HomeMy WebLinkAbout3001 S Susan St - Soils Report (3)2301 1 moulton parkway, suite j-10, laguna hills, california 92653
(7 1 4) 77 0-8528
d. a.evans inc.
engineering and geological
consultants in applied
earth sctences
October 8, 1981
CAD I LLAC - FAI RVI EW
2200 West Artesia Boulevard
Compton, California 90220 Our Job 81-20-10
Attention:Mr. Charles Mitchell
Subj ect :Final Report of 0bservation and Testing ofGrading Industrial Site, Spec. B1dg. No.
26 , Parcel 1 , 3001 S. Susan Street , Cityof Santa Ana, California
Reference:"Report of Geotechnical Investigation,Parcel 1, Susan Street, City of Santa Ana,California", dated June L2, 1981 byD. A. Evans , f nc .
Gentlemen:
This letter-report summarizes the results of our
observation and testing of grading performed at the subj ect
site. The purpose of the grading was to create a pad
for the support of the proposed industrial building. Additional
observation and testing services are being provided for utility
trench backfiL1, footing excavations and preparation of sub-
grade in the parking and drive areas.
PRE-GRADED SITE CONDITIONS
Prior to this phase of grading the site was a vacant
parcel. The surface soil consisting of unengineered fill was
relatively loose and dry and was composed of sand, silty sand
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CADILLAC- FAIRVIEW
October 8, 1981
Page Four
grading progressed. The estimated linits of fill and approxi-
mate locations of in-place density tests are shown on Plate
1 - Plot Plan. The results of the in-p1ace density tests are
sunmarized on Plate 2.
LABORATORY TEST RESULTS
Chemical Tests
Tests were performed to deternine the pH, minimum
resistivity (California Test Method 643) and total available
sulfate (California Test Method 417) of representative samples
of foundation soi1. The results of these tests are summarized
below:
Sermp 1e pH
Minimum Resistivity
ohm- cm
2350
1250
Available Sulfate
ppm
36
0
7.9
9.0
2
4
Based on the above tests, we have concluded that the
soil within the subject lot is corrosive to meta1. The results
of the soluble sulfate content tests in the soil indicate that
the foundation elements will not require sulfate resistant cement.
Expansion Potential
A representative soil sample obtained frorn the finished
building pad was tested in accordance with Uniforn Building Code
Table 29-C to deternine expansion characteristics. The results
of this test is tabulated below. The expansion potential rating
,'Tg,,i l..i i-I,-,:,iU hOf[tg]
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CADI LLAC- FAIRVIEW
October 8, 1981
Page Five Our Job 81-20-10
given here is based on the results of the expansion index test, and
visual examination of the soil near pad grade and representative
soil material used as fill on the building pad.
Samp 1e No .Exp ans i on Index Expansion Potential
2
Compaction Tests
Ve ry Low
Maxinum dry density/optimum noisture relationships
(ASTM Test Method D1557-70) were established for each soil type
encountered and used as conpacted fi11. The results of these
tests are presented on Plate 5 - Summary of Compaction Test Data.
CONCLUSIONS
It is our opinion that the grading operations to com-
plete work on the subject site have been performed essentially
in accordance with recommendations set forth in the referenced
report, and has produced a building pad suitable for the support
of the presently proposed structure. Foundation recommendations
contained in our referenced report remain va1id.
Pavement design and subgrade reconmendations will be
made upon completion of trRil-value tests on proposed subgrade soi1.
Attached to and conpleting this letter-report are the
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CADILLAC- FAIRVIEW
October 8, 1981
Page Six
following plates:
P1 at
P1 at
P1 at
EDC/DJF /n
Six copies submitted
Our Job 81-20-10
Plot Plan- Results of In-Place Density Tests- Summary of Compaction Test Data
Respectfully submitt€d,
D. A. EVANS , INC.
a\",jh,
E. David Colbaugh
RCE 29063
e1eze3
t
Reviewed by: Dennis A. Evans
CEG 19
RCE 14450
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CADI LLAC - FAI RVI EW
October 8, 1981
Page Two Our Job 81-20-10
and concrete rubble. The reference provides a more detailed
description of site conditions prior to the start of the grading
discussed in this letter-report.
SITE GRADING
The building area plus five feet around the perimeter
of the buiLding, as determined by the contractor, was stripped
of existing unengineered fill to expose natural soil consisting
of silty sand. The depth of stripping varied from three to
five feet. The stripped rnaterial was stockpiled for use as fill
after processing. Soil imported to the site for use as fill
was classified as sand and silty sand.
Prior to placement of fill on the pad, the areas to
receive fill were scarified, moisture conditioned and compacted
to at least 90 percent of the laboratory determined naxinum dry
density. Fi11 material was then placed in thin 1ifts, moisture
conditioned and conpacted. The rnaximum depth of fill placed on
the pad was approxinately nine feet.
UTILITY TRENCH BACKFILL
Utility trenches being excavated outside and within
the building area are being backfilled subject to periodic ob-
servation and testing by representatives of this office. The
approximate location of utility trenches within building area back-
filled under our observation and testing are shown on Plate 1 -
Plot Plan.
,
CADI LLAC - FAI RVI EW
October 8, 1981
Page Three Our Job 81-20-10
FOOTING INSPECTIONS
At the request of the contractor, observations of
some footing excavations will be made by a representative of
this office prior to placing concrete. The excavations, in
order to meet approval at the tine of inspection, must comply
with the recommendations contained in the referenced report.
The specific footings so inspected will be delineat,ed in sub-
sequent reports. Actual placement of concrete will not be
inspected or tested by this firm.
WATER WELL BACKFITL
A water well exposed during this grading operation
within the building area was capped according to well destruc-
tion specifications provided by the Orange County Health Depart-
nent, Water Quality Control Section. The approxirnate location
of this capped well is shown on the attached Plate 1 - Plot Plan.
EXISTING IRRIGATION LINES
Clay pipe irrigation lines exposed during grading
were crushed in-place. The approximate location of those lines
are shown on the attached Plate 1 - Plot Plan.
TESTING
In-place density tests, taken with a sand cone device
(ASTM Test Method D1556-64), were perforned periodically as the
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ESTIHATED
TEST LOCATIOT
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See Pl 34
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]loTES
O. CALI FOR 1I I A COORDITATE SYITEI
I. ELEVITIOXS AiE IPPROIIITTE
RESULTS OF IN-PLACE DENSITY TESTS
JOB 81-20-10 d. a.gvans, inc, 'PLATE 4.L
oAE-Fr7 l2-7C
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NOTES
O. CALI FO R fl I A COOBDIIATE 3T STEI
h ELEYATIOT3 TRE IPPROXIIATEc. Uti 1 i ty Trench Backfi 1 1
RESULTS OF IN-PLACE DENSITY TESTS
JOB 81-zo-10 d. a.evans, inc.PLATE - 2.2
oAE-R7 12.7a
TEST
tro.
ESTIHATED o
TEST LOCATIOil
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NOTES
O. CALI FO R T I A COORDI XATE SYSTEI
b. ELEvATIOXS ARE IPPROXIIATE
c . Ut i 1i ty Trench Backf i 11
RESULTS OF IN-PLACE DENSITY TESTS
JOB 80-20-10 d. a.gvans, inc. 'pLATE (D Z .3
DAE R
'
12.7C
COUPACTION
CURVE
NO
so tL TYPE OPTIMUM MOISTURE
CONTENT IN PERCENT
OF ORY WE IGHT
IIAXIHUU DRY
DENSITY IN
POUNDS PER
CUBIC FOOT
1
2
Z
4
5
S I LTY SAND
SILTY SAND
SILTY SAND
SILTY SAND
SAND (SP) ,
( SM) , Light
( SM) , Li ght
(SM), Light
( SM) , Li ght
Light Gray
Brown
Brown
Gr ay
Brown
10
11
10
11
L2
L26
L20
114
LL7
109
METHOD OF COMPACTION
ASTM STANDARD TEST METHOD D-I557-70 EOUIVALENT TO A.A.S H.O.
SOIL COMPACTION TEST T I8O.'7IIIfi CUBIC FOOT IUIOLD,IO POUNO HAMMER
FALLING IE INCHES,25 BLOWS PER LAYER)
SUMMARY OF COMPACT ION TEST DATA
JOB 81-20-10 d. a.gvans, inc.PLATE 3
DAE-R6 l2-7C