CONSOLIDATION TEST
CURVE
0.1 0.0
1.0 Li —
VERTICAL
STRESS (TSF)
1(gf 10.0 100.0
d1
5.0 10.0
15.0 20.0
°
H
I
w
= 25.0
z
w
0 z
v 30.0
35.0 40.0
45.0 50.0
-
PROJECT NO.: 18060-06 SOIL DESCRIPTIONS: BROWN CLAYEY (SC) BORING NO./LOCATION : KB - 2 DEPTH / ELEV.: 20' LIQUID LIMIT : - SPECIFIC GRAVITY : 2.68 (Assumed) PLASTIC LIMIT: -
REMARKS:
SPECIMEN HEIGHT
(INCHES)
MOISTURE CONTENT
(% )
DRY DENSITY
(PCF)
SATURATION
(°/0)
VOID
RATIO
INITIAL
1.0000
9.9 110.2
51.1 0.518
FINAL
0.9184
15.9 119.9
107.9
0.395
KCGK L I N G 18008 Sky Park Circle, Suite 250
CONSOLIDATION TEST
Consulting Irvine, Ca. 92614
Group, Inc. Tel: (949)797-6241 Fax: (949)797-6260
CURVE
Dino 7711 .,f 177`)
VERTICAL STRESS (TSF)
0.1 1.0 10.0 100.0
0.0 -_ I
CHANGE IN HEIGHT r/o)
n F',, p
cn O (71
D O O O O O
♦
PROJECT NO.: 18060-06 SOIL DESCRIPTIONS: DK. BROWN CLAYEY SAND (SC) BORING NO./LOCATION : KB - 3 DEPTH / ELEV.: 5' LIQUID LIMIT : - SPECIFIC GRAVITY : 2.68 (Assumed) PLASTIC LIMIT: -
REMARKS:
SPECIMEN HEIGHT
(INCHES)
MOISTURE CONTENT
( % )
DRY DENSITY
(PCF)
SATURATION
( % )
VOID
RATIO
INITIAL
1.0000
5.7 102.9
24.5 0.625
FINAL
0.8857
17.2 116.1
105.0
0.440
KCGK L I N G 18008 Sky Park Circle, Suite 250
CONSOLIDATION TEST
Consulting Irvine, Ca. 92614
Group, Inc. Tel: (949)797-6241 Fax: (949)797-6260
CURVE
177`)
VERTICAL
0.1 1.0
0.0 STRESS (TSF)
2 S C 10.0 100.0
2.0 "1.
1 ' r
4.0 CHANGE IN HEIGHT (%)
N O co
O O O O O
PROJECT NO.: 18060-00 SOIL DESCRIPTIONS: BROWN SILTY SAND W/ GRAVEL (SM) BORING NO./LOCATION : KB - 3 DEPTH / ELEV.: 10' LIQUID LIMIT : - SPECIFIC GRAVITY : 2.68 (Assumed) PLASTIC LIMIT: -
REMARKS:
SPECIMEN HEIGHT
(INCHES)
MOISTURE CONTENT
(%)
DRY DENSITY
( PCF )
SATURATION
( % )
VOID
RATIO
INITIAL
1.0000
6.8 112.5
37.4 0.487
FINAL
0.9460
16.4 118.9
107.9
0.407
KCG
K
LI
N
G 18008 Sky Park Circle, Suite 250
CONSOLIDATION TEST
CURVE
Consulting Irvine, Ca. 92614
Group, Inc. Tel: (949)797-6241 Fax: (949)797-6260
VERTICAL
0.1 1.0
0.0 Cc—
STRESS (TSF)
1, ( 10.0 100.0
el
5.0 A
-i
10.0 15.0
20.0 0
I—
Ic7
LT,
= 25.0
z
in
o
Q
v 30.0
35.0 40.0
45.0 50.0
-
PROJECT NO.: 18060-06 SOIL DESCRIPTIONS: BROWN SILTY SAND W/ GRAVEL (SM) BORING NO./LOCATION : KB - 3 DEPTH / ELEV.: 15' LIQUID LIMIT : - SPECIFIC GRAVITY : 2.68 (Assumed) PLASTIC LIMIT: -
REMARKS:
SPECIMEN HEIGHT
(INCHES)
MOISTURE CONTENT
( % )
DRY DENSITY
( PCF )
SATURATION
(%)
VOID
RATIO
INITIAL
1.0000
4.3 112.1
23.2 0.492
FINAL
0.9339
15.0 120.0
102.0
0.394
K L
I N
G 18008 Sky Park Circle, Suite 250
CONSOLIDATION TEST
CURVE
KC. Consulting Irvine, Ca. 92614
..,�. ........ ,Group, Inc. Tel: (949)797-6241 Fax: (949)797-6260 I'ana II/ nt 'I / /7
VERTICAL
0.1 1.0
0.0 A--
STRESS (TSF)
! . 10.0 100.0
.)
(
5.0 10.0
15.0 20.0
8 °
I -
I0
E
= 25.0
z
w
0 z
Q
v 30.0
35.0 40.0
45.0 50.0
PROJECT NO.: 18060-06 SOIL DESCRIPTIONS: BR. SILTY FINE SAND W/ CLAY & GRAVEL (SM) BORING NO./LOCATION : KB - 3 DEPTH / ELEV.: 20' LIQUID LIMIT : - SPECIFIC GRAVITY : 2.68 (Assumed) PLASTIC LIMIT: -
REMARKS:
SPECIMEN HEIGHT
(INCHES)
MOISTURE CONTENT
(°/. )
DRY DENSITY
( PCF )
SATURATION
( % )
VOID
RATIO
INITIAL
1.0000
7.6 115.8
45.9 0.444
FINAL
0.9463
14.8 122.4
108.2
0.367
K L I N G 18008 Sky Park Circle, Suite 250
CONSOLIDATION TEST
CURVE
.‘.......G. Consulting Irvine, Ca. 92614
Group, Inc. Tel: (949)797-6241 Fax: ((949))797-6260
Pane 778 of 1772
0.1 0.0
VERTICAL
1.0 STRESS (TSF)
1,4 10.0 100.0
2.0 1 vh?
4.0 6.0
8.0 0
F
0 Ell
1 10.0
z
W
0 z
Q
I 12.0
14.0 16.0
18.0 20.0
PROJECT NO.: 18060-06 SOIL DESCRIPTIONS: DK. BROWN CLAYEY SAND (SC) BORING NO./LOCATION : KB - 4 DEPTH / ELEV.: 5' LIQUID LIMIT : - SPECIFIC GRAVITY : 2.68 (Assumed) PLASTIC LIMIT: -
REMARKS:
SPECIMEN HEIGHT
(INCHES)
MOISTURE CONTENT
( % )
DRY DENSITY
(PCF)
SATURATION
( % )
VOID
RATIO
INITIAL
1.0000
10.0 113.9
57.2 0.468
FINAL
0.9666
16.6 117.8
106.2
0.420
KCGK
L!
N
G 18008 Sky Park Circle, Suite 250
CONSOLIDATION TEST
Consulting Irvine, Ca. 92614
---- Group, Inc. Tel: (949)797-6241 Fax: (949)797-6260
CURVE
-..._. 770 ..r 177')
VERTICAL
0.1 1.0
0.0t-
STRESS (TSF)
Z( ` �1' 10.0 100.0
I
CHANGE IN HEIGHT (%)
,C11
U7 l)1(
D N) Iv O l)
D O O p p b i
A
A
•
2_,
jl%
PROJECT NO.: 18060-06 SOIL DESCRIPTIONS: DK. BROWN CLAYEY SAND (SC) BORING NO./LOCATION : KB - 4 DEPTH / ELEV.: 10' LIQUID LIMIT : - SPECIFIC GRAVITY : 2.68 (Assumed) PLASTIC LIMIT: -
REMARKS:
SPECIMEN HEIGHT
(INCHES)
MOISTURE CONTENT
( % )
DRY DENSITY
(PCF)
SATURATION
( % )
VOID
RATIO
INITIAL
1.0000
8.5 108.3
41.7 0.544
FINAL
0.9279
17.8 116.7
110.3
0.433
KCG 18008
Sky Park Circle, Suite 250
CONSOLIDATION TEST
Consulting Irvine, Ca. 92614
Group, Inc. Tel: (949)797-6241 Fax: (949)797-6260
CURVE
VERTICAL
0.1 1.0
0.0 STRESS (TSF)
L 'kC 10.0 100.0
s'
5.0 10.0
15.0 20.0
i>
0 I -
I0
w
= 25.0
z
in
a
z
a
v 30.0
35.0 40.0
45.0 50.0
PROJECT NO.: 18060-06 SOIL DESCRIPTIONS: DK. BROWN CLAYEY SAND (SC) BORING NO./LOCATION : KB - 4 DEPTH / ELEV.: 15' LIQUID LIMIT : - SPECIFIC GRAVITY : 2.68 (Assumed) PLASTIC LIMIT: -
REMARKS:
SPECIMEN HEIGHT
(INCHES)
MOISTURE CONTENT
(%)
DRY DENSITY
(PCF)
SATURATION
(% )
VOID
RATIO
INITIAL
1.0000
8.2 109.9
42.1 0.522
FINAL
0.9238
16.2 118.9
106.6
0.406
LI N G 18008 Sky Park Circle, Suite 250
CONSOLIDATION TEST
CURVE
KcGK
Consulting Irvine, Ca. 92614
Group, Inc. Tel: (949)797-6241 Fax: ((949)797-6260
Pane 781 of 1772
VERTICAL
0.1 1.0
0.0 STR SS (TSF)
Q. 10.0 100.0
I
‘
(,
5.0 10.0
15.0 20.0
°
H
I
LT,
I 25.0
z
w
0 z
I 30.0
35.0 40.0
45.0 50.0
-
PROJECT NO.: 18060-06 SOIL DESCRIPTIONS: DK. BROWN CLAYEY SAND (SC) BORING NO./LOCATION : KB - 4 DEPTH / ELEV.: 20' LIQUID LIMIT : - SPECIFIC GRAVITY : 2.68 (Assumed) PLASTIC LIMIT: -
REMARKS:
SPECIMEN HEIGHT
(INCHES)
MOISTURE CONTENT
( % )
DRY DENSITY
( PCF )
SATURATION
(% )
VOID
RATIO
INITIAL
1.0000
8.2 109.9
42.1 0.522
FINAL
0.9238
16.2 118.9
106.6
0.406
L I
N
G 18008 Sky Park Circle, Suite 250
CONSOLIDATION TEST
CURVE
Consulting Irvine, Ca. 92614
KCGK
Group, Inc. Tel: (949)797-6241 Fax: (949)797-6260
Pane TR7 of 1 772
VERTICAL
0.1 1.0
STRESS (TSF)
Z 10.0 100.0
‘9Q
10.0 20.0
30.0 I-
I
c9
w
I
w
(9
a 40.0
I
50.0 60.0
70.0 -
PROJECT NO.: 18060-06 SOIL DESCRIPTIONS: DK. BROWN CLAYEY SAND (SC) BORING NO./LOCATION : KB - 6 DEPTH / ELEV.: 5' LIQUID LIMIT : - SPECIFIC GRAVITY : 2.68 (Assumed) PLASTIC LIMIT: -
REMARKS:
SPECIMEN HEIGHT
(INCHES)
MOISTURE CONTENT
( % )
DRY DENSITY
( PCF )
SATURATION
(% )
VOID
RATIO
INITIAL
1.0000
5.9 101.6
24.6 0.646
FINAL
0.8548
16.1 118.8
105.6
0.408
K LI N G 18008 Sky Park Circle, Suite 250
CONSOLIDATION TEST
CURVE
1(ry-z.
N.-.0%—, Consulting Irvine, Ca. 92614
Group, Inc. Tel: (949)797-6241 Fax: (949)797-6260
Pnnr 7P of 1 f,?
VERTICA�LLST iESS (TSF)
"" 0.1 1.0 2 " 10.0 100.0
0.0 Lt--
I)-
-;
5.0 d
♦
--A
10.0 15.0
20.0 c
0 I-
=
O
LT,
= 25.0
z
w
0 z
a
v 30.0
35.0 40.0
45.0 50.0
PROJECT NO.: 18060-06 SOIL DESCRIPTIONS: DK. BROWN CLAYEY SAND (SC) BORING NO./LOCATION : KB - 6 DEPTH / ELEV.: 10' LIQUID LIMIT : - SPECIFIC GRAVITY : 2.68 (Assumed) PLASTIC LIMIT: -
REMARKS:
SPECIMEN HEIGHT
(INCHES)
MOISTURE CONTENT
(%)
DRY DENSITY
( PCF )
SATURATION
( % )
VOID
RATIO
INITIAL
1.0000
4.6 113.3
25.7 0.476
FINAL
0.9277
14.7 122.1
106.6
0.370
,,
K
L i
N
G 18008 Sky Park Circle, suite 25o
CONSOLIDATION TEST
Consulting Irvine, Ca. 92614
Group, Inc. Tel: (949)797-6241 Fax: (949)797-6260
CURVE
P=n m 7f1A of 1779
VERTICAL
0.1 1.0
0.0 STRESS(TSF)
' +► 10.0 100.0
5.0 10.0
15.0 20.0
°
H
I
(3
Fri
I 25.0
z
w
C7
z
a
I
30.0 35.0
40.0 45.0
50.0 -
PROJECT NO.: 18060-06 SOIL DESCRIPTIONS: DK. BROWN CLAYEY SAND (SC) BORING NO./LOCATION : KB - 6 DEPTH / ELEV.: 15' LIQUID LIMIT : - SPECIFIC GRAVITY : 2.68 (Assumed) PLASTIC LIMIT: -
REMARKS:
SPECIMEN HEIGHT
(INCHES)
MOISTURE CONTENT
( % )
DRY DENSITY
(PCF)
SATURATION
(% )
VOID
RATIO
INITIAL
1.0000
5.3 109.2
26.9 0.531
FINAL
0.9067
14.8 120.4
101.9
0.389
L I N 18008 Sky Park Circle, Suite 250
CONSOLIDATION TEST
CURVE
Consulting Irvine, Ca. 92614
KcGK
Group, Inc. Tel: (949)797-6241 Fax: (949)797-6260
Parse 7R. of 1777
VERTICAL
0.1 1.0
0.0 AE --
STESS (TSF)
v , 10.0 100.0
2.0 0(7
Z
4.0 6.0
0 E-
1 8.0
w
_z
IA
o
z 10.0
I
0 12.0
14.0 16.0
18.0 PROJECT NO.: 18060-01 SOIL DESCRIPTIONS: DK. BROWN SANDY CLAY (CL) BORING NO./LOCATION : KB - 1 DEPTH / ELEV.: 10' LIQUID LIMIT : - SPECIFIC GRAVITY : 2.68 (Assumed) PLASTIC LIMIT: -
REMARKS:
SPECIMEN HEIGHT
(INCHES)
MOISTURE CONTENT
(%)
DRY DENSITY
(PCF)
SATURATION
(%)
VOID
RATIO
INITIAL
1.0000
12.1 107.2
58.2 0.559
FINAL
0.9280
18.5 115.5
110.9
0.448
KCG
K
L
I N
G 18008 Sky Park Circle, Suite 250
CONSOLIDATION TEST
Consulting Irvine, Ca. 92614
Group, Inc. Tel: (949)797-6241 Fax: (949)797-6260
CURVE
VERTICAL STRESS (TSF)
0.1 1.0 rL -isC 10.0 100.0
0.0 0.5
1.0 O
ic
/b
1.5 2.0
0 i-
x
c9
CHANGE IN HEI
W N
CT
3.5 4.0
4.5 5.0
-
-
PROJECT NO.: 18060-01 SOIL DESCRIPTIONS: LT. BROWN SILTY SAND (SM) BORING NO./LOCATION : KB - 1 DEPTH / ELEV.: 15' LIQUID LIMIT : - SPECIFIC GRAVITY : 2.68 (Assumed) PLASTIC LIMIT: -
REMARKS:
SPECIMEN HEIGHT
(INCHES)
MOISTURE CONTENT
(% )
DRY DENSITY
( PCF )
SATURATION
( % )
VOID
RATIO
INITIAL
1.0000
7.8 117.8
49.7 0.420
FINAL
0.9811
18.3 120.0
124.2
0.394
CONSOLIDATION TEST
CURVE
Kcc-
K
L i
N
G 18008 Sky Park Circle, Suite 250
Consulting Irvine, Ca. 92614
Group, Inc. Tel: (949)797-6241 Fax: (949)797-6260
VERTICAL
0.1 1.0
0.0 STRESS (TSF)
2 TS V 10.0 100.0
2.0 4.0
1-#Z
t
6.0 8.0
I-
x
LI
_z
In 10.0
Z
Q
x
U
12.0 14.0
16.0 18.0
PROJECT NO.: 18060-01 SOIL DESCRIPTIONS: DK. BROWN CLAYEY SAND (SC) BORING NO./LOCATION : KB - 2 DEPTH / ELEV.: 10' LIQUID LIMIT : - SPECIFIC GRAVITY : 2.68 (Assumed) PLASTIC LIMIT: -
REMARKS:
SPECIMEN HEIGHT
(INCHES)
MOISTURE CONTENT
(%)
DRY DENSITY
(PCF)
SATURATION
(%)
VOID
RATIO
INITIAL
1.0000
11.5 109.3
58.1 0.530
FINAL
0.9131
16.8 119.6
113.4
0.398
KCGK
L I
N
G 18008 Sky Park Circle, Suite 250
CONSOLIDATION TEST
Consulting Irvine, Ca. 92614
Group, Inc. Tel: (949)797-6241 Fax: (949)797-6260
CURVE
VERTICAL
0.1 1.0
0.0 STRESS (TSF)
2 <sk 10.0 100.0
2.0 4.0
- 6.0
x
I
O
w
CHANGE IN H
v o co
0 0
14.0 PROJECT NO.: 18060-01 SOIL DESCRIPTIONS: DK. BROWN CLAYEY SAND (SC) BORING NO./LOCATION : KB - 2 DEPTH / ELEV.: 25' LIQUID LIMIT : - SPECIFIC GRAVITY : 2.68 (Assumed) PLASTIC LIMIT: -
REMARKS:
SPECIMEN HEIGHT
(INCHES)
MOISTURE CONTENT
(%)
DRY DENSITY
(PCF)
SATURATION
(%)
VOID
RATIO
INITIAL
1.0000
14.1 107.5
68.2 0.555
FINAL
0.9434
20.5 113.9
117.3
0.468
KCG
K
L I
N
G 18008 Sky Park Circle, Suite 250
CONSOLIDATION TEST
CURVE
Consulting Irvine, Ca. 92614
Group, Inc. Tel: (949)797-6241 Fax: (949)797-6260
VERTICAL
0.1 1.0
0.0 STRESS (TSF)
1C 10.0 100.0
2.0 I,2
00 4.0
6.0 o
A
I
x
w 8.0
x
z
w
O
z
Q
0 10.0
12.0 14.0
16.0 PROJECT NO.: 18060-01 SOIL DESCRIPTIONS: DK. BROWN SANDY CLAY (CL) BORING NO./LOCATION : KB - 2 DEPTH / ELEV.: 35' LIQUID LIMIT : - SPECIFIC GRAVITY : 2.68 (Assumed) PLASTIC LIMIT: -
REMARKS:
SPECIMEN HEIGHT
(INCHES)
MOISTURE CONTENT
(%)
DRY DENSITY
(PCF)
SATURATION
(%)
VOID
RATIO
INITIAL
1.0000
13.0 108.1
63.6 0.547
FINAL
0.9325
17.8 115.9
107.6
0.443
KCGK
L I
N
G 18008 Sky Park Circle, Suite 250
CONSOLIDATION TEST
Consulting Irvine, Ca. 92614
Group, Inc. Tel: (949)797-6241 Fax: (949)797-6260
CURVE
VERTICAL
0.1 1.0
0.0 STRESS
2. 4
(TSF)
10.0 100.0
CHANGE IN HEIGHT (%)
N O 07 co 4 N
O O O O O O O
1 1'3
1,
PROJECT NO.: 18060-00 SOIL DESCRIPTIONS: BROWN SILTY SAND W/ GRAVEL (SM) BORING NO./LOCATION : KB - 3 DEPTH / ELEV.: 10' LIQUID LIMIT : - SPECIFIC GRAVITY : 2.68 (Assumed) PLASTIC LIMIT: -
REMARKS:
SPECIMEN HEIGHT
(INCHES)
MOISTURE CONTENT
( % )
DRY DENSITY
( PCF )
SATURATION
( °/0 )
VOID
RATIO
INITIAL
1.0000
6.8 112.5
37.4 0.487
FINAL
0.9460
16.4 118.9
107.9
0.407
KC. K L I N G 18008 Sky Park Circle, Suite 250
CONSOLIDATION TEST
Consulting Irvine, Ca. 92614
Group, Inc. Tel: (949)797-6241 Fax: (949)797-6260
CURVE
....... 74 - t 1 77'7
VERTICAL
0.1 1.0
0.0 STRESS (TSF)
2 1-f-' 10.0 100.0
2.0 CHANGE IN HEIGHT (%)
A N O co O) A
O O O O O O
2,8
2,
PROJECT NO.: 18060-00 SOIL DESCRIPTIONS: BROWN SILTY SAND (SM) BORING NO./LOCATION : KB - 4 DEPTH / ELEV.: 15' LIQUID LIMIT : - SPECIFIC GRAVITY : 2.68 (Assumed) PLASTIC LIMIT: -
REMARKS:
SPECIMEN HEIGHT
(INCHES)
MOISTURE CONTENT
(%)
DRY DENSITY
(PCF)
SATURATION
(%)
VOID
RATIO
INITIAL
1.0000
6.5 109.8
33.4 0.523
FINAL
0.9266
18.4 118.4
119.5
0.412
KCGK
LI
N
G 18008 Sky Park Circle, Suite 250
CONSOLIDATION TEST
Consulting Irvine, Ca. 92614
Group, Inc.
CURVE
Tel: (949)797-6241 Fax: (949)797-6260
VERTICAL
0.1 1.0
0.0 STRESS (TSF)
2 IS fr 10.0 100.0
I
2.0 il
/n
4.0 0 6.0
I
w
x
z
o 8.0
z
Q
x
U
10.0 12.0
14.0 PROJECT NO.: 18060-00 SOIL DESCRIPTIONS: BR. SILTY FINE SAND W/ TR. OF CLAY (SM) BORING NO./LOCATION : KB - 4 DEPTH / ELEV.: 25' LIQUID LIMIT : - SPECIFIC GRAVITY : 2.68 (Assumed) PLASTIC LIMIT: -
REMARKS:
SPECIMEN HEIGHT
(INCHES)
MOISTURE CONTENT
(%)
DRY DENSITY
( PCF )
SATURATION
( % )
VOID
RATIO
INITIAL
1.0000
7.4 105.3
33.9 0.588
FINAL
0.9374
20.8 112.3
114.3
0.489
KCGK
L I
N
G 18008 Sky Park Circle, Suite 250
CONSOLIDATION TEST
CURVE
Consulting Irvine, Ca. 92614
Group, Inc.
Tel: (949)797-6241 Fax: (949)797-6260
VERTICAL
0.1 1.0
0.0 A-
STRESS (TSF)
Z "1 J STC 10.0 100.0
5.0 10.0
15.0 0
H
x
w
x
z_
w 20.0
z
x
U
25.0 30.0
35.0 PROJECT NO.: 18060-00 SOIL DESCRIPTIONS: DK. BROWN SANDY CLAY (PORUOS) (CL) BORING NO./LOCATION : KB - 5 DEPTH / ELEV.: 10' LIQUID LIMIT : - SPECIFIC GRAVITY : 2.68 (Assumed) PLASTIC LIMIT: -
REMARKS:
SPECIMEN HEIGHT
(INCHES)
MOISTURE CONTENT
(%)
DRY DENSITY
( PCF )
SATURATION
(% )
VOID
RATIO
INITIAL
1.0000
25.1 84.7
69.1 0.974
FINAL
0.8431
40.0 100.4
161.2
0.665
KCG
K
LI
N
G 18008 Sky Park Circle, Suite 250
CONSOLIDATION TEST
Consulting Irvine, Ca. 92614
CURVE
Group, Inc. Tel: (949)797-6241 Fax: (949)797-6260
VERTICAL
0.1 1.0
0.0 STRESS (TSF)
Z 10.0 100.0
1.0 1,214
2.0 3.0
0 4.0
k --
H
x
w
x
5.0 z
w
O
z
a
x
U 6.0
7.0 8.0
9.0 10.0
PROJECT NO.: 18060-00 SOIL DESCRIPTIONS: LT. BROWN SILTY SAND W/ GRAVEL (SP/SM) BORING NO./LOCATION : KB - 5 DEPTH / ELEV.: 25' LIQUID LIMIT : - SPECIFIC GRAVITY : 2.68 (Assumed) PLASTIC LIMIT: -
REMARKS:
SPECIMEN HEIGHT
(INCHES)
MOISTURE CONTENT
(%)
DRY DENSITY
(PCF)
SATURATION
(%)
VOID
RATIO
INITIAL
1.0000
3.2 117.6
20.1 0.423
FINAL
0.9588
18.9 122.6
139.0
0.365
LI N G 18008 Sky Park Circle, Suite 250
CONSOLIDATION TEST
CURVE
Consulting Irvine, Ca. 92614
KCGKCons
r.� Group, Inc. Tel: (949)797-6241 Fax: (949)797-6260
VERTICAL
0.1 1.0
nn
STRESS (TSF)
'L�S 10.0 100.0
CHANGE IN HEIGHT (%)
4=. N O 00 O) -p• N s
b b O b b C C C
PROJECT NO.: 18060-00 SOIL DESCRIPTIONS: BROWN SILTY FINE SAND W/ CLAY (SM) BORING NO./LOCATION : KB - 6 DEPTH / ELEV.: 15' LIQUID LIMIT : - SPECIFIC GRAVITY : 2.68 (Assumed) PLASTIC LIMIT: -
REMARKS:
SPECIMEN HEIGHT
(INCHES)
MOISTURE CONTENT
(%)
DRY DENSITY
( PCF )
SATURATION
( % )
VOID
RATIO
INITIAL
1.0000
9.9 116.1
60.2 0.440
FINAL
0.9707
18.4 119.6
123.9
0.399
KCGK
L I
N G 18008 Sky Park Circle, Suite 250
CONSOLIDATION TEST
Consulting Irvine, Ca. 92614
Group, Inc. Tel: (949)797-6241 Fax: (949)797-6260
CURVE
0.1 1.0
0.0 VERTICAL
STRESS (TSF)
2 ) �f; 10.0 100.0
CHANGE IN HEIGHT (%)
A N O CO O .P N
O O O O O O O i
A
PROJECT NO.: 18060-00 SOIL DESCRIPTIONS: LT. BROWN SILTY SAND W/ GRAVEL (SP/SM) BORING NO./LOCATION : KB - 6 DEPTH / ELEV.: 25' LIQUID LIMIT : - SPECIFIC GRAVITY : 2.68 (Assumed) PLASTIC LIMIT: -
REMARKS:
SPECIMEN HEIGHT
(INCHES)
MOISTURE CONTENT
(% )
DRY DENSITY
( PCF )
SATURATION
(%)
VOID
RATIO
INITIAL
1.0000
3.8 113.4
21.7 0.475
FINAL
0.9407
17.5 120.5
121.2
0.388
KCGK
L I
N
G 18008 Sky Park Circle, Suite 250
CONSOLIDATION TEST
Consulting Irvine, Ca. 92614
Group, Inc. Tel: (949)797-6241 Fax: (949)797-6260
CURVE
VERTICAL
0.1 1.0
0.0 STRESS (TSF)
. I
2 10.0 100.0
2.0 IC96
4.0 6.0 -
CHANGE IN HEIGHT (%)
O) A N O CO
O O O O O
18.0 PROJECT NO.: 18060-01 SOIL DESCRIPTIONS: DK. BROWN SANDY CLAY (CL) BORING NO./LOCATION : KB - 7 DEPTH / ELEV.: 15' LIQUID LIMIT : - SPECIFIC GRAVITY : 2.68 (Assumed) PLASTIC LIMIT: -
REMARKS:
SPECIMEN HEIGHT
(INCHES)
MOISTURE CONTENT
(%)
DRY DENSITY
( PCF )
SATURATION
(%)
VOID
RATIO
INITIAL
1.0000
13.2 109.7
67.4 0.525
FINAL
0.9311
18.3 117.7
116.7
0.420
KCGK
L I
N
G 18008 Sky Park Circle, Suite 250
CONSOLIDATION TEST
CURVE
Consulting Irvine, Ca. 92614
Group, Inc. Tel: (949)797-6241 Fax: (949)797-6260
VERTICAL
0.1 1.0
0.0 STRESS (TSF)
��l� 10.0 100.0
1.0 2.0
D il,
3.0 4.0
0 i-
CHANGE IN HEI
rn cri
0 0 0
8.0 9.0
10.0 PROJECT NO.: 18060-01 SOIL DESCRIPTIONS: DK. BROWN SANDY CLAY (CL) BORING NO./LOCATION : KB - 7 DEPTH / ELEV.: 35' LIQUID LIMIT : - SPECIFIC GRAVITY : 2.68 (Assumed) PLASTIC LIMIT: -
REMARKS:
SPECIMEN HEIGHT
(INCHES)
MOISTURE CONTENT
(%)
DRY DENSITY
(PCF)
SATURATION
(%)
VOID
RATIO
INITIAL
1.0000
14.4 115.4
86.0 0.450
FINAL
0.9577
16.8 120.4
115.5
0.389
KCGK
L I
N
G 18008 Sky Park Circle, Suite 250
CONSOLIDATION TEST
CURVE
Consulting Irvine, Ca. 92614
Group, Inc. Tel: (949)797-6241 Fax: (949)797-6260
0.1 1.0
0.0 VERTICAL STRESS (TSF)
I4C 10.0 100.0
A
2.0 4.0
6.0 O 8.0
x
w
x
z 10.0
w
0 z
a
I
U 12.0
14.0 16.0
18.0 20.0
■■�
����■■■
PROJECT NO.: 18060-01 SOIL DESCRIPTIONS: BROWN CLAYEY SAND W/ GRAVEL (SC) BORING NO./LOCATION : KB - 8 DEPTH / ELEV.: 15' LIQUID LIMIT : - SPECIFIC GRAVITY : 2.68 (Assumed) PLASTIC LIMIT: -
REMARKS:
SPECIMEN HEIGHT
(INCHES)
MOISTURE CONTENT
(%)
DRY DENSITY
( PCF )
SATURATION
( % )
VOID
RATIO
INITIAL
1.0000
9.5 105.6
43.5 0.584
FINAL
0.9218
19.4 114.5
112.8
0.460
KCG
K
LI
N
G 18008 Sky.Park Circle, Suite 250
CONSOLIDATION TEST
Consulting Irvine, Ca. 92614
Group, Inc. Tel: (949)797-6241 Fax: (949)797-6260
CURVE
VERTICAL STRESS(TSF) ?/t 6O�S Oft t o j-,
0.1 1.0 L1 `�" 4-S 10.0 100.0
on
J HEIGHT (%)
:a N I
J O in i
L 1 .
I
6.0 PROJECT NO.: 18060-01 SOIL DESCRIPTIONS: BROWN SANDY CLAY (CL) BORING NO./LOCATION : KB - 8 DEPTH / ELEV.: 25' LIQUID LIMIT : - SPECIFIC GRAVITY : 2.68 (Assumed) PLASTIC LIMIT: -
REMARKS:
SPECIMEN HEIGHT
(INCHES)
MOISTURE CONTENT
(%)
DRY DENSITY
( PCF )
SATURATION
( % )
VOID
RATIO
INITIAL
1.0000
12.9 120.1
88.1 0.392
FINAL
0.9840
17.1 122.1
123.6
0.370
KCGK
L I
N
G 18008 Sky Park Circle, Suite 250
CONSOLIDATION TEST
Consulting Irvine, Ca. 92614
Group, Inc.
CURVE
Tel: (949)797-6241 Fax: (949)797-6260
VERTICAL STRESS (TSF)
CHANGE IN HEIGHT (%)
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 4.5
5.0 0.1 1.0
Jr‘k
10.0 100.0
PROJECT NO.: 18060-01
BORING NO./LOCATION : KB - 8
SPECIFIC GRAVITY : 2.68 (Assumed)
REMARKS:
SOIL DESCRIPTIONS: BROWN SILTY SAND (SM)
DEPTH / ELEV.: 35' LIQUID LIMIT :
PLASTIC LIMIT:
SPECIMEN HEIGHT
(INCHES)
MOISTURE CONTENT
(%)
DRY DENSITY
(PCF)
SATURATION
(%)
VOID
RATIO
INITIAL
1.0000
10.0 113.8
57.4 0.469
FINAL
0.9867
18.4 115.3
109.6
0.450
KCGK L I N G 18008 Sky Park Circle, Suite 250
Consulting Irvine, Ca. 92614
Group, Inc.
Tel: (949)797-6241 Fax: (949)797-6260
CONSOLIDATION TEST
CURVE
VERTICAL STRESS (TSF)
CHANGE IN HEIGHT (%)
0.0 5.0
10.0 15.0
20.0 25.0
30.0 35.0
0.1 1.0
2 10.0
100.0
PROJECT NO.: 18060-01
BORING NO./LOCATION : KB - 9
SPECIFIC GRAVITY : 2.68 (Assumed)
REMARKS:
SOIL DESCRIPTIONS: DK. BROWN SANDY CLAY (CL)
DEPTH / ELEV.: 10' LIQUID LIMIT :
PLASTIC LIMIT:
SPECIMEN HEIGHT
(INCHES)
MOISTURE CONTENT
(%)
DRY DENSITY
(PCF)
SATURATION
(%)
VOID
RATIO
INITIAL
1.0000
9.1 102.7
39.0 0.629
FINAL
0.8710
20.3 117.8
130.0
0.419
KCGCKonING
sulti
Group, Inc.h
18008 Sky Park Circle, Suite 250
Irvine, Ca. 92614
Tel: (949)797-6241 Fax: (949)797-6260
CONSOLIDATION TEST
CURVE
VERTICAL
0.1 1.0
0.0 STRESS (TSF)
S� 10.0 100.0
2.0 4.0
6.0 -.
I
0 w
I
z
Lu 8.0
z
I
10.0 12.0
14.0 PROJECT NO.: 18060-01 SOIL DESCRIPTIONS: BROWN CLAYEY SAND W/ GRAVEL (SC) BORING NO./LOCATION : KB - 9 DEPTH / ELEV.: 15' LIQUID LIMIT : - SPECIFIC GRAVITY : 2.68 (Assumed) PLASTIC LIMIT: -
REMARKS:
SPECIMEN HEIGHT
(INCHES)
MOISTURE CONTENT
( % )
DRY DENSITY
(PCF)
SATURATION
( % )
VOID
RATIO
INITIAL
1.0000
4.2 118.1
26.9 0.415
FINAL
0.9486
15.8 124.5
123.4
0.343
Kcx3K
L I
N
G 18008 Sky. Park Circle, Suite 250
CONSOLIDATION TEST
CURVE
Consulting Irvine, Ca. 92614
Group, Inc. Tel: (949)797-6241 Fax: (949)797-6260
VERTICAL
0.1 1 0
0.0 STRESS (TSF)
2 SC' 10.0 100.0
2.0 4.0
0 I-
x
o
x
z 6.0
w
z
a
x
U
8.0 10.0
12.0 PROJECT NO.: 18060-01 SOIL DESCRIPTIONS: BROWN CLAYEY SAND (SC) BORING NO./LOCATION : KB - 9 DEPTH / ELEV.: 35' LIQUID LIMIT : - SPECIFIC GRAVITY : 2.68 (Assumed) PLASTIC LIMIT: -
REMARKS:
SPECIMEN HEIGHT
(INCHES)
MOISTURE CONTENT
( % )
DRY DENSITY
( PCF )
SATURATION
(%)
VOID
RATIO
INITIAL
1.0000
10.7 104.5
47.6 0.601
FINAL
0.9609
19.8 108.7
98.3 0.539
KCGK
L I
N
G 18008 Sky Park Circle, Suite 250
CONSOLIDATION TEST
Consulting Irvine, Ca. 92614
Group, Inc. Tel: (949)797-6241 Fax: (949)797-6260
CURVE
APPENDIX D
SEISMIC SETTLEMENT/LIQUEFACTION ANALYSIS
LIQUEFACTION ANALYSIS
KB -1B
Hole No.= Water Depth=80 ft Magnitude=8.1
Ground Improvement of Fill=30 ft
Shear Stress Ratio
(ft) 0
0 -
— 10
- 20
30 fs1=1
0.5 40 CRR CSR fs1—
— Shaded Zone has Liquefaction Potential
— 50
U
3 — 60
A
5 70
70 Acceleration=0.859g
Factor of Safety
01 5
Settlement
0 (in.)
i
1 S = 0.29 in.
Saturated —
Unsaturat. —
KCG
KLING
Consulting
�� Group, Inc.
LIQUEFACTION ANALYSIS
KB -2B
Hole No.= Water Depth=80 ft Magnitude=8.1
Ground Improvement of Fill=65 ft
Shear Stress Ratio
(ft) 0
0 -
— 10
- 20
30 fs1=1
0.5 40 CRR CSR fs1—
— Shaded Zone has Liquefaction Potential
— 50
U
3 — 60
A
5 70
70 Acceleration=0.859g
Factor of Safety
01 5
Settlement
0 (in.)
I I
1 S = 0.52 in.
Saturated —
Unsaturat. —
KCG
KLING
Consulting
�� Group, Inc.
LIQUEFACTION ANALYSIS
KB -3B
Hole No.= Water Depth=80 ft Magnitude=8.1
Ground Improvement of Fill=46 ft
Shear Stress Ratio
(ft) 0
0 -
— 10
- 20
30 fs1=1
0.5 40 CRR CSR fs1—
— Shaded Zone has Liquefaction Potential
— 50
U
3 — 60
A
5 70
70 Acceleration=0.859g
Factor of Safety
01 5
Settlement
0 (in.) 1
7 S = 0.75 in.
Saturated —
Unsaturat. —
KCG
KLING
Consulting
�� Group, Inc.
LIQUEFACTION ANALYSIS
KB -4B
Hole No.= Water Depth=80 ft Magnitude=8.1
Ground Improvement of Fill=60 ft
Shear Stress Ratio
(ft) 0
0 -
— 10
- 20
30 fs1=1
0.5 40 CRR CSR fs1—
— Shaded Zone has Liquefaction Potential
— 50
U
3 — 60
0 A
5 70
70 Acceleration=0.859g
Factor of Safety
01 5
Settlement
0 (in.)
I I I I
S = 0.43 in.
Saturated —
Unsaturat. —
KCG
KLING
Consulting
�� Group, Inc.
LIQUEFACTION ANALYSIS
KB -6B
Hole No.= Water Depth=80 ft Magnitude=8.1
- 10
- 20
30 Ground Improvement of Fill=20 ft
Shear Stress Ratio
0 0.5
fs1=1
- 40 CRR CSR fs1-
- Shaded Zone has Liquefaction Potential
— 50
U
3 — 60
A
5 70
Acceleration=0.859g
Factor of Safety
01 5
Settlement
0 (in.)
I I I I I I I I
1 S = 0.91 in.
Saturated —
Unsaturat. —
KCG KLING
Consulting
Group, Inc.
LIQUEFACTION ANALYSIS
KB -8B
Hole No.= Water Depth=95 ft Magnitude=8.1
Ground Improvement of Fill=55 ft
Shear Stress Ratio
(ft) 0
0 -
10 20
— 30
— 40
fs1=1
0.5 CRR CSR fs-
Shaded Zone has Liquefaction Potential
50 60
o
H
U
70 Acceleration=0.8598
Factor of Safety
01 5
Settlement
0 (in.)
Saturated —
Unsaturat. —
KCG KLING
Consulting
Group, Inc.
LIQUEFACTION ANALYSIS
KB -9B
Hole No.= Water Depth=95 ft Magnitude=8.1
Ground Improvement of Fill=22 ft
Shear Stress Ratio
(ft)o 0
10 r 20
30 — 40
fs1=1
Acceleration=0.859g
Factor of Safety Settlement
0.5 0 1 5 0 (in.)
CRR CSR fst—
Shaded Zone has Liquefaction Potential
50 a 70
1 S = 0.54 in.
Saturated —
Unsaturat. —
KCG KLING
Consulting
�� Group, Inc.
LIQUEFACTION ANALYSIS
KB -10B
(ft)
0 -10
- 20
30 Hole No.= Water Depth=90 ft
Ground Improvement of Fill=90 ft
Shear Stress Ratio
0 Magnitude=8.1
Acceleration=0.859g
Factor of Safety Settlement
0.5 0 1 5 0 (in.) 1
fs1=1
40 CRR CSR fs1—
— Shaded Zone has Liquefaction Potential
50 U
60 A
LU
a 70
S = 0.30 in.
Saturated —
Unsaturat. —
KCG KLING
Consulting
�� Group, Inc.
LIQUEFACTION ANALYSIS
KB -12B
(ft)
0 -10
- 20
30 Hole No.= Water Depth=90 ft
Ground Improvement of Fill=37 ft
Shear Stress Ratio
0 Magnitude=8.1
Acceleration=0.859g
Factor of Safety Settlement
0.5 0 1 5 0 (in ) 1
fs1=1
40 CRR CSR fs1—
— Shaded Zone has Liquefaction Potential
50 U
60 A
LU
a 70
i
S=0.30 in.
Saturated —
Unsaturat. —
KCG KLING
Consulting
�� Group, Inc.
LIQUEFACTION ANALYSIS
KB -14B
(ft)
10 20
- 30
Hole No.= Water Depth=90 ft
Ground Improvement of Fill=120 ft
Shear Stress Ratio
0 0.5
fs1=1
40 CRR CSR fsl—
— Shaded Zone has Liquefaction Potential
CivilTech Software USA www.civiltech.com
50 60
70 Magnitude=8.1
Acceleration=0.8598
Factor of Safety
01 5
Settlement
0 (in.)
10 i
S = 1.14 in.
Saturated —
Unsaturat. —
KCG oLIUN g
Group, Inc.
LIQUEFACTION ANALYSIS
KB -15B
Hole No.= Water Depth=25 ft Magnitude=8.1
Ground Improvement of Fill=90 ft
Shear Stress Ratio
(ft) 0
0 -
5 — 10
T
15 — 20
25 o
o-
35 35
Acceleration=0.859g
Factor of Safety Settlement
0.5 0 1 5 0 (in.)
fs1=1
CRR CSR fsl-
Shaded Zone has Liquefaction Potential Unsaturat. —
S= 0.34 in.
Saturated —
KCG KLING
Consulting
Group, Inc.
LIQUEFACTION ANALYSIS
KB -17B
Hole No.= Water Depth=45 ft Magnitude=8.1
Ground Improvement of Fill=40 ft
Shear Stress Ratio
(ft) 0
0 -
— 10
- 20
fs1=1
0.5 30 CRR CSR fsl—
Shaded Zone has Liquefaction Potential
40 50
a
U
3 — 60
0 A
5 70
70 Acceleration=0.859g
Factor of Safety
01 5
Settlement
0 (in.)
S= 0.16 in.
Saturated —
Unsaturat. —
KCG
KLING
Consulting
Group, Inc.
LIQUEFACTION ANALYSIS
KB -18B
Hole No.= Water Depth=40 ft Magnitude=8.1
5 - 10
T
15 - 20
o
35 Ground Improvement of Fill=25 ft
Acceleration=0.859g
Shear Stress Ratio Factor of Safety Settlement
0 0.5 0 1 5 0 (in.)
fs1=1
CRR CSR fs1—
Shaded Zone has Liquefaction Potential Unsaturat. —
S = 0.23 in.
Saturated —
KCG KLING
Consulting
Group, Inc.
LIQUEFACTION ANALYSIS
KB -1B
Hole No.= Water Depth=100 ft Magnitude=8.1
Acceleration=0.8598
LiquefyPro CivilTech Software USA www.civiltech.com
lft)
-0
E
- 10
- 20
30 40
Shear Stress Ratio Factor of Safety
0 0.5 0 1 5
fs1=1
50 CRR CSR fs�
60 70
Settlement
0 (in.) 10
S = 1.09 in.
Saturated —
Shaded Zone has Liquefaction Potential Unsaturat. —
KCG KLING
Consulting
� -Group, Inc.
LIQUEFACTION ANALYSIS
KB -2B
Hole No.= Water Depth=100 ft
Shear Stress Ratio
(ft) 0
0 —10
20 30
40 fs1=1
50 CRR CSR fs9—
Magnitude=8.1
Acceleration=0.859g
Factor of Safety
0.5 0 1 5
Settlement
0 (in.)
I I It
S = 4.99 in.
10 Saturated —
- Shaded Zone has Liquefaction Potential Unsaturat. —
60 — 70
KCG KLING
Consulting
- Group, Inc.
LIQUEFACTION ANALYSIS
KB -3B
o
•
U
N
U
o
6 Hole No.= Water Depth=100 ft
Shear Stress Ratio
(ft) 0
0 — 10
— 20
30 40
50 60
70 Magnitude=8.1
Acceleration=0.8598
Factor of Safety Settlement
0.5 0 1 5 0 (in.)
10 �
r
I
(
fs1=1
i
S = 6.31 in.
CRR CSR fsl—
Shaded Zone has Liquefaction Potential
Saturated —
Unsaturat. —
KCG KLING
Consulting
- Group, Inc.
LIQUEFACTION ANALYSIS
KB -4B
o
•
U
N
U
o
6 Hole No.= Water Depth=100 ft
Shear Stress Ratio
(ft) 0
o
— 10
— 20
30 40
50 60
70 Magnitude=8.1
Acceleration=0.8598
Factor of Safety Settlement
0.5 0 1 5 0 (in.)
10 �
i
I I I
rf
C
fs1=1
i
S= 3.62 in.
CRR CSR fs';—
Shaded Zone has Liquefaction Potential
Saturated —
Unsaturat. —
KCG KLING
Consulting
- Group, Inc.
LIQUEFACTION ANALYSIS
KB -6B
Hole No.= Water Depth=100 ft Magnitude=8.1
Acceleration=0.859g
Shear Stress Ratio
(0) 0
0 -
L
10 — 20
— 30
CivilTech Software USA www.civiltech.com
a0
2 Q
40 50
60 70
fsl =1
0.5 CRR CSR fsl�
Shaded Zone has Liquefaction Potential Unsaturat. —
Factor of Safety
01 5
Settlement
0 (in.)
S = 5.41 in.
10 Saturated —
KCG KLING
Consulting
Group, Inc.
LIQUEFACTION ANALYSIS
KB -8B
Hole No.= Water Depth=100 ft Magnitude=8.1
Acceleration=0.859g
0 LiquefyPro CivilTech Software USA www.civilte
Shear Stress Ratio
(ft) 0
0 —10
20 30
40 fs1=1
0.5 50 CRR CSR fs
Shaded Zone has Liquefaction Potential
60 70
Factor of Safety Settlement
0 1 5 0 (in.) 10
i i i —I i I
S = 2.61 in.
Saturated
Unsaturat.
KCG KLING
Consulting
- Group, Inc.
LIQUEFACTION ANALYSIS
KB -9B
Hole No.= Water Depth=100 ft
Shear Stress Ratio
(ft) 0
o
— 10
— 20
30 40
50 o
60 N
N
U
o
6 70
Magnitude=8.1
Acceleration=0.8598
Factor of Safety Settlement
0.5 0 1 5 0 (in.)
10 1y
i
I I I
fs1=1
i
S = 4.71 in.
CRR CSR fsl—
Shaded Zone has Liquefaction Potential
Saturated —
Unsaturat. —
KCG KUNG
Consulting
Group, Inc.
LIQUEFACTION ANALYSIS
KB -10B
Hole No.= Water Depth=100 ft Magnitude=8.1
Acceleration=0.8598
CivilTech Software USA www.civilt
Shear Stress Ratio
(ft) 0
0 -
10 — 20
— 30
— 40
fs1=1
0.5 50 CRR CSR fsl—
Shaded Zone has Liquefaction Potential
- 60
70 Factor of Safety
01 5
Settlement
0 (in.)
1 S = 0.60 in.
Saturated —
Unsaturat. —
KCG KLING
Consulting
� - Group, Inc.
LIQUEFACTION ANALYSIS
KB -12B
Hole No.= Water Depth=100 ft Magnitude=8.1
Acceleration=0.859g
Shear Stress Ratio
(ft) 0
0 -
L
10 r
— 20
30 — 40
50 0
3 60
7 N
LU
U
a 70
J
fsl =1
Factor of Safety
0.5 0 1 5
CRR CSR
Shaded Zone Zone has Liquefaction Potential Unsaturat. — Settlement
0 (in.)
10 Iii
S = 3.32 in.
Saturated —
KCG
KLING
Consulting
Group, Inc.
LIQUEFACTION ANALYSIS
KB -146
Hole No.= Water Depth=100 ft Magnitude=8.1
Acceleration=0.859g
Shear Stress Ratio
(ft) 0
0 —
— 10
— 20
— 30
40 — 50
E 60
o
O
o
H
o
70 fs1=1
Factor of Safety
0.5 0 1 5
Settlement
0 (in.) 50
S = 10.47 in.
CRR CSR fs1— Saturated —
Shaded Zone has Liquefaction Potential Unsaturat. —
KCG
KLING
Consulting
Group, Inc.
LIQUEFACTION ANALYSIS
KB -15B
Hole No.= Water Depth=45 ft
Shear Stress Ratio
(ft) 0
0 -
— 10
— 20
30 — 40
50 U
U
3 — 60
0 A
5 70
Magnitude=8.1
Acceleration=0.859g
Factor of Safety Settlement
0.5 0 1 5 0 (in.) 50
fs1=1
CRR CSR fs1—
Shaded Zone has Liquefaction Potential
i
S = 10.15 in.
Saturated —
Unsaturat. —
KCG KLING
Consulting
Group, Inc.
LIQUEFACTION ANALYSIS
KB -17B
Hole No.= Water Depth=65 ft
Shear Stress Ratio
(ft) 0
0 -
— 10
— 20
30 — 40
50 U
U
3 — 60
0 A
5 70
fs1=1
0.5 CRR CSR fs1—
Shaded Zone has Liquefaction Potential
\ /
Magnitude=8.1
Acceleration=0.859g
Factor of Safety
01 5
Settlement
0 (in.) 10
S = 2.41 in.
Saturated —
Unsaturat. —
KCG KLING
Consulting
�� Group, Inc.
LIQUEFACTION ANALYSIS
KB -18B
Hole No.= Water Depth=65 ft Magnitude=8.1
Acceleration=0.859g
Shear Stress Ratio
(ft) 0
0 -
— 10
— 20
30 — 40
50 U
U
3 — 60
0 A
o
a
70 fs1=1
0.5 /
CRR CSR fs1—
Shaded Zone has Liquefaction Potential Unsaturat. —
Factor of Safety
01 5
Settlement
0 (in.)
i _
S= 5.57 in.
10 Saturated —
\/
KCG
KLING
Consulting
Group, Inc.
APPENDIX E
SLOPE STABILITY ANALYSIS
0 100 200 300
1000.00 Ibs/ft2
L itft;0.184
Deterministic Global Minimum
FS (deterministic) = 1.299
FS (mean) = 1.300
PF = 0.000%
RI (normal) = 3.801
RI (lognormal) = 4.295
Tst
-500 -400
-300
-200 -100 0 100
KCG K
Consultin
Group,
SLIDEINTERPRET 9.024
Project
18060-06 Beaumont Pointe
L I N G
g
Group
Group 1
Scenario
Cross Section 2'-2 Overall Stability Pseudo
Inc.
Drawn By
John Holder
Company Kling Consulting Group
Date
10/19/2022, 7:32:12 PM
FlielVame Cross Section 2-2 (1).slmd
0 100 200
1000.00 Ibs/ft2
Tst
Deterministic Global Minimum
FS (deterministic) = 2.014
FS (mean) = 2.016
PF = 0.000%
RI (normal) = 8.041
RI (lognormal) = 11.165
,
-550 -500 -450 -400 -350 -300
-250
-200 -150 -100 -50 0
KC G K
Consultin
Group,
SLIDEINTERPRET 9.024
Project
18060-06 Beaumont Pointe
L I N G
g
Inc.
Group
Group 1
Scenario
Cross Section 2'-2 Overall Stability Static
Drawn By John Holder
Company Kling Consulting Group
Date 10/19/2022, 7:32:12 PM
FiieName Cross Section 2-2 (1).slmd
0 100 200 300 400 500
'
Tst
d
F
Deterministic Global Minimum
FS (deterministic) = 1.127
FS (mean) = 1.134
PF = 1.400%
RI (normal) = 2.221
RI (lognormal) = 2.339
I ► 0.184
VJ
I
4 -100
0 100
200
300
400 500 600 700
J?1 1J
SLIDEINTERPRET 9.024
Project
18060-06 Beaumont Pointe
K L I N G
Consulting
Group, Inc,
Group
Group 1
Scenario
Cross Section 10-10' Overall Stability Psuedo
Drawney
John Holder
Company Kling Consulting Group
Date
9/8/2022, 1:05:43 PM
File Name Slide Cross Section 10-10'.slmd
0 100 200 300 400 500
`n
Tst
A
Deterministic Global Minimum
FS (deterministic) = 1.727
FS (mean) = 1.738
PF = 0.000%
RI (normal) = 7.855
RI (lognormal) = 10.204
-100 0
100
200
300 400 500 600
700
SLIDEINTERPRET
Project
18060-06 Beaumont Pointe
KCG K L I N G
Consulting
Group, Inc.
9.024
Group
Group 1
Scenario
Cross Section 10-10 Overall Stability Static
Drawn By
John Holder
Company Kling Consulting Group
Date
9/8/2022, 1:05:43 PM
File Name Slide Cross Section 10-10'.slmd
O
O-
a'
a
O—
M
O
O—
N
O
O—
0 I►
Tst
\wi.4: 0.184
I
Deterministic Global Minimum
FS (deterministic) = 1.241
FS (mean) = 1.242
PF = 0.000%
RI (normal) = 3.242
RI (lognormal) = 3.579
-100 0 100 200 300 400 500
SLIDEINTERPRET
Project
18060-06 Beaumont Pointe
KCG K L I N G
Consulting
Group, Inc.
9.024
Group
Group 1
Scenario
Cross Section 11-11 Overall Stability Psuedo
Drawn By John Holder
Company Kling Consulting Group
Date 9/8/2022, 1:05:43 PM
File Name Slide Cross Section 11'-11.slmd
0 50 100 150 200 250 300
Deterministic Global Minimum
FS (deterministic) = 1.882
FS (mean) = 1.883
PF = 0.000%
RI (normal) = 7.574
RI (lognormal) = 10.202
Ir
-50 0 50 100 150 200 250 300 350 400 450
SLIDEINTERPRET
Project
18060-06 Beaumont Pointe
KCG K L I N G
Consulting
Group, Inc.
9.024
Group
Group 1
Scenario
Cross Section 11-11 Overall Stability Static
Drawn By John Holder
Company Kling Consulting Group
Date 9/8/2022, 1:05:43 PM
File Name Slide Cross Section 11'-11.slmd
O
O -
=
o
o—
d -
0 O—
M
O
O—
N
O
O
=
o
Tst
\wi.4: 0.184
I
Deterministic Global Minimum
FS (deterministic) = 1.181
FS (mean) = 1.182
PF = 0.800%
RI (normal) = 2.489
RI (lognormal) = 2.675
-100 0
100
200 300 400 500 600
700
SLIDEINTERPRET
Project
18060-06 Beaumont Pointe
KCG K L I N G
Consulting
Group, Inc.
9.024
Group
Group 1
Scenario
Cross Section 12'-12 Overall Stability Psuedo
Drawn By
John Holder
Company Kling Consulting Group
Date
9/8/2022, 1:05:43 PM
File Name Slide Cross Section 12'-12.slmd
O
O
0 0-
M
a
N
O
O
0-
D'.O-
Tst
Deterministic Global Minimum
FS (deterministic) = 1.788
FS (mean) = 1.790
PF = 0.000%
RI (normal) = 6.922
RI (lognormal) = 9.109
-100 0
100
200 300 400 500
SLIDEINTERPRET
Project
18060-06 Beaumont Pointe
KCG K L I N G
Consulting
Group, Inc,
9.024
Group
Group 1
Scenario
Cross Section 12'-12 Overall Stability Static
Drawn By
John Holder
Company Kling Consulting Group
Date
9/8/2022, 1:05:43 PM
File Name Slide Cross Section 12'-12.slmd
0 0
a
0 0
co
0 o -
N
0 ,-.
0-
lidill.
Tst
0.184
ilim:
I
Deterministic Global Minimum
FS (deterministic) = 1.229
FS (mean) = 1.232
PF = 0.000%
RI (normal) = 3.083
RI (lognormal) = 3.388
I n
0 100
200
300 400 500
600
SLIDEINTERPRET
Project
18060-06 Beaumont Pointe
KCG K L I N G
Consulting
Group, Inc,
9.024
Group
Group 1 Master Scenario
Scenario
Cross Section 13-13' Overall Stability Psuedo
Drawn By
John Holder
Company Kling Consulting Group
Date
9/8/2022, 1:05:43 PM
File Name Slide Cross Section 13-13'.slmd
=
0—
")-
-
o -
to -
N _
O -
O -
CV _
O
Cn
o—
0 to
o—
Ts t
Deterministic Global Minimum
FS (deterministic) = 1.852
FS (mean) = 1.854
PF = 0.000%
RI (normal) = 7.514
RI (lognormal) = 10.049
50 100
150
200 250 300 350 400 450 500
SLIDEINTERPRET
Project
18060-06 Beaumont Pointe
KCG K L I N G
Consulting
Group, Inc.
9.024
Group
Group 1 Master Scenario
Scenario
Cross Section 13-13 Overall Stability Static
Drawn By
John Holder
Company Kling Consulting Group
Date
9/8/2022, 1:05:43 PM
File Name Slide Cross Section 13-13'.slmd
0 o —
Lc'
=
-
0 0—
.4-
0 0—
C,)
o-
0 o—
=
0 Tst
I ► 0.184
` ",•
Deterministic Global Minimum
FS (deterministic) = 1.185
FS (mean) = 1.186
PF = 0.800%
RI (normal) = 2.517
RI (lognormal) = 2.709
0 100
200
300
400 500 600 700
800
KCG K L I N G
Consulting
Group, Inc,
SLIDEINTERPRET 9.024
Project
18060-06 Beaumont Pointe
Group
Group 1
Scenario
Cross Section 14'-14 Overall Stability Psuedo
Drawn By
John Holder
Company Kling Consulting Group
Date
9/8/2022, 1:05:43 PM
File Name
Slide Cross Section 14'-14.slmd
0 o -
_
0 o—
M
0 0-
Deterministic Global Minimum
FS (deterministic) = 1.805
FS (mean) = 1.806
PF = 0.000%
RI (normal) = 6.962
RI (lognormal) = 9.200
0 100
200
300
400 500 600
SLIDEINTERPRET
Project
18060-06 Beaumont Pointe
KCG K L I N G
Consulting
Group, Inc,
9.024
Group
Group 1
Scenario
Cross Section 14'-14 Overall Stability Static
Drawn By
John Holder
Company Kling Consulting Group
Date
9/8/2022, 1:05:43 PM
File Name Slide Cross Section 14'-14.slmd
0 100 200 300
I.
Tst
w.iii 0.184
I
Deterministic Global Minimum
FS (deterministic) = 1.247
FS (mean) = 1.248
PF = 0.000%
RI (normal) = 3.277
RI (lognormal) = 3.627
-600 -500
-400
-300
-200 -100 0
SLIDEINTERPRET
Project
18060-06 Beaumont Pointe
KC G K L I N G
Consulting
Group, Inc.
9.024
Group
Group 1
Scenario
Cross Section 15-15 Overall Stability Pseudo
Drawn By
John Holder
Company Kling Consulting Group
Date
10/19/2022, 3:38:39 PM
FiieName Cross Section 15-15.slmd
-50 0 50 100 150 200 250
•
•
. •
• •
Tst
Deterministic Global Minimum
FS (deterministic) = 1.895
FS (mean) = 1.897
PF = 0.000%
RI (normal) = 7.672
RI (lognormal) = 10.367
•
•
-500 -450 -400
-350
-300
-250
-200 -150 -100 -50 0
SLIDEINTERPRET
Project
18060-06 Beaumont Pointe
KC GK'-' N G
Consulting
Group, Inc.
9.024
Group
Group 1
Scenario
Cross Section 15-15 Overall Stability Static
Drawn By
John Holder
Company Kling Consulting Group
Date
10/19/2022, 3:38:39 PM
FiieName Cross Section 15-15.slmd
0 100 200 300 400 500
l 1 1 l l 1 1 l l l l 1 1 1 J I l i 1 1 1 1 i[ l i J l
1000.00 Ibsift2
Deterministic Global Minimum
FS (deterministic) = 1.094
FS (mean) = 1.185
PF = 1.100%
RI (normal) = 1.985
RI (lognormal) = 2.123
Af
•.
- efiedAlluviurn
Tst
-700 -600 -500 -400 -300
-200 -100 0 100 200
KC G K L I N
Consulting
Group, Inc.
SLIDEINTERPRET 9.024
Project
18060-06 Beaumont Pointe
G
Group
Group 1
Scenario
Cross Section 1-1 Post Earthquake Non Circular
Drawn By John Holder
Company Kling Consulting Group
Date 10/19/2022, 4:15:29 PM
File Name Cross Section 1'-1.slmd
300
1000.00 lbs/ft2
o
a -
N
Deterministic Global Minimum
FS (deterministic) = 1.283
_
•
FS (mean) = 1.357
PF = 0.000%
RI (normal) = 3.939
RI (lognormal) = 4.543
0 O-
Af ..
.l
•
Tst
_r
•.
Liquefied Alluvium
0—
I I
-600 -550 -500 -450 -400 -350 -300 -250 -200 -150 -100 -50 0 KC G
SLIDEINTERPRET 9.024
K
Consulting
Group,
L
I N
Inc,
G
Project
18060-06 Beaumont Pointe
Group
Group 1
Scenario
Cross Section 1-1 Post Earthquake
Drawn By John Holder
Company Kling Consulting Group
Date 10/19/2022, 4:15:29 PM
File Name Cross Section 1'-1.slmd
100 I I I I20� 130 I I I4�0
1000.00 Ibs/ft2
► 0.184
Deterministic Global Minimum
FS (deterministic) = 1.160
FS (mean) = 1.168
PF = 1.100%
RI (normal) = 2.317
RI (lognormal) = 2.473
Af
Tst
Qal
500 -400 -300
-200 -100 0 100
KC G K
Consulting
Group,
SLIDEINTERPRET 9.024
Project
18060-06 Beaumont Pointe
L I N G
Inc.
Group
Group 1
Scenario
Cross Section 1-1 Pseudo Non Circular
Drawn By John Holder
Company Kling Consulting Group
Date 10/19/2022, 4:15:29 PM
File Name Cross Section 1'-1.slmd
0 100 2901 300 490 500
l l l l l l l I i 1 i I i i i I I I I i I I I
1000.00 Ibs/ft2
0.184
\wi.4:
I
Deterministic Global Minimum
FS (deterministic) = 1.172
FS (mean) = 1.180
PF = 0.600%
RI (normal) = 2.471
RI (lognormal) = 2.653
r
V
Tst
Af
Qal
600 -500 -400 -300 -200 -100 0 100 200
KC G K L I
Consulting
Group,
SLIDEINTERPRET 9.024
Project
18060-06 Beaumont Pointe
N G
Inc,
Group
Group 1
Scenario
Cross Section 1-1 Pseudo
Drawn By John Holder
Company Kling Consulting Group
Date 10/19/2022, 4:15:29 PM
File Name Cross Section 1'-1.slmd
0 0—
M
0 0—
N
0 0-
0 1000.00 Ibs/ft2
Deterministic Global Minimum
FS (deterministic) = 1.748
FS (mean) = 1.760
PF = 0.000%
RI (normal) = 6.920
RI (lognormal) = 9.038
V
Af
Tst
Qal
-600 -500
-400 -300
-200 -100 0
KC G I< I
Consulting
Project
18060-06 Beaumont Pointe
N G
Inc.
Group
Group 1
Scenario
Cross Section 1-1 Static Non Circular
Drawn By
John Holder
Company Kling Consulting Group
Group,
SLIDEINTERPRET 9.024
Date
10/19/2022, 4:15:29 PM
FiieName
Cross Section 1'-1.slmd
0 O
v)
0 0—
N
0 o•
0 1000.00 Ibs/ft2
Af
Deterministic Global Minimum
FS (deterministic) = 1.776
FS (mean) = 1.788
PF = 0.000%
RI (normal) = 6.964
RI (lognormal) = 9.160
,
Tst
._
Qal
1 -500 -400 -300 -200 -100 0 100
K L
KCG Consulting
Group,
SIIDEINTERPRET 9.024
Project
18060-06 Beaumont Pointe
I N G
Inc.
Group
Group i Cross Section 1
Scenario ,
1 Static
Drawn By John Holder
Company Kling Consulting Group
Date 10/19/2022, 4:15:29 PM
File Name Cross Section 1'-1.slmd
300
Deterministic Global Minimum
FS (deterministic) = 1.365
FS (mean) = 1.400
PF = 0.000%
RI (normal) = 5.304
RI (lognormal) = 6.224
o-
0 -
N
o-
1000.00 Ibs/ft2
c,_
Af
o
=
►.1
Liquefied Alluvium
=
Tst
-600 -500 -400 -300 -200 -100 0 100 200
KC G
SLIDEINTERPRET 9.024
K
Consulting
Group,
L
I N
Inc.
G
Project
18060-06 Beaumont Pointe
Group
Group 1
Scenario
Cross Section 3-3' Post Earthquake Non Circular
Drawn By John Holder
Company Kling Consulting Group
Date 10/19/2022, 8:26:03 PM
File Name Cross Section 3-3'.slmd
200
Deterministic Global Minimum
FS (deterministic) = 1.708
FS (mean) = 1.721
PF = 0.000%
RI (normal) = 6.206
RI (lognormal) = 8.018
o—
1000.00 Ibs/ft2
1 o-
1 11
li
o
-
Qa1o_
Liquefied Alluvium
Tst
-500 -400 -300 -200 -100 0 100
KC G
SLIDEINTERPRET 9.024
K
Consulting
Group,
L
I N
Inc.
G
Project
18060-06 Beaumont Pointe
Group
Group 1
Scenario
Cross Section 3-3' Post Earthquake
Drawn By John Holder
Company Kling Consulting Group
Date 10/19/2022, 8:26:03 PM
File Name Cross Section 3-3'.slmd
-100 0 100 200 300
1 1 1 1 1 1 1 1 1 1 1111 I I I! I l I i 1 1 1 1 1111 I I l l 1111 III 1000.00 Ibs/ft2
\,0418 0.184
I
Deterministic Global Minimum
FS (deterministic) = 1.092
FS (mean) = 1.100
PF = 7.700%
RI (normal) = 1.438
RI (lognormal) = 1.478
r
r1
Af
Tst
Qal
-600 -500 -400 -300 -200
-100 0 100
200
SLIDEINTERPRET
Project
18060-06 Beaumont Pointe
KC G K L I N G
Consulting
Group, Inc.
9.024
Group
Group 1
Scenario
Cross Section 3-3' Pseudo Non Circular
Drawn By John Holder
Company Kling Consulting Group
Date 10/19/2022, 8:26:03 PM
File Name Cross Section 3-3'.slmd
0 -100 0 100 200 3C
Y
Tst
1000.00 Ibs/ft2
1 0.184
,
Deterministic Global Minimum
FS (deterministic) = 1.138
FS (mean) = 1.147
PF = 2.900%
RI (normal) = 1.901
RI (lognormal) = 2.004
Af
Qa1
-600 -500 -400 -300 -200 -100 0 100
SLIDEINTERPRET
Project
18060-06 Beaumont Pointe
K L I N G
KC G Con s u l t i n g
Group, Inc.
9.024
Group
Si3-3' Pseudo
Drawn By John Holder
Company Kling Consulting Group
Date 10/19/2022, 8:26:03 PM
File Name Cross Section 3-3'.slmd
age tso i o
0 c. -
co_
b
o —
N
0 0—
o-
o
._
Do
1000.00 Ibs/ft2
Deterministic Global Minimum
FS (deterministic) = 1.585
FS (mean) = 1.596
PF = 0.000%
RI (normal) = 5.935
RI (lognormal) = 7.407
Af
Tst
Qal
600 -500 -400 -300 -200 -100 0 100
200
SLIDEINTERPRET
Project
18060-06 Beaumont Pointe
KC G K L I N G
Consulting
Group, Inc.
9.024
Group
Group 1
Scenario
Cross Section 3-3' Static Non Circular
Drawn By John Holder
Company Kling Consulting Group
Date 10/19/2022, 8:26:03 PM
File Name Cross Section 3-3'.slmd
o-
N
Deterministic Global Minimum
FS (deterministic) = 1.708
FS (mean) = 1.721
PF = 0.0000/0
RI (normal) = 6.206
RI (lognormal) = 8.018
o-
1000.00 lbs/ft2
o-
-
Af
a
=
Qal
Tst
-500 -400 -300 -200 -100 0 100
KC G
SLIDEINTERPRET 9.024
K
Consulting
Group,
L
I N
Inc.
G
Project
18060-06 Beaumont Pointe
Group
Group 1
Scenario
Cross Section 3-3' Static
Drawn By John Holder
Company Kling Consulting Group
Date 10/19/2022, 8:26:03 PM
File Name Cross Section 3-3'.slmd
iol; 0.184
o
Deterministic Global Minimum
FS (deterministic) = 1.129
FS (mean) = 1.137
PF = 3.400%
RI (normal) = 1.821
RI (lognormal) = 1.910
0 0—
C)
1000.00 Ibsfft2
O
AfCV
1 S 1
o0-
Qal
0 100 200 300 400 500 600 700 80q
KC G K
Consulting
Group,
SLIDEINTERPRET 9.024
L
I N
Inc.
G
Project
18060-06 Beaumont Pointe
Group
Group 1
Scenario
Cross Section 4'-4 Overall Stability Pseudo
Drawn By John Holder
Company Kling Consulting Group
Date 10/10/2022, 11:41:41 AM
FiieName Slide Cross Section 4'-4.slmd
0 u,_
0.184
o
Deterministic Global Minimum
FS (deterministic) = 1.067
FS (mean) = 1.074
PF = 13.700%
RI (normal) = 1.122
RI (lognormal) = 1.133
300
1000.00 Ibs/ft2
200
Af
0 o—
o-
Tst Qal
0 100 200 300 400 500 600 700 800 90
Project
18060-06 Beaumont Pointe
KCGCo
Cons ng
Group,
SUDEINTERPRET 9.024
s
ultiN
Inc.
Group
Group 1
scenario
Cross Section 4'-4 Overall Stability Pseudo
Drawney John Holder
Company Kling Consulting Group
Date 10/10/2022, 11:41:41 AM
File Name Slide Cross Section 4'-4.slmd
0 100 200 300 400
1000.00 Ibs/ft2
Af
Deterministic Global Minimum
FS (deterministic) = 1.665
FS (mean) = 1.679
PF = 0.000%
RI (normal) = 5.936
RI (lognormal) = 7.581
Tst
Qal
I TI
0 100 200
300
400 500
I I
600 700
KCG K
Consulting
Group,
SLIDEINTERPRET 9.024
Project
18060-06 Beaumont Pointe
L I N G
Inc.
Group
Group 1
Scenario
Cross Section 4'-4 Overall Stability Static
Drawn By
John Holder
Company
Kling Consulting Group
Date
10/10/2022, 11:41:41 AM
File Name
Slide Cross Section 4'-4.slmd
0 1001 200 300 400
1 i i 1 I i 1 1 i 1I i rrrr 1 1 1 1 1 I 1 1 I I I i L 1 1 1000.00 Ibs/ft2
r
Af
Deterministic Global Minimum
FS (deterministic) = 1.539
FS (mean) = 1.550
PF = 0.000%
RI (normal) = 5.922
RI (lognormal) = 7.290
�-"
Qal
Tst
rte I
-
0 100 200
300
400
500 600 700 800
KCG K
Consulting
Project
18060-06 Beaumont Pointe
I
Inc.
Group
Scenario
Drawn By
John Holder
Company Kling Consulting Group
Group,
SLIDEINTERPRET 9.024
Date
10/10/2022, 11:41:41 AM
File Name Slide Cross Section 4'-4.slmd
0 0 —
co
1000.00 Ibs/ft2
o
N
Af
Deterministic Global Minimum
FS (deterministic) = 1.475
FS (mean) = 1.475
PF = 0.000%
RI (normal) = 5.083
RI (lognormal) = 6.109
o
-
o—
Tst — Qal
-
iquefied Alluvium
0 100 200 300 400 500 600
KC G
SLIDEINTERPRET 9.024
K
Consulting
Group,
L
I N
Inc.
G
Project
18060-06 Beaumont Pointe
Group
Group 1
Scenario
Cross Section 4'-4 Overall Stability Post Earthquake
Drawn By John Holder
Company Kling Consulting Group
Date 10/10/2022, 11:41:41 AM
File Name Slide Cross Section 4'-4.slmd
500
Deterministic Global Minimum
FS (deterministic) = 1.151
FS (mean) = 1.147
PF = 0.974%
RI (normal) = 2.192
RI (lognormal) = 2.318
300 400
1000.00 Ibs/ft2
r r
200
l'i
Af
o
Tst Qal
o
0 100 200 300 400 500 600 700 800
KCG
SLIDEINTERPRET 9.024
K
Consulting
Group,
L
I N
Inc,
G
Project
18060-06 Beaumont Pointe
Group
Group 1
Scenario
Cross Section 4'-4 Overall Stability Post Earthquake
Drawn By John Holder
Company Kling Consulting Group
Date 10/10/2022, 11:41:41 AM
File Name Slide Cross Section 4'-4.slmd
300
Deterministic Global Minimum
FS (deterministic) = 1.323
FS (mean) = 1.332
PF = 0.000%
RI (normal) = 4.528
RI (lognormal) = 5.183
1000.00 lbs/ft2
0 -
U-,-_
r
O -
O-
N=
o-
Af
\Qal
o-
o_
u"—_
Liquefie
Qal
vium
Tst
_
o-
0 50 100 150 200 250 300 350 400 450 500 550 600
KC G
SLIDEINTERPRET 9.024
K
Consulting
Group,
L
I N
Inc,
G
Project
18060-06 Beaumont Pointe
Group
Group 1
Scenario
Cross Section 5-5' Overall Stability Post Earthquake
Drawn By John Holder
Company Kling Consulting Group
Date 10/10/2022, 12:41:08 PM
File Name Slide Cross Section 5-5'.slmd
100 200 300
l l l l
Qal
nvium
r
------------ Qal
1000.00 Ibs/ft2
Af
Tst
r
Deterministic Global Minimum
FS (deterministic) = 1.434
FS (mean) = 1.442
PF = 0.000%
RI (normal) = 5.576
RI ( anormall = 6.637
II Liquefie
.
0 50 100 150
200 250 300
350 400 450 500 550 600
KC GK'—'
Consulting
Group,
SLIDEINTERPRET 9.024
Project
18060-06 Beaumont Pointe
N G
Inc.
Group
Group 1
Scenario
Cross Section 5-5' Overall Stability Post Earthquake
Drawn By
John Holder
Company Kling Consulting Group
Date
10/10/2022, 12:41:08 PM
File Name Slide Cross Section 5-5'.slmd
o
0—
Deterministic Global Minimum
FS (deterministic) = 1.041
FS (mean) = 1.048
PF = 23.400%
RI (normal) = 0.766
RI (lognormal) = 0.755
I / 0.184
+IW,WVJ
I
300 4
1000.00 Ibs/ft2
y
r
O
0—
C'.' =
Af
'I
O
o_
=
0-
/
Qal Qal
Tst
-100 0 100 200 300 400 500 600
KCG
SLIDEINTERPRET 9.024
K
Consulting
Group,
L I
N
Inc.
G
Project
18060-06 Beaumont Pointe
Group
Group 1
Scenario
Cross Section 5-5' Overall Stability Pseudo
Drawn By John Holder
Company Kling Consulting Group
Date 10/10/2022, 12:41:08 PM
File Name Slide Cross Section 5-5'.slmd
i 100 200 300 400 500
Il
Qal
Af
Qa1
1000.00 Ibs/ft2
I / 0.184
+I,WVJ
I
Deterministic Global Minimum
FS (deterministic) = 1.096
FS (mean) = 1.103
PF = 7.600%
RI (normal) = 1.442
RI (lognormal) = 1.484
\
Tst
au
-100 0 100 200 300 400 500 600 700
SLIDEINTERPRET
Project
18060-06 Beaumont Pointe
KCG K L I N G
Consulting
Group, Inc,
9.024
Group
Group 1
Scenario
Cross Section 5-5' Overall Stability Pseudo
Drawn By John Holder
Company Kling Consulting Group
Date 10/10/2022, 12:41:08 PM
File Name Slide Cross Section 5-5'.slmd
U)
o
Deterministic Global Minimum
FS (deterministic) = 1.513
FS (mean) = 1.524
PF = 0.000%
RI (normal) = 5.475
RI (lognormal) = 6.684
oos
1000.00 lbs/ft2
0 AfN
O
Qal Qa1
Tst
-100 0 100 200 300 400 500 600 700
KCGK
SLIDEINTERPRET 9.024
Con
Group,
L
s
I N
u l t
Inc.
G
i n g
Project
18060-06 Beaumont Pointe
Group Group 1
Scenario Cross Section 5-5' Overall Stability Static
Drawn By John Holder
Company Kling Consulting Group
Date 10/10/2022, 12:41:08 PM
File Name Slide Cross Section 5-5'.slmd
age
0 100 200 300 400 501
y
Af
\ Qal
Tst
1000.00 Ibs/ft2
Deterministic Global Minimum
FS (deterministic) = 1.630
FS (mean) = 1.642
PF = 0.000%
RI (normal) = 5.961
RI (lognormal) = 7.537
r
r
Qal
-100 0 100
200 300 400 500 600
SLIDEINTERPRET
Project
18060-06 Beaumont Pointe
KCG K L I N G
Consulting
Group, Inc,
9.024
Group
Group 1
Scenario
Cross Section 5-5' Overall Stability Static
Drawn By
John Holder
Company Kling Consulting Group
Date
10/10/2022, 12:41:08 PM
File Name Slide Cross Section 5-5'.slmd
0 100 200 300 400
N _ i I I I I I I i I I l I l i! I I I I I I I, I I
1 1000.00 Ibs/ft2
Deterministic Global Minimum
FS (deterministic) = 1.547
FS (mean) = 1.549
PF = 0.000%
RI (normal) = 5.636
RI (lognormal) = 6.934
1 C
Af
Tst
Qa1
-100 0 100 200 300 400 500 600
SLIDEINTERPRET
Project
18060-06 Beaumont Pointe
KCG K L I N G
Consulting
Group, Inc.
9.024
Group
Group 1
Scenario
Cross Section 6-6' Overall Stability Post Earthquake
Drawn By John Holder
Company Kling Consulting Group
Date 10/10/2022, 2:11:24 PM
File Name Slide Cross Section 6-6'.slmd
400
Deterministic Global Minimum
FS (deterministic) = 1.705
FS (mean) = 1.706
PF = 0.000%
RI (normal) = 5.895
RI (lognormal) = 7.583
300
1000.00 Ibs/ft2
0 0
N
Af
0 Qal
AI
Qal
Tst
0-
-100 0 100 200 300 400 500
KC GK'—'
SLIDEINTERPRET 9.024
Consulting
Group,
N
Inc,
G
Project
18060-06 Beaumont Pointe
Group
Group 1
Scenario
Cross Section 6-6' Overall Stability Post Earthquake
Drawn By John Holder
Company Kling Consulting Group
Date 10/10/2022, 2:11:24 PM
File Name Slide Cross Section 6-6'.slmd
400
Deterministic Global Minimum
FS (deterministic) = 1.083
FS (mean) = 1.084
PF = 11.500%
RI (normal) = 1.164
RI (lognormal) = 1.180
I t 0.184
1,,
�W
I
300
1000.00 Ibs/ft2
0 N
J
O
P
O
Qal _ Qa1
Tst
-200 -100 0 100 200 300 400 500 600
KC GK'—'
SLIDEINTERPRET 9.024
Consulting
Group,
Inc.
G
Project
18060-06 Beaumont Pointe
Group
Group 1
Scenario
Cross Section 6-6' Overall Stability Pseudo
Drawn By John Holder
Company Kling Consulting Group
Date 10/10/2022, 2:11:24 PM
FiieName Slide Cross Section 6-6'.slmd
Q I 100 2001 300 400 500
Qal
Tst
1000.00
AN
lbs/ft2
lil
w 0.184
I
Deterministic Global Minimum
FS (deterministic) = 1.132
FS (mean) = 1.135
PF = 4.700%
RI (normal) = 1.678
RI (lognormal) = 1.753
Qal
-200 -100
0 100
200
300 400 500
600
SLIDEINTERPRET
Project
18060-06 Beaumont Pointe
KCG K L I N G
Consulting
Group, Inc.
9.024
Group
Group 1
Scenario
Cross Section 6-6' Overall Stability Pseudo
Drawn By
John Holder
Company Kling Consulting Group
Date
10/10/2022, 2:11:24 PM
File Name Slide Cross Section 6-6'.slmd
0 100 200 300 400
Deterministic Global Minimum
FS (deterministic) = 1.607
FS (mean) = 1.607
PF = 0.000%
RI (normal) = 5.519
RI (lognormal) = 6.906
Tst
1000.00 Ibs/ft2
A.
Qal
Qal
-100
0 100
200
300
400 500
KCG
SLIDEINTERPRET 9.024
Project
18060-06 Beaumont Pointe
K L I N G
Consulting
Group, Inc.
Group
Group 1
Scenario
Cross Section 6-6' Overall Stability Static
Drawn By
John Holder
Company
Kling Consulting Group
Date 10/10/2022, 2:11:24 PM
File Name
Slide Cross Section 6-6'.slmd
0 100 200 390 400
Qal
Tst
r
1000.00 I bs/ft2
t
r
Deterministic Global Minimum
FS (deterministic) = 1.705
FS (mean) = 1.706
PF = 0.000%
RI (normal) = 5.895
RI (lognormal) = 7.583
r
Af
Qal
-100 0 100 200 300 400 500 600
SLIDEINTERPRET
Project
18060-06 Beaumont Pointe
KCG K L I N G
Consulting
Group, Inc.
9.024
Group
Group 1
Scenario
Cross Section 6-6' Overall Stability Static
Drawn By John Holder
Company Kling Consulting Group
Date 10/10/2022, 2:11:24 PM
File Name Slide Cross Section 6-6'.slmd
-100 0 100 200
.
Af
Tst
1000.00 Ibs/ft2
Deterministic Global Minimum
FS (deterministic) = 1.623
FS (mean) = 1.627
PF = 0.000%
RI (normal) = 7.744
RI (lognormal) = 9.762
Qal
Liquefied Alluvium
-600 -550 -500 -450 -400
-350 -300
-250 -200 -150 -100 -50 0
KC
SLIDEINTERPRET
Project
18060-06 Beaumont Pointe
G K L I N G
Consulting
Group, Inc.
9.024
Group
Group 1
Scenario
Cross Section 7-7' Post Earthquake Non Circular
Drawn By
John Holder
Company Kling Consulting Group
Date
10/19/2022, 7:41:42 PM
File Name Cross Section 7-7'.slmd
-100 0 100 200
.
Tst
1000.00 Ibs/ft2
Deterministic Global Minimum
FS (deterministic) = 1.645
FS (mean) = 1.649
PF = 0.000%
RI (normal) = 7.815
RI (lognormal) = 9.913
Af
Qal
1. -600 -500
-400 -300 -200
-100 0
KC
SLIDEINTERPRET
Project
18060-06 Beaumont Pointe
G' -' J K G
Consulting
Group, Inc.
9.024
Group
Group 1
Scenario
Cross Section 7-7' Post Earthquake
Drawn By
John Holder
Company
Kling Consulting Group
Date
10/19/2022, 7:41:42 PM
FiieName
Cross Section 7-7'.slmd
00Z 00 L 0 00 6-
\ilit;
I
1000.00 Ibs/ft2
0.184
Deterministic Global Minimum
FS (deterministic) = 1.092
FS (mean) = 1.095
PF = 3.500%
RI (normal) = 1.805
RI (lognormal) = 1.865
1 1
Tst
Qal
Af
-600 -500
-400 -300
-200 -100 0
KC
SLIDEINTERPRET 9.024
Project
18060-06 Beaumont Pointe
G K L I N G
Consulting
Group, Inc.
Group
Group 1
Scenario
Cross Section 7-7' Pseudo Non Circular
Drawn By
John Holder
Company Kling Consulting Group
Date
10/19/2022, 7:41:42 PM
File Name Cross Section 7-7'.slmd
-100 0 100 200 300 40C
Qal
v
1000.00 Ibs/ft2
I / 0.184
.
Deterministic Global Minimum
FS (deterministic) = 1.103 +I1W',WW
FS (mean) = 1.107
PF = 2.700%
RI (normal) = 1.929
RI (lognormal) = 2.005
Af
r
�
T5 1.
-700 -600
-500 -400
-300
-200 -100 0 100
SIIDEINTERPRET
Project
18060-06 Beaumont Pointe
KC G C L IonsultinN G
C g Cross
Group, Inc,
9,024
Group
Group 1
Scenario
Section 7-7' Pseudo
Drawn By
John Holder
Company Kling Consulting Group
Date
10/19/2022, 7:41:42 PM
FiieName Cross Section 7-7'.slmd
oc—
c., RI
Deterministic Global Minimum
FS (deterministic) = 1.623
FS (mean) = 1.628
PF = 0.000%
(normal) = 7.838
RI (lognormal) = 9.883
o-
1000.00 lbs/ft2
o—
=
Tst
-
o
O-
r
Af
. Qal
.
-600 -500 -400 -300 -200 -100 0
KC G
SLIDEINTERPRET 9.024
K
Consultin
Group,
L
I N
Inc.
G
g
Project
18060-06 Beaumont Pointe
Group
Group 1
Scenario
Cross Section 7-7' Static Non Circular
Drawn By John Holder
Company Kling Consulting Group
Date 10/19/2022, 7:41:42 PM
File Name Cross Section 7-7'.slmd
-100 0 100 200
,
Af
Tst
1000.00 I bs/ft2
Deterministic Global Minimum
FS (deterministic) = 1.645
FS (mean) = 1.649
PF = 0.000%
RI (normal) = 7.815
RI (lognormal) = 9.913
Qal
-600 -500 -400
-300
-200
-100 0
KC
SLIDEINTERPRET 9.024
Project
18060-06 Beaumont Pointe
K G
G' —' J
Consulting
Group, Inc.
Group
Group 1
Scenario
Cross Section 7-7' Static
Drawn By
John Holder
Company
Kling Consulting Group
Date
10/19/2022, 7:41:42 PM
FiieName
Cross Section 7-7'.slmd
15 1 1 1 20
1 V. P ,: 4 1 9 •,
1 r
0.00 Ibs/ft2
I 1
l�„�,
`I "•
0.184
Deterministic Global Minimum
FS (deterministic) = 2.334
FS (mean) = 2.335
PF = 0.000%
RI (normal) = 17.942
RI (lognormal) = 26.605
r
Tst
Qal
A
r
-5 0
5 10 15 20 25
3(
KLING
I N G
KC G Consulting
G ro u p, Inc.
SLIDEINTERPRET 9.024
Project
18060-06 Beaumont Pointe
Group
Group 1
Scenario 8-8'
Cross Section Pseudo Non Circular
Drawn '
John Holder
Company Kling Consulting Group
Date
10/19/2022, 8:00:46 PM
File Name Cross Section 8-8'.slmd
2.5 5 75 10 12.5 15 17.5
PH
Qal
I
Af
1000.00
Ibs/ft2
0.184
\,0418
I
`1
Deterministic Global Minimum
FS (deterministic) = 2.621
FS (mean) = 2.623
PF = 0.000%
RI (normal) = 19.027
RI (lognormal) = 29.646
1 f
Tst
-2.5 0 2.5 5 7.5 10 12.5 15 17.5 20 22.5 25
KC G K L
Consultin
Group,
SLIDEINTERPRET 9.024
Project
18060-06 Beaumont Pointe
I N G
g
Inc.
Group
Group 1
Scenario
Cross Section 8-8' Pseudo
Drawn By John Holder
Company Kling Consulting Group
Date 10/19/2022, 8:00:46 PM
File Name Cross Section 8-8'.slmd
5 10 15 20
Qal
A
r
00.00 I bs/ft2
Deterministic Global Minimum
FS (deterministic) = 2.896
FS (mean) = 2.899
PF = 0.000%
RI (normal) = 19.626
RI (lognormal) = 31.880
r
Tst
-5 0
5 10
15 20 25
30 SLIDEINTERPRET
Project
18060-06 Beaumont Pointe
KC G K L I N G
Consulting
Group, Inc.
9.024
Group
Group 1
Scenario
Cross Section 8-8' Static Non Circular
Drawn By
John Holder
Company Kling Consulting Group
Date
10/19/2022, 8:00:46 PM
File Name Cross Section 8-8'.slmd
0 -
=
=
=
Deterministic Global Minimum
FS (deterministic) = 3.434
FS (mean) = 3.435
PF = 0.000%
RI (normal) = 21.146
RI (lognormal) = 36.805
N-
=
1000.00 Ibs/ft2
5 75 10
I I L I i I I J p i l l I I I 1111:
r
r
.
Tst
�.
Qal
Af
N
. I .
-2.5 0 2.5 5 7.5 10 12.5 15 17.5 20 22.5 25
KC G
SLIDEINTERPRET 9.024
K
Consulting
Group,
L
I N
Inc.
G
Project
18060-06 Beaumont Pointe
Group
Group 1
Scenario
Cross Section 8-8' Static
Drawn By John Holder
Company Kling Consulting Group
Date 10/19/2022, 8:00:46 PM
File Name Cross Section 8-8'.slmd
-150 -100 -50 0 50 100 150
1000.00 Ibs/ft2
Af
0.184
Deterministic Global Minimum
FS (deterministic) = 1.379
FS (mean) = 1.388
PF = 0.000%
RI (normal) = 4.949
RI (lognormal) = 5.780
Tst
Qal
l
-500 -450 -400 -350
I
-300 -250
-200 -150 -100 -50 0
KC G K
Consulting
Group,
SLIDEINTERPRET 9.024
Project
18060-06 Beaumont Pointe
L I N G
Inc.
Group
Group 1
Scenario
Cross Section 9-9' Pseudo Non Circular
Drawn By
John Holder
Company Kling Consulting Group
Date
10/19/2022, 3:38:39 PM
File Name Cross Section 9-9'.slmd
-150 -100 -50 0 50 100 150
1000.00 Ibs/ft2
\ilim: 0.184
Deterministic Global Minimum
FS (deterministic) = 1.389
FS (mean) = 1.398
PF = 0.000%
RI (normal) = 5.046
RI (lognormal) = 5.915
Tst
Qal
I
-500 -450 -400 -350
-300 -250
I
-200 -150 -100 -50 0
KC G K L
Consulting
Group,
SLIDEINTERPRET 9.024
Project
18060-06 Beaumont Pointe
I N G
Inc.
Group
Group 1
Scenario
Cross Section 9-9' Pseudo Circular
Drawn By
John Holder
Company Kling Consulting Group
Date
10/19/2022, 3:38:39 PM
File Name Cross Section 9-9'.slmd
O
O-
1000.00 Ibs/ft2
Deterministic Global Minimum
FS (deterministic) = 2.032
FS (mean) = 2.045
PF = 0.000%
RI (normal) = 9.408
RI (lognormal) = 13.155
o-
=
Af
0 =
o
Tst
Qal
-500 -450 -400 -350 -300 -250 -200 -150 -100 -50 0
KC G
SLIDEINTERPRET 9.024
K
Consulting
Group,
L I
N
Inc.
G
Project
18060-06 Beaumont Pointe
Group
Group 1
Scenario
Cross Section 9-9' Static Non Circular
Drawn By John Holder
Company Kling Consulting Group
Date 10/19/2022, 3:38:39 PM
File Name Cross Section 9-9'.slmd
-150 -100 -50 0 0 5
III I I I] l i I i I I I! I I 1 I I i I I I I I I I I i I i50 I I I I I l l i 10I I I i i I I I10 l i 1000.00 Ibs/fl2
Deterministic Global Minimum
FS (deterministic) = 2.095
FS (mean) = 2.108
PF = 0.000%
RI (normal) = 9.369
RI (lognormal) = 13.274
V
7 • i; `e�
Tst
Qal
•
-500 -450 -400 -350 -300 -250
-200 -150 -100 -50 0
KC G K L
Consulting
Group,
SLIDEINTERPRET 9.024
Project
18060-06 Beaumont Pointe
I N G
Inc.
Group
Group 1
Scenario
Cross Section 9-9' Static Circular
Drawn By John Holder
Company Kling Consulting Group
Date 10/19/2022, 3:38:39 PM
File Name Cross Section 9-9'.slmd
0 0—
o
0 o —
v
0 o —
N
0 -400
-200
KCG KLING
Consulting
Group, Inc.
SLIDEINTERPRET 9.036
0 Project
Material
Name
Color
Unit
Weight
(lbs/ft3)
Strength
Type
Cohesion
(psf)
Phi
(°)
Af
+
I
120
Mohr-
Coulomb
300
30 ❑
Tst
120
Mohr
Coulomb
300
30 200
600
PN 18060-08 Beaumont Pointe
800
1000
Group
Scenario
18060-08 GSA 16-16'.slmd Static
Drawn By
CU
Company
Kling Consulting Group
Date
6/5/2025
File Name
18060-08 GSA 16-16'.slmd
co
O
CO
O
O-
N
O
1.050
-400
-200
Material
Name
Color
Unit
Weight
(lbs/ft3)
Strength
Type
Cohesion
(psf)
Phi
(°)
Af
120
Mohr - 300
Coulomb
30 Tst
120
Mohr - 300
Coulomb
30 II
ioilv 0.184
800 1000
KCG KLING
Consulting
Group, Inc.
SLIDEINTERPRET 9.036
Project
PN 18060-08 Beaumont Pointe
Group
Scenario
18060-08 GSA 16-16'.slmd Pseudo -Static
Drawn By
CU
Company
Kling Consulting Group
Date
6/5/2025
File Name
18060-08 GSA 16-16'.slmd
Loc.
1.768
Material
Name
Color
Unit
Weight
(lbs/ft3)
Strength
Type
Cohesion
(psf)
Phi
(°)
-cr Coulomb
Tst
❑
120
Mohr-
300
30 0
0 N
o
o-
1 •
O-
• "•
l l II I rte— i---
-100 0 100 200 300 400 500 600 700
SLIDEINTERPRET
vir--N rz. L
Cons
Group,
9.036
ING
u I t
Inc
i
Project
PN 18060-08 Beaumont Pointe
Group
Scenario 18060-08 GSA 17-17' final stage.slmd Pseudo -Static Drawn B' CU
Company Kling Consulting Group
Date 6/5/2025
File Name 18060-08 GSA 17-17' final stage.slmd
8-
ul
1.166
► 0.184
I'" A/
400
Material
Name
Color
Unit
Weight
Strength
Type
Yp
Cohesion
(psf)
(p )
Phi
(�)
Tst
❑
120
Mohr-
Coulomb
300
30 O -
o —
M
O
O
N
O-
3`
0 -100 0 100 200 300 400 500 600 700
KL I i
Project
PN 18060-08 Beaumont Pointe
KCG Consulting
Group, Inc.
SLIDEINTERPRET 9.036
Group
Scenario 18060-08 GSA 17-17' final stage.slmd Pseudo -Static Drawn B' CU
Company Kling Consulting Group
Date 6/5/2025
File Name 18060-08 GSA 17-17' final stage.slmd
APPENDIX F
GENERAL EARTHWORK AND GRADING SPECIFICATIONS
KCG KLING
Consulting
Group, Inc.
GENERAL EARTHWORK AND GRADING SPECIFICATIONS
1.0 GENERAL INTENT
These specifications present general procedures and requirements for grading and earthwork as shown on the project grading plans, including preparation of areas to be filled, placement of fill, installation of subsurface drainage, and excavations. The recommendations contained in the geotechnical report(s) are a part of the earthwork and grading specifications and shall supersede the provisions contained hereinafter in the case of conflict. Evaluations performed by the geotechnical consultant during the course of grading may result in new specifications or recommendations in addition to those contained in the geotechnical report(s).
2.0 EARTHWORK OBSERVATION AND TESTING
Prior to the commencement of grading, a qualified geotechnical consultant (soils engineer and engineering geologist, and their representatives) shall be employed for the purpose of observing earthwork procedures and testing the fills for conformance with the recommendations of the geotechnical report and these specifications. It will be necessary that the geotechnical consultant provide adequate testing and observation so that he may determine that the work was accomplished as specified. If conditions exposed during grading differ significantly from those interpreted during the preliminary design investigation, the geotechnical consultant shall inform the client, recommend appropriate changes in the geotechnical design to account for the observed conditions, and notify City or County grading authorities, as necessary. It shall be the responsibility of the contractor to assist the geotechnical consultant and keep him apprised of work schedules and changes so that he may schedule his personnel accordingly.
The Project Geotechnical Consultant shall observe processing, moisture conditioning, and compaction of fill and subgrade materials. Testing of compacted fill in representative locations shall be performed by the Project Geotechnical Consultant's field representative. Daily reports and test results shall be provided to the client representative on a regular and frequent basis.
Maximum dry density tests used to determine the degree of compaction and optimum moisture content shall be performed in accordance with the American Society for Testing and Materials test method ASTM D1557.
It shall be the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the work in accordance with the geotechnical report(s) applicable grading codes and project grading plans. If, in the opinion of the geotechnical consultant, unsatisfactory conditions, such as questionable soil, poor moisture condition, inadequate compaction, adverse weather, etc., are resulting in the quality of work less than required in these specifications, the geotechnical consultant will be empowered to reject the work and recommend that construction be stopped until the conditions are rectified.
KCG I<LI N G
Consulting
Group, Inc.
3.0 PREPARATION OF AREA TO BE FILLED
3.1 Clearing and Grubbing
All brush, vegetation, trash, debris and other deleterious material shall be removed from fill areas and disposed of off site. Vegetation cleared from the site shall not be placed within engineered compacted fill areas.
3.2 Processing
The existing ground which is determined to be satisfactory for support of fill shall be scarified to a minimum depth of six (6) inches. Existing ground which is not satisfactory shall be overexcavated as specified in the following section.
Scarification shall continue until the soils are broken down and free of large clay lumps or clods and until the working surface is reasonably uniform and free of uneven features which would inhibit uniform compaction.
3.3 Overexcavation
Soft, dry, spongy, highly fractured or otherwise unsuitable ground, extending to such a depth that surface processing cannot adequately improve the condition, shall be overexcavated to firm ground, and verified by the project geotechnical consultant.
3.4 Moisture Conditioning
Overexcavated and processed soils shall be watered, dried -back, blended, and/or mixed as required to attain a uniform moisture content near optimum.
3.5 Recompaction
Overexcavated and processed soils which have been properly mixed and moisture -conditioned shall be recompacted to a minimum relative compaction of 90 percent, ASTM D1557.
3.6 Benching
Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal:
vertical units), the ground shall be stepped or benched. The lowest bench shall be a minimum of 15 feet wide, shall be at least 2 feet deep, shall expose firm material, and shall be verified by the geotechnical consultant. Other benches shall be excavated in firm material for a minimum width of 4 feet. Ground sloping flatter than 5:1 shall be benched or otherwise overexcavated when considered necessary by the geotechnical consultant.
2
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Consulting
Group, Inc.
3.7 Evaluation of Areas to Receive Fill
All areas to receive fill, including processed areas, removal areas and toe -of -fill benches shall be observed, tested, and/or mapped by the geotechnical consultant prior to fill placement. A written evaluation of the area to be filled shall be obtained by the Contractor prior to placement of fill.
4.0 FILL MATERIAL
4.1 General
Material to be placed as fill shall be free of roots, grasses, branches, wood or other organic matter and other deleterious materials, and shall be tested by the geotechnical consultant prior to use as fill. Soils of poor gradation, expansion, or strength characteristics shall be placed in areas designated by the geotechnical consultant or shall be mixed with other soils to serve as satisfactory fill material.
4.2 Oversize Material
Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 12 inches, shall not be buried or placed in fills, unless the location, materials, and disposal methods are specifically recommended by the geotechnical consultant. Oversized disposal operations shall be such that nesting of oversize material does not occur, and such that the oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 feet vertically of finish grade or construction, unless specifically recommended by the geotechnical consultant.
4.3 Import
If importing of fill material is required for grading, the import material shall meet the requirements of Section 4.1. Samples of import soils shall be provided for testing a minimum of 48 hours before the import materials are brought on site.
5.0 FILL PLACEMENT AND COMPACTION
5.1 Fi11 Lifts
Fill material shall be placed in prepared areas in near -horizontal layers not exceeding 8 inches in loose thickness. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to attain uniformity of material and moisture in each layer.
3
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Group, Inc.
5.2 Fill Moisture
Fill layers at a moisture content less than optimum shall be watered and mixed, and wet fill layers shall be aerated by scarification or shall be blended with drier material. Moisture -conditioning and mixing of fill layers shall continue until the fill material is at a uniformly processed at a minimum of 125 percent of the optimum moisture content.
5.3 Fill Compaction
Each layer of fill shall be evenly spread, moisture -conditioned, mixed, and shall be uniformly compacted to not less than 90 percent of the maximum dry density at a minimum of 125 percent of the optimum moisture content. Compaction equipment shall be adequately sized and shall be either specifically designed for soil compaction or of proven reliability, to efficiently achieve the specified degree of compaction.
5.4 Fi11 Slopes
Compacting of slopes shall be accomplished, in addition to normal compacting procedures, by overfilling and compacting the slope face a minimum of four feet horizontally from finish grade, and cutting the slope face back to the core of compacted fill. In restricted spaces where overfilling is not possible, fill slopes may be compacted by back -rolling of slopes, with sheepsfoot rollers at frequent increments of 1 to 2 feet in fill elevation gain. At the completion of grading, the relative compaction of the slope out to the slope face shall be a minimum of 90 percent.
5.5 Compaction Testing
Field tests to check the fill moisture and degree of compaction will be performed by the geotechnical consultant. The location and frequency of tests shall be at the geotechnical consultant's discretion. In general, the tests will be taken at an interval not exceeding 2 feet in vertical elevation and/or 1,000 cubic yards of fill placed.
6.0 SUBDRAIN INSTALLATION
Subdrain systems shall be installed in locations recommended by the geotechnical consultant to conform to the approximate alignment and details shown on the plans or herein. The subdrain location or materials shall not be changed or modified without the recommendation of the geotechnical consultant. The geotechnical consultant; however, may recommend changes in subdrain line, grade or material. All subdrains should be surveyed for line and grade after installation. Sufficient time shall be allowed for the surveys, prior to commencement of filling over subdrain areas. 4
KCG I<LI N G
Consulting
Group, Inc.
7.0 EXCAVATION
Excavation and cut slopes will be geologically mapped and examined during grading.
Sufficient time shall be allowed by the contractor to permit geologic mapping of excavation bottoms and cut slopes. If directed by the geotechnical consultant, further excavation or overexcavation and refilling of cut areas shall be performed, and/or remedial grading of cut slopes. All fill -over -cut slopes are to be graded, unless otherwise stated, shall be constructed as a fill slope with the use of minimum width stabilization fills, as necessary.
APPENDIX G
SLOPE MAINTENANCE GUIDELINES
Beaumont Pointe Partners LLC PN 18060-08
June 5, 2025
SLOPE MAINTENANCE GUIDELINES
INTRODUCTION
Permanent slope maintenance measures should be initiated as soon as possible after completion of slope construction. However, all soil slopes will undergo some erosion when subjected to sustained water application. To reduce long-term erosion, we have outlined below some important points to be considered when planning, designing, and installing or implementing slope erosion control plans. The following general guidelines are provided to mitigate slope maintenance problems and should be implemented by the responsible party, during landscaping improvements and subsequent maintenance:
1. Manufactured or natural slopes, terraces, berms (ridges at crown of slopes) and proper drainage should not be disturbed or altered. Surface drainage should be positively maintained to the street.
2. Construction delays, climate/weather conditions, and plant growth rates may be such that additional short-term, non -plant erosion control measures may be needed; examples would be matting, netting, plastic sheets, deep (5 -feet) staking, etc.
3. Roof, and drive runoff should be positively conducted away from structures to either the street or storm drain by nonerosive devices such as sidewalks, drainage pipes, ground gutters, and driveway pavement. Drainage should meet the minimum requirements of Section 1804 of the California Building Code.
4. Drains and "V" ditches, etc., should be periodically cleared and unclogged, including gutters and downspouts. During heavy rain periods, drainage should be inspected for performance often, as this is when trouble occurs. Problems such as gullying or ponding should be corrected as soon as possible.
5. High water content in slope soils is a major factor in slope erosion or slope failures.
Therefore, all possible precautions should be taken to minimize soil moisture. Leakage from waterlines, irrigation systems, etc., or bypassing of clogged drains should be promptly repaired.
6. Animal burrows should be periodically filled or eliminated in order to minimize infiltration of water and slope failures.
7. If completion of new slopes occurs during the rainy season, contingency plans should be developed to provide prompt temporary protection against major erosion or sloughing.
One method would be to place plastic sheeting over the slopes. This should be carefully coordinated with the Landscape Architect/Contractor.
8. The above guidelines are general maintenance procedures but may be superseded under specific direction of the geotechnical consultant/landscape architect/contractor.
S:\Projects\KCG\2018\18060 Landstar Jack Rabbit Trail\18060-08\18060-08 40 -Scale GPR Beaumont Pointe 6-25bk.doc
APPENDIX H
AFSE INSERT
Important Intormatioo About Your
000technical Engineering Report
Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes The following information is provided to help you manage your risks.
Geotechnical Services Are Performed for
Specific Purposes, Persons, and Projects
Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical engineering study conducted for a civil engineer may not fulfill the needs of a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geo- technical engineering report is unique, prepared solelyfor the client. No one except you should rely on your geotechnical engineering report without first conferring with the geotechnical engineer who prepared it. And no one - not even you - should apply the report for any purpose or project except the one originally contemplated.
Read the FuII Report
Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary.
Do not read selected elements only.
A Geotechnical Engineering Report Is Based on
A Unique Set of Project -Specific Factors
Geotechnical engineers consider a number of unique, project -specific factors when establishing the scope of a study. Typical factors include: the client's goals, objectives, and risk management preferences; the general nature of the structure involved, its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless the geotechnical engi- neer who conducted the study specifically indicates otherwise, do not rely on a geotechnical engineering report that was:
• not prepared for you,
• not prepared for your project,
• not prepared for the specific site explored, or
• completed before important project changes were made.
Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect:
• the function of the proposed structure, as when it's changed from a parking garage to an office building, or from alight industrial plant to a refrigerated warehouse,
• elevation, configuration, location, orientation, or weight of the proposed structure,
• composition of the design team, or
• project ownership.
As a general rule, always inform your geotechnical engineer of project changes - even minor ones - and request an assessment of their impact.
Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed.
Subsurface Conditions Can Change
A geotechnical engineering report is based on conditions that existed at the time the study was performed. Do not rely on a geotechnical engineering report whose adequacy may have been affected by: the passage of time; by man-made events, such as construction on or adjacent to the site; or by natu- ral events, such as floods, earthquakes, or groundwater fluctuations. Always contact the geotechnical engineer before applying the report to determine if it is still reliable. A minor amount of additional testing or analysis could prevent major problems.
Most Geotechnical Findings Are Professional
Opinions
Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. Geotechnical engineers review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ -sometimes significantly from those indi- cated in your report. Retaining the geotechnical engineer who developed your report to provide construction observation is the most effective method of managing the risks associated with unanticipated conditions.
A Report's Recommendations Are Not Final
Do not overrely on the construction recommendations included in your re- port. Those recommendations are not final, because geotechnical engineers develop them principally from judgment and opinion. Geotechnical engineers can finalize their recommendations only by observing actual
subsurface conditions revealed during construction. The geotechnical engi- neer who developed your report cannot assume responsibility or liability for the report's recommendations if that engineer does not perform construction observation.
A Geotechnical Engineering Report Is Subject to
Misinterpretation
Other design team members' misinterpretation of geotechnical engineer- ing reports has resulted in costly problems. Lower that risk by having your geotechnical engineer confer with appropriate members of the design team after submitting the report. Also retain your geotechnical engineer to review pertinent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having your geotechnical engineer participate in prebid and preconstruction conferences, and by providing construction observation.
Do Not Redraw the Engineer's Logs
Geotechnical engineers prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering report should never be redrawn for inclusion in architectural or other design drawings.
Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk.
Give Contractors a Complete Report and
Guidance
Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give con- tractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with the geotechnical engineer who prepared the report (a modest fee may be required) and/or to conduct ad- ditional study to obtain the specific types of information they need or prefer.
A prebid conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available to you, while requiring them to at least share some of the financial responsibilities stemming from unantici- pated conditions.
Read Responsibility Provisions Closely
Some clients, design professionals, and contractors do not recognize that geotechnical engineering is far less exact than other engineering disciplines.
This lack of understanding has created unrealistic expectations that have led to disappointments, claims, and disputes. To help reduce the risk of such outcomes, geotechnical engineers commonly include a variety of explanatory provisions in their reports. Sometimes labeled "limitations" many of these provisions indicate where geotechnical engineers' responsibilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly.
Geoenvironmental Concerns Are Not Covered
The equipment, techniques, and personnel used to perform a geoenviron- mental study differ significantly from those used to perform a geotechnical study. For that reason, a geotechnical engineering report does not usually re- late any geoenvironmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated environmental problems have led to numerous project failures. If you have not yet obtained your own geoenvironmental in- formation, ask your geotechnical consultant for risk management guidance.
Do not rely on an environmental report prepared for someone else.
Obtain Professional Assistance To Deal with Mold
Diverse strategies can be applied during building design, construction, op- eration, and maintenance to prevent significant amounts of mold from grow- ing on indoor surfaces. To be effective, all such strategies should be devised for the express purpose of mold prevention, integrated into a comprehensive plan, and executed with diligent oversight by a professional mold prevention consultant. Because just a small amount of water or moisture can lead to the development of severe mold infestations, a number of mold prevention strategies focus on keeping building surfaces dry. While groundwater, wa- ter infiltration, and similar issues may have been addressed as part of the geotechnical engineering study whose findings are conveyed in -this report, the geotechnical engineer in charge of this project is not a mold prevention consultant; none of the services performed in connection with the geotechnical engineer's study were designed or conducted for the purpose of mold prevention. Proper implementation of the recommendations conveyed in this report will not of itself be sufficient to prevent mold from growing in or on the struc- ture involved.
Rely on Your ASFE-Member Geotechnical
Engineer For Additional Assistance
Membership in ASFE/The Best People on Earth exposes geotechnical engi- neers to a wide array of risk management techniques that can be of genuine benefit for everyone involved with a construction project. Confer with your ASFE-member geotechnical engineer for more information.
ASFE
The Best People on Earth
8811 Colesville Road/Suite G106, Silver Spring, MD 20910 Telephone:' 301/565-2733 Facsimile: 301/589-2017
e-mail: [email protected] www.asfe.org
Copyright 2004 by ASFE, Inc. Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly prohibited, except with ASFE's specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of ASFE, and only for purposes of scholarly research or book review. Only members of ASFE may use this document as a complement to or as an element of a geotechnical engineering report. Any other firm, individual, or other entity that so uses this document without being anASFE member could be committing negligent or intentional (fraudulent) misrepresentation.
Pag ' 4o 1772
1. ALL GRADING SHALL CONFORM TO THE CITY OF BEAUMONT ORDINANCES, CURRENT
ADOPTED CALIFORNIA BUILDING CODE, APPENDIX J, STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION, "LATEST EDITION" AND RECOMMENDATIONS OF THE SOILS ENGINEER.
2. NO WORK SHALL COMMENCED UNTIL ALL PERMITS HAVE BEEN OBTAINED FROM THE CITY AND OTHER APPROPRIATE AGENCIES.
3. ALL PROPERTY CORNERS SHALL BE CLEARLY DELINEATED IN THE FIELD PRIOR TO
COMMENCEMENT OF ANY CONSTRUCTION /GRADING
4. DURING ROUGH GRADING OPERATIONS AND PRIOR TO CONSTRUCTION OF PERMANENT
DRAINAGE STRUCTURES, TEMPORARY DRAINAGE AND EROSION CONTROL SHOULD BE
PROVIDED TD PREVENT PONDING WATER, SEDIMENT TRANSPORTATION, AND DAMAGE
TO ADJACENT PROPERTIES
5. DUST SHALL BE CONTROLLED BY WATERING OR OTHER APPROVED METHODS.
6. NO FILL SHALL BE PLACED ON EXITING GROUND THAT HAS NOT BEEN CLEARED OF WEEDS. DEBRIS, TOPSOIL AND OTHER DELETERIOUS MATERIAL.
7. MAXIMUM CUT AND FILL SLOPE = 2: 1 EXCEPT WHERE SPECIFICALLY APPROVED OTHERWISE.
8. PROVIDE A 5' WIDE BY 1' HIGH BERM OR EQUIVALENT ALONG THE TOP OF ALL FILL SLOPES OVER 5' HIGH.
9. PROVIDE A BROW DITCH DESIGNED TO HANDLE 100 YR STORM FLOWS ALONG THE TOP OF CUT SLOPES.
10. NO OBSTRUCTION OF FLOODPLAIN OR NATURAL WATER COURSES SHALL BE PERMITTED.
11. ALL EXISTING DRAINAGE COURSES ON THE PROJECT SITE SHALL CONTINUE TO
FUNCTION, ESPECIALLY DURING STORM CONDITIONS, PROTECTIVE MEASURES AND
TEMPORARY DRAINAGE PROVISIONS MUST BE USED TO PROTECT ADJOINING PROPERTIES DURING GRADING OPERATIONS.
12. CUT AND FILL SLOPES EQUAL TO OR GREATER THAN 3' IN VERTICAL HEIGHT SHALL
BE PLANTED WITH GRASS OR GROUND COVER TO PROTECT THE SLOPE FROM
EROSION AND INSTABILITY IN ACCORDANCE WITH CITY OF BEAUMONT REQUIREMENTS PRIOR TO FINAL GRADING INSPECTION.
13. ALL SLOPES REQUIRED TO BE PLANTED SHALL BE PLANTED WITH APPROVED GROUND COVER AT 12" ON CENTER. SLOPES EXCEEDING 15' IN VERTICAL HEIGHT SHALL BE PLANTED WITH APPROVED TREES SPACED NOT TO EXCEED 20' ON CENTER OR SHRUBS NOT TO EXCEED 10' OR A COMBINATION OF SHRUBS AND TREES NOT TO EXCEED 15' IN ADDITION TO A GRASS MIX GROUND COVER. SLOPES EQUAL TO OR GREATER THAN 4' IN VERTICAL HEIGHT SHALL BE PROVIDED WITH AN 1N -GROUND IRRIGATION SYSTEM COMPLETE WITH AN APPROPRIATE BACKFLOW PREVENTION DEVICE PER CITY REQUIREMENTS.
14. IF STEEP SLOPING TERRAIN OCCURS UPON WHICH FILL IS TO BE PLACED. IT MUST
BE CLEARED, KEYED, AND BENCHED INTO FIRM NATURAL SOIL FOR FULL SUPPORT
PREPARATION SHALL BF APPROVED BY A SUITABLY QUALIFIED AND REGISTERED GEOTECHNICAL ENGINEER OR GEOLOGIST PRIOR TO PLACEMENT OF FILL MATERIAL.
15. THE GROUND IMMEDIATELY ADJACENT TO A FOUNDATION SHALL BE SLOPED AWAY FROM THE BUILDING AT A SLOPE OF NOT LESS THAN ONE UNIT VERTICAL IN 20 UNITS HORIZONTAL (5 -PERCENT SLOPE) FOR A MINIMUM DISTANCE OF 10 FEET MEASURED PERPENDICULAR TO THE FACE OF THE WALL. IF PHYSICAL OBSTRUCTIONS OR LOT LINES PROHIBIT 10 FEET (3048 MM) OF HORIZONTAL DISTANCE, A 5 -PERCENT SLOPE SHALL BE PROVIDED TO AN APPROVED ALTERNATIVE METHOD OF DIVERTING WATER AWAY FROM THE FOUNDATION. SWALES USED FOR THIS PURPOSE SHALL BE SLOPED A MINIMUM OF 2 PERCENT WHERE LOCATED WITHIN 10 FEET OF THE BUILDING FOUNDATION. IMPERVIOUS SURFACES WITHIN 10 FEET OF THE BUILDING FOUNDATION SHALL BE SLOPED A MINIMUM OF 2 PERCENT AWAY FROM THE BUILDING.
16. ALL GRADING SHALL BE CONTINUOUSLY OBSERVED BY A COMPETENT SOILS
ENGINEER WHO SHALL VERIFY THAT ALL FILL HAS BEEN PROPERLY PLACED AND WHO SHALL SUBMIT A FINAL COMPACTION REPORT FOR ALL FILLS OVER 1' DEEP.
17. A FINAL GEOTECHNICAL REPORT OF COMPLETION OF THE ROUGH GRADING, STATING
SUBSTANTIAL CONFORMANCE WITH THE APPROVED GRADING PLAN, SHALL BE
SUBMITTED TO THE BUILDING AND SAFETY DEPARTMENT PRIOR TO REQUESTING INSPECTION AND ISSUANCE OF BUILDING PERMITS. CERTIFiCATiONS SHALL INCLUDE LINE GRADES, ELEVATIONS, AND LOCATION OF CUT/FILL SLOPES.
18. A LAND SURVEYOR OR ENGINEER AUTHORIZED TO PRACTICE LAND SURVEYING SHALL SUBMIT A PAD CERTIFICATION FOR ALL PADS. THE ELEVATION WITH RESPECT TO MEAN SEA LEVEL SHALL BE GIVEN. IF AN ELEVATION WITH RESPECT TO ADJACENT
GROUND SURFACE IS REQUIRED, THE ACTUAL DISTANCE ABOVE THE ADJACENT GROUND SHALL BE GIVEN.
19. A GEOTECHNICAL ENGINEER OR GEOLOGIST SHALL SUBMIT TO THE BUILDING AND
SAFETY DEPARTMENT AND THE PUBLIC WORKS DEPARTMENT A FINAL GEOTECHNICAL
REPORT OF COMPLETION OF FINAL GRADING STATING SUBSTANTIAL CONFORMANCE WITH THE APPROVED PLANS FOR ALL GRADING DESIGNATED AS "ENGINEERED GRADING".
20. THE CONTRACTOR SHALL NOTIFY THE PUBLIC WORKS DEPARTMENT AT LEAST 24 HOURS IN ADVANCE REQUESTNG FINISH LOT GRADE AND DRAINAGE INSPECTION.
THIS INSPECTION MUST BE APPROVED PRIOR TO BUILDING PERMIT FINAL INSPECTION FOR EACH LOT.
21. ALL STORM DRAINS, CATCH BASINS, AND STORM WATER RUNOFF STRUCTURES WILL
BE PROVIDED WITH ADEQUATE CAPABILITIES TO FILTER AND RETAIN SEDIMENT, GRIT,
OIL, AND GREASE TD PREVENT POLLUTION IN STORM WATER RUNOFF IN
COMPLIANCE WITH THE CITY OF BEAUMONT'S BEST MANAGEMENT PRACTICES AND
BEAUMONT'S DRAINAGE MASTER PLAN FOR STORMWATER AS WELL AS BEST
MANAGEMENT PRACTICES IDENTIFIED IN THE CURRENT REPORT OF WASTE DISCHARGE FOR RIVERSIDE COUNTY PERMITTEES.
22. CONTRACTOR SHALL NOTIFY UNDERGROUND SERVICE ALERT TWO DAYS BEFORE DIGGING AT 8-1-1 AND THE FOLLOWING UTILITY OR AGENCIES A MINIMUM OF TWO WORKING DAYS PRIOR TO COMMENCING ANY CONSTRUCTION OR GRADING:
a. CITY OF BEAUMONT 951.769.8520
b. VERIZON 1—(800) 483-4000
a. SOUTHERN CALIFORNIA GAS COMPANY 1-(800) 427-2200
d. BEAUMONT CHERRY VALLEY WATER DISTRICT (951) 845-9581 e. EDISON 1—(800) 655-4555
23. TRENCHING FOR UTILITIES AND STRUCTURES IS NOT ALLOWED UNTIL A SOIL
COMPACTION REPORT IS SUBMITTED TO AND APPROVED BY THE PUBLIC WORKS DEPARTMENT.
24. THE CONTRACTOR SHALL MAINTAIN ADJACENT STREETS IN A NEAT, SAFE, CLEAN AND
SANITARY CONDITION AT ALL TIMES AND TO THE SATISFACTION OF THE CITY'S INSPECTOR. THE ADJACENT STREETS SHALL BE KEPT CLEAN OF SEDIMENT, DEBRIS
AND OTHER NUISANCES AT ALL TIMES THE DEVELOPER SHALL BE RESPONSIBLE FOR ANY CLEAN UP ON ADJACENT STREETS AFFECTED BY THE CONSTRUCTION.
25. ALL OPERATIONS CONDUCTED ON THE SITE OR ADJACENT THERETO SHALL ADHERE TO THE NOISE ORDINANCE SET FORTH BY THE CITY MUNICIPAL CODE. ALL OPERATIONS
SHALL BE LIMITED BY THE NOISE ORDINANCE TO THE LIMIT OF DECIBELS SPECIFIED FOR THE AREA AND TIME PERIOD. CONSTRUCTION ACTIVITIES WILL BE LIMITED TO THE PERIOD BETWEEN 7:00 A.M. AND 6:00 P.M. MONDAY THROUGH FRIDAY.
26. ALL OFF -SITE HAUL ROUTES SHALL BE SUBMITTED BY THE CONTRACTOR TO THE CITY
ENGINEER FOR APPROVAL TWO FULL WORKING DAYS PRIOR TO BEGINNING OF WORK
THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DEBRIS OR DAMAGE OCCURRING
ALONG THE HAUL ROUTE OR ADJACENT STREETS AS A RESULT OF THE GRADING OPERATION.
PARCEL 1:
(APN: 422-060-002, 422-060-005, 422-060-009, 422-060-010, 422-060-016, 422-060-017, A PORTION OF 422-060-018, 422-060-021, 422-060-022, 422-170-005 AND 422-170-008)
ALL THOSE PORTIONS OF SECTIONS 1, 2 AND 12, TOWNSHIP 3 SOUTH, RANGE 2 WEST, SAN
BERNARDINO BASE AND MERIDIAN, ACCORDING TO UNITED STATES GOVERNMENT SURVEY THEREOF, DING WITHIN THE BOUNDARIES OF RECORD OF SURVEY MAP ON FILE IN BOOK 88 PAGES 87 THROUGH 90 INCLUSIVE OF RECORDS OF SURVEYS, RECORDS OF RIVERSIDE COUNTY, CALIFORNIA;
EXCEPT VARIOUS INTERESTS IN AND TO ALL OIL, GAS, MINERALS, AND OTHER. HYDROCARBON
SUBSTANCES, TOGETHER WITH APPURTENANT RIGHTS THERETO, A RESERVED BY DOROTHY
HOFREITER, A WIDOW, AND ALLEN LEE HOFREITER, A SINGLE MAN IN DEED RECORDED JUNE 12, 1956 IN BOOK 1926 PAGE 194 OF OFFICIAL RECORDS OF RIVERSIDE COUNTY, CALIFORNIA; AND AS RESERVED BY DOROTHY LEE HOFREITER, A WIDOW, AND ALLEN LEE HOFREITER, A MARRIED MAN, MOTHER AND SON, IN DEED RECORDED OCTOBER 9, 1958 IN BOOK 2345 PAGE 170 OF OFFICIAL RECORDS OF RIVERSIDE COUNTY, CALIFORNIA; ALSO EXCEPTING THEREFROM 55 PERCENT OF ALL OIL, GAS, AND MINERAL RIGHTS, OR
LEASE OF SAME, AS RESERVED IN DEED FROM ALLEN LEE HOFREITER, AN UNMARRIED MAN, TO THADDEUS KALETA AND MARY KALETA, HUSBAND AND WIFE, DATED OCTOBER 31, 1955 AND RECORDED DECEMBER 14, 1955 IN BOOK 1833 PAGE 468 OF OFFICIAL RECORDS OF RIVERSIDE COUNTY, CALIFORNIA;
ALSO EXCEPTING THEREFROM ALL OIL, MINERALS, NATURAL GAS, AND OTHER HYDROCARBONS; ALSO EXCEPTING THEREFROM AN UNDIVIDED 1/2 INTEREST IN AND TO ALL MINERAL RIGHTS LYING AND BEING MORE THAN 500 FEET BELOW THE RESPECTIVE PRESENT SURFACE
ELEVATIONS OF THE ABOVE DESCRIBED PROPERTY, PROVIDED, HOWEVER, THAT SUCH EXCEPTED OWNERSHIP OF SUCH < INTEREST IN AND TO SUCH MINERAL RIGHTS DOES NOT
INCLUDED, AND SHALL NOT BE CONSTRUED TO INCLUDE, ANY RIGHT OF ENTRY UPON ANY
PART OF THE SURFACE OF THE HEREIN DESCRIBED PROPERTY FOR THE PURPOSE OF
EXPLORATION, DEVELOPMENT, DRILLING, STORAGE, OR OTHER ACTIVITY ANCILLARY TO THE
REMOVAL OF SUCH MINERAL RIGHT, AS RESERVED BY PATRICIA A CROSHIER, TRUSTEE OF THE AUGUST BLASKOWSKY AND MABEL C. BLASKOWSKY LIVING TRUST UNDER AGREEMENT DATED JUNE 10, 1980, FOR THE BENEFIT OF DOLORES J. WELCH, AS TO AN UNDIVIDED 1/3 INTEREST; PATRICIA A. CROSHIER, TRUSTEE OF THE AUGUST BLASKOWSKY AND MABEL C.
BLASKOWSKY LIVING TRUST UNDER AGREEMENT DATED JUNE 10, 1980, FOR THE BENEFIT OF PATRICIA A, CROSHIER, AS TO AN UNDIVIDED 1/3 INTEREST; AND PATRICIA A. CROSHIER,
TRUSTEE OF THE AUGUST BLASKOWSKY AND MABEL C BLASKOWSKY LMNG TRUST UNDER AGREEMENT DATED JUNE 10, 1980, FOR THE BENEFIT OF EILEEN R. OVERNOLTE, AS TO AN UNDIVIDED 1/3 INTEREST BY DEEDS RECORDED MARCH 31, 1989 AS INSTRUMENT NO, 101655, MARCH 31, 1989 AS INSTRUMENT NO. 101656 AND MARCH 31, 1989 AS INSTRUMENT NO. 101657 ALL OF OFFICIAL RECORDS OF RIVERSIDE COUNTY, CALIFORNIA.
PARCEL 2:
(APN 422-170-009 AND 422-170-010)
THE NORTHWEST QUARTER OF THE SOUTHEAST QUARTER, AND THE WEST ONE-HALF OF THE SOUTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 12, TOWNSHIP 3 SOUTH, RANGE 2 WEST SAN BERNARDINO MERIDIAN, IN THE COUNTY OF RIVERSIDE, STATE OF CALIFORNIA, ACCORDING TO THE OFf7CIAL PLAT THEREOF
EXCEPTING AND RESERVING TO THE UNITED STATES ALL THE OIL AND GAS IN THE LANDS SO
PATENTED AND TO IT, OR PERSONS AUTHORIZED BY IT, THE RIGHT TO PROSPECT FOR, MINE,
AND REMOVE SUCH DEPOSITS FROM THE SAME UPON COMPLIANCE WITH THE CONDITIONS AND SUBJECT TO THE PROVISIONS AND LIMITATION OF THE ACT OF JULY 17, 1914 (38 STAT. 509) AS RESERVED RECORDED MARCH 15, 1963 AS INSTRUMENT NO. 26269.
PARCEL 3:
(APN 422-170-007 AND 422-170-011)
PARCEL 3k
THE EAST ONE HALF OF THE SOUTH TWO HUNDRED FORTY (240) FEET OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER IN SECTION 12, TOWNSHIP 3 SOUTH, RANGE 2 WEST, SAN BERNARDINO MERIDIAN, IN THE COUNTY OF RIVERSIDE, STATE OF CALIFORNIA.
EXCEPTING THEREFROM THAT PORTION THEREOF CONVEYED TO RIVERSIDE COUNTY FOR ROAD PURPOSES, BY DEED RECORDED OCTOBER 29, 1915 IN BOOK 433, PAGE 7 OF DEEDS,
RECORDS OF SAID COUNTY
EXCEPT THEREFROM ALL OIL, GAS, MINERALS, AND OTHER HYDROCARBON SUBSTANCES LYING
BELOW THE SURFACE OF SAID LAND, BUT WITH NO RIGHT OF SURFACE ENTRY, AS PROVIDED IN PATENT.
PARCEL 3B:
THE EAST OF THE SOUTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 12, TOWNSHIP 3 SOUTH, RANGE 2 WEST, SAN BERNARDINO MERIDIAN, IN THE COUNTY OF RIVERSIDE, STATE OF CALIFORNIA.
EXCEPTING THEREFROM THAT PORTION THEREOF CONVEYED TO RIVERSIDE COUNTY FOR ROAD PURPOSES, BY DEED RECORDED OCTOBER 29, 1915 IN BOOK 433, PAGE 7 OF DEEDS, RECORDS OF SAID COUNTY.
EXCEPT THEREFROM ALL OIL, GAS, MINERALS, AND OTHER HYDROCARBONS SUBSTANCES
DING BELOW THE SURFACE OF SAID LAND, BUT WITH THE RIGHT OF SURFACE ENTRY, AS
PROVIDED IN PATENT
CITY OF BEAUMONT CALIFORNIA
PHASE 1 ROUGH GRADING PLAN
PARCEL MAP NO. 38161
LEGEND:
5 P=1234.5
1217.58
FG
(1217.58)
FG
1.0x
ST15
586
T
INDEX MAP
SEE SHEET 2
E CONTIVL CONSTRUCTION NOTE:
SEE SHEET 25
- LOT NUMBER
- PAD ELEVATION
- EXISTING CONTOUR
- PROPOSED ELEVATION
- EXISTING ELEVATION
- PROPOSED STREET GRADE
- TEMPORARY SEDIMENT TRAP
- TEMPORARY SEDIMENT BASIN
- PROPOSED SLOPE (2:1 MAX.)
UNLESS OTHERWISE NOTED
- STREET CENTER LINE
- SHEET MATCHLINE
- PROJECT BOUNDARY
- RIGHT OF WAY
- LOT LINE
24 HOUR EMERGENCY CONTACT
AND SWP.P.P. RE BLITY
(CITY OF CALIMESA MUST BE NOTIFIED WITHIN 24 HOURS OF
CHANGES IN NAME, ADDRESS OR TELEPHONE NUMBER)
NAME:
TEL:
O 0 0
0 0 0
C
F
PRIVATE ENGINEERS NOTICE TO CONTRACTORO
1. THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITIES OR STRUCTURES SHOWN ON THESE PLANS ARE OBTAINED BY A SEARCH OF AVAILABLE RECORDS. TO
THE BEST OF OUR KNOWLEDGE, THERE ARE NO EXISTING UTILITIES EXCEPT THOSE SHOWN ON THESE PLANS. THE CONTRACTOR IS REQUIRED TO TAKE ALL
PRECAUTIONARY MEASURES TO PROTECT THE UTILITIES SHOWN, AND ANY OTHER
LINES OF STRUCTURES NOT SHOWN ON THESE PLANS AND IS RESPONSIBLE FOR THE PROTECTION OF, AND DAMAGE TO THESE LINES OR STRUCTURES.
2. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO NOTIFY THE OWNER OF ALL
UTILITIES OR STRUCTURES CONCERNED BEFORE STARTING WORK
3. QUAM1TIES SHOW HEREON ARE PROVIDED FOR BIDDING PURPOSES ONLY.
CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING ALL QUANTITIES PRIOR TO BIDDING FOR CONSTRUCTION.
4. THE PRIVATE ENGINEER SIGNING THESE PLANS IS RESPONSIBLE FOR ASSURING THE ACCURACY AND ACCEPTABILITY OF THE DESIGN HEREON. IN THE EVENT OF
DISCREPANCIES ARISING AFTER CITY APPROVAL OR DURING CONSTRUCTION, THE
PRIVATE ENGINEER SHALL BE RESPONSIBLE FOR DETERMINING AN ACCEPTABLE SOLUTION AND REVISING THE PLANS FOR APPROVAL BY THE CITY.
DECLARATION OF ENGINEER OF RECORD:
I HEREBY DECLARE THAT I AM THE ENGINEER OF WORK FOR THIS PROJECT, THAT
I HAVE EXERCISED RESPONSIBLE CHARGE OVER THE DESIGN OF THE PROJECT AS DEFINED IN SECTION 6703 OF THE BUSINESS AND PROFESSIONS CODE, AND THAT THE DESIGN IS CONSISTENT WITH CURRENT STANDARDS. 1 UNDERSTAND THAT
THE CHECK OF PROJECT DRAWINGS AND SPECIFICATIONS BY THE CITY OF
BEAUMONT DOES NOT RELIEVE ME AS ENGINEER OF WORK OF MY
RESPONSIBILITIES FOR PROJECT DESIGN.
FIRM:
ADDRESS:
CITY, ST.:
TELEPHONE:
BY: DATE:
(NAME OF ENGINEER & RCE)
- CURB
- DAYLIGHT LINE
- SECTION REFERENCE
- SHEET REFERENCE
- RETAINING WALL
CUT
FILL
- RIPRAP
- AC PAVEMENT
- CDFW JURISDICTIONAL
BOUNDARY LINE
- RWQCB JURISDICTIONAL
BOUNDARY LINE
- TRACT BOUNDARY
CONSTRUCTION NOTES:
0 AB
AC
BOT
CMP
EL/ELEV.
FG
FL
FS
GB
HP
INF
INV
L
LP
- AGGREGATE BASE
- ASPHALT CONCRETE
- BOTTOM
- CENTER LINE
- CORRUGATED METAL PIPE
- ELEVATION
- FINISHED GROUND
- FLOW LINE
- FINISHED SURFACE
- GRADE BREAK
- HIGH POINT
- INFRASTRUCTURE
- INVERT
- LENGTH
- LOW POINT
CONSTRUCT 6' CONCRETE TERRACE DRAIN PER DETAIL ON SHEET 3 CONSTRUCT 12' CONCRETE TERRACE DRAIN PER DETAIL ON SHEET 3 CONSTRUCT DOWN -DRAIN INTERSECTION PER DETAIL ON SHEET 3 CONSTRUCT 3' CONCRETE DOWN -DRAIN PER DETAIL ON SHEET 3 CONSTRUCT 3' CONCRETE V -DITCH PER DETAIL ON SHEET 3
CONSTRUCT INTERCEPTOR DITCH PER DETAIL ON SHEET 3
CONSTRUCT 6" THICK CONCRETE SPLASH WALL PER DETAIL ON SHEET 3 TPM 38161
MAX - MAXIMUM
MIN - MINIMUM
NTS - NOT TO SCALE
OC - ON CENTER
P - PAD ELEVATION
P/L - PROPERTY LINE
PI - POINT OF INTERSECTION
RCP - REINFORCED CONCRETE PIPE
TC - TOP OF CURB
TG - TOP OF GRATE
7F - TOP OF FOOTING
TW - TOP OF WALL
RW - RETAINING WALL
R/W - RIGHT OF WAY
S/W - SIDEWALK
TYP - TYPICAL
a) CONSTRUCT RIPRAP ENERGY DISSIPATER PER COUNTY OF RIVERSIDE STANDARD NO. 314. RIPRAP CLASS PER PLAN
THE CITY RESERVES THE RIGHT TO REQUIRE REVISION OF THE APPROVED PLANS TO CONFORM TO
CURRENT STANDARDS AND TO POST A NEW BOND IF CONSTRUCTION HAS NOT COMMENCED WITHIN TWO YEARS AFTER PLANS WERE APPROVED.
THE REVIEW OF THIS GRADING PLAN DOES NOT INCLUDE REVIEW OF STREET GRADES, ALIGNMENT
ADEQUACY OF PROPOSED DRAINAGE STRUCTURES AND OTHER IMPROVEMENTS THAT CAN BE IMPACTED BY ACTIVITIES HEREIN.
APPROVAL OF THESE PLANS APPLY ONLY WITHIN THE JURISDICTION OF THE CITY OF BEAUMONT.
QUANTITIES
OAK VALLEY PARKWAY
JACK RABBIT
TRAIL
LOGISTICS
WAY
VICINITY MAP
N.T.S.
VEHICLE ACCESS 11 ATE:
ALL DRAINAGE VEHICLE CROSSINGS TO BE DETERMINED IN THE
FIELD. THE CITY OF CALIMESA TO BE NOTIFIED PRIOR TO GRADING OWNER/DEVELOPER:
JRT BP 1, LLC
18032 LEMON DRIVE - SUITE 367
YORBA LINDA, CALIFORNIA 92886
CONTACT MICHAEL MASTERSON
PHONE: (714) 299-8549
PREPARED BY
PROACTIVE ENGINEERING
CONSULTANTS WEST, INC.
27404 VIA INDUSTRIA, 2ND FLOOR
TEMECULA, CA 92590
PHONE: (951) 200-6840
SOILS EN INEER`
KLING CONSULTANT GROUP, INC.
18008 SKY PARK CIRCLE, SUITE 250
IRVINE, CA 92614
PHONE: (949) 797-6241
ZONING/LAND USE:
EXISTING ZONING: S.P. 1, AMENDMENT 2
PROPOSED ZONING: BEAUMONT PONTE SPECIFIC PLAN (SP)
PROPOSED LAND USE: GENERAL COMMERCIAL/
INDUSTRIAL/CONSERVA TTON/RECREA 710N
EXISTING LAND USE: VACANT
SURROUNDING LAND USE: VA CANTANDUSTRIAL
BASIS OF T
THIENES ENGINEERING
14349 FIRESTONE BLVD.
LA MIRADA, CA 9063
PH 1-(714) 521-4811
EARTHWORK:
RAW CUT: XXXXX C.Y.
RAW FILL: XXXXX C.Y.
NOTE: SITE EXPECTED TO BALANCE WHEN ADJUSTMENT
FACTORS ARE APPLIED (SHRINKAGE AND SUBSIDENCE).
EARTHWORK VALUES ESTIMATED AS RAW CUT/FILL QUANTITIES
ONLY (NO REMEDIAL).
U77LI PURVEYORS
WATER: BEAUMONT-CHERY WATER DISTRICT
560 MAGNOLIA AVENUE
BEAUMONT CA 92223
TELEPHONE: (951) 845-9581
SEWER: CITY OF BEAUMONT
550 E. 6TH ST
BEAUMONT, CA 92223
TELEPHONE: (909) 797-5118
ELEC: SOUTHERN CALIFORNIA EDISON
1351 E, FRANCIS STREET
ONTARIO, CA 91761
TELEPHONE: 1-(800) 655-4555
GAS: SOUTHERN CALIFORNIA GAS COMPANY
1981 W. LUGONIA AVE
REDLANDS, CA 92374
TELEPHONE: 1-(800) 427-2200
TEL: VERIZON
P.O. BOX 15124
ALBANY, NY 12212
TELEPHONE: 1-(800)483-4000
SHEET INDEX
SHEET NO.
1 2
3 4-24
25 26
27-47
DESCRIPTION
TITLE SHEET, VICINITY MAP, GRADING NOTES,
LEGEND, CONSTRUCTION NOTES AND QUANTITIES
INDEX MAP AND STREET SECTIONS
DETAIL SECTIONS
ROUGH GRADING PLAN SHEET
EROSION CONTROL 17TLE SHEET
EROSION CONTROL DETAIL SHEET
EROSION CONTROL PLAN SHEET
Call 2 Working Days
Before You Dig!
811
BENCHMARK:
NATTONAL GEODETIC SURVEY BENCHMARK NO. "U 448
RESET 1955" 2.4 MILES NESTERLY ALONG U.S HIGHWAY
60 FROM THE POST OFFlCE AT BEAUMONT RIVERSIDE
COUNTY, AT A POINT WHERE THE HIGHWAY PASSES
THROUGH A CUT, 97 FEET NORTH OF CENTERLINE OF THE
HIGHWAY OPPOSITE HIGHWAY ENGINEERS STATION 267/98
16 FEET SOUTH OF THE NORTH RIGHT-OFOWAY FENCE, 16
FEET NEST CF THE RIGHT-OF-WAY FENCE CORNER, AND
18 FEET EAST OF POKER POLE 182663E, A STANDARD
DISK, STAMPED x'1448 RESET 1955" AND SET IN TOP OF
A CONCRETE POST PROJECITNG 0.5 FEET ABOVE GROUND.
ELEV. 2448.129', NGVD 29
BY
MARK
ENGINEER
DESCRIPTION
REVISIONS
APPR.
DATE
CITY
r �
PROACTIVE
ENGINEERING WEST
PROACTIVE ENGINEERING
CONSULTANTS WEST, INC.
27404 VIA INDUSTRIA
TEMECULA, CA 92590
951-200-6840
GEORGE ALAN LENFESTEY
R.C.E. 45920 EXP. 12-31-2026
04/24/25
DATE
DESIGN BY:
PEC
II „'III : •
DATE:
04/24/25
PUBLIC WORKS DEPARTMENT
550 E. 5TH ST, BEAUMONT, CA 92223
Reviewed By,
Recommended
for Approval By.
Approved By,
Staff Saito r
allot Erig noor JDtlrotor of Public Works
Date:
Date:
Date:
CITY OF BEAUMONT, PUBLIC WORKS DEPARTMENT
ENGINEERING DIVISION
550E. 0th St
Beaumont, CA 92223
TEL: 951) 769-8520 FAX: (951) 769-8526
CITY OF BEAUMONT, CALIFORNIA
GRADING PLANS FOR:
PARCEL MAP NO. 38161
PHASE 1 GRADING PLAN
SHEET
1 OF X SHEETS
FILE NO:
TITLE SHEET
DWG: N: \01 174.100 Beaumont Pointe FE\Drawings\Rough Grading Plan\BP_RGP_01.dwg a
E
a
0 Apr 24, 2025 —
0 a
40' STREET SECTION
5OUTHERLY
R/W
c=7_77:::444
44'/-t--1•Jtr"'ThADA---N
HEFT 4
INDUSTRIAL WAY (PRIVATE ROAD)
N.T.S.
56'
56' STREET SECTION
ENTERTAINMENT WAY (PRIVATE ROAD)
N.T.S.
CITY OF BEAUMONT CALIFORNIA
PHASE 1 ROUGH GRADING PLAN
PARCEL MAP NO. 38161
146:14-11\it7:
C�1C�T fi
EXISTING
GROUND
-
300'
\ (64
300'
600'
900'
SCALE: r=.300'
INDEX MAP
40' STREET SECTION
JACK RABBIT TRAIL
(FROM ENTERTAINMENT WAY TO PROPERTY LINE)
N.T.S.
R/W 20' T
r 10' q 10'
I. .
I
I
I 2,Y 2X I
GRAVEL ROAD TO
CONNECT EXISTING
20' STREET SECTION
JACK RABBIT TRAIL
(SOUTH OF 4TH STREET)
(DIRT ROAD)
N.T.S.
EXISTING
GROUND
Af.f Qnpi I
FINISHED ROUGH
GRADED PAD
SHEET 2
'"Ihh.
ILL�
WESTERLY
R/W
L
i
5' 5'
PKWY PKWY
SOUTHERLY
R/W
L _
ET 19
EMERGENCY ACCESS ROAD
WESTERLY
R/W
20'
EASTERLY
R/W
12.5'
2%
12.5'
(NORTHWEST OF JACK RABBIT TRAILS)
N.T.S.
I
1 1
1 1
1 NN■ NN■ NNE
NN■
i
7r
NN■ NNE NN■
78'
78' STREET SECTION
JACK RABBIT TRAIL
N.T.S.
78'
78' STREET SECTION
4TH STREET
N.T.S
NORTHERLY
R/W
WATER QUALITY
BASIN BOTTOM
BENCHMARK:
NA 770NAL GEODE1IC SURVEY BENCHMARK Na 'U 448
RESET 1955' 2.4 MILES VESIERLY ALONG U.S HIGHWAY
60 FROM THE POST OFACE AT BEAUMONT, RIVERSIDE
COUNTY, AT A POINT WHERE THE HIGHWAY PASSES
THROUGH A CUT, 97 FEET NORTH C F CENTERLINE OF THE
HIGHWAY OPPOSITE HIGHWAY ENGINEERS STA77ON 267/98;
16 FEET SOUTH OF THE NORTH RIGHT-OFOWAY FENCE, 16
FEET NEST OF THE RIGHT-OF-WAY FENCE CORNER, AND
18 FEET EAST OF POWER POLE 182663E, A STANDARD
DISK, STAMPED 'V448 RESET 1955" AND SET IN TOP CF
A CONCRETE POST PRO.EC77NG 0.5 FEET ABOVE GROUND.
ELEV. 2448.129', NGVD 29
BY
MARK
ENGINEER
DESCRIPTION
REVISIONS
APPR.
DATE
CITY
l'illPROACTIVE ENGINEERING
CONSULTANTS WEST, INC
27404 VIA INDUSTRIA
TEMECULA, CA 92590
951-200-6540
PROACTIVE
ENGINEERING WEST
04/24/25
GEORGE ALAN LENFESTEY
R.C.E. 45920 EXP. 12-31-2026
DATE
DESIGN BY:
PEC
1'+1►t :'
:Iri1Ciii7:�i
DATE:
04/24/25
PUBLIC WORKS DEPARTMENT
550 E. 6TH ST, BEAUMONT, CA 92223
Reviewed By.
Recommended
for Approval By:
Approved By:
Stiff Elntliwmr
Aar111i lM 51410918r
City Enginierfilinsator of Public 1Nbrks
Date:
Date:
Date:
CITY OF BEAUMONT, PUBLIC WORKS DEPARTMENT
ENGINEERING MOWN
550E. 8th St
Beaumont. CA 92223
1EL: 951) 789-8520 FAX (951) 709-8528
CITY OF BEAUMONT, CALIFORNIA
GRADING PLANS FOR:
PARCEL MAP NO. 38161
PHASE 1 GRADING PLAN
INDEX SHEET AND STREET SECTIONS
SHEET
2 OF X SHEETS
FILE NO:
DWG: N: \01.174.100 Beaumont Pointe FE\Drawings\Rough Grading Plan\BP_RGP_02.dwg a
Apr 24, 2025 — 12:53pm By.
6'-O"
1 '-0" 2'-6" 2'-6"
61)(6"-W1.4 X W1.4 W.W.M.
ALL EDGES TO BE
TRIMMED SMOOTH
HINGE POINT
4 21
6"
1'-0"
TERRACE DRAIN
N.T.S.
6"X6" -W1.4 X W1.4 W.W.M.
ALL EDGES TO BE
TRIMMED SMOOTH
O TERRACE DRAIN
N.T.S.
DOWN DRAIN
100
5 100
to
"1
N
41 101.5
101.5
TERRACE DRAIN
ANCHOR
TRANSITION
ANCHOR
DOWN DRAIN, SEE
DETAIL NO. 4 HEREON
PLAN VIEW
N.T.S.
NOTES:
ANCHOR, SEE
DETAIL NO. 3
HEREON
SECTION A -A
N.T.S.
® DOWN DRAIN INTERSECTION
N.T.S.
1. ALL CONCRETE SPLASH WALLS TO BE 4'-0" LONG, UNLESS NOTED OTHERWISE.
2. AT ALL DOWN DRAINS, CENTER THE SPLASH WALL ON OPPOSITE SIDE OF DRAINAGE DITCH AT THE CENTER LINE OF THE DOWN -DRAIN PER DETAIL BELOW.
3. CONCRETE SPLASH WALL TO BE MONOLITHIC POUR WITH CONCRETE DRAINAGE DITCH.
CONCRETE DOWN DRAIN PER PLAN
/3 BAR IN BOND BEAM BLOCK
8x81(16" CONCRETE BLOCK,
SOLID GROUT ALL CELLS
MX. 1 F.L.
EXTEND 6x6'-W1.4xW1.4
WWM INTO CONCRETE
SPLASH WALL FOOTING
/3 BAR ® 18" O.C.
0.6' MIN.
CONCRETE DRAINAGE
DITCH PER PLAN
()SPLASH WALL
N.T.S.
4"
6"X6" -W1.4 X W1.4 W.W.M.
A
A
3-O"
/4 MRS, TYP.
4"
DOWN
DRAIN
ANCHOR
DOWN DRAIN SECTION A -A
TIP.
6" BEND, TYP.
DOWN DRAIN ANCHORS
CONSTRUCTED EVERY 10' IN
VERTICAL HEIGHT AND AT TOP
& TOE OF DOWN DRAIN
DOWN DRAIN
N.T.S.
PARCEL 5
NATURAL GROUND
OR FILL SLOPE
3'-0"
NATURAL
GROUND
OR CUT
SLOPE 6
7" ij
a
®3' CONCRETE "V" DITCH
N.T.S.
4" DIA. WEEPHOLES @ 6' 0.C.
WHEN "M" EXCEEDS 3'
6"x6"41 0410 WWM
3" THICK CONCRETE
© 3" INTERCEPTOR DRAIN
N.T.S.
SOUTHERLY
R/W
i
SOUTHERLY
R/W
DAYLIGHT
EXISTING
GROUND -
40'
NORTHERLY
R/W
20'
20'
2% I 2%
SECTION "E"
INDUSTRIAL WAY
N.T.S.
40'
SECTION "D"
INDUSTRIAL WAY
N.T.S.
20'
STORM DRAIN
FLOW SPREADER
20'
1 2'
NORTHERLY
R/W
1 2'
•\ fEXISTING DAYLIGHT
GROUND
\
~ 1
\ fEXISTING DAYLIGHT
GROUND
I ,- DAYLIGHT
I EXISTING
GROUND
DAYLIGHT
EXISTING
GROUND
SOUTHERLY
R/W
PKWY IPKWY
i
i
WESTERLY
R/W
SECTION "C"
4TH STREET
N.T.S.
SECTION "8"
4TH STREET
N.T.S.
78'
SECTION "A"
4TH STREET
N.T.S.
78'
EASTERLY
R/W
i
•
5' 5'
PKWY IKWY P
•
•
6'
SIDEWALK
28'
28'
SOUTHERLY
R/W
5' I
PKWY I
2%
SECTION "G"
JACK RABBIT TRAILS
N.T.S.
56'
2%
NORTHERLY
R/W
28'
2%
SECTION "F"
ENTERTAINMENT WAY
N.T.S.
2.�
28'
1 5'
I PKWY
6'
PKWY
5' i 5'
PKWY I PKWY
PARCEL 2
PARCEL 4
PARCEL 4
PARCEL 5
EXISTING
GROUND
-
DAYLIGHT
Call 2 Working Days
Before You Dig!
811
BENCHMARK:
NA ITONAL GEODETIC SURVEY BENCHMARK Na "U 448
RESET 1955" 2.4 MILES NESTETRLY ALONG U.S HIGHWAY
60 FROM THE POST OFF10E AT BEAUMONT, RIVERSIDE
COUNTY, AT A POINT WERE THE HIGHWAY PASSES
THROUGH A CUT, 97 FEET NORTH OF CENTERLINE OF THE
HIGHWAY OPPOSITE HIGHWAY ENGINEERS STATION 267/9$
16 FEET SOUTH OF THE NORTH RIGHT-OFOWAY FENCE, 16
FEET NEST OF THE RIGHT-OF-WAY FENCE CORNER, AND
18 FEET EAST OF POKER POLE /8266.L A STANDARD
DISK, STAMPED '7/448 RESET 1955" AND SET IN TOP CF
A CONCRETE POST PROJECTING 0.5 FEET ABOVE GROUND.
ELEV. 2448.129', NG VD 29
BY
MARK
ENGINEER
DESCRIPTION
REVISIONS
APPR.
DATE
CITY
PROACTIVE ENGINEERING
CONSULTANTS WEST, INC.
27404 VIA INDUSTRIA
TEMECULA, CA 92590
951-200-6540
PROACTIVE
ENGINEERING WEST
04/24/25
DATE
GEORGE ALAN LENFESTEY
R.C.E. 45920 EXP. 12-31-2026
DESIGN BY:
PEC
DATE:
04/24/25
PUBLIC WORKS DEPARTMENT
550 E. 6TH ST, BEAUMONT, CA 92223
Reviewed By.
Recommended
for Approval By:
Approved By:
Staff Engineer
MF11111111FOUVO Enabler
Sty Enq ..JDIreomr of Publics Werke
Date:
Date:
Date:
CITY OF BEAUMONT, PUBLIC WORKS DEPARTMENT
ENGINEERING DIVISION
550E. 6th St
Beaumont. CA 92223
TEL: 951) 769-8520 FAX: (951) 769-5526
CITY OF BEAUMONT, CALIFORNIA
GRADING PLANS FOR:
PARCEL MAP NO. 38161
PHASE 1 GRADING PLAN
SHEET
3 OF X SHEETS
FILE NO:
SECTIONS AND DETAILS
DWG: N: \01.174.100 Beaumont Pointe FE\Drawings\Rough Grading Plan\BP_RGP_03.dwg a
Apr 24, 2025 — 12:54pm By.
0 a
CONSTRUCTION NOTES:
0 0
0 0
0 CONSTRUCT 6' CONCRETE TERRACE DRAIN PER DETAIL ON SHEET 3 CONSTRUCT 12' CONCRETE TERRACE DRAIN PER DETAIL ON SHEET 3 CONSTRUCT DOWN -DRAIN INTERSECTION PER DETAIL ON SHEET 3 CONSTRUCT 3' CONCRETE DOWN -DRAIN PER DETAIL ON SHEET 3 CONSTRUCT 3' CONCRETE V -DITCH PER DETAIL ON SHEET 3
CONSTRUCT INTERCEPTOR DITCH PER DETAIL ON SHEET 3
CONSTRUCT 6" THICK CONCRETE SPLASH WALL PER DETAIL ON SHEET 3
CONSTRUCT RIPRAP ENERGY DISSIPATER PER COUNTY OF RIVERSIDE STANDARD NO. 314. RIPRAP CLASS PER PLAN
EXPLANATION
- SURFICIAL UNITS -
Qal/Qoal
- BEDROCK UNIT -
Tst
476,.:(„
,L X43,
A�
70 \\/
KB -5
KTP-1
♦�.s* ♦♦S
,Ns."Ns„
1 41
KB -10B
KBA-2B
r
1'
(LOCATIONS APPROXIMATE)
SILTY SAND, SANDY SILT, MEDIUM DENSE TO
DENSE, UNDIFFERENTIATED
SAN TIMOTEO FORMATION, SILTY SANDSTONE,
SILTSTONE, CONGLOMERATE, UNDIFFERENTIATED
STRIKE & DIP OF BEDDING
FAULT ATTITUDE
CUT/FILL DAYLIGHT LINE
GEOLOGIC CONTACT
EXPLORATORY BORING
(KCG, 7-23-21)
KTP-1 EXPLORATORY TEST PIT
(KCG, 7-23-21)
PROPOSED PERFORATED SUBDRAIN LOCATIONS
PROPOSED SOLID SUBDRAIN LOCATIONS
EXPLORATORY HOLLOW STEM BORING
(KCG, 10-18-22)
EXPLORATORY BUCKET AUGER BORING
(KCG, 10-18-22)
GEOLOGIC CROSS-SECTION
ESTIMATED DEPTH (FEET) OF
REMEDIAL GRADING
OVEREXCAVATION OF BEDROCK CUT AREAS
BENEATH PROPOSED STRUCTURES (AND 10 FEET)
ESTIMATED AREA OF 3:1 LAYBACK OF STEEP
NATURAL SLOPES ADJACENT TO OR BENEATH
PROPOSED STRUCTURES PRIOR TO FILL PLACEMENT
icoli
50' PROPOSED FILL KEY
(30 FEET WIDE, 10-20 FEET DEEP)
30'
40'
0 40' 80' 120'
SCALE: 1 =40'
5 L
0 299.44
F GB
Tst
((•(:"----Ir:M =I I=
PROJ BOUNDARY
KB-IOB
ELEV. = 2360.0
SEE SI-EEI 5
lY
it
CITY OF BEAUMONT, CALIFORNIA
KCG KLING
Consulting
Group, Inc.
Geotechnical Map
Beaumont Pointe Phase 1 Rough Grading Plan
Beaumont, CA
Plate:
PN:
Date:
1 18060-06
June 5, 2025
J
2340
2345
MI
iZ
N -
PROJECT BOUNDARY
i
2345
J
A
Tst
2360
Tst
Qal
•
•
GRADING PLANS FOR:
PARCEL MAP NO. 38161
PHASE 1 GRADING PLAN
SHEET
4 OF X SHEETS
FILE NO:
ROUGH GRADING PLAN
DWG: N: \01.174.100 Beaumont Pointe FE\Drawings\Rough Grading Plan \BP .RGP_04-09.dwg v
Apr 24, 2025 — 12:57pm By.
O
a
1 1
Ir Tst
1 1
1 1
1 1
1 1
1 1
40' 0 40' 80' 120'
SCALE:1 =40'
0 it
- - - - - - -
0 „pc SiEfri 4
w MMMM -
Qal —^
z ////z
r
(
SEE' I%EfrJ 6
KCGKLING
Consulting
Group, Inc.
Geotechnical Map
Beaumont Pointe Phase 1 Rough Grading Plan
Beaumont, CA
Plate:
PN:
Date:
2 18060-06
June 5, 2025
•.0\
01 1
� Qal
Qal
1 \-%
2347
.
r
569
2`59
Tst
\R1
Tst 1
1 \•
CITY OF BEAUMONT, CALIFORNIA
GRADING PLANS FOR:
PARCEL MAP NO. 38161
PHASE 1 GRADING PLAN
SHEET
5 OF X SHEETS
FILE NO:
ROUGH GRADING PLAN
DWG: N: \01.174.100 Beaumont Pointe FE\Drawings\Rough Grading Plan \BP.J GP_04-09.dwg a
v
Apr 24, 2025 — 12:55pm By.
0 a
CONSTRUCTION NOTES:
QQ CONSTRUCT 6' CONCRETE TERRACE DRAIN PER DETAIL ON SHEET 3 CONSTRUCT 12' CONCRETE TERRACE DRAIN PER DETAIL ON SHEET 3 O CONSTRUCT DOWN -DRAIN INTERSECTION PER DETAIL ON SHEET 3 � CONSTRUCT 3' CONCRETE DOWN -DRAIN PER DETAIL ON SHEET 3 0 CONSTRUCT 6" THICK CONCRETE SPLASH WALL PER DETAIL ON SHEET 3 40'
0 40' 80' 120'
SCALE: 1 "=40'
I
Qa1
1 1
1 1
1 1
1 M
i
KBA-5B.
PROJECT BOUNDARY \\\\\-/
L„,N,\\\H\.,
=
SEES 75
1KEX3KLING
Consulting
Group, Inc.
Geotechnical Map
Beaumont Pointe Phase 1 Rough Grading Plan
Beaumont, CA
Plate:
PN:
Date:
3 18060-06
June 5, 2025
0 l
(Ni
i
Approximate Location
of Fill Key (30' W, 10' D)
MI IM M Mr \\
5-10
2347
2346
/16
Qal
L
N
h
4-4
- 2345
23501
2355
2360
2365
2370
CITY OF BEAUMONT, CALIFORNIA
GRADING PLANS FOR:
PARCEL MAP NO. 38161
PHASE 1 GRADING PLAN
ROUGH GRADING PLAN
I
l�
I
p
SHEET
6 OF _X SHEETS
FILE NO:
DWG: N: \01.174.100 Beaumont Pointe FE\Drawings\Rough Grading Plan\BP .RGP_04-09.dwg 0 0
a
CONSTRUCTION NOTES:
O CONSTRUCT 6' CONCRETE TERRACE DRAIN PER DETAIL ON SHEET 3 ® CONSTRUCT INTERCEPTOR DITCH PER DETAIL ON SHEET 3
O CONSTRUCT 6" THICK CONCRETE SPLASH WALL PER DETAIL ON SHEET 3 ® CONSTRUCT TON RIPRAP ENERGY DISSIPATER PER COUNTY OF RIVERSIDE STANDARD NO. 314. RIPRAP CLASS PER PLAN
EXISTING EASEMENTS:
1 1
1 1
1 2365
EASEMENTS(S) FOR THE PURPOSE(S) SHOWN BELOW AND RIGHTS INCIDENTAL 2360 THERETO, AS GRANTED IN A DOCUMENT; 2355
GRANTED TO: SOUTHERN CALIFORNIA EDISON COMPANY, A CORPORATION, ITS 2350 SUCCESSORS AND/OR ASSIGNS 2345
PURPOSE: PUBLIC UTILITIES
RECORD DATE: FEBRUARY 28, 1979
RECORDING NO: 40584 OF OFFICIAL RECORDS
AFFECTS: AS DESCRIBED THEREIN
(APPROXIMATELY LOCATION OF ROAD EASEMENT PLOTTED HEREON) O 2 E4SEMENTS(S) FOR THE PURPOSE(S) SHOWN BELOW AND RIGHTS INCIDENTAL THERETO, AS GRANTED IN A DOCUMENT;
GRANTED TO: SOUTHERN CALIFORNIA EDISON COMPANY, A CORPORATION, ITS
SUCCESSORS AND/OR ASSIGNS
PURPOSE: PUBLIC UTILITIES
RECORD DATE: FEBRUARY 20, 1979
RECORDING NO: 34426 OF OFFICIAL RECORDS
AFFECTS: AS DESCRIBED THEREIN
(EASEMENT PLOTTED HEREON)
40' 0 40' 80' 120'
SCALE 1"=40'
67 >' '‘C)
- .'� 4CJ
ti
r
Li
340.25
330 - 23
335-
Qal
2 2360_
Qal
•
SW f B
Tst
KCG KLING
Consulting
Group, Inc.
Geotechnical Map
Beaumont Pointe Phase 1 Rough Grading Plan
Beaumont, CA
Plate:
PN:
Date:
4 18060-06
June 5, 2025
338.50
F HP
— — — — -I
0 10
2345
I
CITY OF BEAUMONT, CALIFORNIA
GRADING PLANS FOR:
PARCEL MAP NO. 38161
PHASE 1 GRADING PLAN
SHEET
7 OF 44SHEETS
FILE NO:
ROUGH GRADING PLAN
DWG: N: \01.174.100 Beaumont Pointe FE\Drawings\Rough Grading Plan\BP.J GP_04-09.dwg W
s.
E
a
May 05, 2025 —
v
a
SEE f7
EXISTING EASEMENTS:
O2 EASEMENTS(S) FOR THE PURPOSE(S) SHOWN BELOW AND RIGHTS INCIDENTAL THERETO, AS GRANTED IN A DOCUMENT;
GRANTED TO: SOUTHERN CALIFORNIA EDISON COMPANY, A CORPOR4TION, ITS
SUCCESSORS AND/OR ASSIGNS
PURPOSE: PUBLIC UTILITIES
RECORD DATE: FEBRUARY 20, 1979
RECORDING NO: 34426 OF OFFICIAL RECORDS
AFFECTS: AS DESCRIBED THEREIN
(EASEMENT PLOTTED HEREON)
40' 0
40' 80' 120'
SCALE: 1 =40'
lag
iv l
r
r
7359
I
1 1
1 1
1 1
1 PI
---, / :41
---------------\-- ------- ------.—._ m)..
B -9B
M MI MI U\7_,M IM =Mr NM = M M,/
Tst
Qal _-2357:
OS
V 55.0 .1P
liowx?,
� 350.0 OT
SEE T9
KCG KLING
Consulting
Group, Inc.
Geotechnical Map
Beaumont Pointe Phase 1 Rough Grading Plan
Beaumont, CA
Plate:
PN:
Date:
5 18060-06
June 5, 2025
------ PAD = 2362.0
Tst
1 1
1 1
1 1
1 1
1 CITY OF BEAUMONT, CALIFORNIA
GRADING PLANS FOR:
PARCEL MAP NO. 38161
PHASE 1 GRADING PLAN
SHEET
8 OF X SHEETS
FILE NO:
ROUGH GRADING PLAN
DWG: N: \01.174.100 Beaumont Pointe FE\Drawings\Rough Grading Plan\BP.J GP_04-09.dwg a
Apr 24, 2025 — 12:54pm By.
CONSTRUCTION NOTES:
0 0
0 0
CONSTRUCT 6' CONCRETE TERRACE DRAIN PER DETAIL ON SHEET 3 CONSTRUCT 12' CONCRETE TERRACE DRAIN PER DETAIL ON SHEET 3 CONSTRUCT DOWN -DRAIN INTERSECTION PER DETAIL ON SHEET 3 CONSTRUCT 3' CONCRETE DOWN -DRAIN PER DETAIL ON SHEET 3 CONSTRUCT INTERCEPTOR DITCH PER DETAIL ON SHEET 3
CONSTRUCT 6" THICK CONCRETE SPLASH WALL PER DETAIL ON SHEET 3 320.94
FL HP
i 372.50
HP
289.72
FL
EXISTING EASEMENTS:
EASEMENTS(S) FOR THE PURPOSE(S) SHOWN BELOW AND RIGHTS INCIDENTAL THERETO, AS GRANTED IN A DOCUMENT,•
GRANTED TO: SOUTHERN CALIFORNIA EDISON COMPANY, A CORPORATION, ITS
SUCCESSORS AND/OR ASSIGNS
PURPOSE: PUBLIC UTILITIES
RECORD DATE: FEBRUARY 20, 1979
RECORDING NO: 34426 OF OFFICIAL RECORDS
AFFECTS: AS DESCRIBED THEREIN
(EASEMENT PLOTTED HEREON)
40'
40' 80' 120'
SCALE: 1 =40'
CITY OF BEAUMONT, CALIFORNIA
399.90
FL HP
401.16
372.50
FL HP
1KEX3KLING
Consulting
Group, Inc.
Geotechnical Map
Beaumont Pointe Phase 1 Rough Grading Plan
Beaumont, CA
Plate:
PN:
Date:
6 18060-06
June 5, 2025
290.90
F HP
259.65
FL HP
TRANSITION ZONE
0.5OX
291.94
HP
283.61
� F
S`
7',
FL
223.39
FL LP
229.01
Approximate Location
of Fill Key (30' W, 10' D)
323.24
a HP
264.10
233.00 I
\-\\\
203.95
HP
GRADING PLANS FOR:
PARCEL MAP NO. 38161
PHASE 1 GRADING PLAN
ROUGH GRADING PLAN
173.79
FL HP
SHEET
9 OF X SHEETS
FILE NO:
ings\Rough Grading Plan \BP .RGP_04-09.dwg
CONSTRUCTION NOTES:
CONSTRUCT 6' CONCRETE TERRACE DRAIN PER DETAIL ON SHEET 3 0 CONSTRUCT DOWN -DRAIN INTERSECTION PER DETAIL ON SHEET 3 ® CONSTRUCT 3' CONCRETE DOWN -DRAIN PER DETAIL ON SHEET 3 © CONSTRUCT INTERCEPTOR DITCH PER DETAIL ON SHEET 3
7Q CONSTRUCT 6'° THICK CONCRETE SPLASH WALL PER DETAIL ON SHEET 3
CO CONSTRUCT RIPRAP ENERGY DISSIPATER PER COUNTY OF RIVERSIDE STANDARD NO. 314. RIPRAP CLASS PER PLAN
40' 0 40' 80' 120'
SCALE: 1.=40'
1 l
Qal
334.15
FL LP ,
340.13
312.40
PROJECT BOUNDARY
s
SEE a' 1 if
Tst
PAD 2362.0
0 MMI
------>
2340
2365 ---
0r
9'\
KCGKLING
Consulting
Group, Inc.
Geotechnical Map
Beaumont Pointe Phase 1 Rough Grading Plan
Beaumont, CA
Plate:
PN:
Date:
7 18060-06
June 5, 2025
S -2345
2350
348.52
HP
2350 4:1
B-3
Qal
a
1 340.G
Itl
CITY OF BEAUMONT, CALIFORNIA
GRADING PLANS FOR:
PARCEL MAP NO. 38161
PHASE 1 GRADING PLAN
SHEET
10 OF X SHEETS
FILE NO:
ROUGH GRADING PLAN
DWG: N: \01.174.100 Beaumont Pointe FE\Drawings\Rough Grading Plan\BP.J GP_10-15.dwg v
Apr 24, 2025 — 12:56pm By.
40' 0 40' 80' 120'
SCALE: 1 =40'
1 1
•
Tst
i
2. SEE Ski V
mmmimm
Qal
Tst
•
•
l -
3:1 2360
C,
C,
Tst
KCGKLING
Consulting
Group, Inc.
Geotechnical Map
Beaumont Pointe Phase 1 Rough Grading Plan
Beaumont, CA
Plate:
PN:
Date:
8 18060-06
June 5, 2025
_
10 77
If/
KB -5B
F
1 1�
2375
3.5X
CITY OF BEAUMONT, CALIFORNIA
GRADING PLANS FOR:
PARCEL MAP NO. 38161
PHASE 1 GRADING PLAN
SHEET
11 OF X SHEETS
FILE NO:
ROUGH GRADING PLAN
DWG: N: \01.174.100 Beaumont Pointe FE\Drawings\Rough Grading Plan\BP.J GP_10-15.dwg v
Apr 24, 2025 — 12:55pm By.
0 a
CONSTRUCTION NOTES:
CONSTRUCT 6' CONCRETE TERRACE DRAIN PER DETAIL ON SHEET 3 0 CONSTRUCT 12' CONCRETE TERRACE DRAIN PER DETAIL ON SHEET 3 Q CONSTRUCT DOWN -DRAIN INTERSECTION PER DETAIL ON SHEET 3 a CONSTRUCT 3' CONCRETE DOWN -DRAIN PER DETAIL ON SHEET 3 0 CONSTRUCT INTERCEPTOR DITCH PER DETAIL ON SHEET 3
7� CONSTRUCT 6" THICK CONCRETE SPLASH WALL PER DETAIL ON SHEET 3 0)
EXISTING EASEMENTS:
EASEMENTS(S) FOR THE PURPOSE(S) SHOWN BELOW AND RIGHTS INCIDENTAL THERETO, AS GRANTED IN A DOCUMENT;
GRANTED TO: SOUTHERN CALIFORNIA EDISON COMPANY, A CORPORATION, ITS
SUCCESSORS AND/OR ASSIGNS
PURPOSE: PUBLIC UTILITIES
RECORD DATE: FEBRUARY 20, 1979
RECORDING NO: 34426 OF OFFICIAL RECORDS
AFFECTS: AS DESCRIBED THEREIN
(EASEMENT PLOTTED HEREON)
40'
0 40' 80' 120'
SCALE: 1'1=40'
323.24
F HP
Qal
5-10
233.00
203.95
HP \
249.37
F HP
/
218.67
159.95
374.90
275.63
185.71
Approximate Location
of Fill Key (30' W, 10' D)
212.07
237.37
FL LP
273.60
1KEX3KLING
Consulting
Group, Inc.
Geotechnical Map
Beaumont Pointe Phase 1 Rough Grading Plan
Beaumont, CA
Plate:
PN:
Date:
9 18060-06
June 5, 2025
381.59
FL LP
413.12
FL LP
2385
37•.74
LP
CITY OF BEAUMONT, CALIFORNIA
GRADING PLANS FOR:
PARCEL MAP NO. 38161
PHASE 1 GRADING PLAN
ROUGH GRADING PLAN
SHEET
12 OF X SHEETS
FILE NO:
DWG: N: \01 174.100 Beaumont Pointe FE\Drawings\Rough Grading Plan\BP_RGP_10-15,dwg v
-a
0 a
CONSTRUCTION NOTES:
0 CONSTRUCT 6' CONCRETE TERRACE DRAIN PER DETAIL ON SHEET 3 0 CONSTRUCT THICK CONCRETE SPLASH WALL PER DETAIL ON SHEET 3 40' 0 40' 80' 120'
SCALE: 1 =40'
1 1
t.
1 340.06
� v
1 Tst
t!j
Ile 4)
ry
/,
I
/
Tst
of
SEE fir' 14
i
NN
368.7
Qal
"2-340-
GB
3.•1
2375
PROJECT BOUNDARY
a
PAD - 23760
M.. MMI
Tst
/11:77-://::( 11
KCG KLING
Consulting
Group, Inc.
Geotechnical Map
Beaumont Pointe Phase 1 Rough Grading Plan
Beaumont, CA
Plate:
PN:
Date:
10 18060-06
June 5, 2025
•
Qal
1 1
1 1
1 1
1 CITY OF BEAUMONT, CALIFORNIA
GRADING PLANS FOR:
PARCEL MAP NO. 38161
PHASE 1 GRADING PLAN
SHEET
13 OF'T`7' SHEETS
FILE NO:
ROUGH GRADING PLAN
DWG: M:\01.174.100 Beaumont Pointe FE\Drawings\Rough Grading Plan\BP.J GP_10-15.dwg 0 W
May 05, 2025 — 1:40pm By.
v
a
SI-Efri 13
t
Di If
rj
KB -5B
(6‘
40' 0 40' 80' 120'
SCALE: 1 =40'
/r
2370
M
2370
MMMMMMM
LP
Qal
10 7
SEE 15
KCG KLING
Consulting
Group, Inc.
Geotechnical Map
Beaumont Pointe Phase 1 Rough Grading Plan
Beaumont, CA
Plate:
PN:
Date:
11 18060-06
June 5, 2025
370.2
• FG HP
Qal
ST1
370.0 TOP
365.0 BOT
2370
MI I L
CITY OF BEAUMONT, CALIFORNIA
GRADING PLANS FOR:
PARCEL MAP NO. 38161
PHASE 1 GRADING PLAN
ROUGH GRADING PLAN
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
SHEET
14 OF _X SHEETS
FILE NO:
DWG: N: \01.174.100 Beaumont Pointe FE\Drawings\Rough Grading Plan\BP_RGP_10-15.dwg Si
E
a-
N
N
0 N
N
a
CONSTRUCTION NOTES:
CONSTRUCT 6' CONCRETE TERRACE DRAIN PER DETAIL ON SHEET 3 CONSTRUCT 12' CONCRETE TERRACE DRAIN PER DETAIL ON SHEET 3 CONSTRUCT DOWN -DRAIN INTERSECTION PER DETAIL ON SHEET 3 CONSTRUCT 3' CONCRETE DOWN -DRAIN PER DETAIL ON SHEET 3 CONSTRUCT 6" THICK CONCRETE SPLASH WALL PER DETAIL ON SHEET 3 77 379.74
LP
FL
- 409.74
40' 0 40' 80' 120'
SCALE 1 "=40'
(511
FL
mmmm
EP
►� ST2
369.0 TOP
364.0 BOT
368.7
FG LP
Tst
5➢g 14
2370 _
2375
2375_
2380
2385 394.30
2390 HP
2400
2405
2410
_2415
KCG KLING
Consulting
Group, Inc.
Geotechnical Map
Beaumont Pointe Phase 1 Rough Grading Plan
Beaumont, CA
Plate:
PN:
Date:
12 18060-06
June 5, 2025
M M M E
GB
370.2
FG HP
383.05
LP
Al?AI
B
368.7
FG LP
394.61
HP
2405 BA-2B
2410
2420
0.50A
Tst
25.08 CITY OF BEAUMONT, CALIFORNIA
GRADING PLANS FOR:
PARCEL MAP NO. 38161
PHASE 1 GRADING PLAN
ROUGH GRADING PLAN
SHEET
15 OF _X SHEETS
FILE NO:
DWG: N: \01.174.100 Beaumont Pointe FE\Drawings\Rough Grading Plan\BP_RGP_10-15.dwg v
Si
E
a-
[V
N
CNI
N
at-
CONSTRUCTION NOTES:
• CONSTRUCT 6' CONCRETE TERRACE DRAIN PER DETAIL ON SHEET 3 O CONSTRUCT DOWN -DRAIN INTERSECTION PER DETAIL ON SHEET 3 � CONSTRUCT 3' CONCRETE DOWN -DRAIN PER DETAIL ON SHEET 3 ® CONSTRUCT INTERCEPTOR DITCH PER DETAIL ON SHEET 3
0 CONSTRUCT THICK CONCRETE SPLASH WALL PER DETAIL ON SHEET 3 ® CONSTRUCT 4 TON RIPRAP ENERGY DISSIPATER PER COUNTY OF RIVERSIDE STANDARD NO. 314. RIPRAP CLASS PER PLAN
10 CONSTRUCT RETAINING WALL PER STRUCTURAL RETAINING WALL DETAIL 1 ON SHEET 13
EXISTING EASEMENTS:
O3 EASEMENTS(S) FOR THE PURPOSE(S) SHOWN BELOW AND RIGHTS INCIDENTAL THERETO, AS GRANTED IN A DOCUMENT;
GRANTED TO: CALIFORNIA ELECTRIC POWER COMPANY, ITS SUCCESSORS
AND/OR ASSIGNS
PURPOSE: INGRESS AND PUBLIC UTILITIES
RECORD DATE: JULY 29, 1960
RECORDING NO: 67256, OFFICIAL RECORDS
AFFECTS: AS DESCRIBED THEREIN
(EASEMENT PLOTTED HEREON)
40' 0
40' 80' 120'
SCALE 1 "=40'
I
1 1
1 I
1 1
1 _0,50X 9�
5 Tst
0.50%
1 2370
2371
PAD = 2376.0
Qal
Qal
KB-2
PROJECT BOUNDARY
• •
•
0 1
0 31 50
2350
2355 10 347.4
HP
2360
2365
2369
230
SCE 717
I
r
KCGKLING
Consulting
Group, Inc.
Geotechnical Map
Beaumont Pointe Phase 1 Rough Grading Plan
Beaumont, CA
Plate:
PN:
Date:
13 18060-06
June 5, 2025
2369
ti
N
Qal
• •
•
ry
4)10
B -3B
Qal
\\
1 1
1 1
1 I
1 1
1 ■
1 1
1 1
1 1
1 CITY OF BEAUMONT, CALIFORNIA
GRADING PLANS FOR:
PARCEL MAP NO. 38161
PHASE 1 GRADING PLAN
SHEET
16 OF 44SHEETS
FILE NO:
ROUGH GRADING PLAN
DWG: M:\01.174.100 Beaumont Pointe FE\Drawings\Rough Grading Plan\BP.J GP_16-21.dwg 0 a
W
51. CO
E
a.
N
May 05, 2025 —
v
a
40' 0 40' 80' 120'
SCALE: 1'1=40'
1 1
1 1
1 1
1� v
f
r
i
e
370.0 TOP
365.0 B0T
3 � J
nCP
ayb
51zfi
51*
MMM
97 ��' y rS'T�
PAD = 23760
T
14'
'MET 18
KCGKLING
Consulting
Group, Inc.
Geotechnical Map
Beaumont Pointe Phase 1 Rough Grading Plan
Beaumont, CA
Plate:
PN:
Date:
14 18060-06
June 5, 2025
t
B -3B
G
11 \•7
Dsi
2412 —
241
2417
27 2418
17\ I=
-- 1
7 Qal - -
1 1
1 1
1 :R
CITY OF BEAUMONT, CALIFORNIA
GRADING PLANS FOR:
PARCEL MAP NO. 38161
PHASE 1 GRADING PLAN
SHEET
17 OF X SHEETS
FILE NO:
ROUGH GRADING PLAN
DWG: N: \01.174.100 Beaumont Pointe FE\Drawings\Rough Grading Plan\BP.J GP_16-21.dwg a
Apr 24, 2025 — 12:54pm By.
0 a
CONSTRUCTION NOTES:
0 CONSTRUCT 6' CONCRETE TERRACE DRAIN PER DETAIL ON SHEET 3 CONSTRUCT 12' CONCRETE TERRACE DRAIN PER DETAIL ON SHEET 3 3Q CONSTRUCT DOWN -DRAIN INTERSECTION PER DETAIL ON SHEET 3 ® CONSTRUCT 3' CONCRETE DOWN -DRAIN PER DETAIL ON SHEET 3 7Q CONSTRUCT 6" THICK CONCRETE SPLASH WALL PER DETAIL ON SHEET 3 SCALE. 1 =40'
-rrr77
Geotechnical Map
Beaumont Pointe Phase 1 Rough Grading Plan
Beaumont, CA
Plate:
PN:
Date:
PAD = 2376.0
15 18060-06
June 5, 2025
393.16
TG
390.81
rC
457.47
482.89
CITY OF BEAUMONT, CALIFOR
GRADING PLANS FOR:
PARCEL MAP NO. 38161
PHASE 1 GRADING PLAN
ROUGH GRADING PLAN
SHEET
18 OF X SHEETS
FILE NO:
a
N
v
E
o
0 N
N
a
CONSTRUCTION NOTES:
O CONSTRUCT 6' CONCRETE TERRACE DRAIN PER DETAIL ON SHEET 3 O CONSTRUCT DOWN -DRAIN INTERSECTION PER DETAIL ON SHEET 3 � CONSTRUCT 3' CONCRETE DOWN -DRAIN PER DETAIL ON SHEET 3 7O CONSTRUCT 6" THICK CONCRETE SPLASH WALL PER DETAIL ON SHEET 3 • CONSTRUCT EARTHEN SWALE PER DETAIL ON SHEET 3
EXISTING EASEMENTS:
EASEMENTS(S) FOR THE PURPOSE(S) SHOWN BELOW AND RIGHTS INCIDENTAL THERETO, AS GRANTED IN A DOCUMENT;
GRANTED TO: CALIFORNIA WATER AND TELEPHONE COMPANY, A CORPORATION,
ITS SUCCESSORS AND/OR ASSIGNS
PURPOSE: PUBLIC UTTLIT7ES
RECORD DATE: MAY 18, 1959
RECORDING NO: 42712, OFFICIAL RECORDS
AFFECTS: AS DESCRIBED THEREIN
(EASEMENT PLOTTED HEREON)
®E4SEMENTS(S) FOR THE PURPOSE(S) SHOWN BELOW AND RIGHTS INCIDENTAL THERETO, AS GRANTED IN A DOCUMENT;
MATTERS CONTAINED IN THAT CERTAIN DOCUMENT ENTITLED: INGRESS AND
EGRESS EASEMENT AND AGREEMENT
RECORD DATE: APRIL 20, 2016
RECORDING NO: 2016-0156702, OFFICIAL RECORDS
REFERENCE IS HEREBY MADE TO SAID DOCUMENT FOR FULL PARTICULARS AMONG OTHER THINGS, SAID AGREEMENT PROVIDES FOR:
AN EASEMENT FOR PEDESTRIAN AND VEHICULAR INGRESS AND EGRESS OVER A PORTION OF SAID LAND.
(IN FAVOR OF: TIMOTEO LAND INVESTORS, LLC, A DELAWARE LIMITED LIABILITY
COMPANY)
(EASEMENT PLOTTED HEREON)
40' 0
40' 80' 120'
SCALE 1 "-40'
1 48.50
379.21
1 i
I
-> �� 23
0 Tst
- - - _ _ -
V
.00
PROJECT BOUNDARY
-`- - - - - - - - ■
KCG KLING
Consulting
Group, Inc.
Geotechnical Map
Beaumont Pointe Phase 1 Rough Grading Plan
Beaumont, CA
Plate:
PN:
Date:
16 18060-06
June 5, 2025
SEE MET20
\
\
CITY OF BEAUMONT, CALIFORNIA
GRADING PLANS FOR:
PARCEL MAP NO. 38161
PHASE 1 GRADING PLAN
SHEET
19 OF'T`7' SHEETS
FILE NO:
ROUGH GRADING PLAN
DWG: M:\01.174.100 Beaumont Pointe FE\Drawings\Rough Grading Plan\BP.J GP_16-21.dwg W
CO
E
a
May 05, 2025 —
v
a
WIT 19
Qal
I
1 1 24UU ��
2405
2413
i
2423
373.9
\\\ iimm
SEE 81-EET 21
PROJEC I UNDARY
CITY OF BEAUMONT, CALIFORNIA
KCG KLING
Consulting
Group, Inc.
Geotechnical Map
Beaumont Pointe Phase 1 Rough Grading Plan
Beaumont, CA
Plate:
PN:
Date:
17 18060-06
June 5, 2025
410.0
rc
MI
I
40' 0 40' 80' 120'
SCALE r=40'
EXISTING EASEMENTS:
O4 EASEMENTS(S) FOR THE PURPOSE(S) SHOWN BELOW AND RIGHTS INCIDENTAL THERETO, AS GRANTED IN A DOCUMENT;
GRANTED TO: CALIFORNIA WATER AND TELEPHONE COMPANY, A CORPORATION,
ITS SUCCESSORS AND/OR ASSIGNS
PURPOSE: PUBLIC UTILITIES
RECORD DATE: MAY 18, 1959
RECORDING NO: 42712, OFFICIAL RECORDS
AFFECTS: AS DESCRIBED THEREIN
(EASEMENT PLOTTED HEREON)
GRADING PLANS FOR:
PARCEL MAP NO. 38161
PHASE 1 GRADING PLAN
SHEET
20 OF X SHEETS
FILE NO:
ROUGH GRADING PLAN
DWG: N: \01.174.100 Beaumont Pointe FE\Drawings\Rough Grading Plan\BP.J GP_16-21.dwg v
v
Apr 24, 2025 — 12:54pm By.
0 a
SEE SHEET 20
SZ
i
t
5 MMMM
�I-
2421
Qal
C
NM
PROJECT BOUNDARY
1 1
KCG KLING
Consulting
Group, Inc.
Geotechnical Map
Beaumont Pointe Phase 1 Rough Grading Plan
Beaumont, CA
Plate:
PN:
Date:
18 18060-06
June 5, 2025
\ 410.0
CONSTRUCTION NOTES:
0 0
0 0
0 PROJECT BOUNDARY
\1\ 1
417.5
TC
CONSTRUCT 6' CONCRETE TERRACE DRAIN PER DETAIL ON SHEET 3 CONSTRUCT 12' CONCRETE TERRACE DRAIN PER DETAIL ON SHEET 3 CONSTRUCT DOWN -DRAIN INTERSECTION PER DETAIL ON SHEET 3 CONSTRUCT 3' CONCRETE DOWN -DRAIN PER DETAIL ON SHEET 3 CONSTRUCT INTERCEPTOR DITCH PER DETAIL ON SHEET 3
CONSTRUCT 6' THICK CONCRETE SPLASH WALL PER DETAIL ON SHEET 3 M - - - - - - - -\t -
EXISTING EASEMENTS:
0 EASEMENTS(S) FOR THE PURPOSE(S) SHOWN BELOW AND RIGHTS INCIDENTAL THERETO, AS GRANTED IN A DOCUMENT;
GRANTED TO: CALIFORNIA WATER AND TELEPHONE COMPANY, A CORPORATION,
ITS SUCCESSORS AND/OR ASSIGNS
PURPOSE: PUBLIC UTILITIES
RECORD DATE: MAY 18, 1959
RECORDING NO: 42712, OFFICIAL RECORDS
AFFECTS: AS DESCRIBED THEREIN
(EASEMENT PLOTTED HEREON)
40' 0
SCALE 1"=40'
40' 80'
120'
CITY OF BEAUMONT, CALIFORNIA
GRADING PLANS FOR:
PARCEL MAP NO. 38161
PHASE 1 GRADING PLAN
SHEET
21 OF X SHEETS
FILE NO:
ROUGH GRADING PLAN
DWG: N: \01.174.100 Beaumont Pointe FE\Drawings\Rough Grading Plan\BP.J GP_16-21.dwg v
Apr 24, 2025 — 12:55pm By.
CONSTRUCTION NOTES:
O CONSTRUCT 6' CONCRETE TERRACE DRAIN PER DETAIL ON SHEET 3 ® CONSTRUCT DOWN -DRAIN INTERSECTION PER DETAIL ON SHEET 3 ® CONSTRUCT 3' CONCRETE DOWN -DRAIN PER DETAIL ON SHEET 3 7Q CONSTRUCT 6" THICK CONCRETE SPLASH WALL PER DETAIL ON SHEET 3 EXISTING CONSTRUCTION NOTES:
EASEMENTS(S) FOR THE PURPOSE(S) SHOWN BELOW AND RIGHTS INCIDENTAL THERETO, AS GRANTED IN A DOCUMENT;
GRANTED TO: SOUTHERN CALIFORNIA EDISON COMPANY, A CORPORATION,
ITS SUCCESSORS AND/OR ASSIGNS
PURPOSE: PUBLIC UTILITIES
RECORD DATE: FEBRUARY 28, 1979
RECORDING NO: 40584 OF OFFICIAL RECORDS
AFFECTS: AS DESCRIBED THEREIN
(APPROXIMATELY LOCATION OF ROAD EASEMENT PLOTTED HEREON) 40' 0
40' 80' 120'
SCALE: 1 =40'
Tst
I
SEE. i 23
KCG KLING
Consulting
Group, Inc.
Geotechnical Map
Beaumont Pointe Phase 1 Rough Grading Plan
Beaumont, CA
Plate:
PN:
Date:
19 18060-06
June 5, 2025
---
\\
J.
/
/
PROJECT BOUNDARY
ELEV — 2360.0
10-15
Qal
------
OMM
N
235
Tst iss z
/z715
L (C/j'
CITY OF BEAUMONT, CALIFORNIA
GRADING PLANS FOR:
PARCEL MAP NO. 38161
PHASE 1 GRADING PLAN
SHEET
22 OF X SHEETS
FILE NO:
ROUGH GRADING PLAN
DWG: N: \01.174.100 Beaumont Pointe FE\Drawings\Rough Grading Plan\BP.J GP 22-24.dwg Apr 24, 2025 — 12:55pm By.
0 a
SEE SWEI 22
J
40' 0
40'
80'
120'
SCALE:1 =40'
l
i
1 Stf T 24
KB -13B
I//
KCG KLING
Consulting
Group, Inc.
Geotechnical Map
Beaumont Pointe Phase 1 Rough Grading Plan
Beaumont, CA
Plate:
PN:
Date:
20 18060-06
June 5, 2025
M
(i
//
7 ELEV = 2360.0 \,
Qal /
Tst
B -12B
LLF !ELEV 2360
1 1
I
I
�i.
1 1
1 1
1 1
1 ‘') Qat
1 /11
mrali
tli
CITY OF BEAUMONT, CALIFORNIA
GRADING PLANS FOR:
PARCEL MAP NO. 38161
PHASE 1 GRADING PLAN
SHEET
23 OF X SHEETS
FILE NO:
ROUGH GRADING PLAN
DWG: N: \01.174.100 Beaumont Pointe FE\Drawings\Rough Grading Plan\BP.J GP 22-24.dwg v
Apr 24, 2025 — 12:54pm By.
SEE SIEET23
40' 0
40'
80'
120'
SCALE:1 =40'
KCG KLING
Consulting
Group, Inc.
Geotechnical Map
Beaumont Pointe Phase 1 Rough Grading Plan
Beaumont, CA
Plate:
PN:
Date:
21 18060-06
June 5, 2025
CITY OF BEAUMONT, CALIFORNIA
GRADING PLANS FOR:
PARCEL MAP NO. 38161
PHASE 1 GRADING PLAN
ROUGH GRADING PLAN
SHEET
24 OF X SHEETS
FILE NO:
DWG: N: \01.174.100 Beaumont Pointe FE\Drawings\Rough Grading Plan\BP.J GP 22-24.dwg E
N
N
0 N
N
a
Cross Section 16-16'
Notes:
N 25 E
16 16'
2380
2340
2300
2260
2220
2180
2140
2100
Proposed Fill Slope
AF
Existing Natural Topography
20''
50'
2:1
Tst
Bedrock
Tst
2060 _
0 200
400 574
AF - Artificial Fill
Tst - San Timoteo
Formation
Scale: 1": 40'
20 40 001
KCG, K LI N G
Consulting
`-- � Group, Inc_
Client:
Beaumont Pointe Partners LLC
Address:
18032 Lemon Drive, Suite 367
Yorba Linda, CA 92886
Cross Section 16-16'
Drawn: C.U.
Date:
6/5/2025
P/N: 18060-08
Plate: 22
Cross Section 17-17'
Notes:
17 2600
2560
2520
2480
2440
2400
2360
2320
N57E
17'
KBA-2B
Proj. 288'
KBA-1B
Proj. 143'
Tst
71' TD
Tst
4th Street
86' TD
2280 _
0 Tst
200
400
589
Tst - San Timoteo
Formation
Scale: 1": 40'
40 SOR
KCG I<LI NG
Consulting
Group, Inc.
Client:
Beaumont Pointe Partners LLC
Address:
18032 Lemon Drive, Suite 367
Yorba Linda, CA 92886
Cross Section 17-17'
Drawn: C.U. Date:
6/5/2025
P/N: 18060-08
Plate: 23
40 80 120 160 240 280 320 360 4000
2200
2240
2280
2320
2360
2400
200
Cross Section 1’-1
N 41 W
1’1
440 480 520 560 640 680 720 760 800600 840 880 920 960 1040 1080 1120 1160 12001000 1240 1280 1320 1360 1440 1480 1520 1560 16001400 1640 1680 1720 1760 1840 1880 1920 1960 20001800 2200
2240
2280
2320
2360
2400
Cross Section 1’-1
N 0 W
Existing Grade
Proposed Grade
Tst
.. ... .. .. . .
.. ... .. .. . .
.. ... .. .. . .
.. ... .. .. . .
.. ... .. .. . .
.. ... .. .. . .
Tst
Tst Qal
Qal
Qal
Qoal
Qoal
Estimated Depth of
Remedial Ground
1:1
PL
Building 2
Exploration Cross Section 1’-1
0 Client:
Address:
Figure:
Date:Drawn:
Notes:
J.H
P/N:18060-06
80ft
Beaumont, CA
40 Scale 1’’ : 40’
20 KB-9B
T.D. = 50 ft
KB-8B
T.D. = 50 ft
KB-6
T.D. = 50 ft KB-10B
T.D. = 50 ft
KB-5
T.D. = 50 ft
10/18/22
CH Realty Acquisitions X, LLC
Notes:
Cross Section 9-9'
Cross Section 9-9'
Cross Section 9-9'
N 17W
N30W
►
9 NOW
9'
2500
B -5B
2500
2460
T.D. = 50
ft
2460
::::
2420
..
- - " ..
..
- - A.
Tst
Existing Grade
Proposed
Grade
Scale 1' : 40'
- -
- - - -
..
2380
0 20 40 80ft
KB
-3
_
KCGKLING
Consulting
_
�
2340
-
� Group,Inc.
_-...-..-...--._.
- .................
2340
--T.D.
= 50 ft
----------------------------
------------------
-...----
Client:
�+
Tst
..
- - -
QaI
- ..._.
-
KB4
CH Realty Acquisitions X, LLC
- . . . .
_
T.D.=50
ft .' -
2300
- -
- - - - '
- -
- - - -
r
_
—
_
—
Estimated Depth of"
Remedial Grading
2300
Address:
Beaumont, CA
Tst
_
-
QaI
— —
Exploration Cross Section 9-9'
0 40 80 120 160 200 240 280 320 360 400 440 480 520 560 600 640 680 720 760 800 840 880 920 960 1000 1040 1080 1120 1160 1200 1240 1280 1320 1360 1400 Drawn: J H
Date: 10/18/22
P/N: 18060-06
Figure:
2500
2460
2420
2380
2340
2300
Cross Section 13-13'
13 N1W
13'
KBA-
TP-6
It-
Existing
Grade
T.D. = 11.0 ft
Tst
-
--f
-
f
Apparent
bedding beds
dip towards viewer
. .
or into slope
Grade
AZ
Proposed
/
Tst
T.D. =
116 ft
0 40
80 120
160
200
240
280
320
360
400
440
480
Notes:
Scale 1" : 40'
0 20 40
80ft
KCG KLING
Consulting
Group, Inc.
Client:
CH Realty Acquisitions X, LLC
Address:
Beaumont, CA
Exploration Cross Section 13-13'
Drawn:
J.H
Date:
10/18/22
P/N: 18060-06
Figure:
Cross Section 14'-14
14'
N20E
14 Existing Grade
KBA-1 B
- - -
TP
1 projected
T.D.=6.0ft
Tst
TD.=71
KBA-2B
projected
Proposed
Grade
ft
..
.-- --
--
-
Tst
T.D.
= 86
ft
0 40 80 120 160 200 240 280 320 360 400 440 480 520
560 600
Notes:
Scale 1" : 40'
I - N
0 20 40 80ft
KCG KLI NG
Consulting
Group, Inc.
Client:
CH Realty Acquisitions X, LLC
Address:
Beaumont, CA
Exploration Cross Section 14'-14
Drawn:
J H
Date: 10/18/22
P/N:
18060-06
Figure:
Notes:
Cross Section 15'-15
N 1 W
2520
2480
2440
2400
2360
15'
15 Tst
Proposed Grade _
Existing Grade
Tst
0 40
80 120 160 200
240 280 320 360
400 440
480 520
Scale 1" : 40'
I
— —
20 40
80ft
KCGKLING
Consulting
Group, Inc.
Client:
CH Realty Acquisitions X, LLC
Address:
Beaumont, CA
Exploration Cross Section 15'-15
Drawn: J H
Date:
10/18/22
P/N: 18060-06
Figure:
0 rn
Not To Scale
P'*fiA Ave
h�!1•y -h• 6IR U Cherry Vatev Blvd
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ca't, Tukwtt canyon
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Group, Inc.
Site Location Map
Beaumont Pointe
Beaumont, CA
Figure: 1
PN: 18060-06
Date: June 5, 2025
-� e '` ti Li J
Ye �. a S $_v
's� { a T"., J
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a ra 142
i�3vi f ° �)fr Bars \ �p--� Nrz
ds 1 ;t1Jfl as rtij `. - 11 f l errs
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rr
' Reference: USGS, Geologic and Geophysical Maps of the El Casco 7.5' Quadrangle, Riverside County, CA, Jonathan C. Matti and Dougas M. Morton, 2015. 2rr \r 0 2000
4000
Scale: 1" = 2000'
KCGKLING
consultin•
Grou13qg= t6.9 f 1772
�rgl�Vs �,�iil
oaf .i Old alluvial fan deposits, unit 1
(upper to middle Pleistocene)
Old alluvial fan deposits, undifferentiated
(upper to middle Pleistocene)
Very Old Surficial Deposits:
Ova!
Very old residuum and (or) pedogenic soil
(middle to lower Pleistocene)
Very old alluvial fan deposits, unit 3
(middle Pleistocene)
Cenozoic Sedimentary Materials:
Sedimentary deposits of Live Oak Canyon
(Pleistocene)
San Timoteo formation, middle member
(upper and middle Pliocene)
San Timoteo formation, sandstone unit
(lower Pliocene)
Explanation of Map Symbols:
Contact:separates geologic map units; solid where
accurate, dashed where inaccurate, dotted where
concealed.
Hi r uuu S usu • e Contact:separates terraced alluvial units where younger unit is incised into older unit.
0tail!
Tate
Trkl
Young Surficial Materials:
Young axial -valley deposits, unit 5
(uppermost Holocene)
Young alluvial fan deposits, unit 5
(uppermost Holocene)
Young alluvial fan deposits, unit 4
(upper Holocene)
Young alluvial fan deposits, unit 3
(middle Holocene)
Young landslide deposits
(Holocene and uppermost Pleistocene)
Old Surficial Deposits:
Legend:
Very Young Surficial Materials:
Very young wash deposits, modem
Ovywtn
0145
0y14
cYla
:. onrr•.•J
Old alluvial fan deposits, unit 2
(upper to middle Pleistocene)
ootu
FaultS lid where accurate, dashed whom inaccurate, dotted where ncealed by mapped unit, queried where existence
- a uncertain. Hachures indicate scarp with hachures on down - dropped Klock Paired arrows show relative movement. Single arrow indicates direction and amount of fault plane dip. Bar and ball on down thrown block.
- -i-- Fault:interpreted from seismic imaging; no loca- tional accuracy implied.
Anticline, showing plunge direction
{-- •• Syncline, showing plunge direction
50 Strike and dip of sedimentary layering, inclined
Regional Geology Map:
Beaumont Pointe
Beaumont, CA
Figure: 2
PN: 18060-06
Date: June 5, 2025
Notes:
TYPICAL 3:1 SLOPE LAYBACK BELOW BUILDING PAD
10' OX
Original Topography
Proposed Grade
Original Topography
i
Qal
Bottom of Removal
X3:1 Layback
Oversteepened Slope
(Steeper than 2: )
to' ox
Tst
Not to Scale
Ku -1
Consulting
Group, Inc.
Client:
CH Realty Acquisitions X, LLC
Address:
Beaumont Pointe
Beaumont, CA
Typical Transition Layback Detail
Drawn:
B
Date: 06/05/2025
P/N:
18060-06
Figure: 3
PERCOCLATOIN TEST RSPORT
Kicri <LI N G
Consulting
Group, Inc.
December 17, 2020 PN 18060-04
Updated December 8, 2025
Michael Masterton
JRT BP 1, LLC
18032 Lemon Drive, Suite 367
Yorba Linda, Ca, 92223
Subject: Updated Limited Percolation Study, Jack Rabbit Trail, Percolation Testing for Onsite Water Quality Detention Basins, Proposed Detention Basins 1-4, Jack Rabbit Trail, Beaumont, CA 92648
Dear Mr. Masterton:
Report Update
This percolation study report has been reviewed and is considered to remain valid. It is therefore updated to the current date and can be utilized for the present design. This conclusion is based on the premise the site conditions have not been altered subsequent to the original percolation testing the fact that soil characteristics at depth do not change over this limited timeframe.
Introduction
As per your request, our firm performed limited percolation testing at the subject site in Beaumont, California. The percolation testing was performed to provide preliminary feasibility information of the subsurface soil infiltration charactersisitcs for the proposed water quality basin systems at the site. The investigation included the excavation of four borings to depths of 10 and 15 feet for the in -situ percolation testing.
Prior to our percolation testing, coordination with the project civil engineer was conducted to discuss the proposed locations and depths of the basins.
Site Location and Description
The subject site consists of a vacant property located south of the Moreno Valley Freeway and Jack Rabbit Trail in Beaumont, California (Figure 1). The subject site encompasses approximately 620 acres and is bounded by the Moreno Valley Freeway to the north and west, Jack Rabbit Trail to the north, and the San Timoteo Badlands to the south. Sparse vegetation and weeds are scattered throughout the site. Existing soils at grade are made up predominantly of sandy silt and silty sand.
18008 Sky Park Circle, Suite 250, Irvint)0154i2a 11772949) 797-6241 Fax (949) 797-6260
Jack Rabbit Trail Development
December 17, 2020
Updated December 8, 2025
Site Exploration
PN 18060-04
Four (4) hollow stem auger borings were drilled to depths from 10 feet to 15 feet below the ground surface within the proposed detention basin/infiltration locations. The four borings were used to perform percolation testing to determine estimated infiltration rates. The approximate locations of borings/percolation tests are shown on the Percolation Test Location Map (Figure 2).
Continuous logs of the subsurface conditions, as encountered in the test borings, were recorded and are presented in Appendix B.
Subsurface Soil Conditions
The subsurface soils as encountered in the borings consists of silty fine sand and silt underlain by silty sand and gravelly sand to the maximum depth of 15 feet.
Groundwater
Groundwater was not encountered to the maximum depth of 15 feet in our subsurface exploratory borings. Based on the previous subsurface exploration performed by Kling Consulting Group (Reference 4), groundwater was encountered at approximately 40 feet below the ground surface in the low-lying drainage areas in the northern -northwest portion of the overall site.
Percolation Testing
Percolation testing was performed in general accordance with the Riverside County Low Impact Development Best Management Practice Guidelines for Design, Investigation, and Reporting (Reference 2). Drilling of the test holes was performed on December 4, 2020. Test excavations were drilled using a hollow stem auger with a diameter of 8 -inches to depths of between 10 and 15 feet. Before pre-soaking the test holes, a three-inch diameter slotted pipe was installed into the excavations. A filter pack consisting of 2 -inch graded gravel was placed on the bottom of the hole.
Following the completion of the bore holes as described above, the percolation test holes were pre -saturated. The excavations were pre-soaked by filling the pipes with a 5 -gallon bottle of clear water supported over the hole so that water flow into the hole is constant and filled to a depth at least 5 times the hole radius. Two consecutive 25 -minute readings indicated a change in water level greater than 6 inches which met the criteria for measuring percolation rates of sandy soil.
Based on the criteria for sandy soil, measurements were taken at 10 -minute intervals for an additional hour. The percolation test results are presented in Appendix C. 2 S:\Projects\KCG\2018\18060 Landstar Jack Rabbit Trail\l } Q3\1(92igdb1E tspnrc Testing Report 12-8-25.doc
Jack Rabbit Trail Development
December 17, 2020
Updated December 8, 2025
Percolation Test Results
PN 18060-04
The following table presents a summary of the test results for each location. The percolation rates obtained during field testing were converted to infiltration rates utilizing the "Porchet Method." A Factor of Safety of 3 has been applied to the rates as per Reference No 2. Calculated infiltration rates are tabulated below.
Infiltration Rates
Test
Boring
Number
Depth
Below
Existing
Ground
Surface (ft)
Soil Description
*Infiltration Rate
(inches per hour)
KP-1
15 Silty Sand
(SM)
0.13 KP-2
15 Sil SMand
0.18 KP-3
15 Sil SM>nd
0.08 KP-4
10 Silty Sand
(SM)
0.06 * Factor of safety of 3 has been applied to this rate.
Conclusions and Recommendations
The following preliminary conclusions and recommendations regarding the proposed infiltration of storm -water are based on the limited percolation testing as discussed herein and the Riverside County Low -Impact Best Management Practice guidelines (Reference 3). The following conclusions regarding percolation testing performed and the proposed infiltration of storm -water is based on our review of the available geotechnical report for the site and the results of our field investigation, engineering analysis, and input from the project civil engineer. • Direct infiltration is not recommended based on the overall dense underlying soils and estimated infiltration rates reported herein. If infiltration were to be implemented, the layers would likely cause a localized perched groundwater condition that could be detrimental to local building foundations and pavement improvements.
• Based on the previous site exploration performed by Kling Consulting Group (Reference 4) the bottom of the proposed infiltration basins is not anticipated to encroach within 10 feet of groundwater.
3 S:\Projects\KCG\2018\18060 Landstar Jack Rabbit Trail\1 \1(944 bets tnrc Testing Report 12-8-25.doc
Jack Rabbit Trail Development PN 18060-04
December 17, 2020
Updated December 8, 2025
• Proposed infiltration systems should be setback from building foundations and adjacent properties to avoid the development of a localized perched groundwater condition that could result in damage to building foundations and pavement improvements. • Final plans for infiltration systems should be reviewed by this office when they become available to see that our recommendations are utilized within the design.
Limitations
Geotechnical services are provided by Kling Consulting Group, Inc. in accordance with generally accepted professional engineering and geologic practice in the area where these services are to be rendered. Client acknowledges that the present standard in the engineering and geologic and environmental profession does not include a guarantee of perfection and, except as expressly set forth in the Conditions above, no warranty, expressed or implied, is extended by KCG.
Geotechnical reports are based on the project description and proposed scope of work as described in the proposal. Our conclusions and recommendations are based on the results of the field, laboratory, and office studies, combined with an interpolation and extrapolation of soil conditions as described in the report. The results reflect our geotechnical interpretation of the limited direct evidence obtained. Our conclusions and recommendations are made contingent upon the opportunity for KCG to continue to provide geotechnical services beyond the scope in the proposal to include all geotechnical services. If parties other than KCG are engaged to provide such services, they must be notified that they will be required to assume complete responsibility for the geotechnical work of the project by concurring with the recommendations in our report or by providing alternate recommendations.
It is the readers' responsibility to verify the correct interpretation and intention of the recommendations presented herein. KCG assumes no responsibility for misunderstandings or improper interpretations that result in unsatisfactory or unsafe work products. It is the reader's further responsibility to acquire copies of any supplemental reports, addenda, or responses to public agency reviews that may supersede recommendations in this report.
Kling Consulting Group, Inc. appreciates this opportunity to be of service. Should you have any questions regarding our report, please do not hesitate to call our office. 4 S:\Projects\KCG\2018\18060 Landstar Jack Rabbit Trail\l } Q3\1(9 b1F ispnrc Testing Report 12-8-25.doc
Jack Rabbit Trail Development
December 17, 2020
Updated December 8, 2025
Closure
PN 18060-04
We appreciate the opportunity to work with you on this project. Should you have any questions regarding this report, please do not hesitate to call.
Sincerely,
KLING CONSULTING GROUP, INC.
Sean M. Webb
Senior Staff Geologist
Henry F. Kling
Principal Geotechnical Engineer
GE 2205
Expires 3/31/22
TD: HFK:MK
Jeffrey P. Blake
Associate Engineering Geologist
CEG 2248
Expires 10/31/21
Figure 1 — Site Location Map
Figure 2 — Boring/Percolation Test Location Map
Attachments: Appendix A — References
Appendix B — Boring Logs
Appendix C — Percolation Test Results
Dist.: (4) Addressee
5 S:\Projects\KCG\2018\18060 Landstar Jack Rabbit Trail\l \1f9Q q5fJ1dFt7fl�rc Testing Report 12-8-25.doc
APPENDIX A
REFERENCES
Jack Rabbit Trail Development
December 17, 2020
Updated December 8, 2025
APPENDIX A
REFERENCES
PN 18060-04
1. Proactive Engineering Consultants West, Inc. Jackrabbit Trail, Dated: 8/03/2020.
2. Riverside County Flood Control and Water Conservation District, 2011, Appendix A - Design Handbook for Low Impact Development BMP, dated September 2011.
3. Kling Consultanting Group, 2019, Preliminary Geotechnical Feasibility Investigation, 620 Acre Industrial Commercial Development, Jackrabbit Trail, Beaumont, California, PN 18060-01, dated August 26, 2019.
S:\Projects\KCG\2018\18060 Landstar Jack Rabbit Trail\18060-04\18060-04 Update Pert Testing Report 12-8-25.doc
APPENDIX B
BORING LOGS
N
N
0 0
0 U
a
U
W
a
U
0 9
0 m
0 0
a
m
x
LOG OF EXPLORATORY BORING Sheet 1 of 1
Project: Jack Rabbit Trail Boring No.: KP-1
Project Number: 18060-04 Driller: Cal Pac
Date Drilled: 12/4/20 Drill Type: Hollow Stem
Logged By: S.W Hammer Wt. / Drop:
Ground Elev. [ft]: ---
E.
m
a
Graphic Log
Sample Type
3 m
Moisture
Content [%]
Dry Density,
[pcf]
Pocket Pen.
[tsf]
Lab
Tests
Remarks
Standard ■ Shelby Q Water Level
Split Spoon Tube ATD
Bulk y Static Water
...& California X Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
5-
10-
15 San Timoteo Formation (Tstm):
@ 0.0 feet -Sandy SILT (ML): Light brown, fine-grained, dry. @ 5.0 feet -Silty SAND (SM): Light brown, fine to
medium -grained, minor gravel, subangular, damp.
Total Depth: 15 feet.
Groundwater not encountered.
No caving.
KC KLING
Consulting
-- - Group, Inc.
N
0 CD
0 U
m
a
U
W
a
0 U
0 9
0 m
0 0
a
m
x
LOG OF EXPLORATORY BORING Sheet 1 of 1
Project: Jack Rabbit Trail Boring No.: KP-2
Project Number: 18060-04 Driller: Cal Pac
Date Drilled: 12/4/20 Drill Type: Hollow Stem
Logged By: S.W Hammer Wt. / Drop:
Ground Elev. [ft]: ---
iii
Graphic Log
Sample Type
mN
Moisture
Content [%]
Dry Density,
[pcf]
Pocket Pen.
[tsf]
Lab
Tests
Remarks
Standard ■ Shelby Q Water Level
Split Spoon Tube ATD
W. Bulk y Static Water
.•. /\ \/ Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
-
-
-
-
10-
San Timoteo Formation (Tstm):
@ 0.0 feet - Sandy SILT (ML): Light brown, fine-grained, dry. @ 3.0 feet -Silty SAND (SM): Light brown, fine to
medium -grained, damp.
15 Total Depth: 15 feet.
Groundwater not encountered.
No caving.
KC KLING
Consulting
-- - Group, Inc.
N
N
0 CD
0 U
m
a
U
W
a
0 U
0 9
0 m
0 0
a
F-
m
x
LOG OF EXPLORATORY BORING Sheet 1 of 1
Project: Jack Rabbit Trail Boring No.: KP-3
Project Number: 18060-04 Driller: Cal Pac
Date Drilled: 12/4/20 Drill Type: Hollow Stem
Logged By: S.W Hammer Wt. / Drop:
Ground Elev. [ft]: ---
iii
Graphic Log
Sample Type
mN
Moisture
Content [%]
Dry Density,
[pcf]
Pocket Pen.
[tsf]
Lab
Tests
Remarks
Standard ■ Shelby Q Water Level
Split Spoon Tube ATD
W. Bulk y Static Water
.•. /\ \/ Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
-
-
-
5-
10-
San Timoteo Formation (Tstm):
@ 0.0 feet - Sandy SILT (ML): Light brown, fine-grained, dry. @ 3.0 feet -Silty SAND (SM): Light brown, fine to medium - grained, minor gravel, subangular to subrounded, damp.
Total Depth: 15 feet.
15 Groundwater not encountered.
No caving.
KC KLING
Consulting
-- - Group, Inc.
HS BA TP 18060-00 JACK RABBIT PERC.GPJ Kling Consulting Group, Inc. 12/15/20 LOG OF EXPLORATORY BORING Sheet 1 of 1
Project: Jack Rabbit Trail Boring No.: KP-4
Project Number: 18060-04 Driller: Cal Pac
Date Drilled: 12/4/20 Drill Type: Hollow Stem
Logged By: S.W Hammer Wt. / Drop:
Ground Elev. [ft]: ---
-
m
a
Graphic Log
Sample Type
3 m
Moisture
Content [%]
Dry Density,
[pcf]
Pocket Pen.
[tsf]
Lab
Tests
Remarks
Standard ■ Shelby Q Water Level
Split Spoon Tube ATD
Bulk y Static Water
...& California X Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
5-
10 San Timoteo Formation (Tstm):
@ 0.0 feet -Sandy SILT (ML): Light brown, fine-grained, dry. @ 5.0 feet -Silty SAND (SM): Light brown, fine-grained, damp.
Total Depth: 10 feet.
Groundwater not encountered.
No caving.
KC KLING
Consulting
-- - Group, Inc.
APPENDIX C
PERCOLATION TEST RESULTS
vc'r KLING
Consulting
Group, Inc.
Tested Infiltration Rate
0.13 in/hr
Infiltration Test Data Sheet
Project: 18066-04
Date: December 9, 2020
Test Hole No: KP-1
Hole Depth, DT (inches): 180 inches
Diameter (inches): 8 inches
Soil Description: (SM) Silty Sand
Sandy Soil Criteria Test
Trial No.
Start Time
Stop Time
Time
Interval
(min.)
Initial Depth
to Water
(ft.)
Initial Depth
to Water
(in.)
Final Depth
to Water
(ft.)
Final Depth
to Water
(in.)
Change in
Water
Level (in.)
Great than
or Equal to
6"? (Y/N)
1 1.00
1.25 25
12.50 150.00
13.50 162.00
12.00 Y
2 1.25
1.50 25
12.00 144.00
13.00 154.00
10.00 Y
Trial Readings
Trial No.
Start Time
Stop Time
Time
Interval
(min.)
Initial Depth
to Water
(ft.)
Initial Depth
to Water
(in.)
Final Depth
to Water
(ft)
Final Depth
to Water
(in.)
Change in
Water
Level (in.)
Percolation
Rate
(min./in.)
1 1.50
2.00 10
12.50 150.00
13.00 156.00
6.00 1.67
2 2.00
2.10 10
12.00 144.00
12.50 150.00
6.00 1.67
3 2.10
2.20 10
12.00 144.00
12.55 150.60
6.60 1.52
4 2.20
2.30 10
12.50 150.00
12.80 153.60
3.60 2.78
5 2.30
2.40 10
12.00 144.00
12.25 147.00
3.00 3.33
6 2.40
2.50 10
12.00 144.00
12.25 147.00
3.00 3.33
7 8
9 10
11 12
Comments: 'Tested infiltration rate from Riverside County - Low Impact Development BMP Design Handbook (Appendix A- 2011) Minimum factor of safety of 3 is applied to this rate.
vc'r KLING
Consulting
Group, Inc.
Tested Infiltration Rate
0.18 in/hr
Infiltration Test Data Sheet
Project: 18066-04
Date: December 9, 2020
Test Hole No: KP-2
Hole Depth, DT (inches): 180 inches
Diameter (inches): 8 inches
Soil Description: (SM) Silty Sand
Sandy Soil Criteria Test
Trial No.
Start Time
Stop Time
Time
Interval
(min.)
Initial Depth
to Water
(ft.)
Initial Depth
to Water
(in.)
Final Depth
to Water
(ft.)
Final Depth
to Water
(in.)
Change in
Water
Level (in.)
Great than
or Equal to
6"? (Y/N)
1 11.05
11.30 25
12.00 144.00
13.00 156.00
12.00 Y
2 11.30
11.55 25
11.50 138.00
12.50 150.00
12.00 Y
Trial Readings
Trial No.
Start Time
Stop Time
Time
Interval
(min.)
Initial Depth
to Water
(ft.)
Initial Depth
to Water
(in.)
Final Depth
to Water
(ft)
Final Depth
to Water
(in.)
Change in
Water
Level (in.)
Percolation
Rate
(min./in.)
1 11.55
12.05 10
12.00 144.00
12.50 150.00
6.00 1.67
2 12.05
12.15 10
12.00 144.00
12.40 148.80
4.80 2.08
3 12.15
12.25 10
12.00 144.00
12.35 148.20
4.20 2.38
4 12.25
12.35 10
12.00 144.00
12.35 148.20
4.20 2.38
5 12.35
12.45 10
12.00 144.00
12.30 147.60
3.60 2.78
6 12.45
12.55 10
12.00 144.00
12.30 147.60
3.60 2.78
7 8
9 10
11 12
Comments: 'Tested infiltration rate from Riverside County - Low Impact Development BMP Design Handbook (Appendix A- 2011) Minimum factor of safety of 3 is applied to this rate.
vc'r KLING
Consulting
Group, Inc.
Tested Infiltration Rate
0.08 in/hr
Infiltration Test Data Sheet
Project: 18066-04
Date: December 9, 2020
Test Hole No: KP-3
Hole Depth, DT (inches): 180 inches
Diameter (inches): 8 inches
Soil Description: (SM) Silty Sand
Sandy Soil Criteria Test
Trial No.
Start Time
Stop Time
Time
Interval
(min.)
Initial Depth
to Water
(ft.)
Initial Depth
to Water
(in.)
Final Depth
to Water
(ft.)
Final Depth
to Water
(in.)
Change in
Water
Level (in.)
Great than
or Equal to
6"? (Y/N)
1 14.00
14.25 25
12.00 144.00
13.00 156.00
12.00 Y
2 14.25
14.50 25
12.00 144.00
12.50 150.00
6.00 Y
Trial Readings
Trial No.
Start Time
Stop Time
Time
Interval
(min.)
Initial Depth
to Water
(ft.)
Initial Depth
to Water
(in.)
Final Depth
to Water
(ft)
Final Depth
to Water
(in.)
Change in
Water
Level (in.)
Percolation
Rate
(min./in.)
1 14.50
15.00 10
11.50 138.00
12.00 144.00
6.00 1.67
2 15.00
15.10 10
12.00 144.00
12.50 150.00
6.00 1.67
3 15.10
15.20 10
11.50 138.00
11.90 142.80
4.80 2.08
4 15.20
15.30 10
11.50 138.00
11.95 143.40
5.40 1.85
5 15.30
15.40 10
12.00 144.00
12.35 148.20
4.20 2.38
6 15.40
15.50 10
12.00 144.00
12.20 146.40
2.40 4.17
7 8
9 10
11 12
Comments: 'Tested infiltration rate from Riverside County - Low Impact Development BMP Design Handbook (Appendix A- 2011) Minimum factor of safety of 3 is applied to this rate.
vc'r KLING
Consulting
Group, Inc.
Tested Infiltration Rate
0.06 in/hr
Infiltration Test Data Sheet
Project: 18066-04
Date: December 4, 2020
Test Hole No: KP-4
Hole Depth, DT (inches): 120 inches
Diameter (inches): 8 inches
Soil Description: (SM) Silty Sand
Sandy Soil Criteria Test
Trial No.
Start Time
Stop Time
Time
Interval
(min.)
Initial Depth
to Water
(ft.)
Initial Depth
to Water
(in.)
Final Depth
to Water
(ft.)
Final Depth
to Water
(in.)
Change in
Water
Level (in.)
Great than
or Equal to
6"? (Y/N)
1 10.00
10.25 25
6.50 78.00
9.00 108.00
30.00 Y
2 10.25
10.50 25
6.00 72.00
7.50 90.00
18.00 Y
Trial Readings
Trial No.
Start Time
Stop Time
Time
Interval
(min.)
Initial Depth
to Water
(ft.)
Initial Depth
to Water
(in.)
Final Depth
to Water
(ft)
Final Depth
to Water
(in.)
Change in
Water
Level (in.)
Percolation
Rate
(min./in.)
1 10.50
11.00 10
6.00 72.00
7.00 84.00
12.00 0.83
2 11.00
11.10 10
6.50 78.00
7.00 84.00
6.00 1.67
3 11.10
11.20 10
6.00 72.00
6.50 78.00
6.00 1.67
4 11.20
11.30 10
6.00 72.00
6.25 75.00
3.00 3.33
5 11.30
11.40 10
6.50 78.00
6.75 81.00
3.00 3.33
6 11.40
11.50 10
6.00 72.00
6.20 74.40
2.40 4.17
7 8
9 10
11 12
Comments: 'Tested infiltration rate from Riverside County - Low Impact Development BMP Design Handbook (Appendix A- 2011) Minimum factor of safety of 3 is applied to this rate.
oteo
Park
Q.2
0\``'
Norton
Younglove
Reserve
. cc\ o
-S\
r�
2648 ft
60 2324 ft
The
Badlands
Quail Ranch
Resort and
Country Club
Eden Hot
Springs
C'
d
U
ro
Trey.
Tr/
Morongo Golf
Club
0/)
yak Valley pkvvy
Mount
Eden
60 Cherry Valley Blvd
U
0 C
0 00
p
Brookside Ave
SITE LOCATION
0 San Gorgonio
Nicklin
/2(
14/ 4th St
2819 ft
2853
c
WGKL1NG
Consulting
Group, Inc.
Client:
JRT BP 1, LLC
Address:
Jackrabbit Trail,
Beaumont, Ca.
Site Location
Map
Drawn:
S.W
Date:
12/15/20
P/N:
18060-04
1 Figure:
Notes:
0 Approximate Location of
Percolation Test
Scale: 1":300'
0 200
400ft
KCG KLING
Consulting
Group, Inc.
Client:
JRT BP 1, LLC
Address:
Jackrabbit Trail,
Beaumont, Ca.
Percolation
Test Location
Map
Drawn:
S.W
Date:
12/15/20
P/N:
18060-04
2 Figure:
Appendix 4: Historical Site Conditions
Phase I Environmental Site Assessment or Other Information on Past Site Use
NOT APPLICABLE
- 34 -
Appendix 5: LID Infeasibility
LID Technical Infeasibility Analysis
NOT APPLICABLE
- 35 -
Appendix 6: BMP Design Details
BMP Sizing, Design Details and other Supporting Documentation - 36 -
R06W R05W
805
MiraLoma
EASTVAL
0.88 PradoDam
JURUPA
VALLEY
0.60 �" a
\0.50 PerrisReservoir
LakeMathews \
R03W R02W
BEAUMONT POINTE
D85=0.85
CALIMESA
MORENO
VALLEY
0.66 MorenoEast
0.851 0.50
0.95 0.90
1.11 \'e
ElCarisoStation
N 05 04 OS 02 01
07 03 9A 10 11 12
t0 17 15 10 14 10
19 20 21 22 23 24
r] 29 28 27 28 2E
]i 33 3g 0• 95 M
1,07 W R 06 W
a.6a
• CANYON
,r
0.70J
ElsinoreNWS
LANE
ELSiNORE
0.60 0.70
R R04E
SAN 0.75
NICINTO .
MENIFEE
MURRIETA
1.00 TemeculaNWS
TEMECULA
SanJacintoNWS
HEMET
•
lir• Santa Ana River Watershed
•
*i.'•
0`.60 • > .•rte• .■ 6
;* 0.754'4 .. rasa 41 .`
O 55f ` Santa Margarita -Watershed Z * z 4
0.65 �fIl+rril► ►s, �.i•i I
Div, M
0.65 �,�+ei
Anza
�r
t •R .r
• I
R
R02W R01W
AguangaValley
R 01 E
0:70
0:65
x'0.90'
' HurkeyCreel
Rain Gage Locations
RIVERSIDE COUNTY FLOOD
CONTROL AND WATER
CONSERVATION DISTRICT
Isohyetal Map
for the 85th Percentile
24 hour Storm Event
July 2011
Santa Ana Watershed - BMP
Design Volume, BMP
Le
Required Entries
Calculated Cells
(Rev. 10-2011)
g end:
(Note
Company Name
Designed by
Company Project
this worksheet
shall only be used
in conjunction with BMP designs from the
LID BMP Design Handbook)
PROACTIVE
ENGINEERING
CONSULTANTS WEST, INC.
Date
Case No
1/7/2026
Gilbert Almendarez
Number/Name
BEAUMONT POINTE
BMP Identification
BMP NAME / ID
BASIN A (DMA A)
Must match Name/1D used on BMP Design Calculation Sheet Design Rainfall Depth
85th Percentile, 24 -hour Rainfall Depth, D85=
from the Isohyetal Map in Handbook Appendix E
0.85 inches
Drainage Management Area Tabulation
Insert additional rows if needed to accommodate all DMAs draining to the BMP DMA
Type/ID
DMA Area
(square feet)
Effective
Imperivous
Fraction, If
DMA
Runoff
Factor
Design
Storm
Depth (in)
Design Capture
Volume, VBMP
(cubic feet)
Proposed
Volume on
Plans (cubic
feet)
Post -Project Surface
Type
DMA Areas x
Runoff Factor
ROAD
152,356
Concrete or Asphalt
1 0.89
135901.6
SLOPE
196,663
Ornamental
Landscaping
0.1 0.11
21723
BASIN
10,142
Ornamental
Landscaping
01 0.11
1120.3
359161
Total
158744.9
0.85 11244.4
13286
Notes:
Santa Ana Watershed - BMP
Design Volume, BMP
Le
Required Entries
Calculated Cells
(Rev. 10-2011)
g end:
(Note
Company Name
Designed by
Company Project
this worksheet
shall only be used
in conjunction with BMP designs from the
LID BMP Design Handbook)
PROACTIVE
ENGINEERING
CONSULTANTS WEST, INC.
Date
Case No
1/7/2026
Gilbert Almendarez
Number/Name
BEAUMONT POINTE
BMP Identification
BMP NAME / ID
BASIN B (DMA B)
Must match Name/1D used on BMP Design Calculation Sheet Design Rainfall Depth
85th Percentile, 24 -hour Rainfall Depth, D85=
from the Isohyetal Map in Handbook Appendix E
0.85 inches
Drainage Management Area Tabulation
Insert additional rows if needed to accommodate all DMAs draining to the BMP DMA
Type/ID
DMA Area
(square feet)
Post -Project Surface
Type
Effective
Imperivous
Fraction, if
DMA
Runoff
Factor
DMA Areas x
Runoff Factor
Design
Storm
Depth (in)
Design Capture
Volume, VBMp
(cubic feet)
Proposed
Volume on
Plans (cubic
feet)
BUILDING
2,028,266
Concrete or Asphalt
1 0.89
1809213.3
ROAD
1,947,896
Concrete or Asphalt
1 0.89
1737523.2
SLOPE
779,292
Ornamental
Landscaping
01 0.11
86079
BASIN
178,412
Ornamental
Landscaping
01 0.11
19707
4933866
Total
3652522.5
0.85 258720.3
269817
Notes:
Santa Ana Watershed - BMP
Design Volume, BMP
Le
Required Entries
Calculated Cells
(Rev. 10-2011)
g end:
(Note
Company Name
Designed by
Company Project
this worksheet
shall only be used
in conjunction with BMP designs from the
LID BMP Design Handbook)
PROACTIVE
ENGINEERING
CONSULTANTS WEST, INC.
Date
Case No
1/7/2026
Gilbert Almendarez
Number/Name
BEAUMONT POINTE
BMP Identification
BMP NAME / ID
BASIN C (DMA C)
Must match Name/1D used on BMP Design Calculation Sheet Design Rainfall Depth
85th Percentile, 24 -hour Rainfall Depth, D85=
from the Isohyetal Map in Handbook Appendix E
0.85 inches
Drainage Management Area Tabulation
Insert additional rows if needed to accommodate all DMAs draining to the BMP DMA
Type/ID
DMA Area
(square feet)
Post -Project Surface
Type
Effective
Imperivous
Fraction, if
DMA
Runoff
Factor
DMA Areas x
Runoff Factor
Design
Storm
Depth (in)
Design Capture
Volume, VBMp
(cubic feet)
Proposed
Volume on
Plans (cubic
feet)
BUILDING
1,014,639
Concrete or Asphalt
1 0.89
905058
ROAD
925,542
Concrete or Asphalt
1 0.89
825583.5
SLOPE
354,339
Ornamental
Landscaping
01 0.11
39139.6
BASIN
98847
Ornamental
Landscaping
01 0.11
10918.4
2393367
Total
1780699.5
0.85 126132.9
145553
Notes:
Santa Ana Watershed - BMP
Design Volume, BMP
Le
Required Entries
Calculated Cells
(Rev. 10-2011)
g end:
(Note
Company Name
Designed by
Company Project
this worksheet
shall only be used
in conjunction with BMP designs from the
LID BMP Design Handbook)
PROACTIVE
ENGINEERING
CONSULTANTS WEST, INC.
Date
Case No
1/7/2026
Gilbert Almendarez
Number/Name
BEAUMONT POINTE
BMP Identification
BMP NAME / ID
BASIN D (DMA D)
Must match Name/ID used on BMP Design Calculation Sheet Design Rainfall Depth
85th Percentile, 24 -hour Rainfall Depth, D85=
from the Isohyetal Map in Handbook Appendix E
0.85 inches
Drainage Management Area Tabulation
Insert additional rows if needed to accommodate all DMAs draining to the BMP DMA
Type/ID
DMA Area
(square feet)
Effective
Imperivous
Fraction, If
DMA
Runoff
Factor
Design
Storm
Depth (in)
Design Capture
Volume, VBMP
(cubic feet)
Proposed
Volume on
Plans (cubic
feet)
Post -Project Surface
Type
DMA Areas x
Runoff Factor
ROAD
397,508
Concrete or Asphalt
1 0.89
354577.1
SLOPE
524,799
Ornamental
Landscaping
0.1 0.11
57968.2
BASIN
10,264
Ornamental
Landscaping
01 0.11
1133.7
932571
Total
413679
0.85 29302.3
29620
Notes:
Santa Ana Watershed - BMP
Design Volume, BMP
Le
Required Entries
Calculated Cells
(Rev. 10-2011)
g end:
(Note
Company Name
Designed by
Company Project
this worksheet
shall only be used
in conjunction with BMP designs from the
LID BMP Design Handbook)
PROACTIVE
ENGINEERING
CONSULTANTS WEST, INC.
Date
Case No
1/7/2026
Gilbert Almendarez
Number/Name
BEAUMONT POINTE
BMP Identification
BMP NAME / ID
BASIN E (DMA E)
Must match Name/1D used on BMP Design Calculation Sheet Design Rainfall Depth
85th Percentile, 24 -hour Rainfall Depth, D85=
from the Isohyetal Map in Handbook Appendix E
0.85 inches
Drainage Management Area Tabulation
Insert additional rows if needed to accommodate all DMAs draining to the BMP DMA
Type/ID
DMA Area
(square feet)
Effective
Imperivous
Fraction, If
DMA
Runoff
Factor
Design
Storm
Depth (in)
Design Capture
Volume, VBMP
(cubic feet)
Proposed
Volume on
Plans (cubic
feet)
Post -Project Surface
Type
DMA Areas x
Runoff Factor
ROAD
160,229
Concrete or Asphalt
1 0.89
142924.3
SLOPE
124,666
Ornamental
Landscaping
0.1 0.11
13770.4
BASIN
12,503
Ornamental
Landscaping
01 0.11
1381.1
297398
Total
158075.8
0.85 11197
20898
Notes:
Extended Detention Basin Design Procedure
BMP Subarea
No. DMA A
Legend:
Required Entries
Calculated Cells
Company Name:
Designed by:
Proactive Engineering Consultants West
Date:
County/City Case No.:
########
Gilbert Almendarez
Design Volume
Tributary Area (BMP Subarea) AT = 8.24 acres
Enter VBMF, determined from Section 2.1 of this Handbook VBMP 11,244 ft3 Basin Footprint
Overall Geometry
Length at Basin Bottom
Width at Basin Bottom
Side Slopes per "Basin
Proposed Basin Depth
Depth of freeboard
Minimum Required
basin depth, freeboard,
and minimum filter
Surface
Surface
Guidelines", Sect.
(with no freeboard)
(if used)
Allowance for
minimum
1.2 Total Depth (including proposed
depth of bottom stage (DBs=0.33')
to lowest orifice
TOP OF
BASIN
Meets
�
*
1.5 : 1 requirement?
BOTTOM
STAGE
'
V _
■ m
Length =
Width =
z =
DB =
DFB =
DREQ =
Do =
PERFORATED
SUBDRAIN
ACCESS
OUTLET
RACK
m
m
104 ft
55 ft
4 :1
3.33 ft
0.00 ft
6.0 ft
3.3 ft
PIPE
TO OUTLET
WITH TRASH
PER WQ501
TRENCH
depth
water surface
THAN
PER
OTHER
(DFD=2.33'))
elevation
4H:1V
DISTRICT
GUIDELINES
AUTHORITY
11,
LOW
V
V \\ V
\`
Depth from design
SIDE SLOPES NO STEEPER
UNLESS NOTED OTHERWISE
BASIN GUIDELINES OR
ISSUED BY THE ENGINEERING
�EA OR PLANNING AUTHORITY
PA3
FOREBAY
'P,/ 1' Ti*
# BASIN FLOOR WITH 1% MIN.
SLOPE TO LOW -FLOW TRENCH
'I, live 11 //
'/
Y TRENCH
.,�,
1`
FLOW
'W
`•.
' 8WX24D
V e`
`ir
` ',14 " `` 'Y �,
`�
v
LOW -FLOW
24" D
TRENCHES
MAX
AINTEN - 18"W X
COLLECTOR
AT 25' O.C.
Basin Design
Basin Design
Proposed Total Basin Depth (proposed depth plus freeboard) DTOT = ft
Basin Invert Longitudinal
Basin Invert Transverse
Basin Volume
FOREBAY VOLUME=
3%-5% OF Vp, ,
SURFACE
Slope Slope
Slope (1% min) Slope
VBasin
SIZE NOTCH -TYPE WEIR
DRAIN OUTLET TO DRN FOREBAY INVERT OF
VOLUME IN 5 MINUTES 48"W X 24"D
GRAVEL FILLED
LOW FLOW MIN BOTTOM STAGE
TRENCH VOL=0.5% V heap —
=
=
=
0 1.00 %
0 1 %
O13286 ft3
DREQ
TOP OF
Dror BASIN
INFLOW f :1- ^
-.-
BERMNVALL—
� --.—
WATER SURFACE
r �7
S-'1 %
I�R Des
'erg CI ®.93' MIN
-
!I
MIN
--��
BASIN ►
❑
LOWEST
BOTTOM STAGE
g
ORIFICE
PAVED BOTTOM — - — — — —
`
18"W X 24"DGRAVEL FILLED
►" `
" '"
COLLECTOR TRENCH
DFo
239'MIN
OUTLET WORKS
(SEE WQ501 DETAILS)
Forebay Design
Forebay Volume (3 - 5% VI") VFB = O337.32 ft3
Forebay Depth (height of berm) DFBY = 1 ft
Minimum Forebay Surface Area AFB =
ft2
Rectangular weir (notch) W = 0 6.00 in
24" (min)
Dry Weather and Low -Flow Management
Low -Flow Trench (see graphic below)
Depth (24 inches minimum, gravel filled)
Width (48 inches minimum)
Trench Invert Longitudinal Slope
Collector Trenches (see graphic below)
Depth (24 inches minimum)
Width (18 inches minimum)
Trench Invert Longitudinal Slope
Spacing (25 feet on center maximum)
Transverse Slope
(1% min)
k 48" (min)
Low -Flow Trench
Bottom Stage (Sand Filter) Design
Depth of the Bottom Stage (4" minimum ponding)
Surface Area of Bottom Stage
Dry Weather Ponded Volume (above sand layer)
Is VBs no less than 0.5% VBMP? OK
Depth of ASTM-C33 sand (18 inch minimum)
Ds = Q 18 inches
Diameter of Subdrains Subdrain Spacing
=Q 6 in
s = 7 ft. on center
AASHTO No. 2 -
Coarse aggregate
Depth = O 24 inches
Width = Q 48 inches
Slope = Q 1 %
Depth = is 24 inches
Width = Q 18 inches
Slope = Q 0.5 %
S = Q 25 feet
24" (min)
18" (min)
Collector Trench
6" dia.
perf. pipe
1"
A
DBS=Q 4 in
ABs = 169 ft2
VBS = 56 ft3
U
D„
A
Ds =18" min.
ASTM C 33
sand
10" min. gravel
{ layer
Basin Outlet Design
Outlet Design
SIDE SLOPES;IO STEEPER THAN 4:1 PER
DISTRIbT BASIN DESIGN GUIDELINES OR
Assume an orifice area. Based on the
OTHER GUIDELINES ISSUED RY THE •verflow/Floor{. Control information provided above, the spreadsheet
provides discharge vs. stage data. Enter the
volume vs. stage data for each interval. This
information is used to route the volume through
the basin. The size of the orifice is acceptable
CO-PERMITTEE _g_,
a\\/
° Basin Design � ro��
Water Surface, ate'
ae D,,=Do
- _
_ _ - " - Lowest Orifice
/ / a=
°
Perforated
Plate
_
�
Trash Rack,
Dry
(1)
, in
w 4' Trash Rack (2)
Weather Water
Surface
Bottom Stage
- "� ` '
when the data shows that less than 50% of
Sand Filter Layer
VBMP has drained in 24 hours, and that 100%
O Gravel Layer O with Subdrains O
drawdown occurs within 72 hours.
Flow Rate, Q (cfs)
s
Headwater Elev.
/ Stage (ft)
Discharge
(cfs)
Volume
ft acre -
At (hrs.)
0 0.0000
0.0000
Discharge Coefficient,
0.33 0.0224
0.012
12.96 0.67
0.0317
0.040
12.52 Default, C =
1.00 0.0388
0.050
3.43 1.33
0.0448
0.062
3.47 Other, C =
1.67 0.0501
0.076
3.57 2.00
0.0549
0.104
6.45 Orifice Area (ft2)
2.33 0.0593
0.125
4.45 2.67
0.0634
0.166
8.09 Orifice Diameter, d; number of orifices
per row, n; and
3.00 0.0673
0.211
8.33 number of orifice rows, N (from the
bottom up).
3.33 0.0709
0.259
8.41 3.67
V
d = Q 0.82
inches
4.00 -
4.33 n = 2
per row
4.67 5.00
N = 1
rows
5.33 5.67
Aeff = 0.007
ft` per row
6.00 or
6.33 Aeff = 1.056
in2 per row
6.67 7.00
From outflow hydrograph, the time
where 50% of VBMP
7.33 has drained from the basin (24 hour
minimum):
7.67 8.00
Time (50%) =
„hrs
8.33 OK
8.67 From outflow hydrograph,
the time where 100% VBMP
9.00 has drained from the
basin(within 72 hours):
9.33 9.67
Time (100 %) =
✓
hrs
10.00 OK 2=
71.68 Notes:
Extended Detention Basin Design Procedure
BMP Subarea
No. DMA B
Legend:
Required Entries
Calculated Cells
Company Name:
Proactive Engineering Consultants West
Date:
########
Designed by:
Gilbert Almendarez
County/City Case No.:
Design Volume
Tributary Area (BMP Subarea) AT = 113.4 acres
Enter VBMF, determined from Section 2.1 of this Handbook VBMP= 258,720 ft3 Basin Footprint
Overall Geometry
Length at Basin Bottom Surface Length = 577 ft
Width at Basin Bottom Surface Width = 70 ft
Meets 1.5 : 1 requirement? w®�
Side Slopes per "Basin Guidelines", Sect. 1.2 z = 4 :1
Proposed Basin Depth (with no freeboard) DB = 7.00 ft
Depth of freeboard (if used) DFB = 0.00 ft
Minimum Required Allowance for Total Depth (including proposed DREQ = 9.7 ft basin depth, freeboard,
minimum
depth of bottom stage (DBs=0.33')
and minimum filter
depth (DFD=2.33'))
Depth from design water surface elevation to lowest orifice Do = 7.0 ft
TOP OF BOTTOM
SIDE SLOPES NO STEEPER THAN 4H:1V BASIN STAGE
UNLESS NOTED OTHERWISE PER DISTRICT
BASIN GUIDELINES OR OTHER GUIDELINES
� PERFORATED PIPE
ISSUED BY THE ENGINEERING AUTHORITY
SUBDRAIN
EA OR PLANNING AUTHORITY
I. '�,/ 1' Ti* ACCESS TO OUTLET
V
# BASIN FLOOR WITH 1% MIN.
SLOPE TO LOW -FLOW TRENCH V
OUTLET WITH TRASH
*
LOW
lo * live it // V'
'/
W _
■
RACK PER WQ501
m
Y TRENCH
FOREBAY
V
FLOW 'W
V'��
m
m
le \\'W
\`
V `ire` V
`•.
` 'w ` 'Y 1, v.
`� 1`
v. 48" W X 24"
D
TRENCH
LOW -FLOW
24" D
AINTEN - 18V/ X
COLLECTOR
AT 25' O.C.
TRENCHES
MAX
Basin Design
Basin Design
Proposed Total Basin
Basin Invert Longitudinal
Basin Invert Transverse
Basin Volume
FOREBAY VOLUME=
3%-5% OF Vp, ,
SURFACE
INFLOW f :1- ^
-.-
Depth (proposed depth plus freeboard)
Slope
Slope (1%min)
SIZE NOTCH -TYPE WEIR
DRAIN OUTLET TO DRN FOREBAY INVERT OF
VOLUME IN 5 MINUTES 48"W X 24"D
GRAVEL FILLED
LOW FLOW
TRENCH
BERMIWALL— WATER SURFACE
r �7
� --.—
S-'1
1 MIN BOTTOM
VOL=0.5% V
I�R Des
'erg CI ®.93' MIN
-
BASIN ►
DTOT
Slope
Slope
VBasin
STAGE
heap —
❑
=
= O 1.00
= O 1
= O69817
DREQ
Dror
ft
%
%
ft3
TOP OF
BASIN
!I
LOWEST
ORIFICE
% MIN
--��
PAVED BOTTOM — - — —
18"WX24'D `
GRAVEL FILLED
COLLECTOR TRENCH
BOTTOM STAGE
g
— —
"
'q'd
►" `
Y; "r
"'" "
DFo
239'MIN
OUTLET
(SEE WQ501
WORKS
DETAILS)
Forebay Design
Forebay Volume (3 - 5% VBngp) VFB = O 7770 ft3
Forebay Depth (height of berm) DFBY = 2.5 ft
Minimum Forebay Surface Area AFB = 3108 ft2
Rectangular weir (notch) W = O 6.00 in
24" (min)
Dry Weather and Low -Flow Management
Low -Flow Trench (see graphic below)
Depth (24 inches minimum, gravel filled)
Width (48 inches minimum)
Trench Invert Longitudinal Slope
Collector Trenches (see graphic below)
Depth (24 inches minimum)
Width (18 inches minimum)
Trench Invert Longitudinal Slope
Spacing (25 feet on center maximum)
Transverse Slope
(1% min)
k 48" (min)
Low -Flow Trench
Bottom Stage (Sand Filter) Design
Depth of the Bottom Stage (4" minimum ponding)
Surface Area of Bottom Stage
Dry Weather Ponded Volume (above sand layer)
Is VBs no less than 0.5% VBMP? OK
Depth of ASTM-C33 sand (18 inch minimum)
Ds = Q 18 inches
Diameter of Subdrains Subdrain Spacing
=Q 6 in
s = 11 ft. on center
AASHTO No. 2 -
Coarse aggregate
Depth = O 24 inches
Width = Q 48 inches
Slope = Q 1 %
Depth = is 24 inches
Width = Q 18 inches
Slope = Q 0.5 %
S = Q 25 feet
24" (min)
18" (min)
Collector Trench
6" dia.
perf. pipe
1"
A
CBs = 6 in
ABs = 3385 ft2
VBs = 1693 ft3
U
D„
A
Ds =18" min.
ASTM C 33
sand
10" min. gravel
{ layer
Basin Outlet Design
Outlet Design
SIDE SLOPES;IO STEEPER THAN 4:1 PER
DISTRIDT BASIN DESIGN GUIDELINES OR
Assume an orifice area. Based on the
OTHER GUIDELINES ISSUED RY THE •verflow/Floor{. Control information provided above, the spreadsheet
provides discharge vs. stage data. Enter the
volume vs. stage data for each interval. This
information is used to route the volume through
the basin. The size of the orifice is acceptable
CO-PERMITTEE _g_,
a\\/
Basin Design row
Water Surface, ate'
ae D,,=Do
_ _
eo
_ _ -_ _; .
Lowest
/ orifice
°
J�
Perforated
Plate
_
Trash Rack,
Dry Weather Water
(1) Surface
in Bottom Stage
W.Q. Trash Rack(2)
_
I ` ""
when the data shows that less than 50% of
Sand Filter Layer
VBMP has drained in 24 hours, and that 100%
O Gravel Layer O with Subdrains O
drawdown occurs within 72 hours.
Flow Rate, Q (cfs)
° s
Headwater Elev.
/ Stage (ft)
Discharge
cfs
Volume
acre -ft
At (hrs.)
0 0.0000
0.0000
Discharge Coefficient,
0.33 0.3780
0.049
3.12 0.67
0.5350
0.114
1.73 Default, C =
1.00 0.6551
0.224
2.24 1.33
0.7563
0.379
2.65 Other, C =
1.67 0.8458
0.553
2.64 2.00
0.9264
0.784
3.14 Orifice Area (ft2)
2.33 1.0005
1.068
3.58 2.67
1.0698
1.375
3.58 Orifice Diameter, d; number of orifices
per row, n; and
3.00 1.1346
1.746
4.08 number of orifice rows, N (from the
bottom up).
3.33 1.1959
2.183
4.53 3.67
1.2544
2.639
4.51 d= Q 2.75
inches
4.00 1.3101
2.832
1.82 4.33
1.3636
3.036
1.85 n = 3
per row
4.67 1.4151
3.250
1.86 5.00
1.4648
3.474
1.88 N = 1
rows
5.33 1.5127
3.708
1.90 5.67
1.5594
3.953
1.93 Aeff = 0.124
ft` per row
6.00 1.6046
4.207
1.95 or
6.33 1.6485
4.836
4.68 Aeff = 17.810
in2 per row
6.67 1.6914
5.505
4.84 7.00
1.7331
6.194
4.87 From outflow hydrograph, the time
where 50% of VBMP
7.33 has drained from the basin (24 hour
minimum):
7.67 8.00
Time (50%) =
8.33 „hrs
OK
8.67 From outflow hydrograph,
the time where 100% VBMP
9.00 has drained from the
basin(within 72 hours):
9.33 9.67
Time (100 %) =
✓
hrs
10.00 OK 2=
63.38 Notes:
Extended Detention Basin Design Procedure
BMP Subarea
No. DMA C
Legend:
Required Entries
Calculated Cells
Company Name:
Designed by:
Proactive Engineering Consultants West
Date:
County/City Case No.:
1/7/2026
Gilbert Almendarez
Design Volume
Tributary Area (BMP Subarea) AT = 54.9 acres
Enter VBMF, determined from Section 2.1 of this Handbook VBMP= 126,132 ft3 Basin Footprint
Overall Geometry
Length at Basin Bottom Surface Length = 395 ft
Width at Basin Bottom Surface Width = 78 ft
Meets 1.5 : 1 requirement?
Side Slopes per "Basin Guidelines", Sect. 1.2 z = 4 :1
Proposed Basin Depth (with no freeboard) DB = 6.67 ft
Depth of freeboard (if used) DFB = 0.00 ft
Minimum Required
basin depth, freeboard,
Allowance for
minimum
Total Depth (including proposed DREQ = 9.3 ft
depth of bottom stage (DBs=0.33')
and minimum filter
depth (DFD=2.33'))
Depth from design water surface elevation to lowest orifice Do = 6.7 ft
TOP OF BOTTOM
SIDE SLOPES NO STEEPER THAN 4H:1V BASIN STAGE
UNLESS NOTED OTHERWISE PER DISTRICT
BASIN GUIDELINES OR OTHER GUIDELINES
ISSUED BY THE ENGINEERING AUTHORITY
� PERFORATED PIPE
SUBDRAIN
EA OR PLANNING AUTHORITY
I. '�,/ 1' 'Y' ,/ * ACCESS TO OUTLET
V
/./ BASIN FLOOR WITH 1% MIN.
SLOPE TO LOW -FLOW TRENCH V
OUTLET WITH TRASH
*
LOW
* live it // V'
'/
V _
■
RACK PER WQ501
m
Y TRENCH
FOREBAY
V
FLOW
'W
.,�,
m
m
le \\ V
V e`
`•.
\` `ir
`
�,
',14 " `` 'Y
`� 1`
'1<' 48" W X 24"
D
TRENCH
LOW -FLOW
24" D
AINTEN - 18'W X
COLLECTOR
AT 25' O.C.
TRENCHES
MAX
Basin Design
Basin Design
Proposed Total Basin Depth (proposed depth plus freeboard) DTOT = ft
Basin Invert Longitudinal Slope Slope = O 1.00 %
Basin Invert Transverse Slope (1% min) Slope = O 1 %
Basin Volume VBasin = O45553 ft3
FOREBAY VOLUME=
3%-5% OF Vp, ,
SURFACE
SIZE NOTCH -TYPE WEIR
DRAIN OUTLET TO DRN FOREBAY INVERT OF
VOLUME IN 5 MINUTES 48"W X 24"D
GRAVEL FILLED DREQ
LOW FLOW MIN BOTTOM STAGE TOP OF
TRENCH VOL=0.5% V heap —
Dror
irBASIN
INFLOW
BERM/WALL— WATER SURFACE I� Des
!I
f :1- ^
-.-
r �7 'erg CIO ®.93' MIN
--.— -
�
S-'1
1 BASIN ►
❑
LOWEST
% MIN
--��
BOTTOM STAGE
g
ORIFICE
PAVED BOTTOM — - — —
— —
►" `
" '"
18"W X 24"DGRAVEL FILLED
`
COLLECTOR TRENCH
DFo
239'MIN
OUTLET WORKS
(SEE WQ501 DETAILS)
Forebay Design
Forebay Volume (3 - 5% VBngp) VFB = O 3784 ft3
Forebay Depth (height of berm) DFBY = 2 ft
Minimum Forebay Surface Area AFB = 1892 ft2
Rectangular weir (notch) W = O 6.00 in
24" (min)
Dry Weather and Low -Flow Management
Low -Flow Trench (see graphic below)
Depth (24 inches minimum, gravel filled)
Width (48 inches minimum)
Trench Invert Longitudinal Slope
Collector Trenches (see graphic below)
Depth (24 inches minimum)
Width (18 inches minimum)
Trench Invert Longitudinal Slope
Spacing (25 feet on center maximum)
Transverse Slope
(1% min)
k 48" (min)
Low -Flow Trench
Bottom Stage (Sand Filter) Design
Depth of the Bottom Stage (4" minimum ponding)
Surface Area of Bottom Stage
Dry Weather Ponded Volume (above sand layer)
Is VBs no less than 0.5% VBMP? OK
Depth of ASTM-C33 sand (18 inch minimum)
Ds = Q 18 inches
Diameter of Subdrains Subdrain Spacing
=Q 6 in
s = 15 ft. on center
AASHTO No. 2 -
Coarse aggregate
Depth = O 24 inches
Width = Q 48 inches
Slope = Q 1 %
Depth = is 24 inches
Width = Q 18 inches
Slope = Q 1 %
S = Q 25 feet
24" (min)
18" (min)
Collector Trench
6" dia.
perf. pipe
1"
A
CBs = Q 4 in
ABS = 2125 ft2
VBS = 708 ft3
U
D„
A
Ds =18" min.
ASTM C 33
sand
10" min. gravel
{ layer
Basin Outlet Design
Outlet Design
SIDE SLOPES;IO STEEPER THAN 4:1 PER
DISTRIDT BASIN DESIGN GUIDELINES OR
Assume an orifice area. Based on the
OTHER GUIDELINES ISSUED RY THE •verflow/Floor{. Control information provided above, the spreadsheet
provides discharge vs. stage data. Enter the
volume vs. stage data for each interval. This
information is used to route the volumethrough
the basin. The size of the orifice is acceptable
p
CO-PERMITTEE _g_,
a\\/
Basin Design row
Water Surface, ate'
ae D,,=Do
_
-
_ _ —
- - Lowest Orifice
/ a=
°
Perforated
Plate
_
�
Trash Rack,
Dry
(1)
in
w 4' Trash Rack (2)
Weather Water
Surface
Bottom Stage
—"�
when the data shows that less than 50% of
Sand Filter Layer
VBMP has drained in 24 hours, and that 100%
O Gravel Layer O with Subdrains O
drawdown occurs within 72 hours.
Flow Rate, Q (cfs)
s
Headwater Elev.
/ Stage (ft)
Discharge
(cfs)
Volume
(acre -ft)
At (hrs.)
0 0.0000
0.0000
Discharge Coefficient,
0.33 0.1804
0.022
2.97 0.67
0.2554
0.049
1.52 Default, C =
1.00 0.3127
0.099
2.12 1.33
0.3610
0.179
2.86 Other, C =
1.67 0.4037
0.274
3.00 2.00
0.4422
0.403
3.70 Orifice Area (ft2)
2.33 0.4776
0.572
4.45 2.67
0.5107
0.765
4.73 Orifice Diameter, d; number of orifices
per row, n; and
3.00 0.5416
0.984
5.02 number of orifice rows, N (from the
bottom up).
3.33 0.5709
1.087
2.25 3.67
0.5988
1.198
2.30 d = Q 1.9
inches
4.00 0.6254
1.317
2.35 4.33
0.6509
1.444
2.41 n = 3
per row
4.67 0.6755
1.579
2.46 5.00
0.6992
1.586
0.13 N = 1
rows
5.33 0.7221
1.748
2.75 5.67
0.7444
2.122
6.17 Aeff = 0.059
ft` per row
6.00 0.7659
2.512
6.25 or
6.33 0.7869
2.919
6.34 Aeff = 8.502
in2 per row
6.67 3.341
7.00 11.100
From outflow hydrograph, the time
where 50% of VBMP
7.33 has drained from the basin (24 hour
minimum):
7.67 8.00
Time (50%) =
„
hrs
8.33 OK
8.67 From outflow hydrograph,
the time where 100% VBMP
9.00 has drained from the
basin(within 72 hours):
9.33 9.67
Time (100 %) =
✓
hrs
10.00 OK 2 =
63.77 Notes:
Extended Detention Basin Design Procedure
BMP Subarea
No. DMA D
Legend:
Required Entries
Calculated Cells
Company Name:
Designed by:
Proactive Engineering Consultants West
Date:
County/City Case No.:
########
Gilbert Almendarez
Design Volume
Tributary Area (BMP Subarea) AT = 21.4 acres
Enter VBMF, determined from Section 2.1 of this Handbook VBMP= 29,302 ft3 Basin Footprint
Overall Geometry
Length at Basin Bottom
Width at Basin Bottom
Side Slopes per "Basin
Proposed Basin Depth
Depth of freeboard
Minimum Required
basin depth, freeboard,
and minimum filter
Surface
Surface
Guidelines", Sect.
(with no freeboard)
(if used)
Allowance for
minimum
1.2 Total Depth (including proposed
depth of bottom stage (DBs=0.33')
to lowest orifice
TOP OF
BASIN
Meets
V
1.5 : 1 requirement?
BOTTOM
STAGE
.
■
Length =
Width =
z =
DB =
DFB =
DREQ =
Do, =
PERFORATED
SUBDRAIN
ACCESS
OUTLET
RACK
m
L8.WX24D
244 ft
51 ft
4 :1
4.66 ft
0.00 ft
73 ft
4.7 ft
PIPE
TO OUTLET
WITH TRASH
PER WQ501
TRENCH
depth
water surface
THAN
PER
OTHER
(DFD=2.33'))
elevation
4H:1V
DISTRICT
GUIDELINES
AUTHORITY
LOW
`V
A
Depth from design
SIDE SLOPES NO STEEPER
UNLESS NOTED OTHERWISE
BASIN GUIDELINES OR
ISSUED BY THE ENGINEERING
�EA OR PLANNING AUTHORITY
PA;
FOREBAY
`►b II * 11// *
BASIN FLOOR WITH 1% MIN.
SLOPE TO LOW -FLOW TRENCH 'w
�T ` ,� V //
A (f
Y TRENCH
°W
V
FLOW `W
.,w ` 1e
`
V
OW -FLOW
24" D
TRENCHES
MAX
AINTEN `- 18'W X
COLLECTOR
AT 25' O.C.
Basin Design
Basin Design
Proposed Total Basin Depth (proposed depth plus freeboard) DTOT =. ft Basin Invert Longitudinal
Basin Invert Transverse
Basin Volume
FOREBAY VOLUME=
3%-5% OF Vp, ,
SURFACE
Slope Slope
Slope (1% min) Slope
VBasin
SIZE NOTCH -TYPE WEIR
DRAIN OUTLET TO DRN FOREBAY INVERT OF
VOLUME IN 5 MINUTES 48"W X 24"D
GRAVEL FILLED
LOW FLOW MIN BOTTOM STAGE
TRENCH VOL=0.5% V heap —
= O 1.00 %
= O 1 %
= 029620 ft3
DRea
TOP OF
Dror BASIN
INFLOW f :1- ^
-.-
BERMIWALL—
� --.—
WATER SURFACE
r �7
S-'1 % 1
I�R Des
'erg CI ®.93' MIN
-
!I
MIN
--��
BASIN ►
❑
LOWEST
BOTTOM STAGE
g
ORIFICE
PAVED BOTTOM — - — — — —
18"WX24'D `
GRAVEL FILLED "
'q'd
►" `
Y; "r
"'" "
COLLECTOR TRENCH
DFo
239'MIN
OUTLET WORKS
(SEE WQ501 DETAILS)
Forebay Design
Forebay Volume (3 - 5% VI") VFB = 0379.06 ft3
Forebay Depth (height of berm) DFBY = 2 ft
Minimum Forebay Surface Area AFB =
ft2
Rectangular weir (notch) W = O 6.00 in
24" (min)
Dry Weather and Low -Flow Management
Low -Flow Trench (see graphic below)
Depth (24 inches minimum, gravel filled)
Width (48 inches minimum)
Trench Invert Longitudinal Slope
Collector Trenches (see graphic below)
Depth (24 inches minimum)
Width (18 inches minimum)
Trench Invert Longitudinal Slope
Spacing (25 feet on center maximum)
Transverse Slope
(1% min)
k 48" (min)
Low -Flow Trench
Bottom Stage (Sand Filter) Design
Depth of the Bottom Stage (4" minimum ponding)
Surface Area of Bottom Stage
Dry Weather Ponded Volume (above sand layer)
Is VBs no less than 0.5% VBMP? OK
Depth of ASTM-C33 sand (18 inch minimum)
Ds = Q 18 inches
Diameter of Subdrains Subdrain Spacing
=Q 6 in
s = 9 ft. on center
AASHTO No. 2 -
Coarse aggregate
Depth = O 24 inches
Width = Q 48 inches
Slope = Q 1 %
Depth = is 24 inches
Width = Q 18 inches
Slope = Q 0.5 %
S = Q 20 feet
24" (min)
18" (min)
Collector Trench
6" dia.
perf. pipe
1"
A
DBS = 4 in
ABS = 414 ft2
VBS 138 ft3
U
D„
A
Ds =18" min.
ASTM C 33
sand
10" min. gravel
{ layer
Basin Outlet Design
Outlet Design
SIDE SLOPES;IO STEEPER THAN 4:1 PER
DISTRIbT BASIN DESIGN GUIDELINES OR
Assume an orifice area. Based on the
OTHER GUIDELINES ISSUED RY THE •verflow/Floor{. Control information provided above, the spreadsheet
provides discharge vs. stage data. Enter the
volume vs. stage data for each interval. This
information is used to route the volume through
the basin. The size of the orifice is acceptable
CO-PERMITTEE _g_,
a\\/
° Basin Design � ro��
Water Surface, ate'
ae D,,=Do
- _
_ _ - " - Lowest Orifice
/ / a=
°
Perforated
Plate
_
�
Trash Rack,
Dry
(1)
, in
w 4' Trash Rack (2)
Weather Water
Surface
Bottom Stage
- "� ` '
when the data shows that less than 50% of
Sand Filter Layer
VBMP has drained in 24 hours, and that 100%
O Gravel Layer O with Subdrains O
drawdown occurs within 72 hours.
Flow Rate, Q (cfs)
s
Headwater Elev.
/ Stage (ft)
Discharge
(cfs)
Volume
ft acre -
At (hrs.)
0 0.0000
0.0000
Discharge Coefficient,
0.33 0.0605
0.015
6.00 0.67
0.0856
0.033
2.98 Default, C =
1.00 0.1048
0.068
4.45 1.33
0.1210
0.121
5.68 Other, C =
1.67 0.1353
0.179
5.48 2.00
0.1482
0.241
5.29 Orifice Area (ft2)
2.33 0.1601
0.308
5.26 2.67
0.1712
0.380
5.26 Orifice Diameter, d; number of orifices
per row, n; and
3.00 0.1815
0.456
5.21 number of orifice rows, N (from the
bottom up).
3.33 0.1913
0.538
5.32 3.67
0.2007
0.624
5.31 d = Q 1.1
inches
4.00 0.2096
0.715
5.37 4.33
0.812
n = 3
per row
4.67 0.913
5.00 N = 1
rows
5.33 5.67
Aeff = 0.020
ft` per row
6.00 or
6.33 Aeff = 2.850
in2 per row
6.67 7.00
From outflow hydrograph, the time
where 50% of VBMP
7.33 has drained from the basin (24 hour
minimum):
7.67 8.00
Time (50%) =
✓ t T< „hrs
8.33 OK
8.67 From outflow hydrograph,
the time where 100% VBMP
9.00 has drained from the
basin(within 72 hours):
9.33 9.67
Time (100 %) =
✓
hrs
10.00 OK 2 =
61.61 Notes:
Extended Detention Basin Design Procedure
BMP Subarea
No. DMA E
Legend:
Required Entries
Calculated Cells
Company Name:
Proactive Engineering Consultants West
Date:
########
Designed by:
Gilbert Almendarez
County/City Case No.:
Design Volume
Tributary Area (BMP Subarea) AT = 6.8 acres
Enter VBMF, determined from Section 2.1 of this Handbook VBMP= 11,197 ft3 Basin Footprint
Overall Geometry
Length at Basin Bottom Surface Length = 162 ft
Width at Basin Bottom Surface Width = 36 ft
Meets 1.5 : 1 requirement?
Side Slopes per "Basin Guidelines", Sect. 1.2 z = 4 :1
Proposed Basin Depth (with no freeboard) DB = 3.00 ft
Depth of freeboard (if used) DFB = 0.00 ft
Minimum Required Allowance for Total Depth (including proposed DREQ = 5.7 ft basin depth, freeboard,
minimum
depth of bottom stage (DBs=0.33')
and minimum filter
depth (DFD=2.33'))
Depth from design water surface elevation to lowest orifice Do = 3.0 ft
TOP OF BOTTOM
SIDE SLOPES NO STEEPER THAN 4H:1V BASIN STAGE
UNLESS NOTED OTHERWISE PER DISTRICT
BASIN GUIDELINES OR OTHER GUIDELINES
� PERFORATED PIPE
ISSUED BY THE ENGINEERING AUTHORITY
SUBDRAIN
OR PLANNING AUTHORITY
�EA
PA3 'P,/ 1' Ti* ACCESS TO OUTLET
11,
# BASIN FLOOR WITH 1% MIN.
SLOPE TO LOW -FLOW TRENCH V
'I,
OUTLET WITH TRASH
* 'f
LOW
live it # V'
'/
W ' _
■
RACK PER WQ501
m
Y TRENCH
FOREBAY
V
FLOW V' 'W
V'��
m
m
le \\'W
V A V
If-
`•.
\`
` 'w ` 'Y 1, v. v
`� 1`
48" W X 24"
D
TRENCH
LOW -FLOW
24" D
AINTEN - 18V/ X
COLLECTOR
AT 25' O.C.
TRENCHES
MAX
Basin Design
Basin Design
Proposed Total Basin
Basin Invert Longitudinal
Basin Invert Transverse
Basin Volume
FOREBAY VOLUME=
3%-5% OF Vp, ,
SURFACE
Depth (proposed depth plus freeboard) DTOT
Slope Slope
Slope (1% min) Slope
VBasin
SIZE NOTCH -TYPE WEIR
DRAIN OUTLET TO DRN FOREBAY INVERT OF
VOLUME IN 5 MINUTES 48"W X 24"D
GRAVEL FILLED
LOW FLOW MIN BOTTOM STAGE
TRENCH VOL=0.5% V heap —
= ',;'-"
= 0 1.50
= 0 1
= 020898
DREQ
Dror
ft
%
%
ft3
TOP OF
BASIN
INFLOW f :1- ^
-.-
BERM/WALL— WATER
� --.—
SURFACE
r �7
S-'1 %
I�R Des
'erg CI ®.93' MIN
-
!I
MIN
--��
BASIN ►
❑
LOWEST
BOTTOM STAGE
g
ORIFICE
PAVED BOTTOM — - — — — —
`
18"W X 24"DGRAVEL FILLED
►" `
" '"
COLLECTOR TRENCH
DFo
239'MIN
OUTLET WORKS
(SEE WQ501 DETAILS)
Forebay Design
Forebay Volume (3 - 5% VBngp) VFB = 0335.91 ft3
Forebay Depth (height of berm) DFBY = 2 ft
Minimum Forebay Surface Area AFB -
.�`
ft2
Rectangular weir (notch) W = 0 6.00 in
24" (min)
Dry Weather and Low -Flow Management
Low -Flow Trench (see graphic below)
Depth (24 inches minimum, gravel filled)
Width (48 inches minimum)
Trench Invert Longitudinal Slope
Collector Trenches (see graphic below)
Depth (24 inches minimum)
Width (18 inches minimum)
Trench Invert Longitudinal Slope
Spacing (25 feet on center maximum)
Transverse Slope
(1% min)
k 48" (min)
Low -Flow Trench
Bottom Stage (Sand Filter) Design
Depth of the Bottom Stage (4" minimum ponding)
Surface Area of Bottom Stage
Dry Weather Ponded Volume (above sand layer)
Is VBs no less than 0.5% VBMP? OK
Depth of ASTM-C33 sand (18 inch minimum)
Ds = Q 18 inches
Diameter of Subdrains Subdrain Spacing
=Q 6 in
s = 9 ft. on center
AASHTO No. 2 -
Coarse aggregate
Depth = O 24 inches
Width = Q 48 inches
Slope = Q 1 %
Depth = is 24 inches
Width = Q 18 inches
Slope = Q 0.5 %
S = Q 20 feet
24" (min)
18" (min)
Collector Trench
6" dia.
perf. pipe
1"
A
DBS = 4 in
ABS = 414 ft2
VBS 138 ft3
U
D„
A
Ds =18" min.
ASTM C 33
sand
10" min. gravel
{ layer
Basin Outlet Design
Outlet Design
SIDE SLOPES;IO STEEPER THAN 4:1 PER
DISTRIbT BASIN DESIGN GUIDELINES OR
Assume an orifice area. Based on the
OTHER GUIDELINES ISSUED RY THE •verflow/Floor{. Control information provided above, the spreadsheet
provides discharge vs. stage data. Enter the
volume vs. stage data for each interval. This
information is used to route the volume through
the basin. The size of the orifice is acceptable
CO-PERMITTEE _g_,
a\\/
° Basin Design � ro��
Water Surface, ate'
ae D,,=Do
- _
_ _ - " - Lowest Orifice
/ / a=
°
Perforated
Plate
_
�
Trash Rack,
Dry
(1)
, in
w 4' Trash Rack (2)
Weather Water
Surface
Bottom Stage
- "� ` '
when the data shows that less than 50% of
Sand Filter Layer
VBMP has drained in 24 hours, and that 100%
O Gravel Layer O with Subdrains O
drawdown occurs within 72 hours.
Flow Rate, Q (cfs)
s
Headwater Elev.
/ Stage (ft)
Discharge
(cfs)
Volume
(acre -ft)
At (hrs.)
0 0.0000
0.0000
Discharge Coefficient,
0.33 0.0333
0.010
7.26 0.67
0.0472
0.024
4.21 Default, C =
1.00 0.0577
0.047
5.31 1.33
0.0667
0.080
6.42 Other, C =
1.67 0.0746
0.117
6.34 2.00
0.0817
0.159
6.51 Orifice Area (ft2)
2.33 0.0882
0.205
6.55 2.67
0.0943
0.257
6.90 Orifice Diameter, d; number of orifices
per row, n; and
3.00 0.1000
0.313
6.97 number of orifice rows, N (from the
bottom up).
3.33 3.67
d = Q 1
inches
4.00 4.33
n = 2
per row
4.67 5.00
N = 1
rows
5.33 5.67
Aeff = 0.011
ft` per row
6.00 or
6.33 Aeff = 1.570
in2 per row
6.67 7.00
From outflow hydrograph, the time
where 50% of VBMP
7.33 has drained from the basin (24 hour
minimum):
7.67 8.00
Time (50%) =
✓ : _'- „hrs
8.33 1
OK
8.67 From outflow hydrograph,
the time where 100% VBMP
9.00 1
has drained from the
basin(within 72 hours):
9.33 9.67
Time (100 %) =
✓
hrs
10.00 OK 2_
56.46 Notes:
PROJECT BOUNDARY
LINE A4 4 \
BASIN ROUTING SUMMARY TABLE
BASIN ROUTING RESULTS
BASIN
A
B
C
D
E
BASIN TOP
ELEV
2342.30
2359.00
2347.00
2343.00
2343.00
WSE
2341.28
2354.05
2345.63
2338.89
2340.82
337.00 INV �/ ��
4,.1 COLLECTOR
Q -PEAK
21.79 50.45
20.36 56.82
16.71 TRENCH \\,
\ ` /
FULL NOTCH
OVERFLOW SPILLWAY
100YR, 24 HR
WEIR
GEOMETRY
2'x2'
RECT
(L=8')
7'x4'
RECT
(L=22')
7'x4'
RECT
(L=22')
6 SQUARE
(L=24')
2'x2'
RECT
(L=8')
y., • TYPE WEIR
\I �� o� �
\ •\ MIN. \ �� N \
�r
Q/
2345.87 oQ /
/
/
/ PROPERTY
LINE
QQ,
INVERT
2340.30
2355.00
2346,00
2338.00
2340.00
WSE
2339.86
2350.24
2341.54
2337.86
2339.78
I\
/ 7-x-;
\ 1
FS 2345.89 co
/
��0
FOREBAY BOTTOM
5 l
o
,�
AREA=477 FTZ
o ; _- LOW FLOW
2.0% LTC / `
HYDROMODIFICATION
1.12 21.22
9.23 2.43
0.68 1
N
/ TRENCH
- - - /
-•
BASIN TOP=2342.30
\
�� -PEArK
-i i Ii i i 1\J
2YR, 24 HR
ORIFICE
2 - 5"
5 -12"
4-5.1"
3 - fi"
3 - 3.,
\ \.
/
\/WSE Qinn=2341_28
Y
`
`
o
/
=
.'' i i i
• ..
I
*
I il
BASIN TOP -
WSE Q =2339.86
BOTTOM
-2342.30 /
Hcoc
WSE
INVERT
2339.30
2349.00
2340.33
2337.00
2339.00
•� /
7 QBMP=2339.30
STAGE II IV
\ WSE Q100=2341.28 /
=
SAO
I
QF0REBAY=2338.00
(1'
_
OWSE OQ�
F`
//
;3fO7INv j
WSE =233930 SEQ =233986 /
QBMP
�
PERCENTILE, 24HR
ORIFICE
2-0.82"
8 -2.75„
3 -2"
3 - 1.1"
2-1"
25 '-�
`mss
�!�
�oQ� 2337.00 2338.0
S
INVERT
2336.00
2342.00
2334.00
2333.00
2336.00
�J�
\Q-0 1 FOREBAY BOT TOP BERM
N. 2336
�. 2� ,<<, BASIN BOT-2336.00
FREEBOARD
(FT)
1.02 4.95
1.37 4.11
2.18 � \ %
BASIN BOT
55 \ v�o \ 2�6 65 EDB A: SECTION 'A' 'A' EDB A: SECTION 'BA'B'
TOP OF BERM TB
TYPICAL DETENTION
BASIN DETAILS PER PLAN
��
\\
\\\
LINE A 'P \
\ �� �
\\ \ �
'
��
S� \
2� , ,
SCALE: HORIZ.: 1 -20 SCALE: HORIZ.: 1 =20
\ VERT : 1 "=5'
\' VERT: 1 "=5'
•
�
\
48"
`.
;�S•`
VARIES
FINE AGGREGATE
o� o� o
NI -
PER ASTM C-33
y,•�� �
N
-�,
�'
AASHTO 57 OR 67
���
o
AASHTO NO. 57 OR 67 COURSE AGGREGATE
• •. .
L�
AASHTO
GRAVEL
NO. 2 AASHTO NO. 2
LAYER GRAVEL LAYER
COARSE AGGREGATE LAYER
6" PERFORATED
PVC
�1 �1
; `,e�.• %• ,
,,�,,c,,
� � ��
EXTENDED DETENTION BASIN A (EDB A)
SCALE: 1 "=30'
FOREBAY BOTTOM
18"
LOW
FLOW TRENCH
COLLECTOR TRENCH
DETAIL
DETAIL
SAND FILTER DETAIL FULL NOTCH
TYPE WEIR
N.T.S.
N.T.S.
N.T.S.
N.T.S.
1 0-)
in \
CN �
,A, / C\
`55
Ck
QI
I-
I -!
4. �23s1„ FOREBAY BOTTOM
�Q�'
�
\
BASIN TOP=2343.00
AREA=582 FTZ
X544.35 � -I
=
BOTTOM
�� \
2344.17
-
-
-
I��
STAGE
Jl—' COLLECTOR \
TC
N
\
_
_
'B' I
o TRENCH
2.0%
-
_ B,
—
-
I U'
\5v, ., ` -I I I — BASIN TOP=2343.00
��
,--s ,
I
N-
o
-=I
A I
_
fl�
-
WSE Qioo=2338.89
-
nP L=244' FULL NOTCH
I
\/
_
1 l ''
I I I I I I
—
J
t TYPE WEIR
— I C I—
_
_
—
SE Hcoc
_ 2337 86
I
_
o
-lll' II I I
\/WSE
QBMP=2337 00 =
�
I I I
,'-
I
-
�-
_
WSE
I
—
V WSE QF0REBAY=2336.00 I
Qioo=2338.59
I
I- '�
-
- LOW FLOW '%
N \
I
I
-
l
- \/ WSE QHcoc=2337.56
s 2332.3
l TRENCH -
=
WSE QBMP=2337.00 =
BOT STAGE
_
_
LINED
_
_ <<\
BOT=2333.OOI
1 ��
_ _�
I
I-
BASIN
4:� �' _
_
m ill i I I I I I I
I I I-
-
'�` 333.34 INV
,-
� Q�'
_
_
I
`'
-lfi-II
1 -I
HI
2336.0
-
2333.34
I
I
I
-
- -
I
l
D89 HEADWALL
; BASIN BOT=2333.00
- -
I I- I I I -III -I 1 I-
329.29 INV -_
- III-
\
_
-
I=III-I
__
-III
I
I I
-III
-III
I
I I;
EDB D: SECTION .44'-',4'
EDB D' SECT70N 'BA'B'
'
"=20'
_
SCALE: HORIZ.: 1 "=20'
VERT : 1 "=5'
SCALE. HORIZ: 1
VERT.: 1'1=5'
EXTENDED DE7EN77ON BASIN D (EDB D)
SCALE: 1 "=30'
2350
2345
- -
B'
COLLECTOR
TRENCH „�,
'\' BASIN TOP=2343.00
FULL NOTCH -�-
J23
WEIR
2339.0 °
BASIN TOP=2343.00
TTYPE
/ 1
4 TOP BERM �i
. WSE -2340.82
Qioo—
�'
I 1 LINE E
o
U
�,
_
337.0 INV 1 N
oQw
WSE `�
;
—
WSE Q -2339.78
V Hcoc—
`
_
' F 1.0% L= 162 _
1 Qioo =2340.82
—
VWSE QF�aEB�=2339.00 �\/ WSE
AMP=2339.00
• • ,�.
B ,
�� - - • ='1"--.) -
' oo WSE Q -2339.78 =
Y I I-
•''° 331.00LINE
/NV 089 HEADWALL
0 HcWSE
-I I I
o Q -2339.00
�.
pPE
I
- BOTTOM BMP-
1 St-
I
�, LOW FLOW =
\
1.09 4.
�\-2.--o STAGE - F.
—�
4:1 TRENCH' s
I
u
BASIN BOT
I I I I I
BASIN 4,�Q -I�I,iiIII�I �
__
I I I I I I -III
12336.00
0 . F OOT v:\ 2337.00
' '-
2340 '
FOREBAY BOT -' I I I I I I I I I I I I
-- -I I I
;
1 1 6"FN/
FOREBAY BOTTOM
AREA=1,046 FT2
6 �" LINE C2 EDB E SECTION 'A' -'AA EDB E SECTION ',91-'B'q"s !A, SCALE: HORIZ.: 1 "=20' SCALE: HORIZ.: 1"=20'
G � r , / VERT : 1 "=5' VERT : 1 "=5'
EXTENDED DETENTION BASIN E (EDB E)
SHEET
PROACTIVE ENGINEERING
APPENDIX 6
SCALE: 1 "=30'
CONSULTANTS WEST
°` °" "'°°° "'° 2N0 F °°
TEnECULA, CA 92590
5'-2°°_68°°
BEAUMONT POINTE
EXTENDED DETENTION BASIN (EDB) DETAILS
i
OF
PRO A UV IVVYSI
BASINS: A,D AND E
9 BP_APPX6_ WQMP BASN SECT. dwg
DWG: N:\01.174.100 Beaumont Pointe FE\Hydro\WQMP\Drawings Jan 30, 2026 —
`"V
O)
II
LINE B
N
Cri
LINE B1
346.04 /NV
2355
FOREBAY BOTTOM
AREA=2, 720 FT2
2350
O0
4:1-
346.06 INV
0.50 v
FULL NOTCH i
4:1 TYPE WEIR
LINE B2
346.06 /NV
l
oo
2350
2355
360
COLLECTOR 4\°
/..- TRENCH _ :
L=577'
23611
2360
).5U
TRENCH
I I I I I I I I I-I I I I I I I I I I I I I 1I-
2355
2350
4:1
2360
- - - - j 4:1
2355;
234 5
2350 _
LOW FLOW
COLLECTOR TRENCH
4:
BOTTOM
STAGE
'A'
4:1
FULL NOTCH
TYPE WEIR
338.40 /NV
EXTENDED DETENTION BASIN B (EDB B)
SCALE: 1 "=30'
BASIN TOP=2359. 00
EDB B: SECTION AAA AA A
SCALE: HORIZ.: 1 "=20'
VERT : 1 "=5'
2350
2355
2360
I -gyp_` II o
LINE B4 =
345.44 INV
N N
FOREBAY BOTTOM
AREA=2.376 FT2
LINE B3
346.07 /NV
BASIN TOP=2359.00
LINE B5
F
V WSE QFOREBAY=2348.00
2348.0
! TOP -BERM
0.5Z
\ 2345.50
FOREBAY BOT
177'
I l l HI
I C I
_, 1 1 I I I I I I I I I I I I I I I I I I HI
I I I -III
1.0Z
o
V WSE O100=2354.O5
V WSE QBM?=2349.00
BASIN BOT=2342.00
V WSE Qtmc=2350.24
1.0%
BASIN BOT=2342.00
I I I I I I I I I BOT STAGE=2341.20 I I I I I I I I I II V I I I I I I I I I III III-III- 1 1 1 1 1 1 1 1 1 1 II I I I I I I H I HI
I I I I I I I I I I I I I I I I-I I I I I I I
I II I II Hill I I I II I
EDB B: SECTION SBA ABA
SCALE: HORIZ.: 1 "=20'
VERT : 1 "=5'
I I I I I I I I I I I I I I I-I I I
Y I I
-234/.5
TOP BERM
¥WSE QFOREBAY=2347 00
III I I Y I I I I ` 2345.00
I I I -III- I I I -I I I -I I I -I I I -I I I- FOREBAY BOT
PROACTIVE ENGINEERING
CONSULTANTS WEST
21404 VIA IuU USTRIA, 2ND F_00R
TEMECULA, CA 92590
951-200-6840
APPENDIX 6
BEAUMONT POINTE
EXTENDED DETENTION BASIN (EDB) DETAILS
BASIN B
SHEET
2 OF
3 BP_APPX6_ WQMP BASN SECT.dwg
DWG: N:\01.174.100 Beaumont Pointe FE\Hydro\WQMP\Drawings Jan 30, 2026 —
Dorm 001 of 1777
I
I
EXTENDED DETENTION BASIN C (EDB C)
SCALE: 1 "=30'
FULL NOTCH
TYPE WEIR
FOREBAY BOTTOM
AREA=1,584 FT2
12"W
�N ----7/
LAT C1-1
4:1
2350
2340
2345
COLLECTOR
TRENCH
2350
LOW FLOW
TRENCH
4:1
- 12"\lV
BASIN TOP=2347.00
2350
BOTTOM
STAGE
LINE C2
_ 330.35 INV
23 55
- 2350_
COLLECTOR
TRENCH
LOW FLOW
TRENCH
2350
cam, 41_
2340 --to
LINE C2
FULL NOTCH
TYPE WEIR
FOREBAY BOTTOM
AREA=854 FT2
EDB C: SECTION 'A' -'A'
LINE C
346.45 INV
BASIN TOP=2347.00
VWSE QHcoc=2341.76
SCALE: HORIZ.: 1 "=20'
VERT.: 1 "=5'
LAT C-1
0 VWSE QFOREBAY=2339.00E 2339.0
TOP BERM
2337.00
FOREBAY BOT
N
1. OZ
-III I I I II -III - BASIN BOf 2334, 0 p
_I I I , I -1 I 1
V WSE Qioo=2345.63
V WSE QBMP=2340.33
BOT STAGE=2333.67
\/ WSE QHcoc=2341.76
I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I -1 I BASIN BOT=2334.00
I II
EDB C: SECTION 7-"B"
SCALE: HORIZ.: 1 "=20'
VERT: 1"=5
1.0%
Ill I I I I I I III- I I I
II
2338.0
/ TOP BERM v WSE QFoREBAY=2338.00
2336.00
FOREBAY BOT
I II I II I I- I l l
In I I I I W-
ill
I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I -
PROACTIVE ENGINEERING
CONSULTANTS WEST
27404 VIA IuU USTRIA, 268 F_ooR
TEMECULA, CA 92590
951-200-6840
1 0=
APPENDIX 6
BEAUMONT POINTE
EXTENDED DETENTION BASIN (EDB) DETAILS
BASIN C
SHEET
3 OF
3 BP_APPX6_ WQMP BASN SECT.dwg
DWG: N:\01.174.100 Beaumont Pointe FE\Hydro\WQMP\Drawings Jan 30, 2026 —
Dorm 009 of 1777
I
Appendix 7: Hydromodification
Supporting Detail Relating to Hydrologic Conditions of Concern - 37 -
HCOC SUMMARY TABLE
HYDROMODIFICATION SUMMARY TABLE
DMA
AREA
(ACRES)
2YR-24HR RUNOFF VOLUMES
2YR-24HR FLOW RATES
MITIGATED
FLOW RATES
HCOC
SATISFIED
UNDEVELOPED
Q(FT3)
DEVELOPED
Q (FT3)
>10%
INCREASE
UNDEVELOPED
Q (FT3/S)
DEVELOPED
Q (FT3/S)
Q (FT3/S)
Q <110%
INCREASE
A
8.20 22,076
33,641
YES
1.69 1.50
1.12 YES
B
113.40
305,158
783,035
YES
21.55 30.53
21.22 YES
C
54.90 147,773
380,799
YES
10.54 14.83
8.81 YES
D
21.40 57,610
88,272
YES
3.99 3.80
2.43 YES
E
6.80 18,307
33,630
YES
1.40 1.44
0.68 YES
Unit Hydrograph Exhibit
• (7,i\ y -11(_"\
--c--;_d »
1\ylv/
*711117'77-77")i)
A))))))JJii�aW %/i aii-� 4_,_1\ccrkyA
LEGEND
DRAINAGE MANAGEMENT AREA
PROJECT BOUNDARY
WATERSHED BOUNDARY
LONGEST WATERCOURSE - - - - - - - --
WATERSHED NAME
ACREAGE
X -X
XX AC
NODE
FLOWLINE ELVATION
* INVERT ELEVATION (IF SHOWN)
B3
145
*140
WATERSHED CENTROID
LENGTH ALONG LONGEST WATERCOURSE,
MEASURED UPSTREAM TO A POINT LUS=1,974.9'
OPPOSITE THE CENTROID
LENGTH ALONG LONGEST WATERCOURSE,
MEASURED DOWNSTREAM TO A POINT
OPPOSITE THE CENTROID
BUILDING
ROAD/STREET
LANDSCAPE
BASIN
PER SEPARATE WQMP
LDS=2,266.5'
/
PROACTIVE ENGINEERING
CONSULTANTS WEST
27404 vin INDUSTRIA. 2ND FLOOR
786566L4, CD 92590
951-200-6840
Undeveloped Condition Unit Hydrograph Hydrology Analysis
DMA A : 2 -Year Storm Event
Unit H y d r o g r a p h Analysis
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 12/05/25 File: DMAAUHUNDEV242.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6094
English (in -lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
BEAUMONT POINTE
UNDEVELOPED CONDITION
DMA A
2 -YEAR STORM EVENT
Drainage Area = 8.20(Ac.) = 0.013 Sq. Mi.
Drainage Area for Depth -Area Areal Adjustment =
0.013 Sq. Mi.
Length along longest watercourse = 2243.00(Ft.)
Length along longest watercourse measured to centroid
1344.20(Ft.)
Length along longest watercourse = 0.425 Mi.
Length along longest watercourse measured to centroid
Difference in elevation = 105.30(Ft.)
Slope along watercourse = 247.8752 Ft./Mi.
Average Manning's 'N' = 0.030
Lag time = 0.108 Hr.
Lag time = 6.51 Min.
25% of lag time = 1.63 Min.
40% of lag time = 2.60 Min.
Unit time = 5.00 Min.
Duration of storm = 24 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:
8.20(Ac.) =
= 0.255 Mi.
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
8.20 2.54 20.83
100 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
8.20 6.18 50.68
STORM EVENT (YEAR) = 2.00
Area Averaged 2 -Year Rainfall = 2.540(In)
Area Averaged 100 -Year Rainfall = 6.180(In)
Point rain (area averaged) = 2.540(In)
Areal adjustment factor = 100.00
Adjusted average point rain = 2.540(In)
Sub -Area Data:
Area(Ac.) Runoff Index Impervious
8.200 88.00 0.000
Total Area Entered = 8.20(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC -2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)
88.0 88.0 0.153 0.000 0.153 1.000 0.153
Sum (F) = 0.153
Area averaged mean soil loss (F) (In/Hr) = 0.153
Minimum soil loss rate ((In/Hr)) = 0.076
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.900
Unit Hydrograph
MOUNTAIN S -Curve
Unit Hydrograph Data
Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS)
1 0.083
2 0.167
3 0.250
4 0.333
5 0.417
6 0.500
7 0.583
8 0.667
9 0.750
10 0.833
11 0.917
12 1.000
13 1.083
76.818
153.635
230.453
307.271
384.088
460.906
537.723
614.541
691.359
768.176
844.994
921.812
998.629
16.037
37.268
14.642
8.415
5.502
3.863
3.072
2.478
2.078
1.735
1.429
1.383
1.383
1.325
3.080
1.210
0.695
0.455
0.319
0.254
0.205
0.172
0.143
0.118
0.114
0.114
14 1.167
1075.447
0.716 0.059
Sum = 100.000 Sum= 8.264
The following loss rate calculations reflect use of the minimum calculated loss
rate subtracted from the Storm Rain to produce the maximum Effective Rain value
Unit Time Pattern
(Hr.) Percent
1 0.08 0.07
2 0.17 0.07
3 0.25 0.07
4 0.33 0.10
5 0.42 0.10
6 0.50 0.10
7 0.58 0.10
8 0.67 0.10
9 0.75 0.10
10 0.83 0.13
11 0.92 0.13
12 1.00 0.13
13 1.08 0.10
14 1.17 0.10
15 1.25 0.10
16 1.33 0.10
17 1.42 0.10
18 1.50 0.10
19 1.58 0.10
20 1.67 0.10
21 1.75 0.10
22 1.83 0.13
23 1.92 0.13
24 2.00 0.13
25 2.08 0.13
26 2.17 0.13
27 2.25 0.13
28 2.33 0.13
29 2.42 0.13
30 2.50 0.13
31 2.58 0.17
32 2.67 0.17
33 2.75 0.17
34 2.83 0.17
35 2.92 0.17
36 3.00 0.17
37 3.08 0.17
38 3.17 0.17
39 3.25 0.17
40 3.33 0.17
41 3.42 0.17
42 3.50 0.17
Storm Rain
(In/Hr)
0.020
0.020
0.020
0.030
0.030
0.030
0.030
0.030
0.030
0.041
0.041
0.041
0.030
0.030
0.030
0.030
0.030
0.030
0.030
0.030
0.030
0.041
0.041
0.041
0.041
0.041
0.041
0.041
0.041
0.041
0.051
0.051
0.051
0.051
0.051
0.051
0.051
0.051
0.051
0.051
0.051
0.051
Loss rate(In./Hr)
Max I Low
0.271)
0.270)
0.269)
0.268)
0.267)
0.266)
0.265)
0.264)
0.263)
0.262)
0.260)
0.259)
0.258)
0.257)
0.256)
0.255)
0.254)
0.253)
0.252)
0.251)
0.250)
0.249)
0.248)
0.247)
0.246)
0.245)
0.244)
0.243)
0.242)
0.241)
0.240)
0.239)
0.238)
0.237)
0.236)
0.235)
0.234)
0.233)
0.233)
0.232)
0.231)
0.230)
0.018
0.018
0.018
0.027
0.027
0.027
0.027
0.027
0.027
0.037
0.037
0.037
0.027
0.027
0.027
0.027
0.027
0.027
0.027
0.027
0.027
0.037
0.037
0.037
0.037
0.037
0.037
0.037
0.037
0.037
0.046
0.046
0.046
0.046
0.046
0.046
0.046
0.046
0.046
0.046
0.046
0.046
Effective
(In/Hr)
0.002
0.002
0.002
0.003
0.003
0.003
0.003
0.003
0.003
0.004
0.004
0.004
0.003
0.003
0.003
0.003
0.003
0.003
0.003
0.003
0.003
0.004
0.004
0.004
0.004
0.004
0.004
0.004
0.004
0.004
0.005
0.005
0.005
0.005
0.005
0.005
0.005
0.005
0.005
0.005
0.005
0.005
43 3.58 0.17 0.051 ( 0.229) 0.046 0.005
44 3.67 0.17 0.051 ( 0.228) 0.046 0.005
45 3.75 0.17 0.051 ( 0.227) 0.046 0.005
46 3.83 0.20 0.061 ( 0.226) 0.055 0.006
47 3.92 0.20 0.061 ( 0.225) 0.055 0.006
48 4.00 0.20 0.061 ( 0.224) 0.055 0.006
49 4.08 0.20 0.061 ( 0.223) 0.055 0.006
50 4.17 0.20 0.061 ( 0.222) 0.055 0.006
51 4.25 0.20 0.061 ( 0.221) 0.055 0.006
52 4.33 0.23 0.071 ( 0.220) 0.064 0.007
53 4.42 0.23 0.071 ( 0.219) 0.064 0.007
54 4.50 0.23 0.071 ( 0.218) 0.064 0.007
55 4.58 0.23 0.071 ( 0.217) 0.064 0.007
56 4.67 0.23 0.071 ( 0.216) 0.064 0.007
57 4.75 0.23 0.071 ( 0.215) 0.064 0.007
58 4.83 0.27 0.081 ( 0.214) 0.073 0.008
59 4.92 0.27 0.081 ( 0.214) 0.073 0.008
60 5.00 0.27 0.081 ( 0.213) 0.073 0.008
61 5.08 0.20 0.061 ( 0.212) 0.055 0.006
62 5.17 0.20 0.061 ( 0.211) 0.055 0.006
63 5.25 0.20 0.061 ( 0.210) 0.055 0.006
64 5.33 0.23 0.071 ( 0.209) 0.064 0.007
65 5.42 0.23 0.071 ( 0.208) 0.064 0.007
66 5.50 0.23 0.071 ( 0.207) 0.064 0.007
67 5.58 0.27 0.081 ( 0.206) 0.073 0.008
68 5.67 0.27 0.081 ( 0.205) 0.073 0.008
69 5.75 0.27 0.081 ( 0.204) 0.073 0.008
70 5.83 0.27 0.081 ( 0.203) 0.073 0.008
71 5.92 0.27 0.081 ( 0.203) 0.073 0.008
72 6.00 0.27 0.081 ( 0.202) 0.073 0.008
73 6.08 0.30 0.091 ( 0.201) 0.082 0.009
74 6.17 0.30 0.091 ( 0.200) 0.082 0.009
75 6.25 0.30 0.091 ( 0.199) 0.082 0.009
76 6.33 0.30 0.091 ( 0.198) 0.082 0.009
77 6.42 0.30 0.091 ( 0.197) 0.082 0.009
78 6.50 0.30 0.091 ( 0.196) 0.082 0.009
79 6.58 0.33 0.102 ( 0.195) 0.091 0.010
80 6.67 0.33 0.102 ( 0.195) 0.091 0.010
81 6.75 0.33 0.102 ( 0.194) 0.091 0.010
82 6.83 0.33 0.102 ( 0.193) 0.091 0.010
83 6.92 0.33 0.102 ( 0.192) 0.091 0.010
84 7.00 0.33 0.102 ( 0.191) 0.091 0.010
85 7.08 0.33 0.102 ( 0.190) 0.091 0.010
86 7.17 0.33 0.102 ( 0.189) 0.091 0.010
87 7.25 0.33 0.102 ( 0.188) 0.091 0.010
88 7.33 0.37 0.112 ( 0.188) 0.101 0.011
89 7.42 0.37 0.112 ( 0.187) 0.101 0.011
90 7.50 0.37 0.112 ( 0.186) 0.101 0.011
91 7.58 0.40 0.122 ( 0.185) 0.110 0.012
92 7.67 0.40 0.122 ( 0.184) 0.110 0.012
93 7.75 0.40 0.122 ( 0.183) 0.110 0.012
94 7.83 0.43 0.132 ( 0.183) 0.119 0.013
95 7.92 0.43 0.132 ( 0.182) 0.119 0.013
96 8.00 0.43 0.132 ( 0.181) 0.119 0.013
97 8.08 0.50 0.152
98 8.17 0.50 0.152
99 8.25 0.50 0.152
100 8.33 0.50 0.152
101 8.42 0.50 0.152
102 8.50 0.50 0.152
103 8.58 0.53 0.163
104 8.67 0.53 0.163
105 8.75 0.53 0.163
106 8.83 0.57 0.173
107 8.92 0.57 0.173
108 9.00 0.57 0.173
109 9.08 0.63 0.193
110 9.17 0.63 0.193
111 9.25 0.63 0.193
112 9.33 0.67 0.203
113 9.42 0.67 0.203
114 9.50 0.67 0.203
115 9.58 0.70 0.213
116 9.67 0.70 0.213
117 9.75 0.70 0.213
118 9.83 0.73 0.224
119 9.92 0.73 0.224
120 10.00 0.73 0.224
121 10.08 0.50 0.152
122 10.17 0.50 0.152
123 10.25 0.50 0.152
124 10.33 0.50 0.152
125 10.42 0.50 0.152
126 10.50 0.50 0.152
127 10.58 0.67 0.203
128 10.67 0.67 0.203
129 10.75 0.67 0.203
130 10.83 0.67 0.203
131 10.92 0.67 0.203
132 11.00 0.67 0.203
133 11.08 0.63 0.193
134 11.17 0.63 0.193
135 11.25 0.63 0.193
136 11.33 0.63 0.193
137 11.42 0.63 0.193
138 11.50 0.63 0.193
139 11.58 0.57 0.173
140 11.67 0.57 0.173
141 11.75 0.57 0.173
142 11.83 0.60 0.183
143 11.92 0.60 0.183
144 12.00 0.60 0.183
145 12.08 0.83 0.254
146 12.17 0.83 0.254
147 12.25 0.83 0.254
148 12.33 0.87 0.264
149 12.42 0.87 0.264
150 12.50 0.87 0.264
0.180)
0.179)
0.178)
0.177)
0.177)
0.176)
0.175)
0.174)
0.173)
0.173)
0.172)
0.171)
0.170
0.169
0.168
0.168
0.167
0.166
0.165
0.165
0.164
0.163
0.162
0.161
0.161)
0.160)
0.159)
0.158)
0.157)
0.157)
0.156
0.155
0.154
0.154
0.153
0.152
0.151
0.151
0.150
0.149
0.148
0.148
0.147
0.146
0.146
0.145
0.144
0.143
0.143
0.142
0.141
0.141
0.140
0.139
0.137
0.137
0.137
0.137
0.137
0.137
0.146
0.146
0.146
0.155
0.155
0.155
0.174)
0.174)
0.174)
0.183)
0.183)
0.183)
0.192)
0.192)
0.192)
0.201)
0.201)
0.201)
0.137
0.137
0.137
0.137
0.137
0.137
0.183)
0.183)
0.183)
0.183)
0.183)
0.183)
0.174)
0.174)
0.174)
0.174)
0.174)
0.174)
0.155)
0.155)
0.155)
0.165)
0.165)
0.165)
0.229)
0.229)
0.229)
0.238)
0.238)
0.238)
0.015
0.015
0.015
0.015
0.015
0.015
0.016
0.016
0.016
0.017
0.017
0.017
0.023
0.024
0.025
0.036
0.036
0.037
0.048
0.049
0.050
0.061
0.061
0.062
0.015
0.015
0.015
0.015
0.015
0.015
0.047
0.048
0.049
0.050
0.050
0.051
0.042
0.042
0.043
0.044
0.045
0.045
0.026
0.026
0.027
0.038
0.039
0.040
0.111
0.112
0.113
0.124
0.124
0.125
151 12.58 0.93 0.284 0.138
152 12.67 0.93 0.284 0.138
153 12.75 0.93 0.284 0.137
154 12.83 0.97 0.295 0.136
155 12.92 0.97 0.295 0.136
156 13.00 0.97 0.295 0.135
157 13.08 1.13 0.345 0.134
158 13.17 1.13 0.345 0.134
159 13.25 1.13 0.345 0.133
160 13.33 1.13 0.345 0.132
161 13.42 1.13 0.345 0.132
162 13.50 1.13 0.345 0.131
163 13.58 0.77 0.234 0.130
164 13.67 0.77 0.234 0.130
165 13.75 0.77 0.234 0.129
166 13.83 0.77 0.234 0.128
167 13.92 0.77 0.234 0.128
168 14.00 0.77 0.234 0.127
169 14.08 0.90 0.274 0.126
170 14.17 0.90 0.274 0.126
171 14.25 0.90 0.274 0.125
172 14.33 0.87 0.264 0.124
173 14.42 0.87 0.264 0.124
174 14.50 0.87 0.264 0.123
175 14.58 0.87 0.264 0.122
176 14.67 0.87 0.264 0.122
177 14.75 0.87 0.264 0.121
178 14.83 0.83 0.254 0.121
179 14.92 0.83 0.254 0.120
180 15.00 0.83 0.254 0.119
181 15.08 0.80 0.244 0.119
182 15.17 0.80 0.244 0.118
183 15.25 0.80 0.244 0.118
184 15.33 0.77 0.234 0.117
185 15.42 0.77 0.234 0.116
186 15.50 0.77 0.234 0.116
187 15.58 0.63 0.193 0.115
188 15.67 0.63 0.193 0.115
189 15.75 0.63 0.193 0.114
190 15.83 0.63 0.193 0.113
191 15.92 0.63 0.193 0.113
192 16.00 0.63 0.193 0.112
193 16.08 0.13 0.041 ( 0.112)
194 16.17 0.13 0.041 ( 0.111)
195 16.25 0.13 0.041 ( 0.110)
196 16.33 0.13 0.041 ( 0.110)
197 16.42 0.13 0.041 ( 0.109)
198 16.50 0.13 0.041 ( 0.109)
199 16.58 0.10 0.030 ( 0.108)
200 16.67 0.10 0.030 ( 0.108)
201 16.75 0.10 0.030 ( 0.107)
202 16.83 0.10 0.030 ( 0.107)
203 16.92 0.10 0.030 ( 0.106)
204 17.00 0.10 0.030 ( 0.106)
0.256)
0.256)
0.256)
0.265)
0.265)
0.265)
0.311)
0.311)
0.311)
0.311)
0.311)
0.311)
0.210)
0.210)
0.210)
0.210)
0.210)
0.210)
0.247)
0.247)
0.247)
0.238)
0.238)
0.238)
0.238)
0.238)
0.238)
0.229)
0.229)
0.229)
0.219)
0.219)
0.219)
0.210)
0.210)
0.210)
0.174)
0.174)
0.174)
0.174)
0.174)
0.174)
0.037
0.037
0.037
0.037
0.037
0.037
0.027
0.027
0.027
0.027
0.027
0.027
0.146
0.147
0.147
0.158
0.159
0.160
0.211
0.212
0.213
0.213
0.214
0.215
0.103
0.104
0.105
0.105
0.106
0.107
0.148
0.149
0.149
0.140
0.140
0.141
0.142
0.142
0.143
0.133
0.134
0.135
0.125
0.126
0.126
0.117
0.117
0.118
0.078
0.079
0.079
0.080
0.080
0.081
0.004
0.004
0.004
0.004
0.004
0.004
0.003
0.003
0.003
0.003
0.003
0.003
205 17.08 0.17 0.051 ( 0.105) 0.046 0.005
206 17.17 0.17 0.051 ( 0.104) 0.046 0.005
207 17.25 0.17 0.051 ( 0.104) 0.046 0.005
208 17.33 0.17 0.051 ( 0.103) 0.046 0.005
209 17.42 0.17 0.051 ( 0.103) 0.046 0.005
210 17.50 0.17 0.051 ( 0.102) 0.046 0.005
211 17.58 0.17 0.051 ( 0.102) 0.046 0.005
212 17.67 0.17 0.051 ( 0.101) 0.046 0.005
213 17.75 0.17 0.051 ( 0.101) 0.046 0.005
214 17.83 0.13 0.041 ( 0.100) 0.037 0.004
215 17.92 0.13 0.041 ( 0.100) 0.037 0.004
216 18.00 0.13 0.041 ( 0.099) 0.037 0.004
217 18.08 0.13 0.041 ( 0.099) 0.037 0.004
218 18.17 0.13 0.041 ( 0.098) 0.037 0.004
219 18.25 0.13 0.041 ( 0.098) 0.037 0.004
220 18.33 0.13 0.041 ( 0.097) 0.037 0.004
221 18.42 0.13 0.041 ( 0.097) 0.037 0.004
222 18.50 0.13 0.041 ( 0.097) 0.037 0.004
223 18.58 0.10 0.030 ( 0.096) 0.027 0.003
224 18.67 0.10 0.030 ( 0.096) 0.027 0.003
225 18.75 0.10 0.030 ( 0.095) 0.027 0.003
226 18.83 0.07 0.020 ( 0.095) 0.018 0.002
227 18.92 0.07 0.020 ( 0.094) 0.018 0.002
228 19.00 0.07 0.020 ( 0.094) 0.018 0.002
229 19.08 0.10 0.030 ( 0.093) 0.027 0.003
230 19.17 0.10 0.030 ( 0.093) 0.027 0.003
231 19.25 0.10 0.030 ( 0.092) 0.027 0.003
232 19.33 0.13 0.041 ( 0.092) 0.037 0.004
233 19.42 0.13 0.041 ( 0.092) 0.037 0.004
234 19.50 0.13 0.041 ( 0.091) 0.037 0.004
235 19.58 0.10 0.030 ( 0.091) 0.027 0.003
236 19.67 0.10 0.030 ( 0.090) 0.027 0.003
237 19.75 0.10 0.030 ( 0.090) 0.027 0.003
238 19.83 0.07 0.020 ( 0.090) 0.018 0.002
239 19.92 0.07 0.020 ( 0.089) 0.018 0.002
240 20.00 0.07 0.020 ( 0.089) 0.018 0.002
241 20.08 0.10 0.030 ( 0.088) 0.027 0.003
242 20.17 0.10 0.030 ( 0.088) 0.027 0.003
243 20.25 0.10 0.030 ( 0.088) 0.027 0.003
244 20.33 0.10 0.030 ( 0.087) 0.027 0.003
245 20.42 0.10 0.030 ( 0.087) 0.027 0.003
246 20.50 0.10 0.030 ( 0.086) 0.027 0.003
247 20.58 0.10 0.030 ( 0.086) 0.027 0.003
248 20.67 0.10 0.030 ( 0.086) 0.027 0.003
249 20.75 0.10 0.030 ( 0.085) 0.027 0.003
250 20.83 0.07 0.020 ( 0.085) 0.018 0.002
251 20.92 0.07 0.020 ( 0.085) 0.018 0.002
252 21.00 0.07 0.020 ( 0.084) 0.018 0.002
253 21.08 0.10 0.030 ( 0.084) 0.027 0.003
254 21.17 0.10 0.030 ( 0.084) 0.027 0.003
255 21.25 0.10 0.030 ( 0.083) 0.027 0.003
256 21.33 0.07 0.020 ( 0.083) 0.018 0.002
257 21.42 0.07 0.020 ( 0.083) 0.018 0.002
258 21.50 0.07 0.020 ( 0.082) 0.018 0.002
259 21.58 0.10 0.030 ( 0.082) 0.027 0.003
260 21.67 0.10 0.030 ( 0.082) 0.027 0.003
261 21.75 0.10 0.030 ( 0.082) 0.027 0.003
262 21.83 0.07 0.020 ( 0.081) 0.018 0.002
263 21.92 0.07 0.020 ( 0.081) 0.018 0.002
264 22.00 0.07 0.020 ( 0.081) 0.018 0.002
265 22.08 0.10 0.030 ( 0.080) 0.027 0.003
266 22.17 0.10 0.030 ( 0.080) 0.027 0.003
267 22.25 0.10 0.030 ( 0.080) 0.027 0.003
268 22.33 0.07 0.020 ( 0.080) 0.018 0.002
269 22.42 0.07 0.020 ( 0.079) 0.018 0.002
270 22.50 0.07 0.020 ( 0.079) 0.018 0.002
271 22.58 0.07 0.020 ( 0.079) 0.018 0.002
272 22.67 0.07 0.020 ( 0.079) 0.018 0.002
273 22.75 0.07 0.020 ( 0.079) 0.018 0.002
274 22.83 0.07 0.020 ( 0.078) 0.018 0.002
275 22.92 0.07 0.020 ( 0.078) 0.018 0.002
276 23.00 0.07 0.020 ( 0.078) 0.018 0.002
277 23.08 0.07 0.020 ( 0.078) 0.018 0.002
278 23.17 0.07 0.020 ( 0.078) 0.018 0.002
279 23.25 0.07 0.020 ( 0.077) 0.018 0.002
280 23.33 0.07 0.020 ( 0.077) 0.018 0.002
281 23.42 0.07 0.020 ( 0.077) 0.018 0.002
282 23.50 0.07 0.020 ( 0.077) 0.018 0.002
283 23.58 0.07 0.020 ( 0.077) 0.018 0.002
284 23.67 0.07 0.020 ( 0.077) 0.018 0.002
285 23.75 0.07 0.020 ( 0.077) 0.018 0.002
286 23.83 0.07 0.020 ( 0.077) 0.018 0.002
287 23.92 0.07 0.020 ( 0.076) 0.018 0.002
288 24.00 0.07 0.020 ( 0.076) 0.018 0.002
(Loss Rate Not Used)
Sum = 100.0 Sum = 8.9
Flood volume = Effective rainfall 0.74(In)
times area 8.2(Ac.)/[(In)/(Ft.)] = 0.5(Ac.Ft)
Total soil loss = 1.80(In)
Total soil loss = 1.229(Ac.Ft)
Total rainfall = 2.54(In)
Flood volume = 22076.1 Cubic Feet
Total soil loss = 53528.3 Cubic Feet
Peak flow rate of this hydrograph = 1.691(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 -HOUR STORM
Runoff Hydrograph
Hydrograph in 5 Minute intervals ((CFS))
Time(h+m) Volume Ac.Ft Q(CFS) 0
2.5 5.0
7.5 10.0
0+ 5 0.0000 0.00 Q
0+10 0.0001 0.01 Q
0+15 0.0002 0.01 Q
i
0+20 0.0003 0.01 Q
0+25 0.0004 0.02 Q
0+30 0.0005 0.02 Q
0+35 0.0007 0.02 Q
0+40 0.0008 0.02 Q
0+45 0.0010 0.02 Q
0+50 0.0011 0.02 Q
0+55 0.0013 0.03 Q
1+ 0 0.0016 0.03 Q
1+ 5 0.0018 0.03 Q
1+10 0.0019 0.03 Q
1+15 0.0021 0.03 Q
1+20 0.0023 0.03 Q
1+25 0.0025 0.03 Q
1+30 0.0027 0.03 Q
1+35 0.0028 0.03 Q
1+40 0.0030 0.03 Q
1+45 0.0032 0.03 Q
1+50 0.0034 0.03 Q
1+55 0.0036 0.03 Q
2+ 0 0.0038 0.03 Q
2+ 5 0.0040 0.03 Q
2+10 0.0042 0.03 Q
2+15 0.0045 0.03 Q
2+20 0.0047 0.03 Q
2+25 0.0049 0.03 Q
2+30 0.0051 0.03 Q
2+35 0.0054 0.03 Q
2+40 0.0056 0.04 Q
2+45 0.0059 0.04 Q
2+50 0.0062 0.04 Q
2+55 0.0065 0.04 Q
3+ 0 0.0067 0.04 Q
3+ 5 0.0070 0.04 Q
3+10 0.0073 0.04 Q
3+15 0.0076 0.04 Q
3+20 0.0079 0.04 Q
3+25 0.0082 0.04 Q
3+30 0.0085 0.04 Q
3+35 0.0087 0.04 Q
3+40 0.0090 0.04 Q
3+45 0.0093 0.04 Q
3+50 0.0096 0.04 Q
3+55 0.0099 0.05 Q
4+ 0 0.0103 0.05 Q
4+ 5 0.0106 0.05 Q
4+10 0.0109 0.05 Q
4+15 0.0113 0.05 Q
4+20 0.0116 0.05 Q
4+25 0.0120 0.05 Q
4+30 0.0124 0.06 Q
4+35 0.0128 0.06 QV
4+40 0.0132 0.06 QV
4+45 0.0136 0.06 QV
4+50 0.0140 0.06 QV
4+55 0.0144 0.06 QV
5+ 0 0.0148 0.06 QV
5+ 5 0.0153 0.06 QV
5+10 0.0157 0.06 QV
5+15 0.0160 0.05 QV
5+20 0.0164 0.05 QV
5+25 0.0168 0.06 QV
5+30 0.0172 0.06 QV
5+35 0.0176 0.06 QV
5+40 0.0180 0.06 QV
5+45 0.0185 0.06 QV
5+50 0.0189 0.07 QV
5+55 0.0194 0.07 QV
6+ 0 0.0198 0.07 QV
6+ 5 0.0203 0.07 QV
6+10 0.0208 0.07 QV
6+15 0.0213 0.07 QV
6+20 0.0218 0.07 QV
6+25 0.0223 0.07 QV
6+30 0.0228 0.07 QV
6+35 0.0233 0.08 QV
6+40 0.0239 0.08 QV
6+45 0.0244 0.08 QV
6+50 0.0250 0.08 QV
6+55 0.0256 0.08 Q V
7+ 0 0.0261 0.08 Q V
7+ 5 0.0267 0.08 Q V
7+10 0.0273 0.08 Q V
7+15 0.0279 0.08 Q V
7+20 0.0284 0.08 Q V
7+25 0.0290 0.09 Q V
7+30 0.0297 0.09 Q V
7+35 0.0303 0.09 Q V
7+40 0.0310 0.10 Q V
7+45 0.0316 0.10 Q V
7+50 0.0323 0.10 Q V
7+55 0.0330 0.10 Q V
8+ 0 0.0337 0.10 Q V
8+ 5 0.0345 0.11 Q V
8+10 0.0353 0.12 Q V
8+15 0.0361 0.12 Q V
8+20 0.0369 0.12 Q V
8+25 0.0378 0.12 Q V
8+30 0.0386 0.12 Q V
8+35 0.0395 0.12 Q V
8+40 0.0404 0.13 Q V
8+45 0.0413 0.13 Q V
8+50 0.0422 0.13 Q V
8+55 0.0431 0.14 Q V
9+ 0 0.0441 0.14 Q V
9+ 5 0.0451 0.15 Q V
9+10 0.0462 0.17 Q V
9+15 0.0475 0.18 Q V
9+20 0.0488 0.20
9+25 0.0505 0.24
9+30 0.0523 0.26
9+35 0.0542 0.29
9+40 0.0565 0.33
9+45 0.0589 0.35
9+50 0.0616 0.38
9+55 0.0645 0.43
10+ 0 0.0676 0.45
10+ 5 0.0704 0.41
10+10 0.0723 0.27
10+15 0.0739 0.22
10+20 0.0752 0.20
10+25 0.0765 0.18
10+30 0.0777 0.17
10+35 0.0791 0.21
10+40 0.0811 0.30
10+45 0.0834 0.33
10+50 0.0859 0.35
10+55 0.0884 0.37
11+ 0 0.0910 0.38
11+ 5 0.0936 0.37
11+10 0.0960 0.35
11+15 0.0985 0.35
11+20 0.1009 0.35
11+25 0.1034 0.36
11+30 0.1059 0.37
11+35 0.1083 0.35
11+40 0.1103 0.29
11+45 0.1121 0.27
11+50 0.1140 0.27
11+55 0.1161 0.30
12+ 0 0.1182 0.31
12+ 5 0.1210 0.41
12+10 0.1254 0.64
12+15 0.1304 0.73
12+20 0.1359 0.80
12+25 0.1419 0.87
12+30 0.1481 0.91
12+35 0.1547 0.96
12+40 0.1620 1.05
12+45 0.1695 1.10
12+50 0.1774 1.15
12+55 0.1857 1.20
13+ 0 0.1942 1.24
13+ 5 0.2034 1.33
13+10 0.2138 1.51
13+15 0.2247 1.58
13+20 0.2359 1.63
13+25 0.2474 1.66
13+30 0.2590 1.69
13+35 0.2698 1.56
13+40 0.2783 1.24
13+45 0.2860 1.12
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
0 V
V
V
V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q
Q
Q
Q
Q
Q
Q
Q
Q
Q
Q
Q
Q
Q
Q
Q
Q
Q
Q
V
V
V
V
V
V
V
V
V
V
V
V
V
V
IV
IV
IV
13+50 0.2933 1.05 Q
13+55 0.3003 1.02 Q
14+ 0 0.3071 0.99 Q
14+ 5 0.3142 1.03 Q
14+10 0.3221 1.14 Q
14+15 0.3302 1.17 Q
14+20 0.3383 1.18 Q
14+25 0.3463 1.16 Q
14+30 0.3542 1.15 Q
14+35 0.3621 1.15 Q
14+40 0.3700 1.15 Q
14+45 0.3780 1.16 Q
14+50 0.3859 1.15 Q
14+55 0.3937 1.13 Q
15+ 0 0.4014 1.13 Q
15+ 5 0.4091 1.11 Q
15+10 0.4166 1.08 Q
15+15 0.4240 1.07 Q
15+20 0.4312 1.05 Q
15+25 0.4382 1.02 Q
15+30 0.4452 1.01 Q
15+35 0.4517 0.95 Q
15+40 0.4573 0.82 Q
15+45 0.4626 0.77 Q
15+50 0.4677 0.74 Q
15+55 0.4727 0.72 Q
16+ 0 0.4776 0.71 Q
16+ 5 0.4817 0.60 Q
16+10 0.4842 0.36 Q
16+15 0.4859 0.26 Q
16+20 0.4873 0.20 Q
16+25 0.4884 0.16 Q
16+30 0.4893 0.13 Q
16+35 0.4900 0.10 Q
16+40 0.4906 0.08 Q
16+45 0.4911 0.07 Q
16+50 0.4915 0.06 Q
16+55 0.4918 0.05 Q
17+ 0 0.4921 0.04 Q
17+ 5 0.4923 0.03 Q
17+10 0.4925 0.03 Q
17+15 0.4928 0.04 Q
17+20 0.4931 0.04 Q
17+25 0.4933 0.04 Q
17+30 0.4936 0.04 Q
17+35 0.4939 0.04 Q
17+40 0.4942 0.04 Q
17+45 0.4944 0.04 Q
17+50 0.4947 0.04 Q
17+55 0.4950 0.04 Q
18+ 0 0.4952 0.04 Q
18+ 5 0.4955 0.04 Q
18+10 0.4957 0.04 Q
18+15 0.4959 0.03 Q
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
18+20 0.4962 0.03 Q
18+25 0.4964 0.03 Q
18+30 0.4967 0.03 Q
18+35 0.4969 0.03 Q
18+40 0.4971 0.03 Q
18+45 0.4973 0.03 Q
18+50 0.4975 0.03 Q
18+55 0.4976 0.02 Q
19+ 0 0.4977 0.02 Q
19+ 5 0.4979 0.02 Q
19+10 0.4981 0.02 Q
19+15 0.4982 0.02 Q
19+20 0.4984 0.03 Q
19+25 0.4986 0.03 Q
19+30 0.4988 0.03 Q
19+35 0.4990 0.03 Q
19+40 0.4992 0.03 Q
19+45 0.4994 0.03 Q
19+50 0.4996 0.02 Q
19+55 0.4997 0.02 Q
20+ 0 0.4998 0.02 Q
20+ 5 0.5000 0.02 Q
20+10 0.5001 0.02 Q
20+15 0.5003 0.02 Q
20+20 0.5005 0.02 Q
20+25 0.5006 0.02 Q
20+30 0.5008 0.02 Q
20+35 0.5010 0.02 Q
20+40 0.5012 0.02 Q
20+45 0.5013 0.02 Q
20+50 0.5015 0.02 Q
20+55 0.5016 0.02 Q
21+ 0 0.5018 0.02 Q
21+ 5 0.5019 0.02 Q
21+10 0.5021 0.02 Q
21+15 0.5022 0.02 Q
21+20 0.5024 0.02 Q
21+25 0.5025 0.02 Q
21+30 0.5026 0.02 Q
21+35 0.5028 0.02 Q
21+40 0.5029 0.02 Q
21+45 0.5031 0.02 Q
21+50 0.5032 0.02 Q
21+55 0.5034 0.02 Q
22+ 0 0.5035 0.02 Q
22+ 5 0.5036 0.02 Q
22+10 0.5038 0.02 Q
22+15 0.5040 0.02 Q
22+20 0.5041 0.02 Q
22+25 0.5043 0.02 Q
22+30 0.5044 0.02 Q
22+35 0.5045 0.02 Q
22+40 0.5046 0.02 Q
22+45 0.5047 0.02 Q
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
22+50 0.5049 0.02 Q
22+55 0.5050 0.02 Q
23+ 0 0.5051 0.02 Q
23+ 5 0.5052 0.02 Q
23+10 0.5053 0.02 Q
23+15 0.5055 0.02 Q
23+20 0.5056 0.02 Q
23+25 0.5057 0.02 Q
23+30 0.5058 0.02 Q
23+35 0.5059 0.02 Q
23+40 0.5060 0.02 Q
23+45 0.5062 0.02 Q
23+50 0.5063 0.02 Q
23+55 0.5064 0.02 Q
24+ 0 0.5065 0.02 Q
24+ 5 0.5066 0.01 Q
24+10 0.5067 0.01 Q
24+15 0.5067 0.01 Q
24+20 0.5067 0.00 Q
24+25 0.5067 0.00 Q
24+30 0.5068 0.00 Q
24+35 0.5068 0.00 Q
24+40 0.5068 0.00 Q
24+45 0.5068 0.00 Q
24+50 0.5068 0.00 Q
24+55 0.5068 0.00 Q
25+ 0 0.5068 0.00 Q
25+ 5 0.5068 0.00 Q
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
DMA B : 2 -Year Storm Event
Unit H y d r o g r a p h Analysis
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 12/05/25 File: DMABUHUNDEV242.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6094
English (in -lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
BEAUMONT POINTE
UNDEVELOPED CONDITION
DMA B
2 -YEAR STORM EVENT
Drainage Area = 113.40(Ac.) = 0.177 Sq. Mi.
Drainage Area for Depth -Area Areal Adjustment = 113.40(Ac.) =
0.177 Sq. Mi.
Length along longest watercourse = 5694.00(Ft.)
Length along longest watercourse measured to centroid = 2374.40(Ft.)
Length along longest watercourse = 1.078 Mi.
Length along longest watercourse measured to centroid = 0.450 Mi.
Difference in elevation = 207.60(Ft.)
Slope along watercourse = 192.5058 Ft./Mi.
Average Manning's 'N' = 0.030
Lag time = 0.201 Hr.
Lag time = 12.08 Min.
25% of lag time = 3.02 Min.
40% of lag time = 4.83 Min.
Unit time = 5.00 Min.
Duration of storm = 24 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
113.40 2.54 288.04
100 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
113.40 6.18 700.81
STORM EVENT (YEAR) = 2.00
Area Averaged 2 -Year Rainfall = 2.540(In)
Area Averaged 100 -Year Rainfall = 6.180(In)
Point rain (area averaged) = 2.540(In)
Areal adjustment factor = 99.98
Adjusted average point rain = 2.539(In)
Sub -Area Data:
Area(Ac.) Runoff Index Impervious
113.400 88.00 0.000
Total Area Entered = 113.40(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC -2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)
88.0 88.0 0.153 0.000 0.153 1.000 0.153
Sum (F) = 0.153
Area averaged mean soil loss (F) (In/Hr) = 0.153
Minimum soil loss rate ((In/Hr)) = 0.076
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.900
Unit Hydrograph
MOUNTAIN S -Curve
Unit Hydrograph Data
Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS)
1 0.083
2 0.167
3 0.250
4 0.333
5 0.417
6 0.500
7 0.583
8 0.667
9 0.750
10 0.833
11 0.917
12 1.000
13 1.083
41.396
82.793
124.189
165.586
206.982
248.379
289.775
331.172
372.568
413.965
455.361
496.758
538.154
5.815
24.127
20.623
10.075
6.660
5.117
4.041
3.236
2.570
2.163
1.829
1.687
1.515
6.645
27.574
23.569
11.515
7.611
5.847
4.618
3.699
2.937
2.472
2.090
1.928
1.732
14 15
16 17
18 19
20 21
22 23
24 25
1.167
1.250
1.333
1.417
1.500
1.583
1.667
1.750
1.833
1.917
2.000
2.083
579.551
620.947
662.343
703.740
745.136
786.533
827.929
869.326
910.722
952.119
993.515
1034.912
1.305
1.224
1.093
1.013
0.896
0.796
0.746
0.745
0.745
0.745
0.745
0.489
Sum = 100.000 Sum=
1.491
1.399
1.249
1.158
1.025
0.909
0.852
0.852
0.852
0.852
0.852
0.559
114.286
The following loss rate calculations reflect use of the minimum calculated loss
rate subtracted from the Storm Rain to produce the maximum Effective Rain value
Unit Time Pattern
(Hr.) Percent
1 0.08 0.07
2 0.17 0.07
3 0.25 0.07
4 0.33 0.10
5 0.42 0.10
6 0.50 0.10
7 0.58 0.10
8 0.67 0.10
9 0.75 0.10
10 0.83 0.13
11 0.92 0.13
12 1.00 0.13
13 1.08 0.10
14 1.17 0.10
15 1.25 0.10
16 1.33 0.10
17 1.42 0.10
18 1.50 0.10
19 1.58 0.10
20 1.67 0.10
21 1.75 0.10
22 1.83 0.13
23 1.92 0.13
24 2.00 0.13
25 2.08 0.13
26 2.17 0.13
27 2.25 0.13
28 2.33 0.13
29 2.42 0.13
30 2.50 0.13
31 2.58 0.17
Storm Rain
(In/Hr)
0.020
0.020
0.020
0.030
0.030
0.030
0.030
0.030
0.030
0.041
0.041
0.041
0.030
0.030
0.030
0.030
0.030
0.030
0.030
0.030
0.030
0.041
0.041
0.041
0.041
0.041
0.041
0.041
0.041
0.041
0.051
Loss rate(In./Hr)
Max
0.271)
0.270)
0.269)
0.268)
0.267)
0.266)
0.265)
0.264)
0.263)
0.262)
0.260)
0.259)
0.258)
0.257)
0.256)
0.255)
0.254)
0.253)
0.252)
0.251)
0.250)
0.249)
0.248)
0.247)
0.246)
0.245)
0.244)
0.243)
0.242)
0.241)
0.240)
Low
0.018
0.018
0.018
0.027
0.027
0.027
0.027
0.027
0.027
0.037
0.037
0.037
0.027
0.027
0.027
0.027
0.027
0.027
0.027
0.027
0.027
0.037
0.037
0.037
0.037
0.037
0.037
0.037
0.037
0.037
0.046
Effective
(In/Hr)
0.002
0.002
0.002
0.003
0.003
0.003
0.003
0.003
0.003
0.004
0.004
0.004
0.003
0.003
0.003
0.003
0.003
0.003
0.003
0.003
0.003
0.004
0.004
0.004
0.004
0.004
0.004
0.004
0.004
0.004
0.005
32 2.67 0.17 0.051 ( 0.239) 0.046 0.005
33 2.75 0.17 0.051 ( 0.238) 0.046 0.005
34 2.83 0.17 0.051 ( 0.237) 0.046 0.005
35 2.92 0.17 0.051 ( 0.236) 0.046 0.005
36 3.00 0.17 0.051 ( 0.235) 0.046 0.005
37 3.08 0.17 0.051 ( 0.234) 0.046 0.005
38 3.17 0.17 0.051 ( 0.233) 0.046 0.005
39 3.25 0.17 0.051 ( 0.233) 0.046 0.005
40 3.33 0.17 0.051 ( 0.232) 0.046 0.005
41 3.42 0.17 0.051 ( 0.231) 0.046 0.005
42 3.50 0.17 0.051 ( 0.230) 0.046 0.005
43 3.58 0.17 0.051 ( 0.229) 0.046 0.005
44 3.67 0.17 0.051 ( 0.228) 0.046 0.005
45 3.75 0.17 0.051 ( 0.227) 0.046 0.005
46 3.83 0.20 0.061 ( 0.226) 0.055 0.006
47 3.92 0.20 0.061 ( 0.225) 0.055 0.006
48 4.00 0.20 0.061 ( 0.224) 0.055 0.006
49 4.08 0.20 0.061 ( 0.223) 0.055 0.006
50 4.17 0.20 0.061 ( 0.222) 0.055 0.006
51 4.25 0.20 0.061 ( 0.221) 0.055 0.006
52 4.33 0.23 0.071 ( 0.220) 0.064 0.007
53 4.42 0.23 0.071 ( 0.219) 0.064 0.007
54 4.50 0.23 0.071 ( 0.218) 0.064 0.007
55 4.58 0.23 0.071 ( 0.217) 0.064 0.007
56 4.67 0.23 0.071 ( 0.216) 0.064 0.007
57 4.75 0.23 0.071 ( 0.215) 0.064 0.007
58 4.83 0.27 0.081 ( 0.214) 0.073 0.008
59 4.92 0.27 0.081 ( 0.214) 0.073 0.008
60 5.00 0.27 0.081 ( 0.213) 0.073 0.008
61 5.08 0.20 0.061 ( 0.212) 0.055 0.006
62 5.17 0.20 0.061 ( 0.211) 0.055 0.006
63 5.25 0.20 0.061 ( 0.210) 0.055 0.006
64 5.33 0.23 0.071 ( 0.209) 0.064 0.007
65 5.42 0.23 0.071 ( 0.208) 0.064 0.007
66 5.50 0.23 0.071 ( 0.207) 0.064 0.007
67 5.58 0.27 0.081 ( 0.206) 0.073 0.008
68 5.67 0.27 0.081 ( 0.205) 0.073 0.008
69 5.75 0.27 0.081 ( 0.204) 0.073 0.008
70 5.83 0.27 0.081 ( 0.203) 0.073 0.008
71 5.92 0.27 0.081 ( 0.203) 0.073 0.008
72 6.00 0.27 0.081 ( 0.202) 0.073 0.008
73 6.08 0.30 0.091 ( 0.201) 0.082 0.009
74 6.17 0.30 0.091 ( 0.200) 0.082 0.009
75 6.25 0.30 0.091 ( 0.199) 0.082 0.009
76 6.33 0.30 0.091 ( 0.198) 0.082 0.009
77 6.42 0.30 0.091 ( 0.197) 0.082 0.009
78 6.50 0.30 0.091 ( 0.196) 0.082 0.009
79 6.58 0.33 0.102 ( 0.195) 0.091 0.010
80 6.67 0.33 0.102 ( 0.195) 0.091 0.010
81 6.75 0.33 0.102 ( 0.194) 0.091 0.010
82 6.83 0.33 0.102 ( 0.193) 0.091 0.010
83 6.92 0.33 0.102 ( 0.192) 0.091 0.010
84 7.00 0.33 0.102 ( 0.191) 0.091 0.010
85 7.08 0.33 0.102 ( 0.190) 0.091 0.010
86 7.17 0.33 0.102
87 7.25 0.33 0.102
88 7.33 0.37 0.112
89 7.42 0.37 0.112
90 7.50 0.37 0.112
91 7.58 0.40 0.122
92 7.67 0.40 0.122
93 7.75 0.40 0.122
94 7.83 0.43 0.132
95 7.92 0.43 0.132
96 8.00 0.43 0.132
97 8.08 0.50 0.152
98 8.17 0.50 0.152
99 8.25 0.50 0.152
100 8.33 0.50 0.152
101 8.42 0.50 0.152
102 8.50 0.50 0.152
103 8.58 0.53 0.163
104 8.67 0.53 0.163
105 8.75 0.53 0.163
106 8.83 0.57 0.173
107 8.92 0.57 0.173
108 9.00 0.57 0.173
109 9.08 0.63 0.193
110 9.17 0.63 0.193
111 9.25 0.63 0.193
112 9.33 0.67 0.203
113 9.42 0.67 0.203
114 9.50 0.67 0.203
115 9.58 0.70 0.213
116 9.67 0.70 0.213
117 9.75 0.70 0.213
118 9.83 0.73 0.223
119 9.92 0.73 0.223
120 10.00 0.73 0.223
121 10.08 0.50 0.152
122 10.17 0.50 0.152
123 10.25 0.50 0.152
124 10.33 0.50 0.152
125 10.42 0.50 0.152
126 10.50 0.50 0.152
127 10.58 0.67 0.203
128 10.67 0.67 0.203
129 10.75 0.67 0.203
130 10.83 0.67 0.203
131 10.92 0.67 0.203
132 11.00 0.67 0.203
133 11.08 0.63 0.193
134 11.17 0.63 0.193
135 11.25 0.63 0.193
136 11.33 0.63 0.193
137 11.42 0.63 0.193
138 11.50 0.63 0.193
139 11.58 0.57 0.173
0.189)
0.188)
0.188)
0.187)
0.186)
0.185)
0.184)
0.183)
0.183)
0.182)
0.181)
0.180)
0.179)
0.178)
0.177)
0.177)
0.176)
0.175)
0.174)
0.173)
0.173)
0.172)
0.171)
0.170
0.169
0.168
0.168
0.167
0.166
0.165
0.165
0.164
0.163
0.162
0.161
0.161)
0.160)
0.159)
0.158)
0.157)
0.157)
0.156
0.155
0.154
0.154
0.153
0.152
0.151
0.151
0.150
0.149
0.148
0.148
0.147
0.091
0.091
0.101
0.101
0.101
0.110
0.110
0.110
0.119
0.119
0.119
0.137
0.137
0.137
0.137
0.137
0.137
0.146
0.146
0.146
0.155
0.155
0.155
0.174)
0.174)
0.174)
0.183)
0.183)
0.183)
0.192)
0.192)
0.192)
0.201)
0.201)
0.201)
0.137
0.137
0.137
0.137
0.137
0.137
0.183)
0.183)
0.183)
0.183)
0.183)
0.183)
0.174)
0.174)
0.174)
0.174)
0.174)
0.174)
0.155)
0.010
0.010
0.011
0.011
0.011
0.012
0.012
0.012
0.013
0.013
0.013
0.015
0.015
0.015
0.015
0.015
0.015
0.016
0.016
0.016
0.017
0.017
0.017
0.023
0.024
0.025
0.035
0.036
0.037
0.048
0.049
0.050
0.061
0.061
0.062
0.015
0.015
0.015
0.015
0.015
0.015
0.047
0.048
0.049
0.049
0.050
0.051
0.042
0.042
0.043
0.044
0.045
0.045
0.026
140 11.67 0.57 0.173 0.146 ( 0.155)
141 11.75 0.57 0.173 0.146 ( 0.155)
142 11.83 0.60 0.183 0.145 ( 0.165)
143 11.92 0.60 0.183 0.144 ( 0.165)
144 12.00 0.60 0.183 0.143 ( 0.165)
145 12.08 0.83 0.254 0.143 ( 0.229)
146 12.17 0.83 0.254 0.142 ( 0.229)
147 12.25 0.83 0.254 0.141 ( 0.229)
148 12.33 0.87 0.264 0.141 ( 0.238)
149 12.42 0.87 0.264 0.140 ( 0.238)
150 12.50 0.87 0.264 0.139 ( 0.238)
151 12.58 0.93 0.284 0.138 ( 0.256)
152 12.67 0.93 0.284 0.138 ( 0.256)
153 12.75 0.93 0.284 0.137 ( 0.256)
154 12.83 0.97 0.295 0.136 ( 0.265)
155 12.92 0.97 0.295 0.136 ( 0.265)
156 13.00 0.97 0.295 0.135 ( 0.265)
157 13.08 1.13 0.345 0.134 ( 0.311)
158 13.17 1.13 0.345 0.134 ( 0.311)
159 13.25 1.13 0.345 0.133 ( 0.311)
160 13.33 1.13 0.345 0.132 ( 0.311)
161 13.42 1.13 0.345 0.132 ( 0.311)
162 13.50 1.13 0.345 0.131 ( 0.311)
163 13.58 0.77 0.234 0.130 ( 0.210)
164 13.67 0.77 0.234 0.130 ( 0.210)
165 13.75 0.77 0.234 0.129 ( 0.210)
166 13.83 0.77 0.234 0.128 ( 0.210)
167 13.92 0.77 0.234 0.128 ( 0.210)
168 14.00 0.77 0.234 0.127 ( 0.210)
169 14.08 0.90 0.274 0.126 ( 0.247)
170 14.17 0.90 0.274 0.126 ( 0.247)
171 14.25 0.90 0.274 0.125 ( 0.247)
172 14.33 0.87 0.264 0.124 ( 0.238)
173 14.42 0.87 0.264 0.124 ( 0.238)
174 14.50 0.87 0.264 0.123 ( 0.238)
175 14.58 0.87 0.264 0.122 ( 0.238)
176 14.67 0.87 0.264 0.122 ( 0.238)
177 14.75 0.87 0.264 0.121 ( 0.238)
178 14.83 0.83 0.254 0.121 ( 0.229)
179 14.92 0.83 0.254 0.120 ( 0.229)
180 15.00 0.83 0.254 0.119 ( 0.229)
181 15.08 0.80 0.244 0.119 ( 0.219)
182 15.17 0.80 0.244 0.118 ( 0.219)
183 15.25 0.80 0.244 0.118 ( 0.219)
184 15.33 0.77 0.234 0.117 ( 0.210)
185 15.42 0.77 0.234 0.116 ( 0.210)
186 15.50 0.77 0.234 0.116 ( 0.210)
187 15.58 0.63 0.193 0.115 ( 0.174)
188 15.67 0.63 0.193 0.115 ( 0.174)
189 15.75 0.63 0.193 0.114 ( 0.174)
190 15.83 0.63 0.193 0.113 ( 0.174)
191 15.92 0.63 0.193 0.113 ( 0.174)
192 16.00 0.63 0.193 0.112 ( 0.174)
193 16.08 0.13 0.041 ( 0.112) 0.037
0.026
0.027
0.038
0.039
0.039
0.111
0.112
0.113
0.124
0.124
0.125
0.146
0.147
0.147
0.158
0.159
0.160
0.211
0.212
0.212
0.213
0.214
0.214
0.103
0.104
0.105
0.105
0.106
0.107
0.148
0.149
0.149
0.140
0.140
0.141
0.142
0.142
0.143
0.133
0.134
0.135
0.125
0.126
0.126
0.117
0.117
0.118
0.078
0.078
0.079
0.080
0.080
0.081
0.004