SFD-14-559 Soil Engineering ReportR
-GE 0!m!1E-.T:.K.,A, "I"Nt.
EsUNish6d'1965
Soil Engihee-,Fi'rig'An.d.-..G,eo:logy
Material Tdstijn,g` arfcl,- Insp.,ep'ti.ons
T39 N. Main Streeit, Oran§e, CA 92868 9' Phone (714) M 6911 s Emaifl: geo6tka@aol.com
PRELIM ARY-.-* -
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FOUNDATION . -SOIL EXPLORATION
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TABLE OF CONTENTS
DESCRIPTION
GEO-ETKA, INC.
Job No.: F-11410-14
PAGE NO.
Scope......................................................................................................... 1
ProposedConstruction ................................................................................... 1
SiteCondition ............................................................................................... 1
Soil Condition ........................................................ ........ 2
Exploration.................................................................................................. 2
LaboratoryTesting ........................................................................................ 2
Conclusions................................................................................................. 3
Suitability of the Project ........................................................................ 3
Strength Characteristics ....................................................................... 3
ExpansionPotential ............................................................................. 4
ChemicalTest Data ............................................................................. 4
PlasticityIndex .................................................................................... 4
Seismic Parameters ...............
.............................................................. 5
Recommendations........................................................................................ 5
FoundationDesign ......................................... I .................................... 5
BearingValues .................................................................................. 5
Settlement — Total Differential (static) ...................................................... 6
EarthPressure .................................................................................... 6
Slabon Grade .................................................................................... 6
SwimmingPool .................................................................................... 6
Demolition and Tree Removal (if needed) ...................................................... 8
Grading ........................................ .......... .........
8
BUILD'i QUINTA
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CONSTRUC110N
DATE
I
GEO-ETKA INC.
Job.No.: F-11410=14
DESCRIPTION
PLATES
Plot Plan "A"
Boring Logs °B-1" through "B=3"
Shear Curve "C"
Consolidation Curves "D-1" through "Q73"
Swimming Pool Design Criteria Detail "SPDCD"
APPENDICES
I Soil Classification and Sampler
II Limitations
REFERENCE
Soil Engineering Report for 0.418 acr.e parcel. located at Avenue ;52 and Jefferson Street
by Buena Engineers, Inc., Report. No:: B -1'6006-P1 dated. 02-25-86.
crr
BUILO; j� e SAFETYiJIr° TA
DCF'T.
3 CONST RU LIj
'
LDATEI::�
BY
}
II
.GEO-ETKA, INC.
JohNo.: F=11410-14
Scope.
This report . presents the results' of our Foundation -Soil`s 'Exploration of the site of the
proposed construction.to:be located at 78815.Pina, La' Quint6;'California.92253.
The physical. locatioln and. approximate: dimensions of, the -site are. shown on the attached
Plot Plan, Plate "A". This plans. accuracy is' as good. as'was. submittedto our office, for
dimension of the.property use plans by. surveyors or civil. engineers.
An investigation wasauthorized to determine the.existing soil conditions at the site and to
provide data and - specific recommendations relative to. the foundation design for the
proposed structures) in accordanceith. our signed proposal dated402-28-14.
Refer to Appendix II for an explanation of the limitations: inherent in the field.
Proposed Construction
Proposed plans are to construct a single farnily.,house with garages and a swimming
pool. Driveways, planters and landscaping complete the: project.
Wall and Column loads of"1500 to 2,500`p.l.f.' and 1016 25 kips, respectively, have been
assumed and utilized in the preparation of this report.
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_ project engineers and the governing
agencies. Use of its contents, by third parties will be at'their own ri'sk:.
Chemical .testing for -detection of hydrocarbons or other potential contaminants is beyond
the scope of this report. Environmental'assessment-isnot a part -of the work undertaken.
Site Condition
The site of the proposed 'construction is a f,
bounded .on the north by Pina, on ,the south by
by residences. With. reference to the site inve:
are at the same elevation as the subject,lot; whE
CIS OF LA C�� INTA
BUILDING &
SAFE�l' DI=PT,
A ��®h��n
Ieve�Prectan'gi�la J�sFiapevd lot. It is
golf course and on tie other 2 sides
atalalJ._ 3 of-th%* \9ontiguous properties
A light growth of grass and weeds forms the ground cover'.
Drainage is down towards the south by sheet flow.
GEO-ETKA, INC.
Job No.: F-11410-14
Soil Condition
The on site soil is composed of a layer of silty sand extending to the depth of the. boring's
15 feet. Note that soil :variations rn:rsoil type ,may occur between the borings. Ground
water was not noted in any of the borings. The groundwater is at about 70 feet below the
existing grade. Potential for liquefaction is minimal.
For a detailed soil classification refer'to logs of the borings, Plates "B-1" through °13-3".
Minor man.placed -fill `may have. been placed to provide a :level lot. All fill found
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. 3 :borings, 6 inches in diameter, to a depth of 15
feet below the existing ground surface. The borings were placed in strategic locations
where the major: structure is -to be,
e constructed in a manner 4o'determine the subsurface
conditions. Approximate locations of the borings are shown on the attached Plot Plan,
Plate "A".
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 "13-3".
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.
Laboratory Testing
The field moisture content and dry densities of the soils encountered were determined by
performing tests on the undisturbed samples in accordance with ASTM Test Method D-
2216-05. Density and field moisture'information is useful as indicators of the nature and
quality of the material. The results of `these tests are shown. on the logs of the borings,
Plates "B-1" through "13-Y.
Direct shear.tests were. performed on selected,-
to
elected;to determine the 'strengths and supporting 'c
ASTM Test Method. D-3080-04,. .The method 'o
sample, to extrude the sample into the test, app(
to allow sufficient time .16 elapse to dissipate
sample is then subjected to a .strain, -controlled
applying. the normal and..'shearmg Toad. is sui
volume without producing an associated chat
stress -is measured at a constant rate. of strained
i)
undisturbed samples. of the soils in order
apaei� hies f-�.the soi.ls3in .accordance with
°Upe'rformmg�these.testsgi+ sigt Ito the
R I hl .p, �, , -n V i l'4 9 A
arat& .to apply4h&Lno�r%aj_II'dad,jand than
e `any 1xcess hydrostatic pressure. The
Vii,, JYJi
singlaFplane,"O'dar. test The method of
as,,.Ao allow-NY,'sar'riplb to `change in
Eim the normal stress. The shearing
.)proximately 05 -inches ped minute.
GEO=ETKA,.INC.
Job No.: F-11410-14
Laboratory Testina.1dont'd
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 pressures in orderAo determine the: increase _ in shear strengths
associated:. withincreased inter -granular -pressure. The test results are plotted graphically
on Plate "C". The resulting values areas follows:
Angle.,of Internal Cohesion
Soil Type Friction (degrees)(p s.f.)
Silty sand- 7 40
Silty sand 31 10
Silty sand 32 20
Consolidation tests were performed on -saturated specimens of the typical foundations
soils in accordance with .ASTM Test; Method D-2435-04. .Consblid6mEiters are designed
to receive the'undisturbed soil'samples and brass rings in.the field; condition.
Porous, stones placed,at the topand bottom of each specimen permit 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 increment were `recorded'to an accuracy of 0.0001 inch.
The final settlements so obtained are plotted to determine curves shown on Plates "D-1"
through "D-3".
CONCLUSIONS
Suitability of the Proiect
The site is suitable for its intended use, namely .a new single family home with a
swimming pool. Thesite is not in;1the.liquefaction' zone. In designing the proposed
structures, the criteria given. in the design. section should be 'adhered to.
a) The construction of this project.will . not affect. the stability :of the surrounding
structures, such as walls, electric',poles, etc., provided all precautions needed are
followed.,
b) Th a latest applicable unified building, code is to
c) This report is subject to approval by the govern
Strength Characteristics
The load bearing soils possess strength pa
construction.
3
'-s e Y.UF LA QUINT
i93age Jcie& & SAFE
'APppi , Y DcPT.
FOR ED
CONSTPUC ION
rs adequate to support the pr
SATE
GEO-ETKA, INC.
J266 N6.: F-1,1410-14
Expansion Potential
Theon site surficial.soi ' I is. class'ified'as, non -expansive, with" an expansion index of 7 as
per 2013 CBC/ASTWID4829-03.
Chemical Test Data
The on-site soi,l, at-anappeokimate depth. 6f 12 to. 18 inches Was,-test6d for the following
chemical content.
Surrimary"Qf Corrosion. Series Data
SOLUBLE SULF'A'TES M(W RESISTIVITY
pH Pert Per.,CA. 643
7.7 691 1,640 ohm -cm
Based on the above _test data, . special cement,. con&et0*.,musf be: utilized. See
L- - i ,
2010CBC/ACI 318 15ection 43; Table, 4.3.1 and, S66tioh . 4.4 Table 4.4.1 for other
applicable requirements. -Special pr6tectibon"i s re I gWr6d"for the underground utility pipes.
Plasticity Index
The liquid .limit, plastic limit, and -plasticity index (PI) of the! in' -situ. soils, in the upper 15
feet, were tested in.acc'o'rd*ance with ASTM Test -Method D431,8-05. The resulting PI
values are presented below.
Sample No. LL PL PI Represents
Boring 1 @ 1, Non Plastic 01 - 51
Boring 1 @ 5' Non Plastic 5' - 10'
Boring 1 3' Non Plastic. 10." - 15'
CI Y.0�
LA.QUINTA
-BULD'NGr'&. .q 'r -
Based on the above test data _A -t
per-te.st method ASTV - *Q*4.3,1§_the !§oiffisPdoW�Igs
A�-PROVED
FOR CONSTRUCTION
DATE
By
.4
GEO-ETKA, INC.
Job No':: F-11410-14
Seismic Parameters i
Seismic hazard parameters for structural design were ,evaluated based upon CBC
2013
1013 CBC Seismic Design Parameters
Site Latitude (decimal degrees)
Site Longitude (decimal degrees)
Site Class Definition (Table 1613.5.2)
Mapped Spectral Response Acceleration at 0.2s Period, S,.(Figure (1613.5(3))
Mapped Spectral Response Acceleration at 1.0s Period, S, (Figure (.1613.5(4))
Short Period Site Coefficient at Us Period; Fa (Table 1613.5.3(1))
Long Period Site Coefficient at 1:0 s Period,, Fv (Table 1613.5:3(2)),
Adjusted Spectral Response Acceleration at 0.2s Period, SMS (Eq. 16-37)
Adjusted Spectral Response Acceleration at 1.0s Period,- SM, (Eq. 16-38)
Design Spectral Response Acceleration at 0.2s .Period, SDS (Eq. 16-39)
Design Spectral Response Acceleration at 1.0s Period, Sp; (Eq. 16-40)
RECOMMENDATIONS
Foundation Design
33.6780° N
-116.29080 W
D
1.500 g
0.644 g
1.000 g
1.500 g
1.500 g
0.966 g
1.000 g
0.644 g
Continuous footings, isolated pad footings. or, a combination of both may be utilized for
the design of the foundation to support th'e proposed.'structures :provided all footings are
resting on firm compacted soil tested. t6-90%.- The project engineer must comply. with the
City's minimum requirements when they -exceed any part of this report.
Bearing Value
A bearing value of ,1,500 p:s.f. may bei used. The
wide and a minimum'of 8.1iriches below the IOWe
must rest on properly compacted: soil that is at leap
90%.
The above bearing values may .be increased or
wind or seismic -forces; providing the resultant..
dead load and live .load only.
5
,adjaceritofinish g iadeY ' he f6oitings
2.5 feet�rthickrtested to_ a minimum of
FOR CONS RUCs®
ON
hti ri 1 when resisting loads causted by
is -niot4ss than that obtained with
GEO-E. INC.
Job No.: F-11410-14
Settlement - Total -and' Differential (Static)
eased on the design criteria,, "settlement should' not exceed 0.2 inch for the continuous
footings and 0.5'inc hfor-the isolated pad. -footings. Overall differential settlement is
expected to be 0.3* inch. Approximately .. of` the .settlement will' occur during the
construction period. Once constructed','.th'e. differentia -settlement will be '/4 inch or less.
The maximum differential settlerrient'should not exceed Y2",over a 20 feet span.
Earth Pressures
Lateral loads will be resisted. by the friction between _thelloor slab -and sub -grade as well
as the passive resistance of the soils against footings. A ,coefficient of friction of 0.35
may be used between slabs, footings and sub -grade.,
The passive resistance of the.soil may be taken to be 280 p.c.f. of E.F.P. The active
lateral soil pressure may be taken as, 40 pX.f. of E.F.P. 'Active- pressure must be
adjusted for all surcharge loads.
Slab on Grade
It is recommended .,that all footings should be reinforced with at least 4 number 5 bars, 2
at the top a*nd,2 at the -bottom.
The slabs Eon grade should ' be' at least :5 inches thick and be'reinforced with Number 4
bars at 12 inches on center. This should be underlain: by a moisture barrier.
The moisture barrier should consist. of :2. inches of clean, medium to coarse sand placed
above a 10 mil poly vinyl chloride sheet br co_mparable� impervious: material. All joints
shall be made so as to preserve the impervious character.
Swimming Pool Design .Criteria
The swimming pool and spa excavation must. be it
feet thick to support the, proposed poolFrom. a
built at the location chosen if all of therdesign n0
and adhered to during design, construction: and. mE
Additional recommendations for pool/spa
M
i -1J11 N17'Gt': .AFI- 1 V i1MnT 0
and considerations are incorpora
itenance H0VED
r5.CONSTRUCTION
n are provided on Plate °SPDCD°
DATE BY I
t2
be
GEO-ETKA, INC.
Jbb'No.: F-11410-14
Swimming Pool Design Criteria (cont'd)
All setbacks must be verified by theproject engineers or the, contractors as required by
the city building department.
Adequate provisions must be 'provided to drain all surface - water from washings, spills
and clean outs.
Water proofing and- monitoring of water leaks is considered essential for all hillside
properties with expansive soils.
To avoid localized saturation of soils, landscaping. of. the ,yard, area should be planned
such that .no planter boxes - are located..:in the. -immediate 'vicinity of the pool and/or spa
shell, or an underground moisture barrier and drainage should be pfovided or planters.
The use of excavated. material . from .the pool and/or spa area to .build elevated planter
poses and/or other structures � within the yard area :.imposes ,significant loads at the
location. of these structures and induces.differential settlements.: This practice could
jeopardize the integrity' of the pool "andor spa,- other yard. improvements, and/or the
building.
The owner, contractor, pool maintenance _crew. has, -full responsibility to notify. the
Geotechnical consultants of any leaks- �or other distress to the.pool or its related
structures so that the"problem arising from such water leaks can be'addressed.
Ground water is not anticipated at.the: present time. However, perched.ground water
may accumulate in the future.
Swimming pool excaVations may -encounter water seepage*.and should be evaluated for
temporary slope `stability and provisions made for pumping during construction, if
necessary.
Swimming pools/spas should -be proMed-withground moisture -pressure relief valves to
help prevent damage to the.pool due to ground water.
Geo-Etka, Inc. must observe all pooland footing excavations.
This report is for design purposes only; prior to -placement of steep: and concrete a pool
excavation observation report must be submitted to the'city_for�final approval.
P, a
v8 d Y
OF: LA. QUINT
& SAFETY DEPT.
p ��OVED
srRucr�o�
LDA-rE"
7
GEO-ETKA, INC.
Job No.: F-11410-14
Demolition and Tree* Removal O needed)
The existing house and the existing swimming pool must- be demolished and the shell
removed.
Special note should be taken during the grading so as: to locate all underground items,
e.g. pipe, conduit, storage, tanks, septic �tariks; cesspools or leach 'lines, water wells,
irrigation pipe, etc.
Any septic tank found should be removed from the -site: Any seepage pit or cesspool
found shall be. pumped dry :and filled.wit h ,2=sack:. slurry concrete:. The top and sides
should be broken and removed if they, are .with'in 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 th'e' 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 the,g`rading;section.
Any root' found shall be excavated and cleared from :the site or mulched for future
landscaping use. _
All cavities should be cutt in a''Y shape: so that compaction equipment will not bridge
during grading which should be conducted in-the`.manner noted below.
It is recommended "that .the demolition be observed:' -so as . to prevent debris from
remaining on or. b'ei'ng .buried on site'. The .demolition :of .the 'below2.grade items such as
pipes and tree root systems must be checked':by the soil en
gineero his representative.
Grading
Prior to the controlled grading operations, the construction area should be stripped of all
vegetation that'- is present -and • the 'de"ebris. removed from the site or stockpiled and
mulched for later use in the planter areas.,
The proposed building ,pad extending• a. minimum of .5 feet beyond the footprint must be
subexcavated to`ffirm soil such as to" proyide at least( f e f compacted soil tested to at
least 90% of its maximum dry.density. This is reged�p mitigate tthfii;lsto and the
disturbed soil from the demolition process. G. & S'gPETY DEPT.
APPRD /fir
The swimming pool shell and spa must be provided' withfa Cpoff.co�m�praeeteed soil Ithat is
at least 2 feet thick -tested to 9.0%.
ON
DATE
t� BY
8
GEO-ETKA, INC.
Job No.: F-11410-14
Grading (cont'd)
All loose, porous, soft .and fill soil found during grading must be removed to firm native
soil and replaced as compacted soil at 90%.
If soft, wet soil pumping occurs it is advisable to bridge the.b.ottom with a crushed or
angular 1 -inch, rock' layer at least. 2 feet thick; Note that in no case should crushed
miscellaneous base or washed rounded rock'be utilized.
A sieve analysis must be run by this -office prior to .import. The densification of the rock
should. be observed/probed and appr"oved,by a representative of this office; in such cases
lightweight track equipment is recommended. The wet soil if utilized will have to be dried
or cement treated.
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, dried to= near Optimum Moisture Content and re -compacted to a
minimum of 90%.
Where fill or backfill is .required, it should ,be placed in a maximum of 6 -.inch loose layers
and each layer compacted at near ''Optimum 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, develop.ing`-,the bearing strength
required for the project. All import soil must be approved by this office prior to bringing to
the site.
All. retaining walls and utility trenches backfilled should be tested at a maximum of 2 feet
in vertical height.
Compaction Standard: A.S.T.M. D-1557-02.
Water-soluble sulphate content will be determined at the, conclusion of the grading if
requested by the client or required by disapproving agencies..
If required by the appro- yi_ng agency, Expansion Index Test (CBC 2010/ASTM D-4829-03)
will be run at the time of rough grading.
A 'grading and a foundation plan should be submitted
grading.
A pre -grade meeting is required in accordance.with th
6
to `th' s o ficeFprior�to starting-tl
BUILDING '& S'gFETY p P°q
City.of_4aCQ Rt
�:gg ggcode.
ON
DATE _
BY
GEO-ETKA, INC.
Job No.: F-11410-14
Grading (cont'd)
Geo-Etka, Inc. should be retained to observe all grading operations and the required
testing for implementing the recommendations 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 contrary to the findings of this report,
this office must be notified so thatproper modifications may be made.
Respectfully submitted,
Geo-Etka, Inc.
Ghayas A. Khan, P.
Civil Engineer,
C-38344, Expires 3-31-15
Ahmed Ali, President
MS, REA
10
P�
ccC 038344
01
C1
-�Y OF LA QUIN `A
BUILDING & SAP
ETy DEPT.
APPRo
ORVED
COWSTRUCTIO
DArE
BY I
�I
(E) RESIDENCE
PLOT
ENOTES
AP P ROX.
BORING
LOCATION
PLAN
GEO-ETKA, INC.
Job No.: F-11410-14
PLATE "A"
REDUCED
COPY
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(N89'S9'S1'W 100.00')
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POOL
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COVERED PATIO
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-47
(NB9'S9'57'W 100.00')
DATE
PINA
BORING ONE
Geo-Etka, Inc.
Job No.: F-11410-14
PLATE "B-1"
BORING PERCENT DRY
DEPTH CLASSIFICATION MOISTURE DENSITY
11
5'
10'
15'
SM LIGHT BROWN VERY FINE SILTY SAND
DRY SLIGHTLY DENSE 2.7
SM BROWN VERY FINE MEDIUM SILTY SAND
DRY DENSE
SM BROWN VERY FINE SILTY SAND DRY
SLIGHTLY DENSE
EOB 15 FEET
3.5 97.6
2.1 92.3
2.2 95.2
3.2
® Depth of bag sample Depth of undisturbed sample
�� `4 ` Grounnd a er�9TA
❑ No recovery BULLI i;4O 8, SAFETY DEPT.
EE
33
FOVe t•ZI Scale,TION
�� ----- BY I
Geo-Etka, Inc.
Job No.: F-11410-14
BORING TWO PLATE "13-2"
BORING PERCENT DRY
DEPTH CLASSIFICATION MOISTURE DENSITY
0' SM LIGHT BROWN_VERY FINE SILTY SAND
DRY SLIGHTLY DENSE
5
10
3.0 104.7
SM BROWN VERY FINE SILTY SAND'"DRY
MEDIUM DENSE
4.0 101.3
SM BROWN VERY FINE SILTY SAND DRY
DENSE
2.1 93.3
.i
15' EOB-15 FEET 4.3
® Depth "of bag sample .Depth of •undisturbed sample
Cit 0r'QU
DIN
T
BL'L[7�N�' 1? C�/ r. A
�PoO
❑
No -recovery GYoundw 1, - r. DEPT.
RUCTION
Vertical Scale , v = 3'
DATE
BORING THREE
Geo-Etka, Inc.
Job No.: F-11410-14
PLATE "13-3"
BORING PERCENT DRY
DEPTH CLASSIFICATION MOISTURE DENSITY
0' SM LIGHT BROWN VERY FINE SILTY SAND
DRY MEDIUM DENSE'*..*
5'
10,
SM' .BROWN VERY FINE SILTY SAND DRY
SLIGHTLY DENSE
SM BROWN VERY. FINE 'SILTY, SAND DRY
MEDIUM DENSE
3.3 94.2
4.7 95.5
5.0 93.0
15' EOB 15 FEET 6.3
® Depth of bag sample. Depth of;undisturbed-sample
V-BUILPING&,SAFETy
DEPT.
❑ No recovery IV F �roun. 6 11 �
OR CONSTRUCTION
Ln rtical-Scale
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1400
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1200
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1000
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700
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500
400
300
200
100
GEO'=ETKA', INC.
,Job'Nm:'F41410-14
PLATE "C"
DIRECT:SHEAR TEST
0 0 0 0 0 0 0 0 0 0 o C.Co�,'So� 0ZZ 0 0 0 0
O N M 0 0 0 O0 a0 d) O N M ;?hCG (D OC:) 1- 00
�EpAr
� BY
SURCHARGE PRESSURE -- POUNDS PER SQUARE FOOT
r
Boring 1 @ 4'
` Boring 2 @ 4'
Boring.3 @ 3'
O
1,1
3 �.
3-7
j
IJ]
�
AP����vQ
jj\[(
& S'(1�L-
C
s:o_
—D4
�
#1
nnT
Lr1.
!
0 0 0 0 0 0 0 0 0 0 o C.Co�,'So� 0ZZ 0 0 0 0
O N M 0 0 0 O0 a0 d) O N M ;?hCG (D OC:) 1- 00
�EpAr
� BY
SURCHARGE PRESSURE -- POUNDS PER SQUARE FOOT
r
0.0000
0.0120
0.0240
2
U
z
W
w
a 0.0360
w
U
z
z
_- 0.0480
z
O
Q
D
J
0 0.0600
CO
z
O
U
0.0720
0.0840
c
GEO-ETKA, INC.
-Job kim. F-11410-14
PLATE "D-1"
BORING ONE @ 4'
.C.ONSOLIDATIO.N TEST DATA
0.0150
0.0300
2
U
z
0:
W
d 0.0450
W
U
z
z
0.0600
z
O
0 0.0750
0
z
O
U
0.0900
0.1050
GEO-ETKA, INC.
Job No.: F-.11410-14
PLATE "D-2"
BORING TWO @ 2'
CONSOLIDATION TEST DATA
u, 0
r,u
0 0 ColpN o
0 o r;
DAN =_ BY
LOAD, (KIPS PER SQUARE
WATER
ADDED
REBo
ND
B(IlLDIiiIC,
9 j OE
Ap,
p
- LA Q1
a SAFET
1))0''
JINTA
DEFT.
`
u, 0
r,u
0 0 ColpN o
0 o r;
DAN =_ BY
LOAD, (KIPS PER SQUARE
0.0080
0.0160
U
Z
w
W
CL 0.0240
U
LU
U
Z
Z 0.0320
Z
O
H
Q
O
0.0400
O
c
Z
O
U
0.0480
0.0560
GEO-ETKA, INC.
Job No.: F-11410-14
PLATE "D-3"
BORING THREE @ 3'
CONSOLIDATION TEST DATA
LOAD, (KIPS PER
o A�op --,�o� vEPT-D
FOR GCUNv� VQED \O
TION
QUU ERE FOOT)
WATER
ADDED
RFB�
UD
SIT
)�=
,
LOAD, (KIPS PER
o A�op --,�o� vEPT-D
FOR GCUNv� VQED \O
TION
QUU ERE FOOT)
G40-ETKA, INC. I
A
Job No:: F-1.1410•.14
PLATE "SPDCD"
SWIMMING:'PI OL.
DESIGN CRITERIA DETAIL
r .PROPOSED
POOL OR SPA
Assuming, a total -loss of
soil supp6d4orihis
portion
M
Additionalyload'ng due to the building
structure should be taken into
:,consideration for design of this
portion ofahe pool shell or the pool
'should be kept beyond the zone
supporting building loads.
}: it
• Heavy-duty pipes and couplings should, be used for, the pool iplumbing system to minimize leasking which may
produce additional local high pressures to the'pool shell.
• Installatin of a moisture' pressure release valve system beneath the poor bottom may considered to release
any potential water pressure accumalsledbenealfithe' pool'which may produceadditional pressure to the pod
shell .
• Observationrtestgfn should be performed by getechncial'consultenthepresentative druing pool excavation to
verity that the exposed soil conditions are consistent with.the�deisng assumptions.
• the pod contractore should provide'a sufficient 1e4el of inspection and control to assure that; the approved pod
plans and specifications, are 'imptemented(duirig construction. y
• Soil expansion forces should be taken in4Q consideration.for: the design ofthe, pool shell. An equivalent lateral
fluid pressure of 125 pcf may be used for soils -having tvgli or pa
very high exnsion potential.
C
• For a pool near a descending slope consisting of. soils having high or veryhigh expansion potentials• the pool
shell should be deisgned assuming a total loss of dl support for the upper portion located within the creep
zone or setback beyond the creep zone. •
To reduce the potential for excessive crackingdue to expensive soilibrces,.pool deck concrie slabs shoul be
a miniumum of .4 inches thick and provided wtth construction or.ewakened plane joints at frequent intervals
(e.g. every 6 feet or -less). Slabs should be'undeilain by&,layer of crushed rock, gravel, or cleand sand
having.a minimum thickness of 2 inches for low expans 6n pdentiat areas and.4 inches ;tor meftm, high, or
very high expansion'potential. u6-0 ales."This,tayer is nol'regiived for very)ow expansion,potential
subgrades. , Presoaking the subgrade.(with a, sprinkler system) to a minimum o1120 percent;of optimum
. moisture content to afminimum depth of 12.it; Fhes,1,30 percent tq 18 inchesor 4 40,percerd to 24 inches for
medium, hi or ver -
gh, ' y high expansion potertiel§; respectively; is elso'recommended.;Foi very low or krry
expansion potential subgrade water spraying thAesubgrade prior to pouruig concrete.is considered adequate.
Presoaking should bi 64s er ve'd,,tested,'and accepted by a ge6technciej`consuttanthnt
epreseative prior to
pouring the concrete: Reinforcement of :•slabs may°elsb be considered to further `reduce:unsighl y cracking
especially for high or very high expansion potential areas. -
For swiming pool decks on subgrades having high or very highexpansion potentiel;.a subdrain system
consisting of 4 -inch dimneter perforated pipes (PVC Schedule 4 . SDR 35 4rmoo'A2000 PV' orapproved
equivalent)„wrapped wilh'fiRer fabric (Naafi 140N,.140NS, Supac 4NP,amoco`4545 ,Trervirar11�14to`rapproved1--
equivalent)-
should be.provided within the: sand layer. One line of subdrain around heswimmmg pool ar�i : t f
considered sufficient, The purpose of this subdrein is to drain potential accumulwed.wdter wdh�the sand 6 6 N A
layer and outlet the water irfto„the area drain system mimimizingthis'accidulatibn from.substentially,percoleti1.r gE DC
P
down into the underlying sugrade sails. ` f ! 0 T•
The above criteria may also be applied for spas.
LDAA
TE
E��� BY
� 1
"N, ;ONE
SUPPORTING
�.
.
BUILDING
r
FOOTING
• Heavy-duty pipes and couplings should, be used for, the pool iplumbing system to minimize leasking which may
produce additional local high pressures to the'pool shell.
• Installatin of a moisture' pressure release valve system beneath the poor bottom may considered to release
any potential water pressure accumalsledbenealfithe' pool'which may produceadditional pressure to the pod
shell .
• Observationrtestgfn should be performed by getechncial'consultenthepresentative druing pool excavation to
verity that the exposed soil conditions are consistent with.the�deisng assumptions.
• the pod contractore should provide'a sufficient 1e4el of inspection and control to assure that; the approved pod
plans and specifications, are 'imptemented(duirig construction. y
• Soil expansion forces should be taken in4Q consideration.for: the design ofthe, pool shell. An equivalent lateral
fluid pressure of 125 pcf may be used for soils -having tvgli or pa
very high exnsion potential.
C
• For a pool near a descending slope consisting of. soils having high or veryhigh expansion potentials• the pool
shell should be deisgned assuming a total loss of dl support for the upper portion located within the creep
zone or setback beyond the creep zone. •
To reduce the potential for excessive crackingdue to expensive soilibrces,.pool deck concrie slabs shoul be
a miniumum of .4 inches thick and provided wtth construction or.ewakened plane joints at frequent intervals
(e.g. every 6 feet or -less). Slabs should be'undeilain by&,layer of crushed rock, gravel, or cleand sand
having.a minimum thickness of 2 inches for low expans 6n pdentiat areas and.4 inches ;tor meftm, high, or
very high expansion'potential. u6-0 ales."This,tayer is nol'regiived for very)ow expansion,potential
subgrades. , Presoaking the subgrade.(with a, sprinkler system) to a minimum o1120 percent;of optimum
. moisture content to afminimum depth of 12.it; Fhes,1,30 percent tq 18 inchesor 4 40,percerd to 24 inches for
medium, hi or ver -
gh, ' y high expansion potertiel§; respectively; is elso'recommended.;Foi very low or krry
expansion potential subgrade water spraying thAesubgrade prior to pouruig concrete.is considered adequate.
Presoaking should bi 64s er ve'd,,tested,'and accepted by a ge6technciej`consuttanthnt
epreseative prior to
pouring the concrete: Reinforcement of :•slabs may°elsb be considered to further `reduce:unsighl y cracking
especially for high or very high expansion potential areas. -
For swiming pool decks on subgrades having high or very highexpansion potentiel;.a subdrain system
consisting of 4 -inch dimneter perforated pipes (PVC Schedule 4 . SDR 35 4rmoo'A2000 PV' orapproved
equivalent)„wrapped wilh'fiRer fabric (Naafi 140N,.140NS, Supac 4NP,amoco`4545 ,Trervirar11�14to`rapproved1--
equivalent)-
should be.provided within the: sand layer. One line of subdrain around heswimmmg pool ar�i : t f
considered sufficient, The purpose of this subdrein is to drain potential accumulwed.wdter wdh�the sand 6 6 N A
layer and outlet the water irfto„the area drain system mimimizingthis'accidulatibn from.substentially,percoleti1.r gE DC
P
down into the underlying sugrade sails. ` f ! 0 T•
The above criteria may also be applied for spas.
LDAA
TE
E��� BY
GEO-ETKA, INC.
Job No.: F-11410-14
SOIL CLASS IFICATION.CHART
SOIL SAMPLER.
FOR UNDISTURBED SAMPLING
ONNECTING BRASS TUBING CUTTING
LEEVE, 2.625 .I.NCHE$ I.7 EDGE
C,� `� ��r
E LDltVG 8 Q�I�l'A
Aa �" E� DEPT
FOR o ROVED
.. ;,c. cr►ont
DArE
--���_ SY
GRAPH
LETTER
TYPICAL
MAJOR DIVISIONS
:.SYM.
SYm1.
DESCRIPTION
js A
WELL GRADED
GRAVEL
CLEAN
:♦ :' a
GW
GRAVEL AND SAND
AND
GRAVELS
COARSE
GRAVELLY
-GP
POORLY GRADED
GRAINED
SOILS
SOILS
LESS THAN
GRAVELS
GM
SILTY GRAVELS
50% PASS
#4
WITH
FINES
GC
CLAYEY GRAVELS
MORE
THAN
50%
SAND
-AND
SANDYPOORLY
CLEAN
SAND.
SW
WELL NO
NO FINES
GRADED
LARGER
SOILS
SP
SAND NO FINES
THAN
#200
MORE THAN
.50% PASS
SAND
�
SM,
SILTY SANDS
SIEVE
#4
WITH
SC
..'CLAYEY SANDS
FINES
FINE
SILTS L.L.
ML
INORGANIC SILTS
GRAINED
AND LESS
SOILS
CLAYS THAN
CL
INORGANIC CLAYS
50
I
OL
ORGANIC SILTS
MH
INORGANIC SILTS
MORE
L.
SILTS L..
THAN 50%
AND GREATER
PASSING
CLAYS THAN
CH
INORGANIC CLAYS
#200
50
;
SIEVE
/ / (
OH
ORGANIC CLAYS
/
HIGHLY ORGANIC SOILS
PT
PEAT, HUMUS
SOIL SAMPLER.
FOR UNDISTURBED SAMPLING
ONNECTING BRASS TUBING CUTTING
LEEVE, 2.625 .I.NCHE$ I.7 EDGE
C,� `� ��r
E LDltVG 8 Q�I�l'A
Aa �" E� DEPT
FOR o ROVED
.. ;,c. cr►ont
DArE
--���_ SY
GEq. ETKA, INC.
Job No.: F-11410-14
LIMITATIONS
1. This Geotechnical Report is based*, upon data obtained by surface
reconnaissance, limited soil test borings, laboratory .test; results, and preliminary
engineering analysis.. No'iriference sh uild,-.be drawn from the language of the report
that the scope of the investigation .was' any wider. It must be understood that
although the observed and'report ed,bond itions are considered :representative, local
variations of geologic and/or soil conditions' -may exist for which this firm cannot
assume responsibility. This report .was prepared upon .our ,request for our services,
and in accordancewith accepted' standards76fprofessional practice. The limitations
of this report are also governed by1he 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
engineers for thisproperty. 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 asof the, present date. However, changes
in the conditions of a.,property can occur with .the passage of time, whether they be
due to natural processes -'or to the works ofman; on-this'or adjacent properties. In
addition, changes: in..applicable or appropriate'standards-.occur, whether they result
from legislation or ,the 'broadening of. knowledge,"or present -applicable CBC Code
requirements. Accordingly,.. the -findings of Ahisreport may be invalidated, wholly or
partially by changes outside of our control..Ther6fore,, this report is subject to review
and should. not`be relied' upon'after}a period of one: (1) year. Note that some local
jurisdictions havelesstime 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 incorporated into the
design,. and.all=phases-:of geotechnicaLactivityare checked, tested, and reported by
this office, Geo-Etka, Inc. will not be held liable by others. -
Q_rr.0� L,q Q�1INT
BUILDING & SAIFE A
APPPI
OfJ.CONST.
®��i®
N
DATE
��� BY