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ON-SITE DRAINAGE STUDY
FOR
SLATTON RESIDENCE
PROPOSED
SINGLE FAMILY RESIDENCE
806 STRATFORD DRIVE, ENCINITAS, CA
APN # 258-233-42
Prepared By:
CIULCONSULTING.COM
Box 1272 Solana Beach, CA 92075
Phone: 619-549-2533
Fax: 619-374-2392
Email info @civilconsulting.com
May 10, 2005
Revised July 1 2005 ✓
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TABLE OF CONTENTS
I. Introduction
A. Site Description
B. Existing Drainage Condition
C. Proposed Drainage Conditions
D. Conclusion
II. Hydrology and Hydraulic Design
A. Hydrology Design Method
B. Design Criteria
C. References
III. Calculations
A. Weighted Runoff Coefficients
B. Existing&Proposed Runoff Flowrates
C. Infiltration Basin Volume Calculations
IV. Figures
A. Site Location Map
B. Drainage Maps
1. INTRODUCTION
A. SITE DESCRIPTION
The proposed project site is located 806 Stratford Drive in the City of Encinitas, California (See
Vicinity Map). The property is currently vacant and there are no structures on site. The
proposed improvements on the site consist of an approximately 2,760 square foot two story
residential structure with associated driveway and landscaping improvements.
B. EXISTING DRAINAGE CONDITIONS
The existing on-site drainage pattern is primarily sheet flow, over unimproved land, directed to
the southwest corner of the lot where an undefined earthen drainage channel exists (see Existing
Watershed Map). Areas A & B are approximately 0.09 acres each consisting of existing AC
street paving that sheet flows onto the heavily landscaped property. There is not an existing
drainage channel to the north or south along the west side of Slatton Drive and this drainage
pattern will be maintained. All flows exit the site at the southeast corner of the site and flow
across the westerly adjacent vacant property eventually entering the Arden Drive drainage
system.
C. PROPOSED DRAINAGE CONDITIONS
The proposed improvements on the 0.22 acre site consist of an approximately 2,760 square foot
residence. The drainage from Stratford Drive (see Proposed Watershed Map) will continue to
drain via sheet flow on to the property and will be collected into the proposed infiltration basins.
The planned on-site storm drain system will collect the runoff from the driveway and roof drains
to inlets,pipes& grass swales draining to two separate infiltration basins. The infiltration basins
will act as Permanent Best Management Practices and shall not be altered without a City permit.
A CONCLUSION
The existing drainage patterns will remain intact throughout construction and upon completion
of final site stabilization verification will be made that there is positive drainage in all areas of
the site to assist in sediment removal. The proposed storm drain system and associated site
improvements maintain the existing drainage flow patterns and will improve collection and
conveyance of on-site drainage into the existing storm drain system. We do not anticipate that
the proposed on-site drainage improvements will have an adverse impact on the existing
drainage system. The total flow increase of 0.316 cfs will be detained in the proposed
infiltration basins that have been designed per the City of Encinitas Infiltration Basin sizing
requirements.
II. HYDROLOGY DESIGN MODELS
A. DESIGN METHODS
The Rational method is used in this hydrology study using the following formula:
Q=CIA,Where:Q=Peak discharge(CFS)
C=Runoff Coefficient(dimensionless)
A=Tributary Drainage Area(Acres)
B. DESIGN CRITERIA
Frequency— 100 year storm
Land use—residential
Rainfall Intensity per County of San Diego Hydrology Design Manual
C. REFERENCES
County of San Diego Hydrology Manual
III. CALCULATIONS
A Weighted Runoff Coefficients:
Existing Area A=[(0.95 *0.01)+(0.45 *0.08)]/0.09=0.51
Existing Area B=[(0.95 *0.01)+(0.45 *0.08)]/0.09=0.51
Existing Area C=0.45
Proposed Area A=[(0.95 *0.06)+(0.45 * .03)]/0.09=0.78
Proposed Area B=[(0.95 * 0.06)+(0.45 * .03)]/0.09=0.78
Proposed Area C=0.45
B Existing&Proposed Flowrates
-------------------------------------------------------------------------------
Area Area Coef Tc Intensity Flow
Description ac min in/hr cfs
-------------------------------------------------------------------------------
EXISTING A 0.09 0.51 5.0 6.5 0.298 cfs
EXISTING B 0.09 0.51 5.0 6.5 0.298 cfs
EXISTING C 0.06 0.45 5.0 6.5 0.175 cfs
0.771 cfs
PROPOSED A 0.09 0.78 5.0 6.5 0.456 cfs
PROPOSED B 0.09 0.78 5.0 6.5 0.456 cfs
PROPOSED C 0.06 0.45 5.0 6.5 0.175 cfs
1.087 cfs +0.316 cfs
B Basin Volume Calculations:
Basin 1
V= 1.5 *2.65 * 300 sec * (0.456-0.298)cfs=188.4 CF(3' deep x 4' x 15')
Basin 2
V= 1.5 *2.65 * 300 sec * (0.456-0.298)cfs=188.4 CF(3' deep x 4' x 15')
IV. FIGURES
A.SITE LOCATION MAP
D 9R
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iO N 11Y MAP NORTH
B. DRAINAGE MAPS
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CONSTRUCTION TESTING & ENGINEERING, INC.
_ SAN DIEGO,CA RIVERSIDE,CA VENTURA,CA TRACY,CA SACRAMENTO,CA
1441 Montiel Road 12155 Magnolia Avenue 1645 Pacific Avenue 242 W.Larch 3628 Madison Avenue
Suite 115 Suite 6C Suite 107 Suite F Suite 22
Escondido,CA 92026 Riverside,CA 92503 Oxnard,CA 93033 Tracy,CA 95376 N.Highlands,CA 95660
(760)746-4955 (951)352-6701 (805)486-6475 (209)839-2890 (916)331-6030
(760)746-9806 FAX (951)352-6705 FAX (805)486-9016 FAX (209)839-2895 FAX (916)331-6037 FAX
PRELIMINARY GEOTECHNICAL INVESTIGATION
PROPOSED SLATTON RESIDENCE
VACANT LOT SOUTH OF 806 STRATFORD DRIVE
ENCINITAS, CALIFORNIA
Prepared for:
TRENT SLATTON
2372 LAKE VIEW AVENUE
- LOS ANGELES, CALIFORNIA 92039
Prepared by:
CONSTRUCTION TESTING &ENGINEERING, INC.
2414 VINEYARD AVENUE, SUITE G
ESCONDIDO, CA 92029
i
^51 I
CTE JOB NO. 10-7404G ` DECEMBER 30, 2004
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GEOTECHNICAL•ENVIRONMENTAL•CONSTRUCTION INSPECTION AND TESTING•CIVIL ENGINEERING•SURVEYING
TABLE OF CONTENTS
1.0 INTRODUCTION AND SCOPE OF SERVICES....................................................................1
1.1 Introduction...................................................................................................................1
1.2 Scope of Services..........................................................................................................1
2.0 SITE DESCRIPTION................................................................................................................2
3.0 FIELD AND LABORATORY INVESTIGATIONS................................................................2
3.1 Field Investigation.........................................................................................................2
3.2 Laboratory Investigation................................................................................................2
4.0 GEOLOGY................................................................................................................................3
4.1 General Setting..............................................................................................................3
4.2 Geologic Conditions......................................................................................................3
4.2.1 Topsoils..........................................................................................................4
4.2.2 Quaternary Terrace Deposits..........................................................................4
4.3 Groundwater Conditions...............................................................................................4
4.4 Geologic Hazards..........................................................................................................5
4.4.1 Local and Regional Faulting ..........................................................................5
4.4.2 Site Near Source Factors and Seismic Coefficients.......................................5
4.4.3 Liquefaction Evaluation .................................................................................6
4.4.4 Seismic Settlement Evaluation.......................................................................6
4.4.5 Tsunamis, Seiche, and Flooding Evaluation..................................................6
4.4.6 Landsliding or Rocksliding............................................................................7
4.4.7 Compressible and Expansive Soils ................................................................7
4.4.8 Corrosive Soils...............................................................................................7
5.0 CONCLUSIONS AND RECOMMENDATIONS....................................................................8
5.1 Grading and Earthwork.................................................................................................8
5.2 Site Preparation .............................................................................................................8
5.3 Site Excavation..............................................................................................................9
5.4 Fill Placement and Compaction ....................................................................................9
5.5 Fill Materials............................................................................................................... 10
5.6 Temporary Construction Slopes.................................................................................. 10
5.7 Foundations and Slab Recommendations ................................................................... 11
5.7.1 Conventional Shallow Foundations ............................................................. 11
5.7.2 Foundation Settlement.................................................................................. 12
5.7.3 Foundation Setback...................................................................................... 12
5.7.4 Interior Concrete Slabs................................................................................. 13
5.8 Lateral Resistance and Earth Pressures....................................................................... 13
5.9 Exterior Flatwork........................................................................................................ 14
5.10 Drainage .................................................................................................................... 15
5.11 Slopes........................................................................................................................ 15
5.12 Vehicular Pavements................................................................................................. 16
5.13 Construction Observation.......................................................................................... 16
5.14 Plan Review............................................................................................................... 17
6.0 LIMITATIONS OF INVESTIGATION.................................................................................. 17
FIGURES
FIGURE 1 SITE INDEX MAP
FIGURE 2 EXPLORATION LOCATION MAP
FIGURE 3 RETAINING WALL DRAINAGE DETAIL
APPENDICES
APPENDIX A REFERENCES CITED
APPENDIX B EXPLORATION LOGS
APPENDIX C LABORATORY METHODS AND RESULTS
APPENDIX D STANDARD GRADING SPECIFICATIONS
Preliminary Geotechnical Investigation Page 1
Proposed Slatton Residence
Vacant Lot South of 806 Stratford Drive, Encinitas, California
December 30, 2004 CTE Job No. 10-7404G
1.0 INTRODUCTION AND SCOPE OF SERVICES
1.1 Introduction
This report presents the results of Construction Testing and Engineering,Inc.'s("CTE")preliminary
geotechnical investigation and provides conclusions and engineering criteria for the proposed
development. It is our understanding that the property is to be developed by constructing a two-story
residential structure and associated improvements (driveways, utilities, landscaping, etc Specific
recommendations for excavations,fill placement,and foundation design for the proposed structures
are presented in this report. The investigation for this report included field exploration, laboratory
testing, geologic hazard evaluation, and engineering analysis. Appendix A contains a list of
references cited.
1.2 Scope of Services
The scope of services provided included:
• Review of readily available geologic and soils reports pertinent to the site and adjacent areas.
• Exploration of subsurface conditions to the depths influenced by the proposed construction.
• Laboratory testing of representative soil samples to provide data to evaluate the geotechnical
design characteristics of the soils.
• Definition of the general geology and evaluation of potential geologic hazards at the site.
• Soil engineering design criteria for the proposed improvements.
• Preparation of this summary report of the investigations performed including geotechnical
construction recommendations.
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Preliminary Geotechnical Investigation Page 2
Proposed Slatton Residence
Vacant Lot South of 806 Stratford Drive, Encinitas, California
December 30, 2004 CTE Job No. 10-7404G
2.0 SITE DESCRIPTION
Currently the site is a vacant lot situated between two existing residences on the west side of
Stratford Drive. Landscaped gardens, grasses and trees blanket the site.The site slopes gently from
east to west towards the Pacific Ocean. Site elevations range from approximately 160 to 174 feet
above mean sea level (msl). The site is approximately one-half mile from the Pacific Ocean and less
than one-quarter mile west of Interstate Highway 5. Figure 2 shows the general layout of the
proposed development, based on the limited plans available at this time.
3.0 FIELD AND LABORATORY INVESTIGATIONS
3.1 Field Investi ag tion
Field exploration,conducted December 10,2004 included site reconnaissance and the excavation of
three shallow exploratory test pits. The test pits were excavated using a rubber tire backhoe to the
maximum explored depth of six feet below grade(fbg). A geologist from this office logged the soils
in the field. The field descriptions and classifications have been modified, where appropriate, to
reflect laboratory test results. Exploration logs including descriptions of the soil and field-testing
data are included in Appendix B. Approximate exploration locations are shown on Figure 2.
3.2 Laboratory Investigation
Laboratory tests were conducted on representative soil samples for classification purposes and to
evaluate physical properties and engineering characteristics. Laboratory tests for grain-size
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Proposed Slatton Residence
Vacant Lot South of 806 Stratford Drive, Encinitas, California
December 30, 2004 CTE Job No. 10-7404G
distribution, Expansion Index, and chemical analysis were performed. Laboratory results and test
methodologies are included in Appendix C.
4.0 GEOLOGY
4.1 General Setting
Encinitas is located with the Peninsular Ranges physiographic province that is characterized by its
northwest-trending mountain ranges, intervening valleys, and predominantly northwest trending
active regional faults. The region can be further subdivided into the coastal plain area, a central
mountain—valley area and the eastern mountain valley area. The project site is located within the
eastern margin coastal plain area.This subprovince ranges in elevation from approximately sea level
to 1200 feet above mean sea level and is characterized by Cretaceous and Tertiary sedimentary
deposits that onlap an eroded basement surface consisting of Jurassic and Cretaceous crystalline
rocks. More specifically, the site lies on an uplifted marine terrace in an area characterized by
westward sloping terraces incised by streams draining toward the Pacific Ocean.
4.2 Geologic Conditions
Based on geologic mapping by Tan and Kennedy (1996), soils at the site consist of Quaternary
Terrace Deposits. However,based on our observations a significant surficial layer of topsoil overlies
the Quaternary Terrace Deposits. The nature and depth of basement rocks below the Quaternary
Terrace Deposits are unknown.
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Proposed Slatton Residence
Vacant Lot South of 806 Stratford Drive, Encinitas, California
CTE Job No. 10-7404G
December 30, 2004
4.2.1 Topsoils
Topsoils were observed to a maximum depth of approximately 4.75 fbg throughout the site.
This soil consisted of loose to medium dense, slightly moist, silty fine-grained SAND with
abundant organics.Topsoils are not suitable,in their current state,for support of structures or
the addition of fill, and shall be overexcavated to competent material and recompacted as
described herein. However,they may be suitable for reuse provided that they are screened of
significant organic matter and other unsuitable materials.
4.2.2 Quaternary Terrace Deposits
Quaternary Terrace Deposits were observed underlying topsoils. This material was generally
found to be a dense,slightly moist,mottled yellow to red brown,silty fine-grained SAND to
the maximum explored depth of six feet below existing grade. These soils are considered
suitable for support of the proposed structure and the addition of fill,as recommended herein.
4.3 Groundwater Conditions
Groundwater was not encountered in any of our explorations. Although groundwater levels will
likely fluctuate during periods of precipitation,due to its depth,groundwater is not expected to affect
the proposed development if recommendations regarding drainage are implemented during
construction.
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Proposed Slatton Residence
Vacant Lot South of 806 Stratford Drive,Encinitas, California
December 30, 2004 CTE Job No. 10-7404G
4.4 Geologic Hazards
From our investigation it appears that geologic hazards at the site are primarily limited to those
caused by violent shaking from earthquake generated ground motion waves. The potential for
damage from displacement or fault movement beneath the proposed structures is considered low.
4.4.1 Local and Regional Faulting
Based on our site reconnaissance, evidence from our exploratory soil borings, and a review
of appropriate geologic literature, it is our opinion that no known fault traces underlie the
site.The Rose Canyon Fault(4.5 kilometers west of the site)is the closest known active fault
(Jennings, 1987). Other principal active regional faults include the Elsinore, Coronado
Banks, San Clemente, San Jacinto, and San Andreas faults. According to the California
Division of Mines and Geology, a fault is zoned active if it displays evidence of activity in
the last 11,000 years (Hart, 1994).
4.4.2 Site Near Source Factors and Seismic Coefficients
In accordance with the California Building Code 2001 edition, Volume 2, Figure 16-2, the
referenced site is located within seismic zone 4 and has a seismic zone factor of Z=0.4.The
nearest active fault,the Rose Canyon Fault Zone,is approximately 4.5 kilometers to the west
and is considered a Type B seismic source. Based on the distance from the site to the Rose
Canyon Fault Zone,near source factors of Nv=1.27 and Na=1.05 are appropriate. Based on
the shallow subsurface explorations and our knowledge of the area,the site has a soil profile
type of SD and seismic coefficients of Cv=0.81 and Ca=0.46.
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Preliminary Geotechnical Investigation Page 6
Proposed Slatton Residence
Vacant Lot South of 806 Stratford Drive,Encinitas, California
December 30, 2004 CTE Job No. 10-7404G
4.4.3 Liquefaction Evaluation
Liquefaction occurs when saturated fine-grained sands or silts lose their physical strengths
during earthquake induced shaking and behave as a liquid. This is due to loss of
point-to-point grain contact and transfer of normal stress to the pore water. Liquefaction
potential varies with water level,soil type,material gradation,relative density,and probable
intensity and duration of ground shaking.
Due to the absence of shallow groundwater condition and the medium dense to dense nature
of the underlying native soils, it is our opinion that the potential for liquefaction should be
considered low in all areas of the project.
4.4.4 Seismic Settlement Evaluation
Seismic settlement occurs when loose to medium dense granular soils densify during seismic
events. We anticipate that loose surficial topsoils will be removed and recompacted during
grading. The underlying site materials were generally found to be dense and are not
considered likely to experience significant seismic settlement. Therefore,in our opinion,the
potential for seismic settlement resulting in damage to site improvements should be
considered low.
4.4.5 Tsunamis Seiche and Flooding Evaluation
The potential for tsunami damage at the site is very low due to the site's elevation (greater
than 160 feet above sea level). Damage caused by oscillatory waves (seiche) is considered
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Proposed Slatton Residence
Vacant Lot South of 806 Stratford Drive, Encinitas, California
December 30, 2004 CTE Job No. 10-7404G
unlikely, as the site is not near any significant bodies of water that could produce such a
phenomenon.
4.4.6 Landsliding or Rockslidin
According to Tan and Giffen (1995), the site area is designated as generally susceptible to
landsliding.However,during our investigation,active landslides were not encountered at the
site. An active slide has been mapped in the vicinity of the site (Tan and Giffen, 1995),
however, this slide was along the coast and occurred due to erosion of the sea cliff. In
addition,the site is mapped within an urbanized boundary and it appears that grading in the
vicinity of the site has been properly performed. Therefore, the potential for landsliding or
rocksliding to affect the site is considered remote.
4.4.7 Compressible and Expansive Soils
Based on geologic observation,the observed Quaternary Terrace Deposits materials exhibit
very low to low compressibility characteristics and are considered suitable for support of fill
and improvements.
Onsite materials were tested and determined to have an expansion index of 0 (zero), which
corresponds to a material with very low or no expansion potential. Therefore, the presence
of expansive materials will not affect the proposed development.
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Proposed Slatton Residence
Vacant Lot South of 806 Stratford Drive, Encinitas, California
CTE Job No. 10-7404G
December 30, 2004
4.4.8 Corrosive Soils
Analytical test results indicate that materials have a low potential to corrode Portland cement
concrete. It also appears that materials have a low potential to corrode buried ferrous metals.
CTE does not practice corrosion engineering. Therefore, a corrosion consultant shall be
retained for additional information or recommendations, if deemed necessary.
5.0 CONCLUSIONS AND RECOMMENDATIONS
We conclude that the proposed construction on the site is feasible from a geotechnical standpoint,
provided the recommendations in this report are incorporated into the design of the project.
Recommendations for the design and construction of the proposed structure are included below.
5.1 Grading and Earthwork
CTE should continuously observe the grading and earthwork operations for this project. Such
observations are essential to identify field conditions that differ from those predicted by this
investigation,to adjust designs to actual field conditions,and to ensure that the grading is in overall
accordance with the recommendations of this report. Our personnel should perform adequate
observation and sufficient testing of fills during grading to support our professional opinion
regarding compliance with compaction requirements and specifications contained herein.
5.2 Site Preparation
Before any grading occurs, the site should be cleared of existing debris and other deleterious
materials. In areas to receive structures or distress-sensitive improvements, surficial eroded,
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Proposed Slatton Residence
Vacant Lot South of 806 Stratford Drive, Encinitas, California
December 30, 2004 CTE Job No. 10-7404G
desiccated,burrowed,or otherwise loose materials or Topsoils should be removed to the depth of the
competent Quaternary Terrace Deposits. CTE recommends the removal and recompaction of soil
down to competent native material and a minimum two feet below the bottom of footings,whichever
is deeper. We anticipate removals on the order of four to five feet below existing grades will
encounter competent native materials. However, deeper localized removals (i.e. greater than five
feet) may be encountered in some areas.
To prevent transitional bearing conditions beneath the foundations,overexcavations are intended to
create a minimum of 24 inches of compacted fill underneath proposed structural footings.
Overexcavations should extend a minimum of five feet laterally beyond proposed improvement
limits.
Organic materials not suitable for structural backfill should be disposed of off-site or placed in non-
structural planter or landscape areas. All organic materials excavated and removed should be
disposed of at a legal disposal site.
5.3 Site Excavation
Excavations in site materials should generally be accomplished with heavy-duty construction
equipment under normal conditions. Irreducible materials greater than six inches encountered during
excavations should not be used in fills on the site.
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Proposed Slatton Residence
Vacant Lot South of 806 Stratford Drive, Encinitas, California
CTE Job No. 10-7404G
December 30, 2004
CTE should evaluate the subgrade to verify that mitigative measures (removal of inadequate soils
and treatment of transitional conditions) have been properly implemented.
5.4 Fill Placement and Compaction
The geotechnical consultant should verify that the proper site preparation has occurred before fill
placement occurs. Following removal of topsoils and any other loose or disturbed soils, areas to
receive fills or concrete slabs on grade should be scarified six inches, moisture conditioned to
optimum moisture content, and properly recompacted. The recompaction should reach 90% of the
laboratory determined maximum value. Fill and backfill should also be compacted to a minimum
relative compaction of 90% (as evaluated by ASTM D 1557)at moisture content between optimum
and 2 percent above optimum. The optimum lift thickness for backfill soil will be dependent on the
type of compaction equipment used. Generally,backfill should be placed in uniform,horizontal lifts
- not exceeding 8-inches in loose thickness. Backfill placement and compaction should be done in
overall conformance with geotechnical recommendations and local ordinances.
5.5 Fill Materials
Soils derived from the onsite materials are considered suitable for reuse on the site as compacted fill.
If used, these materials must be screened of organic materials and materials greater than six inches
in a maximum dimension. If encountered,clayey soils may be blended with granular native soils and
reused in non-structural fill areas.
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Proposed Slatton Residence
-W Vacant Lot South of 806 Stratford Drive, Encinitas, California
CTE Job No. 10-7404G
December 30, 2004
Imported fill beneath structures,pavements,and walks should have an expansion index less than or
equal to 30(per UBC 18-I-B)with less than 35 percent passing the no. 200 sieve. Imported fill soils
for use in structural or slope areas should be evaluated by the soils engineer to determine strength
characteristics before placement on the site.
5.6 Temporary Construction Slopes
Slope recommendations for unshored temporary excavations are provided. The recommended slopes
should be relatively stable against deep-seated failure, but may experience localized sloughing.
Onsite soils are considered Type B and C soils with recommended slope ratios as set forth in Table 1
below.
TABLE 1
RECOMMENDED TEMPORARY SLOPE RATIOS
SOILS TYPE SLOPE RATIO MAXIMUM HEIGHT
(Horizontal: vertical)
B (Quaternary Terrace Deposits) 1 : 1 (MAXIMUM) 10 FEET
C (Topsoils) 1 '/2: 1 (MAXIMUM) 10 FEET
Actual field conditions and soil type designations must be verified by a "competent person" while
excavations exist according to Cal-OSHA regulations. In addition, the above sloping
recommendations do not allow for surcharge loading at the top of slopes by vehicular traffic,
equipment or materials. Appropriate surcharge setbacks must be maintained from the top of all
unshored slopes.
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Proposed Slatton Residence
Vacant Lot South of 806 Stratford Drive, Encinitas, California
CTE Job No. 10-7404G
December 30, 2004
5.7 Foundations and Slab Recommendations
The following recommendations are for preliminary planning purposes only. These foundation
recommendations should be reviewed after completion of earthwork and testing of surface soils.
5.7.1 Conventional Shallow Foundations
Continuous and isolated spread footings are suitable for use at this site. However,footings
should not straddle transitional conditions (contacts between cut and fill soils). We
anticipate all building footings will be founded entirely in properly engineered fill. Shallow
foundation dimensions and reinforcement should be based on allowable bearing values of
2,000 pounds per square foot (psf)for footings founded on properly engineered fills. The
allowable bearing value may be increased by one third for short duration loading which
includes the effects of wind or seismic forces.
Footings should be 12 inches and 15 inches wide for one-and two-story improvements,
respectively, and founded at least 18 inches below the lowest adjacent subgrade. Footing
reinforcement for all continuous footings should consist, at a minimum, of four #4
reinforcing bars; two placed near the top and two placed near the bottom. The structural
engineer should also provide recommendations for reinforcement of any deepened spread
footings and footings with pipe penetrations.
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Proposed Slatton Residence
Vacant Lot South of 806 Stratford Drive, Encinitas, California
CTE Job No. 10-7404G
December 30, 2004
5.7.2 Foundation Settlement
In general,for the anticipated construction, the maximum post construction compression and
consolidation settlement is expected to be less than 1.0 inch. Maximum differential
settlement of continuous footings across the structure is expected to be on the order of inch
over a distance of approximately 25 feet.
5.7.3 Foundation Setback
Based on the condition of site slopes we recommend that structural footings should be
designed such that a 10-foot horizontal distance from the face of adjacent descending slopes
to the outer edge of the footing is maintained. If necessary, footings should be deepened to
create this setback.
5.7.4 Interior Concrete Slabs
Lightly loaded concrete slabs should be a minimum of 4.5 inches thick. Minimum slab
reinforcement should consist of#3 reinforcing bars placed on 18-inch centers each way at
mid-slab height. In moisture sensitive floor areas, a vapor barrier consisting of ten-mil
visqueen, with all laps seagled or taped, overlying a maximum three-inch layer of
consolidated aggregate base (minimum sand equivalent of 30) should be installed. A one-
inch layer of similar material may be placed above the visqueen to protect the membrane
during steel or concrete placement.
\\Cte_ser Aprojects\10-7404\Rpt_Geoteclutical.doc
Preliminary Geotechnical Investigation Page 14
Proposed Slatton Residence
Vacant Lot South of 806 Stratford Drive, Encinitas, California
CTE Job No. 10-7404G
December 30, 2004
5.8 Lateral Resistance and Earth Pressures
The following recommendations may be used for shallow footings on the site. Foundations placed in
firm, well-compacted fill material may be designed using a coefficient of friction of 0.30 (total
frictional resistance equals coefficient of friction times the dead load). A design passive resistance
value of 250 pounds per square foot per foot of depth (with a maximum value of 1,250 pounds per
square foot) may be used. The allowable lateral resistance can be taken as the sum of the frictional
resistance and the passive resistance,provided the passive resistance does not exceed two-thirds of
the total allowable resistance.
Retaining walls up to ten feet high and backfilled using generally granular soils may be designed
using the equivalent fluid weights given in Table 2 below. The table values assume non-expansive
backfill and free draining conditions.
TABLE 2
EQUIVALENT FLUID UNIT WEIGHTS
(pounds per cubic foot)
WALL TYPE LEVEL BACKFILL SLOPE BACKFILL
1 '/2: 1 (HORIZONTAL: VERTICAL)
CANTILEVER WALL 35 60
(YIELDING)
RESTRAINED WALL 55 90
Measures should be taken to prevent a moisture buildup behind all retaining walls. Drainage
measures should include free draining backfill materials and perforated drains. Provided on Figure
\\Cte_se er\projects\10-7404\Rpt_Geo technical,doc
Preliminary Geotechnical Investigation Page 15
Proposed Slatton Residence
Vacant Lot South of 806 Stratford Drive, Encinitas, California
CTE Job No. 10-7404G
December 30, 2004
3 is recommended gravel and perforated pipe drainage system. These drains should discharge to an
appropriate offsite location.
5.9 Exterior Flatwork
To reduce the potential for distress to exterior flatwork caused by minor settlement of foundation
soils,we recommend that such flatwork be installed with crack-control joints at appropriate spacing
as designed by the project architect.
Flatwork, which should be installed with crack control joints, includes driveways, sidewalks, and
architectural features. All subgrades should be prepared according to the earthwork
recommendations previously given before placing concrete. Positive drainage should be established
and maintained next to all flatwork.
5.10 Drainage
Surface runoff should be collected and directed away from improvements by means of appropriate
erosion reducing devices and positive drainage should be established around the proposed
improvements. Positive drainage should be directed away from improvements at a gradient of at
least 2 percent for a distance of at least five feet. The project civil engineers should evaluate the on-
site drainage and make necessary provisions to keep surface water from affecting the site.
5.11 Slopes
Based on anticipated soil strength characteristics,fill slopes should be constructed at slope ratios of
2:1 (horizontal: vertical) or flatter. Cut slopes in medium dense or better Quaternary Terrace
\\Cte_se cr\projec is\10-7404\Rpt_Geotechnical.doc
Preliminary Geotechnical Investigation Page 16
Proposed Slatton Residence
Vacant Lot South of 806 Stratford Drive, Encinitas, California
CTE Job No. 10-7404G
December 30, 2004
Deposits should be constructed at slope ratios of 2:1 horizontal to vertical. These slope inclinations
should exhibit factors of safety greater than 1.5.
Although graded slopes on this site should be grossly stable, the soils will be somewhat erodible.
Therefore,runoff water should not be permitted to drain over the edges of slopes unless that water is
confined to properly designed and constructed drainage facilities. Erosion resistant vegetation
should be maintained on the face of all slopes.
Typically, soils along the top portion of a fill slope face tend to creep laterally. We do not
recommend distress sensitive hardscape improvements be constructed within five feet of slope crests
in fill areas.
5.12 Vehicular Pavements
For drive areas,the upper one-foot of fills and any aggregate base materials should be compacted to
at least 95%of the laboratory maximum. The following asphalt and concrete pavement sections are
based on an assumed on-site soils Resistance "R"-value of 45, California Department of
Transportation Highway Manual, and a traffic index of 4.0.
\\Cte_server\projects\10-7404\Rpl_Geotechnical.doc
Preliminary Geotechnical Investigation Page 17
Proposed Slatton Residence
- Vacant Lot South of 806 Stratford Drive,Encinitas, California
CTE Job No. 10-7404G
December 30, 2004
Table 4
Pavement Recommendations
Traffic Traffic Assumed Asphalt Concrete Class II Full Depth
Area Index Subgrade Thickness Base Thickness Concrete
"R"-value
4.0 45 3.5 - -
Drive Area
4.0 45 - - 5.0
5.13 Construction Observation
The recommendations provided in this report are based on preliminary design information for the
proposed construction and the subsurface conditions found in the exploratory test pit locations. The
interpolated subsurface conditions should be checked in the field during construction to verify that
conditions are as anticipated. Recommendations provided in this report are based on the
understanding and assumption that CTE will provide the observation and testing services for the
project. All earthworks should be observed and tested to verify that grading activity has been
performed according to our recommendations. All footing trenches should be evaluated by CTE
before reinforcing steel placement.
5.14 Plan Review
CTE should review the project foundation plans and grading plans before commencement of
earthwork to identify potential conflicts with the recommendations contained in this report.
\\Cte_—ver\projects\10-7404\Rpt_Gec techrucal.doc
Preliminary Geotechnical Investigation Page 18
Proposed Slatton Residence
Vacant Lot South of 806 Stratford Drive,Encinitas, California
CTE Job No. 10-7404G
December 30, 2004
6.0 LIMITATIONS OF INVESTIGATION
The field evaluation,laboratory testing and geotechnical analysis presented in this report have been
conducted according to current engineering practice and the standard of care exercised by reputable
geotechnical consultants performing similar tasks in this area. No other warranty, expressed or
implied,is made regarding the conclusions,recommendations and opinions expressed in this report.
Variations may exist and conditions not observed or described in this report may be encountered
during construction.
Our conclusions and recommendations are based on an analysis of the observed conditions. If
conditions different from those described in this report are encountered,our office should be notified
and additional recommendations, if required, will be provided upon request. We appreciate this
opportunity to be of service on this project. If you have any questions regarding this report,please
do not hesitate to contact the undersigned.
Respectfully submitted, MARTIN E.STEM
NO.2311
CONSTRUCTION TESTING &ENGINEERING, INC. • CERTIFIED
ENGINEERING
�+ GEOLOGIST
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VR�Dan MMartin E. Siem, CEG#2311
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Senior Engineer Certified Engineering Geologist
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Denms A. Han W Q�No. 21 7`s`' M
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APPENDIX A
REFERENCES CITED
REFERENCES CITED
1. Hart, Earl W., Revised 1994, "Fault-Rupture Hazard Zones in California, Alquist Priolo,
Special Studies Zones Act of 1972," California Division of Mines and Geology, Special
Publication 42.
2. Jennings, Charles W., revised 1987, "Fault Map of California with Locations of
Volcanoes, Thermal Springs and Thermal Wells."
3. Tan, S. S., and Giffen, 1995, "Landslide Hazards in the Northern Part of the San Diego
Metropolitan Area,San Diego County,California:Landslide Hazard Identification Map No.
35", California Department of Conservation, Division of Mines and Geology, Open-File
Report 95-04,State of California,Division of Mines and Geology,Sacramento, California.
4. Tan, S. S., and Kennedy, 1996, "Geologic Map of the Encinitas and Rancho Santa Fe 7.5
Minute Quadrangles, San Diego County, California", California Department of
Conservation,Division of Mines and Geology,Open-File Report 96-02, State of California,
Division of Mines and Geology, Sacramento, California.
APPENDIX B
EXPLORATION LOGS
ONSTRUCTION TESTING & ENGINEERING, INC .
'p GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION
2414 VINEYARD AVENUE. SUITE G ESCONDIDO CA.92029 17601 746-4955
ENGWEERINGZNc.
DEFINITION OF TERMS
PRIMARY DIVISIONS SYMBOLS SECONDARY DIVISIONS
WELL GRADED GRAVELS,GRAVEL-SAND MIXTURES
GRAVELS CLEAN
ae, GW .off LITTLE OR NO FINES
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CLEAR SQUARE SIEVE OPENING U.S. STANDARD SIEVE SIZE
ADDITIONAL TESTS
(OTHER THAN TEST PIT AND BORING LOFT COLUMN HEADINGS)
MAX-Maximum Dry Density P1v1- Permeability PP- Pocket Penetrometer
GS- Grain Size Distribution SG- Specific Gravity WA- Wash Analysis
SE- Sand Equivalent HA- Hydrometer Analysis DS- Direct Shear
EI-Expansion Index AI, Atterberg Limits RDS-Repeated Direct Shear
CHM- Sulfate and Chloride RV- R-Value UC-Unconfined Compression
Content , pH, Resistivity CN- Consolidation MD- Moisture/Density
COR- Corrosivity CP- Collapse Potential M- Moisture
SD- Sample Disturbed HC- Hydrocollapse SC- Swell Compression
REM- Remolded OI- Organic Impurities
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APPENDIX C
LABORATORY METHODS AND RESULTS
APPENDIX C
LABORATORY METHODS AND RESULTS
Laboratory Testing Program
Laboratory tests were performed on representative soil samples to detect their relative engineering
properties. Tests were performed following test methods of the American Society for Testing
Materials or other accepted standards.The following presents a brief description of the various test
methods used.
Classification
Soils were classified visually according to the Unified Soil Classification System. Visual
classifications were supplemented by laboratory testing of selected samples according to ASTM
D2487. The soil classifications are shown on the Exploration Logs in Appendix B.
Expansion Index
Expansion testing may have been performed on selected samples of the matrix of the onsite soils
according to Building Code Standard No.29-2. Expansion Index results is reported in Appendix C.
Chemical Analysis
Soil materials were collected with sterile sampling equipment and tested for Sulfate and Chloride
content, pH, Corrosivity, and Resistivity.
� CONSTRUCTION TESTING & ENGINEERING, INC.
�� GEO'I I!C IIN IC:�I- AND CONSTRtIC'I-ION ENGINEERING TF.sriNG AND INSNEC'I ION
7414 VINEYARD AVENUE.SUITE G ESC ONDIDO CA.9_029 17601 7 46-49 55
ENCINEERING,NC
200 WASH ANALYSIS
LOCATION DEPTH PERCENT PASSING CLASSIFICATION
(feet) #200 SIEVE
21.9 SM
TP-1 I 20.7 SM
TP-1 5
EXPANSION INDEX TEST
UBC 18-2
LOCATION DEPTH EXPANSION INDEX EXPANSION
(feet) POTENTIAL
0 VERY LOW
FP-I
SULFATE
LOCATION DEPTH RESULTS
(feet) PPin
TP-I I 33
CHLORIDE+'
LOCATION DEPTH RESULTS
(feet) nPm
TP-I I I 1
pH
LOCATION
DEPTH RESULTS
(feet)
TP-1 1 9.69
RESISTIVITY
CALIFORNIA TEST 424
LOCATION DEPTH RESULTS
(feet) ohms/cm
14500
TI'-I I
CONDUCTIVITY
CALIFORNIA TEST 424
LOCATION DEPTH RESULTS
(feet) uS/cm
TP-1 1 59
CTE JOB NO. 10-7404G
LABORATORY SUMMARY
APPENDIX D
STANDARD SPECIFICATIONS FOR GRADING
D-1
Appendix D
Standard Grading Specifications
Section 1 - General
The guidelines contained herein represent Construction Testing & Engineering's standard
recommendations for grading and other associated operations on construction projects. These
guidelines should be considered a portion of the project specifications. Recommendations contained
in the body of the previously presented soils report shall supersede the recommendations and or
requirements as specified herein. The project geoteclnical consultant shall interpret disputes arising
out of interpretation of the recommendations contained in the soils report or specifications contained
herein.
Section 2 - Responsibilities of Project Personnel
The geotechnical consultant should provide observation and testing services sufficient to assure that
geotechnical construction is performed in general conformance with project specifications and
standard grading practices. The geotechnical consultant should report any deviations to the client or
his authorized representative.
The Client should be chiefly responsible for all aspects of the project. He or his authorized
representative has the responsibility of reviewing the findings and recommendations of the
geotechnical consultant. He shall authorize or cause to have authorized the Contractor and/or other
consultants to perform work and/or provide services. During grading the Client or his authorized
representative should remain on-site or should remain reasonably accessible to all concerned parties
in order to make decisions necessary to maintain the flow of the project.
The Contractor should be responsible for the safety of the project and satisfactory completion of all
grading and other associated operations on construction projects,including,but not limited to,earth
work in accordance with the project plans, specifications and controlling agency requirements.
Section 3 - Preconstruction Meeting
A preconstruction site meeting shall be arranged by the owner and/or client and shall include the
grading contractor, the design engineer, the geotechnical consultant, owner's representative and
representatives of the appropriate governing authorities.
Section 4 - Site Preparation
The client or contractor should obtain the required approvals from the controlling authorities for the
project prior, during and/or after demolition, site preparation and removals, etc. The appropriate
approvals should be obtained prior to proceeding with grading operations.
Clearing and grubbing should consist of the removal of vegetation such as brush, grass, woods,
stumps, trees, root of trees and otherwise deleterious natural materials from the areas to be graded.
Clearing and grubbing should extend to the outside of all proposed excavation and fill areas.
tt'1I til:H\':Ittl'Iiflll:t'I}tln] HtHI'I_I lltWl'I1 H':\I.I)tlt'
D-2
Appendix D
Standard Grading Specifications
Demolition should include removal of buildings, structures, foundations, reservoirs, utilities
(including underground pipelines, septic tanks, leach fields, seepage pits, cisterns, mining shafts,
tunnels,etc.)and other man-made surface and subsurface improvements from the areas to be graded.
Demolition of utilities should include proper capping and/or rerouting pipelines at the project
perimeter and cutoff and capping of wells in accordance with the requirements of the governing
authorities and the recommendations of the geotechnical consultant at the time of demolition.
Trees, plants or man-made improvements not planned to be removed or demolished should be
protected by the contractor from damage or injury.
Debris generated during clearing, grubbing and/or demolition operations should be wasted from
areas to be graded and disposed off-site. Clearing, grubbing and demolition operations should be
performed under the observation of the geotechnical consultant.
Section 5 - Site Protection
Protection of the site during the period of grading should 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 should not be considered to preclude that portion or adjacent
areas from the requirements for site protection until such time as the entire project is complete as
identified by the geotechnical consultant, the client and the regulating agencies.
Precautions should be taken during the performance of site clearing, excavations and grading to
protect the work site from flooding, ponding or inundation by poor or improper surface drainage.
Temporary provisions should be made during the rainy season to adequately direct surface drainage
away from and off the work site. Where low areas cannot be avoided, pumps should be kept on
hand to continually remove water during periods of rainfall.
Rain related damage should be considered to include, but may not be limited to, erosion, silting,
saturation, swelling, structural distress and other adverse conditions as determined by the
geotechnical consultant. Soil adversely affected should be classified as unsuitable materials and
should be subject to overexcavation and replacement with compacted fill or other remedial grading
as recommended by the geotechnical consultant.
The contractor should be responsible for the stability of all temporary excavations.
Recommendations by the geotechnical consultant pertaining to temporary excavations (e.g.,
backcuts) are made in consideration of stability of the completed project and, therefore, should not
be considered to preclude the responsibilities of the contractor. Recommendations by the
geotechnical consultant should not be considered to preclude requirements that are more restrictive
by the regulating agencies. The contractor should provide during periods of extensive rainfall
plastic sheeting to prevent unprotected slopes from becoming saturated and unstable. When deemed
appropriate by the geotechnical consultant or governing agencies the contractor shall install
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D-3
Appendix D
Standard Grading Specifications
checkdams, desilting basins, sand bags or other drainage control measures.
In relatively level areas and/or slope areas,where saturated soil and/or erosion gullies exist to depths
of greater than 1.0 foot;they should be overexcavated and replaced as compacted fill in accordance
with the applicable specifications. Where affected materials exist to depths of 1.0 foot or less below
proposed finished grade,remedial grading by moisture conditioning in-place,followed by thorough
recompaction in accordance with the applicable grading guidelines herein may be attempted. If the
desired results are not achieved, all affected materials should be overexcavated and replaced as
compacted fill in accordance with the slope repair recommendations herein. If field conditions
dictate, the geotechnical consultant may recommend other slope repair procedures.
Section 6 - Excavations
6.1 Unsuitable Materials
Materials that are unsuitable should be excavated under observation and recommendations of
the geotechnical consultant. Unsuitable materials include, but may not be limited to, dry,
loose, soft, wet, organic compressible natural soils and fractured, weathered, soft bedrock
and nonengineered or otherwise deleterious fill materials.
Material identified by the geotechnical consultant as unsatisfactory due to its moisture
conditions should be overexcavated; moisture conditioned as needed, to a uniform at or
above optimum moisture condition before placement as compacted fill.
If during the course of grading adverse geotechnical conditions are exposed which were not
anticipated in the preliminary soil report as determined by the geotechnical consultant
additional exploration, analysis, and treatment of these problems may be recommended.
6.2 Cut Slopes
Unless otherwise recommended by the geotechnical consultant and approved by the
regulating agencies, permanent cut slopes should not be steeper than 2:1 (horizontal:
vertical).
The geotechnical consultant should observe cut slope excavation and if these excavations
expose loose cohesionless, significantly fractured or otherwise unsuitable material, the
materials should be overexcavated and replaced with a compacted stabilization fill. If
encountered specific cross section details should be obtained from the Geotechnical
Consultant.
When extensive cut slopes are excavated or these cut slopes are made in the direction of the
prevailing drainage, a non-erodible diversion swale (brow ditch) should be provided at the
top of the slope.
6.3 Pad Areas
All lot pad areas, including side yard terrace containing both cut and fill materials,
D-4
Appendix D
Standard Grading Specifications
transitions, located less than 3 feet deep should be overexcavated to a depth of 3 feet and
replaced with a uniform compacted fill blanket of 3 feet. Actual depth of overexcavation
may vary and should be delineated by the geotechnical consultant during grading.
For pad areas created above cut or natural slopes, positive drainage should be established
away from the top-of-slope. This may be accomplished utilizing a berm drainage swale
and/or an appropriate pad gradient. A gradient in soil areas away from the top-of-slopes of 2
percent or greater is recommended.
Section 7 - Compacted Fill
All fill materials should have fill quality, placement, conditioning and compaction as
specified below or as approved by the geotechnical consultant.
7.1 Fill Material Quality
Excavated on-site or import materials which are acceptable to the geotechnical consultant
may be utilized as compacted fill,provided trash,vegetation and other deleterious materials
are removed prior to placement. All import materials anticipated for use on-site should be
sampled tested and approved prior to and placement is in conformance with the requirements
outlined.
Rocks 12 inches in maximum and smaller may be utilized within compacted fill provided
sufficient fill material is placed and thoroughly compacted over and around all rock to
effectively fill rock voids. The amount of rock should not exceed 40 percent by dry weight
passing the 3/4-inch sieve. The geotechnical consultant may vary those requirements as field
conditions dictate.
Where rocks greater than 12 inches but less than four feet of maximum dimension are
generated during grading,or otherwise desired to be placed within an engineered fill, special
handling in accordance with the recommendations below. Rocks greater than four feet
should be broken down or disposed off-site.
7.2 Placement of Fill
Prior to placement of fill material, the geotechnical consultant should inspect the area to
receive fill. After inspection and approval,the exposed ground surface should be scarified to
a depth of 6 to 8 inches. The scarified material should be conditioned(i.e.moisture added or
air dried by continued discing) to achieve a moisture content at or slightly above optimum
moisture conditions and compacted to a minimum of 90 percent of the maximum density or
as otherwise recommended in the soils report or by appropriate government agencies.
Compacted fill should then be placed in thin horizontal lifts not exceeding eight inches in
loose thickness prior to compaction. Each lift should be moisture conditioned as needed,
thoroughly blended to achieve a consistent moisture content at or slightly above optimum
and thoroughly compacted by mechanical methods to a minimum of 90 percent of laboratory
maximum dry density. Each lift should be treated in a like manner until the desired finished
\l"11__I.M VI.N\I'Nl rll:<'I:S\IiilH\111'1�1:l rl l:('ll Nll'i\IJNN'
D-5
Appendix D
Standard Grading Specifications
grades are achieved.
The contractor should have suitable and sufficient mechanical compaction equipment and
watering apparatus on the job site to handle the amount of fill being placed in consideration
of moisture retention properties of the materials and weather conditions.
When placing fill in horizontal lifts adjacent to areas sloping steeper than 5:1 (horizontal:
vertical), horizontal keys and vertical benches should be excavated into the adjacent slope
area. Keying and benching should be sufficient to provide at least six-foot wide benches and
a minimum of four feet of vertical bench height within the firm natural ground,firm bedrock
or engineered compacted fill. No compacted fill should be placed in an area after keying and
benching until the geotechnical consultant has reviewed the area. Material generated by the
benching operation should be moved sufficiently away from the bench area to allow for the
recommended review of the horizontal bench prior to placement of fill.
Within a single fill area where grading procedures dictate two or more separate fills,
temporary slopes (false slopes)may be created. When placing fill adjacent to a false slope,
benching should be conducted in the same manner as above described. At least a 3-foot
vertical bench should be established within the firm core of adjacent approved compacted fill
prior to placement of additional fill. Benching should proceed in at least 3-foot vertical
increments until the desired finished grades are achieved.
Prior to placement of additional compacted fill following an overnight or other grading
delay,the exposed surface or previously compacted fill should be processed by scarification,
moisture conditioning as needed to at or slightly above optimum moisture content,
thoroughly blended and recompacted to a minimum of 90 percent of laboratory maximum
dry density. Where unsuitable materials exist to depths of greater than one foot, the
unsuitable materials should be over-excavated.
Following a period of flooding, rainfall or overwatering by other means, no additional fill
should be placed until damage assessments have been made and remedial grading performed
as described herein.
Rocks 12 inch in maximum dimension and smaller may be utilized in the compacted fill
provided the fill is placed and thoroughly compacted over and around all rock. No oversize
material should be used within 3 feet of finished pad grade and within 1 foot of other
compacted fill areas. Rocks 12 inches up to four feet maximum dimension should be placed
below the upper 5 feet of any fill and should not be closer than 11 feet to any slope face.
These recommendations could vary as locations of improvements dictate. Where practical,
oversized material should not be placed below areas where structures or deep utilities are
proposed. Oversized material should be placed in windrows on a clean, overexcavated or
unyielding compacted fill or firm natural ground surface. Select native or imported granular
soil (S.E. 30 or higher) should be placed and thoroughly flooded over and around all
\I(Il.til=lt'I:HI'lil Ul('I lli.'1JINfNI'I(il:t lll=.f'llNll',\I..IIf K'
D-6
Appendix D
Standard Grading Specifications
windrowed rock, such that voids are filled. Windrows of oversized material should be
staggered so those successive strata of oversized material are not in the same vertical plane.
It may be possible to dispose of individual larger rock as field conditions dictate and as
recommended by the geotechnical consultant at the time of placement.
The contractor should assist the geotechnical consultant and/or his representative by digging
test pits for removal determinations and/or for testing compacted fill. The contractor should
provide this work at no additional cost to the owner or contractor's client.
Fill should be tested by the geotechnical consultant for compliance with the recommended
relative compaction and moisture conditions. Field density testing should conform to ASTM
Method of Test D 1556-82, D 2922-81. Tests should be conducted at a minimum of 2
vertical feet or 1,000 cubic yards of fill placed. Actual test intervals may vary as field
conditions dictate. Fill found not to be in conformance with the grading recommendations
should be removed or otherwise handled as recommended by the geotechnical consultant.
7.3 Fill Slopes
Unless otherwise recommended by the geotechnical consultant and approved by the
regulating agencies, permanent fill slopes should not be steeper than 2:1 (horizontal:
vertical).
Except as specifically recommended in these grading guidelines compacted fill slopes should
be over-built and cut back to grade,exposing the firm,compacted fill inner core. The actual
amount of overbuilding may vary as field conditions dictate. If the desired results are not
achieved,the existing slopes should be overexcavated and reconstructed under the guidelines
of the geotechnical consultant. The degree of overbuilding shall be increased until the
desired compacted slope surface condition is achieved. Care should be taken by the
contractor to provide thorough mechanical compaction to the outer edge of the overbuilt
slope surface.
At the discretion of the geotechnical consultant, slope face compaction may be attempted by
conventional construction procedures including backrolling. The procedure must create a
firmly compacted material throughout the entire depth of the slope face to the surface of the
previously compacted firm fill intercore.
During grading operations, care should be taken to extend compactive effort to the outer
edge of the slope. Each lift should extend horizontally to the desired finished slope surface
or more as needed to ultimately established desired grades. Grade during construction
should not be allowed to roll off at the edge of the slope. It may be helpful to elevate slightly
the outer edge of the slope. Slough resulting from the placement of individual lifts should
not be allowed to drift down over previous lifts. At intervals not exceeding four feet in
vertical slope height or the capability of available equipment, whichever is less, fill slopes
should be thoroughly dozer trackrolled.
D-7
Appendix D
Standard Grading Specifications
For pad areas above fill slopes, positive drainage should be established away from the
top-of-slope. This may be accomplished using a berm and pad gradient of at least 2 percent.
Section 8 - Trench Backfill
Utility and/or other excavation of trench backfill reco olmmended,the degree of compaction should
compacted by mechanical means. Unless otherwise
be a minimum of 90 percent of the laboratory maximum density.
Within slab areas,but outside the influence of foundations,trenches up to one foot wide and two feet
deep may be backfilled with sand and consolidated by jetting,flooding or by mechanical means. If
on-site materials are utilized,they should be wheel-rolled,tamped or otherwise compacted to a firm
condition. For minor interior trenches,density testing may be deleted or spot testing may be elected
if deemed necessary, based on review of backfill operations during construction.
If utility contractors indicate that it is undesirable to use compaction equipment in close proximity to
a buried conduit, the contractor may elect the utilization of light weight mechanical compaction
equipment and/or shading of the conduit with clean, granular material,which should be thoroughly
jetted in-place above the conduit, prior to initiating mechanical compaction procedures. Other
methods of utility trench compaction may also be appropriate, upon review of the geotechnical
consultant at the time of construction.
In cases where clean granular materials are proposed for use in lieu of native materials or where
flooding or jetting is proposed, the procedures should be considered subject to review by the
geotechnical consultant. Clean granular backfill and/or bedding are not recommended in slope
areas.
Section 9 - Drainage
Where deemed appropriate by the geotechnical consultant, canyon subdrain systems should be
installed in accordance.
Typical subdrains for compacted fill buttresses, slope stabilization or sidehill masses, should be
installed in*accordance with the specifications.
Roof,pad and slope drainage should be directed away from slopes and areas of structures to suitable
disposal areas via non-erodible devices (i.e., gutters, downspouts, and concrete swales).
For drainage in extensively landscaped areas near structures,(i.e.,within four feet) a minimum of 5
percent gradient away from the structure should be maintained. Pad drainage of at least 2 percent
should be maintained over the remainder of the site.
Drainage patterns established at the time of fine grading should be maintained throughout the life of
the project. Property owners should be made aware that altering drainage patterns could be
detrimental to slope stability and foundation performance.
Section
\4'(1=41.H1'I:XVlttlJl t I1\I ]M\Itl'I'_[II tYl i:l'IINI('AI.IIIH'
-
Appendix D D-8
Standard Grading Specifications
10 - Slope Maintenance
10 1 - Landscape Plants
To enhance surficial slope stability,slope planting should be accomplished at the completion
of grading. Slope planting should consist of deep-rooting vegetation requiring little
watering. Plants native to the southern California area and plants relative to native plants are
- generally desirable. Plants native to other semi-arid and arid areas may also be appropriate.
A Landscape Architect should be the best party to consult regarding actual types of plants
and planting configuration.
10.2 - Irrigation
Irrigation pipes should be anchored to slope faces, not placed in trenches excavated into
slope faces.
Slope irrigation should be minimized. If automatic timing devices are utilized on irrigation
systems, provisions should be made for interrupting normal irrigation during periods of
rainfall.
10.3 - Repair
As a precautionary measure,plastic sheeting should be readily available,or kept on hand,to
protect all slope areas from saturation by periods of heavy or prolonged rainfall. This
measure is strongly recommended, beginning with the period prior to landscape planting.
If slope failures occur,the geotechnical consultant should be contacted for a field review of
site conditions and development of recommendations for evaluation and repair.
If slope failures occur as a result of exposure to period of heavy rainfall,the failure areas and
currently unaffected areas should be covered with plastic sheeting to protect against
additional saturation.
.t'll-_11':HV1-HI.1(illl.....I.. ALI-
V, 1-1
Recording Requested by: J
City Engineer
When Recorded Mail To:
City Clerk
City of Encinitas
505 south Vulcan Avenue
Encinitas, CA 92024 SPACE AI:3UVE i"Ul'-
COVENANT REGARDING REAL PROPERTY
WAIVER OF PROTEST TO ASSESSMENTS
Assessor' s Parcel Project No. 04-278 CDP
Number: 258-233-43
A. Anne B. Davis, Trustee of the Anne B. Davis Family
Trust U.D.T. dated October 9, 1987 , ("OWNER" hereinafter) are the
owners of real property which is commonly known as 806 Stratford
Drive, ("PROPERTY" hereinafter) and which is legally described as
follows :
The North half of Lot 6 and all of Lot 7 in Block "E"
of Encinitas Highlands, in the City of Encinitas,
County of San Diego, State of California, according to
Map thereof No. 2141, filed in the office o the County
Recorded of San Diego County, December 4 , 19f 8
2 .
B. In consideration of Coastal Development Permit approval
referenced project by the City of Enitas ("CITY"
for t he above re cin hereinafter) , OWNER hereby cov enants and agrees for the benefit of
CITY, to do the following:
No protest shall be made by the owners to any
proceedings for the installation or acquisition of
street improvements, including undergrounding of
utility lines, under any special assessment 1911 or the
Municipal Improvement Act of 1913 , or any other
applicable state or local law, and whether processed by
the City of Encinitas or any other governmental entity
having jurisdiction in the matter and for the purposes
of determining property owners support for same.
C. This Covenabenefitlof e d ad g uon and inure to the the future owners, encumbrancers,
successors, heirs,
personal representatives, transferees and
assigns of the respective parties .
D. OWNER agrees that OWNER' s duties and obligations under
this Covenant are a lien upon the PROPERTY. Upon
tax bill and
opportunity to respond, CITY may add to the property
the PROPERTY any past due financial obligation owing to CITY by
way of this Covenant .
E. If either party is required to incurs costs toss i orce
the provisions of this Covenant, the prevailing party
entitled to full reimbursement of all costs, including reasonable
attorney' s fees, from the other party.
F. Failure of the OWNER to comply with the terms f this
Covenant shall constitute consent to the filing by CITY
Notice of Violation of Covenant .
G. Upon OWNER' SOWNER nmayfrequestR'and duties
shalld
obligations contained herein,
execute a "Satisfaction of Covenant" .
H. By action of the City Council , CITY may assign to a
person or persons impacted by the performance of this Covenant,
the right to enforce this Covenant against OWNER.
'ACCEPTED AND AGREED:
OWNER A
Dated
Anne B. Davis, Trustee
Anne B. Davis Famijy Trust U.D.T
dated October 9, 1987
(Notarization of OWNER signature is attached)
CITY ENCINITAS Z Dated 717 ✓` by
(Notarization not required)
Director of Engineering Services
ALL-PURPOSE ACKNOWLEDGMENT
State of California SS,
San Diego
County of
Ash Nickle
5c,-H1 before me. (N(Y,-AR),
On L/
uAre
personally appeared tle
personally known tome - OR - [ proved to me on the basis of satisfactory
evidence to be the personJ�whose names
_.subscribed to the within instrument and
acknowledged to me that.lie/she/tl�y executed
...r•��'� the same in hi-s/her/tote-i-r authorized
o., OFFICIAL SEAL capacityEe�), and that by jher/t�ir
ASH NICKLE (.
NOTARY PUBLIC-CALIF si natures on the instrument the persou{4,
COMM,NO.1538900 g
SAN DIEGO COUNTY I or the entity upon behalf of which the
�,,,,a..• MY COMM.EXP.DEC.26,2008
wwwo person: acted, executed the instrument.
WITNESS my hand and official seal.
OTARY'S SIGNATURE
OPTIONAL INFORMATION
The information below is not required by law. However, it could prevent fraudulent attachment of this acknowl-
edgment to an unauthorized document.
CAPACITY CLAIMED BY SIGNER (PRINCIPAL) DESCRIPTION OF ATTACHED DOCUMENT
�] INDIVIDUAL
CORPORATE OFFICER
TITLE OR TYPE OF DOCUMENT
TITLE(S)
PARTNER(S) NUMBER OF PAGES
ATTORNEY-IN-FACT
TRUSTEE(S)
GUARDIAN/CONSERVATOR DATE OF DOCUMENT
OTHER:
OTHER
d
t
SIGNER IS REPRESENTING:
RIGHT THUMBPRINT
NAME OF PERSON(S)OR ENTITY(IES) OF E
L
SIGNER o
a
0
VALLEY-SIERRA. R(N1-362-1169
APA 5/99
1,i t
Recording Requested By'. 07 20
i I'dJMb,�i% o5 12920
H k- F-i
City of Encinitas �o�j 1,�!- ��E CORD i'
Ly gN y H OFFIUF
When Recorded Mail To: -1 IML J 43 P111
City Clerk
City of Encinitas
505 South Vulcan Avenue
Encinitas, CA 92024 SPA,
COVENANT REGARDING REAL PROPERTY:
HOLD CITY HARMLESS FOR GRADINGIDRAINAGE
Assessor's Parcel
No. 258-233-43 Project No.:04-278 CDP
A. Anne B. Davis, Trustee of the Anne B. Davis Family Trust U.D.T. dated October
9, 1987
("OWNER" hereinafter) is the owner of real property which is commonly known as
806 Stratford Drive
("PROPERTY" hereinafter) and which is described as follows:
See Attachment A which is attached hereto and made a part hereof.
B. In consideration of
by the City of Encinitas ("CITY" hereinafter), OWNER hereby covenants and agrees for the
benefit of CITY, to do the following:
See Attachment B which is attached hereto and made a part hereof.
C. This Covenant shall run with the land and be binding upon and inure to the benefit
of the future owners, encumbrancers, successors, heirs, personal representatives, transferees
and assigns of the respective parties.
p,I,-, pa,_l - n J-?'7P
D. OWNER agrees that OWNER's duties and obligations under this Covenant are a
lien upon the PROPERTY. Upon notice and opportunity to respond, CITY may add to the
property tax bill of the PROPERTY any past due financial obligation owing to CITY by way of
this Covenant.
E. If either party is required to incur costs to enforce the provisions of this
Covenant, the prevailing party shall be entitled to full reimbursement of all costs, including
reasonable attorneys' fees, from the other party.
F. Failure of OWNER to comply with the terms of this Covenant shall constitute
consent to the filing by CITY of a Notice of Violation of Covenant.
OWNER r
ACCEPTED AND AGREED: i
Dated
/f Anne B. Davis, Trustee
Anne B. Davis Family Trust U.D.T. dated 10/ 09/ 1987
(Notarization of OWNER signature is attached.)
CITY OF ENCINITAS
7 OJ
Dat ed 7/ by
(Notarization not required)
Director of Engineering Services
F]nl r7 Unrml occ (14-7"7R
ALL-PURPOSE ACKNOWLEDGMENT
State of California Ss.
San Diego __
county of Ash Nickle
)'tr1��� �; � .,,.;�.� before me, _________---- �.(,�,R,
On Li C�,>� ✓i ,
personally appeared Ao�d GNI_:R
personally known to me
OR - proved to me on the basis of satisfactory
evidence to be the person(5,)-'Whose name
is/a+e subscribed to the within instrument and
acknowledged to me that 4;e/she/t4ey executed
the same in -4rts/her/+44r authorized
capacity( es), and that by .his/her/+h-eir
signatures(-,?ton the instrument the persor*s
or the entity upon behalf of which the
OFFICIAL SEAL
•`' '`• person(acted, executed the instrument.
ASH NICKLE
NOTARY PUBLIC-CALIFORNIA$
cn COMM.NO.1538900
SAN DIEGO COUNTY
�.,,,,..• MY COMM.EXP.DEC.26,2008
WITNESS my hand and official seal.
NOTARY'S SIGNATURE
OPTIONAL INFORMATION
The information below is not required by law. However, it could prevent fraudulent attachment of this acknowl-
edgment to an unauthorized document.
CAPACITY CLAIMED BY SIGNER (PRINCIPAL) DESCRIPTION OF ATTACHED DOCUMENT
E] INDIVIDUAL
CORPORATE OFFICER
TITLE OR TYPE OF DOCUMENT
TITLES)
PARTNERS) — NUMBER OF PAGES
ATTORNEY-IN-FACT
TRUSTEE(S)
GUARDIAN/CONSERVATOR DATE OF DOCUMENT
OTHER:
OTHER
L
RIGHT THUMBPRINT
SIGNER IS REPRESENTING:
NAME OF PERSoN(SI OR F.NTITY(IES) OF E E
SIGNER s
a
0
VALLEY-SIERRA, 880-362-1369
APA 5/99
ATTACHMENT A TO
COVENANT IY HARMLESS HOLD C FOR GRAD NG/DRAINAGE
PROJECT NO. 04-278 CDP
APN 258-233-43
PROPERTY DESCRIPTION
The North half of Lot 6 and Encinitas, County of San Diego,EState tof
Highlands, in the City of En filed in the Office
California, According to Map thereof No. y, D ecember 4 , 1928 .
of the County Recorder of San Diego County, D
Ural U�rmlocc nA-7?R
ATTACHMENT B TO
COVENANT CITY HARMLESS HOLD CI FOR GRADING/ RAINAGE
PROJECT NO. 04-278 CDP
OWNER'S DUTIES AND OBLIGATIONS
�. For claims that are alleged to have arisen, directly or indirectly, from any grading
or drainage runoff associated with the PROPERTY or the plans, design, construction or
maintenance of OWNER' s improvements, OWNER unconditionally waives all present and
future claims against CITY and CITY's officers, officials, employees, and agents. This waiver
does not apply to claims that are alleged to have arisen out of the sole, active negligence or
deliberate, wrongful act of CITY.
2. It is further understood and agreed that all of OWNER'S rights under §1542 of
the Civil Code of, the State of California and any similar law of any state or territory of the
United States are hereby expressly waived. 9 1542 reads as follows:
1542. Certain claims not affectlknow oA general spect to release
exist in his
not extend to claims which the creditor does not
favor at the time of executing the r the debtor.hich if known by him must have
materially affected his settlement
3. OWNER agrees to indemnify and hold CITY and CITY's officers, officials,
"' 's,
employees and agents harmless from, and against any and all liabilitie "claims demand
'g,
causes of action, losses, damages and costs, including all costs of defense thereof,
arising out
of, or in any manner connected directly or indirectly with, any acts or omissions of OWNER or
OWNER's agents, employees, subcontractors, officials, officers or representatives. Upon
demand, OWNER shall, at its own expense, defend CITY and CITY's officers, officials,
employees and agents, from and against any and all such liabilities, claims, demands, causes
of action, losses, damages and costs.
n includes, but is not limited to, alleged defects in the
OWNER' s obligation herei
plans, specifications and design of the improvements; but does not extend to liabilities, claims,
Pnl H (larml �cc nA-7`1R
demands, causes of action, losses, damages or costs that arise out of a defect in the plans,
specifications or design that is a result of a change required by CITY to the OWNER's proposed
plans, specifications or design so long as such change is objected to, in writing, by OWNER,
and the writing is filed with the City Engineer more than ten days prior to the commencement of
work.
OWNER's obligation herein includes, but is not limited to, alleged defects in the
construction of the improvements; alleged defects in the materials furnished in the construction
of the improvements; alleged injury to persons or property; and any alleged inverse
condemnation of property as a consequence of the design, construction, or maintenance of the
improvements.
By approving the improvement plans, specifications and design or by inspecting
or approving the improvements, CITY shall not have waived the protections afforded herein to
CITY and CITY's officers, officials, employees and agents or diminished the obligation of
OWNER who shall remain obligated in the same degree to indemnify and hold CITY and CITY's
officers, officials, employees and agents, harmless as provided above.
OWNER's obligation herein does not extend to liabilities, claims, demands
causes of action, losses, damages or costs that arise out of the CITY's intentional wrongful
acts, CITY's violations of law, or CITY's sole active negligence.
4. OWNER hereby agrees not to develop in any manner the PROPERTY except as
authorized by CITY's ordinances and then only in accordance with issued permits. Among
other things, but without limitation, this shall prohibit the alteration of land forms,
removal of
vegetation and the erection of structures of any type, except as permitted or authorization by
CITY.
5. This Covenant does not Preclude OWNER taking emergency, protective
measures as approved by CITY.
Hnlri Narml—G