HomeMy WebLinkAboutParcel 1-4 Preliminary Soils
J. Vanderwal
325 Holmwood Drive
Newport Beach
CA 92663-4145
PLEASE NO"tE
N.t:W A~ CO DE
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Tel. (949)631-4984
Fax. (949)631-4996
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RECEIVED
OCT -1 1998
CITY OF TEMECLJLA
ENGINEERING DEPARTMENl
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GEO-ETKA, INC.
Established 1965
Soli Engineering, Geology And EnvIronmental Engineering
MaterIal Testing And InspectIons
739 N. MAIN STREET. ORANGE. CALIFORNIA 92868
PHONE: (714) 771-6911 FAX: (714) 771-1278
PRELIMINARY
FOUNDATION SOILS EXPLORATION
AT
RECEIVED
OCT -1199B
CITY OF TEMECULA
ENGINEERING DEPARTMENT
Parcels 1 through 4, Parcel Map No 26488
located at the Southeast corner of
Walcott Lane and Calle Chapos
Temecula, California
FOR
Mr. Jay Vanderwal
325 Holmwood Drive
Newport Beach, California 92663
Date: July 28, 1998
Job No: F-8413-98
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GEO-ETKA, INC.
JOB NO: F-8413-98
TABLE OF CONTENTS
DESCRIPTION
PAGE NO.
Scope. . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
1
Proposed Construction.............................
1
Site Condition....................................
1
Soil Condition....................................
2
Exploration. .. .. . .. . . . . ... ... .. ... . . . . . . . . . . . . . . . .
2
Laboratory Testing................................
3
Conclusions
Suitability of the Project...................
Strength Characteristics.....................
Expansion Potential..........................
4
4
4
Recommendations
Foundation Design.. -.. .. . .. .. . . . . . . . . . . . . . . . . .
Bearing Values
Continuous Wall Footings................
ISQlated Column Pad Footings............
Settlement - Total and Differential..........
5
Earth Pressures..............................
Slat. on :Grade. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
5
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6
6
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7
Demolition and Tree Removal (where needed)...
Grading (Building and Parking Areas).........
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DESCRIPTION
PLATES
Plot Plan "A"
Boring Logs "B-1" through "B-4"
Shear Curve "C"
Consolidation Curves "D-I" and "D-2"
cut Fill Transition "E"
Key Bench Detail "F-1 and "F-2"
Retaining Wall Backfill "C"
APPENDICES
I Soil Classification and Sampler
II Limitations
II
GEO-ETKA, INC.
JOB NO: F-84I3-98
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GEO-ETKA, INC.
JOB NO: F-8413-98
Scope
This report presents the results of our Foundation Soils Explora-
tion of the site of the proposed construction to be located at
Parcels 1 through 4, Parcel Map No. 26488, located at the
Southeast corner of Walcott Lane and Calle' Chapos, Temecula,
California.
The physical location and approximate dimensions of the site are
shown on the attached Plot Plan, Plate "A". This plans accuracy
is as good as was submitted to our office. For dimension the
property use plans by surveyors or civil engineer.
Investigation was authorized to determine the existing soil con-
ditions at the site and to provide data and specific recommenda-
tions relative to the foundation design for the proposed
structure (s) .
Refer to Appendix II for an explanation of the limitations in-
herent in this field.
proposed 'Construction
Proposed are 42 detached houses with garages.
planters ,and landscaping will complete the project.
Wall and Column loads of 1,500 p.l.f. and 12 kips, respectively,
have been assumed and utilized in the preparation of this report.
Driveways,
This preliminary report is issued for the above design values.
If the final project parameters, i.e. building size, building
location, foundation loads etc. vary significantly from those
noted above this office should be notified. At that time, this
report will be revised to comply with the new design values.
This report is prepared for the client/owner, the proj ect en-
gineers and the governing agencies. Use of its contents by third
parties will be at their own risk.
Chemical 'testing for detection of hydrocarbons or other potential
contaminants. is beyond the scope of this report. Environmental
assessment is not a part of the work undertaken.
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GEO-ETKA, INC.
JOB NO: F-8413-98
site Condition
The site of .the proposed construction gently to rolling surface
as shown on the attached reduced copy of the grading plan. It is
bounded on the North by Calle Chapos, (a dirt road), on the South
by an unpaved driveway to access the properties to the East, on
the East by residential properties, and on the West by Walcott
Lane.
with reference to the site investigated, the adjoining properties
have matching contours as detailed on the grading plan.
Access to the 4 houses will be via a proposed cul-de-sac street.
Drainage is planned to be via sheetflow down towards the streets.
A moderate to a heavy growth of grass, weeds and brush forms the
ground cover.
Soil Condition
The on site soil is composed of layers of clayey silt and clayey
sand extending to the depth of the borings, 20 feet. Note that
soil variations in soil type may occur between the borings.
For a detail soil classification, refer to the logs of the
borings, Plates "B-1" through "B-4".
No ground water was noted.
Man-placed fill was encountered during the course of the field
investigation. All fill irrespective of depth or lateral extent
must be removed to firm native soil and replaced as compacted
soil tested to 90%.
Exploration
The subsurface was explored by drilling 4 borings, 6 inches in
diameter, to a depth of 15 feet below the existing ground sur-
face. The borings were placed in strategic locations where the
major structure is to be constructed in a manner to determine the
subsurface conditions. Approximate locations of the borings are
shown on 'the attached Plot Plan, Plate "A".
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GEO-ETKA, INC.
JOB NO: F-8413-98
Exploration (cont'd)
All of the borings were logged by our soils technician. Samples
of both undisturbed and disturbed soils encountered were obtained
for laboratory testing and observation. Logs of the borings are
shown on Plates "B-1" through "B-4". The soils are classified in
accordance with the Unified Soil Classification System described
on an attached Plate. This Plate also shows the type of sampler
used in obtaining undisturbed samples.
Laboratorv Testinq
The field moisture content and dry densities of the soils encoun-
tered w.ere determined by performing tests on the undisturbed
samples. The results of these tests are shown on the Logs of
Borings, Plates "B-1" through "B-4". Density and field moisture
information is useful as indicators of the nature and quality of
the material.
Direct shear tests were performed on selected, undisturbed
samples of the soils in order to determine the strengths and sup-
porting capacities of the soils. The method of performing these
tests is to saturate the sample, to extrude the sample into the
test apparatus, to apply the normal load, and then to allow suf-
ficient time.to elapse to dissipate any excess hydrostatic pres-
sure. The sample is then subjected to a strain-controlled single
plane shear test. The method of applying the normal and shearing
load is such as to allow the sample to change in volume without
producing an associated change in the normal stress. The shear-
ing stress is measured at a constant rate of strain of ap-
proximately 0.05 inches per minute.
Selected samples of soil were tested at confining pressures
similar to those of the materials in-situ. Additional specimens
from the same samples were also tested at increased normal pres-
sures in order to determine the increase in shear strengths as-
sociated iwith increased intergranular pressure. The test results
are plotted graphically on Plate "C". The resulting values are
as follows:
soil Tvp~
Angle of Internal
Friction (deqrees)
Cohesion
(p.s.f. )
Clayey sand
Clayey sand
17
24
310
360
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ull
GEO-ETKA, INC.
JOB NO: F-8413-98
Laboratorv Testinq Icont'dl
Consolidation tests were performed on saturated specimens of the
typical fou~dations soils. Consolidometers are designed to
receive the undisturbed soil samples and brass rings in the field
condition.
Porous stones placed at the top and bottom of each specimen per-
mit free flow of water into or from the specimen during the test.
Successive load increments were applied to the top of the
specimen and progressive and final settlements under each incre-
ment we:r;e recorded to an accuracy of 0.0001 inch. The final
settlements so obtained are plotted to determine curves shown on
Plates "D-1" and "D-2 "
CONCLUSI0NS
Suitabilitv of the Proiect
The site is suitable for its intended use, namely 4 residential
buildings. In designing the proposed structures, the criteria
given in the,design section should be adhered to.
A)
The construction of this project will
stability of the surrounding structures,
electric poles, etc.
not affect the
such as walls,
B) For this particular lot, this Foundation Soils Investigation
report will be adequate. A Geologic Investigation or a
Seismic,statement is not deemed necessary. Please use 1994
U.B.C.
C) This report is subj ect to approval by the governing
agencies.
Strenqth Characteristics
The load bearing soils possess strength parameters adequate to
support the proposed construction.
Expansion Potential
The on site surficial soil is classified as slightly expansive
with an expansion index of 38 as per U.B.C. Standard 18-1.
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GEO-ETKA, INC.
JOB NO: F-8413-98
;RECOMMENDATIONS
youndation Desiqn
Continuous footings, isolated pad footings or a combination of
both may be utilized for the design of the foundation to support
the proposed structures.
Bearinq Values
continuous Wall Footinqs
A bearing value of 1,400 p.s.f. may be used. The footings should
be at least 15 inches wide and a minimum of 18 inches below the
lowest adjacent finish grade. The footings must rest on properly
recompacted soil that is at least 18 inches thick or firm in situ
soil. N.otethat in no case should the slab nor the footings be
partly in native soil and partially into compacted fill.
Isolated Column Pad Footinqs
Isolated pad footings may be designed using a bearing value of
1,700 p.s.f. Isolated footings should be a minimum 15 inches
wide and 18 inches below the lowest finish grade. The footings
should rest on properly recompacted soil that is 18 inches thick
or firm in situ soil.
Note that in no case should the slab nor the footings be partly
in native soil and partially into compacted fill.
The above bearing values may be increased 1/3 when resisting
loads caused by wind or seismic forces, providing the resultant
size is not less than that obtained with dead load and live load
only.
Settlement -Total and Differential (staticl
Based on the design criteria, settlement should not exceed 0.2
inch for the continuous footings and 0.5 inch for the isolated
pad footings. Overall differential settlement is expected to be
0.3 inch. Approximately 1/2 of the settlement will occur during
the construction period. Once constructed, the differential
settlement will be 1/4 inch or less.
The maximum differential settlement should not exceed 1/2" over a
20 feet span.
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GEO-ETKA, INC.
JOB NO: F-8413-98
Earth Pressures
Lateral loads will be resisted by the friction between the floor
slab and subgrade as well as the passive resistance of the soils
against footings. A coefficient of friction of 0.4 may be used
between slabs, footings and subgrade. The passive resistance of
the soil :may be taken to be 260 p.c.f. of E.F.P.
The active lateral soil pressure may be taken as 36 and 44 p.c.f.
of E.F.P., for level and 2:1 slope conditions, respectively.
Active pressure must be adjusted for all surcharge loads.
Slab on Grade
Due to the expansive nature of the foundation soils, it is recom-
mended that continuous footings should be reinforced with at
least one number 4 bar, at the top and at the bottom. Isolated
pad footings need not be reinforced for soils reasons; however,
they may :be reinforced from a structural point of view.
The slabs on grade should be at least 4 inches thick and be
reinforced with 6x6-6X6 WWF or Number 3 bars at 24 inches on
center. :This should be underlain by a moisture barrier.
The moisture barrier should consist of 4 inches of clean, medium
to coarse sand.
The sand layer noted above should be placed such that it should
be a minimum of 2 inches above and 2 inches below a 6 mil poly
vinyl chloride sheet or comparable impervious material. All
joints shall be made so as to preserve the impervious character.
The above criteria are based on the assumption that the moisture
barrier is installed and the concrete placed before the soil has
begun to show significant surface cracks. Should such cracks oc-
cur, the soil should be thoroughly wetted to a depth of 18 inches
so that all cracks have disappeared. This should occur 24 to 48
hours prior to placement of the concrete itself.
Demolition and Tree Removal (where needed)
.Specia1 note should be taken during the grading and the demoli-
tion of the existing trees so as to locate all underground items,
e.g. pipe, conduit, storage tanks, septic tanks, cesspools or
leach lines, water wells, irrigation pipe, etc.
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GEO-ETKA, INC.
JOB NO: F-8413-98
Demolition (cont'dl
Any septic tank found should be removed from the site.
Any seepage pit or cesspool found shall be pumped dry and filled
with clean sand. The top and sides should be broken and removed
if they are within 5 feet of finished grade. If a water well is
found it shall be cut off and capped, 5 feet below finished
grade.
Any metal pipe found shall be excavated and cleared from the
site. Any vitrified clay leaching lines may be broken in place.
Any tree that has to be removed due to the construction, should
be completely removed and the cavity backfilled as described in
grading section.
Any root found shall be excavated and cleared from the site or
mulched for future landscaping use.
All cavicties should be cut in a "V" shape so that compaction
equipment will not bridge during grading which should be con-
ducted in the manner noted below.
It is recommended that the demolition be observed so as to
prevent debris from remaining on or being buried on site. The
demolition of the below grade items such as pipes and tree root
systems must be checked by the soil engineer or his representa-
tive.
Gradinq (Buildinq and Parkinq Areasl
Prior to the controlled grading operations, the construction area
should be stripped of all vegetation that is present and the
debris removed from the site or stockpiled and mulched for later
use in the planter areas. The top soil should be overexcavated
such that a 3.0 feet blanket of recompacted soil is provided in
the building areas. If the entire pad is in at least 3 feet of
cut, over excavation will not be required. All overexcavation
must extend at least 5 feet beyond the footprint of the structure
except when restricted by an adjoining structure or limited by a
property line condition.
Any fill found during grading must be removed to firm native soil
and replaced as compacted soil at 90%. During the course of
grading if p>>mping occurs it is advisable to bridge the bottom
with 1 inch self compacting rock layer at least 2 feet thick. In
such cases light weight track equipment is recommended.
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GEO-ETKA, INC.
JOB NO: F-8413-98
Gradinq (cont'dl
A moderate amount of grading is anticipated in the development of
this site. It is recommended that all surface which is loose
that will support patio, sidewalk slabs, or asphalt concrete
paving, and all surface which will receive fill or backfill, be
scarified to a depth of 8 inches, watered or dried to near Op-
timum Moisture Content and recompacted to a minimum of 90%.
Where fill or backfill is required, it should be placed in a max-
imum of 6 inch loose layers and each layer compacted at near Op-
timum Moisture Content to at least 90% compaction. Clean on site
soils may be utilized as fill material. Imported fill soil
should be predominantly granular, non-expansive and capable of
developing the bearing strength required for the project. All
import soil must be approved by this office prior to bringing to
the site.
The slopes will be at least 2:1: :H:V ratios,
process should be per attached Plates "F-l and
ways at least 2 feet deep and 15 feet wide
material.
the key bench
"F-2", with key
into competent
Where recompacted soil is required for footing support, the over
excavation must extend 2/3rd's the width of the footing on either
side.
All retaining walls and utility trenches backfilled should be
tested at a maximum of 2 feet in vertical height.
In the parking area, using full thickness asphalt the soil should
be placed and compacted to at least 95% of the compaction stan-
dard, if AC/AB, PCC/AB or PCC are utilized, the soil may be com-
pacted to 90% of its relative dry density.
The asphalt should be compacted to at least 96% of its maximum
density.
The asphalt used should be AR 4000 or AR 8000 or equivalent.
. . The baserock should be per Green Book, Cal Trans Class II
California Specifications or equivalent.
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GEO-ETKA, INC.
JOB NO: F-8413-98
Gradinq (cont'dl
GEO-ETKA,INC. should be retained to observe all grading opera-
tions and the required testing for implementing the recommenda-
tions of this report. If a change in the consultants occur Geo-
Etka, Inc., must be notified in writing and all liability will
shift to the client and his consultants of record.
If conditions are encountered during the design, approval by the
governing agencies, and/or the construction period that appear to
be contra~y to the findings of this report, this office must be
notified so that proper modifications may be made.
Respectfully submitted,
GEO-ETKA, INC.
cJMP 1 ~
'Javed S. Chak, P.E.
'Geotechnical Engineer,
GE 197 (Expires 12-31-01)
0...\
~\
Ahme Ali, President
REA No. 04808
(Expires 6-30-99)
JSC/AA/bg
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PLOT
PLAN
GEO-ETKA, INC.
JOB NO: F-8413-98
PLATE "A"
DENOTES
AP PR.OX.
BORll\JG
LOCATION
REDUCED
COpy I' I
USE I =60
,EL WI.TER LINE__
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5'
10'
15'
20'
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Boring One
Classification
SC
Dark brown clayey fine to medium.
sand, very moist, dense, "fill".
SC
GEO-ETKA, INC
JOB NO: F-8413-98
PLATE "B_1"
Percent
Moisture
Dry
Density
Brown clayey fine to medium sand, 13.8
very moist, medium dense, "native".
SC
Dark brown clayey fine to medium
sand, very moist to moist, dense.
SL
Brown clayey fine to medium sand,
very moist to moist, dense.
End of boring.
Depth of bag sample
Depth of undisturbed sample
No recovery
Groundwater
Vertical Scale
1" = 4'
13.5
115.6
13.0
118.2
11.0
\5'"
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:15'
20'
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.=: ;..;<
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............ ..
5'
10'
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Boring Two
Classification
SC
- ',~,. . ., - ....~.._--. ',--
GEO-ETKA. INC
JOB NO: F-8413-98
PLATE "B-2"
Percent
Moisture
Dry
Density
Dark brown clayey fine to medium
sand, very moist to moist, slightly
dense.
Light brown fine to medium sandy
clayey silt, medium moist to moist,
firm to stiff.
Light brown clayey fine to medium
sand, moist, dense.
ML
se
"
moist
dense.
moist to
very
"
*i
Depth of bag sample
to medium moist,
10.1
115.4
3.5
103.5
4.0
117.4
4.6
medium moist, very. hard.
Depth of undisturbed sample
~.ro :r:e.:::ovex:y
Grm.mdwater
Vertical S,.::ale
1" = 4'
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GEO-ETKA, INC
JOB NO: F-8413-98
PLATE "B-3"
Boring Three
Classification
Percent
Moisture
Dry
Density
0'
ML
Brown fine sandy clayey silt,
with gravel, dry soft.
.,
5'
CL
Brown fine to medium sandy clay
with gravel, moist, stiff.
10.1
115.0
SC
Light brown clayey medium to coarse
sand, medium moist, very dense.
7.4 120.5
7 ; I
No penetration.
. Depth of bag sample
. Depth of undisturbed sample
0 No recovery
~ Groundwater
0;-
Vertical Scale 1" = H' \1
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5 '
H'
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Boring Four
Classification
ML
Brown fine sandy calyey silt,
dry, soft.
CL
Brown medium to coarse sandy clay,
med'ium moist, firm.
SC
Tan clayey medium to coarse sand,
medium moist, very dense.
No penetration.
,Depth of baC] sample
,Depth of undisturbed sample
No recovery
Groundwater
Vertical Scale
1" = I!'
GEO-ETKA, INC
JOB NO: F-8413-98
PLATE "B-4"
Percent
Moisture
Dry
Density
11. 0
118.1
6.2
123.6
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2000
1900
1800
1700
1600
8
0
0 1.500
'"
~ 1400
::> 1JOO
0'
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P: 1200
f,.l
A.
!Jl. 110.0
~ .1000
0
A.
"
I
900
Boo
,700
.600
. .500
.400
JOO
.200
GEO-ETKA, Inc.
Job Number: F-8413-98
PLATE "c"
.:!~. .
DIRECT SHEAR TEST
100
0 Boring 1 @ 3'
<==> Boring 2 @ 2'
V"l ',.10
./
r I\~ V
V I/l f-/
,-..... / .- ...1 70
.....
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o 0
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o 0
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ll\ \D
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t-- co
o 0
o 0
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rl
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rl
rl
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rl
o 0
o 0
<"\ .:t
rl rl
o 0
o 0
ll\ \D
rl rl
o 0
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rl rl
SURCHARGE PRESSURE, POUNDS PER SQUARE FOOT
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GEO-ETKA. Inc.
Job Number: F-8413-98
PLATE "D-l"
Boring 1 @ 3'
CONSOLIDATION TEST DATA
0.0000
. . .
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WATER ADDED ~ ~
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0.0050
0.0100
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'0:;
iii
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0.0150
III
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~0.0200
Z
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III
z
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0.0300
0.0350
....
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....
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<0
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\()
....
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LOAD,
(KIPS PER SQUARE FOOT)
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GEO-ETKA, Inc.
Job Number: F-8413-98
PLATE "D-2"
Boring 2 @ 2'
CONSOLIDATION TEST DATA
0.0000
0.0080
0.0160
.--.
:x::
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0:
ril
0.
U)O.0240
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Z
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Z
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'-'0.0320
Z
.0
H
.f-<
<(
Q
H
....:1
00.0400
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z
o
u
0.0480
0.0560
.... '" 0 0 0 0 0
. . . . . . .
0 0 .... 1\I ~ co \()
.... ']..\
LOAD, (KIPS PER SQUARE FOOT)
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mendations for transitior.
lots and cut-fill lot pre
sented herein are intenae
to be general. Forspeci
site and structuralcondi
t1ons, recommendations pr
sented in the text should
supersede the recommendat
presented on this figure.
Original Ground
i
--
-
TRANSITION LOTS
CUT LOT
--
--
--
.0*-
--
_.0*
--
--
--
_.0*-
---- r Creep
-- . ..... 0 _
. CO\\UVIU,," __-
iopsOI\ , __-
--
--
....,
------ J--S'
Overexcavate and recompact
Unweathered bedrock c:; material
approved by soil engineer
CUT - FILL LOT
--
--
.".,.,.,-...... .,,;""
,- -- .....".
-
- _I
Compocted fill _----~ee~ _ -- ..:S
",.-,- ot.,-'-
- '\l~' - 0 t d
_-- \\0"" -- vcrexcava e an
"\ Co _
0(' "so" _-
~\O\' ..-"
Ground
-
Unweathered bedrock or material
approved by ~oil engineer
GEO-ETKA, INC.
JOB NO: F-8413-',
PLATE "E"
"2,.1--
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PROJECTED
';j.: I
NATURAL
SLOPE",
-
t "1',-:./"
'3' I "
Minimum I 'II
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GEO-ETKA, INC.
JOB NO: F-8413-98
PLATE "G"
TYPICAL FILL OVER NATURAL SLOPE
-
-) --
- -
- -
.... ....
,. . 9 -
_ ." Cf'. _ ."
, o( _
- ,\I('l'loll ,.",. _
\\\1"11 . _ ,.",. _,/\/:, /
(.0,- '1_- -
- .
TOE SHOWN ON
RADING PLAN
0" 11
"too"
(-_......--
....
-
1- - ,
,....\;-", '::.....
.....,~,' .
I S' No ininuun
-
....
-
-
--
-
/" ....
/" .-......"
I --
,-.~/....-
.-
-
-
-
-
-
-
-
-
~ to' Typical
- -
..
--
--
-
, .~\ -'-
; -,.~.
4' Typical
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BEDROCK OR FIRM
FORMATION MATERIAL,
NOTE I WHERE NATURAL SLOPE GRAD lENT IS 5:( OR
LESS BENCHING IS
STRI PPING 010 NOT
MATER IAL.
NOT NECESSARY. UNLESS
REMOVE ALL COMPRESSIBLE
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GEO-ETKA, INC.
JOB NO: F-8413-98
PLATE "H"
RETAINING WALL BACKDRAIN
AND BACKFILL CRITERIA
T,YPICAL CONDITION
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;;=
Paved Guller
(Concrete)
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· \1 \1 '\:<'
\1 .SJ \1:"
1 \..'
! '-......i1 ,\:...
V.\1 .\1.'
Backcul 3/4:1 or flatter
Min, 1ft. cohesive soils to retard
surface infillralion of waler
(clayey sand/sandy clay)
Waterproofing, if required
Granular, nonexpansive,
inorganic backfill (SE>30)
Backdrain Assembly: Min, 1 cu, ft./lin, ft. pea
gravel encased in filler fabric (Marafi 140 N)
4 in, diameter 1/2 btm, perforated PVC SCH
40 or ABS SDR 35 w/min, 1% gradient
~
. LIMITED BACKCUT
i CONDITION
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5 i ft. max, vertical
height of backcut
NOTES:
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Paved Gutter (Concrete)
Min, 1ft. cohesive soils to retard
surface infiltration of water
(clayey sand/sandy clay)
Waterproofing, if required
Pea gravel
Marafi 140 N filter fabric (or equal)
4 in. diameter 1/2 btm, perforated
PVC SCH 40 or ABS SDR 35 w/min,
1% gradient
l-Detoils illustrate typical conditions and ore subject to modification by field conditions.
2-Backcut slope rotios sholl be determined by field conditions.
3-Reloining walls shall be provided with adequate moisture proofing os required.
4-Bockfill sholl exhibit at least 90% but no more thon 95% reI. compaction (ASTM 01557-91).
5-Modifications without written consent from this firm are invalid.
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COARSE
GRAINED
SOILS
MORE
THAN
50%
LARGER
THAN
#200
SIEVE
FINE
GRAINED
SOILS
MORE
THAN 50%
PASSING
#200
SIEVE
GEO-ETKA, INC,
JOB NO: F-8413-98
SOIL CLASSIFICATION CHART
MAJOR DIVISIONS
GRAVEL
AND
GRAVELLY
SOILS
LESS THAN
50% PASS
#4
SAND
AND
SANDY
SOILS
MORE THAN
50% PASS
#4
SILTS
AND
CLAYS
SILTS
AND
CLAYS
CLEAN
GRAVELS
GRAVELS
WITH
FINES
CLEAN
SAND
SAND
WITH
FINES
L.L.
LESS
THAN
50
L.L.
GREATER
THAN
50
HIGHLY ORGANIC SOILS
GRAPH
SYM.
. "
, ~:".~
::. :.~
.. ........
,0. ...0.'
I . Ii,' .,:
. " . I
'. .. .:
. .
:. "0
~~)"~:'I'::l."
.." .'.
. "00
.." .."
.... .. ..
, . .
..... ..
..', ......
::: ::00,:
..,. '0
.. .. t....,
, .
. .
.. . ........
..'" .
........ .
.. .. .......
'.1.'. .....
II......... <1..
.00.. e.
1/
/
LETTER
SYM.
TYPICAL
DESCRIPTION
. I II
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fII&
,!~f/~;:;,'
/ I I J
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GW
WELL GRADED
GRAVEL AND SAND
GP
POORLY GRADED
GM
SILTY GRAVELS
GC
CLAYEY GRAVELS
SW
WELL GRADED SAND
NO FINES
POORLY GRADED
SAND NO FINES
SP
SM
SILTY SANDS
SC
CLAYEY SANDS
ML
INORGANIC SILTS
CL
INORGANIC CLAYS
OL
ORGANIC SILTS
MH
INORGANIC SILTS
CH
INORGANIC CLAYS
OH
ORGANIC CLAYS
PT
PEAT, HUMUS
SOIL SAMPLER
FOR UNDISTURBED SAMPLING
FONNECTING
..lSLEEVE
BALL VALVE
~.--,.
;-- ..~: :_-
BRASS TUBING
2.625 INCHES I.D.
CUTTING
EDGE 1
.~
7Jp
-~~..
APPENDIX I
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.-,,-, ---~-
GEO-ETKA, INC.
JOB NO: F-84l3-98
LIMITATIONS
1. This Geotechnical Report is based upon data obtained by sur-
face reconnaissance, limited soil test borings, laboratory test
results, and preliminary engineering analysis. No inference
should be drawn from the language of the report that the scope of
the investigation was any wider. It must be understood that al-
though the observed and reported conditions are considered repre-
sentative, local variations of geologic and/or soil conditions
may exist for which this firm cannot assume responsibility. This
report was prepared upon your request for our services, and in
accordance with accepted standards of professional practice. The
limitations of this report are also governed by the contract
amount agreed to be paid by the client.
2. This report is issued with the understanding that it is the
responsibility of the owner or of his representatives to ensure
that the information and recommendations contained herein are
called to the attention of the developer, his architect, and en-
gineersfor this property so that necessary steps are taken to
implement the recommendations of this report. Failure to do so
relieves GEO-ETKA, INC. of all responsibility.
3. The findings of this report are valid as of the present
date. However, changes in the conditions of a property can occur
wi th the passage of time, whether they be due to natural
processes or to the works of man, on this or adjacent properties.
In addition, changes in applicable or appropriate standards oc-
cur, whether they result from legislation or the broadening of
knowledge, or present applicable UBC Code requirements. Accord-
ingly, the findings of this report may be invalidated, wholly or
partially, by changes outside of our control. Therefore, this
report is subject to review and should not be relied upon after a
period of one (1) year. Note that some local jurisdiction have
less time for the reports validity and reports are required to be
updated at the expiration of such predetermined limits.
4. Unless the recommendations of this report are completely in-
corporated into the design, and all phases of geotechnical ac-
tivity are checked, tested and reported by this office, GEO-ETKA,
INC. will not be held liable by others.
v\
APPENDIX II