HomeMy WebLinkAboutTract Map 21383 Parcel 15-17 Geotechnical ObservationsGEOCON
W E S T, I N C. 44)GEOTECHNICAL ENVIRONMENTAL MATERIALS 1
Project No. T2658-22-01
December 11,2015
Diamond Hearts Ranch,LLC
525 Plaza Del Cid
Chula Vista, CA 91910
Attention:Mr. Beng Hoe Ooi
Subject: INTERIM REPORT OF GEOTECHNICAL OBSERVATION AND
TESTING SERVICES DURING SITE GRADING
PA 14-0008 PLANT'S CHOICE
PARCELS 17 OF PM 21383
TEMECULA,CALIFORNIA
GRADING PERMIT NO. LD15-0946
Dear Mr. Ooi:
This interim report of testing and observation services has been prepared in accordance with the request
of Keeton Construction to document grading performed for the building pads areas at the Plant's Choice
development in Temecula, California. Earthwork for the buildings began on November 23, 2015 and was
completed on December 4, 2015.
Earthwork operations were conducted by Keeton Construction. Earthwork for the Building on Parcel
17 consisted of overexcavating the site soils in the area of the building pad to a depth of at least 1 foot
below the proposed building foundations, until firm overexcavation bottoms were achieved. Removals
extended horizontally a distance of at least 5 feet beyond the building perimeter. Removal bottoms in the
building area were observed by a representative of Geocon, and the approved removal bottoms were
scarified, moisture conditioned, and compacted to at least 90 percent of the laboratory maximum dry
density as evaluated by ASTM International (ASTM) D1557. Fill was then moisture conditioned, placed
in six to eight inch lifts and compacted to at least 90 percent of the laboratory maximum dry density until
design grades were achieved.
At your request, we provided observation and testing of the fill placement for the building areas on
Parcels 15 and 16. However, earthwork for these buildings did not include overexcavation and
recompaction of the soils in the building area. Following clearing and grubbing, the exposed soils were
scarified, moisture conditioned, and compacted to at least 90 percent of the laboratory maximum dry
density. Fill was then placed and compacted to the design grades. Overexcavation and recompaction of
41571 Coming Ploce,Suite 101 Murrietc,Colifornio 92562-7065 Telephone 951.304.2300 fax 951.304.2392
the soils in the building areas on Parcels 15 and 16 will need to be performed prior to their use for
sport of future structural improvements.
Laboratory tests were performed on a sample of the finish grade soils from the building area in Parcel 17.
The soils were tested for expansion index (EI) and corrosion screening. Based on the laboratory test
results, the site soils in the building area in Parcel 17 have an EI of 17, which Would classify as very low
in accordance with ASTM D4829(EI of 20 or less).
Results from the laboratory water-soluble sulfate content tests indicate that the on-site materials at the
location tested possess a sulfate content of 0.002% equating to an exposure class of SO (Negligible) to
concrete structures as defined by 2013 CBC Section 1904.3 and ACI 318. Table 1 presents a summary of
concrete requirements set forth by 2013 CBC Section 19043 and ACI 318.
TABLE 1
REQUIREMENTS FOR CONCRETE
EXPOSED TO SULFATE-CONTAINING SOLUTIONS
Water-Soluble Maximum
Minimum
Sulfate Exposure Sulfate Cement Water to
Compressive
Exposure Class Percent Type Cement Ratio
Strength(psi)
by Weight by Weight
Negligible SO 0.00-0.10 2,500
Moderate Sl 0.10-0.20 11 0.50 4,000
Severe S2 0.20-2.00 V 0.45 4,500
V+Pozzolan
Very Severe S3 2.00
or Slag
0.45 4,500
Laboratory testing indicates the site soils have a pH of 8.1, a minimum electrical resistivity of
2,340 ohm-cm, possess 75 parts per million chloride, and 0.002% sulfate (20 ppm). As shown in Table
2 below, the site would be not be classified as "corrosive" to improvements, in accordance with the
Caltrans Corrosion Guidelines(Caltrans, 2012).
TABLE 2
CALTRANS CORROSION GUIDELINES
Corrosion Resistivity
pH Chloride(ppm) Sulfate(ppm)
Exposure ohm-cm)
Not Corrosive 5.5 1,000 500 2,000
Corrosive 5.5 or less 1,000 500 or greater 2,000 or greater
Gcmon Project No.U658-22-01 2 - December I I.2015
Gcocon does not practice in the .field of corrosion engineering. Therefore, further evaluation by a
corrosion engineer should be performed if improvements that could be susceptible to corrosion are
planned.
Meld density test results are. shown in the attached Table I and laboratory maximum densities for
applicable soil types are shown in the attached Table IL Field density test locations will be presented in
our final report of testing and observation services during grading upon completion of grading for the
remainder of the site.
It is our opinion that the grading of subject building pad has been performed in substantial conformance
with the project geotechnical recommendations and that the recommendations in our referenced
Updated Geotechnica! Recommendations letter are applicable to the design and construction of the
building.
The conclusions contained herein apply only to our work with respect to grading at the locations
indicated, and represent conditions at the date of our final observation, December 4, 2015.
Any subsequent grading or backfill should be done in conjunction with our observation and testing
services. As used herein, the term `observation" implies only that we observed the progress of the work
with which we agreed to be involved. Our services did not include the evaluation or identification of the
potential presence of hazardous or corrosive materials. Our conclusions and opinions as to whether the
work essentially complies with the job specifications are based on our observations, experience, and test
results. Subsurface conditions, and the accuracy of tests used to measure such conditions, can vary
greatly at any time. We make no warranty, expressed or implied, except that our services were performed
in accordance with engineering principles generally accepted at this time and location.
Geocon Project No.n658-22-01 3 - December 11,2015
We will accept no responsibility for any subsequent changes made to the site by others, by the
uncontrolled action of water, or by the failure of others to properly repair damages caused by the
uncontrolled action of water. The findings of this report may be invalidated wholly or partially by
changes outside our control. Therefore,this letter is subject to review and should not be relied upon after
a period of one year of the date of this report.
If you have any questions regarding this report, or if we may be of further service, please contact the
undersigned at your convenience.
Very truly yours,
GEOCON WEST,INC. e*QIF t
c
Ur Z Wi MO'00 /I.1
u No.2E00 8 a+E . i^49
Chet E. Robinson ar Paul D. Theriault q"IC 0F GPI
GE 2890 CEG 2374
CER:PDT:hd
Attachments: References
Table I, Summary of Field Density Test Results
Table II, Summary of Laboratory Test Results
Geocon Project No.T2658-22-01 4- December 11,2015
REFERENCES
I.California Department of Transportation (Caltrans), Division of Engineering Services, Materials
Engineering and Testing Services, Corrosion Guidelines, Version 2.0, dated November, 2012.
2.Geocon West, Inc., Assumption of Role as Geotechnical Engineer of Record and Updated
Geotechnical Recommendations, PA 14-0008 Plant's Choice, Parcels 15, 16, and 17 of PM
21383, Southeast Corner of Winchester Avenue and culler Road,, Temecula, California, Project
T2658-22-01, dated August 31,2015
3.Matrix Geotechnical Consulting, Inc., Geotechnical Investigation for the Plant's Choice,
Proposed Industrial Building Project, APN(s): 909-310-015-016, and -017, City of Temecula,
County of Riverside, California, Project No. M I 1 14-011, dated September 30, 2013.
4.Markham Development Management Group, Inc. (MDMG), PA 14-0008 Plants Choice, Precise
Grade Plane, Sheets I through 6, undated.
5.W. Dean Davidson, Architect, Office + Warehouse, Plain's Choice, huc., 42284 Winchester
Blvd., Temecula, CA 92590, Structural Plans, Sheets S-1 through S-13 and S-S, dated February
16, 2015..
Geocon Project No.T2658-22-01 5 - December 11,2015
TABLE 1
low) GEOCON SUMMARY OF FIELD DENSITY TEST RESULTS
Project Name: Plant's Choice Project No.:T2658-22-01
Elev.or Relative
Max. Opt. Field Field Required
Test No.
Date Location Depth
Curve
Rock Dry Moist Dry Moisture Compaction Relative
feet)
No.
M Density Content Density Content (%) Compaction
pcf) (%) (pef) (%)
Pre. No. Re.
BTM 1 11/24/15 Parcel 17 Building,West 1033 1 0 124.6 10.3 113.8 13.6 91 90
2 11/24/15 Parcel 17 Building,South 1034 1 I 1 0 124.6 1 10.3 1 113.1 14.2 1 91 90
3 11/24/15 Parcel 17 Building,West 1035 1 0 124.6 10.3 114.4 13.3 92 90
4 11/24/15 Parcel 17 Building, East 1034 1 0 124.6 10.3 112.8 12.9 91 90
5 11/25/15 Parcel 17 Building,West 1035 1 0 124.6 10.3 110.9 8.8 89 90
5 A 11/25/15 Parcel 17 Building, West 1035 1 0 124.6 10.3 112.4 13.0 90 90
BTM 6 11/25/15 Parcel 17 Building,East 1033 1 0 124.6 10.3 113.3 14.0 91 90
7 1 11/25/151 Parcel 17 Building,North 1034 1 0 124.6 10.3 114.9 13.4 92 90
8 11/25/15 Parcel 17 Building,East 1034 1 I 1 0 124.6 1 10.E 1 114.6 14.5 1 92 90
9 11/25/15 Parcel 17 Building,North 1035 1 0 124.6 10.3 112.7 13.1 90 90
10 11/30/15 Parcel 17 Building,East 1036 1 0 124.6 10.3 113.8 14.2 91 90
11 11/30/15 Parcel 17 Building, West 1036 1 0 124.6 10.3 114.4 13.7 92 90
FG 12 12/02/15 Parcel 17 Building,North 1037 1 0 124.6 103 114.1 11.9 92 90
FG 13 12/02/15 Parcel 17 Building,South 1037 1 0 124.6 10.3 115.8 11.3 93 90
14 1 12/03/151 Parcel 16 Building,West 1034 1 0 124.6 10.3 113.6 12.4 91 90
15 12/03/15 Parcel 16 Building,East 1034 1 0 124.6 10.3 1 114.9 13.5 92 90
16 12/03/15 Parcel 16 Building,North 1035 1 0 124.6 10.3 115.5 13.1 93 90
17 12/03/15 Parcel 16 Building,South 1035 1 0 124.6 10.3 114.0 13.9 91 90
18 12/03/15 Parcel B Building,West 1031 1 0 124.6 10.3 115.2 11.9 92 90
19 12/03/15 Parcel 15 Building, East 1031 1 0 124.6 10.3 113.9 12.8 91 90
20 12/04/15 Parcel 15 Building,North 1032 1 0 124.6 10.3 114.0 12.1 91 90
21 1 12/04/151 Parcel 15 Building,South 1032 1 0 124.6 10.3 114.8 12.6 92 90
J TABLE 1
GEOCON EXPLANATION OF CODED TERMS
TEST NO.PREFIX
AC Asphalt.Concrete IT Irrigation Trench SM Sewer Main
AD Area Drain 1T Joint Trench SR Slope Repair
BTM Bottom of Overexcavation M Moisture Test ST Slope Test
B Base VISE Mechanically Stabilized Earth Wall SW Sidewalk
CG Curb/Gutter RG Regrade 5Z Slope Zone
DW Driveway RWL Reclaimed Water Lateral UT Utility Trench
ET Electrical Trench RWM Reclaimed Water Main WB Wall Backfill
ETB Exploratory Trench SBT Subdrain Trench WL Water Lateral
FB Footing Backfill SD Storm Drain WM Water Main
FG Finish Grade SG Subgrade,
GT Gas Trench SL Sewer Lateral
TEST NO.RE.
A.B.C. Retest of previous density test failure following additional moisture conditioning or recompaction.
R Fill in area of density lest was removed during construction operations.
ELEVATION OR DEPTH
Cooresponds to the elevation or the depth,in feeL of the in-place density/moisture content test.The value has been rounded to the nearest
whole foot.
CURVE NO.
Corresponds to the curve numbers presented in the summary of the laboratory maximum dry density and optimum moisture content test resluts.
The field representative selected the curve no.based on the laboratory test results and field observations.
ROCK-ROCK CORRECTION
The laboratory maximum dry density and optimum moisture content can be adjusted for in-place soil that possesses rock larger than%inch.
The curve no. is adjusted for the percentage of inch rock in accordacne with ASTM D 4718 or Woodward Clyde guidelines.
Project Name:
Project No.: Rock Correction:-
TABLE 2
SUMMARY OF MAXIMUM DRY DENSITY OPTIMUM MOISTURE CONTENT TEST RESULTS
Max.Dry Opt Moist
Water
Curve No. Description Density Content
Specific Expansion Expansion Soluble
Sulfate Severity
pc aka)
Gravity Index Classification Sulfate
0
I CLAYEY SAND WITH TRACE GRAVEL(SC),dark brown. 124.6 10.3 2.65
2
3
4
5
6
7
8
9
10
I
12
13