
City of Carlsbad
1635 Faraday Avenue
Carlsbad, California 92008
Subject: Geotechnical Evaluation
June 27, 2008
Project No. 106333001
Romeria Street Drainage Improvement Project
Carlsbad, California
Dear Ms. Howard:
In accordance with your authorization, we have performed a geotechnical evaluation for the pro-
posed drainage channel improvement project west of Romeria Street in Carlsbad, California. This
report presents our geotechnical findings, conclusions, and recommendations for the project.
We appreciate the opportunity to be of service on this project.
~~
Francis 0. Moreland, C.E.G.
Senior Geologist
BTM/JTKJFOM/kh
Distribution: (5) Addressee
5710 Ruffin Road • San Diego, California 92123 • Phone (858) 576-1000 • Fax (858) 576-9600
San Diego • Irvine • Ontario • Los Angeles • Oakland • Las Vegas • Carson City • Phoenix • Denver
Romeria Street Drainage Improvement Project
Carlsbad, California
June 27, 2008
Project No. I 06333001
TABLE OF CONTENTS
Page
1. INTRODUCTION .................................................................................................................... 1
2. SCOPE OF SERVICES ............................................................................................................ !
3. SITE AND PROJECT DESCRIPTION .................................................................................... I
4. SUBSURFACE EXPLORATION AND LABORATORY TESTING ................................... .2
5. GEOLOGY AND SUB SURF ACE CONDITIONS ................................................................. 2
5.1. Site Geology ................................................................................................................. 2
5.1.1. Colluvium ............................................................................................................ 3
5.1.2. Santiago Formation ............................................................................................. 3
5.2. Excavation Characteristics ............................................................................................ 3
5.3. Groundwater ................................................................................................................. 3
6. CONCLUSIONS ...................................................................................................................... 3
7. RECOMMENDATIONS .......................................................................................................... 4
7 .1. Earthwork ..................................................................................................................... 4
7.1.1. Site Preparation ................................................................................................... 4
7.1.2. Remedial Grading-Maintenance Road .............................................................. 5
7 .1.3. Excavation Bottom Stability ............................................................................... 5
7.1.4. Materials for Fill ................................................................................................. 6
7.1.5. Compacted Fill .................................................................................................... 6
7.1.6. Temporary Excavations ....................................................................................... ?
7.1.7. Slopes .................................................................................................................. 8
7.1.8. Drainage .............................................................................................................. 8
7.2. Preliminary Pavement Design ....................................................................................... 9
7.3. Corrosion ...................................................................................................................... 9
7 .4. Concrete ...................................................................................................................... ! 0
7.5. Pre-Construction Meeting ........................................................................................... lO
7.6. Plan Review and Construction Observation .............................................................. .11
8. LIMITATIONS ....................................................................................................................... ll
9. REFERENCES ....................................................................................................................... 13
Figures
Figure 1 -Site Location Map
Figure 2-Test Pit Location Map
Appendices
Appendix A-Test Pit Log
Appendix B -Laboratory Testing
Appendix C -Typical Earthwork Guidelines
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Romeria Street Drainage Improvement Project
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1. INTRODUCTION
June 27, 2008
Project No. 106333001
In accordance with your request and our proposal dated March 18, 2008, we have performed a
geotechnical evaluation for the proposed drainage channel improvements west of Romeria Street
and south of La Costa Avenue in Carlsbad, California (Figures 1 and 2). The purpose ofthis study
was to evaluate the geotechnical conditions at the site and provide geotechnical design and con-
struction recommendations for the proposed project.
2. SCOPE OF SERVICES
Ninyo & Moore's scope of services for this project included review of pertinent background data,
performance of a subsurface evaluation, and engineering analysis with regard to the proposed
project. Specifically, we performed the following tasks:
• Reviewing readily available published geotechnical literature, including geologic maps, en-
gineering plans, and aerial photographs.
• Performing a field reconnaissance to observe site conditions and to mark the location of our
subsurface exploration.
• Contacting Underground Service Alert (USA) to clear the subsurface exploration locations
for conflicts with buried utilities.
• Performing a subsurface exploration consisting of the excavating, logging and sampling oftwo ex-
ploratory test pits. Bulk soil samples were obtained at selected intervals from the test pits for
laboratory testing.
• Performing geotechnical laboratory testing on selected samples.
• Compiling and analyzing the data obtained from our background review, subsurface explora-
tion, and laboratory testing.
• Preparing this report presenting our geotechnical findings, conclusions, and recommenda-
tions regarding the geotechnical design and construction of the subject project.
3. SITE AND PROJECT DESCRIPTION
The proposed project involves the improvement of an existing drainage channel west of Romeria
Street in Carlsbad, California. The proposed channel improvements include replacing approxi-
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June 27, 2008
Project No. 106333001
mate1y 350 feet of lined channel, replacing the headwall at the northern end of the channel, re-
placing several brow ditches, and construction of a Gravelpave2 (permeable pavement) paved
access road for maintenance equipment. As part of the access road construction, an approxi-
mately 10 foot high fill slope will be created.
The site is located approximately 100 feet west of Romeria Street and adjacent to the south side
of La Costa Avenue. The project site extends from La Costa Avenue approximately 350 feet
south. The elevation of the project site varies from approximately 89 feet above mean sea level
(MSL) at the north headwall flow line to approximately 115 feet above MSL at the existing
headwall at the south end of the improvements. Vegetation generally consists of a moderate
growth of grass, weeds, and brush.
4. SUBSURFACE EXPLORATION AND LABORATORY TESTING
Our subsurface exploration was conducted on May 14, 2008 and consisted of excavating two ex-
ploratory test pits (TP-1 and TP-2) using a John Deere 410 backhoe. Bulk soil samples were
obtained at selected intervals from the test pits. The approximate locations of the test pits are
shown on Figure 2. The test pit logs are presented in Appendix A.
Laboratory testing of representative soil samples included grain size analysis, corrosivity, and R-Value.
The results of the laboratory tests performed are presented in Appendix B.
5. GEOLOGY AND SUBSURFACE CONDITIONS
Our findings regarding site geology and groundwater conditions are provided in the following sections.
5.1. Site Geology
The geologic units encountered during our subsurface evaluation included colluvium and materials
of the Santiago Formation. Generalized descriptions of the units encountered are provided in the
subsequent sections. Detailed descriptions are also provided on the test pit logs in Appendix A
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Project No. 106333001
5.1.1. Colluvium
Colluvium was encountered in both test pits from the ground surface to depths of up to
approximately 8 feet. As encountered, the colluvium generally consisted of light gray to
dark gray, wet, soft, sandy clay with scattered cobbles.
5.1.2. Santiago Formation
Materials of the Santiago Formation were encountered in the test pits underlying the
colluvium to the depth explored. As encountered, the materials generally consisted of a
reddish brown to light gray, moist, weakly to moderately cemented, silty, clayey fine-
grained sandstone, and weakly indurated silty claystone.
5.2. Excavation Characteristics
The results of our geotechnical evaluation indicate that colluvium and materials of the Santiago
Formation underlie the project site, as presently proposed. The on-site materials are expected to
be generally rippable with normal heavy-duty earthmoving equipment. Strongly cemented ma-
terial (concretions), however, may be encountered within the Santiago Formation which would
entail heavy ripping or the use of rock breakers.
5.3. Groundwater
Groundwater seepage was observed in our test pits as well as on the surface at various loca-
tions adjacent to the west side of the existing concrete swale. Based on the observed
seepage, we anticipate that the groundwater level is at, or close to the ground surface in the
northern portion of the project site. Fluctuations in groundwater level may occur due to sea-
sonal variations, irrigation, groundwater withdrawal or injection, and other factors.
6. CONCLUSIONS
Based on our review of the referenced background data, geologic field reconnaissance, subsurface
evaluation and laboratory testing, it is our opinion that the proposed drainage channel improvements
are feasible from a geotechnical standpoint. Geotechnical considerations include the following:
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Project No. 106333001
• During earthwork operations the contractor should anticipate encountering wet soils, cob-
bles, and soft subgrade conditions. Grading recommendations are provided in the following
sections.
• Due to the presence of wet, soft soils underlying the proposed alignment for the access road
and its associated fill slope, the access road and fill slope are anticipated to be subject to fu-
ture settlement. Periodic maintenance of the access road should be anticipated.
• Our subsurface exploration encountered wet colluvial soils at the site. The contractor should
anticipate additional processing (i.e., aeration) of the materials prior to use as fill. In lieu of
the additional processing, the contractor may consider the usage of import materials.
• Due to the location of the project site in an existing drainage channel, the contractor should
anticipate groundwater seepage during construction.
• As detailed in the following sections, our laboratory testing indicates that the site would be
considered corrosive based on Caltrans corrosion guidelines (2003).
7. RECOMMENDATIONS
The following recommendations are provided for use in design and construction of the proposed
drainage channel improvements. If additional geotechnical recommendations are needed, please
contact this office.
7.1. Earthwork
In general, earthwork should be performed in accordance with the recommendations pre-
sented in this report. In addition, Typical Earthwork Guidelines for the project are included as
Appendix C. In the event of a conflict, the recommendations presented in the text of this re-
port should supersede those in Appendix C.
106333001 R doc
7.1.1. Site Preparation
Site preparation should begin with the removal of vegetation and other deleterious de-
bris from areas to be graded. Tree stumps and roots should be removed to such a depth
that organic material is generally not present. Clearing and grubbing should extend to
the outside of the proposed excavation and fill areas. The debris and unsuitable material
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Romeria Street Drainage Improvement Project
Carlsbad, California
June 27, 2008
Project No. 106333001
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generated during clearing and grubbing should be removed from areas to be graded and
disposed of at a legal dumpsite away from the project area.
7.1.2. Remedial Grading-Maintenance Road
We recommend that the wet colluvium in the maintenance road be removed to a depth of
3 feet below proposed finish grade and replaced with a combination of compacted Class 2
aggregate base materials with geogrid reinforcing. Once the removals have been per-
formed, the removal surface should be dressed and any ruts that have developed should be
smoothed out. Then Tensar BX-1100 geogrid material, or an equivalent, should be rolled
out onto the excavation bottom. The grid material should overlap 2 feet or more. Subse-
quent to the first layer of geogrid, a 12 inch layer of Caltrans Class 2 base material
should be placed and compacted to a relative compaction of 90 percent as evaluated by
the American Society for Testing and Materials (ASTM) Test Method D1557. A second
layer of geogrid (Tensar BX-11 00) should then be rolled out over the compacted base
material. Subsequent to the second layer of geogrid, base materials ,should be placed to
the finished subgrade elevation and compacted to 95 percent relative compaction as
evaluated by ASTM D1557. A third layer of geogrid should be placed below the paving
section.
7.1.3. Excavation Bottom Stability
In general, we anticipate that the exposed removal surfaces for the proposed improve-
ments will encounter wet and loose soils that may be unstable. In general, to aid in the
preparation of a firm working surface, the bottoms of the excavations may be overexca-
vated 1 foot and replaced with a layer of 3-inch minus crushed rock worked into the
removal surface. An alternative option may include the usage of base materials reinforced
with a layer of geogrid. Recommendations for stabilizing excavation bottoms should be
based on evaluation of the exposed field conditions by Ninyo & Moore at the time of
construction.
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Romeria Street Drainage Improvement Project
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Project No. 106333001
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7 .1.4. Materials for Fill
On-site soils with an organic content of less than approximately 3 percent by volume (or
1 percent by weight) are suitable for use as fill. The on-site colluvium, however, is likely
to be too wet to use as fill without drying. In general, fill materials should not contain
rocks or lumps over approximately 4 inches, and should not have more than approxi-
mately 40 percent of the particles greater than % inch. Larger chunks, if generated during
excavation, may be broken into acceptably sized pieces or disposed of off site.
Imported fill material should generally be granular soils with a low or very low expansion
potential (i.e. Expansion Index, EI, lower than 50). Import material should also have gen-
erally low corrosion potential. Materials for use as fill should be evaluated by Ninyo &
Moore's representative prior to filling or importing.
7.1.5. Compacted Fill
The contractor should request an evaluation of the exposed ground surface by Ninyo &
Moore prior to placement of compacted fill. Unless otherwise recommended, the ex-
posed ground surface should be scarified to a depth of approximately 8 inches and
watered or dried, as needed, to achieve a moisture content generally above the optimum
moisture content. The scarified materials should then be compacted to a relative com-
paction of 90 percent as evaluated by ASTM Dl557. The evaluation of compaction by
the geotechnical consultant should not be considered to preclude any requirements for
observation or approval by governing agencies. It is the contractor's responsibility to no-
tify our offices and the appropriate governing agency when project areas are ready for
observation, and to provide reasonable time for that review.
Fill materials should be moisture conditioned to generally above the laboratory optimum
moisture content prior to placement. The optimum moisture content will vary with ma-
terial type and other factors. Moisture conditioning of fill soils should be generally
consistent within the soil mass.
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Romeria Street Drainage Improvement Project
Carlsbad, California
June 27, 2008
Project No. 106333001
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Prior to placement of additional compacted fill material following a delay in the grading
operations, the exposed surface of previously compacted fill should be prepared to receive
fill. Preparation may include scarification, moisture conditioning, and recompaction.
Compacted fill should be placed in horizontal lifts of approximately 8 inches in loose
thickness. Prior to compaction, each lift should be watered or dried as needed to achieve
a moisture content generally above the laboratory optimum, mixed, and then compacted
by mechanical methods, using sheepsfoot rollers, multiple-wheel pneumatic-tired rollers
or other appropriate compacting rollers, to a relative compaction of 90 percent as evalu-
ated by ASTM D1557. Successive lifts should be treated in a like manner until the
desired finished grades are achieved.
7.1.6. Temporary Excavations
Although not anticipated, we recommend that trenches and excavations be designed and con-
structed in accordance with Occupational Safety & Health Administration (OSHA) regulations.
These regulations provide trench sloping and shoring design parameters for trenches up to
about 20 feet deep based on the soil types encountered. Trenches over 20 feet deep should be
designed by the Contractor's engineer based on site-specific geotechnical analyses. For plan-
ning purposes, we recommend that the following OSHA soil classifications be used:
Fill/Colluvium
Santiago Formation
TypeC
TypeB
Upon making the excavations, the soil classifications and excavation performance should
be checked in the field by Ninyo & Moore's representative in accordance with the OSHA
regulations.
Temporary excavations should be constructed in accordance with OSHA recommenda-
tions. For trench or other excavations, OSHA requirements regarding personnel safety
should be met by using appropriate shoring (including trench boxes) or by laying back the
slopes at inclinations no steeper than I.5: I (horizontal:vertical) in fill or colluvium and 1: I
in materials of the Santiago Formation. Temporary excavations that encounter seepage
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Romeria Street Drainage Improvement Project
Carlsbad, California
June 27, 2008
Project No. 106333001
106333001 R.doc
may need shoring or may be stabilized by placing sandbags or gravel along the base of the
seepage zone. Excavations encountering seepage should be evaluated on a case-by-case
basis. On-site safety of personnel is the responsibility of the contractor.
7.1.7. Slopes
We recommend that fill and cut slopes be constructed at an inclination of 2: 1 (horizon-
tal:vertical). Compaction of the face of fill slopes should be performed by backrolling at
intervals of 4 feet or less in vertical slope height or as dictated by the capability of the
available equipment, whichever is less. Fill slopes should be backrolled utilizing a
sheepsfoot-type roller. Care should be taken in maintaining the desired moisture condi-
tions and/or reestablishing them, as needed, prior to backrolling. The placement,
moisture conditioning, and compaction of fill slope materials should be done in accor-
dance with the recommendations presented in the Compacted Fill section of this report.
Site runoff should not be permitted to flow over the tops of slopes. Positive drainage
should be established away from the slopes. This may be accomplished by incorporating
brow ditches placed at the top of the slopes to divert surface runoff away from the slope
face where drainage devices are not otherwise available.
The on-site soils are susceptible to erosion; therefore, the project plans and specifica-
tions should contain design features and construction requirements to mitigate erosion
of on-site soils during and after construction. Slopes and other exposed ground surfaces
should be appropriately planted with a protective ground cover.
7.1.8. Drainage
Surface drainage on the site should generally be provided so that water is not permitted
to pond. A gradient of 2 percent or steeper should be maintained and drainage patterns
should be established to divert and remove water from the site to appropriate outlets.
Care should be taken by the contractor during grading to preserve any berms, drainage
terraces, interceptor swales or other drainage devices on or adjacent to the project site.
8
Romeria Street Drainage Improvement Project
Carlsbad, California
June 27, 2008
Project No. I 0633300I
Drainage patterns established at the time of grading should be maintained for the life of
the project. The property maintenance personnel should be made aware that altering
drainage patterns might be detrimental to long term stability of slopes.
7.2. Preliminary Pavement Design
We understand that a Gravelpave2-paved access drive will be constructed on the site.
Gravelpave2 is an engineered permeable pavement product placed on a base layer. For plan-
ning purposes we are providing a preliminary Class 2 aggregate base section. Laboratory
testing was performed on a representative sample of the on-site soils to evaluate R-value. The
test was in general accordance with California Test (CT) Method 301 and the result is presented
in Appendix B. The test result indicates an R-value of I 0 for the sample tested. We have
used this value for the preliminary design of the base section at the project site. Actual pave-
ment recommendations should be based on R-value tests performed on bulk samples of the
soils that are exposed at the finished subgrade elevations in the areas to be paved once grad-
ing operations have been performed.
For design we have used Traffic Index (TI) of 4.5 for site pavements. The preliminary recommended
base section is I 0.0 inches. If traffic loads are different from those assumed, the base section should
be re-evaluated. In addition, we recommend that the upper I2 inches of the subgrade and the Class 2
aggregate base be compacted to a relative compaction of 95 percent as evaluated by ASTM D 15 57.
7.3. Corrosion
Laboratory testing was performed on representative samples of the on-site soils to evaluate
pH and electrical resistivity, as well as chloride and sulfate contents. The pH and electrical
resistivity tests were performed in accordance with CT 643 and the sulfate and chloride con-
tent tests were performed in accordance with CT 4I7 and 422, respectively. These laboratory
test results are presented in Appendix B.
The results of the corrosivity testing indicated electrical resistivities of 280 and 330 ohm-em,
soil pH of 7. 7 and 7 .8, chloride contents of 2,000 and 1,150 parts per million (ppm) and sulfate
106333001 R.doc 9
Romeria Street Drainage Improvement Project
Carlsbad, California
June 27, 2008
ProjectNo. 106333001
contents of 0.129 and 0.035 percent (i.e., 1,290 and 350 ppm). Based on the Caltrans (2003)
criteria, the project site would be classified as corrosive, which is defined as a site having soils
with more than 500 ppm of chlorides, more than 0.2 percent sulfates or a pH less than 5.5.
7.4. Concrete
Concrete in contact with soil or water that contains high concentrations of soluble sulfates can be
subject to chemical deterioration. Laboratory testing indicated sulfate contents of 0.129 and
0.035 percent for the tested samples, which is considered to represent a moderate potential for sul-
fate attack (California Building Code [CBC], 2007). Based on the results of the sulfate tests and due
to the variability in the on-site soils and the potential future use of reclaimed water at the site, we
recommend that Type V cement be used for concrete structures in contact with soil. In addition, we
recommend a water-to-cement ratio of no more than 0.45. We also recommend that 3 inches of con-
crete cover be provided over reinforcing steel for cast-in-place structures in contact with site soils.
In order to reduce the potential for shrinkage cracks in the concrete during curing, we recommend
that for slabs-on-grade, the concrete be placed with a slump in accordance with Table 5.2.1 of
Section 302.1R of The Manual of Concrete Practice, "Floor and Slab Construction," or Table 2.2
of Section 332R in The Manual of Concrete Practice, "Guide to Residential Cast-in-Place Con-
crete Construction." If a higher slump is needed for screening and leveling, a super plasticizer is
recommended to achieve the higher slump without changing the required water-to-cement ratio.
The slump should be checked periodically at the site prior to concrete placement. We also rec-
ommend that crack control joints be provided in slabs in accordance with the recommendations
of the structural engineer to reduce the potential for distress due to minor soil movement and con-
crete shrinkage. We further recommend that concrete cover over reinforcing steel for slabs-on-
grade and foundations be in accordance with CBC 1907.7. The structural engineer should be con-
sulted for additional concrete specifications.
7.5. Pre-Construction Meeting
We recommend that a pre-construction meeting be held prior to the commencement of grading.
The owner or his representative, the agency representatives, the architect, the civil engineer,
106333001 R.doc 10
Romeria Street Drainage Improvement Project
Carlsbad, California
June 27, 2008
Project No. 106333001
Ninyo & Moore, and the contractor should be in attendance to discuss the plans, the project,
and the proposed construction schedule.
7.6. Plan Review and Construction Observation
The recommendations presented in this report are based on our understanding of the project
and subsurface information disclosed by two exploratory test pits. Ninyo & Moore should
check the subsurface conditions during construction. A representative of Ninyo & Moore
should verifY the depth and extent of removals during construction. Observation and testing of
compacted fill and backfill should be performed by Ninyo & Moore. We further recommend
that project plans be reviewed by the design engineer and Ninyo & Moore before construction.
It should be noted that upon review of the project plans and specifications, some recommenda-
tions presented in this report might be revised or modified to meet the project requirements.
8. LIMITATIONS
The field evaluation, laboratory testing, and geotechnical analyses presented in this geotechnical report
have been conducted in general accordance with current practice and the standard of care exercised by
geotechnical consultants performing similar tasks in the project area. No warranty, expressed or im-
plied, is made regarding the conclusions, recommendations, and opinions presented in this report.
There is no evaluation detailed enough to reveal every subsurface condition. Variations may exist and
conditions not observed or described in this report may be encountered during construction. Uncer-
tainties relative to subsurface conditions can be reduced through additional subsurface exploration.
Additional subsurface evaluation will be performed upon request. Please also note that our evaluation
was limited to assessment of the geotechnical aspects of the project, and did not include evaluation of
structural issues, environmental concerns, or the presence of hazardous materials.
This document is intended to be used only in its entirety. No portion of the document, by itself, is
designed to completely represent any aspect of the project described herein. Ninyo & Moore
should be contacted if the reader requires additional information or has questions regarding the
content, interpretations presented, or completeness of this document.
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Romeria Street Drainage Improvement Project
Carlsbad, California
June 27, 2008
Project No. 106333001
This report is intended for design purposes only. It does not provide sufficient data to prepare an
accurate bid by contractors. It is suggested that the bidders and their geotechnical consultant per-
form an independent evaluation of the subsurface conditions in the project areas. The independent
evaluations may include, but not be limited to, review of other geotechnical reports prepared for the
adjacent areas, site reconnaissance, and additional exploration and laboratory testing.
Our conclusions, recommendations, and opinions are based on an analysis of the observed site con-
ditions. If geotechnical conditions different from those described in this report are encountered, our
office should be notified, and additional recommendations, if warranted, will be provided upon re-
quest. It should be understood that the conditions of a site could change with time as a result of
natural processes or the activities of man at the subject site or nearby sites. In addition, changes to
the applicable laws, regulations, codes, and standards of practice may occur due to government ac-
tion or the broadening of knowledge. The findings of this report may, therefore, be invalidated over
time, in part or in whole, by changes over which Ninyo & Moore has no control.
This report is intended exclusively for use by the client. Any use or reuse of the findings, conclu-
sions, and/or recommendations of this report by parties other than the client is undertaken at said
parties' sole risk.
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Romeria Street Drainage Improvement Project
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9. REFERENCES
June 27, 2008
Project No. 106333001
American Concrete Institute, 1991 a, Guidelines for Concrete Floor and Slab Construction, (ACI
302.1R).
American Concrete Institute, 1991 b, Guidelines for Residential Cast-in-Place Concrete Construc-
tion, (ACI 332R).
American Concrete Institute, 2005, Building Code Requirements for Structural Concrete (ACI 318-05)
and Commentary (ACI 318R-05).
California Building Standards Commission (CBSC), 2007, California Building Code (CBC), Ti-
tle 24, Part 2, Volumes 1 and 2.
California Department of Transportation (Caltrans), 2003, Corrosion Guidelines (Version 1.0), Divi-
sion of Engineering and Testing Services, Corrosion Technology Branch: dated September.
County of San Diego, 1960, Topographic Survey, Sheet 334-1689, Scale 1" = 200'.
County of San Diego, 1975, Topographic Survey (Orthotopographic), Sheet 334-1689, Scale 1" = 200'.
International Code Council, Inc. (ICCI), 2006, International Building Code (IBC).
Kennedy, Michael P. and Tan, Siang S., 2005, Geologic Map of the Oceanside 30' X 60' Quadran-
gle, California: Regional Geologic Map Series, Map No. 2.
Norris, R. M. and Webb, R. W., 1990, Geology of California, Second Edition: John Wiley & Sons, Inc.
Public Works Standards, Inc., 2006, Greenbook, Standard Specifications for Public Works Con-
struction.
Rick Engineering, undated, 90% Construction Plans for Romeria Street Channel Improvement, Pro-
ject No. 66041, Sheets 1 through 5 of5.
United States Department of the Interior, Bureau of Reclamation, 1998, Engineering Geology
Field Manual.
United States Geological Survey, 1968 (photo-revised 1983), Rancho Santa Fe Quadrangle, Cali-
fornia, San Diego County, 7.5-Minute Series (Topographic): Scale 1:24,000.
AERIAL PHOTOGRAPHS
Source Date Flight Numbers Scale
USDA I 4-11-53 I AXN-8M I 17 and 18 I 1:20,000
106333001 R.doc 13
· 2005 THOMAS GUIDE FOR SAN DIEGO COUNTY, STREET GUIDE AND DIRECTORY,
0 2400 4800
APPROXIMATE SCALE IN FEET
PROJECT NO. DATE
106333001 6/08
SITE LOCATION MAP
ROMERIA STREET DRAINAGE IMPROVEMENT PROJECT
CARLSBAD, CALIFORNIA
FIGURE
1
[
z
u
0
w :> z w ~-
§
:5
LEGEND
'"·-'9+88.06 (66.34' RTl BEGIN BROW DITCH FL 105,44
~ TP-2 APPROXIMATE LOCATION OF
TD=16' EXPLORATORY TEST PIT
TD=TOTAL DEPTH IN FEET
APPROXIMATE SCALE
50 100 FEET
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-------~-~--··-------------------------------~~~_)__----~~·:X. LOT LINE
FOR SECTION 8-B
SEE DETAILS SHEET
·-FOR SECTION C-C SEE DETAILS SHEET
NOTE: ALL DIMENSIONS, DIRECTIONS AND LOCATIONS ARE APPROXIMATE.
PROJECT NO. DATE
106333001 6/08
I "' i"i!
:;.:i.
13+-58.05 END IMPROVEMENTS E:XISTING HEADWALL /PROTECT IN PLAC£l
13+-58.05 (6.17' RTl
BEGIN BROW DITC\i
FL 114.41
SOURCE: ROMERIA STREET DRAINAGE CHANNEL, RICK ENGINEERING CO., DATED 2113108.
TEST PIT LOCATION MAP
ROMERIA STREET DRAINAGE IMPROVEMENT PROJECT
CARLSBAD, CALIFORNIA
FIGURE
2
Romeria Street Drainage Improvement Project
Carlsbad, California
APPENDIX A
TEST PIT LOG
Field Procedure for the Collection of Disturbed Samples
June 27, 2008
Project No. 106333001
Disturbed soil samples were obtained in the field using the following method.
Bulk Samples
Bulk samples of representative earth materials were obtained from the exploratory test pit.
The samples were bagged and transported to the laboratory for testing.
10633300 I R doc
.,
G5 c :::0 m
___ .....;....,--~' = ~ ,.,--ly'IV1... tciO ..
Explanation of Test Pit, Core, Trench and
Hand Auger Log Symbols
PROJECT NO. DAl
SCALE: 1 inch 1 foot
=
i=' w w s
J: 1-a. w 0
0
1
2
3
4
5
~ =
(/) w ....J a. ........ :: :::1:
<::: ~
(/) w a:: :::>
~~~~ 1-(/)
6 ~
----
-] ~
-'¥
IX
T
xx/xx
\
---
G:' z <..) 0 a. '-" i= . ~ <l::(f) EXCAVATION LOG <..) . u; _<..) u.. . EXPLANATION SHEET z _(f) w (/) .
0 (/):::>
:5 >-a:: <..)
0
SM £!lJ::
Bulk sample.
-------------------------------------------------· ML Dashed line denotes material change.
Drive sample.
Sand cone performed.
Seepage
Groundwater encountered during excavation.
No recovery with drive sampler.
Groundwater encountered after excavation.
Sample retained by others.
Shelby tube sample. Distance pushed in inches/length of sample
recovered in inches
No '"'w '"''· with Shelby tube sampler.
SM ALLUVIUM
Solid line denotes unit change.
Attitude: Strike/Dip
b:Bedding
c: Contact
j: Joint
f: Fracture
F:Fault
cs: Clay Seam
s: Shear
bss: Basal Slide Surface
I sf: Shear Fracture
sz: Shear Zone
sbs: Sheared Rterlr!ina Surface
The total depth line is a solid line that is drawn at the bottom of the
102.
Testplt exptanat1on.xls
"T1
G) c
::0 m
TEST PIT LOG
ROMERIA STREET DRAINAGE IMPROVEMENT PROJECT
CARLSBAD, CALIFORNIA
I f-a.. w
~~~---+--~---11 0 I
PROJECT NO. I DATE
106333001 I 5/08 I
!
!
;
i ........
I ... ...... ·········-· ....... .-... ........... f-4 \ 0 0 () 0 il 0 :
\ :
I
....
! '
v . ·~·.
\ f-8
I
I
i
i
I \ : )
; 12 T \ :Y .. ; ... ~ :
! ~··----··· !·········· ! f-16 i
: ······r-···-·-·······-··--···-····-· • •••••·-w-•
L .. f· .......... ········ f-20
!
.....
!
i : 24
SCALE-1 in./4 ft.
I
I
(f) w ....J a..
~ <(
(f)
=c= -u_
0 a.. ->-f-U5 z w a
f a
==-=--=---------==---=="-----'==-c=======jl
z 0
DATE EXCAVATED _ __:5..:...:11:....:4:...::/0-=-8 __ TEST PIT N 0.
i= . GROUND ELEVATION 95'± (MSL) LOGGED BY <((f) o·
TP-1
BTM
-0 ~ uj METHOD OF EXCAVATION 4___:1:.:0-=G=-J::..::.D=-·:...:B:.:a:.::ck:.::.h::.::.o-=-e ______ _
~:::) ::5 LOCATION Approximately 100 feet South of La Costa Avenue
0
DESCRIPTION
CL COLLUVIUM:
Light gray, wet, soft, slightly sandy CLAY.
Seepage; caving.
@ 5': Scattered cobbles up to approximately 6 inches in diameter.
SANTIAGO FORMATION:
Reddish brown to light gray (mottled), moist, weakly cemented, silty, clayey
fine-grained SANDSTONE; micaceous; weathered.
@ 8': Light gray.
Moderately cemented; finely laminated.
Total Depth= 14 feet.
Groundwater not encountered.
Backfilled on 5/14/08.
-------=;= -=;= -~JYID9D&¥D&re (f) w CL DATE EXCAVATED 5/14/08 TEST PIT NO. TP-2 __J
0.. -u z t=' ~ ";;!;. e:, 0 w ~ ~ i= GROUND ELEVATION 98'± (MSL) LOGGED BY BTM TEST PIT LOG w (f) w ~ ~uj lL 0::: u . ..__, ::> Ci5 _u
I I~ lL . METHOD OF EXCAVATION 410 G J.D. Backhoe ROMERIA STREET DRAINAGE IMPROVEMENT PROJECT f-z _(f) f-I~ (f) w (f) .
CARLSBAD, CALIFORNIA 0.. ~~ 0 0 (f)=> w <( LOCATION Approximately 150 feet South of La Costa A venue 0 ~ >-__J
PROJECT NO. DATE 0::: u
' I~ 0 DESCRIPTION 106333001 5/08
' I ' v CL COLLUVIUM: I Light gray to dark gray (mottled), wet, soft, sandy CLAY. I I
. . : ........... .........
·•····· ., 4
0 0 () @ 5' to 6': Scattered cobbles up to approximately 6 inches in diameter. 0 0 0
~--.. --...... ~ .. ---...... 1--.... ··-'" I
Seepage; caving.
\ ' J 8 lDark gray;_ moist; stiff. .'\ i/ SANTIAGO FORMATION:
Reddish brown to light gray (mottled), moist, weakly indurated, silty
CLAYSTONE . . >~~··------........ \ I ~
. -----··---····· ···--->······· I' 12
1/ I
···-···-·· l/ -t--1------------------------Reddish brown to light gray, moist, weakly to moderately cemented, clayey,
silty fine-grained SANDSTONE; micaceous.
~· .. 1-16 Total Depth= 16 feet.
Groundwater not encountered.
Backfilled on 5/14/08 . ....
I ! i 20
::!J ~ ' ~ '
i 24
SCALE = 1 in./4 ft.
Romeria Street Drainage Improvement Project
Carlsbad, California
APPENDIXB
LABORATORY TESTING
Classification
June 27, 2008
Project No. 106333001
Soils were visually and texturally classified in accordance with the Unified Soil Classification
System (USCS) in general accordance with ASTM D 2488. Soil classifications are indicated on
the log of the exploratory test pit in Appendix A.
Gradation Analysis
Gradation analysis tests were performed on selected representative soil samples in general accor-
dance with ASTM D 422. The grain-size distribution curves are shown on Figures B-1 and B-2.
These test results were utilized in evaluating the soil classifications in accordance with the
uses.
Soil Corrosivity Tests
Soil pH, and resistivity tests were performed on representative samples in general accordance
with California Test (CT) 643. The soluble sulfate and chloride content of selected samples were
evaluated in general accordance with CT 417 and CT 422, respectively. The test results are pre-
sented on Figure B-3.
R-Value
The resistance value, or R-value, for site soils was evaluated in general accordance with Califor-
nia Test (CT) 301. A sample was prepared and evaluated for exudation pressure and expansion
pressure. The equilibrium R-value is reported as the lesser or more conservative of the two calcu-
lated results. The test results are shown on Figure B-4.
106333001 R.doo
GRAVEL SAND I FINES J
Coarse Fine Coarse Medium Fine I SILT I CLAY J
U.S. STANDARD SIEVE NUMBERS HYDROMETER
3" 2' 1Y." 1" ~· X"%" 4 8 16 30 50 100 200 100.0
I I I I i' ... t I I I
90.0 I I --.. I
I I I I I I I I I 1\ I I
80.0 I I f\ I I I I I I I I I I I 1-70.0 r\ I
C) I I I I I
w I I I I I I I I I \ I I s 60.0
>-I I I I N m I I I I I I I I I I 0:: 50.0 w I I I I :\ z u::: I I I I I I I I I I 1-40.0 z I I I I I w
0 I I I I I I I I I I I 0:: 30.0 w I I I I I I I Q_
20 0 I I I I I I I I I I I
I I I I I I I I I I I
10.0 I I I I I I I I I I I
I I I I I I I I I I I
0.0 l I I I l
100 10 1 0.1 0.01 0.001 0 0001
GRAIN SIZE IN MILLIMETERS
Sample Depth Liquid Plastic Plasticity Passing Equivalen Symbol Location (ft) Limit Limit Index D1o D30 D60 Cu Cc No. 200 uses
(%)
• TP-1 6.0-7.0 --------------37 SM
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422-63 (02)
l(iR90&/ftOOt-e GRADATION TEST RESULTS FIGURE
PROJECT NO. DATE B-1 ROMERIA STREET DRAINAGE IMPROVEMENT PROJECT
106333001 6/08 CARLSBAD, CALIFORNIA
106333001 SIEVE lP-1 @ 6.0·7.0.:lds
GRAVEL SAND I FINES I
Coarse Fine Coarse Medium Fine I SILT I CLAY I
U.S. STANDARD SIEVE NUMBERS HYDROMETER
3" 2' m· t' y.· '!IS" :Xt 4 _! t6 30 50 tOO 200 tOO.O
I I I I I I I I r-t I I
90.0 I I I "' I
I I I I I I I I I '\ r\. I I
80.0
I I I I I I I I I ~ I 1-70 0 I I I I I 1'\ Q w I I I I I I I I I I s 60.0
>-I I I I I
([) I I I I I I I I I I I a:: 50.0 w I I I I I z u::: I I I I I I I I I I I I
1-40.0 I I I I I z w 0 I I I I I I I I I I I a:: 30.0 w I I I I I I 0..
20.0 I I I I I I I I I I I
I I I I I I I I I I I
to.o I I I I I I I I I I I
I I I I I I I I I I I
00 I I I I I
too to t O.t O.Ot O.OOt 0 ooot
GRAIN SIZE IN MILLIMETERS
Sample Depth Liquid Plastic Plasticity Passing Equivalen Symbol Location (ft) Limit Limit Index Dto D30 Doo Cu cc No. 200 uses
(%)
• TP-2 10.0-11.0 ------ ---------63 CL
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422-63 (02)
l(inuo&~ool'e GRADATION TEST RESULTS FIGURE
PROJECT NO. DATE B-2 ROMER lA STREET DRAINAGE IMPROVEMENT PROJECT
106333001 6/08 CARLSBAD, CALIFORNIA
106333001 SIEVE TP-2@ 10.0-11.0.xls
RESISTIVITY 1 SULFATE CONTENT2 SAMPLE SAMPLE DEPTH pH 1 LOCATION (FT) (Ohm-em) (ppm) (%)
TP-1 2.0-3.0 7.7 280 1290 0.129
TP-2 7.0-8.0 7.8 330 350 0.035
1 PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 643
2 PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 417
3 PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 422
PROJECT NO.
106333001
106333001 CORROSJVITY PAGE 1.xls
DATE
6/08
CORROSIVITY TEST RESULTS
ROMERIA STREET DRAINAGE IMPROVEMENT PROJECT
CARLSBAD, CALIFORNIA
CHLORIDE
CONTENT 3
(ppm)
2000
1150
FIGURE
8-3
SAMPLE LOCATION
TP-1
SAMPLE DEPTH
(FT)
2.0-3.0
SOIL TYPE
CL
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 2844-01/CT 301
PROJECT NO.
106333001
106333001 R-VALUE PAGE1 xis
DATE
6/08
R-VALUE TEST RESULTS
ROME RIA STREET DRAINAGE IMPROVEMENT PROJECT
CARLSBAD, CALIFORNIA
R-VALUE
10
FIGURE
8-4
Romeria Street Drainage Improvement Project
Carlsbad, California
APPENDIXC
TYPICAL EARTHWORK GUIDELINES
106333001 TEG.doc
Appendix C
Project No. 106333001
Romeria Street Drainage Improvement Project
Carlsbad, California
TABLE OF CONTENTS
Appendix C
Project No. 106333001
Page
1. GENERAL ................................................................................................................................ l
2. OBLIGATIONS OF PARTIES ................................................................................................ 2
3. SITE PREPARATION ............................................................................................................. 3
4. REMOVALS AND EXCAVATIONS .................................................................................... .4
5. COMPACTED FILL ................................................................................................................ 5
6. OVERSIZED MATERIAL ...................................................................................................... 7
7. SLOPES .................................................................................................................................... 8
8. TRENCH BACKFILL ............................................................................................................ 11
9. DRAINAGE ........................................................................................................................... 13
10. SITE PROTECTION .............................................................................................................. 14
11. DEFINITIONS OF TERMS ................................................................................................... 16
Figures
Figure A-Fill Slope Over Natural Ground or Cut
Figure B -Transition and Undercut Lot Details
Figure C -Canyon Subdrain Detail
Figure D -Oversized Rock Placement Detail
Figure E-Slope Drainage Detail
Figure F-Shear Key Detail
Figure G-Drain Detail
106333001 TEG.doc Rev. 12105
Romeria Street Drainage Improvement Project
Carlsbad, California
Appendix C
Project No. 106333001
TYPICAL EARTHWORK GUIDELINES
1. GENERAL
These guidelines and the standard details attached hereto are presented as general procedures for
earthwork construction. They are to be utilized in conjunction with the project grading plans.
These guidelines are considered a part of the geotechnical report, but are superseded by recom-
mendations in the geotechnical report in the case of conflict. Evaluations performed by the
consultant during the course of grading may result in new recommendations which could super-
sede these specifications and/or the recommendations of the geotechnical report. It is the
responsibility of the contractor to read and understand these guidelines as well as the geotechni-
cal report and project grading plans.
1.1 . The contractor shall not vary from these guidelines without prior recommendations
by the geotechnical consultant and the approval of the client or the client's author-
ized representative. Recommendations by the geotechnical consultant and/or client
shall not be considered to preclude requirements for approval by the jurisdictional
agency prior to the execution of any changes.
1.2. The contractor shall perform the grading operations in accordance with these speci-
fications, and shall be responsible for the quality of the finished product
notwithstanding the fact that grading work will be observed and tested by the geo-
technical consultant.
1.3. It is the responsibility of the grading contractor to notifY the geotechnical consult-
ant and the jurisdictional agencies, as needed, prior to the start of work at the site
and at any time that grading resumes after interruption. Each step of the grading
operations shall be observed and documented by the geotechnical consultant and,
where necessary, reviewed by the appropriate jurisdictional agency prior to pro-
ceeding with subsequent work.
1.4. If, during the grading operations, geotechnical conditions are encountered which
were not anticipated or described in the geotechnical report, the geotechnical con-
sultant shall be notified immediately and additional recommendations, if
applicable, may be provided.
1.5. An as-graded report shall be prepared by the geotechnical consultant and signed by
a registered engineer and registered engineering geologist. The report documents
the geotechnical consultants' observations, and field and laboratory test results, and
106333001 TEG doc Rev 12105
Romeria Street Drainage Improvement Project
Carlsbad, California
Appendix C
Project No. 106333001
1.6.
1.7.
provides conclusions regarding whether or not earthwork construction was per-
formed in accordance with the geotechnical recommendations and the grading
plans. Recommendations for foundation design, pavement design, subgrade treat-
ment, etc., may also be included in the as-graded report.
For the purpose of evaluating quantities of materials excavated during grading
and/or locating the limits of excavations, a licensed land surveyor or civil engineer
shall be retained.
Definitions of terms utilized in the remainder of these specifications have been
provided in Section 11.
2. OBLIGATIONS OF PARTIES
The parties involved in the projects earthwork activities shall be responsible as outlined in the
following sections.
2.1. The client is ultimately responsible for the aspects of the project. The client or the
client's authorized representative has a responsibility to review the findings and
recommendations of the geotechnical consultant. The client shall authorize the con-
tractor and/or other consultants to perform work and/or provide services. During
grading the client or the client's authorized representative shall remain on site or
remain reasonably accessible to the concerned parties to make the decisions that
may be needed to maintain the flow of the project.
2.2. The contractor is responsible for the safety of the project and satisfactory comple-
tion of grading and other associated operations, including, but not limited to,
earthwork in accordance with the project plans, specifications, and jurisdictional
agency requirements. During grading, the contractor or the contractor's authorized
representative shall remain on site. The contractor shall further remain accessible
during non-working hours times, including at night and during days off.
2.3.
2.4.
106333001 TEG doc
The geotechnical consultant shall provide observation and testing services and shall
make evaluations to advise the client on geotechnical matters. The geotechnical
consultant shall report findings and recommendations to the client or the client's
authorized representative.
Prior to proceeding with any grading operations, the geotechnical consultant shall
be notified two working days in advance to schedule the needed observation and
testing services.
2 Rev 12/05
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Romeria Street Drainage Improvement Project
Carlsbad, California
Appendix C
Project No. 106333001
2.4.1. Prior to any significant expansion or reduction in the grading operation, the
geotechnical consultant shall be provided with two working days notice to
make appropriate adjustments in scheduling of on-site personnel.
2.4.2. Between phases of grading operations, the geotechnical consultant shall be
provided with two working days notice in advance of commencement of ad-
ditional grading operations.
3. SITE PREPARATION
Site preparation shall be performed in accordance with the recommendations presented in the
following sections.
3 .1. The client, prior to any site preparation or grading, shall arrange and attend a
pre-grading meeting between the grading contractor, the design engineer, the geo-
technical consultant, and representatives of appropriate governing authorities, as
well as any other involved parties. The parties shall be given two working days no-
tice.
3 .2. Clearing and grubbing shall consist of the substantial removal of vegetation, brush,
grass, wood, stumps, trees, tree roots greater than 1/2-inch in diameter, and other
deleterious materials from the areas to be graded. Clearing and grubbing shall ex-
tend to the outside of the proposed excavation and fill areas.
3.3. Demolition in the areas to be graded shall include removal of building structures, foun-
dations, reservoirs, utilities (including underground pipelines, septic tanks, leach fields,
seepage pits, cisterns, etc.), and other manmade surface and subsurface improvements,
and the backfilling of mining shafts, tunnels and surface depressions. Demolition of
utilities shall include capping or rerouting of pipelines at the project perimeter, and
abandonment of wells in accordance with the requirements of the governing authorities
and the recommendations of the geotechnical consultant at the time of demolition.
3.4. The debris generated during clearing, grubbing and/or demolition operations shall
be removed from areas to be graded and disposed of off site at a legal dump site.
Clearing, grubbing, and demolition operations shall be performed under the obser-
vation of the geotechnical consultant.
3.5. The ground surface beneath proposed fill areas shall be stripped of loose or unsuit-
able soil. These soils may be used as compacted fill provided they are generally
free of organic or other deleterious materials and evaluated for use by the geotech-
nical consultant. The resulting surface shall be evaluated by the geotechnical
consultant prior to proceeding. The cleared, natural ground surface shall be scari-
106J3300! TEG doc 3 Rev 12105
Romeria Street Drainage Improvement Project
Carlsbad, California
Appendix C
Project No. 106333001
fied to a depth of approximately 8 inches, moisture conditioned, and compacted in
accordance with the specifications presented in Section 5 of these guidelines.
3.6. Where fills are to be constructed on hillsides or slopes, topsoil, slope wash, collu-
vium, and other materials deemed unsuitable shall be removed. Where the exposed
slope is steeper than 5 horizontal units to 1 vertical unit, or where recommended by
the geotechnical consultant, the slope of the original ground on which the fill is to
be placed shall be benched and a key as shown on Figure A of this document shall
be provided by the contractor in accordance with the specifications presented in
Section 7 of this document. The benches shall extend into the underlying bedrock
or, where bedrock is not present, into suitable compacted fill as evaluated by the
geotechnical consultant.
4. REMOVALS AND EXCAVATIONS
Removals and excavations shall be performed as recommended in the following sections.
4.1. Removals
4.1.1. Materials which are considered unsuitable shall be excavated under the ob-
servation of the geotechnical consultant in accordance with the
recommendations contained herein. Unsuitable materials include, but may not
be limited to, dry, loose, soft, wet, organic, compressible natural soils, frac-
tured, weathered, soft bedrock, and undocumented or otherwise deleterious
fill materials.
4.1.2. Materials deemed by the geotechnical consultant to be unsatisfactory due to
moisture conditions shall be excavated in accordance with the recommenda-
tions of the geotechnical consultant, watered or dried as needed, and mixed to
a generally uniform moisture content in accordance with the specifications
presented in Section 5 of this document.
4.2. Excavations
106333001 TEG doc
4.2.1. Temporary excavations no deeper than 5 feet in firm fill or natural materials
may be made with vertical side slopes. To satisfy CAL OSHA requirements,
any excavation deeper than 5 feet shall be shored or laid back at a 1 : 1 (hori-
zontal:vertical) inclination or flatter, depending on material type, if
construction workers are to enter the excavation.
4 Rev. 12105
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Romeria Street Drainage Improvement Project
Carlsbad, California
5. COMPACTED FILL
Appendix C
Project No. 106333001
Fill shall be constructed as specified below or by other methods recommended by the geotechni-
cal consultant. Unless otherwise specified, fill soils shall be compacted to 90 percent relative
compaction, as evaluated in accordance withASTM Test Method D 1557.
5 .1. Prior to placement of compacted fill, the contractor shall request an evaluation of
the exposed ground surface by the geotechnical consultant. Unless otherwise rec-
ommended, the exposed ground surface shall then be scarified to a depth of
approximately 8 inches and watered or dried, as needed, to achieve a generally uni-
form moisture content at or near the optimum moisture content. The scarified
materials shall then be compacted to 90 percent relative compaction. The evalua-
tion of compaction by the geotechnical consultant shall not be considered to
preclude any requirements for observation or approval by governing agencies. It is
the contractor's responsibility to notify the geotechnical consultant and the appro-
priate governing agency when project areas are ready for observation, and to
provide reasonable time for that review.
5.2. Excavated on-site materials which are in general compliance with the recommenda-
tions of the geotechnical consultant may be utilized as compacted fill provided they
are generally free of organic or other deleterious materials and do not contain rock
fragments greater than 6 inches in dimension. During grading, the contractor may
encounter soil types other than those analyzed during the preliminary geotechnical
study. The geotechnical consultant shall be consulted to evaluate the suitability of
any such soils for use as compacted fill.
5.3. Where imported materials are to be used on site, the geotechnical consultant shall
be notified three working days in advance of importation in order that it may sam-
ple and test the materials from the proposed borrow sites. No imported materials
shall be delivered for use on site without prior sampling, testing, and evaluation by
the geotechnical consultant.
5.4. Soils imported for on-site use shall preferably have very low to low expansion po-
tential (based on UBC Standard 18-2 test procedures). Lots on which expansive
soils may be exposed at grade shall be undercut 3 feet or more and capped with
very low to low expansion potential fill. Details of the undercutting are provided in
the Transition and Undercut Lot Details, Figure B of these guidelines. In the event
expansive soils are present near the ground surface, special design and construction
considerations shall be utilized in general accordance with the recommendations of
the geotechnical consultant.
5.5. Fill materials shall be moisture conditioned to near optimum moisture content prior
to placement. The optimum moisture content will vary with material type and other
I 0633300 I TEG doc 5 Rev 12/05
Romeria Street Drainage Improvement Project
Carlsbad, California
Appendix C
Project No. 106333001
5.6.
factors. Moisture conditioning of fill soils shall be generally uniform in the soil
mass.
Prior to placement of additional compacted fill material following a delay in the
grading operations, the exposed surface of previously compacted fill shall be pre-
pared to receive fill. Preparation may include scarification, moisture conditioning,
and recompaction.
5.7. Compacted fill shall be placed in horizontal lifts of approximately 8 inches in loose
thickness. Prior to compaction, each lift shall be watered or dried as needed to
achieve near optimum moisture condition, mixed, and then compacted by mechani-
cal methods, using sheepsfoot rollers, multiple-wheel pneumatic-tired rollers, or
other appropriate compacting rollers, to the specified relative compaction. Succes-
sive lifts shall be treated in a like manner until the desired finished grades are
achieved.
5.8.
5.9.
5.10.
5.11.
5.12.
I 0633300 I TEG.doc
Fill shall be tested in the field by the geotechnical consultant for evaluation of gen-
eral compliance with the recommended relative compaction and moisture
conditions. Field density testing shall conform to ASTM D 1556-00 (Sand Cone
method), D 2937-00 (Drive-Cylinder method), and/or D 2922-96 and D 3017-96
(Nuclear Gauge method). Generally, one test shall be provided for approximately
every 2 vertical feet of fill placed, or for approximately every 1,000 cubic yards of
fill placed. In addition, on slope faces one or more tests shall be taken for approxi-
mately every I 0,000 square feet of slope face and/or approximately every I 0
vertical feet of slope height. Actual test intervals may vary as field conditions dic-
tate. Fill found to be out of conformance with the grading recommendations shall
be removed, moisture conditioned, and compacted or otherwise handled to accom-
plish general compliance with the grading recommendations.
The contractor shall assist the geotechnical consultant by excavating suitable test
pits for removal evaluation and/or for testing of compacted fill.
At the request of the geotechnical consultant, the contractor shall "shut down" or
restrict grading equipment from operating in the area being tested to provide ade-
quate testing time and safety for the field technician.
The geotechnical consultant shall maintain a map with the approximate locations of
field density tests. Unless the client provides for surveying of the test locations, the
locations shown by the geotechnical consultant will be estimated. The geotechnical
consultant shall not be held responsible for the accuracy of the horizontal or verti-
callocation or elevations.
Grading operations shall be performed under the observation of the geotechnical
consultant. Testing and evaluation by the geotechnical consultant does not preclude
the need for approval by or other requirements of the jurisdictional agencies.
6 Rev 12/05
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Romeria Street Drainage Improvement Project
Carlsbad, California
Appendix C
Project No. 106333001
5.13. Fill materials shall not be placed, spread or compacted during unfavorable weather
conditions. When work is interrupted by heavy rains, the filling operation shall not
be resumed until tests indicate that moisture content and density of the fill meet the
project specifications. Regrading of the near-surface soil may be needed to achieve
the specified moisture content and density.
5.14. Upon completion of grading and termination of observation by the geotechnical
consultant, no further filling or excavating, including that planned for footings,
foundations, retaining walls or other features, shall be performed without the in-
volvement of the geotechnical consultant.
5.15. Fill placed in areas not previously viewed and evaluated by the geotechnical con-
sultant may have to be removed and recompacted at the contractor's expense. The
depth and extent of removal of the unobserved and undocumented fill will be de-
cided based upon review of the field conditions by the geotechnical consultant.
5.16. Off-site fill shall be treated in the same manner as recommended in these specifica-
tions for on-site fills. Off-site fill subdrains temporarily terminated (up gradient)
shall be surveyed for future locating and connection.
5.17. Prior to placement of a canyon fill, a subdrain shall be installed in bedrock or com-
pacted fill along the approximate alignment of the canyon bottom if recommended
by the geotechnical consultant. Details of subdrain placement and configuration
have been provided in the Canyon Subdrain Detail, Figure C, of these guidelines.
5.18. Transition (cut/fill) lots shall generally be undercut 3 feet or more below finished
grade to provide a generally uniform thickness of fill soil in the pad area. Where the
depth of fill on a transition lot greatly exceeds 3 feet, overexcavation may be in-
creased at the discretion of the geotechnical consultant. Details of the undercut for
transition lots are provided in the Transition and Undercut Lot Detail, Figure B, of
these guidelines.
6. OVERSIZED MATERIAL
Oversized material shall be placed in accordance with the following recommendations.
6.1. During the course of grading operations, rocks or similar irreducible materials
greater than 6 inches in dimension (oversized material) may be generated. These
materials shall not be placed within the compacted fill unless placed in general ac-
cordance with the recommendations of the geotechnical consultant.
6.2. Where oversized rock (greater than 6 inches in dimension) or similar irreducible
material is generated during grading, it is recommended, where practical, to waste
such material off site, or on site in areas designated as "nonstructural rock disposal
106333001 TEG doc 7 Rev 12/05
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Project No. 106333001
areas." Rock designated for disposal areas shall be placed with sufficient sandy soil
to generally fill voids. The disposal area shall be capped with a 5-foot thickness of
fill which is generally free of oversized material.
6.3. Rocks 6 inches in dimension and smaller may be utilized within the compacted fill,
provided they are placed in such a manner that nesting of rock is not permitted. Fill
shall be placed and compacted over and around the rock. The amount of rock
greater than 3/4-inch in dimension shall generally not exceed 40 percent of the total
dry weight of the fill mass, unless the fill is specially designed and constructed as a
"rock fill."
6.4.
7. SLOPES
Rocks or similar irreducible materials greater than 6 inches but less than 4 feet in
dimension generated during grading may be placed in windrows and capped with
finer materials in accordance with the recommendations of the geotechnical con-
sultant, the approval of the governing agencies, and the Oversized Rock Placement
Detail, FigureD, of these guidelines. Selected native or imported granular soil
(Sand Equivalent of 30 or higher) shall be placed and flooded over and around the
windrowed rock such that voids are filled. Windrows of oversized materials shall
be staggered so that successive windrows of oversized materials are not in the same
vertical plane. Rocks greater than 4 feet in dimension shall be broken down to 4
feet or smaller before placement, or they shall be disposed of off site.
The following sections provide recommendations for cut and fill slopes.
7.1.
106333001 TEGdoc
Cut Slopes
7.1.1. Unless otherwise recommended by the geotechnical consultant and accepted
by the building official, permanent cut slopes shall not be steeper than 2:1
(horizontal:vertical). The recommended height of a cut slope shall be evalu-
ated by the geotechnical consultant. Slopes in excess of 30 feet high shall be
provided with terrace drains (swales) in accordance with the recommenda-
tions presented in the Uniform Building Code, Section 3315 and the details
provided in Figure E of these guidelines.
7.1.2. The geotechnical consultant shall observe cut slopes during excavation. The
geotechnical consultant shall be notified by the contractor prior to beginning
slope excavations.
7 .1.3. If excavations for cut slopes expose loose, cohesionless, significantly frac-
tured, or otherwise unsuitable materials, overexcavation of the unsuitable
material and replacement with a compacted stabilization fill shall be evalu-
ated and may be recommended by the geotechnical consultant. Unless
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otherwise specified by the geotechnical consultant, stabilization fill construc-
tion shall be in general accordance with the details provided on Figure F of
these guidelines.
7 .1. 4. If, during the course of grading, adverse or potentially adverse geotechnical
conditions are encountered in the slope which were not anticipated in the pre-
liminary evaluation report, the geotechnical consultant shall evaluate the
conditions and provide appropriate recommendations.
7.2. Fill Slopes
106333001 TEG doc
7.2.1. When placing fill on slopes steeper than 5:1 (horizontal:vertical); topsoil,
slope wash, colluvium, and other materials deemed unsuitable shall be re-
moved. Near-horizontal keys and near-vertical benches shall be excavated
into sound bedrock or firm fill material, in accordance with the recommenda-
tion of the geotechnical consultant. Keying and benching shall be
accomplished in general accordance with the details provided on Figure A of
these guidelines. Compacted fill shall not be placed in an area subsequent to
keying and benching until the ·area has been observed by the geotechnical
consultant. Where the natural gradient of a slope is less than 5:1, benching is
generally not recommended. However, fill shall not be placed on compressi-
ble or otherwise unsuitable materials left on the slope face.
7.2.2. Within a single fill area where grading procedures dictate two or more sepa-
rate fills, temporary slopes (false slopes) may be created. When placing fill
adjacent to a temporary slope, benching shall be conducted in the manner de-
scribed in Section 7.2.1. A 3-foot or higher near-vertical bench shall be
excavated into the documented fill prior to placement of additional fill.
7.2.3. Unless otherwise recommended by the geotechnical consultant and by the
building official, permanent fill slopes shall not be steeper than 2: I (horizon-
tal:vertical). The height of a fill slope shall be evaluated by the geotechnical
consultant. Slopes in excess of 30 feet high shall be provided with terrace
drains (swales) and backdrains in accordance with the recommendations pre-
sented in the Uniform Building Code, Section 3315 and the details provided
in Figure E ofthese guidelines.
7.2.4. Unless specifically recommended otherwise, compacted fill slopes shall be
overbuilt and cut back to grade, exposing finn compacted fill. The actual
amount of overbuilding may vary as field conditions dictate. If the desired re-
sults are not achieved, the existing slopes shall be overexcavated and
reconstructed in accordance with the recommendations of the geotechnical
consultant. The degree of overbuilding may be increased until the desired
compacted slope face condition is achieved. Care shall be taken by the con-
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Project No. 106333001
7.3.
tractor to provide mechanical compaction as close to the outer edge of the
overbuilt slope surface as practical.
7.2.5. If access restrictions, property line location, or other constraints limit over-
building and cutting back of the slope face, an alternative method for
compaction of the slope face may be attempted by conventional construction
procedures including backrolling at intervals of 4 feet or less in vertical slope
height, or as dictated by the capability of the available equipment, whichever
is less. Fill slopes shall be backrolled utilizing a conventional sheeps
foot-type roller. Care shall be taken to maintain the specified moisture condi-
tions and/or reestablish the same, as needed, prior to backrolling ..
7.2.6. The placement, moisture conditioning and compaction of fill slope materials
shall be done in accordance with the recommendations presented in Sec-
tion 5. of these guidelines.
7.2.7. The contractor shall be ultimately responsible for placing and compacting the
soil out to the slope face to obtain a relative compaction of 90 percent as
evaluated by ASTM D 1557 and a moisture content in accordance with Sec-
tion 5. The geotechnical consultant shall perform field moisture and density
tests at intervals of one test for approximately every I 0,000 square feet of
slope face and/or approximately every 10 feet of vertical height of slope.
7.2.8. Backdrains shall be provided in fill slopes in accordance with the details pre-
sented on Figure A of these guidelines, or as recommended by the
geotechnical consultant.
Top-of-Slope Drainage
7.3.1. For pad areas above slopes, positive drainage shall be established away from
the top of slope. This may be accomplished utilizing a berm and pad gradient
of 2 percent or steeper at the top-of-slope areas. Site runoff shall not be per-
mitted to flow over the tops of slopes.
7.3.2. Gunite-lined brow ditches shall be placed at the top of cut slopes to redirect
surface runoff away from the slope face where drainage devices are not oth-
erwise provided.
7.4. Slope Maintenance
I 0633300 I TEG doc
7.4.1. In order to enhance surficial slope stability, slope planting shall be accom-
plished at the completion of grading. Slope plants shall consist of deep-
rooting, variable root depth, drought-tolerant vegetation. Native vegetation is
generally desirable. Plants native to semiarid and arid areas may also be ap-
propriate. Large-leafed ice plant should not be used on slopes. A landscape
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architect shall be consulted regarding the actual types of plants and planting
configuration to be used.
7.4.2. Irrigation pipes shall be anchored to slope faces and not placed in trenches
excavated into slope faces. Slope irrigation shall be maintained at a level just
sufficient to support plant growth. Property owners shall be made aware that
over watering of slopes is detrimental to slope stability. Slopes shall be moni-
tored regularly and broken sprinkler heads and/or pipes shall be repaired
immediately.
7.4.3. Periodic observation oflandscaped slope areas shall be planned and appropri-
ate measures taken to enhance growth of landscape plants.
7.4.4. Graded swales at the top of slopes and terrace drains shall be installed and the
property owners notified that the drains shall be periodically checked so that
they may be kept clear. Damage to drainage improvements shall be repaired
immediately. To reduce siltation, terrace drains shall be constructed at a gra-
dient of 3 percent or steeper, in accordance with the recommendations of the
project civil engineer.
7.4.5. If slope failures occur, the geotechnical consultant shall be contacted immedi-
ately for field review of site conditions and development of recommendations
for evaluation and repair.
8. TRENCH BACKFILL
The following sections provide recommendations for backfilling of trenches.
8.1. Trench backfill shall consist of granular soils (bedding) extending from the trench
bottom to 1 or more feet above the pipe. On-site or imported fill which has been
evaluated by the geotechnical consultant may be used above the granular backfill.
The cover soils directly in contact with the pipe shall be classified as having a very
low expansion potential, in accordance with UBC Standard 18-2, and shall contain
no rocks or chunks of hard soil larger than 3/4-inch in diameter.
8.2. Trench backfill shall, unless otherwise recommended, be compacted by mechanical
means to 90 percent relative compaction as evaluated in accordance with ASTM
D 1557. Backfill soils shall be placed in loose lifts 8-inches thick or thinner, mois-
ture conditioned, and compacted in accordance with the recommendations of
Section 5. of these guidelines. The backfill shall be tested by the geotechnical con-
sultant at vertical intervals of approximately 2 feet of backfill placed and at
spacings along the trench of approximately 1 00 feet in the same lift.
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8.3. Jetting of trench backfill materials is generally not a recommended method of den-
sification, unless the on-site soils are sufficiently free-draining and provisions have
been made for adequate dissipation of the water utilized in the jetting process.
8.4. If it is decided that jetting may be utilized, granular material with a sand equivalent
greater than 30 shall be used for backfilling in the areas to be jetted. Jetting shall
generally be considered for trenches 2 feet or narrower in width and 4 feet or shal-
lower in depth. Following jetting operations, trench backfill shall be mechanically
compacted to the specified compaction to finish grade.
8.5. Trench backfill which underlies the zone of influence of foundations shall be me-
chanically compacted to 90 percent relative compaction, as evaluated in accordance
with ASTM D 1557. The zone of influence ofthe foundations is generally defined
as the roughly triangular area within the limits of a 1:1 projection from the inner
and outer edges of the foundation, projected down and out from both edges.
8.6. Trench backfill within slab areas shall be compacted by mechanical means to a
relative compaction of 90 percent relative compaction, as evaluated in accordance
with ASTM D 1557. For minor interior trenches, density testing may be omitted or
spot testing may be performed, as deemed appropriate by the geotechnical consult-
ant.
8.7.
8.8.
8.9.
106333001 TEGdoc
When compacting soil in close proximity to utilities, care shall be taken by the
grading contractor so that mechanical methods used to compact the soils do not
damage the utilities. If the utility contractors indicate that it is undesirable to use
compaction equipment in close proximity to a buried conduit, then the grading con-
tractor may elect to use light mechanical compaction equipment or, with the
approval of the geotechnical consultant, cover the conduit with clean granular ma-
terial. These granular materials shall be jetted in place to the top of the conduit in
accordance with the recommendations of Section 8.4 prior to initiating mechanical
compaction procedures. Other methods of utility trench compaction may also be
appropriate, upon review by the geotechnical consultant and the utility contractor,
at the time of construction.
Clean granular backfill and/or bedding materials are not recommended for use in
slope areas unless provisions are made for a drainage system to mitigate the poten-
tial for buildup of seepage forces or piping of backfill materials.
The contractor shall exercise the specified safety precautions, in accordance with
OSHA Trench Safety Regulations, while conducting trenching operations. Such
precautions include shoring or laying back trench excavations at 1:1 or flatter, de-
pending on material type, for trenches in excess of 5 feet in depth. The geotechnical
consultant is not responsible for the safety of trench operations or stability of the
trenches.
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9. DRAINAGE
Appendix C
Project No. 106333001
The following sections provide recommendations pertaining to site drainage.
9 .1. Canyon subdrain systems recommended by the geotechnical consultant shall be in-
stalled in accordance with the Canyon Subdrain Detail, Figure C, provided in these
guidelines. Canyon subdrains shall be installed to conform to the approximate
alignment and details shown on project plans. The actual subdrain location shall be
evaluated by the geotechnical consultant in the field during grading. Materials
specified in the attached Canyon Subdrain Detail shall not be changed or modified
unless so recommended by the geotechnical consultant. Subdrains shall be sur-
veyed by a licensed land surveyor/civil engineer for line and grade after
installation. Sufficient time shall be allowed for the surveys prior to commence-
ment of filling over the subdrains.
9.2. Typical backdrains for stability, side hill, and shear key fills shall be installed in
accordance with the details provided on Figure A, Figure F, and Figure G of these
guidelines.
9.3. Roof, pad, and slope drainage shall be such that it is away from slopes and struc-
tures to suitable discharge areas by nonerodible devices (e.g., gutters, downspouts,
concrete swales, etc.).
9.4. Positive drainage adjacent to structures shall be established and maintained. Posi-
tive drainage may be accomplished by providing drainage away from the
foundations of the structure at a gradient of 2 percent or steeper for a distance of 5
feet or more outside the building perimeter, further maintained by a graded swale
leading to an appropriate outlet, in accordance with the recommendations of the
project civil engineer and/or landscape architect.
9.5. Surface drainage on the site shall be provided so that water is not permitted to
pond. A gradient of 2 percent or steeper shall be maintained over the pad area and
drainage patterns shall be established to remove water from the site to an appropri-
ate outlet.
9.6. Care shall be taken by the contractor during finish grading to preserve any berms,
drainage terraces, interceptor swales or other drainage devices of a permanent na-
ture on or adjacent to the property. Drainage patterns established at the time of
finish grading shall be maintained for the life of the project. Property owners shall
be made very clearly aware that altering drainage patterns may be detrimental to
slope stability and foundation performance.
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10. SITE PROTECTION
The site shall be protected as outlined in the following sections.
1 0.1. Protection of the site during the period of grading shall be the responsibility of the
contractor unless other provisions are made in writing and agreed upon among the
concerned parties. Completion of a portion of the project shall not be considered to
preclude that portion or adjacent areas from the need for site protection, until such
time as the project is finished as agreed upon by the geotechnical consultant, the
client, and the regulatory agency.
10.2. The contractor is responsible for the stability of temporary excavations. Recom-
mendations by the geotechnical consultant pertaining to temporary excavations are
made in consideration of stability of the finished project and, therefore, shall not be
considered to preclude the responsibilities of the contractor. Recommendations by
the geotechnical consultant shall also not be considered to preclude more restrictive
requirements by the applicable regulatory agencies.
1 0.3. Precautions shall be taken during the performance of site clearing, excavation, and
grading to protect the site from flooding, pending, or inundation by surface runoff.
Temporary provisions shall be made during the rainy season so that surface runoff
is away from and off the working site. Where low areas cannot be avoided, pumps
shall be provided to remove water as needed during periods of rainfall.
10.4.
10.5.
10.6.
10.7.
10633300 I TEG doc
During periods of rainfall, plastic sheeting shall be used as needed to reduce the po-
tential for unprotected slopes to become saturated. Where needed, the contractor
shall install check dams, desilting basins, riprap, sandbags or other appropriate de-
vices or methods to reduce erosion and provide the recommended conditions during
inclement weather.
During periods of rainfall, the geotechnical consultant shall be kept informed by the
contractor of the nature of remedial or precautionary work being performed on site
(e.g., pumping, placement of sandbags or plastic sheeting, other labor, dozing, etc.).
Following periods of rainfall, the contractor shall contact the geotechnical consult-
ant and arrange a walk-over of the site in order to visually assess rain-related
damage. The geotechnical consultant may also recommend excavation and testing
in order to aid in the evaluation. At the request of the geotechnical consultant, the
contractor shall make excavations in order to aid in evaluation of the extent of
rain-related damage.
Rain-or irrigation-related damage shall be considered to include, but may not be
limited to, erosion, silting, saturation, swelling, structural distress, and other ad-
verse conditions noted by the geotechnical consultant. Soil adversely affected shall
be classified as "Unsuitable Material" and shall be subject to overexcavation and
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replacement with compacted fill or to other remedial grading as recommended by
the geotechnical consultant.
1 0.8. Relatively level areas where saturated soils and/or erosion gullies exist to depths
greater than 1 foot shall be overexcavated to competent materials as evaluated by
the geotechnical consultant. Where adverse conditions extend to less than 1 foot in
depth, saturated and/or eroded materials may be processed in-place. Overexcavated
or in-place processed materials shall be moisture conditioned and compacted in ac-
cordance with the recommendations provided in Section 5. If the desired results are
not achieved, the affected materials shall be overexcavated, moisture conditioned,
and compacted until the specifications are met.
1 0.9. Slope areas where saturated soil and/or erosion gullies exist to depths greater than
1 foot shall be overexcavated and replaced as compacted fill in accordance with the
applicable specifications. Where adversely affected materials exist to depths of
1 foot or less below proposed finished grade, remedial grading by moisture condi-
tioning in-place and compaction in accordance with the appropriate specifications
may be attempted. If the desired results are not achieved, the affected materials
shall be overexcavated, moisture conditioned, and compacted until the specifica-
tions are met. As conditions dictate, other slope repair procedures may also be
recommended by the geotechnical consultant.
10.1 0. During construction, the contractor shall grade the site to provide positive drainage
away from structures and to keep water from ponding adjacent to structures. Water
shall not be allowed to damage adjacent properties. Positive drainage shall be main-
tained by the contractor until permanent drainage and erosion reducing devices are
installed in accordance with project plans.
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11. DEFINITIONS OF TERMS
ALLUVIUM:
AS-GRADED (AS-BUILT):
BACK CUT:
BACKDRAIN:
BEDROCK:
BENCH:
BORROW (IMPORT):
BUTTRESS FILL:
CIVIL ENGINEER:
CLIENT:
COLLUVIUM:
COMPACTION:
106333001 TEG doc
Unconsolidated detrital deposits deposited by flowing water;
includes sediments deposited in river beds, canyons, flood
plains, lakes, fans at the foot of slopes, and in estuaries.
The site conditions upon completion of grading.
A temporary construction slope at the rear of earth-retaining
structures such as buttresses, shear keys, stabilization fills, or
retaining walls.
Generally a pipe-and-gravel or similar drainage system
placed behind earth-retaining structures such as buttresses,
stabilization fills, and retaining walls.
Relatively undisturbed in-place rock, either at the surface or
beneath surficial deposits of soil.
A relatively level step and near-vertical riser excavated into
sloping ground on which fill is to be placed.
Any fill material hauled to the project site from off-site areas.
A fill mass, the configuration of which is designed by engi-
neering calculations, to retain slopes containing adverse
geologic features. A buttress is generally specified by a key
width and depth and by a backcut angle. A buttress normally
contains a back drainage system.
The Registered Civil Engineer or consulting firm responsible
for preparation of the grading plans and surveying, and
evaluating as-graded topographic conditions.
The developer or a project-responsible authorized represen-
tative. The client has the responsibility of reviewing the
findings and recommendations made by the geotechnical
consultant and authorizing the contractor and/or other con-
sultants to perform work and/or provide services.
Generally loose deposits, usually found on the face or near
the base of slopes and brought there chiefly by gravity
through slow continuous downhill creep (see also Slope
Wash).
The densification of a fill by mechanical means.
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CONTRACTOR:
DEBRIS:
ENGINEERED FILL:
A person or company under contract or otherwise retained
by the client to perform demolition, grading, and other site
improvements.
The products of clearing, grubbing, and/or demolition, or
contaminated soil material unsuitable for reuse as compacted
fill, and/or any other material so designated by the geotech-
nical consultant.
A fill which the geotechnical consultant or the consultant's
representative has observed and/or tested during placement,
enabling the consultant to conclude that the fill has been
placed in substantial compliance with the recommendations
of the geotechnical consultant and the governing agency re-
quirements.
ENGINEERING GEOLOGIST: A geologist registered by the state licensing agency who ap-
plies geologic knowledge and principles to the exploration
and evaluation of naturally occurring rock and soil, as re-
lated to the design of civil works.
EROSION: The wearing away of the ground surface as a result of the
movement of wind, water, and/or ice.
EXCAVATION: The mechanical removal of earth materials.
EXISTING GRADE: The ground surface configuration prior to grading; original
grade.
FILL: Any deposit of soil, rock, soil-rock blends, or other similar
materials placed by man.
FINISH GRADE: The as-graded ground surface elevation that conforms to the
grading plan.
GEOFABRIC: An engineering textile utilized in geotechnical applications
such as subgrade stabilization and filtering.
GEOTECHNICAL CONSULTANT: The geotechnical engineering and engineering geology con-
sulting firm retained to provide technical services for the
project. For the purpose of these specifications, observations
by the geotechnical consultant include observations by the
geotechnical engineer, engineering geologist and other per-
sons employed by and responsible to the geotechnical
consultant.
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Appendix C
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GEOTECHNICAL ENGINEER:
GRADING:
LANDSLIDE DEPOSITS:
OPTIMUM MOISTURE:
RELATIVE COMPACTION:
ROUGH GRADE:
SHEAR KEY:
SITE:
SLOPE:
SLOPE WASH:
SLOUGH:
SOIL:
106333001 TEG.doc
A licensed civil engineer and geotechnical engineer, regis-
tered by the state licensing agency, who applies scientific
methods, engineering principles, and professional experience
to the acquisition, interpretation, and use of knowledge of
materials of the earth's crust to the resolution of engineering
problems. Geotechnical engineering encompasses many of
the engineering aspects of soil mechanics, rock mechanics,
geology, geophysics, hydrology, and related sciences.
Any operation consisting of excavation, filling, or combina-
tions thereof and associated operations.
Material, often .porous and of low density, produced from
instability of natural or manmade slopes.
The moisture content that is considered optimum to compac-
tion operations.
The degree of compaction (expressed as a percentage) of a
material as compared to the dry density obtained from
ASTM test method D 1557.
The ground surface configuration at which time the surface
elevations approximately conform to the approved plan.
Similar to a subsurface buttress; however, it is generally con-
structed by excavating a slot within a natural slope in order
to stabilize the upper portion of the slope without encroach-
ing into the lower portion of the slope.
The particular parcel of land where grading is being per-
formed.
An inclined ground surface, the steepness of which is gener-
ally specified as a ratio of horizontal units to vertical units.
Soil and/or rock material that has been transported down a
slope by gravity assisted by the action of water not confmed
to channels (see also Colluvium).
Loose, uncompacted fill material generated during grading
operations.
Naturally occurring deposits of sand, silt, clay, etc., or com-
binations thereof
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STABILIZATION FILL:
SUBDRAIN:
TAILINGS:
TERRACE:
TOPSOIL:
WINDROW:
106333001 TEG.doc
A fill mass, the configuration of which is typically related to
slope height and is specified by the standards of practice for
enhancing the stability of locally adverse conditions. A stabi-
lization fill is normally specified by a key width and depth
and by a backcut angle. A stabilization fill may or may not
have a back drainage system specified.
Generally a pipe-and-gravel or similar drainage system
placed beneath a fill along the alignment of buried canyons
or former drainage channels.
Non-engineered fill which accumulates on or adjacent to
equipment haul roads.
A relatively level bench constructed on the face of a graded
slope surface for drainage and maintenance purposes.
The upper zone of soil or bedrock materials, which is usually
dark in color, loose, and contains organic materials.
A row of large rocks buried within engineered fill in accor-
dance with guidelines set forth by the geotechnical consultant.
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Appendix C
Project No. 106333001
NATURAL GROUND
!~~--
FLL SLOPE OVER NATURAL GROUND SWALE AT TOP OF SLOPE
/
BACKDRAIN
AND T -CONNECTION
(SEE DRAIN DETAIL.
FIGURE G)
FILL-"
BENCH INCLINED
SLIGHTLY INTO SLOPE
FILL SLOPE OVER CUT SWALE AT TOP OF SLOPE
/
fiLL-"
BENCH INCliNED
SLIGHTLY INTO SlOPE
t--to' TYP.-j BEDROCK OR I
COMPETENT MATERIAL, __/ ~ AS EVALUATED BY THE f GEOTECHNICAL CONSULTANT
BACK DRAIN
AND T-CONNECTION
(SEE DRAIN DETAIL,
FIGURE G)
*MINIMUM KEY WIDTH Dlt.!ENSION. ACTUAL WIDTH SHOULD BE PROVIDED BY GEOTECH~CA.I. CONSULTANT
BASED ON £VAlUATION OF SITE-SPECIFIC GEOTECHNICAL CDI'jOtnONS.
NOTES: CUT SLOPE SHALL BE CONSTRUCTED PRIOR TO PLACEMENT OF FilL
eorthfa.dwg
106333001 TEG doc
SLOPE DRAINAGE SHOULD BE PROVIDED IN ACCORDANCE WITH RECOMMENDATIONS PRESENTED ON FIGURE E
NOT TO SCALE
FILL SLOPE OVER NATURAL
GROUND OR CUT
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t COMPACTED
TRANSITION {CUT-FILL) LOT
"''"'" ceou~
T
OVEREXCAYATE AND RECOMPACT
BEDROCK OR COMPETENT MATERIAL, ~
~ AS EVALUATED BY THE ~
/ GEOTECHNICAL CONSULTANT
UNDERCUT LOT ~ N~RAL GROUND
~ ----___./ ..-----
3' MIN.
T
OVEREXCAVATE AND RECOMPACT
BEDROCK OR COMPETENT MATERIAL, ~
~ AS EVALUATED BY THE ~
/ GEOTECHNICAL CONSULT ANT
NOTE: DIMENSIONS PROVIDED IN THE DETAILS ABOVE ARE APPROXIMATE AND MAY BE MODIFIED IN THE FIELD
BY THE GEOTECHNICAL CONSULTANT AS CONDITIONS DICTATE.
106333001 TEG doc
NOT TO SCALE
TRANSITION AND
UNDERCUT LOT DETAILS FIGURE B
Romeria Street Drainage Improvement Project
Carlsbad, California
CANYON SUBDRAIN
NATURAL GROUND
SEE FIGURE A
FOR DETAILS OF BENCHES
LOWEST BENCH ltfCLINED TOWARD DRAIN
COMPACTED FILL
-
SUBDRAIN
(SEE DRAIN DETAIL,
FIGURE G)
Appendix C
Project No. 106333001
DETAIL OF CANYON SUBDRAIN TERMINATION
DESIGN FINISH GRADE
SUBDRAIN PIPE
OUTLET PIPE DRAINS TO A SUITABLE
OUTLET IN ACCORDANCE WITH THE
RECOMMENDATIONS OF THE
CIVIL ENGINEER
CUTOFF WALL CONSTRUCTED
OF GROUT, CONCRETE. BENTONITE,
OR OTHER SUITABLE MATERIAL AS
EVALUATED BY THE
GEOTECHNICAL CONSULTANT
. · ·-:'-'-:---FILTER MATERIAL ~======~~~~ .. ~~~~
NON-PERFORATED PIPE-.<~-PERFORATED PIPE
5' 20' MIN. MIN.
eartt'lfc.dwg NOT TO SCALE
CANYON SUBDRAIN DETAIL
FJGli'IE c
I 0633300 I TEG doc
..
-
-
-
Romeria Street Drainage Improvement Project
Carlsbad, California
Appendix C
Project No. 106333001
WINDROW SECTION
JO S.C. SOIL (rL.OODI:D) ;1
.... __ I
-"'-L..:-"-.1
I --...... _y_
~~j "Vw OR RCCT~GLJL.AR IRCNCH J.. I.IINII.ILJM ~ t>r :z rca occp .u.D ::. rca WIDC
fXCAVAlT[) INTD COI.IPACffD rill.
OR NlllUilAL GROUHD
PAD SECTION
;rot;f A
~ ~· ~
nNISH GRIIDC
Z014J: B t.IAltRIAI. <:> c::;>
+ ........... -~~· LIIN.---f
. . '
8' Dr F' OR
%' BCLOW DI:I:F'tST
PROF'OSI"D UTILITY,
WHict-~rY'I"R
IS GRFAffli
TONr .A. C:OIJN.C11'0 nu. 'firTH §OCK r'IIAt;Urtn$ NQ j;AI'A'fnl nlAN I ll«::lr.! IN IIIWrTrll.
70Nr ~ CQI.iP.t.C'IfD nu. WITH RIIC:K I"RAfOIJrrflS linYI'rrN I AND 46 IICH111 IN IIIMinrR W.T lif Pl..lltrD ~ SJAGGI"IIrD IJII!DIIOW~ UP lQ 101:1" WHit 1111 THI~ ZION!; '*'"D SVIIIIWNDt» IT QRIINULNl ~OIL (JO $AND WUI'I"ALUIJ) IIIJIII5Irlt» IT fl.OQIIIHIP.. MQC~ llWilltN~ I..Cil5 fHM i IPCH~ IH DW.I!;RR IMT Iii~ PL.ACW IN QDhi"IICf!;D riLL 51JIL.
106333001 TEG doc
NOT TO SCALF
OVERSIZED ROCK
PLACEMENT DETAIL FlGURE D
Romeria Street Drainage Improvement Project
Carlsbad, California
Appendix C
Project No. 106333001
eorthte.dwg
106333001 TEG doc
MID-SLOPE BACKDRAIN (SEE DRAIN DETAIL,
SWALE AT TOP OF SLOPE
_l,s·L
jMIN.j
FIGURE G) ---~
NON-PERFORATED OUTLET PIPE
REINFORCED CONCRETE-
PAVED TERRACE (SWALE)
MAXIMUM VERTICAL SLOPE HEIGHT, H (FEET)
LESS THAN 30
60
120
GREATER THAN 120
BEDROCK OR COMPETENT
MATERIAL AS EVALUATED BY THE
GEOTECHNICAL CONSULTANT
WHEN POSSIBLE, LOWEST BACKDRAIN
SHOULD BE PLACED IN THE BASE OF KEY
(SEE DRAIN DETAIL, FIGURE G)
* TERRACE WIDTH AND LOCATION
NO TERRACE REQUIRED
ONE TERRACE AT LEAST 6
FEET WIDE AT MIDHEIGHT
ONE TERRACE AT LEAST 12 FEET WIDE AT
APPROXIMATELY MIDHEIGHT AND 6-fOOT WIDE
TERRACES CENTERED IN REMAINING SLOPES
DESIGNED BY CIVIL ENGINEER WITH
APPROVAL OF GOVERNING AUTHORITIES
NOTES: 1. MID-SLOPE BACKDRAINS SHOULD BE PlACeD IN nLL SLOPES IN CONJUNCTION WITH EACH TERRACE.
2. TERRACES SHOULD HAVE AT LEAST A 5-PERCENT GRADIENT. AND RUN orf SHOULD BE DIRECTED
TO AN />J'PROPRIATE SURFACE DRAINAGE COLLECTOR.
3. TERRACES SHOULD BE CLEANED OF DEBRIS AND VEGETATION TO ALLOW UNREsTRICTED fLOW
OF WATER.
4. TERRACES SHOULD BE KEPT IN GOOD REPAIR.
5. REFER TO USC CHAPTER 70 FOR ADDITIONAL REQUIREMENTS.
NOT TO SCALE
SLOPE DRAINAGE DETAIL
FIGURE E
... -
..
---
-• ---
Romeria Street Drainage Improvement Project
Carlsbad, California
COMPACTED FILL ------..._
Appendix C
Project No. 106333001
PROPOSED GRADED SURFACE
.----EXISTING GROUND SURFACE
..._ UNSTABLE _j f MATERIAL BENCH INCLINED .......
SLIGHTLY INTO SLOPE .......
(SEE fiGURE A)
~LA~OF WEAKNES7
I --... I ........... I -
BEDROCK OR
I COMPETENT MATERIAL,
1 AS EVALUATED BY THE
GEOTECHNICAL CONSULTANT
BACK DRAIN
{SEE DRAIN DETAIL,
FIGURE G)
COMPACTED FILL
... ~
~KEY WIDTH---1
NON-PERFORATED
OUTLET PIPE
NOTES; 1. THE DEPTH AND WIDTH Of KEY WILL BE PROVIDED BY THE GEOTECHNICAL CONSULTANT BASED ON ANALYSIS or SITE -SPECIFIC GEOTECHNICAL CONDITIONS.
2. Afl ADDITIONAL MID-SLOPE BACK DRAIN ANO TERRACE DRAIN MAY BE RECOt.lt.IENDED FOR SLOPES OVER 30 fEET HIGH.
SEE SLOPE DRAINAGE DETAIL, fiGURE E.
3. SLOPE DRAINAGE SHOULD BE PROVIDED IN ACCORDANCE WITH RECOMMENDATIONS PRESENTED ON FIGURE E.
eorthff.dwg NOT TO SCALE
SHEAR KEY DETAIL
FIGlllE F
106333001 TEG doc
Romeria Street Drainage Improvement Project
Carlsbad, California
SUBDRAIN CONFIGURATION
ALTERNATIVE A* ALTERNATIVE B
PERFORATED PIPE INSTALLED WITH
PERFORATION DOWN (SEE SCHEDULE BELOW)
* ALTERNATIVE A SUBDRAIN CONFIGURATION
MAY BE USED IN fiLLS LESS THAN 25 FEET DEEP
Appendix C
Project No. 106333001
BACKDRAIN CONFIGURATION
T-CONNECTION
(SEE DETAIL)
FILTER MATERIAL
(3 CUBIC FEET PER LINEAR FOOT)
PERFORATED PIPE,
4" MIN. SCHEDULE 40 PVC OR
EQUIVALENT INSTALLED WITH
PERFORATIONS DOWN
T -CONNECTION DETAIL
PERFORATED PIPE SLOPED AT 1% MIN. L 10' MIN _I
TOWARD OUTLET PIPE ~ [EACH S1Dfl
N,_-emoomo OUTLET elet Ue TO~?~-END
100' ON CENTER HORIZONTALLY
CAP
FILTER MATERIAL
FILTER MATERIAL SHALL BE CLASS II PERMEABLE
MATERIAL PER STATE OF CAliFORNIA STANDARD
SPECIFICATIONS OR APPROVED ALTERNATE
GEOFABRIC DRAIN SYSTEM.
SIEVE SIZE
1"
3/4" 3/8" No. 4
No. 8
No. 30 No. 50
No. 2DO
CLASS II GRADATIONS
PERCENT PASSING
100
90-100
40-100
25-40
18-33
5-15
0-7
0-3
NOTE: AS AN ALTERNATIVE THE FILTER MATERIAL MAY
CONSIST OF UP TO 1" DIAMETER OPEN-GRADED
GRAVEL WRAPPED IN AN APPROVED GEOFABRIC WITH
6-INCH OR MORE OVERLAP.
oorthfg.dwg
106333001 TEG.doc
PIPE SCHEDULE
PERFORATED AND NON-PERFORATED PIPE SHALL BE
SCHEDULE 40 POLYVlNYL CHLORIDE (PVC) OR
ACRYLONITRILE BUTADIENE STYRENE (ABS) OR
EQUIVALENT, AND WILL HAVE A MINIMUM CRUSHING
STRENGTH OF 1000 PSI FOR DEPTHS OF FILL UP TO
50 FEET. FOR DEEPER FILLS, PERFORATED AND
NON-PERFORATED PIPE SHOULD BE DESIGNED WITH
ADEQUATE CRUSHING STRENGTH.
THE PIPE DIAMETER WILL GENERALLY MEtT THE FOLLOWING
CRITERIA, BUT MAY BE MODIFIED IN THE FIELD BY THE
GEOTECHNICAL CONSULTANT AS CONOfTIONS DICTATE.
THE LENGTH OF RUN IS MEASURED FROM THE HIGHEST
ELEVATION.
LENGTH OF RUN
0-500'
500-1500'
> 1500'
PIPE DIAMETER
4"
6"
a·
NOT TO SCALE
DRAIN DETAIL
,.,.
.... -
...
-
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