1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw
:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
36.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
36.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-18
Norm. cone resistance
Qtn
200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) ) Grain char. factor
Kc
10 32 654 87 9 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Grain char. factor Corrected norm. cone resistance
Qtn,cs
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.2 0.4 0.6 0.8
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:26:41 AM 94 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
36.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
36.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-18
Cone resistance
qt (tsf)
200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
FS Plot
During earthq.
Vertical settlements
Settlement (in)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Strain plot
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:26:41 AM 95 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected.clq Abbreviations
qt:
Ic:
FS:
Volumentric strain:
Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain
L I QU E F A CT I O N A N A LYS I S R E P OR T
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
.
G.W.T. (in-situ):
G.W.T. (earthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Project title : Location :
GMU Geotechnical, Inc.
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
www.gmugeo.com
CPT file : CPT-19
25.00 ft
25.00 ft
1 2.60
Based on SBT
Use fill:
Fill height:
Fill weight:
Trans. detect. applied:
Kσ applied:
No
N/A
N/A
Yes
No
Clay like behavior
applied:
Limit depth applied:
Limit depth:
MSF method:
All soils
No
N/A
Method based
Cone resistance
qt (tsf)
200
Depth (ft)
65 60
55 50
45 40
35 30
25 20
15 10
5 Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
65 60
55 50
45 40
35 30
25 20
15 10
5 SBTn Plot CRR plot
CRR & CSR
0 0.2 0.4 0.6
65 60
55 50
45 40
35 30
25 20
15 10
5 CRR plot
During earthq.
Qtn,cs
0 20 40 60 80 100 120 140 160 180 200
Cyclic Stress Ratio* (CSR*)
0.8 0.7
0.6 0.5
0.4 0.3
0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)
0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio
Rf (%)
0 2 4 6 8 10
65 60
55 50
45 40
35 30
25 20
15 10
5 Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Factor of safety
0 0.5 1 1.5 2
65 60
55 50
45 40
35 30
25 20
15 10
5 FS Plot
During earthq.
Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:26:42 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected.clq 96 This software is licensed to: GMU CPT name: CPT-19
Cone resistance
qt (tsf)
100 200 300
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s
Friction Ratio
Rf (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Friction Ratio Pore pressure
u (psi)
0 5 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Pore pressure
Insitu
SBT Plot
Ic(SBT)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Soil Behaviour Type
Sand & silty sand
Silty sand & sandy silt Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
Clay & silty clay
Clay
Clay & silty clay Silty sand & sandy silt
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Very dense/stiff soil
Clay & silty clay Sand & silty sand Very dense/stiff soil CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:26:42 AM 97 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
25.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
25.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
SBT legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
This software is licensed to: GMU CPT name: CPT-19
Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Norm. Soil Behaviour Type
Sand
Very dense/stiff soil
Sand & silty sand
Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Clay
Clay
Silty sand & sandy silt
Clay & silty clay Silty sand & sandy silt
Clay & silty clay Clay
Clay & silty clay Silty sand & sandy silt
Clay
Sand & silty sand
Clay
Clay & silty clay Clay
Clay
Silty sand & sandy silt Sand & silty sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:26:42 AM 98 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected.clq SBTn legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw
:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
25.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
25.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-19
Norm. cone resistance
Qtn
0 200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) ) Grain char. factor
Kc
10 32 654 87 9 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Grain char. factor Corrected norm. cone resistance
Qtn,cs
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.2 0.4 0.6 0.8
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:26:42 AM 99 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
25.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
25.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-19
Cone resistance
qt (tsf)
100 200 300
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
FS Plot
During earthq.
Vertical settlements
Settlement (in)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Strain plot
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:26:42 AM 100 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected.clq Abbreviations
qt:
Ic:
FS:
Volumentric strain:
Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain
APPENDIX C-1-4
Liquefaction Analyses on
All Relevant CPT’s
Without Depth-Weighting Factor
and 10ft Hypothetical Higher
Groundwater
L I QU E F A CT I O N A N A LYS I S R E P OR T
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
.
G.W.T. (in-situ):
G.W.T. (earthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Project title : Location :
GMU Geotechnical, Inc.
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
www.gmugeo.com
CPT file : CPT-2
23.00 ft
13.00 ft
1 2.60
Based on SBT
Use fill:
Fill height:
Fill weight:
Trans. detect. applied:
Kσ applied:
No
N/A
N/A
Yes
No
Clay like behavior
applied:
Limit depth applied:
Limit depth:
MSF method:
All soils
No
N/A
Method based
Cone resistance
qt (tsf)
0 500 1,000
Depth (ft)
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBTn Plot CRR plot
CRR & CSR
0 0.2 0.4 0.6
65 60
55 50
45 40
35 30
25 20
15 10
5 0
CRR plot
During earthq.
Qtn,cs
0 20 40 60 80 100 120 140 160 180 200
Cyclic Stress Ratio* (CSR*)
0.8 0.7
0.6 0.5
0.4 0.3
0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)
0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio
Rf (%)
0 2 4 6 8 10
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Factor of safety
0 0.5 1 1.5 2
65 60
55 50
45 40
35 30
25 20
15 10
5 0
FS Plot
During earthq.
Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:43:57 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq 1 This software is licensed to: GMU CPT name: CPT-2
Cone resistance
qt (tsf)
0 500 1,000
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s
Friction Ratio
Rf (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Friction Ratio Pore pressure
u (psi)
0 2 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Pore pressure
Insitu
SBT Plot
Ic(SBT)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Soil Behaviour Type
Silty sand & sandy silt
Clay
Silty sand & sandy silt
Clay
Silty sand & sandy silt
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand & silty sand
Sand
Sand & silty sand
Sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:43:57 AM 2 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
23.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
13.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
SBT legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
This software is licensed to: GMU CPT name: CPT-2
Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. Soil Behaviour Type
Silty sand & sandy silt
Clay
Clay
Silty sand & sandy silt
Clay & silty clay
Sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand & silty sand
Sand
Sand & silty sand
Sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:43:57 AM 3 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq SBTn legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw
:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
23.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
13.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-2
Norm. cone resistance
Qtn
0 200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) ) Grain char. factor
Kc
10 32 654 87 9 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Grain char. factor Corrected norm. cone resistance
Qtn,cs
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.2 0.4 0.6 0.8
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:43:57 AM 4 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
23.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
13.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-2
Cone resistance
qt (tsf)
0 500 1,000
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot
During earthq.
Vertical settlements
Settlement (in)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Strain plot
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:43:57 AM 5 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Abbreviations
qt:
Ic:
FS:
Volumentric strain:
Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain
L I QU E F A CT I O N A N A LYS I S R E P OR T
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
.
G.W.T. (in-situ):
G.W.T. (earthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Project title : Location :
GMU Geotechnical, Inc.
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
www.gmugeo.com
CPT file : CPT-2A
23.00 ft
13.00 ft
1 2.60
Based on SBT
Use fill:
Fill height:
Fill weight:
Trans. detect. applied:
Kσ applied:
No
N/A
N/A
Yes
No
Clay like behavior
applied:
Limit depth applied:
Limit depth:
MSF method:
All soils
No
N/A
Method based
Cone resistance
qt (tsf)
0 500
Depth (ft)
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBTn Plot CRR plot
CRR & CSR
0 0.2 0.4 0.6
65 60
55 50
45 40
35 30
25 20
15 10
5 0
CRR plot
During earthq.
Qtn,cs
0 20 40 60 80 100 120 140 160 180 200
Cyclic Stress Ratio* (CSR*)
0.8 0.7
0.6 0.5
0.4 0.3
0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)
0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio
Rf (%)
0 2 4 6 8 10
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Factor of safety
0 0.5 1 1.5 2
65 60
55 50
45 40
35 30
25 20
15 10
5 0
FS Plot
During earthq.
Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:43:58 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq 6 This software is licensed to: GMU CPT name: CPT-2A
Cone resistance
qt (tsf)
0 500
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s
Friction Ratio
Rf (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Friction Ratio Pore pressure
u (psi)
0 1 2 3
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Pore pressure
Insitu
SBT Plot
Ic(SBT)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Soil Behaviour Type
Silty sand & sandy silt
Clay Clay
Clay
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:43:58 AM 7 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
23.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
13.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
SBT legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
This software is licensed to: GMU CPT name: CPT-2A
Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. Soil Behaviour Type
Silty sand & sandy silt
Clay Clay & silty clay Clay & silty clay
Sand & silty sand
Sand
Silty sand & sandy silt
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:43:58 AM 8 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq SBTn legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw
:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
23.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
13.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-2A
Norm. cone resistance
Qtn
200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) ) Grain char. factor
Kc
10 32 654 87 9 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Grain char. factor Corrected norm. cone resistance
Qtn,cs
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.2 0.4 0.6 0.8
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:43:58 AM 9 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
23.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
13.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-2A
Cone resistance
qt (tsf)
0 200 400 600 800
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot
During earthq.
Vertical settlements
Settlement (in)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Strain plot
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:43:58 AM 10 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Abbreviations
qt:
Ic:
FS:
Volumentric strain:
Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain
L I QU E F A CT I O N A N A LYS I S R E P OR T
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
.
G.W.T. (in-situ):
G.W.T. (earthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Project title : Location :
GMU Geotechnical, Inc.
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
www.gmugeo.com
CPT file : CPT-3
20.00 ft
10.00 ft
1 2.60
Based on SBT
Use fill:
Fill height:
Fill weight:
Trans. detect. applied:
Kσ applied:
No
N/A
N/A
Yes
No
Clay like behavior
applied:
Limit depth applied:
Limit depth:
MSF method:
All soils
No
N/A
Method based
Cone resistance
qt (tsf)
0 500
Depth (ft)
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBTn Plot CRR plot
CRR & CSR
0 0.2 0.4 0.6
65 60
55 50
45 40
35 30
25 20
15 10
5 0
CRR plot
During earthq.
Qtn,cs
0 20 40 60 80 100 120 140 160 180 200
Cyclic Stress Ratio* (CSR*)
0.8 0.7
0.6 0.5
0.4 0.3
0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)
0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio
Rf (%)
0 2 4 6 8 10
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Factor of safety
0 0.5 1 1.5 2
65 60
55 50
45 40
35 30
25 20
15 10
5 0
FS Plot
During earthq.
Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:43:59 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq 11 This software is licensed to: GMU CPT name: CPT-3
Cone resistance
qt (tsf)
0 200 400 600 800
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s
Friction Ratio
Rf (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Friction Ratio Pore pressure
u (psi)
0 5 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Pore pressure
Insitu
SBT Plot
Ic(SBT)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Soil Behaviour Type
Sand & silty sand Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Clay
Organic soil
Sand & silty sand
Sand
Sand & silty sand
Sand
Very dense/stiff soil
Sand & silty sand
Very dense/stiff soil
Sand & silty sand
Sand
Sand & silty sand
Sand
Sand & silty sand
Sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:43:59 AM 12 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
20.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
10.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
SBT legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
This software is licensed to: GMU CPT name: CPT-3
Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. Soil Behaviour Type
Sand & silty sand
Sand & silty sand Clay & silty clay Sand & silty sand
Sand & silty sand Silty sand & sandy silt
Clay
Organic soil
Sand & silty sand
Sand
Sand
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Very dense/stiff soil
Sand & silty sand
Sand
Sand & silty sand
Sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:43:59 AM 13 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq SBTn legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw
:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
20.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
10.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-3
Norm. cone resistance
Qtn
0 200 400
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) ) Grain char. factor
Kc
10 32 654 87 9 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Grain char. factor Corrected norm. cone resistance
Qtn,cs
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.2 0.4 0.6 0.8
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:43:59 AM 14 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
20.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
10.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-3
Cone resistance
qt (tsf)
0 200 400 600 800
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot
During earthq.
Vertical settlements
Settlement (in)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Strain plot
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:43:59 AM 15 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Abbreviations
qt:
Ic:
FS:
Volumentric strain:
Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain
L I QU E F A CT I O N A N A LYS I S R E P OR T
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
.
G.W.T. (in-situ):
G.W.T. (earthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Project title : Location :
GMU Geotechnical, Inc.
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
www.gmugeo.com
CPT file : CPT-4A
23.50 ft
13.50 ft
1 2.60
Based on SBT
Use fill:
Fill height:
Fill weight:
Trans. detect. applied:
Kσ applied:
No
N/A
N/A
Yes
No
Clay like behavior
applied:
Limit depth applied:
Limit depth:
MSF method:
All soils
No
N/A
Method based
Cone resistance
qt (tsf)
500
Depth (ft)
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBTn Plot CRR plot
CRR & CSR
0 0.2 0.4 0.6
65 60
55 50
45 40
35 30
25 20
15 10
5 0
CRR plot
During earthq.
Qtn,cs
0 20 40 60 80 100 120 140 160 180 200
Cyclic Stress Ratio* (CSR*)
0.8 0.7
0.6 0.5
0.4 0.3
0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)
0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio
Rf (%)
0 2 4 6 8 10
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Factor of safety
0 0.5 1 1.5 2
65 60
55 50
45 40
35 30
25 20
15 10
5 0
FS Plot
During earthq.
Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:00 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq 16 This software is licensed to: GMU CPT name: CPT-4A
Cone resistance
qt (tsf)
200 400 600 800
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s
Friction Ratio
Rf (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Friction Ratio Pore pressure
u (psi)
0 5 10 15
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Pore pressure
Insitu
SBT Plot
Ic(SBT)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Soil Behaviour Type
Sand & silty sand
Sand & silty sand
Sand & silty sand
Sand & silty sand
Sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand Silty sand & sandy silt
Sand & silty sand
Sand & silty sand
Very dense/stiff soil
Sand & silty sand
Sand
Silty sand & sandy silt
Sand & silty sand
Sand & silty sand Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand
Sand & silty sand
Sand Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand
Sand & silty sand
Sand & silty sand
Sand
Sand & silty sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:00 AM 17 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
23.50 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
13.50 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
SBT legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
This software is licensed to: GMU CPT name: CPT-4A
Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. Soil Behaviour Type
Sand & silty sand
Very dense/stiff soil
Sand
Sand
Sand & silty sand
Sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand Silty sand & sandy silt
Sand & silty sand
Sand & silty sand
Very dense/stiff soil
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand Clay
Clay
Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand
Sand Sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand
Sand & silty sand
Sand Sand & silty sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:00 AM 18 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq SBTn legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw
:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
23.50 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
13.50 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-4A
Norm. cone resistance
Qtn
200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) ) Grain char. factor
Kc
10 32 654 87 9 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Grain char. factor Corrected norm. cone resistance
Qtn,cs
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.2 0.4 0.6 0.8
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:00 AM 19 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
23.50 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
13.50 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-4A
Cone resistance
qt (tsf)
200 400 600 800
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot
During earthq.
Vertical settlements
Settlement (in)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Strain plot
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:00 AM 20 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Abbreviations
qt:
Ic:
FS:
Volumentric strain:
Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain
L I QU E F A CT I O N A N A LYS I S R E P OR T
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
.
G.W.T. (in-situ):
G.W.T. (earthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Project title : Location :
GMU Geotechnical, Inc.
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
www.gmugeo.com
CPT file : CPT-5
20.00 ft
10.00 ft
1 2.60
Based on SBT
Use fill:
Fill height:
Fill weight:
Trans. detect. applied:
Kσ applied:
No
N/A
N/A
Yes
No
Clay like behavior
applied:
Limit depth applied:
Limit depth:
MSF method:
All soils
No
N/A
Method based
Cone resistance
qt (tsf)
0 500
Depth (ft)
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBTn Plot CRR plot
CRR & CSR
0 0.2 0.4 0.6
65 60
55 50
45 40
35 30
25 20
15 10
5 0
CRR plot
During earthq.
Qtn,cs
0 20 40 60 80 100 120 140 160 180 200
Cyclic Stress Ratio* (CSR*)
0.8 0.7
0.6 0.5
0.4 0.3
0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)
0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio
Rf (%)
0 2 4 6 8 10
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Factor of safety
0 0.5 1 1.5 2
65 60
55 50
45 40
35 30
25 20
15 10
5 0
FS Plot
During earthq.
Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:01 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq 21 This software is licensed to: GMU CPT name: CPT-5
Cone resistance
qt (tsf)
200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s
Friction Ratio
Rf (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Friction Ratio Pore pressure
u (psi)
0 5 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Pore pressure
Insitu
SBT Plot
Ic(SBT)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Soil Behaviour Type
Sand & silty sand
Silty sand & sandy silt Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt Clay Silty sand & sandy silt Sand & silty sand Silty sand & sandy silt
Sand & silty sand Silty sand & sandy silt
Sand & silty sand Sand
Silty sand & sandy silt Sand & silty sand
Sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:01 AM 22 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
20.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
10.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
SBT legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
This software is licensed to: GMU CPT name: CPT-5
Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. Soil Behaviour Type
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Clay Silty sand & sandy silt
Sand & silty sand Silty sand & sandy silt Sand & silty sand Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:01 AM 23 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq SBTn legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw
:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
20.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
10.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-5
Norm. cone resistance
Qtn
100 200 300 400 500
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) ) Grain char. factor
Kc
10 32 654 87 9 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Grain char. factor Corrected norm. cone resistance
Qtn,cs
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.2 0.4 0.6 0.8
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:01 AM 24 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
20.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
10.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-5
Cone resistance
qt (tsf)
200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot
During earthq.
Vertical settlements
Settlement (in)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Strain plot
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:01 AM 25 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Abbreviations
qt:
Ic:
FS:
Volumentric strain:
Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain
L I QU E F A CT I O N A N A LYS I S R E P OR T
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
.
G.W.T. (in-situ):
G.W.T. (earthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Project title : Location :
GMU Geotechnical, Inc.
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
www.gmugeo.com
CPT file : CPT-6
26.00 ft
16.00 ft
1 2.60
Based on SBT
Use fill:
Fill height:
Fill weight:
Trans. detect. applied:
Kσ applied:
No
N/A
N/A
Yes
No
Clay like behavior
applied:
Limit depth applied:
Limit depth:
MSF method:
All soils
No
N/A
Method based
Cone resistance
qt (tsf)
0 500
Depth (ft)
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBTn Plot CRR plot
CRR & CSR
0 0.2 0.4 0.6
65 60
55 50
45 40
35 30
25 20
15 10
5 0
CRR plot
During earthq.
Qtn,cs
0 20 40 60 80 100 120 140 160 180 200
Cyclic Stress Ratio* (CSR*)
0.8 0.7
0.6 0.5
0.4 0.3
0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)
0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio
Rf (%)
0 2 4 6 8 10
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Factor of safety
0 0.5 1 1.5 2
65 60
55 50
45 40
35 30
25 20
15 10
5 0
FS Plot
During earthq.
Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:02 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq 26 This software is licensed to: GMU CPT name: CPT-6
Cone resistance
qt (tsf)
0 200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s
Friction Ratio
Rf (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Friction Ratio Pore pressure
u (psi)
0 2 4 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Pore pressure
Insitu
SBT Plot
Ic(SBT)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Soil Behaviour Type
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt Clay & silty clay Silty sand & sandy silt Clay & silty clay
Clay & silty clay
Clay
Clay
Clay & silty clay Silty sand & sandy silt
Clay
Clay & silty clay
Sand & silty sand
Sand & silty sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:02 AM 27 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
26.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
16.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
SBT legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
This software is licensed to: GMU CPT name: CPT-6
Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. Soil Behaviour Type
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Clay & silty clay
Clay & silty clay
Clay
Clay
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:02 AM 28 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq SBTn legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw
:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
26.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
16.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-6
Norm. cone resistance
Qtn
0 100 200 300 400 500
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) ) Grain char. factor
Kc
10 32 654 87 9 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Grain char. factor Corrected norm. cone resistance
Qtn,cs
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.2 0.4 0.6 0.8
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:02 AM 29 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
26.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
16.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-6
Cone resistance
qt (tsf)
0 200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot
During earthq.
Vertical settlements
Settlement (in)
0 2 4 6 8 10 12
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Strain plot
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:02 AM 30 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Abbreviations
qt:
Ic:
FS:
Volumentric strain:
Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain
L I QU E F A CT I O N A N A LYS I S R E P OR T
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
.
G.W.T. (in-situ):
G.W.T. (earthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Project title : Location :
GMU Geotechnical, Inc.
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
www.gmugeo.com
CPT file : CPT-7
45.00 ft
35.00 ft
1 2.60
Based on SBT
Use fill:
Fill height:
Fill weight:
Trans. detect. applied:
Kσ applied:
No
N/A
N/A
Yes
No
Clay like behavior
applied:
Limit depth applied:
Limit depth:
MSF method:
All soils
No
N/A
Method based
Cone resistance
qt (tsf)
500
Depth (ft)
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBTn Plot CRR plot
CRR & CSR
0 0.2 0.4 0.6
65 60
55 50
45 40
35 30
25 20
15 10
5 0
CRR plot
During earthq.
Qtn,cs
0 20 40 60 80 100 120 140 160 180 200
Cyclic Stress Ratio* (CSR*)
0.8 0.7
0.6 0.5
0.4 0.3
0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)
0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio
Rf (%)
0 2 4 6 8 10
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Factor of safety
0 0.5 1 1.5 2
65 60
55 50
45 40
35 30
25 20
15 10
5 0
FS Plot
During earthq.
Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:03 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq 31 This software is licensed to: GMU CPT name: CPT-7
Cone resistance
qt (tsf)
200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s
Friction Ratio
Rf (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Friction Ratio Pore pressure
u (psi)
0 1
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Pore pressure
Insitu
SBT Plot
Ic(SBT)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Soil Behaviour Type
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand & silty sand
Sand & silty sand
Sand & silty sand
Sand
Sand Sand & silty sand
Sand & silty sand
Sand & silty sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:03 AM 32 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
45.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
35.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
SBT legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
This software is licensed to: GMU CPT name: CPT-7
Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. Soil Behaviour Type
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:03 AM 33 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq SBTn legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw
:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
45.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
35.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-7
Norm. cone resistance
Qtn
100 200 300
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) ) Grain char. factor
Kc
10 32 654 87 9 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Grain char. factor Corrected norm. cone resistance
Qtn,cs
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.2 0.4 0.6 0.8
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:03 AM 34 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
45.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
35.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-7
Cone resistance
qt (tsf)
200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot
During earthq.
Vertical settlements
Settlement (in)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Strain plot
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:03 AM 35 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Abbreviations
qt:
Ic:
FS:
Volumentric strain:
Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain
L I QU E F A CT I O N A N A LYS I S R E P OR T
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
.
G.W.T. (in-situ):
G.W.T. (earthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Project title : Location :
GMU Geotechnical, Inc.
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
www.gmugeo.com
CPT file : CPT-8
33.00 ft
23.00 ft
1 2.60
Based on SBT
Use fill:
Fill height:
Fill weight:
Trans. detect. applied:
Kσ applied:
No
N/A
N/A
Yes
No
Clay like behavior
applied:
Limit depth applied:
Limit depth:
MSF method:
All soils
No
N/A
Method based
Cone resistance
qt (tsf)
100 200
Depth (ft)
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBTn Plot CRR plot
CRR & CSR
0 0.2 0.4 0.6
65 60
55 50
45 40
35 30
25 20
15 10
5 0
CRR plot
During earthq.
Qtn,cs
0 20 40 60 80 100 120 140 160 180 200
Cyclic Stress Ratio* (CSR*)
0.8 0.7
0.6 0.5
0.4 0.3
0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)
0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio
Rf (%)
0 2 4 6 8 10
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Factor of safety
0 0.5 1 1.5 2
65 60
55 50
45 40
35 30
25 20
15 10
5 0
FS Plot
During earthq.
Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:03 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq 36 This software is licensed to: GMU CPT name: CPT-8
Cone resistance
qt (tsf)
100 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s
Friction Ratio
Rf (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Friction Ratio Pore pressure
u (psi)
0 2 4 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Pore pressure
Insitu
SBT Plot
Ic(SBT)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Soil Behaviour Type
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Clay & silty clay
Clay & silty clay Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand
Clay & silty clay
Clay
Clay
Clay Silty sand & sandy silt Clay & silty clay
Clay & silty clay
Clay
Silty sand & sandy silt Sand & silty sand
Silty sand & sandy silt
Very dense/stiff soil
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:03 AM 37 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
33.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
23.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
SBT legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
This software is licensed to: GMU CPT name: CPT-8
Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. Soil Behaviour Type
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Silty sand & sandy silt
Clay
Sand & silty sand
Clay & silty clay
Sand & silty sand Silty sand & sandy silt Clay
Clay
Clay & silty clay
Clay & silty clay
Clay
Clay & silty clay
Silty sand & sandy silt
Silty sand & sandy silt
Clay & silty clay
Very dense/stiff soil
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:03 AM 38 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq SBTn legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw
:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
33.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
23.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-8
Norm. cone resistance
Qtn
50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) ) Grain char. factor
Kc
10 32 654 87 9 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Grain char. factor Corrected norm. cone resistance
Qtn,cs
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.2 0.4 0.6 0.8
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:03 AM 39 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
33.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
23.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-8
Cone resistance
qt (tsf)
50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot
During earthq.
Vertical settlements
Settlement (in)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Strain plot
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:03 AM 40 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Abbreviations
qt:
Ic:
FS:
Volumentric strain:
Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain
L I QU E F A CT I O N A N A LYS I S R E P OR T
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
.
G.W.T. (in-situ):
G.W.T. (earthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Project title : Location :
GMU Geotechnical, Inc.
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
www.gmugeo.com
CPT file : CPT-9
31.00 ft
21.00 ft
1 2.60
Based on SBT
Use fill:
Fill height:
Fill weight:
Trans. detect. applied:
Kσ applied:
No
N/A
N/A
Yes
No
Clay like behavior
applied:
Limit depth applied:
Limit depth:
MSF method:
All soils
No
N/A
Method based
Cone resistance
qt (tsf)
0 200 400 600
Depth (ft)
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBTn Plot CRR plot
CRR & CSR
0 0.2 0.4 0.6
65 60
55 50
45 40
35 30
25 20
15 10
5 0
CRR plot
During earthq.
Qtn,cs
0 20 40 60 80 100 120 140 160 180 200
Cyclic Stress Ratio* (CSR*)
0.8 0.7
0.6 0.5
0.4 0.3
0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)
0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio
Rf (%)
0 2 4 6 8 10
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Factor of safety
0 0.5 1 1.5 2
65 60
55 50
45 40
35 30
25 20
15 10
5 0
FS Plot
During earthq.
Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:04 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq 41 This software is licensed to: GMU CPT name: CPT-9
Cone resistance
qt (tsf)
0 200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s
Friction Ratio
Rf (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Friction Ratio Pore pressure
u (psi)
0 5 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Pore pressure
Insitu
SBT Plot
Ic(SBT)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Soil Behaviour Type
Silty sand & sandy silt
Organic soil
Clay & silty clay
Silty sand & sandy silt Clay
Sand & silty sand
Sand & silty sand
Sand & silty sand
Sand & silty sand
Clay & silty clay Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand
Sand & silty sand
Sand
Sand
Sand Sand & silty sand
Very dense/stiff soil
Sand & silty sand
Sand Sand
Silty sand & sandy silt Clay
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt Clay & silty clay
Sand & silty sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:04 AM 42 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
31.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
21.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
SBT legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
This software is licensed to: GMU CPT name: CPT-9
Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. Soil Behaviour Type
Silty sand & sandy silt
Clay
Sand & silty sand
Very dense/stiff soil
Sand & silty sand Sand
Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand
Sand & silty sand
Sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand Clay & silty clay
Clay
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Sand & silty sand
Sand & silty sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:04 AM 43 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq SBTn legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw
:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
31.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
21.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-9
Norm. cone resistance
Qtn
0 100 200 300 400 500
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) ) Grain char. factor
Kc
10 32 654 87 9 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Grain char. factor Corrected norm. cone resistance
Qtn,cs
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.2 0.4 0.6 0.8
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:04 AM 44 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
31.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
21.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-9
Cone resistance
qt (tsf)
0 200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot
During earthq.
Vertical settlements
Settlement (in)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Strain plot
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:04 AM 45 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Abbreviations
qt:
Ic:
FS:
Volumentric strain:
Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain
L I QU E F A CT I O N A N A LYS I S R E P OR T
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
.
G.W.T. (in-situ):
G.W.T. (earthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Project title : Location :
GMU Geotechnical, Inc.
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
www.gmugeo.com
CPT file : CPT-10
35.00 ft
25.00 ft
1 2.60
Based on SBT
Use fill:
Fill height:
Fill weight:
Trans. detect. applied:
Kσ applied:
No
N/A
N/A
Yes
No
Clay like behavior
applied:
Limit depth applied:
Limit depth:
MSF method:
All soils
No
N/A
Method based
Cone resistance
qt (tsf)
500
Depth (ft)
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBTn Plot CRR plot
CRR & CSR
0 0.2 0.4 0.6
65 60
55 50
45 40
35 30
25 20
15 10
5 0
CRR plot
During earthq.
Qtn,cs
0 20 40 60 80 100 120 140 160 180 200
Cyclic Stress Ratio* (CSR*)
0.8 0.7
0.6 0.5
0.4 0.3
0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)
0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio
Rf (%)
0 2 4 6 8 10
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Factor of safety
0 0.5 1 1.5 2
65 60
55 50
45 40
35 30
25 20
15 10
5 0
FS Plot
During earthq.
Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:05 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq 46 This software is licensed to: GMU CPT name: CPT-10
Cone resistance
qt (tsf)
200 400 600 800
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s
Friction Ratio
Rf (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Friction Ratio Pore pressure
u (psi)
0 2 4 6 8
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Pore pressure
Insitu
SBT Plot
Ic(SBT)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Soil Behaviour Type
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt Clay & silty clay Clay Clay & silty clay Sand & silty sand Silty sand & sandy silt Clay
Clay Silty sand & sandy silt
Clay
Clay & silty clay
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand Very dense/stiff soil
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand Sand
Sand
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Clay & silty clay
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:05 AM 47 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
35.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
25.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
SBT legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
This software is licensed to: GMU CPT name: CPT-10
Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. Soil Behaviour Type
Sand & silty sand
Very dense/stiff soil
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand Silty sand & sandy silt Clay & silty clay Silty sand & sandy silt Very dense/stiff soil Clay & silty clay Clay Silty sand & sandy silt
Clay & silty clay Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt Sand & silty sand
Clay Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Clay Clay
Silty sand & sandy silt
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:05 AM 48 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq SBTn legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw
:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
35.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
25.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-10
Norm. cone resistance
Qtn
0 200 400
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) ) Grain char. factor
Kc
10 32 654 87 9 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Grain char. factor Corrected norm. cone resistance
Qtn,cs
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.2 0.4 0.6 0.8
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:05 AM 49 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
35.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
25.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-10
Cone resistance
qt (tsf)
200 400 600 800
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot
During earthq.
Vertical settlements
Settlement (in)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Strain plot
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:05 AM 50 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Abbreviations
qt:
Ic:
FS:
Volumentric strain:
Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain
L I QU E F A CT I O N A N A LYS I S R E P OR T
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
.
G.W.T. (in-situ):
G.W.T. (earthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Project title : Location :
GMU Geotechnical, Inc.
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
www.gmugeo.com
CPT file : CPT-11
26.00 ft
16.00 ft
1 2.60
Based on SBT
Use fill:
Fill height:
Fill weight:
Trans. detect. applied:
Kσ applied:
No
N/A
N/A
Yes
No
Clay like behavior
applied:
Limit depth applied:
Limit depth:
MSF method:
All soils
No
N/A
Method based
Cone resistance
qt (tsf)
500
Depth (ft)
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBTn Plot CRR plot
CRR & CSR
0 0.2 0.4 0.6
65 60
55 50
45 40
35 30
25 20
15 10
5 0
CRR plot
During earthq.
Qtn,cs
0 20 40 60 80 100 120 140 160 180 200
Cyclic Stress Ratio* (CSR*)
0.8 0.7
0.6 0.5
0.4 0.3
0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)
0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio
Rf (%)
0 2 4 6 8 10
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Factor of safety
0 0.5 1 1.5 2
65 60
55 50
45 40
35 30
25 20
15 10
5 0
FS Plot
During earthq.
Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:06 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq 51 This software is licensed to: GMU CPT name: CPT-11
Cone resistance
qt (tsf)
500
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s
Friction Ratio
Rf (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Friction Ratio Pore pressure
u (psi)
0 5 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Pore pressure
Insitu
SBT Plot
Ic(SBT)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Soil Behaviour Type
Sand & silty sand
Sand & silty sand
Very dense/stiff soil
Very dense/stiff soil
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand
Sand & silty sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:06 AM 52 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
26.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
16.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
SBT legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
This software is licensed to: GMU CPT name: CPT-11
Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. Soil Behaviour Type
Sand
Very dense/stiff soil
Very dense/stiff soil
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand
Sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:06 AM 53 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq SBTn legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw
:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
26.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
16.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-11
Norm. cone resistance
Qtn
500 1,000 1,500
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) ) Grain char. factor
Kc
10 32 654 87 9 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Grain char. factor Corrected norm. cone resistance
Qtn,cs
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.2 0.4 0.6 0.8
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:06 AM 54 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
26.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
16.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-11
Cone resistance
qt (tsf)
200 400 600 800
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot
During earthq.
Vertical settlements
Settlement (in)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Strain plot
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:06 AM 55 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Abbreviations
qt:
Ic:
FS:
Volumentric strain:
Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain
L I QU E F A CT I O N A N A LYS I S R E P OR T
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
.
G.W.T. (in-situ):
G.W.T. (earthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Project title : Location :
GMU Geotechnical, Inc.
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
www.gmugeo.com
CPT file : CPT-12
22.00 ft
12.00 ft
1 2.60
Based on SBT
Use fill:
Fill height:
Fill weight:
Trans. detect. applied:
Kσ applied:
No
N/A
N/A
Yes
No
Clay like behavior
applied:
Limit depth applied:
Limit depth:
MSF method:
All soils
No
N/A
Method based
Cone resistance
qt (tsf)
0 500
Depth (ft)
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBTn Plot CRR plot
CRR & CSR
0 0.2 0.4 0.6
65 60
55 50
45 40
35 30
25 20
15 10
5 0
CRR plot
During earthq.
Qtn,cs
0 20 40 60 80 100 120 140 160 180 200
Cyclic Stress Ratio* (CSR*)
0.8 0.7
0.6 0.5
0.4 0.3
0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)
0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio
Rf (%)
0 2 4 6 8 10
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Factor of safety
0 0.5 1 1.5 2
65 60
55 50
45 40
35 30
25 20
15 10
5 0
FS Plot
During earthq.
Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:07 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq 56 This software is licensed to: GMU CPT name: CPT-12
Cone resistance
qt (tsf)
0 500
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s
Friction Ratio
Rf (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Friction Ratio Pore pressure
u (psi)
0 5 10 15
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Pore pressure
Insitu
SBT Plot
Ic(SBT)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Soil Behaviour Type
Sand & silty sand
Very dense/stiff soil
Sand & silty sand Very dense/stiff soil
Silty sand & sandy silt
Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Very dense/stiff soil
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand & silty sand Very dense/stiff soil
Clay & silty clay Clay
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:07 AM 57 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
22.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
12.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
SBT legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
This software is licensed to: GMU CPT name: CPT-12
Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. Soil Behaviour Type
Sand
Very dense/stiff soil
Sand & silty sand
Very dense/stiff soil
Silty sand & sandy silt
Sand & silty sand
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Very dense/stiff soil
Sand & silty sand
Silty sand & sandy silt Sand & silty sand
Silty sand & sandy silt
Clay & silty clay Silty sand & sandy silt
Sand & silty sand
Clay & silty clay
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand & silty sand
Sand & silty sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:07 AM 58 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq SBTn legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw
:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
22.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
12.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-12
Norm. cone resistance
Qtn
0 500 1,000
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) ) Grain char. factor
Kc
10 32 654 87 9 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Grain char. factor Corrected norm. cone resistance
Qtn,cs
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.2 0.4 0.6 0.8
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:07 AM 59 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
22.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
12.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-12
Cone resistance
qt (tsf)
0 200 400 600 800
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot
During earthq.
Vertical settlements
Settlement (in)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Strain plot
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:07 AM 60 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Abbreviations
qt:
Ic:
FS:
Volumentric strain:
Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain
L I QU E F A CT I O N A N A LYS I S R E P OR T
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
.
G.W.T. (in-situ):
G.W.T. (earthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Project title : Location :
GMU Geotechnical, Inc.
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
www.gmugeo.com
CPT file : CPT-13
27.00 ft
17.00 ft
1 2.60
Based on SBT
Use fill:
Fill height:
Fill weight:
Trans. detect. applied:
Kσ applied:
No
N/A
N/A
Yes
No
Clay like behavior
applied:
Limit depth applied:
Limit depth:
MSF method:
All soils
No
N/A
Method based
Cone resistance
qt (tsf)
200 400 600
Depth (ft)
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBTn Plot CRR plot
CRR & CSR
0 0.2 0.4 0.6
65 60
55 50
45 40
35 30
25 20
15 10
5 0
CRR plot
During earthq.
Qtn,cs
0 20 40 60 80 100 120 140 160 180 200
Cyclic Stress Ratio* (CSR*)
0.8 0.7
0.6 0.5
0.4 0.3
0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)
0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio
Rf (%)
0 2 4 6 8 10
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Factor of safety
0 0.5 1 1.5 2
65 60
55 50
45 40
35 30
25 20
15 10
5 0
FS Plot
During earthq.
Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:08 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq 61 This software is licensed to: GMU CPT name: CPT-13
Cone resistance
qt (tsf)
200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s
Friction Ratio
Rf (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Friction Ratio Pore pressure
u (psi)
0 10 20 30 40 50
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Pore pressure
Insitu
SBT Plot
Ic(SBT)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Soil Behaviour Type
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Silty sand & sandy silt
Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand
Sand & silty sand
Very dense/stiff soil
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:08 AM 62 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
27.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
17.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
SBT legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
This software is licensed to: GMU CPT name: CPT-13
Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. Soil Behaviour Type
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Silty sand & sandy silt Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Silty sand & sandy silt
Clay & silty clay
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Very dense/stiff soil
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:08 AM 63 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq SBTn legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw
:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
27.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
17.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-13
Norm. cone resistance
Qtn
100 200 300 400
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) ) Grain char. factor
Kc
10 32 654 87 9 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Grain char. factor Corrected norm. cone resistance
Qtn,cs
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.2 0.4 0.6 0.8
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:08 AM 64 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
27.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
17.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-13
Cone resistance
qt (tsf)
200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot
During earthq.
Vertical settlements
Settlement (in)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Strain plot
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:08 AM 65 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Abbreviations
qt:
Ic:
FS:
Volumentric strain:
Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain
L I QU E F A CT I O N A N A LYS I S R E P OR T
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
.
G.W.T. (in-situ):
G.W.T. (earthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Project title : Location :
GMU Geotechnical, Inc.
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
www.gmugeo.com
CPT file : CPT-14
38.00 ft
28.00 ft
1 2.60
Based on SBT
Use fill:
Fill height:
Fill weight:
Trans. detect. applied:
Kσ applied:
No
N/A
N/A
Yes
No
Clay like behavior
applied:
Limit depth applied:
Limit depth:
MSF method:
All soils
No
N/A
Method based
Cone resistance
qt (tsf)
200 400 600
Depth (ft)
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBTn Plot CRR plot
CRR & CSR
0 0.2 0.4 0.6
65 60
55 50
45 40
35 30
25 20
15 10
5 0
CRR plot
During earthq.
Qtn,cs
0 20 40 60 80 100 120 140 160 180 200
Cyclic Stress Ratio* (CSR*)
0.8 0.7
0.6 0.5
0.4 0.3
0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)
0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio
Rf (%)
0 2 4 6 8 10
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Factor of safety
0 0.5 1 1.5 2
65 60
55 50
45 40
35 30
25 20
15 10
5 0
FS Plot
During earthq.
Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:09 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq 66 This software is licensed to: GMU CPT name: CPT-14
Cone resistance
qt (tsf)
200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s
Friction Ratio
Rf (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Friction Ratio Pore pressure
u (psi)
0 2 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Pore pressure
Insitu
SBT Plot
Ic(SBT)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Soil Behaviour Type
Sand & silty sand
Silty sand & sandy silt Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Sand & silty sand
Sand & silty sand
Very dense/stiff soil Sand & silty sand Silty sand & sandy silt Silty sand & sandy silt
Sand & silty sand Silty sand & sandy silt
Sand & silty sand Silty sand & sandy silt
Sand & silty sand
Sand & silty sand Clay
Silty sand & sandy silt
Very dense/stiff soil
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:09 AM 67 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
38.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
28.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
SBT legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
This software is licensed to: GMU CPT name: CPT-14
Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. Soil Behaviour Type
Sand & silty sand
Very dense/stiff soil
Silty sand & sandy silt Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Very dense/stiff soil
Sand & silty sand Silty sand & sandy silt
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt Clay & silty clay Silty sand & sandy silt Clay Very dense/stiff soil
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:09 AM 68 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq SBTn legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw
:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
38.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
28.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-14
Norm. cone resistance
Qtn
200 400 600 800
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) ) Grain char. factor
Kc
10 32 654 87 9 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Grain char. factor Corrected norm. cone resistance
Qtn,cs
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.2 0.4 0.6 0.8
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:09 AM 69 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
38.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
28.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-14
Cone resistance
qt (tsf)
200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot
During earthq.
Vertical settlements
Settlement (in)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Strain plot
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:09 AM 70 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Abbreviations
qt:
Ic:
FS:
Volumentric strain:
Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain
L I QU E F A CT I O N A N A LYS I S R E P OR T
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
.
G.W.T. (in-situ):
G.W.T. (earthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Project title : Location :
GMU Geotechnical, Inc.
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
www.gmugeo.com
CPT file : CPT-15
34.00 ft
24.00 ft
1 2.60
Based on SBT
Use fill:
Fill height:
Fill weight:
Trans. detect. applied:
Kσ applied:
No
N/A
N/A
Yes
No
Clay like behavior
applied:
Limit depth applied:
Limit depth:
MSF method:
All soils
No
N/A
Method based
Cone resistance
qt (tsf)
0 500
Depth (ft)
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBTn Plot CRR plot
CRR & CSR
0 0.2 0.4 0.6
65 60
55 50
45 40
35 30
25 20
15 10
5 0
CRR plot
During earthq.
Qtn,cs
0 20 40 60 80 100 120 140 160 180 200
Cyclic Stress Ratio* (CSR*)
0.8 0.7
0.6 0.5
0.4 0.3
0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)
0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio
Rf (%)
0 2 4 6 8 10
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Factor of safety
0 0.5 1 1.5 2
65 60
55 50
45 40
35 30
25 20
15 10
5 0
FS Plot
During earthq.
Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:10 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq 71 This software is licensed to: GMU CPT name: CPT-15
Cone resistance
qt (tsf)
0 200 400 600
Depth (ft)
66 64
62 60
58 56
54 52
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s
Friction Ratio
Rf (%)
0 2 4 6 8 10
Depth (ft)
66 64
62 60
58 56
54 52
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Friction Ratio Pore pressure
u (psi)
0 5 10
Depth (ft)
66 64
62 60
58 56
54 52
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Pore pressure
Insitu
SBT Plot
Ic(SBT)
1 2 3 4
Depth (ft)
66 64
62 60
58 56
54 52
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
66 64
62 60
58 56
54 52
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Soil Behaviour Type
Sand & silty sand
Clay
Clay & silty clay
Clay & silty clay
Sand & silty sand Clay & silty clay
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand Sand & silty sand Silty sand & sandy silt
Sand & silty sand
Sand & silty sand Sand
Sand
Sand & silty sand
Sand
Clay & silty clay
Sand & silty sand
Clay & silty clay
Clay & silty clay
Clay
Clay
Clay & silty clay
Clay
Clay & silty clay
Clay
Clay & silty clay
Sand & silty sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:10 AM 72 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
34.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
24.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
SBT legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
This software is licensed to: GMU CPT name: CPT-15
Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
66 64
62 60
58 56
54 52
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10
Depth (ft)
66 64
62 60
58 56
54 52
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1
Depth (ft)
66 64
62 60
58 56
54 52
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
66 64
62 60
58 56
54 52
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
66 64
62 60
58 56
54 52
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Norm. Soil Behaviour Type
Sand & silty sand
Clay
Silty sand & sandy silt
Clay Sand & silty sand Silty sand & sandy silt
Sand & silty sand Sand
Clay
Silty sand & sandy silt
Sand & silty sand
Sand Sand & silty sand Silty sand & sandy silt
Sand & silty sand
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Clay
Clay & silty clay
Clay
Organic soil
Clay
Clay
Clay
Clay
Clay Clay
Clay
Clay & silty clay
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:10 AM 73 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq SBTn legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw
:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
34.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
24.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-15
Norm. cone resistance
Qtn
0 200 400 600
Depth (ft)
66 64
62 60
58 56
54 52
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) ) Grain char. factor
Kc
10 32 654 87 9 10
Depth (ft)
66 64
62 60
58 56
54 52
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Grain char. factor Corrected norm. cone resistance
Qtn,cs
0 50 100 150 200
Depth (ft)
66 64
62 60
58 56
54 52
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
66 64
62 60
58 56
54 52
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.2 0.4 0.6 0.8
Depth (ft)
66 64
62 60
58 56
54 52
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:10 AM 74 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
34.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
24.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-15
Cone resistance
qt (tsf)
0 200 400 600
Depth (ft)
66 64
62 60
58 56
54 52
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
66 64
62 60
58 56
54 52
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
66 64
62 60
58 56
54 52
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
FS Plot
During earthq.
Vertical settlements
Settlement (in)
0 2 4 6 8 10
Depth (ft)
66 64
62 60
58 56
54 52
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
66 64
62 60
58 56
54 52
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Strain plot
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:10 AM 75 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Abbreviations
qt:
Ic:
FS:
Volumentric strain:
Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain
L I QU E F A CT I O N A N A LYS I S R E P OR T
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
.
G.W.T. (in-situ):
G.W.T. (earthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Project title : Location :
GMU Geotechnical, Inc.
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
www.gmugeo.com
CPT file : CPT-16
20.00 ft
10.00 ft
1 2.60
Based on SBT
Use fill:
Fill height:
Fill weight:
Trans. detect. applied:
Kσ applied:
No
N/A
N/A
Yes
No
Clay like behavior
applied:
Limit depth applied:
Limit depth:
MSF method:
All soils
No
N/A
Method based
Cone resistance
qt (tsf)
0 500
Depth (ft)
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBTn Plot CRR plot
CRR & CSR
0 0.2 0.4 0.6
65 60
55 50
45 40
35 30
25 20
15 10
5 0
CRR plot
During earthq.
Qtn,cs
0 20 40 60 80 100 120 140 160 180 200
Cyclic Stress Ratio* (CSR*)
0.8 0.7
0.6 0.5
0.4 0.3
0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)
0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio
Rf (%)
0 2 4 6 8 10
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Factor of safety
0 0.5 1 1.5 2
65 60
55 50
45 40
35 30
25 20
15 10
5 0
FS Plot
During earthq.
Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:10 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq 76 This software is licensed to: GMU CPT name: CPT-16
Cone resistance
qt (tsf)
0 200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s
Friction Ratio
Rf (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Friction Ratio Pore pressure
u (psi)
0 1
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Pore pressure
Insitu
SBT Plot
Ic(SBT)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Soil Behaviour Type
Silty sand & sandy silt
Clay
Clay Sand & silty sand
Clay
Clay & silty clay Sand
Sand & silty sand
Silty sand & sandy silt
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:10 AM 77 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
20.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
10.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
SBT legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
This software is licensed to: GMU CPT name: CPT-16
Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. Soil Behaviour Type
Silty sand & sandy silt
Clay & silty clay
Clay & silty clay Clay
Clay & silty clay
Sand & silty sand
Silty sand & sandy silt
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:10 AM 78 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq SBTn legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw
:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
20.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
10.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-16
Norm. cone resistance
Qtn
0 200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) ) Grain char. factor
Kc
10 32 654 87 9 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Grain char. factor Corrected norm. cone resistance
Qtn,cs
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.2 0.4 0.6 0.8
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:10 AM 79 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
20.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
10.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-16
Cone resistance
qt (tsf)
0 200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot
During earthq.
Vertical settlements
Settlement (in)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Strain plot
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:10 AM 80 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Abbreviations
qt:
Ic:
FS:
Volumentric strain:
Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain
L I QU E F A CT I O N A N A LYS I S R E P OR T
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
.
G.W.T. (in-situ):
G.W.T. (earthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Project title : Location :
GMU Geotechnical, Inc.
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
www.gmugeo.com
CPT file : CPT-16A
20.00 ft
10.00 ft
1 2.60
Based on SBT
Use fill:
Fill height:
Fill weight:
Trans. detect. applied:
Kσ applied:
No
N/A
N/A
Yes
No
Clay like behavior
applied:
Limit depth applied:
Limit depth:
MSF method:
All soils
No
N/A
Method based
Cone resistance
qt (tsf)
0 500
Depth (ft)
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBTn Plot CRR plot
CRR & CSR
0 0.2 0.4 0.6
65 60
55 50
45 40
35 30
25 20
15 10
5 0
CRR plot
During earthq.
Qtn,cs
0 20 40 60 80 100 120 140 160 180 200
Cyclic Stress Ratio* (CSR*)
0.8 0.7
0.6 0.5
0.4 0.3
0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)
0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio
Rf (%)
0 2 4 6 8 10
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Factor of safety
0 0.5 1 1.5 2
65 60
55 50
45 40
35 30
25 20
15 10
5 0
FS Plot
During earthq.
Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:11 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq 81 This software is licensed to: GMU CPT name: CPT-16A
Cone resistance
qt (tsf)
0 200 400 600 800
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s
Friction Ratio
Rf (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Friction Ratio Pore pressure
u (psi)
0 1
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Pore pressure
Insitu
SBT Plot
Ic(SBT)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Soil Behaviour Type
Silty sand & sandy silt
Clay
Clay & silty clay
Clay
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:11 AM 82 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
20.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
10.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
SBT legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
This software is licensed to: GMU CPT name: CPT-16A
Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. Soil Behaviour Type
Sand & silty sand
Clay & silty clay Clay
Clay & silty clay
Clay Silty sand & sandy silt Clay & silty clay
Clay
Clay & silty clay
Sand & silty sand
Silty sand & sandy silt
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:11 AM 83 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq SBTn legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw
:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
20.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
10.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-16A
Norm. cone resistance
Qtn
200 400 600 800
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) ) Grain char. factor
Kc
10 32 654 87 9 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Grain char. factor Corrected norm. cone resistance
Qtn,cs
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.2 0.4 0.6 0.8
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:11 AM 84 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
20.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
10.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-16A
Cone resistance
qt (tsf)
0 200 400 600 800
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot
During earthq.
Vertical settlements
Settlement (in)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Strain plot
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:11 AM 85 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Abbreviations
qt:
Ic:
FS:
Volumentric strain:
Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain
L I QU E F A CT I O N A N A LYS I S R E P OR T
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
.
G.W.T. (in-situ):
G.W.T. (earthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Project title : Location :
GMU Geotechnical, Inc.
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
www.gmugeo.com
CPT file : CPT-17
24.00 ft
14.00 ft
1 2.60
Based on SBT
Use fill:
Fill height:
Fill weight:
Trans. detect. applied:
Kσ applied:
No
N/A
N/A
Yes
No
Clay like behavior
applied:
Limit depth applied:
Limit depth:
MSF method:
All soils
No
N/A
Method based
Cone resistance
qt (tsf)
500
Depth (ft)
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBTn Plot CRR plot
CRR & CSR
0 0.2 0.4 0.6
65 60
55 50
45 40
35 30
25 20
15 10
5 0
CRR plot
During earthq.
Qtn,cs
0 20 40 60 80 100 120 140 160 180 200
Cyclic Stress Ratio* (CSR*)
0.8 0.7
0.6 0.5
0.4 0.3
0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)
0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio
Rf (%)
0 2 4 6 8 10
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Factor of safety
0 0.5 1 1.5 2
65 60
55 50
45 40
35 30
25 20
15 10
5 0
FS Plot
During earthq.
Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:12 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq 86 This software is licensed to: GMU CPT name: CPT-17
Cone resistance
qt (tsf)
200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s
Friction Ratio
Rf (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Friction Ratio Pore pressure
u (psi)
0 2 4 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Pore pressure
Insitu
SBT Plot
Ic(SBT)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Soil Behaviour Type
Sand & silty sand Very dense/stiff soil
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Sand & silty sand
Silty sand & sandy silt Clay & silty clay
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand
Sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand
Sand & silty sand Sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:12 AM 87 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
24.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
14.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
SBT legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
This software is licensed to: GMU CPT name: CPT-17
Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. Soil Behaviour Type
Sand
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand
Sand & silty sand Sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:12 AM 88 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq SBTn legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw
:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
24.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
14.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-17
Norm. cone resistance
Qtn
200 400 600 800
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) ) Grain char. factor
Kc
10 32 654 87 9 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Grain char. factor Corrected norm. cone resistance
Qtn,cs
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.2 0.4 0.6 0.8
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:12 AM 89 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
24.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
14.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-17
Cone resistance
qt (tsf)
200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot
During earthq.
Vertical settlements
Settlement (in)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Strain plot
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:12 AM 90 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Abbreviations
qt:
Ic:
FS:
Volumentric strain:
Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain
L I QU E F A CT I O N A N A LYS I S R E P OR T
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
.
G.W.T. (in-situ):
G.W.T. (earthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Project title : Location :
GMU Geotechnical, Inc.
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
www.gmugeo.com
CPT file : CPT-18
36.00 ft
26.00 ft
1 2.60
Based on SBT
Use fill:
Fill height:
Fill weight:
Trans. detect. applied:
Kσ applied:
No
N/A
N/A
Yes
No
Clay like behavior
applied:
Limit depth applied:
Limit depth:
MSF method:
All soils
No
N/A
Method based
Cone resistance
qt (tsf)
500
Depth (ft)
65 60
55 50
45 40
35 30
25 20
15 10
5 Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
65 60
55 50
45 40
35 30
25 20
15 10
5 SBTn Plot CRR plot
CRR & CSR
0 0.2 0.4 0.6
65 60
55 50
45 40
35 30
25 20
15 10
5 CRR plot
During earthq.
Qtn,cs
0 20 40 60 80 100 120 140 160 180 200
Cyclic Stress Ratio* (CSR*)
0.8 0.7
0.6 0.5
0.4 0.3
0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)
0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio
Rf (%)
0 2 4 6 8 10
65 60
55 50
45 40
35 30
25 20
15 10
5 Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Factor of safety
0 0.5 1 1.5 2
65 60
55 50
45 40
35 30
25 20
15 10
5 FS Plot
During earthq.
Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:13 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq 91 This software is licensed to: GMU CPT name: CPT-18
Cone resistance
qt (tsf)
200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s
Friction Ratio
Rf (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Friction Ratio Pore pressure
u (psi)
0 1 2
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Pore pressure
Insitu
SBT Plot
Ic(SBT)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Soil Behaviour Type
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand
Very dense/stiff soil
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:13 AM 92 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
36.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
26.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
SBT legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
This software is licensed to: GMU CPT name: CPT-18
Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Norm. Soil Behaviour Type
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand Silty sand & sandy silt
Sand & silty sand
Sand
Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand
Very dense/stiff soil
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:13 AM 93 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq SBTn legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw
:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
36.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
26.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-18
Norm. cone resistance
Qtn
200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) ) Grain char. factor
Kc
10 32 654 87 9 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Grain char. factor Corrected norm. cone resistance
Qtn,cs
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.2 0.4 0.6 0.8
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:13 AM 94 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
36.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
26.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-18
Cone resistance
qt (tsf)
200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
FS Plot
During earthq.
Vertical settlements
Settlement (in)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Strain plot
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:13 AM 95 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Abbreviations
qt:
Ic:
FS:
Volumentric strain:
Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain
L I QU E F A CT I O N A N A LYS I S R E P OR T
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
.
G.W.T. (in-situ):
G.W.T. (earthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Project title : Location :
GMU Geotechnical, Inc.
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
www.gmugeo.com
CPT file : CPT-19
25.00 ft
15.00 ft
1 2.60
Based on SBT
Use fill:
Fill height:
Fill weight:
Trans. detect. applied:
Kσ applied:
No
N/A
N/A
Yes
No
Clay like behavior
applied:
Limit depth applied:
Limit depth:
MSF method:
All soils
No
N/A
Method based
Cone resistance
qt (tsf)
200
Depth (ft)
65 60
55 50
45 40
35 30
25 20
15 10
5 Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
65 60
55 50
45 40
35 30
25 20
15 10
5 SBTn Plot CRR plot
CRR & CSR
0 0.2 0.4 0.6
65 60
55 50
45 40
35 30
25 20
15 10
5 CRR plot
During earthq.
Qtn,cs
0 20 40 60 80 100 120 140 160 180 200
Cyclic Stress Ratio* (CSR*)
0.8 0.7
0.6 0.5
0.4 0.3
0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)
0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio
Rf (%)
0 2 4 6 8 10
65 60
55 50
45 40
35 30
25 20
15 10
5 Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Factor of safety
0 0.5 1 1.5 2
65 60
55 50
45 40
35 30
25 20
15 10
5 FS Plot
During earthq.
Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:13 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq 96 This software is licensed to: GMU CPT name: CPT-19
Cone resistance
qt (tsf)
100 200 300
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s
Friction Ratio
Rf (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Friction Ratio Pore pressure
u (psi)
0 5 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Pore pressure
Insitu
SBT Plot
Ic(SBT)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Soil Behaviour Type
Sand & silty sand
Silty sand & sandy silt Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
Clay & silty clay
Clay
Clay & silty clay Silty sand & sandy silt
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Very dense/stiff soil
Clay & silty clay Sand & silty sand Very dense/stiff soil CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:13 AM 97 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
25.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
15.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
SBT legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
This software is licensed to: GMU CPT name: CPT-19
Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Norm. Soil Behaviour Type
Sand
Very dense/stiff soil
Sand & silty sand
Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Clay
Clay
Silty sand & sandy silt
Clay & silty clay Silty sand & sandy silt
Clay & silty clay Clay
Clay & silty clay Silty sand & sandy silt
Clay
Sand & silty sand
Clay
Clay & silty clay Clay
Clay
Silty sand & sandy silt Sand & silty sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:13 AM 98 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq SBTn legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw
:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
25.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
15.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-19
Norm. cone resistance
Qtn
0 200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) ) Grain char. factor
Kc
10 32 654 87 9 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Grain char. factor Corrected norm. cone resistance
Qtn,cs
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.2 0.4 0.6 0.8
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:13 AM 99 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
Robertson (2009)
Robertson (2009)
Based on Ic value
6.63 0.64
25.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
15.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-19
Cone resistance
qt (tsf)
100 200 300
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
FS Plot
During earthq.
Vertical settlements
Settlement (in)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Strain plot
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:44:13 AM 100 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_uncorrected_GW.clq Abbreviations
qt:
Ic:
FS:
Volumentric strain:
Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain
APPENDIX C-2
Select Drill Holes and CPT’s
For Lateral Spreading Analysis
Project No.
20-108-03
Project Name
Gypsum Canyon
Figure C-1
Integrated SPT Method for Estimating
Subsurface Stratification & Liquefaction
Drill Hole DH-4 (GMU) - 975-yr Earthquake
0 0.2 0.4 0.6 0.8
CRR7.5
CRR
CRS
0 20406080
N-Value (bpf)
80 75
70 65
60 55
50 45
40 35
30 25
20 15
10 5
0 Depth (ft)
Blowcount
(N1)60-CS
0 4 8 12 16 20
h (in)
Corrected Settlement
Uncorrected Settlement
0 0.1 0.2 0.3 0.4 0.5
Sr
'vo
80 75
70 65
60 55
50 45
40 35
30 25
20 15
10 5
0 Clay/Silt
Sand
GWT
SPT Reduction
SPT REDUCTION AND NORMALIZATION
Project Name: Gypsum Canyon References:
Job Number: 20-108-03 Task: Profile of Unit Weights: 1) T. Leslie Youd & I.M. Idriss, 1997, "Proceeding of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils." Explor. Dates: 5/16/2022 Depth (ft) Total Unit 2) T. Leslie Youd et al., Oct. 2001, "Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/NSF Workshops on Evaluation of Liquefaction Resistance of Soils," ASCE Geotechnical Journal.
Top Bottom Weight (pcf) 3) D. Pardel, April 1998, "Procedures to Evaluate Earthquake-Induced Settlements in Dry Sandy Soils," ASCE Geotechnical Journal.
Boring Number:DH-4 0.00 999.00 125 4) A. W. Skempton, 1986, "Standard Penetration Test Procedures and the effects in Sands of Overburden Pressure, Relative Density, Particle Size, Ageing, and Overconsolidation," Geotechnique.
Drill Equipment:Hollow Stem Auger Bit Type: H.S.A. 999.00 999.00 5) Idriss & Boulanger, 2008, "Soil Liquefaction During Earthquake", EERI Monogram.
Hammer Type: Automatic Trip Efficiency: 0.88 999.00 999.00 6) Caltrans Geotechnical Manual-Design Acceleration Response Spectrum, January 2021.
SPT Sampler (Lined or Unlined):Unlined Bor. Dia.": 8.00 999.00 999.00 Stratification Inclusion 999.00 999.00 Needs Engineers Input Form The Layers
Depth (ft) Elev. (ft) EQ Mag. : 6.63 999.00 999.00 Input Parameter Encountered in the Boring Ground Surface: 0.00 407.00 PGA: 0.64 999.00 999.00 Pile Type: Square Frictional FS: 2 Existing Groundwater: 44.30 362.70 999.00 999.00 Pile Diameter (Circular, ft): NA Tip Resistant FS: 3 Design Groundwater: 24.00 383.00 999.00 999.00 Pile Width (Square, ft): Depth of Pile Top Relative to SPT (ft) 0 Factored Capacity Caltrans Vs Estimate 6
Sample Description/Classification %Fines PI Top Depth (ft) Bottom Depth (ft)
SPT
Blowcount
Mod-Cal
Blowcount
Measured
Blowcount
"SPT"
Distance (ft)
"SPT" MidDepth (ft)
Contributory
Thickness
(ft)
Equivalent N
(bpf)
Corrected
N60 (bpf)
Effective
Stress (tsf) Cn (N1)60 (bpf)
Below
Design
GWL?
100 ft
aver(N)60
(bpf)
Ave(Seed &
Idriss+Sykora
& Stokoe)
Vs (ft/s)
di/Vsi Soil Type Geologic
Age ASF Vs (ft/s) di/Vsi Olson Cn
Deviation
of Cn (%)
Olson
(N1)60 (bpf)
K=0.7 +
0.015N Qsl (kips) flim (kips) Final Qsl
(tons)
Accumula
tive Qsl
(tons)
Tip
Capacity
qb (kips)
qlim (kips) Final qb
(tons)
Total Pile
Capacity
(tons)
"SPT" MidDepth (ft)"SPT" MidElev. (ft)
Ultimate
Qsl (kN)
Ultimate
qb (kN)
Ultimate
Capacity
"SPT" MidDepth (ft)"SPT" MidElev. (ft) N Cu (ksf) Qsl (kips) Accumula
tive Qsl
(tsf)
Tip
Capacity
qb (tsf)
Total Pile
Capacity
(tons)
Ultimate
Qsl (kN)
Ultimate
qb (kN)
Ultimate
Capacity
"SPT" MidDepth (ft)"SPT" MidElev. (ft)
Qsl (tons)
Tip
Capacity
qb (tons)
Total Pile
Capacity
(tons)
SM 10 5.00 6.42 76.00 38.0 0.92 5.96 8.2083333 41.5 62.93 0.37 1.64 103.1 FALSE 0.13 1269.23 0.01 Sands Holocene 0.88 510.89 0.02 1.33 -23.01 84 1.96 0.00 0 0.00 0.00 0 0 0.00 0.00 5.96 401.04 0 0 0 5.96 401.04 41.5 1.68 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.96 401.04 0.00 0.00 0.00 SM 10 10.00 11.50 29.00 14.5 1.00 11.00 5.0416667 14.5 29.35 0.69 1.21 35.4 FALSE 0.17 936.90 0.01 Sands Holocene 0.88 493.60 0.01 1.13 -7.00 33 1.20 0.00 0 0.00 0.00 0 0 0.00 0.00 11.00 396.00 0 0 0 11.00 396.00 14.5 0.72 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.00 396.00 0.00 0.00 0.00 SM 10 15.00 16.50 40.00 20.0 1.00 16.00 3.75 20.0 40 1.00 1.00 40.5 FALSE 0.09 1063.85 0.00 Sands Holocene 0.88 579.33 0.01 1.00 0.18 41 1.31 0.00 0 0.00 0.00 0 0 0.00 0.00 16.00 391.00 0 0 0 16.00 391.00 20.0 0.91 0.00 0.00 0.00 0.00 0.00 0.00 0.00 16.00 391.00 0.00 0.00 0.00 SM 10 17.50 19.00 21.00 21.0 1.00 18.50 2.5 21.0 43 1.16 0.93 39.5 FALSE 0.06 1084.69 0.00 Sands Holocene 0.88 605.76 0.00 0.95 2.44 41 1.31 0.00 0 0.00 0.00 0 0 0.00 0.00 18.50 388.50 0 0 0 18.50 388.50 21.0 0.95 0.00 0.00 0.00 0.00 0.00 0.00 0.00 18.50 388.50 0.00 0.00 0.00 SM 10 20.00 21.50 27.00 13.5 1.00 21.00 2.5 13.5 27 1.31 0.87 23.9 FALSE 0.09 910.99 0.00 Sands Holocene 0.88 563.42 0.00 0.91 4.17 25 1.07 0.00 0 0.00 0.00 0 0 0.00 0.00 21.00 386.00 0 0 0 21.00 386.00 13.5 0.68 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21.00 386.00 0.00 0.00 0.00 SM 10 22.50 24.00 24.00 24.0 1.00 23.50 2.5 24.0 49 1.47 0.83 40.1 FALSE 0.05 1144.00 0.00 Sands Holocene 0.88 659.99 0.00 0.87 5.51 42 1.34 0.00 0 0.00 0.00 0 0 0.00 0.00 23.50 383.50 0 0 0 23.50 383.50 24.0 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 23.50 383.50 0.00 0.00 0.00 SM 10 25.00 26.42 86.00 43.0 0.92 25.96 2.4583333 46.9 95 1.62 0.79 74.5 TRUE 0.03 1499.66 0.00 Sands Holocene 0.88 787.80 0.00 0.84 6.53 80 1.90 0.00 0 0.00 0.00 0 0 0.00 0.00 25.96 381.04 0 0 0 25.96 381.04 46.9 1.88 0.00 0.00 0.00 0.00 0.00 0.00 0.00 25.96 381.04 0.00 0.00 0.00 SM 10 27.50 29.00 29.00 29.0 1.00 28.50 2.5416667 29.0 59 1.78 0.75 44.0 TRUE 0.04 1234.16 0.00 Sands Holocene 0.88 720.62 0.00 0.81 7.35 47 1.41 0.00 0 0.00 0.00 0 0 0.00 0.00 28.50 378.50 0 0 0 28.50 378.50 29.0 1.24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 28.50 378.50 0.00 0.00 0.00 SW 3 30.00 31.50 45.00 22.5 1.00 31.00 2.5 22.5 46 1.94 0.72 32.7 TRUE 0.05 1114.91 0.00 Sands Holocene 0.88 693.04 0.00 0.78 7.97 36 1.23 0.00 0 0.00 0.00 0 0 0.00 0.00 31.00 376.00 0 0 0 31.00 376.00 22.5 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 31.00 376.00 0.00 0.00 0.00 SM 10 32.50 34.00 34.00 34.0 1.00 33.50 2.5 34.0 69 2.09 0.69 47.6 TRUE 0.04 1315.88 0.00 Sands Holocene 0.88 775.79 0.00 0.75 8.43 52 1.48 0.00 0 0.00 0.00 0 0 0.00 0.00 33.50 373.50 0 0 0 33.50 373.50 34.0 1.41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 33.50 373.50 0.00 0.00 0.00 SM 10 35.00 36.50 48.00 24.0 1.00 36.00 2.5 24.0 49 2.25 0.67 32.4 TRUE 0.05 1144.00 0.00 Sands Holocene 0.88 775.79 0.00 0.73 8.75 35 1.23 0.00 0 0.00 0.00 0 0 0.00 0.00 36.00 371.00 0 0 0 36.00 371.00 24.0 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 36.00 371.00 0.00 0.00 0.00 SM 10 37.50 39.00 67.00 67.0 1.00 38.50 2.5 67.0 136 2.41 0.64 87.4 TRUE 0.02 1735.97 0.00 Sands Holocene 0.88 936.26 0.00 0.71 8.97 96 2.14 0.00 0 0.00 0.00 0 0 0.00 0.00 38.50 368.50 0 0 0 38.50 368.50 67.0 2.59 0.00 0.00 0.00 0.00 0.00 0.00 0.00 38.50 368.50 0.00 0.00 0.00 SM 10 40.00 41.50 53.00 26.5 1.00 41.00 2.5 26.5 54 2.56 0.62 33.5 TRUE 0.05 1190.29 0.00 Sands Holocene 0.88 767.41 0.00 0.69 9.09 37 1.25 0.00 0 0.00 0.00 0 0 0.00 0.00 41.00 366.00 0 0 0 41.00 366.00 26.5 1.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 41.00 366.00 0.00 0.00 0.00 SM 10 42.50 44.00 27.00 27.0 1.00 43.50 2.5 27.0 55 2.72 0.61 33.1 TRUE 0.05 1199.25 0.00 Sands Holocene 0.88 781.28 0.00 0.67 9.12 36 1.25 0.00 0 0.00 0.00 0 0 0.00 0.00 43.50 363.50 0 0 0 43.50 363.50 27.0 1.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 43.50 363.50 0.00 0.00 0.00 SM 10 45.00 46.50 20.00 10.0 1.00 46.00 2.5 10.0 20 2.82 0.60 12.0 TRUE 0.12 810.35 0.00 Sands Holocene 0.88 627.07 0.00 0.65 9.10 13 0.90 0.00 0 0.00 0.00 0 0 0.00 0.00 46.00 361.00 0 0 0 46.00 361.00 10.0 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 46.00 361.00 0.00 0.00 0.00 SM 26 47.50 49.00 20.00 20.0 1.00 48.50 2.5 20.0 40 2.90 0.59 23.8 TRUE 0.06 1063.85 0.00 Sands Holocene 0.88 740.09 0.00 0.65 9.06 26 1.09 0.00 0 0.00 0.00 0 0 0.00 0.00 48.50 358.50 0 0 0 48.50 358.50 20.0 0.91 0.00 0.00 0.00 0.00 0.00 0.00 0.00 48.50 358.50 SM 10 50.00 51.50 59.00 29.5 1.00 51.00 2.5 29.5 60 2.98 0.58 34.6 TRUE 0.04 1242.67 0.00 Sands Holocene 0.88 814.27 0.00 0.64 9.01 38 1.27 0.00 0 0.00 0.00 0 0 0.00 0.00 51.00 356.00 0 0 0 51.00 356.00 29.5 1.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 51.00 356.00 SM 10 52.50 54.00 10.00 10.0 1.00 53.50 2.5 10.0 20 3.06 0.57 11.6 TRUE 0.12 810.35 0.00 Sands Holocene 0.88 638.7019 0.00 0.63 8.94 13 0.89 0.00 0 0.00 0.00 0 0 0.00 0.00 53.50 353.50 0 0 0 53.50 353.50 10.0 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 53.50 353.50 SM 10 55.00 56.50 15.00 7.5 1.00 56.00 2.5 7.5 15 3.13 0.56 8.6 TRUE 0.16 725.13 0.00 Sands Holocene 0.88 601.2944 0.00 0.62 8.86 9 0.84 0.00 0 0.00 0.00 0 0 0.00 0.00 56.00 351.00 0 0 0 56.00 351.00 7.5 0.47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 56.00 351.00 SM 26 57.50 59.00 9.00 9.0 1.00 58.50 2.5 9.0 18 3.21 0.56 10.2 TRUE 0.14 777.93 0.00 Sands Holocene 0.88 630.6109 0.00 0.61 8.76 11 0.87 0.00 0 0.00 0.00 0 0 0.00 0.00 58.50 348.50 0 0 0 58.50 348.50 9.0 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 58.50 348.50 SM 26 60.00 61.50 36.00 18.0 1.00 61.00 2.5 18.0 36 3.29 0.55 20.1 TRUE 0.07 1020.32 0.00 Sands Holocene 0.88 743.7069 0.00 0.60 8.65 22 1.03 0.00 0 0.00 0.00 0 0 0.00 0.00 61.00 346.00 0 0 0 61.00 346.00 18.0 0.84 0.00 0.00 0.00 0.00 0.00 0.00 0.00 61.00 346.00 SC 49 62.50 64.00 8.00 8.0 1.00 63.50 2.5 8.0 16 3.37 0.54 8.8 TRUE 0.15 743.36 0.00 Sands Holocene 0.88 620.507 0.00 0.60 8.53 10 0.84 0.00 0 0.00 0.00 0 0 0.00 0.00 63.50 343.50 0 0 0 63.50 343.50 8.0 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 63.50 343.50 SM 26 65.00 66.50 14.00 7.0 1.00 66.00 2.5 7.0 14 3.45 0.54 7.6 TRUE 0.18 706.18 0.00 Sands Holocene 0.88 604.9251 0.00 0.59 8.39 8 0.82 0.00 0 0.00 0.00 0 0 0.00 0.00 66.00 341.00 0 0 0 66.00 341.00 7.0 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 66.00 341.00 SM 10 67.50 68.50 14.00 14.0 0.50 68.25 2.25 28.0 57 3.52 0.53 30.2 TRUE 0.04 1216.88 0.00 Sands Holocene 0.88 835.9784 0.00 0.58 8.26 33 1.19 0.00 0 0.00 0.00 0 0 0.00 0.00 68.25 338.75 0 0 0 68.25 338.75 28.0 1.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 68.25 338.75 SM 10 70.00 71.00 61.00 30.5 0.50 70.75 2.5 61.0 123 3.60 0.53 65.1 TRUE 0.02 1670.13 0.00 Sands Holocene 0.88 1005.013 0.00 0.57 8.10 71 1.76 0.00 0 0.00 0.00 0 0 0.00 0.00 70.75 336.25 0 0 0 70.75 336.25 61.0 2.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 70.75 336.25 SM 10 72.50 73.75 94.00 94.0 0.75 73.38 2.625 125.3 254 3.68 0.52 132.3 TRUE 0.01 2253.44 0.00 Sands Holocene 0.88 1192.223 0.00 0.57 7.92 144 2.85 0.00 0 0.00 0.00 0 0 0.00 0.00 73.38 333.63 0 0 0 73.38 333.63 125.3 4.68 0.00 0.00 0.00 0.00 0.00 0.00 0.00 73.38 333.63 SM 10 75.00 75.42 50.00 25.0 0.42 75.21 1.3333333 60.0 121 3.74 0.52 62.8 TRUE 0.01 1658.81 0.00 Sands Holocene 0.88 1010.004 0.00 0.56 7.78 68 1.72 0.00 0 0.00 0.00 0 0 0.00 0.00 75.21 331.79 0 0 0 75.21 331.79 60.0 2.34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 75.21 331.79 GM 5 76.00 76.08 50.00 25.0 0.08 76.04 0.8333333 300.0 607 3.76 0.52 313.0 TRUE 0.00 3266.83 0.00 Gravels Holocene 0.88 1695.462 0.00 0.56 7.72 339 5.79 0.00 0 0.00 0.00 0 0 0.00 0.00 76.04 330.96 0 0 0 76.04 330.96 300.0 10.91 0.00 0.00 0.00 0.00 0.00 0.00 0.00 76.04 330.96 Silty Sandstone 26 77.00 77.08 50.00 50.0 0.08 77.04 0.5416667 600.0 1214 3.79 0.51 623.5 TRUE 0.00 4414.20 0.00 Bedrock Tertiary 1837.27 0.00 0.56 7.65 675 10.83 0.00 0 0.00 0.00 0 0 0.00 0.00 77.04 329.96 0 0 0 77.04 329.96 600.0 21.63 0.00 0.00 0.00 0.00 0.00 0.00 0.00 77.04 329.96
22.916667 911 0.03 3893.35 0.01 1766.366 0.01 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! N30 (bpf): VS30 (fps): VS30 (fps): #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!
48.1 1309.2 785.0 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 399.0 239.3 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 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#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! * Includes hammer effieciency and sampler and short rod corrections NOTE: Shaded cells are required for adequate calculations Assumed 1 meter of rod to be above ground.
Pile Design by Olson 1990 Method, For SAND/SILT Pile Design by Olson 1990 Method, For CLAY
Cyclic Resistance
Revised Per Cetin et al. (2009)
CYCLIC RESISTANCE (in terms of N): Depth Below to Apply (ft): 0.00 Residual Shear Strength Clay ALL Saturated/Liquefiable Layer Settlements Unsaturated Layer Settlement (Pradel, 1998) Unsaturated Layer Settlement (Tokimatsu and Seed, 1987) Sr/'vo Material SPT MidElev. (ft) SPT Mid-Depth (ft) SPT MidDepth (m) Equivalent N
(bpf)
Contributory
Thickness (ft) (N1)60 (bpf) Below Design
GWL? %Fines* PI (N1)60 cs (bpf)
Equivalent
(CRR)l cs
LIQUEF? LIQUEF FS LIQUEF FS per N-Value Ratio (N)160 + (NCorr)Settlement (QC1)CS Lower Bound
v
Lower
Bound h
(in)
Lower
Cumulative h
(in)
Upper Bound
v
Upper
Bound h
(in)
Upper
Cumulative h
(in)
'm (tsf) ave (tsf) Gmax (tsf) 15 NC
Layer
Settlement
(in)
Accumulative
Settlement (in) eff*(Geff/Gmax) eff v (%) Layer Settlement (in) Accumulative
Settlement (in)
LL Total
Settlement
(in)
UL Total
Settlement
(in)
Average v
DF Corrected v Layer
Settlement (in)
Corrected Total
Settlement (in)
' (deg)
No Void
Redistribution
With Void
Redistribution
Su/'vo
Sr or
Su/'vo
SM 401.04 5.96 1.82 41.45 8.21 103.1 FALSE 10 0 106 0.80 Above Design GWT Above Design GWT Above Design GWT 104.12 Over the Range 0.00 0.00 6.67 0.00 0.00 6.76 0.24 0.11 1015.96 1.64E-04 2.26E-05 1.72E-05 0.00E+00 0.02 1.10E-04 6.70 6.78 3.44E-05 0.90 3.09E-05 3.04E-03 0.42 56.00 1.48 1.48 1.48 SM 396.00 11.00 3.35 14.50 5.04 35.4 FALSE 10 0 37 0.80 Above Design GWT Above Design GWT Above Design GWT 36.40 Over the Range 0.00 0.00 6.67 0.00 0.00 6.76 0.45 0.20 969.97 4.12E-04 2.01E-04 1.53E-04 0.00E+00 0.02 2.10E-04 6.70 6.78 3.05E-04 0.81 2.49E-04 1.50E-02 0.42 46.12 1.04 1.04 1.04 SM 391.00 16.00 4.88 20.00 3.75 40.5 FALSE 10 0 42 0.80 Above Design GWT Above Design GWT Above Design GWT 41.48 Over the Range 0.00 0.00 6.67 0.00 0.00 6.76 0.65 0.29 1222.82 4.33E-04 1.80E-04 1.37E-04 0.00E+00 0.02 2.39E-04 6.70 6.78 2.74E-04 0.73 2.00E-04 8.99E-03 0.40 47.14 1.08 1.08 1.08 SM 388.50 18.50 5.64 21.00 2.50 39.5 FALSE 10 0 41 0.80 Above Design GWT Above Design GWT Above Design GWT 40.53 Over the Range 0.00 0.00 6.67 0.00 0.00 6.76 0.75 0.34 1304.60 4.65E-04 1.99E-04 1.51E-04 0.00E+00 0.02 2.57E-04 6.70 6.78 3.03E-04 0.69 2.08E-04 6.24E-03 0.39 46.71 1.06 1.06 1.06 SM 386.00 21.00 6.40 13.50 2.50 23.9 FALSE 10 0 25 0.29 Above Design GWT Above Design GWT Above Design GWT 24.85 126.34 0.00 0.00 6.67 0.00 0.00 6.76 0.85 0.38 1176.51 7.00E-04 5.40E-04 4.10E-04 2.46E-02 0.02 3.22E-04 6.70 6.78 8.20E-04 0.64 5.29E-04 1.59E-02 0.39 41.58 0.89 0.25 0.89 SM 383.50 23.50 7.16 24.00 2.50 40.1 FALSE 10 0 42 0.80 Above Design GWT Above Design GWT Above Design GWT 41.08 Over the Range 0.00 0.00 6.67 0.00 0.00 6.76 0.95 0.42 1477.13 5.04E-04 2.13E-04 1.62E-04 0.00E+00 0.00 2.85E-04 6.67 6.76 3.23E-04 0.60 1.95E-04 5.84E-03 0.37 46.41 1.05 1.05 1.05 SM 381.04 25.96 7.91 46.91 2.46 74.5 TRUE 10 0 77 0.80 NO 1.95 2.19 75.54 Over the Range 0.00 0.00 6.67 0.00 0.00 6.76 1.05 0.46 1905.19 3.63E-04 7.38E-05 5.61E-05 0.00E+00 0.00 2.52E-04 6.67 6.76 0.00E+00 0.56 0.00E+00 0.00E+00 0.37 52.17 1.29 1.29 1.29 SM 378.50 28.50 8.69 29.00 2.54 44.0 TRUE 10 0 46 0.80 NO 1.97 1.33 44.98 Over the Range 0.00 0.00 6.67 0.00 0.00 6.76 1.16 0.50 1677.28 5.11E-04 1.93E-04 1.47E-04 0.00E+00 0.00 3.27E-04 6.67 6.76 0.00E+00 0.52 0.00E+00 0.00E+00 0.37 46.89 1.07 1.07 1.07 SW 376.00 31.00 9.45 22.50 2.50 32.7 TRUE 3 0 33 0.80 NO 1.96 0.95 32.72 Over the Range 0.00 0.00 6.67 0.00 0.00 6.76 1.26 0.54 1586.60 6.29E-04 3.49E-04 2.65E-04 0.00E+00 0.00 3.85E-04 6.67 6.76 0.00E+00 0.48 0.00E+00 0.00E+00 0.37 43.80 0.96 0.63 0.96 SM 373.50 33.50 10.21 34.00 2.50 47.6 TRUE 10 0 49 0.80 NO 1.78 1.32 48.56 Over the Range 0.00 0.00 6.67 0.00 0.00 6.76 1.36 0.57 1866.03 4.97E-04 1.71E-04 1.30E-04 0.00E+00 0.00 3.58E-04 6.67 6.76 0.00E+00 0.43 0.00E+00 0.00E+00 0.37 47.23 1.08 1.08 1.08 SM 371.00 36.00 10.97 24.00 2.50 32.4 TRUE 10 0 34 0.80 NO 1.84 0.94 33.38 Over the Range 0.00 0.00 6.67 0.00 0.00 6.76 1.46 0.60 1704.01 6.26E-04 3.38E-04 2.57E-04 0.00E+00 0.00 4.24E-04 6.67 6.76 0.00E+00 0.39 0.00E+00 0.00E+00 0.37 43.29 0.94 0.70 0.94 SM 368.50 38.50 11.73 67.00 2.50 87.4 TRUE 10 0 90 0.80 NO 1.46 1.98 88.42 Over the Range 0.00 0.00 6.67 0.00 0.00 6.76 1.56 0.63 2445.54 3.58E-04 6.01E-05 4.57E-05 0.00E+00 0.00 3.17E-04 6.67 6.76 0.00E+00 0.35 0.00E+00 0.00E+00 0.37 52.68 1.31 1.31 1.31 SM 366.00 41.00 12.50 26.50 2.50 33.5 TRUE 10 0 35 0.80 NO 1.75 0.92 34.51 Over the Range 0.00 0.00 6.67 0.00 0.00 6.76 1.67 0.65 1839.05 6.00E-04 3.12E-04 2.37E-04 0.00E+00 0.00 4.48E-04 6.67 6.76 0.00E+00 0.31 0.00E+00 0.00E+00 0.37 43.25 0.94 0.84 0.94 SM 363.50 43.50 13.26 27.00 2.50 33.1 TRUE 10 0 35 0.80 NO 1.73 0.90 34.14 Over the Range 0.00 0.00 6.67 0.00 0.00 6.76 1.77 0.68 1887.49 5.96E-04 3.14E-04 2.39E-04 0.00E+00 0.00 4.62E-04 6.67 6.76 0.00E+00 0.26 0.00E+00 0.00E+00 0.37 42.96 0.93 0.79 0.93 SM 361.00 46.00 14.02 10.00 2.50 12.0 TRUE 10 0 13 0.14 YES 0.35 0.39 13.05 69.04 3.13 0.94 6.67 3.13 0.94 6.76 1.83 0.70 1377.07 1.21E-03 2.02E-03 1.54E-03 0.00E+00 0.00 6.53E-04 6.67 6.76 3.13E-02 0.22 6.91E-03 2.07E-01 0.37 33.32 0.15 0.11 0.15 SM 358.50 48.50 14.78 20.00 2.50 23.8 TRUE 26 0 31 0.80 NO 1.73 0.80 25.85 133.43 0.00 0.00 5.73 0.00 0.00 5.82 1.89 0.72 1746.93 7.50E-04 5.51E-04 4.19E-04 0.00E+00 0.00 5.25E-04 5.73 5.82 0.00E+00 0.18 0.00E+00 0.00E+00 0.16 39.55 0.83 0.28 0.83 SM 356.00 51.00 15.54 29.50 2.50 34.6 TRUE 10 0 36 0.80 NO 1.67 0.90 35.60 Over the Range 0.00 0.00 5.73 0.00 0.00 5.82 1.94 0.73 2003.78 6.00E-04 3.01E-04 2.29E-04 0.00E+00 0.00 4.65E-04 5.73 5.82 0.00E+00 0.14 0.00E+00 0.00E+00 0.16 43.09 0.94 0.94 0.94 SM 353.50 53.50 16.31 10.00 2.50 11.6 TRUE 10 0 13 0.14 YES 0.34 0.37 12.58 66.88 3.21 0.96 5.73 3.21 0.96 5.82 1.99 0.75 1414.43 1.28E-03 2.23E-03 1.70E-03 0.00E+00 0.00 6.68E-04 5.73 5.82 3.21E-02 0.09 3.02E-03 9.07E-02 0.16 32.73 0.14 0.11 0.14 SM 351.00 56.00 17.07 7.50 2.50 8.6 TRUE 10 0 10 0.10 YES 0.27 0.29 9.57 54.42 3.83 1.15 4.77 3.83 1.15 4.85 2.04 0.76 1297.27 1.65E-03 3.99E-03 3.03E-03 0.00E+00 0.00 7.37E-04 4.77 4.85 3.83E-02 0.05 1.98E-03 5.95E-02 0.07 30.06 0.09 0.09 0.09 SM 348.50 58.50 17.83 9.00 2.50 10.2 TRUE 26 0 16 0.17 YES 0.42 0.45 12.24 65.37 3.28 0.98 3.62 3.28 0.98 3.70 2.09 0.77 1389.14 1.40E-03 2.53E-03 1.92E-03 0.00E+00 0.00 6.94E-04 3.62 3.70 3.28E-02 0.01 3.08E-04 9.25E-03 0.01 31.44 0.13 0.11 0.13 SM 346.00 61.00 18.59 18.00 2.50 20.1 TRUE 26 0 27 0.32 YES 0.72 0.70 22.16 110.82 1.80 0.54 2.64 2.09 0.63 2.72 2.14 0.78 1760.30 8.34E-04 7.38E-04 5.61E-04 0.00E+00 0.00 5.52E-04 2.64 2.72 1.94E-02 0.00 0.00E+00 0.00E+00 0.00 37.54 0.77 0.20 0.77 SC 343.50 63.50 19.35 8.00 2.50 8.8 TRUE 49 0 16 0.17 YES 0.42 0.45 12.75 67.66 3.19 0.96 2.10 3.18 0.95 2.10 2.19 0.79 1357.64 1.52E-03 2.61E-03 1.98E-03 0.00E+00 0.00 7.18E-04 2.10 2.10 3.18E-02 0.00 0.00E+00 0.00E+00 0.00 30.09 0.14 0.11 0.14 SM 341.00 66.00 20.12 7.00 2.50 7.6 TRUE 26 0 13 0.14 YES 0.36 0.39 9.71 54.92 3.80 1.14 1.14 3.80 1.14 1.14 2.24 0.80 1309.14 1.68E-03 3.99E-03 3.03E-03 0.00E+00 0.00 7.46E-04 1.14 1.14 3.80E-02 0.00 0.00E+00 0.00E+00 0.00 28.81 0.10 0.09 0.10 SM 338.75 68.25 20.80 28.00 2.25 30.2 TRUE 10 0 32 0.80 NO 1.75 0.80 31.21 Over the Range 0.00 0.00 0.00 0.00 0.00 0.00 2.29 0.80 2082.61 6.19E-04 3.63E-04 2.76E-04 0.00E+00 0.00 4.69E-04 0.00 0.00 0.00E+00 0.00 0.00E+00 0.00E+00 0.00 41.22 0.88 0.51 0.88 SM 336.25 70.75 21.56 61.00 2.50 65.1 TRUE 10 0 67 0.80 NO 1.40 1.35 66.10 Over the Range 0.00 0.00 0.00 0.00 0.00 0.00 2.34 0.80 2712.72 4.07E-04 9.70E-05 7.37E-05 0.00E+00 0.00 3.59E-04 0.00 0.00 0.00E+00 0.00 0.00E+00 0.00E+00 0.00 48.60 1.13 1.13 1.13 SM 333.63 73.38 22.36 125.33 2.63 132.3 TRUE 10 0 136 0.80 NO 1.03 1.98 133.26 Over the Range 0.00 0.00 0.00 0.00 0.00 0.00 2.39 0.80 3466.53 2.90E-04 2.98E-05 2.26E-05 0.00E+00 0.00 2.80E-04 0.00 0.00 0.00E+00 0.00 0.00E+00 0.00E+00 0.00 55.21 1.44 1.44 1.44 SM 331.79 75.21 22.92 60.00 1.33 62.8 TRUE 10 0 65 0.80 NO 1.45 1.33 63.83 Over the Range 0.00 0.00 0.00 0.00 0.00 0.00 2.43 0.80 2732.59 3.99E-04 9.92E-05 7.54E-05 0.00E+00 0.00 3.53E-04 0.00 0.00 0.00E+00 0.00 0.00E+00 0.00E+00 0.00 48.13 1.12 1.12 1.12 GM 330.96 76.04 23.18 300.00 0.83 313.0 TRUE 5 0 313 0.80 YES 0.58 2.55 313.05 Over the Range 0.00 0.00 0.00 0.00 0.00 0.00 2.45 0.81 4658.51 2.01E-04 7.42E-06 5.64E-06 0.00E+00 0.00 2.08E-04 0.00 0.00 0.00E+00 0.00 0.00E+00 0.00E+00 0.00 62.54 #NUM! #NUM! #NUM! Silty Sandstone 329.96 77.04 23.48 600.00 0.54 623.5 TRUE 26 0 704 0.80 YES 0.24 2.43 625.58 Over the Range 0.00 0.00 0.00 0.00 0.00 0.00 2.47 0.81 5872.08 1.55E-04 2.49E-06 1.89E-06 0.00E+00 0.00 1.66E-04 0.00 0.00 0.00E+00 0.00 0.00E+00 0.00E+00 0.00 67.63 #NUM! #NUM! #NUM!
22.92 0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
*0 if unknown
CYCLIC STRESSES (in terms of N): EQ Mag. : 6.63
PGA: 0.64
Based on Design GWT
SPT Mid-Depth (ft)
Total Stress
@ Mid-Depth
(tsf)
Effective Stress @ MidDepth (tsf) rd Kmag Dr (%) f KHynes & Olsen, 99)
KBoulanger &
Harder, 97)
(CSR) EQUIV
(N1)60 cs
5.96 0.37 0.37 0.99 0.73 171.77 0.14 1.00 1.00 0.30 26
11.00 0.69 0.69 0.97 0.73 101.42 0.49 1.00 1.00 0.30 25
16.00 1.00 1.00 0.96 0.73 108.30 0.46 1.00 1.00 0.29 25
18.50 1.16 1.16 0.96 0.73 107.05 0.46 0.93 0.98 0.29 25
21.00 1.31 1.31 0.95 0.73 83.72 0.58 0.89 0.96 0.29 25
23.50 1.47 1.47 0.95 0.73 107.78 0.46 0.81 0.94 0.29 25
25.96 1.62 1.56 0.94 0.73 146.27 0.27 0.72 0.92 0.30 25
28.50 1.78 1.64 0.93 0.73 112.79 0.44 0.76 0.92 0.31 26
31.00 1.94 1.72 0.92 0.73 95.33 0.52 0.77 0.91 0.32 26
33.50 2.09 1.80 0.90 0.73 117.21 0.41 0.71 0.90 0.32 27
36.00 2.25 1.88 0.88 0.73 97.12 0.51 0.74 0.89 0.32 27
38.50 2.41 1.95 0.86 0.73 158.27 0.21 0.59 0.88 0.32 27
41.00 2.56 2.03 0.84 0.73 98.74 0.51 0.70 0.87 0.32 27
43.50 2.72 2.11 0.82 0.73 98.22 0.51 0.69 0.86 0.32 27
46.00 2.88 2.19 0.80 0.73 60.50 0.70 0.79 0.86 0.32 27
48.50 3.03 2.27 0.78 0.73 92.90 0.54 0.68 0.85 0.32 27
51.00 3.19 2.35 0.76 0.73 100.30 0.50 0.65 0.84 0.31 26
53.50 3.34 2.42 0.74 0.73 59.39 0.70 0.77 0.83 0.31 26
56.00 3.50 2.50 0.72 0.73 51.72 0.74 0.79 0.83 0.31 26
58.50 3.66 2.58 0.70 0.73 66.24 0.67 0.73 0.82 0.30 26
61.00 3.81 2.66 0.68 0.73 86.49 0.57 0.66 0.81 0.29 25
63.50 3.97 2.74 0.66 0.73 65.80 0.67 0.72 0.81 0.29 25
66.00 4.13 2.81 0.64 0.73 59.99 0.70 0.73 0.80 0.28 25
68.25 4.27 2.89 0.62 0.73 93.89 0.53 0.61 0.79 0.28 24
70.75 4.42 2.96 0.60 0.73 136.81 0.32 0.48 0.79 0.27 24
73.38 4.59 3.05 0.58 0.73 194.36 0.03 0.34 0.78 0.26 23
75.21 4.70 3.10 0.56 0.73 134.43 0.33 0.47 0.78 0.26 23
76.04 4.75 3.13 0.56 0.73 294.88 -0.47 0.19 0.78 0.26 23
77.04 4.82 3.16 0.56 0.73 442.32 -1.21 0.08 0.77 0.26 23