HomeMy WebLinkAbout1.07B SWMPDIVERSION (D)
NOT TO SCALE
CULVERT
WELL HEADS
DETENTION
POND (DP)
CUT SLOPE
EROSION CONTROL
FILL SLOPE
EROSION CONTROL
CULVERT (C)
NAT
U
R
A
L
D
R
A
I
N
A
G
E
FRACING
PIT
DRILLING
PIT
SURFACE
WATER
FLOW
SURFACE
WATER
FLOW
TURNOUT (TO)
SEDIMENT CONTROL
(i.e. CHECK DAM (CD))
CROWN
INSLOPE
RUN ON DIVERSION (ROD)
EROSION CONTROL
(i.e. EROSION CONTROL
BLANKET (ECB))
BERM (B)
RUN ON DIVERSION (ROD)
WELL HEADS
FRACING
PIT
DRILLING
PIT
DETENTION
POND (DP)BERM (B)
CROWN
INSLOPE
SEDIMENT CONTROL
(i.e. SEDIMENT TRAP (ST)) (TYP.)
LEGEND
RIPRAP (R)
VEGETATED
BUFFER (VB)
CHECK DAM (CD)
SEDIMENT TRAP (ST)
GROUND SURFACE
CONTOUR (BEFORE
CONSTRUCTION)
FLOW
SURFACE
WATER
FLOW
CUT SLOPE
FILL SLOPE
ROADSIDE DITCH (RSD)
DIVERSION (D) OR (ROD)
BERM (B)
TOPSOIL STOCKPILE (TS)
EROSION CONTROL
BLANKET (ECB)
WATTLE (W)
SEDIMENT CONTROL OPTIONS
CHECK DAM (CD)
FILTER BERM (FB)
SEDIMENT TRAP (ST)
SILT FENCE (SF)
WATTLE (W)
EROSION CONTROL OPTIONS
EROSION CONTROL BLANKET
(ECB)
HYDRAULIC MULCHING (HM)
MULCHING (M)
RETAINING WALL (RW)
REVEGETATION (RV)
RIPRAP (R)
SURFACE ROUGHENING (SR)
TERRACING (T)
WATTLE (W)
EROSION CONTROL
(i.e. WATTLE (W)) (TYP.)
GATHERING LINE
GATHERING LINE
DRWN:DATE:
Storm Water Manual of
Best Management Practices
Grand River Gathering, LLC
SITE ISOMETRIC
FLAT AND GENTLY SLOPING TERRAIN
05/30/08 FIGURE SI-1E.S.S./GOL
WATTLE (W)(TYP.)
TOPSOIL STOCKPILE (SP)
SEDIMENT
RESERVOIR (SEDR)
WATTLE (W)(TYP.)VEGETATED BUFFER OR
SEDIMENT CONTROL
(i.e. WATTLE (W))(TYP.)SEDIMENT
RESERVOIR
(SEDR)
SEDIMENT CONTROL
(i.e. SEDIMENT TRAP (ST)) (TYP.)
EROSION CONTROL
(i.e. WATTLE (W)) (TYP.)
C
U
T
S
L
O
P
E
E
R
O
S
I
O
N
C
O
N
T
R
O
L
(
S
)
(
i
.
e
.
T
E
R
R
A
C
I
N
G
)
VEGETATED BUFFER (VB)
W
E
L
L
H
E
A
D
S
F
R
A
C
I
N
G
P
I
T
D
R
I
L
L
I
N
G
P
I
T
F
I
L
L
S
L
O
P
E
E
R
O
S
I
O
N
C
O
N
T
R
O
L
(
S
)
(
i
.
e
.
T
E
R
R
A
C
I
N
G
)
TOPSOI
L
S
T
O
C
K
P
I
L
E
(
S
P
)
D
I
V
E
R
S
I
O
N
(
D
)
R
U
N
O
N
D
I
V
E
R
S
I
O
N
(
R
O
D
)
S
T
R
E
A
M
B
E
R
M
(
B
)
ROADSIDEDITCH (RSD)ROADSIDEDITCH (RSD)
B
E
R
M
(
B
)
D
E
T
E
N
T
I
O
N
P
O
N
D
(
D
P
)
S
E
D
I
M
E
N
T
C
O
N
T
R
O
L
(
i
.
e
.
S
E
D
I
M
E
N
T
T
R
A
P
(
S
T
)
)
(
T
Y
P
.
)
C
U
T
S
L
O
P
E
F
I
L
L
S
L
O
P
E
R
O
A
D
S
I
D
E
D
I
T
C
H
(
R
S
D
)
D
I
V
E
R
S
I
O
N
(
D
)
O
R
(
R
O
D
)
B
E
R
M
(
B
)
T
O
P
S
O
I
L
S
T
O
C
K
P
I
L
E
(
T
S
)
W
A
T
T
L
E
(
W
)
L
E
G
E
N
D
R
I
P
R
A
P
(
R
)
V
E
G
E
T
A
T
E
D
B
U
F
F
E
R
(
V
B
)
S
E
D
I
M
E
N
T
T
R
A
P
(
S
T
)
F
L
O
W
GATHERING LINE
E
R
O
S
I
O
N
C
O
N
T
R
O
L
(
i
.
e
.
R
I
P
R
A
P
(
R
)
)
INSLOPE
S
E
D
I
M
E
N
T
C
O
N
T
R
O
L
O
P
T
I
O
N
S
C
H
E
C
K
D
A
M
(
C
D
)
F
I
L
T
E
R
B
E
R
M
(
F
B
)
S
E
D
I
M
E
N
T
T
R
A
P
(
S
T
)
S
I
L
T
F
E
N
C
E
(
S
F
)
W
A
T
T
L
E
(
W
)
E
R
O
S
I
O
N
C
O
N
T
R
O
L
O
P
T
I
O
N
S
E
R
O
S
I
O
N
C
O
N
T
R
O
L
B
L
A
N
K
E
T
(
E
C
B
)
H
Y
D
R
A
U
L
I
C
M
U
L
C
H
I
N
G
(
H
M
)
M
U
L
C
H
I
N
G
(
M
)
R
E
T
A
I
N
I
N
G
W
A
L
L
(
R
W
)
R
E
V
E
G
E
T
A
T
I
O
N
(
R
V
)
R
I
P
R
A
P
(
R
)
S
U
R
F
A
C
E
R
O
U
G
H
E
N
I
N
G
(
S
R
)
T
E
R
R
A
C
I
N
G
(
T
)
W
A
T
T
L
E
(
W
)
D
R
W
N
:
D
A
T
E
:
S
t
o
r
m
W
a
t
e
r
M
a
n
u
a
l
o
f
B
e
s
t
M
a
n
a
g
e
m
e
n
t
P
r
a
c
t
i
c
e
s
G
r
a
n
d
R
i
v
e
r
G
a
t
h
e
r
i
n
g
,
L
L
C
S
I
T
E
I
S
O
M
E
T
R
I
C
S
T
E
E
P
T
E
R
R
A
I
N
0
6
/
0
6
/
0
8
F
I
G
U
R
E
S
I
-
2
E
.
S
.
S
.
/
G
O
L
S
E
D
I
M
E
N
T
C
O
N
T
R
O
L
(
i
.
e
.
W
A
T
T
L
E
S
(
W
)
)
(
T
Y
P
.
)
E
R
O
S
I
O
N
C
O
N
T
R
O
L
(
i
.
e
.
W
A
T
T
L
E
S
(
W
)
)
(
T
Y
P
.
)
S
E
D
I
M
E
N
T
C
O
N
T
R
O
L
(
i
.
e
.
S
E
D
I
M
E
N
T
T
R
A
P
(
S
T
)
)
(
T
Y
P
.
)
S
E
D
I
M
E
N
T
R
E
S
E
R
V
O
I
R
(
S
E
D
R
)
N
O
T
T
O
S
C
A
L
E
N
A
T
U
R
A
L
D
R
A
I
N
A
G
E
S
U
R
F
A
C
E
W
A
T
E
R
F
L
O
W
SURFA
C
E
WATE
R
FLO
W
R
U
N
O
N
D
I
V
E
R
S
I
O
N
(
R
O
D
)
L
E
G
E
N
D
P
R
O
P
O
S
E
D
R
O
A
D
A
N
D
W
E
L
L
P
A
D
S
G
R
O
U
N
D
S
U
R
F
A
C
E
C
O
N
T
O
U
R
(
B
E
F
O
R
E
C
O
N
S
T
R
U
C
T
I
O
N
)
D
I
V
E
R
S
I
O
N
(
D
)
O
R
(
R
O
D
)
V
E
G
E
T
A
T
E
D
B
U
F
F
E
R
(
V
B
)
S
E
D
I
M
E
N
T
T
R
A
P
(
S
T
)
R
I
P
R
A
P
(
R
)
C
H
E
C
K
D
A
M
(
C
D
)
W
A
T
T
L
E
(
W
)
RUN ON DIVERSION (ROD)COUNTY ROADSEDIMEN
T
R
E
S
E
R
V
O
I
R
(
S
E
D
R
)
S
E
D
I
M
E
N
T
C
O
N
T
R
O
L
(
i
.
e
.
S
E
D
I
M
E
N
T
T
R
A
P
(
S
T
)
)
(
T
Y
P
.
)
S
E
D
I
M
E
N
T
C
O
N
T
R
O
L
O
P
T
I
O
N
S
C
H
E
C
K
D
A
M
(
C
D
)
F
I
L
T
E
R
B
E
R
M
(
F
B
)
S
E
D
I
M
E
N
T
T
R
A
P
(
S
T
)
S
I
L
T
F
E
N
C
E
(
S
F
)
W
A
T
T
L
E
(
W
)
E
R
O
S
I
O
N
C
O
N
T
R
O
L
O
P
T
I
O
N
S
E
R
O
S
I
O
N
C
O
N
T
R
O
L
B
L
A
N
K
E
T
(
E
C
B
)
H
Y
D
R
A
U
L
I
C
M
U
L
C
H
I
N
G
(
H
M
)
M
U
L
C
H
I
N
G
(
M
)
R
E
T
A
I
N
I
N
G
W
A
L
L
(
R
W
)
R
E
V
E
G
E
T
A
T
I
O
N
(
R
V
)
R
I
P
R
A
P
(
R
)
S
U
R
F
A
C
E
R
O
U
G
H
E
N
I
N
G
(
S
R
)
T
E
R
R
A
C
I
N
G
(
T
)
W
A
T
T
L
E
(
W
)
VEGETATED BUFFER
V
E
G
E
T
A
T
E
D
B
U
F
F
E
R
V
E
G
E
T
A
T
E
D
B
U
F
F
E
R
D
R
W
N
:
D
A
T
E
:
S
t
o
r
m
W
a
t
e
r
M
a
n
u
a
l
o
f
B
e
s
t
M
a
n
a
g
e
m
e
n
t
P
r
a
c
t
i
c
e
s
G
r
a
n
d
R
i
v
e
r
G
a
t
h
e
r
i
n
g
,
L
L
C
S
I
T
E
P
L
A
N
P
R
E
C
O
N
S
T
R
U
C
T
I
O
N
0
5
/
3
0
/
0
8
F
I
G
U
R
E
S
P
-
0
E
.
S
.
S
.
/
G
O
L
WATTLE (W)
S
E
D
I
M
E
N
T
R
E
S
E
R
V
O
I
R
(
S
E
D
R
)
W
A
T
T
L
E
(
W
)
E
R
O
S
I
O
N
C
O
N
T
R
O
L
(
i
.
e
.
W
A
T
T
L
E
(
W
)
)
(
T
Y
P
.
)
SEDIMENT CONTROL(i.e. SEDIMENT TRAP (ST)) (TYP.)EROSION CONTROL(i.e. WATTLE (W))(TYP.)
D
E
T
E
N
T
I
O
N
P
O
N
D
(
D
P
)
F
R
A
C
I
N
G
P
I
T
D
R
I
L
L
I
N
G
P
I
T
D
I
V
E
R
S
I
O
N
(
D
)
ROADS
I
D
E
DITCH
(
R
S
D
)
B
E
R
M
(
B
)
N
O
T
T
O
S
C
A
L
E
CULVERT (C)WELL HEA
D
S
D
E
T
E
N
T
I
O
N
P
O
N
D
(
D
P
)
C
U
T
S
L
O
P
E
E
R
O
S
I
O
N
C
O
N
T
R
O
L
F
I
L
L
S
L
O
P
E
E
R
O
S
I
O
N
C
O
N
T
R
O
L
C
U
L
V
E
R
T
(
C
)
C
U
L
V
E
R
T
(
C
)
C
U
L
V
E
R
T
(
C
)
BERM (B)TOPSOIL STOCK
P
I
L
E
(
S
P
)
N
A
T
U
R
A
L
D
R
A
I
N
A
G
E
D-1FRACI
N
G
PIT
D
R
I
L
L
I
N
G
P
I
T
S
U
R
F
A
C
E
W
A
T
E
R
F
L
O
W
S
U
R
F
A
C
E
W
A
T
E
R
F
L
O
W
W
E
L
L
H
E
A
D
S
TURNOUT (TO)SEDIMENT CONTROL(i.e. CHECK DAM (CD)) (TYP.)CROWN
C
R
O
W
N
I
N
S
L
O
P
E
I
N
S
L
O
P
E
I
N
S
L
O
P
E
I
N
S
L
O
P
E
CROWN
R
U
N
O
N
D
I
V
E
R
S
I
O
N
(
R
O
D
)
EROSION CONTROL(i.e. WATTLE (W))(TYP.)
G
R
O
U
N
D
S
U
R
F
A
C
E
CONTOUR
(
B
E
F
O
R
E
C
O
N
S
T
R
U
C
T
I
O
N
)
C
U
T
S
L
O
P
E
F
I
L
L
S
L
O
P
E
R
O
A
D
S
I
D
E
D
I
T
C
H
(
R
S
D
)
D
I
V
E
R
S
I
O
N
(
D
)
O
R
(
R
O
D
)
B
E
R
M
(
B
)
T
O
P
S
O
I
L
S
T
O
C
K
P
I
L
E
(
T
S
)
E
R
O
S
I
O
N
C
O
N
T
R
O
L
B
L
A
N
K
E
T
(
E
C
B
)
W
A
T
T
L
E
(
W
)
L
E
G
E
N
D
D
-
2
D
-
3
D
-
4
D
-
5
R
I
P
R
A
P
(
R
)
V
E
G
E
T
A
T
E
D
B
U
F
F
E
R
(
V
B
)
C
H
E
C
K
D
A
M
(
C
D
)
S
E
D
I
M
E
N
T
T
R
A
P
(
S
T
)
G
R
O
U
N
D
S
U
R
F
A
C
E
C
O
N
T
O
U
R
(
B
E
F
O
R
E
C
O
N
S
T
R
U
C
T
I
O
N
)
F
L
O
W
RUN ON DIVERSION (ROD)BERM (B)STABILIZED CONSTRUCTIONENTRANCE (SCE)COUNTY ROADROAD
B
E
R
M
(
B
)
VEGETATEDBUFFEROR SEDIMENTCONTROL(i.e. WATTLE(W))SURFACEWATERFLOW
D
-
6
G
A
T
H
E
R
I
N
G
L
I
N
E
G
A
T
H
E
R
I
N
G
L
I
N
E
S
E
D
I
M
E
N
T
C
O
N
T
R
O
L
O
P
T
I
O
N
S
C
H
E
C
K
D
A
M
(
C
D
)
F
I
L
T
E
R
B
E
R
M
(
F
B
)
S
E
D
I
M
E
N
T
T
R
A
P
(
S
T
)
S
I
L
T
F
E
N
C
E
(
S
F
)
W
A
T
T
L
E
(
W
)
E
R
O
S
I
O
N
C
O
N
T
R
O
L
O
P
T
I
O
N
S
E
R
O
S
I
O
N
C
O
N
T
R
O
L
B
L
A
N
K
E
T
(
E
C
B
)
H
Y
D
R
A
U
L
I
C
M
U
L
C
H
I
N
G
(
H
M
)
M
U
L
C
H
I
N
G
(
M
)
R
E
T
A
I
N
I
N
G
W
A
L
L
(
R
W
)
R
E
V
E
G
E
T
A
T
I
O
N
(
R
V
)
R
I
P
R
A
P
(
R
)
S
U
R
F
A
C
E
R
O
U
G
H
E
N
I
N
G
(
S
R
)
T
E
R
R
A
C
I
N
G
(
T
)
W
A
T
T
L
E
(
W
)
E
R
O
S
I
O
N
C
O
N
R
O
L
O
N
S
T
E
E
P
S
L
O
P
E
S
D
R
W
N
:
D
A
T
E
:
S
t
o
r
m
W
a
t
e
r
M
a
n
u
a
l
o
f
B
e
s
t
M
a
n
a
g
e
m
e
n
t
P
r
a
c
t
i
c
e
s
G
r
a
n
d
R
i
v
e
r
G
a
t
h
e
r
i
n
g
,
L
L
C
S
I
T
E
P
L
A
N
F
L
A
T
A
N
D
G
E
N
T
L
Y
S
L
O
P
I
N
G
T
E
R
R
A
I
N
0
6
/
0
6
/
0
8
F
I
G
U
R
E
S
P
-
1
E
.
S
.
S
.
/
G
O
L
S
E
D
I
M
E
N
T
R
E
S
E
R
V
O
I
R
(
S
E
D
R
)
W
A
T
T
L
E
(
W
)
(
T
Y
P
.
)
T
O
P
S
O
I
L
S
T
O
C
K
P
I
L
E
(
S
P
)
E
R
O
S
I
O
N
C
O
N
T
R
O
L
O
N
F
I
L
L
S
L
O
P
E
S
N
E
A
R
C
U
L
V
E
R
T
S
SEDIMENT RES
E
R
V
O
I
R
(
S
E
D
R
)
EROSION CONTROL(i.e. EROSION CONTROLBLANKET (ECB))SEDIMENT CONTROL(i.e. SEDIMENT TRAP (ST))(TYP.)
W
A
T
T
L
E
(
W
)
(
T
Y
P
.
)
W
A
T
T
L
E
(
W
)
(
T
Y
P
.
)
S
L
A
S
H
(
S
L
)
D
I
V
E
R
S
I
O
N
(
D
)
C
U
T
F
I
L
L
W
E
L
L
P
A
D
B
E
R
M
(
B
)
E
R
O
S
I
O
N
C
O
N
T
R
O
L
(
i
.
e
.
T
E
R
R
A
C
I
N
G
(
T
)
)
R
O
A
D
S
I
D
E
D
I
T
C
H
(
R
S
D
)
B
E
R
M
(
B
)
E
R
O
S
I
O
N
C
O
N
T
R
O
L
W
H
E
N
C
L
O
S
E
P
R
O
X
I
M
I
T
Y
T
O
S
C
R
E
A
M
S
T
R
E
A
M
C
U
T
S
L
O
P
E
E
R
O
S
I
O
N
C
O
N
T
R
O
L
V
E
G
E
T
A
T
E
D
B
U
F
F
E
R
(
V
B
)
W
E
L
L
H
E
A
D
S
F
R
A
C
I
N
G
P
I
T
D
R
I
L
L
I
N
G
P
I
T
F
I
L
L
S
L
O
P
E
E
R
O
S
I
O
N
C
O
N
T
R
O
L
D
E
T
E
N
T
I
O
N
P
O
N
D
(
D
P
)
D
I
V
E
R
S
I
O
N
(
D
)
R
U
N
O
N
D
I
V
E
R
S
I
O
N
(
R
O
D
)
S
E
D
I
M
E
N
T
C
O
N
T
R
O
L
(
i
.
e
.
S
E
D
I
M
E
N
T
T
R
A
P
(
S
T
)
)
(
T
Y
P
.
)
S
T
R
E
A
M
B
E
R
M
(
B
)
R
O
A
D
S
I
D
E
D
I
T
C
H
(
R
S
D
)
R
O
A
D
S
I
D
E
D
I
T
C
H
(
R
S
D
)
S
E
D
I
M
E
N
T
C
O
N
T
R
O
L
(
i
.
e
.
S
E
D
I
M
E
N
T
T
R
A
P
(
S
T
)
)
(
T
Y
P
.
)
B
E
R
M
(
B
)
V
E
G
E
T
A
T
E
D
B
U
F
F
E
R
(
V
B
)
R
U
N
O
N
D
I
V
E
R
S
I
O
N
(
R
O
D
)
F
R
A
C
I
N
G
P
I
T
T
O
P
S
O
I
L
S
T
O
C
K
P
I
L
E
(
S
P
)
W
A
T
T
L
E
(
W
)
E
R
O
S
I
O
N
C
O
N
T
R
O
L
W
H
E
N
I
N
P
R
O
X
I
M
I
T
Y
T
O
S
T
R
E
A
M
C
U
T
S
L
O
P
E
F
I
L
L
S
L
O
P
E
R
O
A
D
S
I
D
E
D
I
T
C
H
(
R
S
D
)
D
I
V
E
R
S
I
O
N
(
D
)
O
R
(
R
O
D
)
B
E
R
M
(
B
)
T
O
P
S
O
I
L
S
T
O
C
K
P
I
L
E
(
T
S
)
E
R
O
S
I
O
N
C
O
N
T
R
O
L
B
L
A
N
K
E
T
(
E
C
B
)
W
A
T
T
L
E
(
W
)
L
E
G
E
N
D
R
I
P
R
A
P
(
R
)
V
E
G
E
T
A
T
E
D
B
U
F
F
E
R
(
V
B
)
C
H
E
C
K
D
A
M
(
C
D
)
S
E
D
I
M
E
N
T
T
R
A
P
(
S
T
)
G
R
O
U
N
D
S
U
R
F
A
C
E
C
O
N
T
O
U
R
(
B
E
F
O
R
E
C
O
N
S
T
R
U
C
T
I
O
N
)
F
L
O
W
W
A
T
T
L
E
(
W
)
(
T
Y
P
.
)
S
E
D
I
M
E
N
T
C
O
N
T
R
O
L
O
P
T
I
O
N
S
C
H
E
C
K
D
A
M
(
C
D
)
F
I
L
T
E
R
B
E
R
M
(
F
B
)
S
E
D
I
M
E
N
T
T
R
A
P
(
S
T
)
S
I
L
T
F
E
N
C
E
(
S
F
)
W
A
T
T
L
E
(
W
)
E
R
O
S
I
O
N
C
O
N
T
R
O
L
O
P
T
I
O
N
S
E
R
O
S
I
O
N
C
O
N
T
R
O
L
B
L
A
N
K
E
T
(
E
C
B
)
H
Y
D
R
A
U
L
I
C
M
U
L
C
H
I
N
G
(
H
M
)
M
U
L
C
H
I
N
G
(
M
)
R
E
T
A
I
N
I
N
G
W
A
L
L
(
R
W
)
R
E
V
E
G
E
T
A
T
I
O
N
(
R
V
)
R
I
P
R
A
P
(
R
)
S
U
R
F
A
C
E
R
O
U
G
H
E
N
I
N
G
(
S
R
)
T
E
R
R
A
C
I
N
G
(
T
)
W
A
T
T
L
E
(
W
)
N
O
T
T
O
S
C
A
L
E
E
R
O
S
I
O
N
C
O
N
T
R
O
L
(
i
.
e
.
T
E
R
R
A
C
I
N
G
(
T
)
)
E
R
O
S
I
O
N
C
O
N
T
R
O
L
(
i
.
e
.
W
A
T
T
L
E
(
W
)
)
(
T
Y
P
.
)
E
R
O
S
I
O
N
C
O
N
T
R
O
L
(
i
.
e
.
R
I
P
R
A
P
(
R
)
)
G
A
T
H
E
R
I
N
G
L
I
N
E
D
A
T
E
:
D
R
W
N
:
S
t
o
r
m
W
a
t
e
r
M
a
n
u
a
l
o
f
B
e
s
t
M
a
n
a
g
e
m
e
n
t
P
r
a
c
t
i
c
e
s
G
r
a
n
d
R
i
v
e
r
G
a
t
h
e
r
i
n
g
,
L
L
C
S
I
T
E
P
L
A
N
S
T
E
E
P
T
E
R
R
A
I
N
0
6
/
0
6
/
0
8
F
I
G
U
R
E
S
P
-
2
E
.
S
.
S
.
/
G
O
L
T
O
P
S
O
I
L
S
T
O
C
K
P
I
L
E
(
S
P
)
S
E
D
I
M
E
N
T
R
E
S
E
R
V
O
I
R
(
S
E
D
R
)
D
I
V
E
R
S
I
O
N
(
D
)
N
O
T
T
O
S
C
A
L
E
C
U
T
S
L
O
P
E
F
I
L
L
S
L
O
P
E
C
U
T
S
L
O
P
E
FILLSLOPE
R
O
A
D
(
§
8
%
)
P
A
D
A
C
C
E
S
S
R
O
A
D
C
R
O
W
N
R
O
A
D
S
I
D
E
D
I
T
C
H
(
R
S
D
)
R
O
A
D
S
I
D
E
D
I
T
C
H
(
R
S
D
)
R
O
A
D
S
I
D
E
D
I
T
C
H
(
R
S
D
)
V
E
G
E
T
A
T
E
D
B
U
F
F
E
R
(
V
B
)
V
E
G
E
T
A
T
E
D
B
U
F
F
E
R
(
V
B
)
S
E
D
I
M
E
N
T
C
O
N
T
O
L
(
i
.
e
.
C
H
E
C
K
D
A
M
(
C
D
)
)
(
T
Y
P
.
)
S
U
R
F
A
C
E
W
A
T
E
R
F
L
O
W
S
U
R
F
A
C
E
W
A
T
E
R
F
L
O
W
SURFA
C
E
WATE
R
FLO
W
T
U
R
N
O
U
T
(
T
O
)
R
O
A
D
S
I
D
E
D
I
T
C
H
(
R
S
D
)
C
R
O
W
N
COUNTY ROAD STABILIZEDCONSTRUCTIONENTRANCE (SCE)TURNOUT
(
T
O
)
VEGETATED BU
F
F
E
R
OR SEDIMENT CON
T
R
O
L
(i.e. WATTLE(W)) (
T
Y
P
.
)
G
A
T
H
E
R
I
N
G
L
I
N
E
SLASH AND/OREROSION CONTROL
S
E
D
I
M
E
N
T
C
O
N
T
R
O
L
O
P
T
I
O
N
S
C
H
E
C
K
D
A
M
(
C
D
)
F
I
L
T
E
R
B
E
R
M
(
F
B
)
S
E
D
I
M
E
N
T
T
R
A
P
(
S
T
)
S
I
L
T
F
E
N
C
E
(
S
F
)
W
A
T
T
L
E
(
W
)
E
R
O
S
I
O
N
C
O
N
T
R
O
L
O
P
T
I
O
N
S
E
R
O
S
I
O
N
C
O
N
T
R
O
L
B
L
A
N
K
E
T
(
E
C
B
)
H
Y
D
R
A
U
L
I
C
M
U
L
C
H
I
N
G
(
H
M
)
M
U
L
C
H
I
N
G
(
M
)
R
E
T
A
I
N
I
N
G
W
A
L
L
(
R
W
)
R
E
V
E
G
E
T
A
T
I
O
N
(
R
V
)
R
I
P
R
A
P
(
R
)
S
U
R
F
A
C
E
R
O
U
G
H
E
N
I
N
G
(
S
R
)
T
E
R
R
A
C
I
N
G
(
T
)
W
A
T
T
L
E
(
W
)
D
A
T
E
:
D
R
W
N
:
S
t
o
r
m
W
a
t
e
r
M
a
n
u
a
l
o
f
B
e
s
t
M
a
n
a
g
e
m
e
n
t
P
r
a
c
t
i
c
e
s
G
r
a
n
d
R
i
v
e
r
G
a
t
h
e
r
i
n
g
,
L
L
C
A
C
C
E
S
S
R
O
A
D
I
N
T
E
R
S
E
C
T
I
O
N
W
E
L
L
P
A
D
B
E
L
O
W
R
O
A
D
0
6
/
0
6
/
0
8
F
I
G
U
R
E
D
-
1
E
.
S
.
S
.
/
G
O
L
SEDIMENT CONTR
O
L
(i.e. WATTLE(W)) (TY
P
.
)
S
E
D
I
M
E
N
T
C
O
N
T
R
O
L
(
i
.
e
.
C
H
E
C
K
D
A
M
(
C
D
)
)
N
O
T
T
O
S
C
A
L
E
V
E
G
E
T
A
T
E
D
B
U
F
F
E
R
(
V
B
)
F
I
L
L
S
L
O
P
E
ROADSIDE DITC
H
(
R
S
D
)
S
L
O
P
E
D
R
A
I
N
(
S
D
)
I
F
D
I
S
C
H
A
R
G
E
I
S
O
N
S
T
E
E
P
S
L
O
P
E
S
C
R
O
W
N
R
O
A
D
S
L
O
P
E
SEDIMENT
C
O
N
T
R
O
L
(i.e. SEDIMENT T
R
A
P
(
S
T
)
& CHECK
D
A
M
(
C
D
)
)
F
I
L
L
S
L
O
P
E
C
U
T
S
L
O
P
E
B
E
R
M
(
B
)
P
A
D
A
C
C
E
S
S
R
O
A
D
R
O
A
D
S
I
D
E
D
I
T
C
H
(
R
S
D
)
SURF
A
C
E
WAT
E
R
FLO
W
R
O
A
D
S
I
D
E
D
I
T
C
H
(
R
S
D
)
S
U
R
F
A
C
E
W
A
T
E
R
F
L
O
W
ROADSIDE DITC
H
(
R
S
D
)
TURNOUT (TO)
I
N
S
L
O
P
E
I
N
S
L
O
P
E
V
E
G
E
T
A
T
E
D
B
U
F
F
E
R
(
V
B
)
SEDIM
E
N
T
C
O
N
T
R
O
L
(i.
e
.
W
A
T
T
L
E
(
W
)
)
C
U
L
V
E
R
T
(
C
)
S
L
A
S
H
A
N
D
/
O
R
E
R
O
S
I
O
N
C
O
N
T
R
O
L
E
R
O
S
I
O
N
C
O
N
T
R
O
L
(
i
.
e
.
R
I
P
R
A
P
(
R
)
)
S
E
D
I
M
E
N
T
C
O
N
T
R
O
L
O
P
T
I
O
N
S
C
H
E
C
K
D
A
M
(
C
D
)
F
I
L
T
E
R
B
E
R
M
(
F
B
)
S
E
D
I
M
E
N
T
T
R
A
P
(
S
T
)
S
I
L
T
F
E
N
C
E
(
S
F
)
W
A
T
T
L
E
(
W
)
E
R
O
S
I
O
N
C
O
N
T
R
O
L
O
P
T
I
O
N
S
E
R
O
S
I
O
N
C
O
N
T
R
O
L
B
L
A
N
K
E
T
(
E
C
B
)
H
Y
D
R
A
U
L
I
C
M
U
L
C
H
I
N
G
(
H
M
)
M
U
L
C
H
I
N
G
(
M
)
R
E
T
A
I
N
I
N
G
W
A
L
L
(
R
W
)
R
E
V
E
G
E
T
A
T
I
O
N
(
R
V
)
R
I
P
R
A
P
(
R
)
S
U
R
F
A
C
E
R
O
U
G
H
E
N
I
N
G
(
S
R
)
T
E
R
R
A
C
I
N
G
(
T
)
W
A
T
T
L
E
(
W
)
G
A
T
H
E
R
I
N
G
L
I
N
E
D
A
T
E
:
D
R
W
N
:
S
t
o
r
m
W
a
t
e
r
M
a
n
u
a
l
o
f
B
e
s
t
M
a
n
a
g
e
m
e
n
t
P
r
a
c
t
i
c
e
s
G
r
a
n
d
R
i
v
e
r
G
a
t
h
e
r
i
n
g
,
L
L
C
A
C
C
E
S
S
R
O
A
D
I
N
T
E
R
S
E
C
T
I
O
N
W
E
L
L
P
A
D
A
B
O
V
E
R
O
A
D
0
6
/
0
6
/
0
8
F
I
G
U
R
E
D
-
2
E
.
S
.
S
.
/
G
O
L
E
R
O
S
I
O
N
C
O
N
T
R
O
L
I
N
F
I
L
L
S
L
O
P
E
S
N
E
A
R
C
U
L
V
E
R
T
S
E
R
O
S
I
O
N
C
O
N
T
R
O
L
(i.e. EROSIO
N
C
O
N
T
R
O
L
B
L
A
N
K
E
T
(
E
C
B
)
)
T
O
P
S
O
I
L
S
T
O
C
K
P
I
L
E
(
S
P
)
R
U
N
O
N
D
I
V
E
R
S
I
O
N
(
R
O
D
)
D
I
V
E
R
S
I
O
N
(
D
)
F
R
A
C
O
R
D
R
I
L
L
P
I
T
C
U
T
F
I
L
L
W
E
L
L
P
A
D
D
E
T
E
N
T
I
O
N
P
O
N
D
(
D
P
)
B
E
R
M
(
B
)
E
R
O
S
I
O
N
C
O
N
T
R
O
L
(
i
.
e
.
T
E
R
R
A
C
I
N
G
(
T
)
)
D
I
V
E
R
S
I
O
N
(
D
)
B
E
R
M
(
B
)
W
E
L
L
P
A
D
W
I
D
E
B
E
R
M
(
B
)
W
I
T
H
I
N
R
O
A
D
W
A
Y
P
A
D
A
C
C
E
S
S
R
O
A
D
F
R
A
C
I
N
G
P
I
T
D
I
V
E
R
S
I
O
N
(
D
)
W
I
T
H
C
H
E
C
K
D
A
M
S
(
C
D
)
D
I
V
E
R
S
I
O
N
(
D
)
F
I
L
L
S
L
O
P
E
E
R
O
S
I
O
N
C
O
N
T
R
O
L
R
O
A
D
S
I
D
E
D
I
T
C
H
(
R
S
D
)
B
E
R
M
(
B
)
S
U
R
F
A
C
E
W
A
T
E
R
F
L
O
W
C
U
T
S
L
O
P
E
E
R
O
S
I
O
N
C
O
N
T
R
O
L
S
U
R
F
A
C
E
W
A
T
E
R
F
L
O
W
D
E
T
E
N
T
I
O
N
P
O
N
D
(
D
P
)
D
R
I
L
L
I
N
G
P
I
T
B
E
R
M
(
B
)
S
E
D
I
M
E
N
T
C
O
N
T
R
O
L
(
i
.
e
.
S
E
D
I
M
E
N
T
T
R
A
P
(
S
T
)
)
(
T
Y
P
.
)
B
E
R
M
(
B
)
S
E
D
I
M
E
N
T
R
E
S
E
R
V
O
I
R
(
S
E
D
R
)
S
U
R
F
A
C
E
W
A
T
E
R
F
L
O
W
R
U
N
O
N
D
I
V
E
R
S
I
O
N
(
R
O
D
)
W
E
L
L
H
E
A
D
S
V
E
G
E
T
A
T
E
D
B
U
F
F
E
R
(
V
B
)
I
N
S
L
O
P
E
E
R
O
S
I
O
N
C
O
N
T
R
O
L
(
i
.
e
.
T
E
R
R
A
C
I
N
G
(
T
)
)
S
L
A
S
H
A
N
D
/
O
R
E
R
O
S
I
O
N
C
O
N
T
R
O
L
G
A
T
H
E
R
I
N
G
L
I
N
E
S
E
D
I
M
E
N
T
C
O
N
T
R
O
L
(
i
.
e
.
W
A
T
T
L
E
(
W
)
)
E
R
O
S
I
O
N
C
O
N
T
R
O
L
(
i
.
e
.
W
A
T
T
L
E
(
W
)
)
(
T
Y
P
.
)
S
E
D
I
M
E
N
T
C
O
N
T
R
O
L
O
P
T
I
O
N
S
C
H
E
C
K
D
A
M
(
C
D
)
F
I
L
T
E
R
B
E
R
M
(
F
B
)
S
E
D
I
M
E
N
T
T
R
A
P
(
S
T
)
S
I
L
T
F
E
N
C
E
(
S
F
)
W
A
T
T
L
E
(
W
)
E
R
O
S
I
O
N
C
O
N
T
R
O
L
O
P
T
I
O
N
S
E
R
O
S
I
O
N
C
O
N
T
R
O
L
B
L
A
N
K
E
T
(
E
C
B
)
H
Y
D
R
A
U
L
I
C
M
U
L
C
H
I
N
G
(
H
M
)
M
U
L
C
H
I
N
G
(
M
)
R
E
T
A
I
N
I
N
G
W
A
L
L
(
R
W
)
R
E
V
E
G
E
T
A
T
I
O
N
(
R
V
)
R
I
P
R
A
P
(
R
)
S
U
R
F
A
C
E
R
O
U
G
H
E
N
I
N
G
(
S
R
)
T
E
R
R
A
C
I
N
G
(
T
)
W
A
T
T
L
E
(
W
)
D
A
T
E
:
D
R
W
N
:
S
t
o
r
m
W
a
t
e
r
M
a
n
u
a
l
o
f
B
e
s
t
M
a
n
a
g
e
m
e
n
t
P
r
a
c
t
i
c
e
s
G
r
a
n
d
R
i
v
e
r
G
a
t
h
e
r
i
n
g
,
L
L
C
W
E
L
L
P
A
D
F
I
G
U
R
E
D
-
3
0
6
/
0
6
/
0
8
E
.
S
.
S
.
/
G
O
L
N
O
T
T
O
S
C
A
L
E
T
O
P
S
O
I
L
S
T
O
C
K
P
I
L
E
(
S
P
)
W
A
T
T
L
E
(
W
)
W
A
T
T
L
E
(
W
)
STREAM
ROADSIDE
DITCH (RSD)
VEGETATED
BUFFER (VB)
EROSION CONTROL
ON STEEP SLOPES
FILL
SLOPE
EROSION CONTROL
(i.e. EROSION BLANKET (ECB) AND
REVEGETATION (RV))
CUT
SLOPE GATHERING LINE
CULVERT (C)ROAD SLOPE
SLASH AND OR EROSION CONTROL
ROADSIDE
DITCH (RSD)
GATHERING LINE
SLASH AND/OR
EROSION CONTROL
CUT FILL
ROAD
INSLOPE
CULVERT (C)
SLOPE DRAIN (SD) IF
DISCHARGE IS ON
STEEP SLOPES
STREAM
INSLOPE
VEGETATED
BUFFER (VB)
SURFACE
WATER
FLOW
SEDIMENT CONTROL
(i.e. SEDIMENT TRAP (ST))
EROSION CONTROL
(i.e. RIPRAP (R))
CULVERT PROTECTION (CP)
EROSION CONTROL
(i.e. RIPRAP (R))
SEDIMENT CONTROL OPTIONS
CHECK DAM (CD)
FILTER BERM (FB)
SEDIMENT TRAP (ST)
SILT FENCE (SF)
WATTLE (W)
EROSION CONTROL OPTIONS
EROSION CONTROL BLANKET
(ECB)
HYDRAULIC MULCHING (HM)
MULCHING (M)
RETAINING WALL (RW)
REVEGETATION (RV)
RIPRAP (R)
SURFACE ROUGHENING (SR)
TERRACING (T)
WATTLE (W)
BACKFILL
WINDROW
EROSION CONTROL
(i.e. RIPRAP (R))
EROSION CONTROL
(i.e. RIPRAP (R))
DATE:DRWN:
Storm Water Manual of
Best Management Practices
Grand River Gathering, LLC
ROAD PARALLEL TO
GATHERING LINE AND STREAM
FIGURE D-406/06/08 E.S.S.\GOL
NOT TO SCALE
C
U
L
V
E
R
T
(
C
)
E
R
O
S
I
O
N
C
O
N
T
R
O
L
(
i
.
e
.
R
I
P
R
A
P
(
R
)
)
S
E
D
I
M
E
N
T
C
O
N
T
O
L
(
i
.
e
.
C
H
E
C
K
D
A
M
(
C
D
)
O
R
S
E
D
I
M
E
N
T
T
R
A
P
(
S
T
)
)
A
B
O
V
E
F
L
O
O
D
P
L
A
I
N
E
R
O
S
I
O
N
C
O
N
T
R
O
L
(
i
.
e
.
E
R
O
S
I
O
N
C
O
N
T
R
O
L
B
L
A
N
K
E
T
(
E
C
B
)
A
N
D
W
A
T
T
L
E
S
(
W
)
)
S
T
R
E
A
M
R
O
A
D
(
§
8
%
)
T
U
R
N
O
U
T
V
E
G
E
T
A
T
E
D
B
U
F
F
E
R
(
V
B
)
I
N
S
L
O
P
E
I
N
S
L
O
P
E
P
L
A
N
V
I
E
W
E
R
O
S
I
O
N
C
O
N
T
R
O
L
(
i
.
e
.
R
I
P
R
A
P
(
R
)
)
E
R
O
S
I
O
N
C
O
N
T
R
O
L
(
i
.
e
.
R
I
P
R
A
P
(
R
)
)
C
U
L
V
E
R
T
(
C
)
R
O
A
D
E
R
O
S
I
O
N
C
O
N
T
R
O
L
O
N
S
T
E
E
P
S
L
O
P
E
S
F
I
L
L
S
E
C
T
I
O
N
V
I
E
W
R
O
A
D
(
§
8
%
)
P
R
O
F
I
L
E
V
I
E
W
S
L
I
G
H
T
M
O
U
N
D
O
V
E
R
C
U
L
V
E
R
T
C
U
L
V
E
R
T
(
C
)
R
O
A
D
R
O
A
D
4
0
'
M
I
N
.
F
I
L
L
S
L
O
P
E
R
O
A
D
S
I
D
E
D
I
T
C
H
(
R
S
D
)
S
U
R
F
A
C
E
W
A
T
E
R
F
L
O
W
S
U
R
F
A
C
E
W
A
T
E
R
F
L
O
W
E
R
O
S
I
O
N
C
O
N
T
R
O
L
O
N
S
T
E
E
P
S
L
O
P
E
S
R
O
A
D
S
I
D
E
D
I
T
C
H
(
R
S
D
)
S
L
O
P
E
D
R
A
I
N
(
S
D
)
I
F
D
I
S
C
H
A
R
G
E
I
S
O
N
S
T
E
E
P
S
L
O
P
E
S
S
E
D
I
M
E
N
T
C
O
N
T
R
O
L
O
P
T
I
O
N
S
C
H
E
C
K
D
A
M
(
C
D
)
F
I
L
T
E
R
B
E
R
M
(
F
B
)
S
E
D
I
M
E
N
T
T
R
A
P
(
S
T
)
S
I
L
T
F
E
N
C
E
(
S
F
)
W
A
T
T
L
E
(
W
)
E
R
O
S
I
O
N
C
O
N
T
R
O
L
O
P
T
I
O
N
S
E
R
O
S
I
O
N
C
O
N
T
R
O
L
B
L
A
N
K
E
T
(
E
C
B
)
H
Y
D
R
A
U
L
I
C
M
U
L
C
H
I
N
G
(
H
M
)
M
U
L
C
H
I
N
G
(
M
)
R
E
T
A
I
N
I
N
G
W
A
L
L
(
R
W
)
R
E
V
E
G
E
T
A
T
I
O
N
(
R
V
)
R
I
P
R
A
P
(
R
)
S
U
R
F
A
C
E
R
O
U
G
H
E
N
I
N
G
(
S
R
)
T
E
R
R
A
C
I
N
G
(
T
)
W
A
T
T
L
E
(
W
)
E
R
O
S
I
O
N
C
O
N
T
R
O
L
(
i
.
e
.
R
I
P
R
A
P
(
R
)
)
V
E
G
E
T
A
T
E
D
B
U
F
F
E
R
(
V
B
)
E
R
O
S
I
O
N
C
O
N
T
R
O
L
(
i
.
e
.
R
I
P
R
A
P
(
R
)
)
D
A
T
E
:
D
R
W
N
:
S
t
o
r
m
W
a
t
e
r
M
a
n
u
a
l
o
f
B
e
s
t
M
a
n
a
g
e
m
e
n
t
P
r
a
c
t
i
c
e
s
G
r
a
n
d
R
i
v
e
r
G
a
t
h
e
r
i
n
g
,
L
L
C
4
0
4
S
T
R
E
A
M
C
R
O
S
S
I
N
G
F
I
G
U
R
E
D
-
5
0
6
/
0
6
/
0
8
E
.
S
.
S
.
/
G
O
L
N
O
T
T
O
S
C
A
L
E
T
E
M
P
O
R
A
R
Y
B
R
I
D
G
E
F
L
U
M
E
S
E
D
I
M
E
N
T
C
O
N
T
R
O
L
(
i
.
e
.
W
A
T
T
L
E
(
W
)
)
V
E
G
E
T
A
T
I
O
N
B
U
F
F
E
R
M
O
V
A
B
L
E
S
E
D
I
M
E
N
T
C
O
N
T
R
O
L
(
i
.
e
.
W
A
T
T
L
E
W
/
H
A
N
D
L
E
S
)
V
E
G
E
T
A
T
I
O
N
B
U
F
F
E
R
T
R
E
N
C
H
B
R
E
A
K
E
R
(
T
B
)
(
I
.
E
.
S
A
N
D
B
A
G
S
)
G
A
T
H
E
R
I
N
G
L
I
N
E
T
R
E
N
C
H
S
T
R
E
A
M
M
O
V
A
B
L
E
S
E
D
I
M
E
N
T
C
O
N
T
R
O
L
(
i
.
e
.
W
A
T
T
L
E
W
/
H
A
N
D
L
E
S
)
S
E
D
I
M
E
N
T
C
O
N
T
R
O
L
(
i
.
e
.
W
A
T
T
L
E
(
W
)
)
G
A
T
H
E
R
I
N
G
L
I
N
E
R
I
G
H
T
-
O
F
-
W
A
Y
T
R
E
N
C
H
B
R
E
A
K
E
R
(
T
B
)
(
i
.
e
.
S
A
N
D
B
A
G
S
)
(
T
Y
P
.
)
S
E
D
I
M
E
N
T
C
O
N
T
R
O
L
O
P
T
I
O
N
S
C
H
E
C
K
D
A
M
(
C
D
)
F
I
L
T
E
R
B
E
R
M
(
F
B
)
S
E
D
I
M
E
N
T
T
R
A
P
(
S
T
)
S
I
L
T
F
E
N
C
E
(
S
F
)
W
A
T
T
L
E
(
W
)
E
R
O
S
I
O
N
C
O
N
T
R
O
L
O
P
T
I
O
N
S
E
R
O
S
I
O
N
C
O
N
T
R
O
L
B
L
A
N
K
E
T
(
E
C
B
)
H
Y
D
R
A
U
L
I
C
M
U
L
C
H
I
N
G
(
H
M
)
M
U
L
C
H
I
N
G
(
M
)
R
E
T
A
I
N
I
N
G
W
A
L
L
(
R
W
)
R
E
V
E
G
E
T
A
T
I
O
N
(
R
V
)
R
I
P
R
A
P
(
R
)
S
U
R
F
A
C
E
R
O
U
G
H
E
N
I
N
G
(
S
R
)
T
E
R
R
A
C
I
N
G
(
T
)
W
A
T
T
L
E
(
W
)
N
O
T
E
:
A
F
T
E
R
T
R
E
N
C
H
I
S
B
A
C
K
-
F
I
L
L
E
D
,
R
E
V
E
G
E
T
A
T
E
E
N
T
I
R
E
R
I
G
H
T
-
O
F
-
W
A
Y
A
N
D
C
O
V
E
R
W
I
T
H
S
L
A
S
H
A
N
D
/
O
R
O
T
H
E
R
E
R
O
S
I
O
N
C
O
N
T
R
O
L
.
.
D
A
T
E
:
D
R
W
N
:
S
t
o
r
m
W
a
t
e
r
M
a
n
u
a
l
o
f
B
e
s
t
M
a
n
a
g
e
m
e
n
t
P
r
a
c
t
i
c
e
s
G
r
a
n
d
R
i
v
e
r
G
a
t
h
e
r
i
n
g
,
L
L
C
G
A
T
H
E
R
I
N
G
L
I
N
E
C
R
O
S
S
I
N
G
S
T
R
E
A
M
(
D
U
R
I
N
G
C
O
N
S
T
R
U
C
T
I
O
N
C
O
N
D
I
T
I
O
N
)
F
I
G
U
R
E
D
-
6
0
6
/
0
6
/
0
8
E
.
S
.
S
.
/
G
O
L
N
O
T
T
O
S
C
A
L
E
Grand River Gathering, LLC October 2011
Erosion Control BMPs
Erosion Control Blanket (ECB)
Hydraulic Mulching (HM)
Land Grading (LG) – Roads
Low Water Crossing (LWC)
Mulching (M)
Retaining Wall (RW)
Revegetation (RV)
Riprap (R)
Soil Stabilizers (SS)
Stockpiling (SP) – Topsoil and Subsoil
Surface Roughening (SR)
Terracing (T)
Turf Reinforcement Mat (TRM)
Vegetated Buffer (VB)
Wattles (W)
Grand River Gathering, LLC ECB-1 October 2011
Erosion Control Blanket (ECB)
Description
Erosion control blankets are porous fabrics and are manufactured by weaving or bonding fibers made from
organic or synthetic materials. Erosion control blankets are installed on steep slopes, over berms, or in
channels to prevent erosion until final vegetation is established. However, blankets can also be used as
separators or to aid in plant growth by holding seeds, fertilizers, and topsoil in place.
Applicability
Erosion control blankets may be used in the following applications:
• To control erosion on steep slopes and to promote the establishment of vegetation.
• To stabilize channels against erosion from concentrated flows.
• To protect berms and diversions prior to the establishment of vegetation.
• To protect exposed soils immediately and temporarily, such as when active piles of soil are left
overnight.
• As a separator between riprap and soil to prevent soil from being eroded from beneath the riprap
and to maintain the riprap's base.
• May be used on slopes as steep as 1:1.
Limitations
• Blankets used on slopes should be biodegradable, or photodegradable, non-toxic to vegetation or
germination of seed, and non-toxic or injurious to humans.
• Should not be used on slopes where vegetation is already established.
• Some blankets might promote increased runoff and might blow away if not firmly anchored.
• If the fabric is not properly selected, designed, or installed, the effectiveness may be reduced
drastically. Manufacturer’s specifications should be followed.
Grand River Gathering, LLC ECB-2 October 2011
Design criteria
There are many types of erosion control blankets available. Therefore, the selected fabric should match its
purpose. Effective netting and matting require firm, continuous contact between the materials and the soil. If
there is no contact, the material will not hold the soil, and erosion will occur underneath the material. Fabric
should be purchased at an appropriate with to cover the whole width of the channel, if possible. Table ECB-1
indicates some recommended criteria for the selection of erosion control blankets.
Construction specifications
1. Smooth soil prior to installation and apply seed prior to fabric installation for stabilization of
construction sites.
2. Select the appropriate fabric type. North American Green products are listed in Table ECB-1.
However, other products may also be used. Site specifics shall dictate blanket selection and use.
3. Select the appropriate seed mix according to the specification in Revegetation (RV).
4. Installation of the blankets shall be in accordance with the manufacturer’s recommendations and
according to Figure ECB-1. For blankets being placed in channels, the fabric should be rolled out
parallel to the channel if the width is sufficient to cover the entire width of the channel. The fabric
needs to be in continuous contact with exposed soil.
5. Pins or staples shall be made of wire 0.162 inch or larger in diameter. “U” shaped staples shall
have legs 8” long, and a 1” crown. “T” shaped pins shall have a minimum length of 8”. The bar of
the “T” shall be at least 4” long. Triangular survey stakes can also be used.
Maintenance considerations
The frequency of inspections should be in accordance with the Stormwater Management Plan. Inspections
should determine if cracks, tears, or breaches have formed in the fabric. If the effectiveness of the BMP has
been reduced, the fabric should be repaired or replaced immediately. Re-anchor loosened matting and
replace missing matting and staples as required. It is necessary to maintain contact between the ground and
the blanket at all times. Trapped sediment should be removed after each storm event.
References
Environmental Protection Agency (EPA), National Pollutant Discharge Elimination System (NPDES).
Construction Site Storm Water Runoff Control. Washington, D.C., February, 2003.
<http://cfpub.epa.gov/npdes/stormwater/menuofbmps/con_site.cfm>
Horizon Environmental Services, Inc, Guidance Document Reasonable and Prudent Practices for Stabilization
(RAPPS) of Oil and Gas Construction Sites. April 2004.
Keller, Gordon, and James Sherar, Low-Volume Roads Engineering, Best Management Practices Field Guide.
United States Department of Agriculture (USDA), Forest Service, US Agency of International
Development (USAID), 2005. <http://www.blm.gov/bmp/field%20guide.htm>
North American Green, 2004. <http://www.nagreen.com>
Grand River Gathering, LLC ECB-3 October 2011
Table ECB-1
Suggested Blanket Types
Description (North
American Green Product #) Longevity Applications Max. Flow
Velocity (feet/sec.)
Single Net Straw Blanket
(S75) 12 months 4:1 - 3:1 Slopes
Low Flow Channels 5
Rapid Degrading Net (DS75) 45 - 60 Days
Double Net Straw Blanket
(S150) 12 months 3:1 - 2:1 Slopes
Moderate Flow Channels 6 Rapid Degrading Nets
(DS150) 45 - 60 Days
Double Net Blanket
70% Straw/30% Coconut
(SC150)
24 months 2:1 - 1:1 Slopes
Medium Flow Channels 8
Double Net Blanket
100% Coconut (C125) 36 months 1:1 & Greater Slopes
High Flow Channels 10
Double Net Blanket
Polypropylene Fiber (P300)
1:1 Slopes
Extended Flow Areas
High Flow Channels
9 (unveg.)
16 (veg.)
Organic Net (S75BN) 12 months 4:1 - 3:1 Slopes
Low Flow Channels 5
Organic Net (S150BN) 12 months 3:1 - 2:1 Slopes
Moderate Flow Channels 6
Organic Net (SC150BN) 18 months 2:1 - 1:1 Slopes
Medium Flow Channels 8
Organic Net (C125BN) 24 months 1:1 & Greater Slopes
High Flow Channels 10
Grand River Gathering, LLC ECB-4 October 2011
Figure ECB-1
Erosion Control Blanket Installation
Bury upslope end of b lanket in
trench 6" deep b y 6" wide
anchored in trench
0 Use a 6" overlap wherever one roll
of blanket ends and anolher begins.
If possible, purchase blanket with a width that is
wide enough to reach all the way across the
channel. Place b lanket parellel to the direction
of flow. Do not join slrips in the center of ditch.
Use check slots as required .
NOT TO SCALE
Use a 4" min. overlay wherever two
widths of b lanket are applied side
by side.
Staple pattern: Minimum 3 per
square ya rd.
anchored in trench
Check slots should be made every 18'. l nserl a fold of lhe blanket
into a trench 6" wide by 6" deep and tamp firmly. Lay the blanket
smoothly or the surface of lhe soil. Do not slretch the blanket, and
do not allow wrinkles. Install staple 20" on center in trench.
anchored in trench
Blanket fab ric
anchored in trench
Place blanket parallel to the
direction of flow and anchor
securely. Bring blanket to a
level area before terminating
the installation.
Grand River Gathering, LLC HM-1 October 2011
Hydraulic Mulching (HM)
Description
Hydraulic mulching (hydro-mulching) is a temporary erosion control practice in which materials such as grass,
hay, wood chips, wood fibers, straw, or gravel are hydraulically applied to exposed or recently planted soil
surfaces. Hydraulic mulching stabilizes soils by minimizing rainfall impact and reducing stormwater runoff
velocity. When used in combination with seeding or planting, hydraulic mulching can aid plant growth by
holding seeds, fertilizers, and topsoil in place, preventing birds from eating seeds, retaining moisture, and
insulating plant roots against extreme temperatures.
Hydraulic application of mulch (as well as seed) can be done quickly and efficiently with the correct equipment
and ingredients.
Applicability
Hydraulic mulching is often used in steep areas where regular mulching is difficult because of environmental
constraints. Hydraulic mulches can be used on seeded and planted areas where slopes are as steep as 1:1.
Limitations
• Hydro-mulching might delay seed germination because the cover changes soil surface temperatures.
• The mulch itself is subject to erosion and may be washed away in a large storm.
• Maintenance is necessary to ensure that hydro-mulch provides effective erosion control.
• Hydraulic application of mulch must be done when no rainfall is expected, preferably within a 24-hour
time period.
Design criteria
No formal design is required.
Grand River Gathering, LLC HM-2 October 2011
Construction specifications
1. Site preparation:
a. Prior to mulching, install the necessary temporary or permanent erosion control practices and
drainage systems within or adjacent to the area to be mulched.
b. Slope, grade, and smooth the site to fit needs of selected mulch products.
c. Remove all undesirable stones and other debris to meet the needs of the anticipated land use and
maintenance required.
2. Hydraulic mulching:
a. For steep slopes an Erosion Control Mulch (ECM) consisting of a hydraulic matrix such as a
Bonded Fiber Matrix (BFM) or Flexible Growth Medium (FGM) may be used. A BFM refers to a
continuous layer of elongated wood fiber strands that are held together by a water-resistant
bonding agent to form a water-absorbing crust.
b. The ECM shall be a hydraulically-applied, flexible erosion control blanket composed of long
strand, thermally refined wood fibers, crimped, interlocking fibers, and performance enhancing
additives. The ECM shall require no curing time period and upon application shall form an
intimate bond with the soil surface to create a continuous, porous, absorbent and erosion resistant
blanket that allows for rapid germination and accelerated plant growth.
c. The ECM shall conform to the property values in Table HM-1 when uniformly applied at a rate of
3500 pounds per acre (3900 kilograms/hectare) under laboratory conditions. Composition shall
be as follows:
Thermally Processed Wood Fibers: 74.5% ± 2.5%
Crosslinked Hydro-Colloid Tackifier: 10% ± 1%
Crimped, Interlocking Fibers: 5% ± 1%
Moisture Content: 10.5% ± 1.5%
3. Installation:
a. Strictly comply with manufacturer's installation instructions and recommendations. Use approved
hydro-spraying machines with fan-type nozzle (50-degree tip) whenever possible to achieve best
soil coverage. Apply ECM from opposing directions to soil surface to assure 95% soil surface
coverage. Slope interruption devices or water diversion techniques are recommended when slope
lengths exceed 100 ft (30m).
b. Step One: Apply seed, fertilizer and other soil amendments with tackifier and a small amount of
ECM for visual metering (see Revegetation (RV) for application rates).
c. Step Two: Mix 50 lb of ECM per 125 gallons (23 kg/475 liters) of water; confirm loading rates with
equipment manufacturer (different manufacturers rates may vary slightly).
d. Install materials at the typical application rates in Table HM-2.
Maintenance considerations
The frequency of inspections should be in accordance with the Stormwater Management Plan. Areas should
be identified where mulch has loosened or been removed. Such areas should be reseeded (if necessary) and
the mulch cover replaced. If washout, breakage, or erosion occurs, surfaces should be repaired, reseeded,
and re-mulched. Inspections should be continued until vegetation is firmly established.
Grand River Gathering, LLC HM-3 October 2011
References
California Stormwater Quality Association, Stormwater Best Management Practice (BMP) Handbook –
Construction. January, 2003. <http://www.cabmphandbooks.com/Construction.asp>
Environmental Protection Agency (EPA), National Pollutant Discharge Elimination System (NPDES).
Construction Site Storm Water Runoff Control. Washington, D.C., February, 2003.
<http://cfpub.epa.gov/npdes/stormwater/menuofbmps/con_site.cfm>
Table HM-1
Property Values for Erosion Control Mulch
Property Test Method1 English SI
Physical
Mass Per Unit Area ASTM D-6566 11.5 oz/yd2 390 g/m2
Thickness ASTM D-6525 0.19 in 4.8 mm
% Ground Cover ASTM D-6567 99% 99%
Flexural Rigidity (wet) ASTM D-6575 0.138 oz-in 10,000 mg-cm
Color (fugitive dye) Observed Green Green
Endurance
Functional Longevity Observed Up to 18 months Up to 18 months
Performance
Cover Factor3 (6 in/hr event) ECTC Test Method #2 0.0066 0.0066
% Effectiveness3 ECTC Test Method #2 99.34% 99.34%
Shear Stress ECTC Test Method #3 1 lb/ft2 48 Pa
Vegetation Establishment ECTC Test Method #4 800% 800%
1. ASTM and ECTC (Erosion Control Technology Council) test methods developed for Rolled Erosion Control Products.
2. Cover Factor is calculated as soil loss ratio of treated surface versus an untreated control surface.
3. % Effectiveness = 1 minus Cover Factor multiplied by 100%.
Grand River Gathering, LLC HM-4 October 2011
Table HM-2
Typical Mulch Application Rates
Slope Gradient/Condition English SI
<3H to 1V 3000 lb/ac 3400 kg/ha
>3H to 1V and <2H to 1V 3500 lb/ac 3900 kg/ha
>2H to 1V and <1H to 1V 4000 lb/ac 4500 kg/ha
>1H to 1V 4500 lb/ac 5100 kg/ha
Below ECB or TRM 1500 lb/ac 1700 kg/ha
As infill for TRM 3500 lb/ac 3900 kg/ha
Slope Gradient/Condition Performance Specification
<3H 70-80% soil coverage,
minimum 0.16 inch depth
<3H to 1V 90-100% soil coverage, <2” rocks uncovered,
minimum 0.19 inch depth
>3H to 1V and <2H to 1V 95-100% soil coverage, <6” rocks uncovered,
minimum 0.22 inch depth
>2H to 1V and <1H to 1V 100% soil coverage, <12” boulders uncovered,
minimum 0.22 inch depth
>1H to 1V All exposed surfaces including rock outcrops shall be
covered at a minimum of 0.24 inch depth
Below ECB or TRM 1500-2500 lb/ac slope dependent, minimum 0.08 inch
depth
As infill for ECB 1500-3500 lb/ac, minimum 0.19 inch depth
As infill for TRM Perpendicular application with 100% infill,
minimum 0.19 inch depth
Grand River Gathering, LLC LG-1 October 2011
Land Grading (LG) – Roads
Description
Land grading of roads involves reshaping the ground surface to planned grades as determined by an
engineering survey, evaluation, and layout. This BMP shall include the following:
• Proper road cut and fill techniques to ensure road remains stable over time.
• Road crowning or sloping to properly route runoff off the roadway.
• Surfacing the road with gravel to avoid mud, rutting, and large quantities of sediment that will wash
away during storms.
Applicability
• This BMP is applicable to the construction and maintenance of any road, but particularly those located
on steep topography or easily erodible soils.
• Road gravel is applicable to all roads with “soft” sections, steep grades, highly erosive soils, or where
all-weather access is needed. Road gravel may be used as “fill” material in ruts or as a full structural
section over the entire road.
Limitations
• Improper cut and fill slopes that disrupt natural stormwater patterns might lead to poor drainage, high
runoff velocities, and increased peak flows during storm events.
• Rutting and washboarding may develop if surface gravel is not designed properly or if road is not
sloped.
• Flat-blading to maintain the roadway must be done properly to avoid changes in gravel thickness, road
slope, and road grade.
Design criteria
Grading plan
A grading plan should be prepared that establishes the extent to which the road will be graded, how drainage
patterns will be directed, and how runoff velocities will affect receiving waters. The grading plan also includes
information regarding when earthwork will start and stop, establishes the degree and length of finished slopes,
Grand River Gathering, LLC LG-2 October 2011
and dictates where and how excess material will be disposed of (or where borrow materials will be obtained if
needed). Practices must be developed for erosion control, slope stabilization, and safe disposal of runoff
water and drainage, such as ditches and culverts, grade stabilization structures, retaining walls, and surface
drains. Berms, roadside ditches, and other stormwater practices that require excavation and filling also should
be incorporated into the grading plan.
Slope failures
Landslides and failed road cuts and fills can be a major source of sediment, they can close the road or require
major repairs, and they can greatly increase road maintenance costs. Slope failures, or landslides, typically
occur where a slope is over-steep, where fill material is not compacted, or where cuts in natural soils
encounter groundwater or zones of weak material. Good road location can often avoid landslide areas and
reduce slope failures. When failures do occur, the slide area should be stabilized by removing the slide
material, flattening the slope, adding drainage, or using structures, as discussed below. Designs are typically
site specific and may require input from geotechnical engineers and engineering geologists. Failures that
occur typically impact road operations and can be costly to repair. Failures near streams and channel
crossings have an added risk of impact to water quality.
Road slope
See Figure LG-1. All roads should be designed with one of the following three slope types:
• Outsloped roads minimize the concentration of water and minimize road width by avoiding the need
for an inside ditch, but may require roadway surface and fill slope stabilization. Outsloped roads with
clay rich, slippery road surface materials often require surface stabilization with gravel or limited use
during rainy periods to assure traffic safety. On road grades over 10 to 12 percent and on steep hill
slope areas, outsloped roads are difficult to drain and can feel unsafe.
• Insloped roads are the best method to control surface water. However, insloped roads also
concentrate water and require a system of ditches and turnouts or cross-draining culverts.
• Crowned roads are appropriate for higher standard, two lane roads on gentle grades. They may or
may not require roadside ditches, turnouts, and/or cross-drains. It is difficult to create and maintain a
crown on a narrow road, so generally insloped or outsloped road drainage is more effective.
Construction specifications
Cut and fill slopes
1. All applicable perimeter erosion and sediment control practices and measures (berms, diversions,
silt fence, vegetated buffer, or wattles) shall be constructed prior to any road grading activities,
and maintained in accordance with this BMP and the Stormwater Management Plan (SWMP).
Perimeter controls should remain in place until all graded or disturbed areas, including slopes, are
adequately stabilized.
2. All areas to be disturbed (both cut and fill) shall be cleared, grubbed, and stripped of topsoil to
remove trees, vegetation, roots, or other objectionable material.
3. Fill material shall be free of brush, logs, stumps, roots, or other objectionable materials that would
interfere with, or prevent, construction of satisfactory fills. This material can be set aside and later
used at the toe of fill slopes as filter berms. Frozen material shall not be placed in the fill nor shall
the fill material be placed on a frozen foundation.
4. Table LG-1 presents a range of commonly used cut and fill slope ratios appropriate for the soil
and rock types described. Figures LG-2 and LG-3 present typical cut slope and fill slope design
options for varying slope and site conditions. Vertical cut slopes should not be used unless the
cut is in rock or very well cemented soil. Ideally, both cut and fill slopes should be constructed
with a 2:1 or flatter slope to promote growth of vegetation, but cut slopes in dense, sterile soils or
rocky material are often difficult to vegetate.
Grand River Gathering, LLC LG-3 October 2011
5. All fills shall be compacted as required to reduce erosion, slippage, settlement, subsidence, or
other related problems.
6. Topsoil required for the establishment of vegetation shall be stockpiled in the amount necessary to
complete finished grading of all exposed areas. Areas that are to be topsoiled shall be scarified to
a minimum depth of 4 inches prior to placement of topsoil.
7. Terraces or contour trenches (see Terracing (T)) shall be provided whenever the vertical interval
(height) of any 2:1 cut or fill slope exceeds 20 feet; for 3:1 slope it shall be increased to 30 feet
and for 4:1 to 40 feet.
8. All graded cut and fill areas shall be stabilized, either structurally or vegetatively, immediately
following finished grading. Some common slope stabilization options appropriate for roads
include hydroseeding, hydromulching, erosion control blankets, riprap, and retaining walls.
Road slope
1. See Figure LG-1. Compact soil or road base material to direct runoff.
2. If crowning a road, runoff is directed to both sides of the road requiring two roadside ditches,
unless runoff will drain directly to well stabilized areas.
3. If using an inslope design, runoff is directed toward the hillside and requires a roadside ditch with
periodic turnouts or cross drain culvert installation.
4. If using an outslope design, ensure a moderate road slope with dense vegetative cover.
Surface gravel
1. Gradation of gravel should be according to Figure LG-4. This figure shows the typical gradation
ranges of aggregates used in road construction, how the materials, ranging from coarse to fine,
best perform for a road, and the approximate limitations to the desirable gradation ranges. Ideally,
aggregate surfacing material is (1) hard, durable, and crushed or screened to a minus 2-inch size;
(2) well graded to achieve maximum density; (3) contains 5-15% clayey binder to prevent raveling;
and (4) has a Plasticity Index of 2 to 10.
2. Gravel should be placed to a thickness of at least twice the diameter of the largest stone with a
minimum thickness of 4 inches. Over very weak soils gravel thickness can be reduced with the
use of geotextile or geogrid subgrade reinforcement. Also, geotextile layers are useful over soft
soils to separate the gravel from the soil, keep it uncontaminated, and extend the useful life of the
gravel.
3. Compact the aggregate during construction and maintenance to achieve a dense, smooth road
surface and thus reduce the amount of water that can soak into the road.
4. “Spot” stabilize local wet areas and soft areas with 4 to 6 inches of coarse rocky material. Add
more rock as needed.
5. Blend coarse aggregate and fine clay-rich soil (when available) to produce a desirable composite
roadway material that is coarse yet well-graded with 5-15% fines for binder.
Maintenance considerations
The frequency of inspections should be in accordance with the SWMP. Inspect cut and fill slopes for rills or
other indications of erosion. Maintain all crowns, outslopes, inslopes, and surface gravel.
The road surface and shoulders should be periodically smoothed and reshaped with a grader blade (flat-
blading). This should be done when the gravel is moist. Maintain the proper road slope and grade while flat-
blading. Also be sure to avoid plugging roadside ditches or altering adjacent drainage structures, as this may
cause them to not function properly. Flat-blading may also cause road gravel to be pushed off the main
roadway and onto the shoulders. To avoid this, blade toward the center of the road.
Grand River Gathering, LLC LG-4 October 2011
References
Environmental Protection Agency (EPA), National Pollutant Discharge Elimination System (NPDES).
Construction Site Storm Water Runoff Control. Washington, D.C., February, 2003.
<http://cfpub.epa.gov/npdes/stormwater/menuofbmps/con_site.cfm>
Horizon Environmental Services, Inc, Guidance Document Reasonable and Prudent Practices for Stabilization
(RAPPS) of Oil and Gas Construction Sites. April 2004.
Keller, Gordon, and James Sherar, Low-Volume Roads Engineering, Best Management Practices Field Guide.
United States Department of Agriculture (USDA), Forest Service, US Agency of International
Development (USAID), 2005. <http://www.blm.gov/bmp/field%20guide.htm>
New York State Department of Environmental Conservation, New York Guidelines for Urban Erosion and
Sediment Control. New York. Fourth Edition, 1997.
<http://www.dec.state.ny.us/website/dow/toolbox/escstandards>
United States Department of the Interior and United States Department of Agriculture. Surface Operating
Standards and Guidelines for Oil and Gas Exploration and Development “Gold Book.” BLM/WO/ST-
06/021+3071. Bureau of Land Management (BLM). Denver, Colorado. Fourth Edition, 2006.
Grand River Gathering, LLC LG-5 October 2011
Table LG-1
Stable Slope Ratios for Various Conditions
Soil/Rock Condition
Slope Ratio
(Hor:Vert)
Most rock ¼:1 to ½:1
Very well cemented soils ¼:1 to ½:1
Most in-place soils ¾:1 to 1:1
Very fractured rock 1:1 to 1 ½: 1
Loose coarse granular soils 1 ½: 1
Heavy clay soils 2:1 to 3:1
Soft clay rich zones or wet
seepage areas 2:1 to 3:1
Fills of most soils 1 ½:1 to 2:1
Fills of hard, angular rock 1 1/3 :1
Low cuts and fills
(<10 ft high)
2:1 or flatter
(for revegetation)
Grand River Gathering, LLC LG-6 October 2011
Figure LG-1
Typical Road Surface Drainage Options
Figure LG-2
Cut Slope Design Options
Grand River Gathering, LLC LG-7 October 2011
Figure LG-3
Fill Slope Design Options
a. Typical Fill
Note: Side-cast fill material only
on gentle slopes, away from streams
\_ Filter Berm or Other
Sediment Control (typ.)
b . Benched Slope Fill
with Layer Placement
On ground where slopes exceed
40-45%, construct benChes :t 10
ft. wide or w ide enough for
excavation and compaction
equipment.
c . Reinforced Fill
Reinforced fills are used on steep
ground as an alternative to retaining
structures. Th e 1:1 (oversleep) face
usuall y requi res stab ilization.
d. Through Fill Long fill
slope 2:1 Road
Ground Surface
0-40% Ground Slopes
Scarify and remove
organic m aterial
ShOrt fill
slope 3:1
Drain
Ground Surface ~
Road
\
40-60% Ground Slopes
Fill material placed in layer. Use
lifts of 6 to 12 in. thick. Compact
to specif ied density or wheel roll
each layer.
Ground Surface \
Road '
Geogrid or geotextil e
reinforcement layers
Typically
60%+ Ground Slopes
----------------
NOT T O SCALE
Grand River Gathering, LLC LG-8 October 2011
Figure LG-4
Gradation and Performance of
Roadway Surfacing Materials
I-
I--1\
"'I-~ ~-= •
SIE\'1! ANALYSIS I I
::!llll¥111!
-\ •I-
li'lt--.="-='":.,_GAA...L.vt-L.....:.;_:;:__+I-="-=";...~..J_.==-,_. . ...,---"-=----tl••l
NOTE: Gradation Ranges Shown Arc Appro,.;imate.
••
to
..
Grand River Gathering, LLC LWC-1 October 2011
Low Water Crossing (LWC)
Description
A low water crossing is a temporary structure erected to provide a safe and stable way for construction vehicle
traffic to cross waterways. The primary purpose of such a structure is to provide streambank stabilization,
reduce the risk of damaging the streambed or channel, and reduce the risk of sediment loading from
construction traffic. A low water crossing may be a bridge, a culvert, or a ford surfaced with gravel, rip rap, or
concrete.
Applicability
Low water crossings may be used for the following applications:
• Wherever heavy construction equipment must be moved from one side of a stream channel to the
other, or where lighter construction vehicles will cross the stream a number of times during the
construction period.
• Bridges are ideal to pass the year-round flows associated with perennial drainages.
• Vented fords can be used to pass drainages with low flows and keep vehicles out of the water,
avoiding water quality degradation.
• Fords can be designed as a broadcrested weir in order to pass larger flow.
• Fords can be “forgiving” and accommodate uncertainties in the design flow and thus are ideal for
ephemeral and intermittent drainages with unknown or variable flow characteristics.
Limitations
• Low-water crossings that are not surfaced should not be used in wet conditions.
• Installation may require dewatering or temporary diversion of the stream.
• Bridges can be a safety hazard if not properly designed and constructed. Bridges might also prove to
be more costly in terms of repair costs and lost construction time if they are washed out or collapse.
• The construction and removal of culverts are usually very disturbing to the surrounding area and
erosion and downstream movement of soils is often great.
• The approaches to fords often have high erosion potential. In addition, excavation of the streambed
and approach to lay riprap or other stabilization material causes major stream disturbance. Mud and
other debris are transported directly into the stream unless the crossing is used only during periods of
low flow.
• Ford-type structures may imply some periodic or occasional traffic delays during periods of high flow.
Grand River Gathering, LLC LWC-2 October 2011
Design Criteria
Site location
Locate the crossing where there will be the least disturbance to the soils of the existing waterway banks.
When possible, locate the crossing at a point receiving minimal surface runoff.
Elimination of fish migration barriers
Bridges pose the least potential for creating barriers to aquatic migration. The construction of any specific
crossing method shall not cause a significant water level difference between the upstream and downstream
water surface elevations.
Crossing alignment
Where possible, the low water crossing shall be at right angles to the stream.
Road approaches
The centerline of both roadway approaches shall coincide with the crossing alignment centerline for a
minimum distance of 50 feet from each bank of the waterway being crossed. If physical or right-of-way
restraints preclude the 50 feet minimum, a shorter distance may be provided. All fill materials associated with
the roadway approach shall be limited to a maximum height of 2 feet above the existing flood plain elevation.
Bridges
Over-stream bridges are generally the preferred low water crossing structure. The expected load and
frequency of the stream crossing, however, will govern the selection of a bridge as the correct choice for a
temporary stream crossing. Bridges usually cause minimal disturbance to a stream's banks and cause the
least obstruction to stream flow and fish migration. They should be constructed only under the supervision and
approval of a qualified engineer.
Culverts
Temporary culverts are used where a) streams are perennial or intermittent, b) the channel is too wide for
normal bridge construction, or c) anticipated loading may prove unsafe for single span bridges. Culverts are
normally preferred over a ford type of crossing, since disturbance to the waterway is only during construction
and removal of the culvert.
Fords
Fords are appropriate in steep areas subject to flash flooding, where normal flow is shallow or intermittent
across a wide channel. Fords should be used for crossing seasonally dry streambeds (ephemeral or
intermittent drainages) or streams with low flows during most periods of road use. Use fords in place of
culverts when there is a high possibility of plugging by debris or vegetation. Use improved (vented) fords with
pipes or concrete box culverts to pass low water flows and keep vehicles out of the water.
Grand River Gathering, LLC LWC-3 October 2011
Construction specifications
Bridges
See Figure LWC-1.
1. Clearing and excavation of the stream shores and bed should be kept to a minimum.
2. A temporary bridge structure shall be constructed at or above bank elevation to prevent the
entrapment of floating materials and debris.
3. Abutments should be parallel to the stream and on stable banks.
4. If the crossing is to extend across a channel wider than 8 feet (as measured from top of bank to top of
bank), the bridge should be designed with one in-water support for each 8 feet of stream width. No
footing, pier, or bridge support will be permitted within the channel for waterways less than 8 feet wide.
5. Stringers shall either be logs, saw timber, pre-stressed concrete beams, metal beams, or other
approved materials.
6. Decking shall be of sufficient strength to support the anticipated load. All decking members shall be
placed perpendicular to the stringers, butted tightly, and securely fastened to the stringers. Decking
materials must be butted tightly to prevent any soil material tracked onto the bridge from falling into the
waterway below.
7. Run planking (optional) shall be securely fastened to the length of the span. One run plank shall be
provided for each track of the equipment wheels. Although run planks are optional, they may be
necessary to properly distribute loads.
8. Curbs or fenders may be installed along the outer sides of the deck. Curbs or fenders are an option,
which will provide additional safety.
9. Bridges shall be securely anchored at only one end using steel cable or chain. Anchoring at only one
end will prevent channel obstruction in the event that floodwaters float the bridge. Acceptable anchors
are large trees, large boulders, or driven steel anchors. Anchoring shall be sufficient to prevent the
bridge from floating downstream and possibly causing an obstruction to the flow.
10. All areas disturbed during installation shall be stabilized in accordance with Revegetation (RV).
Culverts
See Culvert (C).
Fords
See Figure LWC-2.
1. Locate fords where stream banks are low and where the channel is well confined.
2. Clearing and excavation of the stream shores and bed should be kept to a minimum.
3. Excavate streambed as necessary and place an 18-inch thick layer of 4-inch to 8-inch riprap. Cover
this layer of riprap with a 6 inch thick layer of 2 inch to 4 inch crushed aggregate. The total thickness
of riprap/aggregate should be a minimum of 24 inches thick. This type of simple low water crossing is
ideal for ephemeral drainages.
4. For all approach roads the cut banks shall be no steeper than 5:1. The road approach shall be a
minimum distance of 50 feet from each bank. Spoil material from the banks shall be stored out of the
floodplain and stabilized.
5. Use an adequately long aggregate surface to protect the “wetted perimeter” of the natural flow
channel. Add protection above the expected level of the high flow. Allow for some freeboard, typically
Grand River Gathering, LLC LWC-4 October 2011
a minimum of 12 inches in elevation, between the top of the reinforced driving surface and the
expected high water level.
6. The downstream edge of a ford is a particularly critical location for scour and may need energy
dissipaters or riprap protection.
7. Use well-placed, sturdy depth markers at fords to advise traffic of dangerous water depths.
8. All areas disturbed during ford installation shall be stabilized in accordance with Revegetation (RV).
Maintenance considerations
The frequency of inspections should be in accordance with the Stormwater Management Plan.
Bridges
Inspection shall ensure that the bridge, streambed, and streambanks are maintained and not damaged. If any
structural damage is reported, construction traffic should stop use of the structure until appropriate repairs are
made. Evidence of streambank erosion should be repaired immediately. Any trapped sediment or debris shall
be removed and disposed of outside of the floodplain and stabilized.
Culverts
Inspection shall ensure that the culverts, streambed, and streambanks are not damaged, and that sediment is
not entering the stream or blocking fish passage or migration. Evidence of structural or streambank erosion
should be repaired immediately. Any trapped sediment or debris shall be removed and disposal of outside of
the floodplain and stabilized.
Fords
Inspections shall ensure that stabilization material (aggregate) remains in place. If the material has moved
downstream during periods of peak flow, the lost material should be replaced immediately.
Removal
All low water crossings shall be removed when the structure is no longer needed.
References
Environmental Protection Agency (EPA), National Pollutant Discharge Elimination System (NPDES).
Construction Site Storm Water Runoff Control. Washington, D.C., February, 2003.
<http://cfpub.epa.gov/npdes/stormwater/menuofbmps/con_site.cfm>
Keller, Gordon, and James Sherar, Low-Volume Roads Engineering, Best Management Practices Field Guide.
United States Department of Agriculture (USDA), Forest Service, US Agency of International
Development (USAID), 2005. <http://www.blm.gov/bmp/field%20guide.htm>
New York State Department of Environmental Conservation, New York Guidelines for Urban Erosion and
Sediment Control. New York. Fourth Edition, 1997.
<http://www.dec.state.ny.us/website/dow/toolbox/escstandards>
United States Department of the Interior, Bureau of Land Management (BLM), United States Department of
Agriculture (USDA), Forest Service, Surface Operating Standards for Oil and Gas Exploration and
Development “Gold Book”. Fourth Edition, 2005.
Grand River Gathering, LLC LWC-5 October 2011
Figure LWC-1
Bridge Installation
Figure LWC-2
Ford Installation
Grand River Gathering, LLC M-1 October 2011
Mulching (M)
Description
Mulching is a temporary erosion control practice in which materials such as grass, hay, wood chips, wood
fibers, straw, or gravel are placed on exposed or recently planted soil surfaces. Mulching stabilizes soils by
minimizing rainfall impact and reducing stormwater runoff velocity. When used in combination with seeding or
planting, mulching can aid plant growth by holding seeds, fertilizers, and topsoil in place, preventing birds from
eating seeds, retaining moisture, and insulating plant roots against extreme temperatures.
Mulch mattings are materials such as jute or other wood fibers that are formed into sheets and are more stable
than loose mulch. Jute and other wood fibers, plastic, paper, or cotton can be used individually or combined
into mats to hold mulch to the ground. Netting can be used to stabilize soils while plants are growing, although
netting does not retain moisture or insulate against extreme temperatures. Mulch binders consist of asphalt or
synthetic materials that are sometimes used instead of netting to bind loose mulches.
Hydraulic mulching is a temporary erosion control practice in which materials such as grass, hay, wood chips,
wood fibers, straw, or gravel are hydraulically applied to exposed or recently planted soil surfaces. See
Hydraulic Mulching (HM) for details.
Applicability
Mulching is often used in areas where temporary seeding cannot be used because of environmental
constraints. On steep slopes and critical areas such as waterways, mulch matting is used with netting or
anchoring to hold it in place. Mulches can be used on seeded and planted areas where slopes are steeper
than 2:1 or where sensitive seedlings require insulation from extreme temperatures or moisture retention.
Mulch is most effective when used on an area less than 2 acres in size and can last for 1 to 2 years.
Limitations
• Mulching, matting, and netting might delay seed germination because the cover changes soil surface
temperatures.
• The mulches themselves are subject to erosion and may be washed away in a large storm.
• Maintenance is necessary to ensure that mulches provide effective erosion control.
Grand River Gathering, LLC M-2 October 2011
Design criteria
No formal design is required.
Construction specifications
1. Site preparation:
a. Prior to mulching, install the necessary temporary or permanent erosion control practices and
drainage systems within or adjacent to the area to be mulched.
b. Slope, grade, and smooth the site to fit needs of selected mulch products.
c. Remove all undesirable stones and other debris to meet the needs of the anticipated land use and
maintenance required.
2. Mulching & anchoring for relatively flat slopes:
a. Select the appropriate mulch and application rate that will best meet the need and availability of
material. When possible, organic mulches should be used for erosion control and plant material
establishment. See Table M-1 for suggested materials and application rates. Other materials
include hydraulic mulch products with 100-percent post-consumer paper content and yard
trimming composts. All materials should be free of weed and seed.
b. Apply mulch immediately after soil amendments and planting is accomplished or simultaneously if
hydroseeding is used. See Table M-1 for installation guidelines.
c. Mulch before seeding if construction of restoration activity is interrupted for extended periods,
such as when seeding cannot be completed due to seeding period restrictions. If mulching before
seeding, increase mulch rate. Of application on all slopes within 100 feet of waterbodies and
wetlands.
d. Use a mulch crimper to apply and anchor mulch. Crimper should have approximately 6 inch
cleats with perpendicular, dull, disc blades. If a crimper is unavailable the Contractor shall apply
mulch and anchor it to the soil using one of the methods described in Table M-2. The mulch
should be anchored the same day as mulch application. Materials that are heavy enough to stay
in place (for example, bark or wood chips on flat slopes) do not need anchoring. Mulches may or
may not require a binder, netting, or tacking. Mulch binders should be applied at rates
recommended by the manufacturer. Effective use of netting and matting material requires firm,
continuous contact between the materials and the soil.
3. Hydraulic mulching for steeper slopes:
See Hydraulic Mulching (HM).
Maintenance considerations
The frequency of inspections should be in accordance with the Stormwater Management Plan. Areas should
be identified where mulch has loosened or been removed. Such areas should be reseeded (if necessary) and
the mulch cover replaced. If washout, breakage, or erosion occurs, surfaces should be repaired, reseeded,
and re-mulched, and new netting should be installed. Inspections should be continued until vegetation is firmly
established.
Removal
Anchor netting and any other artificial mulch material should be removed when protection is no longer needed
and disposed of in a landfill.
Grand River Gathering, LLC M-3 October 2011
References
Environmental Protection Agency (EPA), National Pollutant Discharge Elimination System (NPDES).
Construction Site Storm Water Runoff Control. Washington, D.C., February, 2003.
<http://cfpub.epa.gov/npdes/stormwater/menuofbmps/con_site.cfm>
Horizon Environmental Services, Inc, Guidance Document Reasonable and Prudent Practices for Stabilization
(RAPPS) of Oil and Gas Construction Sites. April 2004.
New York State Department of Environmental Conservation, New York Guidelines for Urban Erosion and
Sediment Control. New York. Fourth Edition, 1997.
<http://www.dec.state.ny.us/website/dow/toolbox/escstandards>
United States Department of Agriculture (USDA), Natural Resources Conservation Service (NRCS), Field
Office Technical Guide. 2002. <www.nrcs.usda.gov/technical/efotg>
Table M-1
Typical Mulching Materials and Application Rates
Material
Rate per
Acre Requirements Notes
Organic Mulches
Straw 1 - 2 tons Dry, unchopped,
unweathered; certified
weed free.
Spread by hand or machine;
must be tacked or tied down.
Wood fiber or
wood cellulose
½ - 1 ton Use with hydroseeder; may
be used to tack straw. Do not
use in hot, dry weather.
Wood chips 5 - 6 tons Air dry. Add fertilizer N,
12 lb/ton.
Apply with blower, chip
handler, or by hand. Not for
fine turf areas.
Bark 35 yd3 Air dry, shredded, or
hammermilled, or chips
Apply with mulch blower,
chip handler, or by hand. Do
not use asphalt tack.
Nets and Mats
Jute net Cover
area
Heavy, uniform; woven
of single jute yarn. Used
with organic mulch.
Withstands water flow.
Excelsior (wood
fiber) mat
Cover
area
Grand River Gathering, LLC M-4 October 2011
Table M-2
Mulch Anchoring Guide
Anchoring Method
or Material
Kind of Mulch
to be Anchored How to Apply
1. Mulch netting Hay or straw Staple the light-weight paper, jute, wood fiber,
or plastic nettings to soil surface according to
manufacturer’s recommendations. Should be
biodegradable. Most products are not suitable
for foot traffic.
2. Wood cellulose
fiber
Hay or straw Apply hydroseeder immediately after mulching.
Use 500 lbs. Wood fiber per acre. Some
products contain an adhesive material, possibly
advantageous.
3. Mulch anchoring
tool/Crimper
Hay or straw Apply mulch and pull a mulch anchoring tool
(blunt, straight discs) over mulch as near to the
contour as possible. Mulch material should be
“tucked” into soil surface about 3”.
4. Chemical Hay or straw Apply Terra Tack AR 120 lbs./ac. In 480 gal. of
water (#156/ac.) or Aerospray 70 (60 gal/ac.)
according to manufacturer’s instructions. Avoid
application during rain. A 24-hour curing period
and a soil temperature higher than 45 deg.
Fahrenheit are required.
Grand River Gathering, LLC RW-1 October 2011
Retaining Wall (RW)
Rock Retaining Wall Timber Retaining Wall Gabion Retaining Wall
Description
Retaining walls are structures that are used to stabilize and hold soil in place, gain space on roadways or well
pads, or to keep soil contained within a site boundary. This BMP will cover retaining walls constructed with
rock, boulders, or gabions. Gabions are rectangular, rock-filled wire baskets that are pervious, semi-flexible
building blocks which can be used to armor the bed and/or banks of channels or to divert flow away from
eroding channel sections.
Several different retaining wall types are:
1. Rigid gravity and semi-gravity walls. These walls may be constructed of concrete or stone
masonry. The rigid gravity and semi-gravity walls develop their capacity from their dead weights
and structural resistance, and are generally used for permanent applications.
2. Non-gravity cantilevered walls. These walls develop lateral resistance through the embedment
of vertical wall elements and support retained soil with wall facing elements. Vertical wall
elements are normally extended deep in the ground to provide lateral and vertical support. The
vertical wall elements can be piles, drilled shafts, steel sheet piles, etc. Wall faces can be
reinforced concrete, metal, or timber. Cantilevered walls are generally limited to a maximum
height of about 15 feet.
3. Anchored walls. These walls typically consist of the same elements as the non-gravity
cantilevered walls but derive additional lateral resistance from one or more tiers of anchors. The
anchored walls are typically used in the cut situation, in which the construction proceeds from the
top to the base of the wall.
Applicability
Retaining walls should be used when sites have very steep slopes or loose, highly erodible soils that cause
other methods, such as vegetative stabilization or regrading, to be ineffective. The preconstruction drainage
pattern should be maintained to the extent possible. Retaining walls may be used for the following
applications:
Grand River Gathering, LLC RW-2 October 2011
• Near the toe of a cut or fill slope to mechanically stabilize steep slopes and so that a flatter slope can
be constructed to prevent or minimize slope erosion or failure. Particularly useful along access road
cut slopes.
• Along a stream bank or drainage channel, to keep a toe of a slope from encroaching into a stream and
thus prevent potential undercutting of the toe by flowing water.
• As headwalls at culvert inlets and outlets to prevent scour and undercutting.
Limitations
• Some retaining walls are a structural element that must be professionally designed.
• To be effective, retaining walls must be designed to handle expected loads. Non-engineered
walls should not be used where traffic is expected near the top of the wall.
• Retaining walls must be properly installed and maintained to avoid failure.
• Some types of retaining walls must be placed on a good foundation, such as bedrock or firm, in-
place soil.
• Some walls have height restrictions and backfill may be required to meet specific material property
requirements.
• Materials costs and professional design requirements may make use of gabions impractical.
• When used in channels with high sediment loads, the galvanizing wire on gabion cages quickly
wears off, causing rusting and the premature failure of the cages.
Design criteria
Most retaining walls require a site-specific design. Wall heights, requirements for drainage, and suitable
materials must be determined through on-site investigation. An engineered retaining structure is a designed
structure that is supported by plans and specifications signed and sealed by a Professional Engineer. Non-
engineered retaining structures may be designed by an engineer; however, if the design is not supported by
the seal and signature, the retaining structure is not considered engineered.
Gabions
Gabions should be designed and installed in accordance with manufacturer’s standards and specifications and
must be able to handle expected storm and flood conditions. At a minimum, they should be constructed of a
hexagonal triple twist mesh of heavily galvanized steel wire (galvanized wire may also receive a polyvinyl
chloride coating). The maximum linear dimension of the mesh opening shall not exceed 4 ½ inches and the
area of the mesh opening shall not exceed 10 square inches.
Grand River Gathering, LLC RW-3 October 2011
Design velocity
The design water velocity for channels utilizing gabions should not exceed those listed as follows:
Gabion Thickness
(feet)
Maximum Velocity
(feet per second)
0.5 6
0.75 11
1.0 14
Construction specifications
Rock retaining wall guidelines
See Figure RW-1.
1. Excavate a footing trench at the location of the proposed wall.
2. Place the largest rocks in the footing trench with their longitudinal axis normal to the wall face.
Arrange subsequent rock layers so that each rock above the foundation course has a firm seating
on the underlying rocks.
3. The batter of the wall face shall be between ½H:1V and vertical, depending upon the height of the
wall, the height of the slope, the width of the right-of-way, or other limitations on space.
4. Place fill material behind the rock wall. Slope above the wall should be maintained at 2H:1V or
flatter. Backfill the footing trench with excavated material. If a roadway is located at the toe of the
wall, pave the roadway up to the base of the rock wall and provide roadway curb for water
transport. If a roadway is not located at the toe of the retaining wall, slope the backfilled material
away from the wall.
5. Revegetate the stabilized slope with a method applicable to the particular site.
Gabion retaining wall guidelines
See Figure RW-2. Gabions shall be fabricated in such a manner that the sides, ends, and lid can be
assembled at the construction site into a rectangular basket of the specified sizes. Gabions shall be of single
unit construction and shall be installed according manufacturer’s recommendations. General specifications
are listed below.
1. Clear and grade the area of trees, brush, vegetation, and unsuitable soils. Compact subgrade
firmly to prevent slumping or undercutting.
2. Install a filter fabric or granular filter according to the Riprap (R) BMP to maintain separation of
rock material with the underlying soil, if required.
3. Place empty gabion baskets. Each row, tier, or layer of baskets should be reasonably straight
and should conform to the specified line and grade (see Figure RW-2 for details). The empty
gabion baskets should be fastened to the adjacent baskets along the top and vertical edges.
Each layer should be fastened to the underlying layer along the front, back and ends. Fastening
should be performed in the same manner as provided for assembling the gabion units.
4. Unless otherwise indicated on the plans, the vertical joints between basket units of adjacent tiers
or layers, along the length of the structure, should be staggered by at least one cell.
5. Before filling each gabion with rock, all kinks and folds in the wire mesh should be removed and all
baskets should be properly aligned. A standard fence stretcher, chain fall or steel rod may be
used to stretch the wire baskets and hold alignment.
Grand River Gathering, LLC RW-4 October 2011
6. The gabion cells should be carefully filled with 4 to 8-inch rock placed by hand/machine in such a
manner that the alignment of the structure will be maintained and so as to avoid bulges and to
minimize voids. Rock should be sound, durable, and well graded. All exposed rock surface
should have a reasonably smooth and neat appearance. No sharp rock edges should project
through the wire mesh.
7. The gabion cells in any row or layer should be filled in stages so that local deformations may be
avoided.
8. At no time should any cell be filled to a depth exceeding 12 inches more than any adjacent cell.
9. The layer of rock should completely fill the gabion basket so that the lid will bear on the rock when
it is secured. The lid should be joined to the sides, ends, and diaphragms in the same manner as
specified for joining the vertical edges. The gabion basket lid should be secured so that no more
than 1-inch gap remains at any connection.
10. Gabion rows or layers not completed at the end of each shift should have the last gabion filled
with rock tied internally as an end gabion.
11. The area behind the gabion structure should be backfilled with granular material. Geotextile, if
required, should be spread uniformly over the back of the gabion structure. Joining edges of the
geotextile should be overlapped a minimum of 12 inches and should be anchored in position with
approved anchoring devices. The Contractor should place the backfill material in a manner that
will not tear, puncture, or shift the geotextile.
All other retaining walls should be constructed as designed by a Professional Engineer.
Maintenance considerations
The frequency of inspections should be in accordance with the Stormwater Management Plan. Check for
structural failure, erosion, damage, instability, or other signs of deterioration. In stream bank installations and
culvert inlets and outlets also inspect for signs of undercutting. Check wire of gabion cages for rusting and
wear. Repair or replace any damaged areas immediately to restore designed effectiveness and to prevent
damage or erosion of the slope or stream bank.
References
City of Knoxville, Stormwater Engineering, Knoxville BMP Manual - Best Management Practices. July 2003.
<http://www.ci.knoxville.tn.us/engineering>
Environmental Protection Agency (EPA), National Pollutant Discharge Elimination System (NPDES).
Construction Site Storm Water Runoff Control. Washington, D.C., February, 2003.
<http://cfpub.epa.gov/npdes/stormwater/menuofbmps/con_site.cfm>
Horizon Environmental Services, Inc, Guidance Document Reasonable and Prudent Practices for Stabilization
(RAPPS) of Oil and Gas Construction Sites. April 2004.
Keller, Gordon, and James Sherar, Low-Volume Roads Engineering, Best Management Practices Field Guide.
United States Department of Agriculture (USDA), Forest Service, US Agency of International
Development (USAID), 2005. <http://www.blm.gov/bmp/field%20guide.htm>
New York State Department of Environmental Conservation, New York Guidelines for Urban Erosion and
Sediment Control. New York. Fourth Edition, 1997.
<http://www.dec.state.ny.us/website/dow/toolbox/escstandards>
Grand River Gathering, LLC RW-5 October 2011
Figure RW-1
Construction of Rock Retaining Structures
Figure RW-2
Gabion Design
Grand River Gathering, LLC RV-1 October 2011
Revegetation (RV)
Description
Revegetation involves planting seed to establish a vegetative cover on disturbed areas. Revegetation reduces
erosion and sedimentation by stabilizing disturbed areas in a manner that is economical, adaptable to site
conditions, and allows selection of the most appropriate plant materials. Revegetation also:
• Absorbs the impact of raindrops
• Reduces the velocity of runoff
• Reduces runoff volumes by increasing water percolation into the soil
• Binds soil with roots
• Protects soil from wind
• Improves wildlife habitat
• Enhances natural beauty
Applicability
Revegetation is most effective on slopes no steeper than 2:1 and may be used in areas where exposed soil
surfaces are not to be regraded for periods longer than 30 days. Such areas include denuded areas, soil
stockpiles, berms, temporary road banks, etc.
Limitations
The effectiveness of revegetation can be limited due to the following:
• High erosion potential during establishment.
• The need for stable soil temperature and soil moisture content during germination and early growth.
• The need to reseed areas that fail to establish.
Proper seedbed preparation and the use of quality seed are important in this practice. Failure to carefully
follow sound agronomic recommendations will often result in an inadequate stand of vegetation that provides
little or no erosion control.
Seeding does not immediately stabilize soils. Prior to seeding, install necessary erosion and sediment control
practices such as diversions, straw bales, and basins until vegetation is established.
Grand River Gathering, LLC RV-2 October 2011
Design criteria
Successful plant establishment can be maximized with proper planning; consideration of soil characteristics;
selection of plant materials that are suitable for the site; adequate seedbed preparation, liming, and
fertilization; timely planting; and regular maintenance. A Revegetation Manual, which indicates the methods
and materials needed to accomplish revegetation on differing site conditions, is provided as Appendix B to the
Stormwater Management Plan (SWMP).
Coordination and scheduling
1. Coordinate installation of seeding materials during normal planting seasons for each type of seed
material required.
2. Seeding in areas that are non-irrigated or not provided with sprinkling or watering systems shall be
restricted according to the following schedule:
a. Below 6000’ elevation: Spring seeding shall occur between spring thaw and July 1st. Fall seeding
shall occur from September 1st until consistent ground freeze.
b. 6000’ to 7000’ elevation: Spring seeding shall occur between spring thaw and July 1st. Fall
seeding shall occur from August 15th until consistent ground freeze.
c. 7000’ to 8000’ elevation: Spring seeding shall occur between spring thaw and July 15th. Fall
seeding shall occur from August 1st until consistent ground freeze.
d. Above 8000’ elevation: Seeding shall occur from spring thaw until consistent ground freeze.
e. Spring thaw shall be defined as the earliest date in a calendar year in which seed can be buried ½
inch into the topsoil thru normal drill seeding methods.
f. Consistent ground freeze shall be defined as that time during fall months in which the topsoil, due
to freeze conditions, prevents burying seed ½ inch thru normal drill seeding operations.
Seed, soil amendments, and fertilizer
1. Seed mixes will vary depending on landowner requirements and the site elevation.
2. Soil amendments:
a. AV Superphosphate 18-46-0: Commercial, phosphate mixture, soluble; minimum of 20
percent available phosphoric acid.
Arkansas Valley Seed, 400 Moffat CR 220, Craig, CO 81625
Willard McLaughlin - District Sales Manager
Mobile: 970-629-0263. Fax: 970-234-8023
Email: wmmclaughlin@seedsolutions.com
b. Other soil amendments may also be used.
3. Fertilizers:
a. Sustane 8-2-4: Slow release granular fertilizer.
Sustane – Natural Fertilizer of America, Inc.
310 Holiday Avenue P.O. Box 19 Cannon Falls, MN 55009
Phone: 1-800-352-9245 Fax: 507-263-3029 www.sustane.com
b. Other fertilizers may also be used.
Mulches
See Mulching (M) and Hydraulic Mulching (HM) for mulch materials to be used for flat and steep slopes,
respectively.
Grand River Gathering, LLC RV-3 October 2011
Erosion control materials
1. Flexible Growth Medium: Flexterra FGM. Strictly comply with manufacturer’s installation instructions
and recommendations. Use approved hydro-spraying machines with fan-type nozzle (50-degree tip).
Apply FGM from opposing directions to soil surface.
Nilex, 15171 E. Fremont Drive, Centennial, CO 80112
Phone: 1-800-537-4241 Fax: 303-766-1110 www.nilex.com
2. Non-asphaltic Tackifier: Organic derivative vegetative gum tackifier recommended by fiber-mulch
manufacturer for slurry application, nontoxic and free of plant growth- or germination-inhibitors.
3. Other erosion control materials may also be used.
Construction specifications
See Table RV-1 for typical seeding guidelines. See Table RV-2 for typical seeding guidelines when using an
Erosion Control Blanket (ECB) or a Turf Reinforcement Mat (TRM).
Seeding
1. Do not use wet seed or seed that is moldy or otherwise damaged in transit or storage.
2. Seed shall be uniformly sown by drill, by hydro-seeding (without mulch admixture), or by broadcasting.
Drill and Hydro-seeding rates shall be the amount specified. Broadcast seeding rates shall be one
and a half times the amount specified. Broadcast seeding shall be raked or chain dragged into the soil
to a depth of approximately one-quarter inch (1/4”) to one-half inch (1/2”).
3. The seeding shall be done in one application crossing the area at right angles to one another to
guarantee even coverage.
4. Protect seeded areas against erosion by uniformly spreading mulch after completion of seeding
operations in accordance with Mulching (M) and Hydraulic Mulching (HM).
Cleanup and protection
1. During stormwater management & reclamation activities, keep pavements clean and work areas in an
orderly condition.
2. Protect well pad, access road, private property, and federal lands from damage due to stormwater
management & reclamation operations, operations by other contractors and trades, and trespassers.
Maintain protection during installation and maintenance periods. Treat, repair, or replace damaged
well pad, access road, private property, and federal lands work as directed.
Maintenance considerations
The frequency of inspections should be in accordance with the SWMP. Vegetation is considered established
when a density of at least 70 percent of pre-disturbance levels has been reached. Seeded areas should be
inspected for failure and any necessary repairs and re-seedings should be made within the same season, if
possible.
References
EnCana Oil & Gas (USA), Inc, Revegetation Manual. Chenoweth & Associates Environmental Consultants.
2007.
Environmental Protection Agency (EPA), National Pollutant Discharge Elimination System (NPDES).
Construction Site Storm Water Runoff Control. Washington, D.C., February, 2003.
<http://cfpub.epa.gov/npdes/stormwater/menuofbmps/con_site.cfm>
Grand River Gathering, LLC RV-4 October 2011
High Mesa Water Park Seeding Specifications. April 2006.
Horizon Environmental Services, Inc, Guidance Document Reasonable and Prudent Practices for Stabilization
(RAPPS) of Oil and Gas Construction Sites. April 2004.
Keller, Gordon, and James Sherar, Low-Volume Roads Engineering, Best Management Practices Field Guide.
United States Department of Agriculture (USDA), Forest Service, US Agency of International
Development (USAID), 2005. <http://www.blm.gov/bmp/field%20guide.htm>
United States Army Corps of Engineers (USACE), Engineering and Design - Handbook for the Preparation of
Storm Water Pollution Prevention Plans for Construction Activities. February 1997.
http://www.usace.army.mil/inet/usace-docs/eng-pamphlets/ep1110-1-16/
Table RV-1
Typical Seeding Guidelines
All slopes accessible to drill seeder and straw crimper
Material Description Quantity
Seed Mix Drill Seeding (twice in perpendicular directions) 20 lbs./acre
SUSTANE 8-2-4 Sustane 8-2-4 (Nylex dlamanna@nilex.com) 1000 lbs./acre
Soluble Humates Soluble Humates (Nylex dlamanna@nilex.com) 1100 lbs./acre
Certified Weed Free Straw Weed Free Crimped Straw 2000 lbs./acre
All slopes accessible to drill seeder
Material Description Quantity
Seed Mix Drill Seeding (installed in perpendicular directions) 20 lbs./acre
SUSTANE 8-2-4 Sustane 8-2-4 (Nylex dlamanna@nilex.com) 1000 lbs./acre
Soluble Humates Soluble Humates (Nylex dlamanna@nilex.com) 1100 lbs./acre
Four wheeler broadcast seeding & tine harrowing
Material Description Quantity
Seed Mix Broadcast Seeded & Tine Harrowed 40 lbs./acre
SUSTANE 8-2-4 Sustane 8-2-4 (Nylex dlamanna@nilex.com) 1000 lbs./acre
Soluble Humates Soluble Humates (Nylex dlamanna@nilex.com) 1100 lbs./acre
Chest broadcast seeding & hand raking
Material Description Quantity
Seed Mix Broadcast Seeded & Hand Raked 40 lbs./acre
SUSTANE 8-2-4 Sustane 8-2-4 (Nylex dlamanna@nilex.com) 1000 lbs./acre
Soluble Humates Soluble Humates (Nylex dlamanna@nilex.com) 1100 lbs./acre
Grand River Gathering, LLC RV-5 October 2011
Table RV-2
Typical Seeding Guidelines if using
Erosion Control Blankets (ECB) or Turf Reinforcement Mats (TRM)
SLOPES 1:1 and/or Greater and Medium to High Concentrated Flows
Material Description Quantity
Seed Mix Seed Hydraulically Applied 50 lbs./acre
Guar Tackifier Guar Tackifier (Nylex dlamanna@nilex.com) 75 lbs./acre
SUSTANE 8-2-4 Sustane 8-2-4 (Nylex dlamanna@nilex.com) 1100 lbs./acre
Soluble Humates Soluble Humates (Nylex dlamanna@nilex.com) 1100 lbs./acre
ECB or TRM Per Table ECB-1 or TRM-1 per spec.
SLOPES 2:1 to 1:1 and Medium Concentrated Flows
Material Description Quantity
Seed Mix Seed Hydraulically Applied 45 lbs./acre
Guar Tackifier Guar Tackifier (Nylex dlamanna@nilex.com) 75 lbs./acre
SUSTANE 8-2-4 Sustane 8-2-4 (Nylex dlamanna@nilex.com) 1100 lbs./acre
Soluble Humates Soluble Humates (Nylex dlamanna@nilex.com) 1100lbs./acre
ECB or TRM Per Table ECB-1 or TRM-1 per spec.
SLOPES 2:1 to 3:1 and Medium Concentrated Flows
Material Description Quantity
Seed Mix Broadcast Seeding 45 lbs./acre
SUSTANE 8-2-4 Sustane 8-2-4 (Nylex dlamanna@nilex.com) 1100 lbs./acre
Soluble Humates Soluble Humates (Nylex dlamanna@nilex.com) 1100 lbs./acre
ECB or TRM Per Table ECB-1 or TRM-1 per spec.
SLOPES 3:1 or less and Low Concentrated Flows
Material Description Quantity
Seed Mix Seed Hydraulically Applied 40 lbs./acre
Guar Tackifier Guar Tackifier (Nylex dlamanna@nilex.com) 40 lbs./acre
SUSTANE 8-2-4 Sustane 8-2-4 (Nylex dlamanna@nilex.com) 1100 lbs./acre
Soluble Humates Soluble Humates (Nylex dlamanna@nilex.com) 1100 lbs./acre
ECB or TRM Per Table ECB-1 or TRM-1 per spec.
SLOPES 3:1 or less and Low Concentrated Flows
Material Description Quantity
Seed Mix Broadcast Seeding 40 lbs./acre
SUSTANE 8-2-4 Sustane 8-2-4 (Nylex dlamanna@nilex.com) 1100 lbs./acre
Soluble Humates Soluble Humates (Nylex dlamanna@nilex.com) 1100 lbs./acre
ECB or TRM Per Table ECB-1 or TRM-1 per spec.
Grand River Gathering, LLC R-1 October 2011
Riprap (R)
Description
Riprap is a permanent, erosion-resistant layer made of stones or boulders. It is intended to stabilize areas
subject to erosion and protect against scour of the soil caused by concentrated, high velocity flows.
Applicability
Riprap can be used for areas subject to erosion or weathering, particularly where conditions prohibit the
establishment of revegetation or where flow velocities exceed 5 ft/sec. Riprap may be used in the following
applications:
• Cut-and-fill slopes
• Channel side slopes and/or bottoms
• Inlets and outlets to sediment traps
• Roadside ditches
Limitations
Riprap is limited by steepness of slope, because slopes greater than 1.5:1 have potential riprap loss due to
erosion and sliding. When working within flowing streams, measures should be taken to prevent excessive
turbidity and erosion during construction. Bypassing base flows or temporarily blocking base flows are two
possible methods.
Design criteria
Gradation
A well-graded mixture of rock sizes should be used instead of one uniform size (with the exception of dry
stacking boulders). 50% by weight should be larger than the specified design size. The diameter of the
largest stone size in such a mixture should be 1.5 times the d50 size with smaller sizes graded down to 1 inch.
When dry stacking up a slope, boulders may be uniform in size or may get gradually smaller as the boulders
are placed up the slope.
Grand River Gathering, LLC R-2 October 2011
Quality
Riprap must be durable so that freeze/thaw cycles do not decompose it in a short time. They should be
angular and not subject to breaking down when exposed to water or weathering. The specific gravity should
be at least 2.5.
Size
The sizes of stones used for riprap protection are determined by purpose and specific site conditions:
1. Slope Stabilization. Riprap stone for slope stabilization not subject to flowing water should be sized
for the proposed grade. The gradient of the slope to be stabilized should be less than the natural
angle of repose of the stone selected. Angles of repose of riprap stones may be estimated from
Figure R-1. Riprap used for surface stabilization of slopes does not add significant resistance to
sliding or slope failure and should not be considered a retaining wall. Slopes approaching 1.5:1 may
require special stability analysis. The inherent stability of the soil must be satisfactory before riprap is
used for surface stabilization.
2. Stream bank Protection. If the shear stress is estimated, riprap stone for stream bank protection can
be selected from the gradations in Table R-1, below. The shear stress can be estimated from the
depth of flow and the channel slope (see note for Table R-1). The riprap should extend 2 feet below
the channel bottom and be keyed into the bank both at the upstream end and downstream end of the
proposed work or reach.
Filter material
Filter material is sometimes used between riprap and the underlying soil surface to prevent soil from moving
through the riprap. Filter cloth material or a layer of sand and/or gravel is usually used for the filter.
The design of a sand/gravel filter blanket is based on the ratio of particle size in the overlying filer material to
that of the base material in accordance with the criteria below. Multiple layers (each a minimum of 6 inches
thick) may be designed to affect a proper filter if necessary. A sand/gravel filter blanket should have the
following relationship for a stable design:
d15 filter
d85 base ≤ 5
d15 filter
5 < d50 base ≤ 40
d50 filter
d50 base ≤ 40
The design of a synthetic filter fabric, which may be used with or in place of gravel filters, is based upon the
following particle size relationships:
1. Filter fabric covering a base containing 50% or less by weight of fine particles (#200 sieve size):
a. d85 base (mm)
EOS*filter fabric (mm) > 1
b. total open area of filter fabric should not exceed 36 %
Grand River Gathering, LLC R-3 October 2011
2. Filter fabric covering other soils:
a. EOS is no larger than 0.21 mm (#70 sieve size)
b. total open area of filter fabric should not exceed 10%
*EOS - Equivalent opening size compared to a U.S. standard sieve size
No filter fabric should have less than 4% open area or an EOS less than U.S. Standard Sieve #100 (0.15 mm).
The permeability of the fabric must be greater than that of the soil. The fabric may be made of woven or non-
woven monofilament yarns and should meet the following minimum requirements:
Thickness 20-60 mils
Grab strength 90-120 lbs
Conform to ASTM D-1682 or ASTM D-177
Construction specifications
See Figure R-2 for riprap slope stabilization and stream bank protection. See Figure R-3 for dry stacking
boulders. See Sediment Trap (ST) for a detail of a riprap lined channel leading into a sediment trap.
1. Subgrade Preparation. Prepare the subgrade for riprap to the required lines and grades shown on the
plans. Compact any fill required in the subgrade to a density approximating that of the undisturbed
material or overfill depressions with riprap. Remove brush, trees, stumps, and other objectionable
material. Cut the subgrade sufficiently deep so that the finished grade of the riprap will be at the
elevation of the surrounding area. Channels should be excavated sufficiently to allow placement of
the riprap in a manner such that the finished inside dimensions and grade of the riprap meet design
specifications.
2. Sand/gravel filter blanket. If using a granular filter, spread filter stone in a uniform layer to the
specified depth. Where more than one layer of filter material is used, spread the layers with minimal
mixing.
3. Synthetic filter fabric. If using a filter fabric, place the cloth directly on the prepared foundation. Where
large stones are to be placed, a 4¬-inch layer of fine sand or gravel is recommended to protect the
filter cloth. Filter fabric is not recommended as a filter on slopes steeper than 2 horizontal to 1 vertical.
4. Stone placement. Place riprap so that it forms dense, well-graded mass of stone with a minimum of
voids. The desired distribution of stones throughout the mass may be obtained by selective loading at
the quarry and controlled dumping during final placement. Place riprap to its full thickness in one
operation. Do not place riprap by dumping through chutes or other methods that cause segregation of
stone sizes. If a filter is used, be careful not to dislodge the underlying base filter or damage the filter
cloth when placing the stones. If damage occurs, remove the riprap and repair filter.
5. The toe of the riprap should be keyed into a stable foundation at its base as shown in Figure R-2 if
required for slope stabilization and stream bank protection. The finished slope should be free of
pockets of small stone or clusters of large stones. Hand placing may be necessary to achieve proper
distribution of stone sizes to produce a relatively smooth, uniform surface. The finished grade of the
riprap should blend with the surrounding area.
Maintenance considerations
The frequency of inspections should be in accordance with the Stormwater Management Plan (SWMP). If
riprap has been damaged or dislodged, repairs should be made to prevent a progressive failure. If repairs are
needed repeatedly at one location, the site should be evaluated to determine if the original design conditions
have changed. Channel obstructions such as trees and sediment bars can change flow patterns and cause
erosive forces that may damage riprap. Control of weed and brush growth may be needed in some locations.
Grand River Gathering, LLC R-4 October 2011
Removal
Riprap is generally not removed.
References
Environmental Protection Agency (EPA), National Pollutant Discharge Elimination System (NPDES).
Construction Site Storm Water Runoff Control. Washington, D.C., February, 2003.
<http://cfpub.epa.gov/npdes/stormwater/menuofbmps/con_site.cfm>
New York State Department of Environmental Conservation, New York Guidelines for Urban Erosion and
Sediment Control. New York. Fourth Edition, 1997.
<http://www.dec.state.ny.us/website/dow/toolbox/escstandards>
Table R-1
Riprap Gradations
Unit shear stress (Ib/ft2) D50 dmax
Minimum blanket
thickness (inches)
0.67 2 4 6
2 6 9 14
3 9 14 20
4 12 18 27
5 15 22 32
6 18 27 32
7.8 21 32 38
8 24 36 43
Unit shear stress calculated as T=y*d*s where:
T = shear stress in Ib/ft2
y = unit weight of water, 62.4 Ib/ft2
d = flow depth in ft
s = channel gradient in ft/ft
Figure R-1
Angles of Repose of Riprap Stones
Grand River Gathering, LLC R-5 October 2011
Figure R-2
Typical Riprap Slope Protection Detail
Figure R-3
Typical Boulder Drystack Detail
Grand River Gathering, LLC SS-1 October 2011
Soil Stabilizers (SS)
Description
Soil stabilizers (also known as soil binders) consist of stabilizing emulsions that are applied directly to the
surface of disturbed soil to temporarily reduce soil erosion. Soil binders are categorized as:
• Short-lived plant-based materials
• Long-lived plant-based materials
• Polymeric emulsion blends (acrylic polymers)
• Cementitious-based binders
Applicability
Soil binders are used on bare soil areas where vegetation may not be desired (such as near compressor
stations) in order to reduce soil loss. Soil binders are also suitable for use on stockpiles.
Limitations
• Soil binders are a temporary measure.
• Product must be reapplied 6-12 months after initial application.
• Soil binders may not be compatible with certain soils.
• Runoff can penetrate a treated area at the top of a slope, undercut the treated soil, and cause
spot failures by discharging at a point further down the slope.
• Performance depends on temperature, humidity, and traffic across treated areas.
Design criteria
No formal design is required.
Construction specifications
1. Soil binder must be non-toxic to plant and animal life. Some examples include Guar, Starch, Pitch
& Rosin Emulsion, Liquid Polymers of Methacrylates & Acrylates, and Gypsum. However, many
others are available and may be used. Select a soil binder that is appropriate for the region, use
and soil type.
2. Soil binder is typically mixed in a water truck or hydroseeder and applied in a liquid state. Use
emulsion formulas for applications with water trucks.
Grand River Gathering, LLC SS-2 October 2011
3. Apply soil binder over a roughened soil surface on slopes not greater than 1H:1V. Do not apply
immediately before or during a rain event or where standing water is present.
4. Soil binder can be applied in combination with organic fertilizers and humates, if desired.
Maintenance considerations
The frequency of inspections should be in accordance with the Stormwater Management Plan (SWMP).
Inspect for rill erosion and reapply soil binder if necessary, usually every 6 to 12 months or when the surface
has been disturbed.
References
Colorado Department of Transportation (CDOT), Erosion Control and Stormwater Quality Guide. 2002.
http://www.dot.state.co.us/environmental/envWaterQual/wqms4.asp
California Stormwater Quality Association, Stormwater Best Management Practice (BMP) Handbook –
Construction. January, 2003. <http://www.cabmphandbooks.com/Construction.asp>
Grand River Gathering, LLC SP-1 October 2011
Stockpiling (SP) – Topsoil and Subsoil
Description
Stockpiling during construction of well pads involves the removal and stockpiling of all surface soil materials
(topsoil) from the entire cut and fill area for later reuse during interim and final reclamation. Topsoil provides a
planting and growth medium that is more desirable than deeper subsoils for use during reclamation and
revegetation activities. If there is an excess of cut material, however, subsoil may als7o be stockpiled.
Stockpiling during construction of roads involves the removal and temporary stockpiling of all surface soil
materials (topsoil) from the entire cut and fill area for reuse along cut and fill slopes and roadside ditches. This
helps to reduce the loss of forage, habitat, and sediment, decreases maintenance costs, and helps maintain
the scenic quality. If there is an excess of cut material, subsoil may also be stockpiled.
Applicability
Stockpiling applies for the construction of all well pads, roads, pipelines, and any other construction activity
where soil is disturbed and later revegetated.
Limitations
• Stockpiling increases the overall area of disturbance at a site.
• Stockpiles often require revegetation and also require other erosion and sediment controls
during the establishment of vegetation such as silt fences or diversions.
Design criteria
No formal design is required.
Construction specifications
Location
1. Locate the stockpile so that it meets specifications and does not interfere with work on the site.
2. Stockpiles should be located and protected so that wind and water erosion are minimized and
reclamation potential is maximized.
3. Stockpiles located down slope of a well pad will serve as tertiary spill containment and a reservoir
during storm events. See Figure SP-1.
4. Stockpiles located upslope of a well pad will serve as a berm to divert surface runoff around the
site and to a stabilized outlet. See Figure SP-2.
5. During the installation of pipelines, soil will be stockpiled according to Figure SP-3.
Grand River Gathering, LLC SP-2 October 2011
Stripping and excavation
1. All perimeter stormwater controls shall be in place prior to stripping topsoil or excavating subsoil.
2. Stripping shall be confined to the immediate construction areas.
3. The depth of topsoil to be stripped and stockpiled should be determined during an on-site
inspection prior to the start of any excavation activity, but is commonly 4 to 6-inches.
Stockpiling
1. Soil shall be stockpiled in such a manner that natural drainage is not obstructed and no off-site
sediment damage shall result.
2. Keep topsoil segregated and stored separately from subsoil materials to avoid mixing during
construction, storage, and interim reclamation. Never place subsoil materials on top of topsoil
material.
3. Side slopes of the stockpile shall not exceed 2:1.
4. Stockpiles should be tracked according to Surface Roughening (SR) and stabilized to prevent
erosion and off-site sedimentation. Perimeter controls shall be placed around the stockpile
immediately. This may involve a diversion to route sediment laden runoff to a stabilized outlet, a
silt fence to capture sediments, or any other applicable stormwater perimeter control.
Revegetation of the stockpile, according to Revegetation (RV), can help reduce erosion as well as
maintain its biological viability.
Topsoiling during reclamation
Part of the reclamation process involves salvaging and reusing all available topsoil to spread over disturbed
areas prior to revegetation. Reclamation measures should begin as soon as possible after the disturbance
and continue until successful reclamation is achieved.
1. Well pads – interim reclamation – Minimize the footprint of disturbance by reclaiming all
portions of the well site not needed for production operations. Respread topsoil over areas not
needed for operations prior to revegetation.
2. Well pads – final reclamation – Where the topography is flat and it is, therefore, unnecessary to
recontour the well location at the time of final reclamation, the operator should set aside sufficient
topsoil for final reclamation of the small, unreclaimed area around the wellhead. On sloped
ground, during final reclamation, the topsoil and interim vegetation must be restripped from
portions of the site that are not at the original contour, the well pad recontoured, and the topsoil
respread over the entire disturbed site to ensure successful revegetation.
3. Roads – interim reclamation – Reclaim portions of the road not needed for vehicle travel
wherever possible by covering cut slopes, fill slopes, and borrow ditches with topsoil salvaged
during road construction prior to revegetation.
4. Pipelines – final reclamation – Reclaim disturbed area on completion of pipeline installation.
The stripped topsoil shall be respread over the entire ROW to ensure successful revegetation.
Maintenance considerations
The frequency of inspections should be in accordance with the Stormwater Management Plan (SWMP).
Inspect for rills and other evidence of stockpile erosion. Also inspect perimeter stormwater controls in
accordance with the appropriate BMP.
Grand River Gathering, LLC SP-3 October 2011
Removal
Stockpiles may be removed when the site is ready for interim or final reclamation.
References
United States Army Corps of Engineers (USACE), Engineering and Design - Handbook for the Preparation of
Storm Water Pollution Prevention Plans for Construction Activities. February 1997.
<http://www.usace.army.mil/inet/usace-docs/eng-pamphlets/ep1110-1-16/>
United States Department of the Interior and United States Department of Agriculture. Surface Operating
Standards and Guidelines for Oil and Gas Exploration and Development “Gold Book.” BLM/WO/ST-
06/021+3071. Bureau of Land Management (BLM). Denver, Colorado. Fourth Edition, 2006.
Figure SP-1
Topsoil Stockpile – Located Below Well Pad
Grand River Gathering, LLC SP-4 October 2011
Figure SP-2
Topsoil Stockpile – Located above Well Pad
Figure SP-3
Topsoil Stockpile for Pipeline Installation
Grand River Gathering SR-1 October 2011
Surface Roughening (SR)
Corrugating Tracking
Minibenching
Description
Surface (soil) roughening is a temporary erosion control practice often used in conjunction with grading. Soil
roughening involves increasing the relief of a bare soil surface using construction equipment. Slopes that are
not fine graded and that are left in a roughened condition can reduce erosion. Soil roughening reduces runoff
velocity, increases infiltration, reduces erosion, traps sediment, and prepares the soil for seeding and planting
by giving seed an opportunity to take hold and grow. The following types of soil roughening are discussed in
this BMP:
• Corrugating
• Tracking
• Minibenching
Applicability
Soil roughening is most effective for areas of 1 acre or less, and works well for the following applications:
• Any slope, but particularly fill slopes greater than 3:1
• Areas with highly erodible soils
• Soils that are frequently disturbed
• Prior to application of permanent or temporary seeding
Grand River Gathering SR-2 October 2011
Limitations
• Soil roughening is not appropriate for rocky slopes.
• Soil compaction might occur when roughening with tracked machinery.
• Soil roughening is of limited effectiveness in anything more than a gentle or shallow depth rain.
• If roughening is washed away in a heavy storm, the surface will have to be re-roughened and new
seed laid.
Design criteria
No formal design required. However, the selection of the appropriate method (corrugating or tracking)
depends on the type of slope. Steepness, mowing requirements, and/or a cut or fill slope operation are all
factors considered in choosing a roughening method.
Construction specifications
To slow erosion, roughening should be done as soon as possible after grading activities have ceased
(temporarily or permanently) in an area. All cut and fill slopes should be roughened wherever possible. Do not
blade or scrape the final fill slope face. Excessive compacting of the soil surface should be avoided during
roughening, and areas should be seeded as quickly as possible after roughening is complete.
Corrugating
Corrugating (Figure SR-1) uses machinery to create a series of ridges and depressions that run across the
slope on the contour. Groove using any appropriate implement that can be safely operated on the slope, such
as disks, tillers, spring harrows, or the teeth of a front-end loader bucket. Do not make the grooves less than
3 inches deep or more than 15 inches apart.
Tracking
Tracking is the most common method of soil roughening and is sometimes used as a method to hold down
mulch. However, tracking is generally not as effective as corrugating. Tracking should be used primarily in
sandy soils to avoid undue compaction of the soil surface. Operate tracked machinery up and down the slope
to leave horizontal depressions in the soil (Figure SR-2). Do not back-blade during the final grading operation.
Minibenching
Benches shall be constructed on an even contour line. Benches shall be constructed approximately 2 feet
deep and according to Figure SR-3.
Maintenance considerations
The frequency of inspections should be in accordance with the Stormwater Management Plan. Roughening
might need to be repeated after storm events. Inspections of roughened slopes will indicate where additional
erosion and sediment control measures are needed. If rills appear, they should be filled, graded again, and
reseeded as soon as possible. Proper dust control methods should be used.
References
Environmental Protection Agency (EPA), National Pollutant Discharge Elimination System (NPDES).
Construction Site Storm Water Runoff Control. Washington, D.C., February, 2003.
<http://cfpub.epa.gov/npdes/stormwater/menuofbmps/con_site.cfm>
Horizon Environmental Services, Inc, Guidance Document Reasonable and Prudent Practices for Stabilization
(RAPPS) of Oil and Gas Construction Sites. April 2004.
Grand River Gathering SR-3 October 2011
New York State Department of Environmental Conservation, New York Guidelines for Urban Erosion and
Sediment Control. New York. Fourth Edition, 1997.
<http://www.dec.state.ny.us/website/dow/toolbox/escstandards>
Figure SR-1
Corrugating
Figure SR-2
Tracking
Grand River Gathering SR-4 October 2011
Figure SR-3
Minibenching
Grand River Gathering, LLC T-1 October 2011
Terracing (T)
Description
Terraces (also called benches or contour trenches) are properly spaced along a cut or fill slope and made of
either earthen embankments, ridge and channel systems, or are cut directly into a rock face of a cut slope.
Terraces are often constructed with an adequate grade to promote drainage to a stabilized outlet. Terraces
reduce damage from erosion by collecting and redistributing surface runoff to stable outlets at slower speeds
and by decreasing the distance of overland runoff flow. They also surpass smooth slopes in holding moisture
and help to minimize sediment loading of surface runoff. When terraces are constructed into steep bedrock
faces they help to stabilize the slope by catching loose rocks and other material which may fall from above.
Applicability
Terraces are most effective for areas less than 10 acres in size and, are suitable for the following applications:
• Areas with an existing or expected water erosion problem and no vegetation.
• Cut or fill slopes greater than 5 feet in height, which are not part of a trench or excavation.
• Graded areas with smooth hard surfaces or any cleared area prior to seeding.
• Where the length of slopes need to be shortened by terracing.
• On steep rock walls, particularly those greater than 60 feet in height.
Limitations
• Terraces are not appropriate for use on sandy or shallow soils.
• If too much water permeates the soil in a terrace system, sloughing could occur, and cut and fill
costs could increase substantially.
Design criteria
The design of terraces should be determined by a civil engineer based upon actual site conditions.
Grand River Gathering, LLC T-2 October 2011
Construction specifications
In the absence of a specific design, terraces may be constructed according to Figure T-1 for cut slopes and
Figure T-2 for fill slopes.
1. Construct diversion ditches at the top of the slope (if necessary for large upslope drainage areas)
to prevent or reduce surface water from running down the slope face.
2. The upper terrace should begin immediately below the top of the fill slope. Continue constructing
terraces down to the toe of the slope. Terraces shall be a minimum of 6 feet wide. However, a
minimum width of 8 feet is ideal so that a crimper has access for mulching.
3. Terraces must drain to a stabilized outlet, such as a stabilized waterway, vegetated area, or other
suitable outlet. Slope drains (Slope Drain (SD)) may be needed to convey surface runoff from the
terraces or benches to the toe of the slope without causing erosion. Analysis of the local site
conditions should determine the needed outlets.
4. Remove the loose material that collects at the end of terraces or benches and blend the ends of
each terrace or bench into the natural ground surface.
5. Stabilize or revegetate the slope with methods applicable to the particular site.
For terraces constructed into high rock walls of cut slopes, the vertical spacing may be anywhere from 10
to 100 feet and the width anywhere from 6 to 100 feet, as determined by a civil engineer.
Maintenance considerations
The frequency of inspections should be in accordance with the Stormwater Management Plan. Maintain
terrace ridge height and outlet elevations. Remove sediment that has accumulated in the terrace to maintain
capacity and a positive channel grade. If excessive seepage or surface runoff is a problem, control the
seepage/runoff with appropriate drainage facilities. Take prompt action as needed to ensure proper drainage
and slope stability. Repair rills and reseed damaged areas as they develop. Substantial maintenance of the
newly planted or seeded vegetation may be required.
References
City of Knoxville, Stormwater Engineering, Knoxville BMP Manual - Best Management Practices. July 2003.
http://www.ci.knoxville.tn.us/engineering
Environmental Protection Agency (EPA), National Pollutant Discharge Elimination System (NPDES).
Construction Site Storm Water Runoff Control. Washington, D.C., February, 2003.
<http://cfpub.epa.gov/npdes/stormwater/menuofbmps/con_site.cfm>
United States Department of Agriculture (USDA), Natural Resources Conservation Service (NRCS), Field
Office Technical Guide. 2002. <www.nrcs.usda.gov/technical/efotg>
Grand River Gathering, LLC T-3 October 2011
Figure T-1
Terracing – Cut Slopes
Figure T-2
Terracing – Fill Slopes
Grand River Gathering, LLC TRM-1 October 2011
Turf Reinforcement Mat (TRM)
Description
A turf reinforcement mat (TRM) is a rolled permanent erosion control product composed of UV-stabilized, non-
degradable, synthetic materials (which may include an organic, biodegradable fiber component) processed
into a three-dimensional matrix. TRMs are typically installed in ditches, swales, channels, and slopes where
design discharges exert velocities and shear stresses that exceed the limits of mature, natural vegetation to
prevent erosion.
Applicability
TRMs may be used in the following applications:
• To control erosion on steep slopes and to promote the establishment of vegetation.
• To stabilize channels against erosion from concentrated flows.
• Used in transition areas before and after hard armor (i.e., riprap, concrete, asphalt etc.) to provide
for stable and non-erosive transition.
• May be used on slopes steeper than 1:1.
Limitations
• In an unvegetated state, velocities should not exceed 14 ft/sec maximum or the limitations
provided by the manufacturer.
• In a vegetated state, velocities should not exceed 25 ft/sec maximum or the limitations provided
by the manufacturer.
• Maximum slope is dictated by the soil stability and above referenced limited velocity and shear
stress limitations.
• Soils must be conducive to the establishment of vegetation.
Design criteria
No formal design is required.
Grand River Gathering, LLC TRM-2 October 2011
Construction specifications
1. All vegetation, roots, rocks, and other objectionable material shall be removed and disposed of so
as not to create loss of soil contact by the TRM when installed.
2. Select the appropriate TRM. North American Green Products are listed in Table TRM-1.
However, other products, such as Green Armor (www.greenarmorsystem.com) may also be used.
Site specifics shall dictate TRM use.
3. Select the appropriate seed mix according to Revegetation (RV). Apply seed prior to fabric
installation for stabilization of construction sites.
4. Installation of the blankets shall be in accordance with the manufacturer’s recommendations and
according to Figure TRM-1. For blankets being placed in channels, the fabric should be rolled out
parallel to the channel if the width is sufficient to cover the entire width of the channel. The fabric
needs to be in continuous contact with exposed soil.
5. Pins or staples shall be made of wire 0.162-inch or larger in diameter. “U” shaped staples shall
have legs 8” long, and a 1” crown. “T” shaped pins shall have a minimum length of 8”. The bar of
the “T” shall be at least 4” long. Triangular survey stakes can also be used.
Maintenance considerations
The frequency of inspections should be in accordance with the Stormwater Management Plan. Inspections
should determine if cracks, tears, or breaches have formed in the fabric. If the effectiveness of the BMP has
been reduced, the fabric should be repaired or replaced immediately. Re-anchor loosened matting and
replace missing matting and staples as required. It is necessary to maintain contact between the ground and
the blanket at all times. Trapped sediment should be removed after each storm event.
References
Colorado Department of Transportation (CDOT), Erosion Control and Stormwater Quality Guide. 2002.
http://www.dot.state.co.us/environmental/envWaterQual/wqms4.asp
Environmental Protection Agency (EPA), National Pollutant Discharge Elimination System (NPDES).
Construction Site Storm Water Runoff Control. Washington, D.C., February, 2003.
<http://cfpub.epa.gov/npdes/stormwater/menuofbmps/con_site.cfm>
Horizon Environmental Services, Inc, Guidance Document Reasonable and Prudent Practices for Stabilization
(RAPPS) of Oil and Gas Construction Sites. April 2004.
Keller, Gordon, and James Sherar, Low-Volume Roads Engineering, Best Management Practices Field Guide.
United States Department of Agriculture (USDA), Forest Service, US Agency of International
Development (USAID), 2005. <http://www.blm.gov/bmp/field%20guide.htm>
North American Green, 2004. http://www.nagreen.com
Grand River Gathering, LLC TRM-3 October 2011
Table TRM-1
Suggested Blanket Types
Description (North American Green Product #) Longevity Applications Max. Flow
Velocity
(feet/sec.)
Three UV Stable Nets
Top Net 5 Ib. Black
Corrugated Center Net 24 Ib. Black
Bottom Net 5 Ib. Black
70% Straw / 30% Coconut Matrix Material (SC250)
24 month grow-
in period
1:1 & Greater
Slopes
Medium to
High Flow
Channels
9.5 (unveg.)
15 (veg.)
Three UV Stable Nets
Top Net 8 Ib. Black
Corrugated Center Net 24 Ib. Black
Bottom Net 8 Ib. Black
100% Coconut Fiber Matrix Material (C350)
36 month grow-
in period
1:1 & Greater
Slopes
High Flow
Channels
10.5 (unveg.)
20 (veg.)
Three UV Stable Nets
Top Net 24 Ib. Black
Corrugated Center Net 24 Ib. Black
Bottom Net 24 Ib. Black
100% Polypropylene Fiber Matrix Material (P550)
36 month grow-
in period or
when sparse
vegetation
stand is
expected
1:1 & Greater
Slopes
Extreme High
Flow
Channels
12.5 (unveg.)
25 (veg.)
Grand River Gathering, LLC TRM-4 October 2011
Figure TRM-1
Turf Reinforcement Mat Installation
Bury upslope end of b lanket in
trench 6" deep by 6" wide
anchored in trench
0 Use a 6" overlap wherever one roll
of blanket ends and anolher begins.
If possible, purchase blanket with a width that is
wide enough to reach all the way across the
channel. Place b lanket parallel to the direction
of flow. Do not join strips in the center of ditch.
Use check slots as required .
NOT TO SCALE
Use a 4" min. overlay wherever two
widths of b lanket are applied side
by side.
Staple pattern: Minimum 3 per
square ya rd.
anchored in trench
Check slots should be made every 18'. l nserl a fold of lhe blanket
into a trench 6" wide by 6" deep and tamp firmly. Lay the blanket
smoothly or the surface of lhe soil. Do not slretch the blanket, and
do not allow wrinkles. Install staple 20" on center in trench.
anchored in trench
Blanket fab ric
anchored in trench
Place blanket parallel to the
direction of flow and anchor
securely. Bring blanket to a
level area before terminating
the installation.
Grand River Gathering, LLC VB-1 October 2011
Vegetated Buffer (VB)
Description
Vegetated buffers (also known as vegetated filter strips) are areas of either natural or established vegetation
that are maintained to protect the water quality of neighboring areas. Buffers reduce the velocity of stormwater
runoff, provide an area for the runoff to permeate the soil, contribute to groundwater recharge, and act as filters
to catch sediment. The reduction in velocity also helps to prevent soil erosion.
The use of existing natural vegetation is preferred over newly established vegetation for the following reasons:
• Can process higher quantities of stormwater runoff than newly seeded areas.
• Does not require time to establish.
• Has a higher filtering capacity than newly planted vegetation because aboveground and root
structures are typically denser.
• Reduces stormwater runoff by intercepting rainfall, promoting infiltration, and lowering the water table
through transpiration.
• Provides a fully developed habitat for wildlife.
Applicability
Vegetated buffers can be used in any area that is able to support vegetation but they are most effective and
beneficial on floodplains, near wetlands, along streambanks, and as stabilized outlets to runoff controls such
as diversions, water bars, or culverts. Buffers are also effective in separating land use areas that are not
compatible and in protecting wetlands or water bodies by displacing activities that might be potential sources
of non-point source pollution.
Grand River Gathering, LLC VB-2 October 2011
Limitations
• Vegetated buffers require plant growth before they can be effective, and land on which to plant the
vegetation must be available.
• Although vegetated buffers help to protect water quality, they usually do not effectively counteract
concentrated stormwater flows to neighboring or downstream wetlands.
Design criteria
No formal design is required.
Construction specifications
1. Buffer widths should be determined after careful consideration of slope, vegetation, soils, depth to
impermeable layers, runoff sediment characteristics, type and quantity of stormwater pollutants,
and annual rainfall. Buffer widths should increase as slope increases.
2. Zones of vegetation (native vegetation in particular), including grasses, deciduous and evergreen
shrubs, and understory and overstory trees, should be intermixed.
3. Fertilizing seeded or planted ground may enhance growth (and improve its effectiveness as a
buffer).
4. When using naturally vegetated areas, vegetation should be marked for preservation before
clearing activities begin. Barriers may be used to prevent the approach of equipment within
protected areas.
5. Direct sediment-laden water onto the naturally vegetated or stabilized planted ground.
6. Do not place any equipment, construction debris, or extra soil in the buffer area.
Maintenance considerations
The frequency of inspections should be in accordance with the Stormwater Management Plan. Keeping
vegetation healthy in a recently established buffer requires routine maintenance, which (depending on species,
soil types, and climatic conditions) may include weed control, fertilizing, liming, and irrigating. Once
established or if using a naturally vegetated area, buffers do not require much maintenance beyond repairing
or replacing damaged vegetation. Inspections should focus on encroachment, gully erosion, density of
vegetation, evidence of concentrated flows through the areas, and any damage from foot or vehicular traffic. If
there is more than 6 inches of sediment in one place, it should be removed.
Removal
During final site cleanup, any barriers placed around preserved natural areas should be removed.
References
Environmental Protection Agency (EPA), National Pollutant Discharge Elimination System (NPDES).
Construction Site Storm Water Runoff Control. Washington, D.C., February, 2003.
<http://cfpub.epa.gov/npdes/stormwater/menuofbmps/con_site.cfm>
Grand River Gathering, LLC W-1 October 2011
Wattles (W)
Description
A wattle (also called a fiber roll) consists of straw, flax, or other similar materials bound into a tight tubular roll.
Excelsior log (aspen fiber) is the preferred wattle. When wattles are placed at the toe and on the face of
slopes, they intercept runoff, reduce its flow velocity, release the runoff as sheet flow, and provide removal of
sediment from the runoff. By interrupting the length of a slope, fiber rolls can also reduce erosion.
Applicability
Wattles may be suitable:
• As slope breakers along the toe, top, face, and at grade breaks of exposed and erodible slopes to
shorten slope length, reduce runoff velocity, and spread runoff as sheet flow
• At the end of a downward slope where it transitions to a steeper slope
• Along the perimeter of a project
• At the overflow locations of sediment traps
• As check dams in unlined ditches
• Around temporary stockpiles
Limitations
• Wattles are not effective unless trenched.
• Wattles placed directly at the toe of slopes greater than 5:1 (H:V) should be a minimum of 20-in.
diameter or installations achieving the same protection (i.e. stacked smaller diameter wattles, etc.).
• Difficult to move once saturated.
• If not properly staked and trenched in, wattles could be transported by high flows.
• Wattles have a very limited sediment capture zone.
• Wattles should not be used on slopes subject to creep, slumping, or landslide.
• Wattles should not be used where periodic road or surface maintenance activities are expected.
Design criteria
No formal design is required.
Grand River Gathering, LLC W-2 October 2011
Construction specifications
Wattles should be either prefabricated rolls or rolled tubes of erosion control blanket. (If using an erosion
control blanket, roll the length of erosion control blanket into a tube of minimum 8 in. diameter and bind roll at
each end and every 4 ft along length of roll with jute-type twine.)
See Figure W-1 for wattles used to control erosion along slopes.
1. Locate wattles on level contours spaced as follows:
a. Slope inclination of 4:1 (H:V) or flatter: Fiber rolls should be placed at a maximum interval of
20 ft.
b. Slope inclination between 4:1 and 2:1 (H:V): Fiber Rolls should be placed at a maximum
interval of 15 ft. (a closer spacing is more effective).
c. Slope inclination 2:1 (H:V) or greater: Fiber Rolls should be placed at a maximum interval of 10
ft. (a closer spacing is more effective).
2. Turn the ends of the wattles up slope to prevent runoff from going around the roll.
3. Stake wattles into a 2 to 4 in. deep trench with a width equal to the diameter of the wattle. Drive
stakes at the end of each wattle and spaced 4 ft maximum on center. If wattles are part of a layered
BMP system (3 or more) and a vegetated buffer (VB) is used, the wattles may be staked without
trenching. Staking must insure continuous contact with the ground.
4. If more than one wattle is placed in a row, the rolls should be overlapped, not abutted.
Maintenance considerations
The frequency of inspections should be in accordance with the Stormwater Management Plan. Repair or
replace split, torn, unraveling, or slumping rolls. If the wattle is used as a sediment capture device, or as an
erosion control device to maintain sheet flows, sediment that accumulates must be periodically removed in
order to maintain wattle effectiveness. Sediment should be removed when sediment accumulation reaches
one-half the designated sediment storage depth, usually one-half the distance between the top of the wattle
and the adjacent ground surface.
Removal
Wattles are typically left in place. If wattles are removed, collect and dispose of sediment accumulation, and fill
and compact holes, trenches, depressions or any other ground disturbance to blend with adjacent ground.
References
California Stormwater Quality Association, Stormwater Best Management Practice (BMP) Handbook –
Construction. January, 2003. <http://www.cabmphandbooks.com/Construction.asp>
Grand River Gathering, LLC W-3 October 2011
Figure W-1
Wattle Installation
I NOT TO SCALE
Install wattle near
slope where it
transitions into
steeper s lope
2" min.
4" max.
WattleS" min.
Note: Install wattle along a level contour.
Extend end of wattle upslope to_j
avoid now around end.
Grand River Gathering, LLC October 2011
Drainage Control BMPs
Berm (B)
Culvert (C)
Culvert Inlet Protection (CIP)
Culvert Outlet Protection (COP)
Diversion (D)
Drainage Dip (DD)
Level Spreader (LS)
Roadside Ditches (RSD) and Turnouts (TO)
Run-On Diversion (ROD)
Slope Drain (SD)
Trench Breaker (TB)
Water Bar (WB)
Grand River Gathering, LLC B-1 October 2011
Berm (B)
Description
A berm is a ridge of compacted soil located at the top or base of a sloping disturbed area to contain or divert
surface runoff. Berms may be constructed from either excavated topsoil or subsoil.
The purpose of a berm is to control runoff velocity, divert on-site surface runoff to a sediment trapping device,
and/or divert clean water away from disturbed areas.
Applicability
Berms are usually appropriate for drainage basins smaller than 5 acres, but with modifications they can be
capable of servicing areas as large as 10 acres. With regular maintenance, earthen berms have a useful life
span of approximately 18 months. Berms are applicable for the following applications:
• At the perimeter of a well pad (particularly the outer edge) to ensure that runoff remains on the pad
and is diverted to a well pad detention pond, if available. See Detention Pond (DP).
• Along the outside shoulder of an insloped road to ensure that runoff from the roadway drains inward
and to protect the fill slope from continual disturbances during road blading and maintaining. See
Land Grading (LG) – Roads.
• Upslope of cut or fill slopes to divert flows away from disturbed areas.
• Downslope of cut or fill slopes to divert on-site runoff to a stabilized outlet or sediment trapping device,
although diversions are more commonly used for this application. See Diversion (D).
• As temporary slope breakers to reduce runoff velocity and divert water off the construction right-of-
way.
Limitations
• Berms may erode if not properly compacted and stabilized with vegetation or an erosion control
blanket. Berms which are adjacent to concentrated flows will require erosion blanketing according to
Erosion Control Blanket (ECB).
• If a berm crosses a vehicle roadway or entrance, its effectiveness can be reduced. Wherever
possible, berms should be designed to avoid crossing vehicle pathways.
Design criteria
No formal design is required.
Grand River Gathering, LLC B-2 October 2011
Construction specifications
1. Prior to berm construction, remove all trees, brush, stumps, and other objects in the path of the berm
and till the base of the berm before laying the fill. Fill may consist of topsoil or subsoil excavated
during the construction of nearby roads or well pads. If fill material is excavated adjacent to berm,
follow the specification for Diversion (D).
2. Construct the berm according to Figure B-1 for the appropriate drainage area. For points where
vehicles will cross the berm, the side slope should be no steeper than 3:1 and the mound may be
constructed of gravel rather than soil. This will prolong the life of the berm and increase effectiveness
at the point of vehicle crossing. For well pad perimeter installation the pad side of the berm should be
sloped at 1.5:1 to help prevent vehicles from backing over the edge of the pad.
3. To remain effective, berms should be compacted with tracked equipment, if possible.
4. All berms shall have positive drainage to a stabilized outlet so that runoff does not collect in ponds on
the upslope side of the berm, but instead flows along the berm until it reaches a stabilized outlet. Field
location should be adjusted as needed. Stabilized outlet may be a well-vegetated area, a well pad
detention pond, or a sediment control such as a silt fence or a sediment trap where sediment can
settle out of the runoff before being discharged to surface waters.
5. If the expected life span of the berm is greater than 15 days, it is strongly recommended that the berm
be stabilized with vegetation or an erosion control blanket immediately after construction. Stabilization
is required where concentrated flows are expected. See Table B-1 for recommended stabilization
methods for berms on various slopes.
6. Berms should be constructed and fully stabilized prior to commencement of major upslope land
disturbance. This will maximize the effectiveness of the structure as a stormwater control device.
7. If using berms as temporary slope breakers to reduce runoff velocity, space the berms according to
the following table:
Slope (%) Spacing (feet)
5 – 15 300
>15 – 30 200
>30 100
Maintenance considerations
The frequency of inspections should be in accordance with the Stormwater Management Plan. Berms should
be inspected for evidence of erosion or deterioration to ensure continued effectiveness. Berms should also be
maintained at the original height. Any decrease in height due to settling or erosion, which impacts the
effectiveness of the BMP, should be repaired immediately.
Removal
Berms should remain in place and in good condition until all upslope disturbed areas are permanently
stabilized. There is no need to formally remove the berm on completion of stabilization until interim or final
reclamation.
Grand River Gathering, LLC B-3 October 2011
References
Environmental Protection Agency (EPA), National Pollutant Discharge Elimination System (NPDES).
Construction Site Storm Water Runoff Control. Washington, D.C., February, 2003.
<http://cfpub.epa.gov/npdes/stormwater/menuofbmps/con_site.cfm>
New York State Department of Environmental Conservation, New York Guidelines for Urban Erosion and
Sediment Control. New York. Fourth Edition, 1997.
http://www.dec.state.ny.us/website/dow/toolbox/escstandards
Table B-1
Temporary Berm Stabilization
Type of Treatment Channel Grade1 A (<5 Ac.) B (5-10 Ac)
1 0.5-3.0% Seed & Straw Mulch Seed & Straw Mulch
2 3.0-5.0% Seed & Straw Mulch Seed and cover with
erosion control blanket,
or lined with 2-inch stone
3 5.0-8.0% Seed and cover with
erosion control blanket,
or line with 2-inch stone
Line with 4 to 8-inch
stone or rock2
4 8.0-20.0% Line with 4 to 8-inch or
stone or rock2
Engineering Design
Notes:
1 In highly erodible soils, as defined by the local approving agency, refer to the next higher slope grade for
type of stabilization.
2 Site rock if available, shall be broken into the required size.
Grand River Gathering, LLC B-4 October 2011
Figure B-1
Berm Installation
TYPE A· GENERAL SITE PERIMETER INSTALLATION
Cut or Fill Slope
Stabilization as required (see ta ble). On
steep slopes excavate to provide
required ft ow w idth at ft ow depth.
NOT TO SCALE
Note: Slope berm 0.5% to 20% to
stabilize outlet.
A · BERM HEIGHT
B -BERM WIDTH
C • FLOW WIDTH
0 -FLOW DEPTH
TYPE B -WELL PAD PERIMETER INSTALLATION
BERM A BERMS
(<5ac) (5-IOac)
18 in. 36in.
24 in. 36in.
46 in. 60in.
S in. 15in.
Max. Fill (Topsoil or Subsoil)
Stabilization as required (see table).
NOT TO SCALE
Note: Slope berm 0.5% to 10% to
detention pond.
Stabilization as
required (see table).
Fill Slope
NOT TO SCALE
TYPE C-ROADSIDE INSTALLATION
Fill (Topsoil or Subsoil)
Flow q
Grand River Gathering, LLC C-1 October 2011
Culvert (C)
Description
Culverts are typically concrete, steel, aluminum, or plastic pipe used to move ditch water under the road or to
direct stream flow under the road or construction area.
Applicability
Culverts are ideal on road grades less than 15%. For grades over 15%, it is difficult to slow down the water or
remove it from the road surface rapidly. On such steep grades, it is best to use frequently spaced relief
culverts and drainage crossing culverts with armored ditches. Culverts may be used in the following
applications:
• As drainage crossing culverts in streams and gullies to allow normal drainage to flow under the
traveled way.
• As ditch relief culverts to periodically relieve the inside ditch line flow by piping water to the opposite
side of the road where the flow can be dispersed away from the roadway. Culverts placed in natural
drainages may be utilized for ditch relief.
Limitations
• If undersized, culverts are susceptible to plugging and require cleaning.
• Culverts will not filter sediment.
• Culverts are easily crushed if not properly designed.
Design criteria
Capacity
All culverts should be designed for a minimum 25-year-frequency storm with an allowable head that does not
overlap the roadway. However, the minimum acceptable size culvert diameter to prevent failure from debris
blockage is 18 inches for intermittent stream crossings and 36 inches for perennial stream crossings. Pipe
size can be determined using general design criteria, such as in Table C-1, but is ideally based upon site-
specific hydrologic analysis.
Grand River Gathering, LLC C-2 October 2011
Depth
The depth of culvert burial must be sufficient to ensure protection of the culvert barrel for the design life of the
culvert. This requires anticipating the amount of material that may be lost due to road use and erosion.
Headwalls
Use headwalls on culvert pipes as often as possible (see Retaining Wall (RW)). The advantages of headwalls
include: preventing large pipes from floating out of the ground when they plug; reducing the length of the pipe;
increasing pipe capacity; helping to funnel debris through the pipe; retaining the backfill material; and reducing
the chances of culvert failure if it is overtopped.
Construction specifications
Drainage crossing culverts
1. Make road crossings of natural drainages perpendicular to the drainage to minimize pipe length and
area of disturbance (Figure C-1).
2. Use single large pipes versus multiple smaller diameter pipes to minimize plugging potential in most
channels (unless roadway elevation is critical). In very broad channels, multiple pipes are desirable to
maintain the natural flow spread across the channel. All culverts should be concrete, corrugated metal
pipe (CMP) made of steel or aluminum, or properly bedded and backfilled corrugated plastic pipe.
3. Align culverts in the bottom and middle of the natural channel flowline so that installation causes no
change in the stream channel alignment or stream bottom elevation. Culverts should not cause
damming or pooling or increase stream velocities significantly.
4. Extend the outlet of the culvert at least 1 foot beyond the toe of the slope to prevent erosion of the fill
material. Alternatively, use retaining walls (headwalls) to hold back the fill slope.
5. It may be necessary to install riprap, erosion control blanketing, a combination of the riprap and
blanketing, or other energy dissipater device at the outlet end of the culvert to reduce soil erosion or to
trap sediment (see Culvert Outlet Protection (COP)).
6. It may be desirable to construct pulloffs/turnouts for vehicles on one or both sides of narrow culvert
crossings. This will help avoid culvert crushing as well as disturbance to roadside ditches and berms.
Ditch relief culverts
1. See Figure C-2 for installation details.
2. Ditch relief culverts can provide better flow when skewed 0 to 30 degrees perpendicular to the road.
3. The culvert gradient should be at least 2% greater than the approach ditch gradient. This improves
the flow hydraulics and reduces siltation and debris from plugging the culvert inlet.
4. Discharge culvert at natural ground level where possible (see Figure C 3 Type A), on firm, non-erosive
soil or in rocky or brushy areas. If discharged on the fill slopes, armor outlets with riprap or slash (see
Figure C-3 – Type B), or use down-drain structures (see Figure C-3 – Type C and Slope Drain (SD)).
5. Extend the inlet of the culvert at least 1 foot beyond the flowline of the roadside ditch. Extend the
outlet of the culvert at least 1 foot beyond the toe of slopes to prevent erosion of the fill material.
6. It may be necessary to install riprap or other energy dissipater devices at the outlet end of the culvert
to prevent soil erosion or to trap sediment (see Culvert Outlet Protection (COP)).
7. Spacing of culverts is dependent on the road gradient, soil types, and runoff characteristics according
to the following table:
Grand River Gathering, LLC C-3 October 2011
Soil type Road grade
2–4% 5–8% 9–12%
Highly corrosive granitic or sandy 240’ 180’ 140’
Intermediate erosive clay or load 310’ 260’ 200’
Low erosive shale or gravel 400’ 325’ 250’
8. It may be desirable to construct pulloffs/turnouts for vehicles on one or both sides of narrow culvert
crossings. This will help avoid culvert crushing as well as disturbance to roadside ditches and berms.
Backfill and compaction
1. See Figure C-4.
2. Firmly compact well-graded fill material (soil or road base) around culverts, particularly around the
bottom half, using placement in layers to achieve a uniform density. Use slightly plastic sandy gravel
with fines. Avoid the use of fine sand and silt rich soils for bedding material because of their
susceptibility to piping. Pay particular attention to culvert bedding and compaction around the
haunches of the pipe. Do not allow the compaction to move or raise the pipe. In large fills, allow for
settlement.
3. Cover the top of metal and plastic culvert pipes with fill to a depth of at least 1 foot to prevent pipe
crushing by heavy trucks. Use a minimum cover of 2 feet of fill over concrete pipe. For maximum
allowable fill height, follow the manufacturer’s recommendations.
4. Mound fill over the top of culvert pipes so that the road is slightly raised at culvert locations to help
prevent erosion and water from ponding over culvert crossings. This practice, as well as placing large
boulders around the culvert outlets, will also help to prevent culverts from crushing.
Maintenance considerations
The frequency of inspections should be in accordance with the Stormwater Management Plan. If any damage
to culvert or inlet/outlet protection is noted or if there is any evidence of scour, repairs should be made
immediately. Any debris that may be blocking the culvert inlet or outlet should be removed.
References
Horizon Environmental Services, Inc, Guidance Document Reasonable and Prudent Practices for Stabilization
(RAPPS) of Oil and Gas Construction Sites. April 2004.
Keller, Gordon, and James Sherar, Low-Volume Roads Engineering, Best Management Practices Field Guide.
United States Department of Agriculture (USDA), Forest Service, US Agency of International
Development (USAID), 2005. <http://www.blm.gov/bmp/field%20guide.htm>
United States Department of the Interior and United States Department of Agriculture. Surface Operating
Standards and Guidelines for Oil and Gas Exploration and Development “Gold Book”. BLM/WO/ST-
06/021+3071. Bureau of Land Management (BLM). Denver, Colorado. Fourth Edition, 2006.
Grand River Gathering, LLC C-4 October 2011
Table C-1
Culvert Sizing
Drainage Area
(acres)
Size of Drainage Structure (diameter and area)
Steep Slopes
(Light Vegetation)
C=0.7
Gentle Slopes
(Heavy Vegetation)
C=0.2
Round Pipe
(in)
Area
(sq. ft)
Round Pipe
(in)
Area
(sq. ft)
0 – 10 30” 4.9 18” 1.8
10 - 20 42” 9.6 24” 3.1
20 - 35 48” 12.6 30” 4.9
35 - 75 72” 28.3 42” 9.6
75 - 125 84” 38.5 48” 12.6
125 - 200 96” 50.3 60” 19.6
Notes: If pipe size is not available, use the next larger pipe size for the given drainage area. For intermediate terrain,
interpolate between pipe sizes. Pipe size is based upon the Rational Formula and Culvert Capacity curves.
Assumes a rainfall intensity of 3 to 4 in/hr. Values of “C” are the Runoff Coefficients for the terrain.
Grand River Gathering, LLC C-5 October 2011
Figure C-1
Drainage Crossing Culvert Alignment & Overflow Dip
Figure C-2
Ditch Relief Culvert Installation
Grand River Gathering, LLC C-6 October 2011
Figure C-3
Culvert Installation Options
Figure C-4
Culvert Backfill and Compaction
Grand River Gathering, LLC CIP-1 October 2011
Culvert Inlet Protection (CIP)
Description
Culvert protection is required at both the inlet to the culvert (upstream side) and the outlet to the culvert
(downstream side).
Culvert inlet protection may involve placing boulders, riprap, gabions, rock retaining walls, slash, and/or any
other protection at the inlets of pipes. Riprap, or other energy-dissipating devices, will reduce the velocity of
stormwater flows and thereby prevent erosion and help protect the inlet structure.
Applicability
Riprap inlet protection should be used where velocities and energies at the inlets of culverts are sufficient to
erode around the inlet structure. Riprap may also be used to help channel the stormwater to the inlet of the
culvert.
Design criteria
Riprap, gabions, or rock retaining walls at culvert inlets shall be designed according to their appropriate BMPs.
Construction specifications
Figure CIP-1 shows typical culvert inlet protection. However, site specifics shall dictate actual design.
1. Riprap, gabions, or rock retaining walls at culvert inlets shall be constructed according to their
appropriate BMPs.
2. After installation of a culvert, examine the stream channel for the amount of debris, logs, and brushy
vegetation present. In channels with large amounts of debris, consider using oversized pipes.
3. Boulders should be drystacked around the culvert inlet and up the slope to the edge of the road.
Maintenance considerations
The frequency of inspections should be in accordance with the Stormwater Management Plan. Inspect for
debris at the entrance to culverts and within culverts. Inspect riprap at culvert inlets for damaged or dislodged
stones. Any needed repairs that reduce the effectiveness of the BMP should be made immediately.
Grand River Gathering, LLC CIP-2 October 2011
References
Keller, Gordon, and James Sherar, Low-Volume Roads Engineering, Best Management Practices Field Guide.
United States Department of Agriculture (USDA), Forest Service, US Agency of International
Development (USAID), 2005. <http://www.blm.gov/bmp/field%20guide.htm>
New York State Department of Environmental Conservation, New York Guidelines for Urban Erosion and
Sediment Control. New York. Fourth Edition, 1997.
<http://www.dec.state.ny.us/website/dow/toolbox/escstandards>
Figure CIP-1
Typical Inlet Protection
Grand River Gathering, LLC COP-1 October 2011
Culvert Outlet Protection (COP)
Description
Culvert protection is required at both the inlet to the culvert (upstream side) and the outlet to the culvert
(downstream side).
Culvert outlet protection involves placing structurally lined aprons or other appropriate energy-dissipating
devices, such as large boulders or plunge pools, at the outlets of pipes to reduce the velocity of stormwater
flows and thereby prevent scouring at stormwater outlets, protect the outlet structure, and minimize potential
for erosion downstream.
Applicability
Culvert outlet protection should be used where discharge velocities and energies at the outlets of culverts or
channels are sufficient to erode the next downstream reach.
Limitations
Rock aprons at culvert outlets should not be placed on slopes steeper than 10 percent. Runoff from pipe
outlets at the top of cuts/fills or on slopes steeper than 10 percent should be routed via slope drains or riprap
chutes to a rock apron at the toe of the slope. Otherwise flows will re-concentrate and gain velocities as the
flow leaves the apron.
Design criteria
Gabions or rock retaining walls at culvert outlets shall be designed according to their appropriate BMPs. No
formal design is required for plunge pools at outlets. Riprap aprons at culvert outlets shall be designed as
follows:
Tailwater depth. The depth of tailwater immediately below the pipe outlet must be determined for the design
capacity of the pipe. If the tailwater depth is less than half the diameter of the outlet pipe, and the receiving
stream is wide enough to accept divergence of the flow, it shall be classified as a Minimum Tailwater
Condition. If the tailwater depth is greater than half the pipe diameter and the receiving stream will continue to
confine the flow, it shall be classified as a Maximum Tailwater Condition. Pipes which outlet onto flat areas
with no defined channel may be assumed to have a Minimum Tailwater Condition.
Grand River Gathering, LLC COP-2 October 2011
Riprap apron size & D50. The apron length (LA) and the D50 of the riprap shall be determined from
Table COP-1 according to the design flow and whether there is a minimum or maximum tailwater condition.
The apron width (W) shall then be determined as:
W = d + 0.4 LA
where d is the diameter of the culvert.
If the pipe discharges directly into a well defined channel, the apron shall extend across the channel bottom
and up the channel banks to an elevation 1 foot above the maximum tailwater depth or to the top of the bank,
whichever is less. The upstream end of the apron, adjacent to the pipe, shall have a width two (2) times the
diameter of the outlet pipe, or conform to pipe end section if used.
Riprap materials. The outlet protection may be done using rock riprap or grouted riprap. Riprap shall be
composed of a well-graded mixture of stone size so that 50 percent of the pieces, by weight, shall be larger
than the D50 size determined from Table COP-1. A well-graded mixture, as used herein, is defined as a
mixture composed primarily of larger stone sizes, but with a sufficient mixture of other sizes to fill the smaller
voids between the stones. The diameter of the largest stone size in such a mixture shall be 1.5 times the D50
size. All grout for grouted riprap must be one part Portland cement for every 3 parts sand, mixed thoroughly
with water.
Filter. If a filter cloth or gravel is used, it should be designed according to Riprap (R).
Apron thickness. The minimum thickness of the riprap layer shall be 1.5 times the maximum stone diameter
for D50 of 15 inches or less; and 1.2 times the maximum stone size for D50 greater than 15 inches.
Riprap stone quality. Stone for riprap shall consist of field stone or rough unhewn quarry stone. The stone
shall be hard and angular and of a quality that will not disintegrate on exposure to water or weathering. The
specific gravity of the individual stones shall be at least 2.5. Site rock or site boulders may be used provided it
has a density of at least 150 pounds per cubic foot, and does not have any exposed steel or reinforcing bars.
Construction specifications
Gabions or rock retaining walls at culvert outlets shall be constructed according to their appropriate BMPs.
Riprap aprons at culvert outlets shall be constructed according to Figure COP-1 and as follows:
1. Prepare the subgrade for the riprap to the required lines and grades. Any fill required in the
subgrade shall be compacted to a density of appr oximately that of the surrounding undisturbed
material.
2. If a pipe discharges into a well-defined channel, the channel's side slopes may not be steeper
than 2:1.
3. Construct apron to the design length and width with no slope (Figure COP-1). The invert
elevations must be equal at the receiving channel and the apron's downstream end. No overfall at
the end of the apron is allowed. The elevation of the downstream end of the apron shall be equal
to the elevation of the receiving channel or adjacent ground. The outlet protection apron shall be
located so that there are no bends in the horizontal alignment.
4. Line the apron with riprap, grouted riprap, or concrete. Riprap should be the appropriate size and
thickness as designed. See Riprap (R) for the placement of riprap.
Grand River Gathering, LLC COP-3 October 2011
5. If a culvert outlets at the top of cuts/fills or on slopes steeper than 10 percent one of the following
two options is suggested:
a. Transition culvert to a slope drain according to Slope Drain (SD). The slope drain shall
convey stormwater to the bottom of the slope where a riprap apron, as designed above,
shall prevent erosion at the slope drain outlet.
b. Line slope below culvert outlet with a riprap channel to convey stormwater to the bottom
of the slope where a riprap apron, as designed above, shall prevent erosion at the
bottom of the slope. The riprap channel shall be designed according to the table in the
Riprap (R) BMP that is based on depth of flow and slope. The riprap channel shall dip
into the slope so that all water is contained within the channel, flows to the riprap outlet
apron at the base of the slope, and does not spill over the sides onto unprotected soil.
Maintenance considerations
The frequency of inspections should be in accordance with the Stormwater Management Plan. The
maintenance needs are usually very low for properly installed riprap aprons at culvert outlets. However,
inspect for evidence of scour beneath riprap at outlet aprons or for dislodged stones. And needed repairs that
reduce the effectiveness of the BMP should be made immediately.
References
Keller, Gordon, and James Sherar, Low-Volume Roads Engineering, Best Management Practices Field Guide.
United States Department of Agriculture (USDA), Forest Service, US Agency of International
Development (USAID), 2005. <http://www.blm.gov/bmp/field%20guide.htm>
New York State Department of Environmental Conservation, New York Guidelines for Urban Erosion and
Sediment Control. New York. Fourth Edition, 1997.
<http://www.dec.state.ny.us/website/dow/toolbox/escstandards>
Grand River Gathering, LLC COP-4 October 2011
Table COP-1
Outlet Protection Design
Grand River Gathering, LLC COP-5 October 2011
Figure COP-1
Typical Outlet Protection
Graded aggregate
filter or fi lter cloth
NOT TO SCALE
A' Graded aggregate -'
filter or filter doth
Grand River Gathering, LLC D-1 October 2011
Diversion (D)
Definition
A diversion is a drainage way of parabolic or trapezoidal cross section with a supporting ridge on the lower
side that is constructed across the slope. The purpose of a diversion is to prevent off-site storm runoff from
entering a disturbed area, to prevent sediment laden storm runoff from leaving the construction site or
disturbed area, to prevent flows from eroding slopes, and to direct sediment laden flows to a trapping device.
Applicability
Diversions may be designed for temporary or permanent use. The maximum drainage area for temporary,
un-compacted diversions is 2 acres. For drainage areas larger than 2 acres but less than 10 acres, the
diversion should be compacted. For undisturbed drainage areas larger than 10 acres, a permanent diversion
may be designed to handle larger flows. Diversions may be used for the following applications:
• Upslope of cut or fill slopes to convey or divert flows away from disturbed areas. See Run-On
Diversion (ROD).
• Down-slope of cut or fill slopes to divert on-site runoff to a stabilized outlet or sediment trapping
device.
• At the outer edge of a well pad to ensure that runoff remains on the pad and is diverted to a well pad
detention pond, if available. See Detention Pond (DP).
• Where runoff from higher areas has potential for causing erosion, or interfering with, or preventing the
establishment of, vegetation on lower areas.
• Where the length of slopes needs to be reduced so that soil loss will be kept to a minimum.
• At the perimeter of a site or disturbed area.
Limitations
• The area around the diversion channel that is disturbed by its construction must be stabilized (with
vegetation or other erosion control) so that it is not subject to similar erosion as the steep slope the
channel is built to protect.
• To alleviate erosion capability, diversions must be directed into a stabilized outlet or well-vegetated
area or to sediment trapping devices, where erosion sediment can settle out of the runoff before being
discharged to surface waters.
Grand River Gathering, LLC D-2 October 2011
• Temporary diversions should be designed to avoid crossing vehicle pathways.
• Diversions should be used with caution on soils subject to slippage.
Design criteria
For a temporary diversion (drainage area less than 10 acres), no formal design is necessary. For a run-on
diversion see the Run-On Diversion (ROD) BMP. For other permanent diversions (drainage area larger than
10 acres) the following guidelines apply:
Location
Diversion location shall be determined by considering outlet conditions, topography, land use, soil type, length
of slope, and the development layout.
Capacity
Peak rates of runoff values used in determining the capacity requirements shall be as outlined by TR-55,
Urban Hydrology for Small Watersheds. The constructed diversion shall have capacity to carry, as a
minimum, the peak discharge from a 10-year frequency rainfall event with freeboard of not less than 0.3 feet.
Cross section
See Figure D-2 for details. The diversion channel shall be parabolic or trapezoidal in shape, if possible. The
diversion shall be designed to have stable side slopes. The side slopes shall not be steeper than 2:1 and shall
be flat enough to ensure ease of maintenance of the diversion and its protective vegetative cover. The ridge
shall have a minimum width of 4 feet at the design water elevation; a minimum of 0.3 feet freeboard and a
reasonable settlement factor (10%) shall be provided.
Velocity and grade
The permissible velocity for the specific soil type will determine the maximum grade. The maximum
permissible velocity for sand and silt vegetated channels is 3 ft/sec, and 5 ft/sec for clay vegetated channels.
Diversions are not usually applicable below high sediment producing areas unless structural measures,
designed to prevent damaging accumulations of sediment in the channels, are installed with, or before, the
diversions.
Construction specifications
General
1. All trees, brush, stumps, obstructions, and other objectionable material shall be removed and
disposed of so as not to interfere with the proper functioning of the diversion.
2. All diversions shall have uninterrupted positive grade to an outlet.
3. Each diversion must have an adequate outlet where outflow will not cause damage. Diverted
runoff from a disturbed area shall be conveyed to a sediment trapping device. Diverted runoff
from an undisturbed area shall outlet to a sediment trapping device or into an undisturbed
stabilized area at non-erosive velocities. Vegetated outlets shall be installed before diversion
construction, if needed, to ensure establishment of vegetative cover in the outlet channel.
Grand River Gathering, LLC D-3 October 2011
Temporary diversion (drainage area <10 acres)
See Figure D-1.
1. The diversion shall be excavated or shaped to line, grade, and cross section as required to meet
the specified criteria. The diversion does not need to be compacted if the contributing drainage
area is less than 2 acres.
2. Stabilization with vegetation is not required as long as sediment traps or other sediment control
devices are provided.
Permanent diversion (drainage area >10 acres)
See Figure D-2.
1. The diversion shall be excavated or shaped to line, grade, and cross section as required to meet
the criteria specified herein, and be free of bank projections or other irregularities which will
impede normal flow.
2. Parabolic and triangular-shaped, grass-lined channels should not have a top width of more than
30 feet. Trapezoidal, grass-lined channels may not have a bottom width of more than 15 feet
unless there are multiple or divided waterways, they have a riprap center, or other methods of
controlling the meandering of low flows are provided.
3. If grass-lined channels have a base flow, a stone center or subsurface drain or another method for
managing the base flow must be provided.
4. Fills shall be compacted as needed to prevent unequal settlement that would cause damage in
the complete diversion.
5. All earth removed and not needed in construction shall be spread or disposed of on the
construction side of the diversion so that it will not interfere with the functioning of the diversion.
6. Immediately after the ridge and channel are constructed, they must be seeded or hydro-seeded
and mulched according to Revegetation (RV) and Mulching (M) or Erosion Control Blanket (ECB)
along with any disturbed areas that drain into the diversion.
a. For design velocities less than 3.5 ft/sec, seeding and mulching may be used for
establishment of the vegetation. It is recommended that, when conditions permit,
temporary diversions or other means should be used to prevent water from entering the
diversion during the establishment of the vegetation.
b. For design velocities of more than 3.5 ft/sec, the diversion shall be stabilized with seeding
protected by Jute or Excelsior matting, or with seeding and mulching until the vegetation is
established.
Maintenance considerations
The frequency of inspections should be in accordance with the Stormwater Management Plan. Channels
should be cleared of sediment, repairs made when necessary, and seeded areas reseeded if a vegetative
cover is not established. Maintain diversion capacity, ridge height, and outlet elevations especially if high
sediment yielding areas are in the drainage area above the diversion. Establish necessary cleanout
requirements. Redistribute sediment as necessary to maintain the capacity of the diversion.
Grand River Gathering, LLC D-4 October 2011
Removal
Temporary and un-compacted diversions shall remain in place only until the disturbed areas are permanently
stabilized. Permanent diversions shall remain in place until final reclamation.
References
Environmental Protection Agency (EPA), National Pollutant Discharge Elimination System (NPDES).
Construction Site Storm Water Runoff Control. Washington, D.C., February, 2003.
<http://cfpub.epa.gov/npdes/stormwater/menuofbmps/con_site.cfm>
New York State Department of Environmental Conservation, New York Guidelines for Urban Erosion and
Sediment Control. New York. Fourth Edition, 1997.
<http://www.dec.state.ny.us/website/dow/toolbox/escstandards>
United States Department of Agriculture (USDA), Natural Resources Conservation Service (NRCS), Field
Office Technical Guide. 2002. <www.nrcs.usda.gov/technical/efotg>
Figure D-1
Temporary Diversion Installation
Figure D-2
Permanent Diversion Installation
Grand River Gathering, LLC DD-1 October 2011
Drainage Dip (DD)
Description
Drainage dips intercept and remove surface water from the road and shoulders before the combination of
water volume and velocity begins to erode the surface materials. Drainage dips are constructed diagonally
across and as part of the road surface, and will pass slow traffic while dispersing surface water.
Applicability
Drainage dips may be used in the following applications:
• To move water off the road surface efficiently and economically
• In place of a culvert, which is costly and susceptible to plugging or failure
• On low volume, low to moderate speed roads (10-35 mph) with grades less than 12%
Limitations
• Size limited by the safe passage of trucks and equipment
• May cause concentrated flows from sheet flows
• Requires vegetative cover or other sediment filter/trap at discharge point
Design criteria
No formal design required.
Construction specifications
See Figure DD-1.
1. Construct rolling dips deep enough to provide adequate drainage, angled 0-25 degrees from
perpendicular to the road, with a 3-5% outslope, and long enough (50 to 200 feet) to pass vehicles
and equipment.
2. In soft soils, armor the mound and dip with gravel or rock, as well as the outlet of the dip.
Grand River Gathering, LLC DD-2 October 2011
3. Spacing of drainage dips depends upon local conditions such as soil material, grade, and topography.
See Table DD-1 for recommended maximum distances between drainage dips.
Maintenance considerations
The frequency of inspections should be in accordance with the Stormwater Management Plan. Inspections
should pay close attention to discharge points.
References
Horizon Environmental Services, Inc, Guidance Document Reasonable and Prudent Practices for Stabilization
(RAPPS) of Oil and Gas Construction Sites. April 2004.
Keller, Gordon, and James Sherar, Low-Volume Roads Engineering, Best Management Practices Field Guide.
United States Department of Agriculture (USDA), Forest Service, US Agency of International
Development (USAID), 2005. <http://www.blm.gov/bmp/field%20guide.htm>
Maine Department of Conservation, Best Management Practices for Forestry: Protecting Maine’s Water
Quality. Maine Forest Service, Forest Policy and Management Division. Augusta, Maine. 2004.
<http://www.state.me.us/doc/mfs/pubs/pdf/bmp_manual/bmp_manual.pdf>
United States Department of the Interior and United States Department of Agriculture. Surface Operating
Standards and Guidelines for Oil and Gas Exploration and Development “Gold Book”. BLM/WO/ST-
06/021+3071. Bureau of Land Management (BLM). Denver, Colorado. Fourth Edition, 2006.
Table DD-1
Maximum Distance between Drainage Dips
Road Grade, %
Low to
Non-Erosive Soils (1) Erosive Soils (2)
0 - 3 400’ 200’
4 - 6 300’ 160’
7 - 9 250’ 130’
10 - 12 200’ 110’
12+ 160’ 100’
(1) Low Erosion Soils = Coarse Rocky Soils, Gravel, and Some Clay
(2) High Erosion Soils = Fine, Friable Soils, Silt, Fine Sands
Grand River Gathering, LLC DD-3 October 2011
Figure DD-1
Typical Drainage Dip
Road Grade
Road Grade a b h
2% 10' 10' 0.4'
0.8' 4% 14'
1.4' 16' 18' 1.2'
r Mound
6% I
8% 22' 24' 2.0' 2.2'
r Mound
I
NOT TO SCALE
Grand River Gathering, LLC LS-1 October 2011
Level Spreader (LS)
Description
A level spreader is a device used to prevent erosion and to improve infiltration by spreading concentrated
stormwater runoff evenly over the ground as shallow flow instead of through channels. It usually involves a
depression in the soil surface that disperses flow onto a flatter area across a slight slope and then releases the
flow onto level vegetated areas. This reduces flow speed and increases infiltration.
Applicability
A level spreader is most effective for a contributing area less than 5 acres in size and slopes no steeper than
2:1. Level spreaders may be used where:
• Sediment-free storm runoff can be released in sheet flow down a stabilized slope without causing
erosion.
• A level lip can be constructed without filling.
• The area below the level lip is uniform with a slope of 10% or less and the runoff will not re-
concentrate after release.
• No traffic will be allowed over the spreader.
Limitations
This practice applies only in those situations where the spreader can be constructed on undisturbed soil and
the area below the level lip is uniform with a slope of 10% or less and is stabilized by natural vegetation. The
runoff water should not be allowed to reconcentrate after release unless it occurs during interception by
another measure (such as a detention basin) located below the level spreader.
Design criteria
Capacity
The design capacity shall be determined by estimating the peak flow from the 10-year storm. The drainage
area shall be restricted to limit the maximum flows into the spreader to 30 cubic feet per second (cfs).
Grand River Gathering, LLC LS-2 October 2011
Construction specifications
See Figure LS-1 for details.
1. A transition section will be constructed from the diversion channel to the spreader to smoothly
blend the different dimension and grades.
2. The level lip will be constructed in undisturbed soil to a uniform height and zero grade over the
length of the spreader. For design flows less than 5 cfs, a vegetated level lip may be constructed
with an erosion-resistant material, such as jute or excelsior blankets, to inhibit erosion and allow
vegetation to become established. The matting should be a minimum of 4 ft. wide extending
6 inches over the lip and buried 6 inches deep in a vertical trench on the lower edge.
3. For design flows higher than 5 cfs and permanent installations, a rigid level lip of non-erodible
material, such as site rock and gravel, should be used.
4. The runoff will be discharged onto a stabilized and generally smooth vegetated slope not
exceeding 10%.
5. Seed and mulch the disturbed area immediately after construction.
6. Heavy equipment and traffic should not be allowed on the level spreader, as they can cause
compaction of soil and disturbance of the slope grade.
Maintenance considerations
The frequency of inspections should be in accordance with the Stormwater Management Plan. The spreader
should be regraded if ponding or erosion channels develop. Dense vegetation should be sustained and
damaged areas reseeded when necessary.
Removal
Level spreaders may be left in place or removed upon final site reclamation.
References
City of Knoxville, Stormwater Engineering, Knoxville BMP Manual - Best Management Practices. July 2003.
http://www.ci.knoxville.tn.us/engineering
Environmental Protection Agency (EPA), National Pollutant Discharge Elimination System (NPDES).
Construction Site Storm Water Runoff Control. Washington, D.C., February, 2003.
<http://cfpub.epa.gov/npdes/stormwater/menuofbmps/con_site.cfm>
New York State Department of Environmental Conservation, New York Guidelines for Urban Erosion and
Sediment Control. New York. Fourth Edition, 1997.
<http://www.dec.state.ny.us/website/dow/toolbox/escstandards>
United States Army Corps of Engineers (USACE), Engineering and Design - Handbook for the Preparation of
Storm Water Pollution Prevention Plans for Construction Activities. February 1997.
http://www.usace.army.mil/inet/usace-docs/eng-pamphlets/ep1110-1-16/
Grand River Gathering, LLC LS-3 October 2011
Figure LS-1
Level Spreader Installation
Transition section
Seenote2 \
Vegetated Lip
Transition section
See note 2
Secure wire basket
or gabion to ground
with stakes
Ri gi d Lip
NOT TO SCALE
.................... . . . . . . . . . . . . . . . . . . . . . . . . .
........ . . . . . . . . . . . -........ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ..... ~ ..... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Notes :
1) Vegetated li p for level
spreader should not be
constructed from fill material.
Do not allow any traffic on to
vegetated lip.
2) The last 20' of approach
channel should be a trans ition
section and have a grade less
than 1% .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Jute net or excelsior mat
stapled in place and
anchored 6" into ground
........... . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Geotextil e filter cloth
Grand River Gathering, LLC RSD/TO-1 October 2011
Roadside Ditches (RSD) and Turnouts (TO)
Description
Roadside ditches are channels constructed parallel to roads. The ditches convey concentrated runoff of
surface water from roads and surrounding areas to a stabilized outlet. Turnouts (wing ditches) are extensions
of roadside ditches. Turnouts effectively remove runoff water from the roadside ditch into well-stabilized areas
before it reaches a waterway.
Applicability
• Roadside ditches should be used for all roads built on sloping topography and with either an insloped
or a crowned design.
• Ditch turnouts should be used as much as possible but their best use may be on slopes longer than
150 ft or greater than 5%, as conditions allow.
• Turnouts are applicable where fairly flat naturally vegetated areas exist at intervals by the roadside.
Limitations
• If these structures are not installed correctly they may become a source of erosion.
• Roadside ditches do not necessarily filter sediment from runoff.
• Turnouts should be on gradual slopes only.
• Turnouts require vegetative cover or other filter at the discharge point.
• Turnouts only work well if small volumes of runoff drain into the turnout. Turnouts should only receive
runoff from the road and ditch surface, not from large, uphill watersheds.
Design criteria
No formal design is required.
Grand River Gathering, LLC RSD/TO-2 October 2011
Construction specifications
Roadside ditches
1. Roadside ditches should be constructed with no projections of roots, stumps, rocks, or similar debris.
2. Excavate ditches along roadside to a width and depth that can handle expected flows according to
Figure RSD-1.
3. All ditches shall have uninterrupted positive grade to an outlet. Slope ditch so that water velocities do
not cause excessive erosion, but no less than 0.5%. If steep slopes and high velocities exist, use
check dams to slow runoff and catch sediment.
4. To control erosion and collect sediment, construct aggregate check dams according to Figure CD-1 of
Check Dam (CD).
5. All ditches shall convey runoff to a sediment trapping device such as a Sediment Trap (ST) or an
undisturbed, well vegetated, and stabilized area at non-erosive velocity.
6. If necessary, stabilize ditches with Riprap (R) or erosion control blanketing.
Turnouts
1. Use turnouts wherever possible and on undisturbed soil.
2. Slope turnout gradually down from bottom of roadside ditch.
3. Angle turnout at approximately 30 degrees to the roadside ditch.
4. Discharge turnout into well-vegetated area or install a secondary control such as a wattle, sediment
trap, or silt fence. As a good Rule of Thumb, the vegetated outlet area should be a minimum of
one-half the size of the total drainage area draining into it. If well-vegetated outlet areas are not
available, use culverts or other controls to direct runoff to a stabilized area.
5. Space turnouts according to slope as indicated on Figure TO-1.
6. Turnouts only work well if small volumes of runoff drain into the turnout. Turnouts should only receive
runoff from the road and ditch surface, not from large, uphill watersheds.
Maintenance considerations
The frequency of inspections should be in accordance with the Stormwater Management Plan. Road ditches
and turnouts should be inspected for any signs of channelization, and repaired as necessary. Structures will
fail if water exits in channelized flow. Also inspect for sediment buildup at the outlet and at aggregate check
dams and remove if necessary.
References
Horizon Environmental Services, Inc, Guidance Document Reasonable and Prudent Practices for Stabilization
(RAPPS) of Oil and Gas Construction Sites. April 2004.
Keller, Gordon, and James Sherar, Low-Volume Roads Engineering, Best Management Practices Field Guide.
United States Department of Agriculture (USDA), Forest Service, US Agency of International
Development (USAID), 2005. <http://www.blm.gov/bmp/field%20guide.htm>
United States Department of the Interior and United States Department of Agriculture. Surface Operating
Standards and Guidelines for Oil and Gas Exploration and Development “Gold Book”. BLM/WO/ST-
06/021+3071. Bureau of Land Management (BLM). Denver, Colorado. Fourth Edition, 2006.
Grand River Gathering, LLC RSD/TO-3 October 2011
Figure RSD-1
Roadside Ditch Installation
Figure TO-1
Turnout Layout
Grand River Gathering, LLC ROD-1 October 2011
Run-On Diversion (ROD)
Definition
A run-on diversion is a drainage way of parabolic or trapezoidal cross section with a supporting ridge on the
lower side that is constructed across the slope. The purpose of a run-on diversion is to prevent off-site storm
runoff from entering a disturbed area and to direct the runoff to a sediment or erosion control device.
Applicability
A run-on diversion is typically a permanent control designed for a drainage area larger than 10 acres where
high flow is expected. Run-on diversions are used upslope of cut or fill slopes to convey or divert flows away
from disturbed areas.
Limitations
• The area around the diversion channel that is disturbed by its construction must be stabilized (with
vegetation or other erosion control) so that it is not subject to erosion similar to that of the steep slope
the diversion is built to protect.
• To alleviate erosion capability, diversions must be directed into a stabilized outlet or well-vegetated
area or to sediment trapping devices, where erosion sediment can settle out of the runoff before being
discharged to surface waters.
• Run-on diversions should be used with caution on soils subject to slippage.
Design criteria
Location
Run-on diversions should be located above cut or fill slopes. Where possible (shallow slopes), a vegetated
buffer strip should be left between the edge of the cut or fill slope and the diversion. Location shall also
depend on outlet conditions, topography, land use, soil type, length of slope, and the development layout.
Grand River Gathering, LLC ROD-2 October 2011
Capacity
Peak rates of runoff values used in determining the capacity requirements shall be as outlined by TR-55,
Urban Hydrology for Small Watersheds. The constructed diversion shall have capacity to carry, as a
minimum, the peak discharge from a 10-year frequency rainfall event with freeboard of not less than 0.3 feet.
Cross section
See Figure ROD-1 for details. The diversion channel shall be parabolic or trapezoidal in shape. The diversion
shall be designed to have stable side slopes. The side slopes shall not be steeper than 2:1 and shall be flat
enough to ensure ease of maintenance of the diversion and its protective vegetative cover. The ridge shall
have a minimum width of 4 feet at the design water elevation; a minimum of 0.3 feet freeboard and a
reasonable settlement factor (10%) shall be provided.
Velocity and grade
The permissible velocity for the specific soil type will determine the maximum grade. The maximum
permissible velocity for sand and silt vegetated channels is 3 ft/sec, and 5 ft/sec for clay vegetated channels.
Run-on diversions are not usually applicable below high sediment producing areas unless structural
measures, designed to prevent damaging accumulations of sediment in the channels, are installed with, or
before, the diversions.
Construction specifications
1. All trees, brush, stumps, obstructions, and other objectionable material shall be removed and
disposed of so as not to interfere with the proper functioning of the diversion
2. All diversions shall have uninterrupted positive grade to an outlet.
3. Each diversion must have an adequate outlet where outflow will not cause damage. Diverted
runoff shall outlet to a sediment trapping device or into an undisturbed stabilized area at non-
erosive velocities. Vegetated outlets shall be installed before diversion construction, if needed, to
ensure establishment of vegetative cover in the outlet channel.
4. The diversion shall be excavated or shaped to line, grade, and cross section as required to meet
the criteria specified herein, and be free of bank projections or other irregularities which will
impede normal flow.
5. Parabolic and triangular-shaped, grass-lined channels should not have a top width of more than
30 feet. Trapezoidal, grass-lined channels may not have a bottom width of more than 15 feet
unless there are multiple or divided waterways, they have a riprap center, or other methods of
controlling the meandering of low flows are provided.
6. If grass-lined channels have a base flow, a stone center or subsurface drain or another method for
managing the base flow must be provided.
7. Fills shall be compacted as needed to prevent unequal settlement that would cause damage in
the complete diversion.
8. All earth removed and not needed in construction shall be spread or disposed of on the well pad
side of the diversion so that it will not interfere with the functioning of the diversion.
9. Immediately after the ridge and channel are constructed, they must be seeded or hydroseeded,
and mulched or covered with erosion blanketing according to Revegetation (RV), Mulching (M),
and/or Erosion Control Blanket (ECB) along with any disturbed areas that drain into the diversion.
Grand River Gathering, LLC ROD-3 October 2011
a. For design velocities less than 3.5 ft/sec, seeding and mulching may be used for
establishment of the vegetation. It is recommended that, when conditions permit,
temporary diversions or other means should be used to prevent water from entering the
diversion during the establishment of the vegetation.
b. For design velocities or more than 3.5 ft/sec, the diversion shall be stabilized with seeding
protected by Jute or Excelsior matting, or with seeding and mulching including temporary
diversion of the water until the vegetation is established.
Maintenance considerations
The frequency of inspections should be in accordance with the Stormwater Management Plan. Channels
should be cleared of sediment, repairs made when necessary, and seeded areas reseeded if a vegetative
cover is not established. Maintain diversion capacity, ridge height, and outlet elevations especially if high
sediment yielding areas are in the drainage area above the diversion. Establish necessary cleanout
requirements. Redistribute sediment as necessary to maintain the capacity of the diversion.
Removal
Run-on diversions shall remain in place until final reclamation.
References
Environmental Protection Agency (EPA), National Pollutant Discharge Elimination System (NPDES).
Construction Site Storm Water Runoff Control. Washington, D.C., February, 2003.
<http://cfpub.epa.gov/npdes/stormwater/menuofbmps/con_site.cfm>
New York State Department of Environmental Conservation, New York Guidelines for Urban Erosion and
Sediment Control. New York. Fourth Edition, 1997.
<http://www.dec.state.ny.us/website/dow/toolbox/escstandards>
United States Department of Agriculture (USDA), Natural Resources Conservation Service (NRCS), Field
Office Technical Guide. 2002. <www.nrcs.usda.gov/technical/efotg>
Figure ROD-1
Run-On Diversion Installation
Grand River Gathering, LLC SD-1 October 2011
Slope Drain (SD)
Description
A slope drain is a conduit extending the length of a disturbed slope and serving as a temporary outlet for a
diversion. Slope drains convey runoff without causing erosion on or at the bottom of the slope. This practice
is a temporary measure used during grading operations until permanent drainage structures are installed and
until slopes are permanently stabilized. They are typically used for less than 2 years.
Applicability
Slope drains can be used on most disturbed slopes to eliminate gully erosion problems resulting from
concentrated flows discharged at a diversion outlet. Recently graded slopes that do not have permanent
drainage measures installed should have a slope drain and a temporary diversion installed. A slope drain
used in conjunction with a diversion conveys stormwater flows and reduces erosion until permanent drainage
structures are installed.
Limitations
The area drained by a temporary slope drain should not exceed 5 acres. Physical obstructions substantially
reduce the effectiveness of the drain. Other concerns are failures from overtopping because of inadequate
pipe inlet capacity, and reduced diversion channel capacity and ridge height.
Design criteria
No formal design is required.
Construction specifications
See Figure SD-1 for installation details.
1. The slope drain shall have a slope of 3 percent or steeper.
2. The top of the diversion berm over the inlet pipe, and those diversions carrying water to the pipe,
shall be at least 6 inches higher at all points than the top of the inlet pipe.
3. A flared end section of corrugated metal shall be attached to the inlet end of the pipe with a
watertight connection. The corrugated metal pipe should have watertight joints at the ends.
4. The drain should consist of heavy-duty material manufactured for the purpose and have
grommets for anchoring at a spacing of 10 feet or less. The pipe is typically corrugated plastic or
flexible tubing, although for flatter, shorter slopes, a polyethylene-lined channel is sometimes
Grand River Gathering, LLC SD-2 October 2011
used. Where flexible tubing is used, it shall be the same diameter as the inlet pipe and shall be
constructed of a durable material.
5. The soil around and under the pipe and end section shall be hand tamped in 4 in. lifts to the top of
the diversion berm.
6. The slope drain shall outlet into a sediment trapping device when the drainage area is disturbed.
A riprap apron shall be installed below the pipe outlet where water is being discharged into a
stabilized area.
7. A riprap apron shall be used below the pipe outlet where clean water is being discharged into a
stabilized area.
Maintenance considerations
The frequency of inspections should be in accordance with the Stormwater Management Plan. Inspections
should determine if capacity or slope drain was exceeded or if blockages occurred. Repairs should be made
promptly. Construction equipment and vehicular traffic must be rerouted around slope drains.
Removal
Remove slope drain on completion of construction and stabilization activities.
References
Environmental Protection Agency (EPA), National Pollutant Discharge Elimination System (NPDES).
Construction Site Storm Water Runoff Control. Washington, D.C., February, 2003.
<http://cfpub.epa.gov/npdes/stormwater/menuofbmps/con_site.cfm>
New York State Department of Environmental Conservation, New York Guidelines for Urban Erosion and
Sediment Control. New York. Fourth Edition, 1997.
<http://www.dec.state.ny.us/website/dow/toolbox/escstandards>
Grand River Gathering, LLC SD-3 October 2011
Figure SD-1
Slope Drain Installation
Grand River Gathering, LLC TB-1 October 2011
Trench Breakers (TB)
Description
Trench breakers, also known as trench plugs, are used to slow the flow of subsurface water along a pipeline
trench. Trench breakers may be constructed of materials such as sand bags or polyurethane foam.
Applicability
Trench breakers may be used in the following applications:
• On steep slopes.
• Above wetlands.
• At waterbody crossings.
• At road crossings.
Design criteria
No formal design is required.
Construction specifications
1. Trench breakers should be installed both before and after the lowering-in of pipeline.
2. An engineer or similarly qualified professional shall determine the need for and spacing of trench
breakers. Otherwise, spacing shall be according to the following table:
Slope (%) Spacing (feet)
5 – 15 300
15 – 30 200
>30 100
Grand River Gathering, LLC TB-2 October 2011
3. At a minimum, install a trench breaker at the base of slopes greater than 5 percent where the
base of the slope is less than 50 feet from a waterbody or wetland and where needed to avoid
draining a waterbody or wetland.
4. Trench breakers should be installed to the top of the excavated trench line.
Maintenance considerations
The frequency of inspections should be in accordance with the Stormwater Management Plan. Repair any
damaged areas.
References
Federal Energy Regulatory Commission (FERC), Upland Erosion Control, Revegetation, and Maintenance
Plan. January 2003.
Grand River Gathering, LLC WB-1 October 2011
Water Bar (WB)
Description
A water bar is an earthen ridge, or ridge and channel, constructed diagonally across a sloping road, trail, or
disturbed area that is subject to erosion. Water bars are normally used for drainage and erosion protection of
buried pipelines or closed, blocked, or infrequently used roads to limit the accumulation of erosive volumes of
water by diverting surface runoff at pre-designed intervals.
Applicability
Water bars are applicable where runoff protection is needed to prevent erosion on sloping access right-of-
ways or long, narrow sloping areas generally less than 100 feet in width. This is a practice that is often used
on buried pipelines, limited-use roads, trails, and firebreaks. It is an excellent method of retiring roads and
trails as well as abandoned roads where surface water runoff may cause erosion of exposed mineral soil.
Limitations
• Not for use on concentrated flows
• May cause concentrated flows from sheet flow
• Requires vegetative cover or other filter at discharge point
Design criteria
No formal design is required.
Construction specifications
See Figure WB-1.
1. Clear the base for the ridge before placing fill.
2. Install the water bar across the right-of-way according to Figure WB-1 as soon as the base is
cleared and graded. The off-slope drainage should be 2 to 5 percent.
3. Use a trackhoe or bulldozer to compact the ridge to the design cross section.
4. Vehicle crossings shall be stabilized with gravel. Exposed areas shall be immediately seeded and
mulched.
5. Extend the water bar inlet and outlet 1 foot or more beyond the edge of the right-of-way or
disturbed area to keep the diverted water from re-entering the area.
6. Space the water bars according to Table WB-1.
7. Locate the outlet on an undisturbed area. Field spacing shall be adjusted to use the most stable
outlet areas. Outlet protection will be provided when natural areas are not adequate.
Maintenance considerations
The frequency of inspections should be in accordance with the Stormwater Management Plan. Inspect water
bars for erosion damage and sediment. Check outlet areas and make repairs as needed to restore operation.
Grand River Gathering, LLC WB-2 October 2011
Removal
If water bars are used on a closed or blocked road, they should be removed prior to re-opening of the road.
Water bars on infrequently used roads or other disturbed areas may remain in place as long as necessary.
References
Horizon Environmental Services, Inc, Guidance Document Reasonable and Prudent Practices for Stabilization
(RAPPS) of Oil and Gas Construction Sites. April 2004.
Keller, Gordon, and James Sherar, Low-Volume Roads Engineering, Best Management Practices Field Guide.
United States Department of Agriculture (USDA), Forest Service, US Agency of International
Development (USAID), 2005. <http://www.blm.gov/bmp/field%20guide.htm>
Maine Department of Conservation, Best Management Practices for Forestry: Protecting Maine’s Water
Quality. Maine Forest Service, Forest Policy and Management Division. Augusta, Maine. 2004.
<http://www.state.me.us/doc/mfs/pubs/pdf/bmp_manual/bmp_manual.pdf>
New York State Department of Environmental Conservation, New York Guidelines for Urban Erosion and
Sediment Control. New York. Fourth Edition, 1997.
<http://www.dec.state.ny.us/website/dow/toolbox/escstandards>
Table WB-1
Water Bar Spacing
Road/Trail Grade (%) Low to Non-Erosive Soils (1) Erosive Soils (2)
0 - 5 245’ 130’
6 – 10 200’ 100’
11 - 15 150’ 65’
16 - 20 115’ 50’
21 - 30 100’ 40’
31+ 50’ 30’
1Low Erosion Soils = Coarse Rocky Soils, Gravel, and Some Clay
2High Erosion Soils = Fine, Friable Soils, Silt, Fine Sands
Grand River Gathering, LLC WB-3 October 2011
Figure WB-1
Water Bar Installation
O UTLET INTO
STAB ILIZED AREA
(WELL VEGETATED)
N OT TO SCALE
Note: Side slopes shall be 4:1 where
vehicles cro ss and wate r bar
shall bestabilised with g ravel.
Grand River Gathering, LLC October 2011
Sediment Control BMPs
Check Dam (CD)
Detention Pond (DP)
Filter Berm (FB)
Sediment Reservoir (SedR)
Sediment Trap (ST)
Silt Fence (SF)
Slash (SL)
Stabilized Construction Entrance (SCE)
Straw Bale Barrier (SBB)
Wattles (W) (BMP is provided with erosion controls)
Grand River Gathering, LLC CD-1 October 2011
Check Dam (CD)
Description
Check dams are small, temporary dams constructed across a diversion or roadside ditch. Check dams can be
constructed using aggregate, rock, sandbags, gravel bags, earth with erosion control blanketing, straw bales,
or wattles and are used to slow the velocity of concentrated flow in a channel and thus reduce erosion. As a
secondary function, check dams can also be used to catch sediment from the channel itself or from the
contributing drainage area as stormwater runoff flows through or over the structure.
Applicability
• Check dams are most often used in small, open channels with a contributing drainage area of less
than 10 acres, and side slopes of 2:1 or less. Check dams may be used in the following applications:
• In diversions or roadside ditches where it is not practical to line the channel or implement other flow
control and sediment control practices.
• In diversions or roadside ditches where temporary seeding has been recently implemented but has
not had time to take root and fully develop.
• As a series of check dams, spaced at appropriate intervals, used in one of the above two applications.
Limitations
• Check dams should not be used in live, continuously flowing streams unless approved by an
appropriate regulatory agency.
• Check dams may require frequent removal of accumulated sediments. Dams should therefore be
located in areas accessible to maintenance vehicles.
• Leaves have been shown to be a significant problem by clogging check dams in the fall. Therefore,
they might necessitate increased inspection and maintenance.
• Straw bale check dams decompose over time, and may be consumed by livestock.
Design criteria
No formal design is required.
Grand River Gathering, LLC CD-2 October 2011
Construction specifications
1. Install aggregate check dams according to Figure CD-1. Other types of check dams shall have similar
designs.
2. Check dams should be located in areas accessible to maintenance vehicles for the periodic removal
of accumulated sediments.
3. Dams should be installed with careful placement of the construction material. Mere dumping of the
dam material into a channel is not appropriate and will reduce overall effectiveness.
4. Check dams can be constructed from a number of different materials. When using rock, the material
diameter should be 1 to 15 inches depending on the expected velocity and quantity of runoff within the
channel. Aggregate check dams, ideal for application within roadside ditches, should use a material
diameter between 3/4 to 1-1/2”. Earth collected during excavation of diversions or roadside ditches
may also be placed as check dams if covered with erosion control blanketing. Straw bales, wattles, or
sand/gravel bags may also be used, but only if rock or aggregate is unavailable or not feasible for the
location.
5. All check dams should have a maximum height of 3 feet with sufficient space up slope from the barrier
to allow ponding, and to provide room for sediment storage. The center of the dam should be at least
6 inches lower than the edges. This design creates a weir effect that helps to channel flows away
from the banks and prevent further erosion.
6. Additional stability can be achieved by implanting the dam material approximately 6 inches into the
sides and bottom of the channel.
7. In order to be most effective, dams used in a series should be spaced such that the base of the
upstream dam is at the same elevation as the top of the next downstream dam.
8. When installing more than one check dam in a channel, outlet erosion stabilization measures should
be installed below the final dam in the series. Because this area is likely to be vulnerable to further
erosion, riprap, erosion control blanket lining, or some other stabilization measure is highly
recommended.
Maintenance considerations
The frequency of inspections should be in accordance with the Stormwater Management Plan. During
inspection, large debris, trash, and leaves should be removed. The center of a check dam should always be
lower than its edges. If erosion or heavy flows cause the edges of a dam to fall to a height equal to or below
the height of the center, and the effectiveness of the BMP is compromised, repairs should be made
immediately. Accumulated sediment should be removed from the upstream side of a check dam when the
sediment has reached a height of approximately one-half the original height of the dam (measured at the
center). Close attention should be paid to the repair of damaged or rotting straw bales, end runs, and
undercutting beneath bales. Replacement of bales should be accomplished promptly.
Removal
Removal of check dams is optional. Check dams within roadside ditches are usually used as temporary
controls, where other check dams may be left in place to silt out. If removing a check dam, all accumulated
sediment should be removed. Removal of a check dam should be completed only after the contributing
drainage area has been completely stabilized. Permanent vegetation should replace areas from which gravel,
stone, logs, or other material has been removed.
Grand River Gathering, LLC CD-3 October 2011
References
Colorado Department of Transportation (CDOT), Erosion Control and Stormwater Quality Guide. 2002.
<http://www.dot.state.co.us/environmental/envWaterQual/wqms4.asp>
Environmental Protection Agency (EPA), National Pollutant Discharge Elimination System (NPDES).
Construction Site Storm Water Runoff Control. Washington, D.C., February, 2003.
http://cfpub.epa.gov/npdes/stormwater/menuofbmps/con_site.cfm
Horizon Environmental Services, Inc, Guidance Document Reasonable and Prudent Practices for Stabilization
(RAPPS) of Oil and Gas Construction Sites. April 2004.
Figure CD-1
Aggregate Check Dam Installation
Grand River Gathering, LLC DP-1 October 2011
Detention Pond (DP)
Description
A detention pond shall be constructed on each well pad to collect and store all runoff from the surface of the
pad. A culvert with a locking gate may be installed to allow dewatering to occur if the water tests clean and is
acceptable for release from the pad.
Applicability
Detention ponds are applicable to all well pads.
Limitations
Well pads that have not been properly designed may collect runoff from areas other than the surface of the
pad, which may be more volume than the detention pond is designed to handle.
Design criteria
Detention ponds shall be sized for a 25-year frequency storm. In general, 4,000 cubic feet (150 cubic yards) of
dry storage volume should be provided for each acre of pad surface area.
Construction specifications
Construct detention pond according to Figure DP-1.
Location
Detention ponds shall be located at an outside edge of the pad and as far as possible from the pad access
road, utilities, and all infrastructures.
Dewatering
Dewatering may be achieved through a 6- to 12-inch corrugated metal culvert. The culvert invert shall be
located approximately 1 foot above the bottom of the pond to allow space for sedimentation. The culvert shall
be sloped and routed through the berm at the perimeter of the well pad to discharge down the fill slope and
directly into a pad perimeter diversion. A steel slide gate as manufactured by Waterman Industries, or similar,
may be installed at the culvert inlet. The gate may use a positive one-quarter turn cam lock which will hold the
gate in any position to enables easy regulation of flow.
Maintenance considerations
The frequency of inspections should be in accordance with the Stormwater Management Plan. Inspections
shall verify that the pond has not been disturbed and that the original storage capacity has been maintained. If
sedimentation has accumulated to within 2 inches of the culvert inlet, the sediment shall be removed while
avoiding any unnecessary disturbance to the pond.
Removal
The detention pond and culvert shall be removed upon completion of well pad activities and final stabilization.
Grand River Gathering, LLC DP-2 October 2011
Figure DP-1
Detention Pond Installation
Slide Gate
(Model C-8 by Waterman \
Industries or Similar)
Pad Perimeter Berm
6"·12" Corrugated
Metal Culvert
Riprap Spillway
Perimeter Diversion
NOT TO SCALE
\ I
Approx. 150 CY dry storage r per acre of pad surface area
Slope
1%min.
Grand River Gathering, LLC FB-1 October 2011
Filter Berm (FB)
Description
A filter berm is a temporary ridge made up of natural materials that already occur on the project site such.
Brush filter berms use small tree branches, root mats, grass, leaves, stone, or other debris or material naturally
available or left over from site clearing and grubbing (slash). Rock filter berms use site gravel, stone, or rock.
Both types of filter berms are placed along a level contour to slow, filter, and divert flow and act as an efficient
form of sediment control. In some configurations, filter berms are covered with a filter cloth to stabilize the
structure and improve barrier efficiency.
Applicability
The drainage area for filter berms must be no greater than 2 acres. In addition, the drainage slope leading
down to a filter berm must be no greater than 2:1 and no longer than 100 feet. The following are suitable
applications:
• 5 to 7 feet beyond the toe of slopes.
• Along the site perimeter.
• Along streams and channels, or adjacent to roadways.
• Around temporary spoil areas or other small cleared areas.
Limitations
• Intended to be used only in gently sloping areas, and are not appropriate for high-velocity flow areas.
• Brush filter berms have limited usefulness because they are constructed of materials that decompose.
• A large amount of material is needed to construct a useful filter berm. Therefore, filter berms are only
applicable to sites where there is enough brush material from clearing and grubbing or rock material to
form a sufficiently sized berm.
• May be difficult to remove after construction.
Grand River Gathering, LLC FB-2 October 2011
Design criteria
No formal design is required.
Construction specifications
Brush (slash) filter berms
See Figure FB-1 for installation details.
1. Place material cleared from the site across the slope or swale. Material with a diameter larger
than 6 inches should not be used.
2. Cut up brush if necessary and compact to avoid large voids within the barrier.
3. The barrier mound should be at least 3 feet high and 5 feet wide at its base.
4. It is recommended, but not required, that the mound be covered with a filter fabric barrier to hold
the material in place and increase sediment barrier efficiency. If using a filter fabric cover, bury
the edge in a trench 4 inches deep and 6 inches wide on the drainage side of the barrier. This is
done to secure the fabric and create a barrier to sediment while allowing stormwater to pass
through the water-permeable filter fabric. The fabric should be extended just over the peak of the
brush mound and secured on the down-slope edge of the fabric by fastening it to twine or small-
diameter rope that is staked securely.
Rock filter berms
See Figure FB-2 for installation details.
1. Place filter berm along a level contour. Use well-graded, angular site gravel or crushed rock of
medium to large diameter with larger rocks on the bottom.
2. If desired, cover with geotextile fabric or wire screen (especially if concentrated flows are
expected) to help keep berm in tack. Anchor fabric or wire by placing under the berm or use
stakes.
3. Trenching is not required.
4. Berms should be spaced according to the steepness of the slope, with berms spaced closer
together as the slope increases.
Maintenance considerations
The frequency of inspections should be in accordance with the Stormwater Management Plan. If channels
form through void spaces in the barrier, the barrier should be reconstructed to eliminate the channels. Ensure
that sediment has not built up and that no damage has been done by vehicles. Regular inspection should
indicate the frequency of sediment removal needed. Accumulated sediment should be removed from the
uphill side of the barrier when sediment height reaches between 1/3 and 1/2 the height of the barrier.
Sediment should be disposed of and the filter material and/or fabric should be replaced if necessary. It is
important that repairs be performed at the first sign of deterioration to ensure that the berm is functioning
properly.
Removal
Remove filter berms after uphill drainage areas are stabilized. Rock and brush may be left in place only if it
does not cause any landscaping problems. Remove all manmade materials (wire, fabric, and/or stakes).
Grand River Gathering, LLC FB-3 October 2011
References
Environmental Protection Agency (EPA), National Pollutant Discharge Elimination System (NPDES).
Construction Site Storm Water Runoff Control. Washington, D.C., February, 2003.
<http://cfpub.epa.gov/npdes/stormwater/menuofbmps/con_site.cfm>
Horizon Environmental Services, Inc, Guidance Document Reasonable and Prudent Practices for Stabilization
(RAPPS) of Oil and Gas Construction Sites. April 2004.
Figure FB-1
Brush Filter Berm Installation
Grand River Gathering, LLC FB-4 October 2011
Figure FB-2
Rock Filter Berm Installation
. ·.·:·N ote: Extend end of berm upslope to
. . : : : : avoid flow around ends.
:::: ~: ~: ~: ~: ~: ~: ~: ~: ~ ~ ~: ~: ~: ~: ~: ~: ~: ~ ~ ~: ~::::: ~:: ~: ~: ~:: §::::::::::::: ~:::::::::.
NOT TO SCALE
· :-> :-Flow :-:-:-:-: ·
I
Wrap wi th geotextile o r wire mesh if ;;;;;j:
concentrated flows a re expected Note: Place berm along level contour.
Grand River Gathering, LLC SedR-1 October 2011
Sediment Reservoir (SedR)
Description
Sediment reservoirs are large ponding areas that allow sediment to settle out of runoff water. They are often
installed at the base of well pads or down-slope of other large disturbed areas. Sediment reservoirs are
formed by excavating below grade and/or by constructing an earthen embankment with a level spreader type
of spillway to slow the release of runoff.
Applicability
Sediment reservoirs are applicable to any location where it is desired to capture runoff from a large drainage
area (up to 10 acres). Sediment reservoirs are also used as tertiary spill containment to prevent any
accidental discharges from leaving the site.
Limitations
• Regular maintenance is needed to remove sediment. Reservoirs should be located near roads or
where accessible to remove sediment.
• Water may remain in the reservoir for extended periods causing an ideal spot for mosquitoes and
other insects to gather. Locate the reservoir in a sunny spot if possible.
• Never construct a sediment reservoir on a live flowing stream or in wetlands.
Design criteria
Location
Reservoirs should be located at points of discharge from disturbed areas. The location will be determined by
the natural terrain, drainage pattern of the runoff, and the accessibility for maintenance. Sediment reservoirs
should not be located in areas where their failure due to stormwater runoff excess can lead to further erosive
damage of the landscape. Alternative diversion pathways should be designed to accommodate these
potential overflows. Sediment reservoir locations should also allow for easy maintenance access for the
periodic removal of accumulated sediment.
Storage capacity
A sediment reservoir should be designed to maximize surface area for infiltration and sediment settling. This
will increase the effectiveness of the reservoir and decrease the likelihood of backup during and after periods
of high runoff intensity. The approximate storage capacity of each trap should be 3,600 ft3 per acre of
Grand River Gathering, LLC SedR-2 October 2011
contributing drainage area. The volume of a natural sedimentation reservoir can be approximated by the
following equation:
Volume (ft3) = 0.4 x surface area (ft2) x maximum pool depth (ft)
If the volume is more than 100 acre-feet the sediment reservoir should be constructed as designed by a
Professional Engineer.
Embankment
If the embankment is more than 10 feet high (measured vertically from the ground surface to the crest of the
spillway) the sediment reservoir should be constructed as designed by a Professional Engineer.
Construction specifications
1. If possible, sediment reservoirs, along with other perimeter controls, shall be installed before any land
disturbance takes place in the drainage area.
2. Reservoirs should be located above the floodplain, where possible.
3. Area under embankment shall be cleared, grubbed, and stripped of any vegetation and root mat. The
pool area shall be cleared.
4. The fill material for the embankment shall be free of roots and other woody vegetation as well as over-
sized stones, rocks, organic material or other objectionable material. The embankment shall be
compacted by traversing with equipment while it is being constructed. Seeding of the embankment
should be performed as soon as possible after construction of the sediment reservoir. Erosion control
blanketing may also be used to cover the embankment in combination with seeding or during time
periods when seeding is ineffective.
5. The spillway shall typically consist of a level spreader which may extend around as much as half of the
reservoir berm. The level spreader may consist of compacted earth, which will be vegetated on
completion of construction. However, if erosion is noted during inspections it may be necessary to
install aggregate, erosion control blanketing, straw bales, or wattles along the length of the level
spreader (see applicable BMP).
Maintenance considerations
The frequency of inspections should be in accordance with the Stormwater Management Plan. The primary
maintenance consideration for sediment reservoirs is the removal of accumulated sediment from the basin to
ensure the continued effectiveness of the reservoir. Sediments should be removed when the basin reaches
approximately 50 percent sediment capacity. Inspectors should also ensure that the reservoir is draining
properly and check the structure, specifically the level spreader, for damage from erosion.
Removal
After the contributing area has been properly stabilized, the reservoir may remain in place if the reservoir itself
is also fully stabilized, or the reservoir may be removed and the newly disturbed area shall be stabilized.
Grand River Gathering, LLC SedR-3 October 2011
References
Colorado Department of Transportation (CDOT), Erosion Control and Stormwater Quality Guide. 2002.
<http://www.dot.state.co.us/environmental/envWaterQual/wqms4.asp>
Environmental Protection Agency (EPA), National Pollutant Discharge Elimination System (NPDES).
Construction Site Storm Water Runoff Control. Washington, D.C., February, 2003
<http://cfpub.epa.gov/npdes/stormwater/menuofbmps/con_site.cfm>
Horizon Environmental Services, Inc, Guidance Document Reasonable and Prudent Practices for Stabilization
(RAPPS) of Oil and Gas Construction Sites. April 2004.
Grand River Gathering, LLC ST-1 October 2011
Sediment Trap (ST)
Description
Sediment traps are small to medium sized ponding areas that allow sediment to settle out of runoff water.
They are usually installed in a drainage way or other point of discharge from a disturbed area. Sediment traps
are formed by excavating below grade and/or by constructing an earthen embankment with a lined spillway to
slow the release of runoff.
Applicability
Sediment traps are generally temporary control measures used at the outlets of stormwater diversion
structures, channels, slope drains, construction site entrance wash racks, or any other runoff conveyance that
discharges waters containing erosion sediment and debris. Sediment traps should be used for drainage areas
less than 5 acres. The effective life span of these temporary structures is usually limited to 24 months. Traps
may be located in series to allow for backup control in case one trap fails.
Limitations
• Regular maintenance is needed to remove sediment. Traps should be located near roads or where
accessible to remove sediment.
• Although sediment traps allow for settling of eroded soils, because of their short detention periods for
stormwater they typically do not remove fine particles such as silts and clays.
• Water may remain in trap for extended periods causing an ideal spot for mosquitoes and other insects
to gather. Locate the trap in a sunny spot if possible.
• Never construct a sediment trap on a live flowing stream or in wetlands.
Design criteria
Location
Traps should be located at points of discharge from disturbed areas. The location will be determined by the
natural terrain, drainage pattern of the runoff, and the accessibility for maintenance. Sediment traps should
not be located in areas where their failure due to stormwater runoff excess can lead to further erosive damage
of the landscape. Alternative diversion pathways should be designed to accommodate these potential
overflows. Sediment trap locations should also allow for easy maintenance access for the periodic removal of
accumulated sediment.
Grand River Gathering, LLC ST-2 October 2011
Storage capacity
A sediment trap should be designed to maximize surface area for infiltration and sediment settling. This will
increase the effectiveness of the trap and decrease the likelihood of backup during and after periods of high
runoff intensity. The approximate storage capacity of each trap should be 3,600 ft3 per acre of contributing
drainage area. Half of this volume may be in the form of wet storage (a permanent pool) and the other half
may be in the form of dry storage. When possible, the wet storage volume should be contained within the
excavated portion of the trap. The volume of a natural sedimentation trap can be approximated by the
following equation:
Volume (ft3) = 0.4 x surface area (ft2) x maximum pool depth (ft)
Construction specifications
See Figure ST-1 for installation details.
1. If possible, sediment traps, along with other perimeter controls, shall be installed before any land
disturbance takes place in the drainage area.
2. Traps should be located above the floodplain, where possible. If there are space constraints, several
small sediment traps may be constructed in series.
3. Area under embankment shall be cleared, grubbed, and stripped of any vegetation and root mat. The
pool area shall be cleared.
4. The fill material for the embankment shall be free of roots and other woody vegetation as well as over-
sized stones, rocks, organic material or other objectionable material. The embankment shall be
compacted by traversing with equipment while it is being constructed. Seeding of the embankment
should be performed as soon as possible after construction of the sediment trap. Erosion control
blanketing may also be used to cover the embankment in combination with seeding or during time
periods when seeding is ineffective.
5. The spillway may consist of a stone section in the embankment formed by a combination coarse
aggregate/riprap to provide for filtering/detention capability. Riprap shall be 4- to 8-inch rock, while the
coarse aggregate shall be 1/2 to 3/4 inches. A geotextile may be placed at the stone-soil interface to
act as a separator.
6. Another option for the spillway is to use straw bales or wattles at the overflow point in the trap and line
the rest of the spillway with an erosion control blanket (see applicable BMP).
Maintenance considerations
The frequency of inspections should be in accordance with the Stormwater Management Plan. The primary
maintenance consideration for temporary sediment traps is the removal of accumulated sediment from the
basin to ensure the continued effectiveness of the sediment trap. Sediments should be removed when the
basin reaches approximately 50 percent sediment capacity. Inspectors should also ensure that the trap is
draining properly and check the structure for damage from erosion. The depth of the spillway should be
checked and maintained at a minimum of 1.5 feet below the low point of the trap embankment.
Removal
The structure shall be removed and the area stabilized when the drainage area has been properly stabilized.
Grand River Gathering, LLC ST-3 October 2011
References
Colorado Department of Transportation (CDOT), Erosion Control and Stormwater Quality Guide. 2002.
<http://www.dot.state.co.us/environmental/envWaterQual/wqms4.asp>
Environmental Protection Agency (EPA), National Pollutant Discharge Elimination System (NPDES).
Construction Site Storm Water Runoff Control. Washington, D.C., February, 2003.
<http://cfpub.epa.gov/npdes/stormwater/menuofbmps/con_site.cfm>
Horizon Environmental Services, Inc, Guidance Document Reasonable and Prudent Practices for Stabilization
(RAPPS) of Oil and Gas Construction Sites. April 2004.
Grand River Gathering, LLC ST-4 October 2011
Figure ST-1
Sediment Trap Installation
Cut or fill
Embankment
Construct spillway of r iprap,
straw bales, wattles and/or
silt fence (see details)
NOT TO SCALE
EBEB
Adequate volume to
contain design flows
Stake (installed to at
least 16" below g rade)
S ilt fence installation
(optional)
Stake (installed to at
least 12" below grade)
Straw bales or
wattl es
Rip rap or erosion
control b lanket
Max. ponded depth
Grand River Gathering, LLC SF-1 October 2011
Silt Fence (SF)
Description
Silt fences are used as temporary perimeter controls around sites where there will be soil disturbance due to
construction activities. They consist of a length of filter fabric stretched between anchoring posts spaced at
regular intervals along the site perimeter.
Applicability
Silt fences are generally applicable to construction sites with relatively small drainage areas. They are
appropriate in areas where runoff will be occurring as low-level shallow flow, not exceeding 0.5 cubic feet per
second. The drainage area for silt fences generally should not exceed 0.25 acre per 100-foot fence length.
Slope length above the fence should not exceed 100 feet. Silt fence may be used as temporary slope
breakers to reduce runoff velocity.
Limitations
• Silt fences should not be installed along areas where rocks or other hard surfaces will prevent uniform
anchoring of fence posts and entrenching of the filter fabric. This will greatly reduce the effectiveness
of silt fencing and can create runoff channels leading off site.
• Silt fences are not suitable for areas where large amounts of concentrated runoff are likely.
• Open areas where wind velocity is high may present a maintenance challenge, as high winds may
accelerate deterioration of the filter fabric.
• Silt fences should not be installed across streams, ditches, or waterways.
• When the pores of the fence fabric become clogged with sediment, pools of water are likely to form on
the uphill side of fence. Siting and design of the silt fence should account for this and care should be
taken to avoid unnecessary diversion of stormwater from these pools that might cause further erosion
damage.
Design criteria
The fence should be designed to withstand the runoff from a 10-year peak storm event.
Grand River Gathering, LLC SF-2 October 2011
Construction specifications
1. Erect silt fence according to Figure SF-1.
2. If standard strength fabric is used in combination with wire mesh, the support posts should be spaced
no more than 10 feet apart. If extra-strength fabric is used without wire mesh reinforcement, the
support posts should be spaced no more than 6 feet apart.
3. Stakes used to anchor the filter fabric should be either wooden or metal. Wooden stakes should be at
least 3 feet long and have a minimum diameter of 2 inches if a hardwood such as oak is used. Softer
woods such as pine should be at least 4 inches in diameter. When using metal post in place of
wooden stakes, they should have a minimum weight of 1.00 to 1.33 lb/linear foot. If metal posts are
used, attachment points are needed for fastening the filter fabric using wire ties. The height of the
fence posts should be between 16 and 34 inches above the original ground surface.
4. Material for silt fences should be a pervious sheet of synthetic fabric such as polypropylene, nylon,
polyester, or polyethylene yarn, chosen based on minimum synthetic fabric requirements, as shown in
the following table:
Physical Property Requirements
Filtering Efficiency 75 – 85% (minimum): highly dependent on local conditions
Tensile Strength at 20%
(maximum) Elongation
Standard Strength: 30 lbs/linear inch (minimum)
Extra Strength: 50 lbs/linear inch (minimum)
Ultraviolet Radiation 90% (minimum)
Slurry Flow Rate 0.3 gal/ft2/min (minimum)
5. Use a continuous roll of fabric to eliminate unwanted gaps in the fence. If a continuous roll of fabric is
not available, the fabric should overlap from both directions only at stakes or posts with a minimum
overlap of 6 inches.
6. Extend silt fence across grade and upslope for a short distance.
7. Compact backfill at base of fabric.
8. A trench should be excavated to bury the bottom of the fabric fence at least 6 inches below the ground
surface. This will help prevent gaps from forming near the ground surface that would render the
fencing useless as a sediment barrier.
9. If using silt fence as temporary slope breakers to reduce runoff velocity, space according to the
following table:
Maintenance considerations
The frequency of inspections should be in accordance with the Stormwater Management Plan. Inspect silt
fences to ensure that they are intact and that there are no gaps at the fence-ground interface or tears along
the length of the fence. If gaps or tears which impact the effectiveness of the BMP are found, they should be
repaired or the fabric should be replaced immediately. Accumulated sediments should be removed from the
fence base when the sediment reaches one-third to one-half the height of the fence. Sediment removal should
occur more frequently if accumulated sediment is creating noticeable strain on the fabric and there is the
possibility of the fence failing from a sudden storm event.
Slope (%) Spacing (feet)
5 – 15 300
>15 – 30 200
>30 100
Grand River Gathering, LLC SF-3 October 2011
Removal
Remove silt fences and all accumulated sediment after uphill drainage areas are stabilized by vegetation or
other means.
References
Colorado Department of Transportation (CDOT), Erosion Control and Stormwater Quality Guide. 2002.
<http://www.dot.state.co.us/environmental/envWaterQual/wqms4.asp>
Environmental Protection Agency (EPA), National Pollutant Discharge Elimination System (NPDES).
Construction Site Storm Water Runoff Control. Washington, D.C., February, 2003.
<http://cfpub.epa.gov/npdes/stormwater/menuofbmps/con_site.cfm>
Horizon Environmental Services, Inc, Guidance Document Reasonable and Prudent Practices for Stabilization
(RAPPS) of Oil and Gas Construction Sites. April 2004.
Keller, Gordon, and James Sherar, Low-Volume Roads Engineering, Best Management Practices Field Guide.
United States Department of Agriculture (USDA), Forest Service, US Agency of International
Development (USAID), 2005. <http://www.blm.gov/bmp/field%20guide.htm>
Figure SF-1
Silt Fence Installation
Grand River Gathering, LLC SL-1 October 2011
Slash (SL)
Description
Slash is any natural debris or material left over from site clearing and grubbing. Slash may include small tree
branches, root mats, grass, leaves, stone, etc... Placement of slash over disturbed areas can help control
off-site transport of sediment by slowing the flow of runoff, which minimizes erosion, and trapping sediment
until vegetation is established at the sediment source.
Applicability
Slash may be used for the following:
• To create a filter berm or windrow.
• As a blanket over any disturbed area, particularly pipeline corridors and areas of fill.
• As outlet protection for culverts.
Limitations
• Material may need to be cut up or broken into smaller pieces.
• Slash does not eliminate the need to revegetate.
• Slash is not applicable for steep slopes.
Design criteria
No formal design is required.
Grand River Gathering, LLC SL-2 October 2011
Construction specifications
1. For slash filter berms, see the Filter Berm (FB) BMP.
2. Prior to spreading slash over a disturbed area, the area should be seeded in accordance with the
Revegetation BMP.
Maintenance considerations
The frequency of inspections should be in accordance with the Stormwater Management Plan. Inspect for any
excessive erosion and replace slash with an alternate BMP if necessary (such as erosion control blanket).
Removal
Removal of slash is not necessary.
Grand River Gathering, LLC SCE-1 October 2011
Stabilized Construction Entrance (SCE)
Description
A stabilized construction entrance (tracking pad) is a pad of gravel over filter cloth where construction traffic
leaves a site. The purpose of a stabilized entrance to a site is to minimize the amount of tracked mud and dust
that leaves a site. As a vehicle drives over the gravel pad, mud and sediment are removed from the vehicle's
wheels and off-site transport of soil is reduced. The gravel pad also reduces erosion and rutting on the soil
beneath the stabilization structure. The filter fabric separates the gravel from the soil below, preventing the
gravel from being ground into the soil. The fabric also reduces the amount of rutting caused by vehicle tires by
spreading the vehicle's weight over a larger soil area than just the tire width.
Applicability
Typically, stabilized construction entrances are installed at locations where construction traffic leaves or enters
an existing paved road. However, the applicability of site entrance stabilization should be extended to any
roadway or entrance where vehicles will access or leave the site.
Limitations
• Although stabilizing a construction entrance is a good way to help reduce the amount of sediment
leaving a site, some soil may still be deposited from vehicle tires onto paved surfaces. To further
reduce the chance of these sediments polluting stormwater runoff, sweeping of the paved area
adjacent to the stabilized site entrance is recommended.
• Sediment traps or other secondary sediment controls are needed to capture that sediment that
accumulates at the pad and may run off during storm events.
Design criteria
No formal design is required.
Grand River Gathering, LLC SCE-2 October 2011
Construction specifications
See Figure SCE-1 for installation details.
1. Locate the pad approximately 60 feet back from the entrance at any county road.
2. If the pad is constructed on a crowned road, a roadside ditch with check dams or sediment traps
shall be located on both sides of the road to collect runoff from the pad. If the road slopes to only
one side of the road then only one roadside ditch with sediment controls will be needed.
3. Place woven or non-woven fabric filter cloth over the entire area prior to placing the stone. Piping
of surface water under entrance shall be provided as required.
4. Place a matrix of 1” and 2” stone gravel, or reclaimed or recycled concrete equivalent, to a
minimum thickness of six (6) inches, a minimum width of 12 feet and a minimum length of 50 feet.
5. All surface water flowing or diverted toward construction entrance shall be piped across the
entrance. If piping is impractical, a mountable berm with 5:1 slopes will be permitted.
Maintenance considerations
The frequency of inspections should be in accordance with the Stormwater Management Plan. Stabilization of
site entrances should be maintained until the remainder of the construction site has been fully stabilized.
Stone and gravel might need to be periodically added to each stabilized construction site entrance to keep the
entrance effective. Soil that is tracked off site should be swept up immediately for proper disposal.
References
Colorado Department of Transportation (CDOT), Erosion Control and Stormwater Quality Guide. 2002.
<http://www.dot.state.co.us/environmental/envWaterQual/wqms4.asp>
Environmental Protection Agency (EPA), National Pollutant Discharge Elimination System (NPDES).
Construction Site Storm Water Runoff Control. Washington, D.C., February, 2003.
<http://cfpub.epa.gov/npdes/stormwater/menuofbmps/con_site.cfm>
Horizon Environmental Services, Inc, Guidance Document Reasonable and Prudent Practices for Stabilization
(RAPPS) of Oil and Gas Construction Sites. April 2004.
Grand River Gathering, LLC SCE-3 October 2011
Figure SCE-1
Stabilized Construction Entrance Installation
F iller Cloth
___ Erosion or sediment control measure (ex: wattle)
NOT TO SCA LE
\._ Road Side Ditch and
Sediment Trap (upslope s ide)
Existing County
Road
Grand River Gathering, LLC SBB-1 October 2011
Straw Bale Barrier (SBB)
Description
A straw bale barrier is a series of entrenched and staked straw bales placed on a level contour to intercept
sheet flows. The barrier reduces runoff velocity and filters sediment laden runoff from small drainage areas of
disturbed soil. The barrier may also be used to protect against erosion. Straw bale barriers have an estimated
design life of three (3) months.
Applicability
Straw bale barriers may be used below disturbed areas subject to sheet and rill erosion where the length of
slope above the straw bale barrier does not exceed the following limits:
Constructed Slope Percent Slope Slope Length (ft)
2:1 50% 25’
3:1 33% 50’
4:1 25% 75’
Straw bales may be used in the following applications:
• Below the toe of erodible slopes or other small cleared areas
• At the top of slopes to divert runoff away from disturbed slopes
• As sediment traps at outlets to culverts, ditches, turnouts, etc.
• Along the perimeter of a site
• Around temporary stockpiles and spoil areas
• Along streams and channels for both erosion and sediment control
• As check dams across mildly sloped swales or construction roads
Grand River Gathering, LLC SBB-2 October 2011
Limitations
• For short-term use only
• For use below small drainage areas less than 2 acres
• Decomposes over time
• May be consumed by livestock
• Straw bales must be certified weed free to avoid invasive weeds that may develop and should not be
used in areas where weeds are a concern.
• Removal of anchor stakes will be necessary after stabilization is complete
• Not recommended for concentrated flow, live streams, or swales where there is the possibility of a
washout
Design criteria
No formal design is required.
Construction specifications
See Figure SBB-1 for installation details.
1. Bales shall be placed in a single row on a level contour with ends of adjacent bales tightly abutting
one another. Bales shall be certified weed free.
2. Allow sufficient space up slope from the barrier to allow ponding, and to provide room for sediment
storage.
3. All bales shall be either wire-bound or string-tied. Straw bales shall be installed so that bindings
are oriented around the sides rather than along the tops and bottoms of the bales in order to
prevent deterioration of the bindings.
4. A trench shall be excavated the width of a bale and the length of the proposed barrier to a
minimum depth of 4 inches. Stake the bales with minimum 2” x 2” x 36” wood stakes or standard
“T” or “U” steel posts (minimum weight of 1.33 pounds per linear foot).
5. After the bales are staked and chinked (gaps filled by wedging), the excavated soil shall be
backfilled against the barrier. Backfill soil shall conform to the ground level on the downhill side
and shall be built up to 4 inches against the uphill side of the barrier.
6. Each bale shall be securely anchored by at least two stakes driven through the bale. The first
stake or steel post in each bale shall be driven toward the previously laid bale to force the bales
together. Stakes or steel pickets shall be driven a minimum 12 inches deep into the ground to
securely anchor the bales.
Maintenance considerations
The frequency of inspections should be in accordance with the Stormwater Management Plan. Close attention
should be paid to the repair of damaged or rotting bales, end runs and undercutting beneath bales. Necessary
repairs to barriers or replacement of bales should be accomplished promptly. Sediment deposits should be
removed when the level of deposition reaches approximately one-half the height of the barrier.
Removal
Straw bale barriers may be removed when they have served their usefulness or may remain in place to
decompose over time. Straw bales should not be removed, however, until the upslope areas have been
permanently stabilized. Any sediment deposits remaining in place after the straw bale barrier is no longer
required should be dressed to conform to the existing grade, prepared and seeded.
Grand River Gathering, LLC SBB-3 October 2011
References
Colorado Department of Transportation (CDOT), Erosion Control and Stormwater Quality Guide. 2002.
<http://www.dot.state.co.us/environmental/envWaterQual/wqms4.asp>
Horizon Environmental Services, Inc, Guidance Document Reasonable and Prudent Practices for Stabilization
(RAPPS) of Oil and Gas Construction Sites. April 2004.
New York State Department of Environmental Conservation, New York Guidelines for Urban Erosion and
Sediment Control. New York. Fourth Edition, 1997.
<http://www.dec.state.ny.us/website/dow/toolbox/escstandards>
Figure SBB-1
Straw Bale Installation
Grand River Gathering, LLC Wa-1 October 2011
Wattles (Wa)
Wattles BMP is provided in Erosion Control section above.
Grand River Gathering, LLC October 2011
Non-Stormwater BMPs
Dewatering (DW)
Dust Control (DC)
Material Delivery and Storage (MDS)
Scheduling (S)
Spill Prevention and Control (SPC)
Vehicle and Equipment Maintenance (VEM)
Waste Management (WM)
Grand River Gathering, LLC DW-1 October 2011
Dewatering (DW)
Description
Dewatering involves the removal and discharge of excess water from construction sites. Excess water may
be due to groundwater, accumulated precipitation after a storm event (stormwater), or water used during
construction activities (i.e. for the testing of pipelines). Proper removal of excess water helps to prevent
potential pollutants (such as sediment or toxic and petroleum products) from entering watercourses. Sediment
control from dewatering operations is required on all projects where excess water containing sediment or
other pollutants is planned to be discharged. A temporary settling or filtering device should be used to avoid
pollutant discharges from dewatering operations.
Applicability
These practices are implemented where groundwater, accumulated precipitation (stormwater), or other
water used during construction will be discharged from a site.
Limitations
• Site conditions will dictate design and use.
• A settling device often allows only minimal settling time for sediment particles.
• Multiple sediment control methods shall be used, if necessary, for better sediment removal when site
conditions allow.
• The controls discussed in this BMP address sediment only. If the presence of polluted water is
identified, dewatering pollution controls should be implemented in accordance with regulatory
requirements.
Grand River Gathering, LLC DW-2 October 2011
Standards
Groundwater dewatering
1. All dewatering operations must comply with the Stormwater Management Plan. Discharges to the
ground of water from construction dewatering activities may be authorized, provided that:
a. The source is groundwater and/or groundwater combined with stormwater that does not
contain pollutants in concentrations exceeding the State groundwater standards in
Regulations 5 CCR 1002-41 and 42
b. The source is identified
c. BMPs are utilized
d. These discharges do not leave the site as surface runoff or to surface waters
2. Dewatered groundwater shall be pumped or diverted to a sediment control BMP prior to discharge to
the ground.
Stormwater Dewatering
1. The discharge of pumped stormwater (not including groundwater or other non-stormwater sources)
from excavations, ponds, depressions, etc., to surface water, or to a municipal separate storm-sewer
system is allowed as long as the dewatering activity and associated BMPs are implemented in
accordance with this manual.
2. Stormwater that collects in open depressions or trenches during construction activities will be
dewatered into an existing sediment control, such as a detention pond, a sediment trap, or simply into
a well-vegetated area to percolate into the ground and catch suspended sediment.
Pipeline Dewatering
Once the hydrostatic testing of pipelines has been completed, dewatering of the pipeline will occur.
1. Insert a displacer, commonly referred to as a pig, in the pipeline.
2. Regulate the discharge rate and utilize energy dissipation devices and/or sediment controls as
necessary to prevent erosion, streambed scour, suspension of sediments, or excessive stream flow.
Specifications
One of several types of dewatering structures may be constructed depending on site conditions and type of
operation:
1. Water may be pumped or directed into existing stormwater sediment controls (such as sediment traps)
capable of handling the volume and flow rate of dewatered water.
2. Water may be pumped or directed into a temporary settling device as described below.
3. Water may be land applied to approved non-wetland vegetation areas and allowed to soak into the
soil.
4. Water may be hauled away from the project for disposal in accordance with applicable laws and
regulations.
If existing stormwater sediment controls are used to control water, the applicable sections of this BMP
Manual shall be followed.
If a settling device is utilized, the following design criteria shall be followed:
Grand River Gathering, LLC DW-3 October 2011
Straw Bale/Silt Fence Pit
• It is recommended that the structure consist of an excavated basin surrounded by a perimeter control
such as wattles, hay bales, or silt fence (see Figure DW-1). Install wattles, hay bales, or a silt fence as
described in applicable sections of this BMP Manual.
• The following formula should be used to determine the storage volume of the sediment tank:
Pump discharge (gpm) x 16 = cubic feet of storage required
• The excavated area should be a minimum of 3 feet below the base of the perimeter control. The
excavated portion will serve for wet storage, and the remainder will provide dry storage.
• When water reaches the outlet crest, pumping must stop until the water drains down to the elevation
of the excavated area.
• The remaining water may be removed only after a minimum of 6 hours of sediment settling time. This
effluent should be pumped across an area with established vegetation or through a silt fence prior to
entering a watercourse.
• When the excavated area becomes filled to one-half of the excavated depth, accumulated sediment
should be removed and properly disposed of.
Sediment Filter Bag
• A filter bag, constructed of non-woven geotextile material (to provide adequate filtering ability to
capture the larger soil particles from the pumped water), will be clamped around the dewatering pump
discharge hose so that all of the pumped water passes through the bag.
• The filter bag should be used in combination with a straw bale/silt fence pit when located within 50 feet
of a stream. When the distance to a stream is greater than 50 feet, the bag may be placed on well-
vegetated area, or on an aggregate pad. The bag should never be placed on bare soil.
• The capacity of the bag should be adequate to handle the dewatering pump discharge, and should be
based on the bag manufacturer’s recommendation.
• When used in conjunction with a straw bale/silt fence pit, a filter bag may be operated until the water in
the pit reaches the crest of the emergency overflow.
• When placed on either a stone pad or well-vegetated area, the bag may be operated until such time
the discharge from the bag reaches a stream.
• When the bag has been completely filled with sediment it should be cut open, sediment regraded in
place, and immediately stabilized with an erosion control.
A settling device and/or sediment control may not be needed if the water is discharged to a well stabilized,
on-site, vegetated area. The stabilized area should be capable of filtering sediment while at the same time
withstanding the velocity of the discharged water without eroding. A minimum filtering length of 75 feet is
recommended for the stabilized area.
Maintenance considerations
The frequency of inspections should be in accordance with the Stormwater Management Plan. If using a
settling device, sediments should be removed once they have accumulated to one-half of the excavated
depth and properly disposed of. Sediment removal from dewatering devices shall be stabilized at the project
site at pre-designated locations or shall be disposed of properly.
Grand River Gathering, LLC DW-4 October 2011
References
Arizona Department of Transportation (ADOT), Erosion and Pollution Control Manual. 2005.
http://www.azdot.gov/ADOT_and/Storm_Water/Erosion_Pollution_Control_Manual.asp
Colorado Department of Transportation (CDOT), Erosion Control and Stormwater Quality Guide. 2002.
http://www.dot.state.co.us/environmental/envWaterQual/wqms4.asp
Federal Energy Regulatory Commission (FERC), Upland Erosion Control, Revegetation, and Maintenance
Plan. January 2003.
Grand River Gathering, LLC DW-5 October 2011
Figure DW-1
Settling Device Installation
Rip rap
Aggregate base
Rip rap
NOT TO SCALE
Rip rap
6'------
3' min. Excavated area
~ (wet storage depth) /
"--I__/
6" Thick aggregate base
4" Key min.
Straw bale
w~h stake
Riprap of sufficient
size and depth to
resist movement from
pump discharge
Si~ fence Mer cloth
along entire inside face
of straw bales
Grand River Gathering, LLC DC-1 October 2011
Dust Control (DC)
Description
Dust control involves practices (such as applying water or dust palliatives) to be implemented during
construction operations to prevent dust and wind erosion from exposed soil surfaces.
Applicability
These practices are limited to exposed soil where wind erosion is expected.
Limitations
The effectiveness of this application can be limited by soil, temperature, and wind velocity.
Standards and specifications
Irrigation practices can be applied to a project site until the soil is moist and can be repeated as necessary.
However, the soil shall not be oversaturated causing runoff to flow from the project site. The distribution
system shall be equipped with a proper spray system to ensure even water distribution. When a distribution
system is unavailable, at least one mobile unit shall be available at all times to apply water or a dust palliative
to the project site. All non-potable tanks, pipes, and other conveyances shall be marked “non-potable water -
do not drink.”
Seeding, mulching, soil binder, and grading techniques are also temporary methods to prevent dust and wind
erosion. Refer to the applicable BMPs.
Maintenance considerations
The frequency of inspections should be in accordance with the Stormwater Management Plan. Inspect
protected areas for adequate protection and signs of degradation. Perform spot-checks to ensure dust and
wind erosion control techniques are properly implemented.
References
Colorado Department of Transportation (CDOT), Erosion Control and Stormwater Quality Guide. 2002.
http://www.dot.state.co.us/environmental/envWaterQual/wqms4.asp
Grand River Gathering, LLC MDS-1 October 2011
Material Delivery and Storage (MDS)
Description
These practices are to be implemented for proper handling, delivery, and storage of materials in order to
prevent spills or leaks into the storm drains or watercourses.
Applicability
These practices are implemented at all construction sites where delivery and storage of materials may be
detrimental to the environment. Materials of concern are not limited to soil, pesticides, herbicides, fertilizers,
petroleum products, asphalt and concrete components, and hazardous chemicals such as acids, paints,
solvents, adhesives, and curing compounds.
Limitations
Space limitation may preclude indoor storage. Storage sheds must meet building and fire code requirements.
Standards and specifications
Deliver and loading/unloading areas
• Keep an accurate, up-to-date inventory of material delivered and stored on site.
• Minimize hazardous material storage on site.
• Employees trained in emergency spill clean-up procedures should be present when dangerous
materials or liquid chemicals are unloaded.
• Cover loading and unloading areas to reduce exposure of materials to rainfall.
• Routinely check vehicles and equipment such as valves, pumps, flanges, and connections for leaks.
• Direct off-site stormwater flows away by grading, berming, or curbing the area around the
loading/unloading area.
Grand River Gathering, LLC MDS-2 October 2011
Storage and material handling areas
• Designate storage areas at the project site.
• Locate the storage area away from the storm drain system and watercourses.
• Provide curbs or dikes around the perimeter of material storage areas to prevent run-on from adjacent
areas as well as runoff of stormwater from the material storage areas.
• Prevent spills or leakage of liquid materials from contaminating soil (i.e., soaking into the ground) by
placing storage areas on impervious surfaces.
• Stockpile soil in accordance with the Stockpiling BMP for topsoil and subsoil.
• Store materials indoors within existing structures or sheds when available.
• Material safety data sheets (MSDS) shall be made available for all materials.
• Training for proper material handing and storage techniques shall be required.
• Provide sufficient separation between storage containers to allow cleanup and emergency response.
• Chemically incompatible materials should not be stored together or in the same storage facility.
• Label all materials properly and maintain current legible labels; also maintain a current inventory of all
material delivered and stored.
• Do not store hazardous chemicals, drums, or bagged materials directly on the ground. Place these
items on a pallet and when possible, under cover in secondary containment.
• Keep hazardous chemicals in their original containers and keep them well labeled.
Spill Clean-up
• Immediately contain and cleanup any spills according to the Spill Prevention and Control BMP as well
as the Spill Prevention and Control Countermeasures (SPCC) Plan.
• If significant residual materials remain on the ground after construction is complete, properly remove
and dispose of any hazardous materials or contaminated soil.
Maintenance considerations
The frequency of inspections should be in accordance with the Stormwater Management Plan. Inspect
equipment and vehicles for leaks. Maintain an ample supply of cleanup materials at all designated storage
and handling areas where leaks and spills are likely to occur. Spot-check material storage and handling areas
for compliance. Material storage areas shall be checked for accumulation of non-labeled materials and spills.
Containment structures or other perimeter controls shall be inspected and repaired when signs of degradation
are visible.
References
Arizona Department of Transportation (ADOT), Erosion and Pollution Control Manual. 2005.
http://www.azdot.gov/ADOT_and/Storm_Water/Erosion_Pollution_Control_Manual.asp
Colorado Department of Transportation (CDOT), Erosion Control and Stormwater Quality Guide. 2002.
http://www.dot.state.co.us/environmental/envWaterQual/wqms4.asp
Grand River Gathering, LLC S-1 October 2011
Scheduling (S)
Description
Develop a schedule for every project that includes sequencing of construction activities in conjunction with the
implementation of construction site BMPs in order to reduce the amount and duration of soil exposed by
construction activities. The purpose is to minimize erosion of disturbed soils by wind, rain, runoff, and vehicle
tracking by reducing the amount and duration of soil exposed to erosion and ensuring that BMPs are
implemented in a timely manner as construction proceeds.
Applicability
• Construction activities shall be planned to minimize the amount of disturbed land exposed to erosive
conditions.
• Stabilization measures shall be installed and maintained as work progresses, not just at the
completion of construction.
Standards and specifications
• Schedule the installation of temporary and permanent controls as specified in the Construction
General Permit (CGP).
• The schedule of construction activities and concurrent application of temporary and permanent BMPs
is developed as part of the Stormwater Management Plan (SWMP).
• Schedule clearing and grubbing activity to allow existing vegetation to remain in place as long as
possible.
• For larger projects, the contractor shall not expose more than 750,000 square feet in any location until
temporary or permanent BMPs have been installed.
• Schedule shall include dates for significant long-term operations or activities that may have planned
non-stormwater discharges such as dewatering, sawcutting, grinding, drilling, boring, crushing,
blasting, painting, hydro-demolition, mortar mixing, bridge cleaning, etc.
• Schedule shall include dates for installation of permanent drainage systems and runoff diversion
devices. These devices should be installed as early as possible in the construction process.
• The schedule shall include non-stormwater BMPs, waste management, and materials pollution control
BMPs.
Grand River Gathering, LLC S-2 October 2011
• Stabilize non-active areas as specified in the CGP.
• Monitor weather forecast and adjust construction schedule to allow for the implementation of soil
stabilization and sediment controls on all disturbed areas prior to the onset of rain.
Maintenance considerations
The frequency of inspections should be in accordance with the SWMP. Verify that work is progressing in
accordance with the schedule. The schedule must be updated when changes are warranted or when directed
by the Engineer.
References
Arizona Department of Transportation (ADOT), Erosion and Pollution Control Manual. 2005.
http://www.azdot.gov/ADOT_and/Storm_Water/Erosion_Pollution_Control_Manual.asp
Grand River Gathering, LLC SPC-1 October 2011
Spill Prevention and Control (SPC)
Description
These practices are implemented to prevent and control spills to ensure that spills and leaks do not result in
water quality impacts.
Applicability
This BMP applies to all construction activities. Spill prevention and control measures shall be implemented
any time chemicals or hazardous substances are used, stored, or handled.
Limitations
The measures described in this BMP are general. Appropriate practices for specific materials used, stored, or
handled on a project site should be identified by site personnel.
Standards and specifications
The following general design guidelines can be implemented for spill prevention and control measures for
various activities and areas:
• Identify materials delivered, handled, stored, and used at a project site.
• Identify project areas and activities potentially susceptible to spills. Areas and activities that are most
vulnerable to spills include: transportation facilities, loading and unloading areas, fuel and chemical
storage areas, process activities, dust or particulate generating processes, and waste disposal
activities.
• Develop spill response procedures.
Grand River Gathering, LLC SPC-2 October 2011
Spill Prevention Control and Countermeasures (SPCC) Plan
A Spill Prevention Control and Countermeasures (SPCC) Plan has been developed and will be implemented
for certain products that are stored at the site. The SPCC Plan identifies areas where spills can occur on site,
specifies material handling procedures and storage requirements, and identifies spill cleanup procedures. The
purpose of this plan is to establish standard operating procedures and the necessary employee training to
minimize the likelihood of accidental releases of pollutants that can contaminate stormwater runoff. Spill
prevention is prudent both environmentally and economically, since spills increase operating costs and lower
productivity.
Emergency spill cleanup plans should include the following information:
• A description of the facility including the nature of the facility activity and general types and quantities
of chemicals stored at the facility.
• A site plan showing the location of storage areas for chemicals, location of storm drains, site drainage
patterns, fire-fighting equipment and water source locations, and the location and description of any
devices used to contain spills such as positive control valves.
• Notification procedures to be implemented in the event of a spill, such as, posting phone numbers of
key personnel and appropriate regulatory agencies.
• Instructions regarding cleanup procedures.
• Designating personnel with overall spill response cleanup responsibility.
• A summary of the plan should be written and posted at appropriate points in the building (i.e., project
trailer and areas with a high spill potential), and shall identify the spill cleanup coordinators, location of
cleanup kits, and phone numbers of regulatory agencies to be contacted in the event of a spill.
• Cleanup of spills should begin immediately. No emulsifier or dispersant should be used. In fueling
areas, absorbent materials should be packaged in small bags for easy use, and small drums should
be available for storage of absorbent and/or used absorbent. Absorbent materials shall not be washed
into the floor drain or storm sewer.
Cleanup response procedures
Response guidelines have been identified below for contractors responding to spills that may potentially result
in an illicit discharge. It is the contractor’s responsibility to have all emergency phone numbers available at the
construction site as well to notify the proper response agencies in a timely manner. It is also the contractor’s
responsibility to ensure timely and proper cleanup of any spill.
Minor spills
For non–hazardous materials such as gasoline, paint, or oil that may be spilled in small quantities which do
not enter state waters or pose a potential to do so, the following measures shall be implemented:
1. Use absorbent materials to contain spills. Do not hose down spill area with water or bury the spill.
2. Recover spilled materials.
3. Clean the contaminated area of residuals and/or properly dispose of the absorbent material.
Semi-significant spills
For non-hazardous materials that qualify as a semi-significant spill or spills of any size which do not enter
state waters or pose a potential to do so and can be controlled by the first responder along with the aid of other
personnel, the following measures shall be implemented:
1. Notify the project foreman immediately. The foreman should notify the resident engineer.
Grand River Gathering, LLC SPC-3 October 2011
2. Contain the spills to prevent spreading.
3. If the spills occur on paved or impermeable surfaces, clean-up using “dry” methods (adsorbent
materials, cat litter, and/or rags). Contain the spill by encircling with absorbent materials and do not let
the spill spread widely.
4. If the spill occurs in a dirt area, immediately contain it by constructing an earthen dike. Dig up and
properly dispose of contaminated material.
5. If the spills occur during rain, cover affected area if possible.
Significant spills
For non-hazardous materials that qualify as a significant spill or spills of any size that enter state waters or
have the potential to do so, the following measures shall be implemented:
1. Contact the Colorado Department of Public Health and Environment (CDPHE) Environmental
Emergency Spill Reporting Line (1-877-518-5608) within 24 hours of the spill event. A written
notification to the CDPHE-Emergency Management Program (EMP) is necessary within 5 days.
2. Contact the Colorado State Patrol 24-hour hotline (1-303-239-4501) if the spill is on a state highway.
3. Notify the project foreman and maintenance personnel on patrol immediately and follow up with a
written report.
4. If possible, cleanup the spill immediately. Use absorbent materials if the material is on an
impermeable surface. Construct an earthen dike to contain a spill on dirt areas. If rainfall is present at
the time of the spill, cover the spill with a tarp to prevent contaminating runoff.
Hazardous spills
For all spills involving hazardous materials, the following measures shall be implemented:
1. Contact the local emergency response team by dialing 911.
2. Contact the CDPHE-EMP 24 Environmental Emergency Spill Reporting Line (1-877-518-5608) within
24 hours of the spill event. A written notification to the CDPHE-EMP is necessary within 30 days.
3. Contact the Colorado State Patrol 24-hour hotline (1-303-239-4501) if the spill is on a state highway.
4. Report spills to project foreman and maintenance personnel on patrol and follow up with a written
report.
5. Construction personnel shall not try to clean up the spill.
6. Cleanup spill immediately; a licensed contractor or HazMat team shall be used to properly clean up
spills.
Maintenance considerations
The frequency of inspections should be in accordance with the Stormwater Management Plan. Inspect
equipment and vehicles for leaks. Maintain an ample supply of cleanup materials at all designated
maintenance areas where leaks and spill are likely to occur. Spot-check material storage and handling areas
for compliance. Material storage and use areas shall be checked for accumulation of non-labeled materials
and spills. Identify spills or leaks into to the storm drain at or near work areas. Containment structures or
other perimeter controls shall be inspected and repaired when signs of degradation are visible.
References
Arizona Department of Transportation (ADOT), Erosion and Pollution Control Manual. 2005.
http://www.azdot.gov/ADOT_and/Storm_Water/Erosion_Pollution_Control_Manual.asp
Colorado Department of Transportation (CDOT), Erosion Control and Stormwater Quality Guide.
Grand River Gathering, LLC WM-1 October 2011
Waste Management (WM)
Description
Stormwater runoff from areas where construction wastes are stored or disposed can be polluted. Wastes
leached or spilled from management areas may build up in soils or on other surfaces and be carried by
stormwater runoff. The optimal approach to reduce the potential for stormwater contamination from wastes is
to reduce the amount generated and, consequently, the amount stored on site. The following types of waste
management are covered under this BMP:
Concrete waste management: Practices to be used in order to minimize and prevent concrete waste
associated with construction activities from entering storm drains and watercourses. Concrete waste may be
generated where concrete trucks or concrete-coated equipment are washed on site, where slurries containing
concrete are generated, or where mortar-mixing areas exist.
Solid waste management: Practices to be used in order to minimize and prevent solid waste associated with
construction activities from entering storm drains and watercourses. Solid waste can be classified as non-
hazardous solid material including: concrete, rock, debris, soil, wood, vegetative material, plastic, fabrics,
mortar, metal scraps, Styrofoam, and general litter such as but not limited to beverage containers and plastic
wrappers.
Sanitary and septic waste management: Practices to be used in order to minimize and prevent sanitary and
septic waste associated with construction activities from entering storm drains and watercourses.
Liquid waste management: Practices to be used in order to minimize and prevent liquid waste associated with
construction activities from entering storm drains and watercourses.
Hazardous waste management: Practices to be used in order to prevent hazardous waste associated with
construction activities from entering storm drains and watercourses. Hazardous wastes may be discovered or
generated (by lead paint removal operations) and are designated as hazardous by the Code of Federal
Regulations or Colorado state laws.
Contaminated waste management: Practices to be used in order to minimize and prevent pollutants from
contaminated soils from leaching into watercourses or drainage systems.
Grand River Gathering, LLC WM-2 October 2011
Applicability
Facilities or designated construction work areas where each type of waste is discovered or generated.
Limitations
During the non-rainy season or in arid portions of the state, temporary stockpiling of non-hazardous solid
waste may not require stringent drainage control measures. The engineer for the project shall determine if
drainage control measures are warranted for a specific construction site where non-hazardous solid waste is
being stockpiled.
Liquid waste management does not apply to solid wastes, hazardous wastes, concrete slurries/wastes,
dewatering operations, sanitary/septic wastes, or permitted allowable non-stormwater discharges. Disposal of
some liquid wastes may be subject to regulations or requirements of other permits secured for the construction
site.
This BMP provides general hazardous waste management guidelines, but does not relieve the contractor from
full responsibility of complying with federal, state, and local laws regarding storage, handling, transportation,
and disposal of hazardous wastes. It is the contractor’s full responsibility to identify all hazardous waste
generated at the project site.
The contractor is responsible for identifying pollutant-specific handling and disposal procedures for
contaminated soils at the project site.
Standards
Concrete waste
Waste generated from concrete activities shall not be allowed to flow into drainage ways, inlets, or receiving
waters.
Concrete waste shall be placed in a temporary concrete washout facility.
• Concrete washout facilities will be comprised of an excavation with erosion bales and construction
fences along the perimeter. The facility may be similar to the settling device used for dewatering (see
Figure DW-1). The bottom of the excavation must be proven to be at least 5 vertical feet above
groundwater or, alternatively, the excavation must be lined with either a clay or synthetic liner that is
designed to control seepage. The facilities shall be maintained in good condition to contain all liquid
and concrete waste generated by operations at a project site.
• Proper signage such as “Concrete Washout” shall be placed near concrete washout facilities to inform
construction personnel of the location of designated concrete washout facilities.
• Temporary concrete washout facilities shall be located 50 horizontal feet from drainageways, inlets,
and receiving waters unless otherwise approved by the engineer.
• Adding solvents, flocculents, or acid to washwater is prohibited.
• Whenever a concrete washout area is within 300 feet of the access to a road or highway, a stabilized
construction entrance must be built as part of the washout, or at the entrance to the road or highway.
• Hardened concrete waste shall be properly disposed of following solid waste management
procedures.
• Removal of temporary facilities, including the solid concrete waste and the material used to construct
the facilities, shall be the responsibility of the contractor, who shall remove the waste from the project
site and dispose of it properly following guidelines outlined in solid, liquid waste management and any
applicable regulations.
Grand River Gathering, LLC WM-3 October 2011
Solid waste
• Litter shall be minimized at all construction sites and collected on a weekly basis into water-tight
dumpsters. Trash receptacles shall be provided in various locations within the construction site
boundaries.
• Collected trash shall not be placed near drainage inlets or watercourses.
• A trash hauling contractor shall be used to properly dispose of the collected waste in a timely manner.
Dumpster washout at the construction site is not permissible.
• Priority shall be given to remove waste and debris from drainage inlets, trash racks, and ditches in
order to prevent clogging of the stormwater system.
• Waste storage areas shall be pre-approved by the engineer.
• Storage areas for solid waste shall be located at least 50 feet from drainageways and watercourses,
and shall not be located in areas susceptible to frequent flooding. Sediment barriers such as berms,
dikes, or other temporary diversion structures shall be used to prevent stormwater runoff from
contacting stored solid waste at the project site.
• Solid waste shall be segregated properly into various categories for recycling or disposal. Proper
disposal is required for each waste category. The contractor shall make every attempt to recycle
useful vegetation, packaging material, and surplus construction materials when practical.
• Most construction materials can be recycled at recycling facilities.
Septic and sanitary waste
• Temporary sanitary facilities shall be located away from drainage ways, inlets, receiving waters, areas
of high traffic, and areas susceptible to flooding or damage by construction equipment.
• Temporary sanitary facilities shall be properly connected into a sanitary sewer system where
permissible to prevent illicit discharges. Authorized sanitary sewer system connections shall comply
with local health agency, county, and sanitary sewer district requirements.
• Wastewater generated from sanitary facilities shall not be allowed to flow into drainageways, inlets, or
receiving waters.
• Only licensed sanitary/septic waste haulers shall be used to properly dispose of waste from temporary
sanitary facilities.
• In project areas susceptible to strong winds, temporary sanitary facilities shall be secured to prevent
overturning.
Liquid waste
• The contractor shall oversee and enforce all liquid waste measures and will instruct all employees and
subcontractors on the identification of hazardous and non-hazardous liquid waste, and non-hazardous
handling, storage, and proper disposal.
• The contractor shall hold regular safety meetings to ensure proper liquid waste measures are being
adhered to and efforts are being made to minimize the amount of liquid waste produced.
• The contractor shall ensure compliance with all liquid waste management procedures and practices.
• Liquid wastes generated from operational procedures such as drilling residue and fluids shall not be
allowed to flow into drainageways, inlets, or receiving waters.
• All liquid wastes shall be contained in designated areas such as sediment basins, holding pits, or
portable tanks. Designated containment areas shall be located away from drainageways, inlets,
receiving waters, areas of high traffic, and areas susceptible to flooding.
• Precautions shall be taken to ensure that proper spill prevention and control measures are being
implemented to avoid accidental spills.
Grand River Gathering, LLC WM-4 October 2011
• If a liquid waste is released or spilled, capture the liquid with proper cleanup methods. Do not allow
the liquid waste to flow uncontrolled or into drainageways, inlets, and receiving waters. Use diverting
methods such as temporary dikes to control the spill and direct it to containment areas for capture.
• The contractor shall be responsible for adhering to all permit requirements, federal, state, and local
regulations for properly disposing liquid waste.
Hazardous waste
The following are general guidelines provided for planning the management of hazardous wastes.
• Hazardous waste storage, transportation, and disposal shall comply with 49 CFR 172, 173, 178, 179,
and 261-263, and state regulations.
• Special materials and equipment may be required to manage wastes that are corrosive, combustible,
flammable, oxidizer, poison, toxic, or reactive. Clearly label all waste containers with the appropriate
description of the wastes being contained.
• Hazardous wastes shall be segregated, and incompatible or reactive wastes shall be disposed of
properly in a manner to prevent fires and explosion. Always consult the health and safety officer,
engineer, and/or project manager prior to mixing hazardous wastes for disposal. Hazardous waste
shall be segregated properly into various categories such as liquids, semi-liquids, and solids.
• Select the most appropriate disposal container to store the hazardous waste. Additionally, select a
container that is compatible with the hazardous material being stored. For instance, use plastic or
plastic-lined steel drums for storing corrosive materials. Corrosive materials will react with steel and
cause the waste to be released from the drum. Always consult the engineer or project manager to
ensure that the container and waste are compatible.
• Waste containers shall be stored and managed in temporary containment facilities that shall meet the
following requirements:
− A spill containment volume 1.5 times the volume of all containers
− Impervious to the materials contained for a minimum contact time of 72 hours
− Free of accumulated rainwater or spills, with sufficient separation provided between stored
containers to allow for spill cleanup
− Incompatible, ignitable, and reactive materials shall not be stored in the same temporary
containment facility
− “Caution: Flammable Material” signs must be posted near containment areas to prevent fires or
explosions
• The following management guidelines are recommended for containment facilities:
− Keep containers closed at all times except when adding or removing waste from the container.
Use a funnel or hose to transfer wastes to drums.
− You must open, handle, and store containers to prevent ruptures or leaks. Make sure to open
drums with a spark-proof wrench.
− If the container begins to leak or you notice dents or bulges, transfer the waste to another
container.
• Locate containment areas away from high-traffic areas, waterways, drainage inlets, sensitive habitats,
and areas prone to flooding or ponding.
• Waste residuals from equipment or brushes shall be cleaned in designated containment areas and
shall not be allowed to seep into soils causing soil contamination or to discharge into watercourses or
drainageways.
Grand River Gathering, LLC WM-5 October 2011
• Secondary containment needs to be provided for all hazardous waste containers. In addition,
containment berms shall be used in fueling and maintenance areas where the potential for spills is
high.
• Hazardous waste containment areas shall be pre-approved by the engineer and/or project manager.
• It is the contractor’s responsibility to ensure that all hazardous waste discovered or generated at a
project site is disposed of properly by a licensed hazardous material disposal contractor/facility utilizing
properly completed Uniform Waste Manifest forms. The contractor is responsible for not exceeding
hazardous waste storage requirements mandated by the state or other localities.
• Additional disposal guidelines for non-hazardous solid and liquid waste are included in Sections WM 2
and WM 4, respectively.
Contaminated waste
The following are general guidelines provided for planning the management of contaminated soils.
• The contractor is responsible for reviewing relevant environmental reports, appropriate plans, and
project special provisions for contaminated soils information. The contractor shall also take initiative to
further inform the engineer of any potential or identified contaminated soils on the project site.
• Contractor and employees are responsible for meeting safety training requirements mandated by
29 CFR 1910.120 prior to performing any construction work or excavation at projects sites where
contaminated soils have been classified as hazardous materials.
• The contractor is responsible for following all rules and regulations applicable to the excavation,
handling, transport, and disposal of contaminated and hazardous materials. The applicable rules and
regulations are not limited to the standards of Occupational Safety and Health Administration,
U.S. Environmental Protection Agency, U.S. Department of Transportation (USDOT), Colorado
Department of Public Health and Environment (CDPHE), and local agencies.
• Contaminated soils should be placed in a lined and bermed area.
• Surround the perimeter of the exclusion zone with a security fence for safety.
• Collect impacted soil samples and complete a characterization analysis.
• Collect non-reusable protective equipment used at the project site and dispose of it properly.
Additionally, treat and/or dispose of wastewater from decontamination procedures.
• Contaminated soil shall be transported to a licensed disposal facility on vehicles registered for that
purpose.
• When an underground storage tank is discovered at a construction site, coordinate with the regional
environmental project manager for guidance on handling and disposal procedures.
• Preventive measures, such as berms, freeze walls, cofferdams, and grout curtains, should be installed
to prevent stormwater runoff or groundwater from mixing with hazardous materials or underground
tank excavations. Water exposed to contaminated areas should be placed in water-tight holding tanks,
tested, and properly disposed.
Maintenance considerations
The frequency of inspections should be in accordance with the Stormwater Management Plan.
The contractor shall monitor concrete activities to ensure proper waste management techniques are being
utilized. Maintenance of temporary concrete washout facilities shall include removing hardened concrete and
proper disposal. It is recommended that facilities be cleaned out once they are 75 percent full, or new facilities
shall be constructed to provide additional concrete waste storage.
Grand River Gathering, LLC WM-6 October 2011
Check for and remove litter and debris from drainage grates and other drainage structures. Provide cover for
dumpsters and waste containers to prevent entry of rainwater and loss of contents by high winds.
Inspect perimeter controls, containment structures, berms, covers, and liners. Repair or replace as needed to
function properly.
The contractor shall be responsible for monitoring on-site contaminated storage and disposal procedures.
References
Arizona Department of Transportation (ADOT), Erosion and Pollution Control Manual. 2005.
http://www.azdot.gov/ADOT_and/Storm_Water/Erosion_Pollution_Control_Manual.asp
Colorado Department of Transportation (CDOT), Erosion Control and Stormwater Quality Guide. 2002.
http://www.dot.state.co.us/environmental/envWaterQual/wqms4.asp
Grand River Gathering, LLC VEM-1 October 2011
Vehicle and Equipment Management (VEM)
Description
Procedures and practices used to minimize or eliminate the discharge of pollutants during the following
operations:
• Cleaning of vehicles and equipment prior to or during use on project site.
• Fueling of vehicles.
• Maintenance of vehicles and equipment.
Applicability
These procedures are applied on all construction sites where vehicle and equipment cleaning, fueling, and/or
maintenance takes place.
Limitations
Only use on-site vehicle and equipment fueling when it is impractical to send vehicles and equipment off site to
be refueled. Comply with local codes and ordinances regarding the disposal of fluids and consumables, and
the on-site maintenance of equipment.
Standards and specifications
Vehicle and equipment cleaning
• On-site vehicle and equipment washing is discouraged, but may be necessary to eliminate spread of
invasive species to areas outside of project site.
• Cleaning of vehicles and equipment with soap, solvents, or steam shall not occur on the project unless
the Engineer has been notified in advance and the resulting wastes are fully contained and disposed
of outside of the highway right-of-way in conformance with the Standard Specifications. Resulting
wastes shall not be discharged or buried.
• When equipment/vehicle washing/cleaning must occur on site and the operation cannot be located
within a structure or building equipped with appropriate disposal facilities, the outside cleaning shall
have the following characteristics and shall be arranged with the Erosion Control Coordinator:
− A washout area shall be an excavated pit, which will later be backfilled or where the concrete
wash can harden and be properly disposed of.
− Locate wash out areas close to the active construction site on the project.
Grand River Gathering, LLC VEM-2 October 2011
− Locate wash out pits away from storm drains, open ditches, or receiving waters.
− Use only when necessary.
− When cleaning vehicles/equipment with water use as little water as possible. Consider using
high pressure sprayers, which require less water.
Vehicle and equipment fueling
• When fueling must occur on site, the contractor shall select and designate an area to be used, subject
to approval by the Engineer.
• Federal, state, and local requirements shall be observed for any stationary aboveground storage
tanks.
• Mobile fueling of construction equipment throughout the site shall be minimized. Whenever practical,
equipment shall be transported to the designated fueling area.
• Spill prevention, containment, and countermeasures shall be included in the Stormwater Management
Plan (SWMP) if the volume of project site fuel in a single container exceeds 660 gallons, or if the total
fuel storage volume at any one site exceeds 1,320 gallons.
• Designated fueling areas shall be protected from stormwater runoff and shall be located at least 50
feet from downstream drainage facilities or watercourses. Fueling must be performed on level-grade
areas.
• Protect fueling areas with berms and/or dikes to prevent run-on, runoff and to contain spills.
• Absorbent spill clean-up materials and spell kits shall be available in fueling areas and on fueling
trucks and shall be disposed of properly after use.
• Drip pans or absorbent pads shall be used during vehicle and equipment fueling, unless the fueling is
performed over an impermeable surface in a dedicated fueling area.
• Nozzles used in vehicle and equipment fueling shall be equipped with an automatic shut-off to control
drips. Fueling operations shall not be left unattended. Fuel tanks shall not be “topped off.”
Vehicle and equipment maintenance
• Plan for the proper recycling or disposal of used oils, hydraulic fluids, gear lubricants, batteries, and
tires.
• Use appropriate, leak-proof containers for fuels, oils, and lubricants to provide for proper disposal.
• Use steam or high-pressure water instead of thinners and solvents to wash down equipment. Wash
water and detergents can be disposed of in the sanitary sewer system after grit is removed, after
checking with local authorities.
• Use drip pans or absorbent pads under equipment during maintenance that involves fluids.
• Equipment maintenance and wash-out areas should be located at least 50 feet away from drainages.
• Provide spill containment areas around stored oil and chemical drums.
• Provide a contained wash-out area to wash down heavy equipment.
Grand River Gathering, LLC VEM-3 October 2011
Maintenance considerations
The frequency of inspections should be in accordance with the SWMP. Vehicles and equipment shall be
inspected for leaky gaskets and damages hoses. Leaks shall be repaired immediately or problem vehicles or
equipment shall be removed from the project site. Any damaged hoses shall be repaired or replaced as
needed. Fueling areas and storage tanks shall be inspected. Immediately clean up spills and properly
dispose of contaminated soil and cleanup materials. Inspect equipment maintenance areas and wash-out
areas. Inspect fluid containers for leaks. Repair leaky fluid containers immediately.
References
Arizona Department of Transportation (ADOT), Erosion and Pollution Control Manual. 2005.
http://www.azdot.gov/ADOT_and/Storm_Water/Erosion_Pollution_Control_Manual.asp
Colorado Department of Transportation (CDOT), Erosion Control and Stormwater Quality Guide. 2002.
http://www.dot.state.co.us/environmental/envWaterQual/wqms4.asp
October 2011
Appendix F
Oil and Gas Construction Field Permit Certification NOTICE OF
AMENDMENT OF PERMIT COVERAGE and/or Final Stabilization
Certification
12/08/OGcoverageamend
STATE OF COLORADO
Oil and Gas Construction Field Permit Certification
NOTICE OF AMENDMENT OF PERMIT COVERAGE
Terminating coverage for a portion of a permitted area
GENERAL PERMIT FOR
STORMWATER DISCHARGES ASSOCIATED WITH CONSTRUCTION ACTIVITY
This form is for construction activities associated with oil and gas construction only. The form is
applicable to field permit certifications only, and is not applicable to construction activities for other
sectors, such as residential, commercial, or transportation. Additional options for administration and
amendments for construction permits, including for activities not associated with oil and gas, is
available on the Division’s permitting web page, coloradowaterpermits.com (follow the link to
“Stormwater Permitting,” and then “Construction Stormwater”).
This form is to be used to amend an oil and gas field permit certification under Colorado’s Stormwater
Construction Permit, to terminate permit coverage when all of the following conditions have been
met:
1. The permit certification to be amended is a field permit certification for construction associated
with oil and gas construction. The field permit covers all construction activities disturbing over one
acre, or that are part of a common plan of development exceeding one acre, within the applied-for
field.
2. The area is a distinct and separate area where construction has been completed and is not part of a
specific facility, such as a single well pad or road segment, where construction is ongoing.
3. The area must be Finally Stabilized. An area is Finally Stabilized when all ground surface
disturbing activities at the site have been completed, and all disturbed areas have been either built
on, paved or equivalently hard-armored, or a uniform vegetative cover has been established with an
individual plant density of at least 70 percent of pre-disturbance levels.
Upon acceptance of this notice by the Water Quality Control Division (the Division), the permit
certification will be automatically amended to exclude the specific portion described in the notice. The
current permittee will not receive a revised certification. The corrected information will be placed
in the permit file. In order to receive notification of the Division’s receipt of this information, it is up
to the permittee to request verification of delivery from the carrier (i.e., by sending certified mail).
If the Area Has Not Been Finally Stabilized: This form is only for terminating an area that has been
finally stabilized. If the area has not been finally stabilized the permittee must either maintain permit
coverage, or can reassign permit coverage to another entity that owns or has operational control over
that area. The Division’s Notice of Reassignment of Permit Coverage form should be used. The form
is available at coloradowaterpermits.com
Stormwater Management Plan (SWMP): The permittee must maintain a SWMP that accurately
reflects the activities and BMPs for the areas for which they will have permit coverage. Therefore, the
SWMP must be updated to reflect the changes described in this form. Appendix A of the General
Permit Application and SWMP Guidance for Stormwater Discharges Associated with Construction
Activity (available from the Division’s web site at coloradowaterpermits.com) contains the
requirements for the SWMP.
Failure by the permittee to maintain a SWMP in accordance with this guidance is a violation of the
permit. Additional guidance for multi owner/operator development is also available in the Stormwater
Fact Sheet for Construction, available from the Division’s web site.
12/08/OGcoverageamend
Notice Due Dates: At least ten days prior to the requested effective date for permit coverage to end,
the permittee shall submit this form to the Division. This form may be reproduced, and is also
available from the Division’s web site at coloradowaterpermits.com.
Permit Fee: There are no new permit fees associated with amending the construction permit
certification.
Application Completeness: All items on the form must be completed accurately and in their entirety
or the notice will be deemed incomplete, and processing of the form will not begin until all information
is received. A map of the revised area must be included that clearly indicates the area with continued
coverage under the permit certification, and the area excluded. (Do not include a copy of the SWMP.)
One original copy of the completed form (no faxes or e-mails), signed by the current permittee, shall
be submitted, only to:
Colorado Department of Public Health and Environment
Water Quality Control Division - Permits
4300 Cherry Creek Drive South
Denver, Colorado 80246-1530
If you have questions on completing this application, you may contact the Division at
cdphe.wqstorm@state.co.us or (303) 692-3517.
SITE MAP INSTRUCTIONS
Site Map:A Site Map must be provided. The map must clearly define the boundaries of the area to
be excluded from permit coverage relative to that with continued coverage. The level of detail that
must be provided will depend on the nature of the project, and must be adequate to determine during a
field audit what construction activities are still covered under the issued certification. Two maps (a
vicinity map and excluded site boundary map) may be necessary to provide sufficient detail to meet
this requirement for large field areas. Maps must not exceed 8 ½ x 17 inches. Do not submit grading
plans or other blueprints as the site map.
Colorado Department of Public Health & Environment FOR AGENCY USE ONLY
Water Quality Control Division
WQCD-P-B2 REC________ ________ ________
4300 Cherry Creek Drive South EFF ________ ________ ________
Denver, Colorado 80246-1530 YEAR MONTH DAY
Amendment notice for
Oil and Gas Construction Field Permit Certification
CONSTRUCTION STORMWATER DISCHARGE GENERAL PERMIT CERTIFICATION
Please print or type. Form must be filled out completely.
Certification Number: COR-03 ___ ___ ___ ___
Permittee (Company) Name: ____________________________________________________________________
Permittee Address: ___________________________________________________________________________
Phone No. ______________________
Field Permit Certification Information (refer to your permit certification):
Field Permit Site/Facility Name: ___________________________ County(s): ___________________________
Contact Person: _____________________________________________________
Contact Person Phone No.: _______________________ Contact Person Email: ___________________________
Information on Area to be Excluded from Permit Coverage:
Site Map: Must include Site Map indicating the boundaries of the area to be excluded from permit coverage.
Refer to the Site Map Instructions on page ii of this form. Maps must be folded to 8½ x 11 inches.
Map enclosed? Yes No
Summary of work performed and description of final stabilization for the area shown in the attached map:
___________________________________________________________________________________________
___________________________________________________________________________________________
I certify under penalty of law that by the date of my signature below, at the identified construction site area, all disturbed soils have
been finally stabilized; all temporary erosion and sediment control measures have been removed; all construction and equipment
maintenance wastes have been disposed of properly; and all elements of the Stormwater Management Plan have been completed.
I understand that by submitting this notice of amendment, I am no longer authorized to discharge stormwater associated with
construction activity by the general permit, for this specific area. I understand that discharging pollutants in stormwater associated
with construction activities to the waters of the State of Colorado, where such discharges are not authorized by a CDPS permit, is
unlawful under the Colorado Water Quality Control Act and the Clean Water Act.
I certify under penalty of law that I have personally examined and am familiar with the information submitted herein, and based on my
inquiry of those individuals immediately responsible for obtaining the information, I believe that the information is true, accurate and
complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and
imprisonment. (See 18 U.S.C 1001 and 33 U.S.C. 1319.)
Signature of Permit Applicant (Legally Responsible Party) Date Signed
Name (printed) Title
12/08/OGcoverageamend
1234
Grand River Gathering SWMP –
Final Stabilization Certification
Date: ________________________
Site ID: _____________________________________________________
Type of Area:
Pipeline
Facility ________________________________
“The above referenced site has reached final stabilization. All ground surface
disturbing activities have been completed, including the removal of all temporary
BMPs, and all disturbed areas have been either built on, or a uniform vegetative
cover has been established with an individual plant density of at least 70 percent
of pre-disturbance levels, or equivalent permanent, physical erosion reduction
methods have been employed.”
Printed name Title
Signature Date
October 2011
Appendix G
Inspection and Maintenance Report Form
In Use? In Use?
In Use? In Use?
In Use? In Use?
Signature
Signature certifying that the site is in compliance (after all necessary repairs, maintenance, and changes have been made):
__________________________
Water Bar
Roadside Ditches and Turnouts
Run On Diversion
Slope Drain
Trench Breaker
Culvert Outlet Protection
Diversion
Drainage Dip
Level Spreader
Winter Conditions Exist
Grand River Gathering SWMP Inspection and Maintenance Report Form
Erosion Control:
Ecosystem/Vegetation Type(s):
Vegetation Observations
Site Revegetated: Yes No Current Vegetation: _____%
Soil Stabilizers
Revegetation
Berm
Culvert
Culvert Inlet Protection
Erosion Control Blanket
Hydraulic Mulching
Yes No N/A
Yes No N/A
Additional Comments: New BMPs installed , changes, dates performed, etc…)
Vegetation Growth uniform and at least 70% of pre-disturbance levels: Yes No
Pre-disturbance Vegetation: _____% (estimate from undisturbed surrounding areas)
Approximate area of site to be disturbed (acres): Receiving Water(s):
Other Site Specific Information:
Stockpiling - Topsoil and Subsoil
Surface Roughening
Terracing
Site perimeter/discharge points inspected?
Dewatering
Best Management Practice (BMP) Check List
Soil Type(s):
Vehicles entrance(s)/exit(s) inspected?
Silt Fence
Detention Pond
Filter Berm
Sediment Trap
Sediment Reservoir
Comments
Check Dam
Wattles
Mulching
Land Grading - Roads (slopes/gravel/etc)
Turf Reinforcement Mat
Retaining Wall
Riprap
Sediment Control:
Type of Area: Well Pad Access Road to Well Pad Other Road Pipeline Other Facility:____________________
Phase of Construction: Preconstruction Construction Interim Reclamation Final Reclamation
Title of Inspector: Name of Inspector: Date:
Type of Inspection: Active (14 days since last inspection) Completed (1 month since last inspection)
Site Specific Information
Active (Within 24 hours of a rain/snowmelt event that causes surface erosion or 72 hours for temporarily idle sites)
Vegetated Buffer
Comments Drainage Control:
Straw Bale Barrier
Comments Sediment Control:
Yes No N/A
Yes No N/A
Any sediment/pollutant discharged off-site?
Date
If no change since above inspection (no changes to BMPs or SWMP)
Yes No N/A
Acceptable waste management procedures?
14 day Monthly Pptn. Event
Non-Stormwater Control:
Dust Control
Non-Stormwater Control:
Type of Inspection
14 day Monthly Pptn. Event
14 day Monthly Pptn. Event
Slash
Stabilized Construction
Entrance
Riprap
Wattles
Location/Observation:
14 day Monthly Pptn. Event
14 day Monthly Pptn. Event
Acceptable vehicle/equipment maintenance?Yes No N/A
All disturbed areas inspected?
Yes No N/A
Material storage areas inspected?
Area Inspected (Site ID): ___________________
Signature
_______________
Date
October 2011
Appendix H
Inactivation Form
Colorado Water Quality Control Division Notice of Termination
Construction Stormwater Inactivation Notice
www.coloradowaterpermits.com
Page 1 of 2 form last revised May 2010
Print or type all information. All items must be filled out completely and correctly. If the form is not complete, it
will be returned. All permit terminations dates are effective on the date approved by the Division.
MAIL ORIGINAL FORM WITH INK SIGNATURES TO THE FOLLOWING ADDRESS:
Colorado Dept of Public Health and Environment
Water Quality Control Division
4300 Cherry Creek Dr South, WQCD-P-B2
Denver, CO 80246-1530
FAXED OR EMAILED FORMS WILL NOT BE ACCEPTED.
PART A. IDENTIFICATION OF PERMIT Please write the permit certification number to be terminated
Permit Certification Number (four digits, not “0000”): COR03 __ __ __ __
PART B. PERMITTEE INFORMATION
Company Name
Mailing Address
City State Zip code
Legal Contact Name Phone number
Title Email
PART C. FACILITY/PROJECT INFORMATION
Facility/Project Name
Location (address)
City County Zip code
Local Contact Name Phone number
Title Email
COLORADO WATER QUALITY CONTROL DIVISION NOTICE OF TERMINATION www.coloradowaterpermits.com
Page 2 of 2 form last revised May 2010
PART D. TERMINATION VALIDATION CRITERIA
One of the criteria (1,2, or 3) below must be met, the appropriate box checked, and the required
additional information provided. Part E includes a certification that the criteria indicated has been met.
1: FINALLY STABILIZED OR CONSTRUCTION NOT STARTED - The permitted activities covered under the
certification listed in Part A meet the requirements for FINAL STABILIZATION in accordance with the permit, the
Stormwater Management Plan, and as described below. This criterion should also be selected if construction was never
started and no land was disturbed, and an explanation of this condition provided in the description below.
Final stabilization is reached when: all ground surface disturbing activities at the site have been completed including
removal of all temporary erosion and sediment control measure, and uniform vegetative cover has been established with
an individual plant density of at least 70 percent of predisturbance levels, or equivalent permanent, physical erosion
reduction methods have been employed.
REQUIRED - Describe the methods used to meet the final stabilization c described above (include additional pages if
necessary)
2: ALTERNATIVE PERMIT COVERAGE OR FULL REASSIGNMENT - All ongoing construction activities,
including all disturbed areas, covered under the permit certification listed in Part A have coverage under a separate CDPS
stormwater construction permit, including the permit certification issued when Division’s Reassignment Form was used
by the permittee to reassign all areas/activities.
REQUIRED – Provide the permit certification number covering the ongoing activities: COR03 __ __ __ __
3: PERMITTEE IS NO LONGER THE OWNER/OPERATOR of the site and all efforts have been made to transfer
the permit to appropriate parties. Please attach copies of registered mail receipt, letters, etc.
STOP!
One of the three criteria above MUST BE CHECKED and the required information for that criterion
provided, or this form will not be processed and the permit will remain active.
PART E. CERTIFICATION SIGNATURE (Required for all Termination Requests)
I understand that by submitting this notice of inactivation, I am no longer authorized to discharge stormwater associated with
construction activity by the general permit. I understand that discharging pollutants in stormwater associated with construction
activities to the waters of the State of Colorado, where such discharges are not authorized by a CDPS permit, is unlawful under
the Colorado Water Quality Control Act and the Clean Water Act.
I certify under penalty of law that I have personally examined and am familiar with the information submitted herein, and based
on my inquiry of those individuals immediately responsible for obtaining the information, I believe that the information is true,
accurate and complete. I am aware that there are significant penalties for submitting false information, including the possibility
of fine and imprisonment. (See 18 U.S.C 1001 and 33 U.S.C. 1319.)
I also certify that I am a duly authorized representative of the permittee named in Part B.
Signature of Legally Responsible Party Date Signed
Name (printed) Title
Signatory requirements: This form shall be signed, dated, and certified for accuracy by the permittee in accordance with the following criteria:
1. In the case of a corporation, by a principal executive officer of at least the level of vice-president, or his or her duly authorized representative, if such
representative is responsible for the overall operation of the operation from which the discharge described herein originates;
2. In the case of a partnership, by a general partner;
3. In the case of a sole proprietorship, by the proprietor;
4. In the case of a municipal, state, or other public operation, by wither a principal executive officer, ranking elected official, or other duly authorized
employee.