Griffin Ranch - Belmont Collection TR 32879 (Series I; Plans 1-4) Geotechnical Exploration UpdateF 3
0
UPDATE GEOTECHNICAL EXPLORATION
EXISTING 195-ACRE RESIDENTIAL DEVELOPMENT
GRIFFIN RANCH - TRACT NO. 32789
SWC MADISON STREET AND AVENUE 54
CITY OF LA QUINTA, CALIFORNIA
Prepared for:
LENNAR HOMES
980 MONTECITO DRIVE, #302
CORONA, CA 92879
Project No. 10343.002
BUILDING
SAFE i Y DEt` I .
ED
FORK �
®NS► uc'TION
DATE 2v "- BY
mber 6, 2013
Leighton and Associates, Inc.
A LEIGHTON GROUP COMPANY
Leighton and Associates, Inc.
A LEIGHTON GROUP COMPANY
January 14, 2014
Project No. 10343.003
Lennar Homes
980 Montecito Drive, Suite 302
Corona, CA 92789
Attention: Mr. Randy Schroeder
Subject: Foundation Plan Review, Belmont Collection (Series 1)
& Pimlico Collection (Series 11), Griffin Ranch
Tract 32879, City of La Quinta, California
References: Update Geotechnical Exploration, Existing 195-Acre Residential Development,
Griffin Ranch — Tract No. 32789, SWC Madison Street and Avenue 54, City of La
Quinta, California, by Leighton and. Associates, Inc., Project No. 10343.002,
dated September 6, 2013.
Foundation/Structural Plans, Pimlico Collection (Series II), by Gouvis
Engineering, Sheets SN-1, S-1.1, S-2.1, S-2.1A, S-3.1, S-3.1A, SD-1, plot date
January 13, 2014.
Foundation/Structural Plans, Belmont Collection (Series 1), by Gouvis
Engineering, Sheets SN-1, SD-1, S-1.1 S-2.1 Plan 2A, S-2.1 Plan 2B & 2C, S-
3.1, S-4.1, S-4.1A ,plot date January 13, 2014.
In accordance with your request, we are pleased to present herewith the results of our
foundation plan review for the subject project. Based on this review, it is our opinion
that the above referenced plans are in general conformance with the geotechnical
aspects of the referenced soils report. It is important that the prevailing soils conditions
be verified during construction and additional recommendations be provided if
geotechnical conditions encountered vary from the findings/interpretations included in
the above referenced soils report.
The opportunity to be of service is sincerely appreciated. If you $should)ih�aeanyUITA
questions, please do not hesitate to call our office. SUILDIIING & SAFETY DEPT.
Respectfully submitted, APPROVED
FOR CONST UCTION
LEIGHTON AND ASSOCIATES, INC.
�pOF� DATE 2 u
:,t------
NN 2641Awl—
d
Simon I. Saiid, GE 2641
Principal Engineer
D' t 'b rI f 1 Add 1 P
Is u Ion. O ressee ( DF copy
75-450 Gerald Ford Drive, Suite 301 . Palm Desert, CA 92211
760.776.4182 a 760.776.4080 Fax www.leightongroup.com
Ion
Leighton and Associates, Inc.
A LEIGHTON GROUP COMPANY
September 6, 2013
Project No. 10343.002
Lennar Homes
980 Montecito Drive, #302
Corona, CA 92879
Attention: Mr. Randy Schroeder
Subject: Update Geotechnical Exploration
Existing 195-acre Residential Development
Griffin Ranch — Tract No. 32789
SWC Madison Street and Avenue 54
City of La Quinta, California
In accordance with your request and authorization, Leighton and Associates, Inc.,
(Leighton) is pleased to present this geotechnical update report for the subject site. The
recommendations included herein should be implemented during continued site
development.
SCOPE OF WORK
Our scope of work for this geotechnical update generally consisted of a field exploration
to evaluate/confirm the suitability of the previously placed fill in order to provide update
geotechnical recommendations for continued development of the site. More
specifically, our proposed scope of work included the following tasks:
■ Review of provided geotechnical reports and site development plans, as well as
pertinent in-house and published geologic reports/maps.
■ Site reconnaissance and observation of current surface conditions during field
preparation and planning.
■ Performed a subsurface exploration consisting of 20 borings to test and sample
existing fill soils and underlying shallow alluvium. Some of the borings were
located in the in -tract streets to measure existing pavement section and sample
subgrade soils.
■ Geotechnical laboratory testing on the sampled soils which included: in -situ
moisture and density determination, expansion index, R-value, collapse potential,
and maximum density curves.
■ Preparation of this update soils report providing updated geotechnical
recommendations for remedial grading, including 2010 California Building Code
seismic coefficients.
75-450 Gerald Ford Drive ■ Suite 301 ■ Palm Desert, CA 92211
760.776.4192 e Fax 760.776.4080 ■ www.leightongroup.com
Uodate Geotechnical Exploration PN 10343.002
Griffin Ranch —Tract No. 32789 September 6, 2013
SITE DESCRIPTION AND PROJECT BACKGROUND
The site is known as "Griffin Ranch Community" located at the southeastern corner of
Madison Street and Avenue 54, in the City of La Quinta, California (see Figure 1). Based
on our review of the information provided, the site contains 229 rough -graded lots and is
partially occupied with residences in the western portion along Madison Avenue. Most
infrastructures including pavement and wet/dry utilities are already constructed.
However, it appears that most of the streets in the northeast portion of the site are
unpaved and numerous truck -load soils stockpiles and miscellaneous debris were noted.
The graded pads, especially in parkway areas, are currently covered with medium to
heavy vegetation consisting primarily of seasonal weeds and shrubs.
Based on our review of site -specific geotechnical reports, rough -grading of the site started
in 2007 and consisted of over -excavation of native surface soils and placement of
engineering fill to construct present building pads. Although no documentation was
available for our review to confirm the extent of remedial grading, the project soils report
(Sladden, 2004) recommended removal of 3 feet below existing grade or 2 feet below the
bottom of footings. Remedial grading for pavement and exterior flatwork consisted of
scarifying and/or removing the upper 12 inches and re -compacting to 90 percent relative
compaction per ASTM 1557. Groundwater was not encountered within the explored
depth of 50 feet and "the potential for liquefaction affecting the site is considered
negligible." According to the project soils report, "the soils underlying the site consist
primarily of fine-grained silty sands with scattered generally sandy clayey silt layers." The
expansion potential is expected to be very low.
FIELD EXPLORATION
Our field exploration for this update report consisted of performing 20 hollow stem auger
borings within selected areas of the site (see Figure 2). The borings were generally
advanced to a depth of 6.5 to 21.5 feet to test and sample existing fill soils and underlying
shallow alluvium. Bulk samples and relatively "undisturbed" ring samples were collected
from the exploration borings for further laboratory testing and evaluation. The relatively
"undisturbed" samples were obtained utilizing a modified California drive sampler (2%-
inch inside diameter and 3-inch outside diameter) driven 18 inches in general accordance
with ASTM Test Method D3550. The boring logs are presented in Appendix A.
Sampling was conducted by a staff geologist from our firm. After logging and sampling,
the excavations were loosely backfilled with spoils generated during excavation and
capped with cold patch asphalt, where drilled in streets.
-2- Leighton
Ul3date Geotechnical Exploration PN 10343.002
Griffin Ranch —Tract No. 32789 September 6, 2013
LABORATORY TESTING
Laboratory tests were performed on representative samples to provide a basis for
development of geotechnical design parameters. Selected samples were tested to
determine the following parameters: in -situ moisture and density determination,
expansion potential, R-value, collapse potential, expansion index, and maximum density
curves. The results of our laboratory testing and summaries of the testing procedures are
presented in Appendix B.
SUMMARY OF FINDINGS AND CONCLUSIONS
Based on the results of our field exploration and review of the referenced project soils
reports, we summarize the following findings and observations:
■ The depth of compacted fill appears to range from approximately 5 to 10 feet
below existing pads elevation. The tested fill appears to be medium dense to
dense based on the results of the field Standard Penetration Tests (SPTs).
■ The depth of compacted fill below existing street subgrade appears to generally
range from approximately 2 to 3 feet. Pavement thicknesses vary from 2.5 to 3.5
inches and aggregate base thicknesses vary from 4 to 7 inches. Pavement
surface appears to be in a relatively good condition. However, thermal cracking
was noted in most streets with cracks ranging from %-inch to as wide as 1.5
inches. Testing of subgrade soils indicates an R-Value of 58.
■ Underlying alluvium appears to be generally loose to medium dense based on
recorded SPTs. The collapse potential is generally less than 1.2 percent.
■ Expansion potential testing of the compacted fill soils indicates very low
expansion (El< 20).
■ The existing near -surface soils (upper 12 inches) of the finish graded pads are
relatively dry and in some locations have become loose/disturbed due to
vegetative growth. Heavily eroded/disturbed soils within parkway area along
frontage of pads and in most northeast portion of site are noted.
■ Based on our review of published data (USGS, 2007), this site is located within
or along the periphery of a high subsidence zone. Although this is a global
phenomenon affecting larger area, such subsidence if continued may result in
localized differential settlement impacting this site. However, the extent of such
subsidence and its impact on this site is beyond the scope of this study.
UPDATED RECOMMENDATIONS
The recommendations provided in the referenced soils report (Sladden, 2004) remain
generally valid for continued design and construction of the subject lots unless
- 3 Leighton
Ul5date Geotechnical Exploration PN 10343.002
Griffin Ranch —Tract No. 32789 September 6. 2013
superseded by our recommendations provided below. Based on the results of this
update exploration, we recommend the following:
Remedial Grading: Existing ground surface of each lot should be cleared of all
vegetation, stock piled soils, construction debris, and any deleterious materials.
Subsequently, the existing upper 8 to 12 inches of exposed subgrade soils
should be scarified, moisture conditioned to optimum moisture content and
compacted to minimum 90 percent of the laboratory maximum dry density per
ASTM D1557 prior to receiving additional fill or foundations (footings or slab -on -
grade). However, more extensive remedial grading may be needed for parkway
areas and some pads or portions of, especially in northeastern portion of site
pending further field evaluations or verifications during construction. To facilitate
moisture conditioning pre -watering may be considered.
Filling Procedures: Where applicable and depending on heavy equipment
compaction capabilities, fill placement should proceed in thin lifts not exceeding
8-inches, uniformly moisture conditioned to optimum moisture and compacted to
minimum 90 percent. During fill placement and compaction, the adjacent
compacted fill should be properly benched into the existing approved fill.
Pavement Repair Existing thermal cracking in street pavement should be
immediately repaired to prevent further deterioration. At a minimum, a slurry seal
should be used to fill existing cracks and if localized depression is noted in
pavement, the existing AC should be removed and replaced after properly
treating aggregate base and/or subgrade soils. Several utility lateral crossings
have settled causing pavement failure. The utility trench locations should be
repaired by removal of existing trench backfill and replaced with properly
compacted fill as recommended herein.
The following updated geotechnical design parameters may be used for foundation
design:
Allowable vertical bearing pressure: 2,000 psf (pounds per square foot) for a
minimum 12 inches embedment into compacted fill and a minimum footing width of
12 inches. This value can be increased by one-third for transient or temporary
loads (e.g., seismic, wind).
Lateral bearing pressure: 250 psf/foot per foot of depth and embedment to a
maximum of 2,500 psf.
■ Sliding Coefficient. A sliding coefficient of 0.35 may be used for soil to structural
concrete interface.
- 4 Leighton
Update Geotechnical Exploration PN 10343.002
Griffin Ranch —Tract No. 32789 September 6. 2013
2010 CBC SEISMIC COEFFICIENTS
The seismic design parameters presented in the table below were calculated utilizing a software
program published by United States Geological Survey which follows the procedures stated in
American Society of Civil Engineers (ASCE) Publication ASCE 7-05 and the 2010 California
Building Code (CBC), Chapter 16:
Categorization/CoefficientCBC
Location Site Latitude (33.65173 N)
Site Longitude (-116.24389 W)
Value (g)
Site Class Definition
D
Mapped Spectral Response Acceleration at 0.2s Period, SS
1.5
Mapped Spectral Response Acceleration at 1 s Period, S,
0.6
Short Period Site Coefficient at 0.2s Period, Fa
1.0
Long Period Site Coefficient at 1 s Period, F„ '
1.6
Adjusted Spectral Response Acceleration at 02s Period, Sms
1.5
Adjusted Spectral Response Acceleration at 1s Period, SM,
0.9
Design Spectral Response Acceleration at 0.2s Period, Sos
1.0
Design Spectral Response Acceleration at 1s Period, So,
0.6
*g=Gravity acceleration
LIMITATIONS
This report was prepared for Lennar Homes, based on their needs, directions, and
requirements at the time. This report is not authorized for use by, and is not to be relied
upon by any party except Lennar Homes, with whom Leighton contracted for the work.
Use of or reliance on this report by any other party is at that party's risk. Unauthorized use
of or reliance on this report constitutes an agreement to defend and indemnify Leighton
and Associates from and against any liability which may arise as a result of such use or
reliance, regardless of any fault, negligence, or strict liability of Leighton and Associates.
- 5 - Leighton
Update Geotechnical Exploration PN 10343.002
Griffin Ranch —Tract No. 32789 September 6, 2013
The conclusions and recommendations in this review are based in part upon data that was
obtained from a limited number of observations, site visits, excavations, samples, and
tests. Such information is by necessity incomplete. The nature of many sites is such that
differing geotechnical or geological subsurface conditions can and do occur. Therefore, the
findings, conclusions and recommendations presented in this review and previous reports
can be relied upon only if Leighton has the opportunity to observe the subsurface
conditions during construction of the foundations. Only with these observations are we
able to confirm that our preliminary findings are representative for the site.
If you have any questions regarding this report please contact this office at your
convenience.
Respectfully submitted,
LEIGHTON AND ASSOCIATES, INC.
VAAL �F�
O��C,00�F1T F'� !0
a Q No.1921
CERTIFIED
/ * GEOLEOG ST
Robert F. Riha, 9rF of c n��F°Q�
CEG 1921 (Exp. 02/28/14)
Vice President / Sr Principal Geologist
Attachments:
Simon I. Saiid
GE 2641 (Exp. 09/3 ; �n
Principal Engineer
Figure 1 — Site Location Map
Figure 2 — Boring Location Plan
Appendix A — Logs of Exploratory Borings
Appendix B — Results of Laboratory Testing
Appendix C — ASFE Important Information About Your Geotechnical Report
Distribution:(3) Addressee (plus PDF via email)
Leighton
Update Geotechnical Exploration PN 10343.002
Griffin Ranch —Tract No. 32789 September 6. 2013
L?nfernnrna
ASCE/SEI, 2010, Standard 7-05, Minimum Design Loads for Buildings and Other
Structures by Structural Engineering Institute.
California Building Code, 2010, California Code of Regulations Title 24, Part 2, Volume
2of2.
Leighton and Associates, Inc., 2013, Geotechnical Due -Diligence Review/Update,
Griffin Ranch — Tract No. 32879, Existing 195-Acre Residential
Development, Southeast Corner of Madison Street and Avenue 54, La
Quinta, California
Sladden Engineering, 2004, Geotechnical Investigation Report, Proposed Griffin Ranch
Residential Development, SEC Avenue 54 and Madison Street, La Quinta,
California, August 17.
Sladden Engineering, 2007, Geotechnical Update, Griffin Ranch — Tract 32879, SEC
Avenue 54 and Madison Street, La Quinta, California, December 10.
Sladden Engineering, 2012, Geotechnical Update, Griffin Ranch — Tract 32879,
Remaining Lots, SEC Avenue 54 and Madison Street, La Quinta, California,
March 29.
MSA Consulting Inc., Griffin Ranch Tract No. 32879 Site Plan, dated May 1, 2013.
United States Geologic Survey, 2007, Detection and Measurement of Land Subsidence
Using Global Positioning System Surveying and Interferometric Synthetic
Aperture Radar, Coachella Valley, California, 1996-2005, Scientific
Investigation Report 2007-5251
Leighton
r-
jj
u* ! r•.c.owmtws w
:.i'Qt�' �, t ♦ , • ` +.,C+ • s Rico` F 5
i'w -
..♦ Q � ". _ +�w +.•• ram' 1 e P.. f i+h��t.u�1
us
sa�,f•.. S�� ml�"�t r• .. _ . , ay��• t .+ t * cl' �, J`'��''' f �' �dt�
HideawayyG�off Club i • •'., ( �: . Madi
.r •i f ..4.'; - "�� -r.• Saarry. M..�.r ff:K"aA _'.,r,---"+•
•+S ,i' -tit �+a
1 r. + �:.. �. � ,mya. • �, 'i1 � K •9' w � w4:,%;S�aR,e .. � ��.�• ,
r r F`. ` 7��4 � �"\ � ♦ �� �� : '�� � t ~� ifiiti=A40 �'....,....�,� �
'+ � • xW63i31Ys T �.. . +�� r� '
O Ui7 "•` � i Y ml k
•.Sig k �jc f ,�,� 0
may.', � .,, J•�
t 4t,
a�ti3 w�ia�Q �' t� "v,
?' ✓G !'�x� .A .{ F""`�i • ::-airelas,nY 7 1ikh Wa`.: �tr <•
�i.;•.x''�.,� , �r
!Az Ap
„al,l��iy�: + ,P ''fir•<3 i ~'i,} - f ;;� �¢ e:
E _ Art
* • :r4a
'•,.,°�°uei°mil � r ,,��RO`� t f,^ {�$ l��;s1s�>rYr�s 9#d�wA�l�V Y:',,�°,` fie'{=.`'�
`L v�Itw".
'est ifF '•+! d3 .±< �'� .rr it&"ai •f
-
#� •" *4' , ` "y� ^. `Fle�errve s ?l: .. S .1 i
°rS i ��'(yr�.ls,+ 2"�-. • , 1� e o�` t-�,ldlfbi +y�� lQ�. �C 5N
( �-so;,j► }'+ , 'Palms Goff Club
► " a
f M • � 1
Ir
6_0
Feet I
D
Scale:1 " = 2,000 ' Date: September, 2013
1I
LEGEND
�. a\ •�+, % Mgr C �„,�, n.': .... •,S .n" n" .. n.n an —�a_ j�D awr ao , 1' +,� I� j .
�.
I Spa;. ` ,1,.• "
Approximate Location of
LB-20 Geotechnical Boring
"..
w wr Yr am �
av"$7 orm k°b.. `� Q
.' k.M n
Griffin Ranch
Tract No. 32879
La Quinta, California
BORING LOCATION PLAN
Project No. _ 10343.002
Scale 1" = 400'
Engr./Geol. SIS/RFR
Drafted By JTD
Date September 2013
Figure 2
GEOTECHNICAL BORING LOG LB-1
Project No.
Project
Drilling Co.
Drilling Method
Location
10343.002
Griffin Ranch
Martini Drilling
H - 1401b - Auto - 30-" Drop
Lot 77
Date Drilled
Logged By
Hole Diameter
Ground Elevation
Sampled By
8-15-13
ITn
,�
o
SOIL DESCRIPTION
o'
rw,
d
Z
OM
0
„e
�
my
aNi
o �
Q�
p,�
a
C .
H
Vcj
This Soil Description applies only to a location of the exploration at the
m�
`J
E
E
C a
2 C
_ y
time of sampling. Subsurface conditions may differ at other locations
o
W
(�
+
Q
m—
r
2 p
p�
and may change with time. The description is a simplification of the
c.
t/�
a
p
U
N"
actual conditions encountered. Transitions between soil types may be
gradual.
H
0
B-1
SP-SM
Artificial Fill (An ; Poorly graded SAND with SILT, light gray,
dry to moist, fine sand, surface MD= 121.0
CS, SA,
MD
grained protectant, @
9.0%
R-1
18
123
1
Well graded SAND with SILT, dense, light gray, dry to moist, fine
23
grained sand
50/5"
5
R-2
13
92
3
SP-SM
Quaternary Alluvium (Oal); Poorly graded SAND with SILT,
CO
i9
medium dense, light brown, moist, fine grained sand, iron oxide
21
staining
10
— — —
—
R-3
5
90
2
SP
Poorly graded SAND, medium dense, light gray, dry to moist, fine
grained sand
'
Igrained9
15
R-
8
12
Poorly Traded SAND, medium dense, light gray, moist, fine grained
sand
15
Drilled to 16.5' Sampled to 16.5' Groundwater not encountered
Backfilled with Cuttings
20
25
SAMPI PES:
B BULK SAMPLE
TYPE OF TESTS:
-200 % FINES PASSING
DS
DIRECT
SHEAR SA SIEVE ANALYSIS
C CORE SAMPLE
AL ATTERBERG
LIMITS
El
EXPANSION INDEX SE SAND EQUIVALENT
G GRAB SAMPLE
CN CONSOLIDATION
H
HYDROMETER SG SPECIFIC GRAVITY
R RING SAMPLE
CO COLLAPSE
MD
MAXIMUM DENSITY UC UNCONFINED COMPRESSIVE STRENGTH
S SPLIT SPOON SAMPLE
CR CORROSION
PP
POCKET PENETROMETER
T TUBE SAMPLE
CU UNDRAINED TRIAXIAL RV
R VALUE
... This log is a part of a report by Leighton and should not be used as a stand-alone document * * * Page 1 of 1
GEOTECHNICAL BORING LOG LB-2
Project No.
10343.002
Date Drilled
Project
Griffin Ranch
Logged By
Drilling Co.
Martini Drilling
Hole Diameter
Drilling Method
H - 1401b - Auto - 30-" Drop
Ground Elevation
Location
Lot 18
Sampled By
8-15-13
JTD
8"
_ ITn
o
rn
SOIL DESCRIPTION
Ow
tr
v
d
Z
M
a�
Q-�
0
a
c
y j
y
VU
This Soil Description applies only to a location of the exploration at the
>LL
2
Dly
%_
E
p a
_Vj
time of sampling. Subsurface conditions may differ at other locations
O
(g
r
Q
m
�.
O
p�
and may change with time. The description is a simplification of the
m
U)
4)
p
U
tnv
actual conditions encountered. Transitions between soil types may be
rL
gradual.
H
0
SM
Artificial Fill (An; SILTY SAND, light gray, dry to moist, fine
grained sand, surface protectant
R-1
27
103
2
SP-SM
Poorly graded SAND with SILT, dense, light gray, dry to moist, fine
27
grained sand
30
5
R-2
5
87
4
SP
Ouaternary Alluvium al ; Poorly graded SAND, medium dense,
9
light gray, moist, very tine to fine grained sand
10
R-3
3
86
6
ML
SANDY SILT, stiff, gray, moist, very fine to fine grained sand, iron
CO
5
oxide staining
8
10
R-4
6
94
11
SANDY SILT, stiff, gray, moist, very fine to fine grained sand, iron
10
oxide staining
12
Drilled to 11.5' Sampled toll .5' Groundwater not encountered
Backfilled with Cuttings
15
20
25
SAMPLEOTYPES: TYPE OF TESTS:
B BULK SAMPLE -200 % FINES PASSING DS DIRECT SHEAR SA SIEVE ANALYSIS
C CORE SAMPLE AL ATTERBERG LIMITS El EXPANSION INDEX SE SAND EQUIVALENT
G GRAB SAMPLE CN CONSOLIDATION H HYDROMETER SG SPECIFIC GRAVITY
R RING SAMPLE CO COLLAPSE MD MAXIMUM DENSITY UC UNCONFINED COMPRESSIVE STRENGTH
S SPLIT SPOON SAMPLE CR CORROSION PP POCKET PENETROMETER
T TUBE SAMPLE CU UNDRAINED TRIAXIAL RV R VALUE
""" This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Page 1 of 1
GEOTECHNICAL BORING LOG LB-3
Project No.
Project
Drilling Co.
Drilling Method
Location
10343.002
Griffin Ranch
Martini Drilling
H - 1401b - Auto - 30-" Drop
Halfinger Way
Date Drilled
Logged By
Hole Diameter
Ground Elevation
Sampled By
8-15-13
JTD
8"
JTD
SOIL DESCRIPTION
y
Ow
tw
v
O
Z
OM
0
Er
my
41
d
a�
p,o
m
3
y
w
M(j
This Soil Description applies only to a location of the exploration at the
w
dLL
pU.
L_J
+�
o.
co
O'
O c
Vy
time of sampling. Subsurface conditions may differ at other locations
o
IL
(7
Q
M
m
�
o
O�
and may change with time. The description is a simplification of the
O.
to
p
V
Ins
actual conditions encountered. Transitions between soil types may be
>,
a
gradual.
F-
0
B-1
SM
Artificial Fill (Af); SILTY SAND, light gray, dry to moist, fine
RV, -200
R-1
16
97
1
grained sand
13
RV=58, 45%-200
26
SM
Quaternag Alluvium al ; SILTY SAND, light gray, moist, very
fine to fine grained sand
5
R-2
7
93
3
SP-SM
Poorly graded SAND with SILT, medium dense, gray, dry to moist,
9
fine grained sand
12
Drilled to 6.5' Sampled to 6.5' Groundwater not encountered
Backfilled with Cuttings
10
15
20
25
SAMPLNW4S:
B
BULK SAMPLE
TYPE OF TESTS:
-200 % FINES
PASSING
DS
DIRECT
SHEAR SA SIEVE ANALYSIS
C
CORE SAMPLE
AL ATTERBERG
LIMITS
El
EXPANSION
INDEX SE SAND EQUIVALENT
G
GRAB SAMPLE
CN CONSOLIDATION
H
HYDROMETER
SG SPECIFIC GRAVITY
R
RING SAMPLE
CO COLLAPSE
MD
MAXIMUM
DENSITY UC UNCONFINED COMPRESSIVE STRENGTH
S
SPLIT SPOON
SAMPLE
CR CORROSION
PP
POCKET
PENETROMETER
T
TUBE SAMPLE
CU UNDRAINED
TRIAXIAL
RV
R VALUE
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Page 1 or 1
GEOTECHNICAL BORING LOG LB-4
Project No.
10343.002
Date Drilled
Project
Griffin Ranch
Logged By
Drilling Co.
Martini Drilling
Hole Diameter
Drilling Method
H - 1401b - Auto - 30" Drop
Ground Elevation
Location
Lot 88 _
Sampled By
8-15-13
JTD
8"
.lTn
c
N
r
SOIL DESCRIPTION
4
O
0
Z
to
�
M
:E
a
ap
0
a
O C
y c�
N d
UU
This Soil Description applies only to a location of the exploration at the
�
>�
0�
`J
m
C3 CL
L
_Vj
time of sampling. Subsurface conditions may differ at other locations
o
W
C9
QCL
mL.
Z+
o
o�
and may change with time. The description is a simplification of the
d
cc
a
p
V
tn�—
actual conditions encountered. Transitions between soil types may be
gradual.
I-
0
SM
Artificial Fill (Aft SILTY SAND with GRAVEL, light gray, dry
to moist, line to coarse grained sand
R-1
15
106
4
SILTY SAND with GRAVEL, medium dense, dark grayish brown,
18
moist, fine to coarse grained sand with fine gravel
20
5
R-2
7
107
5
SILTY SAND with GRAVEL, medium dense, dark gray, moist, fine
B-1
12
grained sand
14
---
---
--
--
--
--
SP-SM
----------------------------
Poorly graded SAND with SILT, grayish brown, moist, fine grained
sand
10
R-3
11
96
4
SP-SM
Quaternary Alluvium (94; Poorly graded SAND with SILT,
15
medium dense, grayish brown, moist, fine grained sand, iron
23
oxide staining
15
R-4
5
Poorly graded SAND with SILT, medium dense,
ygr gray, moist, fine
.
9
grained sand
12
Drilled to 16.5' Sampled to 16.5' Groundwater not encountered
Backfilled with Cuttings
20
25
SAMPLEQTYPES:
B BULK SAMPLE
TYPE OF TESTS:
-200 % FINES PASSING
DS
DIRECT SHEAR SA SIEVE ANALYSIS
C CORE SAMPLE
AL ATTERBERG
LIMITS
El
EXPANSION INDEX SE SAND EQUIVALENT
G GRAB SAMPLE
CN CONSOLIDATION
H
HYDROMETER SG SPECIFIC GRAVITY
R RING SAMPLE
CO COLLAPSE
MD
MAXIMUM DENSITY UC UNCONFINED COMPRESSIVE STRENGTH
S SPLIT SPOON SAMPLE
CR CORROSION
PP
POCKET PENETROMETER
T TUBE SAMPLE
CU UNDRAINED TRIAXIAL RV
R VALUE
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Page 1 of 1
GEOTECHNICAL BORING LOG LB-5
Project No.
Project
Drilling Co.
Drilling Method
Location
10343.002
Griffin Ranch
Martini Drillinq
_ H - 1401b - Auto - 30" Drop
Lot 130
Date Drilled
Logged By
Hole Diameter
Ground Elevation
Samaled By
8-15-13
JTD
8°
.lTn
0
c
SOIL DESCRIPTION
N
O�
t
0
Z
d
Ns
„a
ui-,
Unto
Uy
M
rL
p,�
0
m
3 c
m U
r
T(3
This Soil Description applies only to a location of the exploration at the
~
fly
0�
�J
«
CL
m
93 Q
0
UVj
time of sampling. Subsurface conditions may differ at other locations
O
W
(g
Q
0
�.
0 C
'p>
and may change with time. The description is a simplification of the
Un
W
a
p
V
tnv
actual conditions encountered. Transitions between soil types maybe
rL
gradual.
H
0
B-1
SM
Artificial Fill (A ; SILTY SAND, light a d to moist, fine
� gray, dry
EI
grained sand, surface protectant
SILTY SAND, dense, gray, dry to moist, fine grained sand, EI=20
5
R-2
S
103
7
ML
Quaternary Alluvium tOal); SANDY SILT, stiff, moist, gray, very
CO
9line
to grame�—
14
SANDY SILT, gray, moist, very fine to fine grained sand
10
— — —
—
R-3
4
92
6
SP
Poorly graded SAND, medium dense, gray, dry to moist, fine
B
grained sand, friable
'
11
15
— — —
—
—
—
R-4
7
gg
2
ML
SILT with SAND, stiff, grayish brown, moist, very fine to fine
9
grained sand
16
20---UR-5
.
g
SP-SM
Poorl graded SAND with SILT, medium dense,
Y gr. grayish brown, dry
11
to moist, fine grained sand
15
Drilled to 21.5' Sampled to 21.5' Groundwater not encountered
Backfilled with Cuttings
25
SAMPLEOTYPES: TYPE OF TESTS:
B BULK SAMPLE -200 % FINES PASSING DS DIRECT SHEAR SA SIEVE ANALYSIS
C CORE SAMPLE AL ATTERBERG LIMITS El EXPANSION INDEX SE SAND EQUIVALENT
G GRAB SAMPLE CN CONSOLIDATION H HYDROMETER SG SPECIFIC GRAVITY
R RING SAMPLE CO COLLAPSE MD MAXIMUM DENSITY UC UNCONFINED COMPRESSIVE STRENGTH
S SPLIT SPOON SAMPLE CR CORROSION PP POCKET PENETROMETER
T TUBE SAMPLE CU UNDRAINED TRIAXIAL RV R VALUE
. - - 1 ms log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Page 1 of 1
GEOTECHNICAL BORING LOG LB-6
Project No. 10343.002 Date Drilled
Project Griffin Ranch Logged By
Drilling Co. Martini Drilling Hole Diameter
Drilling Method H - 1401b - Auto - 302 Drop Ground Elevation
Location Lot 68 Sampled By
8-15-13
JTD
8"
ITn
c
SOIL DESCRIPTION
N
O�
t
�,
0
Z
,�,
yt
p!
do
Lam;
N(n
d
R
p-�
Q-�
3
y j
r r-
mV
Vvj
This Soil Description applies only to a location of the exploration at the
~
>U
4)�
LJ
=
a
E
C—
a a
0
time of sampling. Subsurface conditions may differ at other locations
O
W(�
Q
m
Z
C
'per
and may change with time. The description is a simplification of the
d
to
a)
p
U
y"
actual conditions encountered. Transitions between soil types may be
CL
graduaL
H
S
0
SM
Artificial Fill A ; SILTY SAND, light brownish gray, dry to
moist, fine grained sand, surface protectant
R-1
15
109
2
22
---
---
48—
R-2
22
SP-SM
Poorly graded SAND with SILT, dense, gray, dry to moist, fine
35
grained sand
50/5"
5
R-3
9
83
5
SP-SM
ouaternary Alluvium (Oal); Poorly graded SAND with SILT,
13
medium dense, grayish brown, moist, fine grained sand
20
R-4
8
ML
SILT with SAND, stiff, gray, moist, very fine to fine sand
13
grained
17
10
—
R-5
6
SP
Poorlygraded SAND, medium dense, gray, dry to moist, fine
.
1 t
•gr
grained sand, friable
13
Drilled to 11.5' Sampled to 11.5' Groundwater not encountered
Backfilled with Cuttings
15
20
25
SAMPAYPES: TYPE OF TESTS:
B BULK SAMPLE -200 % FINES PASSING DS DIRECT SHEAR SA SIEVE ANALYSIS
C CORE SAMPLE AL ATTERBERG LIMITS El EXPANSION INDEX SE SAND EQUIVALENT
G GRAB SAMPLE CN CONSOLIDATION H HYDROMETER SG SPECIFIC GRAVITY
R RING SAMPLE CO COLLAPSE MD MAXIMUM DENSITY UC UNCONFINED COMPRESSIVE STRENGTH
S SPLIT SPOON SAMPLE CR CORROSION PP POCKET PENETROMETER
T TUBE SAMPLE CU UNDRAINED TRIAXIAL RV R VALUE
- - - I nls log Is a part of a report by Leighton and should not be used as a stand-alone document. * * * Page 1 of 1
GEOTECHNICAL BORING LOG LB-7
Project No.
Project
Drilling Co.
Drilling Method
Location
10343.002
Griffin Ranch
Martini Drilling
H - 1401b - Auto - 302 Drop
Ardennais Drive
Date Drilled
Logged By
Hole Diameter
Ground Elevation
Samnled Rv
8-15-13
JTD
8"
ITn
6
N
we
SOIL DESCRIPTION
O.�
=w
v
Gyi
Z
yL
U�
ter•;
ytA
d
M m
p-O
QO
C
m
N C
UV
This Soil Description applies only to a location of the exploration at the
,~
d�
0�
�J
Q.
p Q
_
_Uj
time of sampling. Subsurface conditions may differ at other locations
O
W
(�
&
Q
to
m
I-
E. O
p�
and may change with time. The description is a simplification of the
d
U)
IL
p
U
U)
actual conditions encountered. Transitions between soil types may be
CL
gradual.
H
0
B-1
SM
Artificial Fill A ; SILTY SAND, light gray, dry to moist, fine
— — —
—
R-1
17
87
15
SP-SM
_game sand—
Poorly graded SAND with SILT, medium dense, gray, dry to moist,
20
fine grained sand, some silt layers
25
SP-SM
Quaternary Alluvium (Qal); Poorly graded SAND with SILT,
grayish iT moist, grained sand
5
R-2
t 0
t 00
2
SP
Poorl aded SAND, medium dense,
Y.gr gray, dry to moist, fine
13
grained sand
14
Drilled to 6.5' Sampled to 6.5' Groundwater not encountered
Backfilled with Cuttings
10
15
20
25
SAMPLE�TYPES:
TYPE OF TESTS:
B
BULK SAMPLE
-200 % FINES
PASSING
DS
DIRECT
SHEAR SA SIEVE ANALYSIS
C
CORE SAMPLE
AL ATTERBERG
LIMITS
El
EXPANSION
INDEX SE SAND EQUIVALENT
G
GRAB SAMPLE
CN CONSOLIDATION
H
HYDROMETER
SG SPECIFIC GRAVITY
R
RING SAMPLE
CO COLLAPSE
MD
MAXIMUM
DENSITY UC UNCONFINED COMPRESSIVE STRENGTH
S
SPLIT SPOON
SAMPLE
CR CORROSION
PP
POCKET
PENETROMETER
T
TUBE SAMPLE
CU UNDRAINED
TRIAXIAL
RV
R VALUE
... This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Page 1 of 1
GEOTECHNICAL BORING LOG LB-8
Project No. 10343.002 Date Drilled
Project Griffin Ranch Logged By
Drilling Co. Martini Drilling Hole Diameter
Drilling Method H - 1401b - Auto - 302" Drop Ground Elevation
Location Macbeth Street Sampled By
8-15-13
JTD
8"
JTD
o
SOIL DESCRIPTION
N
O�
t�
v
U)
0
Z
y C
(A
;
Hfn
GI
m
Qd
fl.�
d
3
aci v
w
MU
This Soil Description applies only to a location of the exploration at the
~
>LL
oLL
M
a
p a
C =
C�vj
time of sampling. Subsurface conditions may differ at other locations
o
LU
C9
Q
mL.
r
O
*off
and may change with time. The description is a simplification of the
Q.
y
p
U
U)—
actual conditions encountered. Transitions between soil types may be
a
gradual.
H
0
v,�
3.5"AC/4"AB
R-1
14
102
7
SM
Artificial Fill (Af); SILTY SAND, medium dense, gray, moist,
B-1
17
24
fine to medium grained sand
SM
Quaternary Alluvium (Oal); SILTY SAND, gray, moist, fine
grained sand
5
R-2
7
98
4
SILTY SAND, medium dense, gray, moist, fine grained sand
14
15
Drilled to 6.5' Sampled to 6.5' Groundwater not encountered
Backfilled with Cuttings
10
15
20
25
SAMPI
B
PES:
BULK SAMPLE
TYPE OF TESTS:
-200 % FINES
PASSING
DS
DIRECT
SHEAR SA SIEVE ANALYSIS
C
CORE SAMPLE
AL ATTERBERG
LIMITS
El
EXPANSION
INDEX SE SAND EQUIVALENT
G
GRAB SAMPLE
CN CONSOLIDATION
H
HYDROMETER
SG SPECIFIC GRAVITY
R
RING SAMPLE
CO COLLAPSE
MD
MAXIMUM
DENSITY UC UNCONFINED COMPRESSIVE STRENGTH
S
SPLIT SPOON
SAMPLE
CR CORROSION
PP
POCKET
PENETROMETER
T
TUBE SAMPLE
CU UNDRAINED
TRIAXIAL
RV
R VALUE
* *"This log is a part of a report by Leighton and should not be used as a stand-alone document * * * Page 1 of 1
GEOTECHNICAL BORING LOG LB-9
Project No. 10343.002 Date Drilled
Project Griffin Ranch Logged By
Drilling Co. Martini Drillinq Hole Diameter
Drilling Method H - 1401b - Auto - 302 Drop Ground Elevation
Location Madagasgar Way Sampled By
8-15-13
JTD
8"
.lTn
c
._
SOIL DESCRIPTION
N
C
O'�
t,-,
�,
d
Z
Nt
y
„o
��;
�;--
fAU)
d
Q.�
Qp
a
y v
N
UU
This Soil Description applies only to a location of the exploration at the
w
d�
��
`J
—
p CL
time of sampling. Subsurface conditions may differ at other locations
O
.2
C7
Q
m
c
g O
_Vj
p�
and may change with time. The description is a simplification of the
m
N
p
V
tn—
actual conditions encountered. Transitions between soil types may be
CL
0.
gradual.
H
0
3.5"AC/4"AB
R-1
11
98
13
SM
Artificial Fill (AD; SILTY SAND, medium dense, dark gray,
B-1
15
moist, tine grained sand
23
SILTY SAND, dark gray, moist, fine grained sand
5
R-2
6
98
4
SP-SM
Quaternary Alluvium (Oap; Poorly graded SAND with SILT,
•
10
—m�e ium dense, grayish brown, moist, fine grained sand
16
Drilled to 6.5' Sampled to 6.5' Groundwater not encountered
Backfilled with Cuttings
10
15
20
25
SAMPLEOTYPES:
B
BULK SAMPLE
TYPE OF TESTS:
-200 % FINES
PASSING
DS
DIRECT
SHEAR SA SIEVE ANALYSIS
C
CORE SAMPLE
AL ATTERBERG
LIMITS
El
EXPANSION
INDEX SE SAND EQUIVALENT
G
GRAB SAMPLE
CN CONSOLIDATION
H
HYDROMETER
SG SPECIFIC GRAVITY
R
RING SAMPLE
CO COLLAPSE
MD
MAXIMUM
DENSITY UC UNCONFINED COMPRESSIVE STRENGTH
S
SPLIT SPOON
SAMPLE
CR CORROSION
PP
POCKET
PENETROMETER
T
TUBE SAMPLE
CU UNDRAINED
TRIAXIAL
RV
R VALUE
... This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Page 1 of 1
GEOTECHNICAL BORING LOG LB-10
Project No. 10343.002 Date Drilled
Project Griffin Ranch Logged By
Drilling Co. Martini Drilling Hole Diameter
Drilling Method H - 1401b - Auto - 302 Drop Ground Elevation
Location Damascus Drive Sampled By
8-15-13
JTD
8"
,lTn
c
o
N.-
SOIL DESCRIPTION
N
O�
tom,
v
d
Z
Nt
W
rv�
my
O
a 0)
a�
ap
a
C
y
N
UU
This Soil Description applies only to a location of the exploration at the
w
>�
`J
p a
0 c
_ y
time of sampling. Subsurface conditions may differ at other locations
O
W
f]LL
r
Q
E
m w
r
O
p -
and may change with time. The description is a simplification of the
m
to
p
()
Nv
actual conditions encountered. Transitions between soil types may be
CL
Il
gradual.
H
0
2.5 "AC/7"AB
9
96
7
SM
Artificial Fill (AD; SILTY SAND, medium dense, grayish brown,
SE, MD
9
moist, the grained sand, SE=9, MD=120.5 @ 11.5%
SM
Quaternary Alluvium (Qal); SILTY SAND, olive, moist, fine
JR-
grains sand
5
3
96
10
SILTY SAND, loose, grayish brown, moist, fine grained sand
CO
4
4
Drilled to 6.5' Sampled to 6.5' Groundwater not encountered
Backfilled with Cuttings
10
15
20
25
SAMPL�OTYPES:
B
BULK SAMPLE
TYPE OF TESTS:
-200 % FINES
PASSING
DS
DIRECT
SHEAR SA SIEVE ANALYSIS
C
CORE SAMPLE
AL ATTERBERG
LIMITS
El
EXPANSION
INDEX SE SAND EQUIVALENT
G
GRAB SAMPLE
CN CONSOLIDATION
H
HYDROMETER
SG SPECIFIC GRAVITY
R
RING SAMPLE
CO COLLAPSE
MD
MAXIMUM
DENSITY UC UNCONFINED COMPRESSIVE STRENGTH
S
SPLIT SPOON
SAMPLE
CR CORROSION
PP
POCKET
PENETROMETER
T
TUBE SAMPLE
CU UNDRAINED
TRIAXIAL
RV
R VALUE
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Page 1 of 1
GEOTECHNICAL BORING LOG LB-11
Project No.
10343.002
Date Drilled
8-15-13
Project
Griffin Ranch
Logged By
JTD
Drilling Co.
Martini Drilling
Hole Diameter
8"
Drilling Method
H - 1401b - Auto - 30" Drop
Ground Elevation
Location
Lot 24
Sampled By
JTD
c
N
r
.
SOIL DESCRIPTION
C♦�
_�
d
Z
Ni
LY
Ntn
ai
MG)
fl 0
a
C
y
N m
UU
This Soil Description applies only to a location of the exploration at the
w
yLL
010
LJ
ErL
0 Q.
•0 c
—N
time of sampling. Subsurface conditions may differ at other locations
O
W
0
a
m �
Z,
� O
O�
and may change with time. The description is a simplification of the
m
to
(3
V
N�
actual conditions encountered. Transitions between soil types may be
tl
gradual.
H
0
B-1
SM
Artificial Fill A ; SILTY SAND, light gray, dry to moist, fine
grained sand, surface protectant
R-1
12
103
5
SILTY SAND, medium dense, light gray, dry to moist, fine grained
18
sand
21
5
R-2
7
94
4
SM
uaternarX Alluvium (Qaq; SILTY SAND, medium dense, light
10
11
gray, moist, tine grained sand, iron oxide staining
SILTY SAND, olive, moist, very fine to fine grained sand
10
1
d
— — —
— — —
— — —
--
--
--
— — — — — — — — — — — — — — — — — ------
R-3
4
SP-SM
Poorly graded SAND with SILT, loose, grayish brown, moist, fine
7
grained sand
7
15
— — —
—
R-4
10
SP
Poorlygraded SAND, medium dense, moist, fine
gr gray, grained sand
16
23
20
---
---
--
--
—
—
— — — — — — — — —
R-5
8
SM
— — — — — — — — -
SILTY SAND, medium dense, grayish brown, moist, fine grained
13
sand
29
Drilled to 21.5' Sampled to 21.5' Groundwater not encountered
Backfilled with Cuttings
25
SAMPLET
YPES: TYPE OF TESTS:
B BULK SAMPLE -200 % FINES PASSING DS DIRECT SHEAR SA SIEVE ANALYSIS
C CORE SAMPLE AL ATTERBERG LIMITS El EXPANSION INDEX SE SAND EQUIVALENT
G GRAB SAMPLE CN CONSOLIDATION H HYDROMETER SG SPECIFIC GRAVITY
R RING SAMPLE CO COLLAPSE MD MAXIMUM DENSITY UC UNCONFINED COMPRESSIVE STRENGTH
S SPLIT SPOON SAMPLE CR CORROSION PP POCKET PENETROMETER
T TUBE SAMPLE CU UNDRAINED TRIAXIAL RV R VALUE
"" This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Page 1 of 1
GEOTECHNICAL BORING LOG LB-12
.
Project No.
10343.002
Date Drilled
8-15-13
Project
Griffin Ranch
Logged By
JTD
Drilling Co.
Martini Drilling
Hole Diameter
8"
Drilling Method
H - 1401b - Auto - 302 Drop
Ground Elevation
'
Location
Lot 26
Sampled By
JTD
o
N
SOIL DESCRIPTION
O�
tom,
V
0)
Z
tnr
W
��.;
W(n
d
m
ay
0.0
a
C c
y
N
VU
This Soil Description applies only to a location of the exploration at the
�
��
0LL
`'�
r
m
p s?.
c
—N
time of sampling. Subsurface conditions may differ at other locations
o
W
(�
Q
m �
Z•
O
'pj
and may change with time. The description is a simplification of the
d
to
0
p
U
Nv
actual conditions encountered. Transitions between soil types may be
CL
gradual.
H
0
SM
Artificial Fill (A ; SILTY SAND, light gray, dry to moist, fine
grained sand, surface protectant
R-1
17
112
10
SP-SM
Poorly graded SAND with SILT, dense, gray, moist, fine grained
CO
19
sand, few silt layers
44
5
R-2
8
93
5
SM
Ouaternau Alluvium (Oal); SILTY SAND, medium dense,
10
11
grayis rh b own, mois�°me grained sand, iron oxide staining
R-3
3
SILTY SAND, medium dense, grayish brown, moist, very fine to
7
fine grained sand
14
10
---
R-4
4
95
12
ML
- --
SANDY SILT, stiff, grayish brown, moist, very fine to fine grained
CO
7
sand, iron oxide staining
to
Drilled to 11.5' Sampled to l l.5' Groundwater not encountered
Backfilled with Cuttings
15
20
25
SAMPJQ YPES: TYPE OF TESTS:
B BULK SAMPLE -200 % FINES PASSING DS DIRECT SHEAR SA SIEVE ANALYSIS
C CORE SAMPLE AL ATTERBERG LIMITS El EXPANSION INDEX SE SAND EQUIVALENT
G GRAB SAMPLE CN CONSOLIDATION H HYDROMETER SG SPECIFIC GRAVITY
R RING SAMPLE CO COLLAPSE MD MAXIMUM DENSITY UC UNCONFINED COMPRESSIVE STRENGTH
S SPLIT SPOON SAMPLE CR CORROSION PP POCKET PENETROMETER
T TUBE SAMPLE CU UNDRAINED TRIAXIAL RV R VALUE
x I his log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Page 1 of 1
GEOTECHNICAL BORING LOG LB-13
Project No. 10343.002 Date Drilled
Project Griffin Ranch Logged By
Drilling Co. Martini Drillinq Hole Diameter
Drilling Method H - 1401b - Auto - 302 Drop Ground Elevation
Location Lot 4 Sampled By
8-15-13
JTD
8"
ITn
o
N
R
SOIL DESCRIPTION
r
0,
tom,
v
d
Z
yt
U!
�
NN
d
M W
�J
Q.
C�
Q
N
V(j
This Soil Description applies only to a location of the exploration at the
w
0�
m
t]
time of sampling. Subsurface conditions may differ at other locations
O
tL
(�
Q
r
0
p�
and may change with time. The description is a simplification of the
d
to
4)
p
V
tn�-
actual conditions encountered. Transitions between soil types may be
CL
3
gradual.
F-
0
B-1
SM
Artificial Fill (Al); SILTY SAND, light gray, dry to moist, fine
n graisand, surface protectant
R-1
10
101
2
Poorly graded SAND with SILT, medium dense, light gray, dry to
17
moist, fine grained sand
18
5
R-2
6
84
8
ML
SANDY SILT, stiff, grayish brown, moist, very fine to fine grained
10
sand
12
SANDY SILT, light gray, moist, very fine to fine grained sand
10
R-3
12
SP-SM
Quaternary Alluvium (Oal); Poorly graded SAND with SILT,
14
medium dense, grayish brown, moist, iron oxide staining
23
15
--
--
— —
R4
3—
SM
-- — — — --
SILTYw
SAND, medium dense, grayish brown, moist, fine grained
9
sand, iron oxide staining
t5
Drilled to 16.5' Sampled to 16.5' Groundwater not encountered
Backfilled with Cuttings
20
25
SAMPL;
TYPES:
TYPE OF TESTS:
B BULK SAMPLE
-200 % FINES PASSING
DS
DIRECT
SHEAR SA SIEVE ANALYSIS
C CORE SAMPLE
AL ATTERBERG
LIMITS
El
EXPANSION INDEX SE SAND EQUIVALENT
G GRAB SAMPLE
CN CONSOLIDATION
H
HYDROMETER SG SPECIFIC GRAVITY
R RING SAMPLE
CO COLLAPSE
MD
MAXIMUM DENSITY UC UNCONFINED COMPRESSIVE STRENGTH
S SPLIT SPOON SAMPLE
CR CORROSION
PP
POCKET PENETROMETER
T TUBE SAMPLE
CU UNDRAINED TRIAXIAL RV
R VALUE
"' this log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Page 1 of 1
GEOTECHNICAL BORING LOG LB-14
Project No.
10343.002
Date Drilled
Project
Griffin Ranch
Logged By
Drilling Co.
Martini Drilling
Hole Diameter
Drilling Method
H - 1401b - Auto - 302 Drop
Ground Elevation
Location
Lot 36
Samnled Rv
8-15-13
JTD
8"
ITn
c
SOIL DESCRIPTION
N
o�,
��,
�,
m
z
rnr
rn
„o
&_
�;--
OW
0)
Q.�
Qp
Q.
3 c
O o
F
N
UV
This Soil Description applies only to a location of the exploration at the
>LL
��
J
�,
p a
_
_Vj
time of sampling. Subsurface conditions may differ at other locations
O
W
Q
ea
m
L
Z'
O
•O�
and may change with time. The description is a simplification of the
d
to
4)
p
U
cnv
actual conditions encountered. Transitions between soil types may be
CL
gradual.
H
0
SM
Artificial Fill (AD; SILTY SAND, light gray, dry to moist, fine
grained sand, surface protectant
R-1
8
103
17
ML
SILT, hard, dark grayish brown, moist, very fine grained sand
20
29
5
R-2
7
110
10
SM
Quaternag Alluvium (Gal); SILTY SAND, medium dense,
12
grayis rTi own, most, grained sand
19
SILTY SAND, dark grayish brown, moist, very fine to fine grained
sand
—
— —
— —
R-3
7
gp
Poorlygraded SAND, medium dense, gray, moist,
gr fine grained sand
11
15
15
R-4
4
Poorly graded SAND, medium dense, gray, moist, fine grained sand
9
12
Drilled to 16.5' Sampled to 16.5' Groundwater not encountered
Backfilled with Cuttings
20
25
SAMPLEOTYPES:
TYPE OF TESTS:
B BULK SAMPLE
-200 % FINES PASSING
DS
DIRECT
SHEAR SA SIEVE ANALYSIS
C CORE SAMPLE
AL ATTERBERG
LIMITS
El
EXPANSION INDEX SE SAND EQUIVALENT
G GRAB SAMPLE
CN CONSOLIDATION
H
HYDROMETER SG SPECIFIC GRAVITY
R RING SAMPLE
CO COLLAPSE
MD
MAXIMUM DENSITY UC UNCONFINED COMPRESSIVE STRENGTH
S SPLIT SPOON SAMPLE
CR CORROSION
PP
POCKET PENETROMETER
T TUBE SAMPLE
CU UNDRAINED TRIAXIAL RV
R VALUE
... This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Page 1 of 1
GEOTECHNICAL BORING LOG LB-15
Project No.
10343.002
Date Drilled
8-15-13
Project
Griffin Ranch
Logged By
JTD
Drilling Co.
Martini Drillinq
Hole Diameter
8"
Drilling Method
H - 1401b - Auto - 302" Drop
Ground Elevation
Location
Storm Cat Court
Sampled By
JTD
6
Ul
SOIL DESCRIPTION
4
O�
tw
v
Z
Nt
U!
Lam;
Ultra
��
�J
C.
C
Q Q
HY
V V
This Soil Description applies only to a location of the exploration at the
~
N.
d
E
O c
_N
time of sampling. Subsurface conditions may differ at other locations
O
W
(�
r
Q
m
�
�,
A
p�
and may change with time. The description is a simplification of the
d
N
)
p
U
U)—
actual conditions encountered. Transitions between soil types may be
CL
gradual.
H
0
3.5"AC/4"AB
R-1
9
106
6
SM
Artificial Fill (All; SILTY SAND, medium dense, dark grayish
B-1
13
brown, moist, fine grained sand
SM
Quaternary Alluvium (Oal); SILTY SAND, grayish brown, moist,
tine grain san
5
R-2
10
99
5
SILTY SAND, medium dense, dark grayish brown, moist, fine
14
grained sand, iron oxide staining
19
Drilled to 6.5' Sampled to 6.5' Groundwater not encountered
Backfilled with Cuttings
10
15
20
25
SAMPI
FES:
TYPE OF TESTS:
B
BULK SAMPLE
-200 % FINES
PASSING
DS
DIRECT
SHEAR SA SIEVE ANALYSIS
C
CORE SAMPLE
AL ATTERBERG
LIMITS
El
EXPANSION
INDEX SE SAND EQUIVALENT
G
GRAB SAMPLE
CN CONSOLIDATION
H
HYDROMETER
SG SPECIFIC GRAVITY
R
RING SAMPLE
CO COLLAPSE
MD
MAXIMUM
DENSITY UC UNCONFINED COMPRESSIVE STRENGTH
S
SPLIT SPOON
SAMPLE
CR CORROSION
PP
POCKET
PENETROMETER
T
TUBE SAMPLE
CU UNDRAINED
TRIAXIAL
RV
R VALUE
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Page 1 of 1
GEOTECHNICAL BORING LOG LB-16
Project No.
Project
Drilling Co.
Drilling Method
Location
10343.002
Griffin Ranch
Martini Drilling
H -1401b - Auto - 30" Drop
Lot 216
Date Drilled
Logged By
Hole Diameter
Ground Elevation
Sampled By
8-15-13
JTD
8°
JTD
SOIL DESCRIPTION
N
Z
ay
Q-�
m
3
y
r
TV
UVj
This Soil Description applies only to a location of the exploration at the
>LL
0�
`J
=
Q-
�—
t] a
52)
time of sampling. Subsurface conditions may differ at other locations
O
W
4.
Q
E
m
O
MV
on
and may change with time. The description is a simplification of the
a
N
)
p
actual conditions encountered. Transitions between oil types may be
gradual.
H
0
SM
Artificial Fill (A ; SILTY SAND, light gray, dry to moist, fine
grained sand, surface protectant
R-1
25
113
3
SILTY SAND, dense, grayish brown, moist, fine grained sand
35
50/4"
5
R-2
16
SILTY SAND, dense, gray, moist, fine grained sand
25
37
SILTY SAND, grayish brown, moist, fine grained sand
10
R-3
15
104
4
SILTY SAND, dense, grayish brown, moist, fine grained sand
25
48
15
R-4
6
SP-SM
Quaternary Alluvium (QaD; Poorly graded SAND with SILT,
12
medium dense, grayist6rown, moist, fine grained sand
16
20
R-5
6
SP
Poorl aded SAND, medium dense,
ygr grayish brown, moist, fine
11
grained sand
'
12
Drilled to 21.5' Sampled to 21.5' Groundwater not encountered
Backfilled with Cuttings
25
SAMPL1=oTYPE3: TYPE OF TESTS:
B BULK SAMPLE -200 % FINES PASSING DS DIRECT SHEAR SA SIEVE ANALYSIS
C CORE SAMPLE AL ATTERBERG LIMITS El EXPANSION INDEX SE SAND EQUIVALENT
G GRAB SAMPLE CN CONSOLIDATION H HYDROMETER SG SPECIFIC GRAVITY
R RING SAMPLE CO COLLAPSE MD MAXIMUM DENSITY UC UNCONFINED COMPRESSIVE STRENGTH
S SPLIT SPOON SAMPLE CR CORROSION PP POCKET PENETROMETER
T TUBE SAMPLE CU UNDRAINED TRIAXIAL RV R VALUE
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Page 1 of 1
GEOTECHNICAL BORING LOG LB-17
Project No. 10343.002 Date Drilled
Project Griffin Ranch Logged By
Drilling Co. Martini Drilling Hole Diameter
Drilling Method H - 1401b - Auto - 30-" Drop Ground Elevation
Location Lot 160 Sampled By
8-15-13
JTD
8"
.lTn
c
y
.�
.
SOIL DESCRIPTION
r
0.,
Lam,
v
d
Z
tnt
to
�Y
NN
d
� 4)
Q,4
Qo
3
0)
C C
�
y 95
V V
This Soil Description applies only to a location of the exploration at the
w
>W
0LL
'MJ
:U
C
0
(30.
0
O c
—y
time of sampling. Subsurface conditions may differ at other locations
O
W
(g
Q
to
m
Z.
O
��
and may change with time. The description is a simplification of the
d
In
4)
p
V
Nv
actual conditions encountered. Transitions between soil types may be
CL
gradual.
H
S
0
B-1
SM
Artificial Fill (Aft SILTY SAND, light gray, dry to moist, fine
grained sand, surface protectant
R-1
17
122
9
SANDY SILT, hard, gray, dry to moist, fine grained sand
22
50/4"
5
R-2
10
94
3
SP
Quaternary Alluvium (Oa11; Poorly graded SAND, medium dense,
13
grayISbrown, oist, fine grained sand, iron oxide staining
13
R-3
6
Poorly graded SAND, medium dense, grayish brown, moist, fine
10
grained sand
14
10__R-4
5
Poorly graded SAND, loose, grayish brown, moist, fine grained sand
8
9
15
— — —
—
—
— —
— —
R-5
7
SM
SILTY SAND, medium dense, a moist, fine
gr y, grained sand
9
16
Drilled to 16.5' Sampled to 16.5' Groundwater not encountered
Backfilled with Cuttings
20
25
SAMPLEOTYPES: TYPE OF TESTS:
B BULK SAMPLE -200 % FINES PASSING DS DIRECT SHEAR SA SIEVE ANALYSIS
C CORE SAMPLE AL ATTERBERG LIMITS El EXPANSION INDEX SE SAND EQUIVALENT
G GRAB SAMPLE CN CONSOLIDATION H HYDROMETER SG SPECIFIC GRAVITY
R RING SAMPLE CO COLLAPSE MD MAXIMUM DENSITY UC UNCONFINED COMPRESSIVE STRENGTH
S SPLIT SPOON SAMPLE CR CORROSION PP POCKET PENETROMETER
T TUBE SAMPLE CU UNDRAINED TRIAXIAL RV R VALUE
... this log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Page 1 of 1
GEOTECHNICAL BORING LOG LB-18
Project No.
Project
Drilling Co.
Drilling Method
Location
10343.002
Griffin Ranch
Martini Drilling
H - 1401b - Auto - 30-" Drop
Lot 57
Date Drilled
Logged By
Hole Diameter
Ground Elevation
Samnled Rv
8-15-13
JTD
8"
IT'n
SOIL DESCRIPTION
N
O�
rY
�,
d
Z
WZ
N
��;
Ny
O
M 4)
Q,4
ap
o.
y v
N
UV
This Soil Description applies only to a location of the exploration at the
w
yLIL
�LL
E
J
0 C-
A C
_N
time of sampling. Subsurface conditions may differ at other locations
O
W
(�
Q
to
m
�,
O
p�
and may change with time. The description is a simplification of the
d
(q
)
p
U
Nv
actual conditions encountered. Transitions between soil types may be
gradual.
H
0
SM
Artificial Fill (An; SILTY SAND, gray, dry to moist, fine grained
sand, surface protectant
R-1
15
114
9
SILTY SAND, dense, dark grayish brown, moist, fine to medium
20
grained sand
27
5
R-2
7
99
2
SP-SM
Ouaternary Alluvium (gal); Poorly graded SAND wtih SILT,
17
medium dense, grayish brown, moist, fine grained sand, iron
20
oxide staining
— — —
— — —
R-3
7
--
--
--
SP
— — — — — — — — — — — — — — — — — — — — — -
Poorly graded SAND, medium dense, grayish brown, moist, fine
12
grained sand
16
10
R-4
7
Poorlygraded SAND, medium dense, grayish brown, moist, fine
•
11
.gr
grained sand, iron oxide staining
17
Drilled to 11.5' Sampled to l l.5' Groundwater not encountered
Backfilled with Cuttings
15
20
25
SAMPLEOTYPES:
TYPE OF TESTS:
B
BULK SAMPLE
-200 % FINES
PASSING
DS
DIRECT
SHEAR SA SIEVE ANALYSIS
C
CORE SAMPLE
AL ATTERBERG
LIMITS
El
EXPANSION
INDEX SE SAND EQUIVALENT
G
GRAB SAMPLE
CN CONSOLIDATION
H
HYDROMETER
SG SPECIFIC GRAVITY
R
RING SAMPLE
CO COLLAPSE
MD
MAXIMUM
DENSITY UC UNCONFINED COMPRESSIVE STRENGTH
S
SPLIT SPOON
SAMPLE
CR CORROSION
PP
POCKET
PENETROMETER
T
TUBE SAMPLE
CU UNDRAINED
TRIAXIAL
RV
R VALUE
.' 1 nis log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Page 1 of 1
GEOTECHNICAL BORING LOG LB-19
Project No.
Project
Drilling Co.
Drilling Method
Location
10343.002
Griffin Ranch
Martini Drilling
H -1401b - Auto - 30" Drop
Lot 195
Date Drilled
Logged By
Hole Diameter
Ground Elevation
Sampled By
8-15-13
JTD
8"
. lTn
N
c
d
y..
SOIL DESCRIPTION
N
m
z
0
r
Q.p
3
0
C
y u
N
UV
This Soil Description applies only to a location of the exploration at the
>LL
��
`.�
p G.
_
_N
time of sampling. Subsurface conditions may differ at other locations
O
IL
C7
Q
E
m�
�,
o
p�
and may change with time. The description is a simplification of the
m
rn
p
V
Nv
actual conditions encountered. Transitions between soil types may be
CL
a
gradual.
H
0
B-1
SM
Artificial Fill (Aft SILTY SAND, light gray, dry to moist, fine
graneU sand, surface protectant
R-1
17
119
1
SP
Poorly graded SAND, dense, gray, moist, fine grained sand
29
50/5"
5
R-2
11
21
113
1
SP-SM
Poorly aded SAND with SILT, dense,
y gr gray, moist, fine grained
sand
36
R-3
11
90
24
CL
Quaternary Alluvium (Qal); SANDY Lean CLAY, hard, dark
13
grayis brown, moist, tine grained sand
18
10
R4
4
91
12
SM
SILTY SAND, medium dense, grayish brown, moist, fine grained
CO
7
sand
11
15
R-5
6
SILTY SAND, loose, grayish brown, moist, fine grained sand
8
8
Drilled to 16.5' Sampled to 16.5' Groundwater not encountered
Backfilled with Cuttings
20
25
SAMPJQrYPES:
B BULK SAMPLE
TYPE OF TESTS:
-200 % FINES PASSING
DS
DIRECT
SHEAR SA SIEVE ANALYSIS
C CORE SAMPLE
AL ATTERBERG
LIMITS
El
EXPANSION INDEX SE SAND EQUIVALENT
G GRAB SAMPLE
CN CONSOLIDATION
H
HYDROMETER SG SPECIFIC GRAVITY
R RING SAMPLE
CO COLLAPSE
MD
MAXIMUM DENSITY UC UNCONFINED COMPRESSIVE STRENGTH
S SPLIT SPOON SAMPLE
CR CORROSION
PP
POCKET PENETROMETER
T TUBE SAMPLE
CU UNDRAINED TRIAXIAL RV
R VALUE
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Page 1 of 1
GEOTECHNICAL BORING LOG LB-20
Project No. 10343.002 Date Drilled
Project Griffin Ranch Logged By
Drilling Co. Martini Drilling Hole Diameter
Drilling Method H - 1401b - Auto - 302 Drop Ground Elevation
Location Lot 254 Sampled By
8-15-13
JTD
8"
,ITn
6
o
SOIL DESCRIPTION
N
O,
tr.+
�
y
�
Z
tot
In
2
,�..
cc m
Ed)
0.0
O �
d �
N d
UV
This Soil Description applies only to a location of the exploration at the
w
cur
OLL
`J
�
a
E
t] a
0 C
_Vj
time of sampling. Subsurface conditions may differ at other locations
O
W
(�
r
Q
In
L
Z•
Z 0
p=i
and may change with time. The description is a simplification of the
m
N
CL
p
()
0) —
actual conditions encountered. Transitions between soil types may be
CL
gradual
H
0
B-1
SM
Artificial Fill A • SILTY SAND, grayish brown, dry to moist,
CS, SA,
Tine to medium grained sand, surface protectant, EI=8
EI
R-1
12
SILTY SAND, dense, grayish brown, moist, fine grained sand
18
43
5
R-2
11
SM
Quaternary Alluvium (Oaf); SILTY SAND, medium dense,
15
grayish rT o� wn, moist, tine grained sand
17
R-3
7
CL
SANDY Lean CLAY, stiff, dark grayish brown, moist, very fine to
9
fine grained sand
15
5—
10
---
---
--
--
--
— — — — — — — — — — — —
R-4
9
SP
--------
Poorly graded SAND, medium dense, light brownish gray, moist,
12
fine grained sand
16
15
------------------------------
R-5
9
SP-SM
Poorlygraded SAND with SILT, medium dense,
gr grayish brown,
•
t6
moist, fine grained sand
19
Drilled to 16.5' Sampled to 16.5' Groundwater not encountered
Backfilled with Cuttings
20
25
SAMPI-FrYPES:
TYPE OF TESTS:
B BULK SAMPLE
-200 % FINES PASSING
DS
DIRECT
SHEAR SA SIEVE ANALYSIS
C CORE SAMPLE
AL ATTERBERG LIMITS
El
EXPANSION INDEX SE SAND EQUIVALENT
G GRAB SAMPLE
CN CONSOLIDATION
H
HYDROMETER SG SPECIFIC GRAVITY
R RING SAMPLE
CO COLLAPSE
MD
MAXIMUM DENSITY UC UNCONFINED COMPRESSIVE STRENGTH
S SPLIT SPOON SAMPLE
CR CORROSION
PP
POCKET PENETROMETER
T TUBE SAMPLE
CU UNDRAINED TRIAXIAL RV
R VALUE
- i nis log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Page 1 of I
MODIFIED PROCTOR COMPACTION TEST
Leighton ASTM D 1557
Project Name: GRIFFIN RANCH Tested By: MRV Date: 8-21-13
Project No.: 10343.002 Input By : ]MB Date: 8-22-13
Location: LB-1 Depth (ft.) 0-5.0
Sample No.: B-1
Soil Identification: POORLY GRADED SAND WITH SILT (SP-SM), light brown.
Preparation Method: N
Moist Mechanical Ram
Dry RX Manual Ram
Mold Volume (f1:3) 0.03317 Ram Weight = 10 lb.; Drop = 18 in.
Mnisture Adders (mhI inn 1 1Sn I ?nn I ?rn I inn
TEST NO.
1
2
3
4
4
6
Wt. Compacted Soil + Mold (g)
6092
6136
6179
6204
6211
Weight of Mold (g)
4205
4205
4205
4205
4205
AS-REC
Net Weight of Soil (g)
1887
1931
1974
1999
2006
M/C
Wet Weight of Soil + Cont. (g)
1091.3
1177.7
1049.0
1109.0
923.8
734.6
Dry Weight of Soil + Cont. (g)
1049.6
1115.5
978.9
1016.7
829.1
730.7
Weight of Container (g)
136.4
162.6
157.9
118.6
81.6
217.5
Moisture Content M
4.6
6.5
8.5
10.3
12.7
0.8
Wet Density (pcf)
125.4
128.3
131.2
132.9
133.3
Dry Density
119.9
120.5
120.9
120.5
118.3
**CONFIRMATION WET PT.
Maximum Dry Density (pcf) 121.0 Optimum Moisture Content (% 9.0
PROCEDURE USED
® Procedure A
Soil Passing No. 4 (4.75 mm) Sieve
Mold : 4 in. (101.6 mm) diameter
Layers : 5 (Five)
Blows per layer : 25 (twenty-five)
May be used if +#4 is 20% or less
Procedure B
Soil Passing 3/8 in. (9.5 mm) Sieve
Mold : 4 in. (101.6 mm) diameter v
130.0
125.0
120.0
Layers : 5 (Five)
v-
Blows per layer : 25 (twenty-five)
r
Use if +#4 is >20% and +3/8 in. is
N 115.0
20% or less
Procedure C
Soil Passing 3/4 in. (19.0 mm) Sieve
110.0
Mold : 6 in. (152.4 mm) diameter
Layers: 5 (Five)
Blows per layer : 56 (fifty-six)
Use if +3/8 in. is >20% and +3/4 in.
is <30%
105.0
Particle -Size Distribution:
Atterber Limits:
100.0 --
0.0
ram
SP. GR. =--r-
2.65
SP. GR. = 2.70
SP. GR. = 2.75
5.0 10.0 15.0 20.
Moisture Content (%)
Compaction A&B; LB-1, B-1 (8-15,16-13
MODIFIED PROCTOR COMPACTION TEST
Leighton ASTM D 1557
Project Name: GRIFFIN RANCH Tested By : MRV Date: 9-3-13
Project No.: 10343.002 Input By : JMB Date: 9-4-13
Boring No.: LB-10 Depth (ft.) 1-5.0
Sample No.: B-1
Soil Identification: POORLY GRADED SAND WITH SILT AND TRACE GRAVEL (SP-SM), olive brown.
Preparation Method: N
Moist Mechanical Ram
Dry X Manual Ram
Mold Volume (ft3) 0.03317 Ram Weight = 10 lb.; Drop = 18 in.
Mnisture Arlrlerl (ml)I n I Sn I inn 1 1cn
TEST NO.
1
2
3
4
5
6
Wt. Compacted Soil + Mold (g)
6062
6181
6233
6197
Weight of Mold (g)
4205
4205
4205
4205
AS-REC
Net Weight of Soil (g)
1857
1976
2028
1992
M/C
Wet Weight of Soil + Cont. (g)
2852.3
2732.6
2934.8
2543.2
2602.7
Dry Weight of Soil + Cont. (g)
2712.0
2544.9
2662.1
2295.2
2479.7
Weight of Container (g)
946.3
666.1
417.9
514.3
946.3
Moisture Content (%)
7.9
10.0
12.2
13.9
8.0
Wet Density (pcf)
123.4
131.3
134.8
132.4
Dry Density
114.3
119.4
120.2
116.2
Maximum Dry Density (pclf) 120.5 Optimum Moisture Content (% 11.5
PROCEDURE USED 130.0
® Procedure A
Soil Passing No. 4 (4.75 mm) Sieve
Mold : 4 in. (101.6 mm) diameter
125.0
Layers: 5 (Five)
Blows per layer : 25 (twenty-five)
May be used if +#4 is 20% or less
❑ Procedure B
120.0
Soil Passing 3/8 in. (9.5 mm) Sieve
Mold : 4 in. (101.6 mm) diameter
Layers : 5 (Five)
�-
Blows per layer : 25 (twenty-five)
r
Use if +#4 is >20% and +3/8 in. is
rn 115.0
20% or less
y
0
❑ Procedure C
Z
Soil Passing 3/4 in. (19.0 mm) Sieve
110.0
Mold : 6 in. (152.4 mm) diameter
Layers : 5 (Five)
Blows per layer : 56 (fifty-six)
Use if +3/8 in. is >20% and +3/4 in.
is <30%
105.0
Particle -Size Distribution:
Atterber Limits: 100.0
o.o
LL,PLr
T
SP. GR. =r 2.65
SP. GR. = 2.70
SP. GR. = 2.75
5.0 10.0 15.0 20.
Moisture Content (%)
Compaction ABB, LB-10, B-1 (8-15,16-13 )
• PARTICLE -SIZE DISTRIBUTION (GRADATION)
Leighton of SOILS USING SIEVE ANALYSIS
ASTM D 6913
Project Name:
Project No.:
Exploration No.:
Sample No.:
Soil Identification:
Tested By: MRV/JAP Date: 08/20/13
Checked By: JMB Date: 08/21/13
LB-1 Depth (feet): 0-5.0
B-1
POORLY GRADED SAND WITH SILT (SP-SM) light brown
GRIFFIN RANCH
10343.002
Container No.:
Wt. of Air -Dried Soil + Cont.(g)
Wt. of Container (g)
Dry Wt. of Soil g) 1
Moisture Content of Total Air - Dry Soil
GH
Wt. of Air -Dry Soil + Cont. (g)
Wt. of Dry Soil + Cont. (g)
Wt. of Container No. (g)
1 Moisture Content %)
734.6
734.6
730.7
217.5
217.5
513.2
0.8
Container No. GH
After Wet Sieve Wt. of Dry Soil + Container (g) 683.0
Wt. of Container (g) 217.5
Dry Wt. of Soil Retained on # 200 Sieve g) 465.5
U. S. Sieve Size
Cumulative Weight
Dry Soil Retained (g)
Percent Passing (%)
(in.)
(mm.)
3"
75.000
100.0
1"
25.000
100.0
3/4"
19.000
100.0
1/2"
12.500
100.0
3/8"
9.500
100.0
#4
4.750
0.0
100.0
#8
2.360
0.2
100.0
# 16
1.180
10.2
98.0
#30
0.600
158.2
69.2
#50
0.300
289.8
43.5
# 100
0.150
381.0
25.8
#200
0.075
464.0
9.6
PAN
GRAVEL:
SAND:
FINES:
GROUP SYMBOL:
0 %
90 %
10%
(SP-SM)
Cu = D60/D10 = 6.25
Cc = (D30)2/(D60*D10) = 0.90
Remarks:
GRAVEL
SAND
IFINES
COARSE I FINE
I COARSEI MEDIUM I FINE I
SILT I CLAY
V.J. JIHIVUHKU 31CVC UI'UNINU U.J. JIAINUAKU J1tVt INUI"Itit K
3.0" 11/2" 3/4" 3/8" #4 #8 #16 #30 #50 #100 #200
100
90
80
70
60
x
C9
w
3: 50
m
m
Z 40
LL
I—
w 30
U
w
Lu
IL
20
10
10.000
Project Name: GRIFFIN RANCH
1.000 0.100
PARTICLE - SIZE (mm)
HYUKUMETER
U.UU1
Project No.: 10343.002 Exploration No.: LB-1 Sample No.: BB=1
Depth (feet): 0-5.0 Soil Type : SP-SM
PARTICLE - SIZE Soil Identification: POORLY GRADED SAND WITH SILT (SP-SM), light brown.
Leighton DISTRIBUTION
.4e ASTM D 6913 GR:SA:FI : (%) 0 : 90 : 10 AUg-1s
Sieve Landscape; LB-1, B-1 ( 8-15,16-13 )
• PARTICLE -SIZE DISTRIBUTION (GRADATION)
Leighton of SOILS USING SIEVE ANALYSIS
ASTM D 6913
Project Name: GRIFFIN RANCH Tested By: JAP/ MRv Date: 08/29/13
Project No.: 10343.002 Checked By: JMB Date: 08/30/13
Exploration No.: LB-20 Depth (feet): 0-5.0
Sample No.: B-1
Soil Identification: SILTY SAND (SM), dark olive brown.
Container No.:
Wt. of Air -Dried Soil + Cont.(g)
Wt. of Container (g)
Dry Wt. of Soil (g)
Moisture Content of Total Air - Dry Soil
M
Wt. of Air -Dry Soil + Cont. (g)
Wt. of Dry Soil + Cont. (g)
Wt. of Container No. (g)
Moisture Content %)
1189.6
1189.6
1164.5
666.0
666.0
498.5
1 5.0
Container No. M
After Wet Sieve Wt. of Dry Soil + Container (g) 944.0
Wt. of Container (g) 666.0
Dry Wt. of Soil Retained on # 200 Sieve g) 278.0
U. S. Sieve Size
Cumulative Weight
Dry Soil Retained (g)
Percent Passing (%)
(in.)
(mm.)
3"
75.000
100.0
1"
25.000
100.0
3/4"
19.000
100.0
1/2"
12.500
100.0
3/8"
9.500
100.0
#4
4.750
0.0
100.0
#8
2.360
0.4
99.9
# 16
1.180
0.9
99.8
#30
0.600
2.1
99.6
#50
0.300
16.3
96.7
# 100
0.150
148.4
70.2
#200
0.075
276.4
44.6
PAN
GRAVEL:
SAND:
FINES:
GROUP SYMBOL:
0 0/0
55 0/0
45 %
SM
Cu = D60/D10 = N/A
Cc = (D30)2/(D60*D10) = N/A
Remarks:
a_
GRAVEL
SAND
FINES
COARSE I FINE
I COARSE1 MEDIUM FINE
I SILT CLAY
U.J. �IANUAKU WtVt U1'tI1J1Nb U.S. SIANUAKU S1tVt NUMbtK
3.0" 11/2" 3/4" 3/8" #4 #8 #16 #30 #50 #100 #200
100
90
80
70
�- 60
x
C9
w
:;t 50
m
m
Z 40
LL
F-
w 30
U
W
a
20
10
■.■
$I off
Project Name: GRIFFIN RANCH
10.000
1.000 0.100
PARTICLE - SIZE (mm)
HYDROMETER
0.010
0.001
Project No.: 10343.002 Exploration No.: LB-20 Sample No.: BB=1
Depth (feet): 0-5.0 Soil Type : SM
PARTICLE - SIZE Soil Identification: SILTY SAND (SM), dark olive brown.
44 Leighton DISTRIBUTION
ASTM D 6913 GR:SA:FI : (%) 0 : 55 : 45 Hug-li
Sieve Landscape; LB-20, B-1 (8-15,16-13 )
-900-
4wLeighton
Project Name: GRIFFIN RANCH
Project No.: 10343.002
Client:
SAND EQUIVALENT TEST
ASTM D 2419 / DOT CA Test 217
Tested By:
JAP
Computed By:
JMB
Checked By:
JMB
Date:
8/21 /13
Date:
9/4/13
Date:
9/4/13
Boring No.
Sample No.
Depth (ft.)
Soil Description
T1
T2
T3
T4
R1
R2
SE
Average
SE
LB-10
B-1
1-5.0
(SP-SM)
08:00
08:10
08:12
08:32
12.1
1.1
10
9
08:02
08:12
08:14
08:34
11.6
0.9
8
T1 = Starting Time T3 = Settlement Starting Time Sand Equivalent = R2 / R1 * 100
T2 = (T1 + 10 min) Begin Agitation T4 = (T3 + 20 min) Take Clay Reading (R1) Record SE as Next Higher Integer
Sand Equivalent 2 pts; LB-10, B-1 (8-15,16-13 )
■■■■■
MM■■M
M■■■■
■■O■■
4 Leighton
i
EXPANSION INDEX of SOILS
ASTM D 4829
Project Name: GRIFFIN RANCH Tested By: MRV Date: 8/29/13
Project No.: 10343.002 Checked By: JMB Date: 8/30/13
Boring No.: L13-5 Depth (ft.) 0-5.0
Sample No.: B-1 Location: "*
Sample Description: SILTY SAND WITH TRACE GRAVEL (SM), dark olive brown.
Dry Wt. of Soil + Cont. (gm.)
Wt. of Container No. (gm.)
Dry Wt. of Soil (gm.)
Weight Soil Retained on #4 Sieve
Percent Passing # 4 1
4003.2
0.0
4003.2
1.1
100.0
MOLDED SPECIMEN
Before Test
After Test
Specimen Diameter (in.)
4.01
4.01
Specimen Height (in.)
1.0000
1.0201
Wt. Comp. Soil + Mold (gm.)
588.0
620.9
Wt. of Mold (gm.)
191.0
191.0
Specific Gravity (Assumed)
2.70
2.70
Container No.
4
4
Wet Wt. of Soil + Cont. (gm.)
972.2
620.9
Dry Wt. of Soil + Cont. (gm.)
944.9
360.9
Wt. of Container (gm.)
672.2
191.0
Moisture Content (%)
10.0
19.1
Wet Density (pcf)
119.8
129.5
Dry Density (pcf)
108.9
108.7
Void Ratio
0.549
0.580
Total Porosity
0.354
0.367
Pore Volume (cc)
73.3
77.5
Degree of Saturation % S meas
49.2
89.0
SPECIMEN INUNDATION in distilled water for the period of 24 h or expansion rate < 0.0002 in./h.
Date
Time
Pressure
(psi)
Elapsed Time
(min.)
Dial Readings
(in.)
8/29/13
12:45
1.0
0
0.5000
8/29/13
12:55
1.0
10
0.4999
Add Distilled Water to the Specimen
8/30/13
6:01
1.0
1026
0.5201
8/30/13
7:01
1.0
1086
0.5201
Expansion Index (El meas) =
((Final Rdg - Initial Rdg) / Initial Thick.) x 1000
20.2
Expansion Index( Report) =
Nearest Whole Number or Zero (0) if Initial Height is > than Final Height
20
Rev. 03-08
W
Leighton
i
Project Name:
Project No.
Boring No.:
Sample No.:
Sample Description:
EXPANSION INDEX of SOILS
ASTM D 4829
GRIFFIN RANCH Tested By: MRV Date: 8/29/13
10343.002 Checked By: JMB Date: 8/30/13
LB-20 Depth (ft.) 0-5.0
B-1 Location: **
SILTY SAND WITH TRACE GRAVEL (SM), dark olive brown.
Dry Wt. of Soil + Cont. (gm.)
Wt. of Container No. (gm.)
Dry Wt. of Soil (gm.)
Weight Soil Retained on #4 Sieve
Percent Passing # 4
3871.8
0.0
3871.8
1.0
100.0
MOLDED SPECIMEN
Before Test
After Test
Specimen Diameter (in.)
4.01
4.01
Specimen Height (in.)
1.0000
1.0074
Wt. Comp. Soil + Mold (gm.)
585.5
616.7
Wt. of Mold (gm.)
189.8
_
189.8
Specific Gravity (Assumed)
2.70
2.70
Container No.
2
2
Wet Wt. of Soil + Cont. (gm.)
966.0
616.7
Dry Wt. of Soil + Cont. (gm.)
938.7
359.7
Wt. of Container (gm.)
666.0
189.8
Moisture Content (%)
10.0
18.7
Wet Density (pcf)
119.4
128.6
Dry Density (pcf)
108.5
108.4
Void Ratio
0.554
0.565
Total Porosity
0.356
0.361
Pore Volume (cc)
73.8
75.3
Degree of Saturation % S mess
48.8 1
89.2
SPECIMEN INUNDATION in distilled water for the period of 24 h or expansion rate < 0.0002 in./h.
Date
Time
Pressure
(psi)
Elapsed Time
(min.)
Dial Readings
(in.)
8/29/13
12:30
1.0
0
0.5000
8/29/13
12:40
1.0
10
0.4999
Add Distilled Water to the Specimen
8/30/13
6:00
1.0
1040
0.5074
8/30/13
7:00
1.0
1100
0.5074
Expansion Index (El meas) =
((Final Rdg - Initial Rdg) / Initial Thick.) x 1000
7.5
Expansion Index ( Report) =
Nearest Whole Number or Zero (0) if Initial Height is > than Final Height
8
Rev. 03-06
One -Dimensional Swell or Settlement
4W Leighton Potential of Cohesive Soils
(ASTM D 4546) -- Method 'B'
Project Name: GRIFFIN RANCH Tested By: JAP Date:
Project No.: 10343.002 Checked By: JMB Date:
Boring No.: LB-1 Sample Type: IN SITU
Sample No.: R-2 Depth (ft.) 5.0
Sample Description: POORLY GRADED SAND WITH SILT (SP-SM), grayish brown.
Source and Type of Water Used for Inundation: Arrowhead ( Distilled )
** Note: Loading After Wetting (Inundation) not Performed Using this Test Method.
Initial Dry Density (pcf):
91.8
Initial Moisture (%):
3.4
Initial Height (in.):
0.9940
Initial Dial Reading (in):
0.0500
Inside Diameter of Ring (in):
2.415
8/29/13
Q1A11 Z
Final Dry Density (pcf):
94.5
Final Moisture (%) :
27.7
Initial Void ratio:
0.8358
Specific Gravity (assumed):
2.70
Initial Degree of Saturation % :
10.9
Pressure (p)
Final Reading
Apparent
Load
Swell (+)
Settlement (-)
Corrected
(ksf)
(in)
Thickness
Compliance
°
/° of Sample
Void Ratio
Deformation
(in)
°
(/0)
°
(/0)
Thickness
1.050
0.0558
0.9942
0.00
0.02
0.8362
0.02
2.013
0.0616
0.9884
0.00
-0.56
0.8255
-0.56
H2O
0.0720
0.9780
0.00
-1.61
0.8063
-1.61
Percent Swell / Settlement After Inundation = -1.05
5.00
4.00
3.00
2.00
1.00
g 0.00
E
o -1.00
a
-2.00
-3.00
-4.00
-5.00
0.010
Deformation % - Log Pressure Curve
Inundate With
Distilled Water
0.100 1.000 10.000
Log Pressure (ksf)
Rev. 01-10
One -Dimensional Swell or Settlement
qW Leighton Potential of Cohesive Soils
(ASTM D 4546) -- Method 'B'
Project Name:
GRIFFIN RANCH
Tested By: JAP Date:
Project No.:
10343.002
Checked By:' JMB Date:
Boring No.:
LB-2
Sample Type: IN SITU
Sample No.:
R-3
Depth (ft.) 7.5
Sample Description: POORLY GRADED SAND WITH SILT (SP-SM), grayish brown
Source and Type of Water Used for Inundation: Arrowhead ( Distilled )
"" Note: Loading After Wetting (Inundation) not Performed Using this Test Method.
Initial Dry Density (pcf):
86.1
Initial Moisture (%):
5.7
Initial Height (in.):
0.9910
Initial Dial Reading (in):
0.0500
Inside Diameter of Ring (in):
2.427
8/29/13
WWII
Final Dry Density (pcf):
88.4
Final Moisture (%) :
34.5
Initial Void ratio:
0.9583
Specific Gravity (assumed):
2.70
Initial Degree of Saturation % :
16.0
Pressure (p)
Final Reading
Apparent
Load
Swell (+)
Settlement (-)
Corrected
(ksf)
(in)
Thickness
Compliance
°
/° of Sample
Void Ratio
Deformation
(in)
(%
°
(/0)
Thickness
1.050
0.0597
0.9903
0.00
-0.07
0.9569
-0.07
2.013
0.0683
0.9817
0.00
-0.94
0.9399
-0.94
H2O
0.0763
0.9737
0.00
-1.75
0.9241
-1.75
Percent Swell / Settlement After Inundation = -0.81
5.00
4.00
3.00
2.00
1.00
c
0.00
E
o -1.00
m
O -2.00
-3.00
-4.00
-5.00
0.010
Deformation % - Log Pressure Curve
Inundate With
Distilled Water
0.100 1.000 10.000
Log Pressure (ksf)
Rev. 01-10
One -Dimensional Swell or Settlement
4T Leighton Potential of Cohesive Soils
(ASTM D 4546) -- Method 'B'
Project Name: GRIFFIN RANCH Tested By: JAP Date: 8/29/13
Project No.: 10343.002 Checked By: JMB ' Date: _ 9/4/13
Boring No.: LB-5 Sample Type: IN SITU
Sample No.: R-1 Depth (ft.) 5.0
Sample Description: SILT WITH SAND (ML)s, light olive brown.
Source and Type of Water Used for Inundation: Arrowhead ( Distilled )
"' Note: Loading After Wetting (Inundation) not Performed Using this Test Method.
Initial Dry Density (pcf):
99.4
Initial Moisture (%):
4.1
Initial Height (in.):
0.9900
Initial Dial Reading (in):
0.0500
Inside Diameter of Ring (in):
2.422
Final Dry Density (pcf):
101.7
Final Moisture (%) :
23.6
Initial Void ratio:
0.6959
Specific Gravity (assumed):
2.70
Initial Degree of Saturation % :
15.7
Pressure (p)
Final Reading
Apparent
Load
Swell (+)
Settlement (-)
Corrected
(ksf)
(in)
Thickness
Compliance
°
% of Sample
Void Ratio
Deformation
(in)
(
( % )
° )
(/0
Thickness
1.050
0.0522
0.9978
0.00
0.79
0.7092
0.79
2.013
0.0554
0.9946
0.00
0.46
0.7037
0.46
H2O
0.0672
0.9828
0.00
-0.73
0.6835
-0.73
Percent Swell / Settlement After Inundation = -1.19
5.00
4.00
3.00
2.00
1.00
c
0.00
E
o -1.00
w
aD
-2.00
-3.00
-4.00
-5.00
0.010
Deformation % - Log Pressure Curve
Inundate With
Distilled Water
0.100 1.000 10.000
Log Pressure (ksf)
Rev. 01-10
One -Dimensional Swell or Settlement
QW Leighton Potential of Cohesive Soils
(ASTM D 4546) -- Method 'B'
Project Name: GRIFFIN RANCH Tested By: JAP Date:
Project No.: 10343.002 Checked By: JMB Date:
Boring No.: LB-10 Sample Type: IN SITU
Sample No.: R-2 Depth (ft.) 5.0
Sample Description: POORLY GRADED SAND WITH SILT (SP-SM), grayish brown.
Source and Type of Water Used for Inundation: Arrowhead ( Distilled )
"" Note: Loading After Wetting (Inundation) not Performed Using this Test Method.
Initial Dry Density (pcf):
96.0
Initial Moisture (%):
10.0
Initial Height (in.):
0.9920
Initial Dial Reading (in):
0.0500
Inside Diameter of Ring (in):
2.409
8/29/13
WAWA
Final Dry Density (pcf):
98.9
Final Moisture (%) :
23.2
Initial Void ratio:
0.7560
Specific Gravity (assumed):
2.70
Initial Degree of Saturation % :
35.8
Pressure (p)
Final Reading
Apparent
Load
Swell (+)
Settlement (-)
Corrected
(ksf)
(in)
Thickness
Compliance
°
/o of Sample
Void Ratio
Deformation
(in)
(%
°
(/0)
Thickness
1.050
0.0551
0.9949
0.00
0.29
0.7612
0.29
2.013
0.0601
0.9899
0.00
-0.21
0.7523
-0.21
H2O
0.0658
0.9842
0.00
-0.79
0.7422
-0.79
Percent Swell / Settlement After Inundation = -0.58
5.00
4.00
3.00
2.00
1.00
0.00
E
o -1.00
w
a�
-2.00
-3.00
-4.00
-5.00
0.010
Deformation % - Log Pressure Curve
Inundate With
Distilled Water
0.100 1.000 10.000
Log Pressure (ksf)
Rev. 01-10
One -Dimensional Swell or Settlement
ow Leighton Potential of Cohesive Soils
(ASTM D 4546) -- Method 'B'
Project Name: GRIFFIN RANCH Tested By: JAP Date: 8/29/13
Project No.: 10343.002 Checked By: JMB Date: 9/4/13
Boring No.: LB-12 Sample Type: IN SITU
Sample No.: R-1 Depth (ft.) 2.5
Sample Description: SANDY SILT s(ML), grayish brown.
Source and Type of Water Used for Inundation: Arrowhead ( Distilled
** Note: Loading After Wetting (Inundation) not Performed Using this Test Method.
Initial Dry Density (pcf):
112.9
Initial Moisture (%):
11.3
Initial Height (in.):
0.9960
Initial Dial Reading (in):
0.0500
Inside Diameter of Ring (in):
2.409
Final Dry Density (pcf):
114.8
Final Moisture (%) :
16.5
Initial Void ratio:
0.4933
Specific Gravity (assumed):
2.70
Initial Degree of Saturation % :
61.8
Pressure (p)
Final Reading
Apparent
Load
Swell (+)
Settlement (-)
Corrected
(ksf)
(in)
Thickness
Compliance
°
/o of Sample
Void Ratio
Deformation
�
(.n
)) (%
(%)
Thickness
1.050
0.0527
0.9973
0.00
0.13
0.4953
0.13
2.013
0.0553
0.9947
0.00
-0.13
0.4914
-0.13
H2O
0.0570
0.9930
0.00
-0.30
0.4888
-0.30
Percent Swell / Settlement After Inundation = -0.17
5.00
4.00
3.00
2.00
1.00
c
g cc 0.00
E
o -1.00
w
m
-2.00
-3.00
-4.00
-5.00
0.010
Deformation % - Log Pressure Curve
Inundate With
Distilled Water
0.100 1.000 10.000
Log Pressure (ksf)
Rev. 01-10
One -Dimensional Swell or Settlement
4W Leighton Potential of Cohesive Soils
(ASTM D 4546) -- Method 'B'
Project Name: GRIFFIN RANCH Tested By: JAP Date:
Project No.: 10343.002 Checked By: JMB Date:
Boring No.: LB-12 Sample Type: IN SITU
Sample No.: R-4 Depth (ft.) 10.0
Sample Description: SANDY SILT s(ML), grayish brown.
Source and Type of Water Used for Inundation: Arrowhead ( Distilled )
** Note: Loading After Wetting (Inundation) not Performed Using this Test Method.
Initial Dry Density (pcf):
83.5
Initial Moisture (%):
13.1
Initial Height (in.):
0.9720
Initial Dial Reading (in):
0.0500
Inside Diameter of Ring (in):
2.416
8/29/13
WAWA
Final Dry Density (pcf):
88.0
Final Moisture (%) :
34.3
Initial Void ratio:
1.0197
Specific Gravity (assumed):
2.70
Initial Degree of Saturation % :
34.7
Pressure (p)
Final Reading
Apparent
Load
Swell (+)
Settlement (-)
Corrected
(ksf)
(in)
Thickness
Compliance
°
/° of Sample
Void Ratio
Deformation
(in)
(%
°
(/0)
Thickness
1.050
0.0597
0.9903
0.00
1.88
1.0578
1.88
2.014_
0.0662
0.9838
0.00
1.21
1.0442
1.21
H2O
0.0735
0.9765
0.00
0.46
1.0291
0.46
Percent Swell / Settlement After Inundation = -0.74
5.00
4.00
3.00
2.00
1.00
c
0.00
E
o -1.00
m
C, -2.00
-3.00
-4.00
-5.00
0.010
Deformation % - Log Pressure Curve
Inundate With
Distilled Water
0.100 1.000 10.000
Log Pressure (ksf)
Rev. 01-10
One -Dimensional Swell or Settlement
4W Leighton Potential of Cohesive Soils
(ASTM D 4546) -- Method 'B'
Project Name: GRIFFIN RANCH Tested By: JAP Date: 8/29/13
Project No.: 10343.002 Checked By: JMB Date:. 9/4/13
Boring No.: LB-19 Sample Type: IN SITU
Sample No.: R-4 Depth (ft.) 10.0
Sample Description: SANDY SILT s(ML), gray.
Source and Type of Water Used for Inundation: Arrowhead ( Distilled )
"° Note: Loading After Wetting (Inundation) not Performed Using this Test Method
Initial Dry Density (pcf):
Initial Moisture (%):
Initial Height (in.):
Initial Dial Reading (in):
Inside Diameter of Ring (in):
89.4
5.1
0.9840
0.0500
2.423
Final Dry Density (pcf):
Final Moisture (%) :
Initial Void ratio:
Specific Gravity (assumed):
Initial Degree of Saturation % :
92.5
30.6
0.8846
2.70
15.6
Pressure (p)
Final Reading
Apparent
Load
Swell (+)
Settlement (-)
Corrected
(ksf)
(in)
Thickness
Compliance
°
/° of Sample
Void Ratio
Deformation
(in)
(%)
°
(/0)
Thickness
1.050
0.0584
0.9916
0.00
0.77
0.8992
0.77
2.014
0.0645
0.9855
0.00
0.15
0.8875
0.15
H2O
0.0728
0.9772
0.00
-0.69
0.8716
-0.69
Percent Swell / Settlement After Inundation = -0.84
5.00
4.00
3.00
2.00
1.00
c
0.00
E
o -1.00
w
aD
-2.00
-3.00
-4.00
-5.00
0.010
Deformation % - Log Pressure Curve
Inundate With
Distilled Water
0.100 1.000 10.000
Log Pressure (ksf)
Rev. 01-10
7AP-
Leighton
Project Name: GRIFFIN RANCH
----------------------------------------------------
Project Number: -10343.002
---------------------------
Date: 9/5/13
--------------
Technician: MRV
Sample Identification
Boring No.: LB-1
Sample No: B-1
Depth ft): 0-5.0
Boring No.:---LB_20--
Sample No: B-1
Depth ft): 0-5.0
Soluble Sulfates
(Hach Sulfate Test Kit)
Dilution Reading (PPM) % Sulfates
Water Fraction Tube Reading
3 :1 3 60 0.0180
180
3 :1 3
MEMO .111
200 0.0600
r- Geolechnicol Engineering Report ---)
Geotechnical Services Are Performed for
Specific Purposes, Persons, and Projects
Geotechnical engineers structure their services to meet the specific needs of
their clients. A geotechnical engineering study conducted for a civil engi-
neer may not fulfill the needs of a construction contractor or even another
civil engineer. Because each geotechnical engineering study is unique, each
geotechnical engineering report is unique, prepared solelyfor the client. No
one except you should rely on your geotechnical engineering report without
first conferring with the geotechnical engineer who prepared it. And no one
— not even you —should apply the report for any purpose or project
except the one originally contemplated.
Read the Full Report
Serious problems have occurred because those relying on a geotechnical
engineering report did not read it all. Do not rely on an executive summary
Do not read selected elements only.
A Geotechnical Engineering Report Is Based on
A Unique Set of Project -Specific Factors
Geotechnical engineers consider a number of unique, project -specific fac-
tors when establishing the scope of a study. Typical factors include: the
client's goals, objectives, and risk management preferences; the general
nature of the structure involved, its size, and configuration; the location of
the structure on the site; and other planned or existing site improvements,
such as access roads, parking lots, and underground utilities. Unless the
geotechnical engineer who conducted the study specifically indicates oth-
erwise, do not rely on a geotechnical engineering report that was:
• not prepared for you,
• not prepared for your project,
• not prepared for the specific site explored, or
• completed before important project changes were made.
Typical changes that can erode the reliability of an existing geotechnical
engineering report include those that affect:
• the function of the proposed structure, as when it's changed from a
parking garage to an office building, or from a light industrial plant
to a refrigerated warehouse,
• elevation, configuration, location, orientation, or weight of the
proposed structure,
• composition of the design team, or
• project ownership.
As a general rule, always inform your geotechnical engineer of project
changes —even minor ones —and request an assessment of their impact.
Geotechnical engineers cannot accept responsibility or liability for problems
that occur because their reports do not consider developments of which
they were not informed.
Subsurface Conditions Can Change
A geotechnical engineering report is based on conditions that existed at
the time the study was performed. Do not rely on a geotechnical engineer-
ing reportwhose adequacy may have been affected by: the passage of
time; by man-made events, such as construction on or adjacent to the site;
or by natural events, such as floods, earthquakes, or groundwater fluctua-
tions. Always contact the geotechnical engineer before applying the report
to determine if it is still reliable. A minor amount of additional testing or
analysis could prevent major problems.
Most Geotechnical Findings Are Professional
Opinions
Site exploration identifies subsurface conditions only at those points where
subsurface tests are conducted or samples are taken. Geotechnical engi-
neers review field and laboratory data and then apply their professional
judgment to render an opinion about subsurface conditions throughout the
site. Actual subsurface conditions may differ —sometimes significantly —
from those indicated in your report. Retaining the geotechnical engineer
who developed your report to provide construction observation is the
most effective method of managing the risks associated with unanticipated
conditions.
A Report's Recommendations Are Not Final
Do not overrely on the construction recommendations included in your
report. Those recommendations are not final, because geotechnical engi-
neers develop them principally from judgment and opinion. Geotechnical
engineers can finalize their recommendations only by observing actual
subsurface conditions revealed during construction. The geotechnical
engineer who developed your report cannot assume responsibility or
liability for the report's recommendations if that engineer does not perform
construction observation,.
A Geotechnical Engineering Report Is Subject to
Misinterpretation
Other design team members' misinterpretation of geotechnical engineering
reports has resulted in costly problems. Lower that risk by having your geo-
technical engineer confer with appropriate members of the design team after
submitting the report. Also retain your geotechnical engineer to review perti-
nent elements of the design team's plans and specifications. Contractors can
also misinterpret a geotechnical engineering report. Reduce that risk by
having your geotechnical engineer participate in prebid and preconstruction
conferences, and by providing construction observation.
Do Not Redraw the Engineer's Logs
Geotechnical engineers prepare final boring and testing logs based upon
their interpretation of field logs and laboratory data. To prevent errors or
omissions, the logs included in a geotechnical engineering report should
never be redrawn for inclusion in architectural or other design drawings.
Only photographic or electronic reproduction is acceptable, but recognize
that separating logs from the report can elevate risk.
Give Contractors a Complete Report and
Guidance
Some owners and design professionals mistakenly believe they can make
contractors liable for unanticipated subsurface conditions by limiting what
they provide for bid preparation. To help prevent costly problems, give con-
tractors the complete geotechnical engineering report, butpreface it with a
clearly written letter of transmittal. In that letter, advise contractors that the
report was not prepared for purposes of bid development and that the
report's accuracy is limited; encourage them to confer with the geotechnical
engineer who prepared the report (a modest fee may be required) and/or to
conduct additional study to obtain the specific types of information they
need or prefer. A prebid conference can also be valuable. Be sure contrac-
tors have sufficient time to perform additional study. Only then might you
be in a position to give contractors the best information available to you,
while requiring them to at least share some of the financial responsibilities
stemming from unanticipated conditions.
Read Responsibility Provisions Closely
Some clients, design professionals, and contractors do not recognize that
geotechnical engineering is far less exact than other engineering disci-
plines. This lack of understanding has created unrealistic expectations that
have led to disappointments, claims, and disputes. To help reduce the risk
of such outcomes, geotechnical engineers commonly include a variety of
explanatory provisions in their reports. Sometimes labeled "limitations"
many of these provisions indicate where geotechnical engineers' responsi-
bilities begin and end, to help others recognize their own responsibilities
and risks. Read these provisions closely. Ask questions. Your geotechnical
engineer should respond fully and frankly.
Geoenvironmental Concerns Are Not Covered
The equipment, techniques, and personnel used to perform a geoenviron-
mental study differ significantly from those used to perform a geotechnical
study. For that reason, a geotechnical engineering report does not usually
relate any geoenvi ron mental findings, conclusions, or recommendations;
e.g., about the likelihood of encountering underground storage tanks or
regulated contaminants. Unanticipated environmental problems have led
to numerous project failures. If you have not yet obtained your own geoen-
vironmental information, ask your geotechnical consultant for risk man-
agement guidance. Do not rely on an environmental report prepared for
someone else.
Obtain Professional Assistance To Deal with Mold
Diverse strategies can be applied during building design, construction,
operation, and maintenance to prevent significant amounts of mold from
growing on indoor surfaces. To be effective, all such strategies should be
devised for the express purpose of mold prevention, integrated into a com-
prehensive plan, and executed with diligent oversight by a professional
mold prevention consultant. Because just a small amount of water or
moisture can lead to the development of severe mold infestations, a num-
ber of mold prevention strategies focus on keeping building surfaces dry.
While groundwater, water infiltration, and similar issues may have been
addressed as part of the geotechnical engineering study whose findings
are conveyed in this report, the geotechnical engineer in charge of this
project is not a mold prevention consultant; none of the services per-
formed in connection with the geotechnical engineer's study
were designed or conducted for the purpose of mold preven-
tion. Proper implementation of the recommendations conveyed
in this report will not of itself he sufficient to prevent mold
from growing in or on the structure involved.
Rely, on Your ASFE-Member Geotechncial
Engineer for Additional Assistance
Membership In ASFE/THE BEST PEOPLE ON EARTH exposes geotechnical
engineers to a wide array of risk management techniques that can be of
genuine benefit for everyone involved with a construction project. Confer
with you ASFE-member geotechnical engineer for more information.
ASFE
THE BEST PEOPLE ON EARTH
8811 Colesville Road/Suite G106, Silver Spring, MD 20910
Telephone:301/565-2733 Facsimile:301/589-2017
e-mail: info@asfe.org www.asfe.org
Copyright 2004 by ASFE, Inc. Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly prohibited, except with ASFE's
specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of ASFE, and only for
purposes of scholarly research or book review. Only members of ASFE may use this document as a complement to or as an element of a geotechnical engineering report. Any other
firm, individual, or other entity that so uses this document without being an ASFE member could be committing negligent or intentional (fraudulent) misrepresentation.
IIGER08041.0MRP