HomeMy WebLinkAboutCT 02-29; CASA LA COSTA; FOUNDATION DESIGN PARAMETERS; 2004-07-19r O2-7
PACIFIC SOILS ENGINEERING,. INC.
7715 CONVOY COU,RTSAN DIEGO, CALIFORNIA 92111
TELEPHONE: (858) 560-1713, FAX: (858) 560-0380
TRIMARIC HOMES
613 West Valley Parkway, Suite 200.
Escondido, CA 92025
July 19, 2004
Work Order 400942
Attention: Mr. Paul Faye
Subject: :Project Grading Report, Building Pads 1' through 10, Vil-
las de La Costa,. in the City of Carlsbad, California
References: Foundation Design Parameters, Building Pads. 1 through.
10, Villas de La Costa, in the City of Carlsbad, Califor-
nia, Pacific Soils Engineering, Inc., dated.July 9, 2004
(Work Order 400942) ,
Preliminary Geotechnical Investigation and Grading Plan
Review,-Casa La Costa; City of Carlsbad, CA, by Pacific
Soils Engineering, Inc., dated October 9, 2003 (Work Or-
der 400942)
o Gentlemen:
Presented herein are Pacific Soils Engineering, Inc.'s, (PSE) geoteclmical data and compaction test
results pertaining to the completion of Building Pads 1 through 10, Villas de La Costa, located in
:. the City of Carlsbad, California. The subject site was graded between April and June.-of 2004.
During this-phase of grading, PSE observed and tested the rough and precise grading to prepare the
site for multi-family residential building pads and associated improvements.
Data and test results developed during this phase, of grading are summarized in the text of this re-
port and on the enclosed 20-scale grading plans (Sheets .4 and 5 of 8) prepared by Hunsaker & As-
sociates. Also.presented herein are foundation and slab recommendations based on field and labo-
ratory testing of as-graded soil' conditions'.
Cuts, fills and processing of original ground covered by this report have'béen completed under
PSE's testing and observation. Based.on the testing and observation, the work is considered to be
in general conformance with the city of Carlsbad grading code, the 20-scale grading plans, and the
referenced geotech.nical reports. .
CORPORATE HEADQUARTERS LOS ANGELES COUNTY ' RIVERSIDE COUNTY ' . SOUTH ORANGE COUNTY
TEL: (714) 220-0770 TEL: (310) 325-7272 or (323) 775-6771 TEL: (909) 582-0170 . TEL: (714) 730-2122 -
FAX: (714) 220-9589 ' FAX: (714) 220-9589 ' FAX: (909) 582-0176 . , FAX: (714)730-5191
.
I.
Work Order 400942 . Page 2
July 19, 2004
Slopes are considered surficially and grossly stable and will remain so under normal conditions.
To reduce exposure to erosion, landscaping of graded slopes should be accomplished as soon as.
possible. Drainage berms and swales should be established and maintained.to aid in long-term
slope protection. . .
1.0 ENGINEERING GEOLOGY
1.1 Geologic Units
The geologic units encountered during the grading of the subject building pads in
dude undocumented artificial fill (Map Symbol Qafu), artificial fill associated with
S
adjacent roadways (Map Symbol QafR), alluvium (Map Symbol Qal) and the bed-
rock of the Eocene-age Santiago Formation (Map Symbol Tsa). The as-graded dis-
tribution of these Units and approximate removal bottom elevations are presented on
the enclosed 20-scale grading plans (Sheets 4 and 5 of 8); The following is a brief
. . description of these units. .
0
1.1.1 Undocumented Artificial Fill (Map Symbol Qafu)
Undocumented artificial fill was encountered across most of the southwest
two-thirds of the parcel, as well as the extreme northeasterly corner. The
S S S undocumented fill consisted of silty sands, sands, sandy clays and clays that •
• were slightly moist to moist, loose to moderately dense, and soft to firm.
S The undocumented fill was removed in its entirety before placement of com-
pacted fill throughout the majority of the site. A small portion of undocu-
mented artificial filiremains in place at the extreme western and southern
S edge of the project adjacent to Centella Street, due to property line restric-
tions. •. . S
5
-
1.1.2 Artificial Fill (Roadways) (Map Symbol QafR)
Undocumented artificial fill associated with roadways surround the Villa de
La Costa project on all but the southern.side of the project. Reports or
S
• PACIFIC SOILS ENGINEERING, INC.
Work Order 400942 . . Page 3
July. 19, 2004 . .. . . .
documentation of the placement of this fill were not available. The fill ap-
pears to. be comprised of locally derived material. Roadway fill slopes, to a
maximum height of fifteen (15) feet, toe-out onto the site subjacent to La
Costa Avenue and Rancho Santa Fe Road. It is uncertain if topsoil, allu-
vium or other documented fills were left-in-place below the roadway fills.
1.1.3 Alluvium (Map Symbol Qal)
i• Alluvium deposits were encountered in canyon drainages below the un-
documented fills onsite. These deposits consisted of reddish-brown to dark
brown sandy clays and clayey sands that were slightly moist to moist, and
moderately dense. Where possible, the alluvium was removed in its entirety
i• before placement of compacted fill throughout the majority of the site. A
small portion of alluvium remains in place at the extreme western edge of
the project adjacent to Centella Street due to property line restrictions.
1.1.4 Santiago Formation (Map Symbol Tsa)
Bedrock of the Santiago Formation underlies the site. The Santiago Forma-
tion onsite consists of siltstones, claystones and sandstones that are slightly
moist to moist and moderately hard to hard. The upper weathered zone of
Santiago Formation was removed before placement of compacted fill.
1.2 Structure . .
The onsite geologic structure is characterized according to the review of available
literature, maps, and geologic mapping performed during grading. The bedrock of
0 the Santiago Formation onsite exhibits northeast strikes with shallow dip angles (6-
8 degrees) to the northwest. Faulting was not observed onsite.
1.3 Corrective Grading ..
No corrective grading in the form of stabilization fills or buttresses was required
during this phase of grading.
ii• PACIFIC SOILS ENGINEERING, INC.
' Work Order 400942 Page 4
July 19, 2004
1.4 Groundwater
S
S
Groundwater was not encountered during the grading of the subject site.
1.5 Conclusions '
From an engineering geologic viewpoint, Building Pads 1 through 10, Villas de La'
Costa, in the City of Carlsbad, California are suitable for their intended residential
use.
2.0 PROJECT GRADING.
2.1 Compaction Test Results
'Compaction test results are presented in Table I (Apperidix A): Approximate loca-
tions are shown on the enclosed 20-scale grading plans (Sheets 4 and 5 of 8). Com-
paction testing was conducted utilizing Campbell Pacific Nuclear test gauges
(ASTM:D 2922 and D 3017) and the Sand Cone Method (ASTM:D 1556).
2.2 ' Removals
'S ' ' 2.2.1 During this phase of grading, the removal of unsuitable material (alluvium
and undocumented artificial fill) was accomplished in the majority of struc-
tural fill areas to expose competent Santiago Formation bedrock materials.
Property line restrictions limited total removals of undocumented fill and al-
luvium in the western edge of the project adjacent to Centellà Street. The
as-mapped distribution of these units is shown on Sheet 5 of 8. .
No removals were performed within Lot 11, the temporarily remaining fire,
station in the north-central portion of the site. Vertical removals were per-
formed around' the perimeter of Lot 11 to 'minimize the structural influence
• S of underlying undocumented fill and alluvium on this phase of grading. It is
PSE's understanding that total removals' of undocumented fill and alluvium
PACIFIC SOILS ENGINEERING, INC.
Work Order 400942 Page 5
July19, 2004
in Lot 11 will be accomplished during the second phase of grading when the
fire station is ultimately relocated.
Prior to compacted fill placement, the exposed surface was scarified, mois-
ture conditioned to near optimum moisture content and compacted in-place
to a minimum 90 percent of the laboratory maximum density (ASTM:D
1557-91).
2.2.2 Removals, excavations, cleanoUts and processing in preparing fill areas were
observed by PSE's representative, prior to fill placement reported herein.
I*
10
2.3 Compacted Fill Placement '
Fill consisting of the soil types indicated in Table I was placed in thin lifts [ap-
proximately' six- (6) to eight-'(8) inches], moisture conditioned to optimum moisture
content or slightly above, and compacted to a minimum 90 percent of the laboratory
maximum dry density (ASTM:D 1557-91). This was accomplished utilizing' self-
• propelled, rubber-tired compactors, along with heavy earth moving equipment.
Each succeeding fill lift was treated in a similar manner.
2.4 Depth of Fill
Compaction testing was performed approximately for each one (1) to two (2) feet of'
fill placed. The maximum vertical depth of fill placed during this phase of grading
is approximately twenty nine and one-half (29.5) feet beneath Building Pad No. 10.
The maximum vertical depth of fill placed is summarized in Table H (Appendix A).
2.5. Cut/Fill Transition Building Pads ' . ••
Building Pads 1, 2, 3, 4, 5, 6, 8, 9 and 10 were cut/fill transition pads on which the
cut and shallow fill portions of the pad were overexcavated a minimum of five (5)
feet and replaced with compacted fill.
PACIFIC SOILS ENGINEERING, INC.
Work Order 400942 Page 6
July 19, 2004
S
2.6 Fill Slope Construction . . . .. . .
2.6.1 Fill slopes were overbuilt by at least two(2) horizontal, feet and trimmed
back to design grade. Upon, grading completion, the slopes were shaped and
further compacted by track walking.
2.6.2 Finish slope surfaces have been probed and/or tested and are considered to
satisfy the project requirements and the grading codes of the City of Cans-
0
bad.
Slopes are. subject to erosion and creep. As. such, landscaping and irrigation
' '
, management are important elements in the long-term performance of slopes
and should be established and maintained as soon as possible and through-'-
out the life of the project.
2.7 Structural Influence Zone
-. 'A structural influence zone exists in the western and northern edge of the site, as
depicted on Sheet 5 of 8. Centella Street to the west and the 'existing fire station
.' : ' (Lot. 11) to the north limited the possibility of complete undocumented fill and allu-
vium removals.. A structural influence zone has been established at a 1 1 projec-
tion from the lower edge of the remaining undocumented fill and alluvium back up
S ' to the design grades. It is PSE's recommendation that the footings for the proposed
buildings should be outside or extend by a minimum of twelve (12) inches below
the projection of the structural influence zone. Any improvements, (utilities, con-
crete flatwork, etc.) within the structural influence zone could be subject to potential
S
, ,
settlement and should be evaluated-by the geotechnical engineer on a'case-by-case
basis
S
S PACIFIC SOILS ENGINEERING, INC.
Work Order 400942 ' '
S
Page 7
July 19,2004
3.0' PROPOSED DEVELOPMENT. '
The subject site is scheduled for residential use. It is anticipated that one- and two-story,
multi-family residential structures will be constructed utilizing wood-frame and slab-on-
grade foundation systems
40 DESIGN RECOMMENDATIONS
' ' 4.1 Expansion Index Tests
Materials utilized for compacted fill ranged from "low" to "high" inexpansion po-
tential. Sampling of the post-grading soil conditions was conducted to determine
the expansion index per UK Standard No. 18-2. That evaluation revealed "me-
dium" to "high" expansive materials on the subject building pads Laboratory test
S
S data are presented in Table 4.1. 5 5
5 .5 ... 'S
TABLE 41
'
J
4
.;.
is
SAMPLE UflN a EXPA]SION
r INDEX ',Rk
EUANSIo'N
POTENTIAL
El-10 1 83 Medium
EI-8 2 52 Medium
EI-7 3 ' - 80 ' Mediuth
EI-5 4 5 53 Medium
EI-6 , 69 Medium
EI-9 , 6 74 Medium
EI-3 7 , 62 Medium
El-4 8
,
, 120 High
EI-2 ' 9
5
• 92 , ' High
El-i ' 10 56 ' Medium
F.
. S • S S.,'S S.
. PACIFIC SOILS ENGINEERING, INC.
Work Order 400942 Page 8
July 19, 2004.
4.2 Foundation Design Criteria
Residential structures can be supported on conventional shallow foundations and
slab-on-grade or post-tensioned slab/foundation systems. Based on the data pre-
sented in Table 4. 1, the:following foundation design criteria are recommended.
S S
,
Allowable Bearing: 2000 lbs./sq. ft. (assuming a minimum embedment
depth of 12-inches and.a minimum width of 12 inches).
Lateral Bearing: 250 lbs./sq. ft. per foot'of depth to a maximum of 2000
lbs./sq. ft.
Sliding Coefficient: 035
Settlement: Building Pads 2 - 7, 9, 10
Total = 3/4-inch
Differential = 3/8-inch in 20 feet
Building Pads 1, 8 ' S
Total =1 inch S
S 5 Differential 1/2-inch in 20 feet
The above values may be increased as allowed by Code to 'resist transient loads such
5'
5
5 ' as-wind or seismic. Building Code and structural design considerations may gov-
ern. Depth and reinforcement requirements should be evaluated by the structural
engineer. S S , •
S
S S S S
• 4.3 Post-Tensioned Foundation Systems S ,
•
S
' • If the developer elects to utilize post-tensioned slab/foundation systems,design and
S ' construction should be undertaken by firms experienced in the field. It. is the re-
sponsibility of the foundation design engineer to select the design methodology and
S
properly design the following system for the soils conditions indicated herein.
•
• The slab designer should provide deflection potential to the project architect/ struc-
S tural engineer for incorporation into the design of the structure. The design parame-
ters relating to edge moisture variation and differential swell according to the Post-
PACIFIC SOILS ENGINEERING, INC.
WorkO
July 19,
TABLE 4.2 . .
POST-TENSIONED FOUNDATION DESIGN CRITERIA
CENTER LIFT . ' EDGE LIFT
FOUNDATION
BUILDING
PAD
All Perimeter
Beam Conditions
12 Inch Deep
Perimeter Beam
18 Inch Deep
Perimeter Beam
24 Inch Deep
Perimeter Beam
30 Inch Deep
Perimeter Beam
CATEGORY NO. . Em Ym
(ft.) (in.)
Em Ym
(ft.) (in.)
Em . Ym
(ft.) (in.)
Em Ym
(ft.) (in.)
Em Ym
(ft.) (in.)
II 1-7,10 5.5 2.42 -- '-- 3.50 0.43 3.5 0.38 3.50 0.33
III . 8,9 6.0 3.5 -- -- 3.75 0.61 3.75 0.53. 3.75 0.46
Footing/Slab Dimensions . . .
The footing width, depth'and the structural slab-on-grade thickness shall be as specified by the structural engineer
based upon the, soil parameters provided by PSE and the requirements of the most current UBC.
Under-Slab Requirements —Foundation Categories II and Ill .
A 10-mu (minimum) polyvinyl membrane should be placed below.all slabs-on-grade within living and moisture sensi-
tive areas. This membrane should be' covered with a minimum of two (2) inches of clean sand; This membrane
should also be underlain with two (2) inches of clean sand.
Slab Subgrade Moisture Requirements
Foundation Category II , , Minimum of 130 percent of optimum moisture at least 24 hours prior to plac-'
ing concrete to a depth of 12 inches.
Foundation Category III Minimum of 140 percent. of optimum moisture at- least '48 hours prior to plac-
ing concrete to a depth of 12 inches.
Footing Embedment
If exterior footings adjacent to drainage swales are to exist within five (5) feet horizontally of the swale, the footing
should be embedded sufficiently to assure embedment below the swale bottom is maintained. Footings adjacent to
slopes should be embedded such that at least seven (7) feet are provided horizontally from edge of the footing to the
face of the slope. '
i•
PACIFIC SOILS ENGINEERING, INC.
Work Order 400942 Page 10
July 19, 2004
4:4 Seismic Design
Seismic design should be based on current and applicable building code require-
ments and the parameters presented below in. Table 4.3. The nearest known active
fault is the Rose Canyon Fault Zone, located approximately 6.6 miles (103 km)
from the subject site. Lot specific seismic soil profile types are listed on Table II.
(Appendix A)
.. TABLE 4.3
Seismic Design Parameters
Recommended Values
Seismic Parameter (199UBC) .
S
. . . . Lots Lots
(Shallow Fill <10 ft) (Deep Fill >10 fi)
Soil Profile Type . SC SD
SeismicZone Factor Z. 0.4 0.4
Seismic Coefficient Ca 0.40 Na 0.44 Na
Seismic Coefficient Cv 0.56 Nv 0.64 Nv
Near Source Factor Na 1.0 1.0.
o .
. Near Source Factor Nv 1.0 1.0
Seismic Source Type . B B •.
4.4.1 Seismically Induced Liquefaction or Dynamic Settlement
Based upon PSE's observations during grading and due to the competency
and density of the compacted fills and supporting bedrock, the potential for
seismically induced liquefaction or dynamic settlement is considered to be
S very low. .
4.5 Moisture Barrier • S • . S
Slab-on-grade foundation systems should be underlain with a moisture barrier to
minimize the potential for moisture migration from the subgrade soils through the
slab. It is recommended that the moisture barrier should also be placed below the
PACIFIC SOILS ENGINEERING, INC.
Work Order 400942 . .
.
Page 11
July. 19, 2004 S .
garage slab.. Minimally, it is recommended that the moisture barrier should consist
of a I 0-mil polyvinyl membrane. Care should be taken during construction so that
the 10-mil polyvinyl membrane is not punctured or violated. Further, it is recom-
mended that the polyvinyl membrane should be overlapped or glued at the joints to
further reduce the potential of moisture and/or vapor migration.
4.6 Minimum Depth of Embedment . . . .
For the subject site, where foundations for residential structures are to exist in prox-
imity to slopes, the footings should be embedded to satisfy the requirements pre
sented in Figure 1.
FIGURE 1
FACE OF
FOOTING .
FACE OF
STRUCTURE
TOE OF
SLOPE
TOP OF
SLOPE
BUT NEED NOT
EXCEED 40 FT. H (12.192 m) MAX.
i.
H2 'BUT NEED NOT
EXCEED 15 FT.
(4.572 in) MAX.
4.7 Backyard Improvements
Future improvements such as patios, slabs, pools, and perimeter screen walls can be
constructed within the setback zones; however, the design and siting of all such im-
provements should be reviewed by a soil engineer who is familiar with hillside
S grading techniques, in general, and the site-specific conditions in particular. Foot-
ings for the perimeter walls at the top of natural slopes should be founded in compe-
tent, unweathered bedrock or compacted fill. This may-require deepening to extend
through weathered zones Or colluviated areas adjacent to daylight cuts. All walls
should-be structurally separated at twenty- (20) foot, or less increments, and at per-
pendicular corners. . . . .
S
PACIFIC SOILS ENGINEERING, INC.
Compacted Backfill Parameter k.P
2 . (Reinforced) .. Foundation) (Retained,
Cohesion, C (Ibs./ft2) 0 300
Internal Friction Angle, 0 (degrees) 32 . 29
Moist Unit Weight,7 (Ibs./ft.3) 130 120
Work Order 400942 Page 12
July 19, 2004 .
4.8 Retaining Wall Design
Retaining wall foundations may be designed with the criteria presented in Section
4.2and.the.following: .•
S TABLE 4.4
Soil Parameters •
• V 4.8.1 Earth Pressure Coefficients :.
V V V
The following earth pressure coefficients may be used for design of retaining
walls. .
V
TABLE 4.5 V
SELECT BACKFILL (y = 130, b= 32°)
Rankine Equivalent Fluid
V Level Backfill Coefficients"Pressure (psf/lin.ft.) :•.
V • 'V Coefficient of Active Pressure: Ka = 0.31 399 .
- Coefficient of Passive Pressure: K = 3.25 423.1
•
V Coefficient of at Rest Pressure: K = 0.47 . 61.1 .
V
V Rankine Equivalent Fluid -. V
2 : 1 Backfill Coefficients Pressure (psf/lln.ft.) V
V Coefficient of Active Pressure: Ka = 0.47 61.1 V
•
V Coefficient of Passive Pressure: V •
V V
V . V
V,
V V V Ascending K (+) 8.61 V 1119.4
V V ,•. V.
••
V
. VS V
•Descending K (-) = 1.23. V
. 160.5 •
Coefficient of At Rest Pressure K0 = 0.85 110.5
V V V
. V
V V V •
V
V
V V
V V PACIFIC SOILS ENGINEERING, INC. • .
V
V
Work Order 400942 Page 13
July 19, 2004
• 4.8.2 Retaining Wall Foundations
Retaining walls should be founded on compacted fill or bedrock. Founda-
tion design for retaining walls should be in accordance with recommenda-
tions presented in Section 4.2.
• : 4.8.3 Other Design Considerations
Additional surcharge loads should be included in addition to the values
listed above. In addition, the design engineer should consider K when
retaining walls are positioned at the top of slopes and/or on the face of
slopes. Retaining wall design should consider additional surcharge loads
I from superjacent slopes, and/of footings, where appropriate.
• 0 4.8.4 Retaining Wall Backfill, Waterproofing and.Drainage Systems
0
, Cantilever and/or restrained retaining walls should be waterproofed toac-
commodate the anticipated irrigation water to minimize water marks: Addi-
tionally, retaining walls should be b'ackfihled with, a free draining material
•' 0
• (SE > 20) extending horizontally from the back of the retaining wall a •
0
minimum of one-half (0.5) the height of the retaining wall to within twelve •
O
• 0
' (12) inches of grade (Figure 2). Backfill should be compacted to project
0 0 specifications. Native soils shall be utilized in the upper twelve (12) inches, • • .
0 Drainage systems including should consist, as a minimum, 'of four- (4) inch
0 diameter perforated drain line surrounded'by four (4) cubic feet per lineal 0
foot of three-quarters- (3/4) inch to one- (1) inch crushed rock wrapped with
0 a suitable filter fabric,' should be provided to cantilever and restrained retain-
ing walls to relieve hydrostatic pressure.
0
I •
0
0
0 • 0 PACIFIC SOILS ENGINEERING, INC.
Work Order 400942
July19, 2004
Page 14
.. FIGURE 2 . . •.
Retaining Wall Backfill (N.T.S)
=iH==lr
SWALE
• NATIVE
Hr2 MIN
. : 12 IN. MIN.
NAil V OR SELECT i
BACKFILL SELECT
BACKFILL
DRAIN LATERALLY i OR PROVIDE WEEP = H HOLES EI21) I
=
C®
-
- II411.11 --'Ii4Il= *
OR AS MODIFIED .
BYASPE.CIFIC REPORT = =
4 INC.EI .PER.FQRAJED.:PVQ S.CEUtE.40;DR 35:OR APPROVED.ALTENATE,::PLAE
PERFORATIONS DOWN AND .SURROUND WITH 4CU. FT. PER, FT.' OF 314 INCH .
PROVE. EQUIVALENT . .
OPTIONAL - PLACE DRAIN AS SHOWN WHERE MOISTURE MIGRATION IS UNDESIRABLE
4.8.5 Footing Inspections . . . .
I . . .
. Footing excavations for retaining walls should be observed by the project
soil engineer or his representative
. .
.
. • .
.
. ,. . ;
.
. . • : • ••
!. • . • . • •
• . • PACIFIC SOILS ENGINEERING, INC. • •
Work Order 400942 . Page 15
July. 19, 2004 .
.' 4.9 Temporary Construction Backcuts/Shoring Parameters
Construction backcuts shall be excavated as per OSHA requirements. Soil parame-
ters for use in shoring design are as follows:
•
Unit Weight of Soil = 130 lbs./cu.ft.
4) 29 degrees Ka = 0.35.
C = 0 lbs./sq.fi. : K = 2.88
External.loads that may affect the shoring include: 1) groundwater; 2) adjacent un-
derground conduits and utilities; 3) surface and sub-surface structures; 4) loading
and vibration from traffic and construction equipment; and 5) loads that may be ap-
plied by construction supplies, and excavation soil. '
4.10 Exterior Slabs and Walkways
4.10.1 SUbgrade Moisture . .
I
The subgrade below exterior slabs, sidewalks, driveways, patios, etc.
should be moisture conditioned to a minimum of 130 percent of optimum
moisture content prior to concrete placement.
.
4.10.2 Slab Thickness
Concrete flatwork and driveways should be designed utilizing four- (4)
inch minimum thickness. Consideration should be given to constructing a'
'deepened perimeter footing for concrete adjacent to landscaped areas.
4.10.3 Control Joints
Weakened plane joints should be installed on walkways at intervals of ap-
proximately eight (8) feet. Exterior slabs should be designed to withstand'
shrinkage of the, concrete.
S.
•
PACIFIC SOILS ENGINEERING, INC.
Work Order 400942 Page 16
July 19, 2004
4.10.4 Flatwork Reinforcement
Consideration should be given to reinforcing exterior fiatwork using
10 - minimum reinforcement of No. 6 Welded Wire Mesh on 6 by 6 inches.
4.11 Chemical Testing
Soluble sulfate testing has been conducted on the subject site. Laboratory tests in-
dicate that subgrade soils possess "negligible" to "severe" sulfate concentrations in
accordance with Table 19-A-4 (UBC 1997). Accordingly, structural concrete for
Buildings 1 through 10 should be designed for."severe" sulfate exposure. Detérmi-
nation as to the need and specification for sulfate resistant concrete and cathodic
'protection for metal construction materials should be provided by an engineer(s)
specializing in corrosion Test results are presented in Appendix B
5.0 OTHER DESIGN AND CONSTRUCTION CONSIDERATIONS
5.1 Site Drainage. . ' . '•
10 Positive drainage away from structures should be provided and maintained. Roof,
pad and slope drainage should be collected and directed away from the proposed
structures to approved disposal areas. It is 'important that drainage be directed away.
.
from foundations. This is especially true in patio areas and greenbelt areas. The
recommended drainage patterns should be established at the time of fine grading
and maintained throughout the life of the structure.' .' .
El] 5.2 Service Utility Trench Backfill
,
.
•
'Service utility trench backfill should be accomplished in accordance with the pre,
vailing criteria of the' City .of Carlsbad,
II.
ii•
PACIFIC SOILS ENGINEERING, INC.
S Work Order 400942 Page 17
July. 19,2004
5.3 Seismic Design
Seismic design should be based upon current and applicable building code require-
ments.
6.0 OWNER CONSTRUCTION AND MAINTENANCE RESPONSIBILITIES
During and upon completion of mass grading of the subject site, representative soil samples
were tested for expansive soil characteristics and soluble sulfate concentrations. The re-
sults of these tests are presented in Table 4.1 and Appendix B of this report. In addition,
certain lots contain manufactured slopes within or adjacent to the building pad area. All of
these conditions should be, considered in design, construction, and maintenance of owner
improvements. The owners should be advised of certain responsibilities they must' accept
in, consideration of these factors. Suggested information to educate the owners regarding
these responsibilities is presented in Appendix C. We suggest that this information be pro-
vided to the owners as part of an information packet.
PACIFIC SOILS ENGINEERING, INC.
Work Order 400942 Page 18
July 19, 2004
0 This report presents information and data relative to the mass grading and/or placement of
compacted fill at the subject site. A representative(s) of thisfirm conducted periodic tests
and observations during the progress of the construction in an effort to determine whether
compliance with the project drawings, specifications and Building Code were being obtained.
The presence of our personnel during the work process did not involve the direction or su-
'pervision' Of the contractor. Technical advice and suggestions were provided to the owner
and/or his representative based upon the results of the tests and observations. Completed
work under the purview of this report is considered suitable for the intendeduse. Condi-
tions of the reference reports remain applicable unless specifically superseded herein.
Respectfully submitted,
PACIFIC SOILS ENGINEE99 Q(3111 Reviewed by:
C62366
rn
All
Project Engineer
GE .2314
cal Services
i. Reviewed-by:
By:
SHAWN D. HAVEN LQ4iN A HANSON, CEG 990
Engineering Geology Associate Vice President
Dist: (6) Addressee-
(2) City of Carlsbad, Attn: Tim Fennesy
(1) Davidson Reinforcement, Attn: Ron Martin
(1) • Hunsaker & Associates, Attn: Eric Sampson
AB/JAC/SDH/JAH:bm:400942, July 19, 2004
El
9O_E S ''0k4\
2314
wl -
Exp. 6J30I01 y
0
PACIFIC SOILS EPJGIIJEEPIN, INC
0
r
Work Order 400942
July 19, 2004
0
• TABLE!
Soil Type
Laboratory Maximum Density ASTM:D 1557-91 (All Soil Types)
0
Optimum Maximum
Moisture Dry Density
Soil Type & Description . (% dry wt.) (lbs.Icu.ft.)
• B - Green Silty Clay 16.5
C - Olive Green Silty Clay . 18.5 109.9
. D - Light BrownSilty Clayey Sand 13.9 . 118.0
E - Dark Brown Silty Clayey Sand... . . 12.4 117.4
• F - Gray Silty Sand with Clay . . 13.3 111.7
• ... H - Tan Brown Silty Sand with Clay : . 13.1 119.0
• . . .
LEGEND • 0
•
• • •
Non-Designated Test - Test taken in compacted fill. • •
Test Location - Indicated by street and street stationing, or by building pad number..
Elevation. - Indicated by approximate field elevation (feet) above mean sea level.
Depth (feet) below finished grade. :
R, R2, etc. - Indicates retest of previously failing test in compacted fill. •
TEST TYPE •
0
•
0 •
N - Indicates test by Campbell Pacific Nücleãr Test Gauge (per ASTM:D 2922-91
and D 3017-88). • 0
• •
0 •
SC - Indicates test by Sand Cone Method (per ASTM:D 1505690).
0 eb:400942, July 19, 2004
PACIFIC SOILS ENGINEERING, INC.
Work Order 400942
July 19; 2004
TABLE I. (cont'd) .
Depth .
Test . or Moisture Unit Dry Density. Rel. Soil Test Proj.
Date Number . TestLocation Elev. Opt. Field Max. Field Comp. Type Type Spec.
5/7/04.. 101. Adj. Bldg. Pad 8 250.0 13.9 15.6 118.0 107.4 . 91 D N 90
102 CalleAndarSta. 10+50 . 253.0 13.9 16.0 118.0 106.9 90 D N 90
103 . Bldg. Pad 8 256.0 13.9 16.5 118.0 109.6 92 .D N 90
104 Bldg. Pad 258.0 13.9 . 22.0 118.0 103.1 87 D N .90
105 Bldg. Pad 7 . 258.0 16.5 20.5 112:4 . 103.9 . 92 B N 90
.10.6 . Bldg. Pad 7 . 260.0 18.5 23:8 . 109.9 100 .1 91 •. C . N 90
107 Adj. Bldg. Pad 8 259.0 18.5. 22.0 109.9 98.4 89 .0 N 90
.1 07R . Adj. Bldg. Pad 8 259.0 . 18.5 22.6 . 109.9 100.4 91 . C N 90
108 Calle Andar Sta. 11+15 262.0 18.5 . 21.1 109.9 101.2 92 C N 90
Note: Test #104 - fill removed and recompacted (see Test #112)
5/10/04
109 Bldg. Pad 7 265.0 18.5. 22.9 109.9 102.2 . 92 C N 90
110 Bldg. Pad . 266.0 18.5 21.1 109.9 100.9 91 C N 90
lii a . . CalleAndarSta. 10+65 . 268.0 13.9 11.8 118.0 110.0. 93 D N 90
lllR Calle Andar Sta. 10+65 268.0 13.9 19.1 118.0 107.1 90 .D N 90
112 Bldg. Pad 259.0 13.9 15.9 118.0 108.4 91 D . N 90
113 . . Bldg. Pad 7 . 256.0 . 13.9 14.8 118.0 106.6; 90 D . N 90
114 Bldg. Pad 8 . 261.0 . 16.5 20.5 112.4 102.4 91. B Sc 90
.115 Bldg. Pad 8 264.0 13.9 21.1 118.0 105.0, 88 D N 90
.115R Bldg. Pad 264.0 16.5 20.3 112.4 102.1 90 B N 90
116. . • Bldg. Pad 7 263.0 18.5 22.9 109.9 101.8 92. C • N .90
117 Bldg. Pad 267.0 16.5 20.4 •: .112.4 103.5 92 . B . N 90
118 Bldg. Pad 7 269.0 18.5 21.6 109.9 .100.7 91 C N . 90
5/11/04 • . .• . . .
119 Bldg. Pad 10 258.0. . 13.9 16.5 118.0 • 1037 . 87 D N 90
120 Bldg. Pad l0 261.0 13.9 .17.4 118.0 102.5 86 .D N 90
119R . Bldg. Pad lo -258.0 13.9 17.2 .118.0 108.1 91: D N 90
120R . Bldg. Pad 10 . 261.0 13:9 16.1 118.0. 104.6 88 D N 90
121 Bldg. Pad 7 • . 275.0 - 16.5 20.5 112.4 103.1 :91 . B N 90
120R2 Bldg. Pad 10 . 261.0 13.9 15.1 118.0 110.0. 93 D N 90
1 • •• . .. . . .eb:400942, July 19, 2004
Work Order 400942
July 19, 2004
TABLE I (cont'd)
Depth
Test . or Moisture Unit Dry Density Rel. Soil Test Proj.
Date Number Test Location Elev. Opt. Field Max. Field Comp. Type Type Spec.
5/11/04 cont. .
122 Bldg. Pad 10 266.0 16.5 21.1 112.4 102.5 91 B N 90
123 Bldg. Pad 273.0 16.5 19.6 112.4 104.6. 93 B. N 90
124 . Bldg. Pad 10 263.0 16.5 21.9 112.4 102.9 91 B N 90
125 Bldg. Pad 8 269.0 13.9 17.1 118.0 106.8 90 D N 90
.126 Bldg. Pad 9. 270.0 . 13.9 18.0 118.0 108.0 91 D N 90
127 Bldg. Pad 270.0. 13.9 . 15.1. 118.0 107.7. . 91 D . N 90
.128 Bldg. Pad 271.0 12.4 14.2 117.4 105.8 90 E N 90
129 Bldg. Pad 272.0 12.4 15.9 117.4 106.9 91 E N 90
130 . . Bldg. Pad 10 257.0 16.5 20.1 112.4 103.0 . 91 B N 9.0
131 Via Iris Sta. 11+70 256.0 16.5 . 20.5 112.4 101.9 90 B N 90
132 Adj:Bldg. Pad 10 269.0 12.4 17.1 117.4 109.0 92 E N 90
133 Bldg. Pad 10 272.0 12.4 15.9 117.4. 107.4 . 91 E N 90
5/12/04
134 . . Via Iris Sta. 12+05 . 260.0 .12.4 17.6 117.4 105.7 90 E N 90
135 Bldg. Pad l0 263.0 12:4 17.0 . 117.4 106.8 90 E N 90
136 Bldg. Pad i0 271.0 12.4 17.6 117.4 106.2 90 . E N 90
137 . . Bldg. Pad 275.0 16.5 20.7 112.4. 103.2 91 B . N 90
138 . Via Iris Sta. 11+95 265.0 12.4 17.2 117.4 105.9 90 E N 90
139 - Bldg. Pad 10 .. 270.0 13.9 18.1 118.0. 106.4 90 D N 90
140 Adj. Bldg. Pad 8 270.0 13.9 16.7 11.8.0: 109.5 92 P N 90
141 Adj. Bldg. Pad 9 . 274.0 13.9 15.2 118.0 108.0. 91 P N 90
142 . Bldg. Pad lo 269.0 13.9 18.0 118.0 107.1 90 D. N 90
143 . Bldg. Pad 7 277.0 13:9 16.5 118.0 . 107.4 91 D SC 90
144 . Bldg. Pad7 . 275.0 16.5 . 20.5 112.4 105.2 93 . B N 90
145 Via Iris Sta; 13+00 274.0 16.5 21.4 112.4 103.0 91 B N 90
146 Via Iris Sta. 12+20 275.0 16.5 . 19.9 . 112.4 104.5 92 B N 90
5/13/04 . . ., . . ..
.147 . Bldg. Pad 10 . 277.0 13.9 15.6. 118.0 109.4 92 . P N 90
148 . Bldg. Pad 10 280.0 13.9 15.9 118.0 107.2. 90 D N 90
149 . . Bldg. Pad 7 278.0 13.9 14.7 118.0 109.7 92 D N . 90.
2 . eb:400942, July 19, 2004
• .. ... . .. .. ;• .•. •.
Work Order 400942 .
July 19, 2004. •
TABLE I. (cont'd) S
Depth :
S
Test . or Moisture Unit Dry Density Rel. Soil Test Proj.
Date Number Test Location . Elev. Opt. Field Max. Field Comp. Type Type Spec.
5/13/04 cont. . . .
150 . Bldg. Pad l . 277.0 13.9 17.3 118.0 107.4 91 D N 90
151 . . Bldg. Pad l .280.0 13.9 14.3 118.0 109.0 92 D N 90
.152 . Bldg. Pad 10 281.0 13.9 18.3 '118.0 106.9 90 D N 90
153 Bldg. Pad l 282.0 . 13.9 . 15.9 118.0 108.2 91 . D . N 90
154 Via Iris Sta. 13+65 284.0 13.9 15.5 118.0 109.1 92 . D N 90 .
155 Bldg. Pad 10 . 282.0 13.9 16.1 118.0 107.6 91 D . N 90
• .156 Bldg..Pad9 . 276.0 13.9 15.4 118.0 105.1 89 . D N 90
156R Bldg. Pad 276.0 13.9 . 14.1. 118.0 107.0 90 D . N 90
157 . Bldg. Pad 9 276.0 13.9 15.6 118.0 108.4 91 D N 90
5/14/04 . S.
M • 158 Bldg. Pad 9 277.0 13.9 .12.0 118.0. 104.1 88 D N 90
158R Bldg. Pad • 277.0 13.9 .14.7 118.0 100.4 85 D . N 90
2 . 158R2 . Bldg: Pad9 . 277.0 13.9 15.1 118.0 .107.1 90 D N 90
159 . Bldg. Pad 10 283.5 13.9 15.6 118.0 111.6 94 D SC 90
D 160S Bldg. Pad l 285.0 13.9 16.1 118.0 109.0 92 D N 90
161 Bldg. Pad 4 283.0 . 13.9 1:4.4 118.0 108.4 91 D N 90
•
. 162 Bldg. Pad 285.0 13.9 14.8 118.0 106.9 90 D . N 90
163 Bldg. Pad 10 • 279.0 12.4. 15.1 117.4 105.8 90 E N 90
164 Bldg. Pad 287.0 13.9 11.2 118.0 107.2 90 D N 90
5/17/04 . . .
165 Bldg. Pad 5 283.0 13.9 15.1 . 118.0 110.1 93 D N 90
166 Bldg. Pad 5 . 284.0 13.9 16.0 118.0 . 108.2. 91 D N . 90
167 Bldg. Pad 5 285.0 13.9 14.0 118.0 104.0 88 . D N 90
168. . Bldg. Pad 288.0 13.9 17.1 118.0 107.0 90 D. N. . 90
.169 Bldg. Pad 4 . 289.0 13.9 16.8 . 118.0 107.8 91 . D N 90
170 . Bldg. Pad 6 . 290.0 13.9 10.2 118.0 102.8 87 .D . N . 90
.1 67R Bldg. Pad 5 285.0 12.4 14.5 . 117.4 105.8 90 E N 90
170R Bldg. Pad 6 . 290.0 13.9 12.0 .118.0 106.2 90 . D N 90
170R2 Bldg. Pad 6 • • . 290.0 13.9 15.2 118.0 107.9 91 D N 90 •
3 5.
.. .
. . .
.
. eb:400942, July 19, 2004
Wuik Oidcr 400942
Tii1, 1 0
• . TABLE I (cont'd) :
Depth .
Test or Moisture Unit Dry Density Rel. Soil Test Proj.
Date Number Test Location . Elev. Opt. Field Max. Field Comp. Type Type Spec.
5/17/04 cont.
171 Bldg. Pad 286.0 13.9 14.2 118.0 108.1 91 D N 90
172 Bldg. Pad 5 . 286.0. 12:4 13.5 117.4 107.3 .91 E N -90
5/19/04 . .
.173 Bldg. Pad 9 277.0 13.9 16.2 118.0 109.9 93 D N 90
174 Bldg. Pad 278.0 13.9 . 16.7 118.0 111.6 94 D N .90
175 Bldg. Pad 9 279.6 13.9 15.8 118.0. 112.2 95 D N 90
176 .. .Bldg. Pad 7 280.1 12.4 14.9 117.4 108.7 92 . E N 90
177 Bldg. Pad 8. 274.6 12:4 13.9 117.4 113.3 96 E N 90
178 . Bldg. Pad 6 . 292.0 13.9 14:5 118.0 109.8 93 D N .90
179 .. Bldg. Pad 6 .290.0 13.9 : 15.4 118:0 110.6 93 D N. 90
5/20/04 . . . .
180 Bldg. Pad 290.3 13.9 14.1 118:0 107.0 90 D N 90
181 . . Adj. Bldg..PadlO 275.0 13.9 16.3 118.0 106.7. 90 D N - 90
5/26/04 . . . . 0 .. .
182 Adj. Bldg. Pad 10 278.0 13.9 16.5 118.0 . 100.3 85 D N 90
182R Adj. Bldg. Pad lO 278.0 13.9 .14.4 118.0 110.5 93 D N- . 90
183 . Adj. Bldg. Pad 10 279.0 13.9 14.1 118.0 103.4 87 D N 90 .
183R Adj. Bldg..Pad 10 . 279.0 .13.9 14.2 118.0. 111.1 94 D N . . 90.
'5/27/04 . .
0
. .
. .
..
184 Bldg. Pad 5 . 287.6 13.9 . 14.6 118.0 . 108.1 0 91 D N . 90 -
185 - Bldg. Pad 3 287.0 12.4 13.6 117.4 108.4 -92 . E SC 90
186 . Bldg. Pad 288.0 12.4 14.1 117.4 106.4 90 -E. N 90--
5/j8/04
187 Bldg. Pad .289.0 12.4 14.6 117.4 - 106.8 90 E. N . 90
188 . Via his Sta. 14+65 287.0 13.9 15.6. 118.0 109.4 92 D N 90
189 : Bldg. Pad 1 286:0 1.2.4 14.4 117.4 106.9 . 91 E N 90
- : 190 . . . Bldg. Pad l 285.0 12.4 .13.9 117.4 107.5 91 . E N 90 .
4 .
0 eb:400942, July 19, 2004
Work Order 400942
July 19, 2004 0 ;.
TABLE I (cont'd)
Depth
• Test or Moisture Unit Dry Density Rel. Soil Test Proj.
Date Number Test Location Elev. Opt. Field Max. Field Comp. Type Type Spec.
6/1/04 . . . .
191 Bldg. Pad l 286.0 13.9 14.6 118.0 107.7 91 D N 90
192 Bldg. Pad l 287.0 13.9 15.4 118.0 108.2 . 91 .D N 90
193 Bldg. Pads 2/3 Slope Zone 293.0 13.9 14.0 118.0 103.1 87 D N 90
6/2/04 '• 0•
193R . Bldg. Pads 2/3 Slope Zone 293.0 13.9 14.5 118.0 107.1 90 D N 90
• 194 Bldg. Pads 2/3 Slope Zone 294.0 13.1 14.4 119.0 102.1 85 H N 90
194R Bldg. Pads 2/3 Slope Zone 294.0 13.1 17.1 119.0 108.9 91 H N 90
cn 195 . Bldg. Pad 290.2 12.4 15.1 117.4 108.7 • 92 E N 90
6/3/04
M • 196 Bldg. Pad 1 288.0 13.1 .18.8 119.0 107.4 90 H N 90
197. Bldg. Pad 1 289.0 13.1. 12.6 119.0 103.4 o 86 H N 90
z
6/4/04
31 198 Bldg. Pad 2 294.0 13.1 15.1 119.0 103.9 87 H N 90
198R Bldg. Pad 294.0 12.4 13.6 117.4 1057 90 E N 90
6/7/04 . . .
0
.
• .199 . Bldg. Pad 2 • 295.0 12.4 12.7 117.4 .105.9 90 E N • 90
200 Bldg. Pad 2 . 296.0 12.4 13.1 117.4 106.4 90 E N 90
201 Bldg. Pad 296.0 13.1 13.4 1.19.0 109.1 91 H N 90
6/8/04
0
0 •
202 Bldg. Pad 2 297.0 13.9 16.1 118.0 106.8 90 D SC . 90 0
203 . . Bldg. Pad 2 297.2 139 16.4 118.0 108.9 92 D N 90
6/9/04 •• 00
0 •
•
•
.
. . •
.204 Bldg. Pad .291.0 13.1 16.5 119.0 108.8 91 H ,N 90
• 205 Bldg.Pad'6 . 2920 131 14.9 " 119.0 111.4 93 H N 90
197R Bldg. Pad l ' 289.0 ' 13.1 15.6 119.0 113.1 95 H N 90
• 206
•
Bldg. Pad 1 288.0 13.9 16.5 118.0 109.9. 93 D N 90
0 5 • . 0,
, eb:400942, July 19, 2004
• • S S S S • S S
• WokQrcier 400942
July l9,2004 . •
TABLE I (contd)
Depth
Test or Moisture Unit Dry Density Rel. Soil Test Proj.
Date Number Test Location Elev. Opt. Field Max. Field Comp. Type Type Spec.
6/10/04
207 Bldg. Pad 6 293.0 12:4 14.8 117.4 106.4 90 E N 90
6/15/04 . . . . . . . .
208 Northern Pad 293.5 msl 292.0 13.1 12.8 119.0 104.4 87 . H N 90
13 •
209 Bldg. Pad 11. 280.0. 16.5 18.5 112.4 . 102.6 91 B N 90
210.. . Bldg. Pad l 282.0, 16.5 16.7 112.4 102.2 . 90 B N 90
.211 Bldg. Pad I . 285.0 .16.5 17.6 112.4 103.4 91 B N 90
(•1 . .• .
w 6/16/04 . .: .
212 SE Corner 301.0 13.1 . 14.6 119.0 102.3 85. H N 90
.. .
.. 212R SE Corner . 301.0 13.1 16.0 119.0 107.3 90 H N . 90
M • 213 . SE Corner • 3Ø4 • 16.5 17.2 • 112.4 102.8 • . 91 B N 90
S • 214 SE Corner 306.0 16.5 16.8 112.4 101.6 90 •
.
B N • 90
P1 6/17/04 . . S . S
S 208R Northern Pad 293.5 msl 292.0 13.9 . 17.4 118.0 100.4 85 D N 90
S .208R2 Northern Pad293.5nis1 • . 292.0 13.9 15.6 1.18.0 108.2 91 . D N 90
215 • SE Corner 307.0 13.9 16.4 118.0. 107.1 90 D . N 90
5 • 216 • Northern Pad 293.5ms1 • 293.5 13.1 13.6 119.0 112.4 94 H N 90
6/18/04 . S
5 S
•
S
.
S
217 Bldg Pad 1 2899 131 132 1190 1115 93 H N 90
6/23/04 • • 5
5
5 5 . S
5
5 5 .
S
S
S • . 234 . Via Ins Sta. 12+35 . . -2.0 • 13.3 16.7 111.7 100.7 90 .. F Sc 90 .
S • 235 Via Iris Sta:11+70 -2.0 13.3 16.4 111.7 103.5 92 F N 90 .
. S •
236 • . Via Iris Sta.11+20 -2.0 13.3 16.9 • 111.7 103.1 92 F N 90
.5
5
: 6 . S • S S eb:400942, July 19, 2004
I '': -
,. ..
-t
_t. •
•
BuildIng Pa8 pj
Approximate Maximum
fFTh( LJ
SeismictSoi1
Profiib
1* 17.0 SD
'2*. 6.0 Sc
3* ,
: 6.0 Sc.
4* 17.0 SD
.5*
, 10.0 Sc'
6* ', 7.0 Sc
7 '21.0
- SD
8* - 25.5 SD
9* 17.0
•'
SD
10
.,
29.5 . SD
- . I
APPENDIX B
Chemical Test Results
PACIFIC SOILS ENGINEERING, INC.
Del Mar Analytical
2852 Alton Ave., Irvine CA 92606 (949) 261-1022 FAX (949)261-1228
1014 E. Cooley Dr., Suite A, Colton, CA 92324 (909) 370-4667 FAX (949) 370-1046
9484 Chesapeake Dr., Suite 805, San Diego, CA 92123 (858) 505-8596 FAX (858) 505-9689
9830 South 51s1 St., Suite B-120, Phoenix, AZ 85044 (480) 785-0043 FAX(480)785-0851
2520 F. Sunset Rd. #3, Las Vegas, NV 89120 (702) 798-3620 FAX(702)798-3621
LABORATORY REPORT
. Prepared Fon"'PadificSoiN Engineering, Inc. Project:400942G
7715 Convoy Court
San Diego, CA 92111
Attention: Ron Buckley •Sampled: 06/09/04
Received: 06/17/04
Issued: 06/24/04 16:22
NELAP#0II08CA CAELAP#1197 CSDLAC#10117
The results listed within this Laboratory Report pertain only to the samples tested in the laboratory. The analyses contained in this report
were peiformed in accordance with the applicable certifications as noted. All soil samples are reported on a wet weight basis unless
otherwise noted in the report. This Laboratory Report is confidential and ii intended for the sole use of Del Mar Analytical and its client.
This report shall not he reproduced, except in full, without written permission from Del Mar Analytical. The Chain of Custody, I page, is
included and is an integral part of this report.
This entire report was reviewed and approved for release.
I*
I.
SAMPLE CROSS REFERENCE
LABORATORY ID • CLIENT. ID
1NF1136-01 • EI-8 Lot 2
'INF1I36-02 El-lO Lot i
MATRIX
Soil
Soil
I.
I.
Reviewed By:
U.; 4;t(uA) U{Th\
Del Mar Analyticàl,.Irvine
Heather Bean For Amanda Cordova'
Project Manager •
'INF1136 <Page 1 of 5>
2852 Alton Ave., Irvine CA 92606 (949) 261-1022 FAX (949) 261-1228
1014 E. Cooley Dr., Suite A, Colton, CA 92324 (909) 3704667 FAX (949) 370-1046
(
9484 Chesapeake Dr., Suite 805, San Diego, CA 92123 (858) 505-8596 FAX (858) 505-9689 Del I Mar r Analytical iti 9830 S0U1tI 51st St., Suite B-120, Phoenix, AZ 85044 (480) 785-0043 FAX (480) 785-0851 I 2520 E. Sunset Rd. #3, Las Vegas, NV 89120 (702)798.. -3620 FAX (702) 798-3621
i Pacific Soils Engineering, Inc. Project ID: 400942G
7715 -Convoy Court . 0 Sampled.. 06/09/04
San Diego, CA.9211 I Report Number: INn 136 . Received: 06/17/04
Attention: Ron Buckley S
INORGANICS
Reporting Sample Dilution Date Date Data
Analyte Method Batch Limit Result Factor Extracted Analyzed Qualifiers
Sample ID: INF1I36-01(EJ-8 Lot 2 - Soil)
Reporting Units: %
Soluble Sulfate . EPA 300.0 4F23055 0.00050 0.048 1 6/23/2004 6/23/2004
Sample ID: INFI136-02 (EJ-10 Lot I - Soil) . .
Reporting Units: % . . .
Soluble Sulfate EPA 300.0 4F23055 0.0050 0.24 10 6/23/2004. 6/23/2004
I. 0
I
. .
Del Mar Analytical, Irvine
Heather Bean For Amanda Cordova
Project Manager . .
I The results pertain on/i' to the samples tested in the laboratory. This report shall not be reproduced,
except in full. ii'it/tou! ,i'ril!en prmissionfroin Del Mar Analt'tical. 1NF1136 <Page 2 of 5>
2852 Alton Ave., Irvine CA 92606 (949) 261-1022 FAX (949) 261-1228
.. 1014 E. Cooley Or:, Suite A, Colton, CA 92324 (909)PO-4667 FAX (949)370-1046
liii e I
9484 Chesapeake Dr., Suite 805, San Diego, CA 92123 (858) 505-8596 FAX(858)505-9689
tvdt a r /\ ii a I y'ti cal
9830 South 51st St., Suite B.120, Phoenix, AZ 85044 (480) 785-0043 FAX (480) 785.0851
2520 E. Sunset Rd. #3, Las Vegas, NV 89120 (702) 798-3620 FAX(702) 798-3621
Pacific Soils Engineering, Inc. : Project ID: 400942G
7715 Convoy Court Sampled: 06/09/04
San Diego, CA 92111 Report Number: IN171136 Received: 06/17/04
Attention: Ron Buckley
METHOD BLANK/QC DATA
•
INORGANICS
Reporting Spike Source %R.EC RPD Data
Analyte Result Limit Units Level Result %REC Limits R.PD Limit Qualifiers
Watch: 41F23055 Extracted: 06/23/04
Blank Analyzed: 06/23/04 (4F23055-BLKJ)
Soluble Sulfate ND 0.00050 S
LCS Analyzed: 06/23/04 (4F23055-BSI)
Soluble Sulfate 0.00974 0.00050 0.0101 96 90-11
Matrix Spike Analyzed: 06/23/04 (4F23055-MSJ) Source: INF1409-01
Soluble Sulfate 0.0113 0.00050 % 0.0101 0.0018 94 80-120
Matrix Spike Dup Analyzed: 06/23/04 (4F23055-MSD1) Source: INF1409-01
Soluble Sulfate 0.0118 0.00050 % 00101 0.0018 99 80-120 4 20
•
10
te
I.
Del Mar Analytical, Irvine
Heather Bean For Amanda Cordova
Project Manager
I The ;:esul!s pertain on/v to the samples tested in the laboratory. This report shall not be reproduced.
- except in full. without writ/en permission from Del Mar Analytical. • INF1136 '<Page 3 of 5>
i
Del Mar Analytical
2852 Alton Ave., Irvine CA 92606 (949) 261-1022 FAX (949).261-1228
1014 E. Cooley Dr., Suite A, Cotton, CA 92324 (909) 370-4667 FAX (949) 370-1046
9484 Chesapeake Dr., Suite 805, San Diego, CA 92123 (858) 505-8596 FAX (858) 505-9689
9830 Sbuth 51st St., Suite B-120, Phoenix, AZ 85044 (480) 785-0043 FAX (480) 785-0851
2520 E. Sunset Rd #3, Las Vegas, NV 89120 (702) 798-3620 FAX (702) 798-3621
Pacific Soils Engineering, Inc. Project ID: 400942G : 7715 Convoy Court Sampled: 06/09/04
San Diego, CA 92111 Report Number: INF1136 Received: 06/17/04
Attention: Ron Buckley
DATA QUALIFIERS AND DEFINITIONS
ND Analyte NOT DETECTED at or above the reporting limit or MDL, if MDL is specified.
RPD Relative Percent Difference
•
•
S
S.
.
S
Del Mar Analytical, Irvine
Heather Bean For Amanda Cordova
Project Manager S
The results per/a in on/v to the samples tested in the /abo,aton' This ,epoi1 shall not be reproduced.
except in/id!, without will/e permission from Del Mar Analytical. .. INF1136 <Page 4 of 5>
136 <Page 5of5>
S 2852 Alton Ave., Irvine CA 92606 (949) 261-1022 FAX (949) 261-1228
.
1014 E. Cooley Dr., Suite A, Colton, CA 92324 (909) 370-4667 FAX (949) 370-1046
)Analytical .
9484 Chesapeake Dr., Suite 805, San Diego, CA 92123 (858) 505-8596 FAX (858) 505-9689
11111) I I\4 I' ' ' I 9830 South 51st St., Suite B-i 20, Phoenix, AZ 85044 (480) 785-0043 FAX (480) 785-0851
'7' I 2520 E. Sunset Rd. #3, Las Vegas, NV 89120 (702) 798-3620 FAX (702) 798-3621
Pacific Soils Engineering, Inc. Project ID: 400942G 0
. 7715 Convoy Court Sampled: 06/09/04
San Diego, CA 92111 Report Number: ThJF1136 Received: 06/17/04
Attention: Ron Buckley 0 S
. . Certification. Summary
Del Mar Analytical, Irvine S S
Method• • Matrix NELAP CA S S 5
EPA 300.0 Soil X X
NV and NELAP provide analyte specific accreditations. Analyze specific information for Del Mar Analytical may be obtained by
contacting the laboratory or visiting our websileatwww.dmalabs.com.. 5
Del Mar Analytical
2852 Alton Ave., Irvine CA 92606 (949) 261-1022 FAX (949) 261-1228
1014 E. Cooley Dr., Suite A, Cotton, CA 92324 (909) 370-4667 FAX (949) 370-1046
9484 Chesapeake Dr., Suite 805, San Diego, CA 92123 (858) 505-8596 FAX (858) 505-9689
9830 South 51st St., Suite B-120, Phoenix, AZ 85044 (480) 785-0043 FAX (480) 785-0851
2520 E. Sunset Rd. #3, Las Vegas, NV 89120 (702) 798-3620 FAX (702) 798-3621
LABORATORY REPORT
Prepared For: Pacific Soils Engineering, inc. . . Project: 40094
.
2-g .
7715 ConvoyCourt . .
San Diego,CA92111 . . . . .
Attention: Brian McCormick . Sampled: 05/14/04
. . . .
. Received: 05/27/04 .
Issued: 06/03/0416:20
NELAP#0II08CA CAELAP#1197 CSDLAC#10117 . .
The results listed within this Laboratory Report pertain on!v to the samples tested in the laboratory. The analyses contained in this report
were performed in accordance with the applicable certifications as noted. All soil samples are reported-on a wet weight basth unless
otherwise noted in the report. This Laboratory Report is confidential and is intended for the sole use of Del Mar Analytical and its client.
This report shall not be reproducer!, e.vccpt in full, without written permission f,'o,n Del Mar Analytical. The Chain of Custody, I page, is
included and is an integral part of this report: .
This entire report was reviewed and approved for release.
. . .
SAMPLE CROSS REFERENCE . . .
LABORATORY ID . CLIENT ID .. . MATRIX
lNEl800-01 . . El 2. lot '9 •• . Soil
INEI800-02 . . . El 3 lot 7 . . . . Soil
INEI800-03 .. El 4 lot 8 . .. . Soil
INEl800-04 . El 5 1o4 . Soil
Reviewed By:
•
Del Mar Analytical, Irvine
Kathleen A. Robb For Amanda Cordova'
Project Manager
Ii\EIXI)I) <Pa,'c / of,5>
2852 Alton Ave., Irvine CA-92606 (949) 261-1022 FAX (949) 261-1228
1014 E. Cooley Dr., Suite A, Cotton, CA 92324 (909) 370-4667 FAX (949) 370-1046
9484 Chesapeake Dr., Suite 805, San Diego, CA 92123 (858) 505-8596 FAX (858) 505-9689
it::lI Del MarAnalytical 9830 so
2520 E. Sunset Rd. #3, Las Vegas, NV 89120 (702) 798-3620 FAX (702) 798-3621
Pacific Soils Engineering, Inc. Project ID: 400942-g
77l5 Convoy Court Sampled: 05/14/04
40. San Diego, CA 92111 . Report Number: INEI800 . Received: 05/27/04
Attention: Brian McCormick
INORGANICS
Analyte
Sample ID: INE1800-01 (El 2 lot 9 - Soil)
Reporting Units: %
Soluble Sulfate
Sample ID: 1NE1800-02 (El 3 lot 7 -Soil)
Reporting Units: %
Soluble Sulfate
Sample ID: INEl800-03 (El 4 lot 8- Soil)
Reporting Units: %
Soluble Sulfate
ample ID: lNE1800-04 (El 5 lot 4-Soil)
Reporting Units: %
Soluble Sulfate
Reporting Sample Dilution Date • Date Data
Method Batch Limit Result Factor Extracted . Analyzed Qualifiers
EPA 300.0 4F01046 0.0050 0.37 10 6/1/2004 /1/2004
EPA 300.0 4F01046 0.0050 0.39 10 6/1/2004 6/1/2004
EPA 300.0 4F01046 0.0025 0.080 5 6/1/2004
,
6/1/2004
EPA 300.0 4F01046 0:00050 0.033 I 6/1/2004 6/1/2004
Del Mar Analytical, Irvine
Kathleen A. Robb For Amanda Cordova
Project Mana2er
S
• • I/i,.' ','li/L /fl'hhi/) ,,flhl• I,, ii?.' ,zi'I'.' i,'s', / (fl I/h' /,I/h'I•fli.,,••.' TIi.' 'y" 'ii /i./i ii,., /',• i,i', '.1,,,
S V,'/3I in jul!5 iI/Im riu''n ii ;,',,,; IA'I Ii,,' I,i,,h'ii,,,I. 1A'El (l(i <Pu.e 2,,1'5>
2852 Alton Ave., Irvine CA 92606 (949) 261-1022 FAX (949) 261-1228
.
. 1014 E. Cooley Dr., Suite A, Colton, CA 92324 (909) 370-4667 FAX (949) 370-1046
-
. 9484 Chesapeake Dr., Suite 805, San Diego, CA 92123 (858) 505-8596 FAX (858) 505-9689
ED e I FyI a r Analytical
9830 South
2520 E. Sunset Rd. #3, Las Vegas. NV 89120 (702) 798-3620 FAX (702) 798-3621
Pacific Soils Engineering, Inc. Project ID: 400942-g . . . .
7715 Corvoy Court . . Sampled: 05/14/04
San Dieg,, CA 92111 . Report Number: INE 1800 . . Received: 05/27/04
Attention: Brian McCormick . . . . . .
METHOD BLANK/QC DATA
. '' . S ,'
INORGANICS .5 S
Reporting Spike Source %REC RPD Data
Analyte Result . Limit Units Level Result . %REC Limits RPD Limit Qualifiers
Match: 4FS1046 Extracted: 06/01/04 . .
Blank Analyzed: 06/01/04 (4F01046-BLKI.) ,
Soluble SuIte' . , ND 0.00050
LCS Anal:ized: 06/01/04 (4F01046-BSI)
'Soluble SulS.fle . 0.0102 ' 0.00050 % •
Matrix Spike Analyzed: 06/01/04 (4F01046-MSI)
Soluble Sulfate 0.0107 0.00050
Matrix Spike Dup Analyzed: 06/01/04 (4F01046-MSDI)
Soluble Sulfate' 0.0 106 0.00050 '
•
0.0101 , 101 90-110
Source: INF000I-01
0.0101 ' 0.0010 '96' 80-120
Source: INF000I-01
0.0101 0.0010 95 , 80-120 1 20
S
S ,
Del Mar Analytical, Irvine'
Kathleen A: Robb For Amanda Cordova
Project 'anaer
0. I/h i' i/li, i ii, Iii iiii'i, th,' .iiiq;/;'.' ih';i ill dw 7li;, i' .' ii ,.'/ i/I i; ,i 1¼
ill illfl. Willi, 'ill u11 1 1
'
nL".'iii"i /,),/ 'i-I,' ,i,hiii'ih'//
/,\ij'J 800 0/ 5>
2852 Alton Ave., Irvine CA 92606 (949) 261-1022 FAX (949) 261-1228
S . . . .
1014 E. Cooley Dr., Suite A, Cotton, CA 92324 (909) 3704667 FAX (949) 370-1046
9484 Chesapeake Dr., Suite 805, San Diego, CA 92123 (858) 505-8596 FAX (858) 505-9689
, NV 89120 (702) 798-3620 FAX (702) 798-3621 ED e I 1\/ a r I\ n a I yt ical 9830 B2 asP,oe :
Pacific Scills Engineering, Inc. . , Project ID: 400942-g .
7715 Convoy Court . . . Sampled: 05/14/04
San Diego, CA 92111 Report Number: INEI800 . . Received: 05/27/04
Attention: Brian McCormick
0 S
DATA QUALIFIERS AND DEFINITIONS .
ND Analyte NOT DETECTED at or above the reporting limit or'MDL, if MDL is specified. • •
RPD Relative Percent Difference • • • •
'0 • . •
0 •
Del Mar Analytical, Irvine S S •
Kathleen A. Robb For Amanda Cordova
Project Manager S ,
0 • • The ,, .nl,.' /''rl n, 11171.1, 1, ,h, •ulIl//, le.'h / ,1 I/h l,,1',',u,, ":' •/h II ,u,, I-'
• .,,,'j,t u;,nl/. ,ith,n,i rin,',, /I.,,Ij''.iun ii'',, L,'l . /,, •-i,u,I,;i, ,, /AE / S/I/I <P,e 4 i)/'5>
2852'AltonAve., Irvine CA92606 (949)261-1022 FAX (949)261-1228
1014 E. Cooley Dr., Suite A, Cotton, CA 92324 (909) 370-4667 FAX (949) 370-1046
9484 Chesapeake Dr., Suite 805, San Diego, CA 92123 (858) 505-8596 FAX (858) 505-9689
D e I Fyi a r Analytical 9830 S
2520 E. Sunset Rd. #3, Las Vegas, INIV 89120 (702) 798-3620 FAX (7021). ~98-3621
outh 51st
Pacific Soils Engineering, Inc. Project' ID: 400942-g
7715 Convoy Court : Sampled: 05/14/04
San Diego, CA 92111 Report Number: INEI800. ,
. Received: 05/27/04
Attention: Brian McCormick
S ' Certification Summary
Del Mar Analytical, Irvine
Method Matrix NELAP. CA
EPA 300.0 Soil x x
NV and NELAP provide analyle spec/lc accrediiatibns. An!jlv!e specific information for Del Mar Analytical may be obtained by
contacting the laboratory or visiting our i'ebsite at www.dinalabs.com .
. S S S
Del Mar Analytical, Irvine 5 5.
Kathleen A. Robb For Amanda Cordova S
Prolect Manitter
S S S
sX,',I?I III 15,/i. Ss'fl/IS.'III 5'I'IIh'JI /k''l'IAXi'I? Jr ?I I). / I/sir ..IHs/rri,',,I. lIVE! 8011 <l'uj,'e 5 of 5>
2852 Allon Ave., Wine CA 92606 (949)761-1022 FAX (949) 261-1228
1014 F. Cooley Dr., Suite A, Colton, CA 92324 (909) 370-4667 FAX (949) 370-1046
9484 Chesapeake Dr., Suite 805, San Diego, CA 92123 (858) 505-8596 FAX (858) 505-9689
(
Del Mar An a I yti cal 830
2520 E. Sunset Rd. 3, Las Vegas, NV 89120 :
785-0851
798-3621
LABORATORY REPORT
Prepared For: Pacific Soils Engineering; inc. . Project:400942G
7715 Convoy Court .
San Diego, CA 92111
Attention: Ron Buckley Sampled: 06/09/04
Received: 06/16/04
Issued: 06/22/04 11:52
{.
NELAP#OIIOSCA ELAP CSDLAC#10117
The results listed within this Laboratory RepOrt pertain only to the samples tested in the labôrasoii The analyses con zainedi,; I/us report
were peiformed in accordance with the applicable certifications as noted. All soil samples ore repoi-ied on o wet weight basis unless
otherwise noted in the report. This Laboratoiy Report is confidential and is intended for she so/e'use of Del Mar Analytical and its client.
This i epoi t shall not be reproduced, odsiccd except infisli 1441h0111 is, ,Itn pei micc,on fi om Del Mar Anal) ucal The Chain of Cu'.Iod) / page, is
inc/sided and is an integral pars of/his repoit.
This entire report was reviewed and approved for release.
.. .. . '.- . . ............ •. ......-. >..,.•.. •.•.... ., •. ...... •• •.. '• . •. •
. . . . SAMPLE CROSS REFERENCE . .
LABORATORY ID CLIENT ID . MATRIX
1NF1073-0I EI-9 LOT 6 Soil
ETJ
j.PACIF!C SOH.S ENC$i
252Ijt
I L----_-:----__J
DEGO
Reviewed By
2
ti i b. iv1
I Del Mar Analytical, Irvine
Heather Bean For Amanda Cordova
Project Manager
J7VF1 073 <Page 1 of 5>
of 5>
2852 Alton Ave., Irvine CA 92606 (949) 261-1022 FAX (949)261.1228
. 1014 F. Cooley Dr., State A, Colton, CA 92324 (909) 370-4667 FAX (949) 30-104b
9484 Chesapeake Dr., Suite 805, San Diego, CA 92123 (858) 505-8596 FAX (858) 505-9689
(
Del Mar Analytical '
9° Sou 785-0043 (480) 785-0851
2520 E. Sunset Rd. #3, Las Vegas, NV 89120 (702) 798-3620 FAX (702) 798-3621
. .....
Pacific Soils Engineering, Inc. Project ID: 400942G
t.i. 7715 Convoy Court . Sampled: 06/09/04
San Diego, CA 92111 Report Number: 1NF1073 .Received: 06/16/04
Attention: Ron Buckley . . . . .
...................................:... .... ...... .............. .... i ............,,........ '. ........................
INORGANICS
Reporting Sample Dilution Date Date Data
Analyte Method Batch Limit Result Factor Extracted' Analyzed Qualifiers
Sample ID: INF1073-01 (EI-9 LOT 6 - Soil)
Reporting Units: %
Soluble Sulfate . . EPA 300.0 4F]8042 0.0050 0.12 10 6/18/2004 6/18/2004
2852 Alton Ave., Irvine CA 92606 (949) 261-1022 FAX'(949) 261-1228 I
1014 E. Cooley Dr., Suite A, Colton, CA 92324 (909)370-4667 FAX (949) 370-1046 I
Del. Mar An alyti i 9484 Chesapeake Dr., Suite 805, San Diego, CA 92123 (858) 505-8596 FAX (858) 505-9689 I
9830 South 51st St.,- Suite 0-120, Phoenix, AZ 85044 (480) 785-0043 FAX (480) 785-0851 I
2520 E. Sunset Rd. #3, Las Vegas, NV 89120 (702)798-3620 FAX (702) 798-3621 I
..
Pacific Soils Engineering, Inc. Project ID: 400942G
: 7715 Convoy Court ' . . Sampled: 06/09/04 S San Diego, 'CA 92111 . . Report,1umber: 1N-F1073 . Received: 06/16/04
Attentbn: Ron Buckley
METHOD BLANK/QC DATA
S. . .
INORGANICS S
Reporting Spike Source %REC RPD Data
Analyte . Result Limit Units Level Result %REC Limits RPD 'Limit Qualifiers
*Batch: 4F18042 Extracted: 06/38/04
Blank Analyzed: 06/18/04 (41F18042-BLKI) ' '
Soluble Sulfate ND 0.00050 : % . .
LCS Analyzed: 06/18/04 (4F18042-BSI).
Soluble Sulfate 0.00979 .0.00050' % 0.0101 97 901I()
Matrix Spike Analyzed: 06/18/04 (41F18042-MSI) S Source: 1NF1143-01 '
Soluble Sulfate , ' 0.0114 0.00050
,
' 0.0101' 0.0019 94 80-120
Matrix Spike Dup Analyzed: 06/18/04 (4F18042-MSDI) ' Source: INF1143-01
Soluble Sulfate ' S 'S 0.0116 0.00050 0/ . 0.0101 0.0019 06 80-120 ' 2 20
S
S
S . S
Del Alar Analytical; Irvine
Heather Bean For Amanda Cordova,'
Project' Manager
The. results perlaiit on/v to the samples tested in the Iaho,awn;. This report s/toll not be reproduced, - except in full, wit/tow wi-i ten perntission fi'o,n Del Alai- Ana/vtico/. INF1Oi3 <Page 3 of 5>
7073 <Page 4o15>
2852 Alton Ave., Irvine CA 92606 (949) 261-1022 FAX (949) 261-1228
S 1014 E. Cooley Dr., Suite A, Colton, CA 92324 (909) 370-4667 FAX (949) 370-1046
9484 Chesapeake Dr., Suite 805, San Diego, CA 92123 (858)505-8596 FAX (858) 505-9689
(
9310 Del Mar Analyti cal 5'0ESi Rd. #3 Las \'
Pacific Soils Engineering, Inc. Project ID: 400942G . .
7715ConvoyCourt S Sampled: 06/09/04
San Diego, CA 92111 Report Number: INF1073 Received: 06/16/04
Attenticn: Ron Buckley . . ..
DATA QUALIFIERS AND DEFINITIONS
ND Analyte NOT DETECTED at or above the reporting limit or MDL, if MDL is specified.
RPD Relative Percent Difference •0
S S S
2852 Alton Ave., Irvine CA 92606 (949)261-1022 FAX (949) 261-1225
. .1014 E. Cook)' Dr., Suite A, Colton, CA 92324 (909) 3704667 FAX (949) 370-1046
0484 Chesapeake Dr., Suite 505, San Diego, CA 92123 (858) 505-8596 FAX (858) 505-9659
(
Del Mar Analytical so;IcI E. Ss:Siuule 8 1tinset Rd. 3oLP(:nix AZ 85044 (480) 7-0 AX 7 1
Vegas, NV 89120 (702) 798-3620 FAX (702) 798-3621
Pacific Soils Engineering, Inc. Project ID: 400942G
7715 Convoy Court Sampled: 06/09/04
San Diego, CA 92111 . . Report Number: rNF1073 Received: 06/16/04
1 Attention: Ron Buckley .. .
S. •.•.- .:•9. •. ..t •;•.,...,'........g' .. .r;'tr'>....
Certification Summary
Del Mar Analytical, Irvine
Method Matrix . • NELAP CA
EPA 300.0 Soil X X
NV and NELAP provide anal te specific accreditations. Analyle specific information for Del Ma,- Analytical may be obtained by
contacting the laboratoty or visiting our website at 1444w.dn2a1abs.com.
fl
S
1
S
Ll
S
Del Mar Analytical, Irvine
Heather Bean For Amanda Cordova
Project Manager
The results pertain on/v to the samples iestc'd in the Iahora,on. This report s/ta/I not be reproduced. - - . i-
except in full. without written permission front Dcl Mar ,4na/vtica/. IJVF1Oi3 <Page of >
a
S
Reviewed By:
a
2852 Alton Ave., Irvine CA 92606 (949) 261-1022 FAX (949).261-1-228
1014 F. Cooley Dr., Suite A, Colton, CA 92324 (909) 3704667 FAX (949) 370-1046
Del t\4 a r Analytical 9484 Chesapeake Dr., Suite 805, San Diego, CA 92123 (858) 505-8596 FAX (858) 505-9689
9830 South 51st SL, Suite B-120, Phoenix, AZ 85044 (480) 785-0043 FAX (480) 785-0851
2520 F. Sunset Rd. #3, Las Vegas, NV 89120 (702) 798-3620 FAX (702) 798-3621
- ...........To,
.. LA.IBOiR_A.T'OIR.'Y REPORT
Prepared For: Pacific Soils Engineering, Inc. . . . .
.
Project:400942G
7715 Convoy Court . .
San Diego, CA 92111 . . . . . .
Attention: Ron Buckley Sampled: 05/27/04-05/28/04
Received: 06/11/04
Issued: 06/22/04 10:31.
NELAP#01108CA CAELAP1197 CSDLAC#10117 .
The.resuits listed Within this Laboraioiy Report pei-lain only to the samples tested in the laboratory. The analyses contained in this report
were peifornied in accordance with the applicable certUications as noted. All soil samples are reported on a wet weight basis unless
othe,wise noted in the report. This Laboratory Report is confidential and is intended for the sole use of Del Mar Analytical and its client.
This report shall not be reproduced, except in full, without written permission from Del Mar Analytical. The Chain -of Cussod', I page, is
included and is an integral pa,-, of this report.
This entire report was reviewed and appro ved for release.
.. . . ..... . -,-. .....•.• ....... . ......................- 'j .. ......... .' .:.. - .
SAMPLE CROSS REFERENCE
LABORATORY ID CLIENT ID MATRIX
rNF0766-01 EI-6 LOT 5 Soil
rNF0766-02 El-7 LOT 3 Soil
Del Mar Analytical, Irvine
Heather Bean For Amanda Cordova
Project Manager
i. INFO 766 <Page 1 of 5>
2852 Alton Ave., Irvine CA 92606 (949) 261-1022 FAX (949) 261-1228
1014 E. Cooley Dr., Suite A, Colton, CA 92324 (909) 370-4667 FAX (949) 370-1046
liii) I I\4 Analytical 9484 Chesapeake Dr., Suite 805, San Diego, CA 92123 (858) 505-8596 FAX (858)505-9689
9830 So
2520
(
e a r E'. Sunset Rd. #3, Las Vegas, NV 89120 (702) 798-3620 FAX (702) 798-3621
Pacific Soils Engineering, Inc. Project ID: 400942G
7715 Convoy Court Sampled: 05/27/04-05/28/04
San Diego, CA 92111 Report Number: INF0766 Received: 06/11/04
Attentic'n: Ron Buckley tw
INORGANICS
Reporting Sample Dilution Date Date Data
O Anâlyte Method Batch Limit Result Factor Extracted Analyzed Qualifiers
Sample ID: INF0766-01 (EI-6 LOT 5 - Soil) •' Sampled: 05/27/0.4
Reporting Units: % .
Soluble Sulfate . EPA 300.0 41715045 0.0050 0.19 10 6/15/2004 6/15/2004
Sample ID: INF0766-02 (EJ-7 LOT 3 - Soil) Sampled: 05/28/04
Reporting Units: % • •
Soluble Sulfate EPA 300.0 • 4F15045 0.0050 0.16 10 6/15/2004 6/15/2004
S
Del Mar Analytical, Irvine • •
Heather Bean For Amanda Cordova
Project Manager
The results pertain only to the samples tested in the laboratory. This report shall not be reproduced.
except in full. wit/tout written permissibn from Del Mar Analytical. INF0,66 <Pagge 2 of .>
2852 Alton Ave., Irvine CA 92606 (949),261-1022. FAX (949) 261-1278
. . . 1014 E. Cooley Dr., Suite A, Cotton, CA 92324 (909) 370-4667 FAX (949) 370-1046
( .
9484 Chesapeake Dr., Suite 805, San Diego, CA 92123 (858) 505-8596 FAX (858) 505-9689
Del !%4 a. A na \ft 2. 9830 South 51st St., Suite B-120, Phoenix, AZ 85044 (480) 785-0043 FAX (480) 785-0851
I LI 2520 E. Sunset Rd. #3, Las Vegas, NV 89120 (702) 79873620 FAX (702) 798-3621
-.---.- ..............---......... . . ....
Pacific Soils Engineering,lnc. . Project ID: 400942G
7715 Convoy Court
San Diego, CA 92111 . Report Number: INF0766
Attention: Ron Buckley .
METHOD BLANKIQC DATA
INORGANICS . . . . . . ..,
Reporting Spike Source %REC RPD Data
Analyte . . Result. Limit Units Level Result %REC Limits RPD Limit : Qualifiers
Batch: 4F15045 Extracted: 06/15/04 . . . . . . .
Sampled.: 05/27/04-05/28/04
Received: 06/11/04
Blank Analyzed: 06/15/04 (4F15045-BLKi)
Soluble Sulfate . . ND 0.00050 %
LCS Analyzed: 06/15/04 (4F15045-BSI) .
Soluble Sulfate 0.0101 0.00050 %
Matrix Spike Analyzed: 06/15/04 (4F15045-MSI)
Soluble Sulfate 0.0113 0.00050
Matrix Spike Dup Analyzed: 06/15/04 (4F15045-MSDI)
Soluble Sulfate 0.0113 0.00050 %
0.0101 100 90-110
Source: INF0838-01
0.010.1 0.0014 98 80120
Source: 1NF0838-01
0.0101 0.0014 98 .80-120 0 20
41
41
0•
Del Mar Analytical, Irvine . . .
Heathet Bean For Amanda Cordova
Project Manager . . .
The results pertain on/v to the samples tested in the Iaboraioiy. This report shall not be reproduced.
except in full, without written permission from Dc/Mar .4na1s'tical. INFO 766 <Page 3 of 5>
2652 Alton Ave., Irvine CA 92606 (949)261-1022 FAX (949) 261-1228
. . 1014 E. Cooley Dr., Suite A; Colton, CA 92324 (909) 370-4667 FAX (949) 370-1046
9484 Chesapeake Dr.. Suite $05, San Diego, CA 92123 (858) 505-8596 FAX (858) 505-9689
LIth 51st St., Suile B-1 20, Phoenix, AZ 85044 (480) 785-0043 FAX (480) 785-0851 Del Mar Analytical 9830 2520E Sunset Rd #3, Las Vegas, NV 89120 (702) 798-3626 FAX (70) 798-3621
......................
Pacific Soils Engineering, Inc. Project ID: 400942G S
7715 Convoy Court . Sampled: 05/27/04-05/28/1 *San Diego, CA 92111 Report Number: rNF0766 Received: 06/11/04
Attention: Ron Buckley . . . .
DATA QUALIFIERS AND DEFINITIONS
ND Analyte NOT DETECTED at or above the reporting limit or MDL, if MDL is specified.
RPD Relative Percent Difference
S
Del Mar Analytical, Irvine
Heather Bean For Amanda Cordova
Project Manager
The results pertain on/v to the samples tested in the laboratory. This 1-eport s/tall not be reproduced. -
except in .full. wit/tout written permission from Del Mar .4na/vtical. INFO 766 <Page 4 of 5>
2852 Alton Ave., Irvine CA 92606 (949) 261-1022 FAX (949) 261-1228
0 ioit F. Cooley Dr. Suite A, Colton, CA 92324 (909) 370-4667 FAX (949) 370-1046
S 9484 Chesapeake Dr., Suite 805, San Diego, CA 92123 (858) 505-8596 FAX (858) 505-9689
Del t\4 a r. 1A n a [yti Ca I 9830 South st2520 E. SSuiBOLPhVo:nx.AZ 85044 (480) 785-0043 FAX (480) 785-0851
egas, NV 89120 (702) 798-3620 FAX (702) 798-3621
'w sra'areu ..
Pacific Soils Engineering, inc. . Project ID: 400942G
7715 Convoy Court . S . Sampled: 05/27/04-05/28/04
San Diego, CA 92111 Reprt Number: INF0766 . . Received: 06/11/04
FAttention: Ron Buckley . . . . S.
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Certification Summary . ..
Del Mar Analytical, Irvine .
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•1 Method . . Matrix NELAP CA .
• EPA 300.0 Solid X X . . . .
NJ' and NELAP provide analyle specific accreditations. Analyle specific information for Del Mar Analytical may be obtained by
contacting the labo ratoly or visiting our website at www.dmalabs.com. .
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Del Mar Analytical, Irvine
Heather Bean For Amanda Cordova
Project Manager
5 . The resuls pertain on/v in the samples-tested in the labojatori'. This reporisha//no! be reproduced.
except in full, without written pennission fionr Del Mar .4na1v1ica1. INFO 766 cPage 5 of 5>
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APPE:ND.IXC
Owner Maintenance and
Improvement Considerations
PACIFIC SOILS ENGINEERING, INC.
Work Order 400942
July 19, 2004
OWNER MAINTENANCE AND IMPROVEMENT CONSIDERATIONS
i. . General
Owners purchasing property must assume a certain degree of responsibility for owner improve-
ments and for maintaining conditions around their home. Of primary importance are maintaining
drainage patterns and minimizing the soil moisture variation below all lot improvements. Such•
design, construction and owner maintenance provisions may include: .
. • Employing contractors for owner improvements who design and build in recognition of local
building codes and specific site soils conditions..
Establishing and maintaining positive drainage away from all foundations, walkways, drive-
ways, patios, and other hardscape improvements.
Avoiding the construction of planters adjacent to structural improvements. Alternatively,
planter sides/bottoms can be sealed with an impermeable membrane and drained away from
the improvements via subdrains into approved disposal areas. :
Sealing and maintaining construction/control joints within concrete slabs and walkways to
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• reduce the potential for moisture infiltration into the subgrade soils.
Utilizing landscaping schemes with vegetation that requires minimal watering. Watering
should be done in a uniform manner, as equally as possible on all sides of the foundation,
keeping the soil 'moist' but not allowing the soil to become saturated. • . .
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PACIFIC SOILS ENGINEERING, INC.
Work Order 400942
July' 19, 2004
Maintaining positive drainage away from structures and providing roof gutters on all struc-
tures with downspouts that are designed to carry roof runoff directly into area drains or dis-
charged well' away from the foundation areas.
Avoiding the placement of trees closer to the proposed structures than a distance of one-half
the mature height of the tree.'
Observation of the soil conditions around the perimeter of the structure during extremely
e hot/dry or unusually wet weather conditions so that modifications can be, made in irrigation
programs to maintain relatively uniform moisture conditions.
Sulfates 0 ,
Owners should be cautioned against the import and use of certain inorganic fertilizers, soil
amendments, and/or other soils from offsite sources in the absence of specific information rëlat-
iñg to their chemical composition. Some fertilizers have been known to leach sulfate compounds
into soils otherwise containing 'negligible' sulfate, concentrations and increase the sulfate concen-
trations to potentially detrimental levels. In some cases, concrete improvements constructed in
soils containing high levels of soluble sulfates may be affected by crystalline growth or mineral
accumulation, 'which may, in the long term, result in deterioration and loss of strength:
Site Drainage 0
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The owners should be made aware of the potential problems that may develop when drainage
is altered through construction of retaining walls, swimming pools, paved walkways, patios
,or other hardscape improvements. Ponded water, drainage over ,the slope' face, leaking irriga-
tion systems, overwatering 'or other conditions which could lead 'to' ground saturation must be
avoided.
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PACIFIC SOILS ENGINEERING, INC.
Work Order 400942
July19, 2004
No water should be allowed to flow over the slopes. No alteration of pad gradients should be
allowed that would prevent pad and roof runoff from being directed to approved disposal ar-
eas. S ,
As part of site maintenance by the resident, all roof and pad drainage should be directed away
from slopes and around structures to approved disposal areas. All berms were constructed
and compacted as part of fine grading and should be maintained by the resident. Drainage
patterns have been established at the time of the fine grading should be maintained through-
out the, life of the structure. No 'alterations to these drainage patterns should be made unless
designed by qualified professionals in compliance with local code requirements and site-
specific soils conditions.
Slope Drainage
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Residents should be made aware of the importance of maintaining and cleaning all intercep-
tor ditches, drainage terraces, downdrains, and any other drainage devices, which have been
installed to promote slope stability. S
Subsurface drainage pipe outlets may protrude through slope surfaces andlor wall faces.
These pipes, in conjunction with the graded features, are' essential to slope and wall stability
and must be protected in-place. They should not be altered or damaged in any way.
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Planting and Irrigation of Slopes S • S
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S • • • Seeding and planting of the slopes should be planned to achieve, as rapidly as possible, a
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• well-established and deep-rooted vegetal cover requiring minimal watering.
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S S PACIFIC SOILS ENGINEERING, INC.
Work Order 400942
July 19, 2004 S
It is the responsibility of the landscape architect to provide such plants initially and of the
residents to maintain such planting. Alteration of such a planting scheme is at the resident's
risk.
The resident is responsible for proper irrigation .and for maintenance and repair of properly
installed irrigation systems: Leaks should be fixed immediately.
Sprinklers should be adjusted to provide maximum uniform coverage with. a minimum of wa-
. terusage and overlap. Overwatering with consequent wasteful runoff and serious ground,
[T saturation must be avoided. .
If automatic sprinkler systems are installed, their use must be adjusted to account for seasonal
and natural rainfall conditions. .
Burrowing Animals . : S • . -
Owners must undertake a program to eliminate burrowing animals. This must be an ongoing
program in Order to promote slope stability. S .' S •
Owner Improvements S • • S
I. Owner improvements (pools, spas, patio slabs, retaining walls, planters, etc.) should be designed
to account for the terrain of the project, as well as expansive soil conditions and chemical charac-
teristics. 'Design considerations on any given lot may need to include provisions for differential
'bearing materials, ascending/descending slope conditions; bedrock structure, perched (irrigation)
water, special geologic surcharge loading conditions, expansive' soil stresses, and long-term.
creep/settlement.
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i• PACIFIC SOILS ENGINEERING, INC.
Work Order 400942 . . . . .
.
July 19,2004 .
. . ..
All owner improvements should be designed and constructed by qualified professionals utilizing
appropriate design methodologies, which accoUnt for the on-site soils and geologic conditions.
Each lot and proposed improvement should be evaluated on an individual basis.
Setback Zones
Fill slopes have been. manufactured on site to maximum heights of approximately nine and one
half (9 1/2) feet. Manufactured slopes maybe subject to long-term settlement and creep that can
manifest itself in the form of both horizontal and vertical movement. These movements typically
are produced as a result of weathering, erosion, gravity forces, and other natural phenomenon. A
setback adjacent to slopes is required by most building codes, -including the Uniform Building
* Code. This zone is intended to locate and.support the residential structures away from these
slopes and onto soils that are not subject to the potential adverse effects of these natural phenom-
ena. . . . . .. . . -
The owner may wish to construct patios, walls, walkways, planters, swimming pools, spas, etc.
within this zone. Such facilities may be sensitive to settlement and creep .and should not be con-
structed within the setback zone unless properly engineered: It is suggested that plans for such
improvements be designed by a professional engineer who is familiar with hillside grading ordi-
nances and design and construction requirements associated with hillside conditions. In addition,
we recommend that the designer and contractor familiarize themselves with the site specific geo-
41 and geotechnical conditions on the specific lot. . . . . .
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PACIFIC SOILS ENGINEERING. INC.