9a. Technical Studies

Anaheim City Council
July 23, 2024

Document: 9a. Technical Studies
Meeting: July 23, 2024
Body: Anaheim City Council
Pages: 38
Original file: 555.4 MB

Text extracted from the city's file for reading and search. Open the original on local.anaheim.net. That file is the official record.

0:5
"
"0%"
2,
$0()
$0
)
$01
)
*
44

0

:

23

!
"

"

"

#$

"%
& %'

&

"

(#)*

'

)*
+

'
#
$$
%&'

!
!

"

,

,
"

"
-

#+.

#$+

$ .

# . (

0

(
+)
*# .

"
"," "

%

5 +

/0

#
'
*,

11

(#

2+

"

2+
3

4
*# .

*

*

"

5
$

1%

3-)
4 +6

(

3
'4

( !: 678&
&
-

9 !: 678&
&
-

6 &!9(

%
8
.+-.
:
/*9
.*2
/*3
"
"
"
$0()
$0()
*
44

0

:

23

!
"

"

"

#$

"%
& %'

&

"

(#)*

'

)*
+

'
#
$$
%&'

"
"
#
#
$
$
%

,

,
"

"
-

#+.

#$+

$ .

# . (

0

(
+)
*# .

"
"," "

%

5 +

/0

#
'
*,

11

(#

2+

"

2+
3

4
*# .

*

*

"
+

5
$

1%

3-)
4 +6

(

3
'4

$ !

:456:5B

!:

-
--

#$ !:

-
--

# !:

-
--

,$ !:

-
--

,1 !

#$

, !:456%/E85

,( !

%

-

/*#
.*#
*#
/*,
*,
/*1

0:5

0:5

0:5

0:5

0:5

0:5

2 ;
#
,
,
1 2
(
,
1 1
$02)
*
44

0

;

23

!
"

"

"

#$

"%
& %'

&

"

(#)*

'

)*
+

'
#
$$
%&'

,

,
"

"
-

#+.

#$+

$ .

# . (

0

(
+)
*# .

"
"," "

%

5

/0

#
'
*5,

11

(#

2+

"

2+
3

4
*# .

*

*

"

5
$

1%

3-)
4 +6

(

3
'4

1$ !%

-

1 !%

-

2$ !*)+

::!%

&

'<

2 !::!%

&

'<

$ !::!%

&

'<
6 &!$

%
8
.+-.
:
*1
/*2
*2
/*
*
"
"
"
"
"
3 ,,
$0)
9 #(
,#
$01)
2;
$0#)
1 2$0#)
*
44

0

;

23

!
"

"

"

#$

"%
& %'

&

"

(#)*

'

)*
+

'
#
$$
%&'

!
!

"

,

,
"

"
-

#+.

#$+

$ .

# . (

0

(
+)
*# .

"
"," "

%

5

/0

#
'
*5,

11

(#

2+

"

2+
3

4
*# .

*

*

"

5
$

1%

3-)
4 +6

(

3
'4

$ !

:

0:

-
-

!:

0:

-
-

#$ !: :5B
:0:5

---

# !: :5B
:0:5

---

,$ !: :5B
:0:5

---

, !:5B:
:0:5

-

/*#
.*#
*#
/*,
*,
/*1

50:5

50:5
:
:
:
:

1 3
9 (
;
(
#(
#(
,
,
1 ,
,
2 *
44

0

<

23

!
"

"

"

#$

"%
& %'

&

"

(#)*

'

)*
+

'
#
$$
%&'

,

,
"

"
-

#+.

#$+

$ .

# . (

0

(
+)
*# .

"
"," "

%

5

/0

#
'
*5,

11

(#

2+

"

2+
3

4
*# .

*

*

"

5
$

1%

3-)
4 +6

(

3
'4

1$ !%

-

1 !*)+

::!%

-

2$ !::!%

-

2 !::!%

-

6 &!2

%
8
.+-.
:
*1
/*2
*2
/**
"
"
"
"
9 #$
;
,3
$01)
#,
#9
,#
$0()
*
44

0

<

23

!
"

"

"

#$

"%
& %'

&

"

(#)*

'

)*
+

'
#
$$
%&'

!
!

"

,

,
"

"
-

#+.

#$+

$ .

# . (

0

(
+)
*# .

"
"," "

%

5

/0

#
'
*5,

11

(#

2+

"

2+
3

4
*# .

*

*

"

5
$

1%

3-)
4 +6

(

3
'4

$ !&:
3)

$
, !

456B

+
--

1 !

"

--

#$ !456B

-'

,$ !
"

-

.#
/#
/,
"

"
#
#1
#1
9 3
##
*
44

./

=

23

!
"

"

"

#$

"%
& %'

&

"

(#)*

'

)*
+

'
#
$$
%&'

,

,
"

"
-

#+.

#$+

$ .

# . (
./

(
+)
*# .

"
"," "

%

5 *

/0

#
'
,,

11

(#

2+

"

2+
3

4
*# .

*

*

"

5
$

1%

3-)
4 +6

(

3
'4

1$ !456B

-

1, !8

2$ !

$ !
"

-

#
,
1

"
##
;
9 1#
1(
2(
2,
$0)
*
44

./

=

23

!
"

"

"

#$

"%
& %'

&

"

(#)*

'

)*
+

'
#
$$
%&'

!
!

"

,

,
"

"
-

#+.

#$+

$ .

# . (
./

(
+)
*# .

"
"," "

%

5 *

/0

#
'
,,

11

(#

2+

"

2+
3

4
*# .

*

*

"

5
$

1%

3-)
4 +6

(

3
'4

($ !%/E855B
"

-
-

( !8

9$ !%/E855B
"

9 !456B

-

3$ ! B%/E85
%?

-

31 !8

3 !"

-&

2

(
9
3
"
"

%?
%?
(
,#
,3
#2
,#
,,
#
9 $02)
$01)
*
44

./

=

23

!
"

"

"

#$

"%
& %'

&

"

(#)*

'

)*
+

'
#
$$
%&'

"
"
#
#
$
$
%

,

,
"

"
-

#+.

#$+

$ .

# . (
./

(
+)
*# .

"
"," "

%

5 *

/0

#
'
,,

11

(#

2+

"

2+
3

4
*# .

*

*

"
+

5
$

1%

3-)
4 +6

(

3
'4

; ! B%/E85
%?

;3 ! B%/E85
%?

;; G&-

&;;

6 &@;;
%

+-
&&
&

; %? $02)
*
44

./

=

23

!
"

"

"

#$

"%
& %'

&

"

(#)*

'

)*
+

'
#
$$
%&'

%
%

,

,
"

"
-

#+.

#$+

$ .

# . (
./

(
+)
*# .

"
"," "

%

5 *

/0

#
'
,,

11

(#

2+

"

2+
3

4
*# .

*

*

"
*

5
$

1%

3-)
4 +6

(

3
'4

$ !

&:
.

+
-

2 !

"

--

#$ !456B

+

-
-

,$ !
"

--

, !
"
*

,(
2 !8

.#
/#
/,
/1

"
"
"
*
44

./

>

23

!
"

"

"

#$

"%
& %'

&

"

(#)*

'

)*
+

'
#
$$
%&'

,

,
"

"
-

#+.

#$+

$ .

# . (
./

(
+)
*# .

"
"," "

%

5

/0

#
'
,,

11

(#

2+

"

2+
3

4
*# .

*

*

"

5
$

1%

3-)
4 +6

(

3
'4

1$ !
"

-

1 !
"

-

2$ !
"

--

21 !8

2 !
"

2*(

29 !8

$ !
"

!8-&
-
2

6 &@
%

,(
2 .
+-
&
&

#
,
1
2

"
"
"
"
"
*
44

./

>

23

!
"

"

"

#$

"%
& %'

&

"

(#)*

'

)*
+

'
#
$$
%&'

!
!

"

,

,
"

"
-

#+.

#$+

$ .

# . (
./

(
+)
*# .

"
"," "

%

5

/0

#
'
,,

11

(#

2+

"

2+
3

4
*# .

*

*

"

5
$

1%

3-)
4 +6

(

3
'4

$ !

456B

-
-

!456B

-

<

3 !:&

#$ !"
"
0

-

# !"
"

&--

#3 !:456B

,$ !456B

+
-

, !456B

+
&
-

"
"
"

;
;
(
(
#,
#9
##
#2
#
1 1
1 2
*
44

?

23

!
"

"

"

#$

"%
& %'

&

"

(#)*

'

)*
+

'
#
$$
%&'

,

,
"

"
-

#+.

#$+

$ .

# . (

(
+)
*# .

"
"," "

%

5

/0

#
'
,3,

11

(#

2+

"

2+
3

4
*# .

*

*

"

5
$

1%

3-)
4 +6

(

3
'4

1$ !%/E855B
%

--

'

1 !%/E855B
%

-*
%&

2$ !456B

-

"

2 !%/E855B
%
+

--

'

$ !%/E855B
%
+

--

'
:

!%/E855B
%

--

6 &@(
%

1;
(
.
+-

%

%

%

%

%

#,
#1
#(
,(
$02)
$01)
$01)
$01)
$0,)
*
44

?

23

!
"

"

"

#$

"%
& %'

&

"

(#)*

'

)*
+

'
#
$$
%&'

!
!

"

,

,
"

"
-

#+.

#$+

$ .

# . (

(
+)
*# .

"
"," "

%

5

/0

#
'
,3,

11

(#

2+

"

2+
3

4
*# .

*

*

"

5
$

1%

3-)
4 +6

(

3
'4

!

"

#$

%

%

!

#

&

'

!

(
%

#)*

!

'

+
,*

+
,,

-./0-0123
'

!

+4

+
,5

-./0-0123

,)+
,)

56
'
'

!+
,7*

$

8+&+9,7

,7+)

#6

-./0-0123

!

+
,:

-./0-0123
'

+
;<-8*0
1=>
120<801<

/.320 !"#" $$$%& $&
$'
'%
()$')& '
()$*)& '

+,
?3<0.8/
;1<.@1208/
.2/.23&
438<.2

82 +*<1=?3<0+
0A>3
-.@3
4!
4

!
0 !
-
./0(1
$

<1B2&803<
803<
3CB.>=320B-3& "23%(
4"
!4-
5
1<.32080.12 1<348<<3/
&803
410+1*
;1/3
&3>0;01
410+1*
8-.2

><1D30
5
D1421+
>8
321+
3/3?80.12
&803-08<0
&803*.2.-;
&<.//3<
><3>8<3&4A
?+0;.2
0;.2
=3&.B=
0;.E
?+0;.E
?+;8<&
;8<&
=1&+;8<&
-1*0
?+-1*0
)
#
#)
,
,)
*<3-;
?+-/.
;0
-/.
;0
=1&3<803
=1&+-3?3<3
?+-3?3<3
1=>/303
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
;1<.@1208/$)I
-;8//11</182
/3)$G)I
=1&3<803/A&.>>.2
G)$))I
-033>1<;.
;82
/3))$J)I
?3<0.8/J)$:I
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
41<.2
21+ ,"$
&3>0;
.2
*330
&<.//
<803
=.2*0

<8>;.
/1

<31?3<A
1<321+
&3>0;
<82
3 *0 K
"4,364,!-7,384,
>8
3#1*7
$E2.*3820-<80;
$-<80;3-&.**.B/0
$-<80;3-38-./A
$
<1?3-
$8<?3-
*.3/&;8<&23--
?+/1-3
/1-3
=1&+/1-3
.&3
?+.&3
43&&.2
800.0B&382&82
/3 D1.20--;38<*<80B<3 380;3<.2

41L
2B=43<

*.3/&/8--.*.80.1282&<3=8<E-

,:

-./0-0123
'

+
G,J6

8+&+9))

!

"

+
GG-./0-0123
'

+
G)#68

F#

-
-./0-0123

!

+
GJ-82&-0123

+
5,-82&-0123

!

5,$5,+)

!

5M+
5M-82&-0123

!

!

+
5:-82&-0123

!

"!

+
)G-82&-0123

"

!

+
))

"

M6
'
!

+
)7-82&-0123

!

!

!

"+
)M

!+
7#-82&-0123

!

!

"

!

+
?+0;.2
0;.2
=3&.B=
0;.E
?+0;.E
?+;8<&
;8<&
=1&+;8<&
-1*0
?+-1*0
G)
5
5)
)
))
7
7)
*<3-;
?+-/.
;0
-/.
;0
=1&3<803
=1&+-3?3<3
?+-3?3<3
1=>/303
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
;1<.@1208/$)I
-;8//11</182
/3)$G)I
=1&3<803/A&.>>.2
G)$))I
-033>1<;.
;82
/3))$J)I
?3<0.8/J)$:I
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
41<.2
21+ ,"$
&3>0;
.2
*330
&<.//
<803
=.2*0

<8>;.
/1

<31?3<A
1<321+
&3>0;
<82
3 *0 K
"4,364,!-7,384,
>8
3,1*7
$E2.*3820-<80;
$-<80;3-&.**.B/0
$-<80;3-38-./A
$
<1?3-
$8<?3-
*.3/&;8<&23--
?+/1-3
/1-3
=1&+/1-3
.&3
?+.&3
43&&.2
800.0B&382&82
/3 D1.20--;38<*<80B<3 380;3<.2

41L
2B=43<

*.3/&/8--.*.80.1282&<3=8<E-

77-82&-0123

!

!

+
GJ-82&-0123

+
M#-82&-0123

"+
M5

$!

G6

!

!

+
M7*

"

G6
'

+
MM

G6
%
+
MJ

-82&-0123M:+)

!

H76

"+
M:+))6
'-./0-0123

'

+
J-82&-0123

!

"+
J,-
-82&-0123

"

!

+8+&+
9:

JM-82&-0123

!

+
:,-82&-0123

!

H56
%
+8+&+!

9F#

:)

56
'

!+
:M-82&-0123

+
:J

!

"

#+
#

G6

+
?+0;.2
0;.2
=3&.B=
0;.E
?+0;.E
?+;8<&
;8<&
=1&+;8<&
-1*0
?+-1*0
M
M)
J
J)
:
:)
#
*<3-;
?+-/.
;0
-/.
;0
=1&3<803
=1&+-3?3<3
?+-3?3<3
1=>/303
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
;1<.@1208/$)I
-;8//11</182
/3)$G)I
=1&3<803/A&.>>.2
G)$))I
-033>1<;.
;82
/3))$J)I
?3<0.8/J)$:I
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
41<.2
21+ ,"$
&3>0;
.2
*330
&<.//
<803
=.2*0

<8>;.
/1

<31?3<A
1<321+
&3>0;
<82
3 *0 K
"4,364,!-7,384,
>8
3G1*7
$E2.*3820-<80;
$-<80;3-&.**.B/0
$-<80;3-38-./A
$
<1?3-
$8<?3-
*.3/&;8<&23--
?+/1-3
/1-3
=1&+/1-3
.&3
?+.&3
43&&.2
800.0B&382&82
/3 D1.20--;38<*<80B<3 380;3<.2

41L
2B=43<

*.3/&/8--.*.80.1282&<3=8<E-

#,-82&-0123

!

"+
#7

!

#M-82&-0123

!

!

+
#:

!

#:+)
##,-82&-0123

!

"+
##M-82&-0123

!

"+
#,,-82&-0123

!

"+
#,7

!

+
#,M-82&-0123

+
#G,-82&-0123

+
#G5+)-./0-0123
'

56
'+
8+&+!
9#

#G)-82&-0123

!

+
#GM-82&-0123

!

"+
?+0;.2
0;.2
=3&.B=
0;.E
?+0;.E
?+;8<&
;8<&
=1&+;8<&
-1*0
?+-1*0
#)
##
##)
#,
#,)
#G
#G)
*<3-;
?+-/.
;0
-/.
;0
=1&3<803
=1&+-3?3<3
?+-3?3<3
1=>/303
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
;1<.@1208/$)I
-;8//11</182
/3)$G)I
=1&3<803/A&.>>.2
G)$))I
-033>1<;.
;82
/3))$J)I
?3<0.8/J)$:I
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
41<.2
21+ ,"$
&3>0;
.2
*330
&<.//
<803
=.2*0

<8>;.
/1

<31?3<A
1<321+
&3>0;
<82
3 *0 K
"4,364,!-7,384,
>8
351*7
$E2.*3820-<80;
$-<80;3-&.**.B/0
$-<80;3-38-./A
$
<1?3-
$8<?3-
*.3/&;8<&23--
?+/1-3
/1-3
=1&+/1-3
.&3
?+.&3
43&&.2
800.0B&382&82
/3 D1.20--;38<*<80B<3 380;3<.2

41L
2B=43<

*.3/&/8--.*.80.1282&<3=8<E-

#G)-82&-0123

!

+
#58
"

&

#5,-82&-0123

!

+
#5G8+&+!
9F#

#5M-82&-0123

+
#),-82&-0123

!

"+
#)M-82&-0123

!

"+
#7,-82&-0123

!

"+
#7J

-82&-0123

"

#7:+
#M-82&-0123

!

#M##M5+
?+0;.2
0;.2
=3&.B=
0;.E
?+0;.E
?+;8<&
;8<&
=1&+;8<&
-1*0
?+-1*0
#5
#5)
#)
#))
#7
#7)
#M
*<3-;
?+-/.
;0
-/.
;0
=1&3<803
=1&+-3?3<3
?+-3?3<3
1=>/303
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
;1<.@1208/$)I
-;8//11</182
/3)$G)I
=1&3<803/A&.>>.2
G)$))I
-033>1<;.
;82
/3))$J)I
?3<0.8/J)$:I
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
41<.2
21+ ,"$
&3>0;
.2
*330
&<.//
<803
=.2*0

<8>;.
/1

<31?3<A
1<321+
&3>0;
<82
3 *0 K
"4,364,!-7,384,
>8
3)1*7
$E2.*3820-<80;
$-<80;3-&.**.B/0
$-<80;3-38-./A
$
<1?3-
$8<?3-
*.3/&;8<&23--
?+/1-3
/1-3
=1&+/1-3
.&3
?+.&3
43&&.2
800.0B&382&82
/3 D1.20--;38<*<80B<3 380;3<.2

41L
2B=43<

*.3/&/8--.*.80.1282&<3=8<E-

#G)-82&-0123

!

+
#M)-82&-0123

+
#J-82&-0123

!

!

#J#+)#J:

+
#J)-82&-0123

#J:+
#:-82&-0123

!

+
#:)-82&-0123

#:J+
0 &
9,
4
!<$#,
?+0;.2
0;.2
=3&.B=
0;.E
?+0;.E
?+;8<&
;8<&
=1&+;8<&
-1*0
?+-1*0
#J
#J)
#:
#:)
,
,)
,#
*<3-;
?+-/.
;0
-/.
;0
=1&3<803
=1&+-3?3<3
?+-3?3<3
1=>/303
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
;1<.@1208/$)I
-;8//11</182
/3)$G)I
=1&3<803/A&.>>.2
G)$))I
-033>1<;.
;82
/3))$J)I
?3<0.8/J)$:I
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
41<.2
21+ ,"$
&3>0;
.2
*330
&<.//
<803
=.2*0

<8>;.
/1

<31?3<A
1<321+
&3>0;
<82
3 *0 K
"4,364,!-7,384,
>8
371*7
$E2.*3820-<80;
$-<80;3-&.**.B/0
$-<80;3-38-./A
$
<1?3-
$8<?3-
*.3/&;8<&23--
?+/1-3
/1-3
=1&+/1-3
.&3
?+.&3
43&&.2
800.0B&382&82
/3 D1.20--;38<*<80B<3 380;3<.2

41L
2B=43<

*.3/&/8--.*.80.1282&<3=8<E-

,$,,
,,$,5
,5$,M
,M$G

5+)
,

,,)
77M

<#
<,
<G
<5

!

#
%

"

+
,

+
,,$,G)6

-./0-0123
==/
'

+
,G)6-./0-0123=/
'

+
,7

-./0-0123=/
'

'
!

+>

,7)6+-

!

+*

5

+
,M

-./0-0123
==/
'

+
,J##6/8A

"
8+&+9,

;<-8*0
1=>
120<801<

/.320 !"#" $$$%& $&
$'
'%
()&9)& '
')&)& '

+,
?3<0.8/
;1<.@1208/
.2/.23&
438<.2

82 +*<1=?3<0+
0A>3
-.@3
4!
4

!
0 !
-
./0(1
$

<1B2&803<
803<
3CB.>=320B-3& "23%(
4"
!4-
5
1<.32080.12 1<348<<3/
&803
410+1*
;1/3
&3>0;01
410+1*
8-.2

><1D30
5
D1421+
>8
321+
3/3?80.12
&803-08<0
&803*.2.-;
&<.//3<
><3>8<3&4A
?+0;.2
0;.2
=3&.B=
0;.E
?+0;.E
?+;8<&
;8<&
=1&+;8<&
-1*0
?+-1*0
)
#
#)
,
,)
*<3-;
?+-/.
;0
-/.
;0
=1&3<803
=1&+-3?3<3
?+-3?3<3
1=>/303
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
;1<.@1208/$)I
-;8//11</182
/3)$G)I
=1&3<803/A&.>>.2
G)$))I
-033>1<;.
;82
/3))$J)I
?3<0.8/J)$:I
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
41<.2
21+ ,"&
&3>0;
.2
*330
&<.//
<803
=.2*0

<8>;.
/1

<31?3<A
1<321+
&3>0;
<82
3 *0 K
"4,364,!-7,384,
>8
3#1*7
$E2.*3820-<80;
$-<80;3-&.**.B/0
$-<80;3-38-./A
$
<1?3-
$8<?3-
*.3/&;8<&23--
?+/1-3
/1-3
=1&+/1-3
.&3
?+.&3
43&&.2
800.0B&382&82
/3 D1.20--;38<*<80B<3 380;3<.2

41L
2B=43<

*.3/&/8--.*.80.1282&<3=8<E-

G$G)
G)$5
5$5)
5)$)
)$))
))$)M
)M$7
7$7)
7)$7M
5)
G#
,)
)#+)
GG
:

5:
)
:
7,
)
#G
77
5)

:J
,)
<)
<7
<M
<J
<:
<#
<##
<#,
<#G
,:#68

-82&-0123->

!

+
G,6

'

-./0-0123=/

!

G#+
G#)6,

!

"

'

!

+8+&+9,

+
GGG6

% +
G5)6

-
-82&-0123-=

!

+
G)-
-82&-0123-=

!

+
GM-./0-0123=/
'

+
G:#6/8A

"

8+&+9,

5#J68

-82&-0123->

!

+
5G,6

-82&-0123->

!

!

!

+
5GG6

5)-82&-0123->

!

!

!

!

+
)-82&-0123->

!

!

+
)G6

"

G

+
))-82&-0123->

!

!!

+
)M

=

+.

+
7##6-82&-0123->

!

!

!

"+
7)-82&-0123->

!

!

+
?+0;.2
0;.2
=3&.B=
0;.E
?+0;.E
?+;8<&
;8<&
=1&+;8<&
-1*0
?+-1*0
G)
5
5)
)
))
7
7)
*<3-;
?+-/.
;0
-/.
;0
=1&3<803
=1&+-3?3<3
?+-3?3<3
1=>/303
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
;1<.@1208/$)I
-;8//11</182
/3)$G)I
=1&3<803/A&.>>.2
G)$))I
-033>1<;.
;82
/3))$J)I
?3<0.8/J)$:I
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
41<.2
21+ ,"&
&3>0;
.2
*330
&<.//
<803
=.2*0

<8>;.
/1

<31?3<A
1<321+
&3>0;
<82
3 *0 K
"4,364,!-7,384,
>8
3,1*7
$E2.*3820-<80;
$-<80;3-&.**.B/0
$-<80;3-38-./A
$
<1?3-
$8<?3-
*.3/&;8<&23--
?+/1-3
/1-3
=1&+/1-3
.&3
?+.&3
43&&.2
800.0B&382&82
/3 D1.20--;38<*<80B<3 380;3<.2

41L
2B=43<

*.3/&/8--.*.80.1282&<3=8<E-

7M$M,
M,$MM
MM$J,
J,$JM
JM$:,
:,$:M
:M$#,
)#+)
5)+)
5G
)G
))
)5
5:
#G
:#
J7
#7
##
#J
:J
<#5
<#)
<#7
<#M
<#J
<#:
<,
7)J6

'

+
7##6-82&-0123->

!

!

!

"+
7M-82&-0123->

!

!

+
7:

"

,

+
7:,6-82&-0123->

!

!

+
M)56

"

)

+
M):68

-./0-0123=/

'

"

,

'
%

+
M78

-./0-0123=/
'

+
MM

-./0-0123=/
'

+
MJ)6/8A

'

'

8+&+95)

+
M:/8A

8+&+95)$)

+
J)6

-./0-0123=/

'

!

"

,

+
J#8

-
-./0-0123=/
'

!

+
J,-82&-0123->

!

"+
JM-82&-0123->

!

+
J:-./0-0123
'

"

G

+
:,-82&-0123->

!

+
:M-82&-0123->

+
?+0;.2
0;.2
=3&.B=
0;.E
?+0;.E
?+;8<&
;8<&
=1&+;8<&
-1*0
?+-1*0
M
M)
J
J)
:
:)
#
*<3-;
?+-/.
;0
-/.
;0
=1&3<803
=1&+-3?3<3
?+-3?3<3
1=>/303
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
;1<.@1208/$)I
-;8//11</182
/3)$G)I
=1&3<803/A&.>>.2
G)$))I
-033>1<;.
;82
/3))$J)I
?3<0.8/J)$:I
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
41<.2
21+ ,"&
&3>0;
.2
*330
&<.//
<803
=.2*0

<8>;.
/1

<31?3<A
1<321+
&3>0;
<82
3 *0 K
"4,364,!-7,384,
>8
3G1*7
$E2.*3820-<80;
$-<80;3-&.**.B/0
$-<80;3-38-./A
$
<1?3-
$8<?3-
*.3/&;8<&23--
?+/1-3
/1-3
=1&+/1-3
.&3
?+.&3
43&&.2
800.0B&382&82
/3 D1.20--;38<*<80B<3 380;3<.2

41L
2B=43<

*.3/&/8--.*.80.1282&<3=8<E-

#,$#M
#M$##,
##,$##M
##M$#,,
#,,$#,M
#,M$#G,
#G,$#GM
))
)
)
5M
)7
,:
5M
##
#
#
:5
##,
)J
:5
<,#
<,,
<,G
<,5
<,)
<,7
<,M
#,-82&-0123->

+
#M-82&-0123->

!

###+
##,-82&-0123->

!

##,$##5

##5

!

+

##,+)
'

"

#5

'+-

##G$##5+
##M-82&-0123->

##M+)##J+)

++
#,-./0-0123-82&-0123=/-=

!

'

+
#,,-82&-0123->

+>

#,G+
#,M-82&-0123->

'

+=

!

!

#,:+)#G,+-

#G#G#+
#G,-82&-0123->

#G,#GG+
#GM-82&-0123->

!

!

+
?+0;.2
0;.2
=3&.B=
0;.E
?+0;.E
?+;8<&
;8<&
=1&+;8<&
-1*0
?+-1*0
#)
##
##)
#,
#,)
#G
#G)
*<3-;
?+-/.
;0
-/.
;0
=1&3<803
=1&+-3?3<3
?+-3?3<3
1=>/303
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
;1<.@1208/$)I
-;8//11</182
/3)$G)I
=1&3<803/A&.>>.2
G)$))I
-033>1<;.
;82
/3))$J)I
?3<0.8/J)$:I
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
41<.2
21+ ,"&
&3>0;
.2
*330
&<.//
<803
=.2*0

<8>;.
/1

<31?3<A
1<321+
&3>0;
<82
3 *0 K
"4,364,!-7,384,
>8
351*7
$E2.*3820-<80;
$-<80;3-&.**.B/0
$-<80;3-38-./A
$
<1?3-
$8<?3-
*.3/&;8<&23--
?+/1-3
/1-3
=1&+/1-3
.&3
?+.&3
43&&.2
800.0B&382&82
/3 D1.20--;38<*<80B<3 380;3<.2

41L
2B=43<

*.3/&/8--.*.80.1282&<3=8<E-

#GM$#5,
#5,$#5M
#5M$#),
#),$#)M
#)M$#7,
#7,$#7M
#7M$#M,
#M,$#MM
5G
7
5J
7
7
5J
5J
J7
#,
:7
#,
#,
:7
:7
<,J
<,:
<G
<G#
<G,
<GG
<G5
<G)
#G:

-./0=/
'

"

#

'+
#5#

-./0=/

!

'

"

5
+
#5#56-82&-0123->

!

+
-82&-0123->

!

"+&
'

#55#5)+)
"

#J

'+
#5M-82&-0123->

!

+.

-./0

!

#5M$#)#

!

##56

!

#)$#)#+8+&+!

G

+
#57
#),-82&-0123->

!

!

+
#)776/8A

'

#J

'+
8+&+9))

+
#)M-82&-0123->

!

"+
#7,-82&-0123->

!

+,6
'

#7)#6+
#7M-82&-0123->

!

!

!

8+&+9)

+
#7J76

+
#M,-82&-0123->

!

+
#MG

!

+4

"

#
'+
?+0;.2
0;.2
=3&.B=
0;.E
?+0;.E
?+;8<&
;8<&
=1&+;8<&
-1*0
?+-1*0
#5
#5)
#)
#))
#7
#7)
#M
*<3-;
?+-/.
;0
-/.
;0
=1&3<803
=1&+-3?3<3
?+-3?3<3
1=>/303
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
;1<.@1208/$)I
-;8//11</182
/3)$G)I
=1&3<803/A&.>>.2
G)$))I
-033>1<;.
;82
/3))$J)I
?3<0.8/J)$:I
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
41<.2
21+ ,"&
&3>0;
.2
*330
&<.//
<803
=.2*0

<8>;.
/1

<31?3<A
1<321+
&3>0;
<82
3 *0 K
"4,364,!-7,384,
>8
3)1*7
$E2.*3820-<80;
$-<80;3-&.**.B/0
$-<80;3-38-./A
$
<1?3-
$8<?3-
*.3/&;8<&23--
?+/1-3
/1-3
=1&+/1-3
.&3
?+.&3
43&&.2
800.0B&382&82
/3 D1.20--;38<*<80B<3 380;3<.2

41L
2B=43<

*.3/&/8--.*.80.1282&<3=8<E-

#MM$#J,
#J,$#JM
#JM$#:,
#:,$#:M
#:M$,,
)G+)
)7
)M
)J+)
7
#M
##,
##5
##M
#,
<G7
<GM
<GJ
<G:
<5
#5#56-82&-0123->

!

+
#M)76

-./0-0123

+
#M776

-./0-0123

+
#MM-82&-0123->

!

+

!

!

#MJ76#J##6+
#J##68

,6
'
'

-./0-

/8A

+
#J#G68

'

-./0-0123=/

+

% +
#J,#68

-
-./0-0123
'

!

+

!

-82&-0123->

"+
#JM-82&-0123->

!

"+
#JM#6#6
'

-./0

'

'-82&-0123+
#:#68

'

-./0-0123=/

"

56
'+
#:)68

-
-./0-0123-==/!

+
#:###6/8A

'

"
8+&+9G

+
#:,

-./0-0123=/

'

'

+
#:G,6-82&-0123->

"

G6
'+
#:G)68

'

-./0-0123=/
8+&+9G)

+
#:GJ6#6
'-./0-0123
'

+
#:5)6-82&-0123->

!

+8
"

#,6
'+
#:)#6*

'

-./0-0123 8+&+9))

+
#:7G6/8A

'

-./0-0123"

8+&+9)

#:M

-./0-0123=/
'

!

+
#:MM6

-82&-0123->

!

"+
0 &
9,,
4
!<$,,
?+0;.2
0;.2
=3&.B=
0;.E
?+0;.E
?+;8<&
;8<&
=1&+;8<&
-1*0
?+-1*0
#J
#J)
#:
#:)
,
,)
,#
*<3-;
?+-/.
;0
-/.
;0
=1&3<803
=1&+-3?3<3
?+-3?3<3
1=>/303
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
;1<.@1208/$)I
-;8//11</182
/3)$G)I
=1&3<803/A&.>>.2
G)$))I
-033>1<;.
;82
/3))$J)I
?3<0.8/J)$:I
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
41<.2
21+ ,"&
&3>0;
.2
*330
&<.//
<803
=.2*0

<8>;.
/1

<31?3<A
1<321+
&3>0;
<82
3 *0 K
"4,364,!-7,384,
>8
371*7
$E2.*3820-<80;
$-<80;3-&.**.B/0
$-<80;3-38-./A
$
<1?3-
$8<?3-
*.3/&;8<&23--
?+/1-3
/1-3
=1&+/1-3
.&3
?+.&3
43&&.2
800.0B&382&82
/3 D1.20--;38<*<80B<3 380;3<.2

41L
2B=43<

*.3/&/8--.*.80.1282&<3=8<E-

!

"

!!

%

+
)

+
#

%

+
,,

"+
,)

-82&

!

+-

"+
;<-8*0
1=>
120<801<

/.320 !"#" $$$%& $&
$&
9&0
')0)& '
')0)& '

6 2
?3<0.8/
;1<.@1208/
.2/.23&
438<.2

82 +*<1=?3<0+
0A>3
-.@3
4!
4

!
0 !
-
./0(1
$

<1B2&803<
803<
3CB.>=320B-3& "23%(
4"
!4-
5
1<.32080.12 1<348<<3/
&803
410+1*
;1/3
&3>0;01
410+1*
8-.2

><1D30
5
D1421+
>8
321+
3/3?80.12
&803-08<0
&803*.2.-;
&<.//3<
><3>8<3&4A
?+0;.2
0;.2
=3&.B=
0;.E
?+0;.E
?+;8<&
;8<&
=1&+;8<&
-1*0
?+-1*0
)
#
#)
,
,)
*<3-;
?+-/.
;0
-/.
;0
=1&3<803
=1&+-3?3<3
?+-3?3<3
1=>/303
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
;1<.@1208/$)I
-;8//11</182
/3)$G)I
=1&3<803/A&.>>.2
G)$))I
-033>1<;.
;82
/3))$J)I
?3<0.8/J)$:I
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
41<.2
21+ ,".
&3>0;
.2
*330
&<.//
<803
=.2*0

<8>;.
/1

<31?3<A
1<321+
&3>0;
<82
3 *0 K
"4,364,!-7,384,
>8
3#1*,
$E2.*3820-<80;
$-<80;3-&.**.B/0
$-<80;3-38-./A
$
<1?3-
$8<?3-
*.3/&;8<&23--
?+/1-3
/1-3
=1&+/1-3
.&3
?+.&3
43&&.2
800.0B&382&82
/3 D1.20--;38<*<80B<3 380;3<.2

41L
2B=43<

*.3/&/8--.*.80.1282&<3=8<E-

5$5)
5)$)
G)
G7
M
M,
<#
<,

!

"

!!

%

+
5<

$

+

+=
"

!!

+*

!

+
5#

+
5)

+=
"

!!

+0

+*

!

+
0 &
9)
4
!<$G)
?+0;.2
0;.2
=3&.B=
0;.E
?+0;.E
?+;8<&
;8<&
=1&+;8<&
-1*0
?+-1*0
G)
5
5)
)
))
7
7)
*<3-;
?+-/.
;0
-/.
;0
=1&3<803
=1&+-3?3<3
?+-3?3<3
1=>/303
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
;1<.@1208/$)I
-;8//11</182
/3)$G)I
=1&3<803/A&.>>.2
G)$))I
-033>1<;.
;82
/3))$J)I
?3<0.8/J)$:I
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
41<.2
21+ ,".
&3>0;
.2
*330
&<.//
<803
=.2*0

<8>;.
/1

<31?3<A
1<321+
&3>0;
<82
3 *0 K
"4,364,!-7,384,
>8
3,1*,
$E2.*3820-<80;
$-<80;3-&.**.B/0
$-<80;3-38-./A
$
<1?3-
$8<?3-
*.3/&;8<&23--
?+/1-3
/1-3
=1&+/1-3
.&3
?+.&3
43&&.2
800.0B&382&82
/3 D1.20--;38<*<80B<3 380;3<.2

41L
2B=43<

*.3/&/8--.*.80.1282&<3=8<E-

!

"

!!

%

+=
"

+
;<-8*0
1=>
120<801<

/.320 !"#" $$$%& $&
$9
9$'
')*)& '
')$&)& '

6 2
?3<0.8/
;1<.@1208/
.2/.23&
438<.2

82 +*<1=?3<0+
0A>3
-.@3
4!
4

!
0 !
-
./0(1
$

<1B2&803<
803<
3CB.>=320B-3& "23%(
4"
!4-
5
1<.32080.12 1<348<<3/
&803
410+1*
;1/3
&3>0;01
410+1*
8-.2

><1D30
5
D1421+
>8
321+
3/3?80.12
&803-08<0
&803*.2.-;
&<.//3<
><3>8<3&4A
?+0;.2
0;.2
=3&.B=
0;.E
?+0;.E
?+;8<&
;8<&
=1&+;8<&
-1*0
?+-1*0
)
#
#)
,
,)
*<3-;
?+-/.
;0
-/.
;0
=1&3<803
=1&+-3?3<3
?+-3?3<3
1=>/303
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
;1<.@1208/$)I
-;8//11</182
/3)$G)I
=1&3<803/A&.>>.2
G)$))I
-033>1<;.
;82
/3))$J)I
?3<0.8/J)$:I
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
41<.2
21+ ,"9
&3>0;
.2
*330
&<.//
<803
=.2*0

<8>;.
/1

<31?3<A
1<321+
&3>0;
<82
3 *0 K
"4,364,!-7,384,
>8
3#1*5
$E2.*3820-<80;
$-<80;3-&.**.B/0
$-<80;3-38-./A
$
<1?3-
$8<?3-
*.3/&;8<&23--
?+/1-3
/1-3
=1&+/1-3
.&3
?+.&3
43&&.2
800.0B&382&82
/3 D1.20--;38<*<80B<3 380;3<.2

41L
2B=43<

*.3/&/8--.*.80.1282&<3=8<E-

G5$GJ
GJ$5,
5,$5)
5)$5M
5M$)#
)#$)5
)5$)J
)J$7,
7,$75
75$7)

<#
<,
<G
<5
<)
<7
<M
<J
<:
<#:

!

"

!!

%

+=
"

+
G5<

$

+

!

"

!

!

+>

+
GJ

!

"

+>

+
5,

!

"

!

!

+>

+
5)

!

"

!

!

+>

+
5M

!

+
)#

!

"

!

!

+>

+
)J

!

"

!

!

+>

+
7,

"

!

!

!

+
75

"

!

!

'

+
?+0;.2
0;.2
=3&.B=
0;.E
?+0;.E
?+;8<&
;8<&
=1&+;8<&
-1*0
?+-1*0
G)
5
5)
)
))
7
7)
*<3-;
?+-/.
;0
-/.
;0
=1&3<803
=1&+-3?3<3
?+-3?3<3
1=>/303
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
;1<.@1208/$)I
-;8//11</182
/3)$G)I
=1&3<803/A&.>>.2
G)$))I
-033>1<;.
;82
/3))$J)I
?3<0.8/J)$:I
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
41<.2
21+ ,"9
&3>0;
.2
*330
&<.//
<803
=.2*0

<8>;.
/1

<31?3<A
1<321+
&3>0;
<82
3 *0 K
"4,364,!-7,384,
>8
3,1*5
$E2.*3820-<80;
$-<80;3-&.**.B/0
$-<80;3-38-./A
$
<1?3-
$8<?3-
*.3/&;8<&23--
?+/1-3
/1-3
=1&+/1-3
.&3
?+.&3
43&&.2
800.0B&382&82
/3 D1.20--;38<*<80B<3 380;3<.2

41L
2B=43<

*.3/&/8--.*.80.1282&<3=8<E-

7)$7J
7J$M
M$M,
M,$M)
M)$MM
MM$J
J$J,
J,$J5
J5$JM
JM$:#
:#$:G
:G$:7
:7$:J
:J$##
##$#G

<##
<#,
<#G
<#5
<#)
<#7
<#M
<#J
<#:
<,
<,#
<,,
<,G
<,5
<,)

!

"

!!

%

+=
"

+
M

"

+
MM

N

!

$

+
J5

N

!

$

+
:G

N

!

$

+
:7.

"+
:J

!

"
!

+-

+
##.

"

+-

+
?+0;.2
0;.2
=3&.B=
0;.E
?+0;.E
?+;8<&
;8<&
=1&+;8<&
-1*0
?+-1*0
M
M)
J
J)
:
:)
#
*<3-;
?+-/.
;0
-/.
;0
=1&3<803
=1&+-3?3<3
?+-3?3<3
1=>/303
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
;1<.@1208/$)I
-;8//11</182
/3)$G)I
=1&3<803/A&.>>.2
G)$))I
-033>1<;.
;82
/3))$J)I
?3<0.8/J)$:I
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
41<.2
21+ ,"9
&3>0;
.2
*330
&<.//
<803
=.2*0

<8>;.
/1

<31?3<A
1<321+
&3>0;
<82
3 *0 K
"4,364,!-7,384,
>8
3G1*5
$E2.*3820-<80;
$-<80;3-&.**.B/0
$-<80;3-38-./A
$
<1?3-
$8<?3-
*.3/&;8<&23--
?+/1-3
/1-3
=1&+/1-3
.&3
?+.&3
43&&.2
800.0B&382&82
/3 D1.20--;38<*<80B<3 380;3<.2

41L
2B=43<

*.3/&/8--.*.80.1282&<3=8<E-

#G$#) <,7

!

"

!!

%

+=
"

+
#G

!

"
!

+-

+
0 &
9#)
4
!<$5#)
?+0;.2
0;.2
=3&.B=
0;.E
?+0;.E
?+;8<&
;8<&
=1&+;8<&
-1*0
?+-1*0
#)
##
##)
#,
#,)
#G
#G)
*<3-;
?+-/.
;0
-/.
;0
=1&3<803
=1&+-3?3<3
?+-3?3<3
1=>/303
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
;1<.@1208/$)I
-;8//11</182
/3)$G)I
=1&3<803/A&.>>.2
G)$))I
-033>1<;.
;82
/3))$J)I
?3<0.8/J)$:I
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
41<.2
21+ ,"9
&3>0;
.2
*330
&<.//
<803
=.2*0

<8>;.
/1

<31?3<A
1<321+
&3>0;
<82
3 *0 K
"4,364,!-7,384,
>8
351*5
$E2.*3820-<80;
$-<80;3-&.**.B/0
$-<80;3-38-./A
$
<1?3-
$8<?3-
*.3/&;8<&23--
?+/1-3
/1-3
=1&+/1-3
.&3
?+.&3
43&&.2
800.0B&382&82
/3 D1.20--;38<*<80B<3 380;3<.2

41L
2B=43<

*.3/&/8--.*.80.1282&<3=8<E-

,$,5
,5$,M
,M$,:

<#
<,
<G

-
-82&-=

!

%

+
#

!

"

!!

%

+
##.

#G&
!

'

+
#)&
!

'

'

+
.

+
#:>

-82&

+
,

!

!

"

+
,5

!

+=
"

+
,M

!

!

"

+
,:

!

+
;<-8*0
1=>
120<801<

/.320 !"#" $$$%& $&
$&
.%'
')$&)& '
')$.)& '

6 2
?3<0.8/
;1<.@1208/
.2/.23&
438<.2

82 +*<1=?3<0+
0A>3
-.@3
4!
4

!
0 !
-
./0(1
$

<1B2&803<
803<
3CB.>=320B-3& "23%(
4"
!4-
5
1<.32080.12 1<348<<3/
&803
410+1*
;1/3
&3>0;01
410+1*
8-.2

><1D30
5
D1421+
>8
321+
3/3?80.12
&803-08<0
&803*.2.-;
&<.//3<
><3>8<3&4A
?+0;.2
0;.2
=3&.B=
0;.E
?+0;.E
?+;8<&
;8<&
=1&+;8<&
-1*0
?+-1*0
)
#
#)
,
,)
*<3-;
?+-/.
;0
-/.
;0
=1&3<803
=1&+-3?3<3
?+-3?3<3
1=>/303
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
;1<.@1208/$)I
-;8//11</182
/3)$G)I
=1&3<803/A&.>>.2
G)$))I
-033>1<;.
;82
/3))$J)I
?3<0.8/J)$:I
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
41<.2
21+ ,"(
&3>0;
.2
*330
&<.//
<803
=.2*0

<8>;.
/1

<31?3<A
1<321+
&3>0;
<82
3 *0 K
"4,364,!-7,384,
>8
3#1*,
$E2.*3820-<80;
$-<80;3-&.**.B/0
$-<80;3-38-./A
$
<1?3-
$8<?3-
*.3/&;8<&23--
?+/1-3
/1-3
=1&+/1-3
.&3
?+.&3
43&&.2
800.0B&382&82
/3 D1.20--;38<*<80B<3 380;3<.2

41L
2B=43<

*.3/&/8--.*.80.1282&<3=8<E-

,:$G,
G,$GM
GM$5#
5#$5)
5)$)

<5
<)
<7
<M
<J
,

!

!

"

+
G,

!

+
GM

!

+=
"
!

+
5#

!

+=
"

+>

+
5)-

'

"

!

+
0 &
9)
4
!<$))
?+0;.2
0;.2
=3&.B=
0;.E
?+0;.E
?+;8<&
;8<&
=1&+;8<&
-1*0
?+-1*0
G)
5
5)
)
))
7
7)
*<3-;
?+-/.
;0
-/.
;0
=1&3<803
=1&+-3?3<3
?+-3?3<3
1=>/303
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
;1<.@1208/$)I
-;8//11</182
/3)$G)I
=1&3<803/A&.>>.2
G)$))I
-033>1<;.
;82
/3))$J)I
?3<0.8/J)$:I
F,6
,6$#,6
#,6$G76
G76$#,6
H#,6
41<.2
21+ ,"(
&3>0;
.2
*330
&<.//
<803
=.2*0

<8>;.
/1

<31?3<A
1<321+
&3>0;
<82
3 *0 K
"4,364,!-7,384,
>8
3,1*,
$E2.*3820-<80;
$-<80;3-&.**.B/0
$-<80;3-38-./A
$
<1?3-
$8<?3-
*.3/&;8<&23--
?+/1-3
/1-3
=1&+/1-3
.&3
?+.&3
43&&.2
800.0B&382&82
/3 D1.20--;38<*<80B<3 380;3<.2

41L
2B=43<

*.3/&/8--.*.80.1282&<3=8<E-

Tel ID: CPT-2A
Flls: Z~BAOBMC.ECP
Kehoe Testing & Engineering
Office: (714) 901 -7270
Fax: (714) 901 -7289
[email protected]
CPT Data
30 ton rig
Date: 19lApr12006
Test ID: CPT-2A
Project: Anaheim
Tip Stress COR Sleeve Stress Pore Pressure Ratio COR SET FR Client: Leighton & Associates
Job Site: Gypsum Canyon Road
0 (is9 900 0 (-9 15 -1 (-9 6 0 (%) 8 2 (Rob. 1986) 12
0 lli,i,,iliil,llil
-
-
-
-
30 - 2
S n
E
45 60
75 - -
-
- -
- -
- -
- -
- -
- -
-
"l'i"'i'"ii"'
Maximum depth: 28.50 (ft)
Tip Stress COR Sleeve Stress Pore Pressure
0 (ts9 900 0 (tsf) 15 -1 (t5.f) 6
Ratio COR SBT FR
0 (%) 8 2 (Rob. 1986) 12
Date: 19/Apr/2006
Test ID: CPT-3
Project: Anaheim
Kehoe Testing & Engineering
Office: (71 4) 901 -7270
Fax: (71 4) 901 -7289
Maximum depth: 50.27 (ft)
CPT Data
30 ton rig
Ted ID. CPT-3
FHe: ZIOAW(MC.ECP
[email protected] Client: Leighton & Associates
Job Site: Gypsum Canyon Road
CPT-4
log not available

g
u5
a .E 22;
c
cn
su<
.- .
- 0
ilj * .% Zii % 2
om li: nc
+.?
n+n
u
((I
co
* %A?
c
-c 0 8 z'
03 22
E
c =) s? 2
1= >,
2!:
cw ---
.go
a,
tl
. - c
cn
.r 0 wr;-g
CNS cnbE
eg? 8 Frn - &
.- -0 ", 32 ZE
8 kbZ@ g"8 L a,k c-Wa, coy YOLL ",
Tip Stress COR Sleeve Stress Pore Pressure Ratio COR SBT FR 0 (tsd 900 0 (ts9 15 -1 (ts9 6 0 (yo) 8 2 (Rob. 1986) 12 Kehoe Testing & Engineering
Office: (71 4) 901 -7270
Fax: (714) 901 -7289
[email protected]
Maximum depth: 43.82 (ft)
Te4 ID: CPT-5
Flb: Z 19AMM)C.ECP
CPT Data
30 ton rig
Date: 19/Aprl2006
Test ID: CPT-5
Project: Anaheim
Client: Leighton & Associates
Job Site: Gypsum Canyon Road
Tm8l ID: CPTB
Fk Z2OAOBOlC.ECP
Kehoe Testing & Engineering
Office: (71 4) 901 -7270
Fax: (714) 901 -7289
[email protected]
Tip Stress COR Sleeve Stress Pore Pressure Ratio COR SBT FR 0 (tsf) 900 0 (ts9 15 -1 (tS9 6 0 (Oh) 8 2 (Rob. 1986) 12 0 15
30 -
s
5 a
8 45
60 75
Mexlrnurn depth: 42.21 (n)
CPT Data
30 ton rig
Date: 20lAprl2006
Test ID: CPT-6
Project: Anaheim
Client: Leighton & Associates
Job Site: Gypsum Canyon Road
2k- Oyz
OE (0
(,, 2Q- s
En- -0
hi - .a, -mc m a,
at-a
m
-0
m
+ %2
c 'U 0
g z'
a 2s
E
g z * n = h
c m
.r a,
b
.-
0 xa, CUE m, YOU-u,

Kehoe Testing & Engineering
Ofice: (71 4) 901 -7270
Fax: (714) 901 -7289
[email protected]
CPT Data
30 ton rig Test ID: CPT-9
Job Site: Gypsum Canvon Road
Tip Stress COR Sleeve Stress Pore Pressure Ratio COR SBT FR 0 (tsv 900 0 (tsf) 15 -1 (tsf) 6 0 to/.) 8 2 (Rob. 1986) 12 0 0
Maximum depth: 58.81 (fl)
Tat 10: Cm-9
FUs: ZZOAQ3MC.ECP

Tip Stress COR Sleeve Stress Pore Pressure Ratio COR SBT FR 0 (tSf) 900 0 (tsf) 15 -1 (tsf) 6 0 (yo) 8 2 (Rob. 1986) 12 Maximum depth: 65.77 (R)

Kehoe Testing & Engineering
Off ice: (71 4) 901 -7270
Fax: (71 4) 901 -7289
CPT Data
130 ton rig
1 Project: AnaheimHills
Client: Leighton & Associates
I [ ~ob Site: dypsum Canyon Rd I
Tip Stress COR Sleeve Stress Pore Pressure IRatio COR SET FR 0 (tsf) 900 0 (tsf) 15 -1 (1st) 6 0 (yo) 8 2 (Rob. 1986) 12 0 75
Maximum depth: 38.20 (n)
CPT-17A
log not available

Kehoe Testing & Engineering
Office: (71 4) 901 -7270
FEW: (71 4) 901 -7289
I CPT Data
30 ton rig I Date: 19/Jun/2006
- Test ID: CPT-19 I 1 Project: AnaheimHills
Client: Leighton & Associates I Job Site: Gypsum Canyon Rd I Tip Stress COR Sleeve Stress Pore Pressure Ratio COR SBT FR 0 (tsf) 900 0 (t~f) 15 -1 (tsf) 6 0 (yo) 8 2 (Rob. 1986) 12 75 Maxhunl depth: 55.61 (ft)
CHJ Consultants (CHJ)
2003

GeoSoils Inc. (GSI)
2003, 1989
GeoSoils, Inc. (GSI)
Field Exploration

APPENDIX B
Geotechnical Laboratory Procedures
and Test Results
Mr. Tim Deutsch, ORANGE COUNTY CEMETERY DISTRICT
Final Preliminary Report of Geotechnical Studies and Review of Preliminary Grading for TPM 2022-160, Gypsum Canyon Cemetery Site, City of Anaheim, County of Orange, California June 12, 2023 B-1 GMU Project 20-108-03

APPENDIX B

GMU GEOTECHNICAL LABORATORY PROCEDURES AND TEST RESULTS

MOISTURE AND DENSITY
Field moisture content and in-place density were determined for each 6-inch sample sleeve of undisturbed soil material obtained from the drill holes and test pits. The field moisture content was determined in general accordance with ASTM Test Method D2216 by obtaining one-half the moisture sample from each end of the 6-inch sleeve or a representative sample from each bag. The in-place dry density of the sample was determined by using the wet weight of the entire sample.

At the same time the field moisture content and in-place density were determined, the soil material at each end of the sleeve was classified according to the Unified Soil Classification System. The results of the field moisture content and in-place density determinations are presented on the righthand column of the Log of Drill Hole and are summarized on Table B-1. The results of the visual classifications were used for general reference.

PARTICLE SIZE DISTRIBUTION
As part of the engineering classification of the materials underlying the site, samples were tested to determine the distribution of particle sizes. The distribution was determined in general accordance with ASTM Test Method D422 using U.S. Standard Sieve Openings 3", 1.5", 3/4, 3/8, and U.S. Standard Sieve Nos. 4, 10, 20, 40, 60, 100, and 200. In addition, on some samples a standard hydrometer test was performed to determine the distribution of particle sizes passing the No. 200 sieve (i.e., silt and clay-size particles). The results of the tests are contained in Appendix B. Key distribution categories (% gravel; % sand, etc.) are contained on Table B-1.

ATTERBERG LIMITS
As part of the engineering classification of the soil material, samples of the on-site soil material were tested to determine relative plasticity. This relative plasticity is based on the Atterberg limits determined in general accordance with ASTM Test Method D4318. The results of these tests are contained in this Appendix B and also Table B-1.

COMPACTION TESTS
Bulk sample representative of the on-site materials were tested to determine the maximum dry density and optimum moisture content of the soil. These compactive characteristics were determined in general accordance with ASTM Test Method D 1557. The results of this test are contained in Appendix B and also Table B-1.

Mr. Tim Deutsch, ORANGE COUNTY CEMETERY DISTRICT
Final Preliminary Report of Geotechnical Studies and Review of Preliminary Grading for TPM 2022-160, Gypsum Canyon Cemetery Site, City of Anaheim, County of Orange, California June 12, 2023 B-2 GMU Project 20-108-03

DIRECT SHEAR STRENGTH TESTS
Direct shear tests were performed on typical on-site materials. The general philosophy and procedure of the tests were in accord with ASTM Test Method D 3080 - “Direct Shear Tests for Soils Under Consolidated Drained Conditions”.

The tests are single shear tests and are performed using a sample diameter of 2.416 inches and a height of 1.00 inch. The normal load is applied by a vertical dead load system. A constant rate of strain is applied to the upper one-half of the sample until failure occurs. Shear stress is monitored by a strain gauge-type precision load cell and deflection is measured with a digital dial indicator.

This data is transferred electronically to data acquisition software which plots shear strength vs. deflection. The shear strength plots are then interpreted to determine either peak or ultimate shear strengths. Residual strengths were obtained through multiple shear box reversals. A strain rate compatible with the grain size distribution of the soils was utilized. The interpreted results of these tests are shown in Appendix B.

APPENDIX B-1
Recent Laboratory Test Results by GMU
DH-1 0 645.0 Qaf ML-CL 15.8 120.0 11.5
DH-1 10 635.0 Qaf ML-CL 13.1 116 82
DH-1 20 625.0 Qaf ML-CL 14.9 115 89
DH-1 30 615.0 Qls ML 15.6 116 96
DH-1 33 612.0 Qls ML-CL 19.8
DH-1 36 609.0 Tvs ML-CL 13.7
DH-1 45 600.0 Tvs ML-CL 9.4 119 63
DH-1 47.5 597.5 Tvs ML 9.2
DH-1 50 595.0 Tvs ML-CL 8.4 127 73
DH-1 55 590.0 Tvs ML-CL 10.1 127 87
DH-1 60 585.0 Tvs ML-CL 8.2 123 62
DH-1 65 580.0 Tvs ML-CL 7.9 124 63
DH-1 67.5 577.5 Tvs SM 7.9
DH-1 70 575.0 Tvs ML-CL 8.6 124 68
DH-1 75 570.0 Tvs ML-CL 9.6 126 82
DH-1 82.75 562.3 Tvs CH 13.4 0 15 85 41 51 19 32
DH-1 85 560.0 Tvs CL 10.6 114 63 1 13 86 20 37 22 15
DH-1 90 555.0 Tvs ML-CL 10.5 124 83
DH-1 95 550.0 Tvs ML-CL 8.9 124 72
DH-2 5 631.0 Qaf SC 6.7
DH-2 35 601.0 Tvs CH 11.3
DH-2 40 596.0 Tvs ML-CL 10.1 123 78
DH-2 45 591.0 Tvs ML-CL 8.5 125 70
DH-2 50 586.0 Tvs ML-CL 7.1 122 52
DH-2 55 581.0 Tvs ML-CL 7.0 114 41

SUMMARY OF SOIL LABORATORY DATA
TABLE B-1
USCS
Group
Symbol
PL PI
Sample Information
Boring
Number
In Situ
Water
Content,
%
In Situ
Dry Unit
Weight,
pcf
<2µ,
%
Elevation,
feet
Geologic
Unit
LL Maximum
Dry Unit
Weight,
pcf
Sand,
% pH
R-Value
Chemical Test Results
Expansion
Index
Min.

Resistivity
(ohm/cm)
Chloride
(ppm)
Sulfate
(ppm)
Atterberg Limits
In Situ
Saturation,
%
Depth,
feet
Compaction
<#200,
%
Gravel,
%
Sieve/Hydrometer
Optimum
Water
Content,
%
Project No. 20-108-03
Project: RJM-Veterans Cemetary Supplemental Investigations GMU_TABLE_SOIL_LAB_DATA 20-108-03.GPJ FNC AB GWGN01.GDT 6/6/22 DH-2 60 576.0 Tvs ML-CL 6.3 112 35
DH-2 62.5 573.5 Tvs SM 6.5
DH-2 65 571.0 Tvs ML-CL 6.8 111 37
DH-2 70 566.0 Tvs ML-CL 6.9 113 39
DH-2 75 561.0 Tvs ML-CL 7.9 122 58
DH-2 80 556.0 Tvs ML-CL 10.0 108 50
DH-2 85 551.0 Tvs ML-CL 8.1 110 43
DH-2 90 546.0 Tvs ML-CL 7.7 115 47
DH-2 95 541.0 Tvs ML-CL 7.1 114 42
DH-3 5 623.0 Qaf CL 8.5 130.5 9.0
DH-3 20 608.0 Qaf SC 8.6 123 67
DH-3 40 588.0 Tvs SM 10.2 130 99
DH-3 41 587.0 Tvs SM 11.4
DH-3 60 568.0 Tvs ML-CL 9.2 126 78
DH-3 70 558.0 Tvs ML-CL 14.3 117 91
DH-3 72 556.0 Tvs CH 14.7
DH-3 75 553.0 Tvs ML-CL 10.1 127 87
DH-3 78 550.0 Tvs SM 8.4
DH-4 5 402.0 Qafu SM-SW 2.9 110 15
DH-4 10 397.0 Qal SM 1.3 112 7
DH-4 15 392.0 Qal SW 2.9 109 15
DH-4 20 387.0 Qal SW 3.6 107 17
DH-4 25 382.0 Qal SW 3.0 85 8
DH-4 30 377.0 Qal SW 2.8
DH-4 35 372.0 Qal SW 2.6 101 11

SUMMARY OF SOIL LABORATORY DATA
TABLE B-1
USCS
Group
Symbol
PL PI
Sample Information
Boring
Number
In Situ
Water
Content,
%
In Situ
Dry Unit
Weight,
pcf
<2µ,
%
Elevation,
feet
Geologic
Unit
LL Maximum
Dry Unit
Weight,
pcf
Sand,
% pH
R-Value
Chemical Test Results
Expansion
Index
Min.

Resistivity
(ohm/cm)
Chloride
(ppm)
Sulfate
(ppm)
Atterberg Limits
In Situ
Saturation,
%
Depth,
feet
Compaction
<#200,
%
Gravel,
%
Sieve/Hydrometer
Optimum
Water
Content,
%
Project No. 20-108-03
Project: RJM-Veterans Cemetary Supplemental Investigations GMU_TABLE_SOIL_LAB_DATA 20-108-03.GPJ FNC AB GWGN01.GDT 6/6/22 DH-4 40 367.0 Qal SM 5.8 102 25
DH-4 45 362.0 Qal SM-SP 17.7 107 86
DH-4 50 357.0 Qal SW 10.7 124 86
DH-4 52.5 354.5 Qal SM 9 65 26
DH-4 55 352.0 Qal SM-SC 13.6 122 100
DH-4 60 347.0 Qal SW 12.1 124 95
DH-4 62.5 344.5 Qal SC 4 47 49
DH-4 70 337.0 Qal SM-SW 13.2 118 86
DH-4 75 332.0 Qal SM-SW 9.7 121 70
DH-4 76 331.0 Tvs GW 11.0 114 64
TP- 1 0 NA Qaf SC 10.0
TP- 1 4 NA Qaf CL 11.9 119 81
TP- 1 6 NA Qoal SM 5.3
TP- 1 7 NA Qoal GM 3.7
TP- 2 4 NA Qaf CL 16.0 106 75
TP- 2 4.5 NA Qaf CL 17.6
TP- 3 2 NA Qaf SC 6.8
TP- 5 4.5 NA Qaf SM 5.4
TP- 7 2 NA Qaf SC 6.8
TP- 7 4.5 NA Qoal SC 8.9 121 65
TP- 7 8 NA Qoal SM 7.6
TP- 8 3.5 NA Qaf SM 5.1
TP- 9 3.5 NA Qaf CL 10.3 9
TP- 9 4 NA Qaf ML 11.4 109 59
TP-10 5.5 NA Qaf SC 10.1 117 65

SUMMARY OF SOIL LABORATORY DATA
TABLE B-1
USCS
Group
Symbol
PL PI
Sample Information
Boring
Number
In Situ
Water
Content,
%
In Situ
Dry Unit
Weight,
pcf
<2µ,
%
Elevation,
feet
Geologic
Unit
LL Maximum
Dry Unit
Weight,
pcf
Sand,
% pH
R-Value
Chemical Test Results
Expansion
Index
Min.

Resistivity
(ohm/cm)
Chloride
(ppm)
Sulfate
(ppm)
Atterberg Limits
In Situ
Saturation,
%
Depth,
feet
Compaction
<#200,
%
Gravel,
%
Sieve/Hydrometer
Optimum
Water
Content,
%
Project No. 20-108-03
Project: RJM-Veterans Cemetary Supplemental Investigations GMU_TABLE_SOIL_LAB_DATA 20-108-03.GPJ FNC AB GWGN01.GDT 6/6/22 TP-10 8 NA Qaf SC 11.2
TP-12 6 NA Qaf SM 7.0
TP-12 7 NA Qaf SM 6.5 117 42
TP-14 2.5 NA Qaf 6.1
TP-14 4.5 NA Qaf 4.0 110 21
TP-15 4 NA Qoal 5.6 103 24

SUMMARY OF SOIL LABORATORY DATA
TABLE B-1
USCS
Group
Symbol
PL PI
Sample Information
Boring
Number
In Situ
Water
Content,
%
In Situ
Dry Unit
Weight,
pcf
<2µ,
%
Elevation,
feet
Geologic
Unit
LL Maximum
Dry Unit
Weight,
pcf
Sand,
% pH
R-Value
Chemical Test Results
Expansion
Index
Min.

Resistivity
(ohm/cm)
Chloride
(ppm)
Sulfate
(ppm)
Atterberg Limits
In Situ
Saturation,
%
Depth,
feet
Compaction
<#200,
%
Gravel,
%
Sieve/Hydrometer
Optimum
Water
Content,
%
Project No. 20-108-03
Project: RJM-Veterans Cemetary Supplemental Investigations GMU_TABLE_SOIL_LAB_DATA 20-108-03.GPJ FNC AB GWGN01.GDT 6/6/22 SM
SM
SM
0 10
20 30
40 50
60 0 20 40 60 80 100
PL
32 15
LL PI

Test
Symbol
Depth
(feet)
Geologic
Unit
Tvs
Tvs
DH-1
DH-1
FAT CLAY with SAND (CH)

LEAN CLAY (CL)
51 37
Boring
Number
19 22
Classification
"A" LINE

PLASTICITY INDEX (PI)

LIQUID LIMIT (LL)
CL or OL
ML or OL MH or OH
CH or OH
CL-ML

ATTERBERG LIMITS

82.8 85.0
Insitu Water
Content (%)
13 11
Project: RJM-Veterans Cemetary Supplemental Investigations Project No. 20-108-03
LIMITS 20-108-03.GPJ 6/6/22
80 85
90 95
100
105
110
115
120
125
130
135
140
0 10 20 30 40 50
MOISTURE CONTENT (%)
SG=2.60
SG=2.70
DH-1 11.5
Symbol
Qaf CLAYEY SILT (ML-CL)
Classification
DRY DENSITY (pcf)
Optimum
Moisture
Content, %
Maximum
Dry Density,
pcf
Depth
(feet)

0.0 Geologic
Unit

COMPACTION TEST DATA
120
Boring
Number
Project: RJM-Veterans Cemetary Supplemental Investigations Project No. 20-108-03
DVTCOMP 20-108-03.GPJ 6/6/22
80 85
90 95
100
105
110
115
120
125
130
135
140
0 10 20 30 40 50
SG=2.60
SG=2.70
DH-3 9
Symbol
Qaf SANDY CLAY (CL)
Classification
DRY DENSITY (pcf)
Optimum
Moisture
Content, %
Maximum
Dry Density,
pcf
Depth
(feet)

5.0 Geologic
Unit

COMPACTION TEST DATA
130.5
Boring
Number
Project: RJM-Veterans Cemetary Supplemental Investigations Project No. 20-108-03
DVTCOMP 20-108-03.GPJ 6/6/22
MOISTURE CONTENT (%)

ROCK CORRECTION
130.5 (pcf) @ 9 (%)
0 10
20 30
40 50
60 70
80 90
100
10 1 0.1 0.01 0.001

32 15
GRAVEL

OPENING

SILT CLAY
DH-1
DH-1
DH-4
DH-4
COARSE
3" 1.5"

COARSE MEDIUM FINE

PARTICLE SIZE IN MILLIMETERS

PERCENT FINER BY WEIGHT
51 37
#10
U.S. STANDARD SIEVE NUMBERS
SAND
#20 #40
FINE

82.8 85.0

52.5 62.5
3/8" #4 #60 #100
U.S. STANDARD SIEVE
FAT CLAY with SAND (CH)

LEAN CLAY (CL)
SILTY SAND with GRAVEL (SM)

CLAYEY SAND (SC)
3/4" #200

PARTICLE SIZE DISTRIBUTION
Tvs
Tvs
Qal
Qal
Symbol LL Boring
Number PI Depth
(feet)
Geologic
Unit Classification
Project: RJM-Veterans Cemetary Supplemental Investigations Project No. 20-108-03
GMU_GRAIN_SIZE 20-108-03.GPJ 6/6/22
PROJECT NAME: PROJECT NUMBER: 20-108-03
SAMPLE LOCATION: SAMPLE NUMBER: TP-9
SAMPLE DESCRIPTION: SAMPLE DEPTH: 3.5 - 4.5
SAMPLED BY: TESTED BY: JPG
DATE TESTED: 5/19/2022
A B C

15.7 17.4 19.1
1074 1113 1084

2.45 2.62 2.61
114.8 109.7 105.7
175 130 100
341 275 172
45 28 10
132 140 150

3.88 4.41 4.77
12 7 3
12 7 3
194.4 121.0 43.2
9 9
N.A.
145

5.5 1.5
2100.0
R-VALUE BY EXPANSION PRESSURE:

R-VALUE TEST REPORT
EXPANSION PRESSURE (psf)
COMPACTOR AIR PRESSURE, psi

TEST SPECIMEN
EXPANSION, Inches x 10exp-4

R-VALUE CORRECTED
UNIT MASS OF COVER MATERIAL, kg/m^3 (Assumed):

R-VALUE UNCORRECTED
EXPANSION PRESSURE AT 300 PSI EXUDATION:

DW 4/27/22
WEIGHT OF SAMPLE, grams
GRAVEL FACTOR (Assumed):

R-VALUE AT EQUILIBRIUM:

TRAFFIC INDEX (Assumed):

Supp Invest_Plan Review
R-VALUE BY EXUDATION PRESSURE:

STABILITY Ph 2,000 lbs (160 psi)

TURNS DISPLACEMENT
SANDY CLAY (CL), light brown
EXUDATION PRESSURE, psi
MOISTURE AT COMPACTION %
HEIGHT OF SAMPLE, Inches
DRY DENSITY, pcf

0.0 50.0
100.0
150.0
200.0
250.0
300.0
350.0
400.0
450.0
500.0
0 50 100 150 200 250 300 350 400 450 500

COVER THICKNESS BY STABILOMETER
(mm)

COVER THICKNESS BY EXPANSION PRESSURE
(mm)

COVER THICKNESS (STABILOMETER BY

EXPANSION PRESSURE)
0 50
100
150
200
250
300
350
400
450
500
0 100 200 300 400 500 600 700 800

EXPANSION PRESSURE (PSF)

EXUDATION PRESSURE (PSI)
EXPANSION PRESSURE VS. EXUDATION

PRESSURE
0 10
20 30
40 50
60 70
80 90
0 100 200 300 400 500 600 700 800

R-VALUE

EXUDATION PRESSURE (PSI)
R-VALUE VS. EXUDATION PRESSURE
CT-301 ASTM-D2844
0 1,000
2,000
3,000
4,000
5,000
6,000
7,000
8,000
0 2,000 4,000 6,000 8,000

SAMPLE AND TEST DESCRIPTION

SHEAR TEST DATA
Sample Location:

STRENGTH TYPE
NORMAL STRESS (psf)

STRENGTH PARAMETERS
FRICTION ANGLE (degrees)
SHEAR STRESS (psf)
COHESION (psf)
Notes:

Strain Rate (in/min):

DH-1 @ 0.0 ft Geologic Unit: Classification: CLAYEY SILT (ML-CL)

0.005
92 % Compaction at optimum
Qaf
Sample Preparation: Remolded
Project: RJM-Veterans Cemetary Supplemental Investigations Project No. 20-108-03
Peak Strength 240 25.6
GMU_DIRECT_SHEAR 20-108-03.GPJ GM&U.GDT 6/6/22
Ultimate Strength 156 23.9
0 1,000
2,000
3,000
4,000
5,000
6,000
7,000
8,000
0 2,000 4,000 6,000 8,000

SAMPLE AND TEST DESCRIPTION

SHEAR TEST DATA
Sample Location:

STRENGTH TYPE
NORMAL STRESS (psf)

STRENGTH PARAMETERS
FRICTION ANGLE (degrees)
SHEAR STRESS (psf)
COHESION (psf)
Notes:

Strain Rate (in/min):

DH-1 @ 30.0 ft Geologic Unit: Classification: SILT (ML)

0.001
Sample saturated prior and during shearing
Qls
Sample Preparation: Undisturbed
Project: RJM-Veterans Cemetary Supplemental Investigations Project No. 20-108-03
Peak Strength 862 28.3
GMU_DIRECT_SHEAR 20-108-03.GPJ GM&U.GDT 6/6/22
Ultimate Strength 280 22.4
0 2,000
4,000
6,000
8,000
10,000
12,000
0 2,000 4,000 6,000 8,000 10,000 12,000

SAMPLE AND TEST DESCRIPTION

SHEAR TEST DATA
Sample Location:

STRENGTH TYPE
NORMAL STRESS (psf)

STRENGTH PARAMETERS
FRICTION ANGLE (degrees)
SHEAR STRESS (psf)
COHESION (psf)
Notes:

Strain Rate (in/min):

DH-1 @ 40.0 ft Geologic Unit: Classification: SILT (ML)

0.001
Sample saturated prior and during shearing
Tvs
Sample Preparation: Undisturbed
Project: RJM-Veterans Cemetary Supplemental Investigations Project No. 20-108-03
Peak Strength 171 45.0
GMU_DIRECT_SHEAR 20-108-03.GPJ GM&U.GDT 6/6/22
Ultimate Strength 296 25.4
Residual Strength 206 21.9
0 2,000
4,000
6,000
8,000
10,000
12,000
0 2,000 4,000 6,000 8,000 10,000 12,000

SAMPLE AND TEST DESCRIPTION

SHEAR TEST DATA
Sample Location:

STRENGTH TYPE
NORMAL STRESS (psf)

STRENGTH PARAMETERS
FRICTION ANGLE (degrees)
SHEAR STRESS (psf)
COHESION (psf)
Notes:

Strain Rate (in/min):

DH-1 @ 85.0 ft Geologic Unit: Classification: LEAN CLAY (CL)

0.001
Sample saturated prior and during shearing
Tvs
Sample Preparation: Undisturbed
Project: RJM-Veterans Cemetary Supplemental Investigations Project No. 20-108-03
Peak Strength 431 25.2
GMU_DIRECT_SHEAR 20-108-03.GPJ GM&U.GDT 6/6/22
Ultimate Strength 384 20.3
Residual Strength 696 14.2
0 2,000
4,000
6,000
8,000
10,000
12,000
0 2,000 4,000 6,000 8,000 10,000 12,000

SAMPLE AND TEST DESCRIPTION

SHEAR TEST DATA
Sample Location:

STRENGTH TYPE
NORMAL STRESS (psf)

STRENGTH PARAMETERS
FRICTION ANGLE (degrees)
SHEAR STRESS (psf)
COHESION (psf)
Notes:

Strain Rate (in/min):

DH-3 @ 5.0 ft Geologic Unit: Classification: SANDY CLAY (CL)

0.005
92% Compaction at optimum
Qaf
Sample Preparation: Remolded
Project: RJM-Veterans Cemetary Supplemental Investigations Project No. 20-108-03
Peak Strength 329 27.7
GMU_DIRECT_SHEAR 20-108-03.GPJ GM&U.GDT 6/6/22
Ultimate Strength 244 27.9
0 2,000
4,000
6,000
8,000
10,000
12,000
0 2,000 4,000 6,000 8,000 10,000 12,000

SAMPLE AND TEST DESCRIPTION

SHEAR TEST DATA
Sample Location:

STRENGTH TYPE
NORMAL STRESS (psf)

STRENGTH PARAMETERS
FRICTION ANGLE (degrees)
SHEAR STRESS (psf)
COHESION (psf)
Notes:

Strain Rate (in/min):

DH-3 @ 40.0 ft Geologic Unit: Classification: SILTY SAND (SM)

0.01 Sample saturated prior and during shearing
Tvs
Sample Preparation: Undisturbed
Project: RJM-Veterans Cemetary Supplemental Investigations Project No. 20-108-03
Peak Strength 2272 35.8
GMU_DIRECT_SHEAR 20-108-03.GPJ GM&U.GDT 6/6/22
Ultimate Strength 0 30.0
0 1,000
2,000
3,000
4,000
5,000
6,000
7,000
8,000
0 2,000 4,000 6,000 8,000

SAMPLE AND TEST DESCRIPTION

SHEAR TEST DATA
Sample Location:

STRENGTH TYPE
NORMAL STRESS (psf)

STRENGTH PARAMETERS
FRICTION ANGLE (degrees)
SHEAR STRESS (psf)
COHESION (psf)
Notes:

Strain Rate (in/min):

DH-4 @ 40.0 ft Geologic Unit: Classification: SILTY SAND (SM)

0.01 Sample saturated prior and during shearing
Qal
Sample Preparation: Undisturbed
Project: RJM-Veterans Cemetary Supplemental Investigations Project No. 20-108-03
Peak Strength 258 31.8
GMU_DIRECT_SHEAR 20-108-03.GPJ GM&U.GDT 6/6/22
Ultimate Strength 96 28.8
0 2,000
4,000
6,000
8,000
10,000
0 2,000 4,000 6,000 8,000 10,000

SAMPLE AND TEST DESCRIPTION

SHEAR TEST DATA
Sample Location:

STRENGTH TYPE
NORMAL STRESS (psf)

STRENGTH PARAMETERS
FRICTION ANGLE (degrees)
SHEAR STRESS (psf)
COHESION (psf)
Notes:

Strain Rate (in/min):

DH-4 @ 55.0 ft Geologic Unit: Classification:

0.01 Sample saturated prior and during shearing
Qal
Sample Preparation: Undisturbed
Project: RJM-Veterans Cemetary Supplemental Investigations Project No. 20-108-03
Peak Strength 0 47.1
GMU_DIRECT_SHEAR 20-108-03.GPJ GM&U.GDT 6/6/22
Ultimate Strength 0 40.9
Residual Strength 0 43.9
SILTY SAND with CLAY
and GRAVEL (SM-SC)
APPENDIX B-2
Previous Laboratory Test Results by GMU
20-108-01
DH-1 10 445.0 Qaf SM 3.4
DH-1 20 435.0 Qaf SM 3.2
DH-1 28 427.0 Qaf SM 2.8 140.0 5.5 7.2 63 54 4664
DH-1 30 425.0 Qaf SM 2.5
DH-1 42.5 412.5 Qaf SM 0.7
DH-1 47.5 407.5 Qaf SM 3.1

SUMMARY OF SOIL LABORATORY DATA
TABLE B-1
USCS
Group
Symbol
PL PI
Sample Information
Boring
Number
In Situ
Water
Content,
%
In Situ
Dry Unit
Weight,
pcf
<2µ,
%
Elevation,
feet
Geologic
Unit
LL Maximum
Dry Unit
Weight,
pcf
Sand,
% pH
R-Value
Chemical Test Results
Expansion
Index
Min.

Resistivity
(ohm/cm)
Chloride
(ppm)
Sulfate
(ppm)
Atterberg Limits
In Situ
Saturation,
%
Depth,
feet
Compaction
<#200,
%
Gravel,
%
Sieve/Hydrometer
Optimum
Water
Content,
%
Project No. 20-108-01
Project: RJM - Veterans Cemetery Flagpole
GMU_TABLE_SOIL_LAB_DATA 20-108-01.GPJ FNC AB GWGN01.GDT 12/10/21 100
105
110
115
120
125
130
135
140
145
0 10 20 30 40 50
SG=2.60
SG=2.70
DH-1 5.5
Symbol
Qaf SILTY SAND with GRAVEL (SM)
Classification
DRY DENSITY (pcf)
Optimum
Moisture
Content, %
Maximum
Dry Density,
pcf
Depth
(feet)

28.0 Geologic
Unit

COMPACTION TEST DATA
140
Boring
Number
Project: RJM - Veterans Cemetery Flagpole
Project No. 20-108-01
DVTCOMP 20-108-01.GPJ 12/10/21
MOISTURE CONTENT (%)

ROCK CORRECTION
140 (pcf) @ 5.5 (%)
0 500
1,000
1,500
2,000
2,500
3,000
3,500
4,000
0 1,000 2,000 3,000 4,000

SAMPLE AND TEST DESCRIPTION

SHEAR TEST DATA
Sample Location:

STRENGTH TYPE
NORMAL STRESS (psf)

STRENGTH PARAMETERS
FRICTION ANGLE (degrees)
SHEAR STRESS (psf)
COHESION (psf)
Notes:

Strain Rate (in/min):

DH-1 @ 28.0 ft Geologic Unit: Classification:

0.005
82% Compaction at optimum
Qaf
Sample Preparation: Remolded
Project: RJM - Veterans Cemetery Flagpole
Project No. 20-108-01
Peak Strength 156 38.9
GMU_DIRECT_SHEAR 20-108-01.GPJ GM&U.GDT 12/10/21
Ultimate Strength 42 39.0
SILTY SAND with GRAVEL
(SM)
APPENDIX B-3
Previous Laboratory Test Results by Others
Leighton Consulting, Inc.
2019
Exploration Boring I.D. Sample No. Depth USCS γdmax wopt (90%)γdmax γdmax wopt (90%)γdmax LL PL PI (feet) (pcf) (%) (pcf) (%)
2019 B B1 0 to 5 SM 130.1 9 117.1 133.1 8.2 119.8
B B2 15 to 20 SM 134.6 7.4 121.1 136.3 7 122.7
D B1 10 to 20 (SC-SM) 132.5 8.3 119.3 135.5 7.6 122.0
E B1 0 to 5 SMg 136.3 6.5 122.7 139 6 125.1
I B1 0 to 5 SM 121.2 11.4 109.1 125.9 10 113.3
I B2 15 to 20 SC 133.1 8.2 119.8 134.8 7.8 121.3
J B1 5 to 10 s(CL) 126.9 10.5 114.2 40 16 24
J B2 15 to 20 SC 132.3 8.8 119.1 134.7 8.2 121.2 31 16 15 BA-1 B1 3 to 8 (SM)g 134.2 6.8 120.8 139.2 5.8 125.3
BA-1 B4 36 to 39 SM 138 6 124.2 139.8 5.6 125.8
BA-2 B4 28 to 30 SCg 135.6 6.7 122.0 145 4.8 130.5
BA-3 B1 5 to 10 (SW-SC)g 134.7 7.5 121.2 147.2 4.8 132.5 BA-3 B5 33 to 36 (SC-SM)g 130.8 8.5 117.7 141 6.1 126.9 2006 BA-1 B1 5 SC 132.5 7.5 119.3 135 7 121.5
B2 33 SM 130.5 8 117.5 135 7 121.5
BA-3 B1 5 SC 124 8.5 111.6 127.5 7.5 114.8
BA-5 B2 15 CHs 110 12.5 99.0 53 24 29
B3 27 sCL 122.5 9.5 110.3 126 8.5 113.4
BA-16 B1 6 GCs 135 6.5 121.5 140.5 5.5 126.5
BA-17 B1 5 GCs 139 6 125.1 141 5.5 126.9
B2 15 gCLs 121 9.5 108.9 128.5 8 115.7 34 20 14
HS-5 B2 15 to 20 SCg 129 7.5 116.1 135.5 6 122.0
HS-6 B1 0 to 5 sCL 118.5 11 106.7 37 18 19
B3 50 to 55 SC 132.5 7.5 119.3
HS-9 B1 0 to 5 SCg 137 7 123.3 139.5 6.5 125.6
HS-14 B2 20 to 25 sCL 121.5 9 109.4 43 16 27
HS-15 B1 5 to 10 sCL 123 8.5 110.7 35 16 19
Proposed Gypsum Canyon Cemetery
SR91 and Gypsum Canyon Road
Anaheim, California
Project No. 12417.001
Summary of Moisture-Density Relationship Tests - Modified Proctor (ASTM D1557) Tested By: R. Manning Date: 08/13/19
Input By: J. Ward Date: 08/29/19
Depth (ft.): 15-20
X Moist Rammer Weight (lb.) = 10.0
Dry # 3/4 Height of Drop (in.) = 18.0
X # 3/8
# 4 6.3 0.03320
123456
3844 3993 3965
1817 1817 1817
2027 2176 2148
509.6 530.2 420.0
488.1 498.1 387.0

39.7 63.6 38.9

4.79 7.39 9.48
134.6 144.5 142.6
128.4 134.6 130.3
134.6 7.4
136.3 7.0
X Procedure A
Soil Passing No. 4 (4.75 mm) Sieve
Mold : 4 in. (101.6 mm) diameter
Layers : 5 (Five)
Blows per layer : 25 (twenty-five)
May be used if + # 4 is 20% or less
Procedure B
Soil Passing 3/8 in. (9.5 mm) Sieve
Mold : 4 in. (101.6 mm) diameter
Layers : 5 (Five)
Blows per layer : 25 (twenty-five)
Use if + # 4 is > 20% and + 3/8 in. is
20% or less
Procedure C
Soil Passing 3/4 in. (19.0 mm) Sieve
Mold : 6 in. (152.4 mm) diameter
Layers : 5 (Five)
Blows per layer : 56 (fifty-six)
Use if + 3/8 in. is > 20% and + ¾ in.
is < 30%
Particle-Size Distribution:
6:59:35
GR:SA:FI
Atterberg Limits:

LL,PL,PI

MODI FI ED PROCTOR COMPACTI ON TEST
ASTM D 1557
Weight of Mold (g)
OC Cemetery District - Gypsum Canyon
19-B
Wt. Compacted Soil + Mold (g)
B2
Soil Identification:
12417.001
Project Name:

Optimum Moisture Content (% )
Corrected Moisture Content (% )
Mold Volume (ft³ )
TEST NO.

Weight of Container (g)
Manual Ram
Dry Weight of Soil + Cont. (g)
Compaction
Method
Project No.:

Boring No.:

Sample No.:

Yellowish brown silty sand (SM)
Scalp Fraction (% )
Maximum Dry Density (pcf)
Note: Corrected dry density calculation assumes specific gravity of 2.70 and moisture content of 1.0% for oversize particles
Corrected Dry Density (pcf)
Preparation
Method:

Dry Density (pcf)
Mechanical Ram
Net Weight of Soil (g)
Wet Density (pcf)
Moisture Content (% )
Wet Weight of Soil + Cont. (g)
120.0
125.0
130.0
135.0
140.0

0.0 5.0 10.0 15.0 20
Dry Density (pcf)
Moisture Content (%)
SP. GR. = 2.65
SP. GR. = 2.70
SP. GR. = 2.75
MX 19-B, B2 @ 15-20
Tested By: R. Manning Date: 08/13/19
Input By: J. Ward Date: 08/29/19
Depth (ft.): 0-5
X Moist Rammer Weight (lb.) = 10.0
Dry # 3/4 Height of Drop (in.) = 18.0
X # 3/8 10.0
# 4 0.03320
123456
3904 4010 3980 3894
1817 1817 1817 1817
2087 2193 2163 2077
525.3 503.7 444.3 427.0
505.0 473.7 408.6 385.4

39.4 38.6 38.9 39.3

4.36 6.89 9.66 12.02
138.6 145.6 143.6 137.9
132.8 136.2 131.0 123.1
136.3 6.5
139.0 6.0
Procedure A
Soil Passing No. 4 (4.75 mm) Sieve
Mold : 4 in. (101.6 mm) diameter
Layers : 5 (Five)
Blows per layer : 25 (twenty-five)
May be used if + # 4 is 20% or less
X Procedure B
Soil Passing 3/8 in. (9.5 mm) Sieve
Mold : 4 in. (101.6 mm) diameter
Layers : 5 (Five)
Blows per layer : 25 (twenty-five)
Use if + # 4 is > 20% and + 3/8 in. is
20% or less
Procedure C
Soil Passing 3/4 in. (19.0 mm) Sieve
Mold : 6 in. (152.4 mm) diameter
Layers : 5 (Five)
Blows per layer : 56 (fifty-six)
Use if + 3/8 in. is > 20% and + ¾ in.
is < 30%
Particle-Size Distribution:
18:49:33
GR:SA:FI
Atterberg Limits:

LL,PL,PI

MODI FI ED PROCTOR COMPACTI ON TEST
ASTM D 1557
Yellowish brown silty sand with gravel (SM)g
Weight of Mold (g)
OC Cemetery District - Gypsum Canyon
19-E
Wt. Compacted Soil + Mold (g)
B1
Soil Identification:
12417.001
Project Name:

Project No.:

Boring No.:

Sample No.:

Mold Volume (ft³ )
TEST NO.

Note: Corrected dry density calculation assumes specific gravity of 2.70 and moisture content of 1.0% for oversize particles
Preparation Scalp Fraction (% )
Method:

Optimum Moisture Content (% )
Corrected Moisture Content (% )
Maximum Dry Density (pcf)
Corrected Dry Density (pcf)
Dry Density (pcf)
Mechanical Ram
Net Weight of Soil (g)
Wet Density (pcf)
Moisture Content (% )
Wet Weight of Soil + Cont. (g)
Weight of Container (g)
Manual Ram
Dry Weight of Soil + Cont. (g)
Compaction
Method
120.0
125.0
130.0
135.0
140.0

0.0 5.0 10.0 15.0 20
Dry Density (pcf)
Moisture Content (%)
SP. GR. = 2.65
SP. GR. = 2.70
SP. GR. = 2.75
MX 19-E, B1 @ 0-5
Project Name: Tested By: S. Felter Date: 08/13/19
Project No. : Input By: J. Ward Date: 09/10/19
Boring No.: Checked By: J. Ward
Sample No.: Depth (ft.)
Soil Identification:
121234
33 26 20

10.48 10.34 20.29 20.51 20.34

9.23 9.19 13.94 14.02 13.72

1.11 1.17 1.10 1.08 1.16

15.39 14.34 49.45 50.15 52.71
51 15
36 CH
PI at "A" - Line = 0.73(LL-20) 22.63
One - Point Liquid Limit Calculation
LL = Wn(N/25)

PROCEDURES USED
Wet Preparation
Multipoint - Wet
X Dry Preparation
Multipoint - Dry
X Procedure A
Multipoint Test
Procedure B
One-point Test

ATTERBERG LI MI TS
ASTM D 4318
12417.001
19-E
S3 20.0
OC Cemetery District - Gypsum Canyon
Dry Wt. of Soil + Cont. (g)
Wt. of Container (g)
Moisture Content (% ) [Wn]
Yellowish brown fat clay (CH)
TEST
NO.

Liquid Limit
Plastic Limit
Plasticity I ndex
Classification
Number of Blows [N]
Wet Wt. of Soil + Cont. (g)

PLASTIC LIMIT LIQUID LIMIT
0 10
20 30
40 50
60 0 10203040 506070 8090 100
Plasticity Index (PI)
Liquid Limit (LL)

0.121
CL or OL
ML or OL
MH or OH
For classification of finegrained soils and finegrained fraction of coarsegrained soils "A" Line
7 4
CH or OH
CL- ML
48 49
50 51
52 53
54 10 100
Moisture Content (%)
Number of Blows
20 25 30 40 50 60 70 80 90
Project Name: Tested By: S. Felter Date: 08/14/19
Project No. : Input By: J. Ward Date: 09/10/19
Boring No.: Checked By: J. Ward
Sample No.: Depth (ft.)
Soil Identification:
121234
34 26 20

10.10 10.18 20.14 20.44 20.06

8.80 8.88 13.58 13.68 13.39

1.12 1.03 1.08 1.12 1.10

16.93 16.56 52.48 53.82 54.27
54 17
37 CH
PI at "A" - Line = 0.73(LL-20) 24.82
One - Point Liquid Limit Calculation
LL = Wn(N/25)

PROCEDURES USED
Wet Preparation
Multipoint - Wet
X Dry Preparation
Multipoint - Dry
X Procedure A
Multipoint Test
Procedure B
One-point Test

ATTERBERG LI MI TS
ASTM D 4318
12417.001
19-E
S4 30.0
OC Cemetery District - Gypsum Canyon
Dry Wt. of Soil + Cont. (g)
Wt. of Container (g)
Moisture Content (% ) [Wn]
Yellowish brown fat clay with sand (CH)s
TEST
NO.

Liquid Limit
Plastic Limit
Plasticity I ndex
Classification
Number of Blows [N]
Wet Wt. of Soil + Cont. (g)

PLASTIC LIMIT LIQUID LIMIT
0 10
20 30
40 50
60 0 10203040 506070 8090 100
Plasticity Index (PI)
Liquid Limit (LL)

0.121
CL or OL
ML or OL
MH or OH
For classification of finegrained soils and finegrained fraction of coarsegrained soils "A" Line
7 4
CH or OH
CL- ML
52 53
54 55
10 100
Moisture Content (%)
Number of Blows
20 25 30 40 50 60 70 80 90
Project Name: Tested By: S. Felter Date: 08/14/19
Project No. : Input By: J. Ward Date: 09/10/19
Boring No.: Checked By: J. Ward
Sample No.: Depth (ft.)
Soil Identification:
121234
34 26 20

10.45 10.39 20.40 20.16 21.20

9.21 9.18 14.21 13.92 14.44

1.05 1.12 1.04 1.07 1.01

15.20 15.01 47.00 48.56 50.34
49 15
34 CL
PI at "A" - Line = 0.73(LL-20) 21.17
One - Point Liquid Limit Calculation
LL = Wn(N/25)

PROCEDURES USED
Wet Preparation
Multipoint - Wet
X Dry Preparation
Multipoint - Dry
X Procedure A
Multipoint Test
Procedure B
One-point Test

ATTERBERG LI MI TS
ASTM D 4318
12417.001
19-F
S5 40.0
OC Cemetery District - Gypsum Canyon
Dry Wt. of Soil + Cont. (g)
Wt. of Container (g)
Moisture Content (% ) [Wn]
Brown lean clay (CL)
TEST
NO.

Liquid Limit
Plastic Limit
Plasticity I ndex
Classification
Number of Blows [N]
Wet Wt. of Soil + Cont. (g)

PLASTIC LIMIT LIQUID LIMIT
0 10
20 30
40 50
60 0 10203040 506070 8090 100
Plasticity Index (PI)
Liquid Limit (LL)

0.121
CL or OL
ML or OL
MH or OH
For classification of finegrained soils and finegrained fraction of coarsegrained soils "A" Line
7 4
CH or OH
CL- ML
46 47
48 49
50 51
10 100
Moisture Content (%)
Number of Blows
20 25 30 40 50 60 70 80 90
Project Name: Tested By: R. Manning Date: 08/13/19
Project No. : Input By: J. Ward Date: 09/10/19
Boring No.: Checked By: J. Ward
Sample No.: Depth (ft.)
Soil Identification:
121234
34 26 18

19.14 18.48 25.15 25.90 27.90

18.06 17.48 21.96 22.40 23.62

11.20 11.08 13.37 13.55 13.41

15.74 15.63 37.14 39.55 41.92
40 16
24 CL
PI at "A" - Line = 0.73(LL-20) 14.6
One - Point Liquid Limit Calculation
LL = Wn(N/25)

PROCEDURES USED
Wet Preparation
Multipoint - Wet
X Dry Preparation
Multipoint - Dry
X Procedure A
Multipoint Test
Procedure B
One-point Test

ATTERBERG LI MI TS
ASTM D 4318
12417.001
19-J
B1 5-10
OC Cemetery District - Gypsum Canyon
Dry Wt. of Soil + Cont. (g)
Wt. of Container (g)
Moisture Content (% ) [Wn]
Yellowish brown sandy lean clay s(CL)
TEST
NO.

Liquid Limit
Plastic Limit
Plasticity I ndex
Classification
Number of Blows [N]
Wet Wt. of Soil + Cont. (g)

PLASTIC LIMIT LIQUID LIMIT
0 10
20 30
40 50
60 0 10203040 506070 8090 100
Plasticity Index (PI)
Liquid Limit (LL)

0.121
CL or OL
ML or OL
MH or OH
For classification of finegrained soils and finegrained fraction of coarsegrained soils "A" Line
7 4
CH or OH
CL- ML
36 37
38 39
40 41
42 43
10 100
Moisture Content (%)
Number of Blows
20 25 30 40 50 60 70 80 90
Project Name: Tested By: R. Manning Date: 08/13/19
Project No. : Input By: J. Ward Date: 09/10/19
Boring No.: Checked By: J. Ward
Sample No.: Depth (ft.)
Soil Identification:
121234
34 26 16

19.41 19.45 26.70 25.60 26.70

18.28 18.30 23.71 22.80 23.49

11.04 11.03 13.60 13.66 13.46

15.61 15.82 29.57 30.63 32.00
31 16
15 CL
PI at "A" - Line = 0.73(LL-20) 8.03
One - Point Liquid Limit Calculation
LL = Wn(N/25)

PROCEDURES USED
Wet Preparation
Multipoint - Wet
X Dry Preparation
Multipoint - Dry
X Procedure A
Multipoint Test
Procedure B
One-point Test

ATTERBERG LI MI TS
ASTM D 4318
12417.001
19-J
B2 15-20
OC Cemetery District - Gypsum Canyon
Dry Wt. of Soil + Cont. (g)
Wt. of Container (g)
Moisture Content (% ) [Wn]
Yellowish brown clayey sand (SC)
TEST
NO.

Liquid Limit
Plastic Limit
Plasticity I ndex
Classification
Number of Blows [N]
Wet Wt. of Soil + Cont. (g)

PLASTIC LIMIT LIQUID LIMIT
0 10
20 30
40 50
60 0 10203040 506070 8090 100
Plasticity Index (PI)
Liquid Limit (LL)

0.121
CL or OL
ML or OL
MH or OH
For classification of finegrained soils and finegrained fraction of coarsegrained soils "A" Line
7 4
CH or OH
CL- ML
29 30
31 32
33 10 100
Moisture Content (%)
Number of Blows
20 25 30 40 50 60 70 80 90
Project Name: Tested By: R. Manning Date: 08/29/19
Project No. : Input By: J. Ward Date: 09/10/19
Boring No.: Checked By: J. Ward
Sample No.: Depth (ft.)
Soil Identification:
121234
35 25 17

18.45 18.27 23.71 22.42 23.87

17.54 17.39 20.73 19.63 20.37

11.11 11.14 13.70 13.63 13.36

14.15 14.08 42.39 46.50 49.93
46 14
32 CL
PI at "A" - Line = 0.73(LL-20) 18.98
One - Point Liquid Limit Calculation
LL = Wn(N/25)

PROCEDURES USED
Wet Preparation
Multipoint - Wet
X Dry Preparation
Multipoint - Dry
X Procedure A
Multipoint Test
Procedure B
One-point Test
Plasticity I ndex
Classification
Number of Blows [N]
Wet Wt. of Soil + Cont. (g)

PLASTIC LIMIT LIQUID LIMIT
Dry Wt. of Soil + Cont. (g)
Wt. of Container (g)
Moisture Content (% ) [Wn]
Reddish brown lean clay (CL)
TEST
NO.

Liquid Limit
Plastic Limit

ATTERBERG LI MI TS
ASTM D 4318
12417.001
BA-3
B-7 63.0
OC Cemetery District - Gypsum Canyon
0 10
20 30
40 50
60 0 10203040 506070 8090 100
Plasticity Index (PI)
Liquid Limit (LL)

0.121
CL or OL
ML or OL
MH or OH
For classification of finegrained soils and finegrained fraction of coarsegrained soils "A" Line
7 4
CH or OH
CL- ML
41 42
43 44
45 46
47 48
49 50
51 10 100
Moisture Content (%)
Number of Blows
20 25 30 40 50 60 70 80 90
Tested By: R. Manning Date: 08/14/19
Checked By: J. Ward Date: 09/10/19
Depth (ft.):

Dry Wt. of Soil + Cont. (g)
Wt. of Container No. (g)
Dry Wt. of Soil (g)
Weight Soil Retained on # 4 Sieve
Percent Passing # 4
SPECI MEN I NUNDATI ON in distilled water for the period of 24 h or expansion rate < 0.0002 in./h Project No.: 12417.001
Boring No.:

EXPANSI ON I NDEX of SOI LS
ASTM D 4829
Project Name:
19-E
OC Cemetery District - Gypsum Canyon
1000.00

0.00 1000.00

0.00 0-5
Sample No.: B1
Soil Identification: Yellowish brown silty sand with gravel (SM)g Specimen Diameter (in.) 4.01 4.01
100.00
MOLDED SPECI MEN Before Test After Test
Specimen Height (in.) 1.0000 1.0085
Wt. Comp. Soil + Mold (g) 597.70 454.77
Wt. of Mold (g) 166.20 0.00
Specific Gravity (Assumed) 2.70 2.70
Container No. O O
Wet Wt. of Soil + Cont. (g) 857.40 620.97
Dry Wt. of Soil + Cont. (g) 798.40 567.97
Wt. of Container (g) 0.00 166.20
Moisture Content (% ) 7.39 13.19
Wet Density (pcf) 130.2 136.0
Dry Density (pcf) 121.2 120.2
Void Ratio 0.391 0.403
Total Porosity 0.281 0.287
Pore Volume (cc) 58.2 59.9
Degree of Saturation (% ) [ S meas] 51.0 88.4
Date Time Pressure (psi) Elapsed Time
(min.)
Dial Readings
(in.)
10 08/14/19 10:50 1.0 0 0.4345
08/14/19 11:00 0.4335
Add Distilled Water to the Specimen
08/14/19 12:00 1.0 60 0.4345

1.0 0.4430
08/15/19 7:00 1.0 1200 0.4430
08/14/19 14:20 1.0 200
Expansion Index (EI meas) = ((Final Rdg - Initial Rdg) / Initial Thick.) x 1000 10 Project Name: Tested By: S. Felter Date: 08/13/19
Project No.: 12417.001 Checked By: J. Ward Date: 08/26/19 Boring No.: 19-A Depth (feet): 10.0
Sample No.: S2
Soil Identification: Brown clayey sand with gravel (SC)g 969 0.0
709.3 0.0
109.8 1.0
599.5 0.0
969
585.2
109.8
475.4
(in.) (mm.)
1 1/2" 37.5
1" 25.0
3/4" 19.0
1/2" 12.5
3/8" 9.5
# 4 4.75
# 8 2.36
# 16 1.18
# 30 0.600
# 50 0.300
# 100 0.150
# 200 0.075
GRAVEL: 17 %
SAND: 62 %
FINES: 21 %
GROUP SYMBOL: (SC)g
Remarks:

0.0 306.2
250.2

21.0 437.5 27.0

97.4 83.3

58.3 187.2 68.8
Wt. of Dry Soil + Cont. (g)
Container No.
473.9

37.1 PAN
Cc = (D30)² /(D60* D10) =

15.8 99.9
100.0
377.3

48.9 Wt. of Container (g)
Moisture Content of Total Air - Dry Soil
Wt. of Container No._____ (g)
Wt. of Air-Dried Soil + Cont.(g)
Cu = D60/D10 =
U. S. Sieve Size Percent Passing (% )
Wt. of Air-Dry Soil + Cont. (g)
After Wet Sieve
Dry Wt. of Soil (g)
Cumulative Weight
Dry Soil Retained (g)
Moisture Content (% )
Wt. of Dry Soil + Container (g)
Wt. of Container (g)
Dry Wt. of Soil Retained on # 200 Sieve (g)

PARTI CLE-SI ZE DI STRI BUTI ON (GRADATI ON)
ASTM D 6913
Container No.:
of SOI LS USI NG SI EVE ANALYSI S
OC Cemetery District - Gypsum Canyon
U.S. STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER

GRAVEL FINES

COARSE COARSE MEDIUM FINE CLAY
12417.001
SAND

FINE SILT

HYDROMETER

3.0" 1 1/2" 3/4" 3/8" # 4 # 8 # 16 # 30 # 50 # 100 # 200 OC Cemetery District - Gypsum Canyon
Project No.:
19-A Sample No.:

PARTI CLE - SI ZE

DI STRI BUTI ON
ASTM D 6913
Soil Identification: Brown clayey sand with gravel (SC)g (SC)g
GR:SA:FI : (% )
Boring No.:

Depth (feet): 10.0 Soil Type :

Project Name:
17 : 62 : 21
S2
Aug-19
0 10
20 30
40 50
60 70
80 90
100
100.000 10.000 1.000 0.100 0.010 0.001

PERCENT FINER BY WEIGHT
PARTICLE - SIZE (mm)
"
SA 19-A, S2 @ 10
Project Name: Tested By: O. Figueroa Date: 08/16/19
Project No.: 12417.001 Checked By: J. Ward Date: 08/26/19 Boring No.: 19-B Depth (feet): 0-5
Sample No.: B1
Soil Identification: Yellowish brown silty sand (SM)
Whole Sample Sample Passing
# 4 Whole Sample Sample
passing # 4
Z-1 923 Wt. of Air-Dry Soil + Cont.(g) 0.0 0.0
2787.8 640.8 Wt. of Dry Soil + Cont. (g) 0.0 0.0
241.5 108.3 Wt. of Container No._____(g) 1.0 1.0
2546.3 532.5 Moisture Content (% ) 0.0 0.0
923
527.8
108.3
419.5
(mm.)
1 1/2"
1"
3/4"
1/2"
3/8"
# 4
# 8
# 16
# 30
# 50
# 100
# 200
GRAVEL: 10 %
SAND: 70 %
FINES: 20 %
GROUP SYMBOL: SM
Remarks:

Wt. of Container (g)

52.0 Cu = D60/D10 =
Cc = (D30)² /(D60* D10) =

PARTI CLE-SI ZE DI STRI BUTI ON (GRADATI ON)
ASTM D 6913
Container No.:

OC Cemetery District - Gypsum Canyon
Moisture Contents Calculation of Dry Weights
of SOI LS USI NG SI EVE ANALYSI S

84.1 19.8

99.2 31.3

76.4 68.2

95.9 9.5 94.1

37.5 Wt. of Dry Soil + Container (g)

90.1 Cumulative Weight of Dry Soil Retained (g) U. S. Sieve Size Wt. Air-Dried Soil + Cont.(g)
Sample Passing # 4
Passing # 4 Material After Wet Sieve
Wt. of Container (g)
Container No.

Dry Wt. of Soil (g)

19.0 Whole Sample
129.7
Percent Passing
(% )
Dry Wt. of Soil Retained on # 200 Sieve (g)
225.4

21.2 81.2
251.2

0.300

35.4 0.075
149.5
415.6
PAN

4.75 2.36

1.18 0.600

25.0 0.0 100.0
347.3

12.5 103.4

0.150
U.S. STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER

GRAVEL FINES

COARSE COARSE MEDIUM FINE CLAY
12417.001
SAND

FINE SILT

HYDROMETER

3.0" 1 1/2" 3/4" 3/8" # 4 # 8 # 16 # 30 # 50 # 100 # 200 OC Cemetery District - Gypsum Canyon
Project No.:
19-B Sample No.:

PARTI CLE - SI ZE

DI STRI BUTI ON
ASTM D 6913
Soil Identification: Yellowish brown silty sand (SM)
SM
GR:SA:FI : (% )
Boring No.:

Depth (feet): 0-5 Soil Type :

Project Name:
10 : 70 : 20
B1
Aug-19
0 10
20 30
40 50
60 70
80 90
100
100.000 10.000 1.000 0.100 0.010 0.001

PERCENT FINER BY WEIGHT
PARTICLE - SIZE (mm)
"
SA 19-B, B1 @ 0-5
Project Name: Tested By: RMM/ACS Date: 08/13/19
Project No.: 12417.001 Checked By: J. Ward Date: 08/29/19 Boring No.: 19-B Depth (feet): 15-20
Sample No.: B2
Soil Identification: Yellowish brown silty sand (SM)
Whole Sample Sample Passing
# 4 Whole Sample Sample
passing # 4
A3 YK Wt. of Air-Dry Soil + Cont.(g) 0.0 0.0
4421.8 768.7 Wt. of Dry Soil + Cont. (g) 0.0 0.0
225.7 251.4 Wt. of Container No._____(g) 1.0 1.0
4196.1 517.3 Moisture Content (% ) 0.0 0.0
YK
575.1
251.4
323.7
(mm.)
1 1/2"
1"
3/4"
1/2"
3/8"
# 4
# 8
# 16
# 30
# 50
# 100
# 200
GRAVEL: 6 %
SAND: 59 %
FINES: 35 %
GROUP SYMBOL: SM
Remarks:

57.3 Cu = D60/D10 =
Cc = (D30)² /(D60* D10) =

PARTI CLE-SI ZE DI STRI BUTI ON (GRADATI ON)
ASTM D 6913
Container No.:

OC Cemetery District - Gypsum Canyon
Moisture Contents Calculation of Dry Weights
of SOI LS USI NG SI EVE ANALYSI S

89.2 35.4

99.2 43.7

81.9 72.2

98.0 97.6

37.5 Wt. of Dry Soil + Container (g)

93.7 Cumulative Weight of Dry Soil Retained (g) U. S. Sieve Size

19.0 Wt. of Container (g)
100.9
Wt. Air-Dried Soil + Cont.(g)
Sample Passing # 4
Passing # 4 Material After Wet Sieve
Wt. of Container (g)
Container No.

Dry Wt. of Soil (g)
Whole Sample

9.5 0.075
118.9
Percent Passing
(% )
Dry Wt. of Soil Retained on # 200 Sieve (g)
201.1

34.3 65.1
265.1

0.300

24.8 322.0
PAN

4.75 2.36

1.18 0.600

25.0 0.0 100.0
276.3

12.5 85.1

0.150
U.S. STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER

GRAVEL FINES

COARSE COARSE MEDIUM FINE CLAY
12417.001
SAND

FINE SILT

HYDROMETER

3.0" 1 1/2" 3/4" 3/8" # 4 # 8 # 16 # 30 # 50 # 100 # 200 OC Cemetery District - Gypsum Canyon
Project No.:
19-B Sample No.:

PARTI CLE - SI ZE

DI STRI BUTI ON
ASTM D 6913
Soil Identification: Yellowish brown silty sand (SM)
SM
GR:SA:FI : (% )
Boring No.:

Depth (feet): 15-20 Soil Type :

Project Name:
6 : 59 : 35
B2
Aug-19
0 10
20 30
40 50
60 70
80 90
100
100.000 10.000 1.000 0.100 0.010 0.001

PERCENT FINER BY WEIGHT
PARTICLE - SIZE (mm)
"
SA 19-B, B2 @ 15-20
Project Name: Tested By: S. Felter Date: 08/13/19
Project No.: 12417.001 Checked By: J. Ward Date: 08/26/19 Boring No.: 19-B Depth (feet): 10.0
Sample No.: S2
Soil Identification: Grayish brown silty sand (SM)
9545 0.0
609.0 0.0
106.9 1.0
502.1 0.0
9545
498.2
106.9
391.3
(in.) (mm.)
1 1/2" 37.5
1" 25.0
3/4" 19.0
1/2" 12.5
3/8" 9.5
# 4 4.75
# 8 2.36
# 16 1.18
# 30 0.600
# 50 0.300
# 100 0.150
# 200 0.075
GRAVEL: 10 %
SAND: 68 %
FINES: 22 %
GROUP SYMBOL: SM
Remarks:

0.0 215.6
160.3

22.4 353.1 29.7

98.3 90.3

68.1 106.9 78.7
Wt. of Dry Soil + Cont. (g)
Container No.
389.5

42.2 PAN
Cc = (D30)² /(D60* D10) =

8.6 48.9
100.0
290.3

57.1 Wt. of Container (g)
Moisture Content of Total Air - Dry Soil
Wt. of Container No._____ (g)
Wt. of Air-Dried Soil + Cont.(g)
Cu = D60/D10 =
U. S. Sieve Size Percent Passing (% )
Wt. of Air-Dry Soil + Cont. (g)
After Wet Sieve
Dry Wt. of Soil (g)
Cumulative Weight
Dry Soil Retained (g)
Moisture Content (% )
Wt. of Dry Soil + Container (g)
Wt. of Container (g)
Dry Wt. of Soil Retained on # 200 Sieve (g)

PARTI CLE-SI ZE DI STRI BUTI ON (GRADATI ON)
ASTM D 6913
Container No.:
of SOI LS USI NG SI EVE ANALYSI S
OC Cemetery District - Gypsum Canyon
U.S. STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER

GRAVEL FINES

COARSE COARSE MEDIUM FINE CLAY
12417.001
SAND

FINE SILT

HYDROMETER

3.0" 1 1/2" 3/4" 3/8" # 4 # 8 # 16 # 30 # 50 # 100 # 200 OC Cemetery District - Gypsum Canyon
Project No.:
19-B Sample No.:

PARTI CLE - SI ZE

DI STRI BUTI ON
ASTM D 6913
Soil Identification: Grayish brown silty sand (SM)
SM
GR:SA:FI : (% )
Boring No.:

Depth (feet): 10.0 Soil Type :

Project Name:
10 : 68 : 22
S2
Aug-19
0 10
20 30
40 50
60 70
80 90
100
100.000 10.000 1.000 0.100 0.010 0.001

PERCENT FINER BY WEIGHT
PARTICLE - SIZE (mm)
"
SA 19-B, S2 @ 10
Project Name: Tested By: O. Figueroa Date: 08/14/19
Project No.: 12417.001 Checked By: J. Ward Date: 08/26/19 Boring No.: 19-D Depth (feet): 10-20
Sample No.: B1
Soil Identification: Yellowish brown silty, clayey sand (SC-SM) Whole Sample Sample Passing
# 4 Whole Sample Sample
passing # 4
CP-01 916 Wt. of Air-Dry Soil + Cont.(g) 0.0 0.0
5775.5 695.8 Wt. of Dry Soil + Cont. (g) 0.0 0.0
735.6 109.2 Wt. of Container No._____(g) 1.0 1.0
5039.9 586.6 Moisture Content (% ) 0.0 0.0
916
558.0
109.2
448.8
(mm.)
1 1/2"
1"
3/4"
1/2"
3/8"
# 4
# 8
# 16
# 30
# 50
# 100
# 200
GRAVEL: 10 %
SAND: 68 %
FINES: 22 %
GROUP SYMBOL: SC-SM
Remarks:

Wt. of Container (g)

40.8 Cu = D60/D10 =
Cc = (D30)² /(D60* D10) =

PARTI CLE-SI ZE DI STRI BUTI ON (GRADATI ON)
ASTM D 6913
Container No.:

OC Cemetery District - Gypsum Canyon
Moisture Contents Calculation of Dry Weights
of SOI LS USI NG SI EVE ANALYSI S

76.4 21.7

99.7 29.8

64.5 53.6

98.0 9.5 97.1

37.5 Wt. of Dry Soil + Container (g)

89.8 Cumulative Weight of Dry Soil Retained (g) U. S. Sieve Size Wt. Air-Dried Soil + Cont.(g)
Sample Passing # 4
Passing # 4 Material After Wet Sieve
Wt. of Container (g)
Container No.

Dry Wt. of Soil (g)

19.0 Whole Sample
236.3
Percent Passing
(% )
Dry Wt. of Soil Retained on # 200 Sieve (g)
320.4

15.1 165.3
511.6

0.300

87.4 0.075
148.3
445.1
PAN

4.75 2.36

1.18 0.600

25.0 0.0 100.0
391.8

12.5 102.0

0.150
U.S. STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER

GRAVEL FINES

COARSE COARSE MEDIUM FINE CLAY
12417.001
SAND

FINE SILT

HYDROMETER

3.0" 1 1/2" 3/4" 3/8" # 4 # 8 # 16 # 30 # 50 # 100 # 200 OC Cemetery District - Gypsum Canyon
Project No.:
19-D Sample No.:

PARTI CLE - SI ZE

DI STRI BUTI ON
ASTM D 6913
Soil Identification: Yellowish brown silty, clayey sand (SC-SM) SC-SM
GR:SA:FI : (% )
Boring No.:

Depth (feet): 10-20 Soil Type :

Project Name:
10 : 68 : 22
B1
Aug-19
0 10
20 30
40 50
60 70
80 90
100
100.000 10.000 1.000 0.100 0.010 0.001

PERCENT FINER BY WEIGHT
PARTICLE - SIZE (mm)
"
SA 19-D, B1 @ 10-20
Project Name: Tested By: R. Manning Date: 08/13/19
Project No.: 12417.001 Checked By: J. Ward Date: 08/29/19 Boring No.: 19-E Depth (feet): 0-5
Sample No.: B1
Soil Identification: Yellowish brown silty sand with gravel (SM)g Whole Sample Sample Passing
# 4 Whole Sample Sample
passing # 4
CP-5 D7 Wt. of Air-Dry Soil + Cont.(g) 0.0 0.0
4918.5 721.2 Wt. of Dry Soil + Cont. (g) 0.0 0.0
223.8 206.1 Wt. of Container No._____(g) 1.0 1.0
4694.7 515.1 Moisture Content (% ) 0.0 0.0
D7
516.0
206.1
309.9
(mm.)
1 1/2"
1"
3/4"
1/2"
3/8"
# 4
# 8
# 16
# 30
# 50
# 100
# 200
GRAVEL: 18 %
SAND: 49 %
FINES: 33 %
GROUP SYMBOL: (SM)g
Remarks:

51.6 Cu = D60/D10 =
Cc = (D30)² /(D60* D10) =

PARTI CLE-SI ZE DI STRI BUTI ON (GRADATI ON)
ASTM D 6913
Container No.:

OC Cemetery District - Gypsum Canyon
Moisture Contents Calculation of Dry Weights
of SOI LS USI NG SI EVE ANALYSI S

77.3 33.1
100.0

98.3 40.8

70.3 62.7

93.0 90.0

37.5 Wt. of Dry Soil + Container (g)

82.4 Cumulative Weight of Dry Soil Retained (g) U. S. Sieve Size

19.0 Wt. of Container (g)
471.1
Wt. Air-Dried Soil + Cont.(g)
Sample Passing # 4
Passing # 4 Material After Wet Sieve
Wt. of Container (g)
Container No.

Dry Wt. of Soil (g)
Whole Sample

9.5 0.075
123.1
Percent Passing
(% )
Dry Wt. of Soil Retained on # 200 Sieve (g)
192.4

0.0 81.6

75.7 825.3

0.300

32.1 307.9
PAN

4.75 2.36

1.18 0.600

25.0 29.3 99.4
259.9

12.5 328.4

0.150
U.S. STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER

GRAVEL FINES

COARSE COARSE MEDIUM FINE CLAY
12417.001
SAND

FINE SILT

HYDROMETER

3.0" 1 1/2" 3/4" 3/8" # 4 # 8 # 16 # 30 # 50 # 100 # 200 OC Cemetery District - Gypsum Canyon
Project No.:
19-E Sample No.:

PARTI CLE - SI ZE

DI STRI BUTI ON
ASTM D 6913
Soil Identification: Yellowish brown silty sand with gravel (SM)g (SM)g
GR:SA:FI : (% )
Boring No.:

Depth (feet): 0-5 Soil Type :

Project Name:
18 : 49 : 33
B1
Aug-19
0 10
20 30
40 50
60 70
80 90
100
100.000 10.000 1.000 0.100 0.010 0.001

PERCENT FINER BY WEIGHT
PARTICLE - SIZE (mm)
"
SA 19-E, B1 @ 0-5
Project Name: Tested By: O. Figueroa Date: 08/14/19
Project No.: 12417.001 Checked By: J. Ward Date: 08/26/19 Boring No.: 19-I Depth (feet): 0-5
Sample No.: B1
Soil Identification: Light olive brown silty sand (SM)
Whole Sample Sample Passing
# 4 Whole Sample Sample
passing # 4
SP-04 57 Wt. of Air-Dry Soil + Cont.(g) 0.0 0.0
4917.9 673.5 Wt. of Dry Soil + Cont. (g) 0.0 0.0
786.7 107.3 Wt. of Container No._____(g) 1.0 1.0
4131.2 566.2 Moisture Content (% ) 0.0 0.0
57 541.9
107.3
434.6
(mm.)
1 1/2"
1"
3/4"
1/2"
3/8"
# 4
# 8
# 16
# 30
# 50
# 100
# 200
GRAVEL: 13 %
SAND: 66 %
FINES: 21 %
GROUP SYMBOL: SM
Remarks:

25.0 29.0 99.3
273.3

12.5 244.4

0.150
429.5
PAN

4.75 2.36

1.18 0.600
550.7

0.300

16.0 0.075

54.6 Percent Passing
(% )
Dry Wt. of Soil Retained on # 200 Sieve (g)
106.3

0.0 98.0

33.1 381.3
Wt. Air-Dried Soil + Cont.(g)
Sample Passing # 4
Passing # 4 Material After Wet Sieve
Wt. of Container (g)
Container No.

Dry Wt. of Soil (g)
Whole Sample

9.5 37.5
Wt. of Dry Soil + Container (g)

86.7 Cumulative Weight of Dry Soil Retained (g) U. S. Sieve Size

19.0 84.2

20.9 100.0

97.6 44.9

81.6 78.3

94.1 90.8

PARTI CLE-SI ZE DI STRI BUTI ON (GRADATI ON)
ASTM D 6913
Container No.:

OC Cemetery District - Gypsum Canyon
Moisture Contents Calculation of Dry Weights
of SOI LS USI NG SI EVE ANALYSI S
Wt. of Container (g)

70.4 Cu = D60/D10 =
Cc = (D30)² /(D60* D10) =
Project Name:
13 : 66 : 21
B1
Aug-19
Boring No.:

Depth (feet): 0-5 Soil Type :

PARTI CLE - SI ZE

DI STRI BUTI ON
ASTM D 6913
Soil Identification: Light olive brown silty sand (SM)
SM
GR:SA:FI : (% )
OC Cemetery District - Gypsum Canyon
Project No.:
19-I Sample No.:
12417.001
SAND

FINE SILT

HYDROMETER

3.0" 1 1/2" 3/4" 3/8" # 4 # 8 # 16 # 30 # 50 # 100 # 200 U.S. STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER

GRAVEL FINES

COARSE COARSE MEDIUM FINE CLAY
0 10
20 30
40 50
60 70
80 90
100
100.000 10.000 1.000 0.100 0.010 0.001

PERCENT FINER BY WEIGHT
PARTICLE - SIZE (mm)
"
SA 19-I, B1 @ 0-5
Project Name: Tested By: G. Berdy Date: 08/15/19
Project No. : Input By: J. Ward Date: 09/10/19
19-B 19-G
R5 R6

45.0 55.0
398.16 386.65
Wt. of Dried Soil + Container (gm) 362.16 345.53

75.61 75.80
13, 14 6, 0
450 450
9:10/13:00 9:10/13:00
3:50 3:50

95.48 101.17

94.23 100.23

41.78 45.48

12.6 15.2

53.70 55.69

52.45 54.75

97.7 98.3

2.3 1.7
Remarks: Moisture, ash & organic contents are calculated as percentages of oven-dried mass of test specimen.

Boring No.

Soil Description
Light brown
lean clay with
sand (CL)s
Light brown
lean clay with
sand (CL)s
Furnace Temperature ( °C)
Duration of Combustion (hr)
Wt. of Moist Soil + Container (gm)
Wt. Container (gm)
Dry wt. of Soil (gm) (1)
12417.00
Wt. of Ash (gm) (2)
Ash Content (%) = [(2) / (1)] x 100 (3)
Wt. of Dried Soil + Crucible (gm)
Sample No.

Depth (ft)
Crucible No.

OC Cemetery District - Gypsum Canyon
Time In / Time Out
MOI STURE, ORGANI C MATTER and
ASH CONTENT of SOI LS
ASTM D 2974 (Test Methods A & C)
Organic Matter (% ) = 100 - (3)
Wt. of Ash + Crucible (gm)
Wt. of Crucible (gm)
Moisture Content @ 105 °C (%) "as
received"
Organic 19-B, 19-G

PARTI CLE-SI ZE ANALYSI S OF SOI LS
ASTM D 422
Project Name: Tested By: GEB/GB Date: 08/20/19
Project No.: Data Input By: J. Ward Date: 09/10/19
Boring No.:

Sample No.: Depth (feet): 63.0
% Gravel 0 Soil Type
% Sand 8
% Fines 92

2.70 0.00 75.98

0.99 0.00 75.76 80.06
492.65 1.00 56.53 76.31
236.91 0.00 1.14
255.74 3.75
3" 0.00 100.0 0.00 100.0 100.0
1½ " 0.00 100.0 0.00 100.0 100.0
3/4" 0.00 100.0 0.03 99.9 99.9
3/8" 0.00 100.0 0.07 99.8 99.8
No. 4 0.00 100.0 0.38 99.1 99.1
No. 10 0.00 100.0 3.30 91.8 91.8
Pan
Hydrometer Wt. of Air-Dry Soil (g) 40.63 Wt. of Dry Soil (g) 40.17 Deflocculant 125 cc of 4% Solution
21-Aug-19 7:26 0
7:28 2 21.9 39.5 76.6 0.0294
7:31 5 22.0 36.0 67.9 0.0189
7:41 15 21.9 33.0 60.5 0.0113
7:56 30 21.9 31.0 55.6 0.0081
8:26 60 21.8 29.5 51.9 0.0058
9:26 120 21.6 28.5 49.4 0.0041
11:36 250 21.6 27.0 45.7 0.0029
22-Aug-19 6:13 1367 20.9 25.0 40.7 0.0013
Soil Identification:

OC Cemetery District - Gypsum Canyon
12417.001
BA-3
B-7
Reddish brown lean clay (CL)
Correction for Specific Gravity
Wt.of Air-Dry Soil + Cont. (g)
Wt.of Air-Dry Soil + Cont.(g)
Dry Wt. of Soil + Cont. (g)
Wt. of Container No.___ (g)
% Total Sample
(%)
Soil Particle
Diameter
(mm)
U.S. Sieve % Passing U.S. Sieve Size % Passing % Total Sample Actual
Hydrometer
Readings
Cumulative Wt.

Of Dry Soil
Retained (g)
Wt. of Container Moisture Content (% )
No. 200
Dry Wt. of Soil (g)

8.5 Coarse Sieve Sieve after Hydrometer & Wet Sieve

8.5 8.5

8.5 Elapsed Time
(min)
Cumulative Wt.

Of Dry Soil
Retained (g)

8.5 Composite
Correction
152H
Moisture Content
of Total Air-Dry
Soil
Moisture Content
of Air-Dry Soil
Passing # 10
No. 10
Date Time
Water
Temperature
(°C)
No. 16
CL
Specific Gravity (Assumed)
After
Hydrometer &
Wet Sieve ret.
in # 200 Sieve

8.5 8.5
Pan
No. 30
No. 50
No. 100
Wt. of Dry Soil (g)

8.5 8.5
SA & Hyd BA-3, B-7 @ 63

GRAVEL FINES

COARSE CRSE MEDIUM FINE CLAY
SAND

FINE SILT

HYDROMETER

3.0" 1 1/2" 3/4" 3/8" # 4 # 8 # 16 # 30 # 50 # 100 # 200 U.S. STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER
Project No.:

BA-3 Sample No.:

OC Cemetery District - Gypsum Canyon
Soil Identification: Reddish brown lean clay (CL)
12417.001
Boring No.:

CL
Project Name:
0 : 8:

PARTI CLE - SI ZE

DI STRI BUTI ON
ASTM D 422 GR:SA:FI : (% ) 92
B-7
Sep-19
Depth (feet): 63.0 Soil Type :
0 10
20 30
40 50
60 70
80 90
100
100.000 10.000 1.000 0.100 0.010 0.001

PERCENT FINER BY WEIGHT
PARTICLE - SIZE (mm)
"
SA & Hyd BA-3, B-7 @ 63
Project Name: Tested By: S. Felter Date: 08/13/19
Project No.: 12417.001 Checked By: J. Ward Date: 08/26/19 Boring No.: 19-A Depth (feet): 10.0
Sample No.: S2
Soil Identification: Brown clayey sand with gravel (SC)g 969 0.0
709.3 0.0
109.8 1.0
599.5 0.0
969
585.2
109.8
475.4
(in.) (mm.)
1 1/2" 37.5
1" 25.0
3/4" 19.0
1/2" 12.5
3/8" 9.5
# 4 4.75
# 8 2.36
# 16 1.18
# 30 0.600
# 50 0.300
# 100 0.150
# 200 0.075
GRAVEL: 17 %
SAND: 62 %
FINES: 21 %
GROUP SYMBOL: (SC)g
Remarks:

0.0 306.2
250.2

21.0 437.5 27.0

97.4 83.3

58.3 187.2 68.8
Wt. of Dry Soil + Cont. (g)
Container No.
473.9

37.1 PAN
Cc = (D30)² /(D60* D10) =

15.8 99.9
100.0
377.3

48.9 Wt. of Container (g)
Moisture Content of Total Air - Dry Soil
Wt. of Container No._____ (g)
Wt. of Air-Dried Soil + Cont.(g)
Cu = D60/D10 =
U. S. Sieve Size Percent Passing (% )
Wt. of Air-Dry Soil + Cont. (g)
After Wet Sieve
Dry Wt. of Soil (g)
Cumulative Weight
Dry Soil Retained (g)
Moisture Content (% )
Wt. of Dry Soil + Container (g)
Wt. of Container (g)
Dry Wt. of Soil Retained on # 200 Sieve (g)

PARTI CLE-SI ZE DI STRI BUTI ON (GRADATI ON)
ASTM D 6913
Container No.:
of SOI LS USI NG SI EVE ANALYSI S
OC Cemetery District - Gypsum Canyon
U.S. STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER

GRAVEL FINES

COARSE COARSE MEDIUM FINE CLAY
12417.001
SAND

FINE SILT

HYDROMETER

3.0" 1 1/2" 3/4" 3/8" # 4 # 8 # 16 # 30 # 50 # 100 # 200 OC Cemetery District - Gypsum Canyon
Project No.:
19-A Sample No.:

PARTI CLE - SI ZE

DI STRI BUTI ON
ASTM D 6913
Soil Identification: Brown clayey sand with gravel (SC)g (SC)g
GR:SA:FI : (% )
Boring No.:

Depth (feet): 10.0 Soil Type :

Project Name:
17 : 62 : 21
S2
Aug-19
0 10
20 30
40 50
60 70
80 90
100
100.000 10.000 1.000 0.100 0.010 0.001

PERCENT FINER BY WEIGHT
PARTICLE - SIZE (mm)
"
SA 19-A, S2 @ 10
Project Name: Tested By: O. Figueroa Date: 08/16/19
Project No.: 12417.001 Checked By: J. Ward Date: 08/26/19 Boring No.: 19-B Depth (feet): 0-5
Sample No.: B1
Soil Identification: Yellowish brown silty sand (SM)
Whole Sample Sample Passing
# 4 Whole Sample Sample
passing # 4
Z-1 923 Wt. of Air-Dry Soil + Cont.(g) 0.0 0.0
2787.8 640.8 Wt. of Dry Soil + Cont. (g) 0.0 0.0
241.5 108.3 Wt. of Container No._____(g) 1.0 1.0
2546.3 532.5 Moisture Content (% ) 0.0 0.0
923
527.8
108.3
419.5
(mm.)
1 1/2"
1"
3/4"
1/2"
3/8"
# 4
# 8
# 16
# 30
# 50
# 100
# 200
GRAVEL: 10 %
SAND: 70 %
FINES: 20 %
GROUP SYMBOL: SM
Remarks:

Wt. of Container (g)

52.0 Cu = D60/D10 =
Cc = (D30)² /(D60* D10) =

PARTI CLE-SI ZE DI STRI BUTI ON (GRADATI ON)
ASTM D 6913
Container No.:

OC Cemetery District - Gypsum Canyon
Moisture Contents Calculation of Dry Weights
of SOI LS USI NG SI EVE ANALYSI S

84.1 19.8

99.2 31.3

76.4 68.2

95.9 9.5 94.1

37.5 Wt. of Dry Soil + Container (g)

90.1 Cumulative Weight of Dry Soil Retained (g) U. S. Sieve Size Wt. Air-Dried Soil + Cont.(g)
Sample Passing # 4
Passing # 4 Material After Wet Sieve
Wt. of Container (g)
Container No.

Dry Wt. of Soil (g)

19.0 Whole Sample
129.7
Percent Passing
(% )
Dry Wt. of Soil Retained on # 200 Sieve (g)
225.4

21.2 81.2
251.2

0.300

35.4 0.075
149.5
415.6
PAN

4.75 2.36

1.18 0.600

25.0 0.0 100.0
347.3

12.5 103.4

0.150
U.S. STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER

GRAVEL FINES

COARSE COARSE MEDIUM FINE CLAY
12417.001
SAND

FINE SILT

HYDROMETER

3.0" 1 1/2" 3/4" 3/8" # 4 # 8 # 16 # 30 # 50 # 100 # 200 OC Cemetery District - Gypsum Canyon
Project No.:
19-B Sample No.:

PARTI CLE - SI ZE

DI STRI BUTI ON
ASTM D 6913
Soil Identification: Yellowish brown silty sand (SM)
SM
GR:SA:FI : (% )
Boring No.:

Depth (feet): 0-5 Soil Type :

Project Name:
10 : 70 : 20
B1
Aug-19
0 10
20 30
40 50
60 70
80 90
100
100.000 10.000 1.000 0.100 0.010 0.001

PERCENT FINER BY WEIGHT
PARTICLE - SIZE (mm)
"
SA 19-B, B1 @ 0-5
Project Name: Tested By: RMM/ACS Date: 08/13/19
Project No.: 12417.001 Checked By: J. Ward Date: 08/29/19 Boring No.: 19-B Depth (feet): 15-20
Sample No.: B2
Soil Identification: Yellowish brown silty sand (SM)
Whole Sample Sample Passing
# 4 Whole Sample Sample
passing # 4
A3 YK Wt. of Air-Dry Soil + Cont.(g) 0.0 0.0
4421.8 768.7 Wt. of Dry Soil + Cont. (g) 0.0 0.0
225.7 251.4 Wt. of Container No._____(g) 1.0 1.0
4196.1 517.3 Moisture Content (% ) 0.0 0.0
YK
575.1
251.4
323.7
(mm.)
1 1/2"
1"
3/4"
1/2"
3/8"
# 4
# 8
# 16
# 30
# 50
# 100
# 200
GRAVEL: 6 %
SAND: 59 %
FINES: 35 %
GROUP SYMBOL: SM
Remarks:

57.3 Cu = D60/D10 =
Cc = (D30)² /(D60* D10) =

PARTI CLE-SI ZE DI STRI BUTI ON (GRADATI ON)
ASTM D 6913
Container No.:

OC Cemetery District - Gypsum Canyon
Moisture Contents Calculation of Dry Weights
of SOI LS USI NG SI EVE ANALYSI S

89.2 35.4

99.2 43.7

81.9 72.2

98.0 97.6

37.5 Wt. of Dry Soil + Container (g)

93.7 Cumulative Weight of Dry Soil Retained (g) U. S. Sieve Size

19.0 Wt. of Container (g)
100.9
Wt. Air-Dried Soil + Cont.(g)
Sample Passing # 4
Passing # 4 Material After Wet Sieve
Wt. of Container (g)
Container No.

Dry Wt. of Soil (g)
Whole Sample

9.5 0.075
118.9
Percent Passing
(% )
Dry Wt. of Soil Retained on # 200 Sieve (g)
201.1

34.3 65.1
265.1

0.300

24.8 322.0
PAN

4.75 2.36

1.18 0.600

25.0 0.0 100.0
276.3

12.5 85.1

0.150
U.S. STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER

GRAVEL FINES

COARSE COARSE MEDIUM FINE CLAY
12417.001
SAND

FINE SILT

HYDROMETER

3.0" 1 1/2" 3/4" 3/8" # 4 # 8 # 16 # 30 # 50 # 100 # 200 OC Cemetery District - Gypsum Canyon
Project No.:
19-B Sample No.:

PARTI CLE - SI ZE

DI STRI BUTI ON
ASTM D 6913
Soil Identification: Yellowish brown silty sand (SM)
SM
GR:SA:FI : (% )
Boring No.:

Depth (feet): 15-20 Soil Type :

Project Name:
6 : 59 : 35
B2
Aug-19
0 10
20 30
40 50
60 70
80 90
100
100.000 10.000 1.000 0.100 0.010 0.001

PERCENT FINER BY WEIGHT
PARTICLE - SIZE (mm)
"
SA 19-B, B2 @ 15-20
Project Name: Tested By: S. Felter Date: 08/13/19
Project No.: 12417.001 Checked By: J. Ward Date: 08/26/19 Boring No.: 19-B Depth (feet): 10.0
Sample No.: S2
Soil Identification: Grayish brown silty sand (SM)
9545 0.0
609.0 0.0
106.9 1.0
502.1 0.0
9545
498.2
106.9
391.3
(in.) (mm.)
1 1/2" 37.5
1" 25.0
3/4" 19.0
1/2" 12.5
3/8" 9.5
# 4 4.75
# 8 2.36
# 16 1.18
# 30 0.600
# 50 0.300
# 100 0.150
# 200 0.075
GRAVEL: 10 %
SAND: 68 %
FINES: 22 %
GROUP SYMBOL: SM
Remarks:

0.0 215.6
160.3

22.4 353.1 29.7

98.3 90.3

68.1 106.9 78.7
Wt. of Dry Soil + Cont. (g)
Container No.
389.5

42.2 PAN
Cc = (D30)² /(D60* D10) =

8.6 48.9
100.0
290.3

57.1 Wt. of Container (g)
Moisture Content of Total Air - Dry Soil
Wt. of Container No._____ (g)
Wt. of Air-Dried Soil + Cont.(g)
Cu = D60/D10 =
U. S. Sieve Size Percent Passing (% )
Wt. of Air-Dry Soil + Cont. (g)
After Wet Sieve
Dry Wt. of Soil (g)
Cumulative Weight
Dry Soil Retained (g)
Moisture Content (% )
Wt. of Dry Soil + Container (g)
Wt. of Container (g)
Dry Wt. of Soil Retained on # 200 Sieve (g)

PARTI CLE-SI ZE DI STRI BUTI ON (GRADATI ON)
ASTM D 6913
Container No.:
of SOI LS USI NG SI EVE ANALYSI S
OC Cemetery District - Gypsum Canyon
U.S. STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER

GRAVEL FINES

COARSE COARSE MEDIUM FINE CLAY
12417.001
SAND

FINE SILT

HYDROMETER

3.0" 1 1/2" 3/4" 3/8" # 4 # 8 # 16 # 30 # 50 # 100 # 200 OC Cemetery District - Gypsum Canyon
Project No.:
19-B Sample No.:

PARTI CLE - SI ZE

DI STRI BUTI ON
ASTM D 6913
Soil Identification: Grayish brown silty sand (SM)
SM
GR:SA:FI : (% )
Boring No.:

Depth (feet): 10.0 Soil Type :

Project Name:
10 : 68 : 22
S2
Aug-19
0 10
20 30
40 50
60 70
80 90
100
100.000 10.000 1.000 0.100 0.010 0.001

PERCENT FINER BY WEIGHT
PARTICLE - SIZE (mm)
"
SA 19-B, S2 @ 10
Project Name: Tested By: O. Figueroa Date: 08/14/19
Project No.: 12417.001 Checked By: J. Ward Date: 08/26/19 Boring No.: 19-D Depth (feet): 10-20
Sample No.: B1
Soil Identification: Yellowish brown silty, clayey sand (SC-SM) Whole Sample Sample Passing
# 4 Whole Sample Sample
passing # 4
CP-01 916 Wt. of Air-Dry Soil + Cont.(g) 0.0 0.0
5775.5 695.8 Wt. of Dry Soil + Cont. (g) 0.0 0.0
735.6 109.2 Wt. of Container No._____(g) 1.0 1.0
5039.9 586.6 Moisture Content (% ) 0.0 0.0
916
558.0
109.2
448.8
(mm.)
1 1/2"
1"
3/4"
1/2"
3/8"
# 4
# 8
# 16
# 30
# 50
# 100
# 200
GRAVEL: 10 %
SAND: 68 %
FINES: 22 %
GROUP SYMBOL: SC-SM
Remarks:

Wt. of Container (g)

40.8 Cu = D60/D10 =
Cc = (D30)² /(D60* D10) =

PARTI CLE-SI ZE DI STRI BUTI ON (GRADATI ON)
ASTM D 6913
Container No.:

OC Cemetery District - Gypsum Canyon
Moisture Contents Calculation of Dry Weights
of SOI LS USI NG SI EVE ANALYSI S

76.4 21.7

99.7 29.8

64.5 53.6

98.0 9.5 97.1

37.5 Wt. of Dry Soil + Container (g)

89.8 Cumulative Weight of Dry Soil Retained (g) U. S. Sieve Size Wt. Air-Dried Soil + Cont.(g)
Sample Passing # 4
Passing # 4 Material After Wet Sieve
Wt. of Container (g)
Container No.

Dry Wt. of Soil (g)

19.0 Whole Sample
236.3
Percent Passing
(% )
Dry Wt. of Soil Retained on # 200 Sieve (g)
320.4

15.1 165.3
511.6

0.300

87.4 0.075
148.3
445.1
PAN

4.75 2.36

1.18 0.600

25.0 0.0 100.0
391.8

12.5 102.0

0.150
U.S. STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER

GRAVEL FINES

COARSE COARSE MEDIUM FINE CLAY
12417.001
SAND

FINE SILT

HYDROMETER

3.0" 1 1/2" 3/4" 3/8" # 4 # 8 # 16 # 30 # 50 # 100 # 200 OC Cemetery District - Gypsum Canyon
Project No.:
19-D Sample No.:

PARTI CLE - SI ZE

DI STRI BUTI ON
ASTM D 6913
Soil Identification: Yellowish brown silty, clayey sand (SC-SM) SC-SM
GR:SA:FI : (% )
Boring No.:

Depth (feet): 10-20 Soil Type :

Project Name:
10 : 68 : 22
B1
Aug-19
0 10
20 30
40 50
60 70
80 90
100
100.000 10.000 1.000 0.100 0.010 0.001

PERCENT FINER BY WEIGHT
PARTICLE - SIZE (mm)
"
SA 19-D, B1 @ 10-20
Project Name: Tested By: R. Manning Date: 08/13/19
Project No.: 12417.001 Checked By: J. Ward Date: 08/29/19 Boring No.: 19-E Depth (feet): 0-5
Sample No.: B1
Soil Identification: Yellowish brown silty sand with gravel (SM)g Whole Sample Sample Passing
# 4 Whole Sample Sample
passing # 4
CP-5 D7 Wt. of Air-Dry Soil + Cont.(g) 0.0 0.0
4918.5 721.2 Wt. of Dry Soil + Cont. (g) 0.0 0.0
223.8 206.1 Wt. of Container No._____(g) 1.0 1.0
4694.7 515.1 Moisture Content (% ) 0.0 0.0
D7
516.0
206.1
309.9
(mm.)
1 1/2"
1"
3/4"
1/2"
3/8"
# 4
# 8
# 16
# 30
# 50
# 100
# 200
GRAVEL: 18 %
SAND: 49 %
FINES: 33 %
GROUP SYMBOL: (SM)g
Remarks:

51.6 Cu = D60/D10 =
Cc = (D30)² /(D60* D10) =

PARTI CLE-SI ZE DI STRI BUTI ON (GRADATI ON)
ASTM D 6913
Container No.:

OC Cemetery District - Gypsum Canyon
Moisture Contents Calculation of Dry Weights
of SOI LS USI NG SI EVE ANALYSI S

77.3 33.1
100.0

98.3 40.8

70.3 62.7

93.0 90.0

37.5 Wt. of Dry Soil + Container (g)

82.4 Cumulative Weight of Dry Soil Retained (g) U. S. Sieve Size

19.0 Wt. of Container (g)
471.1
Wt. Air-Dried Soil + Cont.(g)
Sample Passing # 4
Passing # 4 Material After Wet Sieve
Wt. of Container (g)
Container No.

Dry Wt. of Soil (g)
Whole Sample

9.5 0.075
123.1
Percent Passing
(% )
Dry Wt. of Soil Retained on # 200 Sieve (g)
192.4

0.0 81.6

75.7 825.3

0.300

32.1 307.9
PAN

4.75 2.36

1.18 0.600

25.0 29.3 99.4
259.9

12.5 328.4

0.150
U.S. STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER

GRAVEL FINES

COARSE COARSE MEDIUM FINE CLAY
12417.001
SAND

FINE SILT

HYDROMETER

3.0" 1 1/2" 3/4" 3/8" # 4 # 8 # 16 # 30 # 50 # 100 # 200 OC Cemetery District - Gypsum Canyon
Project No.:
19-E Sample No.:

PARTI CLE - SI ZE

DI STRI BUTI ON
ASTM D 6913
Soil Identification: Yellowish brown silty sand with gravel (SM)g (SM)g
GR:SA:FI : (% )
Boring No.:

Depth (feet): 0-5 Soil Type :

Project Name:
18 : 49 : 33
B1
Aug-19
0 10
20 30
40 50
60 70
80 90
100
100.000 10.000 1.000 0.100 0.010 0.001

PERCENT FINER BY WEIGHT
PARTICLE - SIZE (mm)
"
SA 19-E, B1 @ 0-5
Project Name: Tested By: O. Figueroa Date: 08/14/19
Project No.: 12417.001 Checked By: J. Ward Date: 08/26/19 Boring No.: 19-I Depth (feet): 0-5
Sample No.: B1
Soil Identification: Light olive brown silty sand (SM)
Whole Sample Sample Passing
# 4 Whole Sample Sample
passing # 4
SP-04 57 Wt. of Air-Dry Soil + Cont.(g) 0.0 0.0
4917.9 673.5 Wt. of Dry Soil + Cont. (g) 0.0 0.0
786.7 107.3 Wt. of Container No._____(g) 1.0 1.0
4131.2 566.2 Moisture Content (% ) 0.0 0.0
57 541.9
107.3
434.6
(mm.)
1 1/2"
1"
3/4"
1/2"
3/8"
# 4
# 8
# 16
# 30
# 50
# 100
# 200
GRAVEL: 13 %
SAND: 66 %
FINES: 21 %
GROUP SYMBOL: SM
Remarks:

25.0 29.0 99.3
273.3

12.5 244.4

0.150
429.5
PAN

4.75 2.36

1.18 0.600
550.7

0.300

16.0 0.075

54.6 Percent Passing
(% )
Dry Wt. of Soil Retained on # 200 Sieve (g)
106.3

0.0 98.0

33.1 381.3
Wt. Air-Dried Soil + Cont.(g)
Sample Passing # 4
Passing # 4 Material After Wet Sieve
Wt. of Container (g)
Container No.

Dry Wt. of Soil (g)
Whole Sample

9.5 37.5
Wt. of Dry Soil + Container (g)

86.7 Cumulative Weight of Dry Soil Retained (g) U. S. Sieve Size

19.0 84.2

20.9 100.0

97.6 44.9

81.6 78.3

94.1 90.8

PARTI CLE-SI ZE DI STRI BUTI ON (GRADATI ON)
ASTM D 6913
Container No.:

OC Cemetery District - Gypsum Canyon
Moisture Contents Calculation of Dry Weights
of SOI LS USI NG SI EVE ANALYSI S
Wt. of Container (g)

70.4 Cu = D60/D10 =
Cc = (D30)² /(D60* D10) =
Project Name:
13 : 66 : 21
B1
Aug-19
Boring No.:

Depth (feet): 0-5 Soil Type :

PARTI CLE - SI ZE

DI STRI BUTI ON
ASTM D 6913
Soil Identification: Light olive brown silty sand (SM)
SM
GR:SA:FI : (% )
OC Cemetery District - Gypsum Canyon
Project No.:
19-I Sample No.:
12417.001
SAND

FINE SILT

HYDROMETER

3.0" 1 1/2" 3/4" 3/8" # 4 # 8 # 16 # 30 # 50 # 100 # 200 U.S. STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER

GRAVEL FINES

COARSE COARSE MEDIUM FINE CLAY
0 10
20 30
40 50
60 70
80 90
100
100.000 10.000 1.000 0.100 0.010 0.001

PERCENT FINER BY WEIGHT
PARTICLE - SIZE (mm)
"
SA 19-I, B1 @ 0-5
Project Name: Tested By: R. Manning Date: 08/13/19
Project No.: 12417.001 Checked By: J. Ward Date: 09/10/19 Boring No.: 19-I Depth (feet): 15-20
Sample No.: B2
Soil Identification: Yellowish brown clayey sand (SC)
Whole Sample Sample Passing
# 4 Whole Sample Sample
passing # 4
2T G Wt. of Air-Dry Soil + Cont.(g) 0.0 0.0
3131.9 559.1 Wt. of Dry Soil + Cont. (g) 0.0 0.0
230.3 142.1 Wt. of Container No._____(g) 1.0 1.0
2901.6 417.0 Moisture Content (% ) 0.0 0.0
G
397.5
142.1
255.4
(mm.)
1 1/2"
1"
3/4"
1/2"
3/8"
# 4
# 8
# 16
# 30
# 50
# 100
# 200
GRAVEL: 6 %
SAND: 57 %
FINES: 37 %
GROUP SYMBOL: SC
Remarks:

56.9 Cu = D60/D10 =
Cc = (D30)² /(D60* D10) =

PARTI CLE-SI ZE DI STRI BUTI ON (GRADATI ON)
ASTM D 6913
Container No.:

OC Cemetery District - Gypsum Canyon
Moisture Contents Calculation of Dry Weights
of SOI LS USI NG SI EVE ANALYSI S

86.2 36.9
100.0

45.7 77.8

69.0 99.0

98.3 37.5
Wt. of Dry Soil + Container (g)

94.1 Cumulative Weight of Dry Soil Retained (g) U. S. Sieve Size

19.0 Wt. of Container (g)

48.7 Wt. Air-Dried Soil + Cont.(g)
Sample Passing # 4
Passing # 4 Material After Wet Sieve
Wt. of Container (g)
Container No.

Dry Wt. of Soil (g)
Whole Sample

9.5 0.075
111.4
Percent Passing
(% )
Dry Wt. of Soil Retained on # 200 Sieve (g)
164.7

0.0 72.2
171.2

0.300

34.9 253.3
PAN

4.75 2.36

1.18 0.600

25.0 214.7

12.5 30.4

0.150
U.S. STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER

GRAVEL FINES

COARSE COARSE MEDIUM FINE CLAY
12417.001
SAND

FINE SILT

HYDROMETER

3.0" 1 1/2" 3/4" 3/8" # 4 # 8 # 16 # 30 # 50 # 100 # 200 OC Cemetery District - Gypsum Canyon
Project No.:
19-I Sample No.:

PARTI CLE - SI ZE

DI STRI BUTI ON
ASTM D 6913
Soil Identification: Yellowish brown clayey sand (SC)
SC
GR:SA:FI : (% )
Boring No.:

Depth (feet): 15-20 Soil Type :

Project Name:
6 : 57 : 37
B2
Sep-19
0 10
20 30
40 50
60 70
80 90
100
100.000 10.000 1.000 0.100 0.010 0.001

PERCENT FINER BY WEIGHT
PARTICLE - SIZE (mm)
"
SA 19-I, B2 @ 15-20
Project Name: Tested By: R. Manning Date: 08/13/19
Project No.: 12417.001 Checked By: J. Ward Date: 09/10/19 Boring No.: 19-J Depth (feet): 5-10
Sample No.: B1
Soil Identification: Yellowish brown sandy lean clay s(CL) Whole Sample Sample Passing
# 4 Whole Sample Sample
passing # 4
ES-10 WR Wt. of Air-Dry Soil + Cont.(g) 0.0 0.0
4653.7 747.9 Wt. of Dry Soil + Cont. (g) 0.0 0.0
223.7 236.9 Wt. of Container No._____(g) 1.0 1.0
4430.0 511.0 Moisture Content (% ) 0.0 0.0
WR
410.9
236.9
174.0
(mm.)
1 1/2"
1"
3/4"
1/2"
3/8"
# 4
# 8
# 16
# 30
# 50
# 100
# 200
GRAVEL: 3 %
SAND: 32 %
FINES: 65 %
GROUP SYMBOL: s(CL)
Remarks:

79.5 Cu = D60/D10 =
Cc = (D30)² /(D60* D10) =

PARTI CLE-SI ZE DI STRI BUTI ON (GRADATI ON)
ASTM D 6913
Container No.:

OC Cemetery District - Gypsum Canyon
Moisture Contents Calculation of Dry Weights
of SOI LS USI NG SI EVE ANALYSI S

94.5 64.5
100.0

73.5 89.9

85.2 99.4

99.1 37.5
Wt. of Dry Soil + Container (g)

97.4 Cumulative Weight of Dry Soil Retained (g) U. S. Sieve Size

19.0 Wt. of Container (g)

41.8 Wt. Air-Dried Soil + Cont.(g)
Sample Passing # 4
Passing # 4 Material After Wet Sieve
Wt. of Container (g)
Container No.

Dry Wt. of Soil (g)
Whole Sample

9.5 0.075

64.2 Percent Passing
(% )
Dry Wt. of Soil Retained on # 200 Sieve (g)

93.9 0.0

39.1 115.8

0.300

15.2 172.5
PAN

4.75 2.36

1.18 0.600

25.0 125.3

12.5 25.9

0.150
U.S. STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER

GRAVEL FINES

COARSE COARSE MEDIUM FINE CLAY
12417.001
SAND

FINE SILT

HYDROMETER

3.0" 1 1/2" 3/4" 3/8" # 4 # 8 # 16 # 30 # 50 # 100 # 200 OC Cemetery District - Gypsum Canyon
Project No.:
19-J Sample No.:

PARTI CLE - SI ZE

DI STRI BUTI ON
ASTM D 6913
Soil Identification: Yellowish brown sandy lean clay s(CL) s(CL)
GR:SA:FI : (% )
Boring No.:

Depth (feet): 5-10 Soil Type :

Project Name:
3 : 32 : 65
B1
Sep-19
0 10
20 30
40 50
60 70
80 90
100
100.000 10.000 1.000 0.100 0.010 0.001

PERCENT FINER BY WEIGHT
PARTICLE - SIZE (mm)
"
SA 19-J, B1 @ 5-10
Project Name: Tested By: RMM/ACS Date: 08/13/19
Project No.: 12417.001 Checked By: J. Ward Date: 09/10/19 Boring No.: 19-J Depth (feet): 15-20
Sample No.: B2
Soil Identification: Yellowish brown clayey sand (SC)
Whole Sample Sample Passing
# 4 Whole Sample Sample
passing # 4
SR SP Wt. of Air-Dry Soil + Cont.(g) 0.0 0.0
3787.6 737.2 Wt. of Dry Soil + Cont. (g) 0.0 0.0
229.7 220.4 Wt. of Container No._____(g) 1.0 1.0
3557.9 516.8 Moisture Content (% ) 0.0 0.0
SP
505.0
220.4
284.6
(mm.)
1 1/2"
1"
3/4"
1/2"
3/8"
# 4
# 8
# 16
# 30
# 50
# 100
# 200
GRAVEL: 8 %
SAND: 50 %
FINES: 42 %
GROUP SYMBOL: SC
Remarks:

59.9 Cu = D60/D10 =
Cc = (D30)² /(D60* D10) =

PARTI CLE-SI ZE DI STRI BUTI ON (GRADATI ON)
ASTM D 6913
Container No.:

OC Cemetery District - Gypsum Canyon
Moisture Contents Calculation of Dry Weights
of SOI LS USI NG SI EVE ANALYSI S

86.8 41.7

99.3 49.9

79.3 71.0

97.8 96.6

37.5 Wt. of Dry Soil + Container (g)

91.7 Cumulative Weight of Dry Soil Retained (g) U. S. Sieve Size

19.0 Wt. of Container (g)
122.4
Wt. Air-Dried Soil + Cont.(g)
Sample Passing # 4
Passing # 4 Material After Wet Sieve
Wt. of Container (g)
Container No.

Dry Wt. of Soil (g)
Whole Sample

9.5 0.075
116.8
Percent Passing
(% )
Dry Wt. of Soil Retained on # 200 Sieve (g)
179.1

25.1 70.0
294.1

0.300

27.4 281.7
PAN

4.75 2.36

1.18 0.600

25.0 0.0 100.0
235.4

12.5 77.2

0.150
U.S. STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER

GRAVEL FINES

COARSE COARSE MEDIUM FINE CLAY
12417.001
SAND

FINE SILT

HYDROMETER

3.0" 1 1/2" 3/4" 3/8" # 4 # 8 # 16 # 30 # 50 # 100 # 200 OC Cemetery District - Gypsum Canyon
Project No.:
19-J Sample No.:

PARTI CLE - SI ZE

DI STRI BUTI ON
ASTM D 6913
Soil Identification: Yellowish brown clayey sand (SC)
SC
GR:SA:FI : (% )
Boring No.:

Depth (feet): 15-20 Soil Type :

Project Name:
8 : 50 : 42
B2
Sep-19
0 10
20 30
40 50
60 70
80 90
100
100.000 10.000 1.000 0.100 0.010 0.001

PERCENT FINER BY WEIGHT
PARTICLE - SIZE (mm)
"
SA 19-J, B2 @ 15-20
Project Name: Tested By: O. Figueroa Date: 08/14/19
Project No.: 12417.001 Checked By: J. Ward Date: 09/10/19 Boring No.: BA-1 Depth (feet): 3-8
Sample No.: B-1
Soil Identification: Olive brown silty sand with gravel (SM)g Whole Sample Sample Passing
# 4 Whole Sample Sample passing # 4
SP-06 929 Wt. of Air-Dry Soil + Cont.(g) 0.0 0.0
6970.0 687.2 Wt. of Dry Soil + Cont. (g) 0.0 0.0
759.7 107.8 Wt. of Container No._____(g) 1.0 1.0
6210.3 579.4 Moisture Content (% ) 0.0 0.0
929
575.0
107.8
467.2
(mm.)
2 1/2"
2"
1 1/2"
1"
3/4"
1/2"
3/8"
# 4
# 8
# 16
# 30
# 50
# 100
# 200
GRAVEL: 27 %
SAND: 58 %
FINES: 15 %
GROUP SYMBOL: (SM)g
Remarks:

50.0 249.0 96.0

37.5 362.1 94.2

29.8 Cu = D60/D10 =
Cc = (D30)² /(D60* D10) =

PARTI CLE-SI ZE DI STRI BUTI ON (GRADATI ON)
ASTM D 6913
Container No.:

OC Cemetery District - Gypsum Canyon
Moisture Contents Calculation of Dry Weights
of SOI LS USI NG SI EVE ANALYSI S

62.5 14.7
100.0

90.0 20.8

51.4 40.7

85.5 82.4

62.5 Wt. of Dry Soil + Container (g)

72.8 Cumulative Weight of Dry Soil Retained (g) U. S. Sieve Size

19.0 Wt. of Container (g)
1091.4
Wt. Air-Dried Soil + Cont.(g)
Sample Passing # 4
Passing # 4 Material After Wet Sieve
Wt. of Container (g)
Container No.

Dry Wt. of Soil (g)
Whole Sample

9.5 0.075
255.4
Percent Passing
(% )
Dry Wt. of Soil Retained on # 200 Sieve (g)
342.1

0.0 618.6
170.6
1689.5

0.300

82.0 462.3
PAN

4.75 2.36

1.18 0.600

25.0 468.0 92.5
413.8

12.5 899.2

0.150
U.S. STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER

GRAVEL FINES

COARSE COARSE MEDIUM FINE CLAY
12417.001
SAND

FINE SILT

HYDROMETER

3.0" 1 1/2" 3/4" 3/8" # 4 # 8 # 16 # 30 # 50 # 100 # 200 OC Cemetery District - Gypsum Canyon
Project No.:

BA-1 Sample No.:

PARTI CLE - SI ZE

DI STRI BUTI ON
ASTM D 6913
Soil Identification: Olive brown silty sand with gravel (SM)g (SM)g
GR:SA:FI : (% )
Boring No.:

Depth (feet): 3-8 Soil Type :

Project Name:
27 : 58 : 15
B-1
Sep-19
0 10
20 30
40 50
60 70
80 90
100
100.000 10.000 1.000 0.100 0.010 0.001

PERCENT FINER BY WEIGHT
PARTICLE - SIZE (mm)
"
SA BA-1, B-1 @ 3-8
Project Name: Tested By: O. Figueroa Date: 08/14/19
Project No.: 12417.001 Checked By: J. Ward Date: 09/10/19 Boring No.: BA-1 Depth (feet): 36-39
Sample No.: B-4
Soil Identification: Dark gray silty sand (SM)
CP-3 0.0
1560.0 0.0
222.6 1.0
1337.4 0.0
CP-3
1169.3
222.6
946.7
(in.) (mm.)
1 1/2" 37.5
1" 25.0
3/4" 19.0
1/2" 12.5
3/8" 9.5
# 4 4.75
# 8 2.36
# 16 1.18
# 30 0.600
# 50 0.300
# 100 0.150
# 200 0.075
GRAVEL: 7 %
SAND: 63 %
FINES: 30 %
GROUP SYMBOL: SM
Remarks:

20.0 100.0
458.7
304.6

29.5 818.9 38.8

97.6 92.7

77.2 184.9 86.2
Wt. of Dry Soil + Cont. (g)
Container No.
942.5

51.7 PAN
Cc = (D30)² /(D60* D10) =

0.0 31.7

97.3 98.5
645.8

65.7 Wt. of Container (g)
Moisture Content of Total Air - Dry Soil
Wt. of Container No._____ (g)
Wt. of Air-Dried Soil + Cont.(g)
Cu = D60/D10 =
U. S. Sieve Size Percent Passing (% )
Wt. of Air-Dry Soil + Cont. (g)
After Wet Sieve
Dry Wt. of Soil (g)
Cumulative Weight
Dry Soil Retained (g)
Moisture Content (% )
Wt. of Dry Soil + Container (g)
Wt. of Container (g)
Dry Wt. of Soil Retained on # 200 Sieve (g)

PARTI CLE-SI ZE DI STRI BUTI ON (GRADATI ON)
ASTM D 6913
Container No.:
of SOI LS USI NG SI EVE ANALYSI S
OC Cemetery District - Gypsum Canyon
U.S. STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER

GRAVEL FINES

COARSE COARSE MEDIUM FINE CLAY
12417.001
SAND

FINE SILT

HYDROMETER

3.0" 1 1/2" 3/4" 3/8" # 4 # 8 # 16 # 30 # 50 # 100 # 200 OC Cemetery District - Gypsum Canyon
Project No.:

BA-1 Sample No.:

PARTI CLE - SI ZE

DI STRI BUTI ON
ASTM D 6913
Soil Identification: Dark gray silty sand (SM)
SM
GR:SA:FI : (% )
Boring No.:

Depth (feet): 36-39 Soil Type :

Project Name:
7 : 63 : 30
B-4
Sep-19
0 10
20 30
40 50
60 70
80 90
100
100.000 10.000 1.000 0.100 0.010 0.001

PERCENT FINER BY WEIGHT
PARTICLE - SIZE (mm)
"
SA BA-1, B-4 @ 36-39
Project Name: Tested By: RMM/ACS Date: 08/14/19
Project No.: 12417.001 Checked By: J. Ward Date: 09/10/19 Boring No.: BA-2 Depth (feet): 28-30
Sample No.: B-4
Soil Identification: Yellowish brown clayey sand with gravel (SC)g Whole Sample Sample Passing
# 4 Whole Sample Sample
passing # 4
HF XP Wt. of Air-Dry Soil + Cont.(g) 0.0 0.0
5511.3 717.7 Wt. of Dry Soil + Cont. (g) 0.0 0.0
226.1 201.3 Wt. of Container No._____(g) 1.0 1.0
5285.2 516.4 Moisture Content (% ) 0.0 0.0
XP
566.5
201.3
365.2
(mm.)
1 1/2"
1"
3/4"
1/2"
3/8"
# 4
# 8
# 16
# 30
# 50
# 100
# 200
GRAVEL: 33 %
SAND: 47 %
FINES: 20 %
GROUP SYMBOL: (SC)g
Remarks:

32.5 Cu = D60/D10 =
Cc = (D30)² /(D60* D10) =

PARTI CLE-SI ZE DI STRI BUTI ON (GRADATI ON)
ASTM D 6913
Container No.:

OC Cemetery District - Gypsum Canyon
Moisture Contents Calculation of Dry Weights
of SOI LS USI NG SI EVE ANALYSI S

60.0 19.8
100.0

89.8 24.4

51.6 43.0

82.9 77.8

37.5 Wt. of Dry Soil + Container (g)

66.9 Cumulative Weight of Dry Soil Retained (g) U. S. Sieve Size

19.0 Wt. of Container (g)
1174.4
Wt. Air-Dried Soil + Cont.(g)
Sample Passing # 4
Passing # 4 Material After Wet Sieve
Wt. of Container (g)
Container No.

Dry Wt. of Soil (g)
Whole Sample

9.5 0.075
184.8
Percent Passing
(% )
Dry Wt. of Soil Retained on # 200 Sieve (g)
265.8

0.0 541.6
117.9
1747.6

0.300

53.0 363.8
PAN

4.75 2.36

1.18 0.600

25.0 334.0 93.7
327.8

12.5 902.8

0.150
U.S. STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER

GRAVEL FINES

COARSE COARSE MEDIUM FINE CLAY
12417.001
SAND

FINE SILT

HYDROMETER

3.0" 1 1/2" 3/4" 3/8" # 4 # 8 # 16 # 30 # 50 # 100 # 200 OC Cemetery District - Gypsum Canyon
Project No.:

BA-2 Sample No.:

PARTI CLE - SI ZE

DI STRI BUTI ON
ASTM D 6913
Soil Identification: Yellowish brown clayey sand with gravel (SC)g (SC)g
GR:SA:FI : (% )
Boring No.:

Depth (feet): 28-30 Soil Type :

Project Name:
33 : 47 : 20
B-4
Sep-19
0 10
20 30
40 50
60 70
80 90
100
100.000 10.000 1.000 0.100 0.010 0.001

PERCENT FINER BY WEIGHT
PARTICLE - SIZE (mm)
"
SA BA-2, B-4 @ 28-30
Project Name: Tested By: O. Figueroa Date: 08/13/19
Project No.: 12417.001 Checked By: J. Ward Date: 09/10/19 Boring No.: BA-3 Depth (feet): 5-10
Sample No.: B-1
Soil Identification: Yellowish brown well-graded sand with clay and gravel (SW-SC)g Whole Sample Sample Passing
# 4
Whole
Sample
Sample
passing # 4
N/A BP-1 Wt. of Air-Dry Soil + Cont.(g) 0.0 0.0
20740.6 1010.4 Wt. of Dry Soil + Cont. (g) 0.0 0.0

0.0 294.3 Wt. of Container No._____(g) 1.0 1.0
20740.6 716.1 Moisture Content (% ) 0.0 0.0
BP-1
865.1
294.3
570.8
(mm.)
2"
1 1/2"
1"
3/4"
1/2"
3/8"
# 4
# 8
# 16
# 30
# 50
# 100
# 200
GRAVEL: 42 %
SAND: 46 %
FINES: 12 %
GROUP SYMBOL: (SW-SC)g 117.02

1.26 Remarks:

37.5 856.8 95.9

21.3 Cu = D60/D10 =
Cc = (D30)² /(D60* D10) =

PARTI CLE-SI ZE DI STRI BUTI ON (GRADATI ON)
ASTM D 6913
Container No.:

OC Cemetery District - Gypsum Canyon
Moisture Contents Calculation of Dry Weights
of SOI LS USI NG SI EVE ANALYSI S

47.7 11.9
100.0

83.7 15.1

39.2 30.8

74.8 69.6

75.0 Wt. of Dry Soil + Container (g)

57.7 Cumulative Weight of Dry Soil Retained (g) U. S. Sieve Size

19.0 Wt. of Container (g)
6301.8
Wt. Air-Dried Soil + Cont.(g)
Sample Passing # 4
Passing # 4 Material After Wet Sieve
Wt. of Container (g)
Container No.

Dry Wt. of Soil (g)
Whole Sample

9.5 0.075
333.5
Percent Passing
(% )
Dry Wt. of Soil Retained on # 200 Sieve (g)
451.3

0.0 3389.8
230.1
8763.8

0.300
123.9
569.0
PAN

4.75 2.36

1.18 0.600

25.0 2110.2 89.8
528.2

12.5 5233.7

0.150
U.S. STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER

GRAVEL FINES

COARSE COARSE MEDIUM FINE CLAY
12417.001
SAND

FINE SILT

HYDROMETER

3.0" 1 1/2" 3/4" 3/8" # 4 # 8 # 16 # 30 # 50 # 100 # 200 OC Cemetery District - Gypsum Canyon
Project No.:

BA-3 Sample No.:

PARTI CLE - SI ZE

DI STRI BUTI ON
ASTM D 6913
Soil Identification: Yellowish brown well-graded sand with clay and gravel (SWSC)g (SW-SC)g
GR:SA:FI : (% )
Boring No.:

Depth (feet): 5-10 Soil Type :

Project Name:
42 : 46 : 12
B-1
Sep-19
0 10
20 30
40 50
60 70
80 90
100
100.000 10.000 1.000 0.100 0.010 0.001

PERCENT FINER BY WEIGHT
PARTICLE - SIZE (mm)
"
SA BA-3, B-1 @ 5-10
Project Name: Tested By: RMM/ACS Date: 08/15/19
Project No.: 12417.001 Checked By: J. Ward Date: 09/10/19 Boring No.: BA-3 Depth (feet): 33-36
Sample No.: B-5
Soil Identification: Dark olive brown silty, clayey sand with gravel (SC-SM)g Whole Sample Sample Passing
# 4 Whole Sample Sample
passing # 4
D B-1 Wt. of Air-Dry Soil + Cont.(g) 0.0 0.0
5132.1 791.4 Wt. of Dry Soil + Cont. (g) 0.0 0.0
232.8 277.7 Wt. of Container No._____(g) 1.0 1.0
4899.3 513.7 Moisture Content (% ) 0.0 0.0
B-1
655.1
277.7
377.4
(mm.)
1 1/2"
1"
3/4"
1/2"
3/8"
# 4
# 8
# 16
# 30
# 50
# 100
# 200
GRAVEL: 32 %
SAND: 50 %
FINES: 18 %
GROUP SYMBOL: (SC-SM)g
Remarks:

37.5 0.0 100.0

30.0 Cu = D60/D10 =
Cc = (D30)² /(D60* D10) =

PARTI CLE-SI ZE DI STRI BUTI ON (GRADATI ON)
ASTM D 6913
Container No.:

OC Cemetery District - Gypsum Canyon
Moisture Contents Calculation of Dry Weights
of SOI LS USI NG SI EVE ANALYSI S

63.8 18.3

89.4 22.4

57.5 44.4

80.8 76.4
Wt. of Dry Soil + Container (g)

67.8 Cumulative Weight of Dry Soil Retained (g) U. S. Sieve Size

19.0 Wt. of Container (g)
1154.7
Wt. Air-Dried Soil + Cont.(g)
Sample Passing # 4
Passing # 4 Material After Wet Sieve
Wt. of Container (g)
Container No.

Dry Wt. of Soil (g)
Whole Sample

9.5 0.075
177.4
Percent Passing
(% )
Dry Wt. of Soil Retained on # 200 Sieve (g)
286.2
518.8

77.8 1579.6

0.300

30.2 374.7
PAN

4.75 2.36

1.18 0.600

25.0 310.1 93.7
343.8

12.5 942.7

0.150
U.S. STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER

GRAVEL FINES

COARSE COARSE MEDIUM FINE CLAY
12417.001
SAND

FINE SILT

HYDROMETER

3.0" 1 1/2" 3/4" 3/8" # 4 # 8 # 16 # 30 # 50 # 100 # 200 OC Cemetery District - Gypsum Canyon
Project No.:

BA-3 Sample No.:

PARTI CLE - SI ZE

DI STRI BUTI ON
ASTM D 6913
Soil Identification: Dark olive brown silty, clayey sand with gravel (SC-SM)g (SC-SM)g
GR:SA:FI : (% )
Boring No.:

Depth (feet): 33-36 Soil Type :

Project Name:
32 : 50 : 18
B-5
Sep-19
0 10
20 30
40 50
60 70
80 90
100
100.000 10.000 1.000 0.100 0.010 0.001

PERCENT FINER BY WEIGHT
PARTICLE - SIZE (mm)
"
SA BA-3, B-5 @ 33-36
Project Name: Tested By: G. Bathala Date: 08/08/19
Project No.: Checked By: J. Ward Date: 08/21/19
Boring No.: Depth (ft.):

Sample No.: Sample Type: Ring
Soil Identification:

2.415

1.000
206.51

44.37 0.9539
210.49
195.04

57.94 11.3
121.2
78 0.3378
261.75
247.11

57.20 10.06
126.9
83 0.2905

2.70 62.43

0.10 0.3351 0.9973 0.00 0.27 0.387 0.27 8/12/19 8:20:00 0.0 0.0 0.3132

0.25 0.3285 0.9907 0.02 0.93 0.378 0.91 8/12/19 8:20:06 0.1 0.3 0.3115

0.50 0.3253 0.9875 0.04 1.26 0.374 1.22 8/12/19 8:20:15 0.2 0.5 0.3113

1.00 0.3199 0.9821 0.07 1.79 0.367 1.72 8/12/19 8:20:30 0.5 0.7 0.3111

2.00 0.3132 0.9754 0.11 2.46 0.358 2.35 8/12/19 8:21:00 1.0 1.0 0.3109

2.00 0.3132 0.9754 0.11 2.46 0.358 2.35 8/12/19 8:22:00 2.0 1.4 0.3107

4.00 0.3087 0.9709 0.18 2.91 0.353 2.73 8/12/19 8:24:00 4.0 2.0 0.3104

8.00 0.2973 0.9595 0.28 4.06 0.338 3.78 8/12/19 8:28:00 8.0 2.8 0.3102

16.00 0.2804 0.9426 0.41 5.74 0.317 5.33 8/12/19 8:35:00 15.0 3.9 0.3100

4.00 0.2837 0.9459 0.30 5.41 0.320 5.11 8/12/19 8:50:00 30.0 5.5 0.3097

1.00 0.2874 0.9496 0.19 5.04 0.323 4.85 8/12/19 9:20:00 60.0 7.7 0.3096

0.25 0.2905 0.9527 0.12 4.73 0.327 4.61 8/12/19 10:20:00 120.0 11.0 0.3094 8/12/19 12:20:00 240.0 15.5 0.3092
8/12/19 16:20:00 480.0 21.9 0.3091
8/13/19 8:20:00 1440.0 37.9 0.3087
Pressure
(p)
(ksf)
Final
Reading
(in.)
Apparent
Thickness
(in.)
Load
Compliance
(% )
Deformation
% of
Sample
Thickness
Void
Ratio
Corrected
Deformation (% )
Time Readings @ 4.0 ksf
Date Time Elapsed
Time (min)
Square Root
of Time
Dial Rdgs.
(in.)
Sample Diameter (in.)
Sample Thickness (in.)
Wt. of Sample + Ring (g)
Weight of Ring (g)
After Test
Height after consol. (in.)
Wt.Wet Sample+ Cont. (g)
Wt.of Dry Sample+ Cont. (g)
Weight of Container (g)
Before Test
Initial Moisture Content (%)
Initial Dry Density (pcf)
Initial Saturation (%)
Initial Vertical Reading (in.)
Wt.of Wet Sample+ Cont. (g)
Wt. of Dry Sample+ Cont. (g)
Weight of Container (g)
Final Moisture Content (%)
Water Density (pcf)
Final Dry Density (pcf)
Final Saturation (%)
Final Vertical Reading (in.)
Specific Gravity (assumed)
OC Cemetery District - Gypsum Canyon

ONE-DI MENSI ONAL CONSOLI DATI ON
PROPERTI ES of SOI LS
ASTM D 2435
Light olive brown clayey sand (SC)

15.0 R2
12417.001
19-A

0.310

0.320

0.330

0.340

0.350

0.360

0.370

0.380

0.390

0.400

0.10 1.00 10.00 100.

Void Ratio
Pressure, p (ksf)
Inundate with
Tap water
Initial Final Initial Final Initial Final Initial Final Time Readings @ 4.0 ksf
121.2 0.327 78 83
Degree of
Saturation (%) Dry Density (pcf)

0.391
Void Ratio

15.0 11.3
Soil Identification: Light olive brown clayey sand (SC) Project No.:

OC Cemetery District - Gypsum Canyon
08-19
12417.001
Boring
No.

Sample
No.

Depth
(ft.)
Moisture
Content (% )

ONE-DI MENSI ONAL CONSOLI DATI ON
PROPERTI ES of SOI LS
ASTM D 2435
19-A R2 10.1 126.9

0.3080

0.3085

0.3090

0.3095

0.3100

0.3105

0.3110

0.3115

0.3120

0.3125

0.3130

0.3135

0.1 1.0 10.0 100.0 1000.0 10000.0
Deformation Dial Reading (in.)
Log of Time (min.)

0.00 1.00

2.00 3.00

4.00 5.00

6.00 0.10 1.00 10.00 100.00
Deformation (%)
Pressure, p (ksf)

0.3080

0.3085

0.3090

0.3095

0.3100

0.3105

0.3110

0.3115

0.3120

0.3125

0.3130

0.3135

0.0 10.0 20.0 30.0 40.0
Square Root of Time (min.1/2)
Inundate with
Tap water
Project Name: Tested By: G. Bathala Date: 08/08/19
Project No.: Checked By: J. Ward Date: 08/21/19
Boring No.: Depth (ft.):

Sample No.: Sample Type: Ring
Soil Identification:

2.415

1.000
205.90

45.98 0.9708
198.27
186.87

59.06 8.9
122.1
63 0.3071
268.49
252.64

60.62 10.85
125.1
84 0.2747

2.70 62.43

0.10 0.3067 0.9996 0.00 0.04 0.380 0.04 8/12/19 8:10:00 0.0 0.0 0.2951

0.25 0.3050 0.9979 0.09 0.21 0.379 0.12 8/12/19 8:10:06 0.1 0.3 0.2929

0.50 0.3025 0.9954 0.18 0.46 0.377 0.28 8/12/19 8:10:15 0.2 0.5 0.2927

1.00 0.2997 0.9926 0.29 0.74 0.374 0.45 8/12/19 8:10:30 0.5 0.7 0.2925

2.00 0.2955 0.9884 0.43 1.16 0.370 0.73 8/12/19 8:11:00 1.0 1.0 0.2922

2.00 0.2951 0.9880 0.43 1.21 0.370 0.78 8/12/19 8:12:00 2.0 1.4 0.2920

4.00 0.2907 0.9836 0.62 1.64 0.366 1.02 8/12/19 8:14:00 4.0 2.0 0.2919

8.00 0.2805 0.9734 0.84 2.66 0.355 1.82 8/12/19 8:18:00 8.0 2.8 0.2918

16.00 0.2629 0.9558 1.07 4.42 0.334 3.35 8/12/19 8:25:00 15.0 3.9 0.2916

4.00 0.2674 0.9603 0.83 3.98 0.337 3.15 8/12/19 8:40:00 30.0 5.5 0.2915

1.00 0.2715 0.9644 0.54 3.57 0.339 3.03 8/12/19 9:10:00 60.0 7.7 0.2913

0.25 0.2747 0.9676 0.32 3.24 0.340 2.92 8/12/19 10:10:00 120.0 11.0 0.2912 8/12/19 12:10:00 240.0 15.5 0.2910
8/12/19 16:10:00 480.0 21.9 0.2909
8/13/19 8:10:00 1440.0 37.9 0.2907
Pressure
(p)
(ksf)
Final
Reading
(in.)
Apparent
Thickness
(in.)
Load
Compliance
(% )
Deformation
% of
Sample
Thickness
Void
Ratio
Corrected
Deformation (% )
Time Readings @ 4.0 ksf
Date Time Elapsed
Time (min)
Square Root
of Time
Dial Rdgs.
(in.)
Sample Diameter (in.)
Sample Thickness (in.)
Wt. of Sample + Ring (g)
Weight of Ring (g)
After Test
Height after consol. (in.)
Wt.Wet Sample+ Cont. (g)
Wt.of Dry Sample+ Cont. (g)
Weight of Container (g)
Before Test
Initial Moisture Content (%)
Initial Dry Density (pcf)
Initial Saturation (%)
Initial Vertical Reading (in.)
Wt.of Wet Sample+ Cont. (g)
Wt. of Dry Sample+ Cont. (g)
Weight of Container (g)
Final Moisture Content (%)
Water Density (pcf)
Final Dry Density (pcf)
Final Saturation (%)
Final Vertical Reading (in.)
Specific Gravity (assumed)
OC Cemetery District - Gypsum Canyon

ONE-DI MENSI ONAL CONSOLI DATI ON
PROPERTI ES of SOI LS
ASTM D 2435
Light olive brown clayey sand (SC)

15.0 R2
12417.001
19-B

0.330

0.340

0.350

0.360

0.370

0.380

0.390

0.10 1.00 10.00 100.

Void Ratio
Pressure, p (ksf)
Inundate with
Tap water
Initial Final Initial Final Initial Final Initial Final Time Readings @ 4.0 ksf
122.1 0.340 63 84
Degree of
Saturation (%) Dry Density (pcf)

0.380
Void Ratio

15.0 8.9
Soil Identification: Light olive brown clayey sand (SC) Project No.:

OC Cemetery District - Gypsum Canyon
08-19
12417.001
Boring
No.

Sample
No.

Depth
(ft.)
Moisture
Content (% )

ONE-DI MENSI ONAL CONSOLI DATI ON
PROPERTI ES of SOI LS
ASTM D 2435
19-B R2 10.9 125.1

0.2900

0.2905

0.2910

0.2915

0.2920

0.2925

0.2930

0.2935

0.2940

0.2945

0.2950

0.2955

0.1 1.0 10.0 100.0 1000.0 10000.0
Deformation Dial Reading (in.)
Log of Time (min.)

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 0.10 1.00 10.00 100.00
Deformation (%)
Pressure, p (ksf)

0.2900

0.2905

0.2910

0.2915

0.2920

0.2925

0.2930

0.2935

0.2940

0.2945

0.2950

0.2955

0.0 10.0 20.0 30.0 40.0
Square Root of Time (min.1/2)
Inundate with
Tap water
Project Name: Tested By: G. Bathala Date: 08/08/19
Project No.: Checked By: J. Ward Date: 08/21/19
Boring No.: Depth (ft.):

Sample No.: Sample Type:

Soil Identification:

Sample Diameter (in.): 2.415
Sample Thickness (in.): 1.000
Weight of Sample + ring (g): 198.91
Weight of Ring (g): 45.83
Height after consol. (in.): 0.9630
Before Test
Wt. of Wet Sample+ Cont. (g): 227.38
Wt. of Dry Sample+ Cont. (g): 216.48
Weight of Container (g): 54.30
Initial Moisture Content (%) 6.7
Initial Dry Density (pcf) 119.3
Initial Saturation (%): 44
Initial Vertical Reading (in.) 0.0620
After Test
Wt. of Wet Sample+ Cont. (g): 263.01
Wt. of Dry Sample+ Cont. (g): 246.74
Weight of Container (g): 58.20
Final Moisture Content (%) 11.40
Final Dry Density (pcf): 123.2
Final Saturation (%): 84
Final Vertical Reading (in.) 0.1009
Specific Gravity (assumed): 2.70
Water Density (pcf): 62.43

0.10 0.0621 0.9999 0.00 0.01 0.413 0.01 8/12/19 8:35:00 0.0 0.0 0.0800

0.20 0.0632 0.9989 0.03 0.11 0.412 0.08 8/12/19 8:35:06 0.1 0.3 0.0868

0.40 0.0648 0.9972 0.08 0.28 0.410 0.20 8/12/19 8:35:15 0.2 0.5 0.0875

0.80 0.0672 0.9949 0.15 0.51 0.408 0.36 8/12/19 8:35:30 0.5 0.7 0.0880

1.60 0.0704 0.9916 0.26 0.84 0.405 0.58 8/12/19 8:36:00 1.0 1.0 0.0886

3.20 0.0746 0.9875 0.38 1.26 0.401 0.88 8/12/19 8:37:00 2.0 1.4 0.0890

3.20 0.0800 0.9820 0.38 1.80 0.393 1.42 8/12/19 8:39:00 4.0 2.0 0.0895

6.40 0.0920 0.9700 0.51 3.00 0.378 2.49 8/12/19 8:43:00 8.0 2.8 0.0898

12.80 0.1108 0.9512 0.65 4.88 0.353 4.23 8/12/19 8:50:00 15.0 3.9 0.0901

3.20 0.1079 0.9542 0.48 4.58 0.355 4.11 8/12/19 9:05:00 30.0 5.5 0.0905

0.80 0.1045 0.9575 0.33 4.25 0.358 3.92 8/12/19 9:35:00 60.0 7.7 0.0908

0.20 0.1009 0.9611 0.19 3.89 0.361 3.70 8/12/19 10:35:00 120.0 11.0 0.0911 8/12/19 12:37:00 242.0 15.6 0.0914
8/12/19 16:35:00 480.0 21.9 0.0917
8/13/19 8:35:00 1440.0 37.9 0.0920
Pressure
(p)
(ksf)
Final
Reading
(in.)
Apparent
Thickness
(in.)
Load
Compliance
(% ) Dial Rdgs.
(in.)
OC Cemetery District - Gypsum Canyon
PROPERTI ES of SOI LS

ONE-DI MENSI ONAL CONSOLI DATI ON
ASTM D 2435
12417.001
Deformation
% of Sample
Thickness
Corrected
Deformation (% )
Void
Ratio
Olive brown silty, clayey sand (SC-SM)
Time Readings @ 6.4 ksf
19-B 25.0
R3
Date Time
Square
Root of
Time
Elapsed
Time (min)
Ring

0.340

0.350

0.360

0.370

0.380

0.390

0.400

0.410

0.420

0.10 1.00 10.00 100.

Void Ratio
Pressure, p (ksf)
Inundate with
Tap water
Initial Final Initial Final Initial Final Initial Final Soil Identification:

Boring
No.

Sample
No.

Depth
(ft.)
Moisture
Content (% )

ONE-DI MENSI ONAL CONSOLI DATI ON
PROPERTI ES of SOI LS
ASTM D 2435
19-B R3 6.7 11.4 123.2
Olive brown silty, clayey sand (SC-SM)
Project No.:

OC Cemetery District - Gypsum Canyon
08-19
12417.001
Time Readings @ 6.4 ksf
119.3 0.361 44 84
Degree of
Saturation (%) Dry Density (pcf)

0.413
Void Ratio
25 0.0780

0.0800

0.0820

0.0840

0.0860

0.0880

0.0900

0.0920

0.0940

0.1 1.0 10.0 100.0 1000.0 10000.0
Deformation Dial Reading (in.)
Log of Time (min.)

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 4.50

0.10 1.00 10.00 100.00
Deformation (%)
Pressure, p (ksf)

0.0780

0.0800

0.0820

0.0840

0.0860

0.0880

0.0900

0.0920

0.0940

0.0 10.0 20.0 30.0 40.0
Square Root of Time (min.1/2)
Inundate with
Tap water
Project Name: Tested By: G. Bathala Date: 08/07/19
Project No.: Checked By: J. Ward Date: 08/21/19
Boring No.: Depth (ft.):

Sample No.: Sample Type: Ring
Soil Identification:

2.415

1.000
210.26

42.39 0.9688
239.84
223.82

56.92 9.6
127.4
80 0.3146
284.45
269.86

75.48 9.60
130.5
89 0.2801

2.70 62.43

0.10 0.3145 0.9999 0.00 0.01 0.323 0.01 8/12/19 8:05:00 0.0 0.0 0.2955

0.25 0.3135 0.9989 0.05 0.11 0.322 0.06 8/12/19 8:05:06 0.1 0.3 0.2909

0.50 0.3118 0.9972 0.13 0.28 0.321 0.15 8/12/19 8:05:15 0.2 0.5 0.2903

1.00 0.3083 0.9937 0.23 0.63 0.318 0.40 8/12/19 8:05:30 0.5 0.7 0.2898

2.00 0.3027 0.9881 0.38 1.19 0.313 0.81 8/12/19 8:06:00 1.0 1.0 0.2893

4.00 0.2958 0.9812 0.54 1.88 0.306 1.34 8/12/19 8:07:00 2.0 1.4 0.2886

4.00 0.2955 0.9809 0.54 1.91 0.305 1.37 8/12/19 8:09:00 4.0 2.0 0.2883

8.00 0.2860 0.9714 0.72 2.86 0.295 2.14 8/12/19 8:13:00 8.0 2.8 0.2878

16.00 0.2730 0.9584 0.94 4.16 0.281 3.22 8/12/19 8:20:00 15.0 3.9 0.2876

4.00 0.2757 0.9611 0.72 3.89 0.281 3.17 8/12/19 8:35:00 30.0 5.5 0.2871

1.00 0.2783 0.9637 0.48 3.63 0.282 3.15 8/12/19 9:05:00 60.0 7.7 0.2868

0.25 0.2801 0.9655 0.33 3.45 0.282 3.12 8/12/19 10:05:00 120.0 11.0 0.2866 8/12/19 12:05:00 240.0 15.5 0.2864
8/12/19 16:05:00 480.0 21.9 0.2861
8/13/19 8:05:00 1440.0 37.9 0.2860
Pressure
(p)
(ksf)
Final
Reading
(in.)
Apparent
Thickness
(in.)
Load
Compliance
(% )
Deformation
% of
Sample
Thickness
Void
Ratio
Corrected
Deformation (% )
Time Readings @ 8.0 ksf
Date Time Elapsed
Time (min)
Square Root
of Time
Dial Rdgs.
(in.)
Sample Diameter (in.)
Sample Thickness (in.)
Wt. of Sample + Ring (g)
Weight of Ring (g)
After Test
Height after consol. (in.)
Wt.Wet Sample+ Cont. (g)
Wt.of Dry Sample+ Cont. (g)
Weight of Container (g)
Before Test
Initial Moisture Content (% )
Initial Dry Density (pcf)
Initial Saturation (% )
Initial Vertical Reading (in.)
Wt.of Wet Sample+ Cont. (g)
Wt. of Dry Sample+ Cont. (g)
Weight of Container (g)
Final Moisture Content (% )
Water Density (pcf)
Final Dry Density (pcf)
Final Saturation (% )
Final Vertical Reading (in.)
Specific Gravity (assumed)
OC Cemetery District - Gypsum Canyon

ONE-DI MENSI ONAL CONSOLI DATI ON
PROPERTI ES of SOI LS
ASTM D 2435
Yellowish brown clayey sand with gravel (SC)g

35.0 R4
12417.001
19-B

0.270

0.280

0.290

0.300

0.310

0.320

0.330

0.10 1.00 10.00 100.

Void Ratio
Pressure, p (ksf)
Inundate with
Tap water
Initial Final Initial Final Initial Final Initial Final Time Readings @ 8.0 ksf
127.4 0.282 80 89
Degree of
Saturation (% ) Dry Density (pcf)

0.323
Void Ratio

35.0 9.6
Soil Identification: Yellowish brown clayey sand with gravel (SC)g Project No.:

OC Cemetery District - Gypsum Canyon
08-19
12417.001
Boring
No.

Sample
No.

Depth
(ft.)
Moisture
Content (% )

ONE-DI MENSI ONAL CONSOLI DATI ON
PROPERTI ES of SOI LS
ASTM D 2435
19-B R4 9.6 130.5

0.2840

0.2860

0.2880

0.2900

0.2920

0.2940

0.2960

0.1 1.0 10.0 100.0 1000.0 10000.0
Deformation Dial Reading (in.)
Log of Time (min.)

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

0.10 1.00 10.00 100.00
Deformation (%)
Pressure, p (ksf)

0.2840

0.2860

0.2880

0.2900

0.2920

0.2940

0.2960

0.0 10.0 20.0 30.0 40.0
Square Root of Time (min.1/2)
Inundate with
Tap water
Project Name: Tested By: G. Bathala Date: 08/08/19
Project No.: Checked By: J. Ward Date: 08/23/19
Boring No.: Depth (ft.):

Sample No.: Sample Type: Ring
Soil Identification:

2.415

1.000
208.39

43.14 0.9686
207.34
195.70

70.37 9.3
125.8
74 0.3012
275.46
260.18

67.92 10.25
128.0
87 0.2676

2.70 62.43

0.10 0.2995 0.9983 0.00 0.17 0.338 0.17 8/12/19 8:15:00 0.0 0.0 0.2808

0.25 0.2932 0.9920 0.05 0.81 0.330 0.76 8/12/19 8:15:06 0.1 0.3 0.2784

0.50 0.2906 0.9894 0.10 1.07 0.327 0.97 8/12/19 8:15:15 0.2 0.5 0.2782

1.00 0.2866 0.9854 0.18 1.46 0.323 1.28 8/12/19 8:15:30 0.5 0.7 0.2780

2.00 0.2811 0.9799 0.27 2.01 0.317 1.74 8/12/19 8:16:00 1.0 1.0 0.2779

2.00 0.2808 0.9796 0.27 2.04 0.317 1.77 8/12/19 8:17:00 2.0 1.4 0.2777

4.00 0.2762 0.9750 0.40 2.50 0.312 2.10 8/12/19 8:19:00 4.0 2.0 0.2775

8.00 0.2676 0.9664 0.56 3.37 0.303 2.81 8/12/19 8:23:00 8.0 2.8 0.2773

16.00 0.2535 0.9523 0.77 4.77 0.287 4.00 8/12/19 8:30:00 15.0 3.9 0.2772

4.00 0.2581 0.9569 0.54 4.31 0.290 3.77 8/12/19 8:45:00 30.0 5.5 0.2771

1.00 0.2635 0.9623 0.36 3.78 0.295 3.42 8/12/19 9:15:00 60.0 7.7 0.2769

0.25 0.2676 0.9664 0.22 3.36 0.298 3.14 8/12/19 10:17:00 122.0 11.0 0.2767 8/12/19 12:15:00 240.0 15.5 0.2765
8/12/19 16:15:00 480.0 21.9 0.2764
8/13/19 8:15:00 1440.0 37.9 0.2762
OC Cemetery District - Gypsum Canyon

ONE-DI MENSI ONAL CONSOLI DATI ON
PROPERTI ES of SOI LS
ASTM D 2435
Light olive brown clayey sand (SC)

15.0 R2
12417.001
19-C
Weight of Container (g)
Final Moisture Content (%)
Water Density (pcf)
Final Dry Density (pcf)
Final Saturation (%)
Final Vertical Reading (in.)
Specific Gravity (assumed)
Initial Moisture Content (%)
Initial Dry Density (pcf)
Initial Saturation (%)
Initial Vertical Reading (in.)
Wt.of Wet Sample+ Cont. (g)
Wt. of Dry Sample+ Cont. (g)
Sample Diameter (in.)
Sample Thickness (in.)
Wt. of Sample + Ring (g)
Weight of Ring (g)
After Test
Height after consol. (in.)
Wt.Wet Sample+ Cont. (g)
Wt.of Dry Sample+ Cont. (g)
Weight of Container (g)
Before Test
Corrected
Deformation (% )
Time Readings @ 4.0 ksf
Date Time Elapsed
Time (min)
Square Root
of Time
Dial Rdgs.
(in.)
Pressure
(p)
(ksf)
Final
Reading
(in.)
Apparent
Thickness
(in.)
Load
Compliance
(% )
Deformation
% of
Sample
Thickness
Void
Ratio

0.280

0.290

0.300

0.310

0.320

0.330

0.340

0.350

0.10 1.00 10.00 100.

Void Ratio
Pressure, p (ksf)
Inundate with
Tap water
Initial Final Initial Final Initial Final Initial Final Boring
No.

Sample
No.

Depth
(ft.)
Moisture
Content (% )

ONE-DI MENSI ONAL CONSOLI DATI ON
PROPERTI ES of SOI LS
ASTM D 2435
19-C R2 9.3 10.2 128.0
Soil Identification: Light olive brown clayey sand (SC) Project No.:

OC Cemetery District - Gypsum Canyon
08-19
12417.001
Time Readings @ 4.0 ksf
125.8 0.298 74 87
Degree of
Saturation (%) Dry Density (pcf)

0.340
Void Ratio

15.0 0.2750

0.2760

0.2770

0.2780

0.2790

0.2800

0.2810

0.2820

0.1 1.0 10.0 100.0 1000.0 10000.0
Deformation Dial Reading (in.)
Log of Time (min.)

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 4.50

0.10 1.00 10.00 100.00
Deformation (%)
Pressure, p (ksf)

0.2750

0.2760

0.2770

0.2780

0.2790

0.2800

0.2810

0.2820

0.0 10.0 20.0 30.0 40.0
Square Root of Time (min.1/2)
Inundate with
Tap water
Project Name: Tested By: G. Bathala Date: 08/07/19
Project No.: Checked By: J. Ward Date: 08/23/19
Boring No.: Depth (ft.):

Sample No.: Sample Type: Ring
Soil Identification:

2.415

1.000
195.32

41.70 0.9407
212.91
183.90

61.50 23.7
103.3
97 0.2995
259.57
233.40

68.55 21.25
108.9
100

0.2354

2.77 62.43

0.10 0.3011 1.0016 0.00 -0.16 0.677 -0.16 8/12/19 8:25:00 0.0 0.0 0.2531

0.25 0.3012 1.0017 0.03 -0.17 0.678 -0.20 8/12/19 8:25:06 0.1 0.3 0.2505

0.50 0.3000 1.0005 0.06 -0.05 0.676 -0.11 8/12/19 8:25:15 0.2 0.5 0.2500

1.00 0.2960 0.9965 0.12 0.35 0.671 0.23 8/12/19 8:25:30 0.5 0.7 0.2494

2.00 0.2890 0.9895 0.22 1.06 0.660 0.84 8/12/19 8:26:00 1.0 1.0 0.2484

4.00 0.2769 0.9774 0.35 2.26 0.642 1.91 8/12/19 8:27:00 2.0 1.4 0.2471

8.00 0.2540 0.9545 0.53 4.55 0.607 4.02 8/12/19 8:29:00 4.0 2.0 0.2451

8.00 0.2531 0.9536 0.53 4.64 0.606 4.11 8/12/19 8:33:00 8.0 2.8 0.2424

16.00 0.2162 0.9167 0.74 8.33 0.547 7.59 8/12/19 8:40:00 15.0 3.9 0.2385

32.00 0.1724 0.8729 0.98 12.71 0.478 11.73 8/12/19 8:55:00 30.0 5.5 0.2328

8.00 0.1842 0.8847 0.74 11.53 0.494 10.79 8/12/19 9:25:00 60.0 7.7 0.2266

4.00 0.1963 0.8968 0.65 10.33 0.512 9.68 8/12/19 10:25:00 120.0 11.0 0.2215

1.00 0.2174 0.9179 0.53 8.21 0.546 7.68 8/12/19 12:25:00 240.0 15.5 0.2187

0.25 0.2354 0.9359 0.48 6.41 0.575 5.93 8/12/19 16:25:00 480.0 21.9 0.2173 8/13/19 8:25:00 1440.0 37.9 0.2162
OC Cemetery District - Gypsum Canyon

ONE-DI MENSI ONAL CONSOLI DATI ON
PROPERTI ES of SOI LS
ASTM D 2435
Olive gray silty clay (CL-ML)

75.0 R8
12417.001
19-C
Weight of Container (g)
Final Moisture Content (% )
Water Density (pcf)
Final Dry Density (pcf)
Final Saturation (% )
Final Vertical Reading (in.)
Specific Gravity (assumed)
Initial Moisture Content (% )
Initial Dry Density (pcf)
Initial Saturation (% )
Initial Vertical Reading (in.)
Wt.of Wet Sample+ Cont. (g)
Wt. of Dry Sample+ Cont. (g)
Sample Diameter (in.)
Sample Thickness (in.)
Wt. of Sample + Ring (g)
Weight of Ring (g)
After Test
Height after consol. (in.)
Wt.Wet Sample+ Cont. (g)
Wt.of Dry Sample+ Cont. (g)
Weight of Container (g)
Before Test
Corrected
Deformation (% )
Time Readings @ 16.0 ksf
Date Time Elapsed
Time (min)
Square Root
of Time
Dial Rdgs.
(in.)
Pressure
(p)
(ksf)
Final
Reading
(in.)
Apparent
Thickness
(in.)
Load
Compliance
(% )
Deformation
% of
Sample
Thickness
Void
Ratio

0.450

0.500

0.550

0.600

0.650

0.700

0.10 1.00 10.00 100.

Void Ratio
Pressure, p (ksf)
Inundate with
Tap water
Initial Final Initial Final Initial Final Initial Final Boring
No.

Sample
No.

Depth
(ft.)
Moisture
Content (% )

ONE-DI MENSI ONAL CONSOLI DATI ON
PROPERTI ES of SOI LS
ASTM D 2435
19-C R8 23.7 21.3 108.9
Soil Identification: Olive gray silty clay (CL-ML)
Project No.:

OC Cemetery District - Gypsum Canyon
08-19
12417.001
Time Readings @ 16.0 ksf
103.3 0.575 97 100
Degree of
Saturation (% ) Dry Density (pcf)

0.674
Void Ratio

75.0 0.2100

0.2150

0.2200

0.2250

0.2300

0.2350

0.2400

0.2450

0.2500

0.2550

0.1 1.0 10.0 100.0 1000.0 10000.0
Deformation Dial Reading (in.)
Log of Time (min.)
-2.00

0.00 2.00

4.00 6.00

8.00 10.00

12.00 14.00

0.10 1.00 10.00 100.00
Deformation (%)
Pressure, p (ksf)

0.2100

0.2150

0.2200

0.2250

0.2300

0.2350

0.2400

0.2450

0.2500

0.2550

0.0 10.0 20.0 30.0 40.0
Square Root of Time (min.1/2)
Inundate with
Tap water
Project Name: Tested By: G. Bathala Date: 08/09/19
Project No.: Checked By: J. Ward Date: 08/26/19
Boring No.: Depth (ft.):

Sample No.: Sample Type: Ring
Soil Identification:

2.415

1.000
213.56

44.31 0.9847
266.16
250.09

57.21 8.3
129.9
76 0.3311
272.02
257.46

57.94 9.38
131.1
89 0.3141

2.70 62.43

0.10 0.3308 0.9997 0.00 0.03 0.297 0.03 8/13/19 8:00:00 0.0 0.0 0.3193

0.25 0.3284 0.9973 0.01 0.27 0.294 0.26 8/13/19 8:00:06 0.1 0.3 0.3178

0.50 0.3260 0.9949 0.03 0.51 0.291 0.48 8/13/19 8:00:15 0.2 0.5 0.3176

1.00 0.3233 0.9922 0.06 0.78 0.288 0.72 8/13/19 8:00:30 0.5 0.7 0.3172

2.00 0.3198 0.9887 0.11 1.14 0.284 1.03 8/13/19 8:01:00 1.0 1.0 0.3171

2.00 0.3193 0.9882 0.11 1.18 0.283 1.07 8/13/19 8:02:00 2.0 1.4 0.3169

4.00 0.3159 0.9848 0.19 1.53 0.280 1.34 8/13/19 8:04:00 4.0 2.0 0.3168

8.00 0.3105 0.9794 0.33 2.06 0.275 1.73 8/13/19 8:08:00 8.0 2.8 0.3167

16.00 0.3025 0.9714 0.52 2.87 0.267 2.35 8/13/19 8:15:00 15.0 3.9 0.3166

4.00 0.3067 0.9756 0.36 2.44 0.270 2.08 8/13/19 8:30:00 30.0 5.5 0.3165

1.00 0.3107 0.9796 0.23 2.05 0.274 1.82 8/13/19 9:00:00 60.0 7.7 0.3164

0.25 0.3141 0.9830 0.17 1.70 0.277 1.53 8/13/19 10:00:00 120.0 11.0 0.3162 8/13/19 12:00:00 240.0 15.5 0.3161
8/13/19 16:00:00 480.0 21.9 0.3160
8/14/19 8:00:00 1440.0 37.9 0.3159
Pressure
(p)
(ksf)
Final
Reading
(in.)
Apparent
Thickness
(in.)
Load
Compliance
(% )
Deformation
% of
Sample
Thickness
Void
Ratio
Corrected
Deformation (% )
Time Readings @ 4.0 ksf
Date Time Elapsed
Time (min)
Square Root
of Time
Dial Rdgs.
(in.)
Sample Diameter (in.)
Sample Thickness (in.)
Wt. of Sample + Ring (g)
Weight of Ring (g)
After Test
Height after consol. (in.)
Wt.Wet Sample+ Cont. (g)
Wt.of Dry Sample+ Cont. (g)
Weight of Container (g)
Before Test
Initial Moisture Content (%)
Initial Dry Density (pcf)
Initial Saturation (%)
Initial Vertical Reading (in.)
Wt.of Wet Sample+ Cont. (g)
Wt. of Dry Sample+ Cont. (g)
Weight of Container (g)
Final Moisture Content (%)
Water Density (pcf)
Final Dry Density (pcf)
Final Saturation (%)
Final Vertical Reading (in.)
Specific Gravity (assumed)
OC Cemetery District - Gypsum Canyon

ONE-DI MENSI ONAL CONSOLI DATI ON
PROPERTI ES of SOI LS
ASTM D 2435
Light olive brown clayey sand (SC)

15.0 R2
12417.001
19-D

0.260

0.265

0.270

0.275

0.280

0.285

0.290

0.295

0.300

0.10 1.00 10.00 100.

Void Ratio
Pressure, p (ksf)
Inundate with
Tap water
Initial Final Initial Final Initial Final Initial Final Time Readings @ 4.0 ksf
129.9 0.277 76 89
Degree of
Saturation (%) Dry Density (pcf)

0.297
Void Ratio

15.0 8.3
Soil Identification: Light olive brown clayey sand (SC) Project No.:

OC Cemetery District - Gypsum Canyon
08-19
12417.001
Boring
No.

Sample
No.

Depth
(ft.)
Moisture
Content (% )

ONE-DI MENSI ONAL CONSOLI DATI ON
PROPERTI ES of SOI LS
ASTM D 2435
19-D R2 9.4 131.1

0.3155

0.3160

0.3165

0.3170

0.3175

0.3180

0.3185

0.3190

0.3195

0.1 1.0 10.0 100.0 1000.0 10000.0
Deformation Dial Reading (in.)
Log of Time (min.)

0.00 0.50

1.00 1.50

2.00 2.50

0.10 1.00 10.00 100.00
Deformation (%)
Pressure, p (ksf)

0.3155

0.3160

0.3165

0.3170

0.3175

0.3180

0.3185

0.3190

0.3195

0.0 10.0 20.0 30.0 40.0
Square Root of Time (min.1/2)
Inundate with
Tap water
Project Name: Tested By: G. Bathala Date: 08/07/19
Project No.: Checked By: J. Ward Date: 08/26/19
Boring No.: Depth (ft.):

Sample No.: Sample Type:

Soil Identification:

Sample Diameter (in.): 2.415
Sample Thickness (in.): 1.000
Weight of Sample + ring (g): 195.52
Weight of Ring (g): 41.91
Height after consol. (in.): 0.9569
Before Test
Wt. of Wet Sample+ Cont. (g): 218.83
Wt. of Dry Sample+ Cont. (g): 191.00
Weight of Container (g): 77.39
Initial Moisture Content (%) 24.5
Initial Dry Density (pcf) 102.6
Initial Saturation (%): 96
Initial Vertical Reading (in.) 0.0871
After Test
Wt. of Wet Sample+ Cont. (g): 252.48
Wt. of Dry Sample+ Cont. (g): 223.79
Weight of Container (g): 59.25
Final Moisture Content (%) 23.40
Final Dry Density (pcf): 106.6
Final Saturation (%): 100
Final Vertical Reading (in.) 0.1333
Specific Gravity (assumed): 2.84
Water Density (pcf): 62.43

0.10 0.0866 1.0005 0.00 -0.05 0.729 -0.05 8/12/19 8:30:00 0.0 0.0 0.1294

0.20 0.0875 0.9996 0.03 0.04 0.728 0.01 8/12/19 8:30:06 0.1 0.3 0.1317

0.40 0.0889 0.9982 0.09 0.18 0.726 0.09 8/12/19 8:30:15 0.2 0.5 0.1321

0.80 0.0924 0.9947 0.17 0.53 0.722 0.36 8/12/19 8:30:30 0.5 0.7 0.1325

1.60 0.1008 0.9863 0.26 1.37 0.709 1.11 8/12/19 8:31:00 1.0 1.0 0.1332

3.20 0.1116 0.9755 0.38 2.45 0.692 2.07 8/12/19 8:32:00 2.0 1.4 0.1342

6.40 0.1288 0.9583 0.52 4.17 0.665 3.65 8/12/19 8:34:00 4.0 2.0 0.1355

6.40 0.1294 0.9577 0.52 4.23 0.664 3.71 8/12/19 8:38:00 8.0 2.8 0.1374

12.80 0.1577 0.9295 0.65 7.06 0.617 6.41 8/12/19 8:45:00 15.0 3.9 0.1399

25.60 0.1995 0.8876 0.78 11.24 0.547 10.46 8/12/19 9:00:00 30.0 5.5 0.1436

6.40 0.1861 0.9010 0.59 9.90 0.567 9.31 8/12/19 9:30:00 60.0 7.7 0.1480

3.20 0.1754 0.9117 0.53 8.83 0.584 8.30 8/12/19 10:30:00 120.0 11.0 0.1521

0.80 0.1544 0.9327 0.42 6.73 0.619 6.31 8/12/19 12:30:00 240.0 15.5 0.1549

0.20 0.1333 0.9538 0.31 4.62 0.653 4.31 8/12/19 16:30:00 480.0 21.9 0.1566 8/13/19 8:30:00 1440.0 37.9 0.1577
Date
Square
Root of
Time
Elapsed
Time (min)
Ring
PROPERTI ES of SOI LS

ONE-DI MENSI ONAL CONSOLI DATI ON
ASTM D 2435
12417.001
Deformation
% of Sample
Thickness
Corrected
Deformation (% )
Void
Ratio
Light olive brown silty clay (CL-ML)
Pressure Time Readings @ 12.8 ksf
(p)
(ksf)
Final
Reading
(in.)
Apparent
Thickness
(in.)
Load
Compliance
(% ) Dial Rdgs.
(in.)
OC Cemetery District - Gypsum Canyon
19-F 45.0
R5
Time

0.500

0.550

0.600

0.650

0.700

0.750

0.10 1.00 10.00 100.

Void Ratio
Pressure, p (ksf)
Inundate with
Tap water
Initial Final Initial Final Initial Final Initial Final Soil Identification:

Time Readings @ 12.8 ksf
102.6 0.653 96 100
Degree of
Saturation (%) Dry Density (pcf)

0.728
Void Ratio
45 24.5
Light olive brown silty clay (CL-ML)
Project No.:

OC Cemetery District - Gypsum Canyon
08-19
12417.001
Boring
No.

Sample
No.

Depth
(ft.)
Moisture
Content (% )

ONE-DI MENSI ONAL CONSOLI DATI ON
PROPERTI ES of SOI LS
ASTM D 2435
19-F R5 23.4 106.6

0.1250

0.1300

0.1350

0.1400

0.1450

0.1500

0.1550

0.1600

0.1 1.0 10.0 100.0 1000.0 10000.0
Deformation Dial Reading (in.)
Log of Time (min.)
-2.00

0.00 2.00

4.00 6.00

8.00 10.00

12.00 0.10 1.00 10.00 100.00
Deformation (%)
Pressure, p (ksf)

0.1250

0.1300

0.1350

0.1400

0.1450

0.1500

0.1550

0.1600

0.0 10.0 20.0 30.0 40.0
Square Root of Time (min.1/2)
Inundate with
Tap water
Project Name: Tested By: G. Bathala Date: 08/20/19
Project No.: Checked By: J. Ward Date: 08/30/19
Boring No.: 19-C Sample Type: Ring
Sample No.: R4 Depth (ft.) 35.0
Sample Description: Light olive brown clayey sand (SC)
Initial Dry Density (pcf): 119.8 Final Dry Density (pcf): 121.2 Initial Moisture (%): 6.23 Final Moisture (%) : 10.9
Initial Length (in.): 1.0000 Initial Void Ratio: 0.4071 Initial Dial Reading: 0.3417 Specific Gravity(assumed): 2.70 Diameter(in): 2.415 Initial Saturation (%) 41.3

0.100 0.9998 0.00 -0.03 -0.03

4.000 0.9894 0.18 -1.06 -0.88
H2O 0.9868 0.18 -1.32 -1.14
Percent Swell (+) / Settlement (-) After Inundation = -0.26 Corrected
Deformation
(%)
12417.001
OC Cemetery District - Gypsum Canyon
Swell (+)
Settlement (-)
% of Sample
Thickness
Load
Compliance
(%)
Apparent
Thickness
(in)

ONE-DI MENSI ONAL SWELL OR SETTLEMENT

POTENTI AL OF COHESI VE SOI LS
ASTM D 4546

0.3911

0.34145

0.33110

0.32850
Pressure (p)
(ksf)

0.4068

0.3948
Final Reading
(in) Void Ratio

0.3900

0.3920

0.3940

0.3960

0.3980

0.4000

0.4020

0.4040

0.4060

0.4080

0.100 1.000 10.000
Void Ratio
Log Pressure (ksf)
Void Ratio - Log Pressure Curve
Inundate with
Tap water
Swell-Settlement 19-C, R4 @ 35
Project Name: Tested By: G. Bathala Date: 08/23/19
Project No.: Checked By: J. Ward Date: 08/30/19
Boring No.: 19-C Sample Type: Ring
Sample No.: R5 Depth (ft.) 45.0
Sample Description: Light olive brown clayey sand (SC)
Initial Dry Density (pcf): 122.6 Final Dry Density (pcf): 124.8 Initial Moisture (%): 8.22 Final Moisture (%) : 10.7
Initial Length (in.): 1.0000 Initial Void Ratio: 0.3752 Initial Dial Reading: 0.3151 Specific Gravity(assumed): 2.70 Diameter(in): 2.415 Initial Saturation (%) 59.1

0.100 0.9998 0.00 -0.02 -0.02

6.400 0.9819 0.27 -1.81 -1.54
H2O 0.9794 0.27 -2.06 -1.79
Percent Swell (+) / Settlement (-) After Inundation = -0.25 Corrected
Deformation
(%)
12417.001
OC Cemetery District - Gypsum Canyon
Swell (+)
Settlement (-)
% of Sample
Thickness
Load
Compliance
(%)
Apparent
Thickness
(in)

ONE-DI MENSI ONAL SWELL OR SETTLEMENT

POTENTI AL OF COHESI VE SOI LS
ASTM D 4546

0.3506

0.31490

0.29700

0.29450
Pressure (p)
(ksf)

0.3749

0.3540
Final Reading
(in) Void Ratio

0.3450

0.3500

0.3550

0.3600

0.3650

0.3700

0.3750

0.3800

0.100 1.000 10.000
Void Ratio
Log Pressure (ksf)
Void Ratio - Log Pressure Curve
Inundate with
Tap water
Swell-Settlement 19-C, R5 @ 45
Project Name: Tested By: G. Bathala Date: 08/21/19
Project No.: Checked By: J. Ward Date: 08/30/19
Boring No.: 19-D Sample Type: Ring
Sample No.: R3 Depth (ft.) 25.0
Sample Description: Olive brown clayey sand (SC)
Initial Dry Density (pcf): 129.7 Final Dry Density (pcf): 130.7 Initial Moisture (%): 6.97 Final Moisture (%) : 9.4
Initial Length (in.): 1.0000 Initial Void Ratio: 0.2997 Initial Dial Reading: 0.2598 Specific Gravity(assumed): 2.70 Diameter(in): 2.415 Initial Saturation (%) 62.8

0.100 0.9996 0.00 -0.04 -0.04

3.200 0.9902 0.28 -0.98 -0.70
H2O 0.9893 0.28 -1.07 -0.79
Percent Swell (+) / Settlement (-) After Inundation = -0.09 Corrected
Deformation
(%)
12417.001
OC Cemetery District - Gypsum Canyon
Swell (+)
Settlement (-)
% of Sample
Thickness
Load
Compliance
(%)
Apparent
Thickness
(in)

ONE-DI MENSI ONAL SWELL OR SETTLEMENT

POTENTI AL OF COHESI VE SOI LS
ASTM D 4546

0.2894

0.25940

0.25000

0.24910
Pressure (p)
(ksf)

0.2992

0.2906
Final Reading
(in) Void Ratio

0.2880

0.2900

0.2920

0.2940

0.2960

0.2980

0.3000

0.100 1.000 10.000
Void Ratio
Log Pressure (ksf)
Void Ratio - Log Pressure Curve
Inundate with
Tap water
Swell-Settlement 19-D, R3 @ 25
Project Name: Tested By: G. Bathala Date: 08/23/19
Project No.: Checked By: J. Ward Date: 08/30/19
Boring No.: 19-D Sample Type: Ring
Sample No.: R4 Depth (ft.) 35.0
Sample Description: Light olive brown clayey sand (SC)
Initial Dry Density (pcf): 124.9 Final Dry Density (pcf): 126.3 Initial Moisture (%): 8.58 Final Moisture (%) : 10.2
Initial Length (in.): 1.0000 Initial Void Ratio: 0.3496 Initial Dial Reading: 0.3431 Specific Gravity(assumed): 2.70 Diameter(in): 2.415 Initial Saturation (%) 66.3

0.100 0.9999 0.00 -0.01 -0.01

4.000 0.9882 0.18 -1.18 -1.00
H2O 0.9870 0.18 -1.30 -1.12
Percent Swell (+) / Settlement (-) After Inundation = -0.12 Corrected
Deformation
(%)
12417.001
OC Cemetery District - Gypsum Canyon
Swell (+)
Settlement (-)
% of Sample
Thickness
Load
Compliance
(%)
Apparent
Thickness
(in)

ONE-DI MENSI ONAL SWELL OR SETTLEMENT

POTENTI AL OF COHESI VE SOI LS
ASTM D 4546

0.3345

0.34300

0.33130

0.33010
Pressure (p)
(ksf)

0.3495

0.3361
Final Reading
(in) Void Ratio

0.3320

0.3340

0.3360

0.3380

0.3400

0.3420

0.3440

0.3460

0.3480

0.3500

0.3520

0.100 1.000 10.000
Void Ratio
Log Pressure (ksf)
Void Ratio - Log Pressure Curve
Inundate with
Tap water
Swell-Settlement 19-D, R4 @ 35
Project Name: Tested By: G. Bathala Date: 08/20/19
Project No.: Checked By: J. Ward Date: 08/31/19
Boring No.: 19-D Sample Type: Ring
Sample No.: R5 Depth (ft.) 45.0
Sample Description: Light olive brown silty, clayey sand (SC-SM) Initial Dry Density (pcf): 129.5 Final Dry Density (pcf): 131.4 Initial Moisture (%): 6.00 Final Moisture (%) : 9.8
Initial Length (in.): 1.0000 Initial Void Ratio: 0.3012 Initial Dial Reading: 0.2666 Specific Gravity(assumed): 2.70 Diameter(in): 2.415 Initial Saturation (%) 53.8

0.100 1.0001 0.00 0.01 0.01

5.600 0.9920 0.51 -0.80 -0.29
H2O 0.9807 0.51 -1.93 -1.42
Percent Swell (+) / Settlement (-) After Inundation = -1.13 Pressure (p)
(ksf)

0.3013

0.2974
Final Reading
(in) Void Ratio

ONE-DI MENSI ONAL SWELL OR SETTLEMENT

POTENTI AL OF COHESI VE SOI LS
ASTM D 4546

0.2827

0.26670

0.25860

0.24730
Corrected
Deformation
(%)
12417.001
OC Cemetery District - Gypsum Canyon
Swell (+)
Settlement (-)
% of Sample
Thickness
Load
Compliance
(%)
Apparent
Thickness
(in)

0.2800

0.2850

0.2900

0.2950

0.3000

0.3050

0.100 1.000 10.000
Void Ratio
Log Pressure (ksf)
Void Ratio - Log Pressure Curve
Inundate with
Tap water
Swell-Settlement 19-D, R5 @ 45
Project Name: Tested By: G. Bathala Date: 08/22/19
Project No.: Checked By: J. Ward Date: 08/31/19
Boring No.: 19-D Sample Type: Ring
Sample No.: R8 Depth (ft.) 45.0
Sample Description: Olive brown silty, clayey sand (SC-SM) Initial Dry Density (pcf): 120.4 Final Dry Density (pcf): 122.5 Initial Moisture (%): 7.50 Final Moisture (%) : 10.0
Initial Length (in.): 1.0000 Initial Void Ratio: 0.4000 Initial Dial Reading: 0.2515 Specific Gravity(assumed): 2.70 Diameter(in): 2.415 Initial Saturation (%) 50.6

0.100 1.0000 0.00 0.00 0.00

9.400 0.9788 0.65 -2.12 -1.47
H2O 0.9767 0.65 -2.33 -1.68
Percent Swell (+) / Settlement (-) After Inundation = -0.21 Pressure (p)
(ksf)

0.4000

0.3794
Final Reading
(in) Void Ratio

ONE-DI MENSI ONAL SWELL OR SETTLEMENT

POTENTI AL OF COHESI VE SOI LS
ASTM D 4546

0.3764

0.25150

0.23030

0.22820
Corrected
Deformation
(%)
12417.001
OC Cemetery District - Gypsum Canyon
Swell (+)
Settlement (-)
% of Sample
Thickness
Load
Compliance
(%)
Apparent
Thickness
(in)

0.3750

0.3800

0.3850

0.3900

0.3950

0.4000

0.4050

0.100 1.000 10.000
Void Ratio
Log Pressure (ksf)
Void Ratio - Log Pressure Curve
Inundate with
Tap water
Swell-Settlement 19-D, R8 @ 75
Project Name: Tested By: G. Bathala Date: 08/20/19
Project No.: Checked By: J. Ward Date: 08/31/19
Boring No.: 19-F Sample Type: Ring
Sample No.: R2 Depth (ft.) 15.0
Sample Description: Light olive brown clayey sand (SC)
Initial Dry Density (pcf): 119.9 Final Dry Density (pcf): 120.5 Initial Moisture (%): 8.20 Final Moisture (%) : 10.9
Initial Length (in.): 1.0000 Initial Void Ratio: 0.4054 Initial Dial Reading: 0.3081 Specific Gravity(assumed): 2.70 Diameter(in): 2.415 Initial Saturation (%) 54.6

0.100 0.9999 0.00 -0.01 -0.01

2.000 0.9932 0.33 -0.68 -0.35
H2O 0.9919 0.33 -0.81 -0.48
Percent Swell (+) / Settlement (-) After Inundation = -0.13 Pressure (p)
(ksf)

0.4052

0.4004
Final Reading
(in) Void Ratio

ONE-DI MENSI ONAL SWELL OR SETTLEMENT

POTENTI AL OF COHESI VE SOI LS
ASTM D 4546

0.3986

0.30795

0.30130

0.30000
Corrected
Deformation
(%)
12417.001
OC Cemetery District - Gypsum Canyon
Swell (+)
Settlement (-)
% of Sample
Thickness
Load
Compliance
(%)
Apparent
Thickness
(in)

0.3980

0.3990

0.4000

0.4010

0.4020

0.4030

0.4040

0.4050

0.4060

0.100 1.000 10.000
Void Ratio
Log Pressure (ksf)
Void Ratio - Log Pressure Curve
Inundate with
Tap water
Swell-Settlement 19-F, R2 @ 15
Project Name: Tested By: G. Bathala Date: 08/20/19
Project No.: Checked By: J. Ward Date: 08/31/19
Boring No.: 19-F Sample Type: Ring
Sample No.: R3 Depth (ft.) 25.0
Sample Description: Light olive brown clayey sand (SC)
Initial Dry Density (pcf): 124.2 Final Dry Density (pcf): 125.7 Initial Moisture (%): 6.44 Final Moisture (%) : 11.8
Initial Length (in.): 1.0000 Initial Void Ratio: 0.3572 Initial Dial Reading: 0.2668 Specific Gravity(assumed): 2.70 Diameter(in): 2.415 Initial Saturation (%) 48.7

0.100 0.9997 0.00 -0.03 -0.03

3.200 0.9874 0.28 -1.26 -0.98
H2O 0.9856 0.28 -1.44 -1.16
Percent Swell (+) / Settlement (-) After Inundation = -0.18 Pressure (p)
(ksf)

0.3568

0.3439
Final Reading
(in) Void Ratio

ONE-DI MENSI ONAL SWELL OR SETTLEMENT

POTENTI AL OF COHESI VE SOI LS
ASTM D 4546

0.3414

0.26650

0.25420

0.25240
Corrected
Deformation
(%)
12417.001
OC Cemetery District - Gypsum Canyon
Swell (+)
Settlement (-)
% of Sample
Thickness
Load
Compliance
(%)
Apparent
Thickness
(in)

0.3400

0.3420

0.3440

0.3460

0.3480

0.3500

0.3520

0.3540

0.3560

0.3580

0.100 1.000 10.000
Void Ratio
Log Pressure (ksf)
Void Ratio - Log Pressure Curve
Inundate with
Tap water
Swell-Settlement 19-F, R3 @ 25
Project Name: Tested By: G. Bathala Date: 08/17/19
Project No.: Checked By: J. Ward Date: 08/31/19
Boring No.: 19-G Sample Type: Ring
Sample No.: R2 Depth (ft.) 15.0
Sample Description: Olive clayey sand (SC)
Initial Dry Density (pcf): 121.4 Final Dry Density (pcf): 122.6 Initial Moisture (%): 5.05 Final Moisture (%) : 10.6
Initial Length (in.): 1.0000 Initial Void Ratio: 0.3888 Initial Dial Reading: 0.3138 Specific Gravity(assumed): 2.70 Diameter(in): 2.415 Initial Saturation (%) 35.1

0.100 0.9997 0.00 -0.03 -0.03

2.000 0.9924 0.11 -0.76 -0.65
H2O 0.9889 0.11 -1.11 -1.00
Percent Swell (+) / Settlement (-) After Inundation = -0.35 Pressure (p)
(ksf)

0.3883

0.3797
Final Reading
(in) Void Ratio

ONE-DI MENSI ONAL SWELL OR SETTLEMENT

POTENTI AL OF COHESI VE SOI LS
ASTM D 4546

0.3749

0.31350

0.30620

0.30270
Corrected
Deformation
(%)
12417.001
OC Cemetery District - Gypsum Canyon
Swell (+)
Settlement (-)
% of Sample
Thickness
Load
Compliance
(%)
Apparent
Thickness
(in)

0.3740

0.3760

0.3780

0.3800

0.3820

0.3840

0.3860

0.3880

0.3900

0.100 1.000 10.000
Void Ratio
Log Pressure (ksf)
Void Ratio - Log Pressure Curve
Inundate with
Tap water
Swell-Settlement 19-G, R2 @ 15
Project Name: Tested By: G. Bathala Date: 08/23/19
Project No.: Checked By: J. Ward Date: 08/31/19
Boring No.: 19-G Sample Type: Ring
Sample No.: R3 Depth (ft.) 25.0
Sample Description: Greenish gray clayey sand (SC)
Initial Dry Density (pcf): 129.1 Final Dry Density (pcf): 130.1 Initial Moisture (%): 7.07 Final Moisture (%) : 9.8
Initial Length (in.): 1.0000 Initial Void Ratio: 0.3055 Initial Dial Reading: 0.2706 Specific Gravity(assumed): 2.70 Diameter(in): 2.415 Initial Saturation (%) 62.5

0.100 0.9998 0.00 -0.02 -0.02

3.200 0.9897 0.41 -1.03 -0.62
H2O 0.9886 0.41 -1.14 -0.73
Percent Swell (+) / Settlement (-) After Inundation = -0.11 Pressure (p)
(ksf)

0.3053

0.2974
Final Reading
(in) Void Ratio

ONE-DI MENSI ONAL SWELL OR SETTLEMENT

POTENTI AL OF COHESI VE SOI LS
ASTM D 4546

0.2960

0.27040

0.26030

0.25920
Corrected
Deformation
(%)
12417.001
OC Cemetery District - Gypsum Canyon
Swell (+)
Settlement (-)
% of Sample
Thickness
Load
Compliance
(%)
Apparent
Thickness
(in)

0.2940

0.2960

0.2980

0.3000

0.3020

0.3040

0.3060

0.100 1.000 10.000
Void Ratio
Log Pressure (ksf)
Void Ratio - Log Pressure Curve
Inundate with
Tap water
Swell-Settlement 19-G, R3 @ 25
Project Name: Tested By: G. Bathala Date: 08/17/19
Project No.: Checked By: J. Ward Date: 08/31/19
Boring No.: 19-G Sample Type: Ring
Sample No.: R4 Depth (ft.) 35.0
Sample Description: Light olive brown clayey sand (SC)
Initial Dry Density (pcf): 130.2 Final Dry Density (pcf): 131.4 Initial Moisture (%): 7.21 Final Moisture (%) : 9.2
Initial Length (in.): 1.0000 Initial Void Ratio: 0.2942 Initial Dial Reading: 0.2689 Specific Gravity(assumed): 2.70 Diameter(in): 2.415 Initial Saturation (%) 66.2

0.100 0.9997 0.00 -0.03 -0.03

4.000 0.9887 0.33 -1.13 -0.80
H2O 0.9880 0.33 -1.20 -0.87
Percent Swell (+) / Settlement (-) After Inundation = -0.07 Pressure (p)
(ksf)

0.2938

0.2838
Final Reading
(in) Void Ratio

ONE-DI MENSI ONAL SWELL OR SETTLEMENT

POTENTI AL OF COHESI VE SOI LS
ASTM D 4546

0.2829

0.26860

0.25760

0.25690
Corrected
Deformation
(%)
12417.001
OC Cemetery District - Gypsum Canyon
Swell (+)
Settlement (-)
% of Sample
Thickness
Load
Compliance
(%)
Apparent
Thickness
(in)

0.2820

0.2840

0.2860

0.2880

0.2900

0.2920

0.2940

0.2960

0.100 1.000 10.000
Void Ratio
Log Pressure (ksf)
Void Ratio - Log Pressure Curve
Inundate with
Tap water
Swell-Settlement 19-G, R4 @ 35
Project Name: Tested By: G. Bathala Date: 08/19/19
Project No.: Checked By: J. Ward Date: 08/31/19
Boring No.: 19-G Sample Type: Ring
Sample No.: R5 Depth (ft.) 45.0
Sample Description: Light olive brown clayey sand (SC)
Initial Dry Density (pcf): 126.3 Final Dry Density (pcf): 130.3 Initial Moisture (%): 11.26 Final Moisture (%) : 9.5
Initial Length (in.): 1.0000 Initial Void Ratio: 0.3342 Initial Dial Reading: 0.3605 Specific Gravity(assumed): 2.70 Diameter(in): 2.415 Initial Saturation (%) 91.0

0.100 0.9984 0.00 -0.16 -0.16

6.400 0.9690 0.24 -3.10 -2.86
H2O 0.9675 0.24 -3.25 -3.01
Percent Swell (+) / Settlement (-) After Inundation = -0.15 Pressure (p)
(ksf)

0.3321

0.2961
Final Reading
(in) Void Ratio

ONE-DI MENSI ONAL SWELL OR SETTLEMENT

POTENTI AL OF COHESI VE SOI LS
ASTM D 4546

0.2941

0.35890

0.32950

0.32800
Corrected
Deformation
(%)
12417.001
OC Cemetery District - Gypsum Canyon
Swell (+)
Settlement (-)
% of Sample
Thickness
Load
Compliance
(%)
Apparent
Thickness
(in)

0.2900

0.2950

0.3000

0.3050

0.3100

0.3150

0.3200

0.3250

0.3300

0.3350

0.100 1.000 10.000
Void Ratio
Log Pressure (ksf)
Void Ratio - Log Pressure Curve
Inundate with
Tap water
Swell-Settlement 19-G, R5 @ 45
Project Name: Tested By: G. Bathala Date: 08/20/19
Project No.: Checked By: J. Ward Date: 08/31/19
Boring No.: 19-H Sample Type: Ring
Sample No.: R2 Depth (ft.) 15.0
Sample Description: Greenish gray silty, clayey sand (SC-SM) Initial Dry Density (pcf): 128.3 Final Dry Density (pcf): 129.0 Initial Moisture (%): 6.85 Final Moisture (%) : 10.5
Initial Length (in.): 1.0000 Initial Void Ratio: 0.3140 Initial Dial Reading: 0.3131 Specific Gravity(assumed): 2.70 Diameter(in): 2.415 Initial Saturation (%) 58.9

0.100 0.9999 0.00 -0.01 -0.01

2.000 0.9934 0.20 -0.66 -0.46
H2O 0.9925 0.20 -0.75 -0.55
Percent Swell (+) / Settlement (-) After Inundation = -0.09 Pressure (p)
(ksf)

0.3138

0.3080
Final Reading
(in) Void Ratio

ONE-DI MENSI ONAL SWELL OR SETTLEMENT

POTENTI AL OF COHESI VE SOI LS
ASTM D 4546

0.3068

0.31295

0.30650

0.30560
Corrected
Deformation
(%)
12417.001
OC Cemetery District - Gypsum Canyon
Swell (+)
Settlement (-)
% of Sample
Thickness
Load
Compliance
(%)
Apparent
Thickness
(in)

0.3060

0.3070

0.3080

0.3090

0.3100

0.3110

0.3120

0.3130

0.3140

0.3150

0.100 1.000 10.000
Void Ratio
Log Pressure (ksf)
Void Ratio - Log Pressure Curve
Inundate with
Tap water
Swell-Settlement 19-H, R2 @ 15
Project Name: Tested By: G. Bathala Date: 08/24/19
Project No.: Checked By: J. Ward Date: 08/31/19
Boring No.: 19-H Sample Type: Ring
Sample No.: R3 Depth (ft.) 25.0
Sample Description: Olive gray clayey sand (SC)
Initial Dry Density (pcf): 128.2 Final Dry Density (pcf): 129.6 Initial Moisture (%): 9.16 Final Moisture (%) : 10.1
Initial Length (in.): 1.0000 Initial Void Ratio: 0.3145 Initial Dial Reading: 0.3671 Specific Gravity(assumed): 2.70 Diameter(in): 2.415 Initial Saturation (%) 78.7

0.100 0.9997 0.00 -0.03 -0.03

3.200 0.9887 0.15 -1.13 -0.98
H2O 0.9881 0.15 -1.19 -1.04
Percent Swell (+) / Settlement (-) After Inundation = -0.06 Pressure (p)
(ksf)

0.3141

0.3016
Final Reading
(in) Void Ratio

ONE-DI MENSI ONAL SWELL OR SETTLEMENT

POTENTI AL OF COHESI VE SOI LS
ASTM D 4546

0.3008

0.36680

0.35580

0.35520
Corrected
Deformation
(%)
12417.001
OC Cemetery District - Gypsum Canyon
Swell (+)
Settlement (-)
% of Sample
Thickness
Load
Compliance
(%)
Apparent
Thickness
(in)

0.3000

0.3020

0.3040

0.3060

0.3080

0.3100

0.3120

0.3140

0.3160

0.100 1.000 10.000
Void Ratio
Log Pressure (ksf)
Void Ratio - Log Pressure Curve
Inundate with
Tap water
Swell-Settlement 19-H, R3 @ 25
Project Name: Tested By: G. Bathala Date: 08/22/19
Project No.: Checked By: J. Ward Date: 08/31/19
Boring No.: 19-I Sample Type: Ring
Sample No.: R2 Depth (ft.) 15.0
Sample Description: Light olive brown clayey sand (SC)
Initial Dry Density (pcf): 128.1 Final Dry Density (pcf): 129.0 Initial Moisture (%): 7.57 Final Moisture (%) : 9.3
Initial Length (in.): 1.0000 Initial Void Ratio: 0.3158 Initial Dial Reading: 0.3301 Specific Gravity(assumed): 2.70 Diameter(in): 2.415 Initial Saturation (%) 64.7

0.100 0.9998 0.00 -0.03 -0.03

2.000 0.9927 0.11 -0.73 -0.62
H2O 0.9919 0.11 -0.81 -0.70
Percent Swell (+) / Settlement (-) After Inundation = -0.08 Pressure (p)
(ksf)

0.3155

0.3076
Final Reading
(in) Void Ratio

ONE-DI MENSI ONAL SWELL OR SETTLEMENT

POTENTI AL OF COHESI VE SOI LS
ASTM D 4546

0.3066

0.32985

0.32280

0.32200
Corrected
Deformation
(%)
12417.001
OC Cemetery District - Gypsum Canyon
Swell (+)
Settlement (-)
% of Sample
Thickness
Load
Compliance
(%)
Apparent
Thickness
(in)

0.3060

0.3070

0.3080

0.3090

0.3100

0.3110

0.3120

0.3130

0.3140

0.3150

0.3160

0.100 1.000 10.000
Void Ratio
Log Pressure (ksf)
Void Ratio - Log Pressure Curve
Inundate with
Tap water
Swell-Settlement 19-I, R2 @ 15
Project Name: Tested By: G. Bathala Date: 08/24/19
Project No.: Checked By: J. Ward Date: 08/31/19
Boring No.: 19-I Sample Type: Ring
Sample No.: R3 Depth (ft.) 25.0
Sample Description: Strong brown lean clay with sand (CL)s Initial Dry Density (pcf): 118.3 Final Dry Density (pcf): 120.5 Initial Moisture (%): 11.95 Final Moisture (%) : 15.3
Initial Length (in.): 1.0000 Initial Void Ratio: 0.4253 Initial Dial Reading: 0.3586 Specific Gravity(assumed): 2.70 Diameter(in): 2.415 Initial Saturation (%) 75.8

0.100 0.9999 0.00 -0.01 -0.01

3.200 0.9800 0.15 -2.00 -1.85
H2O 0.9799 0.15 -2.01 -1.86
Percent Swell (+) / Settlement (-) After Inundation = -0.01 Pressure (p)
(ksf)

0.4252

0.3990
Final Reading
(in) Void Ratio

ONE-DI MENSI ONAL SWELL OR SETTLEMENT

POTENTI AL OF COHESI VE SOI LS
ASTM D 4546

0.3988

0.35850

0.33860

0.33850
Corrected
Deformation
(%)
12417.001
OC Cemetery District - Gypsum Canyon
Swell (+)
Settlement (-)
% of Sample
Thickness
Load
Compliance
(%)
Apparent
Thickness
(in)

0.3950

0.4000

0.4050

0.4100

0.4150

0.4200

0.4250

0.4300

0.100 1.000 10.000
Void Ratio
Log Pressure (ksf)
Void Ratio - Log Pressure Curve
Inundate with
Tap water
Swell-Settlement 19-I, R3 @ 25
Project Name: Tested By: G. Bathala Date: 08/21/19
Project No.: Checked By: J. Ward Date: 08/31/19
Boring No.: 19-I Sample Type: Ring
Sample No.: R4 Depth (ft.) 35.0
Sample Description: Dark yellowish brown silty, clayey sand (SC-SM) Initial Dry Density (pcf): 116.3 Final Dry Density (pcf): 118.0 Initial Moisture (%): 6.48 Final Moisture (%) : 16.6
Initial Length (in.): 1.0000 Initial Void Ratio: 0.4493 Initial Dial Reading: 0.3037 Specific Gravity(assumed): 2.70 Diameter(in): 2.415 Initial Saturation (%) 38.9

0.100 0.9998 0.00 -0.02 -0.02

4.000 0.9845 0.19 -1.56 -1.37
H2O 0.9837 0.19 -1.63 -1.44
Percent Swell (+) / Settlement (-) After Inundation = -0.08 Pressure (p)
(ksf)

0.4490

0.4295
Final Reading
(in) Void Ratio

ONE-DI MENSI ONAL SWELL OR SETTLEMENT

POTENTI AL OF COHESI VE SOI LS
ASTM D 4546

0.4284

0.30350

0.28815

0.28740
Corrected
Deformation
(%)
12417.001
OC Cemetery District - Gypsum Canyon
Swell (+)
Settlement (-)
% of Sample
Thickness
Load
Compliance
(%)
Apparent
Thickness
(in)

0.4250

0.4300

0.4350

0.4400

0.4450

0.4500

0.100 1.000 10.000
Void Ratio
Log Pressure (ksf)
Void Ratio - Log Pressure Curve
Inundate with
Tap water
Swell-Settlement 19-I, R4 @ 35
Project Name: Tested By: G. Bathala Date: 08/22/19
Project No.: Checked By: J. Ward Date: 08/31/19
Boring No.: 19-I Sample Type: Ring
Sample No.: R5 Depth (ft.) 45.0
Sample Description: Yellowish brown silty, clayey sand (SC-SM) Initial Dry Density (pcf): 112.5 Final Dry Density (pcf): 114.4 Initial Moisture (%): 9.89 Final Moisture (%) : 16.3
Initial Length (in.): 1.0000 Initial Void Ratio: 0.4982 Initial Dial Reading: 0.3182 Specific Gravity(assumed): 2.70 Diameter(in): 2.415 Initial Saturation (%) 53.6

0.100 0.9998 0.00 -0.02 -0.02

6.400 0.9823 0.27 -1.77 -1.50
H2O 0.9812 0.27 -1.88 -1.61
Percent Swell (+) / Settlement (-) After Inundation = -0.11 Pressure (p)
(ksf)

0.4979

0.4757
Final Reading
(in) Void Ratio

ONE-DI MENSI ONAL SWELL OR SETTLEMENT

POTENTI AL OF COHESI VE SOI LS
ASTM D 4546

0.4740

0.31800

0.30050

0.29940
Corrected
Deformation
(%)
12417.001
OC Cemetery District - Gypsum Canyon
Swell (+)
Settlement (-)
% of Sample
Thickness
Load
Compliance
(%)
Apparent
Thickness
(in)

0.4700

0.4750

0.4800

0.4850

0.4900

0.4950

0.5000

0.100 1.000 10.000
Void Ratio
Log Pressure (ksf)
Void Ratio - Log Pressure Curve
Inundate with
Tap water
Swell-Settlement 19-I, R5 @ 45
0 1
2 3
4 5
6 7
8 9
10 0 1 2 3 4 5 6 7 8 9 10
Shear Stress (ksf)
Normal Stress (ksf)
Summary of Direct Shear Tests - Gypsum Canyon Cemetery
Remolded Fill Soil (Afc) - 12417.001
Peak
Mohr-Coulomb
phi = 27°
c = 0.45 ksf
0 1
2 3
4 5
6 7
8 9
10 0 1 2 3 4 5 6 7 8 9 10
Shear Stress (ksf)
Normal Stress (ksf)
Summary of Direct Shear Tests - Gypsum Canyon Cemetery
Remolded Fill Soil (Afc) - 12417.001
Ultimate
Mohr-Coulomb
phi = 25°
c = 0.40 ksf
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14
Shear Stress (ksf)
Normal Stress (ksf)
Summary of Direct Shear Tests - Gypsum Canyon Cemetery
Alluvium (Qal) - 12417.001
Peak
Mohr-Coulomb
phi = 32°
c = 0.30 ksf
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14
Shear Stress (ksf)
Normal Stress (ksf)
Summary of Direct Shear Tests - Gypsum Canyon Cemetery
Alluvium (Qal) - 12417.001
Ultimate
Mohr-Coulomb
phi = 30°
c = 0.20 ksf
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14
Shear Stress (ksf)
Normal Stress (ksf)
Summary of Direct Shear Tests - Gypsum Canyon Cemetery
Vaqueros-Sespe (Tvs) Sandstone and Conglomerate - 12417.001 Peak
Mohr-Coulomb
Ø = 34°
c = 0.6 ksf
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14
Shear Stress (ksf)
Normal Stress (ksf)
Summary of Direct Shear Tests - Gypsum Canyon Cemetery
Vaqueros-Sespe (Tvs) Sandstone and Conglomerate - 12417.001 Ultimate
Mohr-Coulomb
phi = 32°
c = 0.20 ksf
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18
Shear Stress (ksf)
Normal Stress (ksf)
Summary of Direct Shear Tests - Gypsum Canyon Cemetery
Vaqueros-Sespe (Tvs) Siltstone - 12417.001
Peak
Mohr-Coulomb
Ø = 28°
c = 0.8 ksf
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18
Shear Stress (ksf)
Normal Stress (ksf)
Summary of Direct Shear Tests - Gypsum Canyon Cemetery
Vaqueros-Sespe (Tvs) Siltstone - 12417.001
Ultimate
Mohr-Coulomb
Ø = 25°
c = 0.3 ksf
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14
Shear Stress (ksf)
Normal Stress (ksf)
Summary of Direct Shear Tests - Gypsum Canyon Cemetery
Santiago (Tsa) Conglomerate and Sandstone - 12417.001
Peak
Mohr-Coulomb
Ø = 35°
c = 0.4 ksf
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14
Shear Stress (ksf)
Normal Stress (ksf)
Summary of Direct Shear Tests - Gypsum Canyon Cemetery
Santiago (Tsa) Conglomerate and Sandstone - 12417.001
Ultimate
Mohr-Coulomb
phi = 33°
c = 0.20 ksf
0 1
2 3
4 5
6 7
8 9
10 0 1 2 3 4 5 6 7 8 9 10
Shear Stress (ksf)
Normal Stress (ksf)
Summary of Direct Shear Tests - Gypsum Canyon Cemetery
Vaqueros-Sespe (Tvs) Remolded Reshear - 12417.001
Peak Test
Softened Correlation
Mohr-Coulomb
Ø = 14°
c = 0.25 ksf
0 1
2 3
4 5
6 7
8 9
10 0 1 2 3 4 5 6 7 8 9 10
Shear Stress (ksf)
Normal Stress (ksf)
Summary of Direct Shear Tests - Gypsum Canyon Cemetery
Vaqueros-Sespe (Tvs) Remolded Reshear - 12417.001
Ultimate Test
Residual Correlation
Mohr-Coulomb
Ø = 10°
c = 0.1 ksf
Project Name: OC Cemetery District - Gypsum Canyon Tested By: G. Bathala Date: 08/13/19 Project No.: 12417.001 Checked By: J. Ward Date: 08/31/19 Boring No.: Sample Type: Ring
Sample No.: Depth (ft.): 25.0
Soil Identification:

2.415 2.415 2.415

1.000 1.000 1.000
202.38 202.78 202.52

45.20 42.28 37.46
Before Shearing
174.81 174.81 174.81
160.26 160.26 160.26

57.17 57.17 57.17

0.0000 0.2365 0.2694

0.0057 0.2366 0.2759
After Shearing
230.65 230.30 228.14
203.82 204.48 203.91

69.89 67.92 60.63

2.70 2.70 2.70

62.43 62.43 62.43
Vertical Rdg.(in): Initial

DI RECT SHEAR TEST
Consolidated Drained - ASTM D 3080
Sample Thickness(in.):

Weight of Sample + ring(gm):

R3
19-L
Reddish brown lean claystone (CL)
Sample Diameter(in):

Water Density(pcf):

Specific Gravity (Assumed):

Weight of Container(gm):

Weight of Dry Sample+ Cont.(gm):

Weight of Ring(gm):

Weight of Container(gm):

Weight of Dry Sample+ Cont.(gm):

Weight of Wet Sample+ Cont.(gm):

Weight of Wet Sample+ Cont.(gm):

Vertical Rdg.(in): Final
DS 19-L, R3 @ 25
Normal Stress (kip/ft² )
Peak Shear Stress (kip/ft² )
Shear Stress @ End of Test (ksf)
Deformation Rate (in./min.)
Initial Sample Height (in.)
Diameter (in.)
Initial Moisture Content (% )
Dry Density (pcf)
Saturation (% )
Soil Height Before Shearing (in.)
Final Moisture Content (% )
08-19
Project No.: 12417.001
Sample Type:

Ring
Reddish brown lean
claystone (CL) 80.8

1.0057

20.0 OC Cemetery District - Gypsum Canyon DI RECT SHEAR TEST RESULTS Consolidated Drained - ASTM D 3080

95.0 0.9935

16.9 2.000

1.849

0.993

0.0017

1.000

2.415

1.000

2.415

4.000

3.392

2.031

0.0017

6.000

4.687

2.496

0.0017

86.4 0.9999

18.9 Soil Identification: 14.11
117.0

14.11 114.6 120.3

1.000

2.415

14.11 Boring No.

Sample No.

Depth (ft)
19-L
R3
25 0.00

1.00 2.00

3.00 4.00

5.00 0 0.1 0.2 0.3
Shear Stress (ksf)
Horizontal Deformation (in.)

0.00 1.00

2.00 3.00

4.00 5.00

0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 Shear Stress (ksf)
Normal Stress (ksf)
DS 19-L, R3 @ 25
Normal Stress (kip/ft² )
Peak Shear Stress (kip/ft² )
Shear Stress @ End of Test (ksf)
Sample Type: Ring Deformation Rate (in./min.)
Initial Sample Height (in.)
Diameter (in.)
Initial Moisture Content (% )
Strength Parameters Dry Density (pcf)
C (psf)  (o
) Saturation (% )
Peak 471 35 Soil Height Before Shearing (in.)
Ultimate 337 21 Final Moisture Content (% )

3.392

2.031
Reddish brown lean claystone
(CL)
Boring No.

Sample No.

Depth (ft)
19-L
R3
25 86.4

14.11 117.0

0.0017

6.000

4.687

2.496

0.0017

95.0 4.000

0.9935

14.11 16.9

1.000

2.415

0.9999

18.9 120.3

1.000

2.415

DI RECT SHEAR TEST RESULTS
Consolidated Drained - ASTM D 3080

2.000

1.849

0.993

0.0017

14.11 114.6

2.415
Soil Identification:
08-19
Project No.: 12417.001

80.8 1.0057

1.000

20.0 OC Cemetery District - Gypsum Canyon

0.00 1.00

2.00 3.00

4.00 5.00
0 0.1 0.2 0.3
Shear Stress (ksf)
Horizontal Deformation (in.)

0.00 1.00

2.00 3.00

4.00 5.00

0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 Shear Stress (ksf)
Normal Stress (ksf)
DS 19-L, R3 @ 25
Project Name: OC Cemetery District - Gypsum Canyon Tested By: G. Bathala Date: 08/15/19 Project No.: 12417.001 Checked By: J. Ward Date: 08/31/19 Boring No.: Sample Type: Ring
Sample No.: Depth (ft.): 42.5
Soil Identification:

2.415 2.415 2.415

1.000 1.000 1.000
200.36 201.25 206.14

45.04 42.70 43.20
Before Shearing
214.05 214.05 214.05
205.84 205.84 205.84

57.19 57.19 57.19

0.2130 0.2543 0.0000

0.2241 0.2929 -0.0228
After Shearing
214.54 215.46 203.55
195.05 196.06 188.11

55.82 56.55 39.73

2.70 2.70 2.70

62.43 62.43 62.43
Vertical Rdg.(in): Initial

DI RECT SHEAR TEST
Consolidated Drained - ASTM D 3080
Sample Thickness(in.):

Weight of Sample + ring(gm):

R-6
BA-1
Reddish gray clayey sand (SC)
Sample Diameter(in):

Water Density(pcf):

Specific Gravity (Assumed):

Weight of Container(gm):

Weight of Dry Sample+ Cont.(gm):

Weight of Ring(gm):

Weight of Container(gm):

Weight of Dry Sample+ Cont.(gm):

Weight of Wet Sample+ Cont.(gm):

Weight of Wet Sample+ Cont.(gm):

Vertical Rdg.(in): Final
DS BA-1, R-6 @ 42.5
Normal Stress (kip/ft² )
Peak Shear Stress (kip/ft² )
Shear Stress @ End of Test (ksf)
Deformation Rate (in./min.)
Initial Sample Height (in.)
Diameter (in.)
Initial Moisture Content (% )
Dry Density (pcf)
Saturation (% )
Soil Height Before Shearing (in.)
Final Moisture Content (% )
08-19
Project No.: 12417.001
Sample Type:

Ring
Reddish gray clayey sand
(SC) 39.6

0.9889

14.0 OC Cemetery District - Gypsum Canyon DI RECT SHEAR TEST RESULTS Consolidated Drained - ASTM D 3080

47.7 0.9772

10.4 4.000

2.845

2.446

0.0025

1.000

2.415

1.000

2.415

6.000

4.728

4.728

0.0025

10.000

7.614

6.577

0.0025

42.7 0.9614

13.9 Soil Identification: 5.52
125.0

5.52 122.4 128.4

1.000

2.415

5.52 Boring No.

Sample No.

Depth (ft)
BA-1
R-6

42.5 0.00

2.00 4.00

6.00 8.00
0 0.1 0.2 0.3
Shear Stress (ksf)
Horizontal Deformation (in.)

0.00 2.00

4.00 6.00

8.00 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00
Shear Stress (ksf)
Normal Stress (ksf)
DS BA-1, R-6 @ 42.5
Normal Stress (kip/ft² )
Peak Shear Stress (kip/ft² )
Shear Stress @ End of Test (ksf)
Sample Type: Ring Deformation Rate (in./min.)
Initial Sample Height (in.)
Diameter (in.)
Initial Moisture Content (% )
Strength Parameters Dry Density (pcf)
C (psf)  (o
) Saturation (% )
Peak 0 37 Soil Height Before Shearing (in.)
Ultimate 209 33 Final Moisture Content (% )

4.728

4.728
Reddish gray clayey sand (SC)
Boring No.

Sample No.

Depth (ft)
BA-1
R-6

42.5 42.7

5.52 125.0

0.0025

10.000

7.614

6.577

0.0025

47.7 6.000

0.9772

5.52 10.4

1.000

2.415

0.9614

13.9 128.4

1.000

2.415

DI RECT SHEAR TEST RESULTS
Consolidated Drained - ASTM D 3080

4.000

2.845

2.446

0.0025

5.52 122.4

2.415
Soil Identification:
08-19
Project No.: 12417.001

39.6 0.9889

1.000

14.0 OC Cemetery District - Gypsum Canyon

0.00 2.00

4.00 6.00

8.00 0 0.1 0.2 0.3
Shear Stress (ksf)
Horizontal Deformation (in.)

0.00 2.00

4.00 6.00

8.00 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00
Shear Stress (ksf)
Normal Stress (ksf)
DS BA-1, R-6 @ 42.5
Project Name: OC Cemetery District - Gypsum Canyon Tested By: G. Bathala Date: 08/18/19 Project No.: 12417.001 Checked By: J. Ward Date: 08/31/19 Boring No.: Sample Type: Ring
Sample No.: Depth (ft.): 54.0
Soil Identification:

2.415 2.415 2.415

1.000 1.000 1.000
216.86 217.95 220.73

46.15 44.12 45.63
Before Shearing
228.36 228.36 228.36
218.01 218.01 218.01

50.94 50.94 50.94

0.0000 0.2393 0.2476
-0.0190 0.2633 0.2739
After Shearing
229.26 236.28 230.01
214.57 222.26 216.32

56.54 60.29 52.59

2.70 2.70 2.70

62.43 62.43 62.43
Vertical Rdg.(in): Initial

DI RECT SHEAR TEST
Consolidated Drained - ASTM D 3080
Sample Thickness(in.):

Weight of Sample + ring(gm):

R-7
BA-1
Bluish gray clayey sandstone (SC)
Sample Diameter(in):

Water Density(pcf):

Specific Gravity (Assumed):

Weight of Container(gm):

Weight of Dry Sample+ Cont.(gm):

Weight of Ring(gm):

Weight of Container(gm):

Weight of Dry Sample+ Cont.(gm):

Weight of Wet Sample+ Cont.(gm):

Weight of Wet Sample+ Cont.(gm):

Vertical Rdg.(in): Final
DS BA-1, R-7 @ 54
Normal Stress (kip/ft² )
Peak Shear Stress (kip/ft² )
Shear Stress @ End of Test (ksf)
Deformation Rate (in./min.)
Initial Sample Height (in.)
Diameter (in.)
Initial Moisture Content (% )
Dry Density (pcf)
Saturation (% )
Soil Height Before Shearing (in.)
Final Moisture Content (% )
08-19
Project No.: 12417.001
Sample Type:

Ring
Bluish gray clayey sandstone
(SC) 64.1

0.9810

9.3 OC Cemetery District - Gypsum Canyon DI RECT SHEAR TEST RESULTS Consolidated Drained - ASTM D 3080

73.0 0.9737

8.4 6.000

6.633

4.775

0.0025

1.000

2.415

1.000

2.415

8.000

9.365

6.196

0.0025

12.000

12.723

9.997

0.0025

70.2 0.9760

8.7 Soil Identification: 6.20
136.1

6.20 133.7 137.1

1.000

2.415

6.20 Boring No.

Sample No.

Depth (ft)
BA-1
R-7
54 0.00

4.00 8.00

12.00 16.00
0 0.1 0.2 0.3
Shear Stress (ksf)
Horizontal Deformation (in.)

0.00 4.00

8.00 12.00

16.00 0.00 4.00 8.00 12.00 16.00 20.00 24.00 28.00 32.00 Shear Stress (ksf)
Normal Stress (ksf)
DS BA-1, R-7 @ 54
Normal Stress (kip/ft² )
Peak Shear Stress (kip/ft² )
Shear Stress @ End of Test (ksf)
Sample Type: Ring Deformation Rate (in./min.)
Initial Sample Height (in.)
Diameter (in.)
Initial Moisture Content (% )
Strength Parameters Dry Density (pcf)
C (psf)  (o
) Saturation (% )
Peak 994 45 Soil Height Before Shearing (in.)
Ultimate 0 39 Final Moisture Content (% )

9.365

6.196
Bluish gray clayey sandstone
(SC)
Boring No.

Sample No.

Depth (ft)
BA-1
R-7
54 70.2

6.20 136.1

0.0025

12.000

12.723

9.997

0.0025

73.0 8.000

0.9737

6.20 8.4

1.000

2.415

0.9760

8.7 137.1

1.000

2.415

DI RECT SHEAR TEST RESULTS
Consolidated Drained - ASTM D 3080

6.000

6.633

4.775

0.0025

6.20 133.7

2.415
Soil Identification:
08-19
Project No.: 12417.001

64.1 0.9810

1.000

9.3 OC Cemetery District - Gypsum Canyon

0.00 4.00

8.00 12.00

16.00 0 0.1 0.2 0.3
Shear Stress (ksf)
Horizontal Deformation (in.)

0.00 4.00

8.00 12.00

16.00 0.00 4.00 8.00 12.00 16.00 20.00 24.00 28.00 32.00 Shear Stress (ksf)
Normal Stress (ksf)
DS BA-1, R-7 @ 54
Project Name: OC Cemetery District - Gypsum Canyon Tested By: G. Bathala Date: 08/24/19 Project No.: 12417.001 Checked By: J. Ward Date: 09/10/19 Boring No.: Sample Type: 90% Remold
Sample No.: Depth (ft.): 28-30
Soil Identification:

2.415 2.415 2.415

1.000 1.000 1.000
199.69 201.98 201.14

42.94 45.17 43.41
Before Shearing
200.65 200.65 200.65
192.58 192.58 192.58

69.54 69.54 69.54

0.2656 0.0000 0.2314

0.2733 -0.0139 0.2526
After Shearing
233.76 237.83 201.51
215.82 220.98 185.63

70.37 75.47 39.58

2.70 2.70 2.70

62.43 62.43 62.43
Vertical Rdg.(in): Initial

DI RECT SHEAR TEST
Consolidated Drained - ASTM D 3080
Sample Thickness(in.):

Weight of Sample + ring(gm):

B-4
BA-2
Yellowish brown clayey sand with gravel (SC)g
Sample Diameter(in):

Water Density(pcf):

Specific Gravity (Assumed):

Weight of Container(gm):

Weight of Dry Sample+ Cont.(gm):

Weight of Ring(gm):

Weight of Container(gm):

Weight of Dry Sample+ Cont.(gm):

Weight of Wet Sample+ Cont.(gm):

Weight of Wet Sample+ Cont.(gm):

Vertical Rdg.(in): Final
DS BA-2, B-4 @ 28-30
Normal Stress (kip/ft² )
Peak Shear Stress (kip/ft² )
Shear Stress @ End of Test (ksf)
Deformation Rate (in./min.)
Initial Sample Height (in.)
Diameter (in.)
Initial Moisture Content (% )
Dry Density (pcf)
Saturation (% )
Soil Height Before Shearing (in.)
Final Moisture Content (% )
08-19
Project No.: 12417.001
Sample Type:
90% Remold
Yellowish brown clayey sand
with gravel (SC)g 46.9

0.9923

12.3 OC Cemetery District - Gypsum Canyon DI RECT SHEAR TEST RESULTS Consolidated Drained - ASTM D 3080

48.0 0.9788

10.9 2.000

1.713

1.710

0.0025

1.000

2.415

1.000

2.415

4.000

3.024

2.902

0.0025

8.000

5.697

5.649

0.0025

46.9 0.9861

11.6 Soil Identification: 6.56
122.4

6.56 122.3 123.1

1.000

2.415

6.56 Boring No.

Sample No.

Depth (ft)
BA-2
B-4
28-30

0.00 2.00

4.00 6.00

8.00 0 0.1 0.2 0.3
Shear Stress (ksf)
Horizontal Deformation (in.)

0.00 2.00

4.00 6.00

8.00 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00
Shear Stress (ksf)
Normal Stress (ksf)
DS BA-2, B-4 @ 28-30
Normal Stress (kip/ft² )
Peak Shear Stress (kip/ft² )
Shear Stress @ End of Test (ksf)
Sample Type: 90% Remold Deformation Rate (in./min.)
Initial Sample Height (in.)
Diameter (in.)
Initial Moisture Content (% )
Strength Parameters Dry Density (pcf)
C (psf)  (o
) Saturation (% )
Peak 377 34 Soil Height Before Shearing (in.)
Ultimate 337 33 Final Moisture Content (% )

3.024

2.902
Yellowish brown clayey sand
with gravel (SC)g
Boring No.

Sample No.

Depth (ft)
BA-2
B-4
28-30

46.9 6.56
122.4

0.0025

8.000

5.697

5.649

0.0025

48.0 4.000

0.9788

6.56 10.9

1.000

2.415

0.9861

11.6 123.1

1.000

2.415

DI RECT SHEAR TEST RESULTS
Consolidated Drained - ASTM D 3080

2.000

1.713

1.710

0.0025

6.56 122.3

2.415
Soil Identification:
08-19
Project No.: 12417.001

46.9 0.9923

1.000

12.3 OC Cemetery District - Gypsum Canyon

0.00 2.00

4.00 6.00

8.00 0 0.1 0.2 0.3
Shear Stress (ksf)
Horizontal Deformation (in.)

0.00 2.00

4.00 6.00

8.00 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00
Shear Stress (ksf)
Normal Stress (ksf)
DS BA-2, B-4 @ 28-30
Project Name: OC Cemetery District - Gypsum Canyon Tested By: G. Bathala Date: 08/15/19 Project No.: 12417.001 Checked By: J. Ward Date: 09/01/19 Boring No.: Sample Type: Ring
Sample No.: Depth (ft.): 59.0
Soil Identification:

2.415 2.415 2.415

1.000 1.000 1.000
199.40 201.41 203.36

40.72 42.61 43.80
Before Shearing
203.29 203.29 203.29
185.20 185.20 185.20

69.52 69.52 69.52

0.2429 0.0000 0.2204

0.2610 -0.0208 0.2502
After Shearing
226.90 218.58 219.47
200.71 193.35 193.62

66.89 60.62 59.00

2.70 2.70 2.70
Water Density(pcf): 62.43 62.43 62.43
Specific Gravity (Assumed):

Weight of Container(gm):

Weight of Dry Sample+ Cont.(gm):

Weight of Ring(gm):

Weight of Container(gm):

Weight of Dry Sample+ Cont.(gm):

Weight of Wet Sample+ Cont.(gm):

Weight of Wet Sample+ Cont.(gm):

Vertical Rdg.(in): Final
Vertical Rdg.(in): Initial

DI RECT SHEAR TEST
Consolidated Drained - ASTM D 3080
Sample Thickness(in.):

Weight of Sample + ring(gm):

R-4
BA-2
Grayish brown lean clay (CL)
Sample Diameter(in):

DS BA-2, R-4 @ 59
Normal Stress (kip/ft² )
Peak Shear Stress (kip/ft² )
Shear Stress @ End of Test (ksf)
Deformation Rate (in./min.)
Initial Sample Height (in.)
Diameter (in.)
Initial Moisture Content (% )
Dry Density (pcf)
Saturation (% )
Soil Height Before Shearing (in.)
Final Moisture Content (% )
114.8

1.000

2.415

15.64 Boring No.

Sample No.

Depth (ft)
BA-2
R-4
59 88.7

0.9792

19.0 Soil Identification: 15.64
114.2

15.64 114.1

3.945

0.0017

12.000

6.725

5.722

0.0017

6.000

4.279

3.153

0.0017

1.000

2.415

1.000

2.415

8.000

5.043

88.5 0.9819

19.6 OC Cemetery District - Gypsum Canyon DI RECT SHEAR TEST RESULTS Consolidated Drained - ASTM D 3080

90.0 0.9702

19.2 08-19
Project No.: 12417.001
Sample Type:

Ring
Grayish brown lean clay (CL)

0.00 2.00

4.00 6.00

8.00 0 0.1 0.2 0.3
Shear Stress (ksf)
Horizontal Deformation (in.)

0.00 2.00

4.00 6.00

8.00 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00
Shear Stress (ksf)
Normal Stress (ksf)
DS BA-2, R-4 @ 59
Normal Stress (kip/ft² )
Peak Shear Stress (kip/ft² )
Shear Stress @ End of Test (ksf)
Sample Type: Ring Deformation Rate (in./min.)
Initial Sample Height (in.)
Diameter (in.)
Initial Moisture Content (% )
Strength Parameters Dry Density (pcf)
C (psf)  (o
) Saturation (% )
Peak 1800 22 Soil Height Before Shearing (in.)
Ultimate 543 23 Final Moisture Content (% )
08-19
Project No.: 12417.001

88.5 0.9819

1.000

19.6 OC Cemetery District - Gypsum Canyon DI RECT SHEAR TEST RESULTS Consolidated Drained - ASTM D 3080

6.000

4.279

3.153

0.0017

15.64 114.1

2.415
Soil Identification:

0.9702

15.64 19.2

1.000

2.415

0.9792

19.0 114.8

1.000

2.415

88.7 15.64
114.2

0.0017

12.000

6.725

5.722

0.0017

90.0 8.000

5.043

3.945
Grayish brown lean clay (CL)
Boring No.

Sample No.

Depth (ft)
BA-2
R-4
59 0.00

2.00 4.00

6.00 8.00
0 0.1 0.2 0.3
Shear Stress (ksf)
Horizontal Deformation (in.)

0.00 2.00

4.00 6.00

8.00 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00
Shear Stress (ksf)
Normal Stress (ksf)
DS BA-2, R-4 @ 59
Project Name: OC Cemetery District - Gypsum Canyon Tested By: G. Bathala Date: 08/17/19 Project No.: 12417.001 Checked By: J. Ward Date: 09/10/19 Boring No.: Sample Type: 90% Remold
Sample No.: Depth (ft.): 5-10
Soil Identification:

2.415 2.415 2.415

1.000 1.000 1.000
200.46 202.64 200.37

43.42 45.20 42.98
Before Shearing
197.69 197.69 197.69
187.89 187.89 187.89

56.97 56.97 56.97

0.2288 0.2705 0.0000

0.2385 0.2873 -0.0169
After Shearing
221.02 216.66 223.71
204.15 200.60 208.33

60.28 56.82 63.41

2.70 2.70 2.70
Water Density(pcf): 62.43 62.43 62.43
Specific Gravity (Assumed):

Weight of Container(gm):

Weight of Dry Sample+ Cont.(gm):

Weight of Ring(gm):

Weight of Container(gm):

Weight of Dry Sample+ Cont.(gm):

Weight of Wet Sample+ Cont.(gm):

Weight of Wet Sample+ Cont.(gm):

Vertical Rdg.(in): Final
Vertical Rdg.(in): Initial

DI RECT SHEAR TEST
Consolidated Undrained
Sample Thickness(in.):

Weight of Sample + ring(gm):

B-1
BA-3
Sample Diameter(in):

Yellowish brown well-graded sand with clay and gravel (SW-SC)g DS BA-3, B-1 @ 5-10
Normal Stress (kip/ft² )
Peak Shear Stress (kip/ft² )
Shear Stress @ End of Test (ksf)
Deformation Rate (in./min.)
Initial Sample Height (in.)
Diameter (in.)
Initial Moisture Content (% )
Dry Density (pcf)
Saturation (% )
Soil Height Before Shearing (in.)
Final Moisture Content (% )
121.8

1.000

2.415

7.49 Boring No.

Sample No.

Depth (ft)
BA-3
B-1
5-10

52.7 0.9832

11.2 Soil Identification: 7.49
121.8

7.49 121.5

3.282

0.0500

8.000

6.284

6.171

0.0500

2.000

1.852

1.647

0.0500

1.000

2.415

1.000

2.415

4.000

3.414

52.2 0.9903

11.7 OC Cemetery District - Gypsum Canyon DI RECT SHEAR TEST RESULTS Consolidated Undrained

52.6 0.9831

10.6 08-19
Project No.: 12417.001
Sample Type:
90% Remold
Yellowish brown well-graded
sand with clay and gravel
(SW-SC)g

0.00 2.00

4.00 6.00

8.00 0 0.1 0.2 0.3
Shear Stress (ksf)
Horizontal Deformation (in.)

0.00 2.00

4.00 6.00

8.00 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00
Shear Stress (ksf)
Normal Stress (ksf)
DS BA-3, B-1 @ 5-10
Normal Stress (kip/ft² )
Peak Shear Stress (kip/ft² )
Shear Stress @ End of Test (ksf)
Sample Type: 90% Remold Deformation Rate (in./min.)
Initial Sample Height (in.)
Diameter (in.)
Initial Moisture Content (% )
Strength Parameters Dry Density (pcf)
C (psf)  (o
) Saturation (% )
Peak 417 36 Soil Height Before Shearing (in.)
Ultimate 203 37 Final Moisture Content (% )
08-19
Project No.: 12417.001

52.2 0.9903

1.000

11.7 OC Cemetery District - Gypsum Canyon DI RECT SHEAR TEST RESULTS Consolidated Undrained

2.000

1.852

1.647

0.0500

7.49 121.5

2.415
Soil Identification:

0.9831

7.49 10.6

1.000

2.415

0.9832

11.2 121.8

1.000

2.415

52.7 7.49
121.8

0.0500

8.000

6.284

6.171

0.0500

52.6 4.000

3.414

3.282
Yellowish brown well-graded sand
with clay and gravel (SW-SC)g
Boring No.

Sample No.

Depth (ft)
BA-3
B-1
5-10

0.00 2.00

4.00 6.00

8.00 0 0.1 0.2 0.3
Shear Stress (ksf)
Horizontal Deformation (in.)

0.00 2.00

4.00 6.00

8.00 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00
Shear Stress (ksf)
Normal Stress (ksf)
DS BA-3, B-1 @ 5-10
Project Name: OC Cemetery District - Gypsum Canyon Tested By: G. Bathala Date: 08/24/19 Project No.: 12417.001 Checked By: J. Ward Date: 09/10/19 Boring No.: Sample Type: 90% Remold
Sample No.: Depth (ft.): 33-36
Soil Identification:

2.415 2.415 2.415

1.000 1.000 1.000
197.52 199.91 198.13

43.41 45.17 42.95
Before Shearing
200.08 200.08 200.08
188.85 188.85 188.85

61.50 61.50 61.50

0.2427 0.0000 0.2229

0.2499 -0.0157 0.2432
After Shearing
216.79 216.75 217.09
197.31 197.97 199.80

59.05 58.93 60.28

2.70 2.70 2.70
Water Density(pcf): 62.43 62.43 62.43
Specific Gravity (Assumed):

Weight of Container(gm):

Weight of Dry Sample+ Cont.(gm):

Weight of Ring(gm):

Weight of Container(gm):

Weight of Dry Sample+ Cont.(gm):

Weight of Wet Sample+ Cont.(gm):

Weight of Wet Sample+ Cont.(gm):

Vertical Rdg.(in): Final
Vertical Rdg.(in): Initial

DI RECT SHEAR TEST
Consolidated Undrained
Sample Thickness(in.):

Weight of Sample + ring(gm):

B-5
BA-3
Sample Diameter(in):

Dark olive brown silty, clayey sand with gravel (SC-SM)g DS BA-3, B-5 @ 33-36
Normal Stress (kip/ft² )
Peak Shear Stress (kip/ft² )
Shear Stress @ End of Test (ksf)
Deformation Rate (in./min.)
Initial Sample Height (in.)
Diameter (in.)
Initial Moisture Content (% )
Dry Density (pcf)
Saturation (% )
Soil Height Before Shearing (in.)
Final Moisture Content (% )
118.6

1.000

2.415

8.82 Boring No.

Sample No.

Depth (ft)
BA-3
B-5
33-36

56.0 0.9843

13.5 Soil Identification: 8.82
118.3

8.82 117.8

3.106

0.0500

8.000

5.659

5.656

0.0500

2.000

1.707

1.641

0.0500

1.000

2.415

1.000

2.415

4.000

3.106

55.2 0.9928

14.1 OC Cemetery District - Gypsum Canyon DI RECT SHEAR TEST RESULTS Consolidated Undrained

56.5 0.9797

12.4 08-19
Project No.: 12417.001
Sample Type:
90% Remold
Dark olive brown silty, clayey
sand with gravel (SC-SM)g

0.00 2.00

4.00 6.00

8.00 0 0.1 0.2 0.3
Shear Stress (ksf)
Horizontal Deformation (in.)

0.00 2.00

4.00 6.00

8.00 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00
Shear Stress (ksf)
Normal Stress (ksf)
DS BA-3, B-5 @ 33-36
Normal Stress (kip/ft² )
Peak Shear Stress (kip/ft² )
Shear Stress @ End of Test (ksf)
Sample Type: 90% Remold Deformation Rate (in./min.)
Initial Sample Height (in.)
Diameter (in.)
Initial Moisture Content (% )
Strength Parameters Dry Density (pcf)
C (psf)  (o
) Saturation (% )
Peak 431 33 Soil Height Before Shearing (in.)
Ultimate 366 34 Final Moisture Content (% )
08-19
Project No.: 12417.001

55.2 0.9928

1.000

14.1 OC Cemetery District - Gypsum Canyon DI RECT SHEAR TEST RESULTS Consolidated Undrained

2.000

1.707

1.641

0.0500

8.82 117.8

2.415
Soil Identification:

0.9797

8.82 12.4

1.000

2.415

0.9843

13.5 118.6

1.000

2.415

56.0 8.82
118.3

0.0500

8.000

5.659

5.656

0.0500

56.5 4.000

3.106

3.106
Dark olive brown silty, clayey
sand with gravel (SC-SM)g
Boring No.

Sample No.

Depth (ft)
BA-3
B-5
33-36

0.00 2.00

4.00 6.00

8.00 0 0.1 0.2 0.3
Shear Stress (ksf)
Horizontal Deformation (in.)

0.00 2.00

4.00 6.00

8.00 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00
Shear Stress (ksf)
Normal Stress (ksf)
DS BA-3, B-5 @ 33-36
Project Name: OC Cemetery District - Gypsum Canyon Tested By: G. Bathala Date: 08/15/19 Project No.: 12417.001 Checked By: J. Ward Date: 09/01/19 Boring No.: Sample Type: Ring
Sample No.: Depth (ft.): 49.5
Soil Identification:

2.415 2.415 2.415

1.000 1.000 1.000
212.91 212.39 210.32

46.54 44.74 42.27
Before Shearing
232.74 232.74 232.74
211.50 211.50 211.50

52.59 52.59 52.59

0.2288 0.0000 0.0000

0.2338 -0.0069 -0.0174
After Shearing
214.21 245.14 240.57
191.66 222.43 217.87

45.07 75.47 70.37

2.70 2.70 2.70
Water Density(pcf): 62.43 62.43 62.43
Specific Gravity (Assumed):

Weight of Container(gm):

Weight of Dry Sample+ Cont.(gm):

Weight of Ring(gm):

Weight of Container(gm):

Weight of Dry Sample+ Cont.(gm):

Weight of Wet Sample+ Cont.(gm):

Weight of Wet Sample+ Cont.(gm):

Vertical Rdg.(in): Final
Vertical Rdg.(in): Initial

DI RECT SHEAR TEST
Consolidated Drained - ASTM D 3080
Sample Thickness(in.):

Weight of Sample + ring(gm):

R-6a
BA-3
Reddish brown lean claystone (CL)
Sample Diameter(in):

DS BA-3, R-6a @ 49.5
Normal Stress (kip/ft² )
Peak Shear Stress (kip/ft² )
Shear Stress @ End of Test (ksf)
Deformation Rate (in./min.)
Initial Sample Height (in.)
Diameter (in.)
Initial Moisture Content (% )
Dry Density (pcf)
Saturation (% )
Soil Height Before Shearing (in.)
Final Moisture Content (% )
123.3

1.000

2.415

13.37 Boring No.

Sample No.

Depth (ft)
BA-3
R-6a

49.5 97.4

0.9931

15.5 Soil Identification: 13.37
123.0

13.37 122.0

4.426

0.0017

12.000

10.560

5.668

0.0017

6.000

6.250

2.980

0.0017

1.000

2.415

1.000

2.415

8.000

8.554

94.7 0.9950

15.4 OC Cemetery District - Gypsum Canyon DI RECT SHEAR TEST RESULTS Consolidated Drained - ASTM D 3080

98.3 0.9826

15.4 08-19
Project No.: 12417.001
Sample Type:

Ring
Reddish brown lean
claystone (CL)

0.00 2.00

4.00 6.00

8.00 10.00

12.00 0 0.1 0.2 0.3
Shear Stress (ksf)
Horizontal Deformation (in.)

0.00 2.00

4.00 6.00

8.00 10.00

12.00 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 22.00 24.00 Shear Stress (ksf)
Normal Stress (ksf)
DS BA-3, R-6a @ 49.5
Normal Stress (kip/ft² )
Peak Shear Stress (kip/ft² )
Shear Stress @ End of Test (ksf)
Sample Type: Ring Deformation Rate (in./min.)
Initial Sample Height (in.)
Diameter (in.)
Initial Moisture Content (% )
Strength Parameters Dry Density (pcf)
C (psf)  (o
) Saturation (% )
Peak 2498 35 Soil Height Before Shearing (in.)
Ultimate 646 23 Final Moisture Content (% )
08-19
Project No.: 12417.001

94.7 0.9950

1.000

15.4 OC Cemetery District - Gypsum Canyon DI RECT SHEAR TEST RESULTS Consolidated Drained - ASTM D 3080

6.000

6.250

2.980

0.0017

13.37 122.0

2.415
Soil Identification:

0.9826

13.37 15.4

1.000

2.415

0.9931

15.5 123.3

1.000

2.415

97.4 13.37
123.0

0.0017

12.000

10.560

5.668

0.0017

98.3 8.000

8.554

4.426
Reddish brown lean claystone
(CL)
Boring No.

Sample No.

Depth (ft)
BA-3
R-6a

49.5 0.00

2.00 4.00

6.00 8.00

10.00 12.00
0 0.1 0.2 0.3
Shear Stress (ksf)
Horizontal Deformation (in.)

0.00 2.00

4.00 6.00

8.00 10.00

12.00 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 22.00 24.00 Shear Stress (ksf)
Normal Stress (ksf)
DS BA-3, R-6a @ 49.5
Project Name: OC Cemetery District - Gypsum Canyon Tested By: G. Bathala Date: 08/19/19 Project No.: 12417.001 Checked By: J. Ward Date: 09/01/19 Boring No.: Sample Type: Ring
Sample No.: Depth (ft.): 74.5
Soil Identification:

2.415 2.415 2.415

1.000 1.000 1.000
195.41 193.24 199.13

45.84 42.43 43.96
Before Shearing
154.41 154.41 154.41
143.44 143.44 143.44

59.20 59.20 59.20

0.2344 0.2462 0.0000

0.2853 0.2832 -0.0396
After Shearing
208.49 210.44 214.27
185.66 189.26 194.16

55.82 56.83 58.95

2.70 2.70 2.70
Water Density(pcf): 62.43 62.43 62.43
Specific Gravity (Assumed):

Weight of Container(gm):

Weight of Dry Sample+ Cont.(gm):

Weight of Ring(gm):

Weight of Container(gm):

Weight of Dry Sample+ Cont.(gm):

Weight of Wet Sample+ Cont.(gm):

Weight of Wet Sample+ Cont.(gm):

Vertical Rdg.(in): Final
Vertical Rdg.(in): Initial

DI RECT SHEAR TEST
Consolidated Drained - ASTM D 3080
Sample Thickness(in.):

Weight of Sample + ring(gm):

R-8b
BA-3
Reddish brown lean claystone (CL)
Sample Diameter(in):

DS BA-3, R-8b @ 74.5
Normal Stress (kip/ft² )
Peak Shear Stress (kip/ft² )
Shear Stress @ End of Test (ksf)
Deformation Rate (in./min.)
Initial Sample Height (in.)
Diameter (in.)
Initial Moisture Content (% )
Dry Density (pcf)
Saturation (% )
Soil Height Before Shearing (in.)
Final Moisture Content (% )
114.2

1.000

2.415

13.02 Boring No.

Sample No.

Depth (ft)
BA-3
R-8b

74.5 67.8

0.9630

16.0 Soil Identification: 13.02
111.0

13.02 110.1

6.416

0.0017

16.000

10.736

9.799

0.0017

8.000

4.782

4.558

0.0017

1.000

2.415

1.000

2.415

12.000

8.051

66.1 0.9491

17.6 OC Cemetery District - Gypsum Canyon DI RECT SHEAR TEST RESULTS Consolidated Drained - ASTM D 3080

73.8 0.9604

14.9 08-19
Project No.: 12417.001
Sample Type:

Ring
Reddish brown lean
claystone (CL)

0.00 2.00

4.00 6.00

8.00 10.00

12.00 0 0.1 0.2 0.3
Shear Stress (ksf)
Horizontal Deformation (in.)

0.00 2.00

4.00 6.00

8.00 10.00

12.00 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 22.00 24.00 Shear Stress (ksf)
Normal Stress (ksf)
DS BA-3, R-8b @ 74.5
Normal Stress (kip/ft² )
Peak Shear Stress (kip/ft² )
Shear Stress @ End of Test (ksf)
Sample Type: Ring Deformation Rate (in./min.)
Initial Sample Height (in.)
Diameter (in.)
Initial Moisture Content (% )
Strength Parameters Dry Density (pcf)
C (psf)  (o
) Saturation (% )
Peak 0 33 Soil Height Before Shearing (in.)
Ultimate 0 30 Final Moisture Content (% )
08-19
Project No.: 12417.001

66.1 0.9491

1.000

17.6 OC Cemetery District - Gypsum Canyon DI RECT SHEAR TEST RESULTS Consolidated Drained - ASTM D 3080

8.000

4.782

4.558

0.0017

13.02 110.1

2.415
Soil Identification:

0.9604

13.02 14.9

1.000

2.415

0.9630

16.0 114.2

1.000

2.415

67.8 13.02
111.0

0.0017

16.000

10.736

9.799

0.0017

73.8 12.000

8.051

6.416
Reddish brown lean claystone
(CL)
Boring No.

Sample No.

Depth (ft)
BA-3
R-8b

74.5 0.00

2.00 4.00

6.00 8.00

10.00 12.00
0 0.1 0.2 0.3
Shear Stress (ksf)
Horizontal Deformation (in.)

0.00 2.00

4.00 6.00

8.00 10.00

12.00 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 22.00 24.00 Shear Stress (ksf)
Normal Stress (ksf)
DS BA-3, R-8b @ 74.5
Project Name: OC Cemetery District - Gypsum Canyon Tested By: G. Bathala Date: 08/19/19 Project No.: 12417.001 Checked By: J. Ward Date: 09/10/19 Boring No.: Sample Type: Remold
Sample No.: Depth (ft.): 63.0
Soil Identification:

Sample Diameter(in): 2.415 2.415 2.415 2.415
Sample Thickness(in.): 1.000 1.000 1.000 1.000
Weight of Sample + ring(gm): 171.30 169.64 171.22 171.82 Weight of Ring(gm): 46.21 44.27 44.07 44.17
Before Shearing
Weight of Wet Sample+ Cont.(gm): 616.83 616.83 616.83 616.83 Weight of Dry Sample+ Cont.(gm): 492.65 492.65 492.65 492.65 Weight of Container(gm): 236.97 236.97 236.97 236.97
Vertical Rdg.(in): Initial 0.0000 0.2443 0.0000 0.1887
Vertical Rdg.(in): Final -0.1400 0.4950 -0.2846 0.4881
After Shearing
Weight of Wet Sample+ Cont.(gm): 162.80 146.99 143.38 122.06 Weight of Dry Sample+ Cont.(gm): 136.92 127.95 125.91 110.04 Weight of Container(gm): 57.94 55.82 52.59 57.22
Specific Gravity (Assumed): 2.70 2.70 2.70 2.70
Water Density(pcf): 62.43 62.43 62.43 62.43
Reddish brown lean clay (CL)

DI RECT SHEAR TEST
Consolidated Drained - ASTM D 3080
B-7
BA-3
DS w Residual, 4 pts BA-3, B-7 @ 63
Normal Stress (kip/ft² )
Peak Shear Stress (kip/ft² )
Shear Stress @ End of Pass 9 (ksf)
Deformation Rate (in./min.)
Initial Sample Height (in.)
Diameter (in.)
Initial Moisture Content (% )
Dry Density (pcf)
Saturation (% )
Soil Height Before Shearing (in.)
Final Moisture Content (% )

0.421

0.305

1.000

48.57 2.415

1.000

0.0017

0.7006

32.8 22.8

0.8600

93.2 70.0
Sample Type:

Remold
Reddish brown lean clay
(CL)
Soil Identification:

0.0017

1.000

2.415

48.57 71.5

96.5 08-19
Project No.: 12417.001

9.000

1.386

2.087

93.5 0.7493

26.4 OC Cemetery District - Gypsum Canyon DI RECT SHEAR TEST RESULTS Consolidated Drained - ASTM D 3080

95.8 0.7154

23.8 6.000

1.223

1.672

0.0017

3.000

0.792

1.050

0.0017

48.57 70.2 71.2

1.000

2.415

48.57 1.000

2.415
Boring No.

Sample No.

Depth (ft) 63
B-7
BA-3

0.00 0.50

1.00 1.50

2.00 2.50
0 0.1 0.2 0.3
Shear Stress (ksf)
Horizontal Deformation (in.)

0.00 1.00

2.00 3.00

4.00 5.00

0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 Shear Stress (ksf)
Normal Stress (ksf)
End of Pass 7
DS w Residual, 4 pts BA-3, B-7 @ 63
.

Project No.:

Soil Type: Remold
Soil Description: Reddish brown lean clay (CL) 09/10/19

DIRECT SHEAR TEST RESULTS
Consolidated Drained - ASTM D 3080
Boring No.: BA-3 12417.001
Sample No.: B-7 OC Cemetery District -
Gypsum Canyon Depth (ft) 63
10 1.805
Pass 1-10 0.0017"/min
7 1.610
8 1.767
9 1.672
4 1.600
5 1.500
6 1.713
1 1.223
2 1.434
3 1.364
10 1.088
Normal Stress (ksf)

6.00 Shear Stress @ End
of Pass (ksf)
Pass No.

Shear
Stress
(ksf)
7 1.012
8 1.056
9 1.050
4 0.956
5 0.959
6 1.006
1 0.792
2 0.868
3 0.883
Normal Stress (ksf)

3.00 Shear Stress @ End
of Pass (ksf)
Pass No.

Shear
Stress
(ksf)
8 0.418
9 0.421
10 0.424
5 0.396
6 0.409
7 0.409
2 0.362
3 0.371
4 0.399
Normal Stress (ksf)

1.00 Shear Stress @ End
of Pass (ksf)
Pass No.

Shear
Stress
(ksf)
1 0.305

0.00 0.50

1.00 1.50

2.00 2.50
Shear Stress (ksf)

0.00 0.50

1.00 1.50

2.00 2.50
Shear Stress (ksf)

0.00 0.50

1.00 1.50

2.00 2.50
0 0.1 0.2 0.3
Shear Stress (ksf)
Horizontal Deformation (in.)
DS w Residual, 4 pts BA-3, B-7 @ 63
.

Project No.:

Soil Type: Remold
Soil Description: Reddish brown lean clay (CL) 09/10/19

DIRECT SHEAR TEST RESULTS
Consolidated Drained - ASTM D 3080
Boring No.: BA-3 12417.001
Sample No.: B-7 OC Cemetery District -
Gypsum Canyon Depth (ft) 63
Pass 1-8 0.0017"/min
Normal Stress (ksf)
Shear Stress @ End
of Pass (ksf)
Pass No.

Shear
Stress
(ksf)
Normal Stress (ksf)
Shear Stress @ End
of Pass (ksf)
Pass No.

Shear
Stress
(ksf)
8 1.820
9 10
5 1.971
6 1.823
7 2.087
2 1.528
3 1.698
4 1.877
Normal Stress (ksf)

9.00 Shear Stress @ End
of Pass (ksf)
Pass No.

Shear
Stress
(ksf)
1 1.386

0.00 0.50

1.00 1.50

2.00 2.50
Shear Stress (ksf)
Note: Test stopped
at end of Pass 8

0.00 2.00

4.00 6.00

8.00 10.00
Shear Stress (ksf)

0.00 2.00

4.00 6.00

8.00 10.00
0 0.1 0.2 0.3
Shear Stress (ksf)
Horizontal Deformation (in.)
DS w Residual, 4 pts BA-3, B-7 @ 63
Project Name: OC Cemetery District - Gypsum Canyon Tested By: A. Santos Date: 08/07/19 Project No: 12417.001 Checked By: J. Ward Date: 09/11/19 Boring No.: 19-C Sample Type: Ring
Sample No.: R7
Depth (ft.): 65.0
Soil Description
Diameter (in) 2.419 2.419 2.419 Avg. = 2.419
Height (in) 5.005 5.005 5.006 Avg. = 5.005
Before Pre- Post Post
Saturation Consol. Consol. Test
Area (in² ) 4.596 4.607 4.445
Moisture Content (% ) 20.81 22.22
Wt. Wet Sample + Cont. (g) 193.00 830.24
Wt. Dry Sample + Cont. (g) 172.90 693.30
Wt. Container (g) 76.30 77.01
Density and Saturation
Wt. Wet Sample + Cont. (g) 756.40
Wt. Container (g) 0.00
Wet Density (pcf) 125.3 132.0
Dry Density (pcf) 103.7 108.0
Void Ratio 0.625 0.560
% Saturation 89.9 100.0
Specific Gravity (assumed) = 2.70
Back Pressure Saturation 0.397

22.5 17.3
Volume of water during saturation (cc): 13.3
B Value (% ) = 95 Change in Height (in)= -0.006
Consolidation
Cell Pressure (psi) = 119.70 Burette Area (sq. in.)= 0.3970 Back Pressure(psi) = 91.70 Initial Burette Ht.(cm)= 8.6 Eff. Consol. Stress (psi) = 28.00 Final Burette Ht.(cm)= 15.0 Change in Height (in) = 0.0430 Final Height (in)= 4.968 Shear At Failure
Rate of Deformation (in/min)= 0.0024 Deviator Stress (psi) = 37.6 Time to 50% primary Consolidation = 110.00 min Eff. Minor Principal stress (psi) = 11.3 Failure Criterion: Eff. Major Principal stress (psi) = 48.9 Maximum deviator stress to axial strain of 20% Axial Strain (% ) = 16.3 Burette Area (sq. in.)=
Initial Burette Ht.(cm)=
Final Burette Ht.(cm)=

CONSOLI DATED UNDRAI NED TRI AXI AL TEST
ASTM D 4767
Pale olive lean clay (CL)
Calculated from initial dry weight and
final moisture content
Project No.: 12417.001
OC Cemetery District -
Gypsum Canyon
08-19
19-C R7 65 28.0 37.6
Consolidated Undrained
Triaxial Compression Test
ASTM D 4767
0 5 10 15 20
Axial Strain (%)
0 5
10 15
20 25
30 35
40 Deviator Stress (psi)
0 5 10 15 20
Axial Strain (%)
0 5
10 15
20 Induced Pore Pressure (psi)
Boring Sample Depth Eff. Conf. Max. Dev.

No. No. Pressure Stress
(ft.) (psi) (psi)
08-19
Boring Sample Depth Eff. Conf. Max. Dev.

No. No. Pressure Stress
(ft.) (psi) (psi)
Mohr Circle based on Total Stress
Mohr Circle based on Effective Stress
Project No.: 12417.001
Consolidated Undrained
Triaxial Compression Test
ASTM D 4767
OC Cemetery District -
19-C R7 65 28.0 37.6 Gypsum Canyon
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Normal Stress (psi)
0 5
10 15
20 25
30 35
Shear Stress (psi)
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Effective Normal Stress p = ( 1+ 3)/2 (psi)
0 5
10 15
20 25
30 35
Shear Stress q = ( 1
- 3)/2 (psi)
Project Name: Tested By: A. Santos
Project No.: 12417.001 Depth (ft.) : 65.0
Boring No.: 19-C Eff. Stress (psi): 28.0
Sample No.: R7 Burette Area: 0.3970 in²
Elapsed Square Root Dial Rdgs Burette Rdgs Volume
Time (min) Time (min½ ) (in.) (cm.) Change (cc)
08/12/19 8:54:00 Initial Burette 8.60
08/12/19 8:54:06 0.10 0.32 8.80 0.51
08/12/19 8:54:15 0.25 0.50 9.00 1.02
08/12/19 8:54:30 0.50 0.71 9.10 1.28
08/12/19 8:55:00 1.00 1.00 9.20 1.54
08/12/19 8:56:00 2.00 1.41 9.30 1.79
08/12/19 8:58:00 4.00 2.00 9.40 2.05
08/12/19 9:02:00 8.00 2.83 9.50 2.31
08/12/19 9:10:00 16.00 4.00 9.80 3.07
08/12/19 9:24:00 30.00 5.48 10.30 4.35
08/12/19 9:54:00 60.00 7.75 11.00 6.15
08/12/19 10:54:00 120.00 10.95 12.10 8.96
08/12/19 12:54:00 240.00 15.49 13.20 11.78
08/12/19 16:00:00 426.00 20.64 14.10 14.09
08/13/19 7:00:00 1326.00 36.41 15.00 16.39
08/13/19 9:00:00 1446.00 38.03 15.00 16.39
V0 (cc) 0.51 5.005
V100 (cc) 16.39 5.005
V50 (cc) 8.45 5.006
t50 (min) 110.00 5.005

4.968 Dial Readings Saturation Consolidation
Strain Rate (in/min) 0.0002 Initial Rdg. (in) 0.4500 0.4420

68.8 Final Rdg. (in) 0.4440 0.4850
* Based on a total strain of 15%
Duration of Test* (hr)
Height (ft)
Average

CU TRI AXI AL TEST CONSOLI DATI ON CURVE
OC Cemetery District - Gypsum Canyon
Date Time
Height After Consolidation (in)

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0

16.0 18.0

0.10 1.00 10.00 100.00 1000.00 10000.00
Volume
Change (cc)
Elapsed Time (min)
V0
V100
V50
t50
Project Name: Tested By: A. Santos Date: 08/13/19
Project No: 12417.001 Checked By: J. Ward Date: 09/11/19 Boring No.: 19-C
Sample No.: R7
Depth (ft.): 65.0
Sample Type: Ring

CONSOLI DATED UNDRAI NED TRI AXI AL TEST
ASTM D 4767

28.0 psi
OC Cemetery District - Gypsum Canyon
Project Name: OC Cemetery District - Gypsum Canyon Tested By: A. Santos Date: 08/07/19 Project No: 12417.001 Checked By: J. Ward Date: 09/11/19 Boring No.: 19-C Sample Type: Ring
Sample No.: R9
Depth (ft.): 85.0
Soil Description
Diameter (in) 2.418 2.418 2.418 Avg. = 2.418
Height (in) 5.001 5.003 5.004 Avg. = 5.003
Before Pre- Post Post
Saturation Consol. Consol. Test
Area (in² ) 4.592 4.614 4.484
Moisture Content (% ) 23.95 23.90
Wt. Wet Sample + Cont. (g) 226.10 827.30
Wt. Dry Sample + Cont. (g) 196.90 682.60
Wt. Container (g) 75.00 77.14
Density and Saturation
Wt. Wet Sample + Cont. (g) 747.90
Wt. Container (g) 0.00
Wet Density (pcf) 124.0 127.2
Dry Density (pcf) 100.1 102.7
Void Ratio 0.684 0.641
% Saturation 94.6 100.0
Specific Gravity (assumed) = 2.70
Back Pressure Saturation 0.358

22.4 15.2
Volume of water during saturation (cc): 16.6
B Value (% ) = 95 Change in Height (in)= -0.012
Consolidation
Cell Pressure (psi) = 118.35 Burette Area (sq. in.)= 0.3580 Back Pressure(psi) = 81.35 Initial Burette Ht.(cm)= 4.8 Eff. Consol. Stress (psi) = 37.00 Final Burette Ht.(cm)= 10.1 Change in Height (in) = 0.0210 Final Height (in)= 4.994 Shear At Failure
Rate of Deformation (in/min)= 0.0024 Deviator Stress (psi) = 26.5 Time to 50% primary Consolidation = 320.00 min Eff. Minor Principal stress (psi) = 15.1 Failure Criterion: Eff. Major Principal stress (psi) = 41.6 Maximum deviator stress to axial strain of 20% Axial Strain (% ) = 18.4 Burette Area (sq. in.)=
Initial Burette Ht.(cm)=
Final Burette Ht.(cm)=

CONSOLI DATED UNDRAI NED TRI AXI AL TEST
ASTM D 4767
Olive lean clay (CL)
Calculated from initial dry weight and
final moisture content
Project No.: 12417.001
OC Cemetery District -
Gypsum Canyon
08-19
19-C R9 85 37.0 26.5
Consolidated Undrained
Triaxial Compression Test
ASTM D 4767
0 5 10 15 20
Axial Strain (%)
0 5
10 15
20 25
30 35
Deviator Stress (psi)
0 5 10 15 20
Axial Strain (%)
0 5
10 15
20 25
Induced Pore Pressure (psi)
Boring Sample Depth Eff. Conf. Max. Dev.

No. No. Pressure Stress
(ft.) (psi) (psi)
08-19
Boring Sample Depth Eff. Conf. Max. Dev.

No. No. Pressure Stress
(ft.) (psi) (psi)
Mohr Circle based on Total Stress
Mohr Circle based on Effective Stress
Project No.: 12417.001
Consolidated Undrained
Triaxial Compression Test
ASTM D 4767
OC Cemetery District -
19-C R9 85 37.0 26.5 Gypsum Canyon
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Normal Stress (psi)
0 5
10 15
20 25
30 35
Shear Stress (psi)
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Effective Normal Stress p = ( 1+ 3)/2 (psi)
0 5
10 15
20 25
30 35
Shear Stress q = ( 1
- 3)/2 (psi)
Project Name: Tested By: A. Santos
Project No.: 12417.001 Depth (ft.) : 85.0
Boring No.: 19-C Eff. Stress (psi): 37.0
Sample No.: R9 Burette Area: 0.3580 in²
Elapsed Square Root Dial Rdgs Burette Rdgs Volume
Time (min) Time (min½ ) (in.) (cm.) Change (cc)
08/13/19 9:00:00 Initial Burette 4.80
08/13/19 9:00:06 0.10 0.32 5.10 0.69
08/13/19 9:00:15 0.25 0.50 5.25 1.04
08/13/19 9:00:30 0.50 0.71 5.30 1.15
08/13/19 9:01:00 1.00 1.00 5.35 1.27
08/13/19 9:02:00 2.00 1.41 5.40 1.39
08/13/19 9:04:00 4.00 2.00 5.50 1.62
08/13/19 9:08:00 8.00 2.83 5.60 1.85
08/13/19 9:16:00 16.00 4.00 5.70 2.08
08/13/19 9:36:00 36.00 6.00 5.90 2.54
08/13/19 10:00:00 60.00 7.75 6.20 3.23
08/13/19 11:00:00 120.00 10.95 6.70 4.39
08/13/19 13:00:00 240.00 15.49 7.30 5.77
08/13/19 17:00:00 480.00 21.91 8.20 7.85
08/14/19 7:30:00 1350.00 36.74 10.10 12.24
08/14/19 9:00:00 1440.00 37.95 10.10 12.24
V0 (cc) 0.81 5.005
V100 (cc) 12.24 5.005
V50 (cc) 6.52 5.006
t50 (min) 320.00 5.005

4.968 Dial Readings Saturation Consolidation
Strain Rate (in/min) 0.0001 Initial Rdg. (in) 0.4500 0.4420 200.0 Final Rdg. (in) 0.4440 0.4850
* Based on a total strain of 15%
Duration of Test* (hr)
Height (ft)
Average

CU TRI AXI AL TEST CONSOLI DATI ON CURVE
OC Cemetery District - Gypsum Canyon
Date Time
Height After Consolidation (in)

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0

0.10 1.00 10.00 100.00 1000.00 10000.00
Volume
Change (cc)
Elapsed Time (min)
V0
V100
V50
t50
Project Name: Tested By: A. Santos Date: 08/14/19
Project No: 12417.001 Checked By: J. Ward Date: 09/11/19 Boring No.: 19-C
Sample No.: R9
Depth (ft.): 85.0
Sample Type: Ring

CONSOLI DATED UNDRAI NED TRI AXI AL TEST
ASTM D 4767

37.0 psi
OC Cemetery District - Gypsum Canyon
Project Name: OC Cemetery District - Gypsum Canyon Tested By: A. Santos Date: 08/07/19 Project No: 12417.001 Checked By: J. Ward Date: 09/11/19 Boring No.: 19-C Sample Type: Ring
Sample No.: R10
Depth (ft.): 95.0
Soil Description
Diameter (in) 2.407 2.409 2.411 Avg. = 2.409
Height (in) 5.021 5.020 5.020 Avg. = 5.020
Before Pre- Post Post
Saturation Consol. Consol. Test
Area (in² ) 4.558 4.562 4.465
Moisture Content (% ) 21.84 22.58
Wt. Wet Sample + Cont. (g) 221.30 870.10
Wt. Dry Sample + Cont. (g) 195.20 729.50
Wt. Container (g) 75.70 106.80
Density and Saturation
Wt. Wet Sample + Cont. (g) 765.30
Wt. Container (g) 0.00
Wet Density (pcf) 127.4 131.1
Dry Density (pcf) 104.6 106.9
Void Ratio 0.611 0.575
% Saturation 96.5 100.0
Specific Gravity (assumed) = 2.70
Back Pressure Saturation 0.357

24.5 15.6
Volume of water during saturation (cc): 20.5
B Value (% ) = 95 Change in Height (in)= -0.002
Consolidation
Cell Pressure (psi) = 120.96 Burette Area (sq. in.)= 0.3570 Back Pressure(psi) = 81.46 Initial Burette Ht.(cm)= 7.1 Eff. Consol. Stress (psi) = 39.50 Final Burette Ht.(cm)= 10.9 Change in Height (in) = 0.0110 Final Height (in)= 5.011 Shear At Failure
Rate of Deformation (in/min)= 0.0024 Deviator Stress (psi) = 37.6 Time to 50% primary Consolidation = 280.00 min Eff. Minor Principal stress (psi) = 20.2 Failure Criterion: Eff. Major Principal stress (psi) = 57.7 Maximum deviator stress to axial strain of 20% Axial Strain (% ) = 17.4 Burette Area (sq. in.)=
Initial Burette Ht.(cm)=
Final Burette Ht.(cm)=

CONSOLI DATED UNDRAI NED TRI AXI AL TEST
ASTM D 4767
Olive lean clay (CL)
Calculated from initial dry weight and
final moisture content
Project No.: 12417.001
OC Cemetery District -
Gypsum Canyon
08-19
19-C R10 95 39.5 37.6
Consolidated Undrained
Triaxial Compression Test
ASTM D 4767
0 5 10 15 20
Axial Strain (%)
0 5
10 15
20 25
30 35
40 Deviator Stress (psi)
0 5 10 15 20
Axial Strain (%)
0 5
10 15
20 25
Induced Pore Pressure (psi)
Boring Sample Depth Eff. Conf. Max. Dev.

No. No. Pressure Stress
(ft.) (psi) (psi)
08-19
Boring Sample Depth Eff. Conf. Max. Dev.

No. No. Pressure Stress
(ft.) (psi) (psi)
Mohr Circle based on Total Stress
Mohr Circle based on Effective Stress
Project No.: 12417.001
Consolidated Undrained
Triaxial Compression Test
ASTM D 4767
OC Cemetery District -
19-C R10 95 39.5 37.6 Gypsum Canyon
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80
Normal Stress (psi)
0 5
10 15
20 25
30 35
40 Shear Stress (psi)
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80
Effective Normal Stress p = ( 1+ 3)/2 (psi)
0 5
10 15
20 25
30 35
40 Shear Stress q = ( 1
- 3)/2 (psi)
Project Name: Tested By: A. Santos
Project No.: 12417.001 Depth (ft.) : 95.0
Boring No.: 19-C Eff. Stress (psi): 39.5
Sample No.: R10 Burette Area: 0.3570 in²
Elapsed Square Root Dial Rdgs Burette Rdgs Volume
Time (min) Time (min½ ) (in.) (cm.) Change (cc)
08/12/19 9:26:00 Initial Burette 7.10
08/12/19 9:26:06 0.10 0.32 7.35 0.58
08/12/19 9:26:15 0.25 0.50 7.40 0.69
08/12/19 9:26:30 0.50 0.71 7.45 0.81
08/12/19 9:27:00 1.00 1.00 7.50 0.92
08/12/19 9:28:00 2.00 1.41 7.55 1.04
08/12/19 9:30:00 4.00 2.00 7.60 1.15
08/12/19 9:34:00 8.00 2.83 7.70 1.38
08/12/19 9:42:00 16.00 4.00 7.80 1.61
08/12/19 9:56:00 30.00 5.48 8.00 2.07
08/12/19 10:40:00 74.00 8.60 8.30 2.76
08/12/19 12:20:00 174.00 13.19 8.70 3.69
08/12/19 13:26:00 240.00 15.49 9.00 4.38
08/12/19 17:26:00 480.00 21.91 9.50 5.53
08/13/19 7:30:00 1324.00 36.39 10.90 8.75
08/13/19 9:50:00 1464.00 38.26 10.90 8.75
V0 (cc) 0.46 5.021
V100 (cc) 8.75 5.020
V50 (cc) 4.61 5.020
t50 (min) 280.00 5.020

5.011 Dial Readings Saturation Consolidation
Strain Rate (in/min) 0.0001 Initial Rdg. (in) 0.2700 0.2640 175.0 Final Rdg. (in) 0.2680 0.2750
* Based on a total strain of 15%
Duration of Test* (hr)
Height (ft)
Average

CU TRI AXI AL TEST CONSOLI DATI ON CURVE
OC Cemetery District - Gypsum Canyon
Date Time
Height After Consolidation (in)

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0

8.0 9.0

10.0 0.10 1.00 10.00 100.00 1000.00 10000.00
Volume
Change (cc)
Elapsed Time (min)
V0
V100
V50
t50
Project Name: Tested By: A. Santos Date: 08/14/19
Project No: 12417.001 Checked By: J. Ward Date: 09/11/19 Boring No.: 19-C
Sample No.: R10
Depth (ft.): 95.0
Sample Type: Ring

CONSOLI DATED UNDRAI NED TRI AXI AL TEST
ASTM D 4767

39.5 psi
OC Cemetery District - Gypsum Canyon
Project Name: OC Cemetery District - Gypsum Canyon Tested By: ACS/OHF Date: 08/13/19 Project No: 12417.001 Checked By: J. Ward Date: 09/11/19 Boring No.: 19-E Sample Type: Ring
Sample No.: R2
Depth (ft.): 15.0
Soil Description
Diameter (in) 2.425 2.423 2.424 Avg. = 2.424
Height (in) 5.035 5.030 5.032 Avg. = 5.032
Before Pre- Post Post
Saturation Consol. Consol. Test
Area (in² ) 4.615 4.644 4.618
Moisture Content (% ) 25.39 29.09
Wt. Wet Sample + Cont. (g) 317.89 825.40
Wt. Dry Sample + Cont. (g) 261.50 656.30
Wt. Container (g) 39.40 75.05
Density and Saturation
Wt. Wet Sample + Cont. (g) 741.23
Wt. Container (g) 0.00
Wet Density (pcf) 121.6 124.6
Dry Density (pcf) 97.0 96.6
Void Ratio 0.737 0.745
% Saturation 93.0 100.0
Specific Gravity (assumed) = 2.70
Back Pressure Saturation 0.397

23.4 18.7
Volume of water during saturation (cc): 12.0
B Value (% ) = 95 Change in Height (in)= -0.016
Consolidation
Cell Pressure (psi) = 98.29 Burette Area (sq. in.)= 0.0370 Back Pressure(psi) = 91.79 Initial Burette Ht.(cm)= 1.4 Eff. Consol. Stress (psi) = 6.50 Final Burette Ht.(cm)= 9.8 Change in Height (in) = -0.0020 Final Height (in)= 5.050 Shear At Failure
Rate of Deformation (in/min)= 0.0024 Deviator Stress (psi) = 17.7 Time to 50% primary Consolidation = 200.00 min Eff. Minor Principal stress (psi) = 5.3 Failure Criterion: Eff. Major Principal stress (psi) = 23.0 Maximum deviator stress to axial strain of 20% Axial Strain (% ) = 18.2 Burette Area (sq. in.)=
Initial Burette Ht.(cm)=
Final Burette Ht.(cm)=

CONSOLI DATED UNDRAI NED TRI AXI AL TEST
ASTM D 4767
Yellowish brown lean clay (CL)
Calculated from initial dry weight and
final moisture content
Project No.: 12417.001
OC Cemetery District -
Gypsum Canyon
08-19
19-E R2 15 6.5 17.7
Consolidated Undrained
Triaxial Compression Test
ASTM D 4767
0 5 10 15 20
Axial Strain (%)
0 5
10 15
20 25
30 35
Deviator Stress (psi)
0 5 10 15 20
Axial Strain (%)
0 5
10 15
20 Induced Pore Pressure (psi)
Boring Sample Depth Eff. Conf. Max. Dev.

No. No. Pressure Stress
(ft.) (psi) (psi)
08-19
Boring Sample Depth Eff. Conf. Max. Dev.

No. No. Pressure Stress
(ft.) (psi) (psi)
Mohr Circle based on Total Stress
Mohr Circle based on Effective Stress
Project No.: 12417.001
Consolidated Undrained
Triaxial Compression Test
ASTM D 4767
OC Cemetery District -
19-E R2 15 6.5 17.7 Gypsum Canyon
0 5 10 15 20 25 30 35 40
Normal Stress (psi)
0 5
10 15
20 Shear Stress (psi)
0 5 10 15 20 25 30 35 40
Effective Normal Stress p = ( 1+ 3)/2 (psi)
0 5
10 15
20 Shear Stress q = ( 1
- 3)/2 (psi)
Project Name: Tested By: ACS/OHF
Project No.: 12417.001 Depth (ft.) : 15.0
Boring No.: 19-E Eff. Stress (psi): 6.5
Sample No.: R2 Burette Area: 0.0370 in²
Elapsed Square Root Dial Rdgs Burette Rdgs Volume
Time (min) Time (min½ ) (in.) (cm.) Change (cc)
08/20/19 8:35:00 Initial Burette 1.40
08/20/19 8:35:06 0.10 0.32 2.30 0.21
08/20/19 8:35:15 0.25 0.50 2.40 0.24
08/20/19 8:35:30 0.50 0.71 2.45 0.25
08/20/19 8:36:00 1.00 1.00 2.50 0.26
08/20/19 8:37:00 2.00 1.41 2.60 0.29
08/20/19 8:39:00 4.00 2.00 2.70 0.31
08/20/19 8:43:00 8.00 2.83 2.80 0.33
08/20/19 8:51:00 16.00 4.00 3.00 0.38
08/20/19 9:05:00 30.00 5.48 3.50 0.50
08/20/19 9:35:00 60.00 7.75 4.10 0.64
08/20/19 10:35:00 120.00 10.95 5.00 0.86
08/20/19 12:35:00 240.00 15.49 6.40 1.19
08/20/19 16:35:00 480.00 21.91 8.00 1.58
08/21/19 8:35:00 1440.00 37.95 9.80 2.01
08/21/19 9:35:00 1500.00 38.73 9.80 2.01
V0 (cc) 0.21 5.035
V100 (cc) 2.01 5.030
V50 (cc) 1.11 5.032
t50 (min) 200.00 5.032

5.050 Dial Readings Saturation Consolidation
Strain Rate (in/min) 0.0001 Initial Rdg. (in) 0.1550 0.3440 125.0 Final Rdg. (in) 0.1390 0.3420
* Based on a total strain of 15%
Duration of Test* (hr)
Height (ft)
Average

CU TRI AXI AL TEST CONSOLI DATI ON CURVE
OC Cemetery District - Gypsum Canyon
Date Time
Height After Consolidation (in)

0.0 0.5

1.0 1.5

2.0 2.5

0.10 1.00 10.00 100.00 1000.00 10000.00
Volume
Change (cc)
Elapsed Time (min)
V0
V100
V50
t50
Project Name: Tested By: ACS/OHF Date: 08/13/19
Project No: 12417.001 Checked By: J. Ward Date: 09/11/19 Boring No.: 19-E
Sample No.: R2
Depth (ft.): 15.0
Sample Type: Ring

CONSOLI DATED UNDRAI NED TRI AXI AL TEST
ASTM D 4767

6.5 psi
OC Cemetery District - Gypsum Canyon
Project Name: OC Cemetery District - Gypsum Canyon Tested By: A. Santos Date: 08/21/19 Project No: 12417.001 Checked By: J. Ward Date: 09/12/19 Boring No.: 19-E Sample Type: Ring
Sample No.: R3
Depth (ft.): 25.0
Soil Description
Note: Height-to-diameter ratio is less than 2 : 1
Diameter (in) 2.411 2.408 2.406 Avg. = 2.408
Height (in) 4.025 4.024 4.025 Avg. = 4.025
Before Pre- Post Post
Saturation Consol. Consol. Test
Area (in² ) 4.555 4.573 4.488
Moisture Content (% ) 20.25 18.31
Wt. Wet Sample + Cont. (g) 313.80 720.90
Wt. Dry Sample + Cont. (g) 267.60 622.10
Wt. Container (g) 39.40 82.40
Density and Saturation
Wt. Wet Sample + Cont. (g) 614.00
Wt. Container (g) 0.00
Wet Density (pcf) 127.6 127.7
Dry Density (pcf) 106.1 107.9
Void Ratio 0.588 0.561
% Saturation 93.0 88.1
Specific Gravity (assumed) = 2.70
Back Pressure Saturation 0.397

25.0 20.4
Volume of water during saturation (cc): 11.8
B Value (% ) = 95 Change in Height (in)= -0.008
Consolidation
Cell Pressure (psi) = 102.45 Burette Area (sq. in.)= 0.3970 Back Pressure(psi) = 91.43 Initial Burette Ht.(cm)= 6.0 Eff. Consol. Stress (psi) = 11.02 Final Burette Ht.(cm)= 8.7 Change in Height (in) = 0.0170 Final Height (in)= 4.016 Shear At Failure
Rate of Deformation (in/min)= 0.0024 Deviator Stress (psi) = 53.1 Time to 50% primary Consolidation = 17.00 min Eff. Minor Principal stress (psi) = 21.1 Failure Criterion: Eff. Major Principal stress (psi) = 74.2 Maximum deviator stress to axial strain of 20% Axial Strain (% ) = 17.7 Burette Area (sq. in.)=
Initial Burette Ht.(cm)=
Final Burette Ht.(cm)=

CONSOLI DATED UNDRAI NED TRI AXI AL TEST
ASTM D 4767
Light brown silty sand (SM)
Calculated from initial dry weight and
final moisture content
Project No.: 12417.001
OC Cemetery District -
Gypsum Canyon
08-19
19-E R3 25 11.0 53.1
Consolidated Undrained
Triaxial Compression Test
ASTM D 4767
0 5 10 15 20
Axial Strain (%)
0 10
20 30
40 50
60 Deviator Stress (psi)
0 5 10 15 20
Axial Strain (%)
-15
-10
-5
0 5
10 15
Induced Pore Pressure (psi)
Boring Sample Depth Eff. Conf. Max. Dev.

No. No. Pressure Stress
(ft.) (psi) (psi)
08-19
Boring Sample Depth Eff. Conf. Max. Dev.

No. No. Pressure Stress
(ft.) (psi) (psi)
Mohr Circle based on Total Stress
Mohr Circle based on Effective Stress
Project No.: 12417.001
Consolidated Undrained
Triaxial Compression Test
ASTM D 4767
OC Cemetery District -
19-E R3 25 11.0 53.1 Gypsum Canyon
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80
Normal Stress (psi)
0 5
10 15
20 25
30 35
40 Shear Stress (psi)
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80
Effective Normal Stress p = ( 1+ 3)/2 (psi)
0 5
10 15
20 25
30 35
40 Shear Stress q = ( 1
- 3)/2 (psi)
Project Name: Tested By: A. Santos
Project No.: 12417.001 Depth (ft.) : 25.0
Boring No.: 19-E Eff. Stress (psi): 11.0
Sample No.: R3 Burette Area: 0.3970 in²
Elapsed Square Root Dial Rdgs Burette Rdgs Volume
Time (min) Time (min½ ) (in.) (cm.) Change (cc)
08/27/19 8:55:00 Initial Burette 6.00
08/27/19 8:55:06 0.10 0.32 6.25 0.64
08/27/19 8:55:15 0.25 0.50 6.35 0.90
08/27/19 8:55:30 0.50 0.71 6.45 1.15
08/27/19 8:56:00 1.00 1.00 6.55 1.41
08/27/19 8:57:00 2.00 1.41 6.65 1.66
08/27/19 8:59:00 4.00 2.00 6.80 2.05
08/27/19 9:03:00 8.00 2.83 7.10 2.82
08/27/19 9:11:00 16.00 4.00 7.40 3.59
08/27/19 9:25:00 30.00 5.48 7.80 4.61
08/27/19 9:55:00 60.00 7.75 8.15 5.51
08/27/19 11:48:00 173.00 13.15 8.50 6.40
08/27/19 15:04:00 369.00 19.21 8.70 6.92
08/27/19 16:55:00 480.00 21.91 8.70 6.92
08/28/19 9:55:00 1500.00 38.73 8.70 6.92
V0 (cc) 0.38 4.025
V100 (cc) 6.92 4.024
V50 (cc) 3.65 4.025
t50 (min) 17.00 4.025

4.016 Dial Readings Saturation Consolidation
Strain Rate (in/min) 0.0009 Initial Rdg. (in) 0.5540 0.5450

10.6 Final Rdg. (in) 0.5460 0.5620
* Based on a total strain of 15%
Duration of Test* (hr)
Height (ft)
Average

CU TRI AXI AL TEST CONSOLI DATI ON CURVE
OC Cemetery District - Gypsum Canyon
Date Time
Height After Consolidation (in)

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0

8.0 0.10 1.00 10.00 100.00 1000.00 10000.00
Volume
Change (cc)
Elapsed Time (min)
V0
V100
V50
t50
Project Name: Tested By: A. Santos Date: 08/28/19
Project No: 12417.001 Checked By: J. Ward Date: 09/12/19 Boring No.: 19-E
Sample No.: R3
Depth (ft.): 25.0
Sample Type: Ring

CONSOLI DATED UNDRAI NED TRI AXI AL TEST
ASTM D 4767

11.0 psi
OC Cemetery District - Gypsum Canyon
Project Name: OC Cemetery District - Gypsum Canyon Tested By: A. Santos Date: 08/13/19 Project No: 12417.001 Checked By: J. Ward Date: 09/12/19 Boring No.: 19-E Sample Type: Ring
Sample No.: R5
Depth (ft.): 45.0
Soil Description
Diameter (in) 2.414 2.414 2.414 Avg. = 2.414
Height (in) 5.018 5.018 5.020 Avg. = 5.019
Before Pre- Post Post
Saturation Consol. Consol. Test
Area (in² ) 4.577 4.597 4.585
Moisture Content (% ) 13.22 14.96
Wt. Wet Sample + Cont. (g) 224.90 909.60
Wt. Dry Sample + Cont. (g) 206.00 801.00
Wt. Container (g) 63.00 75.04
Density and Saturation
Wt. Wet Sample + Cont. (g) 821.80
Wt. Container (g) 0.00
Wet Density (pcf) 136.3 137.9
Dry Density (pcf) 120.4 120.0
Void Ratio 0.400 0.404
% Saturation 89.3 99.9
Specific Gravity (assumed) = 2.70
Back Pressure Saturation 0.357

24.7 16.2
Volume of water during saturation (cc): 19.6
B Value (% ) = 95 Change in Height (in)= -0.011
Consolidation
Cell Pressure (psi) = 110.95 Burette Area (sq. in.)= 0.3570 Back Pressure(psi) = 91.44 Initial Burette Ht.(cm)= 3.0 Eff. Consol. Stress (psi) = 19.51 Final Burette Ht.(cm)= 3.5 Change in Height (in) = 0.0020 Final Height (in)= 5.028 Shear At Failure
Rate of Deformation (in/min)= 0.0024 Deviator Stress (psi) = 38.1 Time to 50% primary Consolidation = 0.50 min Eff. Minor Principal stress (psi) = 11.3 Failure Criterion: Eff. Major Principal stress (psi) = 49.4 Maximum deviator stress to axial strain of 20% Axial Strain (% ) = 19.9 Burette Area (sq. in.)=
Initial Burette Ht.(cm)=
Final Burette Ht.(cm)=

CONSOLI DATED UNDRAI NED TRI AXI AL TEST
ASTM D 4767
Dark brown lean clay with sand (CL)s
Calculated from initial dry weight and
final moisture content
Project No.: 12417.001
OC Cemetery District -
Gypsum Canyon
08-19
19-E R5 45 19.5 38.1
Consolidated Undrained
Triaxial Compression Test
ASTM D 4767
0 5 10 15 20
Axial Strain (%)
0 5
10 15
20 25
30 35
40 Deviator Stress (psi)
0 5 10 15 20
Axial Strain (%)
0 5
10 15
20 Induced Pore Pressure (psi)
Boring Sample Depth Eff. Conf. Max. Dev.

No. No. Pressure Stress
(ft.) (psi) (psi)
08-19
Boring Sample Depth Eff. Conf. Max. Dev.

No. No. Pressure Stress
(ft.) (psi) (psi)
Mohr Circle based on Total Stress
Mohr Circle based on Effective Stress
Project No.: 12417.001
Consolidated Undrained
Triaxial Compression Test
ASTM D 4767
OC Cemetery District -
19-E R5 45 19.5 38.1 Gypsum Canyon
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Normal Stress (psi)
0 5
10 15
20 25
30 35
Shear Stress (psi)
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Effective Normal Stress p = ( 1+ 3)/2 (psi)
0 5
10 15
20 25
30 35
Shear Stress q = ( 1
- 3)/2 (psi)
Project Name: Tested By: A. Santos
Project No.: 12417.001 Depth (ft.) : 45.0
Boring No.: 19-E Eff. Stress (psi): 19.5
Sample No.: R5 Burette Area: 0.3570 in²
Elapsed Square Root Dial Rdgs Burette Rdgs Volume
Time (min) Time (min½ ) (in.) (cm.) Change (cc)
08/22/19 9:08:00 Initial Burette 3.00
08/22/19 9:08:06 0.10 0.32 3.20 0.46
08/22/19 9:08:15 0.25 0.50 3.30 0.69
08/22/19 9:08:30 0.50 0.71 3.35 0.81
08/22/19 9:09:00 1.00 1.00 3.40 0.92
08/22/19 9:10:00 2.00 1.41 3.45 1.04
08/22/19 9:12:00 4.00 2.00 3.45 1.04
08/22/19 9:16:00 8.00 2.83 3.45 1.04
08/22/19 9:24:00 16.00 4.00 3.45 1.04
08/22/19 9:38:00 30.00 5.48 3.50 1.15
08/22/19 10:08:00 60.00 7.75 3.50 1.15
08/22/19 11:08:00 120.00 10.95 3.50 1.15
08/22/19 13:08:00 240.00 15.49 3.50 1.15
08/22/19 17:08:00 480.00 21.91 3.50 1.15
08/23/19 9:08:00 1440.00 37.95 3.50 1.15
V0 (cc) 0.46 5.018
V100 (cc) 1.15 5.018
V50 (cc) 0.81 5.020
t50 (min) 0.50 5.019

5.028 Dial Readings Saturation Consolidation
Strain Rate (in/min) 0.0402 Initial Rdg. (in) 0.2570 0.2430

0.3 Final Rdg. (in) 0.2460 0.2450
* Based on a total strain of 15%
Duration of Test* (hr)
Height (ft)
Average

CU TRI AXI AL TEST CONSOLI DATI ON CURVE
OC Cemetery District - Gypsum Canyon
Date Time
Height After Consolidation (in)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

0.10 1.00 10.00 100.00 1000.00 10000.00
Volume
Change (cc)
Elapsed Time (min)
V0
V100
V50
t50
Project Name: Tested By: A. Santos Date: 08/27/19
Project No: 12417.001 Checked By: J. Ward Date: 09/12/19 Boring No.: 19-E
Sample No.: R5
Depth (ft.): 45.0
Sample Type: Ring

CONSOLI DATED UNDRAI NED TRI AXI AL TEST
ASTM D 4767

19.5 psi
OC Cemetery District - Gypsum Canyon
Project Name: OC Cemetery District - Gypsum Canyon Tested By: A. Santos Date: 08/14/19 Project No: 12417.001 Checked By: J. Ward Date: 09/12/19 Boring No.: 19-F Sample Type: Ring
Sample No.: R4
Depth (ft.): 35.0
Soil Description
Diameter (in) 2.411 2.411 2.411 Avg. = 2.411
Height (in) 5.003 5.004 5.005 Avg. = 5.004
Before Pre- Post Post
Saturation Consol. Consol. Test
Area (in² ) 4.565 4.632 4.604
Moisture Content (% ) 16.39 24.14
Wt. Wet Sample + Cont. (g) 150.51 864.20
Wt. Dry Sample + Cont. (g) 137.47 716.96
Wt. Container (g) 57.89 106.99
Density and Saturation
Wt. Wet Sample + Cont. (g) 748.60
Wt. Container (g) 0.00
Wet Density (pcf) 124.8 131.3
Dry Density (pcf) 107.3 105.8
Void Ratio 0.571 0.593
% Saturation 77.5 100.0
Specific Gravity (assumed) = 2.70
Back Pressure Saturation 0.358

23.0 15.8
Volume of water during saturation (cc): 16.6
B Value (% ) = 95 Change in Height (in)= -0.037
Consolidation
Cell Pressure (psi) = 106.40 Burette Area (sq. in.)= 0.3580 Back Pressure(psi) = 91.40 Initial Burette Ht.(cm)= 3.6 Eff. Consol. Stress (psi) = 15.00 Final Burette Ht.(cm)= 4.9 Change in Height (in) = 0.0090 Final Height (in)= 5.032 Shear At Failure
Rate of Deformation (in/min)= 0.0024 Deviator Stress (psi) = 22.4 Time to 50% primary Consolidation = 16.00 min Eff. Minor Principal stress (psi) = 7.9 Failure Criterion: Eff. Major Principal stress (psi) = 30.3 Maximum deviator stress to axial strain of 20% Axial Strain (% ) = 11.3 Burette Area (sq. in.)=
Initial Burette Ht.(cm)=
Final Burette Ht.(cm)=

CONSOLI DATED UNDRAI NED TRI AXI AL TEST
ASTM D 4767
Brown lean clay (CL)
Calculated from initial dry weight and
final moisture content
Project No.: 12417.001
OC Cemetery District -
Gypsum Canyon
08-19
19-F R4 35 15.0 22.4
Consolidated Undrained
Triaxial Compression Test
ASTM D 4767
0 5 10 15 20
Axial Strain (%)
0 5
10 15
20 25
30 Deviator Stress (psi)
0 5 10 15 20
Axial Strain (%)
0 5
10 15
20 Induced Pore Pressure (psi)
Boring Sample Depth Eff. Conf. Max. Dev.

No. No. Pressure Stress
(ft.) (psi) (psi)
08-19
Boring Sample Depth Eff. Conf. Max. Dev.

No. No. Pressure Stress
(ft.) (psi) (psi)
Mohr Circle based on Total Stress
Mohr Circle based on Effective Stress
Project No.: 12417.001
Consolidated Undrained
Triaxial Compression Test
ASTM D 4767
OC Cemetery District -
19-F R4 35 15.0 22.4 Gypsum Canyon
0 5 10 15 20 25 30 35 40
Normal Stress (psi)
0 5
10 15
20 Shear Stress (psi)
0 5 10 15 20 25 30 35 40
Effective Normal Stress p = ( 1+ 3)/2 (psi)
0 5
10 15
20 Shear Stress q = ( 1
- 3)/2 (psi)
Project Name: Tested By: A. Santos
Project No.: 12417.001 Depth (ft.) : 35.0
Boring No.: 19-F Eff. Stress (psi): 15.0
Sample No.: R4 Burette Area: 0.3580 in²
Elapsed Square Root Dial Rdgs Burette Rdgs Volume
Time (min) Time (min½ ) (in.) (cm.) Change (cc)
08/22/19 8:55:00 Initial Burette 3.60
08/22/19 8:55:06 0.10 0.32 3.80 0.46
08/22/19 8:55:15 0.25 0.50 3.85 0.58
08/22/19 8:55:30 0.50 0.71 3.90 0.69
08/22/19 8:56:00 1.00 1.00 4.00 0.92
08/22/19 8:57:00 2.00 1.41 4.10 1.15
08/22/19 8:59:00 4.00 2.00 4.15 1.27
08/22/19 9:03:00 8.00 2.83 4.20 1.39
08/22/19 9:11:00 16.00 4.00 4.30 1.62
08/22/19 9:25:00 30.00 5.48 4.40 1.85
08/22/19 9:55:00 60.00 7.75 4.55 2.19
08/22/19 10:55:00 120.00 10.95 4.65 2.43
08/22/19 12:55:00 240.00 15.49 4.80 2.77
08/22/19 16:55:00 480.00 21.91 4.90 3.00
08/23/19 9:55:00 1500.00 38.73 4.90 3.00
V0 (cc) 0.23 5.003
V100 (cc) 3.00 5.004
V50 (cc) 1.62 5.005
t50 (min) 16.00 5.004

5.032 Dial Readings Saturation Consolidation
Strain Rate (in/min) 0.0013 Initial Rdg. (in) 0.2110 0.1740

10.0 Final Rdg. (in) 0.1740 0.1830
* Based on a total strain of 15%
Duration of Test* (hr)
Height (ft)
Average

CU TRI AXI AL TEST CONSOLI DATI ON CURVE
OC Cemetery District - Gypsum Canyon
Date Time
Height After Consolidation (in)

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

0.10 1.00 10.00 100.00 1000.00 10000.00
Volume
Change (cc)
Elapsed Time (min)
V0
V100
V50
t50
Project Name: Tested By: A. Santos Date: 08/26/19
Project No: 12417.001 Checked By: J. Ward Date: 09/12/19 Boring No.: 19-F
Sample No.: R4
Depth (ft.): 35.0
Sample Type: Ring

CONSOLI DATED UNDRAI NED TRI AXI AL TEST
ASTM D 4767

15.0 psi
OC Cemetery District - Gypsum Canyon
Project Name: OC Cemetery District - Gypsum Canyon Tested By : GEB/ACS Date: 08/22/19 Project No. : 12417.001 Input By: J. Ward Date: 09/11/19 Boring No. 19-I 19-J 19-J
Sample No. B1 B1 B2
Sample Depth (ft) 0-5 5-10 15-20
200.02 220.97 213.67
198.18 215.11 208.47

54.44 68.13 39.90

1.28 3.99 3.08
100.07 100.59 100.50
151 152 303
3 12 5
860 860 860
8:00/8:45 8:00/8:45 8:00/8:45
45 45 45

19.6171 20.7396 18.4897

19.6154 20.7379 18.4867

0.0017 0.0017 0.0030

69.95 69.95 123.45
71 73 127
ml of Extract For Titration (B) 30 30 30
ml of AgNO3 Soln. Used in Titration (C) 0.4 0.7 1.1
PPM of Chloride (C -0.2) * 100 * 30 / B 20 50 90
PPM of Chloride, Dry Wt. Basis 20 52 93

8.22 7.90 7.86

20.4 20.5 20.8
CHLORI DE CONTENT, DOT California Test 422
Wt. of Crucible (g)
PPM of Sulfate, Dry Weight Basis
PPM of Sulfate (A) x 41150
Yellowish
brown SC
Wet Weight of Soil + Container (g)
Wt. of Residue (g) (A)
Moisture Content (% )
Beaker No.

Crucible No.

Furnace Temperature (°C)
Time In / Time Out
Weight of Soaked Soil (g)
Light olive
brown SM
Wt. of Crucible + Residue (g)
Dry Weight of Soil + Container (g)
Weight of Container (g)
Duration of Combustion (min)
Yellowish
brown s(CL)
Temperature °C
pH Value
pH TEST, DOT California Test 643
TESTS for SULFATE CONTENT
CHLORI DE CONTENT and pH of SOI LS
SULFATE CONTENT, DOT California Test 417, Part I I
Soil Identification:

Project Name: Tested By : Date:

Project No. : Input By: J. Ward Date:

Boring No.: Depth (ft.) :

Sample No. : B1
Container No.

Initial Soil Wt. (g) (Wt)
Box Constant
Light olive brown SM
Resistance
Reading
(ohm)

24.58 Soil
Resistivity
(ohm-cm)
OC Cemetery District - Gypsum Canyon 08/28/19
09/11/19
0-5
12417.001
19-I
G. Berdy

SOI L RESI STI VI TY TEST
DOT CA TEST 643
pH Temp. (°C)
Soil pH
4800
5200
198.18

54.44 MC = (((1+ Mci/100)x(Wa/Wt+ 1))-1)x100
4660 26.4 71 20 8.22 20.4
4 30
3 40 32.35 5200 130.40
4800
Min. Resistivity
DOT CA Test 417 Part II DOT CA Test 422 DOT CA Test 643 (% ) (ppm) (ppm)
DOT CA Test 643

1.000
Chloride Content
(ohm-cm)
Moisture Content Sulfate Content
5 1
2 Water
Added (ml)
(Wa)
20 Adjusted
Moisture
Content
(MC) Dry Wt. of Soil + Cont. (g)
7800
Soil Identification:*
*California Test 643 requires soil specimens to consist only of portions of samples passing through the No. 8 US Standard Sieve before resistivity testing. Therefore, this test method may not be representative for coarser materials.

16.81 7800 Wt. of Container (g)

1.28 200.02
Moisture Content (% ) (MCi)
Wet Wt. of Soil + Cont. (g)
Specimen
No.
4000
4500
5000
5500
6000
6500
7000
7500
8000

15.0 20.0 25.0 30.0 35.0
Soil Resistivity (ohm-cm)
Moisture Content (%)
Project Name: Tested By : Date:

Project No. : Input By: J. Ward Date:

Boring No.: Depth (ft.) :

Sample No. :

Yellowish brown s(CL)
50 60 51.80
Chloride Content
(ohm-cm) (% ) (ppm) (ppm)
Min. Resistivity Moisture Content
5 1060

43.83 935 Container No.

MC = (((1+ Mci/100)x(Wa/Wt+ 1))-1)x100
4 Specimen
No.
1 2
3 35.86 1040 1040
Resistance
Reading
(ohm)
Adjusted
Moisture
Content
(MC)
Water
Added (ml)
(Wa)
935 43.6 73 52 7.90
DOT CA Test 643 DOT CA Test 417 Part II DOT CA Test 422 DOT CA Test 643

SOI L RESI STI VI TY TEST
DOT CA TEST 643
pH Temp. (°C)
Soil pH

1.000
130.50
935
1060
215.11

68.13 20.5
Soil
Resistivity
(ohm-cm)
Box Constant
Initial Soil Wt. (g) (Wt)
Sulfate Content
OC Cemetery District - Gypsum Canyon 08/29/19
09/11/19
5-10
12417.001
19-J
G. Berdy
B1
Moisture Content (% ) (MCi)
Wet Wt. of Soil + Cont. (g)
40 Soil Identification:*
Dry Wt. of Soil + Cont. (g)
Wt. of Container (g)
*California Test 643 requires soil specimens to consist only of portions of samples passing through the No. 8 US Standard Sieve before resistivity testing. Therefore, this test method may not be representative for coarser materials.

3.99 220.97
900
920
940
960
980
1000
1020
1040
1060
1080

30.0 35.0 40.0 45.0 50.0 55.0
Soil Resistivity (ohm-cm)
Moisture Content (%)
Project Name: Tested By : Date:

Project No. : Input By: J. Ward Date:

Boring No.: Depth (ft.) :

Sample No. :

Yellowish brown SC
B2
OC Cemetery District - Gypsum Canyon 08/29/19
09/11/19
15-20
12417.001
19-J
Soil Identification:*
G. Berdy
Specimen
No.
1 Water
Added (ml)
(Wa)
30 *California Test 643 requires soil specimens to consist only of portions of samples passing through the No. 8 US Standard Sieve before resistivity testing. Therefore, this test method may not be representative for coarser materials.

39.90 Moisture Content (% ) (MCi)
Wet Wt. of Soil + Cont. (g)
Dry Wt. of Soil + Cont. (g)

26.78 Adjusted
Moisture
Content
(MC)
Soil
Resistivity
(ohm-cm)
Resistance
Reading
(ohm)
910
780
910
780
Wt. of Container (g)
Container No.
127 93 7.86 20.8

SOI L RESI STI VI TY TEST
DOT CA TEST 643
pH Temp. (°C)
Soil pH

3.08 213.67
208.47
2 3
780 35.0
(ohm-cm) (% )
Min. Resistivity Moisture Content Sulfate Content
Initial Soil Wt. (g) (Wt)
Box Constant 1.000

42.58 870 870 130.50
DOT CA Test 417 Part II DOT CA Test 422 DOT CA Test 643 (ppm) (ppm)
Chloride Content
MC = (((1+ Mci/100)x(Wa/Wt+ 1))-1)x100
40 50
DOT CA Test 643
4 5

34.68 760
780
800
820
840
860
880
900
920

25.0 30.0 35.0 40.0 45.0
Soil Resistivity (ohm-cm)
Moisture Content (%)
Leighton and Associates, Inc.
2006

GeoSoils Inc. (GSI)
2003

GeoSoils Inc. (GSI)
1998

APPENDIX C
Liquefaction Analyses
APPENDIX C-1
Liquefaction Analyses on
All Relevant CPT’s
APPENDIX C-1-1
Liquefaction Analyses on
All Relevant CPT’s
With Depth-Weighting Factor

L I QU E F A CT I O N A N A LYS I S R E P OR T
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64
.

G.W.T. (in-situ):

G.W.T. (earthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Project title : Location :

GMU Geotechnical, Inc.
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
www.gmugeo.com
CPT file : CPT-2

23.00 ft

23.00 ft
1 2.60
Based on SBT
Use fill:

Fill height:

Fill weight:

Trans. detect. applied:

Kσ applied:

No
N/A
N/A
Yes
No
Clay like behavior
applied:

Limit depth applied:

Limit depth:

MSF method:

All soils
No
N/A
Method based
Cone resistance
qt (tsf)
0 500 1,000
Depth (ft)
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBTn Plot CRR plot

CRR & CSR
0 0.2 0.4 0.6
65 60
55 50
45 40
35 30
25 20
15 10
5 0
CRR plot
During earthq.

Qtn,cs
0 20 40 60 80 100 120 140 160 180 200
Cyclic Stress Ratio* (CSR*)

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)

0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio
Rf (%)
0 2 4 6 8 10
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Factor of safety
0 0.5 1 1.5 2
65 60
55 50
45 40
35 30
25 20
15 10
5 0
FS Plot
During earthq.

Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:22 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq 1 This software is licensed to: GMU CPT name: CPT-2
Cone resistance
qt (tsf)
0 500 1,000
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s
Friction Ratio
Rf (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Friction Ratio Pore pressure
u (psi)
0 2 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Pore pressure
Insitu
SBT Plot
Ic(SBT)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Soil Behaviour Type
Silty sand & sandy silt
Clay
Silty sand & sandy silt
Clay
Silty sand & sandy silt
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand & silty sand
Sand
Sand & silty sand
Sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:22 AM 2 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

23.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

23.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
SBT legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty
clay 5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to
clayey sand 9. Very stiff fine grained
This software is licensed to: GMU CPT name: CPT-2
Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. Soil Behaviour Type
Silty sand & sandy silt
Clay
Clay
Silty sand & sandy silt
Clay & silty clay
Sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand & silty sand
Sand
Sand & silty sand
Sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:22 AM 3 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq SBTn legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty
clay 5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw
:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

23.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

23.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-2
Norm. cone resistance
Qtn
0 200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) ) Grain char. factor
Kc
10 32 654 87 9 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Grain char. factor Corrected norm. cone resistance
Qtn,cs
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.2 0.4 0.6 0.8
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:22 AM 4 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

23.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

23.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-2
Cone resistance
qt (tsf)
0 500 1,000
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot
During earthq.

Vertical settlements
Settlement (in)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Strain plot
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:22 AM 5 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Abbreviations
qt:

Ic:

FS:

Volumentric strain:

Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain

L I QU E F A CT I O N A N A LYS I S R E P OR T
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64
.

G.W.T. (in-situ):

G.W.T. (earthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Project title : Location :

GMU Geotechnical, Inc.
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
www.gmugeo.com
CPT file : CPT-2A

23.00 ft

23.00 ft
1 2.60
Based on SBT
Use fill:

Fill height:

Fill weight:

Trans. detect. applied:

Kσ applied:

No
N/A
N/A
Yes
No
Clay like behavior
applied:

Limit depth applied:

Limit depth:

MSF method:

All soils
No
N/A
Method based
Cone resistance
qt (tsf)
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, 10:34:23 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq 6 This software is licensed to: GMU CPT name: CPT-2A
Cone resistance
qt (tsf)
0 500
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s
Friction Ratio
Rf (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Friction Ratio Pore pressure
u (psi)
0 1 2 3
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Pore pressure
Insitu
SBT Plot
Ic(SBT)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Soil Behaviour Type
Silty sand & sandy silt
Clay Clay
Clay
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:23 AM 7 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

23.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

23.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
SBT legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty
clay 5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to
clayey sand 9. Very stiff fine grained
This software is licensed to: GMU CPT name: CPT-2A
Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. Soil Behaviour Type
Silty sand & sandy silt
Clay Clay & silty clay Clay & silty clay
Sand & silty sand
Sand
Silty sand & sandy silt
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:23 AM 8 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq SBTn legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty
clay 5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw
:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

23.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

23.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-2A
Norm. cone resistance
Qtn
200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) ) Grain char. factor
Kc
10 32 654 87 9 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Grain char. factor Corrected norm. cone resistance
Qtn,cs
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.2 0.4 0.6 0.8
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:23 AM 9 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

23.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

23.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-2A
Cone resistance
qt (tsf)
0 200 400 600 800
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot
During earthq.

Vertical settlements
Settlement (in)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Strain plot
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:23 AM 10 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Abbreviations
qt:

Ic:

FS:

Volumentric strain:

Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain

L I QU E F A CT I O N A N A LYS I S R E P OR T
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64
.

G.W.T. (in-situ):

G.W.T. (earthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Project title : Location :

GMU Geotechnical, Inc.
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
www.gmugeo.com
CPT file : CPT-3

20.00 ft

20.00 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, 10:34:24 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq 11 This software is licensed to: GMU CPT name: CPT-3
Cone resistance
qt (tsf)
0 200 400 600 800
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s
Friction Ratio
Rf (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Friction Ratio Pore pressure
u (psi)
0 5 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Pore pressure
Insitu
SBT Plot
Ic(SBT)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Soil Behaviour Type
Sand & silty sand Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Clay
Organic soil
Sand & silty sand
Sand
Sand & silty sand
Sand
Very dense/stiff soil
Sand & silty sand
Very dense/stiff soil
Sand & silty sand
Sand
Sand & silty sand
Sand
Sand & silty sand
Sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:24 AM 12 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.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:

20.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
SBT legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty
clay 5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to
clayey sand 9. Very stiff fine grained
This software is licensed to: GMU CPT name: CPT-3
Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. Soil Behaviour Type
Sand & silty sand
Sand & silty sand Clay & silty clay Sand & silty sand
Sand & silty sand Silty sand & sandy silt
Clay
Organic soil
Sand & silty sand
Sand
Sand
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Very dense/stiff soil
Sand & silty sand
Sand
Sand & silty sand
Sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:24 AM 13 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.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:

20.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-3
Norm. cone resistance
Qtn
0 200 400
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) ) Grain char. factor
Kc
10 32 654 87 9 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Grain char. factor Corrected norm. cone resistance
Qtn,cs
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.2 0.4 0.6 0.8
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:24 AM 14 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.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:

20.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-3
Cone resistance
qt (tsf)
0 200 400 600 800
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot
During earthq.

Vertical settlements
Settlement (in)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Strain plot
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:24 AM 15 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Abbreviations
qt:

Ic:

FS:

Volumentric strain:

Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain

L I QU E F A CT I O N A N A LYS I S R E P OR T
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64
.

G.W.T. (in-situ):

G.W.T. (earthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Project title : Location :

GMU Geotechnical, Inc.
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
www.gmugeo.com
CPT file : CPT-4A

23.50 ft

23.50 ft
1 2.60
Based on SBT
Use fill:

Fill height:

Fill weight:

Trans. detect. applied:

Kσ applied:

No
N/A
N/A
Yes
No
Clay like behavior
applied:

Limit depth applied:

Limit depth:

MSF method:

All soils
No
N/A
Method based
Cone resistance
qt (tsf)
500
Depth (ft)
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBTn Plot CRR plot

CRR & CSR
0 0.2 0.4 0.6
65 60
55 50
45 40
35 30
25 20
15 10
5 0
CRR plot
During earthq.

Qtn,cs
0 20 40 60 80 100 120 140 160 180 200
Cyclic Stress Ratio* (CSR*)

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)

0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio
Rf (%)
0 2 4 6 8 10
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Factor of safety
0 0.5 1 1.5 2
65 60
55 50
45 40
35 30
25 20
15 10
5 0
FS Plot
During earthq.

Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:25 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq 16 This software is licensed to: GMU CPT name: CPT-4A
Cone resistance
qt (tsf)
200 400 600 800
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s
Friction Ratio
Rf (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Friction Ratio Pore pressure
u (psi)
0 5 10 15
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Pore pressure
Insitu
SBT Plot
Ic(SBT)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Soil Behaviour Type
Sand & silty sand
Sand & silty sand
Sand & silty sand
Sand & silty sand
Sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand Silty sand & sandy silt
Sand & silty sand
Sand & silty sand
Very dense/stiff soil
Sand & silty sand
Sand
Silty sand & sandy silt
Sand & silty sand
Sand & silty sand Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand
Sand & silty sand
Sand Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand
Sand & silty sand
Sand & silty sand
Sand
Sand & silty sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:25 AM 17 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

23.50 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

23.50 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
SBT legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty
clay 5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to
clayey sand 9. Very stiff fine grained
This software is licensed to: GMU CPT name: CPT-4A
Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. Soil Behaviour Type
Sand & silty sand
Very dense/stiff soil
Sand
Sand
Sand & silty sand
Sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand Silty sand & sandy silt
Sand & silty sand
Sand & silty sand
Very dense/stiff soil
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand Clay
Clay
Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand
Sand Sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand
Sand & silty sand
Sand Sand & silty sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:25 AM 18 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq SBTn legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty
clay 5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw
:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

23.50 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

23.50 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-4A
Norm. cone resistance
Qtn
200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) ) Grain char. factor
Kc
10 32 654 87 9 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Grain char. factor Corrected norm. cone resistance
Qtn,cs
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.2 0.4 0.6 0.8
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:25 AM 19 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

23.50 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

23.50 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-4A
Cone resistance
qt (tsf)
200 400 600 800
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot
During earthq.

Vertical settlements
Settlement (in)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Strain plot
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:25 AM 20 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Abbreviations
qt:

Ic:

FS:

Volumentric strain:

Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain

L I QU E F A CT I O N A N A LYS I S R E P OR T
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64
.

G.W.T. (in-situ):

G.W.T. (earthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Project title : Location :

GMU Geotechnical, Inc.
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
www.gmugeo.com
CPT file : CPT-5

20.00 ft

20.00 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, 10:34:26 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq 21 This software is licensed to: GMU CPT name: CPT-5
Cone resistance
qt (tsf)
200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s
Friction Ratio
Rf (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Friction Ratio Pore pressure
u (psi)
0 5 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Pore pressure
Insitu
SBT Plot
Ic(SBT)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Soil Behaviour Type
Sand & silty sand
Silty sand & sandy silt Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt Clay Silty sand & sandy silt Sand & silty sand Silty sand & sandy silt
Sand & silty sand Silty sand & sandy silt
Sand & silty sand Sand
Silty sand & sandy silt Sand & silty sand
Sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:26 AM 22 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.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:

20.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
SBT legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty
clay 5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to
clayey sand 9. Very stiff fine grained
This software is licensed to: GMU CPT name: CPT-5
Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. Soil Behaviour Type
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Clay Silty sand & sandy silt
Sand & silty sand Silty sand & sandy silt Sand & silty sand Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:26 AM 23 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.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:

20.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-5
Norm. cone resistance
Qtn
100 200 300 400 500
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) ) Grain char. factor
Kc
10 32 654 87 9 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Grain char. factor Corrected norm. cone resistance
Qtn,cs
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.2 0.4 0.6 0.8
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:26 AM 24 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.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:

20.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-5
Cone resistance
qt (tsf)
200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot
During earthq.

Vertical settlements
Settlement (in)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Strain plot
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:26 AM 25 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Abbreviations
qt:

Ic:

FS:

Volumentric strain:

Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain

L I QU E F A CT I O N A N A LYS I S R E P OR T
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64
.

G.W.T. (in-situ):

G.W.T. (earthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Project title : Location :

GMU Geotechnical, Inc.
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
www.gmugeo.com
CPT file : CPT-6

26.00 ft

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)
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, 10:34:27 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq 26 This software is licensed to: GMU CPT name: CPT-6
Cone resistance
qt (tsf)
0 200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s
Friction Ratio
Rf (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Friction Ratio Pore pressure
u (psi)
0 2 4 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Pore pressure
Insitu
SBT Plot
Ic(SBT)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Soil Behaviour Type
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt Clay & silty clay Silty sand & sandy silt Clay & silty clay
Clay & silty clay
Clay
Clay
Clay & silty clay Silty sand & sandy silt
Clay
Clay & silty clay
Sand & silty sand
Sand & silty sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:27 AM 27 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

26.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

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-6
Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. Soil Behaviour Type
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Clay & silty clay
Clay & silty clay
Clay
Clay
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:27 AM 28 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq SBTn legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty
clay 5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw
:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

26.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

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-6
Norm. cone resistance
Qtn
0 100 200 300 400 500
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) ) Grain char. factor
Kc
10 32 654 87 9 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Grain char. factor Corrected norm. cone resistance
Qtn,cs
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.2 0.4 0.6 0.8
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:27 AM 29 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

26.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

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-6
Cone resistance
qt (tsf)
0 200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot
During earthq.

Vertical settlements
Settlement (in)
0 2 4 6 8 10 12
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Strain plot
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:27 AM 30 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Abbreviations
qt:

Ic:

FS:

Volumentric strain:

Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain

L I QU E F A CT I O N A N A LYS I S R E P OR T
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64
.

G.W.T. (in-situ):

G.W.T. (earthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Project title : Location :

GMU Geotechnical, Inc.
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
www.gmugeo.com
CPT file : CPT-7

45.00 ft

45.00 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, 10:34:28 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq 31 This software is licensed to: GMU CPT name: CPT-7
Cone resistance
qt (tsf)
200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s
Friction Ratio
Rf (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Friction Ratio Pore pressure
u (psi)
0 1
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Pore pressure
Insitu
SBT Plot
Ic(SBT)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Soil Behaviour Type
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand & silty sand
Sand & silty sand
Sand & silty sand
Sand
Sand Sand & silty sand
Sand & silty sand
Sand & silty sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:28 AM 32 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

45.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

45.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
SBT legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty
clay 5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to
clayey sand 9. Very stiff fine grained
This software is licensed to: GMU CPT name: CPT-7
Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. Soil Behaviour Type
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:28 AM 33 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq SBTn legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty
clay 5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw
:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

45.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

45.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-7
Norm. cone resistance
Qtn
100 200 300
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) ) Grain char. factor
Kc
10 32 654 87 9 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Grain char. factor Corrected norm. cone resistance
Qtn,cs
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.2 0.4 0.6 0.8
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:28 AM 34 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

45.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

45.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-7
Cone resistance
qt (tsf)
200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot
During earthq.

Vertical settlements
Settlement (in)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Strain plot
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:28 AM 35 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Abbreviations
qt:

Ic:

FS:

Volumentric strain:

Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain

L I QU E F A CT I O N A N A LYS I S R E P OR T
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64
.

G.W.T. (in-situ):

G.W.T. (earthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Project title : Location :

GMU Geotechnical, Inc.
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
www.gmugeo.com
CPT file : CPT-8

33.00 ft

33.00 ft
1 2.60
Based on SBT
Use fill:

Fill height:

Fill weight:

Trans. detect. applied:

Kσ applied:

No
N/A
N/A
Yes
No
Clay like behavior
applied:

Limit depth applied:

Limit depth:

MSF method:

All soils
No
N/A
Method based
Cone resistance
qt (tsf)
100 200
Depth (ft)
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBTn Plot CRR plot

CRR & CSR
0 0.2 0.4 0.6
65 60
55 50
45 40
35 30
25 20
15 10
5 0
CRR plot
During earthq.

Qtn,cs
0 20 40 60 80 100 120 140 160 180 200
Cyclic Stress Ratio* (CSR*)

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)

0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio
Rf (%)
0 2 4 6 8 10
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Factor of safety
0 0.5 1 1.5 2
65 60
55 50
45 40
35 30
25 20
15 10
5 0
FS Plot
During earthq.

Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:28 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq 36 This software is licensed to: GMU CPT name: CPT-8
Cone resistance
qt (tsf)
100 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s
Friction Ratio
Rf (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Friction Ratio Pore pressure
u (psi)
0 2 4 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Pore pressure
Insitu
SBT Plot
Ic(SBT)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Soil Behaviour Type
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Clay & silty clay
Clay & silty clay Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand
Clay & silty clay
Clay
Clay
Clay Silty sand & sandy silt Clay & silty clay
Clay & silty clay
Clay
Silty sand & sandy silt Sand & silty sand
Silty sand & sandy silt
Very dense/stiff soil
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:28 AM 37 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

33.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

33.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
SBT legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty
clay 5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to
clayey sand 9. Very stiff fine grained
This software is licensed to: GMU CPT name: CPT-8
Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. Soil Behaviour Type
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Silty sand & sandy silt
Clay
Sand & silty sand
Clay & silty clay
Sand & silty sand Silty sand & sandy silt Clay
Clay
Clay & silty clay
Clay & silty clay
Clay
Clay & silty clay
Silty sand & sandy silt
Silty sand & sandy silt
Clay & silty clay
Very dense/stiff soil
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:28 AM 38 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq SBTn legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty
clay 5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw
:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

33.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

33.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-8
Norm. cone resistance
Qtn
50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) ) Grain char. factor
Kc
10 32 654 87 9 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Grain char. factor Corrected norm. cone resistance
Qtn,cs
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.2 0.4 0.6 0.8
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:28 AM 39 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

33.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

33.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-8
Cone resistance
qt (tsf)
50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot
During earthq.

Vertical settlements
Settlement (in)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Strain plot
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:28 AM 40 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Abbreviations
qt:

Ic:

FS:

Volumentric strain:

Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain

L I QU E F A CT I O N A N A LYS I S R E P OR T
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64
.

G.W.T. (in-situ):

G.W.T. (earthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Project title : Location :

GMU Geotechnical, Inc.
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
www.gmugeo.com
CPT file : CPT-9

31.00 ft

31.00 ft
1 2.60
Based on SBT
Use fill:

Fill height:

Fill weight:

Trans. detect. applied:

Kσ applied:

No
N/A
N/A
Yes
No
Clay like behavior
applied:

Limit depth applied:

Limit depth:

MSF method:

All soils
No
N/A
Method based
Cone resistance
qt (tsf)
0 200 400 600
Depth (ft)
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBTn Plot CRR plot

CRR & CSR
0 0.2 0.4 0.6
65 60
55 50
45 40
35 30
25 20
15 10
5 0
CRR plot
During earthq.

Qtn,cs
0 20 40 60 80 100 120 140 160 180 200
Cyclic Stress Ratio* (CSR*)

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)

0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio
Rf (%)
0 2 4 6 8 10
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Factor of safety
0 0.5 1 1.5 2
65 60
55 50
45 40
35 30
25 20
15 10
5 0
FS Plot
During earthq.

Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:29 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq 41 This software is licensed to: GMU CPT name: CPT-9
Cone resistance
qt (tsf)
0 200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s
Friction Ratio
Rf (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Friction Ratio Pore pressure
u (psi)
0 5 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Pore pressure
Insitu
SBT Plot
Ic(SBT)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Soil Behaviour Type
Silty sand & sandy silt
Organic soil
Clay & silty clay
Silty sand & sandy silt Clay
Sand & silty sand
Sand & silty sand
Sand & silty sand
Sand & silty sand
Clay & silty clay Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand
Sand & silty sand
Sand
Sand
Sand Sand & silty sand
Very dense/stiff soil
Sand & silty sand
Sand Sand
Silty sand & sandy silt Clay
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt Clay & silty clay
Sand & silty sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:29 AM 42 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

31.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

31.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
SBT legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty
clay 5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to
clayey sand 9. Very stiff fine grained
This software is licensed to: GMU CPT name: CPT-9
Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. Soil Behaviour Type
Silty sand & sandy silt
Clay
Sand & silty sand
Very dense/stiff soil
Sand & silty sand Sand
Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand
Sand & silty sand
Sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand Clay & silty clay
Clay
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Sand & silty sand
Sand & silty sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:29 AM 43 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq SBTn legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty
clay 5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw
:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

31.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

31.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-9
Norm. cone resistance
Qtn
0 100 200 300 400 500
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) ) Grain char. factor
Kc
10 32 654 87 9 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Grain char. factor Corrected norm. cone resistance
Qtn,cs
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.2 0.4 0.6 0.8
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:29 AM 44 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

31.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

31.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-9
Cone resistance
qt (tsf)
0 200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot
During earthq.

Vertical settlements
Settlement (in)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Strain plot
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:29 AM 45 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Abbreviations
qt:

Ic:

FS:

Volumentric strain:

Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain

L I QU E F A CT I O N A N A LYS I S R E P OR T
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64
.

G.W.T. (in-situ):

G.W.T. (earthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Project title : Location :

GMU Geotechnical, Inc.
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
www.gmugeo.com
CPT file : CPT-10

35.00 ft

35.00 ft
1 2.60
Based on SBT
Use fill:

Fill height:

Fill weight:

Trans. detect. applied:

Kσ applied:

No
N/A
N/A
Yes
No
Clay like behavior
applied:

Limit depth applied:

Limit depth:

MSF method:

All soils
No
N/A
Method based
Cone resistance
qt (tsf)
500
Depth (ft)
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBTn Plot CRR plot

CRR & CSR
0 0.2 0.4 0.6
65 60
55 50
45 40
35 30
25 20
15 10
5 0
CRR plot
During earthq.

Qtn,cs
0 20 40 60 80 100 120 140 160 180 200
Cyclic Stress Ratio* (CSR*)

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)

0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio
Rf (%)
0 2 4 6 8 10
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Factor of safety
0 0.5 1 1.5 2
65 60
55 50
45 40
35 30
25 20
15 10
5 0
FS Plot
During earthq.

Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:30 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq 46 This software is licensed to: GMU CPT name: CPT-10
Cone resistance
qt (tsf)
200 400 600 800
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s
Friction Ratio
Rf (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Friction Ratio Pore pressure
u (psi)
0 2 4 6 8
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Pore pressure
Insitu
SBT Plot
Ic(SBT)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Soil Behaviour Type
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt Clay & silty clay Clay Clay & silty clay Sand & silty sand Silty sand & sandy silt Clay
Clay Silty sand & sandy silt
Clay
Clay & silty clay
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand Very dense/stiff soil
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand Sand
Sand
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Clay & silty clay
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:30 AM 47 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

35.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

35.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
SBT legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty
clay 5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to
clayey sand 9. Very stiff fine grained
This software is licensed to: GMU CPT name: CPT-10
Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. Soil Behaviour Type
Sand & silty sand
Very dense/stiff soil
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand Silty sand & sandy silt Clay & silty clay Silty sand & sandy silt Very dense/stiff soil Clay & silty clay Clay Silty sand & sandy silt
Clay & silty clay Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt Sand & silty sand
Clay Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Clay Clay
Silty sand & sandy silt
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:30 AM 48 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq SBTn legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty
clay 5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw
:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

35.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

35.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-10
Norm. cone resistance
Qtn
0 200 400
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) ) Grain char. factor
Kc
10 32 654 87 9 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Grain char. factor Corrected norm. cone resistance
Qtn,cs
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.2 0.4 0.6 0.8
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:30 AM 49 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

35.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

35.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-10
Cone resistance
qt (tsf)
200 400 600 800
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot
During earthq.

Vertical settlements
Settlement (in)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Strain plot
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:30 AM 50 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Abbreviations
qt:

Ic:

FS:

Volumentric strain:

Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain

L I QU E F A CT I O N A N A LYS I S R E P OR T
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64
.

G.W.T. (in-situ):

G.W.T. (earthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Project title : Location :

GMU Geotechnical, Inc.
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
www.gmugeo.com
CPT file : CPT-11

26.00 ft

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 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, 10:34:31 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq 51 This software is licensed to: GMU CPT name: CPT-11
Cone resistance
qt (tsf)
500
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s
Friction Ratio
Rf (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Friction Ratio Pore pressure
u (psi)
0 5 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Pore pressure
Insitu
SBT Plot
Ic(SBT)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Soil Behaviour Type
Sand & silty sand
Sand & silty sand
Very dense/stiff soil
Very dense/stiff soil
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand
Sand & silty sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:31 AM 52 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

26.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

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-11
Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. Soil Behaviour Type
Sand
Very dense/stiff soil
Very dense/stiff soil
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand
Sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:31 AM 53 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq SBTn legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty
clay 5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw
:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

26.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

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-11
Norm. cone resistance
Qtn
500 1,000 1,500
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) ) Grain char. factor
Kc
10 32 654 87 9 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Grain char. factor Corrected norm. cone resistance
Qtn,cs
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.2 0.4 0.6 0.8
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:31 AM 54 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

26.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

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-11
Cone resistance
qt (tsf)
200 400 600 800
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot
During earthq.

Vertical settlements
Settlement (in)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Strain plot
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:31 AM 55 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Abbreviations
qt:

Ic:

FS:

Volumentric strain:

Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain

L I QU E F A CT I O N A N A LYS I S R E P OR T
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64
.

G.W.T. (in-situ):

G.W.T. (earthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Project title : Location :

GMU Geotechnical, Inc.
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
www.gmugeo.com
CPT file : CPT-12

22.00 ft

22.00 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, 10:34:32 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq 56 This software is licensed to: GMU CPT name: CPT-12
Cone resistance
qt (tsf)
0 500
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s
Friction Ratio
Rf (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Friction Ratio Pore pressure
u (psi)
0 5 10 15
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Pore pressure
Insitu
SBT Plot
Ic(SBT)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Soil Behaviour Type
Sand & silty sand
Very dense/stiff soil
Sand & silty sand Very dense/stiff soil
Silty sand & sandy silt
Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Very dense/stiff soil
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand & silty sand Very dense/stiff soil
Clay & silty clay Clay
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:32 AM 57 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

22.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

22.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
SBT legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty
clay 5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to
clayey sand 9. Very stiff fine grained
This software is licensed to: GMU CPT name: CPT-12
Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. Soil Behaviour Type
Sand
Very dense/stiff soil
Sand & silty sand
Very dense/stiff soil
Silty sand & sandy silt
Sand & silty sand
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Very dense/stiff soil
Sand & silty sand
Silty sand & sandy silt Sand & silty sand
Silty sand & sandy silt
Clay & silty clay Silty sand & sandy silt
Sand & silty sand
Clay & silty clay
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand & silty sand
Sand & silty sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:32 AM 58 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq SBTn legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty
clay 5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw
:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

22.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

22.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-12
Norm. cone resistance
Qtn
0 500 1,000
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) ) Grain char. factor
Kc
10 32 654 87 9 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Grain char. factor Corrected norm. cone resistance
Qtn,cs
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.2 0.4 0.6 0.8
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:32 AM 59 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

22.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

22.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-12
Cone resistance
qt (tsf)
0 200 400 600 800
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot
During earthq.

Vertical settlements
Settlement (in)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Strain plot
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:32 AM 60 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Abbreviations
qt:

Ic:

FS:

Volumentric strain:

Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain

L I QU E F A CT I O N A N A LYS I S R E P OR T
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64
.

G.W.T. (in-situ):

G.W.T. (earthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Project title : Location :

GMU Geotechnical, Inc.
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
www.gmugeo.com
CPT file : CPT-13

27.00 ft

27.00 ft
1 2.60
Based on SBT
Use fill:

Fill height:

Fill weight:

Trans. detect. applied:

Kσ applied:

No
N/A
N/A
Yes
No
Clay like behavior
applied:

Limit depth applied:

Limit depth:

MSF method:

All soils
No
N/A
Method based
Cone resistance
qt (tsf)
200 400 600
Depth (ft)
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBTn Plot CRR plot

CRR & CSR
0 0.2 0.4 0.6
65 60
55 50
45 40
35 30
25 20
15 10
5 0
CRR plot
During earthq.

Qtn,cs
0 20 40 60 80 100 120 140 160 180 200
Cyclic Stress Ratio* (CSR*)

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)

0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio
Rf (%)
0 2 4 6 8 10
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Factor of safety
0 0.5 1 1.5 2
65 60
55 50
45 40
35 30
25 20
15 10
5 0
FS Plot
During earthq.

Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:33 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq 61 This software is licensed to: GMU CPT name: CPT-13
Cone resistance
qt (tsf)
200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s
Friction Ratio
Rf (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Friction Ratio Pore pressure
u (psi)
0 10 20 30 40 50
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Pore pressure
Insitu
SBT Plot
Ic(SBT)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Soil Behaviour Type
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Silty sand & sandy silt
Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand
Sand & silty sand
Very dense/stiff soil
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:33 AM 62 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

27.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

27.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
SBT legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty
clay 5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to
clayey sand 9. Very stiff fine grained
This software is licensed to: GMU CPT name: CPT-13
Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. Soil Behaviour Type
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Silty sand & sandy silt Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Silty sand & sandy silt
Clay & silty clay
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Very dense/stiff soil
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:33 AM 63 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq SBTn legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty
clay 5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw
:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

27.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

27.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-13
Norm. cone resistance
Qtn
100 200 300 400
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) ) Grain char. factor
Kc
10 32 654 87 9 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Grain char. factor Corrected norm. cone resistance
Qtn,cs
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.2 0.4 0.6 0.8
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:33 AM 64 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

27.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

27.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-13
Cone resistance
qt (tsf)
200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot
During earthq.

Vertical settlements
Settlement (in)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Strain plot
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:33 AM 65 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Abbreviations
qt:

Ic:

FS:

Volumentric strain:

Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain

L I QU E F A CT I O N A N A LYS I S R E P OR T
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64
.

G.W.T. (in-situ):

G.W.T. (earthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Project title : Location :

GMU Geotechnical, Inc.
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
www.gmugeo.com
CPT file : CPT-14

38.00 ft

38.00 ft
1 2.60
Based on SBT
Use fill:

Fill height:

Fill weight:

Trans. detect. applied:

Kσ applied:

No
N/A
N/A
Yes
No
Clay like behavior
applied:

Limit depth applied:

Limit depth:

MSF method:

All soils
No
N/A
Method based
Cone resistance
qt (tsf)
200 400 600
Depth (ft)
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBTn Plot CRR plot

CRR & CSR
0 0.2 0.4 0.6
65 60
55 50
45 40
35 30
25 20
15 10
5 0
CRR plot
During earthq.

Qtn,cs
0 20 40 60 80 100 120 140 160 180 200
Cyclic Stress Ratio* (CSR*)

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)

0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio
Rf (%)
0 2 4 6 8 10
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Factor of safety
0 0.5 1 1.5 2
65 60
55 50
45 40
35 30
25 20
15 10
5 0
FS Plot
During earthq.

Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:33 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq 66 This software is licensed to: GMU CPT name: CPT-14
Cone resistance
qt (tsf)
200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s
Friction Ratio
Rf (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Friction Ratio Pore pressure
u (psi)
0 2 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Pore pressure
Insitu
SBT Plot
Ic(SBT)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Soil Behaviour Type
Sand & silty sand
Silty sand & sandy silt Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Sand & silty sand
Sand & silty sand
Very dense/stiff soil Sand & silty sand Silty sand & sandy silt Silty sand & sandy silt
Sand & silty sand Silty sand & sandy silt
Sand & silty sand Silty sand & sandy silt
Sand & silty sand
Sand & silty sand Clay
Silty sand & sandy silt
Very dense/stiff soil
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:33 AM 67 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

38.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

38.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
SBT legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty
clay 5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to
clayey sand 9. Very stiff fine grained
This software is licensed to: GMU CPT name: CPT-14
Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. Soil Behaviour Type
Sand & silty sand
Very dense/stiff soil
Silty sand & sandy silt Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Very dense/stiff soil
Sand & silty sand Silty sand & sandy silt
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt Clay & silty clay Silty sand & sandy silt Clay Very dense/stiff soil
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:33 AM 68 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq SBTn legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty
clay 5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw
:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

38.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

38.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-14
Norm. cone resistance
Qtn
200 400 600 800
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) ) Grain char. factor
Kc
10 32 654 87 9 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Grain char. factor Corrected norm. cone resistance
Qtn,cs
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.2 0.4 0.6 0.8
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:33 AM 69 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

38.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

38.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-14
Cone resistance
qt (tsf)
200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot
During earthq.

Vertical settlements
Settlement (in)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Strain plot
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:33 AM 70 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Abbreviations
qt:

Ic:

FS:

Volumentric strain:

Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain

L I QU E F A CT I O N A N A LYS I S R E P OR T
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64
.

G.W.T. (in-situ):

G.W.T. (earthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Project title : Location :

GMU Geotechnical, Inc.
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
www.gmugeo.com
CPT file : CPT-15

34.00 ft

34.00 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, 10:34:34 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.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, 10:34:34 AM 72 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.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:

34.00 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, 10:34:34 AM 73 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.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:

34.00 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, 10:34:34 AM 74 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.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:

34.00 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, 10:34:34 AM 75 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.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

20.00 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, 10:34:35 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.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, 10:34:35 AM 77 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.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:

20.00 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, 10:34:35 AM 78 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.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:

20.00 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, 10:34:35 AM 79 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.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:

20.00 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, 10:34:35 AM 80 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.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

20.00 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, 10:34:35 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.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, 10:34:35 AM 82 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.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:

20.00 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, 10:34:35 AM 83 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.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:

20.00 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, 10:34:35 AM 84 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.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:

20.00 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, 10:34:35 AM 85 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.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

24.00 ft
1 2.60
Based on SBT
Use fill:

Fill height:

Fill weight:

Trans. detect. applied:

Kσ applied:

No
N/A
N/A
Yes
No
Clay like behavior
applied:

Limit depth applied:

Limit depth:

MSF method:

All soils
No
N/A
Method based
Cone resistance
qt (tsf)
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, 10:34:36 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.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, 10:34:36 AM 87 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.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:

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-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, 10:34:36 AM 88 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.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:

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-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, 10:34:36 AM 89 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.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:

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-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, 10:34:36 AM 90 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.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

36.00 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, 10:34:37 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.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, 10:34:37 AM 92 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

36.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

36.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
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, 10:34:37 AM 93 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.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:

36.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-18
Norm. cone resistance
Qtn
200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) ) Grain char. factor
Kc
10 32 654 87 9 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Grain char. factor Corrected norm. cone resistance
Qtn,cs
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.2 0.4 0.6 0.8
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:37 AM 94 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

36.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

36.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-18
Cone resistance
qt (tsf)
200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
FS Plot
During earthq.

Vertical settlements
Settlement (in)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Strain plot
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:37 AM 95 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Abbreviations
qt:

Ic:

FS:

Volumentric strain:

Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain

L I QU E F A CT I O N A N A LYS I S R E P OR T
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64
.

G.W.T. (in-situ):

G.W.T. (earthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Project title : Location :

GMU Geotechnical, Inc.
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
www.gmugeo.com
CPT file : CPT-19

25.00 ft

25.00 ft
1 2.60
Based on SBT
Use fill:

Fill height:

Fill weight:

Trans. detect. applied:

Kσ applied:

No
N/A
N/A
Yes
No
Clay like behavior
applied:

Limit depth applied:

Limit depth:

MSF method:

All soils
No
N/A
Method based
Cone resistance
qt (tsf)
200
Depth (ft)
65 60
55 50
45 40
35 30
25 20
15 10
5 Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
65 60
55 50
45 40
35 30
25 20
15 10
5 SBTn Plot CRR plot

CRR & CSR
0 0.2 0.4 0.6
65 60
55 50
45 40
35 30
25 20
15 10
5 CRR plot
During earthq.

Qtn,cs
0 20 40 60 80 100 120 140 160 180 200
Cyclic Stress Ratio* (CSR*)

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)

0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio
Rf (%)
0 2 4 6 8 10
65 60
55 50
45 40
35 30
25 20
15 10
5 Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Factor of safety
0 0.5 1 1.5 2
65 60
55 50
45 40
35 30
25 20
15 10
5 FS Plot
During earthq.

Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:38 AM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.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, 10:34:38 AM 97 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

25.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

25.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
SBT legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty
clay 5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to
clayey sand 9. Very stiff fine grained
This software is licensed to: GMU CPT name: CPT-19
Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
109876543210 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Norm. Soil Behaviour Type
Sand
Very dense/stiff soil
Sand & silty sand
Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Clay
Clay
Silty sand & sandy silt
Clay & silty clay Silty sand & sandy silt
Clay & silty clay Clay
Clay & silty clay Silty sand & sandy silt
Clay
Sand & silty sand
Clay
Clay & silty clay Clay
Clay
Silty sand & sandy silt Sand & silty sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:38 AM 98 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq SBTn legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty
clay 5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw
:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

25.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

25.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-19
Norm. cone resistance
Qtn
0 200 400 600
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) ) Grain char. factor
Kc
10 32 654 87 9 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Grain char. factor Corrected norm. cone resistance
Qtn,cs
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.2 0.4 0.6 0.8
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:38 AM 99 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

25.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

25.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
This software is licensed to: GMU CPT name: CPT-19
Cone resistance
qt (tsf)
100 200 300
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
FS Plot
During earthq.

Vertical settlements
Settlement (in)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Strain plot
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 10:34:38 AM 100 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected.clq Abbreviations
qt:

Ic:

FS:

Volumentric strain:

Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain
APPENDIX C-1-2
Liquefaction Analyses on
All Relevant CPT’s
With Depth-Weighting Factor
and 10ft Higher Groundwater

LI Q UEFACTION ANALYSIS REPORT
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64
G.W.T. (in-situ):

G.W.T. (earthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Project title : Location :

GMU Geotechnical, Inc.
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
www.gmugeo.com
CPT file : CPT-2

23.00 ft

13.00 ft
1 2.60
Based on SBT
Use fill:

Fill height:

Fill weight:

Trans. detect. applied:

Kσ
applied:

No
N/A
N/A
Yes
No
Clay like behavior
applied:

Limit depth applied:

Limit depth:

MSF method:

All soils
No
N/A
Method based
Cone resistance
qt (tsf)
0 500 1,000
Depth (ft)
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBTn Plot CRR plot

CRR & CSR
0 0.2 0.4 0.6
65 60
55 50
45 40
35 30
25 20
15 10
5 0
CRR plot
During earthq.

Qtn,cs
0 20 40 60 80 100 120 140 160 180 200
Cyclic Stress Ratio* (CSR*)

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)

0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio
Rf (%)
0 2 4 6 8 10
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Factor of safety
0 0.5 1 1.5 2
65 60
55 50
45 40
35 30
25 20
15 10
5 0
FS Plot
During earthq.

Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 5:36:57 PM Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected_GW.clq 1 This software is licensed to: GMU CPT name: CPT-2
Cone resistance
qt (tsf)
0 500 1,000
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Cone resistance
CPT basic interpretation plots
Friction Ratio
Rf (%)
0 2 4 6 8 10
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Friction Ratio Pore pressure
u (psi)
0 2 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Pore pressure
Insitu
SBT Plot
Ic(SBT)
1 2 3 4
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
9876543210 10 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Soil Behaviour Type
Silty sand & sandy silt
Clay
Silty sand & sandy silt
Clay
Silty sand & sandy silt
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand & silty sand
Sand & silty sand
Sand
Sand & silty sand
Sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 5:36:57 PM 2 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected_GW.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

6.63 0.64

23.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

13.00 ft
1 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ
applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
No
N/A
SBT legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty

5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to

9. Very stiff fine grained
This software is licensed to: GMU CPT name: CPT-2
Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. cone resistance
CPT basic interpretation plots (normalized)
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)
9876543210 10 11 12 13 14 15 16 17 18
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. Soil Behaviour Type
Silty sand & sandy silt
Clay
Clay
Silty sand & sandy silt
Clay & silty clay
Sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand & silty sand
Sand
Sand & silty sand
Sand
CLiq v.3.3.3.2 - CPT Liquefaction Assessment Software - Report created on: 4/6/2023, 5:36:57 PM 3 Project file: U:\2020\20-108-04 Gypsum Canyon City Comments\Analyses\Liquefaction\02 Round 2\20-108-03_Leighton 2006 CPTs_corrected_GW.clq SBTn legend

1. Sensitive fine grained