this electronic collection of documents is provided for ... 10... · 4/6/2016 · 520 530 540 span...

This electronic collection of documents is provided

for the convenience of the user

and is Not a Certified Document –

The documents contained herein were originally issued

and sealed by the individuals whose names and license

numbers appear on each page, on the dates appearing

with their signature on that page.

This file or an individual page

shall not be considered a certified document.

RIP RAP DETAIL

NOT TO SCALE

GROUND LINE

NORMAL TO CAP

MI

N.1'-0'' MIN. EARTH BERM

NORMAL TO CAP

1'-7'' MIN. BERM

3'-

6''

2'-

0''

1'-

0''

SLOPE 1 • : 1

NOT TO SCALE

RIP RAP DETAIL

DRAINAGE

GEOTEXTILE FOR

SECTION TAKEN AT RIGHT ANGLE TO -L-

UNCLASSIFIED STRUCTURE EXCAVATION

SECTION ALONG -L-

PLAN

R

NO

033730

SEAL

RTH CA OLIN

A

LA

NOISSEFO

RP

ENGINEE

R

C.A

N

NA

TEAGU

E

{ -L-

PT STA. 13+74.38 -L-

STA. 12+71.37 -L-

BEGIN APPROACH SLAB

STA. 13+79.67 -L-

BEGIN FRONT SLOPE

STA. 13+80.66 -L-

END APPROACH SLAB

STA. 12+82.20 -L-

W.P. #1

ST

A. 12

+90.4

5 -

L-

ST

A. 12

+53.8

5 -

L-

ST

A. 13

+97.1

3 -

L-

ST

A. 13

+63.0

6 -

L-

END BENT 1

FILL FACE @

10/14

10/14

ARE THE AS-BUILT PLANS

I HEREBY CERTIFY THESE PLANS

STA. 13+69.80 -L-

W.P. #2

STA. 13+26.00 -L-

{ BRIDGE

EL. 518.89 (NORMAL TO CAP)

1'-0" MIN. EARTH BERM







STA. 12+72.58 -L-

BEGIN FRONT SLOPE

13+00 14+00

500

510

520

530

540

SPAN A

PROPOSED GRADE

END BENT 1 END BENT 2

G.P. EL. 525.63

STA. 12+72.58 -L-

BEGIN FRONT SLOPE

G.P. EL. 525.69

STA. 12+82.20 -L-

FILL FACE @ END BENT 1

(NORMAL TO CAP)

1'-7" MIN. BERM (TYP.)

(TYP.)

1'-0"

PILES (TYP.)

HP 12X53 STEEL

(NORMAL TO CAP) (TYP.)


MI

N.

3'-

6"

(TY

P.)

GROUND LINE

EXISTING

APPROXIMATE

G.P. EL. 526.21

STA. 13+69.80 -L-

FILL FACE @ END BENT 2

G.P. EL 526.27

STA. 13+79.67 -L-

BEGIN FRONT SLOPE

2'-0" (TYP)

CAP) (TYP.)

(NORMAL TO

1•:1 SLOPE

GRADE DATA -L-

(FIX.)(FIX.)

(+)0.5934%(-)7.8854%

EL. 520.8

WATER SURFACE

DESIGN HIGH

EL. 521.52

WATER SURFACE

BASE DISCHARGE (Q100)

(03/13/14)

EL. 512.4 |

SURFACE

NORMAL WATER

GRADE DATA -L-

(+)3.7969%(+)0.5934%

D

PI STA. 11+87.76

L = 374.39'

T = 187.76'

R = 1,960.00'

550

VC = 228.00'

EL. = 524.81

PI STA. = 11+34.00

RIP RAP (TYP.)

CLASS II

13+50

VC = 126.00'

EL. = 527.32

PI STA. = 15+57.00

S-1

16

12+50

43'-9Œ"

43'-9Œ"

87'-7„" (FILL FACE @ END BENT 1 TO FILL FACE @ END BENT 2 ALONG WORKLINE)

RIP RAP (TYP.)

CLASS II

(TYP.)

SUBSTRUCTURE

EXISTING

N 37°06'06" E

13+0014+00

WI

CK

ER

BR

AN

CH

TO SR 1939

TO SR 1941

HORIZONTAL CURVE DATA -L-

LONG CHORD

END BENT 2

FILL FACE @

EL. 518 |

EL. 520 |

SUBSTRUCTURE (TYP.)

EXISTING

EL. 512 |EL. 512 |

EL. 512 |

EL. 520 |

EL. 518 |

EL. 515 |

(TYP.)

GEOTEXTILE FOR DRAINAGE

M. SELLS

A. TEAGUE

10/14

10/14

A. TEAGUE

E. NOLTING

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

REVISIONS

STATE OF NORTH CAROLINA

RALEIGH

STATION:

COUNTY

PROJECT NO.

DEPARTMENT OF TRANSPORTATION

12

3

4

SHEET

NO.

TOTAL

SHEETS

TI

ME:

DA

TE:

FI

LE:

Div

12

LI

BR.t

bl

2/9/2016

MS

EL

LS

7:4

3:2

2

AM

PE

NT

AB

LE:

US

ER:

North_

Carolina_

De

pt_of

_Transportatio

n\

NC

DO

T_2012_2014_

OC_

Div

_LS

C_

M\

NC

DO

T_17

BP_10_

TO_3c\06.0

0_

TI

P_Fold

er_Structure\17

BP.1

0.R.7

1 Unio

n #122

Belk

Mill Rd\

Structures\

CA

D\

Unio

n122_S

D_

GD_01.d

gn

PL

OT

DRI

VE

R:

NC

DO

T_pdf

_m

ono

_e

ng_50.plt

GENERAL DRAWING

SHEET 1 OF 2

UNION

13+26.00 -L-

REPLACES BRIDGE NO. 122

OVER WICKER BRANCH

BRIDGE ON SR 1940

17BP.10.R.71

DES CHK:

DES BY:

DATE :

DATE : DWG BY:

CHK BY: DATE :

DATE :

UNLESS ALL SIGNATURES COMPLETED

DOCUMENT NOT CONSIDERED FINAL

HDR Engineering, Inc. of the Carolinas

555 Fayettville St., Suite 900 Raleigh, N.C. 27601

N.C.B.E.L.S. License Number: F-0116

DocuSign Envelope ID: 2B987909-5B01-4C7E-BD93-C518EB559907

2/9/2016

NOTES:

HYDRAULIC DATA

BASE HIGH WATER ELEVATION

BASE DISCHARGE (Q100)

DRAINAGE AREA

DESIGN HIGH WATER ELEVATION

FREQUENCY OF DESIGN FLOOD

DESIGN DISCHARGE

OVERTOPPING FLOOD DATA

OVERTOPPING FLOOD ELEVATION

FREQUENCY OF OVERTOPPING FLOOD

OVERTOPPING DISCHARGE

S-2

LUMP SUM

SUPERSTRUCTURE

END BENT NO. 1

TOTAL LUMP SUM LUMP SUM

LUMP SUM CU. YDS.

LUMP SUM

LUMP SUM LBS.

TOTAL BILL OF MATERIAL

END BENT NO. 2

NO. LIN. FT. LIN. FT. LUMP SUM

LUMP SUM

TONS

SHEET 2 OF 2

LIN. FT.NO.SQ. YDS.

CONCRETE

CLASS A

STEEL

REINFORCING

RAIL

BARRIER

CONCRETE

VERTICAL

FOR DRAINAGE

GEOTEXTILE

BEARINGS

ELASTOMERIC

R

NO

033730

SEAL

RTH CA OLIN

A

LA

NOISSEFO

RP

ENGINEE

R

C.A

N

NA

TEAGU

E

BOX BEAMS

CONCRETE

PRESTRESSED

3'-0" X 2'-9"

LUMP SUM LUMP SUM

5

5

10

170.00

170.00

10

10

850.0

850.0

STEEL PILES

HP 12 x 53

10/14

10/14

26.7

26.4

53.1

75

75

150

104

203

110

115

225

W.P. #1 W.P. #2

LONG CHORD LAYOUT

FOR HORIZONTAL CURVE DATA)

(SEE GENERAL DRAWING SHEET 1

(END BENTS ARE PARALLEL)

LONG CHORD

{ -L-

ST

A. 12+82.2

0 -L-

FI

LL F

AC

E

@

EN

D

BE

NT #1

ST

A. 13+69.8

0 -L-

FI

LL F

AC

E

@

EN

D

BE

NT #2

R

= 1960.0

0'

= 521.52

= 2259 CFS

= 5.8 SQ. MI.

= 520.8

= 25 YR

= 1600 CFS

= 525.4

= > 500 YR

= 4950 CFS

BENCHMARK: BL-4, 17.34' LT. OF STA. 16+58.67 -L-, EL. = 531.11'

87'-7„" (ALONG LONG CHORD)

120°00'00"120°00'00"

31°16'49"75'-10Š

"

16

-L-

STA. 13+26.00

STRUCTURE AT

EXISTING

REMOVAL OF

-L-

STA. 13+26.00

EXCAVATION AT

STRUCTURE

UNCLASSIFIED

-L-

STA. 13+26.00

SLABS

APPROACH

BRIDGE

10/14

10/14

M. SELLS

A. TEAGUE

A. TEAGUE

E. NOLTING

FOR UTILITY INFORMATION, SEE ROADWAY PLANS.

"REMOVAL OF EXISTING STRUCTURE AT STATION 13+26.00 -L-".

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

TO ARTICLE 107-1 OF THE STANDARD SPECIFICATIONS. ANY COSTS

STEEL CONTAINS LEAD, THE CONTRACTOR'S ATTENTION IS DIRECTED

INASMUCH AS THE PAINT SYSTEM ON THE EXISTING STRUCTURAL

EVALUATING SCOUR AT BRIDGES".

THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH "HEC 18,

ROADWAY PLANS.

ASPHALT WEARING SURFACE IS INCLUDED IN ROADWAY QUANTITY ON

FOR EROSION CONTROL MEASURES, SEE EROSION CONTROL PLANS.

AT END BENT NO. 2.

CONCRETE OR GROUT IS REQUIRED TO FILL HOLES FOR PILE EXCAVATION

EXCAVATION, SEE SECTION 450 OF THE STANDARD SPECIFICATIONS.

EXCAVATE HOLES AT PILE LOCATIONS TO ELEVATION 509.5 FT. FOR PILE

PILE EXCAVATION IS REQUIRED TO INSTALL PILES AT END BENT NO. 2.

OF 208 TONS PER PILE.

DRIVE PILES AT END BENT NO. 2 TO A REQUIRED DRIVING RESISTANCE


PILES AT END BENT NO. 2 ARE DESIGNED FOR A FACTORED RESISTANCE

IN SOIL

EXCAVATION

PILE

LIN. FT.

70 20

LIN. FT.

NOT IN SOIL

EXCAVATION

PILE

6

1431

39 99

(2'-0" THICK)

CLASS II

RIP RAP

3,724

3,692

7,416

ASSESSMENT

ASBESTOS

LUMP SUM

LUMP SUM






AT END BENT NO. 1.

CONCRETE OR GROUT IS REQUIRED TO FILL HOLES FOR PILE EXCAVATION

EXCAVATION, SEE SECTION 450 OF THE STANDARD SPECIFICATIONS.

EXCAVATE HOLES AT PILE LOCATIONS TO ELEVATION 509.0 FT. FOR PILE

PILE EXCAVATION IS REQUIRED TO INSTALL PILES AT END BENT NO. 1.


DRIVE PILES AT END BENT NO. 1 TO A REQUIRED DRIVING RESISTANCE


PILES AT END BENT NO. 1 ARE DESIGNED FOR A FACTORED RESISTANCE

FOR PILES, SEE SECTION 450 OF THE STANDARD SPECIFICATIONS.

BE REDUCED AS FOUND NECESSARY DURING THE LIFE OF THE PROJECT.

OF THE PROPOSED BRIDGE, A LOAD LIMIT MAY BE POSTED AND MAY

INTEGRITY OF THE BRIDGE DETERIORATE DURING CONSTRUCTION

BRIDGE IS PRESENTLY POSTED FOR LOAD LIMIT. SHOULD THE STRUCTURAL

LOCATED AT THE PROPOSED SITE SHALL BE REMOVED. THE EXISTING

CAPS, POSTS, AND SILLS, WITH TIMBER CAP AND PILE CRUTCHES, AND

TIMBER DECK ON I-BEAMS AND A CLEAR ROADWAY OF 19'-2" ON TIMBER

THE EXISTING STRUCTURE CONSISTING OF 1 SPAN (1 @ 40'-8") WITH A

ON THE PLANS AND THE ACTUAL CONDITIONS AT THE PROJECT SITE.

ON DIFFERENCES BETWEEN THE EXISTING BRIDGE SUBSTRUCTURE SHOWN

TRANSPORTATION FOR ANY DELAYS OR ADDITIONAL COST INCURRED BASED

SHALL HAVE NO CLAIM WHATSOEVER AGAINST THE DEPARTMENT OF

IS SHOWN FOR THE CONVENIENCE OF THE CONTRACTOR. THE CONTRACTOR

IS FROM THE BEST INFORMATION AVAILABLE. THIS INFORMATION

THE SUBSTRUCTURE OF THE EXISTING BRIDGE INDICATED ON THE PLANS

SEE SECTION 412 OF THE STANDARD SPECIFICATIONS.

CONTRACT LUMP SUM PRICE FOR UNCLASSIFIED STRUCTURE EXCAVATION.

DIRECTED BY THE ENGINEER. THIS WORK WILL BE PAID FOR AT THE

FOR A DISTANCE OF 20 FT. EACH SIDE OF CENTERLINE ROADWAY AS

THE MATERIAL SHOWN IN THE CROSS-HATCHED AREA SHALL BE EXCAVATED

ACCORDANCE WITH ARTICLE 402-2 OF THE STANDARD SPECIFICATIONS.

REMOVE THE BRIDGE AND SUBMIT PLANS FOR DEMOLITION IN

TO ALLOW DEBRIS TO FALL INTO THE WATER. THE CONTRACTOR SHALL

REMOVAL OF THE EXISTING BRIDGE SHALL BE PERFORMED SO AS NOT

ACTIVITIES, SEE SPECIAL PROVISIONS.

FOR ASBESTOS ASSESSMENT FOR BRIDGE DEMOLITION AND RENOVATION

FOR GROUT FOR STRUCTURES, SEE SPECIAL PROVISIONS.

FOR CRANE SAFETY, SEE SPECIAL PROVISIONS.

FOR FALSEWORK AND FORMWORK, SEE SPECIAL PROVISIONS.

FOR SUBMITTAL OF WORKING DRAWINGS, SEE SPECIAL PROVISIONS.

THIS BRIDGE IS LOCATED IN SEISMIC ZONE 1.

AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS.

THIS BRIDGE HAS BEEN DESIGNED IN ACCORDANCE WITH THE

FOR OTHER DESIGN DATA AND GENERAL NOTES, SEE SHEET SN.

ASSUMED LIVE LOAD = HL-93 OR ALTERNATE LOADING.


REVISIONS


RALEIGH

STATION:

COUNTY

PROJECT NO.


12

3

4

SHEET

NO.

TOTAL

SHEETS

TI

ME:

DA

TE:

FI

LE:

Div

12

LI

BR.t

bl

2/9/2016

MS

EL

LS

8:3

6:5

9

AM

PE

NT

AB

LE:

US

ER:

North_

Carolina_

De

pt_of

_Transportatio

n\

NC

DO

T_2012_2014_

OC_

Div

_LS

C_

M\

NC

DO

T_17

BP_10_

TO_3c\06.0

0_

TI

P_Fold

er_Structure\17

BP.1

0.R.7

1 Unio

n #122

Belk

Mill Rd\

Structures\

CA

D\

Unio

n122_S

D_

GD_02.d

gn

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ng_50.plt

GENERAL DRAWING

UNION

13+26.00 -L-

OVER WICKER BRANCH

BRIDGE ON SR 1940

17BP.10.R.71

DES CHK:

DES BY:

DATE :

DATE : DWG BY:

CHK BY: DATE :

DATE :






DocuSign Envelope ID: 2B987909-5B01-4C7E-BD93-C518EB559907

2/9/2016

1.117 0.247 1.93 A EL 41.634 0.625 1.12 A EL 8.327 0.247 1.56 A EL 41.634

1.448 0.247 2.50 A EL 41.634 0.625 1.45 A EL 8.327 -- -- -- -- --

1.448 52.140 0.247 2.59 A EL 41.634 0.625 1.45 A EL 8.327 0.247 2.09 A EL 41.634

1.877 67.589 0.247 3.35 A EL 41.634 0.625 1.88 A EL 8.327 -- -- -- -- --

4.378 59.102 0.247 7.48 A EL 41.634 0.625 4.38 A EL 8.327 0.247 4.84 A EL 41.634

3.091 61.822 0.247 5.50 A EL 41.634 0.625 3.09 A EL 8.327 0.247 3.56 A EL 41.634

2.861 62.937 0.247 5.17 A EL 41.634 0.625 2.86 A EL 8.327 0.247 3.35 A EL 41.634

2.183 59.498 0.247 3.72 A EL 41.634 0.625 2.18 A EL 8.327 0.247 2.41 A EL 41.634

1.797 62.749 0.247 3.08 A EL 41.634 0.625 1.80 A EL 8.327 0.247 1.99 A EL 41.634

1.812 64.409 0.247 3.01 A EL 41.634 0.625 1.81 A EL 8.327 0.247 1.95 A EL 41.634

1.647 65.797 0.247 2.75 A EL 41.634 0.625 1.65 A EL 8.327 0.247 1.78 A EL 41.634

67.634 0.247 2.62 A EL 41.634 0.625 1.61 A EL 8.327 0.247 1.70 A EL 41.634

1.965 64.845 0.247 3.35 A EL 41.634 0.625 1.97 A EL 8.327 0.247 2.17 A EL 41.634

1.922 63.556 0.247 3.36 A EL 41.634 0.625 1.92 A EL 8.327 0.247 2.18 A EL 41.634

1.701 70.755 0.247 2.74 A EL 41.634 0.625 1.70 A EL 8.327 0.247 1.77 A EL 41.634

70.125 0.247 2.75 A EL 41.634 0.625 1.67 A EL 8.327 0.247 1.78 A EL 41.634

1.578 66.274 0.247 2.83 A EL 41.634 0.625 1.58 A EL 8.327 0.247 1.83 A EL 41.634

65.773 0.247 2.70 A EL 41.634 0.625 1.53 A EL 8.327 0.247 1.75 A EL 41.634

1.511 68.008 0.247 2.55 A EL 41.634 0.625 1.51 A EL 8.327 0.247 1.65 A EL 41.634

1.456 65.508 0.247 2.52 A EL 41.634 0.625 1.46 A EL 8.327 0.247 1.63 A EL 41.634

60° SKEW & 120° SKEW

85’ BOX BEAM UNIT

LRFR SUMMARY FOR


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

STATION:

COUNTY

PROJECT NO.


12

3

427-JAN-2015 08:51

vpatel

S:\DPG3\DivisionLets\Div10\17BP10R71\Plans\17BP10R71_SD_LR_01.dgn

STANDARD

ASSEMBLED BY :

CHECKED BY :

DATE :

DATE :

(NON-INTERSTATE TRAFFIC)

LIMIT STATE

STRENGTH I

DC

1.25

1.00

1.50

1.00

DWg g

SERVICE III

NOTES:

#

1

2

3

* * SEE CHART FOR VEHICLE TYPE

LEGAL LOAD RATING * *

CONTROLLING LOAD RATING

LOAD FACTORS:

I

EL

ER

- INTERIOR GIRDER

- EXTERIOR LEFT GIRDER

- EXTERIOR RIGHT GIRDER

GIRDER LOCATION

DESIGN LOAD RATING (HL-93)

DESIGN LOAD RATING (HS-20)

DESIGN

LOAD

RATING

FACTORS

REQUIRED FOR DESIGN.

ALLOWABLE STRESSES FOR SERVICE III LIMIT STATE ARE AS

SERVICE III LIMIT STATES.

MINIMUM RATING FACTORS ARE BASED ON THE STRENGTH I AND

DRAWN BY : TMG 11/11

CHECKED BY : AAC 11/11

1

2

3

STD. NO. 33LRFR1_60&120S_85L

17BP.10.R.71

UNION

13+26.00 -L-

SEAL

23371

N

ORTH CAROLINA

PR

OFESSIONAL

ENGINEER

LETAP .A LU

PI

V

N.D’AIUTO 10/16/14

LE

VE

L

VE

HIC

LE

(TO

NS

)

WE

IGH

T (

W)

LO

AD

RA

TIN

G

CO

NT

RO

LL

ING

(R

F)

RA

TIN

G F

AC

TO

RS

MIN

IMU

M

TO

NS

= W

x R

F

FA

CT

OR

S (

DF

)

DIS

TR

IBU

TIO

N

STRENGTH I LIMIT STATE

SHEARMOMENT

RA

TIN

G F

AC

TO

R

SP

AN

(ft)

LE

FT

EN

D O

F

DIS

TA

NC

E F

RO

M

FA

CT

OR

S (

DF

)

DIS

TR

IBU

TIO

N

RA

TIN

G F

AC

TO

R

SP

AN

(ft)

LE

FT

EN

D O

F

DIS

TA

NC

E F

RO

M

FA

CT

OR

S

LIV

E-L

OA

D

FA

CT

OR

S (

DF

)

DIS

TR

IBU

TIO

N

MOMENT

RA

TIN

G F

AC

TO

R

SP

AN

(ft)

LE

FT

EN

D O

F

DIS

TA

NC

E F

RO

M

CO

MM

EN

T N

UM

BE

R

HL-93 (INVENTORY)

HL-93 (OPERATING)

HS-20 (INVENTORY)

HS-20 (OPERATING)

RATING

LOAD

DESIGN

SNSH

N/A

N/A

36.000

36.000

13.500

1.75

1.35

1.75

1.35

LL

( )

FA

CT

OR

S

LIV

E-L

OA

D

LL

( )

20.000

22.000

34.925

35.550

39.950

42.000

42.000

42.000

41.600

45.000

43.000

33.000

45.000

#

g g

0.80

N/A

0.80

N/A

0.80

LRFR SUMMARY

SERVICE III LIMIT STATE

--

-- -- -- -- --

--------

1

2

--

--

27.250

33.075

GIR

DE

R L

OC

AT

ION

GIR

DE

R L

OC

AT

ION

GIR

DE

R L

OC

AT

ION

SP

AN

SP

AN

SP

AN

SNGARBS2

SNAGRIS2

SNCOTTS3

SNAGGRS4

TNAGRIT3

TNAGRIT4

(S

V)

SIN

GL

E V

EH

ICL

E

(TT

ST

)

TR

UC

K T

RA

CT

OR

SE

MI-

TR

AIL

ERRATING

LOAD

LEGAL

SNS5A

SNS6A

SNS7B

TNT4A

TNT6A

TNT7A

TNT7B

TNAGT5A

TNAGT5B

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

0.80

0.80

0.80

0.80

0.80

0.80

0.80

0.80

0.80

0.80

0.80

0.80

0.80

0.80

0.80

S-3

16

12/5/14M.E.GILES

3

1.610

1.670

1.530

LOAD AND RESISTANCE FACTOR RATING (LRFR) SUMMARY FOR BOX BEAMS

1/27/2015

https://trust.docusign.com

TYPICAL SECTION

‘‘VERTICAL CONCRETE BARRIER RAIL SECTION’’ DETAIL.

THE PROFILE OF THE GUTTERLINE. FOR RAIL HEIGHT DETAILS AND ASPHALT THICKNESS, SEE THE

BARRIER RAIL AND ASPHALT THICKNESS VARIES WHILE THE TOP OF THE BARRIER RAIL FOLLOWS

THE MAXIMUM BARRIER RAIL HEIGHT AND ASPHALT THICKNESS IS SHOWN. THE HEIGHT OF THE *

(TYP.)

CONST. JT.

GRADE PT.

1"1"

@ {

BR

G.*

3’-0"

1’-0"1’-0"

2’-9"

10 PRESTRESSED CONCRETE BOX BEAM UNITS = 30’-0"

0.040.04

FINAL TENSIONING OF TRANSVERSE STRANDS

ALL ERECTION HAS BEEN COMPLETED AND AFTER

SHEAR KEYS TO BE FILLED WITH GROUT AFTER

15’-0"15’-0"

30’-0"

27’-10" (CLEAR ROADWAY)

13’-11"13’-11"

(T

YP

.)

(SEE ROADWAY PLANS)

ASPHALT WEARING SURFACE

(TYP.)

3� " @ { BRG.

3� " @ { BRG.

3� " @ { BRG.

3’-9

�"

HALF SECTION

THROUGH VOIDS

HALF SECTION

AT INTERMEDIATE DIAPHRAGMS

CONCRETE BARRIER RAIL SECTION’’

FOR DETAILS SEE ‘‘VERTICAL

VERTICAL CONCRETE BARRIER RAIL (TYP.)

POST-TENSIONING STRANDS

L.R. TRANSVERSE

2� " ~ HOLES FOR 0.6" ~

STD. NO. STD.33PCBB1_30


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

STATION:

COUNTY

PROJECT NO.


12

3

4

STANDARD

BOX BEAM UNIT

PRESTRESSED CONCRETE

3’-0" X 2’-9"

SHEET 1 OF 5

16

30-JAN-2015 13:28

vpatel

S:\DPG3\DivisionLets\Div10\17BP10R71\Plans\17BP10R71_SD_BX_01.dgn

CHECKED BY :

DATE :

DATE :

ASSEMBLED BY :

DRAWN BY : DGE 8/11

NOTES

CHECKED BY : TMG 11/11

FIXED END

SECTION AT END BENT

SHEET FOR DETAILS

APPROACH SLAB’’

SEE ‘‘BRIDGE

& #8 DOWELS

À BEARING

SHEETS FOR DETAILS

SEE ‘‘END BENT’’

PREVENT BOND.

ROOFING FELT TO

2 LAYERS OF 30 LB.

BEARING PAD

ELASTOMERIC

VOID

BOX BEAM

SURFACE

WEARING

ASPHALT

1� "

2" ~ BACKER ROD

OPENING

4"

THREADED INSERT DETAIL

REV. 8/14 MAA/TMG

BY CONTRACTOR.

DETERMINED

RECESSED � ". SIZE TO BE

EXTERIOR UNIT AND

CAST IN OUTSIDE FACE OF

PERMITTED THREADED INSERT

2’-3"1

’-3

"1

’-0

"

(SEE NOTES)

2� " � DOWEL HOLES 17BP.10.R.71

13+26.00 -L-

UNION

N.D’AIUTO 10/16/14

SEAL

23371

N

ORTH CAROLINA

PR

OFESSIONAL

ENGINEER

LETAP .A LU

PI

V

-L-

INCLUDED IN THE PRICE BID FOR THE PRECAST UNITS.

THE COST OF THE PERMITTED THREADED INSERTS SHALL BE

CONTRACTOR IMMEDIATELY FOLLOWING REMOVAL OF THE FALSEWORK.

THE PERMITTED THREADED INSERTS SHALL BE GROUTED BY THE

MAY BE USED AS AN ALTERNATE.

STANDARD SPECIFICATIONS. STAINLESS STEEL THREADED INSERTS

AND GALVANIZED IN ACCORDANCE WITH SECTION 1076 OF THE

SHALL BE SIZED BY THE CONTRACTOR, SPACED AT 4’-0" CENTERS

THE PERMITTED THREADED INSERTS IN THE EXTERIOR UNITS

DURING CONSTRUCTION.

FOR THE CONTRACTOR TO ATTACH FALSEWORK AND FORMWORK

THE PERMITTED THREADED INSERTS ARE DETAILED AS AN OPTION

FOR GROUT FOR STRUCTURES, SEE SPECIAL PROVISIONS.

TRANSVERSE REINFORCING STEEL.

WHERE NECESSARY TO CLEAR PRESTRESSING STRANDS OR

THE LOCATION OF THE VOID DRAINS MAY BE SHIFTED SLIGHTLY

THOSE SEGMENTS LESS THAN 10 FEET IN LENGTH.

IN LENGTH AND NO CONTRACTION JOINTS ARE REQUIRED FOR

AT MIDPOINT OF BARRIER RAILSEGMENTS LESS THAN 20 FEET

EXPANSION JOINTS. ONLY ONE CONTRACTION JOINT IS REQUIRED

LOCATED AT EACH THIRD POINT BETWEEN BARRIER RAIL

SPECIFICATIONS. A VERTICAL CONTRACTION JOINT SHALL BE

IN ACCORDANCE WITH ARTICLE 825-10(B) OF THE STANDARD

BE TOOLED IN ALL EXPOSED FACES OF THE BARRIER RAIL AND

VERTICAL GROOVED CONTRACTION JOINTS, � " IN DEPTH, SHALL

APPLY EPOXY PROTECTIVE COATING TO BOX BEAM UNIT ENDS.

BEAM UNIT ENDS.

PRESTRESSING STRANDS SHALL BE CUT FLUSH WITH THE BOX

SHALL BE EPOXY COATED.

ALL REINFORCING STEEL IN VERTICAL CONCRETE BARRIER RAILS

A COMPRESSIVE STRENGTH OF NOT LESS THAN 6,000 PSI.

BEAM UNIT SHALL BE DONE WHEN THE CONCRETE HAS REACHED

THE TRANSFER OF LOAD FROM THE ANCHORAGES TO THE BOX

SPECIFICATIONS.

TYPE M BOND BREAKER. SEE SECTION 1028 OF THE STANDARD

THE BACKER RODS SHALL CONFORM TO THE REQUIREMENTS OF

SHALL BE FILLED WITH NON-SHRINK GROUT.

THE 2� " ~ DOWEL HOLES AT FIXED ENDS OF BOX BEAM SECTIONS

THE TENSIONING OF THE STRANDS.

RECESSES FOR TRANSVERSE STRANDS SHALL BE GROUTED AFTER

IS NOT ALLOWED.

FLAME CUTTING OF THE TRANSVERSE POST-TENSIONING STRAND

PRICE BID FOR PRESTRESSED CONCRETE BOX BEAMS.

SHALL BE GRADE 60 AND SHALL BE INCLUDED IN THE UNIT

ALL REINFORCING STEEL CAST WITH THE BOX BEAM SECTIONS

ACCORDANCE WITH THE STANDARD SPECIFICATIONS.

EXCEPT FOR SAMPLING REQUIREMENTS WHICH SHALL BE IN

GRADE 270 STRANDS AND SHALL CONFORM TO AASHTO M203

ALL PRESTRESSING STRANDS SHALL BE 7-WIRE LOW RELAXATION

S-4

9"

M.E.GILES 12/5/14

0" @ W.P.

LONG CHORD

5� " @ MID-SPAN

1/30/2015


1’-4"

6"

2’-5"

85’-0" BOX BEAM UNIT LENGTH

GUTTERLINE

10 P

RE

ST

RE

SS

ED

CO

NC

RE

TE

BO

X B

EA

M U

NIT

S =

30’-0"

1’-0"

BA

RR

IE

R R

AIL

(T

YP

.)

VE

RT

ICA

L C

ON

CR

ET

E

1"

(T

YP

.)

27

’-1

0" (

CL

EA

R R

OA

DW

AY

)

FIX. FIX.

(TYP.)

120° -00’-00"

9" TO {BRG. (TYP.)

STRANDS (TYP.)

L. R. TRANSVERSE POST-TENSIONING

{ 2� " ~ HOLES FOR 0.6" ~

5�"

5�"

6"

BOX BEAM UNIT)

VOID (TYP. EA.

2’-2" X 1’-9� "11"

#5 S6

&

#5 S5

#5 S6

&

#5 S5

NO. BY:DATE: DATE:

REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

STATION:

COUNTY

PROJECT NO.


3

4 16

PLAN OF 85’ UNIT

27’-10" CLEAR ROADWAY

NO. BY:

12

120° SKEW

27-JAN-2015 08:51

vpatel


CHECKED BY :

DATE :

DATE :

ASSEMBLED BY :

DRAWN BY : DGE 8/11

85’-0"

21’-11� "

23’-0"23’-0"23’-0"8’-0"

5’-2� "

8’-0"

BOX BEAM UNIT)

VOID (TYP. EA.

2’-2" X 1’-9� "

(TYP.)

TRANSVERSE POST-TENSIONING STRANDS

{ 2� " ~ HOLES FOR 0.6" ~ L. R.

(TYP.)

VOIDS

2’-5� " 2’-0"5’-2� "21’-11� " 21’-11� "

5�"(TYP.)

5�"(TYP.)

9� "

3� "

(TYP.)

(TYP.)11"(TYP.)

(TYP.)(TYP.)

(TYP.)

PLAN OF UNIT

DIAPHRAGM AND VOID LAYOUT

3’-5"

(TYP.)

SPLICE

BARRIER RAIL (2 BAR RUN) (TYP.)

12-#5 B9 IN VERTICAL CONCRETE

GUTTERLINE

VIEW FOR LOCATION) (TYP.)

(2’-2" SPLICE) (SEE BOX BEAM SECTION

6-#5 B3 IN BOX BEAM (2 BAR RUN)

BARRIER RAIL (2 BAR RUN) (TYP.)

12-#5 B9 IN VERTICAL CONCRETE

CONCRETE BARRIER RAIL)

7-#5 S6 @ 6" CTS. (TYP. EA. VERTICAL

CONCRETE BARRIER RAIL)


EA. EXTERIOR BOX BEAM UNIT)

CONCRETE BARRIER RAIL AND


100-#5 S5 @ 9" CTS. (TYP. EA. VERTICAL CONCRETE BARRIER RAIL AND EA. EXTERIOR BOX BEAM UNIT)

EA. EXTERIOR BOX BEAM UNIT)

CONCRETE BARRIER RAIL AND


100-#5 S6 @ 9" CTS. (TYP. EA. VERTICAL CONCRETE BARRIER RAIL)

8’-0" 23’-0" 23’-0" 23’-0" 8’-0"


STD.NO.33PCBB_30_120S_85L

2’-0"

REV. 8/14 MAA/TMG

28’-0" 28’-6" 28’-6"

(TYP.)

MAT’L. IN RAIL

{ � " EXP. JT.

17BP.10.R.71

13+26.00 -L-

UNION

SHEET 2 OF 5

SEAL

23371

N

ORTH CAROLINA

PR

OFESSIONAL

ENGINEER

LETAP .A LU

PI

V

10/16/14N.D’AIUTO

S-5M.E.GILES 12/5/14

(TYP.)

MAT’L. IN RAIL

{ � " EXP. JT.

LONG CHORD

1’-4" 2’-5"

@ END BENT 1

FILL FACE

@ END BENT 2

FILL FACE

1/27/2015


3

"

4"

5-#4 A

2

7" 7"


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

STATION:

COUNTY

PROJECT NO.


12

3

427-JAN-2015 08:51

vpatel


END ELEVATION

STRAND LAYOUT NOT SHOWN.)

SECTION SIMILAR EXCEPT SHEAR KEY LOCATION.

(INTERIOR BOX BEAM SECTION SHOWN-EXTERIOR

AND LOCATION OF DOWEL HOLES.

SHOWING PLACEMENT OF #5 & #4 ‘‘A’’ BARS

INTERIOR BOX BEAM SECTION

(STRAND LAYOUT NOT SHOWN)

STRAND LAYOUT0.6" ~ LOW RELAXATION

STANDARD

2� " CL.

CHAMFER (TYP.)

3" X 3" 1’-9�"

2’-2"

3"

3"

5"

6

"

2’-9"

5�"

1

" C

L.

#4 S2

#4 S4

#4 S1

3’-0"

#4 S3

3�"

1’-0"1’-0"

1�"

CL

.C

L.

1�"

5"

2" CL.

CHECKED BY :

DATE :

DATE :

ASSEMBLED BY :

5" 5"

SHEAR KEY DETAIL

NOTE: OMIT SHEAR KEY ON OUTSIDE FACEOF EXTERIOR BOX BEAMS.

8" 6" 6" 8"

4" 5-#5 A1 4"

@ E

QU

AL

SP

AC

ES

BAR TYPES

BAR NUMBER SIZE TYPE WEIGHT WEIGHTLENGTH

INTERIOR UNITEXTERIOR UNIT

LENGTH

S1

S2

S5*

REINFORCING STEEL LBS.

LBS.

CU. YDS.

No.

STR

3

3

#4

#4

#4

BILL OF MATERIAL FOR ONE BOX BEAM SECTION

A1

A2

S3

S4

#5 5

0.6" � L.R. STRANDS

#4

#4 4

3

#4

#4

#4

S11

S12

S13

2

10

#5

* EPOXY COATED REINF. STEEL

LBS.

CU. YDS.

No.

1 6’-8" 6’-8"

4’-10" 4’-10"

7’-6" 7’-6"

5’-8" 5’-8"

5’-10" 5’-10"

-- --

1’-6

"

2’-8"

1’-2"

TYP.

4TY

P.

3’-6"

10"

1 TOP OF UNIT

THIS LEG AT

2’-4

"

TY

P.

2’-8"

3

1’-6"

3"

3"

4"

1’-1

"

6"6"

#5

2’-5

"

70 70

7

7

7

S1

S2

S3

2’-5"

7

1’-6"

1’-1

"

2’-5

"S

11

S1

2

S1

3

4’-10" 4’-10"

3’-11" 3’-11"

3’-6" 3’-6"

K1

K2

6#4

#4

6’-2" 6’-2"

STR

6

4� " 4� "

2’-4"

9"

VOID

VOID

7"

#5 A1

6"

7"

#5 A1

6"

2’-0"

4’-3"

4’-3"

2’-0"

(SEE DETAIL ‘‘B’’)

(SEE DETAIL ‘‘B’’)

5-#4 A2

5-#4 A2

DOWEL HOLES

À 2� " �

DOWEL HOLES

À 2� " �

3’-0"

DOWEL HOLE

{ 2� " ~

9"9"

4"

4"

5-#5 A

1

(TY

P.

EA

. E

ND

)

49-#4 S4 @ 1’-6" CTS.

99-#4 S3 @ 9" CTS.

PLAN OF BOX BEAM

(T

YP

.)(T

YP

.)

11 SPACES @ 6" MAX. CTS.

@ 3" MIN. CTS.

@ 3" MIN. CTS.

11 SPACES @ 6" MAX. CTS.

#4 ‘‘S’’ BARS

#4 ‘‘S’’ BARS

2’-6"

1’-0"

1’-9

"

5

7"

3"

3"

6"

DETAIL ‘‘B’’

@ 6" MAX. CTS.

CHAMFER DETAIL

6"

CHAMFER

SHOWING 6" VOID CHAMFER

VOID

@ 3" MIN. CTS.

#4 ‘‘S’’ BARS

32

75

8432

32 75

84

EXTERIOR BOX BEAM SECTION

(STRAND LAYOUT NOT SHOWN)

1’-9�"

2’-2"

5"

6

"

2’-9"

5�"

1" C

L.

#4 S2

#4 S4

#4 S1

#4 S3

5"

2" CL.

CHAMFER (TYP.)

3" X 3"

3’-0"

3� "

CL.

#5 S5

1�"

CL

.

#4 S12

2" CL.

#4 S13

(TYP.)

#4 S11

END VIEW

4�"

1�"

CL

.

BOX BEAM UNIT


3’-0" X 2’-9"

DRAWN BY : DGE 11/11

CHECKED BY : TMG 11/11 16

1’-4�"

85’-0"

11 SPACES

4’-3"

114-#5 S5 SEE ‘‘PLAN OF 1’-4"

UNIT’’ FOR SPACING

(SHOWING #4 ‘‘S’’ BARS IN END OF BEAM)

7� "7� "

1’-4"2’-5" 114-#5 S5 IN VERTICAL CONCRETE BARRIER RAIL AND EXTERIOR BOX BEAM UNIT

(SEE PLAN OF UNIT FOR DETAILS)

34 5’-11" 134 5’-11" 134

B3 12 543 543

12 49 49

8 2’-10" 15 2’-10" 15

62 311 311

62 235 235

111 358 358

49 191 191

114 5’-10" 694

694

15.2 15.1

30 30

#5 B3

#5 B3

#5 B3#5 B3

#5 B3

#5 B3

#5 B3#5 B3

#5 B3#5 B3

#5 B3#5 B3

5’-11� "

5’-11� "

43’-5"

TYPICAL STRAND LOCATION

DEBONDING LEGEND

30( STRANDS REQUIRED)

FULLY BONDED STRANDS

STRANDS DEBONDED FOR 4’-0" FROM END OF GIRDER

STRANDS DEBONDED FOR 12’-0" FROM END OF GIRDER

ARTICLE 1078-7.

BOX BEAM. SEE STANDARD SPECIFICATIONS

THE SPECIFIED LENGTH FROM EACH END OF THE

BOND SHALL BE BROKEN ON STRANDS AS SHOWN FOR

2’-2"

3"

2"

3"

9 SPA. @

1’-9

�"

2 SPA @

2" CTS.

2’-0

"

3"3"

2" CTS.

3"

0.217

58,600

0.6" � L.R.

GRADE 270 STRANDS

43,950

43’-5"

1’-6"

1’-6"

2

1’-5� "

2’-11"

1�" CL.

1�" CL.

3"

3"9"

3"

3"

9"

(TYP.)

120° -00’-00"

{ BOX BEAM

‘‘B’’ BARS AND ‘‘A’’ BARS NOT SHOWN.

SIMILAR EXCEPT OMIT #5 S5 BARS.

EXTERIOR UNIT SHOWN, INTERIOR UNIT

STD. NO. 33PCBB4_120S_85L

FOR REINFORCING STEEL IN DIAPHRAGMS, SEE ‘‘DOUBLE DIAPHRAGM DETAILS’’.

FOR THREADED INSERTS, SEE ‘‘THREADED INSERT DETAIL’’.

FOR LOCATION OF DIAPHRAGMS, SEE ‘‘PLAN OF UNIT’’.

EXTERIOR UNIT SHOWN, INTERIOR UNIT SIMILAR EXCEPT OMIT #5 S5 BARS.

REV. 8/14 MAA/TMG

(SQUARE INCHES)

AREA

(LBS. PER STRAND)

ULTIMATE STRENGTH

(LBS. PER STRAND)

APPLIED PRESTRESS

� "

�"

6"

6"

�"

� "

SEAL

23371

N

ORTH CAROLINA

PR

OFESSIONAL

ENGINEER

LETAP .A LU

PI

V

17BP.10.R.71

13+26.00 -L-

UNION

SHEET 3 OF 5

N.D’AIUTO 10/16/14

S-6

2" 4" 4" 2"

#4 S13 (IN PAIRS)

#4 S11, #4 S12 &

& #4 S3

#4 S1, #4 S2

DOWEL HOLES

{ OF 2� " ~

50-#4 S1 & #4 S2 @ 1’-6" CTS.

#4 S11, #4 S12 & #4 S13 (IN PAIRS) #4 S11, #4 S12 & #4 S13 (IN PAIRS)

#4 S4

#4 S3 &

#4 S4

#4 S3 &

#4 S1, #4 S2 & #4 S3 #4 S1, #4 S2 & #4 S3

12/5/14M.E.GILES

ALL BAR DIMENSIONS ARE OUT TO OUT.

103103

2,1682,168

8,000 P.S.I. CONCRETE

1/27/2015


FINAL CAMBER

SUPERIMPOSED DEAD LOAD

DEFLECTION DUE TO

** INCLUDES FUTURE WEARING SURFACE

**

STRAND

0.6" � L.R.

PART SECTION AT RECESS


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

STATION:

COUNTY

PROJECT NO.


12

3

427-JAN-2015 08:51

vpatel


STANDARD

BOX BEAM UNIT


3’-0" X 2’-9"

5� "

DETAIL ‘‘C’’

SEE DETAIL ‘‘C’’

8

"1’-0"

CHECKED BY :

DATE :

DATE :

ASSEMBLED BY :

NON-SHRINK GROUT

FILL RECESS WITH

SECTION A-A

1’-0"

9"

10

"7

"

8"

#4 A2

2� "

CL.

1’-1"

1’-1"

7"

8"

2�"

CL

.

#4 K2

{ DIAPHRAGM

2�"

CL

.

1’-0

"

SIDE)

(EACH

#4 A2

9"

7

"

7"

10

"

1’-1"

#4 K1

SECTION D-D

(TYP.)

1" CL.

5� "5� "

11"

VOIDS NOT SHOWN

2-#4 K2

5"

5"

1’-1

�" X

5

�"

(TYP.)

STRAND VISE

1’-2

" X

6"

(TYP.)

5" X 5" X � " }

1" MIN. CL.

(TYP.)

5� "

SHOWING PLAN VIEW OF GROUTED RECESS

8

"

1’-0"

1’-1"

VIEW Y-Y

SHOWING ELEVATION VIEW OF GROUTED RECESS

5� "

6"

1’-1�"

1’-2"

STRAND (TYP.)

POST-TENSIONING

FOR 0.6" ~

2� " ~ HOLE

(DIMENSIONS SHOWN ARE TYPICAL FOR EACH VOID)

SECTION B-B

VOID DRAIN DETAILS

10" 10"

DRAIN

{ VOID

X X

OF EXTERIOR BOX BEAM

END OF POST-TENSIONED STRANDS

GROUTED RECESS DETAIL AT

DOUBLE DIAPHRAGM DETAILS

2� " ~ HOLE)

#4 K1 (CENTER ABOUT STRAND

POST-TENSIONING

2� " ~ HOLE FOR 0.6" ~

PART PLAN

10

"1

0"

(T

YP

.)(T

YP

.)

DIAPHRAGM

VOID

B

B

DRAIN

{ 1" ~ VOID DRAIN

{ 1" ~ VOID

VOID

VOID DRAIN

{ 1" ~

6"6"6"6"

(TYP.)

DRAIN

VOID

PLAN

A

A

3-#4 A2

#4 K2

#4 K2

3-#4 A2

D

D

11"5�"5�

"

8"

3-#

4 K

18

"

10

"1

0"

NON-SHRINK GROUT

FILL RECESS WITH

5�"

�"

�"

EXTERIOR BOX BEAM

OUTSIDE FACE OF

Y

Y

VISE

STRAND

5" X 5" X � " }

SECTION X-X

STRAND

POST-TENSIONING

{ 0.6" ~ L.R. TRANSVERSE

1"

6"

5�"


CHECKED BY : TMG 11/11 16

(TYP.) (TYP.)

3� " 9� "

STRAND (TYP.)

POST-TENSIONING

0.6" ~ L.R. TRANSVERSE

STD.NO.33PCBB5_120S

STRANDS

POST-TENSIONING

{ 2� " ~ HOLES FOR

3’-0" x 2’-9"

#4 ‘‘S’’ BARS NOT SHOWN. #4 ‘‘S’’ BARS MAY BE SHIFTED SLIGHTLY TO CLEAR 2� " ~ HOLE.

STRAND

POST-TENSIONING

0.6" ~ L.R. TRANSVERSE

{ 2� " ~ HOLE FOR

2� "

� "

2"

REV. 8/14 MAA/TMG

CAMBER (SLAB ALONE IN PLACE)

17BP.10.R.71

UNION

13+26.00 -L-

SHEET 4 OF 5

SEAL

23371

N

ORTH CAROLINA

PR

OFESSIONAL

ENGINEER

LETAP .A LU

PI

V

N.D’AIUTO 10/16/14

DEAD LOAD DEFLECTION AND CAMBER

S-712/5/14M.E.GILES

85’ BOX BEAM UNIT

1/27/2015


À BEARING PAD

4� "

3�"

4� "2’-9"

9"

3�"

1"

EXTERIOR B.B.

TOTAL

LENGTH LENGTH

TOTAL

2 85’-0" 170’-0"

8 85’-0" 680’-0"

10 850’-0"

BAR SIZE TYPE LENGTH WEIGHT

CLASS AA CONCRETE

LBS.

CU.YDS.

* EPOXY COATED REINFORCING STEEL

* #5

* #5 STR

LN. FT.

BARS PER PAIR OF EXTERIOR UNITS

BOX BEAM UNITS REQUIRED

85’ UNITS

@ MID-SPAN

ASPHALT OVERLAY THICKNESS

@ MID-SPAN

RAIL HEIGHT

1� "

GUTTERLINE ASPHALT THICKNESS & RAIL HEIGHT

2’-1�"

INTERIOR B.B.

NUMBER

STD. NO. 33PCBB8_60&120S

TOTAL VERTICAL CONCRETE BARRIER RAIL

85’ UNIT

228 7’-2"S6

B9

1

144

- TYPE II -

BEARING PAD

22.0

3’-7� "

17BP.10.R.71

UNION

13+26.00 -L-

SEAL

23371

N

ORTH CAROLINA

PR

OFESSIONAL

ENGINEER

LETAP .A LU

PI

V


REVISIONS SHEET NO.

TOTAL


RALEIGH

STATION:

COUNTY

PROJECT NO.


12

3

4

SHEET 5 OF 5

27-JAN-2015 08:51

vpatel


FIXED END

ELASTOMERIC BEARING DETAILSELASTOMER IN ALL BEARINGS SHALL BE 60 DUROMETER HARDNESS.

BAR TYPE

BAR DIMENSIONS ARE OUT TO OUT

3’-4"

6"

7� "

SECTION THRU RAIL



BOX BEAM UNIT


3’-0" X 2’-9"

16

VERTICAL CONCRETE BARRIER RAIL DETAILS

1

10"

1’-0"

1" 1"

CONST. JT.

2’-0"

7"

7"

6"

SIDE VIEWEND VIEW

‘‘B’’ BARS

FIELD BEND

#5 S5

(TYP.)

#5 S5

#5 S6

FIELD CUT

#5 S6

#5 S6

CUT

FIELD

END OF RAIL DETAILS

CHAMFER

CHAMFER

� "

� "

CONST. JT.

S

S

WHEN SLIP FORM IS USED)

(NOTE: OMIT EXP. JT. MAT’L.

PLACE WITH GALVANIZED NAILS.

À � " EXP. JT. MAT’L HELD IN

ELEVATION AT EXPANSION JOINTS SECTION S-S6"

2� "

2"

2� "

2� "

WHEN SLIP FORM IS USED)

(THIS IS TO BE USED ONLY

AT DAM IN OPEN JOINT

#5 ‘

‘B’’

BA

RS

MAA/TMGREV. 8/14

(TYPE II - 20 REQ’D)

À 1� " � HOLES

@ 6" CTS.

& #5 S6

#5 S5 & #5 S6

4,107

S-8

DATE :

DATE :

N.D’AIUTO 10/16/14

12/5/14M.E.GILESASSEMBLED BY :

CHECKED BY :

SHEETS

BILL OF MATERIAL FOR VERTICAL CONCRETE BARRIER RAIL

STANDARD

16’-0" 2,403

1,704

170.00

2" CL.

3� "

3’-9

�"

@ {

BR

G.

@ M

ID-S

PA

N

RA

IL H

EIG

HT

’’ T

AB

LE

)

AS

PH

AL

T T

HIC

KN

ES

S &

VA

RIE

S (

SE

E ‘

‘GU

TT

ER

LIN

E

1’-4�"

3’-6

"

SL

OP

ED

FA

CE

2"

(TYP.)

VA

RIE

S

FA

CE

VE

RT

ICA

L

1’-0"

10" 1"1"

#5 S5

#5 S610

"7

�"

9"

6"

6"

3"

12

-#

5 B

9 B

AR

S

1"

@ 9" CTS.

7-#5 S5

1/27/2015



REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

STATION:

COUNTY

PROJECT NO.


12

3

427-JAN-2015 08:51

vpatel

S:\DPG3\DivisionLets\Div10\17BP10R71\Plans\17BP10R71_SD_GR_01.dgn

STANDARD

STD. NO. GRA3

E

E

FOR LOCATION OF GUARDRAIL ANCHOR

ANCHOR ASSEMBLY

À GUARDRAIL

* DENOTES GUARDRAIL ANCHOR ASSEMBLY

END BENT

{ JT. @

GUARDRAIL ANCHOR ASSEMBLY DETAILS

PLAN

SECTION E-E

CHECKED BY :

DATE :

DATE :

ASSEMBLED BY :

CHECKED BY : GM 5/10

FINISH GRADE

ASSEMBLY, SEE ‘‘PLAN’’ BELOW

À GUARDRAIL

ANCHOR ASSEMBLY

1’-6

"

À 1� " ~ HOLES (TYP.)

� " HOLD-DOWN }

3�"

3�"

3�"

3�"

11"

4" 4"

BARRIER RAIL

FOR VERTICAL CONCRETE

GUARDRAIL ANCHORAGE

DRAWN BY : MAA 5/10

ELEVATION

PLAN

ANCHOR ASSEMBLY

À GUARDRAIL

REV. 10/1/11 MAA/GM

POINTS OF ATTACHMENT

SKETCH SHOWING

ANCHORS FOR GUARDRAIL

LOCATION OF

REV. 12/5/11 MAA/GM

ASSEMBLY

ANCHOR

À GUARDRAIL

� " HOLD-DOWN }

WASHERS (TYP.)

WITH ROUND

{ � " ~ X 1’-2" BOLT

3�"

3�"

3�"

3�"

1’-

11"

(TYP.)

1� " ~ HOLE

REV. 6/13 MAA/GM

END BENT

À JT. @

4"

4"

4"

4"

1’-10"

ANCHOR ASSEMBLY

{ GUARDRAIL

1’-10"

ANCHOR ASSEMBLY

{ GUARDRAIL

NOTES

END BENT 1 SHOWN, END BENT 2 SIMILAR.

*

* *

*

END BENT 1

{ JT. @

END BENT 2

{ JT. @

17BP.10.R.71

13+26.00 -L-

UNION

N.D’AIUTO 10/16/14

SEAL

23371

N

ORTH CAROLINA

PR

OFESSIONAL

ENGINEER

LETAP .A LU

PI

V

12/5/14M.E.GILES

TO THE SATISFACTION OF THE ENGINEER.

WILL NOT BE PERMITTED. ANY CONCRETE DAMAGED BY THIS WORK SHALL BE REPAIRED

THE 1� " ~ HOLES SHALL BE FORMED OR DRILLED WITH A CORE BIT. IMPACT TOOLS

CONCRETE BARRIER RAIL TO CLEAR ASSEMBLY BOLTS.

THE VERTICAL REINFORCING BARS MAY BE SHIFTED SLIGHTLY IN THE VERTICAL

CONTRACT PRICE BID FOR VERTICAL CONCRETE BARRIER RAIL.

THE COST OF THE GUARDRAIL ANCHOR ASSEMBLY SHALL BE INCLUDED IN THE UNIT

SHARP POINTED TOOL.

AFTER INSTALLATION, THE EXPOSED THREAD OF THE BOLT SHALL BE BURRED WITH A

ATTACHMENT, SEE SKETCH.

GUARDRAIL IS TO BE ATTACHED TO THE END OF BARRIER RAIL. FOR POINTS OF

THE GUARDRAIL ANCHOR ASSEMBLY IS REQUIRED AT ALL POINTS WHERE APPROACH

THE ENGINEER.)

REQUIREMENTS OF ASTM A307. THE USE OF THIS ALTERNATE SHALL BE APPROVED BY

NUTS AND WASHERS. THEY SHALL CONFORM TO OR EXCEED THE MECHANICAL

AND WASHERS MAY BE USED AS AN ALTERNATE FOR THE � ’’ ~ GALVANIZED BOLTS,

BE GALVANIZED. (AT THE CONTRACTOR’S OPTION, STAINLESS STEEL BOLTS, NUTS

CONFORM TO THE REQUIREMENTS OF AASHTO M291. BOLTS, NUTS AND WASHERS SHALL

BOLTS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A307 AND NUTS SHALL

WITH AASHTO M111.

FABRICATION, THE HOLD-DOWN PLATE SHALL BE HOT-DIP GALVANIZED IN ACCORDANCE

THE HOLD-DOWN PLATE SHALL CONFORM TO AASHTO M270 GRADE 36. AFTER

7-� " ~ BOLTS WITH NUTS AND WASHERS.

THE GUARDRAIL ANCHOR ASSEMBLY SHALL CONSIST OF A � " HOLD DOWN PLATE AND

S-9

16

1’-

11

"

4"

4"

1/27/2015



REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

STATION:

COUNTY

PROJECT NO.


12

3

419-JAN-2016 10:31

ndaiuto

S:\DPG2\oldDPG3\DivisionLets\Div10\Submitted\17BP.10.R.71\Plans\17BP10R71_SD_E1_01.dgn

SUBSTRUCTURE

16

ELEVATION

CHECKED BY :

DATE :

DATE :

ASSEMBLED BY :

W1

1’-9"

5�"

5�"

CH

AM

FE

R

CH

AM

FE

R

W2

42’-2"

17’-1� " 17’-2� "

9’-6"

1 2 4

8’-9"9’-6"

3 5

9’-6"

(TYP.)

9"

(TYP.)

9"

SHEET 1 OF 3@ 8" CTS. (TYP. EACH BAY)

22’-8" 19’-6"

2’-9� "

SEE ‘‘CORROSION PROTECTION FOR STEEL PILES DETAIL’’, SHEET 4 OF 4.

CONCRETE COLLARS FOR STEEL PILES NOT SHOWN IN PLAN AND ELEVATION VIEWS FOR CLARITY.

FOR SECTION A-A, SEE SHEET 4 OF 4.

WINGS NOT SHOWN FOR CLARITY.

1

2

3

4

5

ELEVATIONS

TOP OF PILE

2’-0�"

1’-3

"

(TYP.

)FILL FACE

9’-6

�"

11’-0"

13’-0�"

6’-6� "

1’-9"

2’-9"

11’-0"

(TYP.

)1’-0

"

4’-0

"

(M

IN

.)

BOTTOM OF CAP

& WING

POUR #1

CAP, LOWER

PART OF WINGS &

CONCRETE COLLARS

(TYP. EA. END)

(TYP.)

9"

(T

YP

.)

1’-0"

2’-0" MIN.

4-#4 S3

(TYP. EA. PILE)

A

A

NOTES

FOR WING DETAILS, SEE SHEET 2 OF 3.

FOR PILE SPLICE DETAILS, SEE SHEET 3 OF 3.

CAST IF SLIP FORMING IS USED.

VERTICAL CONCRETE BARRIER RAIL IS

THE WING SHALL BE POURED AFTER THE

THE CONCRETE IN THE SHADED AREA OF

NECESSARY TO CLEAR DOWELS.

STIRRUPS IN CAP MAY BE SHIFTED AS

11’-3�"

SEE DETAIL ‘‘A’’

(SHEET 3 OF 3)

MAT’L. (TYP.)

1" EXP. JT.

1’-0

"

1’-4

�"

TO

{ P

IL

ES

BA

CK

WA

LL

(TYP.)

2’-1� " 1’-4� "

(TYP.)

1’-8� "

#4 K1 (TYP.)

(LEVEL)

TOP OF WING

(11 REQ’D)

OVER PILES @ 4’-0" CTS.

#4 B3 UNDER #4 B2

(2’-5" MIN. SPLICE)

(2 BAR RUN)

(OVER PILES)

4-#4 B2

4-#9 B1

3" HIGH BEAM BOLSTER

@ 5’-0" CTS.

CONST. JT.

(TYP.)

TOP OF WING

(LEVEL)

PLAN

WORKLINE

35-#4 V2 @ 1’-0" CTS. (EA. FACE)

35-#4 U1 @ 1’-0" CTS.

1’-1

0�"

TO

(TYP.)

EMBEDMENT

& BACKWALL

OF WINGS

UPPER PART

POUR #2

EL. 519.37

EL. 526.87

EL. 523.37

EL. 524.16EL. 524.79

& WING

BOTTOM OF CAP

EL. 517.74

EL. 521.74

EL. 525.24

EL. 523.52

521.29

520.94

520.58

520.23

519.87

END BENT 1

SEAL

23371

N

ORTH CAROLINA

PR

OFESSIONAL

ENGINEER

LETAP .A LU

PI

V

17.BP.10.R.71

UNION

13+26.00 -L-

N.D’AIUTO 10/21/14

DATE :DESIGN ENGINEER OF RECORD: N.D’AIUTO 1/21/15


(2 BAR RUN)

#4 K2 (EA. FACE)

S-10

W.P. #1

#4 S1 & #4 S213-#4 S1 & #4 S2


(2 BAR RUN)

#4 B2 (EA. FACE)

M.E.GILES 12/8/14

{ HP 12X53 STEEL PILES

EL. 522.53

EL. 518.53

LONG CHORD

6’-11� "

4� "

(TO LONG CHORD)

120° -00’-00"

& D

OW

EL

S

TO

{ B

RG

.

9"

-3.727%

2� "

-3.727%

2’-10� "

SIGNATURES COMPLETED

FINAL UNLESS ALL

DOCUMENT NOT CONSIDERED

13’-0�"

2’-0�"

9’-3

�"

11’-0�"

1/20/2016

SECTION X-X

#4 V1

CONST. JT.

3"

3" HIGH B.B.

FILL FACE

1’-0"

2" CL.2" CL.

12

-#

5 H

3 (

EA

CH

FA

CE

)

2 S

PA

. @

8" C

TS

.

5 S

PA

. @

8" C

TS

.

2 S

PA

. @

8" C

TS

.

#4 V1

CONST. JT.

3"

3" HIGH B.B.

1’-0"

2" CL.2" CL.

12-#5 H

1 (

FIL

L F

AC

E)

2 S

PA

. @

8" C

TS

.

5 S

PA

. @

8" C

TS

.

2 S

PA

. @

8" C

TS

.

SECTION Y-Y

FACE

FILL

3"

PO

UR

#1

PO

UR

#2

TOP OF WING

CONST. JT.

#4 V1 BARS (EA. FACE)

(SPACED AS SHOWN ABOVE)

(LEVEL)

12

-#

5 H

1 (

FIL

L F

AC

E)

3"

3" HIGH B.B.

@ 5’-0" CTS.

BOTTOM OF WING

(LEVEL)

2 S

PA

. @

8" C

TS

.

5 S

PA

. @

8" C

TS

.

#4 K1 (EA. FACE)

2 S

PA

. @

8" C

TS

.

PO

UR

#1

PO

UR

#2

12

-#

5 H

3 (

EA

CH

FA

CE

)

3"

BOTTOM OF WING

(LEVEL)

3"

TOP OF WING

(LEVEL)



#4 K1 (EA. FACE)

5 S

PA

. @

8" C

TS

.

WING DETAILS

X

X

2 S

PA

. @

8" C

TS

.

2 S

PA

. @

8" C

TS

.

3" HIGH B.B.

@ 5’-0" CTS.

CONST. JT.

Y

Y

SUBSTRUCTURE

16


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

STATION:

COUNTY

PROJECT NO.


12

3

4

SHEET 2 OF 3

19-JAN-2016 10:31

ndaiuto


PLAN OF WING W1

#5 H3

2’-0� " 11’-0"

13’-0� "

10-#4 V1 @ 1’-0" CTS. (EA. FACE)

1’-0"

2" C

L.

2" C

L.

3"

11’-0" 2’-0� "

3"

#5 H1

13’-0� "

1’-0"

2" C

L.

2" C

L.

12-#5 H

2 (

BA

CK

FA

CE

)

12-#5 H

2 (

BA

CK

FA

CE

)

10-#4 V1 @ 1’-0" CTS. (EA. FACE)

JT. MAT’L.

1" EXP.

#4 K1

FILL FACE

2" CL.(TYP.)

(T

YP

.)

1’-0"

1’-9"

2’-9"

2 SPA.

@

2 SPA.

@

10-#4 V1

10-#4 V1

8"

#4 V1

(SPA. AS SHO

WN)

(EA. FACE)

1’-0" CTS.

2" CL.

#5 H2

2’-9�

"

2" CL.

5�"

CHAMFER

CHAMFER

5�"

(SPA. AS SHO

WN)

(EA. FACE)

1’-0" CTS.

2" CL.

1’-0"

1’-9"

2’-9"

(TYP.)

(T

YP

.)

2"

2"

#4 K1

FACE

FILL

CHECKED BY :

DATE :

DATE :

ASSEMBLED BY : N.D’AIUTO 10/21/14

ELEVATION OF WING W2

17.BP.10.R.71

UNION

13+26.00 -L-

SEAL

23371

N

ORTH CAROLINA

PR

OFESSIONAL

ENGINEER

LETAP .A LU

PI

V


PLAN OF WING W2

S-11

M.E.GILES 12/8/14

WING DETAILS

END BENT 1

DESIGN ENGINEER OF RECORD: N.D’AIUTO DATE : 1/21/15

3’-11�"


FINAL UNLESS ALL


MAT’L

1" EXP. JT.

3’-11�

"

2’-10�"

1/20/2016


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

STATION:

COUNTY

PROJECT NO.


12

3

427-JAN-2015 08:51

vpatel

S:\DPG3\DivisionLets\Div10\17BP10R71\Plans\17BP10R71_SD_E1_01.dgn

SUBSTRUCTURE

(TYP. EACH PILE)

PLAN

COLLAR

CONCRETE

BOTTOM OF CAP

ELEVATION

CONCRETE COLLARS

{ PILES &

1’-4

�" 1’-6

"

2’-0"

FILL FACE

2’-0" ~ CONCRETE COLLAR

BAGGED STONE SHALL REMAIN IN PLACE UNTIL THE ENGINEER DIRECTS THAT

ACCUMULATIONS AT BAGGED STONE WHEN SO DIRECTED BY THE ENGINEER.

BAGS SHALL BE REMOVED AND REPLACED WHENEVER THE ENGINEER DETER-

MINES THAT THEY HAVE DETERIORATED AND LOST THEIR EFFECTIVENESS.

NO SEPARATE PAYMENT WILL BE MADE FOR THIS WORK AND THE ENTIRE

COST OF THIS WORK SHALL BE INCLUDED IN THE UNIT CONTRACT PRICE

BID FOR THE SEVERAL PAY ITEMS.

BAGGED STONE AND PIPE SHALL BE PLACED IMMEDIATELY AFTER COMPLETION

PIPE WILL NOT BE ALLOWED.

STEEL, CORRUGATED ALUMINUM ALLOY, OR CORRUGATED PLASTIC. PERFORATED

OF END BENT EXCAVATION. PIPE MAY BE EITHER CONCRETE, CORRUGATED

IT BE REMOVED. THE CONTRACTOR SHALL REMOVE AND DISPOSE OF SILT

CORROSION PROTECTION FOR STEEL PILES DETAIL


16

SHEET 3 OF 3

SEE ‘‘CORROSION PROTECTION FOR STEEL PILES DETAIL.’’)

(CONCRETE COLLAR NOT SHOWN FOR CLARITY.

DETAILS

45

60

45

60

POSITION OF PILE DURING WELDING.

DETAIL B

+10°

-0°

10°0°

BACK GOUGE

BACK GOUGEDETAIL A

DETAIL B

DETAIL A

PILE VERTICAL

OR VERTICAL

PILE HORIZONTAL

2’-9"

4’-0"

2’-3

"

2’-0

"

#4 S2

#4 S1

1’-2"

11"

#4 B3

3" HIGH B.B.

8"2" CL. (TYP.) 8"

8"

#4 S3

OVER PILES

4-#4 B2 @ 4" CTS.

1’-4� " 1’-4� "

{ #8 D1 DOWEL

4 S

PA

. @

7"

1’-10� "

1’-3"

CONST. JT.

#4 U1

#4 V2

2" CL.

11"

FILL FACE

1’-0"

1HK. HK.

HK

.

HK. HK.

1’-3" 1’-3"

4� " 4� "

4�"

1’-8" ~

2’-5"

2’-5"

2

11’-1"

41’-8"

10’-8"

H1

H2

10’-2"

3

5

4

6

5"

3’-7

�"

8"

7

{ BEARING

FILL FACE2’-1� "

(TYP.)

1’-3" ABOVE CAP

TO PROJECT

#8 D1 DOWELS1’-4� " 1’-4� "

2’-9"

4�"

4�"

9"

1’-10�"

PAD (TYPE II) (TYP.)

ELASTOMERIC BRG.

2’-9" X 9" X 1"1’-0� "1’-0� "

{ BOX BEAM

MINIMUM OF 3- ONE CUBIC

FOOT BAGS OF #78M STONE.

BAGS SHALL BE OF POROUS

FOR DRAINAGE

GRADE TO DRAIN

TOE OF SLOPE

6" ( MIN.) PIPEFABRIC,SECURELY TIED.

5"

6"

6"

6"

7�"

7�"

1’-7�"

1’-5

�"

17.BP.10.R.71

UNION

13+26.00 -L-

SEAL

23371

N

ORTH CAROLINA

PR

OFESSIONAL

ENGINEER

LETAP .A LU

PI

V

BAR TYPES

1’-3" LAP

TEMPORARY DRAINAGE AT END BENT PILE SPLICE DETAILS

DETAIL ‘‘A’’

SECTION A-A

0"

TO

�"

0" TO � "

0"

TO

�"

0" TO � "

S-12

STEEL PILE

{ HP 12X53

STEEL PILE

{ HP 12X53

POUR #1

POUR #2

TOTAL CLASS A CONCRETE

BAR

B1

NO.

8

SIZE

#9

TYPE

1

LENGTH

44’-2"

WEIGHT

1201

B2 28 #4 STR 415

B3 11 #4 STR 2’-5" 18

D1 20 #8 STR 2’-3"

H1 12 #5 2

K1 12 #4 STR 3’-3" 26

S1 54 #4 5

10’-5" 376S2 54 #4 4

3’-2"

S3 20 #4 6 6’-6" 87

V1 61 #4 STR 7’-2" 292

149

V2 70 #4 STR 5’-3"

35 84U1 #4 3’-7"7

120

K2 12 #4 STR 178

PART OF WINGS

BACKWALL & UPPER

H2 12 #5 2 11’-6" 144

H3 24 #5 3 275

114

21.0

5.7

26.7

LBS.

C.Y.

C.Y.

C.Y.

BILL OF MATERIAL

3,724

HP 12X53 STEEL PILES

LIN. FT.= 75NO: 5

PILE EXCAVATION IN SOIL

PILE EXCAVATION NOT IN SOIL

CLASS A CONCRETE BREAKDOWN

22’-2"

22’-2"

4-#9 B1

2-#9 B1

2-#9 B1

END BENT 1

5� "

CHECKED BY :

DATE :

DATE :

DATE :

ASSEMBLED BY : N.D’AIUTO 10/21/14

M.E.GILES 12/8/14

DESIGN ENGINEER OF RECORD: N.D’AIUTO 1/21/15

10"

10"

END BENT 1

11’-11"

11’-0"

245

REINFORCING STEEL

LIN. FT.= 39.00

LIN. FT.= 6.00

WINGS & COLLARS

CAP, LOWER PART OF

(EA. FACE)

#4 K2

(EA. FACE)

#4 B2

1/27/2015



REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

STATION:

COUNTY

PROJECT NO.


12

3

419-JAN-2016 10:31

ndaiuto


SUBSTRUCTURE

16

CHECKED BY :

DATE :

DATE :

ASSEMBLED BY :

DRAWN BY : WJH 12/11


W1

1’-9"

5�"

5�"

CH

AM

FE

R

CH

AM

FE

R

W2

41’-8"

(TYP.

)1’-3

"

9’-6" 9’-6" 9’-6"

ELEVATION

1 3 5

SHEET 1 OF 3

8’-8� "

9� "

22’-5"19’-3"

(TYP.)

9"

@ 8" CTS. (TYP. EACH BAY)(TYP.)

9"

2 4

SEE ‘‘CORROSION PROTECTION FOR STEEL PILES DETAIL’’, SHEET 4 OF 4.

CONCRETE COLLARS FOR STEEL PILES NOT SHOWN IN PLAN AND ELEVATION VIEWS FOR CLARITY.

FOR SECTION A-A, SEE SHEET 4 OF 4.

WINGS NOT SHOWN FOR CLARITY.

2’-0�"

1’-9"

11’-0"

2’-9"

13’-0�"

9’-6

�"

2’-0�"

6’-6� "

(TYP.

)1’-0

"

-L-

FILL FACE

NOTES

FOR WING DETAILS, SEE SHEET 2 OF 3.

FOR PILE SPLICE DETAILS, SEE SHEET 3 OF 3.

CAST IF SLIP FORMING IS USED.

VERTICAL CONCRETE BARRIER RAIL IS

THE WING SHALL BE POURED AFTER THE

THE CONCRETE IN THE SHADED AREA OF

NECESSARY TO CLEAR DOWELS.

STIRRUPS IN CAP MAY BE SHIFTED AS

6’-6� "

9’-6

�"

11’-3�"

11’-0"

13’-0�"

(TYP. EA. END)

#4 S1 & #4 S2

(TYP.)

9"

(M

IN

.)

4’-0"

A

A

(TYP. EA. PILE)

4-#4 S3

(TYP.)

EMBEDMENT

2’-0" MIN.

(T

YP

.)

1’-0"

CONCRETE COLLARS

PART OF WINGS &

CAP, LOWER

POUR #1

4� "1’-8� "

1’-1

0�"

& D

OW

EL

S

TO

{ B

RG

.

{ P

IL

ES

1’-4

�"

TO

BA

CK

WA

LL

1’-0

"

2’-1� "

(TYP.)

1’-4� "

(TYP.)

11’-3�"

(LEVEL)

TOP OF WING

CONST. JT.

(TYP.)

3" HIGH BEAM BOLSTER

@ 5’-0" CTS.

4-#9 B1


(2 BAR RUN)

(OVER PILES)

4-#4 B2

WORKLINE

(11 REQ’D)

OVER PILES @ 4’-0" CTS.

#4 B3 UNDER #4 B2

#4 K1 (TYP.)

MAT’L. (TYP.)

1" EXP. JT.

SEE DETAIL ‘‘A’’

(SHEET 3 OF 3)

STD. NO. EB_30_120S4_33BB

34-#4 V2 @ 1’-0" CTS. (EA. FACE)

34-#4 U1 @ 1’-0" CTS.

& BACKWALL

OF WINGS

UPPER PART

POUR #2

17.BP.10.R.71

UNION

13+26.00 -L-

END BENT 2

521.81

521.45

521.10

520.75

520.39

N.D’AIUTO 10/21/14

& WING

BOTTOM OF CAP

EL. 518.28

(LEVEL)

TOP OF WING

EL. 525.78

EL. 522.28

& WING

BOTTOM OF CAP

EL. 519.89

EL. 523.89

EL. 527.39

EL. 524.74

EL. 525.36

EL. 524.11

W.P. #2

PLAN

ELEVATION

S-13M.E.GILES 12/8/14


(2 BAR RUN)

#4 B2 (EA. FACE)


(2 BAR RUN)

#4 K2 (EA. FACE)

13-#4 S1 & #4 S2

ELEVATIONS

TOP OF PILE

1

2

3

4

5

{ HP 12X53 STEEL PILES

EL. 523.11

EL. 519.11

(TO LONG CHORD)

120° -00’-00"

CHORD

LONG

3"

-3.727%

-3.727%

16’-8� "16’-8� "

REV. 4/15 MAA/TMG

SEAL

23371

N

ORTH CAROLINA

PR

OFESSIONAL

ENGINEER

LETAP .A LU

PI

V


FINAL UNLESS ALL


2’-11� "2’-11� "

1/20/2016

#5 H3

2’-0� " 11’-0"

13’-0� "

10-#4 V1 @ 1’-0" CTS. (EA. FACE)

1’-0

"

2" C

L.

2" C

L.

3"

11’-0" 2’-0� "

3"

#5 H1

13’-0� "

1’-0"

2" C

L.

2" C

L.

10-#4 V1 @ 1’-0" CTS. (EA. FACE)

JT. MAT’L.

1" EXP.

#4 K1

FILL FACE

2" CL.(TYP.)

(T

YP

.)

1’-0"

1’-9"

2’-9"

2 SPA.

@

2 SPA.

@

10-#4 V1

10-#4 V1

8"

#4 V1

(SPA. AS SHO

WN)

(EA. FACE)

1’-0" CTS.

2" CL.

#5 H2

2" CL.

5�"

CHAMFER

CHAMFER

5�"

(SPA. AS SHO

WN)

(EA. FACE)

1’-0" CTS.

2" CL.

1’-0"

1’-9"

2’-9"

(TYP.)

(T

YP

.)

2"

2"

#4 K1

FACE

FILL

MAT’L

1" EXP. JT.

SECTION X-X

#4 V1

CONST. JT.

3"

3" HIGH B.B.

FILL FACE

1’-0"

2" CL.2" CL.

12

-#

5 H

3 (

EA

CH

FA

CE

)

2 S

PA

. @

8" C

TS

.

5 S

PA

. @

8" C

TS

.

2 S

PA

. @

8" C

TS

.

#4 V1

CONST. JT.

3"

3" HIGH B.B.

1’-0"

2" CL.2" CL.

12-#5 H

1 (

FIL

L F

AC

E)

2 S

PA

. @

8" C

TS

.

5 S

PA

. @

8" C

TS

.

2 S

PA

. @

8" C

TS

.

SECTION Y-Y

FACE

FILL

3"

PO

UR

#1

PO

UR

#2

TOP OF WING

CONST. JT.



(LEVEL)

12

-#

5 H

1 (

FIL

L F

AC

E)

3"

3" HIGH B.B.

@ 5’-0" CTS.

BOTTOM OF WING

(LEVEL)

2 S

PA

. @

8" C

TS

.

5 S

PA

. @

8" C

TS

.

#4 K1 (EA. FACE)

2 S

PA

. @

8" C

TS

.

PO

UR

#1

PO

UR

#2

12

-#

5 H

3 (

EA

CH

FA

CE

)

3"

BOTTOM OF WING

(LEVEL)

3"

TOP OF WING

(LEVEL)



#4 K1 (EA. FACE)

5 S

PA

. @

8" C

TS

.

WING DETAILS

X

X

2 S

PA

. @

8" C

TS

.

2 S

PA

. @

8" C

TS

.

3" HIGH B.B.

@ 5’-0" CTS.

CONST. JT.

Y

Y

SUBSTRUCTURE

16


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

STATION:

COUNTY

PROJECT NO.


12

3

4

SHEET 2 OF 3

19-JAN-2016 10:31

ndaiuto


PLAN OF WING W1

12-#5 H

2 (

BA

CK

FA

CE

)

12-#5 H

2 (

BA

CK

FA

CE

)


CHECKED BY :

DATE :

DATE :

ASSEMBLED BY :



N.D’AIUTO 10/21/14


17.BP.10.R.71

UNION

13+26.00 -L-

SEAL

23371

N

ORTH CAROLINA

PR

OFESSIONAL

ENGINEER

LETAP .A LU

PI

VELEVATION OF WING W1

PLAN OF WING W2

S-14M.E.GILES 12/8/14

WING DETAILS

END BENT 2


FINAL UNLESS ALL

DOCUMENT NOT CONSIDEREDREV. 4/15 MAA/TMG

2’-11�"

4’-1"

4’-1�"

2’-11�"

1/20/2016


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

STATION:

COUNTY

PROJECT NO.


12

3

427-JAN-2015 08:51

vpatel

S:\DPG3\DivisionLets\Div10\17BP10R71\Plans\17BP10R71_SD_E2_01.dgn

SUBSTRUCTURE

(TYP. EACH PILE)

PLAN

COLLAR

CONCRETE

BOTTOM OF CAP

ELEVATION

CONCRETE COLLARS

{ PILES &

1’-4

�"

1’-6

"

2’-0"

FILL FACE

2’-0" ~ CONCRETE COLLAR

CHECKED BY :

DATE :

DATE :

ASSEMBLED BY :


BAGGED STONE SHALL REMAIN IN PLACE UNTIL THE ENGINEER DIRECTS THAT

ACCUMULATIONS AT BAGGED STONE WHEN SO DIRECTED BY THE ENGINEER.

BAGS SHALL BE REMOVED AND REPLACED WHENEVER THE ENGINEER DETER-

MINES THAT THEY HAVE DETERIORATED AND LOST THEIR EFFECTIVENESS.

NO SEPARATE PAYMENT WILL BE MADE FOR THIS WORK AND THE ENTIRE

COST OF THIS WORK SHALL BE INCLUDED IN THE UNIT CONTRACT PRICE

BID FOR THE SEVERAL PAY ITEMS.

BAGGED STONE AND PIPE SHALL BE PLACED IMMEDIATELY AFTER COMPLETION

PIPE WILL NOT BE ALLOWED.

STEEL, CORRUGATED ALUMINUM ALLOY, OR CORRUGATED PLASTIC. PERFORATED

OF END BENT EXCAVATION. PIPE MAY BE EITHER CONCRETE, CORRUGATED

IT BE REMOVED. THE CONTRACTOR SHALL REMOVE AND DISPOSE OF SILT

CORROSION PROTECTION FOR STEEL PILES DETAIL

16

SHEET 3 OF 3

SEE ‘‘CORROSION PROTECTION FOR STEEL PILES DETAIL.’’)

(CONCRETE COLLAR NOT SHOWN FOR CLARITY.

DETAILS


45

60

45

60

POSITION OF PILE DURING WELDING.

DETAIL B

+10°

-0°

10°0°

BACK GOUGE

BACK GOUGEDETAIL A

DETAIL B

DETAIL A

PILE VERTICAL

OR VERTICAL

PILE HORIZONTAL

2’-9"

4’-0"

2’-3

"

2’-0

"

#4 S2

#4 S1

1’-2"

11"

#4 B3

3" HIGH B.B.

8"2" CL. (TYP.) 8"

8"

#4 S3

OVER PILES

4-#4 B2 @ 4" CTS.

1’-4� " 1’-4� "

{ #8 D1 DOWEL

4 S

PA

. @

7"

1’-10� "

1’-3"

CONST. JT.

#4 U1

#4 V2

2" CL.

11"

FILL FACE

1’-0"

2’-1� "

(TYP.)

1’-3" ABOVE CAP

TO PROJECT

#8 D1 DOWELS

1’-4� "1’-4� "

2’-9"

4�"

4�"

9"

1’-10�"

PAD (TYPE II) (TYP.)

ELASTOMERIC BRG.

2’-9" X 9" X 1"1’-0� "1’-0� "

{ BOX BEAM


MINIMUM OF 3- ONE CUBIC

FOOT BAGS OF #78M STONE.

BAGS SHALL BE OF POROUS

FOR DRAINAGE

GRADE TO DRAIN

TOE OF SLOPE

6" ( MIN.) PIPEFABRIC,SECURELY TIED.

5"

6"

6"

6"

7�"

7�"

1’-7�"

REV. 8/14 MAA/TMG

17.BP.10.R.71

UNION

13+26.00 -L-

SEAL

23371

N

ORTH CAROLINA

PR

OFESSIONAL

ENGINEER

LETAP .A LU

PI

V

10/21/14

TEMPORARY DRAINAGE AT END BENT PILE SPLICE DETAILS

DETAIL ‘‘A’’

SECTION A-A

0"

TO

�"

0" TO � "

0"

TO

�"

0" TO � "

S-15CHECKED BY :

DATE :

DATE :

ASSEMBLED BY : N.D’AIUTO 10/21/14M.E.GILES 12/8/14

STEEL PILE

{ HP 12X53

STEEL PILE

{ HP 12X53

4-#9 B1

2-#9 B1

2-#9 B1

END BENT 2


POUR #1

POUR #2

TOTAL CLASS A CONCRETE

BAR

B1

NO.

8

SIZE

#9

TYPE

1

LENGTH

43’-8"

WEIGHT

B2 28 #4 STR 410

B3 11 #4 STR 2’-5" 18

D1 20 #8 STR 2’-3"

H1 12 #5 2

K1 12 #4 STR 3’-5" 24

S1 54 #4 5 3’-2" 114

S2 54 #4 4 10’-5"

S3 20 #4 6 6’-6" 87

V1 61 #4 STR 7’-2" 292

149

V2 68 #4 STR 5’-3" 238

U1 34 #4 3’-7"7

120

K2 12 #4 STR 176

81

PART OF WINGS

BACKWALL & UPPER

1HK. HK.

HK

.

HK. HK.

1’-3" 1’-3"

4� " 4� "

4�"

1’-8" ~

2’-5"

2’-5"

2

11’-1"

41’-2"

10’-8"

H1

H2

10’-2"

3

5

4

6

5"

5"

3’-7

�"

8"

H2 12 #5 2 11’-6" 144

H3 24 #5 3 275

376

7

21’-11"

21’-11"

1’-5

�"

20.8

5.6

26.4

LBS.

C.Y.

C.Y.

C.Y.

BAR TYPES

1’-3" LAP

BILL OF MATERIAL

3,692

HP 12X53 STEEL PILES

LIN. FT.= 75NO: 5

PILE EXCAVATION IN SOIL

PILE EXCAVATION NOT IN SOIL

CLASS A CONCRETE BREAKDOWN

{ BEARING

FILL FACE

(EA. FACE)

#4 K2

(EA. FACE)

#4 B2

10"

10"

END BENT 2

11’-11"

11’-0"

REINFORCING STEEL

WINGS & COLLARS

CAP, LOWER PART OF

LIN. FT.= 31.00

LIN. FT.= 14.00

1,188

1/27/2015


BAR NO. SIZE TYPE LENGTH WEIGHT

A2

A1

B1

B2

STR

STR

STR

STR

*

*

*

LBS.

LBS.

C. Y.

REINFORCING STEEL

REINFORCING STEEL

EPOXY COATED

CLASS AA CONCRETE

BAR NO. SIZE TYPE LENGTH WEIGHT

B1

B2

STR

STR

STR

STR

*

*

*

LBS.

LBS.

C. Y.

REINFORCING STEEL

REINFORCING STEEL

EPOXY COATED

CLASS AA CONCRETE

#4

#5

#6

#4

#5

#6

#4

#4

26

26

26

26

58

58

58

58

670

11’-1" 670

120° SKEW

15.6

15.6

APPROACH SLAB

BEGIN

APPROACH SLAB

END

N

N

9"

9"

-L-

CU

RB

CU

RB

(TOP OF SLAB) (2 BAR RUN)

11-#4A2 @ 1’-0" CTS.

11-#4A1 @ 1’-0" CTS.

(TOP OF SLAB) (2 BAR RUN)

(BOTTOM OF SLAB) (2 BAR RUN) (BOTTOM OF SLAB) (2 BAR RUN)

1’-3"

1’-3"

3"

1’-3"

1’-3"

3"

4"

4"

4"

4"

6" BEVEL

6" BEVEL

12’-1� " 12’-1� "

10� "

10� "

4� "

10� "

10� "

4� "


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

STATION:

COUNTY


12

3

427-JAN-2015 10:58

vpatel

S:\DPG3\DivisionLets\Div10\17BP10R71\Plans\17BP10R71_SD_AS_01.dgn

CURB DETAILS

CURB

SLAB

APPROACH

3’-1� "

FOR PRESTRESSED CONCRETE

BRIDGE APPROACH SLAB

(SUB-REGIONAL TIER)

A

NI

A

RD

OT

ED

RG

FLOW LI

NE

EP

OL

SF

OMOTTOB

OT

NOTE: IF THE APPROACH SLAB IS NOT CONSTRUCTED IMMEDIATELY

AFTER THE BACKFILLING OF THE END BENT EXCAVATION,

GRADE TO DRAIN TO THE BOTTOM OF THE SLOPE AND PROVIDE

EROSION RESISTANT MATERIAL, SUCH AS FIBERGLASS ROVING

OR AS DIRECTED BY THE ENGINEER TO PREVENT SOIL EROSION

AND TO PROTECT THE AREA ADJACENT TO THE STRUCTURE.

THE CONTRACTOR WILL BE REQUIRED TO REMOVE THESE

MATERIALS PRIOR TO CONSTRUCTION OF THE APPROACH SLAB.

TEMPORARY DRAINAGE DETAIL

CAP FLOW LINE ONLY WITHEROSION RESISTANT MATERIAL

BACKFILL EXCAVATION HOLEAND GRADE TO DRAIN

BRIDGE DECK

SLAB

APPROACH

12

"

FILL SLOPE

ELBOW

ELBOW

DRAIN

SLOPE

TEMPORARY

TOE OF FILL

SECTION S-S

SECTION R-R

EROSION RESISTANT MATERIAL

TO PI

PE INLET

GRADE TO

DRAIN

1’-6" MIN.

FLOW LINE

PLAN VIEW

TEMPORARY BERM AND SLOPE DRAIN DETAILS

R

TEMP. SLOPE DRAIN

1’-0"

MIN.

R

2’-0"

MIN

.

2’-6

" M

IN

.

S

S

4’-0"

EARTH DITCH BLOCK

À

2’-0"MIN.

NOTE:

TEMPORARY DRAINAGE PIPE, 12 INCHES IN DIAMETER.

THE SLOPE DRAIN SHALL CONSIST OF A NON-PERFORATED

MAT, OR 3) CONCRETE, AS DIRECTED BY THE ENGINEER.

PLANT MIX, TYPE 1 OR TYPE 2, MIN. 2" DEPTH, 2) EROSION CONTROL

EROSION RESISTANT MATERIAL SHALL BE EITHER 1) ASPHALT

AND PROVIDE EROSION RESISTANT MATERIAL AS SHOWN. THE

DRAIN. CONTRACTOR SHALL GRADE TO PIPE INLET

THE CONTRACTOR SHALL PROVIDE TEMPORARY BERM AND SLOPE

IMMEDIATELY AFTER THE CONSTRUCTION OF THE APPROACH SLAB,

MIN

.

2’-6

"

FOR EROSION CONTROL

CLASS ‘‘B" STONE

4’-0" MIN.

MATERIAL OVER PIPE

3" EROSION RESISTANT

(TO BE USED WHEN SHOULDER BERM GUTTER IS REQUIRED)

12" MIN.

SHOULDER

FUTURE

BLOCK

DITCH

EARTH

SLAB

APPROACH

END OF

BARSIZE

#4

#5

#6

EPOXY COATED UNCOATED

2’-0"

2’-6"

3’-10"

1’-9"

2’-2"

2’-7"

SPLICE LENGTHS

PROJECT NO.

BOX BEAM UNIT

8"

4"

NOTES

SECTION THRU SLAB

2’’ C

L.

2 : 1 SLOPEBARS

#4 ‘‘A’’

PROPOSED

PAVEMENT

ASPHALT

MIN

.

2"

@ 3’-0’’ CTS. ACROSS SLAB

5� ’’ CONTINUOUS HIGH CHAIR UPPER ( CHCU)

BARS

#4 ‘‘A’’BARS

#5 ‘‘B’’

BARS

#6 ‘‘B’’

3’-0"

BY THE CONTRACTOR)

(TO BE DETERMINED

OR STEEPER

1� : 1 SLOPE

NORMAL TO END BENT

ROADWAY

6"

1’-8"

STONE#78M

BACKFILL

APPROVED WIRE BAR

SUPPORTS @ 3’-0" CTS.

6"

8"

4" C

L.

1’-2

’’

GEOTEXTILE

BO

X B

EA

M

1’-1� "

PREVENT BOND

ROOFING FELT TO

2 LAYERS OF 30 LB.

ROD

2" BACKER

OPENING

1� "

2’-9"

1’-4"

APPROACH SLAB GROOVING IS NOT REQUIRED.

AND SHALL BE PAVED. SEE ROADWAY PLANS.

TO DRAIN THE WATER AWAY FROM THE FILL FACE OF THE BRIDGE

AREA BETWEEN THE WINGWALL AND APPROACH SLAB SHALL BE GRADED

DRAWINGS.

FOR THE 4" ~ DRAINAGE PIPE OUTLET(S), SEE ROADWAY STANDARD

BACKWALL FROM OUTSIDE EDGE TO OUTSIDE EDGE OF APPROACH SLAB.

#78M STONE BACKFILL IS TO BE CONTINUOUS ALONG FILL FACE OF

ACCORDANCE WITH STANDARD SPECIFICATIONS SECTION 1016.

#78M STONE BACKFILL (CLASS V SELECT MATERIAL) SHALL BE IN

SPECIFICATIONS SECTION 1056.

GEOTEXTILE SHALL BE TYPE 1 IN ACCORDANCE WITH THE STANDARD

PIPE, AND #78M STONE BACKFILL, SEE ROADWAY PLANS.

FOR BRIDGE APPROACH FILL INCLUDING GEOTEXTILE, 4" � DRAINAGE

PVC PIPE

SCHEDULE 40

4" ~ PERFORATED

STA. 13+80.66 -L-

(2 BAR RUN)

(BOTT. OF SLAB)

#4 A4

(2 BAR RUN)

(TOP OF SLAB)

#4 A3

END BENT 2

FILL FACE @

(TO CHORD)

118° -33’-39"

16’-7�

"

16’-6�"

* 2

9’-2

"

* 2

7’-

10" (

CL

EA

R R

OA

DW

AY

)

* 1

3’-1

1"

* 1

3’-11"

58-#5 B

1 @

6" C

TS

. (T

OP

OF

SL

AB

)

58

-#

6 B

2 @

6" C

TS

. (B

OT

TO

M O

F S

LA

B)

CU

RB

* 8

"* 8

"

CU

RB

* RADIAL DIMENSIONS

(TO CHORD)

118° -33’-39"

17’-3�"

16’-0"

7�"

3’-0"

16’-4�"

17’-8�"

8�"STA. 12+71.37 -L-

17’-1�"

17’-1�

"

N

N

* 1

3’-11"

* 1

3’-1

1"

58-#5 B

1 @

6" C

TS

. (T

OP

OF

SL

AB

)

58

-#

6 B

2 @

6" C

TS

. (B

OT

TO

M O

F S

LA

B)

* 2

7’-

10" (

CL

EA

R R

OA

DW

AY

)

* 2

9’-2"

* 8

"*

8"

(2 BAR RUN)

#4 A2

#4 A1 OR(2 BAR RUN)

#4 A4

#4 A3 OR

END BENT 1

FILL FACE @

(2 BAR RUN)

(TOP OF SLAB)

#4 A1

(TO CHORD)

121° -26’-19"

(TO CHORD)

121° -26’-19"

ARC OFFSETS ARE NEGLIGIBLE.

SEAL

23371

N

ORTH CAROLINA

PR

OFESSIONAL

ENGINEER

LETAP .A LU

PI

V

17’-10"

17’-9"

11’-1"

11’-8"

310

308

1016

1,324

980

302

300

1016

1,316

972

17’-5"

17’-3"

11’-8"

BILL OF MATERIAL

APRROACH SLAB AT EB 1

APRROACH SLAB AT EB 2

A3

A4

DESIGN ENGINEER OF RECORD: DATE :

DATE :

DATE :

CHECKED BY:

ASSEMBLED BY: N.D’AIUTO

M.E.GILES

N.D’AIUTO 12/8/14

12/8/14

10/22/14 S-16

16

SECTION N-NSHOULDER BERM GUTTER

END OF CURB WITHOUT

FOR EROSION CONTROL

CLASS ‘‘B’’ STONE

(2 BAR RUN)

(BOTT. OF SLAB)

#4 A2

PLAN @ END BENT 1 PLAN @ END BENT 2

2"

17BP.10.R.71

UNION

13+26.00 -L-

11-#4A3 @ 1’-0" CTS.

11-#4A4 @ 1’-0" CTS.

W.P. #2

W.P. #1

STA. 12+82.20 -L-

STA. 13+69.80 -L-

1/27/2015


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