HomeMy WebLinkAboutCT 07-08; LA COSTA SPA & RESORT VILLAS; GEOTECHNICAL INVESTIGATION; 2003-11-11RECEIVED
Li CCI 182007
CITY OF CARLSBAD
PLANNING DEPT.
GEOTECHNICAL INVESTIGATION
PROPOSED RESORT VILLAS
LA COSTA RESORT & SPA
COSTA DEL MAR ROAD
CARLSBAD, CALIFORNIA
-Prepared By-
Sladden Engineering
39-725 Garand Lane, Suite G
Palm Desert, California 92211
(760) 772-3893
November 11, 2003 -1- Project No. 444-3161
03-10-183
INTRODUCTION
This report presents the results of a Geotechnical Investi
g
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recommendations for the design and construction of the
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associated site improvements. The La Costa Resort & S
p
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Camino Real and Costa Del Mar Road in the City of Carlsb
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several multi-unit resort/residential buildings within the
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Spa complex. It is our understanding that the proposed
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structures with subterranean parking levels. The pla
n
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p
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reconfigured driveways, walkways and parking area
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.
A
preliminary site plan provided by the KSL Developmen
t
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investigation.
SCOPE OF WORK
The purpose of our investigation was to determine cert
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surface soils on the site in order to develop recomm
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preparation. Our investigation included field explora
t
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n
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l
a
b
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r
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o
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y
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s
t
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g
,
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w
,
engineering analysis and the preparation of this report. Ev
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z
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s
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s
w
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t
within the scope of services provided. Our investigation
w
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e
d
i
n
a
c
c
o
r
d
a
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c
e
w
i
t
h
contemporary geotechnical engineering principles and prac
t
i
c
e
.
W
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m
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k
e
n
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o
t
h
e
r
w
a
r
r
a
n
t
y
,
e
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h
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r
express or implied.
PROJECT DESCRIPTION
The La Costa Resort and Spa complex is located on the
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Costa Del Mar Road in the City of Carlsbad, Californ
i
a
.
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e
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construction of 11 resort/residential buildings along with v
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d
s
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.
T
h
e
associated improvements will include reconfigured wa
l
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s
,
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y
s
a
n
d
p
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k
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n
g
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s
,
landscaped areas and underground utilities.
It is our understanding that the proposed resort/residential b
u
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d
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n
g
s
w
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l
b
e
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wood-frame and/or steel frame construction and will includ
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p
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k
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.
T
h
e
proposed resort/residential buildings will be supported by co
n
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concrete slabs on grade. Based upon preliminary foundation l
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b
y
K
S
L
,
we assumed isolated column loads of up to 100 kips and wall
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5
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0
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the resort villas buildings. We also assumed isolated column l
o
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5
0
k
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d
w
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f
up to 3.0 kips per linear foot for the proposed spa buildi
n
g
.
G
r
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d
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g
i
s
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e
d
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e
excavation for the proposed subterranean parking levels alo
n
g
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d
f
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e
soils to construct level building pads and to provide for proper
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e
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r
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i
n
a
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e
.
The proposed resort villas will be constructed within the ce
n
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p
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t
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o
f
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h
e
L
a
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d
Spa complex in the vicinity of the new spa and ballro
o
m
b
u
i
l
d
i
n
g
s
.
T
h
e
m
a
j
o
r
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t
y
o
f
t
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e
p
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p
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e
d
resort villas locations are concentrated within existing la
n
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s
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b
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e
x
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s
and improvements will be removed to accommodate the
n
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b
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l
d
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g
s
.
T
h
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p
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d
b
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s
and adjacent areas slope gently downward towards t
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topography related to previous grading and landscaping. The
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x
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area including the new ballroom and spa buildings as well as several older structures. There are numerous underground utilities servicing the existing buil
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g
areas.
Sladden Fn crjnppr;n
November 11, 2003 -2- Project No. 444-3161
03-10-183
REGIONAL SEISMICITY
A computer program was utilized to compile data related to e
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q
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f
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s
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g
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d
related seismic activity that may affect the site. E.Q. Faul
t
V
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s
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n
3
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0
0
(
B
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k
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2
0
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0
)
p
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v
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s
a
compilation of data related to earthquake faults in the region.
T
h
e
p
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r
a
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e
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databases and provides both distances to causitive faults and the
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g
a
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o
n
s
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h
a
t
may be experienced on the site due to earthquake activity alo
n
g
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f
a
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t
s
.
T
h
e
a
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o
n
relationship utilized for this project was based upon Boore (19
9
7
)
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n
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v
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s
.
T
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p
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t
data from this program is included in Appendix C. The inform
a
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n
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w
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liquefaction evaluation
As indicated on the summary page of the E.Q. Fault output data
,
t
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n
f
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to the site (approximately 8.8 kilometers). The Newport-In
g
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d
(
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e
)
f
a
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approximately 16.8 kilometers west of the site. The maximum
s
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b
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0.332g. This acceleration is based upon a maximum event o
f
m
a
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u
d
e
6
.
9
.
LIQUEFACTION
Liquefaction occurs with sudden loss of soil strength due to rapid
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p
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r
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p
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w
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i
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cohesionless soils as a result of repeated cyclic loading during s
e
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m
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c
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v
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n
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s
.
S
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v
e
r
a
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n
d
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t
i
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n
s
must be present for liquefaction to occur including; the presenc
e
o
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l
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t
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v
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y
s
h
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w
g
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w
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,
generally loose soils conditions, the susceptibility of soils t
o
l
i
q
u
e
f
a
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t
i
o
n
b
a
s
e
d
u
p
o
n
g
r
a
i
n
-
s
i
z
e
characteristics and the generation of significant and rep
e
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e
d
s
e
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m
i
c
a
l
l
y
i
n
d
u
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e
d
g
r
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n
d
accelerations. Liquefaction affects primarily loose, uniform gr
a
i
n
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d
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o
h
e
s
i
o
n
l
e
s
s
s
a
n
d
s
w
i
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o
w
relative densities.
As previously indicated the soils underlying the site consist pri
m
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l
y
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f
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i
n
l
a
y
e
r
o
f
s
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y
c
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a
y
s
and clayey silts overlying dense silty sands. Groundwater was
e
n
c
o
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n
t
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r
e
d
a
t
v
a
r
y
i
n
g
d
e
p
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h
s
w
i
t
h
i
n
several of our borings. The variable groundwater depths s
u
g
g
e
s
t
t
h
a
t
t
h
e
w
a
t
e
r
e
n
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o
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t
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e
d
perched may be perched groundwater concentrated within mor
e
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e
a
b
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e
s
i
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t
y
s
a
n
d
a
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d
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i
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a
y
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r
s
Based upon the prominence of non-liquefiable silts and clays
a
n
d
t
h
e
d
e
n
s
e
c
o
n
d
i
t
i
o
n
s
o
f
t
h
e
s
i
l
t
y
sand layers, it is our opinion that the potential for liquef
a
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t
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o
n
o
c
c
u
r
r
i
n
g
b
e
n
e
a
t
h
t
h
e
s
i
t
e
i
s
negligible.
SUBSURFACE CONDITIONS
The site soils consist primarily of a surface layer of silty clays an
d
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l
a
y
e
y
s
a
n
d
s
o
v
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r
l
y
i
n
g
n
a
t
i
v
e
s
i
l
t
y
sands, sandy silts, silty clays and clayey silts. Silty clays and c
l
a
y
e
y
s
a
n
d
s
w
e
r
e
e
n
c
o
u
n
t
e
r
e
d
w
i
t
h
i
n
the upper 5 to 10 feet within the majority of our borings. Th
e
n
e
a
r
s
u
r
f
a
c
e
s
i
l
t
y
c
l
a
y
l
a
y
e
r
s
w
e
r
e
underlain primarily by dense silty sand, sandy silt and silty
c
l
a
y
l
a
y
e
r
s
.
T
h
e
s
i
t
e
s
o
i
l
s
a
p
p
e
a
r
e
d
fairly consistent in composition but very inconsistent in strati
g
r
a
p
h
y
d
u
e
t
o
t
h
e
v
a
r
y
i
n
g
g
r
a
d
e
s
across the site.
The native soils underlying the site were found to be firm t
h
r
o
u
g
h
o
u
t
t
h
e
d
e
p
t
h
o
f
e
a
c
h
o
f
o
u
r
borings. The relatively undisturbed samples obtained indicate
d
d
r
y
d
e
n
s
i
t
y
v
a
r
y
i
n
g
f
r
o
m
9
3
t
o
1
2
3
pcf. Sampler penetration resistance indicates that dens
i
t
y
w
i
t
h
i
n
t
h
e
u
n
d
e
r
l
y
i
n
g
n
a
t
i
v
e
s
o
i
l
s
generally increases with depth. The soils were found to be moist t
h
r
o
u
g
h
o
u
t
t
h
e
d
e
p
t
h
o
f
o
u
r
b
o
r
i
n
g
s
but some nearly saturated soils were encountered. Laboratory
t
e
s
t
i
n
g
i
n
d
i
c
a
t
e
s
m
o
i
s
t
u
r
e
c
o
n
t
e
n
t
varying from 1.0 to 37.0 percent.
cmn'I.
November 11, 2003
.3- Project No. 444-3161
03-10-183
Laboratory testing indicates that the surface soils consist
p
r
i
m
a
r
i
l
y
o
f
s
i
l
t
y
c
l
a
y
s
t
h
a
t
w
e
r
e
f
o
u
n
d
t
o
be moderately expansive. Expansion testing indicates a
n
e
x
p
a
n
s
i
o
n
i
n
d
e
x
o
f
8
1
f
o
r
t
h
e
s
i
l
t
y
c
l
a
y
s
that falls within the "medium" expansion category in ac
c
o
r
d
a
n
c
e
w
i
t
h
t
h
e
U
n
i
f
o
r
m
B
u
i
l
d
i
n
g
C
o
d
e
classification system. Consolidation testing indicates
t
h
a
t
t
h
e
m
a
j
o
r
i
t
y
o
f
t
h
e
s
i
t
e
s
o
i
l
s
a
r
e
susceptible to only minor consolidation and/or compres
s
i
o
n
r
e
l
a
t
e
d
s
e
t
t
l
e
m
e
n
t
s
.
Groundwater was encountered within several of our bo
r
i
n
g
s
a
t
d
e
p
t
h
s
a
s
s
h
a
l
l
o
w
a
s
9
f
e
e
t
b
e
l
o
w
t
h
e
existing ground surface. The lack of groundwater wi
t
h
i
n
s
e
v
e
r
a
l
o
f
o
u
r
b
o
r
i
n
g
s
s
u
g
g
e
s
t
s
t
h
a
t
t
h
e
groundwater encountered was perched groundwater
c
o
n
c
e
n
t
r
a
t
e
d
w
i
t
h
i
n
m
o
r
e
p
e
r
m
e
a
b
l
e
l
a
y
e
r
s
.
The possible presence of groundwater should be considere
d
i
n
f
o
u
n
d
a
t
i
o
n
d
e
s
i
g
n
a
n
d
m
a
y
i
m
p
a
c
t
construction.
CONCLUSIONS AND RECOMMENDATIONS
Based upon our field investigation and laboratory testin
g
,
i
t
i
s
o
u
r
o
p
i
n
i
o
n
t
h
a
t
t
h
e
p
r
o
p
o
s
e
d
r
e
s
o
r
t
residential villas are feasible from a soil mechanic's sta
n
d
p
o
i
n
t
p
r
o
v
i
d
e
d
t
h
a
t
t
h
e
r
e
c
o
m
m
e
n
d
a
t
i
o
n
s
included in this report are considered in building foun
d
a
t
i
o
n
d
e
s
i
g
n
a
n
d
s
i
t
e
p
r
e
p
a
r
a
t
i
o
n
.
D
u
e
t
o
t
h
e
somewhat inconsistent condition of the near surface soils a
n
d
t
h
e
p
o
s
s
i
b
i
l
i
t
y
o
f
c
u
t
/
f
i
l
l
t
r
a
n
s
i
t
i
o
n
s
i
n
some of the proposed building areas, remedial grading inclu
d
i
n
g
o
v
e
r
e
x
c
a
v
a
t
i
o
n
a
n
d
r
e
c
o
m
p
a
c
t
i
o
n
o
f
the primary foundation bearing soils is recommended. It i
s
o
u
r
o
p
i
n
i
o
n
t
h
a
t
r
e
m
e
d
i
a
l
g
r
a
d
i
n
g
w
i
t
h
i
n
the proposed building areas should include the remov
a
l
a
n
d
r
e
c
o
m
p
a
c
t
i
o
n
o
f
a
n
y
c
o
m
p
r
e
s
s
i
b
l
e
surface soils as well as the primary foundation bearin
g
s
o
i
l
s
.
S
p
e
c
i
f
i
c
r
e
c
o
m
m
e
n
d
a
t
i
o
n
s
f
o
r
s
i
t
e
preparation are presented in the Site Grading section of t
h
i
s
r
e
p
o
r
t
.
Groundwater was encountered within several of our bo
r
i
n
g
s
a
t
d
e
p
t
h
s
a
s
s
h
a
l
l
o
w
a
s
9
f
e
e
t
b
e
l
o
w
t
h
e
existing ground surface. Due to the dense condition
o
f
t
h
e
s
a
n
d
y
s
o
i
l
s
u
n
d
e
r
l
y
i
n
g
t
h
e
s
i
t
e
,
t
h
e
potential for liquefaction affecting the site is considere
d
t
o
b
e
n
e
g
l
i
g
i
b
l
e
.
I
n
o
u
r
o
p
i
n
i
o
n
,
l
i
q
u
e
f
a
c
t
i
o
n
related mitigation measures in addition to the site gradi
n
g
a
n
d
f
o
u
n
d
a
t
i
o
n
d
e
s
i
g
n
r
e
c
o
m
m
e
n
d
a
t
i
o
n
s
included in this report should not be necessary.
The site is located in a seismically active area as is all o
f
S
o
u
t
h
e
r
n
C
a
l
i
f
o
r
n
i
a
.
D
e
s
i
g
n
p
r
o
f
e
s
s
i
o
n
a
l
s
should be aware of the site setting and the potential f
o
r
e
a
r
t
h
q
u
a
k
e
a
c
t
i
v
i
t
y
d
u
r
i
n
g
t
h
e
a
n
t
i
c
i
p
a
t
e
d
life of the structure should be acknowledged. The accelerat
i
o
n
s
t
h
a
t
m
a
y
b
e
e
x
p
e
r
i
e
n
c
e
d
o
n
t
h
e
s
i
t
e
(as previously discussed) should be considered in design.
S
e
i
s
m
i
c
d
e
s
i
g
n
p
a
r
a
m
e
t
e
r
s
a
s
o
u
t
l
i
n
e
d
i
n
the 1997 UBC are summarized in Appendix C.
Caving did not occur within our borings but the potentia
l
f
o
r
c
a
v
i
n
g
s
h
o
u
l
d
b
e
c
o
n
s
i
d
e
r
e
d
w
i
t
h
i
n
deeper excavations. All excavations should be constructed in accordance with the norma
l
C
a
1
O
S
H
4
.
excavation criteria. On the basis of our observations of
t
h
e
m
a
t
e
r
i
a
l
s
e
n
c
o
u
n
t
e
r
e
d
,
w
e
a
n
t
i
c
i
p
a
t
e
that the near surface clayey silts and silty sands will be c
l
a
s
s
i
f
i
e
d
b
y
C
a
l
O
S
R
A
a
s
T
y
p
e
B
a
n
d
T
y
p
e
C soils, respectively. Soil conditions should be verifi
e
d
i
n
t
h
e
f
i
e
l
d
b
y
a
"
C
o
m
p
e
t
e
n
t
p
e
r
s
o
n
"
employed by the Contractor.
The surface soils encountered during our investigatio
n
w
e
r
e
f
o
u
n
d
t
o
b
e
m
o
d
e
r
a
t
e
l
y
e
x
p
a
n
s
i
v
e
.
Laboratory testing indicated an Expansion Index of 8
1
f
o
r
t
h
e
n
e
a
r
s
u
r
f
a
c
e
s
i
l
t
y
c
l
a
y
s
a
n
d
c
l
a
y
e
y
silts which corresponds with the "medium" expansion categ
o
r
y
i
n
a
c
c
o
r
d
a
n
c
e
w
i
t
h
t
J
B
C
S
t
a
n
d
a
r
d
1
8
-2. Special expansive soil design criteria as outlined in the
U
n
i
f
o
r
m
B
u
i
l
d
i
n
g
C
o
d
e
s
h
o
u
l
d
n
o
t
b
e
t
h
e
controlling factor in the design of foundations and slab
s
o
n
g
r
a
d
e
f
o
r
t
h
i
s
p
r
o
j
e
c
t
b
u
t
s
h
o
u
l
d
b
e
considered in design.
,c1an,I,'n
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suOirpuoD ijgpq aiu peuro.rp jaaj .io; pd 09 ol pese.zzniT eq pnots qiq.5jam prnj lnbe eq '(Sfl-A jaej u-nj.rod troetro.xieqns etp su qorts doq aq ;t pauma;saa eq ol ei sITUtA .xo suorrpuoz ijgoq 8ATU peu-roip jeer .boj pd ot jo qT42iam PTTlU 4UajMATnba up 2uisri peEinrse eq Lm u21sep ITUM 2umroe.x .IeAeriuo in esn .xo; semssed rtawi uoqn.xsuoD pesodo.xd @'qq tislidinoDDe o £isseDan eq fllA slTuAt .tInnOe :sUum 2UT=e
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'8I -01 -:o
Tqn-pit ON ;e(o.zd
COOZ 'ii IaqulaAONT
November 11, 2003
-6- Project No. 444-3161
03-10-183
Shrinkage and Subsidence: Volumetric s
h
r
i
n
k
a
g
e
o
f
t
h
e
m
a
t
e
r
i
a
l
t
h
a
t
i
s
e
x
c
a
v
a
t
e
d
a
n
d
replaced as controlled compacted fill shou
l
d
b
e
a
n
t
i
c
i
p
a
t
e
d
.
W
e
e
x
p
e
c
t
t
h
a
t
t
h
e
s
h
r
i
n
k
a
g
e
could vary from 10 to 15 percent. Subs
i
d
e
n
c
e
o
f
t
h
e
s
u
r
f
a
c
e
s
t
h
a
t
a
r
e
s
c
a
r
i
f
i
e
d
a
n
d
compacted should be between 1 and 2 tenths of
a
f
o
o
t
.
T
h
i
s
w
i
l
l
v
a
r
y
d
e
p
e
n
d
i
n
g
u
p
o
n
t
h
e
type of equipment used, the moisture content of t
h
e
s
o
i
l
a
t
t
h
e
t
i
m
e
o
f
g
r
a
d
i
n
g
a
n
d
t
h
e
a
c
t
u
a
l
degree of compaction attained during grading.
T
h
e
s
e
v
a
l
u
e
s
f
o
r
s
h
r
i
n
k
a
g
e
a
n
d
s
u
b
s
i
d
e
n
c
e
are exclusive of losses that will occur due to t
h
e
s
i
t
e
c
l
e
a
r
i
n
g
,
b
u
i
l
d
i
n
g
d
e
m
o
l
i
t
i
o
n
a
n
d
t
h
e
removal of unsuitable materials.
General Site Grading: All grading should b
e
p
e
r
f
o
r
m
e
d
i
n
a
c
c
o
r
d
a
n
c
e
w
i
t
h
t
h
e
g
r
a
d
i
n
g
ordinance of the City of Carlsbad, Californi
a
.
T
h
e
f
o
l
l
o
w
i
n
g
r
e
c
o
m
m
e
n
d
a
t
i
o
n
s
h
a
v
e
b
e
e
n
developed on the basis of our field and laborat
o
r
y
t
e
s
t
i
n
g
:
1. Clearing and Demolition: Proper cleari
n
g
w
i
l
l
b
e
v
e
r
y
i
m
p
o
r
t
a
n
t
.
A
l
l
p
r
e
v
i
o
u
s
pavements, slabs, foundations, trees and th
e
a
s
s
o
c
i
a
t
e
d
r
o
o
t
s
y
s
t
e
m
s
s
h
o
u
l
d
b
e
removed from the building areas. Undergroun
d
u
t
i
l
i
t
i
e
s
s
h
o
u
l
d
a
l
s
o
b
e
r
e
m
o
v
e
d
f
r
o
m
the building areas. Soils that are disturbed
d
u
r
i
n
g
s
i
t
e
c
l
e
a
r
i
n
g
a
n
d
d
e
m
o
l
i
t
i
o
n
operations should be removed and replaced a
s
c
o
n
t
r
o
l
l
e
d
c
o
m
p
a
c
t
e
d
f
i
l
l
u
n
d
e
r
t
h
e
direction of the Soils Engineer.
Preparation of Building and Foundation Ar
e
a
s
:
T
h
e
r
e
m
e
d
i
a
l
g
r
a
d
i
n
g
r
e
c
o
m
m
e
n
d
e
d
should include the overexcavation and recomp
a
c
t
i
o
n
o
f
a
n
y
c
o
m
p
r
e
s
s
i
b
l
e
s
u
r
f
a
c
e
s
o
i
l
s
as well as the primary foundation beari
n
g
s
o
i
l
s
i
n
o
r
d
e
r
t
o
p
r
o
v
i
d
e
u
n
i
f
o
r
m
foundation support. Removals within the b
u
i
l
d
i
n
g
a
r
e
a
s
s
h
o
u
l
d
e
x
t
e
n
d
t
o
a
minimum depth of 3 feet below existing grad
e
o
r
3
f
e
e
t
b
e
l
o
w
t
h
e
b
o
t
t
o
m
o
f
t
h
e
footings, whichever is deeper.
Subsequent to excavation, the exposed soils sho
u
l
d
b
e
s
c
a
r
i
f
i
e
d
t
o
a
d
e
p
t
h
o
f
1
-
f
o
o
t
,
moisture conditioned and recompacted to at lea
s
t
9
0
p
e
r
c
e
n
t
r
e
l
a
t
i
v
e
c
o
m
p
a
c
t
i
o
n
.
Once cleaned of unsuitable material, the excav
a
t
e
d
s
o
i
l
s
m
a
y
t
h
e
n
b
e
r
e
p
l
a
c
e
d
a
s
controlled compacted fill.
3. Placement of Compacted Fill: Fill materials
c
o
n
s
i
s
t
i
n
g
o
f
o
n
-
s
i
t
e
s
o
i
l
s
o
r
a
p
p
r
o
v
e
d
import soils should be spread in shallow lift
s
a
t
n
e
a
r
o
p
t
i
m
u
m
m
o
i
s
t
u
r
e
c
o
n
t
e
n
t
a
n
d
compacted to a minimum of 90 percent rel
a
t
i
v
e
c
o
m
p
a
c
t
i
o
n
.
I
m
p
o
r
t
e
d
f
i
l
l
m
a
t
e
r
i
a
l
shall be of equal or greater quality than the
n
a
t
i
v
e
s
u
r
f
a
c
e
s
o
i
l
s
.
T
h
e
c
o
n
t
r
a
c
t
o
r
s
h
a
l
l
notify the Soils Engineer at least 48 hours in a
d
v
a
n
c
e
o
f
i
m
p
o
r
t
i
n
g
s
o
i
l
s
i
n
o
r
d
e
r
t
o
provide sufficient time for the evaluation o
f
p
r
o
p
o
s
e
d
i
m
p
o
r
t
m
a
t
e
r
i
a
l
s
.
T
h
e
contractor shall be responsible for delivering
m
a
t
e
r
i
a
l
t
o
t
h
e
s
i
t
e
t
h
a
t
c
o
m
p
l
i
e
s
w
i
t
h
the project specifications. Approval by the
S
o
i
l
s
E
n
g
i
n
e
e
r
w
i
l
l
b
e
b
a
s
e
d
u
p
o
n
material delivered to the site and not the prelimi
n
a
r
y
e
v
a
l
u
a
t
i
o
n
o
f
i
m
p
o
r
t
s
o
u
r
c
e
s
.
Our observations of the material encountered d
u
r
i
n
g
o
u
r
i
n
v
e
s
t
i
g
a
t
i
o
n
i
n
d
i
c
a
t
e
t
h
a
t
compaction will be most readily obtained by
m
e
a
n
s
o
f
h
e
a
v
y
r
u
b
b
e
r
t
i
r
e
d
g
r
a
d
i
n
g
equipment and sheepsfoot compactors. A
u
n
i
f
o
r
m
a
n
d
n
e
a
r
o
p
t
i
m
u
m
m
o
i
s
t
u
r
e
content should be maintained during fill place
m
e
n
t
a
n
d
c
o
m
p
a
c
t
i
o
n
.
November 11, 2003
-7-
Project No. 444-3161
03-10-183
Preparation of Slab and Paving Are
a
s
:
A
l
l
s
u
r
f
a
c
e
s
t
o
r
e
c
e
i
v
e
a
s
p
h
a
l
t
o
r
c
o
n
c
r
e
t
e
paving and exterior concrete slabs-
o
n
-
g
r
a
d
e
s
h
o
u
l
d
b
e
u
n
d
e
r
l
a
i
n
b
y
a
m
i
n
i
m
u
m
compacted fill thickness of 12 inches.
T
h
i
s
m
a
y
b
e
a
c
c
o
m
p
l
i
s
h
e
d
b
y
a
c
o
m
b
i
n
a
t
i
o
n
o
f
overexcavation, scarification an
d
r
e
c
o
m
p
a
c
t
i
o
n
o
f
t
h
e
s
u
r
f
a
c
e
s
o
i
l
s
,
a
n
d
t
h
e
placement of the excavated material
a
s
c
o
m
p
a
c
t
e
d
e
n
g
i
n
e
e
r
e
d
f
i
l
l
.
C
o
m
p
a
c
t
i
o
n
o
f
t
h
e
concrete slab areas should be to a
m
i
n
i
m
u
m
o
f
9
0
p
e
r
c
e
n
t
r
e
l
a
t
i
v
e
c
o
m
p
a
c
t
i
o
n
.
Compaction within the proposed
p
a
v
e
m
e
n
t
a
r
e
a
s
s
h
o
u
l
d
b
e
t
o
a
m
i
n
i
m
u
m
o
f
9
5
percent relative compaction.
5. Testing and Inspection: During gr
a
d
i
n
g
t
e
s
t
s
a
n
d
o
b
s
e
r
v
a
t
i
o
n
s
s
h
o
u
l
d
b
e
p
e
r
f
o
r
m
e
d
by the Soils Engineer or his represent
a
t
i
v
e
i
n
o
r
d
e
r
t
o
v
e
r
i
f
y
t
h
a
t
t
h
e
g
r
a
d
i
n
g
i
s
b
e
i
n
g
performed in accordance with the pr
o
j
e
c
t
s
p
e
c
i
f
i
c
a
t
i
o
n
s
.
F
i
e
l
d
d
e
n
s
i
t
y
t
e
s
t
i
n
g
s
h
a
l
l
be performed in accordance with a
p
p
l
i
c
a
b
l
e
A
S
T
M
t
e
s
t
s
t
a
n
d
a
r
d
s
.
T
h
e
m
i
n
i
m
u
m
acceptable degree of compaction sha
l
l
b
e
9
0
p
e
r
c
e
n
t
o
f
t
h
e
m
a
x
i
m
u
m
d
r
y
d
e
n
s
i
t
y
a
s
obtained by the ASTM D1557-91 te
s
t
m
e
t
h
o
d
.
W
h
e
r
e
t
e
s
t
i
n
g
i
n
d
i
c
a
t
e
s
i
n
s
u
f
f
i
c
i
e
n
t
density, additional compactive ef
f
o
r
t
s
h
a
l
l
b
e
a
p
p
l
i
e
d
u
n
t
i
l
r
e
t
e
s
t
i
n
g
i
n
d
i
c
a
t
e
s
satisfactory compaction.
GENERAL
The findings and recommendations pr
e
s
e
n
t
e
d
i
n
t
h
i
s
r
e
p
o
r
t
a
r
e
b
a
s
e
d
u
p
o
n
a
n
i
n
t
e
r
p
o
l
a
t
i
o
n
o
f
t
h
e
soil conditions between boring loca
t
i
o
n
s
a
n
d
e
x
t
r
a
p
o
l
a
t
i
o
n
o
f
t
h
e
s
e
c
o
n
d
i
t
i
o
n
s
t
h
r
o
u
g
h
o
u
t
t
h
e
proposed building area. Should con
d
i
t
i
o
n
s
e
n
c
o
u
n
t
e
r
e
d
d
u
r
i
n
g
g
r
a
d
i
n
g
a
p
p
e
a
r
d
i
f
f
e
r
e
n
t
t
h
a
n
t
h
o
s
e
indicated in this report, this office sh
o
u
l
d
b
e
n
o
t
i
f
i
e
d
.
This report is considered to he appli
c
a
b
l
e
f
o
r
u
s
e
b
y
L
a
C
o
s
t
a
R
e
s
o
r
t
a
n
d
S
p
a
f
o
r
t
h
e
s
p
e
c
i
f
i
c
s
i
t
e
a
n
d
project described herein. The use of
t
h
i
s
r
e
p
o
r
t
b
y
o
t
h
e
r
p
a
r
t
i
e
s
o
r
f
o
r
o
t
h
e
r
p
r
o
j
e
c
t
s
i
s
n
o
t
authorized. The recommendations
o
f
t
h
i
s
r
e
p
o
r
t
a
r
e
c
o
n
t
i
n
g
e
n
t
u
p
o
n
m
o
n
i
t
o
r
i
n
g
o
f
t
h
e
g
r
a
d
i
n
g
operations by a representative of Sla
d
d
e
n
E
n
g
i
n
e
e
r
i
n
g
.
A
l
l
r
e
c
o
m
m
e
n
d
a
t
i
o
n
s
a
r
e
c
o
n
s
i
d
e
r
e
d
t
o
b
e
tentative pending our review of the g
r
a
d
i
n
g
o
p
e
r
a
t
i
o
n
s
a
n
d
a
d
d
i
t
i
o
n
a
l
t
e
s
t
i
n
g
,
i
f
i
n
d
i
c
a
t
e
d
.
I
f
o
t
h
e
r
s
are employed to perform any soil testi
n
g
,
t
h
i
s
o
f
f
i
c
e
s
h
o
u
l
d
b
e
n
o
t
i
f
i
e
d
p
r
i
o
r
t
o
s
u
c
h
t
e
s
t
i
n
g
i
n
o
r
d
e
r
to coordinate any required site visits
b
y
o
u
r
r
e
p
r
e
s
e
n
t
a
t
i
v
e
a
n
d
t
o
a
s
s
u
r
e
i
n
d
e
m
n
i
f
i
c
a
t
i
o
n
o
f
S
l
a
d
d
e
n
Engineering.
We recommend that a pre-job confe
r
e
n
c
e
b
e
h
e
l
d
o
n
t
h
e
s
i
t
e
p
r
i
o
r
t
o
t
h
e
i
n
i
t
i
a
t
i
o
n
o
f
s
i
t
e
g
r
a
d
i
n
g
.
The purpose of this meeting will be to
a
s
s
u
r
e
a
c
o
m
p
l
e
t
e
u
n
d
e
r
s
t
a
n
d
i
n
g
o
f
t
h
e
r
e
c
o
m
m
e
n
d
a
t
i
o
n
s
presented in this report as they apply
t
o
t
h
e
a
c
t
u
a
l
g
r
a
d
i
n
g
p
e
r
f
o
r
m
e
d
.
Site Plan
Borings Logs
I
V
Sladden EngineerinE'
APPENDIX A
FIELD EXPLORATION
For our field. investigation, 11 exploratory boring
s
w
e
r
e
e
x
c
a
v
a
t
e
d
o
n
S
e
p
t
e
m
b
e
r
3
a
n
d
4
,
2
0
0
3
,
u
s
i
n
g
a truck mounted hollow stem auger rig (Mobile
B
6
1
)
.
T
h
e
a
p
p
r
o
x
i
m
a
t
e
b
o
r
i
n
g
l
o
c
a
t
i
o
n
s
a
r
e
indicated on the site plan included in this appen
d
i
x
.
C
o
n
t
i
n
u
o
u
s
l
o
g
s
o
f
t
h
e
m
a
t
e
r
i
a
l
s
e
n
c
o
u
n
t
e
r
e
d
were prepared during drilling by a representative of
S
l
a
d
d
e
n
E
n
g
i
n
e
e
r
i
n
g
.
B
o
r
i
n
g
l
o
g
s
a
r
e
i
n
c
l
u
d
e
d
in this appendix.
Representative undisturbed samples were obtai
n
e
d
w
i
t
h
i
n
o
u
r
b
o
r
i
n
g
s
b
y
d
r
i
v
i
n
g
a
t
h
i
n
-
w
a
l
l
e
d
s
t
e
e
l
penetration sampler (California split spoon sa
m
p
l
e
r
)
o
r
a
S
t
a
n
d
a
r
d
P
e
n
e
t
r
a
t
i
o
n
T
e
s
t
(
S
P
T
)
s
a
m
p
l
e
r
with a 140-pound hammer dropping approximately 3
0
i
n
c
h
e
s
(
A
S
T
M
D
1
5
8
6
)
.
T
h
e
n
u
m
b
e
r
o
f
b
l
o
w
s
required to drive the samplers 18 inches was r
e
c
o
r
d
e
d
i
n
6
-
i
n
c
h
i
n
c
r
e
m
e
n
t
s
a
n
d
b
l
o
w
c
o
u
n
t
.
s
a
r
e
indicated on the boring logs.
The California samplers are 3.0 inches in diamet
e
r
,
c
a
r
r
y
i
n
g
b
r
a
s
s
s
a
m
p
l
e
r
i
n
g
s
h
a
v
i
n
g
i
n
n
e
r
diameters of 2.5 inches. The standard penetrati
o
n
s
a
m
p
l
e
r
s
a
r
e
2
.
0
i
n
c
h
e
s
i
n
d
i
a
m
e
t
e
r
w
i
t
h
a
n
i
n
n
e
r
diameter of 1.5 inches. Undisturbed samples were re
m
o
v
e
d
f
r
o
m
t
h
e
s
a
m
p
l
e
r
a
n
d
p
l
a
c
e
d
i
n
m
o
i
s
t
u
r
e
sealed containers in order to preserve the natural soil
m
o
i
s
t
u
r
e
c
o
n
t
e
n
t
.
B
u
l
k
s
a
m
p
l
e
s
w
e
r
e
o
b
t
a
i
n
e
d
from the excavation spoils and samples wer
e
t
h
e
n
t
r
a
n
s
p
o
r
t
e
d
t
o
o
u
r
l
a
b
o
r
a
t
o
r
y
f
o
r
f
u
r
t
h
e
r
observations and testing. Samples were then transpo
r
t
e
d
t
o
o
u
r
l
a
b
o
r
a
t
o
r
y
f
o
r
f
u
r
t
h
e
r
o
b
s
e
r
v
a
t
i
o
n
s
- and testing.
Sladden Engineering
' Approximate Boring Locations
Boring Location Map
La Costa Resort
N.E.C. El Cam mo Real & Costa Del Mar Road
Carlsbad. California
Sladden Engineering
Project Number: 544-3161 1 Date: 11-10-03
1H
La Costa Resort
N.E.C. El Camino Real & Costa Del Mar Road / Carlsbad, California
Date 9-3-03 Boring No. 1 Lot 10 Job No.: 444-11
-
"
- .2
DESCRIPTION
CID
. REMARKS
°
/
• 10/13/19
Silty Clay: Brown,
slightly sandy
'. '•
CL
" 118 9 82% passing #200
10 • 18/26/37 Silty Clay: Brown with
interbedded silty clayey sand layers
CL ITS 13 82% passing #200
20
25
71
15/16/21
21/35/38
11/22/25
Silty Clay: Brown,
slightly sandy
CL 116 14 86% passing #200
Silty Clay: Brown with
interbedded silty clayey sand layers
CL 105 9 85% passing 4200
Clayey Sand: Brown,
slightly silty, fine grained
SC 19 39%passing#200
30
35
10/14P0
6/9/13
Silty Clay: Brown with
very silty sand layer 4" thick
CL 23 91% passing 4200
Silty Clay: Brown CL 25 88% passing #200 J
40
45
so
9/11/16
12/14/15
11/13/21
Silty Clay: Brown,
slightly sandy
CL -- 28 87% passing #200
Silty Clay: Brown
"
CL
---
21
30 1 ---
89% passing #200
95% passing #200
55
Recovered Sample iNote:
Standard Penetration
Sample 1the
The stratification lines represent the approximate
boundaries between the soil types;
transitions may be gradual.
Total Depth = 51.5'
No Bedrock
No Groundwater
La Costa Resort N.E.C. El Camino Real & Costa Del Mar Road / Carlsbad, California.. Date: 9-3-03
BoringNo. 2 - Lot 11 Job No.: 44- 4-3161
DESCRIPTION
ca on CS REMARKS
- .
- > c#L) -
C41
-/
- Clayey Sand: Brown, SC
-
slightly silty, fine grained
12117/20
123 9 - 44% passing 9200
•
10
• 13/40/45 Silty Clay: Brown, sandy CL 121 11 --- 79% passing 9200
Clayey Sand: Brown,
slightly silty SC 115 9 --- 38% passing 9200
is • 21/33/30
20 • 17/206 1.
" 103 7 -- 26% passing 4200
• Sand: Grey brown, fine grained
trace silt, trace clay
SF --- 5 -- 14% passing #200
25 [15/27/36
15/22/35
--- 4
-- 16% passing 9200
- Total Depth 3l.5' Recovered Sample
No Bedrock -
•
40
LII Standard Penetration
Sample
No Groundwater
45
50
-
Note: The stratification lines
represent the approximate
55
boundaries between the soil types; the transitions may be graduaL
-
La Costa Resort
N.E.C. El Camino Real & Costa Del Mar Road / Carlsbad,
C
a
l
i
f
o
r
n
i
a
Date: 9-3-03 Boring No. 3- Lot 15 Job No.: 1.44-3161
- DESCRIPTION
. REMARKS .2
- Silty Clay: Brown, CL
- slightly sandy
Scattered tree roots
12/13/17 '
oI V • 14/20/27
' 112 17 --- 83% passing 4200
15 • 23/33/37 Silty Clay: Brown, sandy CL 120 12 --- 86% passing 4200
20 U 17/23/24 Clayey Sand: Brown, veryclayey, SC 115 15 --- 46% passing 4200 silty, fine grained
11/19/26 Silty Sand: Grey brown,
fine grained
SM 9 -_ 21% passing 4200
3 0
-
- 16/50-5' Sand: Grey brown,
fine grained
SR I
-- 6% passing #200
-
35
-
40
45
50
-
-
Recovered Sample
Unrecovered Sample LE Standard Penetration
Sample.
Total Depth = 31.5
No Bedrock
No Groundwater
Note: The stratification lines
represent the approximate
boundaries between the soil ty
the transitions may be graduar
La Costa Resort N.E.C. El Camino Real & Costa Del Mar Road / Carl
s
b
a
d
,
C
a
l
i
f
o
r
n
i
a
Date: 9-3-03
Boring No. 4 - Lot 14 Job No.: 444-11
- — DESCRIPTION
REMARKS .2
Silty Clay: Brown with CL interbedded silty clayey sand layers
5/10/16 112 19 - 73% passing 4200
10 • 9/13/iS Silty Clay: Brown, CL 107 21 -- 84% passing 9200 slightly sandy
• 14/20/27 Clayey Silt: Brown, sandy ML 115 1.5 --- 78% passing #200
20 14124130 Silty Sand: Grey brown, SM 94 8 --- 19% passing 9200 - fine grained
Sand: Grey brown, SP 5 -- 6% passing #200
25
Li15I26/26 • tine grained
30 j 7/15/16 Silty Sand: Grey brown, SM
.. 12 --- 26% passing #200 1 tine rained
Total Depth 3l.5'
-
Recovered Sample
No Bedrock -
35
-
40
Standard Penetration
Sample
No Groundwater
45
so
-
Note: The stratification lines ss
represent the approximate
boundaries between the soil ty es;the transitions may be gradua
La Costa Resort N.E.C. El Camino Real & Costa Del Mar Road / Ca
r
l
s
b
a
d
,
C
a
l
i
f
o
r
n
i
a
Date: 9-3-03
Boring No. 5 - Lot 8 Job No.: 44 4ffl
.
DESCRIPTION
.
n
. REMARKS
Clayey Sand: Brown,
slightly silty, fine grained
SC
10
15
26/50-5"
19/30/37
M30/31/26 Clayey Sand: Brown, fine to
coarse grained, silty
SC 102 7 -- 23% passing #200
• - -
-
Sand: Brown, slightly silty,
slightly clayey, tine grained
SF/SM 102 3 --- 11% passing 9200
• -
- Sand: Grey brown,
Fine grained SP too I --- 3% passing #200
OT
25
35
15/15/15
7/10/13
7/9/9
8/9/8
Silty Sand: Grey brown,
tine grained S 102 22 --- 26% passing 9200
J Silty Clay: Brown
" '
CL
"
--- 37
37
-- 91% passing #200
92% passing #200
Gundwater 33'
Silty Clay: Brown with
J
very silty fine grained sand
CL --
layer 2" thick
22
---
78% passing #200
40
45
8/17/19
8/7/17
Silty Clay: Brown, stiff CL --- 17 --- 93% passing 4200
Silty Clay: Brown with
very silty fine grained sand
CL
layer 2" thick
22 -- 7% passing #200
so 7/14/19 Silty Clay: Brown, stiff CL --- 21 -- 92% passing 9200
55
Recovered Sample
fill Standard Penetration
Sample
Note: The stratification lines
represent the approximate
boundaries between the soil tyoes;
the transitions may be gradual.
Total Depth = 51.5' No Bedrock
Pt
La Costa Resort N.E.C. El Camino Real & Costa Del Mar Road / Ca
r
l
s
b
a
d
,
C
a
l
i
f
o
r
n
i
a
Da:-3-O3
Boring No. 6 - Lot 12 Job No._444TT
-
-
C DESCRIPTION 3-
• ZZ REMARKS
-
-
0 CJ
-
Silty Clay: Brown, sandy CL
-
• 9/13/23 '
' 108 16 --- 82% passing 4200
10 • 9/12116 Clayey Silt: Brown with ML 99 20 - 67% passing #200 thin interbedded silty fine to coarse grained sand layers
is • 16/35/43 Silty Clay: Brown, sandy CL 114 16 --- 85% passing #200
20 7 • 20/34/50 Silty Clay: Brown, stiff CL 115 17 9l% passing 9200
4 25
8/13/17 __ Clayey Silt: Brown with ML I --- 14 51% passing 9200 clayey, silty fine grained sand
laver 6"thick
°
1
9/16/17 Silty Sand: Grey brown,
fine SM
--- 6 19% passing #200
1
Total Depth = 3.1.5'
-
Recovered Sample
No Bedrock -
35
-
40
[[Standard Penetration
Sample
No Groundwater
45
50
-
Note: The stratification lines
-
represent the approximate
55
boundaries between the soil tYpes; the transitions may be gradua
La Costa Resort
N.E.C. El Camino Real & Costa Del
M
a
r
R
o
a
d
/
C
a
r
l
s
b
a
d
,
C
a
l
i
f
o
r
n
i
a
Date: 9-4-03
Rorin! No. 7 Lot 16 Job No.: 444-31
-• V
— 0 DESCRIPTION
. REMARKS
V.O
Ch
ej
U °
- Clayey Sand: Brown, SC slightly silty, fine grained
• 9/10/12 " " 108 10 - 22% passing 9200
10 • 10/15/19 Clayey Sand: Brown, fine to SC i io -- 24% passing #200 coarse grained, silty
11 Groundwater @ 14'
15
-4
31150-5" 121 10 --- 14%passing#200
20
- 015/18/18 Sand: Brown, slightly silty, SP/SM 107 16 -- 19% passing #200 - slightly clayey, fine grained
25 - Sand: Brown, slightly silty, SP/SM
-
19/25125 slightly clayey, fine to 13 - 13% passing #200 - - coarse grained with gravel
30 50-4'
" --- 9 --- Unrecovered sample
-
Total Depth = 31.5'
-
40
Recovered Sample
LI] Standard Penetration
Sample
No Bedrock
45
so
-
Note: The stratification lines - 55 represent the approximate
boundaries between the soil tyoes:
the transitions may be gradual.
La Costa Resort N.E.C. El Camino Real & Costa Del Mar Road
/
C
a
r
l
s
b
a
d
,
California Date: 9-4-03
RQjflallo. S - Lot 17 Job No.: 444-3 161
DESCRIPTION Cc : 1- REMARKS
C.
.2
0
Clayey Silt: Brown ML
• 6/1718
'. 100 21 - 85% passing 9200
Groundwater @ 9 10 U 9/9/12 Silty Clay: Brown with CL io 16 71% passing #200 slightly silty, slightly clayey
sand layer layer 6' thick
6/10/1 1 Silty Clay: Brown, CL 114 16 87% passing #200 slightly sandy
20 5/8 Silty Clay: Brown CL 111
J
IS - 93% passing #200
25 6/11/13 ' " " -- 17 -- 94% passing 9200
30
416/6 " " ' --- 1 8 --- 91% passing #200
35 J 6/10110 "
-- 19 --- 89% passing 4200
40 7/8110 "
" --- 16 --- 94% passing #200
4.5
5/6/6 " " -- 21 --- 87% pssing#200
r 50-2" Silty Clay: Brown, sandy CLso
23 --- 83% passing 4200
Total Depth = 51.5' Recovered Sample
Note: The stratification lines No Bedrock 55 [[Standard Penetration represent the approximate
boundaries between the soil types; Sample the transitions may be gradual.
La Costa Resort N.E.C. El Camino Real & Costa Del Mar Roa
d
/
C
a
r
l
s
b
a
d
,
C
a
l
i
f
o
r
n
i
a
2403 orinty 9 - Lot 11 Job No.: 444-3 11
.J DESCRIPTION
. REMARKS
co Q0
.
Asphalt 3" thick
- Silty Clay: Brown, sandy CL
• 619/13 ' ' 118 13 --- 82% passing #200
10 • 8/12/12 '
' (II 12 - 80% passing 9200
• 10/13/15 Silty Clay: Brown with CL ios 7 --- 68% passing #200 interbedded silty clayey sand layers
20 U 20/50-5' Clayey Sand: Brown, Sc 98 1 --- 32% passing #200 slightly silty, fine grained
25 19P4/24 Sand: Grey brown, SR/SM 3 -- 10% passing #200 - slightly silty, fine grained
30 T25/50-5" 4 --- 11% passing 9200
-
Total Depth3l.5'
•
Recovered Sample
No Bedrock -
No Groundwater
35
T
Standard Penetration
Sample
40
45
50
-
Note: The stratification lines
-
represent the approximate
55
boundaries between the soil types;
the transitions may be gradual.
La Costa Resort
- - N.E.C. El Camino Real & Costa Del Mar Road I Carlsbad, California Date: 9-4-03 Boring No. 10 - Lot 7 Job No.: 444-3 iT
- DESCRIPTION
REMARKS a- -
-
60
- Silty Clay: Dark grey CL
-/
7/ • 6/9/13 " 115 15 --- 86% passing #200
10 • 10/17/26 Silty Clay: Brown, sandy CL 116 14 --- 75% passing #200
15 i
'7/J • 16/19/29 Silty Clay: Brown CL 96 25 --- 93% passing 9200
20
I
U 20/17/21 Silty Clay: Dark grey CL 94 26 -- 97% passing #200
25 5/6/8 Silty Clay: Brown CL --- 29 --- 95% passing #200 : Groundwater @ 27' Z.
30 5/8/8
" ' --- 29 --- 88% passing 9200
-
Total Depth =31.5'
35
-
40
Recovered Sample
[[Standard Penetration
Sample
No Bedrock
45
50
Note: The stratification lines -
represent the approximate 55
boundaries between the soil types;
the transitions may be gradual.
La Costa Resort N.E.C. El Camino Real & Costa Del Mar Road
/
C
a
r
l
s
b
a
d
,
C
a
l
i
f
o
r
n
i
a
Date: 9-4-03
Boring Nn. 11 - Lot Job No.: 444-3il
= DESCRIPTION
REMARKS =
----
-
/
Silty Clay: Brown CL
08/11/15
' 108 17 --- 87% passing 9200
10/35/30 Sand: Brown, slightly silty, SP/SM 119 7 -- 150110 passing #200 - - slightly clayey, fine grained
- • 17/24/30 Sand: Grey brown, SF/SM 93 6 --- 11% passing 4200 - slightly silty, fine grained
20 • 21/24/30
-
- • Sand: Grey brown, SF 97 7 --- 4% passing 4200 fine grained
25
-
-7
-
7/9/22
7/9/9
Silty Clay: Brown, stiff
//
Groundwater
CL --- 29 --- 91% passing 4200
27'
J 30
Silty Clay: Brown, sandy CL --- --- --- 82% passing 4-200 -
35
-
40
45
50
-
-
I .
Recovered Sample
IU Standard Penetration
Sample
.
. Total Depth 3l.S'
No Bedrock
Note: The stratification lines
represent the approximate
boundaries between the soil types;
the transitions may be gradual.
APPENDIX B
Laboratory Testing
Laboratory Test Results
CT_ .11 -
APPENDIX B
LABORATORY TESTING
- Representative bulk and relatively undisturbed
s
o
i
l
s
a
m
p
l
e
s
w
e
r
e
o
b
t
a
i
n
e
d
i
n
t
h
e
f
i
e
l
d
a
n
d
r
e
t
u
r
n
e
d
to our laboratory for additional observati
o
n
s
a
n
d
t
e
s
t
i
n
g
.
L
a
b
o
r
a
t
o
r
y
t
e
s
t
i
n
g
w
a
s
g
e
n
e
r
a
l
l
y
performed in two phases. The first phase consis
t
e
d
o
f
t
e
s
t
i
n
g
i
n
o
r
d
e
r
t
o
d
e
t
e
r
m
i
n
e
t
h
e
c
o
m
p
a
c
t
i
o
n
o
f
the existing natural soil and the general en
g
i
n
e
e
r
i
n
g
c
l
a
s
s
i
f
i
c
a
t
i
o
n
s
o
f
t
h
e
soils underlying the site. This testing was performed in order to estim
a
t
e
t
h
e
e
n
g
i
n
e
e
r
i
n
g
c
h
a
r
a
c
t
e
r
i
s
t
i
c
s
o
f
t
h
e
s
o
i
l
a
n
d
t
o
serve as a basis for selecting samples for the se
c
o
n
d
p
h
a
s
e
o
f
t
e
s
t
i
n
g
.
T
h
e
s
e
c
o
n
d
p
h
a
s
e
c
o
n
s
i
s
t
e
d
o
f
soil mechanics testing. This testing including
c
o
n
s
o
l
i
d
a
t
i
o
n
,
s
h
e
a
r
s
t
r
e
n
g
t
h
a
n
d
e
x
p
a
n
s
i
o
n
t
e
s
t
i
n
g
was performed in order to provide a mean
s
o
f
d
e
v
e
l
o
p
i
n
g
s
p
e
c
i
f
i
c
d
e
s
i
g
n
r
e
c
o
m
m
e
n
d
a
t
i
o
n
s
b
a
s
e
d
o
n
the mechanical properties of the soil.
CLASSIFICATION AND COMPACTION T
E
S
T
I
N
G
Unit Weight and Moisture Content Determ
i
n
a
t
i
o
n
s
:
E
a
c
h
u
n
d
i
s
t
u
r
b
e
d
s
a
m
p
l
e
w
a
s
w
e
i
g
h
e
d
a
n
d
measured in order to determine its unit weig
h
t
.
A
s
m
a
l
l
p
o
r
t
i
o
n
o
f
e
a
c
h
s
a
m
p
l
e
w
a
s
t
h
e
n
s
u
b
j
e
c
t
e
d
to testing in order to determine its moisture
c
o
n
t
e
n
t
.
T
h
i
s
w
a
s
u
s
e
d
i
n
o
r
d
e
r
t
o
d
e
t
e
r
m
i
n
e
t
h
e
d
r
y
density of the soil in its natural condition. T
h
e
r
e
s
u
l
t
s
o
f
t
h
i
s
t
e
s
t
i
n
g
a
r
e
s
h
o
w
n
o
n
t
h
e
B
o
r
i
n
g
L
o
g
s
.
Maximum Density-Optimum Moisture Dete
r
m
i
n
a
t
i
o
n
s
:
R
e
p
r
e
s
e
n
t
a
t
i
v
e
s
o
i
l
t
y
p
e
s
w
e
r
e
s
e
l
e
c
t
e
d
f
o
r
maximum density determinations. This te
s
t
i
n
g
w
a
s
p
e
r
f
o
r
m
e
d
i
n
a
c
c
o
r
d
a
n
c
e
w
i
t
h
t
h
e
A
S
T
M
Standard D1557-91, Test Method A. The
r
e
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appendix. The maximum densities are co
m
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determine the existing relative compactio
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B
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L
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s
,
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useful in estimating the strength and compr
e
s
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b
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o
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.
Classification Testing: Soil samples were s
e
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d
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c
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f
mechanical grain size analyses and Atterb
e
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L
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m
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p
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a
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developing classifications for the soil in acco
r
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U
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S
y
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m
.
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classification system categorizes the soil i
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c
h
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t
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s
.
T
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e
results of this testing are very useful in det
e
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g
v
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i
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s
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c
t
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g
s
a
m
p
l
e
s
f
o
r
further testing.
SOIL MECHANIC'S TESTING
Direct Shear Testing: Three bulk sampl
e
s
w
e
r
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s
e
l
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c
t
e
d
f
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D
i
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a
r
T
e
s
t
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g
.
T
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t
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g
measures the shear strength of the soil un
d
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,
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d
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p
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g
parameters for foundation design and later
a
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s
i
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n
.
T
e
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w
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d
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p
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t
specimens, which were saturated prior to te
s
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g
.
T
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g
w
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o
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d
test apparatus with normal pressures rangin
g
f
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m
8
0
0
t
o
2
3
0
0
p
o
u
n
d
s
p
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s
q
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a
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e
f
o
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t
.
Expansion Testing: Three bulk samples w
e
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e
s
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c
t
e
d
f
o
r
E
x
p
a
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s
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g
.
E
x
p
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s
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t
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s
t
i
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g
w
a
s
performed in accordance with the UBC Stan
d
a
r
d
1
8
-
2
.
T
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t
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c
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m
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4
-inch diameter by 1-inch thick test specimens to a
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approximately 50 percent saturation. The
s
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1
4
4
p
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square foot and allowed to reach equilibriu
m
.
A
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d
a
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d
w
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distilled water. The linear expansion is then
m
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a
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e
d
u
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t
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c
o
m
p
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t
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.
Consolidation Testing: Eight relatively undist
u
r
b
e
d
s
a
m
p
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e
s
w
e
r
e
s
e
l
e
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s
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a
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g
.
For this testing one-inch thick test specimens
a
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a
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i
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g
f
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5
7
5
p
s
f
t
o
11520 psf applied progressively. The cons
o
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a
t
i
o
n
a
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e
a
c
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l
o
a
d
i
n
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t
w
a
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c
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d
p
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t
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placement of each subsequent load. The s
p
e
c
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e
n
s
w
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s
a
t
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a
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e
d
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e
5
7
5
p
s
f
o
r
7
2
0
p
s
f
l
o
a
d
increment.
---
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ELMMMM
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145
140
35
130
125
110
105
120
Maximum Density/Optimum
M
o
i
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t
u
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e
ASTM D69/D 1557
October 3, 2003
ASTMD-1557 A,
Rammer Type: Machine
Project Number: 444-3161
Project Name: La Costa Villas Lab ID Number:
Sample Location: Bulk 1 @ 15-20' Description: Sandy Silt with Traces of Clay
Maximum Density: 123 pcf Optimum Moisture 9%
Sieve Size % Retained
I,1l
, Ott
5 10 15
Moisture Content, %
20 25
Maximum Density/Optimum Moi
s
t
u
r
e
ASTM 0698/D 1557
Project Number: 444-3 161
Project Name: La Costa Villas
Lab ID Number:
Sample Location: Bulk 3 @ 25-30' Description: Sand
Maximum Density: 107 pcf Optimum Moisture 8%
Sieve Size % Retained
if"1t j4
October 3, 2003
ASTMD-1557 A
Rammer Type: Machine
45
40
135
130
125
120
115
110
105
100 ,
0
--------
-
-
--- - r—U----- _
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_________
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---- ______
5 10 15 20 25 30 35 40 45
Maximum Density/Optimum Moisture
ASTM D6981D 1557
Project Number: 444-3161
Project Name: La Costa Villas Lab ID Number:
Sample Location: Bulk 7 @ 1-5' Description: Silty Sand with Traces of Clay
Maximum Density: 116 pcf Optimum Moisture 12%
Sieve Size % Retained
October 3, 2003
ASTMD-1557 A
Rammer Type: Machine
ME -
<— Zero Air Voids ines,
-------l__---____
_
_
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-
--__-------------
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_
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105
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145
140
135
30
125
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I £5
1 10 -
too-,
0 5 ID 15 20 25 30 35 40 45
Direct Shear ASTM D 3080-90
(modified for unconsolidated, undrai
n
e
d
c
o
n
d
i
t
i
o
n
s
)
Job Number 444-3161
Job Name La Costa Villas
Lab ID No.
Sample ID Bulk 1 @ 0-5
Classification Sandy Silt with Traces
o
f
C
l
a
y
Sample Type Remolded @ 90% of Maximum Density
October 3, 2003
Initial Dry Density: 112.0 pcI
Initial Mosture Content: 9.0 %
Peak Friction Angle (0): 340
Cohesion (c): 90 psf
Test Results 1 2 3 4 Average Moisture Content,% 16.5 16.5 16.5 16.5 16.5 Saturation, % 88.5 88.5 88.5 88.5 88.5 Normal Stress, kips 0.151 0.301 0.603 1 1.206
1
Peak Stress, kips 0.135 0.351 0.504 0.891
1
Peak Stress -Linear (Peak Stress)}
1 .2
10
__
J
------
-
-
-
i
-
-
-
-
06
0.4 --
-
0.0 -
-.--
-
-
-
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0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4
Normal Stress
Direct Shear ASTM D 3080-90
(modified for unconsolidated, und
r
a
i
n
e
d
c
o
n
d
i
t
i
o
n
s
)
Job Number 444-3161
Job Name La Costa Villas
Lab ID No.
Sample ID Bulk 3 @ 25-30
Classification Sand
Sample Type Remolded
@ 90% of Maximum Density
October 3, 20Q3
Initial Dry Density: 95.1 pcf
Initial Mosture Content: 8.0 %
Peak Friction Angle (0): 370
Cohesion (c): 130 psf
Test Results 1 2 3 4 Average
Moisture Content, %
26.6 26.6 26.6 26.6 26.6 Saturation,% 93.1 93.1 93.1 93.1 93.1 Normal Stress, kips 0.151 0.301 0.603 1.206
Peak Stress, kips 0.099 0.405 0.765 0.954 I
Peak Stress —Linear (Peak Stress)
--
1.0
—
06
;7. 04
0.2
::
1.0 1.2 1.4 Normal Stress
Direct Shear ASTM D 3080-90
(modified for unconsolidated, undra
i
n
e
d
c
o
n
d
i
t
i
o
n
s
)
Job Number 444-3161
Job Name La Costa Villas
Lab ID No.
Sample ID Bulk 7@0-5'
Classification Silty Sand with Traces of Clay
Sample Type Remolded @ 90% of Maximum Density
October 3, 2003
Initial Dry Density: 102.3 pcf
Initial Mosture Content: 12.0 %
Peak Friction Angle (0): 26°
Cohesion (C): 80 psf
Test Results 1 2 3 4 Average Moisture Content,% 24.4 24.4 24.4 24.4 24.4 Saturation,% 101.5 101.5 101.5 101.5 101.5 Normal Stress, kips 0.151 0.301 0.603 1.206
Peak Stress, kips
1 0.162 0.207 0.396 [ 0.675
PeakStress - Linear (Peak Stress)]
1.
2
-
-
1,0 -
- -
--
-
--*
--
--
--
-
_1.2
1.4 Normal Stress
One Dimensional Consolidation
ASTM D2435 & D5333
Job Number: 444-3161
October 3, 2003 Job Name: La Costa Villas Initial Dry Density, pcf: 114.5 Sample ID: Boring 1 @ 15' Initial Moisture, %: 14 Soil Description: Sandy Silt
Initial Void Ratio: 0.456 Specific Gravity: 2.67
% Change in Height vs Norma' Presssure Diagram
—9-- Before Saturation —h-- After Saturation
Rebound - —*--Hydro Consolidation
---- -- --- — ---
--__--- — -----------
-
-
--
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-
-
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----
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----------
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milli ------------
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-
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------------
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- -- -- -v U----
,
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
One Dimensional Consolidation
ASTM D2435 & D5333
-
Job Number: 444-3 161
Job Name: La Costa Villas
Sample ID: Boring I @ 20' Soil Description: Silty Sand
-
October 3, 2003
Initial Dry Density, pcf: 105.1 Initial Moisture, %: 9 Initial Void Ratio: 0.587 Specific Gravity: 2.67
°h Change in Height vs Normal Presssure Diagram
—e-- Before Saturation —er-- After Saturation
--- Rebound —*— Hydro Consolidation
---- - ---------
-
-
-
---- ;======—_—
— ——-------
-
-
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--------
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---------
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--
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-
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------------
--------------
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-
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---------------
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---------------
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-
-
-
-
-
-
-
-
-
-
L'J
0.0 t.0 2.0 3.0 4.0 5.0 6.0 7,0
One Dimensional Consolidation
ASTM D2435 & D5333
Job Number: 444-3 161
October 3, 2003 Job Name: La Costa Villas
Initial Dry Density, pcf: 122.8
Sample ID: Boring 2 @ 5' Initial Moisture, %: 9
Soil Description: Silty Sand
Initial Void Ratio: 0.357 Specific Gravity: 2.67
% Change in Height vs Normal Presssure Diagra
m
-
--- Before Saturation —a— After Saturation —e--- Rebound —s-- Hydro Consolidation
- --- - 1•
-- I IWO
IN __._____
4lL
u — I__
r• f _________
__—_---_.
NO
WINE __________
_
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—•_________
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a___-- ___-- ---------=-----
-
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-
IWWO ._______-_
-
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—n_-----________----_—_-
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---------
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EMMI ON
OWNWOMMEN WOMIUMMUN ---------
-----------
-
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__•_______.
on
IMN
0=01
001 WMEMIN NO NOM- ______ --!______a_.__----------
-
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ENUMMEMON
---------- —_-----_._
! _
____-----_
_
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----------------
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MOUNI
NOOMEN
OWENNEW
221012 WO ON IMMOOMIM
-tJ
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
0
One Dimensional Consolidation
ASTM D2435 & D5333
-1
Job Number: 444-3161
Job Name: La Costa Villas
Sample ID: Boring 2 @ 10'
Soil Description: Silty Sand
October 3, 2003
Initial Dry Density, pcf: 116.8 Initial Moisture, %: 11 Initial Void Ratio: 0.427 Specific Gravity: 2.67
% Change in Height vs Normal Presssure Diagram
—e— Before Saturation —k —After Saturation
—e--Rebound -*-- Hydra Consolidation
ne- ---- ---------------
WIN
-----------------
---------------------
-
-
-
-
-
-
-
-------------------
-------------------
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---------------
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--------------
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-
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-
-U-- ----s
--------------
-
-
-
-
-
-
-
-
-
-
-
-
- ------------------
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-----.----------
BIMINI -------____---_-_--
-------------
-
-
-
-
-
-
-- ----------.---------
-
-
-
-
-
-
-
-
-
-
-
-
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-
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-
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-------------------
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-
-
-
-
-
-
-
-
-
--------------- 01
In no
IV
0.0 0.5 .1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
One Dimensional Consolidation
ASIM D2435 & D5333
Job Number: 444-3161
October 3, 2003 Job Name: La Costa Villas
Initial Dry Density, pcf:
120.3
Sample ID: Boring 3 @ 15'
Initial Moisture, %: 12
Soil Description: Silty Sand
Initial Void Ratio: 0.386 Specific Gravity: 2.67
% Change in Height vs Normal Presssur
e
D
i
a
g
r
a
m
-4--- Before Saturation
-- After Saturation
-G--- Rebound -*-- Hydro Consolidation I 1
------- ----
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-
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-
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------------
-9
_____
-----------
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-
-------------
-
-
-
4.0 5.0 6.0 7.0
-t
-2 H
-4 ,
-8
11)
0.0 LO 2.0 3.0
One Dimensional Consolidation
ASTM D2435 & D5333
Job Number: 444-3161
October 3, 2003
Job Name: La Costa Villas
Initial Dry Density, pcf: 113.5 Sample ID: Boring 3 @ 20'
Initial Moisture, %:
15 Soil Description: Sandy Sill
Initial Void Ratio: 0.469
Specific Gravity: 2.67
% Change in Height vs Normal Presssure Diagr
a
m
—4--Before Saturation ---After Saturation
—e-- Rebound
-
—I— Hydro Consolidation
----
-
- ------- -----
---------
-
-
----- ----
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----- ---------
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-
-
-
-9
-10', I
-2 -
-6
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
0
One Dimensional Consolidation
ASTM D2435 & D5333
Job Number: 444-3 161
Job Name: La Costa Villas
Sample ID: Boring 8 @ IS'
Soil Description: Silty Sand
October 3, 2003
Initial Dry Density, pcf: 108.2
Initial Moisture, %:
16
Initial Void Ratio:
0.541
Specific Gravity: 2.67
% Change in Height vs Normal Presssure Diagram
Before Saturation Saturation —h-- After Saturation
Rebound —*—Hydro Consolidation
--
—. f a
Ii ---- —a__a--
--- -------
-
-
-
-
-
-
-
-
MINIMS 1M1111I1MIM
____-.-_---------___
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-to-,
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-6
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
One Dimensional Consolidation
ASTM D2435 & 05333
Job Number: 444-3161
October 3, 2003 Job Name: La Costa Villas
Initial Dry Density, pcf:
110.6
Sample ID: Boring 8 20'
Initial Moisture, %:
18
Soil Description: Silty Sand
Initial Void Ratio: 0.507
Specific Gravity:
2.67
% Change in Height vs Normal Press
s
u
r
e
D
i
a
g
r
a
m
—0— Before Saturation
--- After Saturation
-9--- Rebound
-- Hydro Consolidation
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-
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-
-
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--------
__...- ________ __.—_ MEMME
—
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_____
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SIEMENS MUMIM MIN
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WINE! MINE
JEWUM
WINUMIN IM _1 01
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
One Dimensional Consolidation
ASTM D2435 & D5333
Job Number: 444-3161
October 3, 2003 Job Name: La Costa Villas
Initial Dry Density, pcf:
9 4. 3
Sample ID: Boring lO@ 15'
Initial Moisture, %: 25
Soil Description: Silty Clay
Initial Void Ratio: 0.767 Specific Gravity: 2.67
it,
% Change in Height vs Normal Presssure Diagram
T -'-- Before Saturation -z--- After Saturation —8—Rebound
--Hydro Consolidation
-- - -- ---------
-
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-
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-
-
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__ ---
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 7.0
One Dimensional Consolid
a
t
i
o
n
ASTM D2435 & D5333
Job Number: 444-3161
October 3, 2003 Job Name: La Costa Villas
Initial Dry Density, pcf:
92.2
Sample ID: Boring 10 @ 20'
Initial Moisture, %: 26
Soil Description: Silty Clay
Initial Void Ratio: 0.807 Specific Gravity: 2.67
% Change in Height vs Normal Press
s
u
r
e
D
i
a
g
r
a
m
—0 --Before Saturation —---After Saturation —e-- Rebound
-- Hydro Consolidation
-
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-
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-
-
-
-
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-
3.0 40 5.0 6.0 7.0
-3 -
-4-
-6 -
-7
-9 -
-l0 -
0.0 1.0 2.0
One Dimensional Consolidation
ASTM D2435 & D5333
Job Number: 444-3161
October 3, 2003 Job Name: La Costa Villas Initial Dry Density, pcf: 105.1 Sample ID: Boring 11 @ 5
Initial Moisture, %: 17 Soil Description: Sandy Silt
Initial Void Ratio: 0.586 Specific Gravity: 2.67
0-
% Change in Height vs Normal Presssure
D
i
a
g
r
a
m
-4---- Before Saturation —a-- After Saturation —e—Rebourd —*--Hydro ConsoUdation
-------
----
___. ... .•___________
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_
_
_
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-
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_
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- ----n-- --
_________
_
_
_
_
_
_
_
_
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-- -------------
-
-
-
-
-
NOON
------------
-
-
-
-
-
-
-
----- -----___-----
-
-
— --------- --------_--=i_==—=
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-____------__-
---------
--------
-----
mm
MMANNOMMOU
----------
-
-----------
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
---------
------------
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-----
- -------------
-
-
-
-
-
-
-
-
-
F------ --------
-
-
-
----- -----------
-
-
-
-
-
-
-
-
-
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-
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- -----------
-
-
-
-
-
-
-
-
-
MOMMOMM
MMM1MKM-
WON ___—_------__-- --------------
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
MOMMUMN NO --------------
-------
--------
-
-
-
-
-
-
-
-
-
-
-
-
--------
--------
------
_____
__-------------
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
MMMMIMM
NNOWN
----------
-
-
-
-
-
-
-
-
-
-
-
-
-
-
IN
MOMMIMM
WON
MWO
MOON
MMMMMMMM NOW
MWOOM WWWWOM ------.-------------a '—.
wool IMMMO 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
One Dimensional Consolidation
ASTM D2435 & D5333
Job Number: 444-3161
October 3, 2003 Job Name: La Costa Villas
Initial Dry Density, pcf: 118.0
Sample ID: Boring 11 @ 10'
Initial Moisture, %:
7
Soil Description: Silty
S
a
n
d
Initial Void Ratio:
0.412
Specific Gravity:
2.67
% Change in Height vs Normal Presssure Diagram
-- Before Saturation —h-- After Saturation
-9-- Rebound —I— Hydro Consolidation
WMENOMMOVE OWNER
NONE M-.Mm UNWOROMEN NONUNION
NOWNWINSM--------------
-
-
-
VIONW--- NO so
NOW
-)
MEN
MOURN
INNEENNOU
MINNOW
SON
--------------
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
INNE -5
100
WHOMMIMMONE
INEWN001---
------------
-
-
--
-6
_________
_
_
_
_
_
_
_
------- ---- ------- ---------
- _______--
-
-
-
-
-
-
-
-
-
_
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-7
1KNOWN IN
MEN USIM
10 El IN -8
NIXON -9
WIN MW WOMINUMMM INION 01000 INN
ON
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-4-
in
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
Gradation
ASTM CI 17 & C136
Project Number: 444-3161
Project Name: La Costa Villas
Sample ID: Bulk 1. @ 15-20'
Sieve Sieve Percent Size, in Size, mm Passing ii' 254 100 3/4" 19.1 100 1/2" 12.7 100 3/8" 9.53 100 #4 4.75 100 #8 2.36 100 #16 1.18 100 #30 0.60 100 450 0.30 97 #100 0.15 84 9200 0.074 58
100 •• --.-+----t
1 1 1 1 1 1 1
f
it
ft
70 - it I Vi I I I I
60 jjj
it I :
I it
40 if
30
to JLLLJL. E L
100.0 10.0 1.0 0.1 0.0 0.0
Sieve Size, mm
1
Gradation
ASTM C117 & C136
Project Number: 444-3161
Project Name: La Costa Villas
Sample ID: Bulk 3 @ 25-30'
Sieve Sieve Percent Size, in Size, mm Passing 1" 25.4 100 3/4" 19.1 100 lIT' 127 100 3/8" 9.53 100 94 4.75 100 98 2.36 100 #16 1.18 100 430 0.60 100 950 0.30 100 #100 0.15 48 9200 0.074 9
100
JIIIi___ 90 80
70 LH:H jj:L 60 .i 1 - -
111 1. - - .
30
- .
cc 50
I Tj
20 hl I I I
to rHt1
100.0 10.0 1.0 0.1 0.0 0.0
Sieve Size, mm
Gradation
ASTM C1 17 & C136
Project Number: 444-3161
Project Name: La Costa Villas
Sample ID: Bulk 7@ 1-5'
Sieve Sieve Percent Size, in Size, mm Passing
254 100 3/4" 19.1 100 1/2" 127 100 3/8" 9.53 100 #4 4.75 97 #8 2.36 96 #16 1.18 93 930 0.60 88 #50 0.30 78 #100 0.15 63 4200 0.074 48
1::E
11
'1+ i] 80
70
to 1
1
Qu
50
30
20
----
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-
.
-
-
-
.
-
-
-
40
±:1EE
If 1 1 1 HI M I r
100.0 10.0 1.0 0.1 0.0 0.0
Sieve Size, mm
Gradation
ASTM CI 17 & C36
Project Number: 444-3161
Project Name: La Costa Villas
Sample ID: Boring 7 @ 5'
Sieve Sieve Percent Size, in Size, mm Passing 1" 254 100 3/4" 19.1 100 1/2" 12.7 100
9.53 100 #4 4.75 98 48. 2.36 93 916 1.18 86 430 0.60 75 450 0.30 54 9100 0.15 31 #200 0.074 22
100
90
80
70 EE111 1EEEEE H\EEI"I I i I I I I Ili I IJE'EE 60
50 1IfII Ii
40 EE I E1_ 30 H I!
E
1
0
20 I1IE :ti tI:r r:: iHL_L .L_ ..__fI.L_f L
L
_
E1 I:F:[:H[L L{EJ i:E i. .:L.:.. Hi ll . 100.0 - 10.0 1.0 0.1 0.0 0.0
Sieve Size, mm
Expansion Index
ASTM ID 48291UBC 29-2
Job Number:
Job Name:
Lab ID:
Sample ID:
Soil Description:
444-3161
La Costa Villas
Bulk I 0-5'
Sandy Silt with Traces of Clay
Date
Tech
10/3/03
Jake
Wt of Soil + Ring: 595.0
Weight of Ring: 179.0
Wt of Wet Soil: 416.0
Percent Moisture: 8%
Wet Density, pcf: 126.0
[Dry Denstiy, pcf: 11.6.7
Saturation: 1 48.7
Exnansion
Date/Time 10/7/03 11:50 a.m.
Initial Reading 0.500
Final Reading 0.581
Expansion Index
81
(Final - Initial) x 1000
El
Sladden Engineering
Revised 12/10102
Expansion Index
ASTM D 48291UBC 29-2
Job Number: 444-3161
Date: 10/3/03 Job Name: La Costa Villas
Tech: Jake Lab ID:
Sample ID: Bulk 3 P, 2530t
Soil Description: Sand
Wt of Soil + Ring: 620.0
Weight of Ring: 179.0
Wt of Wet Soil: 441.0
Percent Moisture: 6%
Wet Density, pcf: 133.6
Dry Denstiy, pcf: 126.1
1% Saturation: 48.1
Expansion Rack #
Date/Time 10/6/03 7 8:00 a.m.
Initial Reading 0.500
Final Reading 0.501
Expansion Index
I
(Final - Initial) x 1000
E
Sladden Engineering
aevised 12/10/02
Expansion Index
ASIM D 48291UBC 29-2
Job Number:
Job Name:
Lab ID:
Sample ID:
Soil Description
444-3161
La Costa Villas
Bulk 7 @ 0-5'
Silty Sand with Traces of Clay
Date:
Tech:
10/3/03
Jake
Wt of Soil + Ring: 565.0
Weight of Ring: 179.0
Wt of Wet Soil: 386.0
Percent Moisture:
1 11%
Wet Density, pcf: 117.0
Dry Denstiy, pef: 105.4
Saturation: 1 49.6 I
ExDansion
Date/Time 10/9/03 7:30 a.m.
Initial Reading 0.500
Final Reading 0.542
Expansion Index 42
(Final -Initial) x 1000
LI Siadden Engineering
Revised 12110/02
ANAHEIM TEST LABORATORY
3008 S. ORANGE AVENUE
SANTA ANA. CALIFORNIA 92707
PHONE 14) 549-7267
TO: SLADDEN ENGINEERING:
DATE: 9 /2 2/03
6782 STANTON AVE. SUITE A
BUENA PARK, CA. 90621
P.O-NO-Chain of Custody
ATTN: BRETT/DAVE Spp No.
Lb.No. A-38 1 5 1-2
Sdc:
MeaI: SOIL PROJECT: #444-3161
ANALYTICAL REPORT
CORROSION SERIES
SUMMARY OF DATA
pH SOLUBLE SULFATES SOLUBLE CHLORIDES MIN. RESISTIVITY
per CA. 417 per CA. 422 per CA. 643
ppm ppm ohm-cm
#1 B-7 @ V-5' 6.5 774 304 600 max
#2 8-1 @ 15'-20' 6.6 1,832 364 600 max
F%4 02
'I
1 ,- .... _.a. ..r.. .. /
APPENDIX C
1997 UBC Seismic Design Criteria
1997 UNIFORM BUILDING CODE SEISMIC DESIGN INFOR
M
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The International Conference of Building Of
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substantial revisions and additions to the earthquake
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contained in the 1997 code that will be relevant
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summarized below.
Ground shaking is expected to be the primary ha
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proximity to significant faults capable of generat
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considered to be most likely to create strong ground s
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Fault Zone
Approximate Distance
From Site
Fault Type
(1997 UBC)
Newport Inglewood 16.8 km B
Rose Canyon Fault 8.8 km B
Based on our field observations and understandin
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type judged applicable to this site is S0, generally described as stiff or dense soil. Th
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located within UBC Seismic Zone 4. The follo
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factors relevant to seismic mitigation for design is a
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Near-Source Near-Source Seismic Seismic Seismic Acceleration Velocity Coefficient Coefficient Source Factor, N1 Factor, N,, Ca C,,
Newport 1.0 1.0 O.44 N1 0.64N,, Inglewood
Rose Canyon Fault 1.0 1.05 [ 0.44 N1 1 0.64 N,,
* *********** *** **+* *** *
-
E FAULT *
*
Version 3.00 *
-
*
DETERMINISTIC ESTIMATION OF
PEAK ACCELERATION FROM DIGITIZED F
A
U
L
T
S
JOB NUMBER: 544-2063
DATE: 06-23-2002
- JOB NAME: Costa Del. Mar Road / Car
l
s
b
a
d
CALCULATION NAME: Test Run AnaLysis
FAULT- DATA- FILE NAME: CDMGFLTE DAT
SITE COORDINATES:
SITE LATITUDE: 33.0889
SITE LONGITUDE: 117.2678
SEARCH RADIUS: 100 ml
ATTENUATION RELATION: 5) Boore et al. (1997) Horiz.
- SOIL (310) UNCERTAINTY (M=Median, S=Signa): M
Number of Sigmas: 0.0 DISTANCE MEASURE: cd2drp
SCOND: 0
Basement Deoth: 5.00 kin Campbell SSR: Campbell SHR: COMPUTE PEAR HORIZONTAL ACCELERATION
FAULT-DATA FILE USED: CDMGFLTE.DAT
MINIMUM DEPTH VALUE (.km): 0.0
---------------
EQE'AIJLT SUMMARY ---------------
DETERMINISTIC SITE PARAMETERS -----------------------------
Page 1 -----------------------------------------------
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ESTIMATED MAX. EARTHQUAKE EVENT APPROXIMATE ABBREVIATED ) DISTANCE I MAXIMUM I PEAK lEST. SITE FAULT NAME I mi (kin) 1EARTHQUAKE1 SITE
I
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S
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MAG. (MW) ) ACCEL. g )MOD.MERC.
ROSE CANYON
NEWPORT-tJGLEWOOD (Offshore) CORONADO BANK
ELSINORE-TEMECULA
ELSINORE-JULIAN
ELSINORE-GLEN IVY
EARTHQUAKE VALLEY
?ALOS VERDES
SAN JACINTO-ANZA
SAN JACINTO-SAN JACINTO VALL
SAN JACINTO-COYOTE CREEK
NEWPORT-INGLEWOOD (L.A.Basin)
CHINO-CENTRAL AVE. (Elsinore)
ELSINORE-COYOTE MOUNTAIN
JHITTIER
COMPTON THRUST
SAN JACINTO - BORREGO
SAN JACINTO-SAN BERNARDINO
ELYSIAN PARK THRUST
SAN ANDREAS - San Bernardino
SAN ANDREAS
- Southern
SAN JOSE
SAN ANDREAS - Coachella
PINTO MOUNTAIN
CUCAMONGA
SIERRA MADRE
SUPERSTITION MTh. (San Jacint
BURNT MTN.
NORTH FRONTAL FAULT ZONE (Wes
EUREKA PEAK
ELiMORE RANCH
CL EG HO RN
NORTH FRONTAL FAULT ZONE (Eas
SUPERSTITION HILLS (San Jacin
LAGUNA SPLLADA
SAN ANDREAS - 1857 Rupture
SAN ANDREAS - Mojave
RAYMOND
CLAMS HELL-SAWP IT
VERDUGO
5.5) 8.8)) 6.9 1 0.332 I IX 10.4( 16.8)) 6.9 ) 0.220 1 IX 20.6( 33.2)) 7.4 1 0.173 V17- 39.9)) 2 4.8) 6.8 1 0.110 VII 24.8) 39.9)) 7.1 i 0.129 ) VI r 38.6( 62.1)) 6.3 ) 0.078 I vi: 40.3) 64.8) 1 6.5 I 0.065 i VI 41.1( 66.1)) 7.1 1 0.087 1 Vii 47.7) 76.7)) 7.2 1 0.082 1 VII C I 49.3( 79.4)) 6.9 1 0.068 1 VI 50.8( 81.8)) 6.8 1 0.063 1 VI 52.2( 84.0)) 6.9 0.065 ) VI 52.8) 84.9)) 6.7 1 0.071 1 VI 53.1) 85.5)) 6.8 1 0.061 ) VI 57.0( 91.8)) 6.8 ) 0.058 ) VI 61.8) 99.5 ) 1 6.8 I 0.066 ) VI 62.6) 100.8)) 6.6 1 0.048 ) VI 64.1( 103.2)) 6.7 I 0.050 1 VI 64.5) 103.8)) 6.7 ) 0.061 ! VI 67.4) 108.4)) 7.3 ) 0.066 1 VI 67.4) 108.4)! 7.4 ) 0.070 ! VI 73.8) 118.8)) 6.5 1 0.049 ) VI 73.3) 118.8)! 7.1. 1 0.055 ! VI 74.0( 119.1)! 7.0 I 0.052 ) VI 76.2) 122.7)! 7.0 1 0.062 1 VI 76.5( 123.1)) 7.0 ) 0.062 ! Vi 78.2( 125.8)) 6.6 I 0.041 f V 78.5) 126.3)) 6.4 1 0.037 I V 79.5( 128.0)) 7.0 ! 0.060 I VI 81.2( 130,7)) 6.4 I 0.036 I V 81.9) 131.8)) 6.6 ! 0.039 ! V 81.9) 131.8)) 6.5 ! 0.037 J V 82.7) 133.1)) 6.7 ) 0.050 ! VI o) ) 83.0) 133.5)) 6.6 I 0.039 ) V 84.1( 135.3)) 7.0 I 0.048 I VI 85.7( 138.0)) 7.8 I 0.071 I VI 85.7) 138.0)) 7.1 I 0.049 ! VI 85.9) 138.2)) 6.5 I 0.044 ) VI 86.1) 138.5)1 6.5 I 0.044 ) VI 1 88.4) 142.3)) 6.7 1 0.047 1 VI
-----------------------------
DETERMINISTIC SITE PARAMET
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Page 2 -----------------------------------
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ESTIMATED MAX. EARTHQUAKE EVENT APPROXIMATE I ------------------------------
-
ABBREVIATED DISTANCE MAXIMUM I PEAK lEST. SITE
FAULT NAME I mi (km) )EARTHQUAKE) SITE I INTENSITY
= = = = == = I ======= =
I
= == I
MAG.(Mw) I ACCEL.g IMODJ4ERC. LANDERS
1 89.1( 143.4))
======== =
7.3 1 0.053
=
1 VI
HOLLYWOOD
1 90.4( 145.5)) 6.4 1 0.040 1 V
HELENDALE - S. LOCKHARDT I 91.5( 147.3) 1 7.1 1 0.047 1 VI
BRAWLEY SEISMIC ZONE
1 92.1) 148.2)1 6.4 1 0.032 1 V
LENWOOD-LOCKHART-OLD WOMAN
SPRGSI 94.8) 152.5)1 7.3 1 0.051 1 VI
SANTA MONICA
1 95.2( 153.2)1 6.6 I 0.043 1 VI
EMERSON Sc. - COPPER MTN. 1 96.8) 1558) 1 6.9 0.040 1 V
JOHNSON VALLEY (Northern) 97.31 156.6)) 6.7 i 0.036 1 V
MALIBU COAST
1 97.9) 157.6)) 6.7 A 0.044 I VI
IMPERIAL
99.2) 159.6)) 7.0 0.042 -END OF SEARCH- 50 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS.
THE ROSE CANYON
FAULT IS CLOSEST TO THE SITE.
IT IS ABOUT 5.5 MILES (8.8
k
z
)
A
W
A
Y
.
LARGEST MAXIMUM-EARTHQUAKE
S
I
T
E
A
C
C
E
L
E
R
A
T
I
O
N
:
0
.
3
3
1
7
g
CALIFORNIAFAULT MAP Costa Del Mar Road / (rIh.d
VA
5C
40
301
20C
100
[I]
W 4UU 300 400 500 600
1
Co
C
0
I.-
0
.001
STRIKE-SLIP FAULTS 5) Boore et al. (1997) Horiz.
- SOIL (3 10)
M=5 M=6 M=7 M=8
1 10 100
Distance [adisti (km)
1
0)
C 1 0
I .
.001
DIP-SLIP FAULTS
5) Boore et al. (1997) Horiz.
- SOIL (310)
M=5 M=6 M=7 M=8
1 10 100 Distance [adist] (km)
II
1"- r
C)
C
0
4-1
.001
BLIND-THRUST FAULTS
5) Boore et al. (1997) Horiz.
- SOIL (3 10)
M=5 M=6 M=7 M=8
1 10 100 Distance ladisti (km)
F,-
.01
.001
a,
C
0
.4-I
L.
ci) 0 0
MAXIMUM EARTHQUAKES Costa Del Mar Road / Carlsbad
.1 1 10 100 Distance (mi)
7.7
7.5(
7.25
-c
7.00
0)
cu
6.75
6.50
EARTHQUAKE MAGNITUDES & DISTANCES
Costa Del Mar Road / Carlsbad
.1 1 10 100
Distance (mi)