1997-4971 G
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REPORT OF ROUGH GRADING
PROPOSED BARN
HODGES RESIDENCE
2896 LONE JACK ROAD
ENCINITAS, CALIFORNIA
JOB NO. 90-57
APRIL 4, 1997
-#- 177 G 7
WESTERN
SOIL AND FOUNDATION ENGINEERING¡ INC
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WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
PHONE: (619) 746-3553
FAX: (619)746-4912
423 HALE AVENUE
ESCONDIDO. CALIFORNIA 92029
April 4, 1997
Mr. Phil Hodges
2896 Lone Jack Road
Encinitas, California 92024
Project:
Our Job No. 90-57
Proposed Barn
Hodges Residence
2896 Lone Jack Road
Encinitas, California
Subject:
Report of Rough Grading
Dear Mr. Hodges:
In accordance with your request, we have provided testing and observation services
during the grading on the above referenced project. Our services were performed during the
period of March 12, 1997 through March 24, 1997, the date of our last observation and
testing of compacted soils for this portion of the project. In summary, our scope of services
during this period of time included the following:
.
Observing the grading operation, including the removal of existing soil
materials,
.
Performing in-place density tests in fill material imported to and compacted at
the site,
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Hodges Residence
April 4, 1997
Our Job No. 90-57
Page 2
.
Performing laboratory tests on samples of the imported soils used for this
project,
.
Preparing this report of grading observation.
The scope of our observations and testing services did not include the responsibility
for surveying; the locations and elevations of the tests were determined from stakes and hubs
set by others.
The locations of the field density tests are presented on the attached Site Plan. The
site plan was provided by Logan Engineering.
OBSERVATIONS AND TESTING
The recent earthwork performed on the proposed barn pad consisted of the following
items:
.
Remove the existing soil within the fill slope keyway to a depth of 10 feet
below the toe of the slope,
.
Removal of the existing soil to a depth of 4 feet below finish grade of the barn
pad, and
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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Hodges Residence
April 4, 1997
Our Job No. 90-57
Page 3
.
Placement of compacted imported fill to grade the site and to provide support
for the proposed foundations and floor slabs.
Maximum cuts and fills on the order of 4 feet and 7 feet, respectively were required to
obtain the design elevations. To allow for the placement of at least 4 feet of fill beneath the
proposed structure, overexcavation of the native materials was required on the cut portion of
the lot. After removal of the upper 10 feet the exposed soils in the keyway were
recompacted. After recompaction the import soils were placed in loose lifts and compacted
using a D-8 track dozer and a large rubber-tire loader. Water was added using a water hose.
To evaluate the degree of compaction of the fill soils, field density tests were
performed in accordance with ASTM DI556-90, the sand cone method or ASTM D2922-81,
the nuclear gauge method. The field density tests taken during grading were spaced to
provide optimum coverage. The reported relative compaction is defined as the ratio of the
field dry density to the laboratory maximum dry density.
The laboratory compaction tests used in calculating the relative compaction of the field
density tests were performed on representative samples of imported soil material in
accordance with ASTM DI557-91. Both field density and laboratory compaction test
methods and results are presented on the following pages. This report includes fill field
density test numbers 1 through 8, performed between March 19 and 24, 1997.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC
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Hodges Residence
April 4, 1997
Our Job No. 90-57
Page 4
The approximate area of fill tested, and the approximate location of the field density
tests are shown on the Site Plan located in this report. No observation or testing was
performed beyond these limits as depicted in this report.
RECOMMENDATIONS
Drainage Control: Adequate drainage must be provided and maintained to prevent water
from ponding around or under the foundations. Water shall not be allowed to flow in an
uncontrolled manner over the top or face of any slope.
All brow ditches, drainage swales and other drain systems, as shown on the Project
Plans, shall be constructed in a timely manner. Periodic maintenance must be performed on
all drainage systems, both surface and subsurface, to insure that they operate properly during
the design life of the project.
Erosion control and drainage devices shall be installed in compliance with the
requirements of the controlling agencies.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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Hodges Residence
April 4, 1997
Our Job No. 90-57
Page 5
Retaining Wall Drains: To limit the entrapment of water in the backfill behind the wall,
backdrains or other drainage measures should be installed. Drainage should consist of vertical
gravel drains about 12 inches wide connected to a 4-inch-diameter perforated pipe. The pipe
shall be ABS schedule 40 (ASTM-D1527) or SDR 23.5 (ASTM-D2751) or approved equal.
The perforated pipe should be placed with the perforations down and should be surrounded by
at least I foot of filter gravel or uniformly graded gravel or Caltrans Class 2 permeable
material wrapped in geosynthetic filter fabric, such as Mirafi 140NS or approved equivalent.
Care should be taken to select a filter fabric compatible with the backfill materials. The drain
pipe should be located near the base of the wall and should discharge into a storm drain or
onto a surface draining away from the structure. As an alternative to the vertical gravel
drains, a drainage geocomposite such as Miradrain may be used with a 4 inch-diameter
perforated pipe collector drain. Walls below grade should be waterproofed or at least damp
proofed depending on the degree of moisture protection desired.
Slopes: Permanent constructed slopes shall be finish graded to an inclination no steeper than
specified within the soil reports and approved plans for this project. Slopes shall be planted
as soon as possible after grading. Slope erosion including sloughing, rilling, and slumping of
surface soils may be anticipated if the slopes are left unplanted for a long period of time,
especially during rainy seasons. Over watering of the slopes is not recommended. Concrete
swales and earth berms or back-gradients are recommended at the top of permanent slopes to
prevent surface water runoff from overtopping the slopes. Erosion control and drainage
devices shall be installed in compliance with the requirements of the controlling agencies.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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Hodges Residence
April 4, 1997
Our Job No. 90-57
Page 6
Foundations: Representative samples of the imported soil, used for grading the building pad
were returned to our laboratory to determine their expansive potential and allowable bearing
value. Test results are presented on page 12 of this report. The results of our test and
engineering analysis indicate that these soils have a low expansion potential and 2 of the 3
samples meets the criteria presented in our letter of Limited Geotechnical Evaluation dated
February 26, 1997. Therefore, special foundations to reduce the detrimental effects of
expansive soil are not necessary.
The proposed foundation shall be entirely established on at least 4 feet of compacted
fill. Foundations may be designed in accordance with the dimensions and allowable soil
bearing values presented in the table below.
Minimum Minimum Allowable
Footing Depth Width Soil Bearing
Tvpe (Inches) (Inches) Value (pst)
Continuous 24 15 1000
Pad 24 24 1000
The depth shall be measured from lowest adjacent subgrade. The allowable soil
bearing values presented above may be increased by one-third for wind or seismic loading.
All continuous footings shall contain at least two #5 reinforcing bars, one top and one
bottom, to provide structural continuity and to permit spanning of local irregularities. The
foundation dimensions and reinforcing presented above are minimum recommendations only.
These may be increased by the Structural Engineer, as required.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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Hodges Residence
April 4, 1997
Our Job No. 90-57
Page 7
If footings are proposed adjacent to slope areas, we recommend that the footings be
deepened to provide a minimum horizontal distance of 10 feet from the outer edge of the
footings to the adjacent slope face.
Concrete Slabs-On-Grade: To provide more uniform support, the concrete slab-on-grade
shall be underlain by at least 4 feet of non-expansive compacted fill as recommended in our
referenced report. No cut/fill transitions should be allowed.
To provide protection against vapor or water transmission through the building floor
slabs, we recommend that the slabs-on-grade be underlain by a 4-inch layer of Caltrans Class
2 permeable material or gravel. A suggested gradation for the gravel layer is as follows:
Percent Passing
Sieve Size
3/4"
90-100
No.4
0-10
No. 100
0-3
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC
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Hodges Residence
April 4, 1997
Our Job No. 90-57
Page 8
If vinyl or other moisture-sensitive floor covering is planned, or if materials that are
damaged by moisture are to be stored in the barn, we recommend that the 4-inch-thick gravel
layer be overlain by a 10-mil-thick impermeable plastic membrane to provide additional
protection against water vapor transmission through the slab. The vapor barrier should be
installed in accordance with the manufacturer's instructions. We recommend that at least a 2-
foot lap be provided at the membrane edges or that the edges be sealed.
To protect the membrane during later concrete work, to facilitate curing of the
concrete, and to reduce slab curling, a 2-inch-thick layer of clean-sand shall be placed over
the membrane. If sand bedding is used, care should be taken during concrete placement to
prevent displacement of the sand. A low-slump concrete (4-inch maximum slump) should be
used to further minimize possible curling of the slabs. The concrete slabs should be allowed
to cure properly before placing vinyl or other moisture-sensitive floor covering.
As an alternative to crushed rock a 4-inch layer of clean sand with a plastic membrane
(visqueen) placed at the mid-point may be used.
Slab reinforcing shall be provided in accordance with the anticipated use and loadings
on the slab and as recommended by the Structural Engineer. As a minimum, slabs-on-grade
shall be 4 inches in thickness and shall contain No.3 reinforcing bars placed at mid-height in
the slab at 24 inches on center both ways. To help control random cracking, contraction
(control) joints should be installed in the slab-on-grade at a spacing not to exceed 13 feet.
Contraction joints should extend into the slab a minimum depth equal to one-fourth the slab
thickness.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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Hodges Residence
April 4, 1997
Our Job No. 90-57
Page 9
Earthwork: It is our understanding that the rough grading for the Hodges barn building pad,
is now complete. Some additional earthwork may be performed for the installation of
utilities, retaining walls and finish grading. We should be notified prior to the
commencement of any proposed earthwork. Additional fill or backfill that is placed on the
building pad should be tested for proper compaction.
CONCLUSIONS
Based on our observations and test results, the sub grade preparation and placement of
compacted fill were performed in general compliance with the recommendations presented in
our letter of Limited Geotechnical Evaluation, dated February 26, 1997.
The results of our observations, field density and laboratory tests indicate that the fill,
at the locations and elevations tested by us, was compacted to no less than 90% of its
maximum dry density (ASTM DI557-91).
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC
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Hodges Residence
April 4, 1997
Our Job No. 90-57
Page 10
In providing professional geotechnical observations and testing services associated with
the development of the project, we have employed accepted engineering and testing
procedures and made every reasonable effort to ascertain that the soil-related work was carried
out in general compliance with the recommendations and project specifications. Although our
observation did not reveal obvious deficiencies, we do not guarantee the contractor's work,
nor do the services performed by our firm relieve the contractor of responsibility in the event
of subsequently discovered defects in the contractor's work.
Respectfully submitted,
WESTERN SOIL AND FOUNDATION ENGINEERING, INC.
t::¡ d! A-
Vincent W. Gaby, CEG 1755, Expires 7/31/97
Engineering Geologist
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Susana Kemmerrer, RGE 2287, Expires 6/30/97
Geotechnical Engineer
President K2 Engineering Inc.
Attachments:
Test Results
Site Plan
Distribution:
(4) Addressee
VWG/SK:dg
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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Hodges Residence
April 4, 1997
Our Job No. 90-57
Page 11
Fill
Laboratory Compaction Test Results
Soil
Description
Maximum
Dry
Density
(pct)
Optimum
Moisture
Content
(%)
Light Brown, Silty, Fine
Grained Sand (1)
118.3
12.5
Brown, Silty, Fine Grained
Sand (2)
123.5
10.5
Pale Yellow, Fine to Medium
Grained Sand
115.0
14.0
Light Brown, Silty Sand
121.0
11.5
(1)
(2)
Soil not imported, did not meet specification.
Soil not imported, material was sent to another site.
Fill
Field Density Test Results
Test Re-
Date Test Test Location
1997 No. of No. of Test
3-19 1 See Site Plan
Ht of
Fill &
Elev.
(Feet)
+3.0
169.0
Field Field Maximum
Moisture Dry Dry Relative
Content Density Density Compaction
(%) ( pct) (pct) (%)
17.1 112.0 115.0 97.4
2
See Site Plan
+5.0
171.0
18.3
109.3
115.0
95.0
WESTERN
SOIL AND FOUNDATION ENGINEERING¡ INC.
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Test
Date
1997
Hodges Residence
April 4, 1997
Fill
Field Density Test Results
Test
No.
Re-
Test Location
of No. of Test
Ht of
Fill &
Elev.
(F eet)
3
See Site Plan
+7.0
173.0
4
See Site Plan
+9.0
175.0
5
See Site Plan
+11.0
177.0
6
See Site Plan
+13.0
179.0
7
See Site Plan
+15.0
181.0
8
See Site Plan
F.G.
183.0
Our Job No. 90-57
Page 12
Field Field Maximum
Moisture Dry Dry Relative
Content Density Density Compaction
(%) (pet) (pet) (%)
16.3 110.7 115.0 96.3
16.8
112.1
16.1
110.3
18.3
103.9
18.6
108.5
8.1
114.5
* Test taken by the nuclear gauge method.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
115.0
97.4
115.0
95.9
115.0
90.3
115.0
94.3
121.0
94.6*
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Hodges Residence
April 4, 1997
Our Job No. 90-57
Page 13
DIRECT SHEAR
Sample
Description
Apparent
Cohesion
(pst)
Angle of
Internal Friction
(degrees)
Light Brown, Silty, Fine
Grained Sand
235
29
Brown, Silty, Fine Grained
Sand
25
33
Pale Yellow, Fine to
Medium Grained Sand
50
34
EXP ANSION INDEX
Initial Final
Sample Expansion Moisture Moisture Expansion
Location Index (%) (%) Potential
Barn Import Soil 13 10.5 19.0 Very Low
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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HODGES BARN
'10-57
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@) APPROXJMATE LOCATION
OF FIELD DENSITY TEST
r"T~ APPROXIMATE LIMITS OF
~"-"¡'.)Ii FILL AREA TESTE D
WESTERN
SOIL AND FOUNDATION ENGINEERING INC.