HomeMy WebLinkAboutCT 02-19; BRESSI RANCH PA 11; AS-GRADED REPORT OF ROUGH AND FINE; 2004-10-08AS-GRADED REPORT OF ROUGH AND FINE GRADING,
LOTS 1 THROUGH 25,
PLANNING AREA PA-11,
BRESSI RANCH, CARLSBAD TRACT NO. 00-06,
CARLSBAD, CALIFORNIA
Prepared for:
LENNAR COMMUNITIES
1525 Faraday Avenue, Suite 300
Carlsbad, California 92008
Project No. 971009-014
October 8, 2004
Leighton and Associates, Inc.
A LEIGHTON GROUP COMPANY
4 Leighton and Associates, Inc.
A LEIGHTON GROUP COMPANY
October 8, 2004
ProjectNo. 971009-014
To: Lennar Communities
1525 Faraday Avenue, Suite 300
Carlsbad, Califomia 92008
Attention: Mr. John Slatton
Subject: As-Graded Report of Rough and Fine Grading, Lots 1 through 25, Planning Area
PA-11, Bressi Ranch, Carlsbad Tract No. 00-06, Carlsbad, California
In accordance with the request and authorization of representatives of Lennar Communities, we
have performed geotechnical services during the rough and fine grading operations for Lots 1
through 25 ofPlanning Area PA-11 at the Bressi Ranch project (Carlsbad Tract No. 00-06) located
in Carlsbad, Califomia (Figure 1). The accompanying as-graded report summarizes our
geotechnical observations, field and laboratory test results, and the geotechnical conditions
encountered during the rough and fine grading operations for the subject lots. In addition, the
accompanying report presents our geotechnical conclusions and recommendations conceming the
post grading and construction phases of development for Planning Area PA-11.
The rough and fine grading operations for Planning Area PA-11 of the Bressi Ranch project were
perfonned in general accordance with the project geotechnical reports (Appendix A), geotechnical
recommendations made during the grading operations, and the City of Carlsbad requirements. It is
our professional opinion that the subject lots are suitable for their intended use provided the
recommendations included herein and in the project geotechnical reports are incorporated into the
design and construction of the residential structures and associated improvements. As of this date,
the grading operations are essentially complete for Lots 1 through 25 ofPlanning Area PA-11.
3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-4425
858.292.8030 • Fax 858.292.0771 • www.leightongeo.cxim
971009-014
If you have any questions regarding our report, please contact this office. We appreciate this
opportunity to be of service.
Respectfully submitted,
LEIGHTON AND ASSOCIATES, INC.
Distribution: (2) Addressee
(4) Barrett Homes
Attention: Mr. Don MacKay
(5) Hoffman Planning
Attention: Mr. Jeff Phillips
(1) Lennar Communiti es
Attention: Mr. Jim Urbina
William D. Olson, RCE 45283
Senior Project Engineer
Randall K. Wagner, pEG 1612
Senior Associate
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971009-014
TABLE OF CONTENTS
Section Paqe
1.0 INTRODUCTION 1
1.1 PROJECT DESCRIPTION """"" " 1
2.0 SUMMARY OF ROUGH AND"nNE Gf^blNG O^^^
2.1 SITE PREPARATION AND REMOVALS ' 3
2.2 SUBDRAINS 3
2.3 BUTTRESS AND STABILfTY FILL KEYS 4
2.4 FILL SLOPE KEYS 5
2.5 CUT/FILL TRANSITION CONDITIONS 5
2.6 OVEREXCAVATION OF CUT LOTS 5
2.7 PLACEMENT OF OVERSIZED MATERIAL 6
2.8 FILL PLACEMENT AND COMPACHON 6
2.9 FIELD DENSITY TESTING 7
2.10 LABORATORY TESTING 7
2.11 SETTLEMENT MONUMENT MONITORING OF DEEP FILLS 8
2.12 GRADED SLOPES 8
3.0 ENGINEERING GEOLOGIC SUMMAf^^
3.1 AS-GRADED GEOLOGIC CONDITIONS 9
3.2 GEOLOGIC UNITS 9
3.2.1 Undocumented Fill Soils (Map Symbol - Afu) 9
3.2.2 Topsoil 9
3.2.3 Alluvium/Colluvium, Undifferentiated 10
3.2.4 Landslide Deposits 10
3.2.5 Santiago Formation 10
3.3 GEOLOGIC STRUCTURE 11
3.4 FAULTING AND SEISMICFTY 11
3.5 GROUNDWATER 12
3.6 EXPANSION AND SULFATE CONTENT TESTING OF REPRESENTATIVE FINISH GRADE SOILS ^ 12
4.0 CONCLUSIONS 13
4.1 GENERAL 13
4.2 SUMMARY OF CONCLUSIONS 13
5.0 RECOMMENDATIONS
5.1 EARTHWORK 16
5.1.1 Site Preparation 16
5.1.2 Excavations 16
5.1.3 Fill Placement and Compaction 17
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TABLE OF CONTENTS (Continued')
Section Page
5.2 RESIDENTIAL FOUNDATION DESIGN CONSIDERATIONS 17
5.2.1 Moisture Conditioning 19
5.2.2 Seismic Design Parameters 20
5.2.3 Foundation Setback 21
5.2.4 Anticipated Settlement 22
5.3 LATERAL EARTH PRESSURES 22
5.3 LATERAL EARTH PRESSURES 22
5.4 FENCES AND FREESTANDING WALLS 24
5.5 CONCRETE 24
5.6 SLOPE MAINTENANCE GUIDELINES 25
5.7 CONTROL OF SURFACE WATER AND DRAINAGE 26
5.8 LANDSCAPING AND POST-CONSTRUCHON 27
5.9 CONSTRUCnON OBSERVATION AND TESTING 28
6.0 LIMFTATTONS 29
FIGURE
FIGURE 1 - SFTE LOCATION MAP - PAGE 2
TABLES
TABLE 1 - LOT-BY-LOT SUMMARY OF AS-GRADED GEOTECHNICAL CONDmONS - REAR OF TEXT
TABLE,2 - POST-TENSIONED FOUNDATION DESIGN RECOMMENDATIONS - PAGE 18
TABLE 3 - PRESOAKING RECOMMENDATIONS BASED ON FINISH GRADE SOIL EXPANSION POTENTIAL •
PAGE 20
TABIE 4 - MINIMUM FOUNDATTON SETBACK FROM SLOPE F.ACES - P.AGE 21
TABLE 5 - LATERAL EARTH PRESSURES - PAGE 22
PLATES
PLATES 1 AND 2 - AS-GRADED GEOTECHNICAL MAP - IN POCKETS
APPENDICES
APPENDIX A - REFERENCES
APPENDIX B - SUMMARY OF FIELD DENSITY TESTS
APPENDIX C - LABORATORY TESTING PROCEDURES AND TEST RESULTS
APPENDIX D - GENERAL EARTHWORK AND GRADING SPECIFICATIONS FOR ROUGH GRADING
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1.0 INTRODUCTION
In accordance with the request and authorization of representatives of Lennar Communities, we
have performed geotechnical services during the rough and fine grading operations for Planning
Area PA-11 at the Bressi Ranch project (Carlsbad Tract No. 00-06) located in Carlsbad,
Califomia (Figure 1). Planning Area PA-11 includes 1 through 25, manufactured slopes, open
space areas, and associated improvements.
This as-graded report summarizes our geotechnical observations, field and laboratory test results,
and the geotechnical conditions encountered during the rough and fine grading operations for Lots 1
through 25 ofPlanning Area PA-11. In addition, this report presents our geotechnical conclusions
and recommendations conceming the post grading and construction phases for the residential lots.
As of this date, the grading operations are essentially complete for Lots 1 through 25.
1.1 Proiect Description
The Bressi Ranch development (Figure 1) is located southeast of the intersection of El
Camino Real and Palomar Airport Road in the central portion of the City of Carlsbad,
Califomia. The site consists of an irregular-shaped piece of property bordered on the north
by Palomar Airport Road, on the west by El Camino Real, on the southwest and south by
the La Costa - The Greens property, and by the Rancho Carrillo development and Melrose
Drive to the east. Planning Area PA-11 includes Lots 1 through 25; HOA maintained
slopes; and Allston Drive, Keeneland Drive and a portion of a Muirfields Drive.
We anticipate that the site construction will consist of residential structures, driveways,
underground utility services, retaining walls, concrete flatwork, landscaping, etc. We
understand the residential structures will be up to two-stories in height and have slab-on-
grade with wood-frame and stucco constmction.
Leighton
INNOVATION WAY
METROPOLITAN STREET
AVIARA PARKWAY
NORTH
SITE LOCATION MAP
Planning Area PA-11
Affordable Housing / Bressi Ranch
Carlsbad, California
Project No.
Scale
Engr./Geol.
Drafted By
Date
971009-014
Not to scale
WDO/RKW
KAM
October 2004
Leighton and Associates, Inc.
A LEIGHTON GROUP COWPANY Figure No. 1
971009-014
2.0 SUMMARY OF ROUGH AND FINE GRADING OPERATIONS
The rough and fine grading operations for Planning Area PA-11 were performed between June
2003 and August 2004. Nelson and Belding Construction Company performed the grading
operations while Leighton and Associates perfonned the geotechnical observation and testing
services. Our field technicians were on site full-time during the grading operations while our field
and project geologists were on site on a periodic basis.
Grading of the site included: 1) the removal of potentially compressible undocumented fill,
topsoil, colluvium, alluvium, landslide deposits, and weathered formational material; 2) the
excavation of buttress keys and stability fill keys; 3) the excavation of fill slope keys;
4) preparation of areas to receive fill; 5) the placement of subdrains in the canyon bottoms,
buttress key, and stability fill keys; 6) excavation of formational material; and 7) the placement
of compacted fill soils. Up to approximately 35 feet of cut was excavated and a maximum of
approximately 95 feet of fill was placed within the limits Planning Area PA-11.
Table 1 (presented at the rear of text) summarizes the type of lot (i.e. cut, fill, cut/fill transition,
cemented zone or expansive material overexcavation, etc.); the representative expansion
potential/index and soluble sulfate content; the approximate maximum fill thickness; and the
differential fill thickness.
2.1 Site Preparation and Removals
Prior to grading, the areas of the proposed development were stripped of surface vegetation
and debris and these materials were disposed of away fi-om the site. Removals of unsuitable
and potentially compressible soils (including undocumented fill, topsoil, colluvium,
alluvium, landslide deposits, and weathered formational material) were made to competent
material. The removals of potentially compressible material were performed in accordance
with the recommendations of the project geotechnical reports (Appendix A) and
peotechnical recommendations rnade diiring the course of grading.
After the removals were made, the removal areas flatter than 5:1 (horizontal to vertical)
were scarified a minimum of 12 inches, moisture-conditioned as needed to obtain a near-
optimum moisture content and compacted to a minimum 90 percent relative compaction, as
determined by American Society for Testing and Materials (ASTM) Test Method D1557.
The steeper natural hillsides were benched into competent material as fill was placed.
2.2 Subdrains
Canyon subdrains were placed under the observation of a representative of Leighton and
Associates during the rough grading operations for the Bressi Ranch project. After the
potentially compressible material in the canyons were removed to competent material or
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when compacted fill was placed over competent material to obtain flow to a suitable outiet
location, a subdrain was installed along the canyon bottom. The canyon subdrains consist of
a 6-inch and/or 8- inch diameter perforated pipe surrounded by a minimum of 9-cubic feet
(per linear foot) of crushed 3/4-inch gravel wrapped in Mirafi HON geofabric.
In addition to the canyon subdrains, subdrains were also installed along the bottom of the
buttress key and stability fill keys. The buttress and stability fill subdrains consisted of a 4-
inch diameter perforated pipe sunounded by a minimum of 3-cubic feet (per linear foot) of
clean 3/4-inch gravel wrapped in Mirafi HON filter fabric. Where applicable, an additional
subdrain was also installed along the buttress and stability fill backcut at an approximate 30-
foot vertical interval above the key bottom. The subdrains were placed with a minimum 1 -
percent fall (2-percent or greater where possible) to a suitable outlet location.
The locations of the canyon subdrains placed during the rough grading operations for the
project were surveyed by the project civil engineer. The subdrain locations are presented on
the As-Graded Geotechnical Map (Plates 1 and 2).
2.3 Buttress and Stabilitv Fill Kevs
Based on our geotechnical analysis performed during the preliminary and supplemental
geotechnical investigations of the site (Appendix A), buttress and stability fills were
recommended to improve the gross stability of the existing hillsides and proposed grading
in areas of existing landslides and/or other adverse geologic conditions.
Based on our geotechnical analysis, three buttresses were excavated in Planning Area PA-
11. The buttresses were excavated at the following locations: 1) on the northeast side of
Lots 9 and 10; 2) on the south sides of Lots 5, 7, and 8; and 3) along the south side of
Greenhaven Drive and east of Lot 3.
The other landslides encountered within the proposed grading limits of Planning Area PA-
11 and/or were removed to competent landslide material or com_petent formational material
during the rough and fine grading operations.
The buttress key on the northeast side of Lots 9 and 10 ranged from approximately 35 to
40 feet wide at an approximate depth of minimum 5 feet below the clayseam/potential
failure surface (i.e. at an approximate elevation of 246 to 248 feet mean sea level [msl]).
The buttress key on the south sides of Lots 5, 7, and 8 ranged from approximately 50 to 80
feet wide at an approximate elevation of 180 to 260 feet msl. The buttress key along the
south side of Greenhaven Drive ranged from approximately 35 to 90 feet wide at an
approximate elevation of 171 to 181 feet msl. The buttress key bottoms were excavated
with a minimum 2-percent inclination into-the-slope. The buttress frontcuts and backcuts
were excavated at overall slope inclinations of 1:1 (horizontal to vertical) or flatter. The
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approximate locations of the buttresses are presented on the As-Graded Geotechnical Map
(Plates 1 and 2).
Based on our geotechnical analysis, two stability keys were excavated in Planning Area
PA-11. The stability fills were excavated along the south side of Greenhaven Drive between
approximate Station Number 13+00 to 16+50 and on the northeast side of Lots 1 and 2.
The stability fills were constmcted to stabilize exposed formational claystone/siltstone,
ground water seepage conditions, and/or other adverse geologic conditions within the
Santiago Formation. The stability fill keys were excavated a minimum of 5 feet below the
toe-of-slope, a minimum of 15 feet to 20 feet wide, with the key bottom angled at least
2-percent into-the-slope. The stability fill front cuts were excavated near vertical while the
backcuts were excavated at an approximate 1:1 or less (horizontal to vertical) inclination.
The approximate locations of the stability fills are presented on the As-Graded Geotechnical
Map (Plates 1 and 2).
2.4 Fill Slope Keys
Prior to the placement of fill, slopes that were placed above natural and/or cut areas on the
site, a fill slope key was constmcted. The fill slope keys were excavated at least 2 feet into
competent soil along the toe-of-slope and constmcted approximately 15 feet wide with the
key bottom angled a minimum of 2 percent into-the-slope.
2.5 Cut/Fill Transition Conditions
The cut portion of lots that exposed the cut/fill transition within the relatively level
building pad was overexcavated a minimum of 3 feet below finish pad grade.
Overexcavation of the building pad was performed to mitigate the transitional condition
and related adverse effects of differential settlement that can result due to this underlying
condition. The limits of the overexcavations v/ere made at least 5 feet outside thc
anticipated building limits (or building footprint). To reduce the potential of a perched
ground water condition within the transition lots, the pads were overexcavated with a 1 -
foot fall in the overexcavation bottom toward the fill. Lots that were overexcavated due to
a cut/fill transition condition include Lots 1,2,4,6, 11,21, 22, 23, and 25.
2.6 Overexcavation of Cut Lots
During the rough and fine grading of the Bressi Ranch project, the overexcavation of cut
lots was performed in order to mitigate potential adverse conditions including: 1) well-
cemented sandstone beds (or concretion layers) and very dense or hard Santiago Formation
at or near finish grade which could create difficulties during future excavations on the lots;
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and 2) potential highly expansive soils at finish grade that would require significant post-
tension foundation designs. The cut lots that contained these conditions within the relatively
level building pad was overexcavated a minimum of 3 feet below finish pad grade and
replaced vsdth compacted fill. In order to minimize potential ponded ground water
conditions on the overexcavation bottom, the lots were overexcavated to a minimum depth
of 3 feet at the rear of the lot and a minimum depth of 4 feet at the iront of the lot (i.e. with a
1-foot fall in the overexcavation bottom toward the street). Cut lots that where
overexcavated due to these conditions include Lots 7 and 8.
2.7 Placement of Oversized Material
During the rough and fine grading operations of the Bressi Ranch project, the well cemented
or concretionary beds that where encountered within the Santiago Formation typically
resulted in the generation of rock fragments ranging from less than 6 inches to greater than 4
feet in maximum dimension. In order to minimize difficult excavation of future utility
trenches or foundations excavations, recommendations were made during the rough grading
operations to place the oversized rock (generally defined as greater than 8 inches in
diameter) below a depth of 5 to 10 feet below the finish grade elevation of the fill areas.
While the grading contractor made their best effort to minimize the rock within the upper 5
to 10 feet of the finish grade surface, some oversized rock should be anticipated. In
addition, cemented or concretionary beds may be encountered below shallow fills on the
site during fiiture grading and utility trench excavation that may result in the generation of
additional oversized rock.
2.8 Fill Placement and Compaction
After the completion of the remedial grading removals, processing of the excavated areas,
and/or installation of the subdrains, on-site soil was placed as compacted fill. The on-site
.jKJix vvcto £,wliWlt*iJL^ .jpn./tiva 111 "T" LW tJ-lllWll IWWOW llXt,3, lllWlOtUlV^ ^UllLilL1VJ1H./U ilV^V^^^^U tW aLiaill
a near-optimum moisture content, and compacted. Field density test results performed
during the grading operations indicated the fill soils were compacted to at least 90 percent of
the maximum dry density in accordance with ASTM Test Method D1557.
To mitigate post-constmction settlement, the lower portions of the deep fill areas (i.e. areas
where the fill soils are generally deeper than approximately 40 feet below the proposed
finish grade elevations of the site) were placed in accordance with the geotechnical
recommendations relative to deep fills (Leighton, 2003d). In general, the fill soils below a
depth of approximately 40 from the sheet-graded pad elevations were placed and compacted
to a minimum relative compaction of 95 percent relative compaction. Deep fill areas are
present beneath Lots 5 and 14 through 24.
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Compaction of the fill soils was achieved by use of heavy-duty constmction equipment
(including rubber-tire compactors and 637, 651, and 657 scrapers). Areas of fill in which
field density tests indicated compactions less than the recommended relative compaction or
where the soils exhibited nonuniformity or had field moisture contents less than
approximately 1 to 2 percent below the laboratory optimum moisture content, were
reworked. The reworked areas were recompacted, and re-tested until the recommended
minimum 90 or 95 percent relative compaction and near-optimum moisture content was
achieved.
Table 1 (presented at the rear of text) summarizes the maximum fill thickness and
differential fill thickness on the lots graded during the rough and fine grading operations.
The differential fill thickness values presented on Table 1 and utilized in the design
recommendations of this report are the difference between the minimum and maximum fill
thicknesses across the relatively level building pad on each of the lots as shown on the
grading plans.
2.9 Field Density Testinq
Field density testing and observations were performed using the Nuclear-Gauge Method
(ASTM Test Methods D2922 and D3017). The field density testing was performed in
general accordance with the applicable ASTM Standards, the current standard of care in the
industiy, and the precision of the testing method itself. Variations in relative compaction
should be expected from the documented results. The approximate test locations and test
results are presented in Appendix B. The approximate test location is also presented on the
As-Graded Geotechnical Map (Plates 1 and 2).
2.10 Laboratory Testing
Laboratory maximum dry density tests of representative on-site soils were performed in
sulfate content tests of representative finish grade soils were also performed in accordance
with UBC 18-2 and standard geochemical methods, respectively. The test results are
presented in Appendix B and on Table 1; and are discussed in Section 3.6.
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2.11 Settlement Monument Monitorinq of Deep Fills
Upon completion of the rough and fine grading operations in deep fill areas (i.e. fill areas
generally greater than approximately 40 feet in depth) within the Bressi Ranch project,
settlement monuments were placed. The settlement monuments were initially surveyed
following the installation and on a periodic basis (generally on a weekly to monthly basis).
Preliminary review of the settlement readings on Lot 5 indicates that most of the anticipated
primary settlement has occurred. However, we recommend that the settlement monuments
for Lots 14 through 24 ofPlanning Area PA-11 continue to be surveyed.
The proposed development of the residential structures on the deep fill lots in PA-11 should
not be started until our settlement analysis indicates the primary settlement is essentially
completed. The residential stmctures in the deep fill areas should be designed in accordance
with the recommendations presented in Section 5.2.
2.12 Graded Slopes
Graded and natural slopes within the developed portion of the tract are considered grossly
and surficially stable from a geotechnical standpoint. Manufactured cut and fill slopes
within the tract were surveyed by the civil engineer are understood to have been constructed
with slope inclinations of 2:1 (horizontal to vertical) or flatter.
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3.0 ENGINEERING GEOLOGIC SUMMARY
3.1 As-Graded Geologic Conditions
The geologic or geotechnical conditions encountered during the rough and fine grading of
the site were essentially as anticipated. A comprehensive summary of the geologic
conditions (including geologic units, geologic stmcture, and faulting) is presented below.
3.2 Geologic Units
The geologic units encountered during the rough and fine grading operations consisted of
undocumented fill, topsoil, colluvium, alluvium, landslide deposits, and the Santiago
Formation. Due to the potentially compressible nature of the undocumented fill, topsoil,
colluvium, alluvium, landslide deposits, and weathered formational material, these soils
were removed to competent material during the rough and fine grading operations. The as-
graded geologic units encountered during the grading operations are discussed (youngest to
oldest) below.
3.2.1 Undocumented Fill Soils
Undocumented fill soils were observed in a number of places on the site. The
undocumented fills were generally associated with the grading of the onsite dirt
roads, retention basins, and prior farming activities. These fill soils ranged from 1 to
5 feet in depth, and generally consist of dry to damp, loose or soft sand and clay. All
existing undocumented fill located within the limits of grading were removed to
competent formational material.
3.2.2 Topsoil
A relatively thin veneer of topsoil was removed from the majority of the site. The
topsoil, as encountered, consisted predominantly of a brown, damp to moist, loose,
sandy clay and minor clayey to silty sand. The topsoil was generally massive,
porous, and contained scattered roots and organics. Topsoil removal thicknesses
were on the order of 1 to 4 feet thick. During the grading operations, the topsoil was
observed to have been removed within the limits of grading.
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3.2.3 Alluvium/Colluvium, Undifferentiated
Alluvium and colluvium was encountered during the rough grading operations in
the tributary canyons and on the lower portion of the hillsides on the site. As
encountered, the alluvium and colluvium consisted of dark brown, moist, loose to
stiff, clayey sand, sandy clay, and silty sand. Where encountered, the alluvium and
colluvium was removed to competent material. Up to approximately 32 feet of
alluvium and colluvium was removed during the rough and fine grading
operations.
3.2.4 Landslide Deposits
Several of the landslide deposits encountered during the rough grading operations
were completely removed to formational material. The landslide deposits included
graben in-fill material (at the upper end and on the sides of the landslides and
disturbed/weathered material and buried topsoil, colluvium and/or alluvium (around
the lower flanks and the toe of the landslides). The landslide deposits generally
consisted of moderately to heavily fractured silty sand and sandy clay. The landslide
basal mpture surfaces on all of the landslides generally consisted of a paper-thin,
planner and polished surface located within the Santiago Formation. Geologic
mapping during the mass grading and landslide removals indicated the landslides
failed on slightl)' undulatorj', ver}' shallow dipping (2 to 7 degrees out-of-slope
inclinations) planner and polished surfaces.
Due to their compressible nature and potential instability, remedial measures were
performed on the landslides and hillsides exposing adverse geologic conditions
(i.e. clayseams or other weak beds, out-of-slope bedding, etc.) encountered during
the rough grading operations within the graded limits of the site. The remedial
grading measures included the construction of buttresses and stability fills and/or
removal of loose and compressible landslide material.
3.2.5 Santiago Formation
The Tertiary-aged Santiago Formation, as encountered during the rough and fine
grading operations, consisted primarily of massively bedded sandstones and
claystones/siltstones. The sandstones generally consisted of orange-brown (iron-
oxide staining) to light brown, damp to moist, dense to very dense, silty very fine to
medium grained sandstone. The siltstones and claystones were generally olive-green
to gray (unweathered), damp to moist, stiff to hard, moderately weathered, and
occasionally fractured and moderately sheared. Several well-cemented fossiliferous
sandstone beds were encountered during the rough and fine grading operations.
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3.3 Geologic Structure
The general structure of the formational material appears to be near horizontal. Based on
our geologic mapping during the rough and fine grading operations, bedding within the
Santiago Formation generally exhibited somewhat variable bedding with strikes ranging
from northwest to northeast and dips typically 2 to 9 degrees to the southeast and northwest.
Locally, cross bedding was observed with dips steeper than 15 degrees.
Jointing on-site was observed to be very variable, but predominantiy trended subparallel to
the existing slopes. Jointing dips were found to be generally moderately to steeply dipping.
Jointing was mainly encountered in the upper portion of the bedrock becoming less
pronounced with depth.
Randomly oriented shears were encountered in the Santiago Formation claystone and
siltstone units. Numerous wide, diffiise zones of shearing, as well as more well-defined
zones, were encountered in the bedrock, and are thought to be the result of regional tectonic
shearing of the relatively stiff and unyielding siltstone and claystone.
3.4 Faulting and Seismicity
Our discussion of faults on the site is prefaced with a discussion of Califomia legislation
and state policies conceming the classification and land-use criteria associated with faults.
By definition of the Califomia Mining and Geology Board, an active fault is a fault that has
had surface displacement within Holocene time (about the last 11,000 years). The State
Geologist has defined a potentiallv active fault as any fault considered to have been active
during Quatemary time (last 1,600,000 years) but that has not been proven to be active or
inactive. This definition is used in delineating Fault-Rupture Hazard Zones as mandated by
the Alquist-Priolo Earthquake Fauh Zoning Act of 1972 and as most recently revised in
1997. The intent of this act is to assure that unwise urban development does not occur
across the traces of active faufts. Based on our review of the Fauh-Rupture Hazard Zones,
tlic site is liot located wiihiii aiiy Fauli-Ruptuic Hazaid Zoiic as cieatcu uy llic Alquist-
Priolo Act (Hart, 1997).
San Diego, like the rest of southem Califomia, is seismically active as a result of being
located near the active margin between the North American and Pacific tectonic plates. The
principal source of seismic activity is movement along the northwest-trending regional fault
zones such as the San Andreas, San Jacinto and Elsinore Faults Zones, as well as along less
active faults such as the Rose Canyon Fault Zone.
As indicated in the Supplemental Geotechnical Report for the Bressi Ranch project
(Leighton, 2001), there are no known major or active faults on or in the immediate vicinity
of the site. Evidence of active faulting was not encountered during the rough and fine
grading operations. However, several minor inactive faults were encountered but are not
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considered a constraint to development. The approximate location of these faults is
presented on the geotechnical map. The nearest known active fault is the Rose Canyon Fault
Zone, which is considered a Type B Seismic Source based on the 1997 Uniform Building
Code (UBC), is located approximately 7.0 miles (11.2 kilometers) west of the site. Because
of the lack of known active faults on the site, the potential for surface mpture at the site is
considered low. In addition, shallow ground rupture due to shaking from distant seismic
events is not considered a significant hazard, although it is a possibility at any site.
Liquefaction and dynamic settlement of soils can be caused by strong vibratory motion
due to earthquakes. Both research and historical data indicate that loose, saturated,
granular soils are susceptible to liquefaction and dynamic settlement. Liquefaction is
typified by a loss of shear strength in the affected soil layer, thereby causing the soil to act
as a viscous liquid. This effect may be manifested by excessive settlements and sand boils
at the ground surface. The fill and formational materials underlying the site are not
considered liquefiable due to their fine-grained nature, dense physical characteristics
and/or unsaturated condition.
3.5 Ground Water
Perched ground water was encountered during the rough grading operations in the alluvial
soils within the main drainages and along sandstone beds and fractures in the blocky
formational claystone in vaiious places on the site. Since the alluvial soils were completely
removed during the rough grading operations and subdrains installed in the canyon bottoms,
groundwater conditions should not be a constraint to development. Based on the site-
specific as-graded geotechnical conditions and our geotechnical analysis during site grading,
the geotechnical consultant has analyzed conditions that may result in ground water seepage
and appropriate recommendations, if necessary, have been made. However, unanticipated
seepage or ground water conditions may occur after the completion of grading and
establishment of site irrigation and landscaping. If these conditions should occur, steps to
mitigate the seepage should be made on a case-by-case basis.
3.6 Expansion and Sulfate Content Testing of Representative Finish Grade Soils
Expansion potential and soluble sulfate content tests were performed on representative
samples of the finish grade soils on the residential lots. The test results indicate the
representative finish grade soils have a low to medium expansion potential and have a
moderate to severe soluble sulfate content per the UBC criteria (ICBO, 1997). The
laboratory test procedures are presented in Appendix C while the laboratory test results are
presented on Table 1.
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4.0 CONCLUSIONS
4.1 General
The rough and fine grading operations for Planning Area PA-11 of the Bressi Ranch project
were performed in general accordance with the project geotechnical reports (Appendix A),
geotechnical recommendations made during grading, and the City of Carlsbad requirements.
It is our professional opinion that the subject areas are suitable for their intended use
provided the recommendations included herein and in the project geotechnical report are
incorporated into the design and constmction of the residential stmctures and associated
improvements. The following is a summary of our conclusions conceming the rough and
fine grading of the site.
4.2 Summary of Conclusions
• Geotechnical conditions encountered during rough and fine grading were generally as
anticipated.
• Site preparation and removals were geotechnically observed.
9 The geologic units encountered during the rough and fine grading of the site consisted
of undocumented fill soils, topsoil, colluvium, alluvium, landslide deposits, and the
Santiago Formation.
• Unsuitable undocumented fill soils, topsoil, colluvium, alluvium, landslide deposits,
and weathered formational material were removed to competent material within the
limits of grading.
• Subdrains were placed in the canyon bottoms and along the back of the buttress and
ctoKillfAr fill Vf^^^c ^^vr*51\^Qtf=»rl rlllrinrr f\yt=. rrvurrVi QtiH i^ir\f» nrnrWryrr /-<r\(3rofir»r(c
• Buttress and stability fills were constmcted to improve the gross stability of the
landslides and cut slopes exposing fractured and blocky formational material and/or
adverse geologic conditions on the site. The buttress and stability fill keys were
excavated in accordance with the project geotechnical recommendations.
• Fill slopes located above natural ground or cut areas were constmcted with a fill slope
key. All keys were excavated to a minimum 15 feet wide, at least 2 feet into competent
material along the toe-of-slope with the key inclined 2 percent into the slope.
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• The cut/fill transition conditions on the applicable lots were geotechnically mitigated
by the overexcavation and recompaction of the upper approximately 3 to 4 feet of the
cut portion of the lot.
• Cut lots containing well-cemented sandstone beds (or concretion layers), very dense or
hard Santiago Formation and/or potential highly expansive soil at or near finish grade
were undercut to a minimum depth of approximately 3 feet and replaced with
compacted fill.
• Oversized rock generated during the grading operations was placed at least 5 to 10 feet
below finish grade elevations.
• Fill soils were derived from onsite soils. Fills up to approximately 95 feet in depth were
placed within portions of Planning Area PA-11. Field density testing indicated that the
fill soils were placed and compacted to at least 90 percent relative compaction (based on
ASTM Test Method Dl 557) and near-optimum moisture content in accordance with the
recommendations of Leighton and Associates and the requirements of the City of
Carlsbad.
• To mitigate post-constmction settlement, deep fills (i.e. areas where the fill soils are
generally deeper than approximately 40 feet below the finish grade elevations of the
site) were placed at a minimum 95 percent relative compaction.
• Ground water seepage conditions were encountered during the mass grading operations
of the Bressi Ranch project.
• No evidence of active faulting was encountered during the grading operations within the
limits of grading at the site. However, minor inactive faulting was encountered but
should not be a constraint to development.
• Due to the dense nature ot the onsite soils, it is our professional opinion that the
liquefaction hazard at the site is considered low.
• Preliminary review of the settlement readings indicates that most of the anticipated
primary settlement has occuned. However, we recommend that the settlement
monuments in the general vicinity of Lots 14 through 24 continue to be surveyed. The
proposed development of the residential stmctures on the deep fill lots in PA-11 should
not be started until our settlement analysis indicates the primary settlement is essentially
completed.
• The expansion potential of finish grade soils of the lots was tested and found to have a
low to medium expansion potential. The laboratory test results are presented on Table 1.
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• The potential for soluble sulfate attack (on Type I/II cement) of the finish grade soils
was tested and possess moderate to severe soluble sulfate contents. The laboratory test
results are presented on Table 1.
• It is our opinion that the slopes of the development possess a static factor of safety of at
least 1.5 to resist deep-seated failure (under normal irrigation/precipitation pattems),
provided the recommendations in the project geotechnical reports are incorporated into
the post-grading, constmction and post-constmction phases of site development.
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5.0 RECOMMENDATIONS
5.1 Earthwork
We anticipate that future earthwork at the site will consist of site preparation, fine grading,
utility trench excavation and backfill, and retaining wall backfill and compaction. We
recommend that the earthwork on site be performed in accordance with the following
recommendations, the General Earthwork and Grading Specifications for Rough Grading
included in Appendix D, and the City of Carlsbad grading requirements. In case of conflict,
the following recommendations shall supersede those in Appendix D. The contract between
the developer and earthwork contractor should be worded such that it is the responsibility of
the contractor to place the fill properly and in accordance with the recommendations of this
report and the specifications in Appendix D, notwithstanding the testing and observation of
the geotechnical consultant.
5.1.1 Site Preparation
During future grading, the areas to receive stmctural fill or engineered stmctures
should be cleared of surface obstmctions, potentially compressible material (such as
desiccated fill soils or weathered formational material), and stripped of vegetation.
Vegetation and debris should be removed and properly disposed of off site. Holes
resulting from removal of buried obstructions that extend below finish site grades
should be replaced with suitable compacted fill material. Areas to receive fill and/or
other surface improvements should be scarified to a minimum depth of 12 inches,
brought to moisture contents of at least 2-percent over the optimum moisture
content, and recompacted to at least 90 percent relative compaction (based on
ASTM Test Method D1557). Expansive soil, if encountered, should be evaluated
for moisture content and additional moisture-conditioning (i.e. greater than
2-percent above optimum moisture content).
If the length of time between the completion of grading and the constmction of the
lots is longer than six months, we recommend that the building pads be evaluated by
the geotechnical consultant and, if needed, the finish grade soils on the building
pads should be scarified a minimum of 12 inches, moisture-conditioned to 2-percent
above the optimum moisture-content and recompacted to a minimum 90 percent
relative compaction (based on ASTM Test Method D1557).
5.1.2 Excavations
Excavations of the on-site materials may generally be accomplished with
conventional heavy-duty earthwork equipment. It is not anticipated that blasting will
be required or that significant quantities of oversized rock (i.e. rock with maximum
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dimensions greater than 8 inches) will be generated during future grading. However,
localized cemented zones within the shallow fill and cut areas and oversized rock
placed within the compacted fill may be encountered that may require heavy ripping
or special grading measures. If oversized rock is encountered, it should be placed in
accordance with the recommendations presented in Appendix D, hauled offsite, or
placed in non-stmctural or landscape areas.
Due to the relatively dense characteristics of the on-site soils, temporary excavations
such as utility frenches in the on-site soils should remain stable for the period
required to constmct the utility, provided they are constmcted and monitored in
accordance with OSHA requirements.
5.1.3 Fill Placement and Compaction
The on-site soils are generally suitable for re-use as compacted fill provided they are
free or organic material, debris, and rock fragments larger than 8 inches in
maximum dimension. We do not recommend that high or very high expansive soils
be utilized as retaining wall backfill.
In general, all fill soils should be brought to 2-percent over the optimum moisture
content and compacted in uniform lifts to at least 90 percent relative compaction
based on thc laboratory maximum dr>- density (ASTM Test Method D1557). The
optimum lift thickness required to produce a uniformly compacted fill will depend
on the type and size of compaction equipment used. In general, fill should be placed
in lifts not exceeding 8 inches in compacted thickness. Placement and compaction
of fill should be performed in general accordance with Appendix D, the cunent City
of Carlsbad grading ordinances, sound constmction practices, and the geotechnical
recommendations presented herein.
5.2 Residentia! Foundation Desinn Consideration^;
The proposed foundations and slabs of the proposed stmctures should be designed in
accordance with stmctural considerations and recommendations presented herein. Since
soils ranging from low to medium expansion potential are present, as well as building pads
having a significant fill thickness (i.e. deep fill areas or areas underlain by approximately 40
feet or more of fill) and/or significant fill differential thickness (considered to be a fill
thickness differential of 20 feet or more), we recommend the use of post-tensioned slab and
foundation systems. The post-tension foundation design considerations are presented on
Table 2.
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Table 2
Post-Tensioned Foundation Design Recommendations
Lot Numbers Lots , 3, 6, 7, 9 through 13,
15,22,23, and 25
Lots 1,2,4, 5, 8, 14, 16
through 21, and 24
Design Criteria
(1) Minimal Fill Thickness;
or (2) Minimal Fill
Differential; and (3) Very
Low to Medium Expansion
Potential (Expansion Index
between 51 and 90)
(1) Significant Fill
Thickness and/or
Significant Fill Differential
Reeardless of the
Expansion Potential/Index
or High Expansion
Potential (Expansion Index
greaterthan 131)
Edge Moisture
Variation, Cm
Center Lift: 5.5 feet 5.5 feet
Edge Moisture
Variation, Cm Edge Lift: 3.0 feet 5.5 feet
Differential
Swell, yn,
Center Lift; 2.0 inches 4.0 inches
Differential
Swell, yn, Edge Lift: 0.8 inches 1.5 inches
Angular Distortion Value: 1/600 1/500
Allowable Bearing Capacity: 2,000 psf
Perimeter Footing Depth: 18 inches 30 inches
Long-term differential settlement is anticipated to occur when the fill soils become wetted
by inigation and/or precipitation years after the completion of constmction. Angular
distortion values, which are the ratio of the estimated differential settlement to the
horizontal distance over which the settlement is likely to occur, are provided on Table 2.
The angular distortion values may be further evaluated based on a review of the precise
grading plans.
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The post-tensioned foundations and slabs should be designed in accordance with stmctural
considerations. Continuous footings with a minimum width of 12 inches and a minimum
depth of 18 or 30 inches below adjacent grade (as indicated on Table 2) may be designed for
a maximum allowable bearing pressure of 2,000 pounds per square foot if founded into
competent formational soils or properly compacted fill soils. The allowable bearing capacity
may be increased by one-third for short-term loading such as wind or seismic forces. Where
the foundation is within 3 feet (horizontally) of adjacent drainage swales, the adjacent
footing should be embedded a minimum depth of 12 inches below the swale flowline.
The post-tension slabs should be a minimum of 5 inches thick. The slabs should be
underlain by a minimum of 2 inches of clean sand (sand equivalent greater than 30) that is
in tum underlain by plastic sheeting (10-mil) and an additional 2 inches of clean sand. The
plastic sheeting should be sealed at all penetrations and laps. Moisture vapor transmission
may be additionally reduced by use of concrete additives. Moisture barriers (i.e. plastic
sheeting) can retard, but not eliminate moisture vapor movement from the underlying soils
up through the slabs. We recommend that the floor covering installer test the moisture vapor
flux rate prior to attempting applications of the flooring. "Breathable" floor coverings
should be considered if the vapor flux rates are high. A slipsheet or equivalent should be
utilized above the concrete slab if crack-sensitive floor coverings (such as ceramic tiles,
etc.) are to be placed directly on the concrete slab.
Our experience indicates that use of reinforcement in slabs and foundations will generally
reduce the potential for drying and shrinkage cracking. However, some cracking should be
expected as the concrete cures. Minor cracking is considered normal; however, it is often
aggravated by a high water/cement ratio, high concrete temperature at the time of
placement, small nominal aggregate size, and rapid moisture loss due to hot, dry and/or
windy weather conditions during placement and curing. Cracking due to temperature and
moisture fluctuations can also be expected. The use of low slump concrete (not exceeding 4
to 5 inches at the time of placement) can reduce the potential for shrinkage cracking and the
action of tensioning the tendons can close small shrinkage cracks. In addition to the careful
control of water/cement ratios and slump of concrete, application of 50 percent of the
design posi-iensioning ioad wilhin three lo four days of slab pour is found lo be an effective
method of reducing the cracking potential.
The slab subgrade soils underlying the post-tensioned foundation systems should be
presoaked as indicated in Section 5.2.1 prior to placement of the moisture banier and slab
concrete.
5.2.1 Moisture Conditioning
The slab subgrade soils underlying the post-tensioned foundation systems of the
proposed stmctures should be presoaked in accordance with the recommendations
presented in Table 3 prior to placement of the moisture banier and slab concrete.
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The subgrade soil moisture content should be checked by a representative of
Leighton and Associates prior to slab constmction.
Presoaking or moisture conditioning may be achieved in a number of ways, but
based on our professional experience, we have found that minimizing the moisture
loss of pads that have been completed (by periodic wetting to keep the upper portion
ofthe pad from drying out) and/or berming the lot and flooding if for a short period
of time (days to a few weeks) are some of the more efficient ways to meet the
presoaking requirements. If flooding is performed, a couple of days to let the upper
portion of the pad dry out and form a cmst so equipment can be utilized should be
anticipated.
Table 3
Presaturation Recommendations Based on Finish Grade Soil Expansion Potential
Presaturation
Criteria
Expansion Potential (per UBC 18-I-B)
Presaturation
Criteria
Low
(21-50)
Medium
(51-90)
Minimum
Presoaking Depth
(in inches)
12 18
Minimum
Recommended
Moisture Content
1.2 times optimum moisture 1.2 times optimum moisture
5.2.2 Seismic Design Parameters
The site lies within Seismic Zone 4, as defined in the UBC, 1997 edition. The
nearest known active fault is the Rose Canyon Fault Zone, which is considered a
Type B Seismic Source (per 1997 UBC criteria) and is located approximately 7.0
miles (or 11.2 kilometers) west ofthe site. The closest Type A Seismic Source is the
Julian segment of the Elsinore Fault Zone, which is located approximately 23.5
miles (or 38 kilometers) east ofthe site.
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The following data should be considered for the seismic analysis of the proposed
stmctures:
• Causative Fault: Rose Canyon Fauft Zone
• Maximum Magnitude: 7.2
• Seismic Source Type: B
• Seismic Zone Factor: 0.40
• Soil Profile Type: Sc
• Near Source Factors: Na= 1.0/Nv = 1.0
5.2.3 Foundation Setback
We recommend a minimum horizontal setback distance from the face of slopes or
adjacent retaining walls for all stmctural foundations, footings, and other settlement-
sensitive stmctures as indicated on Table 4. This distance is measured from the
outside bottom edge of the footing, horizontally to the slope face and is based on the
slope height and type of soil. However, the foundation setback distance may be
revised by the geotechnical consultant on a case-by-case basis if the geotechnical
cuudilioiis are different tlian anticipated.
Table 4
Minimum Foundation Setback from Slope Faces
Slope Height Minimum Recommended Foundation
Setback
Less than 5 feet 5 feet
5 to 15 feet 7 feet
15 to 30 feet 10 feet
Greater than 30 feet 20 feet
Please note that the soils within the stmctural setback area possess poor lateral
stability, and improvements (such as retaining walls, sidewalks, fences, pavements,
etc.) constmcted within this setback area may be subject to lateral movement and/or
differential settlement. Potential distress to such improvements may be mitigated by
providing a deepened footing or a pier and grade beam foundation system to support
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the improvement. The deepened footing should meet the setback as described
above.
5.2.4 Anticipated Settlement
Settlement is anticipated to occur at varying times over the life of the project. Short-
term settlement typically occurs upon application of the foundation loads and is
essentially completed within the constmction period. Long-term
(hydroconsolidation) settiement typically occurs in deep fills upon additional water
infiltration into the fill soils (even in properly compacted fill soils and even with
subdrains provided). This settlement typically occurs over many years. The total
firture settlement is expected to be order of 1/2 to 2 inches and differential
settlement is estimated to be on the order of 1/2 inch to 1-1/2 inches.
5.3 Lateral Earth Pressures
The recommended lateral pressures for the onsite very low to low expansive soil (expansion
index less than 50 per UBC Table 18-1-B) or medium expansive soil (expansion index
between 51 and 90 per UBC Table 18-1-B) and level or sloping backfill are presented on
Table 5. High to very high expansive soils (having an expansion potential greater than 91
per UBC Table 1 8-1-B) SiiGulu not be used as backfill soils.
Table 5
Lateral Earth Pressures
Conditions
Equivalent Fluid Weight (pcf)
Conditions Very Low to Low Expansive Soils Medium Expansive Soils Conditions
Expansion Index less than 50 Expansion Index between 51 and 90
Conditions
Level 2:1 Slope Level 2:1 Slope
Active 35 55 60 70
At-Rest 55 65 70 80
Passive 350 150 350 150
Embedded stmctural walls should be designed for lateral earth pressures exerted on them.
The magnitude of these pressures depends on the amount of deformation that the wall can
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yield under load. If the wall can yield enough to mobilize the fiill shear strength of the soil,
it can be designed for "active" pressure. If the wall cannot yield under the applied load, the
shear strength of the soil cannot be mobilized and the earth pressure will be higher. Such
walls should be designed for "at rest" conditions. If a stmcture moves toward the soils, the
resuhing resistance developed by the soil is the "passive" resistance. The above noted
passive resistance assumes an appropriate setback per Section 5.2.3.
For design purposes, the recommended equivalent fluid pressure for each case for walls
founded above the static ground water and backfilled with soils of very low to low
expansion potential or medium expansion potential is provided on Table 5. The equivalent
fluid pressure values assume free-draining conditions. If conditions other than those
assumed above are anticipated, the equivalent fluid pressures values should be provided on
an individual-case basis by the geotechnical engineer. The geotechnical and stmctural
engineer should evaluate surcharge-loading effects from the adjacent stmctures. All
retaining wall stmctures should be provided with appropriate drainage and appropriately
waterproofed. The outlet pipe should be sloped to drain to a suitable outiet. Typical wall
drainage design is illustrated in Appendix D.
For sliding resistance, the friction coefficient of 0.35 may be used at the concrete and soil
interface. In combining the total lateral resistance, the passive pressure or the frictional
resistance should be reduced by 50 percent. Wall footings should be designed in accordance
with stmctural considerations. The passive resistance value may be increased by one-third
when considering loads of short duration including wind or seismic loads. The horizontal
distance between foundation elements providing passive resistance should be minimum of
three times the depth of the elements to allow full development of these passive pressures.
The total depth of retained earth for the design of cantilever walls should be the vertical
distance below the ground surface measured at the wall face for stem design or measured at
the heel of the footing for overtuming and sliding. All wall backcuts should be made in
accordance with the cunent OSHA requirements.
The granular and native backfill soils should be compacted to at least 90 percent relative
compaction (based on ASTM Test Method Di557). The granular fill shouid extend
horizontally to a minimum distance equal to one-half the wall height behind the walls. The
walls should be constmcted and backfilled as soon as possible after backcut excavations.
Prolonged exposure of backcut slopes may result in some localized slope instability
Foundations for retaining walls in competent formational soils or properly compacted fill
should be embedded at least 18 inches below lowest adjacent grade. At this depth, an
allowable bearing capacity of 2,000 psf may be assumed.
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5.4 Fences and Freestandinq Walls
Footings for freestanding walls should be founded a minimum of 18 inches below lowest
adjacent grade (or 30 inches for walls founded on high expansive soils). To reduce the
potential for unsightly cracks in freestanding walls, we recommend inclusion of
constmction joints at a maximum of 15-foot intervals. This spacing may be altered in
accordance with the recommendations of the stmctural engineer, based on wall
reinforcement details.
Our experience on similar sites in older developments indicates that walls on shallow
foundations near the top-of-slopes tend to tilt excessively over time as a result of slope
creep. If the effects of slope creep on top-of-slope walls are not deemed acceptable, one or
a combination of the options provided in the following paragraphs should be utilized in
the design of such stmctures, based on the desired level of mitigation of creep-related
effects on them.
A relatively inexpensive option to address creep related problems in top-of-slope walls
and fences is to allow some degree of creep damage and design the structures so that
tilting or cracking will be less visually obvious, or such that they may be economically
repaired or replaced. If, however, a better degree of creep mitigation is desired, the walls
and fences may be provided with the deepened footings to met the foundation setback
criteria laid out in Figure 18-1-1 of the UBC, 1997 edition, or these stmctures may be
constructed lo accommodate potential movemeni.
Under certain circumstances, an effective solution to minimize the effects of creep on top-
of-slope walls and fences is to support these stmctures on a pier-and-grade-beam system.
The piers normally consist of minimum 12-inch diameter cast-in-place caissons spaced at a
maximum of 8 feet on center, and connected together by a minimum 12-inch-thick grade
beam at a shallow depth. The piers are typically at least 10 feet deep for medium or high
expansive soil. The steel reinforcement for the system should be designed with
consideration of wall/fence type and loading. Walls or fences aligned essentially
pcipciiuiculai to tlic tOp Oi tlic slopc aic iiOiiiitiily Supported Oil tlie plcr-aiiu-giade-ucaiu
system for at least that part of the wall that is within 15 feet from the top-of-slope. Caisson
support is recommended for all top-of-slope walls where slopes are greater than 10 feet in
height. And the slopes consist of high or very high expansive soils.
5.5 Concrete
In-place concrete is subject to adverse conditions such as unsightiy cracking, excessive
water vapor transmission, sulfate attack, efflorescence, and other adverse conditions.
Adherence to the following guidelines will help mitigate against the above adverse hazards.
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1) Exposure to sulfate-containing solutions:
• The soluble sulfate content of the finish grade soils on the site is anticipated to
be in the moderate to severe range based on 1997 Uniform Building Code
criteria.
• Comply with 1997 UBC Table 19-A-4; and
• Maintain concrete water/cement ratio less than 0.5.
2) Drying shrinkage cracking:
• Follow recommendations of ACI 302.IF for industrial/commercial stmctures,
or follow recommendations of ACI 332.R for residential constmction, as
appropriate;
• Maintain concrete water/cement ratio less than 0.5.
• Use minimum cement required to achieve desired strenglh;
• Provide effective concrete curing for seven days after placing;
• Design control joints into slab; and
• Do not place concrete on hot, windy low-humidity days.
3) Reduction of vapor transmission:
• Maintain concrele water/cement ratio less than 0.5.
• Avoid constmction punctures of vapor baniers:
• Seal vapor barrier joinis;
• Extend vapor barrier into footing/grade beam excavation (not covering bottom
of excavation);
• Prevent excessive irrigation of landscaping; and
• Use floor-covering adhesives lhal are not water-soluble.
5.6 Slope Maintenance Guidelines
It is the responsibility of the owner to maintain the slopes, including adequate planling,
proper irrigation and maintenance, and repair of faulty inigation systems. To reduce the
potential for erosion and slumping of graded slopes, all slopes should be planted wilh
ground cover, shmbs, and planis lhal develop dense, deep root structures and require
minimal imgaiion. Slope planting should be carried out as soon as practical upon
completion of grading. Surface-water mnoff and standing waler al the top-of-slopes
should be avoided. Oversteepening of slopes should be avoided during constmciion
activities and landscaping. Mainlenance of proper lol drainage, undertaking of property
improvements in accordance wilh sound engineering practices, and proper maintenance
of vegetation, including regular slope imgation, should be performed. Slope irrigation
sprinklers should be adjusted to provide maximum uniform coverage with minimal of
water usage and overlap. Overwatering and consequent runoff and ground saturation
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should be avoided. If automatic sprinklers syslems are installed, their use must be
adjusted to account for rainfall condilions.
Trenches excavated on a slope face for any purpose should be properly backfilled and
compacted in order to oblain a minimum of 90 percenl relative compaction, in accordance
with ASTM Test Method D1557. Observation/testing and acceptance by the geotechnical
consultant during Irench backfill is recommended. A rodent-control program should be
established and maintained. Prior to planting, recently graded slopes should be
temporarily protected against erosion resulting from rainfall, by the implementing slope
protection measures such as polymer covering, jute mesh, etc.
5.7 Control of Surface Water and Drainage
Surface drainage should be carefully taken into consideration during precise grading,
landscaping, and building constmction. Positive drainage (e.g., roof gutters, downspouts,
area drain, etc.) should be provided to direct surface waler away from stmctures and
towards the slreet or suitable drainage devices. Ponding of waler adjacent to stmctures
should be avoided; roof gutters, downspouts, and area drains should be aligned so as to
transport surface water lo a minimum distance of 5 feet away from stmctures. The
performance of stmctural foundations is dependent upon maintaining adequale surface
drainage away from stmctures.
Water should be transported off the sile in approved drainage devices or unobstmcted
swales. We recommend lhal the minimum flow gradient for the drainage be 1-percent for
area drains and paved drainage swales; and 2-percent for unpaved drainage swales. We
recommend lhal where stmctures will be locaied wilhin 5 feet of a proposed drainage
swale, the surface drainage adjacent lo the structures be accomplished wilh a gradient of
at least 3-1/2 percenl away from the structure for a minimum horizontal dislance of 3 feet.
Drainage should be further maintained by a swale or drainage palh at a gradient of at least
1-percent for area drains and paved drainage swales and 2-percent for unpaved drainage
swales lo a suiiable eollecliun device (i.e. area drain, slreel gutter, etc.). We aiso
recommend lhal structural footings wilhin 4 feel of the drainage swale flowline be
deepened so lhal the bottom of the footing is al least 12 inches below the flow-line of the
drainage swale. In places where the prospect of maintaining the minimum recommended
gradient for the drainage swales and the construction of additional area drains is nol
feasible, provisions for specific recommendations may be necessary, outlining the
importance of maintaining positive drainage.
The impaci of heavy imgation or inadequate mnoff gradient can create perched water
condilions, resulting in seepage or shallow groundwater conditions where previously none
existed. Maintaining adequate surface drainage and controlled irrigalion will significantly
reduce the potential for nuisance-type moisture problems. To reduce differential earth
movements (such as heaving and shrinkage due to the change in moisture content of
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foundaiion soils, which may cause distress lo a stmcture or improvemenl), the moisiure
conient of the soils sunounding the stmcture should be kept as relalively constant as
possible.
All area drain inlets should be maintained and kept clear of debris in order to fiinction
properly. In addition, yard landscaping should not cause any obstmction lo the yard
drainage. Rerouting of yard drainage pattem and/or installation of area drains should be
performed, if necessary. A qualified civil engineer or a landscape architeci should be
consulted prior lo rerouting of drainage.
5.8 Landscapinq and Post-Construction
Landscaping and post-constmction practices carried oul by the owner(s) and their
represenlalive bodies exert significant influences on the integrity of stmctures founded on
expansive soils. Improper landscaping and post-constmction practices, which are beyond
the conlrol of the geotechnical engineer, are frequently the primary cause of distress lo these
stmctures. Recommendations for proper landscaping and post-constmction practices are
provided in the following paragraphs wilhin this seclion. Adhering to these
recommendations will help in minimizing distress due to expansive soils, and in ensuring
that such effects are limited lo cosmetic damages, without compromising the overall
integrity of stmctures. The recommendaiions provided herein have been developed in
general accordance wilh the guidelines provided wilhin the Post-Tensioning Institute's
(1996) recommendations for the design and constmciion of post-lensioned slabs-on-ground.
Initial landscaping should be done on all sides adjacent to the foundaiion of a stmcture, and
adequate measures should be taken to ensure drainage of water away from the foundation. If
larger, shade providing trees are desired, such trees should be planted away from stmctures
(at a minimum distance equal lo half the mature heighl of the tree) in order lo prevent
penetration of the tree roots beneath the foundation of the stmcture.
A^<J^iA,\,XXX^ yXSMH,>^X%J CI.VJJCI.WWi.l(. tV> 1^ WAAV^lXl^O V./1 >J tJ. LUl WO OllW LilU C/W C4.VWl\aW\J. U.O lllUWll U.O ^WOOl W.
If planters are utilized in these locations, they should be properly designed so as to prevent
fluctuations in the moisture conient of subgrade soils. Planting areas at grade should be
provided with appropriale posilive drainage. Wherever possible, exposed soil areas should
be above paved grades. Planters should not be depressed below adjacent paved grades
unless provisions for drainage, such as catch basins and drains, are made. Adequate
drainage gradients, devices, and curbing should be provided lo prevent mnoff from adjacent
pavement or walks into planting areas.
Watering should be done in a uniform, systematic manner as equally as possible on all sides
of the foundation, to keep the soil moist. Inigation methods should promote unifonnity of
moisiure in planters and beneath adjacent concrele flatwork. Overwatering and
underwatering of landscape areas must be avoided. Areas of soil that do no have ground
4 -27-
Leighton
971009-014
cover may require more moisture, as they are more susceptible to evaporation. Ponding or
trapping of water in localized areas adjacent to the foundations can cause differential
moisture levels in subsurface soils and should, therefore, nol be allowed. Trees locaied
wilhin a dislance of 20 feel of foundaiions would require more water in periods of extreme
drought, and in some cases, a rool injection system may be required to mainlain moisiure
equilibrium. During extreme hot and dry periods, close observations should be carried oul
around foundations to ensure that adequale watering is being undertaken lo prevent soil
from separating or pulling back from the foundations.
5.9 Construction Obsen/ation and Testinq
Constmciion observation and tesling should be performed by the geotechnical consultant
during fuiure excavations and foundation or reiaining wall constmction on the graded
portions of the site. Additionally, footing excavations should be observed and moisture
determination tests of subgrade soils should be performed by the geotechnical consultant
prior to the pouring of concrete. Foundation design plans should also be reviewed by the
geotechnical consultant prior lo excavations.
4 -28-
Leighton
971009-014
6.0 LlMrTATIONS
The presence of our field representalive al the sile was inlended to provide the owner with
professional advice, opinions, and recommendations based on observations of the contraclor's
work. Allhough the observations did not reveal obvious deficiencies or deviations from projecl
specifications, we do nol guarantee the confractor's work, nor do our services relieve the conlraclor
or his subcontractor's work, nor do our services relieve the confractor or his subcontractors of their
responsibility if defects are subsequently discovered in their work. Our responsibilities did not
include any supervision or direction of the aclual work procedures of the contractor, his personnel,
or subcontraclors. The conclusions in this report are based on test resulls and observations of the
grading and earthwork procedures used and represent our engineering opinion as to the compliance
ofthe resufts with the project specifications.
4 -29-
Leighton
CD
CQ'
Table 1
Lot-By-Lot Summary of As-Graded Geotechnical Conditions
Planning Area PA-11 (Lots 1 through 25)
Lot Number Lot Type
F inish Grade
Expiinsion Potential
Approximate
Maximum Fill
Thickness on Lot
(in feet)
Approximate
Differential Fill
Thickness Across
Proposed Building
Footprint (in feet)
Potential Degree of
Sulfate Attack (and
Sulfate Content in
percentage)
Moisture Content and
Minimum Presoaking
Depth Minimum
1 Transition Medium 30 25 MODERATE 120% ^ 18 inches
2 Transition Medium 50 40 MODERATE I20%@ 18 inches
3 Fill Low 25 10 MODERATE I20%@ 12 inches
4 Transition Low 40 35 MODERATE 120%(a, 12 inches
5 Fill Low 55 30 MODERATE 120%@ 12 inches
6 Transition Medium 20 15 SEVERE I20%@ 18 inches
7 Overexcavation Medium 15 10 SEVERE 120%@ 18 inches
8 Overexcavation Medium 45 35 MODERATE 120%@ 18 inches
9 Fili Medium 25 15 MODERATE 120% @ 18 inches
10 Fili Medium 25 15 MODERATE 120% @ 18 inches
11 Transition Medium 20 15 MODERATE 120% @ 18 inches
12 Fill Medium 10 6 MODERATE 120% @ 18 inches
13 Fill Medium 20 13 MODERATE 120% @ 18 inches
14 Fill Medium 75 50 MODERATE 120%) @ 18 inches
^ 15 Fill Medium 25 15 MODERATE 120%)@ 18 inches
EL ^6 Fill Medium 50 25 MODERATE 120% (fll 18 inches
P» 17 Fill Medium 95 40 MODERATE 120% @ 18 inches
Table 1
Lot-By-Lot Summary of As-Graded Geotechnical Conditions
Planning Area PA-11 (Lots 1 through 25)
Lot Number Lot Type
r inish Grade
Expansion Potential
and (r.xpansion Index)
Approximate
Maximum Fill
Thickness on Lot
(in feel)
Approximate
DilTerential Fill
Thickness Across
Proposed Building
Footprint (in feet)
Potential Degree of
Sulfate Attack (and
Sulfate Content in
percentage)
Moisture Content and
Minimum Presoaking
Depth Minimum
18 Fill Medium 95 20 MODERATE 120% @ 18 inches
19 Fill Medium 80 40 MODERATE 120%) @ 18 inches
20 Fill Medium 45 25 MODERATE 120% @ 18 inches
21 Transition Medium 30 25 MODERATE 120% @ 18 inches
22 Transition Medium 5 2 MODERATE I20%@ 18 inches
23 Transition Medium 5 2 MODERATE 120%@ 18 inches
24 Fill Medium 40 30 MODERATE 120%@ 18 inches
25 Transition Medium 10 5 SEVERE 120%) @ 18 inches
CD
CQ'
971009-014
APPENDIX A
References
Califomia Building Standards Commission (CBSC), 2001, Califomia Building Code, Volume I -
Administrative, Fire- and Life-Safety, and Field Inspection Provision, Volume II -
Stmctural Engineering Design Provision, and Volume 111 - Malerial, Tesling and
Inslallalion Provision, ICBO.
Hart, E.W., 1997, Fauft-Ruplure Hazard Zones in Califomia, Alquist-Priolo Special Studies Zones
Acl of 1972 wilh Index lo Special Studies Zones Maps: Department of Conservation,
Division of Mines and Geology, Special Publication 42.
Intemalional Conference of Building Officials (ICBO), 1997, Uniform Building Code, Volume I -
Administrative, Fire- and Life-Safety, and Field Inspeclion Provisions, Volume II -
Stmctural Engineering Design Provisions, and Volume III - Material, Testing and
Installation Provision, ICBO.
Leighton and Associates, Inc., 1997, Preliminary Geotechnical Investigation, Bressi Ranch,
Carlsbad, Califomia, Project No. 4971009-002, dated July 29, 1997.
, 2001, Supplemental Geotechnical Investigation for Mass Grading, Bressi Ranch,
Carisbad, Califomia, Projecl No. 971009-0015, dated March 14, 2001.
, 2003 a, Geotechnical Grading Plan Review of the Mass Grading plans, Bressi Ranch,
Carisbad, Califomia, Project No. 971009-007, dated January 17, 2003.
, 2003 b, Preliminary Residenlial and Commercial Foundaiion Design
Recommendations, Bressi Ranch, Carlsbad, Califomia, Project No. 971009-007, dated
Febmary 5, 2003.
, 2003c, Geotechnical Recommendations Conceming 95 Percent Relative Compaction
of Fills Deeper lhan 40 Feel, Bressi Ranch, Carlsbad, Califomia, Projecl No. 971009-007,
dated Febmary 13,2003.
, 2003d, Recommended Type of Pipe for Proposed Subdrains, Bressi Ranch, Carlsbad,
Califomia, Projecl No. 971009-007, dated April 17, 2003.
, 2003e, Advanced Preliminary Slreel PavemenI Sections Based on Assumed Street
Subgrade Soil R-Values and Traffic Indexes, Bressi Ranch, Carlsbad, California, August
8, 2003, dated August 8, 2003.
A-l
971009-014
APPENDIX A (continued)
2003f, Side-Yard Drainage Recommendation Altemalive, Bressi Ranch, Carlsbad, Califomia, ProjectNo. 971009-014, dated August 28, 2003.
, 2004a, Deep Fill Area Settiement Moniloring Recommendations, Bressi Ranch,
Carisbad, Califomia, Project No. 971009-014, dated Febmary 13, 2004, (revised Febmary
16, 2004).
, 2004b, Geotechnical Completion Letter of the Rough and Fine-Grading Operations,
Lots 1 Through 25, Planning Area PA-11, Bressi Ranch, Carlsbad, Califomia, Projecl No.
4971009-014, dated May 26, 2004.
Projecl Design Consultants, 2003a, Mass Grading and Erosion Control Plans for: Bressi Ranch,
Carlsbad, Califomia, Carlsbad Tract No. 00-06, Drawing No. 400-8A; dated January 7,
2003, revised November 24,2003.
, 2004b, Grading Plans: Bressi Ranch Planning Area 11, Carlsbad Tract No. CT 02-19,
Carlsbad, Califomia, Drawing No. 418-8A, 11 Sheets, dated June 30, 2004.
, 2004c, Precise Grading and Erosion Control Plans for: Bressi Ranch Planning
Area 11, Lots 1-25, Carisbad, Tract No. CT 82-19, Carisbad, Califomia, 13 Sheets, printed
date September 17, 2004.
A-2
971009-014
APPENDIX B
EXPLANATION OF SUMMARY OF FIELD DENSITY TESTS
Test No.
Prefix Test of
Test of
Abbreviations
Test No.
Prefix Test of
Test of
Abbreviations
(none) GRADING
Natural Ground
Original Ground
Existing Fill
Compacted Fill
Slope Face
Finish Grade
(S) SEWER
(SD) STORM DRAIN
(AD) AREA DRAIN
(W) DOMESTIC WATER
(RC) RECLAIMED WATER
(SB) SUBDRAIN
(G) GAS
(E) ELECTRICAL
(T) TELEPHONE
(J) JOINT UTILITY
(I) IRRIGATION
Bedding Material
Shading Sand
Main
Lateral
Crossing
Manhole
Hydrant Lateral
Catch Basin
Riser
Inlet
Fire Service
Water Services
Head Wall
NG
OG
EF
CF
SF
FG
(SG)
(AB)
(CB)
(PB)
(AC)
B
S
M
I
X
MH
HL
CB
R
I
FS
WS
HW
SUBGRADE
AGGREGATE BASE
CEMENT TREATED BASE
PROCESSED BASE
ASPHALT CONCRETE
Curb
Gutter
Curb and Gutter
Cross Gutter
Street
Sidewalk
Driveway
Driveway Approach
Parking Lot
Electric Box Pad
Trash Enclosure
Loading Ramp
Building Pad
C
G
CG
XG
ST
SW
D
DA
PL
EB
TE
LR
BP
(RW)
(CW)
(LW)
(SF)
RET.ArNING WALL
CRIB WALL
LOFFELL WALL
STRUCT FOOTING
Footing Bottom
Backfill
Wall Cell
PRF«;ATI rp ATION
Moisture Content
F
B
C
(IT) INTERIOR TRENCH
Sewer Lateral
Storm Drain
Electric Line
M
S
SD
E
N represents nuclear gauge tests that were perfonned in general accordance with most recent version of AS'fM Test
Methods D2922 and D30I7.
S represents sand cone tests that were performed in general accordance with most recent version of ASTM Test Method D1556,
15 A represents first retest of Test No. 15
15B represents second retest of Test No. 15
"0" in Test Elevation Column represents test was taken at the ground surface (e.g. finish grade or subgrade)
"-1" in Test Elevation Column represents test was taken one foot below the ground surface
B-l
SUMMARY OF FIELD DENSITY TESTS
Test Test Test Location Test Soil Dry Density Moisture (%) Relative (Vo)
No. Date Of Northing Easting Elev (ft) Type Field Max Field Opt. Compaction Remarks
2421 8/29/03 CF Greenhaven Buttress 1988495 6254540 202.0 10 103.2 112.5 17.9 16.0 92
2422 8/29/03 CF Greenhaven Buttress 1988550 6254215 209.0 10 102.8 112.5 16.2 16.0 91
2423 8/29/03 CF Greenhaven Buttress 1988550 6254050 221.0 10 102.8 112.5 16.8 16.0 91
2424 8/29/03 CF Greenhaven Buttress 1988590 6254020 220.0 10 104.1 112.5 15.1 16.0 93
2426 8/29/03 CF Greenhaven Buttress 1988510 6254270 208,0 10 101.7 112.5 18.2 16.0 90
2428 8/29/03 CF Greenhaven Buttress 1988535 6254100 217.0 10 103.0 112.5 17.3 16.0 92
2430 8/29/03 CF Greenhaven Buttress 1988480 6254550 207.0 10 101.9 112.5 18.0 16.0 91
2431 8/29/03 CF Greenhaven Buttress 1988500 6254465 208.0 10 102.6 112.5 15.9 16.0 91
2432 9/2/03 CF Greenhaven Buttress 1988505 6254370 209.0 10 102.6 112.5 17.9 16.0 91
2436 9/2/03 CF Greenhaven Buttress 1988500 6254080 223.0 10 102.6 112.5 16.5 16.0 91
2437 9/2/03 CF Greenhaven Buttress 1988490 6254220 211.0 10 101.8 112.5 17.7 16.0 90
2438 9/2/03 CF Greenhaven Buttress 1988470 6254175 215.0 10 102.4 112.5 18.3 16.0 91
2439 9/2/03 CF Greenhaven Buttress 1988510 6254145 218.0 10 101.6 112.5 17.8 16.0 90
2440 9/2/03 CF Greenhaven Buttress 1988580 6254090 221.5 10 101.9 112.5 17.3 16.0 91
2441 9/2/03 CF Greenhaven Buttress 1988485 6254520 214.0 10 104.1 112.5 15.2 16,0 93
2448 9/2/03 CF Greenhaven Buttress 1988455 6254545 213.0 10 102.1 112.5 15.9 16.0 91
2453 9/2/03 CF Greenhaven Buttress 1988465 6254620 212.0 10 102.6 112,5 18.6 16.0 91
2464 9/3/03 CF Greenhaven Buttress 1988500 6254010 225.0 10 102.8 112.5 18.6 16.0 91
2465 9/3/'03 CF Greenhaven Buttress 1988490 6254290 260.0 10 103.5 112.5 16.2 16.0 92
2466 9/3/03 CF Greenhaven Buttress 1988475 6254600 214.0 10 101.8 112.5 18.0 16.0 90
2467 9/3/03 CF Greenhaven Buttress 1988460 6254265 217.0 10 104.7 112.5 15.3 16.0 93
2468 9/3/03 CF Greenhaven Buttress 1988540 6254085 224.5 10 103.3 112.5 16.5 16.0 92
2469 9/3/03 CF Greenhaven Buttress 1988450 6254430 216.0 10 102.0 112.5 17.3 16.0 91
2470 9/3,03 CF Greenhaven Buttress 1988530 6254020 227.0 10 104.0 112.5 16.1 16.0 92
2471 9/3'03 CF Greenhaven Buttress 1988505 6254500 216.0 10 101.6 112.5 19.2 16.0 90
2472 9/3/03 CF Greenhaven Buttress 1988485 6254110 224.5 10 103.4 112.5 16.8 16.0 92
4205 10/9/03 CF PA-11 1988490 6253580 165.0 10 109.4 112.5 16.8 16.0 97
4206 10/9/03 CF PA-11 1988540 6253525 164.0 10 107.2 112.5 16.1 16.0 95
4207 10/9/03 CF PA-11 1988487 6253400 166.0 10 1044 112.5 17.9 16.0 93
4207A 10/9/03 CF PA-11 1988483 6253401 166.0 10 109.5 112.5 16.5 16.0 97
4209 10/9/03 CF PA-11 1988645 6253505 174.0 13 109.3 115.0 17.3 16.5 95
4210 10/9/03 CF PA-11 1988520 6253530 168.0 13 109.9 115.0 16.3 16.5 96
Project Number:
Project Name:
Project Location:
Client:
9710090H
Bressi Ranch
0
0 Page 1 of43
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4 Leighton and Associates, Inc 10/8/2 10:00:38AM
SUMMARY OF FIELD DENSITY TESTS
Test Test Test Location — Test Soil
0. Date Of Northing Easting Elev (ft) Type Field Max Field Opt. Compaction
421 1 10/9/03 CF PA-1 1 1S88470 6253415 170.0 13 108.9 115.0 17.2 16.5 95
4212 10/9/03 CF PA-1 1 1S88480 6253225 171.0 13 109.2 115.0 17.0 16.5 95
4213 10/9/03 CF PA-1 1 1S88480 6253300 166.0 10 106.7 112.5 15.8 16.0 95
4214 10/9/03 CF PA-11 1988525 6253630 173.5 10 109,2 112.5 15.2 16.0 97
4215 10/9/03 CF PA-1 1 1988580 6253540 174.0 13 105.9 115.0 17.6 16.5 92
4215A 10/9/03 CF PA-11 1988585 6253540 174.0 13 109.6 115.0 17.0 16.5 95
4217 10/9/03 CF PA-11 1988530 6253455 170.0 13 108.8 115.0 17.5 16.5 95
4218 10/9/03 CF PA-1 1 1S88660 6253480 177.5 10 106.8 112.5 16.4 16.0 95
4219 10/9/03 CF PA-1 1 IS88460 6253610 176.0 10 107.6 112.5 15.7 16.0 96
4220 10/9/03 CF PA-11 1S88470 6253370 178.0 10 106.9 112.5 17.2 16.0 95
4221 10/9/03 CF PA-11 1988525 6253480 179.0 10 107.2 112.5 15.3 16.0 95
4222 10/9/03 CF PA-11 1988490 6253565 180,0 10 106.8 112.5 16.3 16.0 95
4223 10/9/03 CF PA-11 1988450 6253240 186,0 10 107.1 112.5 15.9 16.0 95
4224 10/9/03 CF PA-11 1988665 6253545 187.0 10 108.1 112.5 16.8 16.0 96
4225 10/9/03 CF PA-11 1988505 6253545 184,5 13 109.8 115.0 15.9 16.5 95
4226 10/9/03 CF PA-11 1988480 6253555 185.0 13 109.3 115.0 17.2 16.5 95
4227 10/9/03 CF PA-11 1S88515 6253600 188.0 10 104.3 112.5 17.6 16.0 93
4227A 10/9/03 CF PA-11 1988515 6253605 188.0 10 107.7 112.5 15.8 16.0 96
4229 10/9/03 CF PA-1 1 1S88500 6253500 188.0 13 109.5 115.0 17.6 16.5 95
4230 10/9/03 CF PA-11 1988500 6253270 190.0 13 108.9 115.0 17.2 16.5 95
4247 10/13/03 CF PA-11 Stab lity Fill 1988480 6254435 206.5 10 101.9 112.5 16.2 16.0 91
4248 IO/13/'03 CF PA-11 Stab lity Fill 1988590 6254315 208.0 10 103.1 112.5 17.0 16.0 92
4249 10/13/03 CF PA-11 Stab lity Fill 1988465 6254410 210.0 10 103.4 112.5 17.4 16.0 92
4250 10/13/03 CF PA-11 Stab lity Fill 1988500 6254575 212.0 10 102.4 112.5 16.3 16.0 91
4251 10/13/03 CF PA-11 Stab lity Fill 1988450 6254360 214.0 10 101.8 112.5 18.0 16.0 90
4252 10/13/03 CF PA-11 Stab lity Fill 1988470 6254505 215.5 10 102.5 112.5 16.8 16.0 91
4253 10/13/03 CF PA-11 Stab lity Fill 1988465 6254375 216.0 10 102.1 112.5 15.7 16.0 91
4255 10/13/03 CF PA-11 Stab lity Fill 1988495 6254425 217.0 10 102.3 112.5 16.7 16.0 91
4256 10/13/03 CF PA-11 Stab lity Fill 1988485 6254245 219.0 10 101.8 112.5 16.3 16.0 90
4275 10/13/03 CF PA-11 Stab lity Fill 1988480 6254115 218.0 10 102.3 112.5 17.4 16.0 91
4276 10/13/03 CF PA-11 Stab lity Fill 1988445 6254160 219,0 10 103.1 112.5 15.4 16.0 92
4277 10/13/03 CF PA-1 1 Stabi lity Fill 1988470 6254330 220.0 10 1024 112.5 16.2 16.0 91
Remarks
Project Number:
Project Name:
Project Location:
Client:
9710090H
Bressi Ranch
0
0 Page 2 of 43
RTON4215A
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Leighton and Associates, Inc 10/8/2 10:00:40AM
SUMMARY OF FIELD DENSITY TESTS
Test
No.
Test
Date
Test
Of
Location —
Northing Easting
Test Soil Dry Density Moisture (%) Relative C/o)
Elev (ft) Type Field Max Field Opt. Compaction Remarks
4278 10/13/03 CF PA-11 Stability Fill 1988485 6254025 221.0 10 103.9 112.5 16.8 16.0 92
4280 10/14/03 CF PA-11 1988460 6253585 190.0 10 106.8 112.5 16.7 16.0 95
4281 10/14/03 CF PA-11 1988500 6253680 193.0 10 107.9 112.5 16.2 16.0 96
4282 10/14/03 CF PA-11 1988540 6253495 191.0 10 107.1 112.5 15.7 16.0 95
4283 10/14/03 CF PA-11 1988510 6253370 192.0 10 106.9 112.5 17.4 16.0 95
4284 10/14/03 CF PA-11 1988510 6253370 192.0 10 106.7 112.5 15.9 16.0 95
4285 10/14/03 CF PA-11 1988615 6253490 195.0 10 108.9 112.5 15.3 16.0 97
4286 10/14/03 CF PA-11 1988485 6253625 194.0 10 107.8 112.5 16.3 16.0 96
4287 10/14/03 CF PA-11 1988585 6253450 196.0 10 106.7 112.5 16.6 16.0 95
4288 10/14/03 CF PA-11 1988500 6253240 196.0 10 107.1 112.5 15.7 16.0 95
4289 10/14/03 CF PA-11 1988550 6253520 194.0 10 106.6 112.5 152 16.0 95
4290 10/14/03 CF PA-11 1988480 6253455 196.0 10 107.6 112.5 15.5 16.0 96
4291 10/14/03 CF PA-11 1988505 6253620 200.0 10 108.0 112.5 16.4 16.0 96
4292 10/14/03 CF PA-11 1988640 6253460 199.0 10 106.9 112.5 162 16.0 95
4293 10/14/03 CF PA-11 1988500 6253395 197.0 10 105.3 112.5 15.3 16.0 94 RT ON 4293A
4293A 10/14/03 CF PA-11 1988500 6253400 197.0 10 107.8 112.5 16.0 16.0 96 RT OF 4293
4295 10/14/03 CF PA-11 1988680 6253525 201.0 10 107.4 112.5 172 16.0 95
4296 10/14/03 CF PA-11 1S88550 6253610 202.0 10 108.1 112.5 16.8 16.0 96
4297 10/14/03 CF PA-11 1988550 6253425 203.0 10 107.7 112.5 16.3 16.0 96
4298 10/14/03 CF PA-11 1988480 6253510 200.0 10 106.7 112.5 172 16.0 95
4299 10/14/03 CF PA-1 1 1988520 6253330 202.0 10 107.3 112.5 15.7 16.0 95
4332 10/22/03 CF PA-11 1988810 6253488 247.0 18 101.7 113.0 16.6 16.0 90
4333 10/22/'03 CF PA-11 1998800 6253485 249.0 18 102.3 113.0 16.1 16.0 91
4334 10/22/03 CF PA-11 1998750 6253525 249.0 18 1042 113.0 18.3 16.0 92
4335 10/22/03 CF PA-11 1588750 6253480 250.0 18 97.8 113.0 16.4 16.0 87 RT ON 4335A
4335A 10/22/03 CF PA-11 1988750 6253480 250,0 18 101.5 113.0 16.6 16.0 90 RT OF 4335
4336 10/'22/03 CF PA-11 1988700 6253500 250.0 18 99.8 113.0 144 16.0 88 RT ON 4336A
4336A 10/22/03 CF PA-11 1988700 6253500 250.0 18 101.9 113.0 162 16.0 90 RT OF 4336
4337 10/22/03 CF PA-11 1988750 6253570 250.0 18 99.9 113.0 12.7 16.0 88 RT ON 4337A
4337A 10/22/03 CF PA-11 1988750 6253570 250.0 18 102.6 113.0 16.5 16.0 91 RT OF 4337
4338 10/22/03 CF PA-11 1988700 6253350 249.0 18 103.8 113.0 182 16.0 92
4339 10/22/'03 CF PA-11 1988670 6253350 249.0 18 103.1 113.0 18.9 16.0 91
Project Number:
Project Name:
Project Location:
Client:
9710090H
Bressi Ranch
0
0 Page 3 of 43 4 Leighton and Associates, lnc 10/8/2 10:00:40AM
SUMMARY OF FIELD DENSITY TESTS
Test
No.
Test
Date
Test
Of
Project Number:
Project Name:
Project Location:
Client:
9710090H
Bressi Ranch
0
0
Location
Northing Easting
Test Soil Dry Density Moisture (%) Relative (%)
Elev (ft) Type Field Max Field Opt. Compaction Remarks
4340 10/22/03 CF PA-11 1988650 6253350 250.0 18 103.3 113.0 17.7 16.0 91
4344 10/22/03 CF PA-11 1988588 6253693 251.0 16 107.0 117.0 15.0 14.0 91
4345 10/22/03 CF PA-11 1988515 6253653 250.0 13 103.4 115.0 18.5 16.5 90
4346 10/22/03 CF PA-11 1988525 6253370 250.0 16 105.0 117.0 16.7 14.0 90
4347 10/22/03 CF PA-11 1988535 6253074 260.0 07 110.8 122.0 15.3 13.0 91
4348 10/22/03 CF PA-11 1988540 6253078 260.0 07 109.6 122.0 14.6 13.0 90
4349 10/22/03 CF PA-11 1988545 6253082 260.0 09 1072 118.0 16.4 15.0 91
4350 10/22/03 CF PA-11 1988535 6252955 265.0 16 105.1 117.0 15.9 14.0 90
4390 10/30/03 CF PA-11 1988902 6253425 263.0 07 1112 122.0 144 13.0 91
4391 10/30/'03 CF PA-11 1988872 6253448 260,0 07 113.5 122.0 152 13.0 93
4392 10/30/03 CF PA-11 1988893 6253491 261.0 14 114.8 124.0 12.6 12.0 93
4393 10/30/03 CF PA-11 1988833 6253477 258.0 14 112.8 124.0 13.3 12.0 91
4394 10/30/03 CF PA-11 1988818 6253538 257.0 07 108.3 122.0 102 13.0 89
4394A 10/30/03 CF PA-11 1988818 6253538 257.0 07 111.4 122.0 12.8 13.0 91
4396 10/30/03 CF PA-11 1988792 6253543 260.0 04 106.3 120.5 9.6 12.5 88
4396A 10/30/03 CF PA-11 1988792 6253543 260.0 04 109.5 120.5 13.4 12.5 91
4398 10/30/03 CF PA-11 1988777 6253590 262.0 07 111.6 122.0 14.6 13.0 91
4399 10/30/03 CF PA-11 1988771 6253623 259.0 14 114.6 124.0 13.3 12.0 92
4400 10/15/03 CF PA-11 1988640 6253435 203.0 10 108.8 112.5 15.6 16.0 97
4401 10/15/03 CF PA-11 1988455 6253325 204.0 10 1072 112.5 17.3 16.0 95
4402 10/15/03 CF PA-11 1988610 6253455 205.0 10 107.9 112.5 16.1 16.0 96 4403 10/15/03 CF PA-11 1988460 6253390 207.0 10 106.8 112.5 17.4 16.0 95
4404 10/15/03 CF PA-11 1988564 6253465 208.5 10 104.0 112.5 16.6 16.0 92
4404A 10/15/03 CF PA-11 1988568 6253465 208.5 10 107.5 112.5 162 16.0 96
4406 10/15/03 CF PA-11 1988475 6253250 205.0 10 107.4 112.5 16.8 16.0 95 4407 10/15/03 CF PA-11 1988492 6253460 205.0 10 108.6 112.5 15.4 16.0 97 4408 10/15/03 CF PA-11 1988445 6253600 207.0 10 107.3 112.5 16.9 16.0 95 4409 10/15/03 CF PA-11 1988680 6253590 206.0 10 106.9 112.5 172 16.0 95 4410 IO/15/'03 CF PA-11 1988610 6253430 207.0 10 1082 112.5 17.1 16.0 96
4411 10/15/03 CF PA-1 1 1988550 6253585 208.0 10 108,1 112.5 172 16.0 96
4412 10/15/03 CF PA-1 1 1588590 6253475 208.0 10 108.1 112.5 162 16.0 96 4413 IO/l5/'03 CF PA-1 1 1588710 6253515 209.0 10 107.3 112.5 15.0 16.0 95
Page 4 of43
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RT ON 4396A
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RT OF 4404
4 Leighton and Associates, Inc 10/8/2 10:00:40AM
SUMMARY OF FIELD DENSITY TESTS
Test
No.
Test
Date
Test
Of
Location
Northing Easting
Test Soil Dry Density Moisture (%) Relative (%)
Elev (ft) Type Field Max Field Opt. Compaction Remarks
4414 10/15/03 CF PA-11 1988465 6253640 208.5 10 109.0 112.5 15.3 16.0 97
4415 10/15/03 CF PA-11 1988630 6253570 209.0 10 107.5 112.5 15.3 16.0 96
4416 10/15/03 CF PA-11 1988680 6253450 210.5 10 1042 112.5 17.1 16.0 93
4416A 10/15/03 CF PA-11 1988680 6253455 210.5 10 107.3 112.5 15.9 16.0 95
4418 10/15/03 CF PA-11 1988475 6254345 221.0 10 108.1 112.5 15.5 16.0 96
4419 10/15/03 CF PA-11 1988465 6253520 224.0 10 106.7 112.5 17.5 16.0 95
4420 10/15/03 CF PA-11 1988500 6254620 223.5 10 107.7 112.5 15.1 16.0 96
4421 10/15/03 CF PA-11 1988450 6254010 225.0 10 107.3 112.5 16.5 16.0 95
4422 10/16/03 CF PA-11 1988590 6253190 220.0 09 106.8 118.0 15.3 15.0 91
4423 10/16/03 CF PA-11 1988770 6253450 215.0 09 107.3 118.0 16.5 15.0 91
4424 10/16/03 CF PA-11 1988590 6253520 215.0 09 108.6 118.0 15.7 15.0 92
4425 10/16/03 CF PA-11 1988490 6253617 210.0 09 107.1 118.0 14.9 15.0 91
4426 10/16/03 CF PA-11 15'88530 6253480 212.0 09 108.8 118.0 15.3 15.0 92
4427 10/16/03 CF PA-11 15'88560 6253260 214.5 09 107.1 118.0 15.9 15.0 91
4428 10/16/03 CF PA-11 1988740 6253585 216.0 09 108.6 118.0 15.7 15.0 92
4429 10/16/03 CF PA-11 1988775 6253465 218.0 09 104.6 118.0 17.1 15.0 89
4429A I0/I6.''03 CF PA-11 1988770 6253465 218.0 09 108.0 118.0 16.4 15.0 92
4431 10/I6,'03 CF PA-1 1 15'88580 6253585 217.0 09 106.1 118.0 17.3 15.0 90
4432 10/16/03 CF PA-1 1 15'88485 6253320 215.0 09 107.9 118.0 16.0 15.0 91
4433 10/16/03 CF PA-11 1988565 6253180 219.5 09 105.8 118.0 16.4 15.0 90
4434 10/16/03 CF PA-11 1988490 6253530 218.0 09 108.9 118.0 14.6 15.0 92 4435 10/16/03 CF PA-11 15'88585 6253530 221.0 09 106.8 118.0 15.8 15.0 91
4436 10/16/03 CF PA-11 1988740 6253540 223.0 09 107.6 118.0 15.3 15.0 91
4437 10/16/03 CF PA-11 1988770 6253610 225.0 09 107.4 118.0 17.9 15.0 91
4438 10/17/03 CF PA-11 1988800 6253630 228.0 09 106.3 118.0 16.8 15.0 90 4439 10/17/03 CF PA-11 15'88515 6253110 225.0 09 1082 118.0 16.8 15.0 92
4440 10/17/03 CF PA-11 1988660 6253505 226.0 09 107.3 118.0 15.3 15.0 91
4441 10/17/03 CF PA-11 1988515 6253495 218.0 13 103.7 115.0 182 16.5 90
4442 10/17/03 CF PA-11 1988515 6253495 218.0 13 104.8 115.0 17.3 16.5 91
4443 10/17/03 CF PA-11 1988625 6253420 223.0 13 105.9 115.0 17.9 16.5 92
4444 10/17/03 CF PA-11 1988545 6253225 224.5 13 106.0 115.0 18.3 16.5 92
4445 10/17/03 CF PA-11 1988760 6253545 227.5 13 1042 115.0 16.8 16.5 91
RTON4416A
RTOF 4416
RT ON 4429A
RT OF 4429
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Client:
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Bressi Ranch
0
0 Page 5 of43 4 Leighton and Associates, Inc 10/8/2 10:00:40AM
SUMMARY OF FIELD DENSITY TESTS
Test
No.
Test
Date
Test
Of
Location
Northing Easting
Test Soil Dry Density Moisture (%) Relative (%)
Elev (ft) Type Field Max Field Opt. Compaction Remarks
4446 10/17/03 CF PA-11 1588530 6253485 226.0 13 105.1 115.0 17.5 16.5 91
4447 10/17/03 CF PA-11 1588580 6253395 228.0 13 108.8 115.0 15.8 16.5 95
4448 10/17/03 CF PA-11 1988540 6253675 229.0 13 104.7 115.0 16.6 16.5 91
4449 IO/l7/'03 CF PA-1 1 1988595 6253715 256.0 13 107.3 115.0 17.7 16.5 93
4450 10/17/03 CF PA-l 1 1588785 6253485 233,0 13 105.0 115.0 16.3 16.5 91
4451 10/17/03 CF PA-11 1988820 6253640 237.5 13 107.1 115.0 18.0 16.5 93
4452 10/17/03 CF PA-1 1 1988765 6253520 233.0 13 102.1 115.0 17.8 16.5 89
4452A 10/17/03 CF PA-1 1 1588774 6253525 233.0 13 106.5 115.0 162 16.5 93
4454 10/17/03 CF PA-11 1988660 6253490 235.0 13 1044 115.0 17.5 16.5 91
4455 10/17/03 CF PA-11 1988790 6253590 231.5 13 106.0 115.0 15.8 16.5 92
4456 10/17/03 CF PA-11 1988600 6253150 233.0 13 104.6 115.0 16.4 16.5 91
4457 10/17/03 CF PA-11 1988550 6253400 230.0 13 106.9 115.0 16.9 16.5 93
4458 10/17/03 CF PA-11 1988650 6253625 234.0 13 103.8 115.0 182 16.5 90
4459 10/17/03 CF PA-11 1988800 6253450 236.0 09 106.7 118.0 14.8 15.0 90
4460 10/17/03 CF PA-11 1988845 6253640 238.0 13 107.7 115.0 17.9 16.5 94
4461 10/17/03 CF PA-11 1988620 6253585 235.0 13 105.8 115.0 16.1 16.5 92
4462 10/17/03 CF PA-11 1588715 6253435 237.0 09 108.8 118.0 15.5 15.0 92
4463 10/17/03 CF PA-11 1988820 6253460 237.0 09 107.6 118.0 16.5 15.0 91
4464 10/17/03 CF PA-11 1988625 6253480 236.5 09 107.0 118.0 14.7 15.0 91
4465 10/17/03 CF PA-11 1588580 6253495 238.0 10 104.6 112.5 17.6 16.0 93
4466 10/17/03 CF PA-11 1988880 6253485 238.0 09 1062 118.0 15.9 15.0 90
4467 10/17/03 CF PA-11 1988545 6253455 230.0 13 104.4 115.0 16.7 16.5 91
4468 10/17/03 CF PA-11 1988465 6253690 234.0 09 1022 118.0 17.6 15.0 87
4468A 10/17/03 CF PA-11 1988470 6253690 234.0 09 107.8 118.0 16.1 15.0 91
4470 10/20/03 CF PA-11 1988555 6253540 236.0 09 1072 118.0 15.3 15.0 91
4471 10/20/03 CF PA-11 1S88930 6253485 248.0 09 107.0 118.0 16.5 15.0 91
4472 10/20/03 CF PA-11 1988765 6253475 238.0 09 108.6 118.0 15.7 15.0 92 4473 10/20/03 CF PA-11 1988620 6253400 237.0 09 108.4 118.0 16.9 15.0 92 4474 10/20/03 CF PA-11 1988720 6253635 239.5 09 107.5 118.0 152 15.0 91 4475 10/20/03 CF PA-11 1988875 6253680 245.0 09 106.7 118.0 14.7 15.0 90
4476 10/20/03 CF PA-11 1988635 6253535 238.0 09 108.8 118.0 14.3 15.0 92
4477 10/20/03 CF PA-11 1988585 6253375 239.0 09 109.4 118.0 154 15.0 93
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RT ON 4468A
RT OF 4468
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Bressi Ranch
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0 Page 6 of43
Leighton and Associates, Inc 10/8/2 10:0040AM
SUMMARY OF FIELD DENSITY TESTS
Project Number:
Project Name:
Project Location:
Client:
971009014
Bressi Ranch
0
0
Test Test Test Location Test Soil Dry Density Moisture (%) Relative (%)
No. Date Of Northing Easting Elev (ft) Type Field Max Field Opt. Compaction Remarks
4478 10/20/03 CF PA-11 1988565 6253220 242.0 09 1072 118.0 16.6 15.0 91
4479 10/20/03 CF PA-11 1988720 6253510 243.0 09 106.6 118.0 17.8 15.0 90
4480 10/20/03 CF PA-11 1988695 6253505 240.0 09 103.1 118.0 17.3 15.0 87 RT ON 4480A
4480A 10/20/03 CF PA-11 1988690 6253510 240.0 09 108.0 118.0 15.8 15.0 92 RT OF 4480
4482 10/20/03 CF PA-11 1988900 6253465 249.0 09 106.9 118.0 15.1 15.0 91
4483 10/20/03 CF PA-11 1988780 6253530 243.0 09 108.3 118.0 14.5 15.0 92
4484 10/20/03 CF PA-11 1988595 6253495 241.0 09 107.7 118.0 15.7 15.0 91
4485 10/20/03 CF PA-11 1988675 6253410 242.0 09 107.3 118.0 162 15.0 91
4500 10/22/03 CF PA-11 1988540 6252960 265.0 09 107.5 118,0 15.1 15.0 91
4501 10/22/03 CF PA-11 1988550 6252970 264.0 16 105.0 117.0 15.3 14.0 90
4502 10/22/03 CF PA-11 1988750 6253630 252.0 16 105.4 117.0 14.3 14.0 90
4503 10/22/03 CF PA-11 1988715 6253612 252.0 16 104.9 117.0 15.6 14.0 90
4504 10/22/03 CF PA-11 1988753 6253586 252.0 16 1052 117.0 15.8 14.0 90
4505 10/22/03 CF PA-11 1988830 6253540 253.0 16 105.4 117.0 14.7 14.0 90
4506 10/22/03 CF PA-11 1988760 6253440 253.0 10 102.6 112.5 16.1 16.0 91
4507 10/23/03 CF PA-11 1988815 6253555 254.0 10 103.1 112.5 16.0 16.0 92
4508 10/23/03 CF PA-11 1988839 6253534 254.0 10 1022 112.5 16.7 16.0 91
4509 10/23/03 CF PA-11 1988874 6253657 255.0 10 102.7 112.5 16.3 16.0 91
4510 10/23/03 CF PA-11 1988750 6253670 255.0 10 102.3 112.5 17.3 16.0 91
4511 10/23/03 CF PA-11 1988715 6253575 256.0 10 103.4 112.5 15.9 16.0 92 4512 10/23/03 CF PA-11 1988815 6253500 257.0 10 1022 112.5 17.0 16.0 91 4513 10/23/03 CF PA-11 1988880 6253429 258.0 10 102.5 112.5 17.0 16.0 91
4514 10/23/03 CF PA-11 1988682 6253685 258.0 10 1022 112.5 18.7 16.0 91
4515 10/23/03 CF PA-11 1988818 6253679 258.0 10 103.4 112.5 18.4 16.0 92
4516 10/23/03 CF PA-11 1988450 6253910 248.0 08 107.5 117.5 14.1 14.0 91
4517 10/23/03 CF PA-11 1988500 6254110 239.0 10 104.7 112.5 162 16.0 93
4518 10/23/03 CF PA-11 1988502 6254234 240.0 10 103.9 112.5 16.9 16.0 92
4522 10/23/03 CF PA-11 1988506 6254167 237.0 10 102,9 112.5 16.1 16.0 91 4523 10/23/03 CF PA-11 1988540 6253945 250.0 08 105.3 117.5 14.7 14.0 90
4524 11/3/03 CF PA-11 1988832 6253448 262.0 04 104.8 120.5 10.3 12.5 87 RT ON 4524A
4524A 11/3/03 CF PA-11 1988832 6253448 262.0 04 107.9 120.5 12.6 12.5 90 RT OF 4524 4526 11/3/03 CF PA-11 1988817 6253401 264.0 04 1082 120.5 11.8 12.5 90
RT OF 4524
Page 7 of 43 4 Leighton and Associates, Inc 10/8/2 10:0040AM
SUMMARY OF FIELD DENSITY TESTS
Test
No.
Test
Date
Test
Of
Location —
Northing Easting
Test Soil Dry Density Moisture (%) Relative C/o)
Elev (ft) Type Field Max Field Opt. Compaction Remarks
4527 11/3/03 CF PA-11 1988932 6253455 266.0 08 103.5 117.5 13.6 14.0 88
4527A 11/3/03 CF PA-11 1988932 6253455 266.0 08 106.3 117.5 15.6 14.0 90
4529 11/3/03 CF PA-11 1988918 6253505 268.0 08 108.8 117.5 15.7 14.0 93
4530 11/3/03 CF PA-11 1988869 6253532 265.0 17 106.5 114.0 162 14.5 93
4531 11/3/03 CF PA-11 1988503 6253582 270.0 17 107.4 114.0 14.6 14.5 94
4532 11/3/03 CF PA-11 1988828 6253723 272.0 17 1072 114.0 16.3 14.5 94
4534 11/3/03 CF PA-11 1988891 6253618 267.0 17 103.8 114.0 172 14.5 91
4535 11/3/03 CF PA-11 1988872 6253685 265.0 17 105.7 114.0 15.9 14.5 93
4536 11/3/03 CF PA-11 1588833 6253683 266.0 17 106.4 114.0 17.0 14.5 93
4537 11/3/03 CF PA-11 1988869 6253654 270.0 17 104.4 114.0 16.7 14.5 92
4538 11/3/03 CF PA-11 1988927 6253644 272.0 17 106.8 114.0 154 14.5 94
4544 11/4/03 CF PA-11 1988512 6254436 229.0 17 106.6 114.0 13.8 14.5 94
4550 11/4/03 CF PA-11 15'88513 6254323 238.0 17 105.8 114.0 15.4 14.5 93
4573 ll/'5/03 CF PA-11 1988475 6252995 274.0 07 112.6 122.0 152 13.0 92
4574 11/5/03 CF PA-11 1988476 6252972 276.0 07 110.8 122.0 162 13.0 91
4575 11/5/03 CF PA-11 1988528 6253072 266.0 19 108.8 118.0 17.3 15.0 92
4576 11/5/03 CF PA-11 1988588 6253142 262.0 19 104.7 118.0 14.8 15.0 89
4576A ll/'5/03 CF PA-11 1988582 6253132 262.0 19 106.8 118.0 15.3 15.0 91
4578 11/5/03 CF PA-11 1988633 6253168 264.0 19 108.7 118.0 16.3 15.0 92
4579 11/5/03 CF PA-11 1988627 6253228 265.0 07 111.8 122.0 15.5 13.0 92
4580 ll'5/03 CF PA-11 1988692 6253311 • 267.0 07 1142 122.0 14.9 13.0 94
4581 11/5/03 CF PA-11 1988707 6253292 269.0 07 111.4 122.0 15.7 13.0 91
4582 IL'5/03 CF PA-11 1988750 6253373 270.0 04 108.3 120.5 13.3 12.5 90
4583 11/5/03 CF PA-11 1988790 6253475 271.0 04 110.3 120.5 14.8 12.5 92
4584 11 5/03 CF PA-1 1 1988844 6253512 273.0 07 109.6 122.0 15.7 13.0 90
4585 11,'5/03 CF PA-11 1988858 6253610 275.0 07 110.4 122.0 142 13.0 90
4586 11 '6/03 CF PA-11 1988854 6253488 275.0 07 111.3 122.0 15.4 13.0 91
4587 11 '6/03 CF PA-11 1988855 6253402 276.0 07 107.3 122.0 13.4 13.0 88
4587A ll/'6/03 CF PA-11 1988869 6253412 276.0 07 109.6 122.0 13.8 13.0 90
4589 11/6/03 CF PA-1 1 1988913 6253537 278.0 07 112.6 122.0 15.6 13.0 92
4590 11/6/03 CF PA-1 1 15-88858 6253611 274.0 04 108.7 120.5 13.6 12.5 90
4591 11,'6/03 CF PA-11 1988871 6253585 279.0 19 107.4 118.0 16.3 15.0 91
Project Number:
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Project Location:
Client:
971009014
Bressi Ranch
0
0 Page 8 of43
RT ON 4527A
RT OF 4527
RT ON 4576A
RT OF 4576
RT ON 4587A
RT OF 4587
Leighton and Associates, lnc 10/8/2 10:00:40AM
SUMMARY OF FIELD DENSITY TESTS
Test Test Test Location Test Soil
0. Date Of Northing Easting Elev (ft) Type Field Max Field Opt. Compaction Remarks
4592 11/6/03 CF PA-11 1988765 6253368 274.0 19 104.6 118.0 152 15.0 89 RT ON 4592A
4592A 11/6/03 CF PA-11 1988772 6253378 274.0 19 107.3 118.0 15.8 15.0 91 RT OF 4592
4594 11/6/03 CF PA-11 1988675 6253275 272.0 04 106.5 120.5 14.3 12.5 88 RT ON 4594A
4594A 11/6/03 CF PA-11 1988665 6253287 272.0 04 108.5 120.5 13.7 12.5 90 RT OF 4594
4596 11/6/03 CF PA-11 1988628 6253202 268.0 19 1072 118.0 15.8 15.0 91
4597 11/6/03 CF PA-11 1988559 6253105 270.0 19 1102 118.0 16.4 15.0 93
4598 11/6/03 CF PA-11 1988512 6253033 275.0 19 108.6 118.0 172 15.0 92
4599 11/6/03 CF PA-11 1988919 6253455 280.0 19 109.3 118.0 15.4 15.0 93
4600 10/22/03 CF PA-11 1588580 6253520 248.0 09 106.3 118.0 15.9 15.0 90
4601 10/22/03 CF PA-11 1988870 6253485 255,0 09 1072 118.0 14.6 15.0 91
4602 10/22/03 CF PA-11 1988850 6253665 250.0 09 107.6 118.0 15.3 15.0 91
4603 10/22/03 CF PA-11 1588705 6253545 250.0 10 102.8 112.5 17.6 16.0 91
4604 10/22/03 CF PA-1 1 1588810 6253565 251.0 10 103.4 112.5 16.3 16.0 92
4605 10/22/03 CF PA-1 1 1588610 6253380 249.0 09 105.7 118.0 16.1 15.0 90
4606 10/22/03 CF PA-11 1588660 6253645 251.0 09 103.9 118.0 16.7 15.0 88 RT ON 4606A
4606A 10/22/03 CF PA-11 1588670 6253650 251.0 09 107.0 118.0 15.6 15.0 91 RT OF 4606
4608 10/22/03 CF PA-11 1588925 6253465 256.0 10 102.1 112.5 17.4 16.0 91
4609 10/22/03 CF PA-11 1588530 6253100 254.0 09 105.8 118.0 16.5 15.0 90
4610 10/22/03 CF PA-1 1 1588580 6253385 253.0 16 104.8 117.0 142 14.0 90
461 1 10/22/03 CF PA-1 1 1588580 6253225 252.0 10 103.4 112.5 15.1 16,0 92
4612 10/22/03 CF PA-1 1 1588580 6253100 255.0 09 106.7 118.0 15.5 15.0 90
4717 1 1/7/03 CF PA-1 1 1588852 6253366 278.0 19 109.6 118.0 172 15.0 93
4718 1 l/7/'03 CF PA-1 1 1588894 6253397 280.0 04 111.3 120.5 14.7 12.5 92
4719 11/7/03 CF PA-11 1588708 6253226 274.0 07 112.6 122.0 15.3 13.0 92
4720 11/7/03 CF PA-1 1 1588737 6253245 275.0 19 108.6 118.0 17.7 15.0 92
4721 11/7/03 CF PA-1 1 1588647 6253132 279.0 19 110.3 118.0 152 15.0 93
4722 11/7/03 CF PA-11 1588580 6253057 283.0 04 109.8 120.5 12.6 12.5 91
4723 11/7/03 CF PA-11 1988523 6252973 286.0 04 113.5 120.5 12.8 12.5 94
4724 11/7/03 CF PA-11 1988935 6253389 282.0 04 106.3 120.5 10.4 12.5 88 RT ON 4724A
4724A 11/7/03 CF PA-11 1588935 6253389 282.0 04 1082 120.5 12.4 12.5 90 RT OF 4724
4726 11/7/03 CF PA-11 1988790 6253242 283.0 04 109.5 120.5 12.8 12.5 91
4727 11/7/03 CF PA-11 1988570 6252930 288.0 04 1102 120.5 14.3 12.5 91
Project Number:
Project Name:
Project Location:
Client:
971009014
Bressi Ranch
0
0 Page 9 of 43 4 Leighton and Associates, Inc 10/8/2 10:00:40AM
SUMMARY OF FIELD DENSITY TESTS
Test
No.
Test
Date
Test
Of
Location —
Northing Easting
Test
Elev (ft)
Soil Dry Density Moisture (%) Relative (%)
Type Field Max Field Opt. Compaction Remarks
4728 11/13/03 CF PA-11 1988555 6254062 260 0 17 105.2 114.0 15.3 14.5 92
4730 1 1/13/03 CF PA-11 1988558 6253956 268,0 20 108.8 116.0 14.7 14.0 94
4731 11/13/03 CF PA-11 1988717 6253851 276,0 20 104.8 116.0 14.6 14.0 90
4732 11/13/03 CF PA-11 1988764 6253772 278,0 20 101.8 116.0 11.5 14.0 88
4732A 11/13/03 CF PA-11 1988764 6253772 278.0 20 1062 116.0 13.4 14.0 92
4734 11/13/03 CF PA-11 1988879 6253625 275,0 21 108.3 118.0 13.3 13.0 92
4735 11/13/03 CF PA-11 1988880 6253643 278.0 19 110.7 118.0 15.4 15.0 94
4736 11/13/03 CF PA-11 1988911 6253607 280.0 17 103.8 114.0 162 14.5 91
4741 11/13/03 CF PA-11 1989024 6253795 298.0 21 108.3 118.0 134 13.0 92
4742 11/13/03 CF PA-11 1988806 6253758 284.0 19 107.6 118.0 16.4 15.0 91
4744 11/13/03 CF PA-11 1988745 6253822 286.0 20 105.7 116.0 16.1 14.0 91
4746 11/13/03 CF PA-1 1 1988693 6253898 274.0 15 104.6 112.0 16.4 15.5 93
4747 11/13/03 CF PA-11 1988629 6253980 270.0 16 102.8 117.0 12.7 14.0 88
4747A 11/13/03 CF PA-11 1988629 6253980 270.0 16 106,8 117.0 142 14.0 91
4750 11/13/03 CF PA-11 1988542 6254169 258.0 21 1084 118.0 13.6 13.0 92
4768 11/14/03 CF PA-11 1989067 6252937 248.0 19 107.8 118.0 15.3 15.0 91
4769 11/14/03 CF PA-11 1989000 6252851 240.0 19 109.5 118.0 15.9 15.0 93
4770 11/14/03 CF PA-11 1988951 6252752 242.0 19 109.6 118.0 15.3 15.0 93
4771 11/14/03 CF PA-11 1988821 6253304 285.0 18 1012 113.0 18.9 16.0 90
4772 11/14/03 CF PA-11 1988692 6253192 286.0 18 101.5 113.0 18.9 16.0 90
4774 11/14/03 CF PA-11 1988625 6253045 290.0 18 101.4 113.0 16.3 16.0 90
4776 11/14/03 CF PA-11 1988663 6253086 288.0 18 103.5 113.0 14.9 16.0 92
4777 11/14/03 CF PA-11 1988774 6253301 282.0 18 102.3 113.0 16.4 16.0 91
4778 11/14/03 CF PA-11 1988547 6253018 287.0 19 106.9 118.0 16.4 15.0 91
4779 11/14/03 CF PA-11 1988547 6252932 289.0 19 1062 118.0 17.9 15.0 90
4780 11/14/03 CF PA-11 1989252 6253086 274.0 19 106.9 118.0 16.8 15.0 91
4781 11/14/03 CF PA-11 1989320 6253130 285.0 19 106.3 118.0 17.5 15.0 90
4782 11/14/03 CF PA-11 1989142 6253029 256.0 19 106.8 118.0 16.8 15.0 91
4783 11/14/03 CF PA-11 1988515 6252909 291.0 19 1064 118.0 172 15.0 90
4784 11/14/03 CF PA-11 1988772 6253245 290.0 19 108.4 118.0 18.3 15.0 92
4785 11/14/03 CF PA-11 1988568 6252997 291.0 19 107.5 118.0 17.5 15.0 91
4786 11/17/03 CF PA-11 1989211 6253036 259.0 19 106.8 118.0 16.7 15.0 91
RT ON 4732A
RT OF 4732
RT ON 4747A
RT OF 4747
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Project Location:
Client:
971009014
Bressi Ranch
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0 Page 10 of 43 4 Leighton and Associates, Inc 10/8/2 10:00:40AM
SUMMARY OF FIELD DENSITY TESTS
Test
No.
Test
Date
Test
Of
Location —
Northing Easting
Test Soil Dry Density Moisture (%) Relative (%)
Elev (ft) Type Field Max Field Opt. Compaction Remarks
4787 11/17/03 CF PA-11 1989292 6253128 283.0 18 105.3 113.0 17.4 16.0 93
4788 11/17/03 CF PA-11 1989228 6253067 267.0 19 1102 118.0 14.7 15.0 93
4792 11/17/03 CF PA-11 1989036 6252846 244.0 19 109.6 118.0 16.4 15.0 93
4793 11/17/03 CF PA-11 1989104 6252927 253,0 18 1042 113.0 18.6 16.0 92
4794 11/17/03 CF PA-11 1989183 6252992 261.0 19 106.9 118.0 16.7 15.0 91
4795 11/17/03 CF PA-11 1988935 6252644 240.0 21 111.3 118.0 13.5 13.0 94
4796 11/17/03 CF PA-11 1988939 6252678 244.0 20 107.6 116.0 152 14.0 93
4797 11/17/03 CF PA-11 1988967 6252722 246.0 21 107.5 118.0 14.6 13.0 91
4798 11/17/03 CF PA-11 1989002 6252788 248.0 18 104.8 113.0 182 16.0 93
4799 11/17/03 CF PA-11 1988965 6252750 238.0 20 107.6 116.0 152 14.0 93
4900 11/18/03 CF PA-11 1988965 6252672 242.0 21 108.3 118.0 15.9 13.0 92
4901 11/18/03 CF PA-11 1989090 6252840 250.0 21 1092 118.0 14.7 13.0 93
4902 11/18/03 CF PA-11 1589120 6252935 262.0 21 107.4 118.0 162 13.0 91
4906 11/18/03 CF PA-11 1988606 6252541 246.0 21 1092 118.0 15.6 13.0 93
4907 11/18/03 CF PA-11 1988652 6252577 248.0 04 110.6 120.5 13.8 12.5 92
4908 11/18/03 CF PA-11 1988728 6252638 251.0 04 107.3 120.5 14.4 12.5 89
4908A 11/18/03 CF PA-11 1988728 6252635 251.0 04 1082 120.5 13.7 12.5 90
4910 11/18/03 CF PA-11 1988630 6252585 253.0 04 112.5 120.5 12.7 12.5 93
4911 11/18/03 CF PA-11 1988585 6252562 255.0 07 113.5 122.0 15.5 13.0 93
4912 11/18/03 CF PA-11 1988510 6252575 267.0 07 110.8 122.0 14.6 13.0 91
4913 11/18/03 CF PA-11 1988535 6252570 269.0 07 111.3 122.0 12.7 13.0 91
4914 11/18/03 CF PA-11 1588667 6252642 256.0 21 107.4 118.0 13.8 13.0 91
4915 11/18/03 CF PA-11 1588767 6252671 258.0 21 1082 118.0 15.3 13.0 92
4916 11/18/03 CF PA-11 1588496 6252622 276.0 21 106.9 118.0 162 13.0 91
4917 11/18/03 CF PA-11 1588502 6252643 284.0 07 113.7 122.0 142 13.0 93
4918 11/18/03 CF PA-11 1988586 6252584 262.0 07 111.8 122.0 15.4 13.0 92
4919 11/18/03 CF PA-11 1588659 6252611 261.0 21 108.8 118.0 13.5 13.0 92
4920 11/19/03 CF PA-11 1989095 6252898 255.0 21 108.3 118.0 152 13.0 92
4921 11/19/03 CF PA-11 1989099 6252962 266.0 21 107.4 118.0 16.8 13.0 91
4922 ll/19/'03 CF PA-11 1989188 6253022 272.0 19 1092 118.0 17.6 15.0 93
4923 ll/19/'03 CF PA-11 1989190 6253011 275.0 17 103.8 114.0 15.4 14.5 91
4924 11/19/03 CF PA-11 1989278 6253074 279.0 18 104.6 113.0 182 16.0 93
RT ON 4908A
RT OF 4908
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Project Location:
Client:
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Bressi Ranch
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0 Page 11 of43
Leighton and Associates, Inc 10/8/2 10:0040AM
SUMMARY OF FIELD DENSITY TESTS
Test Test Test Location Test Soil Dry Density Moisture (%) Relative C/o)
No. Date Of Northing Easting Elev (ft) Type Field Max Field Opt. Compaction
4925 11/19/03 CF PA-11 1989267 6253118 286.0 17 106.3 114.0 16.1 14.5 93
4926 11/19/03 CF PA-11 1989337 6253180 306.0 20 105.5 116.0 172 14.0 91
4932 11/19/03 CF PA-11 1989050 6253554 294.0 20 105.8 116.0 14.7 14.0 91
4933 11/19/03 CF PA-11 1989093 6253518 300.0 20 1052 116.0 14.8 14.0 91
4934 11/19/03 CF PA-11 1989027 6253315 308.0 21 107.9 118.0 13.3 13.0 91
4935 11/19/03 CF PA-11 1989080 6253394 312.0 21 105.8 118.0 15.4 13.0 90
4936 11/20/03 CF PA-11 1989014 6253324 309.0 21 107.3 118.0 162 13.0 91
4937 11/20/03 CF PA-11 1589080 6253440 311.0 21 1092 118.0 14.8 13.0 93
4938 11/20/03 CF PA-11 1989038 6253556 296.0 21 106.5 118.0 15.4 13.0 90
4940 11/20/03 CF PA-11 1588655 6253020 299.0 16 1082 117.0 14.6 14.0 92
4941 11/20/03 CF PA-11 1588538 6252865 297.0 17 105.3 114.0 15.8 14.5 92
4942 11/20/03 CF PA-11 1988525 6252715 294.0 17 102.8 114.0 14.9 14.5 90
4943 11/20/03 CF PA-11 1588583 6252591 275.0 16 1062 117.0 16.5 14.0 91
4944 11/20/03 CF PA-11 1988818 6253250 293.0 16 106.3 117.0 15.3 14.0 91
4945 11/20/03 CF PA-11 1988742 6253185 290.0 17 102.3 114.0 142 14.5 90
4946 11/20/03 CF PA-11 1988731 6253080 294.0 17 104.4 114.0 148 14.5 92
4947 11/20/03 CF PA-11 1988651 6252985 292.0 18 100.6 113.0 15.4 16.0 89
4947A 11/20/03 CF PA-11 1988648 6252974 292.0 18 102.8 113.0 17.4 16.0 91
4949 11/20/03 CF PA-11 1988502 6252686 293.0 18 1052 113.0 172 16.0 93
4950 11/20/03 CF PA-11 1988538 6252810 295.0 17 100.4 114.0 10.5 14.5 88 4950A 11/20/03 CF PA-11 1988538 6252800 295.0 17 103.8 114.0 13.7 14.5 91
4952 11/20/03 CF PA-11 1988788 6253139 296.0 16 107.9 117.0 15.3 14.0 92
4953 11/20/03 CF PA-11 1988683 6252887 298.0 17 104.5 114.0 16.8 145 92
4954 11/20/03 CF PA-11 1988557 6252863 296.0 19 108.6 118.0 15.4 15.0 92 4955 11/20/03 CF PA-11 1988611 6252604 269.0 16 105.7 117.0 14.8 14.0 90
4956 11/20/03 CF PA-11 1988542 6252595 277.0 16 106.3 117.0 16.8 14.0 91
4957 11/20/03 CF PA-11 1588471 6252733 296.0 17 104.7 114.0 15.0 14.5 92
4958 11/21/03 CF PA-1 1 1988826 6253096 301.0 21 106.8 118.0 142 13.0 91
4959 1 1/21/03 CF PA-11 1588726 6253152 301.0 21 103.4 118.0 10.6 13.0 88 4959A 11/21/'03 CF PA-1 1 1588726 6253152 301.0 21 107.4 118.0 132 13.0 91
4961 11/21/03 CF PA-1 1 1588658 6253041 302.0 20 100.5 116.0 11.3 14.0 87 4961A 11/21/03 CF PA-1 1 1588678 6253044 302.0 20 105.8 116.0 14.2 14.0 91
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Project Location:
Client:
971009014
Bressi Ranch
0
0 Page 12 of 43
RT ON 4947A
RT OF 4947
RT ON 4950A
RT OF 4950
RT ON 4959A
RT OF 4959
RT ON 4961A
RT OF 4961
4 Leighton and Associates, Inc 10/8/2 10:00:40AM
SUMMARY OF FIELD DENSITY TESTS
Test Test Test Location Test Soil Dry Density Moisture (%) Relative C/o)
No. Date Of Northing Easting Elev (ft) Type Field Max Field Opt. Compaction
4963 11/21/03 CF PA-11 1988694 6252985 302.0 20 106.4 116.0 152 14.0 92
4964 11/21/03 CF PA-11 1988530 6252907 303.0 21 106.8 118.0 14.1 13.0 91
4965 11/21/03 CF PA-11 1988590 6252850 297.0 20 104.8 116.0 16.3 14.0 90
4966 11/21/03 CF PA-11 1988782 6253240 299.0 21 1082 118.0 12.8 13.0 92
4967 11/21/03 CF PA-11 1988890 6253180 302.0 21 106.3 118.0 15.4 13.0 90
4986 11/24/03 CF PA-11 1988970 6252842 250.0 16 106.7 117.0 152 14.0 91
4987 11/24/03 CF PA-11 1989035 6252825 252.0 16 103.6 117.0 11.5 14.0 89
4987A 11/24/03 CF PA-11 1989035 6252820 252.0 16 105.8 117.0 13.7 14.0 90
4989 11/24/03 CF PA-11 1989066 6252885 257.0 16 107.2 117.0 14.7 14.0 92
4990 11/24/03 CF PA-11 1989066 6252926 259.0 17 1052 114.0 15.3 14.5 92
4991 11/24/03 CF PA-11 1589162 6252958 268.0 17 100.4 114.0 10.6 14.5 88
4991A 11/24/03 CF PA-11 1589162 6252955 268.0 17 104.8 114.0 142 145 92
4993 11/24/03 CF PA-11 1589160 6253010 274.0 16 108.3 117.0 152 14.0 93
4994 11/24/03 CF PA-11 1989191 6253065 280.0 20 106.5 116.0 14.7 14.0 92
4995 11/24/03 CF PA-1 1 1989242 6253038 284.0 20 104.9 116.0 16.3 14.0 90
4996 11/24/03 CF PA-1 1 1589345 6253172 308.0 18 103.8 113.0 17.1 16.0 92
5102 I l/24/'03 CF PA-1 1 1588480 6252617 288.0 16 106.9 117.0 13.8 14.0 91
5103 1 1/24/03 CF PA-1 1 1588595 6252600 278.0 16 108.3 117.0 14.7 14.0 93
5104 1 1/24/03 CF PA-1 1 1988640 6252662 276.0 16 105.8 117.0 15.3 14.0 90
5105 11/24/03 CF PA-1 1 1588780 6252706 266.0 16 107.7 117.0 142 14.0 92
5106 11/24/03 CF PA-1 1 1588930 6252780 258.0 16 106.8 117.0 16.4 14.0 91
5107 11/24/'03 CF PA-11 1589030 6252848 257.0 16 109.2 117.0 14.6 14.0 93
5111 11/24/03 CF PA-11 1989129 6252950 273.0 16 105.9 117.0 14.0 14.0 91
5112 1 1/24/03 CF PA-11 1989210 6253020 282.0 16 108.4 117.0 14.6 14.0 93
5113 11/24/03 CF PA-11 1589240 6253060 287.0 16 1072 117.0 16.3 14.0 92
5114 11,25/03 CF PA-1 1 1589017 6253279 310.0 19 108.2 118.0 17.3 15.0 92
5115 11,25/03 CF PA-11 IS 89092 6253454 315.0 19 106.8 118.0 162 15.0 91
5116 11/25/03 CF PA-11 1S89057 6253565 299.0 20 103.3 116.0 17.4 14.0 89
5116A 11,25/03 CF PA-11 1S89057 6253565 299.0 20 106.5 116.0 172 14.0 92
5121 11/25/03 CF PA-11 1S89114 6253485 318.0 21 108.3 118.0 15.6 13.0 92
5122 11/25/03 CF PA-11 IS89045 6253330 314.0 21 107.8 118.0 164 13.0 91
5123 11/25/03 CF PA-11 1988888 6253685 295.0 19 1082 118.0 15.8 15.0 92
Remarks
RT ON 4987A
RT OF 4987
RTON 4991A
RT OF 4991
RTON5116A
RTOF 5116
Project Number:
Project Name:
Project Location:
Client:
971009014
Bressi Ranch
0
0 Page 13 of 43 4 Leighton and Associates, Inc 10/8/2 10:00:40AM
SUMMARY OF FIELD DENSITY TESTS
Test
No.
Test
Date
Test
Of
Location —
Northing Easting
Test Soil Dry Density Moisture (%) Relative C/o)
Elev (ft) Type Field Max Field Opt. Compaction Remarks
5124 11/25/03 CF PA-11 1S88863 6253709 290.0 19 106.9 118.0 172 15.0 91
5125 11/25/03 CF PA-11 1S88905 6253638 293.0 20 1052 116.0 16.4 14.0 91
5126 11/25/03 CF PA-11 1S88918 6253652 300.0 20 1082 116.0 14.5 14.0 93
.S128 11,25,'03 CF PA-1 1 1S88805 6253766 296.0 19 108.3 118.0 17.7 15.0 92
5129 11/25,/03 CF PA-11 1S88910 6253660 302.0 21 109.4 118.0 132 13.0 93
5714 l,/6/04 CF PA-11 1588789 6252680 271.0 13 111.0 115.0 162 16.5 97
5715 l/6,'04 CF PA-1 1 1588877 6252647 267.5 13 109.7 115.0 17.3 16.5 95
5716 1/6/04 CF PA-11 1588963 6252629 265.0 13 106.8 115.0 16.9 16.5 93
5716A 1/6/04 CF PA-11 1588976 6252633 265.0 13 110.3 115.0 15.9 16.5 96
5718 1/6/04 CF PA-11 1589045 6252641 264.0 13 108.7 115.0 17.6 16.5 95
5719 1/6/04 CF PA-11 1988975 6252726 260.0 13 109.7 115.0 16.3 16.5 95
5720 l/6,/04 CF PA-11 1988910 6252802 261.0 13 108.7 115.0 15.9 16.5 95
5721 1/6/04 CF PA-11 1988989 6252803 258.0 13 110.5 115.0 17.0 16.5 96
5722 1/6/04 CF PA-11 1989051 6252780 263.0 13 109.1 115.0 172 16.5 95
5723 1/6/04 CF PA-11 1989081 6252773 266.0 13 109.5 115.0 16.5 16.5 95
5724 1/6/04 CF PA-1 1 1989150 6252895 268.0 13 1112 115.0 15.4 16.5 97
5725 1/6/04 CF PA-11 1589150 6252907 267.0 10 108.3 112.5 16.3 16.0 96
5726 1/6/04 CF PA-11 1989073 6252924 267.5 10 108.3 112.5 17.6 16.0 96
5727 1/6/04 CF PA-11 1989023 6252960 271.0 13 110.1 115.0 16.8 16.5 96
5728 1/6/04 CF PA-11 1989050 6252880 269.0 13 109.7 115.0 15.7 16.5 95
5729 1/6/04 CF PA-11 1989008 6252793 265.0 13 111.6 115.0 16.3 16.5 97
5730 1/6/04 CF PA-11 1988958 6252751 256.5 13 109.0 115.0 17.5 16.5 95
5731 1/6/04 CF PA-11 1988815 6252740 273.5 15 107.6 112.0 16.0 15.5 96
5732 1/7/04 CF PA-11 1989088 6252820 178.0 04 108.7 120.5 15.5 12.5 90
5733 1/7/04 CF PA-11 1989140 6252898 178.0 04 108,5 120.5 15.3 12.5 90
5734 1/7/04 CF PA-11 1989066 6252881 178.0 04 1092 120.5 15.1 12.5 91
5735 1/7/04 CF PA-11 1989075 6252970 178.0 04 109.5 120.5 14.7 12.5 91
5737 1/7/04 CF PA-11 1989110 6252790 179.0 04 109.6 120.5 13.8 12.5 91
5738 1/7/04 CF PA-11 1989109 6252840 179.0 04 108.6 120.5 14.3 12.5 90
5739 1/7/04 CF PA-11 1989148 6252918 179.0 04 108.8 120.5 14.1 12.5 90
5740 1/7/04 CF PA-11 1989012 6252918 179.0 04 109.6 120.5 14.5 12.5 91
5741 1/7/04 CF PA-11 1988940 6252799 179.0 04 110.1 120.5 14.4 12.5 91
RTON5716A
RT OF 5716
Project Number:
Project Name:
Project Location:
Client:
971009014
Bressi Ranch
0
0 Page 14 of 43
Leighton and Associates, Inc 10/8/2 10;00:40AM
SUMMARY OF FIELD DENSITY TESTS
Test
No.
Test
Date
Test
Of
Location —
Northing Easting
Test
Elev (ft)
Soil
Type
Dry Density
Field Max
Moisture (%)
Field Opt.
Relative (%)
Compaction Remarks
5742 1/7/04 CF PA-11 1988975 6252792 176.0 04 110.3 120.5 16.7 12.5 92
5743 1/7/04 CF PA-11 1988996 6252727 176.0 04 109.6 120.5 15.1 12.5 91
5744 1/7/04 CF PA-11 1988981 6252705 176.0 04 109.8 120.5 15.0 12.5 91
5745 1/7/04 CF PA-11 1988976 6252690 176.0 04 108.8 120.5 14.7 12.5 90
5746 1/7/04 CF PA-11 1988853 6252698 176.0 04 109.3 120.5 16.3 12.5 91
5747 1/7/04 CF PA-11 1989140 6252916 177.0 16 107.7 117.0 192 14.0 92
5748 1/7/04 CF PA-11 1988850 6252765 177.0 16 105.9 117.0 18.5 14.0 91
5749 1/7/04 CF PA-11 1989007 6252830 177.0 16 1032 117.0 17.9 14.0 88
5 749A 1/7/04 CF PA-11 1989007 6252830 177.0 16 106.4 117.0 16.5 14.0 91
5900 1/8/04 CF PA-11 1988975 6252680 275.0 14 114.1 124.0 14.6 12.0 92
5901 1/8/04 CF PA-11 1988920 6252650 277.0 14 112.0 124.0 17.4 12.0 90
5902 1/8/04 CF PA-11 1988900 6252675 280.0 14 108.3 124.0 15.1 12.0 87
5902A 1/8,04 CF PA-11 1988900 6252625 280.0 14 1122 124.0 17.5 12.0 90
5904 l/8/'04 CF PA-11 1988880 6252752 275.0 14 112.3 124.0 16.5 12.0 91
5905 1/8,04 CF PA-11 1989055 6252748 279.0 16 105.0 117.0 18.5 14.0 90
5906 1/8/04 CF PA-11 1989170 6252830 280.0 16 104.8 117.0 187 14.0 90
5907 1/8/04 CF PA-11 1989065 6252935 280.0 16 103.3 117.0 19.0 14.0 88
5907A 1/8/04 CF PA-11 1989065 6252935 280.0 16 105.4 117.0 182 14.0 90
5909 l/8.''04 CF PA-11 1988990 6252845 279.0 16 106.3 117.0 18.9 14.0 91
5943 l/9/'04 CF PA-11 1988525 6252530 286.0 17 1032 114.0 16.1 14.5 91
5944 1/9/04 CF PA-11 1988613 6252580 284.0 17 103.6 114.0 16.4 14.5 91
5945 1/9/04 CF PA-11 1988761 6252732 285.0 17 102.9 114.0 17.1 14.5 90
5946 l/9,'04 CF PA-11 1988819 6252771 285.0 16 106.1 117.0 16.8 14.0 91
5947 1/9/04 CF PA-11 1988691 6252730 287.0 16 106.4 117.0 16.3 14.0 91
5948 1/9/04 CF PA-11 15'88590 6252668 288.0 16 107.5 II7.0 172 14.0 92
5949 l/9,/04 CF PA-1 1 1988880 6252715 281.0 17 104.5 114.0 16.7 14.5 92
5950 1/9,-04 CF PA-11 1988960 6252677 275.0 17 105.3 114.0 172 14.5 92
5951 1/9/04 CF PA-11 1989075 6252768 280.0 16 105.9 117.0 16.6 14.0 91
5952 1/9/04 CF PA-11 1989173 6252930 281.0 16 106.3 117.0 17.4 14.0 91
5953 l/9/'04 CF PA-11 1989214 6252991 280.0 17 103.8 114.0 16.9 14.5 91
5954 l/9/'04 CF PA-11 1989066 6252886 279.0 17 104.0 114.0 16.5 145 91
5955 l/9/'04 CF PA-11 1988944 6252780 278.0 15 100.5 112.0 18.4 15.5 90
RT ON 5749A
RT OF 5749
RT ON 5902A
RT OF 5902
RT ON 5907A
RT OF 5907
Project Number:
Project Name:
Project Location:
Client:
971009014
Bressi Ranch
0
0 Page 15 of 43 4 Leighton and Associates, Inc 10/8/2 10:0040AM
SUMMARY OF FIELD DENSITY TESTS
Test Test Test Location Test Soil Dry Density Moisture (%) Relative (%)
No. Date Of Northing Easting Elev (ft) Type Field Max Field Opt. Compaction Remarks
5956 1/9/04 CF PA-11 1988959 6252895 279.0 16 103.1 117.0 15.1 14.0 88 RT ON 5956A
5956A 1/9/04 CF PA-11 1988959 6252895 279.0 16 106.6 117.0 16.7 14.0 91 RT OF 5956
5958 1/9/04 CF PA-11 1989050 6252960 280.0 17 101.0 114.0 13.9 14.5 89 RT ON 5958A
5958A 1/9/04 CF PA-11 1989050 6252960 280.0 17 103.8 114.0 16.5 145 91 RT OF 5958
5960 1/9/04 CF PA-11 1989167 6253072 281.0 15 101.5 112.0 17.7 15.5 91
5961 1/10/04 CF PA-11 1988501 6252699 286.0 13 1012 115.0 18.7 16.5 88 RTON5961A
5961A 1/10/04 CF PA-11 1988501 6252699 286.0 13 103.5 115.0 18.4 16.5 90 RTOF 5961
5963 1/10/04 CF PA-11 15188501 6252670 286.0 20 104.5 116.0 16.9 14.0 90
5964 1/10/04 CF PA-11 1988611 6252703 285.0 20 104.1 116.0 16.3 14.0 90
5965 1/10/04 CF PA-11 1988675 6252665 285.0 13 103.1 115.0 18.9 16.5 90
5966 1/10/04 CF PA-11 15»88757 6252792 287.0 13 103.7 115.0 192 16.5 90
5967 1/10/04 CF PA-11 1988795 6252720 287.0 20 103.9 116.0 17.4 14.0 90
5968 1/10/04 CF PA-11 1988875 6252815 280.0 20 1042 116.0 16.0 14.0 90
5969 1/10/04 CF PA-11 1988855 6252740 280.0 13 104.7 115.0 18.6 16.5 91
5970 1/12/04 CF PA-11 1989245 6253005 284.0 20 1052 116.0 16.5 14.0 91
5971 1/12/04 CF PA-11 1988791 6252766 289.0 20 102.7 116.0 13.4 14.0 89 RTON 5971A
5971A 1/12/04 CF PA-11 1988791 6252766 289.0 20 104.5 116.0 16.5 14.0 90 RTOF 5971
5973 1/12/04 CF PA-11 1988622 6252750 290.0 20 104.8 116.0 16.1 14.0 90
5974 1/12/04 CF PA-11 1988635 6252680 291.0 20 103.9 116.0 15.8 14.0 90
5975 1/12/04 CF PA-11 1988923 6252814 282.0 20 1042 116.0 16.4 14.0 90
5976 1/12/04 CF PA-11 1989035 6252927 284.0 20 105.1 116.0 16.0 14.0 91
5977 1/12/04 CF PA-11 1989170 6253040 284.0 20 104.7 116.0 16.3 14.0 90
5978 1/12/04 CF PA-11 1989274 6253049 286.0 20 105.3 116.0 16.3 14.0 91
5979 1/13/04 CF PA-11 1988495 6252690 297.0 04 108.5 120.5 12.8 12.5 90
5980 1/13/04 CF PA-11 1988546 6252612 297.0 04 106.8 120.5 13.5 12.5 89 RT ON 5980A
5980A 1/13/04 CF PA-11 1988546 6252612 297.0 04 109.1 120.5 14.0 12.5 91 RT OF 5980
5982 1/13/04 CF PA-11 1988645 6252660 293.0 04 108.6 120.5 13.7 12.5 90
5983 1/13/04 CF PA-11 1988775 6252730 292.0 04 106.0 120.5 15.3 12.5 88 RT ON 5983A
5983A 1/13/04 CF PA-11 1988775 6252730 292.0 04 109.3 120.5 15.1 12.5 91 RT OF 5983
5985 1/13/04 CF PA-11 15188881 6252723 286.0 04 111.3 120.5 15.1 12.5 92
5986 1/13/04 CF PA-11 15-88657 6252731 295.0 04 108.5 120.5 162 12.5 90
5987 1/13/04 CF PA-11 15'88558 6252699 294.0 04 110.3 120.5 14.8 12.5 92
Project Number:
Project Name:
Project Location:
Client:
971009014
Bressi Ranch
0
0 Page 16 of 43 4 Leighton and Associates, Inc 10/8/2 10:00:40AM
SUMMARY OF FIELD DENSITY TESTS
Test Test Test Location Test Soil
0. Date Of Northing Easting Elev (ft) Type Field Max Field Opt. Compaction
5988 1/13/04 CF PA-11 1988763 6252805 291.0 04 109.1 120.5 16.7 12.5 91
5989 1/13/04 CF PA-11 1988975 6252718 281.0 04 109.1 120.5 152 12.5 91
5990 1/13/04 CF PA-11 1989100 6252760 281.0 04 109.9 120.5 14.0 12.5 91
5991 1/13/04 CF PA-11 1989072 6253016 291.0 04 107.4 120.5 14.7 12.5 89
5991A 1/13/04 CF PA-11 1989072 6253016 291.0 04 107.9 120.5 13.6 12.5 90
5993 1/13/04 CF PA-11 1988975 6252945 290.0 04 107.9 120.5 13.5 12.5 90
5994 1/13/04 CF PA-11 1989164 6252987 291.0 04 108.1 120.5 12.9 12.5 90
5995 1/13/04 CF PA-11 1989287 6252987 290.0 04 108.0 120.5 13.7 12.5 90
5996 1/13/04 CF PA-11 1989195 6252877 291.0 04 108.7 120.5 13.0 12.5 90
5997 1/14/04 CF PA-11 1989470 6252440 190.0 18 100.1 113.0 10.1 16.0 89
5997A 1/14/04 CF PA-11 IS89470 6252440 190.0 18 102.6 113.0 16.5 16.0 91
5999 1/14/04 CF PA-1 1 1S89485 6252417 192.0 18 102.8 113.0 112 16.0 91
6186 1/14/04 CF PA-11 1588504 6252776 298.0 19 106.8 118.0 16.4 15.0 91
6187 1/14/04 CF PA-11 1S88601 6252619 292.0 20 107.8 116.0 15.4 14.0 93
6188 1/14/04 CF PA-1 1 1588617 6252766 293.0 20 106.4 116.0 17.9 14.0 92
6189 1/14/04 CF PA-11 1S88720 6252705 292.0 19 107.7 118.0 16.3 15.0 91
6190 1/14/04 CF PA-11 1S88863 6252724 290.0 19 106.4 118.0 16.7 15.0 90
6191 1/14/04 CF PA-11 1988965 6252934 289.0 19 105.9 118.0 16.1 15.0 90
6192 1/14/04 CF PA-11 1589026 6252755 289.0 19 107.8 118.0 17.1 15.0 91
6193 1/14/04 CF PA-11 1589157 6253074 285.0 19 107.9 118.0 17.4 15.0 91
6 194 1/14/04 CF PA-1 1 15 89293 6253105 292.0 20 106.3 116.0 16.4 14.0 92
6195 1/14/04 CF PA-11 1589127 6252826 289.0 19 106.6 118.0 162 15.0 90
6196 l/l4/'04 CF PA-1 1 1588524 6252633 294.0 19 106.4 118.0 15.3 15.0 90
6 197 1/14/04 CF PA-1 1 1988674 6252661 293.0 19 106.7 118.0 16.7 15.0 90
6 198 1/14/04 CF PA-1 1 1988760 6252810 296.0 17 103.8 114,0 16.4 14.5 91
6199 1/14/04 CF PA-11 1988831 6252842 294.0 19 107.8 118.0 16.7 15.0 91
6250 1/20/04 CF PA-1 1 1989480 6252533 228.0 16 105.1 117.0 15.8 14.0 90
6251 1/20/04 CF PA-11 1989515 6252545 226.0 16 105.5 117.0 16.1 14.0 90
6252 1/20/04 CF PA-11 1989393 6252555 226.0 17 102.3 114.0 16.0 14.5 90
6253 1/20/04 CF PA-11 1989645 6252550 227.0 13 103.8 115.0 17.0 16.5 90
6254 1/20/04 CF PA-1 1 1989700 6252650 225.0 13 1032 115.0 16.8 16.5 90
6255 1/20/04 CF PA-11 1989769 6252700 223.0 10 102.1 112.5 16.8 16.0 91
Remarks
RTON 5991A
RTOF 5991
RT ON 5997A
RT OF 5997
Project Number:
Project Name:
Project Location:
Client:
971009014
Bressi Ranch
0
0 Page 17 of 43
Leighton and Associates, Inc 10/8/2 10:00:40AM
SUMMARY OF FIELD DENSITY TESTS
Test
No.
Test
Date
Test
Of
Location
Northing Easting
Test Soil Dry Density Moisture (%) Relative (%)
Elev (ft) Type Field Max Field Opt. Compaction Remarks
6256 1/20/04 CF PA-11 1989800 6252750 222.0 13 103.4 115.0 17.1 16.5 90
6257 1/20/04 CF PA-11 1589764 6252770 222.0 13 103.8 115.0 17.5 16.5 90
6258 1/20/04 CF PA-11 1589680 6252727 224.0 20 104.0 116.0 14.7 14.0 90
6259 1/20/04 CF PA-11 1589645 6252684 225.0 20 105.5 116.0 132 14.0 91
6260 1/20/04 CF PA-11 1S89510 6252575 226.0 20 104.4 116.0 15.1 14.0 90
6261 1/20/04 CF PA-11 1589580 6252580 225.0 21 108.0 118.0 15.3 13.0 92
6262 1/20/04 CF PA-11 1589597 6252591 227.0 16 1052 117.0 14.9 14.0 90
6263 1/21/04 CF PA-1 1 1589495 6252500 235.0 17 103.9 114.0 14.7 14.5 91
6264 1/21/04 CF PA-1 1 1589540 6252500 234.0 20 104,1 116.0 14.8 14.0 90
6265 1/21/04 CF PA-1 1 1S89615 6252510 237.0 16 105.6 117.0 15.1 14.0 90
6266 1/21/04 CF PA-11 1589572 6252425 237.0 20 104,4 116.0 14.9 14.0 90
6267 1/21/04 CF PA-11 1589500 6252434 234.0 20 98.6 116.0 15.9 14.0 85
6267A 1/21/04 CF PA-11 1989500 6252434 234.0 20 104.4 116.0 14.0 14.0 90
6269 1/21/04 CF PA-11 1989450 6252460 235.0 13 103.9 115.0 16.7 16.5 90
6270 1/21/04 CF PA-11 1989360 6252450 240.0 20 105.7 116.0 16.0 14.0 91
6271 1/21/04 CF PA-11 1989295 6252470 239.0 20 1041 116.0 15.5 14.0 90
6272 1/21/04 CF PA-11 1989240 6252490 238.0 20 1042 116.0 147 14.0 90
6273 1/21/04 CF PA-11 1989340 6252550 237.0 17 103.1 114.0 145 14.5 90
6274 1/21/04 CF PA-11 1989430 6252525 236.0 20 99.1 116.0 12.0 14.0 85
6274A 1/21/04 CF PA-11 1989430 6252525 236.0 20 104.6 116.0 16.0 14.0 90
6276 1/21/04 CF PA-11 1989515 6252578 235.0 20 104.9 116.0 16.1 14.0 90
6277 1/21/04 CF PA-11 1989616 6252637 232.0 20 104.5 116.0 16.0 14.0 90
6278 1/21/04 CF PA-11 1989675 6252630 229.0 21 108.0 118.0 13.8 13.0 92
6279 1/21/04 CF PA-11 1989710 6252615 228.0 20 104.6 116.0 14.8 14.0 90
6280 1/21/04 CF PA-11 1989676 6252603 234.0 16 105.6 117.0 14.3 14.0 90
6281 1/21/04 CF PA-11 1989625 6252500 234.0 16 105.7 117.0 142 14.0 90
6282 1/21/04 CF PA-11 1989563 6252545 234.0 13 103.8 115.0 17.4 16.5 90
6283 1/22/04 CF PA-11 1989442 6252435 335.0 20 104.6 116.0 16.1 14.0 90
6284 1/22/04 CF PA-11 1989545 6252517 331.0 16 105.1 117.0 16.4 14.0 90
6285 1/22/04 CF PA-11 1989578 6252581 329.0 20 104.7 116.0 172 14.0 90
6286 1/22/04 CF PA-11 1989058 6252607 268.0 20 104.3 116.0 14.9 14.0 90
6287 1/22/04 CF PA-11 1989075 6252590 265.0 16 1052 117.0 15.6 14.0 90
RT ON 6267A
RT OF 6267
RT ON 6274A
RT OF 6274
Project Number:
Project Name:
Project Location:
Client:
971009014
Bressi Ranch
0
0 Page 18 of 43
Leighton and Associates, Inc 10/8/2 10:00:40AM
SUMMARY OF FIELD DENSITY TESTS
Test Test Test Location Test Soil Dry Density Moisture (%) Relative C/o)
No. Date Of Northing Easting Elev (ft) Type Field Max Field Opt. Compaction Remarks
6288 1/22/04 CF PA-11 1989136 6252574 260.0 20 104.6 116.0 16.5 14.0 90
6289 1/22/04 CF PA-11 1989192 6252563 254.0 13 103.9 115.0 172 16.5 90
6290 1/22/04 CF PA-11 1989238 6252517 251.0 20 104.1 116.0 14.9 14.0 90
6291 1/22/04 CF PA-11 1989285 6252500 249.0 16 105.5 117.0 162 14.0 90
6292 1/22/04 CF PA-11 1989296 6252558 249.0 20 1048 116.0 145 14.0 90
6293 1/22/04 CF PA-11 1S89325 6252488 246.0 21 107.5 118.0 16.5 13.0 91
6294 1/22/04 CF PA-11 1S89383 6252515 243.0 02 109.8 122.5 14.0 11.5 90
6295 1/22/04 CF PA-11 1989401 6252555 244.0 04 108.5 120.5 17.1 12.5 90
6296 1/22/04 CF PA-11 1989448 6252488 242.0 04 108.1 120.5 17.5 12.5 90
6297 1/22/04 CF PA-11 1989521 6252592 240.0 04 107.9 120.5 162 12.5 90
6298 1/22/04 CF PA-11 1989462 6252522 243.0 16 106.9 117.0 16.5 14.0 91
6299 1/22/04 CF PA-11 1989435 6252465 246.0 20 104.3 116.0 15.1 14.0 90
6300 1/14/04 CF PA-11 1989485 6252417 192.0 18 103.7 113.0 16.5 16.0 92
6301 1/14/04 CF PA-11 1989440 6252372 201.0 18 99.5 113.0 132 16.0 88 RTON6301A
6301A 1/14/04 CF PA-11 1989440 6252372 201.0 18 103.9 113.0 19.5 16.0 92 RTOF 6301
6303 1/14/04 CF PA-11 1989358 6252343 202.0 18 99.8 113.0 10.1 16.0 88 RT ON 6303A
6303A 1/14/04 CF PA-11 1989358 6252343 202.0 18 102.4 113.0 18.1 16.0 91 RT OF 6303
6305 1/14/04 CF PA-11 1989300 6252394 200.0 13 102.9 115.0 10.9 16.5 89 RT ON 6305A
6305A 1/14/04 CF PA-11 1989300 6252394 200.0 13 103.1 115.0 13.9 16.5 90 RT OF 6305
6307 1/14/04 CF PA-11 1989347 6252432 194.0 13 101.6 115.0 9.7 16.5 88 RT ON 63 07A
6307A 1/14/04 CF PA-11 1989347 6252432 194.0 13 103.7 115.0 18.5 16.5 90 RT OF 6307
6309 1/14/04 CF PA-11 1989440 6252445 195.0 13 102.5 115.0 10.6 16.5 89 RT ON 6309A
6309A 1/14/04 CF PA-11 1989440 6252445 195.0 13 105.1 115.0 16.9 16.5 91 RT OF 6309
6311 1/14/04 CF PA-11 1989442 6252432 210.0 21 106.8 118.0 13.7 13.0 91
6312 1/14/04 CF PA-11 1989450 6252390 210.0 21 108.1 118.0 13.1 13.0 92
6313 1/14/04 CF PA-11 1989355 6252395 211.0 20 104.4 116.0 142 14.0 90
6314 1/14/04 CF PA-11 1989415 6252515 211.0 20 104.9 116.0 14.3 14.0 90
6315 1/14/04 CF PA-11 1989479 6252480 212.0 07 1102 122.0 134 13.0 90
6316 1/14/04 CF PA-11 1989482 6252543 212.0 07 109.6 122.0 14.1 13.0 90
6317 1/15/04 CF PA-11 1989316 6252426 214.0 10 100.9 112.5 16.3 16.0 90
6318 1/15/04 CF PA-11 1989380 6252459 215.0 10 102.6 112.5 16.5 16.0 91
6319 1/15/04 CF PA-11 1989431 6252430 214.0 10 97.9 112.5 13.6 16.0 87 RTON6319A
Project Nunnber:
Project Name:
Project Location:
Client:
971009014
Bressi Ranch
0
0 Page 19 of 43 4 Leighton and Associates, Inc 10/8/2 10:00:40AM
SUMMARY OF FIELD DENSITY TESTS
Project Number:
Project Name:
Project Location:
Client:
971009014
Bressi Ranch
0
0
Test Test Test Location Test Soil Dry Density Moisture (%) Relative C/o)
No. Date Of Northing Easting Elev (ft) Type Field Max Field Opt. Compaction Remarks
6319A 1/15/04 CF PA-11 1989431 6252430 214.0 10 101.3 112.5 16.1 16.0 90 RT OF 6319
6320 1/15/04 CF PA-11 1989525 6252400 215.0 04 103.6 120.5 11.7 12.5 86 RT ON 6320A
6320A 1/15/04 CF PA-11 1989525 6252400 215.0 04 108.3 120.5 14.8 12.5 90 RT OF 6320
6323 1/15/04 CF PA-11 1989455 6252472 215.0 13 100.9 115.0 9.8 16.5 88 RT ON 6323A
6323A 1/15/04 CF PA-11 1989455 6252472 215.0 13 106.7 115.0 15.4 16.5 93 RT OF 6323
6325 1/16/04 CF PA-11 1989580 6252570 212.0 04 110.1 120.5 16.6 12.5 91
6326 1/16/04 CF PA-11 15»89615 6252558 212.0 04 109.6 120.5 16.1 12.5 91
6327 1/15/04 CF PA-11 1989560 6252619 212.0 04 109.8 120.5 16.1 12.5 91
6328 1/15/04 CF PA-11 1989662 6252648 213.0 04 108.4 120.5 15.9 12.5 90
6329 1/16/04 CF PA-11 1989495 6252527 218.0 17 103.7 114.0 14.6 14.5 91
6330 1/16/04 CF PA-1 1 1989520 6252445 217.0 21 107.9 118.0 13.6 13.0 91
6331 1/16/04 CF PA-11 1989411 6252425 216.0 21 105.9 118.0 142 13.0 90
6332 1/17/04 CF PA-11 1989475 6252404 224.0 21 103.1 118.0 14.3 13.0 87 RT ON 6332A
6332A 1/17/04 CF PA-11 1989482 6252387 224.0 21 106.8 118.0 162 13.0 91 RT OF 6332
6334 1/17/04 CF PA-11 15-89380 6252433 222.0 04 108.6 120.5 15.1 12.5 90
6335 1/17/04 CF PA-11 1989272 6252462 227.0 21 107.4 118.0 15.6 13.0 91
6336 1/17/04 CF PA-11 1989353 6252480 221.0 04 108.9 120.5 14.0 12.5 90
6337 1/17/04 CF PA-11 1989522 6252485 219.0 04 108.5 120.5 14.6 12.5 90
6338 1/17/04 CF PA-11 1989555 6252545 221.0 04 109.0 120.5 14.6 12.5 90
6339 1/17/04 CF PA-11 1989675 6252570 222.0 04 109.3 120.5 14.9 12.5 91
6340 1/17/04 CF PA-11 1989685 6252645 224.0 21 1072 118.0 148 13.0 91
6341 1/17/04 CF PA-11 1989565 6252630 223.0 04 110.1 120.5 14.9 12.5 91
6342 1/17/04 CF PA-11 1989685 6252645 224.0 21 1072 118.0 14.8 13.0 91
6343 1/20/04 CF PA-11 1989350 6252450 227.0 20 104.5 116.0 16.5 14.0 90
6344 1/20/04 CF PA-11 1989480 6252460 227.0 16 105.1 117.0 17.1 14.0 90
6345 1/20/04 CF PA-11 1989570 6252400 227.0 20 98.7 116.0 15.9 14.0 85 RT ON 6345A
6345A 1/20/04 CF PA-11 1989570 6252400 227.0 20 103.9 116.0 15.5 14.0 90 RT OF 6345
6347 1/20/04 CF PA-11 1989550 6252490 227.0 19 106.1 118.0 162 15.0 90
6348 1/20/04 CF PA-11 1989400 6252470 227.0 07 109,7 122.0 14.3 13.0 90
6349 1/20/04 CF PA-1 1 1989330 6252508 228.0 20 104.5 116.0 19.1 14.0 90
6350 1/14/04 CF PA-11 1988946 6252730 291.0 20 107.9 116.0 15.4 14.0 93
6351 1/14/04 CF PA-1 1 1989075 6252782 291.0 19 105.9 118.0 162 15.0 90
Page 20 of 43 4
Leighton and Associ ates, Inc 10/8/2 10:0040AM
SUMMARY OF FIELD DENSITY TESTS
Test
No.
Test
Date
Test
Of
Project Number:
Project Name:
Project Location:
Client:
971009014
Bressi Ranch
0
0
Location —
Northing Easting
Test Soil Dry Density Moisture (%) Relative C/o)
Elev (ft) Type Field Max Field Opt. Compaction Remarks
6352 1/14/04 CF PA-11 1989207 6252980 287.0 19 1072 118.0 17.5 15.0 91
6353 1/14/04 CF PA-11 1989170 6252902 289.0 19 106.8 118.0 17.4 15.0 91
6354 1/14/04 CF PA-11 1989273 6253163 295.0 19 106.4 118.0 16.4 15.0 90
6355 1/14/04 CF PA-11 1989005 6252969 291.0 19 105.7 118.0 15.8 15.0 90 6390 1/16/04 CF PA-11 1989191 6252941 298.0 19 1062 118.0 15.4 15.0 90 6392 1/16/04 CF PA-11 1989360 6253160 304.0 19 106.4 118.0 172 15.0 90
6395 1/16/04 CF PA-11 1988860 6252760 302.0 20 106.4 116.0 15.4 14.0 92
6396 1/16/04 CF PA-11 1988775 6252785 303.0 19 105.4 118.0 13.4 15.0 89 6396A 1/16/04 CF PA-11 1988596 6252739 302.0 19 106.4 118.0 16.5 15.0 90 6398 1/16/04 CF PA-11 1988596 6252765 301.0 20 106.4 116.0 15.4 14.0 92 6399 1/16/04 CF PA-11 1988691 6252877 300.0 19 1062 118.0 15.9 15.0 90 6450 1/16/04 CF PA-11 15-88797 6252984 300.0 19 108.7 118.0 16.4 15.0 92
6451 1/16/04 CF PA-11 1988849 6253009 301.0 20 106.1 116.0 14.7 14.0 91
6452 1/16/04 CF PA-11 1988960 6252974 302.0 20 106.6 116.0 15.1 14.0 92
6453 1/16/04 CF PA-11 1989024 6252944 302.0 19 103.4 118.0 14.3 15.0 88
6453A 1/16/04 CF PA-11 1989129 6253006 298.0 19 1062 118.0 16.1 15.0 90
6455 1/16/04 CF PA-11 1S'89163 6253036 298.0 19 105.7 118.0 152 15.0 90 6456 1/16/04 CF PA-11 1989201 6253134 30C.0 20 105.9 116.0 15.1 14.0 91
6457 1/16/04 CF PA-1 1 1989270 6253074 302.0 19 106.8 118.0 152 15.0 91
6458 1/16/04 CF PA-l 1 1989270 6252972 29S.0 19 106.4 118.0 16.4 15.0 90
6459 1/16/04 CF PA-11 1989149 6252945 300.0 17 104.5 114.0 152 14.5 92
6460 1/16/04 CF PA-l 1 1989047 6253017 301.0 19 1062 118.0 16.4 15.0 90 6461 1/16/04 CF PA-11 1988955 6253007 303.0 19 106.4 118.0 16.4 15.0 90
6462 1/16/04 CF PA-11 1988879 6252988 301.0 19 1062 118.0 16.1 15.0 90
6463 1/16/04 CF PA-l 1 1988806 6252913 303.0 19 106.4 118.0 16.4 15.0 90
6464 1/16/04 CF PA-l 1 15'88751 6252834 301.0 19 106.7 118.0 16.4 15.0 90 6465 1/16/04 CF PA-11 1988669 6252770 299.0 19 106.4 118.0 15.9 15.0 90 6466 1/16/04 CF PA-1 1 1988634 6252814 297.0 19 106.3 118.0 162 15.0 90
6467 1/16/04 CF PA-11 1988548 6252772 301.0 19 106.4 118.0 162 15.0 90
6468 1/16/04 CF PA-11 1988587 6252685 302.0 19 106.3 118.0 16.4 15.0 90 6469 1/16/04 CF PA-11 1988681 6252746 300.0 19 1064 118.0 17.5 15.0 90
6470 1/16/04 CF PA-11 1988792 6252795 298.0 19 1064 118.0 162 15.0 90
Page 21 of43
RT ON 6396A
RT OF 6396
RT ON 6463A
RT OF 6463
4 Leighton and Associates, Inc 10/8/2 10:00.40AM
SUMMARY OF FIELD DENSITY TESTS
Test Test Test Location Test Soil Dry Density Moisture (%) Relative C/o)
No. Date Of Northing Easting Elev (ft) Type Field Max Field Opt. Compaction
6471 1/16/04 CF PA-11 1988862 6252809 298.0 19 1062 118.0 15.0 15.0 90
6472 1/16/04 CF PA-11 1988910 6252877 301.0 19 106.5 118.0 162 15.0 90
6473 1/16/04 CF PA-11 1988986 6252950 304.0 19 106.4 118.0 16.4 15.0 90
6474 l/16/'04 CF PA-l 1 1988893 6252960 303.0 19 106.8 118.0 15.9 15.0 91
6475 1/17/04 CF PA-1 1 1S88570 6252895 299.0 20 106.6 116.0 152 14.0 92
6476 1/17/04 CF PA-1 1 1S88710 6252728 301.0 12 108.6 120.0 13.1 12.5 90
6477 1/17/04 CF PA-1 1 1S88797 6252773 303.0 13 1042 115.0 17.5 16.5 91
6478 l/17/'04 CF PA-l 1 1S88904 6252765 305.0 13 1052 115.0 17.4 16.5 91
6479 1/17/04 CF PA-l 1 1588751 6252821 305.0 19 103.5 118.0 14.3 15.0 88
6479A 1/17/04 CF PA-11 1588751 6252821 305.0 19 106.5 118.0 16.5 15.0 90
6481 1/17/04 CF PA-11 1588903 6252796 303.0 19 106.5 118.0 16.4 15.0 90
6482 1/17/04 CF PA-11 1S88901 6252827 302.0 17 105.4 114.0 152 14.5 92
6483 1/17/04 CF PA-11 1589009 6252929 305.0 19 108.5 118.0 162 15.0 92
6484 1/17/04 CF PA-l 1 1S88871 6252916 303.0 19 106.5 118.0 162 15.0 90
6485 1/17/04 CF PA-11 1S88790 6252962 304.0 19 106.4 118.0 172 15.0 90
6486 1/17/04 CF PA-11 1588773 6252891 303.0 19 106.6 118.0 16.4 15.0 90
6487 1/17/04 CF PA-11 1588808 6252847 302.0 19 106.4 118.0 16.4 15.0 90
6488 1/17/04 CF PA-11 1S88858 6252810 303.0 19 107.7 118.0 16.4 15.0 91
6489 1/17/04 CF PA-11 1S88803 6252766 302.0 13 104.5 115.0 05.0 16.5 91
6490 1/17/04 CF PA-11 1S88846 6252753 298.0 20 104.6 116.0 152 14.0 90
6491 1/17/04 CF PA-11 1S88845 6252798 299.0 19 106.4 118.0 152 15.0 90
6492 1/17/04 CF PA-11 1988832 6252865 300.0 19 1042 118.0 12.5 15.0 88
6492A 1/17/04 CF PA-11 1588771 6252832 302.0 19 1062 118.0 16.5 15.0 90
6494 1/17/04 CF PA-11 1S88680 6252855 300.0 19 107.3 118.0 17.4 15.0 91
6495 1/17/04 CF PA-1 1 1988611 6252785 303.0 19 106.4 118.0 172 15.0 90
6496 1/17/04 CF PA-11 1S88611 6252785 302.0 19 106.4 118.0 152 15.0 90
6497 1/17/04 CF PA-11 1988631 6252750 304.0 19 1062 118.0 162 15.0 90
6498 1/17/04 CF PA-11 1988902 6252863 302.0 19 105.9 118.0 15.3 15.0 90
6499 1/17/04 CF PA-1 1 1988932 6252880 303.0 19 106.7 118.0 162 15.0 90 6500 1/17/04 CF PA-11 1989037 6252884 305.0 19 106.8 118.0 15.6 15.0 91
6501 1/17/04 CF PA-11 1989122 6252910 304.0 19 1062 118.0 16.4 15.0 90
6502 1/17/04 CF PA-11 1989172 6252944 302.0 19 1062 118.0 16.1 15.0 90
Remarks
RT ON 6479A
RT OF 6479
RT ON 6492A
RT OF 6492
Project Number:
Project Name:
Project Location:
Client:
971009014
Bressi Ranch
0
0 Page 22 of 43 4 Leighton and Associates, Inc 10/8/2 10:00:40AM
SUMMARY OF FIELD DENSITY TESTS
Test Test Test Location Test Soil Dry Density Moisture (%) Relative (%)
No. Date Of Northing Easting Elev (ft) Type Field Max Field Opt. Compaction Remarks
6503 1/17/04 CF PA-11 1989200 6252895 301.0 19 106,8 118.0 15.6 15.0 91
6504 1/17/04 CF PA-11 1989119 6252870 302.0 19 106.4 118.0 16.4 15.0 90
6521 1/20/04 CF PA-11 1988862 6253008 306.0 19 106.8 118.0 16.4 15.0 91
6522 1/20/04 CF PA-11 1988812 6252967 307.0 16 106.1 117.0 15.4 14.0 91
6523 1/20/04 CF PA-11 1988817 6252910 308.0 19 106.5 118.0 16.4 15.0 90
6524 1/20/04 CF PA-11 1988858 6252882 309.0 19 106.8 118.0 15.6 15.0 91
6525 1/20/04 CF PA-11 1988904 6252845 301.0 19 107.5 118.0 162 15.0 91
6526 1/20/04 CF PA-11 1S88980 6252811 302.0 19 106.1 118.0 14.6 15.0 90
6527 1/20/04 CF PA-11 IS 89062 6252855 303.0 19 106.1 118.0 15.7 15.0 90
6528 1/20/04 CF PA-11 1S89131 6252926 300.0 19 106.3 118.0 15.3 15.0 90
6529 1/20/04 CF PA-11 1S89095 6252951 300.0 19 1062 118.0 15.6 15.0 90
6530 1/20/04 CF PA-11 1589034 6252990 301.0 19 106.6 118.0 162 15.0 90
6531 1/20/04 CF PA-l 1 1588981 6253013 303.0 19 106.4 118.0 16.1 15.0 90
6532 1/20/04 CF PA-11 1588916 6253038 304.0 19 106.5 118.0 162 15.0 90
6533 1/20/04 CF PA-11 1588892 6252950 306.0 19 106.4 118.0 15.6 15.0 90
6534 1/20/04 CF PA-1 1 1988922 6252908 304.0 19 106.8 118.0 14.6 15.0 91
6535 1/20/04 CF PA-11 1988960 6252864 306.0 19 106.3 118.0 162 15.0 90
6536 1/20/04 CF PA-11 1988921 6252831 307.0 20 106.6 116.0 152 14.0 92
6537 1/20/04 CF PA-11 1S88881 6252877 307.0 20 106.5 116.0 15.4 14.0 92
6538 1/20/04 CF PA-11 1988816 6252926 306.0 20 104.7 116.0 14.1 14.0 90
6539 1/20/04 CF PA-11 1988807 6252978 301.0 20 105.4 116.0 14.3 14.0 91
6540 1/20/04 CF PA-11 1588843 6253035 302.0 19 1062 118.0 15.9 15.0 90
6541 1/20/04 CF PA-11 1588888 6253038 303.0 19 106.7 118.0 162 15.0 90
6542 1/20/04 CF PA-11 1988972 6253065 302.0 19 106.3 118.0 16.3 15.0 90
6543 1/20/04 CF PA-11 1989056 6252981 304.0 19 106.3 118.0 16.3 15.0 90
6544 1/20/04 CF PA-l 1 1589058 6252920 303.0 19 106.2 118.0 142 15.0 90
6545 1/20/04 CF PA-11 1989120 6252853 305.0 20 1052 116.0 152 14.0 91
6546 1/20/04 CF PA-11 1589052 6252831 307.0 19 105.7 118.0 15.9 15.0 90
6547 1/20/04 CF PA-11 1988965 6252801 306.0 20 104.3 116.0 14.9 14.0 90
6548 1/20/04 CF PA-11 15-88941 6252892 304.0 19 106.3 118.0 15.9 15.0 90
6549 1/20/04 CF PA-11 1988901 6252950 307,0 19 106.8 118.0 15.6 15.0 91
6550 1/20/04 CF PA-11 1988904 6252988 308,0 19 106.3 118.0 16.3 15.0 90
Project Number:
Project Name:
Project Location:
Client:
971009014
Bressi Ranch
0
0 Page 23 of 43 4 Leighton and Associates, Inc 10/8/2 10:00:40AM
SUMMARY OF FIELD DENSITY TESTS
Test
No.
Test
Date
Test
Of
Project Number:
Project Name:
Project Location:
Client:
971009014
Bressi Ranch
0
0
Location —
Northing Easting
Test Soil Dry Density Moisture (%) Relative C/o)
Elev (ft) Type Field Max Field Opt. Compaction Remarks
6571 1/21/04 CF PA-11 1589088 6253102 307.0 19 106.5 118.0 15.3 15.0 90
6572 1/21/04 CF PA-11 1S89180 6253071 309.0 19 106.3 118.0 15.7 15.0 90
6573 1/21/04 CF PA-11 1989251 6253124 306.0 20 103.6 116.0 12.5 14.0 89
6573A 1/21/04 CF PA-11 1S89278 6253174 310.0 20 1062 116.0 152 14.0 92
6575 1/21/04 CF PA-11 1S89324 6253167 309.0 20 105.4 116.0 142 14.0 91
6576 1/21/04 CF PA-11 1989192 6253165 308.0 20 105.8 116.0 14.6 14.0 91
6577 1/21/04 CF PA-11 1989139 6253145 309.0 20 104.3 116.0 14.7 14.0 90
6578 1/21/04 CF PA-11 1989101 6253118 310.0 19 1062 118.0 15.6 15.0 90
6579 1/21/04 CF PA-11 1989181 6253116 306.0 19 106.8 118.0 15.7 15.0 91
6580 1/21/04 CF PA-11 1989225 6253128 307.0 20 106.6 116.0 14.6 14.0 92
6581 1/22/04 CF PA-11 15-89021 6253150 314.0 19 1062 118.0 152 15.0 90
6582 1/22/04 CF PA-l 1 15-89113 6253153 310.0 20 106.3 116.0 148 14.0 92
6583 1/22/04 CF PA-11 1989139 6253207 309.0 20 105.8 116.0 14.3 14.0 91
6584 1/22/04 CF PA-11 1989157 6253142 311.0 16 105.3 117.0 142 14.0 90
6585 1/22/04 CF PA-l 1 1989209 6253173 312.0 16 106.8 117.0 14.3 14.0 91
6588 1/22/04 CF PA-11 1989411 6253114 317.0 17 103.8 114.0 14.6 14.5 91
6589 1/22/04 CF PA-11 1989335 6253157 319.0 20 105.5 116.0 14.5 14.0 91
6590 1/22/04 CF PA-11 1989252 6253207 318.0 19 105.7 118.0 15.9 15.0 90
6600 1/22/04 CF PA-11 1989502 6252496 241.0 10 1022 112.5 22.0 16.0 91
6601 1/22/04 CF PA-11 1989567 6252560 240.0 20 100.7 116.0 12.0 14.0 87 6601A 1/22/04 CF PA-11 1989567 6252560 240.0 20 104.7 116.0 16.1 14.0 90
6602 1/22/04 CF PA-11 1989636 6252571 238.0 16 106.9 117.0 14.6 14.0 91
6604 1/22/04 CF PA-11 1989674 6252521 239.0 20 98.4 116.0 11.1 14.0 85
6604A 1/22/04 CF PA-11 1989674 6252521 239.0 20 105.1 116.0 15.1 14.0 91
6606 1/22/04 CF PA-11 1989625 6252473 240.0 20 104.1 116.0 15.9 14.0 90
6607 1/22/04 CF PA-11 1989570 6252488 239.0 20 105.6 116.0 16.3 14.0 91
6608 1/22/04 CF PA-11 1989568 6252438 242.0 20 104.3 116.0 16.0 14.0 90
6609 1/22/04 CF PA-11 1989509 6252451 243.0 13 104.0 115.0 16.8 16.5 90 6610 1/22/04 CF PA-11 1989684 6252687 226.0 04 108.5 120.5 17.8 12.5 90 6611 1/22/04 CF PA-11 1989719 6252741 225.0 16 105.9 117.0 162 14.0 91
6612 1/22/04 CF PA-11 1989780 6252760 224,0 20 96.4 116.0 11.7 14.0 83
6612A 1/22/04 CF PA-l 1 1589780 6252760 224.0 20 104.6 116.0 15.1 14.0 90
Page 24 of 43
RT ON 6573A
RT OF 6573
RTON 6601A
RTOF 6601
RT ON 6604A
RT OF 6604
RTON6612A
RTOF 6612
4 Leighton and Associates, Inc 10/8/2 10:00:40AM
SUMMARY OF FIELD DENSITY TESTS
Test Test Test Location — Test Soil
Jo. Date Of Northing Easting Elev (ft) Type Field Max Field Opt. Compaction
6614 1/22/04 CF PA-11 1989798 6252707 225.0 21 1072 II8.0 16.3 13.0 91
6615 1/22/04 CF PA-11 1989734 6252704 226.0 02 114.3 122.5 14.5 11.5 93
6616 1/22/04 CF PA-11 1989708 6252631 228.0 20 104.9 116.0 15.9 14.0 90
6617 1/22/04 CF PA-11 1989680 6252590 234.0 20 1052 116.0 21.0 14.0 91
6618 1/22/04 CF PA-11 1989623 6252601 235.0 20 104.4 116.0 19.7 14.0 90
6619 1/22/04 CF PA-11 1989577 6252676 235.0 20 106.1 116.0 16.5 14.0 91
6620 1/23/04 CF PA-11 1989385 6252490 250.0 04 108.8 120.5 148 12.5 90
6621 1/23/04 CF PA-11 1989438 6252456 250.0 19 107.1 118.0 162 15.0 91
6622 1/23/04 CF PA-11 1989666 6252690 235.0 16 105.6 117.0 14.6 14.0 90
6623 1/23/04 CF PA-11 1989642 6252664 235.0 10 102.0 112.5 17.6 16.0 91
6624 1/23/04 CF PA-11 1989520 6252511 245.0 10 101.0 112.5 172 16.0 90
6625 1/23/04 CF PA-11 1989472 6252497 246.0 17 102.7 114.0 16.9 145 90
6626 1/23/04 CF PA-11 1989590 6252545 244.0 19 1072 118.0 15.8 15.0 91
6627 1/23/04 CF PA-11 1989545 6252642 245.0 04 108.3 120.5 14.6 12.5 90
6628 1/23/04 CF PA-11 1989624 6252620 242.0 10 100.6 112.5 14.0 16.0 89
6628A 1/23/04 CF PA-11 1989654 6252620 242.0 10 102.3 112.5 16.8 16.0 91
6630 1/24/04 CF PA-11 1989564 6252643 248.0 13 103.5 115.0 18.5 16.5 90
6631 1/24/04 CF PA-11 1989599 6252619 247.0 13 1032 115.0 19.5 16.5 90
6632 1/24/04 CF PA-11 1989593 6252569 249.0 21 106.3 118.0 17.0 13.0 90
6633 1/24/04 CF PA-l 1 1989628 6252562 250.0 20 104.9 116.0 16.1 14.0 90
6634 1/24/04 CF PA-1 1 1989614 6252529 24^.0 16 105.3 117.0 17.0 14.0 90
6635 1/24/04 CF PA-l 1 1989675 6252478 249.0 21 106.5 118.0 15.6 13.0 90
6636 1/24/04 CF PA-l 1 1989738 6252629 244.0 13 103.8 115.0 17.3 16.5 90
6637 1/24/04 CF PA-1 1 1<»89734 6252690 24; .0 20 104.5 116.0 16.7 14.0 90
6638 1/24/04 CF PA-l 1 1989693 6252714 24^.0 20 104,8 116.0 16.0 14.0 90
6639 1/24/04 CF PA-11 1"89647 6252696 243.0 13 103.4 115.0 17.6 16.5 90
6640 1/24/04 CF PA-l 1 1989656 6252441 250.0 19 101.3 118.0 11.8 15.0 86
6640A 1/24/04 CF PA-11 1989656 6252441 250.0 19 107.7 118.0 16,6 15.0 91
6642 1/24/04 CF PA-11 1989780 6252655 244.0 19 106.9 118.0 16.4 15.0 91
6643 1/24/04 CF PA-11 1989818 6252744 246.0 19 1072 118.0 15.8 15.0 91
6644 1/24/04 CF PA-11 1989903 6252868 247.0 16 104.9 117.0 18.7 14.0 90
6645 1/24/04 CF PA-11 15>89859 6252883 246.0 10 101.7 112.5 16.1 16.0 90
Project Number:
Project Name:
Project Location:
Client:
971009014
Bressi Ranch
0
0 Page 25 of 43
RT ON 6628A
RT OF 6628
RT ON 6640A
RT OF 6640
4 Leighton and Associates, Inc 10/8/2 10:0040AM
SUMMARY OF FIELD DENSITY TESTS
Test Test Test Location Test Soil Dry Density Moisture (%) Relative C/o)
No. Date Of Northing Easting Elev (ft) Type Field Max Field Opt. Compaction Remarks
6646 1/24/04 CF PA-11 1989798 6252827 242.0 16 104.8 117.0 17.1 14.0 90
6647 1/24/04 CF PA-1 1 1989622 6252628 248.0 19 105.9 118.0 15.0 15.0 90
6648 1/24/04 CF PA-l 1 1989509 6252589 249.0 19 107.1 118.0 17.9 15.0 91
6649 1/24/04 CF PA-l 1 1989471 6252466 252.0 19 106.9 118.0 18.1 15.0 91
6691 2/2/04 CF PA-l 1 1989371 6253129 321.0 04 111.6 120.5 132 12.5 93
6714 1/22/04 CF PA-11 1989032 6253168 315.0 19 106.9 118.0 15.3 15.0 91
6715 1/22/04 CF PA-l 1 15»89115 6253139 312.0 20 106.9 116.0 14.6 14.0 92
6716 1/22/04 CF PA-1 1 1989123 6253168 311.0 20 105.3 116.0 142 14.0 91
6717 l/22,/04 CF PA-1 1 1989168 6253131 312.0 19 106.3 118.0 15.3 15.0 90
6718 1/22/04 CF PA-11 1989213 6253212 313.0 20 105.3 116.0 14.3 14.0 91
6746 1/24/04 CF PA-1 1 1989278 6253155 312.0 08 108.3 117.5 172 14.0 92
6747 1/24/04 CF PA-l 1 15»89162 6253118 311.0 08 107.4 117.5 15.9 14.0 91
6748 1/24/04 CF PA-1 I 1989398 6253172 316.0 08 108.3 117.5 16.8 14.0 92
6749 1/24/04 CF PA-11 15'89341 6253112 314.0 08 110.4 117.5 14.3 14.0 94
6751 1/26/04 CF PA-11 1989656 6252445 256.0 06 107.6 122.5 92 11.5 88 RTON 6751A
6751A 1/26/04 CF PA-11 1989710 6252565 256.0 06 110.5 122.5 14.9 11.5 90 RTOF 6751
6753 1/26/04 CF PA-11 1989765 6252665 258.0 01 110.9 125.0 9.5 11.0 89 RT ON 6753A
6753A 1/26/04 CF PA-11 15'89815 6252730 258.0 01 112.6 125.0 14.5 11.0 90 RT OF 6753
6755 1/26/04 CF PA-1 1 1989644 6252524 254.0 10 lOI.O 112.5 17.8 16.0 90
6756 1/26/04 CF PA-l 1 1989651 6252448 254.0 17 98.6 114.0 18.9 14.5 86 RT ON 6756A
6756A 1/26/04 CF PA-11 15'89651 6252448 254.0 17 103.1 114.0 17.5 14.5 90 RT OF 6756
6758 1/26/04 CF PA-11 1989630 6252575 254.0 18 102.0 113.0 17.1 16.0 90
6759 1/26/04 CF PA-11 1989814 6252688 251.0 18 101.7 113.0 162 16.0 90
6760 1/26/04 CF PA-11 1989790 6252685 251.0 18 102.3 113.0 17.8 16.0 91
6761 1/26/04 CF PA-11 1989745 6252725 251.0 18 102.0 113.0 162 16.0 90
6762 1/26/04 CF PA-11 15>89718 6252661 251.0 18 100.7 113.0 15.7 16.0 89 RT ON 6762A
6762A 1/26/04 CF PA-11 1989718 6252661 251.0 18 102.8 113.0 17.5 16.0 91 RT OF 6762
6764 1/26/04 CF PA-11 15'89813 6252833 245.0 10 101.0 112.5 16.9 16.0 90
6765 1/26/04 CF PA-11 15'89834 6252870 245.0 10 101.7 112.5 17.0 16.0 90
6766 1/26/04 CF PA-11 1989911 6252791 246.0 18 102.5 113.0 16.1 16.0 91
6767 1/26/04 CF PA-11 1989848 6252890 246.0 13 99.5 115.0 16.3 16.5 87 RT ON 6767A
6767A 1/26/04 CF PA-11 1989848 6252890 246.0 13 103.6 115.0 17.8 16.5 90 RT OF 6767
Project Number:
Project Name:
Project Location:
Client:
971009014
Bressi Ranch
0
0 Page 26 of 43
Leighton and Associates, Inc 10/8/2 10:0040AM
SUMMARY OF FIELD DENSITY TESTS
Test Test Test Location — Test No. Date Of Northing Easting Elev (ft) Type
6769 l/26,/04 CF PA-11 1589702 6252713 243.0 13
6769A 1/26/04 CF PA-11 1589702 6252713 243.0 13
6771 1/26/04 CF PA-11 1989687 6252669 243.0 17
6771A 1/26/04 CF PA-11 1589687 6252669 243.0 17
6773 1/26/04 CF PA-11 1989289 6252520 258.0 20
6774 1/26/04 CF PA-11 1989270 6252515 257.0 13
6775 1/26/04 CF PA-11 1989295 6252529 257.0 17
6776 1/27/04 CF PA-11 1989245 6252572 265.0 21
6777 1/27/04 CF PA-11 1989380 6252502 264.0 17
6778 1/27/04 CF PA-11 1989500 6252580 257.0 10
6779 1/27/04 CF PA-11 1989628 6252472 256.0 10
6780 1/27/04 CF PA-1 1 1989667 6252603 249.0 06
6781 1/27/04 CF PA-11 1989826 6252640 247.0 04
6782 1/27/04 CF PA-11 1989896 6252822 245.0 04
6783 1/27/04 CF PA-11 15-89912 6252940 246.0 16
6784 1/27/04 CF PA-11 1989290 6252612 269.0 21
6785 1/27/04 CF PA-11 1589179 6252545 274.0 04
6786 1/27/04 CF PA-11 1989082 6252636 277.0 21
6787 1/27/04 CF PA-11 1589212 6252645 276.0 16
6787A 1/27/04 CF PA-11 1989229 6252650 276.0 16
6789 1/27/04 CF PA-11 1989579 6252500 256.0 17
6790 1/27/04 CF PA-l 1 1989502 6252513 257.0 16
6791 1/27/04 CF PA-11 1989562 6252632 254.0 17 6792 1/27/04 CF PA-11 1989618 6252581 256.0 13
6793 1/27/04 CF PA-11 1589720 6252627 254.0 16
6794 1/27/04 CF PA-11 1589687 6252671 255.0 16
6795 1/27/04 CF PA-11 1589633 6252747 255.0 16
6796 1/27/04 CF PA-11 1589745 6252745 254.0 13
6797 1/27/04 CF PA-1 1 1589730 6252840 252.0 21
6798 1/27/04 CF PA-11 1989730 6252840 252.0 20
6798A 1/27/04 CF PA-11 1589730 6252840 252.0 20
6800 1/27/04 CF PA-1 1 1989835 6252879 250.0 16
Soil Dry Density Moisture (%) Relative C/o)
Field Max Field Opt. Compaction Remarks
Project Number:
Project Name:
Project Location:
Client:
971009014
Bressi Ranch
0
0
100.5
103.9
100.1
102.8
104.9
1032
102.7
107.4
102.5
100.8
100.9
111.5
109.1
108.3
105.3
106.9
108.8
105.9
1002
1052
103.1
105.0
102.9
103.7
105.0
1052
105.0
104.0
107.4
100.1
104.0
105.3
115.0
115.0
114.0
114.0
116.0
115.0
114.0
118.0
114.0
112.5
112.5
122.5
120.5
120.5
117.0
118.0
120.5
118.0
117.0
117.0
114.0
117.0
114.0
115.0
117.0
117.0
117.0
115.0
118.0
116.0
116.0
117.0
10.8
17.0
12.4
172
16.6
16.9
17.8
162
17.3
18.9
17.1
16.8
16.5
17.0
16.7
132
14.3
14.3
14.1
15.3
17.1
15.0
17.5
16.9
18.6
19.3
184
20.5
17.1
18.7
20.1
19.8
16.5
16.5
14.5
14.5
140
16.5
14.5
13.0
145
16.0
16.0
11.5
12.5
12.5
14.0
13.0
12.5
13.0
14.0
14.0
14.5
140
14.5
16.5
14.0
14.0
14.0
16.5
13.0
14.0
14.0
14.0
87
90
88
90
90
90
90
91
90
90
90
91
91
90
90
91
90
90
86
90
90
90
90
90
90
90
90
90
91
86
90
90
RT ON 6769A
RT OF 6769
RTON 6771A
RTOF 6771
RT ON 6787A
RT OF 6787
RT ON 6798A
RT OF 6798
Page 27 of 43
Leighton and Associates, Inc 4 10/8/2 I0;0040AM
SUMMARY OF FIELD DENSITY TESTS
Test
No.
Test
Date
Test
Of
Project Number:
Project Name:
Project Location:
Client:
971009014
Bressi Ranch
0
0
Location —
Northing Easting
Test Soil Dry Density Moisture (%) Relative C/o)
Elev (ft) Type Field Max Field Opt. Compaction Remarks
6801 1/27/04 CF PA-11 1989888 6252831 251.0 16 105.7 117.0 19.8 14.0 90
6802 1/28/04 CF PA-11 1989197 6252604 276.0 21 107.5 118.0 172 13.0 91
6803 1/28/04 CF PA-11 1989316 6252635 276.0 17 102.8 114.0 14.8 14.5 90
6804 1/28/04 CF PA-11 1989426 6252570 275.0 13 103.5 115.0 16.8 16.5 90
6805 1/28/04 CF PA-11 1989493 6252490 277.0 13 103.5 115.0 16.7 16.5 90
6806 1/28/04 CF PA-11 1989630 6252438 257.0 17 103.3 114.0 15.4 14.5 91
6807 1/28/04 CF PA-11 1989710 6252503 258.0 21 103.0 118.0 72 13.0 87 RT ON 6807A 6807A 1/28/04 CF PA-11 1989710 6252503 258.0 21 106.4 118.0 16.3 13.0 90 RT OF 6807
6809 1/28/04 CF PA-11 1989622 6252551 258.0 16 102.9 117.0 8.0 14.0 88 RT ON 6809A 6809A 1/28/04 CF PA-11 1989622 6252551 258.0 16 105.6 117.0 16.9 14.0 90 RT OF 6809 681 1 1/28/04 CF PA-11 15'89534 6252528 257.0 21 103.7 118.0 7.8 13.0 88 RTON 6811A 6811A 1/28/04 CF PA-11 1989534 6252528 257.0 21 106.1 118.0 15.8 13.0 90 RT OF 6811 6813 1/28/04 CF PA-11 1989577 6252656 255.0 20 104.5 116.0 14.8 14.0 90
RT OF 6811
6814 1/28/04 CF PA-11 1989656 6252657 256.0 20 104.1 116.0 14,6 14.0 90
6815 1/28/04 CF PA-11 1989838 6252651 255.0 10 101.5 112.5 16,4 16.0 90 6816 1/28/04 CF PA-11 1989849 6252733 253.0 21 107.0 118.0 148 13.0 91 6817 1/28/04 CF PA-11 1989860 6252843 254.0 13 103.7 115.0 17.8 16.5 90
6818 1/28/04 CF PA-11 1989869 6252912 254.0 20 104.2 116.0 16.5 14.0 90 6819 1/28/04 CF PA-11 1989405 6252583 264.0 16 105.7 117.0 14.9 14.0 90
6820 1/28/04 CF PA-11 1989505 6252558 265.0 16 105.5 117.0 14.9 14.0 90
6821 1/28/04 CF PA-11 1989534 6252578 264.0 20 104.3 116.0 14.6 14.0 90
6822 1/28/04 CF PA-11 1989645 6252480 264.0 16 1052 117.0 14.0 14.0 90 6823 1/28/04 CF PA-11 1989705 6252507 262.0 10 101.6 112.5 182 16.0 90 6824 1/28/04 CF PA-11 1989549 6252476 262.0 13 103.0 115.0 19.4 16.5 90 6825 1/28/04 CF PA-11 1989500 6252479 261.0 13 103.8 115.0 18.5 16.5 90 6826 1/28/04 CF PA-11 1989406 6252639 259.0 21 106.8 118.0 152 13.0 91 6827 1/28/04 CF PA-11 1989483 6252658 259.0 21 106.0 118.0 16.4 13.0 90 6828 1/28/04 CF PA-l 1 1989606 6252638 257.0 21 1072 118.0 15.8 13.0 91 6829 1/28/04 CF PA-11 1989622 6252633 258.0 21 105.9 118.0 16.5 13.0 90 6830 1/28/04 CF PA-11 1989747 6252613 258.0 16 1012 117.0 12.1 14.0 86 RT ON 6830A 6830A 1/28/04 CF PA-1 1 1989747 6252613 258.0 16 105.3 117.0 15.7 14.0 90 RT OF 6830 6832 1/28/04 CF PA-11 1989826 6252724 255.0 04 109.1 120.5 15.0 12.5 91
RT OF 6830
Page 28 of 4 3 4 Leighton and Associates, Inc 10/8/2 10:00:40AM
SUMMARY OF FIELD DENSITY TESTS
Test
No.
Test
Date
Test
Of
Location —
Northing Easting
Test Soil Dry Density Moisture (%) Relative (%)
Elev (ft) Type Field Max Field Opt. Compaction Remarks
6833 1/28/04 CF PA-11 1989754 6252790 256.0 21 107.1 118.0 16.7 13.0 91
6834 1/28/04 CF PA-11 1989726 6252825 255.0 16 105.1 117.0 18.1 14.0 90
6835 1/28/04 CF PA-11 1989923 6252723 296.0 07 109.4 122.0 14.9 13.0 90
6836 1/28/04 CF PA-11 1989905 6252691 296.0 04 109.1 120.5 12.6 12.5 91
6837 1/28/04 CF PA-11 1989075 6252664 283.0 21 106.0 118.0 15.5 13.0 90
6838 1/28/04 CF PA-11 1989046 6252629 284.0 16 105.8 117.0 17.5 14.0 90
6839 1/28/04 CF PA-11 1989217 6252569 278.0 21 103.1 118.0 11.5 13.0 87 RT ON 6939A
6839A 1/28/04 CF PA-11 1989217 6252569 278.0 21 106.9 118.0 14.6 13.0 91 RT OF 6939
6841 1/28/04 CF PA-11 1989240 6252635 279.0 04 108.6 120.5 14.3 12.5 90
6842 1/28/04 CF PA-11 1989365 6252539 269.0 13 103.5 115.0 172 16.5 90
6843 1/28/04 CF PA-11 1989374 6252564 270.0 17 102.3 114.0 15.1 14.5 90
6844 1/28/04 CF PA-11 1989568 6252495 264.0 20 104.8 116.0 16.6 14.0 90
6845 1/28/04 CF PA-11 1989575 6252560 263.0 21 106.4 118.0 14.9 13.0 90
6846 1/28/04 CF PA-11 1989691 6252488 263.0 04 108.5 120.5 16.9 12.5 90
6847 1/28/04 CF PA-11 1989686 6252540 262.0 21 107.0 118.0 192 13.0 91
6848 1/29/04 CF PA-11 1989678 6252760 255.0 07 109.7 122.0 14.7 13.0 90
6849 1/29/04 CF PA-11 1989772 6252790 253.0 07 110.5 122.0 14.9 13.0 91
6850 1/29/04 CF PA-11 1989786 6252721 255.0 07 109.5 122.0 15.7 13.0 90
685 1 1/29/04 CF PA-l 1 1989695 6252675 257.0 04 108.3 120.5 15.6 12.5 90
6852 1/29/04 CF PA-11 1989571 6252565 263.0 07 110.7 122.0 13.6 13.0 91
6853 1/29/04 CF PA-11 1989476 6252575 264.0 21 107.4 118.0 13.9 13.0 91
6854 l/29/'04 CF PA-11 1989680 6252551 265.0 16 105.5 117.0 14.8 14.0 90
6855 1/29/04 CF PA-11 1989765 6252554 274.0 16 105.4 117.0 142 14.0 90
6856 1/29/04 CF PA-l 1 1989208 6252584 275.0 16 105.7 117.0 14.0 14.0 90
6857 1/29/04 CF PA-l 1 1989320 6252650 276.0 13 103.5 115.0 16.8 16.5 90
6858 1/29/04 CF PA-l 1 1989090 6252750 291.0 21 105.1 118.0 9.8 13.0 89 RT ON 6858A
6858A 1/29/04 CF PA-11 1989090 6252750 291.0 21 107.5 118.0 14.9 13.0 91 RT OF 6858
6860 1/29/04 CF PA-11 1989034 6252787 300.0 21 104.9 118.0 11.4 13.0 89 RT ON 6860A
6860A 1/29/04 CF PA-11 1989034 6252787 300.0 21 106.3 118.0 15.4 13.0 90 RT OF 6860
6862 1/29/04 CF PA-11 1988985 6252838 301.0 20 102.8 116.0 10.9 14.0 89 RT ON 6862A
6862A 1/29/04 CF PA-11 1988985 6252838 301.0 20 104.3 116.0 16.5 14.0 90 RT OF 6862
6864 1/29/04 CF PA-11 1989525 6252500 287.0 13 103.5 115.0 16.8 16.5 90
Project Number:
Project Name:
Project Location:
Client:
971009014
Bressi Ranch
0
0 Page 29 of 43 4 Leighton and Associates, Inc 10/8/2 10:00:40AM
SUMMARY OF FIELD DENSITY TESTS
Test Test Test Location Test Soil Dry Density Moisture (%) Relative C/o)
No. Date Of Northing Easting Elev (ft) Type Field Max Field Opt. Compaction Remarks
6865 1/29/04 CF PA-11 1989575 6252580 283.0 20 104.9 116.0 15.7 14.0 90
6866 1/29/04 CF PA-11 1989058 6252603 279.0 10 102.1 112.5 17.1 16.0 91
6867 1/29/04 CF PA-11 1989320 6252480 256.0 16 104.9 117.0 17.3 14.0 90
6868 1/29/04 CF PA-11 1989380 6252510 257.0 20 104.7 116.0 15.6 14.0 90
6869 1/29/04 CF PA-11 1989400 6252550 259.0 21 101.9 118.0 10.5 13.0 86 RT ON 6869A
6869A 1/29/04 CF PA-1 1 1989400 6252550 259.0 21 106.5 118.0 142 13.0 90 RT OF 6869
6871 1/29/04 CF PA-11 1989520 6252590 261.0 13 103.9 115.0 18.7 16.5 90
6872 l/29,'04 CF PA-l 1 1989460 6252500 265.0 16 105.1 117.0 16.0 14.0 90
6873 1/29/04 CF PA-1 1 1989410 6252460 269.0 13 103.6 115.0 172 16.5 90
6874 1/29/04 CF PA-11 1989405 6252440 263.0 04 107.9 120.5 14.9 12.5 90
6875 1/29/04 CF PA-1 1 1989445 6252505 265.0 04 108,1 120.5 15.7 12.5 90
6876 1/29/04 CF PA-l 1 IS89440 6252489 259.0 21 106,9 118.0 145 13.0 91
6877 1/30/04 CF PA-11 1989031 6252729 300.0 04 108.0 120.5 12.9 12.5 90
6878 1/30/04 CF PA-1 1 1989120 6252740 297.0 03 109.5 122.0 122 11.0 90
6879 1/30/04 CF PA-11 1989194 6252750 297.0 03 110.4 122.0 11.9 11.0 90
6880 1/30/04 CF PA-11 1989214 6252605 288.0 17 103.9 114.0 152 14.5 91
6881 1/30/04 CF PA-11 1989262 6252647 288.0 17 103.7 114.0 15.7 14.5 91
6882 1/30/04 CF PA-11 1S89289 6252697 288.0 20 104.4 116.0 15.9 14.0 90
6883 1/30/04 CF PA-l 1 1989458 6252665 277.5 20 104.9 116.0 17.9 14.0 90
6884 1/30/04 CF PA-11 1989485 6252618 277.5 13 1032 115.0 19.7 16.5 90
6885 1/30/04 CF PA-11 1989526 6252705 277.5 13 103.9 115.0 18.6 16.5 90
6886 1/30/04 CF PA-11 1989690 6252517 271.0 21 106.6 118.0 15.3 13.0 90
6887 1/30/04 CF PA-11 1989716 6252587 271.0 21 106.9 118.0 17.1 13.0 91
6888 1/30/04 CF PA-11 1989695 6252658 271.0 21 102.1 118.0 11.4 13.0 87 RT ON 6888A
6888A 1/30/04 CF PA-1 1 1989695 6252658 271.0 21 106.5 118.0 15.9 13.0 90 RT OF 6888
6893 1/31/04 CF PA-11 1989801 6252693 264.0 10 1012 112.5 16.7 16.0 90
6894 1/31/04 CF PA-1 1 1989675 6252566 270.0 10 104.2 112.5 202 16.0 93
6895 2/2/04 SF PA-11 1989280 6252444 315.0 10 932 112.5 14.9 16.0 83 RT ON 6895A
6895A 2/2/04 SF PA-11 1989258 6252433 315.0 10 100.9 112.5 16.9 16.0 90 RT OF 6895
6897 2/2/04 SF PA-11 1989285 6252410 320.0 10 98.7 112.5 11.4 16.0 88 RT ON 6897A
6897A 2/2/04 SF PA-11 1989285 6252410 320.0 10 100.8 112.5 17.1 16.0 90 RT OF 6897
6899 2/2/04 SF PA-11 1989295 6252437 240.0 16 106.7 117.0 18.1 14.0 91
Project Number:
Project Name:
Project Location:
Client:
971009014
Bressi Ranch
0
0 Page 30 of 43 4 Leighton and Associates, Inc 10/8/2 10:00.40AM
SUMMARY OF FIELD DENSITY TESTS
Test
No.
Test
Date
Test
Of
Location —
Northing Easting
Test Soil Dry Density Moisture (%) Relative C/o)
Elev (ft) Type Field Max Field Opt. Compaction Remarks
Project Number:
Project Name:
Project Location:
Client:
971009014
Bressi Ranch
0
0
6932 2/5/04 CF PA-11 IS 89948 6252974 265.0 18 103.5
6933 2/5/04 CF PA-11 1589696 6252515 288.0 08 107.4
6934 2/5/04 CF PA-l 1 1589669 6252558 289.0 08 107.3
6935 2/5/04 CF PA-11 1989569 6252537 284.0 08 108.0
6936 2/5/04 CF PA-11 1989486 6252596 285.0 08 112.0
6937 2/5/04 CF PA-11 1589430 6252587 301.0 08 106.9
6938 2/5/04 CF PA-11 1989337 6252616 302.0 08 107.6
6939 2/5/04 CF PA-11 1989915 6253004 269.0 08 115.3
6940 2/5/04 CF PA-11 1989845 6252942 268.0 08 113.1
6941 2/5/04 CF PA-11 1989767 6252899 265.0 08 114,7
6942 2/5/04 CF PA-11 1989846 6252817 271.0 08 111.5
6943 2/5/04 CF PA-11 1989880 6252767 272.0 08 112.6
6944 2/5/04 CF PA-11 1989851 6252699 267.0 08 111.9
6945 2/5/04 CF PA-11 1989745 6252770 268.0 08 1112 6946 2/5/04 CF PA-11 1S89719 6252826 267.0 08 114.9
6947 2/5/04 CF PA-11 1589812 6252945 267.0 08 114.7
6964 2/7/04 CF PA-11 1989350 6253145 355.0 08 107.0
6965 2/7/04 CF PA-11 1989363 6253159 356.0 08 105.6
7098 3/11/04 SF PA-11 1988967 6253605 301.0 20 105.1 7099 3/11/04 SF PA-11 1689040 6253562 307.0 20 105.5 7100 2/2/04 SF PA-11 1989501 6252468 251.0 10 1012
7101 2/2/04 SF PA-11 1989573 6252450 259.0 13 104.0
7102 2/2/04 SF PA-l 1 1989447 6252412 228.0 18 102.3
7109 2/2/04 CF PA-11 1989942 6252954 269.0 21 1072 7110 2/2/04 CF PA-11 1989955 6252918 269.0 21 106.3 711 1 2/2/04 CF PA-11 1989827 6252695 275.0 13 103.4
7112 2/2/04 CF PA-11 1989789 6252656 275.0 20 104.5 7113 2/2/04 CF PA-11 1989751 6252601 272.0 18 102.7 7114 2/2/04 CF PA-11 1988740 6252590 272.0 18 103.1 7115 2/2/04 SF PA-11 1988955 6252556 247.0 10 101.5 7116 2/2/04 SF PA-11 1989090 6252538 256.0 10 101.1 7117 2/2/04 SF PA-11 1989033 6252592 273.0 10 100.7
113.0
117.5
117.5
117.5
117.5
117.5
117.5
117.5
117.5
117.5
117.5
117.5
117.5
117.5
117.5
117.5
117.5
117.5
116.0
116.0
112.5
115.0
113.0
118.0
118.0
115.0
116.0
113.0
113.0
112.5
112.5
112.5
18.5
15.6
18.7
16.0
16.5
15.1
16.3
14.6
13.7
14.7
15.6
14.6
14.1
15.4
162
162
142
17.3
12.7
12.5
17.5
16.8
172
15.5
16.7
16.7
15.3
16.5
152
162
16.8
16.4
16.0
14.0
14.0
14.0
14.0
14.0
14.0
14.0
14.0
14.0
14.0
14.0
14.0
14.0
14.0
14.0
14.0
14.0
14.0
14.0
16.0
16.5
16.0
13.0
13.0
16.5
14.0
16.0
16.0
16.0
16.0
16.0
92
91
91
92
95
91
92
98
96
98
95
96
95
95
98
98
91
90
91
91
90
90
91
91
90
90
90
91
91
90
90
90
Page 31 of 43 4
Leighton and Associates, Inc 10/8/2 10:00:40AM
SUMMARY OF FIELD DENSITY TESTS
Test
No.
Test
Date
Test
Of
Location
7123 2/5/04 CF PA-11
7129 2/6/04 CF PA-11
7131 2/6/04 CF PA-11
7135 2/6/04 CF PA-11
7136 2/6/04 CF PA-11
7137 2/7/04 CF PA-11
7138 2/7/04 CF PA-11
7138A 2/7/04 CF PA-11
7146 2/7/04 CF PA-11
7146 A 2/7/04 CF PA-11
7148 2/7/04 CF PA-11
7148A 2/7/04 CF PA-11
7157 2/9/04 CF PA-11
7158 2/9/04 CF PA-11
7159 2/9/04 CF PA-11
7160 2/10/04 CF PA-11
7160 A 2/10/04 CF PA-11
7173 2/10/04 CF PA-11
7174 2/10/04 CF PA-11
7177 2/10/04 CF PA-11
7180 2/10/04 CF PA-11
7180A 2/11/04 CF PA-11
7186 2/11/04 CF PA-11
7194 2/11/04 CF PA-11
7208 2/12/04 CF PA-11
7209 2/12/04 CF PA-l 1
7212 2/12/04 CF PA-11
7213 2/12/04 CF PA-11
7214 2/12/04 CF PA-11
7215 2/12/04 CF PA-11
7216 2/12/04 CF PA-11
7217 2/12/04 CF PA-11
Project Number:
Project Name:
Project Location:
Client:
971009014
Bressi Ranch
0
0
Northing Easting
Test Soil Dry Density Moisture (%) Relative C/o)
Elev (ft) Type Field Max Field Opt. Compaction Remarks
1990061 6253165 282.0 10 107.0 112.5 16.9 16.0 95
IS90075 6253374 284.0 21 112.1 118.0 16.6 13.0 95
1989935 6252988 276.0 20 110.5 116.0 148 14.0 95
1S89830 6252910 276.0 13 109.1 115.0 16.7 16.5 95
IS89690 6252760 278.0 13 109.7 115.0 17.5 16.5 95
1989734 6252690 270.0 21 113.7 118.0 15.6 13.0 96
1989805 6252912 271.0 10 104.3 112.5 19.6 16.0 93 RTON7138A
1989820 6252912 271.0 04 114.7 120.5 14.3 12.5 95 RT OF 7138
1989825 6252980 271.0 16 1072 117.0 17.8 14.0 92 RTON 7146A
1989835 6252980 271.0 16 115.0 117.0 14.5 14.0 98 RT OF 7146
1S89830 6252925 272.0 16 109.5 117.0 15.6 14.0 94 RTON 7148 A
1589845 6252925 272.0 16 111.7 117.0 162 14.0 95 RT OF 7148
1S89710 6252540 277.0 12 112.6 120.0 14.8 12.5 94
1S89550 6252580 291.0 12 108.5 120.0 18.1 12.5 90
1589950 6252925 276.0 06 115.8 122.5 12.0 11.5 95
1S90030 6253170 277.0 04 113.1 120.5 14.9 12.5 94 RTON 7160A
1S90045 6253175 277.0 04 115.5 120.5 13.7 12.5 96 RT OF 7160
IS 89425 6252600 289.0 06 115.1 122.5 14.6 11.5 94
1S89570 6252610 285.0 12 108.6 120.0 17.7 12.5 90
IS90I15 6253165 300.0 04 113.4 120.5 14.9 12.5 94
1S90050 6253350 320.0 21 108.9 118.0 16.8 13.0 92 RTON 71 SOA
1990075 6253355 320.0 21 111.8 118.0 16.0 13.0 95 RTOF 7180 1989950 6252960 279.0 21 112.1 118.0 13.7 13.0 95
1990070 6253365 310.0 10 103.3 112.5 16.7 16.0 92
1989935 6253015 285.0 10 102.0 112.5 172 16.0 91
1990160 6253490 323.0 04 115.7 120.5 14.9 12.5 96
1989760 6252610 288.0 20 1042 116.0 15.1 14.0 90
1989675 6252605 288.0 20 105.1 116.0 16.5 14.0 91
1989550 6252650 288.0 20 106.5 116.0 14.0 14.0 92
1989495 6252640 288.0 20 105.4 116.0 14.9 14.0 91
1989380 6252675 290.0 20 106.8 116.0 18.1 14.0 92
1S89105 6252645 290.0 20 105.8 116.0 16.3 14.0 91
Page 32 of 43 4 Leighton and Associates, Inc 10/8/2 10:00:40AM
SUMMARY OF FIELD DENSITY TESTS
Test
No.
Test
Date
Test
Of
Project Number:
Project Name:
Project Location:
Client:
971009014
Bressi Ranch
0
0
Location
Northing Easting
Test Soil Dry Density Moisture (%) Relative C/o)
Elev (ft) Type Field Max Field Opt. Compaction Remarks
7218 2/13/04 CF PA-11 1S89875 6252985 295.0 17 108.5 114.0 18.1 14.5 95
7219 2/13/04 CF PA-1 1 1S89908 6252710 296.0 17 107.9 114.0 17.3 14.5 95
7252 2/14/04 CF PA-11 IS 89930 6252960 299.0 21 112.6 118.0 148 13.0 95
7254 2/14/04 CF PA-11 IS89900 6252890 294.0 12 108.3 120.0 13.4 12.5 90
7255 2/14/04 CF PA-11 1989895 6252960 296.0 12 107.5 120.0 13.0 12.5 90
7273 2/17/04 CF PA-11 1989950 6253020 327.0 08 108.0 117.5 142 14.0 92
7280 2/18/04 CF PA-11 1S89854 6252094 307.0 21 104.9 118.0 12.3 13.0 89
7280A 2/18/04 CF PA-11 1989854 6253009 307.0 21 104.6 118.0 12.5 13.0 89
7280B 2/18/04 CF PA-11 1989861 6253013 307.0 21 106.4 118.0 14.1 13.0 90
7290 2/20/04 CF PA-11 1989929 6252922 309.0 16 105.1 117.0 14.0 14.0 90
7291 2/20/04 CF PA-11 1989905 6252990 310.0 18 101.9 113.0 19.3 16.0 90
7294 2/20/04 CF PA-11 1689856 6252933 313.0 21 107.1 118.0 14.6 13.0 91
7295 2/20/04 CF PA-11 1989955 6252941 314.0 17 102.5 114.0 15.3 14.5 90 7296 2/20/04 CF PA-11 1689880 6252930 315.0 10 101.6 112.5 18.7 16.0 90 7319 2/13/04 CF PA-11 IS89923 6252898 311.0 10 101.6 112.5 19.6 16.0 90 7321 2/13/04 CF PA-11 1689922 6252967 311.0 20 104.8 116.0 15.8 14.0 90 7322 2/13/04 CF PA-11 1689845 6252906 312.0 17 102.7 114.0 16.4 14.5 90
7358 3/3/04 CF PA-11 1588911 6252862 308,0 08 100.8 117.5 19.8 14.0 86 7358A 3/3/04 CF PA-11 1688934 6252855 309.0 08 1072 117.5 16.0 14.0 91 7523 3/6/04 CF PA-11 1689900 6253028 320.0 27 107.5 117.0 18.4 14.5 92 7543 3/8/04 CF PA-l 1 1589930 6252940 322.0 04 108.8 120.5 17.0 12.5 90 7552 3/8/04 CF PA-l 1 1989845 6252952 318.0 10 100.7 112.5 16.1 16.0 90 7554 3/8/04 CF PA-1 1 1689827 6253026 317.0 13 104.7 115.0 172 16.5 91 7570 3/9/04 CF PA-l 1 1689864 6252995 317.0 12 108.4 120.0 17.3 12.5 90 7571 3/9/04 CF PA-1 1 1589923 6253005 321.0 22 111.6 124.0 14.9 12.0 90 7600 3/11/04 SF PA-11 1688914 6253662 305.0 20 106.8 116.0 12.7 14.0 92 7601 3/11/04 SF PA-l 1 1588796 6253748 288.0 21 109.9 118.0 13.6 13.0 93 7602 3/11/04 SF PA-1 1 1688727 6253853 292.0 21 112.0 118.0 12.5 13.0 95 7759 3/12/04 CF PA-1 1 1689943 6253007 325.0 20 104.6 116.0 152 14.0 90 7841 3/17/04 CF PA-11 1689802 6253047 342.0 13 98.2 115.0 18.7 16.5 85 7841A 3/17/04 CF PA-1 1 1689795 6253032 342.0 13 103.7 115.0 18.0 16.5 90 7856 3/18/04 CF PA-1 1 1989922 6253020 343,0 17 102.6 114.0 16.0 14.5 90
Page 33 of 43
RT ON 7280A
RT ON 7280B
RT OF 7280
RT ON 7358A
RT OF 7358
RTON 7841
RT OF 7841
4 Leighton and Associates, Inc 10/8/2 10:00:40AM
SUMMARY OF FIELD DENSITY TESTS
Test
No.
Test
Date
Test
Of
Project Number:
Project Name:
Project Location:
Client:
971009014
Bressi Ranch
0
0
Location
Northing Easting
Test Soil Dry Density Moisture (%) Relative C/o)
Elev (ft) Type Field Max Field Opt. Compaction Remarks
7893 3/23/04 CF PA-11 1989532 6252588 300.0 22 1172 124.0 13.3 12.0 95
7895 3/23/04 CF PA-l 1 1S89355 6252635 300.0 22 116.7 124.0 14.8 12.0 94
7899 3/23/04 CF PA-11 1989543 6252584 299.0 22 115.6 124.0 14.6 12.0 93
7946 3/25/04 CF PA-11 1989528 6252619 301.0 23 109,4 119.0 15.7 13.0 92
7947 3/25/04 CF PA-11 1689733 6252615 296.0 27 108.6 117.0 17.8 14.5 93
7948 3/25/04 CF PA-11 1689820 6252782 293.0 27 107.7 117.0 16.3 14.5 92
7949 3/25/04 CF PA-l 1 IS89604 6252724 294.0 19 109.3 118.0 182 15.0 93
7950 3/25/04 CF PA-l 1 IS 89254 6252707 303.0 23 111.6 119.0 14.6 13.0 94
795 1 3/25/04 CF PA-l 1 IS 89674 6252895 292.0 27 107.9 117.0 17.0 14.5 92
7952 3/25/04 CF PA-1 1 1689064 6252828 303.0 21 108.5 118.0 15.3 13.0 92
7953 3/25/04 CF PA-1 1 1589173 6252657 302.0 21 1102 118.0 15.8 13.0 93
7954 3/25/04 CF PA-l 1 15 89745 6252907 291.0 23 107.3 119.0 16.1 13.0 90
7955 3/25/04 CF PA-l 1 1589666 6252803 293.0 23 110.8 119.0 14.6 13.0 93
7956 3/26/04 CF PA-1 1 1589171 6252785 303.0 23 1124 119.0 15.6 13.0 94
7957 3/26/04 CF PA-1 1 1989355 6252689 302.0 23 1092 119.0 16.7 13.0 92
7958 3/26/04 CF PA-11 1989421 6252631 297.0 23 111.6 119.0 14.8 13.0 94
7959 3/26/04 CF PA-11 1989693 6252865 295.0 23 109.3 119.0 162 13.0 92
7960 3/26/04 CF PA-1 1 1989822 6252798 296.0 27 108.8 117.0 172 14.5 93
7961 3/26/04 CF PA-11 1989735 6252764 294.0 20 107.9 116.0 15.8 14.0 93
7962 3/26/04 CF PA-11 1989756 6252652 298.0 23 1122 119.0 13.8 13.0 94
7963 3/26/04 CF PA-11 1989852 6252760 297.0 23 111.4 119.0 15.3 13.0 94
7964 3/26/04 CF PA-11 1989760 6252507 300.0 21 108.4 118.0 16.7 13.0 92
7965 3/26/04 CF PA-11 1989747 6252556 301.0 23 110.8 119.0 152 13.0 93
8060 3/20/04 CF PA-11 1989783 6252665 285.0 21 106.1 118.0 13.0 13.0 90
8061 3/20/04 CF PA-11 1989765 6252724 285.0 23 107.0 119.0 16.5 13.0 90
8062 3/20/04 CF PA-11 1989585 6252641 287.0 02 103.9 122.5 15.1 11.5 85
8062A 3/20/04 CF PA-11 1989544 6252658 287.0 02 110.4 122.5 13.5 11.5 90
8064 3/20/04 CF PA-11 1989685 6252630 286.0 13 103.3 115.0 132 16.5 90
8065 3/20/04 CF PA-11 1989622 6252708 286.0 23 1072 119.0 17.5 13.0 90
8066 3/20/04 CF PA-1 1 1989483 6252627 288.0 13 99.1 115.0 12.6 16.5 86
8066A 3/20/04 CF PA-11 1989463 6252652 288.0 13 103.7 115.0 16.7 16.5 90
8068 3/20/04 CF PA-11 1989382 6252623 289.0 23 107.6 119.0 13.8 13.0 90
Page 34 of 43
RT ON 8062
RT OF 8062
RT ON 8066
RT OF 8066
Leighton and Associates, Inc 10/8/2 10:00:40AM
SUMMARY OF FIELD DENSITY TESTS
Test
No.
Test
Date
Test
Of
Project Number:
Project Name:
Project Location:
Client:
971009014
Bressi Ranch
0
0
Location —
Northing Easting
Test Soil Dry Density Moisture (%) Relative C/o)
Elev (ft) Type Field Max Field Opt. Compaction Remarks
8069 3/20/04 CF PA-11 1989373 6252684 289.0 04 108.3 120.5 14.0 12.5 90
8070 3/22/04 CF PA-11 1989740 6252732 283.0 12 108.3 120.0 13.1 12.5 90
8071 3/22/04 CF PA-11 1989784 6252817 283.0 23 107.4 119.0 13.4 13.0 90
8072 3/22/04 CF PA-11 1989742 6252784 284.0 23 107.7 119.0 13.1 13.0 91
8073 3/22/04 CF PA-11 1989835 6252722 284.0 23 107.4 119.0 14.0 13.0 90
8074 3/22/04 CF PA-11 1989630 6252712 285.0 22 111.3 124.0 15.1 12.0 90
8075 3/22/04 CF PA-11 1989611 6252607 287.0 02 110.9 122.5 16.0 11.5 91
8076 3/22/04 CF PA-11 1989580 6252707 285.0 04 108.8 120.5 17.1 12.5 90
8077 3/22/04 CF PA-11 1989566 6252665 286.0 02 110.4 122.5 16.4 11.5 90
8078 3/22/04 CF PA-11 1989530 6252657 293.0 21 105.8 118.0 18.7 13.0 90
8079 3/22/04 CF PA-11 1989508 6252657 290.0 17 102.3 114.0 17.8 14.5 90
8080 3/22/04 CF PA-11 1989425 6252657 291.0 20 104.3 116.0 16.8 14.0 90
8081 3/22/04 CF PA-11 1989370 6252631 292.0 20 104.4 116.0 17.3 14.0 90
8095 3/23/04 CF PA-11 1989480 6252647 300.0 22 115.5 124.0 15.4 12.0 93
8097 3/23/04 CF PA-11 1989670 6252794 287.0 02 110.3 122.5 15.1 11.5 90
8098 3/23/04 CF PA-11 1989810 6252794 287.0 02 109.8 122.5 13.4 11.5 90
8099 3/23/04 CF PA-11 1989862 6252777 286.0 04 108.3 120.5 13.0 12.5 90
8219 3/23/04 CF PA-11 1989865 6252700 289.0 21 106.7 118.0 15.1 13.0 90
8220 3/23/04 CF PA-11 1989817 6252651 289.0 23 107.4 119.0 15.6 13.0 90
8221 3/23/04 CF PA-11 1989405 6252713 281.0 22 1132 124.0 14.5 12.0 91
8222 3/23/04 CF PA-11 1989444 6252703 280.0 22 113.0 124.0 14.9 12.0 91
8223 3/23/04 CF PA-11 1989554 6252723 281.0 22 112.0 124.0 15.1 12.0 90
8224 3/23/04 CF PA-11 1989659 6252672 281.0 02 102.4 122.5 192 11.5 84
8224A 3/23/04 CF PA-11 1989770 6252840 281.0 02 109.7 122.5 15.3 11.5 90
8225 4/1,'04 CF PA-11 1989457 6252985 316.0 04 108.4 120.5 15.7 12.5 90
8226 3/23/04 CF PA-11 1989329 6252643 297.0 23 107.8 119.0 16.0 13.0 91
8227 3/23/04 CF PA-11 1989367 6252748 297.0 21 105.9 118.0 19.1 13.0 90
8228 3/23/04 CF PA-11 1989510 6252730 298.0 21 106.3 118.0 18.0 13.0 90
8229 3/23/04 CF PA-11 1689515 6252636 296.0 21 106.0 118.0 18.1 13.0 90
8238 3/23/04 CF PA-11 1S89815 6252730 286.0 11 108.0 120.0 14.4 13.0 90
8268 3/23/04 CF PA-1 1 1689440 6252720 292.0 04 109.5 120.5 16.5 12.5 91
8269 3/23/04 CF PA-11 1989550 6252755 292.0 04 108.9 120.5 15.9 12.5 90
Page 35 of 43
RT ON 8224A
RT OF 8224
4 Leighton and Associates, Inc 10/8/2 10:00:40AM
SUMMARY OF FIELD DENSITY TESTS
Test
No.
Test
Date
Test
Of
Project Number:
Project Name:
Project Location:
Client:
971009014
Bressi Ranch
0
0
Location —
Northing Easting
Test Soil Dry Density Moisture (%) Relative C/o)
Elev (ft) Type Field Max Field Opt. Compaction Remarks
8270 3/23/04 CF PA-11 1689685 6252705 291.0 23 106.8 119.0 18.1 13.0 90
8271 3/23/04 CF PA-11 1989820 6252709 293.0 04 108.6 120.5 17.0 12.5 90
8278 3/27/04 CF PA-11 1689760 6252576 300.0 21 105.7 118.0 16.4 13.0 90
8279 3/27/04 CF PA-11 1989834 6252574 300.0 13 103.6 115.0 17.4 16.5 90
8280 3/27/04 CF PA-11 1989453 6252632 303.0 22 112.0 124.0 12.6 12.0 90
8281 3/27/04 CF PA-11 1989236 6252652 303.0 02 110.0 122.5 13.9 11.5 90
8282 3/27/04 CF PA-11 1989208 6252675 302.0 22 112.8 124.0 14.7 12.0 91
8283 3/27/04 CF PA-11 1989257 6252741 302.0 22 111.9 124.0 15.7 12.0 90
8284 3/29/04 CF PA-11 1989340 6252622 304.0 04 108.5 120.5 11.4 12.5 90
8286 3/29/04 CF PA-11 1989414 6252690 304.0 23 107.6 119.0 13.4 13.0 90
8287 3/29/04 CF PA-11 1989627 6252648 303.0 04 108.6 120.5 14.1 12.5 90
8288 3/29/04 CF PA-11 1989680 6252662 303.0 23 107.8 119.0 16.3 13.0 91
8289 3/29/04 CF PA-11 1989797 6252055 304.0 02 109.8 122.5 12.4 11.5 90
8300 3/29/04 CF PA-11 1989850 6252068 305.0 16 105.0 117.0 14.4 14.0 90
8301 3/29/04 CF PA-11 1989945 6252775 301.0 22 111.4 124.0 14.4 12.0 90
8302 3/29/04 CF PA-11 1589862 6252826 301.0 22 111.3 124.0 14.6 12.0 90
8303 3/29/04 CF PA-l 1 1589688 6252814 300.0 23 107.5 119.0 14.0 13.0 90
8304 3/29/04 CF PA-11 1589736 6252863 300.0 23 107.8 119.0 14.6 13.0 91
8305 3/29/04 CF PA-11 1689215 6252695 304.0 02 110.4 122.5 11.6 11.5 90
8306 3/29/04 CF PA-11 1989386 6252653 305.0 04 109.7 120.5 12.7 12.5 91
8307 3/29/04 CF PA-11 1989561 6252649 305.0 22 111.7 124.0 12.3 12.0 90
8308 3/29/04 CF PA-11 1S89831 6252620 304.0 04 109.0 120.5 12.9 12.5 90
8309 3/29/04 CF PA-11 1689874 6252799 303.0 02 109.8 122.5 12.0 11.5 90
8310 3/29/04 CF PA-11 IS89666 6252845 303.0 02 110.1 122.5 11.6 11.5 90
8311 3/29/04 CF PA-11 1S89578 6252804 304.0 22 112.8 124.0 122 12.0 91
8312 3/29/04 CF PA-11 1689532 6252812 302.0 22 112.1 124.0 12,3 12.0 90
8313 3/29/04 CF PA-11 1689448 6252845 303.0 22 111.3 124.0 12.7 12.0 90
8314 3/29/04 CF PA-11 1989285 6252883 303.0 02 110.5 122.5 11.8 11.5 90
8339 3/30/04 CF PA-11 1989354 6252663 305.5 20 104.4 116.0 16.0 14.0 90
8340 3/30/04 CF PA-11 1989583 6252651 306.5 23 107.3 119.0 17.0 13.0 90
8341 3/30/04 CF PA-11 1689805 6252592 308.0 16 105.7 117.0 18.6 14.0 90
8342 3/30/04 CF PA-11 1989888 6252796 308.0 21 106.3 118.0 15.6 13.0 90
Page36of4;i 4 Leighton and Associates, Inc 10/8/2 10:00:40AM
SUMMARY OF FIELD DENSITY TESTS
Test Test Test Location — Test Soil
0. Date Of Northing Easting Elev (ft) Type Field Max Field Opt. Compaction
8343 3/30/04 CF PA-11 1589708 6252872 308.0 16 104.9 117.0 16.1 14.0 90
8344 3/30/04 CF PA-11 1989480 6252805 306.5 23 106.9 119.0 15.0 13.0 90
8345 3/30/04 CF PA-11 1589416 6252822 305.5 23 107.3 119.0 15.8 13.0 90
8346 3/30/04 CF PA-11 1989270 6252842 306.0 20 104.0 116.0 14.0 14.0 90
8347 3/30/04 CF PA-11 1989195 6252918 304.0 16 105.7 117.0 14.0 14.0 90
8348 3/30/04 CF PA-11 1989160 6252713 304.0 20 104.0 116.0 14.0 14.0 90
8349 3/30/04 CF PA-11 1989617 6252650 307.0 23 107.5 119.0 15.9 13.0 90
8350 3/30/04 CF PA-11 1989775 6252571 308.0 02 1102 122.5 16.8 11.5 90
8351 3/30/04 CF PA-11 1989838 6252675 308.5 04 109.4 120.5 17.0 12.5 91
8352 3/30/04 CF PA-11 1989852 6252832 308.5 19 105.9 118.0 16.7 15.0 90
8353 3/30/04 CF PA-11 1989692 6252909 308.0 11 1082 120.0 14.3 13.0 90
8354 3/30/04 CF PA-11 1989546 6252880 307.5 22 111.6 124.0 16.1 12.0 90
8355 3/30/04 CF PA-11 1989390 6252922 306.5 21 103.9 118.0 19.4 13.0 88
8355A 3/30/04 CF PA-11 1989400 6252927 306.5 21 1062 118.0 16.6 13.0 90
8357 3/30/04 CF PA-11 1989303 6252851 305.0 23 107.3 119.0 17.0 13.0 90
8358 3/30/04 CF PA-11 1989107 6253005 306.0 04 109.0 120.5 16.9 12.5 90
8359 3/31/04 CF PA-11 1989655 6252603 307.0 19 108.0 118.0 16.0 15.0 92
8360 3/31/04 CF PA-11 1989746 6252590 308.0 19 107.4 118.0 15.6 15.0 91
8361 3/31/04 CF PA-1 1 1589784 6252610 308.5 19 108.7 118.0 17.0 15.0 92
8362 3/31/04 CF PA-11 1989588 6252604 306.0 19 111.6 118.0 16.5 15.0 95
8363 3/31/04 CF PA-11 1989520 6252612 307.0 19 109.1 118.0 15.9 15.0 92
8364 3/31/04 CF PA-11 1689839 6252796 307.0 19 106.1 118.0 17.9 15.0 90
8365 3/31/04 CF PA-11 1689872 6252830 308.0 19 109.6 118.0 16.8 15.0 93
8366 3/31/04 CF PA-11 1689870 6252736 309.0 19 109.4 118.0 15.1 15.0 93
8367 3/31/04 CF PA-11 1689301 6252991 310.0 17 102.5 114.0 14.5 14.5 90
8368 3/31/04 CF PA-11 1589275 6252874 310.0 02 110.6 122.5 14.4 11.5 90
8369 4/1/04 SF PA-11 1588875 6253346 293.0 21 1102 118.0 10.6 13.0 93
8370 4/1.'04 SF PA-l 1 1588937 6253329 300.0 21 111.7 118.0 9.6 13.0 95
837! 4/1'04 SF PA-1 1 1589058 6253490 290.0 21 108.0 118.0 7.8 13.0 92
8372 4/1/04 SF PA-11 1588964 6253490 285.0 21 107.4 118.0 12.7 13.0 91
8373 4/1,'04 SF PA-11 1688918 6253630 295.0 21 108.8 118.0 9.0 13.0 92
8380 4/1/04 CF PA-11 1589397 6252876 316.0 04 109,1 120.5 132 12.5 91
Remarks
RT ON 8355A
RT OF 8355
Project Number:
Project Name:
Project Location:
Client:
971009014
Bressi Ranch
0
0 Page 37 of 43
Leighton and Associates, Inc 10/8/2 10:0040AM
SUMMARY OF FIELD DENSITY TESTS
Test Test Test Location Test Soil Dry Density Moisture (%) Relative C/o)
No. Date Of Northing Easting Elev (ft) Type Field Max Field Opt. Compaction
8401 4/1/04 CF PA-11 1989532 6252798 313.0 02 109.9 122.5 16.4 11.5 90
8402 4/1/04 CF PA-11 1S89288 6253006 312.0 04 109.5 120.5 13.6 12.5 91
8405 4/1/04 CF PA-11 1689192 6252978 315.0 23 107.3 119.0 14.1 13.0 90
8407 4/1/04 CF PA-11 IS89223 6252914 315.0 22 112.4 124.0 14.1 12.0 91
8409 4/1/04 CF PA-1 1 1689351 6252987 312.0 11 107.9 120.0 16.3 13.0 90
8410 4/1/04 CF PA-11 1689491 6252853 316.0 23 107.6 119.0 14.9 13.0 90
8411 4/1/04 CF PA-11 1689741 6252920 313.0 21 106.0 118.0 152 13.0 90
8415 4/1/04 CF PA-l 1 1689268 6252887 315.0 02 110.8 122.5 142 11.5 90
8422 4/3/04 CF PA-11 1689285 6252952 317.0 16 106.7 117.0 12.6 14.0 91
8423 4/3/04 CF PA-11 1589340 6252918 320.0 16 109.8 117.0 14.7 14.0 94
8424 4/3/04 CF PA-11 1689420 6252920 323.0 19 106.7 118.0 16.0 15.0 90
8425 4/3/04 CF PA-11 1689750 6252930 320.0 19 109.4 118.0 17.7 15.0 93
8426 4/3/04 CF PA-1 1 1689676 6252880 321.5 19 107.0 118.0 192 15.0 91
8427 4/3/04 CF PA-1 1 1689614 6252833 323.0 19 106.0 118.0 18.9 15.0 90
8428 4/3/04 CF PA-11 1589315 6253028 318.0 18 1062 113.0 18.5 16.0 94
8429 4/3/04 CF PA-11 1689420 6252990 321.5 18 103.5 113.0 162 16.0 92
8430 4/3/04 CF PA-1 1 1989510 6252955 324.5 19 108.4 118.0 16.3 15.0 92
8431 4/3/04 CF PA-11 1989550 6252860 324.0 19 104.1 118.0 15.8 15.0 88
8431A 4/3/04 CF PA-11 1989559 6252840 324.0 19 106.7 118.0 15.1 15.0 90
8432 4/5/04 CF PA-11 1989063 6253170 319.0 19 109.9 118.0 16.7 15.0 93
8433 4/3/04 CF PA-11 1989077 6253210 320.0 19 105.9 118.0 15.3 15.0 90
8434 4/3/04 CF PA-11 1989156 6253160 322.0 19 111.0 118.0 17.3 15.0 94
8435 4/3/04 CF PA-11 1989220 6252950 318.0 10 103.3 112.5 10.3 16.0 92
8436 4/3/04 CF PA-11 1989220 6252950 317.5 10 101.9 112.5 192 16.0 91
8437 4/3/04 CF PA-11 1989618 6252900 324.0 10 101.0 112.5 18.4 16.0 90
8438 4/3/04 CF PA-11 1989670 6252925 322.0 16 105.3 117.0 16.5 14.0 90
8439 4/3/04 CF PA-11 1989110 6253130 321.5 22 113.7 124.0 13.0 12.0 92
8440 4/5/04 CF PA-11 1988939 6253351 286.0 22 111.7 124.0 13.8 12.0 90
8441 4/5/04 CF PA-11 1988930 6253417 287.0 19 108.1 118.0 15.7 15.0 92
8442 4/5/04 CF PA-11 1988897 6253381 287.0 19 108.9 118.0 152 15.0 92
8443 4/5/04 CF PA-11 1989300 6253000 317.0 19 111.8 118.0 14.8 15.0 95
8444 4/5/04 CF PA-11 1989324 6253009 319.0 19 108.7 118.0 172 15.0 92
Remarks
Project Number:
Project Name:
Project Location:
Client:
971009014
Bressi Ranch
0
0 Page 38 of 43
RTON 8431A
RT OF 8431
4 Leighton and Associates, Inc 10/8/2 10:00:40AM
SUMMARY OF FIELD DENSITY TESTS
Test
No.
Test
Date
Test
Of
Location
Northing Easting
Test
Elev (ft)
Soil
Type
Dry Density
Field Max
Moisture (%)
Field Opt.
Relative (%)
Compaction Remarks
8484 4/6/04 CF PA-11 1989378 6252885 321.0 16 108.1 117.0 162 14.0 92
8485 4/6/04 CF PA-11 1989386 6252980 322.0 19 1082 118.0 13.9 15.0 92
8486 4/6/04 CF PA-11 1989442 6252960 322.0 16 107.8 117.0 162 14.0 92
8487 4/6/04 CF PA-11 1989920 6252780 314.0 19 107.4 118.0 19.5 15.0 91
8488 4/6/04 CF PA-11 1989944 6252830 316.0 19 105.1 118.0 20.7 15.0 89
8488A 4/6/04 CF PA-11 1989956 6252840 316.0 19 109.4 118.0 19.9 15.0 93
8490 4/6/04 CF PA-11 1989764 6252964 323.0 10 101.6 112.5 20.4 16.0 90
8491 4/6/04 CF PA-11 1989715 6252933 324.0 19 111.3 118.0 13.5 15.0 94
8492 4/6/04 CF PA-11 1989650 6252891 325.0 16 106.6 117.0 16.7 14.0 91
8493 4/6/04 CF PA-11 1989420 6252864 323.0 19 107.8 118.0 13.9 15.0 91
8494 4/6/04 CF PA-11 1989460 6252885 324.0 16 109.1 117.0 17.3 14.0 93
8495 4/6/04 CF PA-11 1989650 6252805 324.0 19 1102 118.0 142 15.0 93
8496 4/6,'04 CF PA-11 1989553 6252810 325.0 19 108.6 118.0 14.5 15.0 92
8497 4/6/04 CF PA-11 1988795 6253161 306.0 19 109.5 118.0 13.8 15.0 93
8498 4/6/04 CF PA-11 1988753 6253144 307.0 19 108.8 118.0 14.3 15.0 92
8542 3/3/'04 SF PA-11 1988473 6254285 233.0 18 103,5 113.0 16.3 16.0 92
8543 3/3/'04 SF PA-11 1988485 6254376 245.0 20 1052 116.0 15.3 14.0 91
8544 3/3/'04 SF PA-11 1988470 6253940 258.0 20 104.4 116.0 16.6 14.0 90
8545 3/3/04 CF PA-11 1988517 6253755 267.0 18 101.8 113.0 13.7 16.0 90
8548 3/3 1/04 CF PA-11 1989260 6252975 306.0 02 IIO.I 122.5 14.4 11.5 90
8549 4/1/04 CF PA-11 1989303 6253035 315.0 22 112.8 124.0 12.9 12.0 91
8600 4/9/04 CF PA-11 1989086 6253140 322.0 22 114.6 124.0 12.7 12.0 92
8601 4/9/04 CF PA-11 1989170 6253215 323.0 18 1072 113.0 17.3 16.0 95
8602 4/9/04 CF PA-l I 1989120 6253190 324.0 18 104.8 113.0 15.5 16.0 93
8603 4/9/04 CF PA-11 1989055 6253210 324.0 18 103.3 113.0 18.9 16.0 91
8612 4/1/04 CF PA-11 1989255 6253045 315.0 22 113.0 124.0 11.0 12.0 91
8615 4/15/04 CF PA-11 1989650 6253093 347.0 17 1104 114.0 14.7 14.5 97
8630 4/16/04 SF PA-11 1989409 6253139 330,0 08 107.5 117.5 9.5 14.0 91
8631 4/16/04 SF PA-11 1989555 6253085 334.0 08 108.5 117.5 13.8 14.0 92
8632 4/16/04 SF PA-11 1989778 6253022 342.0 07 1122 122.0 13.1 13.0 92
8633 4/16/04 SF PA-11 1989834 6253007 350.0 07 113.1 122.0 12.5 13.0 93
8634 4/16/04 SF PA-11 1989727 6252506 290.0 08 112.6 117.5 17.0 14.0 96
RT ON 8488A
RT OF 8488
Project Number:
Project Name:
Project Location:
Client:
971009014
Bressi Ranch
0
0 Page 39 of 43 4 Leighton and Associates, Inc 10/8/2 10:00:40AM
SUMMARY OF FIELD DENSITY TESTS
Test
No.
Test
Date
Test
Of
Location
Northing Easting
Test Soil Dry Density Moisture (%) Relative C/o)
Elev (ft) Type Field Max Field Opt. Compaction Remarks
8635 4/16/04 SF PA-11 1989560 6252549 300.0 08 105.9 117.5 15.0 14.0 90
8636 4/16/04 SF PA-11 1989390 6252515 280.0 07 119.4 122.0 13.1 13.0 98
8637 4/16/04 SF PA-11 1989202 6252552 295.0 08 104.0 117.5 14.0 14.0 89
8638 4/16/04 SF PA-11 1989017 6252678 290.0 08 108.0 117.5 152 14.0 92
8639 4/16/04 FG Lot 18 1989762 6252641 0.0 08 109.5 117.5 15.3 14.0 93
8640 4/16/04 FG Lot 18 1989712 6252588 0.0 08 1072 117.5 13.8 14.0 91
8641 4/16/04 FG Lot 17 1989590 6252619 0.0 08 105.7 117.5 14.0 14.0 90
8642 4/16/04 FG Lot 17 1989506 6252642 0.0 08 112.3 117.5 11.7 14.0 96
8643 4/16/04 FG Lot 16 1989406 6252611 0.0 08 105.7 117.5 19.8 14.0 90
8644 4/16/04 FG Lot 16 1989348 6252707 0.0 08 111.6 117.5 18.6 14.0 95
8645 4/16/04 FG Lot 15 1989276 6252742 0.0 08 112.8 117.5 16.1 14.0 96
8646 4/16/04 FG Lot 15 1989125 6252690 0.0 08 110.3 117.5 17.1 14.0 94
8647 4/16/04 FG Lot 14 1989130 6252805 0.0 08 111.7 117.5 14.9 14.0 95
8648 4/16/04 FG Lot 14 1989051 6252713 0.0 08 111.8 117.5 15.0 14.0 95
8658 4/15/04 CF PA-11 1989351 6252772 306.5 02 110.6 122.5 15.6 11.5 90
8659 4/1/04 CF PA-11 1989244 6252983 315.0 21 1062 118.0 15.4 13.0 90
8662 4/7/04 CF PA-11 1989598 6252531 324.0 20 107.3 116.0 14.1 14.0 93
8663 4/7/04 CF PA-11 1989431 6252903 325.0 20 106.4 116.0 16.5 14.0 92
8806 3/10/04 SF PA-11 1988483 6253548 208.0 19 1062 118.0 14.3 15.0 90
8807 3/10/04 SF PA-11 1988508 6253449 212.0 19 106.5 118.0 13.7 15.0 90
8809 3/10/04 SF PA-11 1988504 6253391 217.0 18 103.0 113.0 16.1 16.0 91
8810 3/10/04 SF PA-11 1988491 6253604 225.0 19 108.1 118.0 13.8 15.0 92
8811 3/10/04 SF PA-11 1988544 6253497 233.0 18 1042 113.0 152 16.0 92
8812 3/10/04 SF PA-II 1988550 6253397 240.0 18 103.3 113.0 17.3 16.0 91
8813 3/10/04 SF PA-11 1988738 6253399 260.0 20 104.3 116.0 11.8 14.0 90
8814 3/10/04 SF PA-11 1988755 6253481 272.0 20 105.7 116.0 12.4 14.0 91
8815 3/10/04 SF PA-11 1988721 6253309 290.0 18 1022 113.0 15.1 16.0 90
8816 3/10/04 SF PA-11 1988633 6253190 278.0 18 101.8 113.0 15.7 16.0 90
8817 3/10/04 SF PA-11 1988636 6253156 285.0 18 1024 113.0 16.7 16.0 91
8818 3/10/04 SF PA-11 1988573 6253083 292.0 18 101.8 113.0 17.0 16.0 90
8819 3/10/04 SF PA-11 1988493 6253027 275,0 18 102.6 113.0 14.8 16.0 91
8820 3/10/04 SF PA-11 1988571 6252602 298.0 20 104.3 116.0 13.5 14.0 90
Project Number:
Project Name:
Project Location:
Client:
971009014
Bressi Ranch
0
0 Page 40 of 43 4 Leighton and Associates, Inc 10/8/2 10:00:40AM
SUMMARY OF FIELD DENSITY TESTS
Test
No.
Test
Date
Test
Of
Location
Northing Easting
Test Soil Dry Density Moisture (%) Relative C/o)
Elev (ft) Type Field Max Field Opt. Compaction Remarks
8821 3/10/04 SF PA-11 1988635 6252614 280.0 20 105.5 116.0 12.9 14.0 91
8822 3/10/04 SF PA-11 1688648 6252570 267.0 17 103.0 114.0 142 14.5 90
8823 3/10/04 SF PA-11 1988730 6252700 289.0 18 101.7 113.0 16.5 16.0 90
8824 3/10/04 SF PA-11 1688804 6252714 273.0 18 102.5 113.0 15.4 16.0 91
8825 3/10/04 SF PA-11 1688825 6252596 248.0 17 104.8 114.0 162 14.5 92
8826 3/10/04 SF PA-11 1S88797 6252767 293.0 18 102.1 113.0 17.8 16.0 90
8827 3/10/04 SF PA-11 1988579 6253656 258.0 18 102.3 113.0 16.7 16.0 91
8828 3/10/04 SF PA-11 1988491 6253799 266.0 18 101.7 113.0 14.8 16.0 90
8917 4/14/04 FG Lot 11 1688821 6252822 0.0 08 105.9 117.5 142 14.0 90
8918 4/14/04 FG Lot 11 1688743 6252895 0.0 22 113.7 124.0 13.9 12.0 92
8919 4/14/04 FG Lot 12 1988925 6252855 0.0 08 108.0 117.5 13.7 14.0 92
8920 4/14/04 FG Lot 12 1988840 6252994 0.0 22 114.5 124.0 13.9 12.0 92
8921 4/14/04 FG Lot 13 1S88943 6253030 0.0 22 114.5 124.0 12.9 12.0 92
8922 4/14/04 FG Lot 13 1S89032 6252965 0.0 22 112.0 124.0 112 12.0 90
8923 4/15/04 SF PA-11 1689856 6252853 309.0 17 103.3 114.0 17.9 14.5 91
8925 4/15/04 SF PA-11 1689066 6252891 308.0 18 102.0 113.0 21.4 16.0 90
8926 4/15/04 SF PA-11 1689083 6252971 308.0 08 109.4 117.5 162 14.0 93
8927 4/15/04 SF PA-11 1989030 6253021 308.0 08 110.4 117.5 11.9 14.0 94
8928 4/15/04 SF PA-11 1S88889 6253072 312.0 22 119.0 124.0 132 12.0 96
8929 4/15/04 SF PA-11 1688809 6252991 312.0 18 104.3 113.0 13.7 16.0 92
8930 4/15/04 SF PA-1 1 1589107 6253250 322.0 18 96.7 113.0 13.9 16.0 86
8930A 4/15/04 SF PA-11 1689102 6253280 322.0 18 101.7 113.0 13.3 16.0 90
8931 4/15/04 CF PA-l 1 1689730 6252731 313.0 22 111.4 124.0 14.8 12.0 90
8932 4/15/04 SF PA-l 1 1689030 6253222 321.0 08 111.3 117.5 14.7 14.0 95
8933 4/15/04 SF PA-11 1589012 6253189 318.0 08 110.6 117.5 14.1 14.0 94
8934 4/15/04 SF PA-11 1689067 6253134 315.0 08 107.0 117.5 13.7 14.0 91
8935 4/15/04 SF PA-11 1689180 6253096 319.0 08 106.3 117.5 14.7 14.0 90
8936 4/15/04 SF PA-11 1S89252 6253166 320.0 08 109.3 117.5 14.8 14.0 93
8937 4/15/04 SF PA-11 1589877 6252506 316.0 08 105.8 117.5 13.7 14.0 90
8938 4/15/04 SF PA-11 1589883 6252586 315.0 08 106,7 117.5 132 14.0 91
8939 4/19/04 SF PA-1 1 1589958 6252692 312.0 18 101,8 113.0 14.8 16.0 90
8940 4/15/04 SF PA-1 1 1689750 6252692 320.0 18 1032 113.0 18.6 16.0 91
RT ON 8930A
RT OF 8930
Project Number:
Project Name:
Project Location:
Client:
971009014
Bressi Ranch
0
0 Page 41 of 43 4 Leighton and Associates, Inc 10/8/2 10:00:40AM
SUMMARY OF FIELD DENSITY TESTS
Test
No.
Test
Date
Test
Of
Location
Northing Easting
Test Soil Dry Density Moisture (%) Relative (%)
Elev (ft) Type Field Max Field Opt. Compaction Remarks
8941 4/15/04 SF PA-11 1989698 6252844 320.0 18 101.9 113.0 12.5 16.0 90
8942 4/19/04 SF PA-11 1989680 6252790 317.0 18 1022 113.0 17.5 16.0 90
8943 4/15/04 SF PA-11 1989649 6252766 322.0 18 1022 113.0 14.5 16.0 90
8944 4/14/04 FG Lot 6 1988813 6253173 0.0 22 1142 124.0 9.7 12.0 92
8945 4/14/04 FG Lot 6 1988742 6253159 0.0 22 112.8 124.0 12.6 12.0 91
8946 4/14/04 FG Lot 7 1988715 6253065 0.0 07 111.7 122.0 102 13.0 92
8947 4/14/04 FG Lot 7 1988635 6253037 0.0 07 111.9 122.0 132 13.0 92
8948 4/14/04 FG Lot 8 1988588 6252952 0.0 07 1102 122.0 13.5 13.0 90
8949 4/14/04 FG Lot 8 1S88518 6252890 0.0 07 111.4 122.0 13.0 13.0 91
8950 4/14/04 FG Lol 9 1688573 6252727 0.0 22 112.3 124.0 11.8 12.0 91
8951 4/14/04 FG Lot 9 1688505 6252760 0.0 22 111.6 124.0 152 12.0 90
8952 4/14/04 FG Lot 10 1S88703 6252805 0.0 07 110.9 122.0 13.5 13.0 91
8953 4/14/04 FG Lot 10 1988663 6252737 0.0 07 1142 122.0 13.6 13.0 94
8954 4/23/04 FG Lot 3 1688537 6253889 0.0 20 111.5 116.0 12.3 14.0 96
8955 4/23/04 FG Lot 3 1688571 6253783 0.0 20 106.6 116.0 15.6 14.0 92
8956 4/23/04 FG Lot 4 1S8861I 6253677 0.0 15 106.5 112.0 13.8 15.5 95
8957 4/23/04 FG Lot 4 1S88683 6253690 0.0 15 103.6 112.0 17.3 15.5 93
8958 4/23/04 FG Lot 5 1S88632 6253382 0.0 15 105.8 112.0 17.9 15.5 94
8959 4/23/04 FG Lot 5 1988654 6253510 0.0 15 100.8 112.0 16.0 15.5 90
8966 4/27/04 FG Lol 18 1689728 6252644 0.0 07 110.7 122.0 12.3 13.0 91
8967 4/27/04 FG Lot 18 1989775 6252570 0.0 07 112.4 122.0 12.6 13.0 92
8968 4/27/04 FG Lot 19 1989879 6252715 0.0 07 113.8 122.0 11.3 13.0 93
8969 4/27/04 FG Lot 19 1989872 6252812 0.0 07 113.9 122.0 9.3 13.0 93
8976 4/14/04 SF PA-11 1989516 6252539 294.0 08 105.8 117.5 12.5 14.0 90
8977 4/14/04 SF PA-11 1989442 6252558 300.0 08 1082 117.5 12.1 14.0 92
8978 4/14/04 SF PA-11 1989328 6252583 305.0 08 1092 117.5 12.6 14.0 93
8979 4/14/04 SF PA-11 1989063 6252611 290.0 08 107.3 117.5 142 14.0 91
8980 4/14/04 SF PA-11 1989140 6252602 298.0 08 108.5 117.5 11.4 14.0 92
9057 4/19/04 SF PA-11 1989946 6252944 335.0 08 105.8 117.5 13.9 14.0 90
9058 4/19/04 SF PA-1 1 1989919 6252858 320.0 18 101.8 113.0 12.8 16.0 90
9059 4/19/04 SF PA-11 1989935 6252797 325.0 18 103.7 113.0 14.9 16.0 92
9060 4/19/04 SF PA-11 1989951 6252715 330.0 18 101.9 113.0 13.7 16.0 90
Project Number:
Project Name:
Project Location:
Client:
971009014
Bressi Ranch
0
0 Page 42 of 43 4 Leighton and Associates, Inc 10/8/2 10:00:40AM
SUMMARY OF FIELD DENSITY TESTS
Test
No.
Test
Date
Test
Of
Location —
Northing Easting
Test Soil Dry Density Moisture (%) Relative C/o)
Elev (ft) Type Field Max Field Opt. Compaction Remarks
9061 4/19/04 SF PA-l 1 1689697 6252824 327.0 08 107.8 117.5 13.7 14.0 92
9062 4/19/04 SF PA-11 1589562 6252768 320.0 08 107.6 117.5 14.9 14.0 92
9063 4/19/04 SF PA-11 1689275 6252857 314.0 08 108.8 117.5 15.1 14.0 93
9064 4/19/04 SF PA-11 1589337 6252837 318.0 08 105.8 117.5 15.7 14.0 90
9065 4/19/04 SF PA-11 1689394 6252828 318.0 08 105.7 117.5 152 14.0 90
9066 4/19/04 SF PA-11 1689446 6252785 308.0 08 1072 117.5 17.8 14.0 91
9067 4/19/04 SF PA-11 1689225 6253012 314.0 08 105.7 117.5 152 14.0 90
9182 6/14/04 FG Lot 1 1688926 6253353 288.0 22 114.4 124.0 8.9 12.0 92
9183 6/14/04 FG Lot 1 1688944 6253424 288.0 02 109.8 122.5 122 11.5 90
9184 6/14/04 FG Lot 2 1S88981 6253484 285.0 22 117.5 124.0 9.5 12.0 95
9185 6/14/04 FG Lot 2 1688927 6253521 285.0 22 1122 124.0 82 12.0 90
9186 6/14/04 FG Lot 20 1589745 6252947 328.5 17 1032 114.0 10.7 14.5 91
9187 6/14/04 FG Lot 20 1689684 6252895 328.5 16 105.9 117.0 9.8 14.0 91
9188 6/14/04 FG Lot 21 1689599 6252834 328.0 02 110.5 122.5 9.6 11.5 90
9189 6/14/04 FG Lot 21 IS89545 6252874 328.0 02 110.4 122.5 8.0 11.5 90
9190 6/14/04 FG Lot 22 1689451 6252870 326.0 02 112.6 122.5 8.6 11.5 92
9191 6/14/04 FG Lot 22 1689469 6252970 326.0 23 107.9 119.0 10.0 13.0 91
9192 6/14/04 FG Lot 23 1989388 6252991 323.0 22 117.0 124.0 8.6 12.0 94
9193 6/14/04 FG Lot 23 1689342 6253003 323.0 22 116.6 124.0 8.8 12.0 94
9194 6/14/04 FG Lot 24 1689294 6252993 319.0 02 110.3 122.5 92 11.5 90
9195 6/14/04 FG Lot 24 1989231 6252949 319.0 02 110.8 122.5 9.7 11.5 90
9196 6/14/04 FG Lot 25 1689155 6253165 325.0 21 106.1 118.0 10.6 13.0 90
9197 6/14/04 FG Lot 25 1689116 6253205 325.0 21 1062 118.0 10.8 13.0 90
Project Number:
Project Name:
Project Location:
Client:
971009014
Bressi Ranch
0
0 Page 43 of 43
Leighton and Associates, Inc 10/8/2 10:00:40AM
971009-014
APPENDIX C
Laboratory Testing Prnredure.s and Test Re.sults
Maximum Density Tests: The maximum dry density and optimum moisiure conlenl of typical soils
were deiermined in accordance wilh ASTM Test Melhod D1557. The resulls of these tests are
presented in the lable below:
Sample
Number Sample Description Maximum Dry
Density (pcf)
Optimum Moisture
Content (%)
1 Light-brown clayey SAND (Alluvium) 125.0 11.0
2 Brown sandy silty CLAY (Alluvium) 122.5 11.5
3 Light-brown silty clayey SAND (Alluvium) 122.0 11.0
4 Olive-brown clayey SAND (Alluvium) 120.5 12.5
5 Olive brown sandy CLAY (Alluvium) 124.0 12.0
6 Red-brown sandy CLAY (Alluvium) 122.5 11.5
7 Olive light brown silty fine SAND 122.0 13.0
8 Gray Brown to Olive Brown clayey silty fine SAND 117.5 14.0
9 Light Olive-gray clayey silty SAND 118.0 15.0
10 Light brown Clayey very fine SAND 112.5 16.0
11 Brown clayey SAND (fill mix) 120.0 13.0
12 Brown clayey SAND (fill mix) 120.0 12.5
13 Dark brown sandy CLAY (Alluvium) 115.0 16.5
14 Light brown olive brown 124.0 12.0
15 Light gray brown silty very fine to fine SAND 112.0 15.5
16 Light gray fine SAND 117.0 14.0
17 Light yellow-brown clayey silty SAND 114.0 14.5
18 Light olive brown silty clayey SAND 113.0 16.0
19 Yellow brown clayey siity SAND 118.0 15.0
20 Pale Olive light brown clayey silty SAND 116.0 14.0
21 Pale Olive light brown clayey silty SAND 118.0 13.0
C-1
APPENDIX C(Continued)
971009-014
Sample
Number Sample Description Maximum Dry
Density (pd)
Optimum
Moisture Content
(%)
22 Pale olive to gray brown silty sand 124.0 12.0
23 Pale Olive to Gray brown clayey silty SAND 119.0 13.0
24 Yellow-Brown Clayey SAND 116.0 13.5
25 Brown CLAY 104.0 19.0
26 Olive Gray CLAY 112.0 17.0
27 Yellow-Brown Clayey SAND 118.5 14.0
28 Brown Silty SAND 126.0 9.5
Expansion Index Tests: The expansion potential of selecled materials was evaluated by the
Expansion Index Test, UBC Siandard No. 18-2. Specimens are molded under a given compactive
energy to approxim.ately the optim'j.ni moisture content and approximately 90 percent relative
compaction. The prepared l-inch thick by 4-inch diameter specimens are loaded lo an equivalent
144 psf surcharge and are inundated wilh distilled waler unlil volumetric equilibrium is reach. The
resulls of these tests are presented on Table 1 al the rear of the texl.
Soluble Sulfates: The soluble sulfate contents of selecled samples were deiermined by siandard
geochemical methods. The resulls of these tests are presented on Table 1 al the rear oflhe text.
C-2
Leightonand Associates,Inc.
GENERAL EARTHWORK AND GRADING SPECIHCATIONS
Page 1 of 6
LEIGHTON AND ASSOCIATES, INC.
GENERAL EARTHWORK AND GRADING SPECIFICATIONSFOR ROUGH GRADING
General
1.1 Intent: These General Earthwork and Grading Specifications are for the grading and
earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical
report(s). These Specifications are a part of the recommendations contained in the
geotechnical report(s). In case of conflict, the specific recommendations in the
geotechnical report shall supersede these more general Specifications. Observations of the
earthwork by the project Geotechnical Consultant during the course of grading may result
in new or revised recommendations that could supersede these specifications or the
recommendations in the geotechnical report(s).
1.2 The Geotechnical Consultant of Record: Prior to commencement of work, the owner shall
employ the Geotechnical Consultant of Record (Geotechnical Consultant). The
Geotechnical Consultants shall be responsible for reviewing the approved geotechnical
report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions,
and recommendationsprior to the commencementof the grading.
Prior to commencement of grading, tiie Geotechnical Consultant shall review the "work
plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel
to perfonn the appropriate level of observation, mapping, and compaction testing.
During the grading and earthwork operations, the Geotechnical Consultant shall observe,
map, and document the subsurface exposures to verify the geotechnical design
assumptions. If the observed conditions are found to be significantly different than the
interpreted assumptions during the design phase, the Geotechnical Consultant shall inform
the owner, recommend appropriate changes in design to accommodate the observed
conditions, and notify the review agency where required. Subsurface areas to be
geotechnically observed, mapped, elevations recorded, and/or tested include natural ground
after it has been cleared for receiving fill but before fill is placed, bottoms of all "remedial
removal" areas, all key bottoms, and benches made on sloping ground to receive fill.
The GeotechnicalConsultantshall observe the moisture-conditioningand processing of the
subgrade and fill materials and perforin relative compaction testing of fill to determine the
attained level of compaction. The Geotechnical Consultant shali provide the test results to
the owner and the Contractor on a routine and frequent basis.
3030.1094
Leightonand Associates,Inc.
GENERAL EARTHWORK AND GRADING SPECIFICATIONS
Page 2 of 6
The Earthwork Contractor: The Earthwork Contractor (Contractor) shall be qualified,
experienced, and knowledgeable in earthwork logistics, preparation and processing of
ground to receive fill, moisture-conditioningand processing of fill, and compacting fill.
The Contractor shaii review and accept the plans, geotechnical report(s), and these
Specifications prior to commencement of grading. The Contractor shall be solely
responsible for performing the grading in accordance with the plans and specifications.
The Contractor shall prepare and submit to the owner and the Geotechnical Consultant a
work plan that indicates the sequence of earthwork grading, the number of "spreads" of
work and the estimated quantities of daily earthwork contemplated for the site prior to
commencementof grading. The Contractor shall inform the owner and the Geotechnical
Consultant of changes in work schedules and updates to the work plan at least 24 hours in
advance of such changes so that appropriate observations and tests can be planned and
accomplished. The Contractor shall not assume that the Geotechnical Consultant is aware
of all grading operations.
The Contractor shall have the sole responsibility to provide adequate equipment and
methods to accomplish the earthwork in accordance with the applicable grading codes and
agency ordinances, these Specifications, and the recommendations in the approved
geotechnical report(s) and grading plan(s). If, in the opinion of the Geotechnical
Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition,
inadequate compaction, insutficient buttress key size, adverse weather, etc., are resulting in
a quality of work less tluiri iutjunou in liiese specifications, the Geotechnical Cuiisullaiii
shall reject the work and may recommend to the owner that construction be stopped until
the conditions are rectified.
2.0 Preparation of Areas to be Filled
2.1 Clearing and Gmbbing: Vegetation, such as brush, grass, roots, and other deleterious
inaterial shall be sufficiently removed and properly disposed of in a method acceptable to
the owner, goveming agencies, and the GeotechnicalConsultant.
The Geotechnical Consultant shall evaluate the extent of these removals depending on
specific site conditions. Earth fill inaterial shall not contain more than 1 percent of organic
materials (by volume). No fill lift shall contain more than 5 percent of organic matter.
Nesting of the organic materials shall not be allowed.
If potentially hazardous materials are encountered, the Contractor shall stop work in the
affected area, and a hazardous material specialist shall be informed immediately for proper
evaluation and handlingof these materials prior to continuingto work in that area.
As presently defined by the State of California, most refined petroleum products (gasoline,
diesel fuel, motor oil, grease, coolant, etc.) have chemical constituents that are considered
to be hazardous waste. As such, the indiscriminate duinping or spillage of these fluids
onto the ground may constitute a misdemeanor, punishable by fines and/or imprisonment,
and shall not be allowed.
3030.1094
Leightonand Associates,Inc.
GENERAL EARTHWORK AND GRADING SPECIFICATIONS
Page 3 of 6
2.2 Processing: Existing ground that has been declared satisfactory for support of fill by the
Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Existing
ground that is not satisfactory shall be overexcavated as specified in the following section.
Scarification shall continue until soils are broken down and free of large clay lumps or
clods and the working surface is reasonably uniform, flat, and free of uneven features that
would inhibit unifonn compaction.
2.3 Overexcavation: In addition to removals and overexcavations recommended in the
approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy,
organic-rich, highly fractured or otherwise unsuitable ground shall be overexcavated to
competent ground as evaluated by the Geotechnical Consultant during grading.
2.4 Benching: Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal
to vertical units), the ground shall be stepped or benched. Please see the Standard Details
for a graphic illustration. The lowest bench or key shall be a minimum of 15 feet wide and
at least 2 feet deep, into competent material as evaluated by the Geotechnical Consultant.
Other benches shall be excavated a minimuin height of 4 feet into competent material or as
otherwise recommended by the Geotechnical Consultant. Fill placed on ground sloping
flatter than 5:1 shall also be benched or otherwise overexcavated to provide a flat subgrade
forthefiU.
2.J Evaiuation/Acceptance of Fill Aicas: All areas iu icccivc liII, inclauing icmuval and
processed areas, key bottoms, and benches, shall be observed, mapped, elevations
recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable
to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical
Consultant prior to fill placement. A licensed surveyor shall provide the survey control for
determiningelevationsof processed areas, keys, and benches.
3.0 Fill Material
3.1 General: Material to be used as fill shall be essentially free of organic matter and other
deleterious substances evaluated and accepted by the Geotechnical Consultant prior to
placement. Soils of poor quality, such as those with unacceptable gradation, high
expansion potential, or low strength shall be placed in areas acceptable to the Geotechnical
Consultantor mixed with other soils to achieve satisfactorj'fill material.
3.2 Oversize: Oversize material defined as rock, or other irreducible material with a maximum
dimension greater than 8 inches, shall not be buried or placed in fill unless location,
materials, and placement methods are specifically accepted by the Geotechnical
Consultant. Placement operations shall be such that nesting of oversized material does not
occur and such that oversize material is completely surrounded by compacted or densified
fill. Oversize material shall not be placed within 10 vertical feet of finish grade or within
2 feet of future utilities or underground constniction.
3030.1094
Leightonand Associates,Inc.
GENERAL EARTHWORK AND GRADING SPECIFICATIONS
Page 4 of 6
3.3 Import: If importing of fill material is required for grading, proposed import material shall
meet the requirements of SecUon 3.1. The potential import source shall be given to the
Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that
its suitability can be determined and appropriate tests performed.
4.0 Fill Placement and Compaction
4.1 Fill Layers: Approved fill material shall be placed in areas prepared to receive fill (per
Section 3.0) in near-horizontal layers not exceeding 8 inches in loose thickness. The
Geotechnical Consultant may accept thicker layers if testing indicates the grading
procedures can adequately compact the thicker layers. Each layer shall be spread evenly
and mixed thoroughlyto attain relative uniformity of material and moisture throughout.
4.2 Fill Moisture Conditioning: Fill soils shall be watered, dried back, blended, and/or mixed,
as necessary to attain a relatively uniform moisture content at or slightly over optimum.
Maximum density and optimum soil moisture content tests shall be performed in
accordance with the American Society of Testing and Materials (ASTM Test Method
D1557-91).
4.3 Compaction of Fill: After each layer has been moisture-conditioned, mixed, and evenly
spread, it shall be uniformly compacted to not iess than 90 percentof maximum dry density
(ASTM Test Method D1557-91). Compaction equipnient shall be adequately sized and be
either specifically designed fbr soil compaction or of proven reliability to efficiently
achieve the specified level of compaction with uniformity.
4.4 Compaction of Fill Slopes: In addition to normal compaction procedures specified above,
compaction of slopes shall be accomplished by backrolling of slopes with sheepsfoot
rollers at increments of 3 to 4 feet in fill elevation, or by other methods producing
satisfactory results acceptable to the Geotechnical Consultant. Upon completion of
grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of
maximum density per ASTM Test Method Dl 557-91.
4.5 Compaction Testing: Field tests for moisture content and relative compaction of the fill
soils shall be perfonned by the Geotechnical Consultant. Location and frequency of tests
shall be at the Consultant's discretion based on field conditions encountered. Compaction
test locations will not necessarily be selected on a random basis. Test locations shall be
selected to verify adequacy of compaction levels in areas that are judged to be prone to
inadequate compaction (such as close to slope faces and at the fill/bedrock benches).
3030.1094
Leightonand Associates,Inc.
GENERAL EARTHWORK AND GRADINGSPECIFICATIONS
Page 5 of 6
4.6 Frequencv of Compaction Testing: Tests shall be taken at intervals not exceeding 2 feet in
vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition, as a
guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope
face and/or each 10 feet of vertical height of slope. The Contractor shall assure that fill
construction is such that the testing schedule can be accomplished by the Geotechnical
Consultant. The Contractor shall stop or slow down the earthwork construction if these
minimum standards are not met.
4.7 Compaction Test Locations: The Geotechnical Consultant shall document the approximate
elevation and horizontal coordinates of each test location. The Contractor shall coordinate
with the project surveyor to assure that sufficient grade stakes are established so that the
Geotechnical Consultant can determine the test locations with sufficient accuracy. At a
minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than
5 feet apart from potential test locations shall be provided.
5.0 Subdrain Installation
Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the
grading plan, and the Standard Details. The Geotechnical Consultant may recommend additional
subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions
encountered during grading. All subdrains shall be surveyed by a land surveyor/civil engineer for
line and grade after installation and prior to burial. Sufflcient time should be allowed by the
Contractor for these surveys.
6.0 Excavation
Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the
Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans
are e.stimates only. The actual extent of removal shall be determined by the Geotechnical
Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cut
slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the
Geotechnical Consultant prior to placement of materials for construction of the fill portion of the
slope, unless otherwise recommended by the Geotechnical Consultant.
3030 1094
Leightonand Associates,Inc.
GENERAL EARTHWORK AND GRADING SPECIFICATIONS
Page 6 of 6
7.0 Trench Backfills
7.1 The Contractor shall follow all OHSA and Cal/OSHA requirements for safety of trench
excavations.
7.2 All bedding and backfill of utility trenches shall be done in accordance with the applicable
provisions of Standard Specifications of Public Works Construction. Bedding material
shall have a Sand Equivalent greater than 30 (SE>30). The bedding shall be placed to 1
foot over the top of the conduit and densified by jetting. Backfill shall be placed and
densified to a minimum of 90 percent of maximum from I foot above the top of the
conduit to the surface.
7.3 The jetting of the bedding around the conduits shall be observed by the Geotechnical
Consultant.
7.4 The Geotechnical Consultant shall test the trench backfill for relative compaction. At least
one test should be made for every 300 feet of trench and 2 feet of fill.
7.5 Lift thickness of trench backfill shall not exceed those allowed in the Standard
Speciflcations of Public Works Construction unless the Contractor can demonstrate to the
Geotechnical Consultant that the fill lift can be compacted to the ininimum relative
compaction by his alternative equipment and mettiod.
3030,1094
FILL SLOPE
PROJECTED PLANE
1 TO 1 MAXIMUM FROM
TOE OF SLOPE TO
APPROVED GROUND
GROUND
EXISTING
SURFACE
BENCH HEIGHT
(4' TYPICAL)
REMOVE
UNSUITABLE
MATERIAL
2 MIN.—'
KEY
DEPTH
LOWEST
BENCH
(KEY)
FILL-OVER-CUT SLOPE
EXISTING
GROUND SURFACE
BENCH HEIGHT
(4' TYPICAL)
REMOVE
UNSUITABLE
MATERiAL
CUT-OVER-FILL SLOPE
-CUT FACE
SHALL BE CONSTRUCTED PRIOR
TO FILL PLACEMENT TO ASSURE
ADEQUATE GEOLOGIC CONDITIONS
EXISTING
GROUND
SURFACE
PROJECTED PLANE
1 TO 1 MAXIMUM
FROM TOE OF SLOPE
TO APPROVED GROUND
CUT FACE SHALL BE
CONSTRUCTED PRIOR
TO FILL PLACEMENT
OVERBUILD AND
TRIM BACK REMOVE
UNSUITABLE
MATERIAL
BENCH HEIGHT
(4" TYPICAL)
FOR SUBDRAINS SEE
STANDARD DETAIL C
2' MIN.—'
KEY
DEPTH
LOWEST
BENCH
(KEY)
BENCHING SHALL BE DONE WHEN SLOPE'S
ANGLE IS EQUAL TO OR GREATER THAN 5:1.
MINIMUM BENCH HEIGHT SHALL BE 4 FEET
AND MINIMUM FILL WIDTH SHALL BE 9 FEET.
KEYING AND BENCHING
GENERAL EARTHWORK AND
GRADING SPECIFICATIONS
STANDARD DETAILS A
LEIGHTON AND ASSOCIATES
FINISH GRADE
SLOPE FACE
* OVERSIZE ROCK IS LARGER THAN
8 INCHES IN LARGEST DIMENSION.
» EXCAVATE A TRENCH IN THE COMPACTED
FILL DEEP ENOUGH TO BURY ALL THE
ROCK.
* BACKFILL WITH GRANULAR SOIL JETTED
OR FLOODED IN PLACE TO FILL ALL THE
VOIDS.
• DO NOT BURY ROCK WITHIN 10 FEET OF
FINISH GRADE.
• WINDROW OF BURIED ROCK SHALL BE
PARALLEL TO THE FINISHED SLOPE.
GRANULAR MATERIAL TO BE'
DENSIFIED IN PLACE BY
FLOODING OR JETTING,
DETAIL
^JETTED OR FLOODED
GRANULAR MATERIAL
TYPICAL PROFILE ALONG WINDROW
OVERSIZE
ROCK DISPOSAL
GENERAL EARTHWORK AND
GRADING SPECIFICATIONS
STANDARD DETAILS B
LEIGHTON AND ASSOCIATES
EXISTING
SURFACE
•X
4
BENCHING
REMOVE
UNSUITABLE
MATERIAL
CALTRANS CLASS 2 PERMEABLE
OR #2 ROCK (9FT"3/FT) WRAPPED
IN FILTER FABRIC
SUBDRAIN
TRENCH
SEE DETAIL BELOW
FILTER FABRIC
(MIRAFI UON OR APPROVED
EQUIVALENT)*
4" MIN. BEDDING
COLLECTOR PIPE SHALL
BE MINIMUM 6" DIAMETER
SCHEDULE 40 PVC PERFORATED
PIPE. SEE STANDARD DETAIL D
FOR PIPE SPECIFICATIONS
SUBDRAIN DETAIL
FILTER FABRIC
(MIRAFI 140N OR APPROVED
EQUIVALENT)
CALTRANS CLASS 2 PERMEABLE
OR §2 ROCK (9FT''3/FT) WRAPPED
IN FILTER FABRIC
NONPERFORATED 6"0 MIN
6" 0 MIN. PIPE
DETAIL QF CANYON SUBDRAIN OUTLET
CANYON SUBDRAINS
GENERAL EARTHWORK AND
GRADING SPECIFICATIONS
STANDARD DETAILS C
LEIGHTON AND ASSOCIATES
15' MIN.
OUTLET PIPES
4" 0 NONPERFORATED PIPE,
100' MAX. O.C. HORIZONTALLY.
30' MAX O.C. VERTICALLY
BACK CUT
1:1 QR FLATTER
•SEE SUBDRAIN TRENCH
DETAIL
LOWEST SUBDRAIN SHOULD
BE SITUATED AS LOW AS
POSSIBLE TO ALLOW
SUITABLE OUTLET
''%>yir^^ % MTN . <rt<r>y^^
-KEY DEPTH
(2' MIN.)
KEY WIDTH
AS NOTED ON GRADING PLANS
(15' MIN.) 12 MIN. OVERLAP —
FRQM THE TOP HOG
RING TIED EVERY
6 FEET
CAITRANS CLASS II
PERMEABLE OR #2
ROCK (3 FT"3/FT)
WRAPPED IN FILTER
FABRIC
-4" 0
NON-PERFORATED
OUTLET PIPE
PROVIDE POSITIVE
Ol_/-M_ .
JOINT
T-CONNECTION
FOR COLLECTOR
PIPE TO OUTLET PIPE
6 MIN.
COVER
FILTER FABRIC
FNVFI QPF fMIRAFI
140 QR APPROVED
EQUIVALENT)
4" 0
PERFORATED
PIPE
-4 MIN.
BEDDING
SUBDRAIN TRENCH DETAIL
SUBDRAIN INSTALLATION - subdrain collector pipe sholl be installed with perforation down or,
unless otherwise designated by the geotechnical consultant. Outlet pipes shall be non-perforated
pipe. The subdrain pipe shall have ot least 8 perforotions uniformly spaced per foot. Perforation
shall be 1/4" to 1/2" if drill holes ore used. All subdrain pipes sholl have a gradient of ot
least 2% towords the outlet.
SUBDRAIN PIPE - Subdroin pipe sholl be ASTM D2751. SDR 23.5 or ASTM D1527, Schedule 40, or
ASTM D3034, SDR 23.5, Schedule 40 Polyvinyl Chloride Plastic (PVC) pipe.
All outlet pipe shall be placed in a trench no wide thon twice the subdrain pipe. Pipe shall be in
soil of SE >/=30 jetted or flooded in place except for the outside 5 feet which shall be notive
soil bockfill.
BUTTRESS OR
REPLACEMENT FILL
SUBDRAINS
GENERAL EARTHWORK AND
GRADING SPECIFICATIONS
STANDARD DETAILS D
LEIGHTON ANO ASSOCIATES
SOIL BACKFILL, COMPACTED TO
90 PERCENT RELATIVE COMPACTION
BASED ON ASTM D1557
RETAINING WALL
WALL WATERPROOFING
PER ARCHITECT'S
SPECIFICATIONS
FILTER FABRIC ENVELOPE
(MIRAFI HON QR APPROVED
EQUIVALENT)**
3/4" TO 1-1/2" CLEAN GRAVEL
4" (MIN.) DIAMETER PERFORATED
PVC PIPE (SCHEDULE 40 QR
EQUIVALENT) WITH PERFORATIONS
ORIENTED DOWN AS DEPICTED
MINIMUM 1 PERCENT GRADIENT
TQ SUITABLE OUTLET
WALL FOOTING
COMPETENT BEDROCK OR MATERIAL
AS EVALUATED BY THE GEOTECHNICAL
CONSULTANT
NOTE: UPON REVIEW BY THE GEOTECHNICAL CONSULTANT,
COMPOSITE DRAINAGE PRODUCTS SUCH AS MIRADRAIN OR
J-DRAIN MAY BE USED AS AN ALTERNATIVE TO GRAVEL OR
CLASS 2 PERMEABLE MATERIAL INSTALLATION SHOULD BE
PERFORMED IN ACCORDANCE WITH MANUFACTURER'S
SPECIFICATIONS.
RETAINING WALL
DRAINAGE DETAIL
GENERAL EARTHWORK AND
GRADING SPECIFICATIONS
STANDARD DETAILS E
LEIGHTON ANO ASSOCIATES