SW3190503_Plan set_8/6/2019

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ITCH
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T�i

INF. STEEL LBS. 354
SHEET 1 OF 2
N.JR.G. CU. YDS 5.0 838.21
r
I II
II I� GRATED D.I.
FRAME ELEVATION X-X FRAM
0
C.cn
)
BE USED FOR THE FOLLOWING
838.21, 838.27, 838.33,
38.63 AND 838.69.
WITH WINGS AND PAY
ECIFICATION SECTION 836.
TEEL WHICH MEETS ASTM A615
'IRE FABRIC CONFORMING
CLEARANCE.
IN ACCORDANCE WITH
EADWALL AT JOB SITE BY
EET ASTM C913.
SUBSTITUTED FOR REBAR
OF STEEL IS PROVIDED.
HAVE A RADIUS OF 1".
?E SHALL BE #5 BARS
WILL HAVE THE OPTION
AS NEEDED.
MIN./MAX.
W2
5.50/6.00
6.50/6.75
6.50/6.75
7.50/8.25
10.00/11.50
11.50/11.75
12.00/13.25
13.00/13.25
13.50/15.75
13.75/15.75
14.00/15.75
14.75/16.75
As
MIN. CIRCUMFERENTIAL
70M AREA OF STEEL
CHESS PER VERTICAL FT.
(SO. IN.)
0.12
0.15
0.18
1 MIN. AREA OF STEEL
IS 0.07 in.2
AS
(CIRCUMFERENTIAL
REINFORCEMENT)
LONGITUDINAL
REINFORCEMENT
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SECTION 'C-C'
w
SECTION 'D-D'
SOLID WALL ISOMETRIC VIEW
HEET 1 OF 2
SHEET 1 OF 2
840.45
840.45
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U
A
PLAN OF FRAME
2,_ 114„
1'-1134rr 34„
1'-10%8°
1 " / TYPE #1
SOLID COVER SHOWN PERFORATED. PERFORATED AVAILABLE
IF SPECIFIED.
STATE USE OF SYSTEM ON COVER
(I.E.: SEWER, STORM DRAIN, ELECTRICAL)
TOP OF COVER
B
BOTTOM OF COVER
PLAN OF COVER
Lu
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GENERAL NOTES:
v ^'
C �
* THIS PRECAST BOX MAY BE USED FOR THE FOLLOWING
H Z
STANDARDS: 840.01, 840.02, 840.04, 840.05, 840.11,
� H Om O cn
840.12, 840.14, 840.15, 840.17, 640.18, 840.19,
H D
840.26, 840.27, 840.28, 840.31, 640.32 AND 840.41.
= O D
NOTES:
INSTALL ALL STEPS PROTRUDING 4" FROM INSIDE FACE OF STRU
STEPS DIFFERING IN ❑IMENSIONS, CONFIGURATION, OR MATERIA
THE ENGINEER WITH DETAILS OF THE PROPOSED STEPS AND HAS
PLAN
CAST
ELEVATION
1 1 '

35 1.521 0.059 0.085 0.053
43 1.916 0.092 0.127 0.053
51 2.390 0. 132 0.178 0.059 SHEET 1 OF 2
69 2. 914 0.180 0.293 0.066 840.04
68 3.298 0.235 0.317 0.066
.L FOUR SIDES.
1x 11t
21k
10E,
Two
SECTION W-W
P
r I
3S.
R
15 0.
13.5' 18'
45
RW
f
35' 6' S' d'
SLOPE AS REQUIRED 0.06
J, SIO�
7ERRAM MAX SLOPE SECTION AA
LML
RowI
MOUNGMOUS 142:1
FIGURE 8
SYMMETRICAL CUL-DE-SAC
NO CURB & GUTTER
46
CLASS Iv �
E FES ' 15 ' w
FE
30.000
48.659
0.51 %
5 78. 75
578.50
FES 16 TO
18.000
60.269
1.00%
611.60
611.00
FES 17
FES 18 TO
18.000
79.045
1.97%
619.50
617.94
FES 19
ldh,FES 20 TO
15.000
38.719
7.08%
612.91
610.17
DI 21
DI 21 TO
15.000
260.389
0.50%
609.97
608.67
OT 22
OT 22 TO
15.000
140.757
3.15%
598.50
594.07
DI 23
DI 23 TO
15.000
39.981
0.50%
593.87
593.67
DI 24
DI 24 TO
15.000
141.818
1.05%
593.47
591.98
SDMH 13
FES 28 TO
24.000
184.464
0.50%
599.65
598.73
DI 29
DI 29 TO
24.000
85.767
11.40%
598.53
588.75
DI 30
DI 30 TO
24.000
102.286
2.98%
588.55
585.51
DI 31
DI 31 TO
30.000
39.880
0.50%
585.01
584.81
SDMH 32
Structure Table
Structure Name
Structure Details
(1)
FES 1
RIM = 625.09
INV OUT = 623.47
(2)
DI 2
RIM = 623.68
INV IN = 619.90
INV OUT = 619.40
(3)
FES 3
RIM = 620.57
INV OUT = 618.94
(4)
RIM = 620.12
DI 4
INV IN = 616.91
INV IN = 615.00
INV OUT = 612.27
(5)
FES 5
RIM = 614.79
INV IN = 611.00
(6)
SDMH 6
RIM = 618.98
INV IN = 610.21
INV OUT = 609.06
(7)
FES 7
RIM = 611.33
INV IN = 609.00
(10)
OT 10
RIM = 599.00
INV OUT = 595.04
(11)
DI 11
RIM = 603.79
INV IN = 594.45
INV OUT = 594.25
Structure Table
Structure Name
Structure Details
(19)
FES 19
RIM = 619.73
INV IN = 617.94
(20)
FES 20
RIM = 614.12
INV OUT = 612.91
(21)
DI 21
RIM = 613.52
INV IN = 610.17
INV OUT = 609.97
(22)
OT 22
RIM = 613.03
INV IN = 608.67
INV OUT = 598.50
(23)
DI 23
RIM = 596.81
INV IN = 594.07
INV OUT = 593.87
(24)
DI 24
RIM = 596.52
INV IN = 593.67
INV OUT = 593.47
(28)
FES 28
RIM = 601.98
INV OUT = 599.65
(29)
DI 29
RIM = 605.90
INV IN = 598.73
INV OUT = 598.53
(30)
DI 30
RIM = 592.82
INV IN = 588.75
INV OUT = 588.55
Struct
SD

31 a.02 124" I 12'-6" I 30" I 4" I 4" I 6" I 27V8" I 32" I 300.01 ACCOMPLISH COMPACTION.
310.02
►OLE ACCESS
!EQUIRED
DITCH INVERT
ALT) STORM DRAIN PIPE
VOWING INTO MANHOLE
MANHOLE
CONTRACTOR
E DESIGN,
VCDOT
SIDE SLOPE (TYP.)
MAXIMUM SLOPE,
L SLOPE MAY BE
E
W. 4 Cl nor /ormun 1
AT 2:1 MAXIMUM
ROAD SHOULDER
(MAX. 6:1 SLOPE)
TOP OF
b
L
1.34'
I
DITCH SIDE SLOPE
be 15"/18" RCP STORM
DRAIN PIPE WITH FES
TOP OF D17 15'/18" RCP STORM
DRAIN PIPE WITH FES
i�
NORMAL DITCH 1.34'
BOTTOM FLOW LIN a SLOPE AT 2:1 MAXIMUM
c
DETAIL OF FES INLET IN
ROADSIDE DITCH
STEPS AS REQUIRED
A -- lAll
v
vm
H Z
7o�pp
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=000
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= Z �
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v � �
in v
ma
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Z > p
v -4 X
mm
� y
0
1
01
840.16
1" DEPRESSION
CV
L—
SECTION G-G
F2'-31/4"
4 �
1 9�1,611 �2'f
MANHOLE ACCESS DITCH SIDE SLOPE (TYP.)
SECTION H-H

1
A
WING WALL, REFER TO PLAN
FOR LENGTH AND HEIGHT
ARCH CULVERT, REFER TO STRUCTURE NUMBER 42
FOR DIMENSIONS
EXCAVATION FOR
FOOTING TRENCH
INSTALL 6" THICK CLASS B RIP -RAP
(D50=4") INSIDE AFTER INSTALLATION
OF ARCH CULVERT. CONTRACTOR TO
CREATE A "NOTCH" ALONG BANK 1 '
ABOVE NORMAL FLOW LINE FOR
STABILITY AND PLACE RIP -RAP BY
HAND.
NOTE:
SEE SHEET 4 FOR SPECIFICATIONS OF
ARCH CULVERT, HEADWALL AND WING
WALLS.
OF ARCH CULVERT (TYP.)
CALE: 1 " = 10'
PROJECTED WING WALL, REFER TO
PLAN FOR LENGTH AND HEIGHT
TYPICAL EXISTING GRADE
(PROJECTED)
TYPICAL EXISTING GRADE
3' W X 1.5' H FOOTING, BOTTOM TO BE 2'
BELOW INVERT OF CHANNEL OR TO SOLID
BEDROCK. LENGTH AS SPECIFIED BY
CONTRACTOR (TO BE A MINIMUM LENGTH AS
SHOWN). SLOPE OF FOOTING TO MATCH
SLOPE OF CHANNEL.
CROSS SECTION OF ARCH CULVERT
SCALE: 1 " = 10'
X.N N\
\\A,
605

WIDTHS SHALL BE ADJUSTED
ACCORDINGLY. CONTRACTOR TO
COORDINATE WITH ENGINEER AS
NEEDED. IN NO CASE SHALL DITCH
SIDE SLOPES BE STEEPER THAN 2:1.
H-20/HS-20
Steel and Aluminum
Structural Plate
Design Guide
Box Culvert Shell -Plate and Rib Data (H-20, HS-20)
mceF,.4..
r.-l..
9f®.
PLATE AND
RIB COMBINATIONSWITH
ALLOWABLE HEIGHT
OF COVER
C.
. M� SF ..
�=1eIIIIIII (III (u1n
HIGG-rscdG MIIF.s./FceaIs MInIFea1ILb..I
IGeyel fledel Itea1
w,./w.
ILb:.I
1
8-9
2-6
18.4
2/2
54/18
l.4
HAVE TYPE
5.0 THROUGH 648
11 HAUNICH
A"D TYPE
IV CROWN RIBS
2
9-2
a
254
2/2
54/18
1.4
50 53
3
9 7
4 1
32.5
2/2
54118
1.4
50 58
4
10-0
410
40.2
2/2
11111
1.4
5.0 61
5
10-5
5-7
48.1
2/2
54/18
l7
5.0 65
3/3
54/10
1.4
5.0 73
6
10-11
6-4
56.4
212
51/ 1
2.0
50 69
2/2
27/18
1.4
1.0 77
7
11-4
7-2
65.0
2/2
54�18
2.5
50 12
2/2
5419
1.4
5.0 82
8
10-2
2-8
23.0
212
54/18
1.7
5.0 56
3/3
54/18
1.4
5.0 52
9
10-7
3-5
31.1
2/2
54/18
2.0
5.0 61
3/3
54/18
1.4
S.Ly 67
l0
10-11
4 0
39.5
2/2
54/10
2.0
5.0 65
3/3
54/18
1.4
5.0 72
ll
11 -4
5-0
48.2
22
54/18
25
50 69
3/3
54118
1.7
50 77
2/2
5419
1.4
5.0 83
12
11-3
59
57.2
212
54/18
2.5
50 72
3/3
5418
1.7
5.0 81
212
54/9
1.4
50 85
13
12-1
67
66.4
22
54b18
3A
50 76
2/2
27118
2.0
5.0 85
212
54/9
1.4
50 90
14
12-5
7-4
760
2/2
54�18
3.0
5.0 80
2/2
27118
2.5
5.0 88
212
2719
1.4
11 102
l5
11-7
2-10
28.1
22
54/18
25
50 64
3/3
54118
1.7
5.0 70
313
27/18
1.4
5.0 77
16
11-11
3-7
37.4
22
54/18
2.5
5.0 68
3/3
54/18
2.0
5.0 75
11
54/18
1.4
5.0 82
17
12-3
45
46.9
2/2
54/18
3.0
5.0 73
3/3
54/18
2.0
5.0 79
2/3
27/18
1.4
5.0 09
l8
12-7
5-2
56.6
22
54/18
1.0
5.0 78
2/2
2111
2.5
5.0 85
2/2
27/9
1.4
5.0 l02
19
12116-0
66.6
2/2
54/18
3.0
5.0 81
2/2
27/10
2.5
5.0 89
212
2719
1.4
50 106
20
13-3
6-9
75.9
3/3
54/18
2.5
5.0 95
3/34
27/18
2.0
5.0 102
2/2
2719
1.4
5.0 110
21
13-0
3 0
33.8
313
54/18
25
5.0 70
4/4
54/18
2.0
5.0 79
414
27118
1.4
5.0 91
22
13-4
3-10
4Q2
3/3
54/18
3.0
50 83
3/3
27l18
2.0
5.0 91
313
54/9
1.4
50 l05
23
13-7
47
5Q8
3/3
54!18
3.0
6.0 39
3/3
27/18
2.5
5.1 97
313
54/9
1.4
5.0 110
24
1310
5-5
656
212
27/18
3.0
50 92
311
Z7/8
2.1
50 102
3/3
Sd/9
1.4
5.0 114
25
111
6-2
76:6
3/3
54/10
3.0
5.0 97
3/3
27/18
25
5.0 106
2/2
1 R/9
1.4
1.0 l26
26
145
3-3
40.0
3/3
27/10
3.0
5.0 93
4/4
110
2.5
5.0 101
5/5
10/19
1.4
5.0 115
27
14 a
41
51.5
22
27/18
STRUCTURES
l.4
5011
91
28
1410
410
53.2
22
2118
l.4
5.1 111
29
15-1
5-8
75.1
3/2
27118
l.4
5.0 ll7
30
15-4
6-5
87.2
2/2
2'10
1.4
$.O 121
31
15-6
7-3
99.4
3/2
27/18
1.4
5.0 125
32
15-9
8-0
111.8
2/2
2/18
2.0
50 121
312
18/18
1.4
50 131
33
15-10
3-5
45.8
272
27/18
2.1
5.0 104
3A2
18/18
1.4
5.0 114
34
16-0
43
59.5
2/2
27/18
2.3
5.0 110
3/2
18/100
1.4
5.0 121
35
16-2
5-1
723
22
D/18
2d
4.9 115
3/2
19/18
1.4
5.0 128
36
16-4
5-11
95.2
2/2
27/10
2.6
4.5 ll9
3 2
19/10
1.4
5.0 133
III
39 16-10 8-3 124.8
112 27/18 2.0 50 139
4/2 18/18 1.4 1.0 111
40
17-9
3-10
544
22
54/18
20
50 112 THROUGH
2/2
27/18
1.4
511 124
42 18-7 54 825
22 54118 2.4 5.0 123
2/2 27/18 1.4 50 139
44 19-5 6-11 111.9
26 50
2/2 54/18 2.8 a 130
2/2 18/18 1.4 5.0 159
45
19-10
7-0
127.1
2/2
54110
2.9
5.0 134
2/2
19/10
1.4
5.0 163
46
20-3
8-5
142.6
2/2
27/10
1.9
50 137
2/2
19/10
1.4
5.0 166
47
19-1
42
63.3
2/2
54/18
2.6
5.0 121
2/2
18/18
1.4
5.0 143
48
19-5
411
79..3
22
54/18
2.8
50 126
2/2
18/18
1.4
5.0 151
49
19-9
5-8
93.5
22
54718
2.9
4.8 132
2/2
18/18
1.4
5.0 "1
50
20-1
6-6
109.2
22
2'
1,1
50 151
2/2
18/18
1.4
5.0 165
51
20-6
7-3
125.0
212
27/18
2.
5.0 155
2/2
18/18
1.4
5.0 168
52
2010
0-1
141.2
2/2
27/10
2.1
5.0 159
2/2
l8/18
1.4
50 172
53
21-2
8-10
157.6
22
27/18
2.2
5.a 162
2/2
18/18
1.4
50 175
54
20-4
4 5
73.1
2/2
27/18
2.0
50 142
2/2
18/18
1.4
5.a 152
55
20-7
5-3
19.2
2/2
27/18
2.1
5.0 150
2/2
19/10
1.4
5.0 161
56
20-11
6-1
1055
2/2
2/18
2.2
5.0 157
2/2
19/10
1.4
5.1 171
57
21-3
610
122.1
2/2
27/18
2.3
50 160
2/2
18/18
1.4
50 174
58
21-6
7-8
139.0
2/2
271
2.3
5.0 164
2/2
18/18
1.4
5.0 177
59
21-10
8-5
156.0
2/2
27118
2.5
5.0 168
2/2
18/18
1.4
5.0 181
60
22-1
9-3
173.3
2/2
27/18
2.5
4.0 171
2/3
10/18
1.4
5.0 189
61
21>7
411
83.8
212
27/18
2.4
5.0 151
2/2
18/11
1.4
5.1 161
62
21-10
5-8
101.0
2/2
27/18
25
5.0 159
2/2
l8/18
1.4
5.0 171
63
22-1
6-6
118.4
22
27/18
2.5
4.8 166
2/3
18/18
1.4
5.0 184
64
22-3
7-3
135.9
2/2
2'18
2.6
4.6 169
2/3
18/18
1.4
50 181
65
22-6
8-1
113.7
22
2/18
27
4.4 173
213
18/18
1.4
5.0 191
66
22-9
8-10
171.6
22
27/18
2.8
42 177
2/4
18118
1.4
5.0 195
67
23_0
9-8
189.8
2/2
27118
2.8
4.0 1$0
2/4
1$/18
1.4
5.0 203
68
22-9
5-4
955
22
27/10
2.0
4.2 160
2/4
11111
1.4
5.1 180
69
23-0
6-1
ll3J
22
D/18
28
4.0 168
2/4
l8/18
1.4
5.0 189
70
23-2
6-11
132.1
3/3
27/18
26
4.4 188
2/5
18/18
1.4
5.0 203
71
23-4
7-8
150.6
3/3
27/18
2.6
4.1 192
2/5
18/18
1.4
5.a 206
72
23-6
8-6
169.3
3/3
2 71 18
2J
4.2 197
2/5.
18/18
1.4
5.0 210
73
23-8
9-3
188.1
3/3
2 71 18
2.7
4.0 201
215
18/18
1.4
5.0 214
74
23-10
10-1
207.0
3/3
2 71 18
2.8
3.9 215
2/5
11118
1.4
5.0 217
75
24-0
5'-9
108.2
2/2
19/18
1.7
5.0 179
2/5'
19/1a
1.4
5.0 186
76
24-1
6-5
127.5
212
11/11
1.7
5.0 188
2/6
18/1S
1.4
5.0. 21a
77
7R
24-3
24-4
7-4
R-2
145.8
ill
2/2
22
18/18
1R/1R
1.8
1R
5.0 197
5[1 2R1
2/5
7/1
16/18
1R/1R
1.4
1d
5.0 219
Sfl 22R
USE THIS ARCH CULVERT FOR
PRIVATE DRIVEWAY
USE THIS ARCH CULVERT FOR
PUMP STATION ACCESS ROAD
% A&A UNAM a MIX
PIPE SHALL BE NO MORE
THAN 2X (UP OR DOWN)
PIPES UNDER SIDEWALK/DRIVE
DETAIL
'ING GROUND
TYPICAL DITCH CROSS SECTION
FOR DITCHES 1, 5, 6 (N.T.S.)
NOTES:
1. CHANNEL BOTTOM TO BE CONSTRUCTED IN EXISTING
SOIL
2. TEMPORARY LINER PER DITCH TABLE
3. PERMANENT LINING TO BE FESCUE GRASS.
4. THE SIDE SLOPES ARE MAXIMUMS, ACTUAL SLOPES
MAY BE FLATTER.
5. DEPTH D.-
DITCH 1 = 2' MIN
DITCH 5 = 2' MIN
DITCH 6 = 1 ' MIN

Drawing Not To 0 —
Scale
NORTH Disclaimer:
AMERICAN The information presented herein is general design information only. For specific applications,
GREEN consult an independent professional for further design guidance.
5401 St. Wendel - Cynthiana PH: 800-772-2040
Rd. wwn.naereen.com Drawn on: 5-4-17
❑ie 5 upe ....uc er u uver e a
(Shingle style) with an
approximate 3"(7.5cm) overlap.
Staple through overlapped area,
approximately 12"(30cm) apart
across entire RECPs width.
*NOTE:
In loose soil conditions, the use
of staple or stake lengths greater
than 6"(15cm) may be necessary
to properly secure the RECP's.
Sheet 1of2.
SLOPE & LEVEE
Srapres/Smkes 30"(76.2cm)
INSTALLATION DETAIL
rann srayresisrake
TURF/EARTH REINFORCED
ha.
MAT SYSTEM (TERMS)
1
(ra°cn0
General Installation
•.••:;':•":'•`•'' •: •-'
1
1. Prepare soil before installing the.{!�!;:_:.;_•
(30—)
High -Performance Turf
•':•: ;M::'•ti:'
12"
F—rn
Reinforcement Mat (HPTRM),
(30em)
A—hor
including any necessary application
}�
of soil amendments such as lime or
W
fertilizer.
2. See Seeding and Vegetating section
©
for details regarding preseeding,
30 12'
overseeding, or use with sod.
4B
(30cm)
3. Begin at the top of the slope by
anchoring the HPTRM in
a 12" (30 cm) deep
x 12" (30cm) wide trench with
approximately 30" (76.2 cm) of
HPTRM extended beyond the
up -slope portion of the trench.
Anchor the HPTRM with a row of
anchors/staples
+ •—III
approximately 12" (30 cm) apart in
. •+�
the bottom of the trench. Backfill
•
I —III —I
+III
and compact the trench after
•_
—III —III
stapling. Compact soil and fold
' — -
—I I I —I I I —I I I —I M I
remaining 30" (76.2 cm) portion of
HPTRM back over compacted soil.
Secure HPTRM over soil with a row
I I I I I I I I I I I I I I
of staples/stakes spaced
i� I � I I � I I I I I I I I I I
approximately 12" (30 cm) across the
E I —I I —I I —I I —I I —I
with ofthe HPTRMs.
• II I —I I I —I I I —I I I —I I I —I I IE
4. Rol he HPTRM (A) down or (B)
I I —I I I —I I I —I I I —I I I —I I I —I
WAI
—I I I —I I I —I I I —I I I —I I I —I I I
horizontally across the slope.
HPTRM will unroll with appropriate
I I I —I I I —I I I —I I I —I I I—III=I
side against the soil surface. All
—
HPTRM must be securely fastened
i—III—I I IF I I —III—
to soil surface by placing
—III—III—III=I
anchors/staples/stakes in
-III—III—III—
appropriate locations as shown in
I I I —III—
the anchoring detail.
5. Place consecutive HPTRMs end over
end (shingle style) with
a 4" - 6" (10 cm - 15 cm) overlap. Staple
4 6
SeapJs S.k12"es
through overlapped
(10 - 15cm)
30—
area, approximately 12" (30 cm) apart
Ica 7n
Qa,na
across entire HPTRM width.
611
6. Adjacent HPTRMs must be
(15em)
overlapped
approximately 4" (10 cm) and
r
fastened using staples/stakes
1/1
l
every 12" (30 cm) between earth
Slapl—Srak"
rash
Aaoho,
0
anchors. For curved sections, adjust
Drawing Not To
the overlap edges accordingly to
Scale
accommodate transitional segments.
7. The terminal end of the HPTRM
NORTH
AMERICAN
must be anchored with a row of
GREEN
staples/stakes
approximately 12" (30 cm) apart in
5401 St. Wendel - Cynthiana
PH: 800-772-2040
a 6" (15 cm) deep x 6" (15 cm) wide
Rd.
wnmw.nagreen.com
Drawn on: 5-4-17
trench. Backfill and compact the
venrces
A
B
C/ �
Drawing Not To
Scale
NORTH Disclaimer:
AMERICAN The infor
GREEN consult a
P401 St. Wendel - Cynthiana PH: 800-722-2040
Anchor Detail
(Shown for a 10ft wide HPTRM)
3'
(0.9cm)
E.rth
.A.,h,
(~ 1/k,
St ple
Stake
r.
Load
Bearing
Plat,
f,.nau-..ucaen
Position) Earth
Anchor
,take Detail
NOTES:
* The performance of ground anchoring devices is highly dependent on
numerous site/project specific variables. It is the sole responsibility of the
project engineer and/or contactor to select the appropriate anchor type and
length. Anchoring shall be selected to hold the mat in intimate contact with
the soil subgrade and resist pullout in accordance with the project's design
intent.
' Anchor Pattern Guide can vary based on earth anchor and bl
selection.
"Trim excess anchor tendon/cable after securing plate.
Drawing Not To
Scale
C
C
C
NORTH DisclYAnen%
AMERICAN
GREEN specific
5401 St. Wendel -Cynthiana PH: 800-772-2040 guidanc
Rd. www.naereen.com
DITCH LINING
CHART
Permanent
DITCH
Liner.
FESCUE
TYPE A
GRASS
FESCUE
TYPE B
GRASS
FESCUE
TYPE C
GRASS