BRC No 4 001.01.00403 Ivey Haywood.pdf

Bridge Contract No. 4

Site# 001-01-00403 Ivey Baptist Rd over Ivy Creek in Buncombe County

R = 350

Tc = 17.50

Lc = 34.98

D = 16°22'12.8"

Δc = 05°43'31.8" (RT) PIc 11+43.92

R = 80 Tc = 30.88 Lc = 58.94

D = 71°37'11.0" �c = 42°12'34.8" (RT)

Plc 13+36.48

CURVE DATA -L-

CURVE DATA -L-

PLAN

ELEVATION ALONG -L-

END BENT 1 BENT 1 BENT 2 END BENT 2

GRADE DATA -L-

V.C. = 60.00'

P.V.I. EL. 2043.87

P.V.I. STA. 11+44.00 -L-

GRADE DATA -L-

V.C. = 30.00'

P.V.I. EL. 2048.93

P.V.I. STA. 13+60.00 -L-

(-)2.7500%(+)2.3426%

(+)2.3426% (-)17.4524%

132'-6" TOTAL LENGTH OF BRIDGE (FILL FACE @ E.B. 1 TO FILL FACE @ E.B. 2)

(SPAN C)

"4 151'-2

(SPAN B)

"2 150'-1

(SPAN A)

"4 131'-2

BRIDGE I.D.

STA. 12+35.00 -L-

STA. 11+68.75 -L-

FILL FACE @ END BENT 1

W.P. #1

STA. 11+99.94 -L-

BENT 1 CONTROL LINE

W.P. #2

STA. 12+50.06 -L-

BENT 2 CONTROL LINE

W.P. #3

STA. 13+01.25 -L-

FILL FACE @ END BENT 2

W.P. #4

13+0012+00 12+5011+50

8/5/2025

NWSEL = 2031.0

GROUND LINE

APROX. EXISTING

FIX. FIX. FIX.

FIX. FIX. FIX.

SPAN A SPAN B SPAN C

IV

Y C

R E

E K

EL. 2038.0 ±

EL. 2033.0 ±

EL. 2031.0 ± EL. 2029.0 ±

EL. 2031.0 ±

EL. 2037.0 ±

EL. 2047.0 ±

-L-

BUNCOMBE

IVY CREEK IN WEAVERVILLE

ROAD (SR-2154) OVER

BRIDGE AT 29 IVEY BAPTIST

GENERAL DRAWING

12+35.00 -L-

011.01.00403

M. HOGAN 09/25

STEEL PILES

HP 12 X 53

STEEL PILES

HP 12 X 53

STEEL PILES

HP 14 X 73

STEEL PILES

HP 14 X 73

S72°06'13.2"E

PT STA. 11+61.39 -L- PC STA. 13+05.60 -L-

315'-0

335'-0

EL. 2045.39

LOW CHORD

EL. 2042.38

LOW CHORD

(TYP.)

CLASS II RIP RAP

/2

/2

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

REVISIONS SHEET NO.

TOTAL

SHEETS

COUNTY

SITE NO.

11/5/2025 emily.murray R:\PROJECTS\Engineering Projects\1203695.000 Grow NC NCEM Private Roads and Bridges\6.0 Assignments\29 Ivey Baptist Rd\Structures\2.4 Final Structure Plans\IveyBabtistRd_gd.dgn

STATION:

SIGNATURES COMPLETED

FINAL UNLESS ALL

DOCUMENT NOT CONSIDEREDDRAWN BY :

CHECKED BY :

DATE :

DATE :

DATE :DESIGN ENGINEER OF RECORD:

CAUSEWAY I

ACCESS

TEMPORARY

E. MURRAY 09/25

FILL FACE @ END BENT 1

STA. 11+68.75 -L-

EL. 2044.50

EL. 2033.0 ±

FILL FACE @ END BENT 2

STA. 13+01.25 -L-

2047.55

RIP RAP (TYP.)

CLASS II

2'-0" THICK

FEMA 100 YR EL = 2045.16

PRELIMINARY

AND PROFILE SHEET)

(SEE CAUSEWAY PLAN

CAUSEWAY II

TEMPORARY ACCESS

FINAL

PROPOSED BRIDGE OPENING = 1308 SF

EXISTING BRIDGE OPENING = 1020 SF

HYDRAULIC DATA

S-1

S-1

EL 2032.0

ACCESS CAUSEWAY I

TEMPORARY

SEAL

025516

NO

RTH CAROLINA

PR

OF

ESSIONAL

ENGINEER

E

M

ILY E. MURRA

Y

Docusign Envelope ID: D2672709-1AEC-4D5B-9582-43A21CBC0530

11/5/2025

BUNCOMBE

IVY CREEK IN WEAVERVILLE

ROAD (SR-2154) OVER

BRIDGE AT 29 IVEY BAPTIST

GENERAL DRAWING

12+35.00 -L-

011.01.00403

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

REVISIONS SHEET NO.

TOTAL

SHEETS

COUNTY

SITE NO.

STATION:

SIGNATURES COMPLETED

FINAL UNLESS ALL

DOCUMENT NOT CONSIDERED

M. HOGAN 09/25DRAWN BY :

CHECKED BY :

DATE :

DATE :

DATE :DESIGN ENGINEER OF RECORD:

E. MURRAY 09/25

FOR PILES, SEE SECTION 450 OF THE STANDARD SPECIFICATIONS.

ON PLANS.

TO THE GRADE OF THE BRIDGE DECK, UNLESS OTHERWISE SHOWN

METAL STANDARDS FOR THE BRIDGE RAIL SHALL BE SET NORMAL

LEGS ON ADJOINING PIECES.

THE ENDS OF THE SUPPORTING WIRES SHALL BE LAPPED TO LOCK

PLACED IN CONTINUOUS LINES, THEY SHALL BE SO PLACED THAT

WHERE INDICATED ON THE PLANS. WHEN BAR SUPPORT PIECES ARE

WIRE BAR SUPPORTS SHALL BE PROVIDED FOR REINFORCING STEEL

INDICATED ON PLANS.

DETAILS ARE TO CENTERS OF BARS OR ARE OUT TO OUT AS

UNLESS OTHERWISE INDICATED IN THE PLANS. DIMENSIONS ON BAR

RELATIVE TO PLACEMENT OF REINFORCING ARE TO CENTERS OF BARS

ALL REINFORCING STEEL SHALL BE DEFORMED. DIMENSIONS

SHOWN ON PLANS.

THE BRIDGE SHALL BE BUILT ON THE GRADE OR VERTICAL CURVE

".4

ON STRUCTURES SHALL BE CHAMFERED

UNLESS OTHERWISE NOTED ON THE PLANS, ALL EXPOSED CORNERS

SUPERSTRUCTURES.

EXCEPTION THAT CLASS AA CONCRETE SHALL BE USED IN BRIDGE

SHALL BE USED FOR ALL PORTIONS OF ALL STRUCTURES WITH THE

UNLESS OTHERWISE REQUIRED ON PLANS, CLASS A CONCRETE

TRANSPORTATION.

ROADS AND STRUCTURES" OF THE N. C. DEPARTMENT OF

IN ACCORDANCE WITH THE 2024 "STANDARD SPECIFICATIONS FOR

SPECIAL PROVISIONS, ALL MATERIAL AND WORKMANSHIP SHALL BE

EXCEPT AS MAY OTHERWISE BE SPECIFIED ON PLANS OR IN THE

"REMOVAL OF EXISTING STRUCTURE."

LEAD BASED PAINT SHALL BE INCLUDED IN THE BID PRICE FOR

REGULATIONS PERTAINING TO HANDLING OF MATERIALS CONTAINING

RESULTING FROM COMPLIANCE WITH APPLICABLE STATE OR FEDERAL

ARTICLE 107-1 OF THE STANDARD SPECIFICATIONS. ANY COSTS

CONTAINS LEAD, THE CONTRACTOR'S ATTENTION IS DIRECTED TO

INASMUCH AS THE PAINT SYSTEM ON THE EXISTING STRUCTURAL STEEL

PREVENTS DEBRIS FROM FALLING INTO THE WATER.

PROPOSED BRIDGE SHALL BE PERFORMED IN A MANNER THAT

REMOVAL OF THE EXISTING BRIDGE REMNANTS AND WORK ON THE

EXISTING BRIDGE REMNANTS SHALL BE REMOVED.

ON ROADWAY PLANS.

ASPHALT WEARING SURFACE IS INCLUDED IN ROADWAY QUANTITY

CONSTRUCTION, MAINTENANCE AND REMOVAL OF TEMPORARY ACCESS.

PLACED AS RIP RAP PROTECTION. SEE SPECIAL PROVISIONS FOR

CAUSEWAYS, THE CLASS II RIP RAP USED IN THE CAUSEWAYS MAY BE

AT THE CONTRACTOR'S OPTION, AND UPON REMOVAL OF THE

FOR EROSION CONTROL PLANS, SEE EROSION CONTROL PLANS.

FOR BRIDGE SAFETY RAIL, SEE SPECIAL PROVISIONS.

ACCESS, SEE SPECIAL PROVISIONS.

FOR CONSTRUCTION, MAINTENANCE, AND REMOVAL OF TEMPORARY

FOR GROUT FOR STRUCTURES, SEE SPECIAL PROVISIONS.

FOR CRANE SAFETY, SEE SPECIAL PROVISIONS.

FOR FALSEWORK AND FORMWORK, SEE SPECIAL PROVISIONS.

AASHTO LRFD DESIGN SPECIFICATIONS EXCEPT AS NOTED.

THIS BRIDGE HAS BEEN DESIGNED IN ACCORDANCE WITH

EMERGENCY VEHICLE (WEIGHT = 86 KIPS).

THE BRIDGE IS LOAD RATED OVER 1.0 FOR EV3 THEORETICAL

ASSUMED LIVE LOAD = HS-20.

NOTES

LOCATION SKETCH

REINFORCING

STEEL

HP 12 X 53

STEEL PILES

ELASTOMERIC

BEARINGS

SUPERSTRUCTURE

TOTAL

END BENT NO. 1

END BENT NO. 2

BENT NO. 1

LBS. NO. LUMP SUM

LUMP SUM

LUMP SUM

TOTAL BILL OF MATERIAL

LIN.FT.LUMP SUM

LUMP SUM

NO. LIN.FT.

GALVANIZED

HP 14 X 73

STEEL PILES

TONS

RIP RAP

CLASS II

(2'-0'' THICK)

NO. LIN.FT.

3'-0'' X 1'-9''

PRESTRESSED

CONCRETE

CORED

SLABS

BENT NO. 2

CAUSEWAY I

ACCESS

OF TEMPORARY

AND REMOVAL

MAINTENANCE

CONSTRUCTION

CLASS A

CONCRETE

CU. YDS.

GEOTEXILE

FOR DRAINAGE

2,331

5.1

5.1

15 650

15 65051.4 1408 2208 243

LUMP SUM

LUMP SUM

REMOVAL OF

EXISTING

STRUCTURE

1,019

1,019

2,373

6,742

19.9

21.3

IN SOIL

EXCAVATION

PILE

IN SOIL

NOT

EXCAVATION

PILE

SAFETY

RAIL

LIN.FT.

BRIDGE

260.5

260.5

SQ.YDS.

LIN.FT. LIN.FT.

120.0

20.0

40.0

40.0

20.0

208.0

40.0

56.0

68.0

44.0

LOOKING UP STREAM LOOKING DOWNSTREAM

LOOKING WEST AT END BENT 1 LOOKING EAST FROM END BENT 1 CROSSING BY PROPERTY OWNER

LOOKING EAST AT TEMP0RARY

NORTH CAROLINA

OFFICE OF EMERGENCY MANAGEMENT

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 YEARS YEARS 30+:

INSPECT EVERY 3 YEARS YEARS 20-30:

INSPECT EVERY 4 YEARS YEARS 10-20:

INSPECT EVERY 5 YEARS YEARS 0-10:

INSPECTOR IS RECOMMENDED ON THE FOLLOWING SCHEDULE:

BRIDGE INSPECTION PERFORMED BY A CERTIFIED BRIDGE

RECOMMENDED INSPECTION AND MAINTENANCE

SLAB UNITS.

ANY MILLING ASSOCIATED WITH REPAVING DOES NOT DAMAGE CORED

MAINTAIN ASPHALT WEARING SURFACE IN GOOD CONDITION ENSURING

ON BRIDGE DECK TAKING CARE NOT TO DAMAGE THE CORED SLAB UNITS.

SPALLS WHERE REBAR IS EXPOSED, MILLING AND REPLACING ASPHALT

BOLTS AND FASTENERS, SEALING CRACKS IN CONCRETE, REPAIRING

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

S-3

N

ORTH CAROLINA

P R

OF

ESSIONAL

NGINEER

ILY E. MURRA

Y

CAUSEWAY II

ACCESS

OF TEMPORARY

AND REMOVAL

MAINTENANCE

CONSTRUCTION

LUMP SUM

LUMP SUM

TO RESIDENCES

TO

IVEY BAPTIST RD.

IV

E

Y C

R E

E

KPROPOSED

BRIDGE ID STA.

12+35.00 -L-

EXISTING BRIDGE

PRIOR TO

HURRICANE

HELENE

PROPOSED

TEMPORARY

ACCESS

CAUSEWAY II

EXISTING

ACCESS

DRIVE

PROPOSED TEMPORARY

ACCESS CAUSEWAY I

90° SKEW

POST-TENSIONED STRAND OF CORED SLABS

GROUTED RECESS AT END OF

½

STRAND VISE

TRANSVERSE STRAND

HOLE FOR

B B ¼'' ¼''

⅝'' X 5'' X 5'' }

WITH GROUT

FILL RECESS

CORED SLAB

OF EXTERIOR

OUTSIDE FACE

NON-CORROSIVE PIPE.

SHEATHED WITH A

POST-TENSIONING STRAND

SECTION B-BELEVATION VIEW

¼

5¼''

4" 4"

8"

2¾" @ { BRG.)

GRADE PT.

2¾" @ { BRG.

ROADWAY PLANS)

SURFACE (SEE

ASPHALT WEARING

0.02

15'-0"

12'-6" (CLEAR ROADWAY)

2¾" @ { BRG.

7'-6"

5 PRESTRESSED CONCRETE CORED SLAB UNITS = 15'-0"

7'-6"

0.02

-L-

"36'-"36'-

WHEEL GUARD (TYP.)

4" X 6" TIMBER

IN 2½" ~ HOLE

POST-TENSIONING STRAND

0.6" ~ L.R. TRANSVERSE

3'-0"

HALF SECTION

AT INTERMEDIATE DIAPHRAGMS

HALF SECTION

THROUGH VOIDS

DEBONDING LEGEND

CHECKED BY :

DATE :

DATE :

ASSEMBLED BY :

DRAWN BY : DGE 5/09

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

REVISIONS SHEET NO.

TOTAL

SHEETS

STATION:

COUNTY

PROJECT NO.

END ELEVATION

SHEAR KEY DETAIL

OF EXTERIOR CORED SLABS.

NOTE: OMIT SHEAR KEY ON OUTSIDE FACE

CORED SLAB UNIT

PRESTRESSED CONCRETE

3'-0'' X 1'-9''

SHEET 1 OF 4

SEE STANDARD SPECIFICATIONS, ARTICLE 1078-7.

DISTANCE OF 2'-0" FROM END OF CORED SLAB UNIT.

BOND SHALL BE BROKEN ON THESE STRANDS FOR A

SEE STANDARD SPECIFICATIONS, ARTICLE 1078-7.

DISTANCE OF 6'-0" FROM END OF CORED SLAB UNIT.

BOND SHALL BE BROKEN ON THESE STRANDS FOR A

UNIT SIMILAR EXCEPT SHEAR KEY LOCATION.

INTERIOR SLAB UNIT SHOWN-EXTERIOR SLAB

(STRAND LAYOUT NOT SHOWN.)

AND LOCATION OF DOWEL HOLES.

SHOWING PLACEMENT OF DOUBLE STIRRUPS

3'' 4''4'' 3''11'' 11''

#4 S2

½

3'' 3''

10'' 1'-4''

1'-6''

3'-0''

1'-6''

10''

#4 ``B''

7'' 7''

½

3'' 4''4'' 3''11'' 11''

#4 S2

½

10'' 1'-4''

1'-6''

3'-0''

1'-6''

10''

#4 ``B''

@ 2" CTS.

2 SPA.

@ 2" CTS.

2 SPA.

@ 2" CTS.

4 SPA.

3'' 3''

@ 2" CTS.

2 SPA.

@ 2" CTS.

2 SPA.

7'' 7''

@ 2" CTS.

4 SPA.

½

FIXED END FIXED ENDFIXED END

SPECIFICATIONS, ARTICLE 1078-7.

AT NO ADDITIONAL COST. SEE STANDARD

BE DEBONDED FOR THE FULL LENGTH OF THE UNIT

IN THE CORED SLAB UNIT, THE STRANDS SHALL

FABRICATOR CHOOSES TO INCLUDE THESE STRANDS

THESE STRANDS ARE NOT REQUIRED. IF THE

OPTIONAL FULL LENGTH DEBONDED STRANDS.

CHECKED BY : BCH 6/09

011.01.00403

BUNCOMBE

12+35.00 -L-

S-4

E. E. MURRAY

A. CHAND

9/25 9/25

6"

À BEARING

& #6 DOWELS

2" ~ BACKER ROD

GROUT

SECTION AT END BENT SECTION AT BENT

SURFACE

WEARING

ASPHALT

SURFACE

WEARING

ASPHALT

BEARING PAD

ELASTOMERIC

BEARING PAD

ELASTOMERIC

FOR DETAILS

SEE ``BENT'' SHEETS

SHEETS FOR DETAILS

SEE ``END BENT''

& #6 DOWELS

À BEARING

AT BENT

{ JT.

BEARING PAD

ELASTOMERIC

" 2

" 2

TYPICAL SECTION

½

½

½

½

C

L . 1 C

L

#5 S1

#5 S1

#5 S1

#5 S1

3'-0"

1'-6" 1'-6"

8½" 9½" 9½" 8½"

1'-2" 4" 4" 1'-2"

3"3"

½

¾"

¾

⅜

⅜"

#4 ``B''

VOIDS

8" OR 12" ~

6"

" 1

1'-0"

6"

" 1

VOIDS

8" OR 12" ~

VOIDS

8" OR 12" ~

1½" JT.

DOWEL HOLES

INTERIOR SLAB SECTION.)

(FOR PRESTRESSED STRAND LAYOUT, SEE

(9 STRANDS REQUIRED)

(30' UNIT)

INTERIOR SLAB SECTION

EXT. SLAB SECTION

RELAXATION STRAND LAYOUT

(19 STRANDS REQUIRED)

(50' UNIT)

INTERIOR SLAB SECTION

THREADED INSERT DETAIL

CONTRACTOR.

DETERMINED BY

RECESSED ⅜". SIZE TO BE

EXTERIOR UNIT AND

CAST IN OUTSIDE FACE OF

PERMITTED THREADED INSERT

SIGNATURES COMPLETED

FINAL UNLESS ALL

DOCUMENT NOT CONSIDERED

REV. 5/23 BNB/AAI

REV. 8/14 MAA/TMG

430-6 OF THE STANDARD SPECIFICATIONS.

STRANDS HAVE BEEN TENSIONED AS PER SECTION

ALL ERECTION HAS BEEN COMPLETED AND TRANSVERSE

SHEAR KEYS TO BE FILLED WITH GROUT AFTER

GUARDRAIL (TYP.)

STEEL "W" BEAM

UNIT

PLAN OF

SHOWN ON

SPA. AS

STEEL POST

W6 X 20

¾

B R

G

(T Y

P

TO TOP OF RAIL AT ALL LOCATIONS.

3'-0" MINIMUM HEIGHT FROM THE TOP OF ASPHALT WEARING SURFACE

VARIES DUE TO THE CAMBER IN THE CORED SLAB UNITS. MAINTAIN

THICKNESS IS SHOWN. THE ASPHALT WEARING SURFACE THICKNESS

* -THE MAXIMUM BRIDGE SAFETY RAIL HEIGHT AND ASPHALT

3''3''

#4 B1

3'' 3''

10''

3'-0''

VOID

#4 S2

1'-4"

ANCHOR BOLTS

4- ⅞" ~

ASSEMBLY

ANCHOR

À POST

½

½

½

VOID

CONST. JT.

8½''

"31'- "31'-

10''

½

½

NORTH CAROLINA

OFFICE OF EMERGENCY MANAGEMENT

NC License No. F-0765 Tel. 919-854-0344 Fax. 919-854-0355 Raleigh, NC 27607 5430 Wade Park Blvd., Suite 410

NO

RTH CAROLINA

PR

OF

ESSIONAL

ENGINEER

ILY E. MURRA

Y

1½" OPENING

2" ~ BACKER ROD

GROUT