HomeMy WebLinkAboutCT 03-01-01; LA COSTA RESORT & SPA MSTR PLAN; LIMITED SOILS INVESTIGATION PROPOSED;LIMITED SOILS INVESTIGATION
PROPOSED NEW PARKING LOT
LA COSTA RESORT & SPA
COSTA DEL MAR ROAD
CARLSBAD, CALIFORNIA
-Prepared By-
Sladden Engineering
39-725 Garand Lane, Suite G
Palm Desert, California 92211
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Sladden Engineering
6782 Stanton Ave., Suite E, Buena Park, GA 90621 (562) 864-4121 (714) 523-0952 Fax (714) 523-13^
39-725 Garand Ln., Suite G, Palm Desert, CA 92211 (760) 772-3893 Fax (760) 772-3895
June 7,2002 Project No. 544-2063
02-06-343
La Costa Resort and Spa
KSL Development Corporation
2100 Costa Del Mar Road
Carlsbad, California 92009
Attention: Mr. Mike Cusick
Project: Proposed New Parking Lot
La Costa Resort & Spa
Carlsbad, Califomia
Subject: Limited Soils Investigation
Presented herewith is the report of our Limited Soils Investigation prepared for the new parking lot to be
constructed southeast ofthe entry to the La Costa Resort & Spa on the corner of Costa Del Mar Road and
El Camino Real in the City of Carlsbad, Califomia. This report was prepared in order to provide
recommendations for design and construction ofthe parking lot.
This report presents the results of our limited field investigation and laboratory testing along with
conclusions and recommendations for design and construction. This report completes our agreed upon
scope of services as described in our proposal dated May 8, 2002.
We appreciate the opportunity to provide service to you on this project,
regarding this report, please contact the undersigned
If you have any questions
Respectfully submitted
SLADDEN ENGIN
Brett L
Principal Engineer
SER/pc
Copies: 4/La Costa Resort and Spa
Sladden Engineering
LIMITED SOILS INVESTIGATION
LA COSTA RESORT & SPA PARKING LOT
COSTA DEL MAR ROAD
CARLSBAD, CALIFORNIA
June 7, 2002
TABLE OF CONTENTS
INTRODUCTION
SCOPE OF WORK
PROJECT DESCRIPTION.
SUBSURFACECONDITIONS 1
CONCLUSIONS AND RECOMMENDATIONS 2
Pavement Design 2
GENERAL SITE GRADING 2
Site Clearing ^
Preparation of Slab and Paving Areas 2
Placement of Compacted Fill 3
Testing and Inspection ^
GENERAL
APPENDIX A - Site Plan and Boring Logs
Field Exploration
APPENDIX B - Laboratory Testing
Laboratory Test Results
3
Sladden Engineering
June 7 2002 -1- ProjectNo. 544-2063
•"'"^ 02-06-343
INTRODUCTION
This report presents the results of our Limited Soils Investigation prepared in order to provide
recominendations for the design and construction of the proposed parking lot to be located on the
southeast corner of El Camino Real and Costa Del Mar Road in the City of Carlsbad, California. The
preliminary plans indicate that the parking lot will be constructed near the current surface elevation and
will consist of asphalt pavement surrounded by concrete curbs and landscape areas.
SCOPE OF WORK
The purpose of our investigation was to evaluate certain engineering characteristics of the near surface
soils in order to develop recommendations for the design of the parking lot pavement. Our investigation
included limited field exploration, laboratory testing, engineering analysis and the preparation of this
report. Evaluation of environmental issues or hazardous wastes was not within the scope of services
provided. Our investigation was performed in accordance with contemporary geotechnical engineering
principles and practice. We make no other warranty, either express or implied.
PROJECT DESCRIPTION
The proposed new parking lot is to be located in the general area of the existing temporary parking lot on
the southeast corner of Ei Camino Real and Costa Del Mar Road in the City of Carlsbad, California. The
project includes the construction ofthe paved parking lot and the related improvements. The proposed
parking lot is located in a relatively level area that remains vacant. The majority ofthe parking lot site is
presently vacant but there are existing temporary modular office trailers within the northern portion ofthe
site. The southern site boundary consists of the San Marcos Creek that is over 10 feet deep adjacent to
the site.
SUBSURFACE CONDITIONS
Based upon the soil conditions encountered within our borings, the parking lot is underlain by a generally
thin profile of artificial fill material consisting primarily of silty clays overlying native silty clays. The
artificial fills extended to depths of 4 to 7 feet below existing grade within the area of our borings. The
artificial fills consisted ofan inconsistent mixture of silty clays similar to the underlying native silty clays.
In general, the artificial fill soils and the underlying native soils appeared somewhat loose and/or soft.
The soils were generally wet throughout the depth of our borings.
Expansion testing indicates that the surface soils are expansive and fall within the "medium" expansion
category in accordance with the Uniform Building Code classification system. Groundwater was
encountered within the exploratory boring at depths of 7 to 8 feet below the existing ground surface.
Groundwater should not be a factor in foundation design or construction.
Sladden Engineering
June 7, 2002 -2- Project No. 544-2063
02-06-343
CONCLUSIONS AND RECOMMENDATIONS
Based upon our field investigation and laboratory testing performed on the site, it is our opinion that the
proposed parking lot and related improvements are feasible from a soU mechanic's standpoint provided
that the recommendations included in this report are considered in design and construction.
The foilowing recommendations present more detailed foundation design criteria that have been
developed on the basis of our field investigation and laboratory testing.
Pavement Design: All pavement and improvements should be underlain by a minimum
compacted fill thickness of 12 inches (excluding aggregate base). This may be performed as
described in the Site Grading Section of this report. R-Value testing conducted during our
investigation indicated an R-Value 22. The following preliminary pavement sections are based
upon a design R-Value of 20.
Parking areas and areas limited to auto and light truck traffic (Traffic Index = 5.0)
Use 3.0 inches of asphalt on 8.0 inches of Class 2 base material
Primary Roadways and areas of regular heavy truck traffic (Traffic Index = 6.5)
Use 4.0 inches of asphah on 8.0 inches of Class 2 base material
Aggregate base should conform to the requirements for Class 2 Aggregate base in Section 26 of
CalTrans Standard Specifications, January 1992. Asphahic concrete should conform to Section
39 ofthe CalTrans Standard Specifications. The recommended sections should be provided with
a uniformly compacted subgrade and precise control of thickness and elevations during
placement.
Pavement and slab designs are tentative and should be confirmed at the completion of site
grading when the subgrade soils are in-place. This will include sampling and testing ofthe actual
subgrade soils and an analysis based upon the specific traffic information
General Site Grading: All grading should be performed in accordance with the grading
ordinance of the City of Carlsbad, California. The following recommendations have been
developed on the basis of our field and laboratory testing and are intended to provide a uniform
compacted mat of soil beneath the pavement.
1. Site Clearing: Proper site clearing will be very important. Any abandoned underground
utilities or irrigation lines should be removed and the resuhing excavations should be
properly backfllled. Soils that are disturbed during site clearing should be removed and
replaced as controlled compacted fill under the direction of the Soils Engineer.
2. Preparation of Slab and Paving Areas: All surfaces to receive asphalt concrete paving
or exterior concrete slabs-on-grade, should be underlain by a minimum compacted fill
thickness of 12 inches. This may be accomplished by a combination of overexcavation,
scarification and recompaction of the surface, and replacement ofthe excavated material
as controlled compacted fill. Compaction of the subgrade soils within the slab and
pavement areas should be to a minimum of 95 percent relative compaction.
Sladden Engineering
June 7,2002 -3- 02^-06^-343
3. Placement of Compacted Fill: Fill materials should be spread in thin lifts, and
compacted at near optimum moisture content to a minimum of 95 percent relative
compaction. Imported fill material shall have an Expansion Index not exceeding 20.
Because the deeper soils may be wet when excavated, some drying or stabilization should
be expected in the areas of deeper cuts. Stabilization may be accomplished utilizing
crushed rock and if necessary geotextile fabric.
The wet soils removed during excavation should be dried back to near optimum moisture
content or mixed with dry soils prior to placement as engineered fill material. The
bottom ofthe excavations should be stable and unyielding prior to fill placement.
The contractor shall notity the Soils Engineer at least 48 hours in advance of importing
soils in order to provide sufficient time for the evaluation of proposed import materials.
The contractor shall be responsible for delivering material to the site that complies with
the project specifications. Approval by the Soils Engineer will be based upon material
delivered to the site and not the preliminary evaluation of import sources.
Our observations of the materials encountered during our investigation indicate that
compaction within the native soils will be most readily obtained by means of heavy
rubber tired equipment and sheepsfoot compactors. A uniform and near optimum
moisture content should be maintained during fill placement and compaction.
4. Testing and Inspection: During grading tests and observations should be performed by
the Soils Engineer or his representative in order to verify that the grading is being
performed in accordance with the project specifications. Field density testing shall be
performed in accordance with applicable ASTM test standards.
The minimum acceptable degree of compaction shall be 90 percent ofthe maximum dry
density as obtained by the ASTM Dl557-91 test method. Where testing indicates
insufficient density, additional compactive effort shall be applied until retesting indicates
satisfactory compaction.
GENERAL
The findings and recommendations presented in this report are based upon an interpolation ofthe soil
conditions between the exploratory boring locations and extrapolation of these conditions throughout the
proposed parking lot area. Should conditions encountered during construction appear different than those
indicated in this report, this office should be notified.
This report is considered to be applicable for use by La Costa Resort and Spa and KSL Development for
the specific site and project described herein. The use of this report by other parties or for other projects
is not authorized. The recommendations of this report are contingent upon monitoring ofthe parking lot
operations by a representative of Sladden Engineering. All recommendations are considered to be
tentative pending our review ofthe foundation construction. If others are employed to perform any soil
testing, this office should be notified prior to such testing in order to coordinate any required site visits by
our representative and to assure indemnification of Sladden Engineering.
Sladden Engineering
APPENDIX A
Site Plan
Boring Log
Sladden Engineering
APPENDIX A
FIELD EXPLORATION
For our field investigation, 4 exploratory borings were excavated on May 30, 2002, using a truck mounted
hollow stem auger rig (Mobile B61). The borings were excavated in the approximate location ofthe
proposed parking lot. Continuous logs of the materials encountered were made on the site by a
representative of Sladden Engineering. Boring logs are included in this appendix.
Representative undisturbed samples were obtained within our boring by driving a thin-walled steel
penetration sampler (California split spoon sampler) with a hand operated hammer.
The California samplers are 3.0 inches in diameter, carrying brass sample rings having inner diameters of
2.5 inches. The standard penetration samplers are 2.0 inches in diameter with an inner diameter of 1.5
inches. Undisturbed samples were removed from the sampler and placed in moisture sealed containers in
order to preserve the natural soil moisture content. Bulk samples were obtained from the excavation
spoils and samples were then transported to our laboratory for further observations and testing.
Sladden Engineering
I
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El Catnino Real
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^ Approximate Boring Locations
Boring Location Map
La Costa Resort & Spa Parking Lot
Costa Del Mar Road
Carlsbad, Califomia
Sladden Engineering
Project Number: 544-2063 | Date: 6-11-02
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La Costa Resort & Spa Parking Lot
Costa Del Mar Road / Carlsbad, California
Date: 5-30-02 Boring No. 1 Job No.: 544-2063
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12/21/26
10
20
25
30
120/36/38
150/50-3"
120/50-6'
40
50
55
I-35/50-5'
40/60-6'
Silty Clay: Brown, sandy CL
121 11.1
Sandy Silt: Brown,
slightly clayey
ML 114 13.6
Silty Sand: Brown,
very siity, fine grained
SM 108 8.1
Silty Sand: Brown,
fme grained
SM 102 2.0
Silty Clay: Brown,
trace gravel
CL 112 15.6
Silty Clay: Brown with
interbedded silty sand layers
I Recovered Sample
CL
99 8.7
Asphah 2.5" thick
Total Depth = 31.5'
No Bedrock
No Groundwater
Note: The stratification hnes
represent the approximate
boundaries between the soil types;
the transitions may be gradual.
La Costa Resort & Spa Parking Lot
Costa Del Mar Road / Carlsbad, California
Date: 5-21-02 Boring No. 2 Job No.: 544-2063
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40
45
50
55
Silty Clay: Brown, sandy CL
Asphalt 3" thick
14/32/44 120 13.0
10
15
20
25
30
I" 28/50-5
24/34/36
14/18/36
Silty Clay: Brown with fine
to coarse grained sand
CL 119 8.7
Silty Sand: Brown,
very silty, fine grained
SM 5.3
3.6
Recovered Sample
I J I Standard Penetration
Sample
Total Depth = 21.5'
No Bedrock
No Groundwater
Note: The stratification hnes
represent the approximate
boundaries between the soil types;
the transitions may be gradual.
La Costa Resort & Spa Parking Lot
Costa Del Mar Road / Carlsbad, California
Date: 5-21-02
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Boring No. 3 Job No.: 544-2063
DESCRIPTION
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Silty Clay: Brown, sandy CL
10
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13/36/50
20
25
30
45
50
55
1
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8/10/10
10/20/26
13/23/23
30/50-6'
18/22/30
18/18/24
Silty Sand; Brown, fine
grained with scattered gravel
SM
Sand: Brown,
slightly silty, fine grained
SP/SM
Silty Clay: Brown with
interbedded silty fine sand layers
CL
8/10/12
28/30/35
15/28/30
Silty Clay: Brown CL
Clayey Silt: Brown, sandy ML
Sandy Silt: Brown, clayey ML
121 12.4
4.7
5.8
1.5
1.0
13.0
29.0
13.6
16.3
Asphah 3.5" thick
53% passing #200
39% passing #200
12% passing #200
37% passing #200
16% passing #200
7% passing #200
72% passing #200
98% passing #200
41% passing #200
33% passing #200
Recovered Sample
I ^ I Standard Penetration
Sample
Note: The stratification lines
represent the approximate
boundaries between the soil types;
the transitions may be gradual.
Total Depth = 51.5'
No Bedrock
No Groundwater
La Costa Resort & Spa Parking Lot
Costa Del Mar Road / Carlsbad, California
Date: 5-21-02
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Boring No. 4 Job No.: 544-2063
DESCRIPTION
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10
20
25
35
40
45
50
55
Asphah 3.5" thick
Sandy Silt: Brown, clayey ML
13/30/40
130/50-6"
18/40/50
130/50-6"
107
104 7.0
Sand: Grey brown,
fine grained
SP 99 2.6
Silty Sand: Grey brown,
fine grained
SM
95 1.0
Recovered Sample
Total Depth = 21.5'
No Bedrock
No Groundwater
Note: The stratification lines
represent the approximate
boundaries between the soil types;
the transitions may be gradual.
Date: 5-21-02
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La Costa Resort & Spa Parking Lot
Costa Del Mar Road / Carlsbad, California
Boring No. 5 Joh No.: 544-2063
DESCRIPTION
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10
15
20
25
30
35
45
50
55
Sandy Silt: Brown, clayey
Asphalt 3.5" thick
ML
13/24/36
14/24/36
16/32/50
18/34/50
105
Sand: Grey brown,
slightly silty, fine grained
SP/SM
Silty Sand: Grey brown,
fine grained
SM
Sand: Grey brown,
slightly silty, fine grained
SP/SM
Recovered Sample
95
93
98
3.6
4.7
1.5
Total Depth = 21.5'
No Bedrock
No Groundwater
Note: The stratification lines
represent the approximate
boundaries between the soil types;
the transitions may be gradual.
La Costa Resort & Spa Parking Lot
Costa Del Mar Road / Carlsbad, California
Date: 5-21-02 Boring No. 6 Job No.: 544-2063
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Silty Clay: Brown, trace sand CL
26/36/50
10
15
20
25
30
24/38/45
120/50-5"
130/38/50
140/50-5'
135/45/50
Silty Sand: Grey brown,
fine grained, slightly clayey
Sand: Grey brown,
fine grained
40
45
50
55
Silty Sand: Grey brown,
fine grained
I Recovered Sample
115
116
SM 100
94
SP 98
SM
103
17.7
16.3
10.5
4.7
1.5
4.2
Asphah 8" thick
Total Depth = 31.5'
No Bedrock
No Groundwater
Note: The stratification lines
represent the approximate
boundaries between the soil types;
the transitions may be gradual.
La Costa Resort & Spa Parking Lot
Costa Del Mar Road / Carlsbad, California
Date: 5-21-02 Boring No. 7 Job No.: 544-2063
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DESCRIPTION
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Silty Clay: Brown CL
14/50-6" 113 18.3
10
15
20
25
30
35
40
45
50
55
15/38/50
124/50-6"
130/50-6"
Silty Sand: Brown, very silty,
fine to coarse grained, clayey
SM 108 9.9
Silty Sand: Grey brown,
fme grained
SM
Silty Sand: Brown,
fine grained, slightly clayey
SM
Recovered Sample
92
95
3.6
5.3
Asphalt 2" thick
Total Depth = 21.5'
No Bedrock
No Groundwater
Note: The stratification lines
represent the approximate
boundaries between the soil types;
the transitions may be gradual.
La Costa Resort & Spa Parking Lot
Costa Del Mar Road / Carlsbad, California
Date: 5-21-02 Boring No. 8 Joh No.: 544-2063
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10
20
25
30
35
40
55
Silty Sand: Brown, very silty,
fine to coarse grained, clayey
SM Asphalt 2.5" thick
12/25/29
123/40/50
128/50-6"
116
Sand: Brown,
slightly silty,
fine to coarse grained
with scattered gravel
SP/SM
128/50-5"
Silty Sand: Brown,
fine grained
Sand: Brown,
slightly silty, fine grained
Recovered Sample
123 2.6
SM 96 3.6
SP/SM
3.6
Total Depth = 21.5'
No Bedrock
No Groundwater
Note: The stratification lines
represent the approximate
boundaries between the soil types;
the transitions may be gradual.
La Costa Resort & Spa Parking Lot
Costa Del Mar Road / Carlsbad, California
Date: 5-21-02 Boring No. 9 Joh No.: 544-2063 Depth (in feet) Symbol Core Blows/ft. DESCRIPTION Soil Type Unit Dry Wt. (pcf) % Moisture % Relative Compaction REMARKS
0
-
Sand: Brown,
slightly silty, fme grained
SP/SM Asphah 3" thick
5
-
12/18/20 102 3.6 —
10 -120/28/46 Sand: Grey brown,
slightly silty, fine grained
SP/SM 116 4.7 —
15 1 30/50-5" Silty Clay: Brown
with interbedded sandy silt layers
CL 110 19.1 —
20 25/40/50
Sand: Grey brown,
slightly silty, fine grained
SP/SM
111 15.0 ---
25
Recovered Sample
Total Depth = 21.5'
No Bedrock
No Groundwater
30
35
40
45
50
55
Note: The stratification lines
represent the approximate
boundaries between the soil types;
the transitions may be gradual.
La Costa Resort & Spa Parking Lot
Costa Del Mar Road / Carlsbad, California
Date: 5-30-02 Boring No. 10 Joh No.: 544-2063
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fH S 2
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REMARKS
10
15
20
25
30
35
40
45
50
Silty Sand: Brown,
fme to coarse grained
SM
130/50-6"
124/40/50
132/36/50
131/50-5"
108 3.6
140/50-5"
Sand: Brown, slightly silty,
fine to coarse grained
SP/SM 103 5,3
Silty Sand: Brown,
fine to coarse grained, clayey
SM 111 7.5
Silty Sand: Brown,
fme grained, clayey
SM 100 8.7
Sand: Grey brown,
slightly silty, fme grained
SP/SM
97 4.2
Recovered Sample
Asphalt 4" thick
Total Depth = 26.5'
No Bedrock
No Groundwater
Note: The stratification lines
represent the approximate
boundaries between the sod types;
the transitions may be gradual
La Costa Resort & Spa Parking Lot
Costa Del Mar Road / Carlsbad, California
• ^. 91-09 Boring No. 11 Job No.: 544-2Uba Depth t (in feet) \ Symbol c Core ^ t Blows/ft. DESCRIPTION Soil Type Unit Dry Wt. (pcO % Moisture % Relative Compaction REMARKS
0 Grass area
--15/34/44
Silty Sand: Brown,
fine grained
SM 117 11.1 —
5
• 10/12/15 „ 110 8.7 —
10 -
8/12/14
Sand: Brown, slightly silty,
fine to medium grained
SP/SM
111 10.5
15
Recovered Sample
Total Depth = 11.5'
No Bedrock
No Groundwater
20
25
30
35
40
45
50
55
Note: The stratification lines
represent the approximate
boundaries between the soil types;
the transitions may be gradual.
La Costa Resort & Spa Parking Lot
Costa Del Mar Road / Carlsbad, California
Date: 5-21-02 Boring No. 12 Joh No.: 544-2063
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DESCRIPTION a
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CD
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cC cC
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REMARKS
Silty Clay: Brown, slightly silty,
trace fine to medium grained sand
CL Grass Area
10
15
20
30
35
40
45
50
17/8/8
19/10/15
18/24/34
119 13.0
Silty Clay: Brown CL
I Recovered Sample
112
124
16.3
9.9
Total Depth = 11.5'
No Bedrock
No Groundwater
Note: The stratification lines
represent the approximate
boundaries between the soil types;
the transitions may be gradual.
La Costa Resort & Spa Parking Lot
Costa Del Mar Road / Carlsbad, California
Date: 5-30-02 Boring No. 13 Joh No.: 544-2063
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DESCRIPTION
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REMARKS
10/14/24 Silty Clay: Brown,
slightly sandy
CL 115 13.6
r 9/12/15
10
15
20
25
30
35
40
45
50
55
I
Silty Clay: Brown with fine
to medium grained sand
CL 121 11.1
\7 Groundwater @ 8 to 9'
3/5/8
Silty Clay: Dark grey
and black, stiff
CL
30.7
Recovered Sample
I J I Standard Penetration
Sample
Total Depth = 11.5'
No Bedrock
Note: The stratification lines
represent the approximate
boundaries between the soil types;
the transitions may be gradual.
La Costa Resort & Spa Parking Lot
Costa Del Mar Road / Carlsbad, California
Date: 5-30-02 Boring No. 14 Job No.: 544-2063
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DESCRIPTION
CD
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CD ^ >.2 •f-H 4-3
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REMARKS
Silty Clay: Brown CL
10
3/6/10 96 23.4
20
25
30
35
40
45
50
1/1/1
1/1/3
3/6/7
3/4/7
3/5/8
4/6/7
Silty Clay: Brownish grey, stiff CL
Silty Clay: Grey, stiff CL
34.2
49,3
41.9
18.3
17.0
7.5
Silty sand layer less than 1' thick
\7 Groundwater @ 8 to 9'
96% passing #200
91% passing #200
92% passing #200
91% passing #200
93% passing #200
90% passing #200
Ujill Recovered Sample
I ^ I Standard Penetration
Sample
Total Depth = 36.5'
No Bedrock
No Groundwater
Note: The stratification lines
represent the approximate
boundaries between the soil types;
the transitions may be gradual.
La Costa Resort & Spa Parking Lot
Costa Del Mar Road / Carlsbad, California
Date: 5-30-02
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Boring No. 15 Joh No.: 544-2063
DESCRIPTION
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REMARKS
Silty Clay; Brown and black,
slightly sandy
CL
i-5/14/18 122 12.4
10 5/5/6
20
25
30
35
40
45
50
Silty Clay: Grey and black,
stiff
CL \/ Groundwater @ 9 to 10'
89 33.3
Recovered Sample
Total Depth = 11.5'
No Bedrock
Note: The stratification Hnes
represent the approximate
boundaries between the soil types;
the transitions may be gradual.
Date: 5-30-02
+J ,QJ
a""
P^
10
15
20
30
35
40
45
50
55
CO
o
7/19/20
i-5/10/15
5/6/7
La Costa Resort & Spa Parking Lot
Costa Del Mar Road / Carlsbad, California
Boring No. 16 Joh No.: 544-2063
DESCRIPTION
Silty Clay: Brown, sandy
Silty Clay: Brown
with scattered gravel
Silty Clay: Brown and black.
Recovered Sample
I J I Standard Penetration
Sample
CD
a
. rH
O CO
CL
CL
CL
fH P
5 3
121
110
QJ
fH
CO
'o
11.7
17.0
29.8
cC cc
fl
tf a
- o
REMARKS
Silty sand layer less than 1' thick
\/ Groundwater @ 10'
Total Depth = 11.5'
No Bedrock
Note: The stratification hnes
represent the approximate
boundaries between the soil types;
the transitions may be gradual.
APPENDIX B
Laboratory Testing
Laboratory Test Results
Sladden Engineering
APPENDIX B
LABORATORY TESTING
Representative bulk and relatively undisturbed soil samples were obtained in the field and returned to our
laboratory for additional observations and testing. Laboratory testing was generally performed in two
phases. The first phase consisted of testing in order to determine the compaction of the existing natural
soil and the general engineering classifications of the soils underlying the site. This testing was
performed in order to estimate the engineering characteristics of the soil and to serve as a basis for
selecting samples for the second phase of testing. The second phase consisted of soil mechanics testing.
This testing including consolidation, shear strength and expansion testing was performed in order to
provide a means of developing specific design recommendations based on the mechanical properties of
the soil.
CLASSIFICATION AND COMPACTION TESTING
Unit Weight and Moisture Content Determinations: Each undisturbed sample was weighed and
measured in order to determine its unit weight. A small portion of each sample was then subjected to
testing in order to determine its moisture content. This was used in order to determine the dry density of
the soil in its natural condition. The results of this testing are shown on the Boring Logs.
Maximum Density-Optimum Moisture Determinations: Representative soil types were selected for
maximum density determinations. This testing was performed in accordance with the ASTM Standard
Dl 557-91, Test Method A. The results of this testing are presented graphically in this appendix. The
maximum densities are compared to the field densities of the soil in order to determine the existing
relative compaction to the soil. This is shown on the Boring Logs, and is useful in estimating the strength
and compressibility ofthe soil.
Classification Testing: Soil samples were selected for classification testing. This testing consists of
mechanical grain size analyses and Atterberg Limits determinations. These provide information for
developing classifications for the soil in accordance with the Unified Classification System. This
classification system categorizes the soil into groups having similar engineering characteristics. The
results of this testing are very useful in detecting variations in the soils and in selecting samples for
further testing.
SOIL MECHANIC'S TESTING
Direct Shear Testing: One bulk sample was selected for Direct Shear Testing. This testing measures the
shear strength of the soil under various normal pressures and is used in developing parameters for
foundation design and lateral design. Testing was perforined using recompacted test specimens, which
were saturated prior to testing. Testing was performed using a strain controlled test apparatus with
normal pressures ranging from 800 to 2300 pounds per square foot.
Expansion Testing: One bulk sample was selected for Expansion testing. Expansion testing was
performed in accordance with the UBC Standard 18-2. This testing consists of remolding 4-inch diameter
by l-inch thick test specimens to a moisture content and dry density corresponding to approximately 50
percent saturation. The samples are subjected to a surcharge of 144 pounds per square foot and allowed
to reach equilibrium. At that point the specimens are inundated with distilled water. The linear
expansion is then measured until complete.
Sladden Engineering
ANAHEIM TEST LABORATORY
3008 S. ORANGE AVENUE
SANTA ANA, CALIFORNIA 92707
PHONE (714) 549-7267
SLADDEN ENGINEERING:
6782 STANTON AVE. SUITE E
BUENA PARK, CA. 90621
ATTN: BRETT/DAVE
PROJECT: #544-2063
DATE: 6/10/02
P.O. No. Chain of Custody
Shipper No.
Lab. No. A-1 4 3 5
Specification:
Material: SOIL
LA CASTA RESORT
ANALYTICAL REPORT
CORROSION SERIES
SUMMARY OF DATA
pH SOLUBLE SULFATES SOLUBLE CHLORIDES MIN. RESISTIVITY
per Ca. 417 per Ca. 422 per Ca. 643
ppm ppm ohm-cm
9.2 40 25 2,613
02 POPPYi
1997 UNIFORM BUILDING CODE INFORMATION
The Intemational Conference of Building Officials 1997 Uniform Building Code contains
substantial revisions and additions to the earthquake engineering section summarized in Chapter
16. Concepts contained in the 1997 code that will be relevant to constmction of the proposed
stmctures are summarized below.
Ground shaking is expected to be the primary hazard most likely to affect the site, based upon
proximity to significant faults capable of generating large earthquakes. Major fault zones
considered to be most likely to create strong ground shaking at the site are listed below.
Fault 2k)ne
Approximate Distance
From Site
Fault Type
(1997 UBC)
Rose Canyon 8.8 km B
Newport-Inglewood 16.8 km B
Based on our field observations and understanding of local geologic conditions, the soil profile
type judged applicable to this site is SD, generally described as stiff or dense soil. The site is
located within UBC Seismic Zone 4. The following table presents additional coefficients and
factors relevant to seismic mitigation for new constmction upon adoption of the 1997 code.
Seismic
Source
Near-Source
Acceleration
Factor, Na
Near-Source
Velocity
Factor, Nv
Seismic
Coefficient
Ca
Seismic
Coefficient
Cv
Rose Canyon 1.05 1.3 0.44 Na 0.64 Nv
Newport-
Inglewood
1.0 1.0 0.44 Na 0.64 Nv
Sladden Engineering