HomeMy WebLinkAbout3151; Palomar Airport Road; Palomar Airport Road; 1987-03-03GEOTECHNICAL CONSULTING
PALOMAR AIRPORT ROAD WIDENING
CARLSBAD, CALIFORNIA
FOR
CITY OF CARLSBAD
COMMUNITY DEVELOPMENT
2075 LAS PALMAS DRIVE
CARLSBAD, CALIFORNIA 92008
JOB NO. 7092 MARCH 3, 1987
ff jn Testing Engineers—San Diego
//^^/// // ol United States Testing Company, Inc.
. OL/ 3467 Kurtz St., PO. Box 80985, San Diego, Ca. 92138(619)225-9641
iff ' ' i 2956 Industry Street, Oceanside, California 92054 (619) 757-0248
March 3, 1987
Job No. 7092
City of Carlsbad
Community Development
2075 Las Palmas Drive
Carlsbad, California 92008
Attention: Mr. Al Virgilio
Subject; Geotechnical Consulting
Palomar Airport Road Widening
Carlsbad, California
Gentlemen:
As per your request and authorization, we have completed a
geotechnical investigation of the proposed Palomar Airport Road
alignment. The purpose of this investigation was to perform a
geotechnical and geological evaluation of the above-mentioned
roadway widening and to provide geotechnical design criteria for
the planned widening.
This investigation was authorized by your acceptance of our
proposal dated December 23, 1986. Our office conducted a field
investigation and soil samplings of the site. The soil samples
were then used for laboratory testing in our office. The
results of the field exploration and laboratory testings are
included herewith.
City of Carlsbad
Palomar Airport Road Widening
Page 2
March 3, 1987
Job No. 7092
We appreciate the opportunity to be of service to you on this
interesting project and look forward to a continued association
on this and future projects. If you have any questions
regarding this report, please contact us at your convenience.
Almaz Fesseha
Project Engineer
AF/SMP:SVC
Addressee (6)
Respectfully submitted,
TESTING ENGINEERS-SAN DIEGO
William Schill
Project Geologist
Stephen M. Poole, RCE 40219
Geotechnical Department Manager
TABLE OF CONTENTS
Page
INTRODUCTION 1
PROJECT DESCRIPTION 1
METHOD OF INVESTIGATION 1
LABORATORY TESTINGS 2
GEOLOGIC CONDITIONS 3
FILL 3
LINDA VISTA FORMATION (Qlvs) 4
SANTIAGO FORMATION (Tsa) 4
DEL MAR FORMATION (Tdts) 4
DISCUSSION AND CONCLUSIONS 5
RECOMMENDATIONS 7
GENERAL 7
RETAINING WALLS 11
NEW ASPHALT CONCRETE PAVEMENT 13
REVIEW 15
LIMITATIONS AND UNIFORMITY OF CONDITIONS 16
ENCLOSURES:
BORING LOGS PLATE 1-6
TEST PIT LOG PLATE 7-12
SYMBOLS & TERMS USED ON BORING LOGS PLATE 13
GENERALIZED SUBSURFACE PROFILE PLATE 14
UNIFIED SOIL CLASSIFICATION PLATE 15
APPENDIX
LABORATORY TEST DESCRIPTION
LABORATORY TEST RESULTS
city of Carlsbad Page 1
Palomar Airport Road Widening March 3, 1987
Job No. 7092
INTRODUCTION
PROJECT DESCRIPTION
The subject site extends from east of Paseo Del Norte at about
Station 27+00 to west of Palomar Oaks Way at about Station
94+50.
METHOD OF INVESTIGATION
Site materials within the area of the proposed improvements were
evaluated by geologic mapping of surface exposures, backhoe
excavated test pits, and auger drilled test borings. The
excavations provided opportunities to evaluate subsurface
conditions, and enabled geologists to collect samples for
laboratory analysis. The approximate test boring and test pit
locations are presented on the logs. Boring logs are presented
on Plates 1 through 6 and Test Pit logs are presented on Plates
7 through 12. Symbols and terms used on the Test Pit and Boring
Logs are presented on Plate 13. A generalized subsiirface
profile is presented on Plate 14. The number of blows reguired
to drive the sampling barrel into the soil was recorded on the
boring logs.
city of Carlsbad Page 2
Palomar Airport Road Widening March 3, 1987
Job No. 7092
LABORATORY TESTING
Soils were visually classified according to the Unified Soil
Classification System as presented on Plate 15. Laboratory
tests were performed in accordance with accepted test methods of
the American Society for Testing and Materials (ASTM). Tests
conducted for the project included: Moisture/Density and
Expansion. The Test Results and Test Descriptions are presented
in the Appendix.
city of Carlsbad Page 3
Palomar Airport Road Widening March 3, 1987
Job No. 7092
GEOLOGIC CONDITIONS
The subject site lies in the Peninsula Range geomorphic province
and is underlain by formational materials of Eoceme age. The
Linda Vista formation was encountered on the north side of
Palomar Road at the higher elevations.
During the proposed roadway grading, natural soil and rock
material will be encountered during construction. According to
a study done by Weber entitled. Recent Slope Failures, Ancient
Landslides, and Related Geology of the North-Central Coastal
Area, San Diego County,, California 1982, the geologic units in
question are thought to be stable.
FILL
The fill materials encountered in Test Pit 1 and 2 are thought
to be local in nature because of the resemblance to the soils
generated from adjacent formational material. Fill materials
encountered are mostly sandy silt.
city of Carlsbad Page 4
Palomar Airport Road Widening March 3, 1987
Job No. 7092
LINDA VISTA FORMATION (Qlvs)
This formation was encountered in Test Pit 6 and can be expected
on the north side of Palomar Airport Road. This sub-unit lies
closer to the.coast where it can be observed in some road cuts
(Weber 1902). Materials that can be expected to be generated
are clayey sands, sands, and small cobbles and pebbles.
SANTIAGO FORMATION (Tsa)
This sub-unit consists in varying proportions of silty sand,
sand, clayey-silt, and clayey sands. The formation is exposed
on the north side of Palomar Airport Road.
DEL MAR FORMATION (Tdts)
The rocks of this sub-unit underlie the site where they in turn
overlie granite and metamorphic rocks. The materials generated
from these formations will be silty sands, clayey sands, and
clayey silts. Claystone units are thin, but may be encountered
during excavations.
City of Carlsbad Page 5
Palomar Airport Road Widening March 3, 1987
Job No. 7092
DISCUSSION AND CONCLUSIONS
Based on our field observations, analyses of technical data
generated in this study, and our geotechnical point of view, the
site is suitable for the proposed project. The planned roadway
alignment is underlain by existing road fill soil and several
natural earth deposits which range from soft, saturated soils to
hard, cemented formational rocks. Due to the soft and saturated
nature, some soil layers may have a potential for settlement.
However, the alluvium in the valley is medium-dense to dense, so
minimum undercutting and recompacting can be expected.
Portions of the hillside, need stabilization against surficial
failure or sliding. Various methods were considered. One way
is to provide a sufficiently flat slope, depending on the
existing earth material. A minimum safe slope of two horizontal
to one vertical can be used. It is however, noted, that adverse
bedding may be present within the slope. The other alternative
is building retaining walls or a combination of retaining walls.
City of Carlsbad Page 6
Palomar Airport Road Widening March 3, 1987
Job No. 7092
benching, and sloping the soil above the walls. This will
reduce the height of the retaining wall. Crib walls can also be
used though, more excavation work will be reguired, making the
solution costly.
City of Carlsbad Page 7
Palomar Airport Road Widening March 3, 1987
Job No. 7092
RECOMMENDATIONS
The following section presents recommendations consistent with
the underlying soil/rock units relative to the planned grades:
1. General
1.1 The near surface, saturated, alluvial soil,
whenever encountered, should be removed to a
minimum depth of three feet (3') and replaced
with site soil or base materials having
acceptable moisture contents. This replaced
soil should be compacted to a dry density of
at least ninety percent (90%) of the
laboratory Standard (ASTM Test Method,
D-1557)," and should be free of debris, organic
materials, or boulders.
1.2 Soil adjacent to the roadway should be
excavated and recompacted. The excavations
should extend at least ten feet (10') from the
outside edges of the roadway. This will
city of Carlsbad Page 8
Palomar Airport Road Widening March 3, 1987
Job No. 7092
minimize settling and cracking of the roadway
and contribute to reducing water seepage under
the pavement.
1.3 When fill is to be placed and compacted
against hillsides or existing fill, the slopes
of original hillsides and old or new fills
shall be horizontally benched to key the fill
material into the adjacent ground.
1.4 Based upon the blow counts per foot recorded
in the drilling operation, we found the
alluvium soils encountered in the valley to be
in medium-dense to very dense in condition.
Therefore, excavation and recompaction may be
limited to the upper two feet (2') of alluvium
soil prior to placement of structural fill.
1.5 Drainage and positive surface gradients should
be provided so that surface water will not
pond on the pavements, shoulder areas, nor
foundations.
City of Carlsbad Page 9
Palomar Airport Road Widening March 3, 1987
Job No. 7092
1.6 Support of open trenches: All trenches excavated
in excess of five feet in depth should either be
adequately shored or laid back on a slope of one
horizontal to one vertical. In areas where sand is
encountered, the slope should be flattened to 2
horizontal to 1 vertical. On-site inspection by a
representative of this office may result in
modification based on actual field exposures.
1.7 Trench Backfill: Pipeline trenches should be
backfilled with compacted fill. Backfill materials
should be placed in lift thicknesses appropriate to
the type of compaction equipment utilized and
compacted to a minimum degree of compaction 90
percent by mechanical means. In pavement areas,
portions of the trench backfill within the pavement
section should conform to the material and
compaction requirements of the adjacent pavement
section.
City of Carlsbad Page 10
Palomar Airport Road Widening iviarch 3, 1987
Job No. 7092
1.8 The hillside slope, may be stabilized by providing
adequate slopes depending on the existing earth
material. If temporary slopes are required in the
sandstone material, then a minimum slope of one
horizontal to one vertical (1:1) may be used.
Wherever sandy soil is encountered, a slope of two
horizontal to one vertical (2:1) may be used.
These slopes, if greater than twenty feet (20')
high should be benched or stepped. However as
noted earlier, adverse bedding may be present
within the slope, and should be inspected. The
slopes may be evaluated on-site by a representative
of this office, based on actual site inspections.
city of Carlsbad Page 11
Palomar Airport Road Widening March 3, 1987
Job No. 7092
2. Retaining Walls
Retaining walls may also be used, as an alternative, to the
slope stabilization on the hillside area.
2.1 The retaining walls if preferred, should be
properly designed and be founded at least 24 inches
below the lowest adjacent grade. For design
purposes, a static, lateral earth pressure (active
case) may be approximated using an equivalent fluid
unit weight of 35 pounds per cubic foot. Drainage
behind the retaining wall should be adequate to
ensure that free moisture does not accumulate near
the wall. A coefficient of friction 0.35 times the
dead load may be used between the bearing soils and
concrete wall foundations.
2.2 The foundations of the retaining walls can be
designed for a safe allowable bearing value of two
thousand pounds per sguare foot (2000 psf), for
both of the above alternatives.
City of Carlsbad Page 12
Palomar Airport Road Widening March 3, 1987
Job No. 7092
2.3 When building the retaining walls, the excavated
hillside slope should be stabilized for safety
against sliding or caving. A temporary slope
gradient of one horizontal to one vertical (1:1)
may be used for the sandstone zones. This slope
should be evaluated, on-site, by a representative
of this office based on actual site inspections.
2.4 After backfilling the excavated area behind the
retaining wall, the slope above the wall should
have a minimum gradient of one and a half
horizontal to one vertical (1-1/2:1).
city of Carlsbad Page 13
Palomar Airport Road Widening March 3, 1987
Job No. 7092
3. New Asphaltic Concrete Pavement
3.1 The new asphaltic pavement section for the widening
of the road comprises of Class II base and
asphaltic concrete. The design was based on a
minimum "R"-value of the base material of 78 and a
subbase material of 10. For a traffic index (TI)
of 8, a minimum asphaltic concrete thickness of
four inches and a base material thickness of twenty
inches may be used. Alternatively, a full depth
asphaltic concrete section, twelve inches (12")
thick, may be constructed on the existing subgrade
material.
3.2 The site is expected to have a net export of soil.
All clay soils under base coarse may be removed and
replaced with sand compacted as reguired by ASTM
Test Method D-1557. If clay soils are not removed,
we then recommend that granular soils be placed in
the upper three feet (3') of fill. The pavement
maintenance should be minimized if granular soils
are placed beneath the Class II base.
City of Carlsbad Page 14
Palomar Airport Road Widening March 3, 1987
Job No. 7092
3.3 The placement and construction of the pavement
section, should be in conformance with an
appropriate standard specification, such as
"Standard Specification for Public Works."
3.4 The overall design of the pavement should include
proper drainage systems and gradients for runoff
flow away, from the roadway. Also, proper
channeling systems should be designed to prevent
ponding of water that may promote seepage beneath
the pavement.
city of Carlsbad Page 15
Palomar Airport Road Widening March 3, 1987
Job No. 7092
REVIEW
The final plans should be reviewed by this office to minimize
any misunderstandings between the plans and the recommendations
presented herein. In addition, excavations and earthwork
performed on-site should be evaluated by a qualified engineering
geologist or geotechnical engineer. If conditions are found to
vary from those stated herein, appropriate recommendations
should be requested.
city of Carlsbad Page 16
Palomar Airport Road Widening March 3, 1987
Job No. 7092
LIMITATIONS AND UNIFORMITY OF CONDITIONS
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
0 the exploration locations and the assumption that the soil
conditions do not deviate appreciably from those encountered.
H It should be recognized that the performance of the foundations
and/or cut and fill slopes may be influenced by undisclosed or
unforeseen variations in the soil conditions that may occur in
city of Carlsbad Page 17
Palomar Airport Road Widening March 3, 1987
Job No. 7092
the intermediate and unexplored areas. Any unusual conditions
not covered in this report that may be encountered during site
development should be brought to the attention of the soil
engineer so that modifications can be made, if necessary.
This office should be advised of any changes in the project
scope or purposed site grading so that it may be determined if
the recommendations contained herein are appropriate.
The findings of this report are valid as of this date. Changes
in the condition of a property can, however, occur with the
passage of time, whether they be due to natural processes or the
work of man on this or adjacent properties. Due to such
changes, the findings of this report may be invalidated wholly
or in part by changes beyond our control. Therefore, this
report would not be relied upon after a period of two years
without a review by us verifying the suitability of the
conclusions, and recommendations.
City of Carlsbad Page 18
Palomar Airport Road'Widening March 3, 1987
Job No. 7092
The client recognizes that subsurface conditions may vary from
those encountered at the locations where our test pits, surveys,
and 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 whatsoever,
expressed or implied, is made or intended in connection with the
work performed or to be performed by us, or by our proposal for
consulting or other services, or by our furnishing of oral or
written reports, or findings.
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
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
CM
ON
o
o
-3
Project: Palomar Airport Rd.n„,,. 1-23-87 Bohng No:
Type of Rig:__±±i Hole Diameter: ^ inches
Hammer Weigtit 8 Fall 140 lbs./SO" Ground Water: none
Elevation: _
_ Logged By: WMS
a. UJ o
o m
>-CO
Location: Sta: 55+50
50' North of Centerline
FIELD DESCRIPTION
to
O _l
CO
Q. s <
to
to .— Z U. LU U
Q a. >-oz o
o o
OJ
. 4
. 8
- 10
• 12
. 14
• 16
_. 18
20
. 22
24
_ 26
28
SC
ML
ML
Formational
0-7 Clayey Sand, tan to brown, fine to
medium grained sand, moist, medium
dense
DR
35
7-18' Sandy Silt with Clay, dark brown,
fine to medium grained sand,
moist, stiff to very stiff.
27
DR
18-43' Clayey Silt., white to tan-brown,
variable clay content, dry to
moist, very stiff to hard 50-6" X
Decreasing clay content more
brown in color
50-2" DR
PLATE. Iff
Testing Engirieers-San Diego
BORING LOG
Project: Palomar Airport
Type of Rig: B-61
T-?^-«7 Date:
Hole ninmetPr- 8 inches
Boring No:
Elevation:
CM
ON o r-<
Hammer Weight a Fall: i^o lbs./so" Ground Water: none Logged By: WMS
o
-3
a. UJ o
o m
>-to
Location: Sta: 55+50
50' North of Centerline
FIELD DESCRIPTION
to
o —I m <
to
to .
Z U. UJ u O Q. >• " OC is
o o
CJ
- 32
S4
36
S8
40
42
44
46
- 48
50
- 52
- 54
- 56
. 58
ML
50-2" DR 128
50'2' DR
Boring Terminated at 44 feet,
PLATE.
Testing Engineers-San Diego
BORING LOG
1-23-87
CM
<J\ O
Project: Palomar Airport Rd. Qg|g.
Type of Rig- Hole Diameter
Hammer Weight a Fall:^"^" lbs./so"— Q^Q^^jj yi^g^g^.
8 inches
Boring No:
None
Elevation: _
_ Logged By: .WMS
X
I— Q. UJ O
O
m >-to
Location: Sta: 27+90,
60' South of Center line
FIELD DESCRIPTION
to
o <
to
to .— Z U. UJ (_>
o a. >• oc a Z CJ
o o
OJ
. 8
.10
•12
.16
-18
-20
•22
ML
SM
SC
SP
SM
0-4' Sandy Silt, brown, medium to fine
sand
4-8' Silty Sand, light brown, medium to
fine sand, moist 51 DR 100
8-12' Clayey^Sand, dark brown, medium to
fine sand, moist
61 DR
12-17' Sand, red-brown, medium to fine
grained, clean, moist
71 DR
17-21.5' Silty Sand,' dark brown, medium
to fine grained, moist, dense
to very dense
Boring Terminated (3 21.5'
PLATE.
Testing Engineers-San Diego
BORING LOG
Project: Palomar Airport RdDntft- 1-23-87
Type of Rig- ^-^^ Hole ninmPtPr- 8 inches
o 1^
Hammer Weight a Fall: ibs/30"— Ground Water:
Boring No: =
Elevation: _
20.5' Logged By: WMS
o
a.
UJ o
o m Z >-to
Location: Sta: 41-1-00,
ISO' South of Center line
FIELD DESCRIPTION
to
o -I
CD <
to
to — Z U. Ul o a Q.
> ~" tr a o o Z <_)
- 8
- 10
. 12
. 14
. 16
. 18
. 20
- 22
. 24
. 26
. 28
ML
LI
ML
SM
ML
O-S' Sandy Silt, light brown fine sand,
minor clay, moist, firm
3-9* Sandy Clay, dark brown to black,
medium to fine sand, moist, very
stiff
43 DR 114
9-20.5' Sandy Silt , light brown, fine
sand, moist, hard 92 DR 114
14' Lighter brown
20.5-24' Silty Sand, Brown, wet, dense 80-6" DR
24-30' Sandy Silt, brown, fine sand,
dry to moist, hard
Boring Terminated @ SO' .00-r-S" DR
15
15
PLATE. 3
Testing Engineers-San Diego
BORING LOG
fsl
ON o
Project- Palomar Airport Rd[:)f,fp. 1-23-87
Type of Rig- ^"^^ Hole ninmPtPr- 8 inches
Hammer Weight a Fall:
Boring No:
.140 lbs./SO" Ground Water: None
Elevation: _
_ Logged By: WMS
X
»-
UJ
a
o
CQ >-
to
Location: Sta: 71+40,
70' South of Center: line
FIELD DESCRIPTION
to
o
_j
CD <
to
to .—
LLJ CJ
O Q.
>-tr a o o Z u
o o
OJ
- 2
- 8
. 10
12
14
. 16
. 18
20
- 22
- 24
- 26
- 28
SM
SM
SM
0-4' Silty Sand, dark brown to black,
moist to wet
4-8' Silty Sand, light brown, fine to
medium grained sand, moist,
medium dense 24 DR 102 20
8-16.5' Silty Sand, dark brown medium
to fine sand, moist, med:Lum
dense
38 DR
S8 DR
Boring Terminated @ 16.5'
PLATE.
Testing Engineers-San Diego
BORING LOG
Pmjpr.t-Palomar Airport Rd QQ\Q. 2-11-87
Type of Rig- B-6I Hole Diameter:-^
Boring No:
Elevation:
Hammer Weight a Fnii- 140 ibs/so" Ground Water: J.5 Logged By:_scG_
CL UJ
o
o
CD z >• to
Location: Star 63+50,
no' South of Centerline
FIELD DESCRIPTION
to
o <
to
to .— z u. UJ o O Q.
>-tr o
<2 S 2 o
o o
OJ
- 2
- 4
- 6
- 8
- 10
- 12
- 14
- 16
- 18
20
22
- 24
- 26
- 28
SM 0-4' SILTY SAND, brown, with minor
clay, moist
ML-CL 4-10' CLAYEY SILT, dark brown,
organic clay
32 DR 115 15
CL 10-15' CLAY, brown, plastic, medium
expansive potential, very stiff 23 DR
SP 15-21.5' SAND, light brown, moderately
graded, medium dense
52 DR 107 19
Boring Terminated @ 21.5'
PLATE.
Testing En^ih^ers-San Diego
BORING LOG
Project: Palomar Airport Rdpj^^^ 2-11-87 Borina No: 6 Project:
T«ne nf Pin- B-61 Hnip ninmPtPr- 8 inches Elevation:
Hammer Weight a Fall:^^° ibs/so" Ground Water-None Logged By:. SCG DEPTH (FT) SYMBOL Location: Sta: 50+00,
90' North of Center line
FIELD DESCRIPTION BLOWS/FT SAMPLE ORY DENSITY (PCF) MOISTURE CONTENT (7o) o o
OJ
1
SP 0-27' Clayey Sand Tan to grey, moist,
medium dense to dense
- 2
. 4
6 35 DR
8
- 10 - Increasing clay content - 10
58 DR
. 12
- 14
- 16
. 18
. 20 - Very dense - Very dense
50-6" DR 112 IS
. 22
. 24
- 26 -
. 28 SM 27-30' Clayey Silt, orange-tan, hard
Boring Terminated (3 SO' ^50-5" DR
CN
o
o
PLATE. 6:
Testing Engineers-San Diego
TEST PIT LOG
Project No; 7092
Ground Elevation;
Project Name: Palomar Airport Road Test Pit NO: L
Date Excavated: 1-27-87 Ground Water: —None.
0 -.
Location: Sta: 82+30, 90' South of
Center line
PENETROMETER
(tsf)
LAB TESTS
Wc% - 2007o
2 -A - FILL • 2.5-6.0
li! 4
UJ O 8
10
B - FORLIATIONAL 7.0
12 -
14 -
UNIT DESCRIPTION
Sandy Silt
Tan-brown, variable clay content, moist,
medium dense
Sandy Clay
Dark brown to black, moist, hard
PLATE
Testing Engineers-San Diego
TEST PIT LOG
7092 Project No:
Ground Elevation:
Project Name: Palomar Airport Road Jggi pjf NO: _L
Date Excavated: 1-27-87 Ground Water: None
Location: STA -82+00, 110'
South of Centerline
PENETROMETER
(tsf)
LAB TESTS
Wc7o - 2007o
2 -A - FILL
li! 4
z
I 6 t— Q. UJ
° 8
10 -f
12
14 -
B - FOR^IATIONAL >7.0
UNIT DESCRIPTION
Sandy Silt
Tan-brown, variable clay, moist, medium dense
Sandy Clay
Dark Brown to black, moist, hard
PLATE
Testing Engineers-San Diego
TEST- PIT LOG
Project No: 7092 Project Name: Palomar Airport Rd. jg^^ pj^ 3_
Ground Elevation: ^-^1-^'^ Date Excavated: Ground Water: _j2fi£
a. Ul o
0 -
2 -
4
6
8
10
12 -
14 -
Location: Sta: 91+SO, 80' South of Center line
A - TOPSOIL
B -
C - FORMATIONAL
D - FORMATIONAL
E - FORMATIONAL
PENETROMETER
(tsf)
4.5 - 6.0
LAB TESTS
Wc7o - 2007o
UNIT DESCRIPTION
D
Sandy Clay
Brown, medium to fine sand, organics, moist, soft to firm,
2 inches of asphaltic concrete (3 1.5'
Clayey Sand
V7hite-tan, moist, medium dense
Sandy Clay
Dark brown with pockets of tan or red clayey sand, low
expansion potential, moist, stiff to very stiff
Silty Clay
Black, some fine sand, some organics, moist stiff
Clayey Sand
Red-brown, moist, medium dense to dense
PLATE
Testing Engineers-San Diego
TEST PIT LOG
Project
Ground
NO: 7092 Test Pit No: L
Elevation;
Project Name: Palomar Airport Road
Date Excavated: ^"^7"°^ Ground Water: None
Location: STA - 100+00, 60'
South of Centerline
0
2
I—
UJ
\it 4H
z
X 6
8 i
10
PENETROMETER
(tsf)
LAB TESTS
Wc7o - 2007o
A - TOPSOIL
B - FOR^IATIONAL
C - FORMATIONAL
D - FORI-IATIONAL
Q.
Ul
E - FORMATIONAL
12 -
14 -
2.5 - S.5
> 7.0
UNIT DESCRIPTION
Sandy Clay
Brown, medium to fine sand, organics, moist, soft to firm
Clay Stone
Black to green claystone, moist, hard
Silty Sandstone
White, fine grained sand, cemented, hard
Sandy Claystone
Dark brown to black, fine sand, moist, hard
Silty Sandstone
Brown, moist, dense to very dense
PLATE
Testing Engineers-San Diego
TEST PIT LOG
Project No: .
Ground Elevation
7092 Project Name; Palomar Airport Road j^^^ p-^ 5_
Date Excavated: ^-^7-87 Ground Water: None
Location: Sta: 74+50, 100 ft.
North of Center line
0
2 -i
*—
Ul
H! 4
z
X 6
8
10 -f
A - TOPSOIL
B - FORMATIONAL
C - FORMATIONAL
a.
Ul o
D - FOR]>IATIONAL
12 -
14 -
PENETROMETER
(tsf)
>7.0
LAB TESTS
Wc7o - 2007o
UNIT DESCRIPTION
Sandy Clay
Black, fine sand, with organics, moist;, soft to firm
Clay Stone
Black, fine sand, moist, hard
Silt Stone
White to tan, little fine sand, dry, hard
Sandstone
White to tan, cemented, dry, hard with green and red striations
PLATE
Testing Engineers-San Diego
TEST PIT LOG
Project No:
Ground Elevation;
7U92 Project Name: Palomar Airport Road jgg^ pj^ N0:_1
Dote Excavated: --^ Ground Water:
0 -I
2
4
Location: Sta: 36+00,
SO' North of Center line
PENETROMETER
(tsf)
LAB TESTS
Wc7o - 2007o
A - FORI>'iATIONAL
B - FORj^iATIONAL
Q.
UJ
a C - FORMATIONAL
8
10 -
12 -
14 -
UNIT DESCRIPTION
Conglomerate
Red-brown sand matrix with cobbles to 4", medium grained sand,
moist, very dense
Clayey Sand
White, well graded sand, moist, very dense
Sandy Claystone
Green to tan, coarse sand, hard
PLATE
Testing Engineers-San Diego
SYMBOLS AND TERMS USED ON BORING LOGS
SAMPLER TYPES
(Shown in SAMPLE column
OR BK
DRIVEN RING
SAMPLE
DRIVEN
BAG SAMPLE
DISTURBED
BULK
SAMPLE
H SHELBY
TUBE
ROCK
CORE
SPLIT
SPOON
NO
RECOVERY
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 interpretotion of blow counts
using a hommer as noted on the boring log.
DESCRIPTIVE TERM SPT VALUES, N
blows per 12 in.
(After Terzaghi a Peck, 1968)
0 to 4 Very loose
Loose
Medium-dense
Dense
Very dense
4 to 10
10 to 30
30 to 50
>50
FINE GRAINED SOILS (major portion passing No. 200 sieve): Includes (1) inorganic and organic silts and cloys,
(2) gravelly, sandy, or silty cloys, and (3) cloyey silts. Consistency is rated according to shearing strength, as
indicated by penetrometer readings or by unconfined compression tests.
DESCRIPTIVE TERM
UNDRAINED
SHEAR STRENGTH
KIPS/SO FT
Very soft less than 0.25
Soft 0.25 to 0.50
Firm 0.50 to 1.00
Stiff 1.00 to 2.00
Very stiff 2.00 to 4.00
Hard 4.00 and higher
NOTE: Fissured days may iiave lower unconfined compressive strengths than stiown above, because of
planes of weakness or cracks in tlie soii TJie consistency ratings of sucti soils are based on penetrometer
readings.
TERMS CHARACTERIZING SOIL STRUCTURE
Fissured — containing shrinkage cracks, frequently filled with fine sand or silt, usually more or less vertical
Interbedded — composed of alternate layers of different soil types
Calcareous — contoining 12 to 50 percent colcium carbonate
Carbonate — containing more than 50 percent calcium carbonate
Well graded — having wide range in groin sizes and substantial amounts of all intermediate particle sizes
Poorly graded — predominately of one groin size, or having a range of sizes with some Intermediate
size missing
Terms used in ttiis report for describing soils according to ttieir texture or grain size distribution are in accordance
witti the UNIFIED SOIL CLASSIFICATION SYSTEM, as described in Technical Memorandum No.3-35'^ Waterways Exp.Sta,3/53
PLATE.
112
102
92
^ 82
72
I 62
O
= 52
I 42
UJ
GENERALIZED SUBSURFACE PROFILE
TP4
•^li^ SANDSTONE
:SANDY__^FORMATIONAL) &
CLAY-SILT
S.ILTY CLAY/
CLAYEY SAND
GENERAL NOTES
Data concerning subsurface conditions have
been obtaii-j.ed at boring location only.
Actual conditions at locations between borings
may differ from the profiles shown
100
HORIZONTAL SCALE
112
102 m 5"
<
82
72
62
52
42
o
3
Testing Engineers-San Diego
GENERALIZED
• SUBSURFACE
PROFILE
vk>b ^4d: 7092 Dote.- 3/2/87
Testing Engineers-San Diego
UNIFIED SOIL CLASSIFICATION
PLASTICITY CHART
60
SO
40
= 30
20
10
CH
* V y OH and 1 /IH
CL
ML ind 0 /
/
ML ind 0
0 10 20 30 40 so 60 70 80 30 100
Liquid Liinit
V
>
O O CM
_ C O o
</> £
0 a>
LU c z 5
1 I I ^
QC O
< E O CJ o
o .c e
a>
o
2
GROUP
SYMBOL TYPICAL NAMES-
GW Wfeil-groded gravels,
gravel-sond mixtures,
little or no fines
GP
Poorly graded gravels,
gravel-sand mixtures,
little or no fines
GM Silty gravels, gravel-
sand-silt mixtures
GC Clayey gravels, gravel
sand-cloy mixtures
SW
Well-graded sonds,
gravelly sands, little
or no fines
SP
Poorly graded sands,
gravelly sands, little
or no fines
SM Silty sands, sand-silt
mixture
SC
Clayey sands, sand-
clay mixtures
>
O O cvi
c o
<o J:
-I o iJ
o Q e
< _ Q: O
CD w 1 " UJ o
2 £
o
GROUP
SYMBOL TYPICAL NAMES
ML
Inorganic silts and very
fine sands, rock flour
silty or clayey fine
sands, or clayey silts
with slight plasticity
CL
Inorganic clays of low to
medium plasticity,
gravelly cloys, sandy
cloys, siity cloys, lean
cloys
QL
Organic silts and organic
silty cloys of low
plasticity
MH
Inorganic silts, micaceous
or diatomoceous fine
sandy or silty soils,
elastic silts
CH Inorganic cloys of high
plasticity, fat cloys
OH
Organic cloys of medium
to high plasticity,
organic silts
Pt Peat and other highly
organic soils
NOTE: DGroup symbol presented in SYMBOL column on BORING LOG.
2) The A line is on empirical relationship estoblished by A. Casogronde.
PLATE
city of Carlsbad March 3, 1987
Palomar Airport Road Widening Job No. 7092
APPENDIX
LABORATORY TEST DESCRIPTION
LABORATORY TEST RESULTS
City of Carlsbad Marcti 3, 1987
Palomar Airport Road Widening Job No. 7092
LABORATORY DESCRIPTION
1. MOISTURE DENSITY TESTS
The field moisture content and dry density tests were
performed on ring drive samples retained during the field
investigation. The field moisture content was determined as
a percentage of the dry unit weight.
2. EXPANSION
Expansion tests were performed on representative samples at
existing condition of density and moisture content. The
samples were air dried and allowed to swell against a
surcharge load of 150 pounds per square foot.
city of Carlsbad
Palomar Airport Road Widening
March 3, 1987
Job No. 7092
LABORATORY RESULTS
1. Moisture Content And In-Place Density Tests
Sample No.
and Depth
BHl @ 35 ft.
BH2 @ 5 ft.
BH3 @ 5 ft.
BH3 @ 10 ft.
BH4 @ 5 ft.
BH5 % 10 ft.
BH5 @ 20 ft.
BH6 @ 20 ft.
Field Dry
Density (lbs.
per cubic foot)
127.9
100.1
113.8
114.4
102.4
114.6
106.6
111.5
Field
Moisture
Content
(percent)
7.6
5.1
15.2
14.8
20.0
14.9
18.8
12.9
PLATE A-1
city of Carlsbad March 3, 1987
Palomar Airport Road Widening Job No. 7092
2. Expansion Test
Sample No. Expansion Potential
and Depth Index Expansion
TPS @ 3-4 ft. 32 Low
BH3 (§ 5 ft. 62 Medium
BH5 @ 10 ft. 65 Medium
BH6 @ 10 ft. 7 Very Low
PLATE A-2