HomeMy WebLinkAboutCT 05-09; BRESSI RANCH; AS-GRADED REPORT OF FINE AND POST GRADING; 2010-10-12AS-GRADED REPORT OF FINE AND POST GRADING,
MAJOR B (PETCO) BRESSI RANCH VILLAGE CENTER, CARLSBAD,
CALIFORNIA
Prepared for:
LNR PROPERTY CORPORATION
4350 VON KARMAN, SUITE 200
NEWPORT BEACH, CALIFORNIA 92660
Project No. 971009-063
October 12, 2010
Leighton andAssociates, Inc.
A LEIGHTON GROUP COMPANY
Leighton and Associates, Inc.
A LEIGHTON GROUP COMPANY
October 12, 2010
Project No. 971009-063
To: LNR Property Corporation.
4350 Von Karman Avenue, Suite 2Q0
Newport Beach, California 92660
Attention: Mr. Brian Payne
Subject: As-Graded Report of Fine and Post Grding for Major B (Petco), Bressi Ranch
Village Center, Carlsbad, California
Introduction
In accordance with your request and authorization, Leighton and Associates, Inc. (Leighton) has
provided geotechnical observation and testing services during the recent grading operations for
Major B (Petco) at Bressi Ranch Village Center, located in Carlsbad, California (Figure 1). This
report summarizes our geotechnical observations, field, and laboratory test results, and the
geotechnical conditions encountered during the fine and post grading operations at the site. The
purpose of our geotechnical observation and testing services was to document that the grading
operations for the subject site were performed in general accordance with the project
geotechnical report (Appendix A), geotechnical recommendations made during the course of
grading, and the City of Carlsbad requirements. As of the date of this report, the grading
activities for the subject site have been completed.
Summary of Grading Operations
The grading operations were performed between April 2010 and OctOber 2010; Grading
operations included: 1.) fine grading of the building pad; 2) water, storm drain, joint trench' backfill
and compaction; 3) curb, curb & gutter and pavement subgrade processing and compaction;
pavement aggregate base material and . asphalt concrete placement and compaction; and
geotechnical footing observations.
3934 Murphy Canyon Road, Suite 8205. San Diego, CA 921234425
858.292.8030 • Fax 858.292.0771
971009-063
It should be noted that rough grading of the site was performed in 2008 (Leighton, 2008b), and the
recent grading activities were performed in accordance with the referenced geOtechnical
documents.
Compaction testing and observation was performed by. representatives of our firm who were on-
site on full time basis during the fine grading and an as-needed basis during the post grading
operations. Specific observation and testing services conducted during the fine and post grading
operations are presented below.
Fine Grading
The fine grading operations were performed by BLT Grading and Backhoe between April 14
and 16, 2010. During the grading, geotechnical observation and testing was performed by a
representative of Leighton. Based on our observations and testing services, it is our
professional opinion that the subject pad grading was performed in general accordance with
the recommendations of the project geotechnical report and update letter (Leighton, 2007 and
2009b) and recommendations made during the course of grading. The geotechnical conditions
encountered during grading were generally as anticipated.
In summary, the fine grading for subject building pad consisted of clearing and grubbing of
weeds, an approximately 1-foot removal of isolated areas based on the observed field
conditions and scarification of the surface soils. The bottom of the removal and the
remaining surface soil was scarified a minimum depth of 12 inches, moisture conditioned to
above the optimum moisture content, and compacted to at least 90 percent relative
compaction based on ASTM Test Method D155.7. Fill soils on the order of 6 to 12 inches.
were then placed and compacted up to the proposed finish grade elevation. All fill soils were
compacted to a minimum 90 percent relative compaction (based on ASTM Test Method
D1557) with a moisture content of between 1 to 3 percent above the optimum moisture
content. Note that. the soil on pro posed Major B building pad were previously tested for
expansion potential and determmed to be a Very Low to Low with an Expansion Indexes of 12
and 43 (Leighton, 2008). In addition, solublesulfate content tests of representative finish grade
soils on building pad were previously performed in accordance with ASTM Test Method
D4829 and standard geochemical methods, respectively. The laboratory test results indicate the
building pad finish grade soils possess 'a moderate soluble sulfate content (i.e., identified as
"Si" per ACI 318-08) (Leighton, 2008).
Trench Backfill
Underground utilities (including water, storm drain, and.joint trench) were installed during the
development of the site. During the trench and backfill operations, native soils and/or import
soils were placed in 4- to 8-inch thick loose lifts, moisture-conditioned prior to fill placement,
and compacted to a minimum 90 percent relative compaction (based .on ASTM Test Method
D1557). Compaction of the trench backfill soils was accomplished by hand tampers,
sheepsfoot roller, and/or wheel-rolling with. heavyduty construction equipment. The results
and description of approximate location of the backfill tests are summarized in Appendix B.
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I 971009-063
I • Structural Pavement Sections
I Prior to placement of the aggregate base material, parking and driveway, pavement subgrade
soils were processed (i.e. scarified to a minimum depth of 12 inches, moisture-conditioned to
near-optimum moisture content and thoroughly mixed) and then compacted to a minimum of I 95 percent relative compaction (based on ASTM Test Method D1557) in accordance with the
project geotechriical recommendations (Leighton, 2010). The aggregate base materials were
I then placed and compacted to a minimum of 95 percent of their respective maximum dry
densities (based on ASTM Test Method D1557). Asphalt concrete materials placed in the drive
and parking areas were placed and compacted to a minimum 95 percent relative compaction
I (based on batch plant maximum density provided by others). The field density test results for
the subgrade soil, aggregate base material, and asphalt concrete testing are summarized in
Appendix B.
I • Field and Laboratory Testing
I Field density tests were performed during the placement and compaction of pad grading, trench
backfihls, subgrade soil preparation, and aggregate base material and asphalt concrete
placement. Density tests were performed in general accordance with the Nuclear-Gauge
I Method (ASTM Test Methods D6938-08a). The results and approximate locations of the field
density tests performed are summarized in Appendix B. The field density testing was
performed in general accordance with the applicable ASTM standards, the current standard
I 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'.
As indicated in Appendix B, areas in which field density test results were less than the required
minimum 90 or 95 relative compaction were reworked, recompacted, and re-tested until the
minimum 90 or 95 percent relative compaction was achieved. 'Asphalt concrete was placed and
I compacted to a minimum 95 percent relative compaction based on the maximum densities
obtained from the AC supplier.
' Representative samples of the native soil and imported material placed and compacted during
the grading operations were tested for maximum dry density and optimum moisture content in
accordance with ASTM Test Method D1557. The laboratory test results are presented in
I Appendix C. Asphalt concrete testing utilized maximum density values obtained from the AC
supplier (and are included in Appendix Q.
Foundation Excavation Observation
For the building, isolated spread footings and perimeter continuous footings were excavated
I and founded into competent fill soils as recommended in the project geotechnical reports
(Leighton, 2007 and 2009b). Observation and/or testing of the footing excavations and slab
subgrade moisture conditioning Were observed and/or performed by representatives of
I Leighton.
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971009-063
Summary of Cänclusions
- ' The following is a summary of our conclusions based on our site observations and field and
( laboratory test results
i) - .. It.is ourprofessionalPopiIon that the building pad is suitable for the intended use provided
the recommendtions included in the projebt gotechmca1 report and update letter (Leighton,
P.• 2007 and: 2009b) are incorporated into the design and construction of the'sfructure.and:
assOciated improvements.
. Gëptechnical conditions encountered during the fine and post-grading vefe:.enerallyas
anticipated.
Based on our observations and testing, the fine .and-post-gradingoptatioiiseeperforthèd. in
general accordance with the project geotechnical recommendations and the City of Carlsbad
requirements In our professional opinion, the geotechmcal aspects of the development have
been evaluated and properly treated during the post-grdin operations.
Field density testing indicated that the pad grading and trench backfill soils within the project
Were compacted to a minimum 90 percent relative compaction (based onASTM Test Method
D1557) Field density testing also indicated that the pavement subgradd soils and aggregate
base material Were 'compacted to a minimum 95 percent relative compactión(bàsed onASTM
Test Method D1557).
Field density testing during the pa'Iing operations indicated that the asphalt concrete was
compacted ..to a minimum 95 percent. relative compaction of the maximum AC density
provided by the AC supplier.
Foundationexcavations for the building we're, observed and found to be cbnsistent with design
depths and bearing on compacted fill soil.
Based on our geotechmcal observations and testing, it is our professional opinion. (i.e., certifying as
defined by the California Business and Professions Code) that the soil,-enginee ring and
engineering geOlogic aspects of the adin are in gènéral cothpliance With the approved
geotechnical report.(Appendix A).
Limitations
The presence of our field representative at the site was intended to provide the owner with
professional advice, opinions, and recommendations based on observations of the contractor's
work Although the observations did not revel obvious deficiencies or deviations from project
specifications, we do not' guarantee the coniiatOr' s work, nor do our services relieve, the
contractor or his subcontractor's work, no lo' our services relieve the contractor or his
subcontraCtors of their responsibility if defects are subsequently discovered in their work. Our
Leighton
I 971009-063
responsibilities did not include any supervision or direction of the actual work 'procedures iof the
contractor, his personnel, or subcontractors. The conclusions in this report are based on test
I 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.-
If you have any questions regarding our report, please do not hesitate to contact this office. We
appreciate this opportunity to be of service.
I Respectfully submitted,
LEIGHTON AND ASSOCIATES, INC.
CERTiFIED
ENGINEERING
Mike D. Jensen, CEG 2457 I Project Geologist
0
No 4 2
co
(ffi. .Ex.4/ô William D Olson, RCE 45283
CIVIL ' Associate Engineer
Attachments: Figure 1 - Site. Location Map
Appendix A - References
Appendix B Summary. of Field Density Tests,
Appendix C - Laboratory Testing Procedures and Test Results
Distribution: (4) Addressee
(3) Grant General Contracting
Attention: Mr:John'Sandai
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APPENDIX A
References
I Leighton & Associates, 2007, Geotechnical Preliminary Investigation, Bressi Ranch Village
Center, A Portion of Planning Area PA-15, Carlsbad, California, Project No. 971009-
047, dated January 25, 2007.
2008a, Addendum Geotechnical Recommendations for Structural Foundations and
Exterior Concrete Flatwork, Bressi Ranch Village Center, a Portion of Planning Area PA-
15, Carlsbad, California, Project No. 971009-050, dated January 15, 2008.
2008b, Geotechnical As-graded Completion Report of Rough and Fine Grading,
Building Pads for Major "A" through "C", Pad "A", and Shops "A", "B", and "D" through
"G", Bressi Ranch Village Center, Carlsbad, California, Project No. 971009-050, dated
I
March 24, 2008.
2009a, As-Graded Report of Post Grading, Bressi Ranch Village Center, Carlsbad,
I
California, Project No. 971009-051, dated June 11, 2009
2009b, Geotechnical Update Letter for Major B, Bressi Ranch Village Center,
I
Carlsbad, California, Project No. 971009-062, dated December 21, 2009.
2010a, As-Graded Geotechnical Completion Letter for Building Pad Major B, Bressi
Ranch Village Center, Carlsbad, California, Project No. 971009-063, dated April 19, I 2010.
2010b, Pavement Section Design Recommendations for Major B, Bressi Ranch
Village Center, Carlsbad, California, Project No. 971009-063, dated May 26, 2010.
Project Design Consultants, 2010, Precise Grading Plan: Bressi Ranch Commercial Major B,
I Carlsbad, California, Drawing Number 452-913, 3 Sheets, dated March 24, 2010.
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APPENDIX B
Explanation of Summary of Field Density Tests
Test No.
1
Test of Test No. I Test of Prefix Test of Abbreviations [ Prefix Test of [ Abbreviations ]
(none) GRADING
Natural Ground NG (SG) SUBGRADE
Original Ground OG (AB) AGGREGATE BASE
Existing Fill EF (CB) CEMENT TREATED BASE
Compacted Fill CF (PB) PROCESSED BASE
Slope Face SF (AC) ASPHALT CONCRETE
Finish Grade FG
C Curb SEWER
(SD) STORM DRAIN G Gutter . . .-
(AD) AREA DRAIN Curb and Gutter CG
(W) DOMESTIC WATER Cross Gutter XG
(RC) RECLAIMED WATER Street ST
(SB) SIJBDRAIN Sidewalk SW
(G) GAS Driveway 0
(E) ELECTRICAL Driveway Approach DA
TELEPHONE Parking Lot P
(JT) JOINT UTILITY Electric Box Pad EB
(I) IRRIGATION Trash Enclosure TE
Bedding Material B Loading Ramp LR
Shading Sand S
Main M
Lateral L
Crossing X
Manhole Mi-I
Fire Service FS
Catch Basin CB
Riser R
Inlet I
(RW) RETAINING WALL (P) PRESATURATION
(CW) CRIB WALL
(LW) LOFFELL WALL Moisture Content M (SF) STRUCT FOOTING
Footing Bottom F
Backfill B
Wall Cell C
(IT) INTERIOR TRENCH
Plumbing Backfill P
Electrical Backfill E
N represents nuclear gauge tests that were performed in general accordance with most recent version of ASTM Test
Methods D6938-08a.
S represents sand cone tests that were performed in general accordance with most recent version of ASTM Test Method Dl 556.
15A represents first retest of Test No. 15
15B represents second retest of Test No. 15
"0" in Test Elevation Column represents test was taken at the ground surface (e.g. finish grade or subgrade)
'-I" in Test Elevation Column represents test was taken one foot below the ground surface
B-i
- - - - - - - - - - - - - - - - - - - SUMMARY OF FIELD DENSITY TESTS
Test
No.
Test
Date
Test
Of
Location Test
Lot # Elev (ft)
Soil
Type
Dry Density
Field Max
Moisture (%)
Field Opt.
Relative (%)
Compaction Remarks
AB 1 9/22/10 PL South of Building 0.0 10 . 130.7 143.0 6.5 6.0 91 Retest on IA
AB 1A 9/22/10 PL South of Building 0.0 10 139.5 143.0 4.8 6.0 98 Retest ofi
AB 2 9/22/10 PL West of Building 0.0 10 131.4 143.0 5.7 6.0 92 Retest on2A
AB 2A 9/22/10 PL West of Building 0.0 10 139.2 143.0 5.2 6.0 . 97 Retest of
AB 3 9/22/10 PL West of Building 0.0 10 136.4 143.0 5.8 6.0 95
AB 4 9/22/10 PL South of Building 0.0 10 140.6 143.0 4.9 6.0 98
AB 5 9/22/10 PL South of Building 0.0 10 138.7 143.0 5.2 6.0 97
AB 6 9/22/10 PL South of Building 0.0 10 136.7 143.0 5.0 6.0 96
AB 7 9/22/10 PL South of Building 0.0 10 138.3 143.0 4.8 6.0 97
AB 8 9/22/10 PL South of Building 0.0 10 137.0 143.0 5.5 6.0 96
AB 9 9/14/10 PL South of Building 0.0 10 115.0 143.0 13.2 6.0 80
I Project Number: 971009-063 0 Project Name: LNR/Maior B
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Test Test Test Location Test Soil Dry Density Moisture (%) Relative (%)
No. Date Of Lot # Elev (ft) Type Field Max Field Opt. Compaction Remarks
AC 1 9/27/10 PL S Side Major B 0.0 AC1 138.3 146.0 0.0 95
AC 2 9/27/10 PL S Side Major B 0.0 AC1 140.8 146.0 0.0 96
AC 3 9/27/10 D S Side MaiorB 0.0 AC1 141.3 146.0 0.0 97
AC 4 9/27/10 D W Side Under Canopy 0.0 ACI 138.1 146.0 0.0 95
AC 5 9/27/10 D W Side Driveway 0.0 AC1 142.7 146.0 0.0 98
AC 6 9/27/10 D S Side Entry to Parking 0.0 ACt 139.8 146.0 0.0 96
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Test Test Test Location Test Soil Dry Density Moisture (%) Relative (%)
No. Date Of fl
y.
Lot # Elev (ft) Type Field Max Field Opt. Compaction Remarks
SG 1 8/31/10 CG
.3
West Build 0.0 5 112:6 118.0 15.0 13.0 95
SG 2 8/31/10 C WestBui1diri 0.0 5 111.7 118.0 17.5 13.0 95
SG 3 8/31/10 C West Building 0.0 5 113.6 118.0 13.5 13.0 96
SG 4 8/31/10 CG West Building 0.0 5 103.4 118.0 15.0 13.0 88 Retest on4A
SG 4A 8/31/10 CO West Building 0.0 5 113.0 118.0 15.0 13.0 96 Retest of 4
SG 5 8/31/10 C South Side Building 0.0 5 112.0 118.0 13.3 13.0 95
SG 6 8/31/10 C South Side Building 0.0 5 112.2 118.0 11.1 13.0 95
SO 7 8/31/10 C South Side Building 0.0 5 113.2 118.0 12.5 13.0 96
SO 8 8/31/10 C South Side Building 0.0 5 111.7 118.0 11.4 13.0 95
SO 9 8/31/10 C South Side Building 0.0 5 112.3 118.0 11.7 13.0 95
SO 10 8/31/10 C South Side Building 0.0 5 112.6 118.0 11.7 13.0 95
SO 11 9/14/10 PL South of Building 0.0 5 115.0 118.0 13.2 13.0 97
SG 12 9/14/10 LR Loading Ramp 0.0 5 111.6 118.0 12.5 13.0 95
SO 13 9/14/10 LR Loading Ramp 0.0 5 114.3 118.0 12.5 13.0 97
SG 14 9/15/10 PL South of Building 0.0 5 114.9 118.0 12.6 13.0 97
SO 15 9/15/10 PL South of Building 0.0 5 115.4 118.0 14.8 13.0 98
SO 16 9/15/10 PL West of Building 0.0 5 112.4 118.0 11.9 13.0 95
SO 17 9/15/10 PL West of Building 0.0 5 112.2 118.0 12.6 13.0 95
SO 18 9/15/10 PL South of Building 0.0 5 114.8 118.0 14.0 13.0 97
SO 19 9/15/10 PL South of Building 0.0 5 113.6 118.0 13.1 13.0 96
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Test Test Test Location Test Soil Dry Density Moisture (%) Relative (%)
No. Date Of Lot # Elev (ft) Type Field Max Field Opt. Compaction Remarks
JT 1 7/14/10 M South of Building 405.0 5 107.5 118.0 14.4 13.0 91
JT 2 7/14/10 M South of Building 405.0 5 108.4 118.0 14.0 13.0 92
JT 3 7/14/10 M South of Building 404.0 5 112.3 118.0 12.7 13.0 95
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Test Test Test Location Test Soil Dry Density Moisture (%) Relative (%)
No. Date Of Lot # Elev (ft) Type Field Max Field Opt. Compaction Remarks
SD 1 6/30/10 M South of Building 0.0 5 111.9 118.0 16.0 13.0 95
SD 2 6/30/10 M South of Building 0.0 5 109.5 118.0 12.9 13.0 93
SD 3 6/30/10 M South of Building 0.0 5 109.7 118.0 13.8 13.0 93
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Test Test Test Location Test Soil Dry Density Moisture (%) Relative (%)
No. Date Of Lot # Elev (ft) Type Field Max Field Opt. Compaction Remarks
W 1 6/30/10 FS South of Building 405.0 5 113.6 118.0 11.9 13.0 96
W 2 6/30/10 FS South of Building 404.0 5 108.6 118.0 13.5 13.0 92
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Test Test Test Location Test Soil Dry Density Moisture (%) Relative (%)
No. Date Of Lot # Elev (ft) Type Field Max Field Opt. Compaction Remarks
1 4/14/10 CF Loading Ramp 406.4 5 110.8 118.0 16.0 13.0 94
2 4/14/10 CF Building Pad 406.4 5 110.6 118.0 14.8 13.0 94
3 4/14/10 CF Building Pad 406.4 5 113.3 118.0 13.9 13.0 96
4 4/14/10 CF Building Pad 406.4 5 106.5 118.0 15.2 13.0 90
5 4/14/10 CF Building Pad 406.4 5 110.4 118.0 15.9 13.0 94
6 4/14/10 CF Building Pad 406.4 5 111.2 118.0 16.2 13.0 94
7 4/14/10 CF Loading Ramp 406.4 5 114.9 118.0 15.0 13.0 97
8 4/14/1 0 CF Building Pad 406.4 5 109.0 118.0 15.8 13.0 92
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H APPENDIX C
7MøIsIøI
Laboratory Testing Procedures and Test Results
1 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:
Sample
Number Sample Description Maximum Dry
Density (pcf)
Optimum Moisture Content
1 Olive gray silty to clayey SAND 110.0 17.0
2 Olive brown silty to clayey SAND 116.0 14.0
3 Yellow brown clayey SAND 116.0 13.5
4 Light olive brown silty to clayey SAND 113.0 16.0
5 Pale olive brown silty to clayey SAND 118.0 13.0
6 Gray silty SAND 116.0 14.0
7 Brown clayey SAND 111.5 17.5
8 Brown silty SAND (import) 133.5 9.0
9 Light brown silty to clayey SAND 112.0 15.5
10 Class II Base 143.0 6.0
"R"-Value: The resistance "R"-value was determined by the California Materials Method No. 301
for subgrade soils. The samples were prepared and exudation pressure and "R"-value determined
on each one. The graphically determined "R"-value exudation pressure of 300 psi is summarized in
the table below:
Sample
Number Sample Location Sample Description R-Value
R-1 Driveway Adjacent to Major "B" Yellow brown silty lean 26 CLAY
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971009-063
APPENDIX C (continued)
Laboratory Testing Procedures and Test Result
AC Laboratory Maximum Density Tests: The laboratory maximum density of the asphalt concrete
sample was provided by the AC supplier. The values are presented in the table below:
Sample Number Laboratory Density (pcf)
AC1 146.0
C-2