plan - ncdot

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


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

COUNTY

PROJECT NO.


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


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

COUNTY

PROJECT NO.


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


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

COUNTY

PROJECT NO.


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


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

COUNTY

PROJECT NO.


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.


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH


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


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

BRIDGE NO.

COUNTY

PROJECT NO.


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


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,


"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)




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


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

BRIDGE NO.

COUNTY

PROJECT NO.


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.)





S-8

1.6 SQ. YDS.










7/28/2015

24’-

0" (C

LE

AR

RO

AD

WA

Y)

B B

A A

TO THE EDGE OF THE DECK



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




END BENT 2

FILL FACE @

(FOR SECTIONS A-A & B-B, SEE "JOINT DETAILS" SHEET)

SPAN C QUANTITIES


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

BRIDGE NO.

COUNTY


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.



S-9










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�"


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

BRIDGE NO.

COUNTY

PROJECT NO.


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


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

BRIDGE NO.

COUNTY

PROJECT NO.


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


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




1.0 SF

CAP (VERTICAL FACE)

CAP (HORIZONTAL FACE)

COLUMN (HORIZONTAL FACE)

NOTES:

SHOTCRETE REPAIRS


CAP

-CONCRETE REPAIRS

1.0 0.25


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

BRIDGE NO.

COUNTY

PROJECT NO.


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



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.






STEEL.












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


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

BRIDGE NO.

COUNTY

PROJECT NO.


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


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




CAP (VERTICAL FACE)

CAP (HORIZONTAL FACE)

COLUMN (HORIZONTAL FACE)

SHOTCRETE REPAIRS


CAP

8.0 2.0


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.






STEEL.












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�"

�"


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

COUNTY

PROJECT NO.


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


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



( LEAVE OPEN )

2" ~ ACCESS HOLE

END REPAIR SECTION

SECTION LOSS BEAM

( TYP. )

RADIUS

4"


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

*


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

COUNTY

PROJECT NO.


12

3

4

DRAWN BY :

CHECKED BY :

DATE :

DATE :

28-JUL-2015 08:47

fasefnia

Z:\TIPProjects-BP\BP5500A\Structures\DGN\400_031_BP5500A_SMU_S15_CL_RP.DGN

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



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.





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.


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:


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


- -

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

fasefnia

Z:\TIPProjects-BP\BP5500A\Structures\DGN\400_033_BP5500A_SMU_SN.DGN

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



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

plan - ncdot

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