BRC No 3 100.01.00206 Timeless Yancey.pdf

7 MB Posted

Attached to
Private Road and Bridge Reconstruction - Hurricane Helene
Solicitation number
Doc1760208913
Issued by
Halifax County, North Carolina

About this file

Written by GovTribe AI ·

This is a design plan document prepared by the North Carolina Department of Emergency Management (NCEM) in coordination with Yancey County for the reconstruction of a private bridge and roadway on Timeless Lane over the Cane River (Site #100.01.00206). The project encompasses grading, paving, and structural work spanning 0.070 miles total length, with the bridge structure measuring 0.034 miles and the roadway approaches 0.036 miles. The bridge design includes a three-span concrete deck structure with steel beams (W24X104), elastomeric bearings, and reinforced concrete abutments and intermediate bents. Roadway improvements include 8-inch aggregate base course, 3-inch asphalt concrete surface course, and erosion control measures including 363 square yards of geotextile and 146 tons of Class B rip rap. The project begins at station 10+31.87 (elevation 2223.62) and concludes at station 14+00.38 (elevation 2230.23), with the bridge spanning from station 11+97.00 to station 13+77.00. The plans are dated November 14, 2023, with final signatures completed in September 2025, and represent design completion ready for bidding and construction phases.

The project quantifies roadway materials including 1,365 cubic yards of unclassified excavation, 20 cubic yards of borrow excavation, and 120 tons of asphalt Type S9.5B surface course. The bridge superstructure bill of materials specifies 123.3 cubic yards of reinforced concrete deck slab, 88,000 pounds of structural steel reinforcing, 17,750 pounds of structural steel beams, and elastomeric bearings with a 360 linear feet bridge rail system. Substructure elements include reinforced concrete for end bent and intermediate bent construction with detailed reinforcing steel schedules. The project is funded through FEMA Public Assistance under the Stafford Act for hurricane-related disaster recovery, with NCEM serving as the recipient disbursing funds to approved subrecipients. This solicitation represents part of a multi-site, multi-jurisdiction initiative that includes additional private bridge reconstruction projects in Haywood, Buncombe, and Yancey counties, with the Timeless Lane project serving as one of four bridge sites under the consolidated reconstruction effort.

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Other files

File Type Posted
19-IFB-1760151794-PTW-DPS-Private Road and Bridge - IFB Attachment I FINAL.pdf PDF
BRC No 1 044.01.cdc5b Jade Haywood.pdf PDF
BRC No 2 100.01.00202 South Face Yancey.pdf PDF
19-IFB-1760151794-PTW-DPS-Private Road and Bridge Reconstruction.pdf PDF
BRC No 4 001.01.00403 Ivey Haywood.pdf PDF

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Bridge Contract No. 3

Site # 100-01-00206 Timeless Lane over the Cane River in Yancey County

N/A

N/A

CHRIS WERNER,PE

ERIC B. NELSON, PE

yancey county

PRIVATE BRIDGE ON TIMELESS LANE

OVER CANE RIVER

GRADING,PAVING & STRUCTURE

10 20 4020

100.01.00206

10 20 4020

2.5 5 105

CORPORATE/bwhite - 8/20/2025

ANGELA B. PRIDGEN, PE

-L- STA. 10+31.87

BEGIN PROJECT

-L-

-L- STA 11+97.00

BEGIN BRIDGE

-L- STA 13+77.00

END BRIDGE

-L- STA. 14+00.38

END PROJECT

LOCATION

PROJECT

TOTAL LENGTH OF PROJECT = 0.070 MILES

LENGTH OF STRUCTURE PROJECT = 0.034 MILES

LENGTH OF ROADWAY PROJECT = 0.036 MILES

CONDITIONS

EXISTING

MATCH

DIVISION 13

TIMELESS LANE

19W T

O

E

M P

L

H I

R D

U S

INDEX OF SHEETS

SHEET NUMBER SHEET

1 TITLE SHEET

AND QUANTITIES

TYPICAL SECTIONS, PLAN, PROFILE

X-1 THRU X- 8 CROSS SECTIONS

S-1 THRU S- 13 STRUCTURE PLANS

EC-1 THRU EC- 5

N/A SUBSURFACE BORING LOGS

EROSION CONTROL PLANS

C A

N

IV

E R

DOCUMENT NOT CONSIDERED FINAL

UNLESS ALL SIGNATURES COMPLETED

PROFILE (HORIZONTAL)

PROJECT LENGTH

RIGHT OF WAY DATE:

LETTING DATE:

STATE STATE PROJECT REFERENCE NO.

STATE PROJ. NO. F. A. PROJ. NO. DESCRIPTION

NO.

TOTAL

SHEETS

N.C.

SHEET

DESIGN DATA

SIGNATURE:

P.E.

2024 STANDARD SPECIFICATIONS

PROJECT ENGINEER

PROGRAM MANAGER

PRIVATE ROAD AND BRIDGE

GRAPHIC SCALES

PLANS

PROFILE (VERTICAL)

HYDRAULICS ENGINEER

ROADWAY DESIGN ENGINEER

LOCATION:

TYPE OF WORK:

01/16/24

EMERGENCY MANAGEMENT

NORTH CAROLINA DEPARTMENT OF

C O

N T

R A

C T

T

IP

P

R O

J E

C T

: 1

.0

.0

SIGNATURE:

P.E.

VICINITY MAP (NTS)

PROJECT DESIGN ENGINEER

M il le r

H il l

R d

SR 13587

Bloody Fork Rd

SR 1425

Little Creek Rd

19W

19W

Timeless Lane

NA 2011

NAD 83

P

RO

FESSIONA

L

ENGINEER

NO

RT

H CAROLINA

SEAL

032579

N E

G

DIRP .B

AL

E

G N

A

P

RO

FESSIONA

L

ENGINEER

NO

RT

H CAROLINA

SEAL .

RJ

N

A

GINREJ .

K

M

AI

L

LI

W

040302

Docusign Envelope ID: A5705D07-E926-42FD-A671-21168461C5B9

8/22/2025

8/22/2025

100.01.00206

CORPORATE/apridgen- 9/23/2025

EMERGENCY MANAGEMENT

NORTH CAROLINA DEPARTMENT OF

YANCEY COUNTY

PREPARED BY

ENGINEER

ROADWAY DESIGN

ENGINEER

HYDRAULICS

removed, modified or shifted from their original location or elevation.

storm evaluations. Portions of the existing structures may have been destroyed, destroyed crossing. This is based on the best available data provided from post bridge/culvert provides conveyance greater than or equal to the original

This certification demonstrates that the newly designed and installed private original destroyed crossing”.

installed private bridge/culvert provides conveyance greater than or equal to the licensed in the State of North Carolina demonstrating that the newly designed and design plans certified (sealed, signed, and dated) by a Professional Engineer

Private Roads and Bridges issued on 14 February 2025, “to provide bridge/culvert

NCFMP which meets the FEMA Disaster Specific Guidance for the Replacement of the existing bridge low chord as documented in the HEC-RAS model obtained from

The proposed bridge low chord for the bridge shall be set no lower than the top of provided by the proposed three (3) span bridge.

site which was a four (4) span existing bridge with the proposed conveyance

I hereby certify that that I have reviewed the existing hydraulic conveyance at this

C A

E R

TIMELESS LANE

U S

W

P A

V

A D

W A

Y

S

S O

IL

G

A V E L

L

BEGIN PROJECT

BEGIN GRADE

-L- STA. 10+31.87

EL.2223.62

BEGIN BRIDGE

-L- STA. 11+97.00

EL.2225.75

END BRIDGE

-L- STA. 13+77.00

EL.2228.75

END PROJECT

-L- STA. 14+00.38

EL.2230.23

C EXIST. US 19WL

ELEVATION

2227.847158.54' LT

-L- OFFSET-L- STA.

13+65.91BM-6

POINT NORTHING

835924.2750

EASTING

1002941.8860

,2

.0

,2

.3

,2

.2

,2

.1

-L-

+50

+50

+50

+50

+50

+50

+50

+50

+50

+50 2200 2200

2210 2210

2220 2220

(-)1.0000% (+)3.26

35%

(+)1.6667%

8.7

-L-

.0

.0

.0

.4

.0

.3

.0

.8

.0

.3

V P

C

L P V P

T

V P

I

V P

C

V P

T

.0

.9

.0

.8

.0

.6

.0

.8

V P

I V P

C V P

T

V P

I

.0

.0

L

P

L = 30

K = 19

L = 30

K = 7

L = 10

K = 1

,2

.1

,2

.8

,2

.4

,2

.2

-L- Sta. 12+87.00C

LOW CORD

ELEV. 2226.26'

LOW CORD

ELEV. 2223.26'

F

F

F

F

F

F

C

C

C

F

F

C

C

C

C

-L- PC 10+65.28

-L- PT 11+20.75

-L- PC 11+61.49

-L- PT 11+94.91

-L- POE 14+10.86

N90°00'00.0"E

S87°08'40.8"E -L-

CUR DATA -L-

PIc 11+81.23

Δc = 76°35'48.9" (LT) D = 229°10'59.2"

Lc = 33.42 Tc = 19.74

R = 25

CUR DATA -L-

PIc 10+98.52

Δc = 79°27'08.1" (RT) D = 143°14'21.7"

Lc = 55.47 Tc = 33.24

R = 40

GRADE

POINT

CL

TYPICAL SECTION NO. 2

-L- TIMELESS LANE

0.06

2:1

GROUND

ORIGINAL

-L- STA. 13+77.00 (END BRIDGE) TO STA. 14+00.38

-L- STA. 11+61.21 TO STA. 11+97.00 (BEGIN BRIDGE)

THIS LINE

GRADE TO

J1 9"

2'

0.06

2:1

GROUND

ORIGINAL

TC1

2'

GRADE

POINT

CL

TYPICAL SECTION NO. 1

-L- TIMELESS LANE

2:1

GROUND

ORIGINAL

-L- STA. 10+31.87 TO STA. 11+61.21

THIS LINE

GRADE TO

J2 8"

2'

2:1

GROUND

ORIGINAL

T

2'

12'-1" MIN

VARIES

AT AN AVERAGE RATE OF 165 LBS. PER SQ. YD. IN EACH OF TWO LAYERS.

PROP. APPROX. 3" ASPHALT CONCRETE SURFACE COURSE, TYPE S9.5B,

PAVEMENT SCHEDULE

C1

J1

J2 PROP.8" AGGREGATE BASE COURSE

END PROJECT

-L- STA.14+00.38

-L- POB 10+00.28

BEGIN PROJECT

-L- STA.10+31.87

LOW POINT

-L- STA.10+92.36

BEGIN BRIDGE

-L- STA.11+97.00

END BRIDGE

-L- STA.13+77.00

0.060.06

12'-1

10'

PROP.6" AGGREGATE BASE COURSE

BM-6

RR SPIKE IN BASE

OF 12" WALNUT

BL-12A

BL-12

N °4

'0

.1 "W

.6 d 2:1

B

D

(Not to Scale)

Fla tte r2:1 or

EST. 363 SY GETOTEXTILE

EST. 146 TONS RIP RAP, CL B

-L- STA. 10+51.00 TO -L- STA. 11+97.00 RT.

DETAIL A

Ground Natural

B=4 Ft.

d=0.5 Ft.

Min. D= 1Ft.

Type of Liner= CL B Rip-Rap, Keyed-In

SPECIAL BASE DITCH

Ditch Slope Front

Geotextile Minimum of 1ft (TYP) Tuck Geotextile a

-L- STA. -L- OFFSET ELEVATION

13+44.40

36.57' LT 2230.4314+10.86

479.16' LT 2234.64

NORTHING

836245.5870

835807.6120

EASTING

1002909.0880

1002940.8310

POINT

BL-13

BL-12A

T

T

S °3

'5

.9 "E

12'-1" MIN

VARIES

GRADE

POINT

CL

TYPICAL SECTION NO. 3

-L- TIMELESS LANE

-L- STA. 11+97.00 (BEGIN BRIDGE) TO STA. 13+77.00 (END BRIDGE)

CLEAR

12'-1"

T EARTH MATERIAL

STRUCTURE CONSTRUCTION DETAIL)

(SEE STRUCTURE PLANS FOR

ROADWAY QUANTITIES

Tons

Tons

CY

CYCY

QUANTITYDESCRIPTION

ROADWAY QUANTITIES

UNIT

UNCLASSIFIED EXCAVATION

BORROW EXCAVATION 1,365

Tons

Tons

CY

CYCY

ASPHALT TYPE S9.5B

AGGREGATE BASE COURSE

GETOTEXTILE FOR DRAINAGE 363 SY

Tons146RIP RAP, CLASS B

NA 2011

NAD 83

11/14/23

UNLESS ALL SIGNATURES COMPLETED

DOCUMENT NOT CONSIDERED FINAL

PR

OF

ESSIONAL

ENGINEER

NO

RTH

CAROLINA

SEAL

032579

NE

GDIRP .B A

LE

G N

A

PR

OF

ESSIONAL

ENGINEER

NO

RTH

CAROLINA

SEAL .

RJ

NAGINREJ .K

M

AI

LL

I

W

040302

PR

OF

ESSIONAL

ENGINEER

NO

RTH

CAROLINA

SEAL .

RJ

NAGINREJ .K

M

AI

LL

I

W

040302

Docusign Envelope ID: 4A7A85E2-E75A-4E6A-AFE4-081C19952A99

9/23/2025

9/23/2025

9/23/2025

X

0.

.0

CORPORATE/gmwebaza- 8/8/2025

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2230 2230

2235 2235

2240 2240

2223.07

-75 -70 -65 -60 -55 -50 -45 -40 -35 -30 -25 -20 -15 -10 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 2210 2210

2215 2215

2220 2220

2225 2225

2230 2230

2235 2235

2240 2240

2:1

S S

.8

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2240 2240

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-1 .3

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S

2221.40

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2219.40

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2235 2235

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2214.35

-75 -70 -65 -60 -55 -50 -45 -40 -35 -30 -25 -20 -15 -10 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 2195 2195

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2210 2210

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2235 2235

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S S

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CORPORATE/gmwebaza- 8/8/2025

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-75 -70 -65 -60 -55 -50 -45 -40 -35 -30 -25 -20 -15 -10 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 2195 2195

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2205 2205

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2212.85

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2205 2205

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.2

.0

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2217.41

-75 -70 -65 -60 -55 -50 -45 -40 -35 -30 -25 -20 -15 -10 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 2200 2200

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2211.36

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2210.33

-75 -70 -65 -60 -55 -50 -45 -40 -35 -30 -25 -20 -15 -10 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 2195 2195

2200 2200

2205 2205

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2240 2240

-75 -70 -65 -60 -55 -50 -45 -40 -35 -30 -25 -20 -15 -10 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 2195 2195

2200 2200

2205 2205

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2235 2235

2240 2240

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-75 -70 -65 -60 -55 -50 -45 -40 -35 -30 -25 -20 -15 -10 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 2195 2195

2200 2200

2205 2205

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-L- STA. 13+77.00

END BRIDGE

-75 -70 -65 -60 -55 -50 -45 -40 -35 -30 -25 -20 -15 -10 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 2205 2205

2210 2210

2215 2215

2220 2220

2225 2225

2230 2230

2235 2235

2240 2240

2215.56

-75 -70 -65 -60 -55 -50 -45 -40 -35 -30 -25 -20 -15 -10 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 2205 2205

2210 2210

2215 2215

2220 2220

2225 2225

2230 2230

2235 2235

2240 2240

-75 -70 -65 -60 -55 -50 -45 -40 -35 -30 -25 -20 -15 -10 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 2215 2215

2220 2220

2225 2225

2230 2230

2235 2235

2240 2240

2245 2245

2230.19

-75 -70 -65 -60 -55 -50 -45 -40 -35 -30 -25 -20 -15 -10 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 2215 2215

2220 2220

2225 2225

2230 2230

2235 2235

2240 2240

2245 2245

EXIST. EXIST.

SIGNATURES COMPLETED

FINAL UNLESS ALL

DOCUMENT NOT CONSIDERED

DRAWN BY :

CHECKED BY :

DATE :

DATE :

STATION:

PROJECT NO.

COUNTY

NO. NO.BY: BY:DATE: DATE:

REVISIONS SHEET NO.

TOTAL

SHEETS1

100.01.00206

08/2025

YANCEY

12+87.00 -L-

One Glenwood Avenue

Suite 900

Raleigh, NC 27603

919-420-7660

NC Lic. No. F-0270DESIGN ENGINEER OF RECORD : DATE :08/2025

SEAL

ORTH CAROLINA

020208

LA

NOISSEFOR

P

REENIGN

E

.RJ NOSLEN .B

C

IR

E

J. YANNACCONE

GENERAL DRAWING

PLAN

J. PARROTT S-1

SHEET 1 OF 2

07/2025

SECTION ALONG -L-

35'-0"35'-0"

55'-0" 70'-0" 55'-0"

TOTAL BRIDGE LENGTH = 180'-0" (FILL FACE TO FILL FACE)

SUBSTRUCTURE

EXISTING

BRIDGE I.D.

STA. 12+87.00-L-

W.P. 2

STA. 12+52.00 -L-

W.P. 3

STA. 13+22.00 -L-

W.P. 4

STA. 13+77.00 -L-

W.P. 1

STA. 11+97.00 -L-

@ END BENT 1

FILL FACE

@ END BENT 2

FILL FACE

TO US-19W

-L-

(TYP.)

90°-00'-00"

TO TIMELESS LANE

C A

N E R

IV

E R

OVER CANE RIVER

FOR BRIDGE ON TIMELESS LANE

"CAUSEWAY

TEMPORARY ROCK

DETAIL OF CAUSEWAY

VARIES

:1 SLOPE (TYP.)2

STREAM BED NATIVE ROCK

RIP RAP OR

CLASS ll

TOP OF CAUSEWAY

EL. = 2212.001

RIP RAP

CLASS A

SPAN A SPAN B SPAN C

2210 ±

2210 ± EL. 2210.00

TOP OF FOOTING 2210 ±

2210 ±

2211 ±

2212 ±

2211 ± 2211 ±

2213 ±

2215 ±

GROUND LINE

APPROX. EXISTINGEND BENT 1 BENT 1 BENT 2 END BENT 2

FIX.

EXP.

EXP.

EXP.

FILL FACE @ END BENT 1

GRADE POINT EL. 2225.75

STA. 11+97.00 -L-

FILL FACE @ END BENT 2

GRADE POINT EL. 2228.75

STA. 13+77.00 -L-

SUBSTRUCTURE

EXISTING

EL. 2210.00

TOP OF FOOTINGEL. 2212.00

TOP OF FOOTING

12+00 13+0012+50 13+50 14+00

GRADE DATA -L-

V.C. = 30.00'

P.V.I. EL. = 2225.38

P.V.I. = STA. 11+75.00 -L-

3.2635% 1.6667%

GRADE DATA -L-

V.C. = 10.00'

P.V.I. EL. = 2228.88

P.V.I. = STA. 13+85.00 -L-

8.754 2%

1.6667%

EL. 2226.26

LOW CHORD

EL. 2223.26

LOW CHORD

RAP (TYP.)

CLASS II RIP

RAP (TYP.)

CLASS II RIP

J. YANNACCONE

2211 ±

(SEE PHOTOS ON SHEET 2 OF 2)

CREATED BY ROCK DEPOSITED BY THE RIVER.

SHALLOW RIFFLES DUE TO ROCKY SHOALS

SURFACE CONSISTED OF A SERIES OF

THE BRIDGE SITE NOTED THAT THE WATER

* OBSERVATIONS DURING FIELD SCOPING AT

WSEL = 2210 ± *

OBSERVED

(T Y

P

(T Y

P

" (T

Y P

LINE

CONTROL

BENT 1

LINE

CONTROL

BENT 2

CAUSEWAY

TEMPORARY ROCK

(T Y

P

(T Y

P

"(T

Y P

REPAIRING SPALLS WHERE REBAR IS EXPOSED.

BOLTS AND FASTENERS, SEALING CRACKS IN CONCRETE, AND

STRUCTURAL MAINTENANCE SHOULD INCLUDE TIGHTENING LOOSE

THE BRIDGE TO PREVENT PONDING AND EROSION.

REMOVE DEBRIS AND SEDIMENT FROM THE DECK AND UNDERNEATH

DAMAGE OR DETERIORATION OF SAFETY RAIL.

SCOURING AROUND ABUTMENTS AND PIERS, DECK SURFACE WEAR,

IN CONCRETE OR STEEL COMPONENTS, SIGNS OF EROSION OR

OBSERVE BETWEEN INSPECTIONS FOR CRACKS RUST OR SPALLING

SCHEDULE AND INSPECT EVERY 2 YEARS THEREAFTER.

IF DETERIORATION IS NOTED IN INSPECTIONS, ACCELERATE

BRIDGE INSPECTIONS.

REPAIR ANY PRIORITY MAINTENANCE ITEMS NOTED DURING

INSPECT EVERY 2 YEARSYEARS 30+:

INSPECT EVERY 3 YEARSYEARS 20-30:

INSPECT EVERY 4 YEARSYEARS 10-20:

INSPECT EVERY 5 YEARSYEARS 0-10:

INSPECTOR IS RECOMMENDED ON THE FOLLOWING SCHEDULE:

BRIDGE INSPECTION PERFORMED BY A CERTIFIED BRIDGE

RECOMMENDED INSPECTION AND MAINTENANCE

11/4/2025

DOCUMENT NOT CONSIDERED

DRAWN BY :

CHECKED BY :

DATE :

DATE :

STATION:

TOTAL

SHEETS1

100.01.00206

08/2025

YANCEY

12+87.00 -L-

One Glenwood Avenue

Suite 900

Raleigh, NC 27603

ORTH CAROLINA

020208

LA

NOISSEFOR

P

REENIGN

E

.RJ NOSLEN .B

C

IR

E

J. YANNACCONE

GENERAL DRAWING

J. PARROTT S-2

SHEET 2 OF 2

07/2025

OVER CANE RIVER

FOR BRIDGE ON TIMELESS LANE

(2'-0" THICK)

RIP RAP

CLASS II

DRAINAGE

FOR

GEOTEXTILE

TOTAL BILL OF MATERIAL

TONS SQ. YDS.

80 114

TEMPORARY ACCESS

REMOVAL OF

MAINTENANCE AND

CONSTRUCTION,

LUMP SUM

LUMP SUM

LATITUDE

BRIDGE COORDINATES

LONGITUDE

35°-59'-59.4" 82°-22'-18.1"

GENERAL NOTES

DECK SLAB

CONCRETE

REINFORCED

CONCRETE

CLASS A

STEEL

REINFORCING

STEEL

STRUCTURAL

88,000 LBS

APPROX.

BEARINGS

ELASTOMERIC

SYSTEM

BRIDGE RAIL

2,265

SQ. FT.

123.3

CU. YDS.

17,750

LBS.

LUMP SUM

LUMP SUM

LUMP SUM

LUMP SUM

LIN. FT.

PROVISIONS.

FOR GROUT FOR STRUCTURES, SEE SPECIAL

FOR CRANE SAFETY, SEE SPECIAL PROVISIONS.

PROVISIONS.

FOR FALSEWORK AND FORMWORK, SEE SPECIAL

FOR BRIDGE RAIL SYSTEM, SEE SPECIAL PROVISIONS.

OF TEMPORARY ACCESS, SEE SPECIAL PROVISIONS.

FOR CONSTRUCTION, MAINTENANCE AND REMOVAL

CONTROL PLANS.

FOR EROSION CONTROL MEASURES, SEE EROSION

PERFORMED AT NO ADDITIONAL COST.

REPAIRED AS DIRECTED BY THE ENGINEER AND

DURING THE CONTRACTOR’S OPERATIONS SHALL BE

ANY DAMAGE TO EXISTING REINFORCING STEEL

CATCH THE MATERIAL.

NETS, SCREENS OR OTHER PROTECTIVE DEVICES TO

WHERE THE CONTRACTOR’S PLAN USES PLATFORMS,

NOT TO ALLOW DEBRIS TO FALL BELOW, EXCEPT

WORK ON THE BRIDGE SHALL BE PERFORMED SO AS

ALL STATE AND FEDERAL SAFETY REQUIREMENTS.

IT IS THE CONTRACTOR'S RESPONSIBILITY TO FOLLOW

CONDITION DIFFER.

THE ENGINEER IF ACTUAL DIMENSIONS AND

INFORMATION SHOWN ON THE PLANS AND NOTIFY

THE CONTRACTOR SHALL FIELD VERIFY THE

NO. 2 ARE FROM THE BEST INFORMATION AVAILABLE.

EXISTING DIMENSIONS OF THE EXISTING END BENT

OTHERWISE SHOWN ON PLANS.

SET NORMAL TO THE GRADE OF THE DECK, UNLESS

METAL STANDARDS FOR THE BRIDGE RAIL SHALL BE

GALVANIZING OR METALLIZING.

SURFACE AT A SUITABLE ANGLE PRIOR TO PAINTING,

OF APPROXIMATELY ¹⁄��” OR EQUIVALENT FLAT

SLIGHTLY ROUNDED BY SUITABLE MEANS TO A RADIUS

EDGES AND ENDS OF SHAPES AND PLATES SHALL BE

WHICH BEAR ON OTHER SURFACES, ALL SHARP

WITH THE SOLE EXCEPTION OF EDGES AT SURFACES

STREAMBANKS ON BOTH SIDES OF THE RIVER.

CAUSEWAYS SHALL BE PLACED ALONG THE

CONSTRUCTION, THE ROCK IN THE TEMPORARY

BRIDGE. AFTER COMPLETION OF BRIDGE

CROSS SECTION IMMEDIATELY UPSTREAM OF THE

IN SUCH A WAY TO APPROXIMATELY MATCH THE STREAM

MATERIAL HAS BEEN REMOVED SHALL BE CONTOURED

TEMPORARY CAUSEWAYS. THE STREAMBED WHERE

AT THE BRIDGE SITE FOR USE IN CONSTRUCTING THE

THE CONTRACTOR SHALL REMOVE ALLUVIAL MATERIAL

TO LOCK LEGS ON ADJOINING PIECES.

THE ENDS OF THE SUPPORTING WIRES SHALL BE LAPPED

CONTINUOUS LINES, THEY SHALL BE SO PLACED THAT

WHEN BAR SUPPORT PIECES ARE PLACED IN

REINFORCING STEEL WHERE INDICATED ON THE PLANS.

WIRE BAR SUPPORTS SHALL BE PROVIDED FOR

INDICATED ON PLANS.

ARE TO CENTERS OF BARS OR ARE OUT TO OUT AS

INDICATED IN THE PLANS. DIMENSIONS ON BAR DETAILS

ARE TO CENTERS OF BARS UNLESS OTHERWISE

DIMENSIONS RELATIVE TO PLACEMENT OF REINFORCING

ALL REINFORCING STEEL SHALL BE DEFORMED.

VERTICAL CURVE SHOWN ON PLANS.

THE BRIDGE SHALL BE BUILT ON THE GRADE OR

".4

3 CHAMFERED

EXPOSED CORNERS ON THE STRUCTURE SHALL BE

UNLESS OTHERWISE NOTED ON THE PLANS, ALL

SUPERSTRUCTURE.

CONCRETE SHALL BE USED IN BRIDGE

STRUCTURE WITH THE EXCEPTION THAT CLASS AA

CONCRETE SHALL BE USED FOR ALL PORTIONS OF THE

UNLESS OTHERWISE REQUIRED ON PLANS, CLASS A

TRANSPORTATION.

STRUCTURES” OF THE N.C. DEPARTMENT OF

2024 “STANDARD SPECIFICATIONS FOR ROADS AND

WORKMANSHIP SHALL BE IN ACCORDANCE WITH THE

IN THE SPECIAL PROVISIONS, ALL MATERIAL AND

EXCEPT AS MAY OTHERWISE BE SPECIFIED ON PLANS OR

MULTIPLE PRESENCE FACTOR = 1.0

IMPACT ALLOWANCE = 15%

SPECIFICATIONS EXCEPT AS NOTED.

WITH THE AASHTO LRFD BRIDGE DESIGN

THIS BRIDGE HAS BEEN DESIGNED IN ACCORDANCE

ASSUMED LIVE LOAD = HS-20.

LOOKING WEST FROM END BENT 2 EXISTING END BENT 2 LOOKING EAST FROM END BENT 1

LOOKING DOWNSTREAM LOOKING NORTH (DOWNSTREAM) AT END BENT 2LOOKING SOUTHWEST AT END BENT 2

LOOKING UPSTREAM LOOKING UPSTREAM TOWARDS END BENT 1LOOKING UPSTREAM TOWARDS END BENT 2

PHOTOS OF EXISTING SITE CONDITIONS

J. YANNACCONE

LRFR RATING SUMMARY

FACTOR

RATING

VEHICLE

INVENTORY

HS-20

EV2

EV3

HS-20

EV2

EV3

OPERATING

1.22

1.82

1.34

1.59

2.37

1.56

DOCUMENT NOT CONSIDERED

DRAWN BY :

CHECKED BY :

DATE :

DATE :

STATION:

TOTAL

SHEETS1

100.01.00206

08/2025

YANCEY

12+87.00 -L-

One Glenwood Avenue

Suite 900

Raleigh, NC 27603

ORTH CAROLINA

020208

LA

NOISSEFOR

P

REENIGN

E

.RJ NOSLEN .B

C

IR

E

J. YANNACCONE

JT. MAT'L

" EXP.2

EA. OVERHANG)

W16X26 (TYP.

(TYP. EA. BAY)

C12X20.7

(TYP.)

W6X20 POST

(TYP.)

WHEEL GUARD

4"x6" TIMBER

TYPICAL SECTION

DETAILS

SUPERSTRUCTURE

OF FLOORING

BOLTED ATTACHMENT

CONCRETE DECK SECTION

RAIL DETAIL DETAIL OF RAIL POST

AT END BENT

END OF GIRDER DETAIL

WELDED STEEL PLANK EDGE DAMS

J. PARROTT S-3

12'-1" (CLEAR ROADWAY)

12'-7" (OUT-TO-OUT)

6"

1" 1"

NUT DOWN

WITH 1 WASHER,

"� A325-1 BOLT 4

HOLES IN FLOORING

" SLOTTED4

1"X18 7�

" � HOLE (TYP.)16

13WITH

"X3"X5" S-CLIP (GALV)8

BRIDGE PLANK

6X2 GALV. STEEL

EDGE DAM (GALV.)

"X12'-0"8

7"X616 3 �

EVERY CORRUGATION

TOP AND BOTTOM OF

"16

STEEL BRIDGE PLANK

6 X 2, 7 GA. CORR.

BEAM

(M

IN

C

L

CONCRETE DECK

REINFORCED

"2

"2

"2

"2

"2

(TYP.)

HOLES

"�16 13�

BEAM

WALL

CURTAIN

REINFORCED CONCRETE DECK

PARTIAL SECTION AT END BENTS PARTIAL SECTION AT BENT AND INTERMEDIATE DIAPHRAGMS

#3 A1

E D

G E

D R

IP

SHEET 1 OF 4

#3B1

" (CLEAR ROADWAY)12'-1

"2

"2

& STD. WASHER

HEAD BOLT W/NUT

"� BUTTON4

3 �"

"2 16'-3"2

16'-3

GUARDRAIL (TYP.)

STEEL "W" BEAM

-L-

07/2025

BEARING

ELASTOMERIC

� BEAM

STAGGERED 6" PATTERN

BEAM FLANGES IN A

ON OPPOSITE SIDES OF THE

S-CLIPS SHALL BE INSTALLED

NOTE:

6'-3" MAX. SPACING

W6X20 POST @

WHEEL GUARD

4"X6" TIMBER

GUARDRAIL

STEEL "W" BEAM

W16X26

WHEEL GUARD

4"X6" TIMBER

BUTT SPLICE

W6X20 POST

& STD. WASHER

"� BOLT W/NUT4

3 �

& STD. WASHER

HEAD BOLT W/NUT

"� BUTTON4

3 �

(TYP.)

1'-4"3 SPA. @ 3'-4" = 10'-0"

9"

JT. MAT'L

" EXP.2

STEM WALL

END BENT

FACE

FILL

FLOORING

STEEL PLANK

K

C T

S

#4 L1

T H

R U

C T

K

W E

B H

O L

6" 180-#3 A1 @ 1'-0" CTS.

#3 B1

13-#3 B1 & #4 L1 @ 1'-0" CTS. 13-#3 B1 @ 1'-0" CTS.

(W16X26 NOT SHOWN FOR CLARITY)

#3 A1

#4 K1 (EA. FACE)

#4 K1 (FILL FACE)

#4 K1 (STREAM FACE)

1'-0"

3" HCM

CONST. JT.

PERMITTED

W24X104 (TYP.)

J. YANNACCONE

PLANK

STEEL BRIDGE

(TYP.)

#3A1

BETWEEN BEAMS

WASHERS AT LAP JOINTS

NUT DOWN, W/2

" A325 BOLT, 4

3" X 14

HOLES (TYP.)

"�16

13�

DOCUMENT NOT CONSIDERED

DRAWN BY :

CHECKED BY :

DATE :

DATE :

STATION:

TOTAL

SHEETS1

100.01.00206

08/2025

YANCEY

12+87.00 -L-

One Glenwood Avenue

Suite 900

Raleigh, NC 27603

ORTH CAROLINA

020208

LA

NOISSEFOR

P

REENIGN

E

.RJ NOSLEN .B

C

IR

E

J. YANNACCONE

DETAILS

SUPERSTRUCTURE

J. PARROTT S-4

SHEET 2 OF 4

FRAMING PLAN & PLAN OF SPANS

BEAM ELEVATION

� BEAM 3

END BENT 1

� BEARING @ BENT 1 CONTROL LINE

"8 113'-4"8

113'-4"8 113'-4"8

113'-4

55'-0" (W.P.1 TO W.P.2)

SPAN A SPAN B

END BENT 1

FILL FACE @

W.P.1

(TYP.)

90°-00'-00"

W.P.2

"2 11'-7 17'-6" 17'-6"

70'-0" (W.P.2 TO W.P.3)

DIAPHRAGM (TYP.)

INTERMEDIATE STEEL

-L-

"2 11'-1

" (SECTION 1 & 3)2

138'-8 49'-8" (TO � SECTION 2)

(STEEL PLANK FLOORING NOT SHOWN FOR CLARITY)

ABOUT � BRIDGE

SYMMETRICAL

(C L E

A R

R O

A D

W A

Y

(O

U T

T O

O U

T

WHEEL GUARD

FACE OF TIMBER

WHEEL GUARD

FACE OF TIMBER

180-#3A1 @ 1'-0" CTS.

07/2025

� BEAM 4

� BEAM 2

� BEAM 1

180'-0" (FILL FACE TO FILL FACE)

LAP SPLICE

1'-3" MIN.

(5 B

A R

R U

N

B

C T

S

6 RAIL POSTS @ 5'-11" SPA. = 29'-7"

ABOUT � BRIDGE

SYMMETRICAL

"2

12'-119 RAIL POSTS @ 6'-3" SPA. = 50'-0"

6"

(BEAMS 2 & 3 ARE SIMILAR BUT WITHOUT RAIL POST HOLES)

(SHOWING TYPICAL SPACING AND DIMENSIONS FOR RAIL POST HOLES FOR BEAMS 1 & 4)

BENT 1 CONTROL LINE

END BENT 1

� BRG. @

179'-0"

177'-0" (BRG. TO BRG.)

3"

W E

B

C T

S

H O

L E

S I

N

5'-11"

"2

"2

HOLE (TYP.)

" � RAIL POST16

SPLICE (TYP.)

BOLTED FIELD

FIELD SPLICE

� BOLTED

SHEET 3 OF 4)

SPLICE (SEE

BOLTED FIELD

NOTES:

FOR STRUCTURAL STEEL NOTES, SEE SHEET 3 OF 4.

AND PLUMBNESS OF THE BEAMS IN THE FINAL CONDITION.

LATERAL BRACING AND OTHER MEANS OF SUPPORT, AS REQUIRED, TO ENSURE THE STABILITY

DURING BEAM ERECTION, THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING TEMPORARY

DEFLECTION OF THE BEAM WHILE IT IS BEING LIFTED INTO PLACE.

IS RESPONSIBLE FOR PROVIDING A MEANS TO PREVENT TORSIONAL BUCKLING OR EXCESSIVE

THE CONTRACTOR MAY SPLICE BEAMS ON THE GROUND BEFORE ERECTION. THE CONTRACTOR

DELIVERY TO THE SITE.

AN OPTIONAL BOLTED FIELD SPLICE IS SHOWN AND MAY BE USED TO FACILITATE BEAM

NO SHOP CAMBER REQUIRED, TURN NATURAL MILL CAMBER UP.

FALSEWORK OR FORMS ARE PLACED ON THE UNIT.

STRUCTURAL STEEL ERECTION IN A CONTINUOUS UNIT SHALL BE COMPLETE BEFORE

ALL DIMENSIONS ON THIS SHEET ARE HORIZONTAL OR VERTICAL UNLESS OTHER WISE NOTED.

W24X104 BEAM

J. YANNACCONE

(TYP.)

BENT DIAPHRAGM

"2 11'-0

FIELD SPLICE

OPTIONAL BOLTED

15'-11"

FIELD SPLICE

OPTIONAL BOLTED

DOCUMENT NOT CONSIDERED

DRAWN BY :

CHECKED BY :

DATE :

DATE :

STATION:

TOTAL

SHEETS1

100.01.00206

08/2025

YANCEY

12+87.00 -L-

One Glenwood Avenue

Suite 900

Raleigh, NC 27603

ORTH CAROLINA

020208

LA

NOISSEFOR

P

REENIGN

E

.RJ NOSLEN .B

C

IR

E

J. YANNACCONE

DETAILS

SUPERSTRUCTURE

J. PARROTT S-5

SHEET 3 OF 4

08/2025

TYPICAL BENT AND INTERMEDIATE DIAPHRAGM

AND BEAM WEB

� C12X20.7 A

T

S

P A

(TYP.)

" CONN. �8

2"

2"

4" (TYP.)

" � H.S. BOLTS8

7 �

4" (TYP.)

NOTES:

PLACEMENT OF THE DECK CONCRETE.

THAT THE OPENING IS SEALED TO PREVENT LEAKAGE DURING THE

BOLTED FIELD SPLICE. APPROPRIATE MEASURES SHALL BE TAKEN TO ENSURE

ACCOMMODATE THE OUTER SPLICE PLATE ON THE TOP FLANGE FOR THE

THE CONTRACTOR SHALL CUT AN OPENING IN THE STEEL BRIDGE PLANK TO

ACCORDANCE WITH THE STANDARD SPECIFICATIONS.

SHALL BE CALIBRATED USING DIRECT TENSION INDICATOR WASHERS IN

TENSION ON THE ASTM A325 BOLTS THROUGH THE CHANNEL MEMBER ENDS

SPECIFICATION, SECTION 1082.

TREATED TIMBER SHALL BE IN ACCORDANCE WITH NCDOT STANDARD

SECTION 1076.

NCDOT STANDARD SPECIFICATIONS FOR THERMALLY SPRAYED COATINGS,

PARTS SHALL BE GALVANIZED AFTER FABRICATION IN ACCORDANCE WITH

ALL STEEL BRIDGE PLANKS, BOLTS, NUTS, SCREWS AND ASSOCIATED STEEL

AND WELDING HAS BEEN COMPLETED.

PERFORMED UNTIL ALL SHOP FABRICATION INCLUDING CUTTING, DRILLING

COATING APPLICATION FOR ALL STRUCTURAL STEEL SHALL NOT BE

STANDARD SPECIFICATIONS.

STEEL SHOP COATINGS PROGRAM AND SECTION 442-8 OF THE NCDOT

SYSTEM 1 OR GALVANIZED IN ACCORDANCE WITH THE NCDOT STRUCTURAL

CONNECTOR PLATES SHALL BE AASHTO M270 GRADE 50 AND PAINTED WITH

STRUCTURAL STEEL FOR ROLLED I-BEAMS, DIAPHRAGMS, SPLICE PLATES AND

CONNECTOR PLATE DETAIL

BENT AND INTERMEDIATE DIAPHRAGM

BOLTED FIELD SPLICE DETAILSTYPICAL BOLTED STEEL FLOORING LAYOUT

2'-0" 2'-0"

6" 6"

STRINGERS (TYP.)

LAPS BETWEEN

W/2 WASHERS AT

BOLT, NUT DOWN

" A325-14 3"X14

(TYP.)*

BOLT, NUT, WASHER

"X3" A3254 3W/

S-CLIP (GALV)

BRIDGE PLANK

6X2 GALV. STEEL

TOP OF SLAB

"4

"4

" CONNECTOR �4

3"X48

"4

"4

(TYP.)

� BEAM WEB

PLAN (TOP OF BOTTOM FLANGE)

3" CTS.

4 ROWS @

3" CTS.

4 ROWS @

2'-1"

"2 11'-0"2

11'-0

"2 11 4" "2

" � HOLES FOR16

15�

" � H.S. BOLTS (TYP.)8

" � HOLES FOR16

15�

" � H.S. BOLTS (TYP.)8

� SPLICE

R

O W

S

C T

S

1'-1"

"2 16 "2

"2 11 3" 4" 3" "2

2" 2"

" � HOLES FOR16

15�

" � H.S. BOLTS (TYP.)8

& FLANGES

BETWEEN WEBS

" CLEAR4

A

A

ELEVATION

3" CTS.

4 ROWS @

3" CTS.

4 ROWS @"2

11 4" "2

" � HOLES FOR16

15�

" � H.S. BOLTS (TYP.)8

PLAN (TOP OF TOP FLANGE)

2'-1"

"2 11'-0"2

11'-0

" � HOLES FOR16

15�

" � H.S. BOLTS (TYP.)8

� SPLICE

� BEAM WEB

BEAM FLANGE

EDGE OF

"4 31'-0

"2 110"8

11 "8

" X 2'-1" �2 1" X 104

3 (TYP.)

1"

(SEE NOTES)

PLANK (TYP.)

STEEL BRIDGE

R

O W

S

C T

S

" X 5" X 2'-1" �4

" X 1'-6" X 1'-1" �4

"4 31'-0

" X 5" X 2'-1" �4

" X 2'-1" �4 3" X 1'-04

SECTION A-A

� BEAM 3

� BRIDGE

� BRIDGE

SYM. ABOUT

IN STEEL BRIDGE PLANK

" SLOTTED HOLE4

1"X18

*INSTALL BOLT THRU

DURING PLACEMENT OF THE DECK.

WITH ¾” BOLTS TO PREVENT CONCRETE LEAKAGE

PURPOSES, THE UNUSED HOLES SHALL BE FILLED

NOTE: IF ADDITIONAL HOLES ARE NEEDED FOR FABRICATION

UPSTATION

J. YANNACCONE

AND LAYOUT WIDTH

HOLE SPACING LAYOUT

� BEAM 4

DOCUMENT NOT CONSIDERED

DRAWN BY :

CHECKED BY :

DATE :

DATE :

STATION:

TOTAL

SHEETS1

100.01.00206

08/2025

YANCEY

12+87.00 -L-

One Glenwood Avenue

Suite 900

Raleigh, NC 27603

ORTH CAROLINA

020208

LA

NOISSEFOR

P

REENIGN

E

.RJ NOSLEN .B

C

IR

E

J. YANNACCONE

DETAILS

SUPERSTRUCTURE

J. PARROTT S-6

SHEET 4 OF 4

07/2025

TYPE I

D.L.+L.L. (NO IMPACT)

MAXIMUM ALLOWABLE

SERVICE LOADS

140 k

SOLE PLATE DETAILS ( "P" )

12 GAUGE STEEL �

ELASTOMER

( TYP.)

E2

P2 P1

FIXED EXPANSION

END VIEW

TYPICAL SECTION OF ELASTOMERIC BEARINGS

� BEAM

E1

4" THREAD

(TYP.)

15" SWEDGE

(TYP.)

⅛"

( TYP.)

16" STEEL �

16" RIB

⅛" ALL AROUND

8"

2" � PIPE SLEEVE

EXTENDING ⅛" ABOVE SOLE �

WITH STANDARD WASHER

4"� x 2'-0"

ANCHOR BOLTS

BRIDGE SEAT

PLAN VIEW OF ELASTOMERIC BEARING

E2 (12 REQ'D )E1 (4 REQ'D )

TYPE I

8"

4" 4" 2

8"

4" 4"

� 115 16" �

HOLES � 29

16" X 33

4"

SLOTS

EQUAL SPACING

(TYP.)

AT ALL FIXED POINTS OF SUPPORT, NUTS FOR ANCHOR BOLTS

ARE TO BE TIGHTENED FINGER TIGHT AND THEN BACKED OFF

2" TURN. THE THREAD OF THE NUT AND BOLT SHALL THEN BE

BURRED WITH A SHARP POINTED TOOL.

THE 2'' � PIPE SLEEVE SHALL BE CUT FROM SCHEDULE 40 PVC

PLASTIC PIPE. THE PVC PLASTIC PIPE SHALL MEET THE

REQUIREMENTS OF ASTM D1785.

THE PAYMENT FOR THE PIPE SLEEVES SHALL BE INCLUDED IN

THE SEVERAL PAY ITEMS.

FOR PAINTED STRUCTURAL STEEL, SOLE PLATES, ANCHOR BOLTS,

NUTS AND WASHERS SHALL BE GALVANIZED IN ACCORDANCE

WITH THE NCDOT STANDARD SPECIFICATIONS.

ANCHOR BOLTS SHALL MEET THE REQUIREMENTS OF ASTM A449.

NUTS SHALL MEET THE REQUIREMENTS OF AASHTO M291-DH OR

AASHTO M292-2H. WASHERS SHALL MEET THE REQUIREMENTS OF

AASHTO M293. SHOP DRAWINGS ARE NOT REQUIRED FOR ANCHOR

BOLTS, NUTS AND WASHERS.

WHEN FIELD WELDING THE SOLE PLATE TO THE GIRDER FLANGE,

USE TEMPERATURE INDICATING WAX PENS, OR OTHER SUITABLE

MEANS, TO ENSURE THAT THE TEMPERATURE OF THE SOLE PLATE

DOES NOT EXCEED 300°F. TEMPERATURES ABOVE THIS MAY

DAMAGE THE ELASTOMER.

ALL SURFACES OF BEARING PLATES SHALL BE SMOOTH AND

STRAIGHT.

THE ELASTOMER IN THE STEEL REINFORCED BEARINGS SHALL

HAVE A SHEAR MODULUS OF 0.160 KSI, IN ACCORDANCE WITH

AASHTO M251.

FOR STEEL REINFORCED ELASTOMERIC BEARINGS, SEE STANDARD

SPECIFICATIONS.

THE CONTRACTOR MAY PROPOSE ALTERNATE METHODS, PROVIDED

DETAILS ARE SUBMITTED TO THE ENGINEER FOR REVIEW AND

APPROVAL.

= INDICATES POUR NUMBER AND DIRECTION OF POUR

NOTES

LAYOUT FOR COMPUTING AREA

OF REINFORCED CONCRETE DECK SLAB

( SQ. FT. = 2,265 )

TOTAL

SUPERSTRUCTURE

BILL OF MATERIAL

ALL BAR DIMENSIONS ARE OUT TO OUT

( CU.YDS.)

CLASS AA CONCRETE*

POUR 1

BAR TYPES

POUR 2

POUR 3

P2P1

( EXPANSION )( FIXED )

P2 (12 REQ'D )P1 (4 REQ'D )

� 115 16" �

HOLES

� 29 16" X 33

4"

SLOTS

POURING SEQUENCE

CONTROL LINE

BENT 1

CONTROL LINE

BENT 2

-L-

SPAN A SPAN B SPAN C

BAR NO. SIZE TYPE WEIGHTLENGTH

A1 180 STR. 12'-3"#3 829

B1 65 STR. 37'-0"#3 904

K1 16 STR. 12'-3"#5 204

BILL OF MATERIAL

(O U

T -T

O -O

U T

180'-0"

L1 26 1 4'-0"#4 70

55'-0"70'-0"55'-0"

30'-6" 24'-6" 48'-0" 22'-0"

CONST. JT.

TRANSVERSE CONST. JT.

TRANSVERSE

W.P. 1 W.P. 2 W.P. 3 W.P. 4-L-

1 2 3

END BENT 1

FILL FACE @ END BENT 2

FILL FACE @

180'-0" (FILL FACE TO FILL FACE)

END BENT 1

FILL FACE @

END BENT 2

FILL FACE @

REINFORCING STEEL LBS. 2007

8.0

16.6

18.6

43.2

10"10"

5" 5"5" 5"

CONTROL LINE

BENT 1

CONTROL LINE

BENT 2

UPSTATION

SOLE � PLACEMENT DETAIL

SOLE � ("P")

"4

TRANSVERSE CONSTRUCTION JOINT DETAIL

TOP OF SLAB

(TYP.)"4

CONST. JT.

� TRANSVERSE

CONTINUOUS THRU JOINT

LONGITUDINAL REINFORCING STEEL SHALL BE

NOTE: REINFORCING STEEL IN SLAB NOT SHOWN.

"4

"4

"8

CONCRETE.

* USE NO. 78M STONE FOR CLASS AA

1'-7"

J. YANNACCONE

16"

16"

16"

16"

"2 11'-6

1'-0"

WHEEL GUARDRAIL

" CHAMFER ON2

DECK SLAB

END OF

WHEEL GUARD

4"X6" TIMBER

END FLARE

GUARDRAIL

SLOT (TYP.)

" BOLT2

1" X 24

1'-6"

� W6X20 POST

BEAM GUARDRAIL

END OF STEEL

GUARDRAIL END TREATMENT

SUCH SHALL BE INCLUDED IN THE PRICE PER LINEAR FOOT FOR “BRIDGE RAIL SYSTEM”.

SEPARATE PAYMENT WILL BE MADE FOR THE GUARDRAIL END FLARES AS THE COST OF

INSTALL GUARDRAIL END FLARES AT ALL FOUR CORNERS OF THE BRIDGE. NO

DOCUMENT NOT CONSIDERED

DRAWN BY :

CHECKED BY :

DATE :

DATE :

STATION:

TOTAL

SHEETS1

100.01.00206

08/2025

YANCEY

12+87.00 -L-

One Glenwood Avenue

Suite 900

Raleigh, NC 27603

ORTH CAROLINA

020208

LA

NOISSEFOR

P

REENIGN

E

.RJ NOSLEN .B

C

IR

E

J. YANNACCONE

BM. 1

-L-

FILL FACE

6'-2"

3'-4" 1'-8" 1'-8" 3'-4"

"2 112'-11

'-1

'-0

12'-4"

"2 113'-9

18'-1"

15'-0"

11"

""4

5'-0"

1' -0

7' -0

SEE DETAIL "A"

90°-00'-00"

� BRG.

6'-2"

PLAN

ELEVATION

DETAIL "A"

SECTION A-A

A

A

(8 REQ'D)

" ABOVE CAP (TYP.)2

BOLTS TO PROJECT

" � 2'-0" LONG ANCHOR4

(TYP.) (4 REQ.'D)

ELAST. BRG. PAD

"4 38" X 1'-10" X 1

� BEAM

� BRG.

FILL FACE

11" 11"

1'-10"

"2 18 "2

1'-5"

W A

L L

C U

R T

A

IN

END BENT 1

SUBSTRUCTURE

(LEVEL)

TOP OF WING

EL. 2225.75

WORKLINE

SHEET 1 OF 3

W.P. 1

2"

6"6"

EL. 2220.40

(LEVEL)

TOP OF WING

EL. 2225.75

EL. 2220.40

(LEVEL)

TOP OF FOOTING

EL. 2212.00

W1 W2

12-#8 V1 (EACH FACE)

12- #6 U1 @ 1'-0" CTS.

EL. 2223.00

(FOR WING REINFORCING, SEE SHEET 2 OF 3)

(FOR FOOTING REINFORCING, SEE SHEET 3 OF 3)

5-#8 B1

B

C T

S (E

A F

A C

E

MAT'L. (TYP.)

" EXP. JT.2

T O

B

R G

W A

L L

C U

R T

A

IN

#8 M1 #8 M1

DRAIN (TYP.)

3" � PIPE

DRAIN (TYP.)

3" � PIPE

3" HIGH B.B.

7" 8- #6 T4 @ 1'-3" CTS. (TOP & BOT.)

9'-9"

C L

CONST. JT.

B

C

T S

(E

A

F A

C E

FILL FACE

#8 V1#8 V1

#6 U1

C L

T O

U

2" CL. 2" CL.

"2

9"

2'-3"

5- #8 B1

FINISHED SURFACE

DRAIN (TYP.)

3" � PIPE

CONST. JT.

" � ANCHOR BOLT 4

#8 T1

#8 M1 #8 M1

1'-0" 6'-6"

(L A

P S

P L

IC

E

J. HARRIS 08/2025 S-7

T O

T

90°-00'-00" (TYP.)

2"

BM. 2

BM. 3

BM. 4

R. NELSON

7'-0"

5'-0"

1' -0

5' -0

1'-0"

1'-0"

7'-0"

7' -0

5' -0

3'-6" 3'-6"

(TO MATCH #8 M1 IN FTG.)

CONST. JT. CONST. JT.

9"

FACE

STREAM

S

C

T S

M A

X S

P A

(4

P E

R L

IN

E

IN FTG.)

MATCH #8 M1

#6 V11 (TOIN FTG.)

MATCH #8 M1

#6 V11 (TO

(M

IN

P O

U R

P O

U R

12'-9"

"4

DOCUMENT NOT CONSIDERED

DRAWN BY :

CHECKED BY :

DATE :

DATE :

STATION:

TOTAL

SHEETS1

100.01.00206

08/2025

YANCEY

12+87.00 -L-

One Glenwood Avenue

Suite 900

Raleigh, NC 27603

ORTH CAROLINA

020208

LA

NOISSEFOR

P

REENIGN

E

.RJ NOSLEN .B

C

IR

E

J. YANNACCONE

PLAN OF WING W1

ELEVATION OF WING W1

SECTION X-X

X

X

END BENT 1

SUBSTRUCTURE

(LEVEL)

TOP OF FTG.

EL. 2212.00

JOINT MAT'L.

" EXPANSION2

SHEET 2 OF 3

WING DETAILS

K

T

O M

A T

C H

H

B

A R

S I

N W

IN

G

F

IL

L

F A

C E

C

L

C

L

2" CL.

2" CL.

1'-0"

#8 M1 #5 M2

M

IN

L

A P

CONST. JT.

M

IN

L

A P

H B

A R

S

C

T S

(E

A F

A C

E

#6 "V" #5 "V"

FACE

FILL

H

C

T S

(E

A

F A

C E

H

T

H R

U

H

(E A

F

A C

E

C

T S

#6 "V" BARS (TO MATCH #8 M1 IN FOOTING) (FILL FACE)

#5 "V" BARS (TO MATCH #5 M2 IN FOOTING) (STREAM FACE)

#6 V12 (FILL FACE)

#5 V3 (STREAM FACE)

C

L

#4 U2

(LEVEL)

TOP OF WING

EL. 2225.75

#5 H6

#5 H7 (EA. FACE)

#6 V19 #5 V10

#5 H2

4-#4 U2 @ 4'-0" MAX. CTS.

(S T

R E

A M

F A

C E

K

T

O M

A T

C H

H

B

A R

S I

N W

IN

G

F A

C E

(S

T R

E A

M

K

(F

IL

L F

A C

E

K

3 #5 V2

FILL FACE

#5 V4 THRU #5 V10

#6 V13 THRU #6 V19

#5 "H"

15'-0"

#5 "H"

3"

3"

11"

"4

(TYP.)

#4 U2

#6 V11

#5 V2

#5 K1 OR #5 K3

#5 K2

8- #8 T3 @ 10" CTS.

#8 T2

7"

C

L

(M

IN

7'-0"

3" HIGH B.B.

SEE "FOOTING PLAN" SHEET 3 OF 3.)

FOR REINFORCING STEEL IN FOOTING,

(WING W1 SHOWN. WING W2 SIMILAR.

EL. 2220.40

TO MATCH WING SLOPE

FIELD BEND #5 K2 AND #5 K3

T O

U

8"8"

#5 V3

#6 V12

J. HARRIS 08/2025 S-8

(TYP.)

#5 M2 (STREAM FACE)

#8 M1 (FILL FACE)

"6

R. NELSON

FACE

STREAM

P O

U R

8"

STREAM FACE

(WING W1 SHOWN, WING W2 SIMILAR)

#5 V4 THRU #5 V10 (3 BARS PER MARK)

#6 V13 THRU #6 V19 (3 BARS PER MARK)

#6 V13 #5 V4

P O

U R

P O

U R

POUR #4

POUR SEQUENCE

POUR #2 POUR #3

POUR #4

POUR #1

POUR #3

CONST. JT.

(LOOKING UPSTATION)

CONST. JT.

CONST. JT.

CONST. JT.

DOCUMENT NOT CONSIDERED

DRAWN BY :

CHECKED BY :

DATE :

DATE :

STATION:

TOTAL

SHEETS1

100.01.00206

08/2025

YANCEY

12+87.00 -L-

One Glenwood Avenue

Suite 900

Raleigh, NC 27603

ORTH CAROLINA

020208

LA

NOISSEFOR

P

REENIGN

E

.RJ NOSLEN .B

C

IR

E

J. YANNACCONE

FOOTING PLAN

PIPE DRAIN DETAILS

END BENT 1

SUBSTRUCTURE

SHEET 3 OF 3

FOOTING DETAILS

ALL BAR DIMENSIONS ARE OUT TO OUT

BAR TYPES

BAR NO. SIZE TYPE WEIGHTLENGTH

B2 20 12'-0"

H1 32 15'-8" 523

H2 4 63

H3 51

BILL OF MATERIAL

H4 39

H5 28

B1 5 12'-0"

T

C T S

T

T " C

T S

(T O P B

O T O F F

T G

(S P L A Y E D A

S S

H O

W N

(T O P B

O T O F F

O O T

IN

G

(TOP & BOT. OF FOOTING)

M

C T S (S

T R E A

M F

A C E

M

C T S (F

IL

L

FA

C E

14- #8 M1 @ 1'-0" CTS. (FILL FACE)

12- #8 M1 @ 1'-0" CTS. (STREAM FACE)

13- #8T1 @ 1'-0" CTS.

'-0

"8

12'-7

T

C

T S

W.P #1

M

" C

T S . (F

ILL FA

C E

M " C

T S . (S

T R E A

M

FA

C E

T '-0

" C T S

(T O P B

O T . O

F

FT

G

(S P L A Y E D A

S S

H O

W N

T '-0

(T O P B

O T . O

F F

O O T

IN

G

'-1

"2

12'-11"2

12'-9

T

C T S .(T

O P B

O T . O

F F

O O T

IN

G ) (T

O P B

O T O F F

O O T

IN

G

"2

12'-9

J. HARRIS 08/2025

H6 16

H7 15'-8" 131

K1 22 4 5'-10" 134

K2 26 4 3'-1" 84

K3 4 4 2'-9" 11

M1 72 2 7'-2"#8 1378

M2 48 2 5'-6"#5 275

S1 8 3 2'-11"#5 24

T1 26 11'-1"#8 769

T2 72 6'-8"#8 1282

T3 16 13'-0"#6 312

T4 32 17'-10"#6 857

U1 12 1 4'-11"#6 89

U2 10 1 3'-8"#4 24

V1 26 9'-10"#8 683

STR.

STR.

8"

1'-11" U1

U2

#5

#5

#5

#8

#5

#5

#54

#54

#54

15'-1"

12'-3"

9'-5"

6'-8"

3'-10"

#5

#5

#5

11"

7"

M1

M2

M

M

"2

H K

(FOR REFERENCE)

OF WINGS

FILL FACE

(FOR REFERENCE)

ABUTMENT

FILL FACE OF

(FOR REFERENCE)

OF WINGS

FILL FACE

-L-

2 12'-8"#5 26

4 12'-5"#5 52

11'-9" 74

11'-0" 69

10'-3" 64

9'-7" 60

8'-10" 55

8'-2" 51

7'-5" 46

#5

#5

#5

#5

#5

#5

#5

#6

#6

V2

V3

V4

V5

V6

V7

V8

V9

V10

V11

V12

V13

V14

V15

V16

V17

V18

V19

#6

#6

#6

#6

#6

#6

#6

2'-4"

'-6

K

K

K

REINFORCING STEEL LBS. 8397

TOTAL

POUR 4

POUR 3

POUR 2

POUR 1

CLASS A CONCRETE BREAKDOWN �

C.Y.

C.Y.

C.Y.

C.Y.

C.Y.

49.9

0.30 13.8 11.3 24.5

K

K

K

K1

K2

K3

"8

"2

"4 32'-5

S-9

3"

7" 7"

3"

"4

BOTTOM OF WALL

A.S.T.M. D1785.

REQUIREMENTS OF

MEET THE MINIMUM

DRAINS THIS PIPE SHALL

3" � PVC PLASTIC PIPE

FACE.

ANCHOR FIRMLY TO FILL

OF COMMERCIAL QUALITY.

MESH HARDWARE CLOTH

GALVANIZED STEEL WIRE 4

6" SQUARE ALUMINUM OR

BE INCLUDED IN THE UNIT CONTRACT PRICE FOR THE SEVERAL PAY ITEMS.

PIPE DRAINS, HARDWARE CLOTH AND FASTENERS. THE ENTIRE COST OF THIS WORK SHALL

NO SEPARATE PAYMENT WILL BE MADE FOR FURNISHING AND INSTALLING THE PVC PLASTIC

NOTE:

VIEW Y-Y SECTION THRU END BENT WALL

Y

Y

SLOPE 2%

MIN.

6"

M

IN

3"±

BOTTOM OF WALL

FOOTINGS:

RESISTANCE OF 8 TSF IMMEDIATELY PRIOR TO PLACING CONCRETE.

RESISTANCE OF 8.7 TSF. CHECK FIELD CONDITIONS FOR THE REQUIRED

THE SPREAD FOOTING AT END BENT 1 IS DESIGNED FOR A FACTORED

WITH 1 FOOT EXTRA LENGTH.

VERTICAL LEG OF THE M1 AND M2 BARS IN THE FOOTING ARE DETAILED

THE CONTRACTOR'S ATTENTION IS CALLED TO THE FACT THAT THE

PROVIDE THE MINIMUM FOOTING THICKNESS AS SHOWN ON THE PLANS.

THE LOCATION OF THE REINFORCEMENT AS SHOWN ON THE PLANS.

PROVIDE VARIABLE HEIGHT REBAR SUPPORTS AS REQUIRED TO MAINTAIN

FOR THE ROCK SURFACE PRIOR TO PLACEMENT OF FOOTING CONCRETE.

REMOVE STANDING WATER AND ENSURE A SATURATED CONDITION

SURFACE OF ANY LOOSE OR UNSOUND MATERIALS.

EXCAVATE TO SOUND CRYSTALLINE ROCK THROUGHLY CLEAN THE

FACE

FILL

1' -0

'-3

3 4 " 11'-3 3

4"

R. NELSON

1'-0"

(T O

P

B O

T O

F F

O O

T

IN

G

NOTES:

TO CLEAR ANCHOR BOLTS.

#4 U1 STIRRUPS IN THE END BENT WALL MAY BE SHIFTED AS NECESSARY

STR.

STR.

STR.

STR.

STR.

STR.

STR.

STR.

STR.

STR.

STR.

STR.

STR.

STR.

STR.

STR.

STR.

STR.

STR.

STR.

STR.

STR.

STR.

STR.

STR.

STR.

STR.

STR.

STR.

12'-8"

12'-5"

11'-9"

11'-0"

10'-3"

9'-7"

8'-10"

8'-2"

7'-5"

9'-3"

HK.

11"T1

HK.

11"

� FOR POUR SEQUENCE, SEE SHEET 2 OF 3.

DOCUMENT NOT CONSIDERED

DRAWN BY :

CHECKED BY :

DATE :

DATE :

STATION:

TOTAL

SHEETS1

100.01.00206

08/2025

YANCEY

12+87.00 -L-

One Glenwood Avenue

Suite 900

Raleigh, NC 27603

ORTH CAROLINA

020208

LA

NOISSEFOR

P

REENIGN

E

.RJ NOSLEN .B

C

IR

E

J. YANNACCONE

2'-6" 7'-0" 7'-0" 2'-6"

14'-0"

4'-6" 3'-4" 1'-8" 1'-8" 3'-4" 4'-6"

9'-6" 9'-6"

19'-0"

SHEET 1 OF 2

ELEVATION

(SEE BENT INFORMATION TABLE FOR "A", "B" & "C")

(FOR FOOTING REINFORCEMENT, SEE SHEET 2 OF 2)

PLAN

(SEE BENT INFORMATION TABLE FOR W.P.)

P O

U R

M

IN

END ELEVATION

PLAN & ELEVATION

BENTS 1 & 2

S-10

1'-0" 1'-0"

2'-0"

U

C

T S

(E

A E

N D

(B

E N

T

U

C

T S

(E

A E

N D

(B

E N

T

C

L

� BEAM 1 � BEAM 2 � BEAM 3 � BEAM 4

90°-00'-00" (TYP.)W.P.

BENT CONTROL LINE

� BENT, FOOTING &

-L-

M

IN

L A

P S

P L

IC

E

SECTION A-A

SEE SHEET 2 OF 2

SEE DETAIL A,

1' -0 R

(T

YP

(S1 BARS NOT SHOWN FOR CLARITY)

(FOR FOOTING REINFORCEMENT, SEE FOOTING PLAN)

D

IM

"C

#8 D1 DOWELS

(SEE NOTES)

BOLSTERS

3" HIGH BEAM

#8 T4

FOOTING

� BENT &

2-#6 B1 #4 U1

#8 M1

#8 V1

SECTION B-B

-L-

� BENT

(TYP.)

#4 B2

(TYP.)

#4 U2

(TYP.)

#4 S1

LAP SPLICE

2'-5" MIN.

#8 V1

(LEVEL)

TOP OF BENT WALL

EL. "A"

(LEVEL)

TOP OF FOOTING

EL. "B"

#8 V1

7'-0"

#6 T3

A

A

B B

-L-

#4 U1

2-#6 B1

J. PARROTT

P O

U R

(TYP.)

#4 S1

#8 M1

08/2025

W.P.

#8 T2 (TYP.)

#6 T1 (TYP.)

S

C T

S (4

P E

R L

IN

E

(B

E N

T

S

C T

S (4

P E

R L

IN

E

(B

E N

T

B

C T

S (E

A F

A C

E

(B E

N T

B

C T

S (E

A F

A C

E

(B E

N T

CONST. JT.

FOOTING

� BENT &

" � ANCHOR BOLTS4

P O

U R

(M

IN

D

IM

"C

P O

U R

CONST. JT.

#4 U2 (EA. END)

C L

#8 M1 (TYP.)

38-#8 V1 (TO MATCH WITH #8 M1 IN FOOTING)

17-#4 U1 @ 9" CTS. 1'-0"1'-0"

J. YANNACCONE

BENT

BENT INFORMATION TABLE

W.P. "A" "B"

2 2223.92 2210.00

2210.002225.083 15'-1"

13'-11"

"C"

SUBSTRUCTURE

DOCUMENT NOT CONSIDERED

DRAWN BY :

CHECKED BY :

DATE :

DATE :

STATION:

TOTAL

SHEETS1

100.01.00206

08/2025

YANCEY

12+87.00 -L-

One Glenwood Avenue

Suite 900

Raleigh, NC 27603

ORTH CAROLINA

020208

LA

NOISSEFOR

P

REENIGN

E

.RJ NOSLEN .B

C

IR

E

J. YANNACCONE

SHEET 2 OF 2

BILL OF MATERIAL

DETAILS &

BENTS 1 & 2

S-11

NOTES:

RESISTANCE OF 8 TSF IMMEDIATELY PRIOR TO PLACING CONCRETE.

THE SPREAD FOOTINGS AT BENT 1 AND BENT 2 ARE DESIGNED FOR A FACTORED RESISTANCE OF 3 TSF. CHECK FIELD CONDITIONS FOR THE REQUIRED

DETAILED WITH 2 FEET OF EXTRA LENGTH.

THE CONTRACTOR’S ATTENTION IS CALLED TO THE FACT THAT THE VERTICAL LEG OF THE #8 M1 BARS AND THE #8 D1 DOWEL BARS IN THE FOOTING ARE

PROVIDE THE MINIMUM FOOTING THICKNESS AS SHOWN ON THE PLANS.

PROVIDE VARIABLE HEIGHT REBAR SUPPORTS AS REQUIRED TO MAINTAIN THE LOCATION OF THE REINFORCEMENT AS SHOWN ON THE PLANS.

REMOVE STANDING WATER AND ENSURE A SATURATED CONDITION FOR THE ROCK SURFACE PRIOR TO PLACEMENT OF FOOTING CONCRETE.

EXCAVATE TO SOUND CRYSTALLINE ROCK AND THOROUGHLY CLEAN THE SURFACE OF ANY LOOSE OR UNSOUND MATERIALS.

FOOTINGS:

FOR GROUT FOR STRUCTURES, SEE SPECIAL PROVISIONS.

PLACEMENT OF DOWEL AND GROUT MATERIAL.

IF NO SUBTERRANEAN INFLOWS OF WATER ARE PRESENT, REMOVE ANY DELETERIOUS MATERIAL AND STANDING WATER FROM DOWEL HOLES PRIOR TO

SLEEVE BOTTOM DURING REMOVAL OF THE TEMPORARY SLEEVE.

15 MINUTES PROVIDE A TEMPORARY SLEEVE INSIDE THE HOLE PRIOR TO PLACEMENT OF GROUT. PROVIDE A MINIMUM OF 2’ OF GROUT HEAD ABOVE THE SUBTERRANEAN INFLOWS OF WATER. IF PRESENT, MEASURE THE CHANGE IN WATER ELEVATION. IF THE WATER ELEVATION INCREASES BY MORE THAN 2” IN PRIOR TO DOWEL GROUTING, PROVIDE MEASURES TO RESTRICT SURFACE WATER FROM ENTERING THE DOWEL HOLE. CHECK THE DOWEL HOLE FOR

PROJECTION INTO THE FOOTING AS SHOWN ON THE PLANS.

CONDITIONS. PROVIDE DOWELS OF SUFFICIENT LENGTH TO ACHIEVE A 6’ MINIMUM EMBEDMENT DEPTH BELOW THE EXISTING ROCK SURFACE AND THE ALL ELEVATIONS ARE BASED ON THE BEST AVAILABLE INFORMATION. THE CONTRACTOR’S ATTENTION IS CALLED TO THE POTENTIAL FOR SLOPING ROCK

NUTS AND PLATE WASHERS. THE MINIMUM PLATE WASHER SIZE IS 6” X 6” X ½”.

PROVIDE DOWELS WITH A MINIMUM YIELD STRENGTH OF 60 KSI. FOR #8 REBAR DOWELS, THE TOP 6” SHALL BE THREADED FOR THE ATTACHMENT OF

ROCK ANCHORS:

#4 U1 STIRRUPS IN THE BENT WALL MAY BE SHIFTED AS NECESSARY TO CLEAR ANCHOR BOLTS. LENGTH WEIGHTNO. SIZE TYPEBAR LENGTH WEIGHT

REINFORCING STEEL LBS. 4322

CLASS A CONCRETE BREAKDOWN

POUR 1 (BENT FOOTING)

POUR 2 (BENT WALL)

TOTAL

C.Y.

C.Y.

C.Y.

9.9

20.4

30.3

BENT 2

ALL BAR DIMENSIONS ARE OUT TO OUT

BILL OF MATERIALBAR TYPES

BENT 1

DETAIL A

DOWEL GROUTING DETAIL

11"11"

1'-10"

" 2

� BRG.

� BENT &

"2 18"2

1'-5"

(4 REQ'D PER BENT)

BEARING PAD (TYP.)

ELASTOMERIC

"4 31'-10"x8"x1

(8 REQ'D PER BENT)

ABOVE CAP (TYP.)

"2

1BOLTS TO PROJECT 5

" � 2'-0" LONG ANCHOR4

� BEAM

90°-00'-00" (TYP.)

FOOTING PLAN

S P

A

1'-0" 1'-0"

9'-6"9'-6"

19'-0"

19-#8 T4 @ 1'-0" CTS. (BOT. OF FOOTING)

19-#6 T3 @ 1'-0" CTS. (TOP OF FOOTING) 6"6"

-L-

LENGTH WEIGHTNO. SIZE TYPEBAR

V1

U2

U1

T4

T3

T2

T1

S1

M1

D1

B2

B1

LENGTH WEIGHT

REINFORCING STEEL LBS. 4171

CLASS A CONCRETE BREAKDOWN

POUR 1 (BENT FOOTING)

POUR 2 (BENT WALL)

TOTAL

C.Y.

C.Y.

C.Y.

9.9

18.8

28.7

#8

#4

#4

#8

#6

#8

#6

#4

#8

#8

#4

#6

STR.

STR.

STR.

STR.

13'-8"

7'-1"

4'-7"

8'-4"

7'-10"

20'-4"

19'-10"

2'-5"

8'-2"

9'-0"

12'-0"

12'-0"

W/ 2 NUTS (TYP.)

TOP AND PLATE WASHER

10-#8 D1 W/ THREADED

GROUT FILLED

4" � HOLE

ROCK LINE

"4 36'-7"4

36'-7

17-#8 M1 @ 9" CTS. (EA. FACE)

4'-3" 4'-3" 4'-3" 4'-3"

T

C T

S (B

O T

O

F F

O O

T

IN

G

T

C

T S

(T

O P

O F

F O

O T

IN

G

(TYP.)

#8 D1

#8 M1 (TYP.)

� FOOTING

"4 37 "4

WALL (FOR REFERENCE)

FACE OF PROPOSED BENT

J. PARROTT

11"

1'-8"

" R

1'-7"

"2

18'-6"

HK.

8"

HK.

8"

HK.

11" 18'-6"

HK.

11"

HK.

8" 6'-6"

HK.

8"

HK.

11" 6'-6"

HK.

11"

T1

T2

T3

T4

H K

V1

U2

U1

T4

T3

T2

T1

S1

M1

D1

B2

B1

#8

#4

#4

#8

#6

#8

#6

#4

#8

#8

#4

#6

STR.

STR.

STR.

STR.

14'-10"

7'-1"

4'-7"

8'-4"

7'-10"

20'-4"

19'-10"

2'-5"

8'-2"

9'-0"

12'-0"

12'-0"

08/2025

W.P.

J. YANNACCONE

SUBSTRUCTURE

FOOTING

(M

IN

DOCUMENT NOT CONSIDERED

DRAWN BY :

CHECKED BY :

DATE :

DATE :

STATION:

TOTAL

SHEETS1

100.01.00206

08/2025

YANCEY

12+87.00 -L-

One Glenwood Avenue

Suite 900

Raleigh, NC 27603

ORTH CAROLINA

020208

LA

NOISSEFOR

P

REENIGN

E

.RJ NOSLEN .B

C

IR

E

J. YANNACCONE

PLAN

ELEVATION

SECTION A-A

END BENT 2

SUBSTRUCTURE

SHEET 1 OF 2

(FOR WING REINFORCING, SEE SHEET 2 OF 2)

6'-2" 6'-2"

3'-4"1'-8"1'-8"3'-4"

90°-00'-00"

"2

T O

B

R G

2" CL.

2- #8 B1

2- #8 B1

1'-3"

D

D

O W

E L S

C T

S

6-#8 D1 DOWELS

8"

M A

T C

H

#6 L1

2" CL.

ABUTMENT

OF EXISTING

STREAM FACE

B

C

T S

EXIST.

ABUTMENT

10"

#5 V1

CONST. JT.

#6 T1 1

2 SPA.1'-0"

@ 1'-0"

FACE OF FTG.)

6-#6 T2 (TOP &

E X

IS

T

"2

11'-46- #8 D1 @ 2'-0" CTS."2

11'-4

2- #8 B1 2- #8 B1

12- #5 V1 @ 1'-0" CTS.

4- #5 D2 @ 3'-4" CTS.

EL. 2226.00

WORKLINE

(TYP.)

TOP OF SEAT

CUT LINE AT

A

"2

11012- #6 L1 @ 1'-0" CTS."2

12'-9"

A

EXIST. FTG.

TOP OF

FTG.

TOP OF

SEAT) (TYP.)

(MATCH EXIST.

EL. 2226.00

(LEVEL) (TYP.)

TOP OF WING

EL. 2228.75

WING (TYP.)

OF EXIST.

REMOVE TOP

FILL FACE

1'-5"

"2 18"2

1'-10"

11"11"

� BRG.

� BEAM

(8 REQ'D)

" ABOVE CAP (TYP.)2

BOLTS TO PROJECT

" � 2'-0" ANCHOR4

(TYP.)(4 REQ'D)

ELAST. BRG. PAD

"4 38" X 1'-10" X 1

W A

L L

C U

R T

A

IN

" � ANCHOR BOLTS4

3 1

J. HARRIS 08/2025

P O

U R

P O

U R

P O

U R

D

F O

R S

P A

C

IN

G S

E E

S E

C T

IO

N

A -A

(TYP.)

#5 D2

SEE DETAIL "A"

BM. 1

-L-

W.P. 4

FILL FACE

EXTENSION

END BENT WALL

EXTENSION

FOOTING

1'-0"± 1' -0

7' -1 0"

7'-10"±

EXISTING FOOTING

STREAM FACE OF

12'-9"

DETAIL "A"

SEE DETAIL "B"

WING (TYP.)

EXISTING

FILL FACE OF

JOINT MAT'L.

" EXPANSION2

2"

DETAIL "B"

W3 W4

2'-9"

12- #6 T1 @ 1'-0" CTS.

S-12

FOOTING

TOP OF EXST.

4-#5 D2 DOWELS

A B

U T

(E

X

IS

T

W A

L L

C U

R T

A

IN

� BRG.

BM. 2

BM. 3

BM. 4

12'-9"

R. NELSON

FACE

FILL

"2

4- #6 T2

#6 T2

(TYP.)

6"

(4 P

E R

L

IN

E

4-#5 D2 DOWELS

3'-0"

2" 2"

DOCUMENT NOT CONSIDERED

DRAWN BY :

CHECKED BY :

DATE :

DATE :

STATION:

TOTAL

SHEETS1

100.01.00206

08/2025

YANCEY

12+87.00 -L-

One Glenwood Avenue

Suite 900

Raleigh, NC 27603

ORTH CAROLINA

020208

LA

NOISSEFOR

P

REENIGN

E

.RJ NOSLEN .B

C

IR

E

J. YANNACCONE

ELEVATION OF WING W3 SECTION X-X

END BENT 2

SUBSTRUCTURE

SHEET 2 OF 2

WING DETAILS

ALL BAR DIMENSIONS ARE OUT TO OUT

BAR TYPES

BAR NO. SIZE TYPE WEIGHTLENGTH

B2 9 STR. 12'-0"#5 113

D1 6 STR. 3'-6"#8 56

D2 20 1 2'-5"#5 50

D3 17 STR. 2'-11"#4 33

BILL OF MATERIAL

H1 6 7'-2"#4 29

REINFORCING STEEL LBS. 860

B1 4 STR. 12'-0"#8

TOTAL

POUR 3

POUR 2

POUR 1

CLASS A CONCRETE BREAKDOWN

C.Y.

C.Y.

C.Y.

C.Y.

14.4

1.7

6.9

5.8

PLAN OF WING W3

FILL FACE

C

L

C

L

8-#4 D3 @ 1'-0" CTS. (EA. FACE)4"

7'-10"±

6"

#4 H1

#4 H2

3" CL.

3" CL.

1'-0"

X

X

3- #4 H1 @ 1'-0" CTS. (FILL FACE)

3- #4 H2 @ 1'-0" CTS. (STREAM FACE)

EXIST. WING

FILL FACE OF

CONST. JT.

#4 D3 DOWELS

(EA. FACE)

#4 "H"

CONST. JT.

JOINT MAT'L.

" EXPANSION2

J. HARRIS 08/2025

H2 6 7'-8"#4 31

L1 12 1 5'-10"#6 105

T1 12 4'-0"#6 72

2'-8"

S-13

R. NELSON

#4 D3

(WING W3 SHOWN. WING W4 SIMILAR.)

(WING W3 SHOWN. WING W4 SIMILAR.)

4" #4 D3 (SPACED AS SHOWN ABOVE)

OF EXIST. WING

STREAM FACE

1'-7"

D2

L1

D

L

V1 12 STR. 10'-6"#5 131

T2 6 12'-5"#6 112

STR.

STR.

STR.

STR.

NOTES:

THE NCDOT STANDARD SPECIFICATIONS. NO FIELD TESTING IS REQUIRED.

FOR ADHESIVELY ANCHORED ANCHOR BOLTS OR DOWELS, SEE ARTICLE 420-13 OF

FIELD CUT REBAR WHEN NECESSARY TO MAINTAIN 2" MINIMUM CONCRETE COVER.

CONDITIONS DIFFER.

SHOWN ON THE PLANS AND NOTIF THE ENGINEER IF ACTUAL DIMENSIONS AND

INFORMATION AVAILABLE. THE CONTRACTOR SHALL FIELD VERIFY THE INFORMATION

EXISTING DIMENSIONS OF THE EXISTING END BENT NO. 2 ARE FROM THE BEST

P O

U R

STRUCTURAL STEEL:

ETC. IN CASTING SUPERSTRUCTURES:

ALLOWANCE FOR DEAD LOAD DEFLECTION, SETTLEMENT,

REINFORCING STEEL:

HANDRAILS AND POSTS:

SPECIAL NOTES:

STRESS IN EXTREME FIBER OF

IMPACT ALLOWANCE

LIVE LOAD

27,000 LBS. PER SQ. IN.

20,000 LBS. PER SQ. IN.

DESIGN DATA:

SPECIFICATIONS

DOWELS:

MATERIAL AND WORKMANSHIP:

CONCRETE:

EQUIVALENT FLUID PRESSURE OF EARTH

OF TIMBER

COMPRESSION PERPENDICULAR TO GRAIN

CONCRETE IN COMPRESSION

CONCRETE IN SHEAR SEE AASHTO

CONCRETE CHAMFERS:

24,000 LBS. PER SQ. IN.

27,000 LBS. PER SQ. IN.

STRUCTURAL STEEL - AASHTO M270 GRADE 36

- AASHTO M270 GRADE 50W

- AASHTO M270 GRADE 50

SEE PLANS

AASHTO (CURRENT)

BE HOT ROLLED.

STEEL SHEET PILING FOR PERMANENT OR TEMPORARY APPLICATIONS SHALL

N. C. DEPARTMENT OF TRANSPORTATION.

THE 2024 "STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES" OF THE

PROVISIONS, ALL MATERIAL AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH

EXCEPT AS MAY OTHERWISE BE SPECIFIED ON PLANS OR IN THE SPECIAL

BE USED FOR SLOPE PROTECTION AND RIP RAP.

ABUTMENT BACKWALLS, AND APPROACH SLABS; AND CLASS B CONCRETE SHALL

CLASS AA CONCRETE SHALL BE USED IN BRIDGE SUPERSTRUCTURES,

USED FOR ALL PORTIONS OF ALL STRUCTURES WITH THE EXCEPTION THAT:

UNLESS OTHERWISE REQUIRED ON PLANS, CLASS A CONCRETE SHALL BE

WITH A FINISHING STONE OR TOOL UNLESS OTHERWISE REQUIRED ON PLANS.

RADIUS"4

AND TOPS OF CURBS AND SIDEWALKS SHALL BE ROUNDED TO A

ON PLANS; AND CORNERS OF EXPANSION JOINTS IN THE ROADWAY FACES

FINISHING TOOL UNLESS OTHERWISE REQUIRED"4

SHALL BE ROUNDED WITH A

INTO CURB FORMS; CORNERS OF TRANSVERSE FLOOR EXPANSION JOINTS

RADIUS WHICH IS BUILT"2

TOP CORNERS OF CURBS MAY BE ROUNDED TO 1

WITH THE FOLLOWING EXCEPTIONS:"4

STRUCTURES SHALL BE CHAMFERED

UNLESS OTHERWISE NOTED ON THE PLANS, ALL EXPOSED CORNERS ON

PLACE WITH 1:2 CEMENT MORTAR.

BE EMBEDDED AT LEAST 12" INTO THE OLD CONCRETE AND GROUTED INTO

DOWELS WHEN INDICATED ON PLANS AS FOR CULVERT EXTENSIONS, SHALL

FALSEWORK OR FORMS IS STARTED.

BE SUBMITTED TO THE ENGINEER FOR APPROVAL BEFORE CONSTRUCTION OF THE

AND ANY STRUCTURE OR PARTS OF A STRUCTURE AS NOTED ON THE PLANS SHALL

DETAILED DRAWINGS FOR FALSEWORK OR FORMS FOR BRIDGE SUPERSTRUCTURE

CONSTRUCTION ELEVATIONS FURNISHED BY THE ENGINEER.

SHALL CONFORM TO THE PROFILE AND ELEVATIONS SHOWN ON THE PLANS AND

ELEVATIONS SHOWN. AFTER REMOVAL OF THE FALSEWORK, THE FINISHED STRUCTURES

AND PERMANENT CAMBER WHICH SHALL BE PROVIDED FOR IN ADDITION TO THE

ALLOWANCE SHALL BE MADE FOR DEAD LOAD DEFLECTIONS, SETTLEMENT OF FALSEWORK,

IN SETTING FALSEWORK AND FORMS FOR REINFORCED CONCRETE SPANS, AN

ACTUAL BEAM CAMBER.

TO COMPENSATE FOR DEAD LOAD DEFLECTION, VERTICAL CURVE ORDINATE, AND

BOTTOM OF TOP FLANGES, DEPTH OF SLAB BETWEEN BEARINGS SHALL BE ADJUSTED

ORDINATE, AND ACTUAL BEAM CAMBER. WHERE BOTTOM OF SLAB IS IN LINE WITH

BETWEEN BEARINGS TO COMPENSATE FOR DEAD LOAD DEFLECTIONS, VERTICAL CURVE

UP TO THE SLAB, THE VERTICAL DIMENSIONS OF THE BLOCKS SHALL BE ADJUSTED

FOR THE ELEVATIONS SHOWN. WHERE BLOCKS ARE SHOWN OVER BEAMS FOR BUILDING

GIRDER BRIDGES, ADJUSTMENTS SHALL BE MADE DUE TO THE DEAD LOAD DEFLECTIONS

ON PLANS. IN SETTING FORMS FOR STEEL BEAM BRIDGES AND PRESTRESSED CONCRETE

DEFLECTIONS ARE DIMENSIONS AT CENTER LINE OF BEARING UNLESS OTHERWISE NOTED

ALL DIMENSIONS WHICH ARE GIVEN IN SECTION AND ARE AFFECTED BY DEAD LOAD

SLABS, CURBS AND PARAPETS SHALL CONFORM TO THE GRADE OR CURVE.

BRIDGES SHALL BE BUILT ON THE GRADE OR VERTICAL CURVE SHOWN ON PLANS.

BE LAPPED TO LOCK LEGS ON ADJOINING PIECES.

LINES, THEY SHALL BE SO PLACED THAT THE ENDS OF THE SUPPORTING WIRES SHALL

INDICATED ON THE PLANS. WHEN BAR SUPPORT PIECES ARE PLACED IN CONTINUOUS

WIRE BAR SUPPORTS SHALL BE PROVIDED FOR REINFORCING STEEL WHERE

TO OUT AS INDICATED ON PLANS.

IN THE PLANS. DIMENSIONS ON BAR DETAILS ARE TO CENTERS OF BARS OR ARE OUT

PLACEMENT OF REINFORCING ARE TO CENTERS OF BARS UNLESS OTHERWISE INDICATED

ALL REINFORCING STEEL SHALL BE DEFORMED. DIMENSIONS RELATIVE TO

OR METALLIZING.

EQUIVALENT FLAT SURFACE AT A SUITABLE ANGLE PRIOR TO PAINTING, GALVANIZING,

OR"16

ROUNDED BY SUITABLE MEANS TO A RADIUS OF APPROXIMATELY

SURFACES, ALL SHARP EDGES AND ENDS OF SHAPES AND PLATES SHALL BE SLIGHTLY

WITH THE SOLE EXCEPTION OF EDGES AT SURFACES…

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