1996-4856 G Street Address
Category Serial #
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Name Description
Plan ck. # Year
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A • Civil Engineering
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October 4, 1996 OCT 04 1996
City of Encinitas
Engineering Department
RE: HYDROLOGY EVALUATION FOR RANCHVIEW ESTATES SUBDIVISION
PROPOSED PAD GRADING - CITY OF ENCINITAS T.M. 89-297
Gentlemen:
Please allow this letter to serve as an informal hydrology report
for the subject residential subdivision in olivenhain. This
project was originally constructed under the City of Encinitas
Drawing No.s 1134-R and 1134-G, which were prepared by this firm.
The work was completed, as-built and accepted by the City under
these plans/permits. The new owner, Venture Pacific Development
is now proposing pad grading for Lots 5 thru 9 as shown on the
plans submitted today.
Based on our original hydrology study for this project and direct
observations of the existing conditions, we have determined that
the drainage for the upper lots will drain to the private road
on-site, while the lower lot drainage will be handled by the
proposed brow ditch at the bottom of the slopes for Lots 6 thru
9. Assuming urban drainage design, a conservative estimate for
the 100 year storm over these lower lots is approximately 4.0
CFS. Based on our experience, a D-75 Brow Ditch can adequately
handle this flow. This drainage will be routed to an existing
catch basin off-site, with your permission, and ultimately,into
the main culvert running through the Windsor Estates project.
Based on our observations and the proposed grading plan, we
respectively request your acceptance of our hydrology evaluation
for this project and your permission to extend the brow ditch and
connect to the existing off-site catch basin. Should you have
any questions or comments, please feel free to contact this
office or respond, as such, with plan check comments.
Since el ,
LOG EN INEERING
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Since
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NEERI/NG
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C 39796
4 Douglas E. gran, R.C.E. 39726 EXP. 12-31-97
Principal
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REPORT OF ROUGH GRADING
1 RANCH VIEW ESTATES
LOTS 5 THROUGH 9
1 TM 89 -297
ENCINITAS, CALIFORNIA
1 JOB NO. 89 -79A
MARCH 18, 1997
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WESTERN
1 SOIL AND FOUNDATION ENGINEERING, INC.
WESTERN
' SOIL AND FOUNDATION ENGINEERING, INC.
PHONE: (619) 746 -3553 423 HALE AVENUE
FAX: (619) 746-4912 ESCONDIDO, CALIFORNIA 92029
March 18, 1997
Mr. Bob Booker
Venture Pacific
P.O. Box 231639
Encinitas, California 92023 -1639
Project: Our Job No. 89 -79A
' Ranch View Estates
TM 89 -297
Encinitas, California
Subject: Report of Rough Grading - Lots 5 through 9
Dear Mr. Booker:
In accordance with your request, we have provided testing and observation services
during the grading of Lots 5 through 9 on the above referenced project. Our services were
performed during the period of November 20, 1996 through March 14, 1997, the date of our
last observation and testing of compacted soils for this portion of the project. In summary,
our scope of services during this period of time included the following:
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Ranch View Estates Our Job No. 89 -79A
1 March 18, 1997 Page 2
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• Observing the grading operation, including the removal and recompaction of
poorly consolidated soil materials,
• Performing in -place density tests in fill material placed and compacted at the
site,
1 Performing laboratory tests on samples of the prevailing soils used for this
' project,
• Preparing this report of grading observation.
1
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.
1 The locations of the field density tests are presented on the attached Site Plan. The
site plan dated October 31, 1996 was provided by Logan Engineering.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
Ranch View Estates Our Job No. 89 -79A
March 18. 1997 Page 3
i
OBSERVATIONS AND TESTING
The recent earthwork performed on Lots 5 through 9 consisted of the following items:
1 Removal of any colluvium, poorly compacted fill or any other incompetent soil
material,
Placement of compacted fill to grade the site and to provide support ' p g p for the
proposed foundations and floor slabs, and
• Construction of a buttress fill to increase the stability of the proposed cut slope
' on Lot 5.
Maximum cuts and fills on the order of 10 feet and 30 feet, respectively, were
required to obtain the design elevations. To allow for the placement of at least 4 feet of fill
beneath the proposed structures, overexcavation of the formational materials was required on
Lot 5. Over excavation had been performed on Lots 6 through 9 during previous grading
procedures. Oversized material and debris were separated from the fill materials and disposed
of off site. Select import soils were placed in the buttress fill on Lot 5 and within 15 feet of
the face of fill slopes on lots 6 through 9. At least 3 feet of select import material was placed
' on that onion of each lot where the single family residence is proposed. The remainder of
P g Y P P
t each lot was capped with no less than 2 feet of select import soil.
WESTERN
' SOIL AND FOUNDATION ENGINEERING, INC.
1
1
Ranch View Estates Our Job No. 89 -79A
March 18, 1997 Page 4
The formational materials exposed at the bottom of the clean-outs consisted of the
Eocene age lagoonal sandstones and siltstones described in our Report of Rough Grading,
Ranch View Estates TM 89 -297, Encinitas, California dated September 9, 1995. In many
areas fill was placed upon previously compacted soil material documented in the same report.
The field density tests taken during grading were spaced to provide optimum coverage.
The tests were performed in accordance with ASTM D1556 -90, the sand cone method or
ASTM D2922 -81, the nuclear gauge method. The reported relative compaction is defined as
the ratio of the field dry density to the laboratory maximum dry density.
The laboratory compaction tests used in calculating the relative compaction of the field
density ests were performed on representative samples of on -site and import soil material in
Y P p P P
accordance with ASTM D1557 -91. Both field density and laboratory compaction test
methods and results are presented on the following pages. This report includes fill field
1 density test numbers between 1 and 194 performed from November 25 1996 to March 4
' 1997. Omitted test numbers represent field density tests performed on Lots A and B. The
results of those tests were presented in a separate report dated February 20, 1997.
Following the mass grading procedures several retaining walls were constructed on
Lots 6 through 9. These walls varied from 2 to 6 feet in height. Field density tests
1 performed in the wall backfill are documented on page 26 of this report. This report includes
wall backfill field density test numbers 1 through 11, performed from March 5 through March
' 14, 1997.
WESTERN
' SOIL AND FOUNDATION ENGINEERING, INC.
1
1
Ranch View Estates Our Job No. 89 -79A
' March 18, 1997 Page 5
The approximate area of fill tested, and the approximate location of the field density
tests are shown on the Site Plan located in this report. No observation or testing was
performed beyond these limits as depicted in this report.
' Grading procedures performed prior to this latest episode were observed by Western
Soil and Foundation Engineering and documented in our Report of Rough Grading dated
September 9, 1995.
RECOMMENDATIONS
' Drainage Control: Adequate drainage must be provided and maintained to prevent water
from ponding around or under the foundations. Water shall not be allowed to flow in an
1 uncontrolled manner over the to or face of an slope.
p Y P
' 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
1 the design life of the project.
Erosion control and drainage devices shall be installed in compliance with the
requirements of the controlling agencies.
i
1
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
1
Ranch View Estates Our Job No. 89 -79A
' March 18, 1997 Page 6
Slopes: Permanent constructed slopes shall be finish graded to an inclination no steeper than
specified within the soil reports and approved plans for this project. Slopes shall be planted
as soon as possible after grading. Slope erosion including sloughing, rilling, and slumping of
' surface soils may be anticipated if the slopes are left unplanted for a long period of time,
' especially during rainy seasons. Concrete swales and earth berms or back - gradients are
recommended at the top of permanent slopes to prevent surface water runoff from overtopping
1 the slopes. Erosion control and drainage devices shall be installed in compliance with p g p the
requirements of the controlling agencies.
Foundations: Representative samples of the soil materials used for capping pads were
' returned to our laboratory to determine their expansive potential and allowable soil bearing
value. Test results are presented on page 28 of this report. The results of our analysis
indicate that these soil materials have a low expansion potential and meet the criteria
presented in our Summary of Geotechnical Review and Recommendations letter dated
December 20. 1996.
' It is our understanding that post- tensioned foundations will be constructed on these
' lots. Foundations may be designed in accordance with the dimensions and allowable soil
bearing values presented in the table below.
1
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
Ranch View Estates Our Job No. 89 -79A
March 18, 1997 Page 7
Minimum Minimum Allowable
I Footing Depth Width Soil Bearing
Type (Feet) (Feet) Value (psf)
' Continuous 2.0 1.25 2000
Pad 2.0 2.0 2500
' The depth shall be measured from lowest adjacent subgrade. The allowable soil
bearing values presented above may be increased by one -third for wind or seismic loading.
i After completion of the footing excavation, the bottom of the footings should be
' approved by the geotechnical consultant prior to placement of steel or concrete.
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 Lots 5 through 9 of Ranch
' View Estates, TM 89 -297 is now complete. Some additional earthwork may be performed for
the installation of utilities, retaining walls and finish grading. We must be notified prior to
the commencement of an proposed earthwork. Additional fill or backfill that is laced on
YP p p
' this site must be tested for proper compaction.
CONCLUSIONS
' Based on our observations and test results, the preparation of pre- existing ground and
placement of compacted fill were performed in general compliance with the recommendations
presented in our previously referenced reports and letters.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
Ranch View Estates Our Job No. 89 -79A
' March 18, 1997 Page 8
' 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 D1557 -91).
' In providing professional geotechnical observations and testing services associated with
' the development of the project, we have employed accepted engineering and testing
procedures and made every reasonable effort to ascertain that the soil - related work was carried
1 out in general compliance with the recommendations and project specifications. Although our
' observation did not reveal obvious deficiencies, we do not guarantee the contractor's work,
nor do the services performed by our firm relieve the contractor of responsibility in the event
' of subsequently discovered defects in the contractor's work.
Respectfully submitted,
' WESTERN SOIL AND FOUNDATION ENGINEERING, INC.
' Vincent W. Gaby, CEG 1755, Expires 7/31/97
En n Geologist
' Dennis E. Zimmerman, C 26676, GE 928, Expires 3/31/00
Geotechnical Engineer
Attachments: Test Results
Site Plan
' Distribution: (5) Addressee
V WG /DEZ:dg
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
' Ranch View Estates Our Job No. 89 -79A
' March 18, 1997 Page 9
Fill
' Laboratory Compaction Test Results
Maximum Optimum
' Dry Moisture
Soil Density Content
Description (,pcfl ( %1
1
Dark Greenish -Gray, Clayey Silt 110.2 17.8
Greenish - Brown, Sandy, Clayey Silt 118.5 14.5
Green, Clayey, Sandy Silt 114.8 15.0
Lavender Grayish- Green, Clayey, 115.0 14.7
' Sandy Silt
Reddish - Brown, Very Silty, Fine 126.3 9.5
to Coarse Grained Sand
Light Brownish - Yellow, Medium 115.0 13.6
' to Coarse Grained Sand
Pale Yellow, Silty, Medium Grained Sand 116.8 12.8
' Yellowish - Brown, Slightly Clayey, 117.4 12.4
g Y
' Fine to Medium Grained Sand
Reddish - Brown, Clayey, Fine 124.0 11.0
to Medium Grained Sand
Brown, Silty, Fine to Medium 128.0 10.1
Grained Sand
Greenish to Yellowish- Brown, Slightly 117.7 13.3
Silty, Fine to Medium Grained Sand
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
Ranch View Estates Our Job No. 89 -79A
March 18, 1997 Page 10
' Fill
' Field Density Test Results
Ht of Field Field Maximum
Test Re- Fill & Moisture Dry Dry Relative
Date Test Test Location Elev. Content Density Density Compaction
1996 No. of No. of Test (Feet) ( %) (pcf) (pcf) ( %)
11 -25 1 Lot 9 +2.0 23.0 101.1 117.4 86.1
See Site Plan 107.0
11 -26 2 1 Lot 9 +2.0 18.3 110.3 117.4 94.0
See Site Plan 107.0
' 3 Lot 9 +4.0 19.0 110.3 117.4 94.0
See Site Plan 109.0
' 4 Lot 8 +2.0 18.3 106.0 117.4 90.3
See Site Plan 109.0
5 Lot 9 +6.5 19.2 107.4 118.5 90.6*
' See Site Plan 111.5
6 Lot 8 +4.0 17.9 111.2 118.5 93.8*
' See Site Plan 111.0
11 -26 7 Lot 7 +2.0 15.6 110.2 118.5 93.0*
' See Site Plan 111.0
11 -27 8 Lot 9 +8.5 16.9 114.8 118.5 96.9
See Site Plan 113.0
9 Lot 8 +6.0 17.6 111.3 118.5 93.9
' See Site Plan 113.0
10 Lot 7 +4.0 20.0 107.4 118.5 90.6
See Site Plan 113.0
' * Test taken by the nuclear gauge method.
WESTERN
' SOIL AND FOUNDATION ENGINEERING, INC.
' Ranch View Estates Our Job No. 89 -79A
March 18, 1997 Page 11
Fill
' Field Density Test Results
Ht of Field Field Maximum
' Test Re- Fill & Moisture Dry Dry Relative
Date Test Test Location Elev. Content Density Density Compaction
1996 No. of No. of Test (Feet) ( %) (pcf) (pcf) ( %)
' 11 -27 11 Lot 9 +10.5 15.4 109.0 117.4 92.8*
See Site Plan 115.0
12 Lot 8 +8.0 17.3 108.1 117.4 92.0*
See Site Plan 115.0
13 Lot 7 +6.0 19.4 106.7 117.4 90.9*
See Site Plan 115.0
' 14 Lot 6 +4.0 18.9 106.3 117.4 90.5*
See Site Plan 115.0
' 12 -02 15 Lot 9 +12.0 22.0 101.5 114.8 88.4*
See Site Plan 117.0
' 16 Lot 8 +10.0 18.9 106.4 114.8 92.7*
See Site Plan 117.0
' 17 Lot 7 +8.0 22.1 100.6 114.8 87.6*
' See Site Plan 117.0
18 Lot 6 +6.0 21.4 102.7 114.8 89.5*
See Site Plan 117.0
19 15 Lot 9 +12.0 20.4 103.7 114.8 90.3*
' See Site Plan 117.0
20 17 Lot 7 +8.0 19.7 103.9 114.8 90.5*
' See Site Plan 117.0
* Test taken by the nuclear gauge method.
WESTERN
' SOIL AND FOUNDATION ENGINEERING, INC.
i
Ranch View Estates Our J -
Job No. 89 79A
March 18, 1997 Page 12
' Fill
Field Density Test Results
Ht of Field Field Maximum
Test Re- Fill & Moisture Dry Dry Relative
Date Test Test Location Elev. Content Density Density Compaction
1996 No. of No. of Test (Feet) ( %) (Rcf) (pcf) ( %)
12 -02 21 18 Lot 6 +6.0 19.3 105.6 114.8 92.0*
See Site Plan 117.0
22 Lot 9 +14.0 19.0 104.9 114.8 91.4*
See Site Plan 119.0
23 Lot 8 +12.0 20.4 104.4 114.8 90.9*
See Site Plan 119.0
24 Lot 7 +11.0 18.9 105.7 114.8 92.1
See Site Plan 119.0
25 Lot 6 +8.5 19.4 103.8 114.8 90.4*
See Site Plan 119.0
12 -03 26 Lot 9 +16.0 14.9 109.1 115.0 94.8
See Site Plan 121.0
27 Lot 8/7 +13.0 17.6 106.2 115.0 92.4
See Site Plan 120.0
28 Lot 6 +10.0 16.0 104.0 115.0 90.5
' See Site Plan 120.0
12 -05 29 Lot 9 +18.0 25.0 101.4 114.8 88.4
See Site Plan 123.0
30 Lot 8 +15.0 20.4 102.7 114.8 89.5
See Site Plan 122.0
* Test taken by the nuclear gauge method.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
' Ranch View Estates Our Job No. 89 -79A
March 18, 1997 Page 13
Fill
Field Density Test Results
' Ht of Field Field Maximum
Test Re- Fill & Moisture Dry Dry Relative
' Date Test Test Location Elev. Content Density Density Compaction
1996 No. of No. of Test (Feet) ( %) (pcf) (pcf) ( %)
t 12 -05 31 Lot 7 +15.0 22.0 101.5 114.8 88.4
See Site Plan 122.0
' 32 Lot 6 +12.0 19.0 104.9 114.8 91.4
See Site Plan 122.0
' 12 -07 34 Lot 8 +2.0 19.7 107.8 114.8 93.9
See Site Plan 106.0
35 Lot 6 +2.0 19.0 107.8 114.8 93.9
See Site Plan 107.5
' 12 -09 37 Lot 9 +3.0 16.6 108.6 117.4 92.5
See Site Plan 108.0
' 39 Lot 6 +3.5 19.6 106.5 117.4 90.8
See Site Plan 130.0
' 40 Lot 6 +3.0 18.5 106.8 117.4 91.0
See Site Plan 114.0
' 12 -13 41 Lot 6 +4.0 13.5 115.2 126.3 91.2*
' See Site Plan 108.0
42 Lot 7 +4.0 14.4 114.8 126.3 90.9*
' See Site Plan 108.0
43 Lot 8 +4.0 12.3 116.3 126.3 92.1*
See Site Plan 108.0
* Test taken by the nuclear gauge method.
WESTERN
i SOIL AND FOUNDATION ENGINEERING, INC.
' Ranch View Estates Our Job No. 89 -79A
March 18, 1997 Page 14
Fill
Field Density Test Results
' Ht of Field Field Maximum
' Test Re- Fill & Moisture Dry Dry Relative
Date Test Test Location Elev. Content Density Density Compaction
1996 No. of No. of Test (Feet) ( % )(Pcf) (Pcf) ( %)
t 12 -13 44 Lot 9 +5.0 13.5 116.1 126.3 91.9*
See Site Plan 108.0
' 12 -14 45 Lot 6 +6.0 21.2 97.4 117.4 82.9
See Site Plan 110.0
' 12 -17 48 45 Lot 6 +6.0 16.3 106.4 117.4 90.7
See Site Plan 110.0
12 -19 50 Lot 7 +7.0 12.0 110.7 115.0 96.3
See Site Plan 110.0
' 12 -20 51 Lot 9 +7.0 12.0 100.9 115.0 87.7
See Site Plan 112.0
' 12 -21 57 29 Lot 9 +18.0 18.3 108.1 115.0 94.0
See Site Plan 123.0
58 31 Lot 7 +15.0 18.3 113.5 115.0 98.7
See Site Plan 122.0
' 59 30 Lot 8 +15.0 16.8 105.8 115.0 92.0
See Site Plan 122.0
12 -23 60 Lot 6 +13.0 15.6 106.7 117.4 90.9
' See Site Plan 123.0
61 Lot 8 +16.0 16.8 108.4 117.4 92.4
' See Site Plan 123.0
' * Test taken by the nuclear gauge method.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
Ranch View Estates Our Job No. 89 -79A
March 18, 1997 Page 15
Fill
' Field Density Test Results
Ht of Field Field Maximum
Test Re- Fill & Moisture Dry Dry Relative
Date Test Test Location Elev. Content Density Density Compaction
1996 No. of No. of Test (Feet) ( %) (pcf) (Pcf) ( %)
12 -24 62 Lot 6 +6.0 13.6 114.3 117.4 97.4
See Site Plan 139.0
' 63 Lot 6 +6.0 13.6 109.2 117.4 93.0
See Site Plan 139.0
12 -26 64 51 Lot 9 +7.0 15.6 106.0 115.0 92.2
See Site Plan 112.0
65 Lot 9 +9.0 13.0 3 0 107.1 117.4 91.2
' See Site Plan 114.0
66 Lot 7 +9.0 14.3 110.0 117.4 93.7
See Site Plan 112.0
68 Lot 6 +8.5 20.5 108.3 115.0 94.2
See Site Plan 135.0
69 Lot 6 +8.5 20.5 104.0 115.0 90.5
See Site Plan 125.5
12 -27 70 Lot 5 +3.0 20.5 108.5 114.8 94.6
' See Site Plan 160.5
71 Lot 6 +11.0 17.6 107.8 114.8 93.9
See Site Plan 132.0
12 -30 72 Lot 5 +5.5 19.8 107.9 114.8 94.0
' See Site Plan 162.5
' * Test taken by the nuclear gauge method.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
Ranch View Estates
Our Job No. 89 -79A
' March 18, 1997 Page 16
Fill
Field Density Test Results
Ht of Field Field Maximum
Test Re- Fill & Moisture Dry Dry Relative
Date Test Test Location Elev. Content Density Density Compaction
1996 No. of No. of Test (Feet) ( %) (pcf) (pcf) ( %)
12 -30 73 Lot 8 +18.5 22.0 98.3 114.8 85.6
See Site Plan 125.5
74 Lot 7 +18.5 19.0 107.5 114.8 93.6
See Site Plan 125.5
' 75 Lot 6 +16.0 19.8 109.3 114.8 95.3
See Site Plan 125.5
76 Lot 5 +7.0 19.0 103.7 114.8 90.3
See Site Plan 164.5
77 Lot 6 +13.0 19.0 108.4 114.8 94.4
See Site Plan 153.0
78 Lot 6 +16.0 17.6 105.8 114.8 92.1
See Site Plan 156.0
12 -31 79 Lot 9 +23.0 17.0 112.1 115.0 97.5
See Site Plan 126.0
80 73 Lot 8 +18.5 20.5 106.0 115.0 92.2
' See Site Plan 125.5
81 Lot 5 +9.0 19.0 105.1 115.0 91.4
See Site Plan 166.5
82 Lot 5 +11.5 18.3 104.4 115.0 90.8
See Site Plan 169.0
* Test taken by the nuclear gauge method.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
Ranch View Estates Our Job No. 89 -79A
March 18, 1997 Page 17
Fill
' Field Density Test Results
Ht of Field Field Maximum
Test Re- Fill & Moisture Dry Dry Relative
Date Test Test Location Elev. Content Density Density Compaction
1996 No. of No. of Test (Feet) ( %) (pcf) (pcf) ( %)
' 12 -31 83 Lot 6 +18.5 20.5 106.0 115.0 92.2
See Site Plan 158.5
84 Lot 5 +14.0 19.7 105.7 115.0 91.9
See Site Plan 171.5
1997
1 -02 85 Lot 7 +21.0 17.6 106.0 115.0 92.2
See Site Plan 128.0
86 Lot 7 +23.0 19.7 105.7 115.0 91.9
See Site Plan 130.0
87 Lot 6 +19.0 18.3 106.7 115.0 92.8
See Site Plan 129.0
88 Lot 7 +25.0 19.8 107.0 115.0 93.0
See Site Plan 132.0
89 Lot 6 +22.0 19.8 105.2 115.0 91.5
See Site Plan 132.0
1 -07 90 Lot 8 +21.5 19.8 106.7 115.0 92.8
See Site Plan 129.0
91 Lot 7 +27.0 20.5 104.1 115.0 90.6
See Site Plan 134.0
92 Lot 6 +25.0 24.4 98.9 115.0 86.0
' See Site Plan 135.0
1 * Test taken by the nuclear gauge method.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
Ranch View Estates Our Job No. 89 -79A
March 18, 1997 Page 18
Fill
' Field Density Test Results
Ht of Field Field Maximum
Test Re- Fill & Moisture Dry Dry Relative
Date Test Test Location Elev. Content Density Density Compaction
1997 No. of No. of Test (Feet) ( %) Spcf) (pcf) ( %)
( 1 -08 93 92 Lot 6 +25.0 19.8 108.2 115.0 94.1
See Site Plan 135.0
94 Lot 6 +27.0 21.2 102.6 115.0 89.2
See Site Plan 137.5
1 -08 95 Lot 7 +29.0 19.8 107.3 115.0 93.3
See Site Plan 136.0
I 1 -10 96 Lot 9 +2.0 22.0 106.8 118.5 90.1
See Site Plan 97.0
1 -11 97 Lot 9 +4.0 20.5 107.5 115.0 93.5
See Site Plan 100.0
' 98 Lot 9 +7.0 19.7 106.8 115.0 92.9
See Site Plan 103.0
99 Lot 9 +9.0 19.7 108.0 115.0 93.9
See Site Plan 105.0
1 -20 100 Lot 9 +12.0 19.7 107.9 115.0 93.9
See Site Plan 108.0
101 Lot 9 +15.0 18.9 107.3 115.0 93.3
See Site Plan 111.0
1 -21 102 Lot 9 +12.0 11.7 116.0 124.0 93.6
See Site Plan 117.0
1 * Test taken by the nuclear gauge method.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
Ranch View Estates Our Job No. 89 -79A
March 18, 1997 Page 19
Fill
Field Density Test Results
Ht of Field Field Maximum
' Test Re- Fill & Moisture Dry Dry Relative
Date Test Test Location Elev. Content Density Density Compaction
1997 No. of No. of Test (Feet) ( %) (pcfl (pcf) ( %)
1 -21 103 Lot 9 +17.0 19.8 105.8 115.0 92.0
See Site Plan 113.0
104 Lot 9 +19.5 19.8 104.5 115.0 90.9
See Site Plan 115.5
1 -24 105 Lot 5 +3.0 22.0 105.6 117.4 89.9
See Site Plan 177.0
106 105 Lot 5 +3.0 16.3 113.5 117.4 96.7
See Site Plan 177.0
107 Lot 5 +5.0 22.0 102.5 115.0 89.1
See Site Plan 179.0
108 107 Lot 5 +5.0 17.6 108.2 117.4 92.1
See Site Plan 179.0
109 Lot 5 +7.5 19.7 107.3 117.4 91.4
See Site Plan 181.5
1 -29 110 Lot 8 +14.0 14.3 112.9 124.0 91.1
See Site Plan 118.0
2 -01 114 Lot 5 +10.0 11.0 115.6 124.0 93.2*
See Site Plan 184.0
115 Lot 5 +12.5 15.6 115.4 124.0 93.1
See Site Plan 187.0
1 * Test taken by the nuclear gauge method.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
I Ranch View Estates Our Job No. 89 -79A
March 18, 1997 Page 20
Fill
Field Density Test Results
Ht of Field Field Maximum
Test Re- Fill & Moisture Dry Dry Relative
Date Test Test Location Elev. Content Density Density Compaction
1997 No. of No. of Test (Feet) ( %) (pcf) (pcf) ( %)
I 2 -04 118 Lot 6 +8.5 11.2 116.2 124.0 93.7
See Site Plan 112.5
I 119 Lot 9 +15.0 11.0 120.5 124.0 97.2
See Site Plan 120.0
2 -05 120 Lot 8 +17.0 13.8 112.7 124.0 90.9
See Site Plan 121.0
122 Lot 7 +11.0 11.7 113.3 124.0 91.4
See Site Plan 114.0
123 Lot 6 +14.0 16.3 119.7 124.0 96.5
See Site Plan 118.0
' 124 Lot 7 +16.5 8.7 114.7 124.0 92.5
See Site Plan 119.5
125 Lot 6 +19.0 10.5 115.7 124.0 93.3
See Site Plan 123.0
2 -06 127 Lot 8 +19.0 10.2 118.3 128.0 92.4*
See Site Plan 123.0
128 Lot 7 +21.0 11.0 120.3 128.0 94.0*
' See Site Plan 124.0
129 Lot 9 +21.0 9.8 123.6 128.0 96.6*
See Site Plan 126.0
' * Test taken by the nuclear gauge method.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
I Ranch View Estates Our Job No. 89 -79A
I March 18, 1997 Page 21
Fill
Field Density Test Results
Ht of Field Field Maximum
' Test Re- Fill & Moisture Dry Dry Relative
Date Test Test Location Elev. Content Density Density Compaction
1997 No. of No. of Test (Feet) ( %) (pcf) (pcf) ( %)
' 2 -06 130 Lot 6 +23.0 8.0 118.0 128.0 92.2*
See Site Plan 129.0
I 132 Lot 7 +26.0 8.9 116.5 128.0 91.0*
See Site Plan 132.0
I 133 Lot 6 +28.5 8.7 116.6 128.0 91.1*
See Site Plan 134.5
' 2 -07 134 Lot 5 +15.0 10.7 117.4 128.0 91.7*
See Site Plan 190.0
135 Lot 5 +17.5 11.0 116.1 128.0 90.7*
See Site Plan 192.5
139 94 Lot 6 +31.0 9.5 117.8 128.0 92.0*
See Site Plan 137.0
I 2 -08 140 Lot 6 +34.0 7.8 118.3 128.0 92.4*
See Site Plan 140.0
142 Lot 8 +21.5 8.5 117.5 128.0 91.8*
See Site Plan 125.5
143 Lot 8 +24.0 8.4 117.9 128.0 92.1
' See Site Plan 130.0
149 Lot 6 +37.0 8.2 116.1 128.0 90.7
' See Site Plan 143.0
' * Test taken by the nuclear gauge method.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
Ranch View Estates Our Job No. 89 -79A
March 18, 1997 Page 22
Fill
Field Density Test Results
Ht of Field Field Maximum
' Test Re- Fill & Moisture Dry Dry Relative
Date Test Test Location Elev. Content Density Density Compaction
1997 No. of No. of Test (Feet) ( %) (pcf) (pcf) ( %)
2 -13 154 Lot 7 +3.0 19.0 115.0 117.4 97.9
See Site Plan 149.0
155 Lot 7 +5.5 20.3 108.0 117.4 92.0
See Site Plan 151.0
2 -14 156 Lot 9 +23.0 20.0 107.3 117.4 91.4*
See Site Plan 126.0
I57 Lot 9 +23.0 20.1 108.0 117.4 92.0*
See Site Plan 126.0
158 Lot 8 +26.0 18.7 108.8 117.4 92.* 7
' See Site Plan 132.0
159 Lot 8 +26.0 19.1 107.8 117.4 91.8*
I See Site Plan 132.0
2 -17 161 Lot 9 +25.0 12.5 106.6 117.4 90.6*
See Site Plan 128.0
2 -19 162 Lot 7 +31.0 20.5 105.2 117.4 89.6*
' See Site Plan 140.0
163 Lot 7 +33.0 19.5 104.5 117.4 89.0*
' See Site Plan 142.0
164 162 Lot 7 +31.0 20.0 106.6 117.4 90.8*
See Site Plan 140.0
' * Test taken by the nuclear gauge method.
' WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
' Ranch View Estates Our Job No. 89 -79A
March 18, 1997 Page 23
1
' Fill
Field Density Test Results
Ht of Field Field Maximum
Test Re- Fill & Moisture Dry Dry Relative
Date Test Test Location Elev. Content Density Density Compaction
1997 No. of No. of Test (Feet) ( %) (pcf) (pcf) ( %)
2 -19 165 163 Lot 7 +33.0 19.1 107.4 117.4 91.5*
See Site Plan 142.0
166 Lot 6 +40.0 17.5 113.3 117.4 96.5*
See Site Plan 146.0
167 Lot 6 +42.0 18.0 108.0 117.4 92.0*
See Site Plan 148.0
2 -20 168 Lot 8 +26.0 10.7 116.6 117.7 99.1*
See Site Plan 134.0
169 Lot 8 +27.0 12.9 113.0 117.7 96.0*
See Site Plan 135.0
' 170 Lot 9 +25.0 12.2 108.2 117.7 91.9*
See Site Plan 128.0
' 171 Lot 9 +25.0 12.9 110.6 117.7 94.0*
See Site Plan 128.0
2 -21 180 Lot 5 +16.0 15.6 5 117.5 128.0 91.8 *
See Site Plan 174.0
181 Lot 5 +16.0 16.6 118.3 128.0 92.4*
See Site Plan 174.0
2 -22 182 Lot 5 +16.0 19.4 107.6 118.5 90.8*
See Site Plan 174.0
' * Test taken by the nuclear gauge method.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
Ranch View Estates Our Job No. 89 -79A
' March 18, 1997 Page 24
Fill
Field Density Test Results
Ht of Field Field Maximum
Test Re- Fill & Moisture Dry Dry Relative
Date Test Test Location Elev. Content Density Density Compaction
1997 No. of No. of Test (Feet) ( %) (pcf) (Pcf) ( %)
' 2 -22 183 Lot 5 +18.0 6.1 94.7 117.7 80.5
See Site Plan 176.0
184 183 Lot 5 +18.0 11.5 108.5 117.7 92.2
See Site Plan 176.0
2 -24 185 Lot 5 +20.0 13.2 108.4 117.7 92.1*
' See Site Plan 178.0
186 Lot 5 +20.0 12.3 107.6 117.7 91.4*
' See Site Plan 178.0
187 Lot 5 +20.0 11.8 106.0 117.7 90.1
' See Site Plan 178.0
' 3 -04 188 Lot 7 +34.5 11.0 108.2 117.7 91.9*
See Site Plan 143.5
189 Lot 7 +36.5 8.9 111.6 117.7 94.8*
See Site Plan 145.5
' 190 Lot 6 F.G. 8.6 108.6 117.7 92.3
See Site Plan 151.0
191 Lot 6 F.G. 7.9 109.5 117.7 93.0
See Site Plan 150.0
* Test taken by the nuclear gauge method.
WESTERN
' SOIL AND FOUNDATION ENGINEERING, INC.
1
Ranch View Estates Our Job No. 89 -79A
' March 18, 1997 Page 25
Fill
' Field Density Test Results
Ht of Field Field Maximum
' Test Re- Fill & Moisture Dry Dry Relative
Date Test Test Location Elev. Content Density Density Compaction
1997 No. of No. of Test (Feet) ( %) (12cf) (pcf) ( %)
' 3 -04 192 Lot 8 F.G. 9.9 109.9 117.7 93.4
See Site Plan 136.5
193 Lot 8 F.G. 11.0 113.0 117.7 96.0
See Site Plan 136.5
194 Lot 9 F.G. 9.3 107.1 117.7 91.0
See Site Plan 130.0
* Test taken by the nuclear gauge method.
1
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
Ranch View Estates Our Job No. 89 -79A
' March 18, 1997 Page 26
' Wall Backfill
Field Density Test Results
Field Field Maximum
' Test Re- Height Moisture Dry Dry Relative
Date Test Test Location of Fill Content Density Density Compaction
1997 No. of No. of Test (Feet) ( %) (pcfl (pcfj ( %)
' 3 -05 1 Lot 6 +1.0 9.2 102.1 117.7 86.8*
See Site Plan
2 1 Lot 6 +1.0 11.0 106.3 117.7 90.3
See Site Plan
' 3 -06 3 Lot 6 +3.0 13.0 108.3 117.7 92.0*
See Site Plan
' 3 -07 4 Lot 7 +3.0 12.0 102.2 117.7 86.8
See Site Plan
5 Lot 9 +3.5 9.7 103.1 117.7 87.6*
' See Site Plan
6 5 Lot 9 +3.5 15.0 105.9 117.7 90.0*
See Site Plan
3 -10 7 Lot 8 +3.0 12.4 105.9 117.7 90.0*
See Site Plan
3 -11 8 Lot 8 +2.5 13.7 112.4 124.0 90.7
' See Site Plan
9 4 Lot 7 +3.0 10.5 106.2 117.7 90.8*
' See Site Plan
' * Test taken by the nuclear gauge method.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
1
Ranch View Estates Our Job No. 89 -79A
' March 18, 1997 Page 27
Wall Backfill
Field Density Test Results
Field Field Maximum
Test Re- Height Moisture Dry Dry Relative
Date Test Test Location of Fill Content Density Density Compaction
1997 No. of No. of Test (Feet) ( %) (pcf) (pcf) ( %)
' 3 -14 10 Lot 6 +4.0 13.3 106.2 117.7 90.2
See Site Plan
' 11 Lot 7 F.G. 12.7 105.9 117.7 90.0
See Site Plan
1
' * Test taken by the nuclear gauge method.
1
i
i
r
r
r
r
r
' WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
i
' Ranch View Estates Our Job No. 89 -79A
' March 18, 1997 Page 28
' DIRECT SHEAR
' Apparent Angle of
Soil Cohesion Internal Friction
Description (psf) (degrees)
' Reddish - Brown, Very Silty, Fine 160 30
to Coarse Grained Sand
t Light Brownish - Yellow, Medium 220 29
to Coarse Grained Sand
1 Pale Yellow, Silty Medium 130 30
Grained Sand
' Yellowish - Brown, Slightly Clayey, 130 32
Fine to Medium Grained Sand
' Reddish - Brown, Clayey, Fine 170 30
to Medium Grained Sand
' Greenish to Yellowish- Brown, Slightly 100 31
Silty, Fine to Medium Grained Sand
'
Expansion Index
Initial Final
' Sample Sample Expansion Moisture Moisture Expansion
Location Depth (Ft) Index ( %) ( %) Potential
Lot 6 F. G. -1.0' 12 10.5 21.2 Very Low
Lot 9 F.G. 3 10.5 17.6 Very Low
WESTERN
t SOIL AND FOUNDATION ENGINEERING, INC.
1
REPORT OF ROUGH GRADING
' RANCH VIEW ESTATES
LOTS A AND B
' TM 89 -297
ENCINITAS, CALIFORNIA
' JOB NO. 89 -79A
FEBRUARY 20, 1997
1
i
WESTERN
' SOIL AND FOUNDATION ENGINEERING, INC.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
PHONE: (619) 746 -3553 423 HALE AVENUE
FAX: (619) 746 -4912 ESCONDIDO, CALIFORNIA 92029
' February 20, 1997
Mr. Bob Booker
' Venture Pacific
P.O. Box 231639
Encinitas, California 92023 -1639
t Project: Our Job No. 89 -79A
Ranch View Estates
1 TM 89 -297
Encinitas, California
Subject: Report of Rough Grading - Lots A and B
J p g g
' Dear Mr. Booker:
In accordance with your request, we have provided testing and observation services
during the grading of Lots A and B on the above referenced project. Our services were
' performed during the period of December 5, 1996 through February 20, 1997, the date of our
last observation and testing of compacted soils for this portion of the project. In summary,
our scope of services during this period of .time included the following:
' Ranch View Estates Our Job No. 89 -79A
February 20, 1997 Page 2
I
• Observing the grading operation, including the removal and recompaction of
poorly consolidated soil materials
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' Performing in -place density tests in fill material placed and compacted at the
site,
• Performing laboratory tests on samples of the prevailing soils used for this
project,
' Preparing this report of grading observation.
The scope of our observations and testing services did not include the responsibility
' for surveying; the locations and elevations of the tests were determined from stakes and hubs
set by others.
The locations of the field density tests are presented on the attached Site Plan. The
site plan dated October 31, 1996 was provided by Logan Engineering.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
1
Ranch View Estates Our Job No. 89 -79A
February 20, 1997 Page 3
r
OBSERVATIONS AND TESTING
r
r The recent earthwork performed on Lots A & B consisted of the following items:
r Removal of any colluvium, poorly compacted fill or any other incompetent soil
material,
r
• Placement of compacted fill to grade the site and to provide support for the
r proposed foundations and floor slabs, and
' 9P Construction of a buttress fill to increase the stability of the proposed cut
slopes.
r
r Maximum cuts and fills on the order of 12 feet were required to obtain the design
elevations. To allow for the placement of at least 4 feet of fill beneath the proposed
structures, overexcavation of the formational materials was required on lots- Oversized
4 both to . ? ersized
r material and debris were separated from the fill materials and disposed of off site. Select
import soils were placed in the buttress fill and within four feet of finish grade on the upper
r
building ds for each lot. A two foot thick ca t w
g F p of select fill as placed on the lower
' elevation pads of each lot.
The formational materials exposed at the bottom of the clean-outs consisted of the
Eocene age lagoonal sandstones and siltstones documented in our Report of Rough Garadin
P g g,
' Ranch View Estates TM 89 -297, Encinitas, California dated September 9, 1995_
WESTERN
501L AND FOUNDATION ENGINEERING, INC.
1
Ranch View Estates Our Job No. 89 -79A
February 20, 1997 Page 4
1
During the grading procedure the cut slopes were inspected and mapped by the
Engineering Geologist. A supplemental analysis was performed and revisions to the slope
buttress procedure (recommended in our Letter of Grading Plan Review, dated November 8,
1996) were implemented in the field.
1 The field density tests taken during grading were spaced to provide optimum coverage.
The tests were performed in accordance with ASTM D1556 -90, the sand cone method or
ASTM D2922 -81, the nuclear gauge method. The reported relative compaction is defined as
the ratio of the field dry density to the laboratory maximum dry density.
The laboratory compaction tests used in calculating the relative compaction of the field
1 density tests were performed on representative samples of on -site soil material in accordance
with ASTM D1557 -91. Both field density and laboratory compaction test methods and results
are presented on the following pages. This report includes fill field density test numbers
1 between 33 and 179, performed from December 7, 1996 to February 20, 1997. Omitted test
1 numbers represent field density tests performed on Lots 4 through 9. The results of those
tests will be presented in a separate report.
' The approximate area of fill tested, and the approximate location of the field density
pp pP
I tests are shown on the Site Plan located in this report. No observation or testing was
performed beyond these limits as depicted in this report.
Grading procedures performed prior to this latest episode were observed by Western
Soil and Foundation Engineering and documented in our Report of Rough Grading dated
September 9, 1995.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
' Ranch View Estates Our Job No. 89 -79A
February 20, 1997 Page 6
Foundations: Representative samples of the soil materials used for capping pads were
returned to our laboratory to determine their expansive potential and allowable soil bearing
' value. Test results are presented on page 15 of this report. The results of our analysis
' indicate that these soil materials have a low expansion potential and meet the criteria
presented in our Summary of Geotechnical Review and Recommendations letter dated
' December 20 1996. Therefore special foundations to reduce the detrimental effects of
expansive soil are not necessary.
1 It is our understanding that post- tensioned foundations will be constructed on these
lots. Foundations may be designed in accordance with the dimensions and allowable soil
bearing values presented in the table below.
Minimum Minimum Allowable
' Footing Depth Width Soil Bearing
Type (Feet) (Feet) Value (ps1)
' Continuous 2.0 1.25 2000
Pad 2.0 2.0 2500
' The depth shall be measured from lowest adjacent subgrade. The allowable soil
bearing values presented above may be increased by one -third for wind or seismic loading.
After completion of the footing excavation, the bottom of the footings should be
approved by the geotechnical consultant prior to placement of steel or concrete.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
' Ranch View Estates Our Job No. 89 -79A
February 20, 1997 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 Lots A and B of Ranch View
I Estates TM 89 -297 is now complete. Some additional earthwork may be performed for the
P Y p
' installation of utilities, retaining walls and finish grading. Furthermore, additional grading
' will continue on the adjacent lots of this project. We must be notified prior to the
commencement of any proposed earthwork. Additional fill or backfill that is placed on this
site must be tested for proper compaction.
' CONCLUSIONS
Based on our observations and test results, the preparation of natural ground and
' placement of compacted fill were performed in general compliance with the recommendations
1 presented in our previously referenced reports and letters.
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 D1557 -91).
WESTERN
' SOIL AND FOUNDATION ENGINEERING, INC.
Ranch View Estates Our Job No. 89 -79A
February 20, 1997 Page 8
1
' In providing professional geotechnical observations and testing services associated with
the development of the project, we have employed accepted engineering and testing
1 procedures and made every reasonable effort to ascertain that the soil - related work was carried
' out in general compliance with the recommendations and project specifications. Although our
observation did not reveal obvious deficiencies, we do not guarantee the contractor's work,
' nor do the services erformed b our firm relieve the contractor of responsibility in the event
P Y P tY
of subsequently discovered defects in the contractor's work.
' Respectfully submitted,
WESTERN SOIL AND FOUNDATION ENGINEERING, INC.
' Vincent W. Gaby, CEG 1755, Expires 7/31/97
Engineering Geologist
' Dennis E. Zimmerman, C 26676, GE 928, Expires 3/31/00
Geotechnical Engineer
Attachments: Test Results
1 Site Plan
Distribution: (4) Addressee
' VWG/DEZ:dg
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
' Ranch View Estates Our Job No. 89 -79A
February 20, 1997 Page 9
' Fill
Laboratory Compaction Test Results
' Maximum Optimum
Dry Moisture
' Soil Density Content
Description (pcfl ( %)
' Dark Greenish-Gray, Clayey Cla e Silt 110.2 17.8
Green, Clayey, Sandy Silt
114.8 15.0
Lavender Grayish- Green, Clayey, 115.0 14.7
' Sandy Silt
' Light Brownish- Yellow, Medium 115.0 13.6
to Coarse Grained Sand
' Yellowish - Brown, Slightly Clayey, 117.4 12.4
Fine to Medium Grained Sand
Reddish -Brown Clayey Fine 124.0 11.0
i
to Medium Grained Sand
Brown, Silty, Fine to Medium 128.0 10.1
Grained Sand
WESTERN
' SOIL AND FOUNDATION ENGINEERING, INC.
i
' Ranch View Estates Our Job No. 89 -79A
February 20, 1997 Page 10
Fill
Field Density Test Results
' Ht of Field Field Maximum
Test Re- Fill & Moisture Dry Dry Relative
Date Test Test Location Elev. Content Density Density Compaction
' o 0
1996 No. of No. of Test Feet /o c c /o
(Feet) ( ) (p fl (p f) ( )
' 12 -07. 33 Lot A +3.0 16.3 115.8 117.4 98.7
See Site Plan 126.0
' 36 Lot A +5.0 14.9 113.1 117.4 96.4
See Site Plan 128.0
' 12 -09 38 Lot B +2.0 25.0 94.7 115.0 82.4
See Site Plan 149.0
' 12 -17 46 Lot A +7.0 20.5 109.5 117.4 93.2
See Site Plan 130.0
47 Lot A +10.0 18.7 108.0 117.4 92.0
See Site Plan 133.0
' 12 -19 49 Lot A +13.0 19.7 104.4 115.0 90.8
See Site Plan 136.0
12 -20 52 Lot A +15.0 17.0 116.6 117.4 99.3
See Site Plan 138.0
' 53 38 Lot B +2.0 22.7 106.1 114.8 92.4
See Site Plan 149.0
54 of +
L A 18.0 24.2 103.4 114.8 90.1
See Site Plan 141.0
12 -21 55 Lot B +4:0 23.5 101.2 110.2 91.8
See Site Plan 151.0
WESTERN
' SOIL AND FOUNDATION ENGINEERING, INC.
' Ranch View Estates Our Job No. 89 -79A
February 20, 1997 Page 11
Fill
Field Density Test Results
' Ht of Field Field Maximum
Test Re- Fill & Moisture Dry Dry Relative
' Date Test Test Location Elev. Content Density Density Compaction
1996 No. of No. of Test (Feet) ( %) (pcfl (pcf) ( %)
' 12 -21 56 Lot B +6.0 23.5 102.8 110.2 93.3
See Site Plan 153.0
' 12 -26 67 Lot A +20.0 16.3 115.0 117.4 97.9
See Site Plan 143.0
1997
' 1 -31 111 Lot B +2.5 17.0 111.6 117.4 95.1
See Site Plan 161.5
2 -01 112 Lot A +2.0 27.7 96.6 115.0 84.0*
See Site Plan 152.0
' 113 Lot A +3.5 26.7 98.6 115.0 85.5*
See Site Plan 150.0
' 2 -03 116 Lot B +5.0 11.1 107.3 124.0 86.5
See Site Plan 164.0
' 117 116 Lot B +5.0 11.1 117.1 124.0 94.5
See Site Plan 164.0
' 2 -05 121 Lot B +7.0 9.9 118.7 124.0 95.7
See Site Plan 166.0
126 Lot B +9.5 9.9 118.5 124.0 95.6
See Site Plan 168.0
2 -06 131 112 Lot A +2:5 11.8 116.1 128.0 90.7*
See Site Plan 152.5
* Test taken by the nuclear gauge method.
WESTERN
' SOIL AND FOUNDATION ENGINEERING, INC.
' Ranch View Estates Our Job No. 89 -79A
February 20, 1997 Page 12
' Fill
Field Density Test Results
' Ht of Field Field Maximum
Test Re- Fill & Moisture Dry Dry Relative
Date Test Test Location Elev. Content Density Density Compaction
1997 No. of No. of Test (Feet) ( %) (pcfl (pcfl ( %)
' 2 -07 136 Lot A +5.0 9.8 117.6 128.0 91.9*
See Site Plan 155.0
137 Lot A +7.0 8.9 116.4 128.0 90.9*
See Site Plan 157.0
138 113 Lot A +2.0 22.1 105.7 117.4 90.0*
See Site Plan 150.0
' 2 -08 141 Lot A +9.5 8.3 122.1 128.0 95.4*
See Site Plan 160.0
' 144 Lot A +12.0 8.1 108.0 128.0 84.4*
See Site Plan 162.5
' 145 144 Lot A +12.0 9.5 113.4 128.0 88.6
See Site Plan 162.5
' 146 145 Lot A +12.0 9.1 112.9 128.0 88.2
See Site Plan 162.5
' 147 146 Lot A +12.0 8.8 126.0 128.0 98.4
See Site Plan 162.5
148 Lot A +15.5 8.9 121.0 128.0 94.6
See Site Plan 165.0
* Test taken by the nuclear gauge method.
WESTERN
' SOIL AND FOUNDATION ENGINEERING, INC.
Ranch View Estates Our Job No. 89 -79A
February 20, 1997 Page 13
' Fill
Field Density Test Results
Ht of Field Field Maximum
Test Re- Fill & Moisture Dry Dry Relative
' Date Test Test Location Elev. Content Density Density Compaction
1997 No. of No. of Test (Feet) ( %) (pcf) (pcf) ( %)
' 2 -08 150 Lot A +17.5 7.8 124.2 128.0 97.0
See Site Plan 167.0
' 2 -11 151 Lot A +23.0 29.4 98.4 115.0 85.5
See Site Plan 146.0
' 2 -12 152 Lot B +8.0 19.7 105.7 115.0 91.9*
See Site Plan 155.0
' 153 Lot B +10.0 9.0 118.0 128.0 92.2*
See Site Plan 157.0
' 2 -17 160 151 Lot A +23.0 9.0 120.2 128.0 93.9*
See Site Plan 146.0
' 2 -20 172 Lot B +14.0 9.0 121.2 128.0 94.7*
See Site Plan 161.0
' 173 Lot B +18.0 9.6 119.3 128.0 93.2*
See Site Plan 165.0
174 Lot B +12.5 8.7 127.5 128.0 99.6*
See Site Plan 159.5
175 Lot B +16.0 10.8 123.9 128.0 96.8*
See Site Plan 163.0
' * Test taken by the nuclear gauge method.
WESTERN
' SOIL AND FOUNDATION ENGINEERING, INC.
' Ranch View Estates Our Job No. 89 -79A
February 20, 1997 Page 14
' Fill
Field Density Test Results
' Ht of Field Field Maximum
Test Re- Fill & Moisture Dry Dry Relative
' Date Test Test Location Elev. Content Density Density Compaction
1997 No. of No. of Test (Feet) ( %) (pcf) (pcf) ( %)
' 2 -20 176 Lot A +27.0 8.7 116.4 128.0 90.9*
See Site Plan 150.0
' 177 Lot A +31.0 13.3 115.7 128.0 90.4*
See Site Plan 154.0
178 Lot A +25.0 10.2 121.2 128.0 94.7*
See Site Plan 149.0
' 179 Lot A +29.0 9.5 123.5 128.0 96.5*
See Site Plan 152.0
* Test taken by the nuclear gauge method.
WESTERN
' SOIL AND FOUNDATION ENGINEERING, INC.
' Ranch View Estates Our Job No. 89 -79A
February 20, 1997 Page 15
' DIRECT SHEAR
t Apparent Angle of
Soil Cohesion Internal Friction
' Description (psf) (degrees)
Light Brownish- Yellow, Medium
to Coarse Grained Sand 220 29
Yellowish - Brown, Slightly Clayey,
t Fine to Medium Grained Sand 130 32
' Reddish - Brown, Clayey, Fine
to Medium Grained Sand 170 30
1
WESTERN
' SOIL AND FOUNDATION ENGINEERING, INC.
t
REPORT OF ROUGH GRADING
i RANCH VIEW ESTATES
LOT 4
TM 89 -297
ENCINITAS, CALIFORNIA
' JOB NO. 89 -79B
' MARCH 17, 1997
1
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
' PHONE: (619) 746 -3553 423 HALE AVENUE
FAX: (619) 746 -4912 ESCONDIDO, CALIFORNIA 92029
March 17, 1997
Mr. Mike Gorman
2567 Unicornio St.
Carlsbad, California 92009
Project: Our Job No. 89 -79B
Ranch View Estates
TM 89 -297
Encinitas, California
' Subject: Report of Rough Grading - Lot 4
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Dear Mr. Gorman:
' In accordance with your request, we have provided testing and observation services
' during the grading of Lot 4 on the above referenced project. Our services were performed
during the period of February 7, 1997 through February 20, 1997, the date of our last
observation and testing of compacted soils for this portion of the project. In summary, our
' scope of services during this period of time included the following:
' Observing the grading operation, including the removal and recompaction of
poorly consolidated soil materials,
• Performing in -place density tests in fill material placed and compacted at the
site,
' Performing laboratory tests on samples of the prevailing soils used for this
project,
• Preparing this report of grading observation.
Ranch View Estates - Lot 4 Our Job No. 89 -79B
March 17, 1997 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.
The locations of the field density tests are presented on the attached Site Plan. The
site plan was provided by Logan Engineering.
OBSERVATIONS AND TESTING
The recent earthwork erformed on Lot 4 consisted of the following items:
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1 Removal of an colluvium poorly compacted fill or an other incompetent ' Y �p Y p Y soil p
material,
• Placement of compacted fill to grade the site and to provide support for the
1 proposed foundations and floor slabs, and
• Excavation of the cut slope along the eastern portion of the lot.
' Maximum cuts and fills on the order of 5 feet and 15 feet, respectively were required
to obtain the design elevations. To allow for the placement of at least 3 feet of fill beneath
the proposed structures, overexcavation of the formational materials was required on the cut
' portion of the lot.
The formational materials exposed on Lot 4 consisted of the Eocene age lagoonal
' sandstones and siltstones documented in our Report of Rough Grading, Ranch View Estates
' TM 89 -297, Encinitas, California dated September 9, 1995.
' WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
Ranch View Estates - Lot 4 Our Job No. 89 -79B
March 17, 1997 Page 3
During the grading procedure the cut slopes were inspected and mapped by the
Engineering Geologist. A supplemental analysis was performed and revisions to the slope
1 buttress procedure recommended in our referenced Rough Grading Report were implemented
in the field. The revised recommendations included cutting the slope at an inclination of 2 to
1 (horizontal to vertical) from elevation 195 to elevation 205 feet above mean sea level
' (MSL). Above elevation 205 feet MSL, the slope face was excavated at an inclination of 3 to
The field density tests taken during grading were spaced to provide optimum coverage.
i The tests were performed in accordance with ASTM D1556 -90, the sand cone method or
1 ASTM D2922 -81, the nuclear gauge method. The reported relative compaction is defined as
the ratio of the field dry density to the laboratory maximum dry density.
The laboratory compaction tests used in calculating the relative compaction of the field
' density tests were performed on representative samples of on -site soil material in accordance
with ASTM D1557 -91. Both field density and laboratory compaction test methods and results
1 are presented on the following pages. This report includes fill field density test numbers 1
1 through 9, performed between February 7, 1997 to February 20, 1997.
The approximate area of fill tested, and the approximate location of the field density
1 tests are shown on the Site Plan located in this report. No observation or testing was
performed beyond these limits as depicted in this report.
Grading procedures performed prior to this latest episode were observed by Western
' Soil and Foundation Engineering and documented in our Report of Rough Grading dated
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September 9, 1995.
WESTERN
' SOIL AND FOUNDATION ENGINEERING, INC.
Ranch View Estates - Lot 4 Our Job No. 89 -79B
March 17, 1997 Page 4
RECOMMENDATIONS
Drainage Control: Adequate drainage must be provided and maintained to prevent water
t from ponding around or under the foundations. Water shall not be allowed to flow in an
uncontrolled manner over the top or face of any slope.
All brow ditches, drainage swales and other drain systems, as shown on the Project
Plans, shall be constructed in a timely manner. Periodic maintenance must be performed on
all drainage systems, both surface and subsurface, to insure that they operate properly during
the design life of the project.
Erosion control and drainage devices shall be installed in compliance with the
requirements of the controlling agencies.
'
Slopes: Permanent constructed slopes shall be finish graded to an inclination no steeper than
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specified within the soil reports and approved plans for this project. Slopes shall be planted
' as soon as possible after grading. Slope erosion including sloughing, rilling, and slumping of
surface soils may be anticipated if the slopes are left unplanted for a long period of time,
' especially during rainy seasons. Concrete swales and earth berms or back - gradients are
recommended at the top of permanent slopes to prevent surface water runoff from overtopping
the slopes. Erosion control and drainage devices shall be installed in compliance with the
requirements of the controlling agencies.
WESTERN
' SOIL AND FOUNDATION ENGINEERING, INC.
Ranch View Estates - Lot 4 Our Job No. 89 -79B
March 17, 1997 Page 5
Foundations: A representative sample of the soil material used for capping the building pad
was returned to our laboratory to determine its expansive potential and allowable soil bearing
value. Test results are presented on page 12 of this report. The results of our analysis
indicate that this soil has a low expansion potential and meets the criteria presented in our
Summary of Geotechnical Review and Recommendations letter dated December 20 1996.
' Therefore, special foundations to reduce the detrimental effects of expansive soil are not
' necessary.
The proposed foundation shall be entirely established on either compacted fill or firm
undisturbed natural (formational) materials. Foundations may be designed in accordance with
the dimensions and allowable soil bearing values presented in the table below.
Minimum Minimum Allowable
Footing Depth Width Soil Bearing
' Type (Inches) (Inches) Value (psf)
Continuous 18 15 2000
' Pad 18 24 2500
The depth shall be measured from lowest adjacent subgrade. The allowable soil
' bearing values presented above may be increased by one -third for wind or seismic loading.
All continuous footings shall contain at least two #5 reinforcing bars, one top and one
bottom, to provide structural continuity and to permit spanning of local irregularities. The
' foundation dimensions and reinforcing presented above are minimum recommendations only.
These may be increased by the Structural Engineer, as required.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
Ranch V Estates View - Lot 4 Our Job No. 89 -79B
st
March 17, 1997 Page 6
If footings are proposed adjacent to slope areas, we recommend that the footings be
deepened to provide a minimum horizontal distance of 10 feet from the outer edge of the
' footings to the adjacent slope face.
Concrete Slabs -On- Grade: The concrete slabs -on -grade may be supported on non - expansive
' compacted fill soil.
To provide more uniform support, the building floor slabs should be underlain by at
' least 3 feet of non - expansive compacted fill as recommended in this report. No cut/fill
' transitions should be allowed.
To provide protection against vapor or water transmission through the building floor
slabs, we recommend that the slabs-on-grade be underlain b a 4 -inch layer of Caltrans Class
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1 2 permeable material or gravel. A suggested gradation for the gravel layer is as follows:
Percent Passing Sieve Size
' 3/4" 90 -100
' No. 4 0 -10
No. 100 0 -3
WESTERN
' SOIL AND FOUNDATION ENGINEERING, INC.
' Ranch View Estates - Lot 4 Our Job No. 89 -79B
' March 17, 1997 Page 7
' If vinyl or other moisture- sensitive floor covering is planned, we recommend that the
' 4- inch -thick gravel layer be overlain by a 10 -mil -thick impermeable plastic membrane to
provide additional protection against water vapor transmission through the slab. The vapor
' barrier should be installed in accordance with the manufacturer's instructions. We
recommend that at least a 2 -foot lap be provided at the membrane edges or that the edges be
sealed.
' To protect the membrane during later concrete work, to facilitate curing of the
' concrete, and to reduce slab curling, a 2- inch -thick layer of clean -sand shall be placed over
the membrane. If sand bedding is used, care should be taken during concrete placement to
' prevent displacement of the sand. A low -slump concrete (4 -inch maximum slump) should be
used to further minimize possible curling of the slabs. The concrete slabs should be allowed
to cure properly before placing vinyl or other moisture - sensitive floor covering.
' Slab reinforcing shall be provided in accordance with the anticipated use and loadings
' on the slab and as recommended by the Structural Engineer. As a minimum, slabs -on -grade
shall be 4 inches in thickness and shall contain No. 3 reinforcing bars placed at mid - height in
the slab at 24 inches on center both ways. To help control random cracking, Y P g�
' (control) joints should be installed in the slab -on -grade at a spacing not to exceed 13 feet.
' Contraction joints should extend into the slab a minimum depth equal to one -fourth the slab
thickness.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
1
Ranch View Estates - Lot 4 Our Job No. 89 -79B
' March 17, 1997 Page 8
Earthwork: It is our understanding that the rough grading for Lot 4 of Ranch View Estates,
' TM 89 -297 is now complete. Some additional earthwork may be performed for the
installation of utilities, retaining walls and finish grading. We must be notified prior to the
' commencement of any proposed earthwork. Additional fill or backfill that is placed on this
site must be tested for proper compaction.
' Plan Review: The recommendations presented in this report are contingent upon our review
' of final plans and specifications. The geotechnical consultant should review and verify
compliance of the final plans with this report.
CONCLUSIONS
' Based on our observations and test results, the preparation of natural ground and
placement of compacted fill were performed in general compliance with the recommendations
' presented in our previously referenced reports and letters.
' 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 D1557 -91).
' WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
Ranch View Estates - Lot 4 Our Job No. 89 -79B
March 17, 1997 Page 9
' In providing professional geotechnical observations and testing services associated with
the development of the project, we have employed accepted engineering and testing
procedures and made every reasonable effort to ascertain that the soil - related work was carried
' out in general compliance with the recommendations and project specifications. Although our
observation did not reveal obvious deficiencies, we do not guarantee the contractor's work,
nor do the services performed by our firm relieve the contractor of responsibility in the event
' of subsequently discovered defects in the contractor's work.
' Respectfully submitted,
WESTERN SOIL AND FOUNDATION ENGINEERING, INC.
Vincent W. Gaby, CEG 1755, Expires 7/31/97
' Engineering Geologist
Dennis E. Zimmerman, C 26676, GE 928, Expires 3/31/00
Geotechnical Engineer
Attachments: Test Results
Site Plan
' Distribution: (4) Addressee
' VWG/DEZ:dg
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
Ranch View Estates - Lot 4 Our Job No. 89 -79B
' March 17, 1997 Page 10
' Fill
Laboratory Compaction Test Results
Maximum Optimum
Dry Moisture
Soil Density Content
Description (pcf) ( %)
' Yellowish- Brown, Slightly Clayey, 117.4 12.4
Fine to Medium Grained Sand
Fill
' Field Densily Test Results
' Ht of Field Field Maximum
Test Re- Fill & Moisture Dry Dry Relative
Date Test Test Location Elev. Content Density Density Compaction
1997 No. of No. of Test (Feet) ( %) (pc f(pcf) ( %)
' 2 -07 1 See Site Plan +2.0 15.9 108.4 117.4 92.4*
177.0
2 See Site Plan +4.5 13.3 107.5 117.4 91.5*
179.5
' 3 See Site Plan +7.0 14.3 107.8 117.4 91.8*
182.0
' 2 -08 4 See Site Plan +9.0 18.3 106.9 117.4 91.0
184.0
* Test taken by the nuclear gauge method.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
Ranch View Estates - Lot 4 Our Job No. 89 -79B
March 17, 1997 Page 11
Fill
Field Density Test Results
Ht of Field Field Maximum
Test Re- Fill & Moisture Dry Dry Relative
Date Test Test Location Elev. Content Density Density Compaction
1997 No. of No. of Test (Feet) ( %) (pcf) (pcf) ( %)
' 2 -11 5 See Site Plan +11.0 17.6 106.8 117.4 91.0
186.0
6 See Site Plan +13.5 18.1 107.5 117.4 91.6
' 188.5
2 -20 7 See Site Plan +16.0 19.1 106.8 117.4 91.0*
191.0
8 See Site Plan +18.0 15.4 107.3 117.4 91.4*
' 193.0
9 See Site Plan +20.0 17.8 107.9 117.4 91.9*
' 195.0
* Test taken by the nuclear gauge method.
' WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
i
1
Ranch View Estates - Lot 4 Our Job No. 89 -79B
i March 17, 1997 Page 12
1
DIRECT SHEAR
1
Apparent Angle of
i Sample Sample Cohesion Internal Friction
Location Depth (12sf) (degrees)
i Lot 4 F.G. 450 26
1
1
1
i Expansion Index
i Initial Final
Sample Sample Expansion Moisture Moisture Expansion
i Location Depth Index ( %) ( %) Potential
Lot - 4 F.G. 38 12.0 21.8 Low
1
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' WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
SITE PLAN
-_ LOT 4 RANCHVIEW ESTATES
' 3 TO 1 CUT SLOPE
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SCALE: V = 40'
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Op
4 1
i 8
\ • 2 TO 1 FILL OVER CUT SLOPE
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' 3 APPROXIMATE LOCATION OF FIELD DENSITY TEST
•
' APPROXIMATE LIMITS OF FILL AREA TESTED
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WESTERN
SOIL ANO POUNOATION ENGINEERING INC. JOB NO 89 -79B
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