HomeMy WebLinkAboutMS 04-19; BRESSI RANCH RV STORAGE; AS-GRADED REPORT OF MASS GRADING; 2004-09-17Leighton and Associates, Inc.
A LEIGHTON GROUP COMPANY
AS-GRADED REPORT OF MASS GRADING,
PLANNING AREAS PA-13, PA-14, AND A PORTION OF PA-151
BRESSI RANCH, CARLSBAD, CALIFORNIA
Prepared for:
LEN NARCOMMUNITIES
1525 Faraday Avenue, Suite 300.
Carlsbad, California 92008
Project No. 971009-014
September 17, 2004
i\i'6 otf- 10
3934 Murphy Canyon Road, Suite B205 a San Diego, CA 92123-4425
858.292.8030 • Fax 858.292.0771 a www.leightongeo.com
Leighton and Associates, Inc.
A LEIGHTON GROUP COMPANY
AS-GRADED REPORT OF MASS GRADING,
PLANNING AREAS PA-13, PA-14, AND.A PORTION OF PA-151
BRESSI RANCH, CARLSBAD, CALIFORNIA
Prepared for:
LENNA.R COMMUNITIES
1525 Faraday Avenue, Suite 300
Carlsbad, California 92008
Project No. 971009-014
September 17,. 2.004
3934 Murphy Canyon Road, Suite B205 • San Diego, CA92123-4425
858.292.8030 • Fax 858.292.0771 • www.leightongeo.com
Leighton and Associates, Inc.
A LEIGHTON GROUP COMPANY
September 17, 2004
Project No. 971009-014
To: Lennar Communities
1525 Faraday Avenue, Suite 300
Carlsbad, California 92008
Attention: Mr. John Slatton
Subject: As-Graded Report of Mass Grading, Planning Areas PA-13, PA-14, and a portion of
PA-15, Bressi Ranch, Carlsbad, California
In accordance with the request and authorization of representatives of Lennar Communities, we
have performed geotechnical observation and testing services during the mass grading operations'
for Planning Areas PA-13, PA-14, and PA-15 of Bressi Ranch project (Carlsbad Tract No. 00-06)
located in Carlsbad, California. The accompanying report summarizes our geotechnical
observations, field and laboratory test results, and the geotechnical conditions encountered during
the mass grading operations for the subject planning areas. In addition, the accompanying report
presents our geotechnical conclusions and preliminary recommendations concerning the fine and
post grading and construction phases of site development. The mass grading of a portion of
Planning Area PA-15 (i.e. the affordable housing site) was previously reported under separate cover
(Leighton, 2004d).
The mass grading operations for Planning Areas PA-13, PA-14, and PA-15 of the Bressi Ranch
project were performed in general accordance with the project geotechnical reports (Appendix A),
geotechnical recommendations made during mass grading, and the City of Carlsbad requirements. It
is our professional opinion that the subject site is suitable for its intended use provided the
recommendations included herein and in the project geotechnical reports are incorporated into the
fine grading, design and construction of the proposed development and associated improvements.
As of the date of this report, the mass grading operations for Planning Areas PA-13, PA-14, and
PA-15 of the Bressi Ranch project are essentially complete. It should be noted that additional
investigation and recommendations may be required based on the proposed development of each of
the planning areas.
3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-4425
858.292.8030 • Fax 858.292.0771 • wwwieightongeo.com
971009-014
If you have any questions regarding our report, please contact this office. We appreciate this
opportunity to be of service.
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Respectfully submitted,
LEIGHTON AND ASSOCIATES, INC.
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William D. Olson, RCE 45283
Senior Project Engineer
V1f<wl&.y
Randall K. Wagner, 1612
Senior Associate
Distribution: (8) Addressee * CERTIFIED *
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TABLE OF CONTENTS
Section Page
1.0 INTRODUCTION 1
1.1 PROJECT DESCRIPTION .3
2.0 SUMMARY OF MASS GRADING OPERATIONS .4
2.1 SITE PREPARATION AND REMOVALS 4
2.2 STABILITY FILL KEYS ...................................4
2.3 FILL SLOPE KEYS ................................................................................5
2.4 SUBDR.AINS .....................................................................................5
2.5 CUT/FILL TRANSITION CONDITION .................................................................................... 5
2.6 PLACEMENT OF OVERSIZED MATERIAL 6
2.7 EXPANSIVE SOIL AT FINISH GRADE 6
2.8 FILL PLACEMENT AND COMPACTION 6
2.9 FIELD DENSITY TESTING ......................................7
2.10 LABORATORY TESTING ....................................7
2.11 GRADED SLOPES .....................................................8
2.12 SETTLEMENT MONUMENT MONITORING OF DEEP FILLS 8
3.0 ENGINEERING GEOLOGIC SUMMARY ...........................................9
3.1 AS-GRADED GEOLOGIC CONDITIONS ...............................g
3.2 GEOLOGIC UNITS ..............................................................................g
3.2.1 Undocumented Fill Soils (Map Symbol - Afu) .........................................................9
3.2.2 Topsoil (Unmapped) .........................................................................................9
3.2.3 Alluvium/Colluvium, Undifferentiated Map Symbol (Qal/Qcol) .................................10
3.2.4 Landslide Deposits ........................................................................................10 .
3.2.5 Santiago Formation (Map Symbol-Ts) .................................................................11
3.3 GEOLOGIC STRUCTURE ..........................................11
3.4 FAULTING AND SEISMIcI1Y ...............................11
3.5 GROUND WATER .................................................................12
4.0 CONCLUSIONS ..........................................................................................................14
4.1 GENERAL .............................................................................................................14
4.2 SUMMARY OF CONCLUSIONS ..............................14
5.0 RECOMMENDATIONS .................................................................................................17
5.1 EARTHWORK .............................................................................17
5.1.1 Site Preparation ...................................................................................17
5.1.2 Mitigation of Cut/Fill Transition Conditions ..* ........................................................ 17
5.1.3 Mitigation of High Expansive Soils at Finish Grade ................................................18
5.1.4 Excavations ......................................................................................................18
5.1.5 Fill Placement and Compaction .............................................................19
5.2 COMMERCIAL FOUNDATION DESIGN CONSIDERATIONS 19
5.2.1 Moisture Conditioning .................................................................................20
Leighton
971009-014
TABLE OF CONTENTS
Section
5.2.2 Seismic Design Parameters .............................................................................21
5.2.3 Foundation Setback .....................................................................................22
5.2.4 Anticipated Settlement .....................................................................................23
5.3 LATERAL EARTH PRESSURES .......................................................23
5.4 FENCES AND FREESTANDING WALLS ..........................................25
5.5 GEOCHEMICAL CONSIDERATIONS ...........................................25
56 SUBDRAIN OUTLET MAINTENANCE ....................................................26
5.7 SETTLEMENT MONITORING OF DEEP FILLS ........................................26
5.8 PRELIMINARY PAVEMENT DESIGN .........................................26
5.9 CONTROL OF SURFACE WATER AND DRAINAGE ........................................27
5.10 SLOPE MAINTENANCE GUIDELINES ............................................28
5.11 LANDSCAPING AND POST-CONSTRUCTION ........................................29
5.12 CONSTRUCTION OBSERVATION AND TESTING ........................................30
6.0 LIMITATIONS 31
TABLES
TABLE 1 - PRESATURATION RECOMMENDATIONS BASED ON FINISH GRADE SOIL EXPANSION POTENTIAL -
PAGE-21
TABLE 2 - MINIMUM FOUNDATION SETBACK FROM DESCENDING SLOPE FACES- PAGE 22
TABLE 3 - LATERAL EARTH PRESSURES - PAGE 23
TABLE 4 - PRELIMINARY PAVEMENT SECTION DESIGN - PAGE 27
FIGURE
FIGURE 1 - SITE LOCATION MAP - PAGE 2
PLATES
PLATES 1 AND 2- AS-GRADED GEOTECHNICAL MAP - IN POCKET
APPENDICES
APPENDIX A - REFERENCES
APPENDIX B - SUMMARY OF FIELD DENSITY TESTS
APPENDIX C —LABORATORY TESTING PROCEDURES AND TEST RESULTS
APPENDIX 0 - GENERAL EARTHWORK AND GRADING SPECIFICATIONS FOR ROUGH GRADING
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1.0 INTRODUCTION
In accordance with the request and authorization of representatives of Lennar Communities, we
have performed geotechnical observation and testing services during the mass grading operations
for Planning Areas PA-13, PA-14, and a portion of PA-15 of the Bressi Ranch project. This as-
graded report of mass grading summarizes our geotechnical observations, geologic mapping, field
and laboratory test results, and the geotechnical conditions encountered during the mass grading
operations for the project. In addition, this report provides conclusions and preliminary
recommendations for the proposed development of the site.
As of this date, the mass grading operations for Planning Areas PA-13, PA-14, and PA-15 are
essentially complete. However, the each Planning Area is currently sheet-graded and will still need
to be fine graded in order to construct the planned building pads, driveways/parking areas and other
anticipated site improvements. A• final as-graded report documenting the additional grading
operations and providing (if necessary) addendum and/or additional geotechnical recommendations
relative to the proposed development should be prepared upon completion of the future grading
operations.
The Mass Grading Plans for Bressi Ranch project, prepared by Project Design. Consultants (PDC,
2003a), were utilized as a base map to present the as-graded geotechnical conditions and
approximate locations of the field density tests. The As-graded Geotechnical Map (Plates I and 2)
is presented in the pocket at the rear of the text.
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1.1 Project Descriøtion
The Bressi Ranch development is located southeast of the intersection of El Camino Real
and Palomar Airport Road in the central portion of the City of Carlsbad, California
(Figure 1). The. site consists of an irregular-shaped piece of property bordered on the north
by Palomar Airport Road, on the west by El Camino Real, on the southwest and south* by
the La Costa - The Greens property, and by the Rancho Carrillo development and Melrose
Drive to the east. Planning Areas PA-13, PA-14, and PA-15 are located in the north-central
and eastern portion of the Bressi Ranch project.
The proposed development of Planning Areas PA-13, PA-14, and PA-15 is anticipated to
consist of retail, commercial, and/or community developments, all of which will have
associated driveways, parking areas, underground utilities, manufactured slopes, and
associated open areas or landscaped areas.
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2.0 SUMMARY OF MASS GRADING OPERATIONS
The mass grading operations for Planning Areas PA-13, PA-14, and PA-15 were performed
between July 2003 and July 2004. The grading operations were performed by Nelson and .Belding
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 fill soils, topsoil, colluvium, alluvium, landslide deposits, and weathered
formational material; 2) the excavation of 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 and
stability fill keys; 6) excavation of formational material; and 7) the placement of compacted fill
soils. Up to approximately 45 feet of cut was excavated and a maximum of approximately 95 feet
of fill was placed within the limits of Planning Areas PA-13, PA-14, and PA-15. The as-graded
geotechnical conditions are presented on the As-Graded Geotechnical Map (Plates 1 and 2).
2.1 Site PreDaration and Removals
Prior to grading, the areas of the proposed development were stripped of surface vegetation
and debris and these materials were disposed of away from the site. Removals of unsuitable
and potentially compressible soils (including undocumented fills, topsoil, colluvium,
alluvium, landslide deposits, and weathered formational material) were made to competent
material. The removals of potentially compressible material were performed in accordance
with the recommendations of the project geotechriical reports (Appendix A) and
geotechnical recommendations made during the course of grading.
After the removals were made, the removal areas flatter than 5:1 (horizontal to vertical)
were scarified a minimum of 12 inches, moisture-conditioned as needed to obtain a near-
optimum moisture content and compacted to a minimum 90 percent relative compaction, as
determined by American Society for Testing and Materials (ASTM) Test Method D1557.
The steeper natural hillsides were benched into competent material as fill was placed.
Representative bottom elevations in the removal areas are shown on the As-graded
Geotechnical Map (Plates I and 2).
2.2 Stability Fill Keys
The stability fills were constructed to stabilize the exposed blocky claystone/siltstone and/or
adverse geologic conditions present within the Santiago Formation. The stability fill keys
were excavated a minimum of 3 to 5 feet below the toe-of-slope, a minimum of 15 feet to
20 feet wide with the key bottom angled at least 2 percent into-the-slope. The stability fill
front cuts were excavated near vertical while the backcuts were excavated at an approximate
1:1 (horizontal to vertical) slope inclination. The stability fills were excavated at: 1) the
southwest side of El Fuerte Street (Station Nos. 16+85 to 21+75; 2) north side of
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Gardenlane Way (Station Nos. 16+50 to 24+00); 3) south side of Gardenlane Way
(Station Nos. 17+50 to 23+85), and 4) on the west side of Planning Area PA-13. The
approximate locations of the stability fill keys are presented on the As-graded Geotechnical
Map (Plates I and 2).
2.3 Fill Slope Keys
Prior to the placement of fill slopes that were placed above natural and/or cut areas on the
site, a fill slope key was 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.
2.4 Subdrains
Canyon and stability fill subrains were placed under the observation of a representative of
Leighton and Associates during the mass grading operations for the Bressi Ranch project.
After the potentially. compressible material in the canyons were removed to competent
material or 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 consisted of a 6-inch diameter perforated pipe surrounded by a minimum of 9-
cubic feet (per linear foot) of crushed 3/4-inch gravel wrapped in Mirafi 140N filter fabric.
In addition to the canyon subdrains, subdrains were also installed along the bottom of the
stability fill keys. The stability fill subrains 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.
The canyon and stability fill subdrains were placed with a minimum 1-percent fall (2-percent or
'greater where possible) to a suitable outlet location. The location of the subdrains placed
during the mass grading operations for the project were surveyed by the project civil
engineer. The subdrain locations presented on the As-graded Geotechnical Map (Plates I
and 2).
2.5 Cut/Fill Transition Condition
The sheet-graded pads of Planning Areas PA-13, PA-14, and PA-15 consist of both cut and
fills. The cut/fill transition conditions on the sheet-graded pads were not mitigated, during
the mass grading operations. Once thà site improvements on the pads of the planning areas
are determined, specific recommendations concerning the cut/fill transition conditions can
be provided. In general, the cut/fill transition conditions can be mitigated by the
overexcavation of the cut portion of the pad or by designing deep foundations that extend
through the fill.
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2.6 Placement of Oversized Material
During the mass grading operations of the Bressi Ranch project, a number of well cemented
or concretionary beds where encountered within the Santiago Formation. Excavation of the
cemented/concretionary beds or zones typically resulted in 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 mass grading operations to place the oversized rock (generally defined as
greater than 8 inches in diameter) below a depth of 5 to 10 feet below the sheet-graded
finish grade elevation.
While the contractor made their best effort to minimize the rock within the upper 5 to 10
feet of the sheet-graded finish grade surface, some oversized rock should be anticipated. In
addition, cemented or concretionary beds should be anticipated at or below the finish grade
surface in the cut areas and may result in the generation of additional oversized rock. Future
fine grading of the sheet-graded pads may also result in generation of oversized rock if the
existing grades are lowered more than 5 to 10 feet.
2.7 ExDansive Soil at Finish Grade
Based on our geologic mapping and professional experience on other portions of the Bressi
Ranch Project, low to very high expansive soils are present within Planning Areas PA-13,
PA-14, and PA-15. The actual extent of expansive soils should be evaluated during future
grading. Recommendations concerning these expansive soils are presented in Section 5.1.3.
2.8 Fill Placement and Compaction
After the completion of the remedial grading removals, processing of the excavated areas,
and/or installation of the subdrains, native soil was reused and placed as compacted fill. The
native soil was generally spread in 4- to 8-inch loose lifts; moisture conditioned as needed
to attain a near-optimum moisture content, and compacted. Field density test results
performed during the grading operations indicated the fill soils were compacted t0 at least
90 or 95 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
were the fill soils are generally deeper than approximately 40 feet below the proposed finish
grade elevations of the sheet-graded pads) were placed in accordance with the geotechnical
recommendations relative to deep fills (Leighton, 2003c). In general, the fill soils below a
depth of approximately 40 from the sheet-graded pad elevations were placed and compacted
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to a minimum relative compaction of 95 percent relative compaction. Deep fill areas are
present in Planning Area PA-13.
Compaction of the fill soils was achieved by use of heavy-duty construction equipment
(including rubber-tire compactors and 651 scrapers and 657 scrapers). Areas of fill in which
field density tests indicated compactions less than the recommended relative compaction or
where the soils exhibited nonuniformity or had field moisture contents less than
approximately 2 to 3 percent. below the laboratory optimum moisture content, were
reworked. The reworked areas were recompacted, and re-tested until the recommended
minimum 90 or 95 percent relative compaction and near-optimum moisture content was
achieved.
2.9 Field Density Testing
Field density testing and observations were performed using the Nuclear-Gauge Method
(ASTM Test Methods D2922 and D3017). The approximate test locations are shown on the
As-graded Geotechnical Map (Plates 1 and 2). The results of the field density tests are
summarized in Appendix B. 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 should be expected
from the results documented herein.
2.10 Laboratory Testing
Laboratory maximum dry density tests of representative on-site soils were performed in
general accordance with ASTM Test Method D1557. The test results are presented in
Appendix C. Expansion potential and soluble sulfate content testing of the finish grade soils
of the sheet-graded pads were not performed during the mass grading operations. However,
the expansion potential of the anticipated finish grade soils (i.e. soils within approximately 5
feet of the existing ground surface) are assumed to be in the low to very high expansion
potential range. Once final grades are reached, representative finish grade soils should be
tested to determine the actual expansion potential of the soils.
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2.11 Graded Slopes
Graded and natural slopes within the developed portion of the tract are considered grossly
and surficially sthble 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.
2.12 Settlement Monument Monitoring of Deep Fills
Upon completion of the mass grading operations of Planning Areas PA-13, a total of two
settlement monuments were placed in deep fill areas (i.e. fill areas generally greater than 40
feet in depth). The settlement monuments were initially surveyed shortly, after installation
and at bi-monthly intervals thereafter. Based on our evaluation of the survey data obtained
from the settlement monuments placed in Planning Area PA-13 of the Bressi Ranch project,
it is our professional opinion that the primary settlement of the fill soils is essentially
complete. Therefore, from a geotechnical standpoint, construction of the improvements in
the deep fill area within Planning Area PA- 13 may begin.
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3.0 ENGINEERING GEOLOGIC SUMMARY
3.1 As-graded Geologic Conditions
The geologic or geotechnical conditions encountered during the mass grading operations of
Planning Areas PA-13, PA-14, and PA-15 of the Bressi Ranch project were essentially as
anticipated. A comprehensive summary of the geologic conditions (including geologic units,
geologic structure, and faulting) is presented below. The as-graded geologic conditions are
presented on the As-graded Geotechnical Map (Plates I and 2).
3.2 Geologic Units
The geologic units encountered during the mass grading operations consisted of
undocumented fill soils, topsoil, coihivium, 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 mass grading operations.
The approximate limits of the as-graded geologic units encountered during the grading
operations are presented on the As-Graded Geotechnical Map (Plates 1 and 2) and discussed
(youngest to oldest) below.
3.2.1 Undocumented Fill Soils (Mao Symbol - AN)
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
approximately 1 to 5 feet in depth, and generally consist of dry to damp, loose or
soft sand and clay. All existing undocumented fill located within the limits of
grading were removed to competent formational material.
3.2.2 Topsoil (Unmapped)
A relatively thin veneer of topsoil was removed from the majority of the site. The
topsoil, as encountered, consisted predominately 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 thickiiesses
were on the.order I to 4 feet thick. During the grading operations, the topsoil was
observed to have been removed within the limits of grading.
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3.2.3 Alluvium/Colluvium, Undifferentiated Map Symbol (Oal/Ocol)
Alluvium and colluvium was encountered during the mass grading in the canyons
and on the lower portion of the hillsides on the site. As encountered, the alluvium
and colluvium consisted of dark brown, moist, loose to stiff, clayey sand, sandy
clay, and silty sand. Where encountered, the alluvium and colluvium was removed
to competent material. Up to approximately 50 feet of alluvium and colluvium
was removed during the mass grading operations.
- 3.2.4 Landslide Deposits
The approximate limits of competent landslide deposits left-in-place are presented
on the As-Graded Geotechnical Maps (Plates 1 and 2). One of the landslide
deposits encountered during the rough grading operations was completely
removed to formational material.
The landslide deposits included graben in-fill material (at the upper end and on the
sides of the landslides), relatively undisturbed blocks of formational material (within
the central portion of the landslide mass), and disturbed/weathered material and
buried topsoil, colluvium and/or alluvium (around the lower flanks and the toe of
the landslides). The landslide deposits generally consisted of moderately to heavily
fractured silty sand and sandy clay. The landslide basal rupture surfaces on all of the
landslides generally consisted of a paper-thin, planner and polished surface located
within the• Santiago Formation. Geologic mapping during the mass grading and
landslide removals indicated the landslides failed on slightly undulatory, very
shallow dipping (2 to 7 degrees out-of-slope inclinations) planner and polished
surfaces.
Due to their compressible nature and potential instability, remedial measures were
performed on the landslides and hillsides exposing adverse geologic conditions
(i.e. clayseams or other weak beds, out-of-slope bedding, etc.) encountered during
the rough grading operations within the graded limits of the site. The remedial
grading measures included the construction of stability fills and/or removal of
loose and compressible landslide material. The approximate limits of the landslide
deposits after the remedial grading operations were completed are presented on
the as-graded geotechnical map.
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3.2.5 Santiago Formation (Man Symbol-Is)
The Tertiary-aged Santiago Formation, as encountered during the mass grading
operations, consisted primarily of massively bedded sandstones and
claystones/siltstones. The sandstone 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
I to gray (unweathered), damp to moist, stiff to hard, moderately weathered, and
occasionally fractured and moderately sheared. Several well-cemented fossiliferous
sandstone beds were encountered during the mass grading operations. Medium to
high expansive soils are present at the existing finish grade elevation of the sheet-
graded pads within portions of Planning Areas PA- 14 and PA- 15.
3.3 Geologic Structure
The general structure of the formational material appears to be near horizontal. Based on
our geologic mapping during the mass 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 (or less) to the southeast and
northwest. Locally, cross bedding was observed with dips steeper than 15 degrees.
Jointing on-site was observed to be very variable, but 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
pronounced with depth.
Randomly oriented shears were encountered in the Santiago Formation claystone and
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 Seismici
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.
By definition of the California Mining and Geolàgy 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
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 Aiquist-Priolo Earthquake Fault Zoning Act of 1972 and as most recently revised in
1997. The intent of this act is to assure that unwise urban development does not occur
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across the traces of active faults. Based on our review of the Fault-Rupture Hazard.Zones,
the site is not located within any Fault-Rupture Hazard Zone as created by the Alquist-
Priolo Act (Hart, 1997).
San Diego, like the rest of southern California, is seismically active as a result of being
located near the active margin between the North American and Pacific tectonic plates. The
principal source of seismic activity is movement along the northwest-trending regional fault
zones such as the San Andreas, San Jacinto and Elsinore Faults Zones, as well as along less
active faults such as the Rose Canyon Fault Zone.
As indicated in the Supplemental Geotechnical Report for the Bressi Ranch project
(Leighton, 2001), there are no known major or active faults on or in the immediate vicinity
of the site. Evidence of active faulting was not encountered during the mass grading
operations. However, several minor inactive faults were encountered but are not considered
a constraint to development of Planning Areas PA-13, PA-14, and PA-15. Geologic
mapping of the onsite minor faults, where topsoil was encountered over the faults, indicated
that the faults did not extend into or offset the topsoil, suggesting that the faults are not
active.
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.
Shallow ground rupture due to shaking from distant seismic events is not considered a
significant hazard, although it is a possibility at any site.
Liquefaction and dynamic settlement of soils can be caused by strong vibratory motion
due to earthquakes. Both research and historical data indicate that' loose, saturated,
granular soils are susceptible to liquefaction and dynamic settlement. Liquefaction is
typified by a loss of shear strength in the affected soil layer, thereby causing the soil to act
as a viscous liquid. This effect may be manifested by excessive settlements and sand boils
at the ground surface. The fill and formational materials underlying the site are not
considered liquefiable due to their fine-grained nature, dense physical characteristics, and
unsaturated condition.
3.5 Ground Water
Perched ground water was encountered during the rough grading operations in the alluvial
soils within the main drainages on the site. Since the alluvial soils were completely removed
during the rough grading operations and subdrains installed in the canyon bottoms,
groundwater conditions should not be a constraint to development. Based on the site-
specific as-graded geotechnical conditions and our geotechnical analysis during site grading,
the geotechnical consultant has analyzed conditions that may result in ground water seepage
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and appropriate recommendations, if necessary, have been made. However, unanticipated
seepage or ground water conditions may occur after the completion of grading and
establishment of site irrigation and landscaping. If these conditions should occur, steps to
mitigate the seepage should be made on a case-by-case basis.
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4.0 CONCLUSIONS
4.1 General
The mass grading operations for Planning Areas PA-13, PA-14, and PA-15 of the Bressi
Ranch project were performed in general accordance with the project geotechnical reports
(Appendix A), geotechnical recommendations made during grading, and the City of
Carlsbad requirements. It is our professional opinion that the subject planning areas are
suitable for their intended use provided the recommendations. included herein and in the
project geotechnical report are incorporated into the design and construction of the
structures and associated improvements. The following is a summary of our conclusions
concerning the mass grading of Planning Areas PA-13, PA-14, and PA- 15.
4.2 Summary of Conclusions
Geotechnical conditions encountered during mass grading were generally as anticipated.
. Site preparation and removals were geotechnicaily observed.
The geologic units encountered during the mass grading of the site consisted of
undocumented fill soils, topsoil, colluvium, alluvium, landslide deposits, and the
Santiago Formation.
Unsuitable undocumented fill soils, topsoil, colluvium, alluvium, landslide deposits,
and weathered formational material were removed to competent material within the
limits of grading.
Stability fills were constructed to improve the, gross stability of the cut slopes exposing
fractured and blocky formational material and/or adverse geologic conditions on the
site. The stability fill keys were excavated in accordance with the project geotechnical
recommendations.
Subdrains were placed in the bottom of the canyon bottoms and along the heel of the
stability fill keys.
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. .'
Fill soils were derived from onsite soils. Field density testing indicated that the fill soils
were placed and compacted to at least 90 or 95 percent relative compaction (based on
ASTM Test Method D1557) and near-optimum moisture contents in accordance with
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the recommendations of Leighton and Associates and the requirements of the City of
Carlsbad. The results of the field density tests are summarized in Appendix B.
To mitigate post-construction settlement, deep fills (i.e. areas were the fill soils are
generally deeper than approximately 40 feet below the finish grade elevations of the
sheet-graded pads) were placed at a minimum relative compaction of 95 percent relative
compaction. Deep fill areas are present within Planning Area PA- 13.
The cut/fill transition conditions present within Planning Areas PA-14 and PA-15 were
not mitigated during the mass grading operations. Cut/fill transition conditions present
within the limits of the proposed buildings should be mitigated by the overexcavation of
the cut portion of the building pad or by special foundation design.
Oversized rock generated during the grading operations was placed at least 5 feet below
finish grade elevations. Although, some oversize rock may be encountered with 5 feet of
fill and cut areas.
Based on our evaluation of the survey data obtained from the settlement monuments
placed in Planning Area PA-13 of the Bressi Ranch project, it is our professional
opinion that the primary settlement of the fill soils is essentially complete. Therefore,
from a geotechnical standpoint, construction of the improvements in the deep fill area
within Planning Area PA-13 may begin. Consequently, survey readings of the
monuments inPA-13 can be discontinued and the monuments may be removed.
Ground water seepage conditions were encountered during the mass grading operations
of Planning Areas PA-13, PA-14, and PA-15 but are not considered constraints to
development.
No evidence of active faulting was encountered during site mass grading. However,
minor inactive faults were encountered within Planning Areas PA-13, PA-14, and PA-
15.
Due to the dense nature of the onsite soils, it is our professional opinion that the
liquefaction hazard at the site is considered low.
The expansion potential of the finish grade soils of the sheet-graded pads were not
tested. However, we anticipate the onsite soils posses low to high expansion potentials.
Highly expansive soils should not be placed as fill or left as cut within the limits of the
proposed buildings or other movement sensitive improvements unless special
foundation design considerations are implemented. Once final grades are reached,
representative finish grade soils should be tested to determine the actual expansion
potential of the soils.
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The potential for soluble sulfate attack (on Type I/TI cement) of the finish grade soils
was not tested. We anticipate that the onsite soils may possess negligible to severe
soluble sulfate contents. Once final grades are reached, representative finish grade soils
should be tested to determine the actual potential for soluble sulfate attack of the soils.
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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5.0 RECOMMENDATIONS
5.1 Earthwork
We anticipate that future earthwork at the site will consist of site preparation, rough or fine
grading, utility trench excavation and backfill, retaining wall backfill, and street/driveway
and parking area pavement section preparation and compaction. We recommend that the
earthwork on site be performed in accordance with the following recommendations, the
General Earthwork and Grading Specifications for Rough Grading included in Appendix D,
and the City of Carlsbad grading requirements. In case of conflict, the following
recommendations shall supersede those in Appendix D. The contract between the developer
and earthwork contractor should be worded. such that it is the responsibility of the contractor
to place the fill properly and in accordance with the recommendations of this report and the
specifications in Appendix D, notwithstanding the testing and observation of the
geotechnical consultant.
5.1.1 Site Preoaration
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
resulting from removal of buried obstructions that extend below finish site grades
should be replaced with suitable compacted fill material. Areas to receive fill and/or
other surface improvements should be scarified to a minimum depth of 12 inches,
brought to optimum moisture condition, and recompacted to at least 90 percent
relative compaction (based on ASTM Test Method D1557).
If the length of time between the completion of grading and the construction of the
development 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
optimum moisture-content and recompacted to a minimum 90 percent relative
compaction (based on ASTM Test Method D1557).
5.1.2 Mitigation of Cut/Fill Transition Conditions
In order to reduce the potential for differential settlement of the proposed buildings
in areas of cut/fill transitions, we recommend the entire cut portion of the building
pad be overexcavated and replaced with properly compacted fill. The extent and
depth of the cut/fill transition condition overexcavation should be made based on
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the proposed building foundation design. At a minimum, it should extend lateraily.at
least 10 feet beyond the building perimeter or footprint. In order to minimize
perched ground water conditions in the overexcavation, we recommend that the
overexcavation bottom be tilted a minimum of 2-percent toward the fill side of the
building pad. Additional or revised recommendations may be warranted based on
the configuration and size of the proposed buildings. If the majority of the proposed
building is located on cut, the fill soils beneath the building may be removed and
recompacted to a minimum 95 percent relative compaction or a deep foundation
system founded completely on formational material may be utilized.
5.1.3 Mitigation of High Expansive Soils at Finish Grade
Due to the anticipated high expansion potential of the claystones and siltstones
present at finish grade within portions of the site, we recommend that the high
expansive soil-be removed below the planned finish grade of the proposed buildings
and other movement sensitive improvements. If these expansive soils are removed,
the removal depth should be a minimum of 5 feet below the proposed finish grade
elevation or until lower expansive sandy soils are encountered. We also recommend
that the excavation bottom be tilted a minimum of 2-percent toward the fill side of
the building pad or toward the street/driveway in order to minimize perched ground
water conditions. The resulting excavation should be replaced with properly
compacted fill possessing a lower expansion potential. The actual location of the
claystones and siltstones at or near finish grade at the site should be evaluated
during future grading.
5.1.4 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
dimensions greater than 8 inches) will be generated during future grading. However,
localized cemented zones within the cut areas and oversized rock placed within the
compacted fill may be encountered on the site that may require heavy ripping and/or
removal. It should be anticipated that excavations deeper than 5. to 10 feet from the
mass-graded finish grade elevations in the fill areas ffl encounter oversized rock. If
oversized rock is encountered, it should be placed in accordance with the
recommendations presented in Appendix D, hauled offsite, or placed in non-
structural or landscape areas.
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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
required to construct the utility, provided they are constructed and monitored in
accordance with OSHA- requirements.
5.1.5 Fill Placement and Compaction
The on-site soils are generally suitable for use as compacted fill provided they are
free or organic material, debris, and rock fragments larger than 8 inches in
maximum dimension. We do not recommend that high or very high expansive soils
be utilized as fill for the building pads or as retaining wall backfill.
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 optimum lift
thickness required to produce a uniformly compacted fill will depend on the type
and size of compaction equipment used. in general, fill should be placed in lifts not
exceeding 8 inches in compacted thickness. Placement and compaction of fill
should be performed in general accordance with Appendix D, the current City of
Carlsbad grading ordinances, sound construction practices, and the geotechnical
recommendations presented herein.
5.2 Commercial Foundation Design Considerations
The foundations and slabs for the anticipated commercial and/or retail buildings within
the Bressi Ranch project should be designed in accordance with structural considerations
and the following preliminary recommendations. These preliminary recommendations
assume that the soils encountered within 5 feet of finish pad grade will have a very low to
low potential for expansion per 1997 UBC Standard 18-1. If moderate or highly
expansive soils are encountered within 5 feet of the proposed finish grade elevations
during site grading, these expansive soils should be removed and replaced with very low
to low expansive soils. If replacement of the expansive soils is not feasible, additional
foundation design will be necessary.
The proposed commercial buildings may be supported by conventional, continuous or
isolated spread. footings. Footings should extend a minimum of 24 inches beneath the
lowest adjacent soil grade. At these depths, footings may be designed for a maximum
allowable bearing pressure of 2,500 pounds per square foot (psf) if founded in properly
compacted fill soils or formational material. An allowable capacity increase of 500 psf for
every 6 inches of additional embedment may be used to a maximum of 3,500 psf. The
allowable pressures may be increased by one-third when considering loads of short
duration such as wind or seismic forces. The minimum recommended width of footings is
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18 inches for continuous footings and 24 inches for square or round footings. Footings
should be designed in accordance with the structural engineer's requirements and have a
minimum reinforcement of four No. 5 reinforcing bars (two top and two bottom).
The slab-on-grade foundation should be at least 5 inches thick and be reinforced with No.
4 rebars 18 inches on center or No. 5 rebars at 24 inches on center, each way. All
reinforcing should be placed at mid-height in the slab. Slabs should be underlain by a 2-
inch layer of clean sand (sand equivalent greater than 30), which is in-turn underlain by a
minimum 1 O-mil plastic sheeting (moisture barrier) and an additional 2 inches of clean
sand. We recommend that control joints be provided across the slab at appropriate
intervals as designed by the project architect.
The potential for slab cracking may be reduced by careful control of water/cement ratios.
The contractor should take appropriate curing precautions during the pouring of concrete
in hot weather to minimize cracking of slabs. We recommend that a slipsheet (or
equivalent) be utilized if grouted tile, marble tile, or other crack-sensitive floor covering
is planned directly on concrete slabs. All slabs should be designed in accordance with
structural considerations. If heavy vehicle or equipment loading is proposed for the slabs,
greater thicknesses and increased reinforcing may be required as determined by the
structural engineer.
5.2.1 Moisture Conditioning
The slab subgrade soils underlying the foundation systems of the proposed
structures should be presoaked in accordance with the recommendations presented
in Table 1 prior to placement of the moisture barrier and slab concrete. The
subgrade soil moisture content should be checked by a representative of Leighton
and Associates prior to slab construction.
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Table 1
Presaturation Recommendations Based on Finish Grade Soil Expansion Potential
Expansion Potential (per UBC 18-I-B)
Very Low Low Medium 1 High Presaturation
Criteria (0-20), (21-50) (51-90) 1 (91-130)
Minimum
Presoaking Depth 6 12 18 24
(in inches)
Minimum Near optimum 1.2 times 1.2 times 1.3 times
Recommended moisture optimum optimum optimum
Moisture Content I moisture moisture moisture
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.
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), 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.
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
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Is 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 2. 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 anticipated.
Table 2
Minimum Foundation Setback from Descending Slope Faces
Slope Height Minimum Recommended Foundation
Setback
Less than 5 feet 5 feet
5to15feet 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 be subject to lateral movement and/or
differential settlement. Potential distress to such improvements may be mitigated by
providing a deepened footing or a pier and grade beam foundation system to support
the improvement. The deepened footing should meet the setback as described
above.
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5.2.4 Anticipated Settlement
Settlement is anticipated to occur at varying times over the life of the project. Short-
term settlement typically occurs upon application of the foundation loads and is
essentially completed within the construction period. Long-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. Long-term
settlement values and the affects on the foundations should be evaluated after the
site is graded and the actual fill thicknesses beneath the proposed foundations
known. However, for preliminary planning purposes, total future settlement is
expected to be order of 1 to 2 inches and differential settlement is estimated to be on
the order of 1/2 inch in 25 feet.
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 3. High to very high expansive soils (having an expansion potential greater than 91
per UBC Table 18-I-B) should not be used as backfill soils on the site.
Table 3
Lateral Earth Pressures
Conditions
Equivalent Fluid Weight (pcf)
Very Low to Low Expansive Soils • Medium Expansive Soils
Expansion Index less than 50 Expansion Index between 51 and
90
Level 2:1 Slope Level 2:1 Slope
Active 35 55 60 70
At-Rest 55 65 70 80.
Passive 350 150 350 150
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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
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
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
passive resistance assumes an appropriate setback per Section 5.2.3.
For design purposes, the recommended equivalent fluid pressure for each case for walls
founded above the static ground water and backfllled with soils of very low to low
expansion potential or medium expansion potential is provided on Table 3. 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
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.
For sliding resistance, the friction coefficient of 0.35 may be used at the concrete and soil
interface. In combining the total lateral resistance, the passive pressure or the frictional
resistance should be reduced by 50 percent. Wall footings should be designed in accordance
with 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
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
th distance below e 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
accordance with the current OSHA requirements.
The granular and native backfill soils should be compacted to at least 90 percent relative
compaction (based on ASTM Test Method D1557). The granular fill should extend
horizontally to a minimum distance equal to one-half the wall height behind the walls. The
walls should be constructed and backfllled as soon as possible after backcut excavations.
Prolonged exposure of backcut slopes may result in some localized slope instability.
Foundations for retaining walls in competent formational soils or properly compacted fill
should be embedded at least 24 inches below lowest adjacent grade. At this depth, an
allowable bearing capacity of 2,000 psf may be assumed.
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5.4 Fences and Freestanding Walls
Footings for freestanding walls should be founded a minimum of 24 inches below lowest
adjacent grade. To reduce the potential for unsightly cracks in freestanding walls, we
recommend inclusion of 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.
Our experience on similar sites in older developments indicates that many 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 effects on them.
A relatively inexpensive option to address creep related problems in top-of-slope walls
and fences is to allow some degree of creep damage and design the structures so that
tilting or cracking will be less visually obvious, or such that they may be economically
repaired or replaced. If, however, a better degree of creep mitigation is desired, the walls
and fences may be provided with the deepened footings to met the foundation setback
criteria laid out in Figure 18-I-1 of the UBC, 1997 edition, or these structures may be
constructed to accommodate potential movement.
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.
The piers normally consist of minimum 12-inch diameter cast-in-place caissons spaced at a
maximum of 8 feet on center, and connected together by a minimum 12-inch-thick grade
beam at a shallow depth. The piers are typically at least 10 feet deep for medium or high
expansive soil. The steel reinforcement for the system should be designed with
consideration of wall/fence type and loading. Walls or fences aligned essentially
perpendicular to the top of the slope are normally supported on the pier-and-grade-beam
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/or the soil on and adjacent to the slope consists of high to very high expansive
soils.
5.5 Geochemical Considerations
Geochemical screening of the onsite soils was not performed as part of our study.
However, the results of our limited testing and our professional knowledge of similar
soils in other portions of the Bressi Ranch project, indicates that concrete in contact with
the on-site soils should be designed in accordance with the "severe" category of Table
19A-A-4 of the 2001 California Building Code. In addition, the onsite soils are
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anticipated to have a corrosive environment for buried metal pipes or uncoated metal
conduits. Laboratory testing should be performed on the soils placed at or near finish
grade after completion of site grading to ascertain the actual corrosivity characteristics.
5.6 Subdrain Outlet Maintenance
The approximate location of the subdrains and subdrain outlets constructed during the mass
grading operations are identified on the As-Graded Geotechnical Map (Plates 1 and 2). All
subdraiñ outlets should be periodically cleared of soil cover or other potential blockage that
may have occurred since initial subdrain construction. In open space areas, it is
recommended that the Property Owner or Management Company further maintain these
outlets, as well as retaining wall drainage outlets to prevent further blockage.
5.7 Settlement Monitoring of Deep Fills
Based on our evaluation of the survey data obtained from the settlement monuments
placed in Planning Area PA-13 of the Bressi Ranch projeèt, it is our professional opinion
that the primary settlement of the fill soils is essentially complete. Therefore, from a
geotechnical standpoint, construction of the improvements in the deep fill area within
Planning Area PA-13 may begin. Consequently, survey readings of the monuments in
PA-13 can be discontinued and the monuments may be removed. Secondary
consolidation settlement of the fill soil may continue; however, future settlements are
expected to be less than 2 inches.
5.8 Preliminary Pavement Design
The appropriate Asphalt Concrete (AC) and Class 2 aggregate base (AB) pavement section
will depend on the type of subgrade soil, shear strength, traffic load, and planned pavement
life. Since an evaluation-of the actual subgrade soils cannot be made at this time, we have
assumed an R-value of 12 and Traffic Indexes (TI) of 5.0, 6.0 and 7.0. The pavement
sections presented on Table 4 are to be used for preliminary planning purposes only. Final
pavement designs should be completed in accordance with the City of Carlsbad design
criteria after R-value tests have been performed on the actual subgrade materials.
it
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Table 4
Preliminary Pavement Section Designs
Traffic
Index
Assumed
R-Value Preliminary Pavement Section
5.0 12 4 inches AC over 6 inches Class 2 Aggregate Base
6.0 12 4 inches AC over 12 inches Class 2 Aggregate Base
7.0 12 4 inches AC over 14 inches Class 2 Aggregate Base
Asphalt Concrete (AC) and Class 2 aggregate base should conform to and be placed in
accordance with the latest revision of California Department of Transportation Standard
Specifications. Prior to placing the pavement section, the subgrade soils should have a
relative compaction of at least 95 percent to a minimum depth of 12 inches (based on
ASTM Test Method D1557). Aggregate Base should be compacted to a minimum of 95
percent relative compaction (based on ASTM Test Method D1557) prior to placement of
the AC.
If pavement areas are adjacent to heavily watered landscaping areas, we recommend some
measures of moisture control be taken to prevent the subgrade soils from becoming
saturated. It is recommended that the concrete curbing, separating the landscaping area from
the pavement, extend below the aggregate base to help seal the ends of the sections where
heavy landscape watering may have access to the aggregate base. Concrete swales should be
designed if asphalt pavement is used for drainage of surface waters.
5.9 Control of Surface Water and Drainage
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
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
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
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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.
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• to a suitable collection device (i.e. area drain, street gutter, etc.). We also
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
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 none
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
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
possible.
All area drain inlets should be maintained and kept clear of debris in order to function
properly. Rerouting of site drainage patterns 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.
5.10 SloDe 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
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
should be avoided. If automatic sprinklers systems are installed, their use must be
adjusted to account for rainfall conditions.
it
-28- Leighton
971009-014
Trenches excavated on a slope face for any purpose should be properly backfihled and
compacted in order to obtain a minimum of 90 percent relative compaction, in accordance
with ASTM Test Method D1557. Observation/testing and acceptanceby 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
protection measures such as polymer covering, jute mesh, etc.
5.11 Landscaping and Post-Construction
Landscaping and post-construction practices carried out by the owner(s) and their
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
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
that such effects are limited to cosmetic damages, without compromising the overall
integrity of structures.
Initial landscaping should be done on all sides adjacent to the foundation of a structure, and
adequate measures should be taken to ensure drainage of water away from the foundation. If
larger, shade providing trees are desired, such trees should be planted away from 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.
Locating planters adjacent to buildings or structures should be avoided as much as possible.
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
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
pavement or walks into planting areas.
Watering should be done in a uniform, systematic manner as equally as possible on all sides
of the foundation, to keep the soil moist. 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
cover may require more moisture, as they are more susceptible to evaporation. Ponding or
trapping of water in localized areas adjacent to the foundations can cause differential
moisture levels in subsurface soils and should, therefore, not be allowed. Trees located
within a distance of 20 feet of foundations would require more water in periods of extreme
-29- Leighton
971009-014
drought, and in some cases, a root injection system may be required to maintain moisture
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.
5.12 Construction Observation and Testing
Construction observation and testing should be performed by the geotechnical consultant
during the remaining grading operations, future excavations and foundation or retaining wall
construction on the graded portions of the site. Additionally, footing excavations should be
observed and moisture determination tests of subgrade soils should be performed by the
geotechnical consultant prior to the pouring of concrete. Foundation design plans should
also be reviewed by the geotechnical consultant prior to excavations.
.4
-30- 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. . .
-31- - .'.. Leighton
971009-014
APPENDIX A
References
1 California Building Standards Commission (CBSC), 2001, California Building Code, Volume I -
I. Administrative, Fire- and Life-Safety, and Field Inspection Provision, Volume II -
Structural Engineering. Design Provision, and Volume m - Material, Testing and
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, Division of Mines and Geology, Special Publication 42.
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 ifi - Material, Testing and
Installation Provision, ICBO.
Leighton and Associates, Inc., 1997, Preliminary Geotechnical Investigation, Bressi Ranch,
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.
2002, Geotechnical Conclusions Concerning the Mass Grading Recommendations
Relative to Proposed Fine Grading and Review of the 40-Scale Tentative Maps,
Bressi Ranch, Carlsbad, California, Project No. 971009-007, dated September 12,
2002.
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.
2003c, Geotechnical Recommendations Concerning 95 Percent Relative Compaction
of Fills Deeper than 40 Feet, Bressi Ranch, Carlsbad, California, Project No.
971009-007, dated February 13, 2003.
2003d, Recommended Type of Pipe for Proposed Subdrains, Bressi Ranch, Carlsbad,
California, Project No. 971009-007, dated April 17, 2003.
A-i
971009-014
APPENDIX A (continued)
: , 2004a, Deep Fill Area Settlement Monitoring Recommendations, Bressi Ranch,
Carlsbad, California, Project No. 971009-014, dated February 13, 2004, revised
February 16, 2004.
2004b, As-Graded Report of Mass Grading, Affordable Housing Site, Northwest
Portion of Planning Area PA-IS, Carlsbad, Tract 02-14, Bressi Ranch, Carlsbad,
California, Project No. 971009-014, dated April 21, 2004.
2004c, Geotechnical Completion Letter of the Rough and Fine Grading Operations
Planning Areas, PA-14, PA-15, and OS-2, Bressi Ranch, Carlsbad, California,
Project No. 971009-014, dated May 25, 2004.
2004d, As-Graded Report of Fine Grading, Affordable Housing Site, Carlsbad Tract
No. CT 03-03, Northwest Portion of Planning Area PA-IS, Bressi Ranch, Carlsbad,
California, Project No. 971009-025, dated June 25, 2004.
Project Design Consultants, 2003.a, 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.
A-2
971009-014
APPENDIX B
Explanation of Summary of Field Density Tests
Test No. f Test of Test No. Test of
Prefix Test of L 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 S
Driveway Approach DA
(1') TELEPHONE Parking Lot PL
(I) JOINT UTILITY Electric Box Pad EB
(I) IRRIGATION
Bedding Material B
Shading Sand S
Main M
Lateral L
Crossing X
Manhole MH
Hydrant Lateral HL
Catch Basin CB
Riser R
Inlet I
(RW) RETAINING WALL (P) PRESATURATION
(CW) CRIB WALL
(LW) LOFFELL WALL Moisture Content M
(SF) STRUCT FOOTING
Footing Bottom F
Backfill B
Wall Cell C
(11) INTERIOR TRENCH
Plumbing Backfill P
Electrical Backfill 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 01556.
15A represents first retest of Test No. 15
15B represents second retest of Test No. IS
°O" in Test Elevation Column represents test was taken at the ground surfiice (e.g. finish grade or subgrade)
"-I" in Test Elevation Column represents test was taken one foot below the ground surface
B-i
..II.lI. JI JIIJ
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
20 6/11/03 CF ElFuerte 1988387 6255565 175.0 12 113.8 120.0 16.6 12.5 95
23 6/12/03 CF ElFuerte 1988367 6255580 177.5 03 111.4 122.0 14.4 11.0 91
33A 6/12/03 CF ElFuerte 1988425 6255600 179.0 05 113.7 124.0 13.3 12.0 92 RT OF 33
35 6/12/03 CF ElFuerte 1988154 6255329 168.0 05 111.8 124.0 12.9 12.0 90
722 7/14/03 CF ElFuerte 1988530 6255530 173.0 07 113.1 122.0 14.2 13.0 93
1135 8/25/03 CF PA-13 1989720 6255700 189.5 13 110.1 115.0 16.6 16.5 96
1192 7/23/03 CF PA-13 1989120 6255490 142.0 06 116.3 122.5 12.7 11.5 95
1194 7/23/03 CF PA-13 1989150 6255415 144.0 09 112.1 118.0 16.7 15.0 95
1212 7/24/03 CF PA-13 1989100 6255415 146.0 09 113.8 .118.0 15.1 15.0 96
1215 7/24/03 CF PA-13 1989565 6255740 148.0 09 112.5 118.0 16.3 15.0 95
1227 7/24/03 CF PA-13 1989110 6255455 147.0 09 113.6 118.0 14.9 15.0 96
1228 7/24/03 CF PA-13 1989140 6255490 148.0 09 11217 118.0 17.5 15.0 96
1231 7/25/03 CF PA-13 1989110 6255535 149.0 09 112.4 118.0 16.8 15.0 95
1232 7/25/03 CF PA-13 1989160 6255450 150.0 09 112.7 118.0 17.2 15.0 96
1246 7/25/03 CF PA-13 1989175 6255580 152.0 07 110.8 122.0 15.6 13.0 91 RTON 1246A
1246A 7/25/03 CF PA-13 1989175 6255585 152.0 07 116.3 122.0 15.0 13.0 95 RTOF 1246
1264 7/28/03 CF ElFuerte 1988540 6255540 192.0 10 104.5 112.5 16.2 16.0 93
1269 7/28/03 CF ElFuerte 1988760 6255640 178.0 06 .. 113.4 122.5 14.5 11.5 93
1270 7/28/03 CF ElFueite 1988350 6255640 180.0 05 111.8 124.0 14.9 12.0 90
1281 7/28/03 CF PA-13 1989170 6255460 155.0 09 114.0 118.0 16.7 15.0 97
1282 7/28/03 CF PA-1) 1989160 6255565 156.0 09 112.7 118.0 14.6 15.0 96
1283 7/28/03 CF PA-13 1989085 6255470 158.0 09 113.8 118.0 1410 15.0 96
1433 7/30/03 CF PA-13 1989180 6255485 257.0 09 112.8 118.0 15.8 15.0 96
1435 7/30/03 CF PA-13 1989120 6255520 261.0 10 106.8 112.5 16.8 16.0 95
1438 7/30/03 CF PA-13 1989978 6255350 260.0 09 112.9 118.0 15.9 15.0 96
1439 7/22/03 CF PA-13 1989960 6255350 259.0 09 113.9 118.0 15.0 15.0 97
1443 7/23/03 CF PA-13 1998815 6255300 257.0 09 113.7 118.0 15.5 15.0 96
1444 7/30/03 CF PA-13 1988925 6255200 257.0 09 112.8 118.0 16.2 15.0 96
1449 8/11/03 CF PA-13 1989545 6255570 180.0 13 110.3 115.0 17.8 16.5 96
1450 8/11/03 CF PA-13 1989460 6255735 181.0 13 110.9 115.0 16.3 16.5 96
1451 8/11/03 CF PA-13 . 1989545 6255505 181.5 13 109.7 115.0 18.1 16.5 95
1453 8/11/03 CF PA-13 1989270 6255535 180.5 13 111.9 115.0 16.0 16.5 97
Project Number: 971009014
Project Name: Bressi Ranch
Project Location: 0
Client: 0 Page 1 of 45
Leighton and Associates, Inc . . 9/17/2 6:38:51 AM
.11 _1.IB
SUMMARY OF FIELD DENSITY TESTS
rest Test Test Location Test Soil Dry Density Moisture (%) Relative (%)
o. Date Of Northing Easting Elev (It) Type Field Max Field Opt. Compaction Remarks
1454 8/11/03 CF PA-13 1989125 6255555 182.0 09 113.5 .118.0 15.7 15.0 96
1455 8/11/03 CF PA-13 1988135 6255400 182.5 09 112.3 118.0 16.1 15.0 95
1456 8/11/03 CF PA-13 1989425 6255570 181.5 09 111.8 118.0 16.8 15.0 95
1457 8/11/03 CF PA-13 1989225 6255575 181.0 13 109.7 115.0 17.8 16.5 95
1458 /11/03 CF PA-13 1989140 6255455 182.0 07 115.8 122.0 14.6 13.0 95
1459 8/11/03 CF PA-13 1989340 6255610 183.0 07 112.6 122.0 15.3 13.0 92 RTON 1459A
1459A 8/11/03 CF PA-13 1989345 6255610 183.0 07 116.7 122.0 14.8 13.0 96 RTOF 1459
1461 8/11/03 CF PA-13 1989460 6255615 182.5 09 112.4 118.0 16.8 15.0 95
1462 8/11/03 CF PA-13 1989250 6255490 183.0 09 112.1 118.0 16.0 15.0 95
1463 8/11/03 CF PA-13 1989420 6255600 183.0 13 . 109.2 115.0 18.0 16.5 95
1479 8/11/03 CF PA-13 1989185 6255485 184.5 09 112.1 118.0 16.2 15.0 . 95
1480 8/11/03 CF PA-13 . 1989560 6255610 184.5 09 112.5 118.0 16.1 15.0 95
1481 8/11/03 CF PA-13 1989460 6255580 185.0 09 112.6 118.0 14.7 15.0 95
1482 8/11/03 CF PA-13 1989540 6255555 185.0 13 109.0 115.0 18.2 16.5 95
1484 8/11/03 CF PA-13 1989260 6255520 189.5 13 109.3 115.0 18.0 16.5 95
1485 8/11/03 CF PA-13 1989370 6255640 189.5 13 110.3 115.0 17.7 16.5 96
1486 8/11/03 CF PA-13 1989565 6255635 186.5 07 112.6 122.0 15.9 13.0 92 RTON 1486A
1486A 8/11/03 CF PA-13 1989565 6255640 186.5 07 116.8 122.0 13.7 13.0 96 RTOF 1486
1488 8/11/03 CF PA-13 1989300 6255550 190.5 13 112.3 115.0 16.1 16.5 98
1489 8/11/03 CF PA-13 1989100 6255565 189.5 09 113.3 118.0 15.2 15.0 96
1490 8/11/03 CF PA-13 . 1989195 6255450 191.0 09 111.8 118.0 17.4 15.0 95
1491 8/11/03 CF PA-13 1989440 6255545 190.0 13 109.7 115.0 18.0. 16.5 95
1492 8/11/03 CF PA-13 1989215 6255690 .192.0 13 111.4 115.0 17.3 16.5 97
1493 8/11/03 CF PA-13 1989085 6255470 192.0 13 111.0 115.0 16.3 16.5 97
1494 8/11/03 CF PA-13 1989230 6255610 191.5 13 110.2 115.0 18.3 16.5 96
1502 7/29/03 CF PA-13 1989190 6255515 158.0 09 112.3 118.0 16.8 15.0 95
1503 7/29/03 CF PA-13 1989100 6255500 158.0 09 109.6 118.0 17.9 15.0 93 RTON 1503A
1503A 7/29/03 CF PA-13 1989105 6255500 158.0 09 112.8 118.0 17.0 15.0 96 RTOF 1503
1505 7/29/03 CF PA-13 1989130 6255580 158.0 09 113.8 118.0 16.6 15.0 96
1506 7/29/03 CF PA-13 1989130 6255445 159.0 09. 113.3 118.0 15.7 15.0 96
1740 8/19/03 CF El Fuerte St 1988910 6255700 211.0 09 106.8 118.0 17.3 15.0 91
1741 8/19/03 CF ElFuerteSt 1988990 6255720 213.0 09 108.1 118.0 16.2 15.0 92
Project Number: 971009014
Project Name: ressi Ranch
Project Location: 0
wi Client: 0 Page 2 of 45
Leighton and Associates, Inc . 9/17/2 6:38:51AM
SUMMARY OF FIELD DENSITY TESTS
lest
o.
Test
Date
Test
Of
Location
Northing Easting
Test
Elev (ft)
Soil
Type
Dry Density
Field Max
Moisture (%)
Field Opt.
Relative (%)
Compaction Remarks
1742 8/19/03 CF El Fuerte St 1989390 6255845 218.0 09 107.3 118.0 16.2 15.0 91
1743 8/19/03 CF El Fuerte St 1989215 6255820 221.0 09 105.9 118.0 16.8 15.0 90
1744 8/19/03 CF El Fuerte St 1989300 6255825 223.0 09 106.6 118.0 15.2 15.0 90
1745 8/19/03 CF El Fuerte St 1989265 6255845 225.0 10. 103.3 112.5 16.9 16.0 92
1746 8/19/03 CF El Fuerte St 1989310 6255870 228.0 10 102.4 112.5 17.6 16.0 91
1780 8/20/03 CF El Fuerte St 1988625 6255575 214.0 10 103.6 112.5 17.7 16.0 92
1781 8/20/03 CF El Fuerte St 1988940 6255715 214.0 10 101.3 112.5 18.9 16.0 90
1786 8/20/03 CF El Fuerte St 1988900 6255705 217.0 09 104.2 118.0 17.3 . 15.0 88 RTON 1786A
1786A 8/20/03 CF El Fuerte St 1988910 6255700 217.0 09 106.6 118.0 15.1 15.0 90 RTOF 1786
1788 8/20/03 CF PA-13 . 1989325 6255412 206.5 10 103.0 112.5 17.3 16.0 92
1789 8/20/03 CF PA-13 1988180 6255585 207.0 09 108.3 118.0 16.4 15.0 92
1790 8/20/03 CF PA-13 1988490 6255575 204.0 09 106.4 118.0 17.1 15.0 90
1791 . .8/20/03 CF PA-13 1988090 6255350 207.5 10 101.6 112.5 18.6 16.0 90
1792 8/20/03 CF El Fuerte St 1989370 6255855 229.0 10 103.7 112.5 17.5 16.0. 92
1793 8/20/03 CF El Fuerte St 1989230 6255845 230.0 10 101.4 112.5 18.3 16.0 90
1794 8/20/03 CF El Fuerte St 1989120 6255770 225.0 10 104.6 112.5 15.0 16.0 93
1795 8/20/03 CF El Fuerte St 1989275 6255865 233.0 09 109.0 118.0 15.5 15.0 92
1796 8/20/03 CF El Fuerte St 1989285 6255875 237.0 10 102.7 112.5 16.8 16.0 91
1797 8/20/03 CF PA-13 1988440 6255570 207.0 08 105.3 117.5 15.9 14.0 90
1798 8/20/03 CF PA-13 1988410 6255510 208.0 09 107.3 118.0 18.1 15.0 91
1799 8/20/03 CF PA-13 1989200 6255485 209.0 09 108.4 118.0 15.6 15.0 92
1801 . 8/4/03 CF . PA-13 1989195 6255550 166.0 07 115.9 122.0 . 14.3 13.0 95
1802 8/4/03 CF PA-13 . 1989140 6255585 167.0 07 112.1 122.0 15.6 13.0 92 RTON 1802A
1802A 8/4/03 CF PA-13 1989130 6255575 167.0 07 115.7 122.0 14.8 13.0 95 RTOF 1802
1804 8/4/03 CF PA-13 1988105 6255500 168.0 07 116.4 122.0 14.0 13.0 95
1816 8/5/03 CF PA-13 1989155 6255460 165.0 09 112.2 118.0 16.3 15.0 95
1817 8/5/03 CF PA-13 1989110 6255470 173.0 09 112.7 118.0 16.6 15.0 96
1818 8/5/03 CF PA-13 1989085 6255380 160.0 09 111.8 118.0 16.9 15.0 95
1820 8/5/03 CF PA-13 1989080 6255510 160.0 09 113.2 118.0 15.4 15.0 96
1853 8/6/03 CF PA-13 1989275 6255570 172.0 13 109.3 115.0 17.8 16.5 95
1854 8/6/03 CF PA-13 1989470 6255570 174.0 13 106.8 115.0 17.3 16.5 93 RTON1854A
1854A 8/6/03 CF PA-13 1989480 6255585 174.0 13 109.7 115.0 17.8 16.5. 95 RTOF 1854
Project Number: 971009014 . . .
Project Name: ressi Ranch
Project Location: 0
Client: o . Page 3of45
Leighton and Associates, Inc 9/17/2 6:38:51AM
SUMMARY OF FIELD DENSITY TESTS
'est Test Test Location Test Soil Dry Density Moisture (%) Relative (%)
lo. Date Of Northing Easting Elev (It) Type Field Max Field Opt. Compaction Remarks
1856 8/6/03 CF PA-13 1989200 6255575 168.0 13 110.9 115.0 16.3 16.5 96
1857 8/6/03 CF PA-13 1989440 6255560 175.0 13 107.2 115.0 18.4 16.5 93 RTON1857A
1857A 8/6/03 CF PA-13 1989450 6255550 175.0 13 . 111.4 115.0 18.0 16.5 97 RTOF 1857
1859 8/6/03 CF PA-13 1989160 6255485 170.0 13 110.6 115.0 17.1 16.5 96
1860 8/6/03 CF PA-13 1989260 6255410 176.0 13 110.9 115.0 16.8 16.5 96
1861 8/6/03. .CF PA-13 1989375 6255610 176.0 13 109.7 115.0 18.9 16.5 95
1862 8/6/03 CF PA-13 1989530 6255470 174.5 13 108.0 115.0 18.4 16.5 94 RTON 1862A
1862A 8/6/03 CF PA-13 1989540 6255460 174.5 13 111.4 115.0 17.9 16.5 97 RTOF 1862
1864 8/6/03 CF PA-13 1989530 6255650 176.0 13 110.3 115.0 16.1 16.5 96
1865 8/6/03 CF PA-13 1989135 6255475 175.0 13 110.0 115.0 17.0 16.5 96
1866 8/6/03: CF PA-13 1989345 6255545 176.5 13 109.4 115.0 19.1 16.5 95
1867 . 8/6/03 CF PA-13 1989265 6255620 177.0 13 110.9 115.0 18.4 16.5 96
1868 8/6/03 CF PA-13 1989435 6255490 177.0 13 112.0 115.0 15.4 16.5 97
1869 8/6/03 CF PA-13 1989090 6255445 176.0 13 109.7 115.0 17.4 16.5 95
1870 8/6/03 CF PA-13 1989420 6255630 177.5 13 110.6 115.0 16.2 16.5 96
1871 8/7/03 CF PA-13 1989575 6255660 176.0 13 110.7 115.0 17.3 16.5 96
1872 8/7/03 CF PA-13 1989085 6255545 176.0 13 111.5 115.0 16.4 16.5 97
1873 8/7/03 CF PA-13 1989495 6255565 178.0 13 109.9 115.0 17.6 16.5 96
1874 8/7/03 CF PA-13 1989225 6255440 178.0 13 110.7 115.0 16.3 16.5 96
1875 8/7/03 CF PA-13 1989425 6255660 177.0 13 106.8 115.0 18.9 16.5 93 RTON 1875A
1875A 8/7/03 CF PA-13 1989430 6255660 177.0 13 109.3 115.0 17.7 16.5 95 R.TOF 1857
1877 8/7/03 CF PA-13 1989290 6255490 179.0 13. 109.9 115.0 16.7 16.5 96
1878 8/7/03 CF PA-13 1989135 6255660 178.5 13 108.0 115.0 17.0 16.5 94 RTON1878A
1878A 8/7/03 CF PA-13 1989135 6255420 178.5 13 111.3 115.0 16.8 16.5 97 RTOF 1878
1881 8/7/03 CF PA-13. 1989370 6255645 179.0 13 .108.9 115.0 17.8 16.5 95
1882 8/7/03 CF PA-13 1989600 6255620 177.5 13 110.1 115.0 17.3 16.5 96
1883 8/7/03 CF PA-13 1989510 6255670 179.0 13 111.8 115.0 15.9 16.5 97
1884 8/7/03 CF PA-13 1989325 6255620 180.0 13 107.7 115.0 17.8 16.5 94 RTON 1884A
1884A 8/7/03 CF PA-13 1989325 6255625 180.0 13 111.1 115.0 16.8 16.5 97 RTOF 1884
1887 8/7/03 CF PA-13 1989225 6255490 178.0 13 111.5 115.0 16.7 16.5 97
1888 8/7/03 CF PA-13 1989555 6255580 179.0 13 110.3 115.0 18.2 16.5 96
1889 8/7/03 CF PA-13 1989370 6255560 178.5 13 105.2 115.0 17.4 16.5 91 RT0N1889A
Droject Number: 971009014
'roject Name: ressi Ranch
'roject Location: 0
Iient: 0 Page 4 of 45
Leighton and Associates, Inc 9/17/2 6:38:51AM
LEA1
SUMMARY OF FIELD DENSITY TESTS
rest Test Test Location Test Soil Dry Density Moisture (%) Relative (%)
No. Date Of Northing Easting Elev (ft) Type Field Max Field Opt. Compaction Remarks
1889A 8/7/03 CF PA-13 .1989385 6255565 178.5 13 110.9 115.0 16.4 16.5 96 RTOF 1889
1915 8/8/03 CF Gateway Rd 1991527 6251884 301.0 10 103.5 112.5 18.7 16.0 92
1916 8/8/03 CF Gateway Rd 1991542 6251914 306.0 10 105.8 112.5 17.3 16.0 94
1917 8/8/03 CF Gateway Rd 1991588 6251895 307.0 10 102.5 112.5 19.6 16.0 91
2000 8/12/03 CF PA-13 1989580 6255595 189.0 13 110.8 115.0 18.6 16.5 96
2001 8/12/03 CF PA-13 1989380 6255530 191.5 13 106.5 115.0 18.3 16.5 93
2002 8/12/03 CF PA-13 1989120 6255410 192.0 13 105.8 115.0 18.3 16.5 92
2003 8/12/03 CF PA-13 1989430 6255650 192.0 13 105.3 115.0 17.3 16.5 92
2004 8/12/03 CF PA-13 1989235 6255540 190.5 13 107.2 115.0 17.8 16.5 93
2005 8/12/03 CF PA-13 1989085 6255530 193.0 13 106.3 115.0 18.6 16.5 92
2006 8/12/03 CF PA-13 1988280 6255485 193.0 13 106.0 115.0 17.4 16.5 92
2007 8/12/03 CF PA-13 1989180 6255500 193.0 13 105.4 115.0 18.8 16.5 92
2008 8/12/03 CF PA-13 1989380 6255620 193.5 13 105.1 115.0 17.8 16.5 91
2024 8/12/03 CF PA-13 1989220 6255435 196.0 13 105.7 115.0 18.3 16.5 92
2025 8/12/03 CF PA-13 1989480 6255530 194.0 13 103.8 115.0 17.6 16.5 90
2026 8/12/03 CF PA-13 1989450 6255620 195.0 13 106.7 115.0 17.0 16.5 93
2027 8/12/03 CF PA-13 1989590 6255785 195.0 13 105.5 115.0 18.6 16.5 92
2028 8/12/03 CF PA-13 1989100 6255595 195.0 13 106.1 115.0 16.4 16.5 92
2029 8/12/03 CF ElFuerte 1988395 6255585 196.0 13 104.4 115.0 18.0 16.5 91
2030 8/12/03 CF PA-13 1989300 6255655 195.0 13 104.9 115.0 17.4 16.5 91
2038 8/13/03 CF PA-13 1989490 6255700 203.5 13 110.2 115.0 18.0 16.5 96
2040 8/13/03 CF . PA-13 1989560 6255705 205.0 13 111.0 115.0 16.2 16.5 97
2044 8/13/03 CF El Fuerte St 1988760 6255565 185.0 13 105.7 115.0 17.7 16.5 92
2045 8/13/03 CF ElFuerteSt 1988930 6255625 186.0 13 106.8 115.0 18.0 16.5 93
2046 8/13/03 CF El Fuerte St 1989470 6255765 188.0 09 106.9 118.0 17.3 15.0 91
2047 8/13/03 CF ElFuerteSt 1989275 6255765 . 189.0 09 108.2 118.0 17.6 15.0 92
2048 8/13/03 CF ElFuerteSt 1989105 6255645 190.0 09 102.4 118.0 18.3 15.0 87 RTON2048A
2048A 8/13/03 CF ElFuertcSt 1989110 6255645 190.0 09 105.8 118.0 17.4 15.0 90 RT0F2048
2050 8/13/03 CF ElFuerteSt 1989420 6255760 192.0 09 108.1 118.0 . 16.4 15.0 92
2051 8/13/03 CF PA-13 1989360 6255465 194.0 09 107.4 118.0 16.2 15.0 91
2052 8/13/03 CF PA-13 1989110 6255430 195.5 09 106.5 118.0 15.4 15.0 90
2053 8/13/03 CF PA-13 1989290 6255610 196.0 13 104.1 115.0 18.6 16.5 91
Project Number: 971009014
Project Name: ressi Ranch
Project Location: 0
Client: 0 Page 5 of 45
Leighton and Associates, Inc 9/17/2 6:38:51AM
SUMMARY OF FIELD DENSITY TESTS
rest Test. Test Location Test Soil Dry Density Moisture (%) Relative (%)
No. . Date Of Northing Easting Elev (it) Type Field Max Field Opt. Compaction Remarks
2054 8/13/03 CF PA-13 1989530 6255590 197.0 13 103.6 115.0 16.9 16.5 90
2055 . 8/13/03 CF PA-13 .1989335 6255460 196.5 09 108.3 118.0 17.0 15.0 92
2056 8/13/03 CF PA-13 . 1989255 6255385 197.0 09 109.1 118.0 15.1 15.0 92
2057 8/13/03 CF El Fuerte St 1989020 6255645 192.0 09 109.5 118.0 16.6 15.0 93
2058 8/13/03 CF El Fuerte St 1988855 6255590 192.5 09 . 107.6 118.0 18.3 15.0 91
2068 8/14/03 CF PA-13 1989145 6255460 195.5 09 107.1 118.0 17.5 15.0 91
2069 8/14/03 CF El Fuerte St 1989155 6255665 196.0 09 107.6 118.0 16.7 15.0 91
2070 8/14/03 CF El Fuerte St 1989550 6255810 198.0 09 107.9 118.0 16.7 15.0 91
2071 8/14/03 CF El Fuerte St . 1989215 6255730 199.0 09 108.3 118.0 16.2 15.0 92
2072 8/14/03 CF PA-13 1989595 6255565 196.5 09 106.8 118.0 18.1 15.0 91
2073 8/14/03 CF PA-13 1989485 6255430 197.0 09 107.3 118.0 16.3 15.0 91
2074 8/14/03 CF PA-13 1989065 6255545 197.5 09 106.0 118.0 15.6 15.0 90
2075 8/14/03 CF PA-13 1989420 6255580 197.0 09 107.3 118.0 16.4 15.0 91
2076 8/14/03 CF El Fuerte St 1989355 6255750 198.0 09 106.5 118.0 16.3 15.0 90
2077. 8/14/03 CF PA-13 1989130 6255380 197.0 09 108.4 118.0 18.0. 15.0 92
2091 8/15/03 CF El Fuerte St . 1988730 6255630 195.0 09 108.6 118.0 17.3 15.0 92
2092 8/15/03 CF El Fuerte St . 1989120 6255725 197.0 09 107.6 118.0 16.8 15.0 91
2093 8/15/03 CF El Fuerte St 1989330 6255800 200.0 09 107.1 118.0 16.2 15.0 91
2094 8/15/03 CF El Fuerte St 1989085 6255730 201.0 09 106.3 118.0 17.7 15.0 90
2095 8/15/03 CF El Fuerte St 1988860 6255690 203.0 09 108.3 118.0 15.4 15.0 92
2096 8/15/03 CF El Fuerte St 1988870 6255670 205.0 09 107.5 118.0 15.9 15.0 91
2097 8/15/03 CF El Fuerte St 1989260 6255805 207.0 09 109.1 118.0 15.2 15.0 92
2099 8/15/03 CF El Fuerte* St 1989015 6255720 210.0 09 106.6 118.0 15.4 15.0 90
2163 8/15/03 CF PA-13 . 1989520 6255550 200.0 09 108.6 118.0 15.3 15.0 92
2164 8/15/03 CF El Fuerte St 1989370 6255820 214.0 09 107.3 118.0 16.5 15.0 91
2168 8/15/03 CF PA-13 1989415 6255655 199.5 09 105.9 118.0 17.0 15.0 90
2169 8/15/03 CF PA-13 1989350 6255520 201.0 09 108.6 118.0 15.5 15.0 92
2200 8/22/03 CF PA-13 1989875 6255660 186.0 09 111.8 118.0. 17.6 15.0 95
2201 8/22/03 CF PA-13 1989540 6255645 202.0 09 112.6 118.0 15.8 15.0 95
2202 8/22/03 CF PA-13 . . 1989770 6255620 176.0 13 109.7 115.0 18.3 16.5 95
2203 8/22/03 CF PA-13 1989670 6255660 178.0 13 109.7 115.0 18.3 16.5 95
2204 8/22/03 CF PA-13 1989520 6255570 202.5 13 109.9 115.0 19.4 16.5 96
Project Number: 971009014 401,
Project Name: ressi Ranch
Project Location: 0
Client: 0 Page 6 of 45
Leighton and Associates, Inc . 9/17/2 6:38:51 AM
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
2205 8/22/03 CF PA-13 1989665 6255645 184.0 13 110.5 115.0 18.8 16.5 96
2206 8/22/03 CF PA-13 1989600 6255625 193.0 13 108.8 115.0 17.8 16.5 95
2207 8/22/03 CF PA-13 1989710 6255600 179.0 13 111.7 115.0 16.3 16.5 97
2208 8/22/03 CF PA-13 1989815 6255735 183.5 13 109.5 115.0 17.2 16.5 95
2209 8/22/03 CF PA-13 1989630 6255565 190.0 13 110.1 115.0 18.5 16.5 96
2210 8/22/03 CF PA-13 1988770 6255665 184.0 13 110.6 115.0 17.7 16.5 96
2211 8/22/03 CF PA-13 1989810 6255635 178.5 13 107.0 115.0 18.6 16.5 93 RTON2211A
2211A 8/22/03 CF PA-13 1989815 6255635 178.5 13 111.0 115.0 16.6 16.5 97 RTOF 2211
2212 8/22/03 CF PA-13 1989650 6255650 187.0 13 110.9 115.0 16.2 16.5 96
2213 8/22/03 CF PA-13 1989630 6255810 190.0 13 112.5 115.0 15.9 16.5 98
2214 8/22/03 CF PA-13 1989515 6255630 203.0 13 108.7 115.0 17.6 16.5 95
2215 8/22/03 CF PA-13 . 1989800 6255680 183.5 13 106.8 115.0' 18.8 16.5 93 RTON2216A
2215A 8/22/03 CF PA-13 1989800 6255675 183.5 13 110.4 115.0 17.4 16.5 96 RT0F2216
2218 8/22/03 CF PA-13 1989670 6255590 189.0 13 111.1 115.0 17.5 16.5 97
2219 8/22/03 CF PA-13 1989720 6255695 185.0 13 109.4 115.0 17.8 16.5 95
2220 8/22/03 CF PA-13 1989505 6255580 204.0 13 109.4 115.0 16.8 16.5 95
2221 8/22/03 CF PA-13 1989635 6255670 192.5 13 . 111.5 115.0 17.3 16.5 97
2222 8/22/03 CF .PA-13 1989615 6255580 194.0 13 106.7 115.0 17.0 16.5 93 RT0N2222A
2222A 8/22/03 CF PA-13 1989625 6255575 194.0 13 108.9 115.0 17.6 16.5 95 RT0F2222
2224 8/22/03 CF PA-13 1989715 6255645 184.0 13 110.6 115.0 18.8 16.5 96
2225 8/22/03 CF PA-13 1989575 6255580 201.0 13 111.9 115.0 16.6 16.5 97
2226 8/22/03 CF PA-13 1989825 6255680 184.0 13 112.0 115.0 16.3 16.5 97
2227 8/22/03 CF PA-13 1989650 6255635 188.5 13 110.2 115.0 17.5 16.5 96
2228 8/22/03 CF PA-13 1989690 6255680 187.0 13 110.6 115.0 18.6 16.5 96
2229 8/22/03 CF PA-13 1989655 6255670 187.5 13 112.6 115.0 15.7 16.5 98
2230 8/22/03 CF PA-13 1989625 6255625 195.0 13 110.3 115.0 17.4 16.5 96
2231 8/25/03 CF PA-13 1989850 6255600 190.0 13 109.5 115.0 17.6 16.5 95
2232 8/25/03 CF PA-13 1989750 6255620 191.0 13 109.6 115.0 18.6 16.5 95
2233 8/25/03 CF PA-13 1989720 6255700 189.5 13 110.9 115.0 16.3 16.5 96
2234 8/25/03 CF PA-13 1989420 6255625 204.5 13 110.3 115.0 17.4 16.5 96
2235 8/25/03 CF PA-13 1989475 6255425 203.0 13 109.9 115.0 15.9 16.5 96
2236 8/25/03 CF PA-13 1989090 6255445 208.0 13 108.7 115.0 .17.6 16.5 95
Project Number: 971009014
Project Name: ressi Ranch
Project Location: 0
4; Client: 0 Page 7of45
.
Leighton and Associates, Inc 9/17/2 6:38:51AM
SUMMARY OF FIELD DENSITY TESTS
rest Test Test Location Test Soil Dry Density Moisture (%) Relative (%)
o. Date Of Northing Easting Elev (It) Type Field Max Field Opt. Compaction Remarks
2237 8/25/03 CF PA-13 1989490 6255705 203.5 13 106.5 115.0 18.8 16.5 93
2239 8/25/03 CF PA-13 1989560 6255535 204.0 13 109.9 115.0 17.4 16.5 96
2241 8/25/03 CF PA-13 1989800 6255780 193.5 13 109.7 115.0 16.8 16.5 95
2242 8/25/03 CF ElFuerteSt 1989195 6255690 205.0 13 110.7 115.0 17.6 16.5 96
2243 8/25/03 CF PA-13 1989350 6255640 203.5 03 115.9 122.0 15.0 11.0 95
2244 8/25/03 CF PA-13 1989530 6255410 205.0 13 104.3 115.0 18.9 16.5 91 RT0N2244A
2244A 8/25/03 CF PA-13 1989525 6255410 205.0 13 111.7 115.0 17.5 16.5 97 RT0F2244
2246 8/25/03 CF PA-13 1989635 6255620 194.5 13 110.6 115.0 17.5 16.5 96
2247 8/25/03 CF PA-13 1989775 6255655 194.0 13 109.4 115.0 16.5 16.5 95
2248 8/25/03 CF PA-13 1989815 6255610 193.0 13 109.3 115.0 17.3 16.5 95
2249 8/25/03 CF PA-13 1989705 6255790 195.0 13 110.6 115.0 18.0 16.5 96
2250 8/25/03 CF PA-13 1989575 6255700 202.5 13 - ' 110.3 115.0 17.4 16.5 96
2251 8/25/03 CF PA13 1989510 6255545 204.0 13 109.1 115.0 18.6 16.5 95
2252 8/25/03 CF PA-13 1989630 6255540 204.0 13 107.3 115.0 15.3 16.5 93 RT0N2252A
2252A 8/25/03 CF PA-13 1989650 6255505 204.0 13 112.6 115.0 15.8 16.5 98 RT0F2252
2254 8/25/03 CF PA-13 1989570 6255560 206.5 13 109.9 115.0 17.8 16.5 96
2255 8/25/03 CF PA-13 1989330 6255560 206.5 13 110.3 115.0 16.7 16.5 96
2256 8/25/03 CF PA-13 1989430 6255605 204.5 13 110.0 115.0 18.2 16.5 96
2257 8/25/03 CF PA-13 1989860 6255730 195.0 13 109.3 115.0 17.0 16.5 95
2258 8/25/03 CF PA-13 1989730 6255575 198.0 13 109.6 115.0 17.2 16.5 95
2259 8/25/03 CF PA-13 1989670 6255740 198.5 13 112.0 115.0 16.6 16.5 97
2260 8/25/03 CF PA-13 1989800 6255600 197.5 13 110.5 115.0 17.1 16.5 96
2261 8/26/03 CF PA-13 1989890 6255765 190.0 13 109.7 115.0 18.3 16.5 95
2262 8/26/03 CF PA-13 1989940 6255700' 189.5 13 110.6 115.0 17.7 16.5 96
2263 8/26/03 CF PA-13 1989740 6255680 193.0 13 108.9 115.0 17.9 16.5 95
2264 8/26/03 CF PA-13 1989875 6255820 191.0 13 109.6 115.0 16.8 16.5 95
2265 8/26/03 CF PA-13 1989975 6255975 190.0 13 110.7 115.0 17.1 16.5 96
2266' 8/26/03 CF PA-13 1989910 6255670 191.0 13 109.5 115.0 18.0 16.5 95
2267
,
8/26/03 CF PA-13 1989990 6255710 188.5 13 111.4 115.0 15.8 16.5 97
2268 8/26/03 CF El Fuerte St 1990035 . 6255820 191.0 13 110.2 115.0 16.7 16.5 96
2269 8/26/03 CF PA-13 1990145 6255780 195.0 13 109.7 115.0 17.5 16.5 95
2270 8/26/03 CF PA-13 1990090 6255775 193.0 13 106.8 115.0 18.9 16.5 93 RTON2270A
Project Number: 971009014 '
Project Name: ressi Ranch
Project Location: 0
Client: 0 Page 8of45
Leighton and Associates, Inc 9/17/2 6:38:51AM
SUMMARY OF FIELD DENSITY TESTS
lest • Test Test Location Test Soil Dry Density Moisture (%) Relative (%)
1o. Date Of Northing Easting Elev (ft) Type Field Max Field Opt. Compaction Remarks
2270A 8/26/03 CF PA-13 1990080 6255770 193.0 13 110.0 115.0 17.8 16.5 96
2272 8/26/03 CF El Fuerte St 1990085 6255850 195.0 13 111.3 115.0 16.7 16.5 97
2273 8/26/03 CF PA-13 1990030 6255750. 192.0 13 110.5 115.0 16.6 16.5 96
2274 8/26/03 CF PA-13 1990110 6255810 195.5 13 109.3 115.0 17.6 16.5 95
2275 8/26/03 CF El Fuerte St 1990150 6255820 197.0 13 109.1 115.0 19.3 16.5 95
2276 8/26/03 CF PA-13 1990075 6255750 194.0 13 112.1 115.0 16.1 16.5 97
2277 8/26/03 CF El Fuerte St 1989960 6255805 191.0 13 109.8 115.0 17.8 16.5 95
2278 8/26/03 CF PA-13 1989770 6255680 194.0 13 111.6 115.0 16.5 16.5 97
2279 8/26/03 CF PA-13 1989940 6255860 192.0 13 108.9 115.0 18.4 16.5 95
2280 8/26/03 CF PA-13 1989700 6255650 194.5 13 110.8 115.0 17.4 16.5 96
2281 8/26/03 CF PA-13 1989755 6255770 195.0 13 109.9 115.0 18.0 16.5 96
2282 8/26/03 CF El Fuerte St 1989980 6255785 193.0 13 112.6 115.0 157 16.5 98
2283 8/26/03 CF PA-13 1989950 6255690 193.0 13 110.6 115.0 16.8 16.5 96
2284 8/26/03 CF El Fuerte St 1990160 6255890 198.0 13 111.1 115.0 17.2 16.5 97
2285 8/26/03 CF PA-13 19901i0 6255780 196.0 13 109.4 115.0 17.7 16.5 95
2286 8/26/03 CF PA-13 - 1990010 6255790 193.0 13 108.2 115.0 18.2 16.5 94
2286A 8/26/03 CF PA-13 1990010 6255790 193.0 13 110.0 115.0 16.9 16.5 96
2288 8/26/03 CF PA-13 1990110 6255750 195.0 13 108.8 115.0 18.9 16.5 95
2289 8/26/03 CF El Fuerte St 1990065 6255835 195.5 13 111.7 115.0 17.1 16.5 97
2290 8/26/03 CF ?A-13 1990025 6255730 196.0 13 110.2 115.0 18.5 16.5 96
2291 8/27/03 CF El Fuerte St 1990275 6255875 195.0 13 109.4 115.0 18.1 16.5 95
2292 8/27/03 CF El Fuerte St 1990030 6255840 196.5 13 110.6 115.0 17.3 16.5 96
2293 8/27/03 CF PA-13 1990060 6255750 199.0 13 108.9 115.0 19.4 16.5 95
2294 8/27/03 CF PA-13 1990210 6255710 197.0 13 111.5 115.0 16.4 16.5 97
2295 8/27/03 CF PA-13 1990130 6255760 198.5 13 109.7 115.0 17.7 16.5 95
2296 8/27/03 CF El Fuerte St 1990230 6255920 200.0 13 112.6 115.0 16.0 16.5 98
2297 8/27/03 CF PA-13 1990210 6255725 198.0 13 106.4 115.0 18.8 16.5 93
2297A 8/27/03 CF PA-13 1990215 6255725 198.0 13 109.4 115.0 17.8 16.5 95 2299 8/27/03 CF PA-13 1990180 6255815 199.0 13 111.0 115.0 16.8 16.5 97 2400 8/27/03 CF El Fuerte St 1990265 6255830 197.5 13 109.5 115.0 17.6 16.5 95 2401 8/27/03 CF El Fuerte St 1990050 6255825 200.0 13 108.0 115.0 17.8 16.5 94 2401A 8/27/03 CF El Fuerte St 1990050 6255825 200.0 13 109.6 115.0 17.1 16.5 95
Project Number: 971009014
Project Name: ressi Ranch
Project Location: 0
Client 0 Page 9 of 45
RT OF 2270
RT ON 2286A
RT OF 2286
RTON2297A
RT OF 2297
RT ON 2401A
RT OF 2401
Leighton and Associates, Inc 9/17/2 6:38:51AM
SUMMARY OF FIELD DENSITY TESTS
rest Test Test Location Test Soil Dry Density Moisture (%) Relative (%)
40. Date Of Northing Easting Elev (ft) Type Field Max Field Opt. Compaction Remarks
2403 8/27/03 CF PA-13 1990155 6255725 199.0 13 110.3 115.0 16.7 16.5 96
2404 8/27/03 CF PA-13 1990305 6255800 195.0 13 109.8 115.0 18.6 16.5 95
2405 8/27/03 CF PA-13 1990100 6255700 200.0 13 109.1 115.0 17.2 16.5 95
2406 8/27/03 CF El Fuerte St 1990270 6255955 202.0 13 111.4 115.0 16.1 16.5 97
2407 8/27/03 CF El Fuerte St 1990200 6255850 199.0 13 110.4 115.0 17.7 16.5 96
2408 8/27/03 CF PA-13 1990165 6255680 200.0 13 113.4 115.0 15.2 16.5 99
2409 . 8/27/03 CF PA-13 1990275 6255760 197.0 13 110.2 115.0 17.4 16.5 96
2410 8/27/03 CF PA-13 1990050 6255710 201.0 13 109.5 .115.0 16.7 16.5 95
2411 8/27/03 CF El Fuerte St 1990215 6255880 203.5 13 110.4 115.0 18.7 16.5 96
2412 8/27/03 CF PA-13 1990045 6255790 202.0 13 113.1 115.0 15.8 . 16.5 98
2413 8/27/03 CF PA-13 1990175 6255760 201.0 13 109.3 115.0 18.0 16.5 95
2414 8/27/03 CF PA-13 1990275 6255820 200.0 13 110.8 115.0 17.3 16.5 96
2415 8/27/03 CF PA-13 1990190 6255730 201.0 13 111.5 115.0 16.4 16.5 97
2416 8/27/03 CF El Fuerte St 1990180 6255880 204.0 13 108.7 115.0 17.9 16.5 95
2417 8/27/03 CF El Fuerte St 1990070 6255850 201.0 13 109.8 115.0 17.5 16.5 . 95
2418 8/27/03 CF PA-13 1990105 6255755 .201.0 13 112.6 115.0 16.0 16.5 98
2419 8/27/03 CF PA-13 1990175 6255700 200.0 13 110.8 115.0 16.8 16.5 96
2420 8/27/03 CF El Fuerte St 1990015 6255820 203.5 13 110.4 115.0 . 17.0 16.5 96
2473 9/3/03 CF El Fuerte St 1987735 6255500 138.0 13 105.2 115.0 18.9 16.5 91
2474 9/3/03 CF El Fuerte St 1987625 6255550 138.0 13 104.2' . 115.0 16.9 16.5 91
2475 9/3103 CF El Fuerte St 1987770 6255530 140.0 13 106.7 115.0 15.3 16.5 93
2476 9/3/03 CF El Fuerte St 1987580 6255670 141.0 13 104.1 115.0 17.6 16.5 91
2477 9/3/03 CF El Fuerte St 1987690 6255555 141.5 10 104.2 112.5 17.6 16.0 93
2478 9/3/03 CF El Fuerte St 1987605 6255595 143.0 13 103:5 115.0 18.2 16.5 90
2479 9/3/03 CF El Fuerte St 1987735 6255555 144.5 13 104.6 115.0 17.4 16.5. 91
2480 9/3/03 CF El Fuerte St .1987800 6255545 143.0 13 103.8 115.0 19.7 16.5' 90
2481 9/3/03 CF El Fuerte St 1987610 6255630 144.0 13. 103.8 115.0 18.5 16.5 90.
2482 9/3/03 CF El Fuerte St 1987740 6255598 138.0 13 '104.3 115.0 17.9. 16.5 91
2483 9/3/03 CF El Fuerte St 1987710 6255575 146.0 13 104.4 115.0 16.3 16.5 91
2484 9/3/03 CF El Fuerte St 1987620 6255690 147.0 13 103.6 115.0 18.1 16.5 90
2485 9/3/03 CF El Fuerte St 1987800 6255530 147.0 13 105.2 115.0 16.0 16.5 91
2486 9/3/03 CF El Fuerte St 1990245 6255860 204.0 13 109.4 115.0 17.2 16.5 95
Project Number: 971009014
Project Name: ressi Ranch
Project Location: 0
Client: 0 Page 10 of 45
Leighton and Associates, Inc 9/17/2 6:38:51AM
SUMMARY OF FIELD DENSITY TESTS
est
lo.
Test
Date
Test
Of
Location
Northing Easting
Test
Elev (It)
Soil
Type
Dry Density
Field Max
Moisture (%)
Field Opt.
Relative (%)
Compaction Remarks
2487 9/3/03 CF PA-13 1990345 6255600 207.0 10 106.8 112.5 17.3 16.0 - 95
2488 9/3/03 CF PA-13 1990155 6255750 203.0 10 106.7 112.5 18.5 16.0 95
2489 9/3/03 CF PA-13 1990095 6255760 205.0 10 107.9 112.5 16.2 16.0 96
2490 9/3/03 CF PA-13 1989935 6255650 207.0 13 110.8 115.0 17.4 16.5 96
2491 9/3/03 CF PA-13 1989865 6255690 207.5 10 106.5 112.5 17.5 16.0 95
2492 9/3/03 CF El Fuerte St 1990015 6255895 206.5 13 110.6 115.0 16.3 16.5 96
2493 9/3/03 CF PA-13 1989900 6255620 207.0 13 106.8 115.0 16.7 16.5 93 RT ON 2493A
2493A 9/3/03 CF • PA-13 1989905 6255620 207.0 13 110.7 115.0 18.0 16.5 96 RT OF 2493
2495 9/3/03 CF El Fuerte St 1990135 6255875 206.0 13 110.7 115.0 16.8 16.5 96
2496 9/3/03 CF El Fuerte St 1990220 6255830 205.0 13 111.3 115.0 16.0 16.5 97
2497 9/3/03 CF PA-13 1989950 6255750 208.0 10 107.1 112.5 18.4 16.0 95
2498 9/3/03 CF PA-13 1989820 6255660 208.0 10 108.0 112.5 16.4 16.0 96
2499 9/3/03 CF PA-13 1990010 6255740 209.0 10 107.5 112.5 17.6 16.0 96
2824 9/10/03 CF PA-15 1991351 6253528 354.0 tO 108.6 112.5 17.0 16.0 97
2825 9/10/03 CF Gateway Rd 1991637 6253820 392.0 10 108.1 112.5 17.5 16.0 96
2826 9/10/03 CF PA-15 1991575 6253745 388.0 10 109.1 112.5 18.5 16.0 97
2827 9/10/03 CF PA-15 1991473 6253610 380.0 10 109.7 112.5 15.6 16.0 98
2828 9/10/03 CF PA-15 1991436 6253528 370.0 10 108.1 112.5 16.5 16.0 96
2885 9/11/03 CF Village Green Dr 1991326 6253425 384.0 10 105.0 112.5 16.2 16.0 93
2886 9/11/03 CF PA-15 1991398 6253490 396.0 10 103.7 112.5 15.2 16.0 92
2981 9/8/03 CF PA-13 1989545 6255775 192.0 03 116.3 122.0 11.6 11.0 95
2982 9/8/03 CF PA-13 1989535 6255765 193.0 03 117.4 122.0 12.2 11.0 96
2983 9/8/03 CF PA-13 1989660 6255710 195.0 05 118.3 124.0 13.0 12.0 95
2984 9/8/03 CF PA-13 1989670 6255630 190.0 05 117.3 124.0 11.9 12.0 95
2985 9/8/03 CF PA-13 . 1990155 6255635 185.0 05 118.3 124.0 11.2 12.0 95
2986 9/8/03 CF PA-13 1989975 6255688 187.0 05 117.3 124.0 12.6 12.0 95
3147 9/11/03 CF El Fuerte St . 1991042 6255657 240.0 10 103.6 112.5 17.8 16.0 92 RT- ON3I47A
3147A 9/11/03 CF El Fuerte St 1991042 6255657 240.0 10 107.6 112.5 16.8 16.0 96 RT OF 3147
3148 9/11/03 .CF El Fuerte St 1991067 6255622 242.0 10 106.6 112.5 17.6 16.0 95
3149 9/11/03 CF El Fuerte St 1990951 6255698 237.0 15 102.7 112.0 14.3 15.5 92 RT0N3149A
3150 9/11/03 CF El Fuerte St 1990876 6255782 239.0 15 107.2 112.0 16.2 15.5 96
3151 9/11/03 CF El Fuerte St 1990987 6255914 236.0 08 111.5 117.5 14.9 14.0 95
'roject Number: 971009014 -
'roject Name: ressi Ranch
' Iient: 0
roject Location: 0
Page 11 of 45
Leighton and Associates, Inc 9/17/2 6:38:5I
SUMMARY OF FIELD DENSITY TESTS
rest Test Test Location Test Soil Dry Density Moisture (%) Relative (%
o. Date Of Northing Easting Elev (It) Type Field Max Field Opt. Compaction Remarks
3152 9/11/03 CF El Fuerte St 1990928 6255821 234.0 10 107.2 112.5 15.8 16.0 95
3153 9/12/03 CF El Fuerte St 1990704 6255757 239.0 10 106.8 112.5 17.8 16.0 95
3154 9/11/03 CF El Fuerte St 1990933 6255743 240.0 08 112.3 117.5 13.7 14.0 96
3155 9/11/03 CF El Fuerte St 1990511 6255856 210.0 15 106.8 112.0 16.3 15.5 95
3156 9/11/03 CF El Fuerte St 1990422 6255878 213.0 15 108.2 112.0 15.4 15.5 97
3157 9/11/03 CF PA-13 1990559 6255824 228.0 15 106.9 112.0 14.8 15.5 95
3158 91.11/03 CF El Fuerte St . 1990606 6255837 231.0 15 106.9 112.0 15.2 15.5 95
3159 9/11/03 CF PA-13 1990462 6255815 220.0 10 107.4 112.5 17.2 16.0 95
3160 9/11/03 CF El Fuerte St 1990385 6255842 218.0 10 102.6 112.5 14.2 16.0 91
3161 9/11/03 CF El Fuerte St 1991006 6255682 238.0 10 106.8 112.5 16.7 16.0 95
3162 . 9/12/03 CF PA-13 1989286 6255417 207.0 10 103.8 112.5 15.4 16.0 92
3163 9/12/03 CF PA-13 1989362 655475 205.0 10 105.7 112.5 16.3 16.0 94
3164 9/12/03 CF PA-13 1989398 6255562 206.0 08 108.3 117.5 15.2 14.0 92
3165 9/12/03 CF PA-13 1989207 6255518 204.0 15 101.6 112.0 14.9 15.5 91
3166 9/12/03 CF PA-13 1989403 6255732. 205.0 15 104.2 112.0 16.5 15.5 93
3167 9/12/03 CF PA-13 1990038 6255781 203.0 10 107.6 112.5 16.4 16.0 96
3168. 9/12/03 CF PA-13 1989916 6255773 202.0 10 106.5 112.5 16.8 16.0 95
3169 9/12/03 CF PA-13 1989718 6255704 204.0 10 103.5 112.5 17.2 16.0 92
3169A 9/12/03 CF . PA-13 1989718 6255704 204.0 10 106.8 112.5 16.6 16.0 95
3170 9/12/03 CF PA-13 1989504 6255615 202.0 10 107.2 112.5 16.6 16.0 95
3171 9/12/03 CF PA-13 1989778 6255583 205.0 10 106.9 112.5 15.9 16.0 95
3172 9/12/03 CF PA-13 . 1989841 6255641 203.0 08 106.2 117.5 13.8 14.0 90
3172A 9/12/03 CF PA-13 1989841 6255641 203.0 08 112.4 117.5 14.2 14.0 96
3173 9/12/03 CF El Fuerte St 1990236 6255657 206.0 10 103.7 112.5 17.3 16.0 92
3174 9/12/03 CF El Fuerte St 1990310 6255842 207.0 10 106.8 112.5 15.6 16.0 95
3175 9/12/03 CF El Fuerte St 1990611 6255887 227.0 10 107.2 112.5 16.2 . 16.0 95
3176 9/12/03 . CF El Fuerte St 1990403 6255852 220.0 08 108.4 117.5 14.7 14.0 92
3177 9/12/03 CF PA-13 1989978 6255598 204.0 10 . 106.8 112.5 14.8 16.0 95
3178 9/12/03 CF PA-13 1989883 6255582 203.0 10 107.2 112.5 15.8 16.0 95
3179 9/12/03 CF PA-13 1989689 6255566 202.0 10 108.5 112.5 16.3 16.0 96 3180 9/12/03 CF PA-13 1989448 6255447 201.0 08 109.3 117.5 13.2 14.0 93 3181 9/12/03 CF PA-13 1989395 6255610 203.0 15 104.2 112.0 14.6 15.5 93
RT ON 3160A
RT ON 3169A
RT OF 3169
RTON3172A
RI OF 3172
RT ON 3173A
RI ON 3176A
Project Number:
Project Name:
Project Location:
Client:
971009014
ressi Ranch
0
0 Page 12 of 45
Leighton and Associates, Inc 9/17/2 6:38:51AM
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
3182 9/12/03 CF PA-13 1989387 6255419 202.0 15 105.2 112.0 15.2 15.5 94
3183 9/12/03 CF PA-13 1989316 6255382 204.0 08 107.6 117.5 13.3 14.0 92
3184 9/12/03 CF El Fuerte St 1989284 6255723 201.0 15 103.8 112.0 14.6 15.5 93
3185 9/15/03 CF PA-13 1989448 6255618 204.0 10 106.8 112.5 15.4 16.0 95
3186 9/15/03 CF PA-13 1989693 6255642 203.0 10 107.2 112.5 16.8 16.0 95
3187 9/15/03 CF PA-13 1989892 6255671 204.0 08 111.2 117.5 12.8 14.0 95
3188 9/15/03 CF PA-13 1990140 6255752 207.0 08 107.2 117.5 10.7 14.0 91 RTON3188A'
3188A 9/15/03 CF PA-13 1990140 6255752 207.0 08 112.4 117.5 13.6 14.0 96 RT0F3188
3189 9/15/03 CF PA-13 1989959 6255724 205.0 15 106.6 112.0 15.8 15.5 95
3190 9/15/03 CF PA-13 1989597 6255753 204.0 15 108.2 112.0 16.4 15.5 97
3191 9/15/03 CF PA-13 1989486 6255494 206.0 08 104.3 117.5 11.7 14.0 89 RTON3191A
3191A 9/15/03 CF PA-13 1989486 6255494 206.0 08 111.2 117.5 14.3 14.0 95 R.T0F3191
3192 9/15/03 CF PA-13 1989294 6255448 207.0 10 104.6 112.5 14.7 16.0 93 RTON3192A
3192A 9/15/03 CF PA-13 1989294 6255448 207.0 10 107.2 112.5 15.8 16.0 95 RT0F3192
3193 9/15/03 CF PA-13 1989456 6255483 205.0 10 106.8 112.5 16.2 16.0 95
3194 9/15/03 CF PA-13 1990012 . 6255666 206.0 10 108.3 112.5 16.7 16.0 96
3195 9/15/03 CF PA-13 1989848 6255676 205.0 10 106.5 112.5 15.4 16.0 95
3196 9/15/03 CF El Fuerte St 1989403 6255715 204.0 08 106.5 117.5 15.8 14.0 91
3197 9/15/03 CF El Fuerte St 1989488 6255775 205.0 04 104.6 120.5 10.9 12.5 87 RTON3197A
3197A 9/15/03 CF El Fuerte St 1989488 6255775 205.0 04 108.5 120.5 11.8 12.5 90 RT0F3197
3199 9/15/03 CF El Fuerte St 1989583 6255866 203.0 04 110.7 120.5 12.8 12.5 92
3300 9/15/03 CF El Fuerte St 1989403 6255824 205.0 04 108.6 120.5 13.8 12.5 90
3301 9/15/03 CF PA-13 1989518 6255742 206.0 08. 106.5 117.5 16.7 14.0 91
3302 9/15/03 CF El Fuerte St 1989654 6255798 204.0 10 98.6 112.5 18.6 16.0. 88 RTON3302A
3302A 9/15/03 CF El Fuerte St 1989654 6255798 204.0 10 103.7 112.5 18.3 16.0 92 RT0F3302 3304 9/15/03 CF El Fuerte St 1989501 6255810 206.0 04 108.8 120.5 13.4 12.5 90 3305 9/16/03 CF El Fuerte St 1991084 6255604 246.0 10 • 107.3 112.5 15.3 16.0 95 3306 9/16/03 CF El Fuerte St 1991043 6255618 248.0 10 108.8 112.5 16.2 16.0 97
3307 9/16/03 CF El Fuerte St 1991002 6255662 250.0 04 114.8 120.5 11.9 12.5 95 3308 9/16/03 CF El Fuerte St 1991101 6255587 252.0 04 • 109.6 120.5 10.4 12.5 91 RTON3308A
3308A 9/16/03 CF El Fuerte St 1991101 6255587 252.0 04 113.9 120.5 11.8 12.5 95 RT0F3308 3310 9/16/03 CF El Fuerte St 1991121 6255524 254.0 04 110.3 120.5 11.8 12.5 92 RTON3310A
Project Number: 971009014
Project Name: ressi Ranch
Project Location: 0
49 Client: 0 Page 13 of 45
Leighton and Associates, Inc 9/17/2 6:38:51AM
SUMMARY OF FIELD DENSITY TESTS
rest
Jo.
Test
Date
Test
Of
Location
Northing Lasting
Test
Elev (ft)
Soil
Type
Dry Density
Field Max
Moisture (%)
Field Opt.
Relative (%)
Compaction Remarks
3310A 9/16/03 CF El Fuerte St 1991133 6255612 254.0 04 114.2 120.5 12.2 12.5 95 ' RTOF3310
3312 9/16/03 CF El Fuerte St 1991035 6255625 251.0 10 107.7 112.5 16.8 16.0 96
3313 9/16/03 CF El Fuerte St 1990997 6255658 247.0 10 104.6 112.5 14.7 16.0 93 RTON3313A
3313A 9/16/03 CF El Fuerte St 1990997 6255658 247.0 10 107.4 112.5 15.8 16.0 95 RT0F3313
3315 9/16/03 CF ' El Fuerte St 1990963 6255683 248.0 10 108.3 112.5 16.4 16.0 96
3316 9/16/03 CF. El Fuerte St 1990910 6255792 240.0 10 106.5 112.5 15.3 16.0 95
3317 9/16/03 CF El Fuerte St . 1990918 6255710 241.0 08 111.8 117.5 14.4 14.0 95
3318 9/16/03 CF El Fuerte St 1990898 6255738 243.0 08 105.2 117.5 12.6 14.0 . 90 RTON3318A
3318A 9/16/03 CF El Fuerte St 1990898 6255738 243.0 08 111.2 117.5 13.7 14.0 95 RT0F3318
3320 9/16/03 CF PA-13 1989563 6255589 206.0 08 112.5 117.5 14.6 14.0 . 96
3321 9/16/03 CF PA-13 1989587 6255603 207.0 08 107.6 117.5 15.2 14.0 92 RTON3321A
3321A 9/16/03 CF PA-13 1989587 6255603 207.0 08 111.5 117.5 14.8 14.0 95 RT0F3321
3323 9/16/03 CF PA-13 1989428 6255638 205.0 10 106.8 112.5 17.3 16.0 95
3324 9/16/03 CF PA-13 1989472 6255515 206.0 04 115.3 120.5 12.6 12.5 96
3325 9/16/03 CF PA-13 . 1989408 6255431 205.0 08 113.4 117.5 13.8 14.0 97
3326 9/16/03 CF PA-13 1989480' 6255485 207.0 10 104.6 112.5 15.8 16.0 93
3327 9/16/03 CF PA-13 1989606 6255572 208.0 10 107.4 112.5 17.4 16.0 , 95
3328 9/17/03 CF PA-13 1989409 6255615 182.0 03 111.3 122.0 13.6 11.0 91.
3329 9/17/03 CF PA-13 . 1989382 6255667 184.0 03 110.8 122.0 14.6 11.0 91
3330 9/17/03 CF PA-13 1989468 6255648 183.0 03 112.8 122.0 13.7 11.0 92
3331 9/17/03 CF El Fuerte St 1989279 6255709 185.0 03 109.6 122.0 14.2 11.0 90
3332 9/17/03 CF PA-13 1989305 6255688 187.0 03 109.8 122.0 15.2 11.0 90
3333 9/17/03 CF PA-13 ' 1989404 6255625 186.0 03 111.7 122.0 12.6 11.0 . 92
3334 9/17/03 CF El Fuerte St 1989787 6255858 205.0 04 108.6 120.5 15.3 12.5 90
3335 9/17/03 CF El Fuerte St 1989844 6255846 207.0 03 111.3 122.0 11.8 11.0 .91
3336 9/17/03 CF El Fuerte St 1989961 6255832 206.0 08 107.3 117.5 14.6 14.0 91
3337 9/17/03 CF El Fuerte St 1989720 6255802 207.0 03 106.4 122.0 10.5 11.0 87 . RT0N3337A
3337A 9/17/03 CF El Fuerte St 1989720 6255802 207.0 03 111.5 122.0 11.8 11.0 91 RT0F3337
3339 9/17/03 CF El Fuerte St 1989756 6255885 205.0 10 106.8 112.5 15.8 16.0 95
3340 9/17/03 CF El Fuerte St 1990073 6255898 208.0 08 108.3 117.5 16.2 14.0 92
3341 9/17/03 CF El Fuerte St 1989123 6255580 210.0 04 112.6 120.5 13.5 12.5 93
3342 9/17/03 CF El Fuerte St 1989991 , 6255851 . 209.0 04 110.8 120.5 12.7 12.5 92
Project Number: 971009014
Project Name: ressi Ranch
Project Location: 0
Client: 0 Page 14 of 45
Leighton and Associates, Inc 9/17/2 6:38:5]TVM-
SUMMARY OF FIELD DENSITY TESTS
rest
4o.
Test
Date
Test
Of
Location
Northing Easting
Test
Elev (ft)
Soil
Type
Dry Density
Field Max
Moisture (%)
Field Opt.
Relative (%)
Compaction Remarks
3343 9/17/03 CF PA-13 1990051 6255687 207.0 04 111.5 120.5 11.6 12.5 93 RT0N3343A
3343A 9/17/03 CF PA-13 1990051 6255687 207.0 04 115.2 120.5 12.0 12.5 96 RT0F3343
3345 9/17/03 CF PA-13 1989811 6255620 208.0 08 106.5 117.5 15.6 14.0 91 RT0N3345A
3345A 9/17/03 CF PA-13 1989811 6255620 208.0 08 111.7 117.5 14.8 14.0 95 RT0F3345
3347 9/17/03 CF PA-13 1989887 6255712 209.0 08 112.5 117.5 15.3 14.0 96
3348 9/17/03 CF PA-13 1990112 6255724 208.0 03 115.4 122.0 11.7 11.0 95
3349 9/17/03 CF PA-13 1990210 6255710 207.0 03 111.8 122.0 12.6 11.0 92 RT0N3349A
3349A 9/17/03 CF PA-13 1990210 6255710 207.0 03 116.5 122.0 11.9 11.0 95 RT0F3349
3351 9/18/03 CF El Fuerte St 1990098 6255885 214.0 08 111.5 117.5 15.6 14.0 95
3352 9/18/03 CF El Fuerte St 1990210 6255892 215.0 08 112.7 117.5 14.6 14.0 96
3353 9/18/03 CF El Fuerte St 1990387 6255888 21.7.0 08 108.2. 117.5 15.8 14.0 92 RTON3353A
3353A 9/18/03 CF El Fuerte St 1990387 6255888 217.0 08 111.3 .117.5 15.7 14.0 95 RT0F3353
3355 9/18/03 CF PA-13 1989615 6255759 210.0 04 108.3 120.5 13.4 12.5 90
3356 9/18/03 CF El Fuerte St 1989722 6255775 211.0 04 110.4 120.5 13.8 12.5 92
3357 9/18/03 CF PA-13 1989946 6255794 213.0 10 104.8 112.5 17.8 16.0 93
3358 9/18/03 CF El Fuerte St 1990483 6255928 220.0 08 111.8 117.5 15.2 14.0 95
3359 9/18/03 CF El Fuerte St 1990566 6255946 222.0 08 107.3 117.5 16.2 14.0 91 RT0N3359A
3359A 9/18103 CF El Fuerte St 1990566 6255946 222.0 08 113.5 117.5 14.8 14.0 97 RT0F3359
3361 9/18/03 CF El Fuerte St 1990404 6255910 218.0 03 113.5 122.0 11.8 11.0 93
3362 9/18/03 CF El Fuerte St 1990572 6255992 224.0 04 110.4 120.5 14.3 12.5 92
3363 9/18/03 CF El Fuerte St 1990473 6255987 216.0 04 109.7 120.5 14.2 12.5 91
3364 9/18/03 CF El Fuerte St 1990414 6255858 219.0 08 103.9 117.5 16.7 14.0 88 R10N3364A
3364A 9/18/03 CF tl Fuerte St 1990414 6255858 219.0 08 111.7 117.5 15.6 14.0 95 R10F3364
3366 9/18/03 CF El Fuerte St 1989901 6255824 217.0 10 106.1 112.5 16.6 16.0 94
3367 9/18/03 CF El Fuerte St 1989888 6255881 209.0 10 104.9 112.5 17.4 16.0 93
3368 9/18/03 CF El Fuerte St 1989823 6255883 . 211.0 10 105.1 112.5 18.2 16.0 93
3369 9/19/03 CF PA-13 1990058 6255641 211.0 03 111.6 122.0 13.8 11.0 91 RT0N3369A
3369A 9/19/03 CF PA-13 1990058 6255641 211.0 03 116.2 122.0 12.7 11.0 95 RT0F3369
3371 9/19/03 CF PA-13 1990011 6255579 213.0 04 114.8 120.5 13.1 12.5 95
3372 9/19/03 CF PA-13 1990103 6255684 215.0 08 112.6 117.5 14.8 14.0 96
3373 9/19/03 CF PA-13 1990142 6255675 217.0 04 110.7 120.5 11.8 12.5 92 RT0N3373A
3373A 9/19/03 CF PA-13 1990142 6255675 217.0 04 114.3 120.5 12.2 12.5 95 RTOF 3373
Project Number: 971009014 .
Project Name: ressi Ranch
Project Location: 0
Client: 0 . Page 15 of 45
Leighton and Associates, Inc 9/17/2 6:38:55M
SUMMARY OF FIELD DENSITY TESTS
rest Test Test Location Test Soil Dry Density Moisture (%) Relative (%)
Y.Jo. Date Of Northing Easting Elev (ft) Type Field Max Field Opt. Compaction Remarks
3375 9/19/03 CF PA-13 1990158 6255703 218.0 08 108.8 117.5 15.3 14.0 93 RI ON 3375A
3375A 9/19/03 CF PA-13 1990158 6255703 218.0 08 111.7 117.5 14.6 14.0 95 RT0F3375
3377 . 9/19/03 CF PA-13 1990132 6255712 216.0 10 107.4 112.5 16.4 16.0 95
3378 9/19/03 CF PA-13 1989931 6255721 215.0 10 103.6 112.5 17.5 16.0 92. RT0N3378A
3378A 9/19/03 CF PA-13 1989931 6255721 215.0 10 106.9 112.5 17.3 16.0 95 RI OF 3378
3380 9/19/03 CF El Fuerte St 1990562 6256012 225.0 03 110.6 122.0 12.7 11.0 91
3381 9/19/03 CF El Fuerte St 1990543 6256035 226.0 08 107.6 117.5 16.8 14.0 92
3382 9/19/03 CF ElFuertéSt 1990487 6256007 224.0 03 113.3 122.0 11.5 11.0 93
3383 9/19/03 CF El Fuerte St 1990618 6256024 227.0 10 105.8 112.5 17.2 16.0 94
3384 9/19/03 CF El Fuerte St 1990631 6256002 . 228.0 08 108.5 117.5 16.7 14.0 92
3385 9/19/03 CF El Fuerte St 1990530 6256029 226.0 04 111.8 120.5 11.9 12.5 93
3386 9/19/03 CF El Fuerte St 1990604 6255914 226.0 08 . 106.1 117.5 15.8 14.0 90 RT0N3386A
3386A 9/19/03 CF El Fuerte St 1990604 6255914 226.0 08 112.5 117.5 14.3 14.0 96 RT0F3386
3388 9/19/03 CF El Fuerte St 1990521 6255923 222.0 08 111.2. 117.5 15.3 14.0 95
3389 9/19/03 CF El Fuerte St . 1990574 6255909 225.0 04 115.5 120.5 12.8 12.5 96
3390 9/19/03 CF El Fuerte St 1990446 6255887 223.0 10 107.4 112.5 17.2 16.0 95
3391 9/22/03 CF PA-13 1990318 6255741 214.0 08 112.6 117.5 14.2 14.0 96
3392 9/22/03 CF PA-13 . 1990246 6255718 216.0 08 108.6 117.5 15.4 14.0 92 RT0N3392A
3392A 9/22/03 CF PA-13 1990246 6255718 216.0 08 111.3 117.5 15.2 14.0 95 RT0F3392
3394 9/22/03 CF PA-13 . 1990287 6255727 217.0 03 116.4 122.0 11.6 11.0 95
3395 .9/22/03 CF PA-13 1990344 6255756 219.0 04 115.2 120.5 13.1 12.5 96
3396 9/22/03 CF PA-13 1990358 6255763 218.0 04 109.9 120.5 14.7 12.5 91 RT0N3396A
3396A 9/22/03 CF PA-13 1990358 6255763 218.0 04 114.8 120.5 13.6 12.5 95 RT OF 3396
3398 9/22/03 CF PA-13 1990402 6255735 220.0 08 111.5 117.5 13.6 14.0 95
3399 9/22/03 CF PA-13 1990423 6255710 221.0 08 112.2 117.5 14.3. 14.0 95
3422 9/18/03 CF PA-15 1991391 6253480 371.0 10 105.4 112.5 17.6 16.0 94 R10N3422A
3422A 9/18/03 CF PA-15 . 1991404 6253471 371.0 10 108.5 112.5 16.0 16.0 96 RT0F3422
3424 9/18/03 CF PA-15 1991443 6253595 376.0 10 104.5 112.5 17.0 16.0 93 3470 9/22/03 CF Village Green Dr 1991330 6253421 356.0 10 104.0 112.5 17.4 16.0 92 3500 9/22/03 CF El Fuerte St 1990215 6255843 220.0 08 113.2 117.5 13.7 14.0 96 3501 9/22/03 CF El Fuerte St 1990247 6255826 221.0 08 111.2 117.5 15.4 14.0 95
3502 9/22/03 CF El Fuerte St 1990338 6255862 222.0 04 115.6 120.5 11.8 12.5 96
Project Number: 971009014
. Project Name: ressi Ranch
Project Location: 0 .
Client: 0 Page 16of45
Leighton and Associates, Inc 9/17/2 6:38:51 AM
liJ
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
3503 9/22/03 CF ElFuerteSt . 1990041 6255891 219.0 10 107.2 112.5 17.3 16.0 95
3504 9/22/03 CF El Fuerte St 1990297 6255912. 223.0 08 108.8 117.5 16.4 14.0 93
3505 9/22/03 CF El Fuerte St 1990512 6255903 224.0 04 111.4 120.5 14.6 12.5 92
3506 9/22/03 CF ElFuerte.St 1990430 6255914 221.0 04 112.7 120.5 13.5 12.5 94
3507 9/22/03 CF El Fuerte St 1990595 6255877 224.0 04 114.6 120.5 12.8 12.5 95
3508 9/23/03 CF El Fuerte St 1990621 6255849 228.0 04 109.6 120.5 15.3 12.5 91
3509 9/23/03 CF El Fuerte St 1990607 6255875 229.0 08 111.5 117.5 15.2 14.0 95
3510 9/23/03 CF El Fuerte St 1990504 6255884 225.0 08 108.4 117.5 16.7 14.0 92
3511 9/23/03 CF El Fuerte St 1990536 6255928 230.0 03 113.8 122.0 11.8 11.0 93
3512 9/23/03 CF El Fuerte St 1990452 6255971 224.0 04 110.9 120.5 14.6 12.5 92
3513 9/23/03 CF ElFuerteSt 1990630 6255960 231.0 10 104.8 112.5 18.4 16.0 93
3514 9/23/03 CF El Fuerte St 1990584 6255867 229.0 10 107.8 112.5 17.1 16.0 96
3515 9/23/03 CF El Fuerte St 1990457 6255893 226.0 03 113.8 122.0 12.4 11.0 93
3516 9/23/03 CF El Fuerte St 1989848 6255877 220.0 10 105.3 112.5 17.2 16.0 94
3517 9/23/03 CF El Fuerte St 1989985 6255906 222.0 10 102.7 112.5 19.5 16.0 91
3518 9/23/03 CF El Fuerte St 1989888 6255882 224.0 08 107.2 117.5 15.4 14.0 91
3519 9/23/03 CF El Fuerte St 1989811 6255872 219.0 08 108.2 .117.5 13.7 14.0 92
3520 9/23/03 CF El Fuerte St 1989617 6255868 217.0 08 103.4 117.5 13.3 14.0 88 RTON3520A
3520A 9/23/03 CF El Fuerte St 1989668 6255868 217.0 08 106.2 117.5 15.3 14.0 90 RT0F3520
3522 9/23/03 CF El Fuerte St 1989537 6255902 212.0 10 104.7 112.5 18.6 16.0 93
3523 9/23/03 CF PA-13 1990205 6255682 223.0 10 107.2 112.5 17.5 16.0 95
3524 9/23/03 CF PA-13 1990196 6255697 222.0 04 114.6 120.5 13.4 12.5 95
3525 9/23/03 CF PA-13 1990366 6255735 226.0 04 116.2 120.5 12.8 12.5 96
3526 9/23/03 CF PA-13 1990312 6255709 225.0 08 111.8 117.5 14.4 14.0 95
3527 9/23/03 CF PA-13 1990378 6255762 227.0 08 113.4 117.5 13.7 14.0 97
3528 9/23/03 CF PA-13 1990395 6255824 228.0 10 107.3 112.5 15.8 16.0 95
3529 9/24/03 CF PA-13 1990532 6255842 233.0 08 108.6 117.5 15.3 14.0 92
3530 9/24/03 CF PA-13 1990489 6255819 231.0 07 112.5 122.0 13.7 13.0 92
3531 9/24/03 CF El Fuerte St . 1990361 6255886 232.0 07 107.4 122.0 11.6 13.0 88 RTON3531A
3,531A 9/24/03 CF El Fuerte St 1990352 6255897 232.0 07 110.7 122.0 13.6 13.0 91 R10F3531 3533 9/24/03 CF El Fuerte St 1990540 6255912 234.0 08 109.9 117.5 15.6 14.0 94 3534 9/24/03 CF El Fuerte St 1990385 6255926 233.0 04 111.8 120.5 13.6 12.5 93
Project Number: 971009014 . .
Project Name: ressi Ranch
Project Location: 0
Client: 0 Page 17 of 45
Leighton and Associates, Inc 9/17/2 6:38:51 AM
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
3535 9/24/03 CF El Fuerte St 1990604 6255994 235.0 04 110.8 120.5 14.2 12.5 92
3536 9/24/03 CF El Fuerte St 1990384 6255971 236.0 08 107.4 117.5 16.7 14.0 91
3537 9/24/03 CF El Fuerte St 1990528 6255952 237.0 08 102.4 117.5 15.2 14.0 87
3537A 9/24/03 CF El Fuerte St 1990528 6255952 237.0 08 105.6 117.5 16.2 14.0 90
3539 9/24/03 CF El Fuerte St 1991013 6255642 257.0 04 110.6 120.5 13.4 12.5 92
3540 9/24/03 CF El Fuerte St . 1990987 6255648 255.0 04 109.8 120.5 11.9 12.5 91
3541 9/24/03 CF El Fuerte St 1990916 6255719 253.0 .08 107.6 117.5 15.2 14.0 92
3542 9/24/03 CF El Fuerte St 1990868 6255752 244.0 08 104.2 117.5 12.7 14.0 89
3542A 9/24/03 CF El Fuerte St 1990868 6255752 244.0 08 106.5 117.5 14.6 14.0 91
3544 9/24/03 CF El Fuerte St 1990853 6255788 247.0 10 98.2 112.5 13.3 16.0 .87
3544A 9/24/03 CF El Fuerte St 1990853 6255788 247.0 10 101.4 112.5 15.2 16.0 90
3546 9/24/03 CF El Fuerte St 1990944 6255673 256.0 10 103.8 112.5 16.5 16.0 92
3547 9/24/03 CF El Fuerte St 1990818 6255792 245.0 08 107.4 117.5 15.6 14.0 91
3548 9/24/03 CF El Fuerte St 1990877 6255718 248.0 04 110.3 120.5 13.2 12.5 92
3549 9/25/03 CF PA-13 Stability Fill 1989942 6255860 226.0 08 106.8 117.5 16.6 14.0 91
3550 9/25/03 CF PA-13 Stability Fill 1989948 6255884 228.0 08 108.2 117.5 15.7 14.0 92
3551 9/25/03 CF PA-13 Stability Fill 1989884 6255840 227.0 08 104.2 117.5 17.3 14.0 89
3551A 9/25/03 CF PA-13 Stability Fill 1989884 6255840 227.0 08 107.7 117.5 16.8 14.0 92
3553 9/25/03 CF PA-13 Stability Fill 1989902 6255890 230.0 08 105.8 117.5 15.6 14.0 90
3554 9/25/03 CF El Fuerte St 1989649 6255871 220.0 08 108.2 117.5 15.8 14.0 92
3555 9/25/03 CF El Fuerte St 1990602 6255952 218.0 08 106.4 117.5 17.2 14.0 91
3556 9/25/03 CF PA-13 1990442 6255811 235.0 10 106.8 112.5 15.8 16.0 95
3557 9/25/03 CF PA-13 1990406 6255795 236.0 08 108.2 117.5 16.2 14.0 92
3558 9/25/03 CF El Fuerte St 1990611 6255842 237.0 08. 105.9 117.5 17.3 14.0 90
3559 9/25/03 CF El Fuerte St 1990350 6255887 239.0 08 107.3 117.5 15.4 14.0 91
3560 9/25/03 CF El Fuerte St 1990633 6255786 240.0 10 102.5 112.5 19.2 16.0 91
3561 9/25/03 CF El Fuerte St 1990512 6255907 242.0 10 97.5 112.5 18.2 16.0 87 3561A 9/25/03 CF El Fuerte St 1990512 6255907 242.0 10 103.7 112.5 17.8 16.0 92 3563 9/25/03 CF El Fuerte St 1990571 6255910 244.0 10 104.5 112.5 16.9 16.0 93 3564 9/25/03 CF El Fuerte St 1990482 6255921 245.0 09 107.8 118.0 15.4 15.0 91 3565 9/25/03 CF El Fuerte St 1990402 6255854 246.0 10 106.6 112.5 17.1 16.0 95 3566 9/25/03 CF El Fuerte St 1990397 6255867 247.0 09 112.4 118.0 14.6 15.0 95
RT ON 3537A
RT OF 3537
RT ON 3542A
RT OF 3542
RT ON 3544A
RT OF 3544
RTON3SSIA
RT OF 3551
RI ON 3561A
RI OF 3561
Project Number: 971009014
Project Name: ressi Ranch
Project Location: 0
49 Client: 0 Page 18of45
Leighton and Associates, Inc
. 9/17/2 6:38:51AM
K! 1.1 1 ;jj.JJI1
SUMMARY OF FIELD DENSITY TESTS
lest Test Test Location - Test Soil Dry Density Moisture (%) Relative (%)
No. Date Of Northing Easting Elev (ft) Type Field Max Field Opt. Compaction Remarks
3567 9/26/03 CF El Fuerte St 1990648 6255812 244.0 10 104.2 112.5 17.5 16.0 93
3568 9/26/03 CF El Fuerte St 1990812 6255882 251.0 10 103.8 112.5 16.6 16.0 92
3569 9/26/03 CF El Fuerte St 1990854 6255879 255.0 10 105.2 112.5 15.8 16.0 94
3570 9/26/03 CF El Fuerte St 1990710 6255911 253.0 08 108.5 117.5 15.7 14.0 92
3571 9/26/03 CF El Fuerte St 1990742 6255926 256.0 08 104.7 117.5 12.6 14.0 89 RTON3571A
3571A 9/26/03 CF El Fuerte St 1990742 6255926 256.0 08 105.8 117.5 13.7 14.0 90 RT0F3571
3573 9/26/03 CF El Fuerte St 1990841 6255957 258.0 07 112.8 122.0 12.6 13.0 92
3574 9/26/03 CF El Fuerte St 1990618 6255941 259.0 08 103.7 117.5 14.2 14.0 88 RT0N3574A
3574A 9/26/03 CF El Fuerte St 1990618 6255941 259.0 08 106.3 117.5 15.1 14.0 90 RTOF 3574
3576 9/26/03 CF El Fuerte St 1990636 6255993 257.0 07 111.8 122.0 13.3 13.0 92
3577 9/26/03 CF El Fuerte St 1990506 6255980 255.0 10 104.7 112.5 18.6 16.0 93
3578 9/26/03 CF El Fuerte St 1990850 6255972 260.0 10 103.8 112.5 19.2 16.0 92
3579 9/26/03 CF El Fuerte St 1990522 6255847 252.0 10 107.2 112.5 1.6.4 16.0 95
3580 9/26/03 CF ElFuerteSt 1990407 6255885 250.0 10 105.5 112.5 17.3 16.0 94
3581 9/26/03 CF PA-13 1990563 6255817 251.0 10 104.5 112.5 17.7 16.0 93
3582 9/26/03 CF El Fuerte St 1990658 6255828 257.0 10 105.6 112.5 16.2 16.0 94
3583 9/29/03 CF El Fuerte St 1991013 6255712 264.0 10 102.7 112.5 18.6 16.0 91
3584 9/29/03 CF El Fuerte St 1990994 6255728 266.0 10 104.2 112.5 16.9 16.0 93
3585 9/29/03 CF El Fuerte St 1991058 6255642 267.0 10 101.8 112.5 . 19.6 16.0 90
3586 9/29/03 CF El Fuerte St 1991105 6255610 265.0 10 98.3 112.5 18.6 16.0 87 RT0N3585A
3586A 9/29/03 . CF El Fuerte St 1991105 6255610 265.0 10 103.3 112.5 17.8 16.0 92 RI OF 3586
3588 9/29/03 CF El Fuerte St 1991152 6255595 268.0 10 99.6 112.5 18.4 16.0 89 RT0N3588A
3588A 9/29/03 CF ElFuerteSt 1991152 6255595 268.0 10 102.8 112.5 18.2 16.0 91 RT0F3588
3590 9/29/03 CF El Fuerte St 1991144 6255538 269.0 10 103.4 112.5 16.2 16.0 92
3591. 9/29/03 CF El Fuerte St 1991187 6255562 271.0 10 104.1 112.5 16.9 16.0 93
3592 9/29/03 CF El Fuerte St 1991128 6255557 212.0 10 105.3 112.5 16.5 16.0 94
3593 9/29/03 CF El Fuerte St 1991007 6255631 267.0 10 103.5 112.5 17.6 16.0 92
3594 9/29/03 CF El Fuerte St 1990972 6255664 269.0 10 104.2 112.5 16.3 16.0 93
3595 9/29/03 CF El Fuerte St 1990911 6255732 270.0 10 101.8 112.5 18.6 16.0 90
3596 9/29/03 CF El Fuerte St 1990833 6255748 266.0 10 104.4 112.5 17.3 16.0 93
3597 . 9/29/03 CF El Fuerte St 1990862 6255756 268.0 10 98.6 112.5 18.2 16.0 88 RT0N3597A
3597A 9/29/03 CF El Fuerte St 1990862 6255756 268.0 10 102.8 112.5 17.6 16.0 91 RI OF 3597
Project Number: 971009014 Aft
Project Name: ressi Ranch . iij#
Project Location: 0
Client: 0 Page 19 of 45
Leighton and Associates, Inc 9/17/2 6:38:51AM
A11.11 • .. AAII
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
3599 9/29/03 CF El Fuerte St 1990780 6255784 267.0 10 105.4 112.5 16.2 16.0 94
3700 9/29/03 CF PA-l3 Stability Fill 1989962 6255897 235.0 10 102.5 112.5 15.2 16.0 91
3701 9/29/03 CF PA- 13 Stability Fill 1989927 6255912 237.0 10 101.6 112.5 17.3 16.0 90
3702 9/29/03 CF PA-13 Stability Fill 1989946 6255918 238.0 10 98.2 112.5 12.5 16.0 87
3702A 9/29/03 CF PA- 13 Stability Fill 1989946 6255918 238.0 10 101.8 112.5 14.6 16.0 90
3704 9/29/03 CF PA-13 Stability Fill 1989887 6255925 236.0 08 107.3 117.5 14.6 14.0 91
3705 9/29/03 CF PA-13 Stability Fill 1989905 6255923 240.0 10 103.8 112.5 15.3 16.0 92
3706 9/29/03 CF PA-13 Stability Fill 1989938 6255930 242.0 10 103.3 112.5 16.7 16.0 92
3707 9/30/03 CF El Fuerte St 1991047 6255612 274.0 • 10 105.6' 112.5 16.3 16.0 94
3708 9/30/03 CF El Fuerte St 1991004 6255652 272.0 10 103.6 112.5 18.9 16.0 92
3709 9/30/03 CF El Fuerte St 1991121 6255587 275.0 04 108.6 120.5 13.6 12.5 90
3710 9/30/03 CF El Fuerte St 1991156 6255532 277.0 04 110.4 120.5 12.5 12.5 92
3711 9/30/03 CF El Fuerte St 1991222 6255514 278.0 08 107.5 117.5 15.2 14.0 91
3712 9/30/03 CF El Fuerte St 1990898 6255724 273.0 10 102.8 112.5 19.3 16.0 91
3713 9/30/03 CF El Fuerte St 1990851 6255771 270.0 10 104.8 112.5 17.6 16.0 93
3714 9/30/03 CF El Fuerte St 1990944 6255750 274.0 10 105.2 112.5 15.8 16.0 94
3715 9/30/03 CF El Fuerte St 1991212 6255587 283.0 08 102.8 117.5 16.7 14.0 87
3715A 9/30/03 CF El Fuerte St 1991212 6255587 283.0 08 105.8 117.5 15.3 14.0 90
3716 9/30/03 CF El Fuerte St 1990987 6255741 275.0 16 109.3 117.0 13.6 14.0 93
3717 9/30/03 CF El Fuerte St 1991247 6255482 285.0 16 106.3 117.0 13.7 14.0 91
3718 9/30/03 CF El Fuerte St . 1991203 6255494 287.0 16 107.8 117.0 14.8 14.0 92
3719 9/30/03 CF , El Fuerte St 1991173 6255527 288.0 16 104.9 117.0 15.8 14.0 90
3720 9/30/03 CF El Fuerte St 1991134 6255562 283.0 04 109.7 120.5 13.4 12.5 91
3721 9/30/03 CF El Fuerte St 1991036 6255641 277.0 04 105.8 120.5 11.6 12.5 88
3721A 9/30/03 CF El Fuerte St 1991036 6255641 277.0 04 108.3 120.5 12.2 12.5 90
3723 9/30/03 CF El Fuerte St 1991053 6255687 279.0 10 103.8 112.5 16.7 16.0 92
3724 9/30/03 CF El Fuerte St 1990987. 6255741 275.0 10 105.2 112.5 15.7 16.0 94
3725 9/30/03 CF El Fuerte St 1990941 6255708 276.0 10 104.2 112.5 17.4 16.0 93
3737 10/1/03 CF El Fuerte St 1991228 6255488 290.0 10 106.8 112.5 16.6 16.0 95
3738 10/1/03 CF El Fuerte St 1991152 6255496 287.0 10 103.8 112.5 18.5 16.0 92
3739 10/1/03 CF El Fuerte St 1991067 6255612 280.0 08 107.3 117.5 15.6 14.0 91 3740 10/1/03 CF El Fuerte St 1991099 6255569 285.0 16 108.3 117.0 15.4 14.0 . 93
RT ON 3702A
RT OF 3702
RT ON 3715A
RT OF 3715
RT ON 3721
RT OF 3721
Project Number:
Project Name:
Project Location:
Client:
971009014
ressi Ranch
0
0 Page 20 of 45
Leighton and Associates, Inc 9/17/2 6:38:51AM
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
3741 10/1/03 CF El Fuerte St 1990886 6255724 276.0 16 107.7 117.0 16.8 14.0 92
3742 10/1/03 CF El Fuerte St 1990847 6255773 273.0 16 106.4 117.0 16.3 14.0 91
3743 10/1/03 CF El Fuerte St 1990801 6255821 268.0 15 102.8 112.0 16.5 15.5 92
3744. 10/1/03 CF El Fuerte St 1990711 6255805 260.0 16 108.4 117.0 13.7 14.0 93
3745 10/1/03 CF El Fuerte St 1990812 6255789 267.0 16 105.9 117.0 17.2 14.0 91
3766 10/2/03 CF PA-13 Stability Fill 1989904 6255936 244.0 15 105.3 112.0 15.8 15.5 94
3767 10/2/03 CF PA-13 Stability Fill 1989957 6255942 246.0 15 103.8 112.0 18.6 15.5 93
3.768 10/2/03 CF PA-13 Stability Fill 1989942 6255958 248.0 15 101.5 112.0 17.3 15.5 91
3769 10/2/03 CF PA-13 Stability Fill 1989965 6255950 250.0 08 107.8 117.5 15.6 14.0 92
3770 . 10/2/03 CF PA-13 Stability Fill 1989933 6255962 252.0 08 108.5 117.5 14.7 14.0 92
3906 10/7/03 CF PA-14 1991462 6255228 345.0 03 109.6 122.0 14.5 11.0 90
3907 10/7/03 CF El Fuerte St 1991415 6255295 336.0 03 107.3 122.0 14.2 11.0 88
3907A 10/7/03 CF ElFuerteSt . 1991415 6255295 336.0 03 110.4 122.0 13.8 11.0 90
3909 10/7/03 CF El Fuerte St 1991395 6255310 327.0 03 108.2 122.0 15.3 11.0 89
3909A 10/7/03 CF El Fuerte St 1991385 6255300 327.0 03 112.6 122.0 14.2 11.0 92
3911 10/7/03 CF El Fuerte St 1991399 6255333 318.0 05 HIS 124.0 15.6 12.0 92
3912 10/7/03 CF El Fuerte St 1991431 6255275 335.0 05 107.3 124.0 14.2 12.0 87
3912A 10/7/03 CF El Fuerte St 1991431 6255275 335.0 05 114.2 124.0 14.6 12.0 92
3914 10/7/03 CF El Fuerte St 1991442 6255251 338.0 06 113.6 122.5 12.4 11.5 93
3915 10/7/03 CF El Fuerte St . . 1991384 6255385 308.0 06 111.5 122.5 13.8 11.5 91
3916 10/7/03 CF El Fuerte St 1991392 6255372 307.0 06 110.6 122.5 14.4 11.5 90
3917 10/7/03 CF El Fuerte St 1991375 6255404 298.0 03 111.8 122.0 11.6 11.0 92
3918 10/7/03 CF El Fuerte St 1991365 6255426 294.0 03 113.6 122.0 12.8 11.0 93
3919 10/7/03 CF El Fuerte St 1991289 6255487 293.0 06 110.3 122.5 14.6 11.5 90
3920 10/7/03 CF El Fuerte St 1991281 6255492 295.0 06 112.8 122.5 11.8 11.5 92
3921 10/7/03 CF El Fuerte St 1991237 6255490 296.0 06 111.7 122.5 14.8 11.5 91 3922 10/7/03 CF El Fuerte St 1991223 6255575 294.0 06 113.8 122.5 12.8 11.5 93 3929 10/8/03 CF PA-14 1991497 6255226 352.0 16 108.3 117.0 15.7 14.0 93 3930 10/8/03 CF El Fuerte St 1991411 6255282 332.0 15 105.3 112.0 17.2 15.5 94
3931 10/8/03 CF El Fuerte St 1991430 6255254 338.0 04 106.2 120.5 11.7 12.5. 88
3931A 10/8/03 CF El Fuerte St 1991433 6255242 338.0 04 108.4 120.5 12.6 12.5 90 3933 10/8/03 CF El Fuerte St 1991418 6255307 335.0 04 109.5 120.5 13.5 12.5 91
Project Number: 971009014
Project Name: ressi Ranch
Project Location: 0
Client: 0
. Page 21 of 45
RTON39O7A
RTOF 3907
RT ON 3909A
RTOF 3909
RI ON 3912A
RTOF 3912
RI ON 393 IA
R10F3931
Leighton and Associates, Inc 9/17/2 6:38:51AM
SUMMARY OF FIELD DENSITY TESTS
Test Test Test Location - Test Soil Dry Density Moisture (%) Relative (%)
No. Date 01 Northing Easting Elev (ft) Type Field Max Field Opt. Compaction Remarks
F JAJ
3934 10/8/03 CF 1 Fuerte St 1991383 6255346 310.0 08 107.2 117.5 16.3 14:0 91
3935 10/8/03 CF El Fuerte St 1991348 6255410 312.0 15 102.8 112.0 18.7 15.5 92
3936 10/8/03 CF . El Fuerte St 1991301 6255473 298.0 10 103.8 112.5 18.6 16.0 92
3937 10/8/03 CF El Fuerte St 1991312 6255421 305.0 10 104.2 112.5 17.5 16.0 93
3938 10/8/03 CF El Fuerte St 1991253 6255506 297.0 10 98.2 112.5 19.4 16.0 87
3938A 10/8/03 CF El Fuerte St 1991253 6255506 297.0 10 101.8 112.5 19.2 16.0 90
3940 10/8/03 CF El Fuerte St 1991224 6255518 296.0 10 104.7 112.5 18.4 16.0 93
3941 10/8/03 CF El Fuerte St 1991336 6255484 300.0 08 107.9 117.5 16.3 14.0 92
3942 10/8/03 CF El Fuerte St 1991364 6255437 315.0 08 108.7 117.5 15.4 14.0 93
3943 10/8/03 CF El Fuerte St 1991239 6255522 297.0 04 110.5 120.5 15.3 12.5 92
3944 10/8/03 CF El Fuerte St 1991136 6255556 294.0 06 113.4 122.5 12.8 11.5 93
3945 10/8/03 CF El Fuerte St 1991098 6255681 292.0 06 111.8 122.5 13.7 11.5 91
3946 10/8/03 CF El Fuerte St 1991026 6255647 280.0 04 109.6 120.5 15.2 12.5 91
3947 10/9/03 CF El Fuerte St 1991302 6255428 314.0 04 109.7 120.5 14.6 12.5 91
3948 10/9/03 CF El Fuerte St 1991348 6255479 316.0 04 111.3 120.5 14.7 12.5 92
3949 10/9/03 CF El Fuerte St 1991289 6255451 312.0 04 108.6 120.5 15.2 12.5 90
3950 10/9/03 CF El Fuerte St 1991244 6255582 298.0 08 105.8 117.5 17.5 14.0 90
3951 10/9/03 CF El Fuerte St 1991267 6255546 299.0 08 107.7 117.5 16.8 14.0 92
3952 10/9/03 CF El Fuerte St 1991268 6255508 306.0 04 111.4 120.5 14.8 12.5 92
3953 10/9/03 CF El Fuerte St 1991112 6255642 290.0 07 113.7 122.0 15.6 13.0 93
3954 10/9/03 CF El Fuerte St 1991149 6255618 296.0 04 110.7 120.5 13.3 12.5 92
3955 10/9/03 CF El Fuerte St 1991085 6255606 294.0 04 107.9 120.5 15.6 12.5 90
3956 10/9/03 CF E1 Fuerte St 1991002 6255687 285.0 04 109.3 120.5 15.7 12.5 91
3957 10/10/03 CF El Fuerte St 1991308 6255516 313.0 04 108.6 120.5 14.7 12.5 90
3958 10/10/03 CF El Fuerte St 1991287 . 6255516 311.0 04 111.4 120.5 13.2 12.5 92
3959 10/10/03 CF El Fuerte St 1991115 6255528 298.0 06 114.3 122.5 12.7 11.5 93
3960 10/10/03 CF El Fuerte St 1991257. 6255442 309.0 06 112.3 122.5 14.6 11.5 92
3961 10/10/03 CF El Fuerte St 1991212 6255495 304.0 04 106.2 120.5 14.8 12.5 88
3961A 10/10/03 CF El Fuerte St 1991212 6255495 304.0 04 108.4 120.5 13.9 12.5 90
3963 10/10/03 CF El Fuerte St 1991276 .6255587 305.0 08 106.2 117.5 17.2 14.0 90
3964 10/10/03 CF El Fuerte St 1991198 6255560 303.0 08 107.5 117.5 16.4 14.0 91
3965 10/10/03 CF El Fuerte St 1991042 6255662 290.0 07 111.8 122.0 13.8 13.0 92
RT0N3938A
RT OF 3938
RTON 396 IA
RT OF 3961
Project Number:
Project Name:
Project Location:
Client:
971009014
ressi Ranch
0
0 Page 22 of 45
Leighton and Associates, Inc 9/17/2 6:38:51 AM
SUMMARY OF FIELD DENSITY TESTS
rest Test Test Location Test Soil Dry Density Moisture (%) Relative (%)
o. Date Of Northing Easting Elev (ft) Type Field Max Field Opt. Compaction Remarks
3966 10/10/03 CF El Fuerte St 1990984 6255641 286.0 04 110.7. 120.5 14.6 12.5 92
3967 10/10/03 CF El Fuerte St 1990952 6255667 284.0 04 108.8 120.5 14.3 12.5 90
3968 10/10/03 CF El Fuerte St 1990944 6255794 285.0 04 113.6 120.5 13.7 12.5 94
3969 10/10/03 CF. El Fuerte -St . 1990867 6255775 276.0 08 108.5 117.5 17.4 14.0 92
3970 10/10/03 CF El Fuerte St 1990841 6255823 274.0 06 114.5 122.5 11.8 11.5 93
3971 10/10/03 CF El Fuerte St 1990688 6255894 260.0 07 112.4 122.0 15.6 13.0 92
3972 10/10/03 CF El Fuerte St 1990612 6255882 258.0 04 109.9 120.5 14.2 12.5 91
3973 10/13/03 CF El Fuerte St S 1991014 6255662 288.0 04 108.3 120.5 15.3 12.5 90
3974 10/13/03 CF El Fuerte St 1991066 6255694 290.0 04 110.3 120.5 14.3 12.5 92
3975 10/13/03 CF El Fuerte St 1991084 6255728 291.0 08 107.6 117.5 17.2 14.0 92
3976 10/13/03 CF El Fuerte St 1990956 6255746 287.0 08 104.6 117.5 16.8 14.0 89
3976A 10/13/03 CF E1 Fuerte St 1990956 6255746 287.0 08 107.3 117.5 15.8 14.0 91
3978 10/13/03 CF El Fuerte St 1990875 6255789 279.0 10 104.7 112.5 18.6 16.0 93
3979 10/13/03 CF El Fuerte St 1990881 6255824 278.0 10 103.5 112.5 19.2 16.0 92
3980 10/13/03 CF El Fuerte St 1990783 6255835 272.0 04 108.6 120.5 14.7 12.5 90
3981 10/13/03 CF El Fuerte St 1990694 6255854 266.0 04 110.2 120.5 13.4 12.5 91
3982 10/13/03 CF El Fuerte St 1990956 6255758 286.0 04 108.8 120.5 15.1 12.5 90
3983 10/13/03 CF El Fuerte St 1990997 6255758 291.0 04 110.3 120.5 14.2 12.5 92
3984 10/13/03 CF El Fuerte St 1991039 6255726 288.0 06 112.8 122.5 12.7 11.5 92
3985 10/13/03 CF El Fuerte St 1990929 6255841 285.0 06 114.2 122.5 11.8 11.5 93
3986 10/13/03 CF El Fuerte St 1990882 6255883 281.0 08 106.9 117.5 15.3 14.0 91
3987 10/13/03 CF ElFuerteSt 1990805 6255909 279.0 10 105.6 112.5 17.2 16.0 94
3988 10/13/03 CF E1 Fuerte St 1990766 6255918 276.0 10 104.7 112.5 18.3 16.0 93
3989 10/13/03 CF El Fuerte St 1990714 6255968 264.0 04 108.9 120.5 14.6 12.5 90
3990 10/13/03 CF El Fuerte St 1990668 6255901 263.0 07 111.5 122.0 15.6 13.0 91
3991 10/14/03 CF PA-14 . 1991553 6255054 378.0 06 111.6 122.5 13.4 11.5 91
3992 10/14/03 CF PA-14 1991538 6255076 375.0 07 110.8 122.0 15.3 13.0 91
3993 10/14/03 CF PA-14 . 1991525 6255092 368.0 04 108.9 120.5 13.7 12.5 90
3994 10/14/03 CF PA-14 1991486 6255128 364.0 04 111.3 120.5 14.6 12.5 92
3995 10/14/03 CF PA-14 1991457 6255208 352.0 04 105.8 120.5 15.6 12.5 88
3995A 10/14/03 CF PA-14 1991467 6255214 352.0 04 110.8 120.5 14.8 12.5 92
3997 10/14/03 CF El Fuerte St 1991394 6255382 337.0 08 106.6 117.5 17.5 14.0 91
RT ON 3976A
RI OF 3976
RT ON 3995A
RT OF 3995
Project Number: 971009014
Project Name: ressi Ranch
Project Location: 0 -
Wi Client: 0 Page 23 of 45
Leighton and Associates, Inc 9/17/2 6:38:51AM
- - -
I IH.H Et iiiii
SUMMARY OF FIELD DENSITY TESTS
Test Test Test Location Test Soil Dry Density Moisture (%) Relative (%)
No. Date Of Northing Fasting Elev (ft) Type Field Max Field Opt. Compaction Remarks
3998 10/14/03 CF El Fuerte St 1991404 6255313 340.0 08 108.4 117.5 16.2 14.0 92
3999 10/14/03 CF ElFuerteSt 1991436 6255280 342.0 06 111.6 122.5 14.2 11.5 91
4039A 10/6/03 CF PA-15 1991422 6253307 372.0 15 103.5 1120 17.5 15.5 92 RT0F4039
4042 10/6/03 CF PA-15 1991452 6253667 384.0 15 103.9 112.0 18.4 15.5 93
4043 10/6/03 CF PA-15 1991398 6253595 377.0 15 104.5 112.0 16.5 15.5 93
4044 10/6/03 CF PA-15 1991236 6253617 372.0 15 104.2 112.0 17.4 15.5 93
4045 10/6/03 CF PA-15 1991214 6253487 375.0 15 98.3 112.0 14.2 15.5 88 RTON4045A
4045A 10/6/03 CF PA-15 1991230 6253476 375.0 15 106.8 112.0 17.5 15.5 95 R10F4045
4048 10/6/03 CF PA-15 1991204 6253782 362.0 15 101.3 112.0 17.3 15.5 90
4050 10/6/03 CF Village Green Dr 1991184 6253428 372.0 15 102.9 112.0 17.5 15.5 92
4057 10/6/03 CF PA-15 1991234 6253540 373.0 15 102.6 112.0 17.2 15.5 92
4058 10/6/03 CF PA-15 1991406 6253662 . 376.0 15 98.1 112.0 13.6 15.5 88 RTON4058A
4058A 10/6/03 CF PA-15 199137 6253546 376.0 15 100.8 112.0 17.1 15.5 90 RT0F4058
4060 10/6/03 CF Village Green Dr 1991380 6253460 372.0 15 102.8 112.0 17.2 15.5 92
4061 10/6/03 CF Village Green Dr 1991361 6253449 370.0 15 103.3 112.0 17.5 15.5 92
4066 10/6/03 CF Village Green Dr 1991464 6253433 376.0 15 103.4 112.0 17.6 15.5 92
4067 10/6/03 CF PA-15 1991459 6253641 386.0 15 101.6 112.0 16.5 15.5 91
4068 10/6/03 CF PA-15 1991410 6253573 378.0 15 104.2 112.0 15.1 15.5 93
4069 10/6/03 CF PA-15 1991262 6253639 373.0 15 102.6 112.0 15.1 15.5 92
4070 10/7/03 CF Gateway Rd 1991630 6253770 383.0 10 102.6 112.5 17.3 16.0 91
4072 10/7/03 CF PA-15 1991505 6253725 386.0 10 103.5 112.5 17.7 16.0 92
4073 10/7/03 CF PA-15 1991180 6253635 378.0 09 106.9 118.0 15.2 15.0 91
4084 10/7/03 CF PA-15 1991240 6253540 376.0 09 108.0 118.0 15.9 15.0 92
4085 10/7/03 CF PA-15 1991220 6253750 379.0 09 109.1 118.0 16.2 15.0 92
4086 10/7/03 CF PA-15 1991370 6253680 387.0 09 107.5 118.0 16.2 15.0 91
4087 10/8/03 CF PA-15 1991575 6253660 386.0 09 107.2 118.0 16.7 15.0 91
4088 10/8/03 CF PA-15 1991265 6253515 374.0 09 106.7 118.0 18.2 15.0 90
4089 10/8/03 CF PA-15 1991480 6253580 376.0 09 107.2 118.0 15.9 15.0 91
4090 10/8/03 CF PA-15 1991415 6253480 375.0 09 108.5 118.0 18.3 15.0 92
4091 10/8/03 CF PA-15 1991240 6253620 380.0 09 107.2 118.0 16.8 15.0 91
4092 10/8/03 CF PA-15 1991360 6253575 381.0 09 107.1 118.0 15.8 15.0 91
4093 10/8/03 CF PA-15 1991410 6253485 382.0 09 109.1 118.0 16.3 15.0 92
Project Number: 971009014
Project Name: ressi Ranch
Project Location: 0
Client: 0 - Page 24 of 45
Leighton and Associates, Inc 9/17/2 6:38:5) AM
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
4094 10/8/03 CF PA-15 1991530 6253615 383.0 09 106.9 118.0 16.2 15.0 91
4100 10/10/03 CF PA-14 1991805 6253970 410.0 09 108.4 118.0 18.2 15.0 92
4101 . 10/10/03 CF PA-14 1991855 6253920 360.0 09 107.7 118.0 19.6 15.0 91
4102 10/14/03 CF El Fuerte St 1991337 6255442 332.0 08 106.4 117.5 15.8 14.0 91
4103 10/14/03 CF El Fuerte St 1991278 6255480 316.0 09 109.5 118.0 16.7 15.0 93
4104 10/14/03 CF El Fuerte St 1991252 6255536 314.0 06 112.7 122.5 13.6 11.5 92
4105 10/14/03 CF El Fuerte St 1991268 6255564 311.0 04 108.3 120.5 15.5 12.5 90
4106 10/15/03 CF El Fuerte St 1991378 6255318 339.0 08 107.3 117.5 16.8 14.0 91
4107 10/15/03 CF El Fuerte St 1991402 6255392 340.0 08 103.1 117.5 17.2 14.0 88
4107A 10/15/03 CF E1 Fuerte St 1991392 6255387 340.0 08 106.2 117.5 17.8 14.0 90
4109 10/15/03 CF El Fuerte St 1991354 6255354 338.0 09 105.7 118.0 18.6 15.0 90
4110 10/15/03 CF El Fuerte St 1991335 6255431 334.0 09 107.6 118.0 17.6 15.0 91
4111 10/15/03 CF El Fuerte St 1991322 6255497 325.0 08 102.4 117.5 15.2 14.0 87
4111A 10/15/03 CF El Fuerte St 1991329 6255507 325.0 08 106.2 117.5 14.7 14.0 90
4113 10/15/03 CF El Fuerte St 1991261 6255542 317.0 09 107.4 118.0 18.3 15.0 91
4114 .10/15/03 CF E1 Fuerte St 1991338 6255518 325.0 10 103.4 112.5 19.6 16.0 92
4115 10/15/03 CF El Fuerte St 1991202 6255562 318.0 10 105.1 112.5 18.7 16.0 93
4116 10/15/03 CF El Fuerte St 1991217 6255624 315.0 10 102.4 112.5 20.3 16.0 91
4117 10/15/03 CF El Fuerte St 1991245 6255618 319.0 09 109.5 118.0 16.8 15.0 93
4118 10/15/03 CF El Fuerte St . 1991402 6255450 335.0 JO 98.6 112.5 19.2 16.0 88
4118A 10/15/03 CF ElFuerteSt 1991394 6255455 335.0 10 101.6 112.5 19.3 16.0 90
4120 10/15/03 CF Et Fuerte St 1991422 6255407 338.0 10 105.2 112.5 18.3 16.0 94
4121 10/15/03 CF El Fuerte St 1991305 6255502 327.0 04 108.3 120.5 16.4 12.5 90
4122 10/15/03 CF El Fuerte St 1991255 6255518 324.0 04 108.7 120.5 15.6 12.5 90
4123 10/16/03 CF El Fuerte St 1991418 6255337 345.0 10 105.2 112.5 17.6 16.0 94
4124 10/16/03 Cl El Fuerte St 1991377 6255384 342.0 10 103.4 112.5 19.6 16.0 92
4125 10/16/03 CF El Fuerte St 1991343 6255392 339.0 04 108.8 120.5 15.3 12.5 90
4126 10/16/03 Cl El Fuerte St 1991348 6255486 334.0 08 104.6 117.5 16.7 14.0 89
4126A 10/16/03 CF El Fuerte St 1991348 6255486 334.0 08 107.9 117.5 16.5 14.0 92
4128 10/16/03 CF El Fuerte St 1991298 6255462 335.0 10 103.6 112.5 18.7 16.0 92
4129 10/16/03 CF El Fuerte St 1991235 6255418 336.0 10 102.8 112.5 19.3 16.0 91
4130 10/16/03 CF E1 Fuerte St 1991256 6255430 338.0 09 109.2 118.0 15.6 15.0 93
RTON41O7A
RI OF 4107
RI ON 4111 A
RT OF 4111
RT0N4118A
RT OF 4118
RT0N4126A
RT OF 4126
Project Number:
Project Name:
Project Location:
Client:
971009014
ressi Ranch
0
0 Page 25 of 45
Leighton and Associates, Inc . 9/17/2 6:38:51AM
.I.I,jJ ..:L .1J.I
SUMMARY OF FIELD DENSITY TESTS
rest Test Test Location Test Soil Dry Density Moisture (%) Relative (%)
o. Date Of Northing Easting Elev (ft) Type Field Max Field Opt. Compaction Remarks
4131 10/16/03 CF El Fuerte St 1991336 .6255552 335.0 08 107.6 117.5 15.2 14.0 92
4132 10/16/03 CF El Fuerte St 1991309 6255514 336.0 .04 108.4 120.5 14.6 12.5 90
4133 10/16/03 CF El Fuerte St 1991277 6255505 331.0 08 106.6 117.5 17.2 14.0 91
4134 10/16/03 CF El Fuerte St 1991436 6255284 346.0 08 104.2 117.5 16.7 .14.0 89
4134A 10/16/03 CF El Fuerte St 1991443 6255268 346.0 08 108.5 117.5 16.4 14.0 92
4135 10/16/03 CF PA-14 1991456 6255218 353.0 08 102.6 117.5 15.3 14.0 87
4135A 10/16/03 CF PA-14 1991462 6255201 353.0 08 107.4 117.5 15.5 14.0 91
4138 10/16/03 CF El Fuerte St 1991429 6255296 348.0 08 107.4 117.5 17.2 14.0 91
4139 10/16/03 CF El Fuerte St 1991417 6255358 346.0 10 104.8 112.5 19.4 16.0 93
4140 10/17/03 CF El Fuerte St 1991209 6255692 325.0 04 108.0 120.5 15.2 12.5 90
4141 10/17/03 CF El Fuerte St 1991271 6255611 326.0 04 109.3 120.5 13.8 12.5 91
4142 10/17/03 CF El Fuerte St 1991052 6255782 296.0 08 106.3 117.5 16.7 14.0 90
4143 10/17/03 CF El Fuerte St 1991108 6255774 302.0 18 102.6 113.0 18.6 16.0 91
4144 10/17/03 CF . El Fuerte St S . 1991046 6255818 299.0 18 105.2 113.0 17.8 16.0 93
4145 10/17/03 CF El Fuerte St 1991075 625572.1 305.0 17 104.8 114.0 17.3 14.5 92
4146 10/17/03 CF PA-14 1991531 6255072 374.0 18 103.8 113.0 19.2 16.0 92
4147 10/17/03 CF PA-14 1991558 6255038 384.0 18 106.2 113.0 16.2 16.0 94
4148 10/17/03 CF PA-14 1991485 6255146 363.0 17 103.5 114.0 17.2 14.5 91
4149 10/17/03 CF PA-14 1991444 6255185 . 360.0 08 . 107.5 117.5 16.2 14.0 91
4150 10/17/03 CF El Fuerte St 1991418 6255264 350.0 04 108.4 120.5 14.8 12.5 90
4151 10/17/03 CF El Fuerte St . 1991425 . 6255227 358.0 18 102.7 113.0 19.4 16.0 91
4152 10/17/03 CF El Fuerte St 1991371 6255488 340.0 18 99.2 113.0 18.3 16.0 88
4152A 10/17/03 CF El Fuerte St 1991371 6255482 340.0 18 101.7 113.0 19.6 16.0 90
4154 10/17/03 CF E1 Fuerte St 1991387 6255412 345.0 17 106.2 114.0 15.8 14.5 93
4155 10/17/03 CF ElFuerteSt 1991274 6255384 344.0 18 103.7 113.0 19.6 16.0 92
4156 10/17/03 CF El Fuerte St . 1991393 6255355 348.0 18 . 105.2 113.0 18.3 16.0. 93
4157 10/17/03 CF El Fuerte St 1991384 6255437 346.0 18 104.2 113.0 20.3 16.0 92
4158 10/17/03 CF El Fuerte St 1991339 6255468 342.0 18 98.6 113.0 17.9 16.0 87
4158A 10/17/03 CF ElFuerteSt 1991347 6255460 342.0 18 103.4 113.0 18.2 16.0 92
4160 10/17/03 CF El Fuerte St 1991305 6255581 330.0 18 106.2 113.0 17.5 16.0 94
4161 10/17/03 CF El Fuerte St 1991318 6255549 334.0 08 106.7 117.5 16.2 14.0 91
4162 10/20/03 CF GardenlaneWy 1990932 6254939 389.0 08 107.6 117.5 14.7 14.0 92
RT ON 4134A
RI OF 4134
RT ON 4135A
RT0F4135
RI ON 4152A
RT OF 4152
RT ON 4158A
RI OF 4158
I Project Number: 971009014 Apt Project Name: ressi Ranch
Project Location: 0
Iwo Client: 0 Page 26 of 45
Leighton and Associates, Inc 9/17/2 6:38:51AM
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
4163 10/20/03 CF GardenlaneWy 1990929 6254957 387.0 04 106.3 120.5 .12.7 12.5 88 RTON4163A
4163A 10/20/03 CF GardenlaneWy 1990929 6254974 387.0 04 108.4 120.5 14.8 12.5 90 RI OF 4163
4164 10/20/03 CF GardenlaneWy 1990858 6255036 379.0 04 104.9 120.5 11.4 12.5 87 RI ON 4164A
4164A 10/20/03 CF GardenlaneWy 1990850 6255051 379.0 04 109.3 120.5 14.5 12.5 91 RT0F4164
4167 10/20/03 CF GardenlaneWy 1990860 6255057 377.0 07 110.7 122.0 14.6 13.0 91
4168 10/20/03 CF GardenlaneWy 1990945 6255112 369.0 07 112.7 122.0 13.6 13.0 92
4169 10/20/03 CF GardenlaneWy 1990947 6255136 367.0 07 110.7 122.0 15.3 13.0 91
4170 10/20/03 CF GardenlaneWy 1990888 6255194 365.0 04 108.5 120.5 14.4 12.5 . 90
4171 10/20/03 CF Garde nlaneWy 1990902 6255211 363.0 08 106.8 117.5 16.2 14.0 91
4172 10/20/03 CF GardenlaneWy 1990961 6255287 356.0 08 105.8 117.5 17.2 14.0 90
4173 10/20/03 CF GardenlaneWy 1990984 6255303 354.0 08 108.2 117.5 14.6 14.0 92
4174 10/20/03 CF GardenlaneWy 1991006 6255215 .353.0 07 111.7 122.0 13.5 13.0 92
4175 10/20/03 CF GardenlaneWy 1991020 6255238 252.0 07 113.6 122.0 14.8 13.0 93
4176 10/20/03 CF El Fuerte St 1991241 6255633 322.0 04 108.4 120.5 13.8 12.5 90
4177 10/20/03 CF El Fuerte St 1991247 6255485 327.0 18 107.2 113.0 16.2 16.0 95
4178 10/20/03 CF El Fuerte St . 1991278 6255462 341.0 18 105.8 113.0 17.3 16.0 94
4179 10/20/03 CF El Fuerte St 1991369 6255407 347.0 08 107.4 117.5 15.2 14.0 91
4180 10/21/03 CF PA-13 1989449 6255638 210.0 07 113.6 122.0 14.2 13.0 93
4181 10/21/03 CF PA-13 1989517 6255516 212.0 07 110.8 122.0 15.4 13.0 91
4182 10/21/03 CF PA-13 1989583 6255613 214.0 04 109.6 120.5 14.3 12.5 91
4183 10/21/03 CF PA-13 1989707 6255689 220.0 04 108.8 120.5 15.6 12.5 90
4184 10/21/03 CF PA-13 1989713 6255566 216.0 07 112.7 122.0 15.8 13.0 92
4185 10/21/03 CF PA-13 1989818 6255729 219.0 07 111.6 122.0 16.5 13.0 91
4186 10/21/03 CF PA-13 1989825 6255667 218.0 08 106.8 117.5 17.4 14.0 91
4187 10/21/03 CF PA-13 1989957 6255641 221.0 04 109.7 120.5 13.8 12.5 91
4188 10/21/03 CF PA-13 1989054 6255739 224.0 07 113.2 122.0 14.1 13.0 93
4189 10/22/03 CF PA-13 1990247 6255475 230.0 08 103.6 117.5 17.3 14.0 88 RTON4189A
4189A 10/22/03 CF PA-13 1990247 6255462 232.0 08 106.9 117.5 18.2 14.0 91 RT0F4189
4191 10/22/03 CF PA-13 1990466 6255641 232.0 08 107.4 117.5 16.8 14.0 91
4192 10/22/03 CF PA-13 1990320 6255654 235.0 04 109.6 120.5 15.7 12.5 91
4193 10/22/03 CF PA-13 1990206 6255619 236.0 04 106.2 120.5 12.8 . 12.5 88 RI ON 4193
4193A 10/22/03 CF PA-13 1990206 6255619 236.0 04 109.3 120.5 13.8 12.5 91 R10F4193
Project Number: 971009014 .
Project Name: ressi Ranch .
Project Location: 0
Client: 0 Page 27 of 45
Leighton and Associates, Inc 9/17/2 6:38:51AM
SUMMARY OF FIELD DENSITY TESTS
'l'est Test Test Location Test Soil Dry Density Moisture (%) Relative (%)
No. Date Of Northing Easting Elev (U) Type Field Max Field Opt. Compaction Remarks
4195 10/22/03 CF PA-13 1990279 6255523 238.0 04 110.4 120.5 13.3 12.5 92
4196 10/22/03 CF PA-13 1990418 6255635 242.0 08 108.7 117.5 15.6 14.0 93
4197 10/22/03 CF PA-13 1990343 6255506 240.0 08 103.2 117.5 15.4 14.0 88 RTON4197A
4197A 10/22/03 CF PA-13 1990343 6255506 240.0 08 107.2 117.5 16.3 14.0 91 RT0F4197
4199 10/22/03 CF PA-13 1990363 6255634 243.0 07 111.6 122.0 16.8 13.0 91
4237 10/10/03 CF Village Green Dr 1991185 6253440 376.5 09 107.4 118.0 16.3 15.0 91
4257 10/13/03 CF PA-i5 1991490 6253675 386.0 09 106.7 118.0 15.9 15.0 90
4258 10/13/03 CF PA-15 1991160 6253555 380.0 09 107.3 118.0 16.1 15.0 91
4259 10/13/03 CF Village Green Dr 1991270 6253440 381.0 09 108.0 118.0 14.6 15.0 92
4260 10/13/03 CF Gateway Rd 1991610 6253560 385.5 09 105.7 118.0 16.8 15.0 90
4261 10/13/03 CF PA-15 1991345 6253610 388.0 09 107.1 118.0 15.3 15.0 91
4262 10/13/03 CF PA-15 1991175 6253755 387.0 09 105.9 118.0 16.4 15.0 90
4263 10/13/03 CF PA-15 1991465 6253700 389.0 09 107.1 118.0 16.6 15.0 91
4264 10/13/03 CF Gateway Rd . 1991630 6253805 389.5 09 106.3 118.0 15.6 15.0 90
4265 10/13/03 CF Village Green Dr 1991480 6253425 384.0 09 107.6 118.0 15.4 15.0 91
4270 10/13/03 CF Gateway Rd 1991550 6253070 380.0 09 105.9 118.0 17.6 15.0 90
4351 10/22/03 CF PA-13 1990293 6255777 239.0 07 113.9 122.0 13.6 13.0 93
4352 10/22/03 CF PA-13 1990262 6255621 240.0 07 110.5 122.0 15.4 13.0 91
4353 10/22/03 CF PA-13 1990091 6255587 227.0 14 114.7 124.0 12.9 12.0 92
4354 10/22/03 CF PA-13 1990053 6255650 229.0 14 115.3 124.0 14.2 12.0 93
4355 10/22/03 CF PA-13 1989875 6255613 223.0 14 114.7 124.0 14.7 12.0 92
4356 10/22/03 CF PA-13 1989909 6255702 221.0 14 113.4 124.0 14.6 12.0 91
4357 10/23/03 CF GardenlaneWy 1991032 6255353 358.0 04 109.8 120.5 14.8 12.5 91
4358 10/23/03 CF GardenlaneWy 1990935 6255281 365.0 04 103.7 120.5 10.6 12.5 86 RTON4358A'
4358A 10/23/03 CF GardenlaneWy 1990935 6255281 365.0 04 108.2 120.5 13.6 12.5 90 RT OF 4358
4359 10/23/03 CF GardenlaneWy 1990863 6255147 375.0 04 105.8 120.5 11.3 12.5 88 RTON4359A
4359A 10/23/03 CF GardenlaneWy 1990863 6255147 375.0 04 107.9 120.5 14.0 12.5 90 RT0F4359
4362 10/23/03 CF GardenlaneWy 1991141 6255289 354.0 07 112.5 122.0 14.6 13.0 92
4363 10/23/03 CF GardenlaneWy 1991107 6255263 358.0 08 106.8 117.5 16.3 14.0 91 4364 10/23/03 CF GardenlaneWy 1991050 6255232 367.0 18 100.4 113.0 18.3 16.0 89 RT0N4364A 4364A 10/23/03 CF GardenlaneWy. 1991050 6255232 367.0 18 103.5 113.0 18.2 16.0 92 RT OF 4364 4366 10/23/03 CF GardenlaneWy 1990976 6255152 375.0 18 105.2 113.0 17.8 16.0 93
Project Number: 971009014
Project Name: ressi Ranch
Project Location: 0
4q Client: 0 Page 28 of 45
- Leighton and Associates, Inc . 9/17/2 6:38:51AM
th I
t!h!Ir. i!!iW1
SUMMARY OF FIELD DENSITY TESTS
Test
No.
Test
Date
Test
Of
Location
Northing Easting
Test
Elev (It)
Soil
Type
Dry Density
Field Max
Moisture (%)
Field Opt.
Relative (%)
Compaction Remarks
4367 10/23/03 CF GardenlaneWy 1990947 6255084 384.0 08 108.2 117.5 15.9 14.0 92
4368 10/23/03 CF ElFuerteSt 1989521 6255686 212.0 07 107.8 122.0 13.3 13.0 88 RT0N4368A
4368A 10/23/03 CF PA-13 1989511 6255670 212.0 07 110.6 122.0 14.7 13.0 91 RT0F4368
4370 10/23/03 CF PA-13 1989628 6255737 215.0 07 111.3 122.0 15.2 13.0 91
4371 10/23/03 CF PA-13 1989695 6255748 221.0 07 113.6 122.0 14.5 13.0 93
4372 10/23/03 CF PA-13 1989727 6255739 222.0 04 108.3 120.5 12.2 12.5 90
4373 10/23/03 CF PA-13 1989895 6255752 224.0 04 111.3 120.5 13.8 12.5 92
4374 10/23/03 CF PA-13 1990052 6255737 225.0 07 112.6 122.0 15.2 13.0 92 .
4375 10/24/03 CF GardenlaneWy 1990857 6255076 382.0 04 108.3 120.5 14.6 12.5 90
4376 10/24/03 CF GardenlaneWy 1990942 6255024 393.0 04 110.6 120.5 13.8 12.5 92
4377 10/24/03 CF GardenlaneWy 1990939 6255051 391.0 04 111.2 120.5 15.3 12.5 92
4378 10/24/03 CF GardenlaneWy 1990975 6255131 381.0 04 109.3 120.5 14.4 12.5 91
4379 10/24/03 CF GardenlaneWy 1991032 6255196 379.0 10 104.8 .112.5 16.6 16.0 93
4380 10/24/03 CF GardenlaneWy 1991139 6255245 369.0 10 105.8 112.5 15.8 16.0 94
4381 10/24/03 CF Garden1aneWy 1991102 6255227 381.0 04 108.6 120.5. 14.7 12.5 90
4382 10/24/03 CF GardenlaneWy 1991027 6255169 387.0 04 109.9 120.5 13.5 12.5 91
4383 10/24/03 CF GardenlaneWy 1990959 6255328 369.0 07 111.5 122.0 14.6 13.0 91
4384 10/24/03 CF GardenlaneWy 1990901 6255259 373.0 07 113.4 122.0 15.6 13.0 93
4385 10/24/03 CF GardenlaneWy 1990869 6255211 379.0 15 103.8 112.0 17.5 15.5 93
4386 10/24/03 CF GardenlaneWy 1990853 6255137 381.0 15 104.2 112.0 16.7 15.5 93
4387 10/24/03 CF GardenlaneWy .1990888 6255263 385.0 15 105.5 112.0 17.3 15.5 94
4388 10/24/03 CF PA-13 1989960 6255763 230.0 04 111.2 120.5 14.6 12.5 92
4389 10/24/03 CF PA-13 1989731 6255730 224.0 04 110.7 120.5 15.3 12.5 92
4564 11/5/03 CF PA- l3 Stability Fill 1989360 6255317 223.0 17 104.3 114.0 13.6 14.5 91
4565 11/5/03 CF PA-13 Stability Fill . 1989257 6255284 224.0 17 106.5 114.0 14.8 14.5 93
4566 11/5/03 CF PA- 13 Stability Fill 1989411 6255325 227.0 17 107.2 114.0 15.3 14.5 94
4567 . 11/5/03 CF PA-13 StabilityFill 1989458 6255349 225.0 19 108.6 118.0 16.6 15.0 92
4568 11/5/03 CF PA-13 Stability Fill 1989174 6255228 223.0 19 109.4 118.0 15.6 15.0 93
4569 11/5/03 CF PA-13 Stability Fill 1989220 6255260 225.0 19 104.3 118.0 14.4 15.0 88 RT0N4569A 4569A 11/5/03 CF PA-13 Stability Fill 1989230 6255275 225.0 19 105.8 118.0 15.5 15.0 90 RT0F4569 4571 11/5/03 CF PA-13 Stability Fill 1989280 6255281 . 227.0 19 107.4 118.0 17.2 15.0 91 4572 11/5/03 CF PA-13 Stability Fill 1989322 6255301 226.0 19 108.3 118.0 16.4 15.0 92
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Project Name: ressi Ranch
Project Location: 0
Client: 0 Page 29 of 45
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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
4631 11/4/03 CF GardenlaneWy 1990705 6254855 348.0 18 103.7 113.0 17.3 16.0 92
4632 11/4/03 CF GardenlaneWy . 1990680 6254845 349.0 18 100.1 113.0 16.8 16.0 89
4632A 11/4/03. CF GardenlaneWy 1990690 6254835 349.0 18 102.6 113.0 17.1 16.0 91
4634 11/4/03 CF GardenlaneWy 1990705 6254865 300.0 18 102.4 113.0 15.7 16:0 91
4635 11/4/03 CF GardenlaneWy 1990680 6254815 351.0 18 103.3 113.0 17.1 16.0 91
4636 11/4/03 CF GardenlaneWy 1990720 6254870 352.0 18 104.5 113.0 17.3 16.0 92
4637 11/4/03 CF GardenlaneWy 1990700 6254810 354.0 18 102.8 113.0 16.8 16.0 91
4638 11/4/03 CF GardenlaneWy 1990695 6254820 356.0 18 102.9 113.0 16.3 16.0 91
4639 11/4/03 CF GardenlaneWy 1990700 6254785 357.0 18 101.5 113.0 17.8 16.0 90
4640 11/4/03 CF GardenlaneWy 1990728 6254832 356.5 18 101.0 113.0 16.8 16.0 89
4640A 11/4/03 CF GardenlaneWy 1990720 6254840 356.5 18 103.3 113.0 15.4 16.0 91
4642 . 11/4/03 CF GardenlaneWy 1990720 6254810 357.0 18 101.8 113.0 16.7 16.0 90
4643 11/4/03 CF GardenlaneWy 1990680 6254805 358.0 18 104.0 113.0 15.3 16.0 92
4644 11/4/03 CF GardenlaneWy 1990740 6254865 354.0 18 103.1 113.0 17.5 16.0 91
4645 11/4/03 CF GardenlaneWy . 1990730 6254795 360.0 18 102.4 113.0 16.7 16.0 91
4646 11/4/03 CF GardenlaneWy 1990720 6254830 357.0 18 102.1 113.0 16.6 16.0 90
4647 11/4/03 CF Gardenlane\Vy 1990710 6254805 361.0 18 101.2 113.0 17.6 16.0 90
4649 11/5/03 CF GardenlaneWy 1990760 6254880 358.0 18 102.1 113.0 17.2 16.0 90
4650 11/5/03 CF Gardenlane Wy 1990670 6254795 359.0 18 103.3 113.0 15.3 16.0 91
4651 11/5/03 CF GardenlaneWy 1990720 6254790 362.0 17 105.1 114.0 14.9 14.5 92
4652 11/5/03 CF GardenlaneWy 1990745 6254850 360.0 17 102.9 114.0 15.8 14.5 90
4653 11/5/03 CF GardenlaneWy 1990690 6254795 360.0 18 104.5 113.0 15.6 16.0 92
4654 11/5/03 CF GardenlaneWy 1990750 6254825 361.5 17 100.1 114.0 17.2 14.5 88
4654A 11/5/03 CF GardenlaneWy 1990775 6254755 361.5 17 103.8 114.0 16.5 14.5 91
4656 11/5/03 CF GardenlaneWy 1990715 6254780 363.0 17 102.8 114.0 15.5 14.5 90
4657 11/5/03 CF GardenlaneWy 1990680 6254785 361.0 17 105.0 114.0 15.9 14.5 92
4658 11/5/03 CF GardenlaneWy 1990715 6254800 364.0 16 108.3 117.0 14.1 14.0 93
4659 11/5/03 CF GardenlaneWy 1990765 6254860 362.5 17 103.3 114.0 15.0 14.5 91
4660 11/5/03 CF GardenlaneWy 1990735 6254825 361.0 17 103.7 114.0 14.6 14.5 91
4661 11/5/03 CF GardenlaneWy 1990660 6254775 363.0 17 102.8 1140 16.1 14.5 90
4662 11/5/03 CF GardenlaneWy 1990730 6254770 365.0 18 102.4 113.0 15.8 16.0 91
4663 11/5/03 CF GardenlaneWy 1990785 6254890 365.0 16 107.3 117.0 14.6 14.0 92
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Project Name: ressi Ranch
Project Location: 0
Client: 0 Page 30 of 45
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Leighton and Associates, Inc 9/17/2 6:38:51AM
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
4664 1.1/5/03 CF GardenlaneWy 1990690 6254795 366.0 16 105.9 117.0 15.4 14.0 91
4665 11/5/03 CF GardenlaneWy 1990760 6254845 366.0 17 102.3 114.0 15.3 14.5 90
4666 11/5/03 CF GardenlaneWy 1990765 6254815 368.0 17 103.0 .114.0 15.2 14.5 90
4667 11/5/03 CF GardenlaneWy 1990685 6254775 367.5 16 105.6 117.0 14.4 14.0 90
4668 11/5/03 CF GardenlaneWy 1990740 6254805 368.5 17 101.2 114.0 15.6 14.5 89
4668A 11/5/03 CF Gardenlane Wy 1990735 6254805 368.5 17 104.1 114.0 15.0 14.5 91
4670 11/6/03 CF GardenlaneWy 1990790 6254870 370.0 16 106.6 117.0 14.6 14.0 91
4671 11/6/03 CF GardenlaneWy 1990760 6254750 370.0 16 107.8 117.0 14.3 14.0 92
4672 11/6/03 CF GardenlaneWy 1990660 6254765 370.0 16 105.9 117.0 13.8 14.0 91
4673 11/6/03 CF GardenlaneWy 1990770 .6254825 371.0 16 108.2 117.0 15.5 14.0 92
4674 11/6/03 CF GardenlaneWy 1990680 6254755 371.5 16 105.1 117.0 14.4 14.0 90
4675 11/6/03 CF GardenlaneWy 1990730 6254785 371.0 18 103.5 113.0 17.5 16.0 92
4676 11/6/03 CF GardenlaneWy 1990810 6254895 372.0 16 105.4 117.0 15.2 14.0 90
4677 11/6/03 CF GardenlaneWy 1990730 6254755 372.5 16 106.1 117.0 16.2 14.0 91
4678 11/6/03 CF Garden1aneWy 1990765 6254795 373.0 16 103.1 117.0 15.0 14.0 88
4678A 11/6/03 CF GardenlaneWy 1990770 6254795 373.0 16 106.0 117.0 14.8 14.0 91
4680 11/6/03 CF GardenlaneWy 1990710 6254745 374.0 16 106.8 117.0 14.7 14.0 91
4681 11/6/03 CF GardenlaneWy 1990785 6254850 373.0 16 105.2 117.0 16.1 14.0 90
4682 11/6/03 CF GardenlaneWy . 1990700 6254760 375.0 16 105.8 117.0 14.5 14.0 90
4683 11/7/03 CF GardenlaneWy 1990738 6254735 373.5 16 103.2 117.0 14.7 14.0 88
4683A 11/7/03 CF GardenlaneWy 1990750 6254735 373.5 16 110.7 117.0 15.3 14.0 95
4685 11/7/03 CF GardenlaneWy 1990755 6254780 374.0 16 106.9 117.0 14.2 14.0 91
4686 11/7/03 CF GardenlaneWy 1990735 6254775 376.0 16 107.5 117.0 14.8 14.0 92
4687 11/7/03 CF GardenlaneWy 1990650 6254715 376.0 16 107.7 117.0 13.5 14.0 92
4688. 11/7/03 CF GardenlaneWy 1990780 6254745 375.5 18 107.6 113.0 16.8 16.0 95
4689 11/7/03 CF GardenlaneWy 1990745 6254780 376.0 16 105.9 117.0 15.5 14.0 91
4690 11/7/03 CF GardenlaneWy 1990805 6254870 377.0 16 107.6 117.0 13.8 14.0 92
4691 11/7/03 CF GardenlaneWy 1990725 6254735 377.0 18 102.4 113.0 16.4 16.0 91
4692 11/7/03 CF GardenlaneWy 1990670 6254740 378.0 16 108.0 117.0 14.9 14.0 92
4693 11/7/03 CF GardenlaneWy 1990805 6254740 377.5 16 107.6 117.0 15.9 14.0 92
4694 11/7/03 CF GardenlaneWy 1990780 6254795 378.0 15 101.6 112.0 15.9 15.5 91
4695 11/7/03 CF GardenlaneWy 1990785 6254830 380.0 15 100.9 112.0 16.8 15.5 90
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Project Name: ressi Ranch
Project Location: •0 -
Client: 0 Page 31 of 45
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]
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
4696 11/7/03 CF PA-15 1990750 6254765 379.0 15 102.8 112.0 17.2 15.5 92
4697 1.1/10/03 CF Gardenlane Wy 1990845 6254680 381.0 18 106.9 113.0 17.1 16.0 95
4699 11/10/03 CF Gardenlane Wy 1990850 6254770 382.0 15 106.6 112.0 15.2 15.5 95
4700 11/7/03 CF Gardenlane Wy 1988880 6252537 214.0 18 104.6 113.0 17.8 16.0 93
4701 .1.1/7/03 CF Gardenlane Wy 1988857 6252528 212.0 18 101.8 113.0 18.6 16.0 90
4702 11/7/03 CF Gardenlane Wy 1988879 6252583 216.0 17 104.8 114.0 16.6 14.5 92
4703 11/7/03 CF Gardenlane Wy 1988892 6252618 218.0 18 102.6 113.0 17.7 16.0 91 RT ON 4703
4703A 11/7/03 CF Gardenlane Wy 1988892 6252618 .218.0 18 107.3 113.0 16.8 16.0 95 RTOF 4703
4705 11/7/03 CF Gardenlane Wy 1988921 6252644 220.0 18, 106.9 113.0 17.2 16.0 95
4706 11/7/03 CF Gardenlane Wy 1988927 6252682 221.0 18 107.5 113.0 16.9 16.0 95
4707. 11/7/03 CF Gardenlane Wy 1988952 6252705 223.0 18 109.2 113.0 16.4 16.0 97
4708 . 11/7/03 CF Gardenlane Wy 1988972 6252753 225.0 18 106.8 113.0 17.4 16.0 95
4709 11/7/03 CF Gardenlane Wy A988887 6252522 218.0 18 103.4 113.0 18.6 16.0 92
47l0 11/7/03 CF Gardenlane Wy 1988886 6252554 220.0 18 101.6 113.0 .19.3 16.0 90
4711: 11/7/03 CF Gardenlane Wy 1988908 6252608 224.0 18 101.2 113.0 38.6 16.0 90
4712 11/7/03 CF Gardenlane Wy 1988898 6252651 226.0 15 102.4 112.0 18.2 15.5 91
4713 11/7/03 CF Gardenlane Wy 1988962 6252639 227.0 15 103.6 112.0 17.5 15.5 93
4714 11/7/03 CF Gardenlane Wy 1988982 6252790 228.0 18 1052 113.0 18.8 16.0 93
4715 11/7/03 CF Gardenlane Wy 1988991 6252750 229.0 18 101.7 113.0 19.2 16.0 90
4716 11/7/03 CF Gardenlane Wy 1988784 6253222 277.0 19 107.3 118.0 16.9 15.0 91
4800 11/10/03 CF Gardenlane Wy 1990675 6254720 382.5 . 15 106.4 112.0 16.1 15.5 95
4801 11/10/03 CF Gardenlane Wy 1990870 6254715 383.0 . 15 107.2 112.0 15.9 15.5 96
4802 11/10/03 CF Gardenlane Wy 1990750 6254665 384.0 15 106.2 112.0 15.1 15.5 95
4803 11/10/03 CF Gardenlane Wy 1990720 6254710 385.0 15 108.1 112.0 14.9 15.5 97
4804 11/10/03 CF Gardenlane Wy 1990815 6254730 385.0 15 106.3 112.0 15.5 15.5 95
4805 11/10/03 CF Gardenlane Wy 1990665 6254710 386.0 16 110.9 117.0 13.7 14.0 95
4806 11/10/03 CF PA-15 1990915 6254690 387.0 15 106.7 112.0 15.2 15.5 95
4807 11/10/03 CF Gardenlane Wy . 1990790 6254670 386.5 15 102.3 112.0 16.8 15.5 91 RTON4807A
4807A 11/10/03 CF Gardenlane Wy 1990770 6254665 386.5 15 106.4 112.0 17.2 15.5 95 RT0F4807
4809 11/10/03 CF Gardenlane Wy 1990760 6254770 387.0 15 106.5 112.0 15.7 15.5 95
4810 . 11/10/03 CF Gardenlane Wy . 1990680 6254700 388.0 15 107.3 112.0 15.2 15.5 96 4811 11/10/03 CF Gardenlane Wy 1990820 6254760 388.0 15 107.5 112.0 15.4 15.5 96
Project Number: 971009014
Project Name: ressi Ranch
Project Location: 0
Client: , 0 Page 32 of 45
Leighton and Associates, Inc 9/17/2 6:38:51AM
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
4812 11f10103 CF GardenlaneWy 1990745 6254700 389.0 15 106.6 112.0 15.5 15.5 95
4813 11/10/03 CF GardenlaneWy 1990825 6254705 389.5 15 105.9 112.0 15.8 15.5 95
4814 11/10/03 CF GardenlaneWy 1990685 6254680 390.0 15 107.2 112.0 16.6 15.5 96
4815 11/10/03 CF GardenlaneWy 1990780 6254775 390.5 15 108.0 112.0 15.2 15.5 96
4816 11/10/03 CF GardenlaneWy 1990720 6254695 391.0 15 106.1 112.0 16.7 15.5 95
4817 11/10/03 CF Gardenlane 1990780 6254690 392.0 17 108.4 114.0 16.2 14.5 95
4818 11/10/03 CF GardenlaneWy 1990855 6254740 392.5 18 108.4 113.0 15.2 16.0 96
4819 . 11/10/03 CF PA-15 1990850 6254705 393.0 15 102.0 112.0 16.6 15.5 91 RTON4819A
4819A 11/10/03 CF PA-15 1990870 6254720 393.0 15 107.6 112.0 15.2 15.5 96 R10F4819
4821 11/10/03 CF GardenlaneWy 1990715 6254655 394.0 15 105.9 112.0 15.6 15.5 95
4822 11/10/03 CF GardenlaneWy 1990730 6254730 395.0 15 106.8 112.0 15.7 15.5 95
4823 11/14/03 CF PA-15 1990820 6254670 395.0 18 103.6 113.0 17.2 16.0 92
4824 11/14/03 CF PA-15 1990875 6254735 396.0 18 101.6 113.0 16.3 16.0 90
4825 11/14/03 CF PA-15 1990900 6254670 396.5 18 102.7 113.0 15.7 16.0 91
4826 11/14/03 CF GardenlaneWy 1990835 6254815 397.0 18 101.6 113.0 .16.8 16.0 90
4827 11/14/03 CF GardenlaneWy 1990685 6254645 397.0 18 103.0 113.0 15.5 16.0 91
4828 1 1/14/03 CF PA-15 1990895 6254725 398.0 18 101.9 113.0 16.2 16.0 90
4829 11/14/03 CF PA-15 1990825 6254645 398.0 18 101.7 113.0 16.2 16.0 90 4830 11/14/03 CF PA-15 1990770 6254735 399.0 18 101.6 113.0 17.2 16.0 90 4831 1 1/14/03 CF GardenlaneWy 1990810 6254720 398.5 18 102.2 113.0 16.5 16.0 90 4832 11/14/03 CF PA-15 1990900 6254770 400.0 18 98.3 113.0 17.5 16.0 87 RT0N4832A
4832A 11/14/03 CF PA-15 1990905 6254775 400.0 18 102.4 113.0 17.0 16.0 91 'RT0F4832 4834 1 1/14/03 CF GardenlaneWy 1990765 6254650 399.5 18 102.6 113.0 15.2 16.0 91 4835 11/14/03 CF GardenlaneWy 1990820 6254800 400.0 18 104.6 113.0 15.8 16.0 93 4836 11/14/03 CF PA-IS 1990870 6254680 400.5 17 103.9 114.0 15.0 14.5 91 4837 11/14/03 CF Gardenlane 1990665 6254670 402.0 18 102.1 113.0 16.6 16.0 90 4838 11/14/03 CF PA-15 1990810 6254630 402.5 17 105.1 114.0 14.3 14.5 92 4839 1 1/14/03 CF Gardenlane 1990830 6254730 403.0 17 104.6 114.0 14.3 14.5 92 4840 11/14/03 CF Gardenlane 1990860 6254760 402.0 . 17 103.9 114.0 14.9 14.5 91 4841 1 1/14/03 CF PA-15 1990840 6254650 404.0 18 102.2 113.0 17.6 16.0 90 4842 11/14/03 CF Gardenlane 1990750 6254710 403.5 17 103.4 114.0 14.9 14.5 91 4843 11/14/03 CF Gardenlane 1990850 6254800 404.0 17 104.3 114.0 13.9 14.5 91
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Project Name: ressi Ranch
Project Location: 0
Client: 0 Page 33 of 45
Leighton and Associates, Inc 9/17/2 6:38:51AM
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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
4844 11/14/03 CF PA-15 1990860 6254700 405.0 17 103.5 114.0 15.2 14.5 91
4868 11/17/03 CF Gardenlane 1990880 6254820 406.0 17 103.8 114.0 14.6 14.5 91
4869 11/17/03 CF PA-15 1990920 6254760 405.5 17 105.9 114.0 13.9 14.5 93
4870 11/17/03 CF Gardenlane 1990635 6254640 406.5 17 102.2 114.0 15.1 14.5 90 4871 11/17/03 CF PA-15 1990955 6254700 408.0 17 103.8 114.0 15.5 14.5 91
4968 11/24/03 CF PA-13 1989537 6255488 216.0 08 106.8 117.5 16.7 14.0 91 4969 11/24/03 CF PA-13 1989512 6255625 218.0 08 108.3 117.5 15.7 14.0 92 4970 11/24/03 CF PA-13 1989744 6255638 226.0 14 112.4 124.0 14.6 12.0 91 4971 11/24/03 CF PA-13 1989658 6255535 221.0 14 . 113.8 124.0 13.5 12.0 92 4972 11/24/03 CF PA-13 1989473 6255542 223.0 07 109.5 122.0 15.8 13.0 90 4973 11/24/03 CF PA-13 1989559 6255562 219.0 07 110.4 122.0 16.7 13.0 90 4974 11/24/03 CF PA-13 1989540 6255646 225.0 14 112.6 124.0 14.4 12.0 91 4975 11/24/03 CF PA-13 1989608 6255656 227.0 14 111.7 124.0 13.6 12.0 90 4976 11/24/03 CF PA-13 1989753 6255506 228.0 04 108.8 120.5 15.3 12.5 90 4977 11/24/03 CF PA-13 1989766 6255705 230.0 04 110.9 120.5 13.8 12.5 92 4978 11/24/03 CF PA-13. 1989972 6255625 230.0 14 114.5 124.0 14.2 12.0 92 4979 11/24/03 CF PA-13 1989927 6255598 232.0 14 112.4 124.0 15.3 12.0 91 4980 11/24/03 CF PA-13 1989836 6255587 228.0 07 109.6 122.0 13.5 13.0 90 4981 11/24/03 -CF PA-13 1990034 6255590 232.0 14 113.2 124.0 14.1 12.0 91 4982 11/24/03 CF PA-13 1989850 6255540 231.0 14 112.2 124.0 15.3 12.0 90 4983 11/24/03 CF PA-13 1989540 6255460 226.0 08 107.5 1175 16.6 14.0 91 4984 11/24/03 CF PA-13 1989710 6255720 231.0 08 109.6 117.5 15.5 . 14.0 93 4985 11/24/03 CF PA-13 1989970 6255760 234.0 08 110.4 117.5 14.8 14.0 94 5225 12/1/03 CF Gateway Rd 1991685 6255350 388.0 15 102.4 112.0 16.0 15.5 91 5228 12/1/03 CF Gateway Rd 1991675 6255570 392.0 17 103.1 114.0 15.1 14.5 90 5230 12/1/03 CF Gateway Rd 1991640 6255580 399.0 10 102.4 112.5 17.3 16.0 91 5821 12/19/03 CF PA-13 1990073 6255611 229.0 17 107.5 114.0 15.4 14.5 94 5822 12/19/03 CF PA-13 1990095 6255500 229.0 17 106.4 114.0 18.4 14.5 93 5823 12/19/03 CF PA-13 1989894 6255492 231.0 17 107.4 114.0 15.6 14.5 94 5824 12/19/03 CF PA-13 1989673 6255500 232.0 17 103.4 114.0 18.1 14.5 91 5825 12/19/03 CF PA-13 1989610 6255640 234.0 17 105.1 114.0 16.3 14.5 92 5826 12/19/03 CF PA-13 1989820 6255700 234.0 17 104.6 114.0 15.9 14.5 92
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S Project Name: ressi Ranch
Project Location: 0
Client: 0 . Page 34 of 45
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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
5827 12/19/03 CF PA-13 1990097 6255806 230.0 10 101.5 112.5 16.4 16.0 90
5828 12/19/03 CF El Fuerte St 1991157 6255760 233.0 10 101.9 112.5 16.1 16.0 91
5829 12/19/03 CF PA-13 1990285 6255805 235.0 10 102.7 112.5 17.2 16.0 91
5830 12/19/03 CF PA-13 1990385 6255793 238.0 10 101.7 112.5 16.8 16.0 90
5834 12/22/03 CF El Fuerte Stab Fill 1991391 6255004 375.0 04 109.7 120.5 16.9 12.5 91
5835 12/22/03 CF El Fuerte Stab Fill 1991415 6254960 377.0 04 108.5 120.5 17.1 12.5 90
5836 12/22/03 CF El Fuerte Stab Fill 1991345 6255105 372.0 04 109.2 120.5 16.5 12.5 91
5837 12/22/03 CF PA-13 1990325 6255780 239.7 20 105.1 116.0 14.0 14.0 91
5838 12/22/03 CF PA-13 1990130 6255785 235.8 14 112.8 124.0 17.1 12.0 91
5839 12/22/03 CF PA-13 1990250 6255790 237.5 04 108.3 120.5 15.9 12.5 90
5840 12/22/03 CF El Fuerte Stab Fill 1991325 6255185 385.7 17 103.7 114.0 14.7 14.5 91
5841 12/22/03 CF El Fuerte Sta b Fill 1991355 6255077 390.7 20 104.1 116.0 14.1 14.0 90
5842 12/22/03 CF El Fuerte Stab Fill 1991398 6254990 395.5 20 104.8 116.0 15.0 14.0 90
5843 12/22/03 CF El Fuerte Stab Fill 1991405 6254942 398.0 09 . 106.4 118.0 16.9 15.0 90
5844 12/22/03 CF El Fuerte Stab Fill 1991375 6255035 394.0 09 106.5 118.0 16.9 15.0 90
5845 12/22/03 CF El Fuerte Stab Fill 1991315 6255140 391.5 20 105.0 116.0 16.1 14.0 91
5846 12/22/03 CF El Fuerte Stab Fill 1991300 6255432 383.5 10 103.5 112.5 16.8 16.0 92
5847 12/23/03 CF PA-13 1989465 6255635 227.0 18 102.3 113.0 17.5 16.0 91
5848 12/23/03 CF PA-13 1989470 6255500 226.0 18 101.8 113.0 18.3 16.0 . 90
5849 12/24/03 CF PA-13 . 1989700 6255432 229.0 18 102.0 113.0 18.0 16.0 90
5850 12/23/03 CF PA-13 1989955 6255505 239.0 18 102.5 113.0 17.8 16.0 91
5851 12/23/03 CF PA-13 . 1990160 6255590 240.0 18 101.7 113.0 18.4 16.0 90
5852 12/23/03 CF PA-13 1989610 6255640 232.0 18 101.9 113.0 18.2 16.0 90
5853 12/23/03 CF El Fuerte Stab Fill 1991340 6255050 392.0 10 101.5 112.5 16.4 16.0 90
5854 12/23/03 CF El Fuerte Stab Fill 1991310 6255280 387.0 10 101.6 112.5 16.9 16.0 90
5855 12/23/03 CF El Fuerte Stab Fill . 1991285 6255265 386.0 10 102.3 112.5 17.1 16.0. 91
5856 12/23/03 CF El Fuerte Stab Fill 1991290 6255120 383.0 10 101.2 112.5 17.6 16.0 90
5857 12/23/03 CF Ei Fuerte Stab Fill 1991265 6255205 389.0 10 98.6 112.5 15.2 16.0 88
5857A 12/23/03 CF El Fuerte Stab Fill 1991275 6255215 389.0 10 . 102.3 112.5 16.7 16.0 91
5858 12/31/03 CF PA-13 1989474 6255386 234:0 18 102.6 113.0 18.9 16.0 91
5859 1/5/04 CF PA-13 1989542 6255325 239.0 18 101.6 113.0 17.2 16.0 90
5860 1/5/04 CF PA-13 1989706 6255345 251.0 19 105.9 118.0 15.6 15.0 90
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Project Location: 0
Client: 0 Page 35of45
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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
5861 1/5/04 CF PA-13 1989872 6255380 250.0 20 104.1 116.0 15.8 14.0 90
5862 1/5/04 CF PA-13 1990137 6255380 250.0 20 105.7 116.0 14.9 14.0 91
5863 1/5/04 CF PA-13 1990323 6255405 247.0 18 103.8 113.0 18.6 16.0 92
5864 1/5/04 CF PA-13 1989581 6255311 240.0 18 103.2 113.0 17.5 16.0 91
5865 1/5/04 CF PA-13 1989723 6255366 251.0 18 103.5 113.0 17.9 16.0 92
5866 1/5/04 CF PA-13 1989833 6255353 252.0 21 106.4 118.0 15.2 13.0 90
5867 1/5/04 CF PA-13 1990165 6255374 252.0 21 106.9 118.0 15.2 13.0 91
5868 1/5/04 CF PA-13 1990347 6255386 249.0 18 102.5 113.0 17.6 16.0 91
5869 1/5/04 CF PA-13 1989614 6255355 244.0 19 106.1 118.0 17.5 15.0 90
5870 1/5/04 CF PA-13 1989759 6255344 252.0 20 104.1 116.0 17.4 14.0 90
5871 1/5/04 CF PA-13 1989894 6255360 254.0 19 106.6 118.0 17.3 15.0 90
5872 1/5/04 CF PA-13 1990180 6255382 254.0 20 105.8 116.0 14.6 14.0 91
5873 1/5/04 CF PA-13 1990390 6255393 254.0 20 105.4 116.0 16.5 14.0 91
5874 1/5/04 CF PA-13 1989693 6255350 248.0 20 104.6 116.0 15.5 14.0 90
5875 1/5/04 CF PA-13 1989757 6255369 252.0 21 106.3 118.0 15.2 13.0 90
5876 1/5/04 CF PA-13 1989939 6255362 253.0 20 104.5 116.0 15.2 14.0 90
5877 1/5/04 CF PA-13 1990198 6255401 255.0 19 106.5 118.0 16.7 15.0 90
5878 1/5/04 CF PA-13 1990416 6255374 252.0 20 104.3 116.0 15.6 14.0 90
5879 1/5/04 CF PA-13 1989633 6255330 244.0 19 105.8 118.0 16.3 15.0 90
5880 1/5/04 CF PA-13 1989645 6255341 245.0 19 106.7 118.0 16.8 15.0 90
5881 1/5/04 CF PA-13 1989965 6255334 255.0 19 105.7 118.0 16.2 15.0 90
5882 1/5/04 CF PA-13 1990211 6255386 255.0 20 105.1 116.0 14.6 14.0 91
5883 1/5/04 CF PA-13 1990446 6255328 253.0 19 105.8 118.0 17.6 15.0 90
5884 1/5/04 CF PA-13 1989652 6255339 246.0 18 102.3 113.0 17.5 16.0 91
5885 1/5/04 CF PA-13 1989779 6255345 254.0 19 106.8 118.0 17.5 15.0 91
5886 1/5/04 CF PA-13 1989974 6255372 256.0 19 106.4 118.0 17.5 15.0 90
5887 1/5/04 CF PA-13 .1990231 6255397 256.0 19 106.8 118.0 17.4 15.0 91
5888 1/5/04 CF PA-13 1990462 6255360 259.0 19 105.9 118.0 18.2 15.0 90 5889 1/5/04 CF PA-13 .1989667 6255344 248.0 19 105.9 118.0 16.3 15.0 90
5890 1/5/04 CF PA-13 1989838 6255370 255.0 21 106.8 118.0 14.6 13.0 91
5891 1/5/04 CF PA-13 1990008 6255360 256.0 19 105.8 118.0 16.5 15.0 90 5892 1/5/04 CF PA-13 1990239 6255398 256.0 17 103.3 114.0 15.2 14.5 91
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Project Location
Client:
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ressi Ranch
0
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Leighton and Associates,
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4-
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
5893 1/5/04 CF PA-13 1990477 6255367 255.0 21 106.3 118.0 15.2 13.0 90
5894 1/5/04 CF PA-13 1989700 6255360 248.0 20 ' 106.5 116.0. 15.6 14.0 . 92
5895 1/5/04 CF PA-13 1989807 6255357 251.0 19 106.2 118.0 17.5 15.0 90
5896 1/5/04 CF PA-13 1990047 6255343 251.0 17 102.9 114.0 15.2 14.5 90
5897 1/5/04 CF PA-13 . 1990255 6255402 256.0 19 106.8 118.0 17.1 15.0 91
5898 1/5/04 CF PA-13 1990494 6255349 257.0 19 106.7 118.0 16.5 15.0 90
5899 1/5/04 CF PA-13 1989674 6255356 250.0 21 107.5 118.0 13.5 13.0 91
5910 12/31/03 CF PA-13 1989482 6255451 232.0 18 101.5 113.0 17.6 16.0 90
5911 12/31/03 CF PA-13 1989575 6255422 232.0 18 101.6 113.0 17.5 16.0 90
5912 12/31/03 CF PA-13 1989686 6255500 233.0 18 102.7 113.0 16.5 16.0 91
5913 12/31/03 CF PA-13 1989678 6255639 234.0 18 101.3 113.0 16.4 16.0 90
5914 1/2/04 CF PA-13 1990297 6255447 242.0 19 106.2 118.0 17.2 15.0 90
5915 1/2/04 CF PA-13 1990397 6255467 240.0 19 106.5 118.0 16.5 . 15.0 90
516 1/2/04 CF PA-13 1990084 6255453 235.0 19 107.7 118.0 17.9 15.0 91
5917 1/2/04 CF PA-13 . 1989762 6255428 233.0 17 103.4 114.0 15.6 14.5 91
5918 1/2/04 CF PA-13 1989595 6255385 232.0 18 102.8 113.0 19.5 16.0 91
5919 1/2/04 CF PA-13 1989489 6255297 233.0 18 103.7 113.0 17.2 16.0 92
5920 1/2/04 CF PA-13 1989709 6255282 239.0 19 106.8 118.0 15.9 15.0 91
5921 1/2/04 CF PA-13 . . 1989691 6255709 241.0 19 108.6 118.0 17.4 15.0 92
5922 1/2/04 CF PA-13 1989792 6255741 242.0 19 107.1 118.0 17.1 15.0 91
5923 1/2/04 CF PA-13 1989909 6255730 244.0 17 105.4 114.0 16.5 14.5 92
5924 1/2/04 CF PA-13 . 1989988. 6255736 246.0 19 108.4 118.0 16.4 15.0 92
5925 1/2/04 CF PA-13 1990165 6255760 248.0 19 107.5 118.0 15.2 15.0 91
5926 1/2/04 CF PA-13 1990227 6255780 250.0 18 105.3 113.0 17.5 16.0 93 5927 1/2/04 CF PA-13 1990386 6255820 249.0 19 106.4 118.0 15.4 15.0 90 5928 1/2/04 CF PA-13 1989535 6255306 239.0 19 106.4 118.0 15.5 15.0 90 5929 1/2/04 CF PA-13 1989611 6255326 241.0 19 106.2 118.0 15.4 15.0 90 5930 1/2/04 CF PA-13 1989630 6255311 243.0 19 106.5 118.0 15.6 15.0 90 5931 1/2/04 CF PA-13 1989706 6255357 247.0 17 103.5 114.0 15.3 14.5 91 5932 1/2/04 CF PA-13 1989862 6255347 249.0 19 107.3 118.0 16.1 15.0 91 5933 1/2/04 CF PA-13 1990087 6255349 247.0 '19 106.3 118.0 15.8 15.0 90. 5934 1/2/04 CF PA-13 1990190 6255385 248.0 19 106.2 118.0 15.2 15.0. 90
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Project Name: ressi Ranch
Project Location: 0
Client: 0 Page 37 of 45 .
Leighton and Associates, Inc 9/17/2 6:38:51 AM
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
!.AJIJ
5935 1/2/04 CF PA-13 1990308 6255398 245.0 19 106.8 118.0 16.3 15.0 91
5936 1/2/04 CF 'PA-13 1990249 6255410 247.0 16 106.5 117.0 15.2 14.0 91
5937 1/2/04 CF PA-13 1990472 6255396 245.0 17 102.6 114.0 15.8 14.5 90
5938 1/2/04 CF PA-13 1990315 6255498 243.0 19 106.5 118.0 16.9 15.0 90
5939 1/2/04 CF PA-13 1990190 6255453 241.0 17 102.2 114.0 16.7 14.5 90
5940 1/2/04 CF PA-13 1989989 6255439 241.0 19 106.5 118.0 15.9 15.0 90
5941 1/2/04 CF PA-13 1989812 6255564 240.0 17 102.3 114.0 17.3 14.5 90
5942 1/2/04 CF. PA-13 1989593 6255467 240.0 18 101:2 113.0 19.5 . 16.0 90
6000 1/8/04 CF PA-14 1991536 6255234 376.0 18 103.7 113.0 . 19.2 16.0 92
6001 1/8/04. CF PA-14 1991531 6255255 378.0 18 101.7 .113.0 18.8 16.0 90
6002 1/8/04 CF PA-14 1991526 6255133 380.0 18 98.6 113.0 17.9 16.0 87
6002A 1/8/04 CF PA-14 1991526 6255133 380.0 18 104.2 113.0 19.4 16.0 92
6004 1/8/04 CF PA-14 1991548 6255207 382.0. 20 105.8 116.0 15.6 14.0 91
6005 1/8/04 CF PA-14 1991562 6255255 384.0 20 . 102.8 116.0 16.4 14.0 89
6005A 1/8/04 CF PA-14 1991554 6255240 384.0 20 106.4 116.0 17.3 14.0 92
6007 1/8/04 CF PA-13 Buttress 1989632 6255313 252.0 18 102.8 113.0 18.4 16.0 91
6008 1/8/04 CF PA-13 Buttress 1989724 6255329 255.0 18 106.2 113.0 15.0 16.0 94
6009 1/8/04 CF PA-13 Buttress 1989918 6255338 262.0 20 108.2 116.0 16.7 14.0 93
6010 1/8/04 CF PA-13 Buttress 1990038 6255319 264.0 20 106.2 1.16.0 17.3 14.0 92
6011 1/8/04 CF PA-13 Buttress 1990144 6255353 266.0 20 108.4 116.0 15.9 14.0 93 6012. 1/8/04 CF PA-13 Buttress 1990379 6255374 263.0 20 105.7 116.0 17.4 14.0 91
6013 1/9/04 CF PA-13 Buttress 1990443 6255365 260.0 18 103.7 113.0 19.4 16.0 92
6014 1/9/04 CF PA- l3Buttress 1990296 6255378 270.0 18 105.3 113.0 18.5 16.0 93 6015 1/9/04 CF PA-13 Buttress ., 1990229 6255368 272.0 20 108.2 116.0 14.8 14.0 93
6016 1/9/04 CF PA- 13 Buttress 1990088 6255329 270.0 20 106.8 116.0 17.6 14.0 92
6017 1/9/04 CF PA-13 Buttress 1989998 6255326 266.0 20 105.8 116.0 15.8 14.0 91 6018. 1/9/04 CF PA-13 Buttress 1989847 6255336 268.0 19 . 109.4 118.0 16.2 15.0 93 6019 1/9/04 CF . PA-13 Buttress 1989786 6255335 265.0 19 107.5 118.0 18.5. 15.0 91 6020 1/9/04 CF PA-13 Buttress 1989692 6255312 260.0 20 104.7 116.0 15.3 14.0 90 6021 1/9/04 CF PA-13 Buttress 1989595 6255303 255.0 20 106.9 116.0 14.3 14.0 92 6035 1/10/04 CF El Fuerte St 1988564 6255551 . 185.0 08 106.4 117.5 15.8 14.0 91 6038 1/10/04 CF El Fuerte Si
- 1988453 62.55523 190.0 03 109.6 122.0 15.4 11.0 90
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Leighton and Associates, Inc 9/17/2 6:38:51AM
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
6039 1/10/04 CF El Fuerte St 1988330 6255595 183.0 03 110.8 122.0 13.3 11.0 91
6040 1/10/04 CF El Fuerte St 1988209 6255618 180.0 08 107.2 117.5 16.4 14.0 91
.6044 1/10/04 CF El Fuerte St 1988284 6255719 187.0 08 106.7 117.5 17.2 14.0 91
6045 1/10/04 CF El Fuerte St 1988368 6255670 189.0 08. 108.2 117.5 15.3 14.0 92
6047 1/12/04 CF El Fuerte St 1988042 6255728 178.0 03 113.5 122.0 12.6 11.0 93
6048 1/12/04 CF El Fuerte St 1988105 6255722 180.0 03 109.3 122.0 14.6 11.0 90
6050 1/10/04 CF PA-13 1989402 6255307 254.0 18 102.4 . 113.0 17.1 16.0 91
6051 1/10/04 CF PA-13 1989466 6255331 258.0 19 106.2 118.0 16.2 15.0 90
6052 1/10/04 CF PA-13 1989637 6255282 272.0 19 106.8 118.0 17.2 15.0 91
6053 1/10/04 'CF PA-13 1989698 6255253' 276.0 20 104.1 116.0 15.2 14.0 90
6054 1/19/04 CF PA-13 1989744 6255285 278.0 20 104.2 116.0 15.2 14.0 90
6055 1/10/04 CF PA-13 1989799 6255298 279.0 18 101.8 113.0 17.4 16.0 90
6056 1/10/04 CF PA-13 1989872 . 6255302 276.0 19 106.1 118.0 16.7 15.0 90
6057 1/10/04 CF PA-13 1989946 6255317 272.0 19 106.3 118.0 16.2 15.0 - 90
6058 1/10/04 CF PA-13 1990017 6255319 265.0 19 106.4 118.0 16.8 15.0 90 6059 1/10/04 CF PA-13 1990115 6255341 264.0 19 106.9 118.0 15.5 15.0 91 6060 1/10/04 CF PA-13 1990266 6255378 274.0 .19 106.2 118.0 16.2 15.0 90 6061 1/10/04 CF PA-13 1990330 6255367 272.0 18 101.5 113.0 18.4 16.0 90 6062 1/10/04 CF PA-13 1990403 6255383 265.0 19 107.1 118.0 17.4 15.0 91 6063 1/10/04 CF PA-13 ' 1989617 6255464 245.0 19 106.4 118.0 16.4 15.0 90 6064 1/10/04 CF PA-13 1989941 6255453 248.0 20 104.6 116.0 16.9 14.0 90 6065 1/12/04 CF PA-13 1989693 6255545 243.0 19 106.4 118.0 17.2 , 15.0 90 6066 1/12/04 CF PA-13 1989631 6255458 241.0 19 105.8 118.0 16.7 15.0 90 6067 1/12/04 CF PA-13 1989724 6255449 243.0 20 104.2 116.0 15.9 14.0 90 6068 1/12/04 CF PA-13 1989817 6255462 245.0 20 104.1 116.0 14.3 14.0 90 6069 1/12/04 CF PA-13 1989948 6255417 247.0 20 104.9 116.0 14.6 14.0 90 6070 1/12/04 CF PA-13 1990175 6255433 251.0 19 106.4 118.0 16.1 15.0 90 6071 1/12/04 CF PA-13 1990414 6255413 253.0 ' 19 105.4 118.0 15.4 15.0 89 6071A 1/12/04 CF PA-13 1990414 6255413 253.0 19 106.3 118.0 16.2 15.0 90 6073 1/12/04 CF PA-13 1990147 6255593 250.0 20 105.8 116.0 15.4 14.0 91 6074 1/12/04 CF PA-13 1990041 6255517 251.0 19 105.7 118.0 16.7 15.0 90 6075 1/12/04 CF PA-13 1989912 6255567 247.0 .19 105.7 118.0 16.9 15.0 90
Project Number: .971009014
Project Name: ressi Ranch
Project Location: -0
Client: 0 Page 39 of 45
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Leighton and Associates, Inc 911712 6:38:51AM
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
6076 1/12/04 CF PA-13 1989889 6255557 244.0 19 106.4 118.0 16.2 15.0 90
6077 1/12/04 CF PA-13 1990071 6255678 246.0 19 108.5 118.0 16.4 15.0 92
6078 1/12/04 CF PA-13 199Q095 6255721 247.0 19 106.9 118.0 16.2 15.0 91
6079 1/12/04 CF PA-13 1990150 6255745 249.0 20 105.7 116.0 15.6 14.0 91
6080 1/12/04 CF PA-13 1989797 6255508 245.0 19 106.9 118.0 16.6 15.0 91
6081 1/12/04 CF PA-13 1989698 6255529 243.0 19 108.3 118.0 16.4 15.0 92
6082 1/12/04 CF PA-13 1989609 6255541 241.0 .19 106.1 118.0 17.6 15.0 90 6083 1/12/04 CF PA-13 1989487 6255559 238.0 19. 106.1 118.0 16.7 15.0 90 6084 1/12/04 CF PA-13 1989500 6255632 240.0 19 107.9 118.0 16.4 15.0 91 6085 1/12/04 CF PA-13 1989567 6255660 239.0 19 106.7 118.0 16.7 15.0 90 6086 1/12/04 CF PA-13 1989721 6255677 239.0 19 107.7 118.0 15.9 15.0 91 6087 1/12/04 CF PA-13 1989669 6255254 276.0 20 102.6 116.0 14.0 14.0 88 RTON6087A 6087A 1/12/04 CF PA-13 1989669 6255254 276.0 20 106.1 116.0 16.4 14.0 91 RT0F6087 6089 1/12/04 CF PA-13 1989776 6255282 282.0 19 106.5 118.0 17.7 15.0 90 6090 1/12/04 CF PA-13 1989822 6255297 279.0 19 106.7 118.0 15.9 15.0 90 6091 1/12/04 CF PA-13 1989759 6255289 284.0 19 106.6 118.0 17.4 15.0 90 6092 1/12/04 CF PA-13 1989735 6255287 286.0 19 107.6 118.0 16.8 15:0 91 6093 1/12/04 CF PA-13 1989679 6255250 283.0 19 106.7 118.0 16.8 15.0 90 6094 1/12/04 CF PA-13 1989723 6255248 281.0 19 107.9 118.0 16.1 15.0 91 6095 1/12/04 CF PA-13 1989929 6255319 275.0 19 106.8 118.0 17.2 15.0 91 6096 1/12/04 CF PA-13 1989996 6255311 267.0 19 106.9 118.0 17.9 15.0 91 6097 1/12/04 CF PA-13 1990098 6255327 270.0 19 107.6 118.0 18.6 15.0 91 6098 1/12/04 CF PA-13 1990172 6255342 276.0 19 109.9 118.0 16.9 15.0 93 6099 1/12/04 CF PA-13 1990231 6255356 276.0 19 106.9 118.0 17.6 15.0 91 6151 1/13/04 CF PA-13 1989834 6255703 244.0 20 103.8 116.0 12.5 14.0 89 RTON615IA 6151A 1/13/04 CF PA-13 1989834 6255703 244.0 20 104.5 116.0 14.6 14.0 90 RTOF6151 6153 1/13/04 CF PA-13 1989635 6255647 243.0 20 104.4 116.0 14.3 14.0 90 6154 1/13/04 CF PA-13 1989562 6255666 238.0 20 105.8 116.0 15.7 14.0 91 6155 1/13/04 CF PA:- 13 1989474 6255640 240.0 20 104.9 116.0 15.8 14.0 90 6156 1/13/04 CF PA-13 1989481 . 6255507 240.0 19 105.4 118.0 14.9 15.0 89 RTON6156A 6156A 1/13/04 CF PA-13 1989450 6255507 240.0 19 107.6 118.0 18.2 15.0 91 R10F6156 6158 1/13/04 CF PA-13 1989625 6255536 243.0 21 106.7 118.0 16.4 13.0 90
Project Number: 971009014
Project Name: ressi Ranch
Project Location: 0
Client: 0 . Page 40 of 45
Leighton and Associates, Inc . 9/17/2 6:38:51AM
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
6159 1/13/04 CF PA-13 1989708 6255544 245.0 19 106.6 118.0 16.4 15.0 90
6160 1/13/04 CF PA-13 1989867 6255487 244.0 19 105.9 118.0 15.9 15.0 90
6161 1/13/04 CF PA-13 1989933 6255550 240.0 19 107.5 118.0 15.9 15.0 91
6162 1/13/04 CF. PA-13 1990153 6255563 253.0 19 107.8 118.0 16.3 15.0 91
6163 1/13/04 CF PA-13 . 1990277 6255584 255.0 19 107.4 118.0 17.2 15.0 91
6164 1/13/04 CF PA-13 1990401 6255627 257.0 19 106.9 118.0 15.9 15.0 91
6165 1/13/04 CF PA-13 1990274 6255500 255.0 19. 106.1 118.0 15.9 15.0 90
6166 1/13/04 CF PA-13 1990151 6255494 253.0 19 107.8 118.0 16.4 15.0 91
6167 1/13/04 CF PA-13 1989919 6255485 249.0 20 106.5 116.0 16.6 14.0 92
6168 1/13/04 CF PA-13 1990468 6255347 271.0 19 106.8 118.0 15.9 15.0 91
6169 1/13/04 CF PA-13 1990450 6255345 273.0 19 107.2 118.0 16.2 15.0 91
6170 1/13/04 .CF PA-13 1990424 6255379 275.0 19 108.6 118.0 17.1 15.0 92
6171 1/13/04 CF PA-13 1990344 6255373 276.0 19 106.7 118.0 16.4 15.0 90
6172 1/13/04 CF PA-13 1990303 6255370 278.0 19 106.1 118.0 16.1 15.0 90
6173 1/13/04 CF PA-13 1990184 6255353 279.0 20 106.1 116.0 14.3 14.0 91
6174 1/13/04 CF PA-13 1990074 6255329 271.0 19 108.6 118.0 16.2 15.0 92
6175 1/13/04 CF PA-13 1989981 6255307 269.0 19 108.6 118.0 16.2 15.0 92
6176 1/13/04 CF PA-13 1989692 6255271 292.0 19 106.1 118.0 16.2 15.0 90
6177 1/13/04 CF PA-13 1989684 6255282 283.0 20 105.3 116.0 16.0 14.0 91
6178 1/13/04 CF PA-13 1989643 6255285 278.0 19 106.7 118.0 16.2 15.0 90
6179 1/13/04 CF PA-13 1989709 6255262 289.0 19 105.7 118.0 15.8 15.0 90
6180 1/13/04 CF PA-13 1989716 6255235 285.0 19 106.9 118.0 16.7 15.0 91
6181 1/13/04 CF PA-13 . 1989745 6255232 294.0 19 106.4 118.0 16.7 15.0 90
6182 1/13/04 CF PA-13 . 1989657 6255237 297.0 19 106.8 118.0 16.7 15.0 91
6183 1/13/04 CF PA-13. 1989691 6255229 308.0 19 107.1 118.0 16.1 15.0 91
6184 1/13/04 CF PA-13 1989740 6255251 308.0 19 106.5 118.0 16.1 15.0 90
6185 1/13/04 CF PA-13 1989716 6255220 312.0 20 106.2 116.0 16.2 14.0 92
6209 1/14/04 CF ElFuerteSt . 1988192 6255699 186.0 20 106.2 116.0 17.3 14.0 92
6211 1/14/04 CF ElFuerteSt 1988481 6255647 194.0 20 105.2 116.0 17.3 14.0 91
6233 1/15/04 CF PA-13 1989068 6255619 195.0 08 106.5 117.5 17.2 14.0 91
6234 1/15/04 CF PA-13 1989175 6255652 198.0 08 108.4 117.5 16.4 14.0 92
6235 1/15/04 CF PA-1) 1989120 6255622 199.0 08 109.3 117.5 15.7 14.0 93
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.. Project Name: ressi Ranch
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Leighton and Associates, Inc. 9/17/2 6:38:51AM
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
6236 1/15/04 CF PA-13 1989210 6255660 197.0 08 103.6 117.5 1612 14.0 88 RT0N6236A
6236A 1/15/04 CF PA-13 1989200 6255650 197.0 08 106.8 117.5 17.2 14.0 91 RT0F6236
6238 1/15/04 CF PA-13 1989333 6255698 202.0 08 101.8 117.5 15.4 14.0 87 R10N6238A
6238A 1/15/04 CF PA-13 1989343 6255688 202.0 08 105.8 117.5 16.7 14.0 90 RT OF 6238
6240 1/15/04 CF PA-13 1989148 6255608 200.0 08 108.3 117.5 17.6 14.0 92
6241 1/15/04 CF El Fuerte St 1989297 6255683 204.0 08 106.5 117.5 17.3 14.0 91
6242 1/15/04 CF PA-13 1989241 6255638 206.0 08 107.7 117.5 16.8 14.0 92
6243 1/16/04 CF El Fuerte St 1988526 6255588 189.0 08 108.3 117.5 16.4 14.0 92
6244 1/16/04 CF El Fuerte St 1988747 6255604 192.0 08 106.9 117.5 17.3 14.0 91
6245 1/16/04 CF El Fuerte St 1988965 6255666 195.0 08 109.2 117.5 15.5 14.0 93
6246 1/16/04 CF El Fuerte St 1989148 6255718 199.0 08 106.7 117.5 16.1 14.0 91
6247 1/16/04 CF El Fuerte St . 1989183 6255727 200.0 08 108.6 117.5 14.7 14.0 92
6248 1/16/04 CF El Fuerte St 1989460 6255808 209.0 08 107.6 117.5 15.6 14.0 92
6249 1/16/04 CF El Fuerte St 1989678 6255844 214.0 08 106.5 117.5 17.7 14.0 91
6356 1/14/04 CF PA-13 1990480 6255322 278.0 19 106.7 118.0 16.1 15.0 90
6357 1/14/04 CF PA-13 1990343 6255367 274.0 20 106.1 116.0 15.4 14.0 91
6358 1/14/04 CF PA-13 1990204 6255347 278.0 20 107.6 116.0 15.1 14.0 93
6359 1/14/04 CF PA-13 1990063 6255332 271.0 18 103.3 113.0 17.2 16.0 91 6360 1/14/04 CF PA-13 1989902 6255307 284.0 20 105.3 116.0 14.3 14.0 91
6361 1/14/04 CF PA-13 1989701 6255234 302.0 19 106.6 118.0 15.9 15.0 90
6362 -1/14/04 CF PA-13 1989681 6255239 300.0 19 106.1 118.0 15.4 15.0 90
6363 1/14/04 CF PA-13 1989645 6255236 297.0 19 105.8 118.0. 15.9 15.0 90 6364 1/14/04 CF PA-13 1989593 6255255 . 279.0 20 103.9 116.0 14.8 14.0 90 6365 1/14/04 CF PA-13 1989551 6255312 253.0 19 106.4 118.0 16.7 15.0 90
6370 1/15/04 CF PA-13 1989408 6255488 237.0 19 106.4 118.0 16.2 15.0 90 6371 1/15/04 CF PA-13 1989557 6255670 237.0 19 106.8 11-8.0 16.4 15.0 91 6372 1/15/04 CF PA-13 1989759 6255717 241.0 21 106.1 118.0 16.5 13.0 90 6373 1/15/04 CF PA-13 1989876 6255733 245.0 19 106.5 118.0 16.5 15.0 90 6374 1/15/04 CF PA-13 . 1990039 6255736 249.0 19 107.8 118.0 16.4 15.0 91 6375 1/15/04 CF PA-13 1989457 6255644 237.0 19 104.3 118.0 14.7 15.0 88 RT0N6375A 6375A 1/15/04 CF PA-13 1989562 6255666 240.0 19 106.5 118.0 16.4 15.0 90 RT0F6375 6377 1/15/04 CF PA-13 1989781 6255708 243.0 20 105.8 116.0 16.2 14.0 - 91
Project Number: 971009014
Project Name: ressi Ranch -
Project Location: 0
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Leighton and Associates, Inc
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S 9/17/2 638:5 lAM
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
6378 1/15/04 CF PA-13 1989921 6255731 248.0 19 106.5 118.0 16.2 15.0 90
6379 1/15/04 CF PA-13 1990164 6255760 253.0 20 106.4 116.0 14.9 14.0 92
6380 1/15/04 CF PA-13 1989494 6255813 241.0 19 106.4 118.0 15.6 1.5.0 90
6381 1/15/04 CF PA-13 1989660 6255697 243.0 19 106.9 118.0 16.1 15.0 91
6382 1/15/04 CF PA-13 1989810 6255708 245.0 09 106.5 118.0 16.5 15.0 90
6383 1/15/04 CF PA-13 1989973 6255732 249.0 16 105.6 117.0 14.8 14.0 90
6384 1/15/04 CF PA-13 1990282 6255777 255.0 19 106.8 118.0 15.9 15.0 91
6650 1/21/04 CF PA-13 1990333 6255800 252.0 23 106.8 119.0 16.5 13.0 90
6651 1/21/04 CF PA-13 1990097 6255628 250.0 23 109.3 119.0 15.2 13.0 92
6652 .1/21/04 CF PA-13 1989853 6255729 248.0 23 107.6 119.0 17.2 13.0 90
6653 1/21/04 CF PA-13 1989647 6255684 244.0 23 111.2 119.0 14.6 13.0 93 6654 1/21/04 CF PA-13 1989454 6255596 240.0 23 108.8 119.0 16.4 13.0 91
6655 1/21/04 CF PA-13 1989495 6255658 242.0 23 109.6 119.0 15.1 13.0 92
6925 1/31/04 CF El Fuerte St 1991268 6255518 345.0 08 106.8 117.5 15.1 14.0 91
6926 1/31/04 CF El Fuerte St 1991245 6255459 347.0 08 107.9 117.5 14.9 14.0 92.
6927 1/31/04 CF El Fuerte St 1991194 6255447 346.0 08 108.7 117.5 15.9 14.0 93 7326 3/3/04 CF PA-14 1991585 6255085 397.0 17 102.9 114.0 18.4 14.5 90 7327 3/4/04 CF PA-14 1991585 6255170 398.0 20 104.1 116.0 17.9 14.0 90 7328 3/4/04 CF PA-14 1991612 6255130 400.0 18 102.5 113.0 18.0 16.0 91 7329 3/4/04 .CF PA-14 1991607 .6255040 400.0 18 102.7 113.0 18.6 16.0 91 7350 3/3/04 CF PA-14 1991625 6255072 385.0 08 110.5 117.5 14.3 14.0 94 7937 3/24/04 FG PA-15 1991630 6253690 0.0 02 110.4 122.5 12.4 11.5 90 7938 3/24/04 FG PA-15 1991404 6253537 0.0 22 111.7 124.0 11.1 12.0 90 7939 3/24/04 FG PA-15 1991194 6253680 0.0 22 113.7 124.0 11.0 12.0 92 7940 3/24/04 FG PA-15 1991207 6253511 0.0 02 111.1 122.5 18.2 11.5 91 7941 3/24/04 FG PA-15 1991524 6253497 0.0 20 104.4 116.0 13.1 14.0 90 7942 3/24/04 FG PA-15 1991502 6253964 0.0 16 105.2 117.0 15.4 14.0 90 7943 3/24/04 FG PA-15 . 1991497 6253815 0.0 22 112.8 124.0 11.5 12.0 91 7944 3/24/04 FG PA-15 . 1991347 6253669 0.0 23 106.9 119.0 11.8 13.0 90 7945 3/24/04 FG PA-15 1991347 6253490 0.0 12 107.5 120.0 10.5 12.5 90 8403 3/31/04 SF PA-14 1991492 6255152 372.0 20 105.0 116.0 11.5 14.0 91 8404 3/31/04 SF PA-14 . 1991521 6255180 370.0 20 104.3 116.0 12.4 14.0 90
Project Number: 971009014
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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
8406 3/31/04 SF PA-14 1991569 6255118 380.0 10 101.7. 112.5 13.8 16.0 . 90
8763 4/23/04 CF PA-13 1989736 6255351 253.0 23 107.6 119.0 20.2 13.0 90
8764 4/23/04 CF PA-13 1990000 6255422 254.0 16 105.1 117.0 15.9 14.0 90
8765 4/23/04 CF PA-13 . 1990279 6255460 256.0 23 107.7 119.0 20.1 13.0 91
8837 3/12/04 SF PA-13 1989739 6255311 260.0 18 102.4 113.0 19.9 16.0 91
8838 3/12/04 SF PA-13 1989874 6255333 300.0 18 106.1 113.0 18.8 16.0 94
8839 3/12/04 SF PA-13 1990299 6255409 265.0 18 102.1 113.0 18.3 16.0. 90
8840 3/12/04 SF PA-13 1990463 6255642 270.0 09 108.2 118.0 18.0 15.0 92
8841 3/12/04 SF PA-13 1990436 6255524 275.0 09 108.4 118.0 17.6 15.0 92
8896 3/16/04 SF Gardenlane 1991197 6255205 390.0 10 102.5 112.5 18.6 16.0 91
8897 3/16/04 SF Gardenlane 1991019 6255185 380.0 10 102.0 112.5 16.4 16.0 91
8898 3/16/04 SF Gardenlane 1990962 6255072 395.0 10 102.3 112.5 16.8 16.0 91
8899 3/16/04 SF Gardenlane 1990766 6254842 370.0 10 102.4 112.5 14.5 16.0 91
8900 3/16/04 SF Gardenlane 1990710 6254744 385.0 10 102.7 112.5 14.5 16.0 91
8901 3/16/04 SF Gardenlane 1990842 6254858 392.0 10 103.7 112.5 14.0 16.0 92
8902 3/16/04 SF Gardenlane 1990868 6255197 380.0 10 101.4 112.5 17.2 16.0 90
8903 3/16/04 SF Gardenlane 1990947 6255313 370.0 10 101.4 112.5 .18.9 16.0 90
8904 3/16/04 SF Gardenlane 1991418 6254888 418.0 10 101.3 112.5 20.3 16.0 90
8905 3/16/04 SF Gardenlane 1991312 6255107 392.0 10 104.7 112.5 16.2 16.0 93
9088 4/21/04 SF ElFuerte 158.0 09 109.8 118.0 15.4 15.0 93
9089 4/21/04 SF ElFuerte . 161.0 09 106.7 118.0 14.1 15.0 90
9090 4/21/04 SF ElFuerte . 175.0 09 111.2 118.0 14.3 15.0 94
9095 5/28/04 CF PA-15 1991296 6253505 387.0 17 105.4 114.0 14.6 14.5 92
9096 5/28/04 CF PA-15 1991247 6253563 388.0 17 106.8 114.0 18.2 14.5 94
9198 6/29/04 CF PA-13 1990085 6255545 250.0 08 107.7 117.5 15.4 14.0 92
9199 6/29/04 CF PA-13 . 1989824 6255511 246.0 08 106.5 117.5 15.7 14.0 91
9200 6/29/04 CF PA-13 1989665 6255465 243.0 08 106.4 117.5 14.8 14.0 91
9201 6/29/04 CF PA-13 1990216 6255545 265.0 08 107.2 117.5 13.8 14.0 91
9202 6/29/04 CF PA-13 . 1989980 6255550 248.0 08 106.3 117.5 15.6 14.0 90
9203 6/29/04 CF PA-13 1989669 6255475 245.0 08 106.1 117.5 16.1 14.0 90
9204 6/30/04 CF PA-13 1990216 6255520 256.0 08 106.4 117.5 14.7 14.0 91
9205 6/30/04 CF PA-13 1990117 6255435 250.0 08 107.3 117.5 13.8 14.0 91
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. 9/17/2 6:38:51AM
SUMMARY OF FIELD DENSITY TESTS
JJ)J•.
Test Test Test Location Test Soil Dry Density Moisture (%) Relative (%)
No. Date Of Northing Easting Elev (ft) Type Field Max Field Opt. Compaction Remarks
9206 6/30/04 CF PA-13 1989817 6255423 245.0 08 106.1 117.5 14.9 14.0 90
9207 6/30/04 CF PA-13 1989724. 6255411 234.0 08 105.3 117.5 15.8 14.0 90
9208 6/30/04 CF PA-13 1989518 6255407 235.0 08 108.2 117.5 15.4 14.0 92
9209 6/30/04 CF PA-13 1989571 6255351 240.0 08 106.2 117.5 16.4 14.0 90
9305. 7/29/04 CF PA-13 1990064 6255593 251.0 21 106.5 118.0 17.1 13.0 90
9306 7/29/04 CF PA-13 1990298 6255629 253.5 21 106.1 118.0 14.0 13.0 90
9307 7/30/04 CF PA-13 1990110 6255627 252.0 21 113.0 118.0 14.6 13.0 96
9308 7/30/04 CF PA-13 1990286 6255773 254.0 21 105.8 118.0 14.7 13.0 90
9309 7/30/04 CF PA-, 13 1990065 6255654 251.5 21 108.3 118.0 14.0 13.0 92
9310 7/30/04 CF PA-13 1990047 6255675 252.0 21 107.9 118.0 15.0 13.0 91
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Leighton and Associates, !9c 9/17/2 6:38:51AM
971009-014
APPENDIX C
Laboratory Testing Procedures and Test Results
Maximum Density Tests: The maximum thy 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:
Sample
Number fl Sample Description Maximum Dry
Density (pcf)
Optimum Moisture
Content (%)
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
ii 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
22 Pale olive to gray brown silty sand 1124.0 112.0
OR
C-i
971009-014
APPENDIX C (Continued)
Sample
Number Sample Description Maximum Dry
Density (pcf)
Optimum Moisture
Content (0/c)
23 Pale Olive to Gray brown clayey silty SAND 119.0 13.0
24 Yellow-Brown Clayey SAND 116.0 1.3.5
25 Brown CLAY . 104.0 19.0
26 Olive Gray CLAY 112.0 17.0
27 Yellow-Brown Clayey SAND 118.5 14.0
28 Brown Silty SAND 126.0 9.5
C-2
Leighton and Associates, Inc.
GENERAL EARTHWORK AND GRADING SPECIFICATIONS
Page lof6.
LEIGHTON AND ASSOCIATES, INC.
GENERAL EARTHWORK AND GRADING SPECIFICATIONSFOR ROUGH GRADING
1.0 General
1.1 Intent: These General Earthwork and Grading Specifications are for the grading and
earthwork shown on the approved grading plan(s), and/or indicated in the geotechnical
report(s). These Specifications are a part of the recommendations contained in the
geotechnical report(s). In case of conflict, the specific recommendations in the
geotechnical report shall supersede these more general Specifications. Observations of the
earthwork by the project Geotechnical Consultant during the course of grading may result
in new or revised recommendations that could supersede these specifications or the
recommendations in the geotechnical report(s).
1.2 The Geotechnical Consultant of Record: Prior to commencement of work, the owner shall
employ the Geotechnical Consultant of Record (Geotechnical Consultant). The
Geotechnical Consultants shall be responsible for reviewing the approved geotechnical
report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions,
and recommendations prior to 'the commencement of the grading.
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
conditions, and notify the review agency where required. Subsurface areas to be
geotechnically observed, mapped, elevations recorded, and/or tested include natural ground
after it has been cleared for receiving fill but before fill is placed, bottoms of all "remedial
removal" areas, all key bottoms, and benches made on sloping ground to receive fill.
The Geotechnical Consultant shall observe the moisture-conditioningand processing of the
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 3030.1094
Leighton and Associates, Inc.
GENERAL EARTHWORK AND GRADING SPECIFICATIONS
Page 2 of 6
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.
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 "spfeads' of
work and the estimated quantities of daily earthwork contemplated for the site prior to
commencement of grading. The Contractor shall inform the owner and the Geotechnical
Consultant of changes in work schedules and updates to the work plan at least 24 hours in
advance of such changes so that appropriate observations and tests can be planned and
accomplished. The Contractor shall not assume that the Geotechnical Consultant is aware
of all grading operations.
The Contractor shall have the sole responsibility to provide adequate equipment and
methods to accomplish the earthwork in accordance with the applicable grading codes and
agency ordinances, these. Specifications, and the recommendations in the approved
geotechnical report(s) and grading plan(s). If, in the opinion of the Geotechnical
Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition,
inadequate compaction, insufficient buttress key size, adverse weather, etc., are resulting in
a quality of work less than required in these specifications, the Geotechnical Consultant
shall reject the work.and may recommend to the owner that construction be stopped until
the conditions are rectified.
2.0 Preparation of Areas to be Filled
2.1 Clearing and 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.
The Geotechnical Consultant shall evaluate the extent of these removals 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.
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 shall not be allowed.
3030.1094
Leighton and Associates, Inc.
GENERAL EARTHWORK AND GRADING SPECIFICATIONS
Page 3 of 6
2.2 Processing: Existing ground that has been declared satisfactory for support of fill by the
Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Existing
ground that is not satisfactory shall be overexcavated as specified in the following section.
Scarification shall continue until soils are broken down and free of large clay lumps or
clods and the working surface is reasonably uniform, flat, and free of uneven features that
would inhibit 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 Geotechnical 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 Evaluation/Acceptance of Fill Areas: All areas to receive fill, including removal and
processed areas, key bottoms, and benches, shall be observed, mapped, elevations
recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable
to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical
Consultant prior to fill placement. A licensed surveyor shall provide the survey control for
determining elevations of processed areas, keys, and benches.
3.0 Fill Material
3.1 General: Material to be used as fill shall be essentially free of organic matter and other
deleterious substances evaluated and accepted by the Geotechnical Consultant prior to
placement. Soils of poor quality, such as those with unacceptable gradation, high
expansion potential, or low strength shall be placed in areas acceptable to the Geotechnical
Consultantor mixed with other soils to achieve satisfactoryfihl material.
3.2 Oversize: Oversize material defined as rock, or other irreducible material with a maximum
dimension greater than 8 inches, shall not be buried or placed in fill unless location,
materials, and placement methods are specifically accepted by the Geotechnical
Consultant. Placement operations shall be such that nesting of oversized material does not
occur and such that oversize -material is completely surrounded by compacted or densified
fill. Oversize material shall not be placed within 10 vertical feet of finish grade or within
2 feet of future utilities or underground construction.
30301094
Leighton and Associates, Inc.
GENERAL EARTHWORK AND GRADING SPECIFICATIONS
Page 4 of 6
3.3 Import: If importing of fill material is required for grading, proposed import material shall
meet the requirements of Section 3.1. The potential import source shall be given to the
Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that
its suitability can be determined and appropriate tests performed.
4.0 Fill Placement and Compaction
4.1 Fill Layers: Approved fill material shall be placed in areas prepared to receive fill (per
Section 3.0) in near-horizontal layers not exceeding 8 inches in loose thickness. The
Geoteôhnical Consultant may accept thicker layers if testing indicates the grading
procedures can adequately compact the thicker layers. Each layer shall be spread evenly
and mixed thoroughly to attain relative uniformity of material-and moisture throughout.
4.2 Fill Moisture Conditioning: Fill soils shall be watered, dried back, blended, and/or mixed,
as necessary to attain a relatively uniform moisture content at or slightly over optimum.
Maximum density and optimum soil moisture content tests shall be performed in
accordance with the American Society of Testing and Materials (ASTM Test Method
D1557-91).
4.3 Compaction of Fill: After each layer has been moisture-conditioned, mixed, and evenly
spread, it shall be uniformly compacted to not less than 90 percent of maximum dry density
(ASTM Test Method 01557-91). Compaction equipment shall be adequately sized and be
either specifically designed for soil compaction or of proven reliability to efficiently
achieve the specified level of compaction with uniformity.
4.4 Compaction of Fill Slopes: In addition to normal compaction procedures specified above,
compaction of slopes shall be accomplished by backrolling of slopes with sheepsfoot
rollers at increments of 3 to 4 feet in fill elevation, or by other methods producing
satisfactory results acceptable to the Geotechnical Consultant. Upon completion of
grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of
maximum density per ASTM Test Method D1557-91.
4.5 Compaction Testing: Field tests for:.moisture content and -relative compaction of the fill
soils shall be performed by the Geotechnical Consultant. Location and frequency of tests
shall be at the Consultanfs discretion based on field conditions encountered. Compaction
test locations will not necessarily be selected on a random basis. Test locationsshall be
selected to verify adequacy of compaction levels in areas that are judged to be prone to
inadequate compaction (such as close to slope faces and at the fill/bedrock benches).
3030.1094
Leighton and Associates, Inc.
GENERAL EARTHWORK AND GRADING SPECIFICATIONS
Page 5 of 6
4.6 Frequency of Compaction Testing: Tests shall betaken at intervals not exceeding 2 feet in
vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition, as a
guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope
face and/or each 10 feet of vertical height of slope. The Contractor shall assure that fill
construction is such that the testing schedule can be accomplished by the Geotechnical
Consultant. The Contractor shall stop or slow down the earthwork construction if these
minimum standards are not met.
4.7 Compaction Test Locations: The Geotechnical Consultant shall document the approximate
elevation and horizontal coordinates of each- test location. The Contractor shall coordinate
with the project surveyor to assure that sufficient grade stakes are established so that the
Geotechnical Consultant can determine the test locations with sufficient accuracy. At a
minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than
5 feet apart from potential test locations shall be provided.
5.0 Subdrain Installation
Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the
grading plan, and the Standard Details. The Geotechnical Consultant-may recommend additional
subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions
encountered during grading. All subdrains shall be surveyed by a land surveyor/civil engineer for
line and grade after installation and prior to burial. Sufficient time should be allowed by the
Contractor for these surveys.
6.0 Excavation
Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the
Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans
are estimates only. The actual extent of removal shall be determined by the Geotechnical
Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cut
slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the
Geotechnical Consultant prior to placement of materials-for construction of the fill portion of the
slope, unless otherwise recommended by the Geotechnical Consultant.
3030.1094
Leighton and Associates, Inc.
GENERAL EARTHWORK AND GRADING SPECIFICATIONS
Page 6 of 6
7.0 Trench Backfihls
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 compaction. At least
one test should be made for every 300 feet of trench and,2 'feet of fill.
7.5 Lift thickness of trench backfill shall not exceed those allowed in the Standard
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
FILL SLOPE
PROJECTED PLANE-
1 TO 1 MAXIMUM FR
TOE OF SLOPE TO
APPROVED GROUND
EXISTING
GROUND SURFACE
2' MIN.
KEY
DEPTH
FILL-OVER-CUT SLOPE
------------------ ------------------
A1i-;
B
-------------
BENCH EN CH HEIGHT
(4- TYPICAL)
BENCH
(KEY)
REMOVE
UNSUITABLE
MATERIAL
EXISTING
GROUND SURFACE
- BENCH HEIGHT
(4' TYPICAL)
N
LOWEST
MIN- BENCH
KEY
DEPTH
CUT FACE
REMOVE
UNSUITABLE
MATERIAL
CUT-OVER-FILL SLOPE
SHALL BE CONSTRUCTED PRIOR
TO FILL PLACEMENT TO ASSURE ADEQUATE GEOLOGIC CONDITIONS/
EXISTING
GROUND
- SURFACE
CUT FACE SHALL BE
CONSTRUCTED PRIOR
TO FILL PLACEMENT
-
i 15' MIN.
2' MIN. LOWEST
KEY BENCH
DEPTH (KEY)
-REMOVE
I UNSUITABLE
MATERIAL
L FOR SUBDRAINS SEE
BENCH HEIGHT STANDARD DETAIL C
(4' TYPICAL)
BENCHING SHALL BE DONE WHEN SLOPE'S
ANGLE IS EQUAL TO OR GREATER THAN 5:1.
MINIMUM BENCH HEIGHT SHALL BE 4 FEET
AND MINIMUM FILL WIDTH SHALL BE 9 FEET.
OVERBUILD A
TRIM BACK
DESIGN SLOPE PROJECTED PLANE
1 TO 1 MAXIMUM
FROM TOE OF SLOPE
TO APPROVED GROUND
GENERAL EARTHWORK AND
KEYING AND BENCHING GRADING SPECIFICATIONS
STANDARD DETAILS A
LEICHION AND ASSOCIATES
NISH GRADE
------------ ---------------------
SLOPE FACE ..?------
-
:: - -
v
:-:-: _::
MIN.----- -:------- -:-:-:-:-:-:-:-:- :-:-:--:-:-:-:-:-. -
- - - : - - : - -: MPciED FSLl - - - - : :-- -
1 Or MIN
-:
-
:
:4 -:::
---------
-
-------------------------
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
DENSIFIED IN PLACE BY DETAIL
* 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
I I LI.) r LVVLIC.tJ
GRANULAR MATERIAL
TYPICAL PROFILE ALONG WINDROW
OVERSIZE GENERAL EARTHWORK AND
ROCK DISPOSAL
•GRADING SPECIFICATIONS
STANDARD DETAILS B
LEIGHTON AND ASSOCIATES
/
/
N EXISTING /
TGROUND SURFACE
-..:c-..- ACTED-----------------------------FILL-:- '
- - :_
-------------- -----------------
---------------------------------------
--------------------------------
BENCHING
REMOVE
UNSUITABLE
MATERIAL
SUBDRAIN
TRENCH
SEE DETAIL BELOW
FILTER FABRIC
6" MIN. ,(MIRAF! 140N OR APPROVED
EQUIVALENT)* OVERLAP ' I
L
-. .1 CALTRANS CLASS 2 PERMEABLE 16" MIN.
OR #2 ROCK (9FT'3/FT) WRAPPED OVER
IN FILTER FABRIC
01
4 MIN. BEDDING
COLLECTOR PIPE SHALL
t
BE MINIMUM 6" DIAMETER
SCHEDULE 40 PVC PERFORATED
PIPE. SEE STANDARD DETAIL D
FOR PIPE SPECIFICATIONS
SUBDRAIN DETAIL
DESIGN FINISH
GRADE
10 MIN. FILTER FABRIC
- BACKFILL ./ (MIRAFI 140N OR APPROVED
-COMPACTED FILL- E:-:-:-:.. 7 EQUIVALENT)
---------------------------------
------------
. •. •. CALTRANS CLASS 2 PERMEABLE
- 1 FIF.OR #2 ROCK (9Fr'3/FT) WRAPPED
-
20 MIN. MIN. PERFORATED
IN FILTER FABRIC
NONPERFORATED 6"0 MIN. 6" ØMIN. PIPE
GENERAL EARTHWORK AND .. . :
CANYON SUBDRAINS GRADING SPECIFICATIONS
STANDARD DETAILS C
LEIGHTON AND ASSOCIATES
15' MIN. -
OUTLET PIPES
4" 0 WONPERFORATED PIPE.
100' MAX. O.C. HORIZONTALLY,
30' MAX O.C. VERTICALLY
--------------
----------------
BACK CUT
OR FLATTER
BENCH
SEE SUBDRAIN TRENCH
DETAIL
---------------------------
-------------------------------- ----------------------------- ------------------------------------------------------------------------------------------------------------------------ ---------------------------------- -------------------------------- -------------------------------- --------------------------------
-----------------------------------
KEY WIDTH
AS
[
-
KEY DEPTH NOTED ON GRADING PLANS 12" MIN. OVERLAP —.J
(2 MIN) RING TIED EVERY
6 FEET
CALTRANS CLASS II
PERMEABLE OR #2
ROCK (3 Fff3/17T)
WRAPPED IN FILTER
FABRIC
\ NON—PERFORATED
I OUTLET PIPE .......-
-
- -
LOWEST SUBDRAIN SHOULD
BE SITUATED AS LOW AS
POSSIBLE TO ALLOW
SUITABLE OUTLET
T—CONNECTION
FOR COLLECTOR
PIPE TO OUTLET PIPE
16" MIN.
J_COVER
___4' 0
PERFORATED
_l_ PIPE
PROVIDE POSITIVE
SEAL AT THE
JOINT
4 MIN.
BEDDING
FILTER FABRIC
ENVELOPE (MIRAFI
140 OR APPROVED
EQUIVALENT)
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 subdroin pipe shall have at least 8 perforations uniformly spaced per foot. Perforation
shall be 1/4" to 1/2" if drill holes are used. All subdroin pipes shall hove a gradient of at
least 2% towards the outlet.
SUBDRAIN PIPE - Subdrain pipe shall be ASTM 02751, SOR 23.5 or ASTM 01527, 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 subdroin pipe. Pipe shall be in
soil of SE >1=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
SOIL BACKFILL, COMPACTED TO
90 PERCENT RELATIVE COMPACTION
BASED ON ASIM 01557
------------------ ---------------- ----------------- -------------------------------
RETAINING WALL—.. : -: L_
WALL WATERPROOFING I' ov: FILTER FABRIC ENVELOPE
PER ARCHITECT'S 0 0 . (MIRAF1 140N OR APPROVED
SPECIFICATIONS 0 0.
01
1 MIN. 3/4" TO 1-1/2" CLEAN GRAVEL
FINISH GRADE I•o 4" (MIN.) DIAMETER PERFORATED
/ 0 0 ---PVC PIPE (SCHEDULE 40 OR
J °
, -:-:-:- EQUIVALENT) WITH PERFORATIONS
ORIENTED DOWN AS DEPICTED
: I .A°
0
- E..
MINIMUM 1 PERCENT GRADIENT
- - -:-:-:-:-:-:-:-:-:-:-:-:-:
TO SUITABLE OUTLET
L _ MN
WALL FOOTING
COMPETENT BEDROCK OR MATERIAL
AS EVALUATED BY THE GEOTECHNICAL
CONSULTANT
NOTE: UPON REVIEW BY THE GEOTECHNICAL CONSULTANT,
COMPOSITE DRAINAGE PRODUCTS SUCH AS MIRADRAIN OR
J-DRAIN MAY BE USED AS AN ALTERNATIVE TO GRAVEL OR
CLASS 2 PERMEABLE MATERIAL. INSTALLATION SHOULD BE
PERFORMED IN ACCORDANCE WITH MANUFACTURER'S
SPECIFICATIONS.
RETAINING -WALL GENERAL EARTHWORK AND
GRADING. SPECIFICATION9 DRAINAGE - DETAIL STANDARD DETAILS E
LEIGHTON AND ASSOCIATES
iN3W.LW
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