HomeMy WebLinkAboutCT 14-06; AFTON WAY; FINAL SOILS REPORT; 2018-10-12
AS-GRADED REPORT OF POST GRADING,
AFTON WAY
CARLSBAD, CALIFORNIA
Prepared for:
Pebble Creek Companies
3802 Main Street, Suite 10
Chula Vista, California 91911
Project No. 11436.002
October 12, 2018
October 12, 2018
Project No. 11436.002
Pebble Creek Companies
3802 Main Street, Suite 10
Chula Vista, California 91911
Attention: Mr. Gary Arnold
Subject: As-Graded Report of Post Grading
Afton Way
Carlsbad, California
Introduction
In accordance with your request and authorization, Leighton and Associates, Inc.
(Leighton) has performed geotechnical observation and testing services during the post
grading operations for the Afton Way residential development located at the northwest
terminus of Afton Way in Carlsbad, California. The residential development project
consists of 8 single family dwellings and is serviced by underground water, sewer, gas,
electrical and communication utilities.
This report summarizes our geotechnical observations, field and laboratory test results,
and the geotechnical conditions encountered during the post grading operations of the
site. The conclusions and recommendations presented in the Geotechnical
Investigation (Leighton, 2014) and Geotechnical Update (Leighton, 2016) are still
considered pertinent and applicable to the development and construction of the project.
As of the date of this report, the grading activities for the project are essentially
complete.
Afton Way 11436.002
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Summary of Post-Grading Operations
The post-grading operations for the project were between August 14, 2017 and
September 13, 2018. The compaction testing and observations were performed by a
representative of Leighton. Based on our observations and tests, it is our opinion that
post-grading performed was consistent with the recommendations of the geotechnical
reports (Leighton, 2014 and 2016) and recommendations made during the course of
grading. The geotechnical conditions encountered during grading were generally as
anticipated.
The post-grading activities included: 1) backfill and compaction of joint utility, sewer,
water and storm drain trenches; 2) subgrade preparation and compaction; 3) aggregate
base material and asphalt concrete placement and compaction; 4) observation of
foundation excavations. Compaction testing and observations were performed by
representatives of our firm who were on-site on an as-needed basis during the post-
grading operations. Density test results with the approximate locations are provided in
Appendix B.
Post Grading
Trench Backfill
Underground utilities (including sewer, water, joint utility, and storm drain utility lines)
were constructed during the development of the site. During the utility trench backfill
operations, onsite and 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 heavy-duty construction equipment. The results and description of
approximate location of the backfill tests are summarized in Appendix B.
Structural Pavement Sections
Prior to placement of the aggregate base material, street pavement subgrade soils
were scarified to a minimum depth of 8 to 12 inches moisture-conditioned to near-
optimum moisture content and then compacted to a minimum of 95 percent relative
compaction (based on ASTM Test Method D1557) in accordance with the project
geotechnical recommendations (Leighton, 2014 and 2016). Aggregate base materials
Afton Way 11436.002
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were 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 pavement areas were placed and compacted to a minimum 95 percent relative
compaction. The field density test results for the subgrade soil, aggregate base
material, and asphalt concrete are summarized in Appendix B.
Sidewalk Subgrade
Prior to placement of concrete, sidewalk subgrade soils were scarified to a minimum
depth of 12 inches moisture-conditioned to near-optimum moisture content and then
compacted to a minimum of 95 percent relative compaction (based on ASTM Test
Method D1557) in accordance with the project geotechnical recommendations
(Leighton, 2014 and 2016). The field density test results for the subgrade soil are
summarized in Appendix B.
Field and Laboratory Testing
Field density tests were performed during the placement and compaction of fills,
trench backfill, subgrade soil preparation, and aggregate base material and asphalt
concrete placement during the post-grading operations at the site. Density tests were
performed in general accordance with the Nuclear-Gauge Method (ASTM Test
Methods D6938). 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 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 compacted to a minimum 95 percent relative compaction.
Representative samples of the onsite soil and imported aggregate base material
placed and compacted during the post-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 Appendix C.
Afton Way 11436.002
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Foundation Excavation Observation
Geotechnical observations of foundation excavations for the buildings were performed
by representatives of Leighton. Observations performed included observation of
exposed competent fill soils. Soil conditions were judged to be generally as
anticipated per the referenced geotechnical report (Leighton, 2014). Prior to concrete
placement, footing excavations were judged to extend to recommended depths and
bearing strata.
Keystone (Segmental) Retaining Wall Subdrain Connections
As indicated in Leighton’s As-Built Report of Fine and Fine Grading (2018), it is
Leighton understands that the locations of subdrain outlet(s) are to be “as-built” by
Pebble Creeks Companies project civil engineer. These connections are critical to
the performance of the Keystone (Segmental) retaining wall drainage system.
Conclusions
The geotechnical conditions encountered during the post-grading operations for the
planned residential buildings and improvements were generally as anticipated.
Based on our geotechnical observations and testing, it is our professional opinion (i.e.
certifying as defined by the California Business and Professions Code) that the soil
engineering and engineering geologic aspects of post-grading are in general
compliance with the approved geotechnical report (Leighton, 2014 and 2016) and the
City of Carlsbad requirements.
Limitations
The presence of our field representative at the site was intended to provide the owner with
professional advice, opinions, and recommendations based on observations of the
contractor’s work. Although the observations did not reveal obvious deficiencies or
deviations from project specifications, we do not guarantee the contractor’s work, nor do
our services relieve the contractor or his subcontractor’s work, nor of their responsibility if
defects are subsequently discovered in their work. Our responsibilities did not include any
supervision or direction of the actual work procedures of the contractor, his personnel, or
subcontractors. The conclusions in this report are based on test results and observations
Afton Way 11436.002
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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 this report, please do not hesitate to contact this
office. We appreciate this opportunity to be of service.
Respectfully submitted
LEIGHTON AND ASSOCIATES, INC.
Respectfully submitted,
Bryan E. Voss, PG 8709
Senior Project Geologist
William D. Olson, PE 45283
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: (1) Addressee - Digital Copy
FIGURE 1
³0 2,000 4,000
Feet Figure 1
Scale:
Leighton
Base Map: ESRI ArcGIS Online 2018Thematic Information: Leighton
1 " = 2,000 '
Project: 11436.002 Eng/Geol: WDO/BEV
Map Saved as P:\Drafting\11436\002\Maps\11436-002_F01_SLM_2018-01-16.mxd on 1/16/2018 1:16:38 PM
Author: Leighton Geomatics (mmurphy)
Date: October 2018 SITE LOCATION MAP2200 Afton WayCarlsbad, California
ApproximateSite Boundary
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APPENDIX A
REFERENCES
Afton Way 11436.002
A-1
APPENDIX A
References
BHA, Inc., 2017, Improvement Plans for Afton Way, Project Number CT 14-06, Drawing
No. 495-9A, approval dated March 1, 2017.
Leighton and Associates, Inc., 2018, As-Graded Report of Rough and Fine Grading,
& Keystone Retaining Wall Backfill, Building Pads 1 through 8, Afton Way,
Carlsbad, California, Project No. 11436.002, dated January 19, 2018.
Leighton and Associates, Inc., 2017, Interim Soils Tests and As-Graded Geotechnical
Completion Letter, Proposed Afton Way Residential Development,
Carlsbad, California, Project No. 11436.002, dated November 16, 2017.
Leighton and Associates, Inc., 2016, Geotechnical Update Letter, Proposed Afton Way
Residential Development, Carlsbad, California, Project No. 11436.001,
dated October 5, 2016.
Leighton and Associates, Inc., 2014, Geotechnical Investigation, Proposed Afton Way
Residential Development, Carlsbad, California, Project No. 10690.002,
dated September 29, 2014.
APPENDIX B
SUMMARY OF FIELD DENSITY TESTS
Afton Way 11436.002
B-1
APPENDIX B
Explanation of Summary of Field Density Tests
Test No.
Prefix
Test of
Test of
Abbreviations
Test No.
Prefix
Test of
Test of
Abbreviations
(none) GRADING
Natural Ground
Original Ground
Existing Fill
Compacted Fill
Slope Face
Finish Grade
NG
OG
EF
CF
SF
FG
(SG)
(AB)
(CB)
(PB)
(AC)
SUBGRADE
AGGREGATE BASE
CEMENT TREATED BASE
PROCESSED BASE
ASPHALT CONCRETE
(S)
(SD)
(AD)
(W)
(RC)
(SB)
(G)
(E)
(T)
(J)
(I)
SEWER
STORM DRAIN
AREA DRAIN
DOMESTIC WATER
RECLAIMED WATER
SUBDRAIN
GAS
ELECTRICAL
TELEPHONE
JOINT UTILITY
IRRIGATION
Bedding Material
Shading Sand
Main
Lateral
Crossing
Manhole
Hydrant Lateral
Catch Basin
Riser
Inlet
Fire Service
Water Services
Head Wall
B
S
M
L
X
MH
HL
CB
R
I
FS
WS
HW
Curb
Gutter
Curb and Gutter
Cross Gutter
Street
Sidewalk
Driveway
Driveway Approach
Parking Lot
Electric Box Pad
Trash Enclosure
Loading Ramp
Building Pad
C
G
CG
XG
ST
SW
D
DA
PL
EB
TE
LR
BP
(RW)
(CW)
(LW)
(SF)
RETAINING WALL
CRIB WALL
LOFFELL WALL
STRUCT FOOTING
Footing Bottom
Backfill
Wall Cell
F
B
C
(P) PRESATURATION
Moisture Content
M
(IT) INTERIOR TRENCH
Sewer Lateral
Storm Drain
Electric Line
S
SD
E
N represents nuclear gauge tests that were performed in general accordance with most recent version of ASTM Test
Methods D2922 and D3017.
S represents sand cone tests that were performed in general accordance with most recent version of ASTM Test
Method D1556.
15A represents first retest of Test No. 15
Test TestDateRelative (%)No.TestOfLocation TestElev (ft)SoilTypeSUMMARY OF FIELD DENSITY TESTSDry DensityMoisture (%)Field Max Field Opt. CompactionRemarksLot #1 10/6/17 M Station 17+70 -3.5 1 114.0 9.0 8.0124.5Afton WayS922 10/6/17 M Station 17+50 -1.0 1 113.6 9.7 8.0124.5Afton WayS913 10/6/17 L Station 17+58 -2.0 1 115.8 8.5 8.0124.5Afton Way Lot 1S934 2/7/18 L -1.5 1 111.5 8.0 8.0124.5Lot 1 DriveS905 2/7/18 L -1.0 1 113.3 8.1 8.0124.5Lot 1 DriveS916 2/8/18 L Station 16+55 -0.5 2 117.0 13.9 9.5127.0Afton Way Lot 5S927 2/8/18 L Station 16+48 -1.0 1 113.3 12.5 8.0124.5Afton Way Lot 6S918 2/9/18 L -1.5 2 117.0 11.3 9.5127.0Lot 7 DriveS929 2/9/18 L -1.0 2 118.1 12.2 9.5127.0Lot 7 DriveS9310 2/10/18 L -1.0 2 109.7 11.9 9.5127.0 Retest on 10ALot 6 DriveS8610 2/14/18 L -1.0 2 117.0 10.6 9.5127.0 Retest of 10Lot 6 DriveAS9211 2/14/18 L -2.0 1 113.8 13.3 8.0124.5Lot 7 DriveS9112 2/14/18 L -2.0 1 112.1 11.1 8.0124.5Lot 7 DriveS9013 2/14/18 M -2.0 2 118.2 13.2 9.5127.0Lot 7 DriveS9314 2/14/18 M -2.0 2 114.7 10.8 9.5127.0Lot 7 DriveS9015 2/14/18 M 0.0 1 111.7 11.2 8.0124.5Lot 7 DriveS9016 2/14/18 L Station 16+35 -1.0 1 112.1 13.0 8.0124.5Afton Way Lot 7S9017 2/14/18 L Station 16+80 -1.0 1 114.9 13.8 8.0124.5Afton Way Lot 8S9218 2/14/18 L 0.0 1 112.1 12.4 8.0124.5Lots 4/5 DriveS9019 2/19/18 L -2.0 1 97.8 11.2 8.0124.5 Retest on 19ALots 4/5 DriveS7919 2/20/18 L -2.0 1 114.7 10.6 8.0124.5 Retest of 19Lots 4/5 DriveAS9220 2/19/18 L -2.0 2 99.0 12.8 9.5127.0 Retest on 20ALots 4/5 DriveS7820 2/20/18 L -1.5 1 117.1 9.9 8.0124.5 Retest of 20Lots 4/5 DriveAS9421 2/23/18 M Station 17+05 -1.0 1 115.1 12.1 8.0124.5Afton WayS9222 2/23/18 L Station 16+90 -2.0 1 118.5 13.4 8.0124.5Afton Way Lot 4S9523 3/9/18 L -1.5 1 112.3 11.0 8.0124.5Lots 2/3 DriveS9024 3/9/18 L -1.0 1 112.8 9.8 8.0124.5Lots 2/3 DriveS9125 3/9/18 L -0.5 1 111.8 10.7 8.0124.5Lots 2/3 DriveS9011436.002Carlsbad, CAPebble Creek CoAFTON WAYProject Number:Project Name:Project Location:Client:Page 1 of 110/2/2 9:24:38AM
Test TestDateRelative (%)No.TestOfLocation TestElev (ft)SoilTypeSUMMARY OF FIELD DENSITY TESTSDry DensityMoisture (%)Field Max Field Opt. CompactionRemarksLot #1 8/14/17 BF Station 1+05 258.0 1 119.3 9.6 8.0124.5Catch BasinSD962 9/12/17 BF Station 1+77 -4.0 1 112.9 13.3 8.0124.5Line BSD913 9/12/17 BF Station 2+20 -2.0 1 112.3 13.4 8.0124.5Line BSD904 9/12/17 BF Station 2+40 -1.0 1 112.7 13.9 8.0124.5Line BSD915 9/22/17 BF Station 3+70 -4.0 1 119.9 13.2 8.0124.5Line ASD966 9/22/17 BF Station 3+80 -2.0 1 120.0 12.6 8.0124.5Line ASD967 9/22/17 BF Station 3+95 -1.0 1 122.0 11.5 8.0124.5Line ASD988 10/16/17 CB Station 11+45 -1.5 1 111.7 10.3 8.0124.5Line BSD909 10/16/17 CB Station 11+45 -3.5 1 113.1 11.8 8.0124.5Line BSD9110 10/16/17 CB Station 11+45 -0.5 1 113.9 12.6 8.0124.5Line BSD9111 10/23/17 MH Station 2+51 -3.0 1 119.0 13.1 8.0124.5Line BSD9612 10/23/17 MH Station 2+51 -1.0 1 121.1 11.7 8.0124.5Line BSD9713 10/25/17 M Station 1+28 -2.0 1 120.5 10.5 8.0124.5Line DSD9714 10/25/17 M Station 1+40 -1.0 1 121.7 9.9 8.0124.5Line DSD9815 10/26/17 MH Station 1+42.23 -5.0 1 119.5 8.9 8.0124.5Line CSD9616 10/26/17 MH Station 1+42.23 -3.0 1 120.7 9.6 8.0124.5Line CSD9717 10/27/17 MH Station 1+42.23 -1.0 1 122.1 11.7 8.0124.5Line CSD9818 12/13/17 M Line D Station 1+89 5.0 1 111.6 12.9 8.0124.5Carlsbad Village DrSD9019 12/13/17 M Line D Station 1+74 -0.4 1 111.5 9.2 8.0124.5Carlsbad Village DrSD9020 12/13/17 M Line D Station 1+63 -0.2 1 112.0 11.4 8.0124.5Carlsbad Village DrSD9021 12/13/17 M Line D Station 1+66 -0.4 1 115.0 12.0 8.0124.5Carlsbad Village DrSD9222 12/14/17 M Line D Station 1+72 -0.4 1 116.3 11.8 8.0124.5Carlsbad Village DrSD9323 2/8/17 M Station 3+20 -2.0 1 112.5 13.9 8.0124.5Line ASD9024 2/8/17 M Station 3+70 -1.5 1 111.7 12.2 8.0124.5Line ASD9025 2/8/17 M Station 2+90 -2.0 1 114.6 8.8 8.0124.5Line ASD9226 2/8/17 M Station 2+70 -2.0 1 113.2 14.9 8.0124.5Line ASD9127 2/8/17 M Station 1+90 0.0 1 111.6 14.1 8.0124.5Line ASD9028 2/19/17 CB Station 3+10 -4.0 1 115.5 10.9 8.0124.5Line ASD9329 2/19/17 CB Station 3+10 -2.0 1 112.0 13.2 8.0124.5Line ASD9030 2/19/17 CB Station 3+10 0.0 1 114.3 11.9 8.0124.5Line ASD9231 2/20/17 CB Station 2+41 -5.5 1 111.5 9.2 8.0124.5Line ASD9011436.002Carlsbad, CAPebble Creek CoAFTON WAYProject Number:Project Name:Project Location:Client:Page 1 of 210/2/2 9:26:15AM
Test TestDateRelative (%)No.TestOfLocation TestElev (ft)SoilTypeSUMMARY OF FIELD DENSITY TESTSDry DensityMoisture (%)Field Max Field Opt. CompactionRemarksLot #32 2/20/17 CB Station 2+41 -2.0 1 117.7 11.3 8.0124.5Line ASD9511436.002Carlsbad, CAPebble Creek CoAFTON WAYProject Number:Project Name:Project Location:Client:Page 2 of 210/2/2 9:26:15AM
Test TestDateRelative (%)No.TestOfLocation TestElev (ft)SoilTypeSUMMARY OF FIELD DENSITY TESTSDry DensityMoisture (%)Field Max Field Opt. CompactionRemarksLot #1 10/27/17 M -0.5 1 114.4 8.1 8.0124.5Lots 1/3 DriveJT922 10/27/17 M -1.0 1 116.6 8.3 8.0124.5Lots 1/3 DriveJT943 10/27/17 M -0.5 1 115.7 9.3 8.0124.5Lots 1/3 DriveJT934 10/27/17 M -0.5 1 117.3 8.9 8.0124.5Lots 1/3 DriveJT945 11/13/17 M -1.0 1 113.2 10.2 8.0124.5East of Basin #2JT916 11/13/17 M -0.5 1 118.1 10.9 8.0124.5East of Basin #2JT957 11/13/17 M Station 17+45 -0.5 1 116.3 9.8 8.0124.5Afton WayJT938 12/13/17 M 0.0 1 112.1 9.5 8.0124.5Lots 1/3 DriveJT909 2/3/18 M -1.0 1 118.4 11.7 8.0124.5Lots 1/3 DriveJT9510 4/3/18 M Station 16+50 -2.0 1 115.6 11.2 8.0124.5Afton WayJT9311 4/3/18 M Station 16+25 -1.0 1 114.4 12.3 8.0124.5Afton WayJT9212 4/3/18 M Station 16+25 -2.0 1 119.4 10.6 8.0124.5Afton WayJT9613 4/3/18 M Station 16+80 -1.0 1 120.1 10.9 8.0124.5Afton WayJT9611436.002Carlsbad, CAPebble Creek CoAFTON WAYProject Number:Project Name:Project Location:Client:Page 1 of 110/2/2 9:34:06AM
Test TestDateRelative (%)No.TestOfLocation TestElev (ft)SoilTypeSUMMARY OF FIELD DENSITY TESTSDry DensityMoisture (%)Field Max Field Opt. CompactionRemarksLot #1 10/12/17 M Station 2+48 -1.0 1 112.4 12.4 8.0124.5Afton WayW902 10/12/17 WS Station 2+45 -0.5 1 115.9 11.8 8.0124.5Afton WayW933 10/12/17 M Station 1+85 -0.5 1 112.1 12.5 8.0124.5Afton WayW904 3/9/18 M Station 3+35 -1.0 1 113.4 12.0 8.0124.5Afton WayW915 3/20/18 FH Station 3+24 -1.0 1 111.8 13.2 8.0124.5Afton WayW906 3/20/18 WS Station 4+25 -1.0 1 113.3 12.9 8.0124.5Afton WayW917 4/3/18 M Station 18+13 -4.0 1 114.6 11.8 8.0124.5Afton WayW928 4/3/18 M Station 18+18 -2.0 1 116.2 10.7 8.0124.5Afton WayW9311436.002Carlsbad, CAPebble Creek CoAFTON WAYProject Number:Project Name:Project Location:Client:Page 1 of 110/2/2 9:28:34AM
Test TestDateRelative (%)No.TestOfLocation TestElev (ft)SoilTypeSUMMARY OF FIELD DENSITY TESTSDry DensityMoisture (%)Field Max Field Opt. CompactionRemarksLot #1 4/10/18 SW Cul-de-Sac 0.0 1 120.2 10.6 8.0124.5Afton WaySG972 4/10/18 SW Cul-de-Sac 0.0 1 118.0 9.8 8.0124.5Afton WaySG953 4/10/18 SW Cul-de-Sac 0.0 1 118.5 10.4 8.0124.5Afton WaySG954 4/11/18 SW Cul-de-Sac 0.0 1 118.6 9.1 8.0124.5Afton WaySG955 4/11/18 SW Cul-de-Sac 0.0 1 118.2 8.2 8.0124.5Afton WaySG956 4/11/18 SW Cul-de-Sac 0.0 1 118.3 8.3 8.0124.5Afton WaySG957 4/11/18 SW Cul-de-Sac 0.0 1 118.5 11.4 8.0124.5Afton WaySG958 4/11/18 CG Cul-de-Sac 0.0 1 121.6 10.9 8.0124.5Afton WaySG989 4/11/18 CG Cul-de-Sac 0.0 1 119.1 8.5 8.0124.5Afton WaySG9610 4/11/18 CG Cul-de-Sac 0.0 1 118.5 8.6 8.0124.5Afton WaySG9511 4/18/18 ST Station 16+90 0.0 1 119.7 9.7 8.0124.5Afton WaySG9612 4/18/18 ST Station 17+25 0.0 1 121.4 8.2 8.0124.5Afton WaySG9813 4/18/18 ST Station 17+65 0.0 1 118.7 9.3 8.0124.5Afton WaySG9514 4/18/18 ST Station 18+00 0.0 1 119.4 8.7 8.0124.5Afton WaySG9615 4/18/18 ST Station 17+95 0.0 1 122.7 8.3 8.0124.5Afton WaySG9916 4/18/18 ST Station 17+60 0.0 1 119.9 9.8 8.0124.5Afton WaySG9617 4/18/18 ST Station 17+25 0.0 1 120.1 9.2 8.0124.5Afton WaySG9618 4/18/18 ST Station 16+65 0.0 1 120.7 8.7 8.0124.5Afton WaySG9719 4/18/18 ST Station 16+40 0.0 1 118.4 10.1 8.0124.5Afton WaySG9520 5/7/18 ST Station 16+50 0.0 1 121.8 8.9 8.0124.5Afton Way Cul-de-SacSG9821 5/7/18 ST Station 17+00 0.0 1 118.9 9.2 8.0124.5Afton Way Cul-de-SacSG9622 5/7/18 ST Station 17+25 0.0 1 118.0 8.6 8.0124.5Afton Way Cul-de-SacSG9523 5/7/18 ST Station 18+00 0.0 1 122.5 8.4 8.0124.5Afton Way Cul-de-SacSG9811436.002Carlsbad, CAPebble Creek CoAFTON WAYProject Number:Project Name:Project Location:Client:Page 1 of 110/2/2 9:51:45AM
Test TestDateRelative (%)No.TestOfLocation TestElev (ft)SoilTypeSUMMARY OF FIELD DENSITY TESTSDry DensityMoisture (%)Field Max Field Opt. CompactionRemarksLot #1 4/26/18 SW 0.0 3 112.8 13.8 13.5116.5Afton Way Lot 1AB972 4/26/18 SW 0.0 3 112.2 14.2 13.5116.5Afton Way Lots 2/3AB963 4/26/18 SW 0.0 3 112.0 13.6 13.5116.5Afton Way Lot 4AB964 4/26/18 SW 0.0 3 113.4 14.4 13.5116.5Afton Way Lot 5AB975 4/27/18 SW 0.0 3 112.6 14.0 13.5116.5Afton Way Lot 6AB976 4/27/18 SW 0.0 3 114.5 14.6 13.5116.5Afton Way Lot 7AB987 4/27/18 SW 0.0 3 114.0 14.2 13.5116.5Afton Way Lot 8AB988 5/8/18 ST Station 16+70 0.0 3 112.4 13.8 13.5116.5Afton Way Cul-de-SacAB969 5/8/18 ST Station 17+10 0.0 3 110.1 13.5 13.5116.5Afton Way Cul-de-SacAB9510 5/8/18 ST Station 17+25 0.0 3 110.8 14.1 13.5116.5Afton Way Cul-de-SacAB9511 5/8/18 ST Station 17+50 0.0 3 111.3 13.6 13.5116.5Afton Way Cul-de-SacAB9612 5/8/18 ST Station 18+00 0.0 3 110.4 14.0 13.5116.5Afton Way Cul-de-SacAB9511436.002Carlsbad, CAPebble Creek CoAFTON WAYProject Number:Project Name:Project Location:Client:Page 1 of 110/2/2 9:30:40AM
Test TestDateRelative (%)No.TestOfLocation TestElev (ft)SoilTypeSUMMARY OF FIELD DENSITY TESTSDry DensityMoisture (%)Field Max Field Opt. CompactionRemarksLot #1 5/14/18 ST Station 18+10 0.0 AC1 144.9 0.0152.0Afton WayAC952 5/14/18 ST Station 18+15 0.0 AC1 147.2 0.0152.0Afton WayAC973 5/14/18 ST Station 18+25 0.0 AC2 142.0 0.0150.0Afton WayAC954 5/14/18 ST Station 18+45 0.0 AC2 142.4 0.0150.0Afton WayAC9511436.002Carlsbad, CAPebble Creek CoAFTON WAYProject Number:Project Name:Project Location:Client:Page 1 of 110/2/2 9:29:36AM
APPENDIX C
LABORATORY TESTING PROCEDURES AND TEST RESULTS
Afton Way 11436.002
C-1
APPENDIX C
Laboratory Testing Procedures and Test Results
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:
Soil
Type Sample Description
Maximum
Dry
Density
(pcf)
Optimum
Moisture Content
(%)
1 Brown Silty SAND 124.5 8.0
2 Light Gray Silty SAND 127.0 9.5
3 Recycled Class II Base 116.5 13.5
Maximum Density Tests: The maximum dry density and optimum moisture content of
typical materials were determined in accordance with ASTM Test Method D1188 (Hveem
Method, California Test No. 308). The results of these tests are presented in the table
below:
Sample Number Sample Description Max Dry Density
(pcf)
AC-1 ¾” AC 152.0
AC-2 ½” AC 150.0
* Max density value provided by the AC plant