HomeMy WebLinkAboutParcel 2 Soils Report~
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' SOILS COMPACTION REPORT
' BUILDZNG PADS ONLY,
PARCEL 2 OF PARCEL MAP 23960,
' OFF OF YNEZ RD.
TEMECULA, CALIFORNZA
' FOR
' GABELE AND OMAN
47725 EXECUTIVE SQUARE, SUITE 1040
' LA JOLLA, CALIFORNIA 92037
' MAY 14, 1991 W. O. 278-B-RC
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' GeoSo~ls, Inc.
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~ Geotechnical Engineering • Engineering Geology
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24890 Jefferson Avenue • P.O. Box 490 • Murrieta, California 92362 •(714) 677-9651 • FAX (714) 677-9301
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' May 14, 1991
W.O. 278-B-RC
' Gabele and Oman
4275 Executive Square, Suite 1040
La Jolla, California 92037
~ Attention: Mr. Larry Gabele
' Subject: Soils Compaction Report, Building Pads only, Parcel 2
of Parcel Map 23960 o£f of Ynez Road, Temecula,
California
' Gentlemen:
This report presents a summary of the soil engineering observation
' and testing services provided by GeoSoils, Inc. during the rough
grading of the subject building pads. The rough grading of the
pads began on April 17, 1991, and was completed on May 7, 1991.
, PREPARATION OF EXISTING GROUND
1. Trash, debris, and major vegetation was stripped and hauled
' off the site prior to the start of the rough grading.
2. The proposed fill areas within the building pad area and five
' feet beyond in each direction were overexcavated to firm and
competent unyielding material.
3. The exposed subsoils within the above removal areas were
' scarified 12 inches, brought to at least optimum moisture
content, then compacted to obtain a minimum relative
compaction o£ 90 percent of the laboratory standard.
, FILL PLACEMENT
, 1. Fills consisted of native onsite, and previously imported
materials which were placed in thin 6- to 8-inch lifts,
brought to at least optimum moisture content, then compacted
to obtain a minimum relative compaction of 90 percent of the
' laboratory standard.
' Los Angeles Co. (ffi8) 785-2158 • Orange Co. (714J 647-0277 • San Diego Co. (619J 438-3155 y
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Gabele and Oman
Parcel Map 23960
May 14, 1991
W.O. 278-B-RC
Page 3
' 2. The approximate maximum depth of fill for the building pad is
10 feet.
, FIELD TESTING
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1. Field density tests were per£ormed using the nuclear
densometer method (ASTM 2922-81 and 3017-78). The test
results are shown in the enclosed Table I. The estimated
locations of the field density tests are shown on the enclosed
plan, Plate I, prepared by To-Mac Engineering.
2. Field density tests were taken at periodic intervals and
random locations to check the compaction effort by the
contractor. Where test results indicate a less than 90
percent relative compaction, the contractor was notified and
the area was reworked until retesting indicated a minimum
relative compaction of 90 percent. Based on the grading
operations observed, the test results herein are considered
representative of the compacted fill.
3. Visual classi£ication of the soils in the field was the basis
for determining which maximum density value to use for a given
density test.
LABORATORY TESTING
Maximwn Density Values
The laboratory maximum dry density and optimum moisture content for
each of the major soil types was determined according to test
method ASTM D-1557-78. The following table presents the test
results.
Maximum Dry Optimum Moisture
Soil Type Densitv, Pcf Content $
A. Olive Gray Silty Sand 128.5 10.5
' B. Yellow Brown Silty Sand 131.5 9.0
C. Olive Brown Silty Sand 129.5 11.0
D. Olive Green Sandy Silt 117.5 12.0
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Expansion index tests were performed on typical near surface
materials. The test was performed ac~ording to UBC Standard No.
' GeoSoils, Inc. 3
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' Gabele and Oman
Parcel Map 23960
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Soil Tvpe
' 29-23 outlined in Section 2904(b) of the Uniform Building Code.
The result o£ this test is shown below as follows:
, Soil Tvpe
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D
Sul£ates
A
Expansion Index
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' Samples of the site materials were analyzed for sulfate content and
the test result is as £ollows:
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May 14, 1991
W.O. 278-B-RC
Page 4
UBC
Classification
LoW
Very Low
0.001
Based upon the test result, sulfate resistent concrete is not
required.
Bearina Value
FOUNDATION DESIGN PARAMETERS
1. An allowable bearing value of 1500 lbs/sq. ft. may be used for
' the design of continuous and column footings which have a
minimum depth of 12 inches and a minim~m width of 12 inches.
, This value may be increased by one-third when considering
short duration seismic or wind loads.
, 2. Soil generated from footing excavations to be used onsite
should be compacted to a minimum 90 percent o£ the laboratory
standard, whether it is to be placed inside the foundation
perimeter, or in the yard areas. This material must not alter
' positive drainage patterns away from the structural area and
toward the street.
' Lateral Pressure
1. The active earth gres~ure to be utilized for retaining wall
' design may be computed as an equivalent fluid having a density
o£ 30 pounds per cubic foot when the slope of the backfill
behind the wall is level. Where the slope backfill is 2:1, an
equivalent fluid pressure of 45 pounds per cubic foot should
' be used.
' GeoSoils, Inc. ~
Soluble Sulfate
( $ Dry Weicrht )
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Gabele and Oman May 14, 1991
Parcel Map 23960 W.O. 278-B-RC
Page 5
2. Passive earth pressure may be computed as an equivalent fluid
having a density of 200 pounds per cubic £oot, with a maximum
earth pressure of 1500 pounds per square foot.
3. An allowable coef£icient of friction between soil and concrete
of 0.30 may be used with the dead load forces. When combining
passive pressure and frictional resistance, the passive
pressure component should be reduced by one-third. For design
of isolated poles, the allowable passive earth pressure may be
increased by one hundred percent.
' General
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The following are minimum recommendations based upon a soils
engineering viewpoint. Architectural or design engineering
recommendations/specifications may supersede these recommendations.
1. Exterior footings should be founded at a minimum depth of 12
inches below the lowest ad~acent ground surface for single-
story structures and 18 inches below the lowest adjacent
ground surface for two-story structures. Footing widths
should be a minimum of 12 inches for a single-story structure
and 15 inches for a two-story structure. Interior footings
may be £ounded at a depth of 12 inches below the lowest
adjacent ground surface.
All footings should have one No. 4 reia£orcing bar placed at
the top and one No. 4 reinforcing bar placed at the bottom.
2. A grade beam, at least 12 inches by 12 inches square and
reinforced as above, should be provided across the garage
entrances. The base of the grade beam should be at the same
elevation as the adjoining footings.
3. Concrete slabs, except in the garage area, should be underlain
with a vapor barrier consisting of a minimum of 6 mil
polyvinyl chloride membrane with all laps either sealed or
overlaid 12 inches. This membrane should be covered with one
inch of clean sand to aid in uniform curing of the concrete.
4. Concrete slabs, including the garags sr~a, should be
reinforced with 6-inch by 6-inch, No. 10 by No. 10, welded-
wire mesh~ Al1 slab rein£orcement- should be properly
supported or hook-pulled to ensure proper positioning during
placement of concrete.
GeoSoils, Inc.
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Gabele and Oman
Parcel Map 23960
May 14, 1991
W.O. 278-B-RC
Page 6
5. Concrete slabs in the garage area should be poured separately
from the residential footings and be quartered with expansion
joints or saw cuts. A positive separation from the footings
should be maintained with expansion joint material to prevent
relative movement.
UTILITY TRENCIi SACKFILL
1. All utility trenches, exterior and interior, should be
compacted to obtain a minimum relative compaction of 90
percent of the laboratory standard.
2. Exterior trenches, paralleling a footing and extending below
a 1:1 projection from the outside bottom edge of the footing
should be backfilled with native onsite materials and
compacted to a minimum of 90 percent of the laboratory
standard. Sand backfill, unless it is similar to the native
onsite materials, should not be allowed in these trench
backfill areas.
' 3. The project soils engineer should be notified in advance to
test the backfill materials described above.
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ADDITIONAL GRADING
The pro~ect soils engineer should be notified in advance of any
additional fill placement, regrading of the site or trench
backfilling after rough grading has been complete.
REGULATORY COMPLIANCE
Cuts, fills or processing of original ground under the purview of
this report have been completed under the inspection of any with
selective testing by GeoSoils, Inc. and are found to be in
compliance with the Grading Code of the City of Temecula,
California.
' GeoSoils, Inc.
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Gabele and Oman
Parcel Map 23960
May 14, 1991
W.O. 278-B-RC
Page 7
Our findings were made and recommendations prepared in conformance
with generally accepted professional engineering practices and no
£urther warranty is implied or made.
This report is subject to review by the controlling authorities £or
this project.
We appreciate this opportunity to be of service. If you have any
questions, or if you need any clarifications, please contact us at
(714) 677-9651.
Very truly yours,
Civil
; RCE 35007
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OF
CEL/lk/kr
Enclosures:
Distribution:
Table I- Field Density Test Summary
Table II - Depth of Fill
Plate I- Field Density Test Location Map
(6) Addressee
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GeoSoils, Inc.
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TEST DATE
NO
1 04-17-91
2 04-17-91
3 04-17-91
4 04-17-91
5 04-17-91
6 04-17-91
6 A 04-17-91
6 B 04-17-91
7 04-18-91
7 A 04-18-91
8 04-18-91
9 04-18-91
10 04-18-91
11 04-18-91
12 04-19-91
13 04-19-91
14 04-19-91
15 04-19-91
16 04-19-91
17 04-19-91
18 04-19-91
19 04-19-91
20 04-22-91
20 A 04-22-91
21 04-22-91
22 04-22-91
23 04-22-91
24 04-22-91
25 04-22-91
26 04-22-91
27 04-22-91
28 04-22-91
29 04-22-91
30 04-23-91
31 04-23-91
32 04-23-91
33 04-23-91
34 04-23-91
35 04-23-91
36 04-23-91
37 04-23-91--
38 04-24-91
39 04-24-91
40 04-24-91-
41 04-24-91
TABLE I
WORK ORDER: 278-B-RC
GABLE AND OMAN -
FZELD DENSITY TEST SUt~lMARY
IACATION
BUILDING PAD B
BUILDING PAD B
BUILDING PAD B
BUILDING PAD B
BUII.DING PAD B
BUILDING PAD B
BUILDING PAD B
BUILDING PAD B
BUILDING PAD B
BUILDING PAD B
BUILDING PAD B
BUILDZNG PAD B
BUILDING PAD B
BUILDING PAD B
BUILDING PAD B
BUILDING PAD B
BUILDING PAD B
BUILDING PAD B
BUILDING PAD A
BUILDING PAD A
BUILDING PAD A
BUILDING PAD A
BUILDING PAD D
BUILDING PAD D
BUILDING PAD D
BUILDING PAD D
BUILDING PAD D
BUILDING PAD B
BUILDING PAD C
BUILDING PAD C
BUILDING PAD D
BUILDING PAD D
BUII~ING PAD D
BUILDING PAD D
HUILDING PAD D
BUILDING PAD C
BUILDING PAD B
BUILDING PAD B
BUILDING PAD D
BUILDING PAD D
BUILDING-PAD D
BUILDING PAD C
BUILDING PAD D
BUILDING PAD D
BUILDING PAD D
ELEV MOIST DRY
OR CONT DEN
DEPTH ~ PCF
1043.0 14.9 105.8
1045.0 13.3 107.3
1046.0 12.0 106.5
1042.0 12.8 116.8
1040.0 12.7 117.3
1044.0 7.7 103.3
1044.0 7.4 106.3
1044.0 12.2 106.3
1041.0 8.1 117.0
1041.0 10.8 115.9
1043.0 12.9 109.9
1041.0 9.7 118.6
1043.0 14.0 116.9
1045.0 11.1 117.2
1041.0 13.0 108.5
1043.0 13.0 110.2
1442.0 13.8 110.1
1444.0 15.7 109.1
1040.0 10.9 116.0
1042.0 10.2 120.8
1042.0 12.2 115.9
1044.0 11.2 118.6
1040.0 12.6 100.8
1040.0 12.5 107.0
1040.0 12.0 105.9
1042.0 10.7 116.0
1041.0 10.5 115.9
1047.0 11.6 121.6
1042.0 10.9 120.0
1044.0 10.0 121.8
1042.0 10.2 122.6
1043.0 10.3 121.6
1044.0 10.0 124.6
1043.0 10.2 122.7
1045.0 11.3 119.3
1046.0 9.4 120.3
1047.0 15.9 110.6
1046.0 10.7 119.1
'1045.0 7.4.i ].17.4
1044.0 12.8 116.8
1045.0- 10.8-- 115.8
1047.0 11.2 117.2
1047.0 15.4 111.4
1046.0 9.6 122.7
1045.0 11.4 116.4
REL
COt~
90.1
91.4
90.7
90.2
90.6
87.9
90.5
90.5
91.0
90.2
93.6
90.2
91.0
91.2
92.3
93.8
93.8
92.9
90.3
94.0
90.0
92.3
85.7
91.0
90.0
90.3
90.2
94.6
93.9
92.6
93.2
92.5
94.8
93.3
90.8
91.5
94.2
92.0
90.7
90.2
90.0
90.5
94.8
93.3
90.6
TEST SOIL
METH 'FYPE
NfC
tdiC
NR
NK
AilC
NIC
NK
NI{
NK
NK
I~RC
NK
NK
NK
NK
NIC
NK
NIC
NK
I~K
NK
NK
NK
NK
NK
NK
t~C
PIK
NK
NK
NK
NR
NK
NR
NK
I~IC
PIIC
NK
NK
NK
NK
NK
lIIC
NK
A]IC
D
D
D
C
C
D
D
D
A
A
D
B
A
A
D
D
D
D
A
A
A
A
D
D
D
A
A
A
A
B
B
B
B
B
B
B
D
C
C
C
A
C
D
B
A
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TABLE I
FIELD DENSITY TEST SUMMARY
WORK ORDER: 278-B-RC
GABLE AND OMAN -
TEST DATE IACATION ELEV MOIST DRY
NO OR CONT DEN
DEPTH ~ PCF
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42 -----------
04-24-91 -----------
BUILDING -------
PAD A --------
1044.0 --------
10.9 -----
115.5
43 05-07-91 BUII,DING PAD D 1045.0 10.6 124.3
44 05-07-91 BUILDING PAD D 1046.0 10.7 124.9
45 05-07-91 BUILDING PAD A 1044.0 10.3 123.6
~ TEST SOIL
REL METH TYPE
COt~
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90.0 -------
NK -
A
96.7 NK A
97.2 NK A
96.2 NK A
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TASLE 11
W.O. 278-B-RC
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GeoSoils, Inc.
MAXIMUM DEPTH OF FILL TOTAL DEPTH