HomeMy WebLinkAbout20120073 Ver 4_Application_20140819:
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SR 1531 PROVIDENCE RD 6.3 BST
X
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B
S
T
R
R
G
R
G
R
CONC300mm
12
0
0
m
m
W
D
C
O
N
C
CONC300mm
R
S
S
3.0
B
S
T
2.7 BSTR
300mm CONC
G
R
6.3 BST
SR 1531 PROVIDENCE RD
W
1SBKD
CONC GR
S
S
1SBKD
S
G
POOL
PORT
CAR
S
DK
1SFD W
STONE1200mm
S
1SFD
S
W
S
ABAND
1SFD
W
D
R
AI
L
1
2
0
0
m
m
BST
CONC375mm
50 mm
5
0
m
m
b
50 mm
n
K
K
K
BURLEY W. DUNN
STEPHEN D. GARRETT
BURLEY W. DUNN
TROY L. CAMPBELL &
ERNESTINE H. CAMPBELL
MARIAN CLAYTON WHITT
ALMEADE G. GARRETT et al
NELLIE R PENTECOST
DB 176 PG 86
DB 80 PG 469
DB 198 PG 594
DB 58 PG 464
BOM 7 PG 335
BOM 5 PG 141
BOM 1 PG 143BOM 1 PG 143
EXISTING R/W
EXISTING R/W
EXISTING R/W
EXISTING R/W
18.
2
8
8
R/
W
6
0’
R/
W
63
62
54
56
55
53
54
1200mm WOVEN WIRE FENCE
1200mm WOVEN WIRE FENCE
1200mm WOVEN WIRE FENCE
3
7
5
375
4
5
0
4
5
0
375
375
375
REMOVE
375
34+60.000 -RT-
BERM GUTTER
BEGIN SHOULDER
REMOVE
FS
FS
2GI
2GI
2GI
2GI
FS
FS
W/ ELBOW
375
W/ ELBOW
375
BDO
STA 32+30 LT TO 34+10 LT -L-
STD. BERM DITCH
SEE DETAIL SHEET # 2J
BASE=1.4M
PREFORMED SCOUR HOLE
BDO
REMOVE
REMOVE
EST FF 26.7 SM
EST=4.0 MTONS
CLASS ’B’ RIPRAP
TRANSITION STONE
EST 25 M2 GEOTEXTILE
EST 10 MTONS CLASS I RIP RAP
ELEV 638.0’ (194.5m)
TO TOP OF VANE
W/ CLASS I RIP RAP
BACKFILL CHANNEL
GRAU 350
1
4
+
0
0
P
C
S
ta
. 13
+
13
.6
4
9
-Y9-
3
3
+
0
0
3
2
+
0
0
3
4
+
0
0
15
+
0
0
-L- SCSta. 31+29.209
-L- CSSta. 32+77.914
-L- STSta. 33+57.914
07
0
2
0
6
0
6
0
6
0
6
0
5 0
4 0
3 0
2
0
5 0
4 0
3
0
1
0
2
0
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0
4
0
5
0
6
0
7
6
.25
TYP
.
D
D
+
2
8
.3
9
N 27 30’ 14.1" E
US 501
-L-
D
13.333
TYP.
D
+
3
1.
2
3
0
D TYP.
13.333
+
3
1.
2
3
0
D
+
0
1.2
9
0
+
19
.0
9
8
SITE 7A
SS
$
$
$
$
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$
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$
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$
$
$
$
$
D
G
N
$
$
$
$
$
$
$
$
$
$
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$
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CONST.REV.
R / W REV.
ENGINEER
ROADWAY DESIGN
PROJECT REFERENCE NO.
ENGINEER
HYDRAULICS
SHEET NO.
R-2241A
05 10
R / W SHEET NO.METRIC 10
M
A
TC
H
LIN
E
S
TA
. 3
1+
2
0
-
L-
S
EE
S
H
EET
9
M
A
T
C
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L
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.
3
4
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8
0
-
L
-
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1
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E S
H
E
E
T 26
M
A
T
C
H
LI
N
E S
T
A. 15
+
20 -
Y9-
PAVEMENT REMOVAL
125mm MONOLITHIC ISLAND
FULL DEPTH PAVED SHOULDER
C
C C
C
C
C
C
F
C
F
C
C
C
C
C
C
C
C
C
F
C
C
C
F
C
F
C
C
C
F
C
F
C
F
F
C
F
C
F
C
C
C
F
C
F
NAD 83 NC GRID
:::
X
O
O
O
P
P
P
K
K
K
K
K
K
K
K
K
K
K
K
K
B
O
M 8
P
G
72-3
D
B
2
8
0
P
G
838
JO
E
L
D
E
A
N S MITH
D
B
2
3
2
P
G
3
8
9
BOM 1 PG 143
DB 176 PG 92
DB 143 PG 619
HOWARD T. SMITH
BOM 8 PG 72-3
DB 232 PG 389
MARY P. SMITH
SYBIL P. WOOTEN
DB 232 PG 387
BOM 8 PG 72-3
BOM 8 PG 72-3
DB 232 PG 389
MARY P. SMITH
BOM 21 PG 143
BOM 5 PG 607
DB 204 PG 850
DB 311 PG 448
BOM 21 PG 143
DB 311 PG 448
NELLIE R. PENTECOST
DB 176 PG 86
DB 80 PG 469
DB 198 PG 594
DB 58 PG 464
BOM 7 PG 335
BOM 5 PG 141
BOM 1 PG 143
CHARLES E. PERKINS
ALMEADE G. GARRETT et al
ALMEADE G. GARRETT et al
29.962S0244’28"W
6.
7
7
0
S
8
5
3
3’
0
4
"
E
17.477
S2122’08"E
3
0
.7
5
0
S
4
4
0
8
’4
2
"E
9
1.9
2
0
N
8
9
11’14"
W
9
7.5
5
3
N
8
8
4
9’5
1"
W
77.152N0353’15"E
54.232N0347’58"E
57.180N0353’15"E
84.789N0353’02"E
25.148N0353’02"E
150.382
S7957’59"
W
EIP
EIP
EIP
EIP
S
8
1
2
8
’
5
1"
E
1
3
6.
0
1
2
N
8
1
3
7
’
2
7
"
W
4
4.
7
9
8
18.288
A
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&
L
N8144’24"E
209.058
EIP
68
62
67
66
64
63
62
68
69
18.288 (60’) ACCESS EASEMENT
N7957’59"E
BEGIN FENCE +01.240
END FENCE +91.760
END FENCE +19.840
BEGIN FENCE +30.800
1200mm WOVEN WIRE FENCE
1200mm WOVEN WIRE FENCE
1200mm WOVEN WIRE FENCE
{
3 7 5
4
5
0
4
5
0
1
0
5
0
3
7
5
4
5
0
450
375
375
W/ SILLS
1 @ 2.7m X 1.8m RCBC
375
3
7
5
R
C
P
-
I
V
3
7
5
GRATE
2GI W/FLAT
GRATE
2GI W/FLAT
GRATE
2GI W/ FLAT
SEE DETAIL #20
EST FF 70 SM
EST 45.0 MTONS
CLASS ’II’ RIPRAP
SEE DETAIL #20
EST FF 95 SM
EST 45 MTONS
CLASS ’II’ RIPRAP
2GI
2GI
FS
FS
GRATE
2GI W/FLAT
FS
2GI FS
2GI
2GI
2GIFS
FS
2GI
ELBOW
375 W/
STA 36+80 RT -L-
STA 36+20 RT TO
STD BERM DITCH
SEE DETAIL #8
STA 35+80 RT -L-
STA 35+00 RT TO
TOE PROTECTTION
SEE DETAIL #9
DDE=5CM
BASE DITCH
1.2M HEAD
SEE DETAIL SHEET # 2J
BASE=1.4M
PREFORMED SCOUR HOLE
BDO
HW
SEE DETAIL #20
FF=26 SM
3.0 MTONS
ON BANKS ONLY
CLASS ’II’ RIPRAP
SEE DETAIL #8
STA 37+51 RT -L-
STA 37+34 RT TO
TOE PROTECTION
STA 37+80 MED -L-
STA 37+56 (SAG) TO
SEE PROFILE FOR GRADE
SPECIAL DITCH GRADE
EST FF 8.4 SM
EST 2.7 MTONS
CLASS ’B’ RIPRAP
EST FF 28.8 SM
EST 3.0 MTONS
CLASS ’B’ RIPRAP
TRANSITION STONE
SEE DETAIL #7
EST DDE=561.41 CM
STA 36+17 LT -L-
STA 35+20 LR TO
EST FF 454.6 SM
EST 133.5 MTONS
CLASS ’B’ RIPRAP
LINED W/
W/ 1.5M BERM
LAT 0.6M BASE DITCH
SEE DETAIL #7
EST DDE=33.25 CM
STA 37+40 LT TO STA 37+60 LT -L-
EST FF 93.72
EST 27.5 MTONS
LINED W/ CLASS ’B’ RIPRAP
W/ 1.5M BERM
LAT ’0.6M’ BASE DITCH
+81.01 RT
BERM GUTTER
END SHOULDER
+60.00 LT
END SHOULDER BERM GUTTER
+40.00 LT
BERM GUTTER
BEGIN SHOULDER
EST 16.7 M2 GEOTEXTILE
EST 5 MTN CLASS A RIP RAP
EST 5 MTN #57 STONE
EST 18 MTN BOULDERS
SEE DETAIL
ROCK A VANE
EST 25 M2 GEOTEXTILE
EST 10 MTONS CLASS I RIP RAP
ELEV 638.0’ (194.5m)
TO TOP OF VANE
W/ CLASS I RIP RAP
BACKFILL CHANNEL
CAT-1
CAT-1
GRAU 350
3
5
+
0
0
3
6
+
0
0
3
7
+
0
0
3
8
+
0
0
-
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-
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t
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.
3
7
+
9
5
.
3
4
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0
2
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2
0
2
N 27 30’ 14.1" E
US 501
-L-
$
$
$
$
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N
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$
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E
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A
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E
$
$
$
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CONST.REV.
R / W REV.
ENGINEER
ROADWAY DESIGN
PROJECT REFERENCE NO.
ENGINEER
HYDRAULICS
SHEET NO.
R-2241A
05 10
R / W SHEET NO.METRIC 11
M
A
T
C
H
L
I
N
E
S
T
A
.
3
4
+
8
0
-
L
-
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S
H
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S
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8
+
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-
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E
E
S
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E
E
T
1
2
P
.S
.
3
.0
DD
PAVEMENT REMOVAL
125mm MONOLITHIC ISLAND
FULL DEPTH PAVED SHOULDER
REVIS
IO
N
S
0
8
-
0
4
-
14
-
1
A
D
D
E
D
R
O
C
K
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A
N
E
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+
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4
+
8
5
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T
.
WETLAND
DENOTES FILL INFF
S S SURFACE WATER
DENOTES IMPACTS IN
E E IN WETLAND
DENOTES EXCAVATION
CLEARING
DENOTES MECHANIZED*
*
*
*
**
*
**
*
*
SITE 8
TS TS
IMPACTS IN SURFACE WATER
DENOTES TEMPORARY
TS
TS
TS
TS
TS
TS
TS
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
F F
F
FF
F
F
F
F
S
S
S
S
S
F
SITE 7A
SITE 7B
3
5
+
0
0
SS
C C
C
F
C
F
F
F
F
C
C
C
C C
F
F
F
F
F
F
F
F
F
C
F
C
F
C
F
F
C
C
C
C
NAD 83 NC GRID
Hand Existing Existing
Permanent Temp. Excavation Mechanized Clearing Permanent Temp. Channel Channel Natural
Site Station Structure Fill In Fill In in Clearing in SW SW Impacts Impacts Stream
No.(From/To)Size / Type Wetlands Wetlands Wetlands in Wetlands Wetlands impacts impacts Permanent Temp.Design
(ac)(ac)(ac)(ac)(ac)(ac)(ac)(ft)(ft)(ft)
1 13+28/13+62 -L-3@3mx3m RCBC 0.03 <0.01 138 26
Stream Bank Stabilization 0.03 125
2 15+12/15+59 -L- LT 750mm CSP 0.11 0.01 0.06
3 *19+21/19+23 -L- RT Fill <0.01 23
4 20+84/20+89 -L-2@2.4mx2.4m RCBC 0.02 0.01 112 39
Stream Bank Stabilization 0.02 59
5 20+89/21+45 -L-Fill 0.22 0.06
6 *24+98/25+10 -L- RT 900mm RCP <0.01 <0.01 23 20
Stream Bank Stabilization <0.01 23
7A 34+93/36+38 -L-2.7mx1.8m RCBC 0.13 <0.01 0.03 0.01 518 69
Stream Bank Stabilization 0.02 121
7B *35+38/35+51 -L- LT Fill <0.01 59
8 37+33/37+55 -L-1050mm RCP 0.02 <0.01 0.03 0.01 <0.01 194 36
Stream Bank Stabilization <0.01 13
9 40+05/40+70 -L-1500mm RCP 0.04 <0.01 279 33
Stream Bank Stabilization <0.01 16
10 *11+55/11+82 -Y13- LT 900mm CSP 0.01 <0.01 92 43
Stream Bank Stabilization <0.01 20
11 50+41/51+25 -L-1200mm RCP <0.01 0.02 0.01 282 85
Stream Bank Stabilization 0.01 52
12 51+47/51+91 -L-750mm RCP 0.12
13 53+13/53+79 -L-900mm RCP 0.17 <0.01 0.07 0.01 <0.01 246 72
SUB TOTALS:0.77 0.01 0.21 0.26 0.03 2395 423
* Note: Stream Impacts are Non-Mitigatable.
ATN Revised 3/31/05 SHEET 8/13/2014
WBS - 34406.1.1 (R-2241A)
WETLAND PERMIT IMPACT SUMMARY
SURFACE WATER IMPACTSWETLAND IMPACTS
PERSON COUNTY
NC DEPARTMENT OF TRANSPORTATION
DIVISION OF HIGHWAYS
Hand Existing Existing
Permanent Temp. Excavation Mechanized Clearing Permanent Temp. Channel Channel Natural
Site Station Structure Fill In Fill In in Clearing in SW SW Impacts Impacts Stream
No.(From/To)Size / Type Wetlands Wetlands Wetlands in Wetlands Wetlands impacts impacts Permanent Temp.Design
(ac)(ac)(ac)(ac)(ac)(ac)(ac)(ft)(ft)(ft)
14 57+12/57+55 -L-1200mm RCP 0.09 <0.01 0.02 <0.01 262 23
Stream Bank Stabilization <0.01 13
15 63+41/66+32 -L-1350mm RCP 0.36 0.03 0.03 <0.01 653 75
Stream Bank Stabilization <0.01 13
16 64+72/64+99 -L- LT Pond Removal 0.10
17 67+35/69+11 -L-1350 RCP 0.47 0.15 0.18 0.01 <0.01 148 62
Stream Bank Stabilization 0.01 36
18 *76+03/76+90 -L-750mm/900mm RCP 0.02 0.01 364 203
Stream Bank Stabilization <0.01 10
19 77+72/79+54 -L-Fill 0.01 0.10
SUB TOTALS:0.92 0.15 0.31 0.20 0.01 1499 364
TOTALS:1.69 0.16 0.53 0.45 0.04 3894 787
* Note: Stream Impacts are Non-Mitigatable.
ATN Revised 3/31/05 SHEET 8/13/2014
WBS - 34406.1.1 (R-2241A)
WETLAND PERMIT IMPACT SUMMARY
SURFACE WATER IMPACTSWETLAND IMPACTS
PERSON COUNTY
NC DEPARTMENT OF TRANSPORTATION
DIVISION OF HIGHWAYS
WILLIAM ELWOOD GARRETT S
R.
34+85 RT 4’ (1.2m)2’ (0.6m)3’ (0.9m)
ELEV 638.0’ (194.5m)
SEE PLAN SHEET
HEADER ROCK ,TYP.
ELEV 636.5’ (194.0m)
SEE PLAN SHEET
STEP DOWN ROCK,TYP.
NOT TO SCALE
{
FLOW
A
A
30
20 TO
B
A
N
K
F
U
L
L
B
A
N
K
F
U
L
L
WIDTH
BANKFULL
1/3
WIDTH
BANKFULL
1/3
WIDTH
BANKFULL
1/3
B
B
DIRECTION OF ENGINEER
POOL EXCAVATED PER
ROCK
HEADER
ROCK
FOOTER
#57 STONE
LOWER
BANKFULL OR SLIGHTLY
ELEVATION EQUAL TO
MINIMUM OF AT AN
KEY IN VANE TO BANK
FLOW
{
BACKFILL, TYP.
FOOTER ROCK, TYP.
OF THE FOOTER ROCK
A MINIMUM OF 1/3 WIDTH
SET HEADER ROCK BACK
#57 STONE, TYP.
SECTION A-A
SECTION B-B
ROCKS
FOOTER
ROCKS
HEADER
SIGNIFICANT SPACES
NOT BE GAPPED OR HAVE ANY
ROCKS IN VANE ARM SHOULD
BANKFULL ELEVATION
TIE VANE ARM INTO
5. POOL DEPTH SHOULD BE 2 TO 3 TIMES BANKFULL DEPTH.
DIRECTION OF THE ENGINEER.
4. COMPACT BANKFULL TO EXTENT POSSIBLE OR AT THE
BETWEEN HEADERS AND FOOTERS.
3. CLASS "A" STONE CAN BE USED TO REDUCE VOIDS
2. DO NOT EXCAVATE POOL TOO CLOSE TO FOOTER BOULDERS.
VANE ARM TIES INTO BANKFULL.
1. DEEPEST PART OF POOL TO BE IN LINE WITH WHERE
NOTES:
BED
FLOW
BANKFULL
{
#57 STONE
TYP.
BACKFILL,
4% TO 10% SLOPE
HEIGHT LENGTH WIDTH
PLAN VIEW
POOL
CONSTRUCTION
FOR ROCK CROSS VANE
EXCAVATED TRENCH
EXCAVATED POOL
BED
0.6m MINIMUM
MINIMUM
0.6m
SIGNIFICANT SPACES
NOT BE GAPPED OR HAVE ANY
ROCKS IN VANE ARM SHALL
SITE
ROCK A VANE DETAIL
GEOTEXTILE
GEOTEXTILE, TYP.
GEOTEXTILE
BOULDER DIMENSIONS