HomeMy WebLinkAboutCT 71-02; AVENIDA ENCINAS TO BARRANCE; SOILS INVESTIGATION; 1973-10-17I
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SOILS INVESTIGATION
Storm Drain
Avenida Encinas to barrance
Carlsbad, California
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Client:
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Joseph E. Bonadiman & Associates
October 17, 1973
Job No. 73-960-1
@ , KENNETH G OSBORNE & ASSOCIATES
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TABLE OF CONTENTS
Page, .
INTRODUCTION----------------~--------~---------1
FIELb INVESTIGATION-------------------' .... ------.... ..: i,
LABORATORY TESTING--------------.---------------1 '
CONCLUSIONS AND RECOMMENDATIONS .
Site Conditions---------~~----------------2
Subsurface Conditions---------------------2
Cast-In-Place Pipe Construction-----------. 2 . .
Precast Pipe Construction-----~------~-~--.. 3'
General---~--------------------..;..---------~ ~
AP-PENDIX
Laboratory Testing Procedures----:...-----,.,.-..,. . lv-B
C~oss-Sections---~------------.... ---------~-C-F
Boring Logs-------------------""':-----------G--J-
Boring -Locatio'ns--------...;--,---.;..-----------K
@ KENNETH G. OSBORNE & ASSOCIATES
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Job No. 73-960-1 P~ge 1
'INTRODUCTION
This ~eport presents the results of a Soils ~nvesti
gation performed on the proposed storm drain extending
from Unit 2 of the Lakeshore Gardens Mobilehome Park to. a
barranca, 2000' feet directly south of the property •.
It is 'presently planned t9 construct cast-in-place
concrete pipe for the entire length. This will require at
least 6 feet of vertical excavation at the bottom to aetas
a guide for' the e~uipment.
The purpose,of this investigation was to determine the
stability of vertical walls in the predominantly sanc1Y
soils.
FIELD INVESTIGATION
The field investigation consisted of excavating fotii
exploratory borings to depths ranging from 16 to 21 fe'et. The,'
borings were drilled using ,an 1.8 inch buck~t' auger drilling.rig.
Selected specimens of the in situ soils were obtained by using
a 2.5 inch I.D. drive tube sampler 'equipped with brass 'liner
rings.' In addition to the'se relatively undisturbed specimens,
bulk samples of the soils were obtained for additional 'laboratory
analysis. These so.il samples served as thebas.is for the labora-
tory testing and the en'gineering conclus'ions contained in this
report. ;. ,
The logs of the'borings and a plot plan showing ,approximate
boring locations are included with this report.
LABORATORY TESTING
The laboratory testing consisted of performing classi-
fication and strength tests and determining ,in situ dry density'
and moisture content.
Descr iptions of, test procedures are included in the
Appendix of this report.
@ KENNETH G. OSBORNE I< ASSOOA'rES
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Job No. 73-960-1 Page, 2
CdNCLUSIONS AND RECOMMENDATIONS
Site Conditions
The ground surface along the easement is nearly level,
sloping gently toward the south. "No structures or m~jor ,surface
obstructions were encount'ered along the easement.
Subsurface Conditions
The soils encountered consist ol.a surface layer 0:(: silty
sand underlain by bedrock sandstones and s'iltstbnes. Bedrock
was encountered at a depth of 10 feet in Boring 1 and at a depth
of 3 feet in all other borings.
Free ground water was encountered in each boring in th~
form of a minor water seepage. The s.eepage was enco,un.tered
at depths ranging from 8 to 12 feet. 'The water is expected to
inconvenience the operation slightly but should not cause a: major
problem during construction.' It is expected that once the'
trench is cut, the'water w~ll flow toward the,barranca and
, will not pond to significant depths. Conventional pumping ,',
procedures are expected to be capable of controlling potential
water problems •
Cast-In-Place Pipe Construction
In order to estimate the safe vertical height 0:1;', trench
excavation, a series of unconfined compression tests were:
" . performed. ~he results of these tests areas £ollows:·
Test
1
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5
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8
Location
B-1
B-2
B-2
'B-3
B-3
B-3
B-4
-Depth
5'
3'
10'
5'
10 '
IS'
3 '
B-4 IS,'
Apparent C~hesi9n
, #/ft' .
122'0
1690,
2560
2230
, 510'
39,00
4,030
4198 @ . KENNETH d.''oSBORNE & ASsoCIATES
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'job No. 73-960-1 Page 3·
As a result, it is indicated that the bottom half of the
anticipated cut will stand vertical during the construct~on
period. Supporting evidence of this indication ar$ the v~r_tical
walls of thE? barranca which have stood s'afelyfor many years"
However, a conservative approach should b~ taken in this design
since human life will be endangered if a failure should occur.
As a result, the excavation cross-sections shown in the Append~x
are recommended for construction of cast-in-placeconcret.e.
pipe. These cross-sections show the maximum vertical heig:qts
recommended.
It should be emphasized that the machine will occupy .the
lower 6 feet of the excavation and that workmen will st'a,hd'
o.n top of the 0achine·. Therefore, the working area Should be .
restricted to ."the top of the machine. Where workmen must·
venture into the bottom of the excavation,· the construction
should conform to the State Construction Safet¥ orders deali~g
with Excavations and' Trenches.
According to the pipeline contractor, it is' impract'ical.
to perform ·the work in a shored trench. . As a result;· 'shoring
was not considered 'for this type of operation.
Precast Pipe Construction
If it .is desired to' place precast pipe for. the drain,·it
should be plac,.ed in accordance with t.he Construction. Safety
Orders dealing with Excavations and Trenches. . Su.ch spec::;i.f:ica-
tions are published by the California Division o.f Industrial
Safety.
~esign'parameters for the shoring may be obtained from
this office, if desired . .
@ KENNETH G. OSBORNE & ASSOOATES
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Job No. 73-960-1 Page 4
General
The recommendations contained in this report are ba-sed
on the results of field investigation and laboratory testing.
and represent our best engineering judgment. If $pil_~onditions
encountered during the excavation differ substantially from _those
described in this report, -this.office should be.noti~i~d
immediately so that appropriate recommendations can be made.
This report is issued with the understanding that it.--is"
the responsibility of the owner or -his representative to
ensure that the information and recommendations contained
herein are called to the attention of the Project Architec;:i;.
and Engineer and are incorporated' into the plans and
specifications and that necessary steps are take"n to see
that the Contractors and Subcontractors carry ou~ such"
recommendations.
OB:dhc
Respectfully submi~ted,
KENNETH G. OSBORNE. & "ASSOCIATES
@ . KENNETH G. OSBORNE & ASSOCIATES
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APPENbIX
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LABORATORY TEST~NG PROCEDURES
. SHEAR STRENGTH
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. The shear' strength of the 'soil is determined ,by per-
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fo~ing 'direct shear" tests and unconfined c0mpres~;-ion,' tests. ' . ","
. ~he direct shear tests are ,perfo'rmed' on both undi:sturbed' ,:
• • L • • 4
, '.sp~cimens and' on samples remold(3'd' to 90 percent of 'A. S ~T'.M. "
Test Method D .... 1557-70T modified to use three layer~ in lieu'
o~ five. The samples are saturated to simulate the,worst
. field condition and sheared at a constant rate of 0.1 inch~~
per ·minute.' The relationship' betweennorinalstr~s's and shear :'-'
stress is shown on the attached· Dir~ct Shear summary."
The uncon:j:;ined shear strength' of selec·ted undisturbed
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s.pecimens is ,determined in' accordance wi~ A.S.T.,M. Tes·t ; >\ •
Method D-2166-66T. These test's are :pe'rfo'rmed ~t ,!;:~eexis'titi·g.··' ,,'
"'moisture content.,
,the ~oring Logs.,
EXPANSION
The '"re.sul ts o'f 'these testsa:re ~hown on,'
Tests for volume change with mois·ture ~re pe~formed on
. compacted soil in accordanc:::e' with ~',Sug'gested Me'thod afTest
"for Volume Change of Soil" by W,. K. Tayl:or ·.in Prqcedures.. for, . . '-
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';I'e,sting Soils by the 'American ,Society fOl;:" Te$ting and .J1ate:rials ......
(A'.S.T.M.) April, 1958. 'The s'amples, are either .~hdisi:U~be¢i or' .,.:'~ ',' .::
. are' remolded to 90 percent of A.S.T.M.,. Test Methpd,P-:15,57-70T'''':;'' :::
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modified to use three layers'in lieu o.f five,! 'The specimens' . '. ,
~re air dried 'and the percentage of' exp'ansion me~sured"after"
saturation under ,a surcharge' load' 6f 60. 'and ,650 pounds: per",
square foot.
SETTLEMENT > , ~ ,"' ~... •
The settlement ch'aractetisticso.f the in, si eu 'so{l
'are determined by performingstandatd'consolidation 1;.es"ts
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Job' No. 73-960-1 '
lab te~ting:
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on, undisturbed specimens. The samples, ~re tes·ted in the,
original' sample liner ring and the increment, load$ for con;" ,
solidation are appl'i~d for" periods of 24 hQ~rs, ,by. n\e~ns of ',' ,,:',,' ":~."
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a single counterbalanced lever sys'tem. The p~es,sure, settl~-
.' 'ment cu~ves are shown on the attacne-d plates. "" ! 0/: .. ,
MOISTURE DENSITY
The moisture-density relati9nshij? of the major so'il
is determined' in accordance with A~S.T.M. Test Method'
0--lS57-70T. This test may be, mOc1ified to use~. thr,ee ~ayers'
in lieu of five. The test results' are shown-on'the Boring
,'Logs. : .' ~ .
CLASSIFICATION
The following test methods are used to ald.;i.n the
classification ~f soils, in accordance with the unitied SQil
Classification system:
1. 'A.S.T.M. Test Method 0-422-'63
2. A.S.T.M. Test Method 0-423-66
3. "A. S. T'~M. Test Method 0-424-59
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The results of grain size tests' are shown on the G:raClin~r '" ..
: ,Analysis' sheets. The resu'l~,~,'of" cons·~stency:'tes,ts ~r~' sho'W~ ',', ,',:, ':',':'"
, '-.(1 {, ' ,',,,,: . ." .' 'on the l?oring' Lo'gs. '", ,1' " • • ',',"
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(CT 7/-C:<
POINSETTIA LANE.
TRAFFIC STUDY
IN THE
CITY OF CARLSBAD
FOR
H. B. DEVELOPMENT COMPANY
PREPARED BY
HERMAN KIMMEL AND ASSOCIATES
TRAFFIC ENGINEERIN~ CONSULTANTS
(714) 546-9814
DECEMBER, 1969
'CONTENTS
Introduction - - - - - - - - - - --.:. - - - - - - - - - - - - - - -I
StudyProcedure------------------------2
Site Plan Analysis ----------------------3
Conclusions ----------------------------6
Appendix
A. Land Use and Area Numbers
B. Average Daily Traffic
C. Local Generation
4242 CAMPUS DRIVE SUITE E·6
NEWPORT BEACH, CALIF. 92660
HERMAN KIMMEL AND ASSOCIATES
TRAFFIC ENGINEERING CONSULTANTS
Salkin Engineering Corporation
1045 W. Collins
Orange, California 92667
Attention: Jose Cruz
Dear Mr. Cruz:
••
December 11, 1969.
In compliance with your request, we have conducted a
traffic review of approximately 370 acres of property located
on both side s of the San Diego Freeway at the Poinsettia Lane
interchange in the City of Carlsbad.
Attached herewith is our traffic report. Thank you fo.r
allowing us to assist in the development of this property.
Very truly yours,
(714) 546-9814
HERMAN KIMMEL.& ASSOCIATES
HERMAN KIMMEL
HK:jd
Attach:
.1
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INTRODUCTION
This study was undertaken to determine the volumes of traffic
generated by approximately 370 acres of various land uses. It was
also desired to review specific site plans for various uses located in
the area and comment on questions such as: What roads will be required
to serve the area?, Will signalization be necessary at any of the inter-
sections and if so which ones and when?, and What parking facilities
should be provided for various commercial areas?
The area studied falls almost symmetrically on both sides of
the San Diego Freeway and around the Poinsettia interchange. The
site is bounded on the west by the old Pacific Coast Highway and on
the east by proposed Batiquitos Driveo There is no development on
any portions of the property presently and it is currently under
cultivation primarily for raising flowers. Topographly the area is
gently sloping and well drainedo
Four basic land use categories made up the proposed develop-
ment. Commercial uses account for approximately 55 acres. The
remaining 315 acres is divided into: High density residential (38
acres); Low density residential (167 acres); and mobile home parks
(110 acres}o A summary of the various land uses,. the area, dwelling
unit den3ities, trip generation characteristics and generated traffic
is included in the appendix of this reporto
1
•
STUDY PROCEDURE
As with most studies of this type, a well documented procedure
was followed. Studies of this scope are normally performed manually
and divided into five basic operations.
First the study area is divided into traffic generating zones.
Zones for this study contain no mixtures of land uses, re; commercial
mixed with re sidential. Eleven such zone s were developed and
numbered. See exhibit 2 in the appendix. Then local trip generation
for each area is determined. The generation rates used in this study
were based upon well documented reports and are similar to those
used in studies of other southern California areas. Third, destinations
for all the locally generated trips were determined. Because of the
propertys proximity to the freeway, significant volumes 'of traffic
were attracted to the freeway even for short trips (those in the range
of 3 - 5 miles). Fourth, based upon the destinations for various
trips from each zone, the route was selected and trips assigned to
the road network. Finally the accumulation of trips on various links
of the network were determined and analysis of results carried out.
2
•
SITE PLAN ANALYSIS
Specific site plans A-I and A-2 are identical in basic concept.
Traffic desires and circulation will be basically the same as for
conventional service stations. The advantages of concentrating the
location of all four service stations, normally found on separate
corners, should be substantial. The number of drives located at
the arterial highway intersection would normally be 16. These
site plans reduce this to 5. The separation of bank/rel:!taurant
traffic is very desirable and considering site size and amount of front-
age 4 drives will be adequate. T'hese drives should, however, be , 't -designed with minimum 25 foot radius curb returns. This is desir..,
able because of the larger voiume of traffic movements concentrated
at this location. The design would also facilitate vehicle movements
from the arterial highway.
Lighting and signing for the on site collector street will be
very important because of the unique design. Signs should be large
and illuminated. The drives into the service centers from Poinsettia
Lane should be limited to right turns only. Parking along Poinsettia
Lane from the freeway off ramp to the nearest street inter'section
should be eliminated.
3
Specific plan A-3 is welllayed out -and traffic circulation good.
In the final design care should be exercised that adequate aisle widths
are provided at the angle points in the roadway. The primary access
should be located opposite the main entrance to the trailer park across
Avenida Encinas. The secondary access will provide a good connection
to the Service Center without requiring the motorist to use the arterial
highway. It will also, of course, provide for pedestrian access and
an emergency access should the main entrance be blocked.
The mobile home park across Avenida Encinas sh<;>uld have
provisions for visitor parking near the entrance in the vicinity 6f a
pictorial directory of tenants. Provisions should also be made for
storage of boats and campers otherwise visitor parking and th(;:l
streets will be utilized for that purpose. Care should-be exercised
in designing the thru way intersections that have planters in them.
The plantings should not restrict sight distance. Long straight or
gently curving streets will encourage higher speeds, therefore, speed
~.' /#',,~I "! contrtl bUmps shourd be considered when designing the streets. The
secondary entrance to Poinsettia Lane should be utilizeq, on~y ~y
emergency vehicles. If not required for emergency vehicles it coulQ.
be safely eliminated, from a traffic circulation point of view.-
Plan A-4 generates approximately 9,600 vehicle movements
daily. One major acces s centrally located should be developed for
4
this plan. The acces s should provide direct service to the :n;:tajor market
and be located opposite the main entrance to the P'lobile home park across
Av~nida Encinas. Every effort should be made to improve the road
alignment of Avenida Encinas by improving curve radii to no less
than 1000 feet. Two secondary accesses from Avenida Encinas should _ .
also be provided. The acce s s should be separated by a minimum of
600 feet. The access shown to Poinsettia Lane and the most southerly
access on Avenida Encinas should be eliminated since they would
serve only ,as "convenience" accesses and could impede traffic flow
on the arterial highway.
The layout for a mobile home park across Avenida Encin~s is
very similar to the one northerly on Poinsettia Lane. The same
comments would apply. Here however, since there is no second
entrance to the park, the emergency acce s s to Poinsettia La:Q.e is
necessary.
5
CONCLUSIONS
A review of generated daily traffic reveals tht;l.t:
A. Poinsettia Lane should as a minimum be a 4 Lane
divided facility. 'Between Avenida Encinas and the unnamed
road east of the interchange, consideration should be given
to providing a 6 Lane ~ivided highway if substantial (in e;Kcess • mm ,.
of 10,000 ADT) through traffic from outside of the area is
anticipated.
B. Avenida Encinas should be a 4 Lane facility.
A normally accepted geometric section for this type of facility
would be 64 feet curb to curb on 80 feet of right of way. This
section would provide for on street and emergency parking.
C. The unnamed road and Batiquitos Drive should
also be 4 Lane roadways.
D. It is difficult to establish the geometric ~ection
for Carlsbad Boulevard because of the great potential for
through traffic which would depend on the development intensity
up and down the coast. It should be as a minimum however, .
a 4 Lane divided highway.
E. Signalization will be required at:
1. Carlsbad Boulevard and Poinsettia Lane _
2. Poinsettia Lane and Avenida Encinas
6
3. Both freeway ramps and Poinsettia Lane
4. Unnamed Road and Poinsettia Lane
5. Poinsettia Lane and Batiquitos Drive
6. Main entrance to shopping center and Aven:j.da Encinas
7. Main entrance to Motel and Avenid,a Encinas
8. Main entrance to residential areas 9 and 10 from, the
unnamed road
The intersections mentioned above will work safely if (;mly stop
controlled up to a maximum volume of approximately 12, 000 cars per
day entering from all approache·s (ie about 3000 per approach). At
these volumes, however, some delay, driver dissatisfaction and backups
will occur. Plans for signalization should be initiated when volumes
entering reach about 8,000 cars per day.
Parking at sucessful cOIn.."TIercial centers at pea}c periods is
always difficult. Experience has shown, however, that approxim,ately
four parking space s per 1000 square feet of retail floor area should 1:,>e
provided as a minimum. See exhibit 5 for detailed break down of parking
requirements for various commercial uses.
Providing on street parking may serve for overflow should
additional space be required during peak periods. Parking lot layouts
should generally provide aisles running perpendicular to the stores
(so the pedestrian need not cross aisles and between cars). This is
7
difficult in some areas where narrow piece.s of land are encountered
however. Angle parking should be considered for high turn over area's
because of the relative ease of parking and unparking. If parking ar.ea
is minimal, however, 90 degree parking will provide the best yield
for a given area.
8.
A
--------------------------------~
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LAIJO tlSE I AREA .NUMBERS
---.. -------~~\-~~
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AVERAGE DAILY TRAFFIC'
(LOCAL TRAFFIC ONLY)
B
LOCAL GEA/ERATIOAJ
AREA ACRES D~C /JUs T~~ A.LJ. T l/S£
(O~ ~)
I' /96 34 ' 666' 6 3996 4000
2 183 34 622 6 3732 38Q?
3 552 8 1RA/I.£~ 442 7 3094 3/00
4 572 (j
!RAILER 458 7 3Za5 32m
5 195 CoMM. 200 4 8m 8m MOTEL (ES7.)
6 6.0 GNM.
SER.STA. 400 24(X) 24aJ
-7 24.1 COMM. 400 9640 96Q? SHOP. erR.
8 550 /0 550 /0 SSCXJ 55tXJ
9 572 /0 572 10 5720 57CO
/0 55t5 /0 558 10 :5580 56{)]
II 5.7 COMA!. 400 2280 24aJ $ER.STA.
TOTAL 3706 45,948 4~/CO
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e ----_ KENNETH G. OSBORNE & ASSOCIATES
Soils Engineering
1810 EAST SAL.L.,ROAD
ANAHEIM, CAL.IFORNIA 92a05
635·6220 '
FOWDATION SOILS INVESTJ:G~TION
Mobil-e Home Park
Poinsettia Lane & San Diego Freeway
Carlsbad, California
Client:
Sequoia-Pacific Real'co
May 24, 1971\
Job No. 71-393-1
@ KENNETH G. OSBORNE & ASSOCIATES
EI.,I-EE-RJI. C-r: 7 i=-.;l·--
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TABLE OF CO~TENTS
Mobile Home Park
Carlsbad, California
'P~g,e -,--
, INTRODUCTION------------------------------~------~ 1
FIELD INVESTIGATION------------------------:-------.; ,1
LABORATORY TESTING------------------------.:..------~ 1,
CONCLUSIONS AND RECOMMENDATIONS
Site Conditions-----------------'-----..,.~---.---" 2~,
Subsurface Conditions-----------~------·-~---' z·,
Soil Bearing--------------------~-~---...:---,-~-2
Settlement---------------------·-----.... -... .::...;,.----3
Lateral Soil Pressure--------------------:--~~ 3
Expansive S,oils----------------------..,.. .... -:-----· 3,
Concrete Slab Construction--:-----------.... -:----3
Shrinkage and Subsidence-----------...,.,..----.:..---'4--
Grading-------------------.---------~--~~ .... ---. 4
General------------~----------.... ~----~---~~~~-4.
APPENDIX
Paving Recommendations--------.:..----..:..oi------..,.--,' i-ii-
Laboratory Testing Procedures--~----~2-~~...,.~--A-B',
Grading Specifications
a. General Provisions----------· .... · ... ---------C-D
b. Special Provisions------------_-----~~-E
Boring Logs--------------------------:--------F-N,'
Direct Shear Summary--------------------..... ..:..----',·· e'
,Boring Locations---~-----------~-----~---":"~":"-P
Job No. 7l-~ \ '
KENNETH G. OSBORNE & ASSOCI'kTES, \.
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INTRODUCTION
This report presents the resu1 ts of a Fbundat:i;-ori Soils' ~
-.-
Investigation performed on the property ;Located at poinse.ttia ..
Lane and the San Diego Freeway, in' the City -of Ca·rls:bad ~
California. The property, which cQvers an aJ;:'ea-of aPl?roxi ...
mately 55 acres will be developed into a IVlobile.Home pa.rk.,·'
A two-story recreation building is expected to be . ,coI).~
structed on conventional continuous' and pad footings with
slab-on-grade concrete floor.
FIELD INVESTIGATION
The field investigation consisted -of excavating ,-seven
exploratory borings to depths ranging from 6' fee.tto .16
feet. The borings were drilled :using a_2Q inch bucket:auger
drilling rig. Selected specimens_ Qf the in si~usoils wer~
obtained by using a 2.5 inch I.D. drive t1,1bE; sample~ eq1;lipped
with bras$ liner rings. In addition to the_ relative l1n;,..-
disturbed specimens, bulk samples of 'the soils WE;re 'obt'a.:):ned
for laboratory analysis. These soils._ obtained -in this manner
served as the basis for the labo;ratory_testing-and the
engineering conclusions contained in this report.
The log of the borings and a plot plansho~±~.<J' -.approxi"':. -
mate boring locations are included with this report.. ·Also
included are logs of Borings i an,d 15 which were -dril_;Ledfor
the adjacent project on February 22, 1970-.--'
LABORATORY TESTING
The labo:t;"atory testingcon!;;isted pf pe-rfopt'ting -classi-_
. .... -
fication and strength tests, and 'determining in situd-ry"
dCl1si,ty, mois'cu:r.0 C0l1t011't, 'and mois'l:;ure-dGl1s,ity rela'ciQ11Shfps.
Descriptions of test procedures are ine,luded in -the
Appendix of this report.
Job No. 7l-393~1 'Page 1
@ KENNETH G. OSBORNE & ASSOCIATES
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CONCLUSIONS AND RECOMMENDATIONS
Site Conditions
The site is presently utilized to grow renuncUlus.flc.Mers
ahd is almost completely. covered with same. It consists oE
slightly rolling hills' and is vacant with respect to s·truc:!;1,lres.
A row of eucalyptus trees is planted in a northerly direction
along the 70 foot elevqt;Lon line near the center 0.£ tbe property.
The low elevation points on the property tend to pta :e:air1y
moist. The west low area is occupied by, patches pJ he9:VY weed
growth, while the east low area has been thoroughlydis.Ced ahd
the topsoil is very loose.
The western corner of the property has deep ero,s1onscars
.,.
with a substantial area of loose sand at the bottom of the flow.
Other than this, no abrupt topographic discontinuities were
opserved.
Subsurface Conditions
The subsurface soils consist· entirely .()i; silty, ,clayey
and clean sands. The sands are. quite, dense and generally of
a very fine to medium gradation. Caving oc.curred in. 'three
of the seven borings. Th.e water table 'Was encountered 'cit
depths ranging from ,,9 to -1-5~ feet and perched wat.er was. en':': '
countered twi ce. No problems other than c:ayiflg W:~J;:'e en..;.. ,
countered in the drilling.
Soil Bearing
The proposed structure may be supported on both coritipuous
and pad footings.
, -Footings may be designed for an a_llowable b~arin.g Value
of 1300 pounds per square foot for foot;ings plac'ed to a -minimum·.
width and depth of 12 inches. Footings for two-story' s.tructures ..
Job No. 71-393-1
@ KENNETH G. OSBORNE & ASSOCIATES
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shall be placed to a minimum depth of 18 inches. An increase
of 1/3 of the above bearing value is permissible forsn6rt.
duration loading.
Settlement
The nature of the' soils was .such as to make thepe~fo:qning'
of settlement tests impractical.
It is anticipated that the proposed structure is to be a -
maximum of two stories in height and will possess relatrvely
light footing loads. On this basis; settlement, and espe.cialiy
differential settlement, should be negligible provided the,,' -' ,
surface soils are properly compacted during the, ·g,rading. , .
Lateral Soil Pressure
For purposes of designing the structures for lateral-
forces, an allowable lateral soil pres,sure value of 259:
pounds per square foot per foot may be used for the building'
design. A coefficient of friction of 0.45 may be usedfQ'r
concrete placed directly on the natural soils.
Expansive Soils
The soils existing 9n the site consis't of various sands.·
These soils are considered to be nonexpaAsive.~-.
As a result, no special construction 1,s reqU:i,.red fox. ex ....
pansive soils.
Concrete Slab Construc'tion
It is recommended that concrete fioor sl'abs be const.ructed
'over a 6 mil plastic membJ?ane ~ The plastic membrc;me should be
properly lapped and sealed.
Job No. 71-393-1 Page 3
@ KENNETH G. OSBORNE & ASSOCIA"tES
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Shrinkage and SUbsidence , .I
Based on the in situ densities of t:he natural' ·,soil ' and
assuming an average fill density of 92 percent relative com--"
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'paction, c'alculations indicate that there' will be a 3 ~percent _
decrease in volume between 'the cut arid fill operations;. In'
addition, it is estimated that there wi'll be it 0.2 ola, foot
of subsidence due to reworking the surface soils .. ,
Grading
The grading should be done in accor<ianoe, with the'
attached Grading Specifications.
General
The recommendations contained in this report are, based,on
the results of field investigati'on, laboratory testing and" re-
: present our best engineering judgment. If s'oil conditi'ons,' en-
countered during the grading differ substant;j,ally ;from :t.hO$6
described in this report, this office should be rrotifi,eq immediat'ely,
so that appropriate recomrhen<iations can, be. made.,
Respect;fully submitted~
KENNETH. G. OSBORNE & ASSOCIATES . "' -., -~ ""' ' .
. ~i2~;:,~_~~ \ ,~ ~;;;~. ~'
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Kenneth G. os'B~i-ne"
R.C:E. 14340 . \
Job No.' 71-393-1 P~ge 4
@ KENNETH G. OSBORNE & ASSOCIATES
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APPENDIX
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--,' KENNETH G. OSBORNE & ASSOCIATES
Soils Engineering
1610 EAST BALL ROAD
ANAHEIM. CAl.IFORNIA 92805
635·6220
PAVING RECOMMENDATIONS
In determining the pavement desig~, the development
was divided into two' primary areas i those area$ ,w;high._cai"ry' .
the main traffic down the center of thE? prope'f'ty gp:d those
areas carrying the' feeder traffic· to the indivio.ual tra;L·ler .
pads. In determining the pavement seetionfor t-hE?: 'center
section, a traffic index of 5.0 was use4.· In-·-all other
areas, a traffic index of 3.0 was "used. -.. '
The loading capacity of the surface -so-i:ls' in parking
areas was determined by performing California Bea~ing Rati.o
tests. These tests were performed in accordahc'e with the
Los Angeles County Road Department Standard$' dated Aug-list,.
1963. The primary soil, which covers m()i?tof~·the. $ite;is ..
slightly silty sand which was tested to have a. C_B'~ val.ue of
34.
The following are the recommended pavement.s~c~i9n for-
use of the Mobile Home Park:
1. the central drive
2. all other areas 3.0 TI
Job No. 71-393-1
2-.1.12 ~1A.C/3":·' Aggregate' . . <g'as.e'
2..,.1/2 II At! compacted.
subgrade
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• Paving Recommendations (continued)
To justify the above pavement section, ,it. ,is necessary
. . . . ~
that 12 inches of compacted subgrade material Gcms·isting. of
., .
the silty sand be placed und'er the base and tIle asphaltic
, '.
concrete. Any other material, if existing within .12,inches··.·
of finished subgrade of the street areas , should PE?removed'
and replaced with the higher .strength sandy mate:x;-ia-l .. ·
The subgrade material for the section co'n-tainirig base
material may be' compacted to 90, percent of maximum: density!.-
For areas possessing only the asphaltic concrete over com-
pacted subgrade, the subgrade materia.1 shall ,p'e . compact~d ,--
to at least 95 percent of maximum density.
Likewise, any soft or unsuitable !Uaterial' l'ocatedwi thin
street areas should either be excavated andrepJ.a¢'ed or a
new pavement section designed.
Respectfuliy S'ubrhi tted, .
KENNETH, G. OSBORNE,' 9c' ASSOCJ:AT.ES ,
OB:dhd
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Job No. 71-393-1 Page ii -
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LABORATORY TES~ING PROCEDURE $,
SHEliR STRENGTH
The shear'strength of the soil is determii?-ed-by per-
forming direct sh~ar tests and'unconfined compre-ssiqn te$ts.
The direct shear tests are performed on both undistlirbed
specimens and on samples remolded to 90' percent of, A.S ',T .M.
Test Method D-1557-70T modified to use three lay¢rs in. lieu
. of five. The samples are saturated to· simulate the worst
field condition and sheared at a constant rate of O·~l inches,
per minute. The relationship between normal stres,§ aI:rdshear
stress is shown on the attached Direct· Shear S~mmary;
The unconfined shear strength. of s~leGt:ea.undist-urbed
specimens is determined in accordance wit4 A.S.T.M. Test
Method D-2166-66T. These tests are performed <?-,t the e~isting
moisture content. The results of these tests are shown on
the Boring Logs.
,EXPANSION
Tests for volume change 'with moisture are perform~d-:-Gn·
compacted soil in accordance with "Suggested Ji~thod' of '. Te.st -,
for Volume Change of Soil" !?y W. K. 'l'aylor'in Prncedures f6r
Testing Soils by the American Socie,ty for Testing an,d .Ma,terials'
(A.S.T.M.) April, 1958. 'The samples are 'either undis~urbed· or
are remolded to 90 percent of A.S.T.M. Test Method D-1557-70~'l
modified to use three layers ·in lieu of fj;:ve. The specimens -. "
are air dried and the 'percentage of ~xpansi~on measurec,:l. after
saturation under a surcharge load of 60 and 6$0 po~uhds per.
square foot.
SETTLEMENT
The settlement characteristics of the in situ 'soi,l'
are determined by performing standard conso-lid'ation t.es·ts
.\
. Job No. 71-393-1 Page A
10/70 lab testing
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on undisturbed specimens.
original sample liner ring
solidation'are applied for
The samples are te-sted in the
and the increment 'lo~ds for -con-'
periods of 24 hours: by means of-
a single counterbalanced lever system. The pressu;r:e s.ettle-
ment curves are shown on the attached plat~s.
MOISTURE DENSITY
The moisture-density relationship of the major soil
is determined in accordance with A.S.T •. M. Test Method.
D-1557-70T. This test may be modified ·to use three' layers
in lieu of five. The test results are shown 'on the Boring:
Logs.
GLASSIFICATION
The following test methods are used to aid in the
classification of soils in accordance with the-Unified Soil-~
Classification system:
1. A.S.T.M. Test Method D-422-6.3.
2. A.S.T.M. Test Method D-423-66
3. . A.S.T.M. Test Method D-424-S9
The results of grain size tests . are shown on the-,-Gr'ading:
Analysis sheets. The results of' consistency test-s are' shown
on the Boring Logs.
Job No. 71-393-1
1D/70 lab testing
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RESPOHSIBILITY
GRADIUG SPECIFICATIONS-
GENERAL PROVISION'S
1. The Soil Engineer and Engineering G<=o,logi'st are
the' Owner! s or Bui'lder'! s representative oh the pr'oject.
For the purpose of these specifications, supervision by
the Soil Engineer includes that inspection,perfQpned by
,any person or persons employed by, and re$ponsn~le te i '
the licensed Civil Engineer signing the soi~,' report. "
2. All clearing, site vreparation, or.ea.:rthwork pe.r-
formed on the,proj~ct -shall be conducted by the 'Contractor
under the supervision of, a qualifi-E~d Soil Eng.ine~r.
3. It is the Contractor IS responsibility: .te con;form
to the Grading Specifications"
CLEARING'·--' __ '" ,
1. The site shall be cleared of all vegeta:ql~ growth_
including but not limited to trees ,stumps ,1'ogs ,-'trash,
heavy weed growth, and organic .dE?posits.
2. All houses, barns or o·ther building-s shall. be'
/
removed.
3. The foundations and slabs left from ',the' demo-li"\:i'on '
of structures shall be removed. Included with' the ~'emQvar
of foundations and slabs shall be the removal~fbas'ements,.
cellars, cisterns, septic tanks, paving, cuib§, pi.pes or
other deleterious materials.
4. Unless othenvise specified, all cleared mat~'rials
shall be removed from the site.
Job No. 71-393-1
10/70 grading specifications
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S~TE PREPARATION
A", ,W,
1. Laase sails within areas af fill shall~e prdcessed ':-",: ' .. ~. -..-
by either excavating and stackpilingthe laa,s~soil. or by
scarifying, adjusting ,the sail maisture cantent ta,,~ppraxi
mately aptimum, and campacting to. therecammendec1-,relative,
campactian.
2. The sails within areas of fill shall be processed
to. a depth adequate to. insure the remaval af m?ja~ tree raots
and pipe lines and the campactian af cavities' lefb,fxom tre,e "
remaval.
3. Excavatians far the removal af subsurface s'tructures
shall be cleared af laase sail and fill~d with cam:pa,c:tEtd soil.,
The backfill af such excavatians shall be campacte;Q.·tothe,
recommended relative campaction.
4. Cesspaals shall be pumped aut and back,fil'1:e.d with'
clean sand. The sand backfill shaJ,.i be-flaa'ded ,and jetted
far abtaining campactian. Any unsuitable back,fTll' ,of
cesspaals shall be remaved. The preparatian Of· C~fssPbOJs'
shall be supervised by the Sail Engineer.
5. Abandanment af ail wells shall pe. in a9co'rdance with
Califarnia State Law.
6. Unless atherwise,specified, ,the tops of.any a~andaned
subsurface structure shall be removed to. a depth 0·£' 5 feet
belaw the finished grade in buiidingareas an¢! to. a.depth af
10 feet belaw finished' grade in al.l ather ·a,reas.
FILL PLACEMENT
1. The placement af fill shall canform. to-' ,the .Special
Grading Pravisions.
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Jab No.. 71-393-1 P?-ge -D·
10/70 grading specificatians
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GRADING SPECIFICATIONS
SPECIAL PROVISIONS
Mobile Home Park
Poinsettia Lane & San Diego Freeway
1. Areas which are to rece;L ve fill shall be com-"
pac ted to a depth of 12 inches min,tmum or to a depth
adequate to compact loosened soils, ,wh~chever-,is g;I;~ater.
2. Areas in cut shall be compacted to a d~pth' of §.
inches or to a depth adequate to compact looserl'~d -soils,
whichever is greater.
3. ,Soil utilized for filling shall consist, 6f
on-site materials or imported soi~.
4. All imported soil shall be ,approved,by'the Soili:?
Engineer for both expansive and strength quali tie:s ..
5. All fill and reworked natural sO'i:i;sh..all' be
compacted to at least 90 percent of maximum 'cfen$,ity as-
determined in accordance with A.S.T.M. Tes.t -Method_
D-1557-70T modified to use three layers in. lieu'. __ of' five.
,~, . -
6. All fill material shall be placeda~ 9r above
the optimum moisture content.
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Job No. 71-393-1 P~ge E-'
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:1 SURFACE ELEVATION
I 103
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106 'I
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ttj · :z; · z·::;! f;il ::J
I CiI U 0 0 0'-... '-... · . · ~ Ul X tI) t<.: ...Q r;S..Q Or-! ::8.-1
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50'
12 ~'>:s 8M
,6 .' ~ •• ' "14 '.!':;';:
',,.. ~:. '\7
. t. .. :: .:.
16 r·,. " ':. -
-
-
SAND, fine, clayey,' dense,
tan ~
. SAND ,fine', . silty:,: Jj1ayey;-.
micaceous( m()ist, tan and'
gray .
SAND I fine.,. sil ty.,micace:ousi
wet,ligl).t.brown
saturated
Bottom of.. Bbrin~r
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SURFACE ELEVl\TION 58'
f
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119. I 125 I 95 I 9.51
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1117 I 125 I 93 b J
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t't,' SP
lO-Un
12 -
-
SAND, very fi,ne to medium,
saturatedt ,gray
caving
Bottom of .Boring, '
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SURFACE ELEVATION· 60'
120 9.3
112 125 90 '7.7
104 8.1
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tjp 0 H
~ 1:-1 f2 ::> 8 E-I~ tJj !"iI
H Z 0 r.:t :t-: t:4
..
SAND, very fine~to.fine, silty;
clayey,' dense, moist ,light btn _ ..
SAND; fine, silty, dense,: moist,
tan "
SAND, very fine to:;~in'e, cl.eari:,
light~hrown. " .
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12 -.. ;::' "': .,.t
• s •• ..... ..... ..
·16 -
-
-
I ~ H 8 :t: ril £-< ri! HO
A.t';:., ~a ~ f:tl ~> Oz E:-i~
~., H ~U'l
" .. "
$aturated, gray anQ. tan
caving
~ottom of Boring
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SURFACE ELEVATION
I
114 125 I 91 9.4
I
1111 125 89 1'8.11
I
114 15.5
8.6
(,.?
~ ::>
€-I (f)
H
0 "<." ... -.
50'
z 0
H 8 ~ 8Z !il Z r~
"'"
r/~::
2 --{:~ :~:~ ~ :~:;: =:. . .... :." .o' ....... ' .' ".' " ...
4 ~ " ;'/. -.... , ... ~. ;.' "
f \ " ... :", ;. "
0': ..
6 --:: ::.: .. ~!
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:.: ': .::~. 8-':-:' :'.,:
t .'. of '.t"t
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-
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I
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'-H ~(f) ~
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SAND, very -fine to ,fine, s.ilt:y~_ _·.'~I
tcose, mo,l.s,t I brown ____ " ~ --~
SM fo:---..
lignt hrown
black s.andstone: hodi.il~s
V w.L
. I
SM
SAND, fine,.· ·s ands tone noduleg-~ .' s.aturat~d, ,tC'!.r;: .. ahcCgray -
BAND 1 fine to meCl:i:um, silty 1
'gravelly~ sa~urate.d, light
brown ~
Bot tom of Boring
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SURFAC.E ELEV)\TION 44'
I I
105 11.51
j 118.6 106 !
!
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123 7.9
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r. 120 ~2.2
I
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fine to fin.e, sllty, V"'R' e :::~ ;~ SM SAl\JD, very
it.. ':,.'; ,': . . h~own .
2 : ·.··'·1 .' ... :,' ": ',' ~: ':. _ . .
SAND, very fine
clayey,. brown
i-
perched wat,er -
i:;:o -fine., silty,
SAND, fine,. silty, micaceous,
sandstorienodules; moist,
g;r:ay and tan --, .
~~r{:tgl ~" SAND,' very fin~ to' coq.rse, s i1 t,y
14 -!~I('!~J~. ~~ . ~~~~ey I grave.1:Ly, m~cac~Qus , .
:~':~ spSAND I very fine to f'ine I
:::: mica'c~ou$.,· g~ay -16 ~~~~ __ ~ __ ~~~~~-2~~--~~~~~-1
Bottom of' Eorip.g .
-
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-
-
-
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SURFACE ELEVATION 65'
~ " I
110
117 125
119 125
117 1125
... -...... , l~
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H-irJ
{/}'-H Z a
~;:3
D 0 "
93 115.8
95 9.1
-
. -
.~. ---.....,
. . . ': t ...•. ·1
SAND, very firtetofine 1 s:i.lty I'
gray" and brown
micaceous
Bottom of Boring
'.· .. _Page K
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SURFACE ELEVATION
--~ ",
65'
j.'
I : ~f:]l 8M 8~~~/ery fina 1:0 fine,siUy, I
-I
-
-
-
-
Bottom of, Boring
No Ground Water·
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I I I
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2 -:' : ~ >, rSAND ,
:: SM r-, ,
4 -', "
·a . .,.,
........
fine, silty, brown
fine I .silty,.' gr~w_"
6l:<"'!
SAND, fine, silty, 'bl;OWn.1.sh
<;fray
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'. SAND, fine to.me·dium, sil.ty, .~~.~ ".
10 -" 9ray i
. Bottom of BOri~g I.' . ".
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SURFACE ELEVATION
\'
i [I I [n'--2-~'::~'-' -L-~A-ND-, ,--f-in ....... e-, -S_~-1 t-~-; .. -br:""""'n ,-' . -. -t
~~~~~--I~--~'r---~~ 96 111 •9 .' SAND; fine, silty,.light:r::ea-., • l
116
114
~ 102
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~ z ::J C:r:j ::l
W U ! Cl () J 0"" 1 .:-I ~ ~ XU)
~..Q ~;:; Orl
. >-I 4 _'. . ~ brown
SAND, fine, sil ty " C G:E~y-ey ,: -..
.1
~2.1
19 .• 8
I
K ~ I I
I f
I z z
cW 0
I r~ 0 H I> H ~ 8 HE-: r-:"
80 D ~ ><-< (-I Ie ... ZI ~~l (f.) : I?~
H Z ~o 0 ril Uj .... 1lI "' ..
SM 6 ,,'.' .-.:
. .1. .. ". . 8 'J':: "j',
10 . ','<,-
""'': .. .
"
12 -. " : .... ..
14 -= ." . .
red-brown .. '.'~' . -'
-
SAND, fine to medi urn 1 cl-ayey,-
silty, gray inred-brownr
·-1 ~AND , fine, sil ty ,red-:-brown a
. and gray-brown .' _I
16 .-! _.l.-L-,-\-_-!---11 I . I
, :
, ..
-
Bot'tom of· Boring
No GroundWater
_ 4 .-.
-
"
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-
. -
-
-
-
...... 8 . ..... ~ l:-4~ A.t~ r::l Oz
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-------
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""--'"_"_-"'"'U"I""'X%Z let'" ee:;u;:;;:.~~~~~,--"" .. ~~i . g ~l KENNET~ G. OSBOHN~.&,_ASSOCIATES'
~ H til 6~ ,.' EORING LOG
H 0 C'l HI! ~ $ ~ ~jl TEST, HOLE NO.-15
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JOB NUt·lEER 71-313 - /
. BORING Nut·illER B - /
DEPTH 5" --6'
REl10LDED -= =o=@ 90% J:.1AXH1UH DENSITY
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