HomeMy WebLinkAbout; First Reponders Training Facility As-Graded Report; First Reponders Training Facility As-Graded Report; 2010-10-22L
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AS-GRADED REPORT OF ROUGH AND FINE GRADING,
FIRST RESPONDERS TRAINING FACIUTY,
2560 ORION WAY, CARLSBAD, CALIFORNIA,
Prepared for:
CITY OF CARLSBAD
1635 Faraday Avenue
Carlsbad, California 92008
Project No. 602852-001
October 22, 2010
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I Leighton Consulting, Inc
A LEIGHTON GROUP COMPANY
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4 Leighton Consulting, Inc.
A LEIGHTON GROUP COMPANY
October 22, 2010
To: City of Carlsbad
1635 Faraday Avenue
Carlsbad, Califomia 92008
Attention: Mr. William Plummer
Project No. 602852-001
Subject: As-Graded Report for Rough and Fine Grading, First Responders Training Facility,
2560 Orion Way, Carlsbad, Califomia
^ Introduction
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In accordance with your request and authorization, Leighton Consulting, Inc. (Leighton) has
m performed geotechnical observation and testing services during the rough and fine grading
^ operations for the First Responders Training Facility, located at 2560 Orion Way in Carlsbad,
Califomia. This report summarizes our geotechnical observations, field and laboratory test
m results, and the geotechnical conditions encountered during the rough and fine grading of the site,
m The proposed training facility will consist of three major elements: a Residential Bum Prop
Structure, a Commercial Bum Prop Stmcture (with a multi-story training tower), and a Shooting
m Range / Classroom building. m
As background, the original mass-grading of the general site was performed in 1985 and
• generally consisted of cuts and fills for the existing buildings and parking areas, and infilling of
Hi the previously existing canyon located in the southeast portion of the Carlsbad Public Works
Facility. Reportedly, uncontrolled artificial fill containing oversize materials (i.e. boulders) was
placed at the subject site (the athletic field and the elevated grassy area) within the area bounded
by Orion Way and Orion Street.
It should be noted that the conclusions and recorrunendations presented in the project
Geotechnical Update Investigation (Leighton, 2008) are still considered pertinent and applicable
to the development of the project and should be followed during the post-grading and
construction phases of site development. As of the date of this report, the rough and fine grading
activities for the project are essentially complete.
3934 Murpliy Canyon Road, Suite B205 • San Diego, CA 92123-4425
858.292.8030 • Fax 858.292.0771
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602852-001
Summary of Rough and Fine Grading Operations
The rough and fine grading activities for the project were performed by Sierra Pacific West, Inc.
between July 12 and August 24, 2010. In addition, the grading activities were perfomied under
the observation and testing of a representative of Leighton in accordance with the project
geotechnical recommendations (Leighton, 2009), the recommendations made during the course
of grading, and the requirements of the City of Carlsbad. Our field technician was on-site on a
full-time basis while our field geologist and office personal were on-site on an as-needed basis
" during the grading operations.
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In general, the grading operations included: I) removal of potentially compressible existing
" artificial fill, topsoil, and weathered formational material; 2) over-excavation of dense formational
• soils; and 3) the placement of compacted fill soils.
"* • Site Preparation and Removals
I*
^ Prior to grading, the area was stripped of existing turf grass, trees and shrubs, and debris.
These materials were hauled off site for disposal. Removals of unsuitable and potentially
• compressible soils (including topsoil, undocumented fill, and weathered formational material)
^ were made to competent material. The removals of potentially compressible material were
performed in accordance with the recommendations of the project geotechnical report
(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-optimiun
«t moisture content and compacted to a mmimum 90 percent relative compaction, as determined
gl by American Society for Testing and Materials (ASTM) Test Method D1557.
m • Cut/Fill Transition Conditions
m
As anticipated, the Shooting Range/Classroom building pad had a cut/fill transition condition,
m which required mitigation. Mitigation of the cut/fill transition condition consisted of
gl overexcavating the cut portion of pad a minimum of 2 feet below proposed footing bottoms
and placement of compacted fill. The limits of the over-excavations were typically made at
least 5 feet outside the building limits (or building footprint). m
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Over-excavation of Building Pads
During rough and fine grading, an over-excavation of the Residential Bum Prop Stmcture
and Commercial Bum Prop Stmcture building pads was performed in order to mitigate
potential adverse conditions (i.e., very dense Lusardi Formation with large boulders at or near
finish grade which would create difficulties during future excavations of underground
utilities). Based on the site conditions encountered during grading, localized blasting of the
building pads was performed to facilitate the excavation activities as opposed to performing
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602852-001
heavy ripping with a dozer. The depth of the blasting or treatment zone was typically shallow
and on the order of 5 below the proposed finish pad grade.
Fill Placement and Compaction
After the processing of the removal bottom, on-site soil was spread in 4 to 8-inch loose lifts,
moisture conditioned as needed to attain a near above optimum moisture content, and
compacted. Field density test results performed during the grading operations indicated the fill
soils were compacted to a minimum 90 percent of the maximum dry density in accordance with
ASTM Test Method D1557.
Compaction of the fill soils was achieved by use of heavy-duty constmction equipment. Areas
of fill in which field density tests indicated compactions less than the recommended relative
compaction or where the soils exhibited nonuniformity or had field moisture contents less than
approximately 1 percent below the laboratory optimum moisture content, were reworked. The
reworked areas were recompacted, and re-tested until the recommended minimum 90 percent
relative compaction and above optimum moisture content was achieved.
Reld Density Testing
Field density testing and observations were performed using tiie Nuclear-Gauge Method
(ASTM Test Methods D6938-08a). The approximate test locations are shown on the Density
Test Location Map (Plate 1). The resuhs 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.
m • Laboratory Testing
Laboratory maximum dry density tests of representative on-site soils were performed in general
m accordance with ASTM Test Method D1557. Expansion potential and soluble sulfate content
ii tests of representative finish grade soils of tiie building pads have a very low expansion
potential and negligible soluble sulfate content (per 2001 CBC criteria). The laboratory test
results are presented in Appendix C.
Summary of As-Graded Geologic Conditions
Geologic Units
The geologic units encountered during the rough grading of tiie site were essentially as anticipated
and consisted of undocumented artificial fill and Lusardi Formation. The Lusardi Formation was
generally composed of light brown to gray brown, and orange to red-brown; very dense; gravel to
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602852-001
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cobble and boulder conglomerate with a medium to coarse sandstone matrix. The gravel to boulder
clasts in this unit are predominately composed of granitic material derived from the underiying
granitic bedrock. The Lusardi Formation generally mantels the underiying granitic bedrock and
locally contains large to very large (up to 10 to 20 feet in diameter) granitic boulders.
Faulting
Based on our review of published geologic maps and geotechnical observations and geologic
mapping during the rough grading operations for the project, no known faults are present on the site
nor was any evidence of faulting encountered during site grading. The nearest known active
regional fault is the Rose Canyon Fault located approximately 7 miles west of the site.
Landslides and Surficial Failures
Based on our geologic mapping during the rough and fine grading operations, there were no
indication of landslides or other surficial failures within the subject property.
Conclusions
Based on our geotechnical observations and testing, it is our professional opinion (i.e., certifying as
defined by tiie Califomia Business and Professional Code) tiiat tiie soil engineering and engineering
geologic aspects of tiie rough and fine grading are in compliance with tiie approved geotechnical
recommendations (Leighton, 2008) and tiie project gradmg plans prepared by Kimley-Hom and
Associates, the geotechnical recommendations made during the course of grading, and the City of
Carlsbad grading requirements. The following is a summary of our conclusions conceming the
rough and fine grading operations:
• Unsuitable and potentially compressible existing artificial fill, topsoil, and weathered
formational material were removed and replaced witii compacted fill during the grading
operations.
• Rough grading for Shooting Range/Classroom building pad required cut/fill transition
condition mitigation (i.e., overexcavation the cut portion of pad a minimum of 2 feet
below proposed footing bottoms and placement of compacted fill).
• The Residential Bum Prop Structure and Commercial Bum Prop Structure building pads
were overexcavated to mitigate adverse conditions (i.e., very dense Lusardi Formation
with large boulders at or near finish grade which would create difficulties during future
excavations of underground utilities). Localized blasting of the building pads was
performed to facilitate tiie excavation activities. The depth of the blasting or treatment
zone was typically shallow and on the order of 5 below the proposed finish pad grade.
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602852-001
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The fill soils placed on the site were moisture conditioned to obtain a near optimum
moisture content and compacted a minimum 90 percent relative compaction (in accordance
with ASTM Test Method D1557).
Recommendations
Recommendations conceming the post-grading and constmction phases of site development for the
project have previously been presented in the project preliminary geotechnical report (Appendix A).
The recommendations presented in the project geotechnical report and addendums are still
considered applicable to the planned development and should be followed during the future post
grading and constmction phases of site development.
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 tiie contractor's
work. Although the observations did not reveal obvious deficiencies or deviations from project
specifications, we do not guarantee tiie contractor's work, nor do our services relieve the contractor
or his subconttactor's work, nor of tiieir 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.
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602852-001
If you have any questions regarding this report, please do not hesitate to contact this office. We
appreciate this opportunity to be of service.
Respectfully submitted
LEIGHTON CONSULTING, INC.
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William D. Olson, RCE 45283
Associate Engineer
—
Mike Jensen, CEG 2457
Project Geologist
Attachments: Figure 1 - Site Location Map
Figure 2 - Density Test Location Map
Appendix A - References
Appendix B - Summary of Field Density Tests
Appendix C - Laboratory Testing Procedures and Test Results
Distribution: (6) Addressee
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Leighton
4,000
Carlsbad First Responder's
Training Facility
City of Carlsbad, California
SITE LOCATION
MAP
Project No.
602852-001
Date
October 2010 4
Figure 1
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LEGEND
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352
APPROXIMATE FIELD DENSITY
TEST LOCATION
APPROXIMATE REMOVAL
BOTTOM ELEVATION (FEET)
LIMITS OF GRADING
REFERENCE: KIMLEY-HORN & ASSOC.,
CARLSBAD JOINT FIRST RESPONDER TRAINING
FACILITY. GRADING & DRAINAGE PLAN, SHEET
C-6. DATED JANUARY 6. 2010
\
SCALE FEET
DENSITY TEST LOCATION MAP FIGURE 2
JOINT FIRST RESPONDER TRAINING FACILITY
CITY OF CARLSBAD, CALIFORNIA
Proj: 602852-001 Eng/Geol: WDO/MDJ
Scale: 1"=40' Date: 10/2010 Leighton
0W>LAtElOENSITV.DWG|l0-n-10 2««PMl PtaMbrmnupTv
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602852-001
APPENDIX A
References
Califomia Building Standards Commission (CBSC), 2001, Califomia Building Code, Volume I -
Administrative, Fire- and Life-Safety, and Field Inspection Provision, Volume II -
Structural Engineering Design Provision, and Volume III - Material, Testing and
m Installation Provision, ICBO.
Leighton Consulting, Inc., 2008, Geotechnical Update Investigation, Proposed Carlsbad First
* Responder's Joint-Use Training Facility, Carlsbad, Cahfomia Project No. 602256-
li 001, dated July 24, 2008.
* ——2010, As-Graded Geotechnical Completion Letter for Public Safety Facility/Shooting
Range, Commercial Bum Prop, and Residential Bum Prop Buildings, First
Responders Training Facility, 2560 Orion Way, Carlsbad, Califomia, Project No.
* 602852-001, dated August 18,2010.
Kimley-Hom and Associates, 2010, Grading and Drainage Plan, Carlsbad First Responders
Training Facility, 2560 Orion Way, Carisbad, Califomia, Job No. 1107570, Sheets
C-6, dated January 6, 2010.
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602852-001
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APPENDIX B
Explanation of Summary of Field Density Tests
Test No.
Prefix
(none)
(RW)
(CW)
(LW)
(SF)
Test of
(S) SEWER
(SD) STORM DRAIN
(AD) AREA DRAIN
(W) DOMESTIC WATER
(RC) RECLAIMED WATER
(SB) SUBDRAIN
(G) GAS
(E) ELECTRICAL
(T) TELEPHONE
(J) JOINT UTILITY
0) IRRIGATION
GRADING
Natural Ground
Original Ground
Existing Fill
Compacted Fill
Slope Face
Finish Grade
Test of
Abbreviations
Bedding Material
Shading Sand
Main
Lateral
Crossing
Manhole
Hydrant Lateral
Catch Basin
Riser
Inlet
Fire Service
Water Services
Head Wall
RETAINING WALL
CRIB WALL
LOFFELL WALL
STRUCT FOOTING
Footing Bottom
Backfill
Wall Cell
NG
OG
EF
CP
SF
FG
B
S
M
L
X
MR
HL
CB
R
I
FS
WS
HW
Test No.
Prefix Test of
Test of
Abbreviations
(SG)
(AB)
(CB)
(PB)
(AC)
(P)
SUBGRADE
AGGREGATE BASE
CEMENT TREATED BASE
PROCESSED BASE
ASPHALT CONCRETE
Curb
Gutter
Curb and Gutter
Cross Gutter
Street
Sidewalk
Driveway
Driveway Approach
Parking Lot
Electric Box Pad
Trash Enclosure
Loading Ramp
Building Pad
PRESATURATION
Moisture Content
(IT) INTERIOR TRENCH
Sewer Lateral
Storm Drain
Electric Line
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G
CG
XG
ST
SW
D
DA
P
EB
TE
LR
BP
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S
SD
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N represents nuclear gauge tests that were performed in general accordance with most recent version of ASTM Test
Methods D6938-08a.
S represents sand cone tests that were performed in general accordance with most recent version of ASTM Test Method DI556.
15A represents first retest of Test No. 15
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SUMMARY OF FIELD DENSITY TESTS
Test Test Test Location Test Soil Dry Density Moisture (%) Relative (%)
No. Date Of Lot # Elev (ft) Tvpe Field Max Field Opt. Comoaction
1 7/16/10 CF Range Building 358.0 1 123.5 128.5 11.1 9,0 96
2 7/16/10 CF Range Building 340.0 1 122.2 128.5 11.5 9,0 95
3 7/16/10 CF Range Building 342.0 I 117.8 128.5 12.0 9,0 92
4 7/19/10 CF Range Building 344.0 1 121,1 128.5 10.9 9.0 94
5 7/19/10 CF Range Building 346.0 1 115.3 128.5 11.6 9.0 90
6 7/19/10 CF Range Building 345.0 1 118.2 128.5 11.4 9.0 92
7 7/19/10 CF Range Building 347.0 1 123.3 128.5 11.0 9.0 96
8 7/19/10 CF Range Building 346.0 1 120.9 128.5 11.1 9.0 94
9 7/20/10 CF Range Building 348.0 1 116.3 128.5 11,5 9.0 91
10 7/20/10 CF Range Building 350.0 1 116.4 128.5 12.5 9.0 91
11 7/20/10 CF Range Building 348.0 1 117.3 128.5 12.0 9.0 91
12 7/20/10 CF Range Building 352.0 1 117.4 128.5 12.4 9,0 91
13 7/20/10 CF Range Building 351.0 1 118.6 128.5 11.6 9,0 92
14 7/21/10 CF Range Building 347.0 1 119.8 128.5 11.0 9,0 93
15 7/21/10 CF Range Building 352.0 1 119.7 128.5 11.5 9,0 93
16 7/21/10 CF Range Building 348.0 1 121.4 128.5 11,7 9.0 94
17 7/21/10 CF Range Building 346,0 1 120.7 128.5 11.2 9.0 94
18 7/21/10 CF Ranee Building 351.0 ! 112.3 128.5 9.2 9.0 87
18A 7/21/10 CF Range Building 351.0 1 117.6 128.5 11.0 9,0 92
19 7/22/10 CF Range Building 352.0 1 116.9 128.5 11.3 9.0 91
20 7/22/10 CF Range Building 349.0 1 122.8 128.5 11.4 9.0 96
21 7/22/10 CF Range Building 347.0 1 115.8 128.5 11.1 9.0 90
22 7/22/10 CF Range Building 348.5 1 117.1 128.5 11.1 9.0 91
23 7/22/10 CF Range Building 350.0 1 118.6 128.5 11.8 9.0 92
24 7/22/10 CF Range Building 348.0 1 120.0 128.5 11,5 9.0 93
25 7/22/10 CF Range Building 352.0 1 119.4 128.5 Il.O 9.0 93
26 7/23/10 CF Range Building 351.0 1 124.7 128.5 11.4 9.0 97
27 7/23/10 CF Range Building 354.0 1 125.2 128.5 11.2 9.0 97
28 7/23/10 CF Range Building 352.0 1 120.6 128.5 11.0 9.0 94
29 7/23/10 CF Range Building 348.0 1 119.6 128.5 12.3 9.0 93
30 7/26/10 CF Range Building 350.0 1 125.3 128.5 11.5 9.0 98
31 7/26/10 CF Range Building 352.0 1 i 19.8 128.5 12,3 9.0 93
Remarks
Retest on 18A
Retest of 18
Proiect Number; 602852-001
Proiect Name: Carlsbad/JFR
Proiect Location: 0
Client: 0 Page 1 of 3
9/1/20 9:10:55AM
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SUMMARY OF FIELD DENSITY TESTS
Test Test Test Location Test Soil Dry Density Moisture (%) Relative (Vo)
No. Date Of Lot# Elev (ft) Tvpe Field Max Field Opt. Compaction
32 7/26/10 CF Range Building 352.0 117.7 128.5 11.2 9,0 92
33 7/26/10 CF Range Building 353.0 1 119.0 128.5 11.2 9.0 93
34 7/26/10 CF Range Building 353.0 i 118.6 128.5 11.6 9.0 92
35 7/26/10 CF Range Building 354.0 1 121.6 128.5 11.8 9.0 95
36 7/26/10 CF Range Building 353.0 1 117.8 128.5 11.3 9.0 92
37 7/26/10 CF Range Building 354.0 1 116.4 128.5 12.3 9.0 91
38 7/27/10 CF Range Building 354.0 1 116.8 128.5 11.0 9.0 91
39 7/27/10 CF Range Building 353.0 1 119.6 128.5 11.3 9.0 93
40 7/27/10 CF Range Building 354.0 1 119.1 128.5 11.9 9.0 93
41 7/27/10 CF Range Building 354.0 1 120.2 128.5 11,2 9.0 94
42 7/27/10 CF Range Building 354.0 1 118.4 128.5 11.0 9.0 92
43 8/10/10 CF SE of Range BIdg 352.0 I 117.1 128.5 11.0 9.0 91
44 8/10/10 CF SE of Range Bldg 354.0 118.7 130.0 10.6 8.2 91
45 8/10/10 CF SE of Range Bldg 352.5 117.5 130.0 10.6 8.2 90
46 8/11/10 F SW Range Bldg 342.0 1 119.3 128.5 11.1 9.0 93
47 8/11/10 CF SE Range Bldg 352.0 1 118.9 128.5 10.4 9.0 93
48 8/11/10 CF SE Range Bldg 354.0 1 117.7 128.5 11.8 9.0 92
49 8/11/10 CF Commercial Prop Bldg 351.5 122,0 130.0 10.5 8.2 94
50 8/11/10 CF Commercial Prop Bldg 352.0 I 116.0 128.5 11.4 9.0 90
51 8/11/10 CF Commercial Prop Bldg 353.0 118.0 130.0 10.7 8.2 91
52 8/11/10 F SW Range Bldg 343.0 1 118.3 128.5 10.9 9.0 92
53 8/11/10 F SW Range Bldg 344.0 1 121.9 128.5 11.0 9.0 95
54 8/11/10 CF S Range Bldg 348.0 121.2 130.0 10.1 8.2 93
55 8/12/10 CF S Range Bldg 340.0 1 119,4 128.5 11.3 9.0 93
56 8/12/10 CF S Range Bldg 344.0 1 120.8 128.5 11.7 9.0 94
57 8/12/10 CF Commercial Prop Bldg 353.5 2 120.3 130.0 12.5 8.2 93
58 8/12/10 CF Commercial Prop Bldg 354.0 2 120.2 130.0 11.2 8.2 92
59 8/12/10 CF Residential Prop Big 351.5 2 124.1 130.0 10.1 8.2 95
60 8/12/10 CF Residential Prop Big 351.0 2 115.3 130.0 10.9 8.2 89
61 8/13/10 CF Residential Prop Big 352.5 2 122.0 130.0 10.5 8.2 94
62 8/I3/I0 CF Residential Prop Big 353.0 2 120.5 130.0 10.3 8.2 93
63 8/13/10 CF Commercial Prop Bldg 354.5 2 122.3 130.0 9.9 8.2 94
Remarks
Project Number:
Proiect Name:
Proiect Location:
Client:
602852-001
Carlsbad/JFR
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SUMMARY OF FIELD DENSITY TESTS
Test Test Test Location Test Soil Dry Density Moisture (%) Relative (%)
No. Date Of Lot# Elev (ft) Tvpe Field Max Field Opt. Compaction Remarks
64 8/13/10 CF Residential Prop Big 354.0 2 121.1 130.0 10.2 8,2 93
65 8/13/10 CF Residential Prop Big 354.5 2 121.3 130.0 11.8 8.2 93
66 8/16/10 CF Trench Rescue Area 344.0 1 115.4 128.5 11.8 9.0 90
67 8/16/10 CF Trench Rescue Area 346.0 1 116.4 128.5 9.9 9,0 91
68 8/16/10 CF Trench Rescue Area 348.0 1 115.7 128.5 10.9 9.0 90
69 8/16/10 CF Trench Rescue Area 350.6 2 121.2 130.0 9.5 8.2 93
70 8/16/10 CF Trench Rescue Area 351.6 2 121.3 130,0 10.2 8.2 93
71 8/16/10 CF Parking Area 352.0 2 123.7 130.0 9.2 8.2 95
72 8/16/10 CF Parking Area 353.6 2 118.6 130.0 8.9 8.2 91
73 8/16/10 CF Parking Lot 350.0 2 124.7 130.0 8.4 8.2 96
74 8/17/10 CF Trench Rescue Area 353.5 1 117.2 128.5 10,8 9.0 91
75 8/17/10 CF Trench Rescue Area 354.5 1 119.7 128.5 11,2 9.0 93
76 8/17/10 CF Trench Rescue Area 355.0 1 118.1 128.5 12.0 9.0 92
77 8/17/10 CF Trench Rescue Area 355.8 2 124.2 130.0 10.9 8,2 96
78 8/17/10 CF Parking Lot 353.0 1 115.1 128,5 10.2 9.0 90
79 8/18/10 FG Range Bldg 0.0 1 117.3 128.5 10.8 9.0 91
80 8/18/10 FG Range Bldg 0.0 1 116.5 128.5 11.1 9.0 91
81 8/18/10 FG Commerical PropertBuilding 0.0 2 121.6 130.0 10.2 8.2 94
82 8/18/10 FG Residential PropertvBuilding 0.0 2 120.0 130,0 9.9 8.2 92
83 8/20/10 CF Range Building 350.5 1 123.7 128,5 11.5 9.0 96
84 8/20/10 CF Range Building 352.5 1 120.6 128.5 11.6 9.0 94
85 8/20/10 CF Range Building 355.0 1 119.2 128.5 11.1 9.0 93
86 8/23/10 CF Range Building 351.0 I 118.5 128.5 12.0 9.0 92
87 8/23/10 CF Range Building 353.0 1 121.6 128.5 11.5 9.0 95
88 8/23/10 CF Range Building 354.0 1 118.1 128.5 10.8 9.0 92
89 8/24/10 CF Range Building 355.0 2 124.3 130.0 10.4 8.2 96
90 8/24/10 CF Range Building 355.0 2 118.7 130.0 10.0 8.2 91
Proiect Number: 602852-001
Proiect Name: Carlsbad/JFR
Proiect Location 0
Client: 0 Paee 3 of 3
9/1/20 9'in'55AM
602852-001
APPENDIX C
Laboratory Testing Procedures and Test Results
Expansion Index Tests: Expansion Index was determined in accordance with ASTM Test Method
D4829.
mm Sample Location Soii Type Expansion
Index
Expansion
Potential
••"•1 Shooting Range SE Brown silty SAND (SM) 18 Very Low
'•m Commercial Prop Yellow-brown silty SAND (SM) 8 Very Low
Residential Prop Brown silty SAND (SM) 7 Very Low
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Maximum Density Tests: The maximum dry density and optimum moisture content of typical
materials were determined in accordance with ASTM Test Method D1557. The results of these
tests are presented in the table below:
IM
Sample
Number
Sample Description Maximum
Dry Density
(pel)
Optimum
Moisture
Content (%)
m 1 Reddish-brown silty SAND (SM) with gravel 128.5 9.0
m 2 Brown silty SAND (SM) 130.0 8.2
Soluble Sulfates: The soluble sulfate contents of selected samples were determined by standard
geochemical methods. The test results are presented in the table below:
Sample Location Sample Description Sulfate Content
(%) Sulfate Exposure
Shooting Range
SE Brown silty SAND (SM) 0.030 Negligible
Commercial
Prop
Yellow-brown silty SAND
(SM) 0.015 Negligible
Residential Prop Brown silty SAND (SM) 0.024 Negligible
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