2009-10375 GLine: 6 I � As 3c
(e - T Y O F E N C I N I T 7
A.- 4INEERING SERVICES DEPARTML_.2
505 S. VULCAN AVE.
ENCINITAS, CA 92024
GRADING PERMIT PERMIT NO.: 10375GI
PARCEL NO. : 257 -501 -0800
JOB SITE ADDRESS: 1010 N EL CAMINO REAL
APPLICANT NAME TARGET CORPORATION
MAILING ADDRESS: 1000 NICOLLET MALL
CITY: MINNEAPOLIS STATE: MN ZIP
CONTRACTOR : WHITING- TURNER CONTRACTING
LICENSE NO.: 311107
ENGINEER : PACIFIC LAND SERVICES /KRISTEN HANSON
PERMIT ISSUE DATE: 10 /11 /10
PERMIT TE: 8 11 PERMIT ISSUED BY
INS T RON BRADY
------------------- - - - - -- PERMIT FEES & DEPOSITS
PLAN NO.:
CASE NO.: 08161 / CDP
PHONE NO.: 612- 761 -7289
55403-
PHONE NO.: 858- 792 -0600
LICENSE TYPE: A/B
PHONE NO.: 925- 680 -6406
�Z
1.
PERMIT FEE
.00
2.
GIS MAP FEE
.00
3.
INSPECTION FEE
11,760.61
4.
INSPECTION DEPOSIT:
.00
5.
NPDES INSPT FEE
2,352.12
6.
SECURITY DEPOSIT
325,353.70
7.
FLOOD CONTROL FE
.00
8.
TRAFFIC FEE
.00
9.
IN -LIEU UNDERGRN
.00
10.IN
-LIEU IMPROVMT
.00
ll.PLAN
CHECK FEE
.00
12.PLAN
CHECK DEPOSIT:
.00
----- -----
--------- - - - - --
DESCRIPTION
OF
WORK -------- -----------------
- -- - --
PERMIT TO GUARANTEE BOTH PERFORMANCE AND LABOR /MATERIALS, FOR EARTHWORK,
DRAINAGE, PRIVATE IMPROVEMENTS AND EROSION CONTROL. CONTRACTOR MUST
MAINTAIN TRAFFIC CONTROL AT ALL TIMES PER W.A.T.C.H. STANDARDS OR
APPROVED PLAN. LETTER DATED MAY 11, 2010 APPLIES.
- - -- INSPECTION ---------- - - - - -- DATE -- - - - - -- INSPECTOR'S.SIGNATURE - - --
INITIAL INSPECTION 1c)-(( — 10
COMPACTION REPORT RECEIVED .�
ENGINEER CERT. RECEIVED
ROUGH GRADING INSPECTION
FINAL INSPECTION
I HEREBY ACKNOWLEDGE THAT I HAVE READ THE APPLICATION AND STATE THAT THE
INFORMATION IS CORRECT AND AGREE TO COMPLY WITH ALL CITY ORDINANCES AND STATE
LAWS REGULATING EXCAVATING AND GRADING, AND THE PROVISIONS AND CONDITIONS OF
ANY PERMIT ISSUED PURSUANT TO THIS APPLICATION.
SIGNATURE DA S GNED
o�nas J� k�6� �s /, T59- 79.2 - 06 00
PRINT NAME TELEPHONE NUMBER
CIRCLE ONE: 1. OWNER 2. AGENT 3. OTHER
May 11, 2010
Encinitas Town Center Associates I, LLC.
1010 N. El Camino Real
Encinitas, CA 92024
Re: Permit issuance requirements for:
Application 10375 -G
Case #: 08 -161 DR/CDP
Site Address: 1010 N. El Camino Real
APN: 257 - 501 -08
This letter summarizes the requirements for pulling your Engineering Permit for drawing 10375 -G. Your
approved plan will remain valid for one year. If the permit is not issued within six months from the date of
approval of the drawings, the plans will be subject to review by City staff for compliance with current codes
and regulations before a permit can be issued, and changes to the approved plans as well as additional
fees may be required.
Please read through this letter carefully and contact the City with any questions you may have. It
contains information about many requirements that may apply to your project and can make the
process clearer and easier for you.
In order to obtain the permits to construct the work shown on your approved plans, you will need to satisfy
the requirements below. All of the items listed below must be submitted to the Engineering front counter
kind will not be accepted. Your project planchecker will not accept any of the documents listed on behalf
of the Engineering front counter staff; all items must be submitted to the front counter directly together and
at one time. The correct number of each of the requested documents must be provided; copies of
documents submitted to the City during plancheck do not reduce the necessary quantities listed below.
(1) Provide 4 print sets of the approved drawing 10375 -G.
Provide 2 copies of "Geotechnical Exploration Report" prepared by PSI, Inc. dated March 29,
2005 and 2 copies of update letter dated June 26, 2009.
Submit 2 copies of the approved, signed (not draft) Resolution of Approval or Notice of Decision
for Planning Case # 08 -161 CDP /DR, to be routed by the City to inspector and file.
(2) Post Security Deposits to guarantee all of the work shown on your approved drawings. The
amounts of security deposits are determined directly from the Approved Engineer's Cost Estimate
generated by your engineer according to a set of predetermined unit prices for each kind of work shown
on your plans. You will be required to post security deposit(s) as follows:
(a) Security Deposit for Grading Permit 10375 -G: in the amount $325.353.70 to guarantee
both performance and labor/ materials for earthwork, drainage, private improvements, and
erosion control.
(b) N/A
(c) N/A
(d) N/A
A minimum of 20% and up to 100% of the amount listed in item(s) 2(a) must be in the form of
cash, certificate of deposit, letter of credit, or an assignment of account. Up to 80% of the amount
listed in item 2(a) may be in the form of auto- renewing Performance and Labor and Materials
Bonds issued by a State of California licensed surety company.
Up to 100% of the amount(s) listed in item(s) 2(b), 2(c), and /or 2(d) may be in the form of auto -
renewing Labor and Materials bonds issued by a State of California licensed surety company.
Cash, certificates of deposit, letters of credit, and assignments of account are also acceptable
financial instruments.
If a certificate of deposit (CD) will be obtained to secure the entire amount(s) listed in item(s) 2(a)
and /or 2(b), two separate CD's for 25% and 75% of the amount(s) listed in item(s) 2(a) and /or
2(b) should be obtained in order to facilitate any future partial release of those securities. CD's
posted may be of any term but must be auto - renewing and must specify the City of Encinitas as a
certificate holder and include a clause that until the City of Encinitas provides a written request for
release of the CD, the balance shall be available to the City upon its sole request.
The format of any financial instrument is subject to City approval, may be in the owner's name
only, and must list the City of Encinitas as a Certificate Holder.
For any questions regarding how to post securities, bonding, or the required format of securities.
please contact Debra Geishart at 760- 633 -2779.
(3) Pay non - refundable fees as listed below:
Fee T e _ Amount
Grading Inspection $11,760.61
NPDES Inspection (Grading) $2,352.12
The grading and improvement inspection fees are calculated based on 5% of first $100,000.00 of
the approved Engineer's cost estimate dated March 17, 2010 and 3% of the cost estimate over
$100,000.00. The NPDES inspection fee is assessed as 1% of the first $100,000.00 of the
approved Engineer's cost estimate and 0.6% of the cost estimate over $100,000.00. The flood
control fee is assessed at a rate of $0.21 per square foot of net new impervious surface area for
driveway and parking areas as created per the approved plan.
(4) Provide the name, address, telephone number, state license number, and license type of the
construction contractor. The construction of any imorovements within the public
right -of -way or public easements is restricted to qualified contractors possessing the
required state license as listed in the table below. The contractor must also have on file with
the City current evidence of one million dollar liability insurance listing the City of Encinitas as co-
insured. Additional requirements are described in the handout "Requirements for Proof of
Insurance" available at the Engineering front counter.
Type
Description
Work to be Done
A
General Engineering
any & all
C -8
Concrete
apron/curb/gutter/ramp/sidewalk
C -10
Electrical
lighting/signals
C -12
Grading 8 Paving
any surface, certain drain -
basins /channels
C -27
Landscaping
plantinglirrigationffencing & other
amenities
C -29
Masonry
retaining walls
C -32
Parking &Highway
Improvement
signage /striping /safety
C -34
Pipeline
sanitary sewer /storm drain
(5) Permits are valid for no more than one year from the date of issuance and may expire earlier due
to expirations of letter of credit and/or insurance policies.
(6) This project does not propose land disturbance in excess of one acre and is exempt from the
State Storm Water Pollution Prevention Plan (SWPPP) requirement. An erosion control plan shall
be implemented per the approved grading plan.
Preconstruction Meeting: A preconstruction meeting at the project site is mandatory for all projects.
The preconstruction meeting may not be scheduled until the Engineering permit(s) have been issued, and
the applicant/contractor must give the assigned Engineering inspector a minimum of 48 hours advance
notice prior to the scheduled meeting time.
Right -of -Way Construction Permit: A separate right -of -way construction permit will be required for any
work in the public right -of -way or public easements. Typically, this work may include construction or
reconstruction of a portion of the driveway within the public right -of -way, excavation, backfill, and
resurfacing to install electric, gas, telephone, and cable television lines, or water and sewer connections.
A permit fee of $300.00 per application and a site plan, preferably the work order issued by the public
utility, will be required. Contractor license and insurance requirements apply. Permits must be issued at
least 48 hours in advance of the start of work.
Haul Routes, Traffic Control Plans, and Transportation Permits: These separate permits may be
required for your project and are handled by the Traffic Engineering Division. A fee of $250.00 is required
for traffic control plans. For more details, contact Raymond Guarnes, Engineering Technician, at (760)
633 -2704.
Release of Project Securities: The partial or complete release of oroiect securities is initiated
automatically by the City after submission of satisfactory as -built drawings to the City and approval by the
oroiect Engineerino inspector. Applicant requests cannot be addressed without release approval from the
proiect inspector. The processing and release of securities may take up to 4 weeks after the release
process is initiated by the project Engineering inspector. Any cash releases will be mailed to the address
on this letter unless the City is otherwise notified, and all letters mailed to a financial institution will be
copied to the owner listed hereon. Satisfactory completion of Final Inspection certified by the project
Engineering inspector is a prerequisite to full release of the Security Deposit assigned to any Grading
Permit. A sum in the amount of 25% of the securities posted for improvement permits will be held for a
one -year warranty period, and a release is automatically initiated at the end of that warranty period.
Construction Changes: Construction changes prepared by the Engineer of Work will be required for all
changes to the approved plans. Requests for construction change approval should be submitted to the
Engineering Services Department front counter as redlined mark -ups on 2 blueline prints of the approved
Drawing. Changes are subject to approval prior to field implementation. Substantial increases in valuation
due to the proposed changes may be cause for assessment and collection of additional inspection fees
and security deposits. Construction change fees of $200.00 and $350.00 will be assessed for minor and
major construction changes, respectively. Construction changes necessitating a new plan sheet will be
assessed the per -sheet plancheck and NPDES plancheck fees in lieu of the construction change fee.
Construction changes not previously approved and submitted as as -built drawings at the end of the
construction process will be rejected and the securities release will be delayed.
Change of Ownership: If a change of ownership occurs following approval of the drawing(s), the new
owner will be required to submit to the City a construction change revising the title sheet of the plan to
reflect the new ownership. The construction change shall be submitted to the Engineering front counter
as redline mark -ups on two blueline prints of the approved drawing together with two copies of the grant
deed or title report reflecting the new ownership. Construction change fees apply. The current owner will
be required to post new securities to replace those held by the City under the name of the former owner,
and the securities posted by the former owner will be released when the replacement securities have been
received and approved by the City.
Change of Engineer of Work: If a change in engineer of work occurs following the approval of the
drawing(s), a construction change shall be submitted for review and approval by the Engineering
Department. Two copies of the forms for the assumption of responsibility by the new engineer and the
release of responsibility by the former engineer shall be completed and submitted to the City.
Construction change fees apply.
As- builts: Project as -built drawings prepared by the Engineer of Work will be required prior to Final
Grading acceptance by Engineering Services. Changes to the approved plans require a construction
change to be submitted to the City prior to field implementation. Construction changes may not be
submitted as as- builts at the end of the construction process.
This letter does not change owner or successor -in- interest obligations. If there should be a substantial
delay in the start of your project or a change of ownership, please contact the City to request an update.
Should you have questions regarding the posting of securities, please contact Debra Geishart, who
processes all Engineering securities, at (760) 633 -2779.
Should you have any other questions, please contact me at (760) 633 -2867 or visit the Engineering
Counter at the Civic Center to speak with an Engineering Technician.
Sincerely,
Steven Nowak
Assistant Civil Engineer
cc John Warren, Pacific Land Services
Debbie Geishart, Engineering Technician
Greg Shields, Senior Civil Engineer
Masih Maher, Senior Civil Engineer
permit/file
Enc Application
Requirements for Proof of Insurance
Security Obligation Information
��� , Information
L/'��ff .ToBuild On
Engineering • Consultlng • TesHng
June 26, 2009
Target Corporation
1000 Nicollet Mall, TPN -12G
Minneapolis, MN 55403
Attention: Mr. David Henry
Subject: Additional Engineering Services R Recommendations
Percolation Testing & Pavement Recommendations
Proposed Additions to Target Store T -1029
1010 N. El Camino Real, Encinitas, California
PSI Project No. 875 -55052 (0056131)
NOV 5 2oog
References: Professional Service Industries, Inc. (PSI), 2008, Update of Seismic Design
Parameters, Proposed Additions to Target Store T -1029, 1010 N. El Camino
Real, Encinitas, California, PSI Project No. 873- 85076, dated October 15, 2008.
Professional Service Industries, Inc. (PSI), 2005, Geotechnical Exploration
Report, Proposed Expansion of Target Store T -1029, 1010 North El Camino
Real, Encinitas, California, dated March 29, 2005.
Dear Mr. Henry:
Professional Service Industries, Inc. (PSI) performed a site - specific geotechnical exploration for
the proposed expansion of the subject Target store, T -1029, the results of which are presented
in the referenced Geotechnical Exploration Report and subsequent addendum, dated March 29,
2005 and October 5, 2008, respectively. The information and recommendations presented in
these referenced submittals remain valid, unless superseded herein.
Most recently, in accordance with your request and subsequent authorization, PSI performed
two (2) field percolation tests at the subject site at the approximate locations indicated in Figure 1.
The results indicate the area of the subject site that was tested has a field percolation ranging
between 1.4 and 1.5 minutes per inch (MPI).
Based on information provided to PSI by Pacific Land Services, PSI understands that the
governing City agency is requiring that pervious pavement be incorporated into the project to
the maximum extent practicable in areas of pavement that are to be added or replaced. Thus,
PSI was also requested to provide geotechnical recommendations applicable to such pavement.
Pervious concrete pavement in conjunction with permeable subsurface materials and
conditions captures stormwater and allows it to seep into the subsurface, thereby recharging
groundwater, reducing stormwater runoff, and assisting in the meeting of U.S. Environmental
Protection Agency (EPA) stormwater regulations. Pervious concrete has controlled
proportions of water and cementitious materials that create a paste that forms a thick coating
around aggregate particles. A specialty contractor will need to provide specific design and
construction parameters in addition to those presented herein.
Based on our Geotechnical Exploration Report, PSI for preliminary purposes has assumed traffic
indices of TI =5.0 for parking areas. These assumed traffic indices should be verified by the
project civil engineer prior to construction. For preliminary purposes, we have assumed an R-
PSI • 3960 Gilman Street • Long Beach, Califomia • 90815 • 562- 597 -3977 • Fax 562- 597-8459 • www.psiusa.mm
value of 30 for the near - surface soils within pavement areas Since an evaluation of the
characteristics of the actual soils at pavement subgrade can only be provided at the
completion of grading, the following pavement sections should be used for planning
purposes only. Final pavement designs should be evaluated after R -value tests have been
performed on the actual subgrade material.
It should be noted that additional earthwork and/or ground improvement efforts may be required
during grading on the actual subgrade material, in order to achieve the aforementioned design
parameters and assumptions.
Pavement Loading Assumed Traffic Preliminary Pavement
Conditions Index Section
Parking Areas 5.0 3.0 inches A.C. over 6.0 inches
Class 2 Aggregate Base
The base for pervious pavement is recommended to consist of permeable subbase consisting
of either 1 -inch maximum -size aggregate, or a natural subgrade soil that is predominantly
sandy with moderate amounts of silt, clay, and poorly - graded soil.
If expansive material is encountered in areas to receive pervious pavement, additional
recommendations will apply. A representative of our office should be consulted regarding this
condition.
Additional corrosion testing, including but not limited to sulfate testing should be performed
during construction on actual subgrade material where slabs on grade and pavement are
proposed at the site since concrete and pervious pavement is susceptible to attack by
corrosive agents in soil and water unless precautions are taken. In addition the ACI 201
regarding water -to- cement ratio and material types /proportions should be followed strictly
We appreciate the opportunity to provide this additional information and look forward to
continued participation during the design and construction phases of this project Should you
have any questions after reviewing this letter, please contact the undersigned at your convenience.
Respectfully submitted, S
PROFESSIONAL SERVICE
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Attachment Figure 1. Test Location Map
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Environmental
PROJECT NAME
ABM
�� Geotechnical
Construction
TARGET T -1029
Gnwftln! • Erylnserins • Teat/n!,
3960 Gilman Street
PROPOSED EXPANSION &
Long Beach, CA 90815
ASSOCIATED IMPROVEMENTS
562/597 -3977
Fax 562/597-8459
1010 N. El Camino Real
Encinitas, Califomia
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PROJECT NO. 875 -55052 0056131
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Environmental
PROJECT NAME
ABM
�� Geotechnical
Construction
TARGET T -1029
Gnwftln! • Erylnserins • Teat/n!,
3960 Gilman Street
PROPOSED EXPANSION &
Long Beach, CA 90815
ASSOCIATED IMPROVEMENTS
562/597 -3977
Fax 562/597-8459
1010 N. El Camino Real
Encinitas, Califomia
PROJECT NO. 875 -55052 0056131
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*Approximate Test
FIGURE 1 Location
TEST N
LOCATION MAP
GEOTECHNICAL EXPLORATION REPORT
PROPOSED STORE EXPANSION
AND ASSOCIATED IMPROVEMENTS
TARGET STORE T -1029
1010 NORTH CAMINO REAL
ENCINITAS, CALIFORNIA
GEOTECHNICAL EXPLORATION REPORT
Proposed Store Expansion and Associated Improvements
Target Store T -1029
1010 North El Camino Real, California
PSI File No. 875 -55052
PREPARED FOR
Target Corporation
1000 Nicollet Mall, TPN -12H
Minneapolis, MN 55403
March 29, 2005
m
PROFESSIONAL SERVICE INDUSTRIES, INC.
3960 GILMAN STREET
LONG BEACH, CALIFORNIA 90815
F t i Infonwfion
N�� .To Build On
Is"wa».rww • Carmoftv • tr nq
March 29, 2005
Mr. David Henry
Target Corporation
1000 Nicollet Mall, TPN -12H
Minneapolis, MN 55403
Subject: Geotechnical Exploration Report
Proposed Expansion of Target Store T -1029
1010 North Camino Real, Encinitas, California
PSI Project No. 875 -55052
Dear Mr. Henry:
Professional Service Industries, Inc. (PSI) is pleased to transmit our Geotechnical
Exploration Report for the above - referenced project in Encinitas, California. This report
includes the results of field and laboratory testing, geotechnical recommendations for
foundation design, as well as general site development.
We appreciate the opportunity to perform this Geotechnical Study and look forward to
continued participation during the design and construction phases of this project. If you
have any questions pertaining to this report, or if we may be of further service, please
contact our office.
Respectfully submitted,
PROFESSIONAL SERVICE INDUSTRIES, INC.
��'�",
Step nie Montgomery
ery
Staff Geologist
Reviewed By:
James W. Niehoff
Principle Consultant
(3 copies submitted)
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TABLE OF CONTENTS
1.0 EXECUTIVE SUMMARY .......................................................... ..............................1
2.0 PROJECT INFORMATION ....................................................... ..............................2
2.1 Project Authorization ..................................................... ............................... 2
• 2.2 Site Location and Description ........................................ ............................... 2
3.0 SUBSURFACE EXPLORATION .............................................. ............................... 3
• 3.1 Subsurface Conditions .................................................. ............................... 3
3.2 Groundwater ................................................................... ..............................4
3.3 Laboratory Evaluation .................................................... ............................... 4
4.0 SEISMIC CONSIDERATIONS ................................................. ............................... 5
• 4.1 Regional Seismicity ....................................................... ............................... 5
4.2 Seismic Analysis ............................................................ ............................... 5
4.3 Hazard Assessment ...................................................... ............................... 6
4.4 Earthquake Design Parameters ..................................... ............................... 7
5.0 CONCLUSIONS AND RECOMMENDATIONS ........................ ............................... 8
•
5.1
Site Preparation .............................................................
............................... 8
5.2
Engineered Fill ...............................................................
............................... 9
5.3
Excavations ....................................................................
..............................9
5.3.1 Excavations / Slopes ...........................................
..............................9
5.3.2 Trench Backfill ................................................
............................... 10
5.4
Foundation Support .....................................................
............................... 11
5.5
Settlement ...................................................................
............................... 11
5.6
Corrosivity ......................................................................
.............................12
•
5.7
Drainage Considerations .............................................
............................... 12
5.8
Floor Slab Support .......................................................
............................... 12
•
5.9
Pavement Recommendations ......................................
............................... 13
5.10
Construction Monitoring .............................................
............................... 13
6.0 GENERAL ................................................................................ .............................14
• 6.1 Use of Report .............................................................. ............................... 14
6.2 Limitations ................................................................... ............................... 14
Figures Figure 1: Site Vicinity Map
Figure 2: Boring Location Map
Appendices A — References
B — Exploration Logs
C — Laboratory Test Results
D — Seismic Analysis - Computer Output
E — Standard Guidelines For Grading Projects
Proposed Addition to Target Store T -1029
PSI Project No. 875 -55052
March 29, 2005
Pace 1
1.0 EXECUTIVE SUMMARY
Professional Service Industries, Inc. (PSI) has conducted a geotechnical evaluation for
the proposed store addition to the existing Target Store T -1029 in the City of Encinitas,
California. The location of the site is presented on Figure 1.
In order to evaluate soil conditions at the site, two (2) soil borings were advanced using
a truck - mounted, hollow -stem auger drill rig. The borings were advanced adjacent to the
proposed addition on the north and west sides of the existing Target store. The borings
were drilled within existing asphalt -paved parking and drive areas to depths ranging
between 20 and 50 feet below ground surface. Locations of the soil borings, as well as
the proposed store addition, are shown on Figure 2. The logs of the soil borings are
presented in Appendix B.
The native soils encountered in our borings consist primarily of mottled brown, yellow,
and grey silty sands and sands. Bedrock was not encountered in our borings to a
maximum depth explored of approximately 50 feet below ground surface. Groundwater
was encountered in one of the exploratory borings at an approximate depth of 30 feet
below ground surface.
Based on the results obtained from our exploration and analysis, the proposed building
addition may be supported on shallow footings founded in properly compacted fill soils.
The foundations should bear on a minimum of 18 inches of properly placed and
compacted engineering fill in accordance with our recommendations. The recommended
allowable bearing capacity is 2,000 pounds per square foot, which may be increased by
one -third for wind and seismic loading. The recommended lateral bearing capacity is
300 psf per foot of depth below a depth of 1 foot, with a friction coefficient of 0.25 at the
concrete -soil interface. The on -site soils are considered to have a low expansion
potential.
The owner /designer should not rely solely on this Executive Summary and must read
and evaluate the entire contents of this report prior to utilizing our engineering
recommendations in preparation of design /construction documents.
Proposed Addition to Target Store T -1029
PSI Project No. 875 -55052
March 29, 2005
Paae 2
2.0 PROJECT INFORMATION
2.1 Project Authorization
Professional Service Industries, Inc. (PSI) is pleased to submit our Geotechnical
Exploration Report for the proposed addition to the existing Target Store T -1029. Our
evaluation was completed in general accordance with the scope of work as outlined in
our Proposal Number 875 - 550128, dated March 8, 2005. Authorization was provided
by David Henry of the Target Corporation on March 8, 2005.
2.2 Site Location and Description
The subject site is located at 1010 North El Camino Real, in Encinitas, California (see
Figure 1). The subject site is located within existing commercial /retail and residential
areas and is bounded by Via Cantebria to the east, residential areas to the south,
commercial buildings to the west, and parking and drive areas to the north (see Figure
2). The site is relatively level, at an elevation (estimated from the Encinitas, California
USGS topographic map) of approximately 180 feet above mean sea level.
2.3 Project Understanding
PSI understands that the proposed construction will include the expansion of the
existing store on the east side of the building (Figure 1).
Specific structural loads were not provided; however, based on the Target Developer
Guide, we anticipate individual columns and bearing wall loads of approximately 40 to
140 kips and 2 to 4 kips per linear foot, respectively. The finished floor elevation of the
building was not furnished to us, but for the purposes of this report, we have assumed
that cuts and fills will not exceed 2 feet. Any changes to the project from that stated
above will need to be addressed at the time the information becomes available.
Additional site development may include utility trenching and concrete flatwork.
2.4 Purpose and Scope of Services
The purpose of our geotechnical evaluation was to assess the subsurface soil
conditions at the site in order to provide appropriate recommendations for site
preparation and foundation design. Our evaluation was in general accordance with the
scope of work outlined in our Proposal Number 875- 550128, dated March 8, 2005.
Our scope of services included a total of two (2) hollow -stem auger borings which were
drilled to approximate depths between 20 and 50 feet below ground surface (adjacent to
the proposed store expansion area), laboratory testing, and the preparation of this
Proposed Addition to Target Store T -1029
PSI Project No. 875 -55052
March 29, 2005
Page 3
geotechnical report. This report briefly outlines the testing procedures, presents
available project information, describes the site and subsurface conditions, and
presents geotechnical recommendations regarding the following:
• Foundation soil preparation requirements.
• Foundation types, depths, allowable bearing capacities, and an estimate of potential
settlement.
• Concrete slab on grade construction.
• UBC soil profile type and seismic zone coefficients for use in seismic design (UBC
1997).
• Pavement design recommendations.
• Comments regarding factors that may impact construction and performance of the
proposed construction.
The scope of services did not include an environmental assessment for determining the
presence or absence of wetlands or hazardous or toxic materials in the soil, bedrock,
surface water, groundwater, or air on or below, or around this site. Any statements in
this report or on the boring logs regarding odors, colors, and unusual or suspicious
items or conditions are strictly for information purposes only.
3.0 SUBSURFACE EXPLORATION
3.1 Subsurface Conditions
In order to evaluate soil conditions at the site, two (2) soil borings were advanced using
a truck - mounted, hollow -stem, flight auger drill rig. The borings were advanced
adjacent to the proposed addition on the east side of the existing Target store. The
borings were drilled within existing asphalt -paved parking and drive areas to depths
ranging between approximately 20 and 50 feet below ground surface. The locations of
the soil borings, as well as the proposed store addition, are shown on Figure 2. The
logs of the soil borings are presented in Appendix B.
During the sampling procedure, Standard Penetration Tests (SPT) were performed and
relatively undisturbed samples were obtained utilizing a 3 -inch diameter California split -
spoon sampler. The SPT for soil borings is performed by driving a 2 -inch, O.D. split -
spoon sampler into the undisturbed formation located at the bottom of the advanced
borehole with repeated blows of a 140 -pound hammer falling a vertical distance of 30
inches. The number of blows required to drive the sampler the last 12 inches of an 18-
inch penetration depth is a measure of the soil consistency (see Appendix B). The blow
count obtained from the California sampler (indicated on the logs as SS) should be
Proposed Addition to Target Store T -1029
PSI Project No. 875 -55052
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Paae 4
reduced by approximately 37 % to obtain a rough correlation to SPT blow counts (N-
value). Samples were identified in the field, placed in sealed containers and transported
to the laboratory for further classification and testing.
In the areas explored, the site is surfaced with approximately 4 inches of asphalt with
approximately 3 inches of aggregate base. Beneath this pavement section, the material
encountered consisted of approximately 30 feet of fill material underlain by alluvial
material. The fill material consisted of mottled brown, yellow, and grey silty sands and
sands. It is our understanding that the existing engineered fill was placed by others. The
alluvial material consisted of silty sands. The consistency of the fill and alluvial
materials were observed to range from medium dense to very dense in terms of the
standard penetration tests performed. Bedrock was not encountered within the boring
to the maximum explored depth of approximately 50 feet below ground surface.
Groundwater was encountered in one exploratory boring at an approximate depth of 30
feet below ground surface.
The above subsurface description is of a generalized nature to highlight the major
subsurface stratification features and material characteristics. The boring logs, included
in Appendix B, should be reviewed for specific information at the boring locations.
These records include soil descriptions, stratification, penetration resistance, locations
of the samples and laboratory test data. The stratification shown on the boring log
represents the conditions only at the actual boring location at the time of our
exploration. Variations may occur and should be expected between locations. The
stratification that represents the approximate boundary between subsurface materials
and the actual transition may be gradual. The samples that were not altered by
laboratory testing will be retained for 30 days from the date of this report and will then
be discarded.
3.2 Groundwater
Groundwater was encountered in one of the exploratory borings at an approximate
depth of 30 feet below ground surface. It is possible that transient, over - saturated
ground conditions at shallower depths could develop due to periods of heavy
precipitation, landscape watering, leaking water lines, or other unforeseen causes.
Variations in groundwater levels should be expected seasonally, annually, and from
location to location. Groundwater is not expected to impact the proposed construction.
3.3 Laboratory Evaluation
Selected samples of the subsurface soils encountered were returned to our laboratory
for further evaluation to aid in classification of the materials, and to help assess their
strength and compressibility characteristics. The laboratory evaluation consisted of
Proposed Addition to Target Store T -1029
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Paoe 5
visual and textural examinations, moisture, and density testing. A brief discussion of the
laboratory tests and the results of our testing are presented in Appendix C.
4.0 SEISMIC CONSIDERATIONS
4.1 Regional Seismicity
Generally, seismicity within California can be attributed to faulting due to regional
tectonic movement. This includes the San Andreas Fault, and most parallel and
subparallel faulting within the State. The portion of California which includes the subject
site is considered seismically active. The subject site is situated in UBC Seismic Zone 4.
Seismic hazards within the site can be attributed to potential ground shaking resulting
from earthquake events along nearby or more distant faulting.
According to regional geologic literature (Blake, 2000), the closest known late
Quaternary fault is the Rose Canyon Fault, located approximately 4.6 to 5 miles (7.4 to
8 km) from the site. Several potentially active and pre - Quaternary faults also occur
within the regional vicinity. Currently, the seismological literature presents varying
opinions regarding seismicity for nearby potentially active and pre - Quaternary faults. As
such, the following Seismic Analysis only considers the effects of active faulting as
determined by the 1997 Uniform Building Code.
4.2 Seismic Analysis
The seismicity of the site was evaluated utilizing deterministic methods for active
Quaternary faults within the regional vicinity. According to the Alquist - Priolo Special
Studies Zones Act of 1972 (revised 1994), Quaternary faults have been classified as
active faults which show apparent surface rupture during the last 11,000 years (i.e.,
Holocene time). This site is currently not within a mapped Earthquake Fault Zone
(CDMG, 1982).
Deterministic Analysis - Deterministic seismicity at the site was evaluated with the
Eqfault computer program (Blake, 1989- 2000), which utilizes an updated digitized map
(1998) of known late Quaternary earthquake faults, a catalog of the estimated credible
and potential earthquakes for each fault, and a user - specified attenuation relationship
(Campbell & Bozorgnia, 1994/1997). Output from the Eqfault program is presented in
Appendix D.
Based on our analysis, 50 late- Quaternary faults were located within a 100 -mile radius
of the site. The site is subject to a Maximum Magnitude Event of 6.9 Magnitude along
the Rose Canyon Fault, located approximately 4.6 to 5 miles (7.4 to 8 km) from the site,
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with corresponding median Peak Ground Accelerations of 0.41g, and 84th percentile
PGA of 0.61g. The Maximum Magnitude Event is defined as the maximum earthquake
that appears capable of occurring under the presently known tectonic framework. The
Deterministic Site Parameters are presented in Appendix D.
Probabilistic Determination - Ground motions representing a 10% probability of
exceedance in 50 years are based on analysis by the California Geologic Survey (CGS).
The probabilistic ground motion values for alluvium, expressed as the acceleration due
to gravity (g), would be:
PGA = Peak Ground Acceleration
PE = Probabilistic Exceedance
SA = Spectral Acceleration period length
4.3 Hazard Assessment
Seismically- Induced Settlement of Soils — Within the depths of our exploration, the
materials comprising the subsurface soils were observed to have significant fines
content. Based on the anticipated earthquake effect and the stratigraphy of the site,
relatively minor seismically- induced settlement is likely to occur. Such settlement will
probably affect relatively large areas so that differential settlements over short distances
are likely to be very small.
Liquefaction — Liquefaction and seismically induced settlement typically occur in loose
granular soils with groundwater near the ground surface. During an earthquake, ground
shaking causes the soil to collapse and the groundwater to rapidly rise to the surface,
resulting in a sudden loss of soil bearing strength. Fine - grained soils are not generally
susceptible to liquefaction or to short-term settlement due to seismic loads. Liquefaction
potential has been found to be the greatest where the ground water level is within a
depth of 50 feet or less and loose fine sands occur within that depth. The liquefaction
potential decreases with increasing grain size and clay and gravel content, but
increases as the ground acceleration and duration of shaking increases.
Groundwater was encountered in one of the exploratory borings at an approximate depth
of 30 feet below ground surface. Based on site - specific information, it is our opinion that
10 %PE in 50 yr
PGA
0.322
0.2 sec SA
0.776
1.0 sec SA
0.389
PGA = Peak Ground Acceleration
PE = Probabilistic Exceedance
SA = Spectral Acceleration period length
4.3 Hazard Assessment
Seismically- Induced Settlement of Soils — Within the depths of our exploration, the
materials comprising the subsurface soils were observed to have significant fines
content. Based on the anticipated earthquake effect and the stratigraphy of the site,
relatively minor seismically- induced settlement is likely to occur. Such settlement will
probably affect relatively large areas so that differential settlements over short distances
are likely to be very small.
Liquefaction — Liquefaction and seismically induced settlement typically occur in loose
granular soils with groundwater near the ground surface. During an earthquake, ground
shaking causes the soil to collapse and the groundwater to rapidly rise to the surface,
resulting in a sudden loss of soil bearing strength. Fine - grained soils are not generally
susceptible to liquefaction or to short-term settlement due to seismic loads. Liquefaction
potential has been found to be the greatest where the ground water level is within a
depth of 50 feet or less and loose fine sands occur within that depth. The liquefaction
potential decreases with increasing grain size and clay and gravel content, but
increases as the ground acceleration and duration of shaking increases.
Groundwater was encountered in one of the exploratory borings at an approximate depth
of 30 feet below ground surface. Based on site - specific information, it is our opinion that
Proposed Addition to Target Store T -1029
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Page 7
the site is considered to have a low risk potential for soil liquefaction. However, a
comprehensive liquefaction analysis was beyond our current scope of work.
Lurching and Shallow Ground Rupture — Evidence of active fault rupture was not
observed within the explored areas of the site at the time of our subsurface exploration.
However, due to the active seismicity of California, this possibility cannot be completely
ruled out. In this light, the unlikely hazard of lurching or ground rupture should not
preclude consideration of (flexible) design for on site utility lines and connections.
Tsunamis and Seiches — Inundation by tsunamis (seismic or "tidal waves ") or seiches
( "tidal waves" in confined bodies of water) are not considered to be a significant threat
to the subject site due to the absence of proximal large bodies of water.
4.4 Earthquake Design Parameters
In accordance with the evaluation summarized in the Seismic Analysis section of this
report, the Peak Ground Acceleration at the site due to the Maximum Magnitude Event
is estimated to be 0.41g and 84th percentile PGA of 0.61g. In conjunction with the soil
classifications provided in Table 16 -J of the 1997 Uniform Building Code (UBC), based
on our field observations and on Standard Penetration Test values obtained from the
borings, the subsurface soils at the subject site can be characterized as soil profile type
Sp. According to the 1997 edition of the UBC, the site is located within Seismic Zone 4.
The proposed structural improvements should be designed in accordance with seismic
design requirements of the UBC 1997 edition, Volume II, Chapter 16, utilizing the
following criteria:
UBC Chapter 16
Seismic Parameter
Value
Table 16 -1
Seismic Zone Factor, Z
0.40
Table 16 -J
Soil Profile Type
Sp
Table 16-Q
Seismic Coefficient, Ca
0.44
Table 16 -R
Seismic Coefficient, G,
0.71
Table 16 -S
Near Source Factor, Na
1.0
Table 16 -T
Near Source Factor, N„
1.1
Table 16 -U
Seismic Source Type
B
If site - dependent earthquake response spectra or other specific design parameters are
deemed necessary by the project structural engineer, or are required by the local
governmental agency who has jurisdiction over the project, the geotechnical engineer
Proposed Addition to Target Store T -1029
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Page 8
should be promptly informed for further evaluation. In addition, design of structures
should comply with the requirements of the governing jurisdiction's building codes and
standard practices of the Structural Engineers Association of California.
5.0 CONCLUSIONS AND RECOMMENDATIONS
The near surface soils at the site consist of medium dense silty sands and clayey
sands. Based on the results obtained from our exploration and analysis, the proposed
building expansion may be supported on shallow footings founded in properly
compacted fill soils.
The proposed construction at the site should be performed in accordance with the
following recommendations. Our recommendations have been developed on the basis of
the previously described project characteristics and subsurface conditions encountered. If
there are any changes in these project criteria, including project location on the site, a
review should be made by PSI to determine if modifications to the recommendations are
warranted.
Once final design plans and specifications are available, a general review by PSI is
recommended as a means to check that the evaluations made in preparation of this report
are correct and that earthwork and foundation recommendations are properly interpreted
and implemented.
5.1 Site Preparation
Prior to construction, the location of any existing underground utility lines within the
construction area should be established. Provisions should be made to relocate any
interfering utility lines within the construction area to appropriate locations. The site
should also be cleared of surface vegetation. As a minimum, it is recommended the
clearing operations extend at least five feet beyond the development perimeters except
where the addition abuts the existing store.
The near - surface soil conditions at the site are somewhat variable in composition and
consistency. It is recommended that these soils be removed to a depth of approximately
18 inches below the bottom of footings and replaced as uniformly compacted fill.
Soils exposed at the bottom of the excavations should be scarified to a minimum depth
of 6 inches, moisture conditioned to 110 percent of optimum moisture content and
recompacted to a minimum 90 percent relative compaction (based on ASTM Test
Proposed Addition to Target Store T -1029
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Method D1557). This earthwork should extend a minimum 5 feet beyond the proposed
building footprints except where the addition abuts the existing store.
All grading operations should be performed in accordance with the requirements of the
1997 UBC, and local governmental standards which have jurisdiction over this project.
5.2 Engineered Fill
Fill materials, including both native and import soil, should be free of organic or other
deleterious materials, have a maximum particle size of 3 inches or less, have a liquid limit
of less than 45 and a plasticity index of less than 20. Structural fill should be moisture
conditioned and compacted to at least 90 percent of the maximum dry density as
determined by ASTM Designation D1557.
Fill should be placed in maximum loose lifts of S inches and should be moisture
conditioned and compacted at 110 percent of the optimum moisture content. If water must
be added, it should be uniformly applied and thoroughly mixed into the soil by disking or
scarifying. Each lift of compacted, engineered fill should be tested by a representative of
the geotechnical engineer prior to placement of subsequent lifts. The edges of compacted
fill should extend 5 feet beyond the edges of buildings prior to sloping.
We recommend that at the time of initial site stripping and grading, that PSI be retained to
observe the subgrade conditions to verify that no potentially deleterious soils are present
in the site fill soils encountered near the surface in our borings.
5.3 Excavations
Excavation and construction operations may expose the on -site soils to inclement
weather conditions. The stability of exposed soils may rapidly deteriorate due to
precipitation or the action of heavy or repeated construction traffic. Accordingly,
foundation area excavations should be adequately protected from the elements, and
from the action of repetitive or heavy construction loading.
5.3.1 Excavations/Slopes
Temporary earth slopes may be cut near vertical to heights of 4 feet. Excavations
deeper than 4 feet should be sloped back at 1:1 (horizontal to vertical) or shored for
safety. Excavations extending below a 1Yz:1 (horizontal to vertical) plane extending
down from any adjacent footings should be shored for safety. All excavations should be
inspected by a representative of the geotechnical engineer during construction to allow
any modifications to be made due to variation in the soil types. All work should be
Proposed Addition to Target Store T -1029
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March 29, 2005
Page 10
performed in accordance with Department of Labor Occupational Safety and Health
Administration (OSHA) guidelines. Job site safety is the responsibility of the project
contractor.
In Federal Register, Volume 54, No. 209 (October 1989), the United States Department
of Labor, Occupational Safety and Health Administration (OSHA) amended its
"Construction Standards for Excavations, 29 CFR, part 1926, subpart P ". This
document was issued to better insure the safety of personnel entering trenches or
excavations. It is mandated by this federal regulation that excavations, whether they be
utility trenches, basement excavations, or footing excavations, be constructed in
accordance with the new OSHA guidelines. It is our understanding that these
regulations are being strictly enforced and, if they are not closely followed, the owner
and the contractor could be liable for substantial penalties.
The contractor is solely responsible for designing and constructing stable, temporary
excavations and should shore, slope, or bench the sides of the excavations as required
to maintain stability of both the excavation sides and bottom. The contractor's
"responsible person ", as defined in 29 CFR Part 1926, should evaluate the soil exposed
in the excavations as part of the contractor's safety procedures. In no case should
slope height, slope inclination, or excavation depth, including utility trench excavation
depth, exceed those specified in local, state, and federal state regulations.
We are providing this information solely as a service to our client. PSI does not assume
responsibility for construction site safety or the contractor's or other parties' compliance
with local, state, and federal safety or other regulations.
5.3.2 Trench Backfill
Except where extending perpendicular under proposed foundations, utility trenches
should be constructed outside a 1:1 projection from the base -of- foundations. Trench
excavations for utility lines, which extend under structural areas should be properly
backfilled and compacted.
Utilities should be bedded and backfilled with clean sand or approved granular soil to a
depth of at least 1 foot over the pipe. This backfill should be uniformly watered and
compacted to a firm condition for pipe support. All required trench backfill should be
mechanically compacted in layers to at least 95% of maximum dry density based on
ASTM D1557. Flooding should not be permitted.
The remainder of the backfill shall be typical on -site soil or imported soil which should
be placed in lifts not exceeding 8 inches in thickness, watered or aerated to 0 to 3
Proposed Addition to Target Store T -1029
PSI Pmjmt No. 875 -55052
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Paqe 11
percent above the optimum moisture content, and mechanically compacted to at least
90 percent of maximum dry density (based on ASTM D1557).
Some settlement of the backfill may be expected and any utilities within the trenches or
concrete walks supported on the trench backfill should be designed to accept these
differential movements.
5.4 Foundation Support
Based on the results of our geotechnical investigation, it is our opinion that the
proposed building expansion may be supported on a conventional shallow foundation at
least 18 inches deep, at least 15 inches wide, bearing on at least 18 inches of properly
compacted, engineered fill below bottom of footings. The foundation may be designed
for a maximum allowable soil bearing pressure of 2,000 psf. This value may be
increased by 20% per additional foot of depth, to a maximum value of 4,000 psf, for
both spread or continuous footings. The allowable soil bearing pressure may be
increased by one -third for short-term wind or seismic load considerations.
Lateral loads may be resisted by any rational method that incorporates sliding friction
and /or passive earth pressure. The design may incorporate an allowable passive earth
pressure of 300 psf per foot of depth below a depth of 1 foot, provided that the footing
concrete is poured tightly against properly compacted fill materials. This value may be
increased by 250 psf for each additional foot of depth, to a maximum of 3,700 psf. An
allowable friction coefficient of 0.25 may be used at the concrete -soil interface.
No reductions are necessary when combining the frictional and passive resistance of
the soils to determine the total lateral resistance. When considering seismic loading,
one or the other should be reduced by one -half.
Appropriate foundation reinforcement should be provided to withstand the low
expansion potential of the on -site soils, in accordance with the Structural Engineer's
recommendations and 1997 Uniform Building Code.
5.5 Settlement
We anticipate that properly designed and constructed foundations, supported on
compacted fill materials in accordance with the above recommendations, should
experience maximum total and differential static settlements of less than 1 -inch and ' /2-
inch, respectively. This estimate includes any ground movement due to soil expansion
as well as settlement. The total settlement during construction is not expected to exceed
/2 inch.
Proposed Addition to Target Store T -1029
PSI Project No. 875 -55052
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Paae 12
The total expected settlement may be slightly reduced by a design reduction in the
allowable soil bearing pressure. Differential settlement is expected not to exceed' /] inch
between the existing and proposed foundations, based on our recommendations for
proposed footings.
5.6 Corrosivitv
A representative sample of onsite soils was tested in our laboratory for sulfate content.
Results of testing indicate that the onsite soils may have "negligible" sulfate content with
respect to concrete corrosion. For preliminary design purposes, we recommend a
minimum of Type II cement and a maximum water- cement ratio of 0.50, for concrete in
contact with on -site soils. Final concrete mix design should be evaluated after sulfate
tests have been performed on the actual subgrade material.
Special protection for underground cast iron pipe or ductile iron pipe is recommended.
Cathodic protection should be designed by an engineer specialized in corrosion.
Testing for corrosivity of the fill soils should be conducted after site grading to verify our
recommendations.
5.7 Drainage Considerations
Water should not be allowed to collect in the foundation excavation or on prepared
subgrades of the construction area either during or after construction. Undercut or
excavated areas should be sloped toward one corner to facilitate removal of any
collected rainwater, or positive runoff. The onsite soils are susceptible to erosion. The
contractor should exercise care in creating drainage paths for water during the
construction phase of the project. Curbing adjacent to landscaped areas should be
designed deep enough to act as a barrier between the landscape irrigation and the
subgrade soil. Surface run -off from roofs, parking areas, etc., should be tightlined to the
storm sewer or other approved disposal areas.
5.8 Floor Slab Support
The floor slab should be supported on properly placed and compacted engineered fill. If
the slab is to be supported by fill derived from onsite soils, then the slab section may be
designed by the structural engineer using a coefficient of subgrade reaction of 90 pci and
assuming a low expansion potential (UBC 18 -2). The structural engineer should design
appropriate reinforcement for the slabs to withstand a low expansion potential (Chapter 18
of the 1997 Uniform Building Code). Care should be taken by the contractor to ensure that
the reinforcement is placed and maintained at slab midheight. Floor slabs should be
Proposed Addition to Target Store T -1029
PSI Project No. 875 -55052
March 29, 2005
Page 13
suitably reinforced and jointed so that a small amount of independent movement can occur
without causing damage.
Slabs should be underlain by a capillary break at least 4 inches thick, consisting of clean
sand or gravel. In moisture - sensitive flooring areas, such as carpeted or linoleum covered
areas, a 6 -mil visqueen moisture barrier the slab should be placed midheight within the
capillary break material. The visqueen sheet should be sealed along the edges to prevent
lateral migration of soil moisture from adjacent non - visqueen areas. Prior to placement of
clean sand and slab -on- grade, the visqueen sheet should be thoroughly inspected for
cracks, punctures, tears, and holes. If necessary, the visqueen should be replaced or
patched to assure a fully functional entity. The allowable friction coefficient is 0.15 for
slabs over the capillary break with plastic sheet vapor barrier.
Some minor cracking of slabs can be expected due to shrinkage. The potential for this
slab cracking can be reduced by careful control of water /cement ratios in the concrete.
The contractor should take appropriate curing precautions during the pouring of concrete
in hot weather to minimize the cracking of slabs. We recommend that a slipsheet (or
equivalent) be utilized if grouted fill, tile, or other floor sensitive floor covering is planned
directly on concrete slabs. All slabs should be designed in accordance with structural
considerations. The floor slab should be liberally jointed in accordance with ACI guidelines
to help control cracking, resulting from differential movement and concrete shrinkage.
The footings may be connected to the slab in accordance with the structural engineer's
recommendations. We suggest that, where practical, the floor slab not be rigidly
connected to columns, walls or foundations. Semi - flexible doweling connections are
preferred.
5.9 Pavement Recommendations
During construction, some of the existing pavement areas may be removed or damaged.
Where it is necessary, we recommend matching the existing pavement.
5.10 Construction Monitoring
It is recommended that PSI be retained to examine and identify soil exposures created
during project construction in order to verify that soil conditions are as anticipated. We
further recommend that any structural fills be continuously observed and tested by our
representative in order to evaluate the thoroughness and uniformity of their compaction.
If possible, samples of fill materials should be submitted to our laboratory for evaluation
prior to placement of fills on site. Costs for the recommended observations during
construction are beyond the scope of this current consultation.
Proposed Addition to Target Store T -1029
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Page 14
6.0 GENERAL
Our conclusions and recommendations described in this report are subject to the
following general conditions:
6.1 Use of Report
This report is for the exclusive use of the Target Corporation and their representatives
to use for the design of the proposed structure described herein and preparation of
construction documents. The data, analyses, and recommendations may not be
appropriate for other structures or purposes. We recommend that parties contemplating
other structures or purposes contact us. In the absence of our written approval, we
make no representation and assume no responsibility to other parties regarding this
report.
6.2 Limitations
The recommendations contained in this report are based on the available subsurface
information obtained by PSI, and design details furnished for the proposed project. If
there are any revisions to the plans for this project, or if deviations from the subsurface
conditions noted in this report are encountered during construction. PSI must be notified
immediately to determine if changes in the foundation recommendations are required. If
PSI is not retained to perform these functions, PSI will not be responsible for the impact
of those conditions on the project.
Services performed by PSI for this project have been conducted with that level of care
and skill ordinarily exercised by members of the profession currently practicing in this
area. No warranty, expressed or implied, is made.
FIGURES
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SITE VICINITY MAP
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TARGET T -1029
Figure 1
Mme, Construction
PROPOSED EXPANSION &
Consulting• Engineering• Testing
ASSOCIATED IMPROVEMENTS
Map:
'
3960 Gilman Street
Encinitas, California
Long Beach, CA 90815
1010 N. El Camino Real
Quadrangle
562/597 -3977
Encinitas, Califomia
Fax 562/597 -8459
PROJECT NO. 875 -55052
7.5' USGS Topographic Map
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PROJECT NAME
BORING
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TARGET T -1029
LOCATION MAP
Boring Location
Construction i-TesTesting
Cwnunlns • Ery(neeitns • Test(ns
PROPOSED EXPANSION &
Figure 2
3960 Gilman Street
ASSOCIATED IMPROVEMENTS
Long Beach, CA 90815
Not to scale
562/597 -3977
1010 N. El Camino Real
Fax 5621597 -8459
Encinitas, California
PROJECT NO. 875-55052
APPENDIX A
REFERENCES
REFERENCES
1. Blake, T.F., 1989 -2000, Documentation For Eqfault Version 3.00 Update, Thomas F.
Blake Computer Services and Software, Newbury Park, California.
2. California Division of Mines and Geology (CDMG), 1994 (revised 1997 and 1999),
"Fault- Rupture Hazard Zones in California," Special Publication 42.
3. California Division of Mines and Geology (CDMG), 1997, Seismic Hazard Official
Map, Encinitas Quadrangle, Scale: 1:24,000.
4. California Geological Survey (CGS), April, 2002, "California Geomorphic Provinces'
http: / /www. consrv. ca.gov /cgs /information /p ubl i cations /cgs_notes /note_36 /note_36. p
df (web document).
5. California Geologic Survey (CGS), 2004, Alquist - Priolo and Probabilistic Seismic
Hazard Assessment (PSHA) Maps, available at http: / /www.consrv.ca.gov /CGS /.
6. Campbell, K.W. and Bozorgnia, Y., 1994/1997, Near - Surface Attenuation of Peak
Horizontal Acceleration From Worldwide Accelerograms, Proceedings, Fifth U.S.
National Conference on Earthquake Engineering, Vol III, Earthquake Engineering
Research Institute.
7. Jennings, C.W., 1994, Fault Activity Map of California and Adjacent Areas, Scale
1:750,000, California Division of Mines and Geology.
8. US Geological Survey, Encinitas Quadrangle, California, United States Department
of the Interior, Scale: 1:24,000, 1964 (photo- revised 1981).
APPENDIX B
EXPLORATION LOGS
BORING B1
CLIENT: Target Corporation
PSI PROJECT NO.: 875 -55052
PROJECT: Target - Encinitas
BORING TYPE: CME 75
LOCATION: 101014. El Camino Real, Encinitas, CA
ELEVATION:
DATE
DRILLED: 0311112005
LOGGED BY: SM
$
Standard Shelby V Water Level
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Modified Bulk � Static Water
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Field Notes
2
California Sample Table
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O
SOIL DESCRIPTION and CLASSIFICATION USCS
Asphalt: 4 inches
Base:3inches
BULK: Silty SAND (SM),yellow brown, slightly moist, medium
grained sand.
20
Artificial Fill
15
13.6
1102
Gravelly Silty SAND (SP),yellow brown, moist, medium dense,
5
fine to medium grained sand, fine subrounded gravel.
10
Silty SAND (SM),yellow brown, slightly moist, medium dense,
20
20.8
104.7
medium grained sand, silty pockets with iron oxidation.
Silty SAND (SM),mottled yellow brown and light brown,
25
30
17.3
119.7
slightly moist, very dense, medium rained sand, silty
g y ry g ty pockets
50/8•
with iron oxidation, iron oxidation also present of individual sand
10
grains.
45
5015
1.2
108.9
SAND (SP), mottled grey brown and pale yellow brown, moist,
very dense, medium grained sand, iron oxidation present on
individual grains.
s
SAND (SP), mottled grey and orange brown, moist, very
35
dense, fine to medium grained sand, iron oxidation present on
5018'
individual grains, small pockets of grey silt.
20
SAND (SP), mottled dark brown, grey and orange brown,
ss
moist, very dense, fine to medium grained sand, iron oxidation
40
present on individual grains, small pockets of grey silt.
Total Depth: 21.5 Ft
Groundwater was not encountered to the maximum depth
explored.
Boring was backfilled with soil cuttings and patched with asphalt.
hjnnnlltirm
FIGURE NO.
LM�a TIBuildOn
ngi„e.,my • C. w
e,—dow • ft
BORING B2
CLIENT: Target Corporation
PSI PROJECT NO.: 875 -55052
PROJECT: Target - Encinitas
BORING TYPE: CME 75
LOCATION: 1010 N. El Camino Real, Encinitas, CA
ELEVATION:
DATE
DRILLED:
03/1112005
LOGGED BY: SM
Standard Shelby Water Level
'
$
split Spoon Tube ATD
E a%
.
c
B Modified ® Bulk static Water
5 m
$
Field Notes
m°
E
California Sample Table
m
M t
Z
U
n
U
❑
SOIL DESCRIPTION and CLASSIFICATION (USCS
Asphalt: 4 inches
Base: 3 inches
BULK: Silty SAND (SM), yellow bronw, slightly moist, medium
grained sand.
30
13.7
114.
Artificial Fill
SAND (SP), yellow brown, slightly moist, very dense, fine to
5
medium grained sand, iron oxide on individual grains, trace
20
pockets of grey silt and fine sand, few scattered manganese
25
13.8
120.8
blebs.
SAND (SP), yellow brown, slightly moist, medium dense, fine
535
15.0
115.6
to medium grained sand, iron oxide on individual grains, trace
pockets of grey silt and fine sand, few scattered manganese
10
`
blebs.
SAND (SP), mottled pale pink brown and yellow brown, slightly
50/5•
jig
1 t0.s
moist, very dense, fine to medium grained sand, iron oxide in
patches, few grey silt laminea throughout.
SAND (SP), mottled pale pink brown and yellow brown, slightly
moist, very dense, fine to medium grained sand, iron oxide in
15
patches, few grey silt laminea throughout.
SAND (SP), mottled light brown, grey, pale yellow brown,
a0
slightly moist, very dense, medium grained sand, scattered
5016"
pockets of grey silt, iron oxide in individual sand grains.
za
SAND (SP), mottled dark brown, rusty brown and grey, moist,
40
very dense, medium grained sand, iron oxide in patches, some
sots•
grey silt in pockets, some fine grained sand.
25
SAND (SP), mottled dark brown, rusty brown and grey, moist,
30
very dense, medium grained sand, iron oxide in patches, some
40
grey silt in pockets, some fine grained sand.
30
Alluvium - - - - - - - - - - - - - - - - - - - - - - - - - - - -
20 Geogdd
was
Silty SAND (SM), brown, slightly moist, very dense, fine to
50/6•
brought to
medium grained sand, iron oxide on individual grains.
surtace
35-
Silty SAND (SM), brown, wet, very dense, fine to medium
15
grained sand, iron oxide on individual grains, increase in silt
30
V;
content compared to sample at 30 feet.
I
c I lnf7nnntirm
pii�I To Build On
n,y,,....y • c.../r • w.rr
FIGURE NO.
BORING B2
CLIENT: Target Corporation
PSI PROJECT NO.: 875 -55052
PROJECT: Target - Encinitas
BORING TYPE: CME 75
LOCATION: 1010 N. El Camino Real, Encinitas, CA
ELEVATION:
DATE
DRILLED: 03 /11/2005
LOGGED BY: SM
Standard Shelby Y Water Level
$
Split Spoon Tube ATD
m
O
n
n
e Modihad ® Bulk Static Water
0
o
g
� �
d
Field Notes
ry
E
California Sample Table
CO-
M 5
2•
0
N
U
O
SOIL DESCRIPTION and CLASSIFICATION (USCS
Silty SAND (SM),brown, wet, dense, fine to medium grained
sand, sparse iron oxide on individual grains.
1s
20
Silty SAND (SM),dark brown, wet, dense, fine to medium
10
grained sand, sparse iron oxide on individual grains.
18
50
Silty SAND (SM),mottled dark brown, grey and yellow brown,
wet, dense, fine to medium grained sand, sparse iron oxide on
25
individual grains.
Total Depth: 21.5 Ft
Groundwater was not encountered to the maximum depth
explored.
Boring was backfilled with soil cuttings and patched with asphalt.
SCI 110777IRhOrI
FIGURE NO.
ToftildOn
n,v„».,«.r • ce,wr,� •wry
APPENDIX C
LABORATORY TEST RESULTS
LABORATORY TEST RESULTS
Laboratory Testina Proaram
Laboratory tests were performed on representative soil samples to determine their
relative engineering properties. Tests were performed in general accordance with test
methods of the American Society for Testing Materials or other accepted standards.
The following presents a brief description of the various test methods used.
Classification - Soils were classified visually according to the Unified Soil Classification
System. Visual classifications were supplemented by laboratory testing of selected
samples in general accordance with ASTM D2487. The soil classifications are shown
on the Exploration Logs.
In -Situ Moisture /Density - The in -place moisture content and dry unit weight of selected
samples were determined using relatively undisturbed samples from the linear rings of a
2.38 inch I.D. modified California Sampler. The dry unit weight and moisture content are
shown on the Exploration Logs.
Particle Size Analysis - Particle Size Analyses were performed on selected
representative samples in general accordance with ASTM D422. For determination of
percent fines, a representative sample is dried, weighed, then soaked in water until
individual soil particles are separated, and washed on the No. 200 sieve.
Direct Shear Tests - Consolidated, drained, direct shear tests were performed on
undisturbed samples in general accordance with ASTM D -3080. The undisturbed
samples were tested in a saturated condition using normal loads of 1 ksf, 2 ksf, and 4
ksf. Resheared tests were performed under the same conditions on samples previously
tested by direct shear.
Soluble Sulfate Test - In order to estimate the concrete degradation potential of soils,
the content of soluble sulfates was determined in general accordance with Cal Test
Method 417A.
SUMMARY OF LABORATORY TEST RESU
RESULTS OF DIRECT SHEAR TEST
(ASTM D 3080)
SAMPLE LOCATION COHESION I PHI ANGLE
131 @ 5 ft 201 psf 34 degrees
RESULTS OF SULFATE TEST
(CAL 417A)
SAMPLE LOCATION
I
B1 @0 -3ft
SOLUBLE SULFATE
0.003% by weight
(Degree of Attack — Negligible)
DIRECT SHEAR TEST REGRESSION ANALYSIS
CURVE FfT BY LEAST SQUARES METHOD
PROJECT: Target Encinitas
PROJECT NO.: 875 -55052
DATE: 3/18/2005
DATA POINTS
X (ksf)
Y (ksf)
0.60
0.60
1.05
0.93
BORING NO.: B I
DEPTH: 5ft
SAMPLE TYPE: Undisturbed
RESULTS
Angle phi = 34 degrees
Cohesion = 201 Ih/sq ft
1.70 I.
Direct Shear Test Data Plot
5.00
4.50
4.00
3.50
3.00
°cl
2.50 • Test Data
�
2 —Curve Fit
oa
A 1.50
C2
1.00
0.50
0.00
0.00 1.00 2.00 3.00 4.00 5.00 6.00
Normal Stress (ksf)
r��� i In
forntation
L/'��N .To Build 0 n
SIEVE ANALYSIS
PROJECT: Target Encinitas
PROJECT NO.: 875 -55052
DATE: 3/17/2005
RESULTS:
BORING NO.
DEPTH
% COARSE
% FINES
CLASSIFICATION
B2
15ft
66.6%
33.4%
Silty SAND (SM)
B2
40 ft
80.1%
19.9%
Silty SAND (SM)
B2
50ft
78.7%
21.3%
Silty SAND (SM)
��i Infomw ion
� .T � Build On
s gr .rg • Corm&ddm • Tj~
APPENDIX D
SEISMIC ANALYSIS - COMPUTER OUTPUT
1100
1000
m
m
700
.11
500
400
300
200
100
C]
-100
-400
CALIFORNIA FAULT MAP
Target - Encinitas
-300 -200 -100 0 100 200 300 400 500 600
875 - 550502 TARGETENCINITAS
#kfi it it * *hhA #hrthh4irrt # *hrt#
# h
' E Q F A U L T '
h 4
* version 3.00
* rt
DETERMINISTIC ESTIMATION OF
PEAK ACCELERATION FROM DIGITIZED FAULTS
JOB NUMBER: 875 -55052
DATE: 03 -16 -2005
JOB NAME: Target - Encinitas
CALCULATION NAME: Test Run Analysis
FAULT - DATA -FILE NAME: CDMGFLTE.DAT
SITE COORDINATES:
SITE LATITUDE: 33.0626
SITE LONGITUDE: 117.2650
SEARCH RADIUS: 100 mi
ATTENUATION RELATION: 14) Campbell & Bozorgnia (1997 Rev.) - Alluvium
UNCERTAINTY (M= Median, S= Sigma): M Number of Sigmas: 0.0
DISTANCE MEASURE: Cdist
SCOND: 0
Basement Depth: 5.00 km Campbell SSR: 0 Campbell SHR: 0
COMPUTE PEAK HORIZONTAL ACCELERATION
FAULT -DATA FILE USED: CDMGFLTE.DAT
MINIMUM DEPTH VALUE (km): 3.0
Page 1
Page 1
ABBREVIATED
FAULT NAME
875 - 550502 TARGETENCINITAS
--- ------------
EQFAULT SUMMARY
-----------------------------
DETERMINISTIC SITE PARAMETERS
----- --- -------- --- ---- - - ----
ROSE CANYON
NEWPORT- INGLEWOOD (offshore)
CORONADO BANK
ELSINORE - TEMECULA
ELSINORE- JULIAN
EARTHQUAKE VALLEY
ELSINORE -GLEN IVY
PALOS VERDES
SAN JACINTO -ANZA
SAN JACINTO -SAN JACINTO VALLEY
SAN JACINTO- COYOTE CREEK
ELSINORE - COYOTE MOUNTAIN
NEWPORT- INGLEWOOD (L.A.Basin)
CHINO- CENTRAL AVE. (Elsinore)
WHITTIER
SAN JACINTO - BORREGO
COMPTON THRUST
SAN JACINTO -SAN BERNARDINO
ELYSIAN PARK THRUST
SAN ANDREAS - San Bernardino
SAN ANDREAS - Southern
SAN ANDREAS - Coachella
PINTO MOUNTAIN
SAN JOSE
SUPERSTITION MTN. (San Jacinto)
SIERRA MADRE
BURNT MTN.
CUCAMONGA
ELMORE RANCH
NORTH FRONTAL FAULT ZONE (West)
EUREKA PEAK
SUPERSTITION HILLS (San Jacinto)
LAGUNA SALADA
CLEGHORN
NORTH FRONTAL FAULT ZONE (East)
SAN ANDREAS - 1857 Rupture
SAN ANDREAS - Mojave
RAYMOND
CLAMSHELL- SAWPIT
LANDERS
APPROXIMATE
DISTANCE
mi (km)
5
11
19
26
26
40
40
41
49
51
51
52
53
55
58
62
63
65
66
69
69
75
75
76
77
79
79
79
81
81
82
82
83
83
84
87
87
88
89
90
0( 8
6( 18
6( 31
2( 42
2( 42
5( 6S
9( 67
0( 78
0( 82
6( 83
8( 84
6( 86
2( 88
8( 94
8( 101
3( 101
9( 106
4( 106
0( 111
0( 111
2( 121
6( 121
1( 122
9( 125
7( 128
8( 128
9( 128
7( 131
7( 131
5( 132
7( 133
4( 134
8( 134
8( 136
6( 141
6( 141
0( 141
7( 144
5( 145
Page 2
0)
7)
6)
2)
2)
1)
5)
8)
1)
1)
9)
ESTIMATED MAX. EARTHQUAKE EVENT
----------------- -- -- --- ------
MAXIMUM I
PEAK
JEST. SITE
EARTHQUAKE)
SITE
JINTENSITY
MAG.(MW) I
ACCEL. g
IMOD.MERC.
6.9 1
0.411
1 X
6.9 1
0.241
J IX
7.4 1
0.203
VIII
6.8
0.092
vii
7.1
0.118
VII
6.S
0.041
V
6.8
0.053
VI
7.1
0.066
VI
7.2
0.059
vI
6.9
0.043
VI
6.8
0.039
V
6.8
0.038
V
6.9 I
0.040
V
6.7 I
0.032
I V
6.8
0.033
V
6.6
0.025
V
6.8
0.029
V
6.7 I
0.026
V
6.7 I
0.025
V
7.3
0.041
v
7.4
0.045
VI
7.1
0.031
I V
7.0
0.028
1 V
6.5 1
0.017
I IV
6.6 I
0.019
1 Iv
7.0 I
0.024
V
6.4 1
0.015
IV
7.0 1
0.024
I V
6.6 1
0.018
IV
7.0 1
0.023
IV
6.4 1
0.015
IV
6.6 1
0.018
IV
7.0
0.025
V
6.5
0.016
IV
6.7
0.017
IV
7.8
0.047
VI
7.1
0.025
V
6.5
0.014
IV
6.5
0.014
I III
7.3
0.029
I V
Page 2
-------------- --- - --- --
ABBREVIATED
FAULT NAME
875- 550502 TARGETENCINITAS
-----------------------------
DETERMINISTIC SITE PARAMETERS
---- -- --- ------ ------ -- - - - - --
--------------------------------------------------
(ESTIMATED MAX. EARTHQUAKE EVENT
APPROXIMATE ------------------
DISTANCE MAXIMUM 1 PEAK JEST. SITE
I mi (km) IEARTHQUAKEI SITE (INTENSITY
I I MAG.(Mw) 1 ACCEL. g 1MOD.MERC.
VERDUGO 1
90.7(
+
146.0)1
version
6.7 1
0.016
f
BRAWLEY SEISMIC ZONE 1
92.3(
148.6)1
6.4 1
0.013
HOLLYWOOD 1
92.5(
148.9)1
6.4 1
0.012
HELENDALE - S. LOCKHARDT 1
93.3(
150.1)1
7.1 1
0.023
LENWOOD - LOCKHART -OLD WOMAN SPRGSI
96.4(
155.1)1
7.3 1
0.027
SANTA MONICA 1
97.1(
156.3)1
6.6 1
0.013
EMERSON So. - COPPER MTN. 1
98.1(
157.9)1
6.9 1
0.018
IMPERIAL 1
98.9(
159.1)1
7.0 1
0.020
JOHNSON VALLEY (Northern) 1
98.9(
159.1)1
6.7 1
0.015
MALIBU COAST 1
99.6
(
160.3)1
6.7 1
0.014
' k+++ ff+ Rf++ X4+ h++::+ f+ 4+ 4+ H' sffCffff++ f++
Aff+ ++ +rt +Rff + +f + + + + + >+ff +fffff
-END OF SEARCH- 50 FAULTS FOUND
WITHIN
THE
SPECIFIED SEARCH
RADIUS.
THE ROSE CANYON FAULT IS CLOSEST TO THE SITE.
IT IS ABOUT 5.0 MILES (8.0 km) AWAY.
LARGEST MAXIMUM- EARTHQUAKE SITE ACCELERATION: 0.4108 g
+ + + + + + + + + + + + + + + + + + + + + ++
^' E Q F A
U L T +
+
f
version
3.00 +
f
DETERMINISTIC ESTIMATION OF
PEAK ACCELERATION FROM DIGITIZED FAULTS
JOB NUMBER: 875 -55052
DATE: 03 -16 -2005
JOB NAME: Target - Encinitas
CALCULATION NAME: Test Run Analysis
FAULT - DATA -FILE NAME: CDMGFLTE.DAT
SITE COORDINATES:
SITE LATITUDE: 33.0626
SITE LONGITUDE: 117.2650
SEARCH RADIUS: 100 mi
ATTENUATION RELATION: 14) Campbell & Bozorgnia (1997 Rev.) - Alluvium
UNCERTAINTY (M= Median, S= Sigma): S Number of Sigmas: 1.0
Page 3
IV
III
III
IV
V
III
IV
IV
IV
IV
ffffffffrt
875- 550502 TARGETENCINITAS
DISTANCE MEASURE: Cdist
SCOND: 0
Basement Depth: 5.00 km Campbell SSR: 0
COMPUTE PEAK HORIZONTAL ACCELERATION
FAULT -DATA FILE USED: CDMGFLTE.DAT
MINIMUM DEPTH VALUE (km): 3.0
---------------
EQFAULT SUMMARY
------- -- - -----
Campbell SHR: 0
-----------------------------
DETERMINISTIC SITE PARAMETERS
Page 1
-------------------------- - - - - --
ABBREVIATED
FAULT NAME
ROSE CANYON
NEWPORT- INGLEWOOD (offshore)
CORONADO BANK
ELSINORE- TEMECULA
ELSINORE- JULIAN
EARTHQUAKE VALLEY
ELSINORE -GLEN IVY
PALOS VERDES
SAN JACINTO-ANZA
SAN JACINTO -SAN JACINTO VALLEY
SAN JACINTO- COYOTE CREEK
ELSINORE- COYOTE MOUNTAIN
APPROXIMATE
DISTANCE
mi (km)
1ESTIMATED I
MAXIMUM
1EARTHQUAKE
MAG.(Mw)
5.0( 8.0)1 6.9
11.6( 18.7)1 6.9
19.6( 31.6)1 7.4
26.2( 42.2)1 6.8
26.2( 42.2)1 7.1
40.5( 65.1)1 6.5
40.5( 65.1)1 6.8
41.9( 67.5)1 7.1
49.0( 78.8)1 7.2
51.0( 82.1)1 6.9
51.6( 83.1)1 6.8
S2.8( 84.9)1 6.8
Page 4
1AX. EARTHQI
PEAK
SITE
ACCEL. g
= - -0 607
0.356
0.302
0.153
0.189
0.071
0.092
0.114
0.102
0.075
0.067
0.065
JAKE EVENT
EST. SITE
INTENSITY
MOD.MERC.
IX
IX
VIII
VIII
VI
VII
VII
VII
VII
VI
VI
875- 550502
NEWPORT - INGLEWOOD (L.A.Basin) J
53.6(
EARTHQUAKEI
CHINO- CENTRAL AVE. (Elsinore) 1
55.2(
6.9
WHITTIER J
58.8(
1
SAN JACINTO - BORREGO I
62.8(
6.4 1
COMPTON THRUST 1
63.3(
1 0.055
SAN JACINTO -SAN BERNARDINO I
65.9(
94.6)1
ELYSIAN PARK THRUST I
66.4(
7.3
SAN ANDREAS - San Bernardino 1
69.0(
VI
SAN ANDREAS - Southern 1
69.0(
6.6
SAN ANDREAS - Coachella J
75.2(
1
PINTO MOUNTAIN 1
75.6(
6.7 1
SAN JOSE
76.1(
1 0.049
SUPERSTITION MTN. (San Jacinto)
77.9(
106.1)1
SIERRA MADRE
79.7(
BURNT MTN.
79.8(
VI
CUCAMONGA
79.9(
6.7
ELMORE RANCH
81.7(
1
NORTH FRONTAL FAULT ZONE (West)
81.7(
EUREKA PEAK
82.S(
1 0.072
SUPERSTITION HILLS (San Jacinto)I
82.7(
111.1)1
LAGUNA SALADA 1
83.4(
CLEGHORN 1
83.8(
VII
NORTH FRONTAL FAULT ZONE (East)
84.8(
7.1
SAN ANDREAS - 1857 Rupture
87.6(
1
SAN ANDREAS - Mojave
87.6(
RAYMOND 1
88.0(
1 0.049
CLAMSHELL - SAWPIT
89.7(
122.5)1
LANDERS
90.5(
TARGETENCINITAS
PEAK
JEST. SITE
EARTHQUAKEI
86.3)1
JINTENSITY
6.9
ACCEL. g
1 0.070
1
VI
88.9)1
6.4 1
6.7
1 IV
1 0.055
1
VI
94.6)1
0.041
6.8
7.3
1 0.057
I
VI
101.0)1
IV
6.6
0.032
1 0.044
1
vI
101.8)1
6.7 1
6.8
V
1 0.049
1
VI
106.1)1
6.7
1 0.045
1
VI
106.8)1
6.7
1 0.043
1
vi
111.1)1
7.3
1 0.072
1
vi
111.1)1
7.4
1 0.078
1
VII
121.0)1
7.1
1 0.054
1
vi
121.7)1
7.0
1 0.049
1
VI
122.5)1
6.5
1 0.030
1
V
125.4)1
6.6
1 0.033
1
V
128.3)1
7.0
1 0.042
1
VI
128.4)1
6.4
1 0.027
1
V
128.6)1
7.0
1 0.042
1
vI
131.5)1
6.6
1 0.031
1
V
131.5)1
7.0
1 0.040
1
v
132.8)1
6.4
1 0.025
1
V
133.1)1
6.6
1 0.030
1
V
134.3)1
7.0
1 0.043
1
vi
134.8)1
6.5
1 0.027
1
V
136.4)1
6.7
1 0.030
1
V
141.0)1
7.8
1 0.082
1
VII
141.0)1
7.1
1 0.044
1
vi
141.7)1
6.5
1 0.024
1
V
144.3)1
6.5
1 0.024
1
IV
145.7)1
7.3
1 0.050
1
vI
-----------------------------
DETERMINISTIC SITE PARAMETERS
Page 2
-------------------------------------------------------- ------------ -- --- - - - - --
ABBREVIATED
FAULT NAME
VERDUGO
BRAWLEY SEISMIC ZONE
HOLLYWOOD
HELENDALE - S. LOCKHARDT
LENWOOD - LOCKHART -OLD WOMAN SPRGS
SANTA MONICA
EMERSON SO. - COPPER MTN.
IMPERIAL
JOHNSON VALLEY (Northern)
MALIBU COAST
APPROXI
DISTA
mi
90.7(
92.3(
92.5(
93.3(
96.4(
97.1(
98.1(
98.9(
98.9(
99.6
r * * * * * * **
ESTIMATED MAX. EARTHQUAKE EVENT
MAXIMUM I
PEAK
JEST. SITE
EARTHQUAKEI
SITE
JINTENSITY
MAG.(Mw) I
ACCEL. g
JMOD.MERC.
6.7 1
0.027
1 V
6.4 1
0.022
1 IV
6.4 1
0.021
I IV
7.1 1
0.041
1 V
7.3
0.046
1 vI
6.6
0.023
IV
6.9
0.032
V
7.0 1
0.034
V
6.7 1
0.026
V
6.7
0.024
IV
-END OF SEARCH- SO FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS.
THE ROSE CANYON FAULT IS CLOSEST TO THE SITE.
IT IS ABOUT 5.0 MILES (8.0 km) AWAY.
LARGEST MAXIMUM- EARTHQUAKE SITE ACCELERATION: 0.6068 g
Page 5
EARTHQUAKE MAGNITUDES & DISTANCES
7.75
7.50
7.25
a�
c 7.00
rn
c�
6.75
lj
Target - Encinitas
.1 1 10 100
Distance (mi)
C
0
c�
L
CD
U
U
2
MAXIMUM EARTHQUAKES
Target - Encinitas
.01
001
.1 1 10 100
Distance (mi)
DIP -SLIP FAULTS
14) Campbell & Bozorgnia (1997 Rev.) - Alluvium
1
v�
0
c�
a�
a�
U
U
Q .01
K1
M =5 M =6 M =7 M =8
1 10 100
Distance [adist] (km)
STRIKE -SLIP FAULTS
14) Campbell & Bozorgnia (1997 Rev.) - Alluvium
1
Q)
0
0
Q .01
001
M =5 M =6 M =7 M =8
1 10 100
Distance jadistj (km)
0
ca
L
Q)
0
0
Q .01
001
M =5 M =6 M =7 M =8
1 10 100
Distance jadistj (km)
BLIND- THRUST FAULTS
14) Campbell & Bozorgnia (1997 Rev.) - Alluvium
1
rn
0
m
a�
(D
U
U
Q .01
.001
M =5 M =6 M =7 M =8
1 10 100
Distance [adist] (km)
TARGETENCINITAS.OUT
44tr4444444444#44444444#
4
U B C S E I 5 °
*
* version 1.03
# *
COMPUTATION OF 1997
UNIFORM BUILDING CODE
SEISMIC DESIGN PARAMETERS
JOB NUMBER: 87S -55052
JOB NAME: Target - Encini
FAULT - DATA -FILE NAME: CDMGUBCR.DAT
SITE COORDINATES:
SITE LATITUDE: 33.0626
SITE LONGITUDE: 117.2650
UBC SEISMIC ZONE: 0.4
UBC SOIL PROFILE TYPE: SO
NEAREST TYPE A FAULT:
NAME: ELSINORE- JULIAN
DISTANCE: 42.1 km
NEAREST TYPE B FAULT:
NAME: ROSE CANYON
DISTANCE: 7.4 km
NEAREST TYPE C FAULT:
NAME:
DISTANCE: 99999.0 km
SELECTED UBC SEISMIC COEFFICIENTS:
Na: 1.0
NV: 1.1
Ca: 0.44
Cv: 0.71
Ts: 0.642
TO: 0.128
DATE: 03 -16 -2005
Rf# RRRRRRftr# f# Rftrf* fff4' etr4RRRRRRRRRR# RRRR #R #RR #R #RRRRR4RRRRk *3RRRR'sf
CAUTION: The digitized data points used to model faults are °
* limited in number and have been digitized from small-
scale maps (e.g., 1:750,000 scale). Consequently, °
R the estimated fault- site - distances may be in error by
# several kilometers. Therefore, it is important that
tr the distances be carefully checked for accuracy and 4
* adjusted as needed, before they are used in design.
# RR*** RR* 4**** 444trf' kRRRR# R? 44'. r# 444k# RRRfRRhRR4RRRRfRRRRirArtRlAfffRRR4
- - - - _ - - - - - --
Page 1
TARGETENCINITAS.OUT
SUMMARY OF FAULT PARAMETERS
Page 1
- ----------- --- ---- ----- - - -- --
ABBREVIATED
FAULT NAME
ROSE CANYON
NEWPORT - INGLEWOOD (Offshore)
CORONADO BANK
ELSINORE- JULIAN
ELSINORE - TEMECULA
ELSINORE -GLEN IVY
EARTHQUAKE VALLEY
PALOS VERDES
SAN JACINTO -ANZA
SAN JACINTO -SAN JACINTO VALLEY
SAN JACINTO- COYOTE CREEK
ELSINORE - COYOTE MOUNTAIN
NEWPORT- INGLEWOOD (L.A.Basin)
CHINO_ CENTRAL AVE. (Elsinore)
ELSINORE - WHITTIER
SAN JACINTO - BORREGO
SAN JACINTO -SAN BERNARDINO
SAN ANDREAS - Southern
SAN JOSE
PINTO MOUNTAIN
SUPERSTITION MTN. (San Jacinto)
CUCAMONGA
SIERRA MADRE (Central)
BURNT MTN.
ELMORE RANCH
NORTH FRONTAL FAULT ZONE (West)
EUREKA PEAK
SUPERSTITION HILLS CSan Jacinto)
ELSINORE - LAGUNA SALADA
CLEGHORN
NORTH FRONTAL FAULT ZONE (East)
RAYMOND
SAN ANDREAS - 1857 Rupture
CLAMSHELL - SAWPIT
VERDUGO
LANDERS
HOLLYWOOD
BRAWLEY SEISMIC ZONE
HELENDALE - S. LOCKHARDT
LENWOOD - LOCKHART -OLD WOMAN SPRGS
SANTA MONICA
EMERSON SO. - COPPER MTN.
IMPERIAL
JOHNSON VALLEY (Northern)
MALIBU COAST
SIERRA MADRE (San Fernando)
APPROX.ISOURCE
DISTANCEI TYPE
(km) I(A,B,C)1
z 7.4 1 B
MAX.
I MAG.
(Mw)
1 6.9
I SLIP
I RATE
I (mm /yr)
I FAULT
I TYPE
I(SS,DS,BT)
I 1.50
I� 55
18.5
I B
I 6.9
I 1.50
1 55
31.4
1 B
I 7.4
I 3.00
I SS
42.1
I A
I 7.1
1 5.00
I SS
42.1
I B
I 6.8
I 5.00
I 5S
65.0
I B
I 6.8
I 5.00
I SS
65.1
I B
I 6.5
2.00
I SS
67.3
I B
I 7.1
3.00
I 55
78.8
I A
I 7.2
12.00
I SS
82.0
I B
I 6.9
12.00
I 55
83.1
I B
I 6.8
I 4.00
I 55
84.8
I B
I 6.8
I 4.00
I SS
86.1
I B
I 6.9
I 1.00
I SS
88.3
I B
I 6.7
I 1.00
I DS
94.6
I B
I 6.8
I 2.50
I SS
101.0
I B
I 6.6
1 4.00
I SS
106.1
I B
I 6.7
I 12.00
1 SS
111.1
I A
7.4
I 24.00
1 SS
121.6
I s
I 6.5
I 0.50
1 DS
121.7
I B
I 7.0
I 2.50
1 SS
125.4
1 e
I 6.6
I 5.00
I 55
125.6
I A
I 7.0
I 5.00
I DS
125.9
1 B
I 7.0
I 3.00
1 DS
128.4
I e
6.5
I 0.60
I 5S
131.5
I e
II 6.6
I 1.00
I SS
132.4
I B
I 7.0
I 1.00
I DS
132.8
I B
6.5
I 0.60
1 SS
133.1
I B
1 6.6
I 4.00
I 55
134.2
I B
I 7.0
I 3.50
1 55
134.8
1 B
I 6.5
I 3.00
I SS
138.4
I B
1 6.7
1 0.50
I DS
140.8
I B
I 6.5
I 0.50
I DS
140.9
I A
I 7.8
I 34.00
1 SS
141.2
I B
I 6.5
I 0.50
I DS
144.8
I B
I 6.7
I 0.50
I DS
145.7
I B
I 7.3
I 0.60
I SS
148.0
I B
I 6.5
I 1.00
I DS
148.6
I B
I 6.5
I 25.00
I 55
150.0
I B
I 7.1
I 0.60
I 55
155.1
I B
I 7.3
I 0.60
I 5S
155.5
I B
I 6.6
I 1.00
1 DS
157.9
I B
I 6.9
I 0.60
1 55
158.9
I A
I 7.0
I 20.00
1 SS
159.0
I B
I 6.7
I 0.60
1 55
159.8
I B
I 6.7
I 0.30
I DS
165.7
I B
I 6.7
I 2.00
I DS
---------------------------
SUMMARY OF FAULT PARAMETERS
-------- --- --- --- ---- -- ----
Page 2
TARGETENCINITAS.OUT
Page 2
-------------------------------------------------------------------------------
ABBREVIATED
FAULT NAME
PISGAH - BULLION MTN.- MESQUITE LK
I APPROX.ISOURCE
IDISTANCEI TYPE
I (km) ICA,B,C)I
I = =__= I =__=
I 167.3 I B
I MAX. I
I MAG. I
(Mw) I
I == I
SLIP
RATE
(mm /yr)
------=
I FAULT
I TYPE
I(SS,DS,BT)
I
I 7.1 I 0.60
I SS
ANACAPA -DUME
I 168.1 I
B
I 7.3 I
3.00
I DS
SAN GABRIEL
I 168.6 I
B
I 7.0 I
1.00
I SS
CALICO - HIDALGO
I 171.7 I
B
I 7.1 I
0.60
I SS
SANTA SUSANA
I 181.2 I
B
I 6.6 I
5.00
I DS
HOLSER
I 190.1 I
B
I 6.5 I
0.40
I DS
SIMI -SANTA ROSA
I 197.6 I
B
I 6.7 I
1.00
I DS
OAK RIDGE (Onshore)
I 198.4 I
B
I 6.9 I
4.00
I DS
GRAVEL HILLS - HARPER LAKE
I 203.8 I
B
I 6.9 I
0.60
I SS
SAN CAYETANO
I 206.9 I
B
I 6.8 I
6.00
I DS
BLACKWATER
I 219.3 I
B
I 6.9 I
0.60
I SS
VENTURA - PITAS POINT
I 225.6 I
B
I 6.8 I
1.00
I DS
SANTA YNEZ (East)
I 226.6 I
B
I 7.0 I
2.00
I SS
SANTA CRUZ ISLAND
I 233.7 I
B
I 6.8 I
1.00
I DS
M.RIDGE- ARROYO PARIDA -SANTA ANA
I 236.4 I
B
I 6.7 I
0.40
I DS
RED MOUNTAIN
I 239.6 I
B
I 6.8 I
2.00
I DS
GARLOCK (West)
I 242.8 I
A
I 7.1 I
6.00
I SS
PLEITO THRUST
I 248.3 I
B
I 6.8 I
2.00
I DS
BIG PINE
I 254.1 I
B
I 6.7 I
0.80
I SS
GARLOCK (East)
I 257.0 I
A
I 7.3 1
7.00
I SS
SANTA ROSA ISLAND
I 268.4 I
B
I 6.9 I
1.00
I DS
WHITE WOLF
I 268.8 I
B
I 7.2 I
2.00
I DS
SANTA YNEZ (West)
271.4 I
B
I 6.9 I
2.00
I SS
So. SIERRA NEVADA
281.3 I
B
I 7.1 I
0.10
I DS
OWL LAKE
I 285.2 I
B
I 6.5 I
2.00
I SS
PANAMINT VALLEY
I 285.4 I
B
I 7.2 I
2.SO
I SS
LITTLE LAKE
I 285.5 I
B
I 6.7 I
0.70
I SS
TANK CANYON
I 286.8 I
B
I 6.5 I
1.00
I DS
DEATH VALLEY (South)
293.3 I
B
I 6.9 I
4.00
I SS
LOS ALAMOS -W. BASELINE
313.5 I
B
I 6.8 I
0.70
I DS
LIONS HEAD
331.1 I
B
I 6.6 I
0.02
I DS
DEATH VALLEY (Graben)
335.5 I
B
I 6.9 I
4.00
I DS
SAN LUIS RANGE (S. Margin)
340.9 I
B
7.0 I
0.20
I DS
SAN JUAN
341.8 I
B
7.0 I
1.00
I SS
CASMALIA (Orcutt Frontal Fault)
349.2 I
8
6.5 I
0.25
I DS
OWENS VALLEY
354.2 I
B
7.6 1
1.S0
I SS
LOS OSOS
371.0 I
B
I 6.8 I
0.50
I DS
HOSGRI
376.8 I
B
I 7.3 I
2.50
I SS
HUNTER MTN. - SALINE VALLEY
I 380.0 I
B
I 7.0
2.50
I SS
DEATH VALLEY (Northern)
389.1 I
A
I 7.2
5.00
1 SS
INDEPENDENCE
390.1 I
B
I 6.9 I
0.20
1 DS
RINCONADA
1 392.1 I
B
I 7.3 1
1.00
I SS
BIRCH CREEK
I 446.5 I
B
I 6.5 I
0.70
I DS
SAN ANDREAS (Creeping)
I 448.5 I
B
I S.0 I
34.00
I SS
WHITE MOUNTAINS
I 450.9 I
B
I 7.1 I
1.00
I SS
DEEP SPRINGS
I 469.3 I
B
I 6.6 1
0.80
I DS
---------------------------
SUMMARY OF FAULT PARAMETERS
Page 3
----------------------------------------------------------------------------
I APPROX.ISOURCE I MAX. I SLIP I FAULT
Page 3
TARGETENCINITAS.OUT
ABBREVIATED
FAULT NAME
DEATH VALLEY (N. of CUCamongo)
IDISTANCEI
I (km)
I 474.1
TYPE I
I(A,B,C)I
I A I
MAG.
(Mw)
7.0
I RATE
I (mm/yr)
I TYPE
I(SS,DS,BT)
I SS
I 5.00
ROUND VALLEY (E. of S.N.MtnS.)
I 481.7
B I
6.8
I 1.00
I DS
FISH SLOUGH
I 489.4
B I
6.6
I 0.20
I DS
HILTON CREEK
I 507.8
1 B 1
6.7
1 2.50
I DS
HARTLEY SPRINGS
I 532.2
I B I
6.6
I 0.50
I DS
ORTIGALITA
I 532.9
I e I
6.9
I 1.00
I SS
CALAVERAS (So.of CalaveraS Res)
I 538.4
B I
6.2
I 15.00
I SS
MONTEREY BAY - TULARCITOS
I 541.0
B I
7.1
I 0.50
I DS
PALO COLORADO - SUR
I 542.0
B I
7.0
I 3.00
I SS
QUIEN SABE
I 551.7
I B I
6.5
1.00
I SS
MONO LAKE
I 568.2
I B I
6.6
2.50
DS
ZAYANTE- VERGELES
I 570.2
I B I
6.8
0.10
I SS
SAN ANDREAS (1906)
I 575.4
I A I
7.9
24.00
I SS
SARGENT
I 575.5
I s I
6.8
1 3.00
I SS
ROBINSON CREEK
I 599.5
I e I
6.5
I 0.50
I OS
SAN GREGORIO
I 616.4
I A I
7.3
5.00
I SS
GREENVILLE
I 625.3
I s I
6.9
I 2.00
SS
MONTE VISTA - SHANNON
I 625.7
I B I
6.5
I 0.40
DS
HAYWARD (SE Extension)
I 625.7
I B 1
6.5
I 3.00
SS
ANTELOPE VALLEY
I 639.9
I B
6.7
I 0.80
OS
HAYWARD (Total Length)
I 645.5
I A I
7.1
9.00
I SS
CALAVERAS (No.of CalaveraS Res)
I 645.5
I B I
6.8
6.00
I SS
GENOA
I 665.3
I B I
6.9
1.00
I DS
CONCORD - GREEN VALLEY
I 693.2
I B I
6.9
1 6.00
I ss
RODGERS CREEK
I 732.0
I A I
7.0
1 9.00
I SS
WEST NAPA
I 732.9
I B I
6.5
1 1.00
I SS
POINT REYES
I 750.9
I B I
6.8
1 0.30
I DS
HUNTING CREEK - BERRYESSA
I 755.4
I B I
6.9
I 6.00
I SS
MAACAMA (south)
794.8
B
6.9
I 9.00
SS
COLLAYOMI
811.7
B 1
6.5
I 0.60
I SS
BARTLETT SPRINGS
I 815.2
I A 1
7.1
I 6.00
SS
MAACAMA (Central)
I 836.4
I A 1
7.1
1 9.00
I Ss
MAACAMA (North)
I 896.0
I A 1
7.1
1 9.00
I SS
ROUND VALLEY (N. S.F.Bay)
I 902.1
I B 1
6.8
I 6.00
1 SS
BATTLE CREEK
I 925.4
I B 1
6.5
I 0.50
DS
LAKE MOUNTAIN
I 960.6
I B 1
6.7
I 6.00
SS
GARBERVILLE - BRICELAND
I 977.7
I B I
6.9
I 9.00
SS
MENDOCINO FAULT ZONE
1 1034.0
I A
7.4
I 35.00
DS
LITTLE SALMON (Onshore)
1 1040.6
I A
7.0
5.00
DS
MAD RIVER
1 1043.5
I B I
7.1
I 0.70
DS
CASCADIA SUBDUCTION ZONE
1 1047.7
I A I
8.3
I 35.00
DS
MCKINLEYVILLE
1 1053.9
I e I
7.0
I 0.60
DS
TRINIDAD
1 1055.4
I B
7.3
I 2.50
DS
FICKLE HILL
1 1055.8
I B I
6.9
1 0.60
1 DS
TABLE BLUFF
1 1061.3
1 e 1
7.0
1 0.60
1 DS
LITTLE SALMON (offshore)
1 1074.6
1 B 1
7.1
1 1.00
1 DS
Page 4
---------------------------
SUMMARY OF FAULT PARAMETERS
I MAX. I SLIP
ABBREVIATED IDISTANCEISTYPEE I MAG. I RATE I FAULT
TYPE
FAULT NAME I (km) I(A,B,C)1 (Mw) I (mm/yr) I(SS,DS,BT)
Page 4
TARGETENCINITAS.OUT
BIG LAGOON - BALD MTN.FLT.ZONE 1092.3 B 7.3 0.50 DS
Page 5
DESIGN RESPONSE SPECTRUM
Seismic Zone: 0.4 Soil Profile: SD
2.50
2.25
2.00
m
1.75
0
cu 1.50
1.25
U
Q 1.00
0.75
U
a 0.50
0.25
0.00
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
Period Seconds
APPENDIX E
STANDARD GUIDELINES FOR GRADING PROJECTS
Standard Guidelines
For Grading Projects
STANDARD GUIDELINES FOR GRADING PROJECTS
Presented By:
Professional Service Industries, Inc.
Standard Guidelines
For Grading Projects
TABLE OF CONTENT
GENERAL................................................................................................_.._..........
._.._.............._.......SG-i
DEFINITION OF TERMS .......................................................................................... ........................_...... I
OBLIGATIONSOF PARTIES ................................................................................
..................._..._._..._. 5
SITEPREPARATION .................................................................................................
...................._.......... 5
SITEPROTECTION ....................................................................................................
............................... 6
EXCAVATIONS...........................................................................................................
............................... 7
UnsuitableMaterials .................................................................................................
............................... 7
CutSlopes ...................................................................................................................
............................... 7
PadAreas ..................................... ................................ .. ..........................................................................
8
COMPACTEDFILL .......................................... . ............... _........................................................................
8
Placement.................................. » ....................................................................
............ ....... .................... 8
Moisture...................................................................................................................
............................... 10
FillMaterial .............................................................................................................
............................... 10
FillSlopes .......... _ ...... ............ ............ _ ...................................................................
............................... 12
Off -Site Fill .................................. » ....... _.................................................................................................
13
DRAINAGE.......... »_ ...................................................................................................
............................... 13
STAKING....................................................................................................................
............................... 14
SLOPE MAINTENANCE ............ _ .... ...................................................................................................... 14
Landscape Plants ....................................... _...........................................................................................
14
Irrigation ...................................................................................._............................
............................... 14
Maintenance.............................................................................................................
............................... 15
Repairs......................................................................................................................
............................... 15
TRENCHBACKFILL ............................................... ............... ...............................................................
15
STATUSOF GRADI NG .............................................................................................
............................... 16
Standard Guidelines
For Grading Projects
GENERAL
The guidelines contained herein and the standard details attached hereto represent
this firm's standard recommendation for grading and other associated operations on
construction projects. These guidelines should be considered a portion of the project
specifications.
All plates attached hereto shall be considered as part of these guidelines.
The Contractor should not vary from these guidelines without prior
recommendation by the Geotechnical Consultant and the approval of the Client or his
authorized representative. Recommendation by the Geotechnical Consultant and/or
Client should not be considered to preclude requirements for the approval by the
controlling agency prior to the execution of any changes.
These Standard Grading Guidelines and Standard Details may be modified and/or
superseded by recommendations contained in the text of the preliminary Geotechnical
Report and/or subsequent reports.
If disputes arise out of the interpretation of these grading guidelines or standard
details, the Geotechnical Consultant shall provide the governing interpretation.
DEFINITION OF TERMS
ALLUVIUM — Unconsolidated soil deposits resulting from flow of water,
including sediments deposited in river beds, canyons, flood plains, lakes, fans and
estuaries.
AS- GRADED (AS- BUILT) — The surface and subsurface conditions at
completion of grading.
BACKCUT — A temporary construction slope at the rear of earth retaining
structures such as buttresses, shear keys, stabilization fills or retaining walls.
BACKDRAIN — Generally a pipe and gravel or similar drainage system placed
behind earth retaining structures such buttresses, stabilization fills, and retaining walls.
BEDROCK — Relatively undisturbed formational rock, more or less solid, either
at the surface or beneath superficial deposits of soil.
BENCH — A relatively level step and near vertical rise excavated into sloping
ground on which fill is to be placed.
!FIfCxF71
BORROW (Import) — Any fill material hauled to the project site from off -site
SG -1
Standard Guidelines
For Grading Projects
BUTTRESS FILL — A fill mass, the configuration of which is designed by
engineering calculations to retain slope conditions containing adverse geologic features.
A buttress is generally specified by minimum key width and depth and by maximum
backcut angle. A buttress normally contains a back - drainage system.
CIVIL ENGINEER — The Registered Civil Engineer or consulting firm
responsible for preparation of the grading plans, surveying and verifying as- graded
topographic conditions.
CLIENT — The Developer or his authorized representative who is chiefly in
charge of the project. He shall have the responsibility of reviewing the findings and
recommendations made by the Geotechnical Consultant and shall authorize the
Contractor and/or other consultants to perform work and/or provide services.
COLLUVIUM — Generally loose deposits usually found near the base of slopes
and brought there chiefly by gravity through slow continuous downhill creep (also see
Slope Wash).
COMPACTION — Densification of man- placed fill by mechanical means.
CONTRACTOR — A person or company under contract or otherwise retained by
the Client to perform demolition, grading and other site improvements.
DEBRIS — All products of clearing, grubbing, demolition, and contaminated soil
materials unsuitable for reuse as compacted fill, and/or any other material so designated
by the Geotechnical Consultant.
ENGINEERING GEOLOGIST — A Geologist holding a valid certificate of
registration in the specialty of Engineering Geology.
ENGINEERED FILL — A fill of which the Geotechnical Consultant or his
representative, during grading, has made sufficient tests to enable him to conclude that
the fill has been placed in substantial compliance with the recommendations of the
Geotechnical Consultant and the governing agency requirements.
EROSION - The wearing away of ground surface as a result of the movement of
wind, water, and/or ice.
EXCAVATION — The mechanical removal of earth materials.
EXISTING GRADE — The ground surface configuration prior to grading.
FILL — Any deposits of soil, rock, soil -rock blends or other similar materials
placed by man.
SG -2
Standard Guidelines
For Grading Projects
FINISH GRADE — The ground surface configuration at which time the surface
elevations conform to the approved plan.
GEOFABRIC — Any engineering textile utilized in geotechnical applications
including subgrade stabilization and filtering.
GEOLOGIST — A representative of the Geotechnical Consultant educated and
trained in the field of geology.
GEOTECHNICAL CONSULTANT — The Geotechnical Engineering and
Engineering Geology consulting firm retained to provide technical services for the
project. For the purpose of these specifications, observations by the Geotechnical
Consultant include observations by the Soil Engineer, Geotechnical Engineer,
Engineering Geologist and those performed by persons employed by and responsible to
the Geotechnical Consultants.
GEOTECHNICAL ENGINEER — A licensed Geotechnical Engineer or Civil
Engineer who applies scientific methods, engineering principles and professional
experience to the acquisition, interpretation and use of knowledge of materials of the
earth's crust for the evaluation of engineering problems. Geotechnical Engineering
encompasses many of the engineering aspects of soil mechanics, rock mechanics,
geology, geophysics, hydrology and related sciences.
GRADING — Any operation consisting of excavation, filling or combinations
thereof and associated operations.
LANDSIDE DEBRIS — Material, generally porous and of low density, produced
from instability of natural or man-made slopes.
MAXIMUM DENSITY — Standard laboratory test for maximum dry unit weight.
Unless otherwise specified, the maximum dry unity weight shall be determined in
accordance with ASTM Method of Test D 1557 -91.
OPTIMUM MOISTURE — Soil moisture content at the test maximum density.
RELATIVE COMPACTION — The degree of compaction (expressed as a
percentage) of dry unit weight of a material as compared to the maximum dry unit weight
of the material.
ROUGH GRADE — The ground surface configuration at which time the surface
elevations approximately conform to the approved plan.
SITE - The particular parcel of land where grading is being performed.
SG -3
Standard Guidelines
For Grading Projects
SHEAR KEY — Similar to buttress, however, it is generally constructed by
excavating a slot within a natural slope, in order to stabilize the upper portion of the slope
without grading encroaching into the lower portion of the slope.
SLOPE — An inclined ground surface, the steepness of which is generally
specified as a ration of horizontal:vertical (e.g., 2:1)
SLOPE WASH — Soil and/or rock material that has been transported down a slope
by action of gravity assisted by runoff water not confined by channels (also see
Colluvium).
SOIL — Naturally occurring deposits of sand, silt, clay, etc., or combinations
thereof.
SOIL ENGINEER — Licensed Geotechnical Engineer or Civil Engineer
experienced in soil mechanics (also see Geotechnical Engineer).
STABILIZATION FILL — A fill mass, the configuration of which is typically
related to slope height and specified by the standards of practice for enhancing the
stability of locally adverse conditions. A stabilization fill is normally specified by
minimum key width and depth and by maximum backcut angle. A stabilization fill may
or may not have a backdrainage system specified.
SUBDRAIN — Generally a pipe and gravel or similar drainage system placed
beneath a fill in the alignment of canyons or formed drainage channels.
SLOUGH — Loose, non - compacted fill material generated during grading
operations.
TAILINGS — Non - engineered fill which accumulates on or adjacent to equipment
haul -roads.
TERRACE — Relatively level step constructed in the face of a graded slope
surface for drainage control and maintenance purposes.
TOPSOIL — The presumable fertile upper zone of soil, which is usually darker in
color and loose.
WINDROW — A string of large rocks buried within engineered fill in accordance
with guidelines set forth by the Geotechnical Consultant.
SG -4
Standard Guidelines
For Grading Projects
OBLIGATIONS OF PARTIES
The Geotechnical Consultant should provide observation and testing services and
should make evaluations in order to advise the Client on Geotechnical matters. The
Geotechnical Consultant should report his findings and recommendations to the Client or
his authorized representative.
The client should be chiefly responsible for all aspects of the project. He or his
authorized representative has the responsibility of reviewing the findings and
recommendations of the Geotechnical Consultant. He shall authorize or cause to have
authorized the Contractor and/or other consultants to perform work and/or provide
services. During grading the Client or his authorized representative should remain on-
site or should remain reasonably accessible to all concerned parties in order to make
decisions necessary to maintain the flow of the project.
The Contractor should he responsible for the safety of the project and satisfactory
completion of all grading and other associated operations on construction projects,
including but not limited to, earthwork in accordance with the project plans,
specifications and controlling agency requirements. During grading, the Contractor or
his authorized representative should remain on -site. Overnight and on days off, the
Contractor should remain accessible.
SITE PREPARATION
The Client, prior to any site preparation or grading, should arrange and attend a
meeting among the Grading Contractor, the Design Engineer, the Geotechnical
Consultant, representatives of the appropriate governing authorities as well as any other
concerned parties. All parties should be given at least 48 hours notice.
Clearing and grubbing should consist of the removal of vegetation such as brush,
grass, woods, stumps, trees, roots of trees and otherwise deleterious natural materials
from the areas to be graded. Clearing and grubbing should extend to the outside of all
proposed excavation and fill areas.
Demolition should include removal of buildings, structures, foundations,
reservoirs, utilities (including underground pipelines, septic tanks, leach fields, seepage
pits, cisterns, mining shafts, tunnels, etc.) and man-made surface and subsurface
improvements from the areas to be graded. Demolition of utilities should include proper
capping and/or re- routing pipelines at the project perimeter and cutoff and capping of
wells in accordance with the requirements of the governing authorities and the
recommendations of the Geotechnical Consultant at the time of the demolition.
Trees, plants or man -made improvements not planned to be removed or
demolished should be protected by the Contractor from damage or injury.
SG - S
Standard Guidelines
For Grading Projects
Debris generated during clearing, grubbing and/or demolition operations should
be wasted from areas to be graded and disposed off -site. Clearing, grubbing and
demolition operations should be performed under the observation of the Geotechnical
Consultant.
The Client or Contractor should obtain the required approvals for the controlling
authorities for the project prior, during and/or after demolition, site preparation and
removals, etc. The appropriate approvals should be obtained prior to proceeding with
grading operations.
SITE PROTECTION
Protection of the site during the period of grading should be the responsibility of
the Contractor. Unless other provisions are made in writing and agreed upon among the
concerned parties, completion of a portion of the project should not be considered to
preclude that portion or adjacent areas from the requirements for site protection until such
time as the entire project is complete as identified by the Geotechnical Consultant, the
Client and the regulating agencies.
The Contractor should be responsible for the stability of all temporary
excavations. Recommendations by the Geotechnical Consultant pertaining to temporary
excavations (e.g., backcuts) are made in consideration of stability of the completed
project and therefore, should not be considered to preclude the responsibilities of the
Contractor. Recommendations by the Geotechnical Consultant should not be considered
to preclude more restrictive requirements by the regulating agencies.
Precautions should be taken during the performance of site clearing, excavations
and grading to protect the work site from flooding, ponding, or inundation by poor or
improper surface drainage. Temporary provisions should be made during the rainy
season to adequately direct surface drainage away from and off the work site. Where low
areas can not be avoided, pumps should be kept on hand to continually remove water
during periods of rainfall.
During periods of rainfall, plastic sheeting should be kept reasonably accessible to
prevent unprotected slopes from becoming saturated. Where necessary during periods of
rainfall, the Contractor should install check -dams de- silting basins, rip -rap, sandbags or
other devices or methods necessary to control erosion and provide safe conditions.
During periods of rainfall, the Geotechnical Consultant should be kept informed
by the Contractor as to the nature of remedial or preventative work being performed (e.g.,
pumping, placement of sandbags or plastic sheeting, other labor, dozing, etc.).
Following periods of rainfall, the Contractor should contact the Geotechnical
Consultant and arrange a walk -over of the site in order to visually assess rain related
damage. The Geotechnical Consultant may also recommend excavations and testing in
order to aid in his assessments. At the request of the Geotechnical Consultant, the
Contractor shall make excavations in order to evaluate the extent of rain related damage.
SG -6
Standard Guidelines
For Grading Projects
Rain- related damage should be considered to include, but may not be limited to,
erosion, silting, saturation, swelling, structural distress and other adverse conditions
identified by the Geotechnical Consultant. Soil adversely affected should be classified as
Unsuitable Materials and should be subject to overexcavation and replaced with
compacted fill or other remedial grading as recommended by the Geotechnical
Consultant.
Relatively level areas, where saturated soils and/or erosion gullies exist to depths
greater then 1 foot, should be overexcavated to unaffected, competent material. Where
less than 1 foot in depth, unsuitable materials may be processed in -place to achieve near
optimum moisture conditions, then thoroughly recompacted in accordance with the
applicable specifications. If the desired results are not achieved, the affected materials
should be overexcavated then replaced in accordance with the applicable specifications.
In slope areas, where saturated soil and/or erosion gullies exist to depths of
greater than 1 foot, should be over - excavated to unaffected, competent material. Where
affected materials exist to depths of 1 foot or less below proposed finished grade,
remedial grading by moisture conditioning in- place, followed by thorough recompaction
in accordance with the applicable grading guidelines herein may be attempted. If the
desired results are not achieved, all affected materials should be overexcavated and
replaced as compacted fill in accordance with the slope repair recommendations herein.
As field conditions dictate, other slope repair procedures may be recommended by the
Geotechnical Consultant.
EXCAVATIONS
Unsuitable Materials
Materials which are unsuitable should be excavated under observation and
recommendations of the Geotechnical Consultant. Unsuitable materials include, but may
not be limited to dry, loose, soft, wet, organic compressible natural soils and fractured,
weathered, soft, bedrock and nonengineered or otherwise deleterious fill materials.
Materials identified by the Geotechnical Consultant as unsatisfactory due to its
moisture conditions should be overexcavated, watered or dried, as needed, and
thoroughly blended to uniform near optimum moisture condition (per Moisture guidelines
presented herein) prior to placement as compacted fill.
Cut Slopes
Unless otherwise recommended by the Geotechnical Consultant and approved by
the regulating agencies, permanent cut slopes should not be steeper than 2:1
(horizontal: vertical).
If excavations for cut slopes expose loose, cohesionless, significantly fractured or
otherwise suitable material, overexcavation and replacement of the unsuitable materials
SG -7
Standard Guidelines
For Grading Projects
with a compacted stabilization fill should be accomplished as recommended by the
Geotechnical Consultant. Unless otherwise specified by the Geotechnical Consultant,
stabilization fill construction should conform to the requirements of the Standard Details.
The Geotechnical Consultant should review cut slopes during excavation. The
Geotechnical Consultant should be notified by the contractor prior to beginning slope
excavations.
If during the course of grading, adverse or potentially adverse geotechnical
conditions are encountered which were not anticipated in the preliminary report, the
Geotechnical Consultant should explore, analyze and make recommendations to treat
these problems.
When cuts slopes are made in the direction of the prevailing drainage, a non-
erodible diversion swale (brow ditch) should be provided at the top -of -cut.
Pad Areas
All lot pad areas, including side yard terraces, above stabilization fills or
buttresses should be over - excavated to provide for a minimum of 3 -feet (refer to Standard
Details) of compacted fill over the entire pad area. Pad areas with both fill and cut
materials exposed and pad areas containing both very shallow (less than 3 -feet) and
deeper fill should be over - thickness (refer to Standard Details). Cut areas exposing
significantly varying material types should also be overexcavated to provide for at least a
3 -foot thick compacted fill blanket. Geotechnical conditions may require greater depth of
overexcavation. The actual depth should be delineated by the Geotechnical Consultant
during grading.
For pad areas created above cut or natural slopes, positive drainage should be
established away from the top -of- slope. This may be accomplished utilizing a berm
and/or an appropriate pad gradient. A gradient in soil areas away from the top -of -slope
of 2 percent or greater is recommended.
COMPACTED FILL
All fill materials should be compacted as specified below or by other methods
specifically recommended by the Geotechnical Consultant. Unless otherwise specified,
the minimum degree of compaction (relative compaction) should be 90 percent of the
laboratory maximum density.
Placement
Prior to placement of compacted fill, the Contractor should request a review by
the Geotechnical Consultant of the exposed ground surface. Unless otherwise
recommended, the exposed ground surface should then be scarified (6- inches minimum),
watered or dried as needed, thoroughly blended to achieve near optimum moisture
SG -8
Standard Guidelines
For Grading Projects
conditions, then thoroughly compacted to a minimum of 90 percent of the maximum
density. The review by the Geotechnical Consultants should not be considered to
preclude requirements of inspection and approval by the governing agency.
Compacted fill should be placed in thin horizontal lifts not exceeding 8- inches in
loose thickness prior to compaction. Each lift should be watered or dried as needed,
thoroughly blended to achieve near optimum moisture conditions then thoroughly
compacted by mechanical methods to a minimum of 90 percent of laboratory maximum
dry density. Each lift should be treated in a like [Wanner until the desired finished grades
are achieved.
The Contractor should have suitable and sufficient mechanical compaction
equipment and watering apparatus on the job site to handle the amount of fill being
placed in consideration of moisture retention properties of the materials. If necessary,
excavation equipment should be "shut down' temporarily in order to permit proper
compaction of fills. Earth moving equipment should only be considered a supplement
and not substituted for conventional compaction equipment.
When placing fill in horizontal lifts adjacent to areas sloping steeper than 5:1
(horizontal: vertical), horizontal keys and vertical benches should be excavated into the
adjacent slope area. Keying and benching should be sufficient to provide at least 6 -foot
wide benches and minimum of 4 -feet of vertical bench height within the firm natural
ground, firm bedrock or engineered compacted fill. No compacted fill should be placed
in an area subsequent to keying and benching until the area has been reviewed by the
Geotechnical Consultant. Material generated by the benching operation should be moved
sufficiently away from the bench area to allow for the recommended review of the
horizontal bench prior to placement of fill. Typical keying and benching details have
been included within the accompanying Standard Details.
Within a single fill area where grading procedures dictate two or more separate
fills, temporary slopes (false slopes) may be created. When placing fill adjacent to a false
slope, benching should be conducted in the same manner as above described. At least a
3 -foot vertical bench should be established within the firm core of adjacent approved
compacted fill prior to placement of additional fill. Benching should proceed in at least
3 -foot vertical increments until the desired finished grades are achieved.
Fill should be tested for compliance with the recommended relative compaction
and moisture conditions. Field density testing should conform to ASTM Method of
Testing D 1556 -64, D 2922 -78 and/or D2937 -71. Tests should be provided for about
every 2 vertical feet or 1,000 cubic yards of fill placed. Actual test intervals may vary as
field conditions dictate. Fill found not to be in conformance with the grading
recommendations should be removed or otherwise handled as recommended by the
Geotechnical Consultant.
SG -9
Standard Guidelines
For Grading Projects
The Contractor should assist the Geotechnical Consultant and/or his
representative by digging test pits for removal determinations and/or for testing
compacted fill.
As recommended by the Geotechnical Consultant, the Contractor should
"shutdown" or remove any grading equipment from an area being tested.
The Geotechnical Consultant should maintain a plan with estimated locations of
field tests. Unless the client provides for actual surveying of test locations, by the
Geotechnical Consultant should only be considered rough estimates and should not be
utilized for the purpose of preparing cross sections showing test locations or in any case
for the purpose of after -the -fact evaluating of the sequence of fill placement.
Moisture
For field testing purposes, "near optimum" moisture will vary with material type
and other factors including compaction procedures. "Near optimum" may be specifically
recommended in Preliminary Investigation Reports and/or may be evaluated during
grading.
Prior to placement of additional compacted fill following an overnight or other
grading delay, the exposed surface of previously compacted fill should be processed by
scarification, watered or dried as needed, thoroughly blended to near- optimum moisture
conditions, then recompacted to a minimum of 90 percent of laboratory maximum dry
density. Where wet or other dry or other unsuitable materials exist to depths of greater
than one foot, the unsuitable materials should be overexcavated.
Following a period of flooding, rainfall or overwatering by other means, no
additional fill should be placed until damage assessments have been made and remedial
grading performed as described herein.
Fill Material
Excavated on -site materials which are acceptable to the Geotechnical Consultant
may be utilized as compacted fill, provided trash, vegetation and other deleterious
materials are removed prior to placement.
Where import materials are required for use on -site, the Geotechnical Consultant
should be notified at least 72 hours in advance of importing, in order to sample and test
materials from proposed borrow sites. No import materials should be delivered for use
on -site without prior sampling and testing by Geotechnical Consultant.
Where oversized rock or similar irreducible material is generated during grading,
it is recommended, where practical, to waste such material off -site or on -site in areas
designated as "nonstructural rock disposal areas ". Rock placed in disposal areas should
be placed with sufficient fines to fill voids. The rock should be compacted in lifts to an
SG - 10
Standard Guidelines
For Grading Projects
unyielding condition. The disposal area should be covered with at least 3 -feet of
compacted fill, which is free of oversized material. The upper 3 -feet should be placed in
accordance with the guidelines for compacted fill herein.
Rocks 12 inches in maximum dimension and smaller may be utilized within the
compacted fill, provided they are placed in such a manner that nesting of the rock in
avoided. Fill should be placed and thoroughly compacted over and around all rock. The
amount of rock should not exceed 40 percent by dry weight passing the' /. -inch sieve size.
The 12 -inch and 40 percent recommendations herein may vary as field conditions dictate.
During the course of grading operations, rocks or similar irreducible materials
greater than 12 -inch maximum dimension (oversized material) may be generated. These
rocks should not be placed within the compacted fill unless placed as recommended by
the Geotechnical Consultant.
Where rocks or similar irreducible materials of greater that 12- inches but less than
4 -feet of maximum dimension are generated during grading, or otherwise desired to be
placed within an engineered fill, special handling in accordance with the accompanying
Standard Details is recommended. Rocks greater than 4 feet should be broken down or
disposed off -sire. Rocks up to 4 -feet maximum dimension should be placed below the
upper 10 -feet of any fill and should not be closer than 20 -feet to any slope face. These
recommendations could vary as locations of improvements dictate. Where practical,
oversized material should not be placed below areas where structures of deep utilities are
proposes.
Oversized material should be placed in windrows on a clean, overexcavated or
unyielding compacted fill or firm natural ground surface. Select native or imported
granular soil (S.E. 30 or higher) should be placed and thoroughly flooded over and
around all windrowed rock, such that voids are filled. Windrows of oversized material
should be staggered so that successive strata of oversized material are not in the same
vertical plane.
It may be possible to dispose of individual larger rock as field conditions dictate
and as recommended by the Geotechnical Consultant at time of placement.
Material that is considered unsuitable by the Geotechnical Consultant should not
be utilized in the compacted fill.
During grading operations, placing and mixing the materials from the cut and/or
borrow areas may result in soil mixtures which possess unique physical properties.
Testing may be required of samples obtained directly from the fill areas in order to verify
conformance with the specifications. Processing of these additional samples may take
two or more working days. The Contractor may elect to move the operation to other
areas within the project, or may continue placing compacted fill pending laboratory and
field test results. Should he elect the second alternative, fill placed is done so at the
Contractor's risk.
SG- 11
Standard Guidelines
For Grading Projects
Any fill placed in areas not previously reviewed and evaluated by the
Geotechnical Consultant, and/or in other areas, without prior notification to the
Geotechnical Consultant may require removal and recompaction at the Contractor's
expense. Determination of overexcavations should be made upon review of field
conditions by the Geotechnical Consultant.
Fill Slopes
Unless otherwise recommended by the Geotechnical Consultant and approved by
the regulating agencies, permanent fill slopes should not be steeper than 2:1 (horizontal to
vertical).
Except as specifically recommended otherwise or as otherwise provided for in
these grading guidelines (Reference Fill Materials), compacted fill slopes should be
overbuilt and cut back to grade, exposing the firm, compacted fill inner core. The actual
amount of overbuilding may vary as field conditions dictate. If the desired results are not
achieved, the existing slopes should be overexcavated and reconstructed under the
guidelines of the Geotechnical Consultant. The degree of overbuilding shall be increased
until the desired compacted slope surface condition is achieved. Care should be taken by
the Contractor to provide thorough mechanical compaction to the outer edge of the
overbuilt slope surface.
Although no construction procedure produces a slope free from risk of future
movement, overfilling and cutting back of slope to a compacted inner core is, given no
other constraints, the most desirable procedure. Other constraints, however, must often
be considered. These constraints may include property line situations, access, the critical
nature of the development, and cost. Where such constraints are identified, slope face
compaction may be attempted by conventional construction procedures including
backrolling techniques upon specific recommendations by the Geotechnical Consultant.
As a second best alternative for slopes of 2:1 (horizontal to vertical) or flatter,
slope construction may be attempted as outlined herein. Fill placement should proceed in
thin lifts, (i.e., 6 to 8 inch loose thickness). Each lift should be moisture conditioned and
thoroughly compacted. The desired moisture condition should be maintained and/or
reestablished, where necessary, during the period between successive lifts. Selected lifts
should be tested to ascertain that desired compaction is being achieved. Care should be
taken to extend compactive effort to the outer edge of the slope. Each lift should extend
horizontally to the desired finished slope surface or more as needed to ultimately
establish desired grades. Grade during construction should not be allowed to roll off at
the edge of the slope. It may be helpful to elevate slightly the outer edge of the slope.
Slough resulting from the placement of individual lifts should not be allowed to drift
down over previous lifts. At intervals not exceeding 4 -feet in vertical slope height or the
capability of available equipment, whichever is less, fill slopes should be thoroughly
backrolled utilizing a conventional sheepsfoot -type roller. Care should be taken to
maintain the desired moisture conditions and/or reestablishing same as needed prior to
backrolling. Upon achieving final grade, the slopes should again be moisture conditioned
SG - 12
Standard Guidelines
For Grading Projects
and thoroughly backrolled. The use of a side -boom roller will probably be necessary and
vibratory methods are strongly recommended. Without delay, so as to avoid (if possible)
further moisture conditioning, the slopes should then be grid - rolled to achieve a relatively
smooth surface and uniformly compact condition.
In order to monitor slope construction procedures, moisture and density tests will
be taken at regular intervals. Failure to achieve the desired results will likely result in a
recommendation by the Geotechnical Consultant to overexcavate the slope surfaces
followed by reconstruction of the slopes utilizing overfilling and cutting back procedures
and/or further attempt at the conventional backrolling approach. Other recommendations
may also be provided which would be commensurate with field conditions.
Where placement of fill above a natural slope or above a cut slope is proposed,
the fill slope configuration as presented in the accompanying standard Details should be
adopted.
For pad areas above fill slopes, positive drainage should be established away from
the top -of- slope. This may be accomplished utilizing a berm and pad gradients of at least
2- percent in soil area.
Off -Site Fill
Off -site fill should be treated in the same manner as recommended in these
specifications for site preparation, excavation, drains, compaction, etc.
Off -site canyon fill should be placed in preparation for future additional fill, as
shown in the accompanying Standard Details.
Off -site fill subdrains temporarily terminated (up canyon) should be surveyed for
future relocation and connection.
DRAINAGE
Canyon sub -drain systems specified by the Geotechnical Consultant should be
installed in accordance with the Standard Details.
Typical sub - drains for compacted fill buttresses, slope stabilization or sidehill
masses, should be installed in accordance with the specifications of the accompanying
Standard Details.
Roof, pad and slope drainage should be directed away from slopes and areas of
structures to suitable disposal areas via non - erodible devices (i.e., gutters, downspouts,
concrete swales).
For drainage over soil areas immediately away from structures (i.e., within 4-
feet), a minimum of 4 percent gradient should be maintained. Pad drainage of at least 2
percent should be maintained over soil areas. Pad drainage may be reduced to at least 1
SG - 13
Standard Guidelines
For Grading Projects
percent for projects where no slopes exist, either natural or man -made, or greater than 10-
feet in height and where no slopes are planned, either natural or man-made, steeper than
2:1 (horizontal to vertical slope ratio).
Drainage patterns established at the time of fine grading should be maintained
throughout the fife of the project. Property owners should be made aware that altering
drainage patterns can be detrimental to slope stability and foundation performance.
STAKING
In all fill areas, the fill should be compacted prior to the placement of the stakes.
This particularly is important on fill slopes. Slope stakes should not be placed until the
slope is thoroughly compacted (backrolled). If stakes must be placed prior to the
completion of compaction procedures, it must be recognized that they will be removed
and/or demolished at such time as compaction procedures resume.
In order to allow for remedial grading operations, which could include
overexcavations or slope stabilization, appropriate staking offsets should be provided.
For finished slope and stabilization backcut areas, we recommend at least 10 -feet setback
from proposed toes and tops -of -cut.
SLOPE MAINTENANCE
Landscape Plants
In order to enhance superficial slope stability, slope planting should be
accomplished at the completion of grading. Slope planting should consist of deep -
rooting vegetation requiring little watering. Plants native to the Southern California area
and plants relative to native plants are generally desirable. Plants native to other semi-
arid and and areas may also be appropriate. A Landscape Architect would be the best
patty to consult regarding actual types of plants and planting configuration.
Irrigation
Irrigation pipes should be anchored to slope faces, not placed in trenches
excavated into slope faces.
Slope irrigation should be minimized. If automatic timing devices are utilized on
irrigation systems, provisions should be made for interrupting normal irrigation during
periods of rainfall.
Though not a requirement, consideration should be give to the installation of near-
surface moisture monitoring control devices. Such devices can aid in the maintenance of
relatively uniform and reasonably constant moisture conditions.
SG - 14
Standard Guidelines
For Grading Projects
Property owners should be made aware that overwatering of slopes is detrimental
to slope stability.
Maintenance
Periodic inspections of landscaped slope areas should be planned and appropriate
measures should be taken to control weeds and enhance growth of the landscape plants.
Some areas may require occasional replanting and/or reseeding.
Terrace drains and downdrains should be periodically inspected and maintained
free of debris. Damage to drainage improvements should be repaired immediately.
Property owners should be made aware that burrowing animals can be detrimental
to slope stability. A preventative program should be established to control burrowing
animals.
As a precautionary measure, plastic sheeting should be readily available, or kept
on hand, to protect all slope areas from saturation by periods of heavy or prolonged
rainfall. This measure is strongly recommended, beginning with the period of time prior
to landscape planting.
Repairs
If slope failures occur, the Geotechnical Consultant should be contacted for a field
review of site conditions and development of recommendations for evaluation and repair.
If slope failure occurs as a result of exposure to periods of heavy rainfall, the
failure areas and currently unaffected areas should be covered with plastic sheeting to
protect against additional saturation.
In the accompanying Standard Details, appropriate repair procedures are
illustrated for superficial slope failures (i.e., occurring typically within the outer 1 foot to
3 feet of a slope face).
TRENCH BACKFILL
Utility trench backfrll should, unless otherwise recommended, be compacted by
mechanical means. Unless otherwise recommended, the degree of compaction should be
a minimum of 90 percent of the laboratory maximum density.
As an alternative, granular material (sand equivalent greater than 30) may be
thoroughly jetted in- place. Jetting should only be considered to apply to trenches no
greater than 2 -feet in width and 4 -feet in depth. Following jetting operations, trench
backfill should be thoroughly mechanically compacted and/or wheel - rolled from the
surface.
SG -15
Standard Guidelines
For Grading Projects
Backfill of exterior and interior trenches extending below a 1:1 projection from
the outer edge of foundations should be mechanically compacted to a minimum of 90
percent of the laboratory maximum density.
Within slab areas, but outside the influence of foundations, trenches up to 1 foot
wide and 2 feet deep may be backfilled with sand and consolidated by jetting, flooding or
by mechanical means. If on -site materials are utilized, they should be wheel- rolled,
tamped or otherwise compacted to a firm condition. For minor interior trenches, density
testing may be deleted or spot testing may be elected if deemed necessary, based on
review of back -fill operations during construction.
If utility contractors indicate that it is undesirable to use compaction equipment in
close proximity to a buried conduit, the Contractor may elect the utilization of light
weight compaction equipment and/or shading of the conduit with clean, granular
material, which should be thoroughly jetted in -place above the conduit, prior to initiating
mechanical compaction procedures. Other methods of utility trench compaction may also
be appropriate, upon review by the Geotechnical Consultant at the time of construction.
In cases where clean granular materials are proposed for use in lieu of native
materials or where flooding or jetting is proposed, the procedures should be considered
subject to review by the Geotechnical Consultant.
Clean Granular backfill and/or bedding are not recommended in slope areas
unless provisions are made for a drainage system to mitigate the potential build -up of
seepage forces.
STATUS OF GR ADING
Prior to proceeding with any grading operation, the Geotechnical Consultant
should be notified at least two working days in advance in order to schedule the
necessary observation and testing services.
Prior to any significant expansion of cut back in the grading operation, the
Geotechnical Consultant should be provided with adequate notice (i.e., two days) in order
to make appropriate adjustments in observation and testing services.
Following completion of grading operations and/or between phases of a grading
operation, the Geotechnical Consultant should be provided with at least two working
days notice in advance of commencement of additional grading operations.
SG - 16
4" DMAIVER I
PIPE
4' DIAMETER NON- PEWORATED
PIPE LATERAL DRAM
SLOPE PER
Pdr:1
20l
H/2
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Memorandum - Phone Notes
Date: January 29'h, 2010
From: Chris Long
Project No.: City File No. 10375 -G , PLS File No. 5075
Project Name: Encinitas Town Center
Subject: Offsite Catch Basin
Telephone Steve Nowak
Conversation
with:
Fred Sena, PE
Chns Long, RLA
John Warren, AICP
The following are our notes from our phone conversation. If there are any errors or omissions of
substance, please notify Pacific Land Services in writing immediately.
Discussion:
• The city requested letter and maintenance agreement for the BMP that was proposed to
be installed in offsite catch basin behind the Target store
• PLS requested the option of upsizing the nearby Filterra Unit to treat an area equivalent
to the area that would have been treated by the BMP proposed for the offsite catch
basin.
• The city agreed to the above option. BMP calculations will be revised to reflect this
change.
CC: Steve Nowak
File
ENTITLEMENT ENGINEERING LANDSCAPE ARCHITECTURE
2151 Salvio Street • Suite S • Concord, California • 94520 • (925) 680 -6406 • Fax (925) 660 -640
ENGINEER'S BOND ESTIMATE
PREPARED By
TARGET T -1029
1010 N. EL CAMINO REAL
F
ENCINITAS, CA
LAST UPDATED'. 317712010
1. GRADING
Quanf#
1LnR
Unit Pr
TgPl
1.1 Excavate & Fill
171
CY
11.50
1,966.50
1.2 Remove and Recwmpact
1,066
CY
7.00
7,462.00
1.3 Export
67
CY
22.00
1,474.00
2. BMP'S
Quanft
Unit
Una Prire
Tel
2.1 Fiber Rolls
2,000
LF
2.25
4,500.00
2.2 Inlet Protection
10
EA
150.00
1,500.00
2.3 Misc SWPPP Items
1
LS
1,500.00
1,500.00
3. DRAINAGE
Quanto
Una
Unu!!! N
Total
3.1 4" PVC Storm Drain
5
LF
20.00
100.00
3.2 Filterra Unit - 6'x 8'
1
EA
20,000.00
20,000.00
3.3 SO Inlet Filters
4
EA
500.00
2,000.00
3.4 SO Infiltration Wells
3
EA
40,000.00
120,000.00
4. WATER
Quanta
Und Pr2e
Total
4.1 Relocate Fire Hydrant
1
EA
2,200.00
2,200.00
5. CURB & GUTTER
5.1 Curb & Gutter Removal
1,720
LF
3.00
5,160.00
5.2 6" Curb (per G -1)
800
LF
12.00
9,600.00
5.3 6" Curb & Gutter (per G -2)
300
LF
20.00
6,000.00
5.4 Valley Gutter
25
LF
20.00
500.00
6. PAVEMENT
ouanN
UM
Un- Price
Total
6.1 AC Pavement Removal
28,250
SF
2.00
56,500.00
6.2 AC Pavement - 3" Depth
4,600
SF
1.30
5,980.00
6.3 AC Pavement -4 "Depth
17,000
SF
1.75
29,750.00
6.4 Paving Subgrade Preparation
21,600
SF
0.50
6.5 Aggregate Base - 6" Depth
4,600
SF
1.00
4,600.00
6.6 Aggregate Base - 8" Depth
17,000
SF
1.00
17,000.00
6.7 Aggregate Base at Curbs - 6"
450
SF
1.00
450.00
6.8 Aggregate Base at Walks -4"
1,240
SF
1.00
1,240.00
6.9 Aggregate Base at Crosswalk -6"
2,360
SF
1.00
2,360.00
7. RAMPS & SIDEWALKS
Quantk
Una
UnN
Total
7.1 Concrete Crosswalk
2,360
SF
6.00
14,160.00
7.2 Concrete Sidewalk (per G -7)
1,240
SF
5.00
6,200.00
8. LANDSCAPING & IRRIGATION
Ouantdv
URN
Und
Total
8.1 Slope Planting (Ground Cover)
6,565
SF
0.48
3,151.20
GRAND TOTAL, IMPROVEMENTS -
TARGET
5 325,353.70
MAR 1 8 2010
ILu-
J \5075\Estsmates\Bond Estimate 2010-03- 17.xts 3/1712010. 12:11 PM
STORMWATER BMP SIZING CALCULATIONS
T -1029 ENCINITAS TARGET
PLS PROJECT NO. 5075
C15752
Exp. 06130/11
DISTURBED SURFACE AREAS
BUILDING AREA
16,260
SF
CONCRETE PAVEMENT
11,225
SF
ASPHALT PAVEMENT
23,397
SF
TOTAL AREA REQUIRING TREATMENT
50,882
SF
TREATMENT AREAS
AREA #1 - FILTERRA
18,672
SF
AREA #2 - INFILTRATION SYSTEM
11,620
SF
AREA #3 - INFILTRATION SYSTEM
12,290
SF
AREA #4 - INFILTRATION SYSTEM
13,310
SF
TOTAL AREA REQUIRING TREATMENT
55,892
SF
TREATMENT AREA #1
REQUIRED TREATMENT FLOW RATE
Tributary Catchment Area ( A ) 15,945 sf = 0.366 AC
Add area draining to offsite curb inlet 2,727 sf = 0.063 AC
Total Area 18,672 sf = 0.429 AC
Runoff Coefficient ( C) 1.00
Intensity ( I ) 0.20 in (per City BMP Manual)
Required Treatment Flow 0.086 cfs (Q =CIA)
FILTERRA SIZE AND CAPACITY
Filterra 6'x8' Unit
max.capacity area = 0.65 AC (C =0 85) (per Filterra Sizing Table)
max treatment flow = 0 13 cfs (C =0.85)
capacity area adjustment for C =1.0 = 0.85
Adjusted Capacity Area = (0.85'0.65) = 0.55 AC = OK
Adjusted Treatment Flow = 0.11 cfs = OK
TREATMENT AREA #2
INFILTRATION RATE
Infiltration rate
1.5 min/in = 0.67 in /min = 0.00093 ft/sec:
FLOW RATE
Tributary Catchment Area
11,620 sf = 0.27 AC
Runoff Coefficient
= 0.95
Intensity for treatment
= 0.20 Whir
Treatment Flow Rate
Q = CIA = 0.05068 ft' /sec
REQUIRED SURFACE AREA
A (sf)
x 0.00093 ft/sec = 0.05068 ft'/sec
A (sf) = 54.74 sf
EFFECTIVE SURFACE AREA
Use area of sides
Width of trench
7.0 ft (7'x2') +(7'x2') = 28 sf
Length of trench
7.0 ft (7'x2') +(7'x2') = 28 sf
Depth of trench
2.0 ft total = r--5-61 sf
REQUIRED TREATMENT VOLUME
Intensity for 24 -hr period
0.6 in (per city BMP manual)
Tributary Catchment Area
11,620 sf
11,620 sf x 0.6 in x 1 ft/12in = 581 ft'
TREATMENT VOLUME 24 hrs
Treatment/Infiltration Rate
= 0.05068 ft3lsec
24 hr
= 86400 sec
treatment volume = 4379 ft'
TREATMENT AREA #3
INFILTRATION RATE
Infiltration rate
1.5 min /in. = 0.67 in /min = 0.00093 ft/sec
FLOW RATE
Tributary Catchment Area
12,290 sf = 0.28 AC
Runoff Coefficient
= 0.95
Intensity for treatment
= 0.20 in /hr
Treatment Flow Rate
Q = CIA = 0.05361 ft3 /sec
REQUIRED SURFACE AREA
A (sf)
x 0 00093 ft/sec = 0.05361 ft' /sec
A (sf) = 57.90 sf
EFFECTIVE SURFACE AREA
Use area of sides
Width of trench
7.0 ft (7'x2') +(7'x2') = 28 sf
Length of trench
8.0 ft (8'x2') +(8'x2') = 32 sf
Depth of trench
2.0 ft total = ®sf
REQUIRED TREATMENT VOLUME
Intensity for 24 -hr period
0.6 in (per city BMP manual)
Tributary Catchment Area
12,290 sf
11,620 sf x 0.6 in x 1 ft/12in = F 614.5 ft'
TREATMENT VOLUME 24 hrs
Treatment/Infiltration Rate
= 0.05361 ft3 /sec
24 hr
= 86400 sec
treatment volume = 4632 ft'
TREATMENT AREA #4
INFILTRATION RATE
Infiltration rate
1.5 min /in. = 0.67 in /min = 0.00093 ft/sec
FLOW RATE
Tributary Catchment Area
13,310 sf = 0.31 AC
Runoff Coefficient
= 0.95
Intensity for treatment
= 0.20 n /hr
Treatment Flow Rate
Q = CIA = 0.05806 ft3lsec
REQUIRED SURFACE AREA
A (sf)
x 0.00093 ft/sec = 0.05806 ft3lsec
A (sf) = r---6-2-7-01 sf
EFFECTIVE SURFACE AREA
Use area of sides
Width of trench
8 0 ft (8'x2') +(8'x2') = 32 sf
Length of trench
8.0 ft (8'x2') +(8'x2') = 32 sf
Depth of trench
2 0 ft total = F-76-541 sf
REQUIRED TREATMENT VOLUME
Intensity for 24 -hr period
0.6 in (per city BMP manual)
Tributary Catchment Area
13,310 sf
11,620 sf x 0.6 in x 1 fl/12in = 665.5 ft'
TREATMENT VOLUME 24 hrs
Treatment/Infiltration Rate
= 0.05806 ft3lsec
24 hr
= 86400 sec
treatment volume = 5016 ft'
CLTA Preliminary Report Form
( Rev. 11/06)
Order Number: 3409307 (60)
Page Number: 1
First American Title Company
520 North Central Avenue
Glendale, CA 91203
Sheri Cassell
Pacific Land Services
2151 Salvio Street Suite 250
Concord, CA 94520
Phone:
Fax:
Customer Reference:
Order Number:
Title Officer:
Phone:
Fax No.:
E -Mail:
Buyer:
Owner:
Property:
FEB-32010
Dayton Hudson Corp
3409307(60)
Michelle Pascual
(800)328 -2652
(866)878 -7977
mpascual@firstam.com
Encinitas Town Center Associates I, LLC
1010 North El Camino Real
Encinitas, CA
PRELIMINARY REPORT
In response to the above referenced application for a policy of title insurance, this company hereby reports that it is prepared to issue, or
cause to be issued, as of the date hereof, a Polley or Policies of Title Insurance describing the land and the estate or Interest therein
hereinafter set forth, insuring against loss which may be sustained by reason of any defect, lien or encumbrance not shown or referred to as
an Exception below or not excluded from coverage pursuant to the printed Schedules, Conditions and stipulations of said Policy forms.
The printed Exceptions and Exclusions from the coverage and Limitations on Covered Risks of said policy or policies are set forth in Exhibit A
attached. The policy to be issued may contain an arbitration clause. When, the Amount of Insurance is less Nan that set forth in the
arbitration clause, all arblbable matters shall be arbitrated at the option of either the Company or Me Insured as the exdusive remedy of the
parries. Limitations on Covered Risks applicable to the CLTA and ALTA Homeowner's Policies of Title Insurance which establish a Deductible
Amount and a Maximum Dollar Limit of Liability for certain coverages are also set forth in Exhibit A. Copies of the policy forms should be
read. They are available from the office which issued this report.
Please read the exceptions shown or referred to below and the exceptions and exclusions set forth in Exhibit A of this
report carefully. The exceptions and exclusions are meant to provide you with notice of matters which are not covered
under the terms of the title insurance policy and should be carefully considered.
It is important to note that this preliminary report is not a written representation as to the condition of title and may not
list all liens, defects, and encumbrances affecting title to the land.
First American Title
Order Number: 3409307 (60)
Page Number: 2
This report (and any supplements or amendments hereto) is issued solely for the purpose of facilitating the issuance of a policy of title
insurance and no liability is assumed hereby. If it is desired that liability be assumed prior to the issuance of a policy of title insurance, a
Binder or Commitment should be requested.
first American Title
Order Number: 3409307 (60)
Page Number: 3
Dated as of December 16, 2009 at 7:30 A.M.
The form of Policy of title insurance contemplated by this report is:
ALTA Extended Owner Policy - 2006
ALTA Standard Loan Policy - 2006
A specific request should be made if another form or additional coverage is desired.
Title to said estate or interest at the date hereof is vested in:
ENCINITAS TOWN CENTER ASSOCIATES I, LLC, A DELAWARE LIMITED LIABILITY COMPANY
The estate or interest in the land hereinafter described or referred to covered by this Report is:
A fee as to Parcel(s) A, an easement as to Parcel(s) B and C.
The Land referred to herein is described as follows:
(See attached Legal Description)
At the date hereof exceptions to coverage in addition to the printed Exceptions and Exclusions in said
policy form would be as follows:
1
General and special taxes and assessments for the fiscal year 2009 -2010.
First Installment:
Penalty:
Second Installment:
Penalty:
Tax Rate Area:
A. P. No.:
$88,606.81, PAID
$0.00
$88,606.81, PAYABLE
$0.00
19411
257 - 501 -08 -00
2. Supplemental taxes for the year 2008 -2009 assessed pursuant to Chapter 3.5 commencing with
Section 75 of the California Revenue and Taxation Code.
First Installment:
Penalty:
Second Installment:
Penalty:
Tax Rate Area:
A. P. No.:
$43,628.50, PAID
$0.00
$43,628.50, DUE
$0.00
19411
900 - 001 -55 -00
first American Title
Order Number: 3409307 (60)
Page Number: 4
Assessment liens, if applicable, collected with the general and special taxes, including but not
limited to those disclosed by the reflection of the following of the tax roll:
Community Facilities District # 1 Encinitas.
The lien of supplemental taxes, if any, assessed pursuant to Chapter 3.5 commencing with
Section 75 of the California Revenue and Taxation Code.
5. An easement for existing irrigation pipe lines and electric power lines; the right, privilege and
easement of erecting, maintaining or causing to be erected and maintained upon the land hereby
conveyed, telegraph and telephone pole lines with their usual equipment; electric power and light
pole lines and their usual equipment and of operating the same; and a right -of -way over said
land to install and maintain necessary irrigation pipe lines and ditches for the distribution of water
over said La Costa Acres and to operate the same, together with the right to enter upon said land
for the purpose of installing, repairing and replacing or improving any of said works and
incidental purposes, recorded September 5, 1929 in Book 1660 of Deeds, Page 476.
In Favor of: La Costa Acres Corporation, a Corporation
Affects: As described therein
The location of the easement cannot be determined from record information.
An easement for irrigation pipelines and electric power lines together with the right of ingress
and egress and incidental purposes, recorded September 5, 1929 in Book 1688 of Deeds, Page 2.
In Favor of: La Costa Acres Corporation
Affects: As described therein
The location of the easement cannot be determined from record information.
An easement for either or both pole lines, underground conduits, together with the right of
ingress and egress and incidental purposes, recorded December 21, 1948 in Book 3056, Page
245 of Official Records.
In Favor of: San Diego Gas and Electric Company
Affects: As described therein
8. An easement for either or both pole lines, underground conduits, together with the right of
ingress and egress and incidental purposes, recorded April 19, 1956 in Book 6066, Page 370 of
Official Records.
In Favor of: San Diego Gas and Electric Company
Affects: As described therein
9. The fact that the land lies within the boundaries of the San Dieguito
Reorganization Redevelopment Project Area, as disclosed by the document recorded September
5, 1986 as Instrument No. 86- 390249 of Official Records.
First American Title
Order Number: 3409307 (60)
Page Number: 5
10. Deed Restriction dated October 26, 1988 executed by Paul Ecke Ranch, a California Corporation,
Carltas Company, a California Limited Partnership, Paul Jr. and Elisabeth K. Ecke, Co- Trustees
under Trust Agreement dated March 7, 1983, Paul Ecke III, Paul Ecke Sr., Trustee of the Paul
Ecke Sr. Trust dated September 8, 1983 and the California Coastal Commission subjected to the
terms and conditions contained therein recorded February 16, 1989 as Instrument No. 89 -82586
of Official Records.
11. The terms and provisions contained in the document entitled "Land Development and
Reimbursement Agreement' recorded December 9, 1994 as Instrument No. 94- 705385 of Official
Records.
12. The terms and provisions contained in the document entitled "Agreement for Annexation of
Property to the Leucadia County Water District and for Provision of Sewer Service Thereto"
recorded May 30, 1995 as Instrument No. 95- 225327 of Official Records.
13. Resolution No. 95 -39 of the City Council of the City of Encinitas, California ordering territory
designated as Encinitas Ranch annexed to the City of Encinitas was recorded June 16, 1995 as
Instrument No. 95- 254447 of Official Records.
14. The terms and provisions contained in the document entitled "Open Space Deed Restriction"
recorded June 30, 1995 as Instrument No. 95- 279362 of Official Records.
15. The terms and provisions contained in the document entitled "Memorandum of Allocation and
Indemnity Agreement' recorded December 11, 1995 as Instrument No. 95- 561223 of Official
Records.
16. The terms and provisions contained in the document entitled "Agreement Regarding to Improve
Development -Water Facilities" recorded January 29, 1996 as Instrument No. 96 -42342 of Official
Records.
17. An unrecorded lease dated August 16, 1995, executed by Encinitas Town Center Associates, LLC,
a Delaware Limited Liability Company as lessor and Dayton Hudson Corporation, a Minnesota
Corporation, D /B /A Target Stores as lessee, as disclosed by a Memorandum of Ground Lease
recorded April 11, 1996 as Instrument No. 96- 178747 of Official Records.
Defects, liens, encumbrances or other matters affecting the leasehold estate, whether or not
shown by the public records.
18. An easement shown or dedicated on the Map as referred to in the legal description
For: Pedestrian access and incidental purposes.
19. An easement shown or dedicated on the Map as referred to in the legal description
For: Drainage and incidental purposes.
20. An easement shown or dedicated on the Map as referred to in the legal description
For: Sewer pipelines and incidental purposes.
First American Title
Order Number: 3409307 (60)
Page Number: 6
21. An easement for water pipelines, access and incidental purposes in favor of San Dieguito Water
District as delineated and designated on Map No. 13333, subject to any terms and conditions
contained therein.
22. An easement for public utilities and incidental purposes, recorded May 13, 1996 as Instrument
No. 96- 241945 of Official Records.
In Favor of: San Diego Gas & Electric Company, a Corporation
Affects: As described therein
23. An easement for underground communication facilities and incidental purposes, recorded July 11,
1996 as Instrument No. 96- 347515 of Official Records.
In Favor of: Pacific Bell, a California Corporation
Affects: As described therein
The location of the easement cannot be determined from record information.
24. An unrecorded lease dated October 10, 1995 as amended by Amendment No. 1 to Lease, dated
May 28, 1996, executed by Zelman Development Co., a California Limited Partnership as lessor
and Office Depot, Inc., a Delaware Corporation as lessee, as disclosed by a Memorandum of
Lease recorded August 13, 1996 as Instrument No. 96- 409040 of Official Records.
Defects, liens, encumbrances or other matters affecting the leasehold estate, whether or not
shown by the public records.
25. The terms and provisions contained in the document entitled "Agreement Regarding
Improvement of Subdivision Sewers" recorded September 9, 1996 as Instrument No. 96- 456801
of Official Records.
26. The terms and provisions contained in the document entitled "License Agreement"
recorded September 9, 1996 as Instrument No. 96- 456802 of Official Records.
27. The terms and provisions contained in the document entitled "Covenant Regarding Encroachment
Permit No. 014" recorded October 21, 1996 as Instrument No. 96- 531208 of Official Records.
28. The terms and provisions contained in the document entitled "Covenant Regarding Real Property:
Major Use Permit and Coastal Development Permit for On Site Consumption of Alcoholic
Beverages for an Eating and Drinking Establishment Proposed to be Located at 1042 Suite "J -5"
N. El Camino Real in the Encinitas Ranch Town Center" recorded November 18, 1996
as Instrument No. 96- 582368 of Official Records.
29. An easement for meter access and incidental purposes, recorded December 20, 1996 as
Instrument No. 96- 638080 of Official Records.
In Favor of: San Diego Gas & Electric Company, a California Corporation
Affects: As described therein
The location of the easement cannot be determined from record information.
First American Ttle
Order Number: 3409307 (60)
Page Number: 7
30. An unrecorded lease dated (not shown), executed by Encinitas Town Center Associates, a
Delaware Limited Liability Company as lessor and Payless Shoesource, Inc., a Missouri
Corporation as lessee, as disclosed by a Memorandum of Lease recorded January 3, 1997 as
Instrument No. 97 -3336 of Official Records.
Defects, liens, encumbrances or other matters affecting the leasehold estate, whether or not
shown by the public records.
31. An unrecorded lease dated June 20, 1996, executed by Encinitas Town Center Associates, LLC, a
Delaware Limited Liability Company as lessor and Pier 1 Imports (U.S.), Inc., a Delaware
Corporation as lessee, as disclosed by a Memorandum of Lease recorded February 11, 1997 as
Instrument No. 97 -63739 of Official Records.
Defects, liens, encumbrances or other matters affecting the leasehold estate, whether or not
shown by the public records.
32. An unrecorded lease dated May 22, 1996, executed by Encinitas Town Center Associates, LLC, a
Delaware Limited Liability Company as lessor and Stellar Enterprises, LLC, a California Limited
Liability Company as lessee, as disclosed by a Memorandum of Lease recorded March 28, 1997 as
Instrument No. 97- 141238 of Official Records.
Defects, liens, encumbrances or other matters affecting the leasehold estate, whether or not
shown by the public records.
33. The terms and provisions contained in the document entitled "Covenant Regarding Encroachment
Permit No. 015" recorded May 27, 1997 as Instrument No. 97- 244649 of Official Records.
34. An unrecorded lease dated December 20, 1996, executed by Encinitas Town Center Associates,
LLC, a Delaware Limited Liability Company as lessor and The Sports Authority, Inc., a Delaware
Corporation as lessee, as disclosed by a Memorandum of Lease recorded July 24, 1997 as
Instrument No. 97- 354005 of Official Records.
Defects, liens, encumbrances or other matters affecting the leasehold estate, whether or not
shown by the public records.
35. A deed of trust to secure an original indebtedness of $64,300,000.00 recorded November 10,
2005 as Instrument No. 05- 978494 of Official Records.
Dated: November 8, 2005
Trustor: Encinitas Town Center Associates I, LLC, a Delaware Limited
Liability Company
Trustee: First American Title Insurance Company
Beneficiary: New York Life Insurance Company, a New York Mutual
Insurance Company
Affects: The land and other property.
The terms and provisions contained in the document entitled "Subordination of Management
Agreement' recorded November 10, 2005 as Instrument No. 05- 978495 of Official Records.
First American Title
Order Number: 3409307 (60)
Page Number: 8
A document entitled Assignment of Leases, Rents, Income and Cash Collateral recorded
November 10, 2005 as Instrument No. 05- 978496 of Official Records, as additional security for
the payment of the indebtedness secured by the deed of trust.
The terms and provisions contained in the document entitled "Subordination, Nondisturbance and
Attornment Agreement' recorded January 11, 2006 as Instrument No. 06 -22111 of Official
Records.
The terms and provisions contained in the document entitled "Subordination, Non - disturbance
and Attornment Agreement' recorded January 11, 2006 as Instrument No. 06 -22112 of Official
Records.
The terms and provisions contained in the document entitled "Subordination, Non - disturbance
and Attornment Agreement' recorded January 11, 2006 as Instrument No. 06 -22113 of Official
Records.
The terms and provisions contained in the document entitled "Subordination, Non - disturbance
and Attornment Agreement' recorded January 11, 2006 as Instrument No. 06 -22114 of Official
Records.
The terms and provisions contained in the document entitled "Subordination, Non - disturbance
and Attornment Agreement' recorded January 11, 2006 as Instrument No. 06 -22115 of Official
Records.
The terms and provisions contained in the document entitled "Subordination, Non - disturbance
and Attornment Agreement' recorded January 11, 2006 as Instrument No. 06 -22116 of Official
Records.
The terms and provisions contained in the document entitled "Subordination, Non - disturbance
and Attornment Agreement' recorded January 11, 2006 as Instrument No. 06 -22117 of Official
Records.
The terms and provisions contained in the document entitled "Subordination, Non - disturbance
and Attornment Agreement' recorded January 11, 2006 as Instrument No. 06 -22118 of Official
Records.
The terms and provisions contained in the document entitled "Subordination, Non - disturbance
and Attornment Agreement' recorded January 11, 2006 as Instrument No. 06 -22119 of Official
Records.
The terms and provisions contained in the document entitled 'Subordination, Non - disturbance
and Attornment Agreement' recorded January 11, 2006 as Instrument No. 06 -22120 of Official
Records.
The terms and provisions contained in the document entitled 'Subordination, Non - disturbance
and Attornment Agreement' recorded January 11, 2006 as Instrument No. 06 -22121 of Official
Records.
First American Title
Order Number: 3409307 (60)
Page Number: 9
The terms and provisions contained in the document entitled "Subordination, Non - disturbance
and Attornment Agreement" recorded January 11, 2006 as Instrument No. 06 -22122 of Official
Records.
The terms and provisions contained in the document entitled "Subordination, Non - disturbance
and Attornment Agreement" recorded January 11, 2006 as Instrument No. 06 -22123 of Official
Records.
The terms and provisions contained in the document entitled "Subordination, Non - disturbance
and Attornment Agreement" recorded January 11, 2006 as Instrument No. 06 -22124 of Official
Records.
The terms and provisions contained in the document entitled "Subordination, Non - disturbance
and Attornment Agreement' recorded January 11, 2006 as Instrument No. 06 -22125 of Official
Records.
The terms and provisions contained in the document entitled "Subordination, Non - disturbance
and Attornment Agreement' recorded January 11, 2006 as Instrument No. 06 -22126 of Official
Records.
The terms and provisions contained in the document entitled "Subordination, Non - disturbance
and Attornment Agreement' recorded January 11, 2006 as Instrument No. 06 -22127 of Official
Records.
The terms and provisions contained in the document entitled "Subordination, Non - disturbance
and Attornment Agreement' recorded January 11, 2006 as Instrument No. 06 -22128 of Official
Records.
The terms and provisions contained in the document entitled "Subordination, Non - disturbance &
Attornment Agreement" recorded January 11, 2006 as Instrument No. 06 -22129 of Official
Records.
The terms and provisions contained in the document entitled "Subordination, Non - disturbance
and Attornment Agreement' recorded January 11, 2006 as Instrument No. 06 -22130 of Official
Records.
The terms and provisions contained in the document entitled "Subordination, Non - disturbance
and Attornment Agreement' recorded January 11, 2006 as Instrument No. 06 -22131 of Official
Records.
The terms and provisions contained in the document entitled "Subordination, Non - disturbance
and Attornment Agreement' recorded January 11, 2006 as Instrument No. 06 -22132 of Official
Records.
The terms and provisions contained in the document entitled "Subordination, Non - disturbance
and Attornment Agreement' recorded January 11, 2006 as Instrument No. 06 -22134 of Official
Records.
First American Title
Order Number: 3409307 (60)
Page Number: 10
The terms and provisions contained in the document entitled "Subordination, Non - disturbance
and Attornment Agreement" recorded January 11, 2006 as Instrument No. 06 -22135 of Official
Records.
The terms and provisions contained in the document entitled "Subordination, Non - disturbance
and Attornment Agreement" recorded January 11, 2006 as Instrument No. 06 -22137 of Official
Records.
The terms and provisions contained in the document entitled "Subordination, Non - disturbance
and Attornment Agreement" recorded January 11, 2006 as Instrument No. 06-22886 of Official
Records,
36. An unrecorded lease dated July 24, 2007, executed by Encinitas Town Center Associates I, LLC, a
Delaware Limited Liability Company as lessor and Best Buy Stores, L.P., a Virginia Limited
Partnership as lessee, as disclosed by a Memorandum of Lease Agreement recorded November
24, 2009 as Instrument No. 09- 656417 of Official Records.
Defects, liens, encumbrances or other matters affecting the leasehold estate, whether or not
shown by the public records.
37. Any facts, rights, interests or claims which would be disclosed by a correct ALTA /ACSM survey.
38. Rights of parties in possession.
Prior to the issuance of any policy of title insurance, the Company will require:
39. An ALTA /ACSM survey of recent date which complies with the current minimum
standard detail requirements for ALTA /ACSM land title surveys.
40. With respect to Encinitas Town Center Associates I, LLC, a limited liability company:
a. A copy of its operating agreement and any amendments thereto;
b. If it is a California limited liability company, that a certified copy of its articles of organization
(LLC-1) and any certificate of correction (LLC -11), certificate of amendment (LLC -2), or
restatement of articles of organization (LLC -10) be recorded in the public records;
c. If it is a foreign limited liability company, that a certified copy of its application for registration
(LLC -5) be recorded in the public records;
d. With respect to any deed, deed of trust, lease, subordination agreement or other document or
instrument executed by such limited liability company and presented for recordation by the
Company or upon which the Company is asked to rely, that such document or instrument be
executed in accordance with one of the following, as appropriate:
(i) If the limited liability company properly operates through officers appointed or elected
pursuant to the terms of a written operating agreement, such document must be executed by at
least two duly elected or appointed officers, as follows: the chairman of the board, the president
or any vice president, and any secretary, assistant secretary, the chief financial officer or any
assistant treasurer;
(ii) If the limited liability company properly operates through a manager or managers identified in
the articles of organization and /or duly elected pursuant to the terms of a written operating
agreement, such document must be executed by at least two such managers or by one manager
if the limited liability company properly operates with the existence of only one manager.
e. Other requirements which the Company may impose following its review of the material
required herein and other information which the Company may require
First American Title
Order Number: 3409307 (60)
Page Number: 11
INFORMATIONAL NOTES
Note: The policy to be issued may contain an arbitration clause. When the Amount of Insurance is less
than the certain dollar amount set forth in any applicable arbitration clause, all arbitrable matters shall be
arbitrated at the option of either the Company or the Insured as the exclusive remedy of the parties. If
you desire to review the terms of the polity, including any arbitration clause that may be included,
contact the office that issued this Commitment or Report to obtain a sample of the policy jacket for the
policy that is to be issued in connection with your transaction.
The map attached, if any, may or may not be a survey of the land depicted hereon. First American
expressly disclaims any liability for loss or damage which may result from reliance on this map except to
the extent coverage for such loss or damage is expressly provided by the terms and provisions of the title
insurance policy, if any, to which this map is attached.
According to the latest available equalized assessment roll in the office of the county tax
assessor, there is located on the land a(n) Commercial Structure known as 1010 North El Camino
Real, Encinitas, California, 92024.
2. According to the public records, there has been no conveyance of the land within a period of
twenty-four months prior to the date of this report, except as follows:
None
FirstAmerican Title
Order Number: 3409307 (60)
Page Number: 12
WIRE INSTRUCTIONS
for
First American Title Company, Demand/ Draft Sub- Escrow Deposits
Ventura County, California
First American Trust, FSB
5 First American Way
Santa Ana, CA 92707
Banking Services: (877) 600 -9473
ABA 122241255
Credit to First American Title Company
Account No. 3013360000
Reference Title Order Number 3409307 and Title Officer Michelle Pascual
Please wire the day before recording.
FirstAmerican Title
Order Number: 3409307 (60)
Page Number: 13
LEGAL DESCRIPTION
Real property in the City of Encinitas, County of San Diego, State of California, described as
follows:
PARCEL A
LOT 34 OF AMENDED MAP OF ENCINITAS MAP NO. 13258, CITY OF ENCINITAS TRACT NO. 94-
066, UNITS I, II AND III, IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF
CALIFORNIA, ACCORDING TO MAP THEREOF NO. 13333, FILED IN THE OFFICE OF THE
COUNTY RECORDER OF SAN DIEGO COUNTY, JUNE 3, 1996.
PARCEL B:
NON - EXCLUSIVE EASEMENTS OVER AND ACROSS THE COMMON AREA, AS CONVEYED, SET
FORTH AND DESCRIBED IN THAT CERTAIN "OPERATION AND EASEMENT AGREEMENT' DATED
DECEMBER 21, 1995, EXECUTED BY AND BETWEEN ZELMAN DEVELOPMENT CO., A CALIFORNIA
LIMITED PARTNERSHIP AND DAYTON HUDSON CORPORATION, A MINNESOTA CORPORATION,
RECORDED DECEMBER 28, 1995 AS INSTRUMENT NO. 95- 594913 AND AS AMENDED BY
AMENDMENT TO OPERATIONS AND EASEMENT AGREEMENT RECORDED APRIL 11, 1996 AS
INSTRUMENT NO. 96- 178748 AND SECOND AMENDMENT TO OPERATION AND EASEMENT
AGREEMENT RECORDED SEPTEMBER 13, 1996 AS INSTRUMENT NO. 96- 467755 ALL OF
OFFICIAL RECORDS, IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY.
PARCEL C:
NON - EXCLUSIVE EASEMENTS OVER AND ACROSS THE COMMON AREA, AS CONVEYED, SET
FORTH AND DESCRIBED IN THAT CERTAIN "CONSTRUCTION OPERATION AND EASEMENT
AGREEMENT' DATED MAY 10, 1996, EXECUTED BY AND BETWEEN ENCINITAS TOWN CENTER
ASSOCIATES, LLC, A DELAWARE LIMITED LIABILITY COMPANY AND THE C/W GROUP,
RECORDED JUNE 14, 1996 AS INSTRUMENT NO. 96- 298695 OF OFFICIAL RECORDS, IN THE
OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY.
APN: 257 - 501 -08 -00
FirstAmeiicdn Title
Order Number: 3409307 (60)
Page Number: 14
i470iKe 4
Section 12413.1 of the California Insurance Code, effective January 1, 1990, requires that any title insurance
company, underwritten title company, or controlled escrow company handling funds in an escrow or sub - escrow
capacity, wait a specified number of days after depositing funds, before recording any documents in connection
with the transaction or disbursing funds. This statute allows for funds deposited by wire transfer to be disbursed
the same day as deposit. In the case of cashier's checks or certified checks, funds may be disbursed the next day
after deposit. In order to avoid unnecessary delays of three to seven days, or more, please use wire transfer,
cashier's checks, or certified checks whenever possible.
If you have any questions about the effect of this new law, please contact your local First American Office for
more details.
FirstAmerican Title
Order Number: 3409307 (60)
Page Number: 15
EXHIBIT A
LIST OF PRINTED EXCEPTIONS AND EXCLUSIONS (BY POLICY TYPE)
1. CALIFORNIA LAND TITLE ASSOCIATION STANDARD COVERAGE POLICY - 1990
SCHEDULE B
EXCEPTIONS FROM COVERAGE
This policy does not insure against loss or damage (and the Company will not pay costs, attorneys' fees or expenses) which arise by reason of:
1. Taxes or assessments which are not shown as existing liens by the records of any taxing authority that levies taxes or assessments on
real property or by the public records. Proceedings by a public agency which may result in taxes or assessments, or notice of such
proceedings, whether or not shown try the records of such agency or by the public records.
2. Any facts, rights, interests, or claims which are not shown by the public records but which could be ascertained by an inspection of the land
or which may be asserted by persons in possession thereof.
3. Easements, liens or encumbrances, or claims thereof, which are not shown by the public records.
4. Discrepandes, conflicts in boundary lines, shortage in area, encroachments, or any other facts which a correct survey would disclose, and
which are not shown by the public records.
5. (a) Unpatented mining daims; (b) reservations or exceptions in patents or in Aar authorizing the issuance thereof; (c) water rights, claims
or title to water, whether or not the matters excepted under (a), (b), or (c) are shown by the public records.
EXCLUSIONS FROM COVERAGE
The following matters are expressly excluded from the coverage of this policy and the Company will not pay loss or damage, costs, attomeys' fees or
expenses which arise by reason of:
I. (a) Any law, ordinance or governmental regulation (including but riot limited to building and zoning Laws, ordinances, or regulations)
restricting, regulating, prohibiting or relating to (i) the occupancy, use, or enjoyment of the land; (ii) the character, dimensions or location of
any improvement now, or hereafter erected on the land; (iii) a separation in ownership or a change in the dimensions or area of the land or
any parcel of which the land is or was a part; or (iv) environmental protection, or the effect of any violation of these laws, ordinances or
governmental regulations, except to the extent that a notice of the enforcement thereof or a notice of a defect, lien or encumbrance
resulting from a violation or alleged violation affecting the land has been recorded in the public records at Date of Policy.
(b) Any governmental police power not exduded by (a) above, except to the extent that a notice of the exercise thereof or a notice of a
defect, lien or encumbrance resulting from a violation or alleged violation affecting the land has been recorded in the public records at Date
of Policy.
2. Rights of eminent domain unless notice of the exercise thereof has been recorded in the public records at Dare of Policy, but not excluding
from coverage any taking which has occurred prior to Date of Policy which would be binding on the rights of a purchaser for value without
knowledge.
3. Defects, liens, encumbrances, adverse claims or other matters:
(a) whether or not recorded in the public records at Date of Policy, but created, suffered, assumed or agreed to by the insured claimant;
(b) not known to the Company, not recorded in the public records at Date of Policy, but known to the insured claimant and not disclosed in
writing to the Company by the insured claimant prior to the date the insured daimant became an insured under this policy;
(c) resulting in no loss or damage to the insured claimant;
(d) attaching or created subsequent to Date of Policy; or
(e) resulting in Im or damage which would not have been sustained if the insured claimant had paid value for the insured mortgage or for
the estate or interest insured by this policy.
4. Unenforceability of the lien of the insured mortgage because of the inability or failure of the Insured at Date of Policy, or the inability or
failure of any subsequent owner of the indebtedness, to comply with applicable "doing business" laws of the state In which the land is
situated.
5. Invalidity or unenforceability of the lien of the insured mortgage, or daim thereof, which arises out of the transaction evidenced by the
insured mortgage and is based upon usury or any consumer credit protection or truth in lending law.
6. Any claim, which arises out of the transaction vesting in the insured the estate or interest insured by their policy or the transaction creating
the interest of the insured lender, by reason of the operation of federal bankruptcy, state Insolvency or similar creditors' rights laws
2. AMERICAN LAND TITLE ASSOCIATION OWNER'S POLICY FORM B - 1970
SCHEDULE OF EXCLUSIONS FROM COVERAGE
Any law, ordinance or governmental regulation (including but not limited to building and zoning ordinances) restricting or regulating or
prohibiting the occupancy, use or enjoyment of the land, or regulating the character, dimensions or location of any improvement now or
hereafter erected on the land, or prohibiting a separation in ownership or a reduction in the dimensions of area of the land, or the effect of
any violation of any such law, ordinance or governmental regulation.
Rights of eminent domain or governmental rights of police paver unless notice of the exercise of such rights appears in the public records at
Date of Policy.
Defects, liens, encumbrances, adverse claims, or other matters (a) created, suffered, assumed or agreed to by the insured claimant; (b) not
known to the Company and not shown by the public records but known to the insured claimant either at Date of Policy or at the date such
claimant acquired an estate or interest insured by this policy and not disclosed in writing by the insured claimant to the Company prior to the
date such insured claimant became an insured hereunder; (c) resulting In no loss or damage to the insured claimant; (d) attaching or
FirstAmerican Title
Order Number: 3409307 (60)
Page Number: 16
created subsequent to Date of Policy; or (e) resulting in loss or damage which would not have been sustained if the insured claimant had
paid value for the estate or interest insured by this policy.
3. AMERICAN LAND TITLE ASSOCIATION OWNER'S POLICY FORM B - 1970
WITH REGIONAL EXCEPTIONS
When the American Land Title Association policy is used as a Standard Coverage Policy and not as an Extended Coverage Policy the exclusions set forth
in paragraph 2 above are used and the following exceptions to coverage appear in the policy.
SCHEDULE 6
This policy does not insure against loss or damage by reason of the matters shown in parts one and two following:
1. Taxes or assessments which are not shown as existing liens by the records of any taxing authority that levies taxes or assessments on real
property or by the pubic records.
2. Any fads, rights, interests, or claims which are not shown by the public records but which could be ascertained by an Inspection of said land
or by making inquiry of persons in possession thereof.
3. Easements, claims of easement or encumbrances which are not shown try the public records.
4. Discrepancies, conflicts in boundary lines, shortage in area, encroachments, or any other fads which a correct survey would disclose, and
which are not shown by public records.
5. Unpatented mining claims; reservations or exceptions in patents or in Ads authorizing the issuance thereof; water rights, claims or title to
water.
6. Any lien, or right to a lien, for services, labor or material heretofore or hereafter furnished, imposed by law and not shown by the public
records.
4. AMERICAN LAND TITLE ASSOCIATION LOAN POLICY - 1970
WITH A.L.T.A. ENDORSEMENT FORM 1 COVERAGE
SCHEDULE OF EXCLUSIONS FROM COVERAGE
1. Any law, ordinance or govemmental regulation (including but not limited to building and zoning ordinances) restricting or regulating or
prohibiting the occupancy, use or enjoyment of the land, or regulating the character, dimensions or location of any improvement now or
hereafter erected on the land, or prohibiting a separation in ownership or a reduction in the dimensions or area of the land, or the effect of
any violation of any such law ordinance or governmental regulation.
2. Rights of eminent domain or governmental rights of police power unless notice of the exercise of such rights appears in the public records at
Date of Policy.
3. Defects, liens, encumbrances, adverse claims, or other matters (a) created, suffered, assumed or agreed to by the Insured claimant, (b) rat
known to the Company and not shown by the public records but known to the insured claimant either at Date of Policy or at the date such
claimant acquired an estate or interest insured by this policy or acquired the insured mortgage and not disclosed in writing by the insured
claimant to the Company prior to the date such insured claimant became an insured hereunder, (c) resulting in no loss or damage to the
insured caiman; (d) attaching or created subsequent to Date of Policy (except to the extent insurance is afforded herein as to any statutory
lien for labor or material or to the extent insurance is afforded herein as to assessments for street improvements under construction or
completed at Date of Policy).
4. Unenforceability of the lien of the insured mortgage because of failure of the insured at Date of Policy or of any subsequent owner of the
indebtedness to comply with applicable "doing business" laws of the state in which the land is situated.
S. AMERICAN LAND TITLE ASSOCIATION LOAN POLICY - 1970
WITH REGIONAL EXCEPTIONS
When the American Land Title Association Lenders Policy Is used as a Standard Coverage Policy and not as an Extended Coverage Policy, the exclusions
set forth in paragraph 4 above are used and the following exceptions to coverage appear in the policy.
SCHEDULE B
This policy does not insure against loss or damage by reason of the matters shown In parts one and two following:
1. Taxes or assessments which are not shown as existing liens by the records of any taxing authority that levies taxes or assessments on real
property or by the public records.
2. Any fads, rights, interests, or claims which are not shown by the public records but which could be ascertained by an inspection of said land
or by making inquiry of persons in possession thereof.
3. Easements, claims of easement or encumbrances which are not shown by the public records.
4. Discrepancies, conflicts In boundary (Ines, shortage in area, encroachments, or any other facts which a correct survey would disclose, and
which are not shown by public records.
5. Unpatented mining claims; reservations or exceptions In patents or In Acts authorizing the issuance thereof; water rights, claims or title to
water.
G Any lien, or right to a lien, for services, labor or material theretofore or hereafter furnished, imposed by law and not shown by the public
records.
First American Title
Order Number: 3409307 (60)
Page Number: 17
6. AMERICAN LAND TITLE ASSOCIATION LOAN POLICY - 1992
WITH A.L.T.A. ENDORSEMENT FORM 1 COVERAGE
EXCLUSIONS FROM COVERAGE
The following matters are expressly excluded from the coverage of this policy and the Company will not pay loss or damage, costs, attorneys' fees or
expenses which arise by reason of:
I. (a) Any law, ordinance or governmental regulation (including but not limited to building and zoning laws, ordinances, or regulations)
restricting, regulating, prohibiting or relating to (i) the occupancy, use, or enjoyment of the land; (ii) the character, dimensions or location of
any improvement now or hereafter erected on the land; (iii) a separation in ownership or a change in the dimensions or area of the land or
any parcel of which the land is or was a part; or (iv) environmental protection, or the effect of any violation of these laws, ordinances or
governmental regulations, except to the extent that a notice of the enforcement thereof or a notice of a defect, lien or encumbrance
resulting from a violation or alleged violation affecting the land has been recorded in the public records at Date of Policy;
(b) Any governmental police power not excluded by (a) above, except to the extent that a notice of the exercise thereof or a notice of a
defect, lien or encumbrance resulting from a violation or alleged violation affecting the land has been recorded in the public records at Date
of Policy.
2. Rights of eminent domain unless notice of the exercise thereof has been recorded in the public records at Date of Policy, but not excluding
from coverage any taking which has occurred prior to Date of Policy which would be binding on the rights of a purchaser for value without
knowledge.
3. Defects, liens, encumbrances, adverse claims, or other matters:
(a) whether or not recorded in the public records at Date of Policy, but created, suffered, assumed or agreed to by the insured claimant;
(b) not known to the Company, not recorded in the public records at Date of Policy, but known to the insured claimant and not disclosed in
writing to the Company by the insured claimant prior to the date the insured claimant became an insured under this policy;
(c) resulting in no loss or damage to the insured claimant;
(d) attaching or created subsequent to Date of Policy (except to the extent that this policy insures the priority of the lien of the insured
mortgage over any statutory lien for services, labor or material or the extent insurance is afforded herein as to assessments for street
improvements under construction or completed at date of policy); or
(e) resulting In loss or damage which would not have been sustained I the insured claimant had paid value for the insured mortgage.
4. Unenforceability of the lien of the Insured mortgage because of the inability or failure of the insured at Date of Policy, or the Inability or
failure of any subsequent owner of the indebtedness, to comply with the applicable "doing business" laws of the state In which the lard is
situated.
5. Invalidity or unenforceability of the lien of the insured mortgage, or claim thereof, which arises out of the transaction evidenced by the
insured mortgage and is based upon usury or any consumer credit protection or truth in Lending law.
6. Any statutory lien for services, labor or materials (or the claim of priority of any statutory lien for services, labor or materials over the lien of
the insured mortgage) arising from an improvement or work related to the land which is contracted for and commenced subsequent to Date
of Policy and is not financed in whole or in part by proceeds of the indebtedness secured by the insured mortgage which at Date of Policy
the insured has advanced or is obligated to advance.
7. Any claim, which arises out of the transaction creating the interest of the mortgagee insured by this policy, by reason of the operation of
federal bankruptcy, state insolvency, or similar creditors rights laws, that is based on:
(i) the transaction creating the interest of the insured mortgagee being deemed a fraudulent conveyance or fraudulent transfer; or
(Ii) the subordination of the interest of the insured mortgagee as a result of the application of the doctrine of equitable subordination; or
(lid) the transaction creating the Interest of the insured mortgagee being deemed a preferential transfer except where the preferential
transfer results from the failure:
(a) to timely record the instrument of transfer; or
(b) of such recordation to impart notice to a purchaser for value or a judgment or lien creditor.
7. AMERICAN LAND TITLE ASSOCIATION LOAN POLICY - 1992
WITH REGIONAL EXCEPTIONS
When the American Land Title Association policy is used as a Standard Coverage Policy and not as an Extended Coverage Policy the exclusions set forth
in paragraph 6 above are used and the following exceptions to coverage appear in the policy.
SCHEDULE 8
This policy does not insure against loss or damage (and the Company will not pay costs, attorneys' fees or expenses) which arise by reason of:
1. Taxes or assessments which are not shown as existing liens by the records of any taxing authority that levies taxes or assessments on real
property or by the public records.
2. Any facts, rights, interests, or claims which are not shown by the public records but which could be ascertained by an Inspection of said
land or by making inquiry of persons in possession thereof.
3. Easements, daims of easement a encumbrances which are not shown by the public records.
4. Discrepancies, conflicts in boundary lines, shortage in area, encroachments, or any other facts which a correct survey would disclose, and
which are not shown by public records.
S. Unpatented mining claims; reservations or exceptions in patents or in Acts authorizing the issuance thereof; water rights, claims or title to
water.
6. Any lien, or right to a lien, for services, labor or material theretofore or hereafter furnished, imposed by law and not shown by the public
records.
9. AMERICAN LAND TITLE ASSOCIATION OWNER'S POLICY - 1992
First American Title
Order Number: 3409307 (60)
Page Number: 18
EXCLUSIONS FROM COVERAGE
The following matters are expressly excluded from the coverage of this policy and the Company will not pay loss or damage, costs, attorneys' fees or
expenses which arise by reason of:
I. (a) Any law, ordinance or governmental regulation (including but not limited to building and zoning laws, ordinances, or regulations)
restricting, regulating, prohibiting or relating to (i) the occupancy, use, or enjoyment of the land; (11) the character, dimensions or location of
any Improvement now or hereafter erected on the land; (iii) a separation in ownership or a change in the dimensions or area of the land or
any parcel of which the land is or was a part; or (iv) environmental protection, or the effect of any violation of these laws, ordinances or
governmental regulations, except to the extent that a notice of the enforcement thereof or a notice of a defect, lien or encumbrance
resulting from a violation or alleged violation affecting the land has been recorded in the public records at Date of Policy.
(b) Any governmental police power not excluded by (a) above, except to the extent that a notice of the exercise thereof or a notice of a
defect, lien or encumbrance resulting from a violation or alleged violation affecting the land has been recorded In the public records at Date
of Policy.
2. Rights of eminent domain unless notice of the exercise thereof has been recorded In the public records at Date of Policy, but not excluding
from coverage any taking which has occurred prior to Date of Policy which would be binding on the rights of a purchaser for value without
knowledge.
3. Defects, liens, encumbrances, adverse claims, or other matters:
(a) created, suffered, assumed or agreed to by the insured claimant;
(b) not known to the Company, not recorded in the public records at Date of Policy, but known to the insured claimant and not disclosed in
writing to the Company by the insured claimant prior to the date the insured claimant became an insured under this policy;
(c) resulting in no loss or damage to the insured claimant;
(d) attaching or created subsequent to Date of Policy; or
(e) resulting in loss or damage which would not have been sustained if the insured claimant had paid value for the estate or Interest insured
by this policy.
4. Any claim, which arises out of the transaction vesting in the insured the estate or interest insured by this policy, by reason of the operation
of federal bankruptcy, state insolvency, or similar creditors' rights laws, that is based on:
(t) the transaction creating the estate or interest insured by this policy being deemed a fraudulent conveyance or fraudulent transfer; or
(II) the transaction creating the estate or interest insured by this policy being deemed a preferential transfer except where the preferential
transfer results from the failure:
(a) to timely record the instrument of transfer; or
(b) of such recordation to impart notice to a purchaser for value or a judgment or lien creditor.
9. AMERICAN LAND TITLE ASSOCIATION OWNER'S POLICY - 1992
WITH REGIONAL EXCEPTIONS
When the American Land Title Assocation policy is used as a Standard Coverage Policy and not as an Extended Coverage Policy the exclusions set forth
in paragraph 8 above are used and the following exceptions to coverage appear in the policy.
SCHEDULE B
This policy does not insure against loss or damage (and the Company will not pay costs, attorneys' fees or expenses) which arise by reason of:
I. Taxes or assessments which are not shown as existing liens by the records of any taxing authority that levies taxes or assessments on real
property or by the public records.
_. Any facts, rights, interests, or claims which are not shown by the public records but which could be ascertained by an inspection of said land
or by making inquiry of persons in possession thereof.
3. Easements, claims of easement or encumbrances which are not shown by the public records.
a. Discrepancies, conflicts in boundary lines, shortage in area, encroachments, or any other facts which a correct survey would disclose, and
which are not shown by public records.
5. Unpatented mining claims; reservations or exceptions in patents or in Acts authorizing the issuance thereof; water rights, claims or title to
water.
6. Any lien, or right to a lien, for services, labor or material theretofore or hereafter furnished, imposed by law and not shown by the public
records.
10. AMERICAN LAND TITLE ASSOCIATION RESIDENTIAL
TITLE INSURANCE POLICY - 1987
EXCLUSIONS
In addition to the Exceptions in Schedule B, you are not insured against loss, costs, attorneys' fees and expenses resulting from:
1. Governmental police power, and the existence or violation of any law or government regulation. This includes building and zoning
ordinances and also laws and regulations concerning:
• land use • land division
• improvements on the land • environmental protection
This exclusion does not apply to violations or the enforcement of these matters which appear In the public records at Policy Date.
This exclusion does not limit the zoning coverage described in items 12 and 13 of Covered Title Risks.
The riqht to take the land by condemning it, unless:
First American Title
Order Number: 3409307 (60)
Page Number: 19
• a notice of exercising the right appears in the public records on the Policy Date
• the taking happened prior to the Policy Date and is binding on you if you bought the land without knowing of the taking.
3. Tile Risks:
• that are created, allowed, or agreed to by you
• that are known to you, but not to us, on the Policy Date - unless they appeared in the public records
• that result in no loss to you
• that first affect your title after the Policy Date - this does not limit the labor and material lien coverage In Item 8 of Covered Title Risks
4. Failure to pay value for your title.
5. Lack of a right:
• to any land outside the area specifically described and referred to in Item 3 of Schedule A, or
• in streets, alleys, or waterways that touch your land
This exclusion does not limit the access coverage in Item 5 of Covered Title Risks.
11. EAGLE PROTECTION OWNER'S POLICY
CLTA HOMEOWNER'S POLICY OF TITLE INSURANCE - 2008
ALTA HOMEOWNER'S POLICY OF TITLE INSURANCE - 2008
Covered Risks 16 (Subdivision Law Violation). 18 (Building Permit). 19 (Zoning) and 21 (Encroachment of boundary walls or fences)
are subject to Deductible Amounts and Maximum Dollar Limits of Liability
EXCLUSIONS
In addition to the Exceptions in Schedule 8, You are not insured against loss, costs, attorneys' fees, and expenses resulting from:
1. Governmental police power, and the existence or violation of those portions of any law or government regulation concerning:
a. building b. zoning
c. land use d. improvements on the land
e. land division f. environmental protection
This Exclusion does not limit the coverage described in Covered Risk 8.a., 14, 15, 16, 18, 19, 20, 23 or 27.
2. The failure of Your existing structures, or any part of them, to be constructed in accordance with applicable building codes. This
Exclusion does not limit the coverage described in Covered Risk 14 or 15.
3. The right to take the Land by condemning it. This Exclusion does not limit the coverage described in Covered Risk 17.
4. Risks:
a. that are created, allowed, or agreed to by You, whether or not they are recorded in the Public Records;
b. that are Known to You at the Policy Date, but not to Us, unless they are recorded in the Public Records at the policy
Date;
c. that result in no loss to You; or
d. that first occur after the Policy Date - this does not limit the coverage described in Covered Risk 7, B.e., 25, 26, 27
or 28.
5. Failure to pay value for Your Title.
6. Lack of a right:
a. to any land outside the area specifically described and referred to in paragraph 3 of Schedule A; and
b. in streets, alleys, or waterways that touch the Land.
This Exclusion does not limit the coverage described in Covered Risk 11 or 21
LIMITATIONS ON COVERED RISKS
Your insurance for the following Covered Risks is limited on the Owner's Coverage Statement as follows: Covered Risk 16, 18, 19 and 21, Your
Deductible Amount and Our Maximum Dollar Limit of Liability shown In Schedule A. The deductible amounts and maximum dollar limits shown
on Schedule A are as follows:
Your Deductible Amount Our Maximum Dollar
Limit of Liabilitv
Covered Risk 16: 1% of Policy Amount or $5,000.00 (whichever is less) $10,000.00
Covered Risk 18: 1% of Policy Amount or $5,000.00 (whichever is less) $25,000.00
Covered Risk 19: 1% of Policy Amount or $5,000.00 (whichever is less) $25,000.00
Covered Risk 21: 1% of Policy Amount or $2,500.00 (whichever is less) $5,000.00
12. THIRD GENERATION EAGLE LOAN POLICY AMERICAN LAND TITLE ASSOCIATION EXPANDED COVERAGE RESIDENTIAL LOAN
POLICY (1/01/08)
First American Title
Order Number: 3409307 (60)
Page Number: 20
EXCLUSIONS FROM COVERAGE
The following matters are expressly excluded from the coverage of this policy and the Company will not pay loss or damage, costs, attorneys' fees or
expenses which arise by reason of:
1. (a) Any law, ordinance, permit, or governmental regulation (including those relating to building and zoning) restricting, regulating,
prohibiting, or relating to (i) the occupancy, use, or enjoyment of the Land; (ii) the character, dimensions, or location of any improvement
erected on the Land; (iii) the subdivision of land; or(ly) environmental protection; or the effect of any violation of these laws, ordinances, or
governmental regulations. This Exclusion 1(a) does not modify or limit the coverage provided under Covered Risk 5, 6, 13(c), 13(d), 14 or
16.
(b)Any governmental police power. This Exclusion 1(b) does not modify or limit the coverage provided under Covered Risk 5, 6, 13(c), 13(d),
14 or 16.
2. Rights of eminent domain. This Exclusion does not modify or limit the coverage provided under Covered Risk 7 or 8.
3. Defects, liens, encumbrances, adverse claims, or other matters
(a) created, suffered, assumed or agreed to by the Insured Claimant;
(b) not Known to the Company, not recorded in the Public Records at Date of Policy, but Known to the Insured Claimant and not disclosed in
writing to the Company by the Insured Claimant prior to the date the Insured Claimant became an Insured under this policy;
(c) resulting in no loss or damage to the Insured Claimant;
(d) attaching or created subsequent to Date of Policy (however, this does not modify or limit the coverage provided under Covered Risk 11,
16, 17, 18, 19, 20, 21, 22, 23, 24, 27 or 28); or
(e) resulting in loss or damage which would not have been sustained if the Insured Claimant had paid value for the Insured Mortgage.
4. Unenforceability of the lien of the Insured Mortgage because of the inability or failure of an Insured to comply with applicable doing business
laws of the state where the Land is situated.
5. Invalidity or unenforceability in whole or In part of the lien of the Insured Mortgage that arises out of the transaction evidenced by the
Insured Mortgage and is based upon usury, or any consumer credit protection or truth -in- lending law. This Exclusion does not modify or limit
the coverage provided in Covered Risk 26.
6. Any clalm of invalidity, unenforceability or lack of priority of the lien of the Insured Mortgage as to Advances or modifications made after the
Insured has Knowledge that the vestee shown In Schedule A is no longer the owner of the estate or interest covered by this pollcy. This
Exclusion does not modify or limit the coverage provided in Covered Risk 11.
7. Any lien on the Title for real estate taxes or assessments Imposed by governmental authority and created or attaching subsequent to Date of
Policy. This Exclusion does not modify or limit the coverage provided in Covered Risk 11(b) or 25.
8. The (allure of the residential structure, or any portion of it to have been constructed before, on or after Date of Policy in accordance with
applicable building coda. This Exclusion does not modify or limit the coverage provided in Covered Risk 5 or 6.
13. AMERICAN LAND TITLE ASSOCIATION LOAN POLICY - 2006
EXCLUSIONS FROM COVERAGE
The following matters are expressly excluded from the coverage of this policy, and the Company will not pay loss or damage, costs, attorneys' fees, or
expenses that arise by reason of:
1. (a) Any law, ordinance, permit, or governmental regulation (including those relating to building and zoning) restricting, regulating,
prohibiting, or relating to
(I) the occupancy, use, or enjoyment of the Lard;
(li) the character, dimensions, or location of any Improvement erected on the Land;
(iii) the subdivision of lard; or
(Iv) environmental protection;
or the effect of any violation of these laws, ordinances, or governmental regulations. This Exclusion 1(a) does not modify or limit the
coverage provided under Covered Risk 5.
(b) Any governmental police power. This Exclusion 1(b) does not modify or limit the coverage provided under Covered Risk 6.
2. Rights of eminent domain. This Exclusion does not modify or limit the coverage provided under Covered Risk 7 or 8.
3. Defects, liens, encumbrances, adverse claims, or other matters
(a) created, suffered, assumed, or agreed to by the Insured Claimant
(b) not Known to the Company, not recorded in the Public Records at Date of Policy, but Known to the Insured Claimant and not disclosed
in writing to the Company by the Insured Claimant prior to the date the Insured Claimant became an Insured under this policy;
(c) resuting in no less or damage to the Insured Claimant;
(d) attaching or created subsequent to Date of Policy (however, this does not modify or limit the coverage provided under Covered Risk 11,
13, or 14); or
(e) resulting in loss or damage that would not have been sustained if the Insured Claimant had paid value for the Insured Mortgage.
4. Unenforceability of the lien of the Insured Mortgage because of the inability or failure of an Insured to comply with applicable doing -
business laws of the state where the Land is situated.
5. Invalidity or unenforceability in whole or in part of the lien of the Insured Mortgage that arises out of the transaction evidenced by the
Insured Mortgage and is based upon usury or any consumer credit protection or truth -in- lending law.
6. Any claim, by reason of the operation of federal bankruptcy, state insolvency, or similar creditors' rights laws, that the transaction creating
the lien of the Insured Mortgage, is
First American Title
Order Number: 3409307 (60)
Page Number: 21
(a) a fraudulent conveyance or fraudulent transfer, or
(b) a preferential transfer for any reason not stated in Covered Risk 13(b) of this policy.
Any lien on the Title for real estate taxes or assessments imposed by governmental authority and created or attaching between Date of
Policy and the date of recording of the Insured Mortgage in the Public Records. This Exclusion does not modify or limit the coverage
provided under Covered Risk 11(b).
14. AMERICAN LAND TITLE ASSOCIATION LOAN POLICY - 2006
WITH REGIONAL EXCEPTIONS
When the American land Title Association policy is used as a Standard Coverage Policy and not as an Extended Coverage Policy the exclusions set
forth in paragraph 13 above are used and the following exceptions to coverage appear in the policy.
SCHEDULE 6
This policy does not insure against loss or damage (and the Company will not pay costs, attomeys' fees or expenses) which arise by reason of:
1. (a) Taxes or assessments that are rat shown as existing liens by the records of any taxing authority that levies taxes or assessments on real
property or by the Public Records; (b) proceedings by a public agency that may result in taxes or assessments, or notices of such
proceedings, whether or not shown by the records of such agency or by the Public Records.
2. Any facts, rights, Interests, or claims that are not shown by the Public Records but that could be ascertained by an inspection of the Land or
that may be asserted by persons in possession of the Land.
3. Easements, liens or encumbrances, or daims thereof, not shown by the Public Records.
4. Any encroachment, encumbrance, violation, variation, or adverse circumstance affecting the Ttle that would be disclosed by an accurate
and complete land survey of the Land and not shown by the Public Records.
5. (a) Unpatented mining claims; (b) reservations or exceptions in patents or in Acts authorizing the issuance thereof; (c) water rights, claims
or title to water, whether or not the matters excepted under (a), (b), or (c) are shown by the Public Records.
15. AMERICAN LAND TITLE ASSOCIATION OWNER'S POLICY - 2006
EXCLUSIONS FROM COVERAGE
The following matters are expressly excluded from the coverage of this policy and the Company will not pay loss or damage, costs, attorneys'
fees or expenses which arise by reason of:
1. (a) Any law, ordinance, permit, or governmental regulation (including those relating to building and zoning) restricting, regulating,
prohibiting, or relating to
(1) the occupancy, use, or enjoyment of the Land;
(ii) the character, dimensions, or location of any improvement erected on the Land;
(iii) the subdivision of land; or
(iv) environmental protectlon;or the effect of any violation of these laws, ordinances, or governmental regulations. This Exdusion 1(a)
does not modify or limit the coverage provided under Covered Risk 5.
(b) Any governmental police power. This Exdusion 1(b) does not modify or limit the coverage provided under Covered Risk 6.
2. Rights of eminent domain. This Exclusion does not modify or limit the coverage provided under Covered Risk 7 or 8.
3. Defects, liens, encumbrances, adverse claims, or other matters
(a) created, suffered, assumed, or agreed to by the Insured Claimant;
(b) not Known W the Company, not recorded in the Public Records at Date of Policy, but Known to the Insured Claimant and not disclosed
in writing to the Company by the Insured Claimant prior to the date the Insured Claimant became an Insured under this policy;
(c) resulting in no loss or damage to the Insured Claimant;
(d) attaching or created subsequent to Date of Policy (however, this does not modify or limit the coverage provided under Covered Risks 9
and 10); or
(e) resulting in loss or damage that would not have been sustained if the Insured Claimant had paid value for the Title.
4. Any daim, by reason of the operation of federal bankruptcy, state insolvency, or similar creditors? rights laws, that the transaction vesting
the Title as shown in Schedule A, is
(a) a fraudulent conveyance or fraudulent transfer; or
(b) a preferential transfer for any reason not stated in Covered Risk 9 of this policy.
5. Any lien on the Title for real estate taxes or assessments Imposed by governmental authority and created or attaching between Date of
Policy and the date of recording of the deed or other Instrument of transfer in the Public Records that vests Title as shown in Schedule A.
16. AMERICAN LAND TITLE ASSOCIATION OWNER'S POLICY - 2006
WITH REGIONAL EXCEPTIONS
First American Title
When the American Land Title Association policy is used as a Standard Coverage Policy and not as an Extended Coverage Policy the
exclusions set forth in paragraph 15 above are used and the following exceptions to coverage appear in the policy.
SCHEDULE B
This policy does not insure against loss or damage (and the Company will not pay costs, attorneys' fees or expenses) which arise by reason
of:
1. (a) Taxes or assessments that are not shown as existing liens by the records of any taxing authority that levies taxes or assessments on real
property or by the Public Records; (b) proceedings by a public agency that may result in taxes or assessments, or notices of such
proceedings, whether or not shown by the records of such agency or by the Public Records.
2. Any facts, rights, interests, or claims that are not shown by the Public Records but that could be ascertained by an inspection of the Land or
that may be asserted by persons in possession of the land.
3. Easements, liens or encumbrances, or claims thereof, not shown by the Public Records.
4. Any encroachment, encumbrance, violation, variation, or adverse circumstance affecting the Title that would be disclosed by an accurate
and complete land survey of the Lanai and not shown by the Public Records.
5. (a) Unpatented mining claims; (b) reservations or exceptions in patents or in Acts authorizing the issuance thereof; (c) water rights, claims
or title to water, whether or not the matters excepted under (a), (b), or (c) are shown by the Public Records.
FirstAmerican Title
PRIVACY POLICY
We Are Committed to safeguarding Customer Information
In order to better serve your needs now and in the future, we may ask you to provide us with certain information. We understand
that you may be concerned about what we will do with such information — particularly any personal or financial information. We
agree that you have a right to know how we will utilize the personal information you provide to us. Therefore, together with our
parent company, The First American Corporation, we have adopted this Privacy Policy to govern the use and handling of your
personal information.
Applicability
This Privacy Policy governs our use of the information which you provide to us. It does not govern the manner in which we may
use information we have obtained from an other source, such as information obtained from a public record or from another person
or entity. First American has also adopted broader guidelines that govern our use of personal information regardless of its source.
First American calls these guidelines its Fairinformadon Values, a copy of which can be found on our website at www.firstam.com.
Types of Information
Depending upon which of our services you are utilizing, the types of nonpublic personal information that we may collect include:
• Information we receive from you on applications, forms and in other communications to us, whether in writing, in person,
by telephone or any other means;
• Information about your transactions with us, our affiliated companies, or others; and
• Information we receive from a consumer reporting agency.
Use of Information
We request information from you for our own legitimate business purposes and not for the benefit of any nonaffiliated party.
Therefore, we will not release your information to nonaffiliated parties except: (1) as necessary for us to provide the product or
service you have requested of us; or (2) as permitted by law. We may, however, store such information indefinitely, including the
period after which any customer relationship has ceased. Such information may be used for any internal purpose, such as quality
control efforts or customer analysis. We may also provide all of the types of nonpublic personal information listed above to one or
more of our affiliated companies. Such affiliated companies include financial service providers, such as title insurers, property and
casualty insurers, and trust and investment advisory companies, or companies involved in real estate services, such as appraisal
companies, home warranty companies, and escrow companies. Furthermore, we may also provide all the information we collect, as
described above, to companies that perform marketing services on our behalf, on behalf of our affiliated companies, or to other
financial institutions with whom we or our affiliated companies have joint marketing agreements.
Former Customers
Even if you are no longer our customer, our Privacy Policy will continue to apply to you.
Confidentiality and security
We will use our best efforts to ensure that no unauthorized parties have access to any of your information. We restrict access to
nonpublic personal information about you to those individuals and entities who need to know that information to provide products or
services to you. We will use our best efforts to train and oversee our employees and agents to ensure that your information will be
handled responsibly and in accordance with this Privacy Policy and First American's Fair Information Values We currently maintain
physical, electronic, and procedural safeguards that comply with federal regulations to guard your nonpublic personal information.
m 2001 The First American Corporation • All Rights Reserved
� r
File #: 3409307
Title Officer: Michelle Pascual
Property Address: 1010 North El Camino Real, Encinitas, CA 92024
APN #: 257 - 501 -08 -00
PRELIMINARY REPORT OVERVIEW
Created December 28, 2009
Date of Prelim: December 16, 2009
Prelim Vesting: ENCINITAS TOWN CENTER ASSOCIATES I, LLC, A DELAWARE LIMITED LIABILITY COMPANY
Taxes:
1st Half Taxes: X paid open
2nd Half Taxes: paid X open
Supplemental Taxes Due: no X yes
Delinquent /Defaulted Taxes Due: X no yes
Comments:
• Deeds of Trust of Record:
• Any Requirements:
Item #: 35
Item #: 39, 40
DISCLAIMER THE TTTLEINFORMATTON CONTAINED HEREIN IS SUPPLIED AS A COURTESY ONLYAND IS NOT INTENDED TO SUPPLEMENT OR TO EXTEND THE
COVERAGE OF THE UNDERLYING TITLE REPORT REFERENCE SHOULD BE MADE TO THE TITLE REPORT FOR ALL QUESTIONS CONCERNING THE STATUS OF
THE TITLE TO THE SUBIECT PROPERTY. FIRST AMERICAN ACCEPTS NO LL48ILITYFOR THE INFORMATION CONTAINED HERETN REFERENCE SHOULD BE
MADE TO THE UNDERLYING TTTLE REPORT FOR ALL QLIE577ONS CONCERNING THE TTTLE STATUS OF THE PROPERTY.
EXHIBIT 'A'
Date: December 29, 2009
PARCEL A:
File No.: 3409307 ( 60)
LOT 34 OF AMENDED MAP OF ENCINITAS MAP NO. 13258, CITY OF ENCINITAS TRACT NO. 94 -066,
UNITS I, II AND III, IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA,
ACCORDING TO MAP THEREOF NO. 13333, FILED IN THE OFFICE OF THE COUNTY RECORDER OF
SAN DIEGO COUNTY, JUNE 3, 1996.
PARCEL B:
NON - EXCLUSIVE EASEMENTS OVER AND ACROSS THE COMMON AREA, AS CONVEYED, SET FORTH
AND DESCRIBED IN THAT CERTAIN "OPERATION AND EASEMENT AGREEMENT" DATED DECEMBER
21, 1995, EXECUTED BY AND BETWEEN ZELMAN DEVELOPMENT CO., A CALIFORNIA LIMITED
PARTNERSHIP AND DAYTON HUDSON CORPORATION, A MINNESOTA CORPORATION, RECORDED
DECEMBER 28, 1995 AS INSTRUMENT NO. 95- 594913 AND AS AMENDED BY AMENDMENT TO
OPERATIONS AND EASEMENT AGREEMENT RECORDED APRIL 11, 1996 AS INSTRUMENT NO. 96-
178748 AND SECOND AMENDMENT TO OPERATION AND EASEMENT AGREEMENT RECORDED
SEPTEMBER 13, 1996 AS INSTRUMENT NO. 96- 467755 ALL OF OFFICIAL RECORDS, IN THE OFFICE
OF THE COUNTY RECORDER OF SAN DIEGO COUNTY.
17_1:1214tIA
NON - EXCLUSIVE EASEMENTS OVER AND ACROSS THE COMMON AREA, AS CONVEYED, SET FORTH
AND DESCRIBED IN THAT CERTAIN "CONSTRUCTION OPERATION AND EASEMENT AGREEMENT"
DATED MAY 10, 1996, EXECUTED BY AND BETWEEN ENCINITAS TOWN CENTER ASSOCIATES, LLC, A
DELAWARE LIMITED LIABILITY COMPANY AND THE C/W GROUP, RECORDED JUNE 14, 1996 AS
INSTRUMENT NO. 96- 298695 OF OFFICIAL RECORDS, IN THE OFFICE OF THE COUNTY RECORDER
OF SAN DIEGO COUNTY.
A.P.N. 257 - 501 -08 -00
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