HomeMy WebLinkAbout1617 E Washington Ave - Misc. PermitNorCal Engineering
Soils and Geotechnical Consultants
10641 Humbolt Street Los Alamitos, CA90720
(s62)799-9469 Fax (s62) 799-9459
September 27 , 2017 Project Number 19859-17
Kennah Construction
6251 Vatcher Drive
Huntington Beach, California 92647
Attn: Mr. Steve Espenschied
RE Report of Geotechnical Observation and Testing of Swimming Pool
Backfill Operations - Located at 16'17 East Washington Avenue, in the City
of Santa Ana, California
Dear Mr. Espenschied:
Pursuant to your request, this firm has provided this geotechnical report to summarize the
observation and testing performed by this firm for the swimming pool backfill operations at
the above referenced project, Our geotechnical services pertaining to the bacKill are
summarized in the subsequent sections of this report.
Backfill O oerations
The existing pool shell was completely removed. The exposed bottom was compacted to a
minimum of 9oo/o relative compaction prior to the placement of fill soils. The fill area was
approximately 16 feet by 34 feet with a maximum depth of 9 feet. The pool was backfilled
with approximately 4 feet of Y, inch diameter gravel. The gravel was overlain with filter fabric
prior to the placement of fill. Fill material placed was compacted to a minimum of 90% of the
laboratory standard in lifts not in excess of eight inches in thickness. A rubber tire loader
was utilized for compaction control. A water hose provided moisture control.
May 15, 2017
Page 2
Project Number 19578-17
Laboratory /Field Testino
The relative compaction was determined by Sand Cone Method (ASTM: D1556-07) and by
the Drive Tube Method (ASTM: D2937-10). The maximum density of the fill soils was
obtained by the laboratory standard (ASTM: D1557-12) and results are shown on Table l.
Tests were performed a mtnimum of every 500 cubic yards placed and every two feet in
depth of fill placed. A summary of the compaction tests are included with locations shown
on the accompanying plan.
Limitations
It should be noted that our work does not warrant or guarantee that the contractor
responsible for each phase of the project has performed his work in accordance with the
project specifications.
We appreciate this opportunity to be of service to you. lf you have any further questions,
please do not hesitate to contact the undersigned.
Respectfully submi
NORCAL ENGINE
Laoat erp.rZgltre )
:!r
Keith D. Tucker *Michael A. Barone
Project ManagerProject Engineer )6 1C
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R.G E. 841 cHrr
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NorCal Engineering
September 27 , 2017
Page 3
Project Number 19859-17
TABLE I
MAXIMUM DENSITY TESTS
(ASTM: D1557-12)
Samole Classificatio n
Optimum
Moisture
Maximum Dry
Densitv (lbs./cu.ft. )
115.0
128 0
Clayey sandy SILT
Sandy CLAY
14.0
10.5
Date of TestTest No.Location Deoth
Percent
Moisture
Unit Wt.
lbs./cu.ft.
Relative
ComDaction
Soil
Tvoe
Test
S/D
9t7 t17
9t7 t17
9t25t't7
9t251't7
101
101A"
102
IUJ
Pool Backfill
Pool Backfill
Pool Backfill
Pool Backfill
on_o4
on_o(
5.0-5.5
1.0-1.5
16.5
14.1
11.1
10.6
'101 .3
106.9
117 .0
1 18.1
88
93
91
92
D
D
D
S
D
D
S
9t25117
9126117
9126t17
104
105
106
Pool Backfill
Pool Backflll
Pool Backflll
3.0-3.5
't.0-1.5
0.0-0.5
1 1.0
10.4
10.6
1 18.0
117 .7
119.3
3Z
92
o,l
--Retest of failing tests after area reworked
S= Sand Cone Method
D= Drive Tube Method
NorCal Engineering
SUMMARY OF COMPACTION TEST RESULTS
APROXIMATE LIMITS OF FILL
EXISTING RESIDENCE
I 02 I O l
I I oE
I r oa 'l 05 I
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NorCal Engineering
SOILS AND GEOTECI{NIICAL CONSULTANTS LOCATIOI'I oF Cot PACTIG'I TESTS
KENNAH
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