Anaheim City Council
July 23, 2024

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 KHynes & Olsen, 99)
KBoulanger &
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

Project No.
20-108-03
Project Name
Gypsum Canyon
Figure C-1.1
Integrated SPT Method for Estimating
Subsurface Stratification & Liquefaction
Drill Hole DH-4 (GMU) - 975-yr EQ w/High GW
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: 14.00 393.00 999.00 999.00 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 TRUE 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 TRUE 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 TRUE 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 TRUE 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 7.05 0.00 0.00 7.22 0.24 0.11 1015.96 1.64E-04 2.26E-05 1.72E-05 0.00E+00 0.00 1.10E-04 7.05 7.22 3.44E-05 0.90 3.09E-05 3.04E-03 0.62 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 7.05 0.00 0.00 7.22 0.45 0.20 969.97 4.12E-04 2.01E-04 1.53E-04 0.00E+00 0.00 2.10E-04 7.05 7.22 3.05E-04 0.81 2.49E-04 1.50E-02 0.62 46.12 1.04 1.04 1.04 SM 391.00 16.00 4.88 20.00 3.75 40.5 TRUE 10 0 42 0.80 NO 2.57 1.61 41.48 Over the Range 0.00 0.00 7.05 0.00 0.00 7.22 0.65 0.29 1222.82 4.33E-04 1.80E-04 1.37E-04 0.00E+00 0.00 2.55E-04 7.05 7.22 0.00E+00 0.73 0.00E+00 0.00E+00 0.60 47.14 1.08 1.08 1.08 SM 388.50 18.50 5.64 21.00 2.50 39.5 TRUE 10 0 41 0.80 NO 2.40 1.50 40.53 Over the Range 0.00 0.00 7.05 0.00 0.00 7.22 0.75 0.34 1304.60 4.65E-04 1.99E-04 1.51E-04 0.00E+00 0.00 2.93E-04 7.05 7.22 0.00E+00 0.69 0.00E+00 0.00E+00 0.60 46.71 1.06 1.06 1.06 SM 386.00 21.00 6.40 13.50 2.50 23.9 TRUE 10 0 25 0.29 YES 0.81 0.87 24.85 126.34 0.99 0.30 7.05 1.47 0.44 7.22 0.85 0.38 1176.51 7.00E-04 5.40E-04 4.10E-04 0.00E+00 0.00 3.86E-04 7.05 7.22 1.23E-02 0.64 7.93E-03 2.38E-01 0.60 41.58 0.89 0.25 0.89 SM 383.50 23.50 7.16 24.00 2.50 40.1 TRUE 10 0 42 0.80 NO 2.04 1.36 41.08 Over the Range 0.00 0.00 6.76 0.00 0.00 6.78 0.95 0.42 1477.13 5.04E-04 2.13E-04 1.62E-04 0.00E+00 0.00 3.57E-04 6.76 6.78 0.00E+00 0.60 0.00E+00 0.00E+00 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 1.84 2.30 75.54 Over the Range 0.00 0.00 6.76 0.00 0.00 6.78 1.05 0.46 1905.19 3.63E-04 7.38E-05 5.61E-05 0.00E+00 0.00 3.15E-04 6.76 6.78 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 1.79 1.36 44.98 Over the Range 0.00 0.00 6.76 0.00 0.00 6.78 1.16 0.50 1677.28 5.11E-04 1.93E-04 1.47E-04 0.00E+00 0.00 4.03E-04 6.76 6.78 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 1.76 0.96 32.72 Over the Range 0.00 0.00 6.76 0.00 0.00 6.78 1.26 0.54 1586.60 6.29E-04 3.49E-04 2.65E-04 0.00E+00 0.00 4.70E-04 6.76 6.78 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 1.65 1.36 48.56 Over the Range 0.00 0.00 6.76 0.00 0.00 6.78 1.36 0.57 1866.03 4.97E-04 1.71E-04 1.30E-04 0.00E+00 0.00 4.33E-04 6.76 6.78 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 1.67 0.95 33.38 Over the Range 0.00 0.00 6.76 0.00 0.00 6.78 1.46 0.60 1704.01 6.26E-04 3.38E-04 2.57E-04 0.00E+00 0.00 5.08E-04 6.76 6.78 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 1.41 2.12 88.42 Over the Range 0.00 0.00 6.76 0.00 0.00 6.78 1.56 0.63 2445.54 3.58E-04 6.01E-05 4.57E-05 0.00E+00 0.00 3.77E-04 6.76 6.78 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 1.61 0.93 34.51 Over the Range 0.00 0.00 6.76 0.00 0.00 6.78 1.67 0.65 1839.05 6.00E-04 3.12E-04 2.37E-04 0.00E+00 0.00 5.29E-04 6.76 6.78 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 1.59 0.91 34.14 Over the Range 0.00 0.00 6.76 0.00 0.00 6.78 1.77 0.68 1887.49 5.96E-04 3.14E-04 2.39E-04 0.00E+00 0.00 5.42E-04 6.76 6.78 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 0.32 0.38 13.05 69.04 3.13 0.94 6.76 3.13 0.94 6.78 1.83 0.70 1377.07 1.21E-03 2.02E-03 1.54E-03 0.00E+00 0.00 7.62E-04 6.76 6.78 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 1.60 0.80 25.85 133.43 0.00 0.00 5.82 0.00 0.00 5.84 1.89 0.72 1746.93 7.50E-04 5.51E-04 4.19E-04 0.00E+00 0.00 6.09E-04 5.82 5.84 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 1.55 0.90 35.60 Over the Range 0.00 0.00 5.82 0.00 0.00 5.84 1.94 0.73 2003.78 6.00E-04 3.01E-04 2.29E-04 0.00E+00 0.00 5.37E-04 5.82 5.84 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 0.31 0.36 12.58 66.88 3.21 0.96 5.82 3.21 0.96 5.84 1.99 0.75 1414.43 1.28E-03 2.23E-03 1.70E-03 0.00E+00 0.00 7.67E-04 5.82 5.84 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 0.24 0.28 9.57 54.42 3.83 1.15 4.85 3.83 1.15 4.88 2.04 0.76 1297.27 1.65E-03 3.99E-03 3.03E-03 0.00E+00 0.00 8.42E-04 4.85 4.88 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 0.38 0.44 12.24 65.37 3.28 0.98 3.70 3.28 0.98 3.73 2.09 0.77 1389.14 1.40E-03 2.53E-03 1.92E-03 0.00E+00 0.00 7.90E-04 3.70 3.73 3.28E-02 0.01 3.08E-04 9.24E-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 0.67 0.68 22.16 110.82 2.09 0.63 2.72 2.16 0.65 2.74 2.14 0.78 1760.30 8.34E-04 7.38E-04 5.61E-04 0.00E+00 0.00 6.25E-04 2.72 2.74 2.12E-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 0.39 0.43 12.75 67.66 3.18 0.95 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 8.10E-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 0.33 0.37 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 8.39E-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 1.65 0.78 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 5.26E-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 1.36 1.34 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 4.01E-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 2.02 133.26 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 3.12E-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 1.40 1.31 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 3.93E-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 0.61 2.74 313.05 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 2.31E-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 0.28 2.81 625.58 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 1.84E-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 KHynes & Olsen, 99)
KBoulanger &
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 0.94 0.96 0.73 108.30 0.46 1.00 1.00 0.31 26

18.50 1.16 1.02 0.96 0.73 107.05 0.46 0.99 1.00 0.33 27

21.00 1.31 1.09 0.95 0.73 83.72 0.58 0.96 0.99 0.35 28

23.50 1.47 1.17 0.95 0.73 107.78 0.46 0.92 0.97 0.36 28

25.96 1.62 1.25 0.94 0.73 146.27 0.27 0.85 0.96 0.37 29

28.50 1.78 1.33 0.93 0.73 112.79 0.44 0.85 0.95 0.38 29

31.00 1.94 1.41 0.92 0.73 95.33 0.52 0.85 0.94 0.39 29

33.50 2.09 1.49 0.90 0.73 117.21 0.41 0.79 0.93 0.39 29

36.00 2.25 1.56 0.88 0.73 97.12 0.51 0.80 0.92 0.38 29

38.50 2.41 1.64 0.86 0.73 158.27 0.21 0.68 0.91 0.38 29

41.00 2.56 1.72 0.84 0.73 98.74 0.51 0.77 0.91 0.38 29

43.50 2.72 1.80 0.82 0.73 98.22 0.51 0.75 0.90 0.38 29

46.00 2.88 1.88 0.80 0.73 60.50 0.70 0.83 0.89 0.37 29

48.50 3.03 1.95 0.78 0.73 92.90 0.54 0.73 0.88 0.37 28

51.00 3.19 2.03 0.76 0.73 100.30 0.50 0.70 0.87 0.36 28

53.50 3.34 2.11 0.74 0.73 59.39 0.70 0.80 0.86 0.36 28

56.00 3.50 2.19 0.72 0.73 51.72 0.74 0.82 0.86 0.35 28

58.50 3.66 2.27 0.70 0.73 66.24 0.67 0.76 0.85 0.34 28

61.00 3.81 2.35 0.68 0.73 86.49 0.57 0.69 0.84 0.33 27

63.50 3.97 2.42 0.66 0.73 65.80 0.67 0.75 0.83 0.33 27

66.00 4.13 2.50 0.64 0.73 59.99 0.70 0.76 0.83 0.32 27

68.25 4.27 2.57 0.62 0.73 93.89 0.53 0.64 0.82 0.31 26

70.75 4.42 2.65 0.60 0.73 136.81 0.32 0.51 0.81 0.30 26

73.38 4.59 2.73 0.58 0.73 194.36 0.03 0.38 0.81 0.29 25

75.21 4.70 2.79 0.56 0.73 134.43 0.33 0.50 0.80 0.29 25

76.04 4.75 2.82 0.56 0.73 294.88 -0.47 0.22 0.80 0.29 25

77.04 4.82 2.85 0.56 0.73 442.32 -1.21 0.10 0.80 0.29 25

Cross Section 7-7’
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! #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! #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 KHynes & Olsen, 99)
KBoulanger &
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

Project No.
20-108-03
Project Name
Gypsum Canyon
Figure C-1.1
Integrated SPT Method for Estimating
Subsurface Stratification & Liquefaction
Drill Hole DH-4 (GMU) - 975-yr EQ w/High GW
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: 14.00 393.00 999.00 999.00 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 TRUE 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 TRUE 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 TRUE 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 TRUE 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 7.05 0.00 0.00 7.22 0.24 0.11 1015.96 1.64E-04 2.26E-05 1.72E-05 0.00E+00 0.00 1.10E-04 7.05 7.22 3.44E-05 0.90 3.09E-05 3.04E-03 0.62 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 7.05 0.00 0.00 7.22 0.45 0.20 969.97 4.12E-04 2.01E-04 1.53E-04 0.00E+00 0.00 2.10E-04 7.05 7.22 3.05E-04 0.81 2.49E-04 1.50E-02 0.62 46.12 1.04 1.04 1.04 SM 391.00 16.00 4.88 20.00 3.75 40.5 TRUE 10 0 42 0.80 NO 2.57 1.61 41.48 Over the Range 0.00 0.00 7.05 0.00 0.00 7.22 0.65 0.29 1222.82 4.33E-04 1.80E-04 1.37E-04 0.00E+00 0.00 2.55E-04 7.05 7.22 0.00E+00 0.73 0.00E+00 0.00E+00 0.60 47.14 1.08 1.08 1.08 SM 388.50 18.50 5.64 21.00 2.50 39.5 TRUE 10 0 41 0.80 NO 2.40 1.50 40.53 Over the Range 0.00 0.00 7.05 0.00 0.00 7.22 0.75 0.34 1304.60 4.65E-04 1.99E-04 1.51E-04 0.00E+00 0.00 2.93E-04 7.05 7.22 0.00E+00 0.69 0.00E+00 0.00E+00 0.60 46.71 1.06 1.06 1.06 SM 386.00 21.00 6.40 13.50 2.50 23.9 TRUE 10 0 25 0.29 YES 0.81 0.87 24.85 126.34 0.99 0.30 7.05 1.47 0.44 7.22 0.85 0.38 1176.51 7.00E-04 5.40E-04 4.10E-04 0.00E+00 0.00 3.86E-04 7.05 7.22 1.23E-02 0.64 7.93E-03 2.38E-01 0.60 41.58 0.89 0.25 0.89 SM 383.50 23.50 7.16 24.00 2.50 40.1 TRUE 10 0 42 0.80 NO 2.04 1.36 41.08 Over the Range 0.00 0.00 6.76 0.00 0.00 6.78 0.95 0.42 1477.13 5.04E-04 2.13E-04 1.62E-04 0.00E+00 0.00 3.57E-04 6.76 6.78 0.00E+00 0.60 0.00E+00 0.00E+00 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 1.84 2.30 75.54 Over the Range 0.00 0.00 6.76 0.00 0.00 6.78 1.05 0.46 1905.19 3.63E-04 7.38E-05 5.61E-05 0.00E+00 0.00 3.15E-04 6.76 6.78 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 1.79 1.36 44.98 Over the Range 0.00 0.00 6.76 0.00 0.00 6.78 1.16 0.50 1677.28 5.11E-04 1.93E-04 1.47E-04 0.00E+00 0.00 4.03E-04 6.76 6.78 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 1.76 0.96 32.72 Over the Range 0.00 0.00 6.76 0.00 0.00 6.78 1.26 0.54 1586.60 6.29E-04 3.49E-04 2.65E-04 0.00E+00 0.00 4.70E-04 6.76 6.78 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 1.65 1.36 48.56 Over the Range 0.00 0.00 6.76 0.00 0.00 6.78 1.36 0.57 1866.03 4.97E-04 1.71E-04 1.30E-04 0.00E+00 0.00 4.33E-04 6.76 6.78 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 1.67 0.95 33.38 Over the Range 0.00 0.00 6.76 0.00 0.00 6.78 1.46 0.60 1704.01 6.26E-04 3.38E-04 2.57E-04 0.00E+00 0.00 5.08E-04 6.76 6.78 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 1.41 2.12 88.42 Over the Range 0.00 0.00 6.76 0.00 0.00 6.78 1.56 0.63 2445.54 3.58E-04 6.01E-05 4.57E-05 0.00E+00 0.00 3.77E-04 6.76 6.78 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 1.61 0.93 34.51 Over the Range 0.00 0.00 6.76 0.00 0.00 6.78 1.67 0.65 1839.05 6.00E-04 3.12E-04 2.37E-04 0.00E+00 0.00 5.29E-04 6.76 6.78 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 1.59 0.91 34.14 Over the Range 0.00 0.00 6.76 0.00 0.00 6.78 1.77 0.68 1887.49 5.96E-04 3.14E-04 2.39E-04 0.00E+00 0.00 5.42E-04 6.76 6.78 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 0.32 0.38 13.05 69.04 3.13 0.94 6.76 3.13 0.94 6.78 1.83 0.70 1377.07 1.21E-03 2.02E-03 1.54E-03 0.00E+00 0.00 7.62E-04 6.76 6.78 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 1.60 0.80 25.85 133.43 0.00 0.00 5.82 0.00 0.00 5.84 1.89 0.72 1746.93 7.50E-04 5.51E-04 4.19E-04 0.00E+00 0.00 6.09E-04 5.82 5.84 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 1.55 0.90 35.60 Over the Range 0.00 0.00 5.82 0.00 0.00 5.84 1.94 0.73 2003.78 6.00E-04 3.01E-04 2.29E-04 0.00E+00 0.00 5.37E-04 5.82 5.84 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 0.31 0.36 12.58 66.88 3.21 0.96 5.82 3.21 0.96 5.84 1.99 0.75 1414.43 1.28E-03 2.23E-03 1.70E-03 0.00E+00 0.00 7.67E-04 5.82 5.84 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 0.24 0.28 9.57 54.42 3.83 1.15 4.85 3.83 1.15 4.88 2.04 0.76 1297.27 1.65E-03 3.99E-03 3.03E-03 0.00E+00 0.00 8.42E-04 4.85 4.88 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 0.38 0.44 12.24 65.37 3.28 0.98 3.70 3.28 0.98 3.73 2.09 0.77 1389.14 1.40E-03 2.53E-03 1.92E-03 0.00E+00 0.00 7.90E-04 3.70 3.73 3.28E-02 0.01 3.08E-04 9.24E-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 0.67 0.68 22.16 110.82 2.09 0.63 2.72 2.16 0.65 2.74 2.14 0.78 1760.30 8.34E-04 7.38E-04 5.61E-04 0.00E+00 0.00 6.25E-04 2.72 2.74 2.12E-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 0.39 0.43 12.75 67.66 3.18 0.95 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 8.10E-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 0.33 0.37 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 8.39E-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 1.65 0.78 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 5.26E-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 1.36 1.34 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 4.01E-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 2.02 133.26 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 3.12E-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 1.40 1.31 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 3.93E-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 0.61 2.74 313.05 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 2.31E-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 0.28 2.81 625.58 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 1.84E-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 KHynes & Olsen, 99)
KBoulanger &
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 0.94 0.96 0.73 108.30 0.46 1.00 1.00 0.31 26

18.50 1.16 1.02 0.96 0.73 107.05 0.46 0.99 1.00 0.33 27

21.00 1.31 1.09 0.95 0.73 83.72 0.58 0.96 0.99 0.35 28

23.50 1.47 1.17 0.95 0.73 107.78 0.46 0.92 0.97 0.36 28

25.96 1.62 1.25 0.94 0.73 146.27 0.27 0.85 0.96 0.37 29

28.50 1.78 1.33 0.93 0.73 112.79 0.44 0.85 0.95 0.38 29

31.00 1.94 1.41 0.92 0.73 95.33 0.52 0.85 0.94 0.39 29

33.50 2.09 1.49 0.90 0.73 117.21 0.41 0.79 0.93 0.39 29

36.00 2.25 1.56 0.88 0.73 97.12 0.51 0.80 0.92 0.38 29

38.50 2.41 1.64 0.86 0.73 158.27 0.21 0.68 0.91 0.38 29

41.00 2.56 1.72 0.84 0.73 98.74 0.51 0.77 0.91 0.38 29

43.50 2.72 1.80 0.82 0.73 98.22 0.51 0.75 0.90 0.38 29

46.00 2.88 1.88 0.80 0.73 60.50 0.70 0.83 0.89 0.37 29

48.50 3.03 1.95 0.78 0.73 92.90 0.54 0.73 0.88 0.37 28

51.00 3.19 2.03 0.76 0.73 100.30 0.50 0.70 0.87 0.36 28

53.50 3.34 2.11 0.74 0.73 59.39 0.70 0.80 0.86 0.36 28

56.00 3.50 2.19 0.72 0.73 51.72 0.74 0.82 0.86 0.35 28

58.50 3.66 2.27 0.70 0.73 66.24 0.67 0.76 0.85 0.34 28

61.00 3.81 2.35 0.68 0.73 86.49 0.57 0.69 0.84 0.33 27

63.50 3.97 2.42 0.66 0.73 65.80 0.67 0.75 0.83 0.33 27

66.00 4.13 2.50 0.64 0.73 59.99 0.70 0.76 0.83 0.32 27

68.25 4.27 2.57 0.62 0.73 93.89 0.53 0.64 0.82 0.31 26

70.75 4.42 2.65 0.60 0.73 136.81 0.32 0.51 0.81 0.30 26

73.38 4.59 2.73 0.58 0.73 194.36 0.03 0.38 0.81 0.29 25

75.21 4.70 2.79 0.56 0.73 134.43 0.33 0.50 0.80 0.29 25

76.04 4.75 2.82 0.56 0.73 294.88 -0.47 0.22 0.80 0.29 25

77.04 4.82 2.85 0.56 0.73 442.32 -1.21 0.10 0.80 0.29 25

APPENDIX D
Slope Stability Analyses
APPENDIX D-1
Design Shear Strengths
0 1000
2000
3000
4000
5000
6000
7000
8000
0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 11000 12000 Shear Strength (psf)
Normal stress (psf)
Ultimate Shear Strength ‐ Qafc
(Remolded)
Project: Gypsum Canyon
Project No.:  20‐108‐03
Strain Rate (in/min)=0.0025‐0.005
Remolded Samples
Geologic Unit:  Qaf
Classification:  ML‐CL, SC, CL
ϕ = 28°
c = 475 psf
0 1000
2000
3000
4000
5000
6000
7000
8000
9000
0 1000200030004000500060007000 80009000 10000 11000 12000 Shear Strength (psf)
Normal stress (psf)
Peak Shear Strength ‐ Qafc
(Remolded)
Project: Gypsum Canyon
Project No.:  20‐108‐03
Strain Rate (in/min)=0.0025‐0.005
Remolded Samples
Geologic Unit:  Qaf
Classification:  ML‐CL, SC, CL
ϕ = 30°
c = 460 psf
0 2000
4000
6000
8000
10000
12000
0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 11000 12000 Shear Strength (psf)
Normal stress (psf)
Ultimate Shear Strength ‐ Qal
(Undisturbed)
Project: Gypsum Canyon
Project No.:  20‐108‐03
Strain Rate (in/min)=0.01‐0.05
Undisturbed Samples
Geologic Unit:  Qal
Classification:  SM, SP, SM‐SC
ϕ = 32°
c = 200 psf
0 2000
4000
6000
8000
10000
12000
14000
0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 11000 12000 Shear Strength (psf)
Normal stress (psf)
Peak Shear Strength ‐ Qal
(Undisturbed)
Project: Gypsum Canyon
Project No.:  20‐108‐03
Strain Rate (in/min)=0.01‐0.05
Undisturbed Samples
Geologic Unit:  Qal
Classification:  SM, SP, SM‐SC
ϕ = 36°
c = 300 psf
0 500
1000
1500
2000
2500
3000
3500
4000
0 1000 2000 3000 4000 5000 6000 7000 8000
Shear Strength (psf)
Normal stress (psf)
Ultimate Shear Strength ‐ Qls
(Undisturbed)
Project: Gypsum Canyon
Project No.:  20‐108‐03
Strain Rate (in/min)=0.001
Undisturbed Samples
Geologic Unit:  Qls
Classification:  ML
ϕ = 22°
c = 280 psf
0 1000
2000
3000
4000
5000
6000
0 1000 2000 3000 4000 5000 6000 7000 8000
Shear Strength (psf)
Normal stress (psf)
Peak Shear Strength ‐ Qls
(Undisturbed)
Project: Gypsum Canyon
Project No.:  20‐108‐03
Strain Rate (in/min)=0.001
Undisturbed Samples
Geologic Unit:  Qls
Classification:  ML
ϕ = 28°
c = 860 psf
0 2000
4000
6000
8000
10000
12000
0 2000 4000 6000 8000 10000 12000 14000 16000
Shear Strength (psf)
Normal stress (psf)
Ultimate Shear Strength ‐ Tvs
(Undisturbed)
Project: Gypsum Canyon
Project No.:  20‐108‐03
Strain Rate (in/min)=0.001‐0.01
Undistubed Samples
Geologic Unit:  Tvs
Classification: SC, SP‐SM, SM, CL, ML
ϕ = 30°
c = 325 psf
0 2000
4000
6000
8000
10000
12000
14000
16000
18000
0 2000 4000 6000 8000 10000 12000
Shear Strength (psf)
Normal stress (psf)
Peak Shear Strength - Tvs
(Undisturbed)
Project: Gypsum Canyon
Project No.: 20-108-03
Strain Rate (in/min)=0.001-0.01
Undistubed Samples
Geologic Unit: Tvs
Classification: SC, SP-SM, SM, CL, ML
ϕ = 38°
c = 850 psf
0 1000
2000
3000
4000
5000
6000
0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 11000 12000 Shear Strength (psf)
Normal stress (psf)
Residual Shear Strength ‐ Tvs
(Undisturbed and Remolded)
CHJ Direct Shear Data
GMU Direct Shear Data
Leighton Direct Shear Data
Stark Residual Correlations (GMU, Leighton, CHJ)
Lower Bound Stark Correlation (phi=16deg.,c=0psf)
Best Fit Line (phi=16deg.,c=125psf)
Project: Gypsum Canyon
Project No.:  20‐108‐03
Strain Rate (in/min)=0.001‐0.0017
Undistubed and Remolded Samples
Geologic Unit:  Tvs
Classification:  CL (red beds)
Lower Bound Stark Correlation
ϕ = 16°
c = 0 psf
Best Fit Line through Direct Shear Data
ϕ = 16°
c = 125 psf
APPENDIX D-2
Slope Stability Analyses

1.8 Distance
-260 -60 140 340 540 740 940 1,140 1,340 1,540 1,740 1,940 300
400
500
600
700
800
900
Project No. 20-108-04
Section 1-1'
February 2023
Static Analysis, Run 10.4
Horz Seismic Coef.: 0
Slip Surface Option: Entry and Exit
Tvs
Qls
Landslide Plane
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Landslide
Plane
Mohr-Coulomb 120 0 16
Qaf Mohr-Coulomb 120 200 20
Qafc Mohr-Coulomb 120 475 28
Qal Mohr-Coulomb 120 200 32
Qls Mohr-Coulomb 120 0 16
Tvs Anisotropic Fn. 120 325 30 16 deg. 0 psf
Qafc
Keyway 60'x135' (DxW)
Afu
Qal
6 to 12 degrees out-of-slope

1.1 Distance
-260 -60 140 340 540 740 940 1,140 1,340 1,540 1,740 1,940 300
400
500
600
700
800
900
Project No. 20-108-04
Section 1-1'
February 2023
Pseudo-Static Analysis, Run 10.4
Horz Seismic Coef.: 0.18
Slip Surface Option: Entry and Exit
Tvs
Qls
Landslide Plane
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Landslide
Plane
Mohr-Coulomb 120 0 16
Qaf Mohr-Coulomb 120 250 23
Qafc Mohr-Coulomb 120 460 30
Qal Mohr-Coulomb 120 300 36
Qls Mohr-Coulomb 120 0 16
Tvs Anisotropic Fn. 120 850 38 16 deg. 0 psf
Qafc
Keyway 60'x135' (DxW)
Afu
Qal
6 to 12 degrees out-of-slope

1.6 Distance
-260 -60 140 340 540 740 940 1,140 1,340 1,540 1,740 1,940 300
400
500
600
700
800
900
Project No. 20-108-04
Section 1-1'
March 2023
Static Analysis, Run 10.3
Horz Seismic Coef.: 0
Slip Surface Option: Block
Tvs
Qls
Landslide Plane
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Landslide
Plane
Mohr-Coulomb 120 0 16
Qaf Mohr-Coulomb 120 200 20
Qafc Mohr-Coulomb 120 475 28
Qal Mohr-Coulomb 120 200 32
Qls Mohr-Coulomb 120 0 16
Tvs Anisotropic Fn. 120 325 30 16 deg. 0 psf
Qafc
Keyway 60'x135' (DxW)
Afu
Qal
6 to 12 degrees out-of-slope

1.1 Distance
-260 -60 140 340 540 740 940 1,140 1,340 1,540 1,740 1,940 300
400
500
600
700
800
900
Project No. 20-108-04
Section 1-1'
March 2023
Pseudo-Static Analysis, Run 10.3
Horz Seismic Coef.: 0.18
Slip Surface Option: Block
Tvs
Qls
Landslide Plane
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Landslide
Plane
Mohr-Coulomb 120 0 16
Qaf Mohr-Coulomb 120 250 23
Qafc Mohr-Coulomb 120 460 30
Qal Mohr-Coulomb 120 300 36
Qls Mohr-Coulomb 120 0 16
Tvs Anisotropic Fn. 120 850 38 16 deg. 0 psf
Qafc
Keyway 60'x135' (DxW)
Afu
Qal
6 to 12 degrees out-of-slope

1.8 Distance
0 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 2,600 2,800 3,000 3,200 3,400 3,600 Elevation
300
400
500
600
700
800
900
1,000
Project No. 20-108-04
Section 3
February 2023
Static Analysis, Run 13.2
Horz Seismic Coef.: 0
Slip Surface Option: Entry and Exit
Tvs
Qls Qaf
Qafc
Landslide Plane
Keyway 40'x120' (DxW)
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Fault Mohr-Coulomb 120 0 16
Landslide
Plane
Mohr-Coulomb 120 0 16
Qaf Mohr-Coulomb 120 200 20
Qafc Mohr-Coulomb 120 475 28
Qal Mohr-Coulomb 120 200 32
Qls Mohr-Coulomb 120 0 16
Tvs Anisotropic Fn. 120 325 30 16 deg. 0 psf
Bedding 12 to 24 degrees
out-of-slope
Qafc
Qal
Keyway 40'x120' (DxW) Fault

1.1 Distance
0 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 2,600 2,800 3,000 3,200 3,400 3,600 Elevation
300
400
500
600
700
800
900
1,000
Project No. 20-108-04
Section 3
February 2023
Pseudo-Static Analysis, Run 13.2
Horz Seismic Coef.: 0.18
Slip Surface Option: Entry and Exit
Tvs
Qls Qaf
Qafc
Landslide Plane
Keyway 40'x120' (DxW)
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Fault Mohr-Coulomb 120 0 16
Landslide
Plane
Mohr-Coulomb 120 0 16
Qaf Mohr-Coulomb 120 250 23
Qafc Mohr-Coulomb 120 460 30
Qal Mohr-Coulomb 120 300 36
Qls Mohr-Coulomb 120 0 16
Tvs Anisotropic Fn. 120 850 38 16 deg. 0 psf
Bedding 12 to 24 degrees
out-of-slope
Qafc
Qal
Keyway 40'x120' (DxW) Fault

1.5 Distance
0 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 2,600 2,800 3,000 3,200 3,400 3,600 Elevation
300
400
500
600
700
800
900
1,000
Project No. 20-108-04
Section 3
March 2023
Static Analysis, Run 13.1
Horz Seismic Coef.: 0
Slip Surface Option: Block
Tvs
Qls Qaf
Qafc
Landslide Plane
Keyway 40'x120' (DxW)
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Fault Mohr-Coulomb 120 0 16
Landslide
Plane
Mohr-Coulomb 120 0 16
Qaf Mohr-Coulomb 120 200 20
Qafc Mohr-Coulomb 120 475 28
Qal Mohr-Coulomb 120 200 32
Qls Mohr-Coulomb 120 0 16
Tvs Anisotropic Fn. 120 325 30 16 deg. 0 psf
Bedding 12 to 24 degrees
out-of-slope
Qafc
Qal
Keyway 40'x120' (DxW) Fault

1.1 Distance
0 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 2,600 2,800 3,000 3,200 3,400 3,600 Elevation
300
400
500
600
700
800
900
1,000
Project No. 20-108-04
Section 3
March 2023
Pseudo-Static Analysis, Run 13.1
Horz Seismic Coef.: 0.18
Slip Surface Option: Block
Tvs
Qls Qaf
Qafc
Landslide Plane
Keyway 40'x120' (DxW)
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Fault Mohr-Coulomb 120 0 16
Landslide
Plane
Mohr-Coulomb 120 0 16
Qaf Mohr-Coulomb 120 250 23
Qafc Mohr-Coulomb 120 460 30
Qal Mohr-Coulomb 120 300 36
Qls Mohr-Coulomb 120 0 16
Tvs Anisotropic Fn. 120 850 38 16 deg. 0 psf
Bedding 12 to 24 degrees
out-of-slope
Qafc
Qal
Keyway 40'x120' (DxW) Fault

1.5 Distance
0 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 2,600 2,800 3,000 3,200 3,400 3,600 Elevation
300
400
500
600
700
800
900
1,000
Project No. 20-108-04
Section 3
February 2023
Static Analysis, Run 14.2
Horz Seismic Coef.: 0
Slip Surface Option: Entry and Exit
Tvs
Qls Qaf
Qafc
Landslide Plane
Keyway 40'x120' (DxW)
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Fault Mohr-Coulomb 120 0 16
Landslide
Plane
Mohr-Coulomb 120 0 16
Qaf Mohr-Coulomb 120 200 20
Qafc Mohr-Coulomb 120 475 28
Qal Mohr-Coulomb 120 200 32
Qls Mohr-Coulomb 120 0 16
Tvs Anisotropic Fn. 120 325 30 16 deg. 0 psf
Bedding 12 to 24 degrees
out-of-slope
Qafc
Qal
Keyway 40'x120' (DxW) Fault

1.3 Distance
0 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 2,600 2,800 3,000 3,200 3,400 3,600 Elevation
300
400
500
600
700
800
900
1,000
Project No. 20-108-04
Section 3
February 2023
Pseudo-Static Analysis, Run 14.2
Horz Seismic Coef.: 0.18
Slip Surface Option: Entry and Exit
Tvs
Qls Qaf
Qafc
Landslide Plane
Keyway 40'x120' (DxW)
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Fault Mohr-Coulomb 120 0 16
Landslide
Plane
Mohr-Coulomb 120 0 16
Qaf Mohr-Coulomb 120 250 23
Qafc Mohr-Coulomb 120 460 30
Qal Mohr-Coulomb 120 300 36
Qls Mohr-Coulomb 120 0 16
Tvs Anisotropic Fn. 120 850 38 16 deg. 0 psf
Bedding 12 to 24 degrees
out-of-slope
Qafc
Qal
Keyway 40'x120' (DxW) Fault

1.5 Distance
0 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 2,600 2,800 3,000 3,200 3,400 3,600 Elevation
300
400
500
600
700
800
900
1,000
Project No. 20-108-04
Section 3
March 2023
Static Analysis, Run 14.1
Horz Seismic Coef.: 0
Slip Surface Option: Block
Tvs
Qls Qaf
Qafc
Landslide Plane
Keyway 40'x120' (DxW)
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Fault Mohr-Coulomb 120 0 16
Landslide
Plane
Mohr-Coulomb 120 0 16
Qaf Mohr-Coulomb 120 200 20
Qafc Mohr-Coulomb 120 475 28
Qal Mohr-Coulomb 120 200 32
Qls Mohr-Coulomb 120 0 16
Tvs Anisotropic Fn. 120 325 30 16 deg. 0 psf
Bedding 12 to 24 degrees
out-of-slope
Qafc
Qal
Keyway 40'x120' (DxW) Fault

1.1 Distance
0 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 2,600 2,800 3,000 3,200 3,400 3,600 Elevation
300
400
500
600
700
800
900
1,000
Project No. 20-108-04
Section 3
March 2023
Pseudo-Static Analysis, Run 14.1
Horz Seismic Coef.: 0.18
Slip Surface Option: Block
Tvs
Qls Qaf
Qafc
Landslide Plane
Keyway 40'x120' (DxW)
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Fault Mohr-Coulomb 120 0 16
Landslide
Plane
Mohr-Coulomb 120 0 16
Qaf Mohr-Coulomb 120 250 23
Qafc Mohr-Coulomb 120 460 30
Qal Mohr-Coulomb 120 300 36
Qls Mohr-Coulomb 120 0 16
Tvs Anisotropic Fn. 120 850 38 16 deg. 0 psf
Bedding 12 to 24 degrees
out-of-slope
Qafc
Qal
Keyway 40'x120' (DxW) Fault

1.6 Distance
0 100 200 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 1,400 1,500 1,600 1,700 1,800 1,900 2,000 2,100 2,200 2,300 2,400 2,500 2,600 2,700 2,800 2,900 3,000 3,100 3,200 3,300 3,400 3,500 3,600 3,700 3,800 3,900 Elevation
200
300
400
500
600
700
800
900
1,000
Project No. 20-108-04
Section 5
February 2023
Static Analysis, Run 1.3
Horz Seismic Coef.: 0
Slip Surface Option: Entry and Exit
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Qaf Mohr-Coulomb 120 200 20
Qafc Mohr-Coulomb 120 475 28
Qal Mohr-Coulomb 120 200 32
Tvs Anisotropic Fn. 120 325 30 16 deg. 0 psf
Bedding 12 to 24 degrees
out-of-slope
Qafc
Qaf
Qal Tvs Keyway 50'x120'

1.1 Distance
0 100 200 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 1,400 1,500 1,600 1,700 1,800 1,900 2,000 2,100 2,200 2,300 2,400 2,500 2,600 2,700 2,800 2,900 3,000 3,100 3,200 3,300 3,400 3,500 3,600 3,700 3,800 3,900 Elevation
200
300
400
500
600
700
800
900
1,000
Project No. 20-108-04
Section 5
February 2023
Pseudo-Static Analysis, Run 1.3
Horz Seismic Coef.: 0.18
Slip Surface Option: Entry and Exit
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Qaf Mohr-Coulomb 120 250 23
Qafc Mohr-Coulomb 120 460 30
Qal Mohr-Coulomb 120 300 36
Tvs Anisotropic Fn. 120 850 38 16 deg. 0 psf
Bedding 12 to 24 degrees
out-of-slope
Qafc
Qaf
Qal Tvs Keyway 50'x120'

1.6 Distance
0 100 200 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 1,400 1,500 1,600 1,700 1,800 1,900 2,000 2,100 2,200 2,300 2,400 2,500 2,600 2,700 2,800 2,900 3,000 3,100 3,200 3,300 3,400 3,500 3,600 3,700 3,800 3,900 Elevation
200
300
400
500
600
700
800
900
1,000
Project No. 20-108-04
Section 5
February 2023
Static Analysis, Run 1.2
Horz Seismic Coef.: 0
Slip Surface Option: Block
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Qaf Mohr-Coulomb 120 200 20
Qafc Mohr-Coulomb 120 475 28
Qal Mohr-Coulomb 120 200 32
Tvs Anisotropic Fn. 120 325 30 16 deg. 0 psf
Bedding 12 to 24 degrees
out-of-slope
Qafc
Qaf
Qal Tvs Keyway 50'x120'

1.1 Distance
0 100 200 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 1,400 1,500 1,600 1,700 1,800 1,900 2,000 2,100 2,200 2,300 2,400 2,500 2,600 2,700 2,800 2,900 3,000 3,100 3,200 3,300 3,400 3,500 3,600 3,700 3,800 3,900 Elevation
200
300
400
500
600
700
800
900
1,000
Project No. 20-108-04
Section 5
March 2023
Pseudo-Static Analysis, Run 1.2
Horz Seismic Coef.: 0.18
Slip Surface Option: Block
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Qaf Mohr-Coulomb 120 250 23
Qafc Mohr-Coulomb 120 460 30
Qal Mohr-Coulomb 120 300 36
Tvs Anisotropic Fn. 120 850 38 16 deg. 0 psf
Bedding 12 to 24 degrees
out-of-slope
Qafc
Qaf
Qal Tvs Keyway 50'x120'

2.9 Distance
0 100 200 300 400 500 600 700 800
Elevation
200
300
400
500
600
Project No. 20-108-03
Section 7-7'
August 2022
Static Analysis, Run 2.0
Horz Seismic Coef.: 0
Slip Surface Option: Entry and Exit
Tvs
Qal
Qafc
Keyway 15'x20' (DxW)
Color Name Model Unit
Weight
(pcf)
Cohesion'
(psf)
Phi'
(°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Qaf Mohr-Coulomb 120 200 20
Qafc Mohr-Coulomb 120 475 28
Qal Mohr-Coulomb 120 200 32
Tvs Anisotropic Fn. 120 325 30 16 deg. 0 psf
Bridge
Bedding 12 to 24 degrees
out-of-slope
Qaf

2.2 Distance
0 100 200 300 400 500 600 700 800
Elevation
200
300
400
500
600
Project No. 20-108-03
Section 7-7'
August 2022
Pseudo-Static Analysis, Run 2.0
Horz Seismic Coef.: 0.15
Slip Surface Option: Entry and Exit
Tvs
Qal
Qafc
Keyway 15'x20' (DxW)
Color Name Model Unit
Weight
(pcf)
Cohesion'
(psf)
Phi'
(°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Qaf Mohr-Coulomb 120 250 23
Qafc Mohr-Coulomb 120 460 30
Qal Mohr-Coulomb 120 300 36
Tvs Anisotropic Fn. 120 850 38 16 deg. 0 psf
Bridge
Bedding 12 to 24 degrees
out-of-slope
Qaf

2.9 Distance
0 100 200 300 400 500 600 700 800
Elevation
200
300
400
500
600
Project No. 20-108-03
Section 7-7'
August 2022
Post-Earthquake Analysis, Run 2.0
Horz Seismic Coef.: 0
Slip Surface Option: Entry and Exit
Tvs
Qal
Qafc
Keyway 15'x20' (DxW)
Color Name Model Unit
Weight
(pcf)
Cohesion'
(psf)
Phi'
(°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Tau/Sigma
Ratio
Liq 1 SHANSEP 120 0.1
Qaf Mohr-Coulomb 120 200 20
Qafc Mohr-Coulomb 120 475 28
Qal Mohr-Coulomb 120 200 32
Tvs Anisotropic Fn. 120 325 30 16 deg. 0 psf
Bridge
Bedding 12 to 24 degrees
out-of-slope
Qaf
Liq 1

2.9 Distance
0 100 200 300 400 500 600 700 800
Elevation
200
300
400
500
600
Project No. 20-108-03
Section 7-7'
August 2022
Static Analysis, Run 2.1
Horz Seismic Coef.: 0
Slip Surface Option: Block
Tvs
Qal
Qafc
Keyway 15'x20' (DxW)
Color Name Model Unit
Weight
(pcf)
Cohesion'
(psf)
Phi'
(°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Qaf Mohr-Coulomb 120 200 20
Qafc Mohr-Coulomb 120 475 28
Qal Mohr-Coulomb 120 200 32
Tvs Anisotropic Fn. 120 325 30 16 deg. 0 psf
Bridge
Bedding 12 to 24 degrees
out-of-slope
Qaf

2.2 Distance
0 100 200 300 400 500 600 700 800
Elevation
200
300
400
500
600
Project No. 20-108-03
Section 7-7'
August 2022
Pseudo-Static Analysis, Run 2.1
Horz Seismic Coef.: 0.15
Slip Surface Option: Block
Tvs
Qal
Qafc
Keyway 15'x20' (DxW)
Color Name Model Unit
Weight
(pcf)
Cohesion'
(psf)
Phi'
(°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Qaf Mohr-Coulomb 120 250 23
Qafc Mohr-Coulomb 120 460 30
Qal Mohr-Coulomb 120 300 36
Tvs Anisotropic Fn. 120 850 38 16 deg. 0 psf
Bridge
Bedding 12 to 24 degrees
out-of-slope
Qaf

2.9 Distance
0 100 200 300 400 500 600 700 800
Elevation
200
300
400
500
600
Project No. 20-108-03
Section 7-7'
August 2022
Post-Earthquake Analysis, Run 2.1
Horz Seismic Coef.: 0
Slip Surface Option: Block
Tvs
Qal
Qafc
Keyway 15'x20' (DxW)
Color Name Model Unit
Weight
(pcf)
Cohesion'
(psf)
Phi'
(°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Tau/Sigma
Ratio
Liq 1 SHANSEP 120 0.1
Qaf Mohr-Coulomb 120 200 20
Qafc Mohr-Coulomb 120 475 28
Qal Mohr-Coulomb 120 200 32
Tvs Anisotropic Fn. 120 325 30 16 deg. 0 psf
Bridge
Bedding 12 to 24 degrees
out-of-slope
Qaf
Liq 1

2.0 Distance
0 100 200 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 1,400 Elevation
200
300
400
500
Project No. 20-108-03
Section 12
April 2023
Static Analysis, Run 2.1
Horz Seismic Coef.: 0
Slip Surface Option: Entry and Exit
Tvs
Qal
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Qaf Mohr-Coulomb 120 200 20
Qafc Mohr-Coulomb 120 475 28
Qal Mohr-Coulomb 120 200 32
Tvs Anisotropic Fn. 120 325 30 16 deg. 0 psf
Bedding 12 to 24 degrees
out-of-slope
Qaf
Qafc
Roadway

1.5 Distance
0 100 200 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 1,400 Elevation
200
300
400
500
Project No. 20-108-03
Section 12
April 2023
Pseudo-Static Analysis, Run 2.1
Horz Seismic Coef.: 0.18
Slip Surface Option: Entry and Exit
Tvs
Qal
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Qaf Mohr-Coulomb 120 250 23
Qafc Mohr-Coulomb 120 460 30
Qal Mohr-Coulomb 120 300 36
Tvs Anisotropic Fn. 120 850 38 16 deg. 0 psf
Bedding 12 to 24 degrees
out-of-slope
Qaf
Qafc
Roadway

2.0 Distance
0 100 200 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 1,400 Elevation
200
300
400
500
Project No. 20-108-03
Section 12
April 2023
Post Earthquake Analysis, Run 2.0
Horz Seismic Coef.: 0
Slip Surface Option: Entry and Exit
Tvs
Qal
Liq 1
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Tau/Sigma
Ratio
Liq 1 SHANSEP 120 0.1
Qaf Mohr-Coulomb 120 200 20
Qafc Mohr-Coulomb 120 475 28
Qal Mohr-Coulomb 120 200 32
Tvs Anisotropic Fn. 120 325 30 16 deg. 0 psf
Bedding 12 to 24 degrees
out-of-slope
Qaf
Qafc
Roadway

2.1 Distance
0 100 200 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 1,400 Elevation
200
300
400
500
Project No. 20-108-03
Section 12
April 2023
Static Analysis, Run 2.1
Horz Seismic Coef.: 0
Slip Surface Option: Block
Tvs
Qal
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Qaf Mohr-Coulomb 120 200 20
Qafc Mohr-Coulomb 120 475 28
Qal Mohr-Coulomb 120 200 32
Tvs Anisotropic Fn. 120 325 30 16 deg. 0 psf
Bedding 12 to 24 degrees
out-of-slope
Qaf
Qafc
Roadway

1.5 Distance
0 100 200 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 1,400 Elevation
200
300
400
500
Project No. 20-108-03
Section 12
April 2023
Pseudo-Static Analysis, Run 2.1
Horz Seismic Coef.: 0.18
Slip Surface Option: Block
Tvs
Qal
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Qaf Mohr-Coulomb 120 250 23
Qafc Mohr-Coulomb 120 460 30
Qal Mohr-Coulomb 120 300 36
Tvs Anisotropic Fn. 120 850 38 16 deg. 0 psf
Bedding 12 to 24 degrees
out-of-slope
Qaf
Qafc
Roadway

2.0 Distance
0 100 200 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 1,400 Elevation
200
300
400
500
Project No. 20-108-03
Section 12
April 2023
Post Earthquake Analysis, Run 2.1
Horz Seismic Coef.: 0
Slip Surface Option: Block
Tvs
Qal
Liq 1
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Tau/Sigma
Ratio
Liq 1 SHANSEP 120 0.1
Qaf Mohr-Coulomb 120 200 20
Qafc Mohr-Coulomb 120 475 28
Qal Mohr-Coulomb 120 200 32
Tvs Anisotropic Fn. 120 325 30 16 deg. 0 psf
Bedding 12 to 24 degrees
out-of-slope
Qaf
Qafc
Roadway
Problem Description: 2:1 Fill Slope 4 feet of saturated soil Parameters
Depth of Saturation (ft), Z = 4
Buoyant Unit Weight of Soil (pcf), b = 57.6
Total Unit Weight of Soil (pcf), t = 120
Slope Angle,  = 26.6
Angle of Internal Friction,  = 28
Cohesion (psf), c = 475
Force Tending To Cause Movement
FD = (1/2) Zt
sin 2 = 192.18 lb/ft
Force Tending To Resist Movement
FR = Zb
cos2
tan c 
= 572.94 lb/ft
Factor of Safety, F.S.

F.S. = 2Zb
cos2
tan 2c
Zt
sin 2
= 2.98
Job Name: Gypsum Canyon
Proj. No: 20-108-03
Designed/Checked: AV
GMU GEOTECHNICAL, INC.

SURFICIAL SLOPE

STABILITY ANALYSIS
FLOWLINES z

FR
FD
Problem Description: 2:1 Bedrock Slope 4 feet of saturated soil Parameters
Depth of Saturation (ft), Z = 4
Buoyant Unit Weight of Soil (pcf), b = 57.6
Total Unit Weight of Soil (pcf), t = 120
Slope Angle,  = 26.6
Angle of Internal Friction,  = 30
Cohesion (psf), c = 325
Force Tending To Cause Movement
FD = (1/2) Zt
sin 2 = 192.18 lb/ft
Force Tending To Resist Movement
FR = Zb
cos2
tan c 
= 431.35 lb/ft
Factor of Safety, F.S.

F.S. = 2Zb
cos2
tan 2c
Zt
sin 2
= 2.24
Job Name: Gypsum Canyon
Proj. No: 20-108-03
Designed/Checked: AV
GMU GEOTECHNICAL, INC.

SURFICIAL SLOPE

STABILITY ANALYSIS
FLOWLINES z

FR
FD

APPENDIX E
Lateral Spreading and
Seismic Deformation Analyses
APPENDIX E-1
ky Analyses for
Seismic Deformation Analyses

1.0 Distance
0 100 200 300 400 500 600 700 800
Elevation
200
300
400
500
600
Project No. 20-108-03
Section 7-7'
August 2022
Seismic Deformation Analysis, Run 2.1
Horz Seismic Coef.: 0.6
Slip Surface Option: Block
975-year Earthquake Event
Deformation = 0.5 inches
Tvs
Qal
Qafc
Keyway 15'x20' (DxW)
Color Name Model Unit
Weight
(pcf)
Cohesion'
(psf)
Phi'
(°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Tau/Sigma
Ratio
Liq 1 SHANSEP 120 0.1
Qaf Mohr-Coulomb 120 250 23
Qafc Mohr-Coulomb 120 460 30
Qal Mohr-Coulomb 120 300 36
Tvs Anisotropic Fn. 120 850 38 16 deg. 0 psf
Bridge
Bedding 12 to 24 degrees
out-of-slope
Qaf
Liq 1

1.0 Distance
0 100 200 300 400 500 600 700 800
Elevation
200
300
400
500
600
Project No. 20-108-03
Section 7-7'
February 2023
Deformation Analysis, Run 3.1
Horz Seismic Coef.: 0.25
Slip Surface Option: Block
Proposed Roadway Adjacent to Bridge
5% in 50 years Deformation = 5 inches
Tvs
Qal
Qafc
Keyway 15'x20' (DxW)
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Tau/Sigma
Ratio
Liq 1 SHANSEP 120 0.1
Qaf Mohr-Coulomb 120 200 20
Qafc Mohr-Coulomb 120 460 30
Qal Mohr-Coulomb 120 200 32
Tvs Mohr-Coulomb 120 325 30
Bridge
Qaf
Liq 1

1.0 Distance
0 100 200 300 400 500 600 700 800
Elevation
200
300
400
500
600
Project No. 20-108-04
Section 7-7'
February 2023
Deformation Analysis, Run 4.1
Horz Seismic Coef.: 0.23
Slip Surface Option: Block
Raise Groundwater 10 feet
5% in 50 years Deformation = 5.5 inches
Tvs
Qal
Qafc
Keyway 15'x20' (DxW)
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Tau/Sigma
Ratio
Liq 1 SHANSEP 120 0.1
Qaf Mohr-Coulomb 120 200 20
Qafc Mohr-Coulomb 120 475 28
Qal Mohr-Coulomb 120 200 32
Tvs Mohr-Coulomb 120 325 30
Bridge
Qaf
Liq 1

1.0 Distance
0 100 200 300 400 500 600 700 800
Elevation
200
300
400
500
600
Project No. 20-108-04
Section 7-7'
February 2023
Deformation Analysis, Run 5.1
Horz Seismic Coef.: 0.45
Slip Surface Option: Entry and Exit
Proposed Bridge
5% in 50 years Deformation = 1.25 inches
Tvs
Qal
Qafc
Keyway 15'x20' (DxW)
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Tau/Sigma
Ratio
Liq 1 SHANSEP 120 0.1
Qaf Mohr-Coulomb 120 200 20
Qafc Mohr-Coulomb 120 460 30
Qal Mohr-Coulomb 120 200 32
Tvs Mohr-Coulomb 120 325 30
Bridge
Qaf
Liq 1
APPENDIX E-2
Seismic Deformation Analyses
Project No. 20-108-03
Average Seismic Displacement
Section 7-7'
975-year EQ
Seismic Displacement (Bray and Macedo, 2019) = 2.40 cm or 0.94 inch 50% Probability of Exceedance (D2)
1cm = 0.393701 in.

Seismic Displacement (Rathje and Antonakos, 2011) = 0.00 cm 0.00 inch [kmax, k-velmax]
Average Displacement = 2.40 cm 0.47 inch
DATA FOR SEISMIC SLOPE DISPLACEMENT ANALYSES Typical Input Project:

INPUT: Slide h (ft): 23.7 RESULTS: Site Period, Ts (sec): 0.1813 Slide Vs (ft/sec): 523.0 1.5*Site Per. (sec): 0.2719
Depth to Rx (km): 0.01 EQ Mean Period, Tm (sec): 0.569
Ave. Vs(30) (m/s): 239.3 Ts/Tm: 0.32
Ave. Site Class: D Estimated PGV (cm/sec): 125.05
Mean Magnitude: 6.63 Duration (D5
‐D95) (sec): 16.3
Mean Dist. (km): 13.9 Sa(1.5Ts) Min Vs(30) 0.0000
ky: 0.600 Sa(1.5Ts) Ave Vs(30) 1.5722
5‐Percent Damped Spectra Sa(1.5Ts) Max Vs(30) 0.0000
Period Min. Vs(30) Ave. Vs(30) Max. Vs(30)

0.01 0.6400

0.1 1.0600

0.2 1.4500 Ts: 4h/Vs

0.3 1.6200 Tm:  Rathje et al. (2004)

0.5 1.5700 PGV: Watson‐Lamprey and Abrahamson (2006)

1.0 1.2700 Duration:  Bommer et al. (2009)

2.0 0.65000

3.0 0.41000

4.0 0.28000

5.0 0.20000
Slide Mass Area =
Lengh of Slide Mass =
Average Slide H (ft) =
20‐108‐03 Gypsum Canyon ‐ Section 7‐7'

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8
012345
Acceleration (g)
Period (sec)
Min. Vs(30)
Ave. Vs(30)
Max. Vs(30)

1.5*Site Per. (sec):

Procedure for Estimating Shear-Induced Seismic Slope Displacement for Shallow Crustal Earthquakes OrdinaryGM (EQ2&3) by Jonathan D. Bray and Jorge Macedo, UC Berkeley and Georgia Tech PulsesD100 (EQ4&5) Procedure for Estimating Shear-Induced Seismic Slope Displacement for Shallow Crustal Earthquakes, ASCE JGGE, 2019, 145(12), doi: 10.1061/(ASCE)GT.1943-5606.0002143 PulsesD50 (EQ6&7) Deterministic-Pseudoprobabilistic (EQ8OrdinaryGM (EQ2&3)

SEE NOTES BELOW FOR GUIDANCE IN THE USE OF SPREADSHEET
Input Parameters
Case OrdinaryGM (EQ2&3) * Select Ordinary or Pulse or Combined Equations Dependence on ky Yield Coefficient (ky) (a)

0.60 (a) Based on pseudostatic analysis ky P(D="0") D (cm) Dmedian (cm) D-84% (cm) D-16% (cm) Initial Fundamental Period (Ts) (b) 0.18 seconds (b) 1D: Ts=4H/Vs 2D: Ts=2.6H/Vs 0.020 0.000 166.8 166.8 341.3 81.5 Degraded Period (1.3Ts) 0.24 seconds (c) Input the Spectral Acceleration (g) at 0.05 0.000 92.7 92.7 189.7 45.3 Moment Magnitude (Mw) 6.6 the base of the sliding mass assuming 0.07 0.000 67.4 67.4 138.0 33.0 Spectral Acceleration ( Sa(1.3Ts) ) (c)

1.57 g there is no material above it. 0.1 0.000 45.3 45.3 92.7 22.1 PGV Information  PGV is not used in this case, enter 1 below (d) PGV (cm/s) is required for near‐fault pulse 0.15 0.001 26.7 26.7 54.7 13.0 Peak Ground Velocity (PGV) (d) 1.0 cm/s motions & for EQ9 when PGV > 115 cm/s;    0.2 0.008 17.5 17.4 35.7 8.4 Percentile (if Pulse ground Motion) (e)
No Pulse it is estimated at the base of sliding  0.3 0.112 9.0 8.0 17.4 2.8 Additional Input Parameters mass assuming no material above it. 0.4 0.371 5.3 2.96 8.61 <0.5 Probability of Exceedance #1 (P1) 84 % (e) If Pulse motion the percentile is given Probability of Exceedance #2 (P2) 50 % as either D100 or D50. D100 should be Probability of Exceedance #3 (P3) 16 % used for fault-normal direction Displacement Threshold (d_threshold) 10 cm
Intermediate Calculated Parameters
Non-Zero Seismic Displacement Est (D) 2.4 cm eq. (3) or (5) or (7) or (9) Standard Deviation of Non-Zero Seismic D 0.72
Results
Probability of Negligible Displ. (P(D=0)) 0.00 eq. (2) or (4) or (6) or (8) D1 1.2 cm calc. using eq. (11)
D2 2.4 cm calc. using eq. (11)
D3 4.9 cm calc. using eq. (11)
P(D>d_threshold) 0.02 eq. (11)
Notes

1. Values highlighted in blue are input parameters, and results are presented in the table with the yellow heading.

2. Probability of Exceedance is the desired probability of exceeding a particular displacement value.

3. Displacements D1, D2, and D3 correspond to P1, P2, and P3, respectively. (e.g., the probability of exceeding displacement D1 is P1 and it is referred to as the (100% - P1) percentile value.

4. The 16%, 50%, and 84% percentile displacement values at selected ky values are shown to the right.

5. Calculated seismic displacements are due to deviatoric deformation only (add in volumetrically induced movement).

6. ky may range between 0.01 and 0.8, Ts between 0 and 2 s, Sa between 0.002 and 4.5 g, Mw between 5.5 and 8.2

7. Rigid slope is assumed for Ts < 0.05 s, i.e. Ts = 0.0. If Ts is just less than 0.05 s, set Ts = 0.050 s

8. When a value for D is not calculated, D is < 0.5 cm

9. ky should be estimated with a slope stability program; the simplified equations shown below provide approximate values.

10. Examples of how Ts is estimated are shown below.

11. Vs = weighted avg. shear wave velocity for the sliding mass, e.g., for 2 layers, Vs = [(h1)(Vs1) + (h2)(Vs2)]/(h1 + h2) Figures from Bray, J.D. (2007) “Chapter 14: Simplified Seismic Slope Displacement Procedures,” Earthquake Geotechnical Engineering, 4th Inter. Conf. on Earthquake Geotechnical Engineering - Invited Lectures, in Geotechnical, Geological, and Earthquake Engineering Series, Vol. 6, Pitilakis, Kyriazis D., Ed., Springer, Vol. 6, pp. 327-353.

0.1 1
10 100
1000

0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40
Median Displacement (cm)
Yield Coefficient
Median
84% Percentile
16% Percentile
Sliding displacement models from Rathje and Antonakos (2011) Prediction of dynamic response and sliding displacement of a sliding mass during earthquake shaking Inputs
PGA (g) 0.64 median ‐1σ +1σ
PGV (cm/s) 125.05 kmax (g) 0.509 0.396 0.653 µlnD σlnD median ‐1σ +1σ ky (g) 0.6 k‐velmax (cm/s) 133.88 104.27 171.91 [kmax, M] ‐13.96 1.074 0.00 0.00 0.00 Tm (s) 0.569054 [kmax, k‐velmax] ‐13.26 0.735 0.00 0.00 0.00 Ts
(s) 0.181262
M 6.63 µlnD σlnD median ‐1σ +1σ
Ts/Tm 0.318532 [kmax, M] ‐13.96 1.074 0.00 0.00 0.00
[kmax, k‐velmax] ‐13.26 0.735 0.00 0.00 0.00
PGA Peak Ground Acceleration (g)
PGV Peak Ground Velocity (cm/s)
ky Critical or Yield Acceleration (g)
Tm Mean Period of an Earthquake Motion (s)
Ts Site Period or the Natural Period of a Sliding Mass (s).  For rigid sliding set Ts = 0 s M Earthquake Magnitude
kmax maximum seismic coefficient (g)
k‐velmax the maximum velocity of the seismic coefficient‐time history (cm/s) D Predicted Sliding Displacment (cm)
Reference: Rathje, E.M. and Antonakos, G. 2011. “A Unified Model for Predicting Earthquake‐Induced Sliding Displacements of Rigid and Flexible Slopes,” Engineering Geology, 122, 51‐60, doi:10.1016/j.enggeo.2010.12.004.

Dynamic Response Displacement Given Median Dynamic Response Displacement
Model
Sliding Displacements, D (cm)
Sliding Displacements, D (in)
Project No. 20-108-03
Average Seismic Displacement
Section 7-7'
975-year EQ
Deep Failure Surface of Adjacent Roadway to Bridge
Seismic Displacement (Bray and Macedo, 2019) = 23.25 cm or 9.15 inch 50% Probability of Exceedance (D2)
1cm = 0.393701 in.

Seismic Displacement (Rathje and Antonakos, 2011) = 0.12 cm 0.05 inch [kmax, k-velmax]
Average Displacement = 19.95 cm 4.60 inch
DATA FOR SEISMIC SLOPE DISPLACEMENT ANALYSES Typical Input Project:

INPUT: Slide h (ft): 70.0 RESULTS: Site Period, Ts (sec): 0.5354 Slide Vs (ft/sec): 523.0 1.5*Site Per. (sec): 0.8031
Depth to Rx (km): 0.01 EQ Mean Period, Tm (sec): 0.569
Ave. Vs(30) (m/s): 239.3 Ts/Tm: 0.94
Ave. Site Class: D Estimated PGV (cm/sec): 125.05
Mean Magnitude: 6.63 Duration (D5
‐D95) (sec): 16.3
Mean Dist. (km): 13.9 Sa(1.5Ts) Min Vs(30) 0.0000
ky: 0.250 Sa(1.5Ts) Ave Vs(30) 1.3882
5‐Percent Damped Spectra Sa(1.5Ts) Max Vs(30) 0.0000
Period Min. Vs(30) Ave. Vs(30) Max. Vs(30)

0.01 0.6400

0.1 1.0600

0.2 1.4500 Ts: 4h/Vs

0.3 1.6200 Tm:  Rathje et al. (2004)

0.5 1.5700 PGV: Watson‐Lamprey and Abrahamson (2006)

1.0 1.2700 Duration:  Bommer et al. (2009)

2.0 0.65000

3.0 0.41000

4.0 0.28000

5.0 0.20000
Slide Mass Area = 23059
Lengh of Slide Mass = 453
Average Slide H (ft) = 50.90
20‐108‐03 Gypsum Canyon ‐ Section 7‐7'

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8
012345
Acceleration (g)
Period (sec)
Min. Vs(30)
Ave. Vs(30)
Max. Vs(30)

1.5*Site Per. (sec):

Procedure for Estimating Shear-Induced Seismic Slope Displacement for Shallow Crustal Earthquakes OrdinaryGM (EQ2&3) by Jonathan D. Bray and Jorge Macedo, UC Berkeley and Georgia Tech PulsesD100 (EQ4&5) Procedure for Estimating Shear-Induced Seismic Slope Displacement for Shallow Crustal Earthquakes, ASCE JGGE, 2019, 145(12), doi: 10.1061/(ASCE)GT.1943-5606.0002143 PulsesD50 (EQ6&7) Deterministic-Pseudoprobabilistic (EQ8OrdinaryGM (EQ2&3)

SEE NOTES BELOW FOR GUIDANCE IN THE USE OF SPREADSHEET
Input Parameters
Case OrdinaryGM (EQ2&3) * Select Ordinary or Pulse or Combined Equations Dependence on ky Yield Coefficient (ky) (a)

0.25 (a) Based on pseudostatic analysis ky P(D="0") D (cm) Dmedian (cm) D-84% (cm) D-16% (cm) Initial Fundamental Period (Ts) (b) 0.54 seconds (b) 1D: Ts=4H/Vs 2D: Ts=2.6H/Vs 0.020 0.000 352.4 352.4 721.1 172.2 Degraded Period (1.3Ts) 0.70 seconds (c) Input the Spectral Acceleration (g) at 0.05 0.000 188.4 188.4 385.4 92.0 Moment Magnitude (Mw) 6.6 the base of the sliding mass assuming 0.07 0.000 135.0 135.0 276.3 66.0 Spectral Acceleration ( Sa(1.3Ts) ) (c)

1.39 g there is no material above it. 0.1 0.000 89.3 89.3 182.8 43.7 PGV Information  PGV is not used in this case, enter 1 below (d) PGV (cm/s) is required for near‐fault pulse 0.15 0.001 51.8 51.8 105.9 25.3 Peak Ground Velocity (PGV) (d) 1.0 cm/s motions & for EQ9 when PGV > 115 cm/s;    0.2 0.008 33.5 33.3 68.3 16.1 Percentile (if Pulse ground Motion) (e)
No Pulse it is estimated at the base of sliding  0.3 0.112 16.9 15.1 32.7 5.3 Additional Input Parameters mass assuming no material above it. 0.4 0.371 9.9 5.49 16.00 <0.5 Probability of Exceedance #1 (P1) 84 % (e) If Pulse motion the percentile is given Probability of Exceedance #2 (P2) 50 % as either D100 or D50. D100 should be Probability of Exceedance #3 (P3) 16 % used for fault-normal direction Displacement Threshold (d_threshold) 10 cm
Intermediate Calculated Parameters
Non-Zero Seismic Displacement Est (D) 23.2 cm eq. (3) or (5) or (7) or (9) Standard Deviation of Non-Zero Seismic D 0.72
Results
Probability of Negligible Displ. (P(D=0)) 0.00 eq. (2) or (4) or (6) or (8) D1 11.4 cm calc. using eq. (11)
D2 23.2 cm calc. using eq. (11)
D3 47.6 cm calc. using eq. (11)
P(D>d_threshold) 0.88 eq. (11)
Notes

1. Values highlighted in blue are input parameters, and results are presented in the table with the yellow heading.

2. Probability of Exceedance is the desired probability of exceeding a particular displacement value.

3. Displacements D1, D2, and D3 correspond to P1, P2, and P3, respectively. (e.g., the probability of exceeding displacement D1 is P1 and it is referred to as the (100% - P1) percentile value.

4. The 16%, 50%, and 84% percentile displacement values at selected ky values are shown to the right.

5. Calculated seismic displacements are due to deviatoric deformation only (add in volumetrically induced movement).

6. ky may range between 0.01 and 0.8, Ts between 0 and 2 s, Sa between 0.002 and 4.5 g, Mw between 5.5 and 8.2

7. Rigid slope is assumed for Ts < 0.05 s, i.e. Ts = 0.0. If Ts is just less than 0.05 s, set Ts = 0.050 s

8. When a value for D is not calculated, D is < 0.5 cm

9. ky should be estimated with a slope stability program; the simplified equations shown below provide approximate values.

10. Examples of how Ts is estimated are shown below.

11. Vs = weighted avg. shear wave velocity for the sliding mass, e.g., for 2 layers, Vs = [(h1)(Vs1) + (h2)(Vs2)]/(h1 + h2) Figures from Bray, J.D. (2007) “Chapter 14: Simplified Seismic Slope Displacement Procedures,” Earthquake Geotechnical Engineering, 4th Inter. Conf. on Earthquake Geotechnical Engineering - Invited Lectures, in Geotechnical, Geological, and Earthquake Engineering Series, Vol. 6, Pitilakis, Kyriazis D., Ed., Springer, Vol. 6, pp. 327-353.

0.1 1
10 100
1000

0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40
Median Displacement (cm)
Yield Coefficient
Median
84% Percentile
16% Percentile
Sliding displacement models from Rathje and Antonakos (2011) Prediction of dynamic response and sliding displacement of a sliding mass during earthquake shaking Inputs
PGA (g) 0.64 median ‐1σ +1σ
PGV (cm/s) 125.05 kmax (g) 0.266 0.207 0.341 µlnD σlnD median ‐1σ +1σ ky (g) 0.25 k‐velmax (cm/s) 112.14 87.33 143.99 [kmax, M] ‐3.22 0.997 0.04 0.01 0.11 Tm (s) 0.569054 [kmax, k‐velmax] ‐2.08 0.667 0.12 0.06 0.24 Ts
(s) 0.535373
M 6.63 µlnD σlnD median ‐1σ +1σ
Ts/Tm 0.940812 [kmax, M] ‐3.22 0.997 0.02 0.01 0.04
[kmax, k‐velmax] ‐2.08 0.667 0.05 0.03 0.10
PGA Peak Ground Acceleration (g)
PGV Peak Ground Velocity (cm/s)
ky Critical or Yield Acceleration (g)
Tm Mean Period of an Earthquake Motion (s)
Ts Site Period or the Natural Period of a Sliding Mass (s).  For rigid sliding set Ts = 0 s M Earthquake Magnitude
kmax maximum seismic coefficient (g)
k‐velmax the maximum velocity of the seismic coefficient‐time history (cm/s) D Predicted Sliding Displacment (cm)
Reference: Rathje, E.M. and Antonakos, G. 2011. “A Unified Model for Predicting Earthquake‐Induced Sliding Displacements of Rigid and Flexible Slopes,” Engineering Geology, 122, 51‐60, doi:10.1016/j.enggeo.2010.12.004.

Dynamic Response Displacement Given Median Dynamic Response Displacement
Model
Sliding Displacements, D (cm)
Sliding Displacements, D (in)
Project No. 20-108-03
Average Seismic Displacement
Section 7-7'
975-year EQ
Raise Groundwater 10-ft
Seismic Displacement (Bray and Macedo, 2019) = 26.72 cm or 10.52 inch 50% Probability of Exceedance (D2)
1cm = 0.393701 in.

Seismic Displacement (Rathje and Antonakos, 2011) = 0.69 cm 0.27 inch [kmax, k-velmax]
Average Displacement = 23.14 cm 5.40 inch
DATA FOR SEISMIC SLOPE DISPLACEMENT ANALYSES Typical Input Project:

INPUT: Slide h (ft): 70.0 RESULTS: Site Period, Ts (sec): 0.5354 Slide Vs (ft/sec): 523.0 1.5*Site Per. (sec): 0.8031
Depth to Rx (km): 0.01 EQ Mean Period, Tm (sec): 0.569
Ave. Vs(30) (m/s): 239.3 Ts/Tm: 0.94
Ave. Site Class: D Estimated PGV (cm/sec): 125.05
Mean Magnitude: 6.63 Duration (D5
‐D95) (sec): 16.3
Mean Dist. (km): 13.9 Sa(1.5Ts) Min Vs(30) 0.0000
ky: 0.230 Sa(1.5Ts) Ave Vs(30) 1.3882
5‐Percent Damped Spectra Sa(1.5Ts) Max Vs(30) 0.0000
Period Min. Vs(30) Ave. Vs(30) Max. Vs(30)

0.01 0.6400

0.1 1.0600

0.2 1.4500 Ts: 4h/Vs

0.3 1.6200 Tm:  Rathje et al. (2004)

0.5 1.5700 PGV: Watson‐Lamprey and Abrahamson (2006)

1.0 1.2700 Duration:  Bommer et al. (2009)

2.0 0.65000

3.0 0.41000

4.0 0.28000

5.0 0.20000
Slide Mass Area = 23059
Lengh of Slide Mass = 453
Average Slide H (ft) = 50.90
20‐108‐03 Gypsum Canyon ‐ Section 7‐7'

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8
012345
Acceleration (g)
Period (sec)
Min. Vs(30)
Ave. Vs(30)
Max. Vs(30)

1.5*Site Per. (sec):

Procedure for Estimating Shear-Induced Seismic Slope Displacement for Shallow Crustal Earthquakes OrdinaryGM (EQ2&3) by Jonathan D. Bray and Jorge Macedo, UC Berkeley and Georgia Tech PulsesD100 (EQ4&5) Procedure for Estimating Shear-Induced Seismic Slope Displacement for Shallow Crustal Earthquakes, ASCE JGGE, 2019, 145(12), doi: 10.1061/(ASCE)GT.1943-5606.0002143 PulsesD50 (EQ6&7) Deterministic-Pseudoprobabilistic (EQ8OrdinaryGM (EQ2&3)

SEE NOTES BELOW FOR GUIDANCE IN THE USE OF SPREADSHEET
Input Parameters
Case OrdinaryGM (EQ2&3) * Select Ordinary or Pulse or Combined Equations Dependence on ky Yield Coefficient (ky) (a)

0.23 (a) Based on pseudostatic analysis ky P(D="0") D (cm) Dmedian (cm) D-84% (cm) D-16% (cm) Initial Fundamental Period (Ts) (b) 0.54 seconds (b) 1D: Ts=4H/Vs 2D: Ts=2.6H/Vs 0.020 0.000 352.4 352.4 721.1 172.2 Degraded Period (1.3Ts) 0.70 seconds (c) Input the Spectral Acceleration (g) at 0.05 0.000 188.4 188.4 385.4 92.0 Moment Magnitude (Mw) 6.6 the base of the sliding mass assuming 0.07 0.000 135.0 135.0 276.3 66.0 Spectral Acceleration ( Sa(1.3Ts) ) (c)

1.39 g there is no material above it. 0.1 0.000 89.3 89.3 182.8 43.7 PGV Information  PGV is not used in this case, enter 1 below (d) PGV (cm/s) is required for near‐fault pulse 0.15 0.001 51.8 51.8 105.9 25.3 Peak Ground Velocity (PGV) (d) 1.0 cm/s motions & for EQ9 when PGV > 115 cm/s;    0.2 0.008 33.5 33.3 68.3 16.1 Percentile (if Pulse ground Motion) (e)
No Pulse it is estimated at the base of sliding  0.3 0.112 16.9 15.1 32.7 5.3 Additional Input Parameters mass assuming no material above it. 0.4 0.371 9.9 5.49 16.00 <0.5 Probability of Exceedance #1 (P1) 84 % (e) If Pulse motion the percentile is given Probability of Exceedance #2 (P2) 50 % as either D100 or D50. D100 should be Probability of Exceedance #3 (P3) 16 % used for fault-normal direction Displacement Threshold (d_threshold) 10 cm
Intermediate Calculated Parameters
Non-Zero Seismic Displacement Est (D) 26.7 cm eq. (3) or (5) or (7) or (9) Standard Deviation of Non-Zero Seismic D 0.72
Results
Probability of Negligible Displ. (P(D=0)) 0.00 eq. (2) or (4) or (6) or (8) D1 13.1 cm calc. using eq. (11)
D2 26.7 cm calc. using eq. (11)
D3 54.7 cm calc. using eq. (11)
P(D>d_threshold) 0.91 eq. (11)
Notes

1. Values highlighted in blue are input parameters, and results are presented in the table with the yellow heading.

2. Probability of Exceedance is the desired probability of exceeding a particular displacement value.

3. Displacements D1, D2, and D3 correspond to P1, P2, and P3, respectively. (e.g., the probability of exceeding displacement D1 is P1 and it is referred to as the (100% - P1) percentile value.

4. The 16%, 50%, and 84% percentile displacement values at selected ky values are shown to the right.

5. Calculated seismic displacements are due to deviatoric deformation only (add in volumetrically induced movement).

6. ky may range between 0.01 and 0.8, Ts between 0 and 2 s, Sa between 0.002 and 4.5 g, Mw between 5.5 and 8.2

7. Rigid slope is assumed for Ts < 0.05 s, i.e. Ts = 0.0. If Ts is just less than 0.05 s, set Ts = 0.050 s

8. When a value for D is not calculated, D is < 0.5 cm

9. ky should be estimated with a slope stability program; the simplified equations shown below provide approximate values.

10. Examples of how Ts is estimated are shown below.

11. Vs = weighted avg. shear wave velocity for the sliding mass, e.g., for 2 layers, Vs = [(h1)(Vs1) + (h2)(Vs2)]/(h1 + h2) Figures from Bray, J.D. (2007) “Chapter 14: Simplified Seismic Slope Displacement Procedures,” Earthquake Geotechnical Engineering, 4th Inter. Conf. on Earthquake Geotechnical Engineering - Invited Lectures, in Geotechnical, Geological, and Earthquake Engineering Series, Vol. 6, Pitilakis, Kyriazis D., Ed., Springer, Vol. 6, pp. 327-353.

0.1 1
10 100
1000

0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40
Median Displacement (cm)
Yield Coefficient
Median
84% Percentile
16% Percentile
Sliding displacement models from Rathje and Antonakos (2011) Prediction of dynamic response and sliding displacement of a sliding mass during earthquake shaking Inputs
PGA (g) 0.64 median ‐1σ +1σ
PGV (cm/s) 125.05 kmax (g) 0.266 0.207 0.341 µlnD σlnD median ‐1σ +1σ ky (g) 0.23 k‐velmax (cm/s) 112.14 87.33 143.99 [kmax, M] ‐1.55 0.973 0.21 0.08 0.56 Tm (s) 0.569054 [kmax, k‐velmax] ‐0.37 0.646 0.69 0.36 1.32 Ts
(s) 0.535373
M 6.63 µlnD σlnD median ‐1σ +1σ
Ts/Tm 0.940812 [kmax, M] ‐1.55 0.973 0.08 0.03 0.22
[kmax, k‐velmax] ‐0.37 0.646 0.27 0.14 0.52
PGA Peak Ground Acceleration (g)
PGV Peak Ground Velocity (cm/s)
ky Critical or Yield Acceleration (g)
Tm Mean Period of an Earthquake Motion (s)
Ts Site Period or the Natural Period of a Sliding Mass (s).  For rigid sliding set Ts = 0 s M Earthquake Magnitude
kmax maximum seismic coefficient (g)
k‐velmax the maximum velocity of the seismic coefficient‐time history (cm/s) D Predicted Sliding Displacment (cm)
Reference: Rathje, E.M. and Antonakos, G. 2011. “A Unified Model for Predicting Earthquake‐Induced Sliding Displacements of Rigid and Flexible Slopes,” Engineering Geology, 122, 51‐60, doi:10.1016/j.enggeo.2010.12.004.

Dynamic Response Displacement Given Median Dynamic Response Displacement
Model
Sliding Displacements, D (cm)
Sliding Displacements, D (in)
Project No. 20-108-03
Average Seismic Displacement
Section 7-7'
975-year EQ
Deep Failure Surface Near Proposed Bridge
Seismic Displacement (Bray and Macedo, 2019) = 6.20 cm or 2.44 inch 50% Probability of Exceedance (D2)
1cm = 0.393701 in.

Seismic Displacement (Rathje and Antonakos, 2011) = 0.00 cm 0.00 inch [kmax, k-velmax]
Average Displacement = 5.89 cm 1.22 inch
DATA FOR SEISMIC SLOPE DISPLACEMENT ANALYSES Typical Input Project:

INPUT: Slide h (ft): 43.0 RESULTS: Site Period, Ts (sec): 0.3139 Slide Vs (ft/sec): 548.0 1.5*Site Per. (sec): 0.4708
Depth to Rx (km): 0.01 EQ Mean Period, Tm (sec): 0.569
Ave. Vs(30) (m/s): 239.3 Ts/Tm: 0.55
Ave. Site Class: D Estimated PGV (cm/sec): 125.05
Mean Magnitude: 6.63 Duration (D5
‐D95) (sec): 16.3
Mean Dist. (km): 13.9 Sa(1.5Ts) Min Vs(30) 0.0000
ky: 0.450 Sa(1.5Ts) Ave Vs(30) 1.5773
5‐Percent Damped Spectra Sa(1.5Ts) Max Vs(30) 0.0000
Period Min. Vs(30) Ave. Vs(30) Max. Vs(30)

0.01 0.6400

0.1 1.0600

0.2 1.4500 Ts: 4h/Vs

0.3 1.6200 Tm:  Rathje et al. (2004)

0.5 1.5700 PGV: Watson‐Lamprey and Abrahamson (2006)

1.0 1.2700 Duration:  Bommer et al. (2009)

2.0 0.65000

3.0 0.41000

4.0 0.28000

5.0 0.20000
Slide Mass Area = 11853
Lengh of Slide Mass = 280
Average Slide H (ft) = 42.33
20‐108‐03 Gypsum Canyon ‐ Section 7‐7'

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8
012345
Acceleration (g)
Period (sec)
Min. Vs(30)
Ave. Vs(30)
Max. Vs(30)

1.5*Site Per. (sec):

Procedure for Estimating Shear-Induced Seismic Slope Displacement for Shallow Crustal Earthquakes OrdinaryGM (EQ2&3) by Jonathan D. Bray and Jorge Macedo, UC Berkeley and Georgia Tech PulsesD100 (EQ4&5) Procedure for Estimating Shear-Induced Seismic Slope Displacement for Shallow Crustal Earthquakes, ASCE JGGE, 2019, 145(12), doi: 10.1061/(ASCE)GT.1943-5606.0002143 PulsesD50 (EQ6&7) Deterministic-Pseudoprobabilistic (EQ8OrdinaryGM (EQ2&3)

SEE NOTES BELOW FOR GUIDANCE IN THE USE OF SPREADSHEET
Input Parameters
Case OrdinaryGM (EQ2&3) * Select Ordinary or Pulse or Combined Equations Dependence on ky Yield Coefficient (ky) (a)

0.45 (a) Based on pseudostatic analysis ky P(D="0") D (cm) Dmedian (cm) D-84% (cm) D-16% (cm) Initial Fundamental Period (Ts) (b) 0.31 seconds (b) 1D: Ts=4H/Vs 2D: Ts=2.6H/Vs 0.020 0.000 241.3 241.3 493.8 117.9 Degraded Period (1.3Ts) 0.41 seconds (c) Input the Spectral Acceleration (g) at 0.05 0.000 134.3 134.3 274.8 65.6 Moment Magnitude (Mw) 6.6 the base of the sliding mass assuming 0.07 0.000 97.7 97.7 199.9 47.7 Spectral Acceleration ( Sa(1.3Ts) ) (c)

1.58 g there is no material above it. 0.1 0.000 65.6 65.6 134.3 32.1 PGV Information  PGV is not used in this case, enter 1 below (d) PGV (cm/s) is required for near‐fault pulse 0.15 0.001 38.7 38.7 79.3 18.9 Peak Ground Velocity (PGV) (d) 1.0 cm/s motions & for EQ9 when PGV > 115 cm/s;    0.2 0.008 25.4 25.2 51.8 12.2 Percentile (if Pulse ground Motion) (e)
No Pulse it is estimated at the base of sliding  0.3 0.112 13.1 11.6 25.2 4.1 Additional Input Parameters mass assuming no material above it. 0.4 0.371 7.8 4.29 12.49 <0.5 Probability of Exceedance #1 (P1) 84 % (e) If Pulse motion the percentile is given Probability of Exceedance #2 (P2) 50 % as either D100 or D50. D100 should be Probability of Exceedance #3 (P3) 16 % used for fault-normal direction Displacement Threshold (d_threshold) 10 cm
Intermediate Calculated Parameters
Non-Zero Seismic Displacement Est (D) 6.2 cm eq. (3) or (5) or (7) or (9) Standard Deviation of Non-Zero Seismic D 0.72
Results
Probability of Negligible Displ. (P(D=0)) 0.00 eq. (2) or (4) or (6) or (8) D1 3.0 cm calc. using eq. (11)
D2 6.2 cm calc. using eq. (11)
D3 12.7 cm calc. using eq. (11)
P(D>d_threshold) 0.25 eq. (11)
Notes

1. Values highlighted in blue are input parameters, and results are presented in the table with the yellow heading.

2. Probability of Exceedance is the desired probability of exceeding a particular displacement value.

3. Displacements D1, D2, and D3 correspond to P1, P2, and P3, respectively. (e.g., the probability of exceeding displacement D1 is P1 and it is referred to as the (100% - P1) percentile value.

4. The 16%, 50%, and 84% percentile displacement values at selected ky values are shown to the right.

5. Calculated seismic displacements are due to deviatoric deformation only (add in volumetrically induced movement).

6. ky may range between 0.01 and 0.8, Ts between 0 and 2 s, Sa between 0.002 and 4.5 g, Mw between 5.5 and 8.2

7. Rigid slope is assumed for Ts < 0.05 s, i.e. Ts = 0.0. If Ts is just less than 0.05 s, set Ts = 0.050 s

8. When a value for D is not calculated, D is < 0.5 cm

9. ky should be estimated with a slope stability program; the simplified equations shown below provide approximate values.

10. Examples of how Ts is estimated are shown below.

11. Vs = weighted avg. shear wave velocity for the sliding mass, e.g., for 2 layers, Vs = [(h1)(Vs1) + (h2)(Vs2)]/(h1 + h2) Figures from Bray, J.D. (2007) “Chapter 14: Simplified Seismic Slope Displacement Procedures,” Earthquake Geotechnical Engineering, 4th Inter. Conf. on Earthquake Geotechnical Engineering - Invited Lectures, in Geotechnical, Geological, and Earthquake Engineering Series, Vol. 6, Pitilakis, Kyriazis D., Ed., Springer, Vol. 6, pp. 327-353.

0.1 1
10 100
1000

0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40
Median Displacement (cm)
Yield Coefficient
Median
84% Percentile
16% Percentile
Sliding displacement models from Rathje and Antonakos (2011) Prediction of dynamic response and sliding displacement of a sliding mass during earthquake shaking Inputs
PGA (g) 0.64 median ‐1σ +1σ
PGV (cm/s) 125.05 kmax (g) 0.386 0.300 0.495 µlnD σlnD median ‐1σ +1σ ky (g) 0.45 k‐velmax (cm/s) 129.78 101.08 166.65 [kmax, M] ‐12.95 1.070 0.00 0.00 0.00 Tm (s) 0.569054 [kmax, k‐velmax] ‐12.12 0.731 0.00 0.00 0.00 Ts
(s) 0.313869
M 6.63 µlnD σlnD median ‐1σ +1σ
Ts/Tm 0.551562 [kmax, M] ‐12.95 1.070 0.00 0.00 0.00
[kmax, k‐velmax] ‐12.12 0.731 0.00 0.00 0.00
PGA Peak Ground Acceleration (g)
PGV Peak Ground Velocity (cm/s)
ky Critical or Yield Acceleration (g)
Tm Mean Period of an Earthquake Motion (s)
Ts Site Period or the Natural Period of a Sliding Mass (s).  For rigid sliding set Ts = 0 s M Earthquake Magnitude
kmax maximum seismic coefficient (g)
k‐velmax the maximum velocity of the seismic coefficient‐time history (cm/s) D Predicted Sliding Displacment (cm)
Reference: Rathje, E.M. and Antonakos, G. 2011. “A Unified Model for Predicting Earthquake‐Induced Sliding Displacements of Rigid and Flexible Slopes,” Engineering Geology, 122, 51‐60, doi:10.1016/j.enggeo.2010.12.004.

Dynamic Response Displacement Given Median Dynamic Response Displacement
Model
Sliding Displacements, D (cm)
Sliding Displacements, D (in)
City of Anaheim Drainage Report
11 of 13
Appendix C
Hydrology Analyses
C-1: Existing AES Hydrologic Analysis
(2-, 10-, 25-, 100-yr)
C-2: Proposed AES Hydrologic Analysis
(2-, 10-, 25-, 100-yr)
C-3: Hydrographs and Flood Routing Analysis
(2-, 10-, 25-, 100-yr)
____________________________________________________________________________ ****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2014 Advanced Engineering Software (aes) Ver. 21.0 Release Date: 06/01/2014 License ID 1202
Analysis prepared by:

Huitt-Zollars, Inc.
2603 Main Street, Suite 400
Irvine, CA 92614
Tel - 949-988-5815
************************** DESCRIPTION OF STUDY ************************** * GYPSUM CANYON CEMETERY WITH OFFSITE FLOWS *
* EXISTING CONDITION - 2 YEAR STORM EVENT *
* HHTUN REV CGULLIXSON *
************************************************************************** FILE NAME: GC2.DAT
TIME/DATE OF STUDY: 11:01 10/04/2023
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 2.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) I ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 95.00
ELEVATION DATA: UPSTREAM(FEET) = 453.26 DOWNSTREAM(FEET) = 421.83 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.264
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" C 2.98 0.25 1.000 80 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 5.40
TOTAL AREA(ACRES) = 2.98 PEAK FLOW RATE(CFS) = 5.40
**************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 205.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 309.00
ELEVATION DATA: UPSTREAM(FEET) = 782.21 DOWNSTREAM(FEET) = 725.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.289
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.823
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" C 6.73 0.25 1.000 80 7.29
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 9.53
TOTAL AREA(ACRES) = 6.73 PEAK FLOW RATE(CFS) = 9.53
**************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 725.00 DOWNSTREAM(FEET) = 675.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 507.00 CHANNEL SLOPE = 0.0986 GIVEN CHANNEL BASE(FEET) = 130.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.06
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.437
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 9.89 0.25 1.000 80
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.81
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.25 AVERAGE FLOW DEPTH(FEET) = 0.05 TRAVEL TIME(MIN.) = 3.75 Tc(MIN.) = 11.04
SUBAREA AREA(ACRES) = 9.89 SUBAREA RUNOFF(CFS) = 10.56
EFFECTIVE AREA(ACRES) = 16.62 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 16.6 PEAK FLOW RATE(CFS) = 17.75
GIVEN CHANNEL BASE(FEET) = 130.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.06
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET/SEC.) = 2.34
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 206.00 = 816.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 208.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 675.00 DOWNSTREAM(FEET) = 625.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 505.00 CHANNEL SLOPE = 0.0990 GIVEN CHANNEL BASE(FEET) = 130.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.06
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.229
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 5.66 0.25 1.000 80
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 20.25
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.44 AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 3.46 Tc(MIN.) = 14.50
SUBAREA AREA(ACRES) = 5.66 SUBAREA RUNOFF(CFS) = 4.99
EFFECTIVE AREA(ACRES) = 22.28 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 22.3 PEAK FLOW RATE(CFS) = 19.63
GIVEN CHANNEL BASE(FEET) = 130.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.06
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET/SEC.) = 2.36
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 208.00 = 1321.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 208.00 TO NODE 220.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 625.00 DOWNSTREAM(FEET) = 570.03 CHANNEL LENGTH THRU SUBAREA(FEET) = 423.00 CHANNEL SLOPE = 0.1300 GIVEN CHANNEL BASE(FEET) = 130.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.06
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.119
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 2.85 0.25 1.000 80
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 20.74
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.74 AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 2.57 Tc(MIN.) = 17.07
SUBAREA AREA(ACRES) = 2.85 SUBAREA RUNOFF(CFS) = 2.23
EFFECTIVE AREA(ACRES) = 25.13 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 25.1 PEAK FLOW RATE(CFS) = 19.65
GIVEN CHANNEL BASE(FEET) = 130.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.06
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET/SEC.) = 2.68
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 220.00 = 1744.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 212.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 307.00
ELEVATION DATA: UPSTREAM(FEET) = 852.98 DOWNSTREAM(FEET) = 785.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.014
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.864
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" C 1.37 0.25 1.000 80 7.01

NATURAL POOR COVER
"BARREN" D 0.03 0.20 1.000 83 7.01
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 2.03
TOTAL AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) = 2.03
**************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 213.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 785.00 DOWNSTREAM(FEET) = 710.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 460.00 CHANNEL SLOPE = 0.1630 GIVEN CHANNEL BASE(FEET) = 130.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.02
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.349
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 3.29 0.25 1.000 80

NATURAL POOR COVER
"BARREN" D 0.03 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.76
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.44 AVERAGE FLOW DEPTH(FEET) = 0.02 TRAVEL TIME(MIN.) = 5.31 Tc(MIN.) = 12.33
SUBAREA AREA(ACRES) = 3.32 SUBAREA RUNOFF(CFS) = 3.28
EFFECTIVE AREA(ACRES) = 4.72 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 4.7 PEAK FLOW RATE(CFS) = 4.67
GIVEN CHANNEL BASE(FEET) = 130.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.02
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.02 FLOW VELOCITY(FEET/SEC.) = 1.79
LONGEST FLOWPATH FROM NODE 210.00 TO NODE 213.00 = 767.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 213.00 TO NODE 214.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 710.00 DOWNSTREAM(FEET) = 630.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 400.00 CHANNEL SLOPE = 0.2000 GIVEN CHANNEL BASE(FEET) = 130.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.03
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.168
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 4.05 0.25 1.000 80
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.36
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.90 AVERAGE FLOW DEPTH(FEET) = 0.03 TRAVEL TIME(MIN.) = 3.51 Tc(MIN.) = 15.84
SUBAREA AREA(ACRES) = 4.05 SUBAREA RUNOFF(CFS) = 3.35
EFFECTIVE AREA(ACRES) = 8.77 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 8.8 PEAK FLOW RATE(CFS) = 7.25
GIVEN CHANNEL BASE(FEET) = 130.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.03
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.03 FLOW VELOCITY(FEET/SEC.) = 2.01
LONGEST FLOWPATH FROM NODE 210.00 TO NODE 214.00 = 1167.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 220.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 630.00 DOWNSTREAM(FEET) = 570.03 CHANNEL LENGTH THRU SUBAREA(FEET) = 461.00 CHANNEL SLOPE = 0.1301 GIVEN CHANNEL BASE(FEET) = 10.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.15
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.106
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 0.97 0.25 1.000 80
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.62
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.91 AVERAGE FLOW DEPTH(FEET) = 0.15 TRAVEL TIME(MIN.) = 1.57 Tc(MIN.) = 17.41
SUBAREA AREA(ACRES) = 0.97 SUBAREA RUNOFF(CFS) = 0.75
EFFECTIVE AREA(ACRES) = 9.74 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 9.7 PEAK FLOW RATE(CFS) = 7.51
GIVEN CHANNEL BASE(FEET) = 10.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.15
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.15 FLOW VELOCITY(FEET/SEC.) = 4.90
LONGEST FLOWPATH FROM NODE 210.00 TO NODE 220.00 = 1628.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 217.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 312.00
ELEVATION DATA: UPSTREAM(FEET) = 746.57 DOWNSTREAM(FEET) = 684.98 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.224
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.833
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" C 1.68 0.25 1.000 80 7.22

NATURAL POOR COVER
"BARREN" D 0.31 0.20 1.000 83 7.22
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.24
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 2.85
TOTAL AREA(ACRES) = 1.99 PEAK FLOW RATE(CFS) = 2.85
**************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 220.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 684.96 DOWNSTREAM(FEET) = 570.03 CHANNEL LENGTH THRU SUBAREA(FEET) = 729.00 CHANNEL SLOPE = 0.1577 GIVEN CHANNEL BASE(FEET) = 130.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.03
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.242
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 6.29 0.25 1.000 80
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.82
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.74 AVERAGE FLOW DEPTH(FEET) = 0.03 TRAVEL TIME(MIN.) = 7.00 Tc(MIN.) = 14.22
SUBAREA AREA(ACRES) = 6.29 SUBAREA RUNOFF(CFS) = 5.62
EFFECTIVE AREA(ACRES) = 8.28 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 8.3 PEAK FLOW RATE(CFS) = 7.41
GIVEN CHANNEL BASE(FEET) = 130.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.03
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.03 FLOW VELOCITY(FEET/SEC.) = 2.06
LONGEST FLOWPATH FROM NODE 215.00 TO NODE 220.00 = 1041.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 7.41 14.22 1.242 0.25( 0.25) 1.00 8.3 215.00
LONGEST FLOWPATH FROM NODE 215.00 TO NODE 220.00 = 1041.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 19.65 17.07 1.119 0.25( 0.25) 1.00 25.1 200.00
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 220.00 = 1744.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 26.11 14.22 1.242 0.25( 0.25) 1.00 29.2 215.00
2 26.14 17.07 1.119 0.25( 0.25) 1.00 33.4 200.00
TOTAL AREA(ACRES) = 33.4
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 26.14 Tc(MIN.) = 17.070
EFFECTIVE AREA(ACRES) = 33.41 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 33.4
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 220.00 = 1744.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 26.11 14.22 1.242 0.25( 0.25) 1.00 29.2 215.00
2 26.14 17.07 1.119 0.25( 0.25) 1.00 33.4 200.00
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 220.00 = 1744.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 7.51 17.41 1.106 0.25( 0.25) 1.00 9.7 210.00
LONGEST FLOWPATH FROM NODE 210.00 TO NODE 220.00 = 1628.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 33.22 14.22 1.242 0.25( 0.25) 1.00 37.2 215.00
2 33.61 17.07 1.119 0.25( 0.25) 1.00 43.0 200.00
3 33.27 17.41 1.106 0.25( 0.25) 1.00 43.2 210.00
TOTAL AREA(ACRES) = 43.2
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 33.61 Tc(MIN.) = 17.070
EFFECTIVE AREA(ACRES) = 42.96 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 43.2
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 220.00 = 1744.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 225.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 570.03 DOWNSTREAM(FEET) = 558.97 CHANNEL LENGTH THRU SUBAREA(FEET) = 430.00 CHANNEL SLOPE = 0.0257 GIVEN CHANNEL BASE(FEET) = 130.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.13
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.003
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 2.84 0.25 1.000 80
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 34.57
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.00 AVERAGE FLOW DEPTH(FEET) = 0.13 TRAVEL TIME(MIN.) = 3.58 Tc(MIN.) = 20.65
SUBAREA AREA(ACRES) = 2.84 SUBAREA RUNOFF(CFS) = 1.92
EFFECTIVE AREA(ACRES) = 45.80 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 46.0 PEAK FLOW RATE(CFS) = 33.61
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
GIVEN CHANNEL BASE(FEET) = 130.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.13
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.13 FLOW VELOCITY(FEET/SEC.) = 2.03
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 225.00 = 2174.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 230.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 558.97 DOWNSTREAM(FEET) = 440.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1050.00 CHANNEL SLOPE = 0.1133 GIVEN CHANNEL BASE(FEET) = 130.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.09
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 0.879
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 12.00 0.25 1.000 80
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 37.01
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.27 AVERAGE FLOW DEPTH(FEET) = 0.09 TRAVEL TIME(MIN.) = 5.34 Tc(MIN.) = 26.00
SUBAREA AREA(ACRES) = 12.00 SUBAREA RUNOFF(CFS) = 6.79
EFFECTIVE AREA(ACRES) = 57.80 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 58.0 PEAK FLOW RATE(CFS) = 33.61
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
GIVEN CHANNEL BASE(FEET) = 130.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.08
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.08 FLOW VELOCITY(FEET/SEC.) = 3.18
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 230.00 = 3224.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 240.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 440.00 DOWNSTREAM(FEET) = 428.01 CHANNEL LENGTH THRU SUBAREA(FEET) = 542.00 CHANNEL SLOPE = 0.0221 GIVEN CHANNEL BASE(FEET) = 130.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.13
CHANNEL FLOW THRU SUBAREA(CFS) = 33.61
FLOW VELOCITY(FEET/SEC.) = 1.92 FLOW DEPTH(FEET) = 0.13 TRAVEL TIME(MIN.) = 4.71 Tc(MIN.) = 30.71
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 240.00 = 3766.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 235.00 TO NODE 237.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 328.00
ELEVATION DATA: UPSTREAM(FEET) = 661.67 DOWNSTREAM(FEET) = 570.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.874
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.886
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" C 5.71 0.25 1.000 80 6.87
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 8.41
TOTAL AREA(ACRES) = 5.71 PEAK FLOW RATE(CFS) = 8.41
**************************************************************************** FLOW PROCESS FROM NODE 237.00 TO NODE 240.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 570.00 DOWNSTREAM(FEET) = 428.01 CHANNEL LENGTH THRU SUBAREA(FEET) = 1040.00 CHANNEL SLOPE = 0.1365 GIVEN CHANNEL BASE(FEET) = 130.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.06
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.288
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 18.98 0.25 1.000 80
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.57
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.67 AVERAGE FLOW DEPTH(FEET) = 0.05 TRAVEL TIME(MIN.) = 6.49 Tc(MIN.) = 13.36
SUBAREA AREA(ACRES) = 18.98 SUBAREA RUNOFF(CFS) = 17.72 EFFECTIVE AREA(ACRES) = 24.69 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 24.7 PEAK FLOW RATE(CFS) = 23.06
GIVEN CHANNEL BASE(FEET) = 130.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.06
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET/SEC.) = 2.77
LONGEST FLOWPATH FROM NODE 235.00 TO NODE 240.00 = 1368.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 23.06 13.36 1.288 0.25( 0.25) 1.00 24.7 235.00
LONGEST FLOWPATH FROM NODE 235.00 TO NODE 240.00 = 1368.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 33.22 27.72 0.847 0.25( 0.25) 1.00 52.0 215.00
2 33.61 30.71 0.799 0.25( 0.25) 1.00 57.8 200.00
3 33.27 30.96 0.795 0.25( 0.25) 1.00 58.0 210.00
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 240.00 = 3766.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 50.88 13.36 1.288 0.25( 0.25) 1.00 49.8 235.00
2 46.48 27.72 0.847 0.25( 0.25) 1.00 76.7 215.00
3 45.80 30.71 0.799 0.25( 0.25) 1.00 82.5 200.00
4 45.38 30.96 0.795 0.25( 0.25) 1.00 82.7 210.00
TOTAL AREA(ACRES) = 82.7
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 50.88 Tc(MIN.) = 13.362
EFFECTIVE AREA(ACRES) = 49.76 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 82.7
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 240.00 = 3766.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 242.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 428.01 DOWNSTREAM(FEET) = 426.79 CHANNEL LENGTH THRU SUBAREA(FEET) = 379.00 CHANNEL SLOPE = 0.0032 GIVEN CHANNEL BASE(FEET) = 100.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.37
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.093
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 3.92 0.25 1.000 80
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 52.36
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.43 AVERAGE FLOW DEPTH(FEET) = 0.36 TRAVEL TIME(MIN.) = 4.42 Tc(MIN.) = 17.78
SUBAREA AREA(ACRES) = 3.92 SUBAREA RUNOFF(CFS) = 2.97
EFFECTIVE AREA(ACRES) = 53.68 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 86.6 PEAK FLOW RATE(CFS) = 50.88
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
GIVEN CHANNEL BASE(FEET) = 100.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.36
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.36 FLOW VELOCITY(FEET/SEC.) = 1.42
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 242.00 = 4145.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 242.00 TO NODE 244.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 426.79 DOWNSTREAM(FEET) = 424.68 CHANNEL LENGTH THRU SUBAREA(FEET) = 476.00 CHANNEL SLOPE = 0.0044 GIVEN CHANNEL BASE(FEET) = 100.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.33
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 0.946
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 5.43 0.25 1.000 80
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 52.59
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.57 AVERAGE FLOW DEPTH(FEET) = 0.33 TRAVEL TIME(MIN.) = 5.06 Tc(MIN.) = 22.85
SUBAREA AREA(ACRES) = 5.43 SUBAREA RUNOFF(CFS) = 3.40
EFFECTIVE AREA(ACRES) = 59.11 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 92.0 PEAK FLOW RATE(CFS) = 50.88
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
GIVEN CHANNEL BASE(FEET) = 100.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.33
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.33 FLOW VELOCITY(FEET/SEC.) = 1.55
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 244.00 = 4621.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 244.00 TO NODE 245.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 424.68 DOWNSTREAM(FEET) = 423.93 CHANNEL LENGTH THRU SUBAREA(FEET) = 337.00 CHANNEL SLOPE = 0.0022 GIVEN CHANNEL BASE(FEET) = 100.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.41
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 0.855
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 3.78 0.25 1.000 80

NATURAL POOR COVER
"BARREN" D 2.33 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.23
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 52.60
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.28 AVERAGE FLOW DEPTH(FEET) = 0.41 TRAVEL TIME(MIN.) = 4.39 Tc(MIN.) = 27.24
SUBAREA AREA(ACRES) = 6.11 SUBAREA RUNOFF(CFS) = 3.43
EFFECTIVE AREA(ACRES) = 65.22 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 98.1 PEAK FLOW RATE(CFS) = 50.88
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
GIVEN CHANNEL BASE(FEET) = 100.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.40
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.40 FLOW VELOCITY(FEET/SEC.) = 1.26
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 245.00 = 4958.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 245.00 TO NODE 245.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 252.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 283.00
ELEVATION DATA: UPSTREAM(FEET) = 705.45 DOWNSTREAM(FEET) = 644.54 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.828
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.893
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" C 2.80 0.25 1.000 80 6.83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 4.14
TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 4.14
**************************************************************************** FLOW PROCESS FROM NODE 252.00 TO NODE 255.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 644.54 DOWNSTREAM(FEET) = 566.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 464.00 CHANNEL SLOPE = 0.1693 GIVEN CHANNEL BASE(FEET) = 100.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.04
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.496
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 6.71 0.25 1.000 80
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.90
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.24 AVERAGE FLOW DEPTH(FEET) = 0.04 TRAVEL TIME(MIN.) = 3.46 Tc(MIN.) = 10.29
SUBAREA AREA(ACRES) = 6.71 SUBAREA RUNOFF(CFS) = 7.53
EFFECTIVE AREA(ACRES) = 9.51 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 9.5 PEAK FLOW RATE(CFS) = 10.67
GIVEN CHANNEL BASE(FEET) = 100.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.04
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.04 FLOW VELOCITY(FEET/SEC.) = 2.48
LONGEST FLOWPATH FROM NODE 250.00 TO NODE 255.00 = 747.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 255.00 TO NODE 256.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 566.00 DOWNSTREAM(FEET) = 495.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 428.00 CHANNEL SLOPE = 0.1659 GIVEN CHANNEL BASE(FEET) = 100.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.06
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.315
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 8.88 0.25 1.000 80

NATURAL POOR COVER
"BARREN" D 1.18 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.24
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.55
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.76 AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 2.59 Tc(MIN.) = 12.87
SUBAREA AREA(ACRES) = 10.06 SUBAREA RUNOFF(CFS) = 9.70
EFFECTIVE AREA(ACRES) = 19.57 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 19.6 PEAK FLOW RATE(CFS) = 18.82
GIVEN CHANNEL BASE(FEET) = 100.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.06
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET/SEC.) = 3.23
LONGEST FLOWPATH FROM NODE 250.00 TO NODE 256.00 = 1175.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 256.00 TO NODE 245.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 495.00 DOWNSTREAM(FEET) = 423.93 CHANNEL LENGTH THRU SUBAREA(FEET) = 1078.00 CHANNEL SLOPE = 0.0659 GIVEN CHANNEL BASE(FEET) = 100.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.10
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.043
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 8.19 0.25 1.000 80

NATURAL POOR COVER
"BARREN" D 13.80 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.22
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 26.99
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.80 AVERAGE FLOW DEPTH(FEET) = 0.10 TRAVEL TIME(MIN.) = 6.43 Tc(MIN.) = 19.30
SUBAREA AREA(ACRES) = 21.99 SUBAREA RUNOFF(CFS) = 16.31 EFFECTIVE AREA(ACRES) = 41.56 AREA-AVERAGED Fm(INCH/HR) = 0.23 AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 41.6 PEAK FLOW RATE(CFS) = 30.32
GIVEN CHANNEL BASE(FEET) = 100.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.10
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.10 FLOW VELOCITY(FEET/SEC.) = 2.91
LONGEST FLOWPATH FROM NODE 250.00 TO NODE 245.00 = 2253.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 245.00 TO NODE 245.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 30.32 19.30 1.043 0.23( 0.23) 1.00 41.6 250.00
LONGEST FLOWPATH FROM NODE 250.00 TO NODE 245.00 = 2253.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 50.88 27.24 0.855 0.25( 0.25) 1.00 65.2 235.00
2 46.48 42.15 0.666 0.25( 0.25) 1.00 92.2 215.00
3 45.80 45.22 0.640 0.25( 0.25) 1.00 98.0 200.00
4 45.38 45.54 0.637 0.25( 0.25) 1.00 98.1 210.00
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 245.00 = 4958.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 77.47 19.30 1.043 0.24( 0.24) 1.00 87.8 250.00
2 74.20 27.24 0.855 0.24( 0.24) 1.00 106.8 235.00
3 62.71 42.15 0.666 0.24( 0.24) 1.00 133.7 215.00
4 61.04 45.22 0.640 0.24( 0.24) 1.00 139.5 200.00
5 60.53 45.54 0.637 0.24( 0.24) 1.00 139.7 210.00
TOTAL AREA(ACRES) = 139.7
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 77.47 Tc(MIN.) = 19.299
EFFECTIVE AREA(ACRES) = 87.77 AREA-AVERAGED Fm(INCH/HR) = 0.24 AREA-AVERAGED Fp(INCH/HR) = 0.24 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 139.7
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 245.00 = 4958.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 245.00 TO NODE 245.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 245.00 TO NODE 260.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 423.93 DOWNSTREAM(FEET) = 400.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 709.00 CHANNEL SLOPE = 0.0338 GIVEN CHANNEL BASE(FEET) = 100.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.23
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 0.949
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" D 1.52 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 77.98
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.43 AVERAGE FLOW DEPTH(FEET) = 0.23 TRAVEL TIME(MIN.) = 3.44 Tc(MIN.) = 22.74
SUBAREA AREA(ACRES) = 1.52 SUBAREA RUNOFF(CFS) = 1.02
EFFECTIVE AREA(ACRES) = 89.29 AREA-AVERAGED Fm(INCH/HR) = 0.24 AREA-AVERAGED Fp(INCH/HR) = 0.24 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 141.2 PEAK FLOW RATE(CFS) = 77.47
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
GIVEN CHANNEL BASE(FEET) = 100.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.23
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.23 FLOW VELOCITY(FEET/SEC.) = 3.41
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 260.00 = 5667.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 260.00 TO NODE 260.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 265.00 TO NODE 267.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 283.00
ELEVATION DATA: UPSTREAM(FEET) = 492.93 DOWNSTREAM(FEET) = 475.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.720
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.645
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" D 1.00 0.20 1.000 83 8.72
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 1.30
TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 1.30
**************************************************************************** FLOW PROCESS FROM NODE 267.00 TO NODE 270.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 475.00 DOWNSTREAM(FEET) = 406.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 577.00 CHANNEL SLOPE = 0.1196 GIVEN CHANNEL BASE(FEET) = 10.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.14
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.446
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" A 0.35 0.40 1.000 61

NATURAL POOR COVER
"BARREN" B 0.21 0.30 1.000 72

NATURAL POOR COVER
"BARREN" C 0.55 0.25 1.000 80

NATURAL POOR COVER
"BARREN" D 7.47 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.21
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.10
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.39 AVERAGE FLOW DEPTH(FEET) = 0.13 TRAVEL TIME(MIN.) = 2.19 Tc(MIN.) = 10.91
SUBAREA AREA(ACRES) = 8.58 SUBAREA RUNOFF(CFS) = 9.52
EFFECTIVE AREA(ACRES) = 9.58 AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.21 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 9.6 PEAK FLOW RATE(CFS) = 10.64
GIVEN CHANNEL BASE(FEET) = 10.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.19
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.19 FLOW VELOCITY(FEET/SEC.) = 5.41
LONGEST FLOWPATH FROM NODE 265.00 TO NODE 270.00 = 860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 302.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 311.00
ELEVATION DATA: UPSTREAM(FEET) = 645.43 DOWNSTREAM(FEET) = 625.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.990
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.616
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" C 1.55 0.25 1.000 80 8.99

NATURAL POOR COVER
"BARREN" D 0.17 0.20 1.000 83 8.99
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 2.12
TOTAL AREA(ACRES) = 1.72 PEAK FLOW RATE(CFS) = 2.12
**************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 305.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 625.00 DOWNSTREAM(FEET) = 508.97 CHANNEL LENGTH THRU SUBAREA(FEET) = 858.00 CHANNEL SLOPE = 0.1352 GIVEN CHANNEL BASE(FEET) = 70.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.04
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.167
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 6.84 0.25 1.000 80

NATURAL POOR COVER
"BARREN" D 0.36 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.15
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.08 AVERAGE FLOW DEPTH(FEET) = 0.04 TRAVEL TIME(MIN.) = 6.87 Tc(MIN.) = 15.86
SUBAREA AREA(ACRES) = 7.20 SUBAREA RUNOFF(CFS) = 5.96
EFFECTIVE AREA(ACRES) = 8.92 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 8.9 PEAK FLOW RATE(CFS) = 7.38
GIVEN CHANNEL BASE(FEET) = 70.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.04
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.04 FLOW VELOCITY(FEET/SEC.) = 2.45
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 305.00 = 1169.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 320.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 508.97 DOWNSTREAM(FEET) = 449.09 CHANNEL LENGTH THRU SUBAREA(FEET) = 685.00 CHANNEL SLOPE = 0.0874 GIVEN CHANNEL BASE(FEET) = 70.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.06
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 0.991
SUBAREA LOSS RATE DATA(AMC I ):