STATE STATE PROJECT REFERENCE NO.
STATE PROJ. NO. F. A. PROJ. NO. DESCRIPTION
N.C.NO.
SHEETSHEETSTOTAL
PROJECT LENGTH
PROJECT DESIGN ENGINEER
DE
PA
RT
M
EN
T OF TRANSPO
RT
ATI
ON
ST
AT
E
OF
NORTH CA
R
OLIN
A
DESIGN DATA
P.E.
TYPE OF WORK:
LOCATION:
1C
ON
TR
AC
T
NO:
NORTHAMPTON COUNTY
STATE OF NORTH CAROLINADIVISION OF HIGHWAYS
LETTING DATE:
Prepared in the Office of:
2012 STANDARD SPECIFICATIONS
PROJECT ENGINEER
DIVISION OF HIGHWAYSDEPARTMENT OF TRANSPORTATION
D
41328
1327
1328
1328
1325
1300
q186
H
F
H
m
Mt. Zion
Ch.Cypress
Cr.
RAIL
ROAD
r158
D
TO
BRIDGE #4 - ADT - 120 BRIDGE #4 - .02 MILE
SEAL
20103
N
ORTH CAROLINA
PR
OFESSIONAL
ENGINEER
.
AINFESA NIZRAF
FARZIN ASEFINA, P.E.
PR
OJE
CT:
BP-5500A BP-5500A
50070.1.1
Crossroads
Turners
BRIDGE #4 ON SR 1328 OVER CSX RAILROAD
BEARING REPLACEMENT, INCIDENTIAL MILLING.
STRUCTURAL STEEL REPAIR, PAINTING STRUCTURAL STEEL, AND
SUBSTRUCTURE REPAIR USING SHOTCRETE AND EPOXY RESIN INJECTION.
SCARIFICATION, LATEX MODIFIED CONCRETE, AND JOINT DEMOLITION.
BRIDGE PRESERVATION - DECK REPAIR, HYDRO-DEMOLITION,
50070.3.FD1 BRNHP-1328(8) CONST.
SEPTEMBER 16, 2015
J. M. BAILEY, P. E.
1000 BIRCH RIDGE DR. RALEIGH, N.C. 27610STRUCTURES MANAGEMENT UNIT
7/28/2015
STATE STATE PROJECT REFERENCE NO.
STATE PROJ. NO. F. A. PROJ. NO. DESCRIPTION
N.C.NO.
SHEETSHEETSTOTAL
1A
INDEX OF SHEETS
INDEX OF SHEETS
TITLE SHEET
1A
1
STRUCTURAL PLANS
P.E.
SN STANDARD NOTES
SHEET NO. DESCRIPTION
NORTHAMPTON COUNTY
STATE OF NORTH CAROLINADIVISION OF HIGHWAYS
PR
OJE
CT:
BP-5500A
CO
NT
RA
CT
NO:
BP-5500A
50070.1.1
TYPE OF WORK:
LOCATION: BRIDGE #4 ON SR 1328 OVER CSX RAILROAD
BEARING REPLACEMENT, INCIDENTIAL MILLING.
STRUCTURAL STEEL REPAIR, PAINTING STRUCTURAL STEEL, AND
SUBSTRUCTURE REPAIR USING SHOTCRETE AND EPOXY RESIN INJECTION.
SCARIFICATION, LATEX MODIFIED CONCRETE, AND JOINT DEMOLITION.
BRIDGE PRESERVATION - DECK REPAIR, HYDRO-DEMOLITION,
S-1 THRU S-15
50070.3.FD1 BRNHP-1328(8) CONST.
FIX. EXP. EXP. EXP.FIX. FIX.
SECTION ALONG { ROADWAY
{ JOINT @ BENT 1 { JOINT @ BENT 2
SPAN "A" SPAN "B" SPAN "C"
PLAN
END BENT 1
NO. NO.BY: BY:DATE: DATE:
REVISIONS SHEET NO.
TOTALSHEETS
STATE OF NORTH CAROLINA
RALEIGH
COUNTY
PROJECT NO.
DEPARTMENT OF TRANSPORTATION
12
3
4
DRAWN BY :
CHECKED BY :
DATE :
DATE :
28-JUL-2015 08:47
fasefnia
Z:\TIPProjects-BP\BP5500A\Structures\DGN\400_005_BP5500A_SMU_S1_GD.DGN
4
GENERAL DRAWING
BRIDGE NO.
BP-5500A
BENT 1 BENT 2
END BENT 2
NORTHAMPTON
22’-
6"
{ BRIDGE
END BENT 1
FILL FACE
END BENT 2
FILL FACE
END BENT 2
FILL FACEEND BENT 1
FILL FACE
TO US 158 TO NC 186
{ SCLRR
(VE
RTI
CA
L
CL.)
SHEET 1 OF 2
15
SEAL
20103
N
ORTH CAROLINA
PR
OFESSIONAL
ENGINEER
.
AINFESA NIZRAF
F. ASEFINA
S-1
129’-0" (FILL FACE TO FILL FACE)
43’-0" (SPAN C)43’-0" (SPAN B)43’-0" (SPAN A)
US 158 AND NC 186
ON SR 1328 BETWEEN
BRIDGE OVER CSX RAILROAD
M. WELDON 3/15
3/15 7/28/2015
NO. NO.BY: BY:DATE: DATE:
REVISIONS SHEET NO.
TOTALSHEETS
STATE OF NORTH CAROLINA
RALEIGH
COUNTY
PROJECT NO.
DEPARTMENT OF TRANSPORTATION
12
3
418-AUG-2015 14:42
mweldon
Z:\TIPProjects-BP\BP5500A\Structures\DGN\400_007_BP5500A_SMU_S2_GD.DGN
4
S-2
BRIDGE NO.
BP-5500A
LOCATION SKETCH
SHEET 2 OF 2
NOTES
GENERAL DRAWING
NORTHAMPTON
WOODS
WOODS WOODS
WOODS
TO US 158 TO NC 186
15
SEAL
20103
N
ORTH CAROLINA
PR
OFESSIONAL
ENGINEER
.
AINFESA NIZRAFDRAWN BY :
CHECKED BY :
DATE :
DATE :
LANES
{ TRAVEL
BRIDGE #4
TOTAL BILL OF MATERIAL
TONS
TYPE SF9.5A
SURFACE COURSE
CONCRETE
ASPHALT
SQ.YDS.
PLANT MIX
FOR
ASPHALT BINDER
TONS
MILLING
INCIDENTAL
16.5 1.1200
FLOORS
BRIDGE
GROOVING
SQ. FT.
2644
CONTROL
POLLUTION
LUMP SUM
PREPARATION
SURFACE
CLASS II
SQ.YDS.
REPAIR
SHOTCRETE
CU. FT.
10.75
LN. FT.
32
INJECTION
RESIN
EPOXY
LUMP SUM
SEALS
JOINT
FOAM
LUMP SUM LUMP SUM18.9
LBS.
3287
DEMOLITION
JOINT
BRIDGE
SQ. FT.
44
SQ. FT.
COATING
EPOXY
BRIDGE DECK
SCARIFYING
SQ.YDS.
340
SQ.YDS.
DECK
OF BRIDGE
DEMOLITION
HYDRO-
340
SQ.YDS.
340
EACH
16LUMP SUM
LUMP SUMSQ. FT.
PREPARATION
SURFACE
CLASS III
1.5 *
OVERLAY
CONCRETE
MODIFIED
LATEX
C.Y.
BRIDGE #4
OF
REPAINTING
CLEANING AND
BRIDGE #4
FOR
CONTAINMENT
PAINT
LUMP SUM LUMP SUM
REPAIR
FOR BEAM
STEEL
STRUCTURAL
MIXER
VOLUMETRIC
REPAIR
FOR DECK
CONCRETE
CU. FT.
1.0 *
REPLACEMENT
BEARING
JACKING
BRIDGE
EACH
4
CSX
RAILROAD
*
LUMP SUM 9.7 LUMP SUM *
PREPARATION SPECIAL PROVISION.
SURFACE PREPARATION SEE OVERLAY SURFACE
DEMOLITION OF BRIDGE DECK, AND CLASS II
FOR SCARIFYING BRIDGE DECK, HYDRO-
UNEXPECTED BLOW THROUGH OF THE DECK,
THE CONTRACTOR SHALL PROVIDE A METHOD OF HANDLING
ROADWAY AT BOTH ENDS OF BRIDGE.
REQUIRED TO PROVIDE A SMOOTH TRANSITION TO THE
SHOWN ARE APPROXIMATE. CONTRACTOR SHALL MILL AS
TRANSITION ONTO THE BRIDGE FLOOR. DIMENSIONS
ROADWAY MILLING IS INCLUDED TO ENSURE A SMOOTH
CONDITIONS DIFFER.
AND NOTIFY THE ENGINEER IF ACTUAL DIMENSIONS AND
FIELD VERIFY THE INFORMATION SHOWN ON THE PLANS
BEST INFORMATION AVAILABLE. THE CONTRACTOR SHALL
EXISTING DIMENSIONS AND BRIDGE CONDITION ARE FROM
DECK.
PRIOR TO BEGINNING SURFACE PREPARATION OF BRIDGE
EXISTING JOINTS AND DECK DRAINS SHALL BE SEALED
OVERLAY
CONCRETE
MODIFIED
OF LATEX
FINISHING
PLACING &
AREAS ARE ENCOUNTERED.
IN CASE UNANTICIPATED CLASS III SURFACE PREPARATION
TOKEN PAY ITEMS ARE INDICATED FOR PRICING PURPOSES,
CLASS III SURFACE PREPARATION IS NOT ANTICIPATED.
US 158 AND NC 186
ON SR 1328 BETWEEN
BRIDGE OVER CSX RAILROAD
M. WELDON
W. SMITH
3/15
3/15
98
PROVISIONS.
FOR SUBMITTAL OF WORKING DRAWINGS, SEE SPECIAL
BE NECESSARY TO PERFORM AND COMPLETE THE PROJECT.
AREA, AND ANY OTHER ASPECTS THAT MAY
THE BRIDGES, ROADWAYS, UTILITIES, THE SURROUNDING
SOURCES, SPECIFIC INFORMATION REGARDING
ONLY. CONTRACTOR SHALL CONFIRM, THROUGH OTHER
SHALL BE CONSIDERED GENERAL INFORMATION,
INFORMATION INDICATED ON THE LOCATION SKETCH
FOR ELASTOMERIC CONCRETE, SEE SPECIAL PROVISIONS.
FOR FOAM JOINT SEALS, SEE SPECIAL PROVISIONS.
CONCRETE, SEE SPECIAL PROVISIONS.
FOR OVERLAY OF BRIDGE WITH LATEX MODIFIED
PROVISION.
SEE MANAGING HYDRO-DEMOLITION WATER SPECIAL
RUN-OFF WATER FROM THE HYDRO-DEMOLITION PROCESS,
THE CONTRACTOR MUST COLLECT, TREAT AND DISPOSE OF
OTHERWISE ALLOWED BY CSXT.
PROVISIONS-CSX TRANSPORTATION, INC.’’ UNLESS
PROVISION, ‘‘RAILROAD GENERAL SPECIAL
ALL OTHER REQUIREMENTS OF THE PROJECT SPECIAL
VERTICAL AND HORIZONTAL CLEARANCES AND MEET
THE CONTRACTOR SHALL MAINTAIN ALL MINIMAL
PER CSXT REQUIREMENTS AND ALLOWANCES.
ENCOMPASS THESE AREAS, BUT SHALL BE LIMITED, AS
FROM EACH END OF EACH BEAM. CONTAINMENT SHALL
EACH BEAM; PAINTING IN SPAN B SHALL EXTEND 4’-8"
PREPARATION SHALL EXTEND 4’-4" FROM EACH END OF
EXCEPT BLASTING AND OTHER REQUIRED SURFACE
PAINTING SHALL BE AS PER THE SPECIAL PROVISIONS,
PROVISIONS. FOR SPAN B, SURFACE PREPARATION AND
PREPARED AND PAINTED AS PER THE SPECIAL
ON SPANS A AND C, ALL STRUCTURAL STEEL SHALL BE
EXPLICIT APPROVAL FROM CSXT OR ITS AGENT.
REDUCTION IN LATERAL CLEARANCE MUST HAVE
BE OBTAINED FROM CSXT. ANY TEMPORARY
THE PROPOSED MEANS AND METHODS OF THE WORK MUST
PROPOSED WORK TO CSXT AND WRITTEN APPROVAL FOR
THE CONTRACTOR SHALL SUBMIT HIS PLAN FOR THE
AS PER THE RAILROAD GENERAL SPECIAL PROVISIONS,
LANES.
WATER DOES NOT FLOW OR MIGRATE INTO ACTIVE TRAVEL
MEASURES SHALL BE USED TO ENSURE HYDRO-DEMOLITION
DURING CONSTRUCTION, BERMS OR APPROPRIATE
TRAVEL LANES.
SHALL BE LOCATED ALONG THE CENTERLINE OR EDGE OF
LONGITUDINAL CONSTRUCTION JOINTS OF OVERLAYS
CONSTRUCTION, SEE TRANSPORTATION MANAGEMENT PLANS.
FOR CONTROL OF TRAFFIC AND LIMITS ON PHASING OF
ALL STATE AND FEDERAL SAFETY REQUIREMENTS.
IT IS THE CONTRACTOR’S RESPONSIBILITY TO FOLLOW
PROVISIONS.
FOR BRIDGE JOINT DEMOLITION, SEE SPECIAL
FOR GROUT FOR STRUCTURES, SEE SPECIAL PROVISIONS.
FOR CRANE SAFETY, SEE SPECIAL PROVISIONS.
PROVISIONS.
FOR FALSEWORK AND FORMWORK, SEE SPECIAL
8/18/2015
NO. NO.BY: BY:DATE: DATE:
REVISIONS SHEET NO.
TOTALSHEETS
STATE OF NORTH CAROLINA
RALEIGH
COUNTY
PROJECT NO.
DEPARTMENT OF TRANSPORTATION
12
3
4
DRAWN BY :
CHECKED BY :
DATE :
DATE :
28-JUL-2015 08:47
fasefnia
Z:\TIPProjects-BP\BP5500A\Structures\DGN\400_009_BP5500A_SMU_S3_TS.DGN
W. M. CLARKE
BRIDGE NO.
1’-0" 1’-0"
{ BRIDGE
TYPICAL SECTION
BP-5500A
NORTHAMPTON
4
24’-0" (CLEAR ROADWAY)
12’-0" 12’-0"
D.J.RENCKENS
OVERLAY
MODIFIED CONCRETE
1�" MIN. LATEX
05/2014
05/2014
1’-2�"
28’-5" (OUT TO OUT)
1’-2�"
SEAL
20103
N
ORTH CAROLINA
PR
OFESSIONAL
ENGINEER
.
AINFESA NIZRAF
CONCRETE DETAILS
& LATEX MODIFIED
TYPICAL SECTION
DECK
EXISTING BRIDGE
*
STAGED LMC OVERLAY* 4" OVERLAP BETWEEN OVERLAYS
PREVIOUSLY PLACED LMC
SECTION THRU DECK
DECK SURFACE BEFORE OVERLAY IS PLACED
STAGED LMC OVERLAY JOINT(AS NEEDED)
JOINT
LONGITUDINAL
LOCATION OF
NOTE:WHEN PREPARING THE SURFACE FOR LMC OVERLAY ADJACENT TO A PREVIOUSLY PLACED
LMC STAGE, THE PREVIOUSLY PLACED LMC SHALL BE REMOVED FOR A DISTANCE OF
4-INCHES FROM THE LMC EDGE. THE SURFACE OF THE NEW STAGE AREA, ALONG WITH
THE 4 INCH OVERLAY AREA, SHALL BE PREPARED AS PER THE OVERLAY SURFACE
PREPARATION SPECIAL PROVISIONS. NEW LMC SHALL BE PLACE IN THE 4-INCH
OVERLAP, AS PART OF NEW LMC STAGE PLACEMENT.
S-3
15
( PROPOSED LOOKING NORTH )
SUPERSTRUCTURE
1�
"
7/28/2015
NO. NO.BY: BY:DATE: DATE:
REVISIONS SHEET NO.
TOTALSHEETS
STATE OF NORTH CAROLINA
RALEIGH
COUNTY
PROJECT NO.
DEPARTMENT OF TRANSPORTATION
12
3
4
4BRIDGE NO.
BP-5500A
NORTHAMPTON
DRAWN BY :
CHECKED BY :
DATE :
DATE :
28-JUL-2015 08:47
fasefnia
Z:\TIPProjects-BP\BP5500A\Structures\DGN\400_011_BP5500A_SMU_S4_SP.DGN
15
PLAN
{ BRIDGE
(TYP.)
{ JOINT
SEAL
20103
N
ORTH CAROLINA
PR
OFESSIONAL
ENGINEER
.
AINFESA NIZRAF
129’-0" (FILL FACE TO FILL FACE)
43’-0" (SPAN A) 43’-0" (SPAN B) 43’-0" (SPAN C)
(SEE PLAN OF SPANS)
DEMOLITION
BRIDGE JOINT
DEMOLITION
BRIDGE JOINT
5�"
(TYP.)
FORMED OPENING
{ JOINT
{ JOINT
ELEVATION
PLAN
PLACING & FINISHING
HYDRO-DEMOLITION, CLASS II REPAIR,
LIMITS OF SCARIFICATION,
MODIFIED CONCRETE OVERLAY
DETAIL FOR LATEX
OVERLAY IS PLACED
DECK SURFACE BEFORE
RAISE PRESENT GRADE BY �"
OVERLAY
MODIFIED CONCRETE
1�" MIN. LATEX
BRIDGE JOINT DEMOLITION
SUPERSTRUCTURE
{ JOINT
5�"
{ JOINT
S-4
(TO TOP OF PROFILE)
& HYDRO-DEMOLITION
1�" MIN. SCARIFICATION
OVERLAY
LATEX MODIFIED CONCRETE
HYDRO-DEMOLITION, AND
DECK SCARIFICATION,
SURFACE PREPARATION
M. WELDON
W. SMITH
3/15
3/15 7/28/2015
NO. NO.BY: BY:DATE: DATE:
REVISIONS SHEET NO.
TOTALSHEETS
STATE OF NORTH CAROLINA
RALEIGH
COUNTY
PROJECT NO.
DEPARTMENT OF TRANSPORTATION
12
3
4
4BRIDGE NO.
BP-5500A
NORTHAMPTON
DRAWN BY :
CHECKED BY :
DATE :
DATE :
28-JUL-2015 08:47
fasefnia
Z:\TIPProjects-BP\BP5500A\Structures\DGN\400_012_BP5500A_SMU_S5_AM.DGN
50’-0"
15
INCIDENTAL MILLING
NOTES:
{ BRIDGE
SEAL
20103
N
ORTH CAROLINA
PR
OFESSIONAL
ENGINEER
.
AINFESA NIZRAF
SUPERSTRUCTURE
18’-
0"
18’-
0"
S-5
APPROACH MILLING
APPROACH ASPHALT PAVING.
MAY EXCEED 1�" DUE TO SETTLEMENT OF THE EXISTING
ROADWAY AS SHOWN. NEW ASPHALT PAVING THICKNESS
THICKNESS TO CREATE A SMOOTH TRANSITION TO THE
ASPHALT PAVING. PROVIDE NEW ASPHALT PAVING
NECESSARY TO ATTAIN MINIMUM 1�" DEPTH OF NEW
EXISTING APPROACH ASPHALT PAVING TO BE MILLED AS
PLAN
C1 C1
TYPICAL ROADWAY SECTION
POINT
GRADE
{ EXISTING ROADWAY
EXISTING
EXISTING WIDTH
POINT
GRADE
EXISTING
EXISTING WIDTH
{ EXISTING ROADWAY
�"/FT.�"/FT.
TYPICAL ROADWAY MILLING SECTION
VARIES
LESS THAN 1" IN DEPTH OR GREATER THAN 1�" IN DEPTH.
PER SQ. YD. PER 1" DEPTH. TO BE PLACED IN LAYERS NOT
COURSE, TYPE SF 9.5B AT AN AVERAGE RATE OF 110 LBS.
PROPOSED VARIABLE DEPTH ASPHALT CONCRETE SURFACE
C1
ESTIMATE ACTUAL
SUMMARY OF QUANTITIES
INCIDENTAL MILLING
COURSE, TYPE S9.5B
ASPHALT CONCRETE SURFACE
50’-0" 129’-0" (FILL FACE TO FILL FACE)
W. SMITH
M. WELDON
3/15
3/15
200 SQ. YDS.
16.5 TONS
7/28/2015
DRAWN BY :
CHECKED BY :
DATE :
DATE :
28-JUL-2015 08:47
fasefnia
Z:\TIPProjects-BP\BP5500A\Structures\DGN\400_013_BP5500A_SMU_S6_JT.DGN
M. WELDON
F. ASEFNIA
CURTAIN WALL
SEAL
FOAM JT.
CURTAIN WALL
DE
MO.
SURFACE
ORIGINAL
CURTAIN WALL
ROD
BACKER
SURFACE
ORIGINAL
EXISTING JT.
MATERIAL
JT. SEALER
EXISTING JT.EXISTING JT.
EXISTING JT.
2�
"
(TYP.)
5�"
(TYP.)
CONCRETE
ELASTOMERIC
BEVEL EDGES �"
2"
4�
"
WATERSTOP
6" PLASTIC
MI
N.
NO. NO.BY: BY:DATE: DATE:
REVISIONS SHEET NO.
TOTALSHEETS
STATE OF NORTH CAROLINA
RALEIGH
DEPARTMENT OF TRANSPORTATION
12
3
4
COUNTY
PROJECT NO.
SUPERSTRUCTURE
BRIDGE NO.:
4/2014
4/2014
SEAL
20103
N
ORTH CAROLINA
PR
OFESSIONAL
ENGINEER
.
AINFESA NIZRAF
1�" @ 60°
1�" @ 45°
1�" @ 90°
EXISTING JT.
1�
"
NOTES:
SECTION E-E
SEAL
BOTTOM OF SAW BLADE
RADIUS OF
(SEE NOTE)
FOAM JT. SEAL
DE
CK
EXI
STI
NG
BE REMOVED.
JOINT MATERIAL TO
EXISTING EXPANSION
(TYP.)
5�"
15
MI
N.
MI
N.
ROADWAY
APPROACHROADWAY
APPROACHROADWAY
APPROACH
FINAL ELEVATION
PREPARED PAVEMENT
(TYP.)
DEMOLITION
5�" JOINT
JOINT DETAILS
BP-5500A
NORTHAMPTON
4
PLAN
EXISTING OPENING (DECK)
{ JOINT AT BENT
MANUFACTURER
SEAL AS RECOMMENDED BY
AT END OF FOAM JOINT
PROVIDE WATERTIGHT SEAL
OPENING IN DECK
SAWED TO MATCH SAWED
JOINT OPENING IN CURB
DIMENSIONS)
(SEE SECTION B-B FOR
SAWED OPENING (DECK)
E
E
1�" @ 60°
1�" @ 45°
1�" @ 90°
(BENT 1)
S-6
ELASTOMERIC CONCRETE
(CU. FT.)
CONCRETE
ELASTOMERIC
BENTS
TOTAL
8.3
8.3
BLOCKOUT SHOWN
BASED ON THE MINIMUM *
1�
"
(TYP.)
CONCRETE OVERLAY
LATEX MODIFIED
(TYP.)
CONCRETE OVERLAY
LATEX MODIFIED WITH JOINT
BE CUT FLUSH
WATERSTOP TO
1�
"
(TYP.)
CONCRETE OVERLAY
LATEX MODIFIED
1�
"
(TYP.)
CONCRETE OVERLAY
LATEX MODIFIED
EXISTING JOINT PROPOSED JOINTJOINT DEMOLITION
MINIMUM EXISTING
SECTION A-A
SECTION B-B
EXISTING JOINT JOINT DEMOLITION
MINIMUM EXISTING
PRE-SAWED DIMENSIONS
PROPOSED JOINT
SEAL EXPANSION
PROPOSED FOAM JOINT
2".
FOAM JOINT MATERIAL SHALL BE
THE WIDTH OF THE UNCOMPRESSED
NEEDED.
STEEL. CLEAN AND REPAIR AS
RETAIN ALL EXISTING REINFORCING
SPECIAL PROVISIONS.
FOR ELASTOMERIC CONCRETE, SEE
SPECIAL PROVISIONS.
FOR FOAM JOINT SEALS, SEE
ELASTOMERIC CONCRETE.
FOR PLACEMENT AND SUPPORT OF
PROVIDE SUFFICIENT SUBSTRATE
REASONABLY FLAT AND LEVEL, TO
BOTTOM OF THE EXCAVATION BEING
JOINT SHALL RESULT IN THE
OF CONCRETE AT THE EXISTING
HYDRO-DEMOLITION OR EXCAVATION
WATERSTOP SHALL BE REMOVED.
2" OF THE WATERSTOP, THE ENTIRE
CONCRETE IS REMOVED TO WITHIN
UNSOUND CONCRETE OR IF UNSOUND
EXPOSED DURING REMOVAL OF
EXISTING PLASTIC WATERSTOP IS
IF THE EMBEDDED PORTION OF THE
MATERIAL.
PRIOR TO OBTAINING JOINT
THE EXISTING FORMED OPENING
CONTRACTOR SHALL FIELD VERIFY
EXISTING JOINT MAT’L
REMOVE AND CLEAN
(BENT 2)
JOINT INSTALLATION SEQUENCE AT END BENTS
JOINT INSTALLATION SEQUENCE AT BENTS
*
7/28/2015
A A B B
- SCARIFYING BRIDGE DECK
PREPARATION
CLASS II SURFACE
PREPARATION
CLASS III SURFACE
DEMOLITION
BRIDGE JOINT
BRIDGE DECK
SCARIFYING
OF BRIDGE DECK
HYDRO-DEMOLITION
ESTIMATE ACTUAL
11.0 SQ. FT.
113.5 SQ. YDS.
113.5 SQ. YDS.
0.5 SQ. YDS.
PLAN OF SPAN A
{ OF BRIDGE
2’x2’
12’-
0"
12’-
0"
3’-
0"
9’-
0"
10’-
0"
2’-
0"
- BRIDGE JOINT DEMOLITION
- CLASS II SURFACE PREPARATION
NO. NO.BY: BY:DATE: DATE:
REVISIONS SHEET NO.
TOTALSHEETS
STATE OF NORTH CAROLINA
RALEIGH
BRIDGE NO.
COUNTY
PROJECT NO.
DEPARTMENT OF TRANSPORTATION
12
3
4DRAWN BY :
CHECKED BY :
DATE :
DATE :
28-JUL-2015 08:47
fasefnia
Z:\TIPProjects-BP\BP5500A\Structures\DGN\400_015_BP5500A_SMU_S7_SPANA.DGN
15
BP-5500A
NORTHAMPTON
4
SPAN ASURFACE PREPARATION
D.J.RENCKENS
W.M.CLARKE
06/2014
06/2014
(FOR SECTIONS A-A & B-B, SEE "JOINT DETAILS" SHEET)
24’-
0" (C
LE
AR
RO
AD
WA
Y)
SPAN A QUANTITIES
4’-0"
3’-0"
1’-6"
1’-6"
@ BENT 1
{ JOINT
END BENT 1
{ JOINT @
43’-0" (SPAN A)
SEAL
20103
N
ORTH CAROLINA
PR
OFESSIONAL
ENGINEER
.
AINFESA NIZRAF
CLASS II REPAIRS, AND PLACING FINISHING LMC (TYP.)
LIMITS OF SCARIFICATION, HYDRO-DEMOLITION,
TO THE EDGE OF THE DECK
5�" MEASURED PERPENDICULAR
BRIDGE JOINT DEMOLITION
S-7
12’-
0"
12’-
0"
24’-
0" (J
OI
NT
LE
NG
TH)
8.7 SQ. YDS.
@ BENT 1
{ JOINT
@ BENT 1
{ JOINT
@ BENT 1
{ JOINT
74.5 SQ. FT.
TOTAL REPAIR AREA
PREPARATION AREAS ARE ENCOUNTERED.
IN CASE UNANTICIPATED CLASS III SURFACE
A TOKEN AMOUNT IS INDICATED FOR PRICING PURPOSES,
CLASS III SURFACE PREPARATION IS NOT ANTICIPATED.
"OVERLAY SURFACE PREPARATION" SPECIAL PROVISIONS.
HYDRO-DEMOLITION OF THE BRIDGE DECK. SEE
ADDITIONAL DEMOLITION REQUIRED FOLLOWING
PREPARATION IS BASED ON THE SQUARE FEET OF
PAYMENT FOR CLASS II & CLASS III SURFACE
7/28/2015
24’-
0" (J
OI
NT
LE
NG
TH)
43’-0" (SPAN B)
BB
B B
PREPARATION
CLASS II SURFACE
PREPARATION
CLASS III SURFACE
DEMOLITION
BRIDGE JOINT
BRIDGE DECK
SCARIFYING
OF BRIDGE DECK
HYDRO-DEMOLITION
22.0 SQ. FT.
112.0 SQ. YDS.
112.0 SQ. YDS.
0.5 SQ. YDS.
PLAN OF SPAN B
ESTIMATE ACTUAL
12’-
0"
12’-
0"
{ OF BRIDGE
24’-
0" (J
OI
NT
LE
NG
TH)
- SCARIFYING BRIDGE DECK
- BRIDGE JOINT DEMOLITION
- CLASS II SURFACE PREPARATION
4’x
1.5’
5.5’x
1.5’
(FOR SECTION B-B, SEE "JOINT DETAILS" SHEET)
SPAN B QUANTITIES
SEAL
20103
N
ORTH CAROLINA
PR
OFESSIONAL
ENGINEER
.
AINFESA NIZRAF
NO. NO.BY: BY:DATE: DATE:
REVISIONS SHEET NO.
TOTALSHEETS
STATE OF NORTH CAROLINA
RALEIGH
BRIDGE NO.
COUNTY
PROJECT NO.
DEPARTMENT OF TRANSPORTATION
12
3
4
DRAWN BY :
CHECKED BY :
DATE :
DATE :
28-JUL-2015 08:47
fasefnia
Z:\TIPProjects-BP\BP5500A\Structures\DGN\400_017_BP5500A_SMU_S8_SPANB.DGN
15
BP-5500A
NORTHAMPTON
4
SPAN BSURFACE PREPARATION
D.J.RENCKENS
W.M.CLARKE
06/2014
06/2014
@ BENT 1
{ JOINT
@ BENT 2
{ JOINT
TO THE EDGE OF THE DECK (TYP.)
5�" MEASURED PERPENDICULAR
BRIDGE JOINT DEMOLITION
CLASS II REPAIRS, AND PLACING FINISHING LMC (TYP.)
LIMITS OF SCARIFICATION, HYDRO-DEMOLITION,
S-8
1.6 SQ. YDS.
PREPARATION AREAS ARE ENCOUNTERED.
IN CASE UNANTICIPATED CLASS III SURFACE
A TOKEN AMOUNT IS INDICATED FOR PRICING PURPOSES,
CLASS III SURFACE PREPARATION IS NOT ANTICIPATED.
"OVERLAY SURFACE PREPARATION" SPECIAL PROVISIONS.
HYDRO-DEMOLITION OF THE BRIDGE DECK. SEE
ADDITIONAL DEMOLITION REQUIRED FOLLOWING
PREPARATION IS BASED ON THE SQUARE FEET OF
PAYMENT FOR CLASS II & CLASS III SURFACE
7/28/2015
24’-
0" (C
LE
AR
RO
AD
WA
Y)
B B
A A
TO THE EDGE OF THE DECK
5�" MEASURED PERPENDICULAR
BRIDGE JOINT DEMOLITION
PREPARATION
CLASS II SURFACE
PREPARATION
CLASS III SURFACE
DEMOLITION
BRIDGE JOINT
BRIDGE DECK
SCARIFYING
OF BRIDGE DECK
HYDRO-DEMOLITION
11.0 SQ. FT.
113.5 SQ. YDS.
0.0 SQ. YDS.
0.5 SQ. YDS.
PLAN OF SPAN C
113.5 SQ. YDS.
ESTIMATE ACTUAL
{ OF BRIDGE
- SCARIFYING BRIDGE DECK
- BRIDGE JOINT DEMOLITION
- CLASS II SURFACE PREPARATION
END BENT 2
FILL FACE @
(FOR SECTIONS A-A & B-B, SEE "JOINT DETAILS" SHEET)
SPAN C QUANTITIES
NO. NO.BY: BY:DATE: DATE:
REVISIONS SHEET NO.
TOTALSHEETS
STATE OF NORTH CAROLINA
RALEIGH
BRIDGE NO.
COUNTY
DEPARTMENT OF TRANSPORTATION
12
3
4
DRAWN BY :
CHECKED BY :
DATE :
DATE :
28-JUL-2015 08:47
fasefnia
Z:\TIPProjects-BP\BP5500A\Structures\DGN\400_019_BP5500A_SMU_S9_SPANC.DGN
15
BP-5500A
NORTHAMPTON
4
SPAN C
SURFACE PREPARATION
D.J.RENCKENS
W.M.CLARKE
06/2014
06/2014
24’-
0" (J
OI
NT
LE
NG
TH)
12’-
0"
12’-
0"
43’-0" (SPAN C)
SEAL
20103
N
ORTH CAROLINA
PR
OFESSIONAL
ENGINEER
.
AINFESA NIZRAF
@ BENT 2
{ JOINT
PROJECT NO.
CLASS II REPAIRS, AND PLACING FINISHING LMC (TYP.)
LIMITS OF SCARIFICATION, HYDRO-DEMOLITION,
S-9
PREPARATION AREAS ARE ENCOUNTERED.
IN CASE UNANTICIPATED CLASS III SURFACE
A TOKEN AMOUNT IS INDICATED FOR PRICING PURPOSES,
CLASS III SURFACE PREPARATION IS NOT ANTICIPATED.
"OVERLAY SURFACE PREPARATION" SPECIAL PROVISIONS.
HYDRO-DEMOLITION OF THE BRIDGE DECK. SEE
ADDITIONAL DEMOLITION REQUIRED FOLLOWING
PREPARATION IS BASED ON THE SQUARE FEET OF
PAYMENT FOR CLASS II & CLASS III SURFACE
7/28/2015
ROLLED BEAM
À EXISTING BEARING REPAIR SEQUENCE
( 32 ANCHOR BOLTS REQUIRED )
HOLES
{ 1�" ~
1�
" *
1�
" *
4" 4"
8"
4" 4"
8"
3"
1’-
6"
3"
2’-
0"
* FIELD VERIFY
HOLES
{ 1�" ~
1�
" *
4" 4"
8"
R
= 2’-
0" *
3"
1’-
6"
3"
2’-
0"
R
= 2’-
0" *
MASONRY PLATE SOLE PLATE
( FIXED ) ( EXPANSION )
P1 ( 4 REQ’D )
MATERIAL
BILL OF
REPLACE BEARINGS
EACH
16
SLOTS
{ 2�" X 3�"
NO. NO.BY: BY:DATE: DATE:
REVISIONS SHEET NO.
TOTALSHEETS
STATE OF NORTH CAROLINA
RALEIGH
BRIDGE NO.
COUNTY
PROJECT NO.
DEPARTMENT OF TRANSPORTATION
12
3
4DRAWN BY :
CHECKED BY :
DATE :
DATE :
28-JUL-2015 08:47
fasefnia
Z:\TIPProjects-BP\BP5500A\Structures\DGN\400_021_BP5500A_SMU_S10_BR.DGN
15
BP-5500A
NORTHAMPTON
4
D.J.RENCKENS
W.M.CLARKE
06/2014
06/2014
À GIRDER
SEAT
BRIDGE
M1
MAY AFFECT THE IMPLEMENTATION OF REPAIRS.
NIFICANTLY FROM THOSE SHOWN ON PLANS AND
NOTIFY ENGINEER IF CONDITIONS VARY SIG-
CONTRACTOR TO VERIFY EXISTING CONDITIONS.
EXISTING BRIDGE SEAT
EXISTING ANCHOR BOLTS
EXPANSIONFIXED
M1
�"
SEAL
20103
N
ORTH CAROLINA
PR
OFESSIONAL
ENGINEER
.
AINFESA NIZRAF
DETAILS
BEARING REPAIR
M1 ( 16 REQ’D ) P2 ( 12 REQ’D )
P1
PROPOSED END VIEW
P2
PROJECTION
5�"
EXISTING END VIEW
BOLTS
ANCHOR
ADHESIVE
1�" � x 1’-6"
WITH STANDARD WASHER
EXTENDING �’’ ABOVE SOLE }
1�’’ � PIPE SLEEVE
S-10
END OF ANCHOR BOLT WITH EPOXY PAINT. (TYP.)
TOP OF EXISTING BENT CAP. COAT EXPOSED
BOLTS TO BE CUT OFF FLUSH WITH THE
TO BE REMOVED. EXISTING ANCHOR
EXISTING SOLE PLATE AND MASONRY PLATE
BELOW REQUIRED THREAD LENGTH.
ANCHOR BOLTS SHALL BE ALL-THREAD OR SWEDGED OR DEFORMED
ADHESIVE ANCHOR BOLTS SEE THE STANDARD SPECIFICATIONS.
OF THE 1�"~ ANCHOR BOLTS SHALL BE 20.0 KIPS, FOR
ANCHORED. LEVEL 1 FIELD TESTING IS REQUIRED. THE YIELD LOAD
INSTALL 1�" ~ ANCHOR BOLTS. BOLTS SHALL BE ADHESIVELY
THE CONTRACTOR SHALL CORE INTO EXISTING BENT CAP TO
STRAIGHT.
ALL SURFACES OF BEARING PLATES SHALL BE SMOOTH AND
AWS BRIDGE WELDING CODE AND STANDARD SPECIFICATIONS.
MATERIALS AND TEST UNIT IN ACCORDANCE WITH THE CURRENT
ALL WELDS WILL BE INSPECTED AND TESTED BY THE NCDOT
APPLICABLE AWS AND NCDOT STANDARD SPECIFICATIONS.
ALL WELDING SHALL BE IN ACCORDANCE WITH CURRENT
SPECIFICTIONS.
GALVANIZED IN ACCORDANCE WITH THE STANDARD
SOLE PLATES, ANCHOR BOLTS, NUTS AND WASHERS SHALL BE
A SHARP POINTED TOOL.
THE THREAD OF THE NUT AND BOLT SHALL THEN BE BURRED WITH
BE TIGHTENED FINGER TIGHT AND THEN BACKED OFF �TURN.
AT ALL POINTS OF SUPPORT, NUTS FOR ANCHOR BOLTS ARE TO
REMOVED AND REPLACED WITH BEARINGS AS SHOWN.
ALL EXISTING BEARINGS AT INTERIOR BENTS SHALL BE
7/28/2015
PLAN
ELEVATION
END BENT 1
END BENT 1
PLANEND BENT 2
ELEVATIONEND BENT 2
3.0 ERI
2.0 ERI
10.0 ERI
2.5 ERI
1.5 ERI
NOTES:
-SHOTCRETE REPAIRS
-CONCRETE REPAIRS
ERI -EPOXY RESIN INJECTION
SEAL
20103
N
ORTH CAROLINA
PR
OFESSIONAL
ENGINEER
.
AINFESA NIZRAF
NO. NO.BY: BY:DATE: DATE:
REVISIONS SHEET NO.
TOTALSHEETS
STATE OF NORTH CAROLINA
RALEIGH
BRIDGE NO.
COUNTY
PROJECT NO.
DEPARTMENT OF TRANSPORTATION
12
3
4
DRAWN BY :
CHECKED BY :
DATE :
DATE :
28-JUL-2015 08:47
fasefnia
Z:\TIPProjects-BP\BP5500A\Structures\DGN\400_023_BP5500A_SMU_S11_EB1_2.DGN
15
BP-5500A
NORTHAMPTON
4
END BENT 1 & 2
SUBSTRUCTURE
D.J.RENCKENS
W.M.CLARKE
05/2014
05/2014
S-11
CF
VOLUME
17.5
1.5
MIN. 1" CL TO SAWCUT. SEE REPAIR DETAILS.
REMOVAL OF UNSOUND CONCRETE, MIN. OF 1" BEHIND REBAR AND
VALUES IN CHART REPRESENT ESTIMATED REPAIR TOTALS AFTER
REPAIR QUANTITY TABLE
SHOTCRETE REPAIRS
CAP (VERTICAL FACE)
CAP (HORIZONTAL, CORNER)
CAP
SHOTCRETE REPAIRS
CAP (VERTICAL FACE)
CAP (HORIZONTAL, CORNER)
EPOXY RESIN INJECTION
CAP
SF
AREA
CF
VOLUME
SF
AREA
CF
VOLUME
ACTUALESTIMATE
QUANTITIES
FT
LN.
FT
LN.
SF
AREA
ESTIMATE ACTUAL
QUANTITIES
SF
AREA
FT
LN.
FT
LN.
0.0 0.0
0.00.0
0.0 0.0
0.00.0
CONCRETE REPAIR
EPOXY RESIN INJECTION
CONCRETE REPAIR
END BENT 1
END BENT 2
0.00.0
0.00.0
CAP
EPOXY COATINGSF
AREA
74
DETAILS SHEET.
FOR REPAIR DETAILS, SEE TYPICAL CAP AND COLUMN REPAIR
FOR EPOXY RESIN INJECTION, SEE SPECIAL PROVISIONS.
FOR SHOTCRETE REPAIRS, SEE SPECIAL PROVISIONS.
WITH THE APPROVAL OF THE ENGINEER.
SHOTCRETE REPAIRS MAY BE REPLACED WITH CONCRETE REPAIRS
STEEL.
THAT SAWCUT DEPTH WILL NOT DAMAGE EXISTING REINFORCING
CONTRACTOR SHALL REMOVE SURFACE CONCRETE TO VERIFY
REINFORCING STEEL SHALL NOT BE DAMAGED.
CONTRACTOR SHALL SAW CUT TO A NOMINAL DEPTH OF �" BUT
REPAIR QUANTITY TABLE.
REPAIRS AND ADJUST THE ACTUAL QUANTITIES ENTERED INTO THE
DRAWINGS THE APPROXIMATE LOCATION AND DESCRIPTION OF THE
INSPECTOR OR ENGINEER THE CONTRACTOR SHALL NOTE ON THE
NOT SHOWN ON THE DRAWINGS ARE DEEMED NECESSARY BY THE
WITH THE BEST INFORMATION AVAILABLE. IF ADDITIONAL REPAIRS
REPAIR LOCATIONS AND ESTIMATE OF QUANTITIES ARE GIVEN
7/28/2015
PLAN OF CAPTOP
END VIEW ELEVATIONSOUTH SIDEWEST SIDE
END VIEWEAST SIDE
ELEVATIONNORTH SIDE
PLAN OF CAPBOTTOM
SF
AREA
CF
VOLUME
SF
AREA
COLUMN
CF
VOLUME
7.0
19.0
2.0
1.5 SF
2.0 ERI
4.0 ERI
1.0 SF
1.0 SF
-SHOTCRETE REPAIR
1.0 SF
3.0 0.75
4.75
5.0 SF
MIN. 1" CL TO SAWCUT. SEE REPAIR DETAILS.
REMOVAL OF UNSOUND CONCRETE, MIN. OF 1" BEHIND REBAR AND
VALUES IN CHART REPRESENT ESTIMATED REPAIR TOTALS AFTER
1.0 SF
CAP (VERTICAL FACE)
CAP (HORIZONTAL FACE)
COLUMN (HORIZONTAL FACE)
NOTES:
SHOTCRETE REPAIRS
EPOXY RESIN INJECTION
CAP
-CONCRETE REPAIRS
1.0 0.25
NO. NO.BY: BY:DATE: DATE:
REVISIONS SHEET NO.
TOTALSHEETS
STATE OF NORTH CAROLINA
RALEIGH
BRIDGE NO.
COUNTY
PROJECT NO.
DEPARTMENT OF TRANSPORTATION
12
3
4DRAWN BY :
CHECKED BY :
DATE :
DATE :
28-JUL-2015 08:47
fasefnia
Z:\TIPProjects-BP\BP5500A\Structures\DGN\400_025_BP5500A_SMU_S12_BENT_1.DGN
15
BP-5500A
NORTHAMPTON
4
BENT 1
SUBSTRUCTURE
D.J.RENCKENS
W.M.CLARKE
05/2014
05/2014
6.0 SF
1.5 SF
4.0 SF
1.0 SF
3.0 ERI
ERI -EPOXY RESIN INJECTION
REPAIR QUANTITY TABLE
ESTIMATE
QUANTITIES
ACTUAL
FTLN.
FTLN.
SEAL
20103
N
ORTH CAROLINA
PR
OFESSIONAL
ENGINEER
.
AINFESA NIZRAF
S-12
CONCRETE REPAIR 0.0 0.0
BENT 1
2’-
6"
23’-6"
2’-
6"
CAP
EPOXY COATINGSF
AREA
49
FOR EPOXY COATING, SEE SPECIAL PROVISIONS.
AS A FINAL FINISH.
OF BENT CAPS AFTER ALL BEARING REPAIRS ARE COMPLETED,
THE CONTRACTOR SHALL EPOXY COAT PAINT THE TOP SURFACE
DETAILS SHEET.
FOR REPAIR DETAILS, SEE TYPICAL CAP AND COLUMN REPAIR
FOR EPOXY RESIN INJECTION, SEE SPECIAL PROVISIONS.
FOR SHOTCRETE REPAIRS, SEE SPECIAL PROVISIONS.
WITH THE APPROVAL OF THE ENGINEER.
SHOTCRETE REPAIRS MAY BE REPLACED WITH CONCRETE REPAIRS
STEEL.
THAT SAWCUT DEPTH WILL NOT DAMAGE EXISTING REINFORCING
CONTRACTOR SHALL REMOVE SURFACE CONCRETE TO VERIFY
REINFORCING STEEL SHALL NOT BE DAMAGED.
CONTRACTOR SHALL SAW CUT TO A NOMINAL DEPTH OF �" BUT
REPAIR QUANTITY TABLE.
REPAIRS AND ADJUST THE ACTUAL QUANTITIES ENTERED INTO THE
DRAWINGS THE APPROXIMATE LOCATION AND DESCRIPTION OF THE
INSPECTOR OR ENGINEER THE CONTRACTOR SHALL NOTE ON THE
NOT SHOWN ON THE DRAWINGS ARE DEEMED NECESSARY BY THE
WITH THE BEST INFORMATION AVAILABLE. IF ADDITIONAL REPAIRS
REPAIR LOCATIONS AND ESTIMATE OF QUANTITIES ARE GIVEN
7/28/2015
PLAN OF CAP
END VIEW ELEVATION
TOP
SOUTH SIDEWEST SIDE
END VIEWEAST SIDE
PLAN OF CAPBOTTOM
ELEVATIONNORTH SIDE
4.0 SF
3.0 SF
1.0 SF
1.0 SF
2.0 SF
4.0 SF
3.0 ERI
1.0 ERI
2.5 SF 1.5 SF
NO. NO.BY: BY:DATE: DATE:
REVISIONS SHEET NO.
TOTALSHEETS
STATE OF NORTH CAROLINA
RALEIGH
BRIDGE NO.
COUNTY
PROJECT NO.
DEPARTMENT OF TRANSPORTATION
12
3
4
DRAWN BY :
CHECKED BY :
DATE :
DATE :
28-JUL-2015 08:47
fasefnia
Z:\TIPProjects-BP\BP5500A\Structures\DGN\400_027_BP5500A_SMU_S13_BENT_2.DGN
15
BP-5500A
NORTHAMPTON
4
BENT 2
SUBSTRUCTURE
D.J.RENCKENS
W.M.CLARKE
05/2014
05/2014
1.0 SF
NOTES:
-SHOTCRETE REPAIR
-CONCRETE REPAIRS
ERI -EPOXY RESIN INJECTION
SEAL
20103
N
ORTH CAROLINA
PR
OFESSIONAL
ENGINEER
.
AINFESA NIZRAF
S-13
SF
AREA
CF
VOLUME
SF
AREA
COLUMN
CF
VOLUME
1.0
10.0
3.0
2.0 0.5
2.5
MIN. 1" CL TO SAWCUT. SEE REPAIR DETAILS.
REMOVAL OF UNSOUND CONCRETE, MIN. OF 1" BEHIND REBAR AND
VALUES IN CHART REPRESENT ESTIMATED REPAIR TOTALS AFTER
CAP (VERTICAL FACE)
CAP (HORIZONTAL FACE)
COLUMN (HORIZONTAL FACE)
SHOTCRETE REPAIRS
EPOXY RESIN INJECTION
CAP
8.0 2.0
REPAIR QUANTITY TABLE
ESTIMATE
QUANTITIES
ACTUAL
FTLN.
FTLN.
CONCRETE REPAIR 0.0 0.0
BENT 2
2’-
6"
23’-6"
2’-
6"
CAP
EPOXY COATINGSF
AREA
49
FOR EPOXY COATING, SEE SPECIAL PROVISIONS.
AS A FINAL FINISH.
OF BENT CAPS AFTER ALL BEARING REPAIRS ARE COMPLETED,
THE CONTRACTOR SHALL EPOXY COAT PAINT THE TOP SURFACE
DETAILS SHEET.
FOR REPAIR DETAILS, SEE TYPICAL CAP AND COLUMN REPAIR
FOR EPOXY RESIN INJECTION, SEE SPECIAL PROVISIONS.
FOR SHOTCRETE REPAIRS, SEE SPECIAL PROVISIONS.
WITH THE APPROVAL OF THE ENGINEER.
SHOTCRETE REPAIRS MAY BE REPLACED WITH CONCRETE REPAIRS
STEEL.
THAT SAWCUT DEPTH WILL NOT DAMAGE EXISTING REINFORCING
CONTRACTOR SHALL REMOVE SURFACE CONCRETE TO VERIFY
REINFORCING STEEL SHALL NOT BE DAMAGED.
CONTRACTOR SHALL SAW CUT TO A NOMINAL DEPTH OF �" BUT
REPAIR QUANTITY TABLE.
REPAIRS AND ADJUST THE ACTUAL QUANTITIES ENTERED INTO THE
DRAWINGS THE APPROXIMATE LOCATION AND DESCRIPTION OF THE
INSPECTOR OR ENGINEER THE CONTRACTOR SHALL NOTE ON THE
NOT SHOWN ON THE DRAWINGS ARE DEEMED NECESSARY BY THE
WITH THE BEST INFORMATION AVAILABLE. IF ADDITIONAL REPAIRS
REPAIR LOCATIONS AND ESTIMATE OF QUANTITIES ARE GIVEN
7/28/2015
45°
�"
45°
�"SIDES
MATERIAL BOTH
FILL WITH WELD
EXISTING WEB
NEW WEB
EXISTING BEAM
CORRODED SECTION
G
G
* �"
* �"
DECK
EXISTING BEAM
1�"
STIFFENER TO STIFFENER
�"
�"STIFFENER TO WEB
�"
�"
EXISTING BEAM
DECK
DI
M. ‘‘
A’’
DIM. ‘‘B’’
DI
M. ‘‘
C’’
EXISTING BEAM
ROLLED BEAM
IS CUT FROM A
REPAIRED SECTION
* NOT NEEDED IF
DECK
* �"
* �"
G
G
EXISTING BEAM
EXISTING BEAM
STIFFENER TO STIFFENER
FLG. BACK GOUGE
G
G
SECTION
NEW REPAIR
FLANGE
STIFFENER TO�"
�"
STIFFENER TO WEB�"
�"
NO. NO.BY: BY:DATE: DATE:
REVISIONS SHEET NO.
TOTALSHEETS
STATE OF NORTH CAROLINA
RALEIGH
COUNTY
PROJECT NO.
DEPARTMENT OF TRANSPORTATION
12
3
428-JUL-2015 08:47
fasefnia
Z:\TIPProjects-BP\BP5500A\Structures\DGN\400_029_BP5500A_SMU_S14_BE_RP.DGN
BRIDGE NO.
DETAIL ‘‘A’’
A
INTERMEDIATE BEAM REPAIR
SECTION LOSS
WEB ( SEE DETAIL ‘‘A’’ )
( LEAVE OPEN ) ( TYP. )
2" ~ ACCESS HOLE
( TYP. )
FLG. BACK GOUGE( TYP. )
4" RADIUS
SECTION
NEW REPAIR
BEAM REPAIR SECTION
SECTION LOSS INTERMEDIATE
( TYP. )
DIM. ‘‘B’’
BEAM REPAIR
3" ( MIN. )
DI
M. ‘‘
A’’
SECTION LOSS
AREA OF
(MI
N.)
3"
CUT LINE
DETAIL ‘‘A’’
SEE
SECTION
NEW REPAIR
1�
"
REPAIR
STIFFENER/CONN. }
SECTION LOSS
TO FLANGE
CONN. }
BEAR AND DO NOT WELD
FOR STIFFENERS, MILL TO
REPAIR SECTION
STIFFENER/CONN. }
SECTION LOSS
BEAM END REPAIR
SECTION LOSS
( TYP. )
DIM. ‘‘D’’ 3" ( MIN. )
SECTION LOSS
AREA OF
AT BENT
STIFFENER
BEARING
BEAM END REPAIR
SECTION LOSS
SECTION LOSS
AREA OF
( TYP. )
DIM. ‘‘B’’
DI
M. ‘‘
A’’
3" ( MIN. )
END REPAIR SECTION
SECTION LOSS BEAM
( TYP. )
RADIUS
4"
SECTION
NEW REPAIR ( TYP. )
FLG. BACK GOUGE
( LEAVE OPEN ) ( TYP. )
2" ~ ACCESS HOLE
WEB ( SEE DETAIL ‘‘A’’ )
WEB ( SEE DETAIL ‘‘A’’ )
( LEAVE OPEN )
2" ~ ACCESS HOLE
END REPAIR SECTION
SECTION LOSS BEAM
( TYP. )
RADIUS
4"
DETAIL ‘‘A’’
SEE
STIFFENER }
REPLACE BEARING
REPAIR DETAILS
INTERMEDIATE
BEAM END AND
15
S-14
4
NORTHAMPTON
BP-5500A
SEAL
20103
N
ORTH CAROLINA
PR
OFESSIONAL
ENGINEER
.
AINFESA NIZRAF
DRAWN BY :
CHECKED BY :
DATE :
DATE :
D.J.RENCKENS
W.M.CLARKE
06/2014
06/2014
SPAN BEAMLOCATION
B 1 4’-0"BENT 2
B 1 2’-0"BENT 1
2’-0"
1’-4"
A 1 2’-0"BENT 1 1’-4"
A 2 3’-0"BENT 1 1’-8"
B 2 3’-0"BENT 1 1’-8"
A 3 5’-0"BENT 1 2’-0"
B 3 3’-0"BENT 1 2’-0"
A 4 5’-0"BENT 1 2’-0"
B 4 3’-0"BENT 1 2’-3"
B 3 2’-0"BENT 2 1’-4"
C 3 2’-0"BENT 2 1’-4"
C 4 7’-6"BENT 2 2’-3"
B 4 4’-0"BENT 2 1’-8"
HEIGHT ("A") LENGTH ("B")
LBS.
LUMP SUM
LUMP SUM
3,287
BRIDGE JACKING
BILL OF MATERIAL
BEAM REPAIR
ANTICIPATED BEAM REPAIR LOCATIONS
FOR STRUCTURAL STEEL FOR BEAM REPAIR, SEE SPECIAL PROVISIONS.
REMOVE ALL TRAFFIC CONTROL DEVICES.
REMOVE JACKING EQUIPMENT AND TEMPORARY SUPPORTS.
LOWER SPAN TO BEAR; CHECK FOR DISTRESS.
ITEM "BEAM REPAIR."
REINFORCING STEEL AS THIS IS CONSIDERED INCIDENTAL TO THE PAY
STEEL. NO SEPARATE PAYMENT SHALL BE MADE FOR CONCRETE AND
SIMLAR SIZE BAR WITH AT LEAST A ONE FOOT SPLICE TO THE EXISTING
STEEL CUT DURING THE REMOVAL PROCESS SHALL BE SPLICED WITH A
FROM THE BENT DIAPHRAGMS SHALL BE CAST BACK. ANY REINFORCING
AFTER BEAMS ARE REPAIRED AND PAINTED, ANY CONCRETE REMOVED
FOR CLEANING AND PAINTING, SEE PROJECT SPECIAL PROVISIONS.
CONTRACT.
PERFORMED AS PART OF THE OVERALL CLEANING AND PAINTING
CLEANING AND PAINTING OF REPAIRED STRUCTURAL STEEL SHALL BE
AND OILS FROM REPAIR PROCESS,
GRIND ALL WELDS FLUSH, THOROUGHLY CLEAN AREA TO REMOVE DEBRIS
IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS, AFTER REPAIR,
WELDING CODE AND STANDARD SPECIFICATIONS.
AND TEST UNIT IN ACCORDANCE WITH THE CURRENT AWS BRIDGE
ALL WELDS WILL BE INSPECTED AND TESTED BY THE NCDOT MATERIALS
AND NCDOT STANDARD SPECIFICATIONS.
ALL WELDING SHALL BE IN ACCORDANCE WITH CURRENT APPLICABLE AWS
PLATE USING FULL PENETRATION WELDS.
INSTALL THE CUT-TO-FIT SECTION, FULLY WELD ALONG TOP AND SIDES OF
GRADE OF STEEL SHALL BE AASHTO M270, GRADE 36 OR BETTER.
SIMILAR SIZE ROLLED BEAM OR APPROVED EQUIVALENT PLATES. THE
REPLACEMENT CUT-TO-FIT BEAM SECTION SHALL BE NEW AND FROM
BEYOND REPAIR AREA.
MECHANICALLY CLEAN RUST, SCALE, AND EXISTING PAINT TO AT LEAST 3"
STIFFENER.
OUT BY APPROPRIATE MEANS THE DAMAGED BEAM AREA AND/OR BEARING
CHIP AWAY CONCRETE TO DETERMINE THE EXTENT OF THE DAMAGE. CUT
IF BEAM DETERIORATION EXTENDS INTO THE CONCRETE DIAPHRAGM THEN
REMOVED, IF NECESSARY, AND REPLACED AFTER BEAM REPAIR.
STEEL DIAPHRAGM CHANNELS AND/OR STIFFENERS MAY BE TEMPORARILY
SEE BRIDGE JACKING SPECIAL PROVISIONS.
SHALL SUBMIT JACKING PLAN FOR APPROVAL, PRIOR TO BEGINNING WORK.
REMOVE DEAD LOAD FROM BEAM BY JACKING AND BLOCKING. CONTRACTOR
TRAFFIC OR SHIFTING TRAFFIC AWAY FROM REPAIR AREA.
REMOVE LIVE LOAD FROM REPAIR AREA BY EITHER CLOSING BRIDGE TO
REPAIR SEQUENCE:
GROUND SMOOTH PRIOR TO BLASTING AND PAINTING OPERATION.
GOUGES AND INDENTIONS FROM IMPACT ON GIRDERS SHALL BE
THE ENGINEER.
REPAIR ACTUALLY PERFORMED BY THE CONTRACTOR AND APPROVED BY
PAYMENT FOR THE SECTION REPAIR SHALL BE BASED ON THAT AMOUNT OF
EVALUATE LIMITS OF REPAIR.
AND REPLACED. REMOVE CONCRETE BENT DIAPHRAGMS AS NEEDED TO
ENGINEER TO DETERMINE ACTUAL DIMENSIONS OF AREA TO BE REMOVED
SHALL BE REPAIRED AS INDICATED ON THIS PLAN SHEET. CONTRACTOR AND
OR AREAS WITH TEMPORARY REPAIRS SHALL BE REMOVED AND THE BEAMS
AS DETERMINED BY THE ENGINEER, AREAS WITH EXCESSIVE SECTION LOSS
LOSS SHOULD BE REPAIRED.
SHALL BE REVIEWED BY THE ENGINEER TO DETERMINE IF AREA OF SECTION
SECTION LOSS. AREAS THAT EXHIBIT AN EXCESS OF 35% SECTION LOSS
STRUCTURAL STEEL AND BEARING SHALL BE INSPECTED FOR EXCESSIVE
AFTER THE STRUCTURAL STEEL HAS BEEN BLASTED AND PRIMED, THE
7/28/2015
(TYP.)
SECTION THRU CAP
CAP REPAIR
CLEANED (TYP.)
TO BE BLAST
EXPOSED REBAR
BENT CAP REPAIRS
A
EXPOSED REBAR) (TYP.)
A MIN. 1" BEHIND ANY
CONC. IS FOUND AND
(REMOVE UNTIL SOUND
OR CRACKED CONCRETE
SPALLED, DELAMINATEDA
STEEL
MAIN REINFORCING
1" (MIN.)
EXPOSED REBAR)
A MIN. 1" BEHIND ANY
CONC. IS FOUND AND
(REMOVE UNTIL SOUND
OR CRACKED CONCRETE
SPALLED, DELAMINATED
PLAN OF COLUMN
ELEVATION OF CAP
COLUMN REPAIR
*
CLEANED (TYP.)
TO BE BLAST
EXPOSED REBAR
*
NO. NO.BY: BY:DATE: DATE:
REVISIONS SHEET NO.
TOTALSHEETS
STATE OF NORTH CAROLINA
RALEIGH
COUNTY
PROJECT NO.
DEPARTMENT OF TRANSPORTATION
12
3
4
DRAWN BY :
CHECKED BY :
DATE :
DATE :
28-JUL-2015 08:47
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BRIDGE NO.
DETAILS
COLUMN REPAIR
TYPICAL CAP &
R. WEISZ 11/14
11/14J. YANNACCONE
S-15
REPAIR LENGTH SHALL NOT EXCEED 10 FEET.
IF CONFINEMENT STEEL IS NOT PRESENT, THEN
CUT (TYP.)
�" DEEP SAW
ANY EXPOSED REBAR
REMOVE 1" (MIN.) BEHIND
CUT (TYP.)
�" DEEP SAW
ANY EXPOSED REBAR
REMOVE 1" (MIN.) BEHIND
(TYP.)
(TY
P.)
1"
MI
N.
1" MIN.
1" MIN.
BP-5500A
NOTE
(TYP.)
1" MIN.
CUT (TYP.)
�" DEEP SAW
SIZES & LOCATIONS MAY VARY)
(EXAMPLE ONLY. ACTUAL REBAR
15
FOR EPOXY RESIN INJECTION, SEE SPECIAL PROVISIONS.
FOR SHOTCRETE REPAIRS, SEE SPECIAL PROVISIONS.
REPAIRS WITH THE APPROVAL OF THE ENGINEER.
CONCRETE REPAIRS MAY BE SUBSTITUTED IN LIEU OF SHOTCRETE
CORNERS ARE SQUARE AS INDICATED ON THE DETAILS.
CONTRACTOR SHALL SAW CUT THE REPAIR AREAS SO THAT THE
STEEL.
THAT SAWCUT DEPTH WILL NOT DAMAGE EXISTING REINFORCING
CONTRACTOR SHALL REMOVE SURFACE CONCRETE TO VERIFY
REINFORCING STEEL SHALL NOT BE DAMAGED.
CONTRACTOR SHALL SAW CUT TO A NOMINAL DEPTH OF �" BUT
NORTHAMPTON
4
SUBSTRUCTURE
SEAL
20103
N
ORTH CAROLINA
PR
OFESSIONAL
ENGINEER
.
AINFESA NIZRAF
7/28/2015
STANDARD NOTES
METAL HANDRAILS SHALL BE IN ACCORDANCE WITH THE PLANS. RAILS SHALL BE
RAIL SHALL BE SET NORMAL TO THE GRADE OF THE CURB, UNLESS OTHERWISE SHOWN
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
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
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
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.
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:
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
ELECTROSLAG WELDING WILL NOT BE PERMITTED.
ROUNDED BY SUITABLE MEANS TO A RADIUS OF APPROXIMATELY 1/16 INCH OR
ETC. IN CASTING SUPERSTRUCTURES:
ALLOWANCE FOR DEAD LOAD DEFLECTION, SETTLEMENT,
DEFLECTIONS ARE DIMENSIONS AT CENTER LINE OF BEARING UNLESS OTHERWISE NOTED
REINFORCING STEEL:
WIRE BAR SUPPORTS SHALL BE PROVIDED FOR REINFORCING STEEL WHERE
EXCEPT AT THE INTERIOR SUPPORTS OF CONTINUOUS BEAMS WHERE THE COVER
WITH THE SOLE EXCEPTION OF EDGES AT SURFACES WHICH BEAR ON OTHER
AT THE CONTRACTOR’S OPTION, HE MAY SUBSTITUTE 7/8" ~ SHEAR STUDS FOR THE
STUDS FOR 4 - 3/4" ~ STUDS. STUDS OF THE LENGTH SPECIFIED ON THE PLANS MUST
ALONG THE BEAM AS SHOWN FOR 3/4" ~ STUDS BASED ON THE RATIO OF 3 - 7/8" ~
BE PROVIDED. THE MAXIMUM SPACING SHALL BE 2’-O".
THE RATE OF 3 - 7/8" ~ STUDS FOR 4 - 3/4" ~ STUDS, AND STUD SPACING CHANGES
SHALL BE MADE AS NECESSARY TO PROVIDE THE SAME EQUIVALENT NUMBER OF 7/8" ~ STUDS
PLATE IS IN CONTACT WITH BEARING PLATE, THE CONTRACTOR MAY, AT HIS OPTION,
OR METALLIZING.
EQUIVALENT FLAT SURFACE AT A SUITABLE ANGLE PRIOR TO PAINTING, GALVANIZING,
METAL STANDARDS AND FACES OF THE CONCRETE END POSTS FOR THE METAL
HANDRAILS AND POSTS:
SPECIFICATIONS ARTICLE 105-4.
OVER NOTES HEREON, AND SPECIAL PROVISIONS SHALL GOVERN OVER ALL. SEE
GOVERN OVER THE SPECIFICATIONS, BUT THE REMAINDER OF THE PLANS SHALL GOVERN
GENERALLY, IN CASE OF DISCREPANCY, THIS STANDARD SHEET OF NOTES SHALL
SPECIAL NOTES:
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
NOT BE ACCEPTED. CERTIFIED MILL REPORTS ARE REQUIRED FOR METAL RAILS AND POSTS.
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.
STRESS IN EXTREME FIBER OF
IMPACT ALLOWANCE
LIVE LOAD - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - -
27,000 LBS. PER SQ. IN.
20,000 LBS. PER SQ. IN.
DESIGN DATA:
SPECIFICATIONS - - - - - - - - - - - - - - -
BE OBTAINED. CASTINGS WITH DISCOLORATIONS OR OF NON-UNIFORM COLORING WILL
JANUARY, 1990
DOWELS WHEN INDICATED ON PLANS AS FOR CULVERT EXTENSIONS, SHALL
DOWELS:
MATERIAL AND WORKMANSHIP:
UNLESS OTHERWISE REQUIRED ON PLANS, CLASS A CONCRETE SHALL BE
CONCRETE:
1,800 LBS. PER SQ. IN.
EQUIVALENT FLUID PRESSURE OF EARTH - - - - -
(MINIMUM)
30 LBS. PER CU. FT.
375 LBS. PER SQ. IN.- - - -OF TIMBER
COMPRESSION PERPENDICULAR TO GRAIN
PROVISIONS, ALL MATERIAL AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH
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
CONCRETE IN COMPRESSION
CONCRETE IN SHEAR - - - - - - - - - - - - -
- - - - - - - - - - 1,200 LBS. PER SQ. IN.
SEE A.A.S.H.T.O.
EXCEPT AS MAY OTHERWISE BE SPECIFIED ON PLANS OR IN THE SPECIAL
N. C. DEPARTMENT OF TRANSPORTATION.
USED FOR ALL PORTIONS OF ALL STRUCTURES WITH THE EXCEPTION THAT:
CLASS AA CONCRETE SHALL BE USED IN BRIDGE SUPERSTRUCTURES,
CONCRETE CHAMFERS:
UNLESS OTHERWISE NOTED ON THE PLANS, ALL EXPOSED CORNERS ON
STRUCTURES SHALL BE CHAMFERED 3/4" WITH THE FOLLOWING EXCEPTIONS:
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.
BE EMBEDDED AT LEAST 12" INTO THE OLD CONCRETE AND GROUTED INTO
GRADE 60 24,000 LBS. PER SQ. IN.
REINFORCING STEEL IN TENSION
27,000 LBS. PER SQ. IN.
- -
SURFACES,ALL SHARP EDGES AND ENDS OF SHAPES AND PLATES SHALL BE SLIGHTLY
PLACE WITH 1:2 CEMENT MORTAR.
- - - - -
ALLOWANCE SHALL BE MADE FOR DEAD LOAD DEFLECTIONS, SETTLEMENT OF FALSEWORK,
TO THE REQUIREMENTS OF THE CURRENT ANSI/AASHTO/AWS " BRIDGE WELDING CODE".
BETWEEN BEARINGS TO COMPENSATE FOR DEAD LOAD DEFLECTIONS, VERTICAL CURVE
�" ~ STUDS SPECIFIED ON THE PLANS. THIS SUBSTITUTION SHALL BE MADE AT
STRUCTURAL STEEL - AASHTO M270 GRADE 36 -
- AASHTO M270 GRADE 50W -
- AASHTO M270 GRADE 50 -
REV. 6-16-95 EEM ( ) RGW
ENGLISH
REV. 8-16-99 RWW ( ) LES
REV. 5-7-03 RWW ( ) JTE
THE 2012 ‘‘STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES" OF THE
REV. 5-1-06 TLA ( ) GM
28-JUL-2015 08:47
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ABUTMENT BACKWALLS, AND APPROACH SLABS; AND CLASS B CONCRETE SHALL
BE USED FOR SLOPE PROTECTION AND RIP RAP.
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.
REV. 10-1-11 MAA ( ) GM
SEE A.A.S.H.T.O.
SEE PLANS
A.A.S.H.T.O. (CURRENT)
UNTREATED - EXTREME FIBER STRESS
STRUCTURAL TIMBER - TREATED OR
BE HOT ROLLED.
STEEL SHEET PILING FOR PERMANENT OR TEMPORARY APPLICATIONS 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
TRAFFIC MANAGEMENT PLAN
ORIENTATION OF GROUND MOUNTED SIGNS 904.10
BARRICADES1145.01
CONES1135.01
PORTABLE WORK ZONE SIGNS1110.02
STATIONARY WORK ZONE SIGNS1110.01
TEMPORARY SHOULDER CLOSURES1101.04
TEMPORARY ROAD CLOSURES1101.03
TITLESTD. NO.
TRANSPORTATION - RALEIGH N.C., ARE CONSIDERED A PART OF THE PLANS:
DRAWINGS" - PROJECT SERVICES UNIT - N.C. DEPARTMENT OF
THE FOLLOWING ROADWAY STANDARDS AS SHOWN IN "ROADWAY STANDARD
ROADWAY STANDARD DRAWINGS
1 - INSTALLATION OF TEMPORARY ROUTE MARKERS, DESTINATION SIGNS AND ANY NECESSARY
MODIFICATIONS TO EXISTING OR PROPOSED REGULATORY OR WARNING SIGNS WILL BE
MADE BY OTHERS (STATE OR CITY FORCES) UNLESS OTHERWISE DESIGNATED IN PLANS.
PROVIDE A MINIMUM 21 CALENDAR DAY NOTICE TO STATE FORCES BEFORE A ROADWAY IS
CLOSED TO TRAFFIC SUCH THAT NECESSARY PROVISIONS CAN BE MADE TO INFORM LOCAL
EMERGENCY AND LAW ENFORCEMENT PERSONNEL, SCHOOLS OR ANY OTHER PARTIES
AFFECTED BY THE ROAD CLOSURE.
2 - INSTALL SIGNS BEFORE THE BARRICADES WHEN CLOSING THE ROADWAY TO TRAFFIC.
REMOVE BARRICADES BEFORE SIGNS WHEN OPENING THE ROADWAY TO TRAFFIC.
INSTALL/REMOVE SIGNS AND BARRICADES WITHIN THE SAME CALENDAR DAY.
3 - POSITION WING BARRICADES ON THE SHOULDERS AND SLOPE THE STRIPES DOWNWARD IN
THE DIRECTION TOWARD WHICH TRAFFIC MUST TURN IN DETOURING.
4 - USE ADDITIONAL TYPE III BARRICADES IN STAGGERED LOCATIONS SUPPLEMENTED WITH
SIGN R11-4 "ROAD CLOSED TO THRU TRAFFIC" IN THE EVENT THAT TRAFFIC MUST BE
MAINTAINED BEYOND THE DETOUR POINT.
5 - SEE STANDARD SPECIFICATION 1089-1 FOR WORK ZONE SIGNS.
6 - SEE STANDARD SPECIFICATION 1089-2 FOR WORK ZONE SIGN SUPPORTS.
GENERAL NOTES
DIRECTION OF TRAFFIC FLOW
STATIONARY SIGN
LEGEND
BARRICADE (TYPE III)
TRAFFIC MANAGEMENT FOR TEMPORARY ROAD CLOSURE
WORK AREA
500’+/-500’+/-
ROAD
CLOSED
R11-2
48’’ x 30’’
TYPE III BARRICADE(S)
ROAD
CLOSED
R11-2
48’’ x 30’’
TYPE III BARRICADE(S)
ROADCLOSED
W20-3
1000 FT
48" x 48"
ROADCLOSED
W20-3
500 FT
48" x 48"
500’+/- 500’+/- 1/2 MILE +/-
ROADCLOSED
W20-3
500 FT
48" x 48"
ROADCLOSED
W20-3
1000 FT
48" x 48"
AHEAD
ROAD
CLOSED
W20-3
48" x 48"
TYPE III BARRICADE
R11-4
60’’ x 30’’
ROAD CLOSED
TO
THRU TRAFFIC
TYPE III BARRICADE
R11-4
60’’ x 30’’
ROAD CLOSED
TO
THRU TRAFFIC
500’+/-
*
BRIDGE #4
NEXT LEFT42’’ X 12’’
SP-4L
AHEAD
ROAD
CLOSED
W20-3
48" x 48"
NEXT RIGHT42’’ X 12’’
SP-4R
AHEAD
ROAD
CLOSED
W20-3
48" x 48"
EXISTING INTERSECTION
INSTALL 500’+/- PRIOR TO
* *
AHEAD
ROAD
CLOSED
W20-3
48" x 48"
500’+/-
AHEAD
ROAD
CLOSED
W20-3
48" x 48"
REVISIONSSHEET NO.
CO
NT
RA
CT #: D
A00262
DRAWN BY:CHECKED BY:
DATE:DATE:
1
2
1
2
NO. BY: DATE: NO. BY: DATE:
SHEETSTOTAL
NORTHAMPTON
RALEIGH
DEPARTMENT OF TRANSPORTATION
STATE OF NORTH CAROLINA
STATION:
COUNTY
PROJECT:
WB
S #
50070.3.F
D1
50070.3.FD1
SR 1328 HIGH BRIDGE RD.
NC 186
DE
VI
LS
RA
CE
TR
AC
K
RD.
SR 1329
0.10 MILE +/-
NC 186
24’-0" CLEAR ROADWAY - 90° SKEW
-L-
*
SR 1328 HIGH BRIDGE RD.
7 - ALL DETOUR SIGNS WILL BE FURNISHED AND INSTALLED BY STATE FORCES.
DHS 8/18/15
PRESERVATION OF BRIDGE NO. 650004