BSPN2015-001678-495 CALLE TAMPICO
4
LA QUINTA, CALIFORNIA 92253 COMMUNITY DEVELOPMENT DEPARTMENT
BUILDING PERMIT
Application Number:
Property Address:
APN:
Application Description:
Property Zoning:
Application Valuation:
Applicant:
TESERRA
PO BOX 1280
COACHELLA, CA 92236
BSPN2015-0016
54200 AFFIRMED
767780077
CANNING RESIDENCE/EXPIRED POOL PERMIT
LICENSED CONTRACTOR'S DECLARATION
I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter
9 (commencing with Section 7000) of Division 3 of the Business and Professions Code,
and my License is in full force and effect.
License_iass:G License No.:
(//�' 0
Date:Contractor-"
OWNER-BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt from the Contractor's State
License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any
city or county that requires a permit to construct, alter, improve, demolish, or repair
any structure, prior to its issuance, also requires the applicant for the permit to file a
signed statement that he or she is licensed pursuant to the provisions of the
Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3
of the Business and Professions Code) or that he or she is exempt therefrom and the
basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a
permit subjects the applicant to a civil penalty of not more than five hundred dollars
($500).:
( ) I, as owner of the property, or my employees with wages as their sole
compensation, will do the work, and the structure is not intended or offered for sale.
(Sec. 7044, Business and Professions Code: The Contractors' State License Law does not
apply to an owner of property who builds or improves thereon, and who does the work
himself or herself through his or her own employees, provided that the improvements
are not intended or offered for sale. If, however, the building or improvement is sold
within one year of completion, the owner -builder will have the burden of proving that
he or she did not build or improve for the purpose of sale.).
(_) I, as owner of the property, am exclusively contracting with licensed contractors
to construct the project. (Sec. 7044, Business and Professions Code: The Contractors'
State License Law does not apply to an owner of property who builds or improves
thereon, and who contracts for the projects with a contractor(s) licensed pursuant to
the Contractors' State License Law.).
( ) I am exempt under Sec. . B.&P.C. for this reason
Date
Owner:
CONSTRUCTION LENDING AGENCY
I hereby affirm under penalty of perjury that there is a construction lending agency for
the.pe.rformance of the work for which this -permit is issued (Sec. 3097, Civ. C.).
Lender's Name:
Lender's
1111 11111IIIIIIIIIIIII 73
IE
VOICE (760) 777-7125
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Date: 4/8/2015
Owner:
ELIZABETH CANNING
27930 W RIVER TR
BARRINGTON, IL 92253
Contractor:
Llc. No.:
WORKER'S COMPENSATION DECLARATION
I hereby affirm under penalty of perjury one of the following declarations:
I have and will maintain a certificate of consent to self -insure for workers'
compensation, as provided for by Section 3700 of the Labor Code, for the performance
of the work for which this permit is issued.
I have and will maintain workers' compensation insurance, as required by
Section 3700 of the Labor Code, for the performance of the work for which this permit
is issued. My workers' compensation insurance carrier and policy number are:
Carrier: Policy Number: _
I certify that in the performance of the work for which this permit is issued, I
shall not employ any person in any manner so as to become subject to the workers'
compensation laws of California, and agree that, if I should become subject to the
workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith
comply with those provisions. /�
Date/ �� Appli`c7a� Y: %�L{l �� e Z
WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL,
AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO
ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF
COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE,
INTEREST, AND ATTORNEY'S FEES.
APPLICANT ACKNOWLEDGEMENT
IMPORTANT: Application is hereby made to the Building Official for a permit subject to
the conditions and restrictions set forth on this application.
1. Each person upon whose behalf this application is made, each person at whose
request and for whose benefit work is performed under or pursuant to any permit
issued as a result of this application , the owner, and the applicant, each agrees to, and
shall defend, indemnify and hold harmless the City of la Quinta, its officers, agents, and
employees for any act or omission related to the work being performed under or
following issuance of this permit.
2. Any permit issued as a result of this application becomes null and void if work is
not commenced within 180 days from date of issuance of such permit, or cessation of
work for 180 days will subject permit to cancellation.
I certify that I have read this application and state that the above information is correct.
I agree to comply with all city and county ordinances and state laws relating to building
construction, and hereby authorize representatives of this city to enter upon the above-
mentioZ.;
perty for inspection -purposes.
Date: 5 Signature (Applicant o�/Agent)
V
FINANCIAL .• 1•
DESCRIPTION ACCOUNT CITY
AMOUNT
PAID
PAID DATE:
SPECIAL INSPECTION 101-0000-42404 1
$72.52
'$72.52
4/8/15
PAID BY METHOD
RECEIPT #
CHECK #
CLTD BY
TESERRA CHECK
R4829
128548
MFA
Total Paid forCOMPLIANCE SURVEY/SPECIAL INSPECTION:
$72.52
$72.52
Description: CANNING RESIDENCE/EXPIRED POOL PERMIT
Type: SPECIAL INSPECTION
Subtype:
Status: ISSUED
Applied: 4/8/2015 MFA
Approved: 4/8/2015 MFA
Parcel No: 767780077 Site Address: 54200 AFFIRMED LA QUINTA,CA 92253
Subdivision: TR 32879
Block:
Lot: 300
Issued: 4/8/2015 MFA
Lot Sq Ft: 0
Building Sq Ft: 0
Zoning:
Finaled:
Valuation: $0.00
Occupancy Type:
Construction Type:
Expired: 10/5/2015 MFA
No. Buildings: 0
No. Stories: 0
No. Unites: 0
Details: SPECIAL INSPECTION REQUIRED TO COMPLETE FINAL ON PERMIT 091007
_.._1 Applied to Approved
Approved to Issued
CONDITIONS
Printed: Wednesday, April 08, 2015 4:55:58 PM 1 of 2 g
SYS7Eti1S
PARENT PR0j L : is
BOND INFORMATION
Printed: Wednesday, April 08, 2015 4:55:58 PM 2 of 2
sysrrnes
0
GEOTECHNICAL INVESTIGATION
PROPOSED GRIFFIN RANCH
RESIDENTIAL DEVELOPMENT
SEC AVENUE 54 AND MADISON STREET
LA QUINTA, CALIFORNIA
-Prepared By-
Sladden Engineering
39-725 Garand Lane, Suite G
Palm Desert, California 92211
(760) 772-3893
IIIIII III I III VIII IIII 74
IE
Sladden
Engineering
6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369
39-725 Garand Ln., Suite G, Palm Desert, CA 92211 (760) 772-3893 Fax (760) 772-3895
August 17, 2004
Transwest Housing, Inc.
47-120 Dune Palms Road, Suite C
La Quinta, California 92253
Attention: Mr. Rod Grinberg
Project: Proposed Griffin Ranch Residential Development
SEC Avenue 54 and Madison Street
La Quinta, California
Subject: Geotechnical Investigation
Project No. 544-4402
04-08-571
Presented herewith is the report of our Geotechnical Investigation conducted for the construction of the
proposed approximately 195 -acre residential development to be located on the southeast corner of
Avenue 54 and Madison Street in the City of La Quinta, California. The investigation was performed in
order to provide recommendations for site preparation and to assist in foundation design for the
proposed residential structures and the related site improvements.
This report presents the results of our field investigation and laboratory testing along with conclusions
and recommendations for foundation design and site preparation. This report completes our original
scope of services as outlined within our proposal dated July 8, 2004.
We appreciate the opportunity to provide service to you on this project. If you have any questions
regarding this report, please contact the undersigned
Respectfully submitted,
SLADDEN ENGINEERING
BR -TTL.
Uj ANDERSON
Brett L. Anderso No. . C45389
� 8/3phq
Principal Engineer Ewa.
SER/pc
Copies: 6/Transwest Housing
August 17, 2004 4- Project No. 544-4402
04-08-571
Based upon the depth to groundwater and the generally firm condition of the deeper sand layers, it is our
opinion that the potential for liquefaction affecting the site is minimal. The remedial grading
recommended for building areas will result in the construction of a uniform compacted soil mat beneath
all footings. In our opinion, liquefaction related mitigation measures in addition to the site grading and
foundation design recommendations included in this report should not be necessary.
The site is located in one of the more seismically active areas in California. Design professionals should
be aware of the site setting and the potential for earthquake activity during the anticipated Iife of the
structure should be acknowledged. The accelerations that may be experienced on the site (as previously
discussed) should be considered in design. The seismic provisions included in the Uniform Building
Code for Seismic Zone 4 should be considered the minimum design criteria. Pertinent 1997 UBC Seismic
Design Criteria is summarized in Appendix C.
Caving did occur within our borings and the potential for caving should be expected within deeper
excavations. All excavations should be constructed in accordance with the normal CalOSHA excavation
criteria. On the basis of our observations of the materials encountered, we anticipate that the near surface
silty sands will be classified by CaIOSHA as Type C. Soil conditions should be verified in the field by a
"Competent person" employed by the Contractor.
The near surface soils encountered during our investigation were found to be non -expansive. Laboratory
testing indicated an Expansion Index of 0 for the surface silty sands and sandy silts that corresponds with
the "very low" expansion category in accordance with UBC Table 18 -I -B.
The following recommendations present more detailed design criteria which have been developed on the
basis of our field and laboratory investigation. The recommendations are based upon non -expansive
soils criteria.
Foundation Design: The results of our investigation indicate that either conventional shallow
continuous footings or isolated pad footings that are supported upon properly compacted soils,
may be expected to provide adequate support for the proposed structure foundations. Building
pad grading should be performed as described in the Site Grading Section of this report to
provide for uniform and firm bearing conditions for the structure foundations.
Footings should extend at least 12 inches beneath lowest adjacent grade. Isolated square or
rectangular footings should be at least two feet square and continuous footings should be at least
12 inches wide. Continuous footings may be designed using an allowable bearing value of 1500
pounds per square foot (psf) and isolated pad footings may be designed using an allowable
bearing pressure of 1800 psf. The allowable bearing pressures are applicable to dead and
frequently applied live loads. The allowable bearing pressures may be increased by 1/3 to resist
wind and seismic loading. Care should be taken to see that bearing or subgrade soils are not
allowed to become saturated from the ponding of rainwater or irrigation. Drainage from the
building area should be rapid and complete.
Sladden Engineering
i
August 17, 2004 -5- Project No. 544-4402
04-08-571
The recommendations provided in the preceding paragraph are based on the assumption that all
footings will be supported upon properly compacted engineered fill soils. All grading should be
performed under the testing and inspection of the Soils Engineer or his representative. Prior to
the placement of concrete, we recommend that the footing excavations be inspected in order to
verify that they extend into compacted soil and are free of loose and disturbed materials.
Settlements: Settlements resulting from the anticipated foundation loads should be minimal
provided that the recommendations included in this report are considered in foundation design
and construction. The estimated ultimate settlements are calculated to be approximately one inch
when using the recommended bearing values. As a practical matter, differential settlements
between footings can be assumed as one-half of the total settlement.
Lateral Design: Resistance to lateral loads can be provided by a combination of friction acting at
the base of the slabs or foundations and passive earth pressure along the sides of the foundations.
A coefficient of friction of 0.40 between soil and concrete may be used with consideration to dead
load forces only. A passive earth pressure of 250 pounds per square foot, per foot of depth, may
be used for the sides of footings that are poured against properly compacted native or approved
non -expansive import soils. Passive earth pressure should be ignored within the upper 1 foot
except where confined (such as beneath a floor slab).
Retaining Walls: Retaining walls may be necessary to accomplish the proposed construction.
Lateral pressures for use in retaining wall design can be estimated using an equivalent fluid
weight of 35 pcf for level free -draining native backfill conditions. For walls that are to be
restrained at the top, the equivalent fluid weight should be increased to 55 pcf for level free -
draining native backfill conditions. Backdrains should be provided for the full height of the
walls.
Expansive Soils: Due to the prominence of "very low" expansion category soils near the surface,
the expansion potential of the foundation bearing soils should not be a controlling factor in
foundation or floor slab design. Expansion potential should be reevaluated subsequent to
grading.
Concrete Slabs -on -Grade: All surfaces to receive concrete slabs -on -grade should be underlain by
a minimum compacted non -expansive fill thickness of 24 inches, placed as described in the Site
Grading Section of this report. Where slabs are to receive moisture sensitive floor coverings or
where dampness of the floor slab is not desired, we recommend the use of an appropriate vapor
barrier or an adequate capillary break. Vapor barriers should be protected by sand in order to
.reduce the possibility of puncture and to aid in obtaining uniform concrete curing.
Reinforcement of slabs -on -grade in order to resist expansive soil pressures should not be
necessary. However, reinforcement will have a beneficial effect in containing cracking due to
concrete shrinkage. Temperature and shrinkage related cracking should be anticipated in all
concrete slabs -on -grade. Slab reinforcement and the spacing of control joints should be
determined by the Structural Engineer.
Sladden Engineering
GEOTECHNICAL INVESTIGATION
PROPOSED GRIFFIN RANCH DEVELOPMENT
SEC AVENUE 54 & MADISON STREET
LA QUINTA, CALIFORNIA
August 17, 2004
TABLE OF CONTENTS
INTRODUCTION ....................
SCOPE OF WO ...............................
.....................................................
..................................................
PROJECT DESCRIPTI
......................................................................
GEOLOGY AND SEISMICITY ..............................
............................. ............................................
..............
SUBSURFACE CONDITIONS.................
........................ ..........................................
.......................
LIQUEFACTION .....
..............................
CONCLUSIONSAND RECOMMENDATIONS
...................i..................................................•....
Foundation Desi .................................
""' ......
Settlements
................................................
Lateral Design..................................................................................................................................
Retain' t .........................................................
ing Walls ............... ...................................
..... ;
Expansive Soils
.....................................
Concrete Slabs-on-Grade.................................................................................................................
......................................
Soluble Sulfates ................
................................. .......... .
................................................
Tentative Pavement Design
. ... .........'.... '................... ..... E
.......................
Shrinkage and Subsidence.......................................................................................
E
........................................
General Site Gradin
.......... 6
1. Site Clearing.....'
learin
........................................... 6
2. Preparation of Building and Foundation ArAreas.......................................... 6
3. Placement of Com ...............................................— 7
pacted Fill
.................
4. Preparation of Slab and d Pavement Areas...........................................................................
Testing and Inspection ............. .........................................
7
GENERAL5.
...................................
.................................................... 7
REFERENCES
............
APPENDIX A - Site Plan and Boring Logs
Field Exploration
APPENDIX B - Laboratory Testing
Laboratory Test Results
APPENDIX C - 1997 UBC Seismic Design Criteria
1
August 17, 2004
INTRODUCTION
Project No. 544-4402
04-08-571
This report presents the results of our Geotechnical Investigation performed in order to provide
recommendations for site preparation and to assist in the design and construction of the foundations for
the single-family residences proposed for the Griffin Ranch development. The project site is located on
the southeast corner of Avenue 54 and Madison Street in the City of La Quinta, California. The
preliminary plans indicate that the proposed project will include single-family residences along with
various associated site improvements. The associated site improvements are expected to include paved
roadways, concrete driveways and patios, underground utilities, and landscape areas.
SCOPE OF WORK
The purpose of our investigation was to determine certain engineering characteristics of the near surface
soils on the site in order to develop recommendations for foundation design and site preparation. Our
investigation included field exploration, laboratory testing, literature review, engineering analysis and
the preparation of this report. Evaluation of hazardous materials or other environmental concerns was
not within the scope of services provided. Our investigation was performed in accordance with
contemporary geotechnical engineering principles and practice. We make no other warranty, either
express or implied.
PROJECT DESCRIPTION
The approximately 195 -acre project site is located on the southeast comer of Avenue 54 and Madison
Street in the City of La Quinta, California. It is our understanding that the project will consist of single-
family residences along with various associated site improvements. It is our understanding that the
proposed residences will be of relatively lightweight wood -frame construction and will be supported by
conventional shallow spread footings and concrete slabs on grade. The associated improvements will
include paved roadways, concrete walkways, patios, driveways, landscape areas and various
underground utilities.
The majority of the subject site is presently vacant and the ground surface is covered with scattered desert
brush, short grass and weeds. Large tamarisk trees exist along the majority of the property lines. The
majority of the property has apparently been previously used for agricultural purposes. The property
has been leveled throughout and is near the elevation of the adjacent properties and roadways. The
Griffin estate located within the central portion of the property is not a part of the proposed project. The
eastern portion of the Griffin estate including a horse racing track and fields are a part of, the proposed
development. The PGA West development forms the southern site boundary and exists west of the site
across Madison Street. There is a residential subdivision along the southeastern edge of the site. The
properties along the northeast property boundary and north of the site across Avenue 54 remain vacant.
Sladden Engineering
i
August 17, 2004 -2- Project No. 544-4402
04-08-571
Based upon our previous experience with lightweight residential structures, we expect that isolated
column loads will be less than 30 kips and wall Ioading will be less than to 2.0 kips per linear foot.
Grading is expected to include minor cuts and fills to match the nearby elevations and to construct
slightly elevated building pads to accommodate site drainage. This does not include removal and
recompaction of the bearing soils within the building areas. If the anticipated foundation loading or site
grading varies substantially from that assumed the recommendations included in this report should be
reevaluated.
GEOLOGY AND SEISMICITY
The project site is located within the central Coachella Valley that is part of the broader Salton Trough
geomorphic province. The Salton Trough is a northwest trending depression that extends from the Gulf
of California to the Banning Pass. Structurally the Salton Trough is dominated by several northwest
trending faults, most notable of which is the San Andreas system.
A relatively thick sequence of sedimentary rocks have been deposited in the Coachella Valley portion of
the Salton Trough from Miocene to present times. These sediments are predominately terrestrial in
nature with some lacustrian and minor marine deposits. The mountains surrounding the Coachella
Valley are composed primarily of Precambrian metamorphic and Mesozoic granitic rock.
The Coachella Valley is situated in one of the more seismically active areas of California. The San
Andreas fault zone is considered capable of generating a maximum credible earthquake of magnitude 8.0
and due to its proximity to the project site the distance of approximately 9.9 kilometers should be
considered in design fault for the project.
Seismic activity along the nearby faults continues to affect the area and the Coachella Valley is considered
one of the more seismically active regions in California. A computer program and pertinent geologic
literature were utilized to compile data related to earthquake fault zones in the region and previous
seismic activity that may have affected the site. E.Q. Fault Version 3.00 (Blake) provides a compilation of
data related to earthquake faults in the region. The program searches available databases and provides
both distances to causitive faults and the corresponding accelerations that may be experienced on the site
due to earthquake activity along these faults. The attenuation relationship utilized for this project was
based upon Joyner & Boore (1987) attenuation curves. The information generated was utilized in our
liquefaction evaluation
The site is not located in any Earthquake Fault zones as designated by the State but is mapped in the
County's Liquefaction and Ground Shaking Hazard Zone V. Several significant seismic events have
occurred within the Coachella Valley during the past 50 years. The events include Desert Hot Springs -
1948 (6.5 Magnitude), Palm Springs - 1986 (5.9 Magnitude), Desert Hot Springs - 1992 (6.1 Magnitude),
Landers -1992 (7.5 Magnitude) and Big Bear -1992 (6.6 Magnitude).
Sladden Engineering
. 1
August 17, 2004 -3- Project No. 544-4402
04-08-571
SUBSURFACE CONDITIONS
The soils underlying the site consist primarily of fine-grained silty, sands with scattered generally thin
sandy clayey silt layers. As is typical for the area, the silty sand and sandy silt Iayers are inconsistently
interbedded and vary in thickness. Silty sands were the most prominent soils within our exploratory
borings but several prominent sandy silt and clayey silt layers were also encountered.
The silty sands encountered near the existing ground surface appeared somewhat loose but the deeper
silty sand and sandy silt layers appeared relatively firm. Sampler penetration resistance (as measured by
field blowcounts) indicate that density generally increases with depth. The site soils were dry on the
surface -but moist below a depth of approximately 5 feet.
Laboratory testing indicates that the surface soils within the upper 5 feet consist primarily of silty sands.
Expansion testing indicates that the surface silty sands are generally non -expansive and are classified as
$,very low" expansion category soils in accordance with Table 18 -I -B of the 1997 Uniform Building Code.
Groundwater was not encountered within our borings that extended to a depth of approximately 50 feet
below the existing ground surface. Groundwater should not be a factor in design or construction.
LIQUEFACTION
Liquefaction occurs with sudden loss of soil strength due to rapid increases in pore pressures within
cohesionless soils as a result of repeated cyclic loading during seismic events. Several conditions must be
present for liquefaction to occur including; the presence of relatively shallow groundwater, generally
loose soils conditions, the susceptibility of soils to liquefaction based upon grain -size characteristics and
the generation of significant and repeated seismically induced ground accelerations. Liquefaction affects
primarily loose, uniform grained cohesionless sands with low relative densities.
In the case of this project site, several of the factors required for liquefaction to occur are absent. As
previously indicated, groundwater was not encountered within our borings that extended to a depth of
approximately 50 feet below the existing ground surface on the site. Due to the depth to groundwater,
the potential for liquefaction affecting the site is considered. negligible, . _... .
CONCLUSIONS AND RECOMMENDATIONS
Based upon our field investigation and laboratory testing, it is our opinion that the proposed residential
development is feasible from a soil mechanic's standpoint provided that the recommendations included
in this report are considered in building foundation design and site preparation. Due to the somewhat
loose condition of the surface soils, remedial grading is recommended for the building areas. We
recommend that remedial grading within the proposed building areas include the overexcavation and
recompaction of the primary foundation bearing soils. Specific recommendations for site preparation are
presented in the Site Grading section of this report.
Sladden Engineering
I
0
August 17, 2004
-6-
Project No. 544-4402
04-08-571
Soluble Sulfates: The soluble sulfate concentrations of the surface soils have not yet been
determined but native soils in the area have been known to be potentially corrosive with respect
to concrete. The use of Type V cement and specialized sulfate resistant concrete mix designs may
be necessary for concrete in contact with the native soils.
Tentative Pavement Design: All paving should be underlain by a minimum compacted fill
thickness of 12 inches (excluding aggregate base). This may be performed as described in the Site
Grading Section of this report. R -Value testing was not conducted during our investigation but
based upon the sandy nature of the surface soils, an R -Value of approximately 50 appears
appropriate for preliminary pavement design. The following preliminary onsite pavement
section is based upon a design R -Value of 50.
Onsite Pavement (Traffic Index = 5.0)
Use 3.0 inches of asphalt on 4.5 inches of Class 2 base material
Aggregate base should conform to the requirements for Class 2 Aggregate base in Section 26 of
CalTrans Standard Specifications, January 1992. Asphaltic concrete should conform to Section 39
.of the CalTrans Standard Specifications. The recommended sections should be provided with a
uniformly compacted subgrade and precise control of thickness and elevations during placement.
Pavement and slab designs are tentative and should be confirmed at the completion of site
grading when the subgrade soils are in-place. This will include sampling and testing of the
actual subgrade soils and an analysis based upon the specific traffic information
Shrinkage and Subsidence: Volumetric shrinkage of the material that is excavated and replaced
as controlled compacted fill should be anticipated. We estimate that this shrinkage could vary
from 20 to 25 percent. Subsidence of the surfaces that are scarified and compacted should be
between 0.1 and 0.3 tenths of a foot. This will vary depending upon the type of equipment used,
the moisture content of the soil at the time of grading and the actual degree of compaction
attained. These values for shrinkage and subsidence are exclusive of losses that will occur due to
the stripping of the organic material from the site and the removal of oversize material.
General Site Grading: All grading should be performed in accordance with the grading
ordinance of the City of La Quinta, California. The following recommendations have been
developed on the basis of our field and laboratory testing and are intended to provide a uniform
compacted mat of soil beneath the building slabs and foundations.
1. Site Clearing: Proper site clearing will be very important. Any existing vegetation,
slabs, foundations, abandoned underground utilities or irrigation lines should be
removed from the proposed building areas and the resulting excavations should be
properly backfilled. Soils that are disturbed during site clearing should be removed and
replaced as controlled compacted fill under the direction of the Soils Engineer.
Sladden Engineering
August 17, 2004 -7- Project No. 5444402
04-08-571
2. Preparation of Building and Foundation Areas: In order to provide adequate and
uniform bearing conditions, we recommend overexcavation throughout the proposed
residential building areas. The building areas should be overexcavated to a depth of at
least 3 feet below existing grade or 2 feet below the bottom of the footings, whichever is
deeper. The exposed soils should then be scarified to a depth of 1 -foot, moisture
conditioned and recompacted to at least 90 percent relative compaction. The excavated
material may then be replaced as engineered fill material as recommended below.
3. Placement of Compacted Fill: Within the building pad areas, fill materials should be
spread in thin lifts, and compacted at near optimum moisture content to a minimum of
90 percent relative compaction. Imported fill material shall have an Expansion Index not
exceeding 20.
The contractor shall notify the Soils Engineer at least 48 hours in advance of importing
soils in order to provide sufficient time for the evaluation of proposed import materials.
The contractor shall be responsible for delivering material to the site that complies with
the project specifications. Approval by the Soils Engineer will be based upon material
delivered to the site and not the preliminary evaluation of import sources.
Our observations of the materials encountered during our investigation indicate that
compaction within the native soils will be most readily obtained by means of heavy
rubber tired equipment and/or sheepsfoot compactors. A uniform and near optimum
moisture content should be maintained during fill placement and compaction.
4. Preparation of Slab and Paving Areas: All surfaces to receive asphalt concrete paving or
exterior concrete slabs -on -grade, should be underlain by a minimum compacted fill
thickness of 12 inches. This may be accomplished by a combination of overexcavation,
scarification and recompaction of the surface, and replacement of the excavated material
as controlled compacted fill. Compaction of the slab and pavement areas should be to a
minimum of 90 percent relative compaction.
5. Testing and Inspection: During grading tests and observations should be performed by
the Soils Engineer or his representative in order to verify that the grading is being
performed in accordance with the project specifications. Field density testing shall be
performed in accordance with applicable ASTM test standards.
The minimum acceptable degree of compaction shall be 90 percent of the maximum dry
density as obtained by the ASTM D1557-91 test method. Where testing indicates
insufficient density, additional compactive effort shall be applied until retesting indicates
satisfactory compaction.
Sladden Engineering
August 17, 2004 -8- Project No. 544-4402
04-08-571
GENERAL
The findings and recommendations presented in this report are based upon an interpolation of the soil
conditions between boring locations and extrapolation of these conditions throughout the proposed
building area. Should conditions encountered during grading appear different than those indicated in
this report, this office should be notified.
This report is considered to be applicable for use by Trans West Development, Inc. for the specific site
and project described herein. The use of this report by other parties or for other projects is not
authorized. The recommendations of this report are contingent upon monitoring of the grading
operations by a representative of Sladden Engineering. All recommendations are considered to be
tentative pending our review of the grading operations and additional testing, if indicated, If others are
employed to perform any soil testing, this office should be notified prior to such testing in order to
coordinate any required site visits by our representative and to assure indemnification of Sladden
Engineering.
We recommend that a pre -job conference be held on the site prior to the initiation of site grading. The
purpose of this meeting will be to assure a complete understanding of the recommendations presented in
this report as they apply to the actual grading performed.
Sladden Engineering
August 17, 2004 -9- Project No. 5444402
04-08-571
REFERENCES
ASCE Journal of Geotechnical Engineering Division, April 1974.
Boore, Joyner and Puma] (1994) Estimation of Response Spectra and Peak Accelerations from North American
Earthquakes, U. S. Geological Survey, Open File Reports 94-127 and 93-509.
Finn, W. E. Liam, (1996) Evaluation of Liquefaction: Potential for Different Earthquake Magnitudes and Site
Conditions, National Center for Earthquake Engineering Research Committee.
Joyner and Boore, (1988) Measurements, Characterization and Prediction of Strong Ground Motion, ASCE
Journal of Geotechnical Engineering, Special Publication No. 20.
Lee & Albaisa (1974) "Earthquake Induced Settlements in Saturated Sands".
' Seed and Idriss (1982) Ground Motions and Soil Liquefaction During Earthquakes, Earthquake Engineering
Research Institute Monograph.
Seed, Tokimatsu, Harder and Chung, (1985), Influence of SPT Procedures in Soil Liquefaction Resistance
Evaluations, ASCE Journal of Geotechnical Engineering, Volume 111, No. 12, December.
Rogers, Thomas I -I., Geologic Map of California, Santa Ana Map Sheet.
Riverside County,1984, Seismic Safehj Element of the Riverside County General Plan
Sladden Engineering
S201 supog
UeId alis
V XIaN3ddV
APPENDIX A
FIELD EXPLORATION
For our field investigation, 16 exploratory borings were excavated on July 16 and August 4, 2004, using a
truck mounted hollow stem auger rig (Mobile B-61) in the approximate locations indicated on the site
plan included in this appendix. Continuous log of the materials encountered were prepared on the site
by a representative of Sladden Engineering. Boring logs are included in this appendix
wn _
Representative undisturbed samples were.. obtained within our ltg. by driving; -a-.' illed steel
penetration sampler (California split spoon sampler) or a Standard Penetration Test (S1'T'sampler with a
140 pound hammer dropping approximately 30 inches (ASTM D1586). The number of blows required to
drive the samplers 18 inches was recorded (generally in 6 inch increments). Blowcounts are indicated on
the boring log.
The California samplers are 3.0 inches in diameter, carrying brass sample rings having inner diameters of
2.5 inches. The standard penetration samplers are 2.0 inches in diameter with an inner diameter of 1.5
inches. Undisturbed samples were removed from the sampler and placed in moisture sealed containers
in order to preserve the natural soil moisture content. Bulk samples were obtained from the excavation
spoils and samples were then transported to our laboratory for further observations and testing.
Griffin Ranch
SEC Avenue 54 and Madison Street
—Boring No. 1 Job Number:
0
a
a 110 W
� 3 y
tiaenrinfin.. O .� O
I/5/8
Dry Silty Fine Sand
SM
8/l 1
Dry Fine to Medium Sand with Traces of Silt
SM
6/7
Dry Silty Fine Sand
SM
5/7
Dry Silty Fine Sand
SM
5/6
Clayey Silt
1
W
sit
1
1 I
`
If
1
67
y
IEF-
Grey in color
1,,:o
1
69
Grey in color
15
79
Grey in color
4
69
Grey in color
i
Note: The stratification lines
,.
a
represent the approximate
between the soil
4
k
types; the transition may be
Griffin Ranch
SEC Avenue 54 and Madison Street
—Boring No. 1 Job Number:
0
a
a 110 W
� 3 y
tiaenrinfin.. O .� O
I/5/8
Dry Silty Fine Sand
SM
8/l 1
Dry Fine to Medium Sand with Traces of Silt
SM
6/7
Dry Silty Fine Sand
SM
5/7
Dry Silty Fine Sand
SM
5/6
Clayey Silt
Mi.
35
40
-
45
50
3/4/7
5/6/9 •
3/5/13
Clayey Silt
Slightly moist Clayey Silt with Traces of Fine Sand
Slightly moist Clayey Silt with Traces of Fine Sand
with a Layer of Silty Fine Sand -4"
ML
ML
ML
—
Grey in color
1
7
6/9/17
9/15/20 1
Slightly Moist Silty Fine Sand
Slightly Moistit Fine Sand
SM
SM
—
Grey in color
1
1 I
Sladden Engineering
Native Soils
5
—
Grey in color
1
7
Grey in color
1
—
Grey in color
1
1 I
Grey in color
Firmly Packed
1
67
Grey in color
1
69
Grey in color
15
79
Grey in color
4
69
Grey in color
Note: The stratification lines
represent the approximate
between the soil
4
-~boundaries
types; the transition may be
gradual.
Total Depth - -50'
3
I4
Groundwater not encountered
Bedrock not encountered
' Griffin Ranch
SEC Avenue 54 and Madison Street
Date: 7/16/2004 Boring No. 2 Job Number: 544-4402
V
V3
0
U
-
C
m
Description
0a
0.
q
c
o
a
N
oRemarks
0
Native Soils
5
6/10/13
Firm Clayey Silt
ML
7
--
Grey in color
10
3/4/6
Clayey Silt with Silty Fine Sand Layer –6"
ML
6
77
Grey in color
15
5/6/6
Dry Sandy Silt
ML
3
71
Grey in color
20
Grey in color
4/6/8
Dry Silty Fine Sand
SM
2
--
25
3/6/11
Silty Medium to Coarse Sand
SM
19
--
Grey in color
30
4/6/7
Silty Fine Sand
SM
19
--
Grey in color
35
4/5/6
Silty Fine Sand with From Sandy Silt Layer --5"
SM
5
—
Grey in color
'
-represent
Note: The stratification lines
the approximate
40
315/7
Silty Fine Sand
SM
3
13
boundaries between the soil types;
the transition may be gradual.
45
4/5/4
Moist Silty Fine to Medium Sand with a very Moist
SM
19
---
Grey in color
-
Sandy and Clayey Silt Layer –6"
-
Total Depth = –5V
-
Groundwater encountered 50'
50
3/6/9 IWet
Sandy and Clayey Silt with Slity Fine Sad
SM
24
26
Bedrock not encountered
Sladden Engineering
Griffin Ranch
SEC Avenue 54 nnrl Mnrlicnn Ctrnot
Date: 7/16/2004 Boring No. 3 Job Number: 544-4402
y
O
V
0
r
a
O
oRemarks
oy
Surrounding Area is Flood
-
Irrigated
5
3/3/5
Moist Silty Fine to Medium Sand
SM
113
4
17
Grey in color
10
4/5/6
Moist Silty Fine Sand
SM
6
21
Grey in color
15
Grey in color
1/1/1
Wet Clayey Silt Layer -10"
ML
34
84
20
2/2/2
Wet Clayey Silt Layer –10" with Silty Fine Sand
ML
27
71
Grey in color
25
Grey in color
3/3/6
Moist Silty Fine to Medium Sand with a Clayey Silt
SM
19
—
-
Layer -6"
30
_
Grey in color
'':«
g«>:>
3/2/2005
Moist Silty Clay Layer -16"
CL
35
89
35
Grey in color
5/7/9
Moist Fine to Medium Sand with Traces of Silt
SP
6
10
Note: The stratification lines
-
represent the approximate
40
5/8/11
Moist Fine to Medium Sand with Traces of Silt
SP
4
7
boundaries between the soil
-
types; the transition may be
gradual.
45
6/10/16
Moist Fine to Medium Sand with Traces of Silt
SP
5
8
Grey in color
Total Depth = –50'
Bedrock not encountered
50
9/9/17
Moist Fine to Medium Sand with Traces of Silt
SP
9
16 lGroundwater
not encountered
Sladden Engineering
Griffin Ranch
SEC Avenue 54 and Madison Street
Date: 7/16/2004 Boring No. 4
Job Number:
4.o
a�
OWU o3w. 1�P.Crrinhinn n C •O
5
10
I5
20
25
30
35
40
45
50
ve
4/719 IDry Silty Fine Sand SM
11 1 2 1 20 JIGrey in color
3/7/10 (Damp Silty Fine Sand SM
11 1 6 1 25 Grey in color
— I -- 110rey in color
2/3/4 IMoist Sandy and Clayey Silt I ML I _ _— II
Grey in color
Depth = —20'
ck not encountered
dwater not encountered
Recovered Sample
Unrecovered Sample
Standard Penetration Sample
The stratification lines represent the approximate
cries between the soil types; the transition may be
i
i
Sladden Engineering
Griffin Ranch
SEC Avenue 54 and Madison Street
Date: 8/4/2004 Boring No. 5 Job Number: 544-4402
-
a
1601
3
a
o
U
o
a4
Description
0
Remarks
0
Native Soils
5
3/12123
Dry Silty Clay
CL
2
93
Greyish Brown in color
10
Grey in color
9/11/24
Dry Fine to Medium Sand with Traces of Silt
SP
1
7
15
Grey in color
14/15/27
Dry Clayey Silt
ML
4
89
20
. G
Grey in color
17/50-6"
Dry Silty Fine an
1
Total Depth =--20'
Bedrock not encountered
25
Groundwater of encountered
30
-
Recovered Sample
I
-
-
Unrecovered Sample
I
-
Standard Penetration Sample
35
40
Note: The stratification lines represent the approximate
-
boundaries between the soil types, the transition may be
-
gradual.
45
50
Sladden Engineering
Griffin Ranch
SEC Avenue 54 and Madison Sheet
Date: 8/4/2004 Boring No. 6 Job Number: 544-4402
a.
Nt
CrI
y
y
y
Ca
U
g
pq
Description
r°
42
�t
Remarks
0
_
I
Native Soils
5
19/30/32
Dry Silty Fine Sand
SM
1
—
Grey in color
_
10
l
Greyish brown in color
10/23/20
Dry Fine Sand with Traces of Silt
SP
1
—
IS
IlGrey in color
0 lU/15
DrySilty Fine Sandwith a Clayey Sit Layer -- '
SM
1 62
-Total
Depth —IS'
"
Bedrock not encounered
Groundwater not encountered
20
25
30Recovered
Sample
-
Unrecovered Sample
-
Standard Penetration Sample
35
40
Note: The stratification lines represent the approximate
-
boundaries between the soil types; the transition may be
-
gradual.
45
50
Sladden Engineering
' Griffin Ranch
SEC Avenue 54 and Madison Street
Date: 8/4/2004 Boring No. T Job Number: 544-4402
U
C
CO
D
CI
o
En I U
G
M
Description
rn
a
Remarks
0
i
t '
Native Soils
5/10/15
Dry Silty Fine Sand
SM
0
--
Grey in color
-
A
i
10
0
b/10/19
Dry Silty Fine Sand
SM
2
22
Grey in color
_
W
i
15
i
Grey in color
9/26/24
Dry Clayey Silt
ML
6
81
20
Grey in color
8 11 15Si
ty an
"Total
Depth = --20'
"
Bedrock not encountered
25
_
Recovered Sample
I
Groundwater not encountered
-
_
Unrecovered Sample
I
-
Standard Penetration Sample
30
35
Note: The stratification lines represent the approximate
-
boundaries between the soil types; the transition may be
`
gradual,
40
45
50
Sladden Engineering
Griffin Ranch
SEC Avenue 54 and Madison Street
Date: 8/4/2004 Boring No. 8 Job Number: 544-4402
IU
3
o�v�
U
o
G4
Descri tion
rn
]
o
emarks
_
V
i
Native Soils
5
10/33/50-6"
Dry Silty Fine Sand
SM
1
Grey in color
10
16/22/30
Dry Silty Fine Sand
SM
1
11
Grey in color
15
14/22/26
Dry Silty Fine Sand with Traces of Clay
SM
4
35
Greyish Brown in color
20
Total Depth —IS'
Bedrock not encountered
_
Groundwater not encountered
-
Recovered Sample
25
-
Unrecovered Sample
-
Standard Penetration Sample
30
Note: The stratification lines represent the approximate
35
boundaries between the soil types; the transition may be
-
gradual.
40
45
50
Sladden Engineering
Griffin Ranch
SEC Avenue 54 and Madison Street
Date:
8/4/2004
Boring No. 9 Job Number: 5444402
qL)
0MD�'
Description
M
CL
•s
0
a
a
Remarks
0
Native Soils
5
8/14/30
Slightly Moist Silty Clay and Silty Fine Sand
CL
10
92
Greyish Brown in color
10
Brown in color
22/22/50-6"
Slightly Moist Fine to Medium Sand with Traces of Silt
SP
2
11
l5
Greyish Brown in color
Total Depth =-15'
15/20/22
ine Sandy Sit withTraces o la
ML
-
P
Recovered Sample
-
I
Bedrock not encountered
20
Unrecovered Sample
Groundwater not encountered
-
Standard Penetration Sample
25
30
-
Note: The stratification lines represent the approximate
-
boundaries between the soil types; the transition may be
-
gradual.
35
40
45
50
Sladden Engineering
Griffin Ranch
SEC Avenue 54 and Madison Street
Date: 8/4/2004 Boring No. 10 Job Number: 544-4402
R
e
N
�
O
y
a
N
�
O
O
JP4
p
IM
U
Description
0
Remarks
0
Native Soils
5
9/11/I2
Dry Fine Sand with Traces of Silt
SP
2
--
Grey in color
10
_:
11/7/13
Dry Fine Sand with Traces of Silt
SP
1
17
Grey in color
15
7/10/16
Dry Fine Sand with Traces of Silt
SP
1
] 5
rey in color
20
.
Grey in color
10/14 1
Dry Clayey Silt
3
-r-68--
-
Recovered Sample
Total Depth = —29
25
(
Bedrock not encountered
-
><
Unrecovered Sample
Groundwater not encountered
_
-
I
Standard Penetration Sample
30
35
-
Note: The stratification lines represent the approximate
-
boundaries between the soil types; the transition may be
-
gradual.
40
45
50
Sladden Engineering
• Griffin Ranch
SEC Avenue 54 and Madison Street
Date: 8/4/2004
Boring No. 11 Job Number: 544-4402
0
N
0
a
p
rn
O
U
0
Description
y
0
Remarks
0
Native Soils
5
5/8/13
Slightly Moist Fine to Medium Sand with Trace Silt
SP
1
9
Grey in color
10
`•.
4/6/9
Slightly Moist Fine to Medium Sand with Trace Silt
SP
4
--
Greyish Brown in color
-
and a Sandy Silt Layer --6"
15
'
5/9/12
Moist Fine Sand with Traces of Silt
SP
2
14
Grey in color
-
Recovered Sample
Total Depth —i 5'
_
I
Bedrock not encountered
20
Unrecovered Sample
I
Groundwater not encountered
_
-
Standard Penetration Sample
25
30
35
-
Note: The stratification lines represent the approximate
_
boundaries between the soil types; the transition may be
-
gradual.
40
45
50
11
Sladden Engineering
Griffin Ranch
SEC Avenue 54 and Madison Street
Date: 8/4/2004
Boring No.12 Job Number: 544-4402
o
a
c
A
cn
U
Description
rn
Remarks
0
Native Soils
5
4/6/8
Moist Silty Fine Sand
SM
3
—
Grey in color
10
Dark Grey in color
4/3/4
Wet Silty Clay Layer --5" and Sandy Silt
ML
1
85
15
"E��Wel
ark Grin color
Silty Clay
CL
L
1
93
-
Recovered Sample
Total Depth —15'
-
I
Bedrock not encountered
20
Unrecovered Sample
Groundwater not encountered
-
Standard Penetration Sample
25
30
_
Note: The stratification lines represent the approximate
_
boundaries between the soil types; the transition may be
-
gradual.
35
40
45
50
Sladden Engineering
Griffin Ranch
a SEC Avenue 54 and Madison Street
Date: 8/4/2004
Boring No.13 Job Number: 5444402
0
4
rn
U°
0
pq
Description
c
0
z
e
Remarks
0
Native Soils
5
5/5/6
Moist Silty Fine Sand
SM
6
26
Grey in color
-
C
10
Dark Grey in color
5/5/10
Wet Clayey Silt
ML
30
87
15
ark in color
2/3/6
Wet Silty Fine Sand with Traces of Clay
SM
13
—
-
Recovered Sample
Total Depth —15'.
_
I
Bedrock not encountered
20
Unrecovered Sample
Groundwater not encountered
-
Standard Penetration Sample
25
30
-
Note: The stratification lines represent the approximate
-
boundaries between the soil types; the transition may be
35
gradual.
40
45
[501
Sladden Engineering
. Griffin Ranch
SEC Avenue 54 and Madison Street
Date: 8/4/2004
Boring No.14 Job Number: 544-4402
0
0
A
ri
U
M
Description
�,
Remarks
0
! 'Native
Soils
5
6/10/12
Dry Silty Fine Sand with a Clayey Silt Layer -6"
SM
13
--
Light Greyish Brown in color
10
7/16/16
Dry Silty Fine Sand
SM
1
---
Grey in color
15,11•
9/1620
Slightly Moist Silty Fine Sand
SM
1
—
Grey in color
-
Recovered Sample
Total Depth —151
_
I
Bedrock not encountered
20
Unrecovered Sample
Groundwater not encountered
-
Standard Penetration Sample
25
30
-
Note: The stratification lines represent the approximate
_
boundaries between the soil types; the transition may be
35
gradual.
40
45
so
Sladden Engineering
Griffin Ranch
SEC Avenue 54 and Madison Street
Date:
8/4/2004
Boring No.15 Job Number: 5444402
0
Cl
o
'o
0
Q
v,
U
pq
Description
rn°
p
o
Remarks
0
Native Soils
5
515!7
Slightly Moist Silty Fine Sand
SM
3
13
Grey in color
10
4/5/8
Silty Fine Sand with Traces of Clay
SM
15
36
Light Greyish Brown in color
15'
5/6/13
1 Silty Fine Sand with a Clayey Silt Layer -8"
SM
4
---
Grey in color
-
Recovered Sample
Total Depth x-15'
-
I
Bedrock not encountered
20
Unrecovered Sample
Groundwater not encountered
_
-
I
Standard Penetration Sample
25
30
-
Note: The stratification lines represent the approximate
_
boundaries between the soil types; the transition may be
_
gradual.
35
40
45
50
Sladden Engineering
Griffin Ranch
SEC Avenue 54 and Madison Street
Date: 8/4/2004
Boring No.16 Job Number: 544-4402
a
0
G
3
E
rn
2
U
o
r q
Description
_
rn°
2
a
Remarks
0
i. I'
Native Soils
I
5
4/6/7
Silty Fine Sand with a Clayey Silt Layer –3"
SM
10
22
Grey in color
10
a
3/6/8
Slightly Moist Silty Fine Sand with Traces of Clay
SM
9
36
Grey in color
t
-
I
l S
4/8/13
Silty Fine to Medium Sand
SM
2
25
Grey in color
-
Recovered Sample
Total Depth —15'
-
I
Bedrock not encountered
20
Unrecovered Sample
Groundwater not encountered
-
Standard Penetration Sample
25
30
_
Note. The stratification lines represent the approximate
35
boundaries between the soil types; the transition may be
-
gradual.
40
45
50
Sladden Engineering
I
sajnsaU asaZ Azo;eiogej
gupsa L Xioaeaogel
R XIQN3<IJV
APPENDIX B
LABORATORY TESTING
Representative bulk and relatively undisturbed soil samples were obtained in the field and returned to our
laboratory for additional observations and testing. Laboratory testing was generally performed in two phases. The
first phase consisted of testing in order to determine the compaction of the existing natural soil and the general
engineering classifications of the soils underlying the site. This testing was performed in order to estimate the
engineering characteristics of the soil and to serve as a basis for selecting samples for the second phase of testing. The
second phase consisted of soil mechanics testing. This testing including consolidation, shear strength and expansion
testing was performed in order to provide a means of developing specific design recommendations based on the
mechanical properties of the soil.
CLASSIFICATION AND COMPACTION TESTING
Unit Weight and Moisture Content Determinations: Each undisturbed sample was weighed and measured in order
to determine its unit weight. A small portion of each sample was then subjected to testing in order to determine its
moisture content. This was used in order to determine the dry density of the soil in its natural condition. The results
of this testing are shown on the Boring Log.
Maximum Density -Optimum Moisture Determinations: Representative soil types were selected for maximum
density determinations. This testing was performed in accordance with the ASTM Standard D1557-91, Test Method
A. The results of this testing are presented graphically in this appendix. The maximum densities are compared to
the field densities of the soil in order to determine the existing relative compaction to the soil. This is shown on the
Boring Log, and is useful in estimating the strength and compressibility of the soil.
Classification Testing. Soil samples were selected for classification testing. This testing consists of mechanical grain
size analyses and Atterberg Limits determinations. These provide information for developing classifications for the
soil in accordance with the Unified Classification System. This classification system categorizes the soil into groups
having similar engineering characteristics. The results of this testing are very useful in detecting variations in the
soils and in selecting samples for further testing.
SOIL MECHANIC'S TESTING
Direct Shear Testing. One bulk sample was selected for Direct Shear Testing. This testing measures the shear
strength of the soil under various normal pressures and is used in developing parameters for foundation design and
lateral design. Testing was performed using recompacted test specimens, which were saturated prior to testing.
Testing was performed using a strain controlled test apparatus with normal pressures ranging from 800 to 2300
pounds per square foot
Expansion Testing: One bulk sample was selected for Expansion testing. Expansion testing was performed in
accordance with the UBC Standard 18-2. This testing consists of remolding flinch diameter by 1 -inch thick test
specimens to a moisture content and dry density corresponding to approximately 50 percent saturation. The samples
are subjected to a surcharge of 144 pounds per square foot and allowed to reach equilibrium. At that point the
specimens are inundated with distilled water. The linear expansion is then measured until complete.
Consolidation Testing: Four relatively undisturbed samples were selected for consolidation testing. For this testing
one -inch thick test specimens are subjected to vertical loads varying from 575 psf to 11520 psf applied progressively.
The consolidation at each load increment was recorded prior to placement of each subsequent load. The specimens
were saturated at the 575 psf or 720 psf load increment.
Project Number:
Project Name:
Lab ID Number:
Sample Location:
Description:
Maximum Density:
Optimum Moisture:
145
140
135
130
Maximum Density/Optimum Moisture
ASTM D698/D1557
544-4402
Trans West Housing
Bulk 3 @ 0 -5 -
Silty Sand
129 pcf
9.5%
Sieve Size % Retained
3/4"
3/8'►
#4 0.0
August 3, 2004
ASTM D-1557 A
Rammer Type: Manual
A 120
110
105
100
0
5 10 15 20 25
Moisture Content, %
Max Density Sladden Engineering Revised 12/03/02
Maximum Density/Optimum Moisture
ASTM D698/D1557
Project Number: 544-4402
Project Name:
Ave. 54 & Madison
Lab ID Number:
Sample Location:
Bulk 3 @ 0-5'
Description:
Silty Sand
Maxiinum Density:
119 pcf
Optimum Moisture:
10.5%
145
140
135
130
125
0 120
Sieve Size % Retained
3/4"
3/8"
#4 0.0
August 30, 2004
ASTM D-1557 A
Rammer Type: Manual
110
105
5 10 15
Moisture Content, %
20 25
Max Density Sladden Engineering Revised 12/03/02
Project Number:
Project Name:
Sample ID:
Gradation
ASTM C117 & C136
544-4402
Trans West Housing
Bulk 3 @ 0-5'
Sieve
Sieve
Percent
Size, in
Size, mm
Passing
111
25.4
100.0
3/4"
19.1
100.0
1/2"
12.7
100.0
3/8"
9.53
100.0
#4
4.75
100.0
#8
2.36
100.0
#16
1.18
97.0
#30
0.60
94.0
#50
0.30
86.0
#100
0.15
75.0
#200
0.074
25.0
August 3, 2004
Gradation Sladden Engineering Revised 11/20/02
1 I I
Project Number:
Project Name:
Sample ID:
Gradation
ASTM C117 & C136
544-4402
Ave. 54 & Madison
Bulk 3 @ 0-5'
Sieve
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Sieve
Percent
Size, in
Size, mm
Passing
1"
25.4
100.0
3/4"
19.1
100.0
1/2"
12.7
100.0
3/8"
9.53
100.0
#4
4.75
100.0
#8
2.36
99.0
#16
1.18
91.0
#30
0.60
86.0
#50
0.30
71.0
#100
0.15
61.0
#200
0.074
25.0
August 30, 2004
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Gradation Sladden Engineering Revised 1120/02
Job Number:
Job Name:
Lab ID:
Sample ID:
Soil Description:
Expansion Index
ASTM D 4829/UBC 29-2
5444402 Date: 8/3/2004
Trans West Housing Tech: Jake
Bulk 3 @ 0-5'
Silty Sand
Wt of Soil + Ring:
595.0
Weight of Ring:
179.0
Wt of Wet Soil:
416.0
Percent Moisture:
8%
Wet Density, pcf
126.0
Dry Denstiy, pef.
1 116.7
Saturation: 48.7
Expansion
Rack #
Date/Time
8/4/2004
9:00 AM
Initial Reading
0.500
Final Reading
0.511
Expansion Index
(Final - Initial) x 1000
1
4
El Sladden Engineering Revised 12/10/02
One Dimensional Consolidation
ASTM D2435 & D5333
Job Number: 544-4402
Job Name: Ave. 54 & Madison
Sample ID: Boring 9 @ 5'
Soil Description: Sandy Silt
1
0
-1
-2
-3
-4
-5
-6
-7
-8
-9
-10 -!-
0.0
August 30, 2004
Initial Dry Density; pcf
88.0
Initial Moisture, %:
10
Initial Void Ratia:r
0.894
G.i
Specific Graty: '
2.67
% Change in Height vs Normal Presssure Diagram
0 Before Saturadon —6 After Saturation i
i
e—Rebound --E—Hydro Consolidation
1.0 2.0
3.0 4.0
5.0 6.0 7.0
Consolidation Sladden Engineering Revised 11/20/02
One Dimensional Consolidation
ASTM D2435 & D5333
Job Number: 544-4402
Job Name: Ave. 54 & Madison
Sample ID: Boring 9 @ 10'
Soil Description: Sand
August 30, 2004
Initial Dry Density, pcf:
99.9
Initial Moisture, %:
2
Initial Void Ratio:
0.669
Specific Gravity:
2.67
% Change in Height vs Normal Presssure Diagram
--0 Before Saturation - —After Saturation
—9 Rebound —M —Hydro Consolidation
1.0 2.0 3.0 4.0 5.0 6.0
7.0
Consolidation Sladden Engineering Revised 11/20/02
One Dimensional Consolidation
ASTM D2435 & D5333
Job Number: 544-4402
Job Name: Ave. 54 & Madison
Sample ID: Boring 15 @ 5'
Soil Description: Sand
-2
A
-5
-6
-7
-8
-9
-10
August 30, 2004
Initial Dry Density, pcf
90.7
Initial Moisture, %:
3
Initial Void Ratio:
0.837
Specific Gravity:
2.67
% Change in Height vs Normal Presssure Diagram
—0 Before Saturation --6 —After Saturation
--e—Rebound --F-Hydro Consolidation
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
Consolidation Sladden Engineering Revised 1120/02
One Dimensional Consolidation
ASTM D2435 & D5333
Job Number: 544-4402
Job Name: Ave: 54 & Madison
Sample ID: Boring 15 @ 10'
Soil Description: Silty Sand
-4
-5
-6
-7
-8
-9
-10 4-
0.0
August 30, 2004
Initial Dry Density, pcf:
95.9
Initial Moisture, %:
15
Initial Void Ratio:
0.738
Specific Gravity:
2.67
% Change in Height vs Normal Presssure Diagram
—0 Before Saturation •-A After Saturation
—e—Rebound Hydro Consolidation
0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
Consolidation Sladden Engineering Revised 11/20102
Expansion Index
ASTM D 4829/UBC 29-2
Job Number: 544-4402
Job Name: Ave. 54 & Madison
Lab ID:
Sample ID: Bulk 3 @ 0-5'
Soil Description: Silty Sand
Wt of Soil + Ring:
585.0
Weight of Ring:
179.0
Wt of Wet Soil:
406.0
Percent Moisture:
9%
Wet Density, pcf: 123.0
Dry Denstiy, pcf 1 112.9
Saturation: 1 49.3
Expansion
Rack #
Date/Time
8/30/2004
9:00 AM
Initial Reading
0.500
Final Reading
0.502
Expansion Index
(Final - Initial) x 1000
2
Date: 8/30/2004
Tech: Jake
El Sladden Engineering Revised 12/10/02
Project Number:
Project Name:
Sample ID:
Gradation
ASTM C117 & C136
544-4402 August 30, 2004
Ave. 54 & Madison
Boring 3 @ 5'
Sieve
Sieve
Percent
Size, in
Size, mm
Passing
1"
25.4
100.0
3/4"
19.1
100.0
1/2"
12.7
100.0
3/8"
9.53
100.0
#4
4.75
100.0
#8
2.36
100.0
#16
1.18
97.0
430
0.60
79.0
#50
0.30
68.0
#100
0.15
59.0
#200
0.074
17.0
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Gmdation Sladden Engineering Revised 11/20/02
Gradation
ASTM CI 17 & C136
Project Number: 544-4402 August 30, 2004
Project Name: Ave. 54 & Madison
Sample ID:
Boring 3 @ 10'
Sieve
Size, in
Sieve
Size, mm
Percent
Passing
1"
25.4
100.0
3/4"
19.1
100.0
1/2"
12.7
100.0
3/8"
9.53
100.0
#4
4.75
100.0
#8
2.36
100.0
#16
1.18
100.0
#30
0.60
86.0
#50
0.30
74.0
#100
0.15
57.0
4200
0.074
21.0
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Gradation Sladden Engineering Revised 11/20/02
August 17, 2004 -15- Project No. 544-4402
04-08-571
1997 UNIFORM BUILDING CODE SEISMIC DESIGN INFORMATION
The International Conference of Building Officials 1997 Uniform Building Code contains substantial
revisions and additions to the earthquake engineering section in Chapter 16. Concepts contained in the
updated code that will be relevant to construction of the proposed structures are summarized below.
Ground shaking is expected to be the primary hazard most likely to affect the site, based upon proximity
to significant faults capable of generating large earthquakes. Major fault zones considered to be most
likely to create strong ground shaking at the site are listed below.
Fault Zone
Approximate Distance
From Site
Fault Type
(1997 UBC)
San Andreas
9.9 km
A
San Jacinto
32.1 km
A
Based on our field observations and understanding of local geologic conditions, the soil profile type
judged applicable to this site is So, generally described as stiff or dense soil. The site is located within
UBC Seismic Zone 4. The following table presents additional coefficients and factors relevant to seismic
mitigation for new construction upon adoption of the 1997 code.
Sladden Engineefing
Near -Source
Near -Source
Seismic
Seismic
Seismic
Acceleration
Velocity
Coefficient
Coefficient
Source
Factor, Na
Factor, Ne
Ca
C°
San Andreas
1.0
1 1.2
0.44Na
0.64N,,
San Jacinto
1.0
1 1.0
0.44Na
0.64N,,
Sladden Engineefing
Engineering
IIIIIIIIIIIIIIIIIIIII11175
IE
6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369
39-725 Garand Ln., Suite G, Palm Desert, CA 92211 (760) 772-3893 Fax (760) 772-3895
June 28, 2006 Project No. 522-4402
06-06-667
Trans West Housing, Inc.
10721 Treena Street, #200
San Diego, California 92131
Project: Griffin Ranch Residential Development
SEC Avenue 54 and Madison Street
La Quinta, California
Subject: Report of Observations and Testing During Rough Grading
Ref: Geotechnical Investigation Report prepared by Sladden Engineering dated August
17, 2004; Project No. 544-4402, Report No. 04-08-571
Geotechnical Update report prepared by Sladden Engineering dated December 2,
2005; Project No. 544-4402, Report No. 05-11-1133
Summarized in this report are the results of in-place density tests performed at the subject site
during the rough grading of the building pads along with pertinent observations. The subject
site is located on the south east corner of Avenue 54 and Madison Street in the City of La Quinta,
California.
The building pad areas were overexcavated to a depth of at least 3 feet below existing grade or 4
feet below pad grade, whichever was deeper. The previously removed native soil, native soil
obtained from cut areas of the site and import soil were placed in thin lifts at near optimum
moisture content and compacted to at least 90 percent relative compaction
Observations and field testing was performed from March 13, 2005 to April 10, 2006. Testing
indicates that after reworking areas of low density, a minimum of 90 percent relative compaction
was attained in the areas tested. The passing test results indicate compliance with the project
specifications at the tested locations and depths but are no guarantee or warranty of the
contractors work.
June 28, 2006 -2- Project No. 522-4402
06-06-667
Field Tests: In-place moisture/density tests were performed using a nuclear density gauge in
accordance with test methods ASTM D 2922 and ASTM D 3017. A total of 509 density tests were
performed by Sladden Engineering personnel during grading. The approximate test locations are
indicated by lot number and on the attached plans and test results are summarized on the
attached data sheets.
Laboratory Tests: The moisture -density relationships for the tested materials were determined in
the laboratory in accordance with test method ASTM D 1557-91.
AlIowable Bearing Pressures: The structural values recommended in the referenced
Geotechnical Investigation report prepared by Sladden Engineering remain applicable for use in
foundation design. Conventional shallow spread footings should be bottomed into properly
compacted fill material a minimum of 2 feet below lowest adjacent grade. Continuous footings
should be at least 12 inches wide and isolated pad footings should be at least 2 feet wide.
Continuous footings and isolated pad footings should be designed utilizing allowable bearing
pressures of 1500 psf and 1800 psf, respectively. The recommended allowable bearing pressures
may be increased by one-third for wind and seismic loading.
The bearing soils are non -expansive and fall within the "very low" expansion category in
accordance with Uniform Building Code (UBC) classification criteria.
If there are any questions regarding this report or the testing summarized herein, please contact
the undersigned.
Respectfully submitted
SLADDEN ENGINEERING
Grading/lh
Copies 4/Trans West Housing, Inc.
BR
ANDERSEN
Brett L. Anderson
w
W_
No. C45389
Exp_ e/30114
Principal Engineer
Y�n,RCIVIL
Grading/lh
Copies 4/Trans West Housing, Inc.
TEST RESULTS
PROJECT NAME: Griffin Ranch
LOCATION: La Quinta, California
PROJECT NO: 522-4402
REPORT NO: 06-06-667
Test No.
Date Tested
Density
Location Elevation
Dry Density
% Moisture
In Place
Relative
In Place
Maximum
Compaction
Building Pads
1
03-13-05
Griffin House 2.0 BPG
I00.4
16.0
91
110.0
2
03-13-05
Griffin House 2.0 BPG
99.0
18.5
90
110.0
3
03-13-05
Griffin House 2.0 BPG
102.4
7.2
93
110.0
East Wall Footing Backfill .
4
07-14-05
Sta. 7+00 SG
99.6
7.9
91
110.0
5
07-14-05
Sta. # 5+00 2.0 BSG
100.5
10.3
92
110.0
6
07-14-05
Sta. # 4+00 SG
98.7
10.7
90
110.0
7
07-14-05
Sta. # 3+00 2.0 BSG
102.1
6.5
93
110.0
8
07-14-05
Sta. # 1+00 SG
99.9
6.8
91
110.0
9
07-26-05
Sta. # 0+00 SG
98.7
10.2
90
110.0
10
07-26-05
Sta. # 0+00 SG
100.0
10.6
91
110.0
Building Pads
11
08-09-05
Lot 50 6.0 BPG
106.2
5.7
93
114.0
12
08-09-05
Lot 50 4.0 BPG
107.2
7.4
94
114.0
13
08-09-05
Lot 49 6.0 BPG
103.5
9.0
91
114.0
14
08-09-05
.Lot 49 4.0 BPG
103.9
7.5
91
114.0
15
08-12-05
Lot 288 4.0 BPG
109.3
10.2
96
114.0
16'
08-12-05
Lot 288 2.0 BPG
102.6
8.2
02
114.0
17
08-12-05
Lot 287 4.0 BPG
104.6
12.4
92
114.0
18
08-12-05
Lot 287 2.0 BPG
104.0
10.9
91
114.0
19
08-15-05
Lot 302 3.0 BPG
I06.6
7.4
94
114.0
20
08-15-05
Lot 302 1.0 BPG
105.2
6.8
92
114.0
21
08-15-05
Lot 300 4.0 BPG
106.3
5.8
93
114.0
22
08-15-05
Lot 300 2.0 BPG
107.0
5.4
94
114.0
23
08-17-05
Lot 52/51 4.0 BPG
105.0
7.6
96
110.0
24
08-17-05
Lot 52/51 2.0 BPG
105.1
8.6
96
110.0
25
08-17-05
Lot 302 4.0 BPG
107.2
12.2
97
110.0
26
08-17-05
Lot 302 2.0 BPG
107.8
9.0
98
110.0
Wall Footing Backfill - South Wall
27
08-19-05
Sta. # 11+00 SG
104.5
18.8
92
114.0
28
08-19-05
Sta. # 12+50 SG
110.2
12.7
98
114.0
29
08-19-05
Sta. # 14+00 SG
106.3
14.0
93
114.0
30
08-19-05
Sta. # 15+50 SG
104.1
14.8
91
114.0
31
08-19-05
Sta. # 17+00 SG
102.6
13.2
90
114.0
32
08-19-05
Sta. # 18+50 SG
104.4
12.9
92
114.0
DATE: June 29, 2006
Sladden EurineeriirLy
TEST RE, SULTS
PROTECT NAME: Griffin Ranch
LOCATION: La Quinta, California
PROJECT NO: 522-4402
REPORT NO: 06-06-667
Test No.
Date Tested
Densitv
Location Elevation
Dry Density
% Moisture
In Place
Relative
In Place
Maximum
Compaction
Wall Footing Backfill - South Wall
33
08-19-05
Sta. # 20+00 SG
108.3
8.3
96
114.0
34
08-19-05
Sta. # 21+50 SG
104.0
8.8
91
114.0
Building Pads
35
08-23-05
Lot 291 4.0 BPG
104.0
12.4
91
114.0
36
08-23-05
Lot 291 2.0 BPG
104.1
6.6
91
114.0
37
08-26-05
Lot 298 6.0 BPG
106.9
14.2
94
114.0
38
08-26-05
Lot 298 4.0 BPG
107.3
12.6
94
114.0
39
08-26-05
Lot 298 2.0 BPG
110.5
13.4
97
114.0
40
08-26-05
Lot 296 6.0 BPG
111.0
13.3
97
114.0
41
08-26-05
Lot 296 4.0 BPG
110.3
13.1
97
114.0
42
08-26-05
Lot 296 2.0 BPG
106.3
12.7
93
114.0
43
08-26-05
Lot 285 PG
107.7
11.4
95
114.0
44
08-26-05
Lot 286 PG
112.7
11.8
99
114.0
45
08-26-05
Lot 287 PG
105.8
6.4
93
114.0
46
08-26-05
Lot 288 PG
105.8
9.2
93
114.0
47
08-29-05
Lot 291 PG
99.9
6.5
91
110.0
48
08-29-05
Lot 290 PG
106.9
6.5
97
110.0
49
08-29-05
Lot 289 PG
102.6
7.0
93
110.0
50
08-31-05
Lot 46 PG
106.4
9.8
97
114.0
51
08-31-05
Lot 50 PG
108.9
8.6
99
114.0
52
08-31-05
Lot 300 PG
108.6
10.0
99
114.0
53
08-31-05
Lot 299 PG
108.9
11.2
99
114.0
54
09-01-05
Lot 298 4.0 BPG
99.6
8.4
91
111.0
55
09-01-05
Lot 298 2.0 BPG
105.2
13.8
96
111.0
56
09-01-05
Lot 296 4.0 BPG
101.7
16.7
93
110.0
57
09-01-05
Lot 296 2.0 BPG
106.6
12.3
97
110.0
58
09-02-05
Lot 284 6.0 BPG
107.9
10.1
98
110.0
59
09-02-05
Lot 284 4.0 BPG
105.0
19.0
96
110.0
60
09-02-05
Lot 284 2.0 BPG
I07.7
16.5
98
110.0
61
09-02-05
Lot 282 6.0 BPG
107.1
16.4
97
110.0
62
09-02-05
Lot 282 4.0 BPG
106.3
13.0
97
110.0
63
09-02-05
Lot 282 2.0 BPG
106.2
19.1
97
110.0
64
09-02-05
Lot 281 6.0 BPG
107.8
14.9
98
110.0
65
09-02-05
Lot 281 4.0 BPG
108.6
12.2
99
110.0
66
09-02-05
Lot 281 2.0 BPG
104.7
15.2
95
110.0
DATE: June 29, 2006
Sladden Engineering
TEST RESULTS
PROJECT NAME: Griffin Ranch
LOCATION: La Quinta, California
PROJECT NO: 522-4402
REPORT NO: 06-06-667
Test No.
Date Tested
Density
Location Elevation
Dry Density
% Moisture
In Place
Relative
In Place
Maximum
Compaction
Building Pads
67
09-06-05
Lot 292 PG
109.1
5.60
99
110.0
68
09-06-05
Lot 293 PG
101.4
6.5
92
110.0
69
09-06-05
Lot 294 PG
103.6
6.7
94
110.0
70
09-06-05
Lot 295 PG
106.0
10.4
97
110.0
71
09-08-05
Lot 46 4.0 BPG
106.6
11.1
97
110.0
72
09-08-05
Lot 46 2.0 BPG
108.4
12.1
98
110.0
73
09-08-05
Lot 48 4.0 BPG
109.1
9.1
99
110.0
74
09-08-05
Lot 48 2.0 BPG
103.3
7.7
94
110.0
75
09-08-05
Lot 298 PG
108.1
11.2
98
110.0
76
09-08-05
Lot 297 PG
107.5
12.4
98
110.0
77
09-08-05
Lot 296 PG
108.9
11.4
99
110.0
78
09-09-05
Lot 301 PG
103.6
5.2
94
110.0
79
09-09-05
Lot 302 PG
103.8
8.9
94
110.0
80
09-09-05
Lot 301 PG
103.4
7.6
97
110.0
81
09-12-05
Lot 51 PG
101.9
8.7
93
110.0
82
09-12-05
Lot 52 PG
101.3
6.2
92
110.0
83
09-14-05
Lot 276 6.0 BPG
104.4
15.4
95
110.0
84
09-14-05
Lot 276 4.0 BPG
107.5
17.4
98
110.0
85
09-14-05
Lot 276 2.0 BPG
108.1
14.4
98
110.0
86
09-14-045
Lot 278 5.0 BAG
105.6
16.1
97
110.0
87
09-14-05
Lot 278 3.0 BPG
109.1
11.1
99
110.0
88
09-14-05
Lot 278 1.0 BPG
108.8
12.7
99
110.0
89
09-14-05
Lot 258 6.0 BPG
103.3
14.6
94
110.0
90
09-14-05
Lot 258 4.0 BPG
100.4
8.6
92
110.0
91
09-14-05
Lot 258 2.0 BPG
104.1
I2.2
95
110.0
92
09-14-05
Lot 260 6.0 BPG
106.7
17.2
96
110.0
93
09-14-05
Lot 260 4.0 BPG
108.5
6.9
99
110.0
94
09-14-05
Lot 260 2.0 BPG
102.5
12.2
93
110.0
95
09-14-05
Lot 54 5.0 BPG
109.1
15.1
99
110.0
96
09-14-05
Lot 54 3.0 BPG
109.9
12.9
98
110.0
97
09-14-05
Lot 54 1.0 BPG
104.8
10.2
95
110.0
98
09-14-05
Lot 274 6.0 BPG
104.7
11.2
95
110.0
99
09-14-05
Lot 274 4.0 BPG
107.4
14.5
98
110.0
100
09-14-05
Lot 274 2.0 BPG
104.0
16.7
95
110.0
DATE: June 29, 2006
Sladden ErrQirreerine
TEST RESULTS
PROJECT NAND: Griffin Ranch
LOCATION: La Quinta, California
PROJECT NO: 522-4402
REPORT NO: 06-06-667
Test No.
Date Tested
Density
Location Elevation
Dry Density
% Moisture
In Place
Relative
In Place
Maximum
Compaction
BUILDING Pads
101
09-14-05
Lot 48 PG
104.7
12.5
95
110.0
102
09-14-05
Lot 47 PG
106.0
8.6
97
110.0
103
09-14-05
Lot 46 PG
108.9
7.7
98
110.0
104
09-16-05
Lot 257 6.0 BPG
104.2
10.1
95
110.0
105
09-16-05
Lot 255 6.0 BPG
102.1
9.6
93
110.0
106
09-16-05
Lot 253 6.0 BPG
102.2
11.4
93
110.0
107
09-20-05
Lot 279 PG
108.7
11.3
99
110.0
108
09-20-05
Lot 280 PG
109.2
7.1
99
110.0
109
09-20-05
Lot 281 PG
108.9
15.4
99
110.0
110
09-20-05
Lot 282 PG
108.5
14.7
99
110.0
111
09-20-05
Lot 283 PG
109.0
10.9
99
110.0
112
09-20-05
Lot 284 PG
102.6
11.7
93
110.0
113
09-21-05
Lot 51 PG
108.7
10.6
99
110.0
114
09-21-05
Lot 52 PG
107.7
12.9
98
110.0
115
09-21-05
Lot 45 PG
109.1
11.4
99
110.0
116
09-21-05
Lot 44 PG
109.1
10.5
99
110.0
117
09-21-05
Lot 46 PG
108.8
12.6
99
110.0
118
09-22-05
Lot 261 6.0 BPG
104.2
14.4
95
110.0
119
09-22-05
Lot 261 4.0 BPG
106.8
13.1
97
110.0
120
09-22-04
Lot 261 2.0 BPG
105.3
9.1
96
110.0
121
09-22-05
Lot 263 5.0 BPG
102.2
11.5
93
110.0
122
09-22-05
Lot 263 3.0 BPG
102.0
9.8
93
1110.0
123
09-22-05
Lot 263 1.0 BPG
105.0
11.8
96
110.0
124
09-22-05
Lot 256 5.0 BPG
102.4
11.8
93
110.0
125
09-22-05
Lot 256 3.0 BPG
102.2
13.6
93
110.0
126
09-22-05
Lot 256 1.0BPG
104.1
13.5
95
110.0
127
09-22-05
Lot 254 6.0 BPG
100.8
14.4
92
110.0
128
09-22-05
Lot 254 4.0 BPG
103.8
14.1
94
110.0
129
09-22-05
Lat 254 2.0 BPG
102.6
14.6
93
110.0
130
09-26-05
Lot 257 PG
108.8
7.3
99
110.0
131
09-26-05
Lot 256 PG
103.0
10.8
94
110.0
132
09-26-05
Lot 255 PG
103.0
11.4
94
110.0
133
09-26-05
Lot 254 PG
104.8
6.7
95
110.0
134
09-26-05
Lot 253 PG
107.2
6.7
97
110.0
135
09-26-05
Lot 252 PG
101.3
5.6
92
110.0
DATE: June 29, 2006
Sladdett Etteineeritts
TEST RESULTS
PROJECT NAME: Griffin Ranch
LOCATION: La Quinta, California
PROJECT NO: 522-4402
REPORT NO: 06-06-667
Test No.
Date Tested
Densitv
Location Elevation
Dry Density
% Moisture
In Place
Relative
In Place
Maximum
Compaction
Building Pads
136
09-26-05
Lot 278 PG
98.5
7.7
90
110.0
137
09-26-05
Lot 258 PG
102.7
7.2
93
110.0
138
09-26-05
Lot 259 PG
102.8
6.4
93
110.0
Compaction on Overexcavation
139
09-27-05
6.0 BPG
102.2
6.2
93
110.0
140
09-27-05
4.0 BPG
1.03.0
10.2
94
110.0
141
09-27-05
2.0 BPG
104.6
11.8
95
110.0
142
09-27-05
6.0 BPG
102.0
14.6
93
110.0
143
09-27-05
4.0 BPG
106.2
10.7
97
110.0
144
09-27-05
2.0 BPG
106.4
10.8
97
110.0
145
09-27-05
6.0 BPG
108.6
11.7
99
110.0
146
09-27-05
4.0 BPG
108.6
9.1
99
110.0
147
09-27-05
2.0 BPG
109.I
9.9
99
110.0
Building Pads
148
09-28-05
Lot 261 PG
104.5
8.4
95
110.0
149
09-28-05
Lot 262 PG
108.7
10.4
99
110.0
150
09-28-05
Lot 263 PG
108.7
10.1
99
110.0
151
09-28-05
Lot 264 PG
106.0
10.0
97
110.0
152
09-29-05
Lot 236 8.0 BPG
109.2
7.2
99
110.0
153
09-29-05
Lot 237 8.0 BPG
98.8
13.6
90
110.0
154
09-29-05
Lot 238 8.0 BPG
99.1
8.2
90
110.0
155
09-29-05
Lot 239 8.0 BPG
98.5
10.7
90
110.0
156
09-29-05
Lot 240 8.0 BPG
101.6
14.5
92
110.0
157
09-29-05
Lot 241 8.0 BPG
98.8
5.2
90
110.0
158
09-29-05
Lot 242 8.0 BPG
100.1
6.8
91
110.0
159
09-29-05
Lot 243 8.0 BPG
99.6
11.4
91
110.0
160
09-29-05
Lot 244 8.0 BPG
101.8
14.6
92
110.0
161
09-29-05
Lot 245 8.0 BPG
98.7
15.1
90
110.0
162
09-29-05
Lot 246 8.0 BPG
101.1
11.1
92
110.0
163
09-29-05
Lot 247 8.0 BPG
98.6
9.2
90
110.0
164
09-29-05
Lot 248 8.0 BPG
99.1
12.6
91
110.0
165
09* -29-05
Lot 249 8.0 BPG
98.8
15.4
90
110.0
166
09-29-05
Lot 53 PG
108.7
7.2
99
110.0
167
09-29-05
Lot 274 PG
103.2
7.1
94
110.0
168
09-29-05
Lot 275 PG
101.9
12.6
93
110.0
169
09-29-05
Lot 276 PG
103.8
7.2
94
110.0
170
09-29-05 1
Lot 277 PG
105.1
6.2
96
110.0
DATE: June 29, 2006
Sladden Eiteiiteerbw
TEST RESULTS
PROM CT NAME: Griffin Ranch
LOCATION: La Quinta, California
PROJECT NO: 522-4402
REPORT NO: 06-06-667
Test No.
Date Tested
Densitv
Location Elevation
Dry Density
% Moisture
In Place
Relative
In Place
Maximum
Compaction
Building Pads
171
09-29-05
Lot 260 PG
109.0
6.3
99
110.0
172
09-29-05
Lot 273 PG
108.4
10.9
98
110.0
173
09-29-05
Lot 272 PG
104.2
7.5
95
110.0
174
09-29-05
Lot 271 PG
105.6
6.9
96
110.0
175
10-04-05
Lot 268 PG
103.6
10.1
94
110.0
176
10-04-05
Lot 267 PG
108.1
9.6
98
110.0
177
10-04-05
.Lot 266 PG
107.4
11.4
97
110.0
178
10-04-05
Lot 265 PG
103.8
10.6
94
110.0
179
10-04-05
Lot 270 PG
105.6
9.2
96
110.0
180
10-04-05
Lot 269 PG
109.1
9.0
99
110.0
181
10-04-05
Lot 54 PG
108.8
9.9
99
110.0
182
10-04-05
Lot 55 PG
103.6
11.45
94
110.0
183
10-04-05
Lot 242 4.0 BPG
100.7
14.2
92
110.0
184
10-04-05
Lot 242 2.0 BPG
104.0
11.3
95
110.0
185
10-04-05
Lot 244 4.0 BPG
104.6
13.2
95
110.0
186
10-04-05
Lot 244 2.0 BPG
109.1
9.6
99
110.0
187
10-04-05
Lot 246 4.0 BPG
100.1
18.9
91
110.0
188
10-04-05
Lot 246 2.0 BPG
117.0
14.4
97
110.0
189
10-04-05
Lot 248 4.0 BPG
105.4
7.5
96
110.0
190
10-04-05
Lot 248 2.0 BPG
102.1
7.5
93
110.0
191
10-05-05
Lot 43 PG
102.6
6.8
93
110.0
192
10-05-05
Lot 42 PG
107.0
6.1
97
110.0
193
10-05-05
Lot 41 PG
102.7
7.0
93
110.0
194
10-05-05
Lot 56 PG
104.5
8.1
95
110.0
195
10-05-05
Lot 233 7.0 BPG
104.9
10.0
95
110.0
196
10-05-05
Lot 233 5.0 BPG
100.7
11.9
92
110.0
197
10-05-05
Lot 235 7.0 BPG
99.5
12.7
91
110.0
198
10-05-05
Lot 235 5.0 BPG
103.2
11.1
94
110.0
199
10-05-05
Lot 237 7.0 BPG
107.0
13.5
97
110.0
200
10-05-05
Lot 237 5.0 BPG
99.8
15.6
91
110.0
201
10-07-05
Lot 249 PG
100.2
8.8
91
110.0
202
10-07-05
Lot 248 PG
104.8
7.5
95
110.0
203
10-07-05
Lot 247 PG
101.9
6.6
93
110.0
204
10-07-05
Lot 246 PG
104.5
5.9
95
110.0
205
10-07-05
Lot 245 PG
103.5
15.3
94
110.0
206
10-07-05
Lot 244 PG
100.9
10.5
92
110.0
DATE: June 29, 2006
Sladdett Enzineerittz
TEST RESULTS
PROJECT NAME: Griffin Ranch
LOCATION: La Quinta, California
PROJECT NO: 522-4402
REPORT NO: 06-06-667
Test No.
Date Tested
Density
Location Elevation
Dry Density
% Moisture
In Place
Relative
In Place
Maximum
Compaction
Building Pads
207
10-07-05
Lot 243 PG
100.5
8.8
92
110.0
208
10-11-05
Lot 220 4.0 BPG
107.9
13.2
96
112.0
209
10-11-05
Lot 220 2.0 BPG
108.0
10.9
96
112.0
210
10-11-05
Lot 227 3.0 BPG
103.8
7.9
92
112.0
211
10-11-05
Lot 227 1.0 BPG
108.7
9.9
96
112.0
212
10-11-05
Lot 229 3.0 BPG
109.0
11.9
97
112.0
213
10-11-05
Lot 229 1.0 BPG
106.0
7.2
95
110.0
214
10-13-05
Lot 218 6.0 BPG
103.8
13.4
94
110.0
215
10-13-05
Lot 218 4.0 BPG
102.1
12.6
93
110.0
216
10-13-05
Lot 218 2.0 BPG
107.7
11.4
98
110.0
217
10-13-05
Lot 216 6.0 BPG
100.4
11.6
92
110.0
2I8
10-13-05
Lot 216 4.0 BPG
104.1
10.2
95
110.0
219
10-13-05
Lot 216 2.0 BPG
106.6
12.2
97
110.0
220
10-13-05
Lot 220 6.0 BPG
102.8
14.1
93
110.0
221
10-13-05
Lot 220 4.0 BPG
102.5
13.1
93
110.0
222
10-13-05
Lot 220 2.0 BPG
106.1
11.4
97
110.0
223
10-13-05
Lot 252 PG
106.8
12.1
97
110.0
224
10-13-05
Lot 254 PG
108.8
9.4
99
110.0
225
10-13-05
Lot 250 PG
108.5
10.2
99
110.0
226
10-25-05
Lot 217 PG
107.2
9.8
97
110.0
227
10-25-05
Lot 218 PG
103.1
11.1
94
110.0
228
10-25-05
Lot 219 PG
103.4
11.1
94
110.0
229
10-15-05
Lot 220 PG
102.7
10.8
93
110.0
230
10-25-05
Lot 221 PG
100.9
8.5
92
110.0
231
10-25-05
Lot 227 PG
104.6
9.3
95
110.0
232
10-25-05
Lot 228 PG
103.9
8.1
95
110.0
233
10-25-05
Lot 229 PG
106.0
9.6
96
110.0
234
10-25-05
Lot 230 PG
101.4
9.8
92
110.0
235
10-25-05
Lot 233 6.0 BPG
103.6
11.6
94
110.0
236
10-25-05
Lot 233 4.0 BPG
101.8
11.4
93
110.0
237
10-25-05
Lot 233 2.0 BPG
101.7
13.6
93
110.0
238
10-25-05
Lot 235 6.0 BPG
100.6
10.2
92
110.0
239
10-25-05
Lot 235 4.0 BPG
104.1
11.8
95
110.0
240
10-25-05
Lot 235 2.0 BPG
104.6
12.1
95
110.0
241
10-28-05
Lot 233 PG
105.7
12.5
96
110.0
242
10-28-05
Lot 234 PG
109.0
9.9
99
110.0.
243
10-28-05
Lot 235 PG
108.2
14.5
98
110.0
DATE: June 29, 2006
Sladdo» F.trainoori»a
TEST RE, SULTS
PROJECT NAME: Griffin Ranch
LOCATION: La Quinta, California
PROJECT NO: 522-4402
REPORT NO: 06-06-667
Test No.
Date Tested
Location Elevation
Dry Density
% Moisture
Relative
Maximum
Densi
In Place
In Place
Compaction
Building Pads
244
10-28-05
Lot 236 PG
105.7
12.5
96
110.0
245
10-28-05
Lot 237 PG
105.7
11.8
96
110.0
246
10-28-05
Lot 238 PG
108.3
9.8
98
110.0
247
10-28-05
Lot 239 PG
101.9
15.2
92
110.0
248
10-28-05
Lot 240 PG
106.6
10.0
97
110.0
249
10-28-05
Lot 241 PG
105.4
9.3
96
110.0
250
10-28-05
Lot 242 PG
105.2
8.2
96
110.0
251
10-28-05
Lot 243 PG
108.1
10.6
98
110.0
252
10-31-05
Lot 232 4.0 BPG
106.6
14.2
97
110.0
253
10-31-05
Lot 232 2.0 BPG
108.1
15.0
98
110.0
254
10-31-05
Lot 225 4.0 BPG
105.6
15.6
96
110.0
255
10-31-05
Lot 225 2.0 BPG
107.1
14.3
97
110.0
256
10-31-05
Lot 223 4.0 BPG
108.1
15.5
98
110.0
257
10-31-05
Lot 223 2.0 BPG
108.4
15.1
98
110.0
258
11-14-05
Lot 212 6.0 BPG
108.0
14.5
98
110.0
259
11-14-05
Lot 212 4.0 BPG
102.9
12.8
93
110.0
260
11-14-05
Lot 210 6.0 BPG
104.5
7.6
95
110.0
261
11-14-05
Lot 210 4.0 BPG
101.5
10.8
92
110.0
262
11-14-05
Lot 204 6.0 BPG
106.2
15.2
97
110.0
263
11-14-05
Lot 204 4.0 BPG
104.8
15.5
95
110.0
264
11-14-05
Lot 202 6.0 BPG
109.1
14.1
99
110.0
265
11-14-02
Lot 202 4.0 BPG
106.1
10.2
97
110.0
266
11-16-05
Lot 226 PG
103.2
8.7
94
110.0
267
11-16-05
Lot 225 PG
101.4
17.4
92
110.0
268
11-16-05
Lot 224 PG
103.1
9.9
94
110.0
269
11-21-05
Lot 215 PG
108.6
11.4
99
110.0
270
11-21-05
Lot 214 PG
104.6
12.9
95
110.0
271
11-21-05
Lot 213 PG
108.6
11.1
99
110.0
272
11-21-05
Lot 216 PG
102.8
13.4
93
110.0
273
11-21-05
Lot 57 PG
104.4
9.6
93
110.0
274
11-21-05
Lot 58 PG
106.8
12.1
97
110.0
275
11-21-05
Lot 59 PG
108.8
10.4
99
110.0
276
11-21-05
Lot 60 PG
108.9
12.1
99
110.0
277
11-21-05
Lot 212 PG
102.6
11.2
93
110.0
278
11-21-05
Lot 211 PG
102.4
16.4
93
110.0
279
11-21-05
Lot 210 PG
100.9
7.0
92
110.0
DATE: June 29, 2006
TEST RESULTS
PROJECT NAME: Griffin Ranch
LOCATION: La Quinta, California
PROJECT NO: 522-4402
REPORT NO: 06-06-667
Test No.
Date Tested
Densitv
Location Elevation
Dry Density
% Moisture
In Place
Relative
In Place
Maximum
Compaction
Building Pads
280
11-22-05
Lot 209 PG
108.1
11.2
98
110.0
281
11-29-05
Lot 191 6.0 BPG
101.6
11.8
93
110.0
282
11-29-05
Lot 191 4.0 BPG
100.4
12.0
92
110.0
283
11-29-05
Lot 191 2.0 BPG
102.9
13.4
93
110.0
284
11-29-05
Lot 64 6.0 BPG
102.6
14.6
93
110.0
285
11-29-05
Lot 64 4.0 BPG
101.8
12.8
93
110.0
286
11-29-05
Lot 64 2.0 BPG
104.1
I2.5
95
110.0
287
11-29-15
Lot 193 6.0 BPG
104.1
13.6
95
110.0
288
11-29-05
Lot 193 4.0 BPG
100.1
15.8
91
110.0
289
11-29-05
Lot 193 2.0 BPG
104.5
14.2
95
110.0
290
11-29-05
Lot 202 PG
107.8
10.1
98
110.0
291
11-29-05
Lot 203 PG
105.7
10.7
96
110.0
292
11-29-05
Lot 204 PG
104.6
13.9
95
110.0
293
11-29-05
Lot 205 PG
104.2
14.1
95
110.0
294
11-29-05
Lot 35 6.0 BPG
103.6
12.4
94
110.0
295
11-29-05
Lot 35 4.0 BPG
101.9
12.5
93
110.0
296
11-29-05
Lot 35 2.0 BPG
104.1
14.1
95
110.0
297
11-29-05
Lot 33 6.0 BPG
100.8
13.9
92
110.0
298
11-29-03
Lot 33 4.0 BPG
103.8
11.4
94
110.0
299
11-29-03
Lot 33 2.0 BPG
100.9
14.7
92
110.0
300
12-01-05
Lot 64 4.0 BPG
108.2
12.1
98
110.0
301
12-01-05
Lot 64 2.0 BPG
109.1
11.4
99
110.0
302
12-01-05
Lot 192 4.0 BPG
100.9
13.6
92
110.0
303
12-01-05
Lot 192 2.0 BPG
103.1
12.2
94
110.0
304
12-01-05
Lot 194 4.0 BPG
102.1
14.6
93
110.0
305
12-01-05
Lot 194 2.0 BPG
104.2
13.9
95
110.0
306
12-01-05
Lot 188 4.0 BPG
101.8
11.4
93
110.0
307
12-01-05
Lot 188 2.0 BPG
101.7
13.8
93
110.0
308
12-01-05
Lot 190 4.0 BPG
104.2
11.8
95
110.0
309
12-01-05
Lot 190 2.0 BPG
103.8
13.9
95
110.0
310
12-01-05
Lot 201 PG
109.2
13.4
99
114.0
311
12-01-05
Lot 200 PG
106.7
12.5
97
114.0
312
12-01-05
Lot 199 PG
103.5
8.1
94
114.0
313
12-01-05
Lot 198 PG
105.0
8.6
95
114.0
314
12-02-05
Lot 64 PG
104.8
5.8
95
110.0
315
12-02-05
Lot 63 PG
108.0
15.6
98
110.0
316
12-02-05
Lot 62 PG
108.9
12.1
99
110.0
DATE: June 29, 2006
Slaililei: F.nvinaerinn
TEST RESULTS
PROJECT NAME: Griffin Ranch
LOCATION: La Quinta, California
PROJECT NO: 522-4402
REPORT NO: 06-06-667
Test No.
Date Tested
Density
Location Elevation
Dry Density
% Moisture
In Place
Relative
In Place
Maximum
Compaction
Building Pads
317
12-06-05
Lot 191 4.0 BPG
101.8
13.6
93
110.0
318
12-06-05
Lot 191 2.0 BPG
104.1
12.8
95
110.0
319
12-06-05
Lot 193 4.0 BPG
103.7
14.1
94
110.0
320
12-06-05
Lot 193 2.0 BPG
104.5
14.0
95
110.0
321
12-06-05
Lot 187 5.0 BPG
100.9
15.1
92
110.0
322
12-06-05
Lot 187 3.0 BPG
103.6
14.6
94
110.0
323
12-06-05
Lot 187 1.0 BPG
102.8
12.6
93
110.0
324
12-06-05
Lot 189 4.0 BPG
104.6
12.8
95
110.0
325
12-06-05
Lot 189 2.0 BPG
106.7
13.8
97
110.0
326
12-07-05
Lot 64 PG
99.8
9.5
91
114.0
327
12-07-05
Lot 191 PG
104.4
10.9
95
114.0
328
12-07-05
Lot 192 PG
107.8
13.2
98
114.0
329
12-07-05
Lot 193 PG
107.9
11.1
98
114.0
330
12-07-05
Lot 194 PG
105.7
8.6
97
114.0
331
12-08-05
Lot 187 PG
100.6
9.1
92
110.0
332
12-08-05
Lot 188 PG
108.9
9.4
99
110.0
333
12-08-05
Lot 189 PG
103.3
11.1
94
110.0
334
12-08-05
Lot 190 PG
107.2
12.4
98
110.0
335
12-08-05
Lot 65 PG
108.4
11.4
98
110.0
336
12-08-05
Lot 139 PG
101.6
7.0
92
110.0
337
12-08-05
Lot 140 PG
106.8
12.4
97
110.0
338
12-08-05
Lot 141 PG
100.1
7.5
91
110.0
339
12-08-05
Lot 142 PG
105.0
14.1
95
110.0
340
12-08-05
Lot 143 PG
104.2
6.2
95
110.0
341
12-08-05
Lot 144 PG
103.0
11.8
94
110.0
342
12-08-05
Lot 139 5.0 BPG
103.4
11.4
94
110.0
343
12-08-05
Lot 139 2.0 BPG
103.5
13.8
94
110.0
344
12-08-05
Lot 141 4.0 BPG
100.1
13.6
92
110.0
345
12-08-05
Lot 141 2.0 BPG
104.1
13.8
95
110.0
346
12-08-05
Lot 143 4.0 BPG
101.9*
11.6
93
110.0
347
12-08-05
Lot 143 2.0 BPG
103.1
9.6
96
110.0
348
12-08-05
Lot 144 4.0 BPG
104.6
14.4
95
110.0
349
12-08-05
Lot 144 2.0 BPG
105.7
12.2
96
110.0
350
12-09-05
Lot 180 4.0 BPG
103.4
13.3
94
110.0
351
12-09-05
Lot 180 2.0 BPG
107.0
12.6
97
110.0
352
112-09-05
Lot 182 4.0 BPG
101.8
14.6
93
110.0
353
12-09-05
Lot 182 2.0 BPG
103.4
10.2
94
110.0
DATE: June 29, 2006
Sladden Eneineerbw
TEST RE, SULTS
PROJECT NAME: Griffin Ranch
LOCATION: La Quinta, California
PROJECT NO: 522-4402
REPORT NO: 06-06-667
Test No.
Date Tested Location Elevation
Density
Dry Density
% Moisture
In Place
Relative
In Place
Maximum
Compaction
Building Pads
354
12-09-05
Lot 175 4.0 BPG
100.0
14.8
91
110.0
355
12-09-05
Lot 175 2.0 BPG
105.4
13.6
96
110.0
356
12-09-05
Lot 177 4.0 BPG
104.1
12.8
95
110.0
357
I2-09-05
Lot 177 2.0 BPG
104.8
12.5
95
110.0
358
12-09-05
Lot 179 4.0 BPG
101.6
11.4
92
110.0
359
12-09-05
Lot 179 2.0 BPG
102.4
10.6
97
110.0
360
12-13-05
Lot 68 4.0 BPG
100.0
11.8
91
110.0
361
12-13-05
Lot 68 2.0 BPG
101.1
9.6
92
110.0
362
12-13-05
Lot 136 4.0 BPG
103.6
13.1
94
110.0
363
12-13-05
Lot 136 2.0 BPG
105.6
9.9
96
110.0
364
12-13-05
Lot 134 4.0 BPG
104.1
14.2
95
110.0
365
12-13-05
Lot 134 2.0 BPG
103.1
10.8
94
110.0
366
12-13-05
Lot 132 4.0 BPG
101.9
12.6
93
110.0
367
12-13-05
Lot 132 2.0 BPG
103.8
11.4
94
110.0
368
12-13-05
Lot 129 4.0 BPG
108.1
14.1
98
110.0
369
12-13-05
Lot 129 2.0 BPG
108.0
14.0
98
110.0
370
12-13-05
Lot 127 4.0 BPG
106.7
13.6
97
110.0
371
12-13-05
Lot 127 2.0 BPG
107.7
10.9
98
110.0
372
12-13-05
Lot 125 4.0 BPG
105.1
9.8
96
110.0
373
12-13-05
Lot 125 2.0 BPG
104.1
11.6
95
110.0
374
12-14-05
Lot 138 PG
106.7
11.2
97
110.0
375
12-14-05
Lot 68 PG
108.2
10.8
98
110.0
376
12-14-05
Lot 67 PG
108.7
11.4
99
110.0
377
12-14-05
Lot 66 PG
106.7
12.1
97
110.0
378
12-14-05
Lot 137 PG
108.2
11.8
98
110.0
379
12-14-05
Lot 136 PG
102.2
13.2
93
110.0
380
12-14-05
Lot 135 PG
105.1
11.1
96
110.0
381
12-14-05
Lot 134 PG
99.4
8.7
90
110.0
382
12-14-05
Lot 133 PG
102.9
10.2
93
110.0
383
12-14-05
Lot 132 PG
102.4
6.7
93
110.0
384
12-14-05
Lot 131 PG
105.0
7.6
96
110.0
385
12-14-05
Lot 180 PG
108.1
10.1
98
110.0
386
12-14-05
Lot 181 PG
105.4
9.6
96
110.0
387
12-14-05
Lot 182 PG
107.7
11.4
98
110.0
388
12-14-05
Lot 183 PG
108.6
10.4
99
110.0
389
12-14-05
Lot 175 PG
103.4
11.4
94
110.0
390
12-14-05
Lot 176 PG
108.7
12.2
99
110.0
391
12-14-05
Lot 177 PG
107.1
10.8
97
110.0
392
12-14-05 1
Lot 178 PG
106.8
11.9
97
110.0
DATE: June 29, 2006
Sladdeit Eowhreeriu:n
t
TEST RESULTS
PROJECT NAME-: Griffin Ranch
LOCATION: La Quinta, California
PROM CT NO: 5224402
REPORT NO: 06-06-667
Test No.
I Date Tested
Densitv
Location Elevation
Dry Density
% Moisture
In Place
Relative
In Place
Maximum
Compaction
Building Pads
393
12-14-05
Lot 179 PG
108.8
9.8
99
110.0
394
12-15-05
Lot 123 PG
99.4
8.2
90
110.0
395
12-15-05
Lot 124 PG
99.8
8.8
91
110.0
396
12-15-05
Lot 113 PG
100.8
6.4
92
110.0
397
12-15-05
Lot 114 PG
99.6
7.9
91
110.0
398
12-15-05
Lot 115 PG
103.8
12.7
94
110.0
399
12-15-05
Lot 116 PG
104.8
8.4
95
110.0
400
12-15-05
Lot 117 PG
103.2
11.4
94
110.0
401
12-15-05
Lot 118 PG
103.4
12.5
94
110.0
402
12-15-05
Lot 125 PG
99.6
7.9
91
110.0
403
12-15-05
Lot 126 PG
101.1
9.8
92
110.0
404
12-15-05
Lot 127 PG
100.2
11.4
91
110.0
405
12-15-05
Lot 128 PG
99.1
13.6
90
110.0
406
12-15-05
Lot 129 PG
101.0
8.2
91
110.0
407
12-I5-05
Lot 130 PG
103.1
10.6
94
110.0
408
12-15-05
Lot 119 PG
103.2
6.6
94
110.0
409
12-15-05
Lot 120 PG
104.2
7.7
95
110.0
410
12-15-05
Lot 121 PG
102.5
9.6
93
110.0
411
12-15-05
Lot 122 PG
100.9
6.5
92
110.0
412
12-28-05
Lot 154 PG
103.3
11.4
94
110.0
413
12-28-05
Lot 153 PG
I04.3
11.9
95
110.0
414
12-28-05
Lot 152 PG
106.2
12.2
96
110.0
415
12-28-05
Lot 145 PG
105.1
11.4
96
110.0
416
12-28-05
Lot 146 PG
99.8
11.6
91
110.0
417
12-28-05
Lot 147 PG
102.8
8.8
93
110.0
418
12-28-05
Lot 107 PG
101.7
9.0
93
110.0
419
12-28-05
Lot 108 PG
106.8
12.1
97
110.0
420
12-28-05
Lot 109 PG
103.4
10.2
94
110.0
421
12-28-05
Lot 110 PG
99.7
10.6
91
110.0
422
12-28-05
Lot 111 PG
102.4
9.0
93
110.0
423
12-28-05
Lot 112 PG
101.0
10.4
92
110.0
424
12-28-05
Lot 72 PG
104.5
11.9
95
110.0
425
12-28-05
Lot 69 PG
102.5
9.2
93
110.0
426
12-28-05
Lot 70 PG
99.0
8.0
90
110.0
427
12-28-05
Lot 71 PG
106.6
11.2
97
110.0
428
12-29-05
Lot 106 PG
99.2
5.7
90
110.0
429
12-29-05
Lot 105 PG
108.2
12.3
98
110.0
430
12-29-05
Lot 104 PG
108.2
10.6
98
110.0
DATE: June 29, 2006
.Gnddon F.noisroorino
TEST RESULTS
PROJECT NAME: Grim Ranch
LOCATION: La Quinta, California
PROJECT NO: 522-4402
REPORT NO: 06-06-667
Test NTDensi
DateTested
Location Elevation
Dry Density
%o Moisture
In Place
Relative Maximum
In Place Compaction
Building Pads
431
12-29-05
Lot 103 PG
101.3
12.4
92
110.0
432
12-29-05
Lot 102 PG
102.5
12.5
93
110.0
Retaining Wall Backfill
433
01-03-06
West of M. Griffin's House PG
99.1
12.5
90
110.0
434
01-03-06
West of M. Griffin's House PG
99.8
13.1
91
110.0
435
01-03-06
West of M. Griffin's House PG
100.0
9.7
91
110.0
436
01-03-06
M. Griffin's House 4.0 BPG
103.3
10.2
94
110.0
437
01-03-06
M. Griffin's House 4.0 BPG
99.1
13.0
90
110.0
Patio Finish Grade
438
01-04-06
West corner of Griffins House PG
99.5
14.7
91
110.0
439
01-04-06
West corner of Griffins House PG
101.0
15.7
92
110.0
Clubhouse Area
440
01-13-06
Club House 3.0 BPG
109.1
6.9
99
114.0
441
01-13-06
Club House 3.0 BPG
106.7
9.5
97
114.0
442
01-13-06
Club House 3.0 BPG
108.6
9.9
99
114.0
443
01-13-06
Club House 3.0 BPG
105.6
8.1
96
114.0
House Pads
444
01-17-06
Lot 73 PG
109.1
10.3
99
110.0
445
01-17-06
Lot 74 PG
105.2
8.7
96
110.0
446
01-17-06
Lot 75 PG
106.6
7.5
97
110.0
447
01-17-06
Lot 97 PG
101.6
8.9
93
110.0
448
01-17-06
Lot 98 PG
101.7
5.3
93
110.0
449
01-17-06
Lot 99 PG
106.9
6.2
97
110.0
450
01-17-06
Lot 100 PG
104.5
7.4
95
110.0
451
01-17-06
Lot 101 PG
100.7
8.7
92
110.0
452
01-18-06
Lot 161 PG
104.8
9.6
95
114.0
453
01-I8-06
Lot 162 PG'
106.8
10.2
97
114.0
454
01-18-06
Lot 163 PG
104.6
9.5
95
114.0
455
01-18-06
Lot 164 PG
107.2
11.1
97
114.0
456
01-18-06
Lot 165 PG
108.9
10.2
99
114.0
457
01-18-06
Lot 166 PG
108.5
9.6
99
114.0
Club House Area
458
01-24-06
Club House PG
1.08.9
10.2
99
114.0
459
01-24-06
Club House PG
107.2
8.5
99
114.0
460
01-24-06
Club House PG
108.7
8.5
99
114.0
DATE: June 29, 2006
.chwfdo.. F....:.,,...:....
PROJECT NAME: Griffin Ranch
LOCATION: La Quinta, California
Test No. Date Tested Location
Densitv
TEST RESULTS
PROJECT NO: 522-4402
REPORT NO: 06-06-667
Elevation Dry Density % Moisture Relative Maximum
In Place In Place Comnactior
.Q/nddon F»ninnnaissn
Club House Area
461
01-24-06
Club House PG
108.4
9.2
98 114.0
462
01-24-06
Club House PG
109.1
10.2
99 114.0
463
01-24-06
Club House PG
108.7
9.4
99 114.0
464
01-24-06
Club House PG
109.1
10.1
99 114.0
465
01-24-06
Club House PG
107.9
11.4
98 114.0
466
01-24-06
Club House PG
106.8
10.2
97 114.0
467
01-24-06
Club House PG
108.8
9.2
99 114.0
468
01-24-06
Club House PG
107.9
11.2
98 114.0
469
01-24-06
Club House PG
108.9
10.4
99 114.0
Building Pads
470
03-20-06
Lot 75 4.0 BPG
108.0
6.7
98 114.0
471
03-20-06
Lot 75 2.0 BPG
108.1
8.3
98 114.0
472
03-20-06
Lot 77 4.0 BPG
109.1
5.6
99 114.0
473
03-20-06
Lot 77 2.0 BPG
107.7
8.3
98 114.0
474
03-20-06
Lot 79 4.0 BPG
107.3
7.4
97 114.0
475
03-20-06
Lot 79 2.0 BPG
107.3
6.9
97 114.0
476
03-20-06
Lot 81 4.0 BPG
106.3
6.7
96 114.0
477
03-20-06
Lot 81 2.0 BPG
108.1
7.4
98 114.0
478
03-31-06
Lot 186 PG
109.1
5.2
99 114.0
479
03-31-06
Lot 195 PG
108.7
6.3
99 114.0
480
03-31-06
Lot 196 PG
107.8
5.9
98 114.0
481
03-31-06
Lot 197 PG
107.3
7.5
97 114.0
482
03-31-06
Lot 206 PG
109.1
6.3
99 114.0
483
03-31-06
Lot 207 PG
108.7
7.2
98 114.0
484
03-31-06
Lot 167 PG
109.0
7.1
99 114.0
485
03-31-06
Lot 168 PG
I07.2
5.9
99 114.0
486
03-31-06
Lot 169 PG
108.2
6.1
98 114.0
487
03-31-06
Lot 170 PG
108.9
7.1
99 114.0
488
03-31-06
Lot 171 PG
108.9
9.4
99 114.0
489
03-31-06
Lot 172 PG
108.8
8.2
99 114.0
490
03-31-06
Lot 173 PG
108.2
6.7
98 114.0
491
03-31-06
Lot 174 PG
107.8
5.8
98 114.0
492
03-31-06
Lot 187 PG
106.5
7.2
97 114.0
493
03-31-06
Lot 185 PG
108.8
6.3
99 114.0
494
04-03-06
Lot 76 PG
108.9
6.1
99 114.0
495
04-03-06
Lot 77 PG
108.6
5.4
99 114.0
496
04-03-06
Lot 78 PG
109.2
7.2
99 114.0
497
04-03-06 1
Lot 79 PG
108.6
8.3
99 114.0
DATE: June
29, 2006
.Q/nddon F»ninnnaissn
w
TEST RESULTS
PROJECT NAME: Griffin Ranch
LOCATION: La Quinta, California
PROJECT NO: 5224402
REPORT NO: 06-06-667
Test No.
Date Tested
Density
Location Elevation
Dry Density
% Moisture
In Place
Relative
In Place
Maximum
Compaction
Building Pads
498
04-03-06
Lot 80 PG
103.3
7.7
94
110.0
499
04-03-06
Lot 81 PG
106.8
9.1
99
110.0
Wall Backfill
500
04-10-06
South East Retention SG
109.1
11.2
99
114.0
501
04-10-06
South East Retention SG
107.6
10.6
98
114.0
502
04-10-06
South East Retention SG
108.2
8.2
98
114.0
503
04-10-06
South East Retention SG
108.8
9.6
99
114.0
504
04-10-06
South East Retention SG
109.1
13.2
99
114.0
505
04-10-06
South East Retention SG
107.7
14.1
98
114.0
506
04-10-06
South East Retention SG
105.9
9.9
96
114.0
507
04-10-06
South East Retention SG
106.7
10.8
97
114.0
508
04-10-06
South East Retention SG
109.1
11.8
99
114.0
509
04-10-06
South East Retention SG
I09.1
12.1
99
114.0
DATE: June 29, 2006
Sladdeir E►inineeririn
CITY OF LA QUINTKSUB-CONTRACTOR LIST
JOB ADDRESS PERMIT NUMBER OWNER BUILDER.
This form shall be Hosted on the job with the Building Inspection Card at all times in a conspicuous place. Only persons appearing on this list or their employees are authorized to work
on this job. Any -changes to this list must be approved by. the Building Division prior to commencement of work. Failure to comply will result in a stoppage of work and/or the voidance
of building permit. For each applicable trade, all information requested below must be completed by aDDlicant. "On File" is not an acceptable response.
Trade Cla sific i :
/ s anon
Contractor ::;-:::.:.:::.::
:: :....:.: . : .
:;;::»;:><::::;:;:>:<. Stat '::Co ::....; :.:..:
a ntracto► s L�certse
: •= Workers Compensation insurance "
City Business Lieense>
Company Name
Classification
(e.g. A, B, C-8)
License Number
(xxxxxx)
Exp. Date
(xx/xx/xx)
Carrier Name
(e.g. State Fund, CalComp)
Policy Number
(Format Varies)
Exp. Date
(xx/xx/xx)
License Number
(xxxx)
Exp. Date
(xx/xx/xx)
EARTHWORK (C-12) ; -:
CONCRETE (C-8)
/?C id Ct C of �o i id .
C:s•11i SS.9t4Urti. •ATNC
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$Q Z ( O�
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STRUCT.:-S7EEL- (G-51)
MASONRY (C-29)
PLUMBING'(C-36)"
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LATH; PLASTER (C-35)
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ELECTRICAL. (C=10)'
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SHEET.METAL (C-43) `
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23'2.23
FLOORING
GLAZING 10:17i":' .::. :.>•:.
RoAryl 91fle 1f(l}.2 )$S
:..: • .::::
INSULATIOfV'(C-2) : ;:
3C:1 C v/15 vJJc. 1.3-1
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5 17 C;aM �Y)�
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SEWAGE DISP-(G-42)
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PAINTING (C=33) • :
CERAfiAIC TILE (C-54)
CAt31NETS (C-6)
FENCING (C713)
-
IANDSLAPING (C'-27.).. `
+1 A
n� rr_s�► .
C1 / n
Jesse White - Secretary of State
't ( NUMBER ISSUED EXPIRES C552-2215-4937 09-22-06 .�
�j ELIZABETHANN;CANNING
I 27930 W RIVER TRAIL,�`Y`�
BARRINGTON IL -60010 :
Birthdate 111=27543
Female 5'06',`+135 lbs;,;BLUE Eyes
Restrictigns.f ti.. TYPb' 'd'lass
Electronically Filed by Mark Gallant, CEPE and Authenticated at CalCERTS.com - 10/15/2013
Electronically Signed at CalCERTS.com by D Kirk McKinley (The McKinley Associates, Inc.) 10/15/2013
h'
PERFORMANCE CERTIFICATE: Residential Part 1 of 5
CF -1 R
Pro;,2ct Name
Canning Casita
Building Type 0 Single Family ❑ Addition Alone
❑ Multi Family ❑ Existing+ Addition/Alteration 11011512013
Date
Project Address
La Quinta
California Energy Climate Zone
CA Climate Zone 15
Total Cond. Floor Area
517
Addition
n/a
# of Stories
1
FIELD INSPECTION ENERGY CHECKLIST
El Yes ❑ No HERS Measures -- If Yes, A CF -4R must be provided per Part 2 of 5 of this form.
El Yes ❑ No Special Features -- If Yes, see Part 2 of 5 of this form for details.
INSULATION Area Special
Construction Type Cavity (ft) Features see Part 2 of 5 Status
Wall Wood Framed R-13 734 New
Door Opaque Door None 24 New
Roof Wood Framed Attic R-30 517 Radiant Barrier New
Slab Unheated Slab -on -Grade None 517 Perim = 96' New
FENESTRATION U- Exterior
Orientation Area(ft) Factor SHGC Overhang Sidefins Shades Status
Front (S) 36.0 0.320 0.30 none none Bug Screen New
Left (M ��� _ 36.0 _ 0.320..- X0.30--. none-, ---- xnone t,- Bug Screen. , New
Rear (N)I' Y 20.0 0.320 1 0.30 none- f none Bug Screen New
Right (E) 12.0 0.320 0.30 none I 'none Screen New
1!1^
-LAE11
BUILDING t SAFEi I.
APPROVED
HVAC SYSTEMS
Ot . Heating Min. Eff Cooling Min. Eff Thermostat Status
1 Central Furnace 80% AFUE Split Air Conditioner 13.0 SEER Setback
New
HVAC DISTRIBUTION Duct
Location Heating Cooling Duct Location R -Value Status
HVAC System Ducted Ducted Attic, Ceiling Ins, vented 6.0
New
WATER HEATING
Ot . Type Gallons Min. Eff Distribution Status
1 Instant Gas 0 0.82 No Pipe Insulation New
IIIIIII IIID III VIII
IE
IIII 78
EnergyPro 5.1 Ty EnergySoft User Number. • 2875 RunCode: 2013-10-15708:32:09 ID:
Pae 1 of 5
Reg: 213-NO07813OA-000000000-0000 Registration Date/Time: 2013/10/15 11:38:01 HERS Provider: CalCERTS, Inc
E
Electronically Filed by Mark Gallant, CEPE and Authenticated at Ca10ERTS.com - 10/15/2013
Electronically Signed at CalCERTS.com by D Kirk McKinley (The McKinley Associates, Inc.) 10/15/2013
PERFORMANCE CERTIFICATE: Residential . (Part 2 of 5) CF -1 R
Projpct Name
Canning Casita
Building Type ® Single Family ❑ Addition Alone
1 ❑ Multi Family ❑ Existing+ Addition/Alteration
Date
11011512013
SPECIAL FEATURES INSPECTION CHECKLIST '
The enforcement agency should pay special attention to the items specified in this checklist. These items require special written
justification and documentation, and special verification to be used with the performance approach. The enforcement agency
determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of
the special 'ustification and documentation submitted.
The Roof R-30 Roof Attic includes credit for a Radiant Barrier that is Continuous meeting eligibility and installation criteria as specified in Residential
Appendix RA4.2.2.
HERS REQUIRED ,VERIFICATION
Items in this section require field testing and/or verification by a certified HERS RateAhe'inspector must receive a
completed CF -4R form for each of the measures listed below for final to be given.
The Cooling System Rheem RGPN05NAUER/1.5T includes credit for a 11.0 EER Condenser. A certified HERS rater must field verify the installation
of the correct Condenser.
The HVAC System HVAC System incorporates HERS Verified Refrigerant Charge or a Charge Indicator Display.
The HVAC System HVAC System incorporates HERS verified Duct Leakage. HERS field verification and diagnostic testing is required to verify that
duct leakage meets the specified criteria.
EnergyPro 5.1 by EnergySoft User Number: 2875 RunCode: 2013-10-15708:32:09 ID: Page 2 of 5
Reg: 213-NO07813OA-000000000-0000 Registration Date/Time: 2013/10/15 11:38:01 HERS Provider: Ca10ERTS, Inc
Electronically Filed by Mark Gallant, CEPE and Authenticated at Ca10ERTS.com - 10/15/2013
Electronically Signed at CalCERTS.com by D Kirk McKinley (The MCKin1Pv ARAnriatPc. Tnr i 1n/1s/7n11
PERFORMANCE CERTIFICATE: Residential (Part 3 of 5) CF -1 R
Proigct Name
Building Type 0 Single Family ❑ Addition Alone
Date
Canning Casita
1 ❑ Multi Family ❑ Existing+ Addition/Alteration
10/15/201
ANNUAL ENERGY USE SUMMARY
Standard Proposed Margin
TDV kBtu/ft2- r
Space Heating 4.05 4.82 -0.77
Space Cooling 81.64 91.24 -9.60
Fans 16.50 23.18 -6.68
Domestic Hot Water 43.39 23.19 20.19
Pumps 0.00 0.00 0.00
Totals 145.57 142.42 3.14
Percent Better Than Standard: 2.2%
BUILDING COMPLIES - HERS VERIFICATION REQUIRED
Fenestration
Building Front Orientation: (S) 180 deg Ext. Walls/Roof Wall Area Area
Number of Dwelling Units: 1.00 (S) 257 36
Fuel Available at Site: Natural Gas (K9 174 36
Raised Floor Area: 0 (N) 257 20
Slab on Grade Area: 517 (E) 174 12
Average Ceiling Height: 9.0 Roof 517 0
Fenestration Average U -Factor: 0.32 TOTAL: 104
Average SHGC: 0.30 Fenestration/CFA Ratio: 20.1%
REMARKS
THE INSTALLING CONTRACTORS ARE RESPONSIBLE FOR THE QUANTITYAND SIZING OF HEATING, COOLING AND DHW EQUIPMENT,
DUCT SIZING AND EQUIPMENT SELECTION. (§150(h),CEC Blueprint #60)
ell
y
r _ JJJJJJ■■■///
/ / '.C� 40
STATEMENT OF COMPLIANCE
This certificate of compliance lists the building features and specifications needed
to comply with Title 24, Parts 1 the Administrative Regulations and Part 6 the
Efficiency Standards of the California Code of Regulations.
The documentation author hereby certifies that the documentation is accurate and complete.
Documentation Author
Gallant Energy Consulting
Company
10/15/2013
Address 508 W Mission Ave Ste 201 Name Mark Gallant, CEPE
City/State/ZipCity/State/Zip Escondido, CA 92025 Phone 760-743-5408 Signed Date
The individual with overall design responsibility hereby certifies that the proposed building design represented in this set
of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and
with any other calculations submitted with this permit application, and recognizes that compliance using duct design,
duct sealing, verification of refrigerant charge, insulation installation quality, and building envelope sealing require
installer testing and certification and field verification by an approved HERS rater.
Designer or Owner (per Business & Professions Code)
Company McKinley Assoc Inc e
�i
10 -jr -
Address 1818 First Ave., Ste. 200 Name 1%FFf/�
City/State/Zip San Diego, CA 92101 Phone 619 238 1134 Signed License # Date
EnemvPro 5.1 by EnemySoft User Number. • 2875 RunCode: 2013-10-15708:32:09 ID: Page 3 of 5
Reg: 213-NO07813OA-000000000-0000 Registration Date/Time: 2013/10/15 11:38:01 HERS Provider: CalCERTS, Inc
Electronically Filed by Mark Gallant, CEPE and Authenticated at CalCERTS.com - 10/15/2013
Electronically Signed at CalCERTS.com by D Kirk McKinlev (The McKinlev Associates. Inc.) 10/15/2013
CERTIFICATE OF COMPLIANCE: Residential
(Part 4 of 5) CF -1 R
Projgct Name
Canning Casita
Building Type ® Single Family
1 ❑ Multi Family
❑ Addition Alone
❑ Existing+ Addition/Alteration
Date
10/15/2013
OPAQUE SURFACE DETAILS
Surface U- Insulation
Type Area Factor Cavity Exterior Frame Interior Frame Azm Tilt Status
Joint Appendix
4 Location/Comments
Wall 197 0.102 R-13
180 90 New
4.3.1-A3 Casita
Door 24 0.500 None
180 90 New
4.5.1-A4 Casita
Wall 138 0.102 R-13
270 90 New
4.3.1 A3 Casita
Wall 2371 0.102 R-13
0 90 1 New
4.3.1-A3 Casita
Wall 162 0.102 R-13 1
90 90 New
4.3.1-A3 Casita
Roof 517 0.031 R-30
180 18 New
4.2.1-A20 . Casita
Slab 104 0.730 None
0 180 New
4.4.7 -Al Casita
Slab 413 0.730 None
0 180 New
4.4.7-A1 Casita
FENESTRATION SURFACE DETAILS
ID Type Area Ll -Factor' SHGC2
Azm Status Glazing Type Location/Comments
1 Window 36.0 0.320 NFRC 0.30 NFRC 180 New NonMetal LowE2 Casita
2 Window 36.0 0.320 NFRC 0.30 NFRC 270 New NonMetal LowE2 Casita
3 Window 20.0 0.320 NFRC 0.30 NFRC 0 New NonMetal LowE2 Casita
4 Window 12.0 0.320 NFRC 0.30 NFRC 90 New NonMetal LowE2 Casita
Zr
(1) LI -Factor Type: 116-A = Default Table from Standards, NFRC = Labeled Value
2 SHGC Type: 116-B = Default Table from Standards, NFRC = Labeled Value
EXTERIOR SHADING DETAILS
Window
ID Exterior Shade Type SHGC Hclt Wd
Overhang
Len H t LExt RExt
Left Fin Right Fin
Dist Len H t Dist Len H t
1 Bug Screen 0.76
2 Bug Screen 0.76
3 Bug Screen 0.76
4 Bug Screen 0.76
EnergyPro 5.1 by EnergySoft User Number. • 2875
RunCode: 2013-10-15T08:32:09
ID: Pa e 4 of 5
Reg: 213-NO07813OA-000000000-0000 Registration Date/Time: 2013/10/15 11:38:01 HERS Provider: CalCERTS, Inc
Electronically Filed by Mark Gallant, CEPE and Authenticated at CalCERTS.com - 10/15/2013
Electronically Signed at CalCERTS.com by D Kirk McKinley (The McKinley Associates, Inc.) 10/15/2013
CERTIFICATE OF COMPLIANCE: Residential (Part .5 of 5) CF -1 R
Project Name
Canning Casita
Building Type m Single Family ❑ Addition Alone
❑ Multi Family ❑ Existing+ Addition/Alteration
Date
10/15/201
BUILDING ZONE INFORMATION
System Name Zone Name
Floor Area
New Existino Altered Removed Volume Year Built
HVAC System Casita
517 4,653
Totals 5171 0 0 0
HVAC SYSTEMS
System Name Qty. Heating Type
Min. Eff. Cooling Type Min. Eff. Thermostat Type Status
HVAC System 1 Central Furnace
80% AFUE Split Air Conditioner 13.0 SEER Setback New
HVAC DISTRIBUTION
•.
System Name Heating
r .. �- -_'Duct ? V Ducts' -"C
Coolin Duct Location R -Value Tested? Status
HVAC System Ducted
Ducted Attic, Ceiling Ins, vented 6.0 New
❑
0
WATER HEATING SYSTEMS
S stem Name
Ot .
Type
Distribution
Rated
Input
Btuh
Tank
Cap.
al
Energy
Factor
or RE
Standby
Loss or
Pilot
Ext.
Tank
Insul. R-
Value
Status
Rinnai R94LS
1
Instant Gas
No Pipe Insulation
199,000
0
0.82
n/a
n/a
New
MULTI -FAMILY WATER
HEATING
DETAILS
HYDRONIC
HEATING SYSTEM
PIPING
Control
Hot Water Piping Length
ft
0
0
i�
a —
System Name
Pipe
Len th
Pipe
Diameter
Insul.
Thick.
Qty. HP
Plenum Outside Buried
13
103
13
13
EnergyPro 5.1 by EnergySoft User Number: 2875
RunCode: 2013-10-15708:32:09 ID: Pa e 5 of 5
Reg: 213-NO07813OA-000000000-0000 Registration Date/Time: 2013/10/15 11:38:01 HERS Provider: Ca10ERTS, Inc
GRIFFIN RANCH HOMEOWNERS ASSOCIATION
"oJessiona[[y managed by
NPersonalized
Property
Management
October 13, 2013
MR. TERRY CANNING
27930 W. RIVER TRAIL
BARRINGTON, ILL. 60010
68-950 Adelina, Road
Cathedral City, CA 92234
Phone: {760) 325.9500
Fax: (760) 325300
Re: Architectural application approval for addition of casita; 54-200 Affirmed Court, GrMn
Ranch Homeowners Association.
Dear Mr. Canning: -
The Architectural Committee has reviewed your request for the addition of a casita to be built
on the property at your home, per the application, and plans submitted. We appreciate your
adhering to the Architectural Guidelines and procedures as part of this exciting project with your
submission of all of the proper forms, application and such detailed plans.
After review of the materials submitted, the Architectural Committee has approved your
proposed installation as submitted. With receipt of this letter, you may,move forward with your
project in conjunction with the specifications set forth and approved. A reminder that any fees
or City permits necessary would be the responsibility of the homeowner to obtain in advance of
this undertaking.
Again, we appreciate the time and proper course of action you have taken in the planning of
this exciting project and look forward to sharing in this outcome and finished product with you,
as your neighbors. We wish you the best in your endeavor!
FOR THE GRIFFIN RANCH HOMEOWNERS ASSOCU TION
BOARD OF DIRECTORS
Sincerely,
Michael W. Livingston CCAM
Community Manager
cc: Board of Directors
Tim Jac ilewski, consulting Architect
Ale.
r
® Won.
a
i r
P.O. Box 1504
LA QUINTA, CALIFORNIA 92247-1504
7$-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
IIIIIIIIIIIIIIIIIIIIIIIII
79
IE
BUILDING &'SAFETY DEPARTMENT
(760) 777-7012
_-FAX (760) 777-7011
PROPERTY OWNER'S PACKAGE
Disclosures & Forms for Owner -Builders Applying for Construction Permits
I1WORTANTt NOTICE TO PROPERTY OWNER
Dear Property Owner ,
An. application for -a building permit has been submitted in your name- listing - yourself as -the builder of the .property
Improvements specified at $ -,:9 .00 l/NeCi f' , �A Q Lf/i✓T3�/ (A
We are providing you with an Owner -Builder Acknowledgment and Information-Venfication Form to make you aware of your
respowrb.ilities and possible risk you may incur by having thispermit issued m your name as the f
Owner -Builder. We will not issue a buildinrg.permit until you -have read, initialed your understanding of each`provision, .
signed, and returned this form to us at our official address indicated. An agent of the owner cannot execute this -notice
unless you, the property owner, obtain the prior approval of the permitting authority.
OV R'S ACRRMADOW-U ?VT ANDD-VERMCATION OF I1 O1 AMN'
DIRE ONS: Read and initial each. statement below to signify you understand or verify this information:
1. I understand a frequent practice of unlicensed persons is to have the property owner obtain an "Owner -Builder"
wilding permit that erroneously implies that the property owner is providing his or her own labor and material personally. I, as
an Owner -Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed person
and his or her employees while working on my property. My homeowner's insurance may not provide coverage for those
injuries. I am willfully acting as an Owner -Builder and am aware of the limits of my insurance -coverage for injuries to workers
on mY properh' y
K2. I understand building permits are not required to be signed by property owners unless they are responsible for the
onstruction and are not hiring a licensed Contractor to assume this responsibility..
3. I understand as an "Owner -Builder" I am the responsible party of record on the,per *' .I understand That I may protect
of from potential financial risk b hiring a licensed Contractor and having the permit filed in his or her name instead of m
Y g g Pe Y
own.
K4. I understand Contractors are required by law to be licensed and bonded in California and to list their license numbers on
ermits and contracts.
Kmyvf5
I understand if I employ or otherwise engage any persons, other than California licensed Contractors, and the total value
construction is at least five hundred dollars $500 including labor and materials I may be considered an ,employee,
( ). g Y
under state and federal law.
6" I understand if I am considered an "employer" under state and federal law, I must register with the state and federal
government, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemployment
compensation for each "employee." I also understand my failure to abide by these laws may subject me to -serious financial
risk.
Ktruct7. I understand under California Contractors' State License Law, an Owner -Builder who builds single-family residential
ures cannot legally build them with the intent to offer them for sale, unless all work is performed by licensed
subcontractors and the number of structures does not exceed four within any calendar year, or all of the work is performed
under contract with a licensed general building Contractor.
s
8. 1 understand as an Owner -Builder if I sell the property for which this permit is issued, I may be held liable, for any
financial or personal. injuries sustained by any subsequent owner(s) that result from any latent construction defects in the
workmanship or materials.
9. I understand I may obtain more information regarding my obligations as an "employer" from the Iutcml Revenue
Service, the United States Small Business Administration, the California Department of Benefit Payments, and the California
Division of Industrial Accidents. I also understand I may contact the California Contractors' State License Board (CSLB) at 1-
800-321-CSLB (2752) or www.csib.ca.gov for more information about licensed contractors.
/� 10. I am aware of and consent to an Owner -Builder building permit applied for in my name, and understand that I am the
}' p!arty legallyand financially responsible . for proposedconstruction activity at the following address:
5 y-2oo PA ed
1. I agree that, as the party legally and financially responsible for this proposed construction activity, I will abide by all
applicable laws and requirements that govern Owner -Builders as well as employers.
12. I agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information I
ave provided on this form: Licensed contractors are regulated by laws designed to protect the public. If you contract with
someone who does not have a license,. the Contractors' State License Board may be unable to finaswial loss
you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court. It is also
important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while working
on your property; you may be held liable for damages. If you obtain a permit as Owner -Builder and wish to hire Contractors,
you will be responsible for verifying wfiedw or not those Contractors are properly licensed and the status of -their workers'
compensation insurance coverage.
Before x building permit can be issued, this form must be completed and signed by the property owner and returned to
the agency responsible for issuing, Note: A copy of tkc s progeny owner's driver's J&wtsef farm notadC"A" or
other verifuadon acceptable to the agency is required to be presented when the permit is issued to Verify the property
owner's signature. /7
Signature of property
Date: //- a / —/3
Note: The following Authorization Form is required to be completed by the property owner only when designating
an agent of the property owner to apply for a construction permit for the Owner -Builder.
AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF
Excluding the Notice to Property Owner, the execvtion of which I understandis my personal responsibility, I hereby authorize
-the following person(s) to act as my agent(s) to apply for, sign, and file the documents necessary to obtain an Owner -Builder
Permit for my project-
Scope
rojectScope of Construction Project (or Description of Work): �f�s. / T7,2
Project Location or Address:
V- 2_&20
/_/q
( g1,4J1_W0 CO_ _
Name of /luthorized Agent:
1� l Cf llwo
64-" L C S
Address of Authorized Agent: go 7
I declare under penalty of perjury that I am the property owner for the address listed above and I personally filled out the above
information and certify its accuracy. Note: A copy of the owner's driver's license, form notarization, or other verification
acceptable to the agency is requir e presented when e�ermit is issued to verify the property owner's signature.
Property Owner's Signattrrr,%jZ��/L%2J ( �a�60� , Date: //- a/-/3
Coachella Valley Unified School District
83-733 Avenue 55, Thermal, CA 92274
(760) 398-5909 — Fax (760) 398-1224
This Box For District Use Only
DEVELOPER FEES PAID
AREA:
AMOUNT
LEVEL ONE AMOUNT:
LEVEL TWO AMOUNT:
MITIGATION AMOUNT:
COMWIND. AMOUNT:
DATE:
RECEIPT:
CHECK #:
INITIALS
CERTIFICATE OF COMPLIANCE
(California Education Code 17620)
Project Name: Griff ni R na ch
Owner's Name: Elizabeth & Terrence Canning
Project Address: 54-200 Affirmed Ct., LaQuinta
Project Description: Casita
APN: 767-780-077 Tract #:
Type of Development: Residential XX!
Total Square Feet of Building Area
Commercial
517
Date: March 11, 2014
Phone No. 847-922-8128
Lot #'s:
Industrial
Certification of Applicant/Owners: The person signing certifies that the above information is correct and makes this statement under
penalty of perjury and further represents that he/she is authorized to sign on behalf of the owner/developer.
Dated: March 11, 2014 Signature:�,�„�
SCHOOL DISTRICT'S REQUIREMENTS FOR THE ABOVE PROJECT HAVE BEEN OR WILL BE SATISFIED IN
ACCORDANCE WITH ONE OF THE FOLLOWING: (CIRCLE ONE)
Education Code Gov. Code Project Agreement Existing Not Subject to Fee
17620 65995 Approval Prior to 1/1/87 Requirement
Number of Sq.Ft.
Amount per Sq.Ft.
Amount Collected
517
$3.20
$1654.40
Building Permit Application Completed: Yes/No
By: Elsa F. Esqueda, Director of Facilities and Maintenance
Note:
Pursuant to AB 181 any room additions or enclosures of 500
sq. ft. or less are exempt from developer fees. Any mobile
homes being relocated within the same school district's
jurisdiction are exempt from developer fees.
Certificate issued by: Laurie Howard, Secretary Signature: 1 LZ. 1.
v
NOTICE OF 90 DAY PERIOD FOR PROTEST OF FEES AND STATEMENT OF FEES
Section 66020 of the Government Code asserted by Assembly Bill 3081, effective January 1, 1997, requires that this District provide (1) a written notice to the
project appellant, at the time of payment of school fees, mitigation payment or other exactions ("Fees"), of the 90 -day period to protest the imposition of these
Fees and (2) the amount of the fees. Therefore, in accordance with section 66020 of the Government code and other applicable law, this Notice shall serve to
advise you that the 90 -day protest period in regard to such Fees or the validity thereof, commences with the payment of the fees or performance of any other
requirements as described in section 66020 of the Government code. Additionally, the amount of the fees imposed is as herein set forth, whether payable at this
time or in whole or in part prior to issuance of a Certificate of Occupancy. As in the latter, the 90 days starts on the date hereof. This Certificate of
Compliance is valid for thirty (30) days from the date of issuance. Extension will be granted only for good cause, as determined by the School District, and up
to three (3) such extensions may be granted.
MV:c/mydocs/devfees/certificate of compliance fbinl updated 3-2007 11/2010