HomeMy WebLinkAboutCT 02-19; BRESSI RANCH PA 11; AS-GRADED REPORT OF ROUGH AND FINE GRADING; 2004-10-084W, H
Leighton and Associates, Inc.
A LEIGHTON GROUP -COMPANY
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October 8, 2004
Project No. 971009-014
.To: . Lennar Communities I .
. 1525 Faraday Avenue, Suite 300
Carlsbad, California 92008 -
Attention: Mr. John Slatton
Subject: As-Graded Report of Rough and Fine Grading, Lots I 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 I
through 25 of Planning Area PA-il at the Bressi Ranch project (Carlsbad Tract No. 00-06) located'
in Carlsbad, California (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 concerning the
post grading and construction phases of development for Planning Area PA- 11.
The rough and fine grading operations for Planning Area PA-1 1 of the Bressi Ranch project were
performed 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 I
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 of Planning Area PA 11. ."
3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-4425
858.292.8030 • Fax 858.292.0771 • wwwieightongeo.com
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971009-014
If you have any questions regarding our report, please contact this office. We appreciate this
opportunity to be of service.
I Respectfully submitted,
LEIGHTON AND ASSOCIATES, INC. I jvmu S
No. 45283 1i) William D. Olson, RCE 45283
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Senior Project Engineer
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Randall K. Wagne~El
Senior Associate
I: I Distribution: (2) Addressee No. 16.1-2
(4) Barrett Homes * CERTIFIED *
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Attention: Mr. Don MacKay
(5) Hoffman Planning
Attention: Mr. Jeff Phillips OF CM.
I (1) Lennar Communities
Attention: Mr. Jim Urbina I
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I TABLE OF CONTENTS
I Section Page
1.0 INTRODUCTION ...........................1
1.1 PROJECT DESCRIPTION 1
2.0 SUMMARY OF ROUGH AND FINE GRADING OPERATIONS 3
2.1 SITE PREPARATION AND REMOVALS 3
2.2 SUBDPAINS 3
2.3 BUTTRESS AND STABILITY 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 COMPACTION 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 SUMMARY 9
3.1 AS-GRADED GEOLOGIC CONDITIONS 9
3.2 GEOLOGIC UNITS g
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 SEISMICITY 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 0
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5.0 RECOMMENDATIONS 16
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)
U 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 GUIDEUNES 25
5.7 CONTROL OF SURFACE WATER AND DRAINAGE 26
5.8 LANDSCAPING AND POST-CONSTRUCTION 27
5.9 CONSTRUCTION OBSERVATION AND TESTING 28
6.0 LIMITATIONS ..................................29
FIGURE
FIGURE 1 - SITE LOCATION MAP - PAGE 2
TABLES
TABLE 1 - LOT-BY-LOT SUMMARY OF AS-GRADED GEOTECHNICAL CONDITIONS -. 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
TRl F 4 - MINIMI IM Ri INflATTflN cFTRArIc FPflM ci np -c -
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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I 1.0 INTRODUCTION
I .. In accordance with the request and authorization of representatives of Lennar Communities, we
haveperformed 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,
I California (Figure 1). Planning Area PA-11 includes 1 through 25, manufactured slopes, open
space areas, and associated improvements. . .
I 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
I .through 25 of Planning Area PA- 11. In addition, this report presents our geotechnical conclusions
and recommendations concerning 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 Project Description .
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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,
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California. 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 J..,a Costa - The Greens property, and by the Rancho Carrillo development and Melrose
Drive to the east. Planning Area PA-i 1 includes Lots 1 through 25; HOA maintained I 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 construction.
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2.0 SUMMARY OF ROUGH AND FINE GRADING OPERATIONS
The rough and fine grading operations for Planning Area PA- il were performed between June
2003 and August 2004. Nelson and Belding Construction Company performed the grading
operations while Leighton and Associates performed 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
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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
I .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-1 1.
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.
I 2.1 Site Preparation and Removals
Prior to grading, the areas of the proposed development were stripped of surface vegetation
I and debris and these materials were disposed of away from 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
I. material. The removals of potentially compressible material were performed in accordance
with the recommendations of the project geotechnical reports (Appendix A) and.
gentechnicd rer mn,e.nd?tinnc mde diirin_77g the course of grading.
I After the removals were made, the removal areas flatter than 5:1 (horizontal to vertical)
were scarified aminimum of 12 inches, moisture-conditioned as needed to obtain a near-
I : : .. . . 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.
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2.2 Subdrains . .
I . . Canyon subdralns 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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971009-014
I when compacted fill was placed over competent material to obtain flow to a suitable outlet
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 -
I (per linear foot) of crushed 3/4-inch gravel wrapped in Mirafi 140N 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 surrounded by a minimum of 3-cubic feet (per linear foot) of
clean 3/4-inch gravel wrapped in Mirafi 140N 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).
I 2.3 Buttress and Stability Fill Keys
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 aid 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.
I The other landslides encountered within the proposed grading limits of Planning Area PA-
11 and/or were removed to competent lrn,ds!ide material or competent formational material
I during the rough and fine grading operations.
The buttress key on the northeast side of Lots 9 and 10 ranged from approximately 35 to
I 40 feet wide at an approximate depth of minimum 5 feet below the clayseani/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
I 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
I .with a minimum 2-percent inclination into-the-slope. The buttress frontcuts and backêuts
were excavated at overall slope inclinations of 1:1 (horizontal to vertical) or flatter. The
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i approximate locations of the buttresses are presented on the As-Graded Geotechnical Map
(Plates 1 and 2).
I Based on our geotechnical analysis, two stability keys were excavated in Planning Area
PA-1 1. The stability fills were excavated along the south side of Greenhaven Drive between
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approximate Station Number 13+00 to 16+50 and on the northeast side of Lots 1 and 2.
The stability fills were constructed to stabilize exposed formational claystone/siltstone,
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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
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2-percent into-the-slope. The stability fill front outs 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
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Map (Plates 1 and 2).
I 2.4 Fill Slope Keys
Prior to the placement of fill, slopes that were placed above natural and/or cut areas on the
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. site, a fill slope key was constructed. The fill slope keys were excavated at least 2 feet into
competent soil along the toe-of-slope and constructed approximately 15 feet wide with the
key bottom angled a minimum of 2 percent into-the-slope.
2.5 Cut/Fill Transition Conditions
I 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.
I 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 overexca\'ations were made at least 5 feet outidc the
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 I -
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
4 During the rough and fine grading of the Bressi Ranch project, the overexcavation of cut
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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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I 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
I replaced with compacted fill. In order to minimize potential ponded ground water
conditions on the overexcavation bottom, the lots were overexcavated to a minimum depth
I of 3 feet at the rear of the lot and a minimum depth of 4 feet at the front 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
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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.
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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 future grading and utility trench excavation that may result in the generation of
additional oversized rock.
I 2.8 Fill Placement and Comathon
I 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
A .-o .-.,.i-. i:. . 'U) .LL_,LU.1LJ )JLU.I ill 1- LU U1111 ii.LL), iiiJi)I.LU ¼.AI1L¼2JLLUJL.A4 U.) Ii It) aliclul
I 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-construction 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
I 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
I 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 construction 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
I where the soils exhibited nonuniformity or had field moisture contents less than
approximately 1 to 2 percent below the laboratory optimum moisture content, were
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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.
I 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.
I The differential fill thickness values presented on Table I 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
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I 2.9 Field Density Testing
Field density testing and observations were performed using the Nuclear-Gauge Method
I (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
industry, and the precision of the testing method itself. Variations in relative compaction
I 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 Geoteëhnical Map (Plates 1 and 2).
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2.10 Laboratory Testing
I Laboratory maximum dry density tests of representative on-site soils were performed in
rrpn,-rn] r.r,r' ,41- ITM Tt h-4 ni cci
I 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 Monitorinci of Deer) 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 of Planning Area PA-i 1 continue to be surveyed.
The proposed development of the residential structures on the deep fill lots in PA-1 1 should
not be started until our settlement analysis indicates the primary settlement is essentially
completed. The residential structures in the deep fill areas should be designed in accordance
with the recommendations presented in Section 5.2.
2.12 Graded Slooes
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.
971009-014.
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 structure, 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 I 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 Torsoil
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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1 3.2.3 Alluvium/Colluvium, Undifferentiated
Alluvium and colluvium was encountered during the rough grading operations in
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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
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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
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alluvium and colluvium was removed during the rough and fine grading
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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
I 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
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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 rupture surfaces on all of the landslides generally consisted of a paper-thin,
I planner and polished surface located within the Santiago Formation. Geologic
mapping during the mass grading and landslide removals indicated the landslides
failed on slightly undulatory, very shallow dipping (2 to 7 degrees out-of-slope
I inclinations) planner and polished surfaces.
Due to their compressible nature and potential instability, remedial measures were
I 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
I grading measures included the construction of buttresses and stability fills and/or
removal of loose and compressible landslide material.
I 3.2.5 Santiago Formation
I 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
I occasionally fractured and moderately sheared. Several well-cemented fossiliferous
sandstone beds were encountered during the rough and fine grading operations.
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I 3.3 Geologic Structure
The general structure of the formational material appears to be near horizontal. Based on
I 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. I Locally, cross bedding was observed with dips steeper than 15 degrees.
I Jointing on-site was observed to be very variable, but predominantly 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
1 pronounced with depth.
Randomly oriented shears were encountered in the Santiago Formation claystone and
I siltstone units. Numerous wide, diffuse 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
I Our discussion of faults on the site is prefaced with a discussion of California legislation
and state policies concerning 'the classification and land-use criteria associated with faults.
I By definition of the California 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 potentially active fault as any, fault considered to have been active
I during Quaternary 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 Fault Zoning Act of 1972 and as most recently revised in
I 1997. The intent of this act is to assure that unwise urban development does not occur
across the traces of active faults. Based on our review of the Fault-Rupture Hazard Zones,
Uic site is jiut iuicu .wiiiiiii Liiy 14U1L-1'\upLWc .r14ZUU LOUC , s.IcaLCU by LIIC 1-114U151-
I Priolo Act (Hart,' 1997).
San Diego, like the rest of southern California, is seismically active as a result of being
I, 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 I (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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I 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 rupture at the site is
considered low. In addition, shallow ground rupture due to shaking from distant seismic I events is not considered a significant hazard, although it is a possibility at any site.
I 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
I 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
I . considered liquefiable due to their fine-grained nature, dense physical characteristics
and/or unsaturated condition.
3.5 Ground Water
I 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 various places on the site. Since the alluvial soils were completely
I 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,
I .
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
I 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
I . 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
I 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.. . 1 . .
I, 971009-014
-.
4.0 CONCLUSIONS
4.1 General
The rough and fine grading operations for Planning Area PA- 11 of the Bressi Ranch project
I 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
I provided the recommendations included herein and in the project geotechnical report are
incorporated into the design and construction of the residential structures and associated
improvements. The following is a summary of our conclusions concerning the rough and I fine grading of the site.
4.2 Summa[y of Conclusions
. Geotechñicai conditions encountered during rough and fine grading were generally as I anticipated.
I -
. Site preparation and removals were geotechnically observed.
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. -
I . Unsuitable undocumented fill soils, topsoil, coliuvium, alluvium, landslide deposits,
and weathered formational material were removed to competent material within the
limits of grading.
I . Subdrains were placed in the canyon bottoms and along the back of the buttress and
QthiIitv f11 vitd dirri tT rr,ir,h d f rn ,, rrrrlcT rfirre
I . . :: a; fillswere constructed to improve the gross stability of the
landslides and cut slopes exposing fractured and blocky formational material and/or
I . 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 constructed 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.
I . .
.
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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 I cut portion of the lot.
I . 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
I 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
I .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 D1557) and near-optimum moisture content in accordance with the
I . recommendations of Leighton and Associates and the requirements of the City of
Carlsbad.
I . To mitigate post-construction 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
I should not be a constraint to development.
. Due to the dense nature of the onsite soils, it is our professional opinion that the
I liquefaction hazard at the site is considered low.
Preliminary review of the settlement readings indicates that most of the anticipated
I primary settlement has occurred. However, we recommend that the settlement.
monuments in the general vicinity of Lots 14 through 24 continue to be surveyed. The
I . proposed development of the residential structures on the deep fill lots in PA- il should
not be started until our settlement analysis indicates the primary, settlement is essentially
completed. S
I . 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.
I
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971009-014
The potential for soluble sulfate attack (on Type I/TI cement) of the finish grade soils
was tested and possess moderate to severe solublç 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 patterns),
provided the recommendations in the project geotechnical reports are incorporated into
the post-grading, construction and post-construction phases of site development.
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1 5.0 RECOMMENDATIONS
5.1 Earth Work
- We anticipate that future earthwork at the site will consist of site preparation, fine grading,
I
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
I
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
I
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.
I 5.1.1 Site Preparation
During future grading, the areas to receive structural fill or engineered structures
should be cleared of surface obstructions, 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
I 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,
I 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
I for moisture content: and additional moisture-conditioning (i.e. greater than
2-percent above optimum moisture content).
I .
If the length of time between the completion of grading and the construction 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 Dl 557).
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
within the compacted fill may be encountered that may require heavy ripping
I
placed
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
I
placed in non-structural or landscape areas.
Due to the relatively dense characteristics of the on-site soils, temporary excavations
such as utility trenches in the on-site soils should remain stable for the period
I required to construct the utility, provided they are constructed and monitored in
accordance with .OSHA requirements.
5.1.3 Fill Placement and Compaction
I 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
I maximum dimension. We do not recommend that high or very high expansive soils
be utilized as retaining wall backfill.
I
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 the laboratory maximum dry density (ASTM Test Method D1557). The
I
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
I .. of fill should be performed in general accordance with Appendix D, the current City
of Carlsbad grading ordinances, sound construction practices, and the geotechnical
recommendations presented herein.
I
______________________ 7 Rpcir1pntiI Fntindtinn 1)psinr Cnnsidrtinns
I The proposed foundations and 'slabs of the proposed structures should be designed in
accordance with structural considerations and recommendations presented herein. Since
I 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
I 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.
I . .
971009-014
Table 2
Post-Tensioned Foundation Design Recommendations
Lot Numbers Lots ,3,6,7,9 through 13, Lots 1,2,4,5,8, 14, 16
15, 22, 23, and 25 through 21,and 24
(1) Significant Fill
(1) Minimal Fill Thickness; Thickness and/or
or (2) Minimal Fill Significant Fill Differential
Design Criteria Differential; and (3) Very Regardless of the
Low to Medium Expansion Expansion Potential/Index
Potential (Expansion Index or High Expansion
between 51 and 90) Potential (Expansion Index
greater than 13 1)
• Center Lift: 5.5 feet 5.5 feet
Edge Moisture
Edge Lift: 3.0 feet 5.5 feet Variation, e,
Center Lift: 2.0 inches 4.0 inches
Differential
Swell, Ym 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 irrigation and/or precipitation years after the completion of construction. 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 structural
considerations. Continuous footings with a minimum width of 12 inches and a minimum
U
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.
I The post-tension slabs should be a , minimum of 5 inche•s thick. The slabs should be
underlain by a minimum of 2 inches of clean sand (sand equivalent greater than 30) that is
I in turn underlain by plastic sheeting (10-mu) 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
I 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
I 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
I 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
I 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
I 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 post-tensioning load within three to four days of siab pour is found to be an effective
I method of reducing the cracking potential.
The slab subgrade soils underlying the post-tensioned foundation systems should be
I ' presoaked as indicated in Section 5.2.1 prior to placement of the moisture barrier and slab.
concrete.
I . , 5.2.1 Moisture Conditioning
I The slab subgrade soils underlying the post-tensioned foundation systems of the
proposed structures should be presoaked in accordance with the recommendations
presented in Table 3 prior to placement of the moisture barrier and slab concrete.
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971009-014
The subgrade soil moisture content should be checked by a representative of
Leighton and Associates prior to slab construction.
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
of the 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 crust so equipment can be utilized should be
anticipated.
Table 3
Presaturation Recommendations Based on Finish Grade Soil Expansion Potential
Expansion Potential (per UBC 18-I-B)
Low Medium Presaturation
Criteria
(21-50) (51-90)
Minimum
Presoaking Depth 12 18
(in inches)
Minimum
Recommended 1.2 times optimum moisture 1.2 times optimum moisture
Moisture Content
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 of the 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 of the site.
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The following data should be considered for the seismic analysis of the proposed
structures:
Causative Fault: Rose Canyon Fault 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 structural foundations, footings, and other settlement-
sensitive structures 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
conditions are different than anlicipaled.
Table 4
Minimum Foundation Setback from Slope Faces
Slope Height Minimum Recommended Foundation
Setback
Less than 5 feet I 5 feet
5tol5feet 7feet
15 to 30 feet 10 feet
Greater than 30 feet 20 feet
Please note that, the soils within the structural setback area possess poor lateral
stability, and improvements (such as retaining walls, sidewalks, fences, pavements,
etc.) constructed within this setback area may besubject 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 Antcioated 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 construction period, tong-term
(hydroconsolidation) settlement 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
future 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-I-B) or medium expansive soil (expansion index
between 51 and 90 per UBC Table 18-I-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 18-1-B) should not be used as backfill soils.
Table 5
Lateral Earth Pressures
Equivalent Fluid Weight (pcf)'
Conditions Very Low to Low Expansive Soils Medium Expansive Soils
Expansion Index less than 50 Expansion Index between5 1 and 90
Level
j
2:1 Slope Level
J
2:1 Slope
Active 35 55 60 70
At-Rest 55 65 70 80.
Passive 350 150 350 150
Embedded structural 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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I yield under load. If the wall can yield enough to mobilize the full shear strength of the soil,
it can be designed for "active" pressure. If the wall cannot yield under the applied load, the
I
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 structure moves toward the soils, the
resulting resistance developed by the soil is the "passive" resistance. The above noted
I passive resistance assumes an appropriate setback per Section 5.2.3.
For design purposes, the recommended equivalent fluid pressure for each case for walls
I 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 structural
engineer should evaluate surcharge-loading effects from the adjacent structures. All
I retaining wall structures should be provided with appropriate drainage and appropriately
waterproofed. The outlet pipe should be sloped to drain to a suitable outlet. Typical wall
drainage design is illustrated in Appendix D.
I 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
I resistance should be reduced by 50 percent. Wall footings should be designed in accordance
with structural considerations. The passive resistance value may be increased by one-third
when considering loads of short duration including wind or seismic loads. The horizontal
I .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
I .distance below the ground surface measured at the wall face for stem design or measured at
the heel of the footing for overturning and sliding. All wall backcuts should be made in
I
accordance with the current OSHA requirements.
The granular and native backfill soils should be compacted to at least 90 percent relative
compaction(based on AS TM lest ivietnoci. DID) I). Ilie granular till should extend
I horizontally to a minimum distance equal to one-half the wall height behind the walls. The
walls should be constructed and backfilled as soon as possible after backcut excavations.
I . 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 I . allowable bearing capacity of 2,000 psf may be assumed.
I
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5.4 Fences and Freestanding Walls
Footings for freestanding walls should be founded a minimum of 18 inches below lowest
I 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
I
construction joints at a maximum of 15-foot intervals. This spacing may be altered in
accordance with the recommendations of the structural engineer, based on wall
reinforcement details.
I 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 structures, based on the desired level of mitigation of creep-related
I effects on them.
A relatively inexpensive option to address creep related problems in top-of-slope walls
I 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
I and fences may be provided with the deepened footings to met the foundation setback
criteria laid out in Figure 184-1 of the UBC, 1997 edition, or these structures may be
constructed to accommodate potential movement.
I Under certain circumstances, an effective solution to minimize the effects of creep on top-
of-slope walls and fences is to support these structures on a pier-and-grade-beam system.
I 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
I expansive soil. The steel reinforcement for the system should be designed with
consideration of wail/fence type and loading; Walls or fences aligned essentially
- J1C11U1¼.U11 LL) UIC LOP UI LIIC ilUpC ilic iioiiii ny UppUILU Oil UiC plci-dilU-glitUc-Ucaul
I 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 unsightly cracking, excessive
water vapor transmission, sulfate attack, efflorescence, and other adverse conditions.
I Adherence to the following guidelines will help mitigate against the above adverse hazards.
I
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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 I be in the moderate to severe range based on 1997 Uniform Building Code
criteria.
I . Comply with 1997 UBC Table 19-A-4; and
Maintain concrete water/cement ratio less than 0.5.
I 2) Drying shrinkage cracking:
. Follow recommendations of ACI 302.11' for industrial/commercial structures,
or follow recommendations of ACT 332.R for residential construction, as
- appropriate;
. Maintain concrete water/cement ratio less than 0.5.
Use minimum cement required to achieve desired strength; I .
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:
I . Maintain concrete water/cement ratio less than 0.5.
Avoid construction punctures of vapor barriers;
I
. Seal vapor barrier joints;
. Extend vapor barrier into footing/grade beam excavation (not covering bottom
of excavation);
Prevent excessive irrigation of landscaping; and
I . Use floor-covering adhesives that are not water-soluble.
5.6 Slope Maintenance Guidelines
It is the responsibility of the owner to maintain the slopes, including adequate planting,
proper irrigation and maintenance, and repair of faulty irrigation systems. To reduce the
potential for erosion and slumping of graded slopes, all slopes should be planted with
ground cover, shrubs, and plants that develop dense, deep root structures and require
- minimal irrigation. Slope planting should be carried out as soon as practical upon
completion of grading. Surface-water runoff and standing water at the top-of-slopes
should be avoided. Oversteepening of slopes should be avoided during construction
activities and landscaping. Maintenance of proper lot drainage, undertaking of property
improvements in accordance with sound engineering practices, and proper maintenance
A of vegetation, including regular slope irrigation, 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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I should be avoided. If automatic sprinklers systems are installed, their use must be
adjusted to account for rainfall conditions.
U Trenches excavated on a slope face for any purpose should be properly backfilled and
compacted in order to obtain a minimum of 90 percent relative compaction, in accordance
I
with ASTM Test Method D1557. Observation/testing and acceptance by the geotechnical
consultant during trench 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 I protection measures such as polymer covering, jute mesh, etc.
5.7 Control of Surface Water and Drainage
I . Surface drainage should be carefully taken into consideration during precise grading,
landscaping, and building construction. Positive drainage (e.g., roof gutters, downspouts,
area drain, etc.) should be provided to direct surface water away from structures and
I towards the street or suitable drainage devices. Ponding of water adjacent to structures
should be avoided; roof gutters, downspouts, and area drains should be aligned so as to
transport surface water to a minimum distance of 5 feet away from structures. The
I . performance of structural foundations is dependent upon maintaining adequate surface
drainage away from structures.
Water should be transported off the site in approved drainage devices or unobstructed
swales. We recommend that 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
I recommend that where structures will be located within 5 feet of a proposed drainage
swale, the surface drainage adjacent to the structures be accomplished with a gradient of
at least 3-1/2 percent away from the structure for a minimum horizontal distance of 3 feet.
I Drainage should be further maintained by a swale or drainage path at a gradient of at least
1-percent for area drains and paved drainage swales and 2-percent for unpaved drainage
swales Lu a suilabie eoiieeLion . device (i.e. area drain, street gutter, etc.). We also..
I . recommend that structural footings within 4 feet of the drainage swale flowline be
deepened so that the bottom of the footing is at least 12 inches below the flow-line of the
drainage swale. In places where the prospect of maintaining the minimum recommended
I . gradient for the drainage swales and the construction of additional area drains is not
feasible, provisions for specific recommendations may be necessary, outlining the
importance of maintaining positive drainage.
The impact of heavy irrigation or inadequate runoff gradient can create perched water
conditions, resulting in seepage or shallow groundwater conditions where previously non
existed. Maintaining adequate surface drainage and controlled irrigation 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
i
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I foundation soils, which may cause distress to a structure or improvement), the moisture
content of the soils surrounding the structure should be kept as relatively constant as
I .
possible.
All area drain inlets should be maintained and kept clear of debris in order to function
I .
. properly. In addition, yard landscaping should not cause any obstruction to the yard
drainage. Rerouting of yard drainage pattern and/or installation of area drains should be
performed, if necessary. A qualified civil engineer or a landscape architect should be
consulted prior to rerouting of drainage.
I
5.8 Landscaping and Post-Construction
Landscaping and post-construction practices carried out by the owner(s) and their
I
representative bodies exert significant influences on the integrity of structures founded on
expansive soils. Improper landscaping and post-construction practices, which are beyond
the control of the geotechnical engineer, are frequently the primary cause of distress to these
I
. structures. Recommendations for proper landscaping and post-construction practices are
provided in the following paragraphs within this section. Adhering to these
recommendations will help in minimizing distress due to expansive soils, and in ensuring
I
that such effects are limited to cosmetic damages, without compromising the overall
integrity of structures. The recommendations provided herein have been developed in
general accordance with the guidelines provided within the Post-Tensioning Institute's
I .(1996) recommendations for the design and construction of post-tensioned slabs-on-ground.
Initial landscaping should be done on all sides adjacent to the foundation of a structure, and
I 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 structures
(at a minimum distance equal to half the mature height of the tree) in order to prevent
penetration of the tree roots beneath the foundation of the structure.
T tj-. h 1,-l... .~U -JA l.. -.-L-..-1 LJtflsUI.flS 1J14.4.LALSL0 44JPa.S..#1SL k%J LItAAIS.&LSA5O '.JI OI.a s4A¼,O OSflJ%.4A4 LI'., CLV ¼jA¼L... O AASUI&11 a.) JLI.)OAUIL.
I If planters are utilized in these locations, they should be properly designed so as to prevent
fluctuations in the moisture content of subgrade soils. Planting areas at grade should be
provided with appropriate positive drainage. Wherever possible, exposed soil areas should
I 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 to prevent runoff from adjacent
I pavement or walks into planting areas. . . ..
Watering should be done in a uniform, systematic manner as equally as possible on all sides
I of the foundation, to keep the soil moist. Irrigation methods should promote uniformity of
moisture in planters and beneath adjacent concrete flatwork. Overwatering and.
underwatering of landscape areas must be avoided. Areas of soil that do no have ground
40
I . . . . .
-27-
Leighton
971009-014
I
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.
I moisture levels in subsurface soils and should, therefore, not be allowed. Trees located
within a distance of 20 feet of foundations would require more water in periods of extreme
drought, and in some cases, a root injection system may be required to maintain moisture
I equilibrium. During extreme hot and dry periods, close observations should be carried out
around. foundations to. ensure that adequate watering is being undertaken to prevent soil
from separating or pulling back from the foundations. ...
5.9 Construction Observation and Testin
I Construction observation and testing should be performed by the geotechnical consultant
during future excavations and foundation or retaining wall construction on the graded.
I . 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 to excavations.
I
I
1 0
I
I
I
I
I
I 40
u
28
Leighton
971009-014
6.0 LIMITATIONS
The presence of our field representative at the site was intended to provide the owner with
professional advice, opinions, and recommendations based on observations of the contractor's
work. Although the observations did not reveal obvious deficiencies or deviations from project
specifications, we do not guarantee the contractor's work, nor do our services relieve the contractor
or his subcontractor's work, nor do our services relieve the contractor 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 actual work procedures of the contractor, his personnel,
or subcontractors. The conclusions in this report are based on test results and observations of the
grading and earthwork procedures used and represent our engineering opinion as to the compliance
of the results with the project specifications.
-29-
Leighton
CD
0 :3
- L tILL .LJIII
Table 1
Lot-By-Lot Summary of As-Graded Geotechnical Conditions
Planning Area PA-11 (Lots 1 through 25)
Lot Number
•
Lot Type
A Finish Grade
Expansion Potential
Approximate
Maximum Fill
Thickness 01 Lot
in f feet)
Approximate
Differential Fill
Thickness Across
Proposed Building
Footprint (in feet)
Potential Degree of
Sulfate Attack (and
. Sulfate Content n
percentage)
Moisture Content and
Minimum Presoaking
Depth Minimum
Transition Medium 30 25 MODERATE 120%@ 18 inches
2 Transition Medium 50 40 MODERATE 120% @ 18 inches
3 Fill Low 25 10 MODERATE 120%@ 12 inches
4 Transition Low 40 35 MODERATE 120% @ 12 inches
5 Fill Low 55 30 MODERATE 120%@ 12 inches
6 Transition Medium 20 15 SEVERE 120%@ 18 inches
7. Overexcavation Medium 15 10 SEVERE 120% @ 18 inches
8 Overexcavation • Medium 45 35 MODERATE 120%@ 18 inches
9 Fill Medium 25 • 15 MODERATE 120%@ 18 inches
:10 •: Fill 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
Fill •
•
Medium 50 25 MODERATE • 1201X.@ 18 inches
17 • Fill Medium 95 40 MODERATE 120%@ 18 inches
- - - - - - _•V - - - - - -V - -. -V -. V -
V Table V V
V Lot-By-Lot Summary of As-Graded Geotechnical Conditions V V
V Planning Area PA-11 (Lots 1 through 25)
V.
Lot Number Lot Type •.
V
V
Finish Grade
Expansion Potential
and (Expansion Index)
Approximate
Maximum Fill
Thickness on Lot
(in feet)
Approximate
Differential Fill
Thickness Across
Proposed Building
Footprint
Potential Degree of V
Sulfate Attack (and
Sulfate Content in
percentage) _(in _feet)
Moisture Content and
Minimum Presoaking
Depth Minimum
V 18 V 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 2 MODERATE 120%@ 18 inches
V 23 . Transition Medium 5 2 MODERATE 120% @ 18 inches
24 V V Fill Medium 40 30 MODERATE 120%@ 18 inches
25 • Transition Medium 10 V SEVERE 120%@18 inches
I 971009-014
APPENDtXA
References
California Building Standards Commission (CBSC), 2001, California Building Code, Volume J,_
1 Administrative, Fire- and Life-Safety, and Field Inspection Provision, Volume II
Structural Engineering Design Provision, and , Volume ifi - Material, Testing and
I
. Installation Provision, ICBO. . .
Hart, E.W., 1997, Fault-Rupture Hazard Zones in California, Alquist-Priolo Special Studies Zones,
- Act of 1972 with Index to Special Studies Zones Maps: Department of Conservation,.. I ' Division of Mines kind Geology, Special Publication 42.
I International Conference of Building Officials (ICBO), 1997, Uniform Building-Code, Volume I -
Administrative, Fire- and Life-Safety, and Field,. Inspection Provisions, Volume II
Structural Engineering Design Provisions, and Volume III - Material, Testing and
I Installation Provision, ICBO.
Leighton and Associates, Inc., 1997, Preliminary Geotechnical Investigation, Bressi Ranch,
I Carlsbad, California, Project No. 4971009-002, dated July 29, 1997.
2001, Supplemental Geotechnical Investigation for Mass Grading, Bressi Ranch,
Carlsbad, California, Project No. 971009-0015, dated March 14, 2001.
2003a, Geotechnical Grading Plan Review of the Mass Grading plans, Bressi Ranch,
Carlsbad, California, Project No. 971009-007, dated January 17, 2003.
2003b, Preliminary Residential and Commercial Foundation Design
Recommendations, Bressi Ranch, Carlsbad, California, Project No. 971009-007, dated
February 5, 2003.
I , 2003c, Geotechnical Recommendations Concerning 95 Percent Relative Compaction
Of Fills Deeper than 40 Feet, Bressi Ranch, Carlsbad, California, Project No. 971009-007,
I
dated February 13, 2003.
2003d, Recommended Type of Pipe for Proposed Subdrains, Bressi Ranch, Carlsbad,'
I
'California, Project No. 971009-007, dated April 17, 2003.
2003e, Advanced Preliminary Street Pavement Sections Based on Assumed Street':"
Subgrade Soil R-Values and Traffic Indexes, Bressi Ranch, 'Carlsbad, Cal ifórnia,' August I 8, 2003, dated August 8, 2003.
I
A-i
971009-014
APPENDIX A (continued)•
2003f, Side-Yard Drainage Recommendation Alternative, Bressi Ranch, Carlsbad,
California, Project No. 971009-014, dated August 28, 2003
2004a, Deep Fill Area Settlement Monitoring Recommendations, Bressi Ranch,
Carlsbad, California, Project No. 971009-014, dated February 13, 2004, (revised February
16, 2004).
2004b, Geotechnical Completion Letter of the Rough and Fine-Grading Operations,
Lots 1 Through 25, Planning Area PA-1 1, Bressi Ranch, Carlsbad, California, Project No.
4971009-014, dated May 26, 2004.
Project Design Consultants, 2003a, Mass Grading and Erosion Control Plans for: Bressi Ranch,
Carlsbad, California, 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, California, 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, Carlsbad, Tract No. CT 82-19, Carlsbad, California, 13 Sheets, printed
date September 17, 2004.
A-2
971009-014
APPENDIX B
EXPLANATION OF SUMMARY OF FIELD DENSITY TESTS
Test No. Test of Test No. Test of
Prefix Test of Abbreviations Prefix Test of Abbreviations
(none) GRADING
Natural Ground NG (SG) SUBGRADE
Original Ground OG (AB) AGGREGATE BASE
Existing Fill EF (CB) CEMENT TREATED BASE
Compacted Fill CF (PB) PROCESSED BASE
Slope Face SF (AC) ASPHALT CONCRETE
Finish Grade FG
Curb C (S) SEWER
(SD) STORM DRAIN Gutter G
(AD) AREA DRAIN Curb and Gutter CG
(W) DOMESTIC WATER Cross Gutter XG
(RC) RECLAIMED WATER Street ST
(SB) SUBDRAIN Sidewalk SW
(G) GAS Driveway D
(E) ELECTRICAL Driveway Approach DA
(T) TELEPHONE Parking Lot PL
(J) JOINT UTILITY Electric Box Pad EB
(I) IRRIGATION Trash Enclosure TE
Loading Ramp LR
Bedding Material B Building Pad BP
Shading Sand
Main M
Lateral L
Crossing
Manhole MH
Hydrant Lateral .
HL
Catch Basin CB
Riser R
Inlet I
Fire Service FS
Water Services WS
Head Wall HW
..fl?WRRTATN.TNC.WA1J __(P)....._ _RRPATTiP.ATJON_____
(CW) CRIB WALL
(LW) LOFFELL WALL Moisture Content M
(SF) STRUCT FOOTING
- Footing Bottom F
Backfill B
Wall Cell C
(IT) INTERIOR TRENCH ......
-
. Sewer Lateral S
Storm Drain SD
Electric Line E
N represents nuclear gauge tests that were performed in general accordance with most recent version of ASTM Test
Methods D2922 and D3017.
S represents sand cone tests that were performed in general accordance with most recent version of ASTM Test Method D1556.
ISA 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-i
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
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 G reenhaven 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 Greenhavén 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 GreenliavenButtress 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 Greenhaien 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-I1 1988540 6253525 164.0 10 107.2 112.5 16.1 16.0 95
4207.. 10/9/03 CF PA-l1 1988487 6253400 166.0 10 104.4 112.5 17.9 16.0 93 RT0N4207
4207A 10/9/03 CF PA-11 1988483 6253401 166.0 10 109.5 112.5 16.5 16.0 97 RT OF 4207
4209 10/9/03 CF PA-I I' 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: 971009014
Project Name: Bressi Ranch
Project Location: 0
Client: 0 Page 1 of 43
Leighton and Associates, Inc
. . 10/8/2 10:00:38AM
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
4211 10/9/03 CF PA-11 1588470 6253415 170.0 13 108.9 115.0 17.2 16.5 95
4212 10/9/03 CF PA-11 1588480 6253225 171.0 13 109.2 115.0 17.0 16.5 95
4213 10/9/03 CF PA-1l 1588480 6253300 166.0 10 106.7 112.5 15.8 16.0 95
4214 10/9/03 CF PA-1l 1588525 6253630 173.5 10 109.2 112.5 15.2 16.0 97
4215 10/9/03 CF PA-11 1988580 6253540 174.0 13 105.9 115.0 17.6 16.5 92 RTON4215A
4215A 10/9/03 CF PA-11 1988585 6253540 174.0 13 109.6 115.0 17.0 16.5 95 R10F4215
4217 10/9/03 CF PA-1l lc88530 6253455 170.0 13 108.8 115.0 17.5 16.5 95
4218 10/9/03 CF PA-i.1 1988660 6253480 177.5 10 106.8 112.5 16.4 16.0 95
4219 10/9/03 CF PA-Il 1988460 6253610 176.0 10 107.6 112.5 15.7 16.0 96
4220 10/9/03 CF PA-1l 1588470 6253370 178.0 10 106.9 112.5 17.2 16.0 95
4221 10/9/03 CF PA-1l 188525 6253480 179.0 10 107.2 112.5 15.3 16.0 95
4222 10/9/03 CF PA-1l 1588490 6253565 180.0 10 106.8 112.5 16.3 16.0 95
4223 10/9/03 CF PA-1i 1588450 6253240 186.0 10 107.1 112.5 15.9 16.0 95
4224 10/9/03 CF PA-1i 1588665 6253545 187.0 tO 108.1 112.5 16.8 16.0 96
4225 10/9/03 CF PA-1l 1988505 6253545 184.5 13 109.8 115.0 15.9 16.5 95
4226 10/9/03 CF PA-1I 1988480 6253555 185.0 13 109.3 115.0 17.2 16.5 95
4227 10/9/03 CF PA-1l 1988515 6253600 188.0 10 104.3 112.5 17.6 16.0 93 RT0N4227A
4227A 10/9/03 CF PA-1I 1588515 6253605 188.0 10 107.7 112.5 15.8 16.0 96 RT0F4227
4229 10/9/03 CF PA-1i 1588500 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-1l StabilityFill 1588480 6254435 206.5 10 101.9 112.5 16.2 16.0 91
4248 10/13/03 CF PA-1l Stability Fill 1588590 6254315 208.0 10 103.1 112.5 17.0 16.0 92
4249 10/13/03 CF PA-1 1 Stability Fill 1588465 6254410 210.0 10 103.4 112.5 17.4 16.0 92
4250 10/13/03 CF PA-1I Stability Fill 1588500 6254575 212.0 10 102.4 112.5 16.3 16.0 91
4251 10/13/03 CF PA-1l Stability Fill 1588450 6254360 214.0 10 101.8 112.5 18.0 16.0 90
4252 10/13/03 CF PA-1l Stability Fill 1988470 6254505 215.5 10 102.5 112.5 16.8 16.0 91
4253 10/13/03 CF PA-1i Stability Fill . 1588465 6254375 216.0 10 102.1 112.5 15.7 16.0 91
4255 10/13/03 CF PA-1l Stability Fill 1588495 6254425 217.0 10 102.3 112:5 16.7 16.0 91
4256 10/13/03 CF PA-1l Stability Fill 1588485 6254245 219.0 10 101.8 112.5 16.3 16.0 90
4275 10/13/03. CF PA-1i Stability Fill 1988480 6254115 218.0 10 102.3 112.5 17.4 16.0 91
4276 10/13/03 CF PA-1l Stability Fill 1588445 6254160 219.0 10 103.1 112.5 15.4 16.0 92
4277 10/13/03 CF PA-1i Stability Fill 1988470 6254330 220.0 10
-
102.4 112.5 16.2 16.0 91
Project Number: 971009014
Project Name: Bressi Ranch . .
Project Location: 0
Client: 0 Page 2of43
Leighton and Associates, Inc . 10/8/2 10:00:40AM
-' - - - - - - - - - - - - - - - -' -
SUMMARY OF FIELD DENSITY TESTS
Test Test Test
No. Date Of
4278 10/13/03 CF PA-1 I Stability Fill
4280 10/14/03 CF PA-I1
4281 10/14/03 CF PA-Il
4282 10/14/03 CF PA-Il
4283 10/14/03 CF PA- 11
4284 10/14/03 CF PA-1 I
4285 10/14/03 CF PA-I1
4286 10/14/03 CF PA- Il'
4287 ' 10/14/03 CF PA-I1
4288 10/14/03 CF PA-l1
4289 10/14/03 CF PA-il
4290 10/14/03 CF PA-I1
4291 10/14/03 CF PA-11
4292 10/14/03 CF ' PA-Il
4293 10/14/03 CF PA-II
4293A 10/14/03 CF PA-il
4295 10/14/03 CF PA-I1
4296 10/14/03 CF PA-II
4297 10/14/03 CF ' PA-I1
4298 10/14/03 CF PA-I1
.4299 10/14/03 CF PA-I1
4332 10/22/03 CF PA-I1
4333 10/22/03 CF PA- il
4334 10/22/03 CF PA-I1
4335 10/22/03 CF PA-II
4335A 10/22/03 CF PA-l1
4336 10/22/03 CF PA- il
4336A 10/22/03 CF PA-il
4337 , 10/22/03 CF PA-II
4337A 10/22/03 CF PA-I1
4338 10/22/03 CF PA-II
4339 10/22/03 CF PA-I I
Location -
Northing Easting
Test
Elev (ft)
1988485 6254025 221.0
1988460 6253585 190.0
1988500 6253680 193.0
1988540 6253495 191.0
1988510 6253370 192.0
1988510 6253370 192.0
1988615 6253490 195.0
1988485 6253625 194.0
1988585 6253450 196.0
1988500 6253240 196.0
1988550 6253520 194.0
1988480 6253455 196.0
1988505 6253620 200.0
1988640 6253460 199.0
1988500 6253395 197.0
1588500 6253400 197.0
1988680 6253525 201.0
1988550 6253610 202.0
1588550 6253425 203.0
1988480 6253510 200.0
1588520 6253330 202.0
1988810 6253488 247.0
1998800 6253485 249.0
198750 6253525 ' 249.0
1988750 6253480 , 250.0
1988750 6253480 250.0
1988700 6253500 250.0
1988700 6253500 250.0
1988750 6253570 250.0
1988750 6253570 250.0
1588700 6253350 249.0
1988670 6253350 249.0
Soil Dry Density Moisture (%) Relative (%)
Type Field Max Field Opt. Compaction Remarks
10 103.9 112.5 16.8 16.0 92
10 106.8 112.5 16.7 16.0 95
10 107.9 112.5 16.2 16.0 96
10 107.1 112.5 15.7 16.0 95
10 106.9 112.5 17.4 16.0 95
10 106.7 112.5 15.9 16.0 , 95
10 108.9 112.5 15.3 16.0 97
10 107.8 112.5 16.3 16.0 96
10 106.7 112.5 16.6 16.0 95
10 107.1 112.5 15.7 16.0 95
10 106.6 112.5 15.2 16.0 95
10 107.6 112.5 15.5 16.0 96
10 108.0 112.5 16.4 16.0 96
10 106.9 112.5 16.2 16.0 95
10 105.3 . 112.5 15.3 16.0 94 RT0N4293A
10 107.8 112.5 16.0 16.0 96 RT0F4293
10 107.4 112.5 17.2 16.0 95
10 108.1 112.5 16.8 16.0 96
10 '107.7 112.5 16.3 16.0 96
10 106.7 112.5 17.2 16.0 95
10 107.3 112.5 15.7 16.0 95
18 101.7 113.0 16.6 16.0 ' 90
18 102.3 113.0 16.1 16.0 91
18 104.2 113.0 18.3 16.0 92
18 97.8 113.0 16.4 16.0 87 RT0N4335A
18 101.5 113.0 16.6 16.0 90 RT0F4335
18 99.8 113.0 14.4 16.0 88 RT0N4336A
18 101.9 113.0 16.2 16.0 90 R10F4336
18 99.9 113.0 12.7 16.0 88 RT0N4337A
18 102.6 113.0 16.5 16.0 91 RT0F4337
18 103.8 113.0 18.2 16.0 92
18 103.1 113.0 18.9 16.0 91
Project Number:' 971009014 ' 0
Project Name: Bressi Ranch
Project Location: 0 '
Client: 0 Page 3 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
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 09 107.2 118.0 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 07 111.2 122.0 14.4 13.0 91
4391 10/30/03 CF PA-11 1988872 6253448 260.0 07 113.5 122.0 15.2 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 10.2 13.0 89 R10N4394A
4394A 10/30/03 CF PA-11 1988818 6253538 257.0 07 111.4 122.0 12.8 13.0 91 R10F4394
4396 10/30/03 CF PA-11 1988792 6253543 260.0 04 106.3 120.5 9.6 12.5 88 RT0N4396A
4396A 10/30/03 CF PA-11 1988792, 6253543 260.0 04 109.5 120.5 13.4 12.5 91 R10F4396
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-1.1 1988640 ' 6253435 203.0 10 108.8 112.5 15.6 16.0 97
4401 10/15/03 CF PA-1I 1988455 6253325 204.0 10 107.2 112.5 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 RTON4404A
4404A 10/15/03 CF PA-1I 1988568 6253465 208.5 10 107.5 112.5 16.2 16.0 96 R10F4404
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 17.2 16.0 95
4410 10/15/03 CF PA-11 1988610 6253430 207.0 10 108.2 112.5 17.1 ' 16.0 96
4411 10/15/03 .CF PA- Il 1988550 6253585 208.0 10 108.1 112.5 17.2 16.0 96
4412 ' 10/15/03 CF PA-1i 1988590 6253475 208.0 10 108.1 112.5 16.2 16.0 96
4413 10/15/03 CF PA-1l 1988710 6253515 209.0 10 107.3 112.5 15.0 16.0 95
Project Number: 971009014 '
Project Name: Bressi Ranch '
Project Location: 0
Client: ' 0 Page 4of43
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 Lasting 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-1l 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 10 104.2 112.5 17.1 16.0 93 R10N4416A
4416A 10/15/03 CF PA-1l 1988680 6253455 210.5 10 107.3 112.5 15.9 16.0 95 RTOF4416
4418 10/15/03 CF PA-1 1. . 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-i1 . 1988500 6254620 223.5 10 107.7 112.5 15.1 16.0 96
.4421 10/15/03 CF PA-I1 . 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 S 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 1988530 6253480 212.0 09 108.8 118.0 15.3 15.0 92
4427 10/16/03 CF PA-11 1988560 6253260 214.5 09 107.1 118.0 15.9 15.0 91
4428 10/16/03 CF PA-Ii 1988740 6253585 216.0 09 108.6 118.0 15.7 15.0 92
4429 10/16/03 CF PA- li 1988775 6253465 218.0 09 104.6 118.0 17.1 15.0 89 RT0N4429A
4429A 10/16/03 CF . PA-11 1988770 6253465 218.0 09 108.0 118.0 16.4 15.0 92 RT0F4429
4431 10/16/03 CF PA-11 1988580 6253585 217.0 09 106.1 118.0 17.3 15.0 90.
4432 10/16/03 CF PA-I1 1988485 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 1988585 6253530 221.0 09 106.8 118.0 15.8 15.0 91
4436 10/16/03 CF PA-11 l88740 6253540 223.0 09 107.6 118.0 15.3 15.0 91
4437 10/16/03 CF PA-1l 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-1i 1988515 6253110 225.0 09 108.2 118.0 16.8 15.0 92
4440 10/17/03 CF PA-11 i988660 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 18.2 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-1l 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 1i5.0 18.3 . 16.5 92
4445 10/17/03 CF PA-li . 1988760 6253545 227.5 13 104.2 115.0 16.8 16.5 91
Project Number: 971009014 Aft Project Name: Bressi Ranch
Project Location: 0
Client: 0 Page 5 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
4446 10/17/03 CF PA-11 188530 6253485 226.0 13 105.1 115.0 17.5 16.5 91
4447 10/17/03 CF PA-1l lc88580 6253395 228.0 13 108.8 115.0 15.8 16.5 95
4448 10/17/03 CF PA-II 1c88540 6253675 229.0 13 104.7 115.0 16.6 16.5 91
4449 •. 10/17/03 CF PA-1l 1988595 6253715 256.0 13 107.3 115.0 17.7 16.5 93
4450 10/17/03 CF PA-1i 1988785 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-II 1988765 6253520 233.0 13 102.1 115.0 17.8 16.5 89 RT0N4452A
4452A 10/17/03 CF PA-II 1988774 6253525 233.0 13 106.5 115.0 16.2 16.5 93 RT0F4452
4454 10/17/03 CF PA-II 1988660 6253490 235.0 13 104.4 115.0 17.5 16.5 91
4455 10/17/03 CF PA-Ii 1988790 6253590 231.5 13 106.0 115.0 15.8 16.5 92
4456 10/17/03 CF PA-II iS88600 6253150 233.0 13 104.6 115.0 16.4 16.5 91
4457 10/17/03 CF PA-II 1988550 6253400 230.0 13 106.9 115.0 16.9 16.5 93
4458 10/17/03 CF PA-Ii 1988650 6253625 234.0 13 103.8 115.0 18.2 16.5 90
4459 10/17/03 CF PA-Ii . 1988800 6253450 236.0 09 106.7 118.0 14.8 15.0 90
4460 10/17/03 CF PA-II . 1988845 6253640 238.0 13 107.7 115.0 17.9 16.5 94
4461 10/17/03 CF PA-1l 1988620 6253585 235.0 13 105.8 115.0 16.1 16.5 92
4462 10/17/03 CF PA-II 1988715 6253435 237.0 09 108.8 118.0 15.5 15.0 92
4463 10/17/03 CF PA-II IS-88820 6253460 237.0 09 107.6 118.0 16.5 15.0 91
4464 19/17/03 CF PA-II 1988625 6253480 236.5 09 107.0 118.0 14.7 15.0 91
4465 10/17/03 CF PA-II 1988580 6253495 238.0 10 104.6 112.5 17.6 16.0 93
4466 10/17/03 CF PA-II 1988880 . 6253485 238.0 09 106.2 118.0 15.9 15.0 90-
4467 10/17/03 CF PA-II 1588545 6253455 230.0 13 104.4 115.0 16.7 16.5 91
4468 10/17/03 CF PA-Ii 1988465 6253690 234.0 . 09 102.2 118.0 17.6 15.0 87 RT0N4468A
4468A 10/17/03 CF PA-II 1588470 6253690 234.0 09 107.8 118.0 16.1 15.0 91 RT0F4468
4470 10/20/03 CF PA-1l 1988555 6253540 236.0 09 107.2 118.0 15.3 15.0 91
4471 10/20/03 CF PA-1i 1588930 6253485 248.0 09 107.0 118.0 16.5 15.0 91
4472 10/20/03 CF PA-1i 1988765 6253475 238.0 09 108.6 118.0 15.7 15.0 92
4473 10/20/03 CF PA-Ii 1988620 6253400 237.0 09 108.4 118.0 16.9 15.0 92
4474 10/20/03 CF PA-11 1S88720 6253635 239.5 09 107.5 118.0 15.2 15.0 91
4475 10/20/03 CF PA- li . 1988875 6253680 245.0 09 106.7 118.0 14.7 15.0 90
4476 . 10/20/03 CF PA-Il 1988635 6253535 238.0 09 108.8 118.0 14.3 15.0 92
4477 10/20/03 CF PA-II 1988585 6253375 239.0 09 109.4 118.0 15.4 15.0 93
Project Number: 971009014 . . S 401,
Project Name:, Bressi Ranch .
Project Location: 0
Client: 0 .
S Page 6 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 (%)
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 09 107.2 118.0 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 RTON4480A
4480A 10/20/03 CF PA-11 1988690 6253510 240.0 09 108.0 118.0 15.8 15.0 92 RT0F4480
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 16.2 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 1.5.3 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 16 105.2 117.0 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 10 102.2 112.5 16.7 .16.0 91
4509 10/23/03 CF PA-1l . 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 10 102.2 112.5 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 10 102.2 112.5 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 16.2 16.0 93
4518 10/23/03 CF PA- Il 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 rn 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 PAii . . 1988832 6253448 262.0 04 104.8 120.5 10.3 12.5 87 R10N4524A
4524A 11/3/03 CF PA- il . - 1988832 6253448 262.0 04 107.9 120.5 12.6 12.5 90 RTOF 4524
4526 11/3/03 CF . PA-11 1988817 6253401 264.0 04 108.2 120.5 11.8 12.5 90
Project Number:
Project Name:
Project Location:
Client:
971009014
Bressi Ranch
0
0 Page 7 of 43
ghton and Associates, Inc
4 1.4-10
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
4527 11/3/03 CF PA-II 1988932 6253455 266.0 08 103.5 117.5 13.6 14.0 88 RT0N4527A
4527A 11/3/03 CF PA-1 1 1988932 6253455 266.0 08 106.3 117.5 15.6 14.0 90 RI OF 4527
4529 11/3/03 CF PA-11 1588918 6253505 268.0 08 108.8 117.5 15.7 14.0 93
4530 11/3/03 CF PA-1l 1988869 6253532 265.0 17 106.5 114.0 16.2 14.5 93
4531 11/3/03 CF PA-1l 1588503 6253582 270.0 17 107.4 114.0 14.6 14.5 94
4532 11/3/03 CF PA-1 1 1588828 6253723 272.0 17 107.2 114.0 16.3 14.5 94
4534 11/3/03 CF PA-11 1588891 6253618 267.0 17 103.8 114.0 17.2 14.5 91
4535 11/3/03 CF PA-1l 1588872 6253685 265.0 17 105.7 114.0 15.9 14.5 93
4536 11/3/03 CF PA-1i 1588833 6253683 266.0 17 106.4 114.0 17.0 14.5 93
4537 11/3/03 CF PA- li 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 15.4 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 1988513 6254323 238.0 17 105.8 114.0 15.4 14.5 93
4573 11/5/03 CF PA-1l 1988475 6252995 274.0 07 .112.6 122.0 15.2 13.0 92
4574 11/5/03 CF PA-1 I 1988476 6252972 276.0 07 110.8 122.0 16.2 13.0 91
4575 11/5/03 CF PA-1 1 1588528 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 RI ON 4576A
4576A 11/5/03 CF PA-1 I 1988582 6253132 262.0 19 106.8 118.0 15.3 15.0 91 RI OF 4576
4578 11/5/03 CF PA-11 1588633 6253168 264.0 19 108.7 118.0 16.3 15.0 92
4579 11/5/03 CF PA-11 1588627 6253228 265.0 07 111.8 122.0 15.5 13.0 92
4580 1 1/5/03 CF PA-1l 1588692 6253311 267.0 07 114.2 122.0 14.9 13.0 94
4581 11/5/03 CF PA-1i 1988707 6253292 269.0 07 111.4 122.0 15.7 13.0 91
4582 11/5/03 CF PA-1i 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-II 1988844 6253512 273.0 07 109.6 122.0 15.7 13.0 90
4585 11/5/03 CF PA-1i 1988858 6253610 275.0 07 110.4 122.0 14.2 13.0 90
4586 11/6/03 CF PA-1l 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 RT0N4587A
4587A 11/6/03 CF PA-1i 1988869 6253412 276.0 07 109.6 122.0 13.8 13.0 90 R10F4587
4589 11/6/03 CF PA-11 1988913 6253537 278.0 07 112.6 122.0 15.6 13.0 92
4590 11/6/03 CF PA-11 1988858 6253611 274.0 04 108.7 120.5 13.6 12.5 90 . 4591 11/6/03 CF PA- li i988871 6253585 279.0 19 107.4 118.0 16.3 15.0 91
Project Number: 971009014
Project Name: Bressi Ranch
Project Location: 0
Client: 0 Page 8of43
Leighton and Associates, Inc . 10/8/2 10:00:40AM
- - - -: - - - - - - - - - MM - - - 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
4592 11/6/03 CF PA-11 1988765 6253368 274.0 19 104.6 118.0 15.2 15.0 89 RT0N4592A
4592A 11/6/03 CF PA-11 1988772 6253378 274.0 19 107.3 118.0 15.8 15.0 91 RT0F4592
4594 11/6/03 CF PA-11 1988675 6253275 272.0 04 106.5 120.5 14.3 12.5 88 RT0N4594A
4594A 11/6/03 CF PA-11 1988665 6253287 272.0 04 108.5 120.5 13.7 12.5 90 RT0F4594
4596 11/6/03 CF PA-11 1988628 6253202 268.0 19 107.2 118.0 15.8 15.0 91
4597 11/6/03 CF PA-11 1988559 6253105 270.0 19 110.2 118.0 16.4 15.0 93
4598 11/6/03 CF PA- 11 1988512 6253033 275.0 19 108.6 118.0 17.2 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 1988580 6253520 248.0 09 106.3 118.0 15.9 15.0 90
4601 10/22/03 CF PA-11 1988870 6253485 255.0 09 107.2 118.0 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 1988705 6253545 250.0 10 102.8 112.5 17.6 16.0 91
4604 10/22/03 CF PA-11 1988810 6253565 251.0 10 103.4 112.5 16.3 16.0 92
4605 10/22/03 CF PA-11 1988610 6253380 249.0 09 105.7 118.0 16.1 15.0 90
4606 10/22/03 CF PA-11 1988660 6253645 251.0 09 103.9 118.0 16.7 15.0 88 RTON4606A
4606A 10/22/03 CF PA-11 1988670 6253650 251.0 09 107.0 118.0 15.6 15.0 91 RT0F4606
4608 10/22/03 CF PA-1i 1988925 6253465 256.0 10 102.1 112.5 17.4 16.0 91
4609 10/22/03 CF PA-11 1988530 6253100 254.0 09 105.8 118.0 16.5 15.0 90
4610 10/22/03 CF PA-11 1988580 6253385 253.0 16 104.8 117.0 14.2 14.0 90
4611 10/22/03 CF PA-11 1988580 6253225 252.0 10 103.4 112.5 15.1 16.0 92
4612 10/22/03 CF PA-11 1988580 6253100 255.0 09 106.7 118.0 15.5 15.0 90
4717 11/7/03 CF PA-11 1588852 6253366 278.0 19 109.6 118.0 17.2 15.0 93
4718 11/7/03 CF PA-1i 1988894 6253397 280.0 04 111.3 120.5 14.7 12.5 92
4719 11/7/03 CF PA-11 . 1988708 6253226 274.0 07 112.6 122.0 15.3 13.0 92
4720 11/7/03 CF PA-1I 1988737 6253245 . 275.0 19 108.6 118.0 17.7 15.0 92
4721 11/7/03 CF PA-1l 1588647 6253132 279.0 19 110.3 118.0 15.2 15.0 93
4722 11/7/03 .CF PA-1l . 1588580 6253057 283.0 04 109.8 120.5 12.6 12.5 91
4723 11/7/03 CF PA-1 1 1588523 6252973 286.0 04 113.5 120.5 12.8 12.5 94
4724 11/7/03 CF PA-1l 1588935 6253389 282.0 04 106.3 120.5 10.4 . 12.5 88 RT0N4724A
4724A 11/7/03 CF PA- Il . 1588935 6253389 282.0 04 108.2 120.5 12.4 12.5 90 R10F4724
4726 . 11/7/03 CF PA-I! 1588790 6253242 283.0 04 109.5 120.5 12.8 12.5 91
4727 11/7/03 CF PA-11 1988570 6252930 288.0 04 110.2 120.5 14.3 12.5 91
Project Number: 971009014
Project Name: Bressi Ranch . .
Project Location: 0
Client: 0 Page 9of43
Leighton and Associates, Inc 10/8/2 10:00:40AM
H - u-.. -. - - - - - - - - - - - - - _.•
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
4728 11/13/03 CF PA- li . 1988555 6254062 260.0 17 105.2 114.0 15.3 14.5 92
4730 11/13/03 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 RT0N4732A
4732A 11/13/03 CF PA-11 . 1988764 6253772 278.0 . 20 106.2 116.0 13.4 14.0 92 RT0F4732
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-1I 1988911 6253607 280.0 17 103.8 114.0 16.2 14.5 91
.4741 11/13/03 CF PA-11 1989024 6253795 298.0 21 108.3 118.0 13.4 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-11 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 R10N4747A
4747A 11/13/03 CF PA-11 1988629 6253980 270.0 16. 106.8 117.0 14.2 14.0 .91 R10F4747
4750 11/13/03 CF PA-11 1988542 6254169 258.0 21 108.4 118.0 13.6 13.0 92
4768 11/14/03 CF PA-It 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-1l 1988821 6253304 285.0 18 101.2 113.0 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 1 1/1 4/03 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 19 106.2 118.0 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 19 106.4 118.0 17.2 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
Project Number: 971009014
Project Name: Bressi Ranch •
Project Location: 0 .
Client: 0 Page 10 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
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 19 110.2 118.0 14.7 15.0 93
4792 1.1/17/03 CF PA-11 1989036 6252846 244.0 19 109.6 118.0 16.4 15.0 93
4793 1.1117103 CF PA-11 . 1989104 6252927 253.0 18 104.2 113.0 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-I1 1988939 6252678 244.0 20 107.6 116.0 15.2 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-l1 1989002 6252788 248.0 18 104.8 113.0 18.2 16.0 93
4799 11/17/03 CF PA-11 1988965 6252750 238.0 20 107.6 116.0 15.2 14.0 93
4900 11/18/03 CF PA-1i 1588965 6252672 242.0 21 108.3 118.0 15.9 13.0 92
4901 11/18/03 CF PA-1l . 189090 6252840 250.0 21 109.2 118.0 14.7 13.0 . 93
4902 11/18/03 CF PA-11 1989120 6252935 262.0 21 107.4 118.0 16.2 13.0 91
4906 11/18/03 CF PA- 11 1988606 6252541 246.0 21 109.2 118.0 15.6 .13.0 93
4907 11/18/03 CF PA-11 188652 6252577 248.0 04 110.6 120.5 13.8 12.5 92
4908 11/18/03 CF PA-1l 1988728 6252638 251.0 04 107.3 120.5 14.4 12.5 89 RTON4908A
4908A 11/18/03 CF PA-11 1988728 6252635 251.0 04 108.2 120.5 13.7 12.5 90 RT0F4908
4910 11/18/03 CF PA-11 1588630 6252585 253.0 04 112.5 120.5 12.7 12.5 93
4911 11/18/03 CF PA-11 1588585 6252562 255.0 07 113.5 122.0 15.5 13.0 . 93
4912 11/18/03 CF PA-1l 1588510 6252575 267.0 07 110.8 122.0 14.6 13.0 91
4913 11/18/03 CF PA- il 1588535 6252570 269.0 07 111.3 122.0 12.7 13.0 91
4914 11/18/03 CF PA-1i 1588667 6252642 256:0 21 107.4 118.0 13.8 13.0 91
4915 11/18/03 CF PA-1i 1588767 6252671 258.0 21 108.2 118.0 15.3 13.0 92
4916 11/18/03 CF PA-11 1988496 6252622 276.0 21 106.9 118.0 16.2 13.0 91
4917 11/18/03 CF PA-11 . 1988502 6252643 284.0 07 113.7 122.0 14.2 13.0 93
4918 11/18/03 CF PA- Il . 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-1l 1589095 6252898 255.0 21 108.3 118.0 15.2 13.0 92
4921 11/19/03 CF PA-1i 1989099 6252962 266.0 21 107.4 118.0 16.8 13.0 91
4922 1 1/19/03 CF PA-11 1989188 6253022 212.0 19 109.2 118.0 17.6 15.0 93
4923 11/19/03 CF PA-1i . 1989190 6253011 275.0 17 103.8 114.0 15.4 14.5 91
4924 11/19/03 CF PA-11 1589278 6253074 279.0 18 104.6 113.0. 18.2 16.0 93
Project Number: 971009014
Project Name: . Bressi Ranch
Project Location: 0
Client: 0 . .. Page 11 of 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
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 17.2 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 20 105.2 116.0 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 16.2 13.0 91
4937 11/20/03 CF PA-11 1989080 6253440 311.0 21 109.2 118.0 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 1988655 6253020 299.0 16 108.2 117.0 14.6 '14.0 92
4941 11/20/03 CF PA-11 1988538 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 1988583 6252591 275.0 16 106.2 117.0 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-1l ' 1588742 6253185 290.0 17 102.3 114.0 14.2 14.5 90 ,
4946 11/20103 CF PA-11 . 1988731 6253080 294.0 17 104.4 114.0 14.8 14.5 92
'4947 11/20/03 CF PA-1l , . 1988651 6252985 292.0 18 100.6 113.0' 15.4 16.0 89 RT0N4947A
4947A 11/20/63 CF PA-11 ' 1988648 6252974' 292.0 '18 102.8 113.0 17.4 16.0 91 RT0F4947
4949 11/20/03 CF PA-1l 1588502 6252686 293.0 18 105.2 113.0 17.2 ' 16.0 93
4950 11/20/03 CF PA-1l 1988538 6252810 295.0 17 100.4 114.0 10.5 14.5 88 RTON4950A
4950A 11/20/03 CF PA-1l . 1988538 6252800 295.0 17 103.8 114.0 13.7 14.5 91 RT0F4950
4952 11/20/03 CF PA-1i . 1988788 6253139 296.0 16 107.9 117.0 15.3 14.0 92
4953 11/20/03, CF PA-1l 19:88683 6252887 298.0 17 104.5 114.0 16.8 14.5 92
4954 11/20/03 CF. PA-1 1. 1588557 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- Il ' , 1588471 6252733 ' 296.0 17 104.7 114.0 15.0 14.5 92
4958 11/21/03 CF PA-11 1988826 6253096 301.0 21 106.8 118.0 14.2 13.0 91
4959' 11/21/03, CF PA-11 ' ' 1988726 6253152 301.0 21 103.4 118.0 10.6 13.0 88 RT0N4959A
4959A 11/21/03 CF PA-11 ' 1988726 6253152 301.0 21 107.4 118.0 13.2 13.0 91 , R10F4959
4961 11/21/03 CF PA-11 1988658 6253041 302.0 20 100.5 116.0 11.3 14.0 87 . RTON4961A
4961A 11/21/03 'CF PA-1l 1988678 6253044 302.0 20 105.8 116.0 14.2 14.0 91 RT0F4961
Project Number:' 971009014 ' .
Project Name: Bressi Ranch
Project Location: 0 . .
Client: 0 , , Page I2of43
Leighton and Associates, Inc 10/8/2 10:00:40AM
SUMMARY OF FIELD DENSITY TESTS
Test
No.
Test
Date
Test
Of
Location -
Northing Lasting
Test
Elev (ft)
Soil
Type
Dry Density
Field Max
Moisture (%)
Field Opt.
Relative (%)
Compaction Remarks
4963 11/21/03 CF PA-I1 1988694 6252985 302.0 20 106.4 116.0 15.2 14.0 92
4964 11/21/03 CF PA-I1 1988530 6252907 303.0 21 106.8 118.0 14.1 13.0 91
4965 11/21/03 CF PA-I1 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 21 108.2 118.0 12.8 13.0 92
4967 11/21/03 CF PA-I1 1988890 6253180 302.0 21. 106.3 118.0 15.4 13.0 90
4986 11/24/03 CF PA-I1 1988970 6252842 250.0 16 106.7 117.0 15.2 14.0 91
4987 11/24/03 CF PA-11 1989035 6252825 252.0 16 103.6 117.0 11.5 14.0 89 RT0N4987A
4987A 11/24/03 CF PA-1l 1989035 6252820 252.0 16 105.8 117.0 13.7 14.0 90 R10F4987
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-I1 1989066 6252926 259.0 17 105.2 114.0 15.3 14.5 92
4991 11/24/03 CF PA-i1 1989162 6252958 268.0 17 100.4 114.0 10.6 14.5 88 R10N4991A
4991A .11/24/03 CF PA-11 1989162 6252955 268.0 17 104.8 114.0 14.2 14.5 92 R10F4991
4993 11/24/03 CF PA-11 1989160 6253010 274.0 16 108.3 117.0 15.2 14.0 93
4994 11/24/03 CF PA-l1 1989191 6253065 280.0 20 106.5 116.0 14.7 14.0 92
4995 11/24/03 CF PA-I1 1989242 6253038 284.0 20 104.9 116.0 16.3 14.0 90
4996 11/24/03 CF PA-l1 1989345 6253172 308.0 18 103.8 113.0 17.1 16.0 92
5102 11/24/03 CF PA-I1 1988480 . 6252617 288.0 16 106.9 117.0 13.8 14.0 91
5103 11/24/03 CF PA-i1 . 1988595 6252600 278.0 16 108.3 117.0 14.7 14.0 93
5104 11/24/03 CF PA-I1 1988640 6252662 276.0 16 105.8 117.0 15.3 14.0 90
5105 11/24/03 CF PA-I1 1988780 6252706 266.0 16 107.7 117.0 14.2 14.0 92
5106 11/24/03 CF . PA-I1 1988930 6252780 258.0 16 106.8 117.0 16.4 14.0 91
5107 11/24/03 CF PA-11 . 1989030 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 11/24/03 CF PA-11 1989210 6253020 282.0 16 108.4 117.0 14.6 14.0 93
5113 11/24/03 CF PA- il . 1989240 6253060 287.0 16 107.2 117.0 16.3 14.0 92
5114 11/25/03 CF PA-II 1989017 6253279 310.0 19 108.2 .118.0 17.3 15.0 92
5115 11/25/03 CF PA-l1 1989092 6253454 315.0 19 106.8 118.0 16.2 15.0 91
5116: 11/25/03 CF PA-I1 1989057 6253565 299.0 20 103.3 116.0 17.4 14.0 89 RT0N5116A
5116A 11/25/03 CF PA-II 1989057 6253565 299.0 20 106.5 116.0 17.2 14.0 92 RT0F5116
5121 11/25/03 CF PA-II 1589114 .6253485 318.0 21 108.3 118.0 15.6 13.0, 92
5122 11/25/03 CF PA-II 1989045 6253330 314.0 21 107.8 118.0 16.4 13.0 91
5123 11/25/03 CF PA-l1 . . 1988888 6253685 295.0 19 108.2 118.0 15.8 15.0 92
Project Number: 971009014 .
Project Name: Bréssi Ranch
Project Location: 0
Client: 0 Page 13 of 43
Leighton and Associates, Inc 10/8/2 10:00:40AM
-. - - - - - -. - • - - - - - - - - M ow
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
5124 11/25/03 CF PA-11 1988863 6253709 290.0 19 106.9 118.0 17.2 15.0 91
5125 11/25/03 CF PA-11 1988905 6253638 293.0 20 105.2 116.0 16.4 14.0 91
5126 11/25/03 CF PA-11 1988918 6253652 300.0 20 108.2 116.0 14.5 14.0 93
5128 11/25/03 CF PA-11 188805 6253766 296.0 19 108.3 118.0 17.7 15.0 92
5129 11/25/03 CF PA-1l 1988910 6253660 302.0 21 109.4 118.0 13.2 13.0 93
5714 1/6/04 CF PA-1i . 1988789 6252680 271.0 13 111.0 115.0 16.2 16.5 97
5715 1/6/04 CF PA-1i . 188877 6252647 267.5 13 109.7 115.0 17.3 16.5 95
5716 1/6/04 CF PA-11 1988963 6252629 265.0 13 106.8 115.0 16.9 16.5 93 RT0N5716A
5716A 1/6/04 CF PA-1i l&88976 6252633 265.0 13 110.3 115.0 15.9 16.5 96 RT0F5716
5718 1/6/04 CF PA-1l 1989045 6252641 264.0 13 108.7 115.0 17.6 16.5 95
5719 1/6/04 CF PA-1i 1988975 6252726 260.0 13 109.7 115.0 16.3 16.5 95
5720 1/6/04 CF PA-1i 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-1l 1989051 6252780 263.0 13 109.1 115.0 17.2 16.5 95
5723 1/6/04 CF PA-1i 1989081 6252773 266.0 13 109.5 115.0 16.5 16.5 95
5724 1/6/04 CF PA-1i . 1989150 6252895 268.0 13 111.2 115.0 15.4 16.5 97
5725 1/6/04 CF PA-1 1 1989150 6252907 267.0 10 108.3 112.5 16.3 16.0 96
5726 1/6/04 CF PA-1 1 1989073 6252924 267.5 10 108.3 112.5 17.6 16.0 96
5727 1/6/04 CF PA-1I 1989023 6252960 271.0 13 110.1 115.0 16.8 16.5 96
5728 .1/6/04 CF PA-1l 1989050 6252880 269.0 13 109.7 115.0 15.7 16.5 95
5729 1/6/04 CF PA-1l 1589008 6252793 265.0 13 111.6 115.0 16.3 16.5 97
5730 1/6/04 CF PA-1i 1988958 6252751 256.5 13 109.0 115.0 17.5 16.5 95
5731 1/6/04 CF PA-1i . 1988815 6252740 273.5 15 107.6 112.0 16.0 15.5 96
5732 1/7/04 CF PA-1 I 1589088 6252820 178.0 04 108.7 120.5 15.5 12.5 90
5733 1/7/04 CF PA-11 1589140 6252898 178.0 04 108.5 120.5 15.3 12.5 90
5734 1/7/04 CF PA-11 1589066 6252881 178.0 04 109.2 120.5 15.1 12.5 91
5735 1/7/04 CF PA-11 . 1589075 6252970 178.0 04 109.5 120.5 14.7 12.5 91
5737 1/7/04 CF PA-1 1 1589110 6252790 179.0 04 109.6 120.5 13.8 12.5 91
5738 1/7/04 CF PA-11 . 1589109 6252840 179.0 04 108.6 120.5 14.3 12.5 90
5739 1/7/04 CF PA- li S 1589148 6252918 179.0 04 108.8 120.5 14.1 12.5 90
5740 1/7/04 CF PA-l1 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
Project Number: 971009014
Project Name: Bressi Ranch .
IdCOW
Project Location: 0
Client: 0 Page 14 of 43
Leighton and Associates, Inc 10/8/2 10:00:40AM
I-
UI. .
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-1 I 1988996 6252727 176.0 04 109.6 120.5 15.1 12.5 91
5744 1/7/04 CF PA-1l 1988981 6252705 176.0 04 109.8 120.5 15.0 12.5 .91
5745 1/7/04 CF PA-1 1 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 19.2 14.0 92
5748 1/7/64 CF PA-1 I 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 16 103.2 117.0 17.9 14.0 88 RI ON 5749A
5749A 1/7/04 . CF PA-11 1989007 6252830 177.0 16 106.4 117.0 16.5 14.0 91 R10F5749
5900 1/8/04 CF PA-1l 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-1 I 1988900 6252675 280.0 14 108.3 124.0 15.1 12.0 87 RT ON 5902A
5902A 1/8/04 CF PA-1 1 1988900 6252625 280.0 14 112.2 124.0 17.5 12.0 90 RT OF 5902
5904 1/8/04 CF . PA-11 1988880 6252752 275.0 14 112.3 124.0 16.5 12.0 91
5905 1/8/04 CF PA- Il 1989055 6252748 . 279.0 16 105.0 117.0 18.5 14.0 90
5906 1/8/04 CF PA-I1 1989170 6252830 280.0 16 104.8 117.0 18.7 14.0 90
5907 1/8/04 CF PA-11 1989065 6252935 280.0 16 103.3 117.0 19.0 14.0 88 RTON5907A
5907A 1/8/04 CF PA-1 I . 1989065 6252935 280.0 16 105.4 117.0 18.2 14.0 90 RT OF 5907
5909 1/8/04 CF PA- Il . 1988990 6252845 279.0 16 106.3 117.0 18.9 14.0 91
5943 1/9/04 CF PA-11 1988525 6252530 286.0 17 103.2 114.0 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-1 I 1988761 6252732 285.0 17 102.9 114.0 17.1 14.5 90
5946 1/9/04 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-1 I 1988590 6252668 288.0 16 107.5 117.0 17.2 14.0 92
5949 1/9/04 CF PA-11 ' 1988880 6252715 281.0 17 104.5 114.0 16.7 14.5 92
5950 1/9/04 CF PA-Il 1988960 6252677 275.0 17 . 105.3 114.0 17.2 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 1/9/04 CF PA-11. 1989214 6252991 280.0 17 103.8 114.0 16.9 14.5 91
5954 1/9/04 CF PA-11 1989066 6252886 279.0 17 104.0 114.0 16.5 14.5 91
5955 1/9/04 CF PA- il . 1988944 6252780 278.0 15 100.5 112.0 18.4 15.5 90
Project Number: . 971009014 . .
.
Project Name: Bressi Ranch .
Project Location: 0 .
Client: 0 . . Page 15 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
5956 1/9/04 CF PA-i1 1988959 6252895 279.0 16 103.1 117.0 15.1 14.0 88 RI ON 5956A
5956A 1/9/04 CF PA-41 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 RT0N5958A
5958A 1/9/04 CF PA-11 . 1989050 6252960 280.0 17 103.8 114.0 16.5 14.5 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 . 101.2 115.0 18.7 16.5 88 RTON5961A
5961A 1/10/04. CF PA-i1 1988501 6252699 286.0 13 103.5 115.0 18.4 16.5 90 R10F5961
5963 1/10/04 CF PA-I I 1988501 6252670 286.0 20 104.5 116.0 16.9 14.0 90
5964 1/10/04 CF. PA-l1 . 1988611 6252703 285.0 20 104.1 116.0 16.3 14.0 90
5965 1/10/04 CF PA-l1 1988675 6252665 285.0 13 103.1 115.0 18.9 16.5 90
5966 1/10/04 CF PA-11 . 1988757 6252792 287.0 13 103.7 115.0 19.2 16.5 90
5967 1/10/04 CF PA- il 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 20 104.2 116.0 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-I 1 1989245 6253005 284.0 20 105.2 116.0 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 RTON5971A
5971A 1/12/04 CF PA-11 1988791 6252766 289.0 20 104.5 . 116.0 16.5 14.0 90 RT OF 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 20 104.2 116.0 16.4 14.0 90
5976 1/12/04 CF PA-1 I . 1989035 6252927 284.0 20 105.1 116.0 16.0 14.0 91
5977 1/12/04 CF PA-I1 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-II . 1988546 6252612 297.0 04 106.8 120.5 13.5 12.5 89 RI ON 5980A
5980A 1/13/04 CF PA-I1 1988546 6252612 297.0 04 109.1 120.5 14.0 12.5 91 RT OF 5980
5982 1/13/04 CF PA-l1 1988645 6252660 293.0 04 108.6 120.5 13.7 12.5 90
5983 1/13/04 CF PA-l1 1988775 6252730 292.0 04 106.0 120.5 15.3 12.5 88 RT0N5983A
5983A 1/13/04 CF PA- il 1988775 6252730 292.0 04 109.3 120.5 15.1 12.5 91 RI OF 5983
5985 1/13/04 CF PA-11 1988881 6252723 286.0 04 111.3 120.5 15.1 12.5 92
5986 1/13/04 CF PA-I1 . 1988657 6252731 295.0 04 108.5 120.5 16.2 12.5 90
5987 1/13/04 CF PA-I1 1988558 . 6252699 294.0 04 110.3 120.5 14.8 12.5 92
Project Number: 971009014
Project Name: Bressi Ranch
Project Location: 0
Client: 0 Page 16 of 43
Leighton and Associates. Inc 10/8/2 10:00:40AM
--. -- - - - U-. - - mm - - _: - - - OR Owl
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
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 PA11 1988975 6252718 281.0 04 109.1 120.5 15.2 12.5 91
5990 1/13/04 CF PA- Il 1989100 6252760 281.0 04 109.9 120.5 14.0 12.5 91
5991 1/13/04 CF PA-I1 1989072 6253016 291.0 04 107.4 120.5 14.7 12.5 89 RTON5991A
5991A 1/13/04 CF PA-11 1989072 6253016 291.0 04 107.9 120.5 13.6 12.5 90 RT0F5991
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 1589287 6252987 290.0 04 108.0 1.20.5 13.7 12.5 90
5996 1/13/04 CF PA-11 1589195 6252877 291.0 04 108.7 120.5 13.0 12.5 90
5997 1/14/04 CF PA'- 11. 1589470 6252440 190.0 18 100.1 113.0 10.1 16.0 89 R10N5997A
5997A 1/14/04 CF PA-11 1989470 6252440 190.0 18 102.6 113.0 16.5 16.0 91 R10F5997
5999 1/14/04 CF PA-1l 1589485 6252417 192.0 18 102.8 113.0 11.2 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 1588601 6252619 292.0 20 107.8 116.0 15.4 14.0 93
6188 1/14/04 CF PA-11 1588617 6252766 293.0 20 106.4 116.0 17.9 14.0 92
6189 1/14/04 CF PA-11 188720 6252705 292.0 19 107.7 118.0 16.3 15.0 91
6190 1/14/04 CF PA-11 . 1588863 6252724 290.0 19 106.4 118.0 16.7 15.0 90
6191 1/14/04 CF PA-11 1588965 6252934 289.0 19 105.9 118.0 16.1 15.0 90
6192 1/14/04 CF PA-1l 1989026 6252755 289.0 19 107.8 118.0 17.1 15.0 91
6193 1/14/04 CF PA-1i 1589157 6253074 285.0 19 107.9 118.0 17.4 15.0 91
6194 1/14/04 CF PA-1l 1589293 6253105 292.0 20 106.3 116.0 16.4 14.0 92
6195 1/14/04 CF PA-1i 1589127 6252826 289.0 19 106.6 118.0 16.2 15.0 90
6196 1/14/04 CF PA-1l 1588524 6252633 294.0 19 106.4 118.0 15.3 15.0 90
6197 1/14/04 CF PA-1l 1588674 6252661 293.0 19 106.7 118.0 16.7 15.0 90
6198 1/14/04 CF PA-1l 1588760 6252810 296.0 17 103.8 114.0 16.4 14.5 91
6199 1/14/04 CF PA-1l 1588831 6252842 294.0 19 107.8 118.0 16.7 15.0 91
6250 1/20/04 CF PA-11 1589480 6252533 228.0 16 105.1 117.0 15.8 14.0 90
6251 1/20/04 CF PA-1l 1589515 6252545 226.0 16 105.5 117.0 16.1 14.0 90
6252 1/20/04 CF PA-1 I . 1589393 6252555 226.0 17 102.3 114.0 16.0 14.5 90
6253 1/20/04 CF PA-1 I 1589645 6252550 22T0 13 103.8 115.0 17.0 16.5 90
6254 1/20/04 CF PA-1l . 1589700 6252650 225.0 13 103.2 115.0 16.8 16.5 90
6255 1/20/04 CF PA-1 1 . 1.589769 6252700 223.0 10 102.1 112.5 16.8 16.0 91
Project Number: 971009014 .
Project Name: Bressi Ranch .
Project Location: 0
Client: 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
Elev (ft)
Soil
Type
Dry Density
Field Max
Moisture (%)
Field Opt.
Relative (%)
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-I1 1989764 6252770 222.0 13 103.8 115.0 17.5 16.5 90
6258 1/20/04 CF PA-11 1989680 6252727 224.0 20 104.0 116.0 14.7 14.0 90
6259 1/20/04 CF PA-11 1989645 6252684 225.0 20 105.5 116.0 13.2 14.0 91
6260 1/20/04 CF PA-I1 1989510 6252575 226.0 20 104.4 116.0 15.1 14.0 . 90
6261 1/20/04 CF PA-11 1989580 6252580 225.0 21 108.0 118.0 15.3 13.0 92
6262 1/20/04 CF PA-11 1989597 6252591 227.0 16 105.2 117.0 14.9 14.0 90
6263 1/21/04 CF PA- 11. 189495 6252500 235.0 17 103.9 114.0 14.7 14.5 91
6264 1/21/04 CF PA-Ii 15:89540 6252500 234.0 20 104.1 116.0 14.8 14.0 90
6265 1/21/04 CF PA-II 15:89615 6252510 237.0 16 105.6 117.0 15.1 14.0 90
6266 1/21/04 CF PA-11 . 1989572 6252425 237.0 20 104.4 116.0 14.9 14.0 90
6267 1/21/04 CF PA-II 1589500 6252434 234.0 20 98.6 116.0 15.9 14.0 85 RT0N6267A
6267A 1/21/04 CF PA-1l 15:89500 6252434 234.0 20 104.4 116.0 14.0 14.0 90 RI OF 6267
6269 1/21/04 CF PA-11 1c89450 6252460 235.0 . 13 103.9 115.0 16.7 16.5 90
6270 1/21/04 CF PA- li 15:89360 6252450 240.0 20 105.7 116.0 16.0 14.0 91
6.271 1/21/04 CF PA-II 1589295 6252470 239.0 20 104.1 116.0 15.5 14.0 90
6272 1/21/04 CF PA-1l 15:89240 6252490 238.0 20 104.2 116.0 14.7 14.0 90
6273 1/21/04 CF PA-1i 1589340 6252550 237.0 17 103.1 114.0 14.5 14.5 90
6274 1/21/04 CF PA-II 1589430 . 6252525 236.0 20 99.1 116.0 12.0 14.0 85 RI ON 6274A
6274A 1/21/04 CF PA-I1 1989430 6252525 236.0 20 104.6 116.0 16.0 14.0 90 R10F6274
6276 1/21/04 CF PA-1l . 1589515 6252578 235.0 20 104.9 116.0 16.1 14.0 90
6277 1/21/04 CF PA-1l S 15:89616 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-II 1589710 6252615 228.0 20 104.6 116.0 14.8 14.0 90
6280 1/21/04 CF PA-1l . 1989676 6252603 234.0 16 105.6 117.0 14.3 14.0 . 90
6281 1/21/04 CF PA-I1 1589625 6252500 234.0 16 105.7 117.0 14.2 14.0 90
6282 1/21/04 . CF PA-1l 1589563 6252545 234.0 13 103.8 115.0 17.4 16.5 . 90
6283 1/22/04 CF PA-1l 1989442 6252435 335.0 20 104.6 116.0 16.1 14.0 90
6284 1/22/04 CF PA-II . 1589545 6252517 331.0 16 105.1 117.0 16.4 14.0 90
6285 1/22/04 CF PA-II . 1589578 6252581 329.0 20 104.7 116.0 17.2 14.0 90
6286 1/22/04 CF PA-I1 . . 1589058 6252607 268.0 20 104.3 116.0 14.9 14.0 90
6287 1/22/04 CF PA-1i 1589075 6252590 265.0 16 105.2 117.0 15.6 14.0 90
Project Number: 971009014
Project Name: Bressi Ranch
Project Location: 0
Client: 0 . Page 18 of 43
Leighton anu 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
628$ 1/22/04 CF PA-I1 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 17.2 16.5 90 -
6290 1/22/04 CF PA-I1 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 16.2 14.0 90
6292 1/22/04 CF PA-I1 1989296 6252558 249.0 20 104.8 116.0 14.5 14.0 90
6293 1/22/04 CF PA-11 1589325 6252488 246.0 21 107.5 118.0 16.5 13.0 91
6294 1/22/04 CF PA-I1 1989383 6252515 243.0 02 109.8 122.5 14.0 11.5 90
6295 1/22/04 CF PA-II 1S89401 6252555 244.0 04 108.5 120.5 17.1 12.5 90
6296 1/22/04 CF PA-II . 1989448 6252488 242.0 04 108.1 120.5 17.5 12.5 90
6297 1/22/04 CF PA-II 1989521 6252592 240.0 04 107.9 120.5 16.2 .12.5 90
6298 1/22/04 CF PA-I1 1989462 6252522 243.0 16 106.9 117.0 16.5 14.0 91
6299 1/22/04 CF PA- Il 1589435 6252465 246.0 20 104.3 116.0 15.1 14.0 90
6300 1/14/04 CF PA-II 1989485 6252417 192.0 18 103.7 113.0 16.5 16.0 92
6301 1/14/04 CF PA-II 1989440 6252372 201.0 18 99.5 113.0 13.2 16.0 88 RTON6301A
6301A 1/14/04 CF PA-II 1989440 6252372 201.0 18 103.9 113.0 19.5 16.0 92 RTOF6301
6303 1/14/04 CF PA-I1 . 1989358 6252343 202.0 18 99.8 113.0 10.1 16.0 88 RTON6303A
6303A 1/14/04 CF PA-I1 1989358 6252343 202.0 18 102.4 113.0 18.1 16.0 91 RTOF63'03
6305 1/14/04 CF PA- Il . 1989300 6252394 200.0 13 102.9 115.0 10.9 16.5 89 RTON6305A
6305A 1/14/04 CF PA-l1 .. 1989300 6252394 200.0 13 103.1 115.0 13.9 16.5 90 RT0F6305
6307 1/14/04 CF PA-I1 . 1989347 6252432 194.0 13 101.6 115.0 9.7 . 16.5 . 88 RTON6307A
6307A 1/14/04 CF PA-Ii 1989347 6252432 194.0 13 103.7 115.0 18.5 16.5 . 90 RT0F6307
6309 1/14/04 CF PA-II 1989440 6252445 195.0 13 102.5 115.0 10.6 16.5 89 . RTON6309A
.6309A 1/14/04 CF PA-I1 . . 1989440 6252445 195.0 13 105.1 115.0 16.9 16.5 91 R10F6309
.6311 1/14/04 CF PA-II 1589442 6252432 210.0 21 106.8 118.0 13.7 13.0 91 -
..6312 1/14/04 CF PA-Ii . 1589450 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 14.2 14.0 90
6314 1/14/04 CF PA-Ii . . 1989415 6252515 211.0 20 104.9 116.0 14.3 14.0 90
6315 1/14/04 CF PA-Ii 1989479 6252480 212.0 07 110.2 122.0 13.4 13.0 90
6316 .. 1/14/04 CF PA-11 1989482 6252543 212.0 07 109.6 122.0 14.1 13.0 90
6.317 1/15/04 CF PA-l1 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-li 1989431 6252430 214.0 10 97.9 112.5 13.6 16.0 . 87 RTON6319A
Project Number: 971009014
5
.
Project Name: Bressi Ranch S S S
Project Location: 0
Client: 0 Page 19 of 43
Leighton and Associates, Inc 5 10/8/2 10:00:40AM
P -.- .- - - - - - - - - - - -, - - - Ut •ii
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
6319A 115/04 CF PA-11 1989431 6252430 214.0 10 101.3 112.5 16.1 16.0 90 R10F6319
6320 1 /1 5/04 CF PA-11 1989525 6252400 215.0 04 103.6 120.5 11.7 12.5 86 RI ON 6320A
6320A 1/15/04 CF PA- li 1989525 6252400 215.0 04 108.3 120.5 14.8 12.5 90 RT0F6320
6323 1/15/04 CF PA-11 1989455 6252472 215.0 13 100.9 115.0 9.8 16.5 88 R10N6323A
6323A 1/15/04 CF PA-11 1989455. 6252472 215.0 13 106.7 115.0 15.4 16.5 93 RI 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 1989615 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-11 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 14.2 13.0 90
6332 1/17/04 CF PA-11 1989475 6252404 224.0 21 103.1 118.0 14.3 13.0 87 R10N6332A
6332A 1/17/04 CF PA-11 1989482 6252387 224.0 21 106.8 118.0 16.2 13.0 91 R10F6332
6334 1/17/04 CF PA11 1989380 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- Il 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-I1 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 21 107.2 118.0 14.8 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 21 107.2 118.0 14.8 13.0 91 6343 1/20/04 CF PA-1 I 1989350 6252450 227.0 20 104.5 116.0 16.5 14.0 90 6344 1/20/04 CF PA- li . 1989480 6252460 227.0 16 105.1 117.0 17.1 14.0 90 6345 1/20/04 CF PA-] I 1989570 6252400 227.0 20 98.7 116.0 15.9 14.0 . 85 RI ON 6345A 6345A 1/20/04 CF PA-11 1989570 6252400 227.0 20 103.9 116.0 15.5 14.0 90 R10F6345 6347 1/20/04 CF PA-11 1989550 6252490 227.0 19 106.1 118.0 16.2 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-I 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-11 1989075 6252782 291.0 19 105.9 118.0 16.2 15.0 90 .
Project Number: 971009014.
0 Project Name: Bressi Ranch
Project Location: 0
Client: .0 Page 20 of 43
Leighton and Associates, Inc . 10/8/2 i0:0040AM
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
6352 1/14/04 CF PA-11 1989207 6252980 287.0 19 107.2 118.0 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 19 106.2 118.0 15.4 15.0 90
6392 1/16/04 CF PA- il 1989360 S 6253160 304.0 19 106.4 118.0 17.2 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 RT0N6396A
6396A '1/] 6/04 CF PA-11 . 1988596 6252739 302.0 19 106.4 118.0 16.5 15.0 90 RTOF 6396
6398 1/16/04 CF PA- li . 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 19 106.2 118.0 15.9 15.0 90 6450 1/16/04 CF PA-11 1988797 6252984 300.0 19 108.7 118.0 16.4 15.0 92 6451 1/16/04 CF PA-11 1988849 625.3009 301.0 20 106.1 116.0 14.7 14.0 91 6452 1/16/04 CF PA-1 I . 1988960 6252974 302.0 . 20 106.6 116.0 15.1 14.0 92 6453 1/16/04 CF PA-1 1 1989024 6252944 302.0 19 103.4 118.0 14.3 15.0 88 RT ON 6463A 6453A 1/16/04 CF PA-u 1 1989129 6253006 298.0 19 106.2 118.0 16.1 15.0 90 R10F6463 6455 1/16/04 CF PA-11 1989163 6253036 298.0 19 105.7 118.0 15.2 15.0 90 6456 1/16/04 CF PA-11 1989201 6253134 300.0 20 105.9 116.0 15.1 14.0 91 6457 1/16/04 CF PA-11 1989270 6253074 302.0 19 106.8 118.0 15.2 15.0 91 6458 1/16/04 CF PA-1i i989270 6252972 299.0 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 15.2 14.5 92 6460 1/16/04 CF PA-1l .1989047 6253017 301.0 19 106.2 118.0 16.4 15.0 90 6461; 1/16/04 CF PA- il . . i988955 6253007 303.0 19 106.4 118.0 16.4 15.0 90 6462 1/16/04 CF PA-1l . 1988879 6252988 301.0 19 106.2 118.0 16.1 15.0 90 6463 1/16/04 CF PA- il . i988806 6252913 303.0 19 106.4 118.0 16.4 15.0 90 6464 1/16/04 CF PA-1i 1988751 6252834 301.0 19 106.7 118.0 16.4 15.0 90 6465 1/16/04 CF PA-1 i 1988669 6252770 299.0 . 19 106.4 118.0 15.9 15.0 90 6466 1/16/04 CF PA-11 . 1988634 6252814 297.0 19 106.3 118.0 16.2 15.0 . 90 6467 1/16/04 CF PA-1l 1988548 6252772 301.0 19 106.4 118.0 16.2 15.0 90 6468 1/1 6/04 CF PA-1l 5 1988587 6252685 302.0 19 106.3 118.0 16.4 15.0 90 6469 1/1 6/04 CF . PA-11 . 1988681 6252746 300.0 19 106.4 118.0 17.5 15.0 90 6470 1/16/04 CF PA-1l . 1988792 6252795 298.0 19 106.4 118.0 16.2 15.0 90
Project Number: 971009014
Moir Project Name: Bressi Ranch S
Project Location: 0
Client: 0 . Page 21 of 43 5
5
5
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
6471 1/16/04 CF PA-l1 1988862 6252809 298.0 19 106.2 118.0 15.0 15.0 90
6472 1/16/04 CF PA-I1 1988910 6252877 301.0 19 106.5 118.0 16.2 15.0 90
6473 1/16/04 CF PA-I1 1988986 6252950 304.0 19 106.4 118.0 16.4 15.0 90
6474 1/16/04 CF PA-11 1988893 6252960 303.0 19 106.8 118.0 15.9 15.0 91
6475 1/17/04 CF PA-11 1988570 6252895 299.0 20 106.6 116.0 15.2 14.0 92
6476 1/17/04 CF PA-11 1988710 6252728 301.0 12 108.6 120.0 13.1 12.5 90
6477 1/17/04 CF PA-11 ' 1988797 6252773 303.0 13 104.2 115.0 17.5 16.5 91
6478 1/17/04 CF PA-I1 1988904 6252765 305.0 13 105.2 115.0 17.4 16.5 91
6479 .1/17/04 CF PA-II 1988751 6252821 305.0 19 103.5 118.0 14.3 15.0 88 ' R10N6479A
6479A. 1/17/04 CF PA-11 1988751 6252821 305.0 19 106.5 118.0 16.5 15.0 90 R10F6479
6481 1/17/04 CF PA-Ii . 1988903 6252796 303.0 19 106.5 118.0 16.4 15.0 90
6482 . 1/17/04 CF PA-I I . 1988901 6252827 302.0 17 105.4 114.0 15.2 14.5 92
6483 1/17/04 CF PA-II 1589009 6252929 305.0 19 108.5 118.0 16.2 15.0 92
6484 1/17/04 CF PA-II 1588871 6252916 303.0 19 106.5 118.0 16.2 15.0 90
6485 1/17/04 CF PA-II 1988790 6252962 304.0 19 106.4 118.0 17.2 15.0 90
6486 1/17/04 CF PA-1I 1988773 6252891 303.0 19 106.6 118.0 16.4 15.0 90
6487 1/17/04 CF PA-II 1988808 6252847 302.0 19 106.4 118.0 16.4 15.0 90
6488 1/17/04 CF PA-1i 1988858 6252810 303.0 19 107.7 118.0 16.4 15.0 91
6489 1/17/04 CF PA-11 1588803 6252766 302.0 13 104.5 115.0 05.0 16.5 91
6490 1/17/04 CF PA-il . 1588846 6252753 298.0 20 104.6 116.0 15.2 14.0 90
6491 1/17/04 CF PA-H 1588845 6252798 299.0 19 106.4 118.0 15.2 15.0 90
6492 1/17/04 CF PA-11 1588832 6252865 . 300.0 19 104.2 118.0 12.5 15.0 88 RT0N6492A
6492A 1/17/04 CF PA-l1 1588771 6252832 302.0 '19 106.2 118.0 16.5 15.0 90 RI OF 6492
6494 1/17/04 CF PA- li' 1588680 6252855 300.0 19 107.3 118:0 17.4 15.0 91
6495 1/17/04 CF PA- Il 1588611 6252785 303.0 19 106.4 118.0 17.2 15.0 . 90
6496 1/17/04 CF PA-II . 1988611 6252785 302.0 19 106.4 118.0 15.2 15.0 90
6497 1/17/04 CF PA-I1 1c88631 6252750 304.0 19 106.2 118.0 16.2 15.0 90
6498 1/17/04 CF PA-11 1588902 6252863 302.0 19 105.9 118.0 15.3 15.0 90
6499 ' 1/17/04 CF PA-I1 1588932 6252880 303.0 19 106.7 118.0 16.2 15.0 90
6500 1/17/04 CF PA-II ' ' 1589037 6252884 305.0 19 106.8 118.0 15.6 15.0 91
6501 1/17/04 CF PA-II ' 1989122 6252910 304.0 19 106.2 118.0 16.4 15.0 90
6502 1/17/04 CF PA-II 1589172 6252944 302.0 19 106.2 118.0 16.1 15.0 90
Project Number:' 971009014 . . .
Project Name: Bressi Ranch '
Project Location: 0 .
Client: . 0 . ' Page 22 of 43 .
Leighton and Associates, Inc ' 10/8/2 10:00:40AM
-V .,• - -' - - - -' - - - - - - - - - - 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
6503 1/17/04 CF PA-I1 1989200 6252895 301.0 19 106.8 118.0 15.6 15.0 91
6504 1/17/04 CF PA-l1 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-I1 1988812 6252967 307.0 16 106.1 117.0 15.4 14.0 91
6523 '1/20/04 CF PA-l1 ' 1988817 6252910 308.0 19 106.5 118.0 16.4 15.0 90
6524 1/20/04 CF PA-II . 1988858 6252882 309.0 19 106.8 118.0 15.6 15.0 91
6525 . 1/20/04 CF PA-l1 , 1988904 6252845 301.0 19 107.5 118.0 16.2 15.0 91
.6526 1/20/04 CF PA-II 1588980 . 6252811 302.0 19 106.1 118.0 . 14.6 15.0 90
.6527 ' 1/20/04 CF :PA-11 ' , 1589062 ' 6252855 303.0 19 106.1 118.0 15.7 15.0 90
6528 1/20/04 CF PA-I1 ' 1589131 6252926 300.0 19 106.3 118.0 15.3 15.0 90
6529 1/20/04 CF 'PA- Il 1989095 6252951, 300.0 19 106.2 118.0 15.6 15.0 90
6530 1/20/04 CF PA-11 1989034 6252990 301.0 19 106.6 118.0 16.2 15.0 90
6531 1/20/04 CF PA-I1 , '188981 6253013 303.0 19 106.4 118.0 16.1 15.0 .90'
6532 1/20/04 CF PA-II 1588916 6253038 304.0 19 106.5 118.0 16.2 15.0 90
6533. 1/20/04 CF PA-I1 . 1988892 6252950 306.0 19 106.4 118.0 15.6 15.0 90
6534 1/20/04 CF PA-I1 ' 1988922 6252908 304.0 19 106.8 118.0 14.6 15.0 91
'6535 1/20/04 CF PA-1l ' 1588960 6252864 306.0 19 106.3 118.0 16.2 15.0 90
6536 1/20/04' CF PA-i1 1988921 6252831 . 307.0 20 106.6 116.0 15.2 14.0 92
6537 1/20/04 CF ' PA-1i 1988881 . 6252877 307.0 20 106.5 116.0 15.4 14.0 92
6538 1/20/04 CF PA-I1 1588816 6252926 306.0 20 104.7 116.0 14.1 14.0 90
6539' 1/20/04 CF PA-1I 1588807 6252978 301.0 20 .105.4 116.0 14.3 14.0 91
'6540 1/20/04 CF. PA-II 1588843 6253035 302.0 19 106.2 118.0 15.9 15.0 90
6541' 1/20/04 CF PA-1l ' 1588888 ' 6253038 3 03. 0 19 106.7 118.0 16.2 15.0 90
6542 1/20/04 CF PA-II 1588972 6253065 302.0 19 106.3 118.0 16.3 15.0 ' ' 90
6543 1/20/04 CF , PA-1l ' ' l89056 6252981 304.0 19 106.3 118.0 16.3 15.0 ' 90
6544 1/20/04 CF PA-I1 , 1589058 6252920 303.0 19 106.2 118.0 14.2 15.0 ' 90
6545 1/20/04 CF. PA-I1 . ' 1989120 . , 6252853 305.0 20 ' 105.2 116.0 15.2 ' 14.0 91
6546 1/20/04 CF PA-I1 1589052 6252831 307.0 19 105.7 118.0 15.9 15.0 90
6547 1/20/04 CF PA-1 1 ' ' 1988965 6252801 306.0 20 104.3 116.0 14.9 ' 14.0 90
6548 1/20/04 CF 'PA-1l ' . 1588941 . 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-I1 ' 1988904 6252988 308.0 19 106.3 118.0 16.3 15.0 90
Project Number: , 971009014
Project Name:' -Bressi Ranch '
Project Location: 0
Client: . 0 ... ' . . Page 23of4.3
Leighton and Associates, Inc . 10/8/2 10:00:40AM
- - - - - -gi
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
6571 1/21/04 •CF PA-11 189088 6253102 307.0 19 106.5 118.0 15.3 15.0 90
6572 1/21/04 CF PA-11 1989180 6253071 309.0 19 106.3 118.0 15.7 15.0 90
6573 1/21/04 CF PA-1l 189251 6253124 306.0 20 103.6 116.0 12.5 14.0 89 RT0N6573A
6573A 1/21/04 CF . PA-1l S 1989278 6253174 310.0 20 106.2 116.0 15.2 14.0 92 RT0F6573
6575 1/21/04 CF PA-1l 1c89324 6253167 309.0 20 105.4 116.0 14.2 14.0 91
6576 1/21/04 CF PA-1i 1589192 6253165 308.0 20 105.8 116.0 14.6 14.0 91
6577 1/21/04 CF PA-1i 1989139 6253145 309.0 20 104.3 116.0 14.7 14.0 90
6578 1/21/04 CF PA-1l I89101 6253118 310.0 19 106.2 118.0 15.6 15.0 90
6579 1/21/04 CF PA-1l 1989181 6253116 306.0 19 106.8 118.0 15.7 15.0 91
6580 1/21/04 CF PA-1l '1989225 6253128. 307.0 20 106.6 116.0 14.6 14.0 92
6581 1/22/04 CF PA-1l ' 1989021 6253150 314.0 19 106.2 118.0 15.2 15.0 90
6582 1/22/04 CF PA-1l ' 1989113 6253153 310.0 20 106.3 116.0 14.8 14.0 92
6583 1/22/04 CF PA-1l 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 14.2 14.0 90
6585 1/22/04 CF PA-1i ' 1989209 6253173 312.0 16 106.8 117.0 14.3 14.0 91
6588 1/22/04 CF PA-1i . 1989411 6253114 317.0 17 103.8 114.0 14.6 14.5 91
6589 1/22/04 CF PA-1l 1989335 6253157 319.0 20 105.5 116.0 14.5 14.0 91
6590 1/22/04 CF . PA-1i 1989252 6253207 318.0 19 105.7 118.0 15.9 15.0 90
6600 1/22/04 CF PA- il 1989502 6252496 241.0 10 102.2 112.5 22.0 16.0 91
6601 1/22/04 CF PA-1l 1989567 6252560 240.0 20 100.7 116.0 12.0 14.0 87 RTON6601A
6601A 1/22/04 CF PA-1 I ' 1989567 6252560 240.0 20 104.7 116.0 16.1 14.0 90 RT OF 6601
6602 1/22/04 CF PA-1l ' 1989636 6252571 238.0 16 .106.9 117.0 14.6 14.0 91
6604 1/22/04 CF PA- Il 1989674 6252521 239.0 20 98.4 116.0 11.1 14.0 85 RTON6604A
6604A 1/22/04 'CF PA-Il ' ' 1989674 6252521 239.0 20 105.1 116.0 15.1 14.0. 91 . 'RTOF 6604
6606 1/22/04 CF PA-1l 1989625 6252473 240.0 20 104.1 116.0 15.9 14.0 90
6607 1/22/04 CF PA-1 I . 1989570 6252488 239.0 20 105.6 116.0 16.3 14.0 91
6608 1/22/04 CF PA-1 1 1989568 6252438 242.0 20 104.3 116.0 16.0 14.0 90
6609 1/22/04 CF PA-1l 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 16.2 14.0 91
6612 1/22/04 CF PA11 , 1989780 6252760 224.0 20 96.4 116.0 11.7 ' 14.0 83 RI ON 6612A
6612A ' 1/22/04 CF PA-11 1989780 6252760 224.0 20 104.6 116.0 15.1 14.0 90 RTOF6612
Project Number: 971009014 .At
Project Name: Bressi Ranch
Project Location: 0 Awr
Client: . 0 Page 24 of 43
Leighton anci Associates, inc 5 10/8/2 10:00:40AM
SUMMARY OF FIELD DENSITY TESTS
Test
No.
Test
Date
Test
Of
Location -
North ing Easting
Test
Elev (ft)
Soil
Type
Dry Density
Field Max
Moisture (%)
Field Opt.
Relative (%)
Compaction Remarks
6614 1/22/04 CF PA-11 1989798 6252707 225.0 21 107.2 118.0 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- Il 1989708 6252631 228.0 20 104.9 116.0 15.9 14.0 90
6617 1/22/04 CF PA-1 1 1989680 6252590 234.0 20 105.2. 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-1 1 1989577 6252676 235.0 20 106.1 116.0 16.5 14.0 91
6620 . 1/23/04 CF PA-1 I . 1989385 6252490 250.0 04 108.8 120.5 14.8 12.5 90
.6621 1/23/04 CF PA-11 1989438 6252456 250.0 19 107.1 118.0 16.2 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 17.2 16.0 90
6625 1/23/04 CF PA-11 1989472 6252497 246.0 17 . 102.7 114.0 16.9 14.5 90
6626 1/23/04 CF PA-11 1989590 6252545 244.0 19 107.2 118.0 15.8 15.0 91
6627 1/23/04 CF . PA-1 1 1989545 6252642 245.0 04 108.3 120.5 14.6 12.5 90
6628. 1/23/04 CF PA-i 1 1989624 6252620 242.0 10 100.6 112.5 14.0 16.0 89 RI ON 6628A
.6628A 1/23/04 CF . PA-1 I 1989654 6252620 242.0 10 102.3 112.5 16.8 16.0 91 RI OF 6628
6630 1/24/04 CF PA-l1 . . 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 13 103.2 115.0 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-11 1989628 6252562 250.0 20 104.9 116.0 16.1 14.0 90 6634 . 1!24/04 CF. PA-11 . 1989614 6252529 248.0 16 105.3 117.0 17.0 .14.0 90 6635 . 1/24/04 CF: PA-11 1989675 6252478 249.0 21 106.5 118.0 15.6 13.0 90 66361 1/24/04 CF. PA-11. 1989738 6252629 244.0 13 103.8 115.0 17.3 16.5 90 . 6637 1/24/04 CF PA-11 1989734 6252690 243.0 20 104.5 . 116.0 16.7 14.0 90 6638 . 1/24/04 CF PA-1 I 1989693 6252714 244.0 20 104.8 116.0 16.0 14.0 90 6639 1/24/04 CF PA-I1 1989647 6252696 .243.0 13 103.4 115.0 17.6 16.5 90 6640 1/24/04 CF PA-11 . 1989656 6252441 250.0 19 101.3 118.0 11.8 15.0 86 R10N6640A 6640A 1/24/04 CF PA-11 1989656 6252441 250.0 19 107.7 118.0 16.6 15.0 91 R10F6640 6642 1/24/04 CF PA-1 I 989780 6252655 24410 19 106.9 118.0 16.4 15.0 91 6643 1/24/04 CF PA-I] . 1989818 6252744 246.0 19 107.2 118.0 . 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 . . 1989859 6252883 246.0. 10 101.7 112.5 16.1 16.0 90
ProjectNurnber: 971009014 . . .
ProjectlName: Bressi Ranch . . . . .
Project Location: 0
Client: 0 . . . Page 25of43
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
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-i1 1989622 6252628 248.0 19 105.9 118.0 15.0 15.0 90
6648 . 1/24/04 CF PA-11 1989509 6252589 249.0 19 107.1 118.0 17.9 15.0 91
6649 1/24/04 CF PA-I1 1989471 6252466 252.0 19 106.9 .118.0 18.1 15.0 91
6691 2/2/04 CF PA-I1 1989371 6253129 321.0 04 111.6 120.5 13.2 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-I1 1989115 6253139 312.0 20 106.9 116.0 14.6 14.0 92
6716 1/22/04 :CF PA-l1 . 1989123 6253168 311.0. 20 105.3 116.0 14.2 14.0 91
6717 1/22/04 CF PA-11 . 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-11 . 1989278 6253155 312.0 08 108.3 117.5 17.2 14.0 92
6747 1/24/04 CF PA-I1 . 1989162 . 6253118 311.0 08 107.4 117.5 15.9 14.0 91
6748 1/24/04 CF PA-I1 1989398 6253172 316.0 08 108.3 117.5 16.8 14.0 92
6749. 1/24/04 CF PA-I1 1989341 6253112 314.0 08 110.4 117.5 14.3 14.0 94
6751 1/26/04 CF PA-I1 . 1989656 6252445 256.0 06 . 107.6 122.5 9.2 11.5 88 RT0N6751A
6751A 1/26/04 CF PA-i1 . 1989710 6252565 256.0 06 110.5 122.5 14.9 11.5 90 RT OF 6751
6753. 1/26/04 CF PA-11 1989765 6252665 25.0 .01 110.9 125.0 9.5 11.0 89 R10N6753A
6753A 1/26/04 CF PA-I1 . 1989815 6252730 25.0 01 112.6 .125.0 14.5 11.0 90 RT OF 6753
6755 1/26/04 CF PA-I1 . 1989644 6252524 254.0 10 101.0 112.5 17.8 16.0 90
6756 1/26/04 CF PA-I1 . . 1989651 6252448 254.0 17 98.6 114.0 18.9 14.5 86 RT0N6756A
.6756A 1/26/04 CF PA-I1 . . 1989651 6252448 254.0 17 . 103.1 114.0 17.5 14.5 90 R10F6756
6758 1/26/04 CF PA-I1 1989630 6252515 254.0 18 102.0 113.0 17.1 16.0 90
6759 .1/26/04 CF PA-l1 . 1989814 6252688 251.0 18 101.7 113.0 16.2 16.0 90
6760 1/26/04 CF PA-I1 1989790 6252685 251.0 18 102.3 113.0 17.8 16.0 91
6761 1/26/04 CF PA-l1 1989745 6252725 51.0 18 102.0 113.0 16.2 16.0 90
6762 1/26/04 CF PA-II . 1989718 6252661 251.0 18 100.7 113.0 15.7 16.0 89 R10N6762A
6762A 1/26/04 CF PA-I1 1989718 6252661 251.0 18 102.8 113.0 17.5 16.0 91 R10F6762
6764 1/26/04 CF PA- 11 1989813 6252833 245.0 10 101.0 112.5 16.9 16.0 . 90
6765 1/26/04 CF PA-u 1 1989834 6252870 245.0 10 101.7 112.5 17.0 16.0 90
6766 1/26/04 CF PA- il 1989911 6252791 246.0 18 102.5 113.0 16.1 16.0 91
6767 1/26/04 CF PA-i1 1989848 6252890 246.0 13 99.5 115.0 16.3 16.5 87 RT0N6767A
.6767A 1/26/04 CF PA-I1 1989848 6252890 246.0 13 103.6 115.0 17.8 16.5 90 RT0F6767
Project Number: 971009014 . . .
Project Name: Bressi Ranch
Project Loction: 0
Client:, . . Page 26 of 43
Lelgflton 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
6769 1/26/04 CF PA- Il 1c89702 6252713 243.0 13 100.5 115.0 10.8 16.5 87 RI ON 6769A
6769A 1/26/04 CF PA-1l 1c89702 6252713 243.0 13 103.9 115.0 17.0 16.5 90 RTOF 6769
6771 1/26104 CF PA-1i Ic89687 6252669 243.0 17 100.1 114.0 12.4 '14.5 88 RT0N6771A
6771A 1/26/04 CF PA-11 1589687 6252669 243.0 17 102.8 114.0 17.2 14.5 90 RI OF 6771
6773 1/26/04 CF PA-1i 1S89289 6252520 258.0 20 104.9 116.0 16.6 14.0 90
6774. 1/26/04 CF PA-1l 1c89270 6252515 257.0 13 103.2 115.0 16.9 16.5 90
6775 1/26/04 CF PA-1 I 1S89295 6252529 257.0 17 102.7 114.0 17.8 14.5 90
6776 1/27/04 CF PA- li 1S89245 6252572 265.0 21 107.4 118.0 16.2 13.0 91
6777 1/27/04 CF PA-1i ' 1S89380 6252502 264.0 17 102.5 114.0 17.3 14.5 90
6778 1/27/04 CF PA-1 I 1c89500 6252580 257.0 10 100.8 112.5 18.9 16.0 90
6779 ' 1/27/04 'CF PA-1l IS-89628 6252472 256.0 10 100.9 112.5 17.1 16.0 ' 90
6780 1/27/04 CF PA-1l ' lc89667 6252603 249.0 . 06 111.5 122.5 16.8 11.5 91
6781 1/27/04. CF PA-1l 1S89826 6252640 . 247.0 '04 109.1 120.5 16.5 12.5 91
6782 1/27/04 CF PA- il 1S89896 6252822 245.0 04 108.3 120.5 17.0 12.5 90
6783 1/27/04 CF PA-1l 1989912 6252940 246.0 16 105.3 117.0 16.7 , 14.0 90
6784 1/27/04 CF ' 'PA-1i 1c89290 6252612 ' 269.0 21 106.9 118.0 13.2 13.0 91
6785 1/27/04 CF PA-1l ' 1989179 6252545 274.0 04 108.8 120.5 14.3 , 12.5 90
6786 1/27/04 CF PA-1l 1989082 _6252636 277.0 21 105.9 118.0 14.3 13.0 . ' 90
6787 1/27/04, CF PA-1l . 1989212 6252645 276.0 16 100.2 117.0 14.1 14.0 86 R10N6787A
6787A 1/27/04 CF' PA-1 1 189229 6252650 276.0 16 105.2 117.0 15.3 14.0 90 RT OF 6787
6789 1/27/04 CF PA- il 1c89579 6252500 256.0 17 103.1 114.0 17.1 14.5 90
6790 1/27/04 CF PA-Il , IS89502 6252513 257.0 16 105.0 117.0 15.0 14.0 90
6791 1/27/04 CF , PA-1i 1S89562 6252632 254.0 17 102.9 114.0 17.5 14.5 90
6792 1/27/04 CF PA-1l iS89618 , 6252581 256.0 ' 13 103.7 115.0 16.9 16.5 90
6793 , 1/27/04 CF PA-1l ' 189720 6252627 254.0 16 105.0 117.0 18.6 14.0 90
6794 1/27/04 CF PA-11 ' 189687 6252671 255.0 16 105.2 117.0 19.3 14.0 90
6795 1/27/04' CF ' PA-1l ' ' .l89633 '6252747 255.0 16 105.0 117.0 18.4 14.0 90
6796 1/27/04 CF PA-1l 1989745 6252745 254.0 13 104.0 115.0 20.5 16.5 90
6797 1/27/04 CF PA-11 ' 1989730 6252840 ' 252.0 21 107.4 118.0 17.1 13.0 , 91
6798 1/27/04 CF PA-11 1989730 6252840 252.0 20 100.1 116.0 18.7 14.0 86 RTON6798A 6798A 1/27/04 CF PA-11 . . 1989730 6252840 252.0 20 104.0 116.0 20.1 14.0 90 ' R10F6798 6800 1/27/04 CF 'PA-II ' 1989835 6252879 250.0 16 105.3 117.0 19.8 14.0 90
Project Number: 971009014
Project Name: ' ' Bressi Ranch .
Project Location: 0
Client: 0 ' Page 27of43
Lelgflton and Associates, Inc ' ' 10/8/2 10:00:40AM
-... :• - - - - - - - - - - - .. _fl
SUMMARY OF FIELD DENSITY TESTS
Test Test Test Location - Test Soil Dry Density Moisture (%) Relative (%)
No. Date Of Northing Easting Elev (It) Type Field Max Field Opt. Compaction Remarks
6801 1/27/04 CF PA-1l 1c89888 6252831 251.0 16 105.7 117.0 19.8 14.0 90
6802 1/28/04 CF . PA-II 1S89197 6252604 2.76.0 21 107.5 118.0 17.2 13.0 91
6803 1/28/04 CF PA-l1 . 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-Ii 1989493 6252490 277.0 13 103.5 115.0 16.7 16.5 90
6806 1/28/04 CF PA-II 1989630 6252438 257.0 17 103.3 114.0 15.4 14.5 . 91
6807 1/28/04 CF PA-I1 1989710 6252503 258.0 21 103.0 118.0 7.2 13.0 87 RTON6807A
6807A 1/28/04 CF. PA-II . iS'89710 6252503 258.0 21 106.4 118.0 16.3 13.0 90 RT0F6807
6809 . 1/28/04 CF PA-1l 1989622 . 6252551 258.0 16 102.9 117.0 8.0 14.0 88 RT ON 6809A
6809A 1/28/04 CF PA-n . . 1989622 6252551 . 258.0 16 105.6 117.0 16.9 14.0 90 RT OF 6809
6811 . 1/28/04 CF PA-I1 1989534 6252528 257.0 21 103.7 118.0 7.8 13.0 88 R10N6811A
6811A 1/28/04 CF PA-I! 1989534 6252528 257.0 21 106.1 118.0 15.8 13.0 90 RTOF6811
6813' 1/28/04 CF PA-II . 1989577 6252656 255.0 20 104.5 116.0 14.8 14.0 90
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-1l . 1989838 6252651 255.0 10 101.5 112.5 16.4 16.0 ' 90
6816 1/28/04 CF PA-l1 ' 1989849 6252733 253.0 '21 107.0 118.0 14.8 13.0 91
6817 1/28/04 CF PA-II . 1989860 6252843 254.0 13 103.7 .115.0 17.8 16.5 90
6818 .1/28/04 CF PA-l1 1989869 . 6252912 254.0 20 104.2 116.0 16.5 14.0 90
6819 1/28/04 CF PA- Il 1989405 6252583 264.0 16 105.7 117.0 14.9 14.0 90
6820 1/28/04. CF PA-i1 . '1989505 6252558 265.0 16 105.5 117.0 14.9 14.0 90
6821 1/28/04. CF PA-Ii 1989534 6252578 264.0 20 . 104.3 116.0 14.6 14.0 90
6822 1/28/04 CF PA-I I ' 1989645 6252480 264.0 16 105.2 117.0 14.0 14.0 90,
6823 1/28/04 CF PA-1l I99705 6252507 '262.0 10 101.6 112.5 18.2 16.0' 90
6824 1/28/04 CF PA-I 1 1989549 6252476 '. 262.0 13 103.0 115.0 19.4 16.5' 90
6825 1/28/04 CF . PAI1 . 1989500 6252479 . 261.0 13 103.8 115.0 18.5 16.5 90
6826 1/28/04 CF .. PA-I1 1989406 . 6252639 259.0 21 106.8 118.0 15.2 13.0 91
6827 . 1/28/04 CF PA-II 1989483 6252658 259.0 21 106.0 118.0 16.4 13.0 90
6828 1/28/04 CF PA-11 1989606 6252638 257.0 21 107.2 118.0 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 . 101.2 117.0 12.1 '14.0 ' 86 RTON6830A
6830A 1/28/04 CF PA-11 . ' .. ' 1989747 6252613 258.0 16 105.3 117.0 15.7 14.0 90 ' R10F6830
6832' 1/28/04 CF ' PA- il ' 1989826 6252724 . 255.0 04 109.1 120.5 15.0 12.5 91
Project Number: 971009014 . . . .
Project Name: Bressi Ranch
Project Location: ' 0
Client: . ' .0 ' Page 28of43
Lelgflton anu Associates, Inc . 10/8/2 10:00:40AM
I -- - - -. - - - - - - - - - - - - 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
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-1 1 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 RT0N6939A
6839A 1/28/04 CF PA-11 1989217 6252569 278.0 21 106.9 118.0 14.6 13.0 91 RT0F6939
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 17.2 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-1 i 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- lI 1989686 6252540 262.0 21 107.0 118.0 19.2 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
6851 1/29/04 CF PA-11 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 1/29/04 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 14.2 14.0 90
6856 1/29/04 CF PA-11 1989208 6252584 275.0 16 105.7 117.0 14.0 14.0 90
6857 1/29/04 CF PA-11 1989320 6252650 276.0 13 103.5 115.0 16.8 16.5 90
6858 1/29/04 CF PA-11 1989090 6252750 291.0 21 105.1 118.0 9.8 13.0 89 R10N6858A 6858A 1/29/04 CF PA-11 . 1989090 6252750 291.0 21 107.5 118.0 14.9 13.0 91 R10F6858 6860 1/29/04 CF PA- li 1989034 6252787 300.0 21 104.9 118.0 11.4 13.0 89 RTON6866A
6860A 1/29/04 CF PA-11 1989034 6252787 300.0 21 106.3 118.0 15.4 13.0 90 R10F6860 6862 1/29/04 CF PA- 11 1988985 6252838 301.0 20 102.8 116.0 10.9 14.0 89 RT0N6862A 6862A 1/29/04 CF PA-I1 1988985 6252838 301.0 20 104.3 116.0 16.5 14.0 90 . R10F6862 6864 1/29/04 CF PA- 11. 1989525 6252500 287.0 13 103.5 115.0 16.8 16.5 90
Project Number: 971009014
Project Name: Bressi Ranch
Project Location: 0
Client: 0 Page 29 of 43
Leighton and Associties. Inc 10/8/2 10:00:40AM
uI•- - - -... - - - - - - - - - - - - - ml. •
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
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- il 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 RT0N6869A
6869A 1/29/04 CF PA-11 1989400 6252550 259.0 21 106.5 118.0 14.2 13.0 90 R10F6869
6871 1/29/04 CF PA-11 1989520 6252590 261.0 13 103.9 115.0 18.7 16.5 90
6872 1/29/04 CF PA-11 1989460 6252500 265.0 16 . 105.1 117.0 16.0 14.0 90
6873 1/29/04 CF PA-11 1989410 6252460 269.0 13 103.6 115.0 17.2 16.5 90
6874 1/29/04 CF PA- Il 1989405 6252440 263.0 04 107.9 120.5 14.9 12.5 90
6875 1/29/04 CF PA-11 . 1989445 6252505 265.0 04 108.1 120.5 15.7 12.5 90
6876 1/29/04 CF PA-11 1989440 6252489 259.0 21 106.9 118.0 14.5 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-11 1989120 6252740 297.0 03 109.5 122.0 12.2 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 15.2 14.5 91
6881 1/30/04 CF PA- il 1989262 6252647 288.0 17 103.7 114.0 15.7 14.5 91
6882 1/30/04 CF PA-1 I 1989289 6252697 288.0 20 104.4 116.0 15.9 14.0 90
6883 1/30/04 CF PA-i1 . 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 13 103.2 115.0 19.7 16.5 90
6885 1/30/04 CF PA-11 189526 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- Il 1989695 6252658 271.0 21 102.1 118.0 11.4 13.0 87 R10N6888A
6888A 1/30/04 CF PA-I1 1989695 6252658 271.0 21 106.5 118.0 15.9 13.0 90 RT0F6888
6893 1/31/04 CF PA-11 . 1989801 6252693 264.0 10 101.2 112.5 16.7 16.0 90
6894 .1/31/04 CF PA-11 . 1989675 6252566 270.0 10 104.2 112.5 20.2 16.0 . 93
6895 2/2/04 SF PA-11 1989280 6252444 315.0 10 93.2 112.5 14.9 16.0 83 RT0N6895A
6895A 2/2/04 SF PA-11 1989258 6252433 315.0 10 100.9 112.5 16.9 16.0 90 R10F6895
6897 2/2/04 SF PA-11 . 1989285 6252410 320.0 10 98.7 112.5 11.4 16.0 88 R10N6897A
6897A 2/2/04 SF PA-11 1989285 6252410 320.0 10 100.8 112.5 17.1 16.0 90 R10F6897
6899 2/2/04 SF PA-11 1989295 6252437 240.0 16 106:7 117.0 18.1 14.0 91
Project Number: 971009014 . .
Project Name: Bressi Ranch .
Project Location: 0
Client: 0 Page 30 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
6932 2/5/04 CF PA-1 I 1c89948 6252974 265.0 18 103.5 113.0 18.5 16.0 92
6933 2/5/04 CF PA-1 I 1c89696 6252515 288.0 08. 107.4 117.5 15.6 14.0 91
6934 2/5/04 CF PA-1l 189669 6252558 289.0 08 107.3 117.5 18.7 14.0 91
6935 2/5/04 CF PA-1l 189569 6252537 284.0 08 108.0 117.5 16.0 14.0 92
6936 2/5/04 CF PA-1 I 1c89486 6252596 285.0 08 112.0 117.5 16.5 14.0 95
6937 2/5/04 CF PA-1i 189430 6252587 301.0 08 106.9 117.5 15.1 14.0 91
6938 2/5/04 CF PA-1l 1S89337 6252616 302.0 08 107.6 117.5 16.3 14.0 92
6939 2/5/04 CF PA-1l 1S89915 6253004 269.0 08 115.3 117.5 14.6 14.0 98
.6940 2/5/04 CF PA-1l 1c89845 6252942 268.0 08 113.1 117.5 13.7 14.0 96
6941 2/5/04 CF PA-1l 1c89767 6252899 265.0 08 114.7 117.5 14.7 14.0 98
6942 2/5/04 CF PA-1i 1c89846 6252817 271.0 08 111.5 117.5 15.6 14.0 95
6943 2/5/04 CF PA-1 I 189880 6252767 272.0 08 112.6' 117.5 14.6 14.0 96
6944 2/5/04 CF PA-1i 1S89851 6252699 267.0 08 111.9 117.5 14.1 14.0 95
6945 2/5/04 CF PA-11 1S89745 6252770 268.0 08 111.2 117.5 15.4 14.0 95
6946 2/5/04 CF PA-1 I 1c89719 6252826 267.0 08 114.9 117.5 16.2 14.0 98
6947 2/5/04 CF PA-1l 189812 6252945 267.0 08 114.7 117.5 16.2 14.0 98
6964 2/7/04 CF PA- il . 1c89350 6253145 355.0 08 107.0 117.5 14.2 14.0 91
6965 2/7/04 CF PA-1l 1S89363 6253159 356.0 08 105.6 117.5 17.3 14.0 90
7098 3/11/04 SF PA-1i . 1S88967 6253605 301.0 20 105.1 116.0 12.7 14.0 91
7099 3/11/04 SF PA-11 189040 6253562 307.0 20 105.5 116.0 12.5 . 14.0 91
7100 2/2/04 .SF PA-1l . 189501 6252468 251.0 10 101.2 112.5 17.5 16.0 90
7101 2/2/04 SF PA-11 1589573 6252450 259.0 13 104.0 115.0 16.8 16.5 90
7102 2/2/04 SF PA-1l 1S89447 6252412 228.0 18 102.3 113.0 17.2 16.0 91
7109 2/2/04 CF . PA-11 189942 6252954 269.0 21 107.2 118.0 15.5 13.0 91
7110 2/2/04 CF PA-1l 1989955 6252918 269.0 21 106.3 118.0 16.7 13.0 90
7111 2/2/04 CF PA-11 1989827 6252695 275.0 13 103.4 115.0 16.7 16.5 90
7112 2/2/04 CF PA-1i lc89789 6252656 275.0 20 104.5 116.0 15.3 14.0 90
7113 2/2/04 CF PA-1i 1589751 6252601 272.0 18 102.7 113.0 16.5 16.0 91
7114 2/2/04 CF PA-1l . 1588740 6252590 272.0 18 103.1 . 113.0 15.2 16.0 91
7115 2/2/04 SF PA-1l i988955 6252556 247.0 10 101.5 112.5 16.2 .16.0 90
7116 2/2/04 SF PA-1l 1989090 6252538 256.0. 10 101.1 112.5 16.8 16.0 90
7117 2/2/04' SF PA-1l 1989033 6252592 273.0 10 100.7 112.5 16.4 16.0 90
Project Number: 971009014 .. . .. .
Project Name: Bressi Ranch
Project Location: 0
Client: 0 Page 31 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 (%)
No. Date Of Northing Easting Elev (It) Type Field Max Field Opt. Compaction Remarks
7123 2/5/04 CF PA-11 1990061 6253165 282.0 10 107.0 112.5 16.9 16.0 95
7129 2/6/04 CF PA- 11 1990075 6253374 284.0 21 112.1 118.0 16.6 13.0 95
7131 2/6/04 CF PA-l1 1989935 6252988 276.0 20 110.5 116.0 14.8 14.0 95
7135 2/6/04 CF PA-11 1989830 6252910 276.0 13 109.1 115.0 16.7 16.5 95
7136 2/6/04 CF PA-11 189690 6252760 278.0 13 109.7 115.0 17.5 16.5 95
713/ 2/7/04 CF PA-11 1989734 6252690 270.0 21 113.7 118.0 15.6 13.0 96
7138 2/7/04 CF PA-11 1989805 6252912 271.0 10 104.3 112.5 19.6 16.0 93 RTON7138A
7138A 2/7/04 CF PA-11 1989820 6252912 271.0 04 114.7 120.5 14.3 12.5 95 RT0F7138
7146 2/7/04 CF, PA-II 1989825 6252980 271.0 16 107.2 117.0 .17.8 14.0 92 R10N7146A
7146A 2/7/04 CF PA-11 . 1989835 6252980 271.0 16 115.0 117.0 14.5 14.0 98 RT0F7146
7148 2/7/04 .CF PA-1i 1989830 6252925 272.0 16 109.5 117.0 15.6 14.0 94 RTON7148A
7148A 2/7/04 CF PA-1i 1989845 6252925 272.0 16 111.7 117.0 16.2 14.0 95 R10F7148
7157 2/9/04 CF PA-11 1989710 6252540 277.0 12 112.6 120.0 14.8 12.5 94
7158 2/9/04 CF PA-11 . 1989550 6252580 291.0 12 108.5 120.0 18.1 12.5 90
7159 2/9/04 CF PA-11 1989950 6252925 276.0 .06 115.8 122.5 12.0 11.5 95
7160 2/10/04 CF PA-11 1990030 6253170 277.0 04 113.1 120.5 14.9 12.5 94 RTON7160A
7160A 2/10/04 CF PA-1l 1990045 6253175 277.0 04 115.5 120.5 13.7 12.5 96 RTOF7160
7173 2/10/04 CF PA-1l . 1989425 6252600 289.0 06 115.1 122.5 14.6 11.5 . 94 -
7174 2/10/04 .CF PA-11 1989570 6252610 285.0 12 108.6 120.0 17.7 12.5 90
7177 2/10/04 CF . PA-1l 1990115 6253165 300.0 04 113.4 120.5 14.9 12.5 . 94
7180 2/10/04 CF PA-11 1990050 6253350 320.0 21 108.9 118.0 16.8 13.0 92 RTON7180A
7180A 2/11/04 CF PA-11 . 1990075 6253355 320.0 21 111.8 118.0 16.0 13.0 95 RTOF7180
7186 2/11/04 CF . PA- lI . . 1989950 6252960 279.0 21 112.1 118.0 13.7 13.0 95
7194 2/11/04 CF PA-11 . 1590070 6253365 310.0 10 103.3 112.5 16.7 16.0 92
7208 2/12/04 CF . PA-11 . . 1989935 6253015 285.0 10 102.0 112.5 17.2 16.0 91
7209 2/12/04 CF PA-1 I 1990160 6253490 323.0 04 115.7 120.5 14.9 12.5 96
7212 2/12/04 CF PA-1l . 1989760 6252610 288.0 20 104.2 116.0 15.1 14.0 90
7213 . 2/12/04 CF PA-1l 1589675 6252605 288.0 20. 105.1 116.0 16.5 14.0 91
7214 2/12/04 CF PA-11 . 1989550 6252650 288.0 20 106.5 116.0 14.0 14.0 92
7215 2/12/04. CF PA-1l . 1989495. 6252640 288.0 20 105.4 116.0 14.9 14.0 91
7216 2/12/04 CF PA-I1 . 189380 6252675 290.0 20 106.8 116.0 18.1 14.0 92
7217 2/12/04 CF PA-l1 1989105 6252645 290.0 20 . 105.8 116.0 16.3 14.0 91
Project Number: 971009014 . . . .
. Project Name: Bressi Ranch . . . :Mr lob
Project Location: 0
Client: . 0 . Page 32of43
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
7218 2/13/04 CF PA-11 1989875 6252985 295.0 17 108.5 114.0 18.1 14.5 95
7219 2/13/04 CF PA-11 1989908 6252710 296.0 17 107.9 114.0 17.3 14.5 95
7252 2/14/04 CF PA-11 1989930 6252960 299.0 21 112.6 118.0 14.8 13.0 95
7254 2/14/04 CF PA-11 1989900 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-I1 1989950 6253020 327.0 08 108.0 117.5 14.2 14.0 92
7280 2/18/04. CF PA-11 1989854 6252094 307.0.. 21 104.9 118.0 12.3 13.0 89 RTON7280A
7280A 2/18/04 CF PA-11 1989854 6253009 307.0 21 104.6 118.0 12.5 13.0 89 RTON7280B
7280B 2/18/04 CF. PA-1l 1989861 6253013 307.0 21 106.4 118.0 14.1 13.0 90 RT0F7280
7290 2/20/04 CF PA-1l . 1989929 6252922 309.0 16 105.1 117.0 14.0 14.0 90
7291 2/20/04 CF PA-1I 1989905 6252990 .310.0 18 101.9 113.0 19.3 16.0 90
7294 2/20/04 CF PA-1l 1989856 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-1l ,1989880 6252930 315.0 10 101.6 112.5 18.7 16.0 90
7319 2/13/04 . CF PA-11 1989923 6252898 311.0 10 101.6 112.5 19.6 16.0 90
7321 2/13/04 CF PA-11 1989922 6252967 311.0 20 104.8 116.0 15.8 14.0 90
7322 2/I3/04..CF PA-11 . 1989845 6252906 312.0 17 102.7 114.0 16.4 14.5 90
7358 3/3/04 CF PA-11 1988911 6252862 308.0 08 100.8 117.5 19.8 14.0 86 RT0N7358A
7358A 3/3/04 CF PA-11 1988934 6252855 309.0 08 107.2 117.5 16.0 14.0 91 RT OF 7358
7523 3/6/04 CF . PA-11 . 1989900 6253028 320.0 27 107.5 117.0 18.4 14.5 92
7543 3/8/04 CF PA-11 1989930 6252940 322.0 04 108.8 120.5 17.0 12.5 90
7552 3/8/04 CF PA-11 1989845 6252952 318.0 10 100.7 112.5 16.1 16.0 90
7554 3/8/04 CF PA-11 1989827 6253026 317.0 13 104.7 115.0 17.2 16.5 91
7570 3/9/04 CF PA-l1 1989864 6252995 317.0 12 108.4 120.0 17.3 12.5 90
7571 3/9/04 CF PA-11 1989923 6253005 321.0 22 111.6 124.0 14.9 12.0 . 90
7600 3/11/04 SF PA-11 . . 1988914 6253662 305.0 20 106.8 116.0 12.7 14.0 92
7601 3/11/04 SF PA-I1 1988796 6253748 288.0 21 109.9 118.0 13.6 13.0 93
7602 3/11/04 SF PA-11 1988727 6253853 292.0 21 112.0 118.0 12.5 13.0 95
7759 3/12/04 CF PA-11 1989943 6253007 - 325.0 20 104.6 116.0 15.2 14.0 90
7841 3/17/04 CF PA-11 1989802 6253047 342.0 13 98.2 115.0 18.7 16.5 85 RT ON 7841
7841A 3/17/04 CF PA-1l 1589795 6253032 342.0 13 103.7 115.0 18.0 16.5 90 RT OF 7841
7856 3/18/04 ,CF . PA-I1 . 1989922 6253020 . 343.0 17 102.6 114.0 16.0 14.5 . 90
Project Number: 971009014 . .. . .
Project Name: Bressi Ranch
Project Location: 0 . .
Client: 0. . . . Page 33 of 43
Leighton and Associates, Inc 10/8/2 10:00:40AM
- - - - - - - - - - .---- - - - - - - SRI
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
7893 3/23/04 CF PA-11 1989532 6252588 300.0 22 117.2 124.0 13.3 12.0 95
7895 3/23/04 CF PA-11 1989355 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 1989733 6252615 296.0 27 108.6 117.0 17.8 14.5 93
7948 3/25/04 CF PA- il 1989820 6252782 293.0 27 107.7 117.0 16.3 14.5 92
7949 3/25/04 CF PA-11 1989604 6252724 294.0 19 109.3 118.0 18.2 15.0 93
7950 3/25/04 CF PA- 11 1989254 6252707 303.0 23 111.6 119.0 14.6 13.0 94
7951 3/25/04 CF PA-11 1989674 6252895 292.0 27 107.9 117.0 17.0 14.5 92
7952 3/25/04 CF PA-1l 1989064 6252828 303.0 21 108.5 118.0 15.3 13.0 92
7953 3/25/04 CF PA-1l 1989173 6252657 302.0 21 110.2 118.0 15.8 13.0 93
7954 3/25/04 CF PA-1l 1989745 6252907 291.0 23 107.3 119.0 16.1 13.0 90
7955 3/25/04 CF PA- il 1989666 6252803 293.0 23 110.8 119.0 14.6 13.0 93
7956 3/26/04 CF PA-1l 1589171 6252785 303.0 23 112.4 119.0 15.6 13.0 94
7957 3/26/04 CF PA-1l 1989355 6252689 302.0 23 109.2 119.0 16.7 13.0 92
7958 3/26/04 CF PA-1l l89421 6252631 297.0 23 111.6 119.0 14.8 13.0 94
7959 3/26/04 CF PA- Il 1989693 6252865 295.0 23 109.3 119.0 16.2 13.0 92
7960 3/26/04 CF PA-1 1 1989822 6252798 296.0 27 108.8 117.0 17.2 14.5 93
7961 3/26/04 CF PA-1 I Ic89735 6252764 29.0 20 107.9 116.0 15.8 14.0 93
7962 3/26/04 CF PA-1l 1989756 6252652 298.0 23 112.2 119.0 13.8 13.0 94
7963 3/26/04 CF PA-1 I . 1589852 6252760 297.0 23 111.4 119.0 15.3 13.0 94
7964 3/26/04 CF PA-1i 1589760 6252507 300.0 21 108.4 118.0 16.7 13.0 92
7965 3/26/04 CF PA-1l 1989747 6252556 301.0 23 110.8 119.0 15.2 13.0 93
8060 3/20/04 CF PA-1i 1989783 6252665 285.0 21 106.1 118.0 13.0 13.0 90
8061 3/20/04 CF PA-1 I 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 RI ON 8062
8062A 3/20/04 CF PA-1l 1989544 6252658 287.0 02 110.4 122.5 13.5 11.5 90 RI OF 8062
8064 3/20/04 CF PA-11 1989685 6252630 286.0 13 103.3 115.0 13.2 16.5 90
8065 3/20/04 CF PA- Il 1989622 6252708 286.0 23 107.2 119.0 17.5 13.0 90
8066 3/20/04 CF PA-11 1989483 6252627 288.0 13 99.1 115.0 12.6 16.5 86 RT ON 8066
8066A 3/20/04 CF PA-11 1989463 6252652 288.0 13 103.7 115.0 16.7 16.5 90 RI OF 8066
8068 3/20/04 CF PA-11 1989382 6252623 289.0 23 107.6 119.0 13.8 13.0 90
Project Number: 971009014
Project Name: Bressi Ranch
Project Location: 0
Client: 0 Page 34 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
8069 3/20/04 CF PA-1 I 1989373 6252684 289.0 04 108.3 120.5 14.0 12.5 90
8070 3/22/04 CF PA- Il 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-] 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-1 1 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-1l 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 22 113.2 124.0 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- il 1989554 6252723 281.0 22 112.0 124.0 15.1 12.0 90
8224 3/23/04 CF . PA- Il . 1989659 6252672 281.0 02 102.4 122.5 19.2 .11.5 84 RT0N8224A
8224A 3/23/04 CF PA-11 1989770 6252840 281.0 02 109.7 122.5 15.3 11.5 90 R10F8224
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- il . 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 1989515 6252636 296.0 21 106.0 118.0 18.1 13.0 90
8238 3/23/04 CF PA-11 1989815 6252730 286.0 11 108.0 120.0 14.4 13.0 90
8268 3/23/04 CF PA- li 1989440 6252720 292.0 04 109.5 120.5 16.5 12.5 91
8269 3/23/04 CF PA-] I 1989550 6252755 292.0 04 108.9 120.5 15.9 12.5 90
Project Number: 971009014 . . .
Project Name: Bressi Ranch .
Project Location: 0 .
Client: 0 . Page 35of43
Leighton and Associates, Inc 10/8/2 10:00:40AM
- U.
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
8270 3/23/04 CF PA-1 I 1989685 6252705 291.0 23 106.8 119.0 18.1 13.0 90
8271 3/23/04 CF PA-1i 1989820 6252709 293.0 04 108.6 120.5 17.0 12.5 90
8278 3/27/04 CF PA-1l 1989760 6252576 300.0 21 105.7 118.0 16.4 13.0 90
8279 3/27/04 CF PA-1l 1989834 6252574 300.0 13 103.6 115.0 17.4 16.5 90
8280 3/27/04 CF PA- Il 1989453 6252632 303.0 22 112.0 124.0 12.6 12.0 90
8281 3/27/04 CF PA-1l 1989236 6252652 303.0 02 110.0 122.5 13.9 11.5 90
8282 3/27/04 CF PA-1i 1989208 6252675 302.0 22 112.8 124.0 14.7 12.0 91
8283 3/27/04 CF PA-1I 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-1 I 1989414 6252690 304.0 23 107. 119.0 13.4 13.0 90
8287 3/29/04 CF PA-1l 1989627 6252648 303.0 04 108.6 120.5 14.1 12.5 90
8288 3/29/04 CF PA-1l l;89680 6252662 303.0 23 107.8 119.0 16.3 13.0 91
8289 3/29/04 CF PA-1l . 1989797 6252055 304.0. 02 109.8 122.5 12.4 11.5 90
8300 3/29/04 CF PA-1l 1989850 6252068 305.0 16 105.0 117.0 14.4 14.0 90
8301 3/29/04 CF PA-1l . 1989945 6252775 301.0 22 111.4 124.0 14.4 12.0 90
8302 3/29/04 CF PA-1l 1989862 6252826 301.0 22 111.3 124.0 14.6 12.0 90
8303 3/22/04 CF PA- Il 1989688 6252814 300.0 23 107.5 119.0 14.0 13.0 90
8304 3/29/04 CF PA- lI 1989736 6252863 300.0 23 107.8 119.0 14.6 13.0 91
8305 3/29/04 CF PA-1l . . 1989215 6252695 304.0 02 110.4 122.5 11.6 11.5 90
8306 3/29/04 CF PA-1l 1989386 6252653 305.0 04 109.7 120.5 12.7 12.5 . 91
8307 3/29/04 CF PA-11 1989561 6252649 3050 22 111.7 124.0 12.3 12.0 90
8308 3/29/04 CF PA-1l . 1989831 6252620 304.0. 04 109.0 120.5 12.9 12.5 90
8309 3/29/04 CF PA-1l 1989874 6252799 303.0 02 109.8 122.5 12.0 11.5 90
8310 3/29/04 CF PA-1l 1989666 6252845 303.0 02 110.1 122.5 11.6 11.5 90
8311 . 3/29/04 CF PA-1l 1989578 6252804 304.0 22 112.8 124.0 12.2 12.0 91
8312 . 3/29/04 CF PA-1l 1c89532 6252812 302.0 22 112.1 124.0 12.3 12.0 90
8313 3/29/04 . CF PA-1l S 1989448 6252845 303.0 22 .111.3 124.0 12.7 12.0 90
8314 3/29/04 CF PA-1l 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 1989805 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
Project Number: 971009014 S
S Project Name: Bressi Ranch •
Project Location: . 0
Client: • 0 • S • S Page 36 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 (%)
No. Date Of Northing Easting Elev (ft) Type Field Max Field Opt. Compaction Remarks
8343 3/30/04 CF PA-I I . 1989708 6252872 308.0 16 104.9 117.0 16.1 14.0 90
8344 3/30/04 CF PA-1l 1589480 6252805' 306.5 23 106.9 119.0 15.0 13.0. 90
8345 3/30/04 CF PA-11 1989416 6252822 305.5 23 107.3 119.0 15.8 13.0 90
8346 3/30/04 CF PA-11 1589270 6252842 306.0 20 104.0 116.0 14.0 14.0 90
8347 3/30/04 CF PA-1i 1989195 6252918 304.0 16 105.7 117.0 14.0 14.0 90
8348 3/30/04 CF PA-1l 1989160 6252713 304.0 20 104.0 116.0 14.0 14.0 90
8349 3/30/04 CF PA-Ii 1989617 6252650 307.0 23 107.5 119.0 15.9 13.0 90
8350 3/30/04 CF PA-1l 1989775 6252571 308.0 02 110.2 122.5 16.8 11.5 90
8351 3/30/04 CF PA-II 1989838 6252675 308.5 04 109.4 120.5 17.0 12.5 91
8352 3/30/04 CF PA-1i 1989852 6252832 308.5 19 105.9 118.0 16.7 15.0 90
8353 3/30/04 CF PA-i I 1989692 6252909 308.0 ii 108.2 120.0 14.3 13.0 90
8354 3/30/04 CF PA-II 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 RT0N8355A
8355A 3/30/04 CF PA-1l . . . 1989400 6252927 306.5 21 106.2 118.0 16.6 13.0 90 RTOF 8355
8357 3/30/04 CF PA-1i . 1989303 6252851 305.0 23 107.3 119.0 17.0 13.0 90
8358 3/30/04 CF PA-1l 1989107 6253005 306.0 04 109.0 120.5 16.9 12.5 90
8359 3/31/04 CF PA-1I 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-I1 . 1989184 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- il 1589520 6252612 307.0 19 109.1 118.0 15.9 .15.0 92
8364 3/31/04 CF PA-11 1989839 6252796 307.0 19 106.1 118.0 17.9 . 15.0 90
8365 3/31/04 CF PA- Il . . 1989872 6252830 308.0 19 109.6 118.0 16.8 15.0 93
8366 3/31/04 CF PA-II . 1989870 6252736 309.0 19 109.4 118.0 15.1 15.0 93
8367 3/31/04 CF PA-11 189301 6252991 . 310.0 17 102.5 114.0 14.5 14.5 90
8368 . 3/31/04 CF PA-II 1989275 6252874 310.0 02 110.6 122.5 14.4 11.5 90
8369 4/1/04 SF PA-1i . 1988875 . 6253346 293.0 21 110.2 118.0 10.6 13.0 93
8370 4/1/04 SF PA- li . 1588937 6253329 300.0 21 111.7 118.0 9.6 13.0 95
8371 4/1/04. SF PA-1l 1589058 6253490 290.0 21 108.0 118.0 7.8 13.0 92
8372. 4/1/04 SF PA-11 1988964 6253490 285.0 21 107.4 118.0 12.7 13.0 91
8373 4/1/04 SF PA- il 1988918 6253630 295.0 21 108.8 118.0 9.0 13.0 92 8380 4/1/04 CF PA-11 . . 1989397 6252876 316.0 04 109.1 120.5 13.2 12.5 91
Project Number: 971009014 .
Project Name: Bressi Ranch
Project Location: 0
Client: 0 . . Page 37of43
Lelgtlton and Associites, Inc 10/8/2 10:00:40AM
M'", - 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
8401 4/1/04 CF PA-1 I 1989532 6252798 313.0 02 109.9 122.5 16.4 11.5 90
8402 4/1/04 CF PA-II 1989288 6253006 312.0 04 109.5 120.5 13.6 12.5 91
8405 4/1/04 CF PA-11 1989192 6252978 315.0 23 107.3 119.0 14.1 13.0 90
8407 4/1/04 CF PA-l1 1989223 6252914 315.0 22 .112.4 124.0 14.1 12.0 91
8409 4/1/04 CF PA-11 1989351 6252987 312.0 .11 107.9 120.0 16.3 13.0 90
8410 4/1/04 CF PA-11 1989491 6252853 316.0 23 107.6 119.0 14.9 13.0 90
8411 4/1/04 CF PA-i1 1989741 6252920 313.0 21 106.0 118.0 15.2 13.0 90
8415 4/1/04 CF PA-11 . 1989268 . 6252887 315.0 02 110.8 122.5 14.2 11.5 90
8422 4/3/04 CF PA- Il 1989285 6252952 317.0. 16 106.7 117.0 12.6 14.0 91
8423 4/3/04 CF PA-11 1989340 6252918 320.0 16 109.8 117.0 14.7 14.0 94
'8424 4/3/04 CF. 'PA-11 1989420 . 6252920 323.0 19 106.7 118.0 16.0 15.0 90
8425 4/3/04 CF PA-11 1989750 6252930 320.0 19 109.4 118.0 17.7 15.0 93
8426 .4/3/04 CF PA-11 1989676 6252880 321.5 19 107.0 118.0 19.2 15.0 91
'8427 4/3/04 CF PA-11 ' . . 1989614 6252833 323.0 19 106.0 118.0 18.9 15.0 90
8428 4/3/04 CF PA- il 1989315 6253028 318.0 18 106.2 113.0 18.5 16.0 94
8429. 4/3/04 CF PA-i1 . 1989420 6252990 321.5 18 103.5 113.0 16.2 16.0 92
8430 4/3/04 CF PA-i1 . 1989510 6252955 324.5 19 108.4 118.0 16.3 15.0 92
8431 4/3/04 CF PA- Il. ' . 1989550 6252860 324.0 19 104.1 118.0 15.8 15.0 88 RTON8431A
8431A 4/3/04 CF PA-I1 . 1989559 6252840 324.0 19 106.7 118.0 15.1 15.0 90 RTOF 8431
8432 4/5/04 CF PA-I1' . 1989063 6253170 319.0 19 109.9 118.0 16.7 15.0 93
8433 4/3/04 CF PA-l1 1989077 6253210 320.0 19 105.9 118.0 15.3 15.0 90
8434 4/3/04 CF PA-i1 1989156 6253.160 322.0 19 111.0 118.0 17.3 15.0 94
8435 4/3/04 CF PA-I1 . ' 1989220 6252950 318.0 10 103.3 112.5 10.3 16.0 92
8436 4/3/04 CF PA-i1 199220 6252950 317.5 10 .101.9 112.5 19.2 16.0 91
8437 4/3/04 CF PA-l1 '. ' 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-i1 . . 1989110 6253130 321.5 22 113.7 124.0 13.0 12.0 92
8440 4/5/04 CF PA-i1 . 1988939 6253351 286.0 22 111.7 124.0 13.8 12.0 ' 90
8441 4/5/04 CF PA- il . 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 15.2 15.0 92
8443 4/5/04 CF PA- li ' 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 17.2 15.0 92
Project Number: 971009014 . ' .
' 2'
Project Name: Bressi Ranch .
Project Location: 0 . . . .
Client: , . , 0 Page 38of43
Leighton and Associates, Inc ' . 10/8/2 10:00:40AM
-0 - - - - - - - - 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-i 1 1089378 6252885 321.0 16 108.1 117.0 16.2 14.0 92
8485 4/6/04 CF PA-11 1989386 6252980 3 22. 0 19 108.2 118.0 13.9 15.0 92
8486 4/6/04 CF PA-11 1989442 6252960 322.0 16 107.8 117.0 16.2 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- Il 1989944 6252830 316.0 19 105.1 118.0 20.7 15.0 89 RT0N8488A'
8488A 4/6/04 CF PA- Il 189956 6252840 316.0 19 109.4 118.0 19.9 15.0 93 RT OF 8488
8490 4/6/04 CF PA-I1 1989764 6252964 323.0 10 101.6 112.5 20.4 16.0 90
8491 4/6/04 CF PA-I1 1989715 6252933 3 24. 0 19 111.3 118.0 13.5 15.0 ' 94
8492. 4/6/04 CF ' PA-I1 1989650 6252891 325.0 16 106.6 117.0 16.7 14.0 91
8493 4/6/04 CF PA-I1 S 1989420 6252864 323.0 19 107.8 118.0 13.9 15.0 91
8494 4/6/04 CF PA-I1 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 19 110.2 118.0 14.2 15.0 93
8496 4/6/04 CF PA-I1 1089553 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- il . 1988473 6254285 233.0 18 103.5 113.0 16.3 16.0 92'
8543 3/3/04 SF PA- il . .1988485 6254376 245.0 20 105.2 116.0 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 3/31/04 CF PA-I1 1989260 6252975 306.0 02 110.1 122.5 14.4 11.5 90
8549 4/1/04 CF PA-l1 . 1989303 6253035 315.0 22 112.8 124.0 12.9 12.0 91
8600 4/9/04 CF PA- 11 1089086 6253140 322.0 22 114.6 124.0 12.7 12.0 92
8601 4/9/04 CF PA-11 1989170 6253215 323.0 18 107.2 113.0 17.3 16.0 95
8602 4/9/04 CF PA-11 ' 1989120 6253190 324.0 18 .104.8 113.0 15.5 :16.0 93
8603 4/9/04 CF PA-1l 1989055 6253210 324.0 18 103.3 113.0 18.9 16.0 91
8612 4/1/04 CF PA-l1 . ' 1989255 . 6253045 315.0 22 113.0 124.0 11.0 12.0 91
8615 4/15/04 CF PA-l1 . 1989650 6253093 347.0 17 110.4 114.0 14.7 14.5 97
8630 .4/16/04 SF . 'PA- Il , 1)89409 6253139 330.0 08 107.5 117.5 9.5 14.0 91
8631 4/16/04 . SF PA- Il , . 1989555 6253085 334.0 08 108.5 117.5 13.8 14.0 92
8632 4/16/04 SF- PA-il' 1989778 6253022. 342.0 07 112.2 122.0 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-1 1 1989727 , 6252506 290.0 08 112.6 117.5 17.0 14.0 96
Project Number: . 971009014 -
Project Name: Bressi Ranch S S
Project Location: 0
5
5
5
Client: 0 . S - Page 39 of 43
5
Leighton and Associates, Inc 5 '10/8/2 10:00:40AM
SUMMARY OF FIELD DENSITY TESTS
Test Test Test Location - Test Soil Dry Density Moisture (%) Relative (%)
No. Date Of North ing Easting 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 15.2 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 08 107.2 117.5 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 21 106.2 118.0 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-I! . 1988483 6253548 208.0 19 106.2 118.0 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- Il 1988544 6253497 233.0 18 104.2 113.0 15.2 16.0 92
8812 3/10/04 SF PA-11 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 18 102.2 113.0 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 18 102.4 113.0 16.7 16.0 91
8818 3/10/04 SF PA- 1'] . 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: 971009014
Project Name: Bressi Ranch 40 '
Project Location: 0 .
Client: 0 . . . Page 40of43
Lelgnton and Assoc!ites, 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
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 1988648 6252570 267.0 17 103.0 114.0 14.2 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 1988804 62527.14 273.0 18 102.5 113.0 15.4 16.0 91
8825 3/10/04 SF PA-11 1988825 6252596 248.0 17 .104.8 114.0 16.2 14.5 92
8826 3/10/04 SF PA-11 1988797 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
891.7 4/14/04 FG Lot!! 1988821 6252822 0.0 08 105.9 117.5 14.2 14.0 . 90
8918 4/14/04 FG Lot 11 . . . 1988743 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 4/1 4/04 . FG Lot 12 1988840 6252994 0.0 22 114.5 124.0 13.9 12.0 92
8921 4/14/04 FG Lot 13 1988943 6253030 0.0 22 114.5 124.0 12.9 12.0 92
8922 4/14/04 FG Lot 13 1989032 6252965 0.0 22 112.0 124.0 11.2 12.0 90
8923 4/15/04 SF PAll . 1989856 6252853 309.0 . 17 103.3 114.0 17.9 14.5 91
8925 4/15/04 SF . PA-1l 1c89066 6252891 308.0 18 102.0 113.0 21.4 16.0 90
8926 .4/15/04 SF PA-11 1589083 6252971 308.0 08 109.4 117.5 16.2 14.0 93
8927 4/15/04 SF PA-I! 1589030 6253021 308.0 08 110.4 117.5 11.9 14.0 94
8928 .4/15/04 SF PA-11 1588889 6253072 312.0 22 119.0 124.0 13.2 12.0 96
8929 4/15/04 SF PA-11 . 1988809 6252991 312.0 18 104.3 113.0 13.7 16.0 92
8930 4/15/04 SF PA-11 1989107 6253250 322.0 18 96.7 113.0 13.9 16.0 86 RT0N8930A
8930k 4/15/04 SF PA- il . 1989102 6253280 322.0 18 101.7 113.0 13.3 16.0 90 R10F8930
8931 . 4/15/04 CF PA-11 .. . . 1989730 6252731 313.0 22 111.4 124.0 14.8 12.0 90
8932 4/15/04 SF PA-11 1989030 6253222 321.0 08 111.3 117.5 14.7 14.0 . 95 . . . .
8933 4/15/04 SF PA-I! 1989012 . 6253189 318.0 08 110.6 . 117.5 14.1 14.0 . 94
8934 4/15/04 SF PA-11 . 1989067 6253134 315.0 08 107.0 117.5 13.7 14.0 91
8935 4/15/04 SF PA-11 . 1989180 6253096 319.0 08 106.3 117.5 14.7 .14.0 90
8936 4/15/04 SF . PA-l! 1989252 6253166. 320.0 08 109.3 117.5 14.8 14.0 93
8937 4/15/04 SF PA-11 1989877 6252506 . 316.0 08. 105.8 117.5 13.7 14.0 90
8938 4/15/04 SF PA- !! . 1589883 6252586 315.0 08 106.7 117.5 13.2 14.0 91
8939 4/19/04 SF PA-1l . 1589958 6252692 312.0 18 101.8 113.0 14.8 16.0 90
8940 4/15/04 SF PA-1l . . 1589750 6252692 320.0 18 103.2 113.0 18.6 16.0 91
Project Number: . 971009014 . Ah Project Name: Bressi Ranch
Project Location: 0 . . .
Client: 0 . . Page 41 of 43
- Leignron ana Associates, Inc 101812 10:00:40AM
SUMMARY OF FIELD DENSITY TESTS
Test
No.
Test
. Date
Test
Of
Location -
Northing Easting
Test
£lev (ft)
Soil
Type
Dry Density
Field Max
Moisture (%)
Field Opt.
Relative (%)
Compaction Remarks
8941 4/15/04 SF PA-fl . 1989698 6252844 320.0 18 101.9 113.0 12.5 16.0 90
8942 4/1 9/04 SF PA-11 ' 1989680 6252790 317.0 18 102.2 113.0 17.5 16.0 90
8943 4/15/04 SF PA-1 1- 1989649 6252766 322.0 18 102.2 113.0 14.5 16.0 90
8944' 4/14/04 FG Lot 1988813 6253173 0.0 22 114.2 124.0 9.7 12.0 92
8945 4/14/04 FG Lot 1988742 . 6253159 0.0 22 112.8 124.0 12.6 12.0 91
8946 4/14/04 FG Lot ' 1988715 6253065 0.0 07 111.7 122.0 10.2 13.0 92
8947 4/14/04 FG Lot 1988635 6253037 0.0 07 111.9 122.0 13.2 13.0 .92
8948 4/14/04 FG '.Lot8 ' 1988588 6252952 0.0 07, 110.2 122.0 13.5 13.0 90
8949 4/14/04 FG, Lot 1988518 6252890 0.0 07 111.4 122.0 13.0 13.0 91
8950 4/14/04 FG Lot ' 1988573 6252727 0.0 22 112.3 124.0 11.8 12.0 91
8951 4/14/04 FG Lot 1988505 6252760 0.0 22 '111.6 124.0 15.2 12.0 90
8952 4/14/04 FG Lot 10 1988703 6252805 0.0 07 110.9 122.0 13.5 13.0 91
8953 . 4/14/04 FG Lot 10 ' 1988663 ' 6252737 0.0 07 114.2 122.0 13.6 13.0 94
8954 4/23/04 FG Lot 1988537 6253889 0.0 20 111.5 116.0 12.3 14.0 96
8955 4/23/04 FG Lot ' 1988571 6253783 . 0.0 20 106.6 116.0 15.6 14.0 92
8956 4/23/04 FG Lot ' 1988611 6253677 0.0 15 106.5 112.0 13.8 15.5 95
8957 4/23/04 PG Lot . 1988683 6253690 0.0 15 103.6 112.0 17.3 15.5 93
8958 4/23/04 FG Lot 1988632 6253382 0.0 15 105.8 112.0 17.9 15.5 94
.8959 4i23/04 FG Lot 1988654 6253510 0.0 15 100.8 112.0 16.0 15.5 90
8966 4/27/04 FG Lot 18 ' 1989728 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 Lbt 19 1989872 6252812 0.0 07 113.9 122.0 9.3 13.0 93
8976 .4/14/04 SF PA-i1 ' . 1989516 6252539 294.0 08 105.8 117.5 12.5 14.0 ' ' 90 '
8977 4/14/04 'SF PA-I I 1989442 6252558 300.0 08 108.2 117.5 12.1 '14.0 92
8978 4/14/04 SF PA-11 ' . 1989328 6252583 305.0 08 109.2 117.5 12.6 14.0 ' 93
8979 4/14/04 SF PA-11 ' 1989063 .6252611 290.0 08 107.3 117.5 14.2 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-11 ' . . 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: 971009014.
Project Name: ' Bressi Ranch
Project Location: 0 .
Client:
' 0 ' ' . Page 42of43 .
Leighton and Associates, Inc . 10/8/2 10:00:40AM
M M M M-00 - - _) - - M E" NNW,
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
9061 4/1 9/04 SF PA-11 1989697 6252824 327.0 08 107.8 117.5 13.7 14.0 92
9062 4/1 9/04 SF PA-11 1989562 6252768 320.0 08 107.6 117.5 14.9 14.0 92
906.3 4/1 9/04 SF PA-1l 1989275 6252857 314.0 08 108.8 117.5 15.1 14.0 93
9064 4/19/04 SF PA-1l 1989337 6252837 318.0 08 105.8 117.5 15.7 14.0 90
9065 4/19/04 SF PA-11 . . 1989394 6252828 318.0 08 105.7 117.5 15.2 14.0 90
9066 4/19/04 SF PA-1l 1989446 6252785 308.0 08 107.2 117.5 17.8 14.0 91
9067 4/19/04 SF PA-1l 1989225 6253012 314.0 08 105.7 117.5 15.2 14.0 90
9182 '6/14/04 FG Lot I 1588926 6253353 288.0 22 114.4 124.0 8.9 12.0 92
9183 6/14/04 FG Lot 1 1988944 6253424 288.0 02 109.8 122.5 12.2 11.5 90
9184 6/14/04 FG Lot'2 1588981 6253484 285.0 22 117.5 124.0 9.5 12.0 95
9185 6/14/04 FG Lot 1988927 6253521 285.0 22 112.2 124.0 8.2 12.0 90
9186 6/14/04 FG Lot 20 1589745 6252947 328.5 17 103.2 114.0 10.7 14.5 91
9187 6/14/04 FG Lot 20 1589684 6252895 328.5 16 105.9 117.0 9.8 14.0 91
9188 6/14/04 FG Lot 2I 1589599 6252834 328.0 02 110.5 122.5 9.6 11.5 90
9189 6/14/04 FG Lot 21 1989545 6252874 328.0 . 02 110.4 122.5 8.0 11.5 90
9190 6/14/04 FG .Lot22 1589451 6252870 326.0 02 112.6 122.5 8.6 11.5 92
9191 6/14/04 FG Lot22 1589469 6252970 326.0 23 107.9 119.0 10.0 13.0 91
9192 6/14/04 FO Lot23 1589388 6252991 323.0 22 117.0 124.0 8:6 12.0 94
9193 6/14/04 FG Lot 23 1989342 6253003 323.0 22 116.6 124.0 8.8 12.0 94
:2194 6/14/04 FG Lot 24 1989294 6252993 319.0 02 110.3 122.5 9.2 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 Lot25 1989155 6253165 325.0 21 106.1 118.0 10.6 13.0 90
9197 6/14/04 FG Lot25 1989116 6253205 325.0 21 106.2 118.0 10.8 13.0 90
Project Number: 971009014 .
Project Name:. Bressi Ranch
Project Location: 0 ,
Client: 0
, Page 43of43
Leighton ana Associates, Inc 10/8/2', 10:00:40AM
I 971009-014
I APPENDIX C
Laboratory Testing Procedures and Test Results
I
Maximum Density Tests: The maximum dry density and optimum moisture content of typical soils
were determined in accordance with ASTM Test Method D1557. The results of these tests are -
presented in the table below: -
Number Sample DescrSample iption Description Maximum /
Density (pcf) j_
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 silty 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-i
971009-014
APPENDIX C (Continued)
Sample
Number
0
Sample Description Maximum Dry
Density (pcf)
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 . 126.0 905
Expansion Index Tests: The expansion potential of selected materials was evaluated by the
Expansion Index Test, UBC Standard No. 18-2. Specimens are molded under a given compactive
energy to approximately the optimum moisture content and approximately 90 percent relative
compaction. The prepared 1-inch thick by 4-inch diameter specimens are loaded to an equivalent
144 psf surcharge and are inundated with distilled water until volumetric equilibrium is reach. The
results of these tests are presented.on Table 1 at the rear of the text.
Soluble Sulfates: The soluble sulfate contents of selected samples were determined by standard
geochemical methods. The results of these tests are presented on Table I at the rear of the text.
C-2.
Leighton and Associates, Inc.
GENERAL EARTHWORK AND GRADING SPECIFICATIONS
I Page 1 of 6
LEIGHTON AND ASSOCIATES, INC.
GENERAL EARTHWORK AND GRADING SPECIFICATIONS FOR ROUGH GRADING
•1.O General .
I 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
I 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
I 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).
I 1.2 The Geotechnical Consultant of Record: Prior to commencement of work, the owner shall
employ the Geotechnical Consultant of Record (Geotechnical Consultant). The
I Geotechnical Consultants shall be responsible for reviewing the approved geotechnical
report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions,
and recommendations prior to the commencement of the grading.
I Prior to commencement of grading, the Geotechnical Consultant shall review the 'work
plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel..
to perform 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
I . 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
I . . . . .
removal" areas, all key bottoms, and benches made on sloping ground to receive fill.
The Geotechnical Consultant shall observe the moisture-conditioningand processing of the
I .. . . - ....: ., . _subgrade and fill materials and perform.relative compaction testing of fill to determine the
attained level of compaction. The Geotechnical Consultant shall provide the test results to
the owner and the Contractor on a routine and frequent basis.
I H -
I
I 3030.1094
I
Leighton and Associates Inc
GENERAL EARTHWORK AND GRADING SPECIFICATIONS'
I
Page 2of6
I 1.3 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-conditioning and processing of fill, and compacting fill.
I The Contractor shall 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
I' ..
commencement of grading. The Contractor shall inform the owner and the Geoteëhnical
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
I of all grading operations.
I
. 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
I
. 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, insufficient buttress key size, adverse weather, etc., are resulting in
quctuty of work less than required in thiesepct1iaLiul1, ui icuLc.iiwjt L.oiIsUitalit
I 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
I .2.1 Clearing and Grubbing: Vegetation, such as brush, grass, roots, and other deleterious
material shall be sufficiently removed and properly disposed of in a method acceptable to
the owner, governing agencies, and the Geotechnical Consultant.
I
The Geotechnical Consultant shall evaluate the extent of theseremovals depending on
specific site conditions. Earth fill material 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 handling of these materials prior to continuing to work in that area.
I
I
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 dumping or spillage of these fluids
onto the ground may constitute a misdemeanor, punishable by fines and/or imprisonment,
and shallnot be allowed.
I . 3030.1094
I
Leighton and Associates, Inc.
GENERAL EARTHWORK AND GRADING SPECIFICATIONS
Page 3.of 6
I 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 overexcavatedas specified in the following section.
I 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 uniform 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 minimum height of 4 feet into competent material or as
otherwise recommended by the Gèotechnical Consultant. Fill placed on ground sloping
flatter than 5:1 shall also be benched or otherwise overexcavated to provide a flat subgrade
for the fill.
2.5 EvaIuation/A1iLaiic f 1'iii Aicas: Ai aias to icceive fill, including removal and
I
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
I . Consultant prior to fill placement. A licensed surveyor shall provide the survey control for
determining elevations of processed areas, keys, and benches.
I . 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
I . expansion potential, or low strength shall be placed in areas acceptable to the Geotechnical
Consultant or mixed with other soils to achieve satisfactory fill material. . S
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 densifièd
fill. Oversize material shall not be placed within 10 vertical feet of finish grade or within
2 feet of future utilities or underground construction.
I 3030.1094 . . . S. S :•
I
Leighton and Associates, Inc.
GENERAL EARTHWORK AND GRADING SPECIFICATIONS
I.Page 4 of 6
I 3.3 Import: If importing of fill, material is required for grading, proposed import material shall
meet the requirements of Section 3.L The potential import source shall be given to the
Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that
I 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
I 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
I 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
I .D1557-91).
4.3 Compaction of Fill: After each layer has been moisture-conditioned, mixed, and evenly
I
spread, it shall be uniformly compacted to not less than 90 percent of maximum dry density
(ASTM Test Method D1557-91). Compaction equipment'shall be adequately sized and be
either specifically designed for soil compaction or of proven reliability to efficiently
I
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 tothe 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
I ' soils shall be performed 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'
I 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).
1' .--
I
I 3030.1094
I
I' Leighton and Associates, Inc.
GENERAL EARTHWORK AND GRADING SPECIFICATIONS
I Page 5 of 6
I 4.6 Frequency 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
I 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
I minimum standards are not met.
4.7 Compaction Test Locations: The Geotechnical Consultant shall document the approximate
I 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
I 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
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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
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encountered during grading. All subdrains shall be surveyed by a land surveyor/civil engineer for
line and grade after installation and prior to burial. Sufficient time should be allowed by the
Contractor for these surveys.
6.0 Excavation
I 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 estimates only. The actual extent of removal shall be determined by the Geotechnical
I '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
I slope, unless otherwise recommended by the Geotechnical Consultant.
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I ' 3030.1094
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S
Leighton and 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 I
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 1 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 corn paction. 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
Specifications of Public Works Construction unless the Contractor can demonstrate to the
Geotechnical Consultant that the fill lift can be compacted to the minimum relative
compaction by his alternative equipment and method.
3030.1094
MATERIAL
LBENCHHOGHT
15' MIN.
LOWEST
FOR SUBDRAINS SEE
STANDARD DETAIL C
BENCH BENCHING SHALL BE DONE WHEN SLOPE'S
(KEY) ANGLE IS EQUAL TO OR GREATER THAN 5: 1.
MINIMUM BENCH HEIGHT SHALL BE 4 FEET
AND MINIMUM FILL WIDTH SHALL BE 9 FEET.
1
1
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FILL SLOPE
1 L
TOE OF SLOPE TO
APPROVED GROUND
""-REMOVE
EXISTING --:-:-:-I - ------ UNSUITABLE
BENCH GROUND SURFACE TBENCH HEIGHT MATERIAL
(4' TYPICAL)
15' MIN.
2' MIN.— LOWEST
KEY BENCH
DEPTH (KEY)
FILL-OVER-CUT SLOPE C
UT
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EXISTING
GROUND SURFACE
TBENCH HEIGHT
(4- TYPICAL)
LOWEST REMOVE
2' M I N:- BENCH UNSUITABLE
KEY (KEY) MATERIAL
EPTH
'CUT FACE
SHALL BE CONSTRUCTED PRIOR
TO FILL PLACEMENT TO ASSURE
ADEQUATE GEOLOGIC CONDITIONS ' /
EXISTING
GROUND
CUT-OVER-FILL SLOPE SURFACE e3K~Z'
OVERBUILD AND - :-:-:--:--:-'
TRIM BACK -::- REMOVE
DESIGN SLOPE —_-QMej..En UNSUITABLE
PROJECTED PLANE-
1 TO 1 MAXIMUM
FROM TOE OF SLOPE
TO APPROVED GROUND
2' MIN.
KEY
DEPTH
GENERAL 'EARTHWORK .AND
KEYING AND BENCHING GRADING SPECIFICATiONS
STANDARD DETAILS A
LEIGhTON 'AND ASSOCIATES
CUT FACE SHALL BE
CONSTRUCTED PRIOR
TO FILL PLACEMENT
ii
ti SH GRADE
SLOPE FACE -a : I -
15 MI N, - 3
- OMPCTEØ.FJLL
1 O MI N 7 E - 4M 5 M IN
- -
-7- - LO-7
OVERSIZE WINDROW
------_.... -6.MAX
* OVERSIZE ROCK IS LARGER THAN
8 INCHES IN LARGEST DIMENSION.
* EXCAVATE A TRENCH IN THE COMPACTED
FILL DEEP ENOUGH TO BURY ALL THE
ROCK. GRANULAR MATERIAL TO BE DETAIL DENSIFIED IN PLACE BY
* BACKFILL WITH GRANULAR SOIL JETTED FLOODING OR JETTING.
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.
I JLXT);t :
JETTED OR FLOODED
GRANULAR MATERIAL I -
I TYPICAL PROFILE ALONG WINDROW
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OVERSIZE
ROCK DISPOSAL
GENERAL EARTHWORK AND
GRADING SPECIFICATIONS
STANDARD DETAILS B
LEIGHTON AND ASSOCIATES
N
N EXISTING
GROUND SURFACE-
-----------------------------------------
----------------
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------------
REMOVE -----------------------
UNSUABLE
BENCHING MATERIAL
SUBDRAIN
TRENCH
SEE DETAIL BELOW
6" MIN.
OVERLAP
CALTRANS CLASS 2 PERMEABLE-- -:
OR #2 ROCK (9FY'3/FT) WRAPPED">
IN FILTER FABRIC
FILTER FABRIC
(MIRAFI 140N OR APPROVED
EQUIVALENT)*
6" MIN.
COVER
4" MIN. BEDDING
N COLLECTOR PIPE SHALL
BE MINIMUM 6" DIAMETER
SCHEDULE 40 PVC PERFORATED
PIPE. SEE 'STANDARD DETAIL D
FOR PIPE SPECIFICATIONS
arc'nrI rl,p,c1.l ."-" I
GRADE
10' MIN.
BACKFILL
--:-:COMPACTED
---------------------------------
----------------------------------
FILTER FABRIC
(MIRAFI 140N OR APPROVED
EQUIVALENT)
..-CALTRANS CLASS 2 PERMEABLE
0, OR #2 ROCK (9FT3/FT) WRAPPED
IN FILTER FABRIC
20' MIN. I5' MIN.I - PERFORATED
0 j) MIIN. ir't.
NONPERFORATED 6"0 MIN.
GENERAL EARTHWORK AND
CANYON SUBDRAINS. GRADING SPECIFICATIONS
i
STANDARD DETAILS C
LEIGHTON AND ASSOCIATES
OUTLET PIPES
4" 0 NONPERFORATED PIPE,
100' MAX. O.C. HORIZONTALLY,
30' MAX O.C. VERTICALLY
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i 15' MIN. -.
TRENCH E.IN...,fl
DETAIL
MPACTED
KEY WIDTH
AS NOTED ON GRADING PLANS 12" MIN. OVERLAP —
KEY DEPTH
7
(2 MIN.) RING TIED EVERY
BACK CUT
BENCH
r.r. SUBDRAIN
1:1 OR FLATTER
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LOWEST SUBDRAIN SHOULD
BE SITUATED AS LOW AS
POSSIBLE TO ALLOW
SUITABLE OUTLET
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CALTRANS CLASS II I
PERMEABLE OR #2
ROCK (3 FT'3/FT)
WRAPPED IN FILTER
FABRIC •1 4" 0
VNON_PERFORATED
\OJTLET PIPE - -
7
T—CONNECTION
FOR COLLECTOR
PIPE TO OUTLET PIPE
PROVIDE POSITIVE
SEAL AT '1;-:'L
JOINT.
16" MIN.
jjCOVER
:-4'.g I PERFORATED
- PIPE
5XMIN
____ 4 MIN.
BEDDING
FILTER FABRIC
FNVFI OPF (MIR.AFI
140 OR APPROVED
EOUIVALENT)
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SUBDRAIN. TRENCH DETAIL
SUBDRAIN INSTALLATION - subdroin collector pipe shall 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 at least 8 perforations uniformly spaced per foot. Perforation
shall be 1/4" to 1/2" II drill holes ore used. All sub.drain pipes shall hove .0 grodien,t of at
least 2% towards the outlet.
SUBDRAIN PIPE - Subdroin pipe shall 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 than 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 native,
soil backfill.
BUTTRESS OR
, GENERAL EARTHWORK AND
REPLACEMENT FILL ' GRADING SPECIFICATIONS
SUBDRAINS STANDARD DETAILS D
LEIGHTON AND ASSOCIATES
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SOIL BACKFILL, COMPACTED TO
90 PERCENT RELATIVE COMPACTION
BASED ON ASTM D1557
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6" MINs
OVERLAP FILTER FABRIC ENVELOPE
0• :----MIRAFI HON OR APPROVED
0 0 0
0
01
EQUIVALENT)**
I;1' MIN 3/4' TO -1-1/2" CLEAN GRAVEL
I.
0 4" (MIN.) DIAMETER PERFORATED
0 ..-:-:-- PVC PIPE (SCHEDULE 40 OR
EQUIVALENT) WITH PERFORATIONS
0 0 ORIENTED DOWN AS DEPICTED
0 0
• 0 MINIMUM 1 PERCENT GRADIENT
0 TO SUITABLE OUTLET
L -- ------- 3" MIN:
RETAINING WALL
WALL WATERPROOFING
PER ARCHITECTS
SPECIFICATIONS
I FINISH GRADE
:-:-:-:-:-:-:-:-:-:-:-:-:cOMpAcTED FILL -:-:-:-:-:-:-:
WALL FOOTING -
I COMPETENT BEDROCK OR MATERIAL
AS EVALUATED BY THE GEOTECHNICAL
CONSULTANT
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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.
GENERAL EARTHWORK AND. RETAINING WALL
DRAINAGE DETAIL GRADING SPECIFICATIONS
LEIGHTON AND ASSOCIATES
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