2001-7226 G CITY OF ENCINITAS
AP ,r-',ANT-SECURITY DEPOSIT RELEASE
Depositor Name: Vendor No. /�
Address: G Phone No
State Zip
DEPOSIT DESCRIPTION:
1. MEMO PROJECT NUMBER
2. RELEASED AMOUNT: $ A.
3. DEPOSIT BALANCE: $
Notes: 142w—�
v
AUTHORIZATION TO RELEASE: Project Coordinator Date �� 7
Supervisor Date
Department Head Date
DEPOSIT BALANCE CONFIRMED: Finance Dept Date
GENERAL PROJ. # BRIEF DESCRIPTION AMOUNT
LEDGER # (25 Characters limit)
101- 0000 - 218.00 -00 ------ Security Deposit - _ _ _ _ _
TOTAL $
I HEREBY CERTIFY THAT THIS CLAIM REPRESENTS A APPROVED FOR PAYMENT
JUST CHARGE AGAINST THE CITY OF ENCINITAS
PROCESSED BY
DEPARTMENTAL APPROVAL FINANCE
DATE OF REQUEST
DATE CHECK REQUIRED Next Warrant DATE
CITY OF ENCINITAS
AP ICANT CURITY DEPOSIT RELEASE
Vendor No.
Depositor Name:
Phone
Address:
tate Zip
DEPOSIT DESCRIPTION:
1. MEMO PROJECT NUMBER
2. RELEASED AMOUNT: �� �✓
3. DEPOSIT BALANCE: $
Notes:
ORIZATION TO RELEASE: Project Coordina or
Date
AUTH
Supervisor Date
Department Head Date
DEPOSIT BALANCE CONFIRMED: Finance Dept
Date
GENERAL PROD. # BRIEF DESCRIPTION AMOUNT
LEDGER # (25 Characters limit)
101-0000-218.00-00 ------ Security Deposit -
TOTALS
I HEREBY CERTIFY THAT THIS CLAIM REPRESENTS A APPROVED FOR PAYMENT
JUST CHARGE AGAINST THE CITY OF ENCINITAS
PROCESSED BY FINANCE
DEPARTMENTAL APPROVAL
DATE OF REQUEST DATE
DATECIIECK REQUIRED Next Warrant
ENGINEERING
M DESIGN GROUP
GEOTECHNICAL. CIVIL. STRUCTURAL & ARCHITECTURAL CONSULTANTS
FOR RESIDENTIAL & COMMERCIAL CONSTRUC
2121 Montiel Road, San Marcos, California 92069 • (760) 839 -7302 • Fax: (760) 480 -7477 - E -mail: ENGDG @aol.com
HYDROLOGY STUDY
ROWDEN RESIDENCE
ENCI CA
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Date 1
Job No: 012575 -5
Project Name: Rowden Residence Date: 8 -10 -2001
' Project Number: 012575 -5 Page: H1
' PROJECT: Rowden Residence, a proposed single family residence to be located on
Guidero Way, Encinitas, CA; A.P.N. 256- 152 -39
' WATERSHED LESS THAN .5 SQUARE MILE: For an area of this size, the rational
method is utilized.
' Q = CIA (Rational Method)
' C =.55 (Urban - Single Family, Soil Group D, Sheet H7)
1 100 = 3.74 (Per sheet 114)
' A = Approximately 0.23 ACRE (On -site Tributary Source)
' Q = CIA = (0.55)(3.74)(0.23) = 0.47 CFS SAY 0.50 CFS
Note: No off -site tributary sources
CONCLUSION:
' Per analysis, the area drain system shall use 6 inch SDR -35 drain pipe placed at 2.0%
minimum slope to an on -site rip rap energy dissipator.
See attached computer analysis for storm drain pipe sizing and associated analysis.
' (See sheets 112 -113)
t
' Woe1file on mainWOBS15 JOBSIDRAIN1011012575, ROWDEN RESIDENCE.wpd
NZ
1
Area Drain System
' Worksheet for Circular Channel
' Project Description
Project File c: \haestad \fmw \rowden.fm2
' Worksheet Area Drain System
Flow Element Circular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
' Mannings Coefficient 0.009
Channel Slope 0.020000 ft/ft
Diameter 6.00 in
' Discharge 0.50 cfs
' Results
Depth 2.8 in
Flow Area 0.09 ftZ
' Wetted Perimeter 0.75 ft
Top Width 0.50 ft
Critical Depth 0.36 ft
' Percent Full 46.20
Critical Slope 0.005032 ft/ft
Velocity 5.64 ft/s
' Velocity Head 0.49 ft
Specific Energy 0.73 ft
Froude Number 2.36
' Maximum Discharge 1.23 cfs
Full Flow Capacity 1.15 cfs
Full Flow Slope 0.003806 ft/ft
Flow is supercritical.
1
08/14/01 FlowMaster v5.15
' 09:44:38 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1
N3
Area Drain System
Rating Table for Circular Channel
Project Description
Project File c: \haestad \fmw \rowden.fm2
Worksheet Area Drain System
Flow Element Circular Channel
Method Manning's Formula
Solve For Channel Depth
Constant Data
Mannings Coefficient 0.009
Channel Slope 0.020000 ft/ft
Diameter 6.00 in
Input Data
Minimum Maximum Increment
Discharge 0.46 0.56 0.02 cfs
Rating Table
Discharge Depth Velocity
(cfs) (in) (ft/s)
0.46 2.6 5.52
0.48 2.7 5.58
0.50 2.8 5.64
0.52 2.8 5.70
0.54 2.9 5.75
0.56 3.0 5.80
08/14101 FlowMaster v5.15
09:44:20 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1
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' RUNOFF COEFFICIENTS (RATIONAL METHOD)
' DEVELOPED AREAS (URBAN)
Coefficient. C
Soil Group
' Land Use 9 I f. Q
' Residential:
Single Family .40 .45 .50 8— La�i_�evp'-c V
' Multi -Units .45 .50 .60 .70
Mobile Homes .45 .50 .55 .65
' Rural (lots greater than 1/2 acre) .30 .35 .40 .45
' Commercial '"
80% Impervious .70 .75 .80 .85
' Industrial 12'
90% Impervious .80 .85 .90 .95
1
' NOTES:
(') Soil Group maps are available at the offices of the Department of Public Works.
' (2) Where actual conditions deviate significantly from the tabulated imperviousness
values of 80% or 90%, the values given for coefficient C, may be revised by
t multiplying 80% or 90% by the ratio of actual imperviousness to the tabulated
imperviousness. However, in no case shall the final coefficient be less than 0.50.
For example: Consider commercial property on D soil group.
' Actual imperviousness = 50%
Tabulated imperviousness = 80%
t Revised C = 50 x 0.85 = 0.53
80
' IV -A -9
APPENDIX IX
Updated 4/93
EAST COUNTY SOIL CONSULTATION
AND ENGINEERING, INC.
10925 HARTLEY ROAD, SUITE "I"
SANTEE, CALIFORNIA 92071
(619) 258 -7901
Fax 258 -7902
Mr. Mike Rowden November 6, 2003
2352 Altisma Way Project No. 01- 1147C5(D)
La Costa, California 92009
Subject: Final Report of Field Density of Tests
Proposed Single- Family Residence
West Terminus of Guidero Way, APN 256 - 152 -39
City of Encinitas, California
References: See Attached
Dear Mr. Rowden:
In accordance with your request, we ha-,- prepared this final
soil report to present the results o` field density tests
performed on the utility trench and stem wall backfill for
the proposed single- family residence located at the east
terminus of Guidero Way, in the City of Encinitas,
California.
In accordance with your request, in -place field density
tests were performed in conformance wi -': ASTM D1556 -90 (Sand
Cone).
The results of the field density tests are presented on Page
T -1 under "Table of Test Results ". The laboratory
determinations of the maximum dry density and optimum
moisture content of the soils are set forth on Page L -1
under "Laboratory Test Results ". ""_e approximate test
locations are shown on Plate No. 1.
On -site and imported fill soils consisting of silty sand
were placed and compacted in excess o- 90 percent relative
compaction while maintaining a moisture content around
optimum. Compaction was achieved with the use of a Bomag BM?
851 vibratory compactor and a hand whacker.
ROWDEN RESIDENCE PROJECT NO. 01- 1147C5(D)
Based on the field observations and density test results, it
is our opinion that the grading operation for the proposed
residence was performed in accordance with the referenced
Limited Site Investigation report (P.eference No. 4) and
local grading ordinances.
Our services were performed in accordance with the currently
accepted standards of practice to provide a resonable
measure of compliance of the grading operation with the
recommendations in the referenced sc -is reports and local
grading ordinances.
The opportunity to be of service is ao, reciated. Should you
have any questions after reviewing t:n-_s report, please do
not hesitate to contact our office.
Pages T -1, L -1, and Plate No. 1 are at- ched.
Respectfully Submitted,
Cj
No. C 054071 °
* Exp. a - 1-
t
Mamadou Sa iou Diallo, P.E.
RCE 54071
MSD /md
2
ROWDEN RESIDENCE PROJECT NO. 01-1147C5(D)
PAGE T -1
TABLE OF TEST RESULTS
ASTM D1556 -90
MAXIMUM
DEPTH FEILD DRY DRY
TEST SOIL OF FILL MOISTURE DENSITY DENSITY PERCENT
NO. TYPE IN FEET %DRY WT. P.C.F. P.C.F COMPACTION REMARKS
1 1 2' 10.4 124.1 129.5 96 Stem Wall
2 1 1.5" 7.8 120.7 129.5 93 "
3 1 2' 9.1 125.7 129.5 97 "
4 1 1.5' 10.6 121.1 129.5 93 "
5 1 3' 8.7 127.5 129.5 98 "
6 2 4'FG 9.8 116.3 128.0 91 "
7 2 3' 8.5 122.9 128.0 96 "
8 2 4'FG 11.1 119.6 128.0 93 "
9 1 2' 9.5 120.3 129.5 93 Utility Trench
FG = FINISH GRADE TEST
3
ROWDEN RESIDENCE PROJECT NO. 01-1147C5(D)
PAGE L -1
LABORATORY TEST RESULTS
The maximum dry densities and optimum moisture contents of the fill materials as
determined by ASTM D1557 -91, Procedure A which uses 25 blows of a 10 pound slide
hammer falling from a height of 18 inches on each of 5 equal layers in a 4 inch diameter
1/30 cubic foot compaction cylinder and Procedure C which uses 56 blows of a 10 pound
slide hammer falling from a height of 18 inches on each of 5 equal layers in a 6 inch
diameter 1/13.3 cubic foot compaction cylinder are presented as follows:
OPTIMUM
MAXIMUM MOISTURE
SOIL TYPE/ DRY DENSITY CONTENT
PROCEDURE DESCRIPTION LB/ CU. FT. % DRY WT.
1/A DARK BROWN SILTY, FINE 129.5 8.5
GRAINED SAND
2/A TAN SILTY, FINETO MEDIUM 128.0 9.4
GRAINED SAND WITH GRAVEL
(IMPORT)
4
J
Gur�,E,eo
o
f
EAST COUNTY SOIL CONSULTATION
& ENGINEERING, INC.
10925 HARTLEY RD., SUITE 1, SANTEE, CA 92071
(619) 258 -7901 Fax(619)258 -7902
e � 71
EAST COUNTY SOIL CONSULTATION
AND ENGINEERING, INC.
10925 HARTLEY ROAD, SUITE I
SANTEE, CALIFORNIA 92071
(619) 258 -7901
Fax 258 -7902
Mr. Mike Rowden September 12, 2002
2352 Altisma Way Project No. 01- 1147C5(A)
La Costa, California 92009
Subject: Report of Field Density of Tests
Proposed Single Family Residence
West Terminus of Guidero Way, APN 256- 152 -39
City of Encinitas, California
Reference: "Limited Site Investigation, Proposed Single
Family Residence, West Terminus of Guidero Way,
APN 256 - 152 -39, City of Encinitas, California ",
Project No. 01- 1147C5, Prepared by East County
Soil Consultation and Engineering, Inc., Dated
August 4, 2001
Dear Mr. Rowden:
This report presents the results of field density tests
performed on the building pad for the proposed single family
residence at the subject site.
In accordance with your request, in -place field density
tests were taken in conformance with ASTM D1556 -90 (Sand
Cone). Site grading was performed between August 19 and
August 23, 2002 under the observation and testing of a
representative of East County Soil Consultation and
Engineering, Inc.
The results of the field density tests are presented on Page
T -1 under "Table of Test Results ". The laboratory
determinations of the maximum dry density and optimum
moisture content results are set forth on Page L -1 under
"Laboratory Test Results ". The approximate test locations
are shown on Plate No. 1.
ROWDEN PROJECT NO. 01- 1147C5(A)
Prior to the remedial grading operation, brush and
vegetation were removed from the subject site. Subgrade
soils were overexcavated to a maximum depth of 6 feet below
existing grade into dense formational materials. These
formational materials were scarified to a depth of
approximately 6 inches, moisture conditioned and
recompacted.
on -site soils consisting of silty sand were placed and
compacted in excess of 90 percent relative density while
maintaining a moisture content around optimum. Compaction
was achieved with the use of a Caterpillar 963B trackloader.
Based on our field observations and density test results, it
is our opinion that the grading operation for the proposed
single family residence was performed in accordance with the
referenced soil investigation report and local grading
ordinances.
If we can be of further assistance, please do not hesitate
to contact our office.
Pages T -1, L -1 and Plate No. 1 are attached.
Respectfully Submitted,
z
LW No.0O51011 °
*
Exp. Iz -��
ctJ M1.
Mamadou Saliou Diallo, P.E.
RCE 54071
MSD /md
2
ROWDEN PROJECT NO. 01- 1147C5(A)
PAGE T -1
TABLE OF TEST RESULTS
ASTM D1556 -90
MAXIMUM
DEPTH FEILD DRY DRY
TEST SOIL OF FILL MOISTURE DENSITY DENSITY PERCENT
NO. TYPE IN FEET %DRY WT. P.C.F. P.C.F COMPACTION REMARKS
1 1 2' 8.9 123.4 129.5 95
2 1 2' 11.3 122.5 129.5 95
3 1 4' 10.6 121.2 129.5 94
4 1 4' 9.6 120.4 129.5 93
5 1 6'FG 9.5 122.1 129.5 94
6 1 3' 9.4 123.1 129.5 95
7 1 2' 7.7 125.2 129.5 97
8 1 4'FG 7.9 117.5 129.5 91
9 1 4'FG 9.1 123.2 129.5 95
FG = FINISH GRADE TEST
3
ROWDEN PROJECT NO. 01- 1147C5(A)
PAGE L -1
LABORATORY TEST RESULTS
RESULTS OF MAXIMUM DENSITY TEST
The maximum dry densities and optimum moisture contents of the fill materials as
determined by ASTM D1557 -91, Procedure A which uses 25 blows of a 10 pound slide
hammer falling from a height of 18 inches on each of 5 equal layers in a 4 inch diameter
1/30 cubic foot compaction cylinder and Procedure C which uses 56 blows of a 10 pound
slide hammer falling from a height of 18 inches on each of 5 equal layers in a 6 inch
diameter 1/13.3 cubic foot compaction cylinder are presented as follows:
OPTIMUM
MAXIMUM MOISTURE
DRY DENSITY CONTENT
SOIL TYPE/ PROCEDURE LB/ CU. FT. % DRY WT
1/A DARK BROWN SILTY FINE 129.5 8.5
GRAINED SAND
4
x
Vl
\ 0 4 7 I
EAST COUNTY SOIL CONSULTATION
& ENGINEERING, INC.
10925 HARTLEY RD., SUITE I, SANTEE, CA 92071
(619) 258 -7901 Fax(619)258 -7902
EAST COUNTY SOIL CONSULTATION
AND ENGINEERING, INC.
10925 HARTLEY ROAD, SUITE "I"
SANTEE, CALIFORNIA 92071
(619) 258 -7901
Fax 258 -7902
August 4, 2001
Mr. Mike Rowden
2352 Altisma Way
La Costa, California 92009
Subject: Project No. 01- 1147C5
Limited Site Investigation
Proposed Single Family Residence
East Terminus of Guidero Way, APN 256 - 152 -39
City of Encinitas, California.
Dear Mr. Rowden:
In accordance with your request, we have performed a limited
investigation of the soil conditions at the subject site. The
investigation was undertaken to provide the soil engineering
criteria for site grading and recommend an appropriate foundation
system for the proposed residential building.
Our investigation found that the site is underlain by fill soils
to a depth of approximately 4 feet and formational soils
classified as Terrace Deposits (Qt2) to the maximum explored depth
of 11 feet.
The fill soils generally consist of brown, damp to moist, loose,
silty sand with a very low expansion potential.
It is our opinion that the proposed development is feasible
provided the recommendations herein are implemented during
construction.
Respectfully submitted,
L P r IV L
Mamadou Saliou Diallo, P.E
RCE 54071
4 tOWDEN PROJECT NO. 01- 1147C5,
M
INTRODUCTION
This is to present the findings and conclusions of a soil
investigation for a one - story, single family residence to be
located at the east terminus of Guidero Way, in the City of
Encinitas, California.
The objectives of the investigation were to determine the existing
soils conditions and provide recommendations for site development.
In order to accomplish these objectives, three (3) exploratory
trenches were excavated to a maximum depth of 11.0 feet;
undisturbed and loose bag samples were obtained, and laboratory
tests were performed.
SITE DESCRIPTION AND PROPOSED CONSTRUCTION
The subject site is located at the east terminus of Guidero Way,
in the City of Encinitas, California. The site was previously
graded with moderate slopes to the east, where a heavily vegetated
drainage swale is located. Site boundaries include Interstate 5 to
the east, an easement (Guidero Way) to the south and a residential
parcel to the west. The proposed development includes the
construction of a one - story, wood- framed, single- family residence
founded on continuous and spread footings with a raised wood floor
system.
FIELD INVESTIGATION
Three (3) exploratory trenches were excavated to a maximum depth
of 11 feet by a Case 580E Backhoe on June 22, 2001 at the
approximate locations shown on the attached Plate No. 1, entitled
"Location of Exploratory Trenches ". A continuous log of the soils
encountered was recorded at the time of excavation and is shown on
Plate No. 2 entitled "Summary Sheet ".
The soils were visually and texturally classified according to the
filed identification procedures set forth on the attached Plate
No. 3 entitled "Uniform Soil Classification Chart.
2
1 « 1
4 ROWDEN PROJECT NO. 01- 1147C5 .
SURFACE CONDITIONS
The surface soils encountered during the course of our
investigation were fill soils to a maximum depth of 4 feet. These
soils consist of brown, damp to moist, loose, fine - grained silty
sand (SM) . The fill soils were underlain by the Terrace Deposits
(4t2)
EXPANSIVE SOILS
An expansion test was performed on a subgrade soil sample to
determine volumetric change characteristics with change in
moisture content. An expansion index of zero indicates a very low
expansion potential.
GROUNDWATER
Ground water was not encountered during the course of our
investigation. Groundwater is anticipated at a depth greater than
100 feet. We do not expect ground water to affect the proposed
development.
GEOLOGIC HAZARDS
A review of the available geological literature pertaining to the
site indicates the existence of the Rose Canyon Fault Zone
approximately 5.0 Km to the west. Ground shaking from this fault
or one of the major active faults in the region is the most likely
happening to affect the site. With respect to this hazard, the
site is comparable to others in the general area.
The proposed residential structure should be designed in
accordance with seismic design requirements of the 1997 Uniform
Building Code or the Structural Engineers Association of
California using the following seismic design parameters:
PARAMETER VALUE UBC REFERENCE
Seismic Zone Factor, Z 0.40 Table 16 -I
Soil Profile Type S Table 16 -J
Seismic Coefficient, Ca 0.44 Table 16 -Q
Seismic Coefficient, Cv 0.77 Table 16 -R
Near- Source Factor, Na 1.0 Table 16 -S
Near- Source Factor, Nv 1.2 Table 16 -T
Seismic Source B Table 16 -U
3
" OWDEN PROJECT NO. 01- 1147C50
Based on the absence of shallow ground water and the consistency
of the subgrade soils, it is our opinion that the potential for
liquefaction is low.
CONCLUSIONS AND RECOMMNDATIONS
The following conclusions and recommendations are based upon the
analysis of the data and information obtained from our soil
investigation. This includes visual inspection; field
investigation; laboratory testing and our general knowledge of the
soils native to the site. The site is suitable for the proposed
commercial development provided the recommendations set forth are
implemented during construction.
GRADING AND EARTHWORK
Site grading should begin with clearing and grubbing, e.g. the
removal of topsoils, vegetation and deleterious materials. The
subgrade soils extending to a minimum depth of four (4) feet below
finish pad grade and a minimum of five (5) feet beyond perimeter
footings should be overexcavated, moisture conditioned to near
optimum and recompacted to a minimum of 90 percent relative
density. The actual depth and extent of removal should be
evaluated in the field at the time of excavation by a
representative of this firm. Grading should be done in accordance
with the attached appendix A.
FOUNDATION AND SLAB
a. Continuous and spread footings are suitable for the proposed
residential structure. Continuous footings should extend a minimum
of 12 inches into the properly compacted fill soils. The footings
should be at least 12 inches wide and reinforced with four #4
steel bars; two bars placed near the top of the footings and the
other two bars placed near the bottom of the footings.
b. The garage concrete floor slab should be a nominal 4 inches
thick. Reinforcement should consist of #3 bars placed at 18 inches
on center each way. Slab reinforcement should be placed within the
middle third of the slab by supporting the steel on chairs or
concrete blocks "dobies ". The slab should be underlain by 2 inches
of clean sand over a 10 -mil visqueen moisture barrier. The effect
of concrete shrinkage will result in cracks in virtually all
concrete slabs. To reduce the extent of shrinkage, the concrete
should be placed at a maximum of 4 inch slump. The minimum steel
recommended is not intended to prevent shrinkage cracks.
4
OWDEN PROJECT NO. 01- 1147C5
• c. Where moisture sensitive floor coverings are anticipated over
the slab, the 10 -mil plastic moisture barrier should be underlain
by a capillary break at least 4 inches thick, consisting of sand,
gravel or crushed rock not exceeding 3/4 inch in size with no more
than 5 percent passing the #200 sieve.
d. An allowable soil bearing value of 1500 pounds per square foot
may be used for the design of continuous and spread footings
founded a minimum of 12 inches into the compacted fill soils. This
value may be increased by 20 percent for each additional foot of
width or depth to a maximum value of 4500 lb /ft2 as set forth in
the 1997 edition of the Uniform Building Code, Table No. 18 -1 -A.
e. Lateral resistance to horizontal movement may be provided by
the soil passive pressure and the friction of concrete to soil. An
allowable passive pressure of 250 pounds per square foot per foot
of depth may be used. A coefficient of friction of 0.35 is
recommended. The soils passive pressure as well as the bearing
value may be increased by 1/3 for wind and seismic loading.
RETAINING WALLS
Unrestrained, cantilevered retaining walls with a level backfill
may be designed to resist an active equivalent fluid pressure of
35 pounds per cubic foot. This pressure is based on the backfill
soils being free draining and non - expansive. Backfill materials
must be approved by the soils engineer prior to use.
Restrained walls, such as basement walls, that are not free to
rotate should be designed to resist an active equivalent fluid
pressure of 55 pounds per cubic foot.
SETTLEMENT
Settlement of compacted fill soils is normal and should be
anticipated. Because of the minor thickness of the fill soil and
the light building load, the settlement should be within
acceptable limits.
UTILITY TRENCH EXCAVATIONS
Excavations for on -site utility trenches may be made vertically
for shallow depths and must be either shored or sloped at 1H: 1V
for depths greater than 4 feet. Utilities should be bedded and
backfilled with clean sand or approved granular soil to a depth of
at least one foot over the pipe.
5
• ROWDEN PROJECT NO. 01- 1147C5 •
This backfill shall be uniformly watered and compacted to a firm
condition for pipe support. The remainder of the backfill shall be
on -site soils or non - expansive imported soils, which shall be
placed in thin lifts, moisture conditioned and compacted to at
least 90 o relative compaction.
DRAINAGE
Adequate measures shall be undertaken to properly finish grade the
site after the structures and other improvements are in place,
such that the drainage water within the site and adjacent
properties is directed away from the foundations, footings, floor
slabs and the tops of slopes via surface swales and subsurface
drains towards the natural drainage for this area. Proper surface
and subsurface drainage will be required to minimize the potential
of water seeking the level of the bearing soils under the
foundations, footings and floor slabs, which may otherwise result
in undermining and differential settlement of the structures and
other improvements.
LIMITS OF INVESTIGATION
The recommendations provided in this report pertain only to the
site investigated and based upon the assumption that the soil
conditions do not deviate from those disclosed in the trenches. If
any variations or undesirable conditions are encountered during
construction, or if the proposed construction will differ from
that planned at the present time, East County Soil Consultation
and Engineering, Inc. should be notified so that supplemental
recommendations can be provided.
Plates No. 1 through 3, Page L -1, References, and Appendix A are
parts of this report.
Respectfully submitted, _
S.
Mamadou Saliou Dial c
RCE 54071 plArE CO--
MSD /md OF C
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EAST COUNTY SOIL CONSULTATION
& ENGINEERING, INC.
10925 HARTLEY RD., SUITE 1. SANTEE. CA 92071 �/V
(619) 258 -7901 Fax(619)258 -7902
*OWDEN PROJECT NO. 01- 1147C5 •
PLATE NO. 2
` SUMMARY SHEET NO. 1
TRENCH NO. 1
DEPTH SOIL DESCRIPTION Y M
Surface UNDOCUMENTED FILL (Qaf)
brown, damp, loose silty
fine - grained sand with debris
1.0' 107.1 9.2
4.0' TERRACE DEPOSITS (Qt,-)
brown, moist, loose to medium dense,
fine - grained silty sand (SM)
6.0' tan brown, moist, medium dense,
fine grained silty sand (SM)
damp to moist, dense
11.0' bottom of trench
trench backfilled 6/22/01
------------------------------------------------------------------------
TRENCH NO. 2
DEPTH SOIL DESCRIPTION Y M
Surface TERRACE DEPOSITS (Qtj
brown, dry to damp, loose,
fine - grained silty sand (SM)
1.0' tan brown, damp, medium dense,
fine grained silty sand (SM)
3.0'
damp, dense
4.0' 109.7 4.0
6.0' bottom of trench
trench backfilled 6/22/01
------------------------------------------------------------------------
TRENCH NO. 3
DEPTH SOIL DESCRIPTION Y M
Surface TERRACE DEPOSITS (Qtl)
brown, dry to damp, loose,
fine - grained silty sand (SM)
1.5' tan brown, moist, medium dense, 107.9 2.3
fine grained silty sand (SM)
5.0' .. ., ..
damp, dense
6.0' bottom of trench
trench backfilled 6/22/01
------------------------------------------------------------------------
7
• MAJOR DIVISI SYMBOL D RIPTION
GW lw
WELL GRADED GRAVELS OR GRAVEL- SAND
MIXTURES, LITTLE OR NO FINES
GRAVELS GP
(MORE THAN POORLY GRADED GRAVELS OR GRAVEL -SAND
` OF COARSE MIXTURES, LITTLE OR NO FINES
FRACTION GM
>NO. 4 SIEVE SILTY GRAVELS, GRAVEL -SAND -SILT MIXTURES
COARSE SIZE)
GC CLAYEY GRAVELS, GRAVEL -SAND -CLAY MIXTURES
GRAINED SOILS
(MORE THAN '/: OF SOIL >
NO. 200 SIEVE SIZE) SW WELL GRADED SANDS OR GRAVELLY SANDS,
LITTLE OR NO FINES
SANDS SP
(MORE THAN POORLY GRADED SANDS OR GRAVELLY SANDS,
OF COARSE LITTLE OR NO FINES
FRACTION SM
< NO. 4 SIEVE SILTY SANDS, SILT -SAND MIXTURES
SIZE)
SC
CLAYEY SANDS, SAND -CLAY MIXTURES
ML INORGANIC SILTS AND VERY FINE SANDS, ROCK
SILTS & FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY
SILTS WITH SLIGHT PLASTICITY
CLAYS CL INORGANIC CLAYS OF LOW TO MEDIUM
LIQUID LIMIT PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS,
FINE GRAINED
< 50 SILTY CLAYS, LEAN CLAYS
OL
SOILS ORGANIC SILTS AND ORGANIC SILTY CLAYS OF
(MORE THAN V: OF SOIL < LOW PLASTICITY
NO. 200 SIEVE SIZE) MH INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS
SILTS & FINE SANDY OR SILTY SOILS, ELASTIC SILTS
CLAYS CH
LIQUID LIMIT INORGANIC CLAYS OF HIGH PLASTICITY, FAT
>50 CLAYS
OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY,
HIGHLY ORGANIC SOILS Pt ORGANIC SILTY CLAYS, ORGANIC SILTS
PEAT AND OTHER HIGHLY ORGANIC SOILS
CLASSIFICATION CHART (UNIFIED SOIL CLASSIFICATION SYSTEM)
70 —
CLASSIFICATION RANGE OF GRAIN SIZES I I
U.S. STANDARD GRAIN SIZE IN x
SIEVE SIZE MILLIMETERS ^ 5o I I I
BOULDERS Above 12 Inches Above 305
COBBLES 12 Inches To 3 Inches 305 To 76.2 o a0
GRAVEL 3 Inches to No. 4 76.2 to 4.76 30
lill
Coarse 3 Inches to % Inch 76.2 to 19.1 I I cc
Fine '/. Inch to No. 4 19.1 to 4.76 20
SAND No. 4 to No. 200 4.76 to 0.074 I I wNeoH
Coarse No. 4 to No. 10 4.76 to 2.00 10 I
Medium No. 10 to No. 40 2.00 to 0.420
Fine No. 40 to No. 200 0.420 to 0.074 0
0 TO 20 30 40 50 60 70 8o 90 100
SILT AND CLAY I Below No. 200 Below 0.074 uou o u it (u.;. s
GRAIN SIZE CHART PLASTICITY CHART
EAST COUNTY SOIL CONSULTATION
AND ENGINEERING, INC. ROWDEN PROJECT NO. 01- 1147C5
10925 HARTLEY ROAD, SUITE "I"
SANTEE, CALIFORNIA 92071 PLATE N0. 3
8/4/01
U.S.C.S. SOIL CLASSIFICATION
' 4 tOWDEN PROJECT NO. 01- 1147C5 1 0
r
LABORATORY TEST RESULTS
PAGE L -1
An expansion test in conformance with UBC 18 -2 was performed on a representative sample of on-
site soils to determine volumetric change characteristics with change in moisture content. The
recorded expansion of the sample is presented as follows:
INITIAL SATURATED INITIAL DRY
MOISTURE MOISTURE DENSITY EXPANSION
CONTENT% CONTENT% LB. /CU. FT. INDEX
9.3 21.2 112.0 ZERO TRENCH NO. 2
@ 2.0'
8
*OWDEN PROJECT NO. 01-1147C50
REFERENCES
1. "1997 Edition, Uniform Building Code, Volume 2, Structural
Engineering and Design Provisions ".
2. "Maps of Known Active Fault Near - Source Zones in California and
Adjacent Portions of Nevada", Page 0 -36, used with the 1997
Edition of the Uniform Building Code, Published by International
Conference of Building Officials.
3. "Geologic Maps of the Northwestern Part of San Diego County,
California. Plate No. 2, Geologic Maps of the Encinitas and Rancho
Santa Fe 7.5' Quadrangles ", by Siang S. Tan and Michael P.
Kennedy, 1996.
9
t EAST COUNTY SOIL CONSULTATION
AND ENGINEERING, INC.
10925 HARTLEY ROAD, SUITE I
SANTEE, CALIFORNIA 92071
(619) 258 -7901
APPENDIX A
RECOMMENDED EARTHWORK SPECIFICATIONS
1. General Description
The intent of these specifications is to obtain uniformity and adequate strength in filled ground so
that the proposed structures may be safely supported. The procedures include the clearing and
preparation of the land to be filled, processing the fill soils, the spreading, and compaction of the
filled areas to conform with the lines and grades as shown on the approved plans.
The owner shall retain a Civil Engineer qualified in soil mechanics (herein referred to as engineer)
to inspect and test earthwork in accordance with these specifications. The engineer shall advise the
owner and grading contractor immediately if any unsatisfactory conditions are observed to exist
and shall have the authority to reject the compacted filled ground until such time that corrective
measures are taken, necessary to comply with the specifications. It shall be the sole responsibility
of the grading contractor to achieve the specified degree of compaction.
2. Preparing Areas to be Filled
(a) All brush, vegetation and any biodegradable refuse shall be removed or otherwise
disposed of so as to leave the areas to be filled free of vegetation and debris. Any uncompacted
filled ground or loose compressible natural ground shall be removed unless the report recommends
otherwise. Any buried tanks or other structures shall be removed and the depression backfilled to
the satisfaction of the engineer.
(b) 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 12 inches (12 ").
(c) After the natural ground has been prepared, it shall then be brought to the proper
moisture content and compacted to not less than 90 percent of maximum dry density in accordance
with ASTM D1557 -91.
(d) Where fills are made on slopes greater than 20 percent, horizontal benches shall be cut
into the firm natural ground. The initial bench at the toe of the fill shall be at least 15 feet in width
on firm undisturbed natural ground. The width of all succeeding benches shall be at least 6 feet.
APPENDIX A • 2
ti '
3. Fill Materials
All material shall be approved by the engineer and shall consist of materials free from vegetable
matter, and other lumps greater than 6 inches in diameter. If, during grading operations, soils are
found which were not encountered and tested in the preliminary investigation, tests on these soils
shall be performed to determine their physical characteristics. Any special treatment recommended
in the preliminary or subsequent soils reports not covered herein shall become an addendum to
these specifications.
4. Placing and Compacting Fill Materials
(a) When the moisture content of the fill material is below that specified, water shall be
added until the moisture content is near optimum to assure uniform mixing and effective
compaction.
(b) When the moisture content of the fill materials is above that specified, the fill material
shall be aerated by blading and scarifying or other satisfactory methods until the moisture content is
near optimum as specified.
(c) After processing, the suitable fill materials shall be placed in layers which, when
compacted, shall not exceed six inches (6 "). Each layer shall be spread evenly and shall be
thoroughly mixed during the spreading insure uniformity of materials and moisture in each layer.
(d) After each layer has been placed, mixed and spread evenly, it shall be thoroughly
compacted to not less than the density set forth in paragraph 2 (c) above. Compaction shall be
accomplished with approval types of compaction equipment. Rolling shall be accomplished while
the fill material is at the specified moisture content. In place density tests shall be performed in
accordance with ASTM D1556 -90.
(e) The surfaces of the fill slopes shall be compacted by means of sheepsfoot rollers or other
suitable equipment. Compacting operations shall be continued until the slopes are stable and until
there is no appreciable amount of loose soil on the slopes.
5. Inspection
Sufficient inspection by our firm or the Soil's Engineer of record and/or his/her representative shall
be maintained during the filling and compacting operations so that he /she can verify that the fill
was constructed in accordance with the accepted specifications.
6. Seasonal Limits
No fill material shall be placed, spread, or rolled if weather conditions increase the moisture
content above permissible limits. When the work is interrupted by rain, fill operations shall not be
resumed until the moisture content and density of fill are as previously specified.
All recommendations presented in the attached report are a part of these specifications.
2