22-1114_JAMBOREE HOUSING CORPORATION_Exhibit M-1-ca
EXHIBIT M -1-c
Preliminary Hydrology Report
San Juan Capistrano
Affordable Housing
►_INIi
December 2021
PREPARED FOR:
Jamboree Housing
17701 Cowan Ave, Suite 200
Irvine, CA 92614
949-667-8795
PREPARED BY:
Kimlew>> Horn
3880 Lemon Street, Suite 420
Riverside, CA 92501
(951)543-9868
Copynght 02021 Kimley-Hom and Associates, Inc.
KHA Project # 194182005
Development
This document, together with the concepts and designs presented herein, as an instrument of service, is
intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance
on this document without written authorization and adaptation by Kimley-Hom and Associates, Inc. shall be
without liability to Kimley-Horn and Associates, Inc.
Certification by Engineer
AM- 12/17/21
Michael S. Sutton, PE Dace
S.
No. C57667
CIVIL
Contents
100.0
Introduction.....................................................................................................
I
100.1
Project Description..........................................................................................1
100.2
Location...........................................................................................................1
100.3
Methodology...................................................................................................1
100.4
Drainage Characteristics..................................................................................2
100.4.1
Pre -Development Condition............................................................................2
100.4.2
Post -Development Condition..........................................................................
3
100.5
Stormwater Mitigation....................................................................................
3
100.6
Hydraulic Analysis..........................................................................................3
100.7
Conclusion.......................................................................................................3
Appendices
Appendix A —Location Map
Appendix B — FIRM MAP
Appendix C — Hydrology Manual and Other Reference Material
Appendix D —Soils Reports
Appendix E— Drainage Maps
Appendix F —Rational Method Analysis
References
Hydrology Manual. Orange County, October 1986.
ii
100.0 Introduction
Kimley-Horn and Associates has been retained to prepare a Preliminary Hydrology Report for the
proposed Affordable Housing and City Hall Development in San Juan Capistrano, California. The
purpose of this report is to demonstrate preliminary analysis of the hydrologic and hydraulic
conditions associated with the development of the project site. To do so, the following is the scope
of this report:
• Discuss the pre -development discharge patterns and points
• Discuss the post -development discharge patterns and points
• Determine the pre -development onsite flow rates for the 25 -year and 100 -year events
• Determine the post -development onsite flow rates for the 25 -year and 100 -year events
• Analyze the required post -development onsite mitigation for the 100 -year event
Even though this report discusses stormwater, this report is not a Stormwater Pollution Prevention
Plan (SWPPP), a Groundwater Study, a Geotechnical Report, nor a Water Quality Management
Plan (WQMP). Each of these separate reports discusses separate aspects of stormwater. Portions of
the Geotechnical Report are utilized and referenced for the purpose of this report. Similarly, the
requirements of the WQMP are considered for stormwater conveyance of this project.
100.1 Project Description
This development will ultimately include a new building with 41 new dwelling units and a new
City Hall Building along with associated landscaping, concrete hardscape, and asphalt pavement.
The associated improvements include, but are not limited to onsite grading, domestic water service,
sanitary sewer service, storm drain infrastructure, concrete and asphalt pavement, landscaping, and
irrigation. The total project makes up approximately 2.2 -acres. The project will not be phased.
Due to the proposed development compared to the existing condition of the site, stormwater flows
are not expected to increase. The proposed development is proposing a bioswale and a Modular
Wetlands System (MWS) for the purpose of stormwater quality treatment per a separate WQMP
report.
100.2 Location
The site is located southeast of Paseo Adelanto and Del Obispo Street in the City of San Juan
Capistrano, within Orange County. The project site is bordered by Trabuco Creek to the west,
Sycamore Business Park to the north, railroad tracks to the east, and San Juan Capistrano Police to
the south. For reference, see Appendix A, Location Map.
100.3 Methodology
The hydrologic and hydraulic analyses were completed following the methods outlined in the
Orange County Hydrology Manual. The Advanced Engineering Software (AES) per the Orange
County Rational Method was used to estimate time of concentrations and peak flow rates generated
from the existing and proposed 25 -year and 100 -year storm events. The results of the analyses are
included in Appendix F.
The rainfall data used for the analyses is important for the flow and runoff results. For the rational
method analysis, the rainfall data incorporated into AES from the Orange County Hydrology
Manual was used.
The type of soil and soil conditions are major factors affecting infiltration/detention and resultant
storm water runoff. The Natural Resources Conservation Service (MRCS) has classified soil into
one general hydrologic soil group for comparing infiltration and runoff rates. The group is based
on properties that influence runoff, such as water infiltration rate, texture, natural discharge, and
moisture condition. The runoff potential is based on the amount of runoff at the end of a long
duration storm that occurs after wetting and swelling of the soil not protected by vegetation. Using
the United States Department of Agriculture Natural Resources Conservation Service Web Soil
Survey online tool, it was determined the hydrologic soil group classification onsite is almost
evenly split between A and C. Based on the Infiltration Report prepared by TGR Geotechnical Inc
dated August 25, 2020 some of the site is considered to have poor infiltration rates while the other
has good infiltration rates, with the observed infiltration rates of approximately 0.01 and 4.02 in/hr.
Therefore, soil group A and C were assumed for onsite to coincide with the soils map and soils
investigation. Soil group C is defined as soils having slow infiltration rates when thoroughly wet.,
while Soil Group A tends to have higher permeability. See Appendix D for the soil information.
In addition, antecedent moisture condition (AMC) II was used to calculate the 25 -year peak flows
and AMC III was used to calculate the 100 -year peak flows based on the hydrology manual. The
land use for the proposed drainage areas were selected based on the impervious characteristics of
each area. See Appendix C for the impervious percentages that correspond to each land use.
100.4 Drainage Characteristics
The site is mainly located in Zone AE per the Federal Emergency Management Administration
(FEMA) Flood Insurance Rate Map (FIRM) 06059C0506J (Panel 506 of 539), dated December 3,
2009. For reference, see FIRM Map in Appendix B. Flood Zone AE is defined by FEMA to have
base flood elevations. The site is located within the special flood hazard area inundated by the 100 -
year flood. The proposed finished floor elevations for the buildings are above the base flood
elevations per the Grading Plan.
100.4.1 Pre -development Condition
Under the existing condition, the project site drains mostly south, and the remainder drains east.
The existing condition of the project site is developed, and land cover consists mostly of parking
lots, a building, and landscape. Under existing conditions, the project site includes three drainage
areas (DA -1, -2 and -3). DA -1 drains south, then east toward two existing grated inlets south but is
mainly intercepted by the inlet west of the existing drive aisle. DA -2 drains south and is intercepted
by the existing concrete headwall south. DA -3 drains east into an existing natural ditch that flows
south and is intercepted by a grated inlet southeast of the site.
Under existing conditions, the project site accepts some offsite flows from the slope and trail
directly adjacent on the west, and the drive aisle connected to the site on the southwest. Offsite
runoff flows through the site and is eventually intercepted by an existing concrete headwall and
grated inlets south of the site. Ultimately, existing storm water discharge from offsite and onsite
areas is tributary to the San Juan Creek.
Table ]A shows a summary of the Onsite Pre -development Flows. See Appendix E for Existing
Drainage Maps and Appendix F for Rational Calculations.
Table IA: 100 year Onsile Pre -development Flows
Area
Description
Area
(acres)
Qzs Qioo
(cfs) (cfs)
DA -1
0.96
3.45 4.42
DA -2
0.80
2.68 3.44
DA -3
0.43
1.86 2.38
100.4.2 Post -development Condition
Similar to existing condition, the post -development project site will mostly drain south while the
remainder drains east. The proposed development has a similar land use to existing, which includes
two proposed buildings, parking, and landscaping. Under proposed conditions, the project site
includes three drainage areas (DA -1, -2 and -3). DA -1 drains south, then east toward a proposed
Modular Wetland System curb inlet south. The proposed curb inlet will be sized to accept treatment
flows (low flows) only and high flows will continue southeast toward the two existing grated inlets
south, similar to existing condition. DA -2 drains south and is intercepted by a proposed grated inlet.
The proposed grated inlet south of DA -2 will be sized to accept treatment flows (low flows) only
and high flows will continue southwest toward the existing concrete headwall south, similar to
existing condition. Similar to existing, DA -3 drains east into an existing natural ditch that flows
south and is intercepted by a grated inlet southeast of the site.
Under proposed conditions, the project site will not obstruct conveyance of the existing offsite
flows. Offsite runoff from the west will continue to sheet flow onsite and discharge southeast of
the site as in existing condition. Similarly, the southwest flows will sheet flow into a proposed
gutter and discharge southeast. Offsite runoff flows through the site and is eventually intercepted
by an existing concrete headwall and grated inlets south of the site. Ultimately, existing storm water
discharge from offsite and onsite areas is tributary to the San Juan Creek.
Table 2A shows a summary of the Onsite Post -development Flows. See Appendix E for Proposed
Drainage Maps and Appendix F for Rational Calculations.
Table 2A: Onsite Post -development Flows
Area
Description
Area
(acres)
Qss
(ds)
CLOD
(ds)
DA -1
0.89
2.62
3.36
DA -2
0.69
2.72
3.50
DA -3
0.62
1.81
2.32
100.5 Stormwater Mitigation
Stormwater mitigation would be needed to ensure that the proposed flows do not exceed the
existing flows and avoid negative impacts to the downstream drainage facilities. The post -
development DA -1 and DA -3 have a decrease in flows while DA -2 has a small (1.7%) increase in
flows. Since the flows are mainly decreased and the remainder has an increase less than 5%,
stormwater mitigation is not considered necessary for the site.
100.6 Hydraulic Analysis
The project site will require onsite drainage devices to convey part of the site's low flows into a
Modular Wetland System for treatment. The Final Report will include a sizing analysis of all onsite
drainage devices for the project.
100.7 Conclusion
In conclusion, the following was covered in this report:
• The pre -development discharge patterns and points were analyzed
• The post -development discharge patterns and points were analyzed
• The pre -development onsite flow rates for the 25 -year and 100 -year events were determined
• The post -development onsite flow rates for the 25 -year and 100 -year events were determined
• Post -development stonnwater mitigation was proven to be unnecessary for the site
As discussed in the contents of this report, the development of the existing site into the proposed
development is not expected to cause a significant impact to downstream systems for storms up to
the 100 -year condition.
Appendix A
Location Map
I-
0
�_'. � i::
P is
Appendix B
FIRM Map
�ro(MRS
FIRM
IIOCO iN]WUNLE MR YM
W�
NIlaL1pY
YYIIE3.
OKEIHA ], iM
®- E - _-
FIRM
IIOCO iN]WUNLE MR YM
W�
NIlaL1pY
YYIIE3.
OKEIHA ], iM
National Flood Hazard Layer FIRMette t'FEMA Legend
D 250 500 1,000 1,500 2,000 IVlVVV
Basemap: USGS National Map: Ortholmagery: Data refreshed October, 2020
SEE FLS REPORT FOR DETAILED LEGEND AND IND" MMP FOR FIRM PANEL LIYOUT
Without Bene Flood Elevation (FE)
Zone A. V A99
SPECIAL FLOOD Wlth BFE or Depth zone AE. AO, AH. VE, AR
HAZARD AREAS Regulatory Floodway
0. 2% Chance Flood Hazard, Areas
of 1% annual chance flood with average
depth less than one foot or with drainage
areas of less then One square mile
��. Future Conditions 1% Annual
Chance Flood Hazard ,
Area with Reduced Flood Risk due to
OTHER AREAS OF Levee. See Notes.,
FLOOD HAZARD Area with Flood Risk due to Levee
ko SCREEN Area of Minimal Flood Hazard
Effective LUMPS
OTHER AREAS Area of Undetermined Flood Hazard
GENERAL ---- Channel, Culvert, or Storm Sewer
STRUCTURES f1 i i I i i Levee. Dike. or Floodwall
a 10'z Cress Sections with i% Annual Chance
17.E Water Surface Elevation
e Coastal Transect
--or— Base Flood Elevation Line (BFE)
Limit of Study
Jurisdiction Boundary
— --- Coastal Transect Baseline
OTHER - Profile Baseline
FEATURES Hydrographic Feature
Digital Data Available N
No Digital Data Available A
MAP PANELS Unmapped ��1+
4 The pin displayed on the map Is an approximate
point selected by the user and does not represent
an authoritative property location.
This map complies with FEMA's standards for the use of
digital food maps it It Is not void as described below.
The basemap shown complies with FEMA's basemap
accuracy standards
The hood hazard Information Is derived directly from the
authoritative NFHL web services provided by FEMA. This map
was exported o, 10/20/2021 at 10.42 AM and does not
reflect changes or amendments subsequent to this date and
time. The NFHL and effective information may change or
become superseded by new data over time.
This map Image Is void if the one or more of the following map
elements do not appear basemap imagery, flood zone labels,
legend, scale bar, map creation date, community Identifiers,
FIRM panel number, and FIRM effective date. Map Images for
unmapped and unmodernized areas cannot be used for
regulatory purposes.
Appendix C
Hydrology Manual and Other Reference Material
uuuNYpN.pYH•H Y..I...NH.HH N pNYYpH•YpoYM�teMY.YY.N��AN..
tNNpNYNY1NYpN.YN a Y.f...�.tNH1YNONYY�MYW..pNNNiNHNtOYNYNNY®Y.
Y�YINON YYOwtYYYt.pHHIN..NYHtHY YOY Y YYYYptptttlHYYi..t..YtNYYNp
Y•INi
tptY•
IYYYYHHxY•WYHHItOtlYp•tWtH YIYtlYOxxYN•Y{.••YAItY1WOtYONtltHI.Y•YHx��Y
�-owoaom•�m amian••rx•wxmawrxxaw�ono•xnmremxmxnowruxxaw
v�tloxxxm amnx•uw�nuwd�wuuxx�p•nuMxdtx®mruuwnrxxm
�OtNNppY�p�.Y�l�
•��AiINt�Y�..=o`
Y���•-.
��a�o�ra.. t z
MIEN HE
MANE
N
a
OHM 'ON'S
•MEAN PRECIPITATION
INTENSITIES FOR
_ tA NONMOUNTAINOUSAREAS
Fiaure B-3
uuuNYpN.pYH•H Y..I...NH.HH N pNYYpH•YpoYM�teMY.YY.N��AN..
tNNpNYNY1NYpN.YN a Y.f...�.tNH1YNONYY�MYW..pNNNiNHNtOYNYNNY®Y.
Y�YINON YYOwtYYYt.pHHIN..NYHtHY YOY Y YYYYptptttlHYYi..t..YtNYYNp
Y•INi
tptY•
IYYYYHHxY•WYHHItOtlYp•tWtH YIYtlYOxxYN•Y{.••YAItY1WOtYONtltHI.Y•YHx��Y
�-owoaom•�m amian••rx•wxmawrxxaw�ono•xnmremxmxnowruxxaw
v�tloxxxm amnx•uw�nuwd�wuuxx�p•nuMxdtx®mruuwnrxxm
�OtNNppY�p�.Y�l�
•��AiINt�Y�..=o`
Y���•-.
��a�o�ra.. t z
N
a
Residential Landscaping (Lawn, Shrubs, etc.) - The pervious portions of com-
mercial establishments, single and multiple family dwellings, trailer parks and
schools where the predominant land cover is lawn, shrubbery and trees.
Row Crops - Lettuce, tomatoes, beets, tulips or any field crop planted in rows
Fr -- enough apart that most of the soil surface is exposed to rainfall impact
throughout the growing season. At plowing, planting and harvest times it is
equivalent to fallow.
Small Grain - Wheat, oats, barley, flax, etc. planted in rows close enough that
the soil surface is not exposed except during planting and shortly thereafter.
Legumes - Alfalfa, sweetclover, timothy, etc. and combinations are either
planted in close rows or broadcast.
Fallow - Fallow land is land plowed but not yet seeded or tilled.
Woodland - grass - Areas with an open cover of broadleaf or coniferous trees
usually live oak and pines, with the intervening ground space occupied by annual
grasses or weeds. The trees may,occur singly or in small clumps. Canopy
density, the amount of ground surface shaded at high noon, is from 20 to 50
percent.
Woodland - Areas on which coniferous or broadleaf trees predominate. The
canopy density is at least 50 percent. Open areas may have a cover of annual or
perennial grasses or of brush. Herbaceous plant cover under the trees is usually
sparse because of leaf or needle litter accumulation.
Chaparral - Land on which the principal vegetation consists of evergreen shrubs
with broad, hard, stiff leaves such as manzonita, ceanothus and scrub oak. The
brush cover is usually dense or moderately dense. Diffusely branched evergreen
shrubs with fine needle-like leaves, such as chamise and redchank, with dense
high growth are also included in this soil cover.
Annual Grass - Land on which the principal vegetation consists of annual
grasses and weeds such as annual bromes, wild barley, soft chess, ryegrass and
filaree.
Irrigated Pasture - Irrigated land planted to perennial grasses and legumes for
production of forage and which is cultivated only to establish or renew the stand
of plants. Dry land pasture is considered as annual grass.
Meadow - Land areas with seasonally high water table, locally called cfenegas.
Principal vegetation consists of sod -forming grasses interspersed with other
plants.
Orchard (Deciduous) - Land planted to such deciduous trees as apples, apricots,
pears, walnuts, and almonds.
Orchard (Evergreen) - Land planted to evergreen trees which include citrus and
avocados and coniferous plantings.
Turf - Golf courses, parks and similar lands where the predominant cover is
irrigated mowed close -grown turf grass. Parks in which trees are dense may be
classified as woodland.
ORANGE COUNTY
HYDROLOGY MANUAL
SOIL COVER
TYPE DEFINITIONS
C-5 Figure C-2
Curve Numbers of Hydrologic Soil -Cover Complexes For Pervious Areas -AMC if
Quality of
Soil Group
Cover Type (3)
Cover (2)
A
B
C
D
NATURAL COVERS -
Barren
78
86
91
93
(Rockland, eroded and graded land)
Chaparral, Broadleaf
Poor
53
70
80
85
(Manzonita, ceanothus and scrub oak)
Fair
40
63
75
81
Good
31
57
71
78
Chaparral, Narrowleaf
Poor
71
82
88
91
(Chamise and redshank)
Fair
55
72
81
86
Grass, Annual or Perennial
Poor
67
78
86
89
Fair
50
69
79
84
Good
38
61
74
80
Meadows or Cienegas
Poor
63
77
85
88
(Areas with seasonally high water table,
Fair
51
70
80
84
principal vegetation is sod forming grass)
Good
30
58
71
78
Open Brush
Poor
62
76
84
88
(Soft wood shrubs - buckwheat, sage, etc.)
Fair
46
66
77
83
Good
41
63
75
81
Woodland
Poor
45
66
77
83
(Coniferous or broadleaf trees predominate.
Fair
36
60
73
79
Canopy density is at least 50 percent.)
Good
25
55
70
77
Woodland, Grass
Poor
57
73
82
86
(Coniferous or broadleaf trees with canopy
Fair
44
65
77
82
density from 20 to 50 percent)
Good
33
58
72
79
URBAN COVERS -
Residential or Commercial Landscaping
Good
32
56
69
75
(Lawn, shrubs, etc.)
Turf
Poor
58
74
83
87
(irrigated and mowed grass)
Fair
44
65
77
82
Good
33
58
72
79
AGRICULTURAL COVERS -
Fallow
77
86
91
94
(Land plowed but not tilled or seeded)
ORANGE COUNTY CURVE NUMBERS
FOR
HYDROLOGY MANUAL PERVIOUS AREAS
C-6 Figure C-3 (loft)
Curve Numbers of Hydrologic Soil -Cover Complexes For Pervious Areas -AMC 11
Quality of I Soil Group
'Cover Type (3) Cover (2)
AGRICULTURAL COVERS (Continued)
Legumes, Close Seeded
(Alfalfa, sweetclover, timothy, etc.)
Orchards, Evergreen
(Citrus, avocados, etc.)
Pasture, Dryland
(Annual grasses)
Pasture, Irrigated
(Legumes and perennial grass)
Row Crops
(Field crops - tomatoes, sugar beets, etc.)
Small grain
(Wheat, oats, barley, etc.)
Poor
66
77
85
89
Good
58
72
81
85
Poor
57
73
82
86
Fair
44
65
77
82
Good
33
58
72
79
Poor
68
79
86
89
Fair
49
69
79
84
Good
39
61
74
80
Poor
58
74
83
87
Fair
44
65
77
82
Good
33
58
72
79
Poor
72,
81
88
91
Good
67
78
85
89
Poor
65
76
84
88'
Good
63
75
83
87
Notes:
1. All curve numbers are for Antecedent Moisture Condition (AMC) II.
2. Quality of cover definitions:
Poor -Heavily grazed, regularly burned areas, or areas of high burn
potential. Less than 50 percent of the ground surface is protected by plant
cover or brush and tree canopy.
Fair-!14oderate cover with 50 percent to 75 percent of the' ground surface
protected.
Good -Heavy or dense cover with more than 75 percent of the ground
surface protected.
3. See figure C-2 for definition of cover types.
4. Impervious areas are assigned curve number 98.
ORANGE COUNTY CURVE NUMBERS
FOR
HYDROLOGY MANUAL PERVIOUS AREAS
C-7 Figure C-3 (2 of 2)
ACTUAL IMPERVIOUS COVER
Recommended Value
For Average
Land Use (1)
Range -Percent
Conditions -Percent (2)
Natural or Agriculture
0 - 0
0
Public Park
10 - 25
15
School
30 - 50
40
Single Family Residential: (3)
2.5 acre lots
5 - 15
10
1 acre lots
10 - 25
20
2 dwellings/acre
20 - 40
30
3-4 dwellings/acre
30 - 50
40
5-7 dwellings/acre
35 - 55
50
8-10 dwellings/acre
50 - 70
60
More than 10 dwellings/acre
65 - 90
80
Multiple Family Residential:
Condominiums
45 - 70
65
Apartments
65 - 90
80
Mobile Home Park
60 - 85
75
Commercial, Downtown Business
or Industrial
80 - 100
90
Notes:
1. Land use should be based on ultimate development of the watershed. Long
range master plans for the County and incorporated cities should be reviewed
to insure reasonable land use assumptions.
2. Recommended values are based on average conditions which may not apply to
a particular study area. The percentage impervious may vary greatly even on
comparable sized lots due to differences in dwelling size, improvements, etc.
Landscape practices should also be considered as it is common in some areas
to use ornamental gravels underlain by impervious plastic materials in place of
lawns and shrubs. A field investigation of a study area shall always be made,
and a review of aerial photos, where available, may assist in estimating the
percentage of impervious cover in developed areas.
3. For typical equestrian subdivisions increase impervious area 5 percent over the
values recommended in the table above.
ORANGE COUNTY ACTUAL IMPERVIOUS COVER
FOR
HYDROLOGY MANUAL DEVELOPED AREAS
Figure C-4
C-9
Appendix D
Soils Reports
0 U S to
0 Nlp
0 to AS i3
LEGEND
•���d I -I City Boumanes 9
x Hydrologic Soil Groups
M
ASoils [at,
n
Y r. B Soils
L soiIS CA
II / Ps fell
So ore
t, 1� •y, Q -„ j Sot NW llf... es Gortsemlbn S.. (NRCS) ! ^�
/ x� * ) �r ♦, L�s W L�s>e w cnunn s ve am
Rnersue t
„Sedav
1t Y mRar 20CM-432-08
ne
� � {� � ) i v _ �� @ � Y� t, n. ,�. r. eom✓er nrn vea�em
i
1
iy
-
a M
f l u
4 Q
f ...0
i .,. PROJECi E a f n d
ioY;nTION
If
LLI
XVI -2a
L
'
}
d• a
0 U S to
0 Nlp
0 to AS i3
LEGEND
•���d I -I City Boumanes 9
x Hydrologic Soil Groups
M
ASoils [at,
n
Y r. B Soils
L soiIS CA
II / Ps fell
So ore
t, 1� •y, Q -„ j Sot NW llf... es Gortsemlbn S.. (NRCS) ! ^�
/ x� * ) �r ♦, L�s W L�s>e w cnunn s ve am
Rnersue t
„Sedav
1t Y mRar 20CM-432-08
ne
� � {� � ) i v _ �� @ � Y� t, n. ,�. r. eom✓er nrn vea�em
i
1
iy
-
a M
f l u
4 Q
f ...0
i .,. PROJECi E a f n d
ioY;nTION
If
LLI
XVI -2a
33° MWN
33° M 3Y N
Hydrologic Soil Group—Orange County and Part of Riverside County, California
� R
R R
RiBtao a3 m I!1!D 6788) 430$) d3&a0 43M � P610 6i9DaI
3
Map Sde: 1:942IfptW wA kxbtre (11" x a.S) sbeel.
mew
R. N 0 10 gD 40 60
Feb
0 4580 160 210
Mappo)eOw:NEb N1aa0Dr Ca coordnalas:NLSa4 Fdgetl¢:UTM7d 11NY0'CSM
Ospp Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
N4 N
3
k
7/29/2021
Page 1 of 4
Hydrologic Soil Grou"range County and Part of Riverside County, California
MAP LEGEND
Area of Interest (ADO
--]
Area of Interest (AOI)
Soils
Soil Rating Polygons
O
A
0
A/D
Q
B
Q
B/D
o
D
Q
CID
O
D
0
Not rated or not available
Soil Rating Linea
y
A
N
A/D
M
8
^/
B/D
N
C
y
C/D
.y
D
e
Not rated or net available
Soil Rating Points
M
A
❑
AID
❑
B
❑
B/D
13 C
CID
D
13 Not rated or not available
Water Features
Streams and Canals
Transportation
t.a..r Rails
ti Interstate Highways
US Routes
Major Roads
Local Roads
Background
- Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Orange County and Part of Riverside County,
California
Survey Area Data: Version 14, May 27, 2020
Soil map units are labeled (as space allows) for map scales
1:50.000 or larger.
Dates) aerial images were photographed: Apr 11, 2018 --May 5,
2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
IIf,\ Natural Resources Web Soil Survey 729/2021
Conservation Service National Cooperative Soil Survey Page 2 of 4
Hydrologic Soil Group—Orange County and Part of Riverside County, California
Hydrologic Soil Group
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (AID, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of Gays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Natural Resources Web Soil Survey 7/29/2021
Conservation Service National Cooperative Soil Survey Page 3 of
Map unit symbol
Map unit name
Rating
Acres In AOl
Percent of A01
146
Conalitos loamy sand
A
1.1
31.2%
191
Riverwash
0.5
14.0%
209
Sorrento day loam, 2 to
9 percent slopes,
warm MAAT, MLRA
19
C
2.0
54.8%
Totals for Area of Interest
As
100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (AID, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of Gays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Natural Resources Web Soil Survey 7/29/2021
Conservation Service National Cooperative Soil Survey Page 3 of
Hydrologic Soil Group—Orange County and Part of Riverside County, California
Rating Options
Aggregation Method., Dominant Condition
Component Percent Cutoff.., None Specified
Tie-break Rule: Higher
� Natural Resources Web Soil Survey 7/29/2021
Conservation Service National Cooperative Soil Survey Page 4 of 4
August 25, 2020
Jamboree Housing
17701 Cowan Ave., Suite 200
Irvine, CA 92614
Attention: Tung Tran, Sr. Director
Geotechnical
Ervronrnentai
Hydrogeoiogy
Materrai Testing
Consiructicr Inspection
Project No. 20-7093
Subject: Preliminary Geotechnical Investigation Report, Paseo Adelanto Mixed Used PSH,
32400 Paseo Adelanto, San Juan Capistrano, California
Tung,
In accordance with your request and authorization, TGR Geotechnical, Inc. (TGR) has
performed a preliminary geotechnical investigation for the proposed development at the subject
site in the City of San Juan Capistrano, California. This report presents the findings of our
geotechnical investigation, including site seismicity and liquefaction analysis and provides
geotechnical design recommendations for the proposed improvements. The work was
performed in general accordance with our proposal dated July 21, 2020.
Based on our investigation the proposed development is feasible from a geotechnical viewpoint
provided the recommendations presented in this report are implemented during design and
construction.
If you have any questions regarding this report, please do not hesitate to contact this office. We
appreciate this opportunity to be of service.
Respectfully submitted,
TGR GEOTECHNICAL, INC.
Sanjay Govil, PhD, PE, GE 2382
Principal Geotechnical Engineer
Distribution: (4) Addressee
TGR GEOTECHNICAL
DBE & S(a) firm
3037 5. HARBOR BLVD
BANTA ANA. CA 92700
P 714.641 7189 F 714.641 7190
N, CEG V60
ExD•06130171
Edward L. Burrows, M.S, PG, CEG 1750
Principal Engineering Geologist
20-7093 Page 2
Attachments:
Plate 1 —Boring Location Map
Figure 1 —Site Location Map
Figure 2 — Regional Geology Map
Figure 3 — Historic High Groundwater Map
Figure 4 — Regional Fault Map
Figure 5 — Seismic Hazard Zone Map
Table 1 — Percolation Test Worksheet
Appendix A — References
Appendix B — Log of Borings
Appendix C — Laboratory Testing Procedures and Results
Appendix D — Liquefaction
Appendix E — Site Seismic Design and De -Aggregated Parameters
TGR GEOTECHNICAL
DBE & 0(q firm
P 71 S. HARBOR BLVD00
SANTAANA, CA 927
P 716.6417109 F 716.611.7190
w tgrgeot .c p
20-7093
INTRODUCTION
Site Descriptions and Proposed Project Development
Page 3
The subject site is located at 32400 Paseo Adelanto (Figure 1) in San Juan Capistrano,
California. The subject site currently an approximately 2.47 -acre lot covered by surface parking
and a City Hall. Trabuco Creek which is concrete lined is located at the west of the subject site
and a railroad track is present along the east boundary of the site. Based on our review of the
site plan the proposed development will consist of a 3 -story, 41 -unit affordable housing project
with parking at ground level and a new two-story City Hall building.
Scope of Work
The scope of work for this geotechnical investigation included the following:
Site reconnaissance to assess current site conditions and mark borings.
• Sampling and logging three (3) hollow stem auger borings utilizing a hollow stem drill
rig to a depth 26.5 feet to 51.5 feet and three (3) cone penetrating soundings to a
depth of 50 feet at the subject site to evaluate subsurface soil conditions. The borings
were backfilled with soil cuttings. Any excess soil was disposed onsite.
Percolation testing in the upper 5 to 8 feet at two (2) locations. The testing was
conducted in accordance with the County of Orange guidelines.
Laboratory testing of selected samples for in-situ moisture density, shear, corrosion
potential, corrosion, consolidation, Atterberg Limits, passing No. 200 sieve and
maximum density and optimum moisture content.
Analyses of data, including site seismicity, liquefaction study, seismic settlement, and
foundation design for proposed improvements, and soils engineering/earthwork with
respect to the suitability of the proposed development.
Preparation this report summarizing current subsurface soil conditions, findings, and
presenting our recommendations for the proposed development.
Field Investigation
Field exploration was performed on July 24, 2020 by a representative from our firm who
performed percolation testing, logged the borings and obtained representative samples, which
were subsequently transported to the laboratory for further review and testing. The approximate
locations of the infiltration tests and borings are indicated on the enclosed Boring Location Map
(Plate 1).
The subsurface conditions were explored by drilling, sampling, and logging three (3) borings
with a truck mounted hollow stem drill rig. The borings were advance to an approximate depth of
twenty-six and one half (26.5) feet to fifty-one and one half (51.5) feet. Two additional borings,
P-1 and P-2 were advanced to a depth of approximately 5 to 8 feet for percolation testing of
near surface soils and all borings were backfilled with cuttings. The logs of borings presenting
soil conditions and descriptions are presented in Appendix B.
TGR GEOTECHNICAL
DBE 8 8W firm
3037 5. HARBOR BLVD
SANTAANA, CA927N D
P714]7189 ]189 f ]td Bu ]190
viw tvgeohch.com
20-7093 Page 4
The drill rig was equipped with a sampling apparatus to allow for recovery of driven modified
California Ring Sampler (CRS), 3 -inch outside diameter, and 2.42 -inch inside diameter and SPT
samples. Driven samples and bulk samples of the earth materials encountered at selected
intervals were recovered from the borings.
The samples were driven using an automatic 140 -pound hammer falling freely from a height of
30 inches. The blow counts for CRS were converted to equivalent SPT blow count. Soil
descriptions were entered on the logs in general accordance with the Unified Soil Classification
System (USCS). The locations and depths of the soil samples recovered are indicated on the
logs in Appendix B.
Field exploration also included advancing three (3) CPT soundings to a depth of 50 feet below
existing ground surface. The depth of CPT -1 in the vicinity of boring B-1 is approximately 4 feet
due to refusal in cobbles. The CPT soundings were performed by Kehoe Testing on August 8,
2020. The approximate locations of the CPT soundings are presented on the Boring Location
Map (Plate 1). The results of the CPT soundings are presented in Appendix B.
The CPT soundings were conducted in general accordance with ASTM D5778. The CPT
equipment consists of a cone assembly mounted at the end of a series of hollow sounding rods.
A set of hydraulic rams is used to continuously push the cone and rods into the soil at a rate of
20 -mm per second (approximately 4 feet per minute) while the cone tip resistance and sleeve
friction resistance are recorded every 50 -mm and stored in digital form. A specially designed
all -wheel drive 25 -ton truck provides the required reaction weight for pushing the cone
assembly.
The cone penetrometer assembly used for the project consists of conical tip and a cylindrical
friction sleeve. The conical tip has a 60 -degree apex angle and a diameter of 44.2 mm resulting
in a projected cross-sectional area of 15 -sq cm. The cylindrical friction sleeve is 161 -mm in
length and has an outside diameter of 44.45 -mm, resulting in a surface area of 225 -sq cm
Percolation Testing
Percolation testing was performed at the subject site. Presented below are the infiltration rates
from the percolation tests performed within the upper 5 to 8 feet. These do not include any
factor of safety.
P-1 at 0-5 feet 4.02 inches per hour
P-2 at 0-8 feet 0.01 inches per hour
The infiltration test rates were determined utilizing the County of Orange guidelines.
Laboratory Testing
Laboratory tests were performed on representative samples to verify the field classification of
the recovered samples and to evaluate the geotechnical properties of the subsurface soils. The
following tests were performed:
TGR GEOTECHNICAL
DBE 8 8(a) firm
3037 5. HARBOR BLVD
SANTA ANA, CA 92104 D
P 114.841 7189 F 11d.641 7 19
I9r9eoMM com
20-7093
In-situ moisture content (ASTM D2216);
Maximum Dry Density and Optimum Moisture Content (ASTM D1557);
Corrosion series:
1. Soluble Sulfate (CAL.417A);
2. Soluble Chlorides (CAL.422);
3. Minimum Resistivity (CAL.643); and
4. pH.
Consolidation (ASTM D2435);
Direct Shear Strength (ASTM D3080);
Atterberg Limits (ASTM D4318); and
Passing No. 200 sieve (ASTM 1140).
Page 5
Laboratory tests for geotechnical characteristics were performed in general accordance with the
ASTM procedures. The results of the in-situ moisture content are shown on the borings logs.
The results of the laboratory tests are presented in Appendix C.
TGR GEOTECHNICAL
DBE d 8(.) f
303]HARBOR BLVD
SANTA ANA. CA 927U
P 714,641.7189 F 714.6417190
wvr Vrgeotechc D
20-7093
Geology
Regional Geologic Setting
The project site is located
Quadrangle, Orange County
California, the subject site is
the Regional Geology Map.
Earth Units
Page 6
GEOTECHNICAL FINDINGS
in the northern central portion of the Dana Point 7.5 -minute
California. Per the Geologic Map of the Oceanside Quadrangle,
underlain by young alluvial flood -plain deposits. Figure 2 presents
Based on our subsurface investigation, the subject area is underlain by approximately 2 to 6
feet of gravel and cobbles with clay in a moist condition. The gravel and cobbles was underlain
by medium dense brown to grayish brown medium to coarse grained sand with to 51.5 feet
below ground surface, the maximum depth explored. Detailed descriptions of the earth units
encountered are presented in Appendix B.
Groundwater
A review of the USGS seismic hazard report for the Dana Point quadrangle indicates that the
historic high groundwater at the subject site is approximately 5 feet below existing ground
surface. However, groundwater was encountered at a depth of approximately 22 to 23 feet
below ground surface at the time of our investigation. Seasonal and long-term fluctuations in
the groundwater may occur as a result of variations in subsurface conditions, rainfall, run-off
conditions and other factors. Therefore, variations from our observations may occur.
Seismic Review
Faulting and Seismicity
We consider the most significant geologic hazard to be the potential for moderate to strong
seismic shaking that is likely to occur at the subject site. The subject site is located in the highly
seismic Southern California region within the influence of several faults that are considered to
be active or potentially active. An active fault is defined by the State of California as a
"sufficiently active and well defined fault" that has exhibited surface displacement within the
Holocene time (about the last 11,000 years). A potentially active fault is defined by the State as
a fault with a history of movement within Pleistocene time (between 11,000 and 1.6 million years
ago).
These active and potentially active faults are capable of producing potentially damaging seismic
shaking at the site. It is anticipated that the subject site will periodically experience ground
acceleration as the result of small to moderate magnitude earthquakes. Other active faults
without surface expression (blind faults) or other potentially active seismic sources that are not
currently zoned and may be capable of generating an earthquake are known to be present
under in the region.
Based on our review of the referenced geologic maps, as well as our field reconnaissance, the
subject site is not included within any Earthquake Fault Zones as created by the Alquist-Priolo
TGR GEOTECHNICAL
DBE & 8(a) fim
3037 B. HARBOR BLVD
SANTA ANA. CA 927U p
P ]16.861 ]189 F]14861 ]19D
. w9eoteMsom
20-7093 Page 7
Earthquake Fault Zoning Act (Hart, 1997). Our review of geologic literature pertaining to the site
area indicates that there are no known active or potentially active faults located within or
immediately adjacent to the subject property. The San Joaquin Hills Thrust fault is the nearest
known active fault which is located 7.5 miles north of the site. The next nearest fault is the
Pelican Hill Fault which is approximately 9.5 miles northwest and Newport- Inglewood -Rose
Canyon Fault Zone -Dana Point Section Fault which is approximately 4.5 miles southwest of the
site. The regional fault map, Figure 4, shows the location of the subject site in respect to the
regional faults.
Secondary Seismic Hazards
Surface Fault Rupture and Ground Shaking
Since no known faults are located within the site, surface fault rupture is not anticipated.
However, due to the close proximity of known active and potentially active faults, severe ground
shaking should be expected during the life of the proposed structures.
Liquefaction
Liquefaction is a seismic phenomenon in which loose, saturated, fine-grained granular soils
behave similarly to a fluid when subjected to high-intensity ground shaking. Liquefaction occurs
when these ground conditions exist: 1) Shallow groundwater; 2) Low density, fine, clean sandy
soils; and 3) High-intensity ground motion. Effects of liquefaction can include sand boils,
settlement, and bearing capacity failures below foundations.
A review of the seismic hazard zone map of the Dana Point Quadrangle indicates that the
subject site is located within an area having a potential for earthquake induced liquefaction
(Figure 5).
Liquefaction Analysis was performed on subsurface profile represented by borings B-1 as well
as CPTs 2 and 3. The analysis utilized peak ground acceleration (PGAN1) of 0.561g and a
moment magnitude of 6.9 (based on de -aggregation). Historic depth to groundwater of 5 feet
was utilized in the calculations although groundwater was encountered to a depth of 22 to 23
feet below existing grade. The subsurface soils have a potential for liquefaction at variable
depths within the upper 50 feet. The total seismic settlement is estimated to range from 3.97 -
inch to 4.49 -inch. Seismic differential settlement may be taken as one half of the total
settlement across the building pad. Details of calculations are presented in Appendix D.
Seismically Induced Settlement
Ground accelerations generated from a seismic event can produce settlements in sands or in
granular earth materials both above and below the groundwater table. This phenomenon is
often referred to as seismic settlement and is most common in relatively clean sands, although it
can also occur in other soil materials. Based on liquefaction analysis the total seismic
settlement is estimated to range from 3.97 -inch to 4.49 -inch. Seismic differential settlement
may be taken as one half of the total settlement across the building pad. Total seismic
settlement at each boring/CPT location is presented below:
TGR GEOTECHNICAL
DBE 8 8W firm
38315. HARBOR BLVD
SANTA ANA. CA 92781 D
P714.641.7189 rgrgeo F 71A1.81 7190
www.Igrgeo�.mm
20-7093
Location
Total Seismic
Settlement
(Inches)
B-1
3.97
CPT -2
4.06
CPT -3
4.49
Lateral Spreading
Page 8
Seismically induced lateral spreading involves primarily movement of earth materials due to
earth shaking. Lateral spreading is demonstrated by near -vertical cracks with predominantly
horizontal movement of the soil mass involved. Due to the relatively flat conditions at this site
and surrounding areas, lateral spreading is not anticipated to become an issue for the proposed
improvements.
TGR GEOTECHNICAL
DBE & 6(a) firth
3037 S.HARBOR BLVD
SANTA ANA. CA 92704 D
P 714.6.6 41 ]189 f 716 641 ]190
w..w.grw.ftc .o
20-7093
DISCUSSIONS AND CONCLUSIONS
General
Page 9
Based on our review of previous investigations, field exploration, laboratory testing and
engineering analysis, it is our opinion that the proposed structure and proposed grading will be
safe against hazard from landslide, settlement, or slippage and the proposed construction will
have no adverse effect on the geologic stability of the adjacent properties provided our
recommendations presented in this report are followed.
Conclusions
Based on our findings and analyses, the subject site is likely to be subjected to moderate to
severe ground shaking due to the proximity of known active and potentially active faults. This
may reasonably be expected during the life of the structure and should be designed accordingly.
The primary conditions affecting the proposed project site development are as follows:
Liquefaction induced seismic settlement which ranges from 3.97 to 4.49 inches.
Presence of undocumented fill to a depth of approximately 6 feet.
The engineering evaluation performed concerning site preparation and the recommendations
presented are based on information provided to us and obtained by us during our office and
fieldwork. This report is prepared for the development of the proposed 3 -story low income
housing and 2 -story City Hall at the subject site. In the event that any significant changes are
made to the proposed development, the conclusions and recommendations contained in this
report shall not be considered valid unless the changes are reviewed, and the recommendations
of this report are verified or modified in writing by TGR.
TGR GEOTECHNICAL
DBE 8 8(a) firm
P 71 5. HARBOR BLVD
00
SANTA ANA, CA 927 D
P 71 A.641 7189 F 714 641 7180
w tgrgee4& c m
20-7093
Page 10
Seismic Design Parameters
When reviewing the 2019 California Building Code the following data should be incorporated
into the design.
Latitude (degree)
33.4920
Longitude (degree)
-117.6649
Site Class
D
Site Coefficient, Fa
1.0
Site Coefficient, F,
N/A
Mapped Spectral Acceleration at 0.2 -sec Period, Ss
1.186 g
Mapped Spectral Acceleration at 1.0 -sec Period, S,
0.426 g
Spectral Acceleration at 0.2 -sec Period Adjusted for Site Class, SMs
0.216 g
Spectral Acceleration at 1.0 -sec Period Adjusted for Site Class, SM,
N/A
Design Spectral Acceleration at 0.2 -sec Period, SDs
0.811 g
Design Spectral Acceleration at 1.0 -sec Period, Sm
N/A
Site Specific Response Spectra
The USGS Unified Hazard tool, the USGS RTGM Calculator and the USGS App for
Deterministic Spectra Acceleration were utilized to develop site specific ground motion spectra.
The analysis was performed utilizing the following attenuation relationships that are part of NGA
as required by 2019 CBC code requirements.
• Campbell & Bozorgnia (2014)
• Boore, Stewart, Seyhan & Atkinson (2014)
• Chiou & Youngs (2014)
• Abrahamson, Silva & Kamal (2014)
The results of the Site Specific Response Spectra are incorporated in Tables 1 through 3 and
on Figure 1 in Appendix E. The results include deterministic spectra at 5% damping, maximum
rotated component at 0.84 Tractile and the probabilistic spectra, maximum rotated component at
5% damping for a return period of 2475 year and subsequently multiplied by risk coefficient to
obtain the MCER probabilistic spectral acceleration. The Vs30 utilized was 260 m/s.
The above generated spectral accelerations were compared against the minimum code
requirements in ASCE7-16 (Chapters 11 and 21) resulting in the final design response spectra
which is presented in Table 1 and on Figure 1 in Appendix E.
Based on Tables 1 through 3 and Figure 1, the recommended Site Specific SDs and SD, are as
follows:
TGR GEOTECHNICAL
DBE & 8(4) firth
3037 5, HARBOR BLVD
SANTA ANA. CA 927U D
P 714.841 7189 F ]14.641 7190
..tg'ooroah.o
20-7093
SDs = 0.905
Sol = 0.732
Page 11
The structural consultant should review the above parameters and the 2019 California Building
Code to evaluate the seismic design.
Conformance to the criteria presented in the above table for seismic design does not constitute
any type of guarantee or assurance that significant structural damage or ground failure will not
occur during a large earthquake event. The intent of the code is 'life safety' and not to
completely prevent damage of the structure, since such design may be economically prohibitive.
Foundation Design Recommendations
The proposed buildings may be supported on continuous and/or spread footings. Bearing
capacity recommendations for shallow foundations are presented below. These
recommendations assume that the footings will be supported on a minimum of three (3) feet of
engineered fill. All column footings shall be tied with grade beams in two perpendicular
directions as well as interior grades beams shall be provided in both directions to stiffen the
foundation system for mitigation of liquefaction induced settlements.
For foundations supported on three (3) feet of engineered fill with minimum ninety (90) percent
relative compaction an allowable bearing pressure of 2000 pounds per square foot may be used
in design for a minimum embedment depth of twenty-four (24) inches for 2 -story and thirty (30)
inches for 3 -story structures.
The minimum recommended footing width is eighteen (18) inches for continuous footing and
twenty-four (24) inches for pad footing. A minimum reinforcement of two (2) No. 4 steel bar top
and two (2) No. 4 steel bar bottom is required for continuous footings from a geotechnical
viewpoint. Foundation design details such as concrete strength, reinforcements, etc should be
established by the Structural Engineer.
A one-third (1/3) increase on the aforementioned bearing pressure may be used in design for
short-term wind or seismic loads.
Resistance to lateral loads including wind and seismic forces may be provided by frictional
resistance between the bottom of concrete and the underlying fill soils and by passive pressure
against the sides of the foundations. A coefficient of friction of 0.27 may be used between
concrete foundation and underlying soil. The recommended passive pressure of the engineered
fill may be taken as an equivalent fluid pressure of 260 pounds per cubic foot (2,000 psf max).
The total and differential static settlement is anticipated to be 1 -inch and 0.5 -inch over 30 feet or
less. The total and differential seismic settlement is 4 inches and 2 inches across the building
pad.
Upon review of the above recommendations by the project structural engineer and if requested,
alternate foundation recommendations can be provided such as mat, geopier, soil cement etc.
TGR GEOTECHNICAL
DBE 8 8(a) f
P 71 HARBOR BLVD
04
SANTA ANA. CA 927
P 714.8.6 41 7189 F 71x.641 7190
www tyr9eohc .. D
20-7093
Page 12
Modulus of Subgrade Reaction
The modulus of subgrade reaction may be taken as 100 pci (K,) for one (1) square foot
footing/slab founded on site soils. This value should be reduced for change in size per the
following formula.
2
K = K, ( B+1
2B
Where B = Width of Mat;
K = Coefficient of Subgrade Reaction of Footings Measuring B(ft) x B(ft).
Retaining Wall Recommendations
The following soil parameters may be used for the design of the retaining wall with level backfill
and a maximum height of six (6) feet:
Conditions
Parameters
Active (Level)
45 psf/ft
Passive
260 (maximum 2,500 psf)
Friction Coefficient
0.27
The passive pressure in the upper 6 inches of soil not confined by slabs or pavement
should be neglected.
All footings should meet the setback requirements presented in 2019 CBC.
The retaining wall should be provided with a drainage system (Miradrain or
equivalent) to prevent buildup of hydrostatic pressure behind the walls. We do not
recommend omitting the drains behind walls.
In addition to the above lateral forces due to retained earth, surcharge due to improvements,
such as an adjacent structure, should be considered in the design of the retaining wall. Loads
applied within a 1:1 projection from the surcharging structure on the stem of the wall shall be
considered as lateral surcharge. For lateral surcharge conditions, we recommend utilizing a
horizontal load equal to 50 percent of the vertical load, as a minimum. This horizontal load
should be applied below the 1:1 projection plane. To minimize the surcharge load from an
adjacent footing, deepened footings may be considered.
Slab -On -Grade
Slab -on -grade should be a minimum of 5 -inches thick and reinforced with a minimum of No. 4
reinforcing bar on 18 -inch centers in two horizontally perpendicular directions. Reinforcing
should be properly supported to ensure placement near the vertical midpoint of the slab.
"Hooking" of the reinforcement is not considered an acceptable method of positioning the steel.
The slab should not be structurally connected to the buildings.
The subgrade material should be compacted to a minimum of 90 percent of the maximum
laboratory dry density (ASTM 1557) to a minimum depth of three (3) feet. Prior to placement of
TGR GEOTECHNICAL
DBE 8 8(a) Po
3037 5. HARBOR BLVD
SANTA ANA. CA 92700 D
P ]16.841 7189 F 714.801 7190
�.tgrge tech mm
20-7093 Page 13
concrete, the subgrade soils should be moistened to near optimum moisture content and
verified by our field representative. The actual thickness and reinforcement of the slab shall be
designed by the structural engineer and should include the anticipated loading condition and the
anticipated use of the building.
For moisture sensitive flooring, the floor slab should be underlain by minimum 15 -mil
impermeable polyethylene membrane (Stego Wrap, Moistop Plus, or any equivalent meeting
the requirements of ASTM E1745, Class A rating) as a capillary break. Sand may be placed
above and below the impermeable polyethylene membrane at the discretion of the project
structural engineer/concrete contractor for proper curing and finish of the concrete slab -on -
grade and protection of the membrane and is considered outside the scope of geotechnical
engineering.
Flatwork
Flatwork should be a minimum of 4 -inches thick should be reinforced with a minimum of No. 3
reinforcing bar on 24 -inch centers in two horizontally perpendicular directions. Reinforcing
should be properly supported to ensure placement near the vertical midpoint of the slab.
"Hooking" of the reinforcement is not considered an acceptable method of positioning the steel.
The subgrade material should be compacted to a minimum of 90 percent of the maximum
laboratory dry density (ASTM 1557) to a minimum depth of two (2) feet. Prior to placement of
concrete, the subgrade soils should be moistened to near optimum moisture content and
verified by our field representative. The actual thickness and reinforcement of the slab shall be
designed by the structural engineer and should include the anticipated loading condition.
Cement Type and Corrosion
Based on testing performed concrete used should be designed in accordance with the provisions
of ACI 318-14, Chapter 19 for Exposure Class SO with a minimum unconfined compressive
strength of 2,500 psi. However, site soils are considered corrosive to ferrous metals.
TGR does not practice corrosion engineering. If needed, a qualified specialist should review the
site conditions and evaluate the corrosion potential of the site soil to the proposed improvements
and to provide the appropriate corrosion mitigations for the project.
Shrinkage/Subsidence
Removal and recompaction of the near surface soils is estimated to result in shrinkage ranging
from 10 to 15 percent. Minor ground subsidence is expected to occur in the soils below the zone
of removal, due to settlement and machinery working. The subsidence is estimated to be between
one and two tenths of a foot.
Site Development Recommendations
General
During earthwork construction, all site preparation and the general procedures of the contractor
should be observed, and the fill selectively tested by a representative of TGR. If unusual or
unexpected conditions are exposed in the field, they should be reviewed by this office and if
warranted, modified and/or additional recommendations will be offered. During demolition of the
TGR GEOTECHNICAL
DBE d 8(a) firm
3937 HARBOR BLVD
SANTAANA. CA 92761 p
P 714.8.6 4L]199 F714.841 7 190
www.fOrgrohrh.rom
20-7093
existing building and associated site work, voids created
(footings, pipelines, septic pits etc) shall be backfilled with
compaction per ASTM D1557) under the observation of TGR.
Grading
Page 14
from removal of buried elements
engineered fill (min 90% relative
All grading should conform to the guidelines presented in the California Building Code (2019
edition), except where specifically superseded in the text of this report. Prior to grading, TGR's
representative should be present at the pre -construction meeting to provide grading guidelines,
if needed, and review any earthwork. All uncertified fill within the building footprint and 5 feet
outside laterally should be removed and replaced with engineered fill. Oversize particles may
be encountered during grading. All particles greater than 4 -inches shall be removed.
To support the foundation a minimum three (3) feet of approved engineered fill should be placed
under the footings. A minimum of three (3) feet of engineered fill is recommended under slab -
on -grade, and a minimum of two (2) feet of engineered fill is recommended under flatwork, and
pavement. Site soils could be reused as engineered fill provided, they are free of oversized
particles and the recommendations presented in this report are implemented. Exposed bottoms
should be scarified a minimum of 6 -inches, moisture conditioned and compacted to a minimum
90 percent relative compaction. Subsequently, site fill soils should be re -compacted to a
minimum of ninety (90) percent relative compaction at near optimum moisture content. The
lateral extent of removals beyond the building/structure/footing limits should be equal to at least
the depth of fill or 5 feet, whichever is greater.
The depth of over -excavation should be reviewed by the Geotechnical Consultant during the
actual construction. Any subsurface obstruction buried structural elements, and unsuitable
material encountered during grading, should be immediately brought to the attention of the
Geotechnical Consultant for proper exposure, removal and processing, as recommended.
Fill Placement
Prior to any fill placement TGR should observe the exposed surface soils. The site soils may be
re -used as engineered fill provided, they are free of organic content and particle size greater
than 4 -inches. All particles greater than 4 -inches shall be removed and disposed offsite. Fill
shall be moisture -conditioned near optimum and compacted to a minimum relative compaction
of 90 percent in accordance with ASTM D1557. Any import soils shall be non -expansive and
approved by TGR Geotechnical Inc.
Compaction
Prior to fill placement, the exposed surface should be scarified to a minimum depth of six (6)
inches, fill placed in six (6) inch loose lifts moisture conditioned to near optimum and compacted
to a minimum relative compaction of ninety (90) percent in accordance with ASTM D 1557.
Trenching
All excavations should conform to CAL -OSHA and local safety codes.
TGR GEOTECHNICAL
DBE 8 8(a) firm
P 71 HARBOR BLVD
SANTA ANA. CA 927W D
P 71x.6,6 41 ]189 F 716841.7190
. tg"Oe .o
20-7093
Temporary Excavation and Shoring
Page 15
Temporary construction excavations may be anticipated during the proposed development. All
cuts, the slopes should be properly shored or sloped back to at least 1.HAV (Horizontal:
Vertical) or flatter. The exposed slope face should be kept moist (but not saturated) during
construction to reduce local sloughing. No surcharge loads should be permitted within a
horizontal distance equal to the height of cut from the toe of excavation unless the cut is
properly shored. Excavations that extend below an imaginary plane inclined at 45 degrees
below the edge of any nearby adjacent existing site facilities should be properly shored to
maintain foundation support at the adjacent structures.
Drainage
Positive site drainage should be maintained at all times. Water should be directed away from
foundations and not allowed to pond and/or seep into the ground. Pad drainage should be
directed towards street/parking or other approved area.
Utility Trench Backfill
All utility trench backfills in structural areas and beneath hardscape features should be brought
to near optimum moisture content and compacted to a minimum relative compaction of 90
percent of the laboratory standard. Flooding/jetting is not recommended.
Sand backfill, (unless trench excavation material), should not be allowed in parallel exterior
trenches adjacent to and within an area extending below a 1:1 plane projected from the outside
bottom edge of the footing. All trench excavations should minimally conform to CAL -OSHA and
local safety codes. Soils generated from utility trench excavations may be used provided it is
moisture conditioned and compacted to 90 percent minimum relative compaction.
Preliminary Pavement Design
The Caltrans method of design was utilized to develop the following asphalt pavement section.
The section was developed based on an assumed "R -Value" for compacted site subgrade soils
of 20.
Traffic indices of 4.5 and 5 were assumed for use in the evaluation of automobile parking stalls
and driveways, respectively. The traffic indices are subject to approval by controlling authorities
and shall be approved by the project civil engineer.
ASPHALT PAVEMENT SECTION
Pavement Utilization
Traffic
Index
Asphalt
Inch
Aggregate
Base Inch
Total
Inch
Parking Stalls
4.5
3.0
6.0
9.0
Auto Driveways
5.0
4.0
6.0
10.0
TGR GEOTECHNICAL
DBE 8 8W firm
S.HARBORBLVD
SANTAANA. CA927N
P71 D
P 7148417189 F714.841]190
w .VMeotec wm
20-7093 Page 16
Aggregate base material should consist of CMB complying with the specifications in Section
200.2.4 of the current "Standard Specifications for Public Works Construction" and should be
compacted to at least ninety-five (95) percent of the maximum dry density (ASTM D1557). The
surface of the aggregate base should exhibit a firm and unyielding condition just prior to the
placement of asphalt concrete paving.
The pavement subgrade should be constructed in accordance with the recommendations
presented in the grading section of this report.
The R -value and the associated pavement section should be confirmed at the completion of site
grading.
Geotechnical Review of Plans
All grading and foundation plans should be reviewed and accepted by the geotechnical
consultant prior to construction. If significant time elapses since preparation of this report, the
geotechnical consultant should verify the current site conditions, and provide any additional
recommendations (if necessary) prior to construction.
Geotechnical Observation/Testing During Construction
Per sections 1705.6 and table 1705.6 of the 2019 California Building Code, periodic special
inspection shall be performed to:
• Verify materials below shallow foundations are adequate to achieve the design
bearing capacity;
• Verify excavations are extended to the proper depth and have reached proper
material;
Verify classification and test compacted materials; and
Prior to placement of compacted fill, inspect subgrade and verify that the site has
been prepared properly
Per sections 1705.6 and table 1705.6 of the 2019 California Building Code, continuous special
inspection shall be performed to:
Verify use of proper materials, densities and lift thickness during placement and
compaction of compacted fill.
The geotechnical consultant should perform observation and/or testing at the following stages:
During any grading and fill placement;
Prior to pouring foundation or flatwork concrete;
During trench excavation;
Excavation bottom;
Placement of bedding material;
During trench backfill;
Subgrade for flatwork;
When any unusual soil conditions are encountered during any construction
operation subsequent to issuance of this report.
TGR GEOTECHNICAL
DBE 6 8(a) firm
P 71 HARBOR BLVD
SANTA ANA. CA 927U
P 710.6,6 41.7189 f 716.641 7190
www.igrgech .wm D
20-7093 Page 17
Limitations
This report was prepared for a specific client and a specific project, based on the client's needs,
directions and requirements at the time.
This report was necessarily based upon data obtained from a limited number of observances,
site visits, soil and/or other samples, tests, analyses, histories of occurrences, spaced
subsurface exploration and limited information on historical events and observations. Such
information is necessarily incomplete. Variations can be experienced within small distances and
under various climatic conditions. Changes in subsurface conditions can and do occur over
time.
This report is not authorized for use by, and is not to be relied upon by any party except the
client with whom TGR contracted for the work. Use or reliance on this report by any other party
is that party's sole risk. Unauthorized use of or reliance on this report constitutes an agreement
to defend and indemnify TGR 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 TGR.
TGR GEOTECHNICAL
DBE 8 8(a) f m
3837 HARBOR BLVD
BANTAANA,CA 92704 D
P 774.8.6 41.7189 F 714.861 7190
PLAZA DEL
VOLUP.IE
CPT -3
CITY HALL
2 -STORIES
(+I- 20,000S.F.)
B-3
•
I RALL
PARKING
_ (54 SPACES)
PEDESTRIAN
RES, PASEO
® P-2
+/- 2_650 SF
LINE INDICATES THE
PROPOSED LIMIT EXISTING
OF WORK BUILDING
AT APPROXIMATE LOCATION 0 . DING`'
B-3 - 2" t -I--�1-.■ 41"
• APPROXIMATE LOCATION OF EXPLORATORY BORING ® APPROXIMATE LOCATION OF PERCOLATION BORING
BORING LOCATION MAP PROJECT NO. 20-7093
LJ� v Hydl. VAAIW 32400 PAS EO A D E LA N TO
MyG .lTgp
MAk1iAl Testing
b'a� ,�� SAN JUAN CAPISTRANO, CALIFORNIA PLATE 1
r
r � }" I � it i SLl1e-✓� `h a u- - q - 'i
�Yrs
40
�r N
41,
+
so
:
SITE LOCATION MAP PROJECT No. 20-7093
32400 PASEO ADELANTO
Marerei resann
SAN JUAN CAPISTRANO, CALIFORNIA FIGURE 1
`J
QOa'�
SI
0 6 ..�f1r Qya
Tcs 7 Qls
{� 4
u .
2 Tct v YOUNG SURFICIAL DEPOSITS
d
TnV ���111 i Young alluvial fan deposits (Holocene and late Pleistocene)
Qy a 10 oy, Young alluvial flood -plain deposits (Holocene and late Pleistocene)
2O " � Young colluvial deposits (Holocene and late Pleistocene)
_ - _ Young alluvial valley deposits (Holocene and late Pleistocene)
1J , ..�. �.. ice.
Fo
Kennedy, M.P., Tan, S.S., Bovard, K.R., Alvarez, R.M., Watson, M.J., and Gutierrez, C.1., 2007, Geologic map of the Oceanside 30x60- N
minute quadrangle, California: California Geological Survey, Regional Geologic Map No. 2, scale 1:100,000
R' REGIONAL GEOLOGY MAP PROJECT NO. 20-7093
TG32400 PASEO ADELANTO
SAN JUAN CAPISTRANO, CALIFORNIA FIGURE 2
s $
}
i
MAIM
_•4 �•., f F : �' er { .,a'. s_� y if'. -r tr C- �r♦- ✓.
ti
— ,� }. ;..
t .
• s;
/7.0 Depth to groundwater (in feet) • Geotechnical bore holes used in
liquefaction evaluation -'
Modified From: California Department of Conservation, Division of Mines and Geology, 2001, Seismic Hazard Zone Report for the Dana Point
7.5 -Minute Quadrangle, Orange County, California, Report 049.
HISTORIC HIGH GROUNDWATER MAP PROJECT NO. 20-7093
Metenei Txmy
32400 PASEO ADELANTO
FIGURE 3
SAN JUAN CAPISTRANO, CALIFORNIA
•s' \ I �gr V4 ^\*T:�t(indicatingFmnecencY of Mov°an•Garden Grdv J-\4
bvestminst'e7"!—T` :T ' L , Foul .w,pwhim^tx«i°n.+tzoomrolawl.cement
r Santa An t / -''.n ^B5OCu1ed
tst St
••• ° • Tustin / N�Lr ., ---'�-
• ± •'s• „ �- i t Holocene faun displacement towing 111 700 years)
.. ,. ,, •• • . -'"I II w heut historic record
l(alley � v p
'1 - •,• ) --- - •s - °opr„ I n \ t' Late O.W.nnery fault dlWhicement(during past
• rr4s Imine t r..,.` 1 700000yeam)
t _ C• tarAlrr:a `
\ ,� � � •,� s ' � \ �
Quaternary holt (age undifferentiated)
— ,,, • \ 4 �ir / PreOu°tema huW(older Md l6 nulion arsla
s• Fit h ry ce
`�\\ 'q, •r # i ' �``.' F'-,r.`,t �l it i IFI. t�IVId.V huW wlWVwt rocdprn>:ed Quaternary dtspacanmt
I, ;,Drat Fen h 4 ;?NA MOUNT
t V I F,II .I.h _in. [�
\L I ny L. r 1-` \ ADDITIONAL FAULT SYMBOLS
L'agun t Hllls 1 , ,/', _ -----
463
� ~/ Bar and bell on tlownNrown sVtb Iroldiw a aDDMenS.
V V. fff t
Lagting Nlgu { ' "t p+rows°lon ZloidlcderddlwaI-lBapparentdrecaon
1 STP `~ S�TE
7 �
Gana Poin, \<lo
t
MArE
-^ CAMrA MARGA
MAMA F.Ifa
San Clement\ ''-erle'
465 v- Vys MOUNTAINS /
eacty
{ r
Modified From: Jennings, C. W., 2010, Fault Activity Map of California and Adjacent Areas, California Division of Mines and Geology,
Geologic Data Map Series, No. 6, Scale 1:750,000.
REGIONAL FAULT MAP PROJECT NO. 20-7093
E�"32400 PASEO ADELANTO
6farenAl Taeenn
C."d. .o SAN JUAN CAPISTRANO, CALIFORNIA FIGURE 4
BEBYIC HA RD ZONES
L te&nllon Zorwa
AAna w1aA Irralmcel McrrnerR<o111pYMeclwn. Mlocal geMoy n:ID
p<OI<Mnnal wdgrounC watercmOriwm rapbr
pGURHc apmr n , -1w .WrroO
- C.. 5 M931c)..W the remrrrM
Rew— n
EertlrpuekNnJuwO
L20111 Lena
Arena w111 prevnua nrFunmce OI41M110a mo.C1en1 n I.
b{p9repeKArobpNl grolerMeal nnO auWurlece water tql<rigm
MrrMa a paeNai for pnmanRl prwnp C.. S m.m W .
mrlr <or ea M4rrtJ rn puHc Reaar¢rr<CMa Secrron P6Rllr1 wonrn
repurrea
<a�' t `
SITE I
W - I
I.
Modified From: State of California Division of Mines and Geology, Earthquake Zones of Required Investigation, Dana Point Quadrangle
Released December 21, 2001, scale 1:24,000
110
���ARbal SEISMIC HAZARD ZONE MAP PROJECT NO. 20-7093
Llw�aa 32400 PASEO ADELANTO
Malnfµrl Tn5(rr:p
ConzM1UHnn nz:,<., SAN JUAN CAPISTRANO, CALIFORNIA FIGURE 5
20-7093 Percolation Test Worksheet Table 1
Test
Hole
Total
Depth
(in)
Initial Final
Depth (in) Depth (in)
AWater
Level (in)
Initial Time
(min)
Final Time
(min)
Time
(min)
Initial
Height of
Water
(in)
Average
Final Height Heightof
of Water (in) Water (in)
Infiltration
Rate (in/hr)
P-1
60
7
23
16
0.0
2.50
2.5
53
37
45.00
8.82
60
6
20
14
0.0
4.60
4.6
54
40
47.00
4.02
60
11
20
9
0.0
3.00
3.0
49
40
44.50
4.18
60
11
25
14
0.0
5.00
5.0
49
35
42.00
4.12
60
12
24
12
0.0
4.30
4.3
48
36
42.00
4.11
P-2
96
6
8
2
0.0
42.0
42.0
90
88
89.00
0.03
96
8
9
1
0.0
24.0
24.0
88
87
87.50
0.03
96
9
10
1
0.0
24.0
24.0
87
86
86.50
0.03
96
10
10.25
0.25
0.0
23.0
23.0
86
85.75
85.88
0.01
96
10.25
11
0.75
0.0
60.0
60.0
85.75
85
85.38
0.01
96
11
11.5
0.5
0.0
60.0
60.0
85
84.5
84.75
0.01
_ AH(60r)xCF
/r Ot(r+2Havg)
AH = Change in height
At= Time interval
r= Radius
I, Infiltration Rate
H„a Average Head Height over the time interval
CF Gravel Packing Correction
20-7093
APPENDIX A
REFERENCES
TGR GEOTECHNICAL
DBE 8 8(a)!
P 71 .6 HARBOR BLVD
SANTA ANA, CA 927N
P 716.841.7189 F714641,7190 )190
w Vr9mtedi
20-7093
APPENDIX A
References
California, State of, Department of Conservation, Division of Mines and Geology, 2008,
Guidelines for Evaluating and Mitigating Seismic Hazards in California,
CDMG Special Publication 117A
, 1998, Maps of Known Active Fault Near — Source Zones in California
and Adjacent Portions of Nevada
California Geological Survey (CGS), Earthquake Zones of Required Investigation, Dana Point
Quadrangle, dated December 21, 2001
California Department of Conservation — Division of Mines and Geology (CDMG), Classification
of Landslide Propensity in the Dana Point Quadrangle, Orange County,
California, dated 1984, DMG Open -File Report 84-57
California Department of Conservation — Division of Mines and Geology (CDMG), Seismic
Hazard Zone Report for the Dana Point 7.5 -Minute Quadrangle, Orange
County, California, dated 2001
Kennedy, M.P., Tan, S.S., Bovard, K.R., Alvarez, R.M., Watson, M.J., and Gutierrez, C.I., 2007,
Geologic Map of the Oceanside 30X60 Quadrangle, Orange County,
California.
Hart, E. W., 1997, Fault -Rupture Hazard Zones in California, Alquist-Priolo Earthquake Fault
Zoning with Index to Special Study Zones Maps: Department of
Conservation, Division of Mines and Geology, Special Publication 42
International Code Council (ICC), California Building Code, 2019 Edition
Jennings, C. W., 2010, Fault Activity Map of California and Adjacent Areas, California Division
of Mines and Geology, Geologic Data Map Series, No. 6, Scale 1:750,000
TGR GEOTECHNICAL
DBE B 8(41 firm
P 71 5. HARBOR BLVD
04
SANTA ANA. CA 927
P ]14.6417189 f ]t4.641 7190
www tgrgeaecn D
20-7093
APPENDIX B
LOG OF BORINGS
TGR GEOTECHNICAL
DBE 6 8(a) 8
3037 5. HARBOR BLVD
A
SANTANA,CA 92714
F 7147U
SANTA ANA, 89 1]190
www.pr9eotM.com
THE FOLLOWING DESCRIBES THE TERMS AND SYMBOLS USED ON THE LOG
OF BORINGS TO SUMMARIZE THE RESULTS OBTAINED IN THE FIELD
INVESTIGATION AND SUBSEQUENT LABORATORY TESTING
DENSITY AND CONSISTENCY
The consistency of fine grained soils and the density of coarse grained soils are described
on the basis of the Standard Penetration Test as follows:
COARSE GRAINED SOILS ESTIMATED UNCONFINED FINE GRAINED SOILS
COMPRESSIVE STRENGTH (Tsf)
Very Loose
< 4
< 0.25
Very Soft
< 2
Loose
4-10
0.35-0.50
Soft
2-4
Medium
10-30
0.50-1.0
Firm (Medium)
4-8
Dense
30-50
1.0-2.0
Stiff
8-15
Very Dense
>50
2.0-4.0
Very Stiff
15-30
> 4.0
Hard
> 30
PARTICLE SIZE DEFINITION (As per ASTM D2487 and D422)
Boulder
Cobbles
Coarse Giavcl
Fine Gravel
=* Larger than 12 inches
=> 3 to 12 inches
3/4 to 3 inches
No. 4 to 3/4 inches
Coarse Sands
Medium Sands
Fine Sands
Silt
Clay
SOIL CLASSIFICATION
No. 10 to No 4 sieve
No. 40 to No 10 sieve
=> No. 200 to 40 sieve
=> 5µm to No. 200 sieve
=> Smaller than 5µm
Soils and bedrock are classified and described based on their engineering properties and
characteristics using ASTM D2487 and D2488.
Percentage description of minor components:
Trace 1-10% Some 20-35%
Little 10-20% And or y 25-50%
Stratified soils description:
Parting 0 to 1/16 inch thick
Seam 1/16 to''/z inch thick
TGp Emrt�
M .Te ,v
Layer '/z to 12 inches thick
Stratum > 12 inches thick
LOG OF BORING
Page
age 1 of 2
SOIL CLASSIFICATION CHART
UNIFIED SOIL CLASSIFICATION AND SYMBOL CHART
COARSE-GRAINEO SOILS
(more than 50% or material is larger than No. 200 sieve size. )
Clean Gravels (Less than 5% lines)
D30
greeter
V,
Well -graded grevels. gravel -sand
Cu = D60 than 4. Cc = between 1 and 3
~ mixtures, little or no fines
GRAVELS
Gp
=y -graded gravels, gravel -sand
More Man 50%
of coarse
Abow'e 'A" fine with P I between
4 end T ere borderline cases
requiring use of dual symbols
mixturea, little a na fines
fraction larger
('navels with fines (More Man 12%fees) --_
than No.4
-_. ----_ _.. —
neve sae
GM Silly gravels, gravel-sandsdt n4xlures
GC
Clayey gravels, gravel -sand -day
D10 010x060
SP
mixtures
SM
Clean
Sends less Man 5% fines)
Wel1-graded sands, gravelly sends.
with P I. between 4 and 7 are
baderhne cases requiring use
Atlerberg lanits above "A'
fims or no fires
SANDS
- ---- ----
Sp
50% or more
Peony graded sands, gravelly sands.
of coarse
fl6a or rw fines
Sands with fines (Mae Men 12%Snree)
fraction, smaller
than No 4i^
save sire
SM Silty sands, sand -sig mixtures
�i SC
Clayey sands, sand -day mixtures
FINE-GRAINED SOILS
(50% or more of material is smaller than No. 200 slave size)
Inorganic silts and very, fine sands, rock
ML
flour, silty of clayey Me sands a dayey
SILTS
sills with slight plasbcity
AND
Inorganic clays of low to medico
CLAYS
Liquid limit
CL
plasticity, gravelly days, sandy clays,
less than
silty days. loan days
50%
_
-
OL
Organic sills and organic silty clays of
low plasticity
Inorganic slits, micaceous or
MH diatomaceous fine sandy or silty soils,
SILTS glaytic sifts
AND - ---
CLAYS Inorganic clays of high plasticity, fat
CH
Liquid sail days
50%
or greater Organic days of medium to high
ON
plasticity, organa silts
HIGHLY
ORGANIC PT Peal and other highly organic lolls
SOILS
Determine parcen"s of send and gravel lion, grairvsae Curve Depending
on percentage of fines (!racoon smaller than No. 260 mw size).
cosrsa grained soils are classified as follows
Less than 5 Percent ............... .........-. GW. OR SW. SP
More than 12 percent .................................. GM, GC. SM, SC
5 to 12 percent .... ...... ....... Borderline Cases requiring dual symbols
PLASTICITY CHART
60
K 50
a CH
xx 40 ALINE;
8z PI= 0.7 L-20
CL MH60H
u 20
a 10 _
a ML80L
° 0 10 " 20 30 40 50 60 TO 00 90 1 DD
LIQUID LIMIT (LL) (%)
PARTICLE SIZE LIMITS
COBBLES GRAVEL I SAND SILT OR CLAY
coarse I fine I coarse medium I fine
3" %" NO.4 NO. 10 NO. 40 NO. 200
ffw.www"
746IR Wall Testing
CanibllWOn ety "'
LOG OF BORING
EXPLANATION
Page 2 of 2
LABORATORY CLASSIFICATION CRITERIA
D30
greeter
Cu = D60 than 4. Cc = between 1 and 3
GW
D
t0 10 D60
GP
Not meeting all gradation requirements for GW
GM
Atterberg limitsbebw'A'
line or Pi less than 4
Abow'e 'A" fine with P I between
4 end T ere borderline cases
requiring use of dual symbols
GC
Atterberg limits above'A'
line with PI greater than 7
060 D30
Cu = greater than 4. Cc : between 1 and 3
SW
D10 010x060
SP
Not meeting all gradation requirements for GW
SM
Atterberg limits bebw'A'
Limits plotting in shaded zona
line or P less than 4
with P I. between 4 and 7 are
baderhne cases requiring use
Atlerberg lanits above "A'
SC
line with P I. greater men 7
of dual symbols
Determine parcen"s of send and gravel lion, grairvsae Curve Depending
on percentage of fines (!racoon smaller than No. 260 mw size).
cosrsa grained soils are classified as follows
Less than 5 Percent ............... .........-. GW. OR SW. SP
More than 12 percent .................................. GM, GC. SM, SC
5 to 12 percent .... ...... ....... Borderline Cases requiring dual symbols
PLASTICITY CHART
60
K 50
a CH
xx 40 ALINE;
8z PI= 0.7 L-20
CL MH60H
u 20
a 10 _
a ML80L
° 0 10 " 20 30 40 50 60 TO 00 90 1 DD
LIQUID LIMIT (LL) (%)
PARTICLE SIZE LIMITS
COBBLES GRAVEL I SAND SILT OR CLAY
coarse I fine I coarse medium I fine
3" %" NO.4 NO. 10 NO. 40 NO. 200
ffw.www"
746IR Wall Testing
CanibllWOn ety "'
LOG OF BORING
EXPLANATION
Page 2 of 2
LOG OF EXPLORATORY BORING B-1 Sheet 1 of 2
Project Number: 20-7093 Logged By: PK
Project Name: 32400 Paseo Adelanto Mixed Used Project Engineer: SG
Date Drilled: 7/24120-7/24120 Drill Type: Hollow Stem
Ground Elev: Drive Wt & Drop: 140lbs / 30in
FIELD
RESULTS
LAB
RESULTS
Shelby Standard
■ # No
3
0
a
z
Tube Split Spoon recovery
\
�,
L
w
t
m
m
m H
Modified = Water Table
c�
`m.
❑
a
E
y_
W
>
F
o v
California ATI)
c
Z n
o
a.
cl
SUMMARY OF SUBSURFACE CONDITIONS
❑
o
5' Asphalt Concrete
Fill: GRAVEL and COBBLES- brown, some clay, coarse gravel and
o
cobbles up to 6 inch, moist
0
0
5
0
........same as above, sample disturbed
183P
-GG
14
85
Native: SAND- yellowish brown, medium to coarse grained sand,
medium dense, moist
10
SAND- brown, medium to coarse grained sand, moist
10
SP
3
103
onsol
00=3
15
SANDY SILT to SILT- brawn to dark brown, medium stiff, moist
PH7
CL
48
782(0=54."
tterbe
20
SAND- brown, very moist, medium to coarse grained, medium
20
SP
dense
13
1
2s
;:..
...........same as above, wet
31
SP
15
118
-200=
6%
This Boring Log should be evaluated in conjunction with the complete
A
geotechnical report. This Boring Log represents conditions observed
PLATE 2
A
atlhe specific location and date indieated, it is not warranted to be
representative of subsurface conditions at other locations and dimes.
TGR GEOTECHNICAL, INC.
LOG OF EXPLORATORY BORING B-1 Sheet 2 of 2
Project Number: 20-7093 Logged By: PK
Project Name: 32400 Paseo Adelanto Mixed Used Project Engineer: SG
Date Drilled: 7/24/20 - 7/24/20 Drill Type: Hollow Stem
Ground Elev: Drive Wt & Drop: 140lbs / 30in
FIELD
RESULTS
LAB
RESULTS
o
Shelby Standard
■ No
Z
v
d
Tube Split Spoon recovery
Modified = Water Table
t m
California ATD
c
g
0
O H
a
0
Z
0
SUMMARY OF SUBSURFACE CONDITIONS
m
coo
............same as above- grayish brawn, some gravels
23
SP
13
35
..same as above, medium to coarse grained
13
SP
18
-200=
7.2%
ao
SILTY SAND- grayish brown, fine to medium grained sand, medium
25
SP
dense, wet
22
as
-"
..............same, dense
29
SP
21
-200=
24.6%
50
::.;.
...........same as above
40
SP
17
Bottom of Boring at 51.5 feet
Groundwater encountered at 23 feet below ground surface
No caving observed
Boring backfilled with cuttings and patched with concrete
TNs Boring Log should be evaluated in conjunction with the complete
A
geotechnical report. This Boring Log represents conditions observed
PLATE 3,��
at the specific location and date indicated, it is not Warranted to be
representative of subsurface, condNans at other locations and fimes.
TGR GEOTECHNICAL, INC.
LOG OF EXPLORATORY BORING B-2 Sheet 1 of 1
Project Number: 20-7093 Logged By: PK
Project Name: 32400 Paseo Adelanto Mixed Used Project Engineer: SG
Date Drilled: 7/24/20 - 7/24120 Drill Type: Hollow Stem
Ground Elev: Drive Wt & Drop: 140lbs / 301n
FIELD
RESULTS
LAB
RESULTS
o
Shelby Standard
■ No
m
m
2
s?
C
Tube Split Spoon recovery
ns
E
E
-.2�
m
ac
Modified = Water Table
d
m a
=
T
'c
Y v
D
B California ATD
��-
—
010
O
>
,
o_m
a°
o
U
❑
SUMMARY OF SUBSURFACE CONDITIONS
m
❑
to `o
6.5 Asphalt Concrete
Fill: GRAVEL and COBBLES- brawn, some clay, coarse gravel and
cobbles up to 6 inch, moist
o
U
Native: SAND -yellowish brown, medium grained, moist
5
: ":'"
..........same as above, medium dense
21
SP
7
118
10
..........same as above
12
SP
5
101
onsol
15
'
..........same as above, some fines
10
SP
13
114
20
""
same as above, medium to coarse grained
18
SP
5
25
...........same as above, some gravel, wet
21
SP
12
Bottom of Baring at 26.5 feet
Groundwater encountered at 23 feet below ground surface
No caving observed
Boring backfilled with cuttings and patched with concrete
This Boring Log should be evaluated in conjunction with the complete
A
geotechnical report. This Boring Log represents conchons observed
PLATE 4
at the spearc location and date indicated, it Is not warranted to he
representative of subsurface concWons at other locations and times.
A 3 ■`
TGR GEOTECHNICAL, INC.
LOG OF EXPLORATORY BORING B-3 Sheet 1 of 1
Project Number: 20-7093 Logged By: PK
Project Name: 32400 Paseo Adelanto Mixed Used Project Engineer: SG
Date Drilled: 7/24/20 -7/24/20 Drill Type: Hollow Stem
Ground Elev: Drive Wt & Drop: 140lbs / 30in
FIELD
RESULTS
LAB
RESULTS
o
Shelby Standard
* No
J
m
d
r?
c
Tube Split Spoon recovery
L
nu
3
Ev
a
C
W
da
3"
a
n
mom,
to
e Modified = Water Table
California ATD
no
o
m
p
y a
o
d
O
SUMMARY OF SUBSURFACE CONDITIONS
5" Asphalt Concrete
Fill: GRAVEL and COBBLES- brown, some clay, coarse gravel and
o
o
cobbles up to 6 inch, moist
Roslo
M
Native: SAND- yellowish brown, medium to coarse sand, some
scattered fine gravels, moist, medium dense
mold
Shear
5
same as above
16
SP
4
113
onsol
10
..........same as above
27
SP
4
104
15
same as above
18
SP
4
113
-20-'.+:.
...........same as above, medium to coarse sand, very moist to wet
28
SP
7
25-5Gravelly
Sand- brown, medium to coarse sand, fine gravel, wet,
y::
22
SWc
medium dense
11
Bottom of Boring at 26.5 feet
Groundwater encountered at 22 feet below ground surface
No caving observed
Boring backfilled with cuttings and patched with concrete
This Boring Log should be evaluated in conjunction with the complete
A
geotedmicb report This Boring Log represents conditions observed
p �/o►TE 5
at the specific location and date indicated, it Is not warranted to be
representative of subsurface conditions at other locations and times.
`T-+
TGR GEOTECHNICAL, INC.
LOG OF EXPLORATORY BORING P-1 Sheet 1 of 1
Project Number: 20-7093 Logged By: PK
Project Name: 32400 Paseo Adelanto Mixed Used Project Engineer: SG
Date Drilled: 7/24/20 - 7124120 Drill Type: Hollow Stem
Ground Elev: Drive Wt & Drop: 140lbs it 30in
FIELD
RESULTS
LAB
RESULTS
Shelby Standard
❑ No
J
Tube Split Spoon recovery
\
�,
Modified = Water Table
o=
o a
£
v
California ATD
�
09
O
O
SUMMARY OF SUBSURFACE CONDITIONS
6.5' Asphalt Concrete
Fill: GRAVEL and COBBLES- brown, some clay, coarse gravel and
°
cobbles up to 6 inch, moist
0
Native: SAND- yellowish brown, medium to coarse sand, slightly
moist, medium dense
2
SP
3
-
00=2.
5
Bottom of Boring at 5 feet
No Groundwater encountered
No caving observed
Boring backfilled with cuttings and patched with concrete
This Boring Log should be evaluated in conjunction with the complete
A
geotedinical report. This Boring Log represents conditions observed
PLATE 6
at the specific location and date indicated, it is not Wanarded to be
representative of subsurface conditions at other locations and groes.
TGR GEOTECHNICAL, INC.
LOG OF EXPLORATORY BORING P-2 Sheet 1 of 1
Project Number: 20-7093 Logged By: PK
Project Name: 32400 Paseo Adelanto Mixed Used Project Engineer: SG
Date Drilled: 7/24120 - 7/24/20 Drill Type: Hollow Stem
Ground Elev: Drive Wt & Drop: 140lbs It 30in
FIELD
RESULTS
LAB
RESULTS
Shelby Standard
■ 01 No
n
n
Tube Split Spoon recovery
L
o
a
E
rn
d
>
a
to
y
Modified = Water Table
_
„ `m
"
0 n
w
z m
t- 'c
x=
v
❑
e California ATD
c
09
t7
?
'�
N
c
l
U
r
❑
SUMMARY OF SUBSURFACE CONDITIONS
m
❑
o
7.5' Asphalt Concrete
SANDY CLAY- grayish brown with orange oxidation, medium stiff,
moist
5
.......same as above
5
CL
25
-2)0=81.
Bottom of Boring at 7 feet
No Groundwater encountered
No caving observed
Boring backfilled with cuttings and patched with concrete
TNs Baring Log should be evaluated in conjunction Wth the complete
A
geotetlmiral report. This Boring Log represents conddons observed
PLATE 7
at the spedtic location and date indicated, it is not warranted to be
representative of subsurface condtions at other locations and times.
`�-,
TGR GEOTECHNICAL. INC.
KKehoe and Engineering
714-901-7270-7270
EV sieve@kehoetesting.com
www.kehoetesting.com
Project: TGR Geotechnical
Location: 32400 Paseo Adelanto, San Juan Capistrano, CA
Cone resistance
0
2
4
6
8
30
12
14
16
18
20
22
C 24
p 26
v
Q 28
30
32
34
36
38
40
42
44
46
48
50
Sleeve friction
V
Billy Swd& sandy $IM
2Clay
u
2
Gay d silly Clay
4
2
4
8
n
6
12
6
8
16-
8
30
20-
30
12
24-
12
14
28-
14
16
32-
16
is
--
36-
18
20
40-
20
22
44-
22
F— 24
48 -
C 24
L
w26-
M26
� 28
d
O 29
30
30
32
32
34
34
36
36
38
38
40
40
42
42
44
- -
44
46
46
48
48
50
50
Pore pressure u
0 100 200 300 400 500 600 0 1 2 3 4 5 -20 -10 0 30 20
Tip resistance (tsf) Friction (tsf) Pressure (psi)
CPeT-Ir v.2.3.1.9 - CPRI data presentation & interpretation software - Report created on: 8/10/2020, 11:21:37 AM
Pmject fie:
Friction ratio
0
2-
4-
5-
13-
10-
12-
14-
Is-
Is-
20-
22-
S24-
M26-
28-
461330121416182022S24u26 28 a
30-
32-
34-
36-
38-
40-
42-
44-
46-
48-
50-
0
0323436384042444648500 1 2 3 4 5 6 7 8
Rf (%)
C-1
Total depth: 4.14 it, Date: 8/8/2020
Soil Behaviour Type
1 2 4 6 8 10 12 14 16 18
SBT (Robertson, 2010)
1
Billy Swd& sandy $IM
2Clay
8 silty clay
Gay d silly Clay
4
Sa &silly sand
6
8
10
12
14-
4161820222426283032343638404244464850
16-
Is-
20-
22-
24-
26-
28-
30-
32-
34-
36-
38-
40-
42-
44-
46-
48 -
50 -1
1 2 4 6 8 10 12 14 16 18
SBT (Robertson, 2010)
1
K� Rehoe and Engineering
714-901-7270-7270
Esieve@kehoetesting.com
w .kehoetesting.com
Project: TGR Geotechnical
Location: 32400 Paseo Adelanto, San luan Capistrano, CA
Cone resistance
0
2
4
6
8
10
12
14
16
18
20
22
'Y24
L
a 26
v
� 20
30
32
34
36
38
40
42
44
46
48
50
0
2
4
6
8
10
12
14
16
18
20
22
24
:15 26
v
� 28
30
32
34
36
38
40
42
44
46
48
50
Sleeve friction Pore pressure u
0
2
4
6
8
10
12
b
14
1 16
18-
20
zo
22
S24-
L
n 26
w
Q 28
30
32
34
36
38
40
42
44
46
48
50
0 100 200 300 400 500 600 0 1 2 3 4 5 -20 -10 0 10 20
Tlp resistance (tsf) Friction (tsf) Pressure (psi)
CPeT-Ir v.2.3.1.9 - CPTU data presentation & interpretation software - Report created on: 8/10/2020, 11:23:31 AM
Project file:
C-2
Total depth: 50.48 ft, Date: 8/8/2020
0
Friction ratio
Soil Behaviour Type
0 Sall&silly sand
2
2 — Clay &silly clay
Sand & silly said
4
4 _ Silly sand sandy sill
$W & silly sand
6
6 j Silty sand& sandy sift
Sand &silty sand
8
8 Silty sand & sandy sift
10
30
12
2
Sand &silty sand
14
14
16
16
18
18 Silty sad& sally sift
20
20 Sand &silly sad
Sily sada sandy sift
22
22 - Clay
24
24 Sand & silly sand
Silly sad & sandy sit
p26
G
a26 ay Bsilry clay
o 28
N Sand
28
Sand &silty sand
30
30 Sand
32
32 Sand &si ty said
34
34 Sad
36
36 Sad
38
38 Sandi &silly sell
40
40 Silty said & sandy sit
Clay
42
42 Say saw & an* sit
Silty sad & sandy sift
44
44 Silly said & sandy sift
46
46 Sand
48
48 Sand &silty sand
Sand & silly sand
50
50
0 1 2 3 4 5 6 7
8 0 2 4 6 8 10 12 14 16 18
Rf (%)
SBT (Robertson, 2010)
1
A
n
KKehoe Testing and Engineering
T 714-901-7270
Estave@kehoeteshng.com
www.kehoetesting.mm
Project: TGR Geotechnical
Location: 32400 Paseo Adelanto, San 3uan Capistrano, CA
Cone resistance
0
2
4
6
8
10
12
14
16
18
20
22
24
M26
d
� 28
30
32
34
36
38
40
42
44
46
48
Sleeve friction
C
Pore pressure u
0 100 200 300 400 500 600 0 1 2 3 4 5 -20 -10 0 10 20
Tip resistance (tsf) Friction (tsf) Pressure (psi)
CPeT-If v.2.3.1.9 - CPTU data presentation & interpretation software - Report created on: 8/10/2020, 11:23:52 AM
Project file:
C-3
Total depth: 50.40 R, Date: 8/8/2020
0
Friction ratio
Soil Behaviour Type
0
$Bfd & 611N BSYi
2
2
Sand & silty sand
4
4
Silly sad&study sift
6
6 Silly sand& sandy silt
6
8 Clay
Clay & city clay
10
—
10 G*
Clay
12
12 SilN 6ord&..dy6ift
Clay
14
14 Sandi &Silty sad
Silty sand & sandy sift
16
16
Sand & silty sand
is
18
Silty sand & sandy sift
20
20 - Clay
Clay
22
22 Silly sand& sandy sift
Sand & silly sand
C 24
S 24
San sand 8sandy sift
M26-
& sandy
a26 - Silly sadsift
Clay & Silty Slay
p 28
O 28 SiIN sad& sandy silt
30
30 Sand &silty said
32
—
32 Sand
SSM
Said &Silty sand
34
- -
34
Sand
36
- - — I
36 Sad
38
-- ---
38 Sam &siltyaand
40
40 Silty said & sandy sift
Silty sad & sandy silt
42
42 Sand & city and
44
- 1
44 Silly sand & sally sift
Gay & silly Slay
46
---
46 Sad A Sity sad
Silly Sam & sally sin
48
48
Sand &silty Sam
50
50
0 1 2 3 4 5 6 7
8 0 2 4 6 8 10 12 14 16 18
Rf (%)
SBT (Robertson, 2010)
1
20-7093
APPENDIX C
LABORATORY TEST RESULTS
TGR GEOTECHNICAL
DBE 8 8(a) Po
3937 HARBOR BLVD
BANTA ANA. CA 92700 D
P714.641 .7189 F714,641,7190
wnw.mrgeotech.can
20-7093
APPENDIX C
Laboratory Testing Procedures and Results
Moisture and Density Determination Tests: Moisture content and dry density determinations
were performed on relatively undisturbed samples obtained from the test borings. The results of
these tests are presented in the boring logs. Where applicable, only moisture content was
determined from "undisturbed" or disturbed samples.
Maximum Density Tests: The maximum dry density and optimum moisture content of typical
materials were determined in accordance with ASTM Test Method D1557. The results of these
tests are presented in the test data and in the table below:
Sample Location
Sample Description
Maximum Dry
Density Pc
Optimum Moisture
Content
B-3 @ 0-5 feet and
P-2@ 0-7 feet
Sand and Sandy Clay
118.5
15.0
Direct Shear Test: Direct shear test was performed on selected remolded and/or undisturbed
sample, which was soaked for a minimum of 24 hours under a surcharge equal to the applied
normal force during testing. After transfer of the sample to the shear box, and reloading the
sample, pore pressures set up in the sample due to the transfer were allowed to dissipate for a
period of approximately 1 -hour prior to application of shearing force. The sample was tested
under various normal loads, a motor -driven, strain -controlled, direct -shear testing apparatus at a
strain rate of less than 0.001 to 0.5 inches per minute (depending upon the soil type). The test
result is presented in the test data and in the table below:
Sample
Sample Description
Friction Angle
Apparent
Location
54.3%
(degrees)
Cohesion (psf)
B-3 @ 0-5 feet
and P-2@ 0-7
Sand and Sandy Clay
22 618
feet
(Remolded)
Wash Sieve Test: Typical materials were washed over No. 200 sieve (ASTM Test Method
D1140). The test results are presented below:
Sample Location
% Passing No. 200 Sieve
B-1 @ 10 feet
3%
B-1 @ 15 feet
54.3%
B-1 @ 25 feet
6%
B-1 @ 35 feet
7.2%
TGR GEOTECHNICAL
DBE 8 81q N
177 5. HARBOR BLVD
SANTAANA. CA927U D
P 71C.8C 1.7189 F714.ea V190
w.v+i.19r9ecKd,.corn
20-7093
B-1 @ 45 feet
24.6%
P-1 @ 3.5 feet
2.3%
P-2 @ 5 feet
81.6%
Consolidation Tests (ASTM D2435): Consolidation test were performed on selected, relatively
undisturbed ring samples. Samples were placed in a consolidometer and loads were applied in
geometric progression. The percent consolidation for each load cycle was recorded as the ratio
of the amount of vertical compression to the original 1 -inch height. The consolidation pressure
curves are presented in the test data.
Corrosivity Test: Electrical conductivity, pH, and soluble chloride tests were conducted on
representative samples and the results are presented in the test data and in the table below:
Soluble Sulfates: The soluble sulfate content of selected sample was determined by standard
geochemical methods. The test result is presented in the table below:
Sample
Sample Description
Soluble
Electrical
Exposure
Potential
Sample
Sample Description
Chloride
Resistivity
PH
Degree of
Location
(ppm)
(CAL.422)
(CAL.643)
(CAL.747)
Attack on
419
SO
m
ohm -cm
Steel
B-3 @ 0-5 feet
Gravelly Sand
94
2,500
7.1
Moderate
Soluble Sulfates: The soluble sulfate content of selected sample was determined by standard
geochemical methods. The test result is presented in the table below:
Sample
Sample Description
Water Soluble
Sulfate in Soil,
Sulfate
Content
Exposure
Location
( /�)
( �D)
(D/o)
Class*
B-1 @ 15 feet
48
(% by Weight)
(ppm)
ML
B-3 @ O-5 feet
Gravelly Sand
0.0419
419
SO
Based on the current version of ACI 318-14 Building Code, Table No. 19.3.1.1; Exposure Categories
and Classes.
Atterberg Limits: The Atterberg Limits were determined in accordance with ASTM Test Method
D423 for engineering classification of the fine-grained materials and presented in the table below:
Sample Location
Liquid Limit
Plastic Limit
Plasticity Index
USCS Soil
( /�)
( �D)
(D/o)
Classification
B-1 @ 15 feet
48
35
13
ML
TGR GEOTECHNICAL
DBE H 8(m f
3037 HARBOR BLVD
SANTA ANA. CA 92700 D
P 7tA.6.6 611189 P71a.8117190
.vww.t9t9eoteU� com
135
130
125
■■■■■■■■■■■■■■■I Source of Material _ 0ELL1iJHgY
■■■■■■■■■■■■■■■1...
■■■■■■■■■■■■■■■\ ... Sandy ClayTest Method ASTIVI D1557 Method ATEST RESULTSMaximum Dry Density 118.6 PCF========MMMMMM=mm=iLomL,=L Optimum Water Content 15.0 %
ATTERBERG LIMITS
LL PL P1
Curves of 100% Saturation-
-:Gravity Equal to:
2.80
2.70
2.60
N
85
M
WATER CONTENT, %
3037 S. Harbor Blvd MOISTURE -DENSITY RELATIONSHIP
Santa Ana, CA 92704 Project Number: 20-7093
Telephone: 714-641-7189
5 TGR GEOTECHNICAL, INC. Fax: Project Name: 32400 Paseo Adelanto Mixed Used
4,000
P -j05') & (0-7')
Sand and Sandy Clay-Remolded�90%, Peak
107
13
618
,500
3,500-
3,000-
3,000
2,500
2,500-
N
6
H
z
Z
z
2,000
Q
W_
1,500-
,5001,000
1,000
500-
0000
0-
0500 1,000 1,500 2,000 2,500 3,000 3,500 4,000
NORMAL PRESSURE, psf
C
0
u
i
U
w
r
w
Specimen Identification
Classification Yd MC% c
• B-3& P-ZO-V) & (0-7')
Sand and Sandy Clay -Remolded -90%, Peak 107 13 618 E22B-3&
w
O
5
w
0
a
ww
a
a
9
DIRECT SHEAR TEST
3037 S. Harbor Blvd
N Santa Ana, CA 92704
Project Number: 20-7093
AA � Telephone: 714-641-7189
GEOTECHNICAL, ]NC. Fax:
Project Name: 32400 Paseo Adelanto Mixed Used
eTGR
P -j05') & (0-7')
Sand and Sandy Clay-Remolded�90%, Peak
107
13
618
STRESS, Ksf
Specimen Identification I Classification Yd I MC%
• B3 5.0 1 Sand 113 1 4
�♦
TGR GEOTECHNICAL, INC.
3037 S. Harbor Blvd
Santa Ana, CA 92704
Telephone: 714-641-7189
Fax:
CONSOLIDATION TEST
Project Number: 20-7093
Project Name: 32400 Paseo Adelanto Mixed Used
OL
n1
STRESS, Ksf
Specimen Identification I Classification Yd I MC%
• B-1 10.0 1 Sand 103 1 3
A 3037 S. Harbor Blvd
Santa Ana, CA 92704
Agat Telephone: 714-641-7189
TGR GEOTECHNICAL, INC. Fax:
CONSOLIDATION TEST
Project Number: 20-7093
Project Name: 32400 Paseo Adelanto Mixed Used
2
4
6
8
0
a
10
U)
12
L
E
ru
ecimen Identification
B-2 10.0
A 3037 S. Harbor Blvd
Santa Ana, CA 92704
A elm Telephone: 714-641-7189
TGR GEOTECHNICAL, INC. Fax:
STRESS, Ksf
Classification I Yd I MC%
Sand 101 1 5
CONSOLIDATION TEST
Project Number: 20-7093
Project Name: 32400 Paseo Adelanto Mixed Used
60
CL CH
50
P
L
A
0 T
S 40-
T
I
C
T 30
Y
I
N
JOOOI�
20—
D
E
X
•
-T]
10
CL -ML ML MH
0
0 20 40 60 80 100
LIQUID LIMIT
Specimen Identification
LL
PL
PI
Fines
Classification
01
B-1 15.0
48
35
13
Sandy Silt to Silt
3037 S. Harbor Blvd
Santa Ana, CA 92704
Aelm Telephone: 714-641-7189
TGR GEOTECHNICAL, INC. Fax:
ATTERBERG LIMITS' RESULTS
Project Number: 20-7093
Project Name: 32400 Paseo Adelanto Mixed Used
To:
TGR GEOTECHNICAL
3037 S. HARBOR BLVD.
SANTA ANA, CA 92704
Project No.: 20-7093
Project: 32400 Paseo Adelauts
Sample ID: B-3 @ 0'-5'
ANAHEIM TEST LAB, INC
196 Technology Dr., Unit D
Irvine, CA 92618
Phone (949)336-6544
ANALYTICAL REPORT
CORROSION SERIES
SUMMARY OF DATA
pH MIN. RESISTIVITY
per CT. 643
ohm -cm
7.1 2,500
SOLUBLE SULFATES
per CT. 417
ppm
419
DATE: 08/12/2020
P.O. NO: VERBAL
LAB NO: C-3994
SPECIFICATION: CTM -643/417/422
MATERIAL: Soil
SOLUBLE CHLORIDES
per CT. 422
ppm
94
RESPECTFULLY SUBMITTED
WES BRIDGER LAB MANAGER
20-7093
APPENDIX D
LIQUEFACTION ANALYSIS
TGR GEOTECHNICAL
DBE B B(a) firm
3037 5HARBOR BLVD
SANTAANA. CA 92706 D
P 714.66 61 ]199 F 714.6417190
Project title : 20-7093
Location : 32400 Paseo Adelanto, San Juan Capistrano
:: Input parameters and analysis properties ::
Analysis method:
TGR Geotechnical INC
—
GED/fit gg g qv as r a"' _
3037 S. Harbor Blvd.
W—U ytfi 4 ftp
�•r
Santa Ana, GA 92702
■ sa
www.tgrgeotech.com
Sampling method:
SPT BASED LIQUEFACTION ANALYSIS REPORT
Project title : 20-7093
Location : 32400 Paseo Adelanto, San Juan Capistrano
:: Input parameters and analysis properties ::
Analysis method:
NCEER 1998
G.W.T. (in-situ):
20.00 it
Fines; correction method:
WEER 1998
G.W.T. (earth{.):
5.00 ft
Sampling method:
Sampler wo liners
Earthquake magnitude Mw:
6.90
Borehole diameter:
200mm
Peak ground acceleration:
0.56 g
Rod length:
3.28 ft
Eq. external load:
0.00 tsr
Hammer energy ratio:
1.25
Raw SPT Data
4
6 "
81
12-
14-
16-
i
21416
82022 18-
20-
22
—24-
26-
30 24 2630 z,
32-
34
36
38
40
42
44
46
48
50
52
0 10 20 30 40 50
SPT Count (blows/ft)
0.8
0.7
0.6
0
0.5
C
m
00.4
N
u
� 0.3
U
0.2
0.1
0.0
CSR - CRR Plot
6
8
10
12
14
16
18
20
22'r
24-
26-
28-
30-
32-
34-
36-
38-
40-
42-
44-
46
42628303234363840424446
48
50
0 0.2 0.4 0.6 0.8 1
CSR - CRR
CRR 7.50 clean sand curve
1
1
1
1
1
2
2
2
C 2
L
n2
03
3
3
3
3
4
4
4
4
4
s
0 0.5 1 1.5 2
Factor of Safety
Liquefaction
s
No Liquefaction
0 5 10 15 20 25 30 35 40 45 51
Corrected Blow Count N1(60),cs
SPT Name: 6-1
6-
10-
12-
14-
16-
Is-
20 -
22 30121416162022
24
26
n 28
p 30-
32-
34
03234
36-
38-
40-
42-
44-
46
63840424446
48
so
0 5 10
Liquefaction potential
F.S. color scheme
Almost certain it will liquefy
❑ Very likely to liquefy
❑ Liquefaction and no liq. are equally, likely
❑ Unlike to liquefy
M Almost certain it wil not liquefy
LPI color scheme
0 Very high risk
❑ High risk
❑ Low risk
UgSVs 1.3.3.1 - SPT & Vs Liquefaction Assessment Software Page: 1
Project File: P:\2020 PmRets\20-7093 Paseo Adelanto SIC lamboree Housing\Liquefaction Analysis\20-7093 32400 Paseo AdeNttto.lsys
This software is registered to: TGR Geotechnical, Inc.
:: Overall Liquefaction Assessment Analysis Plots::
8
10
26
a28
ar
30
32
34
36
38
40
42
44
Raw SPr Data
0 10 20 30 40 50
SPT Count (blows/ft)
CSR - CRR Plot
6
8
to
12
14
16
18
20
22
� 2
L
G2
0
3
3
3
3
3
50
0 0.2 0.4 0.6 0.8 1
CSR - CRR
0 0.5 1 1.5 2
Factor of Safety
6
8
10
12
14
16
18
20
22
24
26
r
p 28
0
O 30
32
34
36
38
40
42
44
46
48
50
rc rtr�er uy
r
0 1 2 3 4
Cuml. Settlement (in)
r
wwrar
6t8
8-
024 0-
2-
4
6
a-
2-
4-
0 44
0
Cuml. Displacement (ft)
LigSVs 1.3.3.1 - SPT & Vs Liquefaction Assessment Software Page: 2
Project rile: P:\2020 Pmjects\20-7093 Paseo Adelanto SJC Jamboree Housing\Lquefaction Analysis\20-7093 32400 Paseo Adelanrn.lsys
This software is registered to: TGR Geotechnical, Inc.
• Field input data
Test
SPT Field
Fines
Unit
Infl.
Can
Depth
Value
Content
Weight
Thickness
Liquefy
(ft)
(blows)
(0/0)
(pcf)
(ft)
5.00
5.00
38
3.00
,120.00
10.00
Yes
10.00
10
3.00
120.00
5.00
Yes
15.00
7
54.30
120.00
5.00
No
20.00
20
6.00
120.00
5.00
Yes
25.00
31
6.00
120.00
5.00
Yes
30.00
23
6.00
120.00
5.00
Yes
35.00
13
7.20
120.00
5.00
Yes
40.00
25
24.60
120.00
5.00
Yes
45.00
29
24.60
120.00
5.00
Yes '
50.00
40
24.60
120.00
1.50
Yes
Abbreviations
Depth:
Depth at which test was performed (ft)
SPT Field Value:
Number of blows per foot
Fines Content:
Fines content at test depth (%)
Unit Weight:
Unit weight at test depth (pcf)
Infl. Thickness:
Thickness of the soil layer to be considered in settlements analysis (ft)
Can Uquefy:
User defined switch for excluding/including test depth from the analysis procedure
Cyclic Resistance Ratio (CRR) wiculation data
Depth SPT Unit a, U. o'. CN
(ft) Field Weight list) (tsf) (tsf)
Value (pcf)
Ce Ca CR
Cs (NI)so Fines a (! (Ns)60o CRR7z
Content
(d/d)
Abbreviations
o.: Total stress during SPT test (tsf)
u0: Water pore pressure during SPT test (tif)
o',.: Effective overburden pressure during SPT test (tsf)
CN: Overburden cometion factor
C6: Energy correction factor
C6: Borehole diameter correction factor
CR: Rod length correction factor
Cs: Liner correction factor
Nr(60): Corrected Nsn to a 60% energy ratio
a, p: Clean sand equivalent clean sand formula coefficients
Nr(6o)a: Corected Ne6u) value for fines content
CRR7.s: Cyclic resistance ratio for M=7.5
Cyclic Stress Ratio caiculation (CSR fully adjusted and normalized)
Depth Unit a.,.q u.,.q d.,,.q rd a CSR MSF CSR.q,N=7s Wigm. CSR* FS
(ft) Weight list) (tsf) (tsf)
(pcf)
5.00 120.00 0.30 0.00 0.30 0.99 1.00 0.360 1.24 0.291 _ 1.00 0.291 2.000 0
10.00 120.00 0.60 0.16 0.44 0.98 1.00 0.482 1.24 0.389 1.00 0.389 0.502 0
UgSVs 1.3.3.1 - SPT & Vs Uquefaction Assessment Software Page: 3
Project File: P:\2020 Projects\20-7093 Paseo Adelanto SIC 3amboree Housing\Uquefaceon Analysis\20-7093 32400 Paseo Adelanto.Isys
T0.00
5.00
18
120.00
0.30
0.30
1.48
1.25
1.15
0.75
1.20
35
3.00
0.00
1.00
35
4.000
10.00
10
120.00
0.60
0.00
0.60
1.25
1.25
1.15
0.85
1.20
18
3.00
0.00
1.00
18
0.196
15.00
7
120.00
0.90
0.00
0.90
1.07
1.25
1.15
0.85
1.20
11
54.30
5.00
1.20
18
4.000
20.00
20
120.00
1.20
0.00
1.20
0.94
1.25
1.15
0.95
1.20
31
6.00
0.03
1.00
31
4.000
j 25.00
31
120.00
1.50
0.16
1.34
0.89
1.25
1.15
0.95
1.20
45
6.00
0.03
1.00
45
4.000
30.00
23
120.00
1.80
0.31
1.49
0.84
1.25
1.15
1.00
1.20
33
6.00
0.03
1.00
33
4.000
35.00
13
120.00
2.10
0.47
1.63
0.80
1.25
1.15
1.00
1.20
18
7.20
0.15
1.01
18
0.196
40.00
25
120.00
2.40
0.62
1.78
0.76
1.25
1.15
1.00
1.20
33
24.60
4.25
1.11
41
4.000
45.00
29
120.00
2.70
0.78
1.92
0.73
1.25
1.15
1.00
1.20
37
24.60
4.25
1.11
45
4.000
50.00
40
120.00
3.00
0.94
2.06
0.70
1.25
1.15
1.00
1.20
48
24.60
4.25
1.11
58
4.000
Abbreviations
o.: Total stress during SPT test (tsf)
u0: Water pore pressure during SPT test (tif)
o',.: Effective overburden pressure during SPT test (tsf)
CN: Overburden cometion factor
C6: Energy correction factor
C6: Borehole diameter correction factor
CR: Rod length correction factor
Cs: Liner correction factor
Nr(60): Corrected Nsn to a 60% energy ratio
a, p: Clean sand equivalent clean sand formula coefficients
Nr(6o)a: Corected Ne6u) value for fines content
CRR7.s: Cyclic resistance ratio for M=7.5
Cyclic Stress Ratio caiculation (CSR fully adjusted and normalized)
Depth Unit a.,.q u.,.q d.,,.q rd a CSR MSF CSR.q,N=7s Wigm. CSR* FS
(ft) Weight list) (tsf) (tsf)
(pcf)
5.00 120.00 0.30 0.00 0.30 0.99 1.00 0.360 1.24 0.291 _ 1.00 0.291 2.000 0
10.00 120.00 0.60 0.16 0.44 0.98 1.00 0.482 1.24 0.389 1.00 0.389 0.502 0
UgSVs 1.3.3.1 - SPT & Vs Uquefaction Assessment Software Page: 3
Project File: P:\2020 Projects\20-7093 Paseo Adelanto SIC 3amboree Housing\Uquefaceon Analysis\20-7093 32400 Paseo Adelanto.Isys
This software is registered to: TGR Geotechnical, Inc.
Cyclic Stress Ratio calculation (CSR fully adjusted and normalized)
Depth Unit oe,eq u.,eq o'.peq rd a CSR MSF CSR.q,w=r.5 Ki,.. CSR'
(ft) Weight (tsf) (tsf) (tst)
(per
15.00
120.00 0.90 0.31 0.59 0.97 1.00,
0.540 1.24
20.00
120.00 1.20 0.47 0.73 0.96 1.00
0.571 1.24
25.00
120.00 1.50 0.62 0.88 0.94 1.00
0.587 1.24
30.00
120.00 1.80 0.78 1.02 0,92 1.00
0.592 1.24
35.00
120.00 2.10 0.94 1.16 0.89 1.00
0.585 1.24
40.00
120.00 2.40 1.09 1.31 0.85 1.00
0.569 1.24
45.00
120.00 2.70 1.25 1.45 0.80 1.00
0.544 1.24
50.00
120.00 3.00 1.40 1.60 0.75 1.00
0.515 1.24
Abbreviations
2.000
ov,eq:
Total overburden pressure at test point, during earthquake (tsf)
uq,eq:
Water pressure at test point, during earthquake (tst)
30.00
a'w,eq:
Effective overburden pressure, during earthquake (tsf)
5.43
rd :
Nonlinear shear mass factor
35,00
0:
Improvement factor due to stone columns
4.67
CSR:
Cyclic Stress Ratio (adjusted for Improvement)
! 40.00
MSF:
Magnitude Soling Factor
3.90
CSReq,m.7.5:
GSR adjusted for M=7.5
45.00
14gm.:
Effective overburden stress factor
3.14
CSR':
CSR fully adjusted (user FS applied) -
50.00
FS:
Calculated factor of safety against soil liquefaction
2.38
"' User FS:
1.00
I :: Liquefaction potential according toIwasaki :: T
I Depth FS F YR Thickness Ic
(ft) (ft)
4 5.00
2.000
0.00
9.24
5100
0.00
10.00
0.502
0.50
8.48
5.00
6.43
15.00
2.000
0.00
7.71
5.00
0.00
20.00
2.000
0.00
6.95
5.00
0.00
25.00
2.000
0.00
6.19
5.00
0.00
30.00
2.000
0.00
5.43
5.00
0.00
35,00
0.406
0.59
4.67
5.00
4.23
! 40.00
2.000
0.00
3.90
5.00
0.00
45.00
2.000
0.00
3.14
5.00
0.00
50.00
2.000
0.00
2.38
5.00
0.00
Overall potential Ic : 10.66
Ii = 0.00 - No liquefaction
IL between 0.00 and 5 - Liquefaction not probable
Ii between 5 and 15 - Liquefaction probable
Ii > 15 - Liquefaction certain
Vertical settlements estimation for saturated sands::
FS
0.436
1.00
0.436
2.000 0
0.462
1.00
0.462
2.000 0
0.475
1.00
0.475
2.000 0
0.478
1.00
0.478
2.000 0
0.473
0.98
0.482
0.406 0
0.460
0.96
0.479
2.000 0
0.440
0.94
0.468
2.000 0
0.416
0.92
0.452
2.000 0
J
I
Depth
(ft)
Dso
(in)
q./N
e„
(%)
All
(ft)
s
(in)
5.00
0.07
3.64
0.00
10.00
0.000:
10.00
0.07
3.64
3.31
5.00
1.983
15.00
0.07
3.64
0_.00
5.00
0.000
20.00
0.07
3.64
0.00
5.00
0.000
25.00
0.07
3.64
0.00
� 5.00
0.000
UgSVs 1.3.3.1 - SPT & Vs Liquefaction Assessment Software Page: 9
Project File: P:\2020 Projects\20-7093 Paseo Adelanto SIL Jamboree Housing\Liquefaction Amlysis\20-7093 32400 Paseo AdelarRo.lsys
This software is registered to: TGR Geotechnical, Inc.
Vertical settlements estimation for saturated sands
Depth
Ds° q./N e. Ah
s
(ft)
(in) (%) (ft)
(in)
30.00
0.07 3.64 0.00 5.00
0.000
35.00
0.07 3.64 3.31 5.00
1.983
40.00
0.07 3.64 0.00 5.00
0.000
45.00
0.07 3.64 0.00 5.00
0.000
50.00
0.07 3.64 0.00 1.50
0.000
0.00
Cumulative settlements:
3.966
Abbreviations
22.70
Dso:
Median grain size (in)
0.00
qjN:
Ratio of cone resistance to SPT
46.43
e.:
Post liquefaction volumetric strain (%)
0.000
Ah:
Thickness of soil layer to be considered (ft)
s:
Estimated settlement (in)
0.00
Lateral displacements estimation for saturated sandsn.
Depth
(Ns).°
Dr
y.,..
d.
LDI
LD
I (ft)
i
(%)
(%)
(ft)
(ft)
5.00
35
82.89
0.00-
10.00
0.000
0.00
10.00
18
59.40
22.70
5.00
0.000
0.00
15.00
11
46.43
0.00
5.00
0.000
0.00
20.00
31
77.95
0.00
5.00
0.000
0.00
f
4 25.00
45
100.000.00
5.00
0.000
0.00
30.00
33
80.42
0.00
5.00
0.000
0.00
35.00
18
59.40
22.70
5.00
0.000
0.00
40.00
33
80.42
0.00
5.00
0.000
0.00
45.00
37
85.16
0.00
5.00
0.000
0.00
50.00
48
100.00
0.00
1.50
0.000
0.00
Cumulative
lateral displacements:
0.00
Abbreviations
D,: Relative density (%)
ym..: Maximum amplitude of cyclic shear strain (%)
d,: Soil layer thickness(ft)
LDI: Lateral displacement Index (ft)
LD: Actual estimated displacement (ft)
-, `
LIgSVs 1.3.3.1 - SPT & Vs LiquefacUon Assessment Software Page: 5
Project File: P:\2020 Projects\20-7093 Paseo Adelanto SIC Jamboree Housing\Llquefaction Analysis\20-7093 32400 Paseo AdelantOws
References
• Ronald D. Andrus, Hossein Hayati, Nisha P. Mohanan, 2009. Correcting Liquefaction Resistance for Aged Sands Using Measured
to Estimated Velocity Ratio, Journal of Geotechnical and Geoenvironmental Engineering, Vol. 135, No. 6, June 1
• Boulanger, R.W. and Idriss, I. M., 2014. CPT AND SPT BASED LIQUEFACTION TRIGGERING PROCEDURES. DEPARTMENT OF
CIVIL & ENVIRONMENTAL ENGINEERING COLLEGE OF ENGINEERING UNIVERSITY OF CALIFORNIA AT DAVIS
• Dipl: Ing. Heinz J. Priebe, Vibro Replacement to Prevent Earthquake Induced Liquefaction, Proceedings of the Geotechnique-
Colloquium at Darmstadt, Germany, on March 19th, 1998 (also published in Ground Engineering, September 1998), Technical
paper 12-57E
• Robertson, P.K. and Cabal, K.L., 2007, Guide to Cone Penetration Testing for Geotechnical Engineering. Available at no cost at
http://www.geologismiki.gr/
• Youd, T.L., Idriss, I.M., Andrus, R.D., Arango, I., Castro, G., Chdstian, J.T., Dobry, R., Finn, W.D.L., Harder, L.F., Hynes, M.E.,
Ishihara, K., Koester, J., Liao, S., Marcuson III, W.F., Martin, G.R., Mitchell, J.K., Moriwaki, Y., Power, M.S., Robertson, P.K.,
Seed, R., and Stokoe, K.H., Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/NSF
Workshop on Evaluation of Liquefaction Resistance of Soils, ASCE, Journal of Geotechnical & Geoenvironmental Engineering,
Vol. 127, October, pp 817-833
• Zhang, G., Robertson. P.K., Brachman, R., 2002, Estimating Liquefaction Induced Ground Settlements from the CPT, Canadian
Geotechnical Journal, 39: pp 1166-1180
• Zhang, G., Robertson. P.K., Brachman, R., 2004, Estimating Liquefaction Induced Lateral Displacements using the SPT and CPT,
ASCE, Journal of Geotechnical & Geoenvironmental Engineering, Vol. 130, No. 8, 861-871
• Pradel, D., 1998, Procedure to Evaluate Earthquake -Induced Settlements in Dry Sandy Soils, ASCE, Journal of Geotechnical &
Geoenvironmental Engineering, Vol. 124, No. 4, 364-368
• R. Kayen, R. E. S. Moss, E. M. Thompson, R. B. Seed, K. 0. Cetin, A. Der Kureghian, Y. Tanaka, K. Tokimatsu, 2013. Shear -
Wave Velocity -Based Probabilistic and Deterministic Assessment of Seismic Soil Liquefaction Potential, Journal of Geotechnical
and Geoenvironmental Engineering, Vol. 139, No. 3, March 1
UgSVs 1.3.3.1 - SPT & Vs Liquefaction Assessment Software
U.
2
4
6
8
10
12
14
16
18
20
22
24
26
28-
30-
32-
34-
36-
38-
40-
42-
44-
46-
48-
50-
200
83032343638404244464850
200 400
qt (tsf)
f1.=7'73,
0.2
nt
0
u
TGR Geotechnical, Inc.
2-
2
4-
4610121416182022
GEO
3037 5 Harbor Boulevard
4
6
Santa Ana, CA 92704
12-
8
14-
■ I^
http://v .tgrgeotech.com
16-
10
18-
Project title : 20-7093
12
Location :
32400 Paseo Adelanto, San luan
Capistrano
14
CPT file : CPT -2
26-
16
28-
Input parameters and
analysis data
18
32-
Analysis method:
NCEER (1998)
G.W.T. (in-situ):
20.00 ft
Use fill: No
Clay like behavior
22
Fines correction meopd:
NCEER (1998)
G.W.T. (earthq.):
5.00 ft
Fill height N/A
applied:
Sands only
Points to test:
eased on Ic value Average results interval:
3
Fa weght: N/A
Limit depth applied:
yes
Earthquake magnitude Mw
6.90
Ic cui value:
2.60
Trans. detect. applied: No
Limit depth:
50.00 ft
Peak ground acceleration:
0.56
Unit weight calculation;
Based on SBT
Kt applied: yes
MSF method:
Method based
Cone resistance
Friction Ratio
SBTn plot
CRR plot
FS
Plot
U.
2
4
6
8
10
12
14
16
18
20
22
24
26
28-
30-
32-
34-
36-
38-
40-
42-
44-
46-
48-
50-
200
83032343638404244464850
200 400
qt (tsf)
f1.=7'73,
0.2
nt
0
u
2-
2
4-
4610121416182022
6-
4
6
12-
8
14-
16-
10
18-
12
22
14
24-
42628303234363840
26-
16
28-
18
32-
20
34-
36-
22
38-
24
42-
42444648501
26
44-
46-
28
_.....
30
32
12
3 4
34
36
38
40
42
44
46
48
50
0 2
4
6
8 10
Rf (%)
m base curve
0
2-
4-
4610121416182022
6-
10-
12-
14-
16-
18-
20-
22
24-
42628303234363840
26-
28-
30-
32-
34-
36-
38-
40-
42-
42444648501
44-
46-
48-
50-
12
3 4
c(Robertson 19C
V
N
O
CRR &C
Summary of
A
0.6
Factor of safety
action potential
{r ♦
• �♦ ♦8
♦
Y
♦ ♦
0.1 1 30
Normalized faction ratio (%)
ZmeAj:Cydic hgeadbnIkeydegvdmgm six�dumamagdicl®mg
NO1 JaA"'� Zane Aa
jgLK ws : Cydic hdWiidm ant M.,M bas UP, dipmcinFg m m, andond g
""""
gmm ty
40 60 80 100 120 140 160 180 200 Zme B. Liqude dim era poat.mrn,*a sl.mo bss mllWly. thea qd,l sarin ing
Zara C cyclic IiqueRdm ad stmgb lass mdbb depudhg m mil phstich,
QtnSCS briglmd,Nwnsdmi, stmmn peg:vdraked strmgtiant grunt Wmty
CLiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:53 PM 1
Project file: P:\2020 Projects\20-7093 Paseo Adelanto SIC Jamboree Housing\Liquefaction Analysis\CPT Analysis\CPT Liq Aialysis.clq
This software is licensed to: TGR Geotechnical, Inc. CPT name: CPT -2
C
Cone resistance
CPT basic interpretation plots
Friction Ratio Pore pressure
0
2
4
6
8
10
12
14
16
18
20 —
22
24
26
28
30
32
34
36
38
40
42
44
46
48
SD
5 0 5 10
qt (tsf) Rf (%) u (psi)
C
Input parameters and analysis data
ArkAy% method:
NCEER (1998)
Depth to water table (erthq.):
5.00 R
Flt weight:
N/A
Firms correction method:
NCEER (1998)
Average results interval:
3
Twittion detest. applied:
No
Points to test
Based on lc value
Ic cut-off value:
2.60
K. applied:
yes
Earthquake magnitude Mw
6.90
Unit weight calculation:
Based on SBT
Clay file behavior soldier:
Sands only
Peak ground acceleration:
0.56
Use fill:
No
Limit depth applied:
yes
Depth to water table (i isihr):
20.00 B
Fill height:
N/A
Umit depth:
50.00 R
CLiq v.23.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:53 PM
R iject file: P:\2020 Projects\20-7093 Paseo Adelanto SIC Jamboree Housing%quefaction AmVis\CPr Analysis\CPC tint Analysis.cint
SBT Plot
2 3 4
1C(SBT)
22
� 24
t.
� 26
44
46
48
Soil Behaviour Type
Silty Sand & sandy silt
Clay & silty day
Send & silly sand
Sift y sand & smMy silt
Sand & silty sand
Silt ySand &sandytit
Sand & silty sand
Silly sand & sandy silt
Sand & silty Sand
Silty fiend & sandy silt
Sand & silly sand
Silty sand& sandy silt
Clay
Sand & silty sand
Silty sand & Sandy silt
Clay & silty day
Sand
Sand & silty Sand
Sand
Sand & silty sand
Sand
Sand
Sand & silty Sand
Silty sand & sandy slit
Clay
Silty sand & sandy an
Silty sand & sandy silt
Silty Sand & sandy silt
Sand
Sand & silty sand
Sand & silty Sand
4 rano a rw sm
0 1 2 3 4 5 6 7 8 9 10 1112 13 14 15 16 17 18
SBT (Robertson et al. 1986)
SBT legend
■ 1. Sensitive fine grained . 4. Clayey sin to silty ❑ v. C vely sand to sand
■ 2. Organic material 5. Silty sand to Sandy silt ❑ 8. Very stiff Sand to
3. Clay to silty clay ❑ 6. Clean sand to silty sand ❑ 9. Very stiff fine grained
2
This software is licensed to: TGR Geotechnical, Inc. CPT name: CPT -2
C
Norm. cone resistance
Qtn
CPT basic interpretation plots (normalized)
Norm. friction ratio Nom. pore pressure ratio SBTn Plot
Fr (%)
a
Bq
n
A!
l0
12
14-
10
H
2r.
L
24-
L
w 26
28
S0�
3 4
sr.
;M1
4C -
7
J
50 -1
1
2 3 4
Ic(Robertson 1990)
Norm. Soil Behaviour Type
Very den se/stiff soil
Silty sand & sandy sit
Sand & silty sane
Silty sand & sandy silt
Silt y santl & sandy 691
Sand & silty Sand
Silty sand & sandy silt
Sand & Sit Sand
18 Silty send & sandy silt
20 Sand& silty send
Silly sand & Send sit
22 Clay
924 ° Sand & silty sand
Silty sand & sandy sit
n26 Clay&silty day
a
28 Sand & sity santl
30 Sand
32 Sand & silty sand
34 Sand
36
Sand & silty Sand
38
40 Silly Sand & Sandy sit
Clay & silly day
42 Clay at silty day
44 Sand & silt yp sand
Silty Sand & Sandy sit
46
Sand & silty send
48
Silty Sand & Sandy sit
50 Clay
0 1 2 3 4 5 6'7 8 4'1'0 I'l
SBTn (Robertson 1990)
Input parameters and analysis data
Analysis method: NCEER (1998)
Depth to water table (erthgj:
5.00 R
Ft Weight:
N/A
SBTn legend
Anes correction method: NCEER (1998)
Average results interval:
3
Transition detect. applied:
No
Points to tat: Based on IS value
it cut-off value:
2.60
V, applied:
Yes
1. Sensitive One grained
4. Clayey sit to silt ® 7. Gravely, sand to sand
Eantquake magnitude Mw 6.90
Unit weight calculation:
Based on SBT
Clay like behavior apdied:
Sands only
■
2. Organic material Q
5. Silty sand to sandy sit ® B. Very stiff sand to
Peak ground a¢deration: 0.56
Use fill:
No
Limit depth applied:
Yes
Depth th water table (insitu): 20.00 R
Fill height:
N/A
Urnt depth:
50.00 R
3. Clay to Silty clay Q
6. Clean sand to silt sand 9. Very stiff fine grained
CLiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created
on: 8/25/2020,
12:47:53 PM
3
project file: P:\2020 Projects\20-7093 Paseo Adelanto
SIC Jamboree Housing\Lquefaction Analysis\CPT Analysis\CPT Lip Analysis.cg
This software is licensed to: TGR Geotechnical, Inc.
Liquefaction analysis overall plots (intermediate results)
Total cone resistance SBTn index Norm. cone resistance Grain char, factor
d
0
ui...
2
4-
6-
8
10
12
14
16
18
20
22�
k
24 �
26
28
30
32-
34- n.
36- _ ..
38
40
42
44
46
48
w
0
0 100 201 300 400 500
1 2
3 4
0 50 100
150
gt(tsf)
Ic(Robertson
1990)
Qtn
Input parameters and analysis data
Analysis method: NCEER (1998)
Depth to water table (erthq.):
5.00 it
Fr weight:
N/A
Fines conedWn meNgd: NCEER (1998)
Average results interval:
3
Trensdion detect. applied:
No
Pants ro test Based on Ic "We
lc cut-off value:
2.60
K. applied:
Yes
E&"wke magnitude M.: 6.90
Unit weight czkulation:
Based on SOT
(by We behawor apdod:
Sands only
Peak ground acceleration: 0.56
Use fill:
No
UmH depth applied:
yes
Depth to water table (insitu): 20.00 ft
Fill height:
N/A
Limit depth:
50.00 ft
E
a
Kc
r_
0
CPT name: Cl
Corrected norm. cone resistance
Qtn,cs
CLq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:53 PM 4
Project file: P:\2020 ProjeCt5\20-7093 Paseo Adelanto SIC Jamboree Housing\Liquefaction Analysis\CPT Analysis\CPT LIQ Analysis.dq
This software is licensed to: TGR Geotechnical, Inc. CPT name: CPT -2
Liquefaction analysis overall plots
CRR plot FS Plot Liquefaction potential Vertical settlements Lateral displacements
61 8
r
5
a
D
CRR & CSR
Input parameters and analysis data
Factor of safety
E
2-
4-
6-
8-
0-
2-
4-
6-
8-
�0 _
�2-
LPI
Analysis mmod:
NCEER (1998)
Depth to water table (erd,q ):
5.00 ft
FII weight:
N/A
Fina mrtection method:
NCEER (1998)
Average results interval:
3
Transition detest. applied:
No
Points to Oat:
Based on Ic value
Ic cutoff value:
2.60
ry applied:
yes
Eartfquake magnitude Mw
6.90
Unit weight calculation:
Based on SBT
Clay like behavior applied:
Sands only
Peak ground aaderation:
0.56
Use fill:
No
Limit depth applied:
yes
Depth to water table (insitu):
20.00 ft
Fill Might:
N/A
Limit depth:
50.00 ft
F
v
0
Settlement (in)
F.S. color scheme
❑
■
Almost certain it will liquefy
Very likely to liquefy
Liquefaction and no liq. are equally likely
Unlike to liquefy
■
0
Displacement (in)
LPI color scheme
Very high risk
High risk
I nw rkk
CLiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:53 PM 5
Project file: PA2020 Projects\20-7093 Paseo Adelanto SIC Jamboree Mousing\Lpuefaction Analysis\CPr Analysis\CPr Liq Analysis.cq
This software Is licensed to: TGR Geotechnical, Inc. CPT name: CPT -2
M
0.1 1 10
NonnaFzed friction ratio (%)
Input parameters and analysis data
Liquefaction analysis summary plots
Analysis method:
NCEER (1998)
Depth to water table (erthgJ:
5.00 R
I'll weight:
N/A
Fines correction method:
NCEER (1998)
Average results Interval:
3
Tninsitbn detect. applied:
No
Points to test:
Based on Ic value
Ic cut-off value:
2.60
K� applied:
Yes
EaEquake magnitude Mw
6.90
Unit might calculation:
Based on SBr
Cby like behavior applied:
Sands only
Peak ground acceleration:
0.56
Use fill:
No
Limit depth applied:
Yes
Depth to waw table (instil):
20.00 R
Fill height:
N/A
Limit depth:
50.00 R
E
N 9.0-
.08.0yol
8.0 -
aid I
N 7.0
i
v
m 6.0
g
1
Mai. ace. f
.a
nr
5.0-
.0
4.0
4.0
LQPT -2 11.2
3.0
/
2.0
1.0
0 1 2 3 4 5 6 7 8 9 10
TNckness of surface layer, HI (m)
CL.q v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:53 PM 6
Project file: PA2020 Projects\20-7093 Paseo Adelanto 5)C )ambome Housing\Liquefaction Analysis\CPT Analysis\CPT Llq Anatysis.dq
This software is licensed to: TGR Geob
Norm. cone resistance
E
Inc.
y
t
n
0
Check for strength loss plots (Robertson (2010))
Grain char. factor Corrected norm. cone resistance
E
SBTnindex
N
CPT name: CPT -2
Liquefied Su/Sig'v
u Zoo 400
600 B00
0 1 2 3 4 5
6 7 6 9 10
0 50 100
150
Qtn
Kt
Qtn,cs
Input parameters and analysis data
Analysis method:
WEER (1998)
Depth to water table (ertfq.):
5.00 R
F1 weght:
N/A
Fines correction method:
NCEER (1998)
Average results interval:
3
Transition detect. applied:
No
Points to test:
Based on Ic value
Ic cut-off value:
260
K, applied:
Yes
Earthquake magni0de Mw
6.90
Unit weight rak:ulabon:
Based on SBF
Clay Zile behatior apdied:
Sands only
Peak ground acceleration:
0.56
Use fill:
No
Limit depth applied:
Yes
Depth to water table (insitu):
20.00 R
Fill height:
N/A
Limit depth:
50.00 it
Ic (Robertson 1990)
CLiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:53 PM 7
Project File: PA2020 Pro"\20-7093 Paseo Adelanto SK Jamboree Housirg\L'quefaction Analysis\CPF Ana"\CPF Lq Analysis.clq
This software Is licensed to: TGR Geotechnical, Inc. CPT name: CPT -2
Field input data
Point ID
Depth
q�
f:
u
Fines content
Unit weight
(ft)
(tsf)
(tsf)
(tsf)
(PCf)
1
0.09
0.10
0.61
-0.10
100.00
102.19
2
0.13
0.10
0.92
0.00
100.00
109.62
3
0.21
1.76
1.63
0.00
100.00
114.65
4
0.29
5.47
1.50
0.00
100.00
116.57
5
0.33
4.30
1.40
0.00
68.46
120.47
6
0.41
31.35
2.15
0.00
16.25
127.89
7
0.48
234.53
3.89
0.00
3.94
133.51
8
0.55
565.46
4.98
0.19
0.85
136.76
9
0.60
656.01
5.38
0.38
0.85
137.28
10
0.65
351.84
5.60
0.00
2.34
137.28
11
0.74
317.45
5.97
0.00
5.60
137.28
12
0.80
312.86
6.91
0.00
6.90
137.28
13
0.86
305.93
7.65
-0.10
9.10
137.28
14
0.93
191.84
7.04
-0.10
13.42
137.28
15
1.02
90.45
6.07
-0.10
20.67
135.25
16
1.07
86.15
5.24
-0.10
24.41
133.11
17
1.13
99.53
3.76
-0.10
18.40
130.78
18
1.20
111.74
1.69
-0.10
12.41
127.90
19
1.26
114.38
1.55
-0.10
9.40
125.80
20
1.32
111.55
1.96
-0.10
9.72
125.47
21
1.39
98.56
1.52
-0.10
12.31
126.30
22
1.49
85.66
2.32
-0.10
14.68
126.60
23
1.53
83.42
2.40
-0.10
17.51
127.38
24
1.58
78.44
2.42
0.00
19.71
127.29
25
1.66
62.61
2.46
-0.10
24.01
126.99
26
1.74
46.01
2.55
-0.10
30.85
126.52
27
1.78
36.04
2.57
-0.10
39.45
125.83
28
1.87
26.47
2.48
-0.10
41.36
124.96
29
1.91
35.26
1.94
-0.10
40.25
122.85
30
1.99
26.57
1.00
-0.29
32.61
120.76
31
2.07
34.48
1.02
-0.29
27.46
119.12
32
2.11
41.90
1.08
-0.29
20.73
120.32
33
2.19
64.47
1.19
-0.29
16.25
121.63
34
2.23
77.46
1.33
-0.10
12.16
122.96
35
2.31
101.10
1.41
-0.19
9.80
124.12
36
2.39
118.87
1.56
-0.10
8.00
124.88
37
2.43
128.45
1.56
-0.19
7.09
125.17
38
2.52
129.72
1.47
-0.10
6.39
125.12
39
2.60
136.94.
1.46
0.00
5.80
125.04
40
2.64
144.08
1.45
0.00
4.88
124.98
41
2.72
158.63
1.34
0.00
4.10
124.70
42
2.76
158.63
1.23
- 0.10
3.52
124.35
43
2.84
158.63
1.22
-0.14
3.00
124.11 _
44
2.92
175.33
1.17
-0.14
2.52
124.02
45
2.96
180.02
1.14
-0.29.
1.94
123.84
46
3.04
185.49
1.08
-0.29
1.60
123.65
47
3.12 _
189.89
1.06
-0.29
1.34
123.46
48
3.16
190.28
1.04
-0.29
1.44
123.68
CLiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:53 PM 8
Project file: P:\2020 Pmjects\20-7093 Paseo Adelanto 9C Jamboree Housing\Uquefallon Anatysis\CPT Analysis\CPT Uq Analysis.dq
This software is licensed to: TGR Geotechnical, Inc.
Field -input -data :: (continued)
Point ID DeP th q�
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
96
(ft)
3.24
3.29
3.37
3.48
3.52
3.57
3.61
3.69
3.77
3.82
3.90
3.94
4.02
4.10
4.14
4.22
4.28
4.34
4.40
4.47
4.54
4.60
4.68
4.74
4.82
4.86
4.94
5.02
5.06
5.14
5.22
5.27
5.38
5.42
5.47
5.55
5.59
5.67
5.71
5.79
5.87
5.91
5.99
6.04
6.12
6.20
6.24
6.32
(tsf)
186.08
182.56
174.94
160.19
153.65
144.66
140.07
143.98
143.29
151.99
164.10
156.87
144.66
158.92
169.96
200.83
190.28
176.80
175.33
179.73
145.44
120.63
115.26
115.21
115.16
116.82
125.71
135.28
136.55
135.38
130.50
127.96
106.86
95.82
88.20
76.68
70.52
60.56
56.75
52.75
51.67
51.96
52.06
53.72
58.61
63.78
65.54
68.18
(tsf)
1.17
1.31
1.65
1.89
1.89
1.89
1.96
2.13
2.26
2.72
3.63
3.80
3.50
3.36
3.25
3.95
4.54
4.21
3.55
3.38
3.18
3.04
3.15
2.18
0.86
0.87
0.87
0.88
0.91
0.93
1.00
1.09
134
1.46
1.54
1.64
1.64
1.63
1.60
1.53
1.36
1.26
1.11
1.06
1.02
1.02
1.03
1.06
CPT name: CPT -2
u
Fines content
Unit weight
(tsf)
M
(Pcf)
-0.29
1.82
124.19
-0.29
2.72
125.29
-0.29
3.94
126.34
-0.29
5.15
127.03
-0.19
6.13
127.20
-0.19
6.74
127.18
-0.29
7.28
127.43
-0.29
7.74
127.86
-0.38
8.20
128.75
-0.38
9.06
130.26
-0.38
10.01
131.53
-0.38
10.87
132.04
-0.48
10.82
131.82
-0.38
9.95
131.50
-0.48
8.76
132.10
-0.38
8.85
133.01
-0.57
9.34
133.62
-1.05
9.70
133.27
-1.05
9.14
132.50
-1.05
9.18
131.64
-1.05
10.39
130.98
-1.05
12.57
130.42
-1.17
12.87
129.39
-1.17
10.47
127.15
-1.17
7.11
123.81
-1.34
4.51
120.91
-1.25
3.99
121.09
-1.25
3.58
121.33
-1.15
3.45
121.54
-1.25
3.75
121.82
-1.25
4.24
122.20
-1.25
5.71
122.96
-1.25
7.68
123.64
-1.25
10.22
124.13
-1.25
12.45
124.34
-1.25
14.54
124.37
-1.25
17.04
124.21.
-1.25
19.00
123.91
-1.25
20.85
123.50
-1.25
21.38
122.95
-1.34
21.15
122.30
-1.34
20.06
121.50
-1.34
18.90
120.92
-1.44
17.34
120.48
-1.44
15.75
120.44
-1.44
14.47
120.52
-1.53
13.71
120.73 _
-1.92
13.38
120.91
Cliq v.2.3.1.15 - CPT liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:53 PM 9
Project file: PA2020 Projects\20-7093 Paseo Adelanto SIC jamboree Housing\Uquefaction Analysis\CPT Analysis\CPr liq Anaysls.clq
This software is licensed to: TGR Geotechnical, Inc. CPT name: CPT -2
Field input data :: (continued)
Point ID
Depth
qc
f,
u
Fines content
Unit weight
(ft)
(tsf)
(rsf)
(tsf)
(%)
(Pcf)
97
6.40
69.16
1.07
-1.92
13.18
121.03
98
6.44
69.06
1.06
-1.92
13.09
121.02
99
6.52
69.06
1.05
-1.92
12.89
120.95
100
6.56
70.43
1.03
-1.92
12.18
120.90
101
6.64
76.38
1.01
-1.82
11.01
120.92
102
6.73
83.42
0.99
-1.92
9.92
120.93
103
6.77
85.47
0.97
-1.92
9.24
120.81
104
6.85
85.08
0.93
-2.01
9.08
120.50
105
6.93
82.54
0.87
-2.01
9.02
120.11
106
6.97
81.66
0.84
-2.01
8.92
119.65
107
7.05
80.88
0.78
-1.92
8.77
119.28
108
7.09
80.68
0.75
-1.82
8.55
118.85
109
7.17
80.10
0.71
-1.72
8.50
118.49
110
7.25
77.65
0.68
-1.72
8.60
118.11
111
7.30
74.82
0.66
-1.72
8.80
117.47
112
7.37
69.55
0.57
-1.72
8.73
116.43
113
7.42
67.40
0.4S
-1.72
8.26
115.24
114
7.50
69.55
0.42
-1.63
7.95
114.46
115
7.58
67.10
0.43
-1.63
7.82
114.41
116
7.63
69.55
0.44
-1.53
7.66
114.68
117
7.71
75.11
0.46
-1.65
7.43
114.94
118
7.78
74.33
0.46
-1.65
7.18
115.14
119
7.82
76.68
0.46
-1.65
7.26
115.06
120
7.90
73.16
0.45
-1.72
7.41
114.81
121
7.94
69.64
0.43
-1.72
7.95
114.24
122
8.02
62.32
0.39
-1.63
9.06
113.94
123
8.10
54.80
0.43
-1.63
10.44
113.69
124
8.14
51.38
0.43
-1.63
12.00
113.49
125
8.23
45.22
0.40
-1.63
14.03
113.40
126
8.34
37.70
0.47
-1.63
16.50
113.47
127
8.38
35.95
0.49
-1.61
18.60
113.85
128
8.41
36.04
0.51
-1.61
19.31
114.18
129
8.48
36.14
0.54
-1.61
19.41
114.74
130
8.60
38.97
0.60
-1.63
19.25
115.30
131
8.64
40.73
0.62
-1.63
18.43
115.85
132
8.68
44.35
0.64
-1.53
16.23
116.32
133
8.76
56.46
0.64
-1.53
13.99
116.80
134
8.80
62.90
0.6S
-1.63
11.43
117.43
135
8.89
76.87
0.69
-1.82
9.98
118.02
136
8.93
82.54
0.72
-1.82
8.55
118.51
137
9.05
92.21
0.71
-1.72
7.74
118.69
138
9.09
95.33
0.69
-1.72
7.06
118.73
139
9.14
97.87 _
0.69
-1.72
6.64
118.84
140
9.21
103.64
0.71
-1.63
6.41
119.05
141
9.25
104.81
0.73
-1.63
_ 6.49
119.40
142
9.34
101.88
0.79
-1.63
6.71
119.73
143
9.41
104.42
0.81
-1.63
6.87
119.98
144
9.46
105.79
0.81
-1.63
6.74
120.09
CLiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8125/2020, 12:47:53 PM 10
Project file: P:\2020 Projects\20-7093 Paseo Adelanto SICJamboree Housing\Liquefaction Analysis\CPT Analysis\CPr Dq Analysis.clq
This software is licensed to: TGR Geotechnical, Inc
Field input data :: (continued)
Unit weight
Point ID
Depth
q�
f:
6.86
(R)
(ts()
(tsf)
145
9.54
107.06
0.81
146
9.62
107.06
0.84
147
9.66
107.06
0.88
148
9.74
110.67
0.84
149
9.78
113.89
0.82
150
9.86
120.24
0.82
151
9.94
124.44
0.91
152
10.02
125.81
0.94
153
10.07
126.88
0.97
154
10.11
127.08
1.02
155
10.19
124.34
0.88
156
10.27
122.78
0.82
157
10.31
119.27
0.80
158
10.39
115.65
0.73
159
10.47
111.74
0.75
160
10.52
110.77
0.97
161
10.60
110.57
1.30
162
10.64
110.96
1.13
163
10.72
109.01
0.91
164
10.77
108.42
0.74
165
10.85
126.10
1.13
166
10.92
142.12
1.84
167
10.96
146.61
1.86
168
11.04
153.45
1.81
169
11.12
170.06
1.81
170
11.18
169.76
1.81
171
11.26
147.49
1.82
172
11.30
143.59
1.83
173
11.38
151.50
1.61
174
11.46
155.70
0.99
175
11.50
157.85
0.93
176
11.57
154.72
0.90
177
11.65
151.40
0.84
178
11.70
147.69
0.82
179
11.77
140.36
0.76
180
11.82
135.77
0.72
181
11.90
126.40
0.67
182
11.98
120.05
0.68
183
12.02
117.90
0.69
184
12.11
120.10
0.72
185
12.15
117.80
0.73
186
12.23
120.14
0.71
187
12.27
121.12
0.71
188
12.35
123.07
0.70
189
12.43
125.22
0.71
190
12.48
127.08
0.73
191
12.56
134.99
0.73
192
12.64
146.61
0.71
u
(tsf)
-1.63
-1.63
-1.63
-1.63
-1.63
-1.63
-1.63
-1.72
-1.63
-1.72
-1.63
-1.72
-1.63
-1.72
-1.63
-1.63
-1.63
-1.63
-1.66
-1.69
-1.69
-1.72
-1.72
-1.72
-1.68
-1.68
-1.68
-1.63
-1.63
-1.63
-1.63
-1.63
-1.63
-1.63
-1.63
-1.63
-1.63
-1.63
-1.63
-1.63
-1.63
-1.63
-1.63
-1.63
-1.63
-1.63
-1.63
-1.63
Fines content
Unit weight
(°/a)
(Pcf)
6.73
120.19
6.86
120.41
6.81
120.52
6.58
120.53
6.04
120.44
5.79
120.76
5.69
121.18
5.81
121.64
5.93
121.93
5.87
121.75
5.73
121.31
5.58
120.64
5.56
120.13
5.77
119.84
6.41
120.31
7.71
121.81
8.47
122.69
8.44
122.53
7.49
121.17
6.98
121.28
7.53
123.63
7.96
125.79
8.02
126.91
7.26
127.02
6.67
127.08
6.84
127.06
7.54
126.94
7.80
126.56
6.59
125.35
5.09
123.78
3.97
122.15
3.84
121.72
3.88
121.33
3.97
120.85
4.13
120.40
4.37
119.80
4.76
119.40
5.21
119.17
5.51
119.31
5.69
119.45
5.67
119.52
5.62
119.47
5.43
119.43
5.32
119.48
5.21
119.59 _
4.96
119.76
4.43 _
119.90
3.84
119.93
CPT name: CPT -2
CLiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:53 PM 11
Pmled file: P:\2020 Projects\20-7093 Paseo Adelanto SIC Jamboree HcusingNUquefadion Analysis\CPr Analysis\CPT Uq Analysis.dq
This software is licensed to: TGR Geotechnical, Inc.
:: Field input
data :: (continued)
Point ID
Depth
q�
f,
u
Fines content
Unit weight
(ft)
(tsf)
(tsf)
(tst)
(°70)
Oct)
193
12.68
150.81
0.69
1.63
3.25
119.73
194
12.76
155.41
0.64
-1.63
3.19
120.04
195
12.80
157.26
0.79
-1.63
3.71
121.37
196
12.88
159.70
1.10
-1.63
4.56
123.00
197
12.96
161.17
1.26
-1.63
5.17
124.02
19B
13.00
160.39
1.25
-1.63
5.28
124.12
199
13.09
158.63
1.15
-1.63
5.24
123.78
200
13.13
154.53
1.11
-1.63
5.51
123.40
201
13.21
140.75
1.12
-1.63
5.96
123.01
202
13.29
134.11
1.04
-1.63
6.48
122.50
203
13.33
126.98
0.96
-1.63
6.64
121.54
204
13.41
116.24
0.79
-1.63
6.91
120.58
205
13.49
109.11
0.76
-1.63
7.24
119.80
206
13.53
105.30
0.76
-1.63
7.48
119.13
207
13.62
99.92
0.62
-1.63
7.45
118.38
208
13.66
98.66
0.57
-1.63
7.45
117.45
209
13.72
91.92
0.55
-1.63
7.73
117.18
210
13.80
90.94
0.58
-1.63
8.32
117.19
211
13.88
87.72
0.60
-1.63
8.74
117.36
212
13.92
86.93
0.60
-1.63
9.02
117.42
213
14.00
86.93
0.60
-1.63
9.08
117.40
214
14.07
86.93
0.60
-1.63
9.02
117.40
215
14.12
88.40
0.60
-1.63
8.71
117.37
216
14.20
92.11
0.58
-1.63
8.30
117.36
217
14.24
94.94
0.58
-1.63
7.59
117.41
218
14.33
103.25
0.58
-1.63
6.82
117.58
219
14.41
112.33
0.58
-1.63
6.07
117.79
220
14.45
117.31
0.59
-1.63
5.45
118.18
221
14.53
127.47
0.63
-1.63
5.11
118.70
222
14.57
132.45
0.68
-1.53
4.76
119.39
223
14.68
142.32
0.73
-1.63
4.58
119.88
224
14.72
144.37
0.74
-1.63
4.42
120.24
225.
14.77
146.42
0.76
-1.63
4.39
120.56
226
14.85
150.81
0.82
-1.63
4.41
120.95
227
14.93
153.16
0.85
-1.63
4.41
121.31
228
14.97
155.31
0.87
-1.63
4.36
121.56
229
15.05
159.22
0.89
-1.63
4.29
121.73
230
15.09
160.68
0.90
-1.63
4.25
121.89
231
15.21
161.07
0.91
-1.63
4.28
121.98
232
15.25
161.17
0.92
-1.63
4.32
122.06
233
15.29
161.36
0.93
-1.63
4.37
122.13'
234
15.37
160.97
0.94
-1.63
4.46
122.21
235
15.46
160.09
0.95
-1.63
4.56
122.28
236
15.50
159.70
0.96
-1.63
4.65
122.35
237
15.58
159.41
0.97
-1.63
4.71
122.40
238
15.62
159.41
0.98
-1.63
4.78
122.45
239
15.70
158.53
0.98
-1.63
4.86
122.45
240
15.78
156.97
0.98
-1.63
4.93
122.43
CPT name: CPi-2
CLiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:53 PM 12
Pmjectfile: P:\2020 Projects\20-7093 Paseo Adelanto 51CIamboree Housing\Liquefaction Analysis\CPr Anatysis\CPr Dq Anatysis.clq
This software is licensed to: TGR Geotechnical, Inc. CPT name: CPT -2
e Field input data :: (continued)
Point ID
Depth
qc
t
u
Fines content
Unit weight
(ft)
(tsf)
(tsf)
(tst)
(ON
(Pct)
241
15.83
156.87
0.97
-1.63
4.95
122.41
242
15.90
157.16
0.97
-1.63
4.94
122.41
243
15.95
158.04
0.97
-1.63
4.89
122.42
244
16.02
159.41
0.97
-1.63
4.84
122.47
245
16.11
161.17
0.99
-1.63
4.82
122.54
246
16.15
161.17
1.00
-1.63
4.85
122.64
247
16.23
160.88
1.01
-1.63
4.94
122.73
248
16.31
160.58
1.02
-1.63
5.03
122.82
249.
16.38
160.09
1.03
-1.63
4.84
122.46
250
16.42
160.19
0.86
-1.63
4.12
121.31
251
16.51
162.24
0.60
-1.63
3.39
120.05
252
16.55
163.81
0.63
-1.63
3.00
119.49
253
16.63
166.64
0.70
-1.63
3.15
120.01
_
254
16.67
167.62
0.73
-1.63
3.27
120.48
255
16.75
169.57
0.76
-1.63
3.71
120.89
256
16.83
156.19
0.84
-1.63
3.94
121.59
257
16.90
174.75
0.95
-1.63
4.14
122.26
258
16.94
178.46
1.00
-1.63
4.01
122.99
259
17.02
182.46
1.08
-1.63
4.10
123.42
260
17.06
183.15
1.12
-1.63
4.23
123.78
261
17.14
183.20
1.15
-1.63
4.35
123.99
262
17.22
183.24
1.18
-1.53
4.56
124.38
263
17.27
185.39
1.30
-1.53
5.02
125.40
264
17.35
193.21
1.67
-1.63
5.62
126.66
265
17.39
197.21
1.92
-1.63
5.99
127.64
266
17.47
202.39
1.94
-1.63
6.11
128.11
267
17.55
204.93
2.00
-1.63
6.20
128.48
268
17.59
206.88
2.18
-1.63
6.57
129.16
269
17.67
211.38
2.51
-1.63
7.34
129.48
'
270
17.75
184.42
2.38
-1.63
8.56
129.46
271
17.79
160.97
2.35
-1.63
10.61
128.97
272
17.87
133.14
2.39
-1.63
13.42
128.44
273
17.92
105.79
2.29
-1.53
17.09
127.06
274
18.00
71.99
1.65
-1.53
19.86
125.13
275
18.05
70.43
1.30
-1.53
19.26
123.83
276
18.13
93.97
1.51
-1.53
14.30
124.14
277
18.21
135.77
1.49
-1.53
11.06
125.73
278
18.25
159.02
1.91
-1.53
8.50
127.27
279
18.33
199.36
2.19
-1.63
6.75
128.47
280
18.41
238.24
2.09
-1.63
5.16
128.84
281.
18AS
249.27
1.93
-1.63
3.90
128.70
282
18.52
269.59
1.87
-1.63
3.01
128.04
283
18.58
272.72
1.50
-1.58
2.28
127.11
284
18.64
267.34
1.27
-1.57
2.40
127.32
285
18.70
268.66
2.01
-1.56
2.88 _
127.86
_
286
18.77
259.14
1.89
-1.56
3.22
128.47
287
18.84
269.98
1.71
-1.56
2.88
127.75
288
18.90
262.46
1.49
-1.53
2.31
127.06
CLiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:53 PM 13
Project file: P:\2029 Pmjects\20-7093 Paseo Adelanto SICIamboree Housing\Uquefaction Analysis\CPTAnalysis\CPr Dq Analysis.ciq
This software is licensed to: TGR Geotechnical, Inc.
Field -input
-data ::-(continued.)
(0/4)
(Pco
Point ID
Depth
qC
f:
u
126.88
W
(tsf)
(t5fl
(tsf
289
18.97
275.35
1.40
-1.5
290
19.04
258.46
1.38
-1.5
291
19.11
256.21
1.48
-1.5
292
19.17
254.45
1.71
-1.5
293
19.24
250.35
2.11
-1.6
294
19.30
246.83
2.22
-1.6
295
19.37
240.09
2.12
-1.6
296
19.43
242.53
1.88
-1.6
297
19.49
237.55
0.84
-1.6
298
19.56
218.99
0.85
-1.5
299
19.62
213.82
0.80
-1.6
300
19.69
214.99
0.89
-1.6
301
19.77
217.14
0.97
-1.6
302
19.85
191.45
1.02
-1.6
303
19.89
196.04
1.02
-1.6
304
19.97
194.09
1.01
-1.6
305
20.04
181.97
1.04
-1.6
306
20.09
172.01
0.96
-1.6
307
20.17
156.77
0.85
-1.6
308
20.25
148.18
0.76
-1.6
309
20.29
141.63
0.73
-1.6
310
20.37
127.57
0.70
-1.6
311
20.41
122.20
0.69
-1.6
312
20.49
111.45
0.63
-1.6
313
20.57
102.76
0.59
-1.6
314
20.61
98.56
0.76
-1.6
315
20.69
89.77
1.06
-1.6
316
20.74
84.88
1.06
-1.6
317
20.81
75.41
0.89
-1.6
318
20.89
66.13
0.88
-1.6
319
20.93
64.66
0.89
-1.6
320
21.01
49.91
0.87
-1.6
321
21.09
44.74.
0.80
-1.6
322
21.14
44.44
0.74
-1.6
323
21.22
39.07
0.60
-1.6
324
21.30
32.14
0.52
-1.6
325
21.34
28.62
0.49
-1.6
326
21.43
25.10
0.44
-1.6
327
21.47
23.93
0.43
-1.6
328
21.55
21.68
0.42
-1.6
329
21.62
19.44
0.44
-1.6
330
21.67
18.17
0.45
-1.6
331
21.74
16.70
0.47
-1.6
332
21.79
16.70
0.47
-1.5
333
21.90
15.24_
0.58
-1.3
334
21.94
15.63
0.67
-1.3
335
21.99
15.34
0.80 _
-1.3
336
22.07
14.94
0.99
-1.4
Fines content
Unit weight
(0/4)
(Pco
2.15
126.48
2.21
126.44
2.72
126.88
3.45
127.93
4.20
128.86
4.74
129.30
4.67
129.01
3.59
127.13
2.61
124.84
1.73
122.08
2.06
122.15
2.25
122.49
2.83
122.98
3.28
123.23
3.69
123.23
3.89
123.24
4.24
123.01
4.72
122.42
4.99
121.50
5.28
120.64
5.75
120.01
6.35
119.60
7.09
119.05
7.70
118.43
8.90
118.54
11.18
119.83
13.51
120.99
15.48
121.10
16.90
120.40
18.27
119.71
21.07
119.33
23.76
118.81
26.58
118.03
27.39
116.95
28.60
115.63
31.21
114.25
34.56
113.13
37.06
112.45
39.55
111.84
42.58
111.66
46.32
111.55
50.31
111.57
52.85
111.60
56.86
112.09
60.14
112.97 _
64.70
114.15
68.68
115.47
71.91
116.35
CPT name: CPT -2
CLiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:53 PM 14
Project Ole: P:\2020 Projects\20-7093 Paseo Adelanto SIC Jamboree Housing\Liquefaction Analysis\CPT Analysis\CPT Liq Analyeis.clq
C,
I
.
i
I
ti
n
M �
L
T
awry
VI
W
W
N
Vl
Vl
VI
r-1
N
N
h
P
tT
b
rl
W
N
W
M
N
Q•
n
M(+N�
n
M
M
P
ti
W
0
O
M
b
q
1!1
g
O
M
W
b
P
O
P
P
N
b
3 p
b
O
N
M
P
P
M
M
M
M
1'I
1!f
1p
1�
n
01
.
lV
'1
O
m
m
m
9
OO
OO
OO
D;
Ci
r
n
b
1D
r,:
w.
m
m
m
H
ti
Ni
..
ti
(rOf
ti
ti
H
(.N1
ti
-I
-i
N
N
M
M
H
N
H
H
ti
N
N.
�
.Ni
.Ni
eNieNi
eNi
'1
e.l
.M
eMi
.M
.Ni
eNi
.Ni
N
I
�
w
W o
O
N
Vl
O
m
O
ti
O
n
I^+1
O
b
C
O
C
O
T
b
�
N
O
m
V]
n
m
ti
m
V
M
b
O
N.
4b11
O
fMl
O .E
V
b
N
P
N
r1Di
IW1
T
Q
V1
OW1!
O
P
INI
OM1
v1
W
10
P
OO
M
N
OO
N
1�
'I
P
ti
'I
N
'I
W
kU
P
P
M
t+l
fV
fi
P
1/1
Yf
P
M
M
M
M
N
N
N
N
N
M
P
b
N
m
P
'N,I
'I
H
N
N
N
W'
N
O
M
'I.
M
N
M
m
M
w
M
2i V
nz
V
V'
M
1/1
N
N
O
VI
P
N
O
�
N
N
b
'I
N
N
O W
P
W
N
I(1
O1
W
O
O1
O
01
IO
01
t!1
01
I!1
N
I!1
V'
O
P
W
I!1
1O
P
01
N
1!1
!�
O
W
O
W
O
01
O
01
IO
N
N
N
N
W
N
10
W
P
O1
n
N
n
N^
N
n
j
•�
'"
11'
Y
T
`i
4
Y
Y
14
R
14
`4
`Y
`P
`4
IS
Y
4
4
4
N
0
1!1
0
b
0
Vl
0
1p
0
1!1
0
b
I!1
a 8
I
7
4'
Y'
Y`
T
T
T
T^^
T
T
T
T
T
T
T
T
T
0
0
CCC
I
1
O
�
V1
Vl
�c
w(w`
vJ
O
O
P
P
O•
P
N
W
P
IO
P
m
W
N
P
N
N
N
N
rl
n
rl
W
rl
b
Vl
1O
h
it
P
O
10
b
f+l
O
g
N
O�
O
W
W
W
rl
h
N
O
ti
n
N
ti
M
M
T
h
O
b
N
N
M
N
M
N
C
M
W
W
P
n
O
W
01
b
M
01
1!1
N'
N
N
N
-i
Vf
O1'
N
10
p
VI
N
N
C
O A
I
OO
O
�+
ri
ri
rl
.-1
rl
.y
ri
.y
rl
'1
.-1
.y
.y
.-I
M
N
N
N
N
M
' M
N
N
.-I
.
ri
lV
fV
fV
fV
N
N
ti
rl
rl
rl
+y
N
M
M
M
N,
N
fV
!V
9
v� Gm
C
O
M
N
ti
MW
pp
T
W
Vl
tWl1
VNl
O
n
n
ti
V1
O
N
O
0N
V1
I!1
N
N
N
M
YI
6
0
O'
P�
r,:
O
O1
Iq
IQ
r,:
N
Ot
(V
fV
INI
Vl
b
m
h
P
P
P
N
P
p
Ih
rbl
O
M
b
rl
Q'
SMO
N
N
fV
O
V'
1C
O�
VI
pj
^
W
Wp
N
O
O
01
O
N
a
N
O1
N
M
^I
ri
ti
ti
N
O
M
P
b
b
b
W
W
W
W
P
m
m
M
N
N
N
N^1
v.l
ti
W
O1
p
Ol
n
Vi
Ibl1
O
M
I�1
N
M
M
N
rNl
rl
rPi
rMi
W
h
b
b
••
C
i
ri N
N
P
ff++1l
W
M
b
P
Ill
01
1O
N
10
rl
f�
T
n
b
W
O
O1
W
01
g O
M
rl
N
rl
b
N
M
f+l
1q
M
M
P
O^
V1
N
M
b
O1
10
b
h
M
W
H
01
O1
O1
M
O
I!1
rl
M
N
N
M
b
M
p
V'
W
P
b
1/1
P
1D
O1
b
N
N
W
O
01
P
O-0iN
NO
N
1ll
i
N
N
N
N
N
N
N
ry
N
N
N
N
N
N
N
N
ry
ry
N
N
fV
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
U
i
d
m
m
m
m
rPi
m
mM
r�i
�i
m
m
r4i
m
m
m
m
m
m
m
m
m
m
m
m
m
m
m
m
m
m
m
m
IN+I
rNi
rNi
m
m
m
m
m
m
m
m
fr
1^+l
rNi
rWi
rWi
bp•s!Meuy bll ldJ\slsAIeuv ldO\slsAleuy wpaGanbn\6upnoH aaiogweT :)[S oluelapv Oased E601-0Z1s'uaTwd OZOZ\:d :DIO laafwd
9T Wd ES:11,71 'OZ0Z/SZ/8 :uo pa;ean today - auemUoS;uau ssy uoiyie;anb.ij 1d:) - ST'I'E'Z'A b!l7
LFT£T
TS'E
ZT'b
£6'Z
48'LTE
SEW
ZEb
9L'TET
6L'£
ZT'b
ZL'Z
EL'ZZ£
TE'SZ
TEb
ZS'TET
ZVE
ZT'b
SS'Z
ZL'TE£
£Z'9Z
OEb
Os'TEI
£T'£
ZI'b
Z97
TZ'9EE
ST'8Z
6Z6
9E'T£T
917
£6'E
E97
ZE'94£
OT'BZ
BZb
40'T£T
EZ'Z
Z0'6
9E'Z
ZL'9SE
ZO'9Z
M,
b9'OET
LCT
ZO'b
TZ'Z
9T'9CE
86'LZ
9Z6
SE'OET
SS'T
ZZ'b
617
SF9LE
06'CZ
sZb
8E'OET
99'T
ZZ'b
807
E91,9E
SB'LZ
bZb
09'OEl
T6'T
ZZ'b
LZ'Z
00,69E
CL'LZ
EZb
EL'OET
667
ZZ'b
Zb'Z
9Z'6SE
EL'LZ
M,
ST'0£T
S9'T
TE'b
TZ'Z
9E'E9E
S9'LZ
TZb
86'6ZT
SZ'T
EB'£
LL'T
6Z'99E
LS'LZ
OZb
96'BZT
90'T
EWE
E8'T
OS'S9£
ZS'LZ
6T4
ZO'6ZT
OT'T
£9'£
TS'T
SL'6S£
bb'LZ
07
6T'6ZT
SIFT
£9'£
TS'T
S6'E9E
OVLZ
LTB
60'6ZT
IT'T
£8'E
S6'I
ST'99E
ZE'LZ
9Tb
SS'9ZT
SO'T
£9'£
£4'T
9E'6SE
bZ'LZ
STB
8L'9ZT
9T'T
E6'£
S9'I
Z9'95E
oZ'LZ
bTb
Lb'6ZT
6S'T
E6'£
E6'T
OE'66E
ZT'LZ
EIB
LS'OEI
ZE'Z
£6'£
8Z'Z
9L'96£
LO'LZ
ZIb
I6'OET
E97
E6'£
49'Z
ZO'OK
66'9Z
TIB
L9'OET
L97
E6'E
8Z1Z
SS'4EE
T6'9Z
OTB
48'6ZT
L£'Z
£6'E
0I7
ZV4ZE
48'9Z
60b
OE'6ZT
£Z'Z
£8'E
Z6'I
S6'TZE
6C'9Z
806
46'SZT
TE'Z
WE
L8'T
9E'IZE
SL19Z
LOB
96'8ZI
OS'Z
E8'E
68'T
S8'OOE
L9'9Z
904
ET'6ZT
SS'Z
ES'E
96'T
6T'£OE
6S'9Z
SOB
OT'6ZT
00,E
WE
SO'Z
SC'96Z
SS'9Z
404
£S'IRZT
LB'Z
ME
06'T
LT'LSZ
LV9Z
E04
66'LZT
897
£8'E
SS'T
ECHZ
6£'9Z
ZOb
TS'LZT
L97
£8'E
S9'T
bZ'b8Z
SE'9Z
TOb
Sb'LZI
60,E
£8'E
49'T
bb'L9Z
4Z'9Z
00b
LZ'LZT
89,E
ME
6S'T
T6'LbZ
ST'9Z
66E
69'9ZT
£E'b
EWE
E9'T
bS'EEZ
K,9Z
86E
T6'SZT
EO'S
E8'£
TFT
LO'EOZ
9019Z
L6E
SS'bZT
£E'9
E6'£
9Z'T
89'181
Z019Z
96E
L0'EZT
9L'9
ZO'b
TT'T
58'9ET
46'SZ
56E
9E'TZT
KIVT
Tb'b
46'0
T£76
98'SZ
HE
ZS'6I1
ZT'EZ
Ib'b
E6'0
ET'64
6L'SZ
E6£
69'8TT
817E
Tb'b
Z6'0
OIR'LE
9L'SZ
Z6£
ZE'9TT
45'66
I£'b
00'1
SZ'EZ
L9'SZ
S6£
TT'8TT
TE'T9
ZZ'b
60'T
66'61
09'SZ
06£
09'STT
68'65
ZT'b
601
ZO'OZ
SS'SZ
,68£
TE'611
ZO'ES
bS'E
9I1
L9'9Z
4VSZ
HIRE
09'OZT
S£'Sb
6S'Z
EZ'T
46'TE
EVSZ
LIRE
86'TZT
LS'Ob
LS'O
SVT
£L'Ob
SE'SZ
98E
66'EZT
587£
LC'O
89'1
80'Lb
OE'SZ
SSE
(;0d)
(%)
(}s7)
4461aM yurl ;ua;uw sauld
n
1;)
y;dap
01;u10d
(panupuoa) :: Equp;ndul plaid
Z -1d:) :aweu 10 •OUT'leoluyy0a;0a9 y91 :01 PasuaOp sl aJemy0s s!41
Mi
7
u
E
c
u
'
•
I
n
I
c
I
I
j
I
n �
•
S.
N
n
n
•y
OL
m
at
n
Vl
a
P
n��
N
N
W
N
N
P
P
m
W
tT
tT
T
W
Vl
N
N
T
b
t!1
m
b
O
m
P
P
P
b
Vl
P
m
VI
n
v
�
g
m
P
m
N
3
O•
W
O
ri
N
fV
N
N
N
.-1
O
O
m'
m
n
b
W
I!1
I(1
1!1
P
M
N
N
N
N
N
N
(V
N
ti
N
T
P
Vl
b
m
f�
r.
l�
mOr1•
.Mi
m
m
T
.Ti
.M-1
m
m
.N
.Ni
.Ni
.Ni
eNi
N
.N
.Ni
.Ni
.Ni
.Ni
.Ni
.N
N
.Ni
N
.Ni
.N-1
N
ti
.Ni
N
.Ni
N
ti
N
H
H
H
O i
i
N
N
C
W C
C^
O
m
T
Vl
1!1
O\
a\
M
M
O
O
T
P
b
M
P
M
N
1!1
W
M
y
O
C.1
W
h
W
Vl
n
M
W
M
n
V
O•
T
•-I
P
-i
T
Vl
P
N
N
f+l
Ot
b
M
1!1
OR
•-1
M
V
P
P
1!1
n
M
tr
T
b
Vl
P
�
o
V1 �
M
N
.-I
N
M
M
M
M
M
M
M
N
N
N
N
N
N
N
N
N
•y
•y
•-I
•-I
.-I
•-I
•-I
•-I
O
O
O
O
O
•-1
•-I
.y
.-I
.y
•-I
.-I
N
n
N
M
M
V'
V'
T
Y
9 W
u p
c
a
�
O
ON
N
H
O
N
O
LLq
P
N
P•
N
n
m
m
b
b
Li
Li
Li
Li
4011
Li
1011
P
P
T
P
P
P
P
h
I/Ol
VOl
b
b
b
IR
W
b
W
b
b
b
b
b
�i O
1
d
d
d
c
d
r+i
ri
ri
N
N
q
C+
ri
T
ri
M
V'
V'
V'
P
V'
V'
V'
V'
V•
P
V'
V'
V'
V'
V•
4
V'
Y
'Y
4
V'
V'
V'
4
V
V'
4
4
T
Y
Y
4
m E
i
� n
N
I
O
O
T
N
W
N
Vl
n
o
d C
yiJ1 I
M
S
m•
m•
N
n
LO
m
O
m
b
�O
n
n
n
W
Vl
Vl
T
O
g
W
n
P
T
m
N
N
N
N
n
n
m
m
m
m
m
m
n
n
m
m
O
M
P
111
LO
1D
b
a
I
N
•-1
•-1
.-I
N
N0•
0•
0•
0•
0•
0•
0•
i�
Q
�
Ny
Q Rw
d
n
O
OL
N
n
b
1n
n
P�
rn
n
T
m
P
N
O
M
P
ti
d'
O
w
W
n
W
P
W
a+
N
P
N
O
W
P
T
P
P
ti
P
W
P
n
vl
10
O
Vl
C d
C
n
Vl
%q
0
n
Vl
N
M
P
b
L9
n
m
Vl
P
LO
M
O
C
nn
n
n
Cl
N
Vl
P
M
Cl
N
O!
VI
O
Vl
T
•-1
h
.-I
C�
111
N
W
O
O T
• p
O
N
.-I
m
O
Ol
m
P M
VI
P
O
Ol
10
pP1
P
O
P
O
111
LO
Ol
O
Of
n
O
b
111
O
W
P
O
O
W
O
V1
10
m
N
N
O
m
b
T
11
�Vr1I
N
U" O
I
P N
�
••
M
•-I
LO
M
W
P
p
O
W
ti
N
40
P
OL
n
N
.y
V1
O
m
N
O
S
O
P
N
n
VI
T
rN_
P..
b
b.
m
C9
a)
Ot
O
O
.Ni
N
N
M
P
P
Vl
b
4O
N
W
m
OL
O
O
C!
N
N
M
M
P
Vl
Vl
Vl
n
n
W
m
T
O
N
N
M
1+1
P
L!1
L pp
ICI
C1 a I
N
m
N
m
N
m
N
m
N
m
N
m
N
m
N
cd
N
ai
N
ai
N
a�
N
o:
N
o:
N
o�
N
a�
N
ai
N
o:
N
a�
N
ai
N
o+
N
a�
N
a
N
o�
N
0
M
0
M
0
M
0
M
0
M
0
T
0
T
0
M
0
M
0
M
0
T
0
M
0
M
0
T
0
M
T
M
M
T
M
T
M
T
M
6
�% O
9'
p
�El
Iii
c
al
'i a
VV
Cy
yyyy
VV
Cp
VV
n
ry
m
I
r
I
I
I
r
�
6
�
r
M yr
r
y� -
n =
n
T
P
'-1
M
O
N
N
Vf
m�
O�
W�
' I�
'R
b r
n
'R
p�
.-I
O
-In
1+1
�
I
3 p
ri
ri
ri
f�
ri
ri
ri
of
vi
ac
ac
ri
ri
ri
1�
ri
n
ri
n
ri
h
h
W
m
Ci
m
W•
m
m
w
N
oC
m
m
m
m
m
m
W
m
W
m
W
m
ai'
o
o
.+
�
ti
.N-�
ti
.Ni
N
.Ni
.Ni
.Ni
.Ni
.Ni
.N -I
�N-I
eNi
ti
ti
H
N
eNi
ti
.rv-�
ti
Ni
N
N
H
.Ni
N
eNi
Ni
H
�
.Ni
N
N
.Ni
H
H
H
ti
H
eNi
H
H
H
N
ti
ti
�M-I
O i
I
Ng
I
ti
W
M
m
W
n$
ti
N
VOI
N
N
n
N
h�
ti
W
b
b
m
O
N
1!1
N
P
V:
n
O
N
N
N
O
O�
01
C
P
M
IM+1
P
V,
P
(N+1
OWi
P
1Tp
.N0
�
ri
CT
n
a?
OO
O
OO
O
OO
OO
N
u p
C
W =
LL
V C
d 2yy
•
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
fl
N
'I
ed
'I
'I
'I
'I
N
N
y
�p
b
b
b
7
b
b
b
7
V1
7
b
7
b
7
b
7
b
Y
b
7
b
7
b
7
b
7
b
7
b
7
b
7
b
7
b
7
b
7
m
7
b
7
1!1
7
Iff
7
11f
7
1!f
7
1!f
7
1!t
7
I!t
7
VI
7
1!1
7
Vf
7
1!1
7
P
7
P
7
P
7
C
P
P
7
P
7
P
7
M
Y
M
Y
M
7
7
7
x-17
v
T.
T.
T.
4
4
>ve
u
i
�
g
�
�n
�o
W
n
m
m
m
m
e
Ln
Ln
T
ko
%o
n
{�
r!
n
P
n
N
n
Yl
n
m
OR
O
o;
b
m
o
P
0
N
o
W
m
CG
m
C�
o;
o
m
W
m
�W,
W
n
n
n
n
n
n
i.
m
M
M
.ti
4
H
4
'�
'I
'i
'1
.-i
.-I
.-i
'i
'I
'i
'i
.y
.ti
.ti
.ti
N
N
.ti
ti
.ti
.ti
.4
.ti
(V
N
N
ti
ei
.i
N
ti
.ti
.ti
H
.ti
.ti
.ti
. i
.i
.-Ir
'i
'I
b
Vl
b
O�
VI
m
m
b
b
'I
N
n
T
M
N
N
M
ti
f�`
n
b
P
T
P
Nm
m
n
O
V?
M
h
'I
M
V?
O
O
W
n
O
b
P
O
kD
VI
P
N
�q
O
M
W
kD
N
W
W
N
Lq
VI
r�
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
M
M
M
M
M
T
M
M
T
M
T
M
P
P
P
d N
C
I^
Vl
Of
n
IIl
m
n
Vl
O
m
N
O
m
N
----------i
NO1!1MOPM-
N
b
O
M
n
------
1
M
n
V1
M
n
Cl
O
W�
O
m
N
O
W
N
0
b
Vf
b
rN
b
1`p:
m
m
r
N
fV
N
N
N
fV
fV
Ol
Ol
M,,
m
T
T
M
T
T
M
T
P
P
T
ry a
M
T
M
m
'j
m
m
M
N
m
N
M
N
M
N
m
N
m
N
M
M
M
M
M
M
M
M
T
M
T
T
M
M
M
M,
M
T
M
M
M
M
M
m
M
M
M
M
M
P
M
P
m
P
M
m
P
M
P
m
P
M
;;
6`
V
9
6
C
Q
u
� d
9-
W
m
W
W
W
W
(p
W
Gp
01
01
Ol
Ol
Ol
Ol
OI
O1
O�
O�
0
0
N
0
M
0
P.
0
0
b
0
h
0
m
0
0
O
'1
N
T
P
.111
b
n
m
d I
C
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
of
V1
1!1
V1
T
1!1
h
N
LA
V1
vl
Vl
Vl
lA
V1
1!1
T
vl
vl
T
vl
Vf
vl
vl
�/1
Vl
vl
vl
of
j Y,
This software is licensed to: TGR Geotechnical, Inc
:: Field input data :: (continued)
Point ID
Depth
qc
f
u
Fines content
Unit weight
--`529 --
(ft)
_34.73
(tom
(tsf)
(tom
(%)
(Pct)
- -- -
428.91-2.43_
4.26
1.27
131.49_
530
34.80
428.12
2.48
4.26
1.55
132.19
531
34.87
427.34
3.05
4.26
2.07
133.17
532
34.93
431.15
3.56
4.31
2.77
134.25
533
34.98
422.56
3.95
4.31
3.20
134.95
534
35.04
432.32
4.10
4.22
3.26
135.07
535
35.14
433.50
3.73
4.12
2.99
134.78
536
35.18
431.64
3.47
4.22
2.78
134.11
537
35.26
404.97
3.19
4.22
2.71
133.44
538
35.31
391.88
2.93
4.02
2.59
132.41
539
35.37
370.98
2.35
4.02
2.37
131.39
540
35.44
361.60
2.17
4.02
2.10
130.45
541
35.51
362.87
2.09
4.12
1.77
129.54
542
35.57
354.18
1.61 _
4.12
1.42
128.36
543
35.64
335.92
1.34
4.12
1.07
127.02
544
35.71
332.30
1.28
4.12
1.01
126.51
545
35.77
336.70
1.35
4.12
0.97
126.20
546
35.84
324.68
1.19
4.02
1.01
126.37
547
35.91
336.11
1.37
4.02
1.33
126.94
548
35.98
326.83
1.68
4.02
1.46
127.42
549
36.06
335.52
1.47
4.02
1.42
127.48
550
36.10
343.53
1.40
4.02
0.99
127.15
551.
36.18
363.66
1.43
4.02
0.96
127.78
552
36.23
374.50
1.79
4.02
1.39
129.16
553
36.31
368.93
2.31
4.02
1.80
130.25
554
36.36
379.28
2.28
-4.02
2.23
131.27
555
36.44
388.95
2.72
-3.93
2.75
131.85
556
36.50
348.42
2.96
-3.53
3.68
132.83
557
36.56
347.54
3.52
-3.53
4.51
133.36
558
36.63
347.54
3.53
-3.53
4.73
133.62
559
36.69
346.66
3.33
-3.16
4.77
133.94
560
36.75
365.32
3.92
-3.16
4.90
134.61
561
36.81
380.85
4.44
-2.87
4.95
135.17
562
36.88
381.68
4.13
-2.78
4.91
135.34
563
36.94
381.68
4.16
-2.78
4.80
135.22'
564
37.03
382.51
4.23
-2.68
5.46
135.53
565
37.09
347.44
4.80
-2.59
7.11
136.01
566
37.17
293.82
5.44
-2.78
8.78
136.25
567
37.22
297.53
5.15
-2.78
9.05
135.71
568
37.28
301.43
3.95
-2.78
7.82
134.06
569
37.37
267.44
2.61
-2.78
6.89
131.91
570
37.41
238.24
2.39
-2.78
6.76
130.10
571 _
37.48
226.52'
2.21
-2.68
6.82 _
129.07
572
37.56
223.10
1.80
-2.68
5.84
127.26
573'
37.66
215.87
1.04
-2.68'
_ 4.74
125.26
574
37.71
211.86
1.03
-2.68
4.02
123.59
575
37.75
208.84
1.03
-2.68
4.19
123.54
576
37.83
205.03
1.03
-2.68
4.46
123.47
CPT name: CPT -2
CUq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:53 PM 19
Pmject file: P:\2020 Projects\204093 Paseo Adelanto SIC Jamboree Housing\Dquefaction Anaysis\CPr Analysis\CPr Dq Analysis.clq
This software is licensed to: TGR Geotechnical, Inc
Field input data :: (continued)
Point ID
Depth
q.
f
u
Fines content
Unit weight
(ft)
(tst)
(tso
(tst)
M)
(PCF)
577
37.90
195.26
1.04
-2.73
4.70
123.40
578
37.94
194.87
1.03
-2.73
4.86
123.31
579
38.02
194.09
1.01
-2.73
4.79
123.15
580
38.06
194.48
0.97
-2.78
4.59
122.79
581
38.14
194.67
0.88
-2.78
4.25
122.19
582
38.22
194.67
0.78
-2.78
3.88
121.46
583
38.27
194.77
0.72
-2.78
3.44
120.47
584
38.38
192.91
0.58
-2.87
3.09
119.56
585
38.42
192.13
0.54
-2.87
2.81
118.66
586
38.47
190.57
0.51
-2.87
2.74
118.17
587
38.55
186.08
0.48
-2.87
2.75
117.78
588
38.59
182.85
0.47
-2.87
2.86
117.39
589
38.67
175.72
0.45
-2.87
3.05
117.06
590
38.75
168.40
0.43
-2.87
3.28
116.78
591
38.79
164.88
0.43
-2.97
3.55
116.64
592
38.87
158.82
0.44
-2.97
3.83
116.63
593
38.92
155.31
0.45
-2.97
4.23
116.66
594
39.00
147.20
0.46
-2.97
4.71
116.64
595
39.08
138.31
0.46
-2.97
5.00
116.52
596
39.12
132.16
0.45
-2.97
5.00
116.21
597
39.20
119.17
0.43
-3.07
5.00
115.93
598
39.25
111.94
0.44
-3.07
5.00
115.86
599
39.32
99.53
0.48
-3.07
10.18
116.30
600
39.41
88.01
0.56
-3.07
12.95
116.96
601
39.48
78.73
0.64
-3.07
15.64
117.52
602
39.52
74.24
0.67
-3.07
17.94
117.86
603
39.57
69.16
0.71
-3.07
20.67
118.13
604
39.65
59.10
0.78
-3.07
25.10
118.44
605
39.73
47.96
0.87
-3.07
30.68
118.57
606
39.77
42.59
0.88
-2.97
36.78
118.13
607
39.85
33.89
0.79
-2.78
41.36
117.17
608
39.90
29.99
0.68
-2.68
46.97
115.35
609
40.01
22.56
0.50
-2.68
51.29
113.52
610
40.07
20.41
0.44
-2.59
56.14
111.70
611
40.11
18.46
0.40
-2.59
59.11
110.38
612
40.19
16.02
0.32
-2.59
61.71
109.21
613
40.23
15.43
0.30
-2.59
63.41
108.24
614
40.31
15.14
0.29
-2.49
63.62
107.99
615
40.39
15.43 _
0.29
-2.49
63.89
107.99
616
40.44
15.24
0.30
-2.49
64.61
108.47
617
40.52
15.43
0.35
-2:49
66.19
109.15
618
40.56
15.43
0.39
-2.49
68.88
110.43
619
40.64
15.53
0.50
-2.49
71.40
111.53
620
40.69
15.63
0.54
-2.49
73.14
112.73
621
40.77
16.51
0.63
-2.49
71.82
113.83
622
40.85
18.95
0.73
-2.52
61.45
115.40
623
40.91
30.18
0.81
-2.52
48.74
116.97
624
40.95
41.32
0.87
-2.52
34.65
118.92
CPT name: CPT -2
CUq v.2.3.1.15 - CPT Uquefaction Assessment Software - Report created on: 8/25/2020, 12:47:53 PM 20
Project file: P:\2020 Projects\20-7093 Paseo Adelanto SIC Jamboree Housing\Liquefaction Analysis\CPT Analysis\CPT Uq Anaysis.clq
This software is licensed to: TGR Geotechnical, Inc. CPT name: CPi-2
Field input data :: (continued)
Point ID
Depth
q,
f:
u
Fines content
Unit weight
(ft)
(tsf)
(tsf)
(tsf)
(°/a)
(Pcf)
625
41.03
66.13
1.05
-2.49
26.99
120.38
626
41.11
76.48
1.11
-2.59
22.92
121.37
627
41.15
78.04
1.11
-2.59
21.56
121.65
628
41.23
80.29
1.11
-2.59
21.32
121.65
629
41.31
78.63
1.10
-2.59
21.12
121.59
630
41.35
79.22
1.07
-2.49
19.86
121.49
631
41.43
9D.25
1.02
-2.49
18.01
121.42
632
41.47
96.31
1.00
-2.30
15.68
121.47
633
41.55
105.86
0.99
-1.15
14.35
121.58
634
41.63
109.79
1.00
0.77
14.07
121.90
635
41.67
105.69
1.10
2.20
16.14
122.71
636
41.75
90.94
1.41
5.17
20.41
123.26
637
41.84
69.74
1.45
6.71
26.05
123.36
638
41.88
60.46
1.42
7.09
32.06
122.50
639
42.00
46.98
1.23
7.76
36.31
121.71
640
42.04
44.74
1.22
8.05
39.26
121.10
641
42.08
45.52
1.23
8.33
38.53
121.19
642
42.13
50.11
1.25
8.53
32.60
121.51
643
42.21
70.62
1.17
8.53
25.00
121.87
644
42.28
91.43
1.12
8.53
18.76
122.16
645
42.36
106.57
1.11_
8.33
15.66
122.45
646
42.40
111.65
1.15
8.33
14.69
123.06
647
42.48
115.16
1.32
8.24
14.85
123.63
648
42.53
113.99
1.37
8.14
15.56
124.06
649
42.61
108.91
1.40
8.14
16.40
124.14
650
42.65
104.81
1.41
B.05
18.01
124.10
651
42.74
92.79
1.45
8.05
19.84
123.95
652
42.82
85.96
1.42
7.95
21.79
123.91
653
42.86
85.08
1.49
7.95
22.98
124.37
654
42.94
88.40
1.75
7.95
23.84
125.00
655
42.99
87.23
1.83
7.95
25.07
125.08
656
43.07
75.90
1.60
7.86
26.90
124.46
657
43.11
66.71
1.48
7.86
29.57
123.26
658
43.19
56.75
1.29
7.86
27.26
122.39
659
43.30
80.88
1.08
8.24
21.58
121.89
660
43.34
102.66
1.03
8.24
15.10
121.82
661
4339
125.61
0.99
8.24
10.67
121.88
662
43.46
155.99
0.89
8.14
7.88
121.74
663
43.51
166.74
0.83
8.14
5.00
120.92
664
43.58
179.53
0.61
8.05
4.53
120.19
665
43.66
185.30
0.63
8.05
3.91
119.66
666
43.70
185.10
0.67
8.05
4.25
120.29
667
43.79
176.90
0.78
7.95 _
5.00
121.31
668
43.87
159.02
0.98
7.95
7.76
122.45
669
43.93
132.55
1.18
7.57
10.70
123.56
670
43.96
126.59
1.40
7.57
15.02
124.86
671
44.05
104.52
1.88
7.47
19.36
125.99
672
44.13
92.99
2.12
7.47
23.67
126.50
CLiq v.2.3,1,15 - CFF Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:53 PM 21
Project file: P:\2020 Projects\20-7093 Paseo Adelanto SIC Jamboree Housing\Uquefaction Analysis\CPT Analysis\CFF Liq Analysis.ciq
2
c
I
a �
OGj
N
m
O
N
M
M
W
O
n
Vl
n
W
N
10
O
n
M
p
m
'I
n
b
n
ti
N
m
V1
SO
n
M
O
H
N
T
T
M
O.
q
ti
a
m
T
m
Opi
tWl1
M
0
4M0
Incl
N
p
�"
b
Vf
V1
V1
V1
V1
P
I/1
1lry1
IA
1!1
Y1
I(1
1!1
1!1
I!f
P
P
P
P
P
M
N
N
'1
�ryy
(V
O
O
O
ti
'I
/'yI
N
N
'1
OO
OO
OO
oO
C
'NI
'rvl
'NI
'NI
ti
H
ti
H
'1
H
'NI
H
ti
N
ti
ti
ti
ti
'NI
eN1
'NI
.
.Ni
.Ni
'NI
.
'1
-
'NI
'NI
-
ti
I
J
rv`
C I
m,
C
M
P
b
m
M
-q
M
V
N
m
pp
ti
M
M
M
ti
b
b
1!1
M
T
I!1
n
p
m
n
W
n
m
P
ti
b
n
n
n
O
O
4O
W
lil
O
b
M
W
M
pO
O V
8o
h
N
p
m
P
m
n
b
b
V4
I4
A
N
N
M
P
V
m
N
N
N
M
P
b
h
b
n
m
W
b
Ul
P
P
P
y a
ti
ti
OO
^
yj
a
rj
(V
N
fV
'1
N
N
N
.-I
.-I
ti
.i
'I
'i
N
N
N
N
N
N
'I
.-I
.ti
.ti
C
y j
i
IL
O C
O
y
p
p
40
b
lb
N
M
m
N
p
m
m
M
M
M
M
M
Mm
M
AI
M
N
N
N
N
N
N
N
N
N
N
N
P
N
P
N
P
N
P
N
N
P
N
X.
N
N
P
N
I
1:
n
m
W
ai
ro
m
�c
ai
ae
ad
ei
of
ac
m
m
m
m
W
W
m
ro
W
m
ro
m
Ori
m
ac
m
m
m
m
m
ro
q
U
0
O
W
E
C�
1!1
P
P
P
P
M
M.
N
M
N
b
N
O
N
n
O
N
O
N
O
b
O
M
OR
m
m
b
nn
P
P
n
W
n
O
W
P
M
n
I!1
l!1
n
N
O
Vf
N
n
t!1
P
N
m
b
m
n
c
aa��II
OO
OO
0
0
0
0
0
0
0
0
0
0
OO
0
0
0
0
0
0
OO
OO
p
51
1 C
bb
b
ti
N
h
OMi
o
1011
Ipl1
p
N
(V
.M4
P
W
P
O
b
T
O
'Ni
400
Q
ti
4n'1
m
IMO
O
m
S
IMO
N
O
O
Mi
q
V,:
b
b
Vm
n
M
-ryq�
p
m
O P
P
O
m
n
b
n
b
n
m
N
N
N
N
N
1nO
IV
t
N
N
m
��
n
IO
Ny
o
n
b
OI
m
M
4�
1pp�
Yl
m
O
N
m
IT
n
N
04
n
N
O
P
N
o
P
N
n
p
O
Vl
M
n
I0
M
n
IO
O
n
P
W
ID
IO
pNp''
y
p Mp
y My
y Py
y Py
yy''
4yy0
Iyy�
pmy
p Wp
V MV
g O
N N
N
m
p
p
m
IO
n
n
W
OI
OI
O
O
N
N
N
m
m
p
P
IO
%O
IR
h
W
W
�0
�pp4
p!
Y
.b1p
y
C
n
m
n
40
n
40
n
40
n
40
n
40
n
4D
m
b
m
b
m
b
m
b
m
b
m
b
m
b
m
b
m
b
m
IO
m
b
rn
b
M
b
M
40
M
IO
M
b
m
b
m
IO
m
b
m
10
o
n
0
n
0
n
0
n
0
n
0
n
0
n
0
n
0
n
o
n
n
n
n
n
n
n
n
N
n
N
n
N
n
ryry
n
N=
j
I
1
This software is licensed to: TGR Geotechnical, Inc
Field input data :: (continued)
Point ID
Depth
q�
f:
u
Fines content
Unit weight
(ft)
(tst)
(tsf)
(tst)
(0/0)
(pcf)
721
47.35
225.73
0.46
8.33
1.51
117.86
722
47.39
224.37
0.46
8.33
1.60
117.79
723
47.47
219.78
0.47
8.33
1.73
117.93
724
47.51
217.63
0.49
8.33
1.96
118.49
725
47.59
219.43
0.57
8.33
2.34
119.49
726
47.67
217.14
0.69
8.33
2.69
120.47
727
47.71
219.09
0.74
8.33
2.93
121.32
728
47.80
227.10
0.81
8.33
2.95
121.83
729
47.84
230.62
0.84
8.33
2.91
122.25
730
47.92
235.80
0.86
8.33
2.75
122.28
731
48.00
239.80
0.81
8.33
2.54
122.12
732
48.04
241.56
0.77
8.24
2.22
121.57
733
48.13
243.61
0.68
8.14
1.98
121.00
734
48.17
242.63
0.64
8.14
1.74
120.27
735
48.25
239.80
0.58
8.05
1.69
119.74
736
48.33
233.35
0.55
8.05
1.72
119.18
737
48.41
224.86
0.52
8.05
1.80
118.73
738
48.45
220.75
0.49
7.95
1.85
118.16
739
48.49
215.09
0.45
7.95
1.90
117.45
740
48.58
204.05
0.40
7.86
2.08
116.84
741
48.65
193.40
0.40
7.86
2.38
116.46
742
48.70
185.88
0.40
7.86
3.01
116.58
743
48.78
165.66
0.45
7.76
4.43
117.53
744
48.86
138.90
0.63
7.76
5.00
118.67
745
48.90
122.78
0.74
7.76
10.82
119.99
746
48.98
96.21
0.94
7.57
15.17
120.77
747
49.02
82.73
1.04
7.57
21.85
121.33
748
49.11
60.46
1.18
7.57
28.65
121.39
749
49.15
50.30
1.20
7.57
37.22
120.74
750
49.23
38.29
1.03
7.57
43.70
119.54
751
49.31
32.53
0.88
7.57
49.31
118.32
752
49.35
30.87
0.88
7.66
53.26
117.28
753.
49.44
26.37
0.76
7.76
55.33
115.98
754
49.51
24.22
0.53
7.76
56.07
114.19
755
49.55
23.64
0.46
7.86
54.59
112.53
756
49.64
23.34
0.43
7.95
53.45
111.85
757
49.68
23.74
.0.41
7.95
52.21
111.20
758
49.76
23.44
0.35
8.05
51.84
110.56
759
49.81
22.08
0.33
8.14
53.95
109.55
760
49.89
18.46
0.29
8.24
59.75
108.64
761
49.94
14.75
0.28
8.33
65.50
107.88
762
50.03
15.24
0.28
9.48
69.97
107.74
763
50.09
14.75
0.30
9.48
63.74
104.86
764
50.17
14.85
0.00
9.58
54.70
100.06
765
50.24
15.92
0.00
9.68
N/A
_ 87.36
766
50.28
16.70
0.00
9.68
N/A
87.36
767
50.36
18.75
0.00
9.68
N/A
87.36
768
50.40
19.44
0.00
9.68
N/A
87.36
CPT name: CPT -2
CLiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:53 PM 23
Project file: P:\2020 Projects\20-7093 Paseo Adelanto SIC Jamboree Housing\Uquefaction Analysts\CPr Analysis\CPr Dq Anatysis.clq
This software is licensed to: TGR Geotechnical, Inc.
Field input data :: (continued)
Point ID Depth q� f: u Fines content Unit weight
(ft) (tsf) (tsf) (tsf) (°/u) (pcf)
769 50.48 18.07 0.00 9.77 N/A 87.36
Abbreviations
Depth:
Depth from free surface, at which CFF was performed (ft)
CIC:
Measured cone resistance (tsf)
4:
Sleeve friction resistance (tsf)
u:
Pore pressure (tsf)
Fines content:
Percentage of fines in soil (%)
Unitweight:
Bulk soil unit weight (pcf)
CPT name: CPT -2
CLiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:53 PM 24
Project file: P:\2020 Projects\20-7093 Paseo Adelanto S1C Jamboree Housing\Uquefaction Analysis\CPf Analysis\CPr Dq Amlysis.dq
8 8 8 8 8 8 8 8 8 8 8 8$ 8 8 8 8 8 8 S 8 8 8 8 8 8 8 8 8 8 8 8 8 S 8 8 8 8 8 8 8 8 8 8 8 8 8 8
O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O
$ om Wo �o `S eo ^o Wo 'S o .�. S 8 8 8 S S o ffi S S mo 8 S SN. Wo Wo S S 8 8 8 6 Wo 8 S g 8 S o 0 8 0 8 8 0 0
o d d d o 0 o d o 0 0 0 0 o d o 0 o d o d o d o o d d o o d o 0 o d o d d o c d d o d o o d d o
N T T P T W W cq W S F n n n n b lD m b Li LQ Vpf UN Li p p V p V ri M 1+1 N9 m N N N N N ti .Wi ti ti'i 0 0 0
.
P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P
S O O O S O S S S S 8 S S S S S S S S S S S S S S S S S 8 S S S S S S S S S S S S o S S S O S S
O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O
8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 88 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 m Wo < $ 0 8
N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N .4 ti .4 ti O ti ti
�O Li W P ti N M p �O h m O N p VI
O O O O O O O ti ti ti H ti 'H ti H fV N !V fV N N N (lf m M ('1 m m m M p p p p p C p Vl VI IIl Y1 N Ill V1 1!1 b b b
S
3 0
O
0
O
0
O
0
S
0
S
0
S
0
O
0
S
0
S
0
S
0
S
0
S
0
S
0
S
0
S
0
S
0
O
0
S
0
O
0
S
0
O
0
O
0
O
0
S
0
S
0
O
0
S
0
S
0
O
0
S
0
O
o
S
c
S
o
S
0
O
o
S
c
S
o
S
0
O
0
S
0
S
0
S
0
S
0
S
0
S
0
S S
0 0
o" g
8
g
o
0
0
8
0
0
0
o
g
8
g
S
o
8
0$
o
0
0$
o
0
0..
8
0
0
i
8
0
0
0
0
0
0
0
0
0
0
0
o
c
o
c
o
0
o
c
o
c
o
0
0
0
0
0
o
c
0
o
c
o
0
0
0
o
c
o
0
0
0
0
0
0
0
0
0 0
po
P
ONi
a
Omi
N
m
m
I
m
N
F
n
n
n
b
b
b
b
b
N
1!
IW!
INIf
I(1
P
p
V
P<
Ci
M
In
li
1+.
N
N
N
N
N
m
n
N
Oi
P
P
Ol
P
P
P
P
P
Ol
P
a
P
O+
P
Ql
P
a+
P
Ol
P
P
P
P
P
P
Ol
P
P
P
P
P
P
P
P
P
P
Ol
OP
N
P
P
P
P
P
P
P P
LL 8
0
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
0 8
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
C
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
C
O
O
O
O
O
O O
8
LL N
8
N
8
N
8
N
8
N
8
N
8
N
8
N
8
N
8
N
8
N
8
N
8
N
8
N
8
N
8
N
8
N
8
N
8
N
8
N
8
N
8
N
8
N
8
N
8
N
8
N
8
N
8
fV
8
IV
8
N
8
N
8
N
8
N
8
fV
8
IV
8
8
8
8
8
8
9
G
R
S
8 0
T1F O N Im+1 p S n m O ri N M Ui IO n P O N M p b n m P H N 1`N'1 If1 �G F a O ti N V Vf b m O N 1+f p tf1 N ^� St N
g "' O OO O C O O OO H H ti N N N N N IV N fV m M I"1 M I'I m I'1 p p p p P p p p Ill Ill Vl III Y1 vl YI Ill �p �O
This software is licensed to: TGR Geotechnical, Inc
Liquefaction Potential Index calculation data :: (continued)
Depth
FS
F,
w,
d,
LPI
(ft)
6.44
6.40
1.10
0.00
9.02
0.08
0.00
6.52
1.09
0.00
9.01
0.08
0.00
6.64
1.17
0.00
8.99
0.08
0.00
6.77
1.28
0.00
8.97
0.04
0.00
6.93
1.14
0.00
8.94
0.08
0.00
7.05
1.02
0.00
8.93
0.08
0.00
7.17
0.92
0.08
8.91
0.08
0.02
7.30
0.79
0.21
8.89
0.04
0.02
7.42
0.63
0.37
8.87
0.04
0.04
7.58
0.59
0.41
8.84
0.08
0.09
7.71
0.63
0.37
8.83
0.08
0.08
7.82
0.63
0.37
8.81
0.04
0.04
7.94
0.55
0.45
8.79
0.04
0.05
8.10
0.47
0.53
8.77
0.08
0.12
8.23
0.42
0.58
8.75
0.08
0.13
8.38
0.42
0.58
8.72
0.04
0.06
8.48
0.45
0.55
8.71
0.07
0.10
8.64
0.49
0.51
8.68
0.04
0.06
8.76
0.52
0.48
8.66
0.08
0.10
8.89
0.65
0.35
8.65
0.08
0.07
9.05
0.79
0.21
8.62
0.12
0.07
9.14
0.86
0.14
8.61
0.04
0.02
9.25
0.92
0.08
8.59
0.04
0.01
9.41
0.94
0.06
8.57
0.08
0.01
9.54
0.97
0.03
8.55
0.08
0.01
9.66
0.99
0.01
8.53
0.04
0.00
9.78
1.03
0.00
8.51
0.04
0.00
9.94
1.15
0.00
8.48
0.08
0.00
10.07
1.23
0.00
8.47
0.04
0.00
10.19
1.14
0.00
8.45
0.08
0.00
10.31
0.98
0.02
8.43
0.04
0.00
10.47
0.92
0.08
8.40
0.08
0.02
10.60
1.06
0.00
8.39
0.08
0.00
10.72
0.92
0.08
8.37
0.08
0.02
10.85
1.27
0.00
8.35
0.08
0.00
10.96
1.99
0.00
8.33
0.04
0.00
11.12
2.00
0.00
8.31
0.07
0.00
11.26
2.00
0.00
8.28
0.08
0.00
11.38
1.68
0.00
8.27
0.08
0.00
11.50
1.54
0.00
8.25
0.04
0.00
11.65
1.39
0.00
8.22
0.08
0.00
11.77
1.15
0.00
8.21
0.08
0.00
11.90
0.88
0.12
8.19
0.08
0.02
12.02
0.78
0.22
8.17
0.04
0.02
12.15
0.78
0.22
8.15
0.04
0.02
12.27
0.78
0.22
8.13
0.04
0.02
12.43
0.80
0.20
8.11
0.08
0.04
12.56
0.95
0.05
8.09
0.08
0.01
CPT name: CPT -2
Depth
FS
F,
w,
d,
LPI
(ft)
6.44
1.10
0.00
9.02
0.04
O.DO
6.56
1.11
0.00
9.00
0.04
0.00
6.73
1.24
0.00
8.98
0.08
0.00
6.85
1.22
0.00
8.96
0.08
0.00
6.97
1.07
0.00
8.94
0.04
0.00
7.09
0.97
0.03
8.92
0.04
0.00
7.25
0.86
0.14
8.89
0.08
0.03
7.37
0.70
0.30
8.88
0.08
0.06
7.50
0.59
0.41
8.86
0.08
0.09
7.63
0.61
0.39
8.84
0.04
0.04
7.78
0.64
0.36
8.82
0.07
0.07
7.90
0.61
0.39
8.80
0.08
0.09
8.02
0.51
0.49
8.78
0.08
0.10
8.14
0.44
0.56
8.76
0.04
0.06
8.34
0.41
0.59
8.73
0.12
0.18
8.41
0.44
0.56
8.72
0.03
0.04
8.60
0.47
0.53
8.69
0.12
0.16
8.68
0.50
0.50
8.68
0.04
0.06
8.80
0.59
0.41
8.66
0.04
0.04
8.93
0.74
0.26
8.64
0.04
0.03
9.09
0.83
0.17
8.61
0.04
0.02
9.21
0.89
0.11
8.60
0.08
0.02
9.34
0.93
0.07
8.58
0.08
0.01
9.46
0.96
0.04
8.56
0.04
0.00
9.62
0.97
0.03
8.53
0.08
0.01
9.74
1.00
0.00
8.52
0.08
0.00
9.86
1.09
0.00
8.50
0.08
0.00
10.02
1.20
0.00
8.47
0.08
0.00
10.11
1.20
0.00
8.46
0.04
0.00
10.27
1.05
0.00
8.44
0.08
0.00
10.39
0.92
0.08
8.42
0.08
0.02
10.52
1.00
0.00
8.40
0.04
0.00
10.64
1.03
0.00
8.38
0.04
0.00
10.77
0.97
0.03
8.36
0.05
0.00
10.92
1.68
0.00
8.34
0.08
0.00
11.04
2.00
0.00
8.32
0.08
0.00
11.18
2.00
0.00
8.30
0.06
0.00
11.30
1.85
0.00
8.28
0.04
0.00
11.46
1.51
0.00
8.25
0.08
0.00
11.57
1.49
0.00
8.24
0.07
0.00
11.70
1.27
0.00
8.22
0.04
0.00
11.82
1.01
0.00
8.20
0.04
0.00
11.98
0.79
0.21
8.17
0.08
0.04
12.11
0.77
0.23
8.15
0.09
0.05
12.23
0.77
0.23
8.14
0.08
0.04
12.35
0.79
0.21
8.12
0.08
0.04
12.48
0.85
0.15
8.10
0.04
0.02
12.64
1.09
0.00
8.07
0.08
0.00
CLiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:53 PM 26
Project file: P:\2020 Projects\20-7093 Paseo Adelanto SJC 3ambx Housing\Liquefaction Analysis\CPT Analy515\CPf Liq Analysisxlq
This software is licensed to: TGR Geotechnical, Inc.
Liquefaction Potential Index calculation data :: (continued)
Depth FS F, w, d, IFI
(ft)
12.68
12.80
12.96
13.09
13.21
13.33
13.49
13.62
13.72
13.88
14.00
14.12
14.24
14.41
14.53
14.68
14.77
14.93
15.05
15.21
15.29
15.46
15.58
15.70
15.83
15.95
16.11
16.23
16.38
16.51
16.63
16.75
16.90
17.02
17.14
17.27
17.39
17.55
17.67
17.79
17.92
18.05
18.21
18.33
18.45
18.58
18.70
18.84
1.21
0.00
8.07
0.04
0.00
1.33
0.00
8.05
0.04
0.00
1.38
0.00
8.03
0.08
0.00
1.31
0.00
8.01
0.08
0.00
1.09
0.00
7.99
0.08
0.00
0.84
0.16
7.97
0.04
0.02
0.65
0.35
7.94
0.08
0.07
0.54
0.46
7.93
0.08
0.09
0.48
0.52
7.91
0.07
0.08
0.45
0.55
7.89
0.08
0.10
0.44
0.56
7.87
0.08
0.11
0.44
0.56
7.85
0.05
0.06
0.48
0.52
7.83
0.04
0.06
0.55
0.45
7.80
0.08
0.09
0.65
0.35
7.79
0.08
0.06
0.81
0.19
7.76
0.11
0.05
0.91
0.09
7.75
0.04
0.01
0.99
0.01
7.72
0.08
0.00
1.06
0.00
7.71
0.08
0.00
1.09
0.00
7.68
0.11
0.00
1.08
0.00
7.67
0.04
0.00
1.05
0.00
7.64
0.08
0.00
1.03
0.00
7.63
0.08
0.00
0.99
0.01
7.61
0.08
0.00
0.96
0.04
7.59
0.04
0.00
0.97
0.03
7.57
0.04
0.00
0.99
0.01
7.54
0.09
0.00
0.99
0.01
7.53
0.08
0.00
0.96
0.04
7.50
0.07
0.01
0.98
0.02
7.48
0.08
0.00
1.03
0.00
7.47
0.08
0.00
1.00
0.00
7.45
0.08
0.00
1.06
0.00
7.42
0.07
0.00
1.24
0.00
7.41
0.08
0.00
1.26
0.00
7.39
0.08
0.00
1.32
0.00
7.37
0.05
0.00
1.64
0.00
7.35
0.04
0.00
1.82
0.00
7.33
0.08
0.00
2.00
0.00
7.31
0.08
0.00
1.32
0.00
7.29
0.04
0.00
0.81
0.19
7.27
0.04
0.02
0.54
0.46
7.25
0.05
0.05
0.78
0.22
7.22
0.08
0.04
1.64
0.00
7.21
0.07
0.00
2.00
0.00
7.19
0.04
0.00
2.00
0.00
7.17
0.06
0.00
2.00
0.00
7.15
0.07
0.00
2.00
0.00
7.13
0.07
0.00
CPT name: CPT -2
Depth
FS
F,
w,
d,
LPI
(ft)
12.76
1.27
0.00
8.06
0.08
0.00
12.88
1.36
0.00
8.04
0.08
0.00
13.00
1.38
0.00
8.02
0.04
0.00
13.13
1.21
0.00
8.00
0.04
0.00
13.29
0.97
0.03
7.98
0.08
0.01
13.41
0.73
0.27
7.96
0.08
0.06
13.53
0.59
0.41
7.94
0.04
0.04
13.66
0.50
0.50
7.92
0.04
0.05
13.80
0.46
0.54
7.90
0.07
0.09
13.92
0.44
0.56
7.88
0.04
0.06
14.07
0.44
0.56
7.86
0.08
0.10
14.20
0.45
0.55
7.84
0.08
0.10
14.33
0.51
0.49
7.82
0.08
0.10
14.45
0.60
0.40
7.80
0.04
0.04
14.57
0.75
0.25
7.78
0.04
0.03
14.72
0.87
0.13
7.76
0.04
0.01
14.85
0.95
0.05
7.74
0.08
0.01
14.97
1.03
0.00
7.72
0.04
0.00
15.09
1.09
0.00
7.70
0.04
0.00
15.25
1.09
0.00
7.68
0.04
0.00
15.37
1.07
0.00
7.66
0.08
0.00
15.50
1.04
0.00
7.64
0.04
0.00
15.62
1.02
0.00
7.62
0.04
0.00
15.78
0.97
0.03
7.59
0.08
0.00
15.90
0.96
0.04
7.58
0.08
0.01
16.02
0.98
0.02
7.56
0.07
0.00
16.15
1.00
0.00
7.54
0.04
0.00
16.31
0.97
0.03
7.51
0.08
0.00
16.42
0.97
0.03
7.50
0.04
0.00
16.55
1.01
0.00
7.48
0.04
0.00
16.67
1.06
0.00
7.46
0.04
0.00
16.83
1.02
0.00
7.44
0.08
0.00
16.94
1.20
0.00
7.42
0.04
0.00
17.06
1.27
0.00
7.40
0.04
0.00
17.22
1.27
0.00
7.38
0.08
0.00
17.35
1.47
0.00
7.36
0.08
0.00
17.47
1.74
0.00
7.34
0.08
0.00
17.59
2.00
0.00
7.32
0.04
0.00
17.75
1.67
0.00
7.29
0.08
0.00
17.87
1.06
0.00
7.28
0.08
0.00
18.00
0.63
0.37
7.26
0.08
0.07
18.13
0.57
0.43
7.24
0.08
0.08
18.25
1.16
0.00
7.22
0.04
0.00
18.41
2.00
0.00
7.20
0.08
0.00
18.52
2.00
0.00
7.18
0.08
0.00
18.64
2.00
0.00
7.16
0.06
0.00
18.77
2.00
0.00
7.14
0.07
0.00
18.90
2.00
0.00
7.12
0.06
0.00
CLiq v.2.3.1.15 - CRF Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:53 PM 27
Project file: P:\2020 Projects\20-7093 Paseo Adelanto SIC lambome Housing\Liquefaction MatYsis\CPT Analysis\CPT Liq AnaWsxlq
bp'WAleuy bTT Td0\slsAleuy 1d0\srAleW u Ppnbil\NISMH as gweT OTS oluelapy oared £60L -MSP 4ob OZOZ\:d :919 PO.IOJd
8Z Wd ES:Lb:ZT 'OZOZ/SZ/8 :w palean ]today - wem4oS luau ssy uollmlanbrl lAE) - ST'T'£'Z'A bTp
00'0
80'0
9T'9
00'0
007
EZ'SZ
ZO'O
60'0
LT'9
TZ'O
6L'O
bT'sZ
ZO'O
60'0
LI19
6T'0
98'0
OT'SZ
TO'O
80'0
61'9
LOT
E6'0
ZO'SZ
00'0
60'0
OZ'9
00'0
00'1
66'6Z
00'0
80'0
TZ'9
00'0
EO'T
06'6Z
00'0
60'0
ZZ'9
TO'0
66'0
TB'bZ
EO'O
80'0
EZ'9
8T'0
Z8'0
LL'bZ
EO'0
SO'0
6Z'9
ZE'0
890
69'62
SOT
90'0
6Z'9
SE'0
S9'0
6911Z
SO'0
80'0
9Z'9
6Z'0
TL'0
95'62
ZO'O
60'0
LZ'9
91'0
Z8'O
86'62
00'0
80'0
BZ'9
00'0
90'1
66'42
00'0
40'0
6Z'9
00'0
8£'I
9E'4Z
00'0
80'0
6Z'9
00'0
007
ZE'6Z
00'0
80'0
TE'9
00'0
007
EZ'6Z
00'0
SO'0
ZE'9
00'0
00'Z
ST'6Z
00'0
80'0
£E'9
00'0
007
TT'6Z
0060
60'0
6£'9
00'0
007
EO'6Z
00'0
80'0
6E'9
00'0
007
66'£Z
00'0
80'0
9£'9
00'0
00'Z
T6'£Z
00'0
LO'O
L£'9
00'0
007
E8'EZ
00'0
90'0
8£69
00'0
OOZ
9L'EZ
00'0
90'0
6£'9
0060
007
69'EZ
00'0
90'0
06'9
00'0
007
E9'£Z
00'0
LO'O
T6'9
00'0
007
LS'EZ
00'0
L060
Z6'9
00'0
OOZ
OS'EZ
00'0
90'0
Eb'9
00'0
00'Z
EVEZ
00'0
60'0
66'9
00'0
007
L£'£Z
00'0
80'0
bb'9
00'0
OOZ
E£'£Z
00'0
90'0
96'9
00'0
00'Z
9Z'EZ
00'0
60'0
L6'9
00'0
000Z
LT'EZ
00'0
80'0
L6'9
00'0
007
ET'£Z
00'0
80'0
66'9
0060
OOZ
SO'EZ
00'0
80'0
OS'9
00'0
LS'T
867Z
00'0
60'0
TS'9
00'0
OZ'T
067Z
£0'0
LOT
ZS'9
OZ'0
08'0
981ZZ
90'0
LOT
ES'9
6E60
T9'0
6L'ZZ
6010
60'0
6S'9
66'0
ITT
UTZ
80'0
80'0
SS19
66'0
ITO
L9ZZ
60'0
60'0
9S'9
66'0
IS'0
6S'ZZ
80'0
90'0
9S'9
ITT
66'0
6s'ZZ
9060
80'0
8S'9
ES'0
L6'0
96'ZZ
S060
60'0
6S'9
SS'0
Sb'O
8E'ZZ
60'0
80'0
6S'9
09'0
06'0
b£'ZZ
0110
80'0
19'9
69'0
9E'O
LZ'ZZ
00'0
60'0
Z9'9
00'0
o0Z
61'ZZ
00'0
90'0
Z9'9
0010
007
ST'ZZ
0060
80'0
69'9
00'0
00'Z
107Z
00'0
60'0
5949
00'0
007
66'TZ
00'0
6060
99'9
00'0
007
b6'TZ
0010
TT'0
99'9
00'0
007
061Z
00'0
60'0
89'9
00'0
00'Z
UIZ
00'0
90'0
69'9
00'0
00'Z
6L'TZ
0010
60'0
01'9
00'0
007
L947Z
00'0
80'0
OL'9
00'0
00'Z
Z9'TZ
00'0
80'0
ZL'9
00'0
00'Z
SS'TZ
00'0
6040
EL'9
00'0
007
L6'TZ
0010
80'0
EL'9
00'0
007
E6'TZ
90'0
60'0
SL'9
SL'O
SZ'0
6E'TZ
£T'O
90'0
SL'9
SL'O
5Z'O
OE'TZ
ZT'0
8010
U'9
£L'0
LZ'O
ZZ'TZ
90'0
60'0
8L'9
TL'0
6Z'O
6T4TZ
ZT'0
80'0
6L'9
69'0
TE'0
601Z
TT'0
BO'0
08'9
69'0
T£40
TO'TZ
90'0
60'0
TS'9
89'0
Z£'0
E6'OZ
TIT
90'0
Z869
LTO
EE'O
686OZ
OT'O
8060
E8'9
S9'0
S£'0
TH'OZ
9060
60'0
68'9
Z9'0
BE'0
6L'OZ
TT'O
80'0
S8'9
Two
6E'O
69'OZ
S060
6060
98'9
Z9'O
8£'0
19'OZ
OT'0
80'0
L8'9
Z9'0
8E'0
LS'OZ
OT40
80'0
8819
6S'O
T6'0
66'OZ
SO'0
60'0
68'9
SS'0
Sb'0
T6'OZ
8010
LO'0
06'9
66'0
TS'0
L£'OZ
60'0
60'0
T6'9
66'0
95'0
6Z'OZ
90'0
80'0
T6'9
8E'O
Z9'0
SZ'OZ
SO'0
80'0
E6'9
6Z'O
TL'O
LT'OZ
ZO'0
SO'0
6669
9T'O
68'0
60'OZ
00'0
80'0
S619
00'0
001
60'OZ
000
800
96'9
00'0
ZT'T
L6'61
00'0
49'0
L6'9
00'0
L1'T
68'6T
Oo'0
80'0
86'9
00'0
OFT
S8'61
0060
8060
6649
00'0
Z6'T
U'61
00'0
LO'0
OWL
00'0
LS'T
69'61
00'0
90'0
TO'L
00'0
6S'T
Z9'6T
00'0
90'0
ZO'L
0060
SLI
9S'61
00'0
90'0
E04L
00'0
007
66'61
00'0
90'0
60'L
00'0
007
E6'61
0060
90'0
SO'L
00'0
007
LE'6T
00'0
L060
90'L
00'0
o0'Z
OE'61
00'0
90'0
LO'L
00'0
007
6Z'6T
00'0
LO'O
OWL
00'0
007
LI'6T
00'0
90'0
60'L
00'0
00'Z
TT'6I
0060
8040
OT'L
00'0
007
60'61
00'0
9060
TI'L
00'0
007
L6'8T
(L)
(8)
kn
`P
`M
'd
SA
Lpdaa
Idl
`P
'M
'd
Sd
Hldaa
(pampa ) :: elep uollelnnolel xapul leyualod umpelanbll
Z-1�0 :aweu ldo 'luI 'I�Iuyxl0a9 IdOi :Ol Pasualll sl alem)jm sl4L
i.
r
O
O
b
m
b
by
b
W
W
m
NN
W
V
V
V
V
V
Tp
T
P
P
N
Q
P
1NJ1
N
iNJI
N
1yN1�1
N
C
O
O
O
O
O
O
L.
b
NN
�!N�)pp1
W
IAJf
W
O
p
A
N
O
µ
N
S
P
A
S
m
W
O
W
a
r
S
�Wp
L
Or
b
P
W
r
rd
N
�Vp
O
VV
V
10J1
N
A
N
�
V
1V11
b
V
IWJI
P
A
tVO
V
tNJI
W
O
N
..
b
O �
o
O
�
r
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
r
O
O
N
N
N
N
N
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
UI
Vn
VI
VI
N
VI
VI
Vn
VI
V1
YI
p
U1
N
VI
Vn
VI
VI
IA
{A
VI
VI
p
p
p
VI
YI
VI
Un
VI
Un
VI
VI
p
VI
F
V1
Uf
P
P
P
P
P
P
P
P
0C�
J j
IN+
�p
W
UNt
V
b
M
N
Iw/1
V
1A`
W
VAi
V
IO
Y
W
l�jl
V
b
Y
W
IPJI
V
b
O
W
fvJl
V
N
rw
N
lmll
V
b
V
N
V
�Np
O
yy11
� 4
6
Er
a
Fa
o
0
0
0
0
0
0
0
0
0
0
0
o
a
o
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
ff3
�a
o
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
e
$
$
$
$
$
$
$
$
$
$
$
$
$
8
8
8
8
8
8
8
8
8
e
8
$
$
$
$
$
$
S
$Soo
$
$
$
$
$
o
0
9
S
$
o
$
9
v
3m
N
5W
i, N
H
e
r
w
S�
O
O
Oy
O
y�
b
b
b
b
b
b
m
W
W
W
N
V
V
V
V
V
V
A
P
p
a
P
P
a
INTI
tNl1
INJI
N
tNl1
0
p
O
I
p O
O
p
{t/p
P.
N
W
VV
V
OV
91
C11
1
W
V
d
N
O
!G
tVit
t~O
V>
N
W
T
A
N
V
V1
S
b>
W
r
tWn
W
O
Cl
tmll
W
V
N
O
r
b
V
V1
IO
V
A
N
a
a
O
V
Y1
1+
D N
= V
R W
T
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
O
N
N
N
N
N
Y 3
O
O
W
N
O
W
E
S$
S
S
S$
8
S
S
S
S
S
O
S
S
S
S
S
S
8
S
S
S
S
S
S
S
S
8
8
8
S
S
S
VO
IO
S
S
S
S
S
S
S
S
S
S
S
O
O
S
O
O
O
O
O
O
O
S
O
O
S
T
r
O
S
O
S
O
S
O
O
O
S
O
S
O
S
O
O
O
O
O
O
O
O
O
O
O
S
O
O
O
O
O
O
O
O
O
r
A
O
8
VI
VI
VI
VI
VI
YI
N
VI
VIV1
In
VI
VyI
VyI
IA
VI
VI
VI
Yp.1
j1
VI
VI
VI
VI
N
VI
VVI
VI
VI
III
VI
YI
YI
VI
Y1
V1
VI
P
P
O
P
O
P
P
T
P
O�
F
O
N>
N
m
N
N
d
S
m
b
N
A
QI
AW
yVII
O
N
yWII
A
P
yNI
OJ
O
N
A
VI
W
O
N
A
P
V
O
N
A
A
V
O
N>
{Oji
W
Op
S
O
O
N
L
?
o
c
o
0
0
0
o
a
o
0
0
0
0
0
0
0
0
0
0
0
0
0
0p
0p
0
0
0
0
0p
0p
0
0
o
c
o
c
o
0p
0
0
0
0
0
0p
op
cp
po
S
S
S
W
T
T
T
P
P
m
N
W
W
ON
b
S
OW
W
W
A
A
fY
0W
A
ON
m
m
V
W
A
A
A
�
OJ
L
t
fO
tll
L
6l
fO
W
1011
P
Oj
>
A
A
A
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
0
O
O
O
O
O
a
O
O
O
O
O
O
O
O
O
O
0
0
O
O
O
O
O
O
O
O
o
O
S
S
S
S
S
S
O
S
O$
S$
S
S
S
S
S
S
S
S
O
S
O
S
O
S
S
S
S
S
O
S
O
S
O
S
S
S
S
S
O
S
m
O
S
S$
N
i.
bpsiSAIeuy bil Id7\sisAleuy IdJ\SiSAlmv w!pelanbp\5utsnOH ae gweT :)[S olue]apy Dosed E601-OZ\sPa[md OZOZ\:d :@IU pafwd
OE Wd ES:L117T 'OZOZ/SZ/B :uo Palewa lioda4 - wemUOS luau sassy uoipe;anbrl �J - ST'T'£'Z'A b!lJ
ZO'O
80'0
EZ'11
£Z'0
LL'O
ES'LE
10'0
SOT
SZ'11
BI'0
Z8'0
SL'L£
TWO
60'0
SZ'11
ST'O
58'0
TOLE
TOT
TT'0
9Z'6
01'0
06'0
99'LE
00'0
80'0
8Z'4
00'0
0031
9S'L£
00'0
LO'0
6Z'11
00'0
ST'T
SVLE
00'0
110'0
0£'6
00'0
9E'T
I11'LE
00'0
60'0
TE'6
00'0
007
LE'L£
00'0
90'0
Z£'11
00'0
007
BZ'LE
00'0
60'0
EE'4
00'0
007
ZZ'LE
00'0
80'0
EE'6
00'0
007
LT'LE
00'0
90'0
SE'4
00'0
00'Z
60'L£
00'0
80'0
9E'11
00'0
007
EO'LE
00'0
10'0
LE'11
00'0
007
116'9£
00'0
LOT
BE'6
00'0
007
89'9£
00'0
90'0
6E'11
00'0
007
I8'9E
00'0
SO'O
011'11
00'0
007
SL'9£
00'0
90'0
111'11
00'0
007
69'9£
0040
80'0
Zb'6
00'0
007
E9'9£
00'0
S040
Eb'b
00'0
007
9S'9E
00'0
90'0
44'11
0040
007
OS'9£
00'0
80'0
54'6
00'0
007
1111'9£
00'0
60'0
94'4
00'0
00'Z
9E'9E
00'0
BOT
L4'4
00'0
007
T£'9E
00'0
40'0
84'4
00'0
007
EZ'9E
00'0
80'0
64'4
00'0
007
81,9E
00'0
40'0
OSI,
00'0
007
01,9E
00'0
80'0
()S'6
00'0
007
90,9E
00'0
LO'O
ZS'11
00'0
OO'Z
86'SE
00'0
90'0
£S'4
00'0
007
16'S£
00'0
LO'O
6S'6
00'0
007
48,5E
00'0
LO'o
SS'4
00'0
00'Z
LL'SE
00'0
LO'O
95'6
00'0
007
TL'S£
0040
L040
LS'b
00'0
007
49'SE
00'0
90'0
8516
00'0
007
LS'SE
0040
LOT
65'4
00'0
007
IS'SE
00'0
LOT
0911
00'0
00'Z
bb'SE
00'0
90'0
T9'4
00'0
007
LE'SE
0010
90'0
Z9'4
00'0
00'Z
IE'S£
00'0
10'0
£91,
00'0
007
9Z'SE
00'0
60'0
69'6
00'0
007
BUSE
00'0
OT'0
119'4
00'0
007
111'5£
00'0
90'0
9911
00'0
007
40,5E
00'0
SO'O
19'4
00'0
007
86'6£
00'0
90'0
8911
00'0
007
£6'K
00'0
LO'0
691,
00'0
007
18'4£
00'0
LO'0
OL'6
00'0
007
08'6£
00'0
80'0
TL'11
00'0
007
£C4£
00'0
60'0
ZL'b
00'0
007
S9'11£
00'0
80'0
£1311
00'0
00'Z
09'4£
00'0
40'0
6L'b
00'0
007
ZS44E
00'0
80'0
SC'4
0040
007
86,6E
00'0
80'0
9L'b
00'0
007
04'4£
00'0
40'0
LL'b
00'0
007
ZE'4£
00'0
80'0
81'4
00'0
00'2
BZ'6£
00'0
110'0
6136
00'0
007
OZ'4£
00'0
9010
6L'b
00'0
007
91'4£
00'0
80'0
T8'b
00'0
007
80,11E
00'0
40'0
ZB'4
00'0
007
00'6£
00'0
80'0
E8'4
00'0
007
56'£E
0040
4040
68'4
00'0
007
L8'E£
00'0
80'0
48'4
00'0
007
£8'EE
00'0
90'0
983,
00'0
00'Z
SL'E£
0010
60'0
181,
00'0
007
19'££
0040
8040
1844
00'0
007
E9'££
000
80'0
68'11
00'0
00'Z
SS'££
00'0
b0'0
061,
00'0
007
L4'££
00'0
80'0
161,
00'0
007
E4'EE
00'0
60'0
Z6'4
00'0
007
SE'££
00'0
40'0
Z6'4
00'0
007
WEE
00'0
ITT
E61,
00'0
OTT
9Z'E£
00'0
40'0
S61,
00'0
£9'T
SI'EE
00'0
90'0
S617
00'0
09'1
TT'££
000
80'0
L6'b
00'0
8S'T
ME£
00'0
60'0
961,
00'0
SS'T
b6'ZE
0010
80'0
661,
00'0
OS'T
06,2E
0040
8040
00'5
00'0
L4'I
E87E
00'0
40'0
IO'S
00'0
S4'T
SCZE
00'0
BOT
ZO'S
00'0
44'1
OOZE
00'0
40'0
EO'S
0040
SdT
Z97E
00'0
60'0
110'5
00'0
Sill
B57£
00'0
ZT'0
110'S
00'0
96'T
45,2E
00'0
40'0
90'S
00'0
Lill
Z4'ZE
00'0
80'0
LO'S
00'0
OS'T
BE'ZE
00'0
80'0
80'S
00'0
6ST
OE'ZE
00'0
110'0
60'S
00'0
OTT
ZZ'ZE
00'0
80'0
OT'S
00'0
691
8T'ZE
00'0
60'0
IT'S
0040
007
017E
0040
80'0
U'S
00'0
007
SO'ZE
00'0
80'0
ET'S
00'0
007
L6'I£
0040
60'0
111'5
00'0
007
681£
00'0
80'0
ST'S
00'0
007
S8'IE
00'0
90'0
9T'S
00'0
007
CCT£
00'0
110'0
LT'S
00'0
OCT
69'I£
00'0
80'0
ST'S
00'0
6S'T
S9'TE
00'0
60'0
61'S
00'0
OS'T
LST£
(ll)
(ll)
Idl
`p
`M
'd
SA
47da0
Idl
`P
'M
'd
SA
Vldaa
(panupuoo) :: qep uopelrolea xapui lepwaod uorpe;anb.T
Z-IdJ :aweu IdJ '3ul Woiuyoa1oa9 491:01 Pasuaog si weM4Siw,
This software is licensed to: TGR Geotechnical, Inc. CPT name: CPT -2
:: Liquefaction Potential Index calculation data :: (continued)
Depth
FS
FL
w,
d,
LPI
Depth
FS
F,
w,
d,
LPI
(ft)
(ft)
37.90
0.72
0.28
4.22
0.07
0.02
37.94
0.69
0.31
4.22
0.03
0.01
38.02
0.69
0.31
4.21
0.08
0.03
38.06
0.69
0.31
4.20
0.04
0.02
38.14
0.69
0.31
4.19
0.08
0.03
38.22
0.69
0.31
4.18
0.08
0.03
38.27
0.68
0.32
4.17
0.04
0.02
38.38
0.68
0.32
4.15
0.12
0.05
38.42
0.66
0.34
4.14
0.04
0.02
38.47
0.65
0.35
4.14
0.04
0.02
38.55
0.62
0.38
4.13
0.08
0.04
38.59
0.59
0.41
4.12
0.04
0.02
38.67
0.54
0.46
4.11
0.08
0.05
38.75
0.51
0.49
4.09
0.08
0.05
38.79
0.47
0.53
4.09
0.04
0.03
38.87
0.45
0.55
4.08
0.08
0.06
38.92
0.42
0.58
4.07
0.04
0.03
39.00
0.39
0.61
4.06
0.08
0.06
39.08
0.35
0.65
4.04
0.08
0.06
39.12
0.31
0.69
4.04
0.04
0.04
39.20
0.28
0.72
4.03
0.08
0.07
39.25
0.25
0.75
4.02
0.04
0.04
39.32
0.26
0.74
4.01
0.08
0.07
39.41
0.25
0.75
3.99
0.08
0.08
39.48
0.24
0.76
3.98
0.08
0.07
39.52
0.24
0.76
3.98
0.04
0.04
39.57
0.24
0.76
3.97
0.04
0.04
39.65
0.25
0.75
3.96
0.08
0.07
39.73
0.26
0.74
3.94
0.08
0.07
39.77
2.00
0.00
3.94
0.04
0.00
39.85
2.00
0.00
3.93
0.08
0.00
39.90
2.00
0.00
3.92
0.05
0.00
40.01
2.00
0.00
3.90
0.12
0.00
40.07
2.00
0.00
3.89
0.05
0.00
40.11
2.00
0.00
3.89
0.04
0.00
40.19
2.00
0.00
3.88
0.08
0.00
40.23
2.00
0.00
3.87
0.04
0.00
40.31
2.00
0.00
3.86
0.08
0.00
40.39
2.00
0.00
3.84
0.08
0.00
40.44
2.00
0.00
3.84
0.04
0.00
40.52
2.00
0.00
3.83
0.08
0.00
40.56
2.00
0.00
3.82
0.04
0.00
40.64
2.00
0.00
3.81
0.08
0.00
40.69
2.00
0.00
3.80
0.04
0.00
40.77
2.00
0.00
3.79
0.08
0.00
40.85
2.00
0.00
3.77
0.08
0.00
40.91
2.00
0.00
3.77
0.06
0.00
40.95
0.27
0.73
3.76
0.04
0.03
41.03
0.28
0.72
3.75
0.08
0.07
41.11
0.29
0.71
3.74
0.08
0.06
41.15
0.30
0.70
3.73
0.04
0.03
41.23
0.30
0.70
3.72
0.08
0.06
41.31
0.30
0.70
3.71
0.08
0.06
41.35
0.29
0.71
3.70
0.04
0.04
41.43
0.29
0.71
3.69
0.08
0.07
41.47
0.30
0.70
3.68
0.04
0.03
41.55
0.31
0.69
3.67
0.08
0.06
41.63
0.32
0.68
3.66
0.08
0.06
41.67
0.33
0.67
3.65
0.04
0.03
41.75
0.33
0.67
3.64
0.08
0.06
41.84
0.34
0.66
3.62
0.08
0.06
41.88
0.34
0.66
3.62
0.04
0.03
42.00
2.00
0.00
3.60
0.12
0.00
42.04
2.00
0.00
3.59
0.04
0.00
42.08
2.00
0.00
3.59
0.04
0.00
42.13
0.31
0.69
3.58
0.04
0.03
42.21
0.30
0.70
3.57
0.08
0.06
42.28
0.31
0.69
3.56
0.07
0.06
42.36
0.32
0.68
3.54
0.08
0.06
42.40
0.34
0.66
3.54
0.04
0.03
42.48
0.36
0.64
3.53
0.08
0.06
42.53
0.37
0.63
3.52
0.04
0.03
42.61
0.36
0.64
3.51
0.08
0.06
42.65
0.36
0.64
3.50
0.04
0.03
42.74
0.35
0.65
3.49
0.09
0.06
42.82
0.35
0.65
3.47
0.08
0.06
42.86
0.36
0.64
3.47
0.04
0.03
42.94
0.39
0.61
3.46
0.08
0.05
42.99
0.39
0.61
3.45
0.04
0.03
43.07
0.38
0.62
3.44
0.08
0.05
43.11
0.35
0.65
3.43
0.04
0.03
43.19
0.32
0.68
3.42
0.08
0.06
43.30
0.30
0.70
3.40
0.11
0.08
43.34
0.31
0.69
3.39
0.04
0.03
43.39
0.36
0.64
3.39
0.04
0.03
43.46
0.42
0.58
3.38
0.08
0.05
43.51
0.46
0.54
3.37
0.04
0.02
43.58
0.52
0.48
3.36
0.08
0.04
43.66
0.56
0.44
3.35
0.08
0.04
43.70
0.55
0.45
3.34
0.04
0.02
43.79
0.49
0.51
3.33
0.08
0.04
43.87
0.45
0.55
3.31
0.08
0.05
43.93
0.41
0.59
3.31
0.05
0.03
43.96
0.39
0.61
3.30
0.04
0.02
44.05
0.42
0.58
3.29
0.08
0.05
44.13
0.44
0.56
3.28
0.08
0.04
CLiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:53 PM
31
Project 0k: P:\2020 Projects\20-7093 Paseo Adelanto SSC lannbxe
Housing\Liquefaction Analysis\CPi Analysis\CPt L'iq
Analysts.ciq
y
n
�a
N
WOt� O O A btpp b p b� b y b b b b ���yD m m m Ol W m V V V V V V pVp SOI Ot P yOJ� O� C� .tAlp1 N VAi l-0II N N tAn L A A y A� J Aa A L R
D. d b L� (L tWn A N YI N O S lPl1 b r INTI W S A vV b V 1Wn m OI b O V INJI W O .P N O f N tA0 V tNJI O V lWn W V P O V J
N N N N N N N N N N O O O p OH O mmO � Op r � Op O O OV O O O � Op O I+ I+ ✓ (y i+ I1y+ yJ I+ I+ pI r� pOY�. r r O O { Oy O O y O
H H H H S H H H S H b r W O A Q W ON W r N IO m V W OJ V S> O T O W Y A N b YI O W� d W tAp CO N N .A
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 p 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
S S S S S S O S O S IV+ tPO V O T> N S N ID Id r Ip W V N W O O S O S O O O S O O O S O S V r N m W a
N
NV b !9 N N N N N N N N N N N N N N N N p N� N N N V N N N N N N N N N � Np N I Np W W W W p W W W W W W W W W W
r W IA/1 V Ad H W N V b r N telt V W N W IVII V W Wr W tWli V b r N A V IO S W lOn V IO O W In V W r W tNJ1 V
0 0 0 0 0 0 0 0 0 0 o O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o O o 0 0 o O o 0 0 0 0 0 0 0 0 0 0
w� toil toil S S S� m S S S� m toil m m m m S S� m m S m m S S� m S�� m S S� m � ton m m S m m S S
0 0 0 0 0 0 0 0 0 0 0 o O o o O o 0 0 0p 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
p
S S O H S H S H S S N N S N S O O p 0 0 0 0 0 S S O S H O H S S S S S S S S S S N tOII 1011 N N
yO �Oy O pO mb tA0 Db. tA0 tA0 b IAD W W W W W m W V V V V V V V O� O� D� D� OI P O� to VAI to IyAJII VAI lAll VAi tAlt A .vA L A A A :.P V
O m V W t0 P A r tWn W r m a O� VAI W V S N O V H 1WD Q d Od V tVII W V tWl1 Q V S N O V✓ tNp m tOit IWD V IPO b V N
H H H H S H S H O H O t0 W N V O N�� IOiI VI b O .A O V W S I+ V W W r .A W W V1 V IV+ V W O OV tell Y 1WD N N
O O O O O O O O O O O O O y O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O y OI
S S S S O S O S S S O r V W W O OW O O IOII VI IN+ O N O W N S S S S S S S S S O S O S O S S IWII b r e CO
N A VI W O N A N m O N A tNJI w O N W N W O N 8 P w O N L OWi WV b N A tPl1 CO S N S t011 W O N W P W b N L P
0 p 0 0 p 0 0 p 0 0 0 0 0 0 0 0 0 0 0 0 p 0 0 0 0 0 p 0 p 0 p 0 p 0 p 0 o ap o 0 p 0 p 0 0 0 p 0 0 p 0 p 0 p o p O p o 0 0 0 0 0 p 0 0 0
8 A W b m W W W S m W W W S W A W A S W CO W A A W W L OV W fb A S N A S M W O] A A m m S S r A W W
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
S H S S O H H H S H S S S N N S S S H HO O O O O H S S S S S H S S S S O S S S O S O S OV N IOII 1011
This software is licensed to: TGR Geotechnical, Inc
-::-Liquefaction Potential Index calculation data :: (continued)
Depth FS FL W. d, LPI
(ft)
50.48 2.00 0.00 2.31 0.08 0.00
LPI = 0.00 - Liquefaction risk very low
LPI between 0.00 and 5.00 - Liquefaction risk low
LPI between 5.00 and 15.00 - Liquefaction risk high
LPI > 15.00 - Liquefaction risk very high
Abbreviations
FS: Calculated factor of safety for test point
F,: 1 - FS
w,: Function value of the extend of soil liquefaction according to depth
d,: Layer thickness (ft)
LPI: Liquefaction potential index value for test point
CPT name: CPT -2
Depth FS F� w, d, LPI
(ft)
Overall liquefaction potential: 11.26
CLiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:53 PM 33
Project file: P:\2020 Projects\20-7093 Paseo Adelanto SIC 3amborm Housing\Dquefac0on Analysis\CPT Analysis\CPT Liq Anatysis.dq
This software is licensed to: TGR Geotechnical, Inc.
Cone resistance
0-
4-
6-
8-
to-
12-
14 -
161 a6810121416
18
!8�
18-1
E
5
Estimation of post -earthquake settlements
SBTn Plot FS Plot Strain plot
qt (tsf) Ic (Robertson 1990)
Abbreviations
ch:
Total cone resistance (cone resistance 4 corrected for pore water effects)
1<:
Soi Behaviour Type Index
FS:
Calculated Factor of Safety aganst lquefacbon
Volunentric strain:
Post -liquefaction voluoentdc strain
Volunentnc strain (%)
a
5
0
4
6
8
2 -II
CPT name: CPT -2
Vertical settlements
Settlement (in)
CLq v.2.3.1.1S - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:53 PM 34
Project Ole: P:\2020 Projects\20-7093 Paseo Adelanto SX Jamboree Housing\Liquefaction Analysis\CPT Analysis\CPT Liq Analysis.ciq
S£
bp--AeW bre Jd:AsTsMeW 1d:ASrAeW uopoelanbij\6uisnoH aa,ogweT J[S oluelapV oared £60L-OZ\SP40N OZOZ\:d :aVJ I390Ad
Wd ES:L4:ZI 'OZOZ/SZ/B :uo palean poday - wemyoS luaussassy uopleWbn lm - ST'I'£'Z'A b!l7
00'0
00'T
DO'O
007
Tb'86I
WIT
00'0
OO'T
00'0
00'Z
D6'WZ
HIT
00'0
001
DO'O
007
S9'90Z
ZT'IT
00'0
001
00'0
007
4dZOZ
WIT
00'0
001
00'0
66'T
06'961
96'OT
00'0
00'T
00'0
891
99'b8T
Z6'01
00'0
001
OZ'O
LZ'T
TVS91
SB'OT
00'0
001
19'0
Z6'O
90'86T
LL'OI
TOT
00'T
T6'0
Z6'O
£81b1
ZL'OT
00'0
00'T
09'0
EO'T
86'IST
b9'01
00'0
00'I
Zb'O
901
WEST
09'0I
00'0
001
19'0
001
TW64T
MOT
TWO
00'T
T6'O
Z6'O
Eb'bbl
LFOT
TWO
00'T
T6'0
Z6'O
86'bbT
6E'OT
00'0
00'1
T9'0
86'0
8T'861
T£'OI
TO'0
001
09'0
Sol
SZ'ZSI
LVOT
000
00'1
Ib'0
bi'i
IE'LSI
6T'OI
00'0
00'T
6Z'0
OZ'T
ZL'09T
TI'OT
000
00'T
6Z'O
EZ'I
SI791
1,0'01
00'0
OUT
6Z'O
OZ'T
90'091
MOT
000
00'1
Tb'0
ST'T
TVLST
66'6
00'0
00'1
Zb'0
601
69'£ST
98'6
00'0
OUT
T9'0
£0'1
ZT'OST
BL'6
TO'0
00'T
T9'O
001
TZ'8bT
bL'6
00'0
00'1
Z9'0
66'0
6Z'LbT
99'6
IO'0
001
Z9'O
L6'0
EE'%l
Z9'6
TOO
00'T
2940
L6'O
LS'Sbi
4S'6
00'0
001
E9'0
96'0
LO'SbT
94'6
T040
00'1
2640
46'0
6L'EbT
14'6
TO'O
001
Z6'O
£6'O
S67bT
4£6
00'0
0o'I
£6'0
Z6'O
88'Tbi
SZ'6
10'0
001
S6'0
68'0
£8'6ET
TZ'6
TO'D
00'T
86'0
96'0
ZSCEI
bT'6
TO'O
001
TE'T
EB'0
66'KT
60'6
ZO'0
00'T
9E'T
6L'O
68'T£T
SO'6
IO'O
001
ELI
bL'O
00'8ZT
£6'8
ZO'0
00'1
68'T
S910
Ob'OZ1
681
TO'O
001
OT'Z
6S'O
EL'EIT
08'8
ZO'O
00'T
TZ'Z
ZS'0
T6'9OT
9L's
TO'O
001
LZ'Z
0510
TL'£OT
89'8
TWO
00'1
OE'Z
64'0
WIN
49'8
EO'O
001
SE'Z
Lb'0
Ob'66
0918
ZO'o
00'T
ob'Z
Sb'O
ZO'16
84'8
TOT
001
Sb'Z
bb'0
LE'46
Tb'8
TO'0
DO'I
66'Z
Zb'0
ZS76
8E's
40'0
OUT
bS'Z
Tb'O
04'06
Wo
ZO'0
00'T
ZS'Z
Z4'0
4Z16
U'S
10'0
00'1
94'Z
44'0
TO'46
4T'8
ZO'0
00'1
BE'Z
Lb'0
Z8'16
OT's
ZO'O
00'T
6Z'Z
TS'0
ZL'ZOI
ZO'8
TO'O
001
6T'Z
SS'0
ZO'BOT
66'1,
ZO'0
001
TT'Z
1910
81'£11
06'1
ITO
00'T
804Z
£9'0
00'511
Z8'L
ZO'O
001
907
b9'o
K'911
BL'1
ZO'0
00'1
607
E9'0
OS'4TT
TCL
TO'O
001
ZT'Z
T940
967II
E9'L
ZO'D
001
STZ
6S'O
6S'OTI
SS'L
ZO'0
001
ST'Z
6S'0
ZL'OTT
OS'L
TWO
00'1
60Z
E9'0
Eill TI
Zb'L
ZO'O
00'T
681
OL'O
9Z'OZT
L£'L
TWO
OO'T
Eb'T
6L'O
ZZ'ZZI
OE'L
TWO
00'T
EO'T
9810
ES'ZET
SZ'L
TWO
001
66'0
Z6'O
LO'9ET
LT'L
0010
00'T
S9'O
L6'0
40'6£1
60'1
10'0
00'1
69'0
ZO'I
E8'IbT
SO'L
00'0
00'1
£b'0
LO'T
Z8'bbT
L6'9
00'0
001
E4'O
K,T
TS'84T
E6'9
00'0
001
OE'0
ZZ'T
bT'ZST
S8'9
00'0
OO'T
TZ'O
8Z'T
LB'KT
LL'9
00'0
00'1
OE'O
4Z'T
967ST
EL'9
00'0
001
TE'O
ZVI
8L'Bbi
69'9
00'0
00'1
E4'0
TT'T
SZ'SbT
9S'9
00'0
001
Eb'O
60'1
66'EbT
ZS'9
00'0
00'T
E4'0
OI'T
91'6+1
bb'9
00'0
00'T
E4'O
OT'T
E01+1
O31'9
00'0
00'1
46'0
80'1
S9'ZbT
ZE19
00'0
OUT
bb'0
SO'T
09'ObT
bZ'9
1010
00'T
99'0
TO'I
OWLET
OZ'9
I010
00'1
99'0
96'0
06'SET
ZT'9
00'0
001
19'0
86'0
LS'SEI
40'9
IO'O
001
S9'0
40'1
8I'6ET
66'S
00'0
001
Eb'0
ST'T
8s,"T
16'S
00'0
001
TZ'0
OE'T
DFZST
LB'S
00'0
00'T
00'0
Sb'T
9L'BST
6L5
00'0
00'1
00'0
LST
WEST
TCS
00'0
00'1
00'0
S9'T
L9'99I
L9'S
00'0
001
DOT
VCT
ES'691
6S'S
00'0
00'I
00'0
Sol
WELI
SS'S
00'0
001
00'0
L6'T
L4'LLT
L4'S
00'0
00'1
00'0
00'Z
Bb'E81
Z4'S
DO'0
00'1
00'0
DOT
OL761
SE's
00'0
00'T
00'0
007
9S'661
/Z'S
00'0
00'T
00'0
007
9E'OIZ
ZZ'S
00'0
001
00'0
002
L6'4TZ
4T'S
00'0
001
00'0
DO'Z
KITZ
90'5
00'0
DO'T
00'0
007
9E'ZTZ
ZO'S
(u0
(8)
(u!)
(74)
luau pias
d0
(%)"a
SA
n'ua
41da0
luawaws
d0
(%)"a
Si
41da0
uopaepnbil Ip)s oa onp;uawaplas a)jenbLWva-Isod
Z-Jd0 :aweu 1dD 3ul'je3iu43910a9d91 :Ol pasua00 Si aAemgOS SiuL
s
7
'^
C}c
8
8
8
p
p
8
8
8
8
S
8
po
pp
b
v
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
y.y
V'P
P
N
N
N
N
le
N
N
S
N
P
N
ON+
O
m
ry
N
N
O
O�
N
S
tmlf
P
V
V'
lnil
1!1
N
N
Vmf
N
vmf
-2
Lq
Lq
N
N
N
H
S
S
O
O
O
O
O
O
O
N
m^
O.
N
M
M
M
O
m
b
N
V'
P
C
V?
V1
m
m
m
P
O
O
N
S
N
N
M
LL
ti
." �
^�
O
O
O
O
.
O
doo
ti
ti
ti
tipp
O
O
O
O
O
O
O
O
O
OO
OO
ti
O ti
O
O
O�
T
O�
m
m OO
P
C
OO
O
O
m
Ifl
O�
N
Lr!
O
pO1
Of
M
%O
�G
m
V)
ri
N
y
O
D\
O
C
N
Vl
W
P
T
M
s
P
T
M
N
N
ti
0
D•
p
O�
I!1
yN
Vl
N
Lq
r�
Q
ke
W
M
O
M
ti
Nr�
M
O
N
W
O?
W
m
P
P
m
O
ti
m
N
ap-
�
-
p
.O -i
H
.
»
h
b
-
-
-
H
P A
N a
%+
Wm
OI
tOl1
ti^
pp
O
O
N
P
Vf1
b
S
..pp
O
N
M
43:
%q
n
WW
W$
.Ni
N
P
N
b
n
Ili
O
N
N
�p
P
N
n
m
ONi
.y
N
W
M
V1
kq
n
po
P
O
ti
N
N
N
O
S
.Nn
Ni
Ni
.Ni
.NI
N
.Ni
Ni
M-�
.Mi
.Mi
.Mi
.Mi
.Mi
H
H
.Pi
ti
ti
Pi
Pi
-
-
-
-
Ni
-
-
-
n
ti
ti
b
N
b
m-
-
-
-
H
H
ti
ti
y�
O
L
N
9Y
C
C
� P
d
o
y c
O
p
O
o$
OO
0
0
0
0
0
0
0
O
0
O
0
O
0
O
0
O
0
0
N
0
0
0
N
0
0
N
0
N
0
N
0
0
0$
o$
O
O
O
O
O
0
0
o
p
o
O
O
0
O
O
O
O
O
vC
o
0
0
0
0
p
o$
o
0
0
0
o
a
�v
c
ax
LLO
g
o
o
o
o$$
g
o
0
0
0
0
o
S
o
0
0
0
0
0
0
0
0
o
g$$$
o$
o
0
0
0
0
0
0$
o
S
o
0
0
0
o
.y
ti
TI
ti--
ti
----
H---
H
N--
ti
H
--
N--
H
rl
rl
H
H
N
ti
ti
ti
v
q q
P
2
F 53
V5' 53
p
o
OO
$
ON
pp
�D
mN
Oi
N
N
N
N
V
o
p
ry
N
b
T
.
N
ry
N
N
O�
Lr!
l
m
Vl
P
P
<
VI
W
ut
N
VI
O�
VI
P
Vf
m
Vf
Q•
Vf
d•
Vf
4l1
O^
VI
W
O
O
O
o
O
O
G
OO
O
ti
ti
H
.
0
0
0
0
0
0
.-i
.-,
N
N
N
N
NOO
OO
0
0
0
0
0
0
0
0
0
OO
0
0
P
0
0
ry
0
N
0
rv$
OO
O
O
O
d o
y
�
QQQ
Q
m
V•
O
n
h
W
O
N
M
tW+1
N
O\
N
1/Pl
VI
LL
N
Vq b
C
O
Cfl
p
p
N
a
V
V
R
p
�O
�p
O�
1�l1
N
m<
b
p
O�
p�mp�(p
N
P
n
W
.m -i
n
(D
O�
T
T�p
N
P
M
1+1
f+f
I+1
m
n
�pD
M
O
n
n
N
z
NM�
tNll
�
Ih
mN
p�
p
ry
1�rO�
,p
c
N'R
T
.~r
N
M
$
ti
N
P
VM
b
m
T
O
N
(.M'1
<
Lq
n
eq
P
PO
N
M
I!1
b^
tl+
O
.Ni
M
C
b
W
O
N
This software is licensed to: TGR Geotechnical, Inc. CPT name: CPT -2
:: Post -earthquake settlement due to soil liquefaction :: (continued)
Depth
Qna
FS
e.(%)
DF
Settlement
Depth
Q"
FS
e.(%)
DF
Settlement
(ft)
(in)
(ft)
(in)
17.59
203.96
2.00
0.00
1.00
0.00
17.67
201.58
2.00
0.00
1.00
0.00
17.75
192.64
1.67
0.00
1.00
0.00
17.79
176.14
1.32
0.19
1.00
0.00
17.87
161.77
1.06
0.40
1.00
0.00
17.92
145.04
0.81
1.18
1.00
0.01
18.00
129.63
0.63
1.89
1.00
0.02
18.05
119.98
0.54
2.01
1.00
0.01
18.13
124.00
0.57
1.96
1.00
0.02
18.21
142.92
0.78
1.21
1.00
0.01
18.25
167.77
1.16
0.28
1.00
0.00
18.33
191.87
1.64
0.00
1.00
0.00
18.41
208.72
2.00
0.00
1.00
0.00
18.45
229.68
2.00
0.00
1.00
0.00
18.52
239.67
2.00
0.00
1.00
0.00
18.58
244.75
2.00
0.00
1.00
0.00
18.64
244.09
2.00
0.00
1.00
0.00
18.70
239.51
2.00
0.00
1.00
0.00
18.77
239.86
2.00
0.00
1.00
0.00
18.84
237.51
2.00
0.00
1.00
0.00
18.90
241.99
2.00
0.00
1.00
0.00
18.97
238.11
2.00
0.00
1.00
0.00
19.04
235.74
2.00
0.00
1.00
0.00
19.11
229.08
2.00
0.00
1.00
0.00
19.17
226.25
2.00
0.00
1.00
0.00
1924
223.04
2.00
0.00
1.00
O.DO
19.30
218.36
2.00
0.00
1.00
0.00
19.37
215.67
2.00
0.00
1.00
0.00
19.43
212.54
2.00
0.00
1.00
0.00
19.49
205.94
2.00
0.00
1.00
0.00
19.56
197.11
1.75
0.00
1.00
0.00
19.62
190.13
1.59
0.00
1.00
0.00
19.69
189.26
1.57
0.00
1.00
0.00
19.77
182.30
1.42
0.00
1.00
0.00
19.85
176.37
1.30
0.19
1.00
0.00
19.89
169.43
1.17
0.28
1.00
0.00
19.97
166.31
1.12
0.40
1.00
0.00
20.04
159.05
1.00
0.57
1.00
0.01
20.09
148.06
0.84
1.15
1.00
0.01
20.17
138.06
0.71
1.56
1.00
0.01
20.25
129.75
0.62
1.89
1.00
0.02
20.29
123.15
0.56
1.97
1.00
0.01
20.37
117.51
0.51
2.05
1.00
0.02
20.41
110.70
0.45
2.15
1.00
0.01
20.49
104.71
0.41
2.25
1.00
0.02
20.57
100.47
0.38
2.33
1.00
0.02
20.61
99.93
0.38
2.34
1.00
0.01
20.69
101.25
0.39
2.31
1.00
0.02
20.74
99.55
0.38
2.35
1.00
0.01
20.81
95.05
0.35
2.44
1.00
0.02
20.89
91.27
0.33
2.52
1.00
0.02
20.93
89.72
0.32
2.55
1.00
0.01
21.01
88.32
0.31
2.59
1.00
0.02
21.09
86.35
0.31
2.64
1.00
0.03
21.14
82.07
0.29
2.75
1.00
0.01
21.22
77.40
0.27
2.88
1.00
0.03
21.30
73.57
0.25
3.01
1.00
0.03
21.34
71.32
0.25
3.08
1.00
0.02
21.43
70.10
2.00
0.00
1.00
0.00
21.47
69.10
2.00
0.00
1.00
0.00
21.55
69.68
2.00
0.00
1.00
0.00
21.62
70.60
2.00
0.00
1.00
0.00
21.67
71.85
2.00
0.00
1.00
0.00
21.74
72.56
2.00
0.00
1.00
0.00
21.79
75.32
2.00
0.00
1.00
0.00
21.90
79.47
2.00
0.00
1.00
0.00
21.94
85.39
2.00
0.00
1.00
0.00
21.99
92.20
2.00
0.00
1.00
0.00
22.07
97.05
2.00
0.00
1.00
0.00
22.15
99.72
2.00
0.00
1.00
0.00
22.19
99.15
2.00
0.00
1.00
0.00
22.27
97.91
0.36
2.38
1.00
0.02
22.34
103.56
0.40
2.27
1.00
0.02
22.38
111.09
0.45
2.14
1.00
0.01
22.46
114.31
0.47
2.09
1.00
0.02
22.54
117.03
0.49
2.05
1.00
0.02
22.59
119.33
0.51
2.02
1.00
0.01
22.67
119.04
0.51
2.03
1.00
0.02
22.71
118.77
0.51
2.03
1.00
0.01
22.79
129.41
0.61
1.89
1.00
0.02
22.86
146.07
0.80
1.17
1.00
0.01
22.90
172.48
1.20
0.28
1.00
0.00
22.98
191.07
1.57
0.00
1.00
0.00
23.05
209.01
2.00
0.00
1.00
0.00
23.13
218.89
2.00
0.00
1.00
0.00
23.17
225.11
2.00
0.00
1.00
0.00
23.26
229.99
2.00
0.00
1.00
0.00
23.33
234.35
2.00
0.00
1.00
0.00
23.37
239.43
2.00
- 0.00
1.00
0.00
23.43
237.60
2.00
0.00
1.00
0.00
23.50
254.18
2.00
0.00
1.00
0.00
23.57
283.35
2.00
0.00
1.00
0.00
23.63
297.90
2.00
0.00
1.00
0.00
23.69
290.87
2.00
0.00
1.00
0.00
23.76
264.29
2.00
0.00
1.00
0.00
23.83
260.54
2.00
0.00
1.00
0.00
CLiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:53 PM 37
Project file: PA2020 Projects\20-7093 Paseo Adelanto SIC lamboree Mousing\Lpuefaction Analysis\CPT Analysis\CPT Lq Analysis.clq
This software is licensed to: TGR Geotechnical, Inc. CPT name: CPT -2
:: Post -earthquake settlement due to soil liquefaction :: (continued)
Depth
Qna
FS
e.(%)
DF
Settlement
Depth
Qna
FS
e.(%)
DF
Settlernent
(ft)
(in)
(ft)
(in)
23.91
258.43
2.00
0.00
1.00
0.00
23.99
266.30
2.00
0.00
1.00
0.00
24.03
263.69
2.00
0.00
1.00
0.00
24.11
257.85
2.00
0.00
1.00
0.00
24.15
242.13
2.00
0.00
1.00
0.00
24.23
218.76
2.00
0.00
1.00
0.00
24.32
202.41
2.00
0.00
1.00
0.00
24.36
182.15
1.38
0.00
1.00
0.00
24.44
164.55
1.06
0.40
1.00
0.00
24.48
148.04
0.82
1.15
1.00
0.01
24.56
138.90
0.71
1.54
1.00
0.01
24.64
133.77
0.65
1.84
1.00
0.02
24.69
137.00
0.68
1.57
1.00
0.01
24.77
148.07
0.82
1.15
1.00
0.01
24.81
159.92
0.99
0.57
1.00
0.00
24.90
162.40
1.03
0.56
1.00
0.01
24.94
160.71
1.00
0.57
1.00
0.00
25.02
156.12
0.93
0.81
1.00
0.01
25.10
151.09
0.86
0.85
1.00
0.01
25.14
145.72
0.79
1.17
1.00
0.01
25.23
136.21
2.00
0.00
1.00
0.00
25.30
124.98
2.00
0.00
1.00
0.00
25.35
113.60
2.00
0.00
1.00
0.00
25.43
108.12
2.00
0.00
1.00
0.00
25.47
104.14
2.00
0.00
1.DO
0.00
25.55
102.43
2.00
0.00
1.00
0.00
25.60
100.07
2.00
0.00
1.00
0.00
25.67
97.16
2.00
0.00
1.00
0.00
25.76
92.43
2.00
0.00
1.00
0.00
25.79
88.90
0.31
2.57
1.00
0.01
25.86
98.11
0.36
2.37
1.00
0.02
25.94
122.62
0.54
1.98
1.00
0.02
26.02
146.31
0.79
1.17
1.00
0.01
26.06
167.41
1.10
0.39
1.00
0.00
26.14
185.33
1.44
0.00
1.00
0.00
26.18
202.76
2.00
0.00
1.00
0.D0
26.27
216.28
2.00
0.00
1.00
0.00
26.35
226.09
2.00
0.00
1.00
0.00
26.39
231.34
2.00
0.00
1.00
0.00
26.47
234.52
2.00
0.00
1.00
0.00
26.55
239.30
2.00
0.00
1.00
0.00
26.59
242.90
2.00
0.00
1.00
O.DO
26.67
249.33
2.00
0.00
1.00
0.00
26.75
254.17
2.00
0.00
1.00
0.00
26.79
261.24
2.00
0.00
1.00
0.00
26.87
265.37
2.00
0.00
1.00
0.00
26.91
270.12
2.00
0.00
1.00
0.00
26.99
275.07
2.00
0.00
1.00
0.00
27.07
277.95
2.00
0.00
1.00
0.00
27.12
282.28
2.00
0.00
1.00
0.00
27.20
285.41
2.00
0.00
1.00
0.00
27.24
290.34
2.00
0.00
1.00
0.00
27.32
292.04
2.00
0.00
1.00
0.00
27.40
291.87
2.00
0.00
1.00
0.00
27.44
291.10
2.00
0.00
1.00
0.00
27.52
291.44
2.00
0.00
1.00
0.00
27.57
292.27
2.130
0.00
1.00
0.00
27.65
290.25
2.00
0.00
1.00
0.00
27.73
289.36
2.00
0.00
1.00
0.00
27.77
289.56
2.00
0.00
1.00
0.00
27.85
293.86
2.00
0.00
1.00
0.00
27.90
296.96
2.00
0.00
1.00
0.00
27.98
294.57
2.00
0.00
1.00
0.00
28.02
286.92
2.00
0.00
1.00
0.00
28.10
276.00
2.00
0.00
1.00
0.00
28.18
269.08
2.00
0.00
1.00
0.00
28.23
262.14
2.00
0.00
1.00
0.00
28.31
257.01
2.00
0.00
1.00
0.00
28.35
251.85
2.00
0.00
1.00
0.00
28.43
248.63
2.00
0.00
1.00
0.00
28.51
251.27
2.00
0.00
1,00
0.00
28.56
258.37
2.00
0.00
1.00
0.00
28.63
255.03
2.00
0.00
1.00
0.00
28.69
252.97
2.00
0.00
1.00
0.00
28.74
255.79
2.00
0.00
1.00
0.00
28.81
268.41
2.00
0.00
1.00
0.00
28.89
273.86
2.00
0.00
1.00
0.00
28.94
272.16
2.00
0.00
1.00
0.00
29.00
273.62
2.00
0.00
1.00
0.00
29.09
277.90
2.00
0.00
1.00
0.00
29.15
278.82
2.00
0.00
1.00
0.00
29.21
284.44
2.00
0.00
1.00
0.00
29.27
293.18
2.00
0.00
1.00
0.00
29.36
299.35
2.00
0.00
1.00
0.00
29.42
294.88
2.00
0.00
1.00
0.00
29.48
286.75
2.00
0.00
1.00
0.00
29.54
280.20
2.00
0.00
1.00
0.00
29.60
273.30
2.00
0.00
1.00
0.00
29.66
265.80
2.00
0.00
1.00
0.00
29.73
260.27
2.00
0.00
1.00
0.00
29.81
256.25
2.00
0.00
1.00
0.00
29.88
250.91
2.00
0.00
1.00
0.00
29.93
245.42
2.00
0.00
1.00
0.00
30.01
241.90
2.00
0.00
1.00
0.00
30.06
237.45
2.00
0.00
1.00
0.00
30.14
234.08
2.00
0.00
1.00
0.00
CLiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on:
8/25/2020, 12:47:53
PM
3B
Project file: P:\2020 Projects\20.7093 Paseo Pdelanto 9JC
Jamboree Housing\Liquefaction Analysis\CPT Analysis\CPT
Liq Analysis.clq
This software is licensed to: TGR Geotechnical, Inc. CPT name: CPT -2
Post -earthquake settlement due to soil liquefaction :: (continued)
Depth
Qn,o
FS
e,(%)
DF
Setdement
Depth
Qn,a
FS
e.(%)
DF
Settlement
(ft)
(in)
(ft)
(in)
30.22
230.63
2.00
0.00
1.00
0.00
30.26
228.04
2.00
0.00
1.00
0.00
30.34
225.89
2.00
0.00
1.00
0.00
30.39
222.96
2.00
0.00
1.00
0.00
30.47
220.27
2.00
0.00
1.00
0.00
30.52
214.92
2.00
0.00
1.00
0.00
30.59
205.59
2.00
0.00
1.00
0.00
30.71
197.49
1.69
0.00
1.00
0.00
30.75
192.71
1.58
0.00
1.00
0.00
30.80
191.99
1.57
0.00
1.00
0.00
30.88
190.76
1.54
0.00
1.00
0.00
30.92
188.38
1.49
0.00
1.00
0.00
31.00
187.10
1.46
0.00
1.00
0.00
31.04
185.59
1.43
0.00
1.00
0.00
31.12
184.41
1.41
0.00
1.00
0.00
31.20
182.93
1.38
0.00
1.00
0.00
31.24
180.98
1.34
0.19
1.00
0.00
31.32
179.57
1.31
0.19
1.00
0.00
31.37
179.19
1.30
0.19
1.00
0.00
31.45
181.22
1.34
0.19
1.00
0.00
31.53
184.28
1.40
0.00
1.00
0.00
31.57
189.04
1.50
0.00
1.00
0.00
31.65
193.08
1.59
0.00
1.00
0.00
31.69
198.04
1.70
0.00
1.00
0.00
31.77
202.17
2.00
0.00
1.00
0.00
31.85
206.06
2.00
0.00
1.00
0.00
31.89
208.27
2.00
0.00
1.00
0.00
31.97
207.95
2.00
0.00
1.00
0.00
32.05
205.85
2.00
0.00
1.00
0.00
32.10
201.87
2.00
0.00
1.00
0.00
32.18
197.91
1.69
0.00
1.00
0.00
32.22
193.94
1.60
0.00
1.00
0.00
32.30
191.29
1.54
0.00
1.00
0.00
32.38
189.29
1.50
0.00
1.00
0.00
32.42
188.09
1.47
0.00
1.00
0.00
32.54
187.35
1.46
0.00
1.00
0.00
32.58
186.95
1.45
0.00
1.00
0.00
32.62
186.84
1.45
0.00
1.00
0.00
32.70
186.63
1.44
0.00
1.00
0.00
32.75
186.97
1.45
0.00
1.00
0.00
32.83
188.08
1.47
0.00
1.00
0.00
32.90
189.64
1.50
0.00
1.00
0.00
32.94
191.74
1.55
0.00
1.00
0.00
33.03
193.11
1.58
0.00
1.00
0.00
33.11
194.03
1.60
0.00
1.00
0.00
33.15
195.67
1.63
0.00
1.00
0.00
33.26
197.57
1.68
0.00
1.00
0.00
33.30
200.49
2.00
0.00
1.00
0.00
33.35
202.82
2.00
0.00
1.00
0.00
33.43
205.20
2.00
0.00
1.00
0.00
33.47
208.51
2.00
0.00
1.00
0.00
33.55
213.42
2.00
0.00
1.00
0.00
33.63.
219.19
2.00
0.00
1.00
0.00
33.67
227.41
2.00
0.00
1.00
0.00
33.75
237.68
2.00
0.00
1.00
0.00
33.83
248.55
2.00
0.00
1.00
0.00
33.87
258.27
2.00
0.00
1.00
0.00
33.95
.263.47
2.00
0.00
1.00
0.00
34.00
266.34
2.00
0.00
1.00
0.00
34.08
269.13
2.00
0.00
1.00
0.00
34.16
272.96
2.00
0.00
1.00
0.00
34.20
280.10
2.00
0.00
1.00
0.00
34.28
285.05
2.00
0.00
1.00
0.00
34.32
290.71
2.00
0.00
1.00
0.00
34.40
293.80
2.00
0.00
1.00
0.00
34.48
297.85
2.00
0.00
1.00
0.00
34.52
303.83
2.00
0.00
1.00
0.00
34.60
308.00
2.00
0.00
1.00
0.00
34.65
313.62
2.00
0.00
1.00'
0.00
34.73
315.02
2.00
0.00
1.00
0.00
34.80
317.54
2.00
0.00
1.00
0.00
34.87
317.85
2.00
0.00
1.00
0.00
34.93
316.28
2.00
0.00
1.00
0.00
34.98
317.32
2.00
0.00
1.00
0.00
35.04
317.70
2.00
0.00
1.00
0.00
35.14
319.60
2.00
0.00
1.00
0.00
35.18
312.69
2.00
0.00
1.00
0.00
35.26
302.16
2.00
0.00
1.00
0.00
35.31
286.99
2.00
0.00
1.00
0.00
35.37
276.10
2.00
0.00
1.00
0.00
35.44
268.75
2.00
0.00
1.00'
0.00
35.51
264.42
2.00
0.00
1.00
0.00
35.57
257.93
2.00
0.00
1.00
0.00
35.64
250.23
2.00
0.00
1.00
0.00
35.71
245.77
2.00
0.00
1.00
0.00
35.77
242.85
2.00'
0.00
1.00
_ 0.00
35.84
243.63
2.00
0.00
1.00
0.00
35.91
241.06
2.00
0.00
1.00
0.00
35.98
243.55
2.00
0.00
1.00
0.00
36.06
245.18
2.00
0.00
1.00
0.00
36.10
254.12
2.00
0.00
1.00
0.00
36.18
263.48
2.00
0.00
1.00
0.00
36.23
269.59
2.00
0.00
1.00
0.00
36.31
273.20
2.00
0.00
1.00
0.00
36.36
276.61
2.00
0.00
1.00
0.00
36.44
271.37
2.00
0.00
1.00
0.00
CLiq v.2.3.1.15
- CFF Liquefaction Assessment Software -
Report created on:
8/25/2020, 12:47:53
PM
39
Project file:
R\2020 Projects\20-7093 Paseo Adelanto SICIamboree Housing\IJquefaction Anaiysis\CPr Analysis\CPF
Liq Analysis.clq
This software is licensed to: TGR Geotechnical, Inc. CPT name: CP -r-2
:: Post -earthquake settlement due to soil liquefaction :: (continued)
Depth
Qn,a
FS
e.(%)
DF
Settlement
Depth
Qn,u
FS
e.(%)
DF
Settlement
(ft)
(in)
(ft)
(in)
36.50
263.44
2.00
0.00
1.00
0.00
36.56
253.18
2.00
0.00
1.00
0.00
36.63
252.55
2.00
0.00
1.00
0.00
36.69
256.73
2.00
0.00
1.00
0.00
36.75
264.71
2.00
0.00
1.00
0.00
36.81
273.06
2.00
0.00
1.00
0.DO
36.88
276.86
2.00
0.00
1.00
0.00
36.94
277.07
2.DO
0.00
1.00
0.00
37.03
270.78
2.DO
0.00
I.DO
0.00
37.09
259.09
2.DO
0.00
1.00
0.00
37,17
245.89
2.00
0.00
1.00
0.00
37.22
235.08
2.00
0.00
1.00
0.00
37.28
221.88
2.00
0.00
1.00
0.00
37.37
202.29
2.DO
0.00
1.00
0.00
37.41
182.71
1.36
0.00
1.00
D.00
37.48
171.65
1.15
0.28
1.00
0.00
37.56
162.11
1.00
0.56
1.00
0.01
37.66
155.51
0.90
0.82
1.00
0.01
37.71
152.00
0.85
0.84
1.00
0.00
37.75
149.33
0.82
1.13
1.00
0.01
37.83
145.21
0.77
1.18
1.00
0.01
37.90
141.76
0.72
1.50
1.00
0.01
37.94
139.08
0.69
1.54
1.00
0.01
38.02
138.79
0.69
1.54
1.00
0.01
38.06
138.70
0.69
1.55
1.00
0.01
38.14
138.74
0.69
1.54
1.DO
0.02
38.22
138.71
0.69
1.54
1.00
0.02
38.27
138.24
0.68
1.55
I.DO
0.01
38.38
137.50
0.68
1.56
1.00
0.02
38.42
136.44
0.66
1.58
1.00
0.01
38.47
134.76
0.65
1.83
1.00
0.01
38.55
132.44
0.62
1.86
1.00
0.02
38.59
128.84
0.59
1.90
1.00
0.01
38.67
124.52
0.54
1.95
1.00
0.02
38.75
120.14
0.51
2.01
1.00
0.02
38.79
116.06
0.47
2.07
1.00
0.01
38.87
112.85
0.45
2.12
1.00
0.02
38.92
108.58
0.42
2.18
1.00
0.01
39.00
103.61
0.39
2.27
1.00
0.02
39.08
97.69
0.35
2.38
1.00
0.02
39.12
90.20
0.31
2.54
1.00
0.01
39.20
83.17
0.28
2.72
1.00
0.03
39.25
74.47
0.25
2.98
1.00
0.01
39.32
77.94
0.26
2.87
1.00
0.03
39.41
74.26
0.25
2.98
1.00
0.03
39.48
72.92
0.24
3.03
1.00
0.03
39.52
72.70
0.24
3.03
1.00
0.02
39.57
73.14
0.24
3.02
1.00
0.02
39.65
75.02
0.25
2.96
1.00
0.03
39.73
77.78
0.26
2.87
1.00
0.03
39.77
78.80
2.00
0.00
1.00
0.00
39.85
76.78
2.00
0.00
1.00
0.00
39.90
71.64
2.00
0.00
1.00
0.00
40.01
66.19
2.D0
0.DO
1.00
0.00
40.07
61.16
2.00
0.00
1.00
0.00
40.11
57.82
2.00
0.00
1.00
0.00
40.19
54.94
2.00
0.00
1.00
0.00
40.23
52.60
2.00
0.00
1.00
0.00
40.31
51.98
2.00
0.00
1.00
0.00
40.39
51.97
2.00
0.00
1.00
0.00
40.44
53.17
2.00
0.00
1.00
0.00
40.52
54.96
2.00
0.00
1.00
0.00
40.56
58.56
2.00
0.00
1.00
0.00
40.64
61.85
2.00
0.00
1.00
0.00
40.69
65.72
2.00
0.00
1.00
0.00
40.77
69.43
2.00
0.00
1.00
0.00
40.85
74.15
2.00
0.00
1.00
0.00
40.91
77.71
2.00
0.00
1.00
0.00
40.95
80.52
0.27
2.79
1.00
0.01
41.03
82.96
0.28
2.72
1.00
0.03
41.11
85.74
0.29
2.65
1.00
0.02
41.15
86.73
0.30
2.63
1.00
0.01
41.23
86.68
0.30
2.63
1.00
0.02
41.31
86.35
0.30
2.64
1.00
0.02
41.35
85.86
0.29
2.65
1.00
0.01
41.43
85.96
0.29
2.65
1.00
0.03
41.47
87.66
0.30
2.60
1.00
0.01
41.55
89.63
0.31
2.56
1.00
0.02
41.63
91.50
0.32
2.51
1.00
0.02
41.67
92.94
0.33
2.48
1.00
0.01
41.75
93.97
0.33
2.46
1.00
0.02
41.84
96.13
0.34
2.41
1.00
0.02
41.88
95.09
0.34
2.44
1.00
0.01
42.00
93.41
2.00
0.D0
1.00
0.00
42.04
91.91
2.00
0.00
1.00
0.00
42.08
91.97
2.00
0.00
1.00
0.00
42.13
90.35
0.31
2.54
1.00
0.01
42.21
88.10
0.30
2.59
1.00
0.03
42.28
88.62
0.31
2.58
1.00
0.02
42.36
91.80
0.32
2.51
1.00
0.02
42.40
95.88
0.34
2.42
1.00
0.01
42.48
98.49
0.36
2.37
1.D0
0.02
42.53
99.92
0.37
2.34
1.00
0.01
42.61
99.48
0.36
2.35
1.00
0.02
42.65
98.28
0.36
2.37
1.00
0.01
42.74
96.96
0.35
2.40
1.00
0.03
CLiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:53 PM 40
Project rile: P:\2020 Projects\20-7093 Paseo Aeelanto SK Jamboree Rousing\Liquefaction AnaNsis\CPT Anah's6\CPT Lin Analysis.clq
This software is licensed to: TGR Geotechnical, Inc. CPr name: CPT -2
:: Post -earthquake settlement due to soil liquefaction :: (continued)
Depth
Qn,o
FS
e,(%)
DF
Settlement
Depth
FS
e,(%)
DF
Settlement
(ft)
(in)
(ft)
(in)
42.82
96.84
0.35
2.40
1.00
0.02
42.86
99.54
0.36
2.35
1.00
0.01
42.94
103.29
0.39
2.28
1.00
0.02
42.99
104.24
0.39
2.26
1.00
0.01
43.07
101.65
0.38
2.31
1.00
0.02
43.11
96.71
0.35
2.40
1.00
0.01
43.19
91.06
0.32
2.52
1.00
0.02
43.30
86.70
0.30
2.63
1.00
0.04
43.34
88.98
0.31
2.57
1.00
0.01
43.39
98.06
0.36
2.37
1.00
0.01
43.46
108.06
0.42
2.19
1.00
0.02
43.51
113.40
0.46
2.11
1.00
0.01
43.58
121.03
0.52
2.00
1.00
0.02
43.66
125.20
0.56
1.94
1.00
0.02
43.70
124.55
0.55
1.95
1.00
0.01
43.79
117.80
0.49
2.04
1.00
0.02
43.87
112.33
0.45
2.12
1.00
0.02
43.93
106.43
0.41
2.22
1.00
0.01
43.96
104.13
0.39
2.26
1.00
0.01
44.05
107.60
0.42
2.20
1.00
0.02
44.13
111.31
0.44
2.14
1.00
0.02
44.17
110.95
0.44
2.15
1.00
0.01
44.25
108.24
0.42
2.19
1.00
0.02
44.30
107.91
0.42
2.20
1.00
0.01
44.37
108.18
0.42
2.19
1.00
0.02
44.46
107.20
0.42
2.21
1.00
0.02
44.49
103.37
0.39
2.27
1.00
0.01
44.57
101.48
0.38
2.31
1.00
0.02
44.69
105.88
0.41
2.23
1.00
0.03
44.73
117.05
0.49
2.05
1.00
0.01
44.77
133.69
0.65
1.84
1.00
0.01
44.85
148.76
0.83
1.14
1.00
0.01
44.89
164.90
1.07
0.40
1.00
0.00
44.97
174.99
1.24
0.27
1.00
0.00
45.05
183.14
1.40
0.00
1.00
0.00
45.10
188.46
1.51
0.00
1.00
0.00
45.18
191.62
1.58
0.00
1.00
0.00
4525
193.93
1.63
0.00
1.00
0.00
45.29
195.65
1.67
0.00
1.00
0.00
45.37
196.99
1.70
0.00
1.00
0.00
45.41
197.38
1.71
0.00
1.00
0.00
45.49
194.86
1.65
0.00
1.00
0.00
45.57
191.22
1.57
0.00
1.00
0.00
45.62
187.38
1.49
O.DO
1.00
0.00
45.70
185.44
1.45
0.00
1.00
0.00
45.74
183.77
1.42
0.00
1.00
0.00
45.82
181.94
1.38
0.00
1.00
0.00
45.90
180.13
1.34
0.19
1.00
0.00
45.94
179.54
1.33
0.19
1.00
0.00
46.02
179.87
1.34
0.19
1.00
0.00
46.07
179.79
1.34
0.19
1.00
0.00
46.14
179.14
1.33
0.19
1.00
0.00
46.26
178.17
1.31
0.19
1.00
0.00
46.30
177.56
1.30
0.19
1.00
0.00
46.35
176.47
1.28
0.19
1.00
0.00
46.43
175.30
1.26
0.19
1.00
0.00
46.47
173.76
1.23
0.28
1.00
0.00
46.55
172.03
1.20
0.28
1.00
0.00
46.63
170.32
1.17
0.28
1.00
0.00
46.67
168.50
1.14
0.39
1.00
0.00
46.75
166.79
1.11
0.40
1.00
0.00
46.80
162.90
1.04
0.56
1.00
0.00
46.87
159.89
1.00
0.57
1.00
0.00
46.94
157.82
0.97
0.58
1.00
0.01
46.98
158.64
0.98
0.58
1.00
0.00
47.06
158.81
0.98
0.57
1.00
0.01
47.14
157.96
0.97
0.58
1.00
0.01
47.18
155.58
0.93
0.82
1.00
0.00
47.26
152.99
0.90
0.84
1.00
0.01
47.35
150.64
0.87
0.86
1.00
0.01
47.39
148.56
0.84
1.14
1.00
0.01
47.47
146.66
0.81
1.16
1.00
0.01
47.51
145.50
0.80
1.18
1.00
0.01
47.59
144.83
0.79
1.18
1.00
0.01
47.67
145.07
0.79
1.18
1.00
0.01
47.71
146.75
0.82
1.16
1.00
0.01
47.80
149.68
0.85
0.86
1.00
0.01
47.84
153.37
0.91
0.83
1.00
0.00
47.92
156.12
0.95
0.81
1.00
0.01
48.00
158.47
0.98
0.58
1.00
0.01
48.04
160.17
1.01
0.57
1.00
0.00
48.13
160.70
1.02
0.57
1.00
0.01
48.17
160.26
1.01
0.57
1.00
0.00
48.25
157.88
0.98
0.58
1.00
0.01
48.33
153.83
0.92
0.83
1.00
0.01
48.41
149.49
0.86
0.86
1.00
0.01
48.45
145.38
0.80
1.18
1.00
0.01
48.49
140.70
0.74
1.51
1.00
0.01
48.58
134.52
0.67
1.61
1.00
0.02
48.65
127.95
0.60
1.91
1.00
0.02
48.70
119.37
0.52
2.02
1.00
0.01
48.78
107.18
0.43
2.21
1.00
0.02
48.86
90.67
0.33
2.53
1.00
0.02
48.90
86.93
0.31
2.62
1.00
0.01
48.98
82.08
0.29
2.75
1.00
0.03
49.02
81.66
0.29
2.76
1.00
0.01
CUq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:53 PM 41
Project file: PA2020 ProjectA20-7093 Paseo Adelanto SIC Jamboree Houvrg\LlquefeRim Mattis\CPl Ana"s\CPr Lq Malyss.va
This software is licensed to: TGR Geotechnical, Inc.
CPT name: CPT -2
Post -earthquake settlement due to soil liquefaction :: (continued)
Depth
W.a FS e.(%)
DF
Settlement
Depth
FS
e,(%)
DF
Settlement
(ft)
(in)
(ft)
(in)
49.11
83.99 0.30 2.70
1.00
0.03
49.15
85.01
2.00
0.00
1.00
0.00
49.23
82.16 2.D0 0.00
1.00
0.00
49.31
78.50
2.00
0.00
1.00
0.00
49.35
75.07 2.00 0.00
1.00
0.00
49.44
70.45
2.00
0.00
1.00
0.00
49.51
64.59 2.00 0.00
1.00
0.00
49.55
59.42
2.00
0.00
1.00
0.00
49.64
57.42 2.00 0.00
1.00
0.00
49.68
55.61
2.00
0.00
1.00
0.00
49.76
53.94 2.00 0.00
1.00
0.00
49.81
51.61
2.00
0.00
1.00
0.00
49.89
49.99 2.00 0.00
1.00
0.00
49.94
48.59
2.00
0.00
1.00
0.00
50.03
48.33 2.00 0.00
1.00
0.00
50.09
42.43
2.00
0.00
1.00
0.00
50.17
34.77 2.00 0.00
1.00
0.00
50.24
-1.00
2.00
0.00
1.00
0.00
50.28
-1.00 2.00 0.00
1.00
0.00
50.36
-1.00
2.00
0.00
1.00
0.00
50.40
-1.00 2.00 0.00
1.00
0.00
50.48
-1.00
2.00
0.00
1.00
0.00
Total estimated settlement: 4.06
Abbreviations
Q.A:
Equivalentdean sand normalized cone resistance
FS:
Factor ofsafety against liquefaction
e.(%):
Post -liquefaction volmentdc strain
DF:
e, depth weighting factor
Settlement:
Calculated settlement
CLiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:53 PM 42
Project file: P:\2020 Projects\20-7093 Paseo Adelanto SIC jamboree Housing\Liquefaction Analysis\CPr Analysis\CPr Lq Analysis.clq
C TGR Geotechnical, Inc.
GEO 3037 S Harbor Boulevard
Santa Ana, CA 92704
■ r ' http://www.tgrgeotech.com
Project title: 20-7093 Location : 32400 Paseo Adelanto, San Juan Capistrano
CPT file: CPT -3
Input parameters and analysis data
Analysis mahod:
NCEER (1998)
G.W.T. (in-situ):
20.00 It
Use fill:
No
Fires correction method:
NCEER (1998)
G.W.T. (earthq.):
5.00 n
FB height:
N/A
Pants to test.
Based on Ic value Average results interval:
3
Fa weight:
N/A
Earthquake magnil de Mw
6.90
Ic cut -o8 value:
2.60
Trans. detect. applied: No
Peak ground acceleration:
0.56
Una weight calculation:
Based an SBT
I(, applied:
yes
Cone resistance
Friction Ratio
SBTn Plot
CRR plot
2
4
6
8
0
2
4
6
8
200 400 0 2 4 6 8 10 1 2 3 4
qt (tsf) Rf (%) Ic (Robertson 1990)
P{„=7v2, sigma'=1 atm base curve
LOLlefaC.iOrl
v
u
c
m
N
N
O
z
Claylike behavior
applied: Sands only
Limit depth applied: No
Limit depth: N/A
MSF method: Method based
FS Plot
0 0.2 0.4 0.6 0 0.5 1 1.5 2
CRR & CSR Factor of safety
Summary of liquefaction potential
0.1 1 10
Normalized friction ratio (%)
Z. A, Odic hcu .bnIkek aepvdinBm sin rM 4u Mjondgdiclwdng
Znne A,: Cydlc liq a dm ant dmgh bss Hol, aqP rg m kiiding M Bmimd
gemet,
Z.13 Liguaradimardperarh,u drmgh bss unbloty, chwk q d. sdbnng
Zme C. gdic Iigr dim ria emngh bss Mssbb d" n8 m nil pladlcg.
briglmez dsenaflvg, rreinb P� vgrasetl drm gh rd B1dr4 Bwmtt,
CLiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:55 PM 43
Project file: P:\2020 PmjectsVO-7093 Paseo Adelanto SIC Jamboree Housing\Liquefaction Analysis\CPT Analysis\CPT L'q Anarysis.ckl
C
O
A
t+
a
��H•
J
J
�»
v
O
z
Claylike behavior
applied: Sands only
Limit depth applied: No
Limit depth: N/A
MSF method: Method based
FS Plot
0 0.2 0.4 0.6 0 0.5 1 1.5 2
CRR & CSR Factor of safety
Summary of liquefaction potential
0.1 1 10
Normalized friction ratio (%)
Z. A, Odic hcu .bnIkek aepvdinBm sin rM 4u Mjondgdiclwdng
Znne A,: Cydlc liq a dm ant dmgh bss Hol, aqP rg m kiiding M Bmimd
gemet,
Z.13 Liguaradimardperarh,u drmgh bss unbloty, chwk q d. sdbnng
Zme C. gdic Iigr dim ria emngh bss Mssbb d" n8 m nil pladlcg.
briglmez dsenaflvg, rreinb P� vgrasetl drm gh rd B1dr4 Bwmtt,
CLiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:55 PM 43
Project file: P:\2020 PmjectsVO-7093 Paseo Adelanto SIC Jamboree Housing\Liquefaction Analysis\CPT Analysis\CPT L'q Anarysis.ckl
is licensed to: TGR Geotechnical, Inc. CPT name: CPT -3
Cone resistance
C
r
n
CPT basic interpretation plots
Friction Ratio Pore pressure
R
0 200
400
0 2 4 6
8 10
-5 0 5
10
qt (tsf)
Sand & silty sand
RIF (%)
u (psi)
Silly sand & sandy silt
Input parameters and analysis data
Silly sand &sandy silt
8
Clay
Analysis method!
NCEER (1998)
Depth to water table (erthq.):
5.00 R
Fa weght:
N/A
Fines correction method:
NCEER (1998)
Averdge results interval:
3
Transition detect. applied:
No
Points to test:
Based on Ic value
Ic cut-off value:
2.60
K. applied:
Yes
Earthquake magnitude M,,:
6.90
Unit weight calculation:
Based on SBT
Clay like behavior applied:
Sands only
Peak ground ao eleraton:
0.56
Use fill:
No
Limit depth applied:
No
Depth to water table (insitu):
20.00 R
Fill height:
N/A
Limit depth:
N/A
SBT Plot
L
3 4
Ic(SBT)
0 1 2 3 4 5 6 7 8 9 10 1112 13 14 15 16 17 18
SBT (Robertson et al. 1986)
SBT legend
1. Sensitive fine grained . 4. Clayey sift to silty 7. Gravely sand to sand
2. organic material ® 5. Silty sand to sandy silt ® 8. Very stiff sand to
3. Clay to silty clay 6. Clean sand to silty sand ❑ 9. Very stiff fine grained
CLp v.2.3.1.15 - LFT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:55 PM 44
Project file: P:\2020 Projects\20-7093 Paseo Adelanto SIC lambome Housing\Liquefaction Analysis\CPT Analysis\CPT Lq Analysis.clq
Soil Behaviour Type
0
Silty sant d & sandy silt
2
Sand & silty sand
4
6
Silly sand & sandy silt
Silly sand &sandy silt
8
Clay
CLAY it silty day
10
Clay
12
Silty sand &sandy silt
Cis Y& silty day
14
Sam & sity sand
Cis Y& silty day
16
Sand & silty sand
IB
Silty sand & sand y silt
20
Clay
Clay
22
Sand& silty sand
24
Sand & silty sand
t
Sand & silty sand
W 26
Gla Y&silty Gay
p
Silty sand & sandy silt
28
30
Sand & silty sand
32
Sand
Sand
34
Sand
Sand
36
38
Santl & silty sand
40
.Silty sand & sandy silt
Silty sand &sandy silt
42
44
Silty sand & sand y silt
Clay & silty clay
46
Sand & silty sand
Silt y sand & sandy sit
48
Sand& silty sand
0 1 2 3 4 5 6 7 8 9 10 1112 13 14 15 16 17 18
SBT (Robertson et al. 1986)
SBT legend
1. Sensitive fine grained . 4. Clayey sift to silty 7. Gravely sand to sand
2. organic material ® 5. Silty sand to sandy silt ® 8. Very stiff sand to
3. Clay to silty clay 6. Clean sand to silty sand ❑ 9. Very stiff fine grained
CLp v.2.3.1.15 - LFT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:55 PM 44
Project file: P:\2020 Projects\20-7093 Paseo Adelanto SIC lambome Housing\Liquefaction Analysis\CPT Analysis\CPT Lq Analysis.clq
This software is licensed to: TGR Geotechnical, Inc. CPT name: CPT -3
C
Norm. cone resistance
!8 �
161 is
sr
n sn
CPT basic interpretation plots (normalized)
Norm. friction ratio Nom. pore pressure ratio SBTn Plot
C
0 0 2 4 6 8 10
ij
L
n
v
!8 i
12-1
0.2 0 0.2 0.4 0.6 0.8 1
Qtn Fr (%) Bq
Input parameters and analysis data
Norm. Soil Behaviour Type
sane &silty no
Analysis mothod:
NCEER (1998)
Depth to water table (erthq.):
5.00 R
F8 weight:
N/A
Fres correction mednd:
NCEER (1998)
Average results Interval:
3
Transition detect. applied:
No
Points to test
Based on Ic value
Ic cut-off value:
2.60
K. apples:
Yes
Earthquake magnitude M.:
6.90
Unit weight calculation:
Based on SST
Clay like behavior appied:
Sands only
Peak ground acceleration:
0.56
Use fill:
No
Limit depth applied:
No
Depth to water table (irsilu):
20.00 R
Fill height:
N/A
Limit depth:
N/A
8-
10-
12-
14-
6
!1012-
146
IB�
12-
14-
16-
18-
in-
1
2-
M-
16-
IBin-F
1 2 3 4
Ic(Robertson 1990)
SSTnlegend
Sand & silty sand
Silty sand & sandy silt
Silly sand & sandy silt
Silly sand & sandy silt
Silty sand & sandy sal
Sand & silty sand
Silly nand & sandy silt
Silly sand & sandy silt
^ _ Said & silty sand
0 1 2 3 4 5 6 7 8 9 101112 13 1415 16 17 18
S87rn (Robertson 1990)
1. Sensitive fire grained 0 4. Clayey sib to silt ® 7. Gravely sand to sand
■ 2. Organic material Q 5. Silty sand to sandy silt ® 8. Very stiff sand to
3. Clay to silty clay ❑ 6. Clean sand to silty sand C] 9. Very stiff fine grained
Cfiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:55 PM 45
Project file: PA2020 Projects\20-7093 Paseo Adelanto SIC Jamboree Housing\Uquefaction Analysis\CPT Analysis\CPT Liq Am ysis.clq
Norm. Soil Behaviour Type
sane &silty no
4
Sand & silty sand
6
Silly sand & sandy sift
Clay&silty Gay
8
Silty sand & sandy silt
10Clay
Silty sand & sandy silt
12
'Si ty sand & sandy silt
Silty sand &sandy silt
14
Silty sand& sandy silt
16
Sand & silty sand
16
Silty sand & sandy sib
20
Clay
72
Clay&silty Gay
Sand & silty sand
24
Sands sNty sand
r�
Sand& silty sand
m 26
Clay&silty day.
28
Silty sand & sandy silt
30
Sand! & silty sand
32
Sand
-_
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Silly sand & sandy silt
Silly sand & sandy silt
Silty sand & sandy sal
Sand & silty sand
Silly nand & sandy silt
Silly sand & sandy silt
^ _ Said & silty sand
0 1 2 3 4 5 6 7 8 9 101112 13 1415 16 17 18
S87rn (Robertson 1990)
1. Sensitive fire grained 0 4. Clayey sib to silt ® 7. Gravely sand to sand
■ 2. Organic material Q 5. Silty sand to sandy silt ® 8. Very stiff sand to
3. Clay to silty clay ❑ 6. Clean sand to silty sand C] 9. Very stiff fine grained
Cfiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:55 PM 45
Project file: PA2020 Projects\20-7093 Paseo Adelanto SIC Jamboree Housing\Uquefaction Analysis\CPT Analysis\CPT Liq Am ysis.clq
This software is licensed to: TGR Geotechnical, Inc. CPT name: CPT -3
M,
Total cone resistance
0
WEER (1998)
Depth to water table (ert q.):
5.00 ft
FII weight
N/A
Fines correction rnethott
NCEER (1998)
Average results interval:
3
TransRbn detect. applied:
No
4
Based on Ic value
Ic cut -o8 value:
2.60
K. applied:
Yes
6
6.90
Unat weight calculation:
Based on SBT
Chy lile behavior applied:
Sands only
8
0.56
Use fill:
No
Limit depth applied:
No
30
20.00 ft
Fill height
N/A
Limit depth:
N/A
12
on: 8/25/2020,
12:47:55 PM
46
Project file: PA2020 Projects\20-7093 Paseo Adelanto SX Jamboree Housing\Liquefaction Analysis\CPT
Analysis\CPT Liq Analysis.clq
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
50
0 100
2m
300
400
501
qt (tsf)
Input parameters and analysis data
F.M.
Y
v
❑
Liquefaction analysis overall plots (intermediate results)
SBTn Index Norm. cone resistance Grain char. factor
3 4
Ic (Robertson 1990)
0 50 100 ISO 200
Qtn
1-7
F.
Corrected norm. cone resistance
0 1 2 3 4 5 6 7 8 9 10
Kc
0 50 100 150 200
Qtn,cs
Andysis mdhod:
WEER (1998)
Depth to water table (ert q.):
5.00 ft
FII weight
N/A
Fines correction rnethott
NCEER (1998)
Average results interval:
3
TransRbn detect. applied:
No
Points to test
Based on Ic value
Ic cut -o8 value:
2.60
K. applied:
Yes
Earltquake magnitude Mw:
6.90
Unat weight calculation:
Based on SBT
Chy lile behavior applied:
Sands only
Peak ground acceleration:
0.56
Use fill:
No
Limit depth applied:
No
Depth to water table (insitu):
20.00 ft
Fill height
N/A
Limit depth:
N/A
CLiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created
on: 8/25/2020,
12:47:55 PM
46
Project file: PA2020 Projects\20-7093 Paseo Adelanto SX Jamboree Housing\Liquefaction Analysis\CPT
Analysis\CPT Liq Analysis.clq
This software is licensed to: TGR
CRR plot
2
4
6
8
!8-I
K-♦
C
Liquefaction analysis overall plots
FS Plot Liquefaction potential
0 0.2
0.4 0.6
0 0.5 1
1.5 2
0 5 10
15 20
CRR &
CSR
Factor of safety
LPI
N
Input parameters and
analysis data
Very high risk
❑❑
Very likely to liquefy
Anil ysis medtnd:
NCEER (1990)
Depth to water table (erthgJ:
5.00 R
RI weight
N/A
Fines correction meOW:
NCEER (1998)
Average results Interval:
3
Transition detect. applied:
No
Points to test:
Based on Ic value
Ic cut-off value:
2.60
K, applied:
Yes
Eartlquake magnitude Ma:
6.90
Unit weight calculation:
Based on SBT
Chy Zile heha uor apded:
Sands only
Peak ground a¢daatlan:
0.56
Use fill:
No
Limit depth applied:
No
Depth to water fade (kdW):
20.00 It
Fill height:
N/A
Limit depth:
N/A
CLiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:55 PM
Project file: P:\2020 Projects\20-7093 Pasea Adelanto SIC Jamboree Housing\Lquefaction Analysis\CPT Analysis\CPT Lq Anatysis.clq
Vertical settlements
=I I
U-11
2
4
6
6
name: CPT -3
Lateral displacements
0
1 2 3 4
0
Settlement (in)
Displacement (in)
F.S. color scheme
LPI color scheme
N
Almost certain it will liquefy
Very high risk
❑❑
Very likely to liquefy
High risk
Lquefaction and no Iq. are equwy likely
I nw rkk
❑
Unlike to Iquefy
47
This software is licensed to: TGR Geotechnical, Inc. CPT name: C7T-3
1,01
Normalized fricbon ratio (%)
Input parameters and analysis data
Liquefaction analysis summary plots
Analysis method:
NCEER (1998)
Depth to water table (erdp.):
5.00 ft
Fit weght
N/A
Finns mmechon method:
NCEER (1998)
Average results interval:
3
Transition detest. applied:
No
Points to test:
eased on Ic value
Ic cut-off value:
2.60
r, applied:
yes
Earthquake magnihtde Mw
6.90
Unit weight calculation:
Based on Sed
Clay like behavior aPP ied:
Sands only
Peak ground a¢eleation:
0.56
Use fill:
No
UmR depth applied:
No
Depth to water table (Insltu):
20.00 R
Fill height:
N/A
Unit depth:
N/A
E
N 9.0
> 8.0
D
7.0-
Y
6.0-
-
No. 11MKY00 .'t
t
/ Vag. we 41
_P 5.0
CPT -3 13.54f
t
o
/
3.0
i
2.0
1.0
3 4 5 6 7 8 9 10
Thickness of surface layer, HI (m)
CLiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:55 PM 48
Project file: PA2020 Pm)ects\20-7093 Paseo Adelanto SIC Jamboree Housing\L luefaction Analysis\CPT Analysis\CPT L"q Analysis.cg
This software is licensed to: TGR Geotechnical, Inc.
Norm. cone resistance
r
L
n
a
Check for strength loss plots (Robertson (2010))
Grain char. factor Corrected norm. cone resistant( SBTn Index
r-_
P_;
0 100 200
300 400
0 1 2 3 4 5
6 7 8 9 10
0 50 100
150 200
Qtn
Kc
Qtn,cs
Input parameters and analysis data
Anal ysis method:
WEER (1998)
Depth to water table (er".):
5.00 R
FII weight:
N/A
Fines correction method:
WEER (1998)
Average results interval:
3
Transition detect. applied:
No
Points m test
Based on k value
Ic cut-off value:
2.60
K. applied:
Yes
Earthquake magnilude M.:
6.90
Unit weight calculation:
Based on Ser
my he behavior appied:
Sands only
Peak ground acceleration:
0.56
Use fill:
No
Limit depth applied:
No
Depth to water table (irsitu):
20.00 R
Fill height:
N/A
Limit depth:
N/A
2 3 4
Ic (Robertson 1990)
CPT name: CPT -3
Liquefied Su/Sig'v
6
11
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
— Peak Su ratio — Lp. Su ratio
bu/S19'v
CLiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:55 PM 49
Project file: P:\2020 Projects\20-7093 Paseo Adelanto SIC lamboree Housing\Ucuefaction Analysis\CPT Analysis\CPT Liq Amtysis.clq
KE
Fj
0
j:: i
O iri
A A A A L A A A A W W W W W W W W Y
m V 01 YI .P W N Y O b m V T VI A W N O b m V N b A W N O b m V P to A W N _ O b m V at VI A W N Y
� O
I9 1
IRI
O I6'
W W W N N N N N N N N N N N N N N N Y Y Y Y Y Y 1+ 1+ Y 1+ 1+ Y Y~ Y 1+ 0 0 0 0 0 0 0 0 0 0 0 N O O O
b iD �O ao V V m in tll A fa w N IJ o O. m m V m m {/1 V A Ja V N A V $ W
VI r W N N a N Vf V W VI V W YI V W UI V W T m A N b VI V O N m Y w W W VI A m N L
mO O IY+ IY+ N N N w L y w m V m o r r N N N w A w W N O W V Q 1YlI A A IYJI A A A .YA T V O W' V bN+ V Y O O !
w I+ V W IA O VI m W O A A P N a VI 1+ b V m b W O A W V m9 O O O TO N V V m O W O 'm
N a W ml W N IA+ W V V A T Y O A N d V A N N V Y W N A V W b L W {Vll m O Y b Y Y N V O W m b OJ
i
O O O O O O O O 0 0 0 0
N tPil r N b Omi A b b N 0 O V A N O b O N 0 N b tWJI tWJI W b tWi1 W N b L T O b N tNll V Ym A m W V V N N O w Am
0 0 0 '�,o 0 0 0 0 0 .o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o b o 0 0 0 0 0 �- Y Y Y o 0 0 0
Y Y �O �O O �O �O
0 0 0 0 0 0 0 0 0 0 0 �O O O O O O O O O O O O O O O O m b b b b b O V m m m T b 01 A W VI O b O O
Z.V V b w A y N� V O O p N b O O O
1011 Obi N N W Y lWD N 0 0 0 N N [Vil r N w N OY O m .p N P P N 0 100 A 1N P mV N N b O A V O
0 0 0
Y+ Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y
W m b lD O O N N W W W A A DI VI VI VI m 01 DI VI UI T V m b b b 1D OI O O b m m m m V V T 01 A N b b VI
N ONi 1n N� m O tYi1 V vNi N b V A� A N m A S m O V m tNi1 b A 1�f1 m V w P m o 1mr1 m w 00rn w P V o 4mD b T b V S
bpsrsgeuy b!l ld7\sisAIeuy Ido\sis/geuy uopoe/anb0\6uisnOH a ogwq 7[s oiuejapv Dosed E60L-OZ1sloafwd OZOZ\:d
TS Wd SS:L6:ZT 'OZOZ/SZ/8 :uo pa;ean Today - ajem4o5 Tuau sassy uogoeTanbr7 ldJ - ST'T'E'Z'A
:alO Pafmd
b!lJ
8£'LTT
T6'LT
6Z'O
£L'0
OL'L6
EE'9
96
ES'LTT
E6'TZ
6Z'0
6L'O
T818E
9Z'9
S6
ZS'LTT
9Z'9Z
6Z'O
98'0
WOE
81'9
46
SE'LTI
68'6Z
6Z'O
LE 'O
6L'8Z
bi'9
E6
16'91T
IE -OE
8E'O
68'0
88'92
90'9
Z6
OF9TT
69'6Z
86'0
M'O
LS -/Z
86-S
16
Z6'51I
6L'LZ
86'0
TL'0
SZ'8Z
665
06
OL'S1T
S0'9Z
86'0
L9'0
T8'6Z
98's
68
ZS'STI
EE'6Z
86'0
S9'0
86'TE
BL'S
Be
TESTI
S6'ZZ
86'0
£9'0
661ZE
tt's
L8
TESTI
6E'OZ
86'0
09'0
L6'SE
99'S
98
9Z'STT
99'8T
86'0
85'0
OE'6E
85's
so
0£'STI
LZ'LT
86'0
SS'O
99'06
6S'S
68
8£'STT
O6'9T
86'0
LS'0
O6'E6
96'S
EB
86'STT
L6'ST
86'0
LS'O
LL'66
Z6'S
ZB
LS'STT
Z9'6T
86'0
LSO
ZT'L6
K's
TB
T9'STT
MET
86'0
LS'O
99'66
9Z's
08
OS'STT
WET
LS'0
9s'0
EL'Os
ZZ's
6L
SZ'STT
Z6'ZT
LS'O
ES'0
0075
K'S
84
66'6TT
9L'TT
LS'O
OS'0
80'£S
LO'S
LL
69'6TT
LO'TT
LS'O
86'0
98'ES
ZO'S
91.
69'6IT
9S'OT
LS'O
96'0
ZL'SS
S6'6
SL
TO'SIT
EE'OT
LS'O
86'0
L8'LS
L8'6
bL
SB'STT
OFOT
LS'0
65'0
EF69
ZS'6
EL
9L'911
LE'OT
LS'O
Z9'0
9979
MI,
ZL
Z6'LTT
Z8'6
LTO
L9'0
SZ'L9
99'6
TL
OL'LTT
68'8
LS'O
L9'0
£L'ZL
Z91,
OL
E9'LTT
96'L
LS'0
69'0
T6'LL
SSI,
69
86'LTT
6E'L
61'0
Z9'0
96'6L
L6'6
89
ZT'LTT
6819
6T'O
T9'0
'90'09
E6'6
L9
6S'9TT
6Z'9
6T'0
65'0
0978
S£'6
99
TB'SIT
I9's
6T'O
L6'0
WES
LZ'6
59
T9 -STT
TS'S
61'0
S6'0
6678
ZZ'6
69
00'91T
9L'S
61'0
OS'O
TO'ZB
ST'6
E9
ZE1911
ET'9
61'0
SS'0
60'E8
LO'6
Z9
L6'91T
L119
6T'O
ESO
ST'08
EO'6
T9
ib'911
EE'9
01'0
EST
6T'ES
WE
09
SZ'9IT
L9'9
OTT
SS'O
SZ'6L
WE
6S
BZ'9IT
Z6'L
OT'0
TS'O
6Z'ZL
£8'E
85
ZE'9IT
96'L
OT'0
LS'O
90'TL
SCE
LS
Z9'9TT
80'8
01'0
BS'0
SL'TL
TL'E
9s
99'9TT
Z8'4
OTT
LS'0
0011L
E9'£
SS
51'911
ES'L
6T'0
95'0
LZ'SL
9S'E
6s
LS'9TT
6Z'L
OTT
BS'0
ZZ'LL
TS'E
ES
60'4TT
58'9
OTT
6S'O
96'6L
E6'E
Zs
ZZ'LTT
6£'9
OT'0
6S'O
59'68
SE'E
is
OS'LTT
E6'5
01'0
6S'O
6E'LB
TEE
OS
SL'LTT
Z6'S
OT'O
EWO
LL76
EZ'£
66
(pd)
NO _
..USI)
_Uq)_(�qj_
(e)
1461am Ou9 Tua;uo0 sauld
n
1
lb
H1da0
C11 Tulod
(panuquoo) :: elep andum pjoii
E-ldJ :aweu Id7 •ouI'Ieoiuyoa;0a9 y91 :01 pasuaop sl a�emyos si41
This software is licensed to: TGR Geotechnical, Inc.
Field input data :: (continued)
Point ID
Depth
qc
f.
u
Fines content
Unit weight
(ft)
(tom
(tom
(tst)
(%)
(Pct)
97
6.37
50.93
0.70
0.48
15.39
117.20
98
6.45
50.54
0.68
0.38
15.64
116.97
99
6.53
44.09
0.68
0.29
16.99
116.73
100
6.57
40.47
0.68
0.38
19.51
116.51
101
6.64
35.29
0.70
0.29
22.38
116.42
102
6.72
30.79
0.74
0.38
25.62
116.39
103
6.76
28.45
0.75
0.38
29.26
116.29
104
6.84
24.05
0.76
0.38
33.25
116.03
105
6.92
20.14
0.76
0.57
37.70
115.67
106
6.96
18.57
0.75
0.57
41.45
115.26
107
7.04
16.91
0.73
0.57
43.76
114.86
108
7.12
15.84
0.70
0.96
45.11
114.46
109
7.16
15.84
0.67
0.96
45.33
114.15
110
7.24
15.84
0.65
1.06
44.75
114.04
111
7.31
16.23
0.66
1.06
44.15
114.02
112
7.36
16.52
0.66
1.06
43.55
114.15
113
7.43
16.91
0.68
_ 1.25
43.10
114.33
114
7.51
17.30
0.70
1.15
42.84
114.52
115
7.55
17.40
0.70
1.06
42.79
114.67
116
7.63
17.40
0.71
1.06
43.00
114.73
117
7.71
17.20
0.71
1.06
43.23
114.76
118
7.75
17.20
0.71
1.06
42.99
114.61
119
7.83
17.30
0.67
0.96
42.31
114.54
120
7.91
17.89
0.68
1.15
41.72
114.73
121
7.95
18.57
0.75
1.25
40.17
115.23
122
8.03
21.02
0.77
1.44
38.11
115.71
123
8.08
22.78
0.77
1.44
34.72
116.07
124
8.16
26.10
0.78
0.86
32.76
116.23
125
8.22
25.81
0.77
0.57
29.40
116.51
126
8.30
32.26
0.77
0.40
27.15
116.74
127
8.34
33.63
0.78
0.40
24.86
117.08
128
8.42
35.29
0.80
-0.38
24.53
117.28
129
8.49
34.60
0.82
-0.38
24.61
117.39
130
8.54
34.02
0.82
-0.38
25.22
117.39
131
8.62
33.04
0.82
-0.38
26.08
117.36
132
8.70
31.48
0.83
-0.48
27.07
117.36
133
8.74
30.79
0.84
-0.57
28.26
117.46
134
8.82
29.91
0.88
-0.67
29.40
117.67
135.
8.90
29.23
0.93
-0.77
30.61
117.89
136
8.94
28.54
0.95
-0.77
32.06
118.01
137
9.01
26.69
0.96
-0.86
33.96
117.89
138
9.10
24.14
0.94
-0.96
36.18
117.64
139
9.14
22.68
0.92
-0.96 _
38.81
117.17
140
9.22
19.84
0.87
-0.96
41.19
116.68
141
9.26
18.47
0.84
-0.96
43.83
116.04
142
9.34
16.81
0.78
-0.67
45.39
115.43
143
9.42
16.03
0.73
-0.29
46.30
114.82
144
9.46
15.74
0.70
-0.29
46.25
114.39
CPT name: CPT -3
CLiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:55 PM 52
Project file: P:\2020 Projects\20-7093 Paseo Adelanto SIC Jamboree Housing\Uquefacticn Anatysis\CPT Analysis\CPt Uq Analysis.clq
!!pp
i1 G
o
T N
b
y
b
m
m
9�
m
Oo
Ym
mY
. Ym
m
Y
V
V
Y
V
Y
V
V
V
V
Y
V
Y
V
'N
Orn
1+
P
I+
P
p.
Orn
' T
Orn
Orn
Y+
P
Y
In
M
VI
In
I+
W
Y
In
VI
Y
In
VI
Y
Y
VI
1+
A
I+
A
F•
A
Y i �
A
1, A
6
ry W
N
O'b
m
V
P
N
d
W
N
O
b
W
V
P
VI
d
W
N
O
b
m
V
P
VI
A
W
N
O
b
m
V
P
VI
A
W
N
O
b
m
V
P
VI _'
Y i-•
I �
I �
ai
�
O
.� �
('1
Y
N
Y'
N
N
I+
N
N
Y
N
N
I+
N
N
N
�~p•
Y
Y
IY+
IY+
mIF+
FY+
IY+
IY+
1Y•
b
Y
O
O
O
O
Y
O
O
Y
O
O
O
O
O
O
O
Y
O
O
IO
lO
IO
b
WY
l0
b
b
b O
g
N
A
O
N
.WP
O
N
.YP
O
N
A
Ib+
W
IVII
r
W
loll
N'
OWl
b
d
OYi
N
L
T
N
A
m
W
Vf
V
w
kill
V
w
T
V
W
10J1
m
W
T
L
T
N
L
s
i
Q p�
W
Y
d
d
d
d
VI
UI
UI
VI
111
VI
VI
VI
VI
UI
VI
UI
VI
P
P
P
P
P
VI
Y
A
W
N
Y
(�
P
b
O'
W
V
P
lU
W
l0
b.
P
0
VI
I+
P
N
O
N
V
W
N
W
w
W
YI
W
i0
A
W
p
YI
V
W
W
W
b
V
O
FYI
O
tD
N
M
IJ
O
P
i0
V
O
P
V
Vn
V
O
P
P
V
V
lJ
m
IJ
p
S
O
Y
O
m
O
lJ
l0
O�
V
b
m
O
m
O
m
O
V
m
P
V
p
p
p a
Q
w O
P
A
b
N
V'P
A
Y
O
W
V
V
V
P
VI
N
W
d
W
I+
O
P
b
I+
N
l0
Y
N
N
Y
N
Y
N
O
m
VI
d
N
W
VI
b
W
W
W
b
N
W
d
A
C
'V
m
I+
O
0
0
0
Y
Y
Y
Y
Y
Y
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O ^�
I
O
lD
lD
lD
l0
0
0
0
0
0
0
l0
b
b
iD
b
l0
m
m
V
V
P
VI
H
Y
VI
b
VI
VI
VI
1n
!n
!n
b
VI
VI
P
P
P
P
P
P
P
P
P
P
P
P VI VM
O
L^o
u
I
S m
:-
r
:L
:-
:.
:.
:.
:.
:.
:.
'
'
4
4
:..
d
b
b
b
b
b
b
o
Y
Y
Y
Y
o
0
o
b
b
o
0
0
o
b
b
W
o
b
b
b
M
b
w
w
w
w
t
t
w
a
.Wn
.Wn
�'
i'
lNn
uNi
lf�n
v
m
v
m
w
e
e
m
m
w
w
a
m
e
W
Yo
o
W
e
o
o
o
Gam'
ca
C
d
N
N
IN+
IN+
1N+
O
O
O
10
1O
p
m
V
T
W
N
NN
W
A
P
O
V
IA+
O
V
OWl
m
IWO
O
O
O
ud+
W
In
P n
d
50
pb�
p
WW
b
N
W
N
W
V
T
W
b
90
O
p>
bm
b
N
b
V
S
A
p
T
Y
p
W
N
pOWl
W
W
Vm
W
p
V
o
v 7
A
lD
lbll
w
OOi
N
N
N
VI
b
In
lO
VWI
IP•
V
INJI
FP+
td0
IWO
101+
m
m
p
C
7
N
�1 O
N
IY+
Y
Y
Y
I+
N
N
N
N
N
~•
'-•
l+
I+
IY+
~•
I+
F�
~•
'-•
IY+
1+
I+
F•
~•
I
Y
Y
Y
Y
Y
Y
p
Y
l+
Y
Y
I+
IY+
I+
I+
I+
~•
Y
F•
�p
1p
1p
1p
1p
1p
O
O
O
O
O
�D
lD
lO
b
b
l0
l0
m
W
V
P
P
VI
VI
YI
d
d
w
W
w
W
W
W
W
W
W
W
W
A
A
A
A
a
d
d
d
a
a
A v
yL
fj
N
N
W
Y
P
m
O
Y
N
O
m
V
P
VI
UI
A
N
lD
W
V
m
O
W
N
Y
.N
�D
A
V
N
N
Y
P
m
b
O
O
O
O
.
N
�b
OI
lO
m
V
lD
N
d
d
l0
OI
W
m
A
V
V
N
P
P
W
N
VI
P
b
W
O
V
P
Y
O
A
O
Y
P
V
l0
V
A
N
P
IA
O
O
W
O � 1p
I
- N
i
3
C
I
G'
a
'
This software is licensed to: TGR Geotechnical, Inc
Field input
data :: (continued)
Point ID
Depth
qc
f
u
Fines content
Unit weight
(ft)
(tsf)
(tst)
(tsf)
(%)
(per
193
12.69
30.79
1.07
-1.53
33.76
119.06
194
12.74
27.76
1.05
-1.53
38.00
118.64
195
12.81
23.75
1.01
-1.53
39.39
118.52
196
12.89
27.32
1.06
-1.53
41.90
118.47
197
12.94
22.68
1.10
-1.44
41.14
118.84
198
13.01
26.88
1.12
-1.05
37.13
119.23
199
13.09
38.32
1.09
-0.77
30.39
119.70
200
13.13
45.55
1.06
-0.57
23.41
120.11
201
13.21
60.80
1.02
-0.19
17.75
120.44
202
13.29
80.06
0.97
-0.38
13.64
120.65
203
13.33
89.64.
0.94
-0.48
10.53
120.75
204
13.41
106.16
0.88
-0.57
8.47
120.72
205
13.49
118.86
0.83
-0.77
6.91
120.63
206
13.52
125.22
0.81
-0.77
5.87
120.67
207
13.61
136.56
0.83
-0.77
5.29
120.91
208
13.68
142.72
0.86
-0.77
4.96
121.22
209
13.72
144.28
0.88
-0.86
4.92
121.62
210
13.80
147.11
0.95
-0.96
4.97
121.98
211
13.88
149.75
0.99
-1.05
5.58
123.20
212
13.92
151.42
1.37
-1.05
7.19
125.69
213
13.99
155.81
2.26
-1.05
9.19
128.41
214
14.08
163.73
3.00
-1.05
10.69
130.73
215
14.12
172.63
3.72
-1.05
11.64
132.57
216
14.20
194.52
4.53
-1.05
11.49
133.49
217
14.24
202.34
4.22
-1.36
11.02
133.47
218
14.33
187.39
3.59
-1.36
10.62
132.80
219
14.41
183.48
3.51
-1.36
11.49
132.09
220
14.45
150.83
3.50
-1.63
14.00
131.60
221
14.53
109.48
3.46
-1.63
17.52
131.07
222
14.57
104.20
3.43
-1.73
20.23
130.27
223
14.65
95.80
2.95
-1.05
21.62
129.04
224
14.73
71.75
2.31
-1.25
23.36
127.56
225
14.77
65.30
2.22
-0.86'
26.29
126.36
226
14.85
58.16
2.20
-0.96
28.29
125.94
227
14.93
54.94
2.13
-0.48
29.61
125.67
228
14.97
55.33
2.10
-0.29
27.98
125.88
229
15.04
69.70
2.24
0.10
21.21
126.81
230
15.11
118.08
2.31
0.67
14.72
127.66
231
15.19
151.71
2.13
-0.19
10.42
128.05
232
15.23
167.35
2.04
-0.19
7.72
127.84
233
15.31
192.47 _
1.80
-0.38
6.35
127.35
234
15.38
188.27
1.62
-0.38
5.44
126.74
235
15.44
187.19
1.54
-0.57
5.10
126.16
236
15.51
189.83
1.43
-0.86
4.62
125.54
237
15.58
190.81
1.23
-0.96
4.09
124.82
238
15.63
191.30
1.14
-1.05
3.57
124.05
239.
15.71
192.96
1.05
-1.05
3.33
123.72
240
15.78
194.33
1.08
-1.05
3.23
123.67
CPT name: CPT -3
CLiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:55 PM 54
Project file: P:\2020 Projects\20-7093 Paseo Adelanto SIC Jamboree Housing\Uquefactim Analysis\CFI Analysis\CPT Uq Analysis.clq
This software is licensed to: TGR Geotechnical, Inc. CPT name: CPT -3
Field input data :: (continued)
Point ID
Depth
q�
t
U
Fines content
Unit weight
tft)
(tsf)
(tsf)
(t
%)
(Pcf)
241
15.82
195.99
1.11
-1.05
3.28
123.92
242
15.90
198.43
1.15
-1.05
3.33
124.16
243
15.95
199.41
1.18
-1.05
3.40
124.41
244
16.02
200.88
1.22
-1.15
3.44
124.66
245
16.08
205.18
1.26
-1.15
3.53
124.95
246
16.15
204.30
1.31
-1.15
3.62
125.25
247
16.23
206.45
1.36
-1.15
3.75
125.49
248
16.28
207.23
1.40
-1.15
3.77
125.63
249
16.34
208.01
1.38
-1.25
3.78
125.67
250
16.43
207.91
1.38
-1.25
3.76
125.66
251
16.49
208.89
1.38
-1.25
3.73
125.67
252
16.55
210.65
1.39
-1.25
3.69
125.72
253
16.62
212.41
1.40
-1.25
3.63
125.77
254
16.68
215.15
1.40
-1.25
3.56
125.84
255
16.74
217.89
1.41
-1.25
3.48
125.94
256
16.83
220.82
1.43
-1.25
3.43
126.06
257
16.89
223.65
1.45
-1.15
3.26
125.89
258
16.95
222.68
1.30
-1.15
2.69
124.88
259
17.01
221.70
0.89
-1.15
2.22
123.83
260
17.07
220.23
0.97
-1.25
2.00
123.28
261
17.13
220.18
1.07
-1.25
2.41
124.07
262
17.22
220.13
1.23
-1.25
2.74
124.77
263
17.28
223.36
1.30
-1.20
3.12
125.32
264
17.34
215.54
1.36
-1.20
3.18
125.80
265
17.42
234.41
1.46
-1.20
3.20
126.24
266
17.46
239.39
1.53
-1.15
3.08
126.72
267
17.54
243.30
1.59
-1.15
3.13
127.01
268
17.61
242.91
1.63
-1.15
3.21
127.16
269
17.66
241.25
1.62
-1.15
3.25
127.06
270
17.73
236.46
1.54
-1.15
3.29
126.73
271
17.82
227.56
1.45
-1.15
3.35
126.31
272
17.86
222.38
1.41
-1.25
3.43
125.85
273
17.94
214.17
1.31
-1.34
3.53
125.40
274
18.01
206.45
1.24
-1.53
3.68
125.05
275
18.06
201.95
1.26
-1.34
3.81
124.75
276
18.14
196.97
1.19
-1.53
3.95
124.56
277
18.18
193.74
1.18
-1.34
4.39
124.42
278
18.26
175.66
1.24
-1.34
5.16
124.39
279
18.34
161.68
1.26
-1.53
6.26
124.38
280
18.39
150.54
1.28
-1.53
7.49
124.18
281
18.47
130.59
1.26
-1.53
8.71
123.94
282
18.51
122.87
1.25
-1.53
10.46
123.58
283
18.59
103.22
1.25
-1.53
12.31
123.27
284
18.64
91.10
1.25
-1.53
14.94
123.22
285
18.72
_ 83.28
1.39
-1.34
16.54
123.63
286
18.80
89.83
1.54
-1.25
16.76
124.04
287
18.84
94.82
1.47
-1.25
15.43
124.06
288
18.92
100.49
1.32
-1.63
14.35
123.40
CLIq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:55 PM 55
Project file: P:\2020 Projects\20-7093 Paseo Adelanto 9C Jamboree Housing\Uquefac0on Analysis\CPT Analysis\CPf Uq AnaNsis.clq
This software is licensed to: TGR Geotechnical, Inc. CPT name: CPT -3
:: Field input data :: (continued)
Point ID
Depth
qc
f,
u
Fines content
Unit weight
(ft)
(ts
(tsO
(%)
(PcI)
289
19.00
94.52
1.15
-1.63
14.10
122.64
290
19.04
86.80
1.11
-1.53
16.09
122.09
291
19.12
67.94
1.20
-1.53
19.79
122.09
292
19.16
58.36
1.33
-1.25
25.76
121.93
293
19.25
43.30
1.31
-1.53
31.89
120.96
294
19.33
30.99
1.01
-1.53
38.83
119.39
295
19.37
26.39
0.91
-1.73
46.00
117.30
296
19.45
18.28
0.75
-1.63
53.56
115.77
297
19.49
14.66
0.69
-1.63
62.98
114.08
298
19.57
12.32
0.61
-1.34
70.32
112.57
299
19.65
9.97
0.49
-1.34
75.10
111.09
300
19.69
9.58
0.44
-1.25
76.82
109.63
301
19.77
9.48
0.37
-1.25
74.33
108.77
302
19.85
10.07
0.34
-1.25
71.03
108.23
303.
19.89
10.56
0.34
-1.05
66.99
108.12
304
19.97
11.53
0.33
-0.48
64.45
108.25
305
20.02
11.83
0.34
0.00
62.76
108.92
306
20.10
12.71
0.42
0.48
61.21
109.88
307
20.18
14.27
0.45
1.25
59.25
110.67
308
20.22
14.86
0.45
1.82
57.45
110.84
309
20.30
14.56
0.43
2.59
55.06
110.66
310
20.35
16.13
0.40
1.44
53.08
109.98
311
20.43
15.35
0.33
1.15
51.63
108.84
312
20.51
13.69
0.27
1.06
52.57
107.43
313
20.55
12.61
0.25
1.06
55.98
106.23
314
20.62
10.56
0.23
1.06
61.16
105.56
315
20.70
9.19
0.23
1.25
63.95
105.19
316
20.74
10.51
0.23
1.34
64.80
105.01
317
20.82
9.87
0.22
1.63
62.25
104.86
318
20.87
10.46
0.21
1.73
62.69
104.54
319
20.95
9.87
0.21
1.82
63.82
104.31
320
21.03
8.99
0.21
1.82
66.87
104.12
321.
21.07
8.70
0.21
1.82
71.27
104.91
322
21.15
8.70
0.29
1.82
75.21
106.62
323
21.23
9.19
0.39
2.01
78.16
108.43
324
21.27
9.58
0.44
2.01
81.48
110.73
325
21.35
10.17
0.67
2.01
85.93
113.27
326
21.43
10.75
0.97
2.11
88.07
115.30
327
21.47
11.73
1.05
2.11
55.14
118.22
328
21.55
44.38
1.14
-1.25
38.10
119.80
329
21.59
51.61
1.16
-1.73
29.05
121.97
330
21.67
61.00
1.68
-1.44
27.76
123.52
331
21.75
65.59
1.87
-1.73
27.20
124.87
332
21.79
69.21
1.93
-1.82
23.65
125.47
333
21.87
93.84
1.85
-1.82
19.10
125.93
334
21.94
115.74
1.85
-1.82
15.64
126.36
335
21.99
121.70
1.94
-1.82
13.80
127.51
336
22.07
148.68
2.48
-1.82
11.87
128.43
Cjq v.2.3.1.15 - CFF Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:55 PM 56
Project file: P:\2020 Projects\20-7093 Paseo Adelanto S]CIamboree Housing\Uquebodon Analysis\CPI Analysis\CPr Uq Analysis.clq
This software is licensed to: TGR Geotechnical, Inc. CPT name: CP -F-3
Field input data n (continued) ---
Point ID
Depth
qc
t
u
Fines content Unit weight
(R)
(tsf)
-
(tsf)
-
(tsf)
'
(°/a)
(PCO
- --- -- - -- -- - - - --- ------- -- - - -
----- -
337
- - -
22.13
178.79
2.34
-1.82
9.44
128.86
338
22.19
199.80
1.97
-1.82
6.75
128.52
339
22.25
235.68
1.86
-2.21
5.38
128.17
340
22.33
229.81
1.89
-1.92
4.58
128.14
341
22.40
242.71
1.83
-1.53
4.60
128.47
342
22.46
248.87
2.09
-1.73
4.40
128.64
343
22.52
249.46
1.97
-1.44
4.53
128.73
344
22.59
238.90
1.92
-1.63
4.47
126.28
345
22.65
233.62
1.77
-1.63
4.95
128.20
346
22.73
218.67
1.99
-1.63
5.77
128.63 -
347
22.80
213.29
2.34
-1.15
6.67
129.27
348
22.84
216.03
2.38
-1.34
6.78
129.55
349
22.92
224.73
2.23
-1.34
5.18
128.30
350
23.00
242.91
1.16
-1.63
1 3.30
126.19
351
23.04
247.31
0.87
-1.25
1.68
123.90
352
23.12
261.09
1.04
-1.44
1.89
125.10
353
23.16
271.75
1.66
-1.53
2.09
126.84
354
23.24
305.18
1.72
-1.53
1.61
127.26
355
23.30
328.15
1.18
-1.49
0.23
126.70
356
23.37
414.17
1.13
-1.45
0.00
126.25
357
23.43
475.65
1.30
-1.45
0.00
127.48
358
23.49
486.01
1.66
-1.53
0.00
128.04
359
23.56
550.53
1.32
-1.54
0.00
128.19
36D
23.63
408.20
1.45
-1.55
0.00
129.77
361
23.69
433.62
2.79
-1.62
1.17
132.53 '
362
23.76
455.03
4.06
-1.60
2.45
135.43
363
23.82
467.54
5.32
-1.65
3.83
137.28
364
23.89
446.23
6.79
-1.55
5.21
137.28
365
23.95
387.29
6.59
-1.49
6.41
137.28
366
24.02
410.36
.7.31
-1.47
7.04
137.28
367
24.09
398.23
7.20
-1.45
5.83
137.28
368
24.15
429.71
4.35
-1.37
4.84
136.47
369
24.22
344.86
3.18
-1.36
3.48
133.61
370
24.28
319.94
2.66
-1.44
3.78
131.92
371
24.35
295.30
2.61
-1.44
6.73
130.65
372
24.42
92.08
2.60
-1.52
12.59
129.92
373
24.48
93.35
2.89
-1.52
19.75
129.31
374
24.55
152.88
2.90
-1.52
14.37
129.10
375
24.61
174.09
1.78
_ -1.53
8.43
127.03
376
24.68
186.31
0.66
-1.53
4.87
123.51
_ 377
24.74
185.14
0.79
-1.53
3.50
121.46
378
24.81
185.04
0.98
-1.15
4.04
122.79
379
24.88
195.01
1.13
-1.39
4.83
123.88 _
380
24.95
178.39
1.27
-1.39
5.14
124.48
381
25.03
188.85
1.26
-1.39
5.41
124.70
382
25.08
189.73
1.25
-1.73
5.19
124.63
383
25.16
186.21
1.22
-1.15
5.42
124.63
384
25.20
179.18
1.28
-1.05
6.22
124.49
CUq v.2.3.1.15
- CPT Liquefaction Assessment Software - Report
created on:
8/25/2020, 12:47:55 PM 57
Project file:
PA2020 Projects\20-7093 Paseo Adelanto SIC Jamboree Housing\Liquefaction Analysis\CPT Analysis\CPT Uq Analysis.clq
This software is licensed to: TGR Geo
Field input data :: (continued)
Point ID
Depth
q=
Unit weight
(ft)
(tsf)
RSO
385
25.28
-0.86
153.76
386
25.36
-0.77
130.89
387
25.40
-0.77
123.26
388
25.48
-0.57
92.77
389
25.56
-0.38
69.60
390
25.60
-0.29
61.19
391
25.68
-0.29
50.83
392
25.73
-0.19
47.02
393
25.81
0.00
34.11
394
25.89
0.67
27.96
395
25.93
0.96
33.87
396
26.01
0.77
29.72
397
26.09
0.86
33.63
398
26.13
0.82
33.53
399
26.21
0.82
30.99
400
26.25
0.77
29.13
401.
26.33
1.92
25.12
402
26.41
2.40
20.43
403
26.46
2.59
18.38
404
26.54
3.07
15.44
405
26.58
3.16
14.27
406
26.66
3.55
15.05
407
26.71
3.64
16.81
408
26.79
3.74
19.35
409
26.87
3.84
24.14
410
26.91
3.93
29.32
411
26.99
4.03
43:21
412
27.07
3.26
57.09
413
27.11
2.97
62.66
414
27.19
2.59
69.60
415
27.23
2.40
71.94
416
27.31
2.01
72.73
417
27.39
1.73
68.52
418
27.44
1.63
64.71
419
27.52
1.44
56.01.
420
27.56
1.53
51.61
421
27.64
51.27
422
27.72
0.98
51.27
423
27.76
1.04
50.93
424
27.84
1.14
83.48
425
27.92
1.15
112.61
426
27.96
1.15
127.56
427
28.04
161.87
428
28.12
123.49
171.45
429
28.16
123.70
179.18
430
28.24
.123.83
198.04
431
28.28
123.98
206.16
432
28.36
123.97
215.73
cal, Inc. CPr name: CPT -3
CLiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:55 PM 58
Project file: R\2020 Projects\20-7093 Paseo Adelanto SIC Jamboree Housing\Liquefaction Analysis\CPT Analysls\CPr Liq AnaWis.clq
U
Fines content
Unit weight
(tsf)
(tsf)
(°7a)
(Pcf)
1.26
-0.86
7.51
124.04
1.13
-0.77
9.19
123.60
1.22
-0.77
12.12
123.62
1.47
-0.57
16.68
124.01
1.60
-0.38
22.99
124.04
1.61
-0.29
28.35
123.51
1.45
-0.29
31.17
122.63
1.26
-0.19
35.11
121.23
1.08
0.00
39.26
119.67
0.92
0.67
41.70
118.33
0.84
0.96
41.13
117.12
0.69
0.77
36.89
116.14
0.57
0.86
35.05
115.02
0.54
0.82
33.26
114.23
0.50
0.82
33.80
113.55
0.45
0.77
35.35
112.44
0.37
1.92
38.57
111.40
0.37
2.40
43.27
110.53
0.37
2.59
49.90
110.21
0.39
3.07
55.62
110.13
0.41
3.16
59.79
110.38
0.44
3.55
59.34
110.84
0.45
3.64
55.48
111.44
0.47
3.74
49.00
112.06
0.4B
3.84
42.25
112.78
0.50
3.93
33.30
113.82
0.54
4.03
25.58
114.93
0.57
3.26
20.47
115.82
0.58
2.97
17.42
116.35
0.58
2.59
16.00
116.60
0.59
2.40
15.31
116.94
0.63
2.01
15.85
117.34
0.68
1.73
17.17
117.83
0.74
1.63
20.03
118.49
0.89
1.44
23.43
119.13
0.98
1.53
26.43
119.55
0.97
2.68
27.61
119.69
0.98
5.66
28.01
119.85
1.04
6.62
23.66
120.73
1.14
6.71
17.69
121.82
1.15
5.27
12.81
122.70
1.15
4.70
9.32
123.20
1.13
3.93
7.40
123.49
1.13
3.93
6.03
123.70
1.12
3.93
5.22
.123.83
1.12
3.93
4.57
123.98
1.13
3.93
3.88
123.97
1.05
3.74
3.35
123.73
CLiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:55 PM 58
Project file: R\2020 Projects\20-7093 Paseo Adelanto SIC Jamboree Housing\Liquefaction Analysis\CPT Analysls\CPr Liq AnaWis.clq
This software is licensed to: TGR Geotechnical, Inc.
:: Field input
data :: (continued)
Unit weight
Point ID
Depth
tic
.
2.91
(ft)
(tom
(tom
433
28.44
222.09
0.97
434
28.49
225.71
0.98
435
28.56
230.89
1.03
436
28.64
229.91
1.02
437
28.69
228.05
1.01
438
28.77
225.61
0.98
439
28.81
223.56
0.85
440
28.89
212.22
0.57
441
28.97
209.87
0.69
442
29.01
209.87
0.74
443
29.09
209.87
0.83
444
29.14
209.48
0.91
445
29.22
193.06
1.09
446
29.30
201.07
1.15
447
29.34
203.61
1.21
448
29.42
207.33
1.31
449
29.50
212.80
1.42
450
29.54
217.79
1.45
451
29.62
227.07
1.48
452
29.66
230.69
1.49
453
29.74
235.87
1.50
454
29.82
240.76
1.51
455
29.86
243.30
1.54
456
29.94
247.41
1.57
457
30.02
249.85
1.57
45B
30.07
251.80
1.56
459
30.15
257.57
1.45
460
30.20
258.65
1.41
461
30.28
264.12
1.39
462
30.32
269.11
1.35
463
30.40
277.71
1.46
464
30.48
280.35
1.38
465
30.53
282.50
1.36
466
30.61
288.75
1.39
467
30.65
295.99
1.40
468
30.74
291.49
1.43
469
30.78
296.23
1.44
470
30.86
291.39
1.39
471
30.94
296.48
1.22
472
30.98
295.30
1.14
473.
31.06
296.18 _
1.13
474
31.10
296.87
1.14
475
31.18
296.09
1.12
476
31.27
289.83
1.06
477
31.31
289.83
1.02
478
31.40
298.72
1.02
479
31.44
300.97
1.02
480
31.52
301.46
1.07
U
Fines content
Unit weight
(tsf)
M
(PCO
3.55
2.91
123.46
3.55
2.69
123.46
3.45
2.66
123.61
3.36
2.66
123.68
3.36
2.68
123.55
3.16
2.55
123.09
3.16
2.20
121.80
3.16
2.01
120.80
2.97
2.03
120.35
2.97
2.41
121.22
2.97
2.72
121.89
2.88
3.44
122.81
2.68
4.01
123.58
2.78
4.50
124.21
2.68
4.54
124.73
2.68
4.67
125.29
2.68
4.73
125.80
2.68
4.60
126.16
2.68
4.39
126.32
2.68
4.18
126.46
2.59
4.02
126.56
2.59
3.91
126.70
2.59
3.83
126.85
2.59
3.77
126.96
2.59
3.67
127.01
2.49
3.44
126.85
2.59
3.19
126.63
2.68
2.90
126.39
2.59
2.69
126.26
2.59
2.53
126.40
2.49
2.36
126.42
2.30
2.24
126.48
2.30
2.07
126.39
2.40
1.95
126.47
2.30
1.93
126.62
2.59
1.91
126.73
2.59
1.94
126.70
2.68
1.73
126.34
2.59
1.49
125.77
2.30
1.22
125.25
2.01
1.16
125.08
1.82
1.14
125.05
1.44
1.14
124.90
1.34
1.09
124.61
1.34
0.98
124.38 _
0.96
0.86
124.30
0.77
0.81
124.44
-0.29
0.88
124.81
CPT name: CPT -3
CLiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:55 PM 59
Project file: P:\2020 Projects\20-7093 Paseo Adelanto SIC Jamboree Housing\Uquefactlon Analysis\CPT Analysis\CPr Uq Analysis.clq
This software is licensed to: TGR Geotechnical, Inc. CPT name: CPT -3
Field input data :: (continued)
Point ID
Depth
q�
Of)
(ft)
(^o)
(tsf)
481
31.56
1.35
307.82
482
31.65
-2.21
320.82
483
31.73
1.57
333.92
484
31.77
2.09
339.00
485
31.85
-2.30
351.31
486
31.89
0.89
359.82
487
31.98
1.16
352.19
48B
32.06
-2.78
347.31
489
32.10
0.27
353.07
490
32.18
1.31
364.61
491
32.23
-1.15
364.90
492
32.31
0.38
353.66
493
32.36
1.08
344.47
494
32.45
-1.53
314.76
495
32.49
1.67
342.71
496
32.57
2.24
335.09
497
32.65
-2.30
340.95
498
32.69
2.02
335.77
499
32.77
1.96
333.52
500
32.82
-3.93
333.57
501
32.90
2.86
333.57
502
32.94
333.62
503
33.03
3.07
340.07
504
33.11
4.12
345.35
505
33.15
1.24
335.19
506
33.23
1.88
320.43
507
33.28
4.12
317.49
508
33.36
1.99
319.89
509
33.40
2.16
319.35
510
33.48
-0.48
344.28
511
33.56
1.69
349.55
512
33.61
1.85
360.11
513
33.69
-2.88
379.08
514
33.73
1.31
384.16
515
33.80
1.54
400.39
516
33.87
-7.19
396.87
517
33.93
389.14
SIB
34.01
367.64
519
34.06
373.80
520
34.14
358.45
521
34.22
360.80.
522
34.27
358.94
523
34.35
348.87
524
34.39-
346.82
525
34.47
345.35
526
34.55
346.77
527
34.60
339.68
528
34.68
346.72
f,
u
Fines content
Of)
(tsf)
(^o)
1.17
-0.57
1.01
1.35
-1.82
1.18
1.58
-2.21
1.35
1.70
-2.01
1.57
2.01
-2.40
1.72
2.09
-2.40
1.90
2.14
-2.30
1.56
1.41
-2.40
0.89
0.98
-2.59
0.14
1.16
-2.40
0.00
1.24
-2.78
0.12
1.27
-3.16
0.27
1.22
-2.05
0.63
1.31
-1.15
0.74
1.32
-1.15
0.73
1.12
-1.25
0.38
1.06
-1.34
0.25
1.08
-1.34
0.37
1.27
-1.53
0.81
1.58
-1.53
1.67
2.25
-1.63
2.33
2.24
-1.82
2.51
1.94
-2.30
2.22
1.95
-3.26
2.02
1.94
-2.97
2.19
1.96
-3.84
2.48
2.03
-3.93
2.79
2.20
-4.03
2.86
2.03
4.60
2.86
2.39
4.07
3.14
3.07
4.51
3.10
2.56
4.12
2.34
1.55
4.22
1.24
1.60
4.12
0.60
1.88
4.51
1.09
2.59
4.12
1.56
2.49
-2.52
1.99
2.28
-1.82
1.91
2.16
-1.53
1.85
2.01
-0.48
1.72
1.96
-0.77
1.69
1.95
-0.96
1.66
1.85
-2.21
.1.63
1.75
-2.88
1.50
1:59
4.31
1.31
1.53
-5.18
1.21
1.54
-5.56
1.16
1.53
-7.19
1.14
Unit weight
(Pcf)
125.59
126.64
127.61
128.65
129.38
129.95
129.21
127.59
125.84
125.51
126.11
126.17
126.19
126.26
126.04
125.60
125.07
125.39
126.42
128.33
129.60
130.04
129.71
129.35
129.32
129.36
129.63
129.72
130.19
131.17
131.76
131.03
129.43
128.60
130.00'
131.02
131.35
130.86
130.27
129.89
129.59
129.37
129.07
128.56
128.10
127.75
127.65
127.66
CUq v.2.3.1.15 - CPP Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:55 PM 60
Project file: P:\2020 Projects\20-7093 Paseo Aeelanto SIC Jamboree Housing\Dquefaction Analysis\CPT Analysis\CPP Dq Analysis.clq
I
m
W
W
b
b
i0
O
O
Y
W
W
W?
VI
VI
lJ�
w
T
m
O
i1 <
I N
VI
V
UI
V
VI
V
VI
i V
VI
V
VI
V
VI
V
VI
m
VI
m
VI
m
VI
m
VI
m
YI
m
VI
m
VI
m
UI
'T
VI
m
V1
YI
VI
VI
VI
VI
VI
VI
VI
VI
VI
In
UI
VI
VI
VI
UI
VI
VI
A
W
W
A
d
d
d
S
b
d
W
W
W
W
W
W
W
W
W
N
I d
ry
W
VI
A
W
N
I+
O
b
W
V
m
VI
A
W
N
I+
O
b
m
V
m
VI
A
W
N
Y
O
A
b
.A
W
.A
V
A
m
YI
A
W
N
Y
O
b
W
V
m
Ifl
A
W
N
Y
O
b
rpt
6
W
3
S fa
V
V
V
�
O YI
V
V
V
V
V
V
V
V
V;
1
:1
V
:1
:1
V
V
:1
V
:1
V
m
mm
:1
V
:1
:1
:1
V
:1
V
C I
R
O
b,
m
o,
V
V
(l
W
V
W
V
W
V
W
V
W
V
W
V
W
V
W
V
W
V
W
V
W
V
W
V
W
V
W
m
W
m
W
m
W
m
W
m
W
W
W
m
W
m
W
m
W
m
W
m
W
m
W
m
W
m
W
m
W
YI
W
N
W
Yn
W
YI
W
Vn
W
Vn
W
W
VI
W
W
W
VI
W
VI
W
VI
W
Wa
W
WA
A
A
"i
m
V
m
OP
VI
VI
A
I.J
41
fJ
i+
O
O
b
b
W
V
V
T
VI
i
a
W
W
IJ
I+
O
b
b
W
V
V
m
$n
VI
Y1
w
m
i
w
p
.P
A
�'
O
m
V
W
VI
O
N
A
O
I+
V
W
A
1A
I+
W
W
O
VI
V
b
YI
m
N
A
b
I+
W
W
O
m
W
W
YI
V
N
O
N
V
b
Y
b
m
W.
m
N
N C
D
V
V
V
V
V
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
I
A
d
a
Y
W
W
W
W
b
1D
O
L
VI
VI
m
m
N
m
1+
m
O
m
W
m
W
Y
Y
V
b
V
V
Y
m
m
m
W
m
V
VI
�O
VI
W
VI
A
m
W
UI
W
VI
W
.p
b
V1
N
V1
N
VI
V
m
O
m
A
VI
V
VI
A
N
I+
L
A
w O
W
V
Y
OJ
{.J
. V
V
IN
t0
Y
W
V
O
W
W
�m
N
i0
VI
m
O
W
W
O
A
A
W
I+
1J
�
W
m
d
I+
W
O
Y
Y
lJ
V
b
1n
m
Y
W?
b
m
b
O
N
O
N
m
9 ' Oy
VI
VI
m
W
V
N
W
N
W
m
O
A
b
m
b
�O
N
W
N
N
W
b
V
W
O
A
N
VI
A
V
N
m
m
I+
A
W
m
VI
O
V
UI
W
b
O
V
W
N,
I ry
I
m
W
W
b
b
i0
O
O
Y
W
W
W?
VI
VI
lJ�
w
T
m
O
m
m
m
N
W
In
m
N
O�
A
W
W
A
V
VI
m
w
b
W
w
A
m
�+ O
3
S fa
V
V
V
V
V
V
V
V
V
V
V
V
V
V;
1
:1
V
:1
:1
V
V
:1
V
:1
V
m
mm
:1
V
:1
:1
:1
V
:1
b,
m
o,
V
V
o
i
N
W
W
W
W
A
W
W
A
A
A
A
A
W
W
W
W
W
N
N
�+
N
N
N
N
1+
1+
I+
I+
I+
�+
�+
'+
r
r
r
t+
r
I+
✓
,+
�+
O
O
O
O
I+
O
oT
V
O
N
A
W
i0
m
b
W
O
O
�D
b
b
m
O
O
b
N
O
N
m
W
w
�D
1+
W
O
m
W
m
W
N
N
m
I+
N
I+
i0
A�
O
A
Y
N
m
VI
w
b
W
N
V
m
w
b
m
V
W
m
N
W
O
m
O
� N
I
W
N
a
N
1+
N
N
.
N
N
N
N
L+
N
N
N
N
W
H
W
W
w
W
1+
W
w
Y
w
Y
W
W
N
N
W
W
W
W
W
W
O
W
w
O
W
w
O
Y
N
p
N
p
N
b
.
N
w
N
w
N
W
N
W
W
W
W
W
m
m
V
V
V
Y
V
Y
V
_
O
D N
O
Y
In
V
b
O
I+
N?
w
I+
IY
A
m
W
0
O
V
N
tD
�O
IJ
T
�D
W
V
VI
O
W
V
N
V
W
O
O
fJ
IJ
l.J
I+
y A
W
W
�O
m
N
O
N
W
w
w
A
N
m
m
V
m
b
m
N
A
W
b
O
VI
R
A
N
O
Y
to
W
VI
m
A
O
V
V
N
O
O
VI
A
b
W
w
2 V
rt ,
b
3
� �
I
I
N
I
I
i
b
i
� I
I I
I
I
I
I
I
y
NZ
Ili
I
I
a �
!
N h
i
I
I
A
r
q
b
n
m
M
P
n
N
T
ri
10
C0
r°
g
O
eP4
V:
I
.L-' "'
ti
H
ti
ti
ti
ti
ti
ti
H
Ni
ti
ti
n
ti
ti
ti
N
N
H
N
ti
N
N
'I
.-I
ti
N
N
O i
.Ni
.Ni
.N-I
rN-I
rN-I
.Ni
.Ni
rN-I
ti
eNi
.Nv
epi
.'I-I
�
N
j
b
N
1m
W
C
I
C •�
O
O
F
N
O
mi
m
n
b
0
O
N
W
N
m
N
M
°mi
^
Li
O
P
N
Ilml
I T
V o
m
M
m.
M
.-1
I!I
n
fNl
°Ni
r00
P
°
T
Ibil
Lq
P
uI
Lq
b�
n
V°r1
I(I
N
b
N
M
P
IO/1
Vnl
N
I°/f
I/rDt
Vl
P
S
pp
10
N
W
V
P
P
P P
IP+I
ad+
6 I
'
n
n
n
n
n
n
m
P
m
P
m
P
°r
rl
°I
r1
°I
^I
°I
N
°�
N
T
N
m
M
m
M
m
M
m
M
m
M
m
P
m
P
m
P
n
Vl
n
I!1
n
Ill
n
Ill
n
b
n
b
n
n
n
n
n
n
10
10
10
b
b
r0
r°
b
r0
10
10
I�
Ir��
n
n
VI
n m
V1 P
m
P
m
M
�j
ITJ
...
ri
n
r
n
ri
ri
r
r�
Ir
Ir
ri
r�
I�
N
I�
r�
r;
r�-
Ir
Ir
r�
N
Ii
ri
r�
r;
F
n
n
r:
ri
N,
I�
r�
r�
rr
I�
ri
r� ri
r�
r�
m 8
o u
b �
I
N
N
P
Ill
lO
N
P
b
Ill
P
N
lO
P
O
m
b
0
OI
P
n
M
Vl
OI
P
IO
N
n
ti
M
O
O
vl
1°
b
P
M
M
N
nm
°
N
M
VI
r0
r0
r°
VI
P
P
P
P
P
M
M
M
N
N
N
O
O
°I
T
m
m
rD
10
In
Itl
P
I/1
m
M
P
P
M
N
ti
Or
m
I°
I °
�°
OI. O
O
d m
v'I
v'1
v'I
v'I
e'I
ti
r-I
ti
fl
fl
rl
fl
fI
'I
'r
'I
rl
'1
'I
rti
O
O
O
O
O
OO
O
OO
O
O
•i
.i
fi
.-I
H
ti
'I
OO
O
O,
O
O
O
OO .-I
•i
.i
� v
6
In
d I
91
VI
n
P
rO
m
N
r-I
r0
P
ti
Vl
O
M
m
n
O
O
Ol
N
ti
O
V)
P
'I
Ill
Vl
°r
n
N
r-I
m
N
P
N
m
N
n
y
N
'.-I
d
I!1
n
rD
m
CI
N
m
m
O
W
°1
H
P
M
r0
P
Ol
b
.i
C;
D
O
O
M
Ill
N
Vf
°I
M
b
pryp
n
m
Ill
°I
n
W
m
N
m
m
N
b
O
b
0
G
N
N.
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
'I
N
N
N
O
m
n
�b-I
m
cg
n
Ill
P
p
M
m
ri
N
Vl
N
Vf
N
V1
N
VI
N
n
N
O
M
'Y
m
V4 Ol
m
p
O
O
n
N
rV
N
N
M?
l°
� b
d
v
i
m
m
m
�
n
m
a
n
m
O
m
N
o
m
M
b
ti
a,
e
m
°l
g O
O
N
M
M
P
I(1
lD
IO
t\
m
m0)
g O
O
N
M M
f+l
Vl
r0
lD
n
n
OR
°l
Or
O
O
N
M
m
1!1
I!1
l0
n
n m
m
OI
1 9
W y
fn�l
m
m
M
fm+l
Im+l
M
(m+l
M
M
m
m
m
M
M
M
Im+l
Im+l
(+ml
(+ml
(m+l
Im+l
m
Iml
M
m
Im+l
M
I+ml
(m+l
Irm
M
m
P
P
P
P
P
P
P
P
P
P
P
T P
P
P
�
r N
6
�
d
C
vl
vl
vl
Vl
Vl
VI
Vl
I!I
V1
VI
vl
ul
vl
vl
Vl
I!1
Vf
I!1
I!l
Ill
I!1
Vl
10
�
�
IL
d
10
l0
l0
l0
b
b
b
ID
r0
l0
l0
l0
l0
b
b
b
b
b
rO.
rNp1N0
INO
4Np
j y
&
?
a
u
This software is licensed to: TGR Geot
Field input data :: (continued)
Point ID
Depth
q.
Unit weight
(ft)
(tsf)
(tom
625
41.01
-7.29
73.80
626
41.09
-7.29
105.67
627
41.18
-7.48
136.95
628
41.22
-7.48
147.31
629
41.30
-7.48
161.09
630
41.34
-7.88
165.88
631
41.42
-7.88
168.81
632
41.50
-7.88
169.69
633
41.54
-8.24
166.47
634
41.62
-8.24
159.92
635
41.70
-8.34
150.83
636
41.75
-8.34
146.33
637
41.83
-8.34
137.73
638
41.87
-8.44
134.02
639
41.96
-8.44
129.81
640
42.00
-8.44
128.05
641
42.08
-8.53
126.78
642
42.16
-8.53
126.10
643
42.21
-8.53
125.61
644
42.29
-8.63
123.85
645
42.33
-8.63
122.48
646
42.42
-8.63
120.82
647
42.46
-8.72
120.72
648
42.54
-8.72
118.96
649
42.59
-8.72
117.01
650
42.67
-8.82
113.88
651
42.76
-8.82
113.39
652
42.80
-8.82
112.61
653
42.88
-8.82
109.87
654
42.93
-8.92
107.53
655
43.01
-8.92
100.98
656
43.06
-8.92
97.16
657
43.14
-8.92
90.03
658
43.18
-8.92
85.73
659
43.27
-8.92
77.91
660
43.31
-8.92
73.90
661
43.40
-9.01
70.77
662
43.44
-9.01
69.79
663
43.52
-9.01
67.25
664
43.61
-9.01
66.08
665
-43.65
-9.01
65.59
666
43.73
-9.01
63.73
667
43.78
-9.01
63.15
668
43.86
-9.01
60.61
669
43.90
-9.01
57.87
670
43.98
-9.01
51.12
671
44.03
46.33
672
44.11
1.25
37.34
hnical, Inc. CPT name: CPT -3.
f:
u
Fines content
Unit weight
(tst)
(tsf)
(0/4)
(PCO
1.03
-7.29
19.98
121.12
0.95
-7.29
13.80
121.46
0.95
-7.48
9.92
121.68
0.92
-7.48
7.71
121.70
0.84
-7.48
6.55
121.40
0.78
-7.88
5.00
120.88
0.71
-7.88
5.00
120.52
0.71
-7.88
5.00
120.29
0.71
-8.24
5.00
120.41
0.76
-8.24
6.15
120.90
0.90
-8.34
7.22
121.53
0.97
-8.34
8.61
122.30
1.09
-8.34
9.74
122.81
1.15
-8.44
11.08
123.45
1.31
-8.44
12.16
124.04
1.42
-8.44
13.43
124.84
1.63
-8.53
14.39
125.48
1.72
-8.53
15.10
125.94
1.75
-8.53
15.49
126.11
1.76
-8.63
15.83
126.19
1.79
-8.63
16.47
126.44
1.95
-8.63
17.16
126.80
2.05
-8.72
18.12
127.31
2.23
-8.72
18.93
127.67
2.30
-8.72
19.90
127.97
2.38
-8.82
20.40
128.01
2.31
-8.82
20.62
127.91
2.23
-8.82
20.51
127.62
2.13
-8.82
20.59
127.35
2.10
-8.92
21.06
127.00
2.01
-8.92
21.77
126.71
1.97
-8.92
22.93
126.35
1.93
-8.92
24.14
126.09
1.91
-8.92
25.96
125.82
1.89
-8.92
27.69
125.58
1.86
-8.92
29.24
125.21
1.75
-9.01
29.86
124.85
1.69
-9.01
30.18
124.42
1.61
-9.01
30.55
124.17
1.63
-9.01
30.98
123.99
1.60
-9.01
30.85
123.58
1.37
-9.01
30.19
122.92
1.25
-9.01
29.43
121.97
1.12
-9.01
29.39
121.30
1.08
-9.01
30.53
120.58
1.00
-9.01
33.17
120.26
1.07
-9.01
38.83
120.29
1.25
-9.01
46.73
120.39
CUq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:55 PM 63
Project file: PA2020 Projects\20-7093 Paseo Adelanto SIC Jamboree Housing\Uquefaction Analysis\CFr Analysis\CPT Uq Anatysa.clq
This software is licensed to: TGR Geotechnical, Inc.
Field input data :: (continued)
Point ID
Depth
q�
4
u
Fines content
(ft)
(tsf)
(tsf)
(tsf)
(°70)
673
44.20
29.81
1.24
-9.01
55.67
674
44.24
27.08
1.20
-9.01
58.01
675
44.32
30.79
1.07
-8.77
45.57
676
44.38
55.13
1.00
-8.77
24.39
677
44.45
119.06
0.93
-8.77
13.40
678
44.50
151.42
0.90
-8.44
7.54
679
44.58
189.34
0.89
-8.53
5.00
680
44.66
207.52
0.91
-8.53
4.18
681
44.70
212.70
0.91
-8.53
3.76
682
44.78
217.89
0.90
-8.53
3.57
683
44.83
219.45
0.89
-8.53
3.41
684
44.91
221.21
0.88
-8.53
3.33
685
44.95
221.31
0.87
-8.53
3.33
686
45.03
219.06
0.89
-8.53
3.45
687
45.09
216.71
0.92
-8.53
3.70
688
45.17
212.41
0.97
-8.53
198
689
45.22
210.85
1.00
-8.53
4.26
690
45.29
210.85
1.07
-8.53
4.51
691
45.38
209.48
1.12
-8.53
4.75
692
45.42
208.11
1.15
-8.53
5.01
693
45.51
205.37
1.20
-8.53
5.26
694
45.55
203.61
1.21
-8.53
5.58
695
45.64
198.82
1.24
-8.53
5.86
696
45.68
196.38
1.26
-8.53
6.20
697
45.76
192.27
1.28
-8.53
6.45
698
45.80
190.32
1.29
-8.53
6.70
699
45.89
186.31
1.27
-8.53
6.94
700
45.97
179.96
1.24
-8.53
7.21
701
46.01
175.56
1.23
-8.53
7.58
702
46.09
165.00
1.15
-8.53
7.95
703
46.14
158.06
1.10
453
8.57
704
46.22
143.11
1.03
-8.53
9.34
705
46.27
134.60
1.02
-8.53
10.84
706
46.35
117.20
1.05
$.53
12.58
707
46.40
108.50
1.09
-8.63
15.27
708
46.48
92.96
1.15
-8.63
17.89
709
46.52
85.43
1.20
-8.63
21.56
710
46.61
74.00
1.32
-8.63
25.34
711
46'.69
65.10
1.38
-8.53
29.24
712
46.73
60.51
1.36
-8.53
32.53
713
46.82
51.12
1.16
-8.63
35.07
714
46.86
46.43
1.06
-8.63
38.57
715
46.94
37.73
0.89
-8.63
42.28
716
46.99
33.24
0.83
-8.63
48.56
717
47.07
26.29
0.81
-8.63
55.62
718
47.12
23.56
0.86
-8.53
64.04
719
47.20
20.23
0.88
-8.53
70.11
720
47.28
18.67
0.81
-8.44
75.13
Unit weight
(PCO
120.20_-.__
119.66
119.77
120.57
121.27
121.80
122.18
122.48
122.64
122.64
122.58
122.51
122.50
122.59
122.81`
123.08
123.41
123.76
124.07
124.33
124.51
124.67
124.76
124.85
124.89
124.86
124.74
124.55
124.22
123.81
123.22
122.75
122.40
122.32
122.32
122.38
122.55
122.72
122.72
122.12
121.21
119.80
118.63
117.47
116.99
116.74
116.48
115.98
CPT name: CPr-3
CUq v.2.3.1.15 - CPT Liquefaction Assessment Software -Report created on: 8/25/2020, 12:47:55 PM 64
Project file: P:\2020 Projects\20-7093 Paseo Adelanto S1C]amboree Housing\Liquefaction Malys!s\CPr Anaiysls\CPr Uq Analysis.ciq
This software is licensed to: TGR Geotechnical, Inc.
:: Field input data :: (continued)
Fines content
Point ID
Depth
q�
f.
-7.85
(ft)
(tsf)
(t5f)
721
47.31
17.50
0.77
722
47.41
44.28
0.68
723
47.45
71.46
0.68
724
47.53
126.68
0.70
725
47.61
162.75
0.76
726
47.65
176.15
0.82
727
47.73
195.89
0.93
728
47.78
203.13
0.97
729
47.84
208.01
1.03
730
47.93
219.06
1.10
731
47.97
222.28
1.13
732
48.06
225.61
1.17
733
48.10
226.00
1.19
734
48.19
226.19
1.20
735
48.23
226.29
1.19
736
48.32
224.73
1.20
737
48.36
224.68
1.18
738
48.44
224.68
1.11
739
48.53
224.63
1.05
740
48.57
224.73
1.02
741
48.66
225.02
0.98
742
48.71
225.31
0.95
743
48.76
226.00
0.94
744
48.84
226.59
0.94
745
48.89
226.10
0.94
746
48.97
225.02
0.91
747
49.02
225.02
0.89
748
49.11
223.26
0.89
749
49.15
221.60
0.90
750
49.24
219.25
0.92
751
49.28
219.16
0.94
752
49.37
218.08
1.01
753
49.42
216.61
1.07
754
49.51
212.70
1.17
755
49.55
211.63
1.22
756
49.64
212.41
1.31
757
49.68
214.27
1.35
758
49.76
218.18
1.41
759
49.81
219.64
1.42
760
49.90
220.23
1.43
761
49.94
221.40
1.43
762
50.03
225.02
1.37
_ 763
50.10
225.90
0.00
764
50.14
225.02
0.00
765
50.22
221.60
0.00
766
50.28
217.79
0.00
767
50.36
211.73
0.00
768
50.40
184.16
0.00
u
Fines content
Unit weight
(tsf)
(%)
(Pco
-7.85
55.58
116.23
-7.85
34.04
117.01
-7.85
17.23
118.22
-7.19
10.04
119.48
-7.19
6.69
120.58
-7.19
5.00
121.62
-7.19
4.94
122.38
-7.00
4.68
123.05
-7.00
4.52
123.54
-7.00
4.43
123.98
-6.81
4.34
124.36
-6.81
4.35
124.58
-6.81
4.37
124.73
-6.71
4.39
124.77
-6.71
4.43
124.79
-6.71
4.43
124.76
-6.71
4.37
124.59
-6.71
4.19
124.26
-6.71
4.00
123.91
-6.62
3.83
123.60
-6.62
3.71
123.37
-6.62
3.58
123.16
-6.62
3.51
123.07
-6.62
3.48
123.02
-6.62
3.46
122.94
-6.62
3.42
122.81
-6.62
3.41
122.68
-6.52
3.45
122.66
-6.52
3.57
122.71
-6.52
3.69
122.82
-6.52
3.89
123.09
-6.52
4.13
123.45
-6.52
4.53
123.97
-6.42
4.90
124.40
-6.42
5.31
124.88
-6.42
5.53
125.24
-6.42
5.66
125.62
-6.42
5.66
125.83
-6.42
5.65
125.99
-6.42
5.61
126.03
-6.42
5.46
125.97 _
-6.42
3.61
122.97
-6.42
1.58
117.77
-6.52
N/A
87.36
-6.52
N/A
87.36 _
-6.52
N/A
87.36
-6.62
N/A
87.36
-6.62
N/A
87.36
CPT name: CPT -3
CLiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:55 PM 65
Project fle: PA2020 Pmjects\20-7093 Paseo Adelanto SIC Jamboree Housing\liquefaction Analysis\CPT Analysis\CPr Dq Analys¢.dq
This software Is licensed to: TGR Geotechnical, Inc. CPT name: CPT -3
Field input data :: (continued)
Point ID Depth q= t u Fines content Unit weight
(fr) (tsf) (tsf) (tsf) (%) (Pcf)
Abhreviations
Depth: Depth from free surface, at which CPT was performed (R)
q°: Measured cone resistance (tsf)
f:: Sleeve friction resistance (tst)
u: Pore pressure (tsf)
Fines content: Percentage of fines in soil (%)
Unitwelght: Bulk soil unit weight (pcf)
CUq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 6/25/2020, 12:47:55 PM 66
Project file: P:\2020 Projects\20-7093 Paseo Adelanto SIC Iamtoree Housing\Liquefaction Analysis\CFF Analysis\CPr Uq Analysis.clq
S S S S 8 S 8 S 8 S 8 0 8 S 8 8 8 0 8 S 8 S 8 8 8 S 8 8 8 S 8 S 8 S 8 8 8 0 o S o o S' o no 0 0 N
0 0 0 o c o c o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
N S N N S 8 N 8 o S N S o 0 8 0$ S C 0 0 0 0 0 0 0 s 0 0 g 0 0 0 9 0 0 8 0 0 0 0 0 0 0 0 0 0 0
d d d d d d c o 0 0 0 0 0 o d o d o d o d o 0 0 0 0 0 0 0 0 0 o c o d o o d o 0 0 o c d d o d d
m rn m m m m m m m n n N n m w m w loo u°Di L°i Sl INn Iloi v v v m lii lli INn Ion N N N N No .n. .v,. N,. 0 0 0 0
. . . . .
P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P
8 8 8 5 8 0 8 o S o$ 0 8 0 8 0$ 0 8 0 8 8 8 0$ o $ o 8 S$ S S S 8 S S m m m a v a i m ry ry 14i
o d d d d o 0 0 0 0 0 o d o d o 0 o d o d o d d d d o 0 0 o d d d o 0 0 o d o o d d d o d c o 0
S S S S 8 S 8 8 8 8 8 8 8 S S S 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 S 8 S S S S m$� M M 3 m n nIR
N N N N N N (V N N N N N N N !V N fV N N N !V N N (V !V N IV N !V N N N N N fV N fV O OO O le O. O O O OO O O
N< N IO OJ P O N li T L n oq T H N m N b n T 0 M C 1ff n W P N N m C b n m O N Q 1!1 b m T O W IM+1
O O O O OO O OO N '1 N N N N N N N N N M M M M M M M M< V V V V V V VI t!1 1!1 VI 1!1 1!1 1!1 Ill b aC b
t ^ N (Il Q t0 n W O ti N p L9 1p n . O e^'I m P O ti N V Ill tq OR P O N M R W? n m P N
rC� O N
g"" OO OO OO O O OO OO ti rI N ti ti �-I 'I ti N IV N lV N N N N fn Of M O1 In Ol M C P V P P C P V' Vl VI VI P V1 V1 In vl 1p Ip
�g
g o
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
o
d
o
o
d
d
o
0
o
d
o
0
o
d
d
o
o
d
d
d
d
c
c o
P
n
N
M
P
N
V1
M
O
P
b
Vl
M
P
n
V1
M
P
n
VI
M
P
b
1t1
M
O
P
n
N
M
P
IO
vl
M
O
P
ti
ti
ti
P
IO V1
3 OI
P
P
P
P
W
♦G
OJ
m
W
N
n
n
n
N
N
b
IO
IO
IO
1!1
1(1
1l1
Vf
Ill
Q
Y??
T
M
M
M
M
M
N
N
N
N
N
O
O O
P
P
P
P
P
P
P
P
P
O�
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
Ol
P
P
OI
Oi
O�
N
Oi
P
P P
LL S
O
O
S
S
S
S
O
O
S
O
S
S
O
O
O
S
S
S
O
S
O
O
S
S
S
S
S
S
O
S
S
S
S
S
S
S
S
M
IIn
M
V'
V
C
m
N
N M
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
Opp
O
O
0
0
0
0
0
0
O
O
O
O
O
Ol
O
O O
pO
S
S
S
S
S
S
S
O
SS
S
S
S
S
S
O
S
S
S
S
p
O
S
p
O
S
S
O
p
O
S
S
S
O
S
p
O
S
S
S
S
S
y
IO
b
IPII
Ln
�
m
Iy N
N
!V
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
IV
N
N
N
N
N
N
N
N
N
N
N
N
N
O
O
O
O
O
O
O
OO
OO OO
t ^ N (Il Q t0 n W O ti N p L9 1p n . O e^'I m P O ti N V Ill tq OR P O N M R W? n m P N
rC� O N
g"" OO OO OO O O OO OO ti rI N ti ti �-I 'I ti N IV N lV N N N N fn Of M O1 In Ol M C P V P P C P V' Vl VI VI P V1 V1 In vl 1p Ip
�g
H
W
b
J
O
O
O
O
O
O
Op
O
O
O
O
O
O
OJJ
O
O
O
Op
O
O
0
0
0
0
0
0
O��
0
0
0
0
0
0
O
O
O
O
O
O
O��
O
O
O
O
O
O
O
O
O
S
O
O
�
O
S
W
O
O
y
O
O
O
p
O
O
O
S
O
W
O
y
O
O
O
O
O
O
O
a
O
S
O
O
S
O
O
y
O
O
O
y
O
O
O
e
O
O
O
O
O
O
y
O
O
O
O
O
O
O
O
O
O
OO
0
0
0
0
0
0
0
0
0
0
OO
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
N
O
W
b
R
N
O
OJ
?
N
P
W
b
�
N
N
b
b
b
I(1
1!1
M
N
N
1!1
O
1!1
W
V'
b
V
R
tY
N
<
O
C
W
M
b
M
Q
M
N
M
O
M
W
N
b
N
N
N
N
O
N
W
b
N'I
O
W
O
3
O
P
O
P
P
OJ
P
W
P
W
P
W
P
W
W
W
RW
W
W
W
W
W
f�
W
N
W
h
OJ
rt
W
N
W
W
b
W
�O
W
W
W
W
W
W
W
W
W
W
OJ
OJ
OJ
W
W
W
W
W
W
W
W
N
W
W
W
W
W
W
W
W
W
fb+l
C
m
M
O
O
S
O
S
S
S
O
S
M
M
MM
M
MN
S
S
S
S
S$$$
S$$
S$
b�
b
1/Pf
y
Vl
P
P?
V<
�y
0
0
0
0
0
0
0
0
0
0
0
0
0
0
o
c
o
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
o
c
d
o
0
0
0
0
0
0
0
0
0
0
0
o
R
V
O
M
pW�
O
O
O
O
ON
W�1
VNI
1N!
M!1
Vl!1
NW�
bVV 1I
i
LL
OO
O
O
O
O
O
N
N
N
Np
N
N
N
fV
N
fV
N
fV
O
O
O
O
C
O
O
O
O
O
O
O
O
O
O
SS
N h
P
L
VI
N
N
V
b
N
C
b
'I
M
Yl
M
O
N
V
O
N
O
fV
R
�D
fV
n
S
M
Vi
lO
N
P
�
N
y.
Q
vt
P%
W
y
P
-i
N
N
Q
N
ry
�O
U
V'
vl
r�
OJ
P
N
M
Ll
b
N
P
O
M
?
V1
n
(O
(.
f�'1
.
N
O�
N
h
N
W C
C tl
a
o
o
o
o$$$$$$$
g
o
o
o
o
o$$$$$$0
S$
o$
S
S
.N.
-N.
o
.N.
�
o
oti
o
0
0
0
0
0
o
-
o
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
ni
0
0
0
0
0
0
o
o$
o
o
g
o
o$
o
o$$
o
o$$
o
o
o
o
o
o
o
0
0
0
o
g
o
o
o
o
y
0
0
0
0
G3
M
O
P
Ili
N
M
P
n
Vf
W
N
W
ti
W
P
N
n
Vl
n
M
h
N
P
t0
h
t0
V
M
b
H
b
P
ul
n
vt
VI
1!t
M
vt
O
Vt
P
a
h
a
Vt
It
M
v
v
P
M
N
M
V1
M
M
M
M
P
N
h
N
C'
N
M
N
N
.Pi
.ni
.Wr
.Mi
H
+
P
O
C E
3
O
P
O
P
P
W
P
W
P
W
P
W
P
W
W
<O
W
W
W
W
W
W
W
W
W
OJ
(O
m
b
0
W
W
tD
W
W
W
M
W
OJ
W
W
W
W
W
W
W
m
W
W
W
m
OJ
W
W
tO
W
W
O]
N
Q
C d
th
M
0
M
O
O
o
O
O
S
O
S
O
O
M
M
M
M
m
a
!+]
N
N
O
O
O
O
O
O$
S$$$$
VPf
e
b
b
INtt
W!
R
Q
V
Q
V
Q
a
a
V
:o M
�y
O
OO
R
0
0
0
0
0
0
0
0
0
0
0
OO
O
O
O
O
O
O
O
O
O
O
O
O
O
O
OO
O
OO
O
OO
OO
O
O
O
O
OO
O
O
O
O
O
C
O
O
G
U �
,gyp
ipp
bO
SO
bO
$N
SN
SN
SN
SN
SN
SfV
ON
SN
VMOt
VNOt
19
M4ff
�Yy1
IM(t
4`W7-.
O
O
O
O
O
Op
O
OO
N
(V
N
(V
N
N
N
N
N
N
N
N
O
O
O
O
O
O
O
O
O
O
OO
OO
a S
U
i N
ti
N
m
P
y
Oti
�{
H
IHNbm
t(
b
h
P
0
ti
M
P�
N 4
b
b
W
b
P
P
P
P
P
O
O
O
O
O
O
O
O
> Yp.
ti
ti
ti
ti»
65
d o d d d d d d o 0 0 o d o 0 o d o 0 0 0 0 o d d o 0 o d o d d d d d d o o c o 0 0 0 o d d o 0
O O O O O mO O n0 '� g o 0 0 0$ o o g o g o o g o 0 0 0 0 0 o g o o g o g o r°� o 0 0 0 o g o 0 0
0 0 0 0 0 o d d d 6 d o 0 0 0 o d o 0 0 0 0 0 0 0 0 0 o d o d o d o d o d o 0 0 0 o a o 0 0 0 0
� P N O n � P N O m V1 P Mm Om m^^^ n b $� N N N �' INI1 10!) T V V V C ISI M 1+1 ri t+l N N N N N N H H
0 0 0 o m m m m m m m
O$ O R P M l0i O O S S S O$ S$ S S$ 0 0 0 0 0 0 0 0 0 0$ O$ S 00 $ O O S O S O S O M 1011 C V
0 0 0 0 0 0 0 0 OO O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O
S O O v1 u1 �O W N O m O O p P O m 10 1/t Vf v1
t n m O ti N P INIf b Ol O N IM+1 P G n W T n N Ill 1(1 ID W T O ti N P VNi 1p N O N M P�. n S O .Pi N M Ln �C 0 A
y� � NNi .Mi ti .M4 ti �Mi emi Hmi .Pi ti .Pi Pi vPi .Pi H rP-1 N ti ti w N .Ni N .Oi .O-1 .Oi ti e0i ti� ti N H H Hni N .nr m m m m m m m m
g o
0
o$
0
0
o
0
0
g
0
o
0
o$
0
0
o$
0
0
0
0
8
0
0
0
8$
0
0
o
0
0
0
0$$
0
0
0
o$$$
o
c
o
0
8$$$
0
0
0
0
0
0
8$
0
0
e
0
o$$$
0
0
o
c
e$$$$$
o
0
0
0
0
0
o
0
0
o
0
a
0$
o 0
o"
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
o
d
o
0
0
0
0
0
0
0
0
0
0
0
0
o
c
o
0
0
0
0
0
0
0 0
n
Vf
M
O�
n
Ol
y
�
M
O�
pI
P
m
n
m
V1
m�
M
O
m,
OI
n
n
1�
I(1
n
N
n
'1
n
m
b
n
V
Vf
�O
M
1p
b
T
1!f
n
V1
N
N
M
u1
Ill
O�
P
n
P
II1
P
M
V
P
OI
M
n
t+l
V1
M
M
M
N
M
m
N
n
N
1!1
N
m
N
O
N
m
n
'1
LL P
O
0
O
0
L
0m
10/1
0
V
0
lV
0
ti
o
O
c
S
o
O
c
O
o
O
0
O
0
O
0
O
0
S
0
O
0
S
0
O
0
O
0ll
O
o
O
cl
O
om
O
0
O
0
O
0
O
0
O
0
O
0
O
0
O
0
O
0
O
0
S$
0
0
S
0
O
0
S
0
O
0
O
0
O
0
O
0
O
0
N
0
Q
0
Y P
0 0y
p0
1O
O
O
S
S
F8
8
8
8
V01
S
S
O
M
ry
I�
b
Y
1p
b
n
m
S
S
S
S
S
O
S
S
S
S
S
S
8
8
m
1N1
N
N
n
p
N
1l1 1l1
LL OO
N
N
O
O
O
O
O
ti
+
N
N
(V
N
N
ti
ti
ti
ti
�"1
.
v'1
ve
.
v'.
!V
N
N
N
N
N
N
N
N
N
N
N
fV
N
ti
ti
ti
O
OO
OO
O O
t m Ol O N tm+l b n m N ti N P IMII m F T O M N n P O N 1 f V n m O ti N< N lD W O M C Lq n OJ
0 a N N ti ti ti ti N H H ti ti Z Z ti Z ePj wPl ti N H N H H H H H H ti H N b ti ti N ti N ti ti H m W tim
m
0
This software is licensed to: TGR Geotechnical, Inc. CPT name: CPT -3
:: Liquefaction Potential Index calculation data :: (continued)
Depth
FS
FL
w,
d,
LPI
Depth
FS
FL
W.
d,
LPI
(ft)
(ft)
19.00
0.47
0.53
7.10
0.08
0.09
19.04
0.43
0.57
7.10
0.04
0.05
19.12
0.43
0.57
7.09
0.08
0.10
19.16
0.44
0.56
7.08
0.05
0.06
19.25
0.44
0.56
7.07
0.08
0.10
19.33
2.00
0.00
7.05
0.08
0.00
19.37
2.00
0.00
7.05
0.04
0.00
19.45
2.00
0.00
7.04
0.08
0.00
19.49
2.00
0.00
7.03
0.04
0.00
19.57
2.00
0.00
7.02
0.08
0.00
19.65
2.00
0.00
7.01
0.08
0.00
19.69
2.00
0.00
7.00
0.04
0.00
19.77
2.00
0.00
6.99
0.08
0.00
19.85
2.00
0.00
6.97
0.08
0.00
19.89
2.00
0.00
6.97
0.04
0.00
19.97
2.00
0.00
6.96
0.08
0.00
20.02
2.00
0.00
6.95
0.04
0.00
20.10
2.00
0.00
6.94
0.09
0.00
20.18
2.00
0.00
6.92
0.08
0.00
20.22
2.00
0.00
6.92
0.04
0.00
20.30
2.00
0.00
6.91
0.07
0.00
20.35
2.00
0.00
6.90
0.05
0.00
20.43
2.00
0.00
6.89
0.08
0.00
20.51
2.00
0.00
6.87
0.08
0.00
20.55
2.00
0.00
6.87
0.04
0.00
20.62
2.00
0.00
6.86
0.08
0.00
20.70
2.00
0.00
6.84
0.08
0.00
20.74
2.00
0.00
6.84
0.04
0.00
20.82
2.00
0.00
6.83
0.08
0.00
20.87
2.00
0.00
6.82
0.04
0.00
20.95
2.00
0.00
6.81
0.08
0.00
21.03
2.00
0.00
6.80
0.08
0.00
21.07
2.00
0.00
6.79
0.04
0.00
21.15
2.00
0.00
6.78
0.08
0.00
21.23
2.00
0.00
6.77
0.08
0.00
21.27
2.00
0.00
6.76
0.04
0.00
21.35
2.00
0.00
6.75
0.08
0.00
21.43
2.00
0.00
6.73
0.08
0.00
21.47
2.00
0.00
6.73
0.04
0.00
21.55
2.00
0.00
6.72
0.08
0.00
21.59
0.43
0.57
6.71
0.04
0.05
21.67
0.50
0.50
6.70
0.08
0.08
21.75
0.58
0.42
6.69
0.08
0.07
21.79
0.59
0.41
6.68
0.04
0.03
21.87
0.59
0.41
6.67
0.08
0.06
21.94
0.64
0.36
6.66
0.08
0.06
21.99
0.77
0.23
6.65
0.05
0.02
22.07
0.95
0.05
6.64
0.08
0.01
22.13
1.18
0.00
6.63
0.06
0.00
22.19
1.44
0.00
6.62
0.05
0.00
22.25
1.58
0.00
6.61
0.06
0.00
22.33
2.00
0.00
6.60
0.09
0.00
22.40
2.00
0.00
6.59
0.07
0.00
22.46
2.00
0.00
6.58
0.06
0.00
22.52
2.00
0.00
6.57
0.06
0.00
22.59
2.00
0.00
6.56
0.07
0.00
22.65
1.69
0.00
6.55
0.06
0.00
22.73
1.61
0.00
6.54
0.08
0.00
22.80
1.61
0.00
6.52
0.08
0.00
22.84
1.66
0.00
6.52
0.04
0.00
22.92
1.63
0.00
6.51
0.08
0.00
23.00
2.00
0.00
6.49
0.08
0.00
23.04
2.00
0.00
6.49
0.04
0.00
23.12
2.00
0.00
6.48
0.08
0.00
23.16
2.00
0.00
6.47
0.04
0.00
23.24
2.00
0.00
6.46
0.08
0.00
23.30
2.00
0.00
6.45
0.05
0.00
23.37
2.00
0.00
6.44
0.07
0.00
23.43
2.00
0.00
6.43
0.06
0.00
23.49
2.00
0.00
6.42
0.06
0.00
23.56
2.00
0.00
6.41
0.07
0.00
23.63
2.00
0.00
6.40
0.07
0.00
23.69
2.00
0.00
6.39
0.07
0.00
23.76
2.00
0.00
6.38
0.07
0.00
23.82
2.00
0.00
5.37
0.06
0.00
23.89
2.00
0.00
6.36
0.06
0.00
23.95
2.00
0.00
6.35
0.07
0.00
24.02
2.00
0.00
6.34
0.07
0.00
24.09
2.00
0.00
6.33
0.07
0.00
24.15
2.00
0.00
6.32
0.06
0.00
24.22
2.00
0.00
6.31
0.07
0.00
24.28
2.00
0.00
6.30
0.06
0.00
24.35
2.00
0.00
6.29
0.07
0.00
24.42
1.08
0.00
6.28
0.06
0.00
24.48
0.88
0.12
6.27
0.06
0.01
24.55
0.89
0.11
6.26
0.07
0.02
24.61
0.93
0.07
6.25
0.06
0.01
24.68
0.85
0.15
6.24
0.07
0.02
24.74
0.89
0.11
6.23
0.07
0.01
24.81
0.93
0.07
6.22
0.07
0.01
24.88
0.90
0.10
6.21
0.07
0.01
24.95
0.91
0.09
6.20
0.07
0.01
25.03
0.91
0.09
6.19
0.08
0.01
25.08
0.92
0.08
6.18
0.05
0.01
25.16
0.90
0.10
6.17
0.08
0.02
25.20
0.81
0.19
6.16
0.04
0.02
CLiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:55 PM
70
Project file: P:\2020 Projects\207093 Paseo Adelanto SIC Jamboree
Housing\Liquefaction Analysis\CPf Analysis\CPf Liq
Anatysis.dq
0 0 o c o 0 0 0 0 0 0 0 o d c c o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o c o 0 0 0 0 0 o c o
0. 4 4 o o g$ o o� o 4 o� o 4 4 o o p o� o$ o 0 0� o 0 0 o S o 0 o S 4 o 2d o2� o$ o 0 0
d d d d d d o 0 0 0 0 0 0 0 o d d d d d d d o d o 0 0 0 0 0 0 0 0 o d o d a o d d d d d o o c o
.P. .N. 0 0 0 0 0 On) T T P NW m m� OOJ n n n h on b b b .No 100 Lqi uWi Lii Lii Lq v v< a a M m m rpn N N n n Cp
N 1G 10 10 10 10 0 10 1!1 Vf N VI Vl t!) 4!1 V1 1(1 IA 1!f Vl VI Vl Vl V1 V1 1(1 1!f 1!1 1!f Vf V1 IA Vf VI VI Vl VI 4!1 1!1 Vl If1 Ih If1 1/1 If1 VI 1f1 4A
S L $ o S r% F S S 8 S N F S IR It N o S S S 8 S 8 S o 8 S S S o 8 0 8 S 8 S S SSSS o
O O O O O O O O O O O O O p O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O
1011 C d' V' S S N N S S S S N N NN N M M M V1 h P b (M'1 M 1~I .0 i O S P O lel N 10 1� S S S S S S S S S S S
OO N fV N fV N N N (V N N N
M V S n m O H N It 10 n OP O -i M Q tll n.. .-i N M p F a. O ^P'� In< IX 10p . P O N p M V 10 n W T -i N P INTI
dC v1 VI v1 VI v1 10 10 1D 10 16 10 0 IO I� n N 1� N h n h W W W W W W W Oi P P P P P Oi P M M M M M 1`Ot M M N m In M
3 o
Soo
0
0
0
S
0
S
0
0
0
8
0
8
0
8
OO
S
O
S
O
O
o
O
o
O}
0
0
0
o
0
0
0
0
0
0
o
0
O
8
o
S
o
S
OO
8
o
8$
OO
O
0
OO
8
S
O
S
O
8
8
O
8
OO
S
OO
8
S
O
8
OO
S
8
S
OO
8
S
OO
8 8
OO O
W0
O O
a
O
O
O
O
o
O
O
W
O
S
S
S
o
O
y
O
e
O
O
O
O
S
O
O
y
O
o
O
O
O
O
O
o
o
yOO
O
o
o
pO1O
O
S
O
o
¢O1O
O
O
O
yO
O
pOO
O
O
WOO
O
O
O S
0
0
o
p
o
0
0
0
0
0
0
0
o
p
p
o
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
o
c
o
0
0
0
0
0
0
0 0
3
M
O
P
0
N
0
0
g
N
0
o
q
P
P
C�
P
P
P
Cy
P
P
W
W
N
W
N
W
N
m
P
N
h
n
Vt
�
1'1
n
n
P
.o
h
�D
a
q
In
10
a
W
u+
N
In
vl
In
M
In
O
In
P
v<<<
N
v1
N
i
N
N
O
N
M
N
N
N
N N
1D
10
1D
10
10
10
10
1p
I!I
I!f
l(1
1!f
t!f
IA
VI
V1
ul
VI
N
V1
vl
1A
1!I
vl
I(I
Ih
1!1
I!1
l!f
1t1
VI
I!1
Vi
Vf
1!I
VI
VI
VI
I!I
Ill
I!I
VI
I!1
Vf
I!1
1!1
Ifl v1
nIlv
Iy M
Ill
vl
Vf
n
of
p
O
0
O
In
N
0
r�
0
O
0
O
o
O
O
O
O
n
N
I�
N
1�
10
W
10
P
N
P
f+l
N
o
O
0
O
0
O
0
O
0
O
0
O
o
O
g
o
S
o
`�
o
S
S
o
o
S
o
0
o
S
o
S S
O
O
O
O
O
O
ON
O
O
O
O
O
O
O
O
ON
Oli
O
O
O
O
O
O
Op
0
0
0
0
0
0
0
0
0S
pl
O
LL q
ONNOONNN
NO
O
NO
OOO
1ON9
0
0O
0�
OO
ryO
-
'"'
NNN
NNNNN
N0
l0S4
N
4^ N V Lq 1 0 W T O N IMI Q N n W P'1 N t+1 VNI 1D N P N I/0I 1D W P O N M Lq 1ND n W O ti N C N 10 N N I . Af P
W tl1 1!I VI IIf vl vl 10 10 �O 0 10 0 1p 10 h N f� N N N N W W W W W W W W P P P P P P P op p O p O
n
9,
bp'sjSNeuy bIf 1d0\SISMeuv ddJ\SISAew wOoe;anbll\6ulsnoH a ogwer 06 olueppy oased E60L-OZ\Walwd OZOZ\:d :a10 Varwd
ZL Wd SS:Lb:ZT 'OZOZ/SZ/8 wo palewo Nodad - wemyoS Iuau s asst' uol43e/anbrl,ld7 - ST'I'E'Z'A b.rD
OCT
40'0
6Z'b
00'0
99'1
08'LE
OCT
60'0
SZ'4
OCT
L9'I
9L'LE
00'0
40'0
9Z'4
00'0
697
L9'LE
00'0
80'0
LZ'b
'00'0
00'Z
E9'LE
OCT
40'0
BZ'b
00'0
007
SS'LE
00'0
80'0
8Z'1
OCT
007
OS'LE
00'0
80'0
0£'4
00'0
007
Z1'L£
00'0
40'0.
TE'b
00'0
00'Z
6E'LE
00'0
80'0
ZE'b
00'0
007
OE'LE
00'0
SOT
£E'6
00'0
OOZ
TZ'LE
00'0
80'0
4£'b
00'0
00'Z
LT'LE
OCT
40'0
SEI,
OCT
007
80'LE
OCT
60'0
9S6
OCT
007
40'LE
00'0
SOT
LEb
OCT
00'Z
5619E
OCT
80'0
BE'b
00'0
007Z
16'9E
00'0
SO'0
6E'4
OCT
007
E8'9E
OCT
80'0
6E'b
00'0
007
8L'9E
00'0
SOT
Tb'4
00'0
00'Z
OL'9E
00'0
80'0
T6'4
OCT
007
S9'9E
00'0
80'0
Ebb
00'0
007
LS'9E
OCT
b0'0
"'6
00'0
007
6619E
00'0
60'0
54'4
00'0
00'Z
S6'9E
00'0
40'0
96'6
00'0
007
9E'9E
00'0
80'0
94'4
OCT
OOZ
ZE'9E
00'0
SOT
81'4
00'0
00'Z
bZ'9E
00'0
BOT
86'4
OCT
007
61'9E
00'0
80'0
OS'6
00'0
007
TT'9E
OCT
40'0
TS'1
00'0
007
EO'9E
00'0
80'0
ZS'4
00'0
007
86'SE
OCT
60'0
ES'1
00'0
007
06'SE
00'0
80'0
65'4
00'0
007
98'SE
00'0
60'0
SS'4
OCT
007
BL'SE
00'0
80'0
SS'4
00'0
007
ELSE
00'0
BOT
LS'1
OCT
007
S9'SE
00'0
SOT
85'6
00'0
007
LSSE
OCT
90'0
651,
OCT
007
ZS'SE
00'0
60'0
0911
OCT
007
11'SE
00'0
80'0
T911
OCT
007
O6'SE
00'0
SOT
Z9'4
00'0
007
ZE'SE
00'0
80'0
Z91,
OCT
00'Z
Inc
OCT
80'0
49'6
00'0
00'Z
6I'SE
00'0
SOT
S9'1
OCT
00'Z
TT'SE
00'0
80'0
9916
00'0
007
SO'SE
00'0
60'0
L9'4
00'0
00'Z
86'45
00'0
80'0
8911
OCT
007
E6'4£
00'0
60'0
691,
OCT
007
Saw
00'0
80'0
OL'1
OCT
007
TB'1E
00'0
SOT
TL17
OCT
007
ZL'6E
0010
80'0
ZL'4
00'0
007
8911E
0010
60'0
EL'1
OCT
00'Z
09'6E
00'0
80'0
EL'6
00'0
007
SS'4E
OCT
80'0
SLI,
00'0
007
L6'6E
00'0
40'0
9L'4
0010
00'Z
6E'6E
OCT
80'0
LL'4
OCT
007
SE'6E
00'0
10'0
8114
0010
00'Z
LZ'4£
00'0
80'0
aft,
00'0
00'Z
ZZ'6E
00'0
80'0
08'4
OCT
00'Z
bI'4E
OCT
60'0
T81,
00'0
007
90'65
0010
80'0
ZB'6
00'0
007
TO'K
0010
90'0
EB'b
OCT
b0'Z
E6'EE
00'0
LO'0
Vol,
00'0
007
MEE
00'0
LO'0
SB'b
00'0
OOT
O8'EE
OCT
40'0
981,
OCT
00'Z
WEE
00'0
80'0
1811
00'0
007
99 -CE
00'0
40'0
8817
00'0
007
WEE
00'0
80'0
681,
00'0
00'Z
9515E
0010
80'0
061,
00'0
00'Z
86'EE
00'0
40'0
T647
OCT
007
OVEE
00'0
80'0
Z6'b
00'0
00'Z
WEE
0010
SO'0
£61,
00'0
007
8Z'£E
00'0
80'0
66'6
00'0
007
EZ'EE
00'0
40'0
S6'6
00'0
007
ST'EE
00'0
80'0
%'6
00'0
007
TT'EE
0010
80'0
16'6
00'0
007
EO'£E
00'0
40'0
863,
00'0
007
46'ZE
00'0
80'0
661,
00'0
007
067£
OCT
60'0
00'5
00'0
OCT
Z8'ZE
00'0
80'0
TO'S
00'0
007
LL'ZE
OCT
40'0
ZO'S
OCT
OOT
697E
00'0
80'0
ZO'S
OCT
007
'S9'ZE
00'0
80'0
40'5
00'0
00'Z
LS'ZE
OCT
60'0
SO'S
00'0
00'Z
64'ZE
OCT
60'0
90'5
00'0
00'Z
S4'ZE
00'0
60'0
LO'S
00'0
007
9E'ZE
OCT
80'0
80'5
OCT
007
IE'ZE
00'0
SOT
60'S
00'0
00'Z
EZ'Z£
00'0
80'0
OT'S
OCT
007
817E
OCT
10'0
TT'S
00'0
007
OT'ZE
00'0
80'0
IT'S
00'0
007
907£
00'0
80'0
ET'S
00'0
00'Z
86'TE
00'0
40'0
K'S
OCT
007
68'TE
00'0
80'0
ST'S
00'0
00'Z
S8'TE
00'0
40'0
9T'S
00'0
00'Z
LL'TE
00'0
80'0
91'S
OCT
007
ELIE
00'0
90'0
8T'S
OCT
007
S9'TE
00'0
40'0
61'S
00'0
007
9TTE
Idl
'p
`m
y
Sd
Lpdaa
Idl
rp
'm
'd
SA
41dap
(panuquoo) :: qep uopelnalea xapuI lequaaod ualTaeTanhn
E-1dJ :aweu ld7 'ouI'leoluyoaloa9 Tlgl :ol pasuaoll SI aJeml}os sly1
EL
b1>•s. euy bil ld7\sisNeuy ld7\s!%VeW uayGanbO\6uisiwH aaxgweT 7[5 oluelapy cased £60L-0Z\sl-Q(o+d OZOZ\:d :alU Pa[o.y
Wd SS:LbZT 'OZOZ/SZ/8 :uo palean podad - wernyoS luaussas V uopelanbn id:) - ST'T'£'Z'A bro
00'0
80'0
8Z'£
00'0
007
IT'"
00'0
50'0
6Z'£
00'0
007
£0'44
90'0
80'0
WE
TL'0
6260
86'£6
£0'O
40'o
TE'E
IL60
6260
06'£6
90'0
80'0
WE
OLIO
0£'0
98'E4
EO'0
50'0
E£'£
89'0
ZE'O
9L'E4
SO'O
80'0
4£'E
99'0
4E'0
EL6£4
EO'O
40'0
SE'£
69'0
9E60
S9'E4
S060
80'0
SE'E
Z910
8£'0
T9'£4
SO'D
80'0
LE'E
79'0
8£'0
ZS'E4
EO'O
SO'O
WE
1910
6E'0
44'E4
SO'0
80'0
WE
6S'O
T460
O4'E4
E060
50'0
O4'E
85'0
Zb'0
TE'E4
SO'0
80'0
T4'E
LS'O
£4'0
4Z'E4
£060
6060
Z4'E
LS'O
£4'0
ST'E4
SO'O
80'0
E4'£
LS'O
E4'O
4T'E4
£0'0
SO'o
WE
95'0
44'0
90'E4
SO'0
60'0
S4'E
65'0
96'0
MET,
ZO'0
40'0
94,E
£S'0
L4'0
£674
60'0
90'0
94,E
TS'0
66'0
8974
ZO'0
40'0
84'£
OS'0
05'0
0971,
60'0
80'0
84'£
84'0
ZS'0
9L'Zb
40'0
80'0
OS'£
L4'O
ES'O
L974
ZO'0
SO'O
TS'E
L4'0
ES'0
6S'Zb
40'0
80'0
ZS'E
64'0
TS'O
4S'Z4
ZO'0
60'0
£S'£
TS'0
64'0
94'Z4
5060
8060
4S4E
ES'0
L4'0
Z4'Z4
£0'0
SO'0
SS'£
4S'O
96'0
£E'Z4
SO'O
80'0
9S'£
55'0
Sb'0
6Z'Z4
EO'O
SO'0
15'£
SS'O
Sb'0
TZ'Z4
So'0
80'0
LS'E
95'0
46'0
9174
SO'O
80'0
6S6£
LS'O
E4'0
80'74
E060
40'0
09'£
85'0
Z4'0
0074
SO'O
80'0
T9'£
6S'O
T4'0
9614
£0'0
40'0
Z9'£
09'0
O4'0
L91b
90'0
60'0
ME
6S'0
T4'0
£8'T4
EO'O
60'0
49'E
85'0
74'0
SL'I4
So'D
80'0
49'£
9S'0
44'o
OL'T4
SO'0
80'0
99,E
65'0
96'0
Z9114
£0'0
60'0
L9'E
£50
LVO
45'T4
SO'0
80'0
89,E
IS'O
6610
o5'T4
40'0
80'0
69'£
IS'0
64'0
Z4'T4
£0'0
40'0
OL'£
£5'0
L4'0
4E'T4
SO'0
80'0
TL'E
4S6O
96'0
O£'Tb
EO'0
40'0
WE
LS'O
E4'0
ZZ'T4
90'0
80'0
WE
E9'O
LE'0
ST'T4
9010
80'0
4L'£
6960
TE'0
60'T4
40'0
40'0
SL'E
T4'0
6Z'0
TO'I4
LO'O
80'0
9L'£
TL'0
6Z'O
16'01,
EO'0
60'0
WE
OL'D
DUO
.68'06
0060
80'0
8L6£
0010
00'7
48'04
00'0
60'0
6L'E
0060
DO'Z
9L'ob
00'0
80'0
6L'£
00'0
007
ZL'O4
00'0
SO'O
TWE
00'0
007
E9'04
00'0
80'0
TWE
00'0
007
6S'O4
00'0
90'0
WE
00'0
DO'Z
TS'06
00'0
SO'O
48,E
0010
007
E4'O4
00'0
80'0
S84E
00'0
00'7
SE'O4
00'0
40'0
9B'£
00'0
007
OE'O4
00'0
80'0
98,E
0010
00Z
9Z'ob
00'0
80'0
884E
00'0
007
LT'O4
00'0
90'0
68'£
00'0
007
60'04
E040
40'0
06'£
5910
SE'O
£0404
LO'O
60'0
WE
L9'0
EE'O
66'6£
60'0
5010
Z6'E
8910
Z£'0
16'6£
LO'O
60'0
E67£
S940
S£'0
98'6£
Eo'0
40'0
664E
Z9'0
8£'0
9L'6£
SO'0
60'0
b6'£
86'0
ZS'O
£L'6£
ZO'O
60'0
964E
6£'O
19'0
99'6E
£0'0
80'0
964E
87'0
ZL'0
09'6£
ZO'O
90'0
864E
8T'0
Z8'0
ZS'6E
0040
40'0
664E
90'0
6640
44'6£
00'0
80'0
00'4
00'0
SO'T
6£'6£
00'0
60'0
TO'b
000
bT'I
T£'6£
00'0
80'0
ZO'4
0010
47'T
LZ'6£
00'0
SO'O
EO'4
00'0
OE'I
ST'6E
00'0
90'0
40'4
0010
LE'T
4T'6£
00'0
60'0
SO'4
00'0
TFT
90,6E
00'0
90'0
50'6
0010
44'1
TO'6E
00'0
90'0
LO'4
00'0
Sill
E6'BE
00'0
50'0
80'4
00'0
94'T
SOW
00'0
80'0
601,
00'0
94'T
08'8E
00'0
60'0
OT1,
00'0
wl
WSE
00'0
80'0
TT'4
DO'0
E4'T
99,8E
00'0
60'0
ZT'4
00'0
ob'T
09'9£
00'0
80'0
ZT'4
0040
S£'T
55'8£
00'0
80'0
bT'4
00'0
DE'T
L4'8£
00'0
40'0
ST'4
00'0
9Z'T
6VSE
00'0
80'0
9T'4
0010
4Z'T
SEW
00'0
80'0
LT'4
00'0
ZZ'T
LZ'8£
00'0
b0'0
811,
00'0
LT'T
6T'9E
DPD
SO'0
6I'4
00'0
SZ'T
ST'S£
00'0
90'0
6I'4
00'0
LE'T
60,8E
00'0
80'0
TZ'4
00'0
9S'T
TO'8£
00'0
SO'O
ZZ'4
0010
E9'T
E6'LE
0040
80'0
£7'4
00'0
S9'T
WE
(a)
(u)
Idl
`p
`M
'd
SA
Ndaa
Idl
`p
.M
'j
Sd
41da0
(panupum) :: elep uopelnaleo xapul lepualod
umhelanbll
£-1d) :aweu 1d7 .dui IPU4 IWD ME)1 :ol PaSW311 Si Wem4m 5141
This software is licensed to: TGR Geotechnical, Inc.
Liquefaction Potential Index calculation data :: (continued)
Depth FS FL w: d, LPI
(ft)
44.20
44.32
44.45
44.58
44.70
44.83
44.95
45.09
45.22
45.38
45.51
45.64
45.76
45.89
46.01
46.14
46.27
46.40
46.52
46.69
46.82
46.94
47.07
47.20
47.31
47.45
47.61
47.73
47.84
47.97
48.10
48.23
48.36
48.53
48.66
48.76
48.89
49.02
49.15
49.28
49.42
49.55
49.68
49.81
49.94
50.10
50.22
50.36
CPT name: CPT -3
Depth FS FL w, d, LPI
(ft)
2.00
0.00
3.26
0.09
0.00
44.24
2.00
0.00
3.26
0.05
0.00
2.00
0.00
3.25
0.08
0.00
44.38
0.28
0.72
3.24
0.06
0.04
0.31
0.69
3.23
0.08
0.05
44.50
0.43
0.57
3.22
0.04
0.02
0.55
OAS
3.21
0.08
0.04
44.66
0.70
0.30
3.19
0.08
0.02
0.78
0.22
3.19
0.04
0.01
44.78
0.82
0.18
3.18
0.08
0.01
0.84
0.16
3.17
0.05
0.01
44.91
0.85
0.15
3.16
0.08
0.01
0.85
0.15
MS
0.04
0.01
45.03
0.83
0.17
3.14
0.08
0.01
0.81
0.19
3.13
0.05
0.01
45.17
0.78
0.22
3.12
0.08
0.02
0.76
0.24
3.11
0.04
0.01
45.29
0.76
0.24
3.10
0.08
0.02
0.75
0.25
3.08
0.08
0.02
45.42
0.73
0.27
3.08
0.04
0.01
0.72
0.28
3.06
0.09
0.02
45.55
0.71
0.29
3.06
0.04
0.01
0.69
0.31
3.05
0.09
0.02
45.68
0.67
0.33
3.04
0.04
0.01
0.66
0.34
3.03
0.08
0.03
45.80
0.64
0.36
3.02
0.04
0.01
0.62
0.38
3.01
0.08
0.03
45.97
0.59
0.41
2.99
0.08
0.03
0.55
0.45
2.99
0.04
0.02
46.09
0.51
0.49
2.98
0.08
0.04
0.45
0.55
2.97
0.04
0.02
46.22
0.41
0.59
2.96
0.08
0.04
0.37
0.63
2.95
0.04
0.02
46.35
0.34
0.66
2.94
0.09
0.05
0.32
0.68
2.93
0.05
0.03
46.48
0.31
0.69
2.92
0.08
0.05
0.31
0.69
2.91
0.04
0.03
46.61
0.32
0.68
2.90
0.08
0.05
0.33
0.67
2.88
0.08
0.05
46.73
0.32
0.68
2.88
0.04
0.02
0.31
0.69
2.87
0.08
0.05
46.86
2.00
0.00
2.86
0.04
0.00
2.00
0.00
2.85
0.08
0.00
46.99
2.00
0.00
2.84
0.05
0.00
2.00
0.00
2.83
0.08
0.00
47.12
2.00
0.00
2.82
0.05
0.00
2.00
0.00
2.81
0.08
0.00
47.28
2.00
0.00
2.79
0.08
0.00
2.DO
0.00
2.79
0.03
0.00
47.41
0.24
0.76
2.78
0.09
0.06'
0.25
0.75
2.77
0.04
0.03
47.53
0.31
0.69
2.76
0.08
0.05
0.42
0.58
2.74
0.08
0.04
47.65
0.51
0.49
2.74
0.04
0.02
0.60
0.40
2.73
0.08
0.03
47.78
0.67
0.33
2.72
0.04
0.01
0.73
0.27
2.71
0.07
0.02
47.93
0.78
0.22
2.70
0.08
0.01
0.84
0.16
2.69
0.04
0.01
48.06
0.86
0.14
2.68
0.08
0.01
0.87
0.13
2.67
US
0.00
48.19
0.87
0.13
2.66
0.09
0.01
0.86
0.14
2.65
0.05
0.01
48.32
0.86
0.14
2.64
0.08
0.01
0.85
0.15
2.63
0.04
0.01
48.44
0.85
0.15
2.62
0.08
0.01
0.85
0.15
2.60
0.08
OM
48.57
0.85
0.15
2.60
0.05
0.01
0.85
0.15
2.58
0.09
0.01
48.71
0.86
0.14
2.58
0.05
0.01
0.86
0.14
2.57
0.05
0.00
48.84
0.86
0.14
2.56
0.09
0.01
0.86
0.14
2.55
0.05
0.01
48.97
0.85
0.15
2.54
0.09
0.01
0.84
0.16
2.53
0.05
0.01
49.11
0.83
0.17
2.52
0.08
0.01
0.82
0.18
2.51
0.05
0.01
49.24
0.80
0.20
2.50
0.08
0.01
0.79
0.21
2.49
0.05
0.01
49.37
0.78
0.22
2.48
0.09
0.01
0.77
0.23
2.47
0.05
0.01
49.51
0.75
0.25
2.46
0.09
0.02
0.74
0.26
2.45
0.05
0.01
49.64
0.75
0.25
2.44
0.09
0.02
0.78
0.22
2.43
0.05
0.01
49.76
0.80
0.20
2.42
0.08
0.01
0.81
0.19
2.41
0.04
0.01
49.90
0.82
0.18
2.40
0.09
0.01
0.83
0.17
2.39
0.05
0.01
50.03
0.83
0.17
2.38
0.09
0.01
0.84
0.16
2.37
0.07
0.01
50.14
2.00
0.00
2.36
0.05
0.00
2.00
0.00
2.35
0.08
0.00
50.28
2.00
0.00
2.34
0.06
0.00
2.DO
0.00
2.32
0.08
0.00
50.40
2.00
0.00
2.32
0.04
0.00
CLiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:55 PM 74
Project file: P:\2020 Projects\20-7093 Paseo Fdelanto SIC Jamboree Mousing\Liquefaction Analysis\CPT Analysis\CPT Lq Ana".ciq
This software is licensed to: TGR Geotechnical, Inc. CPT name: CPT -3
Liquefaction Potential Index calculation data :_(continued)_
Depth FS R. w, d, LPI Depth FS FL M d, LPI
(ft) (ft)
Overall liquefaction potential: 13.54
LPI = 0.00 - Liquefaction risk very low
LPI between 0.00 and 5.00 - Liquefaction risk low
LPI between 5.00 and 15.00 - Liquefaction risk high
LPI > 15.00 - Liquefactionrisk very high
Abbreviations
F5: Calculated factor of safety for test point
FL: 1 - FS
w.: Function value of the extend of soil liquefaction according to depth
d.: Layer thickness (ft)
LPI: Liquefaction potential Index value for test point
CLiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/2512020, 12:47:55 PM 75
Project file: P:\2020 Projects\20-7093 Paseo Adelanto SIC Jamboree Housing\Liquefaction Analysis\CPT Analysis\CPr Liq Analysis.clq
This software is licensed to: TGR Geotechnical, Inc.
C
Estimation of post -earthquake settlements
Cone resistance SBTn Plot FS Plot Strain plot
E
A{ 12 —t
A rm )m Inn 4m vl
FE
E
1 2 3 4
qt (tsf) Ic (Robertson 1990)
Abbreviations
qr:
Total cone resistance (cone resistance ck corrected for pore water effects)
L:
Sod Behaviour Type Index
FS:
Calculated Factor of Safety against liquefaction
Vdvnentric strain:
Post -liquefaction vokmentric strain
0 0.5 1 1.5 2
Factor of safety
2I
4
6
8
CPT name: CPT -3
Vertical settlements
Setdenent (in)
CLiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:55 PM 76
Pmiect file: PA2020 Projects\20-7093 Paseo Adelantu 53C Jamboree Housing\Liquefaction Analysis\CAT Anatysis\CPT Do Analysis.clq
7
n
n
d
F
N
N
N
ry
N
O
O
N
O
N
O
O
O
O
O
O
S
O
O
O
O
S
p
O
O
O
O
O
O
O
O
O
O
O
O
O
O
S
O
S
O
S
O
O
O
O
O
O
O
S C
y
O
0
O
0
O
0
O
0
O
0
O
0
O
0
O
0
O
0
0
OO
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
o
S
g
o
g
o$
o
o
S$
o
0
0
0
o
S
o
g
o
g
S
o
o
g
S
o
0
0
0
0
0
0
0
0
o
g
o
mob,
o
S
o
a
g
o
0
0
0
LL
-
-
-
-
-
-
-
-
-
-
-
gyp:
N
N
N
M
M
N
N
pp...�
O�
Vl
O
O
ti
ti
O
O
O
S
S
S
S
S
S
O
4\
O
O
O
O
W
n
T
SR
S
S
S
O
S
O
S
S
S
S
P
N
N
N
N
N
N
N
n
H
N
N
N
N
N
O
O
O
O
O
O
O
O
O
H
N
N
N
N
+y
N
ti
O
O
O
O
O
O
O
O
O
O
O
O
N
N
N
N
N
N
S
e
Li
uni
B
e
n
n
e�n
$
;$
SSSS
8
$SSS
`�
�u
�rvo,
n
n
S
S$
S
S
S
o
g$
8
g
g
LL
�$
0
.$
0
0
0
0
0
0
0
0
0
OO
OO
O
O
N
N
N
N
N
N
N
(V
!V
O
p
G
O
O
O
O
OO
N
N
N
N
N
07
W
W
T
b
O
M
O
O
ri
Q
N
n
VMf
b
N
V
b
N
m01
N
a
Pi
M
m
ri
m
N
N
W
N
ONi
.Oi
V
PF
W
O
n
n
M
n
H
W
P
T
�,
ui
p
vi
p
$
N
O
o
m
m
0
m
ri
0
a+
.ini
e
N
N.
e
H
.M.
P
m
'.
...
..
�
�
.r
P C
N a
c
n
N
y
�O
O)
P
b
Ql
b
n
M
u1
1O
N
y
ti
O
N
P
b
n
O\
O
N
P
VI
b
OJ
N
N
O
H
mm
t!1
P.
n
I!f
n
M
i
d^
C
O
N
f+1
P
1h
I�
O
T
N
N
M
n
C•
O
M
PL!?
n
W
O�
M
T
O
O
OO
O
O
O
O
O
N
Q
vi
tri
vi
vi
vl
VI
Vf
vi
�O
N
�G
b
�O
�O
n
1�
n
N
n
n
n
n
aI
Ci
aD
aD
aD
O]
Cl
T
Of
P
O\
O\
Oi
T
ti
N
h
NC
O
$
c
O
O
O
O
O
O
O
N
O
O
O
N
O
N
O
O
N
O
N
O
O
O
S
O
O
O
O
O
O
O
O
O
O
O
O
O
O
N
O
N
O
N
O
O
N
O
N
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
N
O
N
O
O
L
d
w
R
y
0
S
S,
o
S
S$
S
g
S
LL
0
0
0
0$
o
o$$
o
0
0
0
0
o
0
0
0
o
o$
o
o$
o
o
R
Q
C
o U
N
O
`eP.
P
M
P
OJ
O
P
ti
�O
O
ti
N
�O
O
O
O
O
O
O
O
O
O
V
OJ
b
P
N
N
O
O
O
O
O
O
1!1
N
N
N
N
N
M
M
N
N
Q,
O
O�
O
O
O
O
O
G
O
O
O
O
O
O
O
O
OJ
M
O
O
O
O
O
G
O
G
O
O
O
O
O
vl
P
!+1
d
v
N
N
N
N
fV
N
N
N
ti
N
N
N
N
ti
0
0
0
n
OO
O
O
O
O
N
N
N
N
N
�+
�+
O
O
O
O
O
O
O
O
O
O
O
O
O
N
N
N
N
d
S
P
Imq
Imlt
n
n
m
e�
�O
4
-4
b
O
S
O
S
O
S
O
O
S
e�
�O
'R
n
S
S
S
S.
S
S
S
M
m
P
n
LL
O
O
O
O
O
O
�q
O
to
O
O
O
O
O
O
O
O
N
N
N
N
N
N
N
N
N
O
O
q
O
m
O
O
g
O
O
N
N
N
N
N
N
.
N
.
N
.
N
.
N
.(.
O
p
b
^
p�
n
tm+l
p
T
�p
O
n
�D
n
M
M
P
S
S
^
F
b
z
N
O
N.
i
ri
M
n
C
N
pp��
N
ti
n
ryry��
M
m
b
O
�p
O
N
m
��pp
�O
O
ti
NNj
.ni
N
T
d
�
Q
N
d
L
y
M
P
L/nl
n
m
eNi
N
�p
M
I!t
b
n
at
b
M<
yy
N
y
N
yy
M
��pp
P
b
n
W
T
.Mi
ry
m
N
b
n
m
p
.p.
ri ..
NY
vl
vl
L!i
Vi
M
Vi
i
N
�O
�O
6
�O
�D
�O
�O
�O
1�
n
n
n
N
n
n
W
W
W
W
W
N
W
0)
m
m
P
T
T
O\
6
6
OO
O
O
OO
O
O
O
ti
1
5
p&
This software is licensed to: TGR Geotechnical, Inc. CPT name: CPT -3
:: Post -earthquake settlement due to soil liquefaction :: (continued)
Depth
Qb,
FS
e.(°/)
DT
Settlement
Depth
FS
e.(%)
DF
Settlement
(ft)
(in)
(ft)
(in)
11.29
104.79
0.46
2.25
1.00
0.01
11.36
107.28
0.48
2.21
1.00
0.02
11.44
109.98
0.50
2.16
1.00
0.02
11.52
111.67
0.51
2.13
1.00
0.02
11.55
112.84
0.52
2.12
1.00
0.01
11.63
113.15
0.52
2.11
1.00
0.02
11.71
113.30
0.52
2.11
1.00
0.02
11.75
113.68
0.53
2.10
1.00
0.01
11.83
114.28
0.53
2.09
1.00
0.02
11.91
115.07
0.54
2.08
1.00
0.02
11.94
116.12
0.55
2.07
1.00
0.01
12.02
116.80
0.55
2.06
1.00
0.02
12.10
117.30
0.55
2.05
1.00
0.02
12.14
117.24
0.55
2.05
1.00
0.01
12.22
116.35
0.54
2.06
1.00
0.02
12.30
115.08
0.53
2.08
1.00
0.02
12.34
113.98
0.52
2.10
1.00
0.01
12.42
113.37
0.52
2.11
1.00
0.02
12.50
113.33
0.51
2.11
1.00
0.02
12.54
115.33
0.53
2.08
1.00
0.01
12.62
118.71
0.56
2.03
1.00
0.02
12.69
122.67
0.60
1.98
1.00
0.02
12.74
124.87
2.00
0.00
1.00
0.00
12.81
125.24
2.00
0.00
1.00
0.00
12.89
127.38
2.00
0.00
1.00
0.00
12.94
128.99
2.00
0.00
1.00
O.DO
13.01
126.66
2.00
D.00
1.00
0.00
13.09
120.89
0.58
2.00
1.00
0.02
13.13
114.99
0.52
2.08
1.00
0.01
13.21
113.17
0.50
2.11
1.00
0.02
13.29
116.20
0.53
2.07
1.00
0.02
13.33
122.79
0.59
1.97
1.00
0.01
13.41
129.53
0.66
1.70
1.00
0.02
13.49
135.91
0.73
1.59
1.00
0.01
13.52
141.65
0.80
1.22
1.00
0.01
13.61
146.38
0.87
0.89
1.00
0.01
13.68
151.66
0.94
0.85
1.00
0.01
13.72
155.22
1.00
0.59
1.00
0.00
13.80
157.27
1.03
0.58
1.00
0.01
13.88
162.73
1.12
0.40
1.00
0.00
13.92
176.32
1.37
0.00
1.00
0.00
13.99
194.41
1.77
0.00
1.00
0.00
14.08
215.30
2.00
0.00
1.00
0.00
14.12
238.53
2.00
0.00
1.00
0.00
14.20
253.45
2.00
O.Oo
1.00
0.00
14.24
255.06
2.00
0.00
1.00
0.00
14.33
245.39
2.00
0.00
1.00
0.00
14.41
229.81
2.00
0.00
1.00
0.00
14.45
215.35
2.00
0.00
1.00
0.00
14.53
205.12
2.00
0.00
1.00
0.00
14.57
196.62
1.81
0.00
1.00
0.00
14.65
183.16
1.50
0.00
1.00
0.00
14.73
169.11
1.22
0.28
1.00
0.00
14.77
161.34
1.08
0.40
1.00
0.00
14.85
160.18
1.06
0.41
1.00
0.00
14.93
159.34
1.04
0.57
1.00
0.01
14.97
158.42
1.03
0.58
1.00
0.00
15.04
157.29
1.01
0.58
1.00
0.00
15.11
164.14
1.12
0.40
1.00
0.00
15.19
178.64
1.39
0.00
1.00
0.00
15.23
190.54
1.65
0.00
1.00
0.00
15.31
194.15
1.73
0.00
1.00
0.00
15.38
193.67
1.72
0.00
1.00
0.00
15.44
189.57
1.62
0.00
1.00
0.00
15.51
190.20
1.64
0.00
1.00
0.00
15.58
191.09
1.65
0.00
1.00
0.00
15.63
191.85
1.67
0.00
1.00
0.00
15.71
192.53
1.68
0.00
1.00
0.00
15.78
193.61
1.71
0.00
1.Oo
0.00
15.82
195.16
1.74
0.00
1.00
0.00
15.90
196.33
1.77
0.00
1.00
0.00
15.95
197.67
1.80
0.00
1.00
0.00
16.02
199.43
1.84
0.00
1.00
0.00
16.08
200.63
2.00
0.00
1.00
0.00
16.15
202.03
2.00
0.00
1.00
0.00
16.23
202.20
2.00
0.00
1.00
0.00
16.28
203.04
2.00
0.00
1.00
0.00
16.34
203.13
2.00
0.00
1.00
0.00
16.43
203.09
2.00
0.00
1.00
0.00
16.49
203.55
2.00
0.00
1.00
0.00
16.55
204.62
2.00
0.00
1.00
0.00
16.62
206.25
2.00
0.00
1.00
0.00
16.68
208.20
2.00
0.00
1.00
0.00
16.74
210.52
2.00
0.00
1.00
0.00
16.83
212.67
2.00
0.00
1.00
0.00
16.89
213.82
2.00
0.00
1.00
0.00
16.95
213.69
2.00
0.00
1.00
0.00
17.01
212.20
2.00
0.00
1.00
0.00
17.07
211.01
2.00
0.00
1.00
0.00
17.13
210.11
2.DO
0.00
1.00
0.00
17.22
210.52
2.00
0.00
1.00
0.00
17.28
208.65
2.00
0.00
1.00
0.00
17.34
212.80
2.00
0.00
1.00
0.00
17.42
217.38
2.00
0.00
1.00
0.DO
17.46
225.89
2.00
0.00
1.00
0.00
17.54
228.06
2.00
0.00
1.00
0.00
CLiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on:
8/25/2020, 12:47:55 PM
78
Project file: P:\2020 Projects\20-7093 Paseo Adelanto SK Jamboree Housing\Liquefaction Analysis\CPI Analysis\CPT
Liq Analysis.clq
This software is licensed to: TGR Geotechnical, Inc. CPT name: CPT -3
:: Post -earthquake settlement due to soil liquefaction n (continued)
Depth
Qn,a
FS
e.(%)
DF
Settlement
Depth
Qn,a
FS
e.(°/)
DF
Settlement
(ft)
(in)
(ft)
(in)
17.61
228.10
2.00
0.00
1.00
0.00
17.66
225.66
2.00
0.00
1.00
0.00
17.73
220.31
2.00
0.00
1.00
0.00
17.82
213.87
2.00
0.00
1.00
0.00
17.86
206.63
2.00
0.00
1.00
0.00
17.94
199.58
1.81
0.00
1.00
0.00
18.01
192.76
1.65
0.00
1.00
0.00
18.06
187.16
1.52
0.00
1.00
0.00
18.14
182.77
1.43
0.00
1.00
0.00
18.18
174.42
1.27
0.19
1.00
0.00
18.26
163.28
1.07
0.40
1.00
0.00
18.34
155.67
0.95
0.81
1.00
0.01
18.39
146.54
0.82
1.16
1.00
0.01
18.47
138.21
0.72
1.55
1.00
0.02
18.51
128.52
0.61
1.90
1.00
0.01
18.59
121.14
0.54
2.00
1.00
0.02
18.64
116.60
0.50
2.06
1.00
0.01
18.72
117.96
0.51
2.04
1.00
0.02
18.80
120.38
0.53
2.01
1.00
0.02
18.84
121.27
0.54
1.99
1.00
0.01
18.92
117.81
0.51
2.04
1.00
0.02
19.00
113.12
0.47
2.11
1.00
0.02
19.04
107.85
0.43
2.20
1.00
0.01
19.12
107.20
0.43
2.21
1.00
0.02
19.16
109.83
0.44
2.16
1.00
0.01
19.25
109.48
0.44
2.17
1.00
0.02
19.33
106.06
2.00
0.00
1.00
0.00
19.37
99.08
2.00
0.00
1.00
0.00
19.45
94.38
2.00
0.00
1.00
0.00
19.49
88.71
2.00
0.00
1.00
0.00
19.57
82.75
2.00
0.00
1.00
0.00
19.65
76.67
2.00
0.00
1.00
0.00
19.69
71.D4
2.00
0.00
1.00
0.00
19.77
67.81
2.00
0.00
1.00
0.00
19.85
65.77
2.D0
0.00
1.00
0.00
19.89
65.11
2.00
0.00
1.00
0.00
19.97
65.19
2.00
0.00
1.00
0.00
20.02
67.14
2.00
0.00
1.00
0.00
20.10
70.15
2.00
0.00
1.00
0.00
20.18
72.62
2.00
0.00
1.00
0.00
20.22
72.83
2.00
0.00
1.00
0.00
20.30
71.59
2.00
0.00
1.00
0.00
20.35
68.74
2.00
0.00
1.00
0.00
20.43
64.63
2.00
0.00
1.00
0.00
20.51
60.54
2.00
0.00
1.00
0.00
20.55
57.71
2.00
0.00
1.00
0.DO
20.62
56.54
2.00
0.00
1.00
0.00
20.70
55.76
2.00
0.00
1.00
0.00
20.74
55.32
2.00
0.00
1.00
0.00
20.82
54.70
2.00
0.00
1.00
0.00
20.87
53.91
2.00
0.00
1.00
0.00
20.95
53.38
2.00
0.00
1.00
0.00
21.03
53.05
2.00
0.00
1.00
0.00
21.07
55.17
2.00
0.00
1.00
0.00
21.15
59.94
2.00
0.00
1.00
0.00
21.23
65.57
2.00
0.00
1.00
0.00
21.27
73.73
2.00
0.00
1.00
0.00
21.35
84.11
2.00
0.00
1.00
0.00
21.43
93.81
2.00
0.00
1.00
0.00
21.47
105.44
2.00
0.00
1.00
0.00
21.55
104.72
2.00
0.00
1.00
0.00
21.59
109.69
0.43
2.17
1.00
0.01
21.67
118.31
0.50
2.04
1.00
0.02
21.75
127.06
0.58
1.92
1.00
0.02
21.79
128.05
0.59
1.91
1.00
0.01
21.87
128.81
0.59
1.90
1.00
0.02
21.94
133.12
0.64
1.85
1.00
0.02
21.99
144.87
0.77
1.18
1.00
0.01
22.07
157.69
0.95
0.80
1.00
0.01
22.13
171.91
1.18
0.28
1.00
0.00
22.19
185.72
1.44
0.00
1.00
0.00
22.25
192.55
1.58
0.00
1.00
0.00
22.33
203.01
2.00
0.00
1.00
0.00
22.40
206.63
2.00
0.00
1.00
0.00
22.46
212.12
2.00
0.00
1.00
0.00
22.52
210.85
2.00
0.00
1.00
0.00
22.59
206.29
2.00
0.00
1.00
0.00
22.65
19728
1.69
0.00
1.00
0.00
22.73
193.93
1.61
0.00
1.00
0.00
22.80
193.80
1.61
0.00
1.00
0.00
22.84
196,14
1.66
0.00
1.00
0.00
22.92
194.71
1.63
0.00
1.00
0.00
23.00
203.15
2.00
0.00
1.00
0.00
23.04
213.44
2.00
0.00
1.00
0.00
23.12
221.46
2.00
0.00
1.00
0.00
23.16
237.85
2.DO
0.00
1.00
0.00
23.24
256.72
2.00
0.00
1.00
0.00
23.30
297.10
2.00
0.00
1.00
0.00
23.37
345.35
2.00
0.00
1.00
0.00
23.43
389.95
2.00
0.00
1.00
0.D0
23.49
428.39
2.00
0.00
1.00
0.00
23.56
408.87
2.00
0.00
1.00
0.00
23.63
393.66
2.00
0.00
1.00
0.00
23.69
366.26
2.00
0.00
1.00
0.00
23.76
382.68
2.00
0.00
1.00
0.00
23.82
385.91
2.00
0.00
1.00
0.00
CLiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:55 PM 79
Project file: PA2020 Projects\20-7093 Paseo Adelanto SIC Janitwee Housing\Liquefaction Anaiysis\CPr Analysis\CPr Liq Arwhsis.cq
This software is licensed to: TGR Geotechnical, Inc. CPT name: CPT -3
:: Post -earthquake settlement due to soil liquefaction :: (continued)
Depth
Q„a
FS
e.(%)
DF
Settlement
Depth
Qi,'.
FS
e.(%)
DF
Settlement
(ft)
(in)
(ft)
(in)
23.89
367.34
2.00
0.00
1.00
0.00
23.95
364.52
2.00
0.00
1.00
0.00
24.02
356.25
2.00
0.00
1.00
0.00
24.09
355.83
2.00
0.00
1.00
0.00
24.15
328.94
2.00
0.00
1.00
0.00
24.22
306.60
2.00
0.00
1.00
O.DO
24.28
268.58
2.00
0.00
1.00
0.00
24.35
207.38
2.00
0.00
1.00
0.00
24.42
166.23
1.08
0.40
1.00
0.00
24.48
153.11
0.88
0.83
1.00
0.01
24.55
154.08
0.89
0.83
1.00
0.01
24.61
156.59
0.93
0.81
1.00
0.01
24.68
151.31
0.85
0.85
1.00
0.01
24.74
154.26
0.89
0.83
1.00
0.01
24.81
156.57
0.93
0.81
1.00
0.01
24.88
154.56
0.90
0.82
1.00
0.01
24.95
155.47
0.91
0.82
1.00
0.01
25.03
155.32
0.91
0.82
1.00
0.01
25.08
156.21
0.92
0.81
1.00
0.00
25.16
154.60
0.90
0.82
1.00
0.01
25.20
148.08
0.81
1.15
1.00
0.01
25.28
136.80
0.67
1.58
1.00
0.01
25.36
125.48
0.56
1.94
1.00
0.02
25.40
115.98
0.48
2.07
1.00
0.01
25.48
111.97
0.45
2.13
1.00
0.02
25.56
112.89
0.45
2.12
1.00
0.02
25.60
113.63
0.46
2.10
1.00
0.01
25.68
110.53
0.43
2.15
1.00
0.02
25.73
105.41
0.40
2.24
1.00
0.01
25.81
99.62
2.00
0.00
1.00
O.DO
25.89
94.10
2.00
0.00
1.00
0.00
25.93
87.89
2.00
0.00
1.00
0.00
26.01
81.21
2.00
0.00
1.00
0.00
26.09
75.71
0.25
2.94
1.00
0.03
26.13
71.85
0.24
3.06
1.00
0.02
26.21
69.68
0.24
3.14
1.DO
0.03
26.25
66.68
0.23
3.26
1.00
0.02
26.33
64.68
2.00
0.00
1.00
0.00
26.41
63.57
2.00
0.00
1.00
0.00
26.46
64.29
2.00
0.00
1.00
0.00
26.54
65.08
2.00
0.00
1.00
0.00
26.58
66.60
2.00
0.00
1.00
0.00
26.66
68.04
2.00
0.00
1.00
0.00
26.71
69.31
2.00
0.00
1.00
0.00
26.79
70.00
2.00
0.00
1.00
0.00
26.87
70.30
2.00
0.00
1.00
0.00
26.91
70.01
0.24
3.13
1.00
0.02
26.99
70.24
0.24
3.12
1.00
0.03
27.07
71.93
0.24
3.06
1.00
0.03
27.11
74.15
0.25
2.99
1.00
0.02
27.19
75.75
0.25
2.93
1.00
0.03
27.23
77.49
0.26
2.88
1.00
0.02
27.31
78.56
0.26
2.85
1.00
0.03
27.39
79.69
0.27
2.81
1.00
0.03
27.44
81.91
0.28
2.75
1.00
0.01
27.52
85.47
0.29
2.66
1.00
0.03
27.56
88.87
0.31
2.57
1.00
0.01
27.64
90.22
0.31
2.54
1.00
0.02
27.72
91.19
0.32
2.52
1.00
0.02
27.76
92.90
0.32
2.48
1.00
0.01
27.84
97.37
0.35
2.39
1.00
0.02
27.92
107.14
0.41
2.21
1.00
0.02
27.96
120.42
0.51
2.01
1.00
0.01
28.04
131.46
0.61
1.87
1.00
0.02
28.12
140.96
0.71
1.51
1.00
0.01
28.16
147.17
0.79
1.16
1.00
0.01
28.24
156.04
0.91
0.81
1.00
0.01
28.28
165.82
1.06
0.40
1.00
0.00
28.36
172.16
1.16
0.28
1.00
0.00
28.44
177.27
1.26
0.19
1.00
0.00
28.49
181.26
1.33
0.19
1.00
0.00
28.56
183.21
1.37
0.00
1.00
0.00
28.64
183.68
1.38
0.00
1.00
0.00
28.69
182.18
1.35
0.19
1.00
0.DO
28.77
180.32
1.31
0.19
1.00
0.00
28.81
175.99
1.23
0.27
1.00
0.00
28.89
171.64
1.15
0.28
1.00
0.00
28.97
167.82
1.09
0.39
1.DO
0.00
29.01
167.12
1.08
0.39
1.00
0.00
29.09
166.87
1.07
0.40
1.00
0.00
29.14
162.30
1.00
0.56
1.00
0.00
29.22
159.81
0.96
0.57
1.00
0.01
29.30
158.11
0.94
0.80
1.00
0.01
29.34
161.84
1.00
0.56
1.00
0.00
29.42
164.83
1.04
0.56
1.00
0.01
29.50
168.46
1.10
0.39
1.00
0.00
29.54
173.63
1.19
0.28
1.00
0.00
29.62
178.24
1.27
0.19
1.00
0.00
29.66
182.96
1.36
0.00
1.00
0.00
29.74
186.43
1.43
0.00
1.00
0.00
29.82
189.61
1.50
0.00
1.00
0.00
29.86
192.59
1.56
0.00
1.00
0.00
29.94
194.83
1.61
0.00
1.00
0.00
30.02
196.91
1.66
0.00
1.00
0.00
30.07
199.49
1.72
0.00
1.00
0.00
30.15
201.64
2.00
0.00
1.00
0.00
CLiq v.2.3.1.15
- CPT Liquefaction Assessment Software - Report created on:
8/25/2020, 12:47:55 PM
80
Pmject file: P:\2020 Projects\20-7093 Paseo
Adelanto SIC Jamboree Housing\Liquefaction Analysis\CPT Analysis\CPT
Lq Anitysis.clq
This software is licensed to: TGR Geotechnical, Inc. CPT name: CP17-3
Post -earthquake settlement due to soil liquefaction :: (continued)
Depth
Qho
FS
e. (0/6)
DF
Settlement
Depth
Qh,a
FS
e,.(%)
DF
Settlement
(ft)
(in)
(ft)
(in)
30.20
204.80
2.00
0.00
1.00
0.00
30.28
207.66
2.00
0.00
1.00
0.00
30.32
212.59
2.00
0.00
1.00
0.00
30.40
216.69
2.00
0.00
1.00
0.00
30.48
220.03
2.00
0.00
1.00
0.00
30.53
222.83
2.00
0.00
1.00
0.00
30.61
226.74
2.00
0.00
1.00
0.00
30.65
229.00
2.00
0.00
1.00
0.00
30.74
230.76
2.00
0.00
1.00
0.00
30.78
229.45
2.00
0.00
1.00
0.00
30.86
230.57
2.00
0.00
1.00
0.00
30.94
230.12
2.00
0.00
1.00
0.00
30.98
231.26
2.00
0.00
1.00
0.00
31.06
231.18
2.00
0.00
1.00
0.00
31.10
231.28
2.00
0.00
1.00
0.00
31.18
229.42
2.00
0.00
1.00
0.00
31.27
227.39
2.00
0.00
1.00
0.00
31.31
227.96
2.00
0.00
1.00
0.00
31.40
230.67
2.00
0.00
1.00
0.00
31.44
233.60
2.00
0.00
1.00
0.00
31.52
235.77
2.00
0.00
1.00
0.00
31.56
240.83
2.00
0.00
1.00
0.00
31.65
249.06
2.00
0.00
1.00
0.00
31.73
256.95
2.00
0.00
1.00
0.00
31.77
264.75
2.00
0.00
1.00
0.00
31.85
271.24
2.00
0.00
1.00
0.00
31.89
274.54
2.00
0.00
1.00
0.00
31.98
273.26
2.00
0.00
1.00
0.00
32.06
271.27
2.00
0.00
1.00
0.00
32.10
274.37
2.00
0.00
1.00
0.00
32.18
278.68
2.00
0.00
1.00
0.00
32.23
278.70
2.00
0.00
1.00
0.00
32.31
273.25
2.00
0.00
1.00
0.00
32.36
260.19
2.00
0.00
1.00
0.00
32.45
257.12
2.00
0.00
1.00
0.00
32.49
254.59
2.00
0.00
1.00
0.00
32.57
261.14
2.00
0.00
1.00
0.00
32.65
259.14
2.00
0.00
1.00
0.00
32.69
258.62
2.00
0.00
1.00
0.00
32.77
256.51
2.00
0.00
1.00
0.00
32.82
255.82
2.00
0.00
1.00
0.00
32.90
255.62
2.00
0.00
1.00
0.00
32.94
257.16
2.00
0.00
1.00
0.00
33.03
259.95
2.00
0.00
1.00
0.00
33.11
260.12
2.00
0.00
1.00
0.00
33.15
254.97
2.00
0.00
1.00
0.00
33.23
247.60
2.00
0.00
1.00
0.00
33.28
243.56
2.00
0.00
1.00
0.00
33.36
243.07
2.00
0.00
1.00
0.00
33.40
249.81
2.00
0.00
1.00-
0.00
33.48
257.16
2.00
0.00
1.00
0.00
33.56
267.34
2.00
0.00
1.00
0.00
33.61
276.09
2.00
0.00
1.00
0.00
33.69
284.68
2.00
0.00
1.00
0.00
33.73
294.81
2.00
0.00
1.00
0.00
33.80
299.12
2.00
0.00
1.00
0.00
33.87
300.16
2.00
0.00
1.00
0.00
33.93
-291.65
2.00
0.00
1.00
0.00
34.01
285.54
2.00
0.00
1.00
0.00
34.06
277.63
2.00
0.00
1.00
0.00
34.14
275.65
2.00
0.00
1.00
0.00
34.22
271.66
2.00
0.00
1.00
0.00
34.27
269.10
2.00
0.00
1.00
0.00
34.35
265.33
2.00
0.00
1.00
0.00
34.39
261.77
2.00
0.00
1.00
0.00
34.47
261.00
2.00
0.00
1.00
0.00
34.55
258.98
2.00
0.00
1.00
0.00
34.60
259.20
2.00
0.00
1.00
0.00
34.68
260.04
2.00
0.00
1.00
0.00
34.72
263.76
2.00
0.00
1.00
0.00
34.81
266.24
2.00
0.00
1.00
0.00
34.85
269.60
2.00
0.00
1.00
0.00
34.93
270.71
2.00
0.00
1.00
0.00
34.98
270.52
2.00
0.00
1.00
0.00
35.05
267.23
2.00
0.00
1.00
0.00
35.11
265.28
2.00
0.00
1.00
0.00
35.19
263.19
2.00
0.00
1.00
0.00
35.27
263.17
2.00
0.00
1.00
0.00
35.32
263.23
2.00
0.00
1.00
0.00
35.40
264.01
2.00
0.00
1.00
0.00
35.44
264.07
2.00
0.00
1.00
0.00
35.52
263.89
2.00 _
0.00
1.00
0.00
35.57
265.12
2.00
0.00
1.00
0.00
35.65
268.25
2.00
0.00
1.00
0.00
35.73
271.77
2.00
0.00
1.00
0.00
35.78
273.57
2.00
0.00
1.00
0.00
35.86
274.28
2.00
0.00
1.00
0.00
35.90
276.28
2.00
0.00
1.00
0.00
35.98
279.11
2.00
0.00
1.00
0.00
36.03
279.16
2.00
0.00
1.00
0.00
36.11
277.46
2.00
0.00
1.00
0.00
36.19
274.55
2.00
0.00
1.00
0.00
36.24
272.24
2.00
0.00
1.00
0.00
36.32
269.37
2.00
0.00
1.00
0.00
36.36
267.50
2.00
0.00
1.00
0.00
36.45
267.03
2.00
0.00
1.00
0.00
CLiq v.2.3.1.15
- CPT Liquefaction Assessment Software - Report created on:
8/25/2020, 12:47:55
PM
81
Project file: P:\2020
Projects\20-7093 Paseo Adelanto S]C Jamboree Housing\Liquefaction Analysis\CFr Analysis\CPI
Lk Analysk.clq
N {/ N� N N N N H r r lA-` r r r 0 0 0 0 0 0 b b b d b b p b� Ql M 90 m m p S
V A N N P O V tVJI N O A N b V A N b W O V W� W tPn N b V d� 1�Jf N O V lWll b S W O V INJI N O V Y� M V�1 b �S
N O
Vyt
N
N
Ql
b
A
V
VI
O
O
UI
�D
O
�d
V�
W
r
O
lyPn
a
W
V�
M
O]
VI
O
P
NV
Wp
O�
V
�O
N
VI
m
Y
1yG
O
O
�D
VI
�
T N
O
VW
N
W
yT�
A
Ul
�
W
O
b
0
tOi1
�Vp
O
N
Q
pW�
O
p�
OJ
N
A
V
W
�p
10J1
A
N
10+
y
A
A
�O
O
N
t0J1
V
lD
�
O
N
W
Y�
b�
W�
V
W
dJ
VAi
N
m
VOi
A
O O
N W
O
b
y Oy
O.
0
tAll
0
W
0
r
0
N
0
0
V
0
b
y Oy
O�
O
V
O
b
O
O
N
S
N
S
O p N
N
S
N
S
N
S
O
W
O
IWJI
O
N
V O
N
� Op
A
r
A
{i+�
O
r
N
�+
lAl1
yy
O�
�+
W
IWJI
i+
ONi
✓
N
I-'
INJI
lr/`
OJ
F'
1mJ1
F'
V
N
S
N
S
N
S
N
S
N
S
N
S
N
S
N
O
N
S
�
W r
V
!A!1
.A
N
O
N
O�
tAD
V
W
r
b
S
S
O
S
S
O
tWn
N
m
P
N
t011
>
V�
T
N
O
O
A
V
V
W
T
t0
S
S
S
S
S
O
S
O
S
N
r
N
N
N
N
N
N
N
N
N
N
N
N
N
O
O
O
O
O
O
N
N
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
P
W S
OR
N
W
lD
N
V
O
Y
W
O�
W
b,
S
S
S
S
O
S
m
N
V
V
N
O
V
S
S
S
S
S
l0
V
W
S
S
S
S
O
O
O
O
O
O
S
O
O
.- rt,.- r .- .. ... .-
S
m
A A A A A A Y Y Y Y Y Y Y Y A A A A A A$ S� t-- .�� WO S S WO lit WO OW Wro V V V V V V V P T P Tom{
0 0 0 0 0 yy {My w yt
T b T W r W P W O A N O m N a W r m P b b T W O A r P W O m V le
V UI S OJ m W O A r 6 V Za W O V v J
N fD W N O T V r VI V A to V VI A A Y1 YI lD .4A V yy lA O In
V90
p
N
W
T
:q V�
W
V
m
O
W
Of
tD
YI
N
W
W
P
O
O>
b
W
UI
r%
d
VOi
V
W
tmJl
N
T
W
(On
r
N
b
W
O�
O�
P
J
W
V
Q
O
b
W
( �
O
t011
p
O
tVl1
A
N
b�
V
V
pd
lD
AN
lAl1
O
10J1
�
O O
N W
O
b
y Oy
O.
0
tAll
0
W
0
r
0
N
0
0
V
0
b
y Oy
O�
O
V
O
b
O
O
N
S
N
S
O p N
N
S
N
S
N
S
O
W
O
IWJI
O
N
V O
N
� Op
A
r
A
{i+�
O
r
N
�+
lAl1
yy
O�
�+
W
IWJI
i+
ONi
✓
N
I-'
INJI
lr/`
OJ
F'
1mJ1
F'
V
N
S
N
S
N
S
N
S
N
S
N
S
N
S
N
O
N
S
�
N
r
N
N
N
N
N
N
N
N
N
N
N
N
N
O
O
O
O
O
O
N
N
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
.-.
y
.p
l�
O
S S
S
o
S
S
S
S
S
S
S
S
S
S
S
S
o
0
o
S
S
S
oo
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
Qu
S
S
S$
T
0 0
O O
0
O
0
O
0
O
0
N
0
N
0
N
0
N
0
0
N
0
N
0
N
0
0
0
S
0
S
0
O
0
O
0
S
0
S
0
W
0
N
0
N
0
N
0
S
0
S
0
S
0
O
00
S
S
0
S
0
O
0
S
0
S
0
S
0
S
0
S
0
O
0
S
0
S
0
S
0
S
0
S
0
S
0
S
0
O
o
S
V
This software is licensed to: TGR Geotechnical, Inc. CPT name: CPT -3
:: Post -earthquake settlement due to soil liquefaction :: (continued)
Depth
Qa,a
FS
e.(%)
DF
Settlement
Depth
Qh,e
FS
e,.(%)
DF
Settlement
(ft)
(in)
(ft)
(in)
42.80
119.66
0.50
2.02
1.00
0.01
42.88
117.74
0.49
2.04
1.00
0.02
42.93
115.48
0.47
2.08
1.00
0.01
43.01
113.67
0.46
2.10
1.00
0.02
43.06
111.76
0.44
2.13
1.00
0.01
43.14
110.61
0.43
2.15
1.00
0.02
43.18
109.86
0.43
2.16
1.00
0.01
43.27
109.38
0.43
2.17
1.00
0.02
43.31
108.19
0.42
2.19
1.00
0.01
43.40
106.35
0.41
2.22
1.00
0.02
43.44
104.02
0.39
2.26
1.00
0.01
43.52
102.84
0.38
2.28
1.00
0.02
43.61
102.03
0.38
2.30
1.00
0.02
43.65
99.65
0.36
2.34
1.00
0.01
43.73
95.68
0.34
2.42
1.00
0.02
43.78
90.50
0.32
2.54
1.00
0.01
43.86
87.32
0.30
2.61
1.00
0.03
43.90
84.62
0.29
2.68
1.00
0.01
43.98
84.49
0.29
2.68
1.00
0.03
44.03
87.32
2.00
0.00
1.00
0.00
44.11
90.88
2.00
0.00
1.00
0.00
44.20
92.14
2.00
0.00
1.00
0.00
44.24
90.20
2.00
0.00
1.00
0.00
44.32
87.41
2.00
0.00
1.00
0.00
44.38
81.69
0.28
2.76
1.00
0.02
44.45
88.93
0.31
2.57
1.00
0.02
44.50
110.13
0.43
2.16
1.00
0.01
44.58
124.53
0.55
1.95
1.00
0.02
44.66
139.02
0.70
1.54
1.00
0.02
44.70
145.58
0.78
1.17
1.00
0.01
44.78
148.24
0.82
1.14
1.00
0.01
44.83
150.15
0.84
1.12
1.00
0.01
44.91
150.84
0.85
0.85
1.00
0.01
44.95
150.70
0.85
1.12
1.00
0.01
45.03
149.57
0.83
1.13
1.00
0.01
45.09
147.45
0.81
1.15
1.00
0.01
45.17
145.46
0.78
1.18
1.00
0.01
45.22
144.06
0.76
1.19
1.00
0.01
45.29
143.30
0.76
1.20
1.00
0.01
45.38
142.57
0.75
1.49
1.00
0.01
45.42
141.26
0.73
1.51
1.00
0.01
45.51
140.11
0.72
1.52
1.00
0.02
45.55
139.04
0.71
1.54
1.00
0.01
45.64
137.77
0.69
1.56
1.00
0.02
45.68
136.10
0.67
1.59
1.00
0.01
45.76
134.72
0.66
1.61
1.00
0.02
45.80
132.94
0.64
1.85
1.00
0.01
45.89
130.55
0.62
1.88
1.00
0.02
45.97
127.64
0.59
1.91
1.00
0.02
46.01
123.36
0.55
1.97
1.00
0.01
46.09
118.84
0.51
2.03
1.00
0.02
46.14
112.28
0.45
2.12
1.00
0.01
46.22
106.38
0.41
2.22
1.00
0.02
46.27
99.39
0.37
2.35
1.00
0.01
46.35
94.51
0.34
2.45
1.00
0.02
46.40
90.25
0.32
2.54
1.00
0.01
46.48
88.49
0.31
2.58
1.00
0.03
46.52
88.69
0.31
2.58
1.00
0.01
46.61
90.47
0.32
2.54
1.00
0.02
46.69
92.32
0.33
2.49
1.00
0.02
46.73
91.17
0.32
2.52
1.00
0.01
46.82
88.12
0.31
2.59
1.00
0.03
46.86
83.35
2.00
0.00
1.00
0.00
46.94
79.76
2.00
0.00
1.00
0.00
46.99
76.82
2.00
0.00
1.00
0.00
47.07
76.14
2.00
0.00
1.00
0.00
47.12
76.76
2.00
0.00
1.00
0.00
47.20
76.31
2.00
0.00
1.00
0.00
47.28
74.53
2.00
0.00
1.00
0.00
47.31
73.09
2.00
0.00
1.00
0.00
47.41
70.46
0.24
3.11
1.00
0.03
47.45
71.91
0.25
3.06
1.00
0.02
47.53
88.02
0.31
2.59
1.00
0.02
47.61
106.85
0.42
2.21
1.00
0.02
47.65
118.27
0.51
2.04
1.00
0.01
47.73
128.00
0.60
1.91
1.00
0.02
47.78
135.17
0.67
1.60
1.00
0.01
47.84
140.33
0.73
1.52
1.00
0.01
47.93
144.56
0.78
1.19
1.00
0.01
47.97
148.49
0.84
1.14
1.00
0.01
48.06
149.96
0.86
0.86
1.00
0.01
48.10
150.78
0.87
0.85
1.00
0.00
48.19
150.83
0.87
0.85
1.00
0.01
48.23
150.49
0.86
0.86
1.00
0.00
48.32
150.06
0.86
0.86
1.00
0.01
48.36
149.64
0.85
0.86
1.00
0.00
48.44
149.53
0.85
0.86
1.00
0.01
48.53
149.44
0.85
0.87
1.00
0.01
48.57
149.47
0.85
0.86
1.00
0.00
48.66
149.52
0.85
0.86
1.00
0.01
48.71
149.75
0.86
0.86
1.00
0.01
48.76
150.05
0.86
0.86
1.00
0.00
48.84
150.13
0.86
0.86
1.00
0.01
48.89
149.86
0.86
0.86
1.00
0.00
48.97
149.41
0.85
0.87
1.00
0.01
49.02
148.72
0.84
1.14
1.00
0.01
CUq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on:
8/25/2020, 12:47:55 PM
83
Project file: P:\2020 Projeces\20-7093 Paseo Adelanto SJC Jamboree Housing\Liquefaction Analysis\CPT Analysis\CPT
Liq Analys&dq
This software is licensed to: TGR Geotechnical, Inc.
CPT name: CPT -3
Post -earthquake settlement due to soil liquefaction :: (continued)
Depth
Qma FS e.(%)
DF
Settlement
Depth
Qn,a
FS
e.(%)
DF
Settlement
(ft)
(in)
(R)
(in)
49.11
147.86 0.83 1.15
1.00
0.01
49.15
146.52
0.82
1.16
1.00
0.01
49.24
145.51 0.80 1.18
1.00
MI.
49.28
144.67
0.79
1.19
1.00
0.01
49.37
143.98 0.78 1.19
1.00
0.01
49.42
142.49
0.77
1.21
1.00
0.01
49.51
140.96 0.75 1.51
1.00
0.02
49.55
140.37
0.74
1.52
1.00
0.01
49.64
141.39 0.75 1.23
1.00
0.01
49.68
143.23
0.78
1.20
1.00
0.01
49.76
144.78 0.80 1.18
1.00
0.01
49.81
146.03
0.81
1.17
1.00
0.01
49.90
146.54 0.82 1.16
1.00
0.01
49.94
147.16
0.83
1.16
1.00
0.01
50.03
147.37 0.83 1.15
1.00
0.01
50.10
148.10
0.84
1.15
1.00
0.01
50.14
-1.00 2.00 0.00
1.00
0.00
50.22
-1.00
2.00
O.DO
1.00
0.00
50.28
-1.00 2.00 0.00
1.00
0.00
50.36
-1.00
2.00
0.00
1.00
0.00
50.40
-1.00 2.00 0.00
1.00
0.00
Total estimated
settlement: 4.49
Abbreviations
Q„,:
Equivalemclean sand normalized cone resistance
FS:
Factor of safety against liquefaction
e,(%):
Post -liquefaction volmentric strain
DF:
e. depth weighing factor
Settlement:
Calculated settlement
CLiq v.2.3.1.15 - CPT Liquefaction Assessment Software - Report created on: 8/25/2020, 12:47:55 PM 84
Project Bk: P:\2020 Projectc\20-7093 Paseo AdeLanto SIC lam6oree Housing\Liquefaction Analysis\CPT Analysis\CFT Liq Anatysm.clq
20-7093
APPENDIX E
SITE SEISMIC DESIGN AND DE -AGGREGATED PARAMETERS
TOR GEOTECHNICAL
DBE S S(a) firm
P S. HARBOR BLVD
SANTA ANA, CA 927N
71 p
P 714.Bdt ]188 F716661.7190
w.v gr8eo a Wo
TABLE 1
SITE SPECIFIC GROUND MOTION ANALYSIS
32400 Paseo Adelanto, San Juan Capistrano
Code Sds
Probabilistic
Code Sd1
Probabilistic
To
Is Largest
Ts
0.90
TL
8
Site Specific
Spectral
Risk
Spectral
Deterministic
Deterministic
Deterministic
Site
2/3 of Spite
80%
Design
Spectral
Spectral
Specific
Specific
Code
Acceleration
Coefficients
Acceleration
MCER
Response
SA Period
(9)
MCER (g)
Acceleration (g)
Acceleration
MCER
MCER
Design
Spectrum
(sec)
<1.5'Fa
Rotated
Rotated
Rotated
Maximum 84th
Maximum
Maximum
Percentile
0
0.6248
0.924
0.5773
0.6453
No
0.6453
0.5773
0.3849
0.2530
0.3849
0.1
1.1011
0.924
1.0174
1.0091
1.0091
1.0091
0.6727
0.4643
0.6727
0.2
1.4773
0.924
1.3650
1.3955
1.3955
1.3650
0.9100
0.6325
0.9100
0.3
1.6313
0.925
1.5085
1.6344
1.6344
1.5085
1.0057
0.6325
1.0057
0.5
1.5639
0.926
1.4486
1.7006
1.7006
1.4486
0.9657
0.6325
0.9657
0.75
1.2994
0.928
1.2060
1.4747
1.4747
1.2060
0.8040
0.6325
0.8040
1
1.0998
0.930
1.0228
1.3057
1.3057
1.0228
0.6819
0.5680
0.6819
2
0.5900
0.930
0.5487
0.7400
0.7400
0.5487
0.3658
0.2840
0.3658
3
0.3878
0.930
0.3607
0.4954
0.4954
0.3607
0.2404
0.1893
0.2404
4
0.2799
0.930
0.2603
0.3511
0.3511
0.2603
0.1735
0.1420
0.1735
5
0.2175
0.930
0.2023
0.2602
0.2602
0.2023
0.1349
0.1136
0.1349
Code Sds
0.791
Code Sd1
0.710
To
0.18
Ts
0.90
TL
8
Input
Crs = 0.924
Cr1 = 0.93
Code Fa = 1
Code Fv = 2.5
Code Ss = 1.186
Code S1 = 0.426
Sms = 1.186
Sm1 = 1.065
Site Specific SDs = 0.905
Site Specific SDI = 0.732
3.0
2.5
0.5
MIA
FIGURE 1
Site Specific Design Response Spectra
32400 Paseo Adelanto, San Juan Capistrano
Site Specific Design Response Spectra
*— Prot abilistic SA( otated Max MCER
—A Det rministic SA Rotated Mao MCER
t Det rministicM ER
Site ipecific MC
o -80%of Design Cc de
—Site peci ¢ Desi In Response Spectrum
0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5
PERIOD (SEC)
1.800
m 1.600
1.400
F 1.200
K
ii 1.000
0.800
a
0.600
0.400
0.200
uaIlvn
TABLE 2
Probabilistic Response Spectrum ASCE 7-16 Method 2
32400 Paseo Adelanto, San Juan Capistrano
Period
(g)
UHGM
(g)
RTGM
(g)
Max Dir
Scale factor
Max Dir
RTGM
(g)
0
0.597
0.568
1.1
0.625
0.1
1.035
1.001
1.1
1.101
0.2
1 1.348
1.343
1 1.1
1.477
0.3
1.519
1.450
1.125
1.631
0.5
1.416
1.331
1.175
1.564
0.75
1.120
1.050
1.2375
1.299
1
0.907
0.846
1.3
1.100
2
0.472
0.437
1.35
0.590
3
0.302
0.277
1.4
0.388
4
0.212
0.193
1.45
0.280
5
0.159
0.145
1.5
0.218
Probabilistic Response Spectra per ASCE 7-16
Period (sec)
1.800
m 1.600
1.400
F� 1.200
s
c 1.000
0
0.800
a
0.600
XM 0.400
0.200
0.000
TABLE 3
Deterministic Response Spectrum ASCE 7-16
32400 Paseo Adelanto, San Juan Capistrano
Deterministic Response Spectra per ASCE 7-16
Period (sec)
84th-
Max Dir
Mean
Percentile
Period
Sigma
Max Dir
Deterministic
Spectra
Spectral
(g)
(g)
Scale factor
SA
(g)
Acceleration
(g)
(g)
0.001
0.350
0.516
0.587
1.1
0.645
0.1
0.532
0.546
0.917
1.1
1.009
0.2
0.755
0.518
1 1.269
1.1
1.395
0.3
0.842
0.545
1.453
1.125
1.634
0.5
0.791
0.604
1.447
1.175
1.701
0.75
0.623
0.649
1.192
1.2375
1.475
1
0.511
0.676
1.004
1.3
1.306
2
0.271
0.705
0.548
1.35
0.740
3
0.174
0.710
0.354
1.4
0.495
4
0.120
0.701
0.242
1.45
0.351
5
0.086
0.702
0.173
1.5
0.260
Deterministic Response Spectra per ASCE 7-16
Period (sec)
&12/2020
U.S. Seismic Design Maps
32400 Paseo Adelanto
32400 Paseo Adelanto, San Juan Capistrano, CA 92675, USA
Latitude, Longitude: 33.4920695, -117.6649354
San Juan Capistrano
San Juan Mobile Estates a
Vons Q
�sr^ada E
ds Via Orontes
P°
A`Ordido Descanso Park
Calle Monserate {
Go gle
Date
Design Code Reference Document
Risk Category
Site Class
OSH PD
1
`Public Storage
Plant Depot
8/12/2020. 11:15:59 AM
ASCE7-16
III
D - Stiff Soil
Type
Value
Description
Ss
1.186
MCER ground motion. (for 0.2 second period)
S1
0.426
NICER ground motion. (for 1.0s period)
SMS
1.216
Site -modified spectral acceleration value
SM1
null -See Section 11.4.8
Site -modified spectral acceleration value
SDa
0.811
Numeric seismic design value at 0.2 second SA
Sol
null -See Section 11.4.8
Numeric seismic design value at 1.0 second SA
Type
Value
Description
SDC
null -See Section 11.4.8
Seismic design category
Fs
1.026
Site amplification factor at 0.2 second
Fv
null -See Section 11.4.8
Site amplification factor at 1.0 second
PGA
0.51
MCEO peak ground acceleration
FPGA
1.1
Site amplification factor at PGA
PGAM
0.561
Site modified peak ground acceleration
Tc
8
Long -period transition period in seconds
SsRT.
1.186
Probabilistic nsk-targeted ground motion. (0.2 second)
SsUH
1.283
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration
Sao
3.202
Factored deterministic acceleration value. (0.2 second)
S1RT
0.426
Probabilistic risk -targeted ground motion. (1.0 second)
S7 UH
0.458
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration.
SID
1.032
Factored deterministic acceleration value. (1.0 second)
PGAd
1.284
Factored deterministic acceleration value. (Peak Ground Acceleration)
CRS
0.924
Mapped value of the risk coefficient at short periods
Cd
'cove
Pp
dSS
Map data 02020
https://seismicmaps.org 113
8/12/2020
U.S. Seismic Design Maps
Type Value Description
CRI 0.93 Mapped value of the risk coefficient at a period of 1 s
https://selsmicmaps.org 213
8/12/2020
U.S. Seismic Design Maps
DISCLAIMER
While the information presented on this website is believed to be correct, SEAOC I SHPD and its sponsors and contributors assume no responsibility or
liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination
and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this
information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the
standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from
this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible
for building code approval and interpretation for the building site described by Iafitudefiongitude location in the search results of this website.
https://seismicmaps.org 3/3
8112/2020 Unified Hazard Tool
U.S. Geological Survey - Earthquake Hazards Program
Unified Hazard Tool
Please do not use this tool to obtain ground motion parameter values for the design code
reference documents covered by the U.S. Seismic Design Maps web tools (e.g., the
International Building Code and the ASCE 7 or 41 Standard). The values returned by the two
applications are not identical.
A Input
Edition
Spectral Period
Dynamic: Conterminous U.S. 2008 (v... Peak Ground Acceleration
Latitude
Decimal degrees
Time Horizon
Return period in years
33.493 F2475
Longitude
Decimal degrees, negative values for western longitudes
117.665
Site Class
259 m/s (Site class D)
haps://earthquake,usgs.gov/hazards/interactive/ 1/5
&122020
^ Hazard Curve
0
a
Hazard Curves
�rwn.onz.rsyers
0.105awM 5peOrl KeeleraLon
4 PlO3anq 5paalrvlKuler.l.on
am s.�es�Kak,a�nn
�osos�ne se..r.w ..K.,uon
zss�mso.n,mK.�.,mmn
oos..a,e so.m.i K,w.,,unn
� zms«nmsoaa�.,nwn
aoos�na sv.�u,tKak,n�on
I.z z.z lew
Ground Motion (g)
Component Curves for Peak Ground Acceleration
zsz t.1 tno
Ground Motion (g)
View Raw Data
Unified Hazard Tool
Uniform Hazard Response Spectrum
4 1.0
s
� Pe
g
� 0.6
u
o. Special period (s): RGA
Ground Motion (g): O.SW m
Spectral Period (s)
https://earthquake.usgs.gov/huards/interactive/ 2/5
8/12/2020
Deaggregation
Component
Total
Unified Hazard Tool
■ E_(-°°..-2.5)
■ E _
[-2.5.. -2)
E=[-1..-0.5)
❑ E=1-0.5..0)
❑ E _ [0.- 0.5)
® E=[0.5..1)
■ E=[1..1.5)
■ E = 11.5.. 2)
■ E=[2..2.5)
■ E=[2.5..+b)
https://earthquake.usgs.gov/hazards/interactive/ 3/5
8/12/2020
Unified Hazard Tool
Summary statistics for, Deaggregation: Total
Deaggregation targets
Return period: 2475 yrs
Exceedance rate: 0.0004040404 yr-'
PGA ground motion: 0.5487567g
Totals
Binned: 100 %
Residual: 0%
Trace: 0.08 %
Mode (largest m -r bin)
m: 6.9
r: 8.43 km
Eo: 0.92 a
Contribution: 17.95 %
Discretization
r: min=0.0, max=1000.0,A=20.0 km
m: min =4.4,max=9.4, 6=0.2
E: min =-3.0,max=3.0,0=0.5a
Recovered targets
Return period: 2817.8067 yrs
Exceedance rate: 0.00035488595 yr-'
Mean (over all sources)
m: 6.67
r: 13.89 km
E°: 1.33 a
Mode (largest m-r—En bin
m: 6.71
r: 8.74 km
Eo: 1.25 a
Contribution: 11.87
Epsilon keys
E0: [--..-2.5)
El: [-2.5..-2.0)
E2: [-2.0..-1.5)
E3: [-1.5..-1.0)
E4: [-1.0..-0.5)
Es: [-0.5..0.0)
E6: [0.0..0.5)
E7: (0.5..1.0)
ES: [1.0..1.5)
E9: (1.5..2.0)
E30: [2.0..2.5)
Ell: [2.5..+-]
https:/Iearthquake.usgs.govlha ards/interactive/ 415
8/1212020
Deaggregation Contributors
Source Set 4 Source
bFault.ch
San Joaquin Hilts
Newport- Inglewood (Offshore)
Newport Inglewood Connected alt 2
Newport Inglewood Connected all 1
bFault.gr
Newport- Inglewood (Offshore)
San Joaquin Hills
Newport Inglewood Connected all 2
Newport Inglewood Connected alt 1
CAmap.21.ch.in (opt)
PointSourceFinite:-117.665,33.524
PointSourceFinite:-117.665,33.551
PointSourceFinite:-117.665,33.605
CAmap.24.ch.in (opt)
PointSauceFinite:-117.665,33.524
PointSourceFinite: -117.665, 33.551
PointSourceFinite: -117.665, 33.605
aFault_aPriori_D2.1
Elsinore: GI
CAmap.2l.gcin (opt)
PointSourceFinite:-117.665,33.524
PointSourceFinite:-117.665,33.551
CAmap.24.gr.in (opt)
PointSourceFinite:-117.665,33.524
PoiintSourceFinite: -117.665, 33.551
aFault_MoBal
Unified Hazard Tool
Type
r
m
co
Ion
tat
az
%
Fault
32.99
8.04
6.98
0.60
117.674°W
33.597°N
355.88
12.92
8.25
6.88
1.20
117.688°W
33.402%
192.06
11.05
8.25
751
0.95
117.688°W
33.402°N
192.06
2.61
8.25
7.51
0.95
117.688°W
33.402°N
192.06
2.60
Fault
26.15
8.42
6.69
1.26
317.688°W
33.402°N
192.06
9.88
9.94
6.78
0.94
117.674°W
33.597°N
355.88
7.91
9.13
7.05
1.16
117.688°W
33.402°N
192.06
3.20
9.12
7.04
1.16
117.688W
33.402°N
192.06
3.19
Grid
10.60
6.23
5.71
1.12
117.665`W
33.524°N
0.00
3.58
7.94
5.81
1.32
117.665`W
33.551°N
0.00
2.05
11.99
6.02
1.70
117.665`W
33.605°N
0.00
1.22
Grid
i
10.59
6.23
5.71
1.12
117.665°W
33.524°N
0.00
3.58
7.94
5.81
1.32
117.665`W
33.551°N
0.00
2.04
11.99
6.02
1.70
117.665°W
33.605°N
0.00
1.22
Fault
5.10
33.44
6.83
2.24
117.446°W
33.732°N
37.35
1.25
Grid
4.96
6.33
5.66
1.15
117.665°W
33.524°N
0.00
1.71
7.94
5.81
1.32
117.665°W
33.551°N
0.00
1.02
Grid
4.96
6.33
5.66
1.15
117.665°W
33.524°N
0.00
1.71
7.94
5.81
1.32
117.665°W
33.551"N
0.00
1.02
Fault 3.88
ht[psJ/earthquake.usgs.gov/hazardsfinteradvel 515
Appendix E
Drainage Maps
LEGEND
- w- 1 ----------_"_'
1
1
1 I O I %
` \ 1 1
b i - %�i
as
O
O �
O
O
EXISTING NC EXFMT
Kimley*Horn AFFORDABLE HOLW4GAND Cl1YHALL OEYOPWAf N NAN
aCAP99TRANO
LEGEND
An4en tw!
O II
I I 1 i
I
_
xn{9 u9 Nwrgv I...
.... .IT i• -
e�xt� M�a[V
I
Kimley*Horn .,�,,� AhV HALL oPROPOSED eMCAAWTT-�NXANEart AV
Appendix F
Rational Method Analysis
saissisia+rrrxsRisaissis wat++r•a sa watsarrss>+.+++#»usri»aarrs strri»}r
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2011 Advanced Engineering Software (aes)
Ver. 18.0 Release Date: 07/01/2011 License ID 1499
Analysis prepared by:
rrrii a s}x»sisitsisitsirr DESCRIPTION OF STUDY *"tsiriitraissri4s4t}x}si
• SAN JUIN CAPISTRANO
• EXISTING 25 -YR
• XO 12/17/21
Rssitissrririiai}rrri#4R4w xsiiit Rissts•iitiiRrsrrrrsi}rii»}}kr+xRiR4RiRR
FILE NAME: SJC25E.DAT
TIME/DATE OF STUDY: 06:43 12/17/2021
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION
--*TIME-OF-CONCENTRATION MODEL' --
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIML94 PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE
= 0.95
*DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD*
*USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES:
MANNING
WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE
FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT)
(n)
1 30.0 =20.0 0.018/e.el8/0 020 0.67 2.00 0.0313 0.167
0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth - 8.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth) -(Velocity) Constraint = 6.0 (FT'FT/5)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
Rti RRRRRiittttiR4tR}RR4kiRRR4itit RRii*iRii#tRk#}4#k#RR}i4 i#4iRR}4#4R##i#i##i
FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE - 21
____________________________________________________________________________
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA«
INITIAL SUBAREA FLOW-LENGTH(FEET) - 255.00
ELEVATION DATA: UPSTREAM(FEET) = 77.30 DOWNSTREAM(FEET) =
74.50
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]*•0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.876
' 25 YEAR RAINFALL INTENSITY(INCH/HR) - 4.028
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
(MIN.)
COMMERCIAL A 0.96 0.40 0.100 32
6.88
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 3.45
TOTAL AREA(ACRES) = 0.96 PEAK FLOW RATE(CFS) = 3.45
iRtiRtt*RtRititit#t*}t#}tRt*RRiRiti*4}Ri4}it tR}#}Rit#i#iilti>!t*if#i>tit>t>t
FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21
____________________________________________________________________________
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
-------------
INITIAL SUBAREA FLOW-LENGTH(FEET) = 290.00
ELEVATION DATA: UPSTREAM(FEET) = 76.10 DOWNSTREAM(FEET) = 73.90
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.795
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.752
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.80 0.25 0.100 69 7.80
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.100
SUBAREA RUNOFF(CFS) - 2.68
TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) - 2.68
s wrwa•ravers++rrr+rrsrw++•ssars+ssw wws www ws ws♦ww asrs<ssasaasssaaasrrara+rrrrr
FLOW PROCESS FROM NODE 30.80 TO NODE 31.00 IS CODE - 21
____________________________________________________________________________
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) - 100.00
ELEVATION DATA: UPSTREAM(FEET) = 78.10 DOWNSTREAM(FEET) = 74.70
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.800
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.824
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
(MIN.)
COMMERCIAL C 0.43 0.25 0.100 69
5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) - 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) - 1.86
TOTAL AREA(ACRES) = 0.43 PEAK FLOW RATE(CFS) = 1.86
----------------------
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 0.4 TC(MIN.) = 5.00
EFFECTIVE AREA(ACRES) = 0.43 AREA -AVERAGED Fm(INCH/HR)= 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.25 AREA -AVERAGED Ap = 0.100
PEAK FLOW RATE(CFS) = 1.86
END OF RATIONAL METHOD ANALYSIS
xrt++rtaktxrkxraxatar>xssx+x+++r+a.rrraarrrr+♦starta>arssrs+++rt++++++kk##krakr
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2011 Advanced Engineering Software (aes)
Ver. 18.0 Release Date: 07/01/2011 License ID 1499
Analysis prepared by:
>+xir>xxixsssiisrsrr++++#+ DESCRIPTION OF STUDY *asssssssrwsarisa}«r+arar
* SAN JUAN CAPISTRANO
* EXISTING 100 -YR
* XO 12/17/21
FILE NAME: SJC100E.DAT
TIME/DATE OF STUDY: 06:44 12/17/2021
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
=
_*TIME -OF -CONCENTRATION MODEL*---_____________________
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
*DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD*
*USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAV (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 = 0 018/B 018/0.020 0.67 2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth - 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth) -(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
+rtk+rr#r#>+x+iris#x»kr>rxrsisssasxiasirssxsx}ar+ssarsrsxrrarrsrrtrrtr+rrsr ar
FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21
----------------------- ----------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 255.00
ELEVATION DATA: UPSTREAM(FEET) = 77.30 DOWNSTREAM(FEET) = 74.50
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 6.876
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.155
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp AP SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL A 0.96 0.40 0.160 52 6.88
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 4.42
TOTAL AREA(ACRES) = 0.96 PEAK FLOW RATE(CFS) = 4.42
kt+++++kirxi isi xs sxasra>r>sxis>irsaxss#sxsxsartrsssrx}a•++rsss«r#««rt#sxs««sss
FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 290.00
ELEVATION DATA: UPSTREAM(FEET) = 76.10 DOWNSTREAM(FEET) = 73.90
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.795
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.797
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.80 0.25 0.100 86 7.80
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 3.44
TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 3.44
34}i#t#}#}##µ#;{y;;Rtf*y;fi;fi*iiiiitit#i#µµ}µ}y{#;;;t{;*itttRtifWi}}i#itiii
FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
ELEVATION DATA: UPSTREAM(FEET) = 78.10 DOWNSTREAM(FEET) = 74.70
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.187
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.43 0.25 0.100 86 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.100
SUBAREA RUNOFF(CFS) = 2.38
TOTAL AREA(ACRES) = 0.43 PEAK FLOW RATE(CFS) = 2.38
_______________=====z=====__________________:________—_--_______________
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 0.4 TC(MIN.) = 5.00
EFFECTIVE AREA(ACRES) = 0.43 AREA -AVERAGED Fm(INCH/HR)= 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.25 AREA -AVERAGED Ap = 0.100
PEAK FLOW RATE(CFS) = 2.38
END OF RATIONAL METHOD ANALYSIS
titRRRk{##kkk#ki#tt tf tiiikkRk#{{k###iftiiitiRt#{{{+{{ki###itfififititRiRYii{
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2011 Advanced Engineering Software (aes)
Ver. 18.0 Release Date: 67/01/2011 License ID 1499
Analysis prepared by:
+*+#*4x}»sississx•»s*+++* DESCRIPTION OF STUDY
* SAN JUAN CAPISTRANO
* PROPOSED 25 -YR
t XO 10/26/21
#k#}iiiiitY*YY+**Y+Y*rtk4»44x#4}xiY}YYYYY*+++++*+fi#4#4+#4 R#iRtxx*tR*RR*}!i*
FILE NAME: SJC25P.DAT
TIME/DATE OF STUDY: 09:30 10/26/2021
------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: _
--{TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
*DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD*
*USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAV (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 8.167 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.06 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth) -(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
»ir xt#xsY}txtYi»rsrYsi*+*+rt{{**i#»}»xrsx#Ytsxx xt stxYRrisastitYYYrYYRYY+Yit4
FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
_________________________==_'_______`_____________________________________
INITIAL SUBAREA FLOW-LENGTH(FEET) = 430.00
ELEVATION DATA: UPSTREAM(FEET) = 77.30 DOWNSTREAM(FEET) = 74.90
Tc - K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.703
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.314
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL A 0.89 0.40 0.100 32 9.70
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.100
SUBAREA RUNOFF(CFS) = 2.62
TOTAL AREA(ACRES) = 0.89 PEAK FLOW RATE(CFS) = 2.62
*+i+}tkswxia*ia*44*+s#ta wiiiiRis#4r+rrsts wssiwasixRRsir**+#4}iisi*s rara#**#s
FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
= INITIAL SUBAREA FLOW-LENGTH(FEET) = 210.00
ELEVATION DATA: UPSTREAM(FEET) = 77.50 DOWNSTREAM(FEET) = 74.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)] --0.20
SUBAREA ANALYSIS USED MINIMUM Tc (MIN.) = 5.853
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.412
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.69 0.25 0.100 69 5.85
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) - 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.100
SUBAREA RUNOFF(CFS) = 2.72
TOTAL AREA(ACRES) = 0.69 PEAK FLOW RATE(CFS) = 2.72
##iYki#ki##i#ii#####4#TkYik#iiktiti##i+R####rt#rtrt#+#rt#4##k}}itiiiiRR###i####+
FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 I5 CODE = 21
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
=INITIAL =SUBAREA FLOW-LENGTH(FEET) _ =325.00
ELEVATION DATA: UPSTREAM(FEET) = 77.30 DOWNSTREAM(FEET) = 74.80
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.635
* 25 YEAR RAINFALL INTENSITY(INCH/HR) - 3.328
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
CONDOMINIUMS C 0.62 0.25 0.350 69 9.63
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA RUNOFF(CFS) = 1.81
TOTAL AREA(ACRES) = 0.62 PEAK FLOW RATE(CFS) = 1.81
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 0.6 TC(MIN.) = 9.63
EFFECTIVE AREA(ACRES) = 0.62 AREA -AVERAGED Fm(INCH/HR)= 0.09
AREA -AVERAGED Fp(INCH/HR) = 0.25 AREA -AVERAGED Ap - 0.350
PEAK FLOW RATE(CFS) = 1.81
---------------------------
=====
=END OF RATIONAL METHOD ANALYSIS
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2011 Advanced Engineering Software (aes)
Ver. 18.0 Release Date: 07/01/2011 License ID 1499
Analysis prepared by:
r}%%+{{;rx%;ir;tt:tsassisi DESCRIPTION OF STUDY
* SAN JUAN CAPISTRANO
* PROPOSED 100 -YR
* XO 10/26/21
FILE NAME: SIC100P.DAT
TIME/DATE OF STUDY: 09:28 10/26/2021
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION =___**_:*`
-*TIME-OF-CONCENTRATION MODEL' --
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE
= 0.95
*DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD*
*USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES:
MANNING
WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE
FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT)
(n)
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167
0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/5)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA«
-------------------------------------------
=INITIAL=SUBAREA FLOW-LENGTH(FEET) = 430.00
ELEVATION DATA: UPSTREAM(FEET) = 77.30 DOWNSTREAM(FEET) =
74.90
Tc - K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.703
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.232
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
(MIN.)
COMMERCIAL A 0.89 0.40 0.100 52
9.70
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP - 0.100
SUBAREA RUNOFF(CFS) - 3.36
TOTAL AREA(ACRES) = 0.89 PEAK FLOW RATE(CFS) = 3.36
ii if#{iii#*tif#tRii tR#iii#{iit{i#{{#{{i{i#wWiw##W#rt##w#rt#i#w##rt#w####rtw##t##
FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21
------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 210.00
ELEVATION DATA: UPSTREAM(FEET) = 77.50 DOWNSTREAM(FEET) = 74.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.853
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.653
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.69 0.25 0.100 86 5.85
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) - 3.50
TOTAL AREA(ACRES) = 0.69 PEAK FLOW RATE(CFS) = 3.50
r»w{»r»rtWrtrrrrrrrarrrar»as»s»#ar»sax isaaaaxai#ii sii♦»{a#»»»»»»»ii»»»»»{r»»»
FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21
---------------------------------------------------- ________________________
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
= INITIAL SUBAREA FLOW-LENGTH(FEET) = 325.00=_:=:=:sa====_-------
ELEVATION DATA: UPSTREAM(FEET) - 77.30 DOWNSTREAM(FEET) = 74.80
Tc - K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.635
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.249
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
CONDOMINIUMS C 0.62 0.25 0.350 86 9.63
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA RUNOFF(CFS) = 2.32
TOTAL AREA(ACRES) = 0.62 PEAK FLOW RATE(CFS) = 2.32
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 0.6 TC(MIN.) = 9.63
EFFECTIVE AREA(ACRES) = 0.62 AREA -AVERAGED Fm(INCH/HR)= 0.09
AREA -AVERAGED Fp(INCH/HR) = 0.25 AREA -AVERAGED Ap - 0.350
PEAK FLOW RATE(CFS) = 2.32
END OF RATIONAL METHOD ANALYSIS