1990-498 G/H/N/R
Street Address
ß/'7¿)
Category
I
¡pm 9/- /31 ~Y'7$ {}
Name I
Plan ck. #
recdescv
31:)û 7
Serial #
Description
/1P7 f
Year
8
8
! of 1.--
rl-¡ 1JK ö UY;-I
foR
/¡H~ +tODG6:
CfrUT) '/
1<E"S 11)€,J c. ~
œŒŒŒ~WŒ[ID
JUL 3 1 1991
CITY OF ENCINITAS
DEPT. OF PUBLIC WORKS
ENGINEERING DEPT.
G.?, o4é)e-6
.~.-,._P"-CF"" .
/ 'v ""~~>\
,. . (' \
i '^ C 3972û \.
II \ E,., "'. ~ !
""....'~ ,../'1 1¿-_) 1'\3
\., <~: ',-'" ..)1-:;"
'~'\ . n ':( i";)
,\""'/"'"C""'1\ .."",,:,
'~~i'~~:J~i2~¿;;)
t)o(j~l.ks £, L.ðGAJ
!'û> 13'~N1\JGJ ~~J it-\lù
CAtZ-PIFfJ to}.. 41.ðo 1
'R.t.E. ~1~
~.
jC.
8
8
U63ltJ ~el1'EU.J4
-.sp ~¡J~'f - "1Æ<SIt,J ~ 1'f<oceVua~ MMvkt..."
- 1< k'no~ At. ¡'.."61~OD &.. ~ c" A
H -tDRoUJ~-1 .c;'fVD'I
A::. ø.O ÆG
/Ie.. ~ I ~ ,~ ~¡{ I ,J
! ~ ~.t? IJ/t1~
L ~ 1100'
6 ~ -:: Zoo I
lott
()\QJ-; D,4~(~I~G))(~.6):: l4c~
8
8
TABLE 2
RUNOFF COEFFICIENTS (MTIONALItETHOO)
.
'pEVELOPED AREaS {URBAN>" Coefff ci ent. C
---
Soil Gxoup (1) "
land Use .
It ! c -1'
- --
Residenti al:
. Single Fami Iy .40 ."5 .50 .55
Mul ti-Uni tS .4S .50 .60 .70 . .
Mobile homes . .ItS . .50 . - .55 #
. Rural (IoU' greater than 1/2 acre) .30 . .35 .fJO .4S
...
c_rci a I (2) .70 .75 .80 .85
. SO%. Impervious
Industrial (2). .80 .85 .90 . .95.
90% IlIIpervi ous
NOTES:
(l)soil'Crouo mans are available at ~he offices of the Department of Public Works.
. .
. (2>Wh~re actual'conditions deviate significantly from the tabulated imperVious-
ness values of 8~ or 9~. the values given far coefficient C. may be revised
by ~Itiplying 80% or 9~ by the ratio of actual ¡mpervious~ess to the
tabulated imperviousness. However. In no case shall the final coefficient
be less than 0.50. for exaøple:. Consider commercial property on D soil.croup.
Actual Imperviousness
-Scrk
Tabulated Imperviousness. ~
. .
Revised C - ~'x 0.8S - 0.53
80 .
. ...
.
. .
'.' '
'. .,
~
. ;
IV-A-9
. ...
. APPENDI X IX-a
Re.v. 5/81
, . .
H
8
EGU/ITION
7i:. ~/ltl "'1..384"
lê. hm6 '" t:1H11:t!!n¡ln:u'ûw
L. L~nt¡11J ~ WItU~,..s-ñ~t:I
H. /)¡//er~nl:ll in ~/t!-va.I'ÚJn cIðn~
d/~/Í'~ slDDØ I;nl (St!:1 ~~~ ¥-m &.
L 'I:
"'//1$ r~~J
8
II)
III""
gOt}
eM
71J1J
~IJIJ ,
SIJð "
~1JtJ ~
,,~
~.
,
,
,
,.
,
"-
,
1
" S(}t)(J
..
"1If./J
,
JIJIJO "-
,
,
,
,
NOTE
;FõR ÑÃTURA L Wm RS HËôS]
I ADO TEN MINUTES TO II
l£COMPUTED TIME OF C:J
CENTRATION-
------ -----
10
5
I"
H
L
.3
2
12/J
"I
SAN 01 EGO COUNTY
DEPARTMENT OF SPECIAL DISTRICT SERVICES
DE SIGN MANUAL.
APPROVED ,~ . H. /~ L ~ ~
7ë
NOMOGRAPH FOR DETERM I NATTON
OF TIME OF CONCENTRATION (Tc)
FOR NATURAL WATERSHEDS
DATE /Z./1/6' APPENDIX X-A
V-A-IO Rev. 5/81
-
-
r-
-
,-
-
-
-
~ -
, ,I'
-
~
-
COUllTY OF SAN.O IEGO '
DEPARTMENT OF SANITATION ~
FLOOD COtlTROL
33~
!.
'.
'-5'
----.....-. .... ...- -, .~ ..
Pre,. ,... .
U.S:DEPARn1£N r OF' COMMERCE
, IfATIONAI. OCEANIC AND AT. OI'IIIMIC: AD~INIITIAT10N
IPIC:IAL ITVOICI 'I"NC". OrriCK or 81 ".aLOOY. ""TIO""L .E"TIIEII IIRYtCI:
301
...
...
I
»>
,
...,
'15 .
)0'
IS'
ltS'
IS'
, 1178
118'
)0'
-
. :
8
8
1168
-
- '--
..
-
-'-
- -. -. -~. -. -. -
COUNTY OF SAN "DIEGO
.OEPART"EHT OF SANITATION ~
fLOOD CONTROL I '. . .
Its'
"
]0' .
IS'
. .1-
'38
...'-
-,-
ItS'
PHpai'. "
U.S. DEPART.'!::" .' OF COMf.lE.RC£
"ATIGHA&. OCICANIC A"D A'" UII'IICKIC "UWIN..'r.."TIUH
IPICI",a..,UDlU ."" fCII, onlCII 0' II UIIO&.&)CY. I"'TIU""&. ."ATIIU IUYlCI
)01
. I
...
...
.
)-
.
-
w
'I~ 1
.
)01
l!il
1178
II~ 1 .
)01
l'il
I,n-
.
.
,
.
.8
8.
1168
,
. ... .
JNTENSITY-OUMTllJri DESIGN CHART
-
L
:s
,g
.", I. '-I I.
.S..II_'_""""-'""",
':I.~I..I..~:t:.I:.I-:L'.rJ:
.,.",.
1-4
< ,-,-+-.-,-,-
>.'
I .
:10 15
40 50' 1
20
30
2
. 3
4
5
6
U~..tI+~H'
I!n'!lt"~
.
Directions for Application:
1) From precipitation ~aps determine 6 hr. and
24 hr. amounts for the selected frequency.
These maps are printed in the County Hydrology
Manual (10. 5~ nnd 100 yr. maps included in the
Des i gn and Procedure tlanual).
2) Adjust 6 hr. precipitation (if necessary) so
that it is within the ranDe of 45Z to 65~ of
the 24 hr. precipitation. (Uot nprlicable ..
to Desert) .,
3) Pl~t 6 hr. precipitation on the riQht tide I
. of the chart.
4) Draw a line through the point parallel to the I
plotted lines. .
This line is the intensity-duration curve for'
the location being analyzed.
. .
Application Form:
. .
0) Sel ected Frequency j VO . yr.
..,~' -.., 'It
1) P 6 II c.- . . i n.. P 24. "? . v. P 6 II
P24
in.
fA S* 8
2) Adjusted *P 68 1-. ø
3) t II I~. ~ min.
e
4) I II in/hr.
'*Not Applicable to Desert Region
., .
APPENDIX XI
IV-A-14
Revised I/RS
0
Monum nt
onumen
Her
Monum nt
tter
onumen
Monum nt & Bench Mark
trer
Monum nt
Monum nt & Bench Mark
etter
lonumen
ound & oordinated
nate Syst m, Zone 6)
ant or
Point
:>F PR CEDENCE
~pprox; ate)
.
~
326N
8 / 8
I
I
I ~
,
~
~
~ -()-
0
,~ -
~ H "
'::. ~
'-!) -
'-S)
-Z -..J ~ ~
~ rt ~
~ ~
~ VI ~7
Q
u... -:r.
C)
"
~ -:2 t3
- ~11 0
~ ¡- ~
:3 ~
-00::(
<.J \f\
+\
-0 ~~ \.l.J
~ .J
~
~
A
""1
~ I
I
ŒjŒ ug Œ ~ \\7 Œ[ID
JUL 3 1 1991
CITY OF E:i'H':INITAS
DEPT, OF PUBLIC WORKS
ENGINEERING DEPT.
'0
~
0
0
Q
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
GEOTECHNICAL INVESTIGATION
HODGES RESIDENCE
2896 LONE JACK ROAD
ENCINITAS, CALIFORNIA
JOB NO. 90-57
JULY 17, 1990
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
WESTERN
SOIL AND FOUNDATION ENGINEERING, INc.
PHONE 746-3553
AREA CODE 619
423 HALE AVENUE
ESCONDIDa. CALIFORNIA 92025
July 17, 1990
Mr. Phillip Hodges
1843 Lotus Court
Carlsbad, California
92009
Project:
Job No. 90-57
2896 Lone Jack Road
Encinitas, California
Subject:
Report of Geotechnical Investigation
Mr. Hodges:
In accordance with your request, we have completed a geotechnical
investigation for the proposed project. We are presenting to you,
herewith, our findings and recommendations for the development of this
site.
The findings of this study indicate that this site is suitable for
the proposed development provided that the special preparations and
foundation recommendations presented in the attached report are
complied with.
If you have any questions after reviewing the findings and
recommenda ti ons contained in the attached report, pI ease do not
hesitate to contact this office. This opportunity to be of
professional service is sincerely appreciated.
Respectfully submitted,
WESTERN SOIL AND FOUNDATION ENGINEERING, INC.
~e A!~
Vince Gaby '. S~ff Geologist J
/~~ ~
~~~
Dennis E.)ir~erman CE 26676 GE 928
VG/DEZ:kw
Attachments
Distribution:
(4) Addressee
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
GEOTECHNICAL INVESTIGATION
HODGES RESIDENCE
2896 LONE JACK ROAD
ENCINITAS, CALIFORNIA
Prepareà For:
PHILLIP HODGES
1843 LOTUS COURT
CARLSBAD, CALIFORNIA 92009
JOB NO. 90-57
JULY 12, 1990
WESTERN
SOIL AND FOUNDA nON ENGINEERING, INC'
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
TABLE OF CONTENTS
Introduction and Project Description
Project Scope
Findings
Page
1
..,
.:..
3
Site Description
Subsurface Conditions
Del Mar Formation
Groundwater
Geologic Hazards
3
3
4
5
5
Recommendations and Conclusions
Site Preparation
Foundations
Field Explorations
Laboratory Testing
Plan Review
Limitations
Plate Number 1
Plate Number 2
Plate Numbers 3 through 6
Plate Number 7 & 8
Plate Number 9
Plate Number 10
APPENDIX
I
APPENDIX
II
6
6
Existing Soil
Expansive Soil
Imported Fill
Surface Drainage
Earthwork
Cut and Fill Slopes
Rippability
6
7
7
7
7
8
9
9
General
Transition Areas
Lateral Resistance
Retaining Walls
Footing Observations
9
11
11
12
13
13
14
14
15
ATTACHMENTS
Site Plan
Unified Soil Classification chart
Trench Logs
Laboratory Test Results
Table I
Fill Slope Key
Specificaitons for Construction
of Controlled Fills
References Cited
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC..
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
GEOTECHNICAL INVESTIGATION
HODGES RESIDENCE
2896 LONE JACK ROAD
ENCINITAS, CALIFORNIA
INTRODUCTION AND PROJECT DESCRIPTION
This report presents the results of our geotechnical inves-
tigation performed on the above referenced site.
The purpose of
this investigation was to evaluate the existing surface and
subsurface conditions from a geotechnical perspective in order to
provide recommendations for your proposed development.
The proposed project will be a one or two story single
family residence.
It is our understanding that the proposed
structure will be wood-framed.
Foundations will be slab-on-grade
with continuous footings.
Detailed grading plans were not available at the time of our
investigation.
However, it is anticipated that the proposed cuts
and fills will result in elevation changes of 5 feet or less.
Should any future development deviate significantly from our
understanding of the project as described above, we should be
consulted for further recommendations.
The site configuration and exploratory trench locations are
shown on Plate No.1.
WESTERN
SOIL AND FOUNDA nON ENGINEERING, INC.'
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
2
PROJECT SCOPE
This investigation consisted of a surface reconnaissance
coupled with a detailed subsurface exploration.
Representative
surface and subsurface samples were obtained from the site and
returned to our laboratory for testing.
An analysis of the field
and laboratory data collected is submitted in this report.
Specifically, the intent of this analysis was to:
a)
Explore the subsurface conditions to the depths
that could be influenced by the proposed construc-
tion,
b)
Evaluate, by laboratory tests, the pertinent
engineering properties of the various soil and
rock stratigraphic units which could influence the
development of this land, including bearing
capacities, expansive characteristics and
settlement potential,
c)
Develop soil engineering criteria for site grad-
ing,
d)
Determine potential construction difficulties and
provide recommendations concerning these problems,
e)
Recommend an appropriate foundation system for the
type of structures anticipated and develop soil
engineering design criteria for foundation design.
WESTERN
SOIL AND FOUNDA nON ENGINEERING, INC'
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
3
FINDINGS
SITE DESCRIPTION:
The property site is located
2896 Lone Jack
Road in the community of Olivenhain in the City of Encinitas,
California.
It can be found in the northeast quarter of grid D-
4, page 25 of the Thomas Brothers Guide for San Diego County.
The site is irregular in configuration encompassing approx-
imately 3 acres.
It is bounded to the west and north by single
family residences.
Presently undeveloped residential property
abuts the south and east property lines.
The property spans an easterly and southerly facing hill-
side.
The terrain is moderately steep to steeply inclined.
Elevations range from 190 feet to 100 feet above mean sea level.
A southerly draining arroyo is incised across the eastern half of
the site.
At the time of our investigation, improvements on site
consisted of a paved road extending along the eastern property
line and providing access to Lone Jack Road.
The surface soil
supported a vegetation of wild grasses.
SUBSURFACE CONDITIONS:
The subject site is underlain by Eocene
aged sediments of the Del Mar Formation.
Within the immediate
vicinity of the proposed residence the formational
materials are
mantled by colluvium and localized areas of fill soil.
Each of
these is described below from oldest to youngest.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.'
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
4
DEL MAR FORMATION:
The Del Mar Formation occurs on site as
interbedded clayey siltstones, sandy siltstones and silty to
clean sandstones.
Bedding thickness ranges from one to in excess
of five feet.
Locally they strike north 10 to 20 degrees west
and dip at angle of 10 degrees towards the northeast.
The clayey siltstones are dark green in color.
They are
typically medium stiff to stiff with moisture contents on the
order of 25 percent by weight.
They are highly fractured and
brittle where they occur near the surface becoming more intact
with depths ranging from 6 to 10 feet.
The sandy siltstones vary
in color from pale to dark green.
They appear to be more indur-
ated than the clayey siltstones.
However, the sandy siltstones
also exhibit weathering in the form of fracturing and desiccation
in near surface zones.
The sandstones range in color from white to pale yellow to
orange.
They are composed of very fine to medium grained sand
and frequently contain thin siltstone lenses.
As with the
siltstones, they are poorly indurated and weathered near the
surface but grade from medium dense to dense with depth.
Samples of the clayey siltstone from the Del Mar Formation
were returned to our laboratory to determine their expansion
potential.
Test results (plate No.8) indicate these materials
to have a medium expansion potential.
COLLUVIUM:
The formational materials on site are mantled by two
to four feet of colluvium.
This colluvium consists of dark brown
WESTERN
SOIL AND FOUNDA nON ENGINEERING, INC..
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
5
very clayey fine to medium grained sand to sandy clay.
It is
poorly consolidated and very highly expansive.
ARTIFICIAL FILL:
Approximately one to five feet of fill material
was encountered in exploratory trench T-4.
This material was
observed to be composed of dark brown sandy clay with mottled
green and orange pebble to cobble sized siltstone clasts.
It is
probable that this fill represents the fringes of the buttress
material described by Allied Geotechnical Engineers (1986).
It
is highly recommended that the existing buttress materials be
left undisturbed and that construction be avoided in this area.
GROUNDWATER:
Free groundwater was not encountered in any of our
exploratory trenches.
However, "abundant free water" was report-
ed by "Allied" (1986), as occurring in one of their subsurface
borings.
This water was noted in their logs at a depth of 12 to
15 feet.
Groundwater is not reported in any of their adjacent
subsurface explorations.
GEOLOGIC HAZARDS:
No obvious geologic hazards that would pre-
elude the development of this site were observed in our explor-
atory trenches.
However, the past history of shallow seated
landsliding in the northwest corner of the property coupled with
the low strength characteristics of the formational siltstones
will require special consideration in the proposed development.
Recommendations addressing the potential for slope failure are
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC..
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
6
presented in the following sections of this report.
In addition,
the Soil Engineer or Engineering Geologist must inspect the site
during the grading procedure.
RECOMMENDATIONS AND CONCLUSIONS
SITE PREPARATION
EXISTING SOIL:
We recommend that any existing fill, topsoil,
colluvium, and low density soil be removed to firm natural ground
from beneath any proposed structures.
The horizontal limits of
this removal should extend a minimum of 8 feet beyond the peri-
meter of the building(s) exterior.
All areas to receive asphalt
pavements, concrete pavements, slabs, driveways or sidewalks
should be treated similarly.
This soil may be replaced, if desired, as a controlled fill
recompacted to at least 90% of its maximum dry density.
All
deleterious materials and oversized debris encountered in this
fill must be removed and legally disposed of off-site.
Based on the findings of this study, the depth of removal
will be on the order of 4.5 to 7.5 feet.
Table I of this report
presents anticipated removal depths in the area of our explora-
tory trenches.
If groundwater is encountered during the removal and recom-
paction of the soil or difficulty is encountered in achieving a
minimum of 90 percent relative compaction, then this office shall
be consulted for further recommendations.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC..
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
7
EXPANSIVE SOIL:
Expansive soils (expansion index of S1 or
greater) were encountered (Plate Number 8) in our subsurface
exploration.
These expansive materials include the clayey
colluvium and siltstone observed in the exploratory trenches.
All expansive material should be kept at least 3 feet below the
proposed finish subgrade.
In addition, expansive soil occurring
on cut portions of building pads within three feet of finish
subgrade should be completely removed and replaced with granular
non-expansive soil.
A limited amount of non-expansive granular
soil will be available in the sandstone beds on site.
IMPORTED FILL:
Imported fill, if required at this site, should
be examined by our office to determine their suitability prior to
importing these materials.
SURFACE DRAINAGE:
A drainage system shall be constructed and
maintained so as to divert surface water away from the proposed
building pad.
The ponding of water or saturation of soils cannot
be allowed adjacent to any of the foundations.
Surface water
must not be permitted to drain over the top or face of any slope.
In addition, careful consideration should be given toward land-
scape planning.
We recommend that drought resistant vegetation
requiring low irrigation be utilized in landscaping.
EARTHWORK:
All earthwork and grading contemplated for site
preparation should be accomplished in accordance with the
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
8
attached Specifications for Construction of Controlled Fills.
All special site preparation recommendations presented in the
sections above will supersede those in the standard Specifica-
tions for Construction of Controlled Fills.
All embankments,
structural fill, and fill should be compacted to a minimum of
90%.
All utility trench backfill should be compacted to a
minimum of 90% of its maximum dry density.
The maximum dry
density of each soil type should be determined in accordance with
A.S.T.M. Test Method D1557-78.
Prior to commencement of the brushing operation, a pregrad-
ing meeting should be held at the site.
The Developer, Surveyor,
Grading Contractor, and Soil Engineer should attend.
Our firm
should be given at least 48 hours notice of the meeting time and
date.
CUT AND FILL SLOPES:
Due to the potential for slope failure on
site, we recommend that cut and fill slopes be constructed with a
slope ratio of 2.0:1.0 (horizontal:vertical) or flatter, to a
maximum height of 5 and 10 feet, respectively.
Cut slopes should be inspected for adverse geologic condi-
tions during the grading operation by a representative of our
firm.
If cut slopes are designed or created that exceed 5 feet in
vertical height then a stability fill must be constructed to
support the cut exposure.
This stability fill shall be a minimum of lO feet wide.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
9
It must be properly drained and shall be keyed into dense natural
ground in accordance with the following fill slope recommenda-
tions.
Fill slopes shall be keyed into dense natural ground.
The
key should be a minimum of 5 feet deep at the toe of slope and
fall with 5% grade toward the interior of the proposed fill areas
(Plate Number 10).
All keys must be inspected by the Soil Engineer or his
representative in the field.
Slopes should be planted as soon as feasible after grading.
Slope erosion including sloughing, rilling, and slumping of
surficial soils may be anticipated if the slopes are left un-
planted for a long period of time, especially during rainy
seasons.
Erosion control and drainage devices should be
installed in compliance with the requirements of the controlling
agencies.
RIPPABILITY:
The materials encountered in our exploratory
trenches were rippable by conventional means to the depths
investigated.
These depths ranged from 7 to 12 feet.
FOUNDATIONS
GENERAL:
Structures should be supported on continuous or pad
footings bearing in granular non-expansive import or on-site soil
material recompacted in accordance with the recommendations
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
10
contained in this report.
Footings should be designed with the
minimum dimensions and allowable dead plus live load soil bearing
values given in the table below.
Çorf!,INUOUS FOOT_UW PARAMETERS
Minimum Minimum Allowable Soil
Number of Depth Width Bearing Value
S t 0 !;j-I§!-~-- -------------- - __Lt~£h~tl__- ---______Lj,l1-£h~_êl_____.- _____fp_"-~_~_i-,_l___--__--
1
12
12
2000
2
18
15
2500
Allowable soil bearing values shall be re-evaluated on
completion of grading, particularly if soil is imported to the
site during grading.
The minimum depth given shall be below finish subgrade
(bottom of sand cushion).
All continuous footings should contain
at least one #5 reinforcing bar top and bottom to provide struc-
tural continuity and to permit spanning of local irregularities.
Settlements under building loads are expected to be within
tolerable limits for the proposed structures.
Concrete slabs-on-grade may be supported on compacted non-
expansive on-site or import soil.
Four inches of clean washed
concrete sand should be placed beneath the slab for curing.
Slab
reinforcing should be provided in accordance with the anticipated
use of and loadings on the slab.
In areas where moisture sensitive floor coverings are to be
utilized and in other areas where floor dampness would be un-
desirable, we recommend consideration be given to providing an
WESTERN
SOIL AND FOUNDA nON ENGINEERING, INC.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
11
impermeable membrane (6-mil visqueen or equal) beneath the slabs.
The membrane should be placed mid-height within the sand to
protect it during construction.
The sand should be lightly
moistened just prior to placing the concrete.
Care should be
taken not to puncture the membrane.
All joints (laps) in the
membrane should be a minimum of 6 inches in width and sealed with
an approved sealer.
TRANSITION AREAS:
Foundations supported partially on cut and
partially on fill are not recommended.
The tendency of cut and
fill soils to compress differently can frequently result in
unequal structural support and subsequent cracking to portions of
the structure.
Therefore, in transition areas, we recommend that
the entire cut area be overexcavated and replaced with soils
compacted to a minimum of 90%.
This overexcavation or undercutt-
ing should be carried to a depth of 2 feet below the bottom of
the deepest proposed footing.
LATERAL RESISTANCE:
Resistance to lateral loads may be provided
by friction at the base of the footing and by passive pressure
against the adjacent soil.
For concrete footings in compacted or
dense natural soil, an allowable coefficient of friction of 0.30
may be used.
An allowable passive uniform pressure of 125 pounds
per square foot acting against the foundations may be used in
design.
If footings are proposed adjacent to slope areas, we recom-
mend that the footings be deepened to provide a minimum horizon-
WESTERN
SOIL AND FOUNDA nON ENGINEERING, INC.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
12
tal distance from the outer edge cf footings to the adjacent
slope face equal to one-half the height of the slope. This
horizontal distance should be no less than 6 feet and no more
than 10 feet.
RETAINING WALLS:
Retaining walls must be designed to resist
lateral earth pressures and any additional lateral loads caused
by surcharge loads.
We recommend unrestrained walls be designed
for an equivalent fluid pressure of 35 pounds per cubic foot
(pcf) where backfill is level.
We recommend restrained walls be
designed for an equivalent fluid pressure of 35 pcf plus an
additional uniform lateral pressure of 6H pounds per square foot
where H = the height in feet of backfill above the top of the
wall footing.
Wherever walls will be subjected to surcharge
loads, they should be designed for an additional uniform lateral
pressure equal to one-third the anticipated surcharge pressure in
case of unrestrained walls, and one-half the anticipated sur-
charge in the case of restraining walls.
The preceding design pressures assume there is sufficient
drainage behind the walls to prevent the build-up of hydrostatic
pressures from surface water infiltration.
Adequate drainage may
be provided by means of weep holes with permeable material
installed behind the walls or by means of a system of subdrains.
Expansive soils (greater than 3.0 percent swell or an
expansive index of 30) shall not be used as retaining wall
backfill material.
WESTERN
SOIL AND FOUNDA nON ENGINEERING, INC.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
13
Backfill placed behind the walls should be compacted to a
minimum degree of compaction of 90% using light compaction
equipment.
If heavy equipment is used, the wall shall be ap-
propriately temporarily braced during the compaction process.
FOOTING OBSERVATIONS:
All footing excavations shall be inspected
by the Soil Engineer prior to placing reinforcing steel and
concrete.
FIELD EXPLORATIONS
Four subsurface explorations were made on June 27, 1990 at
the locations indicated on Plate Number 1. These explorations
consisted of trenches excavated by a rubber tire backhoe.
The
trenches were each logged using standard geological techniques.
The field work was conducted by our geology and soil engineering
personnel.
The logs are presented on Plate Numbers 3 through 6.
The
soils are described in accordance with the Unified Soils Clas-
sification System as illustrated on the attached simplified chart
(Plate Number 2).
In addition, a verbal textural description,
the wet color, the apparent moisture and the density or consis-
tency are presented.
The density of granular material is given
as either very loose, loose, medium dense, dense or very dense.
The consistency of silts or clays is given as either very soft,
soft, medium stiff, stiff, very stiff or hard.
Samples of
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
l4
typical and representative soils were obtained and returned to
our laboratory for testing.
LABORATORY TESTING
Laboratory tests were performed in accordance with the
American Society for Testing and Materials (A.S.T.M.) test
methods or suggested procedures.
Test results are shown on Plate
Numbers 7 and 8.
PLAN REVIEW
Western Soil and Foundation Engineering, Inc. should review
the grading plans prior to the start of grading.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
15
LIMITATIONS
The recommendations presented in this report are contingent
upon our review of final plans and specifications.
The soil
engineer should review and verify the compliance of the final
plans with this report and with Chapter 70 of the Uniform Build-
ing Code.
It is recommended that Western Soil and Foundation Engineer-
ing, Inc. be retained to provide continuous soil engineering
services during the earthwork operations.
This is to observe
compliance with the design concepts, specifications or recommen-
dations and to allow design changes in the event that subsurface
conditions differ from those anticipated prior to start of
construction.
Western Soil and Foundation Engineering, Inc. will
not be held responsible for earthwork of any kind performed
without our observation, inspection and testing.
The recommendations and opinions expressed in this report
reflect our best estimate of the project requirements based on an
evaluation of the subsurface soil conditions encountered at the
subsurface exploration locations and the assumption that the soil
conditions do not deviate appreciably from those encountered.
It
should be recognized that the performance of the foundations
and/or cut and fill slopes may be influenced by undisclosed or
unforeseen variations in the soil conditions that may occur in
the intermediate and unexplored areas.
Any unusual conditions
not covered in this report that may be encountered during site
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
16
development should be brought to the attention of the soil
engineer so that he may make modifications, if necessary.
This office should be advised of any changes in the project
scope so that it may be determined if the recommendations con-
tained herein are appropriate.
This should be verified in
writing or modified by a written addendum.
The findings of this report are valid as of this date.
Changes in the condition of a property can, however, occur with
the passage of time, whether they be due to natural processes or
the work of man on this or adjacent properties.
In addition,
changes in the state-of-the-Art and/or Government Codes may
occur.
Due to such changes, the findings of the report may be
invalidated wholly or in part by changes beyond our control.
Therefore, this report should not be relied upon after a period
of one year without a review by us verifying the suitability of
the conclusions and recommendations.
We will be responsible for our data, interpretations, and
recommendations, but shall not be responsible for the interpreta-
tions by others of the information developed.
Our services
consist of professional consultation and observation only, and no
warranty of any kind whatsoever/ expressed or implied, is made or
intended in connection with the work performed or to be performed
by us/ or by our proposal for consulting or other services, or by
our furnishing of oral or written reports or findings.
WESTERN
SOIL AND FOUNDA nON ENGINEERING/ INc.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
17
It is the responsibility of the Client or the Client's
representative to ensure that the information and recommendations
contained herein are brought to the attention of the engineer and
architect for the project and incorporated into the project's
plans and specifications.
It is further his responsibility to
take the necessary measures to ensure that the contractor and his
subcontractors carry out such recommendations during construc-
tion.
Respectfully submitted,
WESTERN SOIL AND FOUNDATION ENGINEERING, INC.
" ,..-
- Den~~
VG/DEZ:kw
~~
Vince Gaby, Staff
GE 928
WESTERN
SOIL AND FOUNDA nON ENGINEERING, INC.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
ATTACHMENTS
WESTERN
SOIL AND FOUNDA nON ENGINEERING, INC.'
I
I
I
I
I
I
I
I
I -
I
I
I
I
I
I
I
I
I
I
N
'"
4::
...
~o
1£\0
¿¡LIZ t.
-->
\~o
(/: ( y Y / J
\ ~\~~f~ ~yl I !
/ T- Z j ~ I /
/ J:f1 I! I ~
J I '/ )
/
SCALE
1"=50"
r-
Do
~
...c -r.,. APPT\O)(. BOUNDARY of
I- "'I E)(ISTINC; ßUTT~ES5 FILL-
'<.....>
~ /tPPR,OX. t..OCII.TloN Or
T- 3 EXPJ..D/VITol?y 7'"~eNCHes
WESTERN
SITE PLAN
HODGES RESIDENCE
1'06 ~o. ~O-.5'
SOIL ANO FOUNDATION ENGINEERING INC.
PLf1TE ONE
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
SUBSURFACE EXPLORATION LEGEND
SOIL DESCRIPTION
UNIFIED SOIL CLASSIFICATION CHART
GROUP SYMBOL TYPICAL NAMES
I. COARSE GRAINED, More than
half of material is larger
than No. 200 sieve size.
GRAVELS CLEAN GRAVELS
More than half of
coarse fraction is
larger than No.4
sieve size but
smaller than 3"
GW
Well graded aravela,gt'avel-
sand mixtures, little or no
fines.
Poorly graded gravels, gravel-
sand mixtures, little or no
fines.
Silty gravels, poorly graded
gravel-sand-silt mixtures.
Clayey gravels, poorly
graded gravel-sand, clay
mixtures.
GP
GRAVELS WITH FINES
"(Appreciable amount
of fines)
GM
GC
SANDS CLEAN SANDS
More than half of
coarse fraction is
smaller than No.4
sieve size. SANDS WITH FINES
(Appreciable "amount
of fines)
SW
Well graded sand, gravelly
sands, little or no fines.
Poorly graded sands, gravelly
sands, little or no fines.
Silty sands, poorly graded
sand and silt mixtures.
Clayey sands, poorly graded
sand and clay mixtures.
SP
SM
SC
II. FINE GRAINED, :More than
half of material is smaller
than No. 200 sieve size.
SILTS AND CLAYS
ML
Inorganic silts and very
fine sands, rock flour, sandy
silt or clayey-silt-sand
mixtures with slight plast-
icity. "
Inorganic clays of low to
medium plasticity, gravelly
clays, sandy clays, silty
clays, lean clays.
Organic silty and organic
silty clays of low plasticity
Inorganic siltys, micaceous
or diatomaceous fine sandy
or silty soils, elastic
silts.
Inorganic clays of high
plasticity, fat
Organic clays of medium
to high plasticity.
Peat and other highly
organic soils
Liquid Limit
less than 50
CL
OL
SILTY AND CLAYS
MH
Li~uid Limit
greater than 50
CB
OB
HIGHLY ORGANIC SOILS
PT
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC:
PLATE NUMBER 2
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
10-
11-
12
13-
14-
IS-
.....
z
~ TRENCH NUMBER
~ ELEVATION 170+
....I U
~ Õ LL
Q. en en SAMPLING
~ (f) METHOD FORD 550 BACKHOE
<t <t
en ....I
U
~",::.;
tfsc
~
;;.':':*
~:\.'{::,:;: White to Pale Brownish-Yellow
,:r:';;,:,::: Very Fine to Medi urn Sand
>
T-l
1.1.1
Q.
>-
I-
I-
1.1.1
1.1.1
LL..
1-1.1.1
Zo::
1.1.1::>
0::1-
~en
Q.o
<t~
E
-
X
I-
Q.
1.1.1
P
DESCRIPTION
Dark Brown Very Clayey Very
Fine to Medium Sand (Colluvium) Moist
-
1-
-
2
-
3-
SM/
sw
:;;;.~.~
=~~: With Lenses of Fractured
--
f7Vr Green Siltstone
to
Very
>-
I-U
ZZ
1.1.11.1.1
0::1-
<ten
Q.(f)
Q.z
<to
U
Loose
to
Medium
Dense
>-
I-
-
en.....
ZLL..
UJu
0 a..
>-
a:
0
-
~
UJ~
a:~
::>1-
I-z
(/)1.1.1
-I-
oz
:¡;o
u
~
1.1.1
>z
-0
1--
<tl-
....Iu
UJ~
a:~
0
u
-
-
-
100.2 7.5
82.7
-
Moist Loose
-
4-
to
Medium
-
-
-
96.3 25.0
5-
, "'.,,
,'; ""." ,
Moist Dense
and
Friabl
-
-
t>/:\":
L.K'X: Fractured and Jointed Zone
~:%Lf
,~~,:;:\\"\~:"
6-
-
7-
(Del Mar Formation)
--
---
8-
- -=--
~~ Dark Green Siltstone
9-
Very Stiff
Moist but
Frac....,
tured
-
- -
--
---
--
- --
--
-
--=-=
-- -=--
- - -
- -
- --
-- -
- --
--
-
- --
--
- --
--
~
-
- --
--
(Del Mar Formation)
---
- --
-
Bottom of Trench @ 12.0 Feet
-
-
-
JOB NUMBER
90-57
HODGES RESIDENCE
DA TE LOGGED
6-27-90
SUBSURFACE
EXPLORATION LOG
LOGGED
V.G.
PLATE NO.3
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
BY
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
2
0
t-
~
..J U
ILl
..J 0 IL. SAMPLING
a.. en en
::E en METHOD
~ ~
(/') ..J
U
~.~.,.;~~
~~~
f,. ":;. Dark Brown
1- B E.~::::':';: Clayey Fine to
..~~
~:'~~';::"~.': M dium Sand
~ir\~;
::" S W' V e r y Pal e
;, ., Yellow Medium
J.!\;?:
f::~;\~(
~
UJ
>2
-0
~-
<[I-
..JU
UJ~
a:::!::
0
u
--
>-
I-
TRENCH NUMBER T-2
ELEVATION 174+
tJ.I
a..
>-
~
--
UJ~
a:--
=>~
1-2
enUJ
-I-
02
:EO
U
>-
~u
22
tJ.ItJ.I
a:~
«~
a.. en
o..z
«0
u
~
ILl
ILl
IL.
I-ILI
2a:
tJ.I~
a: I-
~en
0..0
~::E
-
E
en.-
21L.
UJu
00..
'"
-
J:
~
a..
ILl
p
FORD 550 BACKHOE
--
>-
a:
0
DESCRIPTION
Existing Slope
Face
7
-
-
-
-
Very
Moist
Loose
to
Medium
ncnc:::p
Loose
to
Medium
n~~se
Medium
Dense
2-
-=
(Colluvium)
-
Sand
-
3-
-
Moist
(Del Mar Formation)
.:~~Ä~
!;,:::::::: Very Pale Yellow Silty
',~!1.../ Fine to Medium Sand wi th Lenses of
>f;~~ Frac tured Green Si 1 t stone
æ~ (Del Mar Formation)
-
~
Dark Green Clayey
-
:::=§ Siltstone
4- B
-
-
-
Very
Moist
5
02 . 0 11. 1 84. '2
-
-
6
B
7-
Very Medium 90.7 26.5 84.8
Moist Stiff -
-
t:..M-
- -
r--
1-_-.=
-
Very Fractured
8-
-
to
Wet
to
Stiff
I-
-
-
- -
---
I- --=- =-
-::.- -::.
---
9-
-
-
-
--
---
10-
-
-
(Del Mar Formation)
"
-
-
11
-
Bottom of Trench
10 12 Feet
-
-
12-
-
-
-
13-
-
-
-
1~
-
-
-
15-
-
-
-
JOB NUMBER
90-57
DA TE LOGGED
6-27-90
LOGGED
V.G.
BY
HODGES RESIDENCE
SUBSURFACE
EXPLORATION LOG
PLATE NO.4
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
1CJ
1):- C
12-
1
1~
1
z
0 TRENCH NUMBER T-3
~ ELEVATION 156+
..J U
L&J - ~
..J 0 - SAMPLING
a.. (/) (/)
:i ~ MET HO D ~ FORD 550 BACKHOE
'" ..J
t-
L&J
L&J
I.L
UJ
a..
)0-
t-
:I:
t-
o..
L&J
P
E~
1-
DESCRIPTION
Existing Slope
Brown F 7
Clayey Sand ace
grades to
Brown Sandy Clay
2
B
:: .':':' Dark
, ,
3-
~~MIk-
- -
4
~-:: Dark Green Clayey
=-=-: Sil tstone
-- (Del Mar Formation)
5--
6
Œ~~
;~~~J
~
R
Pale Yellow to Orange Fine and
Medium Grained Sand Interbedded
with Dark Green Siltstone
(Del Mar Formation)
--- Dark Green Waxy Sil tstone
--- Fractured grades to
~MC Dark Green Sandy Siltstone
.:.MIt
~~
!~
JOB NUMBER
90-57
(Del Mar Formation)
Bottom of Trench @ 12 Feet
HODGES RESIDENCE
SUBSURFACE
t-UJ
Zo::
UJ::)
O::t-
~~
0..0
«:IE
Very
Moist
to
Wet
Moist
to
Very
Moist
Very
Moist
to
Dense
>-
t-u
ZZ
UJL&J
o::t-
«~
c..(/)
c..z
«0
U
Loose
to
Mediu
Stiff
edium
Stiff
Dense
to
Medium
Stiff
Medium
Stiff
grades
to
Hard
DA TE LOGGED
6-27-90
EXPLORATION LOG
)0-
I-
(/)-
ZLL
L&Ju
00..
)0-
0::
0
115.
LOGGED
V.G.
PLATE NO.5
L&J~
0::"'"
;:>1-
I-z
(/)L&J
-I-
Oz
~ 0
u
~
L&J
>z
-0
1--
«I-
..Ju
w~
O:::E
0
u
16.7
BY
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
-- z T-4 )eo ~
w 0 TRENCH NUMBER )eo --
.... Q. - ""w ....u .... lLI~ lLI
W .... -
)eo ELEVATION 176+ N~ Zo: zz o:~ >Z
w .... <t (1).- ::>1- -0
I..L. ...J U w=> UJUJ ZI..L. 1--
- W - 0:.... 0:"" wu I-z <tl-
:I: ...J 0 I..L. SAMPLING ~~ <t~ CQ.. U)w ...JU
.... Q. (I) (I) Q.(I) ~ -I- w~
Q.. ::E (I) METHOD J.D. 410 BACKHOE Q..O Q.z >- OZ
W <t <t <t::E <to 0: ~O a::::E
p (I') ...J DESCRIPTION U c U 0
U U
,...:..:....:... Dark Brown Very Sandy Clay Very Medium
- ;cH": (Fill) -
I~ Moist Stiff
1 ' .
" Dark Brown Sandy Clay Very Soft
" ",
- Dark Brown with Mottled Green -
~ Moist to
2- -
1:::""-:;;;:' to Medium
- : CH- Siltstone -
f'- ' Wet Stiff
3- ~,=O -
":,"~
~ (Colluvil1mì
- -
, '., ,','
'",",,' (Fill)
.."' -
4 7- ;,~:~ Pale Green ~ith Orange
- ~~~ Mottling) Sandy Silt Very -
, , ',' Friable Very
5- ~H~ Contains Lenses of Green Siltstone Soft
- Hard but Fractured Moist to -
6- ~~-=-E, to Medium -
-'~-
ž:~:::-'z Wet Stiff
- -
"7 ~=: (Del Mar Formation) -
- Bottom of Trench -
8- -
- -
9- -
- -
10- -
- -
11- -
- -
12- -
- -
13- -
- -
14- -
- -
15- -
- -
JOB NUMBER DATE LOGGED LOGGED BY
90-57 HODGES RESIDENCE 6-27-90 V.G.
SUBS U RFACE
EXPLORATION LOG
PLATE NO.
6
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
LABORATORY TEST RESULTS
Mb.KIMQ}L_¡¿~R~11X¡QP 'l'JMPl1_J19Jß TTJKE.
Sample
Loca1;.JQn
D~s cxip1-i QD
Maximum
Dry Optimum
Density Moisture
---- - ------- ---- _.112 c tL -- - .---.1- ~ ~r c en.:lL
T-2 @ 4.0'
Pale Yellow Silty Fine Sand
Fine to Medium Sand
121.2
12.5
T-1 @ 4.5'
Dark Green Clayey Silt
107.0
19.5
J¿ I ~-~Ç~_ßJI ~l}_R
Sample Cohesion
¡'o_catiQ~__----______k~f )
Angle of
Internal Friction
----.Lg ~-~ ~?J_-- ------
*T-2 @ 4.0'
225
31
**T-2 @ 6.0
250
25
* Sample remolded to 90% of maximum dry density at 3% over
optimum moisture content.
**
Sample remolded to in-situ moisture and density /residual
shear failure.
All samples saturated prior to testing.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
PLATE NO.7
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
!i~.f_l!~l'!~_f~!-_ß I_EVE _?iN~L Y S I S
Percent Passing u.s. Standard Sieve
Sample
J.. 0 ~~ t i -~J:L_--- --_.it-4_-- _____JtlP___- ------__jt-4JL- -- ---_J ,1 9iL- --- ___Jt2_Q~___-
T-2 @ 4.0'
99.9
99.4
92.7
52.4
28.9
_J;:}{~b.NS_tQ~L _I NR~}{_*
Final
Sample Expansion Moisture Expansion
-J;¿ Q.ç.9,.t _i..9JL __m___-._---. .__I-n çl ~~ -- ------ ------ ---- i P_~_Kg ~ !It._L_- - --------- ___h. - -- ~Q.L~n t i..tl_-
T-2 @ 6' 61 36.9 Medium
T-3 @ 2.0 135 37.0 Very High
*Test performed per U.B.C. Standard No. 29-2.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC
PLATE NO.8
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
TRENCH
NUMBER
T-l
T-2
T-3
T-4
NOTE:
TABLE I
DEPTH OF
SOIL REMOVAL BELOW
EXI STJJ'fQ__GR~PJ;: ( FEEtl
7.5
6.0
4.5
Avoid Construction in
this area
It should be recognized that variations in soil
conditions may occur between exploratory trenches
that will require additional removal.
Exploratory trenches encountered in the removal
process should be recompacted an additional 2 feet
below the depths shown in the above table.
WESTERN
SOIL AND FOUNDA nON ENGINEERING, INC.
I
I
I
I
I
I
I
I
I
I
I
I -----
--
I
I
I
I
I
I
I
FILL
SLOPE KEY
NATURAL GROUND
PROJECTED PLANE
I TO I MAXIMUM FROM
SLOPE TO APPROVED
-- --
----
-
-
-
....
.... ,..
- ....
.... -
- - E.~\þ.\.. -
..... ,.. ~..þ.'t ..... .....
- Lt."'-
,.. ...Q't~....
- «:"",-
- «: ~ ....
- ~\..~-
..... - ~\'tP' .....
- - ù"s - .....
- E. ....
~E.~o-.J - - ' 8' MINIMUM BENCH
-
....
....
....
....
....
/ ........-'
,
....
¡.eo
FILL
--
-
TYPICAL BENCH
(HEIGHT VARIES)
5' 5% MINIMUM
k.- MINIMUM BASE KEY
15'
COMPETENT EARTH
MATERIAL
MINIMUM DOWNSLOPE
KEY DEPTH
BACKDR~ MAY BE REQUIRED PER
RECOMMENDATIONS OF SOILS ENGINEER
HODGE RESIDENCE
JOB NO. 90-57
DATE 7 - 1 7 - 9 0
WESTERN
PLATE NO.
10
SOIL AND FCUNDA TICN ENGINEERING INC.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
APPENDIX I
WESTERN
SOIL AND FOUNDA nON ENGINEERING, INC
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
WESTERN
SOIL AND FOUNDA nON ENGINEERING, INC.
PHONE 746.3553
AREA CODE 619
423 HALE AVENUE
ESCONDIDO, CALIFORNIA 92025
SPECIFICATIONS FOR CONSTRUCTION OF CONTROLLED FILLS
GENERAL DESCRIPTION: The construction of controlled fills shall consist of
adequate preliminary soil investigations, and clearing, removal of existing
structures and foundations, preparation of land to be filled, excavation of
earth and rock from cut area, compaction and control of the fill, and all
other work necessary to complete the grading of the filled area to conform
with the lines, grades, and slopes as shown on the accepted plans.
CLEARING AND PREPARATION OF AREAS TO BE FILLED:
(a) Âll fill control projects shall have a preliminary soil investigation or a
visual examination, depending upon the nature of the job, by a qualified soil
engineer prior to grading.
(b) All timber, trees, brush, vegetation, and other rubbish shall be removed,
piled and burned, or otherwise disposed of to leave the prepared area with a
finished appearance free from unsightly debris.
(c) Any soft, swampy or otherwise unsuitable areas, shall be corrected by drainage
or removal of compressible material, or both, to the depths indicated on the plans
or as directed by the soil engineer.
(d) The natural ground which is determined to be satisfactory for the support
of the filled ground shall then be plowed or scarified to a depth of at least
six inches (6") or deeper as specified by the soil engineer, and until the sur-
face is free from ruts, hummocks, or other uneven features which would tend to
prevent uniform compaction by the equipment to be used.
(e) No fill shall be placed until the prepared native ground has been approved
by the soil engineer.
(f) Where fills are made on the hillsides with slopes greater than 5 (horizontal)
to 1 (vertical), horizontal benches shall be cut into firm undisturbed natural
ground to provide lateral and vertical stability. The initial bench at the toe
of the fill shall be at least 10 feet in width on firm undisturbed natural ground
at the elevation of the toe stake. The soil engineer shall determine the width
and frequency of allsucceeding benches which will vary with the soil conditions
and the steepnass of slope.
(g) After the natural ground has been prepared, it shall be brought to the proper
moisture content and compacted to not less than 90% of maximum density, A.S.T.M.
DI557-78.
I
I
(h) Expansive soils may require special compaction specifications as
directed in the preliminary soil investigation by the soil engineer.
I
(i) The cut portions of building pads in which rock-like material exists may
require excavation and recompaction for density compatibility with the fill as
directed by the soil engineer.
I
MATERIALS: The fill soils shall consist of select materials graded so that at
least 40 percent of the material passes the No.4 sieve. The material may be
obtained from the excavation, a borrow pit, or by mixing soils from one or more
sources. The material used shall be free from vegetable matter, and other del-
eterious substances, and shall not contain rocks or lumps greater than 6 inches
in diameter. If excessive vegetation, rocks, or soils with unacceptable physical
characteristics are encountered, these materials shall be disposed of in waste
areas designated on the plans or as directed by the soil engineer. If soils
are encountered during the grading operation which were not reported in the
preliminary soil investigation, further testing will be required to ascertain
their engineering properties. Any special treatment recommended in the prelim-
inary or subsequeat soil reports not covered herein shall become an addendum to
these specifications.
I
I
I
I
No material of a perishable, spongy, or otherwise unstable nature shall be used
in the fi 11s .
I
PLACING, SPREADING AND COMPACTING FILL 'MATERIAL:
(a) The selected fill material shall be placed in layers which shall not exceed
six inches (6") when compacted. Each layer shall be spread evenly and shall be
thoroughly blade-mixed during the spreading to insure uniformity of material:and
moisture in each layer.
I
I
(b) When the moisture content of the fill material is below that specified by
the soil engineer, water shall be added until the moisture content is near optimum
as determined by the soil engineer to assure thorough bonding during the com-
pacting process.
I
I
I
(c) When the moisture content of the fill material is above that specified by
the soil engineer, the fill material shall be aerated by blading and scarifying,
or other satisfactory methods until the moisture content is near optimum as
determined by the soils engineer.
I
(d) After each layer has been placed, mixed and spread evenly, it shall be
thoroughly compacted to not less than the specified maximum density in accord-
ance with A.S.T.M. DI557-78. Compaction shall be by means of tamping or sheeps-
foot rollers, multiple-wheel pneumatic-tired rollers, or other types of rollers.
Rollers shall be of such design that they will be able to compact the fill to
the specified density. Rolling of each layer shall be continuous over its entire
area and the roller shall make sufficient passes to obtain the desired density.
The entire area to be filled shall be compacted to the specified density.
I
I
I
I
WESTERN
SOIL AND FOUNDA nON ENGINEERING, INC:
-2-
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
(e) Fill slopes shall be compacted by means of sheepsfoot rollers or other
suitable equipment. Compacting operations shall be continued until the slopes
are stable but not too dense for planting and until there is no appreciable amount
of loose soil on the slopes. Compacting of the slopes shall be accomplished by
backrolling the slopes in increments of 3 to 5 feet in elevation gain or by other
methods producing satisfactory results.
(f) Field density tests shall be made by the soil engineer for approximately each
foot in elevation gain after compaction, but not to exceed two feet in vertical
height between tests. The location of the tests in plan shall be spaced to give
the best possible coverage and shall be taken no farther than 100 feet apart.
Tests shall be taken on corner and terrace lots for each two feet in elevation
gain. The soil engineer may take additional tests as considered necessary to
check on the uniformity of compaction. Where sheepsfoot rollers are used, the
tests shall be taken in the compacted material below the disturbed surface. No
additional layers of fill shall be spread until the field density tests indicate
that the specified density has been obtained.
(g) The fill operation shall be continued in six inch (6") compacted layers, as
specified above, until the fill has been brought to the finished slopes and grades
as shown on the accepted plans.
SUPERVISION: Supervision by the soil engineer shall be made during the filling
and compacting operations so that he can certify that the fill was made in accord-
ance with accepted specifications.
The specifications and soil testing of subgrade, subbase, and base materials for
roads, or other public property shall be done in accordance with specifications
of the governing agency.
SEASONAL LIMITS: No fill material shall be placed, spread, or rolled during
unfavorable weather conditions. When the work is interrupted by heavy rain,
grading shall not be resumed until field tests by the soil engineer indicate
that the moisture content and density of the fill are as previously specified.
In the event that, in the opinion of the-engineer, soils unsatisfactory as
foundation material are encountered, they shall not be incorporated in the
grading and disposition will be made at the engineer's discretion. .
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC:
-3-
I
I
I
I
I
I
I
I
I
I
I
I
I
I I
I
I
I
I
I
I
APPENDIX II
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
REFERENCES CITED
Eisenberg, Leonard I., "Pleistocene and Eocene Geology of the
Encinitas and Rancho Santa Fe Quadrangle" in: "On the Manner of
Deposition of the Eocene Strata in Northern San Diego County",
S.D.A.G., 1985.
Singh, Awtar, "Shear Strength and Stability of Man-Made Slopes",
Journal of the Soil Mechanics and Foundation Division, ASCE SM6,
November 1970, pp. 1879-l892.
Weber, Harold F. Jr., "Recent Slope Failures, Ancient Landslides,
and Related Geology of The North-Central Coastal Area, San Diego
County, California." California Division of Mines and Geology
Report 82-12, July 1, 1982.
WESTERN
SOIL AND FOUNDA nON ENGINEERING, INc..
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
WESTERN
SOIL AND FOUNDA nON ENGINEERING, INC
PHONE 746-3553
AREA CODE 619
423 HALE AVENUE
ESCONDIDO, CALIFORNIA 92029
July 26, 1991
Mr. Phillip Hodges
1843 Lotus Court
Carlsbad, California
92029
Project:
Our Job No. 90-57
Hodges Residence
2896 Lone Jack Road
Encinitas, California
Subject:
Clearance Report on Compacted Fill
Mr. Hodges:
In compliance with your request, we have inspected the
removal of the loose and incompetent soils to a firm formational
material under the building pad and driveway.
We observed the
refilling procedure and periodically tested the compacted fill as
it was being placed.
The fill for this site was placed between June 19, 1991 and
July 24, 1991, inclusive.
The preparation of natural ground and placing of compacted
fill and backfill was performed in accordance with the
recommendations presented in our "Geotechnical Investigation"
report dated July 17, 1990.
The field density tests taken during grading were spaced to
give the best possible coverage.
The tests were performed in
accordance with ASTM D1556-82, the sand cone method or ASTM
D2922, the nuclear gauge method.
The reported relative
compaction is defined as the ratio of the field dry density to
the laboratory dry density.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Hodges Residence
July 26, 1991
Job No. 90-57
Page 2
The laboratory compaction tests used in calculating the
relative compaction of the field density tests were performed on
both the on-site and import soil material.
The laboratory
compaction tests were performed on the fill material in
accordance with ASTM D1557-78.
Both field density and laboratory
compaction test methods and results are presented on the
following pages.
This report includes field density test numbers
1 through 67.
The approximate area of fill tested and the approximate
location of the field density tests are shown on the Site Plan
located in the back pocket of this report.
The results of our observations, field density and
laboratory tests indicate the compacted fill has been placed at
not less than 90 percent of its maximum dry density.
It appears that detrimentally expansive soils were not
placed within the upper three feet of the building pad finish
subgrade.
Therefore, expansive soil recommendations for
foundations and portland cement concrete slabs-on-grade are not
required.
This should be verified by foundation excavation
inspection.
The recommendations contained in the Geotechnical
Investigation report shall be followed during all phases of
foundation, retaining wall and asphalt or concrete pavement
design and construction.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Hodges Residence
July 26, 1991
Job No. 90-57.
Page 3
Footings placed closer than 6 feet from the top of fill
slopes must be extended in depth until the bottom edge is at
least 6 feet horizontally from the face of the fill slope.
All
foundation excavations shall be inspected by the Soil Engineer
prior to forming, or placing reinforcing steel and concrete.
Adequate drainage should be provided and maintained to
prevent water from ponding around the foundations or at the top
of slopes.
Slopes shall be planted as soon as feasible after grading
with drought resistant, deep rooting ground cover.
Slope erosion
including sloughing, riling and slumping of surface soil may be
anticipated if the slopes are left unplanted for a long period of
time.
This will be especially detrimental if the ground cover is
not well established by the start of the rainy season.
Erosion
control and drainage devices shall be installed in compliance
with the requirements of the controlling agencies.
We understand grading for this lot has been completed,
however, if additional filling or backfilling is placed, we
should be notified prior to starting to insure proper compaction.
Respectfully submitted,
WESTERN SOIL AND FOUNDATION ENGINEERING, INC.
<'
.J
GE 928
DEZ:kw
Distribution:
Attachments:
(3) Addressee
Test Results
Site Plan
WESTERN
SOIL AND FOUNDA nON ENGINEERING, INC.
I
I
I
I
I
I
I
I
I
I
I Date Test Re-
of No. test
I Test of
Test
No.
I 6-20
I
I
I
I
I
I
Hodges Residence
July 26, 1991
Job No. 90-57
Page 4
TEST RESULTS
LABORATORY COMPACTION TEST RESULTS
Description
of
S Q. i t_-----------
Maximum Optimum
Dry Moisture
Density Content
------- -----_J.£..~.u_-----(J?. ere ~ n tl
Pale Yellow Silty Fine to Medium Sand
121. 2 l2.5
107.0 19.5
116.0 15.7
111.6 18.8
116.7 l4.8
Dark Green Clayey Silt
Olive Green Sandy Clayey Silt
Olive Brown Silty Clay
Pale Yellowish-Brown Silty Very Fine
to Fine Sand (Import)
FILL.
FIELD DENSITY TEST___RESULT_~
Location
of Test
Ht. of
Fill &
Elev.
(feet)
Field
Moisture
Content
(% )
Field Maximum Relativ
Dry Dry Compac-
Density Density tion
(pcf) (pcf) (%)
.1991
------------- -
------------------- ---------- --- __n___- -------- --------- - - -,-------- ---- ---
1
See Plan
2
"
"
2.0 20.5 102.5 107.0 95.9
138.0
4.5 22.2 99.7 107.0 93.2
140.5
7.0 18.5 105.3 116.0 90.8
143.0
9.5 19.6 106.7 116.0 92.0
145.7
11. 4 18.9 109.7 116.0 94.6
147.4
13.8 19.9 109.4 121.2 90.3
149.8
3
"
"
4
"
"
5
"
"
6
"
"
WESTERN
SOIL AND FOUNDA nON ENGINEERING, INC
I
Hodges Residence Job No. 90-57
I July 26, 1991 Page 5
I FILL
FIE t.JLP EN S I IY --'I'J~: S T RESULTS
I Date Test Re- Location Ht.of Field Field Maximum Relative
of No. test of Test Fill & Moisture Dry Dry Compae-
Test of Elev. Content Density Density tion
I Test (feet) (%) (pef) (pef) (%)
19 91______._~.9_,-_._._-----------,_._--------- ._-----,-----,-----_._--_._-----------,-- - -. - ---,.----.--.,..u.-- .--.--- .'--'.--- --.-.-----.-.-.-----
I 6-21 7 See Plan 2.0 20.2 107.7 116.0 92.8
137.0
8 " " 4.0 22.7 94.8 107.0 88.6
I 139.0
9 8 " " 3.0 18.5 107.1 116.0 92.3
I 138.1
10 " " 5.0 16.7 113.5 121. 2 93.6
140.3
I 11 " " 7.0 18.6 105.4 l16.0 90.9
142.5
I 12 " " 9.5 19.8 102.6 111.6 91. 9
144.9
I 6-24 13 " " 2.0 21. 7 105.1 111.6 94.2
137.3
I 14 " " 4.0 18.1 108.4 111.6 97.1
139.2
I 15 " " 6.0 17.4 108.1 111.6 96.9
142.4
16 " " 9.5 16.1 105.8 116.0 91. 2
I 144.9
6-25 17 " " 10.5 19.0 105.1 116.0 90.2
I 146.0
18 " " 15.5 21. 2 107.4 116.0 92.6
I 150.9
19 " " 15.0 18.8 104.5 116.0 90.1
I 150.2
I
I WESTERN
SOIL AND FOUNDA nON ENGINEERING, INC
I
I Hodges Residence Job No. 90-57
July 26, 1991 Page 6
I FILL
I FIELD DENSITY TEST RESULTS
Date Test Re- Location Ht. of Field Field Maximum Relative
of No. test of Test Fill & Moisture Dry Dry Compac-
I Test of Elev. Content Density Density tion
Test (feet) (%) (pcf) (pcf) (%)
J.~~¡----_1I9-.! -- - -- .~ .- --.---.---- ----.-.---------.---------.--------.--
I 6-25 20 See Plan 12.5 19.3 95.4 111.6 85.5
148.6
I 21 " " 11.5 17.0 105.0 116.0 90.6
147.6
I 22 20 " " 14.0 19.9 105.6 116.0 91. 0
149.0
I 23 " " 2.0 24.3 99.0 l07.0 92.6
148.4
24 " " 3.5 18.6 l08.9 116.0 93.8
I 149.6
25 " " 15.5 14.0 l04.5 116.0 90.1
I 151.5
26 " " 3.0 18.6 llO.9 116.0 95.6
I 158.3
6-26 27 " " 19.0 16.0 112.3 116.0 96.8
153.9
I 28 " " 18.5 18.1 102.3 111. 6 91. 7
154.0
I 29 " " 7.5 19.9 105.5 116.0 90.9
162.7
I 30 " " 8.5 16.1 1l2.7 121. 2 93.0
163.3
I 6-27 31 " " 2.0 16.0 104.6 116.0 90.2
163.3
I 32 " " 5.0 18.2 113.9 121. 2 94.0
166.9
33 " " 12.5 12.1 108.5 121.2 90.0
I 167.7
I WESTERN
SOIL AND FOUNDA nON ENGINEERING, INC.
---- .---
I
I Hodges Residence Job No. 90-57
July 26, 1991 Page 7
I
FILL
I FIELD Q~NSITY T~ST RESULTS.
I Date Test Re- Location Ht.of Field Field Maximum Relative
of No. test of Test Fill & Moisture Dry Dry Compac-
Test of Elev. Content Density Density tion
Test (feet) (%) (pcf) (pcf) (%)
I 1991 No. ._---------- - --.--.----.---. --------.- ---'. -_.- ..-- -.-.---.- --- ---
6-27 34 See Plan 7.5 13.0 106.2 116.0 91. 5
I 169.2
35 " " 9.5 15.6 105.7 116.0 91.1
171.1
I 6-28 36 " " 12.5 13.6 101. 6 116.0 87.6
174.5
I 7-1 37 " " 4.5 20.5 99.9 116.0 86.1
155.0
I 38 " " 2.5 25.0 99.2 116.0 85.5
152.0
I 39 38 " " 2.0 21. 5 10l.2 116.6 90.7
152.0
I 40 " " 4.0 23.5 98.9 111.6 88.7
154.0
41 40 " " 4.0 21.2 105.2 111.6 94.2
I 154.0
42 37 " " 4.5 25.0 95.7 111.6 85.8
I l55.0
7-2 43 42 " " 4.5 19.0 103.4 111.6 92.7
I 155.0
44 " " 6.0 21.2 l05.0 111.6 94.1
156.5
I 45 " " 2.0 25.0 102.8 111.6 92.1
153.0
I 46 " " 4.0 17.0 104.6 116.0 90.2
155.0
I
I WESTERN
SOIL AND FOUNDA nON ENGINEERING, INC
I
I Hodges Residence Job No. 90-57
July 26, 1991 Page 8
I
FILL
I FIELD DENSITY TEST RESULTS
Date Test Re- Location Ht.of Field Field Maximum Relative
I of No. test of Test Fill & Moisture Dry Dry Compac-
Test of Elev. Content Density Density tion
Test (feet) (%) (pcf) (pcf) (%)
1991 No. ------------- ------- ---------- --------- -------- - _'m_'__-
I 7-3 47 See Plan 6.0 15.7 106.6 116.0 91. 9
157.0
I 7-8 48 8.0 15.4 100.7 111.6 90.2
158.9
49 " " 10.0 12.7 101. 5 111.6 90.9
I 161. 3
50 " " l2.0 10.9 102.1 116.0 88.0
I l62.9
"
51 50 " 12.0 13.9 106.5 116.0 91. 8
I 162.4
52 " " 14.0 16.9 104. 7 116.0 90.3
164.6
I 53 " " 15.5 16.7 100.5 111.6 90.5
166.0
I 7-9 54 " " 1.5 12.0 109.0 121. 2 89.9
166.5
I 7-12 55 54 " " 2.0 10.7 111.9 121. 2 92.3
166.7
I 56 " " 4.0 11. 2 109.8 12l.2 90.6
169.2
57 " " 4.0 17.5 114.3 116.0 98.5
I 170.8
7-16 58 " " 3.0 10.4 l09.3 121.2 90.2
I 168.4
59 " " 3.5 12.2 105.1 116.7 90.0
I 170.8
I
I WESTERN
SOIL AND FOUNDA nON ENGINEERING, INC.
I
I Hodges Residence
July 26, 1991
I
I
I
I 7-18 60
I
I
I
I
I
I
I
I
I
I
I
I
I
Job No. 90.-57
Page 9
FILL
fIELD DENSITY TEST RESULTS
Date Test Re- Location Ht.of Field Field Maximum Relative
of No. test of Test Fill & Moisture Dry Dry Compac-
Test of Elev. Content Density Density tion
Test (feet) (%) (pcf) (pcf) (%)
J_93.l_____,-------~ 0 _! --.-- -- ----------- ---- ---- - --- ____on ------------- - - - ---- ----- ---------------- - - -- -, ------------ -- - - - -------------------------------------- ---,--
"
"
19.0 13.0 110.3 116.7 94.5
170.1
4.0 12.7 100.3 116.7 87.3
171.1
19.0 13.4 111.4 116.7 95.4
173.0
4.0 13.3 105.6 116.7 90.5
170.8
F.G. 13.0 109.3 116.7 93.7
174.0
F.G. 10.9 105.3 116.7 90.2
175.0
18.0 12.9 97.0 lll.6 87.0
167.3
16.0 12.3 100.7 ll1. 6 90.2
165.2
61
"
"
62
36
"
"
63
61
"
"
64
"
"
7-24
65
"
"
66
"
"
67
66
"
"-
F.G. = Finish Grade
WESTERN
SOIL AND FOUNDA nON ENGINEERING, INC
AUGUST 20,1990
LOGAN ENGINEERING
465 First Street, Suite A
Encini taB, CA 92024
619-942-8474
HYDROLOGY STUDY
FOR
THE HODGES RESIDENCE
1 OF 2..
DESCRIPTION:
2896 LONE JACK ROAD
OLIVENHAIN, CA 92024
APN 264-152-14
OWNER/DEVELOPER:
~. PHILLIP HODGES
1843 LOTUS COURT
CARLSBAD, CA 92009
619-438-7511
ENGINEER:
LOGAN ENGINEERING
465 FIRST ST., STE. A
, ENCINITAS, CA 92024
619-942-84'74
A øv'ÞD
r;;'~~ c¡o
rw
¡ ~ ,
l -
~:-~.~.., "
: , \
;, i
:: !¡
Æ IÇ. 2 I JQqO
[Fr', .;
-. - .'--'
L. O.ç~
j:. 'DE'Sf~,.1 ~ITe<,A
"ReF"~ ~,D. CouJ.T--} 1/1)E~,¿;;J ~PROŒPlJ12f MAJUÁ1.-\\
" k>A 11o~ k- ~MU~ ~ ~ ~ Cf A
- UJv ()~f ) 'RuRAL- ~IDE~-rlkt.,
... t...= ð.JG
tJ1, f{ì'ÞROLDG'I ~1 VD'/
v..?~t A 1-= o. ~ ~ kflÆ!5
1" t::: I 0 f-J\ I J t
.1:; 4,1,J /~r.
() liD = ð.41? (4,1)(Ø,~t?): 0.4 c ts
ðH~ ~')I
L-; ~~'
$. f{~rpeAvL-l~ ~C!UJ"5\o,.j
-'~It.le€ -f~~ '&100 \'S',\Jæ.-I SMAU-) if ,~ Mi
()1>¡ J \ 0 ~ -fH ~ 1'..f ~ ~ 120 vJ þ, íUl ):' E1H'~í ~ -s' w AiE.3
k "£lP-RAP) Á:5 ~~òwJ DrJ 111f l'~Posro
~eAÐl,J6 1'LAJ) kef: ~E~uA--1£.
tAILE 2
IUNOfF COEFFICIENTS (MTIOML ItETHOD)
. , '
DEVELOPED AREAS
Coefflclenh.£
SoIl Group (1) ..
.
A ! c - 0 .
- - - -
,
,
.40 ."5 .50 .55
."5 .50 .60 .70 ' .
."5 .50 .55 .65
.30 .35 .~~
.70 .75 .80 .85,
.80 .85 .90 ,.95.
land Use
Res i denti al :
. SIngle F8mi Iy
Multi-UnitS
Hob it e home s
, ,
Rural (IoU' greater than 1/2 acre)
~
C_rci al (2)
, 80% Impervi ou!
Industrial (2)
9<1'" Impervi ous
. .
NOTES:
, .
, (1) SoÙ' Croup Jlaf,)S are available at üe offices of the Department of Public .oT1~s. ,
. (2~h~re actual conditIons deviate sIgnIficantly from the 'tabulated l~e~lous-
. ness values of 8~ or~, the values gIven for coefficIent C, .ay be revised
by ~Itiplylng 8~ or ~ by the ratio of actual I~ervious~ss to the
tabulated imperviousness. However, In no case shall the final coefficient
be less than O.SO. for exacpl~:" ,Consider commercl al property on D soi 1. ¡roup.
Actual I~pervlousness
.5~
Tabulated Imperviousness. ~
. .
, RevIsed C .~'x 0.85.0.53
. ...
.
I '
. .
. .
, ;
.'"
, ,
JV-A-9
.. '
. A PPEND I X IX-'
a.,v. 5/a1
. .
H
EQUATION .
7é. (/ltl..f'~ .~8S'
/ê. OHM, eNl~/nu"M
i.. Ltln9111 Ñ wak,...Mef
H. ÞI//eIACil In tÑ41IØI1ðn 0/.",
ø//c:-dI"1 sllNM 1111 (Sel ~ r-1lJ h
¿ ~
MI/IS r~l¡' NM/~ M;hV141
4 24IJ
, -
(
.3
(
/I
/84
I
I
/20
./
SIJ
\.
" SIJ()(J
..
~IJ
,
JIJI)IJ "
,
,
..,
,
5'
/0
5
H
L
~
NOMOGRA FOR DETERM I HATtON
OF TIME ΠRATION (Tc)
Fæ NATœAL WATERSHEDS
DATE.Bi!..tl1-- APPENDIX X-A
-A-lO bY. SIll
SAN 01 EGO COUNTY
DEPARTMENT OF SPECIAL DISTRICT SERVICES
APPROVED ,~.E).I~J.~~ .
. .. .
JNTENSITY-DUMTIorf DESIGN CHART
:.\-:I--\.:t:\::\":I.:'" ~.
ÞO4
< I-'
>J
:10'
40 50" 1
4
5 6
2
. 3
15 20
30
*Not App11cab1e to Desert Region
.t.
APPENDIX XI
IV-A-14
- . . - ..-
--.
-
r--
-
COUfITY OF SAN .DrreD '
DEPARTMENT OF SANITATION ~
FLOOD COrlTROL .
I.
.
33~
.
45'
-
.
-
-
~
-
-
-
-
-----,
-
I
.. . "
-
-
"~
.
.
.
.
. I
--.. -. .... -- - P..;.t.., :.
U.S:D!PAmtEN r 0,. COMatERC!
. If",,"","" oeullie AltO AT O.....I-Ie AD~'1HIIT.""O1f
PIftALITVDIII ..A.at. OFFICI 0'" o.oa.OGY. "ATIOHA" W&ATltlt. '.RYlCe
...
Þ4
>
,
...,
30'
I
11S'
. "5'
30'
. 117-
115'
1168
)0'
IS'
IS'
.~..
- --
.'
-
-
_0'-
-. -. -. -. -. -'
COUNTY OF SAN "DIEGO
OEP^RTMEHT OF SANITATION &
FLOOD CONTROL'" '
.
.
.
3D'
'.
ItS'
IS'
¡
t'r
.'
.338
. .
.- -
.
- -
ItS' I .
.."..~. ..,
u.s. DEPARTatl!: r OF COMMERCe:
"AnOMAI. OC.A!CIC AftD AT' usrUIE.'c AI)'IIH""18AnUM
I..I""&' ""°1" .'- fCU, o..'c. or" 1)"°1."0". 'eATIIJN^Io ..AT"" IUYtCI
30'
...
t¡t
!þ
.
-
un-
'I~' .
'0'
1...,
t 178
'I~ I
.
JO'
1~'
1168
. Civil Engineering
. Land Planning
. Structural
SEPTEMBER 4, 1992
\ 1f'v/
1 OF 1-.
HYDROLOGY STUDY
FOR
T.P.M.91-139
DESCRIPTION:
¡
PRIVATE ROAD PLAN FOR TPM 91-139
PHILLIP HODGES PROJECT
H~LLSIDEHAVEN OFF LONE JACK ROAD
ENGINEER:
OWNER/PERMITTEE:
PHILLIP HODGES
1843 LOTUS COURT
CARLSBAD, CA 92009
619-438-7511
LOGAN ENGINEERING
120 BIRMINGHAM DRIVE,
CARDIFF, CA 92007
619-942-8474
120 Birmingham Dr., Suite 110 . Cardiff-by-the-Sea, CA 92007 . 619-942-8474
1- ð~ t
~ I. 1Æ?I~J c.:j2ll ð2-t A
I ?.Þ, 4JJ~T-/ 1I~\t.~ ~ 'Pi20CS>Jf2£ MAJvkt~
,1( A1"toJh- rvten...(JD:: & ::: ~I A .
. LA~ 1/ v%. ~ 'Pe\vA1£ 12D. C, -:= o.e~
. q¡ o 2~" fê£Q CJ&.t c...-{ :.
(00 -/K .
~I
~ -tV 20 W &-1
A ~ Lo Ac-
~ -:; ø.o MIJ
j: :: t?, AC; ,J /tfC<
,
L-= \lOo' ðH~ (VtO'
60:: Ð.' 1
()'OQ ~ ~,f/'7 (C;,4C;;j (f,o) :: tLb~
eöJCUJStoJ
. "Pt2\\JA-1£ 1ZoAD (...Æ1'go\Jr¿..A&\'-~ ?£e 1'!PICA1.-
y..4€Q1'loJ LJI A,c, ~ AfL£ A-~4-í£
fDQ QIOl> .
'. .,
J
..
~8LE Z
RUNOFF COEFFICIENTS (MnOML. I£THOD)
.
PEVElOPED AREAS (URBAN>'
Coefficient, C
Soil Group-fi)
..
land Use
A
-
8
-
Residenti al:
. Single F....i Iy
. Ita
."S
.50
Hulti-UnitS
.45
.45
.50
0.]5
Hobi Ie homes
Rural (loUO greater than 1/2 acre)
.]0
.70
.75 í. .80
¡
-",
comœrci al (2)
. ~ IRlpervi ous
Industrial (2)
m IRlpervi ous
.80
.85
c
- -
-1'
.50
.60
.55
.70
. - .55
.40
..65
.45
.85
.90
. .95.
NOTES:
0 (1) SoU' Group u,?s are available at dae offices of ~he Department of Public Works.
. (2~h~re actual conditions. deviate sIgnificantly 'rem the tabulated t8perÝious-
nets values of 8~ or~. the values given for coefficient C. .ay be revised
by 8lU1tiplying 8~ or ~ by the ratio of actual llIp8rviouspess to the
tabulated imperviousness. However. In no case shall the final coefficient
be less than 0.50. For exaøple:. Consider commercial property on D soil.¡roUP.
Actual hnperviousness
-s~
Tabulated l.perviousness - ~
. .
Revised C - ~x 0.85 - 0.53
80
. ;
-' .
-- - -------_"__0', hO'
... .0 - ... -
. ...
..
. .
1V-A-9
...
. APPEND! X IX-8
Rev. 5/81
. .
. ..
r-
-
.
,-
-
-
-
----,
-
I
~
-
.. . "
cour," OF SAN.O lEG 0 '
DEPARTMENT OF SANITATION ~
FLOOD COtlTROL
33~
!.
, .
lJs'
45'
.
.
.
.
. I
- ..... . -. . ... ..- _. . ~ . .
,",. " ~ .
U.S:OEPARnt£N r OP' COM~tERCE
. IIA""'AI. OCI"MIC "'180 AT. O'..IIIIIIC AD':I:IIIITI"TlO18
.'leJAL tTVDllI IUIICH. OFFICI or 81 ".oLOay. ""TIOH"I. .&AT"" 'I"VlCI
30'
...
...
:&.
;. ,
¡-...
1181
Its'
30'
151
, 1178
301
IS'
116-
" -
-
-
--
-'-
- -' -' -. -.
.,
COUNTY OF SAN DIEGO
OEPARTHEHT OF SANITATION S.
fLOOD CONTROL", .
.
.
ItS'
'.
ItS'
30' ,
IS'
'38
.."..~.. "
u.s. DEPART.1!" .. OF COMMERCE
""TWO""'" OCKAIUC AIID AT' UII'IIIUIIC "U"'N"".t",TtUII
".CIAI. 8TVDIU alAltCtI, O"IC. 0' II UtlOIoUOY, flA'f"""A'- .""'Tlil" ""YaCI
30'
I
...
t¡t
þ
.
-
""
11"-
1.5' .
'0'
1'i1
1178
'1 ~ I .
)0'
l!i'
11,8
,
. ... .
JNTENSITY.DUMTIori DESIGN CH^RT
to4
< ,-1-+-0-'.'-
>-'
\.. ~ 10' 15 20
40 50' 1
2
. 3
4
5
6
30
.Not Applicable to Desert Region
., .
APPENDIX XI
IV-A-14
.., -. .. 'ft"
,
. .-.,":...:;:-':,'., ~," 00.:&:'::".-::.:'..
'-:_--_..:... :..:-~.:-.::==-':.~".. '0:":':"':': -=-::~!.:.~~:.-
_...:::"~:=.-~- ~~...:..A~~i.;.~~',...:.-'~.J!~'.: .:-...~,.' :;;.;~~.:.:.:.
-r~---~ . ~. .' '~~..~~~~--
"':-'-."'. '--.:;Y ,,-'-' --'-=--;'.:'P~----' ...., -~'~-....;.l.:..
, --~
II¡I~~~
~I :-::~;~:
~ .. " -.'
~ '.:,.,-
fl~~
1~~ ~~1-~
!'¡¡ F=--!.:.:-..;r~
1~r1 ~--;:.~.
'ß Þ:~-.'-'
! fJ ~~~- '~:
IÜ~::- ~~;.:
I~~~~'
I~~~~~~'::
~~r-.~:':: ;.~~:
í II .. r,~_",:-"""'::'
¡¡.r' ----;-.:..Þ " _.-
~~j r~.;.....;::::.;;-.
.:; -~-'.""--
,~~, r":. ~~,;.::- ...;_.-~,
, ,. =-=:::a,,---- ._."..
I I C~--::;¡,;:,;:..
Ij! P~~:-:::'~ot~. '
lijl J-::;":--.--~.":"'t ,""
t"j ~~, ':r-.~
.. ~--...~ .-,,--,.
I ~-.o... -""-':"-"""ß~.
0 '.. .~~-~-' ...:,.:",-:-
r '~II' ~~':~ :,,~:~
ft: -- ~.;t,~~--
I !. t~"oIC7'11.'~-~,
3~ f;-;~~-::::::~'~_::
'I.J,' ,,'~........-.-,:-:;. ;....;.
,:0,: ..~~--~~.'
, ~;, ;;"~~;'~;
'rr. tr'~~;-"I" ~..;..
. :..,1 þ:.~~~~~:~
I j~, I ~~..ó¿:-
I ... - -. - -- ""--' :-:. '
'If ~ ~----~_"..:
J ~~il f '~ :.=5~~~ ~,
;: 'n .~..j; ~'~-Þ
': ~z: -".~- -::;
1,~' - ,-.- ~.:
.i ::ä~ ~~.
'; ~;.~ 'o;::~';.- -~~~
¡": ~ , (,~-_;i
; ¡i: ~~
'. '- "':::::;'~'O
'. ê!...1 o.:..x:-~~~~~
.:,"'f . - SÞ*'~....
r~.' ~~~-:.~~
-~~_.,
Ei ~~~
ffi~ ~. ;:-- ,-...,~--¿rf
;.~~.- ~~~
.' "~~.......
~ ~~:~.
It'J' ~......,.--==.-
!i!f ;J'~~~~'.~
~~ ~ ';:r~""
'I'" t "~~
W'~~~~
~;;.=;~~~~.~~~~~~~. . - " ~.:"'~... :&¡Io'.' .,~~~~;;ff;.
-. ~J(.. :,::~,":;.1..'
;;?"~;...r-., '-"'-~-è~~ë::.'. ,~-,......~..-::t~~w.~.::'"J";.. '..::""'" ,- -.r;, -~ilo.:.i:--:='~.~Þ-,;:'-r"'" .~,
.. _. '-~""""" .".."~'-:" ~~ _..'. :0--.]'; -, --~~-"=-,"": ,""""-.::-.~:. -:-:-.;'\...-.:.:'".~.'.:~ _I. . .~. 'J.-", ,
I'
!,
..:.
~
:-~
'...
~¡
-
..;
'":'
-
;:.
.ã
~
::.
-
~
~
-
--
..
.iI.
,.
~
¡
~
:;
.
.j
.::
-
'..
.:II
,co
~.
.:
~.
-
~
.;:.
":'
..:.
...
~.
..%
-I:
E
..~
~
..,¡
.i
...
:ä
~
.;¡
"
-..
~
~,
-=-
,
~
-,
.e.!
,I.
7
..
..
~
:!
.~
~
i
.
If
~
. ,;_-:,.:':-:::-"i.:.~:. :....-
- ...:---::::.-.~ ~ - ..-
, -:--~.~~--
. ~. ~ ~ :::'f}:.= .
--~.--..
"
'.
-.;.~~'
\JR'BA.J
'þfZ A ,e-J Þc<: ~ E-
D
ICCO
I I
I
800
800
¡ i
-
.
.
...
.E
.
u
c
.
-
.
~400
0
>
.
~
"a.
C
.
'::
.
>
Q
200
.
0
:;
c
5
.5
U
>
.
~
4Oõ
.
E
J:
."
C
~
.
>
Q
.
, .
.
0
"
"
0
I
"1U'.~1Q
Ov"'8IId Om. 01 'low gr..
..
NoText
NoText
NoText