57907_NC DOT_20110701

❑CAMA / ❑ DREDGE & FILL
GENERAL PERMIT Previous permit#
❑New ❑Modification [-]Complete Reissue ❑Partial Reissue Date previous permit issued
As authorized by the State of North Carolina, Department of Environment and Natural Resources
and the Coastal Resources Commission in an area of environmental concern pursuant to I SA NCAC
-V)7 ❑Rules attached.
Applicant Name Project Location: County
Address
City State ZIP
Phone # O Fax # ( )
Authorized Agent
Affected ❑ CW ❑ EW ❑ PTA
ElOEA ❑ HHF ElIH
AEC(s):
❑ PWS: ❑ FC:
ORW: yes / no PNA yes / no
Type of Project/ Activity
Pier (dock) length
Platform(s)
Finger pier(s)
Groin length
number
Bulkhead/ Riprap length
avg distance offshore
max distance offshore
Basin, channel
cubic yards_
Boat ramp
Boathouse/ Boatlift
Beach Bulldozing
Other
❑ ES ❑PTS
❑ UBA ❑ N/A
Crit.Hab. yes / no
Street Address/ State Road/ Lot #(s)
Subdivision
City ZIP
Phone # O River Basin
Adj. Wtr. Body (nat /man /unkn)
Closest Maj. Wtr. Body
(Scale: : )
Shoreline Length
SAV: not sure yes
no
Sandbags: not sure yes
no
Moratorium: n/a yes
no,
Photos: yes
no
Waiver Attached: yes
no
A building permit may be required by:
Notes/ Special Conditions
Agent or Applicant Printed Name
See note on back regarding River Basin rules.
r
PermitOfficer's Signature
Signature Please read compliance statement on back of permit ** Issuing Date
Application Fee(s)
Check# Local Plan ningJurisdiction
L
Expiration Date
Rover File Name

Statement of Compliance and Consistency
This permit is subject to compliance with this application, site drawing and attached general and specific conditions. Any
violation of these terms may subject the permittee to a fine or criminal or civil action; and may cause the permit to become
null and void.
This permit must be on the project site and accessible to the permit officer when the project is inspected for compliance. The
applicant certifies by signing this permit that 1) prior to undertaking any activities authorized by this permit, the applicant will
confer with appropriate local authorities to confirm that this project is consistent with the local land use plan and all local
ordinances, and 2) a written statement or certified mail return receipt has been obtained from the adjacent riparian
landowner(s) .
The State of North Carolina and the Division of Coastal Management, in issuing this permit under the best available
information and belief, certify that this project is consistent with the North Carolina Coastal Management Program.
River Basin Rules Applicable To Your Project:
['Tar - Pamlico River Basin Buffer Rules ❑ Other:
❑ Neuse River Basin Buffer Rules
If indicated on front of permit, your project is subject to the Environmental Management Commission's Buffer Rules for the
River Basin checked above due to its location within that River Basin. These buffer rules are enforced by the NC Division of
Water Quality. Contact the Division of Water Quality at the Washington Regional Office (252-946-6481) or the Wilmington
Regional Office (910-796-7215) for more information on how to complywith these buffer rules.
Division of Coastal Management Offices
Raleigh Office Morehead City Headquarters
Mailing Address: 400 Commerce Ave
1638 Mail Service Center Morehead City, NC 28557
Raleigh, NC 27699-1638 252-808-2808/ 1-888ARCOAST
Location: Fax: [phone]
2728 Capital Blvd.
Raleigh, NC 27604
919-733-2293
Fax: [phone]
(Serves: Carteret, Craven, Onslow -above
New River Inlet- and Pamlico Counties)
Elizabeth City District
1367 U.S. 17 South
Elizabeth City, NC 27909
252-264-3901
Fax: [phone]
(Serves: Camden, Chowan, Currituck,
Dare, Gates, Pasquotank and Perquimans
Counties)
Washington District
943 Washington Square Mall
Washington, NC 27889
252-946-6481
Fax: [phone]
(Serves: Beaufort, Bertie, Hertford, Hyde,
Tyrrell and Washington Counties)
Wilmington District
127 Cardinal Drive Ext.
Wilmington, NC 28405-3845
910-796-7215
Fax: [phone]
(Serves: Brunswick, New Hanover,
Onslow -below New River Inlet- and
Pender Counties)
Revised 08/09106

BUFFER AUTHORIZATION CERTIFICATION FOR BRIDGE REPLACEMENT PROJECTS
A riparian buffer authorization is required for bridge replacement activities within the Neuse and Tar -
Pamlico River basins per Division of Water Quality (DWQ) regulations 15A NCAC 028.0233 &.0259, The
Division of Coastal Management (DCM) through a Memorandum of Understanding with the Division of
Water Quality (DWQ) has reviewed your project proposal, determined that the project as proposed
complies with the aforementioned regulations, and made a "no practical alternatives' determination
per those regulations.
Those activities covered by your Coastal Area Management Act (CAMA) permit have received Buffer authorization
as long as the project is constructed in a manner that continues to meet all of the conditions listed below. Failure
to comply with this Buffer Authorization shall subject the property owner & the party (contractor) performing the
construction &/or land clearing to a civil penalty of up to $25,000 per day per violation.
1) All stormwater runoff shall be directed as sheetflow through stream buffers at non-erosive velocities,
unless otherwise approved by this certification.
2) All riparian buffers impacted by the placement of temporary fill or clearing activities shall be restored
to the preconstruction contoups and re -vegetated. Maintained buffers shall be permanently re -
vegetated with non -woody species by the end of the growing season following completion of
construction. For the purpose of this condition, maintained buffer areas are defined as areas within
the transportation corridor that will be subject to regular NCDUT maintenance activities including
mowing. The area with non -maintained buffers shall be permanently re -vegetated with native woody
species before the next growing season following completion of construction.
3) Pursuant to NCAC15A 2B .0233 & .0259, sediment and erosion control devices shall not be placed in
Zone 1 of any Neuse or Tar -Pamlico Buffer without prior approval by NCDWQ. At this time, NCDWQ
has approved no sediment and erosion control devices in Zone 1, outside of the approved project
impacts, anywhere on this project. Moreover, sediment and erosion control devices shall be allowed
in Zone 2 of the buffers provided that Zone 1 is not compromised and that discharge is released as
diffuse flow.
4) Bridge deck drains shall not discharge directly into the stream. Stormwater shall be directed across
the bridge and pre-treated through site -appropriate means (grassed swales, pre -formed scour holes,
vegetated buffers, etc.) before entering the stream. Please refer to the most current version of
Stormwater Best Management Practices.
By your signature below you agree to be held responsible for meeting all of the above listed conditions and verify
that all information is complete and accurate.
Agent or Appli ant Printed Name
Agent 0
Ap 0
ica t ignature
CAMA GENERAL PERMIT#: 6"
Ndte: PIevl.re� flcf�.r zcelv.e..Q oil
Permit Officer's Signature
—7—j'')!
Issue Date
I— I o [)- ort <+'N'")
/Tu rf ^. r`I2a?I k,

m
NCDOT
B-5202 BEAUFORT COUNTY
REPLACE BRIDGE NO. 18
NC 99 (PUNGO RD)
OVER INTERCEPTING CANAL
BETWEEN SR 1625 AND SR 1629
CAMA GP, NWP 3, AND BUFFER
AUTHORIZATION APPLICATION
WBS ELEMENT NUMBER 45300JJ
SCALE: /'=30' (FULL-SIZE 22'X34')
SCALE: I'=60' (HALF-SIZE 11717')
MARCH 29, 2011
FOR PERMITTING ONLY:
NOT FOR CONSTRUCTION
B/
COASTAL WETLAND IMPACTS = 0 Sq. Ft.
404 WETLAND IMPACTS = 0 Sq.Ft.
FILL REMOVAL = /06 Sq.Ft.
SI STREAM IMPACTS = 125 LINEAR Ft.
S2 STREAM IMPACTS = 225 Sq.Ft.
PILINGS IN CANAL + RIPRAP
BUFFER ZONE /IMPACTS = 5/0 Sq.Ft.
BUFFER ZONE 2 IMPACTS = 320 Sq. Ft.
L
Z
w
ENERGY DISSIPA
STD. DWG. 876.02
DIFFUSE FLOW THROUGH
15' SPECIAL SEDIMENT
CONTROL FENCE (TYP
Mal
M
B4
COASTAL WETLAND IMPACTS = 0 Sq.Ft.
404 WETLAND IMPACTS = 0 Sq.Ft.
S5 STREAM IMPACTS = 460 Sq.Ft.
FILL REMOVAL = 128 Sq.Ft.
BUFFER ZONE IIMPACTS = 1880 Sq. Ft.
BUFFER ZONE 2 IMPACTS = 1266 Sq.Ft.
M
1<
CA
20, 30'
UFFER BUFR
ZONE 2 ZONE
1605.01 High Vim Temporary Silt Fence iii imi
1606.01 Special Sediment Control Fence
1632.03 Rock Inlet Sediment T,ap Type C_ - - - - - - 19
B2
COASTAL WETLAND IMPACTS = 0 Sq.Ft.
404 WETLAND IMPACTS = 0 Sq. Ft.
S3 STREAM IMPACTS = 49I Sq.Ft.
FILL REMOVAL = 70 Sq. Ft.
BUFFER ZONE IIMPACTS = 2302 Sq. Ft.
BUFFER ZONE 2 IMPACTS = l5/3 Sq. Ft.
PROJECT REFERENCE NO. I SHEET NO.
30 15 0 30 60
SCALE
RECEIVED
JAM 10 2012
w 20' BST
O
Q
E
I
I
w
z
30'
F
A - 45'00'00.0 -(LT)
R.H. BISHOP, JR., ET AL
�
FIELD
/
643 WATER STREET
0
I
H POTlo. +73
1
BELHAVEN, NC 27810
hl
O
�' / '
BUFFE Z BuF R
ZOWE
IW
R.H.
0V)
o
-L-
Sto 13+1031
A - 0'05' 4/-r (RT)
643 WATER STREET
i6 501
PI
20217 30'
1
N
ll
DB 775 PG 283
D -004'03.6'
Q.
����
o °
kn
s
15 0116 41
L ' itVJY
- -
B M # I
I
PROPOSED 8' HDPE
N
R.H. BISHOP, JR., ET AL
��N
R . ADO'
-BL- 9+25
s I
(TWWA C906)
643 WATER STREET
J
BUFFER ZONE 2 IMPACTS
104' LT m
EL=8.64'
I
I I
WATER MAIN BY
DIRECTIONAL DRILL
BELHAVEN, NC 27810n
DB 775 PG 283
11 °
404 WETLAND IMPACTS
`�
m
++
ml 1
816.27 AC
+
/
E_
__j 1_ — T_
r
ENERGY DISSIPA
STD. DWG. 876.02
DIFFUSE FLOW THROUGH
15' SPECIAL SEDIMENT
CONTROL FENCE (TYP
Mal
M
B4
COASTAL WETLAND IMPACTS = 0 Sq.Ft.
404 WETLAND IMPACTS = 0 Sq.Ft.
S5 STREAM IMPACTS = 460 Sq.Ft.
FILL REMOVAL = 128 Sq.Ft.
BUFFER ZONE IIMPACTS = 1880 Sq. Ft.
BUFFER ZONE 2 IMPACTS = 1266 Sq.Ft.
M
1<
CA
20, 30'
UFFER BUFR
ZONE 2 ZONE
1605.01 High Vim Temporary Silt Fence iii imi
1606.01 Special Sediment Control Fence
1632.03 Rock Inlet Sediment T,ap Type C_ - - - - - - 19
B2
COASTAL WETLAND IMPACTS = 0 Sq.Ft.
404 WETLAND IMPACTS = 0 Sq. Ft.
S3 STREAM IMPACTS = 49I Sq.Ft.
FILL REMOVAL = 70 Sq. Ft.
BUFFER ZONE IIMPACTS = 2302 Sq. Ft.
BUFFER ZONE 2 IMPACTS = l5/3 Sq. Ft.
PROJECT REFERENCE NO. I SHEET NO.
30 15 0 30 60
SCALE
RECEIVED
JAM 10 2012
w 20' BST
O
BUFFER
ZONE I
E
ISTING 6'P
'I
30'
F
A - 45'00'00.0 -(LT)
R.H. BISHOP, JR., ET AL
CULTIVATED
FIELD
D - 47T27'534'
643 WATER STREET
0
I
H POTlo. +73
L - 9.42
-D- T - 497'
BELHAVEN, NC 27810
0
15011641
Q
R.H.
BISHOP, JR., ET AL
816 271 AC CULTIVATED
643 WATER STREET
PT I-
BELHAVEN, NC 27810
N
ll
DB 775 PG 283
p, N
- -
816.27 AC
o °
kn
E
a
n
N
BUFFER ZONE /IMPACTS
N
m
it
J
BUFFER ZONE 2 IMPACTS
IL_/1
alla
404 WETLAND IMPACTS
ENERGY DISSIPA
STD. DWG. 876.02
DIFFUSE FLOW THROUGH
15' SPECIAL SEDIMENT
CONTROL FENCE (TYP
Mal
M
B4
COASTAL WETLAND IMPACTS = 0 Sq.Ft.
404 WETLAND IMPACTS = 0 Sq.Ft.
S5 STREAM IMPACTS = 460 Sq.Ft.
FILL REMOVAL = 128 Sq.Ft.
BUFFER ZONE IIMPACTS = 1880 Sq. Ft.
BUFFER ZONE 2 IMPACTS = 1266 Sq.Ft.
M
1<
CA
20, 30'
UFFER BUFR
ZONE 2 ZONE
1605.01 High Vim Temporary Silt Fence iii imi
1606.01 Special Sediment Control Fence
1632.03 Rock Inlet Sediment T,ap Type C_ - - - - - - 19
B2
COASTAL WETLAND IMPACTS = 0 Sq.Ft.
404 WETLAND IMPACTS = 0 Sq. Ft.
S3 STREAM IMPACTS = 49I Sq.Ft.
FILL REMOVAL = 70 Sq. Ft.
BUFFER ZONE IIMPACTS = 2302 Sq. Ft.
BUFFER ZONE 2 IMPACTS = l5/3 Sq. Ft.
PROJECT REFERENCE NO. I SHEET NO.
30 15 0 30 60
SCALE
RECEIVED
JAM 10 2012
w
+0100 L
N O
- 1
F35_00 I
75' RT
I 30
N/ BUFFER ZONE 2
1 ZONE I ZONE
B3
COASTAL WETLAND IMPACTS = 0 Sq.Ft.
404 WETLAND IMPACTS = 0 Sq.Ft.
S4 STREAM IMPACTS = 427 Sq.Ft.
FILL REMOVAL = 77 Sq. Ft.
BUFFER ZONE I IMPACTS = 701 Sq. Ft.
BUFFER ZONE 2 IMPACTS = 354 Sq. Ft.
NOTES:
CULTIVATED FIELD
0
15011641
R.H. BISHOP, JR., ET AL
643 WATER STREET
BELHAVEN, NC 27810
DB 775 PG 283
816.27 AC
(l) B-5202 IS ON THE PANTEGO USGS QUAD MAP
AND SHEET NUMBER 9 OF THE SOILS SURVEY
OF BEAUFORT COUNTY
(2) FIRM PANEL 6688 J. MAP NUMBER 3720668800 J
(3) B-5202 IS IN THE TAR-PAMLICO RIVER BASIN
HUC CODE 03020/04
EXISTING BRIDGE "I8
WOOD- PILING STRINGERS (4) NO MORATORIUM AS PER TRAVIS WILSON, NCWRC
HW/WW ON NbRTHEAST SIDE NOVEMBER 19,2009
CORUGATED STEEL HW/WW
ON SOUTHWEST SIDE (5) B-5202, BEAUFORT BRIDGE •60 IS CAMA JURISDICTIONAL AS
CONC RAILS, CROSS BEAMS, AND DECK PER STEPHEN LANE, NCDCM DECEMBER 4,2009
O
BUFFER
ZONE I
UNEE2
O
'I
-D-
P/ Sto 10+350
15011641
30'
20' +
A - 45'00'00.0 -(LT)
R.H. BISHOP, JR., ET AL
D - 47T27'534'
643 WATER STREET
I =
I
H POTlo. +73
L - 9.42
-D- T - 497'
BELHAVEN, NC 27810
I
R - 12Ll7
DB 83
16i
ti1B
816 271 AC CULTIVATED
PT I-
ll
I
- -
w
+0100 L
N O
- 1
F35_00 I
75' RT
I 30
N/ BUFFER ZONE 2
1 ZONE I ZONE
B3
COASTAL WETLAND IMPACTS = 0 Sq.Ft.
404 WETLAND IMPACTS = 0 Sq.Ft.
S4 STREAM IMPACTS = 427 Sq.Ft.
FILL REMOVAL = 77 Sq. Ft.
BUFFER ZONE I IMPACTS = 701 Sq. Ft.
BUFFER ZONE 2 IMPACTS = 354 Sq. Ft.
NOTES:
CULTIVATED FIELD
0
15011641
R.H. BISHOP, JR., ET AL
643 WATER STREET
BELHAVEN, NC 27810
DB 775 PG 283
816.27 AC
(l) B-5202 IS ON THE PANTEGO USGS QUAD MAP
AND SHEET NUMBER 9 OF THE SOILS SURVEY
OF BEAUFORT COUNTY
(2) FIRM PANEL 6688 J. MAP NUMBER 3720668800 J
(3) B-5202 IS IN THE TAR-PAMLICO RIVER BASIN
HUC CODE 03020/04
EXISTING BRIDGE "I8
WOOD- PILING STRINGERS (4) NO MORATORIUM AS PER TRAVIS WILSON, NCWRC
HW/WW ON NbRTHEAST SIDE NOVEMBER 19,2009
CORUGATED STEEL HW/WW
ON SOUTHWEST SIDE (5) B-5202, BEAUFORT BRIDGE •60 IS CAMA JURISDICTIONAL AS
CONC RAILS, CROSS BEAMS, AND DECK PER STEPHEN LANE, NCDCM DECEMBER 4,2009

BUFFER AUTHORIZATION CERTIFICATION FOR BRIDGE REPLACEMENT PROJECTS
A riparian buffer authorization is required for bridge replacement activities within the Neuse and Tar -
Pamlico River basins per Division of Water Quality (DWQ) regulations 15A NCAC 026.0233 &.0259. The
Division of Coastal Management (DCM) through a Memorandum of Understanding with the Division of
Water Quality (DWQ) has reviewed your project proposal, determined that the project as proposed
complies with the aforementioned regulations, and made a "no practical alternatives" determination
per those regulations.
Those activities covered by your Coastal Area Management Act (CAMA) permit have received Buffer authorization
as long as the project is constructed in a manner that continues to meet all of the conditions listed below. Failure
to comply with this Buffer Authorization shall subject the property owner & the party (contractor) performing the
construction &/or (and clearing to a civil penalty of up to $2S,000 per day per violation.
1) All stormwater runoff shall be directed as sheetflow through stream buffers at non-erosive velocities,
unless otherwise approved by this certification,
2) All riparian buffers impacted by the placement of temporary fill or clearing activities shall be restored
to the preconstruction contours and re -vegetated. Maintained buffers shall be permanently re -
vegetated with non -woody species by the end of the growing season following completion of
construction. For the purpose of this condition, maintained buffer areas are defined as areas within
the transportation corridor that will be subject to regular NCDOT maintenance activities including
mowing. The area with non -maintained buffers shall be permanently re -vegetated with native woody
species before the next growing season following completion of construction.
3) Pursuant to NCAC15A 28 .0233 & .0259, sediment and erosion control devices shall not be placed in
Zone 1 of any Neuse or Tar -Pamlico Buffer without prior approval by NCDWQ. At this time, NCDWQ
has approved no sediment and erosion control devices in Zone 1, outside of the approved project
impacts, anywhere on this project. Moreover, sediment and erosion control devices shall be allowed
in Zone 2 of the buffers provided that Zone 1 is not compromised and that discharge is released as
diffuse flow.
4) Bridge deck drains shall not discharge directly into the stream. Stormwater shall be directed across
the bridge and pre-treated through site -appropriate means (grassed swales, pre -formed scour holes,
vegetated buffers, etc.) before entering the stream. Please refer to the most current version of
Stormwater Best Management Practices.
By your signature below you agree to be held responsible for meeting all of the above listed conditions and verify
that all information is complete and accurate.
Agent or Appli ant Print? Name Permit Officers Signature
Agent 0
Apo
p ica P
nature Issue Date
CAMA GENERAL PERMIT #:_

NCDENR
North Carolina Department of Environment and Natural Resources
Division of Coastal Management
Beverly Eaves Perdue James H. Gregson
Governor Director
July 6, 2011
NCDOT
P.O. Box 1587
Greenville, N.C. 27835
Attn: Jay Johnson
Dear Jay:
Dee Freeman
Secretary
Attached is General Permit #57908C to replace an aerial electrical utility line on SR 1763, Havelock, North
Carolina and #57907C to replace existing 28' X 105' bridge with a 30' 10" X 124' long bridge and associated
infrastructure and re -locate a water utility line on NC 99, approximately 2 miles north of SR 1625, in Pantego,
North Carolina.
In order to validate this permit, please sign the permit as indicated. Retain the white copy for your files and
return the signed yellow and pink copies to us in the enclosed, self-addressed envelope. If the signed permit
copies are not returned to this office before the initiation of development, you will be working without
authorization and will be subject to a Notice of Violation and subsequent civil penalties.
We appreciate your early attention to this matter.
Sincerely,
Stephen Lane
Coastal Management Representative
rcb
Enclosures
400 Commerce Ave., Morehead City, NC 28557
Phone: [phone] FAX: [phone] Internet: www.nccoastalmanagement.net
An Equal opportunity 1 Affirmative Action Employer
NorthCarohna
Naturallrf

BUFFER AUTHORIZATION CERTIFICATION FOR BRIDGE REPLACEMENT PROJECTS
A riparian buffer authorization is required for bridge replacement activities within the Neuse and Tar -
Pamlico River basins per Division of Water Quality (DWQ) regulations 15A NCAC 02B.0233 & .0259. The
Division of Coastal Management (DCM) through a Memorandum of Understanding with the Division of
Water Quality (DWQ) has reviewed your project proposal, determined that the project as proposed
complies with the aforementioned regulations, and made a "no practical alternatives" determination
per those regulations.
Those activities covered by your Coastal Area Management Act (CAMA) permit have received Buffer authorization
as long as the project is constructed in a manner that continues to meet all of the conditions listed below. Failure
to comply with this Buffer Authorization shall subject the property owner & the party (contractor) performing the
construction &/or land clearing to a civil penalty of up to $25,000 per day per violation.
1) All stormwater runoff shall be directed as sheetflow through stream buffers at non-erosive velocities,
unless otherwise approved by this certification.
2) All riparian buffers impacted by the placement of temporary fill or clearing activities shall be restored
to the preconstruction contoubs and re -vegetated. Maintained buffers shall be permanently re -
vegetated with non -woody species by the end of the growing season following completion of
construction. For the purpose of this condition, maintained buffer areas are defined as areas within
the transportation corridor that will be subject to regular NCDOT maintenance activities including
mowing. The area with non -maintained buffers shall be permanently re -vegetated with native woody
species before the next growing season following completion of construction.
3) Pursuant to NCAC15A 2B .0233 & .0259, sediment and erosion control devices shall not be placed in
Zone 1 of any Neuse or Tar -Pamlico Buffer without prior approval by NCDWQ. At this time, NCDWQ
has approved no sediment and erosion control devices in Zone 1, outside of the approved project
impacts, anywhere on this project. Moreover, sediment and erosion control devices shall be allowed
in Zone 2 of the buffers provided that Zone 1 is not compromised and that discharge is released as
diffuse flow.
4) Bridge deck drains shall not discharge directly into the stream. Stormwater shall be directed across
the bridge and pre-treated through site -appropriate means (grassed swales, pre -formed scour holes,
vegetated buffers, etc.) before entering the stream. Please refer to the most current version of
Stormwoter Best Management Practices.
By your signature below you agree to be held responsible for meeting all of the above listed conditions and verify
that all information is complete and accurate.
Agent or Applicant Printed Name
Agent or Applicant Signature
c�"-7 Bio
CAMA GENERAL PERMIT#: `�
Permit Officer's Signature
—7—)—)l
Issue Date

Aoplicant: N
Date: %
Describe below the HABITAT disturbances for the application. All values should match the name, and units of measurement
found in your Habitat code sheet.
Habitat Name
DISTURB TYPE
Choose One
TOTAL Sq. Ft.
(Applied for.
Disturbance total
includes any
anticipated
restoration or
ternp impacts)
FINAL Sq. Ft.
(Anticipated final
disturbance.
Excludes any
restoration
and/or temp
impact amount)
TOTAL Feet
(Applied for.
Disturbance
total includes
any anticipated
restoration or
temp Impacts)_amount
FINAL Feet
(Anticipated final
disturbance.
Excludes any
restoration and/or
temp impact
�✓�'
Dredge ElFill E]Both [1Other [
-7-�-
r
5�
r �23
^�)r�
Dredge ❑ Fill [Both ❑ Other ❑
�LJ-25
1 D
bredge ❑ Fill ❑ Both [Other ❑
t
Dredge [ Fill ❑ Both ❑ Other ❑
ki
Dredge ❑ Fill ❑ Both ❑ Other ❑
Dredge ❑ Fill ❑ Both ❑ Other ❑
Dredge ❑ Fill ❑ Both ❑ Other ❑
Dredge ❑ Fill ❑ Both ❑ Other ❑
Dredge ❑ Fill ❑ Both ❑ Other ❑
Dredge ❑ Fill ❑ Both ❑ Other ❑
Dredge ❑ Fill ❑ Both ❑ Other ❑
Dredge ❑ Fill ❑ Both ❑ Other ❑
Dredge ❑ Fill ❑ Both ❑ Other ❑
Dredge ❑ Fill ❑ Both ❑ Other ❑
Dredge ❑ Fill ❑ Both ❑ Other ❑
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ICE'EF-1 ,
APPLICATION for 1ECEMM
Major Development Permit JUN 2 0 2011
(last revised 12/27/06)
North Carolina d]VI 6 9A*STAL
1. Primary Applicant/ Landowner Information
Business Name
Project Name (if applicable)
North Carolina Department Of Transportation
B-5202 Beaufort 18 NC 99 Over Intercepting Canal Beaufort
County WBS Element Number 45300
Applicant 1: First Name
MI
Last Name
Jay
B.
Johnson
Applicant 2: First Name
MI
Last Name
If additional applicants, please attach an additional page(s) with names listed.
Mailing Address
PO Box
City
State
No. 2
- - ext.
1587
Greenville
NC
ZIP
Country
Phone No.
FAX No.
27835 1587
us
252 - 830 - 3490 ext. 248
252 - 830 - 3341
Street Address (if different from above)
City
State
ZIP
Email
[e-mail]
2. Agent/Contractor Information
Business Name
Agent/ Contractor 1: First Name
MI
Last Name
Agent/ Contractor 2: First Name
MI
Last Name
Mailing Address
PO Box
City
State
ZIP
Phone No. 1Phone
-
- ext.
No. 2
- - ext.
FAX No.
Contractor #
Street Address (if different from above)
City
State
ZIP
Email
<Form continues on back>

Form DCM MP -1 (Page 2 of 5)
APPLICATION for
Major Development Permit
3. Project Location
County (can be multiple)
Street Address
State Rd. #
Beaufort
250' (125' East and 125' West)
NC 99
Subdivision Name
City
State
Zip
Phone No.
Lot No. (s) (if many, attach additional page with list)
- - ext.
I I I I `/&/
a. In which NC river basin is the project located?
b. Name of body of water nearest to proposed project 0
Tar -Pamlico
Intercepting Canal 4
c. Is the water body identified in (b) above, natural or manmade?
d. Name the closest major water body to the proposed pro et sRe.
❑Natural ®Manmade []Unknown
Cuckolds Creek �C'
e. Is proposed work within city limits or planning jurisdiction?
f. If applicable, list the planning jurisdiction or city limit the proposed
❑Yes ®No
work falls within.
h.
None
4. Site Description
a.
Total length of shoreline on the tract (ft.)
b. Size of entire tract (sq.fL)
250' (125' East and 125' West)
N/A
c. Size of individual lot(s)
d. Approximate elevation of tract above NHW (normal high water) or
NWL (normal water level)
(If many lot sizes, please attach additional page with a list)
11' ❑NHW or ®NWL
e.
Vegetation on tract
Maintained Roadside Grasses
f.
Man-made features and uses now on tract
Bridge
g.
Identify and describe the existing land uses Jacent to the proposed project site.
Agricultural Property
h.
How does local government zone the tract?
i. Is the proposed project consistent with the applicable zoning?
N/A
(Attach zoning compliance certificate, if applicable)
❑Yes [:]No ®NA
j.
Is the proposed activity part of an urban waterfront redevelopment proposal? ❑Yes ®No
k.
Hasa professional archaeological assessment been done for the tract? If yes, attach a copy. ❑Yes []No ®NA
If yes, by whom?
I.
Is the proposed project located in a National Registered Historic District or does it involve a ❑Yes ®No NA
National Register listed or eligible property?
<Form continues on next page>
m. (i) Are there wetlands on the site? 0Yes ®No
(ii) Are there coastal wetlands on the site? []Yes ®No
(iii) If yes to either (i) or (ii) above, has a delineation been conducted? ®Yes []No
(Attach documentation, if available)
70,,

Form DCM MP -1 (Page 3 of 5)
n. Describe existing wastewater treatment facilities.
N/A
o. Describe existing drinking water supply source.
APPLICATION for
Major Development Permit
N/A
p. Describe existing storm water management or treatment systems.
N/A N 6-
5. Activities and Impacts
a. Will the project be for commercial, public, or private use? ❑Commercial HPublic/Govemment
❑Private/Community
b. Give a brief description of purpose, use, and daily operations of the project when complete.
The Existing 105' Long by 28.2' Wide Timber Bridge Will Be Replaced By a Proposed 124'x 30'-10" Cored Slab Bridge.
c. Describe the proposed construction methodology, types of construction equipment to be used during construction, the number of each type
of equipment and where it is to be stored.
The Existing Bridge Will Be Removed and the Proposed Bridge Will Be Constructed. Typical Bridge Construction
Equipment Will Be Used, Including,But Not Limited To Tracked Excavators,Dump Trucks, Flat -Bed Trucks,Back-Hoes,And
Boom Trucks.
d. List all development activities you propose.
Bridge Replacement, Pipe Replacement, and Resurfacing.
e. Are the proposed activities maintenance of an existing project, new work, or both? Both
f. What is the approximate total disturbed land area resulting from the proposed project? 33,300 HSq.Ft or ❑Acres
g. Will the proposed project encroach on any public easement, public accessway or other area ❑Yes ❑No HNA
that the public has established use of?
h. Describe location and type of existing and proposed discharges to waters of the state.
N/A
i. Will wastewater or stormwater be discharged into a wetland? ❑Yes HNo ❑NA
If yes, will this discharged water be of the same salinity as the receiving water? []Yes ❑No [INA
j. Is there any mitigation proposed? ❑Yes HNo ❑NA
If yes, attach a mitigation proposal.
<Form continues on back>
6. Additional Information
In addition to this completed application form, (MP -1) the following items below, if applicable, must be submitted in order for the application
package to be complete. Items (a) — (f) are always applicable to any major development application. Please consult the application
instruction booklet on how to properly prepare the required items below.
a. A project narrative.
b. An accurate, dated work plat (including plan view and cross-sectional drawings) drawn to scale. Please give the present status of the
proposed project. Is any portion already complete? If previously authorized work, clearly indicate on maps, plats, drawings to distinguish
between work completed and proposed.
c. A site or location map that is sufficiently detailed to guide agency personnel unfamiliar with the area to the site.

Form DCM MP -1 (Page 4 of 5)
APPLICATION for
Major Development Permit
d. A copy of the deed (with state application only) or other instrument under which the applicant claims title to the affected properties.
e. The appropriate application fee. Check or money order made payable to DENR.
f. A list of the names and complete addresses of the adjacent waterfront (riparian) landowners and signed return receipts as proof that such
owners have received a copy of the application and plats by certified mail. Such landowners must be advised that they have 30 days in
which to submit comments on the proposed project to the Division of Coastal Management.
Name R. H. Bishop,Jr.
Phone No. SCF
Address 643 Water Street Belhaven, NC 27810 Parcel 4656 Q
Name 4D0,4f4f%
Phone No.
Address
Name
Phone No.
Address
g. A list of previous state or federal permits issued for work on the project tract. Include permit numbers, permittee, and issuing dates.
None
h. Signed consultant or agent authorization form, if applicable.
i. Wetland delineation, if necessary.
j. A signed AEC hazard notice for projects in oceanfront and inlet areas. (Must be signed by property owner)
k. A statement of compliance with the N.C. Environmental Policy Act (N.C.G.S. 113A 1-10), if necessary. If the project involves expenditure
of public funds or use of public lands, attach a statement documenting compliance with the North Carolina Environmental Policy Act.
7. Certification and Permission to Enter on Land
I understand that any permit issued in response to this application will allow only the development described in the application.
The project will be subject to the conditions and restrictions contained in the permit.
I certify that I am authorized to grant, and do in fact grant permission to representatives of state and federal review agencies to
enter on the aforementioned lands in connection with evaluating information related to this permit application and follow-up
monitoring of the project.
I further certify that the information provided in this application is truthful to the best of my knowledge.
Date May 12, 2011 Print Name _Jay B. Johnson
Signature _Qv� (�,�
0
Please indicate application attachments pertaining to your proposed p oject.
®DCM MP -2 Excavation and Fill Information ®DCM MP -5 Bridges and Culverts
❑DCM MP -3 Upland Development
❑DCM MP -4 Structures Information

Form DCM MP -2
EXCAVATION and FILL
(Except for bridges and culverts)
Attach this form to Joint Application for CAMA Major Permit, Form DCM MP -1. Be sure to complete all other sections of the Joint
Application that relate to this proposed project. Please include all supplemental information.
Describe below the purpose of proposed excavation and/or fill activities. All values should be given in feet
1. EXCAVATION ®This section not applicable
a. Amount of material to be excavated from below NHW or NWL in b. Type of material to be excavated.
cubic yards.
c. (i) Does the area to be excavated include coastal wetlands/marsh d. High -ground excavation in cubic yards.
(CW), submerged aquatic vegetation (SAV), shell bottom (SB),
or other wetlands (WL)? If any boxes are checked, provide the
number of square feet affected.
❑CW ❑SAV ❑SB
OWL ❑None
(ii) Describe the purpose of the excavation in these areas:
2. DISPOSAL OF EXCAVATED MATERIAL ®This section not applicable
a. Location of disposal area. b. Dimensions of disposal area.
C. (i) Do you claim title to disposal area? d. (i) Will a disposal area be available for future maintenance?
❑Yes ❑No [:]NA ❑Yes ❑No ❑NA
(ii) If no, attach a letter granting permission from the owner. (ii) If yes, where?
e. (i) Does the disposal area include any coastal wetlands/marsh f. (i) Does the disposal include any area in the water?
(CW), submerged aquatic vegetation (SAV), shell bottom (SB), ❑Yes ❑No [INA
or other wetlands (WL)? If any boxes are checked, provide the
number of square feet affected. (ii) If yes, how much water area is affected?
❑CW ❑SAV ❑SB
OWL ❑None
(ii) Describe the purpose of disposal in these areas:
3. SHORELINE STABILIZATION ❑This section not applicable
(If development is a wood groin, use MP -4 — Structures)
Access
Other
Channel
Canal
Boat Basin
Boat Ramp
Rock Groin
Rock
(excluding
(NLW or
Breakwater
shoreline
NWL)
stabilization
Length
Width
Avg. Existing
Depth
NA
NA
Final Project
Depth
NA
NA
1. EXCAVATION ®This section not applicable
a. Amount of material to be excavated from below NHW or NWL in b. Type of material to be excavated.
cubic yards.
c. (i) Does the area to be excavated include coastal wetlands/marsh d. High -ground excavation in cubic yards.
(CW), submerged aquatic vegetation (SAV), shell bottom (SB),
or other wetlands (WL)? If any boxes are checked, provide the
number of square feet affected.
❑CW ❑SAV ❑SB
OWL ❑None
(ii) Describe the purpose of the excavation in these areas:
2. DISPOSAL OF EXCAVATED MATERIAL ®This section not applicable
a. Location of disposal area. b. Dimensions of disposal area.
C. (i) Do you claim title to disposal area? d. (i) Will a disposal area be available for future maintenance?
❑Yes ❑No [:]NA ❑Yes ❑No ❑NA
(ii) If no, attach a letter granting permission from the owner. (ii) If yes, where?
e. (i) Does the disposal area include any coastal wetlands/marsh f. (i) Does the disposal include any area in the water?
(CW), submerged aquatic vegetation (SAV), shell bottom (SB), ❑Yes ❑No [INA
or other wetlands (WL)? If any boxes are checked, provide the
number of square feet affected. (ii) If yes, how much water area is affected?
❑CW ❑SAV ❑SB
OWL ❑None
(ii) Describe the purpose of disposal in these areas:
3. SHORELINE STABILIZATION ❑This section not applicable
(If development is a wood groin, use MP -4 — Structures)

Form DCM MP -2 (Excavation and Fill, Page 2 of 2)
a. Type of shoreline stabilization:
®Bulkhead ORiprap ❑Breakwater/Sill ❑Other:
c. Average distance waterward of NHW or NWL: 0
e. Type of stabilization material:
Granite
g. Number of square feet of fill to be placed below water level
Bulkhead backfill 50'x 5 = 250 Sq. Ft. Riprap 0
Breakwater/Sill Other
i. Source of fill material.
RECEIVED
b. Length: 250' (125' East And 125' West) I J U IN G U � U ) j
Width: 6'-10' i
d. Maximum distance waterward of NHW or NV&4 MHD CITY
f. (i) Has there been shoreline erosion during preceding 12
months?
❑Yes ®No ❑NA
(ii) If yes, state amount of erosion and source of erosion amount
information.
h. Type of fill material.
Granite
4. OTHER FILL ACTIVITIES ®This section not applicable
(Excluding Shoreline Stabilization)
a. (i) Will fill material be brought to the site? ❑Yes ❑No ❑NA b. (i) Will fill material be placed in coastal wetlands/marsh (CW),
If yes, submerged aquatic vegetation (SAV), shell bottom (SB), or
(ii) Amount of material to be placed in the water other wetlands (WL)? If any boxes are checked, provide the
number of square feet affected.
(iii) Dimensions of fill area ❑CW ❑SAV ❑SB
(iv) Purpose of fill OWL ❑None
(ii) Describe the purpose of the fill in these areas:
5. GENERAL
a. How will excavated or fill material be kept on site and erosion b. What type of construction equipment will be used (e.g., dragline,
controlled? backhoe, or hydraulic dredge)?
Silt Fences and Rip Rap Typical Road and Bridge Construction Equipment
C. (i) Will navigational aids be required as a result of the project? d. (i) Will wetlands be crossed in transporting equipment to project
❑Yes ®No ❑NA site? ❑Yes ®No ❑NA
(ii) If yes, explain what type and how they will be implemented. (ii) If yes, explain steps that will be taken to avoid or minimize
environmental impacts.
May 12, 2011 Ap
plicant Signature
Date
B-5202 Beaufort18 NC 99 Over Intercepting Canal Beaufort
County WBS Element Number 45300
Project Name
Jay B. Johnson
plicant Name

F0119 ON NP.i
BRIDGES and CULVERTS
Attach this form to Joint Application for CAMA Major Permit, Form DCM MP -1. Be sure to complete all other sections of the Joint
Application that relate to this proposed project. Please include all supplemental information.
1. BRIDGES ❑This section not applicable
a. Is the proposed bridge:
❑Commercial ®Public/Government ❑Private/Community
c. Type of bridge (construction material):
Proposed 21" Cored Slab Bridge
e. (i) Will proposed bridge replace an existing bridge? ®Yes ❑No
If yes,
(ii) Length of existing bridge: 105'
(iii) Width of existing bridge: 28.2'
(iv) Navigation clearance underneath existing bridge: 11'
(v) Will all, or a part of, the existing bridge be removed?
(Explain) All of the Existing Bridge will be Removed
b. Water body to be crossed by bridge:
Intercepting Canal
d. Water depth at the proposed crossing at NLW or NWL:
4.9'
f, (i) Will proposed bridge replace an existing culvert? ❑Yes ®No
If yes,
(ii) Length of existing culvert:
(iii) Width of existing culvert:
(iv) Height of the top of the existing culvert above the NHW or
NWL:
(v) Will all, or a part of, the existing culvert be removed?
(Explain)
9- Length of proposed bridge: 124' h. Width of proposed bridge: 30'-10"
i. Will the proposed bridge affect existing water flow? ❑Yes ®No j. Will the proposed bridge affect navigation by reducing or
If yes, explain: increasing the existing navigable opening? [--]Yes ®No
If yes, explain:
k. Navigation clearance underneath proposed bridge: 11' I. Have you contacted the U.S. Coast Guard concerning their
approval? [-]Yes ®No
If yes, explain:
m. Will the proposed bridge cross wetlands containing no navigable n. Height of proposed bridge above wetlands: N/A
waters? ❑Yes ®No
If yes, explain:
2. CULVERTS ®This section not applicable
a- Number of culverts proposed:
b. Water body in which the culvert is to be placed:
< Form continues on back>

Form :)Gti1 iMP-5 (Bridges end Culverts, Page 2 of 4)
c. Type of culvert (construction material):
d. (i) Will proposed culvert replace an existing bridge?
❑Yes ❑No
If yes,
(ii) Length of existing bridge:
(iii) Width of existing bridge:
(iv) Navigation clearance underneath existing bridge:
(v) Will all, or a part of, the existing bridge be removed?
(Explain)
f. Length of proposed culvert:
h. Height of the top of the proposed culvert above the NHW or NWL
0'
j. Will the proposed culvert affect navigation by reducing or
increasing the existing navigable opening? ❑Yes ❑No
If yes, explain:
MF RECEWED
I JUN 2 0 2011
I
DCM-MHD CITY
e. (i) Will proposed culvert replace an existing culvert?
❑Yes []No
If yes,
(ii) Length of existing culvert(s):
(iii) Width of existing culvert(s):
(iv) Height of the top of the existing culvert above the NHW or
NWL:
(v) Will all, or a part of, the existing culvert be removed?
(Explain)
9. Width of proposed culvert:
i. Depth of culvert to be buried below existing bottom contour.
1'
k. Will the proposed culvert affect existing water flow?
❑Yes ❑No
If yes, explain:
3. EXCAVATION and FILL El This section not applicable
a
C.
(i) Will the placement of the proposed bridge or culvert require any
excavation below the NHW or NWL? ❑Yes ®No
If yes,
(ii) Avg. length of area to be excavated:
(iii) Avg.. width of area to be excavated:
(iv) Avg. depth of area to be excavated:
(v) Amount of material to be excavated in cubic yards:
(i) Will the placement of the proposed bridge or culvert require any
high -ground excavation? ®Yes ❑No
If yes,
(ii) Avg. length of area to be excavated: 10' East and 8' West
(iii) Avg. width of area to be excavated: 10.4' East and 13.4'
West
(iv) Avg. depth of area to be excavated: 2'
(v) Amount of material to be excavated in cubic yards: 15.6
Cubic Yards
b. (i) Will the placement of the proposed bridge or culvert require any
excavation within coastal wetlandstmarsh (CW), submerged
aquatic vegetation (SAV), shell bottom (SB), or other wetlands
(WL)? If any boxes are checked, provide the number of square
feet affected.
❑CW ❑SAV ❑SB
OWL ®None
(ii) Describe the purpose of the excavation in these areas:

Fq3r--'r OCN`1 !3 -ridges -and Culver- ;a 3 of 4)
RECEIVED
d. If the placement of the bridge or culvert involves any excavation, please complete the following:
(i) Location of the spoil disposal area: Temporary Spoil Area is in the Existing Road i JUN 2 U 1011
(ii) Dimensions of the spoil disposal area: 100' x 200'
(iii) Do you claim title to the disposal area? ®Yes 0 N (if no, attach a letter granting rantin permission from the owner.) DCM-MHDCI1y
(iv) Will the disposal area be available for future maintenance? ®Yes ❑No
(v) Does the disposal area include any coastal wetlands/marsh (CW), submerged aquatic vegetation (SAVs), other wetlands (WL), or shell
bottom (SB)?
❑CW ❑SAV OWL OSB ®None
If any boxes are checked, give dimensions if different from (ii) above.
(vi) Does the disposal area include any area below the NHW or NWL? ? ❑Yes ®No
If yes, give dimensions if different from (ii) above.
e. (i) Will the placement of the proposed bridge or culvert result in any
fill (other than excavated material described in Item d above) to
be placed below NHW or NWL? ❑Yes ®No
If yes,
(ii) Avg. length of area to be filled:
(iii) Avg. width of area to be filled:
(iv) Purpose of fill:
(i) Will the placement of the proposed bridge or culvert result in any
fill (other than excavated material described in Item d above) to
be placed within coastal wetlands/marsh (CW), submerged
aquatic vegetation (SAV), shell bottom (SB), or other wetlands
(WL)? If any boxes are checked, provide the number of square
feet affected.
❑CW ❑SAV ❑SB
OWL ®None
(ii) Describe the purpose of the excavation in these areas:
g. (i) Will the placement of the proposed bridge or culvert result in any
fill (other than excavated material described in Item d above) to
be placed on high -ground? ®Yes ❑No
If yes,
(ii) Avg. length of area to be filled: 300' East 285' West
(iii) Avg. width of area to be filled: 10' East 16' West
(iv) Purpose of fill: Roadway Shoulders
a. Will the proposed project require the relocation of any existing b. Will the proposed project require the construction of any temporary
utility lines? ` " 3` I ®Yes ❑No detour structures? ❑Yes ®No
If yes, explain: be Relocated By If yes, explain:
Directional Bore.
If this portion of the proposed project has already received
approval from local authorities, please attach a copy of the
approval or certification.
< Form continues on back>

jrlA-5 !3ridrles a d C _inert:>>, png, e ,; of 4)
C. Will the proposed project require any work channels?
❑Yes ®No
If yes, complete Form DCM-MP-2.
e. What type of construction equipment will be used (for example,
dragline, backhoe, or hydraulic dredge)?
Typical Bridge Construction Equipment
g. Will the placement of the proposed bridge or culvert require any
shoreline stabilization? ®Yes ❑No
If yes, complete form MP -2, Section 3 for Shoreline
Stabilization only.
May 12,2011
Date
B-5202 Beaufort 18 NC 99 Over Intercepting Canal Beaufort
County WBS Element Number 45300
Project Name
Jay B. Johnson
Applicant Name
a'.�
Applicant Signa e
F_ RECEIVED
d. How will excavated or fill material be kept on site and erosion
controlled? JUN 2 0 2011
Turbidity Curtains and Silt Fences will be used to retain
sediment on-site
DCM-MHD CITY
f. Will wetlands be crossed in transporting equipment to project site?
❑Yes ®No
If yes, explain steps that will be taken to avoid or minimize
environmental impacts.

BEVERLY EAVES PERDUE
GOVERNOR
„4e
STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
May 12, 2011
RECEIVED
JUN 2 0 /011
DCM-MHD CITY i
EUGENE A. CONTI, JR.
SECRETARY
WBS Element Number: 45300
County: Beaufort
Description: B-5202 Beaufort 18, NC 99 Over Intercepting Canal
MEMORANDUM TO: Stephen Lane, NCDCM Field Representative
FROM: Jay Johnson
Division 2 Environmental Officer
SUBJECT:
Section .1600 GP Request
Division 2 respectfully request a CAMA Section .1600 GP for the Water Line Relocation
as shown on the Utility Plans. Your assistance in this matter is greatly appreciated.
JBJ/ms
MAILING ADDRESS:
NC DEPARTMENT OF TRANSPORTATION
DIVISION OF HIGHWAYS
P.O. Box 1587
GREENVtLLE, NC 27835
TELEPHONE: [phone]
FAX: [phone]
WEBSITE: WWW.NCDOT.GOV
LOCATION:
P.O. Box 1587
GREENVILLE, NC

O�0 W A TF9pG
Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.3 Dec 10 2008
Page 1 of 11
PCN Form —Version 1.3 December 10, 2008 Version
Pre -Construction Notification C Form
A. Appticant Information
1.
Processing
1 a.
Type(s) of approval sought from the
Corps:
®Section 404 Permit El Section 10 Permit
1 b.
Specify Nationwide Permit (NWP) number: 3 or General Permit (GP) number:
1 c.
Has the NWP or GP number been verified by the Corps?
❑ Yes
® No
1d.
Type(s) of approval sought from the DWQ (check all that apply):
® 401 Water Quality Certification — Regular ❑ Non -404 Jurisdictional General Permit
❑ 401 Water Quality Certification — Express ® Riparian Buffer Authorization
1 e.
Is this notification solely for the record
because written approval is not required?
For the record only for DWQ 401
Certification:
❑ Yes ® No
For the record only for Corps Permit:
N Yes ❑ No
1f.
Is payment into a mitigation bank or in -lieu fee program proposed for mitigation
of impacts? If so, attach the acceptance letter from mitigation bank or in -lieu
fee program.
❑ Yes
® No
1 g.
Is the project located in any of NC's twenty coastal counties. If yes, answer 1 h
below.
N Yes
❑ No
1h.
Is the project located within a NC DCM Area of Environmental Concern (AEC)?
N Yes
❑ No
2.
Project Information
2a.
Name of project:
B-5202 Beaufort 18 Bridge To Bridge Replacement NC 99 Over Intercepting Canal
WBS Element Number 45300
2b.
County:
Beaufort
2c.
Nearest municipality / town:
Pantego
2d.
Subdivision name:
N/A
2e.
NCDOT only, T.I.P. or state
project no:
45299
3.
Owner Information
3a.
Name(s) on Recorded Deed:
North Carolina Department of Transportation
3b.
Deed Book and Page No.
N/A
3c.
Responsible Party (for LLC if
applicable):
N/A
3d. Street address:
105 Pactolus Highway NC 33 P.O. Box 1587
3e. City, state, zip:
Greenville, NC 27835
3f.
Telephone no.:
252-830-3490
3g.
Fax no.:
252-830-3341
3h.
Email address:
[e-mail]
Page 1 of 11
PCN Form —Version 1.3 December 10, 2008 Version

4. Applicant Information (if different from owner)
4a. Applicant is:
❑ Agent ® Other, specify: Division 2 Environmental Officer
4b. Name:
Jay B. Johnson
4c. Business name
(if applicable):
North Carolina Depratment of Transportation DCM-MHD C
4d. Street address:
P.O. Box 1587
4e. City, state, zip:
Greenville, NC 27835
4f. Telephone no.:
252-830-3490
4g. Fax no.:
252-830-3341
4h. Email address:
[e-mail]
5. Agent/Consultant Information (if applicable)
5a. Name:
N/A
5b. Business name
(if applicable):
5c. Street address:
5d. City, state, zip:
5e. Telephone no.:
5f. Fax no.:
5g. Email address:
Page 2 of 11
PCN Form — Version 1.3 December 10, 2008 Version

B. Project Information and Prior Project History
1. Property Identification
1a. Property identification no. (tax PIN or parcel ID):
B-5201 Beaufort 33 NC 99 Over U/T Cuckolds Creek
Latitude: N 35.618235 Longitude: - W
1 b. Site coordinates (in decimal degrees):
76.646340
(DD.DDDDDD) (-DD.DDDDDD)
1 c. Property size:
N/A acres
2. Surface Waters
2a. Name of nearest body of water (stream, river, etc.) to
proposed project:
Cuckolds Creek, a Tributary of Pamlico River
2b. Water Quality Classification of nearest receiving water:
SC;NSW
2c. River basin:
Tar -Pamlico Pamlico 03020104
3. Project Description
3a. Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this
application:
NC 99 is a paved Primary State Highway. Woodlands and Agriculture dominate the landscape.
3b. List the total estimated acreage of all existing wetlands on the property:
0 Square Feet of 404 Wetland Impacts For The Bridge To Bridge Replacement.
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property:
60' This site is part of a longer adjacent stream system
3d. Explain the purpose of the proposed project:
Bridge To Bridge Replacement; the existing bridge has deteoriated and needs replacing.
3e. Describe the overall project in detail, including the type of equipment to be used:
The Existing 105' Long RC Floor on Timber Pilings Bridge will be replaced with a Proposed 124' Long 21" Cored Slab
Bridge. Excavators, Dump Trucks, and Crane Trucks will be used for the Bridge To Bridge Replacement.
4. Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property /
®Yes El No El Unknown
project (including all prior phases) in the past?
Comments:
4b. If the Corps made the jurisdictional determination, what type
Preliminary El Final
of determination was made?
4c. If yes, who delineated the jurisdictional areas?
Agency/Consultant Company:
Name (if known): Stephen Lane, NCDCM Jay
Other. NCDCM and NCDOT
Johnson,NCDOT
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
December 4, 2009
5. Project History
5a. Have permits or certifications been requested or obtained for
❑ Yes ® No ❑ Unknown
this project (including all prior phases) in the past?
5b. If yes, explain in detail according to "help file" instructions.
Page 3 of 11
PCN Form — Version 1.3 December 10, 2008 Version

6. Future Project Plans RECEIVED
6a. Is this a phased project? ❑ Yes ® No
6b. If yes, explain.
DCM-MHD CITY
Page 4 of 11
PCN Form —Version 1.3 December 10, 2008 Version

RECEWED
JUN 2 0 ?_011
C. Proposed Impacts Inventory
1. Impacts Summary CM-MHDC
1 a. Which sections were completed below for your project (check all that apply):
❑ Wetlands ® Streams - tributaries ® Buffers
❑ Open Waters ❑ Pond Construction
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
2a.
2b.
2c.
2d.
2e.
2f.
Wetland impact
Type of jurisdiction
number —
Type of impact
Type of wetland
Forested
(Corps - 404, 10
Area of impact
Permanent (P) or
(if known)
DWQ — non -404, other)
(acres)
Temporary
W1 ❑ P ❑ T
❑ Yes
❑ Corps
❑ No
❑ DWQ
W2 ❑ P ❑ T
❑ Yes
❑ Corps
❑ No
❑ DWQ
W3 ❑ P ❑ T
❑ Yes
❑ Corps
❑ No
❑ DWQ
W4 ❑ P ❑ T
❑ Yes
❑ Corps
❑ No
❑ DWQ
W5 ❑ P ❑ T
❑ Yes
❑ Corps
❑ No
❑ DWQ
W6 ❑ P ❑ T
❑ Yes
❑ Corps
❑ No
❑ DWQ
2g. Total wetland impacts
0 Sq. Ft.
2h. Comments: 0 Sq. Ft. of 404 Wetland Impacts
3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this
question for all stream sites impacted.
3a.
3b.
3c.
3d.
3e.
3f.
3g.
Stream impact
Type of impact
Stream name
Perennial
Type of jurisdiction
Average
Impact
number -
(PER) or
(Corps - 404, 10
stream
length
Permanent (P) or
intermittent
DWQ — non -404,
width
(linear
Temporary (T)
(INT)?
other)
(feet)
feet)
S1 ® P ❑ T
Proposed
Retaining Wall
Intercepting Canal
® PER
❑ INT
❑ Corps
® DWQ
105,
125
Linear. Ft.
S2 ®P ❑ T
Pilings
Intercepting Canal
® PER
❑ INT
❑ Corps
® DWQ
105'
52 Sq. Ft.
S3 ®P ❑ T
Pilings
Intercepting Canal
® PER
❑ INT
❑ Corps
® DWQ
105'
52 Sq. Ft.
S4 ® P ❑ T
Pilings
Intercepting Canal
® PER
❑ INT
❑ Corps
® DWQ
105'
52 Sq. Ft.
S5 ®P ❑ T
Pilings
Intercepting Canal
® PER
❑ INT
❑ Corps
® DWQ
105'
52 Sq. Ft.
S6 ❑ P ❑ T
❑ PER
❑ Corps
❑ INT
❑ DWQ
3h. Total stream and tributary impacts
125
Linear Ft.
3i. Comments: 125 Linear Feet of Stream Impacts for retaining Wall 208 Sq. Ft_ for Pilings In Intercepting Canal
Page 5 of 11
PCN Form —Version 1.3 December 10, 2008 Version

4. Open Water Impacts
If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any her RR�q,,yp1pr of
a�.., i � C ♦L...-. :-+J:..:J..�IL. Cil .-11 �� _� _.._a__ C___ _ _a_ _ _ _
i
DCM-MHD CITY

w..
Open water
Name of waterbody
Yom.
4a.
4e.
impact number —
(if applicable)
Type of impact
Waterbody type
RECEIVED !
rea of impact (acres)
Permanent (P) or
Temporary
L!i11
01 ❑P❑T
02 ❑P❑T
CITY
03 ❑P❑T
rJCU_mHD
04 ❑P❑T
4f. Total open water impacts
None
4g. Comments: No Open Water Impacts
5. Pond or Lake Construction
If pond or lake construction ro osed, then complete the chart below.
5a.
5b.
5c.
5d.
5e.
Pond ID
Proposed use or purpose
Wetland Impacts (acres)
Stream Impacts (feet)
Upland
number
of pond
(acres)
Flooded
Filled
Excavated
Flooded
Filled
Excavated
Flooded
P1
P2
5f. Total
None
5g. Comments: None
5h. Is a dam high hazard permit required?
❑ Yes ❑ No If yes, permit ID no:
5i. Expected pond surface area (acres):
5j. Size of pond watershed (acres):
5k- Method of construction. -
6. Buffer Impacts (for DWQ)
If project will impact a protected riparian buffer, then complete the chart below. If yes, then individually list all buffer impacts
below. If any impacts require mitigation, then you MUST fill out Section D of this form.
6a.
❑ Neuse ® Tar -Pamlico ❑ Other: None
Project is in which protected basin?
❑ Catawba ❑ Randleman
6b.
6c.
6d.
6e.
6f.
6g.
Buffer impact
number —
Reason
Buffer
Zone 1 impact
Zone 2 impact
Permanent (P) or
for
Stream name
mitigation
(square feet)
(square feet)
Temporary
impact
required?
B1 ®P ❑ T
Fill
Intercepting Canal
® Nos
510 Sq. Ft.
320 Sq. Ft.
B2 ® P ❑ T
Fill
Intercepting canal
® Nos
2302 Sq. Ft.
1513 Sq. Ft.
B3 ®P ❑ T
Fill
Intercepting Canal
® Nos
557 Sq. Ft.
354 Sq. Ft.
6h. Total buffer impacts
6i. Comments: See Page 6-A For Total Buffer Impacts
Page 6 of 11
PCN Form —Version 1.3 December 10, 2008 Version

REMVED
JUN 2 0 2011
4. Open Water Impacts
If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any otheP60WWW W 1
the U.S. then individually list all open water impacts below.
4a.
4b.
4c.
4d.
4e.
Open water
Name of waterbody
impact number -
(if applicable)
Type of impact
Waterbody type
Area of impact (acres)
Permanent (P) or
Temporary
01 ❑P❑T
02 ❑P❑T
03 ❑P❑T
04 ❑P❑T
4f. Total open water impacts
None
4g. Comments:
5. Pond or Lake Construction
If pond or lake construction proposed, then complete the chart below.
5a.
5b.
5c.
5d.
5e.
Wetland Impacts (acres)
Stream Impacts (feet)
Upland
Pond ID
Proposed use or purpose
(acres)
number
of pond
Flooded
Filled
Excavated
Flooded
Filled
Excavated
Flooded
P1
P2
511 Total
None
5g. Comments: None
5h. Is a dam high hazard permit required?
❑ Yes ❑ No If yes, permit ID no:
5i. Expected pond surface area (acres):
5j. Size of pond watershed (acres):
5k. Method of construction:
6. Buffer Impacts (for DWQ)
If project will impact a protected riparian buffer, then complete the chart below. If yes, then individually list all buffer impacts
below. If any impacts require mitigation, then you MUST fill out Section D of this form.
6a.
❑ Neuse ® Tar -Pamlico ❑ Other: None
Project is in which protected basin?
❑ Catawba ❑ Randleman
6b.
6c.
6d.
6e.
6f.
6g.
Buffer impact
number -
Reason
Buffer
Zone 1 impact
Zone 2 impact
Permanent (P) or
for
Stream name
mitigation
(square feet)
(square feet)
Temporary
impact
B1 ®P ❑ T
B 4 Fill
Intercepting Canal
-required?
® Nos
501 Sq. Ft.
346 Sq. Ft.
B2 ❑P❑T
El Yes
❑ No
B3 ❑P❑T
El Yes
❑ No
6h. Total buffer impacts
3870Sq. Ft.
2533 Sq. Ft.
6i. Comments: 0.09 Acres of Buffer Zone 1 Impacts and 0.06 Acres of Buffer 2 Impacts
Page I of 6
PCN Form - Version 1.3 December 10, 2008 Version

fRECEIVED
JUN 2 0 2011
D. Impact Justification and Mitigation
1. Avoidance and Minimization DCM-MHD CITY
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
There are No 404 Wetland Impacts for this Project and No Coastal Wetland Impacts; However, There are 3870 Square Feet
of Buffer Zone 1 Impacts and 2533 Sq. Ft. of Buffer Zone 2 Impacts due to the installation of a Longer Bridge to Replace the
Existing Bridge. The Wetland Impacts have been minimized to the greatest extent feasible.
lb- Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
Use of existing roadway to operate construction equipment; no equipment will enter wetlands.
2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a. Does the project require Compensatory Mitigation for
impacts to Waters of the U.S. or Waters of the State?
❑ Yes ® No
2b. If yes, mitigation is required by (check all that apply):
❑ DWQ ❑ Corps
2c. If yes, which mitigation option will be used for this
project?
❑ Mitigation bank
Payment to in -lieu fee program
❑ Permittee Responsible Mitigation
3. Complete if Using a Mitigation Bank
3a. Name of Mitigation Bank:
3b. Credits Purchased (attach receipt and letter)
Type
Quantity
3c. Comments:
4. Complete if Making a Payment to In -lieu Fee Program
4a_ Approval letter from in -lieu fee program is attached.
❑ Yes
4b. Stream mitigation requested:
linear feet
4c. If using stream mitigation, stream temperature:
❑ warm ❑ cool ❑cold
4d. Buffer mitigation requested (DWQ only):
square feet
4e. Riparian wetland mitigation requested:
acres
4f. Non -riparian wetland mitigation requested:
acres
4g. Coastal (tidal) wetland mitigation requested:
acres
4h. Comments:
5. Complete if Using a Permittee Responsible Mitigation Plan
5a. If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan.
Page 7 of 11
PCN Form — Version 1.3 December 10, 2008 Version

CEIVED
JUN 2 0 _7011
6. Buffer Mitigation (State Regulated Riparian Buffer Rules) — required by DWQ
6a. Will the project result in an impact within a protected riparian buffer that requires
❑ Yes ® No
buffer mitigation?
6b. If yes, then identify the square feet of impact to each zone of the riparian buffer that requires mitigation. Calculate the
amount of mitigation required.
6c.
6d.
6e.
Zone
Reason for impact
Total impact
Multiplier
Required mitigation
(square feet)
(square feet)
Zone 1
3 (2 for Catawba)
Zone 2
1.5
6f. Total buffer mitigation required:
None
6g. If buffer mitigation is required, discuss what type of mitigation is proposed (e.g., payment to private mitigation bank,
permittee responsible riparian buffer restoration, payment into an approved in -lieu fee fund).
N/A
6h. Comments:
Page 8 of 11
PCN Form — Version 1.3 December 10, 2008 Version

JUN 2 0 2011
E.
Stormwater Management and Diffuse Flow Plan (required by DWQ)
DCM-MHD CITY
1.
Diffuse Flow Plan
1 a.
Does the project include or is it adjacent to protected riparian buffers identified
® Yes ❑ No
within one of the NC Riparian Buffer Protection Rules?
1 b.
If yes, then is a diffuse flow plan included? If no, explain why.
Comments: Storm Water will diffuse flow through vegetated uplands before entering
® Yes ❑ No
wetlands. There are No Weep Holes on the Proposed Bridge, and stormwater is
treated at the outlet pipe at Station 14+20 with Rock Inlet Sediment traps, Type A.
Stormwater will filter and diffuse flow through Special Sediment Control Fence.
2.
Stormwater Management Plan
2a.
What is the overall percent imperviousness of this project?
N/A Roadway/Bridge Project %
2b.
Does this project require a Stormwater Management Plan?
® Yes ❑ No
2c.
If this project DOES NOT require a Stormwater Management Plan, explain why:
2d.
If this project DOES require a Stormwater Management Plan, then provide a brief, narrative
description of the plan:
Storm Water will diffuse flow through vegetated uplands before entering wetlands. there are no Weep Holes on the
Proposed Bridge, and stormwater is treated at the outlet pipe at Station 14+20 with Rock
Inlet Sediment traps, Type A.
Stormwater will filter and diffuse flow through Special Sediment Control Fence.
❑ Certified Local Government
2e.
Who will be responsible for the review of the Stormwater Management Plan?
❑ DWQ Stormwater Program
® DWQ 401 Unit
3.
Certified Local Government Stormwater Review
3a.
In which local government's jurisdiction is this project?
N/A
❑ Phase II
3b.
Which of the following locally -implemented stormwater management programs
❑ NSW
❑ USMP
apply (check all that apply):
❑ Water Supply Watershed
❑ Other: N/A
3c. Has the approved Stormwater Management Plan with proof of approval been
❑ Yes ® No
attached?
4. DWQ Stormwater Program Review
® Coastal counties
❑ HQW
4a.
Which of the following state -implemented stormwater management programs apply
❑ ORW
(check all that apply):
❑ Session Law 2006-246
® Other. NPDES Permit
4b.
Has the approved Stormwater Management Plan with proof of approval been
attached?
❑ Yes ® No
5. DWQ 401 Unit Stormwater Review
5a.
Does the Stormwater Management Plan meet the appropriate requirements?
❑ Yes ❑ No
Page 9 of 11
PCN Form — Version 1.3 December 10, 2008 Version

5b.
Have all of the 401 Unit submittal requirements been met?
❑ Yes ❑ No
F.
Supplementary Information
1.
Environmental Documentation (DWQ Requirement)
1 a.
Does the project involve an expenditure of public (federal/state/local) funds or the
® Yes ❑ No
use of public (federal/state) land?
1 b.
If you answered "yes" to the above, does the project require preparation of an
environmental document pursuant to the requirements of the National or State
❑ Yes ® No
(North Carolina) Environmental Policy Act (NEPA/SEPA)?
1c.
If you answered "yes" to the above, has the document review been finalized by the
State Clearing House? (If so, attach a copy of the NEPA or SEPA final approval
letter.)
❑ Yes ❑ No
Comments:
2.
Violations (DWQ Requirement)
2a.
Is the site in violation of DWQ Wetland Rules (15A NCAC 2H .0500), Isolated
Wetland Rules (15A NCAC 2H .1300), DWQ Surface Water or Wetland Standards,
❑ Yes ® No
or Riparian Buffer Rules (15A NCAC 2B .0200)?
2b.
Is this an after -the -fact permit application?
❑ Yes ® No
2c.
If you answered "yes" to one or both of the above questions, provide an explanation of the violation(s):
3.
Cumulative Impacts (DWQ Requirement)
3a.
Will this project (based on past and reasonably anticipated future impacts) result in
❑ Yes ® No
additional development, which could impact nearby downstream water quality?
3b.
If you answered "yes" to the above, submit a qualitative or quantitative cumulative impact analysis in accordance with the
most recent DWQ policy. If you answered "no," provide a short narrative description.
4.
Sewage Disposal (DWQ Requirement)
4a.
Clearly detail the ultimate treatment methods and disposition (non -discharge or discharge) of wastewater generated from
the proposed project, or available capacity of the subject facility.
N/A
Page 10 of 11
PCN Form — Version 1.3 December 10, 2008 Version

RECEIVED
11 IN 9 a x(111
5. Endangered Species and Designated Critical Habitat (Corps Requirement)
5a. Will this project occur in or near an area with federally protected species or
DCM-MHD
El Yes es ® No
habitat?
5b. Have you checked with the USFWS concerning Endangered Species Act
El Yes No
impacts?
5c. If yes, indicate the USFWS Field Office you have contacted.
❑ Raleigh
❑ Asheville
5d. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical
Habitat?
Mr.Travis Wilson, NCWRC
6. Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as essential fish habitat?
❑ Yes ® No
6b. What data sources did you use to determine whether your site would impact Essential Fish Habitat?
Mr. Travis Wilson, NCWRC
7. Historic or Prehistoric Cultural Resources (Corps Requirement)
7a. Will this project occur in or near an area that the state, federal or tribal
governments have designated as having historic or cultural preservation
❑ Yes ® No
status (e.g., National Historic Trust designation or properties significant in
North Carolina history and archaeology)?
7b. What data sources did you use to determine whether your site would impact historic or archeological resources?
NCDOT HEU Historic Architecture and Archaeology
8. Flood Zone Designation (Corps Requirement)
8a. Will this project occur in a FEMA -designated 100 -year floodplain? —TE
—Yes ❑ No
8b_ If yes, explain how project meets FEMA requirements: Bridge designed to no -rise standards
8c. What source(s) did you use to make the floodplain determination? FEMA FIRM Maps
Jay B. Johnson
May 12, 2011
Applicant/Agent's Printed Name
Appli t/ enf Signature
Date
(Agent's signature is val" o ly if a rization letter from the applicant
is rovid
Page 11 of 11
PCN Form — Version 1.3 December 10, 2008 Version

NO SURVEY REQUIRED FORM
PROJECT INFORMATION
Project Tracking No. (internal Use)
11-03-0043 71
Project No: B-5202
County: Beaufort
WBS No: 45300.1.1
Document: PCE C�
F.A. No:
Funding: State ® Fede
crT
Federal (USACE) Permit
® Yes ❑ No
Permit
Nationwide
Required?
Type:
Project Description: Replace Bridge No. 18 on NC 99 over unnamed canal. Design plans show
the bridge will be replaced in-place
with an off site detour. Area of Potential Effects (A.P.E.) is
18 meters (60 ft.) wide and 305 meters (1,000 feet) long.
SUMMARY OF CULTURAL RESOURCES REVIEW
Brief description of review activities, results of review, and conclusions: Review included
examination of aerial photograph, topographic map, soil survey, and listings of previously
recorded sites, previous archaeological surveys, and previous environmental reviews at the
Office of State Archaeology. Aerial photograph shows the project area is ditched agricultural
fields in all four quadrants. There is a structure in the southwest quadrant. The unnamed ditch
appears to have been artificially straightened. Topographic map (Pantego, N.C.) shows
extremely flat landforms in all quadrants, and poorly drained soil in the northeast quadrant. Soil
survey shows the soil next to the bridge is very poorly drained Arapahoe fine sandy loam. There
are no previously recorded archaeological sites nearby, and the A.P.E. has not been previously
surveyed for archaeological sites. The A.P.E. has not been part of any projects that have been
through environmental review.
Brief Explanation of why the available information provides a reliable basis for reasonably
predicting that there are no unidentiTed historic properties in the APE: The review indicates
the A.P.E. has little potential for archaeological sites because it is surrounded by poorly drained
soil.
SUPPORT DOCUMENTATION
®Map(s), ❑Previous Survey Info, ❑Photos, ❑Correspondence, ❑Notes
FINDING BY NCDOT CULTURAL RESOURCES PROFESSIONAL
NO SURVEY REQUIRED ®Archaeology ❑Historic Architecture
Caleb Smith 4/8/2011
NCDOT Cultural Resources Specialist
Date
"No Survey Required" form for Minor Transportation Projects as Qualified in the 2007 Programmatic Agreement.
NCDOT Archaeology & Historic Architecture Groups

PANTEGO QUADRANGLE
NORTH C �
AROLINA BEAUFORT CO.
7.5 MINUTE SERIES (TOPOGRAPHIC) e1;o
SW/4 BELHAVEN 15' QUADRANGLE "e
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NO SURVEY REQUIRED FORM
PROJECT INFORMATION
Project No.- B-5202
WBS No: 45300.0.0
F. A. No: BRSTP-0099(9)
Federal (USACE) Permit Required?
Project Description:
Project Tracking No. (Internal Use)
11-03-0043
County: 1/�;Pc�f
ciL��
Documen
Funding. t�t, State ® Federal
SIT
® Yes ❑ No Permit Type: PNWP3
Replace Bridge No. 18 on NC 99 over unnamed channel.
SUMMARY OF CULTURAL RESOURCES REVIEW
Brief description of review activities, results of review, and conclusions:
Review of HPO quad maps, relevant background reports, historic designations roster, and indexes was
undertaken on March 30, 2011. Based on this review, there were no existing NR, SL, LD, DE, or SS
properties in the Area of Potential Effects Beaufort County GIS mapping including aerial photography
and tax information revealed no structures more than 50 years old exists within the APE.
Brief Explanation of why the available information provides a reliable basis for reasonably predicting
that there are no unidentified historic properties in the APE:
There are no structures more than 50 years old within the APE. Using HPO GIS website and Google
Street view, and the Beaufort County Tax Parcel Data provides 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
313o(�t�
NCDOT Culturawesouk4s Specialist
"No Survey Required"form for Minor Transportation Projects as Qualified in the 11X17 Programmatic Agreement.
NCDOT Archaeology & Historic Architecture Groups
Date

HPO GIS
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STATE OF NORTH CAROLINA
DI'VISION OF HIGHWAYS
BEA UFORT COUNTY
LOCATION: NC 99, BRIDGE N0.18
OVER A CANAL
TYPE OF WORK: BRIDGE REPLACEMENT,
GUARDRAIL, PAVING,
GRADING AND DRAINAGE
VICINFT A
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------------
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PROJECT LENGTH
PLANS LENGTH ROADWAY TLP PROJECT 8-5202 - 0.137 MLLE
cew�
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LENGTH STRUCTURE TIP PROJECT B-5202 = 0.011 MILE MLGN7 OP IYAY A17& DWAYNE H`�O" W Q
PROFILE IMOR120NTAl)EhfGjmuR
TOTAL LFNG7H OF TIP PROJECT B -S202 = 0.161 MLLEROAOWAV DESIGN
�M..� ,p 7q 1BTTINC 61Y$ LANG (ONES

RE Beaufort 18 B-5202.txt
From: Lane, Stephen
Sent: Friday, December 04, 2009 9:06 AM
To: Sutton, Michael w
Subject: RE: Beaufort 39 B-4025
Hi Mike,
I have visited the following sites and made the following jurisdictional
determinations:
Beaufort County Bridge 18 (B-5202) on NC99 over Intercepting Canal - Jurisdictional
Beaufort County Bridge 39 (B-4025) on SR1925 over Broomfield swamp Canal -
Jurisdictional Beaufort county Bridge 60 (B-5200) on NC33 over Blounts Creek -
Jurisdictional Craven county Bridge 10 (B-4086) on SR1111 over Brice Creek -
Jurisdictional
I also plan to visit the remaining sites you sent me for determinations next week if
we have some normal weather patterns then and will send you an email on what I find
out.
Thanks,
Stephen
­---original Message -----
From: Sutton, Michael w
Sent: Thursday, December 03, 2009 11:20 AM
To: Lane, Stephen
Cc: Caldwell, Betty A; Johnson, Jay B; Jones, Larry L
Subject: Beaufort 39 B-4025
Good Morning Lady and Gentlemen... Beaufort 39,B-4025, SR 1925,Idalia Road over
Broomfield Swamp canal is up for replacement. we request a LAMA Jurisdictional call
as soon as possible. Attached are maps for your use.Many Thanks ... mike
Email correspondence to and from this sender is subject to the N.C. Public Records
Law and may be disclosed to third parties.
Page 1

Sutton,'Michael W
From:
Wilson, Travis W.
1ZECEIVBD
Sent:
Thursday, November 19, 2009 12:52
PM
To:
Sutton, Michael W
JUN 2 0
Subject:
RE: Division 2 Bridges
2011
f DcAl.M ID
CITY
Mike, I
think this covers all the bridge replacements projects you have requested comments
for, however if I have
left off anything let me
know.
B-5200:
This crossing
of Blount's Creek should
have an
anadromous fish moratorium of Feb
15 to June 15.
3-5201:
No concern
B-5202:
No Concern
B-5203:
No Concern
B-5204:
No Concern
B-5205:
No Concern
B-4234:
No concern
B-4236:
No Concern
If you
have any more
questions let me know.
Email correspondence
to and from this sender is
subject
to the N.C. Public Records Law and
may be
disclosed to
third parties.
1

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NOT TO swJD
STATE OF NORTH][ CAROLINA
DIVISION OF HIGHWAYS
BEAUFORT COUNTY
LOCATION: NC 99, BRIDGE NO. 18
OVER A CANAL
TYPE OF WORK WATER MAIN RELOCATION
UTILITY OWNER: BEAUFORT COUNTY WATER
See Steil t -A For Index of Sheets
" ' I
:GIN TIP PROJECT 6-5202-
- STATION I1+20.00
f '
J �
TO SR ASPS ------- — —
F
GRAPHIC SCALES
SO Z5 0 50 140
PLANS
30 ,�3 4 30 140
PROFILE (HORIZONTAL)
PROJECT LENGTH
LENGTH ROADWAY TIP PROJECT B-5202 = 0140 MILE
LENGTH STRUCTURE TIP PROJECT B-5202 = 0.027 MILS
TOTAL LENGTH OF TIP PROJECT B—S202 = OJ67 MILE
P7Tp2w In ft Nfks Wi
DIVISION OF HIGHWAYS
J704 N..A 0...,, Sn.rt 0,—.49t., NC 2185
RMW OF WAY DAM 2bA H. AWGOOD
+.w� Jom®
IBITTNG ZNTB LANG JONES
OCTOBER 2011
RECEIVED
JUN 3 0 2011
DCM-MHD CITY
D TIP PROJECT B-5202
— creTlnAt gn+ranm
TO SR r69
iIr= DESIGN ENGINEER DIVISION OF HIGHWAYS
STATE OF NORTH CAROLINA

UTILITY CONSTRUCTION
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1. FNBEOQIT .1—AL ..T 6E CLN56 I IND. 61 OR W. 1. Va9m 6TRE I6 TTPIGALLT U6E01.
a 2. EMBEgFNT MRTERIAL SHALL BE COMPACTEp TO A KIN— RSx ST— flACTU1 O—ITY FOR
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A• - ]E' PIPE 0.0. • 6' t/2' F(TT(AG MNa.F'ACTLRER
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TYPICAL DIP TO HDPE TRANSITION DETAIL WITH THRUST COLLAR
Nrs

-'UNITED STATE4j4,?__Q,8-
• Sender: Please print your name, address, and ZIP_+_,r7-_t'h"is box
N.C. DEPT. OF TRANSPORTATION
PO BOX 1587
GREENVILLE, NC 27835
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■ Complete items 1, 2, and 3. Also complete
Rem 4 if Restricted Delivery is desired.
■ Print your name and address on the reverse
, so that we can return the card to you.
■ Attach this card to the back of the mailpiece,
or on the front if space permits.
1. Article Addressed to:
. �f •�l� hD� ��K .
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A. Si gq re Agent
// 9
X Addressee
Zelve�jv, ( Pripted Name) C. Date of Delivery
D. Is delivery address Aerent from item 1? ❑ Yes
If YES, enter delivery address below: ❑ No
3.Se Ice Type
ZCertifled Mail ❑ Express Mail
❑ Registered ❑ Return Receipt for Merchandise
❑ Insured Mail ❑ C.O.D.
—278)0 f 4. Restricted Delivery? (Extra Fee) ❑ Yes
2. Article Number 7010 3090 0001, 0741 9583
(Transfer from service laben
PS Form 3811, February 2004 Domestic Return Receipt 102595-02-M-1540
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1624
VICINITY MAP
(NOT TO SCALE)
See Sheet 1-A For Index of Sheets
BEGIN TIP PROJECT B-5202
—L— STATION 11+20.00
TO SR 1625 -- NC mw 99
E— 20' BST
GRAPHIC SCALES
50 25 0 50 100
PLANS
50 25 0 5 11 0 100
PROFILE (HORIZONTAL)
10 5 0 10 20
STATE OF NORTH CAROLINA
DIVISION OF HIGHWAYS
H WA YS
BEA UFOR T COUNTY
LOCA TION. KC 99, BRIDGE NO. 18
OVER A CANAL
TYPE OF WORK: BRIDGE REPLACEMENT,
GUARDRAIL, PAVINiG,
GRADING AND DRAINAGE
t I I
JB
BEGIN APPROACH I _
—L— STATION 14+84.08 I
I
I
PROJECT LENGTH
LENGTH ROADWAY TIP PROJECT B-5202 = 0.140 MILE
LENGTH STRUCTURE TIP PROJECT 8-5202 = 0.027 MILE
TOTAL LENGTH OF TIP PROJECT B-5202 = 0.167 MILE
END APPROACH SLAB
—L— STATION I6+28.08
Prepgred In VL Office of:
DIVISION OF HIGHWAYS
1704 North Gruver Street Green°USe, NC 2783S
-m—
sr --C4a
RIGHT OF WAY DATE: Q AY
H.ALLIGOOD__
LETTING DATE:
PflWBCT MVGDQ=
LANG JONES
rnO = n9s= Gramm
RECEIVED
JUN 2 0 2011
i
DCM-MU j crrr 1
END TIP PROJECT B-5202
—L— STATION 20+00.00
NC Wh 99
- — — — n-85r—
RECEIVED
5r
izz"A A[J"wa —.--
ROADWAY DESIGN
ENGIAZER
TO SR 1629
sw�v•
STATE OF NORTH CAROLINA
Op VBORrN
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Note: Not to Scale
*S. U.E. = Subsurface Utility Engineering
S'J[`A7[°lE OF NORTH CA1E8OIl.dNA
DIVISION OF HIGHWAYS
CONVENTIONAL PLAN SHEET SYMBOLS
KOJECT REFERENCE NO. I SHEET NO.
WATER:
BOUNDARIES AND PROPERTY-
Water Manhole
O
State Line
RAILROADS-
Water Meter
o
— --- -
County Line
Standard Gauge csr rRa,-s�aa�
Water Valve
Township Line
-
RR Signal Milepost
o
M
EXISTING STRUCTURES.'
Water Hydrant
-0
City Line
—_ —
0
Swfrcm
MAJOR:
Recorded WG Water Line
Switch
Reservation Line
— —
RR Abandoned —
— -- —
Bridge, Tunnel or Box Culvert
c -c I
Designated USG Water Line (S.U.E,`)
- - - -•- - - -
Property Line
RR Dismantled -
-
Bridge Wing Wall, Head Wall and End Wall
- c-1
Above Ground Water Line
^/c ■°,er
Existing Iron Pin
o
EG
RIGHT OF WAY:
MINOR:
Property Corner
Baseline Control Point
Head and End Wall
TV:
Property Monument
El
EN
Existing Right of Way Marker
8 g Y
Pipe Culvert
TV Satellite Dish
CC
Parcel/Sequence Number
@9
Existing Ri ht of Wa Line
g Y
-
Footbridge
�---------<
TV Pedestal
Existing Fence Line
-XXX-
Proposed Ri ht of WaY Line
P 9
Drainage Box: Catch Basin, DI or JB
❑EB
TV Tower
Proposed Woven Wire Fence
- e---
Proposed d Ri ht of Way Line with
p 9 Y
Paved Ditch Gutter
-----
LbG TV Cable Hand Hole
Proposed Chain Link Fence
EJ
Iron Pin and Cap Marker
Storm Sewer Manhole
OO
Recorded LYG TV Cable
Proposed Barbed Wire Fence
Proposed Right of Way Line with
Concrete or Granite Marker
--%)-
Storm Sewer
.
Designated UG TV Cable (S.U.E.)
-
Existing Wetland Boundary
- - - -Ke- - - -
Existing Control of Access
Recorded USG Fiber Optic Cable
°
Proposed Wetland Boundary
Proposed Control of Access
ti'
(1,
�—
UTILITIES.
Designated lJG Fiber Optic Cable (S.U.E.')
- - - -* °- - -
na
Existing Endangered Animal Boundary
Existing Easement Line
—E
POWER:
Existing Endangered Plant Boundary
Proposed Temporary Construction Easement-
E
Existing Power Pole
GAS:
BUILDINGS AND OTHER CULTURE.'
Proposed Temporary Drainage Easement—
Toe
Proposed Power Pole
d
Gas Valve
0
Gas Pump Vent or USG Tank Cap
O
Proposed Permanent Drainage Easement —
PDE
Existing Joint Use Pole
Proposed
-l-
Gas Meter
Sign
O
Proposed Permanent Utility Easement
Pue
Joint Use Pole
Recorded lYG Gas Line
°
Well
o
"
Proposed Temporary Utility Easement
TUE
Power Manhole
©
Designated WG Gas Line (S.U.E,')
- - - -°- - -
Proposed Permanent Easement with
Power Line Tower
®
Above Ground Gas Line
Small Mine
Iron Pin and Cap Marker
+
Power Transformer
(�
Foundation
0
ROADS AND RELATED FEATURES
USG Power Cable Hand Hole
E2
SANITARY SEWER:
Area Outline J
ExistingEde of Pavement -— -----
g
H -Frame Pole
�•
Sanitary Sewer Manhole
OO
Cemetery
Existing Curb -----
Recorded USG Power Line
Sanitary Sewer Cleanout
O
Building
Proposed Slope Stakes Cut - -
- - - -
Designated UkG Power Line (S.U.E.')
- - - -P- - - -
USG Sanitary Sewer Line
u
School
D
Proposed Slope Stakes Fill - -
- F - - -
Above Ground Sanitary Sewer
Seer
Church
Proposed Wheel Chair Ramp
©
TELEPHONE:
ine
Recorded SS Forced Main Line—
Dom
Dom
Listing Metal Guardrail
Existing Telephone Pole
to
Designated SS Forced Main Line (S.U.E.') -
- --
HYDROLOGY.•
Proposed Guardrail T
T
Proposed Telephone Pole
-O-
C
Stream or Body of Water
Existing Cable Guiderail n
n "
Telephone Manhole
O
MISCELLANEOUS:
—
s
Hydro, Pool or Reservoir
-----7
Proposed Cable Guiderail n
n n
Telephone Booth
Fil
Utility Pole
a
Jurisdictional Stream
is -
Equality Symbol
Telephone Pedestal
D
Utility Pole with Base
p
N
Buffer Zone 1
az
Pavement Removal
®
Telephone Cell Tower
i
Utility Located Object
O
Buffer Zone 2
az s
VEGETATION.•
UG Telephone Cable Nand Hole
E@Utility
Traffic Signal Box
m
N
Flow Arrow-
Single Tree
fl
Recorded lYG Telephone Cable
Utility Unknown U'G Line
M
--
Disappearing Stream
Single Shrub
©
Designated U/G Telephone Cable (S.U.E.') -
- - - - - - - -
UG Tank; Water, Gas, Oil
>— —
o
Spring
oma' �_-�
Recorded UG Telephone Conduit
ASG Tank; Water, Gas, Oil
Hedge
w
Wetland
Woods Line
Designated U/G Telephone Conduit (S.U.E.*y
- - - - - - - -
LvG Test Hole (S.U.E.')
m
m'
Proposed Lateral, Tail, Head DitchOrchard
€?
4 Q Q
Recorded U/G Fiber Optic Cable
T E°
Abandoned According to Utility Records
AATUR
False Sump
m
Vineyard
"eY°ra
Designated WG Fiber Optics Coble (S,U.E," y
- - - —I °- - -
End of Information
E.O.I.

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NOTE: PAVEMENT EDGE SLOPES ARE I: /UNLESS SHOWN OTHERWISE.
Cl D2
L------------------------------�
U1
WEDGING DETAIL FOR BRIDGE
NOT TO SCALE
26.17'
I
I
YAR 10' I 10' YM
I
i
CI RADE
Cl
2.33' 01 I !GINE Dl 2.33'
.D2 :TTP ,02 FM
El D2 I D2 El
ORlO1NAl GROUND I �✓
)= = ))F--- OWE TO THIS UNE
USE TYPICAL SECTION "2 (NTS)
-L- 14+15.08 - 14+84.08
1"
GROUND
ORIGl�
MEOJECE REFERENCE NO,
PROP. APPROX. 3" ASPHALT CONCRETE SURFACE COURSE, TYPE S9.5B, AT
C1
AN AVERAGE RATE OF 336 LBS. PER SQ.YD. IN EACH OF TWO LAYERS.
kW SHEEP NO.
PROP. APPROX. 21,�" ASPHALT CONCRETE INTERMEDIATE COURSE, TYPE
D1
I19.OB, AT AN AVERAGE RATE OF 285 LBS. PER SQ. YD.
HYORAUUCS
PROPOSED VARIABLE DEPTH ASPHALT CONCRETE INTERMEDIATE
D2
COURSE, TYPE I19.OB, AN AVERAGE RATE OF 114 LBS. PER
SQ. YD. PER 1" DEPTH.
PROP. APPROX. 4" ASPHALT CONCRETE BASE COURSE, TYPE B25.OB,
E1
AT AN AVERAGE RATE OF 456 LBS. PER SQ. YD.
T
EARTH MATERIAL.
u
EXISTING PAVEMENT.
U1
CONCRETE CORED SLABS
NOTE: PAVEMENT EDGE SLOPES ARE I: /UNLESS SHOWN OTHERWISE.
Cl D2
L------------------------------�
U1
WEDGING DETAIL FOR BRIDGE
NOT TO SCALE
26.17'
I
I
YAR 10' I 10' YM
I
i
CI RADE
Cl
2.33' 01 I !GINE Dl 2.33'
.D2 :TTP ,02 FM
El D2 I D2 El
ORlO1NAl GROUND I �✓
)= = ))F--- OWE TO THIS UNE
USE TYPICAL SECTION "2 (NTS)
-L- 14+15.08 - 14+84.08
1"
GROUND
ORIGl�
MEOJECE REFERENCE NO,
SHEET NO.
8-5202
2
kW SHEEP NO.
-L-
3" (Z C BRG.
GRADE PT.
Cl p
0.02
UDADWAY DESIGN
I
HYORAUUCS
ENGINEER
ENGINEER
zz•-n-
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15'-5'
-L-
3" (Z C BRG.
GRADE PT.
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3" G) C BRG.
p T
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0 0 0 0 00 00
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16-6-
11 PRESTRESSED CONCRETE CORED SLAB UNITS = 33'-0'
TYPICAL BRIDGE SECTION (NTS)
-L- STA 14+96.08 TO -L- STA 16+16.08
USE TYPICAL SECTION *l (NTS)
-L- 11448.29 - 14+15.08
-L- 16+28.08 - 19+70.69
tOUND

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BUT
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UNSUITABLE MATERIAL FOUNDATION
PIPE IN TRENCH
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TOP OF FILL-----7TOP OF FILL TOP OF FILL----;
ROCK FOUNDATION
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UNSUITABLE MATERIAL FOUNDATION
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GENERAL NOTES:
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I.D. - THE MAXIMUM HORIZONTAL INSIDE DIAMETER DIMENSION. 00 NOT OPERATE HEAVY EQUIPMENT OVER ANY PIPE CULVERT UNTIL THE PIPE CULVERT HAS
BEEN PROPERLY BACKFILLED AND COVERED WITH AT LEAST 3 FEET OF APPROVED MATERIAL.
ll
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O.D. - THE MAXIMUM HORIZONTAL OUTSIDE DIAMETER DIMENSION. - - - - - - - SPRINGLINE OF PIPELu
= IL
Z
H - THE FILL HEIGHT MEASURED VERTICALLY AT ANY POINT SELECT BACKFILL MATERIAL CLASS III OR CLASS II, TYPE 1
r
ALONG THE PIPE FROM THE TOP OF THE PIPE TO THE TOP ABOVE AND BELOW SPRINGLINE.
M O
DO
OF THE EMBANKMENT AT THAT POINT,
D
37
APPROVED SUITABLE LOCAL MATERIAL.
Z O
W =
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® TAKE CARE TO FULLY COMPACT HAUNCH ZONE OF PIPE BACKFILL.
W
Z
rrGrrr= rri err UNDISTURBED EARTH MATERIAL
�►
LOOSELY PLACED SELECT MATERIAL CLASS III OR CLASS II, TYPE 1
HAM.FDR PIPE BEDDING. LEAVE SECTION DIRECTLY BENEATH PIPE SELECT MATERIAL CLASS V OR VI FOR FOUNDATION CONDITIONING. ENCAPSULATE
OMPACTED AS PIPE SEATING AND BACKFILL WILL WITH ENGINEERING FABRIC AS DIRE-CTED BY THE ENGINEER.
ACCOMPLISH COMPACTION.
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GENERAL NOTES:
D
37
I. D. THE NMI" HORIZONTAL INSIDE DIAMETER DIMENSION. DO NOT OPERATE HEAVY EQUIPMENT OVER ANY PIPE CULVERT UNTIL THE PIPE CULVERT HAS
BEEN PROPERLY BACKFILLED AND COVERED WITH AT LEAST 3 FEET OF APPROVED MATERIAL.
Z O
W =
~
O.D. - THE MAXIMUM HORIZONTAL OUTSIDE DIAMETER DIMENSION. - - - - - - - SPRINGLINE OF PIPE
W
Z
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�►
ALONG THE PIPE FROM THE TOP OF THE PIPE TO THE TOP BELOW SPRINGLINE.
OF 7}f EMBANKMENT AT THAT POINT.
® APPROVED SUITABLE LOCAL MATERIAL ABOVE SPRINGLILE.
® TAKE CARE TO FULLY COMPACT HAUNCH ZONE OF PIPE BACKFILL. rr�rrr=rrr_rr UNDISTURBED EARTH MATERIAL
TYPE 1
LOOSELY PLACED SELECT MATERIAL CLASS III OFF CUA4S II, CL
FOR PIPE DECIDING. LEAVE SECTION DIRECTLY BENEATH PIPE SELECT MATERIAL ASS V OR VI FOR FOUNDATION CONDITIONING. ENCAPSULATE
UNCOMPACTED AS PIPE SEATING AND BACKFILL WILL WITH ENGINEERING FABRIC AS DIRECTED BY THE ENGINEER.
ACCOMPLISH COMPACTION'
HEET 2 OF $
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REFER TO THE FOLLOWING FOR PIPE SPECIFICATIONS
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W
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2' for pipe diameters > 12" and < 60"
GAAP - AASHTO U196
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Z
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<
30' for pipe diameters > 12" and 36"
AASHTO LRFD, BRIDGE DESIGN SPECIFICATIONS
Fa- W
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' FILL HEIGHT IS MEASURED FROM THE TOP OF THE PIPE
1' MINIMUM COVER FOR ALL SIDE DRAIN PIPE
IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS
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TO THE BOTTOM OF THE PAVEMENT STRUCTURE
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REFER TO THE FOLLOWING FOR PIPE SPECIFICATIONS
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10' - Class II pipe
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LLL
20' - Class III pipe
30' - Class IV pipe
40' - Class V pipe
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(For fills > 40' & < 80'
use LRFD Direct Design Method)
AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS
• FILL HEIGHT IS MEASURED FROM THE TOP OF THE PIPE
TO THE BOTTOM OF THE PAVEMENT STRUCTURE
1' MINIMUM COVER FOR ALL SIDE DRAIN PIPE
IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS
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PROJECT RERRBNC! NO. SHEET NO.
COMPUTED BY:Vr DATE: 3-4541 STATE OF NORTH CAROLINA
8-522
CHECKED BY: LL-,: DATE 31-1541
DIVISION OF HIGHWAYS
NOTE: Invert Elevotions are for aid Purposes only and shall not be used for project construction stakeout.
See 'Standard Specifications For Roads and Structures, Section 300-5'.
LIST OF PIPES, EADWALLS, ETC. (FOR PIPES 48" & UNDER)
ENDWALLS s
C z m Q 8 ABBREVIATIONS
R.C. RE 114 PIPE ffD.11!0.01, o R rj C.0. CATCH 6WN
IV. N.D.L NARROW DROP INLET
DRAINAGE PIPE CORRUGATED STD. 838.11 c Q p,1, DROP INLET
STATION � (RCP, CSP, UAP, HDP!, a PVCj ALUMINUM PPE (CLASS s9 (CUSS M o OR � � + FIAME, GRATES � �pp i
STD. 333.110 ANDSTANDARD OD 0.7 G '
ZSZZpNOTED g p �1 E( p Y 001. GRATED DROP INLET
Z < OTHERWCLE) (N.S.) GRATED DROP
J.0. JUNCTION BOX
WE F` $ m 12' IS' Is, 24' 30' 36' 42' 411' yi 12' 15• 111' 24• 36' 42' 45' 15' 111' 24' 30' 36' 42' 43' 12' 15' Ir 24. 30' 36. 42. 4V s � � � � CU. YDS. � A B 3 .� L' � M.M. MANMOLE
EI q a TJ.D.L TRAFFIC BEARING DROP INLET
W 0 0 ° 27 T.BJ.S, TRAFFIC SEARING JUNCTION BOX
THICKNESS O e IS C O 'p TYPE OF ORATE
O0. GAUGETIP O S S S 4 S $ I i 1 b J C vi E I f
4- U+19.93
-Ir U+19.93
-4- 14+19.93
4- U+19.93
4-16+44.62
TOTALS
'N' - DISTANCE FROM EDGE OF LANE TO FACE OF GUARDRAIL
UNCLASSIFIED
EXCAVATION
UNDERCUT
EMBT+%
BORROW
WASTE
-L- 12+00.00 - 15+20.79
TOTAL SHOULDER WIDTH - DISTANCE FROM EDGE OF TRAVEL LANE TO SHOULDER BREAK POINT.
0
90
37
0
-L- 16+50.00 - 19+47.00
44
FLARE LENGTH - DISTANCE FROM LAST SECTION OF PARALLEL GUARDRAIL TO END OF GUARDRAIL
46
0
TOT
157
W - TOTAL WIDTH OF RARE FROM BEGINNING OF TAPE& TO END OF GUARDRAIL
UNDERCUT (CONTINGENCY)
SAY
SUMMARY
240
G - GATING IMPACT ATTENUATOR ME 3$0
200
GUARDRAIL
NG NON -GATING IMPACT AITENUATOR TYPE 350
UNCLASSIFIED STRUCTURE EXCAVATION
460
0
0
0
460
IMPACT
LENGTH
WARRANT POINT
IN.
323
FLARE LENGTH
W ANCHORS
iRN6L! AND
(WLM ANCHOR DEDUCTIONS)
per.
TOTAL
SAY
560
DARDRACSTING S REAtAIRKS
SURVEY BEG. STA LOCATION
330
FROM
SMOULDER
TfPEGIMRDRAL
USII09L!
OUARDRAL FX511NG
UNE SHOP DOUBLE
APPROACH TRAILING
LO.L
WAN
��ROACH TRAILING AMROACN
TIWUNG
GUUDRAL
D FACED
BID END
END END END
END 350 IB
kTY"350
4- 12+17.94 15+73.05 RT 25750
1.4
5.33
50
4- 13+67.63 15+7 AAS IT 13750
15+73.88
5.33
50 lA
I
4- 16+31.13 17+02.87 IT 222.93 25
16+31.13
1.4
5.33
1.0 1 1
4- 16+31.13 19+03.00 IT 229.61 25
16+31.13
1A
30
1 1
TOTAL 87734 50
4 4
SUMMARY OF EARTHWORK
IN CUBIC YARDS
LOCATION
UNCLASSIFIED
EXCAVATION
UNDERCUT
EMBT+%
BORROW
WASTE
-L- 12+00.00 - 15+20.79
53
0
90
37
0
-L- 16+50.00 - 19+47.00
44
0
46
0
TOT
157
UNDERCUT (CONTINGENCY)
SAY
0
240
240
200
UNCLASSIFIED STRUCTURE EXCAVATION
460
0
0
0
460
SUB O
557
200
420
323
660
SAY
560
200
420
330
660
PAVEMENT REMOVAL SUMMARY
IN SQUARE YARDS
LINE STATION -STATION
Lo ON
REMOVAL (SY)
-L- 15+10 - 15+44
CL
86
-L- 16+31 - 16+
CL
71
TOT
157
SAY
160

i
0
r
RIGHT OF WAY AREA SUMMARY
PARCEL
NO.
PROPERTY OWNER NAME
I LOCATHON
TOTAL PARCEL AREA
IACRESI
AREA TO OE DEDICATEDTO BE PURCHASED
(CONST. EASBHEN7) (RIGHT OF WAY)
vxl v aEal
PARCEL AREA REMAN NO
IACREQ
1
0.H, BISHOP, 10., Ef AL
IT
516.27
0.059
516.15
O
O
15011641
R.H. BISHOP, JR., ET AL
643 WATER STREET
BELHAVEN, NC 27810
DB 775 PG 283
81627 AC
CULTIVATED FIELD
DATUM DESCRIPTION
THE LOCALIZED COORDINATE SYSTEM DEVELOPED FOR THIS PROJECT
IS BASED ON THE STATE PLANE COORDINATES ESTABLISHED BY
NCDOT FOR MONUMENT 'GPS -100'
WITH NAD 83/NSRS 2007 STATE PLANE GRID COORDINATES OF
NORTHING: 689249.672(ft) EASTING: 2700770.1D4(ft)
ELEVATION: 7.97(ff)
THE AVERAGE COMBINED GRID FACTOR USED ON THIS PROJECT
(GROUND TO GRID) IS: 0.999896T2
THE N.C. LAMBERT GRID BEARING AND
LOCALIZED HORIZONTAL GROUND DISTANCE FROM
'GPS -100' TO -L- STATION 10+00.00 15
S 50'22'03' W 2233.5602'
ALL LINEAR DIMENSIONS ARE LOCALIZED HORIZONTAL DISTANCES
VERTICAL DATUM USED IS NAVD 88
Q
P.N
8-5202 4
RNV SHEET NO.
PI Sto 13+1094
Eti
j
a
GUY SIRE
AeWF
E.Sl- A-
D = 0' 04' 03.6'
_ F
F1V�
350
L = 140J3'
F Ev51WG R/w
CVA7ROL PO1Nr 'l
O
T = 70DF
-L- STA /O+�bB
v 11.57
15011641
R = 84.680.0(1'
2735 RT
R.H. BISHOP, JR., ET At
ENE-66p87806..p43/0
SOIL" GUY
Ib
643WAENNSTREET
ELEV�%.04W
- _BASE
BEL27810
-
BM•108.2
-Bb 9L+
DB TT5 PG 283
T 32.0 -
v -I.
B1627 AC
DATUM DESCRIPTION
THE LOCALIZED COORDINATE SYSTEM DEVELOPED FOR THIS PROJECT
IS BASED ON THE STATE PLANE COORDINATES ESTABLISHED BY
NCDOT FOR MONUMENT 'GPS -100'
WITH NAD 83/NSRS 2007 STATE PLANE GRID COORDINATES OF
NORTHING: 689249.672(ft) EASTING: 2700770.1D4(ft)
ELEVATION: 7.97(ff)
THE AVERAGE COMBINED GRID FACTOR USED ON THIS PROJECT
(GROUND TO GRID) IS: 0.999896T2
THE N.C. LAMBERT GRID BEARING AND
LOCALIZED HORIZONTAL GROUND DISTANCE FROM
'GPS -100' TO -L- STATION 10+00.00 15
S 50'22'03' W 2233.5602'
ALL LINEAR DIMENSIONS ARE LOCALIZED HORIZONTAL DISTANCES
VERTICAL DATUM USED IS NAVD 88
Q
r
--
P)
8-5202 4
RNV SHEET NO.
PI Sto 13+1094
d
xC MW1' 99
a
p = 0 05' 41.3' (RT)
in
D = 0' 04' 03.6'
_ F
F1V�
—___— ��—
L = 140J3'
Q.
04.
T 17.30
T = 70DF
v 11.57
RT 46.97
c EV 8.6
R = 84.680.0(1'
'
SOIL" GUY
Ib
WIRE I ®®� ® ®®
- _BASE
-
BM•108.2
-Bb 9L+
, a T ®
T 32.0 -
v -I.
.
EL=8.64'
7.
N 7. 4
Sta. 16+5833 -L-
.. .. .. .. .. ..
..
..
CAT4
Tw 3.01 15+ 9,gq
-LEv
T
r
--
P)
8-5202 4
RNV SHEET NO.
ROADWAY DESIGN
EMOINRR
HYDRAULICS
ENGINEER
xC MW1' 99
a
�
£0 BST
®
_ F
F1V�
—___— ��—
04.
T 17.30
0.
v 11.57
RT 46.97
c EV 8.6
CULTIVATED FIELD
® ® u
I..T 82.5188 rE
ISTING BRIDGE -18
.' SHLL uuDc- f l7--N5ORiEN�EANOST SSIDE
ED
TEDESjE SIpE, w /ww
CONC RAILS, CROSS BEAMS. AND DECK
BST PAVING
-D-
PI Sto 10+33.01
p = 45' 00' 00.0' (LT )
D = 381*58' 18.7'
L = 1178'
T = 621'
R = 15,00'
O
15011641
R.H. BISHOP. JR., ET AL
643 WATER STREET
BELHAVEN. NC 27810
DB 775 PG 283
816.27 AC
CULTIVATED FIELD
8:1
OCULTIVATED FIELD
15011641
R.H. BISHOP, JR., ET AL
643 WATER STREET
BELHAVEN. NC 27810
DB 775 PG 283
81627 AC
O
N
h
PROJECT REFERENCE NO. SHEET NO.
8-5202 4
RNV SHEET NO.
ROADWAY DESIGN
EMOINRR
HYDRAULICS
ENGINEER
4
c17NrROL P01NT '
-L- STA 21+9383
3155' R7
N-68867S/p8b
E=26999105450
£LEY.- 718

STATE O IF NORTH CAROLINA STATH PRW 5f RSFRRHNCS NO,
SHEET NO.
DIVISION OF HIGHWAYS
8-5202 TCP -1
PLAN FOR PROPOSED
TRAFFIC CONTROL
BEA UFOR T COUNTY
ROADWAY STANDARD DRAWINGS
THE FOLLOWING ROADWAY STANDARDS AS APPEAR IN "ROADWAY STANDARD DRAWINGS" -
HIGHWAY DESIGN BRANCH-N.C. DEPARTMENT OF TRANSPORTATION -RALEIGH, N.C.,
DATED JULY 2006 ARE APPLICABLE TO THIS PROJECT AND BY REFERENCE HEREBY ARE
CONSIDERED A PART OF THESE PLANS:
STD. N0. TITLE
1101.11 TRAFFIC CONTROL DESIGN TABLES
1110.01 STATIONARY WORK ZONE SIGNS
1146.01 BARRICADES (TYPE III)
INDEX OF SHEETS
SHEET NO. TITLE
TCP -1 LIST OF APPLICABLE ROADWAY STANDARD DRAWINGS,
LEGEND AND INDEX OF SHEETS
TCP -2 PROJECT NOTES, DETOUR, AND PLANS
APPRO
SEAL
LEGEND
GENERAL
40 DIRECTION OF TRAFFIC FLOW
�-- NORTH ARROW
PROPOSED PVMT.--------- EXIST. PVMT.
- WORK AREA
REMOVAL OF EXISTING PAVEMENT
TRAFFIC CONTROL DEVICES
TYPE I BARRICADE
TYPE II BARRICADE
m TYPE III BARRICADE
. CONE
. DRUM O SKINNY DRUM
FLASHING ARROW PANEL (TYPE C)
�— STATIONARY SIGN
PORTABLE SIGN
N STATIONARY OR PORTABLE SIGN
-I\f\i, CRASH CUSHION
CHANGEABLE MESSAGE SIGN
TRUCK MOUNTED IMPACT ATTENUATOR (TMIA)
® POLICE
FLAGGER
PLAN PREPARED BY: N.C.D.O.T. DIVISION 2 DDC UNIT
. H. ALLIGOOD, PE TRAFFIC CONTROL ENGINEER
D. H. ALLIGOOD, PE TRAFFIC CONTROL PROJECT ENGINEER
LANG JONES TRAFFIC CONTROL PROJECT DESIGN ENGINEER

GENERAL NOTES
IMPLEMENT TRAFFIC CONTROL IN ACCORDANCE WITH THE ROADWAY STANDARD
DRAWINGS LISTED ON TCP -1.
CHANGES MAY BE REQUIRED WHEN PHYSICAL DIMENSIONS IN THE DETAIL
DRAWINGS, STANDARD DETAILS AND ROADWAY DETAILS ARE NOT ATTAINABLE
TO MEET FIELD CONDITIONS, OR RESULT IN DUPLICATE, OR UNDESIRED
OVERLAPPING OF DEVICES. MODIFICATION MAY INCLUDE: MOVING,
SUPPLEMENTING, COVERING OR REMOVAL OF DEVICES, AS DIRECTED BY THE
ENGINEER.
STATE FORCES WILL INSTALL AND MAINTAIN THE PROJECT DETOUR AND
THE TYPE III BARRICADES AT THE PROJECT LIMITS.
STATE FORCES WILL INSTALL PAINT AND MARKERS ON THE FINISHED PROJECT.
CALL JIM EVANS AT 252-830-3493 FOR COORDINATION.
R11-2
48"X30"
TYPE III BARRICADE
A"ROYED: DATE
SEAL
R11-2
48"X30"
ROAD
CLOSED
moi. ure"NC! NO. SHEET NO.
B-5202 TCP -2
TYPE III BARRICADE
-- NC M% 99 ---
29 BSl
PROJECT NOTES
NONE REVISIONS
12/17/09
n LJ

(Ij
O
N
LP
i
N
0
N
CQ
F -
Of
0
ars,
w
N tl]�j
oil
�ING
—F -Z
OVA
NLdW
SON
See Sheet 1-4 For Index of Sheets
BEGIN TIP PROJECT B-5202
—L— STATION 11420.00
TO SR 1625 --- N6 --W-)7-99
20' BST
STATE OF NORTH CAROLINA
DIVISION OF HIGHWAYS
BEA UFOR T COUNTY
�(�(�]�LAN FOR PROPOSED
HIGHAY EROSION CONTROL 1605.0:
1606.0
1632.0;
BEGIN APPROACH SLAB
—L— STATION 14484.08
END APPROACH SLAB
—L— STATION 16428.08
NG
.F¢¢tt
C
P'
ECS
11c following ,,,d,,,,aa&Sh „.kn% -,Wpm In *Ro•dwn s-Ld-d D-wW- RmdwvDodo
Unit- N. C. Departmeoc-tWTmworudoa - R.1d@t, N. C., dmd Jab 1S,1006 and de k ow
� arc, a boalo to de. p.,� ma b, t�aa� baso we oaaaa«ea itpw of
lfinu
1604.01 R.uro.d F.adm Coocol Dat.s 1630.06 Special Belstq H.da
_
------Conol-
45300.2.1 BRSTP-0099 9 RW
45300.3.1 SRSTP-0099 9 CONST
I
P A N
E G 0
—..
..—._—.-Conal t
S
W A N P
626 Mominp Star
Ch.
t
PROJECT
8-5202
Swinde0
99 �
1625
\
2 PANTEGO
.
1626
MP. 171
Wilkinson
W
7
• S
264
pP�
/16 1
-'
VICINITY MAP
(NOT TO SCALE)
See Sheet 1-4 For Index of Sheets
BEGIN TIP PROJECT B-5202
—L— STATION 11420.00
TO SR 1625 --- N6 --W-)7-99
20' BST
STATE OF NORTH CAROLINA
DIVISION OF HIGHWAYS
BEA UFOR T COUNTY
�(�(�]�LAN FOR PROPOSED
HIGHAY EROSION CONTROL 1605.0:
1606.0
1632.0;
BEGIN APPROACH SLAB
—L— STATION 14484.08
END APPROACH SLAB
—L— STATION 16428.08
END TIP PROJECT B-5202
—L— STATION 20400.00
20' BST
TO SR /629
GRAPHIC SCALE'S
NG
.F¢¢tt
C
B-5202
ECS
11c following ,,,d,,,,aa&Sh „.kn% -,Wpm In *Ro•dwn s-Ld-d D-wW- RmdwvDodo
Unit- N. C. Departmeoc-tWTmworudoa - R.1d@t, N. C., dmd Jab 1S,1006 and de k ow
� arc, a boalo to de. p.,� ma b, t�aa� baso we oaaaa«ea itpw of
lfinu
1604.01 R.uro.d F.adm Coocol Dat.s 1630.06 Special Belstq H.da
45300.1.1 BRSTP-0099 9 PE
45300.2.1 BRSTP-0099 9 RW
45300.3.1 SRSTP-0099 9 CONST
LENGTH STRUCTURE TTP PROJECT 8-5202 = 0.027 MILE
TOTAL LENGTH OF TIP PRO ECT B-5202 = 0.167 MILE
J
RIGHT OF WAY DATE:
DWAYNE H. ALUGOOD
Do.criFli.a STmba]
High Vi. Temp.r.ry SikF--------- III HI Iii
Sp -i.] Sediment C..tr.] F--..- ...
R.Ch I.W Srdi—t T-p,C ...........................
THIS PROJECT CONTAINS
EROSION CONTROL PLANS
FOR CLEARING AND
GRUBBING PHASE OF
CONSTRUCTION.
ENVIRONMENTALLY
SENSITIVE AREA(S) EXIST ON
THIS PROJECT
END TIP PROJECT B-5202
—L— STATION 20400.00
20' BST
TO SR /629
GRAPHIC SCALE'S
Prepared In fir? Office of:
Roadway soma Drswbo
50 25 0 5 11 0 100
PROJECT LENGTH
LENGTH ROADWAY TIP PROJECT B-5202 = 0.140 MILE
.�
DIVISION OF HIGHWAYS
1704 North Greexe Start Gr.eeollle, NC 27835
11c following ,,,d,,,,aa&Sh „.kn% -,Wpm In *Ro•dwn s-Ld-d D-wW- RmdwvDodo
Unit- N. C. Departmeoc-tWTmworudoa - R.1d@t, N. C., dmd Jab 1S,1006 and de k ow
� arc, a boalo to de. p.,� ma b, t�aa� baso we oaaaa«ea itpw of
lfinu
1604.01 R.uro.d F.adm Coocol Dat.s 1630.06 Special Belstq H.da
Wino, srwxn�nn sPacurrc+zraxs
PLANS
LENGTH STRUCTURE TTP PROJECT 8-5202 = 0.027 MILE
TOTAL LENGTH OF TIP PRO ECT B-5202 = 0.167 MILE
J
RIGHT OF WAY DATE:
DWAYNE H. ALUGOOD
mmol Temporary Sm Fenno 1632.1 Rota Inlet BedfmaotTrmv 'lyre A
1606,01 Special Sediment Control Fmoe 1632,02 Roti We Sedlmaot Trap Type B
160.01 Gr l Con mea ire 1632.63 Pooh Inlet sed>mmt T!rm Type C
1622.01 Tcmpor rT Bormt and Slope Drains 1633.1 Tcso,,mr, Rook SM Ch Type A
1630.1 RLar Baia 1634.1 TempmvT Rock Sedlmeot Dm TTpe A
1M'02 Tecworffr 811t Ditch 1634.02 TempoeuT Rook Sedtmont Dm T%mB
MN 04 BOW Badu 16MM Rook Pipe Inlet Sedimot Trap Type A
1630.05 TampmcTDladm 163509 Rook Pipe Wet SedimotTrap Type B
Patjcr Xhumm
LANG JONES (#276)
LETTING DATE:
OCTOBER 2011
P1tt1 J= nast©v mmmm

N
o_
9
Sp.dal S.dlnrrd Cowl Fo—:
DrafpEom
Tr wah oorww by tli asabn candeb dtM parnu6on,
mdntananw, and prnord d apsapkh mdbna,r Lne.. Flaw
ap.dd mdimas aonsollarw w.frown ort dr. plat a m ditsasd
by th. Erybra.
AVA.&W
(/t Fwbl
S1W paa 0= at Loa5 fam In 6rgth,.ppr.dmmtly
t K Mraa Mks marasd wdW b dr Saw, end how
a mlNmaln -ki *OIM bfldLlpth. TM pawalrR
b..q*p.d with an md. 0.11m h.riry a mk-&— a dU.0
gawa Indy, end ahal hors o nraea of wtob,4p win N tM dsdrsd
potbfon wYrld dbpl.oanad.
MVA bwh It.rdrwm Giallo
Itanlwan doh dr1 hww V4 bxh a pwAItp tawwued 4mr+
02A papa wort bird h.,#— doh .a.,*m b 6. d.rS shown
al the plata
Shcm.rs C.'" P.—
Ssdinrsearrsido
F4 dd msa slM rpukaerm dfsmon 1006,
Mrld dor a.radlM A dr dld ahwm en 1M pLrr.
hu*ft rnm and Rw—C
T. Carona drd molmdn V. gadd mdLr,+com,ol Lnw
wd tM pow 1. ooaq. a "tM Ars b IWm.rwd, and
.h.1 mmars and Af— diem.mArALIr adr Ras who, w
dbaa.d
by*. &.V— In oomdaw whh $..A. USO.
Tr tlwAtF d pada Aadbrwd aa+wd oar and hadwr dash m
nrwand abort wdbe pow fw*ION GNVFW orb fw'wmp Sam
f.t Flsd, CaO'. 9I.h prim std p y wt wi b. kA wmpr�mbn
i.r a1 wa4 oarasd b/ di Yrbldwp W M inb.d b,
Wmldiq d maabb, b,a.iobn, and mmad and dbpod d
CID q
`,' P1 Sto 13+1094 c
0 0 = 0' 05' 413' (RT) n
VI D = 0' 04'03L' �.
U-)
v L = 140J3' a.
OI T = 70.06'
15014641 R = 84,680.00'
R.H. BISHOP. JR.. ET AL
643 MATER STREET
BELHAVEN, NC 27810
DB 775 PG 283 '� aFER 6uFFE
81627 AC ` - Cud°" E
gq
CULTIVATED FIELD
GUY MIRE
C1 aecr
E t-1— n.r p
O
15011641
R.H. BISHOP, JR.. ET AL
643 WATER STREET
BELHAVEN, NC 27810
DB TT5 PG 283
81627 AC
CULTIVATED FIELD
&L-7 1).—a";.-
1606.01
) - >;.-1605.01 Hi,h VI. T—"—, S;It F,n«__...__. u
1604.01 Sp.=;.] S.dam,.t C..t—1 F,.,...........
163203 R—k 1.6t S.d:r,.t Tr.p Trp, C -_...._..n
6--
LLBm-I
-B 104' T
EL -8.64' W
W4
SHOP CuRVEi
nvpl .
n y
I 30, 2a
6IFFEa 9 F'E2
ZOrL
EXISTING BRIDGE •I8
30' w000- PILINN. STPoNGEIRSSIDE
Hw/U.W TOIXNJ 5D1RT 11CA$T
FfEa E'0' NNRSOUTHWESIEEL !Iw/ww
ZONE 2 W'0'6N
I SIDE
GONG RAILS, CROSS BEAMS, AND DECK
BST PAVING
-D-
PD Sto 10+33.01
p = 45' 00'00.0' (LT!
D = J8)58'18.7'
L = 1178'
T = 621'
R = 151X1'
O
15011641
R.N. BISHOP. JR., ET AL
643 WATER STREET
BELHAVEN. NC 27810
DB 775 PG 283
81627 AC
CLr71VATED FIELD
OCULTIVATED FIELD
15011641
R.H. BISHOP, JR., ET AL
643 MATER STREET
BELHAVEN, NC 27810
DB TT5 PG 283
81627 AC
V
PROJECT REFERENCE NO. SHEET NO.
B-5202 EC2
ry 50 25 0 50 100
h
0� PLANS
4
0
m
NOTT3: ANY DEVIATION FROM OPTIONS GKN WILL
REQUIRE PRIOR APPROVAL BY ENGINEER. ® RtraoPE RBARHAMA
$a FtOXCT oolcr SrutAL NrovslDw
ADDITIONAL EROSION CONTROL DEVICES MAY
NEED TO BE INSTALLED AS DIRECTED BY THE
ENGINEER.
Sp.dal S.dlnrrd Cowl Fo—:
DrafpEom
Tr wah oorww by tli asabn candeb dtM parnu6on,
mdntananw, and prnord d apsapkh mdbna,r Lne.. Flaw
ap.dd mdimas aonsollarw w.frown ort dr. plat a m ditsasd
by th. Erybra.
AVA.&W
(/t Fwbl
S1W paa 0= at Loa5 fam In 6rgth,.ppr.dmmtly
t K Mraa Mks marasd wdW b dr Saw, end how
a mlNmaln -ki *OIM bfldLlpth. TM pawalrR
b..q*p.d with an md. 0.11m h.riry a mk-&— a dU.0
gawa Indy, end ahal hors o nraea of wtob,4p win N tM dsdrsd
potbfon wYrld dbpl.oanad.
MVA bwh It.rdrwm Giallo
Itanlwan doh dr1 hww V4 bxh a pwAItp tawwued 4mr+
02A papa wort bird h.,#— doh .a.,*m b 6. d.rS shown
al the plata
Shcm.rs C.'" P.—
Ssdinrsearrsido
F4 dd msa slM rpukaerm dfsmon 1006,
Mrld dor a.radlM A dr dld ahwm en 1M pLrr.
hu*ft rnm and Rw—C
T. Carona drd molmdn V. gadd mdLr,+com,ol Lnw
wd tM pow 1. ooaq. a "tM Ars b IWm.rwd, and
.h.1 mmars and Af— diem.mArALIr adr Ras who, w
dbaa.d
by*. &.V— In oomdaw whh $..A. USO.
Tr tlwAtF d pada Aadbrwd aa+wd oar and hadwr dash m
nrwand abort wdbe pow fw*ION GNVFW orb fw'wmp Sam
f.t Flsd, CaO'. 9I.h prim std p y wt wi b. kA wmpr�mbn
i.r a1 wa4 oarasd b/ di Yrbldwp W M inb.d b,
Wmldiq d maabb, b,a.iobn, and mmad and dbpod d
CID q
`,' P1 Sto 13+1094 c
0 0 = 0' 05' 413' (RT) n
VI D = 0' 04'03L' �.
U-)
v L = 140J3' a.
OI T = 70.06'
15014641 R = 84,680.00'
R.H. BISHOP. JR.. ET AL
643 MATER STREET
BELHAVEN, NC 27810
DB 775 PG 283 '� aFER 6uFFE
81627 AC ` - Cud°" E
gq
CULTIVATED FIELD
GUY MIRE
C1 aecr
E t-1— n.r p
O
15011641
R.H. BISHOP, JR.. ET AL
643 WATER STREET
BELHAVEN, NC 27810
DB TT5 PG 283
81627 AC
CULTIVATED FIELD
&L-7 1).—a";.-
1606.01
) - >;.-1605.01 Hi,h VI. T—"—, S;It F,n«__...__. u
1604.01 Sp.=;.] S.dam,.t C..t—1 F,.,...........
163203 R—k 1.6t S.d:r,.t Tr.p Trp, C -_...._..n
6--
LLBm-I
-B 104' T
EL -8.64' W
W4
SHOP CuRVEi
nvpl .
n y
I 30, 2a
6IFFEa 9 F'E2
ZOrL
EXISTING BRIDGE •I8
30' w000- PILINN. STPoNGEIRSSIDE
Hw/U.W TOIXNJ 5D1RT 11CA$T
FfEa E'0' NNRSOUTHWESIEEL !Iw/ww
ZONE 2 W'0'6N
I SIDE
GONG RAILS, CROSS BEAMS, AND DECK
BST PAVING
-D-
PD Sto 10+33.01
p = 45' 00'00.0' (LT!
D = J8)58'18.7'
L = 1178'
T = 621'
R = 151X1'
O
15011641
R.N. BISHOP. JR., ET AL
643 WATER STREET
BELHAVEN. NC 27810
DB 775 PG 283
81627 AC
CLr71VATED FIELD
OCULTIVATED FIELD
15011641
R.H. BISHOP, JR., ET AL
643 MATER STREET
BELHAVEN, NC 27810
DB TT5 PG 283
81627 AC
V
PROJECT REFERENCE NO. SHEET NO.
B-5202 EC2
ry 50 25 0 50 100
h
0� PLANS
4
0

z
0
2
GENERAL NOTES:
USE NO. 6 OR NO. 67 STONE FOR SEDIMENT
to CONTROL STONE.
USE HARDWARE CLOTH 24 GAUGE WIRE MESH
0 WITH 1/4 INCH MESH OPENINGS.
ri m
z INSTALL 6 FT. SELF FASTENER ANGLE STEEL
r POST 2 FT. DEEP MINIMUM.
T i SPACE POST A MAXIMUM OF 3 FT.
O In
Z Dv
�o
D
Z
0 z
O ❑
T
�0
m
z
0
m
3 ft�
VARIABLE -► *
DIMENSION
WIRE MESH
z
o�
rr
z
B' MAX. WITH WIRE
MAX. WITHOUT WIREI
LOL R
D
O n
2 ft
¢¢LL
U O CD
T 22
m
MIDDLE AND VERTICAL WIRES
< H
W
r~LLo
zxm..
po
SHALL BE 12% GAUGE MIN.
OO
DD~>
9
y
TOP AND BOTTOM STRAND
SHALL BE 10 GAUGE MIN.
icx
❑
n
aiAlbAtI It
WIRE FILTER FABRIC
2
LL UJ
4
Z
N
iz Lu
O
.( g
NOTES
USE WIRE A MINIMUM OF 32" FILTER FABRIC ---�
MINIMUM
❑ J
❑ N
d
M o
r
IN WIDTH AND WITH A
OF 6 LINE WIRES WITH 12" STAY COMPACTED FILL
SPACING.
a
4
s
USE FLTER FABRIC A MINIMUM
v~i
.�
OF 38"IN WIDTH AND FASTEN _. _
M z
_
ADEQUATELY TO THE WIRE AS DI _
RECTED BY THE ENGINEER.
V5 CL
ii
_jW
m o
PROVIDE 6'-0" STEEL POST OF THE
W~
s
SELF -FASTENER ANGLE STEEL TYPE. yLL
= 06
STEEL POST - 2'-0" DEPTH
4°
EXTENSION OF FABRIC AND
WIRE INTO TRENCH
NE ET 1 of 1
HEFT 1 OF 1
1606.01
1605.01
GENERAL NOTES:
USE NO. 6 OR NO. 67 STONE FOR SEDIMENT
to CONTROL STONE.
USE HARDWARE CLOTH 24 GAUGE WIRE MESH
0 WITH 1/4 INCH MESH OPENINGS.
ri m
z INSTALL 6 FT. SELF FASTENER ANGLE STEEL
r POST 2 FT. DEEP MINIMUM.
T i SPACE POST A MAXIMUM OF 3 FT.
O In
Z Dv
�o
D
Z
0 z
O ❑
T
�0
m
z
0
m
3 ft�
VARIABLE -► *
DIMENSION
WIRE MESH
�-
- S" MIN
MATTING !HALL BE
GTAlLES 0
PLACED IN TRENCH ��
SEDIMENT CONTROL STONE
2 ft
1 ft min
L4 WIRE MESH
SEDIMENT CONTROL STONE
1 ft min
. Q
WATER FLOW —w
9
STEEL POST - 2 ft DEPTH
1i4 WIRE MESH J z rt
z
O N
gg<
LLJdN•Iz
O COQ _
WQ LL=
N LL O J
CC,
(/J
>
r>
❑ O
W
0
z
W
o �
LL J
z �
�a
v
a Z
D
W
y N
($�J J
W a
M
Q
w
a
XQ
MATTING INSTALLATION DETAIL
(MIN. GROUND
EACKFILL�
4
MATTING IN D=M
'XXi'tli'r9'
°'tivi�;' �'•
CENT11RI
IN TRENCH
�-
- S" MIN
MATTING !HALL BE
GTAlLES 0
PLACED IN TRENCH ��
1' CENTER!
AND SACKFIUAD
IN TRENCH
DIAGRAM AO
MA7TWOQNSLOM DIAGRAM
1oru:
T1I1 DOTAIL A Off TO fTAFYV, fIGiU:W� AND F511YUNflfi NIL ffINlp4f1EN1 WT (MANI IN{TA:SATIpI.
rT u f1NLL 11 N°. 11 GIJfI R L MAf FOM INTO A 'U" f j WITN A PINI" T T YIOTN OF 1
INCH AID NOT LEU THAN f IN ER IN Ll11OiH.
O
1d" WIRE MESH
MoR�nn_>
g�bm•.Q.o:.F
6
3'
STAPLE
� 3•�
z
O y
\
N
X
D�
MA7TWOQNSLOM DIAGRAM
1oru:
T1I1 DOTAIL A Off TO fTAFYV, fIGiU:W� AND F511YUNflfi NIL ffINlp4f1EN1 WT (MANI IN{TA:SATIpI.
rT u f1NLL 11 N°. 11 GIJfI R L MAf FOM INTO A 'U" f j WITN A PINI" T T YIOTN OF 1
INCH AID NOT LEU THAN f IN ER IN Ll11OiH.
O
1d" WIRE MESH
MoR�nn_>
g�bm•.Q.o:.F
PROJECT RFFERENCHEE
E NO. ST NO.
R-5707 EC3
STAPLE CHECK PATTERN
STAPLE) 4
DIAGRAM O
NOT T
z
O y
•
D�
A
o0
o�
. Q
9
: o.
O
n
A
Y
Y
Z
mr
M
MAXIMUM POST SPACING 4 FT.
m
14' WIRE MESH
°O'
PROJECT RFFERENCHEE
E NO. ST NO.
R-5707 EC3
STAPLE CHECK PATTERN
STAPLE) 4
DIAGRAM O
NOT T
M Z NOTE ❑ Z
2' USE N0. 6 OR N0. 67 STONE FL�YFLOW
2' F q
FOR BEOIMENT CONTROL STONE. -►
USE 24 GAUGE MINIMUM WIRE ,' ---- ❑ N
�{ C SEDIMENT MESH HARDWARE CLOTH W27H SEDIMENT D
CONTROL BTONE� 2' WIRE MESH 1/4 INCH MESH OPENINGS. CONT DL BTONFI H W
N.1 * PLACE TOP OF WIRE MESH 1 W N
A YINIYUY OF ONE FOOT
BELOW
y THE SHOULDER OR ANY J W
DIVERSION POINT.
INSTALL WIRE MESH UNDER AVERAGE BOX J
o AVERAGE BOX SEDIMENT CONTROL $TONE. DIMENSION VARIABLE
S DIMENSION VARIABLE USE 6' STEEL POST, INSTALLED
9 FILTERED 1.6' DEEP MINIMUM, AND FILTERED
m WATER OF THE SELF -FASTENER WATER
SECTION A A ANGLE STEEL TYPE. SECTION Y -Y O
SPACE P06T A MAXIMUM 0.
OF 4'.
MULTI -DIRECTIONAL FLOW SINGLE -DIRECTIONAL FLOW
z
O y
•
F Y
A
Y
Y
14' WIRE MESH
°O'
:p •'
L4" WIRE MESH
U
a
LLLL rQ
SEE NOTE FOR POST DESCRIPTION
= 06
.'.
❑
M Z NOTE ❑ Z
2' USE N0. 6 OR N0. 67 STONE FL�YFLOW
2' F q
FOR BEOIMENT CONTROL STONE. -►
USE 24 GAUGE MINIMUM WIRE ,' ---- ❑ N
�{ C SEDIMENT MESH HARDWARE CLOTH W27H SEDIMENT D
CONTROL BTONE� 2' WIRE MESH 1/4 INCH MESH OPENINGS. CONT DL BTONFI H W
N.1 * PLACE TOP OF WIRE MESH 1 W N
A YINIYUY OF ONE FOOT
BELOW
y THE SHOULDER OR ANY J W
DIVERSION POINT.
INSTALL WIRE MESH UNDER AVERAGE BOX J
o AVERAGE BOX SEDIMENT CONTROL $TONE. DIMENSION VARIABLE
S DIMENSION VARIABLE USE 6' STEEL POST, INSTALLED
9 FILTERED 1.6' DEEP MINIMUM, AND FILTERED
m WATER OF THE SELF -FASTENER WATER
SECTION A A ANGLE STEEL TYPE. SECTION Y -Y O
SPACE P06T A MAXIMUM 0.
OF 4'.
MULTI -DIRECTIONAL FLOW SINGLE -DIRECTIONAL FLOW

NCDOT
B-5202 BEAUFORT COUNTY
REPLACE BRIDGE NO.18
NC 99 (PUNGO RD)
OVER INTERCEPTING CANAL
BETWEEN SR 1625 AND SR 1629
CAMA GP, NWP 3, AND BUFFER
AUTHORIZATION APPLICATION
WBS ELEMENT NUMBER 45300.1✓
SCALE: 1'=30' (FULL—SIZE 22734')
SCALE: 1e=60' (HALF—SIZE 117/7')
MARCH 29, 2011
FOR PERMITTING ONLY:
NOT FOR CONSTRUCTION
C:
BI
COASTAL WETLAND IMPACTS = 0 Sq.Ft.
404 WETLAND IMPACTS = 0 Sq.Ft.
FILL REMOVAL = 106 Sq.Ft.
Sl STREAM IMPACTS = 125 LINEAR Ft.
S2 STREAM IMPACTS = 52 Sq.Ft.
PILINGS IN CANAL
BUFFER ZONE 1 IMPACTS = 510 Sq.Ft.
BUFFER ZONE 2 IMPACTS = 320 Sq.Ft.
-L-
PI Sto 1311094
p = 0' 05' 41.3' (RT)
D - 0' 04'03.6
L = 140J3'
T = 70.06'
R = 84b80DO'
EXISTING R/W
—T — _T_—T— T_
Y`t !47 45YE o NC HWY 99
20' BST
8°1fit G 350 ®_
F EXIS G R/W
0
15011641
R.H. BISHOP, JR., ET AL
643 WATER STREET
BELHAVEN. NC 27810
DB 775 PG 2$3
816.27 AC
r-\ �\—\
� \ \ I BUFFER ZONE 1 IMPACTS
BUFFER ZONE 2 IMPACTS
404 WETLAND IMPACTS
CULTIVATED FIELD
I
J
I
Q I
Co I
M '
,S;�; 30,
OIL
_---� 20,
I
CL 0
-BLL 9+T 5� 1
EL=8.64'
CAT -I m/
SHOP CURVE Bl
{TYP) I \
84
COASTAL WETLAND IMPACTS = 0 Sq.Ft.
404 WETLAND IMPACTS = 0 Sq. Ft.
S5 STREAM IMPACTS = 52 Sq. Ft.
FILL REMOVAL = 128 Sq. Ft.
BUFFER ZONE IIMPACTS = 501 Sq. Ft.
BUFFER ZONE 2 IMPACTS = 346 Sq. Ft.
N N
� m
Lo
82
COASTAL WETLAND IMPACTS = 0 Sq.Ft.
404 WETLAND IMPACTS = 0 Sq.Ft.
S3 STREAM IMPACTS = 52 Sq. Ft.
FILL REMOVAL = 70 Sq.Ft.
BUFFER ZONE 1 IMPACTS = 2302 Sq.Ft.
BUFFER ZONE 2 IMPACTS = 1513 Sq.Ft.
BUFFER 2
ZONE I OP.E
L30' ' 20. +4
\{/F-
+ ,� AN Sta 10473.56 -D-
1 in � lU
PT Sta /0+39.47
PC -
r.16+5633 —L— \� 43O
—
. ,n�nnnn _r)-',
� I '
1
a�
$ESx h.1
d. DeeceipEiee
1605.01 High Vie Temporary .Milt Fence -----
1606.01 Special Sediment Control Fence ------
000000
1632.03 Rock Inlet Sediment Trap Type C_ _ _ _ _ _ _ _ _ _ u °o
000000
BUFFER
2 ZONE
Q)
BOER 'Z6NEER
EXISTING BRIDGE R18
WOOD- PILING, STRINGERS,t
HW/WW ON NORTHEAST ✓IDE
CORUGATED STEEL HW/WW
ON SOUTHWEST SIDE
CONC RAILS, CROSS BEAMS, AND DECK
BST PAVING
�r
-D-
PI Sto I0+35.01
p = 45' 00'00.0' (LT)
D = 4T7"27'53.4'
L = 9.42'
T - 497'
R - 12-W
0 8 °�
EXISTING R/W
PROJECT—
9 30 15 0 30 60
�ry
SCALE
0
15011641
R.H. BISHOP, JR., ET AL
643 WATER STREET
BELHAVEN, NC 27810
DB 775 PG 283
816.27 AC
CULTIVATED FIELD
NC HW 99
20' 85T
F
B3
COASTAL WETLAND IMPACTS = 0 Sq.Ft.
404 WETLAND IMPACTS = 0 Sq.Ft.
S4 STREAM IMPACTS = 52 Sq. Ft.
FILL REMOVAL = 77 Sq. Ft.
BUFFER ZONE IIMPACTS = 557 Sq. Ft.
BUFFER ZONE 2 IMPACTS = 354 Sq.Ft.
CULTIVATED FIELD
0
15011641
R.H. BISHOP. JR.. ET AL
643 WATER STREET
BELHAVEN, NC 27810
DB 775 PG 283
816.27 AC
NOTES:
(I) B-5202 IS ON THE PANTEGO USGS QUAD MAP
AND SHEET NUMBER 9 OF THE SOILS SURVEY
OF BEAUFORT COUNTY
(2) FIRM PANEL 6688 J, MAP NUMBER 3720668800 J
(3) B-5202 IS IN THE TAR-PAMLICO RNER BASIN
HUC CODE 03020104
(4) NO MORATORIUM AS PER TRAVIS WILSON. NCWRC
NOVEMBER 19, 2009
(5) B-5202, BEAUFORT BRIDGE '60 IS CAMA JURISDICTIONAL AS
PER STEPHEN LANE. NCDCM DECEMBER 4, 2009
_o
(D V)
41
R.H. BISHOP, R., ET AL SIN
643 WATER STREET I�
BELHAVEN, NC 27810 I
DB 775 PG 283 U
816.27 AC
BI
COASTAL WETLAND IMPACTS = 0 Sq.Ft.
404 WETLAND IMPACTS = 0 Sq.Ft.
FILL REMOVAL = 106 Sq.Ft.
Sl STREAM IMPACTS = 125 LINEAR Ft.
S2 STREAM IMPACTS = 52 Sq.Ft.
PILINGS IN CANAL
BUFFER ZONE 1 IMPACTS = 510 Sq.Ft.
BUFFER ZONE 2 IMPACTS = 320 Sq.Ft.
-L-
PI Sto 1311094
p = 0' 05' 41.3' (RT)
D - 0' 04'03.6
L = 140J3'
T = 70.06'
R = 84b80DO'
EXISTING R/W
—T — _T_—T— T_
Y`t !47 45YE o NC HWY 99
20' BST
8°1fit G 350 ®_
F EXIS G R/W
0
15011641
R.H. BISHOP, JR., ET AL
643 WATER STREET
BELHAVEN. NC 27810
DB 775 PG 2$3
816.27 AC
r-\ �\—\
� \ \ I BUFFER ZONE 1 IMPACTS
BUFFER ZONE 2 IMPACTS
404 WETLAND IMPACTS
CULTIVATED FIELD
I
J
I
Q I
Co I
M '
,S;�; 30,
OIL
_---� 20,
I
CL 0
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EL=8.64'
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SHOP CURVE Bl
{TYP) I \
84
COASTAL WETLAND IMPACTS = 0 Sq.Ft.
404 WETLAND IMPACTS = 0 Sq. Ft.
S5 STREAM IMPACTS = 52 Sq. Ft.
FILL REMOVAL = 128 Sq. Ft.
BUFFER ZONE IIMPACTS = 501 Sq. Ft.
BUFFER ZONE 2 IMPACTS = 346 Sq. Ft.
N N
� m
Lo
82
COASTAL WETLAND IMPACTS = 0 Sq.Ft.
404 WETLAND IMPACTS = 0 Sq.Ft.
S3 STREAM IMPACTS = 52 Sq. Ft.
FILL REMOVAL = 70 Sq.Ft.
BUFFER ZONE 1 IMPACTS = 2302 Sq.Ft.
BUFFER ZONE 2 IMPACTS = 1513 Sq.Ft.
BUFFER 2
ZONE I OP.E
L30' ' 20. +4
\{/F-
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2 ZONE
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BOER 'Z6NEER
EXISTING BRIDGE R18
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HW/WW ON NORTHEAST ✓IDE
CORUGATED STEEL HW/WW
ON SOUTHWEST SIDE
CONC RAILS, CROSS BEAMS, AND DECK
BST PAVING
�r
-D-
PI Sto I0+35.01
p = 45' 00'00.0' (LT)
D = 4T7"27'53.4'
L = 9.42'
T - 497'
R - 12-W
0 8 °�
EXISTING R/W
PROJECT—
9 30 15 0 30 60
�ry
SCALE
0
15011641
R.H. BISHOP, JR., ET AL
643 WATER STREET
BELHAVEN, NC 27810
DB 775 PG 283
816.27 AC
CULTIVATED FIELD
NC HW 99
20' 85T
F
B3
COASTAL WETLAND IMPACTS = 0 Sq.Ft.
404 WETLAND IMPACTS = 0 Sq.Ft.
S4 STREAM IMPACTS = 52 Sq. Ft.
FILL REMOVAL = 77 Sq. Ft.
BUFFER ZONE IIMPACTS = 557 Sq. Ft.
BUFFER ZONE 2 IMPACTS = 354 Sq.Ft.
CULTIVATED FIELD
0
15011641
R.H. BISHOP. JR.. ET AL
643 WATER STREET
BELHAVEN, NC 27810
DB 775 PG 283
816.27 AC
NOTES:
(I) B-5202 IS ON THE PANTEGO USGS QUAD MAP
AND SHEET NUMBER 9 OF THE SOILS SURVEY
OF BEAUFORT COUNTY
(2) FIRM PANEL 6688 J, MAP NUMBER 3720668800 J
(3) B-5202 IS IN THE TAR-PAMLICO RNER BASIN
HUC CODE 03020104
(4) NO MORATORIUM AS PER TRAVIS WILSON. NCWRC
NOVEMBER 19, 2009
(5) B-5202, BEAUFORT BRIDGE '60 IS CAMA JURISDICTIONAL AS
PER STEPHEN LANE. NCDCM DECEMBER 4, 2009

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SHEET PILES
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STEEL PILES
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O
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GRADE POINT EL. 12.497
HP 12X53
GALVANIZED
STEEL PILES
16+50
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PROPOSED
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0° EXISTING
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CONTROL LINE CONTROL LINE S E OPPILD S
20'-0-Y4' 20'-0Y4"
41 2'/4' 40'-1%2" 41'-2/4"
S� TA
�A Q�
122'-6"FILL FACE TO FILL FACE �T0
BENCHMARKMARK tiQlGti� �tec�+lo�
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ON NW SIDE OF NC HWY 99 EXISTING PLAN cgO�i SEAL
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c
C4AptEs
BY , M. D. IVY DATE 9/20/10
D BY , B. C. HUNT DATE 9/20/10
PROJECT NO. B-5202
BEAUFORT COUNTY
STATION: 15+56.08 -L-
REPLACES BRIDGE °18
ON
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S� TA
�A Q�
122'-6"FILL FACE TO FILL FACE �T0
BENCHMARKMARK tiQlGti� �tec�+lo�
NAIL SET IN PP 94� POS
ON NW SIDE OF NC HWY 99 EXISTING PLAN cgO�i SEAL
104' LT. BL. STA. 9+25 SHEET PILES
EL. 8.64 RTOOBED G1O �c� IpE� r~
c
C4AptEs
BY , M. D. IVY DATE 9/20/10
D BY , B. C. HUNT DATE 9/20/10
PROJECT NO. B-5202
BEAUFORT COUNTY
STATION: 15+56.08 -L-
REPLACES BRIDGE °18

STRUCTURE NOTES
FOR PILES, SEE SPECIAL PROVISIONS.
PILES AT END BENT NO.1 & 2 ARE DESIGNED FOR A FACTORED RESISTANCE OF 59 TONS PER PILE.
DRIVE PILES AT END BENT NO.1 & 2 TO A REQUIRED DRIVING RESISTANCE OF 100 TONS PER PILE.
PILES AT BENT NO.1 & 2 ARE DESIGNED FOR A FACTORED RESISTANCE OF 110 TONS PER PILE.
DRIVE
EADDITIRESISTANCE FOR
PILES AT ENT REQUIRED
QUIRE AG OR SCOUR. ESISTANCE OF 200 TONS PER PILE. THIS REQUIRED DRIVING RESISTANCE
INCLUDES
INSTALL PILES AT BENT NO.1 & 2 TO A TIP ELEVATION NO HIGHER THAN -34.0.
SCOUR CRITICAL ELEVATION FOR BENT NO.1 & 2 IS ELEVATION -13.0. SCOUR CRITICAL ELEVATIONS ARE USED TO MONITOR POSSIBLE
SCOUR PROBLEMS DURING THE LIFE OF THE STRUCTURE.
TESTING PILES WITH THE PILE DRIVING ANALYZER (PDA)DURING DRIVING, RESTRIKING. OR REDRIVING MAY BE REQUIRED. THE ENGINEER
WILL DETERMINE THE NEED FOR PDA TESTING. FOR PILE DRIVING ANALYZER, SEE PILES SPECIAL PROVISION.
SHEET PILES AT END BENT NO.1 & 2 SHALL BE DRIVEN BEFORE INSTALLING PILES.
WHERE LOCATFOR ED INSTEETC PILE
LAND ABUTMENT
OUTSIDE OF BENT NO. I THE END BENTECAP BE DRIVEN TO A TIP ELEVATION NO HIGHER THAN -18.000
SHEET PILES FOR SHEET PILE ABUTMENT WALL AT END BENT NO.2 ARE TO BE DRIVEN TO A TIP ELEVATION NO HIGHER THAN -12.000.
THIS BRIDGE HAS BEEN DESIGNED IN ACCORDANCE WITH HEC 1B. 'EVALUATING SCOUR AT BRIDGES. MAY ,2001.
NO WAITING PERIOD IS REQUIRED FOR END BENT CONSTRUCTION AFTER COMPLETION OF EMBANKMENT.
REMOVAL OF THE EXISTING BRIDGE SHALL BE PERFORMED SO AS NOT TO ALLOW DEBRIS TO FALL INTO THE WATER AND IN ACCORDANCE
WITH ARTICLE 402-2 OF THE STANDARD SPECIFICATIONS.
THE EXISTING STRUCTURE CONSISTS OF 6 SPANS (18'-8",4 Q 17'-0.18-6').THE SUPERSTRUCTURE CONSISTS OF A REINFORCED CONCRETE
DECK COVERED WITH ASPHALT ON TIMBER JOISTS. THE SUBSTRUCTURE CONSISTS OF ONE END BENT WITH A CONCRETE CAP, TIMBER PILES
AND SHEET PILES AND ONE END BENT WITH A CONCRETE CAP AND TIMBER PILES. THE BENTS CONSIST OF CONCRETE CAPS, TIMBER PILES
AND STEEL CAPS AND TIMBER PILE CRUTCH BENTS. THE EXISTING STRUCTURE SHALL BE REMOVED. THE EXISTING SHEET PILES SHALL ALSO
BE REMOVED.
THE SUBSTRUCTURE OF THE EXISTING BRIDGE INDICATED ON THE PLANS IS FROM THE BEST INFORMATION AVAILABLE. SINCE THIS
INFORDEPART(MENTT OFSSHOWN FOR THE TRANSPORTTATION FORVANYENCE DELADF THE YS OR ADDITIONALR,THE CONTRACTOR COST INCURRED BASEDL HAVE NO CLAIM ON DIFFERENCES BETWEEN VER AGAINST THE THE
THE EXISTING
BRIDGE SUBSTRUCTURE SHOWN ON THE PLANS AND THE ACTUAL CONDITIONS AT THE PROJECT SITE.
ASSUMED LIVE LOAD = HL -93 OR ALTERNATE LOADING.
FOR OTHER DESIGN DATA AND GENERAL NOTES, SEE SHEET SN.
FOR EROSION CONTROL MEASURES.SEE EROSION CONTROL PLANS.
THIS BRIDGE HAS BEEN DESIGNED IN ACCORDANCE WITH THE AASHTO LFRD BRIDGE DESIGN SPECIFICATION.
THIS BRIDGE CONTAINS THE NECESSARY PROTECTION REQUIRED FOR A CORROSIVE SITE.
FOR SUBMITTAL OF WORKING DRAWINGS. SEE SPECIAL PROVISIONS.
FOR CRANE SAFETY. SEE SPECIAL PROVISIONS.
FOR PRESTRESSED CONCRETE MEMBERS, SEE SPECIAL PROVISIONS.
FOR GROUT FOR STRUCTURES.SEE SPECIAL PROVISIONS.
FOR CURING CONCRETE, SEE SPECIAL PROVISIONS
GALVANIZE THE TOP 25 FEET OF ALL PILES IN ACCORDANCE WITH SECTION 1076 OF THE STANDARD SPECIFICATIONS.
FOR FALSEWORK AND FORMWORK, SEE SPECIAL PROVISIONS.
CLASS AA CONCRETE SHALL BE USED IN ALL CAST IN PLACE END BENT AND BENT CAPS AND SHALL CONTAIN CALCIUM NITRITE
CORROSION INHIBITOR.
ALL PRESTRESSED CONCRETE CORE SLAB UNITS AND PRESTRESS PILES SHALL CONTAIN CALCIUM NITRITE CORROSION INHIBITOR.
THE MATERIAL SHOWN IN THE CROSS -HATCHED AREA ON SHEET S-1 SHALL BE EXCAVATED AS SHOWN OR AS DIRECTED BY THE ENGINEER.
THIS WORK WILL BE PAID FOR AT THE CONTRACT LUMP SUM PRICE FOR UNCLASSIFIED STRUCTURE EXCAVATION. SEE SECTION 412 OF
THE STANDARD SPECIFICATIONS.
ALL BAR SUPPORTS USED IN THE BARRIER RAIL. BENT CAPS AND ALL INCIDENTIAL REINFORCING STEEL SHALL BE EPDXY COATED IN
ACCORDANCE WITH THE STANDARD SPECIFICATIONS.
FOR 18"GALVANIZED STEEL SHEET PILES. SEE SPECIAL PROVISIONS.
HYDRAULIC DATA
STRUCTURE TOTAL BILL OF MATERIAL
REMOVAL OF POA
EXISTING TESTING
STRUCTURE
PDA
ASSISTANCE
UNCLASSIFIED
STRUCTURE
EXCAVATION
CLASS AA
CONCRETE
BRIDGE EPDXY
APPROACH COATED
SLABS REINFORCING
STEEL
HP 12X53
GALVANIZED
STEEL PILES
16"PRESTRESSEO
CONCRETE
PILES
PILE
EDRIVES
VERTICAL
CONCRETE
BARRIER
RAIL
RIP RAP
CLASS II
(2'-O"THICK)
FILTER
FABRIC
FOR
DRAINAGE
ELASTOMERIC
BEARINGS
3'-0"X V-9"
PRESTRESSED
CONC.CORED
SLABS
18"GALVANIZED
STEEL
SHEET PILES
LUMP SUM EACH
EACH
LUMP SUM
CU. YDS.
LUMP SUM LBS.
NO. LIN. FT.
NO. LIN. FT.
EACH
LIN. FT.
TONS
SO. YDS.
LUMP SUM
LIN. FT.
S0. FT.
SUPERSTRUCTURE
LUMP SUM
LUMP SUM
240.75
LUMP SUM
1320.00
END BENT '1
17.6
2465
7[q7
4
125
140
3307
BENT '1
10.3
2122
455
4
BENT '2
10.3
2122
455
4
END BENT '2
17.6
2465
7 420
4
130
145
1386
TOTAL
LUMP SUM I
1
LUMP SUM
55.8
LUMP SUM 9174
14 875
14 910
16
240.75
255
285
LUMP SUM
1320.00
4693
DESIGN DISCHARGE = 3400 c.f.s.
FREQUENCY OF DESIGN FLOOD = 25 YRS.
DESIGN HIGH WATER ELEVATION = 9.8
DRAINAGE AREA = 66.8 SO. MI.
BASIC DISCHARGE (0100) = 4610 c.f.s.
BASIC HIGH WATER ELEVATION - 12.4
OVERTOPPING FLOOD DATA
OVERTOPPING DISCHARGE = 3700 c.f.s.
FREQUENCY OF OVERTOPPING FLOOD = 50- YRS.
OVERTOPPING FLOOD ELEVATION = 10.6
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PROJECT NO. 8-5202
BEAUFORT COUNTY
STATION: 15+56.08 -L-

TIE PROPOSED SHEETING
INTO EXISTING BANK
END OF EXISTING I l
TOP OF BANK SHEET PILES
75' ±
,TOP OF TOP OF SHEETING
GROUNDFL, .300
PROPOSED—,-DIST.VARIES
SHEET FROM, O' TO
PILES APPROX.
O
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fOEMD
BOT. OF CHANNEL
AT FACE OF
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CLASS II RIP RAP
2:1 EXCAVATED SLOPE
SECTION A -A
PROPOSED SHEETING -1 24°' -00' -
BEGIN APPROACH SLAB
STA. 14+83.83 -L-
W.P. "1 FILL FACE
Q END BENT 1
STA. 14+94.83 -L-
PROPOSED SHEETING?
PLACE
CLASS II RIP RAP
ON ALL EXCAVATED SLOPES
A
PROPOSED SHEETING
A
TIE PROPOSED SHEETING
INTO EXISTING BANK
w / / _ _
CHANNEL
C / - EDGE
EXISTING y AREA TO BE
SHEET PILES LA
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AND RIP RAPPED
-L-
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REMOVE ALL EXISTING SHEET
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AL
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CVAP.LES
PROJECT N0. B-5202
BEAUFORT COUNTY
STATION: 15+56.08 -L-

0
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FOR SPANS A,B AND C
LOAD FACTORS:
DESIGN
LOAD
RATING
LIMIT STATE YDc Ypw
RESISTANCE
FACTOR
RATING
(LRFD)
SUMMARY FOR FRES I RE55tU
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1.55
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HL 93(Inv)
N/A
1
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1.71
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1.95
N/A
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0.278
2.28
40'
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19.5
N/A -- 1.709 -
1.35
0.549
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40'
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1.95
0.80
0.278
1.94
40'
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1 .
DESIGN
HL-93(Opr)
0.278 2.21 40' EL 19.5
LOAD
HS 2O(Inv)
36.000
2
1.54
55.449
1.75
"-
RATING
HS 20(Oprl
36.000
1.997
71.878
1.35
0.278
2.86
40'
EL
19.5
0.549
2
40'
EL
1.95
N/A
-
3.606
48.687
1.4
0.278
5.1
40'
EL
19.5
0.549
4.13
40'
EL
1.95
0.80
0.278
3.61
40'
EL
19.5
SLASH
13.500
0.278
4.19
40'
EL
15.6
0.549
3.07
40' EL 1.95
0.80
0.278 2.96
40'
EL 19.5
1.4
SNGARBS2
20.000
-
2.964
59.289
EL
15.6
0.549
2.91
40'
EL
1.95
0.80
0.278
2.92
40
EL
15.6
SNAGRIS2
22.000
2.906
63.929
1.4
0.278
4.09
40'
EL
19.5
27.250
1.803
49.125
1.4
0.278
2.55
40'
EL
19.5
0.549
2.07
40'
EL
1.95
O.BO
0.278
1.80
40'
SNCOTT53
40'
EL
19.5
0.549
1.82
40'
EL
1.95
0.80
0.278
1.62
40'
EL
19.5
N
SNAGGRS4
34.925
1.623
56.667
1.4
0.278
2.29
EL
19.5
35.550
1.578
56.107
1.4
0.278
2.23
40'
EL
19.5
0.549
1.9
40'
EL
1.95
0.80
0.278
1.58
40'
SNS5A
1.502
59.992
1.4
0.278
2.12
40'
EL
19.5
0.549
1.77
40'
EL
1.95
0.80
0.278
1.50
40'
EL
19.5
SNS6A
39.950
EL
19.5
0.549
1.81
40'
EL
1.95
0.60
0.278
1.43
40'
EL
19.5
SNS78
42.000
3
1.432
60.149
1.4
0.278
2.02
40'
1
0.549
2.08
40'
EL
1.95
0.80
0.278
I.BS
40'
EL
19.
LEGAL
0.278 2.61 40' EL 19.5
-- 1.848 60.976
1.4
LOAD
TNAGRIT3
33.000
EL
19.5
0.549
1.98
40'
EL
1.95
0.80
0.278
1.87
40'
EL
19.5
RATING
TNT4A
33.075
1.872
61.901
1.4
0.278
2.651
40'
1.587
66.032
1.4
1 0.278
2.24
1 40'
EL
19.5
0.549
1.94
40'
EL
1.95
0.80
0.278
1.59
40'
EL
19.5
TNTGA
41.600
40'
EL
19.5
0.549
1.79
40'
EL
1.95
0.80
0.278
1.63
40'
EL
19.5
-
TNT7A
42.000
1.627
68.354
1.4
0.278
2.3
0.549
1.72
40'
EL
1.95
0.80
0.278
1.66
40'
EL
19.5
0.278 2.35 40' EL 19.5
42.000 1.664 69.888
1.4
TNT78
1.619
69.61
1.4
0.278
2.28
40'
EL
15.6
0.549
1.65
40'
EL
1.95
0.80
0.278
1.62
40'
EL
19.5
TNAGRIT4
43.000
EL
19.5
0.549
1.71
40'
EL
1.95
0.80
0.278
1.50
40'
EL
19.5
TNAGTSA
45.000
.498
67.412
1.4
0.278
2.12
40'
EL
19.5
45.000
Fl,455
65.486
1.4
0.278
2.06
40'
EL
19.5
0.549
1.56
40'
EL
1.95
0.80
0.276
1.46
40'
TNAGT58
0
0 0
LRFR SUMMARY
FOR SPANS A,B AND C
LOAD FACTORS:
DESIGN
LOAD
RATING
LIMIT STATE YDc Ypw
STRENGTH I 1.25 1.50
FACTORS
SERVICE III 1.00 1.00
NOTES:
MINIMUM RATING FACTORS ARE BASED ON THE STRENGTH I AND
SERVICE III LIMIT STATES.
ALLOWABLE STRESSES FOR SERVICE III LIMIT STATE ARE AS
REOUIRED FOR DESIGN.
COMMENTS:
1.
2.
3.
Q CONTROLLING LOAD RATING
O1 DESIGN LOAD RATING (HL -93)
O2 DESIGN LOAD RATING (HS -20)
O3 LEGAL LOAD RATING
SEE CHART FOR VEHICLE TYPE
GIRDER LOCATION
I INTERIOR GIRDER
EL - EXTERIOR LEFT GIRDER
ER EXTERIOR RIGHT GIRDER
SEAL
40
dC11{5.
'yC41AP.lEa�
PROJECT NO. B-5202
BEAUFORT COUNTY
STATION: 15+56.08 -L-

33'-0'
30'-10"(CLEAR ROADWAY)
15-5" 15-5"
VERTICAL CONCRETE BARRIER RAIL (TYP.) L
FOR DETAILS SEE "VERTICAL 7"(A (� BRG.
CONCRETE BARRIER RAIL SECTION"
3'/q" ca � BRG.
/r --/4"Q � BRG. ASPHALT WEARING
GRADE PT. SURFACE (SEE
o m � ROADWAY PLANS)
' 0.02 0.02
\-- 0.6'0 L.R. TRANSVERSE
POST -TENSIONING STRAND
0" IN 21/2-0 HOLE
16'-6"
SHEAR KEYS TO BE FILLED WITH GROUT AFTER
ALL ERECTION HAS BEEN COMPLETED AND AFTER
FINAL TENSIONING OF TRANSVERSE STRANDS
16'-6"
11 PRESTRESSED CONCRETE CORED SLAB UNITS = 33'-0"
HALF SECTION HALF SECTION
AT INTERMEDIATE DIAPHRAGMS TYPICAL SECTION THROUGH VOIDS
*-THE MAXIMUM BARRIER RAIL HEIGHT AND ASPHALT THICKNESS IS SHOWN. THE HEIGHT
OF THE BARRIER RAIL AND ASPHALT THICKNESS VARIES WHILE THE TOP OF THE BARRIER RAIL
FOLLOWS THE PROFILE OF THE GUTTERLINE. FOR RAIL HEIGHT DETAILS AND ASPHALT
THICKNESS SEE THE "VERTICAL CONCRETE BARRIER RAIL SECTION" DETAIL.
FIXED END FIXED END FIXED END
JT. ATBENT AC JT.
END BENT
11/2" JT. 11/ " JT. AT BENT
ASPHALT ASPHALT
WEARING IIWEARING IF �21/z" DOWEL HOLES
SURFACE X21/2" 0 DOWEL HOLE SURFACE -I
12" 0
GROUT6
APPROACH SLAB"•- VOIDS
-. 1'-0"
- -
SEE "BRIDGE �----""--
Q
SHEET FOR QETAILS - iO
2 LAYERS OF 30 LB. IQ -
ROOFING FELT TO
PREVENT BOND. j I
ELASTOMERIC
2"0 BACKER ROD - _ ) BEARING PAD
BEARING SEE "END BENT"
& 6 DOWELS SHEETS FOR DETAILS
SECTION AT END BENT
(� 0.6" 0 L.R. TRANSVERSE
HOLE FOR POST -TENSIONING STRAND
TRANSVERSE STRAND SHEATHED WITH A
NON -CORROSIVE PIPE.
iL
4' 4"
B g- B OUTSIDE FACE
OF EXTERIOR I/,.• 5i
CORED SLAB
I X 5" X 5" Q
STRAND VISE
—FILL RECESS
,/,,WITH GROUT
GROUT
--I
12" 0
- - VOIDS
ELASTOMERIC-'.
BEARING PAD j
2'0 BACKER ROD
1'-6" 1'-6"
1" 10" 1'-4" 10"
3" 11„ 4" 4" 11" 3" 3'-0"
j
I 12" 3 VOIDS
•5 53
3%" CL. Il /
* •4 'B'
o I m 3„
N I N
—CONST. JT. ;
(TYP.) •4 S2• • • •.
♦♦♦ ♦ o
N —
7" TuI
2 SPA. 4 SPA. 2 SPA. _ o •4 S2
Q 2"CTS. 2'CTS. (d 2"CTS. s` ''`'':' .
STRAND LAYOUT FOR 25'. 30' & 35' UNIT " 0 VOIDS
(9 STRANDS REQUIRED) A3- 12 3 N
3-0" EXTERIOR SLAB SECTION
1'-6" 1'-6" ( FOR PRESTRESSED STRAND LAYOUT. SEE
10" I'-4" 10" INTERIOR SLAB SECTION.)
3" 11" 4" 4" 11" 3"
•4 B I I 'll' 0 VOIDS BOND SHALL BE BROKEN ON THESE STRANDS FOR A
DISTANCE OF 6'-0"FROM END OF CORED SLAB UNIT.
`v SEE STANDARD SPECIFICATIONS. ARTICLE 1078-7.
+ i
– •4 S2
o ® •�• m
7 7 �N N
2 SPA. 4 SPA. 2 SPA.
CJ 2'CTS. CJ 2'CTS. CO 2"CTS.
STRAND LAYOUT FOR 40'& 45' UNIT
(13 STRANDS REQUIRED)
12" 0 -----
VOIDS l�
aT - -- --
Lo
I
`-1-ELASTOMERIC
BEARING - I BEARING PAD
& •6 DOWELS - SEE "BENT" SHEETS
FOR DETAILS
SECTION AT BENT
NL:
•5 SI
3'-0"
q 21/2" 0
SDOWEL HOLES 3/ate
•5 Sl
•4 "B"
ELEVATION VIEW SECTION B -B '':.,
GROUTED RECESS AT END OF N, •5 S1
POST -TENSIONED STRAND OF CORED SLABS END ELEVATION
SHOWING PLACEMENT OF DOUBLE STIRRUPS
ASSEMBLED BY M. D. IVY DATE: AND LOCATION OF DOWEL HOLES.
CHECKED BY : B. C. HUNT DATE , 9/20/10 (STRAND LAYOUT NOT SHOWN.)
INTERIOR SLAB UNIT SHOWN -EXTERIOR SLAB
DRAWN BY, DGE 3/09 UNIT SIMILAR EXCEPT SHEAR KEY LOCATION.
CHECKED BY , BCH 3/09 I
3'-0"
10" 1'-4" 10"
3" 11" 4" 4" 11" 3"
-4 712" 0 VOIDS
N
:: -+ +
1
Q O _ + I N
o •4 S2 ®�®
3" 7" 7„I z,. IN
2 SPA. 4 SPA. 2 —SPA.
0 2" CTS. Q 2" CTS. Q 2" CTS.
STRAND LAYOUT FOR 50'& 55' UNIT
E�,-
SHEAR KEY DETAIL
NOTE: OMIT SHEAR KEY ON OUTSIDE FACE
OF EXTERIOR CORED SLABS.
(19 STRANDS REQUIRED)
INTERIOR SLAB SECTION
0.6"0 LOW RELAXATION
❑• BOND SHALL BE BROKEN ON THESE STRANDS FOR A
DISTANCE OF 2'-0"FROM END OF CORED SLAB UNIT,
SEE STANDARD SPECIFICATIONS, ARTICLE 1078-7.
OPTIONAL
TTHESESTRANDS ARE GNOT REOUDIRDED.TIFNTOHE
FABRICATOR CHOOSES TO INCLUDE THESE STRANDS
IN THE CORED SLAB UNIT,THE STRANDS SHALL
BE DEBONDED FOR THE FULL LENGTH OF THE UNIT
AT NO ADDITIONAL COST. SEE STANDARD
SPECIFICATIONS. ARTICLE 1078-7,
DEBONDING LEGEND
PROJECT NO. 8-5202
BEAUFORT COUNTY
STATION: 15+56.08 -L-
(EET 1 OF 3
STATE OF l TH UROLI
DEPARTMENT OF TRANSPORTATION
MECK
STANDARD
3'-0" X Y-9"
PRESTRESSED CONCRETE
CORED SLAB UNIT
900 SKEW
REVISIONS SHEET NO.
BY, I GATE, BY, DATE) S-5
{ TOTAL
U131 LEETS
18

20'-0" 20'-0"
SEE DETAIL "A"—/
1'-0"
2%2"
PLAN OF UNIT
1'-0"
21/2"
-00'-00"
1'-0' 7-•4 S2 PAIRS Q •4 S2 PAIRS
9'CTS. (Z 1'-O'CTS.
6" (� 211/z" 0
DOWEL HOLES
I -CL. ---------------
12"
( -- -12" 0
VOIDS
oz 2 •5 SI ` ----------------
- ------------
PROJECT
-- --- -
8-•5 S3 W 6 -CTS. •5 S3 CJ 1' -0 -CT
3'-0'
3'/a"
DETAIL "A"
NOTE:EXTERIOR UNIT SHOWN - INTERIOR
UNIT SIMILAR EXCEPT OMIT •5 S3 BARS.
A CAR01,�'�
EAC
091
�CYARLEsa
PROJECT NO. B-5202
BEAUFORT COUNTY
STATION: 15+56.08 -L-
SHEET 2 OF 3
VCR1 HAL l.U1Vl,Kt 11 YCR 1 1LAL UUIXURL I C
BARRIER RAIL MATL.IN RAIL BARRIER RAIL
(TYPJ
42-14 S2 PAIRS (SPACED AS SHOWN IN DETAIL "A") (TYP.EA. UNIT)
49-•5 S3 (SPACED AS SHOWN INDETAIL"A")(TYP.EA. EXT. UNIT)
49-•5 S4 (SPACED TO MATCH S3 IN VERTICAL CONCRETE BARRER RAIL)
20'-0" 20'-0'
40'-0"
PLAN OF UNIT
1'-0"
21/2"
-00'-00"
1'-0' 7-•4 S2 PAIRS Q •4 S2 PAIRS
9'CTS. (Z 1'-O'CTS.
6" (� 211/z" 0
DOWEL HOLES
I -CL. ---------------
12"
( -- -12" 0
VOIDS
oz 2 •5 SI ` ----------------
- ------------
PROJECT
-- --- -
8-•5 S3 W 6 -CTS. •5 S3 CJ 1' -0 -CT
3'-0'
3'/a"
DETAIL "A"
NOTE:EXTERIOR UNIT SHOWN - INTERIOR
UNIT SIMILAR EXCEPT OMIT •5 S3 BARS.
A CAR01,�'�
EAC
091
�CYARLEsa
PROJECT NO. B-5202
BEAUFORT COUNTY
STATION: 15+56.08 -L-
SHEET 2 OF 3

4'
Ln
—C BEARING PAD
C 1"0 HOLES
BEARING PAD
- TYPE I -
FIXED END
( TYPE I - 66 REO' D )
ELASTOMERIC BEARING DETAILS
ELASTOMER IN ALL BEARINGS SHALL BE 50 DUROMETER HARDNESS.
z
N1 10" 1"
m o
L4 H
2" CL. MIN.
II
~w
SLABS REQUIRED
ONE
J J
am
40' UNIT
0.6"PJ L.R.
STRAND
=a
6 40'-0" 240.00
INTERIOR C.S.
L�
Ln;
TOTAL
33 1320.00
B4 4 '4
STR 20'-9"
55
w =
z U
H H
N
Tr
c0
1"
Q
Lx
S1 8 '5
3 4'-3"
w
4'-3"
35
OH J
H H
m
299
l L-)<
L
D
U �
N
CU.YDS.
24.6
TOTAL VERTICAL CONCRETE BARRIER RAIL
Wo
LN.FT.
240.50
N N
D
W
Nz
REINFORCING STEEL
W Y
H V
369
e
� H
EPDXY COATED
REINFORCING STEEL
LBS.
a=
6500 P.S.I. CONCRETE
CU. YDS.
m
5.8
I
CONST. JT.
'5 S4
2"
(TYP.)
�'5 S3
- o
�W
a
2%' CL. N O
3%'
r�
GRADE 270 STRANDS
0.6" 0 L.R.
AREA
(SQUARE INCHES ) 0.217
ULTIMATE STRENGTH 58,600
(LBS. PER STRAND )
APPLIED PRESTRESS 43.950
( LBS. PER STRAND )
CORED
SLABS REQUIRED
ONE
NUMBER LENGTH OTAL LENGTH
40' UNIT
0.6"PJ L.R.
STRAND
EXTERIOR C.S.
6 40'-0" 240.00
INTERIOR C.S.
27 40'-0" 1080.00
TOTAL
33 1320.00
DEAD LOAD DEFLECTION AND
CAMBER
ONE
3'-0" x 1'-9"
40'& 45' CORED SLAB UNIT
0.6"PJ L.R.
STRAND
CAMBER ( SLAB ALONE IN PLACE 1
11/4' 4
DEFLECTION DUE TO
SUPERIMPOSED DEAD LOAD
/8 +
FINAL CAMBER
11/B" 4
IM LVULUUtJ rU1U11t WtANINU �,UKh Agit
CONCRETE RELEASE STRENGTH
FOR
UNIT
ONE
UNIT
PSI
25'. 30' & 35' UNITS
4000
40'& 45' UNITS
4000
50'& 55' UNITS
4900
[ '12- EXP. JT. MAT'L HELD IN
PLACE WITH GALVANIZED NAILS.
( NOTE: OMIT EXP. JT. MAT'L.
WHEN SLIP FORM IS USED.
OPEN JT.IN--V-'.
AIL lJ BENT
Ln
J W
Q H
U cr
H Q
w �
> H
0
15 S3 (SEE "PLAN OF
UNIT" FOR SPACING)
Y4' 11 CHAMFER
CONST. J
ELEVATION AT EXPANSION JOINTS
VERTICAL CONCRETE BARRIER RAIL SECTION
ASSEMBLED BY I M. D. IVY DATE i 9/20/10
CHECKED BY : B. C. HUNT DATE : 9/20/10
DRAWN BY .OGE 5/09
CHECKED BY BCH 6/09
BAR TYPES
7-
6"
N
7 h"
S1 1'-9"
O rn v
ALL BAR DIMENSIONS ARE OUT TO OUT
BILL OF MATERIAL
40' CORED SLAB
FOR
UNIT
ONE
BAR BARS PER PAIR OF EXTERIOR UNITS TOTAL NO. SIZE
TYPE I LENGTH
EXTERIOR
UNIT
INTERIOR
UNIT
BAR NUMBER SIZE
TYPE LENGTH WEIGHT
LENGTH WEIGHT
B4 4 '4
STR 20'-9"
55
20'-9"
55
1961
1"
2'-9'4"
S1 8 '5
3 4'-3"
35
4'-3"
35
S2 84 '4
3 5'-4"
299
5-4"
299
S3 49 '5
1 6'-2"
315
CU.YDS.
24.6
TOTAL VERTICAL CONCRETE BARRIER RAIL
LN.FT.
240.50
REINFORCING STEEL
LBS.
369
389
EPDXY COATED
REINFORCING STEEL
LBS.
315
6500 P.S.I. CONCRETE
CU. YDS.
5.8
5.8
0.6" 0 L.R. STRANDS
No.
13
13
NOTES
ALL PRESTRESSING STRANDS SHALL BE 7 -WIRE LOW RELAXATION GRADE
270 STRANDS AND SHALL CONFORM TO AASHTO M203 EXCEPT FOR SAMPLING
REOUIREMENTS WHICH SHALL BE IN ACCORDANCE WITH THE STANDARD
SPECIFICATIONS.
ALL REINFORCING STEEL CAST WITH THE CORED SLAB SECTIONS SHALL BE
GRADE 60 AND SHALL BE INCLUDED IN THE UNIT PRICE BID FOR
PRESTRESSED CONCRETE CORED SLABS.
RECESSES FOR TRANSVERSE STRANDS SHALL BE GROUTED AFTER THE
TENSIONING OF THE STRANDS.
THE 21/2"0 DOWEL HOLES AT FIXED ENDS OF SLAB SECTIONS SHALL BE
FILLED WITH NON -SHRINK GROUT.
THE 2'0 BACKER ROD SHALL CONFORM TO THE REOUIREMENTS OF TYPE M
BOND BREAKER, SEE SECTION 1028 OF THE STANDARD SPECIFICATIONS.
WHEN CORED SLABS ARE CAST.A POSITIVE HOLD-DOWN SYSTEM SHALL BE
EMPLOYED TO PREVENT VOIDS FROM RISING OR MOVING SIDEWAYS. THIS
SYSTEM SHALL BE DESIGNED TO BE LEFT IN PLACE UNTIL THE CONCRETE
HAS REACHED RELEASE STRENGTH. AT LEAST THREE WEEKS PRIOR TO
CASTING CORED SLABS, THE CONTRACTOR SHALL SUBMIT TO THE ENGINEER
FOR REVIEW AND COMMENT, DETAILED DRAWINGS OF THE PROPOSED
HOLD-DOWN SYSTEM. IN ADDITION TO STRUCTURAL DETAILS, LOCATION
AND SPACING OF THE HOLD-DOWNS SHALL BE INDICATED.
ALL REINFORCING STEEL IN THE VERTICAL CONCRETE BARRIER RAIL
SHALL BE EPDXY COATED.
PRESTRESSING STRANDS SHALL BE CUT FLUSH WITH THE CORED SLAB UNIT
ENDS.
APPLY EPDXY PROTECTIVE COATING TO CORED SLAB UNIT ENDS.
GROOVED CONTRACTION JOINTS, V2- IN DEPTH, SHALL BE TOOLED IN ALL
EXPOSED FACES OF THE BARRIER RAIL AND IN ACCORDANCE WITH ARTICLE
825-10(B)OF THE STANDARD SPECIFICATIONS.A CONTRACTION JOINT
SHALL BE LOCATED AT EACH THIRD POINT BETWEEN BARRIER RAIL
EXPANSION JOINTS. ONLY ONE CONTRACTION JOINT IS REOUIRED AT
MIDPOINT OF BARRIER RAIL SEGMENTS LESS THAB 20 FEET IN LENGTH AND
NO CONTRACTION JOINTS ARE REQUIRED FOR THOSE SEGMENTS LESS
THAN 10 FEET IN LENGTH.
TRANSVERSE POST TENSIONING OF THE CORED SLAB UNITS SHALL BE DONE
IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS.EXCEPT THAT THE
STRANDS SHALL BE 0.6"0 AND TENSIONED TO 43,950 POUNDS.
THE TRANSFER OF LOAD FROM THE ANCHORAGES TO THE CORED SLAB UNIT
SHALL BE DONE WHEN THE CONCRETE HAS REACHED A COMPRESSIVE
STRENGTH OF NOT LESS THAN THE REOUIRED STRENGTH SHOWN IN THE
"CONCRETE RELEASE STRENGTH" TABLE.
FOR GROUT FOR STRUCTURES, SEE SPECIAL PROVISIONS.
FOR VERTICAL CONCRETE BARRIER RAIL. SEE SPECIAL PROVISIONS.
PRESTRESSED CONCRETE CORED SLAB UNITS SHALL CONTAIN CALCIUM
NITRITE CORROSION INHIBITOR.
BILL OF MATERIAL FOR VERTICAL
CONCRETE
BARRIER RAIL
BAR BARS PER PAIR OF EXTERIOR UNITS TOTAL NO. SIZE
TYPE I LENGTH
WEIGHT
40' UNIT
Q MID -SPAN
NORMAL CROWN
SECTION
25'. 30' & 35' UNITS
2%B'
2'-11%'
* Bll 32
96 '5
STR 19-7"
1961
1"
2'-9'4"
S4 98
294 '5
2 5'-6"
1687
EPDXY COATED REINFORCING STEEL
LBS.
3648
CLASS AA CONCRETE
CU.YDS.
24.6
TOTAL VERTICAL CONCRETE BARRIER RAIL
LN.FT.
240.50
GUTTERLINE
ASPHALT THICKNESS & RAIL
HEIGHT
30'-10"CLEAR ROADWAY ASPHALT OVERLAY THICKNESS:
RAIL HEIGHT
Q MID -SPAN
Q MID -SPAN
NORMAL CROWN
SECTION
25'. 30' & 35' UNITS
2%B'
2'-11%'
40' & 45' UNITS
21/8'
2'-103/a-
50' & 55' UNITS
1"
2'-9'4"
PROJECT NO. B-5202
BEAUFORT COUNTY
STATION: 15+56.08 -L-
SHEET 3 OF 3
STATE D: NMT" C�LNA
DEPARTMENT OF TRANSPORTATION
RAEE,GN
STANDARD
3'-0" X 1'-9"
PRESTRESSED CONCRETE
CORED SLAB UNIT
���4 `�0`'y, 900 SKEW
At
REVISIONS SHEET NO.
�GCr INE��� BT, DATE. NO BT DATET S-7
CbARLE
11 131Tv[lls
"�....» s I ft 18

GUARDRAIL
CHOR ASSEI
C 1'/6" 0 HOLES (
'/,' HOLD -DOM
'/q" HOLD -DON
PLAN
C GUARDRAIL
ANCHOR ASSEMBLY
SECTION E -E
GUARDRAIL ANCHOR ASSEMBLY DETAILS
FOR LOCATION OF GUARDRAIL ANCHOR
ASSEMBLY, SEE "PLAN" BELOW
JT. @ —
END BENT
FINISH GRADE
� JT.
END BENT L_
rE
44" {
I _4..
T I
GUARDRAIL
ANCHOR ASSEMBLY
m
L+ E
ELEVATION
PLAN
LOCATION OF ANCHORS FOR GUARDRAIL
END BENT '1 SHOWN. END BENT '2 SIMILAR.
NOTES
THE GUARDRAIL ANCHOR ASSEMBLY SHALL CONSIST OF A '/q" HOLD DOWN PLATE AND
7 - %8" 0 BOLTS WITH NUTS AND WASHERS.
THE HOLD-DOWN PLATE SHALL CONFORM TO AASHTO M270 GRADE 36. AFTER
FABRICATION, THE HOLD-DOWN PLATE SHALL BE HOTDIP GALVANIZED IN ACCORDANCE
WITH AASHTO MI11.
BOLTS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A307 AND NUTS SHALL
CONFORM TO THE REQUIREMENTS OF AASHTO M291. BOLTS. NUTS AND WASHERS SHALL
BE GALVANIZED. (AT THE CONTRACTOR'S OPTION.STAINL�SS STEEL BOLTS, NUTS
AND WASHERS MAY BE USED AS AN ALTERNATE FOR THE /e" 0 GALVANIZED BOLTS.
NUTS AND WASHERS. THEY SHALL CONFORM TO OR EXCEED THE MECHANICAL
REQUIREMENTS OF ASTM A307. THE USE OF THIS ALTERNATE SHALL BE APPROVED BY
THE ENGINEER.)
THE GUARDRAIL ANCHOR ASSEMBLY IS REQUIRED AT ALL POINTS WHERE APPROACH
GUARDRAIL IS TO BE ATTACHED TO THE END OF BARRIER RAIL. FOR POINTS OF
ATTACHMENT.SEE SKETCH.
AFTER INSTALLATION. THE EXPOSED THREAD OF THE BOLT SHALL BE BURRED WITH A
SHARP POINTED TOOL.
THE COST OF THE GUARDRAIL ANCHOR ASSEMBLY SHALL BE INCLUDED IN THE UNIT
CONTRACT PRICE BID FOR VERTICAL CONCRETE BARRIER RAIL.
THE VERTICAL REINFORCING BARS MAY BE SHIFTED SLIGHTLY IN THE VERTICAL
CONCRETE BARRIER RAIL TO CLEAR ASSEMBLY BOLTS.
THE 1'/4" 0 HOLES SHALL BE FORMED OR DRILLED WITH A CORE BIT. IMPACT TOOLS
WILL NOT BE PERMITTED. ANY CONCRETE DAMAGED BY THIS WORK SHALL BE REPAIRED
TO THE SATISFACTION OF THE ENGINEER.
C JT. Q � JT. Q
END BENT '1 END BENT '2
SKETCH SHOWING POINTS OF ATTACHMENT
* DENOTES GUARDRAIL ANCHOR ASSEMBLY
H1H CAR01
SEAL
1
C4ARlEs
4
PROJECT NO. B-5202
BEAUFORT COUNTY
STATION: 15+56.08 -L-
4"
4"
GUARDRAIL
ANCHOR ASSEMBLY
GUARDRAIL
4-
ANCHOR ASSEMBLY
PLAN
LOCATION OF ANCHORS FOR GUARDRAIL
END BENT '1 SHOWN. END BENT '2 SIMILAR.
NOTES
THE GUARDRAIL ANCHOR ASSEMBLY SHALL CONSIST OF A '/q" HOLD DOWN PLATE AND
7 - %8" 0 BOLTS WITH NUTS AND WASHERS.
THE HOLD-DOWN PLATE SHALL CONFORM TO AASHTO M270 GRADE 36. AFTER
FABRICATION, THE HOLD-DOWN PLATE SHALL BE HOTDIP GALVANIZED IN ACCORDANCE
WITH AASHTO MI11.
BOLTS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A307 AND NUTS SHALL
CONFORM TO THE REQUIREMENTS OF AASHTO M291. BOLTS. NUTS AND WASHERS SHALL
BE GALVANIZED. (AT THE CONTRACTOR'S OPTION.STAINL�SS STEEL BOLTS, NUTS
AND WASHERS MAY BE USED AS AN ALTERNATE FOR THE /e" 0 GALVANIZED BOLTS.
NUTS AND WASHERS. THEY SHALL CONFORM TO OR EXCEED THE MECHANICAL
REQUIREMENTS OF ASTM A307. THE USE OF THIS ALTERNATE SHALL BE APPROVED BY
THE ENGINEER.)
THE GUARDRAIL ANCHOR ASSEMBLY IS REQUIRED AT ALL POINTS WHERE APPROACH
GUARDRAIL IS TO BE ATTACHED TO THE END OF BARRIER RAIL. FOR POINTS OF
ATTACHMENT.SEE SKETCH.
AFTER INSTALLATION. THE EXPOSED THREAD OF THE BOLT SHALL BE BURRED WITH A
SHARP POINTED TOOL.
THE COST OF THE GUARDRAIL ANCHOR ASSEMBLY SHALL BE INCLUDED IN THE UNIT
CONTRACT PRICE BID FOR VERTICAL CONCRETE BARRIER RAIL.
THE VERTICAL REINFORCING BARS MAY BE SHIFTED SLIGHTLY IN THE VERTICAL
CONCRETE BARRIER RAIL TO CLEAR ASSEMBLY BOLTS.
THE 1'/4" 0 HOLES SHALL BE FORMED OR DRILLED WITH A CORE BIT. IMPACT TOOLS
WILL NOT BE PERMITTED. ANY CONCRETE DAMAGED BY THIS WORK SHALL BE REPAIRED
TO THE SATISFACTION OF THE ENGINEER.
C JT. Q � JT. Q
END BENT '1 END BENT '2
SKETCH SHOWING POINTS OF ATTACHMENT
* DENOTES GUARDRAIL ANCHOR ASSEMBLY
H1H CAR01
SEAL
1
C4ARlEs
4
PROJECT NO. B-5202
BEAUFORT COUNTY
STATION: 15+56.08 -L-

EL. 8.300
TOP OF SHEET PILES
OUTSIDE OF CAP (LEVEL)
POUR •2
UPPER PART L
OF WINGS
POUR •1 —
CAP,LOWER &
PART OF WINGS
39'-0'
1
T PILES 26 - PZ -27 GALVANIZED S
1'-10'/2"
EL. 12.218
TOP OF WING
(LEVEL)
MIN TIP EL. -23.700
FOR SHEET PILES
OUTSIDE OF CAP HP 12 X 53
GALVANIZED STEEL PILES
PZ -27 STEEL SHEET PILES —�
(TO RUN CONTINUOUS
AS SHOWN IN PLAN VIEW)
191-6" I -L-
LATERAL GUIDE
SEE SHEET 4 OF 4 9�z" 9/2"
FOR DETAILS
(TYP. EA. END)
1'-7'
I%2'EXP. JT. SEE DETAIL "A" (TYP.) (TYP.)
MAT'L. (TYP.) (SHEET 4 OF 4)
IL
T PILES
19'-6"
1' 0" 1'-10'2-
(TYPJ
1'X 8'X 2'-6'
ELASTOMERIC BRG.
90°-00'-00" PAD (TYP.)
POUR °3
LATERAL
GUIDES
— •4 B3 UNDER "4 82
OVER PILES Cd 4' -0 -CTS.
(10 REO'D)
PI AN
EL. 9.718
(LEVEL) WORKLINE
5'MIN
SPLICE
(TYP.) 4-9 81 —
14 B4 Q 4'-0' CTS.
(9 REO'D)
3-"482
(2 BAR RUNN
I wz
1' 0" FOR WING DETAILS, SEE SHEET 3 OF 4.
PZ -27
THE CONTRACTOR HAS THE OPTION TO OMIT
THE LATERAL GUIDE IF APPROVED BY THE
ENGINEER.
ALL REINFORCING STEEL SHALL BE EPDXY
COATED.
ALL BAR SUPPORTS USED IN THE END BENT
CAP SHALL BE EPDXY COATED IN ACCORDANCE
WITH THE STANDARD SPECIFICATIONS.
CLASS AA CONCRETE SHALL BE USED IN THE
45° CONNECTOR END BENT CAPS AND SHALL CONTAIN CALCIUM
i� 24 00'-00"
0
SEE DETAIL "A" Q
AO'P� 21 SN��Z NOTES
STIRRUPS IN CAP MAY BE SHIFTED AS
NECESSARY TO CLEAR DOWELS.
THE LATERAL GUIDES ARE NOT TO BE
POURED UNTIL AFTER THE CORED SLAB
UNITS ARE IN PLACE.
THE CONCRETE IN THE SHADED AREA OF
THE WING SHALL BE POURED AFTER THE
VERTICAL CONCRETE BARRIER RAIL IS
CAST IF SLIP FORMING IS USED.
FOR PILE SPLICE DETAILS,SEE SHEET 4 OF 4.
PZ -27
EL. 12.218 -
TOP OF WING
{` (LEVEL)
CONST. JT.�
t7 (TYP.)
N
W
z
L 3-'4 B2
(OVER SHEET PILES) 6"
(2 BAR RUNS) STEEL SHEET
J =
C� W
W
W J
•4 62 (EACH FACE)
4-•4 B2
(OVER PILES)
ti mo \ a W.P.
v Na
A
(2 BAR RUNS)
(2 BAR RUNS)
cow FILL FACE
MBEOMENT
^
W (TYP.)
@ 5'-0" CTS.
(TYP.)
TURNED AND INSTALLED THROUGH
�v) 1'-2%2"
PILES THE SHEET PILES
8" 8-•4 51,52 & "4S5 8" 8"
16'-2/2"
16'-22"
POUR °3
LATERAL
GUIDES
— •4 B3 UNDER "4 82
OVER PILES Cd 4' -0 -CTS.
(10 REO'D)
PI AN
EL. 9.718
(LEVEL) WORKLINE
5'MIN
SPLICE
(TYP.) 4-9 81 —
14 B4 Q 4'-0' CTS.
(9 REO'D)
3-"482
(2 BAR RUNN
I wz
1' 0" FOR WING DETAILS, SEE SHEET 3 OF 4.
PZ -27
THE CONTRACTOR HAS THE OPTION TO OMIT
THE LATERAL GUIDE IF APPROVED BY THE
ENGINEER.
ALL REINFORCING STEEL SHALL BE EPDXY
COATED.
ALL BAR SUPPORTS USED IN THE END BENT
CAP SHALL BE EPDXY COATED IN ACCORDANCE
WITH THE STANDARD SPECIFICATIONS.
CLASS AA CONCRETE SHALL BE USED IN THE
45° CONNECTOR END BENT CAPS AND SHALL CONTAIN CALCIUM
i� 24 00'-00"
0
SEE DETAIL "A" Q
AO'P� 21 SN��Z NOTES
STIRRUPS IN CAP MAY BE SHIFTED AS
NECESSARY TO CLEAR DOWELS.
THE LATERAL GUIDES ARE NOT TO BE
POURED UNTIL AFTER THE CORED SLAB
UNITS ARE IN PLACE.
THE CONCRETE IN THE SHADED AREA OF
THE WING SHALL BE POURED AFTER THE
VERTICAL CONCRETE BARRIER RAIL IS
CAST IF SLIP FORMING IS USED.
FOR PILE SPLICE DETAILS,SEE SHEET 4 OF 4.
PZ -27
EL. 12.218 -
TOP OF WING
{` (LEVEL)
CONST. JT.�
t7 (TYP.)
ELEVATION
WINGS NOT SHOWN FOR CLARITY.
FOR SECTION A -A. SEE SHEET 4 OF 4.
2- 4 S3
(TYP. EA. PILE)
z
L 3-'4 B2
(OVER SHEET PILES) 6"
(2 BAR RUNS) STEEL SHEET
INSTALLATION OF THE 4" DIAMETER
•4 62 (EACH FACE)
4-•4 B2
(OVER PILES)
PILE EMB. (TYP.)
1'-0"MIN.
A
(2 BAR RUNS)
(2 BAR RUNS)
4'HIGH BEAM BOLSTER
MBEOMENT
THE DRAIN PIPE.ONCE THE PIPE IS
@ 5'-0" CTS.
(TYP.)
TURNED AND INSTALLED THROUGH
TOP OF SHEET
PILES THE SHEET PILES
8" 8-•4 51,52 & "4S5 8" 8"
(LEVEL)
(TYP.) @ 8- TS. (TYP.) (TYP
(TYP. EACH BAY) U-
6'
6'-0"
MIN TIP EL. -18.000
FOR SHEET PILES —
INSIDE OF CAP
ELEVATION
WINGS NOT SHOWN FOR CLARITY.
FOR SECTION A -A. SEE SHEET 4 OF 4.
NIS
I EL. 7.218 I I I
BOTTOM OF CAP & WING
(LEVEL)
I I 4 Sl, "4S2�5
(TYP. EACH END)
MIN TIP EL. -23.700
FOR SHEET PILES
OUTSIDE OF CAP
CAkoj
EAL
09
111E ?
'CVAP,LES
PROJECT NO. B-5202
BEAUFORT COUNTY
STATION: 15+56.08 -L-
SHEET 1 OF 4
NITRITE CORROSION INHIBITOR.
THE CONTRACTOR SHALL PROVIDE FOR
DETAIL " A
INSTALLATION OF THE 4" DIAMETER
DRAIN PIPE THROUGH THE WING WALL
AS REQUIRED FOR REINFORCED BRIDGE
APPROACH FILLS.SEE THE ROADWAY PLANS.
REINFORCING STEEL IN THE WING WALL
MAY BE SHIFTED AS NECESSARY TO CLEAR
THE DRAIN PIPE.ONCE THE PIPE IS
THROUGH THE WING THE PIPE SHALL BE
EL. 8.300
TURNED AND INSTALLED THROUGH
TOP OF SHEET
PILES THE SHEET PILES
n OUTSIQE OF CAP
(LEVEL)
NIS
I EL. 7.218 I I I
BOTTOM OF CAP & WING
(LEVEL)
I I 4 Sl, "4S2�5
(TYP. EACH END)
MIN TIP EL. -23.700
FOR SHEET PILES
OUTSIDE OF CAP
CAkoj
EAL
09
111E ?
'CVAP,LES
PROJECT NO. B-5202
BEAUFORT COUNTY
STATION: 15+56.08 -L-
SHEET 1 OF 4

1'�
BENT
CONTROL LINE
& c PILES
17'-9' 17'- 9'
16'-71/2"
NOTES
/
W.P. ---///
STIRRUPS IN CAP MAY BE SHIFTED AS NECESSARY
-
L-
SHEET 2 OF 2.
9'z"
/
THE LATERAL GUIDES ARE NOT TO BE POURED UNTIL
2'-6"X 8'X 1"
AFTER THE CORED SLAB UNITS ARE IN PLACE.
ELASTOMERIC BEARING
* INVERT ALTERNATE STIRRUPS.
PAD (TYPE I) (TYP.) 1'-7' 1 -5` 901-00'-00"
THE CONTRACTOR HAS THE OPTION TO OMIT THE
(TYP.) (TYP.)
LATERAL GUIDE IF APPROVED BY THE ENGINEER.
1ifz"
ALL REINFORCING STEEL SHALL BE EPDXY COATED.
PLAN
ALL BAR SUPPORTS USED IN THE BENT CAP SHALL BE
FOR LATERAL GUIDE=
DETAILS, SEE
NOTES
/
W.P. ---///
STIRRUPS IN CAP MAY BE SHIFTED AS NECESSARY
1/2"EXP. JT.
MAT'L. (TYP.)
SHEET 2 OF 2.
THE LATERAL GUIDES ARE NOT TO BE POURED UNTIL
AFTER THE CORED SLAB UNITS ARE IN PLACE.
* INVERT ALTERNATE STIRRUPS.
THE CONTRACTOR HAS THE OPTION TO OMIT THE
SEE DETAIL "A"
LATERAL GUIDE IF APPROVED BY THE ENGINEER.
1ifz"
ALL REINFORCING STEEL SHALL BE EPDXY COATED.
PLAN
ALL BAR SUPPORTS USED IN THE BENT CAP SHALL BE
•4 U1
SPECIFICATIONS.
CLASS AA CONCRETE SHALL BE USED IN THE BENT CAPS
(TYP. EA. END)
AND SHALL CONTAIN CALCIUM NITRITE CORROSION
INHIBITOR.
q CORED
SPAN
B
B
4-•10
Bl
WORKLINE
(TYP.)
LATERAL GUIDE02-MIN.
(TYP.)ICE
(TY PSE A
°4 B5 Q 4'-O"CTS.
(9 REQUIRED)
CL
D >-
BEARING
& DOWELS (TYP.)
-- -�-
n
9/2" 9/2"
(TYP.) (TYP.)
d
SPAN
A
3-•4 U2
Lo
(TYP. EA. END)
BENT CONTROL -
LINE
4"HIGH B.B.
7
A
i
V2-'4
'9 U3
4 °4 B4
(OVER PILES)
i (2 BAR RUNS)
S2
(TYP. EA. PILE)
` '5 B3
(EACH FACE)
1'-0"MIN.
EMBT DP Ej NT
(TYP. EA. END)
i i
* "5 SI
1' 0" 9"
* 6-"5 Sl
9"
(TYP. EA. END)
(TYP.) (TYP.)
CJ 9" CTS.
(TYP.)
(TYP. EA. BAY)
5'-3"
5'-3"
5'-3"
5'-3"
5'-3"
5'-3"
2'-O"
16"PRESTRESSED
CONCRETE PILES
O O O
O O ©
(D
ELEVATION
FOR SECTION A -A. SEE SHEET 2 OF 2
CONST. JT.
(TYP.)
2'-6"X 8'X 1" *6 DI DOWELS
TOP OF CAP ELASTOMERIC BEARING TO PROJECT 9'
EL. 9.836 PAD (TYPE I) (TYP.) ABOVE CAP (TYP.)
(LEVEL)
DETAIL "A"
(DIMENSIONS ARE TYPICAL EACH BEARING)
�n z
N �
BOTTOMOF CAP
EL. 7.336
(LEVEL)
AL
09
czF 1 N �z
�NAPViS-
PROJECT NO. B-5202
BEAUFORT COUNTY
STATION: 15+56.08 -L-
SHEET 1 OF 2
NOTES
STIRRUPS IN CAP MAY BE SHIFTED AS NECESSARY
TO CLEAR DOWELS.
THE LATERAL GUIDES ARE NOT TO BE POURED UNTIL
AFTER THE CORED SLAB UNITS ARE IN PLACE.
* INVERT ALTERNATE STIRRUPS.
THE CONTRACTOR HAS THE OPTION TO OMIT THE
LATERAL GUIDE IF APPROVED BY THE ENGINEER.
1ifz"
ALL REINFORCING STEEL SHALL BE EPDXY COATED.
ALL BAR SUPPORTS USED IN THE BENT CAP SHALL BE
EPDXY COATED IN ACCORDANCE WITH THE STANDARD
SPECIFICATIONS.
CLASS AA CONCRETE SHALL BE USED IN THE BENT CAPS
AND SHALL CONTAIN CALCIUM NITRITE CORROSION
INHIBITOR.
q CORED
SPAN
B
B
SLAB UNIT
(TYP.)
BEARING
& DOWELS (TYP.)
-- -�-
n
9/2" 9/2"
(TYP.) (TYP.)
d
SPAN
A
-R7
Lo
BENT CONTROL -
LINE
CONST. JT.
(TYP.)
2'-6"X 8'X 1" *6 DI DOWELS
TOP OF CAP ELASTOMERIC BEARING TO PROJECT 9'
EL. 9.836 PAD (TYPE I) (TYP.) ABOVE CAP (TYP.)
(LEVEL)
DETAIL "A"
(DIMENSIONS ARE TYPICAL EACH BEARING)
�n z
N �
BOTTOMOF CAP
EL. 7.336
(LEVEL)
AL
09
czF 1 N �z
�NAPViS-
PROJECT NO. B-5202
BEAUFORT COUNTY
STATION: 15+56.08 -L-
SHEET 1 OF 2

PLAN "'I ELEVATION
LATERAL GUIDE DETAILS
(LEFT LATERAL GUIDE SHOWN, RIGHT SIDE SIMILAR)
BENT CONTROL LINE
DRAWN BY i M. U. IVT
CHECKED BY : B. C. H
DRAWN BY : DGE 05/10
CHECKED BY : MKT 05/10
DATE : 1/31/11
DATE : 2/2/11
SECTION
h
- A
BAR NO. SIZE TYPE LENGTH WEIGHT
Bi 4 °10 1 37'-8`
648
•4 B5
`a)
63 4 •5 STR 35'-2"
147
N. CL.
I
I(
�Z
N
T — ----
i
_
N
U
5 ---
D1 44 °6 STR 1' 6'
99
Q
1EXP. °
[-
"4 U4
7'/2
•9 U3
(TIE TO
'10 B2)
1'-0"
1'-0'
JT. MAT'L.
CONST. JT.
PLAN "'I ELEVATION
LATERAL GUIDE DETAILS
(LEFT LATERAL GUIDE SHOWN, RIGHT SIDE SIMILAR)
BENT CONTROL LINE
DRAWN BY i M. U. IVT
CHECKED BY : B. C. H
DRAWN BY : DGE 05/10
CHECKED BY : MKT 05/10
DATE : 1/31/11
DATE : 2/2/11
SECTION
A
- A
BAR NO. SIZE TYPE LENGTH WEIGHT
Bi 4 °10 1 37'-8`
648
32 4 •10 STR 35-2"
•4 U2 —
BAR TYPES
� �--1'-3., LAP
HK. O HK. \�/y
1'-5" 34'-10" 1'-5"
L2O
Y
2'-B" U1
1'-11' U2
O
2'-7-
U3
6' U4
r)
2'-9' °° O
ALL BAR DIMENSIONS ARE OUT TO OUT.
END OF CAP VIEW
(TYPICAL BOTH ENDS)
BILL OF MATERIAL
FOR ONE BENT
BAR NO. SIZE TYPE LENGTH WEIGHT
Bi 4 °10 1 37'-8`
648
32 4 •10 STR 35-2"
`a)
63 4 •5 STR 35'-2"
147
B4 8 •4 STR 18'-10'
101
85 13 '4 STR 2'-9"
24
D1 44 °6 STR 1' 6'
99
51 38 15 2 7'-7-
7'/2
•9 U3
(TIE TO
'10 B2)
1'-0"
1'-0'
7'/2"
END OF CAP VIEW
(TYPICAL BOTH ENDS)
BILL OF MATERIAL
FOR ONE BENT
BAR NO. SIZE TYPE LENGTH WEIGHT
Bi 4 °10 1 37'-8`
648
32 4 •10 STR 35-2"
605
63 4 •5 STR 35'-2"
147
B4 8 •4 STR 18'-10'
101
85 13 '4 STR 2'-9"
24
D1 44 °6 STR 1' 6'
99
51 38 15 2 7'-7-
301
S2 14 '4 3 8'-1'
76
U1 4 °4 4 5'-8'
15
U2 6 •4 4 4'-11"
20
U3 2 °9 4 9'-11"
67
U4 8 °4 4 3'-6"
19
EPDXY COATED REINFORCING STEEL 2122 LBS
(FOR ONE BENT)
CLASS AA CONCRETE BREAKDOWN
(FOR ONE BENT)
POUR 'I (CAP) A 10.2 C.Y.
POUR •2 (LATERAL GUIDES) 0.1 C.Y.
TOTAL CLASS AA CONCRETE 10.3 C.Y.
16'PRESTRESSED CONCRETE PILES
(FOR ONE BENT)
No. 7 LIN. FT. 455
A CONCRETE DISPLACED BY THE 16"PRESTRESSED I
CONCRETE PILES HAS BEEN DEDUCTED FROM
THE CONCRETE QUANTITY.
PROJECT NO. B-5202
BEAUFORT COUNTY
STATION: 15+56.08 -L-
SHEET 2 OF 2
STATE OF MORTN CAROLINA
DEPARTMENT OF TRANSPORTATION
RALEIGH
SUBSTRUCTURE
BENT No.l
REVISIONS 11 SHEET NO.
DATES ND BY, I DATE: I S-14
131 LEES
18

BENT
CONTROL LF
INE
C PILES
FOR LATERAL GUIDE J
DETAILS. SEE
SHEET 2 OF 2.
17'-9' 17'-9"
16'-7/z" 16'-7/z"
-L-
"4 B5 (J 4'-0"CTS.
(9 REOUIRED)
9'/2"
F
2'-6" X 8'X 1'
ELASTOMERIC BEARING
PAD (TYPE I) (TYP.) V-7' 1-5" 90"-00'-00'
(TYP.) (TYPJ
rte— • •— — —
12
_LJ � — --�_
"L"
(TYP. EA. ENDI
— LATERAL GUTDF
3-"4
(TYP. EA.
"9 U3 -
(TYP. EA. Et
W.P.
SEE DETAIL "A"
PLAN
4-110 B1 WORKLINE
_2'-5"MIN.
0/2"EXP. JT.
MAT'L. (TYP.)
CONST. JT.
(TYP.)
TOP OF CAP
EL. 9.956
(LEVEL)
ELEVATION
FOR SECTION A-A.SEE SHEET 2 OF 2
O
O
BOTTOMOF CAP
EL. 7.456
(LEVEL)
NOTES
STIRRUPS IN CAP MAY BE SHIFTED AS NECESSARY
TO CLEAR DOWELS.
THE LATERAL GUIDES ARE NOT TO BE POURED UNTIL
AFTER THE CORED SLAB UNITS ARE IN PLACE.
*INVERT ALTERNATE STIRRUPS.
THE CONTRACTOR HAS THE OPTION TO OMIT THE
LATERAL GUIDE IF APPROVED BY THE ENGINEER.
ALL REINFORCING STEEL SHALL BE EPDXY COATED.
ALL BAR SUPPORTS USED IN THE BENT CAP SHALL BE
EPDXY COATED IN ACCORDANCE WITH THE STANDARD
SPECIFICATIONS.
CLASS AA CONCRETE SHALL BE USED IN THE BENT CAPS
AND SHALL CONTAIN CALCIUM NITRITE CORROSION
INHIBITOR.
� CORED
SLAB UNIT
i
2'- 6'
(TYP.)
I
BEARING ) 7'
(TYP.)
& DOWELS
9/2" 9/2"
tTYPJ (TYP.)
QIP %
-----
c:
cc ` - m r
10a
BENT CONTROL -
LINE
2'-6"X 8"X 1" 16 D1 DOWELS
ELASTOMERIC BEARING TO PROJECT 9"
PAD (TYPE I) (TYP.) ABOVE CAP (TYP.)
DETAIL "A"
(DIMENSIONS ARE TYPICAL EACH BEARING)
� a
S AL `
1NE� per!
CYARLVS�.+fi
PROJECT NO. B-5202
BEAUFORT COUNTY
STATION: 15+56.08 —L—
SHEET 1 OF 2
(TYP.)
(T YA
"4 B5 (J 4'-0"CTS.
(9 REOUIRED)
F
12
END)
D i
"4-*IOB2
N
4"HIGH B.B.
IA
(Z 5' -0 -CTS.
I 4-"4 64
(OVERPILES)(TYP.
i 12 BAR RUNS)
2-"4 S2
EA. PILE)
"5 B31'-0"MIN.
(EACH FACE)
i
EMBEDMENT
D)
I
I
I
I I
(TYP.)
I
1'-0' 9"
* 6-"5 Sl
9'
(TYP. EA. END)
(TYP.) (TYP.)
(d 9" CTS.
(TYP.)
(TYP. EA. BAY)
2' 0"
5'-3"
5'-3"
5' 3"
5'-3"
5'-3"
5'-3"
2'-0"
16"PRESTRESSED
CONCRETE PILES
ELEVATION
FOR SECTION A-A.SEE SHEET 2 OF 2
O
O
BOTTOMOF CAP
EL. 7.456
(LEVEL)
NOTES
STIRRUPS IN CAP MAY BE SHIFTED AS NECESSARY
TO CLEAR DOWELS.
THE LATERAL GUIDES ARE NOT TO BE POURED UNTIL
AFTER THE CORED SLAB UNITS ARE IN PLACE.
*INVERT ALTERNATE STIRRUPS.
THE CONTRACTOR HAS THE OPTION TO OMIT THE
LATERAL GUIDE IF APPROVED BY THE ENGINEER.
ALL REINFORCING STEEL SHALL BE EPDXY COATED.
ALL BAR SUPPORTS USED IN THE BENT CAP SHALL BE
EPDXY COATED IN ACCORDANCE WITH THE STANDARD
SPECIFICATIONS.
CLASS AA CONCRETE SHALL BE USED IN THE BENT CAPS
AND SHALL CONTAIN CALCIUM NITRITE CORROSION
INHIBITOR.
� CORED
SLAB UNIT
i
2'- 6'
(TYP.)
I
BEARING ) 7'
(TYP.)
& DOWELS
9/2" 9/2"
tTYPJ (TYP.)
QIP %
-----
c:
cc ` - m r
10a
BENT CONTROL -
LINE
2'-6"X 8"X 1" 16 D1 DOWELS
ELASTOMERIC BEARING TO PROJECT 9"
PAD (TYPE I) (TYP.) ABOVE CAP (TYP.)
DETAIL "A"
(DIMENSIONS ARE TYPICAL EACH BEARING)
� a
S AL `
1NE� per!
CYARLVS�.+fi
PROJECT NO. B-5202
BEAUFORT COUNTY
STATION: 15+56.08 —L—
SHEET 1 OF 2

1112.
7
An
--
•4 B5
Z. ,i
v
N
LA
U
(
648
B2 4 •10 STR 35'-2'
v
~Z1�/p'EXP.
B3 4 •5 STR 35'-2"
'4 U4
A
101
B5 13 '4 STR 2'-9'
JT. MAT'L.
CONST. JT.
PLAN "'j ELEVATION
LATERAL GUIDE DETAILS
(LEFT LATERAL GUIDE SHOWN,RIGHT SIDE SIMILAR)
BENT CONTROL LINE
3'- 3'
l'- 7'/2" V- 7'/2"
1'-2/," 10" V-2/,"
DRAWN BY : M. D. IVY DATE ; 1/31/11
CHECKED BY B. C. HUNT DATE : 2/2/11
DRAWN BY : DGE 01 /10
CHECKED BY 4KT OS/10
SECTION A -A
'4 U2 —
BAR TYPES
� \ / 3•, LAP
HK. O HK.
1'-5' 34'-10" 1'-5"
O
2'-2" 0
Y
x
N
2'-8" UI
1'-11" U2
O 2'-7' U3
6" U4
r,
2'-9" °° ° O
.n =
ALL BAR DIMENSIONS ARE OUT TO OUT.
F*4 U1
END OF CAP VIEW
(TYPICAL BOTH ENDS)
BILL OF MATERIAL
FOR ONE BENT
BAR NO. SIZE TYPE LENGTH
WEIGHT
B1 4 110 1 37'-8'
648
B2 4 •10 STR 35'-2'
v+
B3 4 •5 STR 35'-2"
147
64 8 •4 STR 18'-10"
101
B5 13 '4 STR 2'-9'
24
D1 44 •6 STR 1'-6"
99
SI 3B •5 2 7'-7"
301
•9 U3
(TIE TO
'10 62)
1 76
7'/2'
END OF CAP VIEW
(TYPICAL BOTH ENDS)
BILL OF MATERIAL
FOR ONE BENT
BAR NO. SIZE TYPE LENGTH
WEIGHT
B1 4 110 1 37'-8'
648
B2 4 •10 STR 35'-2'
605
B3 4 •5 STR 35'-2"
147
64 8 •4 STR 18'-10"
101
B5 13 '4 STR 2'-9'
24
D1 44 •6 STR 1'-6"
99
SI 3B •5 2 7'-7"
301
S2 14 '4 3 8-1'
1 76
Ul 4 '4 4 5'-8"
15
U2 6 •4 1 4 4'-11"
20
U3 2 •9 4 9'-11"
67
U4 8 •4 4 3'-6"
19
EPDXY COATED REINFORCING STEEL
(FOR ONE BENT)
2122 LBS
CLASS AA CONCRETE BREAKDOWN
(FOR ONE BENT)
POUR •1 (CAP) ♦ 10.2 C.Y.
POUR '2 (LATERAL GUIDES) 0.1 C.Y.
TOTAL CLASS AA CONCRETE 10.3 C.Y.
16"PRESTRESSED CONCRETE PILES
(FOR ONE BENT)
No. 7 LIN. FT. 455
A CONCRETE DISPLACED BY THE 16"PRESTRESSED
CONCRETE PILES HAS BEEN DEDUCTED FROM
THE CONCRETE QUANTITY.
PROJECT NO. B-5202
BEAUFORT COUNTY
STATION: 15+56.08 -L-
SHEET 2 OF 2
STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
RALEIL
SUBSTRUCTURE
BENT No.2
REVISIONS 11SHEET NO.
Nol BT, 1 DATE. INOJ BY, I DATE, S-16

FI F\/ATT(1NI
L
w o
H ' z
W hJ-1 Q
USF
Z W !n
O OHO
N
>L J
O W
w
O W
-
"f ,
16" m
FOR ONE
16"PRESTRESSED PILE
5 TURN'S AT 1" PITCH
LENGTH
CONCRETE
CU. YDS.
w w
J H
TWO POINT PICK-UP
0.207L 0.586L
25'-0"
1.63
3.31
O
W
U LLO
H
J J
H H
d d
uj � W
30'-0"
c
3.97
91-0"
W
J CL
0
A
x
2.29
4.63
10'-6"
24'-6"
>
O
N ~
�
z i
U
-
5.29
12'-0"
28'-0"
O
w
a
Q
CC
H
13'-6"
31'-6"
9'-4"
'J
50'-0"
J H
N
6.61
15'-0"
35'-0"
101-4"
W
a
m
B
7.28
�
M
11'-4'/2"
32'-3-
STRAND
X
OPTIONAL BUILD-UP
WITH
DOWELS
4.25
8.60
DOWELS
38'-1"
H
Q_
9.26
14'-6"
�
4.90
9.92
5 TURNS AT 1" PITCH
BUILD-UP AND
SPIRAL REINFORCING
16"
i - I /- PRESTRESS STRAND (TYP,) -\
O O O
O
2" CL.
O TYP. O
1/z"0 FIELD DRILLED J
HOLE (TYP.) W/ •8 DOWEL.
SECTION "B -B"
2" CL.
TYP.
(AT THE CONTRACTOR'S OPTION, PILE BUILD-UP MAY BE CONSTRUCTED WITH DOWELS.)
16"
1" 8 PRESTRESS8-•6 BARS
TYP.Fr
STRANDS
TYP.
CL.
TYP.
1
q
D 22
2" CL.
(3D4'
TYP. 1
T
W4.0 COLD DRAWN STEEL WIRE SPIRAL TYPICAL PATTERN
TYPICAL SECTION SECTION "A -A" FOR BURNING STRANDS
1/2" OR 0.6" 0 GRADE 270 L.R. PRESTRESS STRANDS
16"
1" 8 PRESTRESS 8-6 BARS
TYP. STRANDS
2" CL.
TYP.
3 1 4
2" CL.
n TYP. 2 2
4 1
LW4.0 COLD DRAWN STEEL WIRE SPIRAL-- TYPICAL PATTERN
TYPICAL SECTION SECTION "A -A" FOR BURNING STRANDS
1/2" OR 0.6" 0 GRADE 270 L.R. PRESTRESS STRANDS
PICK - UP POINTS
QUANTITIES
FOR ONE
16"PRESTRESSED PILE
-
LENGTH
CONCRETE
CU. YDS.
w w
J H
TWO POINT PICK-UP
0.207L 0.586L
25'-0"
1.63
3.31
O
W
U LLO
H
J J
H H
d d
uj � W
30'-0"
1.96
3.97
91-0"
W
J CL
0
Z L]
ul Li
0 :2
O O
2.29
4.63
10'-6"
24'-6"
>
O
N ~
> N
H N
Lu
5.29
12'-0"
28'-0"
8 3'/2'
w
a
Q
x w
O CC
�
N W
13'-6"
31'-6"
9'-4"
26'-4'
50'-0"
J H
N
6.61
15'-0"
35'-0"
101-4"
W
a
55'-0"
B
7.28
PRESTRESS
B
11'-4'/2"
32'-3-
STRAND
3.92
OPTIONAL BUILD-UP
WITH
DOWELS
16"
i - I /- PRESTRESS STRAND (TYP,) -\
O O O
O
2" CL.
O TYP. O
1/z"0 FIELD DRILLED J
HOLE (TYP.) W/ •8 DOWEL.
SECTION "B -B"
2" CL.
TYP.
(AT THE CONTRACTOR'S OPTION, PILE BUILD-UP MAY BE CONSTRUCTED WITH DOWELS.)
16"
1" 8 PRESTRESS8-•6 BARS
TYP.Fr
STRANDS
TYP.
CL.
TYP.
1
q
D 22
2" CL.
(3D4'
TYP. 1
T
W4.0 COLD DRAWN STEEL WIRE SPIRAL TYPICAL PATTERN
TYPICAL SECTION SECTION "A -A" FOR BURNING STRANDS
1/2" OR 0.6" 0 GRADE 270 L.R. PRESTRESS STRANDS
16"
1" 8 PRESTRESS 8-6 BARS
TYP. STRANDS
2" CL.
TYP.
3 1 4
2" CL.
n TYP. 2 2
4 1
LW4.0 COLD DRAWN STEEL WIRE SPIRAL-- TYPICAL PATTERN
TYPICAL SECTION SECTION "A -A" FOR BURNING STRANDS
1/2" OR 0.6" 0 GRADE 270 L.R. PRESTRESS STRANDS
PICK - UP POINTS
QUANTITIES
FOR ONE
16"PRESTRESSED PILE
ULTIMATE
LENGTH
CONCRETE
CU. YDS.
PILE WT.
TONS
ONE POINT PICK-UP
0.30OL 0.70OL
TWO POINT PICK-UP
0.207L 0.586L
25'-0"
1.63
3.31
7'-6"
17'-6'
5'-2"
]4-8'
30'-0"
1.96
3.97
91-0"
21'-0"
6'-2'/2"
17'-7"
35'-0"
2.29
4.63
10'-6"
24'-6"
7'-3"
20'-6"
40'-0"
2.61
5.29
12'-0"
28'-0"
8 3'/2'
23'-5"
45'-0"
2.94
5.95
13'-6"
31'-6"
9'-4"
26'-4'
50'-0"
3.27
6.61
15'-0"
35'-0"
101-4"
29'-4"
55'-0"
3.59
7.28
16'-6"
38'-6"
11'-4'/2"
32'-3-
601-01
3.92
7.94
12'-5"
35'-2'
4.25
8.60
13'-5'/2"
38'-1"
4.57
9.26
14'-6"
41'-0"
4.90
9.92
S5' 6'/z'
43'-11"
5.23
10.58
16'-7" 1
46-10"
DOWEL INSTALLATION FOR OPTIONAL BUILD-UP
NOTES
PRESTRESSED CONCRETE STRENGTH :f'c= 7,500 PSI
BUILD-UP CONCRETE STRENGTH :f'c= 7,500 PSI
STRAND DATA:
ALL PRESTRESSING STRANDS SHALL BE 7 -WIRE LOW -RELAXATION
GRADE 270 STRANDS CONFORMING TO AASHTO M203. STRAND SAMPLING
REQUIREMENTS SHALL BE IN ACCORDANCE WITH THE STANDARD
SPECIFICATIONS.
AT THE CONTRACTOR'S OPTION,'/2'OR 0.6 -STRANDS MAY BE USED
IN EITHER STRAND CONFIGURATION SHOWN IN THE TYPICAL
SECTION DETAIL.MIXING OF STRAND SIZE IS NOT ALLOWED.
THE SLIP -FORM METHOD OF CASTING PILES WILL NOT BE PERMITTED.
TRANSFER THE LOAD FROM THE ANCHORAGES TO THE PILE AFTER
THE CONCRETE HAS ATTAINED A MINIMUM COMPRESSIVE
STRENGTH OF 4,000 PSI.
IF STRAND STRESS IS RELIEVED BY BURNING, THE STRANDS SHALL BE
BURNED IN OPPOSITE PAIRS AS INDICATED IN THE TYPICAL PATTERN
SHOWN. FOR ANY NUMBER OF STRANDS.BURN IN OPPOSITE PAIRS AND
SYMMETRICALLY ABOUT BOTH THE VERTICAL AND HORIZONTAL AXES.
STRANDS 1-1 SHALL BE BURNED BEFORE 2-2. ETC. NOT MORE THAN 4
STRANDS, SAY 3-3 AND 4-4, MAY BE BURNED AT ANY ONE SECTION BEFORE
THESE SAME PAIRS OF STRANDS ARE BURNED AT BOTH ENDS OF THE
BED AND BETWEEN EACH PAIR OF PILES IN THE BED.
PROPOSED DEVICES FOR LIFTING PILES, RECESS DETAILS, AND
PATCHING MATERIAL SHALL BE DETAILED IN SHOP DRAWINGS.
AFTER ATTACHMENTS HAVE BEEN REMOVED, OPENINGS SHALL
BE REPAIRED SUCH THAT THE APPEARANCE OF THE PILE IS UNIFORM.
WHERE CAST -IN-PLACE LIFTING DEVICES ARE NOT USED, PICK-UP
POINTS ARE TO BE INDICATED WITH A 2" WIDE BLACK MARK.
DRIVE PILES USING A METHOD APPROVED BY THE ENGINEER,
WHEREBY THE HEAD OF THE PILE IS NOT DAMAGED.
DRIVING OF THE BUILT-UP PILE WILL NOT BE PERMITTED
UNTIL THE CONCRETE HAS REACHED A COMPRESSIVE STRENGTH OF
5.000 PSI AND UNTIL A PERIOD OF SEVEN DAYS HAS ELAPSED
SINCE CASTING OF THE BUILD-UP.
PRESTRESSED CONCRETE PILES SHALL CONTAIN CALCIUM NITRITE
CORROSION INHIBITOR.
THE WATER/CEMENT RATIO FOR CONCRETE PILES SHALL NOT EXCEED 0.40.
GROUT COMPRESSIVE STRENGTH:f'c= 5,000 PSI
BEFORE DRILLING DOWEL HOLES,REMOVE THE UPPER 3"OF CONCRETE FROM
THE TOP OF THE PILE WITHOUT DAMAGE TO THE REINFORCING STEEL.THE
REMOVAL PLANE SHOULD BE NORMAL TO THE EDGE OF THE PILE.
DOWEL HOLES SHALL BE POSITIONED TO MAINTAIN '/2 -CLEAR TO ALL
EXISTING PRESTRESSING STRANDS IN THE CONCRETE PILE.
FIELD DRILLED HOLES SHALL BE CLEAN AND FREE OF ANY OBSTRUCTIONS
BEFORE GROUTING OF DOWELS. DOWEL BARS SHALL BE INSTALLED AND
GROUTED WITH AN APPROVED NON -SHRINK GROUT.
THE SPIRAL REINFORCING IN ALL BUILD-UPS SHALL BE W4.0 COLD DRAWN
WIRE WHICH SHALL BE SECURED TO THE LONGITUDINAL REINFORCEMENT TO
MAINTAIN PITCH.
THE SPIRAL REINFORCING IN THE BUILD-UP AND THE PRESTRESSED CONCRETE
PILE SHALL BE SPLICED BY OVERLAPPING A MIN.OF ONE TURN.
ASN CAROL/
@aF S8)py y'
7
EAL
CVAP.LE
PROJECT NO. -
BEAUFORT COUNTY
STATION: 15+56.08 -L-
B-5202
ULTIMATE
APPLIED
SIZE
GRADE
AREA
STRENGTH
PRESTRESS
FORCE
270 L.R.
0.153
41.300•
30,980•
PER STRAND
PER STRAND
0.6"
270 L.R.
0.217
5B.600•
43.940•
PER STRAND
PER STRAND
ALL PRESTRESSING STRANDS SHALL BE 7 -WIRE LOW -RELAXATION
GRADE 270 STRANDS CONFORMING TO AASHTO M203. STRAND SAMPLING
REQUIREMENTS SHALL BE IN ACCORDANCE WITH THE STANDARD
SPECIFICATIONS.
AT THE CONTRACTOR'S OPTION,'/2'OR 0.6 -STRANDS MAY BE USED
IN EITHER STRAND CONFIGURATION SHOWN IN THE TYPICAL
SECTION DETAIL.MIXING OF STRAND SIZE IS NOT ALLOWED.
THE SLIP -FORM METHOD OF CASTING PILES WILL NOT BE PERMITTED.
TRANSFER THE LOAD FROM THE ANCHORAGES TO THE PILE AFTER
THE CONCRETE HAS ATTAINED A MINIMUM COMPRESSIVE
STRENGTH OF 4,000 PSI.
IF STRAND STRESS IS RELIEVED BY BURNING, THE STRANDS SHALL BE
BURNED IN OPPOSITE PAIRS AS INDICATED IN THE TYPICAL PATTERN
SHOWN. FOR ANY NUMBER OF STRANDS.BURN IN OPPOSITE PAIRS AND
SYMMETRICALLY ABOUT BOTH THE VERTICAL AND HORIZONTAL AXES.
STRANDS 1-1 SHALL BE BURNED BEFORE 2-2. ETC. NOT MORE THAN 4
STRANDS, SAY 3-3 AND 4-4, MAY BE BURNED AT ANY ONE SECTION BEFORE
THESE SAME PAIRS OF STRANDS ARE BURNED AT BOTH ENDS OF THE
BED AND BETWEEN EACH PAIR OF PILES IN THE BED.
PROPOSED DEVICES FOR LIFTING PILES, RECESS DETAILS, AND
PATCHING MATERIAL SHALL BE DETAILED IN SHOP DRAWINGS.
AFTER ATTACHMENTS HAVE BEEN REMOVED, OPENINGS SHALL
BE REPAIRED SUCH THAT THE APPEARANCE OF THE PILE IS UNIFORM.
WHERE CAST -IN-PLACE LIFTING DEVICES ARE NOT USED, PICK-UP
POINTS ARE TO BE INDICATED WITH A 2" WIDE BLACK MARK.
DRIVE PILES USING A METHOD APPROVED BY THE ENGINEER,
WHEREBY THE HEAD OF THE PILE IS NOT DAMAGED.
DRIVING OF THE BUILT-UP PILE WILL NOT BE PERMITTED
UNTIL THE CONCRETE HAS REACHED A COMPRESSIVE STRENGTH OF
5.000 PSI AND UNTIL A PERIOD OF SEVEN DAYS HAS ELAPSED
SINCE CASTING OF THE BUILD-UP.
PRESTRESSED CONCRETE PILES SHALL CONTAIN CALCIUM NITRITE
CORROSION INHIBITOR.
THE WATER/CEMENT RATIO FOR CONCRETE PILES SHALL NOT EXCEED 0.40.
GROUT COMPRESSIVE STRENGTH:f'c= 5,000 PSI
BEFORE DRILLING DOWEL HOLES,REMOVE THE UPPER 3"OF CONCRETE FROM
THE TOP OF THE PILE WITHOUT DAMAGE TO THE REINFORCING STEEL.THE
REMOVAL PLANE SHOULD BE NORMAL TO THE EDGE OF THE PILE.
DOWEL HOLES SHALL BE POSITIONED TO MAINTAIN '/2 -CLEAR TO ALL
EXISTING PRESTRESSING STRANDS IN THE CONCRETE PILE.
FIELD DRILLED HOLES SHALL BE CLEAN AND FREE OF ANY OBSTRUCTIONS
BEFORE GROUTING OF DOWELS. DOWEL BARS SHALL BE INSTALLED AND
GROUTED WITH AN APPROVED NON -SHRINK GROUT.
THE SPIRAL REINFORCING IN ALL BUILD-UPS SHALL BE W4.0 COLD DRAWN
WIRE WHICH SHALL BE SECURED TO THE LONGITUDINAL REINFORCEMENT TO
MAINTAIN PITCH.
THE SPIRAL REINFORCING IN THE BUILD-UP AND THE PRESTRESSED CONCRETE
PILE SHALL BE SPLICED BY OVERLAPPING A MIN.OF ONE TURN.
ASN CAROL/
@aF S8)py y'
7
EAL
CVAP.LE
PROJECT NO. -
BEAUFORT COUNTY
STATION: 15+56.08 -L-
B-5202

m
� o
U CI
t
R
NOTES
PAVEMENT
N
6'BEVEL
c
ELBOW
4
•4 Al -
BARS u
L-
•4 Al
•5 BI z
BARS 6 B2 ARS
BARS t2 :l SLOPE
FOR REINFORCED BRIDGE APPROACH FILL INCLUDING FABRIC, IMPERMEABLE
CLASS "B'STONE
TEMPORARY
FOR EROSION CONTROL SLpPE
--------- -------- DRAIN
ll -•4A1 Q V-0"CTS.
.n
1'-3'
SEE ROADWAY PLANS.
I I
N
(TOP OF SLAB) (2 BAR RUN)
>
AREA BETWEEN THE WINGWALL AND APPROACH SLAB SHALL BE GRADED TO
2'-09A I N. 1'' 0' ELBOW
11-•01 (Z 1'-0'CTS.
_
-
m
a
J
In
IN. FUTURE
EARTH S1, f SHOULDER
DITCH
4BOTTOM OF SLAB)(2 BAR RUN)'
a
N
LL
LL
0 BEGIN
TOE OF FILL
BLOCK
0
0
m APPROACH SLAB
6'COMP. A.B.C. V-0'
a
APPROACH SLAB AND SHALL EXTEND V-O'OUTSIDE OF EACH EDGE OF
'LEI
i
�
0
¢
0
0�
t
o
APPROVED WIRE BAR
¢
N
m
\ `
SUPPORTS Q 3'-O'CTS.
COURSE IN LIEU OF 6'COMP. A.B.C. IF THIS OPTION IS USED, THE BASE
Q
W
J
U
F
S2
COURSE SHALL BE FLUSH WITH THE ROADWAY END OF THE APPROACH SLAB.
v
AND THE WIDTH SHALL BE THE SAME AS THAT OF THE APPROACH SLAB.
p
@
D 3.
11-•4A1 Q 1'-O'CTS.
1'-3'
m
Q
ITEM.SEE NOTES)
p
(TOP OF SLAB) (2 BAR RUN)
m
.n
in
WITH THE ROADWAY END OF THE APPROACH SLAB,AND THE WIDTH SHALL
9' 9-
11-•4A1 Q 1' -0 -CTS.
FILL FACE Q
1'-3'
m BE THE SAME AS THAT OF THE APPROACH SLAB. THE CONCRETE SHALL BE
N � FLOW LINE I
END BENT •1
FINISHED TO A SMOOTH SURFACE AND A LAYER OF 30 LB ROOFING FELT
SHALL BE PLACED BETWEEN THE CONCRETE BASE AND THE APPROACH SLAB
(BOTTOM OF SLAB)(2 BAR RUN)
•4A1
END OF ® EROSION RESISTANT MATERIAL ___ --�
APPROACH
a
u,
TO PREVENT BOND. THE APPROACH SLAB SHALL NOT BE CAST UNTIL THE
(BOTT. OF
SLAB I'-6'MIN.
LL CONCRETE BASE HAS REACHED AN AGE OF THREE CURING DAYS.
SLAB)
•78M STONE
END
0
•4AI
APPROACH SLAB o
o FOR JOINT DETAILS,SEE "PRESTRESSED CONCRETE CORED SLAB UNIT'
(TOP
a
o
SHEETS.
SLAB)
DRAIN. CONTRACTOR SHALL GRADE TO PIPE INLET
N ;
FILL FACE Q
r --END BENT 12
�•-� •4A1
(BOTT. OF
SLAB)
•4A1
(TOP OF
1 I SLAB)
�N
m u
PLAN @ END BENT ttl PLAN na END BENT u2
DIMENSIONS SHOWN ARE TYPICAL FOR BOTH APPROACH SLABS
BRIDGE DECK
SO
LAP FLOW LINE ONLY WITH
EROSIOIIN RESISTANT MATERIAL
ANDKGRADEETOADRAINN HOLE
NOTE: IF THE APPROACH SLAB IS NOT CONSTRUCTED IMMEDIATELY
AFTER THE BACKFILLING OF THE END BENT EXCAVATION,
GRADE TO DRAIN TO THE BOTTOM OF THE SLOPE AND PROVIDE
EROSION RESISTANT MATERIAL, SUCH AS FIBERGLASS ROVING
OR AS DIRECTED BY THE ENGINEER TO PREVENT SOIL EROSION
AND TO PROTECT THE AREA ADJACENT TO THE STRUCTURE.
THE CONTRACTOR WILL BE REQUIRED TO REMOVE THESE
MATERIALS PRIOR TO CONSTRUCTION OF THE APPROACH SLAB.
TEMPORARY DRAINAGE DETAIL
8• 3'-1'/2"
H.-----�{ � CURB
N�
APPROACH�Z
SLAB
SECTION N -N END OF CURB WITHOUT
SHOULDER BERM GUTTER
CURB DETAILS
PROPOSED
ASPHALT
51/4 -CONTINUOUS HIGH CHAIR UPPER ( CHCU ) Q 3' -0 -CTS. ACROSS SLAB
t
R
NOTES
PAVEMENT
N
# 6
c
ELBOW
4
•4 Al -
BARS u
L-
•4 Al
•5 BI z
BARS 6 B2 ARS
BARS t2 :l SLOPE
FOR REINFORCED BRIDGE APPROACH FILL INCLUDING FABRIC, IMPERMEABLE
CLASS "B'STONE
TEMPORARY
FOR EROSION CONTROL SLpPE
--------- -------- DRAIN
GEOMEMBRANE. 4.0 DRAINAGE PIPE. •78M STONE, AND SELECT MATERIAL,
R
SEE ROADWAY PLANS.
I I
N
>
AREA BETWEEN THE WINGWALL AND APPROACH SLAB SHALL BE GRADED TO
2'-09A I N. 1'' 0' ELBOW
_
-
DRAIN THE WATER AWAY FROM THE FILL FACE OF THE BRIDGE AND SHALL
CORED
SLAB
IN. FUTURE
EARTH S1, f SHOULDER
DITCH
BE PAVED. SEE ROADWAY PLANS.
TOE OF FILL
BLOCK
THE 6' COMP. A.B.C. SHALL BE FLUSH WITH THE ROADWAY END OF THE
6'COMP. A.B.C. V-0'
APPROACH SLAB AND SHALL EXTEND V-O'OUTSIDE OF EACH EDGE OF
'LEI
i
�
GROUT
THE APPROACH SLAB.
APPROVED WIRE BAR
6'BEVEL
THE CONTRACTOR MAY USE 4'TYPE B-25.OB ASPHALT CONCRETE BASE
\ `
SUPPORTS Q 3'-O'CTS.
COURSE IN LIEU OF 6'COMP. A.B.C. IF THIS OPTION IS USED, THE BASE
t2•_0.
ROADWAY
COURSE SHALL BE FLUSH WITH THE ROADWAY END OF THE APPROACH SLAB.
LIMITS OF REINFORCED BRIDGE
AND THE WIDTH SHALL BE THE SAME AS THAT OF THE APPROACH SLAB.
9' 9'
11-•4A1 Q 1'-O'CTS.
1'-3'
THE CONTRACTOR MAY USE 5'CLASS "A" CONCRETE BASE IN LIEU OF 6'
ITEM.SEE NOTES)
COMP. A.B.C. IF THIS OPTION IS USED, THE CONCRETE BASE SHALL BE FLUSH
(TOP OF SLAB) (2 BAR RUN)
WITH THE ROADWAY END OF THE APPROACH SLAB,AND THE WIDTH SHALL
9' 9-
11-•4A1 Q 1' -0 -CTS.
1'-3'
m BE THE SAME AS THAT OF THE APPROACH SLAB. THE CONCRETE SHALL BE
N � FLOW LINE I
m
FINISHED TO A SMOOTH SURFACE AND A LAYER OF 30 LB ROOFING FELT
SHALL BE PLACED BETWEEN THE CONCRETE BASE AND THE APPROACH SLAB
(BOTTOM OF SLAB)(2 BAR RUN)
�
TYP.
END OF ® EROSION RESISTANT MATERIAL ___ --�
APPROACH
a
u,
TO PREVENT BOND. THE APPROACH SLAB SHALL NOT BE CAST UNTIL THE
SLAB I'-6'MIN.
LL CONCRETE BASE HAS REACHED AN AGE OF THREE CURING DAYS.
•78M STONE
END
0
3' 3'
APPROACH SLAB o
o FOR JOINT DETAILS,SEE "PRESTRESSED CONCRETE CORED SLAB UNIT'
—
a
o
SHEETS.
LmI
DRAIN. CONTRACTOR SHALL GRADE TO PIPE INLET
If
U
THE JOINT AT THE END BENT SHALL BE GROUTED AS SOON AS PRACTICAL
AFTER THE CONSTRUCTION OF THE APPROACH SLABS.
�
PERFORATED
PREVENT BOND
AND PROVIDE EROSION RESISTANT MATERIAL AS SHOWN. THE 4' -O -MIN.
;0
0 APPROACH SLAB GROOVING IS NOT REQUIRED.
EROSION RESISTANT MATERIAL SHALL BE EITHER 1)ASPHALT FILL
SLOPE
3' Q
°
Q FOR JOINT DETAILS.SEE "PRESTRESSED CONCRETE CORED SLAB UNIT"
90°-00'-00'
90°-00'-00'
CArgO(
SHEETS.
(TYP.)
(TYP.)
THE SLOPE DRAIN SHALL CONSIST OF A NON -PERFORATED SECTION S -S
9, 2i
N
REINFORCED BRIDGE APPROACH FILLS.
SEE THE ROADWAY PLANS. REINFORCING STEEL IN THE
TEMPORARY DRAINAGE PIPE. 12 INCHES IN DIAMETER.
THE JOINT AT THE END BENT SHALL BE GROUTED AS SOON AS PRACTICAL
WING WALL MAY BE SHIFTED AS NECESSARY TO CLEAR
�n
AFTER THE CONSTRUCTION OF THE APPROACH SLABS.
SEAL
THE DRAIN PIPE. ONCE THE PIPE IS THROUGH THE WING
APPROACH SLAB GROOVING IS NOT REQUIRED.
R
AA
91
M.D. IVY DATE
s 9/20/10
THE PIPE SHALL BE TURNED AND INSTALLED THROUGH
THE SHEET PILES1NE
(TOP AND (TOP ND
Ep
B. C. HUNT DATE 9/20/10
BOT. OF SLAB) BOT, OF SLAB) I
1
J
'CbARIES?,
AA 5-09
FILL FACE Q
r --END BENT 12
�•-� •4A1
(BOTT. OF
SLAB)
•4A1
(TOP OF
1 I SLAB)
�N
m u
PLAN @ END BENT ttl PLAN na END BENT u2
DIMENSIONS SHOWN ARE TYPICAL FOR BOTH APPROACH SLABS
BRIDGE DECK
SO
LAP FLOW LINE ONLY WITH
EROSIOIIN RESISTANT MATERIAL
ANDKGRADEETOADRAINN HOLE
NOTE: IF THE APPROACH SLAB IS NOT CONSTRUCTED IMMEDIATELY
AFTER THE BACKFILLING OF THE END BENT EXCAVATION,
GRADE TO DRAIN TO THE BOTTOM OF THE SLOPE AND PROVIDE
EROSION RESISTANT MATERIAL, SUCH AS FIBERGLASS ROVING
OR AS DIRECTED BY THE ENGINEER TO PREVENT SOIL EROSION
AND TO PROTECT THE AREA ADJACENT TO THE STRUCTURE.
THE CONTRACTOR WILL BE REQUIRED TO REMOVE THESE
MATERIALS PRIOR TO CONSTRUCTION OF THE APPROACH SLAB.
TEMPORARY DRAINAGE DETAIL
8• 3'-1'/2"
H.-----�{ � CURB
N�
APPROACH�Z
SLAB
SECTION N -N END OF CURB WITHOUT
SHOULDER BERM GUTTER
CURB DETAILS
PROPOSED
ASPHALT
51/4 -CONTINUOUS HIGH CHAIR UPPER ( CHCU ) Q 3' -0 -CTS. ACROSS SLAB
t
R
2'-O" 1'-9„
PAVEMENT
2'-6" 2'-2-
'-2""6
# 6
JOINT
ELBOW
6.
•4 Al -
BARS u
L-
•4 Al
•5 BI z
BARS 6 B2 ARS
BARS t2 :l SLOPE
CLASS "B'STONE
TEMPORARY
FOR EROSION CONTROL SLpPE
--------- -------- DRAIN
R
TEMP. SLOPE DRAIN q' -p•
2'-09A I N. 1'' 0' ELBOW
_
-
�_
_
CORED
SLAB
IN. FUTURE
EARTH S1, f SHOULDER
DITCH
TOE OF FILL
BLOCK
6'COMP. A.B.C. V-0'
'LEI
�
GROUT
CLASS "B'STONE
APPROACH FOR EROSION CONTROL
APPROVED WIRE BAR
�,
\ `
SUPPORTS Q 3'-O'CTS.
SLAB SECTION R -R
ROADWAY
_
LIMITS OF REINFORCED BRIDGE
pFZpt iv -EROSION
–
APPROACH FILL (ROADWAY PAY
50 N E 3 RESISTANT
ITEM.SEE NOTES)
'AN SPE 12'MIN. I MATERIAL OVER PIPE
H j0 ? S� R� � � EARTH DZTCH
BLOCK
FABRIC p"
N � FLOW LINE I
T NORMAL TO
END BENT
�
TYP.
END OF ® EROSION RESISTANT MATERIAL ___ --�
APPROACH
SLAB I'-6'MIN.
•78M STONE
NOTE: IMMEDIATELY AFTER THE CONSTRUCTION OF THE APPROACH SLAB,
2 LAYERS OF 30 LB.
THE CONTRACTOR SHALL PROVIDE TEMPORARY BERM AND SLOPE
SELECT MATERIAL 4'0 CORRUGATED
ROOFING FELT TO
DRAIN. CONTRACTOR SHALL GRADE TO PIPE INLET
PERFORATED
PREVENT BOND
AND PROVIDE EROSION RESISTANT MATERIAL AS SHOWN. THE 4' -O -MIN.
DRAINAGE PIPE
EROSION RESISTANT MATERIAL SHALL BE EITHER 1)ASPHALT FILL
SLOPE
THE CONTRACTOR SHALL PROVIDE FOR INSTALLATION OF
IMPERMEABLE GEOMEMBRANE
PLANT MIX, TYPE 1 OR TYPE 2, MIN. 2'DEPTH. 2) EROSION CONTROL
MAT, OR 3)CONCRETE.AS DIRECTED BY THE ENGINEER.
CArgO(
THE 4'DIAMETER DRAIN PIPE THROUGH THE WING WALL
AS REQUIRED FOR
THE SLOPE DRAIN SHALL CONSIST OF A NON -PERFORATED SECTION S -S
��N
REINFORCED BRIDGE APPROACH FILLS.
SEE THE ROADWAY PLANS. REINFORCING STEEL IN THE
TEMPORARY DRAINAGE PIPE. 12 INCHES IN DIAMETER.
WING WALL MAY BE SHIFTED AS NECESSARY TO CLEAR
SEAL
THE DRAIN PIPE. ONCE THE PIPE IS THROUGH THE WING
PLAN VIEW
91
M.D. IVY DATE
s 9/20/10
THE PIPE SHALL BE TURNED AND INSTALLED THROUGH
THE SHEET PILES1NE
Ep
B. C. HUNT DATE 9/20/10
TEMPORARY BERM AND SLOPE DRAIN DETAILS
J
'CbARIES?,
AA 5-09
EO
SECTION THRU SLAB
.«w.s/(s/ff
5-09
(TO BE USED WHEN SHOULDER BERM CUTTER IS REQUIRED)
Vb-NAT-L()11 Otl.10
SPLICE LENGTHS
BAR
SIZE
EPDXY
COATED UNCOATED
"4
2'-O" 1'-9„
°5
2'-6" 2'-2-
'-2""6
# 6
3'-10' 2'-7"
BRIDGE NO. 8-5202
BEAUFORT COUNTY
STATION: 15+56.08 -L-

-L -
EL. 12.575POUR °3
TOP OF WING LATERAL
(LEVEL) GUIDES
POUR •2 -
UPPER PART
OF WINGS
POUR RI —
CAP,LOWER &
PART OF WINGS
PZ -27 STEEL SHEET PILES
(TO RUN CONTINUOUS
AS SHOWN IN PLAN VIEW)
C HP 12 X 53
GALVANIZED STEEL PILES
ASSEMBLED BY :
M. D. IVY DATE 1/26/11
CHECKED BY :
B. C. HUNT DATE : 1/26/11
DRAWN BY s DGE
02/10
CHECKED BY T VKT
02/10
PLAN
FA EL. 10.075
(LEVEL) WORKLINE
- "4 B3 UNDER •4 B2 2-5- MIN
OVER PILES (Z 4'-0"CTS. SPLICE
(10 REO'Dl (TYP.) 4-19 BI -
14 B4 Cd 4'-0" CTS.
(9 REO'D)
3-4B2
(2 BAR RUNN
EL. 12.575
TOP OF WING
CONST. JT. (LEVEL)
a
~ T�
41 Ll
L 3-•4 B2
2-4 S3 -/(OVER SHEET PILES) 6
(TYP. EA. PILE) Z4-°4 B2 (2 BAR RUNS) STEEL SHEET
Z.4 B2 (EACH FACE) (OVER PILES) PILE EMB. (TYP.)
i'-0"MIN, A (2 BAR RUNS) (2 BAR RUNS) 4'HIGH BEAM BOLSTER
MBEDMENTFY
5'-0' CTS.
(TYP.) \I
B" B-°4 SI, S2 & '455"(TYP.) Cd B"CTS. P.) (TYP.)
(TYP.EACH BAY)
61-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0"
ELEVATION
WINGS NOT SHOWN FOR CLARITY.
FOR SECTION A-A,SEE SHEET 4 OF 4.
EL. 8.075
TOP OF SHEET PILES
a (LEVEL)
N �
\-- EL. 7.575 1 1 1
BOTTOM OF CAP & WING
(LEVEL)
•4 S1 &��
(TYP, EACH END)
�optN CU001 y9
EAL
09
Gc CINf,� J2�
'CVA RLES�
It
PZ -27
I
45' CONNECTOR
DETAIL "A"
Z-27
t
NOTES
STIRRUPS IN CAP MAY BE SHIFTED AS
NECESSARY TO CLEAR DOWELS.
THE LATERAL GUIDES ARE NOT TO BE
POURED UNTIL AFTER THE CORED SLAB
UNITS ARE IN PLACE.
THE CONCRETE IN THE SHADED AREA OF
THE WING SHALL BE POURED AFTER THE
VERTICAL CONCRETE BARRIER RAIL IS
CAST IF SLIP FORMING IS USED.
FOR PILE SPLICE DETAILS,SEE SHEET 40F 4.
FOR WING DETAILS, SEE SHEET 3 OF 4.
THE CONTRACTOR HAS THE OPTION TO OMIT
THE LATERAL GUIDE IF APPROVED BY THE
ENGINEER.
ALL REINFORCING STEEL SHALL BE EPDXY
COATED.
ALL BAR SUPPORTS USED IN THE END BENT
CAP SHALL BE EPDXY COATED IN ACCORDANCE
WITH THE STANDARD SPECIFICATIONS.
CLASS AA CONCRETE SHALL BE USED IN THE
END BENT CAPS AND SHALL CONTAIN CALCIUM
NITRITE CORROSION INHIBITOR.
THE CONTRACTOR SHALL PROVIDE FOR
INSTALLATION OF THE 4"DIAMETER
DRAIN PIPE THROUGH THE WING WALL
AS REQUIRED FOR REINFORCED BRIDGE
APPROACH FILLS,SEE THE ROADWAY PLANS.
REINFORCING STEEL IN THE WING WALL
MAY BE SHIFTED AS NECESSARY TO CLEAR
THE DRAIN PIPE.ONCE THE PIPE IS
THROUGH THE WING THE PIPE SHALL BE
TURNED AND INSTALLED THROUGH
THE SHEET PILES
PROJECT No. B-5202
BEAUFORT COUNTY
STATION: 15+56.08 -L-
SHFFT 2 OF 4
STATE OF RORTH OAROLIHA
DEPARTMENT OF TRANSPORTATION
RALEIGH
SUBSTRUCTURE
END BENT No.2
REVISIONS SHEET NO.
DATE, N Br,131 DATE. S-10
TOTAL
141
SHEETS
18

4'-0"
4'-0"
3'-0" 7'-6"
10'-6"
PLAN OF WING Wl
°4 KI (EA. FACE) __l
BOTTOM OF
(LEVEL)
X 4
°4 VI BARS (EA. FACE) 3"
(SPACED AS SHOWN ABOVE)
TOP OF WING
(LEVEL)
CONST. JT.
.. ........................................................
4"HIGH B.B. G) 5'-0"CTS.
XAJ
ELEVATION OF WING W1
7'-6" 3'-0"
10'-6"
PLAN OF WING W2
F+Y
.G vi RAG, rCA CArCI
(SPACED AS SHOWN ABOVE)
TOP OF WING
(LEL)
" v+ (EA. FACE)
WING DETAILS
L+ (LEVEL)
Y
ELEVATION OF WING W2
j:CL. � 3" CL.
— 4"HIGH B.B.
SECTION X-
11-0*
3" CL. � 3" CL.
n
a
Q ' FILL "4 V1
w N U FACE
U N
a
U
w
x
a
N o CONST. JT.
N
4"HIGH B.B. —�
SECTION Y -Y
C, O
o a
d
PROJECT NO. B-5202
BEAUFORT COUNTY
tr
STATION: 15+56.08 -L-
SHEET 3 OF 4
�pSN CAR01,y1
SEAL `
91
G !NE or
CYARLES�.F
S G gf
a
r
I •4 VI
w
U N
Ln
v
e
U
W
FILL FACE
x
v
0 (
N
F-
.
N
o
CONST. JT.
— 4"HIGH B.B.
SECTION X-
11-0*
3" CL. � 3" CL.
n
a
Q ' FILL "4 V1
w N U FACE
U N
a
U
w
x
a
N o CONST. JT.
N
4"HIGH B.B. —�
SECTION Y -Y
C, O
o a
d
PROJECT NO. B-5202
BEAUFORT COUNTY
tr
STATION: 15+56.08 -L-
SHEET 3 OF 4
�pSN CAR01,y1
SEAL `
91
G !NE or
CYARLES�.F
S G gf

MINIMUM OF 3- ONE CUBIC
FOOT BAGS OF *78M STONE.
BAGS SHALL BE OF POROUS
FABRIC,SECURELY TIED.
M)INAGE M
7 / ;; ( i� 1 FFORDRA)
PIPE
FORDRAINAGE DRAINAGE
GRADE TO DRAIN GRADE TO DRAIN
TOE OF SLOPE TOE OF SLOP
BAGGED STONE AND PIPE SHALL BE PLACED IMMEDIATELY AFTER COMPLETION
OF END BENT EXCAVATION. PIPE MAY BE EITHER CONCRETE, CORRUGATED
STEEL, CORRUGATED ALUMINUM ALLOY, OR CORRUGATED PLASTIC. PERFORATED
PIPE WILL NOT BE ALLOWED.
BAGGED STONE SHALL REMAIN IN PLACE UNTIL THE ENGINEER DIRECTS THAT
IT BE REMOVED. THE CONTRACTOR SHALL REMOVE AND DISPOSE OF SILT
ACCUMULATIONS AT BAGGED STONE WHEN SO DIRECTED BY THE ENGINEER.
BAGS SHALL BE REMOVED AND REPLACED WHENEVER THE ENGINEER DETER-
MINES THAT THEY HAVE DETERIORATED AND LOST THEIR EFFECTIVENESS.
NO SEPARATE PAYMENT WILL BE MADE FOR THIS WORK AND THE ENTIRE
COST OF THIS WORK SHALL BE INCLUDED IN THE UNIT CONTRACT PRICE
BID FOR THE SEVERAL PAY ITEMS.
TEMPORARY DRAINAGE AT END BENT
BACK GOUGE
CORED 7 -<DETAIL A
�SLAB UNIT 45°
2'-6" * PILE VERTICAL m PILE HORIZONTAL
� BEARING
1'-3' 1 1'-3" /T -
*6 D1 DOWELS
TO PROJECT o
9"ABOVE CAP
(TYP.)
7 4, a�
m
I
� c
I
1"X 8-X 2'-6' 9'/2' 91/2"
ELASTOMERIC BRG. I'-7"
PAD (TYPJ FILL FACE
DETAIL "A"
(END BENT No.1 SHOWN, END BENT No.2 SIMILAR BY ROTATION)
�
-1—'-0"-1
I ,
11/z„ E'.
JT. MA
S4
OR VERTICAL
+10.
� 60°-0 °
0
0 0,. TO 1/B"
DETAIL A o
a
POSITION OF PILE DURING WELDING. DETAIL B
PILE SPLICE DETAILS
PLAN ELEVATION
LATERAL GUIDE DETAILS
(RIGHT LATERAL GUIDE SHOWN, LEFT END SIMILAR)
ASSEMBLED BY , M. D. IVY DATE 1/26/11
CHECKED BY : B. C. HUNT DATE : 1/26/11
DRAWN BY : DGE 02/10
CHECKED BY : MKT 02/10
06-UAY-2011 08.79
Z
f
CK GOUGE
TAIL B
FILL ------ L
FACE
4 -*9 Bl
*4 82 (EA. FACE) °4 B3
*4 SI -
*4 82 (EA. FACE)
4-19 B1 3" CL. (TYP.)
4" HIGH B.B.
•4B4
HK. O HK,
1'-3" 38'-6' 1'-3"
4 /2' 2-3'
3'
HK. HK.
4
— BAR TYPES —
m� O
7'-0'
LAP
O
ALL BAR DIMENSIONS ARE OUT TO OUT.
O o
N
END BENT No.l END BENT No.2
HP 12 X 53 HP 12 X 53
GALVANIZED STEEL PILES GALVANIZED STEEL PILES
N0: 7 LIN. FT.= 455 NO: 7 LIN. FT.= 420
18"GALVANIZED STEEL SHEET PILES 18 -GALVANIZED STEEL SHEET PILES
N0. PZ -27 74 N0. PZ -27 46
NO.45° CONN. 1 NO.45° CONN. 2
TOTAL NO. 75 SO. FT. 3307 TOTAL NO. 48 SO. FT. 1386
1'-0" 11"
FOR ONE END BENT
BAR NO. SIZE TYPE LENGTH
10"
BI 8 *9 1 41'-0'
V- 71/2
B2 28 *4 STR 20'-6'
383
B3 10 *4 STR 2'-4'
16
=6
21
4 -*4 62 Q 4" CTS.
DOWELQ
H1 24 •4 2 7'-8'
OVER PILES
=4 S2
K1 12 •4 STR 2'-9'
22
3 -*4 62
S1 50 •4 3 6'-11"
231
S2 50 *4 4 3'-0"
14 S5 3 -*4 B2 (J 4" CTS.
S3 14 •4 5 6'-6'
61
3' OVER SHEET PILES
15
SR 50 •4 7 5' 6"
CLR.
-----
— OT
'4 S3 fl
z
2465 LBS.
CLASS AA CONCRETE BREAKDOWN
(FOR ONE END BENT)
POUR *1 CAP, LOWER PART
OF WINGS & COLLARS
POUR *2 UPPER PART OF
WINGS
POUR '3 LATERAL GUIDES
TOTAL CLASS AA CONCRETE
15.7 C.Y.
1.8 C.Y.
0.1 C.Y.
17.6 C.Y.
N
H
�
8"- 1 1'-5'
2" HIGH
B.B.
HP 12 X 53
PZ -27 GALVANIZDED
GALVANIZED
STEEL PILE
1 �
STEEL SHEET PILES
V-41112
��atH CARol,,�i
SEAL
09
SECTION A -A
c+raRLE�
BILL OF MATERIAL
FOR ONE END BENT
BAR NO. SIZE TYPE LENGTH
WEIGHT
BI 8 *9 1 41'-0'
1115
B2 28 *4 STR 20'-6'
383
B3 10 *4 STR 2'-4'
16
B4 9 •4 STR 3'-6'
21
Di 22 *6 1 STR 1'-6'
50
H1 24 •4 2 7'-8'
123
K1 12 •4 STR 2'-9'
22
S1 50 •4 3 6'-11"
231
S2 50 *4 4 3'-0"
100
S3 14 •4 5 6'-6'
61
S4 4 •4 6 5'-8'
15
SR 50 •4 7 5' 6"
184
VI 48 •4 STR 476-
144
EPDXY COATED
REINFORCING STEEL
(FOR ONE END BENT)
2465 LBS.
CLASS AA CONCRETE BREAKDOWN
(FOR ONE END BENT)
POUR *1 CAP, LOWER PART
OF WINGS & COLLARS
POUR *2 UPPER PART OF
WINGS
POUR '3 LATERAL GUIDES
TOTAL CLASS AA CONCRETE
15.7 C.Y.
1.8 C.Y.
0.1 C.Y.
17.6 C.Y.
PROJECT NO. B-5202
BEAUFORT COUNTY
STATION: 15+56.08 -L-
SHEET 4 OF 4
STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
RALEIGH
SUBSTRUCTURE
END BENT
DETAILS
REVISIONS SHEET NO.
ND Br, I PATE: BY$ I DATE, S-12
SE5

DESIGN DATA:
SPECIFICATIONS - - - - - - - - - - - - - - - A.A.S.H.T.O. (CURRENT)
LIVE LOAD --- ----- --- - - - --- SEE PLANS
IMPACT ALLOWANCE - - - - - - - - - - - - - - SEE A.A.S.H.T.O.
STRESS IN EXTREME FIBER OF
STRUCTURAL STEEL - AASHTO M270 GRADE 36 - 20,000 LBS. PER SO. IN.
- AASHTO M270 GRADE 50W - 27,000 LBS. PER SO. IN.
- AASHTO M270 GRADE 50 - 27,000 LBS. PER SO. IN.
REINFORCING STEEL IN TENSION
GRADE 60 - - 24.000 LBS. PER SO. IN.
CONCRETE IN COMPRESSION - - - - - - -
- - - 1,200 LBS. PER SO. IN.
CONCRETE IN SHEAR - - - - - - - - - -
- - - SEE A.A.S.H.T.O.
STRUCTURAL TIMBER - TREATED OR
UNTREATED - EXTREME FIBER STRESS - -
- - - 1.800 LBS. PER SO. IN.
COMPRESSION PERPENDICULAR TO GRAIN
OF TIMBER -
- - - 375 LBS. PER SO. IN.
EQUIVALENT FLUID PRESSURE OF EARTH - --
- - 30 LBS. PER CU. FT.
(MINIMUM)
MATERIAL AND WORKMANSHIP:
EXCEPT AS MAY OTHERWISE BE SPECIFIED
ON PLANS OR IN THE SPECIAL
PROVISIONS, ALL MATERIAL AND WORKMANSHIP
SHALL BE IN ACCORDANCE WITH
THE 2006 "STANDARD SPECIFICATIONS FOR ROADS
AND STRUCTURES"OF THE
N.C.DEPARTMENT OF TRANSPORTATION.
STEEL SHEET PILING FOR PERMANENT OR
TEMPORARY APPLICATIONS SHALL
BE HOT ROLLED.
CONCRETE:
UNLESS OTHERWISE REQUIRED ON PLANS. CLASS A CONCRETE SHALL BE
USED FOR ALL PORTIONS OF ALL STRUCTURES WITH THE EXCEPTION THAT:
CLASS AA CONCRETE SHALL BE USED IN BRIDGE SUPERSTRUCTURES,
ABUTMENT BACKWALLS,AND APPROACH SLABS; AND CLASS B CONCRETE SHALL
BE USED FOR SLOPE PROTECTION AND RIP RAP.
CONCRETE CHAMFERS:
UNLESS OTHERWISE NOTED ON THE PLANS. ALL EXPOSED CORNERS ON
STRUCTURES SHALL BE CHAMFERED 3/4"WITH THE FOLLOWING EXCEPTIONS:
TOP CORNERS OF CURBS MAY BE ROUNDED TO 1-1/2"RADIUS WHICH IS BUILT
INTO CURB FORMS; CORNERS OF TRANSVERSE FLOOR EXPANSION JOINTS
SHALL BE ROUNDED WITH A 1/4"FINISHING TOOL UNLESS OTHERWISE REQUIRED
ON PLANS;AND CORNERS OF EXPANSION JOINTS IN THE ROADWAY FACES
AND TOPS OF CURBS AND SIDEWALKS SHALL BE ROUNDED TO A 1/4"RADIUS
WITH A FINISHING STONE OR TOOL UNLESS OTHERWISE REQUIRED ON PLANS.
DOWELS:
DOWELS WHEN INDICATED ON PLANS AS FOR CULVERT EXTENSIONS. SHALL
BE EMBEDDED AT LEAST 12"INTO THE OLD CONCRETE AND GROUTED INTO
PLACE WITH 1:2 CEMENT MORTAR.
STANDARD NOTES
ALLOWANCE FOR DEAD LOAD DEFLECTION,SETTLEMENT,
ETC.IN CASTING SUPERSTRUCTURES:
BRIDGES SHALL BE BUILT ON THE GRADE OR VERTICAL CURVE SHOWN ON PLANS.
SLABS, CURBS AND PARAPETS SHALL CONFORM TO THE GRADE OR CURVE.
ALL DIMENSIONS WHICH ARE GIVEN IN SECTION AND ARE AFFECTED BY DEAD LOAD
DEFLECTIONS ARE DIMENSIONS AT CENTER LINE OF BEARING UNLESS OTHERWISE NOTED
ON PLANS. IN SETTING FORMS FOR STEEL BEAM BRIDGES AND PRESTRESSED CONCRETE
GIRDER BRIDGES. ADJUSTMENTS SHALL BE MADE DUE TO THE DEAD LOAD DEFLECTIONS
FOR THE ELEVATIONS SHOWN. WHERE BLOCKS ARE SHOWN OVER BEAMS FOR BUILDING
UP TO THE SLAB. THE VERTICAL DIMENSIONS OF THE BLOCKS SHALL BE ADJUSTED
BETWEEN BEARINGS TO COMPENSATE FOR DEAD LOAD DEFLECTIONS, VERTICAL CURVE
ORDINATE. AND ACTUAL BEAM CAMBER. WHERE BOTTOM OF SLAB IS IN LINE WITH
BOTTOM OF TOP FLANGES, DEPTH OF SLAB BETWEEN BEARINGS SHALL BE ADJUSTED
TO COMPENSATE FOR DEAD LOAD DEFLECTION, VERTICAL CURVE ORDINATE, AND
ACTUAL BEAM CAMBER.
IN SETTING FALSEWORK AND FORMS FOR REINFORCED CONCRETE SPANS, AN
ALLOWANCE SHALL BE MADE FOR DEAD LOAD DEFLECTIONS, SETTLEMENT OF FALSEWORK,
AND PERMANENT CAMBER WHICH SHALL BE PROVIDED FOR IN ADDITION TO THE
ELEVATIONS SHOWN. AFTER REMOVAL OF THE FALSEWORK, THE FINISHED STRUCTURES
SHALL CONFORM TO THE PROFILE AND ELEVATIONS SHOWN ON THE PLANS AND
CONSTRUCTION ELEVATIONS FURNISHED BY THE ENGINEER.
DETAILED DRAWINGS FOR FALSEWORK OR FORMS FOR BRIDGE SUPERSTRUCTURE
AND ANY STRUCTURE OR PARTS OF A STRUCTURE AS NOTED ON THE PLANS SHALL
BE SUBMITTED TO THE ENGINEER FOR APPROVAL BEFORE CONSTRUCTION OF THE
FALSEWORK OR FORMS IS STARTED.
REINFORCING STEEL:
ALL REINFORCING STEEL SHALL BE DEFORMED. DIMENSIONS RELATIVE TO
PLACEMENT OF REINFORCING ARE TO CENTERS OF BARS UNLESS OTHERWISE INDICATED
IN THE PLANS. DIMENSIONS ON BAR DETAILS ARE TO CENTERS OF BARS OR ARE OUT
TO OUT AS INDICATED ON PLANS.
WIRE BAR SUPPORTS SHALL BE PROVIDED FOR REINFORCING STEEL WHERE
INDICATED ON THE PLANS. WHEN BAR SUPPORT PIECES ARE PLACED IN CONTINUOUS
LINES, THEY SHALL BE SO PLACED THAT THE ENDS OF THE SUPPORTING WIRES SHALL
BE LAPPED TO LOCK LEGS ON ADJOINING PIECES.
STRUCTURAL STEEL:
AT THE CONTRACTOR'S OPTION, HE MAY SUBSTITUTE 7/8"0 SHEAR STUDS FOR THE
Y4"0 STUDS SPECIFIED ON THE PLANS. THIS SUBSTITUTION SHALL BE MADE AT
THE RATE OF 3 - 7/8"0 STUDS FOR 4 - 3/4"0 STUDS, AND STUD SPACING CHANGES
SHALL BE MADE AS NECESSARY TO PROVIDE THE SAME EQUIVALENT NUMBER OF 7/8"0 STUDS
ALONG THE BEAM AS SHOWN FOR 3/4"0 STUDS BASED ON THE RATIO OF 3 - 7/8'0
STUDS FOR 4 - 3/4"0 STUDS. STUDS OF THE LENGTH SPECIFIED ON THE PLANS MUST
BE PROVIDED. THE MAXIMUM SPACING SHALL BE 2'-O".
EXCEPT AT THE INTERIOR SUPPORTS OF CONTINUOUS BEAMS WHERE THE COVER
PLATE IS IN CONTACT WITH BEARING PLATE. THE CONTRACTOR MAY, AT HIS OPTION,
SUBSTITUTE FOR THE COVER PLATES DESIGNATED ON THE PLANS COVER PLATES OF THE
EQUIVALENT AREA PROVIDED THESE PLATES ARE AT LEAST 5/16"IN THICKNESS AND
DO NOT EXCEED A WIDTH EQUAL TO THE FLANGE WIDTH LESS 2"OR A THICKNESS
EQUAL TO 2 TIMES THE FLANGE THICKNESS. THE SIZE OF FILLET WELDS SHALL CONFORM
TO THE REQUIREMENTS OF THE CURRENT ANSI/AASHTO/AWS "BRIDGE WELDING CODE".
ELECTROSLAG WELDING WILL NOT BE PERMITTED.
WITH THE SOLE EXCEPTION OF EDGES AT SURFACES WHICH BEAR ON OTHER
SURFACES.ALL SHARP EDGES AND ENDS OF SHAPES AND PLATES SHALL BE SLIGHTLY
ROUNDED BY SUITABLE MEANS TO A RADIUS OF APPROXIMATELY 1/16 INCH OR
EQUIVALENT FLAT SURFACE AT A SUITABLE ANGLE PRIOR TO PAINTING, GALVANIZING.
OR METALLIZING.
HANDRAILS AND POSTS:
METAL STANDARDS AND FACES OF THE CONCRETE END POSTS FOR THE METAL
RAIL SHALL BE SET NORMAL TO THE GRADE OF THE CURB, UNLESS OTHERWISE SHOWN
ON PLANS. THE METAL RAIL AND TOPS OF CONCRETE POSTS USED WITH THE ALUMINUM
RAIL SHALL BE BUILT PARALLEL TO THE GRADE OF THE CURB.
METAL HANDRAILS SHALL BE IN ACCORDANCE WITH THE PLANS. RAILS SHALL BE
AS MANUFACTURED FOR BRIDGE RAILING. CASTINGS SHALL BE OF A UNIFORM APPEARANCE.
FINS AND OTHER DEFORMATIONS RESULTING FROM CASTING OR OTHERWISE SHALL BE
REMOVED IN A MANNER SO THAT A UNIFORM COLORING OF THE COMPLETED CASTING SHALL
BE OBTAINED. CASTINGS WITH DISCOLORATIONS OR OF NON-UNIFORM COLORING WILL
NOT BE ACCEPTED.CERTIFIED MILL REPORTS ARE REQUIRED FOR METAL RAILS AND POSTS.
SPECIAL NOTES:
GENERALLY, IN CASE OF DISCREPANCY, THIS STANDARD SHEET OF NOTES SHALL
GOVERN OVER THE SPECIFICATIONS, BUT THE REMAINDER OF THE PLANS SHALL GOVERN
OVER NOTES HEREON, AND SPECIAL PROVISIONS SHALL GOVERN OVER ALL. SEE
SPECIFICATIONS ARTICLE 105-4.
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