13667 (SFD) Soil Engineering ReportAPR 15 '94 12:35 BUENA-BERMUDA DUNES
00 -t -'k Earth Systems Consultants tY
Southern California
April 14, 1994
Mark Cummings
J.M. Peters Company
P.O. Box 7150
Newport Beach, California 92658-7150
Project: Tract 24890 & Estate Lots
Citrus Course
LaQuinta, California
P.2/2
Buena Engineers Division
79-611 B Country Club Drive
Bermuda Dunes, CA 92201
(619) 345-1588
(619) 328-9131
FAX (619) 345-7315
ST -4442-P1
94-04-738
Ref: Soil Engineering Report prepared by Buena Engineers, Inc. dated
February 25, 1986; Job No. B -16006-P1, Report No. 86-2-271 .
Rough Grading Report prepared by Buena E,tgineers,lne. dated
July 17, 1986; Job No. B -16006-P1, Report No. 86-7-223.
Rough Grading Report prepared by Soil and Testing Engineers, Inc.
dated May 21, 1990; STE 8931087, Report No. 8
As requested, we have reviewed the referenced reports for update purposes and to
provide supplemental recommendations for site preparation. Based upon our review,
it is our opinion that the recommendations included in the referenced Soil
Engineering Report remain valir for the design and construction of the proposed
residential structures.
Because the majority of the lots within the project have been previously rough
graded per the recommendations of the referenced Soil Engineering Report, only
minimal grading should be necessary. The lots should be cleared of existing
vegetation, then the surface should be, watered and recompacted to correct ally
surface looseness which may occur during clearing. Additional remedial grading
may be necessary if basements are planned, these cases should be evaluated on an
individual basis.
The structural values as outlined in the referenced Soil Engineering Report remain
valid for the design of the foundations for the proposed residential structures.
If there are any questions conc�ining this letter or the referenced reports, please
contact the undersigned.
Respectfully submitted,
Earth Systems Consultants
Brett L. Anders
Copies: 4 - Mark Cummings 1 - Peter _Rodholm 1 - VTA File
I
SOIL ENGINEERING REPORT
LA QUINTA LODGE
IN THE CITY OF LA QUINTA
RIVERSIDE COUNTY, CALIFORNIA
B -16006-P1
February 1986
I
BURnti EnninursAni.
1731-A WALTER STREET • VENTURA, CALIFORNIA 93003 0 PHONE (805) 642.6727
February 25, 1986 B -16006-P1
86-2-271
Landmark Land Company
P. O. Box 1000
La Quinta, CA 92253
RE: Proposed La Quinta Lodge
City of La Quinta, Riverside County, California
Presented herewith is our Soil Engineering Report prepared for the proposed La Quinta
Lodge development located near Avenue 52 and Jefferson Street in the City of La
Quinta, Riverside County, California.
Thin report incorporates the tentative' information supplied our office, and in
accordance with the request, recommendations for general site development and
foundation design are provided.
This report completes our scope of services in accordance with our agreement dated
January 23, 1986. Other services which may be required, such as plan review and
grading observation are additional services and will be billed according to the Fee
Schedule in effect at the time the services are provided.
Please contact the
recommendations i
BUENA ENGINE
44L�, 44
Richard M. Bear
Soil Engineer
are any questions concerning this report or the
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LANCASTER
(805) 948.7538
BAKERSFIELD SANTA BARBARA PALM SPRINGS SAN LUIS OBISPO
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TABLE OF CONTENTS
INTRODUCTION..........................................................
SITESETTING...........................................................
FIELD INVESTIGATION .......... ....... ............................. .
LABORATORY TESTING .................................................
SOIL CONDITIONS.......................................................
LIQUEFACTION .................................. .....................
CONCLUSIONS..........................................................
SITE DEVELOPMENT AND GRADING ......................................
SiteGrading- General ...............................................
GolfCourse........................................................
One and Two Story Structures ........................................
Commercial Buildings and Clubhouse ..................................
Hotel..............................................................
Swimming Pools and Spas ............................................
Miscellaneous Structures .............................................
STRUCTURE DESIGN ....................................................
Foundations........................................................
Slabs -on -Grade .....................................................
Settlement Considerations ...........................................
Frictional and Lateral Coefficients ....................................
Slope Stability......... ...........................................
Paving Sections .....................................................
AdditionalServices ..................................................
LIMITATIONS AND UNIFORMITY OF CONDITIONS ..........................
APPENDIX A
Summary of Test Results
Table 29-A
APPENDIX B
Standard Grading Specifications
APPENDIX C
Site Plan
Log of Borings
Trench Logs
1
1
2
3
3
4
4
5
5
6
6
7
7
8
8
8
8
9
10
10
10
11
11
12
February 25, 1986 -1- B- 16006-P 1
86-2-271
INTRODUCTION
This report presents results of a Soil Engineering study performed for the proposed La
Quinta Lodge development in the City of La Quinta, Riverside County, California.
A. It is our understanding that the proposed development will include a variety of
structures including single family residences, condominiums, commercial
buildings, and a hotel. Construction types will probably include wood frame and
stucco, concrete tilt -up and masonry buildings. The exact foundation types or
locations of the buildings are not known at this time.
B. For single family residences and condominiums structural considerations for
building column loads of up to 15 kips and a maximum wall loading of 1.5 kips per
lineal foot were used to as a basis for the recommendations.
C. For commercial construction structuralconsideration for column loads of up to
50 kips (dead plus live load) and a maximum wall loading of 3.0 kips per linear
foot were used as a basis for recommendations.
D. For the hotel structures column loads in the range of 100 kips and wall loads of
up to 3..0 kips per lineal foot were used as a basis for recommendations.
E. If loads are determined to exceed these estimated values the soil engineer should
be contacted because such changes may affect our recommendations.
SITE SETTING
The site consists of 418 acres in Riverside County, California. The site is typical
desert with erosional swales and minor duning. The site of the proposed development
included in this report is bounded by the extension of Avenida Ultimo on the north,
52th Avenue on the south, Calle Rondo on the west, and Jefferson Street on the east, -
in the City of La Quinta, Riverside County, California.
A. The site is basically flat with general drainage toward the southeast. The
majority of the property is presently used for agricultural, purposes, including
growing citrus and dates.
February 25, 1986 -2- B- 16006-P 1
86-2-271
B. There are several residences and farm related buildings on the site. Utilities
serve these improvements and there is a system of underground irrigation lines.
C. There has been previous grading to level the land for agricultural use and to
create raised areas for residences.
D. There are several sewage holding ponds in the far western part of the property.
FIELD INVESTIGATION
Exploratory borings were drilled and backhoe trenches excavated for observing the soil
profile and obtaining samples for further analysis.
A. Twelve (12) borings were drilled for soil profiling and sampling, to a maximum
depth of forty-one (41) feet below the existing ground surface. In addition,
eleven backhoe trenches were excavated to a maximum depth of thirteen (13)
feet. The field work was conducted between January 31, and February 5, 1986,
using a CME 55 drilling rig and a backhoe.
B. Samples were secured within the test borings with a two and one-half (2y:) inch
diameter ring sampler (ASTM D 3550, shoe similar to ASTM D-1586). The
samples were obtained by driving the sampler with a 140 pound hammer,
dropping 30 inches, in accordance with ASTM D 1586.
C. Moisture and density were measured at selected intervals in the backhoe pits in
accordance with ASTM 2922-81 and ASTM 3017-78 Nuclear Density Test
Procedure.
D. Bulk samples of the soil types encountered were gathered from the auger
cuttings for classification purposes.
E. The final logs represent our interpretation of the contents of the field logs, and
the results of the laboratory tests and observations of the field samples. The
final logs are included in an appendix of this report. The stratification lines
represent the approximate boundaries between soil types and the transition may
be gradual.
BUENA ENGINEERS, INC
February 25, 1986 -3- B -16006-P1
86-2-271
LABORATORY TESTING
After a visual and tactile classification in the field, samples were returned to the
laboratory, classifications were checked, and a testing program was established.
A. Samples were reviewed along with field logs to determine which would be further
analyzed. Those chosen were considered representative of soils which would• be
exposed and/or used in grading and those deemed within building influence.
B. In-situ moisture content and unit dry weights for the core samples were
developed in accordance with ASTM D 2937:
C. The relative strength characteristics of the subsurface soils were determined
from the results of direct shear tests. Specimens were placed in contact with
water at least 24 hours before testing, and were then sheared under normal loads
ranging from 0.5 to 2.0 KSF.
D. Settlement potential was evaluated from the results of consolidation tests
performed in accordance with ASTM D 2435.
E. Classification tests consisted of Expansion Index (UBC Standard 29-2), Maximum
Density -Optimum Moisture (ASTM D 1557), and hydrometer analysis (California
Test Method 203 and ASTM D 422).
F. Refer to Appendix A for tabular and graphic representations of the test results.
SOIL CONDITIONS
As determined by the borings, site soils were found to consist primarily of silty very
fine sands with some silts lenses.
A. The soils encountered were primarily poorly graded silty very fine to fine sands..
These soils were sometimes interbedded with cleaner sands below a depth of five
(5) feet. Only occasional silt lenses were encountered.
February 25, 1986 '-4- B- 16006-P 1
86-2-271
B. Expansion tests indicate some soils to be in the "low" expansion category in
accordance with UBC Table 29-C. However,' blending during grading should
result in "very low" expansion characteristics. Lots should be categorized by soil
type and expansions checked at the completion of grading. One soil was found to
be highly expansive showing an expansion index of 93. However, this soil is found
in comparatively small quantities and should not affect overall expansion results.
C. In general soils were loose to only medium compact throughout the depths
investigated. In the upper five (5) feet relative compaction averaged about 81 to
82 percent.
D. Consolidation 'tests showed isolated moderate hydroconsolidation potential, but
considerable settlement potential.
E. Free water was not encountered to the maximum drill depth of forty-one (41)
feet.
LIQUEFACTION
For liquefaction to occur soils must be below the water table. Free water was not
encountered to a drill depth of forty-one (41) feet during this investigation. Ground
has been reported to be found at depths greater than seventy '(70) feet below the
ground surface (Leighton and Associates, Present No. 5840700-01, February 8, 1985).
In consideration of the deep water table, liquefaction does not seem to be a potential
for the site.
CONCLUSIONS
Test results indicate that site soils are loose with the sands being dry and the silts
moist. To improve bearing values and limit settlement soil recompaction will be.
required. The depth of recompaction will vary by structure type andestimated
loading. It is concluded that the site is suitable for the intended development.
February 25, 1986 -5- B- 16006-P 1
86-2-271
SITE DEVELOPMENT AND GRADING
Prior to any earth moving operations, areas to be graded should be cleaned of
vegetation and other deleterious materials. Appendix B, "Standard Grading
Specifications" contains specific suggestions for removal and disposal of deleterious
substances and, as such, forms a part of these Site Development and Grading
Recommendations.
A. Site Grading - General
1. Testing showed that in-place densities are low. Therefore, recompaction
of the bearing soils is recommended.
2. The existing ground surface should be initially prepared for grading by
removing vegetation, noncomplying fill, existing uncertified fill, or other
incompetent material. No compacted fill should be placed unless the
underlying soil has been observed by the soil engineer or his technical
representative.
3. Removal of trees, structures, existing utilities and irrigation lines may
create fairly deep disturbances that should be properly backfilled with
compacted soil. Roots larger than one-half inch in diameter should be
removed and hauled away. Organics may be burned or hauled away. If
burned, the ashes should be removed.
4. Soils and organics at the bottom of the sewage holding ponds should be
removed and blended with sandy soils. Concentrations of organics will not
be allowed.
5. Previously removed soils, once cleaned of rocks larger than eight (8) inched
in greatest dimension, and other deleterious material, may be placed in
thin layers and mechanically compacted back to finish grade.
6. Fill and backfill should be compacted to the minimums of ninety (90)
percent of maximum dry density obtainable by the ASTM D 1557 test
method. Specific requirements are included in Appendix B, "Standard
Grading Specifications" and Chapter 70 of the Uniform Building Code.
BUENA ENGINEERS
February 25, 1986 -6- B -16006-P1
86-2-271
7. It is anticipated that during grading a loss of approximately two tenths of a
foot due to. stripping, and a shrinkage factor of about fifteen percent (15%)
for the upper five (5) feet of soil may be used for quantity calculations.
This is based on compactive effort needed to produce an average degree of
compaction of approximately 93 to 94 percent, and may vary depending on
contractor methods. Subsidence is estimated at between two-tenths to
three -tenths of a foot.
8. Areas around the structures should be graded so that drainage is positive
and away from the structures. Gutters and down spouts should be used to
convey water out of the foundation area.
9. It is recommended that the soil and foundation engineer be retained to
provide soil engineering services during construction of the excavation and
foundation phases of the work. This is to observe compliance with the
design concepts, specification and recommendations and to allow design
changes in the event that subsurface conditions differ from these
anticipated prior to start of construction.
B. Golf Course
1. In the golf course areas, the areas to receive fill, after being cleared of
organics and other foreign materials, should be scarified to near optimum
moisture and the surface compacted, using heavy vibrating equipment, to a
minimum of eighty-five percent (85%) of maximum density. Fill materials
should be placed in thin layers, moistened to near optimum and then
compacted to a minimum of ninety percent of maximum density.
2. In cut areas the finished grade should be scarified, moistened to near
optimum and then compacted, using vibrating equipment, to at least
eighty-five percent (85%) of maximum density.
C. One and Two Story Structures (Wood frame and Stucco)
1. Building areas should be undercut to a depth of two (2) feet below original
grade or two (2) feet below the bottom of footings, whichever is deeper.
The exposed surface should be icompacted by means of heavy vibrating
equipment so that the upper one foot is. at least ninety (90) percent of
February 25, 1986 -7- B -16006-P1
86-2-271
maximum density. Fill material should then be placed in thin layers* at
near optimum moisture and compacted to a minimum of ninety percent of
maximum density.
2. These grading requirements apply to building areas and at least five feet
beyond building limits.
D. Commercial Buildings and Clubhouse
1. Soils within the building area and at least ten feet beyond the building
limits should be removed to a minimum of three (3) feet below present
grade or four (4) feet below the bottom of the footings, whichever is lower.
The exposed surface should be conditioned to near optimum moisture and
compacted by means of heavy vibrating equipment so that the upper one
foot is at least ninety (90) percent of maximum density. Fill material may
then be placed in thin layers at near optimum moisture and compacted to a
minimum of ninety (90) percent of maximum density.
E. Hotel
1. The scope of earth work for the hotel is dependent on the magnitude of the
column loads. We have assumed that loading will be in the range of 100
kips, which might be the maximum expected for a two story structure.
Further, if grading is accomplished prior to developing plans for the hotel
the entire building pad area to a distance of ten (10) feet beyond any
proposed building limit should be removed and recompacted.
2. Soils should be removed to a depth of four (4) feet below the bottom of
footings or three (3) feet below original grade whichever is deeper. The
exposed surface should be brought to near optimum moisture and
compacted to a minimum of ninety (90) percent of maximum density.
Removed soils may then be replaced as compacted fill back up to finish
grade.
3. If , the hotel is planned to be a lighter structure, the recommended
earthwork can be reviewed and modified.
BUENA ENGINEERS, INC
WE
February 25, 1986 • -8- B -16006 -PI
86-2-271
F. Swimming Pools and Spas
I. Where swimming pools and spas are bottomed below the depth of
compaction it is recommended that the pool and spa excavation be
deepened two additional feet. The exposed surface should be scarified,
moisture conditioned and be recompacted. Previously removed soils may
then be recompacted up to the bottom of the pool or spa.
G. Miscellaneous Structures
1. Preparing the areas for miscellaneous structures such as foot bridges,
entrance posts, sign foundations, etc., should be as noted for single story
structures.
STRUCTURE DESIGN
A. Foundations
Conventional continuous footings and/or isolated pad footings may be used for
support of structures.
1. All pad and continuous footings or load bearing grade beams should be
founded on firm compacted soil as recommended elsewhere in this report.
2. A minimum footing depth of twelve inches (1211) below lowest adjacent
finish grade should be maintained for one story structures and eighteen (18)
inches below lowest adjacent grade should be maintained for two story and
commercial structures.
3. Continuous foundations satisfying the above conditions may be designed for
the following values assuming a twelve (12) inch deep one (1) foot wide
footing:
1100 psf, for dead plus reasonable live load.
4. Pad foundations satisfying the above conditions may be designed for the
following values assuming a two by two (2 x 2) feet by eighteen (18) inch
deep footing:
1700 psf for dead plus reasonable live load.
BUENA ENGINEERS, INC
February 25, 1986 ` -9- B -16006-P1
86-2-271
5. The above dead plus live load value may be increased by 300 psf for each
additional six (6) inches of depth and by 200 psf for each additional foot of
width. Bearing values should not be increased above 2500 psf without
approval of the soils engineer.
6. Allowable bearing values for dead plus live loads may be increased by one-
third when wind and seismic forces are included.
7. Allowable bearing values are net (weight of footing and soil surcharge may
be neglected) and are applicable for dead plus reasonable live loads.
8. Table 29-A gives specific minimum requirements for width, depth and
reinforcing. The applicable expansion category should be determined at
the completion of rough grading. It is anticipated that the "very low"
category will apply. Other requirements may be more stringent and would
govern.
9. Lateral loads may be resisted by soil friction on floor slabs and foundations
and by passive resistance of the soils acting on foundation stem walls.
Lateral capacity is based partially on the assumption that any required
backfill adjacent to foundations and grade beams is properly compacted.
10. Foundation excavations should be visually observed by the soil engineer
during excavation and prior to placement of reinforcing steel or concrete.
Local variations in conditions may warrant deepening of footings.
B. Slabs -on -Grade
1. Concrete slabs -on -grade should be supported by firm compacted soil placed
in accordance with applicable sections of this report.
2. Slabs on grade should at a minimum be reinforced with 6X6 No.10/No.10
welded wire fabric. Actual reinforcement should be in accordance with
Table 29-A based on expansion indicies determined at the end of grading.
3. Commercial slabs should be designed for anticipated loading during use or
construction, whichever governs.
4. It is recommended that perimeter slabs (sidewalks, patios, etc.) be designed
relatively independent of footing stems (free floating) so that settlement
and/or expansion should not cause cracking.
5. Slabs should be underlaid with. two (2) inches of sand and an appropriate
vapor barrier in areas where floor wetness would be undesirable. The
February 25, 1986 10- B- 16006-P 1
86-2-271
membrane should be covered with the two inches of sand to protect it
during construction. The sand should be lightly moistened just prior to
placing the concrete. The total thickness of sand will need to be increased
to four (4) inches of soils at the end of grading are found to fall above the
"very low" expansion range.
C. Settlement Considerations
1. Expected maximum settlement of less than one (1) inch is anticipated for
foundations and floor slabs designed and placed on recompacted soil as
recommended.
2. Differential settlement between adjacent load bearing members is
anticipated to be less than one-half (Y2) inch.
3. The majority of anticipated settlements should occur during construction
with post construction settlement being minimal.
D. Frictional and Lateral Coefficients
1. Resistance to lateral loading may be provided by friction acting on the
base of foundations. A coefficient of friction of 0.45 may be applied to
dead load forces.
2. Passive resistance acting on the sides of foundation stems (300 pcf,
equivalent fluid weight), may be included for resistance to lateral load.
3. A one-third (1/3) increase in the quoted passive value may be used for wind
or seismic loads.
4. When passive resistance of soils against grade beams and the frictional
resistance between the floor slabs and the supporting soils are combined,
the friction factor should be reduced to 0.30 of dead load forces.
5. For cantilever retaining " walls backfilled with compacted native soil, a
pressure of an equivalent fluid weighing 35 pcf may be used for well
drained, level backfill conditions, plus the effect of any surcharge loads.
E. Slope Stability
Slope stability analyses have not been performed because of the anticipated low
height (less than three (3) feet) of any slopes. In general, it may be assumed that
fill slopes should be stable at 2 horizontal to 1 vertical.
BUENA ENGINEERS, INC
February 25, 1986 _11- B -16006-P1
86-2-271
F. Paving Sections
The following paving sections are based on an estimated "R" value of 50 for the
soil on the project. Final paving sections should be based on "R" values measured
on actual subgrade soils sampled at the end of rough grading and actual paving
section may be less or more than those listed below. In some cases the City's
minimum section may exceed provided designs and would govern.
1. Arterial Streets
T1=7 "R"=50
3 inches AC on 6.5 inches Class II Base
2. Collector Streets
TI=6 "R"=50
Use 3 inches AC on 4.5 inches of Class II Base
3. Residential Streets
TI=S "R"=50
Use 2.5 inches AC on 3.5 inches of Class II Base
or the City minimum, whichever is larger.
G. Additional Services
This report is based on the assumption that an adequate program of monitoring
and testing will be performed during construction to check construction
compliance with these recommendations. These tests would be additional
services provided by our firm. The costs of these services are not included in our
present fee arrangements. The recommended tests and observations include, but
are not necessarily limited to the following:
1. Review of the final design to verify compliance with the recommendations
of this report.
2. Observation and testing during site preparation, grading and placement of
engineered fill.
3. Consultation as required during construction.
BUENA ENGINEERS, INC
February 25, 1986 .-12- B- 16006-P 1
86-2-271
LIMITATIONS AND UNIFORMITY OF CONDITIONS
The analysis and recommendations submitted in this report are based in part upon the
data obtained from the twelve (12) borings drilled and eleven (11) trenches excavated
on this site and on experience and judgement. The nature and extent of variations
between the borings may not become evident until construction. If variations then
appear evident, it will be necessary to reevaluate the recommendations of this report.
Findings of this report are valid as of this date; however, changes in conditions of a
property can occur with passage of time whether they be due to natural processes or
works of man on this or adjacent properties. In addition, changes in applicable or
appropriate standards occur whether they result from legislation or broadening of
knowledge. Accordingly, findings of this report may be invalidated wholly or partially
by changes outside our control. Therefore, this report is subject to review and should
not a relied upon after a period of one year.
In the event that any changes in the nature, design or location of the development or
buildings are planned, the conclusions and recommendations contained in this report
shall not be considered valid unless the changes are reviewed and conclusions of this
report modified or verified in writing.
This report is issued with the understanding that it is the responsibility of the owner,
or of his representative to insure that the information and recommendations contained
herein are called to the attention of the architect and engineers for the project and
incorporated into the plan and that the necessary steps are taken to see that the
contractor and subcontractors carry out such recommendations in the field.
The soil engineer has prepared this report for the exclusive use of the client and
authorized agents. This report has been prepared in accordance with generally
accepted soil and foundation engineering practices. No other warranties either
expressed or implied are made as to the professional advice provided under the terms
of this agreement, and included in the report.
.BUENA ENGINEERS, INC
February 25, 1986 .-13- B -16006-P 1
86-2-271
It is recommended that the soil engineer be provided the opportunity for a general
review of final design and specifications in order that earthwork and foundation
recommendations may be properly interpreted and implemented in ' the design and
specifications. (If the soil engineer is not accorded the privilege of making this
recommended review, he can assume no responsibility for misinterpretation of his
recommendations.)
END OF TEXT
Appendices
BUENA ENGINEERS, INC.
APPENDIX A
Summary of Test Results
Table 29-A
February 25, 1986 �A I B -16006 -PI
86-2-271
TEST RESULTS
BORING/DEPTH 1@0'-2' 1@6'-9' 2@5'-10'
3@9'-12' 6@20' 6@30'
5@ 12'-14'
USCS SM MH SP
ML
SOIL DESIGNATION Al B2 A3
B1
MAX. DEN. (pcf) 113.6 120.8 112.3
116.6
OPT. MOIS. W 13.1 12.2 11.5
12.1
ANG. OF INT. FRIC. 25.20 32.40
24.1 0 23.40 38.50
COHESION (psf) 268 94
304 33 17
EXPANSION INDEX 22 0
93
GRAIN SI'_F DISTRIBUTION
Gravel 0.0 0.0 0.0
Sand 52.7 33.7 80.7
Silt 40.6 46.6 13.1
Clay 6.7 19.7 6.2
SOIL DESCRIPTION:
A 1: Light brown to light grey very silty very fine sand
A2: Grey to brown slightly clayey very fine sandy silt
A3: Tan to light grey slightly silty very fine to fine sand
B1: Light brown very fine sandy silt
B2: Light brown slightly clayey very fine sandy silt
B3:. Light brown to brown silt
BUENA ENGINEERS, INC.
February 25, 1986 -19- B -16006 -PI
86-2-271
BACKHOE TRENCHES
BUENA ENGINEERS, INC.
RELATIVE
BORING & DEPTH
DRY DENSITY
% MOISTURE
COMPACTION
1 @
1.0
98.8
12.1
87
3.0
87.2
24.2
77
5.0
97.7
8.8
87
2 @
1.0
97.3
1.0
86
3.0
97.6
2.8
86'
5.0
98.2
3.2
86
3 @
1.0
95.1
2.8
84
3.0
89.8
6.7
79
5.0
91.1
7.9
80
4 @
1.0
93.5
4.7
82
3.0
85.9
3.7
76
5.0
89.3
4.2
79
5 @
1.0
93.1
8.2
82
3.0
88.2
10.2
79
5.0
96.0
7.0
--
6 @
1.0
86.5
9.5
76
3.0
92.9
4.7
82
5.0
88.5
7.3
--
7 @
1.0
93.8
0.5
83
3.0
90.6
0.8
80
5.0
--
--
--
8 @
1.0
97.8
2.2
86
3.0
89.5
7.3
--
5.0
83.2
2.6
--
9 @
1.0
99.6
3.7
88
3.0
87.8
10.5
--
5.0
88.6
12.1
--
10 @
1.0
90.6
21.7
80
3.0
93.2
25.9
--
5.0
88.6
12.1
--
11 @
1.0
96.8
9.0
85
3.0
87.2
13.0
--
5.0
75.2
18.0
--
BUENA ENGINEERS, INC.
February 25, 1986 -A 2- B -16006 -PI
86-2-271
IN-PLACE DENSITIES
RELATIVE
BORING & DEPTH
DRY DENSITY
% MOISTURE
COMPACTION
1 @
1.0
86.5
9.3
76
3.0
88.6
7.8
78
5.0
88.9
29.5
74
10.0
82.6
39.6
68'
15.0
107.7
5.2
--
2 @
1.0
93.2
3.8
82
3.0
102.1
4.0
91
5.0
96.3
4.1
86
10.0
94.3
4.6
84
15'.0
81.4
25.8
72
3 @
1.0
96.5
3.6
86
3.0
92.7
3.8
82
5.0
92.6
3.2
82
10.0
83.2
38.7
71
15.0
76.1
8.6
67
20.0
86.2
36.4
74
30.0
93.8
10.3
83
40.0
86.0
36.8
--
4 @
1.0
85.9
34.0
--
3.0
84.4
12.0
75
5.0
97.1
6.2
--
10.0
85.3
19.5
--
15.0
85.5
11.5
--
20.0
93.3
29.7
--
30.0
96.7
23.2
40.0
106.5
9.9
95
5 @
1.0
80.1
9.4
69
3.0
94.1
4.2
84
5.0
115.6
4.2
99
10.0
91.4
27.4
81
15.0
94.0
27.4
81
20.0
91.5
7.1
81
6 @
1.0
78.8
8.9
70
3.0
92.6
13.9
82
5.0
89.1
4.4
79
10.0
102.4
12.2
91
15.0
88.4
12.2
79
20.0
96.8
17.5
--
30.0
95.9
6,7
__
TABLE NO. 29-A
MINIMUM FOUNDATION REQUIREMENTS
10
Footings for Slab
do Raised Floor Systems (2) (5) (10)
Concrete Slabs
3Y:" Minimum
Thickness
v
All Peri-
Interior -foot-
Reinforce -
cv
meter
ings for slab
ment for
Premoistening
Weighted
Footings
and raised
continuous
control for soils
Piers under
Expansion
°
s
(6)
floors (6)
footings
Reinforce-
Total
under footings,
raised floors
Index
I"
t--
to
c
W
c
(3) (8)
ment (4)
thickness
piers and slabs
O
Eo
o
Depth below natural
of sand
(5) (6)
°1Z
vi
U.
li
surface of ground
and finish grade
INCHES
0-20
1
6
12
6
12
12
None
6x6-
Moistening of
Piers allowed
Very Low
7(Non-Ex-
2
8
15
7
18
18
Required
10/10
ground prior to
for single
;pansive)
3
10
18
8
24
24
WWF
2"
placing concrete
floor loads
recommended
only
1
6
12
6
15
12
120% of optimum
21-50
2
3
8
10
15
18
7
8
18
24
18
24
144 top
6x6-
moisture content
to a depth of
Piers allowed
for single
Low
and bottom
10/10
4"
21" below lowest
floor loads
WWF
adjacent grade.
only
Testing Required
l
6
12
6
21
12
144 top
6x6-
130% of optimum
2
8
12
8
21
'18
and bottom
6/6 WWF
moisture content
51-90
3
10
15
8
24
24
or #3
to a depth of 27"
Piers not
Medium
i @ 24" e.w.
4"
below lowest
allowed
ars @ 24" in ext, footing
adjacent grade.
and bent 3' into slab (9)
Testing Required
1
6
12
6
27
12
145 top
6x6-
140%. of optimum
2
8
12
8
27
18
and bottom
6/6 WWF
moisture content
91-130
3
10
15
8
27
24
or #3
to a depth of 33"
Piers not
High
@ 24" e.w.
4"
below lowest
allowed
adjacent grade.
ars 4" in ext. footing
and bent 3' into slab (9)
Testing Required
Above 130
Very High
Special Design by Licensed Engineer/Architect
February 25, 1986 •A 2- B- 16006-P 1
86-2-271
BORING & DEPTH
7 @
1.0
3.0
5.0
10.0
15.0
8 @
1.0
3.0
5.0
10.0
15.0
9 @
1.0
3.0
5.0
10.0
15.0
10 @
1.0
3.0
5.0
10.0
15.0
11 @
1.0
3.0
5.0
10.0
15.0
20.0
30.0
12 @
1.0
3.0
5.0
10.0
15.0
IN-PLACE DENSITIES
DRY DENSITY
93.9
100.4
98.8
102.1
86.0
90.5
81.7
94.6
94.0
85.7
91.7
81.5
85.6
96.0
91.0
89.7
99.3
83.7
90.4
88.4
88.4
87.2
89.5
94.7
92.0
99.1
% MOISTURE
.BUENA ENGINEERS, INC
3.1
3.1
4.3
4.1
11.2
28.4
11.1
22.5
14.0
31.2
5.7
7°: 1
7.3
23.2
16.0
4.9
2.6
12.4
4.7
2.7
2.7
6.4
5.6
2.8
28.9
1.2
1.4
1.2
3.3
RELATIVE
COMPACTION
84
89
88
91-
76
83
84
73
82
73
76
81
80
88
80
80
84
88
FOOTNOTES TO TABLE 29-A
1. Premoistening is required where specified in Table 29-A in order to achieve
maximum and uniform expansion of soils prior to construction and thus limit
structural distress caused by uneven expansion and shrinkage. Other systems
which do not include premoistening may be approved by the Building Official
when such alternatives are shown to provide equivalent- safeguards against
adverse effects of expansive soils.
2. Underfloor access crawl holes shall be provided with curbs extending not less
than six (6) inches above adjacent grade to prevent surface water from
entering the foundation area.
3. Reinforcement for continuous foundations shall be placed not less than 3"
above the bottom of the footing and not less than 3" below the top of the
stem.
4. Reinforcement shall be placed at mid -depth of slab.
5. After premoistening, the specified moisture content . of soils shall be
maintained until concrete is placed. Required moisture content shall be
verified by an approved testing laboratory not more than 24 hours prior to
placement of concrete.
6. Crawl spaces under raised floors need not be premoistened except under
interior footings. Interior footings which are not enclosed by a continuous
perimeter foundation system or equivalent concrete or masonry moisture
barrier complying with Section UBC 2907 (b) in this ordinance shall be
designed and constructed as specified for perimeter footings in Table 29-A.
7. A grade beam not less than 12" x 12" in cross section, reinforced as specified
for continuous foundations in Table 29-A, shall be provided at garage -door
openings.
8. Foundation stem walls which exceed a height of 3 times the stem thickness
above lowest adjacent grade shall be reinforced in accordance with Sections
2418 and 2614 in the UBC or as required by engineering design, whichever is.
more restrictive.
9. Bent reinforcing bars between exterior footing and slab shall be omitted when
floor is designed as an independent, "floating" slab.
10. Fireplace footings shall be reinforced with a horizonal grid located 3" above
the bottom of the footing and consisting of not less than No. 4 bars at 12" on
center each way. Vertical chimney reinforcing bars shall be hooked under the
grid.
MOISTURE CONTSNT IN PS%CfrNT OF DRY WSIGWT
F -
g 12 14 16 '
LL j
V
m
OPTIMUM MOISTURE
13.1
CURVES
BUENA ENGINEERS INC.
Plate
MOISTUR* CONTIRNT IN PSRCfrNT OF DRY WSIGIIT
p 121
LL
u
m
3
ti
IV 119
4 '
z
= 117
}
H
h
2
M&TNOD OF - COMPACTION.
ASTM D-1557-78, Method A or C
SO11- TYPG MAXIMUM DONSITY OPTIMUM MOISTURE
B2 (YIH) 120.8 pcf 12.2
(1 @ 6-9')
MAXIMUM Drak&ITY—OPTIMUM MOISTURE CURVES
BUENA ENGINEERS INC.
Plate
MOISTUR* COMTSNT IN PSRCLNT OF DRY WSIGIIT
8 10 12 14
LL
V
m
3
OI
112
z
7
S
= 110
}
I-
>.
} 108
g
M&TNOD Or-COMPACTION.
ASTM D-1557-78, Method A or C
•OIL. TYPir MAXIMUM DENSITY OPTIMUM MOISTURE
A3 (SP) 112.3 pcf 11.5
(2 @ 5-10')
MAXIMUM DGNSITY — OPTIMUM MOISTURE CURVIES
BUENA ENGINEERS INC
MOISTURE
CONTONT IN PIIC6MT OF DRY W*IGNT
8
0 12 416
LL
U
m
3
IL 118
d
= 116
Fr -
h
Z
114
g
MSTWO0 OF COMPACTION.
ASTM D-1557-78, Method
A or C
1011. TYPGr
MAXIMUM DIMITY
QPTIMUM MOISTURE
B1 (ML)
116.6 pcf
12.1
(3 @ 9-12')
(5 @ 12-14')
MAXIMUM CIGNSITY - OPTIMUM MOISTURE
CURVES
BUENA ENGINEERS INC.
LOAD IM KIPS
PSR SQUAQir FOOT
'
u
Rebound
Z 0:00
1 @
3'
Ef ect of Addng Waterer
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W
IL
W
2
U 0.02
Z
Z
0
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0.04
O_
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Z
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0.06
CONSOLIDATION DATA
BUENA ENGINEERS INC.
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i
Rebound
1 @
3'
LOAO IN KIPS PiR SQUARE FOOT
a-2 0.4 0-6 e e 1_o
cc
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a
a
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Z
0
H
0.04
J
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Z
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v 0.06
1.0 2z 4A &Z 04 KX0
CONSOLIDATION DATA
BUENA ENGINEERS INC.
Eff
ct of Addi
g Water
e
,
Rebound I
1 @
5'
CONSOLIDATION DATA
BUENA ENGINEERS INC.
LOAD 111 KIPS PSR SQUAQF FOOT
0.3 0.4 0.4 0A 1.0
U
z 0.00
a
W
2
Z 0.02
z
z
0
F -
Q 0.04
O
J
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z
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0.06
M:
2.0 2.0 LD &Z 8.0 lao
CONSOLIDATION DATA
BUENA ENGINEERS INC.
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CONSOLIDATION DATA
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6 @ 3'
CL
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Effe
t of Addin
Water
Z 0.0
Z
Z
0
I�-
Q 0.0
O_
J
0
A
Z
O
0.0
0.0
CONSOLI DATION DATA
BUENA ENGINEERS INC.
•
o
0
Rebound
6 @ 3'
LOAD IM KIPS PiR SQUARir FOOT
0.2 0.4 0.4 O.0 !.O 2.0 2D 4D iD 0.0 KLO
U
Z 0.00
of
a
a
W
2
U
Z 0.02
►,
Z
0
N
Q 0.04
O
lm
CONSOLIDATION DATA
BUENA ENGINEERS INC.
Effec
of Adding
Water
o
0
Rebound
6 @ 10'
CONSOLIDATION DATA
BUENA ENGINEERS INC.
LOAD IN KIPS PiQ SQUAQir FOOT
0.2 0.4
0.4 0.6 1.0 1.0 2z sd
iD e.o no
0
Z
0.00
6 @ 10'
W
a
Effect of Adding Water
a
W
2
U
0.02
Z
Z
0
F-
Q
0.04
O
J
0
0
Z
O
V
0.06
0.08
CONSOLI DATION DgTA
BUENA ENGINEERS INC.
0
6 @ 10'
LOAD IM KIPS PfiR 94UARgr FOOT
0.2 0.4 0.6 O -s 1-0 2 f% A P% Ad%
0.0(
0.0�
Of
0
0.
U 0.0<
2
z
z
0
0 4 0.0E
3
0
or)
z
8
0.08
0.1c
6.0 8.0 NX0
CONSOLIDATION DATA
BUENA ENGINEERS INC.
Effect of
Adding Water
Rebound
8 @ 3'
I tj
CONSOLIDATION DATA
BUENA ENGINEERS INC.
LOAD IM KIPS
PGR SQUARfr FOOT
0.3 0.4
0.4 OJs 1.0
LO
3.0 AD 4.0 e.0 9X0
u
Effect
of Adding
Water
=
0.00
oC
a
a
W
Z
Z
0.02
Z
Z
0
H
Q
0
0.04
Rebound
J
8
5'
0
D
Z
0.06
CONSOLIDATION
DATA
BUENA ENGINEERS INC.
@
17�
L.OAO IM KIPS PSR SQUARir FOOT
0.2 0.4 0.6 0.6 1.0 LO 2.0 i D e.0 lao
u
z 0.00
o[
Effect of. dding Water
a
A
U 0.02
Z '
z
Z
O
Q 0.04
O
J
O
h
z
0.06
CONSOLIDATION DATA
BUENA ENGINEERS INC.
W
W
Rebound
9 3'
@
6
LAAO IN KIPS PSR
&QUARiF
FOOT
*.s o.4
0.4 0A 1.0
to
so 8.0 KXO
9 @
'
U
Z
0.00
c[
W
a
w
Effe t
of Adding
Water
2
Z
0.02
Z
Z
0
1-
Q
0.04
O
J
O.
n
Z
UO
0.0
CONSOLIDATION DATA
BUENA ENGINEERS INC.
6
Rebound
9 @
'
LOAO IN KIP: PER
SQUARre
FOOT
0.3 0.4
0.0 0.6-11.0
i0
3.0 < O 6D 0.O no
2
U
Z
0.00
oC
dl
CL
113
W
S
U
0.0
Effe t
of Add in
Nater.
Z
Z
O
0
0.0
J
O
A
Z
V
0.0
0.0
Rebound
11-@ 3'
GONSOLI DATION DATA
BUENA ENGINEERS INC.
4.0
3.5
3.0
2.5
SHEAR114G
ST RESS
IN
KIPS 2.0
PER
SQUARE
FOOT
U
I .0
0.`,
0
ivI Semple Remolded at 90XV of Maximum Density ❑ Sample Run at In -Place Density
DIRECT SHEAR DATA
Semple Angle of Internal Friction Cohesion
B2(1 @ 6-9') 25.2° 268 psf
A3(2 @ 5-10') 32.4° 94 psf
NORML LOAD IN KIP; PER SQUARE FOOT
A 1n t5 1)n
11c 2A
i
Ii
I
I
1
2 @ 5-10'
1 @ 6-9'
i
i
4.0
3.5
w
2.5
SHEARING
STRESS
IN
KIPS 2.0
PER
SQUARE
FOOT
1.;
1.0
0.;
0
n2 Sample Remolded st 90.,., of tlzzimum Density ❑ Sample Run at In -Place Density
DIRECT SHEAR DATA
Sample /angle of Internal Friction Cohesion
(3 @ 9-12") 24.1° 304 psf
.(5 @ 12-14')
NORMAL LOAD IN KIPS PER SDI -',RE FOOT
4.0
3.5
3.0
2.5
SHEARM
STRE. S
IH
KIPS 2.0
PER
SQUARE
FOOT
1.(
0.`.
0
L-1 SEmple Remolded at 90� of Maximum Density Sample Run at In—Place Density
DIRECT SHEAR DATA
Sample /angle of Internal Friction Cohesion
• (6 @ 20') 23.4° 33 psf
(6 @ 30') 38.5° 17 psf
NORMtiL LOAD IN KIPS PER WARE FOOT
0 0.5 1.0 1.5 2.0 2.5 3.0
APPENDIX B
Standard Grading Specificaitons
B-1
STANDARD GRADING SPECIFICATIONS
PROJECT: LA QUINTA LODGE
CLIENT: LANDMARK LAND COMPANY
1. These Standard Grading Specifications have been prepared for the exclusive use
of our client for specific application to referenced project in accordance with
generally accepted soil and foundation engineering practices. No other
warranty, expressed or implied, is made.
2. Buena Engineers, Inc., referred to as the soil engineer, should be retained to
provide continuous soil engineering services during construction of the grading,
excavation and foundation phases of the work. 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 that anticipated
prior to start of construction.
3. The presence of our field representative will be for the purpose of providing
observation and field testing. Our work does not include supervision or direction
of the actual work of the contractor, his employees or agents. The contractor
for this project should be so advised. The contractor should also be informed
that neither the presence of our field representative nor the observation and
testing by our firm shall excuse him in any way from defects discovered in his
work. It is understood that our firm will not be responsible for job or site safety
on this project. Job and site safety will be the sole responsibility of the
contractor.
4. If the contractor encounters subsurface conditions at the site that (a) are
materially different from those indicated in the contract plans or in
specifications, or (b) could not have been reasonably anticipated as inherent in
the work of the character provided in the contract, the contractor shall
immediately notify the owner verbally and in writing within 24 hours. This
notification shall be a condition precedent before any negotiations for "changed
or differing site conditions" can proceed. If the owner determines that
B-2
conditions do materially so differ and cause an increase or decrease in. the
contractor's cost of, or the time required for, performance of any part of the
work under this contract, then negotiations shall commence between owner and
contractor to provide equitable adjustment to owner or contractor resulting
therefrom.
5. Whenever the words "supervision", "inspection", or "control' appear they shall
mean periodic observation of the workand the taking of soil tests as deemed
necessary by the soil engineer for substantial ' compliance with plans,
specifications and design concepts.
6. These: specifications shall be integrated with the Soil Engineering Report of
which they are a part. Should conflicting statements be found between these
standard specifications and the itemized recommendations contained in the main
body of the soil report, the latter shall govern.
7. These specifications shall consist of clearing and grubbing, preparation of land to
be filled, filling of the land, spreading, compaction and control of the fill, and
subsidiary work necessary to complete the grading of the filled areas to conform
with the lines, grades and slopes as shown on the accepted plans.
8. The standard test used to define minimum densities of compaction work shall be
the ASTM Test Procedure D 1557. Densities shall be expressed as a relative
compaction in terms of the maximum density obtained in the laboratory by the
foregoing standard procedure.
9. Field density tests will be performed by the soil engineer during grading
operations. At least one (1) test shall be made for each five hundred (500) cubic
yards or fraction thereof placed with a minimum of two (2) tests per layer in
isolated areas. Where sheepsfoot rollers are used, the soil may be disturbed to a
depth of several inches. Density tests shall be taken in compacted material
below the disturbed surface. When these tests indicate that the density of any
layer of fill or portion thereof is below the required density, the particular layer
or portion shall be reworked until the required density has been obtained.
r. �i ,-i� � r�i (' iii .-.- r. •'
B-3
10. Earth -moving and working operations shall be controlled to prevent water from
running into excavated areas. Excess water shall be promptly removed and the
site kept dry. Fill material shall not be placed, spread or rolled during
unfavorable weather conditions. When the work is interrupted by heavy rain, fill
operations shall not be resumed until field tests by the soil engineer indicate that
the moisture content and density of the fill are as previously specified.
11. Compaction shall be by sheepsfoot rollers, vibrating sheepsfoot rollers, multiple -
wheel pneumatic -tired rollers or other types of acceptable compacting rollers.
Rollers shall be of such design that they will be able to compact the fill to the
specified density. Rolling shall be accomplished while the fill material is within
the specified. moisture content range. Rolling of each layer shall be continuous
over its entire area and the roller shall make sufficient trips to insure that the
required density has been obtained.
12. Existing structures, foundations, trash, debris, loose fill, trees (not included in
landscaping), roots, tree remains and other rubbish shall be removed, piled or
burned or otherwise disposed of so as .to leave the areas that have been disturbed
with a neat and finished appearance free from debris. No burning shall be
permitted in the area to be filled.
13. When fill material includes rock, large rocks will not be allowed to nest and voids
must be carefully filled with small stones or earth and properly compacted.
Rock larger than six (6) inches in diameter will not be permitted in the
compacted fill without review as to location by the soil engineer.
14. Organic matter shall be removed from the surface upon which the fill,
foundations or pavement sections are to be placed. The surface shall then be
plowed or scarified to a depth of at least eight (8) inches and until the surface is
free from ruts, hummocks or other uneven features which would tend to prevent
uniform compaction by the equipment to be used. Specific recommendations
pertaining to stripping and minimum depth of recompaction of native soils are
presented in the main body of the soil report.
B-4
15. Native soil free from organic material and other deleterious material may be
used as compacted fill; however, during grading operations the soil engineer will
re-examine the native soils for organic content.
16. Imported material should be tested and reviewed by the soil engineer before
being brought to the site. The materials used shall be free from organic matter
and other deleterious material.
17. Where fills are made on hillsides or exposed slope areas, greater than 10%,
horizontal benches shall be cut into firm undisturbed natural ground to provide a
horizontal base so that each layer is placed and compacted on a horizontal plane.
The initial bench at the toe of the fill shall be at least 10 feet in width on firm,
undistubed natural ground at the elevation of the toe stake placed at the natural
angle of repose or design slope. The width and frequency of succeeding benches
will vary with the soil conditions and the steepness of slope.
18. The selected fill material shall be placed in layers which, when compacted, shall
not exceed six (6) inches in thickness. Layers shall be spread evenly and shall be
thoroughly blade -mixed during spreading. After each layer has been placed,
mixed and spread evenly, it shall be thoroughly compacted to a relative
compaction of not less than ninety percent (90%). The fill operation shall be
continued in six (6) inch compacted layers, as specified above, until the fill has
been brought to the finished slopes and graded as shown on the accepted plans.
19. When the moisture content of the fill material is not sufficient to achieve
required compaction, water shall be added until the soils attain a moisture
content so that thorough bonding is achieved during the compacting process.
When the moisture content of the fill material is excessive, the fill material
shall be aerated by blading or other satisfactory methods until the moisture
content is reduced to an acceptable content to achieve proper compaction.
20. Existing septic tanks and other underground storage tanks must be removed from
the site prior to commencement of building, grading or fill operations.
Underground tanks, including connecting drain fields and other lines, must be
totally removed and the resulting depressions properly reconstructed and filled.
Depressions left from tree removal shall also be properly filled and compacted.
. , . i 1 • , ,
` B -S
21. The methods for removal of subsurface irrigation and utility lines will depend on
the depth and location of the line. One of the following methods may be used:
1) Remove the pipe and compact the soil in the trench according to the
applicable portions of these grading recommendations, 2) The pipe shall be
crushed in the trench. The trench shall then be filled, compacted according to
The applicable portions of these grading specifications, 3) Cap the ends of the
line with concrete to mitigate entrance of water. The length of the cap shall not
be less than five (S) feet. The concrete mix shall have a minimum shrinkage.
22. Abandoned water wells on the site shall be capped according to the requirements
of the appropriate regulatory agency. The strength of the cap shall be at least
equal'. to the adjacent soils. The final elevation of the top of the well casing
must be a minimum of thirty-six (36) inches below adjacent grade prior to
grading or fill operations. Structure foundations should not be placed over the
capped well.
APPENDIX C
Site Plan
Log of Borings
Trench Logs
TNC f R04ARD
41B f�CP,E DEVELOP;-,-,'- NT
L,4Ni.,N-1 P,KK LAN I-�-=
LA OUi►JTA , Ch
I BUENA ENGINEERS, INC.
DATE 1-31-86
LOG OF BORING
for
La Quinta_.Lodge
BORING NO. 1
Job No.B-16006-P1
Report No. 86-2-271
LOCATIONPer Plan
Qi
io
0
o
hU
a�
o
3
o
m
DESCRIPTION
"
_ 3 --
�+ w
C L U
aC,
u
V1 L
o v
a.
>.
�-'
V)
C
o
(U
?
DATE 1-31-86
LOG OF BORING
for
La Quinta Lodge
BORING NO.2
Job No B -16006-P1
Report No.8672-271
LOCATION Per Plan
s
n
a
6
o
0
>,o
V
0
Um
�-
y
3
O
DESCRIPTION
•• �,�
"c�U
5 6 °-
v
v
H U
o0
GL
F-
o
v)
C
o
v *'
? M v
ro E U
00
0� U CL
REMARKS AND ANALYSIS
0
42
Al: Tan very silty very
fine sand
93.2.
3.8
SM
82
Terminated Drilling @ 16.
'
24
27
16
A3: Tan slightly silty
very fine to fine
sand
A3: Light grey to tan
slightly silty very
fine to fine sand
A3: Light grey to tan
slightly silty very
fine to fine sand
102.1
96.3
94.3
4.0
4.1
4.6
SP
SP
SP
91
86
84
5
10
15-
23
Al: Light grey brown
very silty very fine 'sand
81.4
25.8
SM
72
NOTE:
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
No Free Water Encountered
s
r-i,'r(' n
DATE 1-31-86
LOG OF BORING
for
La Quinta Lodge
BORING NO.3
Job No.B-16006-P1 .
Report No.86-2-271
LOCATION Per Plan
c
0
«'
X o
H
3
v
v 4:
a v
REMARKS AND ANALYSIS
a E
3
DESCRIPTION
._r
ro E`
V >,
p N
o
m
�,;,
� Q n
c u
CU
a.
� ..
�n
� 0 (U
a
0
...
17
A3: Greyish tan very silt
96.5
3.6
SP
86
"•
very fine to fine sanc.
18
A3: Greyish tan very silt
92.7
3.8
SP
82
Trace roots
5
very fine to fine san
12
A3: Greyish tan very silt
92.6
3.2
SP
82
very f ine to fine san
'
10
14
B1: Light brown slightly
clayey very fine sand
silt
83.2
38.7
MH
71
Interbedded silts and
15
(SM ML S L
28
20
16
B1: Light brown slightly
86.2
36.4
MH
74
clayey very fine
sandy silt
Interbedded silts and
25
60
Al: Greyish tan very
9,3.8
10.3
SM
83
30
silty very fine sand
Interbedded brown slight-
ML/
35
ly clayey very fine sand
silt and silty very fine
SM'
sand
40
21
B3: Grey to rust brown
86.0
36.8
ML
--
gilt
TerminatedDrilling @ 41.
NOTE: The stratification
No Free Nater Encountered
lines indicate the approx
imate boundaries between
45
soil types and the trans-
ition may be gradual
Al: Light grey very silty
very fine sand
DATE 2-3-86
LOG.OF BORING
for
La Quinta Lodge
BORING NO. 4
Job No.B-16006-P1
Report No.86-2-271
LOCATION Per Plan
C
0
r o
y
v
REMARKS AND ANALYSIS
v E o
o
DESCRIPTION
..3,w
�"
ro E
io Ln
m
��a
°�
�a
°
�
a)ov
�Ua
0
10
A2: Grey very silty very
85.9
34.0
SM
--
Trace roots
fine sand
18
A3: Grey very fine to
84.4
12.0
SP
75
fine sand
5
17
A2: Grey very silty very
97.1
6.2
SM
fine sand
Interbeddded sands and
SM/
silty sands
SP
19
A2: Light grey brown silty
85.3
19.5
SM
--
Trace roots
very fine sand
15
20
Al/A2: Light grey brown
85.5
-11.5
SM
--
}h,
s ty
re me
GsnAg�itgy
Trace roots
20
24
A2/ Light grey brown
93.3
29.7
SM/
--
very silty very fine sand
SM6
over brown silty very fin
ML
sand and silt
25
30
30
A2: Light grey brown
96.7
23.2
SM
--
silty very fine sand
35
A2/A3: Light greyish
green slightly silty very
40
30106.5
fine to fine sand over br
9.9
SMS
SP
95
Disturbed sample
own veru
Terminated Drilling @ 41.
NOTE:
No Free Water Encountered
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
DATE 2-3-86
LOG OF BORING
for
La Quinta Lodge
BORING NO, 5
Job NO -B -16006 -PI
Report No. 86-2-271
LOCATION Per Plan
C
O
..�
o
►- C
0
>
? ( v
REMARKS AND ANALYSIS
c.
E
`
3
DESCRIPTION
.. �,;;
L.
�'
b CL E `
0
�,
V)
O
O
m
c C U
D°
o OJ
°.
0
�n
v o GJ
C U a
0
L�Hl
t
Tan silty very fine sand
SM
28
B1/A2: Tan very fine sand
80.1.
9.4
MH/
69
silt over silty very fine
SM
sand
18
A3: Tan very fine to fine
94.1
4.2
SP
84
sand
5
16
Bl: Light greenish brown
115.6
4.2
MH
99
very fine sandy silt
..
A3/133; Light grey brown
10
14
very fine to fine sand
91.4
27.4
SP/
81
over light brown silt
ML
B1: Light green brown
MH
very fine sandy silt
15
21
B1/A2: Light green brown
94.0
27.4
MH/
81
Decomposed roots
very fine sandy silt over
SSI
silty very fine sand
20
-
•
32
A3: Tan very fine to fine
sand
91.5
7.1
SP
81
Terminated Drilling @ 21.
NOTE:
The stratification lines
No Free Water Encountered
indicate the approximate
boundaries between soil
types and the transition
may be gradual
DATE 2-3-86
LOG OF BORING
for
La Quinta Lodge
BORING NO. 6
Job No.B-16006-P1
Report No.86-2-271
LOCATION Per Plan
L
a
v
0
o
>10
V) m
y
3
0
DESCRIPTION
-fine
"
3 w
c�U
�O a
L
ov
�4
o V
c
0
a
b i
vov
�Ua
REMARKS AND ANALYSIS
19
A2/A3: Grey tan very silt
very fine sand over very
to_ftup
78_qnnd.8
8.9
SM/
SP
70
Terminated Drilling @ 21.
17
A2/A1: see below
92.6
13.9
SM
82
5
20
A3: Light brown very fine
to fine sand
89.1
4.4
SP
79
10
AM
17
A3/.A2; (see below)
102.4
12.2
SEA
91
11111
B1: Light brown silty
very fine sand
ML
.15-:'o
25
A3/A2: (see below)
88.4
12-2
SP/
SM
7Q
18
30
A2: Light grey brown
silty very fine sand
A2: Light brown silty
very fine sand
96.8
95.9
17.5
17
SM
SM I
--
20
25-
30
NOTE:
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
A2/A1; Blue grey silty ve
fine sand over light browi
very silty very fine sand
A3/A2: Light brown very f
to fine sand over very
silty very fine sand
y
ne
No Free Water Encountered
DATE 2-3-86
LOG OF BORING
for
Lp Quinta Lodge
BORING NO, 7
Job No.B-16006-P1
Report No, 86-2-271
LOCATION Per Plan
s
a
V
in
o
.0`
>'0
v:
y
3
0
m
DESCRIPTION
-
.. 3 „�
c�U
�D a
v
L
oar
�C
�'
0
C
0
? a v
b a`
aov
a:Ua
REMARKS AND ANALYSIS
0
,
;;
28
20
20
33
A3: Tan very fine to fine
sand
A3: Tan very fine to fine
sand
A3:'Tan very fine to fine
sand
A3: Tan very fine to med-
ium sand over very
fine to fine sand
93.9
100.4
98.8
102.1
3.1
3.1
4.3
4,1
SP
SP
SP
SP
84
89
88
91
,
Terminated Drilling @ 16.
5
10
25ypry
Al: Light brown very silt
fine sand
86.0
11.2
SM
76
L5 -
L I
NOTE:
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
No Free Water Encountered
—•-
DATE 2-4-86
LOG OF BORING
for
La Quinta Lodge
BORING NO, 8
Job NO.B-16006-P1
Report No.86-2-271
LOCATION Per Plan
s
n
o
0
o
E
�
vi
O
y
o
sn
DESCRIPTION
.. �w
C L U
5 a a.
v
�_
O O
:E a
0
C
0
_' b y
_ro
y 0 0
C2 U n
REMARKS AND ANALYSIS
24
A2/A3: Light brown very
silty very fine sand over
grey brown silt'
90.5
28.4
SM/
--
rooting
Terminated Drilling @ 16'
18
A2: Grey brown silty very
fine sand
81.7
11.1
SM
--
•.•
17
20
A2/Al: Grey brown very
silty very fine sand over
fine sand
Interbedded silty sands
and sands
A3: Light brown very fine
to fine sand
94.6
94.0
22.5
-14.0
SM
SP
83
84
,..
10
25
B1/A2: Light brown very
fine sandy silt with int-
erbeds of very silty very
fine sand
85.7.
31.2
ML/
SM
73
15
NOTE:
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
No Free Water Encountered
DATE 2-4-86
LOG OF BORING
for
La Quinta Lodge
BORING NO. 9
Job No.B-16006-P1 .
Report No. 86-2-271
LOCATION Per Plan
r
o
o
E o
v, U
y
o
co
DESCRIPTION
�_ �
c L V
:DD a
_
�
H L
O O
in'
_
v)
c
o _
? n °c'
ro E
Gl O O
orUCv
'
REMARKS AND ANALYSIS
0
,,,.
,,.
25
18
14
A3: Tan very fine to fine
sand
A3: Tan very fine to fine
sand
A3: Tan very fine to fine
sand
91.7
81.5
85.6
5.7
7.1
7.3
SP
SP
SP
82
73
76
Terminated Drillin @ 16.
5
20
B3/A2: Light brown silt
with interbeds of silty
very fine sand
96.0
23.2
_
ML/
SM
10
15A2/A3:
k::34silty
Grey brown very
vr fine sand over
tan very,ne to fine san
91.0
16.0
SM/
SP
81
NOTE:-
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
No Free Water Encountered
r' 1-.,, F' rl
DATE 2-3-86
LOG OF BORING
for
La Quinta Lodge
BORING NO. 10
Job No.B-16006-P1
Report No.86-2-271
LOCATION Per Plan
n
v
C]
0
o
0`
Vn
o
3
o
m
DESCRIPTION
3
,-. �,w
c�U
-j D a•
v
L.
ov
� n'
�
F-
-
vii
o
'_ . c.
b E
a�0V
GY. U n
REMARKS AND ANALYSIS
„•
.
••"
28
27
30
A3: Tan very fine to fine
sand
A3: Tan very fine to fine
sand
A3: Tan very fine to fine
sand
89.7
----
99.3
4.9
---
2.6
SP
SP
SP
80
88
Terminated Drilling @ 16.:
26
A2: Light brown slightly
silty very fine sand
83.7
12.4
SM
--
10
'
'
'
29
A3: Tan very fine to fine
sand
90.4
4.7
SP
80
15
NOTE:
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
No Free Water Encountered
DATE 2-4-86
LOG OF BORING
f or
La Quinte Lodge
BORING NO. 11
Job No. B -16006-P1
Report N086-2-271
LOCATION Per Plan
«.
v
0
o
E
vii
v
O
3
O
m
DESCRIPTION
"
�_ T^
r- �. U
5a a
v
�_ C
O v
i°•
v
F"
�'
V)
C
0
�.
Mv
,v E
v 0 0
ORU°..-
REMARKS AND ANALYSIS
0
67
30
26
40
A2: Tan very silty very
fine sand
A2: Tan very silty very
fine sand
A2: Tan very silty very
fine sand
A2: Tan very silty very
fine sand
--
88.4
--
87.2
--
2.7
--
6.4
SM
SM
SM
SM
--
--
'
Trace roots
erminated Drillin @ 31.0
5
10-
15
30
A3: Tan very fine to fine
89.5
5.6
SP
80
B1/B3:Light brown very fi
silt and silt
a
MH/
M1,
2
_sandy
A2 (see below)
cm
41
A2/A3-L' ht b own sil
ver fins to fine sandy
over whitish tan very fin
to ine san
94.7
2.8
SM/
SP
84
35
A2: Light brou-n very silt
very fine sand
92.0
28.9
ISM--
25
30
NOTE:
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
lo Free Water Encountered
DATE 2-4-86
LOG OF BORING
for
Lg Quinta Lodge
BORING NO. 12
Job No.B-16006-P
Report No.86-2-271
LOCATION Per Plan
r
i
0
o
E
V)
oo`
c
ca
DESCRIPTION
3
41 �,�,
�� n
� 0
0 `
�a
F
�
•o
c
0
? a v
b E `
—000
REMARKS AND ANALYSIS
20
21
33
A2: Tan silty very fine
sand
A2: Tan silty very fine
Sand
A2: Tan silty very fine.
sand
--
--
--
1.2
1.4
--
SM
SM
SM
--
--
--
,
Terminated Drilling @ 16.E
5
40
A3/B'1: Tan very fine to
fine sand inter-
bedded with tan
very fine sandy
silt
99.1
1.2
SP/
MH
88
34
A2: Tan silty very fine
sand
--
3.3
SM
--
5
NOTE:
The stratification lines
indicate the approximate
boundaries between soil
types and'the transition
may be gradual
No Free Water Encountered!
[—ic+ic 0
DATE 2-5-86
Trench Log
For
La Quinta Lodge
Trench # 1
Job No.B-16006-P1
Report No. 86-2-271
LOCATION Per Plan
..
s
a-0
0
o
Eo
V)
0
y
3
o
m
DESCRIPTION
� �w
c..0
s p a
M y
�
oar
: a
�'
V)
C
o
? M C
b E
a,ov
Cy.U CL
REMARKS AND ANALYSIS
N
N
Al: Medium brown silty
fine sand
98.8
87,2
12.1
24.2
SM
87.
77
Terminated Trenching @ 13
A3: Light brown fine sand
97.7
8.8
SP
87
5
10
A3/B2: Light brown fine
sand
SP/
Mg
NOTE:
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
N = Nuclear Density Test
No Free Water Encountered
15
DATE 2-5-86
Trench Log
For
La` Quinta Lodge
Trench lit
Job No.B-16006-P1
Report No.86-2-271
LOCATION Per Plan
`r
0.
v
10
0
o
E
�n
�?
o
Ucfl
3
o
DESCRIPTION
3
w
c U
:D 0 a.
v
i
o v
.2
CL
F'
V)
C
o
c
ro E
V 0 V
W U CL
REMARKS AND ANALYSIS
N
N
N
Al: Light brown silty
fine sand
Al: Light brown silty
fine sand
Al
97.3
97.6
98.2
1.0
2.8
3.2
SM
SM
SM
86
86
86
Terminated Trenching @ 13.
5
Light.brown slightly
clayey very fine to
medium fine sandy silt
10
NOTE:
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
N = Nuclear Density Test
No Free Water Encountered
A
15
DATE 2-5-86
Trench Log
For
La Quinta Lodge
Trench 413
Job No.B-16006-P1
Report No. 86-2-271
LOCATION Per Plan
.-.
..
n.
V
io
0
o
E
E
V)U
a?
o
3
o
co
DESCRIPTION
.. 3
'c ` U
4)
N L
o v
a
v
� C.
�'
vo)
c
o
�,..
' roa ac,
ro
v o v
ce U It
REMARKS AND ANALYSIS
N
N
N
Al: Light brown very silty
very fine sand
Al; .Light brown very silt
very fine sand
Al: i -p t brown silty fin
95.1
89.8
91.1
2.8
6.7
7.9
SM
SM
SM
84
79
80
,
Terminated Trenching @ 10'
5
A2: Brown slightly silty
very fine to fine
sand
SM
10
NOTE:
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
N = Nuclear Density Test
No Free Water Encountered
M�---
[-laic 13
DATE 2-5-86
Trench Log
For
La Quinta Lodge
Trench #4
Job No.B-16006-P1
Report No. 86-2-271
LOCATION Per Plan
,-.
X
v
0
o
E
o
y
o
DESCRIPTION
3.w
v
~
V)°
c
o
? n ac,
b E L
�Ua
REMARKS AND ANALYSIS
N
N
N
Al: Light brown very.
silty very fine sand
Al: Tan silty very fine
to fine sand
A1:.Light tan slightly
silty'very fine to
93.5
85.9
89.3
4.7
3.7
4.2
SM
SM
SM
82
76
79
Roots to 4.0'
Terminated Trenching @ 10
5
A2:
Brown slightly silty very
fine to fine sand
SM
10
NOTE:
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
N = Nuclear Density Test
No Free Water Encountered
Plate R
DATE 2-5-86
Trench Log
For
La Quinta Lodge
Trench X15
Job No.B-16006-P1
Report No. 86-2-271
LOCATION Per Plan
a
a,
im
°
Eo
,
V)
a?
U
3
o
m
DESCRIPTION
.� 3 w
C`U
J0 °
o v
20-
o
V)
c
o
? c
vo w
C 4 U
•
REMARKS AND ANALYSIS
0
N
Al: Light brown silty
very fine sand
93.1
8.2
SM
82
Terminated Trenching @ 11
N
N
A3: Light brown slightly
silty very fine to
medium fine sand
A3::Light.brown slightly
silty very fine to
medium fine sand
88.2
96.0
10.2
7.0
SP
SP
79
85
5
10
NOTE:
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
N = Nuclear Density Test
No Free Water Encountered
1- la f (- n
DATE 2-5-86
Trench Log
For
La Quinta Lodge
Trench V6
Job No.B-16006-P1
Report No. 86-2-271
LOCATION Per Plan
a
OO
D
0
o
vii
3
O
c3
DESCRIPTION
,
3
w
c&_ U
Z) 13
O N
ac,n
�_ �
O O
fin'
O 0.
�"
vci
c
O
y a+ Z
v
ro
O v
aUa
REMARKS AND ANALYSIS
N
N
Al: Dark brown very
silty very fine sand
A1, fanevery msilt err
86.5
92.9
9.5
4.7
SM
SM
76
82
,
Terminated Trenchin 0 '
NJ
A2: Tan slightly silty
v
88.5
7.3
SM
--
5
NOTE•
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
N = Nuclear Density Test
No Free Water Encountered
DATE 2-5-86
Trench Log
For
La Quinta Lodge
Trench #7
Job NO.B-16006-P1
Report No. 86-2-271
LOCATION Per Plan
s
a
d!
0
o
E
V)
v
O
o
c0
DESCRIPTION
3
.. �W
c L U
�� a
_
M �
�_
O O
�M
v°)
c
O _
? c. (
(o E
y 0 0
aUn.
REMARKS AND ANALYSIS
N
N
Al: Light brown silty
very fine sand
Al: Light brown silty
very fine sand
93.8
90.6
0.5
0.8
SM
SM
83
80
'
erminated Trenching @ 6.
5
—
NOTE:
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
N = Nuclear Density Test
o Free Water Encountered
ni n
DATE 2-5-86
Trench Log'
For
La Quinta Lodge
Trench X18
Job No.B-16006-P1
Report No.86-2-271
LOCATION Per Plan
s
a
v
D
o
�o
V)
�?
3
O
m
DESCRIPTION
"
4, 3,
cru
:DD .°
v
ov
i s
f-
o
V)
C
0
'
ro a
vov
oC U a
REMARKS AND ANALYSIS
0
N
Al: Light brown very silt
fine sand
97.8
2.2
SM
86
'
Terminated Trenching @ 5.
N
N
A2: Light brown silty
fine sand
A2; Light brown silty
fine sand
89.5
83.2
7.3
2.6
SM
SM
--
5
NOTE:
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
N = Nuclear Density Test
No Free Water Encountered
r1r1W n
DATE 2-5-86
Trench Log
For
La Quinta Lodge
Trench 019'
Job No.B-16006-P1
Report No.86-2-271
LOCATION Per Plan
Qo
0
E
vii
c
o
co
DESCRIPTION
.. �„�
Ut]
Y
`
2a
c,
�'
V)
C
o
?
r
Trench Log Job No.B-16006-P1
For Report No.86-2- 271
La Quinta Lodge
DATE 2-5-86
Trench 1110
LOCATION Per Plan
r
1
V
o
0
>0 V).
:.'
0
o
DESCRIPTION
��
"c u
v
L
0 a)
F•
o
C
0
? b
b L
a� 0 0
REMARKS AND ANALYSIS
0
Al: Light brown very
silty fine sand
90.6
21.7
SM
80
erminated Trenching @ 5.
N
A2: Light brown silty
fine sand
A2; Light brown silty
:fine sand
93.2
88.6
25.9
12.1
SM
SM
--
--
5
NOTE:
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
N = Nuclear Density Test
No Free Water Encountered
Trench Log Job N o.B-16006-P1
For Report No.86-2-271
La Quinta Lodge
DATE 2-5-86 Trench 1111 LOCATION Per Plan
v
r
a
0
o
E
vi
o
W
y
o
m
DESCRIPTION
•
..3,w
c` U
Z)6 n
Q� H
v
`
o v
2
Q,
F'
o
C
o
u N
?