20140196 Ver 1_Application_20140226

“No Historic Properties Present” form for Minor Transportation Projects as Qualified in the 2007 Programmatic Agreement.
NCDOT Archaeology & Historic Architecture Groups

11-08-0084

PROJECT INFORMATION

Project No: Str.700144 County: Pender
WBS No: 17BP.3.R.20 Document: PCE or Min. Criteria Checklist
F.A. No: N/A Funding: State Federal
Federal (USACE) Permit Required? Yes No Permit Type: NWP3 or NWP14
Project Description: Bridge No. 144 on SR 1102 (Morgan Road) over Colly Creek is to be replaced in
kind while making use of an off-site detour. There will be minor ditch-line impacts. The Area of
Potential Effects (APE) should be 75’ either way from the centerline of the bridge and 300’ from either
end of the bridge. The bridge was originally built in 1945 and is in poor condition so it has been selected
to be replaced under the State Funded Bridge Replacement Program-Design-Build Year 1.

SUMMARY OF FINDINGS

The North Carolina Department of Transportation (NCDOT) reviewed the subject project and determined:

Historic Architecture/Landscapes
There are no National Register-listed or Study Listed properties within the project’s area of potential
effects.
There are no properties less than fifty years old which are considered to meet Criteria Consideration G
within the project’s area of potential effects.
There are no properties within the project’s area of potential effects.
There are properties over fifty years old within the area of potential effects, but they do not meet the
criteria for listing on the National Register.
All properties greater than 50 years of age located in the APE have been considered and all compliance
for historic architecture with Section 106 of the National Historic Preservation Act and GS 121-12(a) has
been completed for this project.
There are no historic properties present or affected by this project. (Attach any notes or documents as
needed)

Archaeology
There are no National Register-listed or Study Listed properties within the project’s area of potential
effects.
No subsurface archaeological investigations are required for this project.
Subsurface investigations did not reveal the presence of any archaeological resources.
Subsurface investigations did not reveal the presence of any archaeological resources considered eligible
for the National Register.
All identified Archaeological sites located within the APE have been considered and all compliance for
archaeological resources with Section 106 of the National Historic Preservation Act and GS 121-12(a)
has been completed for this project.
There are no historic properties present or affected by this project. (Attach any notes or documents as
needed)

Project Tracking No. (Internal Use)
NO PREHISTORIC OR HISTORIC PROPERTIES
PRESENT/AFFECTED FORM
“No Historic Properties Present” form for Minor Transportation Projects as Qualified in the 2007 Programmatic Agreement.
NCDOT Archaeology & Historic Architecture Groups

SUMMARY OF CULTURAL RESOURCES REVIEW

Brief description of review activities, results of review, and conclusions:

A map review and site file search was conducted at the Office of State Archaeology (OSA) on Thursday, September
1, and Friday, September 2, 2011. A comprehensive archaeological survey at this particular bridge location has
never been conducted; however, five (5) archaeological sites have been recorded within one (1) mile of the proposed
project although four (4) of those sites are submerged resources along the banks of the Black River. The other
remaining archaeological site is located directly north of the proposed project on the upland terrace above Colly
Creek. Digital copies of HPO’s maps (Point Caswell Quadrangle) as well as the HPOWEB GIS Service
(http://gis.ncdcr.gov/hpoweb/) were reviewed on Thursday, September 15, 2011. There are no known histor ic
architectural resources located within the project area that may have intact archaeological deposits within the
footprint of the proposed project. In addition, topographic maps, historic maps (NCMaps website), USDA soil
survey maps, and aerial photographs were utilized and inspected to gauge environmental factors that may have
contributed to historic or prehistoric settlement within the project limits, and to assess the level of modern, slope,
agricultural, hydrological, and other erosive-type disturbances within and surrounding the archaeological APE.

As stated in the Survey Required Form for this project, “Based on soils information, contours, and the presence of an
archaeological site on the terrace overlooking Colly Creek on the North side, the southern terrace of Colly Creek
may have the potential for containing intact archaeological materials. Although there currently is no design for this
particular project, areas within the APE can be written off based on the presence of wetlands and inhospitable soils
conditions. With these areas removed from the APE, what remains to be surveyed is the terrace along the southern
edge of Colly Creek, which appears to be relatively level and wooded at this time . It should be noted that north of,
and presumably outside the APE, may be structures associated with Colly Mill as depicted on the 1912 Pender
County Soil Map. It should also be noted that Moores Creek National Military Park, commemorating the battle site
of a 1776 American victory over Tory Highland Scots, is located approximately 3 miles Northeast of the proposed
project. Therefore, an archaeological survey is recommended for this project. A visual inspection of the entire
corridor should be conducted first, followed then by archaeological investigations along the southern terrace
overlooking Colly Creek paralleling SR 1102. Should the description of this project or design plans change prior to
construction, then additional consultation regarding archaeology may be required.”

Field investigations of the APE were comprised of a pedestrian survey and subsurface testing to locate and assess
potentially significant archaeological remains that could be damaged or destroyed by the proposed bridge
replacement project. The pedestrian survey and subsurface testing were conducted on the terraces adjacent to Bridge
No. 144. No remains of mill structures or other associated mill dep osits were observed North of the project area.
Subsurface testing in these alluvial settings was accomplished through the placement of four (4) shovel tests, two (2)
in the SW quadrant and two (2) in the SE quadrant, with a 30-m interval. Testing did not occur within the NW or the
NE quadrants based on the presence of standing water and riverine swamp forest. The subsurface tests were placed
along the outer ROW for SR 1102 (Morgan Road) on the first terrace overlooking Colly Creek. Within the ROW,
there is a buried fiber optic line located about nine feet off the edge of pavement within both the NE and SE
quadrants. There is a small unnamed tributary of Colly Creek running parallel to SR 1102 in the SW quadrant, the
presence of which explains the soil conditions within that particular quadrant and further suggests that the SW
quadrant is subjected to a great deal of flooding. There is a difference of at least 10’ in elevation between the levels
of the road surface and both southern quadrants. Overall, no archaeological deposits were identified within the
proposed APE. Thus, no archaeological sites were identified, and no further archaeological work is recommended
prior to construction. A finding of “no historic propertie s” is considered appropriate in association with this bridge
replacement project. Should the description of this project or design plans change prior to construction, then
additional consultation regarding archaeology may be required.

Shovel Test Pit Discussion (see map for spatial reference):
STP 1: 0-27cmbs, 10YR 2/1 SA SI, loose root mat; 27-36cmbs, 2.5YR 2.5/4 SA; 36-53cmbs, 7.5YR 5/6 SA; 53-76cmbs,
10YR 6/3 Coarse SA. Edge of terrace, sparsely wooded. Moisture increased with depth. No cultural material.
STP 2: 0-90cmbs, 10YR 2/1. Loose root mat at top, with the amount of sand and moisture increasing with depth. Unnamed
tributary located very close, which may explain the mucky nature of the soils throughout the shovel test. No cultural material.
STP 3: 0-11cmbs, 10YR 2/1 SA, loose root mat; 11-32cmbs, 2.5YR 2.5/4 SA; 32-85cmbs, 10YR 6/3 Coarse SA. Edge of
terrace, sparsely wooded. Moisture increased with depth. No cultural material.
“No Historic Properties Present” form for Minor Transportation Projects as Qualified in the 2007 Programmatic Agreement.
NCDOT Archaeology & Historic Architecture Groups

STP 4: 0-26cmbs, 10YR 2/1 SA, loose root mat; 26-40cmbs, 2.5YR 2.5/4 SA; 40-58cmbs, 10YR 6/3 SA. No cultural
material.

SUPPORT DOCUMENTATION
See attached: Figures, Photos

Signed:

November 17, 2011
Cultural Resources Specialist, NCDOT Date

Figure 1: Point Caswell, N.C. (USGS 1983).

Areas
Investigated
“No Historic Properties Present” form for Minor Transportation Projects as Qualified in the 2007 Programmatic Agreement.
NCDOT Archaeology & Historic Architecture Groups

Photo 1: Southeast Quadrant, looking North.

Photo 2: Southwest Quadrant, looking North.

“No Historic Properties Present” form for Minor Transportation Projects as Qualified in the 2007 Programmatic Agreement.
NCDOT Archaeology & Historic Architecture Groups

Photo 3: Northwest Quadrant, looking North.

Photo 4:Northeast Quadrant, looking North.
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Proj ect Tracking No. (Interna l Use)
1 11-08-0084
I NO SURVEY REQUIRED FORM _1
PROJECT INFORMATION
Proj ect No: Co unty : Brunswick

WBSNo: 17BP .3.R.20 Do cum ent : PCE

F.A . No : Funding: I:8'l State D Federal
Federal (USACE) Permit Required? I:8'l Yes D No P ermit Typ e: NWP 3 & NWP 14

Proj ect D escription :

Replace Brid ge No . 144 over Colly Creek on SR 1102
SUMMARY OF CULTURAL RESOURCES REVIEW
Briefd escription ofr eview activities , results ofreview, and conclusions:
Review ofHPO quad maps , relevant background reports, historic designations ro ster, and indexes was
undertaken on September 8, 2011. Ba sed on this review, there were no existing NR , SL , LD , DE, or SS
properties intheArea of Potential Effects(AP E). Aerial photographs andHPOGIS indicates thereareno
structures intheAPE of the bridge replacement project. Survey Site number PD126B ethlehem Baptist
Church is located more than 2000 northwe st ofthe bridge on NC 210 , well outside the project APE.
BriefExplanation ofwhy th e available information provides a reliable basis for r easonably predicting
that there are no unidentified historic properties in the APE:
Using HPO GIS website and Google Street view provide reliable information regarding the structures in
the APE . These combined utilities are considered valid for the purposes of determining the likelihood of
historic resources being present.
SUPPORT DOCUMENTATION
See attached: Maps
FINDING BY NCDOT CULTURAL RESOURCES PROFESSIONAL
NO SURVEY REQUIRED
8-Wl

Date
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DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
-L- STA. 12+23.75
BEGIN BRIDGE
-L- STA. 13+76.25
END BRIDGE
SHEET 1 OF 8
PERMIT DRAWING
WETLAND AND STREAM IMPACTS
NSRS 2007NAD 83/
NSRS 2007NAD 83/
DHV
D
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=
=
=
=
=
%
%
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% *
STATE STATE PROJECT REFERENCE NO.
STATE PROJ. NO.F. A. PROJ. NO.DESCRIPTION
NO.
TOTAL
SHEETS
N.C.
SHEET
1
DESIGN DATA
LOCATION:
TYPE OF WORK:
0
9
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DIVISION OF HIGHWAYS
STATE OF NORTH CAROLINA
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RESURFACING
GRADING, DRAINAGE, PAVING, STRUCTURES AND
VICINITY MAP
PROJECT LENGTH
LETTING DATE:
DIVISION OF HIGHWAYS
FOR
CONTRACTOR :
SIGNATURE:
SIGNATURE:
P.E.
P.E.
HYDRAULICS ENGINEER
RIGHT OF WAY DATE:
DESIGN - BUILD TEAM
1-888-521-4455 OR 919-878-9560
NC LICENSE NO. F-0112
RALEIGH, NORTH CAROLINA 27609
900 RIDGEFIELD DRIVE, SUITE 350
RUMMEL, KLEPPER & KAHL, LLP
ENGINEER
ROADWAY DESIGN55
* TTST =3%DUAL 3%
17BP.3.R.26
C
2
0
2
9
4
2
6
SUBREGIONAL TIER MARCH 29, 2012
Corporation
S. T. Wooten
WILSON, NORTH CAROLINA 27894
3801 BLACK CREEK ROAD
P.O. BOX 2408
S. T. WOOTEN CORPORATION
GRAPHIC SCALES
SR 1102 (MORGAN RD)
210
C
O
LLY
C
RE
EK
SR 1102 (MORGAN RD)
50
50
50
50
PROFILE (VERTICAL)
0
PROFILE (HORIZONTAL)
0010 2010
0
PLANS
0
0
PENDER COUNTY
190
TOTAL LENGTH TIP PROJECT 700144...............
LENGTH STRUCTURE TIP PROJECT 700144.......
LENGTH ROADWAY TIP PROJECT 700144........100
100
-L- STA. 15+26.25
END PROJECT
TO NC 210
TO NC 11
STILL BLUFF
Bla
ck Rive
r
B
R
I
D
G
E

7
0
0
14
4
-L- STA. 10+50.00
BEGIN PROJECT
4BRIDGE NO. 700144
SR 1102 (MORGAN RD)
BRIDGE 700144 OVER COLLY CREEK ON
Bridge No. 700144
N/A
N/A
PROJECT ENGINEER
Michael T. Merritt, P.E.
PROJECT DESIGN ENGINEER
Virginia Mabry, P.E.
NCDOT CONTACT:
B. Keith Skinner, P.E.
0.090 mi
0.029 mi
0.061 mi
2012 STANDARD SPECIFICATIONS
17BP.3.R.26 PE, ROW, UTIL.
& CONST.
-L-
MARCH 29, 2012
PRIORITY PROJECTS ENGINEER
LOCAL
* FUNC CLASS =
11
P
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N
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C
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Morgan Rd.
SR 1547
Longview
Rd.
LONGVIEW
S
R
1
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nt
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SR 113
0
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.
53
11
53
Colly C
re
e
k
SR 1104
C
anetuck Rd.
OFFSITE DETOUR
2. THIS PROJECT IS NOT WITHIN ANY MUNICIPAL BOUNDARIES.
LIMITS ESTABLISHED BY METHOD II.
1. CLEARING ON THIS PROJECT SHALL BE PERFORMED TO THE
NOTES:
DATE: 11-15-2013
SUBMITTAL NO. S-118R1
RIGHT OF WAY PLANS
WOODS
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D1 250603.3697 22548
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Point North Ea
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BS3
D3
D5
BS1
D1
D4
BS4
D6
BS2
D2
EO
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WILLIE EVANNA HEIRS ET AL
T C BROWN JR
MTL
MTL
18’ BST
TO NC 11EXISTING R/W
EXISTING R/W
EXISTING R/W
6
0.
0
0
’
6
0
.
0
0
’
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
NC 11
TO
T C BROWN JR ET AL
SR 1102 MORGAN RD
R/W
EXISTING
HEIRS ET AL
WILLIE EVANNA
.
0
2
5
2
0
’
8:1
2
0
’
8:18
:1
8:1
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4
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T.
TO EXIST.
50’ TAPER
TO EXIST.
50’ TAPER
.
0
2
5
.
0
2
+
6
1.6
0
TYP
29’+
9
5
TYP
29’
+
8
2
.7
5
SHEET 2 OF 8
PERMIT DRAWING
WETLAND
DENOTES FILL INFF
CLEARING
DENOTES MECHANIZED*
*
*
*
***
**
*
*
WETLANDS
FILL IN
E E IN WETLAND
DENOTES EXCAVATION
S S SURFACE WATER
DENOTES IMPACTS IN
15’
EXIST. U/G FIBER OPTIC TELEPHONE CABLE
PROPOSED BRIDGE OPENING = 1,571.4 sf.
PROPOSED LOW CHORD = 12.5 ft.
EXISTING BRIDGE OPENING = 1,545.0 sf.
EXISTING LOW CHORD = 12.4 ft.
CABLE BORED 1’ INSIDE R/W
NEW U/G FIBER OPTIC TELEPHONE
CLEARING
MECHANIZED
IN WETLANDS
EXCAVATION
IMPACTS
SURFACE WATER
1"=40’
SCALE
1"=40’
SCALE
CLEARING
MECHANIZED
FILL IN WETLANDS
CABLE BORED 1’ INSIDE R/W
NEW U/G FIBER OPTIC TELEPHONE
V = 37mph
EL = 12.55’
-L- STA 10+50.00
BEGIN GRADE
EL = 12.26’
-L- STA 15+26.25
END GRADE
-L- STA 12+23.75
BEGIN BRIDGE
-L- STA 13+76.25
END BRIDGE
V = 35mph
V = 41mph
PI = 10+90.00
EL = 13.08’
(+)1.3300%
VC = 80’
K = 54
PI = 11+75.31
EL = 15.47’
(+)2.8000%(-)0.3000%
VC = 90’
K = 29
PI = 14+12.00
EL = 14.76’
(-)2.1900%
VC = 90’
K = 48
BRIDGE HYDRAULIC DATA
DESIGN FREQUENCY
DESIGN DISCHARGE
DESIGN HW ELEVATION
100 YEAR DISCHARGE
100 YEAR FREQUENCY
100 YEAR HW ELEVATION
OVERTOPPING FREQUENCY
OVERTOPPING ELEVATION
OVERTOPPING DISCHARGE = 3,500
= 25
= 100
= 7.3
= 10.2
YRS
CFS
FT
CFS
FT
YRS
CFS
FT
YRS
STR #700144 Sta. 13+00.00 -L-
NWS ELEV SURVEYED = 09/24/2012
NORMAL WATER SURFACE ELEV = 1.7 FT
= 100+
= 9.02
= 2,855
= 2,000
NWS
1.7’
100 YR
9.02’
CONCRETE SLOPES
MAINTAIN EXISTINGCONCRETE SLOPES
MAINTAIN EXISTING
EL. 2.90’
-L- STA. 12+00 LT
END NATURAL CHANNEL
-L- STA. 11+00 LT
PI @ EL. = 2.50’
-L- STA. 11+50 LT
PI @ EL. = 2.30’
(-)0.04%
(-)2.00%
(+)1.20%
EL. 3.00’
-L- STA. 10+65 LT
BEG. NATURAL CHANNEL
-L- STA. 10+80 LT
PI @ EL. = 2.90’
(-)0.67%
GRAU 350 TL-3
F
F
F F F
GRAU 350 TL-3
1
5
"2GI
F
PLANS PREPARED BY :
900 RIDGEFIELD DRIVE SUITE 350
RALEIGH, NORTH CAROLINA 27609-3960
RUMMEL, KLEPPER & KAHL, LLP
NC LICENSE NO. F-0112 [phone]
8
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10+00 11+00 12+00 13+00 14+00
ROADWAY DESIGN
R/W SHEET NO.
HYDRAULICS
SHEET NO.PROJECT REFERENCE NO.
15+00
0
10
20
NAD 83 (NSRS 2007)
-10
10
0
16+00
SKETCH SHOWING ROADWAY IN RELATION TO PROPOSED STRUCTURE
20
-10
700144
-L-
STA. 15+00.00 TO 15+26.25
STA. 10+50.00 TO 11+00.00
MILLING LIMITS:
RR SPIKE SET IN 14" OAK
-L- STA. 12+20.51 75.40’ RT.
BM#1 EL = 3.38’
R
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WATER LEVEL - SOUNDINGS
EXIST. GROUND - SOUNDINGS
EXIST. GROUND - 12.42’ RT
EXIST. GROUND - 12.42’ LT
V = 37mph
EL = 12.55’
-L- STA 10+50.00
BEGIN GRADE
EL = 12.26’
-L- STA 15+26.25
END GRADE
-L- STA 12+23.75
BEGIN BRIDGE
-L- STA 13+76.25
END BRIDGE
V = 35mph
V = 41mph
PI = 10+90.00
EL = 13.08’
(+)1.3300%
VC = 80’
K = 54
PI = 11+75.31
EL = 15.47’
(+)2.8000%(-)0.3000%
VC = 90’
K = 29
PI = 14+12.00
EL = 14.76’
(-)2.1900%
VC = 90’
K = 48
BRIDGE HYDRAULIC DATA
DESIGN FREQUENCY
DESIGN DISCHARGE
DESIGN HW ELEVATION
100 YEAR DISCHARGE
100 YEAR FREQUENCY
100 YEAR HW ELEVATION
OVERTOPPING FREQUENCY
OVERTOPPING ELEVATION
OVERTOPPING DISCHARGE = 3,500
= 25
= 100
= 7.3
= 10.2
YRS
CFS
FT
CFS
FT
YRS
CFS
FT
YRS
STR #700144 Sta. 13+00.00 -L-
NWS ELEV SURVEYED = 09/24/2012
NORMAL WATER SURFACE ELEV = 1.7 FT
= 100+
= 9.02
= 2,855
= 2,000
NWS
1.7’
100 YR
9.02’
CONCRETE SLOPES
MAINTAIN EXISTINGCONCRETE SLOPES
MAINTAIN EXISTING
GRAU 350 TL-3
GRAU 350 TL-3
GRAU 350 TL-3
GRAU 350 TL-3
15
144-1
144-3
144-2
144-3
15" RCP-III
15
"2GI
2GI
W/5 SY FIL FAB
1 TON CL B RIPRAP
RO
D

&
LU
G
2

ELB
O
W
S
SEE DETAIL A
TYP. BOTH SIDES
DISSIPATOR PAD
DECK DRAIN
ELB
ELB
3’ ON CENTER
8"x4" DECK DRAINS
FROM STA. 13+52 TO STA. 13+70 LT & RT
FROM STA. 12+27 TO STA. 12+60 LT & RT
DETAIL A
GEOTEXTILE
GROUND
PLAN VIEW
PROFILE VIEW
DECK DRAIN DISSIPATOR PAD
*NOTE: CENTER PAD DIRECTLY BELOW DECK DRAINS
PAD
DISSIPATOR
( Not to Scale)
SEE DETAIL B
DESIGN
NATURAL CHANNEL
-L- STA. 11+50
NATURAL CHANNEL
LOW POINT OF
3:
1
B
( Not to Scale)
FLATTER3:1 OR
NATURAL CHANNEL DESIGN
DETAIL B
Ground
Natural
Slope
Fill
3:
1
Bench
Floodplain
W
1’
10+80 5.00 2.00 2.90
11+00 5.00 4.00 2.50
11+25 4.00 5.00 2.40
11+50 4.00 4.00 2.30
11+75 4.00 2.00 2.60
12+00 4.00 0.00 2.90
STATION B (ft.)W (ft.)
10+65 5.00 3.00 3.00
L
4
.
0
’
1.
0
’
BOT. of CHANNEL
ELEV. (ft.)
FLOODPLAIN BENCH ONLY
LINER TYPE: COIR FIBER MATTING ON BANKS AND
SEE DETAIL C
DITCH PLUG
EMBANKMENT ONLY
30LF CLASS I RIP RAP
3:1
EXISTING GROUND
PROPOSED FILL SLOPE
CLAY PLUG
1.0’ BELOW EXIST. STREAMBED
4’ TYP. EA. SIDE
GEOTEXTILE MATTING MATERIAL
DETAIL C
( Not to Scale)
DITCH PLUG
Geotextile= 10 sy
Type of Liner= 5 tons CL B Rip-Rap
L= See Stationing Below
F
F
F
F
F
F
F
F
F
F
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5 5
5 5 5
5
10
10
10
1010
10
10
10
10
10
10
10
10
10
1010
10
WOODS
D4
BS4
WOODS
C
O
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C
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K
BS4 250747.0440 2
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BS3 250599.2601 2
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2

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BS2 250750.3198 22
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6

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BS1 250603.4087 22
5
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9

1
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6
1

1
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8
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D6 250748.9818 225
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8

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2

L
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B
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D5 250601.3719 225
4
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1
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7

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D4 250747.1601 2254
9
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6

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3
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6
3

D3 250599.6069 2254
9
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6
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3
4
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D2 250751.0455 22549
0
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6

1
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2
9
7
D1 250603.3697 22548
8
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9

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4
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5
2
1
3

Point North Ea
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t

E
l
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i
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BS3
D3
D5
BS1
D1
D4
BS4
D6
BS2
D2
EO
I
WILLIE EVANNA HEIRS ET AL
T C BROWN JR
MTL
MTL
18’ BST
TO NC 11EXISTING R/W
EXISTING R/W
EXISTING R/W
6
0.
0
0
’
6
0
.
0
0
’
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
NC 11
TO
T C BROWN JR ET AL
SR 1102 MORGAN RD
R/W
EXISTING
HEIRS ET AL
WILLIE EVANNA
.
0
2
5
2
0
’
8:1
2
0
’
8:18
:1
8:1
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0
2
5
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5
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4
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5
E
XIS
T.
TO EXIST.
50’ TAPER
TO EXIST.
50’ TAPER
.
0
2
5
.
0
2
+
6
1.6
0
TYP
29’+
9
5
TYP
29’
+
8
2
.7
5
SHEET 3 OF 8
PERMIT DRAWING
WETLAND
DENOTES FILL INFF
CLEARING
DENOTES MECHANIZED*
*
*
*
***
**
*
*
WETLANDS
FILL IN
E E IN WETLAND
DENOTES EXCAVATION
S S SURFACE WATER
DENOTES IMPACTS IN
15’
EXIST. U/G FIBER OPTIC TELEPHONE CABLE
PROPOSED BRIDGE OPENING = 1,571.4 sf.
PROPOSED LOW CHORD = 12.5 ft.
EXISTING BRIDGE OPENING = 1,545.0 sf.
EXISTING LOW CHORD = 12.4 ft.
CABLE BORED 1’ INSIDE R/W
NEW U/G FIBER OPTIC TELEPHONE
CLEARING
MECHANIZED
IN WETLANDS
EXCAVATION
IMPACTS
SURFACE WATER
1"=40’
SCALE
1"=40’
SCALE
CLEARING
MECHANIZED
FILL IN WETLANDS
CABLE BORED 1’ INSIDE R/W
NEW U/G FIBER OPTIC TELEPHONE
V = 37mph
EL = 12.55’
-L- STA 10+50.00
BEGIN GRADE
EL = 12.26’
-L- STA 15+26.25
END GRADE
-L- STA 12+23.75
BEGIN BRIDGE
-L- STA 13+76.25
END BRIDGE
V = 35mph
V = 41mph
PI = 10+90.00
EL = 13.08’
(+)1.3300%
VC = 80’
K = 54
PI = 11+75.31
EL = 15.47’
(+)2.8000%(-)0.3000%
VC = 90’
K = 29
PI = 14+12.00
EL = 14.76’
(-)2.1900%
VC = 90’
K = 48
BRIDGE HYDRAULIC DATA
DESIGN FREQUENCY
DESIGN DISCHARGE
DESIGN HW ELEVATION
100 YEAR DISCHARGE
100 YEAR FREQUENCY
100 YEAR HW ELEVATION
OVERTOPPING FREQUENCY
OVERTOPPING ELEVATION
OVERTOPPING DISCHARGE = 3,500
= 25
= 100
= 7.3
= 10.2
YRS
CFS
FT
CFS
FT
YRS
CFS
FT
YRS
STR #700144 Sta. 13+00.00 -L-
NWS ELEV SURVEYED = 09/24/2012
NORMAL WATER SURFACE ELEV = 1.7 FT
= 100+
= 9.02
= 2,855
= 2,000
NWS
1.7’
100 YR
9.02’
CONCRETE SLOPES
MAINTAIN EXISTINGCONCRETE SLOPES
MAINTAIN EXISTING
EL. 2.90’
-L- STA. 12+00 LT
END NATURAL CHANNEL
-L- STA. 11+00 LT
PI @ EL. = 2.50’
-L- STA. 11+50 LT
PI @ EL. = 2.30’
(-)0.04%
(-)2.00%
(+)1.20%
EL. 3.00’
-L- STA. 10+65 LT
BEG. NATURAL CHANNEL
-L- STA. 10+80 LT
PI @ EL. = 2.90’
(-)0.67%
GRAU 350 TL-3
F
F
F F F
GRAU 350 TL-3
1
5
"2GI
F
PLANS PREPARED BY :
900 RIDGEFIELD DRIVE SUITE 350
RALEIGH, NORTH CAROLINA 27609-3960
RUMMEL, KLEPPER & KAHL, LLP
NC LICENSE NO. F-0112 [phone]
8
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14
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O
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0
4
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d
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F
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s
4
10+00 11+00 12+00 13+00 14+00
ROADWAY DESIGN
R/W SHEET NO.
HYDRAULICS
SHEET NO.PROJECT REFERENCE NO.
15+00
0
10
20
NAD 83 (NSRS 2007)
-10
10
0
16+00
SKETCH SHOWING ROADWAY IN RELATION TO PROPOSED STRUCTURE
20
-10
700144
-L-
STA. 15+00.00 TO 15+26.25
STA. 10+50.00 TO 11+00.00
MILLING LIMITS:
RR SPIKE SET IN 14" OAK
-L- STA. 12+20.51 75.40’ RT.
BM#1 EL = 3.38’
R
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RE
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WATER LEVEL - SOUNDINGS
EXIST. GROUND - SOUNDINGS
EXIST. GROUND - 12.42’ RT
EXIST. GROUND - 12.42’ LT
V = 37mph
EL = 12.55’
-L- STA 10+50.00
BEGIN GRADE
EL = 12.26’
-L- STA 15+26.25
END GRADE
-L- STA 12+23.75
BEGIN BRIDGE
-L- STA 13+76.25
END BRIDGE
V = 35mph
V = 41mph
PI = 10+90.00
EL = 13.08’
(+)1.3300%
VC = 80’
K = 54
PI = 11+75.31
EL = 15.47’
(+)2.8000%(-)0.3000%
VC = 90’
K = 29
PI = 14+12.00
EL = 14.76’
(-)2.1900%
VC = 90’
K = 48
BRIDGE HYDRAULIC DATA
DESIGN FREQUENCY
DESIGN DISCHARGE
DESIGN HW ELEVATION
100 YEAR DISCHARGE
100 YEAR FREQUENCY
100 YEAR HW ELEVATION
OVERTOPPING FREQUENCY
OVERTOPPING ELEVATION
OVERTOPPING DISCHARGE = 3,500
= 25
= 100
= 7.3
= 10.2
YRS
CFS
FT
CFS
FT
YRS
CFS
FT
YRS
STR #700144 Sta. 13+00.00 -L-
NWS ELEV SURVEYED = 09/24/2012
NORMAL WATER SURFACE ELEV = 1.7 FT
= 100+
= 9.02
= 2,855
= 2,000
NWS
1.7’
100 YR
9.02’
CONCRETE SLOPES
MAINTAIN EXISTINGCONCRETE SLOPES
MAINTAIN EXISTING
GRAU 350 TL-3
GRAU 350 TL-3
GRAU 350 TL-3
GRAU 350 TL-3
15
144-1
144-3
144-2
144-3
15" RCP-III
15
"2GI
2GI
W/5 SY FIL FAB
1 TON CL B RIPRAP
RO
D

&
LU
G
2

ELB
O
W
S
SEE DETAIL A
TYP. BOTH SIDES
DISSIPATOR PAD
DECK DRAIN
ELB
ELB
3’ ON CENTER
8"x4" DECK DRAINS
FROM STA. 13+52 TO STA. 13+70 LT & RT
FROM STA. 12+27 TO STA. 12+60 LT & RT
DETAIL A
GEOTEXTILE
GROUND
PLAN VIEW
PROFILE VIEW
DECK DRAIN DISSIPATOR PAD
*NOTE: CENTER PAD DIRECTLY BELOW DECK DRAINS
PAD
DISSIPATOR
( Not to Scale)
SEE DETAIL B
DESIGN
NATURAL CHANNEL
-L- STA. 11+50
NATURAL CHANNEL
LOW POINT OF
3:
1
B
( Not to Scale)
FLATTER3:1 OR
NATURAL CHANNEL DESIGN
DETAIL B
Ground
Natural
Slope
Fill
3:
1
Bench
Floodplain
W
1’
10+80 5.00 2.00 2.90
11+00 5.00 4.00 2.50
11+25 4.00 5.00 2.40
11+50 4.00 4.00 2.30
11+75 4.00 2.00 2.60
12+00 4.00 0.00 2.90
STATION B (ft.)W (ft.)
10+65 5.00 3.00 3.00
L
4
.
0
’
1.
0
’
BOT. of CHANNEL
ELEV. (ft.)
FLOODPLAIN BENCH ONLY
LINER TYPE: COIR FIBER MATTING ON BANKS AND
SEE DETAIL C
DITCH PLUG
EMBANKMENT ONLY
30LF CLASS I RIP RAP
3:1
EXISTING GROUND
PROPOSED FILL SLOPE
CLAY PLUG
1.0’ BELOW EXIST. STREAMBED
4’ TYP. EA. SIDE
GEOTEXTILE MATTING MATERIAL
DETAIL C
( Not to Scale)
DITCH PLUG
Geotextile= 10 sy
Type of Liner= 5 tons CL B Rip-Rap
L= See Stationing Below
F
F
F
F
F
F
F
F
F
F
F
SHEET 4 OF 8
PERMIT DRAWING
STA 10+50.00
BEGIN PROJECT
00
00
1010
1010
2020
2020
3030
3030
4040
4040
5050
5050
6060
6060
7070
7070
8080
8080
9090
9090
100100
100100
110110
110110
120120
120120
130130
130130
140140
140140
150150
150150
1/
2
/
2
0
14
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4
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9
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PROJ. REFERENCE NO.SHEET NO.0
10 10
20 20
0 0
10+00.00
10 10
20 20
0 0
10+50.00
10 10
20 20
0 0
10+80.00
10 10
20 20
0 0
11+00.00
10 10
20 20
0 0
11+25.00
10 10
20 20
0 0
11+50.00
10 10
20 20
0 0
X-1700144
-L-
5 10
10+65.00
12.14
EXIST. ROW EXIST. ROW
WETLANDS
WETLANDS
WETLANDS
WETLANDS
12.55
EXIST. ROW EXIST. ROW
WETLANDS
0.027 0.006
WETLANDS
WETLANDS
WETLANDS
PROP. ROW
12.89
0.020 0.016
3:1
S.S. 6.04
6:
1
3:
1
3:
1
2.90
3:1
EXIST. ROW EXIST. ROW
PROP. ROW
13.14
EXIST. ROW
EXIST. ROW
S.S. 13.11
0.020 0.020
3:1
S.S. 4.52
3:13:
1
2.50
3:
1
3:
1
PROP. ROW PROP. ROW
13.51
4
:1
0.020 0.020
3:1
S.S. 4.18
3:13:
1
2.40
3:
1
EXIST. ROW
EXIST. ROW
PROP. ROW PROP. ROW
13.80
EXIST. ROW
EXIST. ROW
3:
1
S.S. 7.68
0.020 0.020
3:1
S.S. 4.50
3:
1
3:
1
2.30
3:1
PROP. ROWPROP. ROW
12.71
3:
1
S.S. 11.18
0.020 0.0113:1
S.S. 11.66
EXIST. ROW EXIST. ROW
3.00
3:
1
3:
1
5.7:1
PROP. ROW
SHEET 5 OF 8
PERMIT DRAWING
STA 12+23.75
BEGIN BRIDGE
11+75.00
00
00
1010
1010
2020
2020
3030
3030
4040
4040
5050
5050
6060
6060
7070
7070
8080
8080
9090
9090
100100
100100
110110
110110
120120
120120
130130
130130
140140
140140
150150
150150
1/
2
/
2
0
14
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7
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0
1
4
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9
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PROJ. REFERENCE NO.SHEET NO.0
10 10
20 20
0 0
12+00.00
10 10
20 20
0 0
12+25.00
10 10
20 20
0 0
12+50.00
0 0
10 10
20 20
-10 -10
13+00.00
10 10
20 20
0 0
X-2700144
-L-
5 10
3:
1
S.S. 5.26
0.020 0.020
3:1
S.S. 4.40
3:
1
3:
1
2.60
3:1
EXIST. ROW
EXIST. ROW
WETLANDS WETLANDS
WETLANDS
WETLANDS
14.01
PROP. ROW PROP. ROW
14.26
EXIST. ROW
EXIST. ROW
WETLANDS
WETLANDS3:
1
S.S. 3.57
0.022 0.022
3:1
S.S. 4.06
3:1
2.90
3:
1
PROP. ROWPROP. ROW
0.025 0.025
EXIST. ROW EXIST. ROW
WETLANDS
WETLANDS14.63
PROP. ROW PROP. ROW
3:1
3:
1
4.66
EXIST. ROW
EXIST. ROW
WETLANDS
WETLANDS
0.025 0.025 PROP. ROWPROP. ROW
-7.50
EXIST. ROW EXIST. ROW
0.025 0.025
PROP. ROW
PROP. ROW
SHEET 6 OF 8
PERMIT DRAWING
STA 13+76.25
END BRIDGE
STA 15+26.25
END PROJECT
13+50.00
00
00
1010
1010
2020
2020
3030
3030
4040
4040
5050
5050
6060
6060
7070
7070
8080
8080
9090
9090
100100
100100
110110
110110
120120
120120
130130
130130
140140
140140
150150
150150
1/
2
/
2
0
14
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PROJ. REFERENCE NO.SHEET NO.0
10 10
20 20
0 0
14+00.00
10 10
20 20
0 0
14+50.00
10 10
20 20
0 0
15+00.00
10 10
20 20
0 0
15+50.0010 10
20 20
0 0
10 10
20 20
0 0
10 10
20 20
0 0
X-3700144
-L-
5 10
2.31
EXIST. ROW EXIST. ROW
WETLANDS
0.025 0.025
WETLANDS
PROP. ROWPROP. ROW
WETLANDS WETLANDS
13.84
EXIST. ROW
EXIST. ROW
WETLANDS
WETLANDS
S.S. 2.40
0.025 0.025
3:1
S.S. 2.31
3:
1
PROP. ROWPROP. ROW
13.03
EXIST. ROW
EXIST. ROW
WETLANDS
WETLANDS
3:
1
S.S. 2.75
0.026 0.011
3:1
S.S. 2.53
PROP. ROW PROP. ROW
12.57
EXIST. ROW
EXIST. ROW
WETLANDS WETLANDS
0.037 0.0064:1
S.S. 11.95
3:
1
S.S. 12.49
PROP. ROWPROP. ROW
11.85
EXIST. ROW EXIST. ROW
WETLANDS
WETLANDS