2002-7436 G i
Cit ONGINEERING SERVICES DEPARTMENT
y
Encinitas Capital Improvement Projects
District Support Services
Field Operations
Sand Replenishment/Stormwater Compliance
Subdivision Engineering
Traffic Engineering
June 19, 2003
Attn: Washington Mutual Bank, F.A.
105 N. El Camino Real
Encinitas, California 92024
RE: Medulla, Shirley and Micheal
3463 Bumann Road
Grading Permit 7436-G
APN 264-102-11
Final release of security
Permit 7436-G authorized earthwork, storm drainage, site retaining wall, and erosion
control, all as necessary to build the described project. The Field Inspector has approved
the project. Therefore,release of the security deposited is merited.
Assignment of Account 179-16916822, in the amount of$48,100.00, has been
cancelled by the Financial Services Manager and is hereby released in its entirety.
The document original is enclosed.
Should you have any questions or concerns,please contact Debra Geishart at (760) 633-
2779 or in writing, attention this Department.
Since ely, `
Masih Maher y Le bach
Senior Civil Engineer inance Manager
Field Operations Financial Services
CC Jay Lembach,Finance Manager
Medulla,Shirley and Michael
Debra Geishart
File
TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 � recycled paper
PASCO ENGINEERING, INC.
535 NORTH HIGHWAY 101, SUITE A
SOLANA BEACH, CA 92075
(858) 259-8212
i FAX (858) 259-4812
June 4, 2003 D PE 900
SUN g 2003
ENGINEERING SERVICES
City of Encinitas CITV OF ENC01NS
Engineering Services Permits
505 So. Vulcan Avenue
Encinitas, CA 92024
RE: ENGINEER'S PAD CERTIFICATION FOR 3463 BUMANN RD. (7436-G)
To Whom It May Concern:
Pursuant to section 23.24.3 10 of the Encinitas Municipal Code, this letter is hereby
submitted as a Pad Certification Letter for Grading plan 7436-G. As the Surveyor for the
subject project, I hereby state the rough grading for this lot has been completed in
substantial conformance with the approved plan and requirements of the City of
Encinitas, Codes and Standards. Certification was preformed on June 4, 2003.
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
Pcl No. per pl an per field measurement
NA 219.5 @ CTR. PAD 218.7 @ CTR. PAD
23.24.310(B)1. Construction of line and grade for all engineered drainage devices
-and/or retaining walls 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.
23.24.310(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
If you have any questions in regards to the above,please do not hesitate to contact this
office.
Very truly yours,
PASCO ENGINEERING, INC.
oe Y has, L.S. 5211
Director of Land Surveying
JY/j s
DRAINAGE CALCULATIONS
MAR 2
3463 BUMAN ROAD --G{a�lC� . 3i� SERVE E
OLIVENHAIN, CA 92024 cirOa;rN} A_ _
PREPARED FOR:
MIKE AND SHIRLEY MEDULLA
PROJECT:
PROPOSED GRADING PLAN
DATE: 3/14/02
PREPARED BY:
PASCO ENGINEERING, INC.
535 N. COAST HWY 101, SUITE A
SOLANA BEACH, CA 92075
WAYNE A. PASCO, RCE 29577
PASCO ENGINEERING$ INC. PE loo
DATE
CALCA)j.*T701V.S Fop. ONS)TE, C,+Tt:H GASW
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pAscoijq �G INC.- 53s NORTH Hwy. 1 oi,sunE A-SOLANA BEACK CALIFORN(A 92075-858.259.8212
Cross Section
Cross Section for Circular Channel
Project Description
Project File c:\haestad\academic\fmw\pe 900.fm2
Worksheet STORM DRAIN FOR GRADING PLAN
Flow Element Circular Channel
Method Manning's Formula
Solve For Channel Depth
Section Data
Mannings Coefficient 0.009
Channel Slope 2.0000%
Depth 11.1 in
Diameter 16.00 in
Discharge 12.95 cfs
16.00 in
11.1 in
1
VD
H 1
NTS
03/12/02 Academic Edition FlowMaster v5.17
09:18:31 AM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1
2 of 9
Worksheet
Worksheet for Circular Channel
Project Description
Project File c:\haestad\academic\fmw\pe 900.fm2
Worksheet STORM DRAIN FOR GRADING PLAN
Flow Element Circular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.009
Channel Slope 2.0000%
Diameter 16.00 in
Discharge 12.95 cfs
Results
Depth 11.1 in
Flow Area 1.03 ft2
Wetted Perimeter 2.62 ft
Top Width 1.23 ft
Critical Depth 1.28 ft
Percent Full 69.30
Critical Slope 0.011926 ft/ft
Velocity 12.54 ft/s
Velocity Head 2.44 ft
Specific Energy 3.37 ft
Froude Number 2.41
Maximum Discharge 16.86 cfs
Full Flow Capacity 15.67 cfs
Full Flow Slope 0.013654 ft/ft
Flow is supercritical.
03/12/02 Academic Edition FlowMaster v5.17
09:17:57 AM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1
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EQUATION
A E _ (jjL?!:f)0.385
Feet Tc
OE
5000 Tc = Time of concentration(hours)
L = Watercourse Distance(miles)
4000 AE = Change in elevation along
effective slope line(See Figure 3-4)(feet)
3000 Tc
Hours Minutes
2000 4 240
3 180
1000
900
800 2 120
TDO 100
600\ g0
500\ 80
400 \ to
\ +a,� 1 60
300 \ore
\ 50
200 \\ 40
\ L
\ Miles Feet 30
100 \
4000 20
\ 18
3000 16
0.5 \\ 14
40 2000 \\ 12
1800 \
1600 \ 10
30 1400 \ 9
1200 8
20 1000 7
r400 89� 6
5
1a a
3
300
S
200 51'
Z E L Tc t _ Vse 5m;O
SOURCE:California Division of Highways(1941)and Kirpich(1940)
F I G U R E
Nomograph for Determination of
Time of Concentration(Tc)for Natural Watersheds 3-3
HazMat/County Hydrogeology ManuaMatershed Nomograph.FH8
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�. Geotechnics
Incorporated
Principals:
Anthony F.Belfast
Michael P.Imbriglio
W.Lee Vanderhurst
rp
i
October 14, 2002 D
OCT 2 1 2WZ Project No. 0799-001-00
Mike and Shirley Medulla Document No. 02-1038
3463 Bumann Road
Olivenhain, California 92024 ENGINEERING ENC NRVIC
Attention: Mrs. Shirley Medulla
SUBJECT: SUPPLEMENTAL GEOTECHNICAL INVESTIGATION
Medulla Residence, 3463 Bumann Road
Olivenhain, California
Mrs. Medulla:
The f g
ollowin report presents the findings,conclusions,and recommendations ofa our Pplem etas that t
geotechnical investigation of the subject site. In general our
overlain with nudndocumented fill and
underlain at depth by Santiago Peak Volcanic rock, which
residual soils. Our findings generally concur with those of the previous investig
o anon (Coast
Geotechnical, 2002). However, several revisions and enhancements t the
contained in that report are presented below.
PURPOSE AND SCOPE OF WORK
ion of Mr. Bruce
This investigation was conducted in general accordance with the verbal aut izat on-site and proposed
Wiegand. The purpose of our supplemental investigation was to evaluate the
opment, and to
import soil conditions as they relate to the proposed devel future foundations and
regarding site preparation and grading,slope stabilization,sed on a design
surface reconnaissance, subsurface
slabs. The recommendations contained herein are b
the
investigation, laboratory testing, engineering analysis, and our previous experience with our
proposed import materials. The design values may include presumptive pa r
professional judgment. Our scope of work was limited to:
9245 Activity
Phone 58)53610 S Diego, 92126
000 F (858 )536-8311
8
I
Project No.0799-001-00
Document No.02-1038
Mike and Shirley Medulla Paget
October 14,2002
Review of available geologic reports related to the general site conditions. A list of the
relevant references is presented in Appendix A.
• A visual reconnaissance and subsurface exploration of the site using a 41 OD khoe gs of
24 inch diameter bucket. Bulk soil samples were collected for laboratory testing.
the explorations are presented in Appendix B.
Laboratory testing of selected samples collected during the subsurface exploration. Testing
• was intended to assist in characterizing and assessing pertinent engineering properties of the
on site soils. Laboratory test results are presented in Appendix C.
•
Slope stability analysis in order to develop alternative recommendations r ass.s ructio oof
the proposed 2:1 fill slope using the on site and proposed import m
stability analysis is summarized in Appendix D.
•
Engineering analysis in order to develop recommendations for site preparation, earthwork
construction, foundations, on-grade slabs, and site drainage.
-- Preparation of this report summarizing our findings, conclusions and recommendations.
SITE DESCRIPTION
subject site consists of a natural tributary drainage canyon north of the existing stinof family
tes is
The � approximate layout
residence at 3463 Bumann Road in Olivenhain�asla eloped from the referenced project grading
" shown on the Site Plan,Figure 1. The Site Plan
plans (Pasco Engineering, 2002).
The natural drainage descends from the existing driveway and residential pad approximately 40 feet
down to the western property line. The drainage continues off site in a south leach and septic ongt the
western property line. The eastern edge of the drainage
There are contains
everal areas of trash and debris scattered
Vegetation on site has previously been removed.
throughout the property.
Geotechnics Incorporated
EXPLANATION
Test pit number and
TP-4 approximate location
8 TP-1
8 TP-4
TP-3
fiP-2
SCALE: 1" = 40'
Reference: medulla.dwg, provided by Pascoe Engineering, Inc- 2002.
Project No. 0799-001-00
-=eotechnics
SITE PLAN Document No. 02-1038
Incorporated FIGURE 1
rev.12-99
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Project No.0799-001-00
Document No.02-1038
Mike and Shirley Medulla Page3
October 14,2002
PROPOSED DEVELOPMENT
It is our
understanding that fill soils will be imported to the site in order to create a pad north of the
existing
iled
residence which may be used in the future for a garage and/or barn sto d aseim toc pThe ar
soils generated from Lots 8 and 9 of the Double Ranch ere descr b propo
the referenced reports
relevant geotechnical characteristics of these soils
(Geotechnics,2001, 2002abc).
The
referenced grading plans indicate that a 2:1 (horizontal:vertical) fill slope with a maximum
of a proximately 40 feet will be used to attain finish grade (Pasco elevation which'vaOries)from
height p
approximately 5 to 6 foot wide bench is proposed the o the slope at an
approximately 10 to 16 feet from the top slope.
GEOLOGIC CONDITIONS
is located within the coastal plain section of the Peninsular Range geomorphic province of
The site Santiago Peak
California. As observed in this investigation, the site is underlain and shallow residual soils. The
metavolcanic rock, which is covered with undocumented thi supplemental investigation are shown on the
approximate locations of the test pits conduct
Site Plan Figure 1. Logs describing the subsurface conditions encountered
e ific units observed
presented in Appendix B. A description of the subsurface conditions and t p
during our field investigation follows.
Santiago Peak Volcanies
o Peak Volcanic rock. The rock is
The site is underlain at depth by Santiag Excavations in the upper
at the surface and becomes less weathered with into g depth.
nerateE silty gravel with a low
three to four feet of weathered rock are anticipated approximate remolded shear strength of
expansion potential and high shear strength. The app
this material is shown in Figure B-2.2 of Appendix B.
Geotechnics Incorporated
Project No.0799-001-00
Document No.02-1038
Mike and Shirley Medulla Page4
October 14,2002
Residual Soil
roximatel 2 feet of residual soil. The
The metavolcanic rock is covered with up to app ywith some rock fra ments to 6
residual soil generally consists of dark brown sandy iumy last g city, and is moist to wet. The
inches in greatest dimension. The soil has a me p support Of
residual soil is generally considered compressible and unsuitable for the it residual soil
additional fill or foundation loads. Our previous
forphe referenced anvestigationindicntes
typically has low shear strength. Testing conduct
that the residual soil is highly expansive (Coast Geotechnical, 2002).
Undocumented Fill
In the lower
Several episodes of undocumented fill placement have occurred as encountered in Test on site
portions of the drainage canyon,up to 8 feet of undocumented fill clay CL The fill
Pit 3. This fill typically varied from brown clayey sand (SC)
to sandy } ( )•
d considerable amounts of vegetation, trash and
was loose, dry to moist, and containe
construction debris.
In the upper portions of the drainage,along the eastern edge of the site,up to approximately
9 feet of undocumented fill was encountered. This undocumented
fill rs to be
associated with the leach field constructed in this ud annular ciobbleoto 12 inches in diameter.
- with some gravel a g
consisted of clayey sand(SC)
A few pockets of green sandy clay (CL) were also observed in Test Pit 4 in this area. The
remolded shear strength of this material is shown in Figure B-2.3 of Appendix B.
Groundwater
No g roundwater or seepage was encountered in the subsurface investiaati drainage could produce
should be noted that changes in rainfall, irrigation conditions a location within the soil or bedrock
seepage or locally perched groundwater cond t any loc
underlying the site. This typically occurs at underlying contacts t the less permeable ble
materials, such as the interfaces that exist between bisurfaceodrainOage e improvements are
slope instability from seepage on these beds,
recommended in the following sections of this report.
Geotechnies Incorporated
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project No.0799-001-00
Document No.02-1038
Mike and Shirley Medulla pages
October 14,2002
EARTHWORK RECOMMENDATIONS
Grading and
earthwork should be conducted in accordance with the Grading Ordinancce the City Of attached
Encinitas,Appendix Chapter 3 3 of the Uniform Building Code,�unical Grading 2002).Gu The following
Appendix C of the referenced report (Coast Geote
as App proposed earthwork construction.spects
recommendations are provided regarding specific arovided in h referenced report.
The following recommendations supercede p
Excavation and Grading Observation
Geotechnics Incorporated should observe site grading
and foundation excavations.
-- Geotechnics Incorporated should provide observation and testing services continuously
during grading. Such observations are considered essential to identify designs to actual field conditions that
gg
differ from those anticipated by the referenced investigation,fished n general accordance with the
conditions,and to determine that the grading is accomplished
mendations presented in this report are contingent
recommendations of this report. Recom
upon Geotechnics Incorporated performing such services.
Removal of Deleterious Materials
General site preparation should begin with the removal of deleterious materials f rootsh area
of proposed earthwork. Deleterious materials dimensionsineexcess of 6 inches. Existing
construction debris, and rocks with greatest
subsurface utilities that will be abandoned should be removed from the site,and the trenches
backfilled and compacted (if not completely excavated by grading).
Excavation of Compressible Soils
The existing undocumented fill and residual soil at the site is considered Excavations comressible
These materials should be excavated in areas that ed eod r pero onnel during grading. In
expose competent formational material as determined Y
general, excavations for compressible soils are anticipated to be on the Bade The excavated
d
g be necessary to some
although deeper excavations up to 10 feet may acted fill.
soil that is free of deleterious material may be replaced as comp
Geotechnics Incorporated
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Project No.0799-001-00
Document No.02-1038
Mike and Shirley Medulla Page6
October 14,2002
Expansive Soils
The proposed
i
e ro osed import material generally consists of moderately to highly expansive soil. Soil
heave may cause differential movement and distre future
for differential movement,highly
and other improvements. In order to reduce the potential
expansive soils should be placed four or more feet below finish grade. A soil with a low ad
expansion potential may then be used to cap the upper may be the proposed building p
designed to bear on the
area. As an alternative, post-tension slab
foundations
osed expansive import. However,exterior flatwork such as sidewalks may experience
P ro p
distress and cracking in this event.
Cut/Fill Transitions
In general,structures should not straddle cut/fill nor deep fill transitions,due n in Figure l2l
g Typical transition conditions ar
for adverse differential settlement.
These conditions include lots with cut/fill transitions,transitions between is shallow and deep summarized
fills,and lots underlain by deep fills. Our recommended ckn the shallow fill portion of the pad be
in Figure 2. In general,we recommend that the ted fill in order to provide a more uniform
- over-excavated, and then replaced as comp Tans may be
condition. Note that the proposed garage pad shown on the project grading p Y
underlain by up to approximately 16 feet of fill. In this event,we would recommend that the
pad area be over-excavated to a depth of at least 8 feet below proposed finish grade.
Fill Compaction
All fill and backfill to be placed in association with site development ids capable of
accom-
plished at slightly over optimum moisture conditions using q p meet that
producing a uniformly compacted product. The minimum relative compaction OOh recommended cs
for fill is 90 percent of the maximum dry density based testing ATof fill so that an opinion can
Incorporated should perform sufficient observation
be rendered as to the compaction achieved.
Geotechnics Incorporated
I
w CASE 1.0
FILL
,. ' / ' / " 3 FEET -'-
RIP 12 INCHES, (MAXIMUM) FORMATION
WATER, COMPACT
CASE 2.0
2% SLOPE ---i - - FILL
OVER-EXCAVATE TRANSITION H >3 FEET FORMATION
TO A DEPTH OF H/2(3 FEET MINIMUM)
CASE 3.0
H >3FEET
2% SLOPE — ► '--- _ __ FILL
OVER-EXCAVATE TRANSITION
TO A DEPTH OF H/2(3 FEET MINIMUM) FORMATION
Project
No. 079-9 -00
038
G e o t e c h n i c s TRANSITION DETAILS Document N
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Incorporated FIGURE2
\Drafting\CorelDraw\Overex Rev. 1100
Project No.0799-001-00
Document No.02-1038
Mike and Shirley Medulla Pagel
October 14,2002
Slope Stability
In order to model the strength characteristics of the proposed import soils from ted Double our
LL Ranch project, samples were collected laboratory tests were presented nted in the referenced in
--- laboratory. The results of the previous
geotechnical report(Geotechnics,2002a). Su pp lemental laboratory testing
was conducted on
supplemental test results are
a sample of the proposed stockpile for the subAdCaitionalThe
remolded shear tests were also
presented in Figure B-2.1 of Appendix B
conducted on samples of the on site soils. These included potential select fill generated from
ented fills
excavations in the weathered Santiago Peak rock,and the existing sandy undocum
(Figures B-2.2 and B-2.3, respectively).
ware. The
The gross stability of the proposed fill slope was analyzed using PCSBI dica e that a fill
results of our analysis are presented in Appendix D. The grading plans
slope with a maximum height of 40 feet is proposed for the site (Pasco Engineering,oposed
P
Our analysis indicates that 2:1 (horizontal:vertical) fill slope composed
failure
import clay soils would possess an adequate factor of safety againstdeep seated
entirely
(F.S.>1.5) only for heights up to about 16 feet. For a 40 foot high slope
- of the proposed import soil, the maximum slope inclination should be no more than 3:1 in
order to possess an adequate safety factor of 1.5.
In order to construct the proposed 2:1 fill slope per plan,selective grading 1 fill s will be necessary.
Our analysis indicates that if the lower portion of the prop osed 2
project grading plans is constructed using a select fill material tshe ene allyil considered
safety factor greater than 1.5 against doenP of seated
face which are generally
located more than 16
tolerable. We recommend that any port
feet below proposed finish grade be constructed with a select fill material.
lb/ft'select cohesion.
mterial should have a minimum friction angle of 30 degrees,n thehmetavolcanic rock and/or
Our testing indicates that fill generated from excavations
from the granular on site soils should meet the minimum strength low the proposed bench be
in construction,we suggest that the portion ofthe uld be at least as wide as the robench at the top
constructed of select fill. The select fill area
- of the buttress, and may be constructed on a 1:1 gradient into the slope so that it widens 30
feet horizontally for every 10 vertical feet below the bench.
Geotechnics Incorporated
Project No.0799-001-00
Document No.02-1038
Mike and Shirley Medulla Page8
October 14,2002
W
All slopes are susceptible to surficial slope failure and erosion given substantial drainage.
A p y providing,proper the slope face. surficial slope stability may b enhanced flow over the gslope tops. Diversion
The site should be graded so that water is no
structures should be provided where necessary. Surface runoff should be confined to
further reduce
lined swales to reduce the potential for erosion and shallow
ded that slopes be planted with
the potential for surficial slope failures, it is rec
vegetation that will increase their stability. Ice plant is generally not recommended.
All plants
g plants, along with grou
recommend that vegetation include woody p
should be adapted for growth in semi-arid climates with little or no irrigation.rslope stA landscape
e suitable
architect should be consulted to develop a planting palat
very slow,down-
The proposed slope will be susceptible to slope creep. Slope creep is the
rev and depth of the
slope movement of the near surface soil along the slope face. The g
movement is influenced by soil type and the moisture conditions,with clayey soils exhibiting
greatest potential for creep. Slope creep is common in slopes and is not aconsidered a
the g p
hazard. However,it may adversely affect structures built not be located within 10 feet of the
concrete flatwork. We recommend that improvements geotechnical consultant. Typical
g
top of the slope without a specific evaluation by a g alon
- miti ation measures may include the construction of a deepened footing
the ogre e oounede
edge of the improvements in order to obtain an appropriate setback
During grading,a 15 foot wide keyway should be excavated at the bas of
be f slope
ated into
the observation of the geotechnical consultant. �T The
entire ward the temporary back-cut at an
competent formational material and tilted down
inclination of 2 percent or more. Where fill is to be placed on surfaces inclined
level surface
ed 5:1 (horizontal to vertical),benches should be exthrou through loose, unsuitable materials to
for fill placement. The benches should extend g
expose competent material as evaluated by the geotechnical consultant.l in hebprtical wall
P
should generally be adequate to expose 3 tohould be scow fled t a depth of approximately 8
of the bench. The exposed bench bottoms s
inches,brought to slightly above optimum moisture content,and compacted prior
re-used placing
fill. Excavated material that is free of deleterious or oversize materials y
compacted fills upon evaluation by the geotechnical consultant.
Geotechnics Incorporated
Project No.0799-001-00
Document No.02-1038
Mike and Shirley Medulla Page9
October 14,2002
Subsurface Drainage
osed fill slopes, recommend
In order to improve the stability of the prop etails a are m d n Figure 3
subdrain be constructed at the site. Typical canyon subdra
- The canyon subdrain should be situated in the approximate center of the drainage swale at
be
the bottom of the remedial excavations. The location and extent of thsubdrain should
The
based on the conditions observed by the geotechnical consultant during g the drainage
v subdrain should outlet through at least 10 feet of solid PVC pipe° outl t natural
reduce the
course. A permanent headwall should be constructed around
potential for burying, damaging or clogging the subdrain pipe.
FOUNDATIONS AND SLABS
The design of the foundations and slabs for the proposed structures on site h uld be e r c de lions.
structural engineer, inco nica rporating geotechl parameters which reflect the
ould be considered preliminary,
ject to
The following foundation recommendations shhallow foundations are
revision based on the conditions observed during grading. Conventional
considered suitable for support of structures founded on at least four feet of non-expansive fill. Post-
tension nsion slab foundations should be used for structures founded on highly expansive import fill soils.
Conventional Foundations
that remedial grading has been conducted so that
The following recommendations assume of compacted fill with
the proposed structure will be underlain by a relatively ions are appropriate for
depth
- a low expansion potential. Conventional shallow foundations
such conditions. Preliminary design may be based on the following parameters.
Allowable Soil Bearing: 2,500 lbs/ft2 ('/3 increase for short-term loads)
Minimum Footing Width: 12 inches
Minimum Footing Depth: 18 inches below lowest adjacent soil grade
Minimum Reinforcement: 2 No.4 bars at top and bottom in continuous footings.
Geotechnics Incorporated
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CANYON SUBDRAIN DETAILS
compacted Fill
REMOVE UNSUITABLE
MATERIAL
COMPETENT FORMATIONAL
TYPICAL BENCHING MATERIAL
`1'�INCLINE TOWARD DRAIN
DRAIN DETAIL
MINIMUM 9 CUBIC FEET
PER LINEAR FOOT OF
APPROVED DRAIN
MATERIAL
APPROVED FILTER
FABRIC 12-INCH
MINIMUM OVERLAP
OPTIONAL V-DITCH
pVC PERFORATED PIPE
DETAIL 24" MINIMUM
APPROVED FILTER
FABRIC 12-INCH
MINIMUM OVERLAP MINIMUM OF 9 CUBIC FEET PER
LINEAR FOOT OF APPROVED
24" DRAIN MATERIAL
MINIMUM pvC PERFORATED PIPE
V SHOULD BE BETWEEN
60 TO 90 DEGREES
NOTES
1) The need for perforated pipe and pipe diameter to be determined by geotechnical consultant based
on field conditions, olid pipe to a free gravity outfall. Perforated pipe and outlet
2) Perforated pipe should outlet through a s
pipe should have a fall of at least 1%. Amoco 4599, or similar approved fabric.
3) Filter fabric should consist of Mirafi 140N, Supac 5NP,
Filter fabric should be overlapped at least 12
4) Drain material should consist of minus 11/2-inch, minus 1-inch, or minus %-inch crushed rock.
5) Drain installation should be observed by the geotechnical consultant prior to backfilling.
Project No. 0799-001-00
AMkk---- Geotechnics SUBDRAIN DETAIL Document No. 02-1038
ANIMI-Eb-g- Incorporated FIGURE 3
\Drafting\core1Draw\Canyon Rev.6100
---- ------
Project No.0799-001-00
Document No.02-1038
Mike and Shirley Medulla Page10
October 14,2002
Post-Tension Slab Foundations
to the
Post-Tensioned slabs may be used to reduce the potential for distress to a for structures
presence of expansive soils. The following parameters may be appropriate
founded directly on the highly expansive import proposed from the Double
TlL Ranch aproe ect
(assuming that remedial excavation for transitions hasb e
were developed for the Double LL Ranch project using laboratory testing and analysis in
general accordance with the Post-Tensioning Institute design method.
Edge Moisture Variation, em: Center Lift: 5.8 feet
Edge Lift: 2.7 feet
Differential Swell, y,,,: Center Lift: 4.3 inches
Edge Lift: 1.0 inches
Differential Settlement: 3/4 inch
Allowable Bearing: 1,500 psf at slab subgrade
Settlement
Total and differential settlement of the proposed structure is not expected to exceed one inch,
and three quarters of an inch, respectively.
Lateral Resistance
Lateral loads against structures may be resisted by friction between the bottoms oo of vertical
- and slabs and the supporting soil, as well as passive pressure from portion
foundation members embedded into compacted fill or formational material. A coefficient nt oa
friction of 0.20, and a passive pressure of 200 psf per foot of depth is recommended.
non-expansive import,these values may be higher.
Geotechnics Incorporated
Project No.0799-001-00
Document No.02-1038
Mike and Shirley Medulla Pagel l
October 14,2002
Seismic Design
Once the site has been
The subject site is situated in 1997 UBC Seismic Zone 4(Z=0.40). to 10 o h feet n
graded,portions of the proposed building pad area may be underlain b y up
the site may app roach
- compacted fill. In our opinion, the worse case design conditions at
the
that of a 1997 UBC seismic Soil Profile Sc. The nearest known actite ve ThetRose1Canyon
Rose Canyon Fault zone,which is located more 10 kin from
criteria.Consequently,the near
Fault is a Type B Seismic Source,based on th
are both equal to 1.0. The seismic
and NJ source acceleration and velocity factors (Na
coefficients Ca and Cv equal 0.40 and 0.56,respectively. Design of structures standard should
c o ply
with the requirements of the governing jurisdictions,building codes an p of
- the Association of Structural Engineers of California.
On-Grade Slabs
urn
the project ect structural engineer should design the proposed building slabs using the minim above.
�
geotechnical parameters presented for the two foundation alternatives give
However, building slabs should be at least 5 inches in thickness. if a . 3 bars tion
1 al
foundation design is used,building slabs should be reinforced with at least
inch centers, each way.
Moisture Protection for Slabs
s the moisture
ise in the
The construction of concrete slabs ultimately cause content° nation rof normal
underlying soil. This results from continued capillary rise and the
_. evapotranspiration. Because normal concrete is permeable,
the moisture will eventually
penetrate the slab. Excessive moisture may cause mildewed carpets,lifting
discoloration
the slab can
of floor tile, or similar problems. The amount of moisture transmitted through
be controlled by the use of various moisture barriers.
The most commonly used moisture barriers in southern California typically consist of about
two to four inches of clean sand or pea gravel covered by 'visqueen' plastic sheeting. In
-- addition,two inches of sand are placed over the plastic to decrease ri onncr to prob curing le s.
It has been our experience that such systems will transmit I approximately
Geotechnics Incorporated
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Project No.0799-001-00
Document No.02-1038
Mike and Shirley Medulla Page12
October 14,2002
pounds of moisture per 1000 square feet per day. The project architect should review these
p applications,such
estimated transmission rates,since these values may be excessive i°s Incorporated should be
as vinyl or wood floors. If more protection is needed, Geote
contacted for specific moisture barrier alternatives.
Exterior Slabs movement and
Exterior slabs constructed directly on expansive soils will experience aned more s possible.
cracking. One inch of differential movement is not considered unusual,
If such movement is deemed unacceptable,then differential movement�nd with nonegpansibe
decreased by replacing at least the surficial 2 feet of expansive subgra d
soil. Reinforcement and control joints will also reduce the cracking and movement potential.
Exterior slabs should be at least 4 inches thick, and should be reinforced slab. t at least 6x61
W2.9/W2.9 welded wire mesh supported firmly at mid height of the
joints should be placed on a maximum spacing of 10 foot centers,each way,for slabs,and on
a maximum of 5 foot centers for sidewalks.
- Reactive Soils
Select samples of the soils used for the Double LL Ranch project t tests indicated that water
soluble sulfate content in general accordance with AS U D516.c eria.eAccording to Table 19-
soils presented a very severe sulfate exposure based�n contact with the pore fluid generated
A-4 of the 1997 UBC,all concrete which
from the site soils (including foundations and slabs) should be designed ° reduce n he
potential for long term sulfate degradation. The sulfa
foundation ° materials p
founation and slab zone should be tested after site grading scontent completed.
Geotechnics Incorporated
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Project No.0799-001-00
Document No.02-1038
Mike and Shirley Medulla Page13
October 14,2002
LIMITATIONS
This investigation was performed using the degree of care and skill ordinarily exercised
localities
similar circumstances,by reputable geotechnical consultants practicing in this or
No warranty,express or implied,is made as to the conclusions and professional opinions included in
N Y
this report.
The samples taken and used for testing,and the observations made are believed een borings.elf this
p si nlficantly be
project site. However, soil and geologic conditions can vary g
occurs the changed conditions must be evaluated by the geotechnical consultant and additional
recommendations made, if warranted.
This report is issued with the understanding that it is the responsibility °a herein are brought to P
-- representative,to ensure that the information d recommendations he project and incorporated into the project
the attention of the necessary design consultants
Tans and that the necessary steps are taken to see that the contractors carry out these recommenda-
tions
plans,
in the field. QPaF
Q�o�ON� F
GEOTECHNICS INCORPORATED A!O�q� c C040333 9�'' m
�Z C57248 clvl�-
Exp- * �TFof CA►�F°�
Matthew A. Fagan, P.E. 57248 OF CA\,NFC
Project Engineer
_ ED GE��o
W.LEE
VAN ERHURST �N
Q: No.1125
CERTIFIED
ENGINEERING
GEOLOGIST
r Q Anthony F.Belfast,P.E.40333
W. Lee Variderhurst, C.Q.G. 1125
Principal Geologist
'9�of CA`,�pQ` Principal Engineer
Distribution: (4) Addressee,
Mrs. Shirley Medulla
(2) Wiegand Neglia, Mr. Bruce D. Wiegand (FAX: 858-759-0558)
Geotechnics Incorporated
APPENDIX A
REFERENCES
Annual Book of ASTM Standards, Section 4,
American Society for Testing and Materials (2000). Volume 04.09 Soil and Rock (II);
Construction, Volume 04.08 Soil and Rock (I),
Geosynthetics, ASTM, West Conshohocken, PA, 1624 p., 1228 p•
Coast Geotechnical(2002). Preliminary Geotechnical Investigation, roposed it Grading, 3463
Bumann Road, Olivenhain, California, W.O. P-351012,
Geotechnics Incorporated (2001). Geotechnical Investigation, Do ibl32LDe nch Development,
Olivenhain, CA, Project No. 0007-010-00, Document No
Geotechnics Incorporated(2002a). Grading Plan Review and Supplemental-010 Ol1pe A ument No Double
LL Ranch, Lots 8 & 9, Olivenhain, California,Project No.
0142, dated February 12. LL
Geotechnics Incorporated (2002b). Geotechnical Recommendations 0007-010-01 Document No
N . Double 2-
Ranch, Lots 8 & 9, Olivenhain, California, Project
0395, dated April 18.
Geotechnics Incorporated(2002c). Report of Compaction Test s Doc�ment No. 02-0695, July 4.
Of Lots 8 and 9, Olivenhain, CA,Project No. 0007-010-01,
Pasco Engineering (2002). Grading/Erosion Control Plan for G d t d August 26 Medulla, 3463
Bumann Road, A.P.N. 264-102-11, Drawing No. 7436
Geotechnics Incorporated
APPENDIX B
SUBSURFACE INVESTIGAITON
Field exploration consisted of a visual reconnaissance of the site and the
o exc vation with a using
exploratory test pits on October 3,2002. The test excavated
t sting. The maximum depth
24 inch wide bucket. Bulk soil samples were Coll ected for laboratory
of exploration was 10 feet. The approximate locations of the borings are fshow ri n the Site Plan,
Figure 1. Logs describing the subsurface conditions are presented in the
The borings were located by visually estimating and pacing distances from landmarks
the method of
g
Site Plan. The locations should not be considered Wes designating thelinte face between different
measurement used and the scale of the map. The li
soils on th g
e to s may be abrupt or gradational. Further, soil conditions at locations between shoud be
� borings may be substantially different from those at the specific locations conditions reported in our logs.
recognized that the passage of time could result in changes in the so
Geotechnics Incorporated
LOG OF EXPLORATORY TEST PIT NO. I Date: 10110/02
Logged by: MAF Elevation: F.S.G.
Method of Excav ation: 410D Backhoe with 24 Inch Bucket
TESTS
t
DESCRIPTION
n Y
m Rp��daal Soil: Dark brown Metavolcan c rock,highly fractured
��ntiaao Peak Vo canics
1
2
3
4
5 Becomes less fractured with depth.
6
Total Depth = 6 Feet
7 No Water, No Caving
Backfilled 10110/02
8
9
LOG OF EXPLORATORY TEST PIT NO. 2 Date: 10/10/02
Logged by: MAF Elevation: F.S.G.
Method of Excavation: 410D Backhoe with 24 Inch Bucket
CL TESTS
LL M DESCRIPTION
t
a Y
4 0 m RP��d�al Soil: Dark brown sandy clay (CL)with gravel, dry to moist,
1 low plasticity, soft to firm.
Maximum
.,«��..•• Doak Volcanics: Metavolcanic rock, completely weathered. Density
2 _ Generates silty sand, fine to coarse grained, nonplastic. Remolded
Shear
3
4
- 5
6
7 Total Depth =6 Feet
No Water, No Caving
Backfilled 10/10/02
8
9
-- FIGURE B-1
PROJECT NO. 0799-001-00
LOG OF EXPLORATORY TEST PIT NO. 3 Date: 10110/02
Logged by MAF Elevation: F.S.G.
Equipment Used: 41 OD Backhoe with 24 Inch Bucket
W
LAB TESTS
LL E DESCRIPTION
1- N
a Y
W J
fn
Undocumented Fill. Brown sandy clay(CL)with gravel, low plasticity, dry to
moist, soft to firm.
Contains considerable trash, vegetation and construction debris.
2
3
4
5
6
7
8 Santiaao Peak Voicanim Metavolcanic rock, weathered.
9
m 10
Total Depth = 10 Feet
11 No Water, No Caving
Backfilled 10/10/02
12
13
14
15
16
17
18
19
20
GEOTECHNICS INCORPORATED
FIGURE B-2
PROJECT NO. 0799-001-00
I
_
LOG OF EXPLORATORY TEST PIT NO. 4 Date: jo/io/02
Logged by MAF 1.1 OD Backhoe with 24,Inch Bucket Eievation: F.S.G.
Equipment Used:
LAB TESTS
DESCRIPTION
Cn
0.
LU
Uaftcumented Fil mixture of brown clayey sand(,SC)V' and clayey gravel (GC),
low plasticity,fine to medium grained, moist, loose to medium dense.
Contains some vegetation and trash.
Maximum
3 Density
Direct
4 Shear
7 Contains a few pockets of green sandy clay (CL), low plasticity, moist, soft.
Total Depth = 10 Feet
I I No Water, No Caving
Backfilled 10/10/02
GEOTECHNICS INCORPORATED FIGURE B-J3
PROJECT NO. 0799-001-00
APPENDIX C
LABORATORY TESTING
Select p
ed sam les were tested using generally accepted standards. Laboratory testing was conducted
the
in a manner consistent with the level of care and skill ordinarily n exercised by member
locality. No warranty,
profession currently practicing under similar conditions a
express or implied, is made as to the correctness or serviceability of method has been referenced,
lts or th
conclusions derived from these tests. Where a specific laboratory test met
test
such as ASTM, Caltrans, or AASHTO, the reference applies only m to st t e dlaborato ed has
method and not to associated referenced test methods or practices,and the test
been used only as a guidance document for the general performance of the test and not as a"Test
Standard." A brief description of the tests performed follows:
stem as
Classification: Soils were classified visually according to the Unified Soil Classification
the procedures
established by the American Society of Civil Engineers in general
outlined in ASTM test method D2488. of selected
Maximum Densi /O timum Moisture: The maximum density and optimum moisture re summar zed
soil samples were determined by using test method ASTM D1557. The test results
in Figure C-1.
Direct Shear: The shear strengths of selected samples of the proposed import land on it procedures
assessed through direct shear testing performed in general accordance with
outlined in ASTM test method D3080. The test results are shown in Figures C-2.1 through C-2.3.
The shear strength testing was used for the slope stability analysis.
Geotechnics Incorporated
MAXIMUM DENSITY/OPTIMUM MOISTURE CONTENT
(ASTM D1557)
Maximum Optimum
Sample Description Density Moisture
[PCF] N
-
1 IMPORT FILL: Brown sandy clay (CL to CH). 118'/2 14
2 SEL_ ECT FILL: Brown silty sand (SM)from Jsp.
122 121/2
3 SELECT FILL: Olive brown clayey sand(SC)from fill. 122'/2
13
Project No. 0799-001-00
Document 02-103
G e o t e c h n i e s LABORATORY TEST RESULTS FIGURE C-1
ANNON—Ilb` Incorporated
=
-- -
None mom
u. 1400 -- - _ �■■�■�1-�■j — fi
N ■■■■■ T -
a 1200 ---, �■��__ �r-------, ----
U) 1000 r ---- ---
W 800 -- ®----
600 - - - ® — i■■ ■■ ■�■■' tai■ ■■■ ■■t-a -0 4 ■■i■�
N 400 --- t—— +-- I, --- __
T i
< 200 -----
LU
x 0 i�/�- j - --- 5.0 6.0 7.0 8.0 9.0 10.0
N 0.0 1.0 2.0 3.0 4.0
STRAIN [%] ------- -- --
5000 - - - ----- ---
4500 - --' ♦ ULTIMATE SHEAR: _ - -
-- ® PEAK SHEAR: -
4000 -- ----
ULTIMATE SHEAR -- -- - ` - --------------
PEAK SHEAR
3500 , ------ ---- - - -
r.
LL -- -- - -
3000 - - -
x 2500 --- ---- -
- -
_ F-
v�
w 2000 - - -
x
cn -- ---
1500 -
1000 _ -------------_ -- --- __-._--
500
p - - ----- — 5000
_ p
1000 2000 3000 4000
NORMAL STRESS [PSF]
-
- --- - ULTIMATE
PEAK
SAMPLE 1: 160 120
IMPORT F Brown sand clay (CL to CH). � 200 PSF
C, 200 PSF
(Remolded to^90% at optimum). IN-SITU AS-TESTED
107.3 PC 107.3 PCF
Yd o 27.0
STRAIN RATE: 0.0003 IN/MIN w 13.3 /o
(Sample was consolidated and drained) 0
Project No. 0799-001-00
G e o t e c h n i c s Document No. 02-1038
Incorporated DIRECT SHEAR TEST RESULTS FIGURE C-2.1
---------------
..
i 4000 ME ME 0 0 0 0 min MEN 0 0 ON Eli MEN■�MIN M_* '
ONO
WE
3000 _ ■ - -
2000 `.----- �t�l®1�� ®®-- -- l� ���■®1 �>�®�®
ON
x 1000 . -- ---------J'
w ■■ - - ---- -8 0 9
------- _ '----- --- --- ----7A .0 10.0
W 0 ■1■ ----- --- - 6.0
N 0.0 1.0 2.0 3.0 4.0 5.0
STRAIN [%] -----
5000 - -- - -- --
4500 ♦ ULTIMATE SHEAR: -- -- -- --
13 PEAK SHEAR:
4000 --- - - ULTIMATE SHEAR --
PEAK SHEAR
3500 --- -------- --- ,
U.
Cn
--------
i
3000 _ - -- ----
Cn
co
- - - /
i
W 2500 ----- -
- - -- -
co
w 2000 ----
cn -
1500 -------------
i
1000 ------ -- -
500 -
0 _- - - --- -- - 5000
0
1000 2000 3000 4000
NORMAL STRESS [PSF]
PEAK ULTIMATE
36 ° 350
SAMPLE 2: T2 @ 2' - 5'
�
FILL: Brown sil�s�and C, 650 PSF 250 PSF
(Scalped, remolded to-9optimum). IN-SITU AS-TESTED
=Yd 111.3 PCF
19.0 %
STRAIN RATE: 0.0100 INlMIN
(Sample was consolidated and drained)
Project No. 0799-001-00
G e o t e c h n i c s DIRECT SHEAR TEST RESULTS Document No. 02-1038
= Incorporated
FIGURE C-2.2
- -■� — —
_ N 2500 - - --- - �■ �■■■�■-
N ■ - i■ -- ®�®■
_ w 1500 -- ■ i • ®®®- ®® ��®®®�®®�®�■■®■®®�®®� _
N 1000 ',-- --- Nt®��----- -■■■■ ■■■■�■■■■'.■■■■ ■■■■i■■■■�■■■ _
W 500 -
= 0 �■■�-- -- - - 6.0 7.0 8.0 9.0 10.0
N 0.0 1.0 2.0 3.0 4.0 5.0
w STRAIN [%] _
5000 -_-
4500 ♦ ULTIMATE SHEAR:
® PEAK SHEAR: ------
4000 ULTIMATE SHEAR
PEAK SHEAR -
3500 ------- -- - -------- -
CL, 3000 - --
w 2500 - -
in -- -
w 2000 - - - - - -
1500 ----- -------- -
1000 -----
500 --- --
0 3000 4000 5000
0 1000 2000
NORMAL STRESS [PSF]
-
PEAK ULTIMATE
SAMPLE 3: T4 @3' - 5' — 220
sand (SC). � 30
eaELEQIMX=��n clayey C. 50 PSF 350 PSF
o -90%at optimum). IN-SITU AS-TESTED
Yd 110.1 PCF 110.1 PCF
STRAIN RATE: 0.0025 IN/MIN w 12.8 % 20.0 %
(Sample was consolidated and drained)
Project No. 0799-001-00
e O t e c h n i c s Document No. 02-1038
Incorporated DIRECT SHEAR TEST RESULTS FIGURE C-2.3
APPENDIX D
SLOPE STABILITY ANALYSIS
The gross stability of the proposed fill slope was analyzed using PCSTABL6 software.ere conduct d
-- results are presented in the remaining figures of this appendix. General analyses
using Bishop's circular surface search routines. Spencer's method of slices was d n order to determine the
stability of the critical failure surfaces. Buttresses were designed where necessary
the required 1.5 safety factor.
Geotechnics Incorporated
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I
COAST GEOTECHNICAL
CONSULTING ENG11N1,,1,-1RS AND GEOL,OG1S`1-1--'
February 221 2002
MAR 2
EEIR;N,' SERVICE',,'
Shirley Medulla
3463 Bumann Road
Encinitas, CA 92024
Subject: PRELIMINARY GrEadin CHN ICAL INVESTIGATION
proposed Site g
3463 Bumann Road
Ofivenhain, California
Dear Ms. Medulla: dance with our ProposaVAgreement dated
In response to your request and in accordance eotechnical investigation on the
January 11, 2002, we have performed a preliminary g
subject site for the proposed development. o test results and recommendations for
The findings of the investigation, laboratory
foundation design are presented in this report.
our opinion in e s From a geotechnical. point of view, it is 0 mendations this report are implemented
proposed development, provided the recom
during the design and construction phases. contact us at (858) 755-8622. This
If you have any questions, please do not hesitate to c
opportunity to be of service is appreciated.
Respect fully submitt
COAST GEOTEC
a lam -782
EXP.12-21-05
Exp.
NG!W —
E P`'/ /-finghanet,
�haya
g
Mark Burwell, C.E. (P ngine
chnical En in
Geote
0-C�,
gi
Engineering Geolo
779 ACADEMY DRIVE - SOLANA BEACH, CALIFORNIA 92075
(858) 755-8622 - FAX (858) 755-9126
pRELIMINARY GEOTECHNICAL INVESTIGATION
Proposed Site Grading
3463 Bumann Road
Olivenhain, California
—
Prepared For:
Shirley Medulla
3463 Bumann Road
Encinitas, CA 92024
February 22, 2002
W.O. P-351012
Prepared By:
COAST GEOTECHNICAL
779 Academy Drive
Solana Beach, California 92075
TABLE OF CONTENTS
VICINITY MAP 5
INTRODUCTION 5
SITE CONDITIONS 6
PROPOSED DEVELOPMENT 6
SITE INVESTIGATION 6
LABORATORY TESTING 8
GEOTECHNICAL CONDITIONS 11
CONCLUSIONS 12
RECOMMENDATIONS
12
A. REMOVALS/GRADING/RECOMPACTION 13
B. EXCAVATION CHARACTERISTICS 13
C. FOUNDATIONS 15
D. SLABS ON GRADE (INTERIOR AND EXTERIOR) 15
E. SETTLEMENT CHARACTERISTICS 15
F. SEISMIC CONSIDERATIONS 16
G. UTILITY TRENCH 16
H. SEISMIC PARAMETERS 17
I. DRAINAGE 17
J. GEOTECHNICAL OBSERVATIONS 17
K. PLAN REVIEW
18
LIMITATIONS 20
REFERENCES
APPENDICES
LABORATORY TEST RESULTS
APPENDIX A EXPLORATORY TRENCH LOGS
PLATE A
PLATE B
CROSS SECTION A-A'
GRADING PLAN
REGIONAL FAULT MAP
APPENDIX B SEISMIC DESIGN PARAMETERS
DESIGN RESPONSE SPECTRUM
GRADING GUIDELINES
APPENDIX C
|
`
~~
SUBJECT PROPERTY
Cr
ft
,C�pyagjj.t C)2000
__
February 22, 2002
Coast Geotechnical W.O. P-351012
Page 5
INTRODUCTION
This report presents the results of our geotechnical engineering investigation on the
subject property. The purpose of this study is to evaluate the nature and characteristics
of the surficial deposits underlying the property and their influence on the proposed
development.
SITE CONDITIONS
The subject property is located east of Lone Jack Road, along the terminus of Bumann
Road, in the Olivenhain district, city of Encinitas. The site includes a single family
residence and garage situated on a level, cut/fill building pad. The northern extent of the
building pad is bounded by a 12 foot high, 2:1 (horizontal/vertical) descending fill slope.
The northern portion of the property includes a broad, gentle westerly trending drainage
Swale. The Swale is bounded along the east by the residential driveway. The Swale
descends from the driveway at an overall grade of about 17 percent for approximately 41
vertical feet to the property line. From the property line, the Swale continues to descend
to a south trending drainage ravine which is a tributary to the Escondido Creek. An
existing gazebo is located along the northwestern portion of the Swale.
Trees are located along the northern property line and along the driveway. However,
most of the Swale area is void of vegetation. Drainage is directed by the Swale to the
west.
February 22, 2002
Coast Geotechnical W.O. P-351012
Page 6
PROPOSED DEVELOPMENT
Grading plans for the development of the site were prepared by Pasco Engineering. The
project includes the placement of up to 20 vertical feet of compacted fill in the swale, in
order to provide a relatively level northern yard area. A small level garage pad is planned
along the southeastern extent of the project adjacent to the driveway. A variable height,
up to 20 feet, 2:1 (horizontal to vertical) fill slope is planned along the western property
line.
SITE INVESTIGATION
Three backhoe exploratory trenches were excavated on the site to a maximum depth of
9.5 feet. Earth materials encountered were visually classified and logged by our field
engineering geologist. Sampling of earth materials was significantly impeded by near
surface bedrock. Undisturbed and bulk samples of earth materials were obtained at
selected intervals. Samples were obtained by driving a thin walled steel sampler into the
desired strata, where possible. The samples are retained in brass rings of 2.5 inches
outside diameter and 1.0 inches in height. The central portion of the sample is retained
in close fitting, waterproof containers and transported to our laboratory for testing and
analysis.
LABORATORY TESTING
_ Classification
The field classification was verified through laboratory examination, in accordance with
February 22, 2002
Coast Geotechnical W.O. P-351012
Page 7
-' the Unified Soil Classification System. The final classification is shown on the enclosed
Exploratory Logs.
Moisture/Density-
The field moisture content and dry unit weight were determined for each of the
undisturbed soil samples. This information is useful in providing a gross picture of the
soil consistency or variation among exploratory excavations. The dry unit weight was
determined in pounds per cubic foot. The field moisture content was determined as a
percentage of the dry unit weight. Both are shown on the enclosed Laboratory Tests
Results and Exploratory Logs.
M D Densi O timum Moisture Content
optimum The maximum dry density and moisture content were determined for selected
samples of earth materials taken from the site. The laboratory standard tests were in
accordance with ASTM D-1557-91. The results of the tests are presented in the enclosed
Laboratory Test Results.
Expansion Index Test
Expansion Tests were performed on selected samples. Test procedures were conducted
in accordance with the Uniform Building Code, Standard No. 29-2. The classification of
expansive soil, based on the expansion index, are as indicated in Table 29-C of the
Uniform Building Code.
February 22, 2002
Coast Geotechnical W.O. P-351012
Page 8
GEOTECHNICAL CONDITIONS
The subject property is underlain at relatively shallow depths by metamorphosed volcanic
rock which has commonly been referred to as Santiago Peak Volcanics on published
geologic maps. The bedrock is overlain, in part, by soil and variable types of fill
materials. A brief description of the earth materials encountered on the site is discussed
below.
Artificial Fill L
In the central portion of the swale (Trench No. 2) approximately 3.5 feet of fill was
encountered. A wedge-shaped fill mass which thickens to approximately 5.0 feet was
encountered in the eastern portion of the swale (Trench No. 3)• Except for a mound of
fill which supports a small catch basin for drainage control, no significant amount of fill
was encountered in Trench No. 1. Other areas of fill include the northeastern portion
of the swale which exposes approximately 2.0 feet of pale green clayey sand. The fill
deposits encountered in the swale vary from sandy deposits to expansive clayey material,
characteristic of the Del Mar formation. These deposits appear to have been spread in
the swale over a period of time.
Fill is also present along the northern slope of the residential pad which descends to the
swale. This fill was placed during the original development of the building pad.
February 22, 2002
Coast Geotechnical W.O. P-351012
Page 9
-' Soil s
Approximately 1.5 feet of soil was encountered in Trench Nos. 2 and 3. In the vicinity
.0 inches or less. The soil is composed of dark brown
of Trench No. 1, the soil thins to 4
sandy clay with angular rock fragments to 6.0 inches. The soil, where encountered, is
wet, highly organic and contains roots.
Santia o Peak Volcanics (T -
The site is underlain by metamorphosed volcanic rock. The bedrock is characterized by
an undulating surface which may be weathered up to several feet, as in Trench No. 2, or
hard near the surface, as in Trench No. 1. The bedrock is generally fractured in the
upper few feet but becomes increasingly dense and less fractured with depth.
Expansive Soils
Laboratory testing of selective samples suggest that the clayey fill and soil deposits have
a potential expansion in the high range. Sandy fill deposits encountered on the site are
non-expansive.
Ground Water
ng the fractured bedrock at a depth of 5.0 to 8.0 feet in
Seepage was encountered alo
Trench No. 2 and 8.0 feet in Trench No. 3• It should be noted that the site is
characterized by fractured bedrock and seepage problems may occur after development,
February 22, 2002
Coast Geotechnical W.O. P-351012
Page 10
as a result of drainage alterations and/or over-irrigation. In the event that seepage or
saturated ground does occur, it has been our experience that they are most effectively
handled on an individual basis.
Tectonic Setting
r The site is located within the seismically active southern California region which is
generally characterized by northwest trending Quaternary-age fault zones. Several of
these fault zones and fault segments are classified as active by the California Division of
Mines and Geology (Alquist-Priolo Earthquake Fault Zoning Act).
Based on a review of published geologic maps, no known faults transverse the site. The
nearest active fault is the offshore Rose Canyon Fault Zone located approximately 7.2
miles west of the site. It should be noted that the Rose Canyon Fault is not a continuous,
well-defined feature but rather a zone of right stepping en echelon faults. The complex
series of faults has been referred to as the Offshore Zone of Deformation (Woodward-
- Clyde, 1979) and is not fully understood. Several studies suggest that the Newport-
Inglewood and the Rose Canyon faults are a continuous zone of en echelon faults
(Treiman, 1984). Further studies along the complex offshore zone of faulting may
indicate a potentially greater seismic risk than current data suggests. Other faults which
could affect the site include the Coronado Bank, Elsinore, San Jacinto and San Andreas
Faults. The proximity of major faults to the site and site parameters are shown on the
enclosed Seismic Design Parameters.
February 22, 2002
Coast Geotecbuical W.O. P-351012
Page 11
Liquefaction Potential
Li uefaction is a process by which a fine sand mass loses its shearing strength completely
q
and flows. The temporary
transformation of the material into a fluid mass is often
associated with ground motion resulting from an earthquake and high groundwater
r
levels.
Owing to the dense nature of the underlying metavolcanic rock, proposed compaction
of fill deposits and the anticipated depth to groundwater, the potential for seismically
induced liquefaction and soil instability is considered very low.
r
CONCLUSIONS
1) Subsurface exploration suggests the site is located in an area relatively free of
potential geologic hazards such as deep-seated landsliding, liquefaction, high
ground water conditions and seismically induced subsidence.
2) The site is characterized by an undulating rock surface which is covered, in part,
by variable depths of fill, expansive soil and weathered/fractured bedrock materials.
The surficial deposits are not suitable for the support of foundations, concrete
flatwork or proposed fill deposits.
3) Proposed grading should anticipate the removal and replacement of the surficial
Coast Geotechnical February 22, 2002
W.O. P-351012
Page 12
deposits as properly compacted fill. All fill should be keyed and benched into
competent bedrock. Samples of imported fill should be reviewed by this firm,
a .
prior to import.
_ 4) It is suggested that the proposed garage pad be capped by non-expansive granular
deposits, otherwise specially designed foundations based on the expansive index
of the soils may be required.
5) Our experience with lots characterized by fractured bedrock suggest that varying
degrees of seepage develop after construction. Post construction seepage and/or
saturated ground conditions can adversely affect foundations and concrete
flatwork. A canyon subdrain and a subdrain along the key excavation are
recommended. Additional recommendations during the grading phase may be
-- necessary, in this regard.
RECOMMENDATIONS
Removals/G Ain /Recompaction
A minimum 15 foot wide key excavated a minimum of 2.0 feet (along the outside edge)
into competent bedrock should be constructed along the base of the proposed fill slope.
A subdrain should be constructed along the back of the key and a canyon subdrain
should be constructed down the swale (See attached Key, Benching and Subdrain Detail,
Coast Geotechnical February 22, 2002 W.O. P-351012
Page 13
Plate A and Plate B). All fill should be benched into the underlying competent rock units.
_ The garage building pad should be undercut a minimum of 3.5 feet and capped with
non-expansive granular fill deposits. The existing earth deposits are generally suitable for
reuse, provided they are cleaned of all roots, vegetation, debris and rocks larger than 6.0
inches, and thoroughly mixed. Fill should be placed in 6.0 to 8.0 inch loose lifts,
moistened as required to 2.0-3.0 percent above optimum moisture, and compacted to a
minimum of 90 percent of the laboratory maximum dry density. Undocumented fills
should be removed and replaced as properly compacted fill. Additional
recommendations will be presented should any unforeseen conditions be encountered
during grading. Imported fill should be reviewed by this firm, prior to import. A copy
of our Grading Guidelines is included and should be considered as part of this report.
Excavation Characteristics
It should be noted that near surface hard rock may be encountered in the northern
portion of the key excavation. However, the rock is fractured and our experience and
exploratory trenches suggest that the rock may be excavated to proposed depths by heavy
earth moving equipment in good working order, although some degree of difficulty
should be anticipated.
Foundations
The following design parameters are based on footings founded into non-expansive
'
Coast Geotechnical February 22, 2002 W.O. P-351012
Page 14
approved compacted fill deposits. Footings for the proposed garage should be a
minimum of 12 inches wide and founded a minimum of 12 inches and 18 inches below
the lower most adjacent subgrade at the time of foundation construction for single-story
and two-story structures, respectively. A 12 inch by 12 inch grade beam should be placed
across the garage opening. Footings should be reinforced with a minimum of four No.
4 bars, two along the top of the footing and two along the base. The base of footings
should be maintained a minimum horizontal distance of 8.0 lateral feet to the face of the
nearest slope. Footing recommendations provided herein are based upon underlying soil
conditions and are not intended to be in lieu of the project structural engineer's design.
For design purposes, an allowable bearing value of 1500 pounds per square foot may be
used for foundations at the recommended footing depths.
The bearing value indicated above is for the total dead and frequently applied live loads.
This value may be increased by 33 percent for short durations of loading, including the
effects of wind and seismic forces.
Resistance to lateral load may be provided by friction acting at the base of foundations
and by passive earth pressure. A coefficient of friction of 0.35 may be used with dead-
load forces. A passive earth pressure of 250 pounds per square foot, per foot of depth
of fill penetrated to a maximum of 1500 pounds per square foot may be used.
Coast Geotechnical February 22, 2002 W.O. P-351012
Page 15
Slabs on Grade (Interior and Exterior)
Slabs on grade should be a minimum of 4.0 inches thick and reinforced in both
directions with No. 3 bars placed 16 inches on center in both directions. The slab should
be underlain by a minimum 2.0-inch sand blanket. Where moisture sensitive floors are
_ used, a minimum 6.0-mil Visqueen or equivalent moisture barrier should be placed over
the sand blanket and covered by an additional two inches of sand. Utility trenches
underlying the slab may be backfilled with on-site materials, compacted to a minimum
of 90 percent of the laboratory maximum dry density. Slabs including exterior concrete
flatwork should be reinforced as indicated above and provided with saw cuts/expansion
joints, as recommended by the project structural engineer. All slabs should be cast over
dense compacted subgrades composed of non-expansive fill deposits.
Settlement Characteristics
Estimated total and differential settlement is expected to be on the order of 3/4 inch and
1/2 inch, respectively. It should also be noted that long term secondary settlement due
to irrigation and loads imposed by structures is anticipated to be 1/4 inch.
Seismic Considerations
Although the likelihood of ground rupture on the site is remote, the property will be
exposed to moderate to high levels of ground motion resulting from the release of energy
should an earthquake occur along the numerous known and unknown faults in the
region.
Coast Geotechnical February 22, 2002 W.O. P-351012
Page 16
The Rose Canyon Fault Zone is the nearest known active fault and is considered the
design earthquake for the site. A maximum probable event along the offshore segment
of the Rose Canyon Fault is expected to produce a peak bedrock horizontal acceleration
of 0.248 and a repeatable ground acceleration of 0.168.
Utility Trench
We recommend that all utilities be bedded in clean sand to at least one foot above the
top of the conduit. The bedding should be flooded in place to fill all the voids around
the conduit. Imported or on-site granular material compacted to at least 90 percent
relative compaction may be utilized for backfill above the bedding.
The invert of subsurface utility excavations paralleling footings should be located above
the zone of influence of these adjacent footings. This zone of influence is defined as the
area below a 45 degree plane projected down from the nearest bottom edge of an
adjacent footing. This can be accomplished by either deepening the footing, raising the
invert elevation of the utility, or moving the utility or the footing away from one another.
Seismic Parameters
Soil Profile Type - Sb
Seismic Zone - 4
Seismic Source - Type B
Near Source Factor (NJ - 1.0
Near source Acceleration Factor (N.) - 1.0
Coast Geotechnical February 22, 2002 W.O. P-351012
Page 17
Seismic Coefficients
Ca = 0.40
Co = 0.40
Design Response Spectrum
TS = 0.40
T. = 0.08
Drainage
Specific drainage patterns should be designed by the project engineer or architect.
However, in general, pad water should be directed away from foundations. Pad water
should not be allowed to pond. Vegetation adjacent to foundations should be avoided.
If vegetation in these areas is desired, sealed planter boxes or drought resistant plants
should be considered. Other alternatives may be available, however, the intent is to
reduce moisture from migrating into foundation subsoils. Irrigation should be limited
to that amount necessary to sustain plant life. All drainage systems should be inspected
and cleaned annually, prior to winter rains.
Geotechnical Observations
Structural footing excavations should be observed by a representative of this firm, prior
to the placement of steel and forms. All fill should be placed while a representative of
the geotechnical engineer is present to observe and test.
Plan Review
A copy of the final plans should be submitted to this office for review prior to the
Coast Geotechnical February 22, 2002 W.O. P-351012
Page 18
initiation of construction. Additional recommendations may be necessary at that time.
LIMITATIONS
This report is presented with the provision that it is the responsibility of the owner or the
owner's representative to bring the information and recommendations given herein to
the attention of the project's architects and/or engineers so that they may be incorporated
into plans.
If conditions encountered during construction appear to differ from those described in
this report, our office should be notified so that we may consider whether modifications
are needed. No responsibility for construction compliance with design concepts,
specifications or recommendations given in this report is assumed unless on-site review
is performed during the course of construction.
The subsurface conditions, excavation characteristics and geologic structure described
herein are based on individual exploratory excavations made on the subject property.
The subsurface conditions, excavation characteristics and geologic structure discussed
should in no way be construed to reflect any variations which may occur among the
exploratory excavations.
_ Please note that fluctuations in the level of ground water may occur due to variations in
rainfall, temperature and other factors not evident at the time measurements were made
Coast Geotechnical February 22, 2002 W.O. P-351012
Page 19
and reported herein. Coast Geotechnical assumes no responsibility for variations which
may occur across the site.
The conclusions and recommendations of this report apply as of the current date. In
time, however, changes can occur on a property whether caused by acts of man or nature
on this or adjoining properties. Additionally, changes in professional standards may be
brought about by legislation or the expansion of knowledge. Consequently, the
conclusions and recommendations of this report may be rendered wholly or partially
invalid by events beyond our control. This report is therefore subject to review and
should not be relied upon after the passage of two years.
The professional judgments presented herein are founded partly on our assessment of
the technical data gathered, partly on our understanding of the proposed construction
and partly on our general experience in the geotechnical field. However, in no respect
do we guarantee the outcome of the project.
REFERENCES
1. Hays, Walter W., 1980, Procedures for Estimating Earthquake Ground Motions,
Geological Survey Professional Paper 1114, 77 pages.
2. Petersen, Mark D. and others (DMG), Frankel, Arthur D. and others (USGS), 1996,
Probabilistic Seismic Hazard Assessment for the State of California,
California Division of Mines and Geology OFR 96-08, United States
Geological Survey OFR 96-706.
3. Seed, H.B., and Idriss, I.M., 1970, A Simplified Procedure for Evaluating Soil
Liquefaction Potential: Earthquake Engineering Research Center.
4. Tan, S.S., and Giffen, D.G., 1995, Landslide Hazards in the Northern Part of the
San Diego Metropolitan Area, San Diego County, Plate 35E, Open-File
Report 95-04, Map Scale 1:24,000.
5. Treiman, J.A., 1984, The Rose Canyon Fault Zone, A Review and Analysis,
California Division of Mines and Geology.
MAPS/AERIAL PHOTOGRAPHS
1. Aerial Photograph, 1982, Foto-Map F-9, Scale 1"=2000'.
2. California Division of Mines and Geology, 1994, Fault Activity Map of California,
Scale 1"=750,000'.
3. Geologic Map of the Encinitas and Rancho Santa Fe 7.5' Quadrangles, 1996, DMG
Open File Report 96-02.
4. Pasco Engineering, 2002, Grading Plan, 3463 Bumann Road, Scale 1"=20'.
5. U.S.G.S., 7.5 Minute Quadrangle Topographic Map, Encinitas, Digitized, Variable
Scale.
pm
p-
pm
APPENDIX A
LABORATORY TEST RESULTS
TABLE I
Maximum Dry Density and Optimum Moisture Content
- (Laboratory Standard ASTM D-1557-91
Sample Max. Dry Optimum
Location Density (pcf) Moisture Content
T-3 @ 3 ' -6 ' 117 . 7 14 . 0
TABLE II
Field Dry Density and Moisture Content
Sample Field Dry Field Moisture
Location Density Content
cf
T-2 @ 1 . 0 ' 89 . 0 16 . 5
T-2 @ 3 . 0 ' 102 . 4 18 . 2
T-2 @ 4 . 5 ' 106 . 3 19 .4
T-3 @ 1 . 0 ' 85 . 8 17 . 5
— T-3 @ 3 . 0 ' 101 . 2 18 . 1
T-3 @ 5 . 0 ' 100 . 2 16 . 4
TABLE III
Expansion Index
Sample
Location Expansion Index
T-3 @ 3 ' -6 ' 92
P-351012
LOG OF EXPLORATORY TRENCH NO. 1
PROJECT NO. P-351012
a
DATE EXCAVATED: 02-06-02
x
w
z
� SURFACE ELEV.: 192'(approx.)
3 >
W LOGGED BY: MB
.Wa x
DESCRIPTION
192.00
0.00 s. $C SOIL(Qs):Brown clayey sand,damp,soft,expansive
SANTIAGO PEAK VOLCANICS(Jsp):Brn to grey metamorphosed
191.00 "x volcanic rock,fractured,hard
— 1.00 %
v JOINT ORIENTATION
r
190.00 @ 2'N40W 77SW
O 2'00 N70E 42NW
�Y
Y
jIK7JY{Y
3 189.00 :
b 3.00
O
O 188.00 rr�r
z 4.00
nn
�ttasii
187.00 Very Dense,hard
End of Trench @ 6'
186.00
-- 6.00
TRENCH SKETCH
E-W
Jsp y
1 �
t,nc11; 1 cm 1 COAST GEOTECHNICAL
LOG OF EXPLORATORY TRENCH NO. 2
PROJECT NO. P-351012
0
DATE EXCAVATED: 02-06-02
w z
SURFACE ELEV.: 210'(approx.)
0 w
w a LOGGED BY: MB
U
DESCRIPTION
210.00 ----
0.00 ,/ ..�) SC FILL(af): Tan to brn.fine and medium-grained sand,clayey,v. moist
209.00 iJ
89.0 16.5 1.00 �„
208.00
2.00 „Y
.a
207.00 I! I a
102.4 18.2 3.00 1
/ t/Ytt
206.00 ;mot SC SOIL(Qs):Brown clayey sand,w/rock fragments,v.moist,organic,roots
4.00
t
106.3 19.4 205.00
5.00 x SANTIAGO PEAK VOLCANICS(Jsp):Highly weathered/fractured tan
204.00 brn,clayey sand,saturated
6.00
203.00 x NOTE: SEEPAGE from Y to 8',Caving along N wall
7.00
arvr
202.00 7(i�rh
8.00 SANTIAGO PEAK VOLCANICS(Jsp):Brn to grey metamorphosed
201.00
volcanic rock,fractured,hard
9.00 .„ End of Trench 9.5'
TRENCH SKETCH
E-W
of
QS
I \
1 Jsp (weathered) -f Seepage
Jsp
—
rnc�r•. 1 OF
COAST GEOTECHNICAL
I
LOG OF EXPLORATORY TRENCH NO. 3
PROJECT NO. P-351012
0
DATE EXCAVATED: 02-06-02
0
� z
w H SURFACE ELEV.: 218'(approx.)
w LOGGED BY: MB
� x
DESCRIPTION
218.00
'— 0.00 t SC FILL(af): Tan to brn.fine and medium-grained sand,clayey,v. moist
217.00
_ 85.8 17.5 1.00
216.00
2.00 ,A
215.00 111®1
101.2 18.1 3.00 j ML FILL(ao: Pale green sandy clay to clayey sand,v.moist
214.00 ' A CL
4.00
213.00 1NI�t
100.2 16.4 5.00 �x SC SOIL(Qs):Brown clayey sand,w/rock fragments to 6",organic,roots
212.00 �x
_ 6.00 _
211.00 }}��o- " SANTIAGO PEAK VOLCANICS(Jsp):Brn to grey metamorphosed
7.00 :: volcanic rock,highly fractured
210.00
NOTE: SEEPAGE(a,8'
.,�.,,:
8.00 SANTIAGO PEAK VOLCANICS(Jsp): Bm to grey metamorphosed
volcanic rock,fractured,hard
209.00 '� End of Trench(a 9.5'
9.00
vsar:.
TRENCH SKETCH
N55W
of
af
V < -�•
iJsp (fractered)
Seepage-*-
_ Jsp /
PAGE 1 c,r t COAST GEOTECHNICAL
COMPACTED FILL
TOPSOIL-8LOPEWASN _
PRE-E%18TING
GRADE
1:1 PROJECTION
4 MINIMUl\
M
4 MINIMUM/ SEbROCK OR F19YIYt1TkR1A L` \;�;`/���\
8• MIN.
OVERLAP
3/4•-1-112• _
CLEAN GRAVEL 1 80 MIN.
(ifUJft. MIN.) !� COVER
4. 0 I 4' 0
NON-PERFORATED • PERFORATED
40 NONPERFORATEO PIP PIPE
PIPE LATERAL TO _
SLOPE FACE AT 100' 6 x MIN
INTERVALS FILTER FABRIC
ENVELOPE (MIRAFI MIN.
140N OR APPROVED BEDDING
EOUIVALENT)*
SUBDRAIN TRENCH DETAIL
KEY, BENCHING AND SUBDRAIN DETAIL
PLATE A
FINAL GRADE
-_ ORIGINAL GRADE _
/ LOOSE SURFACE DEPOSITS
BENCH WHERE SLOPE\-I \-I
EXCEEDS 5,1' /ten . � ��� I /,I BEDROCK OR FIRM
��` -/%f I-FORMATION MATERIAL
i
I/.TJ i 1%"%1
1r1/11
'- SUBDRAIN DETAIL
o a 0" DIA.PERFORATED PIPE
FILTER FABRIC
3/4"-11/2"CLEAN GRAVEL
CANYON SUBDRAIN DETAIL
PLATE B
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_3
CALIFORNIA FAULT MAP
MEDULLA
1100
1000
900
800
700
600
500
400
300
200
100 ♦'dtii°
c b SI
o e
-100
-400 -300 -200 -100 0 100 200 300 400 500 600
***********************
* *
_ * UBCSEIS
* *
* Version 1.03
* *
COMPUTATION OF 1997
- UNIFORM BUILDING CODE
SEISMIC DESIGN PARAMETERS
JOB NUMBER:P-351012 DATE: 02-27-2002
JOB NAME: MEDULLA
FAULT-DATA-FILE NAME: CDMGUBCR.DAT
SITE COORDINATES:
SITE LATITUDE: 33.0580
SITE LONGITUDE: 117.2014
UBC SEISMIC ZONE: 0.4
UBC SOIL PROFILE TYPE: SB
NEAREST TYPE A FAULT:
NAME: ELSINORE-JULIAN
DISTANCE: 38.9 km
NEAREST TYPE B FAULT:
NAME: ROSE CANYON
DISTANCE: 12.2 km
NEAREST TYPE C FAULT:
NAME:
DISTANCE: 99999.0 kin
SELECTED UBC SEISMIC COEFFICIENTS:
Na: 1.0
Nv: 1.0
Ca: 0.40
Cv: 0.40
Ts: 0.400
To: 0.080
SUMMARY OF FAULT PARAMETERS
Page 1
APPROX.ISOURCE I MAX. I SLIP I FAULT
ABBREVIATED IDISTANCEI TYPE I MAG. I RATE I TYPE
FAULT NAME I (kin) I(A,B,C)l(Mw)I(mm/yr)I(SS,DS,BT)
- ROSE CANYON 1 12.21 B 1 6.91 1.50 1 SS
NEWPORT-INGLEWOOD(Offshore) 1 23.9 1 B 1 6.91 1.50 1 SS
CORONADO BANK 1 35.81 B 1 7.4 1 3.00 1 SS
ELSINORE-JULIAN 1 38.9 1 A 1 7.11 5.00 1 SS
ELSINORE-TEMECULA 1 39.6 1 B 1 6.81 5.00 1 SS
EARTHQUAKE VALLEY 1 59.4 1 B 1 6.5 1 2.00 1 SS
ELSINORE-GLEN IVY 1 66.51 B 1 6.81 5.00 1 SS
PALOS VERDES ( 73.0 1 B 1 7.11 3.00 1 SS
SAN JACINTO-ANZA 1 75.41 A 1 7.21 12.00 1 SS
SAN JACINTO-COYOTE CREEK 1 78.4 1 B 1 6.81 4.00 1 SS
ELSINORE-COYOTE MOUNTAIN 1 78.91 B 1 6.81 4.00 1 SS
- SAN JACINTO-SAN JACINTO VALLEY 1 80.3 1 B 1 6.9 1 12.00 1 SS
NEWPORT-INGLEWOOD(L.A.Basin) 1 90.7 1 B 1 6.9 1 1.00 1 SS
CHINO-CENTRAL AVE.(Elsinore) 1 9 1.1 1 B 1 6.71 1.00 1 DS
SAN JACINTO-BORREGO 1 95.21 B 1 6.61 4.00 1 SS
ELSINORE-WHI TTIER 1 97.4 1 B 1 6.8 1 2.50 1 SS
SAN JACINTO-SAN BERNARDINO ( 106.7 1 B 1 6.7 1 12.00 1 SS
SAN ANDREAS-Southern 1 109.61 A 1 7.41 24.00 1 SS
SUPERSTITION MTN.(San Jacinto) 1 119.51 B 1 6.61 5.00 1 SS
PINTO MOUNTAIN 1 119.81 B 1 7.01 2.50 1 SS
SAN JOSE 1 124.4 1 B 1 6.5 1 0.50 1 DS
BURNT MTN. 1 125.11 B 1 6.51 0.60 1 SS
ELMORE RANCH 1 125.61 B 1 6.61 1.00 1 SS
CUCAMONGA 1 127.11 A 1 7.01 5.00 1 DS
SUPERSTTTION HILLS(San Jacinto) 1 127.21 B 1 6.61 4.00 1 SS
ELSINORE-LAGUNA SALADA 1 128.41 B 1 7.01 3.50 1 SS
SIERRA MADRE(Central) 1 128.61 B 1 7.01 3.00 1 DS
EUREKA PEAK 1 129.4 1 B 1 6.5 1 0.60 1 SS
NORTH FRONTAL FAULT ZONE(West) 1 132.71 B 1 7.01 1.00 1 DS
CLEGHORN 1 135.4 1 B 1 6.51 3.00 1 SS
NORTH FRONTAL FAULT ZONE(East) 1 137.21 B 1 6.71 0.50 1 DS
SAN ANDREAS- 1857 Rupture 1 142.61 A 1 7.81 34.00 1 SS
BRAWLEY SEISMIC ZONE 1 142.91 B 1 6.51 25.00 1 SS
LAMERS 1 143.01 B 1 7.31 0.60 1 SS
CLAMSHELL-SAWPIT 1 144.2 B 6.5 1 0.50 1 DS
RAYMOND 1 144.3 1 B ( 6.5 0.50 1 DS
VERDUGO 1 148.71 B 1 6.7 1 0.50 1 DS
HELENDALE-S.LOCKHARDT 1 149.21 B 1 7.11 0.60 1 SS
HOLLYWOOD 1 152.01 B 1 6.51 1.00 1 DS
MERIAL 153.01 A 1 7.0 1 20.00 1 SS
LENWOOD-LOCKHART-OLD WOMAN SPRGS 1 153.41 B 1 7.3 1 0.60 1 SS
EMERSON So.-COPPER MTN. 1 154.7 1 B 1 6.91 0.60 1 SS
JOHNSON VALLEY(Northern) 1 156.81 B 1 6.71 0.60 1 SS
SANTA MONICA 1 160.01 B 1 6.6 1 1.00 1 DS
PISGAH-BULLION MTN.-MESQUITE LK 1 163.7 1 B 1 7.11 0.60 1 SS
MALIBU COAST 1 164.6 1 B 1 6.71 0.30 1 DS
--------------------------
SUMMARY OF FAULT PARAMETERS
Page 2
I APPROX.ISOURCE I MAX. I SLIP I FAULT
ABBREVIATED IDISTANCE1 TYPE I MAG. I RATE I TYPE
FAULT NAME I (km) I(A,B,C)l(Mw)I(mm/yr)j(SS,DS,BT)
_ CALICO-HIDALGO 1 169.01 B 1 7.11 0.60 1 SS
SIERRA MADRE(San Fernando) 1 169.61 B 1 6.71 2.00 1 DS
SAN GABRIEL 1 172.41 B 1 7.01 1.00 1 SS
ANACAPA-DUME 1 173.21 B 1 7.31 3.00 1 DS
SANTA SUSANA 1 185.41 B 1 6.61 5.00 1 DS
HOLSER 1 194.3 1 B 1 6.5 1 0.40 1 DS
SI II-SANTA ROSA 1 202.31 B 1 6.71 1.00 1 DS
_ OAK RIDGE(Onshore) 1 202.91 B 1 6.91 4.00 1 DS
GRAVEL HILLS-HARPER LAKE 1 203.5 1 B 1 6.91 0.60 1 SS
SAN CAYETANO 1 211.3 1 B 1 6.8 1 6.00 1 DS
BLACKWATER 1 219.31 B 1 6.91 0.60 1 SS
VENTURA-PTTAS POINT 1 230.61 B 1 6.81 1.00 1 DS
SANTA YNEZ(East) 1 231.01 B 1 7.01 2.00 1 SS
SANTA CRUZ ISLAND 1 239.21 B 1 6.81 1.00 1 DS
M.RIDGE-ARROYO PARIDA-SANTA ANA 1 241.2 1 B 1 6.7 1 0.40 1 DS
RED MOUNTAIN 1 244.61 B 1 6.81 2.00 1 DS
GARLOCK(West) 1 246.11 A 1 7.11 6.00 1 SS
PLETTO THRUST 1 252.31 B 1 6.81 2.00 1 DS
BIG PINE 1 258.4 1 B 1 6.7( 0.80 1 SS
GARLOCK(East) 1 259.21 A 1 7.31 7.00 1 SS
WHITE WOLF 1 272.11 B 1 7.21 2.00 1 DS
SANTA ROSA ISLAND 1 274.01 B 1 6.91 1.00 1 DS
_ SANTA YNEZ(West) 276.6 1 B 1 6.9 1 2.00 1 SS
So. SIERRA NEVADA 1 283.21 B 1 7.11 0.10 1 DS
OWL LAKE 1 285.0 1 B 1 6.51 2.00 ( SS
PANAMINT VALLEY 1 285.3 1 B 1 7.2 1 2.50 1 SS
LITTLE LAKE 1 286.8 1 B 1 6.7 1 0.70 1 SS
TANK CANYON 1 287.31 B 1 6.51 1.00 1 DS
DEATH VALLEY(South) 1 292.2 1 B 1 6.91 4.00 1 SS
LOS ALAMOS-W.BASELINE 1 318.9 1 B 1 6.8 1 0.70 1 DS
DEATH VALLEY(Graben) 335.3 B 6.9 4.00 DS
LIONS HEAD 1 336.4 1 B 1 6.61 0.02 1 DS
SAN LUIS RANGE(S.Margin) 1 346.0 B 7.0( 0.20 DS
SAN JUAN 1 346.6 1 B 1 7.0 1 1.00 SS
CASMALIA(Orcutt Frontal Fault) 1 354.51 B 1 6.51 0.25 1 DS
OWENS VALLEY 1 355.91 B 1 7.61 1.50 1 SS
LOS OSOS 1 376.11 B 1 6.81 0.50 1 DS
HUNTER MTN.-SALINE VALLEY 1 380.81 B 1 7.0 1 2.50 1 SS
HOSGRI 1 382.2 1 B 1 7.3 1 2.50 1 SS
DEATH VALLEY(Northern) 1 389.11 A 1 7.21 5.00 1 SS
INDEPENDENCE 1 391.81 B 1 6.91 0.20 1 DS
_ RINCONADA 1 397.0 1 B 1 7.3 1 1.00 1 SS
BIRCH CREEK 1 448.31 B 1 6.51 0.70 1 DS
WHITE MOUNTAINS 1 452.61 B 1 7.11 1.00 1 SS
SAN ANDREAS(Creeping) 1 452.91 B 1 5.0 1 34.00 1 SS
DEEP SPRINGS 1 470.81 B 1 6.61 0.80 1 DS
---------------------------
SUMMARY OF FAULT PARAMETERS
Page 3
APPROX.ISOURCE I MAX. I SLIP I FAULT
ABBREVIATED IDISTANCE1 TYPE I MAG. I RATE I TYPE
FAULT NAME I (km) I(A,B,C)l(Mw)I(mm/yr)I(SS,DS,BT)
DEATH VALLEY(N.of Cucamongo) 1 475.11 A 1 7.01 5.00 1 SS
ROUND VALLEY(E.of S.N.Mtns.) 1 483.71 B ( 6.81 1.00 1 DS
FISH SLOUGH 1 491.21 B 1 6.61 0.20 1 DS
HILTON CREEK 1 509.9 1 B 1 6.7 1 2.50 1 DS
HARTLEY SPRINGS 1 534.4 1 B 1 6.6 1 0.50 1 DS
ORTIGALITA 1 537.11 B 1 6.91 1.00 1 SS
CALAVERAS(So.of Calaveras Res) 1 542.91 B 1 6.21 15.00 1 SS
MONTEREY BAY-TULARCTTOS 1 545.81 B 1 7.11 0.50 1 DS
PALO COLORADO-SUR 1 546.91 B 1 7.0 1 3.00 1 SS
QUIEN SABE 1 556.01 B 1 6.51 1.00 1 SS
MONO LAKE 1 570.51 B 1 6.61 2.50 1 DS
ZAYANTE-VERGELES 1 574.7 1 B 1 6.8 1 0.10 1 SS
SAN ANDREAS(1906) 1 579.91 A 1 7.91 24.00 1 SS
SARGENT 1 580.0 1 B 1 6.81 3.00 1 SS
ROBINSON CREEK 1 601.91 B 1 6.5 1 0.50 1 DS
SAN GREGORIO 1 621.21 A 1 7.31 5.00 1 SS
GREENVILLE 1 629.51 B 1 6.91 2.00 1 SS
MONTE VISTA-SHANNON 1 630.11 B 1 6.5 1 0.40 1 DS
HAYWARD(SE Extension) 1 630.11 B 1 6.51 3.00 1 SS
ANTELOPE VALLEY 1 642.3 1 B 1 6.71 0.80 1 DS
HAYWARD(Total Length) 1 649.81 A 1 7.11 9.00 1 SS
CALAVERAS(No.of Calaveras Res) 1 649.81 B 1 6.81 6.00 1 SS
_ GENOA 1 667.91 B 1 6.91 1.00 1 DS
CONCORD-GREEN VALLEY 1 697.4 1 B 1 6.9 1 6.00 SS
RODGERS CREEK 1 736.31 A 1 7.0 1 9.00 1 SS
WEST NAPA 1 737.11 B 1 6.51 1.00 1 SS
POINT REYES 1 755.41 B 1 6.81 0.30 1 DS
HUNTING CREEK-BERRYESSA 1 759.4 1 B 1 6.9 1 6.00 SS
MAACAMA(South) 1 799.01 B 1 6.91 9.00 1 SS
COLLAYOMI 1 815.81 B 1 6.51 0.60 1 SS
BARTLETT SPRINGS 1 819.21 A 1 7.11 6.00 1 SS
MAACAMA(Central) 1 840.61 A 1 7.11 9.00 1 SS
MAACAMA(North) 1 900.11 A 1 7.11 9.00 1 SS
ROUND VALLEY(N.S.F.Bay) 1 906.11 B 1 6.8 1 6.00 1 SS
BATTLE CREEK 1 928.6 1 B 1 6.5 1 0.50 1 DS
LAKE MOUNTAIN 1 964.6 1 B 1 6.7 1 6.00 1 SS
GARBERVILLE-BRICELAND 1 981.81 B 1 6.91 9.00 1 SS
MENDOCINO FAULT ZONE 1 1038.2 1 A 1 7.41 35.00 1 DS
LITTLE SALMON(Onshore) 1 1044.7 1 A 1 7.01 5.00 1 DS
MAD RIVER 11047.3 1 B 1 7.11 0.70 1 DS
CASCADIA SUBDUCTION ZONE 1 1052.0 1 A 1 8.31 35.00 1 DS
McKINLEYVILLE 1 1057.8 1 B 1 7.01 0.60 1 DS
TRINIDAD 11059.31 B 1 7.31 2.50 1 DS
FICKLE HILL 1 1059.8 1 B 1 6.91 0.60 1 DS
TABLE BLUFF 11065.31 B 1 7.01 0.60 1 DS
LITTLE SALMON(Offshore) 1 1078.6 1 B 1 7.11 1.00 1 DS
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GRADING GUIDELINES
Grading should be performed to at least the minimum requirements of the governing
agencies, Chapter 33 of the Uniform Building Code, the geotechnical report and the
guidelines presented below. All of the guidelines may not apply to a specific site and
— additional recommendations may be necessary during the grading phase.
_ Site Clearing
Trees, dense vegetation, and other deleterious materials should be removed from the
site. Non-organic debris or concrete may be placed in deeper fill areas under direction
of the Soils engineer.
Subdrainage
1. During grading, the Geologist and Soils Engineer should evaluate the necessity
of placing additional drains (see Plate A).
2. All subdrainage systems should be observed by the Geologist and Soils Engineer
during construction and prior to covering with compacted fill.
3. Consideration should be given to having subdrains located by the project
surveyors. Outlets should be located and protected.
Treatment of Existing Ground
1. All heavy vegetation, rubbish and other deleterious materials should be disposed
of off site.
2. All surficial deposits including alluvium and colluvium should be removed unless
otherwise indicated in the text of this report. Groundwater existing in the alluvial
areas may make excavation difficult. Deeper removals than indicated in the text
of the report may be necessary due to saturation during winter months.
3. Subsequent to removals, the natural ground should be processed to a depth of
six inches, moistened to near optimum moisture conditions and compacted to fill
standards.
_ Fill Placement
1. Most site soil and bedrock may be reused for compacted fill; however, some
special processing or handling may be required (see report). Highly organic or
contaminated soil should not be used for compacted fill.
_ (1)
2. Material used in the compacting process should be evenly spread, moisture
conditioned, processed, and compacted in thin lifts not to exceed six inches in
thickness to obtain a uniformly dense layer. The fill should be placed and
compacted on a horizontal plane, unless otherwise found acceptable by the Soils
Engineer.
3. If the moisture content or relative density varies from that acceptable to the Soils
engineer, the Contractor should rework the fill until it is in accordance with the
following:
a) Moisture content of the fill should be at or above optimum moisture.
Moisture should be evenly distributed without wet and dry pockets. Pre-
watering of cut or removal areas should be considered in addition to
watering during fill placement, particularly in clay or dry surficial soils.
b) Each six inch layer should be compacted to at least 90 percent of the
maximum density in compliance with the testing method specified by the
controlling governmental agency. In this case, the testing method is ASTM
Test Designation D-1557-91.
4. Side-hill fills should have a minimum equipment-width key at their toe excavated
through all surficial soil and into competent material (see report) and tilted back
into the hill (Plate A). As the fill is elevated, it should be benched through surficial
deposits and into competent bedrock or other material deemed suitable by the
Soils Engineer.
5. Rock fragments less than six inches in diameter may be utilized in the fill,
provided:
a) They are not placed in concentrated pockets;
b) There is a sufficient percentage of fine-grained material to surround the
rocks;
c) The distribution of the rocks is supervised by the Soils Engineer.
6. Rocks greater than six inches in diameter should be taken off site, or placed in
accordance with the recommendations of the Soils Engineer in areas designated
as suitable for rock disposal.
7. In clay soil large chunks or blocks are common; if in excess of six (6) inches
minimum dimension then they are considered as oversized. Sheepsfoot
compactors or other suitable methods should be used to break the up blocks.
(2)
8. The Contractor should be required to obtain a minimum relative compaction of 90
percent out to the finished slope face of fill slopes. This may be achieved by
either overbuilding the slope and cutting back to the compacted core, or by direct
compaction of the slope face with suitable equipment.
-' If fill slopes are built "at grade" using direct compaction methods then the slope
construction should be performed so that a constant gradient is maintained
— throughout construction. Soil should not be "spilled" over the slope face nor
should slopes be "pushed out" to obtain grades. Compaction equipment should
compact each lift along the immediate top of slope. Slopes should be back
_ rolled approximately every 4 feet vertically as the slope is built. Density tests
should be taken periodically during grading on the flat surface of the fill three to
five feet horizontally from the face of the slope.
In addition, if a method other than over building and cutting back to the
compacted core is to be employed, slope compaction testing during construction
should include testing the outer six inches to three feet in the slope face to
determine if the required compaction is being achieved. Finish grade testing of
the slope should be performed after construction is complete. Each day the
Contractor should receive a copy of the Soils Engineer's "Daily Field Engineering
Report" which would indicate the results of field density tests that day.
9. Fill over cut slopes should be constructed in the following manner:
a) All surficial soils and weathered rock materials should be removed at the
cut-fill interface.
b) A key at least 1 equipment width wide (see report) and tipped at least 1
foot into slope should be excavated into competent materials and observed
by the Soils Engineer or his representative.
c) The cut portion of the slope should be constructed prior to fill placement
to evaluate if stabilization is necessary, the contractor should be
responsible for any additional earthwork created by placing fill prior to cut
excavation.
10. Transition lots (cut and fill) and lots above stabilization fills should be capped with
a four foot thick compacted fill blanket (or as indicated in the report).
11. Cut pads should be observed by the Geologist to evaluate the need for
overexcavation and replacement with fill. This may be necessary to reduce water
infiltration into highly fractured bedrock or other permeable zones,and/or due to
differing expansive potential of materials beneath a structure. The overexcavation
should be at least three feet. Deeper overexcavation may be recommended in
some cases.
(3)
12. Exploratory backhoe or dozer trenches still remaining after site removal should be
excavated and filled with compacted fill if they can be located.
Grading Observation and Testing
1. Observation of the fill placement should be provided by the Soils Engineer during
the progress of grading.
2. In general, density tests would be made at intervals not exceeding two feet of fill
height or every 1,000 cubic yards of fill placed. This criteria will vary depending
on soil conditions and the size of the fill. In any event, an adequate number of
field density tests should be made to evaluate if the required compaction and
moisture content is generally being obtained.
3. Density tests may be made on the surface material to receive fill, as required by
the Soils Engineer.
4. Cleanouts, processed ground to receive fill, key excavations,subdrains and rock
disposal should be observed by the Soils Engineer prior to placing any fill. It will
be the Contractor's responsibility to notify the Soils Engineer when such areas are
ready for observation.
5. A Geologist should observe subdrain construction.
6. A Geologist should observe benching prior to and during placement of fill.
Utility Trench Backfill
Utility trench backfill should be placed to the following standards:
1. Ninety percent of the laboratory standard if native material is used as backfill.
2. As an alternative, clean sand may be utilized and flooded into place. No specific
relative compaction would be required; however, observation, probing, and if
deemed necessary, testing may be required.
3. Exterior trenches, paralleling a footing and extending below a 1:1 plane projected
from the outside bottom edge of the footing, should be compacted to 90 percent
of the laboratory standard. Sand backfill, unless it is similar to the inplace fill,
should not be allowed in these trench backfill areas.
Density testing along with probing should be accomplished to verify the desired
results.
(4)
Recording Requested By:
I
City of Encinitas P wi,
2 F 1—
When Recorded Mail To:
City Clerk
City of Encinitas
505 S. Vulcan Avenue
Encinitas, CA 92024
SPACE ABOVE FOR RECORDER'S USE
GRANT OF OPEN SPACE SLOPE PRESERVATION EASEMENT
Assessor's Parcel No.: Project Nos.:
264-102-11 W.O.No.:
Shirley K. and Michael J. Medula,hereinafter called GRANTOR, does hereby grant, convey
and dedicate an open space steep slope preservation easement to the CITY OF ENCINITAS, State of
California,hereinafter called GRANTEE, with terms, covenants and conditions as follows:
An easement over,upon, across, and under the lands hereinafter described on Exhibit"A" attached
hereto and as shown on Exhibit"B"attached hereto, hereinafter referred to as the subject land,to wit:
(1) Grantor conveys a perpetual steep slope preservation easement for open space over, upon,
across, and under the subject land consisting of all steep slopes between approximately the 190 contour
and the 117 contour as shown on city of Encinitas grading plan drawing number 7436-G. No building,
structure or other thing whatsoever shall be constructed,erected,placed or maintained on the subject
land, nor shall grading, landscaping or brush removal be performed, except for the maintenance of the
existing equestrian-pedestrian trail.
(2) Grantor covenants and agrees for itself and its successors and assigns as follows:
(A) That it shall not erect,construct, place or maintain, or permit the erection,
construction,placement, or maintenance of any building or structure or other thing
whatsoever on the subject land,nor shall grading, landscaping or brush removal be
performed,except the existing equestrian-pedestrian trail together with the right to
maintain said trail.
(B) That it shall not use the subject land for any purpose except as open space to
permanently maintain the steep slopes and no clearing or removal of any vegetation
shall be permitted except brush clearing for fire protection purposes by written order of
the Encinitas Fire Protection Department or maintenance of said trail.
(C) That it shall not excavate or grade or permit any excavating or grading to be done or,
place or allow to be placed any sand, soil,rock,gravel or other material whatsoever on
the subject land without the written permission of the City of Encinitas or its successors
or assigns; except for the maintenance of said trail.
(D) That the terms, covenants and conditions set forth herein may be specifically enforced
or enjoined by proceedings in the Superior Court of the State of California.
It is agreed that the grant of this easement and its acceptance by the City of Encinitas shall not
authorize the public or any members thereof to use or enter upon all or any portion of the
subject land, it being understood that the purpose of this easement is solely to restrict the use to
which the subject land may be put.
This easement shall bind the owner and its successors and assigns.
Date: 0 Grantor: 1\ MQ du
Shirley It. Medula
Date: V - R' COL Grantor: 1:2
Michael J.Medula
V
Signature of Grantors shall be notarized.
The appropriate acknowledgements shall be attached.
I certify on behalf of the City Council of the City of Encinitas,pursuant to authority conferred by
Resolution of said Council adopted on November 9, 1994 that the City of Encinitas consents to the
making of the foregoing Grant of Open Space/Slope Preservation Easement and consents to recordation
thereof by its duly authorized officer.
J
Date: Ph 3 O;Z By:
Peter Cota-Robles
Director of Engineering Services
City of Encinitas
EXHIBIT 'B"
a0TMA P aOL01P1E OFENOFt9llLs 3
N89 *39'58'E 255.57'
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N ELY. 225.50' OF WLY. 476.00'
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W o APPROXIMATE LOCATION
Irl EXISTING 10' WIDE
- - _ EEDESTRIAN AND
PEDESTRIAN TRAIL.
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ELY. 225.50' OF WLY. 476.00' Z Z P.O.B.
LAND 3G
N89 '50 20'E 255.55' c, yG Ffo9
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LS 5211
. 06/30/03
BVICA TES STEEP SLOPE t X�
OPEM PACE E4SEM3VT p
OF CA1-ZF
PE 900
EXHIBIT "A"
LEGAL DESCRIPTION
AN EASEMENT FOR STEEP SLOPE OPENSPACE OVER,UNDER, ALONG AND
ACROSS THAT PORTION OF THE WEST HALF OF THE SOUTHWEST QUARTER
OF SECTION 9, TOWNSHIP 13 SOUTH, RANGE 3 WEST, SAN BERNARDINO
MERIDIAN, ACCORDING TO UNITED STATES GOVERNMENT SURVEY
THEREOF, DESCRIBED AS FOLLOWS.
BEGINNING AT THE SOUTHEAST CORNER OF THE WESTERLY 476.00 FEET
OF THE NORTH HALF OF THE NORTHEAST QUARTER OF THE SOUTHWEST
QUARTER OF THE SOUTHWEST QUARTER OF SAID SECTION 9; THENCE
ALONG THE EASTERLY LINE.OF SAID WESTERLY 476.00 FEET NO °01'24"E
129.64 FEET TO THE TRUE POINT OF BEGINNING; THENCE LEAVING SAID
LINE N87°53'31"W 34.85 FEET; THENCE N80°06'28"W 134.12 FEET; THENCE
N60 013'50"W 100.53 FEET TO A POINT IN THE WESTERLY LINE OF THE
EASTERLY 255.50 FEET OF SAID WESTERLY 476.00 FEET; THENCE ALONG
SAID LINE N01 001'24"E 125.38 FEET TO A POINT ON THE WESTERLY LINE OF
THE EASTERLY 255.50 FEET OF THE WESTERLY 476.00 FEET OF THE
SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF THE SOUTHWEST
QUARTER OF SAID SECTION 9; THENCE ALONG SAID LINE N01 001'25"E
174.80 FEET; THENCE LEAVING SAID LINE S88°22'24"E 24.70 FEET; THENCE
S12 056'16"E 60.48 FEET; THENCE S29 029'08"E 33.30 FEET TO THE BEGINNING
OF A NON-TANGENT 185.25 FOOT RADIUS CURVE CONCAVE
NORTHEASTERLY A RADIAL LINE TO SAID CURVE BEARS S53°35'52"W;
THENCE SOUTHEASTERLY ALONG THE ARC OF SAID CURVE 185.99 FEET
THROUGH A CENTRAL ANGLE OF 57 031'33"TO A POINT IN THE EASTERLY
LINE OF SAID WESTERLY 476.00 FEET OF THE NORTH HALF OF THE
NORTHEAST QUARTER OF THE SOUTHWEST QUARTER OF THE SOUTHWEST
QUARTER; THENCE ALONG SAID LINE S 01°01'24" W 133.73 FEET TO THE
TRUE POINT OF BEGINNING.
EXCEPTING THEREFROM A STRIP OF LAND 10.00 FEET WIDE THE
CENTERLINE OF SAID STRIP BEING THE CENTERLINE OF THE EXISTING
EQUESTRIAN-PEDESTRIAN TRAIL AS SAID TRAIL EXISTED ON JULY 29,
2002. TOGETHER WITH THE RIGHT TO MAINTAIN SAID TRAIL.
CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT
I '1
State of California
' ss.
1' County of
On efore me, Mk
Date Name and Title of Off (e.g.,' an Doe,Notary ublic")
personally appeared
Nam s)of Signerls)
❑personally known to me
❑ proved to me on the basis of satisfactory
i' evidence i
i
DEBORAH FORINILLER ■ to be the person(s) whose name(s) is/are
_ Commission#1348766 subscribed to the within instrument and
Notary Public-Califomis Z acknowledged to me that he/she/they executed
San Diego County the same in his/her/their authorized
MY Comm.Expa cour6.200ts capacity(ies), and that by his/her/their
signature(s) on the instrument the person(s), or
i; the entity upon behalf of which the person(s) i
acted, executed the instrument.
I
WITNASS my hand and official se
Signature of Notary Public
I
I
OPTIONAL
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fraudulent removal and reattachment of this form to another document.
Description of Attached Document
Title or Type of Document:
i I
Document Date: Number of Pages: I
l` I
Signer(s)Other Than Named Above:
Capacity(ies) Claimed by Signer
Signer's Name: i
❑ Individual Top of thumb here
❑ Corporate Officer—Title(s):
❑ Partner—❑ Limited ❑General
❑ Attorney-in-Fact
❑ Trustee i
❑ Guardian or Conservator 1
i ❑ Other:
i'
Signer Is Representing:
I�" �l
®1999 National Notary Association•9350 De Soto Ave.,P.O.Box 2402•Chatsworth,CA 91313-2402•www.nationalnotary.org Prod.No.5907 Reorder:Call Toll-Free 1-800-876-6827