HomeMy WebLinkAbout3243; PALOMAR AIRPORT RD EAST OF EL CAMINO REAL; GEOTECHNICAL CONSULTING; 1987-06-04( —J Testing Engineers-San Diego
A Division of United States Testing Company, Inc.
Testing Engineers—San Diego
J%
A Division of United States Testing Company, Inc. .. I
3467 KurtzSt., P.O. Box 80985, San Diego, Ca. 92138(619)225-9641 11 2956 Industry Street,-. Obeanside, California 92054.(6'1.9) 757-0248
June, 4, 1987
Job No. 7130
City of Carlsbad .. V
Community Development 2075 Las Palmas Drive . . . V
Carlsbad,. California 92008
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Attention: MrS. Al Virgilio, . . . .
Subject: ,Geotechnical Consulting .
V V Palomar Airport Road Widening V
East of El Camino Real V Carlsbad, California '. .
Gentlemen:
The results of our geotechnical and pavement analyses are
presented in this report. The accompanying report presents V conclusions and recommendations pertaining to the site, as well
as the results.of our field reconnaissance and laboratory V V.
results. . V V .
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We appreciate the opportunity to be of service to you on this
project and look forward to' a continued association on this andi
future projects. If you have any questions, please do not
hesitate to contact our office. V
V * Respectfully submitted,
V
V TESTING ENGINEERS-SAN DIEGO
Almaz Fesseha . V Thomas H. Chapman, RCE 34228
Project Engineer V Vice President V
V V V
Addressee (4)
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TABLE OF CONTENTS
Page . INTRODUCTION .......................................................1
PROJECT DESCRIPTION .................................. 1
.PURPOSE AND SCOPE .......................... .................
FIELD . EXPLORATION.................................................... 2
GROUNDWATER. ...............................
GEOTECHNICAL CONDITIONS 4
EXISTING ASPHALTIC CONCRETE PAVEMENT .........•. .
LABORATORY TESTING ....................................................6
CLASSIFICATION .........................
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O .DISCUSSION -AND-CONCLUSIONS. ................. ...................... ..7
RECOMMENDATIONS 8
• GENERAL ...........................
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NEW ASPHALT CONCRETE PAVEMENT ....................................10 •
INVESTIGATION LIMITATIONS 12
ENCLOSURES:
BORING LOGS .........................................................PLATES 1-7
-SYMBOLS ANDTERMS-USEDONBORiNG,LOGS .........-PLATE -8 •. .
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UNIFIED.- SOIL CLASSIFICATION ...............•0 . PLATE 9. -
TEST RESULTS AND DESCRIPTIONS APPENDIX A
GRADINGSPECIFICATIONS..... ................................APPENDIX B •
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Geotechnical Consulting Page No. 3
Palomar Airport Road :Widening June 4, 1987
Carlsbad, California : Job No. 7130
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Four corings of the existing asphaltic pavement were performed
on April '29, 1987 to measure the pavement thicknesses. Bulk
samples of the subgrade soil were also retained for "R" value
tests in' the laboratory.
GROUNDWATER
No groundwater was encountered during any of the borings
conducted at the subject site.
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Geotechnical Consulting Page No. 5
Palomar Airport Road Widening June 4, 1987
Carlsbad, California Job No. 7130
EXISTING ASPHALTIC CONCRETE PAVEMENT
The thickness of the asphaltic concrete and aggregate base of
.the existing pavement were measured during our field exploration
by coring at four locations. The results are presented below:
Core l: •. . ..
. 3.3/4 inches Asphaltic -Concrete
10 1/4 inches Class II Base
Core 2: :
6 inches Asphaltic Concrete
•' 8 inches. Class 11 Base..
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.Core 3: .
.. 5 inches Asphaltic Concrete'
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10 1/2 inches class II Base •-
core 4: . •
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• 6 1/2 inches Asphaltic Concrete .
13 1/2 inches Class II Base 0
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In allte cores the subgrade material consisted of brown silty •
clay. Bülksartip'les of the subgrade soil were retained for "R" •
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value .tests and results are shown in Appendix A.
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Geotechnical Consulting ' Page No. 6
Palomar Airport Road Widening . - June 4, 1987
Carlsbad, California. ' ' ,. '. 'Job No., 7130
LABORATORY TESTING '
FIELD CLASSIFICATION
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Soils were classified visually according to the Unified Soil
Classification System. Soil, classifications are shown on the'
Boring Logs, attached, on Plates 1 through 7.
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Laboratory tests were performed in accordance with generally
accepted test methods of the' American Society for Testing and
Materials (ASTM). Testing conducted for the project includes:
In place Moisture/Density, Proctor Maximum Density and Optimum
Moisture Content,, Gradation Analyses, Expansion Potential and
"R-value determination.., "R"-value tests were performed on
samples taken from test borings at various depths and on subbase
materials obtained from coring the existing asphaltic concrete
pavement. Test Results and Test-Descriptions are 'presented in
Appendix A.
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V Geotechnical Consulting Page No. 7
Palomar Airport Road Widening June 4, 1987
Carl sbad,California Job No. 7130
V DISCUSSION AND CONCLUSIONS
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Based on our field reconnaissance, subsurface exploration, V
laboratory and engineering analyses, it is our professional
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V opinion that the site is suitable for theproposed project. The V V
planned roadway alignment is underlain by natural earth deposits V
V of silty and clayey, fine to medium sand with occasional gravel
V intrusions. V V
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The existing roadway is located In an area with gentle slopes
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and therefore. no major cut or fill operatidn 'is expected to V
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widen the existing roadway "
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Geotechnical Consulting Page No. 8
Palomar Airport Road Widening June 4, 1987.
Carlsbad, California Job No. 7130
RECOMMENDATIONS •
The following recommendations have been prepared for use during
the design and construction stages of the outlined project:
S
GENERAL
1 The design, placement and construction of the pavement
7. section should be in conformance with an appropriate
specification, such as "Standard Specification for
Public Works."
2 The overall design of the pavement should include
proper drainage systems Also, proper channeling
systems should be designed to prevent ponding of water,
causing seepage beneaththe pavement . . . .
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Geotechnical Consulting Page No. 10
Palomar Airport Road Widening '., June 4, 1987
Carlsbad, California Job No. 7130
NEW ASPHALTIC CONCRETE PAVEMENT •
Results of "R"-value tests, as shown on Appendix A, indicate
that site soils have "R"-valües less'than 5. Table I shows
., computation for developing three alternate, structural sections.
The City of Carlsbad, design table, Plate 2 was used to • determine traffic index (T.I.) and'minimurn asphaltic concrete
thickness. The design assumes the use of Class II processed
aggregate base course. Disintegrated granite (D.G.) (minimum
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"R'-value of 50) would only be used as select import for a
subbase course. Recommended for the asphaltic pavement section
is a 4 inch single lift of Type B, 3/4 'inch medium a.c. base .
• .• ..•• course and 2 inch surface course of type "B".
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GeotechnicalCoflsultiflg Page No. 11
Palomar Airport Road Widening . June 4, 1987
Carlsbad, California 'Job No. 7130
TABLE'NO. I
. ' RECOMMENDED SECTION DESIGN ALTERNATIVES
Basement Soil R-Value . 5
Traffic Index (Prirñe Arterial) . ,". 9.0
Minimum a.c'. Thickness., ft.. (inch) '. 0.5' (611 ),
Minimum cover required (GE) ft. (inch) 2.75 (33.11 )
Note: Materials referenced to. Cal Trans Standard,, Specifications
for aggregate subbase, aggregate base, and asphaltic concrete.
Crushed aggregate could also be used as base material. "
Alternative 1: Conventional-3 Layei System:
Actual ' ' ' .. ' Gravel ,
Thickness' ' ' . . ' . Equivalent (GE)
Feet Inch ' ' Course , (GF) , Feet
0.50 6 ' Asphaltic Concrete 1.80 . 0.90
0.83, 10 ' Class IIAgg. Base ' 1.10 . ' 0.91
1.00 12 Agg. Subbase (R=50)' 100 ' , 1.00 '
2.33 28 " '. 0'
2.81 '
Alternative 2:, Conventional 2 Layer System:
0.50 6 Asphaltic Concrete ' 1.80 0.90 V '
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1.75 21 'Class II Agg. Base 1.10 1.85
2.25 27 " ' 2.75
Alternative 3: Lime treated Subgrade',
• 0.50 6 ' Asphaltic Concrete L80. ' ' 0.90
0.75 9 Class It Agg. Base 1.10 0.75
0.92 11 ' Lime treated-Base 1.20 1.' •, ' 1.10
2.17 26 .
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Geotechnical Consulting Page No. 12
Palomar Airport Road Widening June 4, 1987
Carlsbad, California -. Job No. 7130
LIMITATIONS AND UNIFORMITY OF CONDITIONS
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The recommendations presented in this'report are-contingent upon
our review of final plans and specifications.
It is recommended that Testing Engineers-San Diego, be retained
to provide continuous soil engineering services during the
earthwork operations. This is to observe compliance with the
design concepts, specifications, or recommendations and to allow
- design changes in the-event that subsurface conditions differ
• from those anticipated prior to the start of construction. - -
The recommendations and opinions expressed in this report -
reflect our best estimate of the project requirements based on
an evaluation of the -subsurface soil conditions encountered at
the exploration locations- and the assumption that the soil
conditions do not deviate appreciably frOm those encountered.
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Geotechnical Consulting Page No. 13
Palomar Airport Road Widening June 4, 1987
Carlsbad, California. . . Job No. 7130
Any unusual conditions, not covered in this report, encountered
. .during site development, should be brought to the attention of
the soil engineer so that modifications can be made, if
necessary.
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This office should be advised of any changes. in the project
scope or proposed site grading so that it may be determined if
the recommendations contained herein are appropriate. •
The client recognizes that subsurface conditions may vary from
• .. those encountered at the locations where our explorations are
made, and that our data, interpretations, and recommendations
are based solely on the information obtained by us. • Our
services consist of professional consultation and observation
only, and no warranty of any kind whatsover, expressed or
implied, is made or intended in connection with the work • performed or to be performed by us, or by our proposal for
consulting or other. services, or by our furnishing of. oral Or
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written reports, or findings. • .
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Consulting . Page 'No.' No. l4
Palomar Airport Road.Widening June 41 1987
• Carlsbad, California. Job No. 7130
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It is the responsibility of the owners, or their representatives
to ensure that the information and recommendations contained
herein are brought to the attention of the engineer and
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architect for the project and incorporated into the project's
plans and specifications. It is further their responsibility to
take the necessary measures to ensure that the contractor and
his subcontractors carry out such recommendations during
construction. . . .
Testing Engineers-San Diego
BORING LOG 0
Project: Palomar Airport RdDate: 4 /24/87 Boring No:
Type of Rig: CME 55 Hole Diameter: _8" H.S.A. Elevation: •+2' above rd.
Hammer Weight & Fall: Ground Water: Logged, By: SCG
LQ
0 I....LLJ Cl) w J Z U lU .9 0 0
S FIELD DESCRIPTION >- I.... —z (S4
3
ci 0-5' FINE SANDY CLAY, dark-brown 22 DR
sc . moist
.2 .
-. lowexpansion potential.
0
0
0 . . . BulIç
mottled. bleeched gray with 66 DR
.6 . orange stain
.8 . . .
-10 . . - . very dense . . . 86 DR
for
12 . .
0
10"
.14
0
0
16 . . . . . .. :. DR.
.18
.20 / 1.925'.CLAYEY SILT ,,.buf. g.reen/ta 76 DR
CL . . . . or L.
loll'
.22
.24
DR
blaIr 1
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Testing Engineers-San Diego
I - - - .• . PLATE _1A
BORING LOG
Project: Palomar Airport Rd Date: 4/24'87 Boring No: 1A
Type of Rig: CME 55 Hole Diameter— _8" Elevation: +2' above rd.
Hammer Weight & Fall: 125 lb/20" Ground Water: Logged By: SCG
Z ae
= 0.' a. .e '- .. o a. FIELD DESCRIPTION -o >- —z
3
cs.J
2531.5 SILT, dense, buff orange! 94 DR
green, with gypsum crystals for
.26 - . .911
.28
.30
BORING TERMINATED AT 31½'
.32
.34. -
-.36 ..
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.38
.40.
.42 -, -
.44
.46
.48 - - - -
50- . •
.52
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LIM
LM
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Testing Engineers- San Diego
BORING LOG
Project: Palomar Airport Rd Date: 4/24/87 Boring No: 2
Type of Rig CME Hole Diameter 611 Fit Auger Elevation:+2' above rd
Hammer Weight 8 Fall: Ground Water: LoggedBy: SCG
L S U Z
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M.
-. W o 0
-a_S
FIELD DESCRIPTION 0 >- -z
0 'ML 0-2' SILT, brown/tan ..
2 CL 2-15' FINE SANDYCLAY, tan, moist
4 BULK
6 - dense (olive/tan)
-8 .
10 - buff tan gray
.12-
.14 5 - .
S
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Boring _Terminated _at_15'
16
.18
5
20
22
.24 5 •'
2,6 • - S • S •
- 28 5 - S •
5
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PLATE _2
Testing Engineers' Son Diego
BORING LOG
Project: Palomar Airport Rd Date: 4/241R7 Boring No:
Type of Rig: CME 55 Hole Diameter: 8" HS .A. Elevation: -3' below
Hammer. Weight a Fall:________________ Ground Water: Logged By: SCG
w ZI.L. Q ZM j
CL 0 0.. o
a. '. FIELD DESCRIPTION 0 ' >
S 0 ML 0-1.5' 'SILT, brown
,
Buk -
2 Sc 2-5 "CLAYE'FINE'SAND, tan/brown
, • Bulk
4
0
-72 DR 5-10' :FINE SANDY.-SILT, orange/tan
bleeched gray, very silty*
- light tan -
8
10
(CL)' - bleeched/tan mottled, very
• silty ' •• 12
14 , .• -
16 .
- BORING TERMINATED AT -16½"
18 - - -
.20 ' "•
0 '
22
0 0
•
24 ' •
0 0
' •0 ' •
0
.26 '0 ''
.0
•'
, 0
,
•
••
.28 ,
0• ,
0
PLATE_ _3
Testing Engineers-San Diego
PLATE_4
- BORING LOG
Project: P alomar Airport. Rd Date: 4/24/87, Boring No: 4
Type of Rig ca ss Hole Diameter 8" H S A Elevation +4' above rd
Hammer Weight 8 Fall:______________ Ground Water: Logged By: SCG
.1-W Z U.-Cr Z.
OR
• . . . _I_ Ui (
.- '- o o Q. FIELD DESCRIPTION
.
> Z 0
o ML 0-2'. SILT, brown I
2 CL 2-5' SILTY CLAY, brown (moderately
(ML) plastic\
4 . ,.
6 SM 5-17' SILTY FINE SAND, tan/yellow-brown, 84 DR
bleeched, humid for
10" -8
10 - bleeched white, very dense
- with gray layers
DR. 12- - . • .- . - . 94
. for
8" -14 :-
• 50 .
16 or, 5"
- SM- 17-26.5' SILTY CLAYEY FINE SAND, . . •
18 (CL) brown/gray tan
20 - gray tan (olive) 50 DR
for
6"
22 . . . • -
24
.26. -.
- •
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50
for DR _____ _____
-Boring Terminated at 26½' - 511
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Testing Engineers-San Diego
BORING LOG
ProjectYalomar Airport Rd Date: 4/24/87 Boring No: 5
Type of Rig CME 55 Hole Diameter 6" fit auger Elevation +2' above rd
HammerWeight. & Fall: . Ground Water: Logged By: SCG
Ui LL..
- _j LaJ U
I—
Z o 0
Ui FIELD DESCRIPTION 0 >— —Z .
3
0 ML 0-2' • SILT, brown.
2 CL 2-15' SILTY CLAY, dark brown
(ML) • Bulk
4 — tan/brown
6
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....----'-----r'r •
8 — tan gray
10
12 -
14 •• .
Boring Trminated at 15'
16
18 -. .•
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. • . .
20 . ••, .
22
24 • •. • -
26
28 . • . •
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• PLATE
. Testing Engineers-San Diego
S S PLATE_6
BORING,LOG .,
Project: Palomar Airport Rd Date: 4/24/87 Boring No: 6
Type of Rig: --r s Hole Diameter: 6" Fit. Auger
. Elevation: +2' above rd.
Hammer Weight & Fall:' Ground Water: Logged By: SCG
. .
•
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0
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U)
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Li.J
Q
Z U.
- LAJ 0 0 CL . . DESCRIPTION 01FIELD '0 • >-Z
8 . S •
0 ML 0-2 SILT, brown .
2 CL 2-15' SILTY CLAY, orange brown, moist
medium 'expansion potential Bulk
6 - bleeched tan, mottled moist
with dark brown layer 2' thick
-8 .
- orange/grayrnottled
--10.
12
14
16 ' Boring Terminated at 15'
18 ' S
20 5
'•
-22 .-
• -
-24 '.
26 '. S • S •
28.
Testing Engineers_San Diego
BORING LOG .
Project: Palomar Airport Rd Date 4/24/87. Boring No;
Type of Rig: CME 55 Hole Diameter: 8" 14.s-A. Elévation:+3'_above rd.
Hammer Weight & Fall: '
,
' Ground Water: Logged By: SCG
-
W Z U. Z j Lii L) CL 0 .0 cJ FIELD. DESCRIPTION. . Co • 8
o SM .. 0-20' SILTY'FINESM'Th, brown
2 - orange/tan, 'moist .
.4
.. '
DR -. abundant shell fragments " , 80
6 (.C1"dia.)
-8
-10 -' tan/brown with shell 'fragments , . 61 ' , DR
' ' . ' for
6"
12
14
- . bleeched white/gray ' ' ' . DR
16 . '•
' ' •' '
-.18 '
, '
•. .. •
20
CL 20-25' SILTY CLAY, orange/tan. 50, DR
(41) ' ' ' for ' -22"
-24 .
DR 50ML
.26 (CL) 25-26.5' "CLAYEY"SI'LT, bleeched tan/gray for
Boring Terminated at. 26½' • ' ' -28 -
PLATE _7
Testing Engineers-San Diego
SYMBOLS AND TERMS USED ON BORING LOGS
SAMPLER TYPES
(Shown in SAMPLEcolumn).
DRIVEN RING DRIVEN BULK SHELBY ROCK SPLIT. NO
SAMPLE BAG SAMPLE SAMPLE TUBE CORE SPOON RECOVERY DISTURBED .
• . TERMS DESCRIBING CONSISTENCY OR CONDITION
COARSE GRAINED SOILS (major.portion retained on No. 200 sieve) Includes (1) clean gravels and sands, and
(2) silty or clayey gravels and sands. Condition in the following table is based on our interpretation of, blow Counts
using a hammer as noted on the boring log
DESCRIPTIVE TERM - • SPT VALUES, N
blows per 12 in.
(After Terzaghi a Peck, 1968)
Very loose 0 to 4
Loose 4 to 10
Medium-dense 10 to 30
Dense 30 to 50
Very dense >50
FINE GRAINED SOILS (major portion passing No 200 sieve): Includes (1) inorganic and organic silts and clays,
(2) gravelly, sandy, or silty clays, and (3) clayey Silts Consistency is rated according to shearing strength, as
indicated by penetrometer readings or by unconfined compression tests
UNDRAINED.
DESCRIPTIVE I TERM ;. SHEAR STRENGTH
KIPS/SO FT
Very soft less than 0.25
Soft 0.25 to 0.50 .
.
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Firm • 0.50 to 1.00 . 0
. 'Stiff .• .• •' 1.00. to . 2.00
Very stiff 2.00 to 4.00
Hard . . . 4.00 od higher • .
NOTE Fissured clays may have lower unconfined compressive strengths than shown above, because of
planes of weakness or crocks in the soil The consistency ratings of such soils are based on penetrometer
readings
TERMS CHARACTERIZING SOIL STRUCTURE
Fissired - containing shrinkage crocks, ,freqiently filled with fine sand or silt, usually more or less vertical
Interbedded
- composed of alternate layers of different soil types.
Calcareous - containing 12 to 50 percent calcium carbonate .
Carbonate - containing more than 50 percent Calcium carbonate
Well graded - having wide range in grain sizes and substantial amounts of all intermediate particle, sizes
Poorly graded - predominately of one grain size, .or havingo range of sizes with some intermediate,
. • size missing .
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Terms used in this report for describing soils according to their texture or groin size distribution are in accordance -
with the UNIFIED SOIL CLASSIFICATION SYSTEM, as described in Technical Memorandum No 3-357, Waterways Exp Star3/53
- PLATE_____
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,Testing,,Engineers-San Diego
'UNIFI
.ED SOIL CLASSIFICATION'
V ' 'V-V. ' *
- PLASTICITY CHART
C 0 .5
a.
VO a-
GROUP .
V
TYPICAL NAMES
• SYMBOL
' Well-gróded grovels, V
GW . gravel -sand mixtures,
little or no fines
Poorly graded grovels;
GP grovel-sand mixtures,
o little ou no fines CU
Z,
V
, Silty grovels, gravel_* V
g GM sand-silt, mixtures
Cloyey grovels, gravel
V sand-clay, mixtures
. , 'V Well-graded sandsCr SW gravelly sands, little'
, or no fines
Poorly graded sands,
.2 SP V gravelly sands, little
or no fines
'Silty sondss&id-silt
S mixture V
Cloyey sands, sand-.
SC ' .clay mixtures
GROUP
SYMBOL TYPICAL NAMES
V Inorganic silts and very'
fine 'snds, rock flour
.._• ML silty or.cloyey fine
- ' V sands, or clayey silts
. V with slight plasticity
0 V ('4
-a
V
Inorganic - clays of low to
* V medium plasticity, V
J CL gravelly clays, sandy
. ' ' clays, silty clays, lean
.
V Clays
Organic silts and organic
' OL. silty clays of low-
plasticity
-- !' Inorganic silts, micaceous
- MH or diatomaceous fine
V sandy or silty soils,
elastic silts
CH Inorganic clays of high'
V .-plasticity, fat clays
Organic clays of medium
OH to high plasticity,
organic silts
pt Peat and other highly
organic soils
V Liquid Limit V
p
V
-NOTE: ;)Group symbol presented in SYMBOL column on BOR!NG'LOG.
2)The 4 line is on empirical relationship established by A. Cosagrand.
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Geotechnical Consultinq.,., . ,Page No. 16
Palomar Airport Road Widening June 4, 1987
• Carlsbad, California Job No.7130
LABORATORY RESULTS '. .
• 1. Moisture Content and In-Place Density Tests
Field Field . Maximum
Dry Moisture Dry Relative
Sample No.! Density Content Density Compaction
Location (pcf) .. Percent •. (pcf) Percent
BH1 @ 0-1.5 ft. 112.4 . 14.4 118.0 953
BH1 @ 5-6.5 ft. 105.4 15.4 118.0 89.3
BH3 @ 6 ft.. 102.4 16.0 ,- 118.0 - 86.8
BH4 @ 6 ft. 94.9. 21.7
BH4 @ 10 ft. 104.9 14.5
BH7 @ 6 ft. 106 ..5 . 11.1 118.00 90.3
107.9 BH7 @ 10 ft. 11.4 .
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2. Maximum Density Tests .
•
. Maximum Dry Optimum
Sample No./ . Density . Moisture
Location (pc f) . . (Percent)
BH1 @ 4 ft. 118.0 11.0
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Geotechnical Consulting Page No. 17
Palomar Airport Road Widening June 4, 1987
• Carlsbad, California
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Job No. 7130
Grain Size Distribution .
• Test Hole . BH2 4-feet r
Sieve No. - Percent finer than size indicated
#30 100
• . 40 . .
S
60 97.9
80 . . 944 .
• 100
200 7.8 .
Atterburg Limit Test
• . Test Liquid Plastic Plasticity
Location Limit Limit . Index
BH2 @ 4 ft. 48.0 18.7 29.3
BH7 @ 5-6.5 ft. '30.1 1 25.8 4.3
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Geotechnical Consulting Page No. 18
Palomar Airport -Road Widening June 4, 1987
• Carlsbad, California Job No. 7130
5 -200 Wash Test
Sample No./ 200 Wash
Location : (Percent)
BH1 @ 0-1.5 ft. 52.0
• BH2 @ 4-ft. 78.8' *
BH4 @. 6 ft. 37.1
BH4 @ 10 ft. 22.0
- L j
• BH4 @ 20-21.5 ft. 29.7
BH7@6 ft. 358
6 Expansion Test
- Sample Location Expansion Potential
and Depth Index Expansion
BHI @ 4 ft. 25 Low
• BH6 @ 4 ft 58.8 Medium
7 "R" - Value Results
• Core or
Bore Hole Depth
No Feet "R"-value
BH1 2-4 ft 4
• BH5 2-4ft 4
Cl 2-A ft. 4
C4 2-4 ft 4
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Geotechnical Consulting Page No. 19
Palomar Airport Road Widening June 4, 1987
Carlsbad, California Job No. 7130
TEST DESCRIPTIONS
H:
MOISTURE DENSITY TESTS
The field moisture content and dry density tests were performed
on ring drive samples retained from the bore holes. The field
moisture content was determined as a percentage of the dry unit
weight.
MAXIMUM DENSITY TESTS (LABORATORY STANDARD)
Maximum dry density and optimum moisture contents were *
determined for representative samples. ..The purpose of.these • tests was to determine the relative compaction of the soils *
encountered. The results of the tests, performed in accordance
with ASTM Test Method D-1557, are shown in the Appendix.
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Geotechnical Consulting Page No. 20
Palomar Airport Road Widening •0 June 4, 1987
Carlsbad, California . Job No. 7130 0
GRAIN SIZE DISTRIBUTION
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The grain size distribution of a soil sample covers the
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quantitative determination of the distribution of particle sizes
in soils. The distribution of particle sizes in soils retained
on the No.. 200 sieve is determined by sieving, while the
distribution of particles passing sieve No. 0200 is determined by 0
0 a sedimentation process, using a hydrometer. . This test was 0
conducted in. accordance with ASTM Test Method D-422-72.-
EXPANSION TEST:
The expansion potential of selected samples was evaluated using
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a swell test (U.B.C. Test .Standard No. 29.2). A sample of soil
was molded to a saturation content of approximately 50 percent.
0 A surcharge load of. 144 pounds per square foot was applied to
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the sample, which was then. inundated. The expansion index 0.
(E.I.) was recorded as the increase in the thickness of the soil
sample relative to the original 1-inch-sample. The sample was
allowed to swell.for at least 24 hours. .
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Geotechnical Consulting • Page No. 23
Palomar Airport Road Widening June 4, 1987
Carlsbad, California Job No. 7130
RECOMMENDED GRADING SPECIFICATIONS •
1 General Description
1.1 These specifications have been prepared for
general grading and site development of the
project Testing Engineers in San Diego, herein
after, described as the Soil Engineer, should be
consulted prior to any site development to ensure
compliance with these specifications These
specifications shall be used in conjunction with
the soil report of which they are a part
1.2 This item shall include all site work consisting
of all clearing and grubbing preparation of land
to be filled, filling of the land, spreading, • compacting, density testing of the fill and all
subsidiary work necessary to complete the grading
of the filled areas to conform with the lines, • grades and slopes as shown, and specified on the
accepted plans
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Geotechnical Consulting Page No. 24
Palomar Airport Road Widening June 4, 1987
Carlsbad, California Job No. 7130
1 3 The Soil Engineer shall be the Owner's
representative to inspect the construction of
fills Excavation and placing of fill shall be
under the direct inspection of the Soil
Engineer In the event that any unusual
conditions, not covered by these specifications
are encountered during grading operations, the
Soil Engineer shall be immediately notified
2 Preparing Areas to be Filled
•
2'.1 All existing unnecessary materials such as
timber, logs, trees, bush, abandoned buildings,
debris and other rubbish shall be removed, burned
or disposed of so as the area will be left neat
And with finished appearance
2.2 All loose soil and vegetation shall be removed
from surface upon which the fill is to be
placed The surface shall then be plowed or
scarified to the recommend depth, and until the
surface is free from ruts, hummocks or other
uneven features which would tend to prevent 0
uniform compaction by the equipment to be used
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Geotechnical Consulting Page No. 25
Palomar Airport Road Widening June 4, 1987
Carlsbad, California . Job No. 7130
2.3 The area, after being cleared should be disced of.
V bladed until it is uniform and free from large
clods. Proper moisture content must be
maintained by adding water or aerating, and
compacted to a relative compaction of not less
than 90 percent of the maximum dry density as
determined by ASTM Test Procedure No. D-1557.
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2.4 Septic tanks, if encountered, must be removed
from the site prior to any building, grading or
V fill operations. Septic tanks., including all
connecting drain fields and other lines, should
be totally removed and the resulting depressions V
• • properly backfilled and compacted. V.
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2.5 Water wells on the site should be capped • • V
V
• according to the requirements of the San Diego
County Health Department. The strength of the
cap should be at least equal to the adjacent
soil. -The final elevation of the top of the well -
casing ..shoild be at least three feet below
.• V • adjacent gradeprior to grading of fill
V V • •
operations.: -
•V V .V - V.
Geotechnical Consulting Page No. 26
Palomar Airport Road Widening June 4, 1987
Carlsbad, California . Job No. 71.30
2.6 Buried tanks, if encountered, should be removed
and the resulting depressions-properly backfilled
and compacted. '.
3. Materials
3.1, Materials for compacted fill shall consist of any
material imported or excavated fromt he cut areas
that, in the opinion of the Soil Engineer, is
suitable for use in constructing fills. The
materials used should be free of all vegetation
and other deleterious 'substances. . It shall
contain no rocks or hard lumps greater than
6-inches in size'.
3.2 No materials of' a perishable, spongy or improper
nature shall be used in filling. '
3.3 . Any potentially expansive soil encountered shall
be used as fill only. below 3 feet of the design
finished'grades. The upper 3 feet of fill shall
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be comprised of.' non-expansive sandy fill
material. Any expansive soil encountered at the '
finished subgrade elevations in cut areas shall
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Geotechnical Consulting Page No. 27
Palomar Airport Road Widening June 4, 1987
Carlsbad, California Job No. 7130
be under cut and replaced with compacted
non-expansive sandy fill material The depths
and real extent of any required expansive soil
removal shall be determined by the Soil Engineer
at the time of construction.
3.4 Fills constructed on natural slopes having an
inclination steeper than 5 (horizontal) to 1
(vertical) shall be keyed and benched into firm
natural ground below any loose surface soils at
the direction of the Soil Engineer .
3.5 The contractor shall notify the Soil Engineer in
advance of his intention to import soil from any
source outside the project areas, and shall
permit the Soil Engineer to sample as necessary • for the purpose of making tests to establish the
qualities of these materials
3.6_, During operations, soil types other than those
analyzed in the report of the soil investigation
may be encountered by the contractor The Soil • Engineer shall be consulted to determine the
suitability of these soils
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Geotechnical Consulting 0 Page No. 28
Palomar Airport Road Widening 0 June 4, 1987
Carlsbad, California 0 Job No. 7130
4. Placing, Spreading, and Compacting Fill Materials •
4.1 Fill materials should be placed in layers, which,
when compacted, would permit adequate bonding and
compaction Each layer shall be spread evenly
and shall be thoroughly blade-mixed during the
spreading to provide uniformity of material in
each layer.
4.2 After each layer has been placed, mixed and
spread evenly, it should be thoroughly compacted
to a relative compaction of not less than 90
percent of the maximum dry density as determined
by ASTM Test Method D-1557-78, unless otherwise
specified :
4.3 Compaction shall be continuous over the entire
area and the equipment shall make sufficient
trips to ensure that the desired density has been
obtained throughout the entire fill
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Geotechnical Consulting Page No. 29
Palomar Airport Road Widening June 4, 1987
Carlsbad, California . Job No. 7130 .
5. Inspection
•
5.1 Observations and compaction tests shall be made by
• the Soil Engineer during the filling and compaction
operations.
5.2 The standard test used to define maximum densities
of the soild will be ASTM Method D-1557.
Compaction of the fill shall be expressed as the
percent of the field density to the maximum
density. When the compaction of the fill is below
the specified value, the particular layer or
portion shall be recompacted. The. number and kind
of tests shall be determined by the Soil Engineer.
5.3 During construction, the contractor shall properly
grade all excavated surfaces to provide positive
• •, drainage and prevent ponding of water. He shall
control surface water to avoid damage to adjoining •
properties or to finished work on the site.
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