2007-563 GLine:
HETHERINGTON ENGINEERING, INC.
SOIL & FOUNDATION ENGINEERING • ENGINEERING GEOLOGY • HYDROGEOLOGY
November 19, 2008
Project No. 5 765. 1
Log No. 12697
Ms. JoAnne Berg
3637 Copper Crest Road
Encinitas, California
Subject: AS- GRADED GEOTECHNICAL REPORT — \,
Horse Riding Area and Horse Trail
3637 Copper Crest Road
Encinitas, California ►y0V 1 9 2008
References: Attached
Dear Ms. Berg:
In accordance with your request, we have performed geotechnical services in conjunction
with grading, sewer trench backfill and subgrade testing for the horse riding area and
horse trail at the subject site. Our services have consisted of observation and testing
during grading, laboratory testing and the preparation of this report, which presents the
results of our testing and observations, and our conclusions.
GEOLOGIC CONDITIONS
Geologic conditions observed during site grading were consistent with the conditions
described in the "Geotechnical Investigation..." (Reference 1).
GRADING OPERATIONS
Grading was performed during the period September 9 through October 13, 2008.
Grading consisted generally of removal and recompaction of existing colluvium and
weathered bedrock, and placement and compaction of the excavated materials to create a
pad for the horse riding area. The easterly portion of the horse riding area and slopes
were cut to existing grades, exposing Santiago Formation sandstone bedrock. In addition
to grading for the horse riding area, a sewer lateral servicing an adjacent property was
relocated along the east and north property lines and a horse riding trail located in a city
of Encinitas right -of -way along the west property line was graded and improved.
A key was excavated into bedrock at the toe of the fill slope on the northerly and westerly
sides of the horse riding area. Heavy seepage and groundwater was encountered during
the excavation for the fill key at the northeast comer of the horse riding area. Prior to
5205 Avenida Encinas, Suite A • Carlsbad, CA 92008 -4369 • (760) 931 -1917 • Fax (760) 931 -0545
32242 Paseo Adelanto, Suite C • San Juan Capistrano, CA 92675 -3610 • (949) 487 -9060 • Fax (949) 487 -9116
www.hetheringtonengineering.com
AS- GRADED GEOTECHNICAL REPORT
Project No. 5765.1
Log No. 12697
November 19, 2008
Page 2
placing fill a subdrain consisting of a 4 -inch diameter perforated pipe wrapped in gravel
and filter fabric was placed in the fill key, and daylights at a storm drain inlet near the
intersection of Copper Crest Road and Dusty Trail.
An existing sewer lateral was relocated away from the area to be graded and aligned
parallel with the east and north property lines. The sewer trench is approximately 390 -
feet long and the trench depth varied from approximately 2.5 to 8 -feet below adjacent
grades.
A horse riding trail was created along the west side of the property within a city of
Encinitas right -of -way. Grading for the horse trial consisted of scarifying and
recompacting the subgrade and placement of decomposed granite in accordance with the
"Typical Trail Section" shown in Reference 2.
SOIL TYPES
The soils utilized as fill for grading of the horse riding area, riding trail and backfilling of
the sewer lateral consisted generally of on -site materials composed of light to medium
brown clayey silty fine sands.
SITE PREPARATION AND FILL PLACEMENT
Horse Riding Area
Prior to grading, the site was cleared of surface obstructions, vegetation and debris.
Within the limits of the grading (see Plot Plan, Figure 1), existing colluvium and
weathered bedrock were removed to expose suitable bedrock. Following removals, the
exposed soils were scarified to a depth of 6 to 8- inches, brought to near optimum
moisture conditions and compacted to a minimum of 90- percent relative compaction as
determined by ASTM: D1557 -02. Fill soils were placed in 6 to 8 -inch thick, near
horizontal lifts, moisture conditioned to near optimum moisture content, and compacted
by mechanical means to a minimum of 90- percent relative compaction as determined by
ASTM: D1557 -02.
Field density tests were performed in accordance with ASTM: D1556 (Sand -Cone
Method) and ASTM: D2922 (Nuclear Method). The results of the field density tests are
presented in the attached Summary of Field Density Tests, Table I. The approximate
locations of the field density tests are indicated on the accompanying Plot Plan, Figure 1.
Maximum dry density/optimum moisture content determinations are presented in the
attached Summary of Maximum Dry Density/Optimum Moisture Content
Determinations, Table II.
HETHERINGTON ENGINEERING, INC.
AS- GRADED GEOTECHNICAL REPORT
Project No. 5765.1
Log No. 12697
November 19, 2008
Page 3
Trench Backfill
Sewer line utility trench backfill was tested by this office on September 23 and 24, 2008.
Trench backfill soils were placed in approximately 6 to 8 -inch thick, near horizontal lifts,
moisture conditioned to near optimum moisture content, and compacted by mechanical
means to a minimum of 90- percent relative compaction as determined by ASTM: D1557-
02.
Density tests were performed in accordance with ASTM: D2922 (Nuclear Method). The
results of the density tests are presented on the attached Summary of Field Density Tests,
Table I. The approximate locations of the field density tests are shown on the
accompanying Plot Plan, Figure 1. Maximum dry density/optimum moisture content
determinations are presented on the attached Summary of Maximum Dry
Density/Optimum Moisture Content Determinations, Table II.
Horse Riding Trail
Prior to grading, the location of the trail was cleared of surface obstructions, vegetation
and debris. Within the limits of the grading (see Plot Plan, Figure 1), existing colluvium
was removed to a depth varying between 6 and 18- inches below existing site grades in
order to remove roots and other unsuitable material. Following removals, the exposed
soils were scarified to a depth of 6 to 8- inches, brought to near optimum moisture
conditions and recompacted to a minimum of 90- percent relative compaction as
determined by ASTM: D1557 -02. Fill soils were placed in 6 to 8 -inch thick, near
horizontal lifts, moisture conditioned to near optimum moisture content, and compacted
by mechanical means to a minimum of 90- percent relative compaction as determined by
ASTM: D1557 -02.
Field density tests were performed in accordance with ASTM: D1556 (Sand -Cone
Method) and ASTM: D2922 (Nuclear Method). The results of the field density tests are
presented in the attached Summary of Field Density Tests, Table I. The approximate
locations of the field density tests are indicated on the accompanying Plot Plan, Figure 1.
Maximum dry density/optimum moisture content determinations are presented in the
attached Summary of Maximum Dry Density/Optimum Moisture Content
Determinations, Table H.
CONCLUSIONS
Based on our observations and the results of our testing, it is our opinion that the subject
grading has been performed in general conformance with the recommendations contained
in the referenced reports and the requirements of the city of Encinitas.
HETHERINGTON ENGINEERING, INC.
AS- GRADED GEOTECHNICAL REPORT
Project No. 5765.1
Log No. 12697
November 19, 2008
Page 4
LIMITATIONS
Our work was performed using the degree of care and skill ordinarily exercised under
similar circumstances, by reputable Geotechnical Engineers practicing in this or similar
localities. No other warranty, express or implied, is made as to the conclusions and
professional advice included in this report.
This opportunity to be of service is sincerely appreciated. If you have any questions, please
call our Carlsbad office.
Very truly yours,
HETHERINGTON
Danny E�
Registered Civil
Geotechnical Enl
(expires 3/31/10)
SWINW8I,0
INC.
4'?41937 'F:y`2 Professional Geologist 7934 yr Y
2 14f 2344 z Certified Engineering Geologist E.G.2411
E4kM a (expires 1/31/09) *_ Ecµ
Attachments: Plot Plan —
Summary of Field Density Tests
Summary of Maximum Dry Density/Optimum Moisture
Content Determinations
Distribution: 4- Addressee
HETHERINGTON ENGINEERING, INC.
Figure 1
Table I
Table II
REFERENCES
1. Hetherington Engineering, Inc., "Geotechnical Investigation, Proposed Horse
Riding Area, 3637 Copper Crest Road, Encinitas, California, APN 264- 222 -24-
00," dated April 16, 2007.
2. San Dieguito Engineering, Inc "Grading and Erosion Control Plans For: 3637
Copper Crest Road, Encinitas, CA." Sheets 1 - 3, dated October 15, 2007.
Project No 5765.1
HETHERINGTON ENGINEERING, INC. Log No. 12697
Project No. 5765.1
Log No. 12697
TABLE
SUMMARY OF FIELD DENSITY TESTS
(ASTM: D1556 and D2922)
Test No.
Test Date
Soil Type
Test
Elevation
feet
Dry
Density
c
Moisture
Content
a/o
Relative
Compaction
%)
1
9/17/08
S -2
348.5
101
20.1
91
2
9/17/08
S -2
348.5
102
21.1
92
3
9/17/08
S -2
348.5
99
18.9
90
4
9/17/08
S -2
349.0
105
17.5
95
5
9/17/08
S -2
350.5
99
21.3
89
6
9/17/08
S -2
350.0
103
18.9
93
7 of # 5)
(Retest
9/17/08
'
S -2
350.5
101
20.3
91
8
9/17/08
S -2
350.0
100
20.5
90
9
9/19/08
S -2
351.0
100
17.1
90
10
9/19/08
S -2
351.0
102
16.2
92
11
9/19/08
S -2
351.5
100
19.3
90
12
9/19/08
S -2
351.0
104
12.9
94
13
9/19/08
S -2
351.5
100
18.0
90
14
9/19/08
S -2
352.5
94
15.5
85
15
Retest of # 14
9/19/08
S -2
352.5
101
14.0
91
16
9/22/08
S -2
351.0
104
14.6
93
17
9/22/08
S -2
352.5
104
18.2
93
18
9/22/08
S -2
353.0
100
17.5
90
19
9/22/08
S -2
353.0
100
16.8
90
20
9/22/08
S -2
354.0
101
18.1
91
21
9/22/08
S -2
354.0
100
18.0
90
22
9/23/08
S -2
355.0
102
16.3
92
23
9/23/08
S -2
355.0
102
18.2
92
24
9/23/08
S -2
356.0
101
16.3
91
25
9/23/08
S -2
356.0
98
26
(Retest of # 25
9/23/08
S -2
356.0
101
27
9/24/08
S -2
356.0
103
"-0808
28
9/24/08
S -2
356.0
104
*29
10/2/08
S -2
350.5
102
*30
10/2/08
S -2
350.0
100
*31
10/2/08
S -2
351.0
100
14.0
90
*32
10/2/08
S -2
354.0
103
14.8
93
*33
10/2/08
S -2
355.5
100
13.7
90
*34
10/6/08
S -2
359.0
100
14.5
90
Project No. 5765.1
Log No. 12697
TABLEI - CONTINUED
SUMMARY OF FIELD DENSITY TESTS
(ASTM: D 1556 and D 2922)
Test No.
Test Date
Soil Type
Test
Elevation
feet
Dry
Density
Moisture
Content
%
Relative
Compaction
( %)
*35
10/6/08
S -2
367.0
100
12.7
90
*36
10/6/08
S -2
354.0
101
18.7
91
*37
10/6/08
S -2
354.0
t00
14.4
90
SL -1
9/23/08
S -2
366.0
101
18.0
91
SL -2
9/23/08
S -2
368.0
104
14.7
94
SL -3
9/23/08
S -2
370.0
103
14.9
93
SL -4
9/24/08
S -1
363.0
91
14.4
90
SL -5
9/24/08
S -1
365.0
98
15.8
97
SL -6
9/24/08
S -2
366.0
104
13.3
94
SL -7
9/24/08
S -2
369.0
101
12.2
91
*ASTM: D1556, all others ASTM: D2922
(SL): Sewer Lateral Trench
TABLE II
SUMMARY OF MAXIMUM DRY DENSITY /OPTIMUM MOISTURE
CONTENT DETERMINATIONS
(ASTM 1557 -02)
Pooptio_ n
Maxtmttm Dn}+�
Ophtr a blotsture
S -1
Light brown clayey, silty fine
101.0
19.0
sand
S -2
Medium brown clayey fine sand
111.0
16.5
Project No. 5765.1
Log No. 12697
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PLOT PLAN
3637 Copper Crest Road
HETHERINGTON ENGINEERING, INC. Encinitas, Califomia
GEOTECHNICAL CONSULTANTS PROJECT NO. 5765.1 1 FIGURE NO. 1
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PLOT PLAN
3637 Copper Crest Road
HETHERINGTON ENGINEERING, INC. Encinitas, Califomia
GEOTECHNICAL CONSULTANTS PROJECT NO. 5765.1 1 FIGURE NO. 1
SDE
San Dieguito Engineering, Inc.
EN G I N F E RS SURVEYORS - P L A N N F RS
Ivan R. Fur. P.F..
(tarn 1.. Munson. P.E.
I.aurie Simon. Principal Planner
Andrew G. KarI les, PI—S
Annie s. Cvilar. F:.
November 17, 2008
P.
CIVIL ENGINEERING
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Grading Plan,
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City of Encinitas
Engineering Services Permits
505 S. Vulcan Avenue
Encinitas, CA 92024
Re: Engineer's Pad Certification for Grading Permit Number 563-6.
Pursuant to section 23.24.310 of the Encinitas Municipal Code, this letter is hereby submitted as a
Pad Certification Letter for the proposed grading for Permit No. 563 -G. As the Engineer of Record for
the subject project, I hereby slate all rough grading for this project has been completed in conformance
with the construction change to the approved plans and requirements of the City of Encinitas, Codes
and Standards.
23.24.310 (B). The following list provides the pad elevations as field verified and shown on the approved
grading plan:
Pad Elevation Pad Elevation
Per plan Per field measurement
355.5 358.3
23.24.310 (B)1. Construction of line and grade for all engineered drainage devices and/or retaining wall
have been field verified and are in substantial conformance with the subject grading plan.
23.24.310 (B)5. The location and inclination of all manufactured slopes have been field verified and are
in substantial conformance with the subject grading plan.
2124.310 (B)6. The construction of earthen berms and positive building pad drainage have been field
verified and are in substantial conformance with the subject grading plan.
Sincerely,
Barry L. Munson P.E.
Principal Engineer
No. C 40980
Exp. 03.31 -�
CIVIL
www.sdeinc.com
(760) 753 -5525 • FAS (760) 943 -8236
4407 Man. wgcr Avenue a Suite 105 • Encinitas. California 92024
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GEOTECHNICAL INVESTIGATION
Proposed Horse Riding Area
3637 Copper Crest Road
Encinitas, California
HETHERINGTON ENGINEERING, INC.
HETHERINGTON ENGINEERING, INC.
SOIL & FOUNDATION ENGINEERING • ENGINEERING GEOLOGY • HYDROGEOLOGY
April 16, 2007
Project No. 5765.1
Log No. 10805
Ms. JoAnne Berg
3637 Copper Crest Road
Encinitas, California 92024 -7204
Subject: GEOTECHNICAL INVESTIGATION
Proposed Horse Riding Area
3637 Copper Crest Road
Encinitas, California
APN 264- 222 -24 -00
References: Attached
Dear Ms. Berg:
In accordance with your request, Hetherington Engineering, Inc. has performed a
geotechnical investigation at the subject site. Our work was performed in March and
April 2007. The purpose of our investigation was to evaluate geologic and soil
conditions within the area intended for construction of a horse riding area and to provide
grading recommendations for the proposed improvements.
With the above in mind, our scope of work included the following:
• Research and review of available plans and geologic literature pertinent to the site
vicinity (see References).
• Subsurface exploration consisting of seven backhoe - excavated exploratory test pits
for soil sampling and geologic observation.
• Laboratory testing of samples obtained from the subsurface exploration.
• Engineering and geologic analysis.
• Preparation of this report providing the results of our field and laboratory work,
analyses, and our conclusions and recommendations.
5205 Avenida Encinas, Suite A • Carlsbad, CA 92008 -4369 • (760) 931 -1917 • Fax (760) 931 -0545
32242 Paseo Adelanto, Suite C • San Juan Capistrano, CA 92675 -3610 • (949) 487 -9060 • Fax (949) 487 -9116
www.hetheringtonengineering.com
GEOTECHNICAL INVESTIGATION
Project No. 5765.1
Log No. 10805
April 16, 2007
Page 2
SITE DESCRIPTION
The subject property is located at 3637 Copper Crest Road, within the Olivenhain area of
the city of Encinitas, California (see Location Map, Figure 1). The site consists of a
relatively level to gently sloping, rectangular- shaped, approximately 2.8 acre parcel that
presently supports a one -story, single - family residence with attached garage, two
detached utility structures and a horse paddock. The topography in the vicinity of the
proposed horse riding area consists of west to northwest facing slopes that vary from near
level to approximately 4:1 (horizontal to vertical). The lot is bounded by similar multi -
acre residential lots to the east and south, by Copper Crest Road to the west and by Dusty
Trail to the north.
PROPOSED DEVELOPMENT
We understand that proposed development consists of a relatively level, graded, cut and
fill pad approximately 100 -feet by 220 -feet to be used as a horse riding area in the
northern portion of the site (see Plot Plan, Figure 2). Fills up to approximately 5 -feet,
and cuts up to approximately 10 -feet are planned, with 2:1 (horizontal to vertical) graded
cut and fill slopes. Conventional cut and fill grading will be utilized to create the level
pad and graded slopes.
SUBSURFACE EXPLORATION
Subsurface conditions were explored by excavating seven test pits to depths of
approximately 5 to 9 -feet below existing site grades with a backhoe. The approximate
locations of the test pits are shown on the attached Plot Plan, Figure 2.
The subsurface exploration was supervised by a geologist from this office, who visually
classified the soil and bedrock materials, and obtained bulk and relatively undisturbed
samples for laboratory testing. The soils were visually classified according to the Unified
Soil Classification System. Soil classifications are shown on the attached Logs of Test
Pits, Figures 3 through 6.
LABORATORY TESTING
Laboratory testing was performed on samples obtained during the subsurface exploration.
Tests performed consisted of the following:
• Dry Density and Moisture Content (ASTM: D 2937 and D 2216)
• Sulfate Content (EPA 9038)
HETHERINGTON ENGINEERING, INC.
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ADAPTED FROM: The Thomas Guide. San Diego County, 2064 Edition, Page 1148
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SCALE: 1"- 2000'
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LOCATION MAP
3637 Copper Crest Road
HETHERINGTON ENGINEERING, INC. Encinitas, California
GEOTECHNICAL CONSULTANTS PROJECT NO. 5765.1 1 FIGURE NO. 1
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SCALE: 1"- 2000'
(1 Grid = 0.5 x 0.5 miles)
LOCATION MAP
3637 Copper Crest Road
HETHERINGTON ENGINEERING, INC. Encinitas, California
GEOTECHNICAL CONSULTANTS PROJECT NO. 5765.1 1 FIGURE NO. 1
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GEOTECHNICAL INVESTIGATION
Project No. 5765.1
Log No. 10805
April 16, 2007
Page 3
Direct Shear (ASTM: D 3080)
• Expansion (ASTM: D 4829)
• Maximum Dry Density /Optimum Moisture Content (ASTM: D 1557 -02)
Results of the dry density and moisture content determinations are presented on the Logs
of Test Pits, Figures 3 through 6. The remaining laboratory test results are presented on
the Laboratory Test Results, Figure 7.
SOIL AND GEOLOGIC CONDITIONS
1. Geologic Setting
The subject site lies within the coastal plain region of northern San Diego County,
California. The site vicinity is characterized generally by gently to moderately steep
sloping hillsides and wide infilled canyons composed of Jurassic age mildly
metamorphosed volcanic, volcaniclastic and interbedded sedimentary rocks. The site
area is contained within the west - central portion of the USGS Rancho Santa Fe 7 -1/2
minute quadrangle.
Based on the results of our investigation, the subject site is underlain by Tertiary
marine sediments of the Santiago Formation and bedrock of the undifferentiated
Santiago Peak Volcanics.
No known or reported deep - seated landsliding is known to exist on the site. No
known or reported active or potentially active faults exist within the site.
2. Geologic Units
a. Colluvium - Mantling the site in variable thickness, ranging from 1 1/2 -feet to in
excess of 9 -feet, is colluvium consisting of damp to wet, soft/loose to very
stiff/dense, dark brown to red brown silts, sands and clays.
b. Bedrock - Underlying the colluvium is highly weathered bedrock of the Santiago
Formation that consists of damp to moist, firm to stiff, buff to yellow interbedded
silts and clays and blue gray siltstone
3. Groundwater
Heavy seepage and standing water was encountered in Test Pits 5 and 6 at
approximately 5 -feet below the ground surface. Slight seepage was encountered in
HETHERINGTON ENGINEERING, INC.
GEOTECHNICAL INVESTIGATION
Project No. 5765.1
Log No. 10805
April 16, 2007
Page 4
Test Pit 7 at approximately 8.5 -feet below the ground surface. It should be noted,
however, that fluctuations in the amount and level of groundwater may occur due to
variations in rainfall, irrigation, and other factors that may not have been evident at
the time of our field investigation.
CONCLUSIONS AND RECOMMENDATIONS
1. General
The proposed construction of a horse riding area at the subject site is considered
feasible from a geotechnical standpoint. Grading plans should consider the
appropriate geotechnical features of the site. The proposed construction is not
anticipated to adversely impact the adjacent properties from a geotechnical
standpoint, assuming the recommendations presented in this report and good
construction practices are implemented during design and construction.
2. Slopes
Permanent cut and fill slopes associated with the proposed construction should be
inclined no steeper that 2:1 (horizontal to vertical).
3. Site Gradine
a. Clearing and Grubbing - Existing vegetation and miscellaneous debris within the
limits of proposed grading should be removed to an appropriate offsite disposal
area. Holes resulting from the removal of buried obstructions, which extend
below finished site grades, should be replaced with compacted fill. In the event
that abandoned cesspools, septic tanks or storage tanks are discovered during the
excavation of the site, they should be removed and backfilled in accordance with
local regulations.
b. Removal of Unsuitable Soils - In the area of the proposed horse riding area, the
upper approximately 2 -feet of colluvium and any other material deemed
unsuitable by the Geotechnical Consultant should be removed down to weathered
bedrock or stiff /dense colluvium approved by the Geotechnical Consultant. Final
removal depths should be determined by the Geotechnical Consultant during site
grading.
c. Scarification - After the required removals have been made, all areas to receive
fill should be scarified to a minimum depth of 6 to 8- inches, brought to near
HETHERINGTON ENGINEERING, INC.
GEOTEC14NICAL INVESTIGATION
Project No. 5765.1
Log No. 10805
April 16, 2007
Page 5
optimum moisture content, and compacted to at least 90- percent relative
compaction (ASTM: D 1557 -02).
d. Compacted Fill - Fill soils should be moisture conditioned to about optimum
moisture content and compacted by mechanical means in uniform horizontal lifts
of 6 to 8- inches in thickness. All fill should be compacted to a minimum relative
compaction of 90 percent based upon ASTM: D 1557 -02. The on -site materials
are suitable for use as compacted fill. Rock fragments over 6- inches in dimension
and other perishable or unsuitable materials should be excluded from the fill. All
grading and compaction should be observed and tested by the Geotechnical
Consultant.
4. Temporary Slopes
Temporary slopes necessary to facilitate removals should be cut no steeper than 1:1
(horizontal to vertical) in the colluvium. Temporary slopes should be observed by the
Engineering Geologist to confirm anticipated geologic conditions.
5. Soluble Sulfate
A representative sample of the on -site soils was submitted for sulfate analyses. The
result of the soluble sulfate test per EPA 9038 methods is presented on the attached
Laboratory Test Results, Figure 7. The sulfate content of the on -site soils is
consistent with a "severe" sulfate exposure classification per Table 19 -A-4 of the
2001 California Building Code. Concrete should be designed in accordance with
Table 19 -A-4 of the 2001 California Building Code utilizing a sulfate exposure of
"severe".
6. Site Drainage
All site drainage should be directed to the street or other designed devices and not
allowed to flow over slopes. This may be accomplished through area drains or
through sheet drainage towards the street. Surface drainage should be designed by
the project Civil Engineer.
7. Recommended Observation and Testing During Construction
The following tests and/or observations by the Geotechnical Consultant are
recommended:
HETHERINGTON ENGINEERING, INC.
GEOTECHNICAL INVESTIGATION
Project No. 5765.1
Log No. 10805
April 16, 2007
Page 6
a. Observation of colluvium removals.
b. Observation and testing of fill placement.
8. Grading Plan Review
Grading plans should be reviewed by the Geotechnical Consultant to confirm
conformance with the recommendations presented herein or to modify the
recommendations as necessary.
LIMITATIONS
The analyses, conclusions and recommendations contained in this report are based on site
conditions as they existed at the time of our investigation and further assume the
excavations to be representative of the subsurface conditions throughout the site. If
different subsurface conditions from those encountered during our exploration are
observed or appear to be present in excavations, the Geotechnical Consultant should be
promptly notified for review and reconsideration of the recommendations.
Our investigation was performed using the degree of care and skill ordinarily exercised,
under similar circumstances, by reputable Geotechnical Consultants practicing in this or
similar localities. No other warranty, express or implied, is made as to the conclusions
and professional advice included in this report.
This opportunity to be of service is sincerely appreciated. If you have any questions,
please call this office.
Sincerely,
Hetherington Engineering, Inc.
ason S. Geldert ,
Civil Engineer 639
(expires 9/30/08)
MV /JG /dkw
Z` Michel Vasconcellos
a Professional Geologist 7934
eo)e Certified Engineering Geolo
(expires 1/31/09)
HETHERINGTON ENGINEERING, INC.
F.G.2411
GEOTECHNICAL INVESTIGATION
Project No. 5765.1
Log No. 10805
April 16, 2007
Page 7
Distribution: 2- Addressee
2 -San Deiguito Engineering Attn: Mr. Barry Munson
Attachments: Location Map Figure 1
Plot Plan Figure 2
Logs of Test Pits Figure 3 through 6
Laboratory Test Results Figure 7
HETHERINGTON ENGINEERING, INC.
1. California Geological Survey "Probabilistic Seismic Hazards Assessment Model,"
dated 2002 (Revised April 2003).
2. Cao, Tianging, et al, "The Revised 2002 California Probabilistic Seismic Hazard
Maps," dated June 2003.
3. ICBO, "California Building Code," 2001 Edition.
4. ICBO, "Maps of Known Active Faults Near - Source Zones in California and Adjacent
Portions of Nevada," dated February 1998.
5. Jennings, Charles W., "Fault Activity Map of California and Adjacent Areas,"
California Data Map Series, Map No. 6, dated 1994.
6. Kennedy, Michael P., "Geology of the San Diego Metropolitan Area, California,"
California Division of Mines and Geology, Bulletin 200, dated 1975.
7. Kennedy, Michael P., "Geologic Maps of the Northwestern Part of San Diego
County, California," California Division of Mines and Geology, Open File Report 96-
02, dated 1996.
8. Peterson, M., Beeby, W., Bryant, W., et al., "Seismic Shaking Hazard Maps of
California," California Division of Mines and Geology, Map Sheet 48, dated 1999.
9. San Dieguito Engineering, Plot Plan, undated.
10. Tan Siang S., "Landslide Hazards in the Southern Part of the San Diego Metropolitan
Area, San Diego County, California, Landslide Hazard Identification Map No. 35,"
California Division of Mines and Geology, Open -File Report 95 -04, 1995.
Project No. 5765.1
Log No 10805
HETHERINGTON ENGINEERING, INC.
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LEGEND
T-7 I=, APPROXIMATE LOCATION OF TEST PIT
BACKHOE COMPANY: Back Country BUCKET SIZE: DATE: 03/05/07
m —
H
F
w
z
a vi
u v
SOIL DESCRIPTION
w
a
E. w
w �
o F
o Q.
20 a°
N ?
TEST PIT NO.TP -1 ELEVATION: 371
o
0.0
SM
COLLUVIUM: Dark red brown clayey to silty fine to medium sand,
Sc
moist, medium dense
WEATHERED BEDROCK: Buff to yellow silty fine sand, moist,
99
27 1
medim dense, relic structure
89
25.7
5.0
@ 5': Becomes dense
10.0
Total depth 9 feet
No groundwater
No caving
15.0
TEST PIT NO.TP -2 ELEVATION: 367 t
0.0
COLLUVIUM: Red brown to dark brown clay to silty clay, very
moist, medium stiff, numerous roots
100
20.1
WEATHERED BEDROCK: Buff to yellow silt to clayey silt, moist,
medium stiff, relic structure
101
17.9
@ 3': Becomes interbedded with beds of fine sand, oxidized to an
orange color
5.0
BEDROCK (Santiago Formation ?): Gradational contact to blue
gray siltstone, damp, stiff to very stiff, poorly bedded
10'0
Total depth 9 feet
No groundwater
No caving
15.0
LOG OF TEST PITS
3637 Copper Crest Road
HETHERINGTON ENGINEERING, INC.
Encinitas, California
PROJECT NO 5765.1 1 FIGURE NO. 3
GEOTECHNICAL CONSULTANTS
BACKHOE COMPANY: Back Country BUCKET SIZE: DATE: 03/05/07
vi —
H
F
w
D Z
a vi
u
SOIL DESCRIPTION
x H
w
E w
c
o w
a
w w
z w a
dF
o E
o
'-
TEST PIT NO.TP -3 ELEVATION: 363
W M
O E
O 0 �-
U-
h
0.0
COLLUVIUM: Dark brown fine to medium sand to clayey sand,
SW
moist, loose to medium dense, porous, abundant roots
WEATHERED BEDROCK: Light brown clay, moist, stiff to very
stiff
91
28.2
92
23.1
@ 3.3': Buff to orange silt to clayey silt, moist, medium stiff
5.0
10.0
Total depth 9 feet
No groundwater
No caving
15.0
TEST PIT NO.TP -4 ELEVATION: 360 *_
0.0
COLLUVIUM: Dark brown fine to medium sand to clayey sand,
Sw
moist, loose to medium dense, porous, abundant roots
94
27.7
@ 2': Becomes olive silty clay, moist, stiff to very stiff
95
23.8
WEATHERED BEDROCK: Orange to gray sandy silt to sandy
5.0
clay, moist, stiff to very stiff. well defined undulatory contact
10.0
Total depth 9 feet
No groundwater
No caving
15.0
LOG OF TEST PITS
3637 Copper Crest Road
HETHERINGTON ENGINEERING, INC.
Encinitas, California
PROJECT No. 5765.1
1 FIGURE NO. 4
GEOTECHNICAL CONSULTANTS
BACKHOE COMPANY: Back Country BUCKET SIZE: DATE: 03/05/07
v;
w
a vi
F
H
0 z
SOIL DESCRIPTION
m F
w
ww
x am
E-
mw
oiH
am
o w
ij F
o o a
2 g �°
N
TEST PIT NO. TP -5 ELEVATION: 352
0.0
COLLUVIUM: Dark brown fine to medium sand to clayey sand,
SW
moist, loose to medium dense, porous, abundant roots
WEATHERED BEDROCK: Olive silty clay, moist, stiff to very stiff
5.0
-
Total depth 5 feet
Standing water at 5 feet
Minor caving at 4.5 feet
10.0
15.0
TEST PIT NO.TP -6 ELEVATION: 354 *_
o.o
COLLUVIUM: Dark brown fine to medium sand to clayey sand,
SW
moist, loose to medium dense, porous, abundant roots
WEATHERED BEDROCK: Olive silty clay, moist, stiff to very stiff
5.0
-
Total depth 5 feet
Standing water at 5 feet
Minor caving at 4.5 feet
10.0
15.0
LOG OF TEST PITS
3637 Copper Crest Road
HETHERINGTON ENGINEERING, INC.
Encinitas, California
PROJECT NO. 5765,1
1 FIGURE NO. 5
GEOTECHNICAL CONSULTANTS
BACKHOE COMPANY: Back Country
BUCKET SIZE: DATE: 03/05/07
W
SOIL DESCRIPTION
5 F
E, W
W
r7
F
r
F
F -�
W
F W
U U
---
w w
a w a
o
o
TEST PIT NO.TP -7 ELEVATION: 353 *-
co M
C� E.
n n '-
U ---
U) --
0.0
GL
COLLUVIUM: Dark to red brown clay and sandy clay, moist to wet,
soft to medium stiff
@ 4'- 9': Becomes dark brown sandy clay, very moist, stiff
5.0
10.0
Total depth 9 feet
Moderate seepage at 8.5 feet
No caving
15.0
LOG OF TEST PITS
3637 Copper Crest Road
HETHERINGTON ENGINEERING,
INC.
Encinitas, California
GEOTECHNICAL CONSULTANTS
PROJECT NO. 5765.1
FIGURE NO. 6
LABORATORY TEST RESULTS
SULFATE TEST RESULTS
(EPA 9038)
I SamDle Location I Soluble Sulfate in Soil ( %) I
TP -1
EXPANSION INDEX
ASTM: D 4829
Sample Location
Initial
Compacted
Final
Expansion
Expansion
101.0
Moisture ( %)
Dry
Moisture
Index
Potential
Remolded to 90% @ optimum, saturated,
Density
( %)
consolidated, drained.
c
TP -1 2 -3'
18.0
92
38.5
140
Very high
MAXIMUM DRY DENSITY /OPTIMUM MOISTURE CONTENT
(ASTM: D 1557 -02)
Sample Location
Description
Maximum Dry
Density c
Optimum Moisture
Content
TP -1 @ 2 -3'
Yellow silty sand
101.0
19.0
TP -2 0 -P
Dark brown silty clay
113.0
15.5
ATTERBERG LIMITS
(ASTM: D 4318)
Sample Location Liquid Limit ( %) Plastic Limit ( %) Plasticity Index U.S.C.S. Class
TP -1 @ 2 -3' 56 33 23 MH
DIRECT SHEAR
(ASTM: D 3080)
Sample Location
Angle of Internal
Cohesion (psf)
Remarks
Friction °
TP -1 @ 2 -3'
28
150
Remolded to 90% @ optimum, saturated,
consolidated, drained.
Figure 7
Project No. 5765.1
Log No 10905
SCHEDULE A
Order Number: 06.2682171
Date of Policy: June 30, 2006 at 08:00 a.m.
Deductible Amounts and Maximum Dollar Limits of Liability
for Covered Risk 14, 15, 16 and 18:
Your Deductible Amount
Covered Risk 14: 1.00% of Policy Amount
or
$ 2 500.00
hichever is less)
Covered Risk 15: 1_00% of Policy Amount
or
$ 5.0 00.00
hichever is less)
Covered Risk 16: 1_00% Of Policy Amount
or
$ 500000
hichever is less)
Policy No.: 27- 131 - 98/355923
Policy Amount: $ 1,675,000.00
Premium: $ 3,297.38
Our Maximum Dollar Limit of Liability
$ 10,000.00
Covered Risk 18: 1_00% Of Policy Amount
or
$ 250000
hichever is less)
Street Address of the Land: 3637 Copper Crest Road, Encinitas, California
1. Name of insured:
Thomas A. Hunt and Joanne M. Berg, husband and wife, as joint tenants
2. Your interest in the Land covered by this Policy is:
$ 25.000.00
$ 25.000.00
$ 5.000.00
A FEE as to Parcel(s) A;
AN EASEMENT more fully described below as to Parcel(s) B, C, D, E, F and G
3. The Land referred to in this Policy is described as:
SEE EXHIBIT "ONE" ATTACHED HERETO AND MADE A PART HEREOF
MAY 3 1 2007
D
THIS POLICY VALID ONLY IF SCHEDULE B IS ATTACHED
ALTA Homeowner's Policy of Title Insurance For a One-To-Four Family Residence (10/17198)
EXHIBIT "ONE"
Parcel A:
Order No. 062682171
Policy No. 27 -131- 98/355923
Parcel 1 of Parcel Map No. 8251, in the City of Encinitas, County of San Diego, State of California, filed in the
Office of the County Recorder of San Diego, January 4, 1979.
Parcel B:
An easement and right of way for road and utility purposes and appurtenances thereto to be used in common
with others, over, under, along and across those portions of Lot 7 of the Subdivision of Rancho Las Encinitas,
in the County of San Diego, State of California, according to Map thereof No. 848, Filed in the Office of the
County Recorder of San Diego County, June 27, 1898 lying within Easement Parcels "1 " and "2" as follows:
Easement Parcel 1:
A strip of land 60.00 feet in width, the center line of said strip described as follows:
Commencing at the Northwesterly corner of said Lot 7; thence along the Northerly line of said Lot 7, North
86 °59 '51 "East, 1278.11 feet to the Northeasterly comer of the West Half of said Lot 7; thence along the
Easterly line of the West Half of said Lot 7, South 02 °03 '56 "East, 556.52 feet to a point herein designated
as Point "Z "; thence continuing along said Easterly line South 02 003 '56 "East, 687.76 feet to a point herein
designated as Point "Y "; thence continuing along said Easterly line South 02 °08 '56 "East, 692.47 feet to a
point herein designated as Point X'; thence North 86 °55 '53 "East, 211.89 feet to a point on the arc of a
non - tangent 800.00 foot radius curve concave Northeasterly, a radial line to said curve bears South 44'03 '38"
West to said point; and being the True Point of Beginning of the herein described centerline; thence
Northwesterly along the arc of said curve through a central angle of 16 °07 '22 "a distance of 225.12 feet;
thence tangent to said curve North 29 °49 '00 "West 75.59 feet to the beginning of a tangent 400.00 foot
radius curve, concave Northeasterly; thence Northwesterly along the arc of said curve through a central angle
of 27 ° 40 '04 "a distance of 193.16 feet to the Point of Tangency in the Easterly line of the West Half of said
Lot 7; thence along said Easterly line, tangent to said curve North 02'03 '56'West, 942.00 feet more or less,
to Point "Z" said easement to terminate Southwesterly, in a line which bears North 86 ° 55 53 "East from said
Point "V,
Excepting therefrom that portion lying within Parcel "A" hereinabove.
Easement Parcel 2:
A strip of land 60.00 feet in width, the centerline of said strip being described as follows:
Commencing at said Point "Z "; thence South 86 °55 '53 "West, 30.00 feet to the True Point of Beginning;
thence North 86 °55 '53 "East, 724.51 feet.
Excepting therefrom that portion lying within Parcel A hereinabove described.
Parcel C:
An easement and right of way for water pipe line purposes and appurtenances thereto, to be used in common
with others, over, under, along and across a strip of land 20.00 feet in width, lying within Lot 7 of the
Subdivision of Rancho Las Encinitas,in the County of San Diego, State of California, according to Map thereof
No. 848, filed in the Office of the County Recorder of San Diego County, June 27, 1898, the centerline of said
strip being described as follows:
Commencing at said Point "Z" hereinabove designated in Parcel A -1; thence North 86° 55 531East 694.51 feet
ALTA Homeowner's Policy of Title Insurance For a One-To -Four Family Residence (10/17/98)
Order No. 06- 2682171
Policy No. 27-131-98/355923
to the True Point of Beginning; thence continuing North 86 °55 '53 "East, 576.67 feet to the Easterly line of
said Lot 7.
Parcel D
An easement for road and utility purposes and incidentals thereto, 60.00 feet in width, over, under, along and
across that portion of Lot 7 in the Subdivision of Rancho Las Encinitas, according to Map thereof No. 848, in
the County of San Diego, State of California, the centerline of which is described as follows:
Beginning at a point in the Southerly line of said Lot 7 distant thereon South 86 °55 '53 "West, 193.36 feet
from the Southeast comer thereof, being the Northerly terminus of the centerline of Road Survey No. 554 as
shown on Record of Survey Map No. 6085, said point also being in the centerline of Road Survey No. 181;
thence Northeasterly along said centerline of said Road Survey No. 181, as established by the centerline of the
existing travelled way as follows:
North 08 015 '03 "East a distance of 117.52 feet to the beginning of a tangent 1000.00 foot radius curve,
concave Southeasterly; thence Northeasterly along the arc of said curve through a central angle of 12 °21 '41"
a distance of 215.74 feet to the True Point of Beginning of the herein described centerline; thence South
86'55 '53'West, 510.06 feet to a point on the Easterly line of the land described in Deed to Charles A. Matley
and Steven P. Krishe, recorded March 16, 1972 as File No. 62591 of Official Records distant thereon South
02 °08 '56 "East, 377.16 feet from the Northeast corner thereof.
The side lines of the hereinbefore described easement shall be lengthened and /or shortened so as to terminate
in the Easterly line of said Matley and Krishe Land and in the Westerly line of the hereinbelow described Parcel
F.
Parcel E:
An easement for road and utility purposes and incidentals thereto 60.00 feet in width over, under, along and
across that portion of Lot 7 in the Subdivision of Rancho Las Encinitas, according to Map thereof No. 848, in
the County of San Diego, State of California, the centerline of which is described as follows:
Beginning at the Northwest corner of said Lot 7; thence along the Northerly line of said Lot 7, North 86'59 '51 "
East, 1278.11 feet to the Northeast corner of the West Half of said Lot 7; thence along the Easterly line of said
West Half, South 02008 56 "East, 1936.75 feet; thence North 860 55 53'East, 176.65 feet to the True Point
of Beginning of the herein described centerline; thence South 29'49 '00 "East, 61.92 feet to the beginning of
a tangent 300.00 foot radius curve, concave Northeasterly; thence Southeasterly along the arc of said curve
through a central angle of 21 '26 '02 "a distance of 112.23 feet; thence tangent to said curve South 51 '15 '02"
East, 263.83 feet to the beginning of a tangent 225.00 foot radius curve, concave Northeasterly; thence
Southeasterly along the arc of said curve through a central angle of 41 °49 '05 "a distance of 164.22 feet to
a point on the East line of the land described in Deed to Charles A. Matley and Steven P. Krishe, recorded
March 16, 1972 as File No. 62561 of Official Records, distant thereon South 02 °08 '56 "East, 377.16 feet
from the Northeast comer thereof.
The sidelines of the hereinbefore described easement shall be lengthened and /or shortened so as to terminate
in the Northerly and Easterly line of said Matley and Krishe Land.
Parcel F:
An easement for road and utility purposes and incidentals thereto 60.00 feet in width over, under, along and
across that portion of Lot 7 in the Subdivision of Rancho Las Encinitas, according to Map thereof No. 848, in
the County of San Diego, State of California, the centerline of which is described as follows:
Beginning at a point in the Southerly line of said Lot 7 distant thereon South 86'55 '53 "West, 193.36 feet
from the Southeast comer thereof, being the Northerly terminus of the centerline of Road Survey No. 554 as
shown on Record of Survey No. 6085, said point also being in the centerline of Road Survey 181; thence
ALTA Homeowner's Policy of Title Insurance Fa a One-To-Fwr Family Residence (10/17/98)
Order No. 06- 2682171
Policy No. 27- 131- 98/355923
Northeasterly along said centerline of Road Survey No. 181, as established by the centerline of the existing
travelled way as follows:
North 08 °15 '03 "East a distance of 117.52 feet to the beginning of a tangent 1000.00 foot radius curve,
concave Southeasterly; thence Northeasterly along the arc of said curve through a central angle of 19'42 '30"
a distance of 343.97 feet; thence tangent to said curve North 27'57 '53 "East a distance of 120.84 feet to
the Easterly line of said Lot 7.
The sidelines of the hereinbefore described easement shall be lengthened and /or shortened as to terminate in
said Southerly and Easterly lines respectively of Lot 7.
Parcel G
An easement and right of way for road and utility purposes and appurtenances thereto to be used in common
with others, over, under, along and across those portions of Lot 7 of the Subdivision of Rancho Las Encinitas,
in the County of San Diego, State of California, according to Map thereof No. 848, filed in the Office of the
County Recorder of San Diego County, June 27, 1898, lying within a strip of land 60.00 feet in width, the
centerline of said strip being described as follows:
Commencing at the Northwesterly corner of said Lot 7; thence along the Northerly line of said Lot 7, North
86 °59 '51 "East 1278.11 feet to the Northeasterly comer of the West Half of said Lot 7; thence along the
Easterly line of the West Half of said Lot 7, South 02'08 56 "East, 556.52 feet to a point herein, designated
Point "Z "; thence continuing along said Easterly line South 02 °08 '56 "East, 687.76 feet to a point herein
designated as Point "Y "; thence continuing along said Easterly line South 02 °08 '56 "East, 692.47 feet to a
point herein designated as Point "X "; thence North 860 55 '53 "East, 176.65 feet to the True Point of Beginning
of the herein described centerline; thence North 29 ° 49 '00 "West 281.89 feet to the beginning of a tangent
400.00 foot radius curve concave Northeasterly; thence Northwesterly along the arc of said curve through a
central angle of 27'40 '04 "a distance of 193.16 feet to the Point of Tangency in the Easterly line of the West
Half of said Lot 7; thence along said Easterly line, tangent to said curve North 02 °08 '56 "West 1498.52 feet
to the Northerly line of said Lot 7. Said easement to terminate Southeasterly in a line which bears North
86 °55 '53 "East from said Point " V.
Excepting therefrom the North 1244.28 feet thereof.
Also Excepting therefrom that portion thereof lying within said Parcel B hereinabove described.
Assessor's Parcel No: 264 - 222 -24
ALTA Homeowner's Policy of Title Insurance For a One-To-Four Family Residence (10/17/98)
Order No. 06- 2682171
Policy No. 27 -131- 98/355923
SCHEDULE B
Exceptions
In addition to the Exclusions. You are not insured against loss, costs, attorneys' fees, and expenses resulting
from:
Property taxes, which are a lien not yet due and payable, including any assessments collected with
taxes to be levied for the fiscal year 2006 -2007.
An assessment by the improvement district shown below
Assessment
(or Bond) No: 1915
Series: 96 -1
District: Olivenhain Municipal Water District
For: Olivenhain Water Storage Project
Bond issued: October 4, 1996
Said assessment is collected with the county /city property taxes.
Failure to pay said taxes prior to the delinquency date may result in the above assessment being
removed from the County Tax Roll and subjected to Accelerated Judicial Bond Foreclosure.
3. The lien of supplemental taxes, if any, assessed pursuant to the provisions of Chapter
(Commencing with Section 75) of the Revenue and Taxation code of the State of California.
4. Any rights, liens and /or encumbrances, including but not limited to, easements, rights of way and
agreements that may be shown by the public records.
Affects: Parcels B - G
5. Covenants, conditions and restrictions in the declaration of restrictions but omitting any covenants
or restrictions, if any, based upon race, color, religion, sex, sexual orientation, familial status,
martial status, disability, handicap, national origin, ancestry or source of income, as set forth in
applicable state or federal laws, except to the extent that said covenant or restriction is permitted
by applicable law.
Recorded: September 22, 1971, Instrument No- 215643, of Official Records
Said covenants, conditions and restrictions provide that a violation thereof shall not defeat the lien
of any mortgage or deed of trust made in good faith and for value.
NOTE: If you should request a copy of the document referred to above, California Law requires
that a county recorder, title insurance company, escrow company, real estate broker, real estate
agent, or association that provides a copy of a declaration governing document, or deed to any
person shall place a cover page or stamp on the first page of the previously recorded document
or documents a statement, in at least 14 point boldface type, relating to unlawful restrictions.
[:1
II
11
10
ALTA Homeowner's Policy of Title Inwrance For a One-To -Four Family Residence (10/17/98)
Order No. 06- 2682171
Policy No. 27- 131 - 98/355923
Easement(s) for the purpose(s) shown below and rights incidental thereto as granted in a
document;
Granted to:
San Diego Gas and Electric Company
Purpose:
Public utilities
Recorded:
November 13, 1975, Instrument No. 75- 318430, of Official Records
Affects:
As shown in said document.
Reference is made to said document for full particulars.
Easement(s) for the purpose(s) shown below and rights incidental thereto as reserved in a
document;
Reserved by: George Paul Linehan III and Constance Jean Linehan
Purpose: road and utility
Recorded: February 3, 1977, Instrument No. 77- 042343, of Official Records
Affects: As shown in said document.
Reference is made to said document for full particulars.
Said easement has been granted and /or reserved in various deeds of record.
Easement(s) for the purpose(s) shown below and rights incidental thereto as granted in a
document;
Granted to:
Olivenhain Municipal Water District
Purpose:
pipe lines
Recorded:
November 13, 1978, Instrument No. 78- 489984, of Official Records
Affects:
As shown in said document.
Reference is made to said document for full particulars.
Easement(s) for the purpose(s) shown below and rights incidental thereto as granted in a
document;
Granted to: Olivenhain Municipal Water District
Purpose: pipe lines
Recorded: November 13, 1978, Instrument No. 78- 489992, of Official Records
Affects: As shown in said document.
Reference is made to said document for full particulars.
Recitals as shown on that certain Map referred to in the legal description herein, which among
other things contains various provisions pertaining to the improving or developing of the herein
described land.
Reference is made to said Map for full particulars.
ALTA Homeowner's Policy of Title Insurance For a One-To-Four Family Residence (10117/98)
Order No. 06- 2682171
Policy No. 27- 131 - 98/355923
11. Recitals as shown on that certain map recorded January 4, 1979, Instrument No. 79- 005213, of
Official Records, which, among other things states:
Area subject to inundation by the 100 year Flood ".
Reference is made to said map for full particulars.
12. Easement(s) for the purpose(s) shown below and rights incidental thereto as reserved in a
document;
Reserved by:
Geoffrey B. Daniels, et al
Purpose:
road and public utilities
Recorded:
March 2, 1983, Instrument No. 83- 066455, of Official Records
Affects:
As shown in said document.
Reference is made to said document for full particulars
Said easement has been granted and /or reserved in various deeds of record.
13. Matters contained in that certain Road Maintenance Agreement executed by and between
Geoffrey B. Daniels, et al which document, among other things, may provide for liens and charges.
Recorded: January 28, 1985, Instrument No. 85- 027754, of Official Records
Reference is made to said document for full particulars.
and amended July 8, 1999, Instrument No. 1999 - 0475804, of Official Records
14. A deed of trust to secure an indebtedness in the amount shown below, and any other obligations
secured thereby
Amount:
$999,999.00
Dated:
June 16, 2006
Trustor:
Thomas A. Hunt and Joanne M. Berg, husband and wife, as joint tenants
Trustee:
Fidelity National Title
Beneficiary:
Mortgage Electronic Registration Systems, Inc. as nominee for Bondcorp
Realty Services, Inc., a California Corporation
Loan No.:
EM128519486
Recorded:
June 30, 2006, Instrument No. 2006- 0463146, of Official Records
JUL 3 2007
Eacir/iraS
Hydrology and Hydraulic Study
3637 Copper Crest Road
APN 264 - 222 -24
City of Encinitas, California
Prepared for:
Joanne Berg
3637 Copper Crest Road
Encinitas, CA 92067
SDE 5230
June 28, 2007
San Dieguito Engineering
Barry L. Munson, R.C.E.
Principal
o�
No. C040980
* Exp. 03/31/09 *
OF CAVE:?
U: \ldata \engineering \5230 \Hydro \5230 DR.doc
SDE 5230
N
VICINITY MAP
2006 THOMAS BROS. PAGE N0. 1148, B -3
U: \ldata\engineering \5230\Hydro \5230 DR.doc
SDE 5271
This report has been prepared to document the hydrology and hydraulic calculations for
existing and proposed conditions at 3637 Copper Crest Road (APN 264- 222 -24) in the
City of Encinitas, County of San Diego, CA. Hydrology and Hydraulic calculations have
been performed in accordance with the San Diego County Hydrology Manual and
Drainage Design Manual.
The site is an approximately 2.9 acre hillside lot with an existing single family residence.
In existing conditions, runoff flows overland around the existing residence and sheet-
'flows to Copper Crest Road to the west and Dusty Trail to the north, via natural and
manufactured slopes (See Exhibit A). In proposed conditions, the site will contain a horse
riding area which will be located on the graded pad. The site has been designed to keep
the same general flow patterns as in existing conditions (See Exhibit B). Part of the
drainage from the adjacent property to the east (Nodes 0100 to 0101), will flow over a
natural slope to an earthen brow ditch at the top of a manufactured cut slope. Drainage
will then be conveyed through the ditch to a rip -rap energy dissipater (Node 0101), and
then to a natural drainage channel that empties on to the junction of Copper Crest Road
and Dusty Trail. The remaining drainage from the adjacent easterly property (Nodes 0200
to 0201), will flow over a natural slope to an earthen brow ditch at the top of a
manufactured cut slope. It will then be conveyed via the brow ditch to a rip -rap energy
dissipater (Node 0201), down a natural drainage area to a headwall and into a 12 inch
PVC pipe. From the pipe drainage will discharge into a natural drainage ditch, and out to
Dusty Trail. Part of the drainage from the pad (Nodes 0102 to 0 10 1) will be conveyed to
the rip -rap dissipater at Node 0101, while the remainder (Nodes 0300 to 0301) will be
conveyed to the headwall at Node 0301.
In proposed conditions there is a flow decrease of 0.52 CFS for the site. See results on
next page.
U:\ldata\engineering\5230 \Hydro \5230 DR.doc
SDE 5230
SUMMARY OF RESULTS
U: \ldata \engineedng\5230 \Hydro \5230 DR.doc
SDE 5230
Q100
Q100
NET FLOW
EXISTING
PROPOSED
FROM SITE
CONDITIONS
CONDITIONS
Node 0100 to
N/A
.90 CFS
.90. CFS
0101
Node 0200 to
N/A
CFS
.70. CFS
0200
.70
Node 0300
N/A
.49 CFS
.49 CFS
to030I
Node 0102 to
N/A
.23 CFS
.23 CFS
0101
TOTAL
2.84 CFS
2.32 CFS
-.52 CFS
U: \ldata \engineedng\5230 \Hydro \5230 DR.doc
SDE 5230
RATIONAL METHOD HYDROLOGIC
ANALYSIS
U:\tdata \engineering \5230\Hydro\5230 DR.doc
SDE 5230
HYDROLOGIC STUDY
100 YEAR STORM
PRE CONSTRUCTION CALCULATIONS
PROJECT NAME: BERG
PROJECT NUMBER: 5230
DATE: 5/18/2007
COMMENT:
COORD: N33 °05' E11713'
P6 (in): 2.90 P61P24: 0.56
P24 (in): 5.20 ADJUSTED P6: 2.90
Soil Group: D
Total Area of Post Development Study 38,617 0.89 4,379 0.11 0.42 5.0 7.64 2.84
<1> Assume minimum To of 5 min for pre development area sinoe the flow path is approArnately 20%
FILE: U11Ealabqulear VZ23Wiydro4xce 5230 hydm.As
.A
94N DWOUITO
4407 MANCK SUITE 171
ENCINITAS. CA gi&4
PHONE: (760) 753-5525
C EWMERIND • PLANNINS
\iclo—,ta\engineeririq\5230\dwg\5230DESIGN.clwg 05/16/2007
EXHIBIT A
HYDROLOGY AREAS -PRE CONSTRUCTION
%
SF
v
741
7-7
17 S
\J - ------ 1%
A
eX
p E CREST ST ROAD
k, A
IMPERVIOUS AREA
FILE NO. 5230
PROJECT NUMBER:
DATE:
COMMENT:
(in):
Group:
HYDROLOGIC STUDY
100 YEAR STORM
POST CONSTRUCTION CALCULATIONS
5230
5/18/2007
N33 °05' E117 °13'
5.20 ADJUSTED P6:
D
NODE 0100 TO 0101 9,694
0.22
2,971
NODE 0200 TO 0201 9,103
0.21
1,408
NODE 0300 TO 0301 13,063
0.30
0
NODE 0102 TO 0101 6,756
0.16
0
> Assume minimum Tc of 5 min for Nodes 0100 to 0101
and 0200 to 0201.
used as Tc for nodes 0300 to 0301 and 0102 to 0100.
0.00
0.35
W.
W.
0.31
0.53
5.0
7.64
0.90
0.15
0.44
5.0
7.64
030
0.00
035
10.9
4.62
0.49
0.00
0.35
12.5
4.23
0.23
�RE)
SCALE: 1 " =40'
SAN DIEGUITO ENGINEERING, INC.
4407 MANCHESTER, SURE 105
ENCINITAS, CA 92024
PHONE: (760) 753 -5525
CIVIL ENGINEERING • PLANNING
LAND SURVEYING
Q100 = 0.90 CFS
V100 = 4.36 FPS
EXHIBIT B
HYDROLOGY AREAS -POST CONSTRUCTION
2,971 SF
I 151 SF
1,257 SF
� r
J
I I
/9,694 F 9,103 SF
BROW DITCH 2 OW DITCH 1 uo A" n
—
_j
c 1�
~ 6,757 SF
13,063 SF
\\ - - — — — — — — Q100 = 0.70 CFS
\�-- _- -_�_ —— V100 =4.46 FPS
-
-- -- -- Q100 = 1.19 CFS —�
V100 = 5.26 FPS COPPER CREST ROAD
IMPERVIOUS AREA
\ldn to, \ engineering \5230 \dwg \5230 DES GN.dwg 05/16/2007 FU
Section: 3
San Diego County Hydrology Manual Page: 6 of 26
Date: June 2003
Table 3 -1
RUNOFF COEFFICIENTS FOR URBAN AREAS
3 -F
Ruoff Coefficient "C"
Land Use
Soil Type
NRCS Elements
County Elements
% IMPER.
A
B
C
D
0.35
Undisturbed Natural Terrain (Natural)
Permanent Open Space
p+
0.20
0.25
0.30
0.41
Low Density Residential (LDR)
Residential, 1.0 DU /A or less
10
0.27
0.32
0.36
0.42
0.46
Low Density Residential (LDR)
Residential, 2.0 DU /A or less
20
0.34
0.38
0.49
Low Density Residential (LDR)
Residential, 2.9 DU /A or less
25
0.38
0.41
0.45
0.52
Medium Density Residential (MDR)
Residential, 4.3 DU /A or less
30
0.41
0.45
0.48
0.57
Medium Density Residential (MDR)
Residential, 7.3 DU /A or less
40
0.48
0.51
0.54
0.60
Medium Density Residential (MDR)
Residential, 10.9 DU /A or less
45
0.52
0.54
0.57
0.60
0.63
Medium Density Residential (MDR)
Residential, 14.5 DU /A or less
50
0.55
0.58
0.69
0.71
High Density Residential (HDR)
Residential, 24.0 DU /A or less
65
0.66
0.67
0.78
0.79
High Density Residential (FIDR)
Residential, 43.0 DU /A or less
s0
0.76
0.77
0.78
0.79
commercial/Industrial (N. Com)
Neighborhood Commercial
80
0.76
0.77
0.81
0.82
Commercial/Industrial (G. Com)
General Commercial
85
0.80
0.80
0.84
0.85
commercial/Industrial (O.P. Com)
Office Professional/Commercial
90
0.83
0 84
p,gq
0.85
Commercial Industrial (Limited I.)
Limited Industrial
90
0.83
p 84
0.87
0.87
0.87
95 0.87
Commercial/Industrial General I. ) General lndustrial us runoff
bthat
*The values associated with 0%
t
nuntdisturbed
Jusot ficahon must
be given
the area will remain
natural fo everc(e.g.
the ar a
coefficient, Cp, for the soil type), or for areas that t will remain in perpetuity.
is located in Cleveland National Forest).
DU /A = dwelling units per acre
NRCS = National Resources Conservation Service
3 -F
HYDRAULIC ANALYSIS
U: \tdata \engineering \5230 \Hydro \5230 DR.doc
SDE 5230
Worksheet for Q100 Capacity
Brow Ditch 1 (Node 0100 to 0101)
Friction Method
Manning Formula
Solve For
Normal Depth
Roughness Coefficient
0.015
Channel Slope
0.02700
ft/ft
Diameter
2.50
ft
Discharge
0.90
ft3 /s
Normal Depth
0.22
ft
Flow Area
0.21
W
Welted Perimeter
1.49
h
Top Width
1.41
ft
Critical Depth
0.31
It
Percent Full
8.6
Critical Slope
0.00619
ft/ft
Velocity
4.36
ft/s
Velocity Head
030
ft
Specific Energy
0.51 -
it
Froude Number
2.01
Maximum Discharge
62.83
it' /s
Discharge Full
58.41
ft' /s
Slope Full
0.00001
Nit
Flow Type
SuperCritical
Downstream Depth
0.00
It
Length
0.00
ft
Number Of Steps
0
Upstream Depth
Profile Description
Profile Headloss
Average End Depth Over Rise
Normal Depth Over Rise
Downstream Velocity
Upstream Velocity
0,00 ft
0.00 It
000
8.65
Infinity ft/s
Infinity ft/s
Bentley Systems, Ina Haestad Methods Solution Center PlowMaster [08.01.058.00/
51221200710:22:32 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA t1- 203- 755 -1666 Page 1 of 2
Worksheet for 10100 Capacity Brow Ditch 1 (Node 0100 to 0101)
Normal Depth
Critical Depth
Channel Slope
Critical Slope
0.22 ft
0.31 It
0.02700 ft/ft
0.00619 Wit
Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster 108.01.058.001
5/22/2007 10:22:32 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755 -1666 Page 2 of 2
Cross Section for Q100 Capacity Brow Ditch 1 (Node 0100 to 0101)
Friction Method Manning Formula
Solve For Normal Depth
Roughness Coefficient
0.015
Channel Slope
0.02700
ft/ft
Normal Depth
_ 022
ft
Diameter
2.50
ft
Discharge
0.90
ft3ls
2.50 ft
Dnnn
v:1 �
rc t
Bentley Systems, Inc. Haestad Methods Solution Center FlowMasler [08.01.058.00]
5122/2007 10:24:21 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA 0.203.7554666 Page 1 of 1
Rip -Rap Sizing
Calculations Brow Ditch 1
(Node 0100 to 0101)
Friction Method
Manning Formula
Solve For
Normal Depth
Roughness Coefficient
0.015
Channel Slope
030000
ft/ft
Diameter
2.50
ft
Discharge
0.90
ft-Is
Normal Depth
0.12
ft
Flow Area
0.09
ft
V t/
Wetted Perimeter
1.12
ft
o
Top Width
1.08
ft
R
U S C N O. z b g((C���l ^ s
J
Critical Depth
0.31
ft
O V Cv' Tyre- A T 1 1 { 1 e
Percent Full
4,9
%
Critical Slope
0.00618
ft/ft
,
Velocity
10.07
it/,
L 1 7= (O / W = 5' T = 1.2 J
Velocity Head
1.58
ft
Specific Energy
1.70
ft
Per JD COQ VAy brAt✓\Lk De
Froude Number
6.17
Destcjn Manua
Maximum Discharge
209.43
ft'Is
Discharge Full
194.69
ft' /s
Slope Full
0.00001
Will
-Flow Type
Supercritical
Downstream Depth
0.00
It
Length
0.00
It
Number Of Steps
0
Upstream Depth
0.00
ft
Profile Description
Profile Headloss
0.00
It
Average End Depth Over Rise
0.00
%
Normal Depth Over Rise
4.91
%
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
Ws
Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.001
51221200710:31:35 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 2
Rip -Rap Sizing Calculations Brow Ditch 1 (Node 0100 to 0101)
Norma[ Depth
Critical Depth
Channel Slope
Critical Slope
0.12 ft
0.31 ft
0.00618 fttft
Bentley Systems, Inc. Haeslad Methods Solution Center FlowMaster [08.01.058.00]
5/22/2007 10:31:35 AM 27 Siemons Company Dnve Suite 200 W Watertown, CT 06795 USA i1 -203- 755 -1666 Page 2 of 2
Cross Section Rip -Rap Sizing Caics Brow Ditch 1 (Node 0100 to 0101)
Friction Method Manning Formula
Soho For Normal Depth
Roughness Coefficient 0.015
Channel Slope 0.30000 fUft
Normal Depth 0.12 ft
Diameter 2.50 ft
Discharge 0.90 (Pis
2.50 ft
).12 ft
V 7
H1
Bentley Systems, Inc. Haestad Methods Solution Center FlowMasler [08.01.058.00]
51221200710:76:22 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA 41- 203 - 755 -1666 Page 1 of 1
Worksheet for 0100 Capacity Brow Ditch 2 (Node 0200 to 0201)
OWNSFt
Friction Method Manning Formula
Solve For Normal Depth
Roughness Coefficient
0.015
Channel Slope
0.03600
f ift
Diameter
2.50
it
Discharge
0.70
ft' /s
Normal Depth
0.18
It
Flow Area
0.16
ft'
Wetted Perimeter
1.36
it
Top Width
1.29
It
Critical Depth
0.27
It
Percent Full
7.2
%
Critical Slope
0.00637
fUlt
Velocity
4.46
ft/s
Velocity Head
0.31
ft
Specific Energy
0.49
ft
Froude Number
2.26
Maximum Discharge
72.55
ft -/s
Discharge Full
67.44
ft'Is
Slope Full
0.00000
Wit
Flow Type Super-Critical
Profile Description
Profile Headloss 0.00 it
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 7.18 %
Downstream Velocity Infinity ft /s
Upstream Velocity Infinity f is
Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00]
611412007 3:31:26 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA .1403.755 -1666 Page 1 of 2
Worksheet for 0!100 Capacity Brow Ditch 2 (Node 0200 to 0201)
Normal Depth
Critical Depth
Channel Slope
Critical Slope
0.18 ft
027 It
0.03600 ft/ft
0 -00637 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.001
6/14/2007 3:31:24 PM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA t1- 203- 755 -1666 Page 2 of 2
Cross Section for Q100 Capacity Brow Ditch 2 (Node 0200 to 0201)
Friction Method
Manning Formula
Solve For
Normal Depth
WSW
Roughness Coefficient
0.015
Channel Slope
0.03600
ft/ft
Normal Depth
0.18
It
Diameter
2.50
ft
Discharge
0.70
ft-Is
rosS Sectiorrfmag
2.50 n
lien
V: I
]t t
Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00]
6/28/2007 10:05:43 AM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA .1- 203 - 755 -1666 Page 1 of 1
Rip -Rap Sizing
Calculations Brow Ditch 2
(Node 0200 to 0201)
Project Description
Friction Method
Manning Formula
Solve For
Normal Depth
Input Data
Roughness Coefficient
0.015
Channel Slope
0.08600
ft/ft
Diameter
2.50
ft
Discharge
0.70
ft-Is
Results
Normal Depth
0.15
It
i / /" �t 5
C. 04- -r
Flow Area
0.12
ft-
�/ — b f
Wetted Perimeter
1.22
ft
U Sit, Ni lo(q c i n
Top Width
1.17
it
g
Critical Depth
0.27
ft
-}-
o ve- v' Ty r 2 � 'C r l Q, ✓`
Percent Full
5.8
°/
C
Critical Slope
0.00636
ft/ft
Q V 1
Velocity
6.04
ft/s
L _ 10' W+ . 1 = 5 7 T
Velocity Head
0.57
It
Specific Energy
0.71
ft
(�
S 1� C V 1-� r n
A ci 130)
C r J u r` {
Froude Number
3.39
�S pp °t N Q
Maximum Discharge
112.13
ft -Is
t J
Discharge Full
104.24
ft -Is
Slope Full
0.00000
ft/ft
Flow Type
SuperCritical
GVF Input Data
Downstream Depth Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
GVF Output Data
Upstream Depth 0.00 It
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 5.85 %
Downstream Velocity Infinity Pos
Upstream Velocity Infinity ft/s
Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00]
61281200710:29:55 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA *1 -203- 755.1666 Page 1 of 2
Rip -Rap Sizing Calculations Brow Ditch 2 (Node 0200 to 0201)
GVF Output Data ;
Normal Depth
Critical Depth
Channel Slope
Critical Slope
0.15 ft
0.27 ft
0.06600 ft/ft
0.00636 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00]
6128/2007 10:29:55 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755 -1666 Page 2 of 2
Rip -Rap Sizing Calculations Brow Ditch 2 (Node 0200 to 0201)
Project Description
Friction Method
Manning Formula
Solve For
Normal Depth
Inpp
Roughness Coefficient
0.015
Channel Slope
0.08600
ft/ft
Normal Depth
0.15
ft
Diameter
2.50
ft
Discharge
0.70
ft -/s
Cross o . r' x .rs e m," o ",.a
2.50 n
J15ft
v:1 N
H 1
Bentley Systems, Inc. Haeslad Methods Solution Center FlowMaster [08.01.058.00]
6128/2007 10:70:72 AM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA .1 -207- 755 -1666 Page 1 of 1
Normal Depth
Worksheet for Q1 00
Capacity
Pipe 1
0.23
ft3
Wetted Perimeter
1.22
Friction Method
Manning Formula
0.94
ft
Solve For
Normal Depth
It
Percent Full
Roughness Coefficient
%
0.010
0.00353
Channel Slope
Velocity
0.01200
ft/ft
Diameter
0.43
1.00
ft
Discharge
ft
1.19
ft' /s
Normal Depth
0.33
ft
Flow Area
0.23
ft3
Wetted Perimeter
1.22
ft
Top Width
0.94
ft
Critical Depth
0.46
It
Percent Full
32.9
%
Critical Slope
0.00353
ft/ft
Velocity
5.28
ftts
Velocity Head
0.43
ft
Specific Energy
0.76
ft
Froude Number
1.90
Maximum Discharge
5.46
R' /s
Discharge Full
5.07
ft3 /5
Slope Full
0.00066
ft/ft
Flow Type
SuperCritical
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 It
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 32.95 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.001
5/22/2007 10:22:01 AM 27 Stemons Company Drive Suite 200 W Watertown, CT 06795 USA +1.203- 755 -1666 Page 1 of 2
Normal Depth
Critical Depth
Channel Slope
Critical Slope
Worksheet for Q100 Capacity Pipe 1
0.33 ft
0.46 ft
0.01200 Rift
0.00353 Rift
Bentley Systems, Inc. Haestad Metho4s Solution Center FlowMaster [08.01.058.001
512 212 00 7 10:22:01 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA t1 -203- 755 -1666 Page 2 of 2
Friction Method
Solve For
Cross Section for 110100 Capacity Pipe 1
Manning Formula
Normal Depth
Roughness Coefficient
0.010
Channel Slope
0.01200
flift
Normal Depth
0.33
ft
Diameter
1.00
it
Discharge
1.19
WIS
T
).33 n
1
w,
Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.001
5122/200710:22:56 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA N- 207 - 755.1666 Page 11 of 1
SDE
San Dieguito Engineering, Inc.
ENGINEERS 5 RV E V RS - PLANNERS
Isom R. Fns. RF..
earn 1.. Vlurc nn. Pk..
I.aurie Simon, Principal Planner
Vndrew G. Kundes, PJ_ S. S EP 2 4 4,J7
%nnic S. Aguilar. P.H.
CIVIL ENGINEERING SUBJECT:
Cngilnznng Smdm.
SURFACE
Pn,reny Sn "e.
DRAINAGE
T., ,.,hieal Sat,,
D -75 BROW DITCH, TYPE A
""`' "'' " "' "'
REFERENCE: Grading Plans for 3637 Copper Crest Road
R"""" "sat "r'
D-40 ENERGY DISSIPATER
Lngal UrvriVia,.
OWNER: Thomas Hunt and Joanne Berg
subm.,.,nn Mar.
HYDROSEEDING
Land Doi,i”"
EARTHEN SWALE
Yln.u..e,nvm rl.,l.
SILT FENCE
Itr,pM Ccmfica"an.
STABILIZED CONST. ENTRANCE
Cada%oul Su "cy,
SEWER
UminuFe Ylene
ITEM
QUANT
UNIT
PRICE
EXTENDED
AnA V han.
RuunJ.ln AJIa.4rvnt.
SF
$1.00
$4,150.00
NlJmhry:1RlJmube.
GRADING
SF
$0.20
$1,280.00
S.,nm.n..SwMwswPPPEXCAVATION AND EXPORT
1,125
CY
$22.00
$24,750.00
Cn..mo iomAd""""...rCLEAR
AND GRUB
18,750
SF
$0.45
$8,437.50
Pavenwmt Rehabilitation
OVER- EXCAVATE AND RECOMPACT
475
CY
$20.00
$9,500.00
Foreno, E:ngimannp
FILL
375
CY
$20.00
$7,500.00
LAND SURVEYING
SURFACE
Pn,reny Sn "e.
DRAINAGE
T., ,.,hieal Sat,,
D -75 BROW DITCH, TYPE A
Con,mww.SwIL.,
D -34 HEADWALL, WING TYPE
R"""" "sat "r'
D-40 ENERGY DISSIPATER
Lngal UrvriVia,.
121N SDR 35 PVC PIPE
subm.,.,nn Mar.
HYDROSEEDING
Land Doi,i”"
EARTHEN SWALE
Mat„
SILT FENCE
Itr,pM Ccmfica"an.
STABILIZED CONST. ENTRANCE
Cada%oul Su "cy,
SEWER
Ph,nn,rnmmetme S ° " °`•
41N SDR 35 PVC PIPE
ALTA \.r „,.
390
300
SURFACE
LAND PLANNING
$4,500.00
41N DG OVER TRAIL
I4c- Acqu6ncm Atwk
$4,300.00
IaM c.e C,.,.hx „n
Io...... 1.1 Analysis
EROSION CONTROL
Gn,,to.'n1QeIn'
HYDROSEEDING
Land Doi,i”"
GRAVEL BAGS
1 rlNooc %la,
SILT FENCE
Malor U.v P-1,
STABILIZED CONST. ENTRANCE
Sr.,ine rlan.
LF
Remmn,
$205.00
T.,rlmn.,
390
AJm,n,.natiac Yermn.
$25.00
AnA V han.
RuunJ.ln AJIa.4rvnt.
SF
300
LF
$15.00
$4,500.00
1
EA
$4,300.00
$4,300.00
1
EA
$1,750.00
$1,750.00
50
LF
$61.85
$3,092.50
50
LF
$4.10
$205.00
390
LF
$25.00
$9,750.00
4,150
SF
$1.00
$4,150.00
6,400
SF
$0.20
$1,280.00
500
EA
$1.10
$550.00
250
LF
$1.60
$400.00
1,100
SF
$5.25
$5,775.00
SUB TOTAL
$85,940.00
15% CONTINGENCIES
$12,891.00
GRAND TOTAL
$98,831.00
No.0 40980
Exp.03.31.4 /
Barry L. Munson RICE No. 40980 Date
11 11 11 NI C I I I,: I U 11
17611 7i t i j' i. I, ( 7611) 94 !-S216
4-107 Al:mi'he +ter A. emir • S,m, IDi • IinSnum.( ahlormie 9'U_'1
August 18, 2008
Thomas Hunt and Joanne Berg
3637 Copper Crest Rd
Encinitas, CA 92024
Re: Permit issuance requirements for:
Application 563 -G
3637 Copper Crest Rd.
264- 222 -24 -00
This letter summarizes the requirements for pulling your Engineering Permit for drawing 563 -G. Your
approved plan will remain valid for one year. If the permit is not issued within six months from the date of
approval of the drawings, the plans will be subject to review by City staff for compliance with current codes
and regulations before a permit can be issued, and changes to the approved plans as well as additional
fees may be required.
Please read through this letter carefully and contact the City with any questions you may have. It
contains information about many requirements that may apply to your project and can make the
process clearer and easier for you.
In order to obtain the permits to construct the work shown on your approved plans, you will need to satisfy
the requirements below. All of the items listed below must be submitted to the Engineering front counter
in one complete package at the time the applicant comes in to pull the permit Partial submittals of anv
kind will not be accepted. Your project planchecker will not accept any of the documents listed on behalf
of the Engineering front counter staff; all items must be submitted to the front counter directly together and
at one time. The correct number of each of the requested documents must be provided; copies of
documents submitted to the City during piancheck do not reduce the necessary quantities listed below.
(1) Provide 4 print sets of the approved drawing 563 -G
Provide 2 copies of "Geotechnical Investigation, Proposed Horse Riding Area, 3637 Copper Crest
Rd, Encinitas, California" prepared by Hetherington Engineering, Inc. and April 16, 2007.
(2) Post Security Deposits to guarantee all of the work shown on your approved drawings. The
amounts of security deposits are determined directly from the Approved Engineer's Cost Estimate
generated by your engineer according to a set of predetermined unit prices for each kind of work shown
on your plans. You will be required to post security deposit(s) as follows:
(a) Security Deposit for Grading Permit 563 -G: in the amount $98.831.00 to guarantee both
performance and labor/ materials for earthwork, drainage, private improvements, and erosion
control.
A minimum of 20% and up to 100% of the amount listed in item(s) 2(a) must be in the form of
cash, certificate of deposit, letter of credit, or an assignment of account. Up to 80% of the amount
listed in item 2(a) may be in the form of auto - renewing Performance and Labor and Materials
Bonds issued by a State of California licensed surety company.
Up to 100% of the amount(s) listed in item(s) 2(b), 2(c), and /or 2(d) may be in the form of auto-
renewing Labor and Materials bonds issued by a State of California licensed surety company.
Cash, certificates of deposit, letters of credit, and assignments of account are also acceptable
financial instruments.
If a certificate of deposit (CD) will be obtained to secure the entire amount(s) listed in item(s) 2(a)
and /or 2(b), two separate CD's for 25% and 75% of the amount(s) listed in item(s) 2(a) and /or
2(b) should be obtained in order to facilitate any future partial release of those securities. CD's
posted may be of any term but must be auto - renewing and must specify the City of Encinitas as a
certificate holder and include a clause that until the City of Encinitas provides a written request for
release of the CD, the balance shall be available to the City upon its sole request.
The format of any financial instrument is subject to City approval, may be in the owner's name
only, and must list the City of Encinitas as a Certificate Holder.
For any questions regarding how to Post securities, bonding, or the required format of securities
please contact Debra Geishart at 760 - 633 -2779.
(3) Pay non - refundable fees as listed below:
Fee Type
Amount
Grading Inspection
941.55
NPDES Inspection (Grading)
988.31
The grading and improvement inspection fees are calculated based on 5% of first $100,000.00 of
the approved Engineer's cost estimate dated DATE and 3% of the cost estimate over
$100,000.00. The NPDES inspection fee is assessed as 1% of the first $100,000.00 of the
approved Engineer's cost estimate and 0.6% of the cost estimate over $100,000.00. The flood
control fee is assessed at a rate of $0.21 per square foot of net new impervious surface area for
driveway and parking areas as created per the approved plan.
(4) Provide the name, address, telephone number, state license number, and license type of the
construction contractor. The construction of any improvements within the public right -of -way or
oublic easements is restricted to qualified contractors possessing the required state license as
listed in the table below. The contractor must also have on file with the City current evidence of
one million dollar liability insurance listing the City of Encinitas as co- insured. Additional
requirements are described in the handout "Requirements for Proof of Insurance" available at the
Engineering front counter.
Type
Description
Work to be Done
A
General Engineering
any & all
C -8
Concrete
a ron /curb/ utter /ram sidewalk
C -10
Electrical
lighting/signals
C -12
Grading & Paving
any surface, certain drain -
basins /channels
C -27
Landscaping
planting /irrigation/fencing & other
amenities
C -29
Masonry
retaining walls
C -32
Parking &Highway
Improvement
signage /striping/safety
C -34
Pipeline
sanitary sewer /storm drain
r
(5) Permits are valid for no more than one year from the date of issuance and may expire earlier due
to expirations of letter of credit and /or insurance policies.
(6) This project does not propose land disturbance in excess of one acre and is exempt from the
State Storm Water Pollution Prevention Plan (SWPPP) requirement. An erosion control plan shall
be implemented per the approved grading plan.
Preconstruction Meeting: A preconstruction meeting at the project site is mandatory for all projects.
The preconstruction meeting may not be scheduled until the Engineering permit(s) have been issued, and
the applicant/contractor must give the assigned Engineering inspector a minimum of 48 hours advance
notice prior to the scheduled meeting time.
Right -of -Way Construction Permit: A separate right -of -way construction permit will be required for any
work in the public right -of -way or public easements. Typically, this work may include construction or
reconstruction of a portion of the driveway within the public right -of -way, excavation, backfill, and
resurfacing to install electric, gas, telephone, and cable television lines, or water and sewer connections.
A permit fee of $300.00 per application and a site plan, preferably the work order issued by the public
utility, will be required. Contractor license and insurance requirements apply. Permits must be issued at
least 48 hours in advance of the start of work.
Haul Routes, Traffic Control Plans, and Transportation Permits: These separate permits may be
required for your project and are handled by the Traffic Engineering Division. A fee of $250.00 is required
for traffic control plans. For more details, contact Raymond Guarnes, Engineering Technician, at (760)
633 -2704.
Release of Project Securities: The partial or complete release of oroiect securities is initiated
oroiect inspector. The processing and release of securities may take up to 4 weeks after the release
process is initiated by the project Engineering inspector. Any cash releases will be mailed to the address
on this letter unless the City is otherwise notified, and all letters mailed to a financial institution will be
copied to the owner listed hereon. Satisfactory completion of Final Inspection certified by the project
Engineering inspector is a prerequisite to full release of the Security Deposit assigned to any Grading
Permit. A sum in the amount of 25% of the securities posted for improvement permits will be held for a
one -year warranty period, and a release is automatically initiated at the end of that warranty period.
Construction Changes: Construction changes prepared by the Engineer of Work will be required for all
changes to the approved plans. Requests for construction change approval should be submitted to the
Engineering Services Department front counter as redlined mark -ups on 2 blueline prints of the approved
Drawing. Changes are subject to approval prior to field implementation. Substantial increases in valuation
due to the proposed changes may be cause for assessment and collection of additional inspection fees
and security deposits. Construction change fees of $200.00 and $350.00 will be assessed for minor and
major construction changes, respectively. Construction changes necessitating a new plan sheet will be
assessed the per -sheet plancheck and NPDES plancheck fees in lieu of the construction change fee.
Construction changes not previously approved and submitted as as -built drawings at the end of the
construction process will be rejected and the securities release will be delayed.
Change of Ownership: If a change of ownership occurs following approval of the drawing(s), the new
owner will be required to submit to the City a construction change revising the title sheet of the plan to
reflect the new ownership. The construction change shall be submitted to the Engineering front counter
as redline mark -ups on two blueline prints of the approved drawing together with two copies of the grant
deed or title report reflecting the new ownership. Construction change fees apply. The current owner will
be required to post new securities to replace those held by the City under the name of the former owner,
and the securities posted by the former owner will be released when the replacement securities have been
received and approved by the City.
Change of Engineer of Work: If a change in engineer of work occurs following the approval of the
drawing(s), a construction change shall be submitted for review and approval by the Engineering
Department. Two copies of the forms for the assumption of responsibility by the new engineer and the
release of responsibility by the former engineer shall be completed and submitted to the City.
Construction change fees apply.
As- builts: Project as -built drawings prepared by the Engineer of Work will be required prior to Final
Grading acceptance by Engineering Services. Changes to the approved plans require a construction
change to be submitted to the City prior to field implementation Construction chances may not be
submitted as as- builts at the end of the construction process.
This letter does not change owner or successor -in- interest obligations. If there should be a substantial
delay in the start of your project or a change of ownership, please contact the City to request an update.
Should you have questions regarding the posting of securities, please contact Debra Geishart, who
processes all Engineering securities, at (760) 633 -2779.
Should you have any other questions, please contact me at (760) 633 -2867 or visit the Engineering
Counter at the Civic Center to speak with an Engineering Technician.
Sincere) , ✓�
o a , EIT
Engineering Technician
cc San Dieguito Engineering, Engineer of Work
Debbie Geishart, Engineering Technician
Greg Shields, Senior Civil Engineer
Masih Maher, Senior Civil Engineer
permittfile
Enc Application
Requirements for Proof of Insurance
Security Obligation Agreements (various)
C I T Y O F E N C I N I T A S
ENGINEERING SERVICES DEPARTMENT
505 S. VULCAN AVE.
ENCINITAS, CA 92024
H; : sT�� _ N
'j
0 10_ x
PERMIT NO.: 563GI
PARCEL NO. : 264 - 222 -2400 PLAN NO.:
JOB SITE ADDRESS: 3637 COPPER CREST RD CASE NO.: 08051 / EIA
APPLICANT NAME JOANNE BERG
MAILING ADDRESS: 3637 COPPER CREST RD PHONE NO.: 760- 672 -4088
CITY: ENCINITAS STATE: CA ZIP: 92024-
CONTRACTOR AMERICAN BOBCAT & BACKHOE PHON O.: 60 -744- 25
LICENSE NO.: 712975 LICENS A
ENGINEER : SAN DIEGUETO ENGINEERING (BARRY MUNSON) P
PERMIT ISSUE DATE: 8/27/08
PERMIT EXP. 7/09 PERMIT ISSUED BY:
INSPECTOR E ER HALL
-------- ----------- - - - - -- PERMIT FEES & DEPOSITS ----------------------------
1. PERMIT FEE .00 2. GIS MAP FEE .00
3. INSPECTION FEE 4,941.55 4. INSPECTION DEPOSIT: .00
5. NPDES INSPT FEE 988.31 6. SECURITY DEPOSIT q �r, 253 /0-�� .00
7. FLOOD CONTROL FE .00 8. TRAFFIC FEE .00
9. IN -LIEU UNDERGRN .00 10.IN -LIEU IMPROVMT .00
ll.PLAN CHECK FEE .00 12.PLAN CHECK DEPOSIT: .00
------------------- - -- - -- DESCRIPTION OF WORK --------- -- --- ----------- -- - - --
PERMIT ISSUED TO INSPECT GRADING AND DRAINAGE IMPROVEMENTS AS SHOWN ON
APPROVED PLAN 563 -G. APPLICANT SHALL MAINTAIN TRAFFIC CONTROL AS
NECESSARY PER W.A.T.C.H. STD OR CITY APPROVED PLAN. LETTER DATED 8 -18 -08
STILL APPLIES. APPLICANT MUST CONTACT ENGINEERING INSPECTOR PETER HALL
AT 760- 943 -2220 48 HOURS PRIOR TO START OF WORK.
- - -- INSPECTION ---------- - - - - --
INITIAL INSPECTION
COMPACTION REPORT RECEIVED
ENGINEER CERT. RECEIVED
ROUGH GRADING INSPECTION
FINAL INSPECTION
DATE -- - - - ---
INSPECTOR'S SIGNATURE - - --
I HEREBY ACKNOWLEDGE THAT I HAVE READ THE APPLICATION AND STATE THAT THE
INFORMATION IS CORRECT AND AGREE TO COMPLY WITH ALL CITY ORDINANCES AND STATE
LAWS REGULATING EXCAVATING AND GRADING, AND THE PROVISIONS AND CONDITIONS OF
ANY PERMIT ISSUED PURSUANT TO THIS APPLICATION.
M9;41IklYN
g-l"I ",
DATE SIGNED
TELEPHONE NUMBER
CIRCLE ONE: 1. OWNER 2. AGENT 3. OTHER '
Ivan R. Fox. P.E.
Barry L.. Munson. P.E.
Laurie Sirnev. Principal Planner
Andrew G. Karydes. P.I –S.
Annie S. Aguilar, P.E.
CIVIL ENGINEERING
Engimrring Audr,
snr Ihsclnpmcm
Gmdmg Plan,
Impmvcmrnl Piano
[hainugr Plum
9 .,r/Wmm Lme Plana
HYdv,h,gyMydr..h,,
Slnrmwmrr S W MP /S W PPP
Cumtmoaan Ad.Wu mwn
Pavcmcm Nelwhdualinn
F,rcn„r Eng,naenng
LAND SURVEYING
Prupnn surrey,
Tn )grnphloal Sun'eys
Gm,wrti,m Sm\ing
14..W, of larva
I<gel ncrnpim.
suhdiviamn Mapa
FL,CIIMnn
Height CeniG.mions
Ca&w .l surrey,
Poningmmrrcln. Sauey,
ALTA Survey,
LAND PLANNING
Pre- A,,,,,wm .Amlynu
Land Ur Cnnsulmu.m
Env,nnmenml Analy—
Gnvemmenl Relatima
LWd HI „M1I,m
icnuuvc Map,
Malnr Ilse Fkrmn,
S{erdm PI. ,
Rr..mmg
�aname.
AJminiaauve Perrin
An ....
anunWn AJluunnnn
SDE
San Dleguito Engineering, Inc.
ENGINEERS SURVEYORS • PLANNERS
Date: 1'Z7 -0 -1
City of Encinitas
Engineering Services Permits
505 South Vulcan Ave.
Encinitas, CA 92024
Re: Engineer's Pad Certification for Grading Permit Number 563 -G.
The grading under permit number 563 -G has been performed in substantial conformance with the approved
grading plan or as shown on the attached `As Graded' plan.
Final grading inspection has demonstrated that lot drainage conforms with the approved grading plan and
that swales drain at a minimum of 1% to the street and/or an appropriate drainage system.
All the Low Impact Development, Source Control and Treatment Control Best Management Practices as
shown on the drawing and required by the Best Management Practice manual Part constructed and
are operational, together with the required maintenance covenant(s). ^QROFS _
Engineer of Record w No. C4098.0
Dated: I'LL% -CSI B)V "9 L' nVWSQ"J 'r ERp.03.31 -�
ST_ Clvl1.-4�
Verification by the Engineering Inspector of this fact is done by the Inspector's i€on and will
take place only after the above is signed and stamped and will not relieve the Engineer of Record of the
ultimate responsibility:
www.sdeinc.com
(760) 753 -5525 • FAx (760) 943 -8236
4407 Manchester Avenue • Suite 105 • Encinitas, California 92024
ENGINEERING SERVICES DEPARTMENT
City of Copital Improvement Projects
.,„.,.,�..,.r-/�--�y�. District Support Services
Dwin l'LLJ Field Operations
Subdivision Engineering
Traffic Engineering
ROUGH GRADING APPROVAL
TO: Subdivision Engineering
Public Service Counter
FROM: Field Operations
Private Contract Inspection
RE: Grading Permit No. 5(93 - G
Name of Project OI/
Name of Developer
Site Locatlon 3(937 V
:(address::: -. ..number ... street -na
.surfrx) : /IOYJ -.
,...lbiddo ..
have-inspected the gradini esubjectsite andhaveuerif led'tertification;o'fthe pad by
the :Engineer of work, i , dated � - and certification of soil .
compaction by the Soil Engineer, is dated =j 11� 7:am hereby
satisfiet:that the..rough- grading has een co pietedsitr:accortlandeSnNIW. -the approved,
plans. and.. specifications, Chapter 23:24 -of 'the .Municipal Code1'and'ranV*other applicable
engineering standards and specific project requirements.,
Based -on my observation and the certiflcations,_vtake no exception to the issuance .of-.a..: civ-1-
building permit for the lot(S) as noted or Phase , if any, but only in so far as grading is
concerned. However, this release is not intended to certify the project with respect to
other engineering concerns, including public road, drainage, water, sewer, park, and trail
improvements, and their availability, any other public Improvements, deferred
monumentation, or final grading.
Prior to final Inspection of the Building Permit(s) and legal occupancy, I need to be further
advised so that I can verify that final grading (i.e., finished precise grading, planting and
Irrigation) has been completed in accordance with the approved plans and specifications.
Ilk
(Signature of Engineering inspector), (Date/
(Signature of Senior Civil Engineer, only if appropiate)
Reference: Building Permit No. —
(Dade!
Special Note: Submit this form, if completed, to counter staff merely by placing a copy of it in both engineering
technicians' in- boxes. please remember to do a final inspection of the grading permit and submit that paperweric,
when completed. Office staff will handle the appropiate reductions in security, if any, and coordination with
Building Inspection. Thank you.
JSG /fieldMocl
TEL 760-633 -2600 I FAX 760-6633 -2627 505 S. Vulcan Avenue, Encinitas, California 920243633 TDD 760 -633 -2700 recycled paper