this electronic collection of documents is provided for ... 14 letting/10 24 2017... · at-1 k at-1...

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.

OVERTOPPING FLOOD DATA:

HYDRAULIC DATA:

*

*

BASE HIGH WATER ELEVATION

FREQUENCY OF BASE DISCHARGE

BASE DISCHARGE

DRAINAGE AREA

DESIGN HIGH WATER ELEVATION

FREQUENCY OF DESIGN FLOOD

DESIGN DISCHARGE

2056.67'

100 YRS.

4370 CFS

16.9 SQ. MI.

2053.1'

10 YRS.

2300 CFS

OVERTOPPING FLOOD ELEVATION

FREQUENCY OF OVERTOPPING FLOOD

OVERTOPPING DISCHARGE

2053.9'

10+ YRS.

2700 CFS

WHICH OCCURS AT @ STA. 12+12.00-L- LT.

LOWEST HIGH POINT ON DECK/ROADWAY

OVERTOPPING ELEVATION REPRESENTS

NA

D 83/ 2

011

LOW CHORD ELEVATION

EB2EB1 2,051.88'2,051.64'

EL = 2,054.20'

(+)0.5000% (+)6.4516%

VERTICAL GRADE DATA -L-

PI = 13+19.00-L-

VC = 60'

STA. 12+26.36-L-

STA. 12+15.47-L-

STA. 12+73.71-L-

STA. 12+85.15-L-

G.P. EL. 2,053.68

BEGIN APPROACH SLAB

G.P. EL. 2,054.03

END APPROACH SLAB

(SECTION TAKEN AT RIGHT ANGLES TO SUBSTRUCTURE)

SPAN A

END BENT 1 END BENT 2

SECTION ALONG -L-

FIX.FIX.

(Q10)

EL. 2053.1'

(8/16/2016)

ON DATE OF SURVEY

APPROX. W.S. ELEV. 2045.5'

(Q100)

EL. 2056.67'

GROUND

NATURAL

APPROX.

1'-0"

EL. 2,0

42|

EL. 2,0

43|

EL. 2,0

43|

EL. 2,0

43|

EL. 2,0

53|

EL. 2,0

45|

EL. 2,0

46|

EL. 2,0

53|

EL = 2,053.53'

(-)5.6571% (+)0.5000%

VERTICAL GRADE DATA -L-

PI = 11+85.00-L-

VC = 65'

2,030

2,040

2,050

2,060

STA. 12+15.47-L-

BEGIN APPROACH SLAB

LONG CHORD

CO

WE

ET

A

CR

EE

K

BOTT. OF CAP

EL. 2,043.00'|

(TYP.)

CLASS II RIP RAP

23'-8•" ALONG -L-23'-7•" ALONG -L-

PLAN

PC 12+60.60-L-

PCC 13+04.60-L-

DS = 25 MPH

SE = 0.02

R = 235.00'

T = 61.58'

L = 120.45'

PI Sta 11+63.04

DS = 15 MPH

R = 55.00'

SE = 0.02

T = 23.25'

L = 44.00'

PI Sta 12+83.86

-L- HORIZONTAL CURVE DATA

-L- HORIZONTAL CURVE DATA

PT 12+21.91-L-

D

D

S-1

SHEET 1 OF 4 REPLACES BRIDGE NO. 550053

GENERAL DRAWING

BETWEEN SR1118 AND SR 1115

COWEETA CREEK ON SR1119

FOR BRIDGE OVER

SEAL

ARE THE AS-BUILT PLANS.

I HEREBY CERTIFY THESE PLANS

CHECKED BY :

DATE :

DATE :

DRAWN BY : JLA

RDE

47'-3" ALONG LONG CHORD

END BENT 1

W.P. 1 STA. 12+26.36-L-

END BENT 2

W.P. 2 STA. 12+73.71-L-

STA. 12+24.86-L-

FILL FACE OF CAP

STA. 12+75.25-L-

FILL FACE OF CAP

STA. 12+24.86-L-

G.P. EL. 2,053.74

END BENT 1

STA. 12+75.25-L-

G.P. EL. 2,053.73

FILL FACE CAP

G.P. EL. 2,053.98

FILL FACE CAP

G.P. EL. 2,053.97

END BENT 2

BOTT. OF CAP

EL. 2,043.00'|

2'-

6"

(TY

P.)

(TYP.)

23'-7•" ALONG LONG CHORD23'-7•" ALONG LONG CHORD

47'-4‰" ALONG -L-

STA. 12+85.15-L-

END APPROACH SLAB

STREAMFACE GRADE.(TYP.)

PLACED STREAMWARD OF EXISTING

AS NEEDED. RIP RAP SHALL NOT BE

REPLACED WITH CLASS II RIP RAP

TO BE SUPPLEMENTED AND/OR

EXISTING RIP RAP LINED SLOPE

NOTE:

(GALVANIZED)

PZ 27 SHEET PILE

(GALVANIZED)

HP 12x53 PILES(GALVANIZED)

HP 12x53 PILES

(GALVANIZED)

PZ 27 SHEET PILE

BE DRIVEN TO REFUSAL ON ROCK.

PZ 27 SHEET PILE (GALVANIZED) SHALL

NOTE:

3/17

3/17

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

REVISIONS SHEET NO.

TOTALSHEETS

STATE OF NORTH CAROLINA

RALEIGH

STATION:

COUNTY

PROJECT NO.

DEPARTMENT OF TRANSPORTATION

12

3

4

SHEET OF

12+50.00-L-

Drawing Scale :

Placement Scale :

24

REPLACES BRIDGE NO. 550053

PRELIMINARY PLANSDO NOT USE FOR CONSTRUCTION

TGS ENGINEERS804-C N. LAFAYETTE ST

SHELBY, NC 28150PH (704) 476-0003

CORP. LICENSE NO.: C-0275

DOCUMENT NOT CONSIDERED FINALUNLESS ALL SIGNATURES COMPLETED

MACON

14.B.205624.1

(McCLURE MILL RD.)

SR 1119

-L-

{ BRIDGE

STA. 12+50.00-L-

BRIDGE ID

(ACADEMY RD.)TO SR 1118

(CO

WEET

A CHURCH RD.)

T

O SR 1115

TO LONG CHORD

90°00'00"

TO -L-

91°52'24"

CURVE (-L-)

TO TAN TO

78°19'46"

12+00 12+50 13+00

{ BRIDGE

STA. 12+50.00-L-

BRIDGE ID

VIEW FOR CLARITY.

PILES NOT SHOWN IN PLAN

HP 12x53 PILES & PZ SHEET

RIP RAP

EXISTINGRIP RAP

EXISTING

RIP RAP

EXISTING

RIP RAP

EXISTING

ENGINEER

PROFESSIONAL

SEAL22992

N

ORTH

CAROLINA

R

AY .D ELLI

OT

T

DocuSign Envelope ID: 9D3135F2-6B9D-4E56-916A-2EAECBE9AA3D

9/27/2017

NA

D 83/ 2

011

PC 12

+60.6

0-

L-

R = 235.00'

T = 61.58'

L = 120.45'

PI Sta 11+63.04

R = 55.00'

T = 23.25'

L = 44.00'

PI Sta 12+83.86

-L- HORIZONTAL CURVE DATA -L- HORIZONTAL CURVE DATA

47'-3" ALONG LONG CHORD

LONG CHORD

W.P. 1

STA. 12+26.36-L-

CHECKED BY :

DATE :

DATE :

DRAWN BY : RTJ

W.P. 2

STA. 12+73.71-L-

LONG CHORD AND FOUNDATION LAYOUT

END BENT 1 END BENT 2

9Š

"

(TYP.)

(TO LONG CHORD)

90°00'00"

{ HP12x53 STEEL PILES

{ HP12x53 STEEL PILES

END BENT 1

FILL FACE @ END BENT 2

FILL FACE @

GENERAL DRAWING



FOR BRIDGE OVER

FOUNDATION LAYOUT


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

STATION:

COUNTY

PROJECT NO.


12

3

4

SHEET OF

12+50.00-L-

Drawing Scale :

Placement Scale :

24




SHELBY, NC 28150PH (704) 476-0003



MACON

14.B.205624.1

S-2

RDE

7'-

6"

7'-

6"

7'-

6"

7'-

6"

9'-0"

(TYP.)135°00'00"

(TYP.)

6-PZ27 SHEET PILES

22-P

Z27 S

HE

ET

PI

LE

S

33'-

0"

1'-4•" TO { PILES

7'-

6"

7'-

6"

7'-

6"

7'-

6"

9'-0"

(TYP.)135°00'00"

22-P

Z27 S

HE

ET

PI

LE

S

33'-

0"

1'-4•" TO { PILES

6" TO { SHEET PILES

12+50.00-L-

I.D. STA.

FILL FACE

STA. 12+24.86-L-

FILL FACE

STA. 12+75.25-L-

NOTES:

†"

-L- @ FILL FACE

LONG CHORD TO

-L- @ FILL FACE

LONG CHORD TO

PT 12+21.91-L-

1'-6" TO FILL FACE

6" TO { SHEET PILES

4"

1'-6" TO FILL FACE

(TYP.)

6-PZ27 SHEET PILES

END BENT No. 2.

CONCRETE OR GROUT IS REQUIRED TO FILL HOLES FOR PILE EXCAVATIONS AT END BENT No. 1 AND

WHICHEVER IS DEEPER. FOR PILE EXCAVATION, SEE SECTION 450 OF THE STANDARD SPECIFICATIONS.

LOCATIONS TO A DEPTH OF 10 FEET BELOW PILE CAP OR MINIMUM 5 FEET INTO CRYSTALLINE ROCK,

DRILLED-IN PILES ARE REQUIRED FOR END BENT No. 1 AND END BENT No. 2. EXCAVATE HOLES AT PILE

DRIVE PILES AT END BENT No. 1 TO A REQUIRED DRIVING RESISTANCE OF 120 TONS PER PILE.

PER PILE.

PILES AT END BENT No. 1 AND END BENT No. 2 ARE DESIGNED FOR A FACTORED RESISTANCE OF 70 TONS

FOR PILES, SEE GEOTECHNICAL SPECIAL PROVISIONS AND SECTION 450 OF THE STANDARD SPECIFICATIONS.

PZ27 SHEET PILING SHALL BE GALVANIZED.

HP12x53 PILES SHALL BE GALVANIZED.

DIMENSIONS LOCATIONING PILES ARE SHOWN TO THE CENTERLINE OF PILES. ORIENT PILES AS SHOWN.SHEET 2 OF 4

3/17

3/17

1'-10•" 1'-10•"

(TO -L-)

91°52'24"

CURVE ON -L-)

(TAN TO

78°19'46"

(McCLURE MILL RD.)

-L- SR 1119

ENGINEER

PROFESSIONAL

SEAL22992

N

ORTH

CAROLINA

R

AY .D ELLI

OT

T


9/27/2017

BST

WD RAI

L

WOODS

BL-5

W

-L-PCC Sta. 13+04.60

-L-PT 12+21.91

TK

SEPTIC

DRAINFIELDSEPTIC

TK

SEPTIC

(R=20')SHOP CURVETYPE-III

(R=12')SHOP CURVETYPE B-83

(R=40')SHOP CURVETYPE-III

GRAU 350

TL-2

NO TAGSUNKNOWNOWNER

GUY

WOODS

WE

AV

ER

LN.

CO

NC

SHOP

WD

TYPE-III

15" CMP

TO DRAIN

GRADE

15"

CO

WE

ET

A

CR

EE

K

AT-1 AT-1

REB

AR

SR 1119

McCLURE

MILL R

D.

{ BRIDGE

I.D. STA. 12+50.00-L-

-L-PC 12+60.60

NA

D 83/ 2

011

DRIVE

ASPHALT

PROP.

REMOVE

(BY OTHERS)

FENCE

RELOCATE

ITEM)(TYP.)

(STRUCTURES

CLASS II RIP RAP

DISTURB

DO NOT

(ROADWAY ITEM)

PROTECTION

RIP RAP TOE

DRIVE

ASHALT

PROP.

LOCATION SKETCH

GENERAL DRAWING



FOR BRIDGE OVER

LOCATION SKETCH

120.00

S-3

CHECKED BY :

DATE :

DATE :

DRAWN BY : JLA

RDE

ASSUMED LIVE LOAD = HL-93 OR ALTERNATE LOADING.

FOR EROSION CONTROL MEASURES, SEE EROSION CONTROL PLANS.

FOR CRANE SAFTY, SEE SPECIAL PROVISIONS.

FOR SUBMITTAL OF WORKING DRAWINGS, SEE SPECIAL PROVISIONS.

FOR FALSEWORK AND FORMWORK, SEE SPECIAL PROVISIONS.

BRIDGE DESIGN SPECIFICATIONS.

THIS BRIDGE HAS BEEN DESIGNED IN ACCORDANCE WITH THE AASHTO LRFD

THIS BRIDGE IS LOCATED IN SEISMIC ZONE 1.

NOTES:

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

18-EVALUATING SCOUR AT BRIDGE."

THE STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH "HEC

ROADWAY PLANS.

ASPHALT WEARING SURFACE IS INCLUDED IN ROADWAY QUANTITIES ON

FOR GROUT FOR STRUCTURES, SEE SPECIAL PROVISIONS.

FOR 32" ALASKA RAIL, SEE SPECIAL PROVISIONS.

SHEET 3 OF 4

UTILITY PLANS AND SPECIAL PROVISIONS.

FOR UTILITY INFORMATION, SEE

3/17

3/17


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

STATION:

COUNTY

PROJECT NO.


12

3

4

SHEET OF

12+50.00-L-

Drawing Scale :

Placement Scale :

24




SHELBY, NC 28150PH (704) 476-0003



MACON

14.B.205624.1

BENCH MARK #1: RR SPIKE IN BASE OF 20" WHITE PINE, 25.27' LT. OF -L- STA. 11+54.97, ELEV. 2,054.89' (NAVD 88)

FOR STEEL SHEET PILES, SEE SPECIAL PROVISIONS.

FOR 19" x 12•" CONCRETE CURB, SEE SPECIAL PROVISIONS.

ENGINEER

PROFESSIONAL

SEAL22992

N

ORTH

CAROLINA

R

AY .D ELLI

OT

T


9/27/2017

TOTAL BILL OF MATERIAL

ITEM

SUPERSTRUCTURE

END BENT 1

END BENT 2

TOTALS

(BRIDGE)

STEEL

REINFORCING

NO. LIN. FT.LUMP SUM LBS.

LUMP SUM

(2'-0" THK.)

CLASS II

RIP RAP,

BEARINGS

ELASTOMERIC

NO. LIN. FT.LUMP SUMTON S.Y.

LUMP SUM

C.Y.

SLABS

APPROACH

BRIDGE

LUMP SUM LUMP SUM

GEOTEXTILE

SQ. FT.

CORED SLABS

PRESTRESSED

3'-0" x 1'-6"

9

9

90

(BRIDGE)

CONCRETE

CLASS "A"

5

5

10

75

75

405

405

CHECKED BY :

DATE :

DATE :

DRAWN BY : JLA

BILL OF MATERIAL

S-4

RDE

100

180

678

492

1170150

50.1

49.2

99.3

3,801

3,801

7,602

LIN. FT.

RAIL

32" ALASKA

75.0

75.0

LIN. FT.

90.0

90.0

CURB

CONCRETE

19"x12•"

16

38

22

IN SOIL

EXCAVATION

PILE

LIN. FT.

39

75

36

LIN. FT.

NOT IN SOIL

EXCAVATION

PILE

3/17

3/17

GENERAL DRAWING

SHEET 4 OF 4

PILES

STEEL

GALVANIZED

HP12x53

120

210

80


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

STATION:

COUNTY

PROJECT NO.


12

3

4

SHEET OF

12+50.00-L-

Drawing Scale :

Placement Scale :

24




SHELBY, NC 28150PH (704) 476-0003



MACON

14.B.205624.1

PILING

STEEL SHEET

GALVANIZED

PZ27

ENGINEER

PROFESSIONAL

SEAL22992

N

ORTH

CAROLINA

R

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9/27/2017

#

1

2

3

* * SEE CHART FOR VEHICLE TYPE

LEGAL LOAD RATING * *

CONTROLLING LOAD RATING

I

EL

ER

- INTERIOR GIRDER

- EXTERIOR LEFT GIRDER

- EXTERIOR RIGHT GIRDER

GIRDER LOCATION

DESIGN LOAD RATING (HL-93)

DESIGN LOAD RATING (HS-20)

LOAD AND RESISTANCE FACTOR RATING (LRFD) SUMMARY FOR PRESTRESSED CONCRETE GIRDERS

STRENGTH I LIMIT STATE SERVICE III LIMIT STATE

MOMENT SHEAR MOMENT

LE

VE

L

VE

HI

CL

E

(TO

NS)

WEI

GH

T (W

)

LO

AD

RA

TI

NG

CO

NT

RO

LLI

NG

(RF)

RA

TI

NG

FA

CT

OR

S

MI

NI

MU

M

TO

NS

=

W

X

RF

FA

CT

OR

S

LI

VE

LO

AD

FA

CT

OR

S (D

F)

DI

ST

RI

BU

TI

ON

RA

TI

NG

FA

CT

OR

SP

AN

GI

RD

ER

LO

CA

TI

ON

SP

AN (ft)

LE

FT

EN

D

OF

DI

ST

AN

CE

FR

OM

FA

CT

OR

S (D

F)

DI

ST

RI

BU

TI

ON

RA

TI

NG

FA

CT

OR

SP

AN

GI

RD

ER

LO

CA

TI

ON

SP

AN (ft)

LE

FT

EN

D

OF

DI

ST

AN

CE

FR

OM

FA

CT

OR

S

LI

VE

LO

AD

FA

CT

OR

S (D

F)

DI

ST

RI

BU

TI

ON

RA

TI

NG

FA

CT

OR

SP

AN

GI

RD

ER

LO

CA

TI

ON

SP

AN (ft)

LE

FT

EN

D

OF

DI

ST

AN

CE

FR

OM

CO

MM

EN

T

NU

MB

ER

RATING

LOAD

DESIGN

RATING

LOAD

LEGAL

SV

HL-93(Inv) N/A 1 -- 1.75 EL 22 EL 0.80 EL 22

HL-93(Opr) N/A -- -- 1.35 EL 22 EL N/A -- -- -- -- --

HS-20(Inv) 36.000 2 1.75 EL 22 EL 0.80 EL 22

HS-20(Opr) 36.000 -- 1.35 EL 22 EL N/A -- -- -- -- --

SNSH 13.500 -- 1.4 EL 22 EL 0.80 EL 22

SNGARBS2 20.000 -- 1.4 EL EL 0.80 EL 22

SNAGRIS2 22.000 -- 1.4 EL EL 0.80 EL 22

SNCOTTS3 27.250 -- 1.4 EL 22 EL 0.80 EL 22

SNAGGRS4 34.925 -- 1.4 EL 22 EL 0.80 EL 22

SNS5A 35.550 -- 1.4 EL 22 EL 0.80 EL 22

SNS6A 39.950 -- 1.4 EL 22 EL 0.80 EL 22

SNS7B 42.000 3 1.4 EL 22 EL 0.80 EL 22

TNAGRIT3 33.000 -- 1.4 EL 22 EL 0.80 EL 22

TNT4A 33.075 -- 1.4 EL 22 EL 0.80 EL 22

TNT6A 41.600 -- 1.4 EL 22 EL 0.80 EL 22

TNT7A 42.000 -- 1.4 EL 22 EL 0.80 EL 22

TNT7B 42.000 -- 1.4 EL 22 EL 0.80 EL 22

TNAGRIT4 43.000 -- 1.4 EL 22 EL 0.80 EL 22

TNAGT5A 45.000 -- 1.4 EL 22 EL 0.80 EL 22

TNAGT5B 45.000 -- 1.4 EL 22 EL 0.80 EL 22

45' 45' 45'

45' 45'

45' 45' 45'

45' 45'

45' 45' 45'

45' 45' 45'

45' 45' 45'

45' 45' 45'

45' 45' 45'

45' 45' 45'

45' 45' 45'

45' 45' 45'

45' 45' 45'

45' 45' 45'

45' 45' 45'

45' 45' 45'

45' 45' 45'

45' 45' 45'

45' 45' 45'

45' 45' 45'

LIMIT STATE

STRENGTH I

DC

1.25

1.00

1.50

1.00

DWg g

SERVICE III

NOTES:

COMMENTS:

1.

2.

3.

4.

LOAD FACTORS:

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

3

LRFR SUMMARY

90° SKEW45' CORED SLAB UNIT

LRFR SUMMARY FOR

STANDARD

(NON-INTERSTATE TRAFFIC)

S-5NO. NO.BY: BY:DATE: DATE:

REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

STATION:

COUNTY

PROJECT NO.


12

3

4

SHEET OF

12+50.00-L-

Drawing Scale :

Placement Scale :

24




SHELBY, NC 28150PH (704) 476-0003



MACON

14.B.205624.1

FOR SPAN `A'

45'-0" SLAB LENGTH

44'-0" BRG. TO BRG. LENGTH

(TT

ST)

1.13

1.46

1.34

1.74

2.75

2.22

2.18

1.37

1.21

1.18

1.11

1.06

1.36

1.38

1.16

1.18

1.23

1.17

1.09

1.06

48

62

37

44

47

37

42

41

44

44

44

45

48

49

51

50

49

47

0.28

0.28

0.28

0.28

0.28

0.28

0.28

0.28

0.28

0.28

0.28

0.28

0.28

0.28

0.28

0.28

0.28

0.28

0.28

0.28

1.51

1.96

1.86

2.41

4.53

3.65

3.53

2.26

2.00

1.95

1.83

1.75

2.25

2.27

1.91

1.94

2.02

1.93

1.79

1.75

17.5

17.5

0.53

0.53

0.53

0.53

0.53

0.53

0.53

0.53

0.53

0.53

0.53

0.53

0.53

0.53

0.53

0.53

0.53

0.53

0.53

0.53

1.13

1.46

1.34

1.74

3.74

2.73

2.57

1.87

1.61

1.66

1.54

1.54

1.81

1.74

1.69

1.56

1.48

1.43

1.45

1.35

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0.28

0.28

0.28

0.28

0.28

0.28

0.28

0.28

0.28

0.28

0.28

0.28

0.28

0.28

0.28

0.28

0.28

0.28

1.15

1.41

2.75

2.22

2.18

1.37

1.21

1.18

1.11

1.06

1.36

1.38

1.16

1.18

1.23

1.17

1.09

1.06

CHECKED BY :

DATE :

DATE :

ASSEMBLED BY :

DRAWN BY :

CHECKED BY :

JLA

CVC

DNS

6/10

6/10

3/17

3/17RDE

1

2

ENGINEER

PROFESSIONAL

SEAL22992

N

ORTH

CAROLINA

R

AY .D ELLI

OT

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9/27/2017

13.7143

90° SKEW

CORED SLAB UNIT

PRESTRESSED CONCRETE

3'-0'' X 1'-6''

POST-TENSIONED STRAND OF CORED SLABS

GROUTED RECESS AT END OF

1''

STRAND VISE

TRANSVERSE STRAND

HOLE FOR

B B‚'' ‚''

†'' X 5'' X 5'' }

WITH GROUT

FILL RECESS

CORED SLAB

OF EXTERIOR

OUTSIDE FACE

NON-CORROSIVE PIPE.

SHEATHED WITH A

POST-TENSIONING STRAND

À 0.6'' • L.R. TRANSVERSE

SECTION B-BELEVATION VIEW

4‚''

5‚''

4"

4"

8"

9'' 1'-

6''

9''

BEARING PAD

ELASTOMERIC

SECTION AT END BENT

SHEET FOR DETAILS

APPROACH SLAB''

SEE ``BRIDGE

6"

SURFACE

WEARING

ASPHALT

VOIDS

10'' ~

PREVENT BOND.

ROOFING FELT TO

2 LAYERS OF 30 LB.

2 •'' • DOWEL HOLE

SHEAR KEY DETAIL

3''

4''4''

2 •''

2''

3''

1'-2'' 1'-2''

#5 S1

#5 S1

3'-0''

1'-6''1'-6''

#5 S1

END ELEVATION

À 2•'' •

DOWEL HOLES

…''

ƒ''

ƒ''

4''

3''

…''

9•'' 9•''8•'' 8•''

SHOWING PLACEMENT OF DOUBLE STIRRUPS

AND LOCATION OF DOWEL HOLES

(STRAND LAYOUT NOT SHOWN)

INTERIOR SLAB SECTION SHOWN-EXTERIOR SLAB

SECTION SIMILAR EXCEPT SHEAR KEY LOCATION.

NOTE: OMIT SHEAR KEY ON OUTSIDE FACE

OF EXTERIOR CORED SLABS.#5 S1

1'' C

L.

1'' C

L.

9''

1•" ~ BACKER ROD

SHEETS FOR DETAILS

SEE "END BENT"

1'-1•"

& #8 DOWELS

À BEARING

#4 B3

TYPICAL SECTION

* -

ONE SIMPLE SPAN WITH 18" PCCS UNITS

2''

#4 S2

2 •''

3'' 3''

EXTERIOR SLAB SECTION

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

#4 S2

2''

2 •''

INTERIOR SLAB SECTION

3'' 3''

1'-6''

3'-0''

1'-6''

10 •'' 10 •''

1'-

6''

9''

9''

1'-3''

10'' • VOIDS

( FOR PRESTRESSED STRAND LAYOUT, SEE

INTERIOR SLAB SECTION)

(TYPE 1)

#4 B3

#4 B3

(TYPE 2)

DEBONDING LEGEND

STRAND LAYOUT0.6'' • LOW RELAXATION

4"

THREADED INSERT DETAIL

9''

9''

CONTRACTOR.

DETERMINED BY

RECESSED …". SIZE TO BE

EXTERIOR UNIT AND

CAST IN OUTSIDE FACE OF

PERMITTED •" THREADED INSERT

ANCHOR }

1'-

0"

9•

"

3'-0"

11"8"11" 3"3"

2'-2" 10"

10"

RAIL FOR DETAILS.SEE, STANDARD 32" ALASKAAND POST ANCHOR PLATES‡" ~ ANCHOR BOLTS

1'-

6"

#4 S4

#4 S3

ANCHOR ASSEMBLY{ POST

1'-7"

2'-

0" RAIL DEATILS'' SHEETS

FOR DETAILS SEE ``32" ALASKA

32" ALASKA RAIL (TYP.)

GRADE PT.4" @ { BRG.

ROADWAY PLANS)

SURFACE (SEE

ASPHALT WEARING

(TYP.)

CONST. JT.

FINAL TENSIONING OF TRANSVERSE STRANDS

ALL ERECTION HAS BEEN COMPLETED AND AFTER

SHEAR KEYS TO BE FILLED WITH GROUT AFTER

3'-0"

27'-0"

23'-10"

11'-11"11'-11"

1'-7"

13'-6"13'-6"

9 PRESTRESSED CONSRETE CORED SLAB UNITS = 27'-0"

0.02

1" (TYP.)

(TY

P.)

IN 2•" ~ HOLE


0.6" ~ L.R. TRANSVERSE

4" @ { BRG.

4" @ { BRG.

0.02

CHECKED BY :

DATE :

DATE :

DRAWN BY : JLA

S-6

RDE

FIXED END

THICKNESS SEE THE ``32" ALASKA RAIL" DETAIL.

FOLLOWS THE PROFILE OF THE GUTTERLINE. FOR RAIL HEIGHT DETAILS AND ASPHALT

OF THE CURB AND ASPHALT THICKNESS VARIES WHILE THE TOP OF THE RAIL

THE MAXIMUM CURB HEIGHT AND ASPHALT THICKNESS IS SHOWN. THE HEIGHT

(17 STRANDS REQUIRED)

(17 STRANDS REQUIRED)

SEE STANDARD SPECIFICATIONS, ARTICLE 1078-7.

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

BOND SHALL BE BROKEN ON THESE STRANDS FOR A

SHEET 1 OF 3

3/17

3/17


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

STATION:

COUNTY

PROJECT NO.


12

3

4

SHEET OF

12+50.00-L-

Drawing Scale :

Placement Scale :

24




SHELBY, NC 28150PH (704) 476-0003



MACON

14.B.205624.1

LONG CHORD

1'-

0•

" @ {

BR

G.

1'-

6"

11•

" @

MI

D.

SP

AN

10'' • VOID

1'-

1•

"

2''

7'' 7''A B A

A = 2 SPA. @ 2" CTS. = 4"

B = 4 SPA. @ 2" CTS. = 8"

ENGINEER

PROFESSIONAL

SEAL22992

N

ORTH

CAROLINA

R

AY .D ELLI

OT

T


9/27/2017

S-7

90° SKEW

CHECKED BY :

DATE :

DATE :

DRAWN BY : JLA

RDE

DETAIL ``A''

15'-0"15'-0"15'-0"

45'-0"

15'-0"15'-0"15'-0"

9" 9"

1'-0"1'-0"

UNIT SIMILAR EXCEPT OMIT #4 S3 BARS.

NOTE: EXTERIOR UNIT SHOWN - INTERIOR

(TYPICAL EACH END OF UNIT)

9

PR

ES

TR

ES

SE

D

CO

NC

RE

TE

CO

RE

D

SL

AB

UNI

TS

= 27'-

0"

1'-

7"

23'-

10" (

CL

EA

R

RO

AD

WA

Y)

1'-

7"

(TYP.)

SEE DETAIL "A"

#4 S2#4 S3

GUTTERLINE

SEE DETAIL "B"

END POST

IN CURB AND

2-#4 B12 BARS

(TYP.)

RECESS DETAILS

SEE GROUTED

END POST

IN CURB AND

2-#4 B12 BARS

END POST

IN CURB AND

2-#4 B12 BARS

(2-BAR RUN)

#4 B3(TYP.)

IN 2•'' ~ HOLE (TYP.)


{ 0.6'' ~ L.R. TRANSVERSE

GUTTERLINE END POST

IN CURB AND

2-#4 B12 BARS

END POST

IN CURB AND

2-#4 B12 BARS

#4 S3

#4 S2

#4 S3

#4 S2

#4 S2

#4 S3

(TYP.)

90°00'00"SPLICE

1'-9"

4"

4"

(TYP.)

(TYP.)

3'-0" 3'-0"

59-#4 S2 PAIRS (SPACED AS SHOWN IN DETAIL "A")(TYP. EA. UNIT)

(TYP.)

MAT'L. IN RAIL

{ •'' EXP. JT.

PLAN OF UNIT

END POST

IN CURB AND

2-#4 B12 BARS

POST ANCHOR ASSEMBLY)

(TYP. AT EA. RAIL

"C" = 7 #4 S4 @ 4" CTS.

3/17

3/17

SHEET 2 OF 3


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

STATION:

COUNTY

PROJECT NO.


12

3

4

SHEET OF

12+50.00-L-

Drawing Scale :

Placement Scale :

24



MACON

14.B.205624.1

23'-10'' CLEAR ROADWAY

PLAN OF 45' UNIT

12"37-#4 S3 @ 1'-0" CTS.12"

4-#4 S3 @ 11" CTS. 4-#4 S3 @ 11" CTS.

37 #4 S3 @ 1'-0" CTS.

9 #4 S2 PAIRS @ 6" CTS.1'-0"

@ 10" CTS.

2-#5 S1

VOIDS

10" •

3'-0"

2•"

8•

"1'-

7"

8•

"

3'-

0"

1" CL.

6"DOWEL HOLES

À 2•" •

#4 S3

1'-8•" 1'-8•" 1'-8•" 1'-8•"

(TYP.)

MAT'L. IN RAIL

{ •'' EXP. JT.

LONG CHORD

(TYP. EA. INTERIOR SLAB UNIT)

10" ~ VOIDS

4'-1""C" "C" "C"8'-0""C"8'-0""C" "C" "C"4'-1"

1'-0"4 #4 S3 @ 11" CTS.9"

41 #4 S2 PAIRS10"

DETAIL ``B''

2•" ~ TRANSVERSE POST-TENSIONING STRAND HOLES

TO MAINTAIN 1" CLEAR TO GROUTED RECESS AND

#4 S2 & #4 S3 BARS MAY BE SHIFTED AS NECESSARY

VOIDS

10" •

15'-0" 15'-0"

IN 2•'' ~ HOLE (TYP.)


{ 0.6'' ~ L.R. TRANSVERSE

(TYP.)

MAT'L. IN RAIL

{ •'' EXP. JT.

END POST

IN CURB AND

2-#4 B12 BARS

GUTTERLINE

FACE

EXTERIOR


SHELBY, NC 28150PH (704) 476-0003



ENGINEER

PROFESSIONAL

SEAL22992

N

ORTH

CAROLINA

R

AY .D ELLI

OT

T


9/27/2017

S-8

13.7143

90° SKEW

STANDARD

CORED SLAB UNITPRESTRESSED CONCRETE

3'-0'' X 1'-6''

NOTES

BAR SIZE TYPE LENGTH WEIGHT

CLASS AA CONCRETE

LBS.

CU.YDS.

* EPOXY COATED REINFORCING STEEL

* STR

TOTAL NO.BARS PER PAIR OF EXTERIOR UNITS

BILL OF MATERIAL FOR END POSTS AND CURB

B12 12

* STR40E1

#4

#7

14'-7"

3'-0"

117

526

7.3

12

40

BAR TYPES

ALL BAR DIMENSIONS ARE OUT TO OUT

1

1'-0"

6"

BAR NUMBER SIZE TYPE WEIGHT WEIGHTLENGTH

INTERIOR UNITEXTERIOR UNIT

LENGTH

B3

S1

S2

S3*

REINFORCING STEEL LBS.

LBS.

CU. YDS.

No.

STR

1

3

3

#4

#5

#4

0.6" • L.R. STRANDS

4

8

* EPOXY COATED

REINFORCING STEEL

3'-9" 31 3'-9" 31

4'-10" 4'-10"

45' CORED SLAB UNITBILL OF MATERIAL FOR ONE

23'-3" 23'-3"

S4 3

62 62

3

S1

S2 2'-8"

1'-9"

S2

S4

1'-

0"

S1

&

S4

1'-3"

1'-

1"

1'-0"

1'-

0•

"

1'-

9•

"

118 381 381

5'-4"47

49

#4

#4

167

3'-3" 106

167

580

17 17

5.6

474

6.5

RAIL CURB SECTION

6"

3"

3"

3"

CHAMFER

CHAMFER

ƒ"

ƒ"

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-S

WHEN SLIP FORM IS USED )

( THIS IS TO BE USED ONLY

AT DAM IN OPEN JOINT

4"

ASSEMBLY

POST ANCHOR

À POST AND

EA. ANCHOR ASSEMBLY)

@ 4" CTS. (TYP.

#4 S3 BAR

(TYP.)

EXTERIOR SLAB SECTION

4"

45' UNIT

* STR32F1 #6 3'-5" 16432

( SQUARE INCHES )

AREA

( LBS. PER STRAND )

ULTIMATE STRENGTH

( LBS. PER STRAND )

APPLIED PRESTRESS

GRADE 270 STRANDS

0.6" • L.R.

0.217

58,600

43,950

CONCRETE RELEASE STRENGTH

UNIT PSI

NUMBER LENGTHTOTAL LENGTH

EXTERIOR C.S.

INTERIOR C.S.

TOTAL

CORED SLABS REQUIRED

45'-0"2

7

9

315'-0"

405'-0"

FINAL CAMBER

DEAD LOAD DEFLECTION AND CAMBER

CAMBER ( SLAB ALONE IN PLACE )

SUPERIMPOSED DEAD LOAD

DEFLECTION DUE TO

** INCLUDES FUTURE WEARING SURFACE

**

STRAND

0.6" • L.R.

@ MID-SPAN

ASPHALT OVERLAY THICKNESS

45' UNIT

45'-0"

90'-0"

45' UNITS

45' CORED SLAB UNIT

‚"

Ž"

45' UNITS

- TYPE I -

BEARING PAD

FIXED END

À BEARING PAD

2'-

6"

1'-

7"

1"

8"

4"4"

5•

" 5•

"

3'-

2•

"

1'-

11"

( TYPE I - 18 REQ' D )

1'-7"

2"

CL

R.

ANCHOR ASSEMBLY

{ GUARDRAIL

1'-

0•

"

CU

RB

(EA.

FA

CE)

@ 7"

CT

S.

2 #4 B12

#7 E1

#6 F1

3 #6

F1

2'-

2"

BEARING DETAILS

ELASTOMERIC

BE 50 DUROMETER HARDNESS.

ELASTOMER IN ALL BEARINGS SHALL

CHECKED BY :

DATE :

DATE :

DRAWN BY : JLA

8•

"

1'-

11"

2'-

2"

3'-

2•

"

4"

10"

4"

5•

"

2•"5-#7 E1 @ 10" CTS.

ANCHOR ASSEMBLY

{ GUARDRAIL

3 #6

F1

(EA.

FA

CE)

@ 7"

CT

S.

1'-0" CTS.

#4 S3 @

RAIL BRACKET{ CONC. INSERTS FOR

CONST. JT.

PERMITTED

CONST. JT.

PERMITTED

(EA. FACE)

(EA. FACE)

#6 F1

ELEVATION

SLIGHTLY TO AVOID GUARDRAIL ANCHOR ASSEMBLY.

REINFORCING STEEL IN END POST MAYBE SHIFTED

CURB AND END POST FOR 32" ALASKA RAIL

END VIEW

PLAN OF CURB PLAN OF END POST

SLIGHTLY TO AVOID GUARDRAIL ANCHOR ASSEMBLY.

REINFORCING STEEL IN END POST MAYBE SHIFTED

3'-9" END POST

1'-

7"

3'-9" END POST

1'-

6"

1"

(EA. FACE)

#4 B12

POST LOCATION

SIDE VIEW AT

AT EACH POST ASSEMBLY)

(SHOWING ADDITIONAL S4 BARS

7-#4 S4 BARS

(EA. FACE)

#4 B12

9"

1'-

7"

3'-9"

2•"5-#7 E1 @ 10" CTS.

(EA. FACE)

1'-10"

4" 4"

7"

1'-

6"

1"

(EA. FACE)

#6 F1

ANCHOR ASSEMBLY

{ GUARDRAIL

RAIL BRACKET{ CONC. INSERTS FOR


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

STATION:

COUNTY

PROJECT NO.


12

3

4

SHEET OF

12+50.00-L-

Drawing Scale :

Placement Scale :

24



MACON

14.B.205624.1

ALASKA

10"

1'-6"

1'-7"

1"

1'-

0•

" @ {

BR

G.

1'-

0"

8•

"

ANCHOR PLATE

SURFACE

WEARING

2-#4 B12

4"

ASSEMBLY

ANCHOR

À POST

#4 S3

11̂

" @

MI

DS

PA

N

#4 S4

#4 S3

1'-0"4-#4 S3 @ 11" CTS.

2•"#4 S3

{ 1" ~ HOLESSHEET 3 OF 3

245

6,000

1ˆ"

3'-0" x 1'-6"

3‰" 11•"

GUTTERLINE ASPHALT THICKNESS & CURB HEIGHT

8,000 P.S.I. CONCRETE

3/17

3/17RDE

CONST. JT.

PERMITTED

#4 S3

@ MID-SPAN

CURB HEIGHT

FOR GROUT FOR STRUCTURES, SEE SPECIAL PROVISIONS.

STRENGTH SHOWN IN THE ``CONCRETE RELEASE STRENGTH'' TABLE.

COMPRESSIVE STRENGTH OF NOT LESS THAN THE REQUIRED

UNIT SHALL BE DONE WHEN THE CONCRETE HAS REACHED A

THE TRANSFER OF LOAD FROM THE ANCHORAGES TO THE CORED SLAB

BE DONE IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS.

TRANSVERSE POST TENSIONING OF THE CORED SLAB UNITS SHALL

IN LENGTH.

JOINTS ARE REQUIRED FOR THOSE SEGMENTS LESS THAN 10 FEET

SEGMENTS LESS THAN 20 FEET IN LENGTH AND NO CONTRACTION

CONTRACTION JOINT IS REQUIRED AT MIDPOINT OF CURB

BETWEEN CURB EXPANSION JOINTS. ONLY ONE

CONTRACTION JOINT SHALL BE LOCATED AT EACH THIRD POINT

WITH ARTICLE 825-10(B) OF THE STANDARD SPECIFICATIONS. A

IN ALL EXPOSED FACES OF THE CURB AND IN ACCORDANCE

GROOVED CONTRACTION JOINTS, •" IN DEPTH, SHALL BE TOOLED

APPLY EPOXY PROTECTIVE COATING TO CORED SLAB UNIT ENDS.

SLAB UNIT ENDS.

PRESTRESSING STRANDS SHALL BE CUT FLUSH WITH THE CORED

SHALL BE EPOXY COATED.

ALL REINFORCING STEEL IN THE 32" ALASKA RAIL

LOCATION AND SPACING OF THE HOLD-DOWNS SHALL BE INDICATED.

HOLD-DOWN SYSTEM. IN ADDITION TO STRUCTURAL DETAILS,

REVIEW AND COMMENT, DETAILED DRAWINGS OF THE PROPOSED

SLABS, THE CONTRACTOR SHALL SUBMIT TO THE ENGINEER FOR

SIDEWAYS. AT LEAST SIX WEEKS PRIOR TO CASTING CORED

SHALL BE EMPLOYED TO PREVENT VOIDS FROM RISING OR MOVING

WHEN CORED SLABS ARE CAST, AN INTERNAL HOLD-DOWN SYSTEM

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 SLAB SECTIONS

THE TENSIONING OF THE STRANDS.

RECESSES FOR TRANSVERSE STRANDS SHALL BE GROUTED AFTER

PRICE BID FOR PRESTRESSED CONCRETE CORED SLABS.

SHALL BE GRADE 60 AND SHALL BE INCLUDED IN THE UNIT

ALL REINFORCING STEEL CAST WITH THE CORED SLAB SECTIONS

WITH THE STANDARD SPECIFICATIONS.

FOR SAMPLING REQUIREMENTS WHICH SHALL BE IN ACCORDANCE

GRADE 270 STRANDS AND SHALL CONFORM TO AASHTO M203 EXCEPT

ALL PRESTRESSING STRANDS SHALL BE 7-WIRE LOW RELAXATION

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

USED AS AN ALTERNATE.

SPECIFICATIONS. STAINLESS STEEL THREADED INSERTS MAY BE

GALVANIZED IN ACCORDANCE WITH SECTION 1076 OF THE STANDARD

BE SIZED BY THE CONTRACTOR, SPACED AT 4'-0" CENTERS AND

THE PERMITTED THREADED INSERTS IN THE EXTERIOR UNITS SHALL

DURING CONSTRUCTION.

FOR THE CONTRACTOR TO ATTACH FALSEWORK AND FORMWORK

THE PERMITTED THREADED INSERTS ARE DETAILED AS AN OPTION

ANCHOR BOLTS

4- ‡" ~ x 2'-4"



SHELBY, NC 28150PH (704) 476-0003


ENGINEER

PROFESSIONAL

SEAL22992

N

ORTH

CAROLINA

R

AY .D ELLI

OT

T


9/27/2017

6•"

ELEVATION

SIDE ELEVATIONFRONT ELEVATION

2"

6"

8"

1'-

11"

DETAILS OF POST

1'-

11" 1'-

2"

2•

"

W 8 X 24

2"

2"

IN FLANGE

SLOTS

HORIZONTAL

1" X 1•"

RAIL SPLICE DETAILS

‰"

4‚

"

*

*

4‚"

‰"

‚" } (TYP.)

(TYP.)

5•" 5"

PLATE WASHER

2„"

‡"

‡"

‡"

1ƒ

"

1‚"

‡" ~ HOLE

‚"

2„"

PLAN

ELEVATION

TUBE

RAIL SPLICE

* *

JOINTS.

TABLE 1 FOR OPENING FOR SPLICES AT EXPANSION

* * -1" FOR SPLICE NOT AT EXPANSION JOINT; SEE

EDGES PRIOR TO GALVANIZING TO ASSURE FIT.

TO MATCH INSIDE OF METAL RAIL. GRIND ALL

* - DIMENSION AFTER GRINDING RADIUS ON CORNERS

1'-4'' 1'-4''

10'-0" MAX

CURB

10•"

SEE ``RAIL POST SPACINGS AND END OF RAIL DETAILS'' SHEET

NOTES

GENERAL NOTES

BE SPLICED AS DETAILED. PANEL LENGTHS OF RAIL SHALL BE ATTACHED TO A MINIMUM OF THREE POSTS.

RAILING SHALL BE CONTINUOUS FROM END POST TO END POST OF BRIDGE. EACH JOINT IN RAIL LENGTH SHALL

CERTIFIED MILL REPORTS ARE REQUIRED FOR RAILS AND POSTS. SHOP INSPECTION IS NOT REQUIRED.

METAL RAIL POSTS SHALL BE SET NORMAL TO CURB GRADE.

SHIMS SHALL BE USED AS NECESSARY FOR POST ALIGNMENT.

CURVATURE IN A UNIFORM MANNER ACCEPTABLE TO THE ENGINEER.

IN THE FIELD. IN EITHER EVENT, THE RAIL SHALL CONFORM WITHOUT BUCKLING OR KINKING TO THE REQUIRED

THE CONTRACTOR MAY, AT HIS OPTION, HAVE THE REQUIRED CURVATURE IN THE RAIL FORMED IN THE SHOP OR

CURVED RAIL USAGE: WHERE RAILS ARE TO BE USED ON BRIDGES ON HORIZONTAL AND/OR VERTICAL CURVATURE

APPEARANCE OF THE POST, BUT REMAINS VISIBLE AFTER RAIL PLACEMENT.

ON EACH POST. THE METHOD OF MARKING AND LOCATION SHALL BE SUCH THAT IT DOES NOT DETRACT FROM THE

TO INSURE FUTURE IDENTIFICATION OF THE FABRICATOR, A PERMANENT IDENTIFYING MARK SHALL BE PLACED

GALVANIZED STEEL RAILS

MATERIAL AND GALVANIZING ARE TO CONFORM TO THE FOLLOWING SPECIFICATIONS:

SPECIFICATIONS TT-P-641.

RICH PAINT MEETING THE REQUIREMENTS OF FEDERAL SPECIFICATION MIL-P-26915 USAF TYPE 1, OR OF FEDERAL

THE CUT ENDS OF GALVANIZED STEEL RAILING, AFTER GRINDING SMOOTH SHALL BE GIVEN TWO COATS OF ZINC

LOCKWASHERS, AND NUTS.

THE RAIL SECTIONS SHALL BE ATTACHED TO THE POSTS BY TWO THREADED ƒ" ~ WELDED STUDS, PLATE WASHERS,

STEEL-GALVANIZED TO AASHTO M111.

POST, POST BASES, ANCHOR PLATES AND RAIL SPLICE TUBES: AASHTO M270 GRADE 36 STRUCTURAL

FOR END OF RAIL TO CLEAR FACE OF CONCRETE END POST DIMENSION, SEE STANDARD NO. BMR9.

GENERAL NOTES AND THE FOLLOWING SPECIFICATIONS. ALUMINUM RAIL WILL NOT BE AN OPTION.

METAL RAIL SHALL BE GALVANIZED STEEL IN ACCORDANCE WITH THE REQUIREMENTS OF THE

ASTM A563 DH, AND WASHERS TO ASTM F436,TYPE 1. NUTS AND WASHERS SHALL BE GALVANIZED TO AASHTO M111.

HIGH STRENGTH ANCHOR BOLTS SHALL CONFORM TO ASTM F1554 GRADE 105. HEAVY HEX NUTS SHALL CONFORM TO

WELDED RAIL STUDS: ASTM A108-GALVANIZED TO AASHTO M111.

RAILS: ASTM A500 GRADE B - GALVANIZED TO AASHTO M111.

PAY LENGTH

FOR 32" ALASKA RAIL, SEE THE SPECIAL PROVISIONS.

LIN. FT.

1'-

0" 4•

"4•

"1•

"1•

"

PLAN

1'-

0"

ROADWAY FACE

Š"6"

POST ATTACHMENT DETAIL

{ PLATE

6"

W 8 X 24 POST

{ PLATE &

5" 5" 1•"1•"

1'-1" 1'-1"

6•" 6•"

1•"

1"

FRONT ELEVATION

1•"

1'-1"

5" 5"

{ PLATE

SECTION THRU RAIL

~ HOLES

{ 1„"

POST BASE DETAILS

ANCHOR PLATE DETAILS

PLAN

6" ~ HOLE …"

1'-

0" 4•

"4•

"1•

"1•

"

{ PLATE

5" 5" 1•"1•"

1'-1"

1•" 1•"

1'-1"

5" 5"

{ PLATE

ELEVATION

HOLES

{ 1" ~

CHECKED BY :

DATE :

DATE :

ASSEMBLED BY :

DRAWN BY :

CHECKED BY :

JLA

RWW

TMG

7/14

7/14

75

SHEET 1 OF 2

STANDARD

32" ALASKA RAIL

S-9

1'-7"

NOTE : FOR ATTACHMENT OF METAL RAIL TO END POST, SEE SHEET S-10.

1'-

2"

7•

"8•

"

10"

1'-6" 1"

{ HSS 5 X 5 X Š"

{ HSS 5 X 5 X Š"

ANCHOR PLATE

(LEVEL)

CONST. JT.

POST BASE

POST

À W 8 X 24

IN TWO PLACES (TYP.)

ANCHOR BOLT HEAD

PLATE TO EACH

TACK WELD ANCHOR

THE CONST. JT.

15" MIN. ABOVE

PROJECTED

ANCHOR BOLTS

x 2'-3"

4- ‡" ~

1/15ADDED

3/17

3/17 NO. NO.BY: BY:DATE: DATE:

REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

STATION:

COUNTY

PROJECT NO.


12

3

4

SHEET OF

12+50.00-L-

Drawing Scale :

Placement Scale :

24




SHELBY, NC 28150PH (704) 476-0003



MACON

14.B.205624.1

RDE

SPLICE

ARE REQUIRED FOR THOSE SEGMENTS LESS THAN 10 FEET IN LENGTH.

REQUIRED AT MIDPOINT OF CURB SEGMENTS LESS THAN 20 FEET IN LENGTH AND NO CONTRACTION JOINTS

BE LOCATED AT EACH THIRD POINT BETWEEN BRIDGE ENDS. ONLY ONE CONTRACTION JOINT IS

AND IN ACCORDANCE WITH ARTICLE 825-10(B) OF THE STANDARD SPECIFICATIONS. A CONTRACTION JOINT SHALL

GROOVED CONTRACTION JOINTS, •" IN DEPTH, SHALL BE TOOLED IN ALL EXPOSED FACES OF THE CURB

ENGINEER

PROFESSIONAL

SEAL22992

N

ORTH

CAROLINA

R

AY .D ELLI

OT

T


9/27/2017

(TY

P.)

2•

"2•

"

À POST

2" (TYP.)

4"

2" (TYP.)

{ HSS 5 X 5 X Š"

RAIL STUD DETAILS

‰"TYP.

METAL RAIL ATTACHMENT BRACKET

SLOTTED HOLES

2- ‡" X 2"

METAL RAIL

1•"

6"

8"

•" 4‹" 4‚" Š"

4‚

"1‡

"

2" 7"

9"

2"

4"

2"

8"

1‡

"

2"

INSERT TUBE

METAL RAIL

INSERT TUBE

METAL RAIL

THE METAL RAIL INSERT TUBE SHALL BE FABRICATED FROM ‚" PLATES.

1'-

7"

7"

À RAIL POST

1'-4"

4•''

END POST

FACE ROADWAY2"

PLAN - RAILS AND END POST

RAIL SECTION

ATTACHMENT BRACKET

METAL RAIL

ELEVATION

PLANRAIL SECTION

AND 2'' O.D.WASHER

ƒ'' • X 1†'' BOLT

CONCRETE INSERT,

À ƒ" STRUCTURAL

RAIL STUDS

ƒ" ~ WELDED

RAIL STUDS

2-ƒ" ~ WELDED

AP

PR

OX.4''

FERRULE

ELEVATIONPLAN

*

STRUCTURAL CONCRETE INSERT

STRENGTH OF THE WIRE.

FERRULE SHALL DEVELOP THE TENSILE

* EACH WELDED ATTACHMENT OF WIRE TO

CLOSED-END

FERRULECONTACT POINTS )

R.P.W.( TYP.ALL

WIRE STRUT

.375'' ~

CHECKED BY :

DATE :

DATE :

ASSEMBLED BY :

DRAWN BY :

CHECKED BY :

JLA

NOTESSTRUCTURAL CONCRETE INSERT

METAL RAIL TO END POST CONNECTION

NOTES

A.

B.

C.

A.

B.

FERRULES SHALL ENGAGE A ƒ''• X 1†'' BOLT WITH 2'' O.D. WASHER IN PLACE. THE ƒ''• X 1†'' BOLT

SHALL HAVE N. C. THREADS.

THE ƒ'' STRUCTURAL CONCRETE INSERTS WITH BOLTS SHALL BE ASSEMBLED IN THE SHOP.

THE ADHESIVE BONDING SYSTEM IS NOT REQUIRED.

THAT APPLY TO THE ƒ'' • X 1†'' BOLTS SHALL APPLY TO THE ƒ'' • X 6•'' BOLTS. FIELD TESTING OF

BOLTS WITH WASHERS SHALL BE REPLACED WITH ƒ'' • X 6•'' BOLTS AND 2'' O.D. WASHERS. ALL SPECIFICATIONS

CONCRETE INSERT EMBEDDED IN THE END POST. IF THE ADHESIVE BONDING SYSTEM IS USED, THE ƒ'' • X 1†''

THE CONTRACTOR, AT HIS OPTION, MAY USE AN ADHESIVE BONDING SYSTEM IN LIEU OF THE STRUCTURAL

EACH STRUCTURAL CONCRETE INSERT ASSEMBLY SHALL CONSIST OF THE FOLLOWING COMPONENTS:

EACH METAL RAIL TO END POST CONNECTION SHALL CONSIST OF THE FOLLOWING COMPONENTS:

ƒ'' STRUCTURAL CONCRETE INSERTS SHALL HAVE A WORKING LOAD SHEAR CAPACITY OF 4800 LBS. THE

A MINIMUM TENSILE STRENGTH OF 90,000 PSI IS ACCEPTABLE.

SHALL HAVE A MINIMUM TENSILE STRENGTH OF 100,000 PSI. AS AN OPTION, A ‹'' ~ WIRE STRUT WITH

WIRE STRUT SHOWN IN THE STRUCTURAL CONCRETE INSERT DETAIL IS THE MINIMUM ALLOWABLE SIZE AND

SHALL BE APPROVED BY THE ENGINEER.)

CONFORM TO OR EXCEED THE MECHANICAL REQUIREMENTS OF ASTM A307. THE USE OF THIS ALTERNATE

MAY BE USED AS AN ALTERNATE FOR THE ƒ'' ~ X 1†'' GALVANIZED BOLT AND WASHER. THEY SHALL

AND WASHER SHALL BE GALVANIZED. ( AT THE CONTRACTOR'S OPTION, STAINLESS STEEL BOLT AND WASHER

1 - ƒ'' • X 1†'' BOLT WITH WASHER. BOLT SHALL CONFORM TO THE REQUIREMENTS OF ASTM A307. BOLT

SHALL HAVE A MINIMUM LENGTH OF THREADS OF 1•''.

FERRULE SHALL BE MADE FROM STEEL MEETING THE REQUIREMENTS OF AASHTO M169, GRADE 12L14 AND

AND SHALL BE GALVANIZED AFTER FABRICATION TO AASHTO M111.

•'' METAL BRACKET PLATE AND ‚" METAL RAIL INSERT TUBE SHALL CONFORM TO AASHTO M270 GRADE 36

COMPLETE IN PLACE SHALL BE INCLUDED IN THE VARIOUS PAY ITEMS.

THE COST OF THE ƒ'' STRUCTURAL CONCRETE INSERT, THE •'' BRACKET PLATES, AND THE RAIL INSERT TUBES

PLAN OF RAIL POST SPACINGS

RWW

TMG

7/14

7/14

27'-

0"

1'-

7"

11'-

11"

11'-

11"

1'-

7"

45'-0"

3'-9"1'-4"3'-8•"3'-8•"10'-0"10'-0"3'-8•"3'-8•"1'-4"3'-9"

2-#4 B12

END POST END POST

2-#4 B12 2-#4 B12

STANDARD

END OF RAIL DETAILSAND

RAIL POST SPACINGS

FOR 32" ALASKA RAIL

SHEET 2 OF 2

S-10

3/17

3/17

GUTTERLINE

GUTTERLINE


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

STATION:

COUNTY

PROJECT NO.


12

3

4

SHEET OF

12+50.00-L-

Drawing Scale :

Placement Scale :

24




SHELBY, NC 28150PH (704) 476-0003



MACON

14.B.205624.1

RDE

LONG CHORD

ENGINEER

PROFESSIONAL

SEAL22992

N

ORTH

CAROLINA

R

AY .D ELLI

OT

T


9/27/2017

MAA

GM

5/10

5/10

REV.

REV.

REV.

6/13

1/15

12/5/11 MAA/GM

MAA/GM

MAA/TMG

CHECKED BY :

DATE :

DATE :

ASSEMBLED BY :

DRAWN BY :

CHECKED BY :

JLA

RDE

PLAN

GUARDRAIL ANCHOR ASSEMBLY DETAILS

END VIEW

À GUARDRAIL

ANCHOR ASSEMBLY

11"

1'-

6"

À 1ˆ" ~ HOLES (TYP.)

‚" HOLD-DOWN }

ASSEMBLY

ANCHOR

À GUARDRAIL

‚" HOLD-DOWN }

1‚" ~ HOLE (TYP.)

3•

"3

Ž"

3Ž

"3•

"

ANCHOR ASSEMBLY

À GUARDRAIL

4" 4"

3 •

"3

Ž"

3

Ž"

3 •

"

WASHERS (TYP.)

WITH ROUND

{ ‡" ~ X 1'-9" BOLT

1'-7"

1'-

11"

4"

4"

1'-10"

@ END BENT

EDGE OF SLAB

ANCHOR ASSEMBLY

{ GUARDRAIL

FINSH GRADE

PLAN

1'-10"

4"

4"

4"

4"

1'-10"

ANCHOR ASSEMBLY

{ GUARDRAIL

ANCHOR ASSEMBLY

{ GUARDRAIL

END VIEW

ELEVATION

ASSEMBLY

ANCHOR

À GUARDRAIL

1'-

11"

1'-7"

LOCATION OF GUARDRAIL ANCHOR AT END POST

NOTES

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

CLEAR ASSEMBLY BOLTS.

THE VERTICAL REINFORCING BARS MAY BE SHIFTED SLIGHTLY IN THE END POST TO

COMPLETE IN PLACE, SHALL BE INCLUDED IN THE VARIOUS PAY ITEMS.

THE COST OF THE GUARDRAIL ANCHOR ASSEMBLIES WITH BOLTS, NUTS AND WASHERS

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 THE PARAPET. 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

* LOCATION OF GUARDRAIL ATTACHMENT

SKETCH SHOWING POINTS OF ATTACHMENT

*

*

*

*

@ END BENT 1

EDGE OF SLAB

@ END BENT 2

EDGE OF SLAB

(32" ALASKA RAIL) FOR METAL TUBE RAILS

DETAILS

GUARDRAIL ANCHORAGE

3/17

3/17 S-11NO. NO.BY: BY:DATE: DATE:

REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

STATION:

COUNTY

PROJECT NO.


12

3

4

SHEET OF

12+50.00-L-

Drawing Scale :

Placement Scale :

24




SHELBY, NC 28150PH (704) 476-0003



MACON

14.B.205624.1

ENGINEER

PROFESSIONAL

SEAL22992

N

ORTH

CAROLINA

R

AY .D ELLI

OT

T


9/27/2017

27.4287

33'-0"

16'-6"16'-6"

7'-11‹" 7'-11‹"

4'-

3"

1'-

6"

2'-

9"

1'-

0"

2'-6"

1'-6"

1'-0"

1'-3•"

1'-2•"

9'-

8‹

"

1'-

9"

7'-

11‹

"

11'-3"

6 PZ27 GALV

ANIZED SHEET PILES

9•"9•"

22 PZ27 GALVANIZED SHEET PILES

FACE

FILL

1'-

0"

TO {

PZ27

SH

EE

T

PI

LE

S

GA

LV

ANI

ZE

D

(TYP. EA. WING)

SHEET PILES

GALVANIZED

2'-

10•

"

3'-

1•

"

TO {

PI

LE

S

(SHEET 2 OF 5)

SEE DETAIL "B"(SHEET 2 OF 5)

SEE DETAIL "C"1'-5" 1'-7"

-L-

(TYP.) (TYP.)

(TYP.)

135°00'00"

5" 3'-5"12'-8"12'-8"3'-5" 5"

2'-6"

1'-6"

1'-0"

1'-3•"

1'-2•"

9'-

8‹

"

7'-

11‹

"1'-

9"

1'-

6"

2'-

9"

4'-

3"

11"

1'-4"

11'-3"

1'-

0"

MAT'L. (TYP.)

1" EXP. JT.(TYP.)

LONG CHORD

6 PZ27 GALV

ANIZED SHEET PILES

90°00'00"

TO LONG CHORD

(LEVEL)

TOP OF WING

EL. 2,054.32

EL. 2,052.15

PO

UR #1

PO

UR #2

WI

NG)

(UP

PE

R

EL. 2,052.07

EL. 2,051.82

1'-

0"

(TY

P.)

9" 8" CTS. (TYP. EA. BAY)10 PAIRS OF #4 U1 @

9"

(TYP. EA. BAY)

10 #4 S1 @ 8" CTS. (TYP.)(TYP.)

9"#4 U1

PAIR OF

#4 S1 &

9"#4 U1

PAIR OF

#4 S1 &(TYP. EA. PILE)

14 #4 S2

ELEVATIONSTOP OF PILE

PLAN

ELEVATION

4 #9 B1

@ 5'-0" CTS.

3" HIGH BEAM BOLSTER

(TY

P.)

1'-

6"

(3'-0" MIN. SPLICE)

(2 BAR RUNS)

#5 B2 (EA. FACE)

0.020.02

(LEVEL)

BOTTOM OF CAP

EL. 2,043.00

1

2

3

4

5

2,050.62

2,050.47

2,050.32

2,050.17

2,050.02

END BENT No. 1

SUBSTRUCTURE

CHECKED BY :

DATE :

DATE :

DRAWN BY : JLA

RDE

A

A

S-12

(CA

P,

LO

WE

R

WI

NG

CO

PI

NG)

& WING COPING

BOTTOM OF CAP

EL. 2,049.65

(LEVEL)

WING COPING

TOP OF LOWER

EL. 2,051.49

2'-

6"

(TY

P.)

W2W1

SHEET 1 OF 5

(LEVEL)

TOP OF WING

EL. 2,053.82

EL. 2,051.57 EL. 2,051.49

& WING COPING

BOTTOM OF CAP

EL. 2,048.99

(LEVEL)

WING COPING

TOP OF LOWER

EL. 2,052.15

(SHEET 5 OF 5)

SEE DETAIL "A"

1 2 3 4 5

1'-3"1'-6" 1'-6"

1'-5"

&

DO

WE

LS

TO {

BR

G.

7'-6"7'-6"7'-6"7'-6"

3/17

3/17

(9 REQ'D)

OVER PILES @ 4'-0" CTS.

#4 B4 UNDER #4 B3


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

STATION:

COUNTY

PROJECT NO.


12

3

4

SHEET OF

12+50.00-L-

Drawing Scale :

Placement Scale :

24




SHELBY, NC 28150PH (704) 476-0003



MACON

14.B.205624.1

10"

W.P. #1

(TYP.)(TYP.)

91°52'24"

TO TAN -L-

JT.

CONST.

JT.

CONST.

(GALVANIZED)

{ HP 12 X 53 STEEL PILES

(2'-5" MIN. SPLICE)

(2 BAR RUN)

4 #9 B1 & 2 #4 B3

(2'-5" MIN. SPLICE)

SHEET PILE)(2 BAR RUNS)

4 #4 B3 (OVER HP PILES &

(2'-5" MIN. SPLICE)

#4 B3 (2 BAR RUN)

FOR SECTION A-A, SEE SHEET 5 OF 5.

REINFORCING STEEL AND SHEET PILES IN WINGS NOT SHOWN FOR CLARITY.

FOR GALVANIZED SHEET PILES, SEE SHEET 2 OF 5.

GALVANIZED SHEET PILES IN CAP NOT SHOWN FOR CLARITY.

ENGINEER

PROFESSIONAL

SEAL22992

N

ORTH

CAROLINA

R

AY .D ELLI

OT

T


9/27/2017

EL. 2,051.57 EL. 2,051.49

(LEVEL)

TOP OF WING

EL. 2,054.32

EL. 2,052.15

EL. 2,052.07

EL. 2,051.82

(LEVEL)

TOP OF WING

EL. 2,053.82

0.020.02

A

A

ELEVATION

DETAIL "B" DETAIL "C"

CONNECTOR)

(CORNER

COBRA 135°

SHEET PILES

PZ27 GALVANIZED

33'-0"

2'-

6"

(LEVEL)

WING COPING

TOP OF LOWER

EL. 2,052.15

& WING COPING

BOTTOM OF CAP

EL. 2,048.99

1'-

0"

MI

N.

PZ27 GALVANIZED SHEET PILES

& WING COPING

BOTTOM OF CAP

EL. 2,049.65

(LEVEL)

BOTTOM OF CAP

EL. 2,043.00

(T

YP.)

EM

BE

DM

EN

T

SHEET PILES

PZ27 GALVANIZED

SHEET PILES

PZ27 GALVANIZED

IN LOWER WING COPING EL. 2,050.65

TOP OF GALVANIZED SHEET PILE



CONNECTOR

COBRA 135°CONNECTOR

COBRA 135°

WORKLINE

16'-6"16'-6"

ANCHOR STUD DETAILS

1'-

0"

1'-6"

3"

3"

135°00'00"

CONNECTOR)

(CORNER

COBRA 135°

SHEET PILES

PZ27 GALVANIZED

DETAILS

SHEET PILE

END BENT No. 1

S-13

CHECKED BY :

DATE :

DATE :

DRAWN BY : JLA

RDE

SHEET 2 OF 5

(LEVEL)

WING COPING

TOP OF LOWER

EL. 2,051.49

SUBSTRUCTURE

3/17

3/17

HP12x53 PILES)

ALONG FACE ADJACENT TO

(1 STUDS PER SHEET PILE

WELDED TO SHEET PILES.

ƒ" DIA. x 5" ANCHOR STUDS

REFUSAL ON ROCK.

SHEET PILE SHALL BE DRIVEN TO

FROM EL. 2037.2'| TO EL. 2039.5'|.

SHEET PILE TIP ELEVATION VARIES


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

STATION:

COUNTY

PROJECT NO.


12

3

4

SHEET OF

12+50.00-L-

Drawing Scale :

Placement Scale :

24




SHELBY, NC 28150PH (704) 476-0003



MACON

14.B.205624.1


HP PILE AND REINFORCING STEEL NOT SHOWN FOR CLARITY.

FOR GALVANIZED STEEL SHEET PILES, SEE SPECIAL PROVISION.

ENGINEER

PROFESSIONAL

SEAL22992

N

ORTH

CAROLINA

R

AY .D ELLI

OT

T


9/27/2017

11'-3"

2'-

6"

CHECKED BY :

DATE :

DATE :

DRAWN BY : JLA

RDE

2"

CL.

2"

CL.

3"

7Œ

"

1'-

2•

"1'-

3•

"

4'-3"

2'-

6"

11 #4 S3 & S4 @ 1'-0" CTS.


4 #4 V1 #4 H1

#4 H2

FILL FACE

SHEET PILES

{ PZ27 GALVANIZED

#4 V1

135°00'00"

4'-3"

1'-11‚

"

1'-8•"

7‚"

1'-

3•

"1'-

2•

"

2"

CL.

2"

CL.

SHEET PILES

{ PZ27 GALVANIZED

#4 H2

#4 H1 #4 V2

135°00'00"

FILL FACE

11'-3"

11 #4 S3 & S4 @ 1'-0" CTS.


3"

4 #4 V2

7Œ

"

PLAN OF W1 COPING PLAN OF W2 COPING

2'-

6"

2'-

6"

11 #4 S3 & S4 @ 1'-0" CTS.

#4 V1 BARS (SPACED AS SHOWN ABOVE)2"

CL.

1'-

3"

@ 3'-0" CTS.

3" HIGH B.B.

#4 "H"BARS #4 "H"BARS

11 #4 S3 & S4 @ 1'-0" CTS.

#4 V2 BARS (SPACED AS SHOWN ABOVE)

3" HIGH B.B.

@ 3'-0" CTS.1'-

3"

2"

CL.

ELEVATION OF W1 COPING ELEVATION OF W2 COPING

B

B

C

C

SECTION B-B

SECTION C-C

2'-

6"

1'-

3"

1'-

0"

1'-3•"1'-2•"

2'-6"

10"10"10"

#4 H1 #4 H2

SHEET PILES

{ PZ27 GALVANIZED

SHEET PILES

PZ27 GALVANIZED

SHEET PILES

PZ27 GALVANIZED

FILL FACE

#4 V1

#4 S3

#4 S4

2 CL.

2"

CL.

3" H.B.B

2'-

6"

1'-

3"

1'-

0"

1'-3•" 1'-2•"

2'-6"

10" 10" 10"

#4 H1#4 H2

SHEET PILES

{ PZ27 GALVANIZED

FILL FACE

2 CL.

2"

CL.

3" H.B.B

#4 V2

DETAILS

WING COPING

END BENT No. 1

SHEET 3 OF 5

S-14

(LEVEL)

EL. 2,048.99

WING COPING

BOTTOM OF

(LEVEL)

EL. 2,049.65

WING COPING

BOTTOM OF

#4 S4

#4 S3

SUBSTRUCTURE

EL. 2,052.15 (LEVEL)

TOP OF WING COPING

EL. 2,050.65 (LEVEL)

TOP OF SHEET PILES EL. 2,051.49 (LEVEL)

TOP OF WING COPING

EL. 2,049.99 (LEVEL)

TOP OF SHEET PILES

9„

"

1'-11‚"

1'-8•"

7‚"

9„

"

3/17

3/17


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

STATION:

COUNTY

PROJECT NO.


12

3

4

SHEET OF

12+50.00-L-

Drawing Scale :

Placement Scale :

24




SHELBY, NC 28150PH (704) 476-0003



MACON

14.B.205624.1

2Š"1'-8Š" 7…"

2Š" 1'-8Š"7…"

(E

A. F

ACE)

@ 1'-

0" C

TS.

10'-2Œ"

11 #4 V1 @ 1'-0" CTS. (EA. FACE) 11 #4 V2 @ 1'-0" CTS. (EA. FACE)

(E

A. FACE)

@ 1'-0" CTS.

10'-2Œ"

ENGINEER

PROFESSIONAL

SEAL22992

N

ORTH

CAROLINA

R

AY .D ELLI

OT

T


9/27/2017

11'-3"

10'-10"

2'-

6"

3'-10"

3'-5"

1'-6"

1'-0"

1'-9"

4'-3"

2'-

6" 1'-

6"

1'-

0"

1'-

6"

1'-

0"

11'-3"

10'-10"

3'-5"

3'-10"

1'-9"

1'-0"

1'-6"

4'-3"

2" C

L.

2" C

L.

2"

CL.

2"

CL.

2"

CL.

2"

CL.

2'-

2ˆ

"2'-

6"

4'-

8ˆ

"

4'-

9•

"

2'-

3•

"2'-

6"

1'-

0" C

TS.

4 #4 V1 @

#4 V1

2" CL.

2" CL.

#4 H3

#4 H4

135°00'00"

1'-0" CTS.

4 #4 V2

@

#4 V2

#4 H4

#4 H3

#4 K1 #4 K1

#4 V1 (SPACED AS SHOWN ABOVE)#4 V2 (SPACED AS SHOWN ABOVE)

11"

11"

#4 K1

11"

11"

#4 H4 (FILLL FACE)

#4 H3 (FRONT FACE) OR

(LEVEL)

TOP OF WING

EL. 2,054.32

#4 H4 (FILLL FACE)


X

X

Y

Y

PLAN OF W1 PLAN OF W2

ELEVATION OF W2ELEVATION OF W1

CHECKED BY :

DATE :

DATE :

DRAWN BY : JLA

RDE

SHEET 4 OF 5

WING DETAILS

END BENT No. 1

S-15

2"

CL.

2"

CL.

11"

11"

11"

11"

#4 K1

FILL FACE FILL FACE

135°00'00"

2'-

3•

"2'-

6"

CONST. JT.CONST. JT.

1'-6" 1'-0"

2'-6"

2" CL.

2" CL.

2"

CL.

11"

11"

4'-

9•

"

#4 H4

#4 H3

#4 V2#4 V1

#4 V2

FACE

FILL

CONST. JT.

1'-6"1'-0"

2'-6"

2" CL.

2'-

2ˆ

"2'-

6"

2" CL.

2"

CL.

11"

11"

4'-

8ˆ

"

FACE

FILL

CONST. JT.

#4 V1

#4 H3

#4 H4

SECTION X-X

SECTION Y-Y

SHEET 4 OF 5

SUBSTRUCTURE

(LEVEL)

TOP OF WING

EL. 2,053.82

3/17

3/17


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

STATION:

COUNTY

PROJECT NO.


12

3

4

SHEET OF

12+50.00-L-

Drawing Scale :

Placement Scale :

24




SHELBY, NC 28150PH (704) 476-0003



MACON

14.B.205624.1


(EA. F

ACE) (E

A. FACE)

ENGINEER

PROFESSIONAL

SEAL22992

N

ORTH

CAROLINA

R

AY .D ELLI

OT

T


9/27/2017

27.4287

SHEET 5 OF 5

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.

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.

TEMPORARY DRAINAGE AT END BENT

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

45

60

45

60

POSITION OF PILE DURING WELDING.

DETAIL B

0'' TO „''

0'' TO „''

0''

TO „''

0''

TO „''

PILE SPLICE DETAILS

+10°

-0°

10°0°

BACK GOUGE

BACK GOUGEDETAIL A

DETAIL B

DETAIL A

PILE VERTICAL

OR VERTICAL

PILE HORIZONTAL

CHECKED BY :

DATE :

DATE :

DRAWN BY : JLA

RDE

DETAIL ``A''

2'-6"

1'-3"1'-3"

8"

4"

4"

1'-7"

9•"9•"

4'-

3"

3'-

1•

"1'-

1•

"

1'-

7•

"1'-

6"

{ CORED SLAB

{ BEARING

FILL FACELINE

BACKWALL

(TYP.)

9" ABOVE CAP

TO PROJECT

#6 D1 DOWELS

SUBSTRUCTURE

DETAILS

END BENT No. 1

4 #9 B1

SECTION A-A

14 #4 S2

@

6"

CT

S. (T

YP.

EA.

PI

LE)

5"

SHEET PILES

PZ27 GALVANIZED

4 #9 B1

1'-0" 1'-10•" 1'-4•"

1'-5" 8"

4 #5

B2

@

1'-

0"

CT

S.

9"

4 #5

B2

@

1'-

0"

CT

S.

9"

(2

BA

R

RU

N)(

EA.

FA

CE)

1'-

6"

3"

(TY

P.)

2"

CL.

VA

RI

ES

FR

OM

8'-

5Ž

" M

IN.

TO 9'-

1ƒ

" M

AX.

7 ƒ

"~

x 5"

ST

UD

S

@

12'

CT

S.

6"

2'-

6"

4'-3"

1'-1•"3'-1•"

11"

1'-9‚" 8ƒ" 1'-0" 9"

(2

BA

R

RU

N)(

EA.

FA

CE)

2" CL.

{ #6 D1 DOWELS

(2'-5" MIN. SPLICE)

(OVER PILES)(2 BAR RUNS)

4 #4 B3 @ 4" CTS.

FILL FACE

#4 S1

1'-

3"

1'-

0"

(TY

P.)

#4 U1

#4 B4

BILL OF MATERIAL

NO: 5

B1 8 #9 1

B2 STR

BAR NO. SIZE TYPE LENGTH WEIGHT

D1 STR

H1

H2

H3

H4

2

2

3

3

U1 #4

POUR #1

POUR #2

TOTAL CLASS A CONCRETE

(FOR ONE END BENT)

REINFORCING STEEL

(FOR ONE END BENT)

CLASS A CONCRETE BREAKDOWN

PART OF WINGS

BACKWALL & UPPER

3,801 LBS.

FOR END BENT 1

46.8 C.Y.

NO: PZ27 = 34

TOTAL NO. = 36

NO: PZ135 COBRA = 2 49.2 C.Y.

1HK. HK.

1'-3'' LAP

HK. HK.

BAR TYPES

1'-3" 1'-3"

4•" 4•"

1'-8" ~

2

2'-5"

H1

H2

ALL BAR DIMENSIONS ARE OUT TO OUT.

10'-11"

10'-1"

36

35'-0" 952

670

18 #6 1'-6" 41

8

8

6

6

#4

#4

#4

#4

13'-4"

12'-6"

11'-7"

12'-4"

71

67

46

49

K1 12 #4 STR 3'-6" 28

S1 #4 4

S2 #4 5

S3 #4 6

#4S4 22 7 2'-11"

V1 #4 STR

V2 #4 STR

8

42

70

22

84

30

30

6'-9"

6'-6"

7'-1"

13'-11"

4'-3"

4'-5"

189

304

104

43

85

89

32'-6"

H3

H4

10'-11"

11'-8"

8"

3

4

HK.

4•

"

2'-2"

2'-

1"

2'-2"

5 6

2'-5"U1

5'-

9"

7

SQ. FT.= 678

COPING

CAP& LOWER WING

2.4 C.Y.

8

LIN. FT.= 75

135°

135°

HK.

HK.

4•"3'-11"

4•

"2'-

1"

#4 STR22 17'-7" 258

#4 STR9 3'-11"

#5

B3

B4 24

17'-10"

781

3/17

3/17


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

STATION:

COUNTY

PROJECT NO.


12

3

4

SHEET OF

12+50.00-L-

Drawing Scale :

Placement Scale :

24




SHELBY, NC 28150PH (704) 476-0003



MACON

14.B.205624.1

S-16

(2 BAR RUN)(EA. FACE)

BETWEEN ADJACENT BARS

#5 B2 SPACED EVENLY

(2 BAR RUN)

#4 B3

(2 BAR RUN)

#4 B3

STEEL PILES

{ HP 12 X 53 GALVANIZED

STEEL PILES

HP 12 X 53 GALVANIZED GALVANIZED STEEL SHEET PILES

BEARING PAD

ELASTOMERIC

3"LIN. FT.= 22

PILE EXCAVITION

IN SOIL NOT IN SOIL

LIN. FT.= 36

ENGINEER

PROFESSIONAL

SEAL22992

N

ORTH

CAROLINA

R

AY .D ELLI

OT

T


9/27/2017

PLAN

27.4287

90°00'00"

TO LONG CHORD

33'-0"

16'-6"16'-6"


7'-11‹" 7'-11‹"

-L-LONG CHORD

(SHEET 2 OF 5)

SEE DETAIL "C"

(SHEET 2 OF 5)

SEE DETAIL "B"9•"9•" 1'-5"1'-7"

(TYP.) (TYP.)

FACE

FILL

(TYP.)

135°00'00"

(TYP.)MAT'L. (TYP.)

1" EXP. JT.

1'-6"

11'-3"

4'-

3"

1'-

6"

2'-

9"

1'-

0"

9'-

8‹

"

7'-

11‹

"1'-

9"

1'-

0"

TO {

PZ27

SH

EE

T

PI

LE

S

GA

LV

ANI

ZE

D

2'-

10•

"

3'-

1•

"

TO {

PI

LE

S

5" 5"3'-5"12'-8"12'-8"3'-5"

9'-

8‹

"

7'-

11‹

"1'-

9"

11'-3"

4'-

3"

1'-

6"

2'-

9"

1'-

0"

6 PZ27 GALV

ANIZED SHEET PILES

11"

6 PZ27 GALV

ANIZED SHEET PILES

1'-4"

2'-6"

1'-3•"

1'-2•"

2'-6"

1'-2•"

1'-3•"

1'-0"

1'-6"1'

-6"

1'-0"

7'-6"7'-6"7'-6"7'-6"

(LEVEL)

TOP OF WING

EL. 2,054.56

EL. 2,052.38

PO

UR #1

PO

UR #2

WI

NG)

(UP

PE

R

EL. 2,052.31

EL. 2,052.05

1'-

0"

(TY

P.)

9" 8" CTS. (TYP. EA. BAY)10 PAIRS OF #4 U1 @

9"

(TYP. EA. BAY)

10 #4 S1 @ 8" CTS. (TYP.)(TYP.)

9" #4 U1

PAIR OF

#4 S1 &

9"#4 U1

PAIR OF

#4 S1 &(TYP. EA. PILE)

14 #4 S24 #9 B1

@ 5'-0" CTS.

3" HIGH BEAM BOLSTER

(TY

P.)

1'-

6"

(3'-0" MIN. SPLICE)

(2 BAR RUNS)

#5 B2 (EA. FACE)

0.02 0.02

(LEVEL)

BOTTOM OF CAP

EL. 2,043.00

A

A

(CA

P,

LO

WE

R

WI

NG

CO

PI

NG)

& WING COPING

BOTTOM OF CAP

EL. 2,049.88

(LEVEL)

WING COPING

TOP OF LOWER

EL. 2,051.72

2'-

6"

(TY

P.)

EL. 2,051.80 EL. 2,051.72

& WING COPING

BOTTOM OF CAP

EL. 2,049.22

(LEVEL)

WING COPING

TOP OF LOWER

EL. 2,052.38

SUBSTRUCTURE

S-17

SHEET 1 OF 5

END BENT No. 2

CHECKED BY :

DATE :

DATE :

DRAWN BY : JLA

RDE

ELEVATIONSTOP OF PILE

1

2

3

4

5

2,050.85

2,050.70

2,050.55

2,050.40

2,050.25

1 2 3 4 5

W3 W4

(LEVEL)

TOP OF WING

EL. 2,054.05

1'-5"

10"

1'-6"

&

DO

WE

LS

TO {

BR

G.

(9 REQ'D)

OVER PILES @ 4'-0" CTS.

#4 B4 UNDER #4 B3

3/17

3/17


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

STATION:

COUNTY

PROJECT NO.


12

3

4

SHEET OF

12+50.00-L-

Drawing Scale :

Placement Scale :

24




SHELBY, NC 28150PH (704) 476-0003



MACON

14.B.205624.1

TYP. TYP.

78°19'46"

CURVE ON -L-

TO TAN TOW.P. #2

(SHEET 5 OF 5)

SEE DETAIL "A"

JT.

CONST.

JT.

CONST.

(GALVANIZED)

{ HP 12 X 53 STEEL PILES

1'-3"

ELEVATION

(2'-5" MIN. SPLICE)

(2 BAR RUN)

4 #9 B1 & 2 #4 B3

(2'-5" MIN. SPLICE)

SHEET PILE)(2 BAR RUNS)

4 #4 B3 (OVER HP PILES &

(2'-5" MIN. SPLICE)

#4 B3 (2 BAR RUN)


REINFORCING STEEL AND SHEET PILES IN WINGS NOT SHOWN FOR CLARITY.

FOR GALVANIZED SHEET PILES, SEE SHEET 2 OF 5.

GALVANIZED SHEET PILES IN CAP NOT SHOWN FOR CLARITY.

ENGINEER

PROFESSIONAL

SEAL22992

N

ORTH

CAROLINA

R

AY .D ELLI

OT

T


9/27/2017

EL. 2,051.80 EL. 2,051.72

(LEVEL)

TOP OF WING

EL. 2,054.56

EL. 2,052.38

EL. 2,052.31

EL. 2,052.05

(LEVEL)

TOP OF WING

EL. 2,054.05

0.020.02

A

A

ELEVATION

DETAIL "B" DETAIL "C"

CONNECTOR)

(CORNER

COBRA 135°

FOR GALVANIZED STEEL SHEET PILES, SEE SPECIAL PROVISION.

SHEET PILES

PZ27 GALVANIZED

33'-0"

2'-

6"

(LEVEL)

WING COPING

TOP OF LOWER

EL. 2,052.38

& WING COPING

BOTTOM OF CAP

EL. 2,049.22

1'-

0"

MI

N.

PZ27 GALVANIZED SHEET PILES

& WING COPING

BOTTOM OF CAP

EL. 2,049.88

(LEVEL)

BOTTOM OF CAP

EL. 2,043.00

(T

YP.)

EM

BE

DM

EN

T

SHEET PILES

PZ27 GALVANIZED

SHEET PILES

PZ27 GALVANIZED





CONNECTOR

COBRA 135°CONNECTOR

COBRA 135°

WORKLINE

16'-6"16'-6"

ANCHOR STUD DETAILS

HP PILE AND REINFORCING STEEL NOT SHOWN FOR CLARITY.

135°00'00"

CONNECTOR)

(CORNER

COBRA 135°

SHEET PILES

PZ27 GALVANIZED

DETAILS

SHEET PILE

END BENT No. 2

S-18

CHECKED BY :

DATE :

DATE :

DRAWN BY : JLA

RDE

SHEET 2 OF 5

(LEVEL)

WING COPING

TOP OF LOWER

EL. 2,051.72

SUBSTRUCTURE

3/17

3/17


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

STATION:

COUNTY

PROJECT NO.


12

3

4

SHEET OF

12+50.00-L-

Drawing Scale :

Placement Scale :

24




SHELBY, NC 28150PH (704) 476-0003



MACON

14.B.205624.1

1'-

0"

1'-6"

3"

3"

HP12x53 PILES)

ALONG FACE ADJACENT TO

(1 STUDS PER SHEET PILE

WELDED TO SHEET PILES.

ƒ" DIA. x 5" ANCHOR STUDS

REFUSAL ON ROCK.

SHEET PILE SHALL BE DRIVEN TO

FROM EL. 2037.3'| TO EL. 2044.5'|.

SHEET PILE TIP ELEVATION VARIES


ENGINEER

PROFESSIONAL

SEAL22992

N

ORTH

CAROLINA

R

AY .D ELLI

OT

T


9/27/2017

11'-3"

2'-

6"

CHECKED BY :

DATE :

DATE :

DRAWN BY : JLA

RDE

2"

CL.

2"

CL.

3"

7Œ

"

1'-

2•

"1'-

3•

"

11 #4 S3 & S4 @ 1'-0" CTS.


4 #4 V2 #4 H1

#4 H2

FILL FACE

SHEET PILES

{ PZ27 GALVANIZED

135°00'00"

#4 H2

#4 H1 #4 V1

135°00'00"

FILL FACE

11'-3"

11 #4 S3 & S4 @ 1'-0" CTS.


3"

4 #4 V1

7Œ

"

PLAN OF W4 COPINGPLAN OF W3 COPING

2'-

6"

2'-

6"

11 #4 S3 & S4 @ 1'-0" CTS.


2"

CL.

1'-

3"

@ 3'-0" CTS.

3" HIGH B.B.

#4 "H"BARS#4 "H"BARS

11 #4 S3 & S4 @ 1'-0" CTS.


3" HIGH B.B.

@ 3'-0" CTS.

1'-

3"

2"

CL.

ELEVATION OF W4 COPINGELEVATION OF W3 COPING

C

C

B

B SECTION C-C

SECTION B-B

2'-

6"

1'-

3"

1'-

0"

1'-3•"1'-2•"

2'-6"

10"10"10"

1'-8Š"7…"

#4 H1 #4 H2

SHEET PILES

{ PZ27 GALVANIZED

SHEET PILES

PZ27 GALVANIZED

SHEET PILES

PZ27 GALVANIZED

FILL FACE

#4 V2

#4 S3

#4 S4

2 CL.

2"

CL.

3" H.B.B

2'-

6"

1'-

3"

1'-

0"

1'-3•" 1'-2•"

2'-6"

10" 10" 10"

#4 H1#4 H2

SHEET PILES

{ PZ27 GALVANIZED

FILL FACE

2 CL.

2"

CL.

3" H.B.B

#4 V1

DETAILS

WING COPING

END BENT No. 2

SHEET 3 OF 5

S-19

(LEVEL)

EL. 2,049.88

WING COPING

BOTTOM OF

(LEVEL)

EL. 2,049.22

WING COPING

BOTTOM OF

#4 S4

#4 S3

SUBSTRUCTURE

3/17

3/17


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

STATION:

COUNTY

PROJECT NO.


12

3

4

SHEET OF

12+50.00-L-

Drawing Scale :

Placement Scale :

24




SHELBY, NC 28150PH (704) 476-0003



MACON

14.B.205624.1

SHEET PILES

{ PZ27 GALVANIZED

4'-3"

1'-11‚"

1'-8•"

7‚"

#4 V2

9„

"

2'-

6"

4'-3"

1'-11‚

"

1'-8•"

7‚"

1'-

3•

"1'-

2•

"

2"

CL.

2"

CL.

9„

"

EL. 2,052.38 (LEVEL)

TOP OF WING COPING

EL. 2,050.88 (LEVEL)

TOP OF SHEET PILES

EL. 2,050.22 (LEVEL)

TOP OF SHEET PILES EL. 2,051.72 (LEVEL)

TOP OF WING COPING

2Š"

1'-8Š" 7…" 2Š"


(E

A. FACE)

@ 1'-0" CTS.

(E

A. F

ACE)

@ 1'-

0" C

TS.

10'-2Œ" 10'-2Œ"

ENGINEER

PROFESSIONAL

SEAL22992

N

ORTH

CAROLINA

R

AY .D ELLI

OT

T


9/27/2017

SHEET 4 OF 5

11'-3"

10'-10"

2'-

6"

3'-10"

3'-5"

1'-6"

1'-0"

1'-9"

4'-3"

2'-

6" 1'-

6"

1'-

0"

1'-

6"

1'-

0"

11'-3"

10'-10"

3'-5"

3'-10"

1'-9"

1'-0"

1'-6"

4'-3"

2" C

L.

2" C

L.

2"

CL.

2"

CL.

2"

CL.

2"

CL.

2'-

3•

"2'-

6"

4'-

9•

"

4'-

8‰

"

2'-

2‰

"2'-

6"

1'-

0" C

TS.

4 #4 V2

@#4 V2

2" CL.

2" CL.

#4 H3

#4 H4

135°00'00"

1'-0" CTS.

4 #4 V1

@

#4 V1

#4 H4

#4 H3

#4 K1#4 K1

#4 V2 (SPACED AS SHOWN ABOVE)#4 V1 (SPACED AS SHOWN ABOVE)

11"

11"

#4 K1

11"

11"

#4 H4 (FILLL FACE)


(LEVEL)

TOP OF WING

EL. 2,054.05

#4 H4 (FILLL FACE)

#4 H3 (FRONT FACE) OR X

X

Y

Y

PLAN OF W4PLAN OF W3

ELEVATION OF W3 ELEVATION OF W4

CHECKED BY :

DATE :

DATE :

DRAWN BY : JLA

RDE

SHEET 4 OF 5

WING DETAILS

END BENT No. 2

S-20

2"

CL.

2"

CL.

11"

11"

11"

11"

#4 K1

FILL FACEFILL FACE

135°00'00"

2'-

2‰

"2'-

6"

CONST. JT. CONST. JT.

1'-6" 1'-0"

2'-6"

2" CL.

2" CL.

2"

CL.

11"

11"

4'-

8‰

"

#4 H4

#4 H3

#4 V1 #4 V2

#4 V1

FACE

FILL

CONST. JT.

1'-6"1'-0"

2'-6"

2" CL.

2'-

3•

"2'-

6"

2" CL.

2"

CL.

11"

11"

4'-

9•

"

FACE

FILL

CONST. JT.

#4 V2

#4 H3

#4 H4

SECTION X-X

SECTION Y-Y

SUBSTRUCTURE

#4 K1(LEVEL)

TOP OF WING

EL. 2,054.56

3/17

3/17


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

STATION:

COUNTY

PROJECT NO.


12

3

4

SHEET OF

12+50.00-L-

Drawing Scale :

Placement Scale :

24




SHELBY, NC 28150PH (704) 476-0003



MACON

14.B.205624.1


(EA. FACE) (E

A. F

ACE)

ENGINEER

PROFESSIONAL

SEAL22992

N

ORTH

CAROLINA

R

AY .D ELLI

OT

T


9/27/2017

27.4287

SHEET 5 OF 5

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.

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.

TEMPORARY DRAINAGE AT END BENT

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

45

60

45

60

POSITION OF PILE DURING WELDING.

DETAIL B

0'' TO „''

0'' TO „''

0''

TO „''

0''

TO „''

PILE SPLICE DETAILS

+10°

-0°

10°0°

BACK GOUGE

BACK GOUGEDETAIL A

DETAIL B

DETAIL A

PILE VERTICAL

OR VERTICAL

PILE HORIZONTAL

CHECKED BY :

DATE :

DATE :

DRAWN BY : JLA

RDE

DETAIL ``A''

SUBSTRUCTURE

DETAILS

END BENT No. 2

SECTION A-A

S-21

3/17

3/17


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

STATION:

COUNTY

PROJECT NO.


12

3

4

SHEET OF

12+50.00-L-

Drawing Scale :

Placement Scale :

24




SHELBY, NC 28150PH (704) 476-0003



MACON

14.B.205624.1

4 #9 B1

14 #4 S2

@

6"

CT

S. (T

YP.

EA.

PI

LE)

5"

SHEET PILES

PZ27 GALVANIZED

4 #9 B1

1'-0" 1'-10•" 1'-4•"

1'-5" 8"

4 #5

B2

@

1'-

0"

CT

S.

9"

4 #5

B2

@

1'-

0"

CT

S.

9"

(2

BA

R

RU

N)(

EA.

FA

CE)

1'-

6"

3"

(TY

P.)

2"

CL.

VA

RI

ES

FR

OM

8'-

8•

" M

IN.

TO 9'-

4†

" M

AX.

7 ƒ

"~

x 5"

ST

UD

S

@

12'

CT

S.

6"

2'-

6"

4'-3"

1'-1•"3'-1•"

11"

1'-9‚" 8ƒ" 1'-0" 9"

(2

BA

R

RU

N)(

EA.

FA

CE)

2" CL.

{ #6 D1 DOWELS

FILL FACE

#4 S1

1'-

3"

1'-

0"

(TY

P.)

#4 U1

#4 B4

(2'-5" MIN. SPLICE)

(OVER PILES)(2 BAR RUNS)

4 #4 B3 @ 4" CTS.

BILL OF MATERIAL

NO: 5

B1 8 #9 1

B2 STR

BAR NO. SIZE TYPE LENGTH WEIGHT

D1 STR

H1

H2

H3

H4

2

2

3

3

U1 #4

POUR #1

POUR #2

TOTAL CLASS A CONCRETE

(FOR ONE END BENT)

REINFORCING STEEL

(FOR ONE END BENT)

CLASS A CONCRETE BREAKDOWN

PART OF WINGS

BACKWALL & UPPER

3,801 LBS.

FOR END BENT 2

47.7 C.Y.

NO: PZ27 = 34

TOTAL NO. = 36

NO: PZ135 COBRA = 2 50.1 C.Y.

1HK. HK.

1'-3'' LAP

HK. HK.

BAR TYPES

1'-3" 1'-3"

4•" 4•"

1'-8" ~

2

2'-5"

H1

H2

ALL BAR DIMENSIONS ARE OUT TO OUT.

10'-11"

10'-1"

36

35'-0" 952

670

18 #6 1'-6" 41

8

8

6

6

#4

#4

#4

#4

13'-4"

12'-6"

11'-7"

12'-4"

71

67

46

49

K1 12 #4 STR 3'-6" 28

S1 #4 4

S2 #4 5

S3 #4 6

#4S4 22 7 2'-11"

V1 #4 STR

V2 #4 STR

8

42

70

22

84

30

30

6'-9"

6'-6"

7'-1"

13'-11"

4'-3"

4'-5"

189

304

104

43

85

89

32'-6"

H3

H4

10'-11"

11'-8"

8"

3

4

HK.

4•

"

2'-2"

2'-

1"

2'-2"

5 6

2'-5"U1

5'-

9"

7

SQ. FT.= 492

COPING

CAP& LOWER WING

2.4 C.Y.

8

LIN. FT.= 75

135°

135°

HK.

HK.

4•"3'-11"

4•

"2'-

1"

#4 STR22 17'-7" 258

#4 STR9 3'-11"

#5

B3

B4 24

17'-10"

781

(2 BAR RUN)(EA. FACE)

BETWEEN ADJACENT BARS

#5 B2 SPACED EVENLY

(2 BAR RUN)

#4 B3

(2 BAR RUN)

#4 B3

STEEL PILES

{ HP 12 X 53 GALVANIZED

GALVANIZED STEEL SHEET PILES

STEEL PILESHP 12 X 53 GALVANIZED

3"

2'-6"

1'-3"1'-3"

8"

4"

4"

1'-7"

9•"9•"

4'-

3" 3'-

1•

"1'-

1•

"

1'-

7•

"1'-

6"

{ CORED SLAB

{ BEARING

FILL FACE

LINE

BACKWALL

(TYP.)

9" ABOVE CAP

TO PROJECT

#6 D1 DOWELS

LIN. FT.= 16

PILE EXCAVITION

IN SOIL NOT IN SOIL

LIN. FT.= 39

BEARING PAD

ELASTOMERIC

ENGINEER

PROFESSIONAL

SEAL22992

N

ORTH

CAROLINA

R

AY .D ELLI

OT

T


9/27/2017

LONG CHORD

END BENT 1

W.P. 1 STA. 12+26.36-L-

END BENT 2

W.P. 2 STA. 12+73.71-L-

CHECKED BY :

DATE :

DATE :

DRAWN BY : JLA

S-22

DETAILS

RIP RAP

RDE

3/17

3/17


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

STATION:

COUNTY

PROJECT NO.


12

3

4

SHEET OF

12+50.00-L-

Drawing Scale :

Placement Scale :

24




SHELBY, NC 28150PH (704) 476-0003



MACON

14.B.205624.1

LINE

FRONT SLOPE

1ƒ:1

1•:1

2:1

1ƒ:1

2:1

1•:1

1ƒ:1

2:1

1•:1

1ƒ:1

2:1

1•:1

24'-

5•

"24'-

5•

"

24'-

5•

"24'-

5•

"

W1

W2

W3

W4

LINE

FRONT SLOPE

C

C

C

C

C

C

C

C

HH

PLAN OF RIP RAP

SECTION H-H SECTION C-C{ SECTION

BERM RIP RAPPED

GROUND LINE

GEOTEXTILESLOPE 1•:1

GROUND LINE

GROUND LINE

2'-

0"

MI

N.

GROUND LINE

SLOPE 2:1

EL. 2053.00EL. 2053.00

EL. 2053.00

EL. 2053.00EL. 2053.00

EL. 2053.00

END BENT 1

END BENT 2

STA. 12+50.00-L-

BRIDGE @

ESTIMATED QUANTITIES

(2'-0" THINK)

CLASS II

RIP RAP

FOR DRAINAGE

GEOTEXTILE

TONS SQUARE YARDS

90

100

S-22

"PAY ITEM"

* ALL RIP RAP SHALL BE CLASS II

120

80

ENGINEER

PROFESSIONAL

SEAL22992

N

ORTH

CAROLINA

R

AY .D ELLI

OT

T


9/27/2017

NORMAL TO END BENT

PAVEMENT

ASPHALT

PROPOSED

6"

2 : 1 SLOPE

ROADWAY

BY THE CONTRACTOR)

(TO BE DETERMINED

OR STEEPER

1•: 1 SLOPE

BACKFILL

#78MSTONE

2"

CL.

@ 3'-0" CTS. ACROSS SLAB

HIGH CHAIR UPPER (CHCU)

5‚" CONTINUOUS

SUPPORTS @ 3'-0" CTS.

APPROVED WIRE BAR

SECTION THRU SLAB

4"

CL.

8" 1'-

2"

GEOTEXTILE

CORED

SLAB

1•" BACKER ROD

PREVENT BOND

ROOFING FELT TO

2 LAYERS OF 30 LB.

1'-

8"

6"

3'-0"

MI

N.

2"

PVC PIPE

SCHEDULE 40

4" ~ PERFORATED

5/16" = 1'-0"

25'-

2"

8"

11'-

11"

11'-

11"

8"

12'-0"

3"

9"

9"

11 #4 A2 @ 1'-0" CTS.

11 #4 A1 @ 1'-0" CTS.

(2 BAR RUN) (BOTTOM OF SLAB)

(2 BAR RUN) (TOP OF SLAB)

50 #6

B2

@

6"

CT

S. (B

OT

TO

M

OF

SL

AB)

50 #5

B1

@

6"

CT

S. (T

OP

OF

SL

AB)

23'-

10" C

LE

AR

RO

AD

WA

Y

6"

6"

APPROACH SLABBEGIN

SLAB)(TOP OF

#4 A1

SLAB)(BOTT. OF

#4 A2

3"

9"

6" BEVEL

END BENT #1FILL FACE @

4"

4"

#6 B17 (BOTT. OF SLAB)

#5 B7 (TOP OF SLAB) OR





SH

OW

N (T

OP

OF

SL

AB)

5 #5

B9

SP

LA

YE

D

AS









SH

OW

N (B

OT

T.

OF

SL

AB)

5 #6

B20

SP

LA

YE

D

AS

(FIELD BEND)OR #4 B213" TO #4 B10

2Ž

"

28'-

1Ž

"

3'-

0"

(TY

P.)

4"

6"

CT

S.

6

SP

A.

@

4"

6"

11'-4" RAD.

8"

8"

3'-

0"

END BENT #2FILL FACE @

-L-

23'-

10" C

LE

AR

RO

AD

WA

Y

CU

RB

CU

RB

47 #5

B1

@

6"

CT

S. (T

OP

OF

SL

AB)

1'-

10"

47 #6

B2

@

6"

CT

S. (B

OT

TO

M

OF

SL

AB)

3"

9"

9"

(2 BAR RUN) (BOTTOM OF SLAB)

(2 BAR RUN) (TOP OF SLAB)

1'-3"

1'-3"

3"

9"

APPROACH SLABEND

11 #4 A11 @ 1'-0" CTS.

11 #4 A12 @ 1'-0" CTS.

SLAB)(BOTT. OF

#4 A12

SLAB)(TOP OF#4 A11

2'-7•"

CHECKED BY :

DATE :

DATE :

DRAWN BY : JLA

#4"A"

#4"A"#6 "B"

#5 "B"

6"

CT

S.

2 S

PA.

@

CU

RB

6"

SH

OW

N (T

OP

OF

SL

AB)

3 #5

B38 S

PL

AY

ED

AS

SH

OW

N (B

OT

T.

OF

SL

AB)

3 #6

B48 S

PL

AY

ED

AS

6"

CT

S.

4 S

PA.

@

6" BEVEL

6"

-L-

CHORDLONG

BARSIZE

#4

#5

#6

EPOXY COATED UNCOATED

2'-0"

2'-6"

3'-10"

1'-9"

2'-2"

2'-7"

SPLICE LENGTHSMINIMUM

CURB DETAILS

SLAB

APPROACH

3'-1•"

SHOULDER BERM GUTTEREND OF CURB WITHOUT

SECTION N-N

8"

4"

2"

A

NI

A

RD

OT

ED

RG

FLOW LI

NE

EP

OL

SF

OMOTTOB

OT

NOTE:

TEMPORARY DRAINAGE DETAIL

CAP FLOW LINE ONLY WITHEROSION RESISTANT MATERIAL

BRIDGE DECK

SLAB

APPROACH

12"

FILL SLOPE

ELBOW

ELBOW

DRAINSLOPETEMPORARY

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"

MI

N.

2'-

6"

MI

N.

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,

MI

N.

2'-

6"

FOR EROSION CONTROL

CLASS ``B" STONE

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

CURB

250'-8" RAD.

CU

RB

40'-8" RAD.

6'-

6•

"

18'-

8„

"12'-

9•

"

31'-

5†

"

12'-0"

1'-

5ƒ

"

N

N

N

N

N

N

14'-4" RAD.

RDE

3/17

3/17

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.

AND GRADE TO DRAINBACKFILL EXCAVATION HOLE

BILL OF MATERIAL

*

*

*

APPROACH SLAB AT EB #1

*

BAR

A1

A2

B1

B2

B3

B4

B6

B7

B8

B9

B10

B13

B14

B15

B16

B17

B18

B19

B20

B21

*

*

*

*

*

*

*

B5

1

5

1

1

1

1

1

1

1

1

6

1

1

1

1

1

1

50

50

26

26 #4

#4

#5

#6

#5

#5

#5

#5

#5

#5

#5

#4

#6

#6

#6

#6

#6

#6

#6

#6

#4

NO. SIZE TYPE

STR

STR

STR

STR

STR

STR

STR

STR

STR

STR

STR

STR

STR

STR

STR

STR

STR

STR

STR

STR

STR

LENGTH

16'-6"

16'-6"

11'-2"

11'-8"

7'-5"

5'-11"

4'-10"

4'-0"

3'-3"

2'-8"

13'-11"

2'-1"

2'-7"

3'-2"

3'-9"

4'-6"

5'-4"

6'-5"

7'-11"

13'-11"

2'-1"

WEIGHT

287

287

582

876

8

5

4

3

3

13

9

12

10

8

7

6

5

4

16

9

920

6

REINFORCING STEEL

REINFORCING STEELEPOXY COATED

CLASS AA CONCRETE

LBS.

LBS.

C. Y. 15.9

1,240

NOTES

11'-

11"

11'-

11"

APPROACH SLAB GROOVING IS NOT REQUIRED. PLANS.BRIDGE AND SHALL BE PAVED. SEE ROADWAYWATER AWAY FROM THE FILL FACE OF THESLAB SHALL BE GRADED TO DRAIN THEAREA BETWEEN THE WINGWALL AND APPROACH ROADWAY STANDARD DRAWINGS.FOR THE 4" ~ DRAINAGE PIPE OUTLET(S), SEE APPROACH SLAB.FROM OUTSIDE EDGE TO OUTSIDE EDGE OFCONTINUOUS ALONG FILL FACE OF BACKWALL#78M STONE BACKFILL IS TO BE STANDARD SPECIFICATIONS SECTION 1016.MATERIAL) SHALL BE IN ACCORDANCE WITH#78M STONE BACKFILL (CLASS V SELECT SPECIFICATIONS SECTION 1056.ACCORDANCE WITH THE STANDARDGEOTEXTILE SHALL BE TYPE 1 IN STONE BACKFILL, SEE ROADWAY PLANS.GEOTEXTILE, 4" • DRAINAGE PIPE, AND #78MFOR BRIDGE APPROACH FILL INCLUDING

FOR PRESTRESSED CONCRETE

BRIDGE APPROACH SLAB

CORED SLAB UNIT

(SUB-REGIONAL TIER)

90° SKEW

S-23NO. NO.BY: BY:DATE: DATE:

REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

STATION:

COUNTY

PROJECT NO.


12

3

4

SHEET OF

12+50.00-L-

Drawing Scale :

Placement Scale :

24




SHELBY, NC 28150PH (704) 476-0003



MACON

14.B.205624.1

S-23

1'-3"

1'-3"











(FIELD BEND)#4 B49 (BOTT. OF SLAB)


(TY

P.)

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

PLAN @ END BENT #1 PLAN @ END BENT #2

#4 A2OR

#4 A1

#4 A2OR

#4 A1

(FIELD BEND)#4 B40 (BOTT. OF SLAB)


N

N





BILL OF MATERIAL

*

*

*

*

BAR

B1

B2

*

*

*

*

*

*

*

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

47

47

26

26 #4

#4

#5

#6

#4

#5

#5

#5

#5

#5

#5

#5

#4

#6

#6

#6

#6

#6

#6

#6

NO. SIZE TYPE

STR

STR

STR

STR

STR

STR

STR

STR

STR

STR

STR

STR

STR

STR

STR

STR

STR

STR

STR

STR

LENGTH

11'-2"

11'-8"

11'-9"

8'-2"

10'-6"

7'-1"

5'-4"

4'-1"

2'-9"

3'-7"

4'-7"

5'-10"

7'-7"

10'-6"

8'-2"

11'-9"

3'-7"

WEIGHT

258

258

547

824

8

11

7

6

4

4

3

8

12

16

11

9

7

5

4

872

9

REINFORCING STEEL

REINFORCING STEELEPOXY COATED

CLASS AA CONCRETE

LBS.

LBS.

C. Y. 15.2

1,171

APPROACH SLAB AT EB #2

A11

A12

B30

B31

B32

B33

B34

B35

B36

B37

B40

B41

B42

B43

B44

B45

B46

B47

2'-9"

* 3 #5 STR 7B38 2'-1"

* 1 #4 STR 8B39 12'-6"

3 #6 STR 2'-1" 9B48

1 #4 STR 12'-6" 8B49

14'-10"

14'-10"

4'-

5Œ

"25'-

2"

13'-

6‡

"14'-

6•

"

ENGINEER

PROFESSIONAL

SEAL22992

N

ORTH

CAROLINA

R

AY .D ELLI

OT

T


9/27/2017

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

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

ƒ" ~ 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 -

THE 2012 ``STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES" OF THE

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.

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

STANDARD NOTES

CHECKED BY :

DATE :

DATE :

ASSEMBLED BY : JLA

RDE

3/17

3/17

REV. 6-16-95

REV. 8-16-99

EEM

RWW

( ) RGW

( ) LESREV. 5-1-06 TLA

REV. 5-7-03 RWW ( ) JTE

REV. 10-1-11 MAA

( ) GM

( ) GM


REVISIONS SHEET NO.

TOTALSHEETS


RALEIGH

STATION:

COUNTY

PROJECT NO.


12

3

4

SHEET OF

12+50.00-L-

Drawing Scale :

Placement Scale :

24




SHELBY, NC 28150PH (704) 476-0003



MACON

14.B.205624.1

S-24

ENGINEER

PROFESSIONAL

SEAL22992

N

ORTH

CAROLINA

R

AY .D ELLI

OT

T


9/27/2017

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