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REPORT OF ROUGH GRADING
OLIVENHAIN MEADOWS
ENCINITAS, CALIFORNIA
JOB NO. 98-18
JUNE 24,1999
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
PHONE: (760) 746.3553
FAX: (760) 746.4912
423 HALE AVENUE
ESCoNoloo, CALIFORNIA 92029
June 24, 1999
Mr. Bob Booker
Venture Pacific Development
P,O. Box 231639
Encinitas, CA 92023-1639
Project:
Our Job No. 98-18
Olivenhain Meadows
Tract Map No. 91-198
Valleyside Lane
Encinitas, California
Subject:
Report of Rough Grading
Dear Mr. Booker:
In accordance with your request, we have provided testing and observation services
during grading of the proposed development. Our services were performed from December 11,
1998 to May 19, 1999, the date of our last observation and testing of compacted fill soils at the
site.
Our scope of services consisted of the following:
. Observation of the grading operations,
. Observation and testing during placement of compacted fill,
. Performing laboratory tests on representative samples of on-site and import soil
used for this project, and
. Preparation of this rough grading report.
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OIivenhain Meadows
June 24, 1999
Our Job No. 98-18
Page 2
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. Our observations and testing services were provided in accordance with the
recommendations presented in our Updated Geotechnical Report of August 10, 1998. The
locations of the field density tests are presented on the Site Plan found in the back pocket of this
report. The Site Plan was provided by Logan Engineering.
Project Description
The proposed project consists of the development of an eleven lot subdivision. Each lot
will support a single-family residence and associated improvements. The residences will be one
and two-story wood-frame structures with post-tensioned foundations.
Observation and Testing
The primary purpose ofthe grading was to provide relatively level pads for the proposed
structures, and to perform remedial grading to mitigate the potential for damage due to settlement
or lateral movement of the on-site soils. The earthwork at the site consisted of:
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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Olivenhain Meadows
June 24, 1999
Our Job No. 98-18
Page 3
. Removal of poorly consolidated material including colluvium and landslide
debris,
. Keying and benching of the fill soils into the undisturbed formational material,
. Placement of compacted fill to achieve the final design grades for the building
pads, driveways, slopes and Valleyside Lane, and
. Construction of stability fills for the western slopes of lots I, 5 and 6.
To achieve the final design grades, cuts and fills up to 22 feet were required. The
subgrade soil exposed at the bottom of the clean-outs generally consisted of competent siltstones
and sandstones belonging to the Eocene age Santiago Formation.
Offsite grading was performed along the north property line, adjacent to Valleyside Lane,
and a portion oflot 3. This offsite grading was necessary in order to establish the toe of the new
northerly slope into competent soil.
Landslide debris was encountered on lot numbers 1 and 2, and the westerly portions of lot
numbers 3, 4, 5 and 6. This landslide debris was removed in its entirety and replaced with
compacted fill during the earthwork operations.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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Olivenhain Meadows
June 24, 1999
Our Job No. 98-18
Page 4
In addition, weak formational soils were encountered on the offsite property west of lot
numbers 5 and 6 and along the west property line of lot I. These weak soils were supported with
a stability fill constructed in compliance with the recommendations of our referenced reports and
our field recommendations made during our observations of the grading operations. Subdrains
were installed behind the reconstructed slopes of these stability fills.
To reduce the potential for damaging differential settlement and to eliminate the cut/fill
transitions beneath the structures, the existing soil was overexcavated to allow for the placement
of at least 4 feet of compacted fill beneath the slabs. In addition, considering that the foundations
will be post-tensioned, the pads were capped with at least two feet of non-expansive soil
material.
The compacted fill soils consisted of on-site and imported soils. The fill soils were
generally mixed and compacted using heavy equipment, including D8 and D9 bulldozers, 637
scrapers, water trucks and loaders.
To evaluate the degree of compaction of the fill soils, field density tests were performed
in accordance with ASTM D1556-90, the sand cone method and ASTM D2922-81, the nuclear
gauge method. The reported degree of compaction is defined as the ratio of the field density to
the laboratory maximum dry density. The maximum dry density and the optimum moisture
content of representative samples of the fill were determined in the laboratory in accordance with
ASTM D1557-91. The results of both the laboratory compaction tests and the field density tests
are presented at the end of this report. This report includes fill field density test numbers I
through 329.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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Olivenhain Meadows
June 24, 1999
Our Job No. 98-18
Page 5
The approximate area of fill tested, and the approximate location of the field density tests
are shown on the Site Plan provided in the back pocket of this report. No observation or testing
was performed beyond the limits depicted on the Site Plan.
Recommendations
Drainage Control: Adequate drainage must be provided and maintained to prevent water from
ponding around or under the foundations. Positive drainage away from the structures should be
provided. Minimum site gradients of at least 2% in the landscaped areas and of I % in the
hardscaped areas are recommended in the areas surrounding buildings. We recommend that roof
drains, rain gutters and area drains in all landscaped areas be installed. The rain gutters and area
drains should discharge into a solid drain pipe. Low flow irrigation systems are recommended in
areas around the structures.
Water should not be allowed to flow in an uncontrolled manner over the top or face of
any slope or excavation. 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.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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Olivenhain Meadows
June 24, 1999
Our Job No. 98-18
Page 6
Erosion control and drainage devices shall be installed in compliance with the
requirements ofthe controlling agencies.
Slopes: Permanent constructed slopes shall be finish graded to an inclination no steeper than 2
to I (horizontal to vertical). 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. Drainage
swales, earth berms or back -gradients are recommended at the top of permanent slopes to prevent
surface water runoff from overtopping the slopes.
Foundations: We recommend that foundations be constructed in accordance with the
recommendations provided in our Updated Geotechnical Report, dated August 10, 1998. After
completion of the footing excavations, the bottom of the footings should be hand-cleaned of any
loose soil or debris. The bottom of the footing excavation should be approved by the
geotechnical consultant prior to placement of reinforcing steel or concrete.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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Olivenhain Meadows
June 24, 1999
Our Job No. 98-18
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.
Earthwork: It is our understanding that the rough grading for the subdivision is now complete.
If additional fill or backfill is placed on this site, we must be notified prior to the commencement
of any earthwork. Additional fill or backfill must be tested by our firm for minimum relative
compaction requirements.
Conclusions
Based on our observations and test results, the preparation of natural ground and placing
of compacted fill were performed in general compliance with the recommendations presented in
our Updated Geotechnical Report.
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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Olivenhain Meadows
June 24, 1999
Our Job No. 98-18
Page 8
In providing professional geotechnical observations and testing services associated with
the development of this 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 to our recommendations and project plans and 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, INe.
,
Dennis E. Zimmerman, C 26676, GE 928, Expires 3/31/00
Geotechnical Engineer
Attachments:
Test Results & Site Plan
Distribution:
(4) Addressee -
DEZ:dg
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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Olivenhain Meadows
June 24, 1999
Fill
Soil
Description
Laboratory Compaction Test Results
Maximum
Dry
Density
(pct)
Dark Brown, Sandy, Clayey Silt
121.0
Dark Brown, Sandy Clay
118.0
Pale Green, Slightly Clayey, Silty,
Fine to Medium Grained Sand
115.0
Pale Brown, Clayey, Silty, Fine
to Medium Grained Sand
117.5
Tan to Brown, Slightly Silty, Fine
to Medium Grained Sand
118.0
Yellow Greenish-Brown, Silty,
Clayey Sand (Import)
130.0
Greenish-Tan, Sandy, Silty Clay
(Import from Reva Site)
114.5
Light Green, Silty, Very Fine Grained
Sand (Import from Reva Site)
112.0
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
Our Job No. 98-18
Page 9
Optimum
Moisture
Content
('Yo)
13.9
15.5
15.5
15.0
10.6
8.5
15.2
17.3
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I Olivenhain Meadows Our Job No. 98-18
June 24, 1999 Page 10
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I Fill
Field Density Test Results
I Height of Field Field Maximum
Test Re- Fill T estedJ Moisture Dry Dry Relative
Date Test Test Location Elevation Content Density Density Compaction
I 1998 No. of No. of Test (ft.) (%) (pct) (pct) (%)
I 12-11 1 Lot 8 +2.0 17.1 104.1 121.0 86.0
2 Lot 8 +2.0 15.6 110.2 121.0 91.1
I 3 Lot 7 +2.0 21.0 104.1 121.0 86.0
I 4 3 Lot 7 +2.0 20.9 106.6 121.0 88.1
5 1 Lot 8 +2.0 17.6 107.0 121.0 88.4
I 6 Lot 8 +2.0 18.0 111.6 121.0 92.2
I 12-12 7 4 Lot 7 +2.0 20.1 106.6 121.0 88.1
12-14 8 7 Lot 7 +2.0 19.0 109.1 121.0 90.2
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9 5 Lot 8 +2.0 19.2 108.9 121.0 90.0
I 10 Lot 8 +3.5 18.0 106.9 ] 18.0 90.6
I 11 Lot 7 +3.5 17.9 107.3 118.0 90.9
12 Lot 7 +3.5 15.6 102.1 118.0 86.5
I 13 Lot 8 +3.5 16.9 100.3 118.0 85.0
I 12-15 14 13 Lot 8 +3.5 18.2 104.4 118.0 88.5
15 12 Lot 7 +3.5 17.4 99.6 118.0 84.4
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SOIL AND FOUNDATION ENGINEERING, INC.
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I 01ivenhain Meadows Our Job No. 98-18
June 24, 1999 Page 11
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I Fill
Field Density Test Results
I Height of Field Field Maximum
Test Re- F ill Tested! Moisture Dry Dry Relative
Date Test Test Location Elevation Content Density Density Compaction
I 1998 No. of No. of Test (ft.) (%) (pcfl ( pcfl (%)
I 12-15 16 14 Lot 8 +3.5 15.6 106.7 118.0 90.4'
17.8 106.4 90.2
17 Lot 7 +4.5 118.0
I 18 Lot 8 +4.5 18.2 107.1 118.0 90.8
I 19 15 Lot 7 +3.5 14.3 102.9 118.0 87.2'
20 Lot 7 +6.0 14.4 108.8 118.0 92.2
I 21 Lot 8 +6.0 15.8 101.5 118.0 86.0
I 22 19 Lot 7 +3.5 15.1 107.3 118.0 90.9
12-16 23 Lot 7 +5.5 14.7 113.6 118.0 96.2
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24 Lot 7 +6.0 14.4 111.3 118.0 94.3
I 25 21 Lot 8 +6.0 17.2 107.0 118.0 90.6
I 26 Lot 8 +3.0 18.0 108.1 118.0 91.6
12-17 27 Lot 8 +8.0 15.8 103.6 121.0 85.6
I 28 Lot 7 +8.0 16.1 106.5 121.0 88.0
I 29 Lot 8 +8.0 14.9 109.1 121.0 90.2
30 Lot 7 +8.0 17.0 104.1 121.0 86.0
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I ' Test performed by the sand cone method.
I WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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I Olivenhain Meadows Our Job No. 98-18
June 24, 1999 Page 12
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I Fill
Field Density Test Results
I Height of Field Field Maximum
Test Re- F ill Tested! Moisture Dry Dry Relative
Date Test Test Location Elevation Content Density Density Compaction
I 1998 No. of No. of Test 1ft.) 1%) (pcf) Ipcf) 1%)
I 12-18 31 Lot 9 +2.0 16.4 109.4 121.0 90.4
32 Lot II +2.0 15.3 114.2 94.4
121.0
I 12-23 33 27 Lot 8 +8.0 15.5 II 0.1 121.0 91.0
I 34 28 Lot 8 +8.0 14.7 109.9 121.0 90.8
35 30 Lot 7 +8.0 13.9 114.2 121.0 94.4
I 36 Lot 7 +8.5 17.3 110.6 121.0 91.4
I 37 Lot 9 +4.0 16.1 108.9 118.0 92.3
38 Lot 10 +4.0 15.9 108.6 118.0 92.0
I 39 Lot 11 +4.0 14.3 114.1 118.0 96.7
I 12-30 40 Offsite Area +1.5 17.4 101.8 115.0 88.5
I 41 Offsite Area +1.5 17.0 102.4 115.0 89.0
12-31 42 40 Offsite Area +1.5 17.2 105.8 115.0 92.0
I 43 41 Offsite Area +1.5 17.8 107.0 115.0 93.0
1999
I 1-04 44 Offsite Area +3.0 21.0 97.8 115.0 85.0
45 44 Offsite Area +3.0 20.8 97.4 115.0 84.7
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SOIL AND FOUNDATION ENGINEERING, INC.
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I Olivenhain Meadows Our Job No. 98-18
June 24, 1999 Page 13
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Field Density Test Results
I Height of Field Field Maximum
Test Re- Fill Tested! Moisture Dry Dry Relative
I Date Test Test Location Elevation Content Density Density Compaction
1999 No. of No. of Test (ft.) (%) (pct) (pct) (%)
I 1-04 46 45 Offsite Area +3.0 15.8 104.7 115.0 91.0
47 Offsite Area +3.0 16.7 104.2 115.0 90.6
I 48 Offsite Area +5.0 22.0 97.3 115.0 84.6
I 49 48 Offsite Area +5.0 19.0 105.0 115.0 91.3
50 Not Used
I 1-05 51 Lot 5 +2.0 19.7 109.4 118.0 92.7
I 1-06 52 Lot 4 +2.5 17.1 110.0 118.0 93.2
I 53 Lot 6 +2.0 17.3 102.1 118.0 86.5
54 53 Lot 6 +2.0 21.0 107.2 118.0 86.6
I 55 Lot 5 +4.5 20.0 103.6 118.0 87.8
I 56 55 Lot 5 +4.5 18.1 107.2 115.0 93.2
57 54 Lot 6 +4.5 17.6 98.4 115.0 85.6
I 1-07 58 Lot 4 +3.0 18.1 105.8 115.0 92.0
I 59 57 Lot 6 +4.5 17.6 103.5 115.0 90.0
60 Lot 5 +6.5 17.2 105.4 115.0 91.7
I 61 Lot 6 +6.5 20.1 102.2 115.0 88.9
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SOIL AND FOUNDATION ENGINEERING, INC.
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I Olivenhain Meadows Our Job No. 98-18
June 24, 1999 Page 14
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Field Density Test Results
I Height of Field Field Maximum
Test Re- F ill T estedJ Moisture Dry Dry Relative
Date Test Test Location Elevation Content Density Density Compaction
I 1999 No. of No. of Test (ft.) (%) (pel) (pcf) (%)
I 1-07 62 Lot 4 +5.0 22.9 97.8 115.0 85.0
63 62 Lot 4 +5.0 19.7 106.6 115.0 92.7
I 64 61 Lot 6 +6.5 17.4 104.2 115.0 90.6
I 1-08 65 Lot 6 +6.5 23.8 94.3 115.0 82.0
66 Lot 5 +6.5 22.2 105.8 115.0 90.0
I 67 Lot 4 +5.0 18.1 105.8 115.0 90.0
I 68 Lot 3 +2.0 20.0 107.3 115.0 91.3
1-09 69 65 Lot 6 +6.5 18.3 105.6 115.0 91.8'
I 70 Lot 4 +5.0 19.0 106.2 115.0 92.4'
I 71 Lot 3 +2.0 21.0 105.0 115.0 91.3'
I 72 Lot 3 +4.0 23.9 99.0 115.0 86.1 '
1-11 73 72 Lot 3 +4.0 21.3 106.4 115.0 92.1
I 1-12 74 Lot 3 +2.0 20.7 106.8 117.5 90.9
I 75 Lot 3 +2.0 20.7 107.5 117.5 91.5
1-13 76 Lot 3 +6.0 18.5 107.7 117.5 91.7
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I ' Test performed by the sand cone method.
I WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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I Olivenhain Meadows Our Job No. 98-18
June 24, 1999 Page 15
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I Fill
Field Density Test Results
I Height of Field Field Maximum
Test Re- F ill T ested/ Moisture Dry Dry Relative
Date Test Test Location Elevation Content Density Density Compaction
I 1999 No. of No. of Test ( ft.) ('Yo) (pcl') (pcl') ('Yo)
I 1-13 77 Lot 3 +6.0 23.0 101.7 117.5 86.6
78 77 Lot 3 +6.0 19.5 103.5 117.5 88.1
I 79 Lot 3 +6.0 18.5 106.0 117.5 90.2*
I 80 Lot 3 +6.0 19.0 106.2 117.5 90.4*
1-14 81 Lot 3 +6.0 22.7 98.6 117.5 83.9*
I 1-15 82 81 Lot 3 114.0 16.8 109.3 117.5 93.0
I 83 Lot 3 114.0 17.1 106.9 117.5 91.0
1-16 84 Lot 2 116.0 16.0 103.2 117.5 87.8
I 85 Lot 2 116.0 19.0 104.7 117.5 89.1
I 86 84 Lot 2 116.0 19.6 106.3 . 117.5 90.5
I 87 85 Lot 2 116.0 20.1 106.6 117.5 90.7
88 Lot 2 118.0 18.8 106.5 117.5 90.6
I 89 Valleyside Lane 117.0 20.1 106.8 117.5 90.9
I 90 Lot 2 114.0 19.8 106.5 117.5 90.6
91 Lot 2 119.0 20.3 106.1 117.5 90.3
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I * Test performed by the sand cone method.
I WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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I Olivenhain Meadows Our Job No. 98-18
June 24, 1999 Page 16
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I Fill
Field Density Test Results
I Height of Field Field Maximum
Test Re- Fill T estedJ Moisture Dry Dry Relative
I Date Test Test Location Elevation Content Density Density Compaction
1999 No. of No. of Test ( ft.) (%) (pcf) (pcf) (%)
I 1-16 92 Lot 2 120.0 20.1 106.8 117.5 90.9
93 Lot 2 116.0 18.8 106.5 117.5 90.6
I 1-18 94 Lot 2 120.0 17.2 109.6 117.5 93.3
I 95 Lot 2 122.0 17.8 106.7 117.5 90.8
96 Lot 2 124.0 18.6 106.7 117.5 90.8
I 97 Lot 2 125.0 17.9 106.5 117.5 90.6
I 1-19 98 Lot 2 125.0 17.5 110.1 117.5 93.7"
I 99 Lot 1 127.0 19.3 106.8 117.5 90.9"
1-20 100 Lot 2 138.0 23.0 99.3 117.5 84.5
I 101 100 Lot 2 138.0 22.4 99.0 117.5 84.3
I 102 Lot 1 142.0 21.0 104.0 117.5 88.5
103 102 Lot 1 142.0 21.0 101.0 117.5 86.0"
I 104 103 Lot 1 141.5 22.1 100.0 117.5 85.1
I 1-21 105 104 Lot 1 140.0 24.2 101.8 117.5 86.6
106 101 Lot 2 138.0 22.9 103.8 117.5 88.3
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I " Test performed by the sand cone method.
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SOIL AND FOUNDATION ENGINEERING, INC.
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I Olivenhain Meadows Our Job No. 98-18
June 24, 1999 Page 17
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I Fill
Field Densitv Test Results
I Height of Field Field Maximum
Test Re- F ill T ested/ Moisture Dry Dry Relative
I Date Test Test Location Elevation Content Density Density Compaction
1999 No. of No. of Test (ft.) (%) (pct) (pct) (%)
I 1-22 107 106 Lot 2 138.0 26.1 97.5 117.5 83.0
108 105 Lot 1 136.0 25.0 101.4 117.5 86.3
I 109 107 Lot 2 136.0 24.9 100.5 117.5 85.5
I 110 109 Lot 2 136.0 25.0 99.8 117.5 85.0*
III 110 Lot 2 134.0 27.7 95.7 117.5 81.4
I 112 III Lot 2 133.0 21.2 105.8 117.5 90.0
I 113 108 Lot 1 134.0 26.1 97.5 117.5 83.0
I 1-23 114 113 Lot I 132.0 22.0 106.7 117.5 90.8
115 Lot 2 134.5 23.9 101.5 117.5 86.4
I 116 Lot 1 133.0 21.2 106.5 117.5 90.6
I 117 115 Lot 2 134.5 20.7 107.2 117.5 91.2
118 Lot 2 135.5 20.5 106.0 117.5 90.2
I 2-06 119 Lot 2 136.5 25.0 97.5 117.5 83.0
I 2-11 120 119 Lot 2 136.5 22.0 99.9 117.5 85.0
121 120 Lot 2 136.5 21.6 104.3 117.5 88.8
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I * Test performed by the sand cone method.
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SOIL AND FOUNDATION ENGINEERING, INC.
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I Olivenhain Meadows Our Job No. 98-18
June 24, 1999 Page 18
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I Fill
Field Density Test Results
I Height of Field Field Maximum
Test Re- Fill Tested! Moisture Dry Dry Relative
Date Test Test Location Elevation Content Density Density Compaction
I 1999 No. of No. of Test (ft.) (%) (pcf) (pet) (%)
I 2-11 122 121 Lot 2 136.5 21.3 106.0 117.5 90.2
137.0 20.6 106.7 117.5 90.8
123 Road & Canyon
I 124 Road & Canyon 137.0 21.3 105.2 117.5 89.5
I 125 124 Road & Canyon 137.0 21.0 107.2 117.5 91.2
126 Lot2 137.0 20.8 106.5 117.5 90.6
I 2-13 127 Lot I 137.0 22.0 97.5 117.5 83.0
I 128 Lot 2 138.0 22.8 97.9 117.5 83.3
I 129 127 Lot 1 137.0 19.9 107.5 117.5 91.5
130 128 Lot2 138.0 20.6 107.2 117.5 91.2
I 131 Road & Canyon 138.0 21.3 108.5 117.5 92.3
I 132 Road & Canyon 138.0 20.6 106.5 117.5 90.6
133 Road & Canyon 138.0 19.8 107.5 117.5 91.5
I 2-15 134 Road & Canyon 139.0 20.5 106.5 117.5 90.6
I 135 Road & Canyon 140.0 21.2 105.9 117.5 90.1
136 Road & Canyon 141.0 20.6 107.2 117.5 91.2
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SOIL AND FOUNDATION ENGINEERING, INC.
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I 01ivenhain Meadows Our Job No. 98-18
June 24, 1999 Page 19
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I Fill
Field Density Test Results
I Height of Field Field Maximum
Test Re- Fill Tested! Moisture Dry Dry Relative
I Date Test Test Location Elevation Content Density Density Compaction
1999 No. of No. of Test (ft.) (%) (pcf) (pcf) (%)
I 2-15 137 Lot 1 139.0 20.9 106.6 117.5 90.7
138 Lot 2 140.0 20.3 106.1 117.5 90.3
I 139 Lot 1 140.0 21.4 107.3 117.5 91.3
I 140 Lot 2 141.0 20.5 106.1 117.5 90.3
2-16 141 Road & Canyon 142.0 21.6 107.6 117.5 91.6
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142 Road & Canyon 143.0 21.2 106.7 117.5 90.8
I 143 Road & Canyon 144.0 20.7 105.9 117.5 90.1
I 144 Road & Canyon 145.0 21.1 106.6 117.5 90.7
145 Lot 1 141.0 21.4 106.2 117.5 90.4
I 2-17 146 Road & Canyon 143.0 21.4 107.3 117.5 91.3
I 147 Road & Canyon 144.0 19.6 107.0 117.5 91.1
148 Road & Canyon 145.0 22.3 105.9 117.5 90.1
I 149 Road & Canyon 146.0 20.8 107.5 117.5 91.5
I 2-18 150 Road & Canyon 144.0 22.3 106.5 117.5 90.6
I 151 Road & Canyon 145.0 20.9 106.0 117.5 90.2
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June 24, 1999 Page 20
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Fill
I Field Density Test Results
I Height of Field Field Maximum
Test Re- Fill Tested! Moisture Dry Dry Relative
Date Test Test Location Elevation Content Density Density Compaction
I 1999 No. of No. of Test ( f1.) (%) (pcfl (pct) (%)
2-18 152 Road & Canyon 146.0 21.7 106.7 117.5 90.8
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153 Road & Canyon 145.0 23.6 100.6 117.5 85.6
I 154 Road & Canyon 146.0 24.8 103.6 117.5 88.2
I 155 Road & Canyon 147.0 23.9 101.9 117.5 86.7
2-19 156 153 Road & Canyon 145.0 21.6 106.1 117.5 90.3
I 157 154 Road & Canyon 146.0 22.0 106.7 117.5 90.8
I 158 155 Road & Canyon 147.0 21.8 106.3 117.5 90.5
159 Road & Canyon 146.0 22.9 103.8 117.5 88.3
I 160 Road & Canyon 147.0 23.1 102.9 117.5 87.6
I 161 Road & Canyon 148.0 23.0 102.1 117.5 86.9
I 2-22 162 159 Road & Canyon 146.0 21.5 107.7 117.5 91.7
163
160 Road & Canyon 147.0 21.3 106.7 117.5 90.8
I 164 161 Road & Canyon 148.0 20.7 107.0 117.5 91.1
I 165 Road & Canyon 147.0 21.2 108.5 117.5 92.3
166 Road & Canyon 148.0 20.3 107.4 117.5 91.4
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June 24, 1999 Page 21
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Fill
I Field Density Test Results
I Height of Field Field Maximum
Test Re- Fill Tested! Moisture Dry Dry Relative
Date Test Test Location Elevation Content Density Density Compaction
I 1999 No. of No. of Test ( ft.) (%) (pcf\ (pcf\ (%)
2-22 167 Road & Canyon 149.0 20.8 106.1 117.5 90.3
I
2-23 168 Road & Canyon 148.0 21.2 108.8 117.5 92.6
I 169 Road & Canyon 149.0 22.0 106.3 117.5 90.5
I 170 Road & Canyon 150.0 20.7 107.4 117.5 91.4
171 Road & Canyon 149.0 21.8 106.7 117.5 90.8
I 172 Road & Canyon 150.0 21.1 108.2 117.5 92.1
I 173 Road & Canyon 151.0 20.9 108.0 117.5 91.9
2-24 174 Road & Canyon 150.0 18.8 106.8 117.5 90.9
I 175 Road & Canyon 151.0 20.2 106.0 117.5 90.2
I 176 Road & Canyon 152.0 19.6 107.7 117.5 91.7
I 177 Road & Canyon 151.0 19.5 106.2 117.5 90.4
178 Road & Canyon 152.0 18.9 106.3 90.5
117.5
I 179 Road & Canyon 153.0 19.9 105.9 117.5 90.1
I 2-25 180 Road & Canyon 153.0 19.3 108.4 117.5 92.3
181 Road & Canyon 154.0 18.7 107.3 117.5 91.3
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I Olivenhain Meadows Our Job No. 98-18
June 24, 1999 Page 22
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I Fill
Field Density Test Results
I Height of Field Field Maximum
Test Re- F ill T ested/ Moisture Dry Dry Relative
Date Test Test Location Elevation Content Density Density Compaction
I 1999 No. of No. of Test (ft.) (%) (pet) (pef) (%)
I 2-25 182 Road & Canyon 152.0 18.3 106.7 117.5 90.8
183 Road & Canyon 154.0 16.6 109.5 117.5 93.2
I 184 Road & Canyon 155.0 18.7 108.8 117.5 92.6
I 185 Road & Canyon 156.0 18.9 107.9 117.5 91.8
2-26 186 Valleyside Lane 157.0 19.6 107.7 117.5 91.7
I 187 Valleyside Lane 158.0 20.7 106.0 117.5 90.2
I 188 Valleyside Lane 159.0 19.2 108.5 117.5 92.3
189 Valleyside Lane 160.0 20.1 107.4 117.5 91.4
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190 Valleyside Lane 161.0 18.9 106.8 117.5 90.9
I 191 Valleyside Lane 162.0 19.3 107.6 117.5 91.6
I 192 Valleyside Lane 163.0 19.8 107.5 117.5 91.5
2-27 193 Valleyside Lane 164.0 18.8 108.8 117.5 92.6
I 194 Valleyside Lane 165.0 20.6 107.7 117.5 91.7
I 195 Valleyside Lane 166.0 19.2 108.5 117.5 92.3
196 Valleyside Lane 167.0 19.7 106.5 117.5 90.6
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I Olivenhain Meadows Our Job No. 98-18
June 24, 1999 Page 23
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Fill
I Field Density Test Results
I Height of Field Field Maximum
Test Re- Fill Tested! Moisture Dry Dry Relative
Date Test Test Location Elevation Content Density Density Compaction
I 1999 No. of No. of Test ( ft.) (%) ( pcfl (pcfl (%)
2-27 197 Valleyside Lane 169.0 19.0 107.9 117.5 91.8
I 198 Valleyside Lane 171.0 20.3 108.6 117.5 92.4
I 199 Valleyside Lane 173.0 19.4 107.9 117.5 91.8
I 3-01 200 Lot 1 140.0 19.6 106.8 117.5 90.9
201 Lot 1 140.0 20.3 108.9 117.5 92.7
I 202 Lot 1 141.0 19.9 107.3 117.5 91.3
I 203 Lot 1 141.0 20.0 108.3 117.5 92.2
204 Lot 1 142.0 19.7 107.9 117.5 91.8
I 205 Lot 1 142.0 21.3 107.0 117.5 91.1
I 3-02 206 Lot 1 143.0 20.4 108.7 . 117.5 92.5
207 Lot 1 143.0 19.8 107.3 117.5 91.3
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3-03 208 Lot 1 144.0 18.6 107.0 117.5 91.1
I 209 Lot I 144.0 19.2 108.6 117.5 92.4
I 210 Lot 1 145.0 20.0 109.5 117.5 93.2
211 Lot 1 145.0 19.6 107.7 117.5 91.7
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I Olivenhain Meadows Our Job No. 98-18
June 24, 1999 Page 24
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I Fill
Field Density Test Results
I Height of Field Field Maximum
Test Re- F ill Tested! Moisture Dry Dry Relative
Date Test Test Location Elevation Content Density Density Compaction
I 1999 No. of No. of Test (ft.) (%) (pcf) (pcf) (%)
3-04 212 Lot I 146.0 19.3 107.1 117.5 91.2
I 213 Lot I 146.0 19.8 106.8 117.5 90.9
I 214 Lot I 147.0 19.5 107.4 117.5 91.4
I 215 Lot 1 147.0 18.9 106.3 117.5 90.5
216 Lot I 148.0 19.7 108.5 117.5 92.3
I 217 Lot 1 148.0 19.2 107.6 117.5 91.6
I 3-05 218 Lot 1 149.0 19.2 108.8 117.5 92.6
219 Lot I 149.0 18.5 109.4 117.5 93.1
I 3-06 220 Lot I 150.0 18.7 107.3 117.5 91.3
I 221 Lot 1 150.0 19.3 106.7 117.5 90.8
I 222 Lot 1 151.0 19.0 108.8 117.5 92.6
223 Lot 1 151.0 19.4 108.2
117.5 92.1
I 3-08 224 Lot 1 152.0 20.2 107.2 117.5 91.2
I 225 Lot I 152.0 18.7 109.7 117.5 93.4
226 Lot 1 153.0 19.3 108.8 117.5 92.6
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I Fill
Field Density Test Results
I Height of Field Field Maximum
Test Re- F ill T estedl Moisture Dry Dry Relative
Date Test Test Location Elevation Content Density Density Compaction
I 1999 No. of No. of Test ( ft.) (%) (pcl) ( pct) (%)
3-08 227 Lot I 153.0 19.6 108.3 117.5 92.2
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3-09 228 Lot 1 154.0 19.1 107.3 117.5 91.3
I 229 Lot 1 154.0 19.8 107.0 117.5 91.1
I 3-10 230 Lot 1 155.0 18.2 106.5 117.5 90.6
231 Lot 1 155.0 19.4 108.2 117.5 92.1
I 232 Lot 1 156.0 18.7 107.3 117.5 91.3
I 233 Lot 1 156.0 18.3 107.7 117.5 91.7
3-11 234 Lot 1 157.0 18.3 108.8 117.5 92.6
I 235 Lot 1 157.0 19.2 109.5 117.5 93.2
I 3-12 236 Lot 1 158.0 19.5 107.7 117.5 91.7
I 237 Lot I 158.0 19.1 107.2 117.5 91.2
3-13 238 Valleyside Lane 142.0 19.6 109.7 117.5 93.4
I 239 Valleyside Lane 154.0 19.0 108.2 117.5 92.1
I 240 Valleyside Lane 168.0 19.9 109.4 117.5 93.1
241 Lot 2 135.0 19.4 108.8 117.5 92.6
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I Olivenhain Meadows Our Job No. 98-18
June 24, 1999 Page 26
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I Fill
Field Density Test Results
I Height of Field Field Maximum
Test Re- Fill Tested! Moisture Dry Dry Relative
Date Test Test Location Elevation Content Density Density Compaction
I 1999 No. of No. of Test ( ft.) (%) (pct) (pct) (%)
I 3-\3 242 Lot 2 \35.0 20.4 106.7 117.5 90.8
3-17 243 Lot 2 136.0 18.5 106.2 117.5 90.4
I 244 Lot 2 \36.0 19.2 106.7 117.5 90.8
I 245 Lot 2 \37.0 18.8 107.7 117.5 91.7
246 Lot 2 \37.0 19.6 107.0 117.5 91.1
I 247 Lot 1 158.5 19.3 108.6 117.5 92.4
I 3-18 248 Lot I 159.0 18.2 107.6 117.5 91.6
249 Lot 1 159.0 18.5 106.8 117.5 90.9
I 250 Valleyside Lane 150.0 18.4 109.7 117.5 93.4
I 251 Valleyside Lane 160.0 18.8 109.2 117.5 92.9
I 252 Valleyside Lane 170.0 18.3 109.4 117.5 93.1
253 Valleyside Lane 172.0 18.4 108.7 117.5 92.5
I 3-19 254 Lol2 \38.0 19.7 108.3 117.5 92.2
I 255 Lol2 \38.0 20.1 107.6 117.5 91.6
256 Lol2 \39.0 19.4 107.4 117.5 91.4
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I Olivenhain Meadows aUf Job No. 98-18
June 24, 1999 Page 27
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Fill
I Field Densitv Test Results
I Height of Field Field Maximum
Test Re- Fill Tested! Moisture Dry Dry Relative
Date Test Test Location Elevation Content Density Density Compaction
I 1999 No. of No. of Test (ft.) (%) (pcl) (pcf) (%)
3-19 257 Lot 2 139.0 19.0 106.7 117.5 90.8
I 258 Lot 3 122.0 18..9 108.5 117.5 92.3
I 259 Lot 3 123.0 19.7 107.0 117.5 91.1
I 260 Lot 3 124.0 19.3 107.6 117.5 91.6
3-22 261 Lots 5 & 6 +1.0 20.4 106.0 117.5 90.4
I 262 Lots 5 & 6 +2.0 21.3 106.0 117.5 90.2
I 263 Lots5&6 +4.0 20.9 106.7 117.5 90.8
264 Lots5&6 +4.0 21.8 106.3 117.5 90.5
I 265 Lots5&6 +6.0 21.5 106.0 117.5 90.2
I 266 Lots 5 & 6 +6.0 .20.7 106.8 117.5 90.9
267 Lots 5 & 6 +8.0 21.2 106.5 117.5 90.6
I 3-22 268 Lots 5 & 6 +8.0 21.6 107.2 117.5 91.2
I 269 Lots5&6 +10.0 20.8 106.7 117.5 90.8
I 270 Lots 5 & 6 +10.0 21.1 107.5 117.5 91.5
3-23 271 Lots 5 & 6 +12.0 19.9 107.3 117.5 91.3
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I Olivenhain Meadows Our Job No. 98-18
June 24, 1999 Page 28
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Fill
I Field Density Test Results
I Height of Field Field Maximum
Test Re- Fill Tested! Moisture Dry Dry Relative
Date Test Test Location Elevation Content Density Density Compaction
I 1999 No. of No. of Test (ft.) (%) (pcf) (pct) (%)
3-23 272 Lots5&6 +12.0 20.8 106.7 117.5 90.8
I 273 Lots 5 & 6 +14.0 20.2 107.6 117.5 91.6
I 274 Lots 5 & 6 +14.0 19.2 108.6 117.5 92.4
I 275 Lots 5 & 6 +16.0 20.0 107.5 117.5 91.5
3-24 276
Lots5&6 +12.0 19.4 106.5 117.5 90.6
I 277 Lots 5 & 6 +18.0 19.1 108.5 117.5 92.3
I 278 Lots 5 & 6 +14.0 19.6 107.7 117.5 91.7
279 Lots5&6 +20.0 20.1 107.2 117.5 91.2
I 280 Lots 5 & 6 +16.0 19.6 108.5 117.5 92.3
I 281 Lots 5 & 6 +22.0 19.9 107.5 117.5 91.5
282 Lots 5 & 6 +18.0 19.4 107.9 117.5 91.8
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3-26 283 Desert Rose Way +2.0 19.1 106.5 117.5 90.6
I 284 Desert Rose Way +4.0 18.0 107.3 117.5 91.3
I 285 Desert Rose Way +6.0 18.6 107.8 117.5 91.8
286 Desert Rose Way +8.0 18.1 106.1 117.5 90.3
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I Olivenhain Meadows Our Job No. 98-18
June 24, 1999 Page 29
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Fill
I Field Densitv Test Results
I Height of Field Field Maximum
Test Re- F ill T estedl Moisture Dry Dry Relative
Date Test Test Location Elevation Content Density Density Compaction
I 1999 No. of No. of Test (ft.) (%) (pct) (pcf) (%)
3-26 287 Desert Rose Way +10.0 18.9 107.4 117.5 91.4
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3-27 288 Lots 5 & 6 +22.0 21.6 107.7 117.5 91.7
I 289 Lots 5 & 6 +20.0 22.0 106.7 117.5 90.8
I 290 Lots 5 & 6 +24.0 21.3 108.3 II 7.5 92.2
3-29 291 Lots 5 & 6 +22.0 21.5 107.4 117.5 91.4
I 292 Lots 5 & 6 +26.0 20.5 106.8 117.5 90.9
I 293 Lots 5 & 6 +24.0 21.4 107.0 II 7.5 91.1
294 Lots 5 & 6 +26.0 19.2 108.5 117.5 92.3
I 295 Lots 5 & 6 +28.0 18.9 107.6 II 7.5 91.6
I 296 Lots 5 & 6 +28.0 19.2 106.8 117.5 90.9
I 297 Lots 5 & 6 +30.0 19.4 108.2 117.5 92.1
3-30 298 Lots 5 & 6 +30.0 18.5 107.8 II 7.5 91.7.
I 299 Lots 5 & 6 +32.0 19.6 108.5 117.5 92.4.
I 300 Lots 5 & 6 +34.0 19.2 107.0 117.5 91.1 ·
301 Lots 5 & 6 +36.0 18.7 107.6 117.5 91.6.
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· Test performed by the sand cone method.
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I 01ivenhain Meadows Our Job No. 98-18
June 24, 1999 Page 30
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Fill
I Field Densitv Test Results
I Height of Field Field Maximum
Test Re- Fill Tested! Moisture Dry Dry Relative
Date Test Test Location Elevation Content Density Density Compaction
I 1999 No. of No. of Test ( f1.) (%) (pe[) (pet) (%)
3-30 302 Lots5&6 +38.0 18.8 107.2 117.5 91.2 *
I 4-01 303 Canyon 148.0 19.8 106.4 117.5 90.5*
I 304 Canyon 154.0 19.2 106.7 117.5 90.8*
I 4-21 305 Lot 1 159.0 14.0 98.7 114.5 86.2*
5-05 306 Lot 2 140.0 16.8 106.0 114.5 92.6*
I 307 305 Lot 1 159.0 17.1 106.6 114.5 93.1*
I 5-06 308 Lot 2 F.G. 16.0 107.1 114.5 93.5*
309 Lot 2 F.G. 16.5 109.5 114.5 95.6*
I 310 Lot 1 F.G. 15.9 105.5 114.5 92.2*
I 311 Lot 1 F:G. 16.3 105.2 114.5 91.9*
I 312 Lot 3 F.G. 18.9 103.4 112.0 92.3*
313 Lot 3 F.G. 18.2 102.6 112.0 91.6*
I 314 Lot 4 F.G. 13.9 109.9 118.0 93.2*
I 5-06 315 Lot 4 F.G. 13.5 107.8 118.0 91.4*
5-19 316 Lot 5 F.G. 12.4 109.5 118.0 92.8
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* Test performed by the sand eone method.
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WESTERN
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I Olivenhain Meadows Our Job No. 98-18
June 24, 1999 Page 31
I
Fill
I Field Density Test Results
I Height of Field Field Maximum
Test Re- F ill T estedl Moisture Dry Dry Relative
Date Test Test Location Elevation Content Density Density Compaction
I 1999 No. ofNo. of Test ( ft.) (%) (pct) (pct) (%)
5-19 317 Lot 5 F.G. 13.5 110.0 118.0 93.2
I 318 Lot 6 F.G. 12.9 107.5 118.0 91.1
I 319 Lot 6 F.G. 12.0 108.3 118.0 91.8
I 320 Lot 7 F.G. 12.6 109.2 118.0 92.6
321 Lot 7 F.G. 13.1 110.1 118.0 93.3
I 322 Lot 8 F.G. 12.8 108.8 118.0 92.2
I 323 Lot 8 F.G. 13.4 109.9 118.0 93.1
324 Lot 9 F.G. 12.2 109.4 118.0 92.7
I 325 Lot 9 F.G. 10.6 121.7 130.0 93.6
I 326 Lot 10 F.G. 11.2 120.1 130.0 92.4
I 327 Lot 10 F.G. 10.8 118.7 130.0 91.3
328 Lot II F.G. 12.7 110.2 118.0 93.4
I 329 Lot II F.G. 12.3 109.6 118.0 92.9
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OCT ,J": 199/
GEOTECHNICAL INVESTIGATION
PROPOSED MILLER SUBDIVISION
DESERT ROSE WAY
ENCINITAS, CALIFORNIA
JOB NO. 91-23
JUNE 17, 1991
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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GEOTECHNICAL INVESTIGATION
PROPOSED MILLER SUBDIVISION
DESERT ROSE WAY
ENCINITAS, CALIFORNIA
Prepared For:
MR. DAVE MILLER
C/O MR. GREG BROWN
770 RANCHO SANTA FE ROAD
ENCINITAS, CALIFORNIA 92024
JOB NO. 91-23
JUNE 17, 1991
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
PHONE 746-3553
AREA CODE 619
423 HALE AVENUE
ESCONDIDO. CALIFORNIA 92029
June 17, 1991
Mr. Dave Mi 11 er
c/o Mr. Greg Brown
770 Rancho Santa Fe Road
Encinitas, California 92024
Project:
Job No. 91-23
Proposed subdivision
Desert Rose Way
Encinitas, California
Subject:
Report of Geotechnical Investigation
Mr. Miller:
In accordance with your request, we have completed a
geotechnical investigation for the proposed project. We are
presenting to you, herewith, our findings and recommendations for
the development of this site.
The findings of this study indicate that this site is suitable
for the proposed development provided that the special preparations
and foundation recommendations presented in the attached report are
complied with.
If you have any questions after reviewing the findings and
recommendations contained in the attached report, please do not
hesitate to contact this office. This opportunity to be of
professional service is sincerely appreciated.
Respectfully submitted,
WESTER~ SOIL AN~DATION
,/~ ~
Vin~G~~, St:ff Geolo ist
ENGINEERING, INC.
~ ~ \\ rES S /OtY.
0> 1'(
, ~ ~ to ZI!(I!("~ ~}
,---'vI ~ ~ ~\
G-J ' ~ ~ ~\'
- <::::i .~ ;2:,
~ No. CE 26676 .J 6!
... (:-;<'p_ :3/3/f~ II
J'~ C!V~_---<<~0f
If OF C ~ \.. \\\;>"'?
GE 928
Attachments
Distribution: (4) Addressee
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Site Description
Subsurface Conditions
Groundwater
Page
1
2
3
3
4
7
TABLE OF CONTENTS
Introduction and Project Description
Project Scope
Findings
Geologic Hazards
Recommendations and Conclusions
Site Preparation
Foundations
Field Explorations
Laboratory Testing
Plan Review
Limitations
Plate Numbers 1
Plate Number 2
Plate Numbers 3 through 6
Plate Numbers 7 through 13
Plate Numbers 14 through 18
Plate Number 19
Plate Numbers 20
APPENDIX I
APPENDIX II
7
Faults and seismic Hazards 7
Liquefaction 8
Landslides and Slope Stability 8
Existing Soil
Expansive Soil
Earthwork
Cut and Fill Slopes
Rippability
9
9
10
11
12
12
14
14
14
16
16
17
General
Transition Areas
Lateral Resistance
Retaining Walls
18
19
19
20
ATTACHMENTS
Site Plan (In Rear Pocket)
Unified Soil Classification Chart
Trench Drawings
Trench Logs
Laboratory Test Results
Fill Slope Key
Buttress Slope Key
Specifications for Construction of
controlled Fills
References
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC..
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Mi 11 er
June 17, 1991
Job No. 91-23
Page 1
GEOTECHNICAL INVESTIGATION
PROPOSED MILLER SUBDIVISION
DESERT ROSE WAY
ENCINITAS, CALIFORNIA
INTRODUCTION AND PROJECT DESCRIPTION
This report presents the results of our geotechnical
investigation performed on the above referenced site. The
purpose of this investigation was to evaluate the existing
surface and subsurface conditions from a geotechnical perspective
in order to provide recommendations for your proposed
development.
The proposed project is an eleven lot residential subdivision
as submitted by you in preliminary form on the site plan included
as part of and shown on Plate No.1 of this report. Parcel 2 of
Parcel Map 14489 was also included in this investigation.
It is our understanding that the initial earthmoving
operation will involve the remediation of existing detrimental
soil conditions and the installation of roadway improvements.
At a later (as of yet undetermined) date, custom grading
will be performed on a lot by lot basis. This grading will be
tailored to the individual design needs of each proposed
residence. It is anticipated that the future proposed cuts and
fills would not exceed 10 feet in vertical height.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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Mi 11 er
June 17, 1991
Job No. 91-23
Page 2
It is anticipated that any new dwellings will be one or two
story, wood-framed single family residences. The foundations
will be slab-on-grade with continuous and pad spread footings.
Should any future development deviate significantly from our
understanding of the project as described above, we should be
consulted for further recommendations.
The site configuration and exploratory trench locations are
shown on Plate No.1.
PROJECT SCOPE
This investigation consisted of a surface reconnaissance
coupled with a detailed subsurface exploration. Representative
surface and subsurface samples were obtained from the site and
returned to our laboratory for testing. An analysis of the field
and laboratory data collected is submitted in this report.
Specifically, the intent of this analysis was to:
a) Explore the subsurface conditions to the depths that
could be influenced by the proposed construction.
b) Evaluate, by laboratory tests, the pertinent
engineering properties of the various soil and rock
stratigraphic units which could influence the
development of this land, including bearing capacities,
expansive characteristics and settlement potential,
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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Mi 11 er
June 17, 1991
Job No. 91-23
Page 3
c) Develop soil engineering criteria for site grading,
d) Determine potential construction difficulties and
provide recommendations concerning these problems,
e) Recommend an appropriate foundation system for the type
of structures anticipated and develop soil engineering
design criteria for foundation design.
FINDINGS
SITE DESCRIPTION: The project site is located on the east side
of Desert Rose Way, in the community of Olivenhain, City of
Encinitas, California. It can be found in the central southern
half of grid D-3, page 25, of the Thomas Brothers Guide for San
Diego County.
The site is irregular in configuration and encompasses eight
acres. It is bounded to the north, east and southwest by
presently undeveloped property. Single family residences abut
the property's southern corner. Approximately 415 feet front
Desert Rose Way along the western property line.
The project site is situated on the flank of an easterly
facing hillside and into the western portion of a narrow alluvial
basin. The topography is moderately to very steep across the
western portion of the property. It then falls very gently
across the alluvial basin, southeasterly toward a shallow arroyo.
Elevations vary from 200 feet above mean sea level (M.S.L.) at
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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June 17, 1991
Job No. 91-23
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the southwest corner along Desert Rose Way to 100 feet above
(M.S.L.) in the southeast corner of the property. Drainage is by
sheet flow into the arroyo along the eastern property line which
empties into Escondido Creek and eventually into the San Elijo
Lagoon.
No improvements were observed on site at the time of our
investigation. Vegetation consisted mainly of wild grasses and
chaparral. Scattered trees were growing in and along the arroyo
at the eastern edge of the property.
SUBSURFACE CONDITIONS: The subject site is underlain by Eocene
age lagoonal siltstone with interbedded channel and barrier beach
sandstone. These have been mapped by Eisenberg (1983) and Tan
(1986) as belonging to the Del Mar Formation and Torrey
Sandstone, respectively. However, the siltstone is more
characteristic of that found within the Santiago Formation. The
Eocene sedimentary succession is overlain by ancient landslide
debris, older and recent alluvium and colluvium. Each of these
units is described below from oldest to youngest.
DEL MAR/SANTIAGO FORMATION UNDIFFERENTIATED: The majority of the
project site is underlain by clayey and sandy siltstone with
interbedded sandstone. The siltstone varies in color from olive
to dark green. It is generally stiff to hard and often jointed
and severely fractured. The siltstone is more prevalent on this
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June 17, 1991
Job No. 91-23
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site with individual beds ranging from 2 to 8 feet in thickness.
Although mapped as the Del Mar Formation, the thickness, texture
and clayey nature of this unit makes it more similar to the
Santiago Formation.
The interbedded sandstone varies in color from white to pale
yellow when clean to green and dark orange when silty or clayey.
They are poorly to moderately well indurated and friable.
Individual beds range from thick lenses which pinch out laterally
to continuous beds 2 to 6 feet in thickness.
The Eocene sediments on-site are generally flat lying to
gently dipping towards the southeast.
TORREY SANDSTONE: The highest elevations on site are adjacent to
Desert Rose Way and are underlain by the Torrey Sandstone. In
local outcrop the Torrey Sandstone consists of white to pale
yellow to pale gray, medium to coarse grained sand. It is well
indurated and moderately well cemented. off site to the west it
forms steep sided natural slopes. The contact with the
underlying Del Mar/Santiago Formation is a gradational facies
change displaying interbedded sandstone and siltstone.
LANDSLIDE DEBRIS: Landslide deposits on site are derived from
ancient failures within the aforementioned Eocene sediments.
These occur as dark green clayey silt with contorted interbeds of
orange very silty sand to sandy silt. The contorted appearance
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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June 17, 1991
Job No. 91-23
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of these materials suggests failure or movement soon after
deposition, while the sediments were still in a semi-plastic
state (soft sediment deformation). Also represented are rotated
slump blocks. These display a severely titled and strongly
deformed version of the normal stratigraphic sequence (Trench B,
Plate No.4).
These deposits lack the bold topographic expression typical
of youthfull landslides. This, coupled with the complex internal
deformation that characterizes these deposits, suggests that they
were formed in a pluvial part of the pleistocene epoch.
ALLUVIUM: The lowest portions of the site which occur within the
basin are underlain by recent and older alluvium. The recent
alluvium is very moist to wet and poorly consolidated. It
consists of dark brown sandy to clayey silt and light brown very
silty sand. The recent alluvium is underlain by more indurated
alluvial deposits. These are composed of dark yellowish-brown
sandy clay and pale yellowish-brown very clayey sand.
COLLUVIUM: The slopes and base of slopes on site are mantled by
colluvium. The term colluvium is used here to include both in-
situ soil as well as redeposited soil and slope debris. At this
site it is composed of dark brown silty to clayey fine grained
sand and sandy clay. It is generally very moist and poorly
consolidated.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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Miller
June 17, 1991
Job No. 91-23
Page 7
GROUNDWATER: Free groundwater was not encountered in any of our
exploratory trenches. It has been reported by others that
groundwater was observed at the lower elevations on an adjacent
site at a depth of approximately 24 feet. However, the reader is
cautioned that San Diego County is currently entering its sixth
year of drought conditions. Therefore, fluctuation in the level
and flow of groundwater may be anticipated on this site,
especialy in low lying areas.
GEOLOGIC HAZARDS
FAULTS AND SEISMIC HAZARDS: There are no known active or
potentially active faults on or in the immediate vicinity of the
project site. There are, however, several faults located in
sufficiently close proximity that movement associated with them
could cause significant ground motion at the site. The table
below presents the probable maximum earthquake magnitudes and
accelerations anticipated at the site. These accelerations are
based on the assumption that the maximum probable earthquake
occurs on specific faults at the closest point on that particular
fault to the site.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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June 17, 1991
Job No. 91-23
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SEISMICITY OF MAJOR FAULTS
Maximum probable
probable Bedrock
Distance Magnitude Acceleration*
Fault (Miles) (Richter) (q)
Rose Canyon 8 6.0 - 7.0 0.28-0.42
L L
Elsinore 25 7.0 0.17
L
San Jacinto 49 7.8 0.12
L
San Andreas 74 8.5 0.08
L
L = Local Magnitude
* (From Schnabel and Seed, 1972).
LIQUEFACTION: Saturated, loose, uniform fine grained sands and
silts will not exist under building pads if the grading operation
is performed in strict accordance with the recommendations
contained in this report. Therefore, it is unlikely that
liquefaction would affect the site.
LANDSLIDES AND SLOPE STABILITY: Evidence of ancient landslides
were observed within our subsurface exploration. This appeared
as sheared and contorted bedding and rotated stratigraphy. The
approximate limits of landslide debris are presented on Plate
No. 1.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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June 17, 1991
Job No. 91-23
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Although these deposits are apparently related to ancient
landslides, the potential for small scale, shallow seated failure
is high. Therefore, recommendations addressing slope stability
are presented in the following section titled "Cut and Fill
Slopes."
No evidence suggesting the presence of geologic hazards,
other than those described above, were observed in our
exploratory trenches. We did, however, encounter poorly
consolidated and expansive soil material in the form of alluvium,
colluvium and landslide debris.
Recommendations concerning these conditions are presented in
the following sections of this report. During the grading
operation, a Registered Geotechnical Engineer from our firm must
inspect the site for adverse geologic conditions.
RECOMMENDATIONS AND CONCLUSIONS
SITE PREPARATION
The following recommendations address the initial site
conditions. As stated above, custom home sites will probably be
constructed later, on a case by case basis. At that time,
specific recommendations shall be made to insure proper design.
The Soil Engineer and Engineering Geologist must review the
proposed design concept so that the proposed construction will
not adversely affect the remedial steps being recommended herein.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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June 17, 1991
Job No. 91-23
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EXISTING SOIL:
We recommend that any existing fill, colluvium,
alluvium, landslide debris and low density soil be removed to
firm natural ground from beneath any proposed fill pad areas in
their entirety, so that structures will be supported on firm
material. Areas to receive asphalt or concrete pavements, slabs,
driveways or sidewalks should be treated similarly.
This soil may be replaced, if desired, as a controlled fill
recompacted to at least 90% of its maximum dry density. All
deleterious materials and oversized debris encountered in this
fill must be removed and legally disposed of off-site.
Based on the findings of this study the depth of removal
will range from six to in excess of fifteen feet.
In areas where competent materials exist at excessive depths
(15 feet or more) the following alternative recommendations may
be used:
1) Within the flat alluvial basin areas, removals shall
extend to a depth of 8 to 10 feet. This will vary
based on the in-place densities of the soils
encountered.
2) On the sloping portions of the property, a buttress
fill shall be constructed to stabilize soft and
incompetent materials. The buttress shall be
constructed in accordance with the diagram presented
Plate No. 20 of this report. Refer to the recommen-
dations contained in the section titled "Cut and Fill
Slopes."
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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Miller
June 17, 1991
Job No. 91-23
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EXPANSIVE SOIL: Expansive soils (expansion index of 51 or
greater) were encountered in our subsurface exploration (Plate
No. 15). These expansive materials included the clayey
colluvium, alluvium and clayey siltstone observed in our
exploratory trenches. All expansive material, must be kept at
least four feet below finish subgrade. In addition, expansive
soil occurring on cut portions of building pads within four feet
of finish grade shall be completely removed and replaced with
granular non-expansive soil. A limited amount of non-expansive
material may be available on site in the sandy formational
deposits.
It is anticipated that selective grading to provide pads
capped with non-expansive soil would be performed on an
individual lot basis.
Expansion index tests shall be performed on all soil
material used for the building pad areas.
IMPORTED FILL: Imported fill, if required at this site, shall be
examined by our office to determine its suitability prior to
importing.
SURFACE DRAINAGE: Surface drainage shall be directed away from
structures. The ponding of water or saturation of soils cannot
be allowed adjacent to any of the foundations. Surface water
WESTERN
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June 17, 1991
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must not be allowed to drain in an uncontrolled manner over the
top or face of any slope.
EARTHWORK: All earthwork and grading contemplated for site
preparation must be accomplished in accordance with the attached
Specifications for Construction of controlled Fills (Appendix 1).
All special site preparation recommendations presented in the
sections above will supersede those in the Standard
Specifications for Construction of Controlled Fills. All
embankments, structural fill, and fill shall be compacted to a
minimum of 90%. All utility trench backfill must be compacted to
a minimum of 90% of its maximum dry density. The maximum dry
density of each soil type shall be determined in accordance with
A.S.T.M. Test Method 01557-78.
Prior to commencement of the brushing operation, a
pregrading meeting shall be held at the site. The Developer,
Surveyor, Grading Contractor, and Soil Engineer will attend. Our
firm should be given at least 48 hours notice of the meeting time
and date.
CUT AND FILL SLOPES: We recommend that all cut and fill slopes
be constructed with a slope ratio of 2.0:1.0 (horizontal:
vertical) or flatter, to a maximum height of 30 feet.
All cut slopes must be inspected for adverse geologic
conditions during the grading operations by a representative of
WESTERN
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Miller
June 17, 1991
Job No. 91-23
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our firm. Incompetent materials encountered in cut slopes shall
be completely removed. Slope reconstruction shall be performed
in accordance with the following recommendations for fill slopes.
Fill slopes shall be keyed into dense natural ground. The
key shall be a minimum of 2 feet deep at the toe of slope and
fall with 5% grade toward the interior of the proposed fill areas
(Plate No. 19).
Existing incompetent earth materials shall be completely
removed if feasible and if not, will be properly buttressed as
presented in the diagram on Plate No. 20 of this report. The
buttress slope shall be constructed with a slope ratio of
3.0:1.0 (horizontal:vertical) or flatter to a maximum height of
25 feet. The shear key for this fill must extend through all
incompetent materials and then a minimum of 5 feet into competent
formational material as measured at toe of slope. The bottom of
the key shall have a width of at least 15 feet and fall with a 5%
grade toward the interior of the proposed fill.
All keys must be inspected by the Soil Engineer or his
representative in the field.
Slopes shall be planted as soon as feasible 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.
Erosion control and drainage devices must be installed in
compliance with the requirements of the controlling agencies.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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June 17, 1991
Job No. 91-23
Page 14
As the design of individual buildings and pads are
formulated, recommendations concerning each proposed residence
shall be determined. Care must be taken to insure that future
pad designs do not detrimentally affect any buttress fills or
other remedial procedures.
RIPPABILITY: Soil materials encountered in our exploratory
trenches are rippable by conventional means to the depths
investigated. These depths range from 6 to 21 feet.
FOUNDATIONS
GENERAL: Structures shall be supported on continuous or pad
spread footings bearing in firm natural undisturbed ground or
non-expansive soil material recompacted in accordance with the
recommendations contained in this report. Footings must be
designed with the minimum dimensions and allowable dead plus live
load bearing values given in the following table:
FOOTING PARAMETERS
Minimum Minimum Allowable Soil
Number of Footing Depth width Bearing Value
stories Type (inches) (inches) (P.s. f.)
1 Continuous 12 12 1700
2 Continuous 18 15 2000
1 Square Pad 12 30 2100
2 Square Pad 18 30 2400
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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Miller
June 17, 1991
Job No. 91-23
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The minimum depth given shall be below finish subgrade
(bottom of sand cushion). All continuous footings shall contain
at least one No. 5 reinforcing bar top and bottom to provide
structural continuity and to permit spanning of local
irregularities.
The soil load bearing values presented above may be
increased by one-third for short term loads, including wind or
seismic. The allowable soil bearing value of import soil
material shall be determined after its selection.
Settlement under building loads are expected to be within
tolerable limits for the proposed structures.
Concrete slabs-on-grade may be supported on compacted
on-site soil or dense natural ground. Three inches of clean sand
(miniumu SE=30) shall be placed beneath the slab for curing.
Slab reinforcing shall be provided in accordance with the
anticipated use of and loadings on the slab.
In areas where moisture sensitive floor coverings are to be
utilized and in other areas where floor dampness would be
undesirable, we recommend consideration be given to providing an
impermeable membrane (6-mil visqueen or equal) beneath the slabs.
The membrane shall be placed mid-height within the sand to
protect it during construction. The sand shall be lightly
moistened just prior to placing the concrete. Care shall be
taken not to puncture the membrane. All joints (laps) in the
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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June 17, 1991
Job No. 91-23
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membrane should be a minimum of 6 inches in width and sealed with
an approved sealer.
TRANSITION AREAS: Foundations supported partially on cut and
partially on fill are not recommended. The tendency of cut and
fill soils to compress differently can frequently result in
unequal structural support and subsequent cracking to portions of
the structure. Therefore, in transition areas, we recommend that
the entire cut area be over excavated and replaced with soils
compacted to a minimum of 90%. This over excavation or
undercutting should be carried to a depth of 2 feet below the
bottom of the deepest proposed footing.
LATERAL RESISTANCE: Resistance to lateral loads may be provided
by friction at the base of the footing and by passive pressure
against the adjacent soil. For concrete footings in compacted or
dense natural soil, an allowable coefficient of friction of 0.30
may be used. An allowable passive uniform pressure of 125
pounds per square foot per foot of depth acting against the
foundations may be used in design.
If footings are proposed adjacent to slope areas, we
recommend that the footings be deepened to provide a minimum
horizontal distance from the outer edge of footings to the
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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June 17, 1991
Job No. 91-23
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adjacent slope face equal to one-half the height of the slope.
This horizontal distance shall be no less than 7 feet and no more
than 10 feet.
RETAINING WALLS: Retaining walls must be designed to resist
lateral earth pressures and any additional lateral loads caused
by surcharge loads. We recommend unrestrained walls be designed
for an equivalent fluid pressure of 50 pounds per cubic foot
(pcf) where backfill is level. We recommend restrained walls be
designed for an equivalent fluid pressure of 50 pcf plus an
additional uniform lateral pressure of 7H pounds per square foot
where H = the height in feet of backfill above the top of the
wall footing. Wherever walls will be subjected to surcharge
loads, they should be designed for an additional uniform lateral
pressure equal to one-third the anticipated surcharge pressure in
case of unrestrained walls, and one-half the anticipated
surcharge in the case of restraining walls.
The preceding design pressures assume there is sufficient
drainage behind the walls to prevent the build-up of hydrostatic
pressures from surface water infiltration. Adequate drainage may
be provided by means of weep holes with permeable material
installed behind the walls or by means of a system of subdrains.
Expansive soils (greater than 3.0 percent swell or an
expansive index of 30) shall not be used as retaining wall
backfill material.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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June 17, 1991
Job No. 91-23
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Backfill placed behind the walls shall be compacted to a
minimum degree of compaction of 90% using light compaction
equipment. If heavy equipment is used, the wall shall be
appropriately temporarily braced during the compaction process.
FOOTING OBSERVATIONS: All footing excavations shall be inspected
by the Soil Engineer prior to placing reinforcing steel and
concrete.
FIELD EXPLORATIONS
A total of eleven subsurface explorations were made on May
20 and 21, 1991 at the locations indicated on Plate No.1. These
explorations included four long exploratory trenches excavated by
a 220 excavator. These are numbered A through D. Seven short
trenches were excavated using a rubber tired backhoe and are
presented as T-l through T-7. The trenches were each logged
using standard geological techniques. The field work was
conducted by our geology and soil engineering personnel.
The logs are presented on Plate Nos. 3 through 13. The
soils are described in accordance with the Unified Soils
Classification System as illustrated on the attached simplified
chart (Plate No.2). In addition, a verbal textural description,
the wet color, the apparent moisture and the density or
consistency are presented. The density of granular material is
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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June 17, 1991
Job No. 91-23
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given as either very loose, loose, medium dense, dense or very
dense. The consistency of silts or clays is given as either very
soft, soft, medium stiff, stiff, very stiff or hard. Samples of
typical and representative soils were obtained and returned to
our laboratory for testing.
LABORATORY TESTING
Laboratory tests were performed in accordance with the
American Society for Testing and Materials (A.S.T.M.) test
methods or suggested procedures. Test results are shown on Plate
Numbers 14 through 18.
PLAN REVIEW
Western Soil and Foundation Engineering, Inc. shall review
the grading plans prior to the start of grading and shall review
the building plans before the foundations are excavated. It is
highly recommended that a supplemental geotechnical investigation
be performed on each individual lot to address the design needs
of each homesite.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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Job No. 91-23
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LIMITATIONS
The recommendations presented in this report are contingent
upon our review of final plans and specifications. The soil
engineer should review and verify the compliance of the final
plans with this report and with Chapter 70 of the Uniform
Bui! ding Code.
It is recommended that Western Soil and Foundation
Engineering, Inc. be retained to provide continuous soil
engineering services during the earthwork operations. This is to
observe compliance with the design concepts, specifications or
recommendations and to allow design changes in the event that
subsurface conditions differ from those anticipated prior to
start of construction. Western Soil and Foundation Engineering,
Inc. will not be held responsible for earthwork of any kind
performed without our observation, inspection and testing.
The recommendations and opinions expressed in this report
reflect our best estimate of the project requirements based on an
evaluation of the subsurface soil conditions encountered at the
subsurface exploration locations and the assumption that the soil
conditions do not deviate appreciably from those encountered. It
should be recognized that the performance of the foundations
and/or cut and fill slopes may be influenced by undisclosed or
unforeseen variations in the soil conditions that may occur in
the intermediate and unexplored areas. Any unusual conditions
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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Job No. 91-23
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not covered in this report that may be encountered during site
development should be brought to the attention of the soil
engineer so that he may make modifications, if necessary.
This office should be advised of any changes in the project
scope so that it may be determined if the recommendations
contained herein are appropriate. This should be verified in
writing or modified by a written addendum.
The findings of this report are valid as of this date.
Changes in the condition of a property can, however, occur with
the passage of time, whether they be due to natural processes or
the work of man on this or adjacent properties. In addition,
changes in the state-of-the-Art and/or Government Codes may
occur. Due to such changes, the findings of the report may be
invalidated wholly or in part by changes beyond our control.
Therefore, this report should not be relied upon after a period
of one year without a review by us verifying the suitability of
the conclusions and recommendations.
We will be responsible for our data, interpretations, and
recommendations, but shall not be responsible for the
interpretations by others of the information developed. Our
services consist of professional consultation and observation
only, and no warranty of any kind whatsoever, expressed or
implied, is made or intended in connection with the work
performed or to be performed by us, or by our proposal for
consulting or other services, or by our furnishing of oral or
written reports or findings.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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Miller
June 17, 1991
Job No. 91-23
Page 22
It is the responsibility of the Client or the Client's
representative to ensure that the information and recommendations
contained herein are brought to the attention of the engineer and
architect for the project and incorporated into the project's
plans and specifications. It is further his responsibility to
take the necessary measures to ensure that the contractor and his
subcontractors carry out such recommendations during
construction.
Respectfully submitted,
WESTERN SOIL AND FOUNDATION ENGINEERING, INC.
V' 1
} Vh~41t)
Vince Gaby, Staff Geologist
()~ I:\fE S S/O;1/
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0~/~ t. ZIJfJ(;:;Z,<;' ~
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LU No. Ct 2u070 "';
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lif.. . I r ~
J'I;; CIV~\. ~
-I( OF W-\\-~.
,~~~
Dennis E. Zimmerman CE 26676 GE 928
VG/DEZ:kw
WESTERN
SOIL AND FOUNDA nON ENGINEERING, INC.
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ATTACHMENTS
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SITE PLAN (Plate 1)
(In Back Pocket)
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SUBSURFACE EXPLORATION LEGEND
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SOIL DESCRIPTION
UNIFIED SOIL CLASSIFICATION CHART
GROUP SYMBOL TYPICAL NAMES
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I. COARSE GRAINED, More than
half of material is larger
than No. 200 sieve size.
GRAVELS CLEAN GRAVELS
More than half of
coarse fraction ~s
larger than No. 4
sieve size but
smaller than 3"
GW
Well graded gravels, gravel-
sand mixtures, little or no
fines.
Poorly graded gravels, gravel-
sand mixtures, little or no
fines.
Silty gravels, poorly graded
gravel-sand-silt mixtures.
Clayey gravels, poorly
graded gravel-sand, clay
mixtures.
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GP
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GRAVELS WITH FINES
(Appreciable amount
of fines)
GM
GC
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SANDS CLEAN SANDS
-
More than half of
coarse fraction is
smaller than No. 4
sieve size. SANDS WITH FINES
(Appreciable amount
of fines)
SW
Well graded sand, gravelly
sands, little or no fines.
Poorly graded sands, gravelly
sands, little or no fines.
Silty sands, poorly graded
_and and silt mixtures.
Clayey sands, poorly graded
sand and clay mixtures.
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SP
SM
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SC
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II.
FINE GRAINED, More than
half of material is smaller
than No. 200 sieve size.
SILTS AND CLAYS
ML
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Li'luid Limit
less than 50
CL
Inorganic silts and very
fine sands, rock flour, sandy
silt or clayey-silt-sand
mixtures with slight plast-
icity.
Inorganic clays of low to
medium plasticity, gravelly
clays, sandy clays, silty
clays, lean clays.
Organic silty and organic
silty clays of low plasticity
Inorganic siltys, micaceous
or diatomaceous fine sandy
or silty soils, elastic
silts.
Inorganic clays of high
plasticity, fat
Organic clays of medium
to high plasticity.
Peat and other highly
organic soils
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OL
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SILTY AND CLAYS
MH
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Li'luid Limit
greater than 50
CH
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OH
HIGHLY ORGANIC SOILS
PT
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WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
PLATE NUMBER 2
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PLATE NO. 3
Pale 0 gish-Yellow
Silty Flne to Medium
Sand, Loose
Light Olive Green
Sandy Silt, Very
Fiable
Colluvium: Dark Brown
Clayey Silt
15
:,Pale Yellow Silty
.... Fine to Medium Sand
.......
, ,
. .-".
'- - .,
,: ::.-: Dark Green Sandy Siltstone,' ,"
'::-:;:;:.<Stiff but Friable _ ,-J.:::-::'::::,-,:::::.==:-"--:- ,~'-~;,~
. ..... .......... .... .. .. . " , . ..;'. .......:.....
:,~:::": White Slighti,y Silty Medium 'to Coarse "::':"::-'..'.':>' ,:
J~'L ',.,J.;..,'...',. ;-:;2:-i,~:;:.'/..::';:';'C:': . , ,:,,~':":' -, "':~:"c'.
"",,. ................:.
60~
f
.' -.",'
"':"::': :\~:)02:Z.;~'"
Pale Greenish Gray Silty
Fine to Medium Grained
Sandstone, Dense, Fractured
\..
"
r
DEL MAR/SANTIAGO
FORMATIONS UNDIFFERENTIATED
13't
.- .. .
". ." .
:......
White Slightly
Silty Medium
Sand Vertically
Jointed J
~
IIDD
t
12
"Greenish Gray'
~Siltstone -
..' :,: ...... .".:'. ",:
Yellow Concretionary Calcareous
Shelly Medium to Coarse Grained
Sandstone
IIi
Dark Green Siltstone 'Friable
, Olive Green Extremely Crumbly
:- Sandy Siltstone, Out of Slope
" Grades Sandier . th De th
,~:;:::Yellow Silty Fine Sandstone
'. .....
......;.'::..;..:.....
~
Friable
Jointing @ 150
Colluvium
400 \~'.
....\..:,'..
.............'..
'. ....... ,~.,.
\.
..,
DEL MAR/SANTIAGO
FORMATIONS UNDIFFERENTIATED
"
S:&il:d;s:t~D
..,.-,....
." ," .."
....:.......
"':"
. ...:...:.....
. ..... ""
.J
~
2"35
Colluvium
(Ancient Alluvlum
.. ". ~ Pale Yellowish Brown
~ C 'e Sand
Dark Green Siltstone,
Crumbly
WESTERN
BOIL AND FOUNDATION ENGINEERING INC.
..'-...:~.'
MILLER PRoP.
TRENtH R
:roB NO. 'fl- Z3
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PLATE NO.4
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MILLE R PROP.
TRENC.H B
JDB No. 91-Z3
SOIL ANO FOUNDATION ENGINEERING INC.
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WESTERN
PLATE NO.4 (Cont.)
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M \ LLE.R PROP.
TRENtH B (CON-r)
SOIL ANO FOUNOATION ENGINEERING INC.
J"b\3 ND. '11-23
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PLATE NO.5
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IJ+lj i
~'
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// ---
~~~ - -
----;::::-- ~.'~:..""~ ~ - Colluvium _ _ _
-- ,,~---: :':: ;:...;P:- --- ~::: --- ~ -:.;; ..-
/.---......./.... -------:::;:::::;-: ,...._.....:.. -::-~-
."~'-<:...-- . /' --- --- .....---:-::..----"-. . . .---: ...- -- - - .- ~ ~
..:;..> :::--- --- ~ ~..::. :.- :.". . .- - -- -- --- -- ~. -:-~
:,...//............/....------:-/->--:..-.;..;.'-~.- -- ------- --- .--;",-:-";-;:"
~ ---/:-.:-.. <:~. ----- ----- ==- - ~_. ~ ----
- ./ --- ,...--. . - . -- ---- --- --- ::::::::::: . :-:-- / ----
~ ~.._..-~/~ ~~-~;.....:-..-/~ --------
;; .65-~:-~ -------- ~--- ::.-:-.:<"~;-~~>;~ ~ ~>
___ ___ ___ r:::::--:'~ ~ ;--:.;:' ;:::.--_ -- - __ --..-. ,-,,'1.'~
-- -----' .--::::;::...--<....-:/- ./------.........----..---- ..;........
--- .-----:"'~-......~.':~. :::::,". .- ----. --- -- ....;;=..-; ::....--
--- - --- :::~.~_.~ ~ ::::::---:::::- --- -:::::...:::::: .~//'~
,..- .............--- /--.--- ......-::.....-.?-......
1?4-
1"2.'1-
w
Landslide Debris:
Dark Green Clayey Silt
with Contorted interbeds
of Orange Sandy Silt
137
,
135
~
127
~;?~~~ _ Colluvium
4/.~~~ -';::::::--....... ....... -- ~ -- ~
-"'0__~ --...:.-:. /~....::=-_-__:-: ~ __ --
~-:::;::.- -----------~...-;:;;~---====-- -
----- ~ ~ ~/:
Dark Brown . - ---:::.------- _ '<":.-;::---~ ;..-" _?..-'; -
-- r ---:.--- ---=::: ....... ~ ,:;-- .--:::;.-- -- -
-- WaXY CIa ~-- -~~'-~"-~0 ;;:K.::--.:::::- -=--::::~-:::-
_:: ~~~~~-.::.;..-~~/A :;--.--:--__~- ~~-~-/
.- -.- -........- - _.-. :;.-
- ~ - - --..-.::-"'"-..--: - --- --~- ~----- --- ~----;?>;;.:-;::-::: -
~~.---7 - --:::-:-- ~ _ --- --:::::::; - --- - --- --- :;;.- -:;.-- - -
~~ __-.--,-;. _- ._=-~~-- 0.-.._---__-::..-- =-----~~_;:::::::..::::., -/ --
.- - --- ~. - - - -- ~ - - -
.-_--~----~~~ ------------~~......--_-~--;::.- -/ -- - - - -
~~,...:::;~~ -_.---: --.-::::;;--:::-:::::::-~~-=-~ --- =~---- --- --=----::.....:==-
. -- - ~ -- - /-- ~ :-----_::-- -- - - --
Shear Zone
with roots
E/650 N
/
135
t
Mottled Green and
Red Clayey Siltstone
fractured and
crumbly medium stiff
-- Silty Mediu!;)
ellow "t
ined .
Dark Green
Clayey Siltstone
/
ZD5
~
llC:;
,.....
Sole of Landslide
Slide Plane
Colluvium
'---
Yellow to lfuite
Medium to Coarse
Grained Sandstone,
with thinly interbedded
Green Siltstone
)
Green Clayey
Siltstone,Stiff to
Hard
~
Rotated Slunp Block
with Landslide Debris
Lavender Siltstone)
Hard
MI LLER PRDP.
WESTERN TRENCH C
SOIL ANO FOUNOATION ENGINEERING INC. JOB ~O. 91-23
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PLATE NO. 6
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"8-
Green fractured Silt with
White Silt Lense N50E/355 E
158_
60"
~
Pale Green Silty
Fine to Medium
Grained Sandstone,
Very Friable
Ilt8_
becoming Dense @ 6 feet
Clayey - -
--==- -~-- =="'=::.==.=.=-~
- :.-::-;:;:::---. --.-:=.;;.;~
Green Siltstone
fractured
Slide Plane
Landslide Debris:
Dark Green Clayey Waxy
Silt with contorted
interbeds of Orange Very
Silty Sand, Medium Stiff
Very Moist to Wet
/50 -
bO'
i
litO -
~~_- Colluvium
-:::----~
-:::==- _ ~~7-:(':"::::--:::~--::::-- ~ -
~>t::c"::" ~~...-------;:::;;:~/_______~:-::o--./Z~
-----~ - ----::.--c:::::::--;:::::::;-~~.;'.;.~
---=:::~ - _:'-.-".
-~:::;---~~:::::c::/
-.---: .-.~~:-.. -/ ~
WESTERN
MIL LER. PROP.
TRENC.H D
JoB MD. ~1-23
SOIL AND FOUNDATION ENGINEERING INC.
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- z >- -, ~
w 0 TRENCH NUMBER >- .
l- T-I I- ~
w lL I- w I-u - w . w
>- I- ELEVATION 126 128 >E z 0:: zz Vl 0:: >2
w I- <t - - I- -0
"- U W ~ Ww Z "- ::J 1--
.J 0::1- Z
- W 0:: I- w U I- <tl-
.J 0 "- SAMPLING ~ Vl <t~ 0 lL Vl W .Ju
r l-
I- lL Vl Vl Backhoe 0 lLl/) - 0 w~
:; I/) METHOD lL lLZ Z
lL >- 0:::;
W <t <t <t :; <to 0:: ::;: 0
Cl (11 .J U 0 U 0
u DESC RIPTION U
=::--= --- Groundsurface
- =MH~ -
1- - - Very Dark Brown ~ -
-
---
-- Clayey Silt
- -- -
--
2- ---
--- Colluvium
--
--- Very
--
---
-- -
--~
-,",,- Moist Soft
-'-~
3- .::::...~. -
:.....-'--~
:.:..:.-...::.-==..
- ::~ Olive Green -
4- -- Sandy Silt -
---
--,
~MIF- grades to
- F-':'-~ Very Soft
~--
5- ~ Dark Green Clayey Siltstone Moist to -
--- - rnnt'act N20oE/7OSE
-- '1edium 93.3 15.7 81.3-
ef::: ::':
6- -::.:-.~.' Orangish Yellow poorly Stiff
(@" " cemented Calcareous Shelly I
- .:.:;:'''~ Medium to Coarse Grained '1edium -
" ...
7- :.'SP.:,; Sandstone Moist Dense -
.....
:(~(~: I -
..,...:."-;
......,...............
8- f'-~' " Dark Green Clayey Sandy Very Very
~MH~
- Cf".== Siltstone -
Moist Stiff
9 .:..;_-......""7'
- Bottom of Trench @ 9.0 Feet -
10- -
- -
11- -
- -
12 - -
- -
13 - -
- -
14 - -
- -
15- -
- -
JOB NUMBER DATE LOGGED LOGGED BY
91-23 MILLER SUBDIVISION 5-20-91 V. G.
SUBSURFACE EXPLORATION LOG
PLATE NO,7
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W 0 TRENCH NUMBER >- - .
t- ll. T-2 t-w t-u t- UJ~ W
W t- -
>- ELEVATION 107:1: za: ZZ Vl_ a:- >z
w t- <t ::>t- -0
LL U w;:) ww ZLL f--
- W ...J - a:t- a:f- Wu f-z <tf-
I ...J 0 LL SAMPLING cU~ <t~ Oll. VlW ...Ju
J: - _ f-
ll. Vl Vl Backhoe ll.Vl - we;:
f- ::;; Vl METHOD ll.0 ll.z Oz
ll. <t <t::;; <to >- ::;: 0 a:::;:
<t a:
w (f1 ...J U U 0
0 0
, I u DESC RIPTION U
~
- -MIl Dark Brown Sandy Silt Very Soft -
I 1- fJ (Colluvium) Moist to -
- Medium -
2- grades to Stiff ]
I -'-'-'-'. 99.2 15.0
- '-'-'-'--'--
~~. Very Dark Brown Slightly Sandy Medium I
. . 84.9j
3- ,:MH Clayey Silt Stif f
I :::;..=~.
- (Alluvium)
4- to 102.7 15.6
=.c::~ ~
- Stif f
I "c-=
5- ~=::=
-
- ~~_C;::o --1
I =0.7"- I
6
Bottom of Trench @ 6.0 Feet
- -
I 7- -
- -
I 8- -
- -
9- -
I - -
10- -
I - -
11- -
I - -
12 - -
- -
I 13- -
- -
I 14 - -
- -
I 15- -
- -
JOB NUMBER DATE LOGGED LOGGED BY
I 91-23 MILLER SUBDIVISION 5-20-91 V. G.
SUBSURFACE EXPLORATION LOG PLATE NO.8
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uJ 0 TRENCH NUMBER T-3 >- - .
l- ll. - I- I-U I- uJ ,!! uJ
uJ I- uJ - .
>- ELEVATION 104:1: z 0: ZZ Vl 0: >z
uJ I- <l: - I- -0
u. U \.IJ;:, uJuJ Z u. => 1--
- uJ .J - 0:1- 0:1- uJ I- Z <l:1-
!::: <l:~ U uJ
:r .J 0 SAMPLING <l: Vl 0 Q. Vl I- .Ju
Q. Vl Vl Backhoe ll. ll.Vl - - uJe;:
I- ::E Vl METHOD Q. 0 Q. Z 0 Z
ll. >- O:::E
uJ <l: <l: <l: ::E <l:0 0: ::E 0
0 '" .J DESCRIPTION U 0 U 0
U U
". .',....,...'. Silt
- ~ Dark Brown Sandy Very Soft -
1- grades to Moist to -
- ~To = 1edium -
.. Dark Brown Clayey Silt
~c.. Very Stiff
2- ~H~ 93.4 26.6 77.T
- Moist ~
~
3- ---
- --
-
- ---
--
4- ---
~-= gradeE
- ~~ -
- - Stiff 112.6 17.7 93.0
5- -- -
~-=
-- (Alluvium) -
- --
---
- -
I-C-
6 ~
Very Dark Yellowish-Brown Sandy
- ~ -
7- Clay -
~
- ..' . Very Stiff -
8- " CHe -
.~ Moist
- -
9- ....".
-
- -
10- ~
~ -
~
~
- .. -
11_ ~.
-
- ..... -
12 - .. .... -
- :c.c,~
~, -
13 - '..:0:: (Older Alluvium)
.. -
*.....
14 - Bottom of Trench @ 13.5 Feet -
- -
15 - -
- -
JOB NUMBER DATE LOGGED LOGGED BY
91-23 MILLER SUBDIVISION 5-20-91 V. G.
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SUBSURFACE EXPLORATION LOG
-
PLATE NO.9
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- z >- :J!
I- W 0 TRENCH NUMBER >- _. 0
w a. T-4 I- w I-U I- W :J! w
>- I- - 0
W I- <( ELEVATION 126:t z 0: zz lfl_ 0: >z
"- U w ;:) ww z ;:) I- -0
- ...J 0: 0:1- "- Z 1--
W I- Wu I- <(I-
J: .J 0 "- SAMPLING ~ <(lfl W
lfl 0 a. lfl .JU
I- a. lfl lfl Backhoe a.u; - I- w~
a. ;:!; lfl METHOD a. 0 a.z >- 0 z
<( <( <( ;:!; <(0 ;:!; 0 O:;:!;
w a:
lfl .J U u 0
p u DESCRIPTION 0 u
~~-.:.:
- .~':~. Dark Brown Clayey Sandy Silt -
. .
.~. Very Soft
1- -
MY~ -
(Colluvium) Moist to
- --:-.:.."':"- -
~--::...-
2- -:;',.z' (undulating contact) Medium -
-'-'
~ Stiff -
.;.....;--
. .-.
3- .......,-~.
~-:--.:.:-:..:..
.~......:...
-,-:......:.:t-:.. Dark Green Sandy Silt with Moist Medium
- "'-'--,-' -
- -
4- :MH~ Mottled Red Sandy Silt Crumbly
T~:~'- Extremely Dessicated with White to Stiff 105.2 16.3 91./
- i~~~ Sandy Silt Filled Partings -
Very
5- -
t~;~. Moist
- -
\-''':'''\
6- :-i..:.....:~ (Landslide Debris) 102.2 20.5 89.1
.\' ,"
-......,...:....- -
'..,'
~~Ct,--
- ~S-{ -
.-.-\
7 .--
- Bottom of Trench @ 7.0 Feet -
8- -
- -
9- -
- -
10- -
- -
11- -
- -
12- -
- -
13- -
- -
14- -
- -
15- -
- -
JOB NUMBER DA TE LOGGED LOGGED BY
MILLER SUBDIVISION
91-23 5-21-91 V. G.
SUBSURFACE EXPLORATION LOG
PLATE NO. 10
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- 2 >- ~
uJ 0 TRENCH NUMBER T-5 >- - .
f- Il. - f- f-u f- ~
uJ f- uJ uJ 0 W
>- ELEVATION 2 2Z - ex: >2
uJ f- <t llO:!: 0: (1)- }- -0
l1. U uJ ::> uJuJ 2 LL :l }--
- -1 - 0: f- o:f- uJ f- 2 <t}-
uJ '= <t~ u w
J: -1 0 SAMPLING a: (I) Cl Il. (I) -1U
}- Il. (I) (I) Backhoe 1l.(I) - - }- we:
;> (I) METHOD Il. 0 Il.z 0 2
Il. <t <t ;> <to >- ;> 0 0:;>
uJ <t 0:
Cl CI' -1 DESCRIPTION U Cl U 0
U U
~. Dark Brown Sandy Silt Very Soft
- -
1- Moist to
f:!= -
grades to ~edium
- c=-~-.; to -
2- c:- -~
:MH~ Very Dark Brown Clayey Silt Wet Stiff -
- := ~--=- ~
--
---
3- :- ---
---
- --
- --
--
---
4- --
- grades -
---
--
- --- -
~--:~ Stiff
5- -- - -
--
- (Alluvium)
- - -- -
--
--
- --
6 --
Bottom of Trench @ 6.0 Feet
- -
7- -
.- -
8- -
- -
9- -
- -
10- -
- -
11- -
- -
12- -
- -
13_ -
- -
14 _ -
- -
15- -
- -
JOB NUMBER DATE LOGGED LOGGED BY
91-23 MILLER SUBDIVISION 5-20-91 V. G.
SUBSURFACE EXPLORATION LOG
PLATE NO. 11
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--------
- Z >- - >-!
w 0 TRENCH NUMBER .
f- T-6 >- f- >-!
(l. - f-w f-U W . W
W >- f- ELEVATION 108:!: za: zz - a: >z
w f- cl: (f)_ ~f- -0
w=, ww
l.l.. ...J U a:f- z l.l.. Z f--
- a:f- wu f- cl:f-
W - l.l.. cl:<:? w
:c ...J 0 SAMPLING it (f) 0 (l. (f) f- ...Ju
f- (l. (f) (f) Backhoe 0 (l.(f) - 0 w~
::; (f) METHOD (l. (l.z z
(l. >- 0::::;:
cl: cl: cl: ::;: cl:O 0:: ::;: 0
w (f) ...J U U 0
0 0
u DESCRIPTION u
-
--. Sandy Silt Very Soft
- -'-'.- - Dark Brown -
~S;
1- Moist to -
~~~=
- -- grades to
- - -
-. - to Medium j
2- - -
MH:;: Dark Brown Clayey Silt
'---- Wet Stiff
- =~~ i
---
-- j
- --
3- ---
- --
--
---
- ---
--
---
- --
-
4- - - -
--
--- ~
--
- =-=-=
===_7
--
5- - -- 84J
-=-
--
--'- -
-- 101.6
- - -- 22.0
--
---
--
6
- Bottom of Trench @ 6.0 Feet -
7- -
- I -
8- -
,
- l
9-
- -
10- -
- -
lL -
- -
12- -
- -
13 - -
- -
14 _ -
- -
15 - -
- -
JOB NUMBER DATE LOGGED LOGGED BY
91-23 MILLER SUBDIVISION 5-20-91 V. G.
SUBSURFACE EXPLORATION LOG
PLATE NO. 12
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- z T-7 ,... - ~
w 0 TRENCH NUMBER ,... .
l- I- ~
a- - I- w I-u w . w
W I- 116:t - >2
,... ELEVATION 2 0:: 22 Cfl_ 0::
W I- <t W ww ::> I- -0
,.. --' U => 0::1- 2 ,.. 2 1--
- 0:: I- W I- <tl-
w ,.. <tCfl u W
J: --' 0 SAMPLING ~ Cfl Cl a- Cfl I- --'u
a- Cfl Cfl a-u; - wc:
I- ::< Cfl METHOD Backhoe a- 0 a-z 0 2
a- <t ::< <to ,... ::< 0 0::::<
<t <t 0::
W U U 0
Cl (11 --' Cl
u DESCRIPTION u
~.
..:......:'....:..
"---~' .
- - - Dark Brown Sandy Silt Soft -
",-,,- ."-
- -.
1- :'-..:'-'-" -
~- to
~<-- Very I\edium
- grades to -
:...-:c:...c=
2- ,:-=_-:=:0 Moist -
::.=- ~ to Stiff
- ~ ~
,MH- Dark Brown Clayey Silt Wet
3-
- =-=0=
4- =-
-- - ~
--
- --
- -
- - -
- -
~=
5- -- - I
- =----" -j
- --
--
6- - - -
- --
--
- --
- -
- ~ -
7- - - -
--
-- -
- ----:c=_ (Alluvium) I -
-
-- -
8
- -
9- -
- -
10- -
- -
lL -
- -
12- -
- -
13 - -
- -
14 - -
- -
15 - -
- -
JOB NUMBER DATE LOGGED LOGGED BY
91-23 MILLER SUBDIVISION 5-20-91 V. G.
SUBSURFACE EXPLORATION LOG
PLATE NO. 13
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LABORATORY TEST RESULTS
MAXIMlItoI DENSITJLOP!J~PM MQISTQRE
Maximum
Dry Optimum
Sample Density Moisture
Location Description ( pcf] (PeJ::~en t )
T-1 @ 6.0' Dark Green Sandy Clayey silt 107.4 20.0
T-3 @ 4.0' Dark Brown Sandy Clayey Silt 121. 0 13.9
T-4 @ 4.0' Dark Green Sandy Silt 114.7 16.3
D I ~ECT -..pHEAR
Apparent Angle of
Sample Cohesion Internal Friction
Location (psf) ( deflLeeu
* T-4 @ 4.0' 350 25
** T-1 @ 6.0 875 16
* Sample remolded to 90% of maximum dry density at 3% over
optimum moisture content.
** Sample remolded to in-place moisture and density
-
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
PLATE NO. 14
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MECHANICAL SIEVE ANALYSIS
Percent Passing U.S. standard Si eve
Sample
Location 2" 1-1/2" ~~_----L4 #10 1140 #100 #200
T-l @ 4.0' 100 86.0 58.3 36.6 31. 2 20.3 13.6 10.9
T-2 @ 2.0' 100 99.9 96.3 76.1 63.4
EXPANSION INDEX*
T-l @ 6.0
Initial Final
Moisture Moisture
Expansion Content Content Expansion
Index ~_~rceni.L ( Per_c~ntl_Pot_ential
185 15.0 35.5 Very
High
99 15.5 28.7 High
_Location
T-7 @ 4.0
* Test performed in accordance with U.B.C. Standard No. 29-2.
-
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
PLATE NO. 15
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PLASTICITY INDEX/LIQUID LIMIT
T-2 @ 2'-4' T-4 @ 6'
37 30
14.7 21.7
22.3 8.3
Liquid Limit
Plastic Limit
Plastic Index
60
so
>< T-2 @ 2'-4'
'"
Cl 40 l
;2:
H
,.,
b 30
H
U
H
b T-4 @ 6'
tfJ
<<: 20 CL or 0
...:l
0.. MIl or OH
10
OL
0
0 10 20 30 40 SO 60 70 80 90 100
LIQUID LIMIT
WESTERN
SOIL AND FOUNDATION ENGINEERING INC.
PLATE I,UMBER 16
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4
~
~
"
c
~5
..c
e-
w
~6
o
U)
(;
c
"
~
"
"-
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z
o
e-
<t
o
~
o
U)
z
o
u
Date:
By,
-
0.2
o
1
2
3
6-17-91
V.G.
CONSOLIDATION CURVES
Load In KIPS Per Square Foot
0.4
0.6 0.8 1.0
2
1--0_
r-- --
1< --------- I
~
I 1"
I '\
\
I 1\
\
I -<p
!
,
,
I ,
I
o Indicates percent consolidation at field moisture
. Indicates percent consolidation after saturation
MILLER SUBDIVISION
SAMPLE T-6 @ 60
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
4
6 8 10
16
Job No. 91- 2 3
Plate No. 17
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0.2
o
1
2
3
4
~
~
~
c
~ 5
-<:
>-
~
E-6
o
U)
(;
c
w
'='
w
"'-
z
o
>-
<(
o
~
o
U)
z
o
u
Date, 6-17-91
By, V. G.
-
CONSOLIDATION CURVES
Load In KIPS Per Square Foot
0.4
0.6 0.8].0
2
-0_ ----
~--- --
r--- t- _(
'..........
~ I
p,,---
.... ~,
!
"'- ,
, ~
I cp '"
."-
!
i
o Indicates percent consolidation 01 field moisture
. Indicates percent consolidation oher saturation
MILLER SUBDIVISION
T-7 @ 40
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
4
6 8 10
16
Job No. 91-23
Plate No. 18
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FILL
SLOPE KEY
NATURAL GROUND
PROJECTED PLANE
I TO I MAXIMUM FROM TOE OF
SLOPE TO APPROVED GROUND
FILL
-----
-
-
-
-
-
-
-
-
-
.-
- -
-
-
-
-
-
-
-
-
- 5% MINIMUM
k..- MINIMUM BASE KEY
15'
- -
.- ....... - - ",p.."t~~:\........,--
...... ", - E.p..~"t" _ ,.
- - G,\,..E. _ ...-
U\~"'" -'
U~S _ -'
~<.lAO'll<' _ _ - - S' MINIMUM BENCH
-'
-
TYPICAL BENCH
(HEIGHT VARIES)
MINIMUM DOWNSLOPE
KEY DEPTH
COMPETENT EARTH
MATERIAL
BACK DRAINS MAY BE REQUIRED PER
RECOMMENDATIONS OF SOILS ENGINEER
-
MILLER SUBDIVISION
JOB NO. 91-23 I DATE JUNE 17, 1991
WESTERN
SOIL AND FOUNDATION ENGINEERING INC.
PLATE NO. 19
1
1
1
1
BUTTRESS
SLOPE KE'T
FILL
PROJECTED PLANE
I TO I MAXIMUM FROM ToE
OF ~UOPE TO APPROVED
G RDUl-JD.
I" '-'-,-
'-
'-
'-
-
1
1
1
1
1
1
1
1
1
1
1
1
1
1
-
--
l-JA"TURAL-
GI<OU!\.!D
e>ACKDRAINS AS
REQUIRED BY ':>OILS
E!\.!GI!\.!EER.
"
-
---
CONTACT 5ETwE.E1-.l
LAND<SUDE DE.eR\S
AND FoRMATIO!\.!AL..
MATERIAL-':>.
::::r 5' MI"-l.
~
J
1-
,
15 MI!\.!.
CONlPE-TEN"T
FORMA"TIOI-JAL..
MATE.RIAL..
MILLER SUBDIVISION
JOB NO. 91-23 1 JUNE 17 1991
WESTERN
SOIL AND FOUNDATION ENGINEERING INC.
PLATE NO. 20
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APPENDIX I
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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WESTERN
SOIL AND FOUNDA nON ENGINEERING, INC.
PHONE 746-3553
AREA CODE 619
423 HALE AVENUE
ESCONDIDO. CALIFORNIA 92029
SPECIFICATIONS FOR CONSTRUCTION OF CONTROLLED FILLS
GENERAL DESCRIPTION: The construction of controlled fills shall
consist of adequate preliminary soil investigations, and
clearing, removal of existing structures and foundations,
preparation of land to be filled, excavation of earth and rock
from cut area, compaction and control of the fill, and all other
work necessary to complete the grading of the filled area to
conform with the lines, grades, and slopes as shown on the
accepted plans.
CLEARING AND PREPARATION OF AREAS TO BE FILLED:
(a) All fill control projects shall have a preliminary soil
investigation or a visual examination, depending upon
the nature of the job, by a qualified soil engineer
prior to grading.
(b) All timber, trees, brush, vegetation, and other rubbish
shall be removed, piled and burned, or otherwise
disposed of to leave the prepared area with a finished
appearance free from unsightly debris.
(c) Any soft, swampy or otherwise unsuitable areas, shall
be corrected by drainage of removal of compressible
material, or both, to the depths indicated on the plans
or as directed by the soil engineer.
(d) The natural ground which is determined to be
satisfactory for the support of the filled ground shall
then be plowed or scarified to a depth of at least six
inches (6") or deeper as specified by the soil
engineer, and until the surface is free from ruts,
hummocks, or other uneven features which would tend to
prevent uniform compaction by the equipment to be used.
(e) No fill shall be placed until the prepared native
ground has been approved by the soil engineer.
(f) Where fills are made on the hillsides with slopes
greater than 5 (horizontal) to 1 (vertical), horizontal
benches shall be cut into firm undisturbed natural
ground to provide lateral and vertical stability. The
initial bench at the toe of the fill shall be at least
10 feet in width on firm undisturbed natural ground at
the elevation of the toe stake. The soil engineer
shall determine the width and frequency of all
succeeding benches which will vary with the soil
conditions and the steepness of slope.
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page 2
(g) After the natural ground has been prepared, it shall be
brought to the proper moisture content and compacted to
not less than 90% of maximum density, A.S.T.H. D1557-78.
(h) Expansive soils may require special compaction
specifications as directed in the preliminary soil
investigation by the soil engineer.
(i) The cut portions of building pads in which rock-like
material exists may require excavation and recompaction
for density compatibility with the fill as directed by
the soil engineer.
MATERIALS: The fill soils shall consist of select materials
graded so that at least 40 percent of the material passes the No.
4 sieve. The material may be obtained from the excavation, a
borrow pit, or by mixing soils from one or more sources. The
material used shall be free from vegetable matter, and other
deleterious substances, and shall not contain rocks or lumps
greater than 6 inches in diameter. If excessive vegetation,
rocks, or soils with unacceptable physical characteristics are
encountered, these materials shall be disposed of in waste areas
designated on the plans or as directed by the soil engineer. If
soils are encountered during the grading operation which were not
reported in the preliminary soil investigation, further testing
will be required to ascertain their engineering properties. Any
special treatment recommended in the preliminary or subsequent
soil reports not covered herein shall become an addendum to these
specifications.
No material of a perishable, spongy, or otherwise unstable nature
shall be used in the fills.
PLACING, SPREADING AND COMPACTING FILL MATERIAL:
(a) The selected fill material shall be placed in layers
which shall not exceed six inches (6") when compacted.
Each layer shall be spread evenly and shall be
thoroughly blade-mixed during the spreading to insure
uniformity of material and moisture in each layer.
(b) When the moisture content of the fill material is below
that specified by the soil engineer, water shall be
added until the moisture content is near optimum as
determined by the soil engineer to assure thorough
bonding during the compacting process.
(c) When the moisture content of the fill material is above
that specified by the soil engineer, the fill material
shall be aerated by blading and scarifying, or other
satisfactory methods until the moisture content is near
optimum as determined by the soils engineer.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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page 3
(d) After each layer has been placed, mixed and spread
evenly, it shall be thoroughly compacted to not less
than the specified maximum density in accordance with
A.S.T.H. D1557-78. Compaction shall be by means of
tamping or sheep~foot rollers, multiple-wheel
pneumatic-tired rollers, or other types of rollers.
Rollers shall be of such design that they will be able
to compact the fill to the specified density. Rolling
of each layer shall be continuous over its entire area
and the roller shall make sufficient passes to obtain
the desired density. The entire area to be filled
shall be compacted to the specified density.
(e) Fill slopes shall be compacted by means of sheepsfoot
rollers or other suitable equipment. Compacting
operations shall be continued until the slopes are
stable but not too dense for planting and until there
is no appreciable amount of loose soil on the slopes.
Compacting of the slopes shall be accomplished by
backrolling the slopes in increments of 3 to 5 feet in
elevation gain or by other methods producing
satisfactory results.
(f) Field density tests shall be made by the soil engineer
for approximately each foot in elevation gain after
compaction, but not to exceed two feet in vertical
height between tests. The location of the tests in
plan shall be spaced to give the best possible coverage
and shall be taken no farther than 100 feet apart.
Tests shall be taken on corner and terrace lots for
each two feet in elevation again. The soil engineer
may take additional tests as considered necessary to
check on the uniformity of compaction. Where
sheepsfoot rollers are used, the tests shall be taken
in the compacted material below the disturbed surface.
No additional layers of fill shall be spread until the
field density tests indicate that the specified density
has been obtained.
(g) The fill operation shall be continued in six inch (6")
compacted layers, as specified above, until the fill
has been brought to the finished slopes and grades as
shown on the accepted plans.
SUPERVISION: Supervision by the soil engineer shall be made
during the filling and compacting operations so that he can
certify that the fill was made in accordance with accepted
specifications.
The specifications and soil testing of subgrade, subbase, and
base materials for roads, or other public property shall be done
in accordance with specifications of the governing agency.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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page 4
SEASONAL LIMITS: No fill material shall be placed, spread, or
rolled during unfavorable weather conditions. when the work is
interrupted by heavy rain, grading shall not be resumed until
field tests by the soil engineer indicate that the moisture
content and density of the ~ill are as previously specified. In
the event that, in the opinion of the engineer, soils
unsatisfactory as foundation material are encountered, they shall
not be incorporated in the grading, and disposition will be made
at the engineer's discretion.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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APPENDIX II
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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REFERENCES CITED
Eisenberg, Leonard I., 1985, Pleistocene and Eocene Geology of
the Encinitas and Rancho Santa Fe Quadrangle, in Abbot, Patrick
L., editor, on the manner of deposition of the Eocene strata in
northern San Diego County, San Diego Association of Geologists.
Schnabel, P.B. and Seed, H.B., 1972, Accelerations in Rock for
Earthquakes in the Western United States, EERC Report 72-2,
University of California, Berkley.
Singh, Awtar, November 1970, Shear Strength and Stability of Man-
Made Slopes, Journal of the Soil Mechanics and Foundation
Division, ASCE SM6, pp. 1879-1892.
Tan, Siang S., 1986, Landslide Hazards in the Encinitas
Quadrangle San Diego County California, CDMG Open File Report 86-
8 LA.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
j
~~
. & .
.
.
..
October 7, 1997
HYDROLOGY STUDY
FOR
. Civil Engineerin,]
. Land Planning
. Structural
. Surveying
CITY OF ENCINITAS T.M. 91-198
1 OF <;
DESCRIPTION:
11 LOT SUBDIVISION
DESERT ROSE WAY
COLONY OF OLIVENHAIN
CITY OF ENCINITAS T.M. 91-198
A.P.N. 264-151-48,50 & 51
OWNER/AGENT:
MR. GREG BROWN
910 SUMMER HOLLY LANE
OLIVENHAIN CA 92024
760-753- 477
DOUGLAS E.
R.C.E. 397
EXPIRES 12-31-97
132 N. EI Camino Real, Suite N . Encinitas, CA 92024
Fax/ Phone 760-942-8474
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NOTES;
(I) Soil'Croup lIa,?s are available at the offices of the Department of Public Works.
(2)Wh~re actual conditions. deviate significantly from the tabulated impervious-
ness values of 8~ or ~, the values given for coefficient C, may be revised
by multiplying 8~ or ~ by the ratio of actual Imperviouspess to the
tabulated imperviousness. However, In no case shall the final coefficient
be less than 0.50. for clCaClj)le; . Consider commercial property on D soi I.rroup.
Actual Imperviousness
-5~
.Tabulated Imperviousness - So%
, '
Revised C - ~.x 0.85 - 0.53
80
.
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lV-A-3
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APPEHDIX IX-B
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NOMOGRAPH FOR DETERMINATION
OF TIME OF CONCENTRATION (Tel
FOR NATURAL WATERSHEDS
SAN 01 EGO COUNTY
DEPARTMENT OF SPECIAL DISTRICT SERVICES
DE 5 I GN MANUAL
APPROVED ,3,;-/' /~4~.
DATE /7./1/69
APPENDIX X-A
V-A-10 Rev. 5/81
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APPENDIX
175
OF CULVERTS
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liar CotTug;it~ Meul Pipe Projttting
........................... ......... ..188
liar CotTug;ited Metal Pipe Projecting
...................... ........... .189
111;1! CotTugated Metal Pipe Headwall
................................... ....190
liar Corrugated MeuJ Pipe. Headwall .
................................ ..191
ul..r Corrugated Metal Pi~ Headwall
................ ..192
.ul\'er15 Flo.....ing Full. n =- 0.02............193
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, ................ .194
ll~ Circular Corrug.lled Metal Pipe.
... ...................................195
CIrcular Corrugated Met..al Pipe,
...............................1%
:~ Circular Corrug:Hed Metal Pipe.
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14galed Metal Pipe Cuhert.!; Flowing full.
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nugJ.ted MC'tal Pipe - Arch, Projecting
. .................200
rTugated Met..al Pipe - Arch. Projecting
- ......................... ..201
.rrugaled Metal Pipe - Arch. HCidwall
. ................................202
.uugated Metal PiJX' - Arch. Hadwatl
. ............................ ...203
_ Arch Culveru Flo\\'ing Full. n = 0.024. . .204
rugated Met41 PiJX - Arch Cull'ttU,
; Full,n = 0.0327 toO.0306..........,...,205
"
'0
t1
.0
<
I
I
<
t<
1'..._.....ell".....
..."......'.......111 t..
..."........1_...:.........
.-.........-......
..........
II
,
"
t
II
.th for Various Discharges
~raphs wbeSl outlct is unsubmersai)
................................... .....206
I Horizontal. Critia] Depth. . . . . . . . . , .: . . .207
i Vertiol, Critical Depth........... ... ....208
ritiol I>cpth....,....,...................!09
h. Critiall Drpth........,., ..... .........210
.1
.1
.1
Ul
It
HEADWATER DEPTH FOR
CONCRETE .PIPE CULVERTS
WITH INLET CONTROL
.........-."'l:......_....
.