05-4517 (SFD) Soil Engineering ReportROM SLADDEN PALM DESERT
(TUE)JUL 27 2004 11:10iST.11:09!No.FS027ifi0 P I
Sladden Engineering
6782 Stanton Ave„ Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369
39-725 Garand Ln., Suite G, Palm Desert, CA 92211 (760) 772-3893 Fax (760) 772-3895
July 27, 2(X)4. Project No. 522-2125
04-07-499
Peter Jacobs Homes
P. O. Box 356
La Quinta, California 92253
Project: Peninsula — Lots 16, 17 & 18
PGA West
La Quinta, Califomia
Subject: Soluble Sulfate Test Results
As requested, we sampled the surface soils within lots 16, 17 and 18 of the PCA West Peninsula
development for soluble sulfate determination. Samples were delivered to Surabian Ag
Laboratory and Consultants, Inc. for Soluble Sulfate determination, 'Testing was performed in
accordance with California Test Method No. 417. The results of the soluble sulfate testing are
attached.
Testing indicated soluble sulfate content ranging from "None detected" to 848 parts per million
(ppm). Testing indicates that the surface soils are considered "low" corrosive with respect to
concrete. Based upon the test results, special sulfate resistant concrete mix designs should not be
necessary on the lots but the use of sulfate resistant concrete mix designs typically used within
PGA West is recommended. Concrete mix designs should be determined in accordance with
Table 19-A-3 of the 1997 Uniform Building Code (UBC). General Uniform Building Code (UBC)
guidelines regarding corrosion potential are attached along with the applicable 1997 UBC Table
19-A-3.
If you have questions regarding this letter, please contact the undersigned.
Respectfully submitted,
SLADDEN ENGINEEI
Brett L. Andersbr»-
Principal Engineer
Letter/pc
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Copies: 2/Peter Jacobs Homes
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FROM SLADDC PALM DESERT
JUL-16-04 03:48 PM S
SVRABIAN AG LABORATORY
&W CONSULTANTS, Inc.
13 ' 354 Sona Avenue
10'�O. Cahfomla 92201
00)773-9700
(TUE) JUL 27 2004 11 :1 0/ST, I I :09/1,jo. 680,971706io P '2
lblan PT Lab & Cons. 760 7 7995 P-01
177
SOIL ANALYSIS
for: Sladden Engineering
report date: 7-16-04
inv.Aab#: 1281
Ohms cm mqlKQ
No, Deserlption Set.% pH Res Cl so,,
Ptnnigula Park
POA Woo
Lot le 848
Lot 17 N. D.
Lol 18 74
N.D. a Not Defttable
.riwi J_nUUCI'J I'NLM UCJLhI Mci JUL CI LUUa II.IV/0I• I I. Uri I'v u. 000 L I i u u i L. r
rANCRAL GUIDELINES FOR SOIL CORROSIViTY'
MP tftIAL CHEMICAL SOIL AMOUNT IM SOIL AMOUM7 IN WATER RESISTIVITY DEGO1EE
aFIfrIED ►LENT PROPERTY nom_ 1percenC) (Pprh) (percrnC) (ohm -cm) CORROSIVIIT
(onueCe Soluble 0.1000 0.0.0.1 0. 150 0.000.0.015 •--• Low'
SulfaCcs 1000-2000 0.1.0.2 150.1000 0.015.0.10D .... Moderate'
2000.5000 0.2.0.5 1000.2000 0.100-0.200 •••• Severe'
> 5000 > 0.5 > 2000 > 0,200 •--• Very Severe'
NormI Soluble -• 0- 200 0.00.0.02 _. Lou
Gr'aae Chlorides 200- 700 0.02-0.07 •.. .-• _--- Moderate
SC ecl 700-1500 0.07-0.15 Seyert
> 1500 > 0.15 .•. .•• .... Very Sevefc
--•- Electrical' -- •• > 10,000 Very Low
Resistivity •. -. 5,000-10,000 Lou
-' 1,000- 5,000 Nederate
... ... 500- 1,000 Severe
< 500 Very Severe
NO CCT: 1) PM may be used as a general indicator for soil corrosivity.
0 - 2 likely problem
2 - 5 and 0 fl - possible problem
6 8 - probably okay
2) Use Type I or 11 Portland Cement; water/cement ratio < 0.55; 5 sacks of cement Per cubic yard of
concrete.
3) Use Type II Portland Cement; waterjctment ratio < 0.50; 6 sacks of ctstCent per cubic yard of concrete
4) use Type II Portland Cement; water/cement ratio < 0.45; 7 socks of cement per rabic yard of concrete
or Type V Portland Cement; water/Cement ratio c 0.50; 6 sacks of cement per cubic yard of concrete
5) Electrical resistivity of sea water and clean dry sand is 15 to 35 and greater than 1 A 10•,
respectively.
II I - -.vv - n rI_:a VLO_isl
IIUC!dUl CI (uui II.IU:' I. IIpi]I,i:lft•:IL1 r' ;
TABLE 19-A•2—REQUIREMENTS FOR SPECIAL EXPOSURE CONDMONS
TABLE 19-A-3—REQUIREMENTS FOR CONCRETE
EXPOSED TO SULFATF-rONTAIMaarr eni .
WATER- SOLVBLt:
611M MUM r.c, -
6VLFArE
MAAIMUM
NORMAL -WEIGHT ANO
WEpHT
WATER LEMENTTTTOUS
IJC MrWE1GMi
Moderatez
MATMArb itAT10, BT
AGGREGATE CONCRETE
FXPOSURE COMDrrtoN
WETGMr, NORMAL•WEtOMr
Pat
COMTeee intended to have low Permeability when
AGGAEOAM CONCRETE
x 0006a9 for MP•
exposed to water
0.50
COACMIC exposed to freezing and (hawing in a 111654
OSO
4,000
condition or Io deicing chemicals
4500
Over
For corrosion PrOlection for reinforced concrete
0.45
-----T
4,500
exposed to chlorides from deicing chemicals, salts or
brackish wrier, or spray from these sources
0.40
5.000
TABLE 19-A-3—REQUIREMENTS FOR CONCRETE
EXPOSED TO SULFATF-rONTAIMaarr eni .
WATER- SOLVBLt:
9U4F�rATE
6VLFArE
P�RCF�fTAA0E eT
EXPOSURE
WEpHT
Negligible
0.00-0.10
Moderatez
0.100.20
Serve 0.20-2.00
W -Ty severe Over 2.00
I A lower wotcr cefficntitious materials rano or hlghu strcnglh maybe required for low
z a t COnosion of anbeddod items a fr=insftw1g and duwing (TYbl1ircf , permeability or for protection
W.3P0m0l1n that has been detc=ined by scat or service rccuf4 to improve sulfate rtxutarxx when used in carrcrete con
•
t'aming Type V ccm,:nL
22+61
Slnddett Engineering
NORMALWOGMT
AGGREGATE
tACCRE GATE
CONCRETE
1s dM7 Wab.•r'
Cluar
wv110M
. Norwmi.
M%rlght and
9U►fATF (3040 iN
WATEA, ppn
cEMEwr rTPE
MAbrLlo pRfftw, by
M
rbmr4}W{pM
,
Uw{
eMoht
COncmi.. pale
x 0.006x9 sew MPa
0-150
_
150-1.500
!L [Pw), is
(MS)
0.50
4,000
150010,000
V
0.45
4500
Over
�10-000-�V—P,,--�
0.45
4500
I A lower wotcr cefficntitious materials rano or hlghu strcnglh maybe required for low
z a t COnosion of anbeddod items a fr=insftw1g and duwing (TYbl1ircf , permeability or for protection
W.3P0m0l1n that has been detc=ined by scat or service rccuf4 to improve sulfate rtxutarxx when used in carrcrete con
•
t'aming Type V ccm,:nL
22+61
Slnddett Engineering
Sladden Engineering
6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369
39-725 Garand Ln., Suite G, Palm Desert, CA 92211 (760) 772-3893 Fax (760) 772-3895
July 2, 2004 Project No. 522-2125
04-07-449
Peter Jacobs Homes
P.O. Box 356
La Quinta, California 92253
Attention: Mr. Peter Jacobs
Project: Peninsula Park - Lots 16, 17 & 18
PGA West Weiskopf Course
La Quinta, California
Subject: Report of Observations and Testing During Grading
Ref: Geotechnical Update prepared by Sladden Engineering dated July 8, 2002, Project
No. 544-2125, Report No. 04-07-392.
Summarized in this report are the results of in-place density tests performed at the subject site
during recent regrading along with pertinent observations. The project site is located along the
Weiskopf course within the PGA West development in the City of La Quinta, California. Rough
grading was performed by A. Flores Grading and Excavating using conventional heavy
equipment.
The building pad areas were. overexcavated to a depth of approximately 2 feet below existing
grade. The previously removed soils obtained from the cut areas of the project site were placed in
thin lifts at near optimum moisture content and compacted to at least 90 percent relative
compaction.
Observations and field testing was performed from June 11 through June 18, 2004. Testing
indicates that a minimum of 90 percent relative compaction was attained in the areas tested. The
passing test results indicate compliance with the project specifications at the tested locations and
depths but are no guarantee or warranty of the contractors work.
Field Tests: In-place moisture/density tests were performed using a nuclear density gauge in
accordance with test methods ASTM D 2922 and ASTM D 3017. A total of 10 density tests were
performed. The test results are summarized on the attached data sheets.
Laboratory Tests: The moisture -density relationships for the tested materials were determined in
the laboratory in accordance with test method ASTM D 1557-91.
July 2, 2004 -2- Project No. 522-2123
04-07-449
Allowable Bearing Pressures: Footings should extend at least 12 inches beneath lowest adjacent
grade. Isolated square or rectangular footings at least 2 feet square may be designed using an
allowable bearing value of 1800 pounds per square foot. Continuous footings at least 12 inches
wide may be designed using an allowable bearing value of 1200 pounds per square foot.
Allowable increases of 300 psf for each additional 1 foot of width and 300 psf for each additional
6 inches of depth may be utilized if desired. The maximum allowable bearing pressure should be
2500 psf. The allowable bearing pressures are for dead and frequently applied live loads and may
be increased by 1/3 to resist wind, seismic or other transient loading.
The bearing soils are non -expansive and fall within the "very low" expansion category in
accordance with Uniform Building Code (UBC) classification criteria.
If there are any questions regarding this report or the testing summarized herein, please contact
the undersigned.
Respectfully submitted
SLADDEN ENGINEERING
Brett L. Anderson
Principal Engineer W
*A
saw.` Cr,,+,�.,
Grading/pc \''t 'U
Copies 4/ Peter Jacobs Homes
Sladden Engineering
TEST RESULTS
PROJECT NAME:
Peninsula Park - PGA West
- Lots 16, 17 & 18
PROJECT NO:
522-2125
LOCATION: La Quinta,
California
REPORT NO:
04-07-449
Test No.
Date Tested
Location
Elevation !
Dry Density
% Moisture I Relative
Maximum
In Place I
In Place Compaction
Density
Building Pads
1
06-11-04
Lot 18
2.0 BPG
105.8
14.4
94
112.0
2
06-11-04
Lot 18
2.0 BPC I
104.6
11.5
93
112.0
3
06-11-04
Lot 18
2.0 BPG 1
102.9
9.0
92
112.0
4
06-14-04
Lot 17
I
2.0 BPG
110.8
9.3
99
112.0
5
06-14-04
Lot 17
1.0 BPG
109.4 15.4
I 98
112.0
6
06-14-04
Lot 18
1.0 BPG I
108.9 1
11.3
97
112.0
7
06-15-04
Lot 16
i
1.0 BPG i
101.9
15.5
91
112.0
8
06-18-04
Lot 18
PG
110.4
6.9
98
112.0
9
06-18-04
Lot 17
PG ;
109.7
5.2
98
112.0
10
06-18-04
Lot 16
PG
108.6
5.0
97
112.0
I
BPG - Below Pad Grade
PG - Pad Grade
DATE: July 2, 2004
Sladden Engineerh;
'(9
Sladden
Engineering
6782 Stanton Ave., Suite A, Buena Park, CA 90621 (562) 864-4121 (714) 523-0952 Fax (714) 523-1369
39-725 Garand Ln., Suite G, Palm Desert, CA 92211 (760) 772-3893 Fax (760) 772-3895
July 8, 2002
Peter Jacobs Homes
P. 0. Box 356
La Quinta, California 92253
Project: Tract 29149 - The Peninsula
Tom Weiskopf Golf Course - PGA West
La Quinta, California
Subject: Geotechnical Update
Project No. 544-2125
02-07-392
Ref: Grading Report prepared by Sladden Engineering dated March 17, 1999, Project No.
522-8096R
As requested, we have reviewed the above referenced grading report and previous geotechnical
reports as they relate to the design and construction of the residences proposed for the Peninsula
residential development along the Tom Weiskopf Golf Course at PGA West in the City of La
Quinta, California. In addition, we have visited the site to observe the present conditions. The
lots are located along the Tom Weiskopf Golf Course. The lots were rough graded during the
initial grading of the Tom Weiskopf Course and regraded in 1999 when the Peninsula tract was
developed. Observations and the results of compaction tests performed during the Peninsula tract
grading are summarized in the above referenced grading report.
Based upon our review, it is our opinion that the recommendations included within the initial
Geotechnical Engineering report and the referenced grading report remain applicable for the
design and construction of the single family residences proposed for this phase of the project.
The structural values (including bearing pressures and lateral pressures) recommended within the
referenced grading report remain valid for the design of the residential structure foundations and
the related site improvements. Pertinent 1997 UBC Seismic design criteria is included with this
memo.
Because the lots have been previously rough graded, the remedial grading necessary at this time
should be minimal. In our opinion, the overexcavation performed during the initial rough grading
has adequately addressed remedial grading criteria and additional overexcavation is not warranted
provided that the proposed buildings fall within the previously established building pad areas.
The existing pad surfaces should be cleared of weeds and grass prior to grading. The exposed
surface should be scarified, moisture conditioned and compacted to at least 90 percent relative
compaction. Any fill material should be placed in thin lifts at near optimum moisture content and
compacted to at bast 90 percent relative compaction. Compaction should be verified by testing.
July 8, 2002 ?- Project No. 544-2125
02-07-392
It' you have ung clucs1i011s [Ills leller or the rcicrcnccd report. Blease contact the
undersigned.
Respectfully submitted, pFt ssi'
SLADDEN ENGI E A"V
Q7 so
JJ 9z
Brett L. And re son k � Exp. 9-30-2002
Principal Engineer slgrF FIV [lf"0.rP/
Letter/pc
Copies: 4/Peter Jacobs Homes
Slnrlrlen En-ineerilly
July 8, 2002 -3- Project No. 544-2125
02-07-392
1997 UNIFORM BUILDING CODE SEISMIC DESIGN INFORMATION
Recently the International Conference of Building Officials issued the 1997 Uniform Building
Code containing substantial revisions and additions to the earthquake engineering section in
Chapter 16. Concepts contained in the code that will be relevant to construction of the proposed
structures 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 Zone
Approximate Distance
From Site
Fault Type
1997 UBC
San Andreas
I I km
A
L.San Jacinto
1 31 km
A
Based on our field observations and understanding of local geologic conditions, the soil profile
typejud(jed applicable to this site is Sp, generally described as stiff or dense soil. Tlie site is
located within UBC Seismic Zone 4. The following table presents additional coefficients and
factors relevant to seismic mitigation for new construction upon adoption of the 1997 code.
Slu&len Engineering
Near -Source
Near -Source
Seismic
Seismic
Seismic
Acceleration
Velocity
Coefficient
Coefficient
Source
Factor, Na
Factor, N,
Ca
C,
San Andreas
1.0
1.2
0.44 Na
0.64 N,
San Jacinto
1.0
1.0
0.44 Na
0.64 N,,
Slu&len Engineering
Sladden Engineering
6782 Stanton Ave., Suite E, Buena Park, CA 90621 (562) 864-4121 (714) 523-0952 Fax (714) 523-1369
39-725 Garand Ln., Suite G, Palm Desert, CA 92211 (760) 772-3893 Fax (760) 772-3895
March 17, 1999
Bristol Construction
73-929 Larrea, Suite 1
Palm Desert, California 92660
Project: PGA West - The Peninsula
Tract 28522
La Quinta, California
Project No. 522-8096R
Subject: Report of Observations and Testing During Fine Grading
Summarized in this report are the results of in-place density tests performed at the subject
site during fine grading along with pertinent observations. The project site is located
within the PGA West development along the Weiskopf Private Course. The initial phase
of development included finished graded lots 1 through 18.
The building pad areas were scarified and watered prior to and during fine grading. The
exposed surfaces were compacted to a minimum of 90 percent. Fill materials obtained
from cut areas were placed in thin lifts near optimum moisture content and compacted to
at least 90 percent relative compaction. The fine grading was performed .in accordance
with the recommendations of the geotechnical update report and the grading ordinance of
the City of La Quinta, California.
Field testing was performed between December 21, 1998 and February 17, 1999. The
moisture conditioning and recompaction were verified prior to fill placement. Testing
indicated that a minimum of 90 percent relative compaction was attained in the areas
tested. The passing test results indicate compliance with the project specifications at the
tested locations and depths but are no guarantee or warranty of the contractor's work.
Field Tests: In-place moisture/density tests were performed using a nuclear density
gauge in accordance with test methods ASTM D 2922 and ASTM D 3017. A total of 28
density tests were performed. The approximate test locations are indicated by the lot
number and test results are summarized on the attached data sheet.
March 17, 1999 (2) Project No. 522-8O96R
Laboratory Tests: The moisture -density relationships for the tested materials were
determined in the laboratory in accordance with test method ASTM D 1557-91.
Laboratory test results are summarized on the attached data sheet.
Allowable Bearing Pressures: The structural values recommended in the Geotechnical
Addendum report prepared by Sladden Engineering remain applicable for use in
foundation design. Conventional shallow spread footings should be bottomed in properly
compacted fill material a minimum of 12 inches below lowest adjacent grade. Continuous
footings should be at least 12 inches wide and isolated pad footings should be at least two
feet wide. Continuous footings and isolated pad footings may be designed utilizing
allowable bearing pressures of 1300 psf and 1500 psf, respectively. Allowable increases of
200 psf for each additional one foot of width and 200 psf for each additional six inches of
depth may be utilized, if desired. The maximum allowable bearing pressure should be
2500 psf. The recommended allowable bearing pressures may be increased by one-third
when considering wind and seismic loading.
The bearing soils are non -expansive and fall within the "very low" expansion category in
accordance with Uniform Building Code (UBC) classification criteria.
If there are any questions regarding this report or the testing summarized herein, please
contact the undersigned.
Respectfully submitted,
SLADDEN ENGINEERING
QROFESS/O�
Z+
Brett L. Anderson No. C 45389
Principal Engineer Exp. 9-30-2002
sr civ► a�P
�TFOF CAUFO�
Copies- 4- Bristol Construction
Slodden Engineering
TEST RESULTS
Project: The Peninsula - Tract 28522
PGA West
La Quinta, California
Project No.: 522-8096
Test
Date
r uusnea Lois
PG
Dry.
%
%
118.0
No.
Tested
Location
Elevation
Densit
Moisture
Com
Densi
11
2-16-99
r uusnea Lois
PG
113.0
7.9
96
118.0
1
12-21-98
Lot 411
PG
112.8
2.8
98
115.0
2
12-21-98
Lot #11
PG
115.8
1.8
100
115.0
3
12-21-98
Lot 412
PG
111.8
2.4
97
115.0
4
12-21-98
Lot #12
PG
110.0
3.4
96
115.0
5
12-21-98
Lot 413
PG
111.8
3.3
97
115.0
6
12-21-98
Lot #13
PG
110.8
2.4
96
115.0
7
12-21-98
Lot #14
PG
111.3
2.8
97
115.0
8
12-21-98
Lot #14
PG
108.8
2.9
97
112.0
9
12-21-98
Lot #15
PG
107.3
2.5
96
112.0
10
12-21-98
Lot #15
PG
109.3
2.0
98
112.0
11
2-16-99
Lot #18
PG
113.0
7.9
96
118.0
12
2-16-99
Lot 417
PG
112.5
7.1
95
118.0
13
2-16-99
Lot #16
PG
109.3
7.5
93
118.0
14
2-16-99
Lot #15
PG
109.3
3.3
93
118.0
15
2-16-99
Lot 414
PG
106.0
8.4
90
118.0
16
2-16-99
Lot #13
PG
112.8
3.7
96
118.0
17
2-16-99
Lot 412
PG
114.5
4.3
97
118.0
18
2-16-99
Lot 411
PG
109.3
4.7
93
118.0
19
2-16-99
Lot #10
PG
108.8
6.6
92
118.0
20
2-16-99
Lot #9
PG
112.8
7.2
96
118.0
21
2-16-99
Lot #8
PG
107.5
6.0
91
118.0
22
2-16-99.
Lot #7
PG
108.8
5.2
92
118.0
23
2-16-99
Lot #6
PG
108.8
9.8
92
118.0
24
2-17-99
Lot #5
PG
111.8
7.3
95
118.0
25
2-17-99
Lot #4
PG
108.8
7.5
92
118.0
26
2-17-99
Lot 43
PG
111.3
4.6
94
118.0
27
2-17-99
Lot #2
PG
109.3
11.1
93
118.0
28
2-17-99
Lot #I
PG
109.5
11.8
93
118.0
3/22/99
Sladden Engineering
S27oz9
SOIL ENGINEERING REPORT
PGA WEST
NICKLAUS-DYE COURSES
IN THE CITY OF LA QUINTA
RIVERSIDE COUNTY, CALIFORNIA
B -14413-P3
April 1986
BURRO Eno.ineersAni.
1731•A WALTER STREET •
April 17, 1986
Landmark Land Company
P. O. Box 1000
La Quinta, CA 92253
VENTURA, CALIFORNIA 93003 -
RE: Proposed Nicklaus -Dye Courses
PGA West
City of La Quinta, Riverside County, California
PHONE (805) 642.6727.
B -14413-P3
86-4-209
Presented herewith is our Soil Engineering Report prepared for the proposed Nicklaus -
Dye Courses at the PGA West development located near Airport Boulevard and
Madison Street in the City of La Quinta, Riverside County, California.
This 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. 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 undersigned if there are any questions concerning this report or the
recommendations included herein.
Respectfully submitted, �,�._..
c���,F iSS-1
BUENA ENGINEERS; IN(��Q� `�,�N,,\�;viewed and Ap�
Richard M. Beard iii✓ �-' CE 1) 5 9 arl�Z. Bra I
-, _. 5 _
Soil Engineer , Exp.]2; �1�i9 "o; Engineer
RMB/JTD/ms
X-20 SER
Copies. 8 - Landmark Lal ; r
2 - PS file
1 - VTA File
VENTURA
(805) 642.6727
BAKERSFIELD SANTA BARBARA
-I1 r.. cn ,C1nc. r,r.G O,III
1
A Exp. 3/31/67 1�+�{�
star CIVIL ^,\3�;/
--OF CF.L�r/.�
LANCASTER
(805) 948.7538
PALM SPRINGS SAN LUIS OBISPO
'r, 10% 07t1 O,'I, ,GnC1 CA A.rIA7
TABLE OF CONTENTS
INTRODUCTION......................................................... 1
SITESETTING........................................................... 1
FIELD INVESTIGATION ................................................... 2
LABORATORY TESTING ................................................. 3
SOIL CONDITIONS....................................................... 3
LIQUEFACTION..................................................... 4
SITE DEVELOPMENT AND GRADING ...... 7
SiteGrading........................................................ 7
STRUCTURE DESIGN .................................................... 11
Foundations ................
Settlement Considerations ........................................... 12
Frictional and Lateral Coefficients .................................... 12
Slabs -on -Grade ..................................................... 13
Slope Stability...................................................... 13
PavingSections ..................................................... 14
Additional Services .................................................. IS
LIMITATIONS AND UNIFORMITY OF CONDITIONS .......................... 16
APPENDIX A
Summary of Test Results
Table 29-A
APPENDIX B
Standard Grading Specifications
APPENDIX C
Site Plan
Depth of Water Plan
Boring Logs
Trench Logs
April 17, 1986
INTRODUCTION
B -14413-P3
86-4-209
This report presents results' of a Soil Engineering Study performed for the proposed
Nicklaus -Dye Courses at PGA West development in the City of La Quinta, Riverside
County, California.
A. It is our understanding that the proposed development will include two eighteen
hole golf courses and a complex of single family residences and condominiums.
No commercial or industrial buildings are involved. However, miscellaneous
structures may include gatehouses and maintenance buildings. Construction
types will probably include wood frame and stucco 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 gatehouses and maintenance buildings structural consideration for column
loads of up to 30 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. If these assumed loads are exceeded the soil engineer should be notified as the
recommendations of this report may be affected.
E. The scope of our work includes providing a field investigation, laboratory testing,
grading and foundation recommendations, and an evaluation liquefaction.
SITE SETTING
The site of the proposed development included in this report is. bounded by Airport
Boulevard on the north, 58th Avenue on the south, Lake Cahuilla on the west, and
.Madison Street -on the east, in the City of La Quinta, Riverside County, California.
A. The site is vacant except for a house in the north serving as construction
headquarters for the project.
B. The site is flat and slopes gently to the southeast. tMost of the area has been
removed from agricultural use and is covered by a growth of weeds. The
southwest portion is open desert.
April 17, 1986 -2- B -14413-P3
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C. There does not appear to have been any previous grading.
D. No utilities were observed, however, irrigation lines probably existed within the
farmed areas.
FIELD INVESTIGATION
Exploratory borings were drilled and trenches excavated for observing the soil profile
and obtaining samples for further analysis.
A. Sixteen (16) borings were drilled and twenty-one (21) trenches were excavated
for soil profiling and sampling, to a maximum depth of thirty-six (36) feet below
the existing ground surface. The field work was conducted between March 5 and
21, 1986, using a CME 45-B drilling rig and a backhoe.
B. Samples were secured within the test borings with a two and one-half (214) 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. Standard penetration tests were performed in accordance with ASTM D 1586.
D. Moisture and density were measured at selected intervals in the backhoe pits in
accordance with ASTM D 2922-81 and ASTM D 3017-78 Nuclear Density Test
Procedure.
E. Bulk samples of the soil types encountered were gathered from the auger
cuttings and from the spoil of the trench excavations for classification purposes.
F. The final logs represent our interpretation of the contents of the field logs, and
the results of the laboratory observations and tests 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.
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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 hydroconsolidation 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 fine sands
and silts.
�. The soils encountered were primarily slightly silty sands and slightly sandy silts.
These soils were often highly interbedded and micaceous.
B. Expansion tests indicate soils to be in the "very low" to "medium" expansion
category in accordance with UBC Table 29-C. The higher expansions were in silt
layers found in limited layers in parts of the project. It is expected that after
the completion of grading that expansion will be in the "very low" or "low"
category as a result of blending.
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C. In general soils were loose throughout the depths investigated although firmer
soils were encountered in some areas. Average degree of relative compaction
was only about •seventy-nine (79) percent in the upper five (5) feet of soil.
Samples driving resistance was generally much higher at greater depth (except
below the water table).
D. In general bearing soils were compressible and in some cases susceptible to
hydroconsolidation.
E. Free water was found at a depth of nine (9) feet at the extreme southeast corner
of the project. On the west part water was not found to drill depths down to.
thirty-six (36) feet.
LIQUEFACTION
A. Liquefaction is a phenomenon in which cohesionless soil loses strength during an
earthquake. For a potential for liquefaction to exist, three principle conditions
usually must be met:
1. Soil relative density less than about 70-75 percent.
2. The water table in the upper 50 feet of soils.
3. Soils poorly graded with a predominate grain size between 0.5 an'd 0.01
mm, and a uniformity coefficient less than about 10.
Factors that eliminate the potential of liquefaction are:
1. A clay content (determined by grain size smaller than 0.005 mm) greater
than 20 percent.
2. A soil being above the water table.
3. A relative density greater than 70-75 percent.
B. Based on the above conditions a potential for liquefaction exists in portions of
the Nicklaus -Dye Courses. However, these conditions in themselves�do not mean
that liquefaction can occur. To further evaluate liquefaction potential cyclic
mobility calculations were performed using the procedure of Seed and Idriss
(Ground Motions and Soil Liquefaction During Earthquakes, Earthquake
April 17, 1986 -5- B -14413-P3
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Engineering Research Institute, 19.82) and as modified by a recent paper by Seed,
et.al. (Journal of Geotechnical Engineering, ASCE, December 1985).
In this empirical analysis soil strength based on in-situ testing is compared to
stresses that will be induced by an earthquake. In our evaluation soil strength
data based on our investigation and data gathered by Leighton and Associates at
the site (Preliminary Geotechnical Investigation of Oak Tree West, 1983) were
used. Earthquake parameters were taken from the Seismic Safety and Safety
Elements Technical Report for Riverside County. Earthquake parameters were
for Use Category D which considers a risk factor for residential construction
based on a 50-100 year recurrence interval.
C. The evaluation shows that there is a potential for liquefaction. While exact
subsidence cannot be predicted, based on guidelines presented by Lee and Albasia
(Journal of the Geotechnical Engineering Division, ASCE, April 1974) subsidence
could be as much as three to six (3-6) inches in some areas.
D. Hazards from liquefaction involve:
1. Loss of bearing for foundations.
2. Differential settlement.
Loss of bearing results from liquefaction of soils immediately below footings and
is rare. The water -table must be in the upper few feet of soil' for this. to occur.
Because water was encountered at depths no shallower than nine (9) feet and is
expected to remain relatively static, and because building pads are expected to
be built above existing grades, loss of bearing is not considered a problem.
Differential settlement can occur from localized venting of liquefied soil
accompanied by areal settlement. 'Where venting does not occur, (ie., deep
water table or intervening less permeable layers of soil) settlement is expected
to be fairly uniform. Additionally, settlement is usually areal and fairly uniform
when liquefaction occurs and with the water table deeper than 15-20 feet.
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Over most of the site the water table is deeper than 15-20 feet. In addition,
intervening silt layers, of lower permeability than that of the fine sands that are
potentially liquefiable, should aide in blocking liquefied soils from venting at the
ground surface. In general, these factors will lead to areal type subsidence.
In areas where the water table is less than 15-20 feet deep, venting is a higher
potential and could result in differential subsidence.
E. To mitigate the harmful effects of differential settlement the following are
recommended:
1. Support residences on a compacted mat of soil five (5) feet thick.
2. Unitize foundations where the water table is less than twenty (20) feet
deep (See depth to water plan in Appendix C).
The compacted mat of soil will mitigate differential settlement problems where
the water table is deeper than fifteen to twenty (15-20) feet and expected
settlements should be fairly uniform. Where the water table is less than fifteen
to twenty (15-20) feet deep, venting where it to occur, should be blocked or
diverted by the compacted mat, and in essence those pressures relieved by
venting beyond the compacted mats. However, differential settlements would. be
expected to be potentially more severe in these areas, although controlled by the
compacted soil mats.
This thickness of soil mat is the same as has been recommended in this area to
mitigate the effects of hydroconsolidation potential.
The unitized foundations should serve to further mitigate the harmful effects of
differential settlement. They will also allow for releveling units that experience
unacceptable differential settlement should this occur. Post -tensioned slabs and
reinforced footings and slabs tied together are examples of unitized foundations.
April 17, 1986 -7- B -14413-P3
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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.
Site Grading
A. General - Grading
I. Consolidation tests and in-place densities show a varying potential for
settlement and an adverse effect of adding moisture. The consolidation
tests along with low in-situ densities indicate a susceptibility to settlement
and in some areas hydroconsolidation. Therefore, recompaction of the
bearing soils is recommended. In addition, there is a potential for
differential settlement in areas where the water table is less than fifteen
to twenty (15-20) feet from liquefaction during an earthquake.
2. The intent of the grading recommendations that follow are to blend out silt
lenses to mitigate the potential harmful effects of these silt lenses and to
provide a mat of compacted soil to support the structures. These soil. mats
will mitigate the effects of differential settlements resulting from soil
liquefaction or other induced settlement.
3. The existing .ground surface should be initially prepared for grading by
removing vegetation, noncomplying fill or other incompetent material. No
Compacted fill should be placed unless the underlying soil has been
observed by the soil engineer. Irrigation lines should be removed from
building pad areas or the area of any structural fills.
4. Previously removed soils, once cleaned of rocks larger than eight (8) inches
in greatest dimension, and other deleterious' material, may be placed in
thin layers and mechanically compacted back to finish grade.
5. Fill and backfill should be compacted to a minimum 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.
April 17, 1986
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6. It is anticipated that during grading a loss of approximately two tenths of a
foot due to stripping, and a shrinkage factor of fifteen percent (15%) to
twenty percent (20%) 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 four -tenths of a foot.
7. 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.
8. 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, specifications 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, moisture
conditioned 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.
April 17, 1986 -9- B -14413-P3
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C. One and Two Story Residential Structures (Wood frame and Stucco)
1. Areas to receive three feet or more fill should be prepared by over -
excavating to a depth of two (2) three feet below original grade. The
exposed surface should be compacted by means of heavy vibrating
equipment so that the upper one foot is at a minimum of ninety (90)
percent of maximum density. Alternately, this additional foot of soil may
be removed and replaced as compacted fill. 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. Areas that are to receive less than three feet of fill, and areas in cut,
should be undercut to a depth of four feet below finished grade. The
exposed surface should be compacted by means of heavy vibrating
equipment so that the upper one foot is at a minimum of ninety (90)
percent of maximum density. Alternately, this additional foot of soil may
be removed and replaced as compacted fill. Fill material should then be
placed in thin layers at near optimum moisture and compacted to a
minimum of ninety percent of maximum density.
3. These grading requirements apply'to building areas and at least five (S)
feet beyond building limits where the water table is deeper than twenty
(20) feet and at least ten (10) feet beyond building limits where the water
table is less than twenty (20) feet deep.
D. Gatehouse Structures
I. Soils within the gatehouse areas and at least five (S) feet beyond the
gatehouse limits should be removed to a minimum of three feet below
present grade or four (4) feet below the bottom of the footings, whichever
is lower. The exposed surface should be compacted by means of heavy
vibrating equipment so that the upper one foot is at a minimum of ninety
(90) percent of maximum density. Alternately, this additional foot of soil
may be removed and replaced as compacted fill. 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.
April 17, 1986 -10- B -14413-P3
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E. Maintenance Buildings
1. Maintenance structures are assumed to be of light weight metal or wood
frame and stucco construction.
2. Grading should be in accordance with the recommendations for one story
residential structures.
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. Streets
1. During rough grading streets should be provided with two (2) feet of
subgrade compacted to ninety (90) percent of maximum density. Final
preparation of subgrade prior to placing base will require compacting the
upper one (1) foot of subgrade to ninety-five (95) percent of maximum
density.
H. Miscellaneous Structures
I. Preparing the areas for miscellaneous structures such as foot bridges, block
walls, entrance posts, sign foundations etc., shall require compaction as
noted for single story structures.
April 17, 1986 -11-
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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 (12") 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
structures. Actual depths should be based on expansion indicies determined
at the conclusion of rough grading. It is anticipated that grading will result
in soils in the "very low" or "low" expansion ranges.
3. Table 29-A gives specific recommendations for width, depth and
reinforcing. Other structural consideration may be more stringent and
would govern in any case. The .recommendations of Table 29-A can be
applied where the water table is deeper than twenty (20) feet. Where the
water table is less than twenty (20) feet deep unitized foundations are
recommended. Please refer to the sections on liquefaction. Unitized
foundation requirements can be developed in conjunction with the
structural engineer.
4. Continuous foundations satisfying the above conditions may be designed for
the following values assuming a twelve (12) inch deep one (1) foot wide
footing:
1300 psf, for dead plus reasonable live load.
1730 psf when wind and seismic forces are included.
S. Pad foundations satisfying the above conditions may be designed for the
following values assuming a three by three (3 x 3) foot by eighteen (18) inch
deep footing:
1800 psf for dead plus reasonable live load.
2400 psf when wind and seismic forces are included.
April 17, 1986 -12- B -14413-P3
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6. The above dead plus live load value may be increased by 150 psf for each
additional six (6) inches of depth and by 100 psf for each additional foot of
width. Maximum bearing capacity should not exceed 2000 psf without
approval of the soil engineer.
7. Allowable bearing values for dead plus live loads may be increased by one-
third when wind and seismic forces are included.
8. 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.
9. 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.
10. Allowable bearing values are net (weight of footing and soil surcharge may
be neglected) and are applicable for dead plus reasonable live loads.
B. Settlement �'nnciriPrarl,,r,�
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 (YO inch.
3. The majority of anticipated settlements should occur during construction
with post construction. settlement being minimal.
C. Frictional and Lateral Coefficients
Resistance to lateral loading may be provided by friction acting on the
base of foundations. A coefficient of friction of 0.40 may be applied to
dead load forces.
2. Passive resistance acting on the sides of foundation stems (265 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.
April 17, 1986 -13- B -14413-P3
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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 0.26 of dead load forces.
5. For cantilever retaining walls backfilled with compacted native soil, a
pressure of an equivalent fluid weighing 38 pcf may be used for well
drained, level backfill conditions, plus the effect of any surcharge loads.
D. 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 be reinforced with 6X6 No.10/No.10 welded wire
fabric.
3. It is recommended that perimeter slabs (sidewalks, patios, etc.) be designed
relatively independent of footing stems (free floating) so settlement and/or
expansion should not cause cracking.
4. Slabs should be underlaid with an appropriate vapor barrier in areas where
floor wetness would be undesirable. The membrane should be covered with
two inches of sand to protect it during construction. The sand should be
lightly moistened just prior to placing the concrete.
5. Where expansion is determined to be in the "low" category or higher, four
(4) inches of sand will be required under slabs.
E. Slope Stability
I. Fill slopes maybe constructed to the following maximum heights for the
stated slope angle. These angles were developed using Singh's charts as
presented in the November 1970, Journal of the Soil Mechanics and
Foundations Division of the ASCE using a factor safety of 1.5.
Slope Angle Maximum Height
1-1/2:1 10,
1-3/4:1 14'
2:1 20'
Slope heights are primarily limited by the lack of cohesion in the soil.
Because of the lack of cohesion slopes will be highly erodible and will
require periodic maintenance or protective ground covers. -
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F. Paving Sections
The following paving sections are based on "R" values (R=40) measured on
samples of subgrade soils sampled in the southern portior)s of the existing PGA
project. Final paving sections should be based on "R" values measured on actual
subgrade soils sampled at the end of rough grading and the actual paving section
may be less or more than those listed below.
Arterial Streets
T1=7 "R"=40
3 inches AC on 9 inches Class 11 Base
or 2 1/2 inches AC on 10 inches Class 11 Base
Collector Streets
TI=6 "R"=40
Use 3 inches AC on 6.5 inches Class I1 Base
or 2 1/2 inches AC on 7.5 inches Class II Base
Residential Streets
T1=5.5 "R"=40
Use 3 inches AC over 5 inches Class I1 Base
Use 2 1/2 inches AC over 6.5 inches Class II Base
TI = 5 "R" = 40
Use 3 inches AC on. 4 inches Class 11 Base
Use 2 1/2 inches AC on 5 inches Class 11 Base
Drives subjected to light truck traffic (trash trucks, delivery trucks)
TI=5 "R"=40
Use 2 1/2 inches AC on 5 inches Class lI Base
Use 3 inches AC on 4 inches Class 11 Base
Parking Areas
TI=4 "R"=40
Use 2 1/2 inches AC on 3 inches Class II Base
Use 2 inches AC on 4 inches Class 11 Base
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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:
I. Observation and testing during site preparation, grading and placement of
engineered fill.
2. Consultation as required during construction.
April 17, 1986 -16- B -14413-P3
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LIMITATIONS AND UNIFORMITY OF CONDITIONS
The analysis and recommendations _submitted in this report are based in part upon the
data obtained from the sixteen (16) borings drilled and twenty-one (21) trenches
excavated on this site, work on the adjacent Stadium and Palmer Courses at PGA
West, 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.
April 17, 1986 -17- B -14413-P3
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It is recommended that the soil engineer be provided the opportunity for a general
review of finaldesign 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.)
E N D OF T EX T
Appendices
APPENDIX A
Summary of Test Results
Table 29-A
_"rii - c. r• I I Fc PC INC
TEST RESULTS
BORING/DEPTH
1@P-3'
1@10'
1@19'
1@23'
1@25'-30'
5@0'-1'
7@20'
USCS
ML
SP/SM
SM
SM
ML
ML
SM
SOIL DESIGNATION
BI
Al
A2
A2
B2
B4
A3
MAX. DEN. (pcf)
108.2
118.8
108.7
109.2
116.4
119.5
123.2
OPT. MOIS. M
15
9.7
14
12.9
13.8
11.0
.10.4
ANG. OF INT. FRIC.
26.8
31.5
--
--
22.6
27.5
--
COHESION (psf)
189
73
--
--
334
182
--
EXPANSION INDEX
60
0
--
--
32
36
--
GRAIN.SIZE DISTRIBUTION
W
Coarse
0.3
0
0
--
0
0
3.0
Sand
15.7
87.0
54
--
42.5
26.7
73.5
Silt
73.7
13:0
44
--
49.5
60.5
20.5
.Clay
10.3
0
2.0
--
8.0
12.8
1.0
Non Plastic
Non Plastic
SOIL DESCRIPTION
B1: Brown grey to light grey clayey very fine sandy silt with traces of gravels (ML)
B2: Brown clayey very fine sandy silt (ML)
B3: Brown sandy clayey silt (ML/CL)
B4: Light brown clayey very sandy silt (ML)
A 1: Light brown to grey very fine to fine sand (SP/SM)
A2: Brown to. light brown silty very fine grained sand (SM)
A3: Brown silty very fine to cdarse sand (SM)
A4: Brown clayey silty very fine sand (SC)
C1: Dark brown silty clay (CL)
BORING be DEPTH
1 @
1.0
72
3.0
14.5
5.0
76.3
10.0
71
15.0
1.9
20.0
106.2
25.0
89
30.0
5.7
35.0
2 @
1.0
76
3.0
9.8
5.. 0
84.0
10.0
--
15.0
3 @
1.0
80.8
3.0
75
5.0
3.0
10.0
102.9
15.0
87
20.0
4 @
1.0
89.4
3.0
75
5.0'
3.0
15.0
95.7
20.0
5 @
1.0
33.3
3.0
83.4
5.0
--
10.0
31.6
15.0
6 @
1.0
78
5.0
3.2
10.0
90.4
15.0
7 @
1.0
5.6
3.0
107.9
5.0
--
10.0
3.3
15.0
93.7,
20.0
79
25.0
1.9
35.0
IN-PLACE DENSITIES
DRY DENSITY
% MOISTURE
RELATIVE
COMPACTION
77.4
13.8
72
65.3
14.5
60
76.3
33.5
71
100.2
1.9
84
106.2
2.2
89
96.5
5.7
88
82.7
4.4
76
108.0
9.8
93
84.0
37.2
--
83.9
11.9
78
80.8
8.9
75
81.9
3.0
69
102.9
2.6
87
99.7
3.2
84
89.4
1.8
75
91.5
3.0
77
95.7
3.4
81
88.9
33.3
--
83.4
40.3
--
91.9
31.6
--
92.5
0.7
78
96.0
3.2
81
90.4
6.2
83
105.3
5.6
97
107.9
20.8
--
86.2
3.3
72
93.7,
1.3
79
98.4
1.9
83
102.5
3.0
86
100.7
4.6
85
--
1.4
--
97.2
3.7
89
85.7
19.2
79
--
8.6
--
73.2
4.5
--
86.0
5.2
--
86.8
4.9
--
98.5
2.8
83
94.3
3.8
87
113.6
2.6
92
86.9
16.6
73
101.2
24.2
--
BORING & DEPTH
IN-PLACE DENSITIES
DRY DENSITY
RELATIVE
% MOISTURE COMPACTION
8 @'
1.0
79.5
7.9
3.0
64.4
8.3
5.0
76.9
7.5
10.0
105.9
2.1
15.0
97.9
2.7
9 @
1.0
73.7
6.0
3.0
78.0
5.0
5.0
93.3
2.5
10.0
106.0
2.8
15.0
106.2
2.8
10 @
1.0
99.3
2.0
3.0
104.1
2.1
5.0
104.0
1.5
10.0
--
3.3
15.0
93.0
6.0
11 @
1.0
95.6
11.7
3.0
105.3
4.3
5.0
88.9
2.2
10.0
104.0
2.0
15.0
85.2
6.8
20.0
102.8
5.0
25.0
98.0
18.6
30.0
--
'24.7
12 @
1.0
93.4
3.1
3.0
96.4
4.0
5.0
96.9
3.8
10.0
94.6
29.7
20.0
87.6
37.7
13 @
1.0
90.8
29.4
5.0
92.7
31.6
10.0
--
20.0
15.0
105.7
22.7
20.0
102.1
21.5
30.0
105.7
23.2
14 @
1.0-
102.0
7.5
3.0
89.6
28.7
5.0
95.4
6.3
10.0
--
22.7
15.0
92.1
32.1
m
67
54
64
89
82
86
89
89
84
88
88
85
88
89
75
88
79
94
91
86
88
89
79
75
84
80
89
86
89
93
77
86
79
BORING be DEPTH
IN-PLACE DENSITIES
DRY DENSITY
RELATIVE
% MOISTURE COMPACTION
15 @ 1.0
91.0 10.4
3.0
88.4 18.1
5.0
-- 29.0
10.0
98.5 23.9
15.0
-- 22.1
16 @ 10.0 -- 27.6
TRENCH be DEPTH
1 @
1.0
% MOISTURE
3.0
5.0
4 @
1.0
7.5
3.0
11.7
5.0
7 @
1.0.
4.7
3.0
4.3
5.0
10 @
1.0
3.4
3.0
5.0
5.0
13 @
1.0
4.3
3.0
4.9
5.0
16 @
1.0
11.7
3.0
2.5
5.0
19 @
1.0
17.0
3.0
4.6
5.0
DRY DENSITY
89.9
83.0
79.4
85.7
88.8
97.1
86.8
96.1
93.7
90.7
85.3
94.0
88.6
83.9
88.5
91.5
88.3
92.7
97.3
87.4
87.7
83
82
82
15.1 84
25.0
31.0
RELATIVE
% MOISTURE
COMPACTION
4.2
83
7.5
70
11.7
73
6.5
79
4.7
--
4.3
82
9.9
--
3.4
81
5.0
79
2.5
83
4.3
78
4.9
.79
6.9
75 .
11.7
71
2.5
--
8.3
77
17.0
--
4.6
79
15.1 84
25.0
31.0
TABLE NO. 29-A
MINIMUM FOUNDATION REQUIREMENTS
0
\uQve 13U
'cry High Special Design by Licensed Engineer/Architect
Footings for Slab
& Raised Floor Systems (2) (5) (10)
Concrete Slabs
3Yz" Minimum
Thickness
All Peri-
Interior foot-
Reinforce -
�cighted
°1
IV
C
-Y
u
s
meter
Footings
ins for slab
g
and raised
ment for
Premoistening
xpansion
°
s
F-
(6)
floors (6)
continuous
footings
Reinforce-
Total
control for soils
under footings,
Piers under
raised floor
ndex
—
o
f--
C
C
(3) (8)
ment (4)
thickness
piers and slabs
o
E
a,
o
~°o
Depth below natural-
of sand
(5) (6)
Z
0
surface of ground
and finish rade
INCHES
-20
cry Low
1
2
6
8
12
15
6
7
12
18
12
18
None
Required
6x6-
10/10
Moistening of
Piers allowe
Von -Ex-
3
10
18
8
24
24
WWF
ground prior to
for single
.ansive)
2"
placing concrete
floor loads
recommended
only
1
2
6
8
12
15
6
7
15
18
12
18
120% of optimum
'150
3
10
18
8
24
24
1-//4 top
6x6-
moisture content
Piers allowe
0
and bottom
10/.10
to a depth of
21" below lowest
for single
floor loads
\VWF
adjacent grade.
only
Testing Required
1
2
6
8
12
12
6
8
21
21
12
18
1411 top
6x6-
130%of optimum
51-90
3
10
15
8
24
24
and bottom
6/6 WWF
moisture content
tedium
or #3
to a depth of 27"
Piers not
2�E" c. \v.
4"
below lowest
allowed
113 ars @ 24" in ext, footing
adjacent grade.
and bent 3' into slab (9)
Testing Required
1
2
6
8
12
12
6
8
27
27
12
18
145 top
6x6-
-•140%. of optimum
'1-130
3
10
15
8
27
24
and bottom
6/6 WWF
moisture content
ligh
or 113
to a depth of 33"
Piers not
c 24" e. w.
4"
below lowest
allowed
113 ars (d 24" in ext. footing
adjacent grade.
and bent 3' into slab (9)
Testing Required
\uQve 13U
'cry High Special Design by Licensed Engineer/Architect
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 sha11 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.
H
0
0
LL
U_
]m
U
Ol
a 118
z
Z 116
}
F -
z
>- 114
9
112
MOISTURE CANTSNT IN P1[CGGNT OF DRY WSICNT
6 8 10 12
M&TNOD OF -COMPACTION.
ASTM D-1557-,78, Method A or C
SOIL TYPrw MAXIMUM C*NSITY
SP/SM(A1) 118.8 pcf
(1 @ 10-15')
14
QPTIMUM MOISTUQE
9. 7 %
MAXIMUM DrwH81TY-OPTIMUM MOISTURE- CURVI`S
BUENA ENGINEERS INC.
MOISTURE CONTONT IN PSILCGNT OF DZY WKIGNT
FQ-
O
LL
U_
m
a ilo
z
8
z 108
r
r`
Y
?- 106
9
104
10 12
MjkTNOD OP COMPACTION.
ASTM D-1557-78, 'Method A or C
*Oil. TYPG
SM(A2)
(1 @ 19-23')
MAXIMUM Dra
14 16
MAXIMUM OI♦N11TY
108.7 pcf
18
QPTIMUM MOISTURE
14
MOISTURE CONTSNT IN P1tCGNT OF DZY WGIGNT
8
r 108
9
106
10
M&TWC)D OF-COMPACf10N.
12 14 16
ASTM D-1557-78, . Melhod A or C
SOIL. TYPrr MAXIMUM D*NsITY QPTIMUM MOISTURE
Sil(A2) 109.2 pcf 12.9
(1 @ 23-281)
MAXIMUM DGNBITY - OPTIMUM MOISTUM CURVES
BUENA ENGINEERS INC.
p
�J
• MOISTURE CONT*NT IN PILCGNT OF DrZY WGIGNT
8
•
LL
U
m
0(
a 108
z
•
z 106
z
•
� g 104
'
102
10 12 14 16
MSTNOO OF COMPACTION.
ASTM D-1557-78, Method A or C
•
SOIL T'(PCr MAXIMUM DENSITY QPTIMUM MOISTUQEE
•
B1(ML) 108.2 pcf 15
(1 @ 1-3')
•
MAXIMUM DI<)481TY - OPTIMUM MOISTURE CURVCS
•
BUENA ENGINEERS INC.
•
i i r ,a -rr rse�o..�n ■ �a�e 1
F-
8 118
LL
U_
m
3
a 116
z
oo�
d�
= 114
r
t`
Y
}- 112
9
110
MOISTURE CONTSNT IN PftCGNT OF DRY WllIGNT
10 12 14 16
MITNOD OF -COMPACTION.
ASTM D-1557-78, Method A or C
SOiL TYPCr MAXIMUM DENSITY
ML(B2) 116.4 pcf
(1 @ 27-30')
IF
QPTIMUM MOISTURE
13.8
MAXIMUM DGNSITY - OPTIMUM MOISTURE CURVES
BUENA ENGINEERS INC.
Eoo-
.6
LL
U_
m
3
a
z
8
= 118
g116
114
MOISTURE CONTiMT IN PIRC.G.NT OF DRY WGIGNT
8 , 10 12 14
METHOD OF - COMPACTION.
ASTM D-1557-78, 'Method A or C
SOIL TYPG- MAXIMUM DENSITY
B4NO 119.5 pcf
(5 @ 0-1')
OPTIMUM MOISTUQE
11.0
MAXIMUM DGN>S1TY _ OPTIMUM MOISTURE- CURVt3
BUENA ENGINEERS INC.
MOISTURE CONTONT IN P1lCG-NT OF DRY WGIGNT
EQ -
O
LL
U_
m
3
a
z
z 124
F -
z
>. 122
9
120
8 10 12 14
MlkTN00 OF - COMPACTION.
ASTM D-1557-78, . Method A or C
SOIL. TYPCr MAXIMUM D*NSITY
SM(A3) 123.2 pcf
(7 @ 20-23')
QPTIMUM MOISTURE
10.4
MAXIMUM DriffN81TY - OPTIMUM MOISTUM CURVES
BUENA ENGINEERS INC.
w
r
0
4.0 r
3.9
3.0
25
2.0
I.s
WO"A,L
LOAD
IW K1Pi
PER &QUILQE
FOOT
QS
1.0
I.S
2.0
2 c
EE
q -s
0
Samples Remolded To 90% of Maximum Density.
DI CWCT %WGAA DATA
Soil Friction Angle Cohesion
B1; 1 @ 10-15' 31.50 73 psf
Al; 1 @ 1-3' 26.80 189 psf
BUENA ENGINFERS INC
F-
8
LL
to
t[
d
a
or
0
IL
d
Y
z
ce
a
0
H
0
d
z
a
a
L'OQ JAL
LOAD
fN KIPS P— -KR
QQU&RE
FOOT
3.1
9.0
2.5
2.0
1.5
C1. s
�5
Sample Remolded to 90% of Maximum Density
DICC•CT CHC•ACE DATA
Soil
B2; 1 @ 25-30'
B4; 5 @ 0-1'
Friction Angle
22.60
27.50
Cohesion
334 psf
182 psf
BUENA ENC -INFERS ie+C
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ENG 1 MOA' ;, 2087
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APPENDIX B
Standard Grading Specifications
M
STANDARD GRADING SPECIFICATIONS
PROJECT: PROPOSED NICKLAUS-DYE COURSES, PGA WEST
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
Ww
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 work and 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.
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.
L•W
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 gradirig 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 (5) 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.
APPENDLX C
Site Plan
Depth of water Plan
Borings Logs
Trench Logs
for Report No.86-4-209
Nicklaus -Dye Courses -PGA West
DATE 3-5-86 BORING NO. 1 LOCATION Per Plan
L
a
O
E
V
"
N
3
DESCRIPTION
v
0
N
O
o
REMARKS AND ANALYS
-
('0
d
0
O v
(n
v Q v
CUc
Boring 1
77.4
13.8 nqO
14
B1: Brown grey clayey
76.3
33.5
very fine sandy silt
14
5
14
10
Nk
60 A1: Light brown grey to 100.2 1.8 SP/ 84
brown silty very fine SM
to fine sand
55 1
106.21 2.21 1 89
601A2: Light brown to brown1 96.51 5.71SM 1 88
silty very fine sand
38
B2: Brown clayey very
fine sandy silt
26 Brown color -A2
B2: Brown clayey very
fine sandy silt
B3:Brown sandy clavev sit
NOTE:
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
- "undisturbed" ring
sample
132,7 4.4 76
--- --- ML ---
108.0 9.8 SM 1 93
7.2 f lri 1 ---
Total Depth - 36'
No Free Water Encountered
Plate B
c
0
3
N
ro a
REMARKS AND ANALYS
-
C L. U
O v
(n
v Q v
CUc
77.4
13.8 nqO
65.3
14.5
76.3
33.5
60 A1: Light brown grey to 100.2 1.8 SP/ 84
brown silty very fine SM
to fine sand
55 1
106.21 2.21 1 89
601A2: Light brown to brown1 96.51 5.71SM 1 88
silty very fine sand
38
B2: Brown clayey very
fine sandy silt
26 Brown color -A2
B2: Brown clayey very
fine sandy silt
B3:Brown sandy clavev sit
NOTE:
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
- "undisturbed" ring
sample
132,7 4.4 76
--- --- ML ---
108.0 9.8 SM 1 93
7.2 f lri 1 ---
Total Depth - 36'
No Free Water Encountered
Plate B
DATE 3-5-86
L_ 0
3 DESCRIPTION
a E v o
v >, o
Lo V -)co
Boring 2
0
5
10
15
LOG OF BORING
for
Nicklaus -Dye Courses -PCA West
BORING NO. 2
19 B1: Light brown clayey
very fine sandy silt
27
27 Al: Light brown silty
very fine to f -ine
sand
39
34
NOTE:
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
- "undisturbed" ring
sample
Job NO -B -14413-P3
Report No. 86-4-209
LOCATION Per Plan
C:
0
aci REMARKS AND ANALYS
C L u o v 12 E
D o v
Ln I C-_Uc
83.9 11.9 mLL69
80.8 8.9
81.9 3.0 SP/
SM
102.91 2.61 1 87
99.71 3.21 1 84
Total Depth - 16'
No Free Water Encountere
LUT., Ur bURINL Job No. B -14413-P3
for Report No. 86-4-209
Nicklaus -Dye Coarse -PCA West
DATE 3-5-86 BORING NO. 3 LOCATION Per Plan
C
0
v u v •-
�° N 3 v a '_ v REMARKS AND ANALYST
a E 3 DESCRIPTION ,� ` o
° �_- ro a
° '' V
Q Ln mv°
�� a ° 1 CUQ
0 Boring 3
5
10
15
20
29 A1: Light brown to light 89.4 1.8 SP/ 75
brown grey silty very SM
17 fine to fine sand 91.5 3.0 77
with roots
27 95.7 3.4 81
9 B3/B2: see below 88.9 133.3 1 rT I ---
B3: Brown sandy clayey kfH
. silt
101 1 83.4 140.3 1 1 ---
Water Table @ 19.5'
NOTE: Total Depth -21'
The stratification lines
indicate the approximate
boundaries between soil
types -and the transition I
may be gradual
- "undisturbed" ring
sample
B3/B2: Brown sandy claye;
silt over clayey
sandy silt
DATE 2-7-86
LOG OF BORING
for
Nicklaus -Dye Courses -PGA West
BORING NO. 4
v
-0
o
v
3 •
DESCRIPTION
a
v
E
L_
o
o
REMARKS AND ANALYST.
C)
Ln
j
co
90.4
---
0
o v
a
o
Vn
I
v v
C U a.
1 Boring 4
92.5
0.7
_j-
SP/
14
Al: Light brown silty
very fine sand with
SM
B2: Brown cla ey very fin
roots
Job No. B-1441 3-P3
Report No.86-4-209
LOCATION Per Plan
x- "undisturbed" rin
sample
- "disturbed" ring
sample
B3/A2: Brown sandy clayey
silt over A2
Water Table @ 18'
Total Depth - 21'
C
0
3
,c,
a
'_ ra v
REMARKS AND ANALYST.
U
U
20
.. a
ro L
0
90.4
---
C L
0 °
o v
a
o
Vn
I
v v
C U a.
92.5
0.7
_j-
SP/
78
SM
B2: Brown cla ey very fin
x- "undisturbed" rin
sample
- "disturbed" ring
sample
B3/A2: Brown sandy clayey
silt over A2
Water Table @ 18'
Total Depth - 21'
LU
5
20
A2: Light brown very silcy
very fine sand
90.4
---
6.2
---
SM
83
---
10-12
B2: Brown cla ey very fin
PTI
15Brown
24
very silty very0
— fine sand
SP1
B2: Brown clayey very
fine sandy silt
B3/A2:.see below
107.9
20,8
ML
H/
sm
20
NOTE:
The stratification lines
indicate the approximate
boundaries between soil
types and. the transition
may be gradual •
x- "undisturbed" rin
sample
- "disturbed" ring
sample
B3/A2: Brown sandy clayey
silt over A2
Water Table @ 18'
Total Depth - 21'
DATE 3-7-86
LVV VI' 01-)MIlVV
for
Nicklaus -Dye Courses -PGA West
BORING NO. 5
JOD N0.0-1441 J -YJ
Report 'No. 86-4-209
LOCATION Per Plan
1 36 102.5 3.0 86
15
67 100, 7 4
NOTE: Total Depth - 15'
The stratification lines No Free Water Encountere
indicate the approximate
boundaries between soil
types and the transition
may be gradual
e- "undisturbed"ring
sample
Plate B
C
o
s
°
3 v
a
v
- ro ac, REMARKS AND ANALYSIS
Q
3
DESCRIPTION
., �
E-
ro a u
Cl
V)
o
d
-
w
c a o a
�C�.� ��
o
v o v
°.
vi
CU
0
Boring 5
38
B4: Light brown and can
clayey sandy silt
86.2
1 3.3
72
25
Al: Light brown silty
very fine to fine
93.7
I.3
SP/
SM
79
5
29
sand
98.4
1.9
83
1 36 102.5 3.0 86
15
67 100, 7 4
NOTE: Total Depth - 15'
The stratification lines No Free Water Encountere
indicate the approximate
boundaries between soil
types and the transition
may be gradual
e- "undisturbed"ring
sample
Plate B
LOU ur nuKINU Job No. B -14413-P3
for Report No. 86-4-209
Nicklaus -Dye Courses -PGA West
DATE 3-7-86 BORING NO. 6 LOCATION Per Plan
c
°
r ° � v a �-'� n aci REMARKS AND ANALYSIS
a E v o DESCRIPTION 3 w N L E
Q1 >, o c u o v — v
D v) co - D °- 2 °- �n° V o n
Boring 6
0
S
10
15
34 Al: Light brown silty --- 1.4 P/ ---
very fine sand SM
17 A2: Light brown very 97.2 3.7 SM 89
silty very fine sand
B1: Light brown clayey
19-
very fine sandy silt
A2: Brown very silty SM
40 very fine sand ---
8. ---
NOTE: Total Depth.- 16'
The stratification lines No Free Water Encountered
indicate the approximate
boundaries between soil
types and the transition
may be gradual
i
- "undisturbed" ring
sample
- "disturbed" ring
sample
PIATe R
LOG OF BORING Job No.B-14413-P3
for Report No.86-4-209
Nicklaus -Dye Courses -PGA West
DATE 3-7-86 BORING NO. 7 LOCATION Per Plan
v o
v 3 DESCRIPTION
a E ` o
v � o
Cl Lnj m
Boring 7
0 B4: Light brown clayey
27 sandy silt
27
5 20
JAI: Light brown silty Sp/
10 very fine to fine SM
50 sand 98.5 2.8 I1 83
15d M 261 A2: Brown very silty I 94.31 3.8 I
SM I 87
very fine sand
20
60
C
0
113.6
2.6
SM
92
a
ro
3
v
86.9
'- v
REMARKS AND ANALYSIS
73
25
0i -u
DC)
ov
vov
CUa
A2: Brown very silty
ver fine sand
---
HL
SM
---
73.2
4.5
---
---
101.2
---
24.
86.0
5.2
---
35
86.8
4.9
NOTE;
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
-"undisturbed" ring
sample
B3: Light brown sandy
clayey silt
JAI: Light brown silty Sp/
10 very fine to fine SM
50 sand 98.5 2.8 I1 83
15d M 261 A2: Brown very silty I 94.31 3.8 I
SM I 87
very fine sand
20
60
1 A3: Brown silty very
fine to coarse sand
113.6
2.6
SM
92
Total Depth @ 36'
No Free Water Encountered
50
B4: Brown clayey sandy
silt
86.9
16.6
ML
73
25
A2: Brown very silty
ver fine sand
---
---
SM
---
30
B3: Light brown .sandy
clayey silt
---
101.2
---
24.
*M
---
---
35
NOTE;
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
-"undisturbed" ring
sample
B3: Light brown sandy
clayey silt
Pl,r� R
JUU IVU. 0 -1441J -1'_S
for Report No. 86-4-209
Nicklaus -Dye Courses -PCA West
DATE 3-7-86 BORING NO.
8 LOCATION Per Plan
I
JA1: Light brown silty
48 very fine to fine
sand
15 37
® - "undisturbed" ring
sample
NOTE:
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
105.91 2.1 1SM
P/ • 1 89
11_rj�
Free idater Encountered
Plate B
c
o
.�
t
a
0
E v
.y
N
3
DESCRIPTION
4.1
3..
_
v i+
�- C
N
v
C1.
REMARKS AND ANALYSIS
p
0
c U
o v
,,
N4)
Boring 8
� 0 a
`�
v o
Cr U n
0
14
B4: Light can clayey
79.5
7.9
ti
67
sandy silt
14
64.4
8.3
54
5
I
13
76.9
7.5
64
I
JA1: Light brown silty
48 very fine to fine
sand
15 37
® - "undisturbed" ring
sample
NOTE:
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
105.91 2.1 1SM
P/ • 1 89
11_rj�
Free idater Encountered
Plate B
for Report No.86-4-209
Nicklaus -Dye Courses -PGA V.
DATE 3-7-86 BORING NO. 9 LOCATION Per Plan
:.
,.
Y
a
o
E
E
a, 3
�
DESCRIPTION
>
o o
co
Boring 9
0
24
17
B3: Light can sandy
clayey silt
5
24
B1: Light can clayey
very fine sandy silt
10 24 Al: Light brown silty
very fine to fine
sand
15 j 630
- "undistubed" ring
sample
NOTE:
The scratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
C
0
v v
3 v a '- v REMARKS AND ANALYSIS
CL :. � M E L_
: a voi CUa
73.7 6.0 ML/ ---
CL
78.0 5.0 ---
43.3 2.5 a 86
106.01 2.8 JS%j 89
Total Depth - 16'
No Free Water Encountere
Plate B
DATE 3-10-86
5
10
15
30
21
for
Nicklaus -Dye Courses -PGA West
BORING NO. 10
Report No.86-4-209
LOCATION Per Plan
36 A3: Light brown silty
very fine to coarse
grained sand
A2: see below
S- "undisturbed" ring
sample
NOTE :
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
A2: Light brown very
silty fine sand
--- 1 3.3 1 SM I ---
• MMM
Total Depth @ 16'
No Free -Water Encountere
Plate B
C
0
3
v
N
v
H
v «J -�
ro
REMARKS AND ANALYSIS
DESCRIPTION
EQj
w
C LU
o
0
V o v
or U tr
Boring 10
A2: see below
SM
Al: Light brown silty
99.3
2.0
SP/
84
very fine to fine
SM
grained sand
104.1
2.1
88
104.0
1.5
88
36 A3: Light brown silty
very fine to coarse
grained sand
A2: see below
S- "undisturbed" ring
sample
NOTE :
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
A2: Light brown very
silty fine sand
--- 1 3.3 1 SM I ---
• MMM
Total Depth @ 16'
No Free -Water Encountere
Plate B
DATE 3-10-86
L.UU Ut- bURINU
for
Nicklaus -Dye Courses -PGA West
BORING NO. 11
Job No. B -14413-P3
Report No. 86-4-209
LOCATION Per Plan
5
JA 2: see below ISM
38 B1: Light brown clayey 95.6 11.7 HL 1 88
very fine sandy silt
40 Al: Light brown silty 105.3 4.31SP/1 89
very fine to fine Spy
28 sand 88.9 2.2 75
M
42 Bl: Light brown clayey
very sandy silt
B3: Bry n sandy clayey
45 A2: Brown very silty
very fine grained
sand
15
- "undisturbed" ring
sample
NOTE:
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
A2: Brown very silty
very fine grained
sand
�Mm
85.2 6.8 ML 1 79
102.8 5.0
98.0 18.611 91 Water Table '@ 25'
--- 1 24.71 1 -
Total Depth -31'
Plate B
C
o
3^
v
a
a u "
? ca v
REMARKS AND ANALYSIS.
a
E
o
DESCRIPTION
•.
~
ro E
D
v)
).
p
m
c L U
�Q a
o Q)
�a
�n
y, O
CUa
Boring 11
0
5
JA 2: see below ISM
38 B1: Light brown clayey 95.6 11.7 HL 1 88
very fine sandy silt
40 Al: Light brown silty 105.3 4.31SP/1 89
very fine to fine Spy
28 sand 88.9 2.2 75
M
42 Bl: Light brown clayey
very sandy silt
B3: Bry n sandy clayey
45 A2: Brown very silty
very fine grained
sand
15
- "undisturbed" ring
sample
NOTE:
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
A2: Brown very silty
very fine grained
sand
�Mm
85.2 6.8 ML 1 79
102.8 5.0
98.0 18.611 91 Water Table '@ 25'
--- 1 24.71 1 -
Total Depth -31'
Plate B
DATE 3-10-86
o
3
a E
v :". o
0 . V) U m
for
Nicklaus -Dye Courses -PCA West
BORING NO. 12
Report No. 86-4-209
LOCATION Per Plan
C
0
a v v �=
C a '_ ro v REMARKS AND ANALYSIS
DESCRIPTION .. 3 -- V) u '' a u
c U o v v 0 v
Z)C) a .2a V)i C20°:
0 i I Boring 12
G1
10
5
B1see below
18 A2: Light brown very
silty very fine
24 grained sand
26
93.4 3.1 SM 86
96.4 4.0 88
96.9 3.8 89
,11 B3/B2: Brown sandy -clayey 94.6 129.7 JCL/ 1 79
silt over clayey ML
sandy silt
23 A2: Brown very silty SM
very fine sand
B3: see below --- --- ---
19 B2: Br clayey sandy 87.6 37.7 ML 75
- "undisturbed" ring
sample
- "disturbed" ring
sample
B1: Brown clayey very
sandy silt
B3: Brown clayey sandy
silt
NOTE:
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
Water Table @ 15'
Total Depth - 21'
Plate B
LOC, OF BORING Job No. B-14413-P3
• for Report No. 86-4-209
• Nicklaus-Dye Courses-PGA West
• DATE 3-10-86 BORING NO. 13 LOCATION Per Plan
•
c
•
•
•
•
_Z
s
a
0
0
a
E
vii
o
�
3
°
m
DESCRIPTION
Boring 13
.. 3
n
v
V)`
n.
a
a
E-
v°)
•°
? ro
a`
v o
ct� U a.
v REMARKS AND ANALYSIS
•
B1: see below --_ -_- ML
8 B2: Light grey to brown 90.8 29.4 ML 84
clayey very fine
•
7 sandy silt
5
.
S B1: Brown clayey sandy 92.7 31.6 n 80
silt
•
•
Water Table @ 9'
22 A3: Brown' silty very fine --- 20.0 SM
10-
to coarse sand
15
15 Al: Brown to brown grey 105.7 22.7 SP/ 89
•
silty very fine sand St1
•
20
18 102.1 21.5 8 6
25
11 -=- --- ---
30
7
•
- "undisturbed" ring
Total Depth @ 31'
sample
•
- "disturbed" ring
•
sample
•
NOTE:
The stratification lines
indicate the approximate
•
boundaries between soil
types and the transition
may be gradual
•
•
B1:
Brown clayey sandy
silt
LJ\_I L\11 I \J 1i 6J I �- u, I I •. 1 J,L J
for Report No. 86-4-209
Nicklaus -Dye Courses -PGA West
DATE 3-11-86 BORING NO. 14 LOCATION Per Plan
`C
a
U
C)
o
E
V)
L
O
3
o
m
DESCRIPTION
T Boring 14
«. �"
C L U
:D0
v
U
0 V
a
�'
v)
C
0
Y n v
m E
y o v
CU n'
REMARKS AND ANALYSIS
01
16
42: Light brown to grey
very silty very fine
102.0
7.5
SM
93
= Water Table @ 13'
9
2: Light grey to brown
clavev sandy
89.6
28.7
r2
77
5
16
2: Light brown very silt
very fine sand
95.4
6.3
SM
86
12
19
2: Brown clayey very finE
sandy silt
---
92.1
22.7
32.1
ML
---
7
10
15
® - "undisturbed" ring
sample
- "disturbed" ring
sample
NOTE:
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
Total Depth - 16'
ria IV! 0
DATE 3-11-86
LOC; Of7 BORING
for
Nicklaus -Dye Courses -PGA West
BORING NO. 15
Job No. B -14413-P3
Report No. 86-.4-209
LOCATION Per Plan
;r
c
o
c
o
~^
N
a
v
'_ U
REMARKS AND ANALYST`
a
E
o DESCRIPTION
ro E L
.
Q
�.
o
c L U
o a
-'
D o v
0
Boring 15
5
10
A2: Brown very silty very Srl
12 fine grained sand 91.0 10.4 83
12. B1: Brown clayey very 88 4 18.1 11L82
fine sand silt w ravel
5.5 B2: Brown clayey very --- 29.0 ML ---
fine sandy silt
18 JA4: Brown clayey siltyI 98.5 123.9 I SC I 82
very fine sand
15 ?. see -_-
ow
- "undisturbed" ring
sample
- "disturbed" ring
sample
NOTE:
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
A2: Brown very silty ver
fine grained sand
1 I SM I ---
Clay lens @ 10.5'
Total Depth - 16'
Plate- R
DATE 3-11-86
.-.vv v■ uv■vi��
for
Nicklaus -Dye Courses -PCA West
BORING NO. 16
JUu "U. �y-l441S-Y�
Report No. 86-4-209
LOCATION Per Plan
L
a
v
D
0
o
E,
v)
v
0
3
0
co
DESCRIPTION
Boring 16
3
c u
n-
v
o v
—5 C-
a
V)
C
0
— a v
ro L
v 0 IV
C U a
REMARKS AND ANALYSIS
B2: Brown clayey very
fine sandy silt
---
---
ML
---
B3:Brown sandy clayey sil
---
----
S
B4:Brown clayey sandy sil
---
---
ML
---
B3: Brown sandy clayey
---
---
V
CL
---
A2: Brown very silty very
fine
---
---
SM
---
l0
A4: Brown clayey silty
very fine grained
sand
---
27.6
SC
---
1�
NOTE:
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
•
Total Depth - 15'
No Free Water Encountere
riate B
DATE 3-20-86
N
N
5
N
10
vi uvi".II\v
for
Nicklaus -Dye Courses -PGA West
Trench No. 1
JUU IVU. U -1441)-r-)
Report No. 86-4-209
LOCATION Per Plan
C:
0
C a _' REMARKS AND ANALY51
DESCRIPTION _ 3 o E `
v o
voi cl�Ua
Trench 1
B1: Brown grey to light pII,
grey clayey very
fine sandy silt with
trace of gravels 89.9 4
Al: Light brown to grey Sp/
very
B1: Brown grey to light 83.0 7.5 ML 70
grey clayey very fine
sandy silt with trace
of gravels interbedde
with clay lenses 79.4 11.7 73
A3: Brown silty very fine) I ISM
to coarse sand
NOTE:
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
Free Water Not Encountere
Stopped @ 10'
Plate B
DATE 3-20-86
LOG OF BORING
for
Nicklaus -Dye Courses -PCA West
Trench No. 2
Job No.B-14413-P3
Report No. 86-4-209
LOCATION Per Plan
s
a
v°
.0
°
E
V)
3
Co
DESCRIPTION
I
Trench 2
.. a -�
c u
Da
°
_�
o v
2a
a
V)
C
0
v'
'_
v o
ctfUa
° REMARKS AND ANALYSE
v
B1: Brown grey to light
grey clayey very
fine sandy silt with
trace of gravels
pQ
Free Water Not Encouncere
Al: 1.i.ght brown to grey
ve ry fine to Fine sand
SP/
B1: see below
p(1
5
CC
eiBrs�tto er§htineown
gra�ned saynd
SM
3: Brown sandy clayey
silt
KL/
CL
A2: Brown to light brown
very silty very fine
grained sand
SM
10
NOTE:
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
B1: Brown grey 'Co light
grey clayey very fine
sandy silt with trace
fo gravels
Stopped @ 10'
'•• for Report No. 86-4-209
Nicklaus-Dye Courses-PCA ..t
• DATE 3-20-86 Trench No. 3 LOCATION Per Plan
•
•
•
•
t
n
0
0
0
o
E
?,
V)
N
L 3
o °
d
DESCRIPTION
Trench 3
..3
C U
�Q a
v
U
O v
�a
a
voi
c
0
? v
ro°`
v v
p
�Ua
REMARKS AND ANALYSIS
•
•
•
•
•
Al: see below PSrf
B3: Brown sandy clayey HL/
silt C
Al; Brown grey to light P/
grey clayey very fine SM
siavelsilt with trace of
A3: Brown silty very fine SM
to coarse sand
Free Water Not Encountere
S
.
•
•
•
•
•
•
•
•
•
•
•
•
•
i
•
10
NOTE:
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
Al'. Brown grey to light
grey clayey very fine
sandy silt with trace of
gravels
Stopped @ 10'
. P1ate.B
LOG OF BORING
for
Nicklaus -Dye Courses -PCA West
Job No. B -14413-P3
Report No. 86-4-209
DATE 3-20-86 Trench No. 4 LOCATION PP, P1,
DATE 3-20-86
LOG OF BORING
for
Nicklaus -Dye Courses -PCA West
Trench No. 5
Job No. B -14413-P3
Report No. 86-4-209
LOCATION Per Plan
LOG OF BORING Job No. B -14413-P3
for Report No. 86-4-209
Nicklaus -Dye Courses -PCA West
DATE 3-20-86 Trench No. 6 LOCATION Per Plan
DATE 3-20-86
Lvl, ur bUKJNj
for
Nicklaus -Dye Courses -PCA West
Trench No. 7
Job 'No. g -14413-P3
Report No.86-4-209
LOCATION Per Plan
riate o
LOG OF BORING Job NO -B -14413-P3
for Report No. 86-4-209
Nicklaus -Dye Courses -PCA West
DATE 3-20-86
Trench No. B LOCATION PPS Pl; 1,
Ir C�Ii �1
DATE 3-20-86
LOG OF BORING
for
Nicklaus -Dye Courses -PCA West
Trench No. 9
DESCRIPTION
Trench 9
A3: Brown silty very fine
to coarse sand
Job NO -B -14413-P3
Report No. 86-4-209
LOCATION Per Plan
C
_ _o
H
V /1
3 Na V REMARKS AND ANALYST
roE
C U o 41
SM
Al: Light brown to grey SPS
very fine to fine SM
sand
qSSilt lens
JA3: Brown silty very fine ism
to coarse sand
10
NOTE:
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
Free Water Not Encountere
Stopped @ 10'
LU�j ut- butcit\'cj Job No. B -14413-P3
for Report No. 86-4-209
Nicklaus -Dye Courses -PCA Wesc
DATE 3-20-86
Trench No. 11 LOCATION Per Plan
Vl T P
DATE 3-20-86
TUU Ur BORING
for
Nicklaus -Dye Courses -PCA West
Trench No. 12
Job No. 8-14413-P3
Report No. 86-4-209
LOCATION Per Plan
Sandy clay lens
B3: Brown sandy clayey KLA
5 silt CL
Dense clay lens @ 7'
Free Water Not Encountere
1
NOTE: Stopped @ 10'
The stratification lines
indicate the approximate
boundaries between soil
types and.the transition
may be gradual
011, n
C
0
o
v
3
DESCRIPTION
«=
3
v c
v
a
-
> v c
a v
REMARKS AND ANALYST'
v Eo
o
���
o
��
°
roEL
°1
O ,n
co
n
a
o n
C°J o
Trench 12
0
Al: Light brown to grey
very fine to fine
SPS
SM
sand
Sandy clay lens
B3: Brown sandy clayey KLA
5 silt CL
Dense clay lens @ 7'
Free Water Not Encountere
1
NOTE: Stopped @ 10'
The stratification lines
indicate the approximate
boundaries between soil
types and.the transition
may be gradual
011, n
DATE 3-20-86
L.UU Uf OUK11N�,
for
Nicklaus -Dye Courses -PCA West
Trench No. 13
JOD1No.B-14413-P3
Report No, 86-4-209
LOCATION Per Plan
s
CL
D
0
o
V)
v 3
co
DESCRIPTION
Trench 13
_ 3
U
�� a
acia
�
o v
�a
~
Ln
c
0
? a v
ro E U
v o v
CU°
REMARKS AND ANALYST.
N
Al: Lighc brown to grey
very fine to fine
sand
88.6
6.9
SP/
SP1
75
71
Free Water Not-Encountere
N
Silt and clay lenses
83.9
11.7
nN
B3: Brown sandy clayey
silt
88.5
2.5
ML/
CL
5
NOTE:
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
Stopped @ 5'
i
1
Plate B
LOG OF BORING Job No. B -14413-P3
for Report No. 86-4-209
Nicklaus -Dye Courses -PGA West
DATE 3-21-86 Trench No. 14 LOCATION Per Plan
C
0
s
0
3
v
a
v
> U c
REMARKS AND ANALY515
n
�'
3
DESCRIPTION
�_
�_ `
�-
ro U
C.
41
in
? O
�
O
Co
C i U
a
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a
v°)
0 O v
� U a
Trench 14
0
A3: Brown sandy clayey
SN
silt
II i l I I I I I I Shells
Clay lens @ 8'
10
Free Water Not Encountere
NOTE: Stopped @ 10'
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
•
•
•
•
•
•
•
{�
•
•
•
•
DATE
3-21-86
Nicklaus
LUU
-Dye
Trench
Ur dUKINU
for
Courses
-PCA
No.
West
15
Job No. B -14413-P3
Report No. 86-4-209
LOCATION "Per Plan
L
4)
0
Vn
°
°
r
V
V
o
m
DESCRIPTION
Trench 15
_ 3
C U
Z) C) a
^
?
D v
v
`
O 41
:2 a
a
�-
VO)a✓
I
C
o
M
ro
Ql °
U a
REMARKS AND ANALY51
Q)
I
A3: Brown silty very.fine
to coarse sand
SM
Free Water Not Encounters
C1:Dark brown silty clay
CL
5
B2: Brown clayey very
very fine sandy silt
p1
A2: Brown to light brown
very silty very fine
grained sand
SM
B2: Brown clayey very
fine sandy silt
ML
1
•
•
NOTE:
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
Stopped @ 10'
• Dl�r+ R
LOG OF BORING Job No.B-14413-P3
for Report No.86-4-209
Nicklaus -Dye Courses -PCA West
DATE 3-21-86 Trench No. �6 LOCATION Per Plan
DATE 3-21-86
o
Z.3
CL E ` o
v o
0 m
0
M
10
15
DESCRIPTION
Trench 17
LUC; OF BORING
for
Nicklaus -Dye Courses -PCA West
Trench No. 17
Al: Light brown to grey
very fine to fine sand
B3: Brown sandy clayey
silt
Cl: Dark brown silty cla
A3: Brown silty very fine
to coarse sand
B3: Brown sandy clayey
silt
134: Light brown clayey
very fine to fine sand
NOTE:
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
Job NO -B -14413-P3
Report No. 86-4-209
LOCATION Per Plan
C
0
3 N > a c REMARKS AND ANALY5
"M E
c U o v v 0 v
voi ova
4SP/
ML /
CL
SM
ML/
CL
HL
Free Water Not Encountere
Stopped @ 11.5'
�.. .......,.., ,vU 11U.0-1441j-rj
for Report No. 86-4-209
Nicklaus -Dye Courses -PCA West
DATE 3-21-86 Trench No. 18 LOCATION Per Plan
s
a
U
0
o
>,
�
v
0
N
3
0
co
DESCRIPTION
Trench 18
3
c U
�U a
v
�,
o v
�a
a
�'
-
V)
C
0
n v
b L
V 0 v
CUa
REMARKS AND ANALYSIS
0
B3: Brown sandy clayey
silt
ML/
CL
Free Water @ 10.
Al: Light brown to grey
very fine to fine sand
SP/
SM
5
B1: Brown grey to light
grey clayey very fine
sandy silt with trace of
gravels
ML
B3: Brown sandy clayey
ML
CL
10
A3: Brown silty very fine
to coarse sand
SM
NOTE:
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
Stopped @ 13'
15
rietc o
DATE 3-21-86
LOG OF BORING
for
Nicklaus -Dye Courses -PGA West
Ttench No. 19
Job No. B -14413-P3
Report No. 86-4-209
LOCATION Per Plan
s
n
in
o
-0
�
v
o
V)"
3
m
DESCRIPTION
3`
�6 a
M
v
2°'
a
F'
voi
C
o'
y
b L
41
C2U Lt
REMARKS AND ANALYST'
0
N
B2: Brown clayey very
fine sandy silt
97.3
15.1
ML
84
Free Water @ 11.
N
B3: Brown sandy clayey
silt
87.4
25.0
ML/
CL
---
5
N
B2: Brown clayey very
fine sandy silt
87.7
31.0
ML
---
A3: Brown silty very fine
to coarse sand
SM
10
NOTE:*
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
Stopped @ 12.5'
15
DATE 3-21-86
LOC; OF BORING
for
Nicklaus -Dye Courses -PCA West
Trench No..20
Job No. g -14413-P3
Report No. 86-4-209
LOCATION' Per Plan
a
V
o
E
E
�
v
0
3
0
co
DESCRIPTION
Trench 20
..3"
c U
D C) a
v
`
o a
�-
Cl-
F-
—"
Ln
C
0
_' ro v
b CL
E
v o v
ce U CL
REMARKS AND ANALYSIS
0
Al: Light brown to grey
very fine Co fine sand
SP/
SM
Free Water Not Encounter
Al with increasing clay
content
S
Cl: Dark brown silty
cla
CL
Al: Light brown to grey
very fine to fine sand
SP/
SM
10
NOTE:
The stratification lines
indicate the approximate
boundaries between soil
types and'.the transition
may be gradual.
Stopped @ 11'.
for Report No. 86-4-209
Nicklaus -Dye Courses -PCA 4.=st
DATE 3-21-86 Trench No. 21 LOCATION Per Plan
•
o
s o N v > ? a v REMARKS AND ANALYSIS
. a 3 DESCRIPTION 3 V �' `
E, o ° C U 0 41 4! O Ql
• Ln U m Z) C) a a v°i cGUE
0 Trench 21
•
4.
•
•very
•
;♦
•
•
•
•
•
•
•
A1: Light brown to grey
very fine to fine sand
SP/
SM
ML
SM
Free [dater Not Encountert(
B4: Light brown clayey
sandy silt
A3: Brown silty very fine
to coarse sand
S
10
•
•
•
•
•
•
•
•
s
•
•
NOTE:
The stratification lines
indicate the approximate
boundaries between soil
types and the transition
may be gradual
Stopped @ 11'
Plate B
Sladden Engineering.
6782 Stanton Ave., Suite E, Buena Park, CA 90621 (562) 864-4121 (714) 523-0952 Fax (714) 523-1369
39-725 Garand Ln., Suite G, Palm Desert, CA 92211 (760) 772-3893; Fax (760) 772-3895
March 17, 1999
Bristol Construction
73-929 Larrea, Suite 1
Palm Desert, California 92660
Project: PGA West - The Peninsula
Tract 28522
La Quinta, California
Project No. 522-8096R
Subject: Report of Observations and Testing During Fine Grading
Summarized in this report are the results of in-place density tests performed at the subject
site during fine grading along with pertinent observations. The project site is located
within the PGA West development along the Weiskopf Private Course. The initial phase
of development included finished graded lots 1 through 18.
The building pad areas were scarified and watered prior to and during fine grading. The
exposed surfaces were compacted to A minimum of 90 percent. Fill materials obtained
from cut areas were placed in thin lifts near optimum moisture content and compacted to
at least 90 percent relative compaction. The fine grading was performed in accordance
with the recommendations of the geotechnical update report and the grading ordinance of
the City of La Quinta, California.
Field testing was performed between December 21, 1998 and February 17, 1999. The
moisture conditioning and recompaction were verified prior to fill placement. Testing
indicated that a minimum of 90 percent relative compaction was attained in the areas
tested. The passing test results indicate compliance with the project specifications at the
tested locations and depths but are no guarantee or warranty of the contractor's work.
Field Tests: In-place moisture/density tests were performed using a nuclear density
gauge in accordance with test methods ASTM D 2922 and ASTM D 3017. A total of 28
density tests were performed. The approximate test locations are indicated by the lot
number and test results are summarized on the attached data sheet.
March 17, 1999 (2) Project No. 522-8096R
Laboratory Tests: The moisture -density relationships for the tested materials were
determined in the laboratory in accordance with test method ASTM D 1557-91.
Laboratory test results are summarized on the attached data sheet.
Allowable Bearing Pressures: The structural values recommended in the Geotechnical
Addendum report prepared by Sladden Engineering remain applicable for use in
foundation design. Conventional shallow spread footings should be bottomed in properly
compacted fill material a minimum of 12 inches below lowest adjacent grade. Continuous
footings should be at least 12 inches wide and isolated pad footings should be at least two
feet wide. Continuous footings and isolated pad footings may be designed utilizing
allowable bearing pressures of 1300 psf and 1500 psf, respectively. Allowable increases of
200 psf for each additional one foot of width and 200 psf for each additional six inches of
depth may be utilized, if desired. The maximum allowable bearing pressure should be
2500 psf. The recommended allowable bearing pressures may be increased by one-third
when considering wind and seismic loading.
The bearing soils are non -expansive and fall within the "very low" expansion category in
accordance with Uniform Building Code (UBC) classification criteria.
If there are any questions regarding this report or the testing summarized herein, please
contact the undersigned.
Respectfully submitted,
SLADDEN ENGINEERING
Copies- 4- Bristol Construction
Slodden Engineering
TEST RESULTS
Project: The Peninsula - Tract 28522
PGA West
La Quinta, California
Project No.: 522-8096
Test
Date
ruushed Lots
Dry
%
%
Max.
No.
Tested
Location
Elevation
Densi
Moisture
Com
Densi ,
3/22/99
Slodden Engineering
ruushed Lots
1
12-21-98
Lot #11
PG
112.8
2.8
98
115.0
2
12-21-98
Lot #I I
PG
115.8
1.8
100
115.0
3
12-21-98
L6t 412
PG
111.8
2.4
97
115.0
4
12-21-98
Lot #12
PG
110.0
3.4
96
115.0
5
12-21-98
Lot # 13
PG
111.8
3.3
97
115.0
6
12-21-98
Lot #13
PG
110.8
2.4
96
115.0
7
12-21-98
Lot # 14
PG
1.11.3
2.8
97
115.0
8
12-21-98
. Lot #14
PG
108.8
2.9
97
112.0
9
12-21-98
Lot #15
PG
107.3
2.5
96
112.0
10
12-21-98
Lot #15
PG
109.3
2.0
98
112.0
11
2-16-99
Lot #18
PG
113.0
7.9
96
118.0
12
2-16-99
Lot 417
PG
112.5
7.1
95
118.0
13
.2-16-99
Lot #16
PG
109.3
7.5
93
118.0
14
2-16-99
Lot #15
PG
109.3
3.3
93
118.0
15
2-16-99
Lot 414
PG
106.0
8.4
90
118.0
16
2-16-99
Lot #13
PG
112.8
3.7
96
118.0
17
.2-16-99
Lot # 12
PG
114.5
4.3
97
118.0
18
2-16-99
Lot #11
PG
109.3
4.7
93
11.8.0
19
2-16-99
Lot #10
PG
108.8
6.6
92
118.0
20
2-16-99
Lot #9
PG
112.8
7.2
96
118.0
21
2-16-99
Lot 48
PG
107.5
6.0
91
118.0
22
2-16-99
Lot #7
PG
108.8
5.2
92
118.0
23
2-16-99
Lot #6
PG
108.8
9.8
92
118.0
24
2-17-99 _
Lot #5
PG
111.8
7.3
95
118.0
25
2-17-99
Lot #4 .
PG
108.8
7.5
92
118.0
26
2-17-99
Lot #3
PG
111.3
4.6
94
118.0
27
2-17-99
Lot #2
PG
109.3
11.1
93
118.0
28
2-17-99
Lot 4 1
PG
109.5
11.8
93
118.0
3/22/99
Slodden Engineering