BOX BEAMS - TYPICAL SECTIONS SLAB UNIT PROPERTIES …...see shear key recess detail see shear key recess detail bd-pc2e typical sections slab units & box beams 4'-0" prestressed concrete

3" (TYP.)

"2

15

"2

15

3" (T

YP.)

3" (TYP.)

"2

15

"2

15

3" (T

YP.)

3" (TYP.)

"2

15

"2

15

3" (T

YP.)

3" (TYP.)

"2

15

"2

15

3" (T

YP.)

3" (TYP.)

"2

15

"2

15

3" (T

YP.)

3" (TYP.)

"2

15

"2

15

3" (T

YP.)

24"

27"

30"

33"

36"

39"

3'-0"

3'-0"

3'-0"

3'-0"

3'-0"

3'-0"

3" (TYP.)

"2

15

"2

15

3" (T

YP.)

42"

3'-0"

3" (TYP.)

"2

15

"2

15

3" (T

YP.)

45"

3'-0"

3" (TYP.)

"2

15

"2

15

3" (T

YP.)

48"

3'-0"

3" (TYP.)

"2

15

"2

15

3" (T

YP.)

51"

3'-0"

3" (TYP.)

"2

15

"2

15

3" (T

YP.)

54"

3'-0"

B36"vxv24"B36"vxv27"





B36"vxv54"

6"

6"

12"

3'-0"

"2

17

"2

17

15"

8" 8"

3'-0"

"21101'-3""2

110

S36"vxv12"

S36"vxv15"

9"

9"

18"

10" 10"

3'-0"

"21101'-3""2

110

S36"vxv18"

"2

110

"2

110

21"

1'-0" 1'-0"

3'-0"

"21101'-3""2

110

S36"vxv21"

BOX BEAMS - TYPICAL SECTIONS

SLAB UNITS - TYPICAL SECTIONS

…"

…"

ƒ"

ƒ"

4"

4"

RECESS DETAIL

SHEAR KEY

SLAB UNIT PROPERTIES

TYPE (in.q)

AREA

BOTTOM (in.)

FROM C.G. TO

DISTANCE

S36"vxv12" 423.1 6" 5107.4

(in. )

INERTIA

MOMENT OF

4

S36"vxv15" 427.0 9497.1

S36"vxv18" 473.1 9"

S36"vxv21" 508.9

7.5"

10.5"

16210.5

25219.5

BOX BEAM PROPERTIES

TYPE (in.q)

AREA

BOTTOM (in.)

FROM C.G. TO

DISTANCE

B36"vxv24" 536.6

(in. )

INERTIA

MOMENT OF

4

B36"vxv27" 566.6

B36"vxv30" 596.6

B36"vxv33" 626.6 16.5"

66421.0

85361.3

B36"vxv36" 656.6 106599.5

B36"vxv39" 686.6 19.5" 130672.6

B36"vxv42" 716.6 159622.9

B36"vxv45" 746.6 22.5" 189942.6

B36"vxv48" 776.6 223529.7

B36"vxv51" 806.6 25.5" 260456.3

B36"vxv54" 836.6 300842.6

12" 36638.3

13.5" 49948.2

15"

18"

21"

24"

27"

5"5"

5"5"

5"5"

5" 5"5"

5"5"

RECESS DETAIL

SEE SHEAR KEY

RECESS DETAIL

SEE SHEAR KEY

RECESS DETAIL

SEE SHEAR KEY

RECESS DETAIL

SEE SHEAR KEY

RECESS DETAIL

SEE SHEAR KEY

RECESS DETAIL

SEE SHEAR KEY

RECESS DETAIL

SEE SHEAR KEY

RECESS DETAIL

SEE SHEAR KEY

RECESS DETAIL

SEE SHEAR KEY

RECESS DETAIL

SEE SHEAR KEY

RECESS DETAIL

SEE SHEAR KEY

RECESS DETAIL

SEE SHEAR KEY

RECESS DETAIL

SEE SHEAR KEY

RECESS DETAIL

SEE SHEAR KEY

RECESS DETAIL

SEE SHEAR KEY

vBEAM CONFIGURATIONS.

vSIDES FOR SPREAD BOX

2. OMIT SHEAR KEYS ON BOTH

vOUTSIDE OF FASCIA BEAMS.

1. OMIT SHEAR KEY FROM

NOTES:

ƒ" CHAMFER (TYP.)

BD-PC1E

TYPICAL SECTIONS

SLAB UNITS & BOX BEAMS

3'-0" PRESTRESSED CONCRETE

REVISED

(STRUCTURES)

DEPUTY CHIEF ENGINEER

Office of Structures

Department of Transportation

ERRATA

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LETTING OF 09/01/17

EFFECTIVE WITH THE

ISSUED UNDER EB 17-010

RICHARD MARCHIONE, P.E.

ORIGINAL SIGNED BY

APPROVED: 02/17/17

3" (TYP.)

"2

15

"2

15

3" (T

YP.)

24"

4'-0"

B48"vxv24"

5"

3" (TYP.)

"2

15

"2

15

3" (T

YP.)

27"

4'-0"

B48"vxv27"

5"

3" (TYP.)

"2

15

"2

15

3" (T

YP.)

30"

4'-0"

B48"vxv30"

5"

3" (TYP.)

"2

15

"2

15

3" (T

YP.)

33"

4'-0"

B48"vxv33"

5"

3" (TYP.)

"2

15

"2

15

3" (T

YP.)

36"

4'-0"

B48"vxv36"

5"

3" (TYP.)

"2

15

"2

15

3" (T

YP.)

39"

4'-0"

B48"vxv39"

5"

3" (TYP.)

"2

15

"2

15

3" (T

YP.)

42"

4'-0"

B48"vxv42"

5"

3" (TYP.)

"2

15

"2

15

3" (T

YP.)

45"

4'-0"

B48"vxv45"

5"

3" (TYP.)

"2

15

"2

15

3" (T

YP.)

48"

4'-0"

B48"vxv48"

5"

3" (TYP.)

"2

15

"2

15

3" (T

YP.)

51"

4'-0"

B48"vxv51"

5"

3" (TYP.)

"2

15

"2

15

3" (T

YP.)

54"

4'-0"

B48"vxv54"

5"

SLAB UNIT PROPERTIES

TYPE (in.q)

AREA

BOTTOM (in.)

FROM C.G. TO

DISTANCE

S48"vxv12" 567.1 6" 6835.5

(in. )

INERTIA

MOMENT OF

4

S48"vxv15" 558.8

S48"vxv18" 610.5 9"

S48"vxv21" 646.4

7.5"

10.5"

21551.8

33426.2

BOX BEAM PROPERTIES

TYPE (in.q)

AREA

BOTTOM (in.)

FROM C.G. TO

DISTANCE

B48"vxv24" 665.7

(in. )

INERTIA

MOMENT OF

4

B48"vxv27" 694.7

B48"vxv30" 723.9

B48"vxv33" 754.9 16.5"

85769.7

110827.9

B48"vxv36" 783.8 137736.0

B48"vxv39" 813.0 19.5" 168055.7

B48"vxv42" 844.0 204309.6

B48"vxv45" 873.0 22.5" 242101.1

B48"vxv48" 902.1 283688.6

B48"vxv51" 931.1 25.5" 329216.2

B48"vxv54" 960.2 378780.1

12" 48290.5

13.5" 65516.5

15"

18"

21"

24"

27"

6"

6"

12"

4'-0"

"2

17

"2

17

15"

8" 8"

4'-0"

S48"vxv12"

S48"vxv15"

9"

9"

18"

10" 10"

4'-0"

S48"vxv18"

"2

110

"2

110

21"

1'-0" 1'-0"

4'-0"

S48"vxv21"

8"

10"1'-2"1'-2"10"

10"

10"1'-2"1'-2"10"

10"

10"1'-2"1'-2"10"

12666.0

FOR SHEAR KEY RECESS DETAIL, SEE BD-PC1E.

RECESS DETAIL

SEE SHEAR KEY

RECESS DETAIL

SEE SHEAR KEY

RECESS DETAIL

SEE SHEAR KEY

RECESS DETAIL

SEE SHEAR KEY

RECESS DETAIL

SEE SHEAR KEY

RECESS DETAIL

SEE SHEAR KEY

RECESS DETAIL

SEE SHEAR KEY

RECESS DETAIL

SEE SHEAR KEY

RECESS DETAIL

SEE SHEAR KEY

RECESS DETAIL

SEE SHEAR KEY

RECESS DETAIL

SEE SHEAR KEY RECESS DETAIL

SEE SHEAR KEY

RECESS DETAIL

SEE SHEAR KEY

RECESS DETAIL

SEE SHEAR KEY

RECESS DETAIL

SEE SHEAR KEY

BD-PC2E

TYPICAL SECTIONS

SLAB UNITS & BOX BEAMS

4'-0" PRESTRESSED CONCRETE

REVISED

(STRUCTURES)




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LETTING OF 09/01/17

EFFECTIVE WITH THE


RICHARD_MARCHIONE,_P.E.

ORIGINAL SIGNED BY

APPROVED: 02/17/17

#4(E OR G) LONGITUDINAL BARS @ 8"

PAY LIMIT FOR LONGITUDINAL SAWCUT GROOVING

1'-6"4"

STATION LINE

T.G.L.

DIFFERENT FROM T.G.L.)

POINT OF ROADWAY IF

CROWN LINE (HIGH

SLOPE SLOPE

BARS (TYPICAL)

COMPOSITE (E OR G)

6" MINIMUM

ON TOP SURFACE

PROTECTIVE SEALER

FASCIA TO FASCIAALTERNATE LAP

CONCRETE

CLASS HP

TRANSVERSE TENDONS

OF (3)v-v•" DIA.c

BARRIER FASCIA DETAIL

SEE SINGLE SLOPE FASCIA DETAIL

SEE STEEL RAILING

BOTH FASCIAS

#4(E OR G) BARS TYP.

B1

B2

B3

B4

B5

B6

B7

B8

B9

TO

TA

L

DI

ME

NSIO

N

FASCIA LINE OF TRANSVERSE TENDON (TYP.)c INDICATE AZIMUTH

FASCIA LINE

D/4D/4D/4D/4

TOTAL DIMENSION

SKEW ANGLE

INDICATE AZIMUTH

DOWEL (TYPICAL)

1" DIA. ANCHOR

2" DIA. HOLE FOR

STATION LINE

7"

7"

# BE

AMS

@ _ ft.

= _ ft.

# BE

AMS

@ _ ft.

= _ ft.

50 ft.)w(SPAN

2" COV.

6" (MAX.)

4" (MIN.)

(MAXIMUM)

8"#4(E OR G) LONGITUDINAL BARS @ 8"

2" COV.

(MIN.)

4"

A

A

BARS @ 8"

#4(E OR G) TRANSVERSE

TO DRAIN TOWARD FASCIA

SLOPE BOTTOM OF SLAB

FASCIA DETAIL

STEEL RAILING

*

SECTIONTRANSVERSE SECTION

(MIN.)

4"

2"

45°0'0.0"

OF BRIDGE SEAT

3'-0" TO FRONT FACE

TOP OF PRESTRESSED BEAM

FROM THE FASCIA BEAM TO THE FASCIA.

DRIP GROOVE RUNS PERPENDICULAR

NOTE:

(SHOWING DRIP GROOVE DETAIL)

ELEVATION A-A

SPACE AS SHOWN

2-#4(E OR G) BARS

OFFSETS FROM THE BEAM EDGE.

A PLAN VIEW OF THE REQUIRED

THE DESIGNER SHALL DETAIL

IF THIS DIMENSION VARIES,

BEG. ABUT. STA.

OF BRGS.c

END ABUT. STA.

OF BRGS.c

FOR TRANSVERSE TENDON DETAILS, SEE BD-PC10E.

FOR BOX BEAM REINFORCEMENT, SEE BD-PC7E.

FOR BARRIER REINFORCEMENT, SEE THE BD-RCB SERIES.

DETAILING BARRIER BARS IN THE BEAM SHALL BE SHOWN.

WHEN CONCRETE BARRIER TRANSITIONS ARE LOCATED ON THE BRIDGE DECK, A PLAN VIEW

BEAMS. DETAILS ARE SIMILAR FOR SLAB UNITS AND FOR BRIDGES WITH OTHER SKEWS.

SKEW UTILIZING BOXn TYPICAL DETAILS ARE SHOWN ON THIS SHEET FOR A SIMPLE SPAN WITH A 20

REINFORCEMENT MAY BE SUBSTITUTED ACCORDING TO THE GUIDANCE CONTAINED IN THE BRIDGE MANUAL.

USE EPOXY COATED (E) REINFORCEMENT IN THE BRIDGE DECK. GALVANIZED (G) OR OTHER TYPE OF

DESIGNER NOTES:

TOTAL DIMENSION (PAY LIMITS FOR SLAB ITEM AND WINTER SURFACE TREATMENT ITEM)

4(E OR G) TRANSVERSE BARS @ 8" **

**

1"

3" COV.

SHOWN IS PERPENDICULAR TO THE SKEW.

TRANSVERSE BARS SHALL BE PLACED ON THE SKEW. SPACING

3" COVER

B1 B2 B3 B4 B5 B6 B7 B8 B9

PRESTRESSED CONCRETE BEAMS

1'-8"SHOULDERLANE(S)LANE(S)SHOULDER1'-10"

OUT TO OUT WIDTH OF BEAMS = BEAMS @ NOMINAL SPACING (INCLUDING JOINTS @ in. +/-

BE

AM

S

@

NO

MIN

AL

SP

ACIN

G (I

NC

LU

DIN

G J

OIN

TS

@ in.v

+/-

OU

T

TO

OU

T

WID

TH

OF

BE

AM

S

=

BEAM LAYOUT PLAN

(MAXIMUM) (BAR P)

#6(EvORvG) BARS @ 8"

POSSIBLE.

REINFORCEMENT WHENEVER

AND TIED TO THE BEAM

INTO THE PRECAST UNIT

THIS BAR IS TO BE CAST

2" COV.

*

FASCIA DETAIL

SINGLE SLOPE BARRIER

1'-0"

4"

8"

7"

2"

2%

1" CHAMFER (TYP.)

1" CHAMFER (TYP.)

FOR RAILING ANCHORAGE INTO BOX/SLAB UNITS.

FOR CLARITY. SEE BD-RS SERIES OF DRAWINGS

STEEL RAILING AND ANCHORAGE NOT SHOWN

NOTE:

BD-PC3E

AND TRANSVERSE SECTION

ADJACENT BEAMS-FRAMING PLAN

PRESTRESSED CONCRETE

REVISED

(STRUCTURES)




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LETTING OF 09/01/17

EFFECTIVE WITH THE



ORIGINAL SIGNED BY

APPROVED: 02/17/17

B1 B2 B3 B4 B5 B6 B7

SHOULDERLANE(S)LANE(S)SHOULDER

STATION LINE

2" 2" 2"

2"

FASCIA LINE

CHAMFER

1"

DRIP GROOVE DETAIL

THE CHAMFER.

CONTINUES TO INTERSECTION WITH

TURN TOWARD FASCIA. GROOVEn A 90

FACES OF ABUTMENTS OR PIERS WITH

DRIP GROOVE TO END 3'-0" FROM

NOTE:

DETAIL

GROOVE

SEE DRIPTGL

SUPERSTRUCTURE SLAB

CLASS HP CONCRETE FOR

SLOPE

"2

19

SLOPE

TRANSVERSE SECTION

BD-PC4E

TRANSVERSE SECTION AND DIAPHRAGMS

SPREAD BOX BEAMS


REVISED

(STRUCTURES)




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30°

4'-0" (MAX.)

2'-8" (MIN.)

NOMINAL BEAM SPACING

4'-0" (MAX.)

2'-8" (MIN.)

PAY LIMITS FOR SLAB ITEM AND WINTER SURFACE TREATMENT ITEM

PAY LIMITS OF LONGITUDINAL SAWCUT GROOVING AND PROTECTIVE SEALER

COMPOSITE BARS (TYP.)

ONLY 4'-0" WIDE BOX BEAMS ARE ALLOWED FOR SPREAD CONFIGURATIONS.

FOR STEEL DIAPHRAGM DETAILS, SEE BD-PC6E.

FOR DECK SLAB REINFORCEMENT, SEE BD-SS SHEETS.

FOR JOINTLESS DETAILS AT ABUTMENTS, SEE BD-PC13E.

SHEAR KEY RECESS TO BE ELIMINATED AND THE WEB THICKNESS INCREASED FROM 5" TO 5ƒ".

MUST BE INDICATED AND THE SECTION LABELED "LOOKING UP STATION".

IF THE HIGH POINT OF THE SLAB IS OFFSET FROM THE STATION LINE, THE HORIZONTAL DISTANCE

BASED UPON SITE CONDITIONS.

BARRIER IS SHOWN FOR SCHEMATIC PURPOSES ONLY. BRIDGE RAILING TYPE SHALL BE DETERMINED

DESIGNER NOTES:

LETTING OF 09/01/17

EFFECTIVE WITH THE



ORIGINAL SIGNED BY

APPROVED: 02/17/17

OF BEARINGSc TO c

EXTERNAL INTERMEDIATE DIAPHRAGM SPACING EXTERNAL INTERMEDIATE DIAPHRAGM SPACING

STATION

BEGIN ABUT.

OF BEARINGSc

BE

AM

SP

ACIN

G

&

WID

TH

STATION

END ABUT.

OF BRGS.c

AZIMUTH

D1

D1

D1

D1

D1

D1

D1

D1

D2

D2

D2

D2

B1

B2

B3

B4

B5

AZIM

UT

H

STATION LINE

OF BOX BEAM (TYP.)c

STATION

BEGIN ABUT.

OF BEARINGSc

BE

AM

SP

ACIN

G

&

WID

TH

STATION

END ABUT.

OF BRGS.c

AZIMUTH

B1

B2

B3

B4

B5

STATION LINE

OF BOX BEAM (TYP.)c

AZIM

UTH

D1

D1

D1

D1

D1

D1

D1

D1

D2

D2

D2

D2

EXTERNAL INTERMEDIATE DIAPHRAGM SPACINGEXTERNAL INTERMEDIATE DIAPHRAGM SPACING

OF BEARINGSc TO c

D/2 (TYP.)D/2 (TYP.)

D (TYP.)

OF SPANc

BEAMS DURING ALL PHASES OF CONSTRUCTION.

THE CONTRACTOR IS RESPONSIBLE FOR ASSURING STABILITY OF ALL

NOTE:

BE

AM SP

ACIN

G

AL

ON

G S

KE

WBE

AM S

PACI

NG AL

ONG SK

EW

ELIMINATE VOID IF < 1'-0" (TYP.)

)n20l (SKEWS

FRAMING PLAN FOR SPANS OVER 65'

)n20 (SKEWS >

FRAMING PLAN FOR SPANS OVER 65'

FOR STEEL DIAPHRAGM DETAILS, SEE BD-PC6E.

DESIGNER SHALL DETAIL UTILITY SUPPORTS WHERE APPLICABLE.

ANGLE AND ONE AZIMUTH, LABELED TYPICAL.

OF BEARINGS ARE THE SAME, SHOW ONLY ONE SKEWc IF ALL AZIMUTHS OF

vPERPENDICULAR TO BEAMS AND PLACED AS SHOWN.

INTERNAL DIAPHRAGMS SHALL BEn; 3) FOR SKEWS GREATER THAN 20

2) ‚ POINTS FOR SPANS GREATER THAN 50'.

1) MIDPOINT FOR SPANS LESS THAN 50' AND ALL SKEWS.

LOCATIONS OF INTERNAL (INTERMEDIATE) DIAPHRAGMS -

2) MIDPOINT FOR SPANS GREATER THAN 65'.

1) NO DIAPHRAGMS ON SPANS UP TO 65'.

LOCATION OF EXTERNAL INTERMEDIATE DIAPHRAGMS -

DESIGNER NOTES:

SKEW ANGLE (TYP.)

BD-PC5E

FRAMING PLANS

SPREAD BOX BEAMS


REVISED

(STRUCTURES)




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SKEW ANGLE (TYP.)

LETTING OF 09/01/17

EFFECTIVE WITH THE



ORIGINAL SIGNED BY

APPROVED: 02/17/17

OF BOX BEAMc

OF BOX BEAMc

SLOPED

BOX BEAM SPACING

(TY

P.)

(TY

P.)

TYPICAL DIAPHRAGM

NOT SHOWN.n SKEWS OVER 20

BENT PLATES FOR END DIAPHRAGM

NOTE:

6"

SNUG TIGHT, (TYP.)

WITH WASHER, 2‚" LONG,

‡" (MIN.) DIA. BOLT

THREADED INSERT FOR

SNUG TIGHT, (TYP.)



THREADED INSERT FOR

TY

P.

4"

TY

P.

2"

‡" PLATE (MIN.)

Œ" PLATE (MIN.)

Š"

TY

P.

4"

SNUG TIGHT, (TYP.)



THREADED INSERT FOR

INTERMEDIATE DIAPHRAGM CONNECTIONS

)n & >v20n(SKEWS 0

SECTION A-A

6"

SNUG TIGHT, (TYP.)



THREADED INSERT FOR

TY

P.

4"

TY

P.

2"

‡" PLATE (MIN.)

Œ" PLATE (MIN.)

Š"

TY

P.

4"

SNUG TIGHT, (TYP.)



THREADED INSERT FOR

OF BRGS.c

OF BRGS.c

END DIAPHRAGM CONNECTIONS

OF BRGS.c

SNUG TIGHT, (TYP.)



THREADED INSERT FOR

(TYP.)

DIAPHRAGM WEB

6"

)n(SKEWS > 20

SECTION A-A

W 14vxv99

BEAM DEPTH

SIZING TABLE

INTERMEDIATE DIAPHRAGM

24" TO 45"

48" TO 54" MC 18vxv42.7

W 14vxv99

BEAM DEPTH

24" TO 39"

42" TO 45"

SIZING TABLE

END DIAPHRAGM

W 18vxv86

48" TO 54" W 24vxv76

)n20lv & n(SKEWS >v0

SECTION A-A

BD-PC6E

STEEL DIAPHRAGM DETAILS

SPREAD BOX BEAM


REVISED

(STRUCTURES)




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SECTION A-A

)n 20l & n(SKEWS >v0

SECTION A-A

*

* *

A A

TABLE FOR RECOMMENDED SIZE

STEEL DIAPHRAGM, SEE

RECOMMENDED SIZE

RECOMMENDED SIZE

MUST BE DESIGNED.

AND DETAILS ARE RECOMMENDED. ALL DIAPHRAGMS

STEEL SHAPES SHOWN IN THE DIAPHRAGM SIZING TABLE

MUST BE DESIGNED.

AND DETAILS ARE RECOMMENDED. ALL DIAPHRAGMS

STEEL SHAPES SHOWN IN THE DIAPHRAGM SIZING TABLE

WT8vxv44.5 (MIN.)

WT8vxv44.5 (MIN.)

THICKNESS

Œ" MIN.p BENT

WT8vxv44.5 (MIN.)

DIAPHRAGM WEB

DIAPHRAGM WEB

DIAPHRAGM WEB

DIAPHRAGM WEB

PRESTRESSING STRANDS.

INSERT SHOULD BE ADJUSTED TO AVOID INTERFERENCE WITH

BE DESIGNED.

THE NUMBER OF BOLTS AND INSERTS AT THE CONNECTIONS MUST

DESIGNER NOTE:

WASHERS SHALL BE ASTM F436.

WITH N.Y.S. STANDARD SPECIFICATIONS SUBSECTION 719-01.

ALL BOLTS, NUTS AND WASHERS SHALL BE GALVANIZED IN ACCORDANCE

AND SNUG TIGHT.

BOLTS TO BE USED WITH INSERTS SHALL BE ASTM A325 TYPE 1

TYPE 1 BOLTS.

STEEL TO STEEL CONNECTIONS SHALL BE MADE USING ASTM ‡" A325

ACCORDANCE WITH THE N.Y.S. STD. SPECIFICATIONS SUBSECTIONS 719-01.

ALL STEEL SHALL BE ASTM A709 GRADE 50 AND BE GALVANIZED IN

MEETING THE REQUIREMENTS OF ITEM 709-10.

THREADED INSERTS IN BEAMS SHALL BE MECHANICAL CONNECTORS,

SPECIFICATIONS SUBSECTION 719-01.

ALL INSERTS SHALL BE GALVANIZED IN ACCORDANCE WITH THE N.Y.S. STD.

CAPACITY OF 11 kips IN 7.5 ksi CONCRETE.

PRECAST BEAMS, AND SHALL PROVIDE A MINIMUM ULTIMATE TENSILE

THREADED INSERTS FOR ‡" DIA. BOLTS SHALL BE CAST INTO THE

PLACING THE SHIM PLATES.

DESIGNATION A709 PAYMENT WILL BE MADE FOR FURNISHING AND

FAYING SURFACE. THE SHIM MATERIAL SHALL CONFORM TO ASTM

NOT EXCEED 1". SHIM PLATES SHALL HAVE THE DIMENSIONS OF THE

THICKNESS OF ALL SHIM PLATES USED AT ANY CONNECTION SHALL

OF THREE SHIM PLATES PERMITTED AT ANY CONNECTION. THE TOTAL

THICKNESS OF SHIM PLATE SHALL BE „" WITH A MAXIMUM NUMBER

VARIABLE THICKNESSES OF SHIM PLATES MAY BE USED. THE MINIMUM

BETWEEN SKEWED DIAPHRAGMS AND THE CONNECTION PLATES.

TAPERED OR FLAT SHIM PLATES MAY BE USED IN THE CONNECTION

THERE WILL BE NO INTERFERENCE WITH OTHER STRUCTURAL DETAILS.

CONNECTION PLATES AS NECESSARY TO CORRECT ALIGNMENT PROVIDED

THE CONTRACTOR MAY PLACE DIAPHRAGMS ON EITHER SIDE OF THE

MANUAL.

ACCORDING TO THE NEW YORK STATE STEEL CONSTRUCTION

ALL CONNECTIONS BETWEEN STEEL ELEMENTS SHALL BE MADE

HOLES ARE RECOMMENDED TO BE FIELD DRILLED.

ALL HOLES IN STEEL ADJACENT TO STEEL INSERTS AND FORMED

THEIR ENDS VERTICAL.

INTERMEDIATE AND END DIAPHRAGMS SHALL BE FABRICATED WITH

ALL STEEL SHALL BE INCLUDED IN THE PRICE BID FOR THE BEAM ITEM.

NOTES:

LETTING OF 09/01/17

EFFECTIVE WITH THE



ORIGINAL SIGNED BY

APPROVED: 02/17/17

OF BEARINGSc OF BEARINGS TO c

OF BRGS.c

HOLE FOR TENDON (TYP.)

OF 3" DIA. PRECASTc

(TYP.)

7"

(TY

P.)

6"

(TYP.)

7"

(TYP.)

7"

OF TRANSVERSE TENDON (TYP.)c

OF BEAMc (TYP.)

1'-2"

OF BEARINGSc

SKEW

50 ft.) w (PLAN SHOWN FOR SPANS

PLAN - BOX BEAM

REINFORCEMENT PLAN - BOX BEAM

A

A

BAR MARK (SHEAR STIRRUP @ DESIGN SPACING)

2'-0" MIN. LAP (TYP.)

DETAIL, THIS DRAWING

SEE PLANv-vDIAPHRAGM REINFORCEMENT

REINFORCEMENT DETAILS FOR MORE INFORMATION.

END BLOCK REINFORCEMENT AND DIAPHRAGM

STRANDS NOT SHOWN FOR CLARITY, SEE BEAM

NOTE:

BB

2'-0" MIN. LAP

BAR MARK (SHEAR STIRRUP @ DESIGN SPACING)

BAR MARK (E) (COMPOSITE BAR @ DESIGN SPACING)

(TY

P.)

BAR MARK

PRECAST HOLE (TYP.)

3" DIAMETER

SECTION B-B - REINFORCEMENT

(TYP.)

2'-0"

COMPOSITE BARS (E) @ DESIGN SPACING

BETWEEN SHEAR STIRRUPS (TYP.)

COMPOSITE BAR (E) PLACED MIDWAY

7"

7"

OF BEARINGSc

OF TRANSVERSE TENDONc

SEE DETAIL A

2" COV. MIN.

#4

BA

RS

@ 6"

MA

X.

#4

BA

RS

@ 6"

MA

X.

SPACED @ 6"

4" HORIZONTAL STIRRUPS

OF BEAMc

3"

3"

(TYP.)

2'-0"

SHEAR STIRRUPS @ DESIGN SPACING

6" (MAX.)#4 BARS @

6"

6"

STIRRUPS PLACED AS SHOWN.

TWO PAIRS OF #4 SHEAR

HOLE AND TRANSVERSE TENDON TUBE.

TO AVOID INTERFERENCE WITH THE DOWEL

BAR SPACING MAY BE SLIGHTLY ADJUSTED

NOTE TO FABRICATOR:

(4'-0" WIDE)

PLAN - END BLOCK REINFORCEMENT

STIRRUPS

#4 SHEAR

(TYP.)

2" COV.

@ 6"

MA

X.

#4

BA

RS

4'-0"

6"

6"3"

3"

(4'-0" WIDE)

END BLOCK REINFORCEMENT

3"

3'-0"

3"6"

6"

STIRRUPS

#4 SHEAR

(3'-0" WIDE)

END BLOCK REINFORCEMENT

C

C

(TY

P.)

6"

6"

6"

FOR TENDON (TYPICAL)

3" DIA. PRECAST HOLE

@ 6" (M

AX.)

#4

BA

RS

1'-0"

FOR TENDON (TYPICAL)


#4 BARS

DRAIN (TYP.)1"

CO

V.

2"

OF BEARINGSc

2"

2"

2"

0 (TYP.)

HOLE

DOWEL

ANCHOR

OF BEAMc

OF BEAM END

2"

Y (2" MIN.)

WHERE Y = 1‚"v+v2vxvMAX. ONE WAY MOVEMENT

DIAPHRAGM REINFORCEMENT

SECTION C-C

DETAIL A

BAR MARK (COMPOSITE BAR (E) @ DESIGN SPACING

LABEL BAR MARKS

AS SHOWN IN TYPICAL BOX BEAM SECTION

TOP LONGITUDINAL REINFORCEMENT PLACED

@ 6"

MA

X.

#4

BA

RS (TYP.)

2" COV.

LOCATE TO CLEAR STRANDS.

CORNER OF EACH END OF VOID (TYP.)

ƒ" DIA. HDPE OR HDPP DRAIN, EACH

(E) DENOTES EPOXY COATED BARS.

PRESTRESSED BEAMS INCLUDING CONCRETE BARRIER BARS.

PRESTRESSED BEAMS SHALL BE INCLUDED IN THE UNIT PRICE BID FOR

ALL BAR REINFORCEMENT EMBEDDED IN OR PROTRUDING FROM THE

NOTES:

DETAIL, THIS DRAWING

SEE "PLAN - END BLOCK REINFORCEMENT"

FOR REINFORCEMENT AT END OF BEAMS

BEAM VOID

BD-PC7E

PLAN & ELEVATION

ADJACENT BEAMS-BOX BEAM


REVISED

(STRUCTURES)




ERRATA

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SHOWN (6" MAX. SPA.)

#4 BARS PLACED AS

SHOWN (6" MAX. SPA.)

#4 BARS PLACED AS

**

*

**

**

*

**

VOID (TYP.)

TO FABRICATOR)

SPACES l DESIGN SPACING (SEE NOTE

SHEAR STIRRUPS @ X N0. OF EQUAL

BOX BEAM. SEE BD-PC8E

AS SHOWN IN TYPICAL

REINFORCEMENT PLACED

TOP LONGITUDINAL

EQUAL SPACES (3•" MIN.)

SHEAR STIRRUPS @ X NO. OF

DIMENSIONS SHALL BE ADJUSTED IF LARGER THAN 1 in. DIA. ANCHOR DOWEL IS USED.

HOLE IN BEARING IS 2 in. DIA. HOLE IN SUBSTRUCTURE IS 1ƒ in. DIA. ALL HOLE

DETAIL, THIS SHEET.

THAN 115 ft. CALCULATE LENGTH "Y" AS SHOWN IN "EXPANSION ANCHOR DOWEL HOLE"

in. DIA. HOLE FOR EXPANSION LENGTHS UP TO 115 ft. FOR EXPANSION LENGTHS GREATER

FOR THE FIXED END USE 2 in. DIA. ANCHOR DOWEL HOLE. FOR THE EXPANSION END USE 2

DETAIL FOR INTEGERAL ABUTMENTS" ON BD-PC11E

FOR INTEGERAL ABUTMENT APPLICATIONS, SEE "END BLOCK AND TRANSVERSE TENDON

8 in. AND THE ANCHOR DOWEL HOLE IS ELIMINATED.

SHALL PREFERABLY BE 10 in. FOR INTEGRAL ABUTMENTS THIS DIMENSION SHALL BE

OF BEARINGS TO THE END OF THE BEAM c THE PERPENDICULAR DIMENSION FROM THE

ALL REINFORCEMENT TO BE VERIFIED BY DESIGNER.

.nMAXIMUM ALLOWABLE SKEW ANGLE IS 50

STIRRUP SPACING.

COMPOSITE SHEAR STIRRUPS MAY BE SPACED INDEPENDENT OF THE VERTICAL SHEAR

SHOW ACUTE CORNERS OF BEAMS SQUARED OFF TO 6 in. ,n 20wFOR SKEWS

ALL BAR TYPES (SHAPES) INCLUDED IN THE BARLIST SHALL BE SHOWN.

THE BARLIST FOR EACH PRESTRESSED BEAM SHALL BE PLACED ON THE BEAM SHEET.

FOR REINFORCEMENT AND STRAND DETAILS, SEE BD-PC8E AND BD-PC9E.

FOR SECTION A-A, SEE TYPICAL SECTIONS ON BD-PC1E AND BD-PC2E.

BOX BEAM SHOWN, SLAB UNIT SIMILAR.

DESIGNER NOTES:

PLAN

EXPANSION ANCHOR DOWEL HOLE

(EXPANSION LENGTH > 115')

6" (MAX.)

#4 BARS @

#4 BARS

LETTING OF 09/01/17

EFFECTIVE WITH THE



ORIGINAL SIGNED BY

APPROVED: 02/17/17

3"

3"

2"

2‚"

2"

3"

10" (TYP.)

STRANDS

C.G. OF

2" COV.

SPACED BY DESIGNER

#4 BARSv-vSHEAR STIRRUPS

****0 (TYP.)

C

C

A

B

#STRANDS

#STRANDS

#STRANDS

#STRANDSSTRANDS#STRANDS#STRANDS#STRANDS#STRANDS#TOTAL STRANDS#

LA

P (M

IN.)

1'-

0"

TYPICAL BOX BEAM SECTION

- DENOTES STRAIGHT BONDED STRANDS

- DENOTES DEBONDED STRANDS

3'-0" WIDE BOX UNITS.

ELIMINATE THESE BARS IN THE

4'-0" WIDE BOX UNIT SHOWN,

OF BEARINGSc

C.G. OF PRESTRESSING STRANDS

DEBONDED

DEBONDED

DEBONDED

SEE TYPICAL BOX BEAM SECTION

A

NO. OF STRANDS

BNO. OF STRANDS

CNO. OF STRANDS

SCHEMATIC DETAIL FOR DEBONDED STRANDS

STRAND LOCATION SCHEMATIC

"LEVEL"

"LEVEL"

OF BEAMc

THIS DIRECTION.

ELEVATIONS "LEVEL" IN

SET THE BRIDGE SEAT

ABUTMENT BRIDGE SEAT

EL.

EL.

PRESTRESSED BEAMS

PRESTRESSED CONCRETE BOX BEAM REINFORCEMENT

MARK NO. TYPELENGTH A B C D E F G H J K O RWEIGHT

BE

AM

4'-

0"

BE

AM

3'-

0"

TOTAL PLAIN BARS

TOTAL EPOXY BARS

lb. PER BEAM

lb. PER BEAM

O

TYPE I

AB

C

B

TYPE V TYPE II

B D

C

TYPE III

B

C E

D

(H) (G)

(A)

TYPE IV

COST OF BAR REINFORCEMENT TO BE INCLUDED IN PRESTRESSED BEAM ITEM.

ALL DIMENSIONS ARE OUT-TO-OUT DIMENSIONS.

I

II

IV

V

I

III

III

III

III

II

III

III

III

III

IV

V

1'-0" 3'-8" 1'-0"

3'-8"

2'-0"

1'-0"

0

0

3'-7"

1'-0" 2'-8" 1'-0"

2'-8"

1'-0" 0

2'-0" 0

2'-7"

DESIGN LOAD TABLE

UNITABUTMENT (kips)

REACTION AT

MIDSPANv(KIP-ft.)

MAX. MOM.

D.L.

S.D.L.

SLAB

UTILITIES

SIDEWALK

RAILING

FUTURE W.S.

SLAB THICKNESS TABLE

A REQ'D TOP OF SLAB ELEVATION

C = A - B


CORNER OF EACH END OF VOID (TYP.)

ƒ" DIA. HDPE OR HDPP DRAIN, EACH

TO THE TWO STRANDS.

SHALL BE SECULELY ATTACHED

COMPOSITE EPOXY COATED BAR

#4 BARS (TYPICAL)

cABOUTv

SYMMETRICAL

2"

OF TRANSVERSE TENDONc

OF BOX BEAMc SYMMETRICAL ABOUT

B TOP OF BEAM EL. (FIELD MEASURE)

E ACTUAL SLAB THICKNESS = C + D

D SLAB AND S.D.L. DEFLECTION

ALL MEASUREMENTS ARE TAKEN AT CENTERLINE OF BEAM.

ESTIMATING THE MINIMUM SLAB THICKNESS AS WELL AS CONCRETE VOLUME.

F IS THE THEORETICAL THICKNESS OF THE DECK SLAB BASED ON ASSUMED BEAM CAMBER. IT IS SHOWN TO ASSIST IN

2•" (TYP.)

BD-PC10E.

BD-PC1E AND

DETAILS, SEE

FOR SHEAR KEY

1•" COV.

OF BRIDGE SEAT

BREAK IN CROSS SLOPE

BD-PC8E

BOX BEAM DETAILS

ADJACENT BEAMS


REVISED

(STRUCTURES)




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DEFLECTION DUE TO SUPERIMPOSED DEAD LOAD

CAMBER TABLE (MID-SPAN)

BEAM DEAD LOAD AT TRANSFER

CAMBER DUE TO PRESTRESSED FORCE AND

BEAM DEAD LOAD WITH GROWTH


**

CAMBER GROWTH IS ASSUMED TO BE 50% OF THE CAMBER AT TRANSFER.**

DEFLECTION DUE TO SLAB DEAD LOAD

X'-X"

X'-X" X'-X"

X'-X"

X'-X"

X'-X" X'-X" X'-X" X'-X"

X'-X" X'-X"

X'-X" X'-X"

X'-X"

X'-X"

X'-X" X'-X" X'-X" X'-X"

X'-X" X'-X"

X'-X"

LEGEND

THICKNESS IS INCREASED TO 6".

BE USED IF THE BOTTOM FLANGE

THESE STRANDS LOCATIONS MAY ONLY

2‚"

2"

2"

c SYMMETRICAL ABOUT

(NO DOWEL HOLE REQUIRED)

AVAILABLE FOR INTEGRAL ABUTMENTS

THESE STRAND LOCATIONS ONLY

ON STRANDS (TYP.)

1…" COVER

3"

‚ PT. MIDSPAN ƒ PT. BRGS.c BRGS.c

F THEORETICAL SLAB THICKNESS

ABUTMENT BEARING PLACEMENT.

BD-PC12E FOR CONVENTIONAL

PAD PLACEMENT PLACEMENT OR

SEE BD-ID1E FOR INTEGERAL

BRGS.c

**

****

****

BOX BEAM

DIAPHRAGMS ***

HL-93

L.L.

NYSDOT P.V.

ALL LOADS ARE UNFACTORED AND INCLUDE IMPACT.

VEHICLE FOR LRFD (HS 25 FOR LFD)

ASSUMED LIVE LOAD = HL-93 AND NYSDOT PERMIT

***INTERNAL DIAPHRAGMS ARE INCLUDED IN BEAM DEAD LOAD.

v TO BE USED ONLY WHEN EXTERNAL DIAPHRAGMS ARE USED.

IN THE DESIGN LOAD TABLE:

FOR ADJACENT PRESTRESSED BEAMS

ABUTMENT OR PIER SEAT ELEVATIONS

DETAIL FOR ESTABLISHING

TENSIONED TO A JACKING FORCE OF 43.9 KIPS.

AS STIRRUP SUPPORTS ONLY. IF THEY ARE USED AS DESIGN STRANDS THEY SHALL BE

THESE STRANDS SHALL BE TENSIONED TO A JACKING FORCE OF 2.2 KIPS IF USED

BEAMS, PROVIDE A HAUNCH TABLE AS SHOWN ON BD-PC29E.

THE SLAB THICKNESS TABLE SHALL BE PROVIDED FOR ADJACENT BEAMS. FOR SPREAD

IN THE BAR LIST, DESIGNER TO REPLACE X'-X" WITH ACTUAL DIMENSION REQUIRED.

LIST WHEN NECESSARY.

EMBEDDED BARRIER BARS SHALL BE DETAILED AND ADDED TO THE BEAM REINFORCEMENT

BOTH ENDS OF THE BRIDGE SEAT.

PROVIDE ABUTMENT AND PIER SEAT ELEVATIONS WHERE SLOPE CHANGES OCCUR AND AT

ASSUMED CAMBER AT SHIPPING IS TYPICALLY 1.5vxvCAMBER AT TRANSFER.

ONLY. NUMBER AND PLACEMENT OF STRANDS SHALL BE DETERMINED BY THE DESIGNER.

THE SCHEMATIC DETAIL FOR DEBONDED STRANDS SHOWN FOR ILLUSTRATIVE PURPOSES

INTEGRAL ABUTMENT OR CONTINUOUS FOR LIVE LOAD CONSTRUCTION.

THE DESIGNER SHALL NOTE WHICH STRANDS ARE TO BE EXTENDED FROM THE BEAM FOR

BY DESIGN, WITH THE APPROVAL OF THE DEPUTY CHIEF ENGINEER (STRUCTURES).

THE DESIGNER MAY ELECT TO USE OTHER BEAM DEPTHS THAN THOSE SHOWN, IF REQUIRED

STRANDS. TRANSVERSE TENDONS SHOULD BE LOCATED IN THE MIDDLE THIRD OF THE BEAMS.

THE TRANSVERSE TENDON AND RECESS MUST NOT INTERFERE WITH PRESTRESSING

THE NUMBER AND PLACEMENT OF STRANDS SHALL BE DETERMINED BY THE DESIGNER.

DESIGNER NOTES:

B

(A)

(J)

X'-X"

X'-X"

ROUGHENED FINISH WITH AN AMPLITUDE OF ‚ in.

THE TOPS OF PRESTRESSED UNITS SHALL RECEIVE A TRANSVERSE

BAR REINFORCEMENT SHALL BE ASTM A615, GRADE 60.

IN THE PRICE BID FOR THE BEAM ITEM.

SECTION 719.01. THE COST OF COATING THE STRANDS SHALL BE INCLUDED

WITH THE "REPAIR" PORTION OF THE NYS STANDARD SPECIFICATION

AGAINST CORROSION BY THE APPLICATION OF ZINC PAINT IN ACCORDANCE

EXTENDED FOR INTEGERAL ABUTMENT APPLICATIONS SHALL BE PROTECTED

PRESTRESSING STRANDS CUT FLUSH WITH THE END OF THE BEAM OR

"SHOP DRAWINGS".

ENGINEER (STRUCTURES) AND DETAILED ON THE PRESTRESSED CONCRETE

ALL TEMPORARY INSERTS SHALL BE APPROVED BY THE DEPUTY CHIEF

ALL EXPOSED CORNERS, EXCEPT THE TOP, SHALL BE CHAMFERED ƒ in.

AT SERVICE LIMIT STATE = ksi. (NYSDOT PERMIT VEHICLE)

AT SERVICE LIMIT STATE = ksi. (HL-93)

AT TRANSFER = ksi.

THE ALLOWABLE TENSION IN THE PRESTRESSED CONCRETE UNITS:

REQUIRED MINIMUM CONCRETE STRENGTH AT 56 DAYS = 10 ksi.

REQUIRED MINIMUM CONCRETE STRENGTH AT TRANSFER = 7 ksi.

JACKING FORCE = 43.9 kips PER STRAND

STRAND WITH A GUARANTEED ULTIMATE STRENGTH OF 270ksi.

THE PRESTRESSING STRANDS SHALL BE 0.6" DIA. LOW RELAXATION STEEL

NOTES:

(MIN.)

10"

EM

B.

LETTING OF 09/01/17

EFFECTIVE WITH THE



ORIGINAL SIGNED BY

APPROVED: 02/17/17

3"

3"

BY DESIGN)

#4 BARS (SPACED

***

TWO STRANDS.

BE SECURELY ATTACHED TO THE

COMPOSITE EPOXY COATED BAR SHALL

****

2"

2‚"

3"

2"

STRANDS#STRANDS#TOTAL STRANDS#

0" (TYP.)

STRANDS#TENDON

OF TRANSVERSEc

C.G. OF STRANDS


- DENOTES STRAIGHT BONDED STRANDS

TYPICAL SLAB UNIT SECTION

#4 BARS (TYP.)

OF SLAB UNITc SYMM. ABOUT

OF BEARINGSc

C.G. OF PRESTRESSED STRANDS

DEBONDED

DEBONDED

DEBONDED

SEE TYPICAL SLAB UNIT SECTION

A

NO. OF STRANDS

BNO. OF STRANDS

CNO. OF STRANDS

SCHEMATIC DETAIL FOR DEBONDED STRANDS

"LEVEL"

"LEVEL"

OF BEAMc

ABUTMENT BRIDGE SEAT

EL.

EL.

PRESTRESSED UNITS

OF BRIDGE SEAT

BEAM IN CROSS SLOPE

MARK NO. TYPELENGTH A B C D E F G H J K O RWEIGHT

BE

AM

4'-

0"

BE

AM

3'-

0"

TOTAL PLAIN BARS

TOTAL EPOXY BARS

lb. PER BEAM

lb. PER BEAM

O

TYPE I

AB

C

B

TYPE V

TYPE II

B D

C

TYPE III

B

C E

D

(H) (G)

(A)

TYPE IV

COST OF BAR REINFORCEMENT TO BE INCLUDED IN PRESTRESSED BEAM ITEM.

ALL DIMENSIONS ARE OUT-TO-OUT DIMENSIONS.

I

I

V

VI

I

III

III

I

III

III

V

VI

1'-0"

2'-0" 0

II

IV

0

3'-7"

II

IV

1'-0" 0

2'-0" 0

2'-7"

PRESTRESSED CONCRETE SLAB UNIT REINFORCEMENT

C

B D

TYPE VI

(A) (G)

DESIGN LOAD TABLE

UNITABUTMENT (kips)

REACTION AT

MIDSPANv(KIP-ft.)

MAX. MOM.

D.L.

S.D.L.

UTILITIES

SIDEWALK

RAILING

FUTURE W.S.




BOTH ENDS OF EACH VOID (TYP.)

ƒ" DIA. HDPE OR HDPP DRAINS AT

1•" COV.

cSYMMETRICAL ABOUT

2•"

2"

ALL MEASUREMENTS ARE TAKEN AT CENTERLINE OF SLAB UNIT.


F IS THE THEORETICAL THICKNESS OF THE DECK SLAB BASED ON ASSUMED BEAM CAMBER, IT IS SHOWN TO ASSIST IN

A

B

C

SLAB UNIT

DECK SLAB

(NO DOWEL HOLE REQUIRED)

AVAILABLE FOR INTEGRAL ABUTMENTS

THESE STRAND LOCATIONS ONLY

BD-PC10E.

BD-PC1E AND

DETAILS, SEE

FOR SHEAR KEY

B

BD-PC9E

SLAB UNIT DETAILS

ADJACENT BEAMS


REVISED

(STRUCTURES)




ERRATA

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BEAM DEAD LOAD AT TRANSFER


BEAM DEAD LOAD WITH GROWTH


**


THIS DIRECTION.

ELEVATIONS "LEVEL" IN

SET THE BRIDGE SEAT


X'-X"

X'-X"

X'-X"

X'-X" X'-X" X'-X" X'-X"

X'-X" X'-X"

X'-X" X'-X" X'-X"

X'-X"

X'-X"

X'-X"

X'-X" X'-X" X'-X" X'-X"

X'-X" X'-X"

X'-X" X'-X" X'-X"

3'-0" WIDE SLAB UNITS.

ELIMINATE THESE BARS IN THE

4'-0" WIDE SLAB UNIT SHOWN,

LEGEND

SLAB THICKNESS TABLE


C = A - B




‚ PT. MIDSPAN ƒ PT. BRGS.c BRGS.c

F THEORETICAL SLAB THICKNESS **

***

ABUTMENT BEARING PLACEMENT.

BD-PC12E FOR CONVENTIONAL

PAD PLACEMENT PLACEMENT OR

SEE BD-ID1E FOR INTEGERAL

BRGS.c

NYSDOT P.V.

HL-93

L.L.

FOR ADJACENT PRESTRESSED UNITS

ABUTMENT OR PIER SEAT ELEVATIONS

DETAIL FOR ESTABLISHING

(A)

(J)

X'-X"

X'-X"










"SHOP DRAWINGS".



ALL EXPOSED CORNERS, EXCEPT THE TOP, SHALL BE CHAMFERED ƒ in.

vv v vAT SERVICE LIMIT STATE = ksi. (NYSDOT PERMIT VEHICLE)


AT TRANSFER = ksi.






THE PRESTRESSING STRANDS SHALL BE 0.6" DIA. LOW RELAXATION STEEL

NOTES:

SEE BD-PC7E FOR REINFORCEMENT PLAN, BOX BEAM SHOWN, SLAB UNITS SIMILAR.

TENSIONED TO A JACKING FORCE OF 43.9 KIPS.

STIRRUP SUPPORTS ONLY. IF THEY ARE USED AS DESIGN STRANDS THEY SHALL BE

vTHESE STRANDS SHALL BE TENSIONED TO A JACKING FORCE OF 2.2 KIPS IF USED AS

IN THE BAR LIST, DESIGNER TO REPLACE X'-X" WITH THE ACTUAL DIMENSION REQUIRED.

REINFORCEMENT LIST WHEN NECESSARY.

EMBEDDED BARRIER BARS SHALL BE DETAILED AND ADDED TO THE SLAB UNIT

BOTH ENDS OF THE BRIDGE SEAT.

PROVIDE ABUTMENT AND PIER SEAT ELEVATIONS WHERE SLOPE CHANGES OCCUR AND AT

ASSUMED CAMBER AT SHIPPING IS TYPICALLY 1.5vxvCAMBER AT TRANSFER.

ONLY. NUMBER AND PLACEMENT OF STRANDS SHALL BE DETERMINED BY THE DESIGNER.

THE SCHEMATIC DETAIL FOR DEBONDED STRANDS SHOWN FOR ILLUSTRATIVE PURPOSES

FOR INTEGRAL ABUTMENT OR CONTINUOUS FOR LIVE LOAD CONSTRUCTION.

THE DESIGNER SHALL NOTE WHICH STRANDS ARE TO BE EXTENDED FROM THE SLAB UNIT

REQUIRED BY DESIGN, WITH THE APPROVAL OF THE DEPUTY CHIEF ENGINEER (STRUCTURES).

THE DESIGNER MAY ELECT TO USE OTHER SLAB UNIT DEPTHS THAN THOSE SHOWN, IF

SLAB UNITS.

STRANDS. TRANSVERSE TENDONS SHOULD BE LOCATED IN THE MIDDLE THIRD OF THE

THE TRANSVERSE TENDON AND RECESS MUST NOT INTERFERE WITH PRESTRESSING


DESIGNER NOTES:

LETTING OF 09/01/17

EFFECTIVE WITH THE



ORIGINAL SIGNED BY

APPROVED: 02/17/17

OF TRANSVERSE TENDONSc

(TYP.)

7"

L/2L/2

OF BRGS.c

OF BRGS.c

(TYP.)

7"

(TYP.)

7"

(TY

P.)

6"



OF BRGS.c

(TY

P.)

6"

OF BRGS.c

D/4D/4D/4D/4

(TYP.)

7"

(TYP.)

7"

(TYP.)

1'-2"(TYP.)

7"


(NO STAGE CONSTRUCTION)

(NO STAGE CONSTRUCTION)

A

A

PRECAST HOLE

OF 3" DIA.c

COMPRESSIBLE SEALER

SELF ADHESIVE

GROUT MATERIAL


TO ERECTION OF THE BEAMS.

SEALER TO BE PLACED PRIOR

SELF ADHESIVE COMPRESSIBLE

GROUT MATERIAL

SECTION A-A

2" (MAX.)

" (MIN.)211

3"

CONCRETE CONSTRUCTION MANUAL (PCCM).

SECTION 8.4.5.4, OF THE PRESTRESSED

4.5.2, AND PLACED IN ACCORDANCE WITH

MEETING THE REQUIREMENTS OF SECTION

SHEAR KEY TO BE FILLED WITH MATERIAL

TENDON DETAIL.

AT TRANSVERSE

SEE SHEAR KEY

PRECAST HOLE,

OF 3" DIA.c

COMPRESSIBLE SEALER

SELF ADHESIVE

BEAM WIDTHJOINT, ƒ" (MIN.)

1v‚" (MAX.)

BOTTOM OF SHEAR KEY

BOX BEAM SHEAR KEY DETAIL

"436

"83

c

6"v@

(MIN.)

1" (T

YP.)

B

B

C

C

FASCIA BEAM

6"

"4

36

6"

(TY

P.)

5" (M

IN.)

"436

6"…" …"

…"

…"

FASCIA SIDE OF BEAM

HOLE (TYPICAL)

3" DIA. PRECAST

PRESTRESSED STRAND (TYP.)

MANUAL (PCCM), COLOR TO MATCH BEAMS.

OF THE PRESTRESSED CONCRETE CONSTRUCTION

PLACED IN ACCORDANCE WITH SECTION 8.4.5.5

THE REQUIREMENTS OF SECTION 4.5.3 AND

RECESS TO BE FILLED WITH MATERIAL MEETING

3 PER HOLE (TYPICAL)

TO 84 kips (28 kips/STRAND)

OR EQUAL TENSIONED

•" DIA. POLYSTRAND

PRECAST HOLE

3" DIA.

DISTANCE

c@

1"

*

SECTION C-C SECTION B-B

2" (MAX.)

" (MIN.)211

JOINT, ƒ" (MIN.)

1v‚" (MAX.)

BEAM WIDTH

BOTTOM OF SHEAR KEY

3"

COMPRESSIBLE SEALER

SELF ADHESIVE

CONCRETE CONSTRUCTION MANUAL (PCCM).

SECTION 8.4.5.4, OF THE PRESTRESSED

4.5.2, AND PLACED IN ACCORDANCE WITH

MEETING THE REQUIREMENTS OF SECTION

SHEAR KEY TO BE FILLED WITH MATERIAL

DETAIL.

AT TRANSVERSE TENDON

HOLE, SEE SHEAR KEY

OF 3" DIA. PRECASTc

SLAB UNIT SHEAR KEY DETAIL

"436

B

B

CC

c5"

@

…" …"

FASCIA BEAM

SKEWn@ 50

TRANSVERSE TENDON RECESS DETAIL

PLAN

SKEWn @ 0

TRANSVERSE TENDON RECESS DETAIL

PLAN

FOAM •" TO 1" THICK

SPRAY WITH EXPANDABLE

FOAM •" TO 1" THICK

SPRAY WITH EXPANDABLE

BD-PC10E

TENDONS & SHEAR KEYS

ADJACENT BEAMS-TRANSVERSE


REVISED

(STRUCTURES)




ERRATA

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**

** **

** **

TENDON PLACEMENT FOR SPANS < 50 ft.

PLAN

50 ft.wTENDON PLACEMENT FOR SPANS

PLAN

SHEAR KEY AT TRANSVERSE TENDON DETAIL

PLAN

OF TENDONSc

OF TENDONSc

pGALVANIZED

6"vxv1"vxv6"

BAR REINFORCEMENT NOT SHOWN FOR CLARITY.

NO SEALER APPLIED TO THE RECESS FOR TRANSVERSE TENDONS.

HAVE THREE HOLES TO ACCOMODATE STRANDS.

TO THE LONGITUDINAL AXIS OF THE TENDON IN ALL PLANES AND SHALL

6"vxv1"vxv6" GALVANIZED (ASTM A36) PLATES SHALL BE PERPENDICULAR

NOTES:

pGALVANIZED

6"vxv1"vxv6"

*

FOR INTEGERAL ABUTMENTS" ON BD-PC11E.

SEE "END BLOCK AND TRANSVERSE TENDON DETAIL

FOR INTEGERAL ABUTMENT APPLICATIONS,

INTERFERENCE WITH THE RECESS.

THE OUTSIDE FASCIA OF THE BEAM TO AVOID

MOVE THE PRESTRESSED STRANDS AWAY FROM

WHEN THIS IS NOT POSSIBLE WITH SLAB UNITS,

DESIGNER NOTES:

(TYP.)

ONE TIME USE CHUCK

LETTING OF 09/01/17

EFFECTIVE WITH THE



ORIGINAL SIGNED BY

APPROVED: 02/17/17

OF TENDONSc

OF STAGE II TRANSVERSE TENDONSc

OF SPAN & DIAPHRAGMc OF BRGS.c

7" 7"

7""2

13"213

L/2L/2

OF STAGE I TRANSVERSE TENDONc

RECESS DETAIL

TRANSVERSE TENDON

SEE STAGE CONSTRUCTION

OF STAGE I TRANSVERSE TENDONc

OF BEARINGSc

6"

OF STAGE II TRANSVERSE TENDONSc

OF SPAN & DIAPHRAGMc OF BRGS.c 7"

"213

L/2L/2

OF BEARINGSc

6"

7"

1'-9"

7"

1'-9"

"2110 7"

1'-2"

OF STAGE II TRANSVERSE TENDONc

1'-2

"

"83

c

6"v@

B

B

FASCIA BEAM

STAGE I CONSTRUCTION

PLAN STAGE II CONSTRUCTION

PLAN

(MINIMUM)

1" (TYP.)

A

A

7"

"213

"213

OF DIAPHRAGMc

"83

PRECAST TENDON HOLE

OF STAGE Ic PRECAST TENDON HOLE

OF STAGE IIc B

B

FASCIA BEAM A A"2

13"213

7"

1'-2"

"83 "8

3

PRECAST TENDON HOLE

OF STAGE IIc

c5"

@

OF DIAPHRAGMc

TENDON HOLE

OF STAGE I PRECASTc

SKEWn @ 50

TRANSVERSE TENDON RECESS

STAGE CONSTRUCTION

SKEWn @ 0

TRANSVERSE TENDON RECESS

STAGE CONSTRUCTION

TRANSVERSE TENDONS

OF STAGE IIc

n.SKEW IS 50

AND OVER. MAXIMUM ALLOWABLEn SKEWS 20

ACUTE CORNERS ARE SQUARED OFF FOR

NOTE:

INDICATE LAP

(MIN.)

6"

STAGE IISTAGE I

2'-0"v(MIN.), 4'-0"v(MAX.)

DECK CLOSURE POUR

THIC

KN

ES

S 7"

MIN.

ST

AG

E I

SL

AB MECHANICAL CONNECTOR

DECK REINFORCEMENT

ST

AG

E II

SL

AB

BETWEEN STAGES

2…" CLOSURE JOINT

CLOSURE POUR DETAIL

6"

"4

36

6"

(TY

P.)

5" (M

IN.)

6"…"

…"

…"

FASCIA SIDE OF BEAM

HOLE (TYPICAL)

3" DIA. PRECAST

PRESTRESSED STRAND (TYP.)

PRECAST HOLE

3" DIA.

DIMENSION

c@

1"

SECTION A-A

SECTION B-B

MANUAL (PCCM), COLOR TO MATCH BEAMS.

OF THE PRESTRESSED CONCRETE CONSTRUCTION

PLACED IN ACCORDANCE WITH SECTION 8.4.5.5

THE REQUIREMENTS OF SECTION 4.5.3 AND

RECESS TO BE FILLED WITH MATERIAL MEETING

1'-2"

6"

7"

…"

TENDONS

STAGE II

TENDONS

STAGE I

ADJACENT BOX BEAMS OR SLAB UNITS

SEQUENCE OF STAGE-I SUPERSTRUCTURE CONSTRUCTION

ADJACENT BOX BEAMS OR SLAB UNITS

SEQUENCE OF STAGE-II SUPERSTRUCTURE CONSTRUCTION

c

6"v@

IS PLACED.

SHALL BE FILLED AFTER THE STAGE II SLAB

CONSTRUCTION MANUAL (PCCM). THIS SHEAR KEY

PLACEMENT, IN THE PRESTRESSED CONCRETE

SHEAR KEY MATERIAL, AND SECTION 8.4.5.4,

AND PLACED IN ACCORDANCE WITH SECTION 4.5.2,

SHEAR KEY BETWEEN STAGES SHALL BE FILLED

1‚"

3 PER HOLE (TYPICAL)

TO 84 kips (28 kips/STRAND)

OR EQUAL, TENSIONED

•" DIA. POLYSTRAND

50 ft. ADD QUARTER POINT TENDONS)w (FOR SPANS

TRANSVERSE TENDON PLACEMENT FOR SPANS < 50 ft.

APPLIED AS SHOWN IN BD-PC10E

FOAM BACKER ROD AND SPRAY FOAM

BD-PC11E

STAGE CONSTRUCTION DETAILS

ADJACENT BEAMS


REVISED

(STRUCTURES)




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OF BEARINGSc

PRECAST TENDON HOLE

OF STAGE IIc

PRECAST TENDON HOLE

OF STAGE Ic

2'-0"

7"

7"

INTEGERAL ABUTMENT

ADJACENT BEAM


DETAIL FOR INTEGERAL ABUTMENTS

END BLOCK AND TRANSVERSE TENDON

** **

****

(TYP.)

OF TENDONSc

(TYP.)

OF TENDONSc

v PLACING CONCRETE FOR DECK POUR.

8) CLEAN AND PRE-WET THE TOP SURFACES OF THE BEAMS PRIOR TO

v IN THE LAST SHEAR KEY.

v HOURS AFTER BUT WITHIN 21 DAYS AFTER PLACEMENT OF GROUT

7) TENSION STAGE-I TRANSVERSE TENDONS NO SOONER THAN 24

v INSTRUCTIONS. ALL SHEAR KEYS SHALL BE COMPLETELY FILLED.

6) GROUT STAGE-I SHEAR KEYS FOLLOWING MANUFACTURER'S

v INSTALL COMPRESSIBLE SEALER IN THE SHEAR KEYS.

5) WASH SHEAR KEYS THOROUGHLY TO REMOVE ANY FOREIGN MATERIAL.

4) INSTALL ANCHOR DOWELS WITH APPROPRIATE BACKFILL MATERIAL.

3) DRILL AND CLEAN DOWEL HOLES IN THE BRIDGE SEAT.

2) PLACE THE BOX BEAMS OR SLAB UNITS.

1) PLACE STAGE-I BEARINGS AS SHOWN ON THE CONTRACT PLANS.

(TYP.)pGALVANIZED

6"vxv1"vxv6"

pGALVANIZED

6"vxv1"vxv6"

NO SEALER APPLIED TO THE RECESS FOR TRANSVERSE TENDONS.

BEAM REINFORCEMENT NOT SHOWN FOR CLARITY.

TENDON IN ALL PLANES.

PERPENDICULAR TO THE LONGITUDINAL AXIS OF THE

6"xv1"xv6" GALVANIZED (ASTM A36) PLATES SHALL BE

NOTES:

**

*

FOR INTEGERAL ABUTMENTS" ON BD-PC11E.

SEE "END BLOCK AND TRANSVERSE TENDON DETAIL

FOR INTEGERAL ABUTMENT APPLICATIONS,

INTERFERENCE WITH THE RECESS.

THE OUTSIDE FASCIA OF THE BEAM TO AVOID

MOVE THE PRESTRESSED STRANDS AWAY FROM

WHEN THIS IS NOT POSSIBLE WITH SLAB UNITS,

DESIGNER NOTES:

*

(TYP.)

ONE TIME USE CHUCK v PLACING CONCRETE FOR DECK CLOSURE POUR.


vOF LIVE LOADS ON STAGE-II.

vOF GROUTING THE LAST STAGE-II KEYS AND BEFORE APPLICATION

v HOURS AFTER GROUTING THE CLOSURE KEY, BUT WITHIN 21 DAYS

9) TENSION STAGE-II TRANSVERSE TENDONS NO SOONER THAN 24

vTHE STAGE-II DECK.

vSOONER THAN 72 HOURS AFTER PLACING CONCRETE FOR

8) GROUT CLOSURE KEY BETWEEN STAGE-I AND STAGE-II BEAMS NO

vLAST SHEAR KEY.

vNO SOONER THAN 24 HOURS AFTER PLACEMENT OF GROUT IN THE

vPLACING CONCRETE FOR STAGE-II DECK POUR. POUR STAGE-II DECK


v STAGE-II BEAMS) ALL SHEAR KEYS SHALL BE COMPLETELY FILLED.

v INSTRUCTIONS (EXCEPT THE SHEAR KEY BETWEEN STAGE-I AND

6) GROUT STAGE-II SHEAR KEYS FOLLOWING MANUFACTURER'S

v INSTALL COMPRESSIBLE SEALER IN THE SHEAR KEYS.


4) INSTALL ANCHOR DOWELS WITH APPROPRIATE BACKFILL MATERIAL.


2) PLACE THE BOX BEAMS OR SLAB UNITS.

1) PLACE STAGE-II BEARINGS AS SHOWN ON THE CONTRACT PLANS.

LETTING OF 09/01/17

EFFECTIVE WITH THE



ORIGINAL SIGNED BY

APPROVED: 02/17/17

OF BRGS.c OF BRGS.c

ANCHOR DOWEL HOLE ANCHOR DOWEL HOLE

OF BOTTOM, ANCHOR PLATEc RAILING SHEETS.

FOR DETAIL, SEE

FASCIA EDGE OF BEAM

RIGHT RAILING ANCHORAGE

PLAN

(LEFT RAILING ANCHORAGE SIMILAR)

FULL DEAD LOAD

VERTICAL +/- ‚" UNDER

ENDS OF ALL BEAMS

IN BEAM

2" DIA. HOLE

DRILLED & FILLED (SEE NOTES)

FOR 1" DIA. ANCHOR DOWEL,

1ƒ" DIA. HOLE IN BRIDGESEAT

OF BRGS.c

1'-

0"

JOINT FILLER @ EXPANSION BRG. ONLY

2" (MIN.) PREMOULDED RE SILENT

OF JOINTc

LEVEL

CONCRETE APPROACH SLAB

ABUTMENT STEM

BACKWALL

SECTION A-ADETAILS FOR SIMPLE SPAN AT PIER ARE SIMILAR.

ABUTMENT IS SHOWN IN SECTION A-A,

NOTE:

1'-

0"

OF BRGS.c (MIN.)

9"

3" (MIN.)

W

W/2 (M

IN.)

4" (MIN.)

BRIDGE SEAT

FRONT FACE OF

ANCHOR DOWEL HOLE

OF PRESTRESSED UNITc

BEARING

A A

OF BRGS.c

W

W/2 (M

IN.)

ANCHOR DOWEL HOLE

BEARING

A A

6"

OF PRESTRESSED UNITc

BRIDGE SEAT

FRONT FACE OF

*

SKEWnPARTIAL PLAN - 0 PARTIAL PLAN - SKEWED

SINGLE STAGE ADJACENT BOX BEAMS OR SLAB UNITS

SEQUENCE OF CONSTRUCTION

3" (MIN.)

3" (MIN.)

vAPPROVED METHODS.

vPLACING CONCRETE FOR DECK POUR. CURE THE SLAB USING APPROPRIATE


vTHE LAST SHEAR KEY.

v24 HOURS AFTER BUT WITHIN 21 DAYS AFTER PLACEMENT OF GROUT IN

7) TENSION THE TRANSVERSE TENDONS TO 28 kips/STRAND NO SOONER THAN

vBE COMPLETELY FILLED.

vFOLLOWING MANUFACTURERS INSTRUCTIONS. ALL SHEAR KEYS SHALL

6) GROUT AND CURE THE SHEAR KEYS WITH AN APPROVED GROUT MATERIAL

vINSTALL BACKER RODS IN THE SHEAR KEYS.


4) INSTALL ANCHOR DOWELS.


2) PLACE THE BOX BEAMS OR SLAB UNITS ON THE BEARINGS

1) PLACE BEARING AS SHOWN ON THE CONTRACT PLANS.

BD-PC12E

MISCELLANEOUS DETAIL I

BOX/SLAB UNIT BEAMS


REVISED

(STRUCTURES)




ERRATA

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APPROPRIATE BD SHEET.

FOR JOINT SYSTEM, SEE

TYPICAL SPREAD BEAM HAUNCH DETAIL

SLOPE

LEVEL

OF SLAB ELEVATION

THEORETICAL BOTTOM

2" MIN.

E IN TABLE

DEPTH OF HAUNCH

CONCRETE BOX BEAM

TOP OF PRESTRESS

REINFORCEMENT

DETERMINED BY CONTRACTOR.

SIZE AND SPACING TO BE

GALVANIZED STEEL INSERT,

DETERMINED BY CONTRACTOR

ANGLE, SIZE AND SPACING TO BE

GALVANIZED STEEL FORM SEAT

SUGGESTED FORM SUPPORT DETAIL FOR SPREAD BEAMS

FOR FORM NOTES AND DETAILS, SEE BD-SS8E.

CAMBER TABLES, AND DESIGN LOAD TABLES.

DESIGNER SHALL PROVIDE COMPLETE HAUNCH TABLES,

DESIGNER NOTES:

ANCHOR DOWELS ARE NOT NECESSARY WHEN USING INTEGERAL ABUTMENTS.

THE ANCHOR DOWEL SHALL CONSIST OF A #8 BAR, ASTM A615, GRADE 60.

THE ENDS OF ALL BEAMS SHALL FOLLOW THE SKEW.

AS SHOWN ABOVE.

A PLAN VIEW OF THE RAILING ANCHORAGE SHALL BE SHOWN FOR EACH FASCIA

FOR ADDITIONAL JOINT SYSTEM INFORMATION SEE APPROPRIATE BD SHEET.

MUST BE PROVIDED WITH EMBEDMENT INTO SLAB POUR ONLY. SEE BD-RS7E.

PLATES SHOWN IN RAILING ANCHORAGE PLAN ABOVE, THEN A SPECIAL PLATE

IF DIMENSIONAL RESTRICTIONS LIMIT THE LONGITUDINAL PLACEMENT OF

RAILING PLATE MUST CLEAR THE DOWEL TUBE.

BOX BEAM.

MINIMUM COVER ABOVE AND 2•" MINIMUM COVER TO THE SIDE OF THE

RAILING PLATE MUST BE COMPLETELY EMBEDDED INTO BEAM WITH 3"

DESIGNER NOTES:

**

****

*

STAY IN PLACE FORM

FORM SEAT AND WELD.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN OF THE

NOTES:

BEARING PLACEMENT DETAILS

9" (MIN.)

TYPE "D" WATERSTOP

.n vMAXIMUM ALLOWABLE SKEW ANGLE IS 50

AND OVERn - ACUTE CORNERS ARE SQUARED OFF FOR SKEWS 20

FOR EXPANSION ANCHOR DOWEL HOLE DETAILS, SEE BD-PC7E.

v vOF (1) PART EPOXY TO (2) PARTS SAND.

- MOISTURE FREE, SANDBLAST SAND SHALL BE ADDED IN THE RATIO

SHEAR KEYS.

N.Y.S. MAT. SPEC. 701-06 - CEMENT BASED GROUT MATERIALS FOR

N.Y.S. MAT. SPEC. 701-05 - CONCRETE GROUTING MATERIAL

N.Y.S. MAT. SPEC. 721-01 - EPOXY RESIN SYSTEM WITH SAND

N.Y.S. MAT. SPEC. 721-03 - EPOXY POLYSULFIDE GROUT WITH SAND

FIXED END MATERIAL OPTIONS:

SPEC. 702-0700 - ASPHALT FILLER.

EXPANSION END MATERIAL SHALL MEET THE REQUIREMENTS OF N.Y.S. MAT.

AND SHALL MEET MATERIAL REQUIREMENTS AS FOLLOWS:

BE INCLUDED IN THE UNIT PRICE BID FOR ELASTOMERIC BEARING ITEM

PAID FOR UNDER BEARING ITEM. DOWEL HOLE FILL MATERIAL SHALL

‚" UNDER D.L. AND GRADE. ANCHOR DOWELS TO BEu VERTICAL

THE ENDS OF BEAMS AND ANCHOR DOWEL HOLES SHALL BE MADE

OF 705-07 AND BE PAID FOR UNDER BEARING ITEM.

PREMOULDED RESILIENT JOINT FILLER SHALL MEET THE REQUIREMENTS

NOTES:

LETTING OF 09/01/17

EFFECTIVE WITH THE



ORIGINAL SIGNED BY

APPROVED: 02/17/17

VOID

ANCHOR DOWEL HOLE

8"vMIN.

EDGE OF PIER

EDGE OF PIER

OF BEARINGSc

A A

PLAN AT PIER PARTIAL PLAN AT PIER

10"

8"vMIN.

PRESTRESSED BEAM (TYP.)

PIER

IN THE PRICE BID FOR SLAB ITEM.

WITH THE SLAB. COST TO BE INCLUDED

DIAPHRAGM SHALL BE POURED

CONTINUOUS FOR LIVE LOAD.

NECESSARY TO MAKE BEAMS

ADDITIONAL DESIGN REINFORCEMENT

1'-

0"

CONTINUOUS FOR LIVE LOAD CONNECTIONS

SIDE ELEVATION AT PIER

SECTION A-A

(MIN.)

6"

3"

CO

V.

LAP

2'-0"

2'-0"

9"9"

1'-0"

0

SUPERSTRUCTURE SLAB

#5(E) BARS @ 12"

5'-0"

SEE JOINT RECESS DETAIL

(SEE NOTE A)

BOND BREAKER

#5(E) BARS @ 12"

#5 BARS @ 12"

#5 BARS @ 8"

BARS IN THE BEAM)

THE #4 LONGITUDINAL

#4(E) BARS (LAP TO

#4 BARS IN BEAM

BRGS.c

BEAM

PRESTRESSED BOX2" MIN.

(MIN.)

6"

3"

CO

V.

LAP

2'-0"

2'-0"

9"9" 6"

0

SUPERSTRUCTURE SLAB

#5(E) BARS @ 12"

5'-0"

SEE JOINT RECESS DETAIL

(SEE NOTE A)

BOND BREAKER

#5(E) BARS @ 12"

#5 BARS @ 12"

#5 BARS @ 8"

BARS IN THE BEAM)

THE #4 LONGITUDINAL

#4(E) BARS (LAP TO

#4 BARS IN BEAM

BRGS.c

2" MIN.

PRESTRESSED BOX BEAM SUPERSTRUCTURE

APPROACH SLAB SECTION FOR JOINTLESS

PRESTRESSED SLAB UNIT SUPERSTRUCTURE

APPROACH SLAB SECTION FOR JOINTLESS

SLAB UNIT

PRESTRESSED

REINFORCEMENT NOT SHOWN FOR CLARITY.

SLAB REINFORCEMENT, STIRRUPS AND LONGITUDINAL BEAM

NOTE:

(ALTERNATE OPPOSING STRANDS)

STRANDS IN THE BOTTOM ROW.

BONDED PRESTRESSED

EXTEND ONE HALF OF ALL

SECTION 6.2.1 OF THE PCCM.

SUPPORT SHALL BE CLEANED AS PER

ENDS OF BEAMS AT THE INTERMEDIATE

SLAB REINFORCEMENT ITEM.

INCLUDE THESE BARS IN

#8 BARS PLACED AS SHOWN.

FOR THE APPROACH SLAB ITEM.

BE USED, AND PAYMENT SHALL BE INCLUDED IN THE UNIT PRICE BID

PLACED ON THE TOP OF BACKWALLS. TWO ˆ" THICK SHEETS SHALL

(TREATED BOTH SIDES) MATERIAL SPECIFICATION 728-06, SHALL BE

TOP OF BACK WALL SHALL BE STEEL TROWEL FINISHED. SHEET GASKET

NOTE A:

SLAB UNIT PLACEMENT.

MATERIAL LIST IS REQUIRED ONLY IF THE BACKWALL IS POURED AFTER

705-08 PREFORMED, CLOSED CELL FOAM SELECTED FROM NYSDOT APPROVED

WITH EACH OTHER DURING ERECTION.

BOTTOM OF BEAM AND DIAPHRAGM SHALL BE PLACED SO AS NOT TO INTERFERE

NON-REMOVABLE COMPRESSIBLE FOAM MATERIAL. DESIGN REINFORCEMENT IN

BOTTOM OF DIAPHRAGM TO BE FORMED WITH STYROFOAM OR OTHER APPROVED

NOTES:

POURED AFTER BEAM IS PLACED.

REQUIRED IF BACKWALL IS

FOAM AS SHOWN IS ONLY

APPROVED MATERIAL LIST.

FOAM SELECTED FROM NYSDOT

705-08 PREFORMED CLOSED CELL

AFTER SLAB UNIT IS PLACED.

REQUIRED IF BACKWALL IS POURED

FOAM AS SHOWN IS ONLY

APPROVED MATERIAL LIST.

FOAM SELECTED FROM NYSDOT

705-08 PREFORMED CLOSED CELL

BD-PC13E

MISCELLANEOUS DETAILS II

BOX/SLAB UNIT BEAMS


REVISED

(STRUCTURES)




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(ALTERNATE OPPOSING STRANDS)

STRANDS IN THE BOTTOM ROW.

BONDED PRESTRESSED

EXTEND ONE HALF OF ALL

3" (COV.)

1'-

0"

@ 8"

#5(E) BARS1'-

0"

@ 8"

#5(E) BARS

TO THE SKEW

10" MIN. PERPENDICULAR

(MIN.)

10"

1'-0" SLAB UNITS.

NOTCHOUT DETAIL NOT TO BE USED WITH

MULTI-CELL MODULAR JOINT SYSTEM IS USED.

NOTCHOUT DETAIL TO BE USED ONLY WHEN A

FOR ANCHOR DOWEL HOLE DETAIL, SEE BD-PC7E.

FOR JOINT RECESS DETAIL, SEE BD-ID6AE.

END FILL MATERIAL OPTION NOTE ON BD-PC12E.

SEE FIXED END FILL MATERIAL NOTE AND EXPANSION

THE BEAM ENDS SHALL NOT BE NOTCHED.

AT JOINTLESS BRIDGES WITH 1'-0" DEEP SLAB UNITS,

DESIGNER NOTES:

PRESTRESSED UNIT

3"

TO END OF BEAM

1'-3" PERPENDICULAR

REINFORCEMENT.

TO LONGITUDINAL

LAP BENT BAR

SHEAR AND END BLOCK REINFORCEMENT NOT SHOWN.

NOTE:

(MULTI-CELL MODULAR JOINTS ONLY)

NOTCHOUT DETAIL

(TYP.)

2"

LETTING OF 09/01/17

EFFECTIVE WITH THE



ORIGINAL SIGNED BY

APPROVED: 02/17/17

3'-11"

(TYP.)

1'-6"

(TYP.)

2"

4"

"2

11

3'-

3"

2'-8"

(TYP.)

"213

(TYP.)

9"

9"

3"

1'-

4"2"

"2

13

PCEF-39

7"

3'-11"

(TYP.)

1'-6"

(TYP.)

2"

3'-

11"

2'-8"

(TYP.)

"213

(TYP.)

9"

9"

3"

2'-

0"

2"

"2

13

PCEF-47

7"

4"

"2

11

3'-11"

(TYP.)

1'-6"

(TYP.)

2"

4'-

7"

2'-8"

(TYP.)

"213

(TYP.)

9"

9"

3"

2'-

8"

2"

"2

13

PCEF-55

7"

4"

"2

11

3'-11"

(TYP.)

1'-6"

(TYP.)

2"

5'-

3"

2'-8"

(TYP.)

"213

(TYP.)

9"

9"

3"

3'-

4"

2"

"2

13

PCEF-63

7"

4"

"2

11

3'-11"

(TYP.)

1'-6"

(TYP.)

2"

5'-

11"

2'-8"

(TYP.)

"213

(TYP.)

9"

9"

3"

4'-

0"

2"

"2

13

PCEF-71

7"

4"

"2

11

3'-11"

(TYP.)

1'-6"

(TYP.)

2"

6'-

7"

2'-8"

(TYP.)

"213

(TYP.)

9"

9"

3"

4'-

8"

2"

"2

13

PCEF-79

7"

4"

"2

11

11"

3"

5"

5"

4"

1'-0"

3" (TYP.)

2'-

4"

1'-4"

5" (TYP.)

1'-

3"

3"

6"

6"

6"

1'-0"

3" (TYP.)

3'-

0"

1'-6"

6" (TYP.)

1'-

7"

"2

14

"2

17 7"

7"

1'-4"

" (TYP.)214

3'-

9"

1'-10"

" (TYP.)217

6"6"

7"

1'-

11"

6"

9"

8"

8"

1'-8"

6" (TYP.)

4'-

6"

2'-2"

9" (TYP.)

8"

5'-

3"

8"

2'-4"

(TYP.)

10"

2'-

9"

4"

5"(TYP.)

4"

3'-6"

(TYP.)

1'-1"

8"

10"

3"

6'-

0"

8"

2'-4"

(TYP.)

10"

3'-

6"

4"

5"(TYP.)

4"

3'-6"

(TYP.)

1'-1"

8"

10"

3"

TYPE I BEAM TYPE II BEAM TYPE IV BEAM TYPE V BEAM TYPE VI BEAMTYPE III BEAM

PCEF BULB TEE BEAM PROPERTIES

TYPE

BEAM

(k/ft.)

WEIGHT2(in.v)

AREA

INERTIA Ix (in.v)

MOMENT OF4

PCEF-39 0.787 755 18.77

PCEF-47 0.845 811 22.39

PCEF-55 0.903 867 26.05

PCEF-63 0.962 923 29.76

PCEF-71 1.020 979 33.50

PCEF-79 1.078 1035 37.26

239351

356133

500945

674259

879241

TYPE

BEAM

(k/ft.)

WEIGHT2(in.v)

AREA

INERTIA Ix (in.v)

MOMENT OF4

0.288 276 12.59

0.384 369 15.83

0.583 560 20.27

0.822 789 24.73

1.055 1013 31.96

1.130 1085 36.38

50980

125390

260730

521180

733320

I

II

III

IV

V

VI

22750

(TYP.)

ƒ" CHAMFER

(TYP.)

ƒ" CHAMFER

(TYP.)

ƒ" CHAMFER

(TYP.)

ƒ" CHAMFER

(TYP.)

ƒ" CHAMFER

(TYP.)

ƒ" CHAMFER

(TYP.)

ƒ" CHAMFER

(TYP.)

ƒ" CHAMFER

(TYP.)

ƒ" CHAMFER

(TYP.)

ƒ" CHAMFER (TYP.)

ƒ" CHAMFER

(TYP.)

ƒ" CHAMFER

148321

AASHTO I BEAM PROPERTIES

THE USE OF THE PCEF BULB TEE OR AASHTO I-BEAMS.

CONSULT THE NYSDOT BRIDGE MANUAL FOR GUIDANCE REGARDING

DESIGNER NOTE:

C.G. TO BOTTOM (in.)

DISTANCE FROM

C.G. TO BOTTOM (in.)

DISTANCE FROM

BD-PC14E

TYPICAL SECTIONS

PCEF & AASHTO I-BEAM


REVISED

(STRUCTURES)




ERRATA

DA

TE/

TI

ME

=

FIL

E

NA

ME

= B

D-P

C14

E.d

gn

28-F

EB-2017 09:4

9

LETTING OF 09/01/17

EFFECTIVE WITH THE



ORIGINAL SIGNED BY

APPROVED: 02/17/17

3'-11‚"

(TYP.)

"811'-8

"817

"8

33'-

3

"2

11'-

92"

"8

73

"872'-7

(FL

AT)

"2

18

"8

33

"8

58

R=7‡"v(TYP.)

R=‡"v(TYP.)

R=7‡" (TYP.)

(TYPICAL)

ƒ" CHAMFER

R=4"v(TYP.)

(TYP.)

"831'-0

NEBTv-v39

3'-11‚"

(TYP.)

"811'-8

"817

"4

13'-

11

"8

32'-

52"

"8

73

"872'-7

"8

33

"8

58

R=7‡"v(TYP.)

R=‡"v(TYP.)

R=7‡" (TYP.)

R=4"v(TYP.)

(TYP.)

"831'-0

NEBTv-v47

(FL

AT)"

83

1'-

4

3'-11‚"

(TYP.)

"811'-8

"817

"8

14'-

7

"4

13'-

12"

"8

73

"872'-7

"8

33

"8

58

R=7‡"v(TYP.)

R=‡"v(TYP.)

R=7‡" (TYP.)

R=4"v(TYP.)

(TYP.)

"831'-0

NEBTv-v55

(FL

AT)"

41

2'-

0

3'-11‚"

(TYP.)

"811'-8

"817

5'-

3"

"8

13'-

92"

"8

73

"872'-7

"8

33

"8

58

R=7‡"v(TYP.)

R=‡"v(TYP.)

R=7‡" (TYP.)

R=4"v(TYP.)

(TYP.)

"831'-0

NEBTv-v63

(FL

AT)"

81

2'-

8

3'-11‚"

(TYP.)

"811'-8

"817

"8

75'-

10

4'-

5"

2"

"8

73

"872'-7

"8

33

"8

58

R=7‡"v(TYP.)

R=‡"v(TYP.)

R=7‡" (TYP.)

R=4"v(TYP.)

(TYP.)

"831'-0

NEBTv-v71

(FL

AT)

3'-

4"

3'-11‚"

(TYP.)

"811'-8

"817

"4

36'-

6

"8

75'-

2"

"8

73

"872'-7

"8

33

"8

58

R=7‡"v(TYP.)

R=‡"v(TYP.)

R=7‡" (TYP.)

R=4"v(TYP.)

(TYP.)

"831'-0

NEBTv-v79

(FL

AT)"8

73'-

11

NEBT BEAM PROPERTIES

NEBT 39 39.37 746 19.04 149302

NEBT 47 47.24 802 22.64 238436

NEBT 55 55.12 858 26.29 352341

NEBT 63 62.99 914 29.98 492804

NEBT 71 70.87 969 33.69 661602

NEBT 79 78.74 1025 37.43 860400

TYPE

BEAM

0.777

0.835

0.894

0.952

1.009

1.068

TO BOTTOM (in.)

DISTANCE FROM C.G.

(in.)

DEPTH

(k/ft.)

WEIGHT4INERTIA Ix(in. )

MOMENT OF

BD-PC15E

TYPICAL SECTIONS

NEBT BEAM


REVISED

(STRUCTURES)




ERRATA

BD-P

C15

E.d

gn

28-F

EB-2017 09:4

9

FIL

E

NA

ME

=

DA

TE/

TI

ME

=

(TYPICAL)

ƒ" CHAMFER

(TYPICAL)

ƒ" CHAMFER

(TYPICAL)

ƒ" CHAMFER

(TYPICAL)

ƒ" CHAMFER

(TYPICAL)

ƒ" CHAMFER

(in. )

AREA2

HAVE BEEN SOFT CONVERTED TO US CUSTOMARY UNITS.

NEBT BEAM FORMS WERE ORIGINALLY DETAILED IN SI UNITS AND

THE USE OF THE NORTHEAST BULB TEE BEAMS.

CONSULT THE NYSDOT BRIDGE MANUAL FOR GUIDANCE REGARDING

DESIGNER NOTES:

LETTING OF 09/01/17

EFFECTIVE WITH THE



ORIGINAL SIGNED BY

APPROVED: 02/17/17

PAY LIMITS FOR LONGITUDINAL SAWCUT GROOVING

B1 B2 B3 B4 G5 B6 B7

SLOPESLOPE SLOPE

"2

19


T.G.L.

STATION LINE

ON TOP SURFACE

PROTECTIVE SEALER

DETAIL

GROOVE

SEE DRIP

NEBT/NEBT/PCEF TRANSVERSE SECTION

PAY LIMITS FOR LONGITUDINAL SAWCUT GROOVING

B1

SLOPE SLOPE

"2

19


T.G.L.

STATION LINE

ON TOP SURFACE

PROTECTIVE SEALER

DETAIL

GROOVE

SEE DRIP

NEBT/AASHTO I-BEAM TRANSVERSE SECTION

2" 2" 2"

2"

FASCIA LINE

CHAMFER

1"

DRIP GROOVE DETAIL

THE CHAMFER.

CONTINUES TO INTERSECTION WITH

TURN TOWARD FASCIA. GROOVEn A 90

FACES OF ABUTMENTS OR PIERS WITH

DRIP GROOVE TO END 3'-0" FROM

NOTE:

SUPERSTRUCTURE SLAB


SUPERSTRUCTURE SLAB


BD-PC16E

SECTIONS & DIAPHRAGMS

I BEAMS-TRANSVERSE


REVISED

(STRUCTURES)




ERRATA

BD-P

C16

E.d

gn

28-F

EB-2017 09:4

9

FIL

E

NA

ME

=

DA

TE/

TI

ME

=

4'-0" (MAX.)

2'-8" (MIN.)


4'-0" (MAX.)

2'-8" (MIN.)

TO THE DEPUTY CHIEF ENGINEER (STRUCTURES).

PROFESSIONAL ENGINEER LICENSED TO PRACTICE IN THE STATE OF NEW YORK

DIAPHRAGMS, HE MUST SUBMIT A PROPOSAL DESIGNED AND STAMPED BY A

IF THE CONTRACTOR ELECTS TO USE PRECAST OR CAST-IN-PLACE CONCRETE

NOTE:

30°




4'-0" (MAX.)

(MIN.)


4'-0" (MAX.)

(MIN.)


* *

*

B2 B3 B4 G5 B6 B7

FOR STEEL DIAPHRAGM DETAILS, SEE BD-PC18E AND BD-PC19E.

FOR DECK SLAB REINFORCEMENT, SEE BD-SS SHEETS.

SEE NYSDOT BRIDGE MANUAL SECTION 5 FOR MINIMUM OVERHANG REQUIREMENTS.

SEE APPROPRIATE BD-SS SHEETS FOR JOINTLESS DETAILS AT ABUTMENTS.

MUST BE INDICATED AND THE SECTION LABELED "LOOKING UP STATION".

IF THE HIGH POINT OF THE SLAB IS OFFSET FROM THE STATION LINE, THE HORIZONTAL DISTANCE

DETERMINED BASED UPON SITE CONDITIONS.

BARRIER TYPE SHOWN FOR SCHEMATIC PURPOSES ONLY. BRIDGE RAILING/BARRIER TYPE SHALL BE

DESIGNER NOTES:

LETTING OF 09/01/17

EFFECTIVE WITH THE



ORIGINAL SIGNED BY

APPROVED: 02/17/17

AZIM

UT

H

DIAPHRAGM SPACINGDIAPHRAGM SPACING

OF BEARINGSc TO c

STA.

BEG. ABUT.

OF BRGS.c STA.

END ABUT.

OF BRGS.c

STATION LINE

AZIM

UT

H

D1

D1

D1

D1

D1

D1

D1

D1

D1

D1

BE

AM

SP

ACIN

G

&

WID

TH

BE

AM SP

ACIN

G

AL

ON

G S

KE

W

D2

D2

D2

D2

D2

D1

D1

D1

D1

D1

D2

D2

D2

D2

D2

D2

D2

D2

D2

D2

AZIM

UT

H

D2

D2

D2

D2

D2

B10

B11

B12

B7

B8

B9

B1

B2

B3

B4

B5

B6

B1

B2

B3

B4

B5

B6

BE

AM SP

ACIN

G

AL

ON

G S

KE

W

OF BEARINGSc TO c

OF BEARINGSc TO c

BE

AM

SP

ACIN

G

&

WID

TH

DIAPHRAGM SPACINGDIAPHRAGM SPACING

OF BEARINGSc TO c

B1

B2

B3

B4

B5

B6

AZIM

UTH

STA.

BEG. ABUT.

OF BRGS.c

STATION LINEAZIMUTH

AZIMUTH

DIAPHRAGM SPACINGDIAPHRAGM SPACINGDIAPHRAGM SPACING DIAPHRAGM SPACING

STA.

BEG. ABUT.

OF BRGS.c

STATION LINE

STA.

OF PIERc

STA.

OF BRGS.c STATION LINE

STA.

OF BRGSc

BE

AM

SP

ACIN

G

&

WID

TH

AZIM

UTH

D1

D1

D1

D1

D1

D1

D1

D1

D1

D1

D2

D2

D2

D2

D2

)n(SKEW > 20

PLAN - SIMPLE SPAN

BEAM S

PACI

NG AL

ONG SK

EW

OF BEARINGSc TO c

B1

B2

B3

B4

B5

B6

AZIM

UTH

STATION LINEAZIMUTH

D1

D1

D1

D1

D1

D2

D2

D2

D2

D2

D2

D2

D2

D2

D2

D2

D2

D2

D2

D2

B7

B8

B9

BE

AM

SP

ACIN

G

&

WID

TH

OF BEARINGSc TO c

DIAPHRAGM SPACING

STA.

OF BRGS.c

STA.

OF PIERc

B10

B11

B12

STA.

BEG. ABUT.

OF BRGS.c

BEAM S

PACI

NG AL

ONG SK

EW

)n(SKEW > 20

PLAN - CONTINUOUS SPANS

AZIM

UT

H

AZIM

UTH

D2

D2

BEAMS DURING ALL PHASES OF CONSTRUCTION.

THE CONTRACTOR IS RESPONSIBLE FOR ASSURING STABILITY OF ALL

NOTES:

DIAPHRAGM SPACINGDIAPHRAGM SPACINGDIAPHRAGM SPACING

DESIGNERS SHALL DETAIL UTILITY SUPPORTS WHERE APPLICABLE.

AND ONE AZIMUTH, LABELED TYPICAL.

OF BEARINGS ARE THE SAME, SHOW ONLY ONE SKEW ANGLEc IF ALL AZIMUTHS OF

REINFORCEMENT DETAILS ARE SIMILAR TO THE ABUTMENT DETAILS.

LOAD. FOR SIMPLE SPANS AT THE PIERS, THE DIAPHRAGM, JOINT, BEARING, AND

THERE ARE NO DIAPHRAGMS AT THE PIER FOR BEAMS MADE CONTINUOUS FOR LIVE

DIAPHRAGMS AT THE THIRD POINTS FOR SPANS GREATER THAN 100 ft.

MIDSPAN DIAPHRAGMS FOR SPANS GREATER THAN 65 ft. AND UP TO 100 ft.

N0 INTERMEDIATE DIAPHRAGMS ON SPANS UP TO 65 ft.

SPACING OF DIAPHRAGMS -

DESIGNER NOTES:

BD-PC17E

FRAMING PLANS

NEBT/PCEF/AASHTO I-BEAM


REVISED

(STRUCTURES)




ERRATA

FIL

E

NA

ME

=

DA

TE/

TI

ME

= 28-F

EB-2017 09:4

9

BD-P

C17

E.d

gn

(TYP.)

SKEW ANGLE

(TYP.)

SKEW ANGLE

(TYP.)

SKEW ANGLE

(TYP.)SKEW ANGLE

)n 20l< SKEW nv(0

PLAN - SIMPLE SPAN

)n 20lv< SKEW n(0

PLAN - CONTINUOUS SPANS

AZIMUTH

LETTING OF 09/01/17

EFFECTIVE WITH THE



ORIGINAL SIGNED BY

APPROVED: 02/17/17

(TY

P.)

(TY

P.)

BEAM SPACING

OF FASCIA BEAMcOF INTERIOR BEAMc

SLOPESIZING TABLE

NEBT/PCEF END DIAPHRAGM

W 14vxv99

W 18vxv86

W 24vxv76

W 33vxv118

W 36vxv135

W 36vxv135

BEAM TYPE MINIMUM SIZE

W 14vxv99

W 14vxv99

W 18vxv86

W 24vxv76

W 33vxv118

W 36vxv135


SIZING TABLE

AASHTO I-BEAM END DIAPHRAGM

TYPE I

TYPE V

TYPE II

TYPE III

TYPE IV

TYPE VI

6"

BEAM WEB

OF INTERIOR BEAMc

SKEW)n (0

SECTION A-A

BEAM WEB

6"

TY

P.

4"

TY

P.

2"

BEAM WEB

‡" PLATE (MIN.)

Š"

)n20l & n (SKEWS > 0

SECTION B-B

TY

P.

4"

TY

P.

4"

TY

P.

2"

OF INTERIOR BEAMc

Š"(TYP.)


SECTION A-A

SKEW)n(0

SECTION B-B

OF BRGS.c

BEAM WEB

OF BRGS.c

(MIN.)

1"

OF BRGS.c

OF INTERIOR BEAMc

(MIN.)

1"

BEAM WEB

(TY

P.)

6"

)n(SKEWS > 20

SECTION A-A

BEAM WEB

(TY

P.)

6"

)n(SKEWS > 20

SECTION B-B

OF FASCIA BEAMc

NOT SHOWN.n20

BENT PLATES FOR SKEWS OVER

NOTE:

SNUG TIGHT, (TYP.)



THREADED INSERT FOR

(NEBT/PCEF SHOWN, I-BEAM SIMILAR)

END DIAPHRAGM

NEBT/PCEFv-v39

NEBT/PCEFv-v47

NEBT/PCEFv-v55

NEBT/PCEFv-v63

NEBT/PCEFv-v71

NEBT/PCEFv-v79

MUST BE DESIGNED.

TABLE AND DETAILS ARE A MINIMUM. ALL DIAPHRAGMS

STEEL SECTION SIZES SHOWN IN THE DIAPHRAGM SIZING

MUST BE DESIGNED.



SNUG TIGHT, (TYP.)



THREADED INSERT FOR

SNUG TIGHT, (TYP.)



THREADED INSERT FOR

OF FASCIA BEAMc OF FASCIA BEAMc

(TYP.)

WT8vxv44.5 (MIN.)

SNUG TIGHT, (TYP.)



THREADED INSERT FOR

(TYP.)

WT8vxv44.5 (MIN.)

(TYP.)

DIAPHRAGM WEB

AAB B

BD-PC18E

END DIAPHRAGM DETAILS

NEBT/PCEF/AASHTO I BEAM


REVISED

(STRUCTURES)




ERRATA

BD-P

C18

E.d

gn

28-F

EB-2017 09:4

9D

AT

E/

TI

ME

=

FIL

E

NA

ME

=

THICKNESS (TYP.)

Œ" MIN.pBENT

DIAPHRAGMc

OF DIAPHRAGMc

OF BEARINGSc

BEARINGS OFc

**

FOR RECOMMENDED SIZE

STEEL DIAPHRAGM, SEE TABLE

**

LONG, SNUG TIGHT, (TYP.)

BOLT WITH WASHER, 2‚"

FOR ‡" (MIN.) DIA.

THREADED INSERT

(TYP.)

DIAPHRAGM WEB

WT8vxv44.5 (MIN.)

DIAPHRAGM WEB




THREADED INSERT**

‡" PLATE MIN. (TYP.)

(TYP.)

DIAPHRAGM WEB

DIAPHRAGM WEB




THREADED INSERT**




THREADED INSERT**

THICKNESS

Œ" MIN.pBENT

WT8vxv44.5 (MIN.)

DIAPHRAGM WEB

*

**

Œ" PLATE (MIN.) (TYP.)

Œ" PLATE (MIN.)

FASCIA BEAM BE VISIBLE FROM THE OUTSIDE FACE.

DIAPHRAGM. IN NO CASE SHALL THE DIAPHRAGM CONNECTION TO THE

APPROVAL. A FORMED HOLE SHALL NOT BE USED TO CONNECT THE END

MAY BE USED WITH THE DEPUTY CHIEF ENGINEER (STRUCTURES) (D.C.E.S.)

vALTERNATE METHODS OF ATTACHING THE DIAGPHRAGMS TO THE BEAMS

NOTES:


vINSERT SHOULD BE ADJUSTED TO AVOID INTERFERENCE WITH

BRGS.c THE END DIAPHRAGM FROM THE

THE DESIGNER SHALL CALCULATE AND DETAIL THE OFFSET OF

SEE BD-PC19E.

FOR NOTES TO BE INCLUDED ON THE PLANS FOR THESE DETAILS

BE DESIGNED.


ACCOMMODATE THE UTILITIES.

OPENINGS MAY BE CUT INTO THE WEBS OF END DIAPHRAGMS TO

SPECIFIED AND MODIFY THEM WHERE APPLICABLE.

DESIGNER SHALL VERIFY THREADED INSERT CAPACITIES

PORTION OF THE GIRDER WEB.

DIAPHRAGM CONNECTIONS SHALL BE LOCATED ON THE FLAT

DESIGNER NOTES:

LETTING OF 09/01/17

EFFECTIVE WITH THE



ORIGINAL SIGNED BY

APPROVED: 02/17/17

(TY

P.)

(TY

P.)

OF FASCIA BEAMc

BEAM SPACING

SLOPED

OF INTERIOR BEAMc

OF INTERIOR BEAMc

(MIN.)p …"

SLOPED

SEE WELDING DETAIL

BEAM SPACING

(TY

P.)

(TY

P.)

OF FASCIA BEAMc

TYP.


INTERMEDIATE DIAPHRAGM - TYPE I


INTERMEDIATE DIAPHRAGM - TYPE II

6"

BEAM WEB

OF INTERIOR BEAMc

SKEW)n (0

SECTION A-A

OF INTERIOR BEAMc

6" (T

YP.)

BEAM WEB

)n(SKEWS > 20

SECTION A-A

TY

P.

4"

TY

P.

2"

OF INTERIOR BEAMc

BEAM WEB

Š"(TYP.)


SECTION A-A

BEAM WEB

6"

)n& > 20n (SKEWS 0

SECTION B-B

TY

P.

4"

TY

P.

2"

BEAM WEB

Š"


SECTION B-B

TY

P.

4"


W 14vxv99

W 14vxv99

DIAPHRAGM

TYPE I

TYPE I

TYPE I

TYPE II

TYPE II

TYPE II

MC 18vxv42.7

N/A

N/A

N/A

MUST BE DESIGNED.




W 14vxv99

W 14vxv99

DIAPHRAGM

TYPE I

TYPE I

TYPE I

TYPE II

TYPE II

MC 18vxv42.7

N/A

N/A

TYPE I

TYPE V

TYPE II

TYPE III

TYPE IV TYPE I MC 18vxv42.7

DIAPHRAGM SIZING TABLE

AASHTO I-BEAM INTERMEDIATE

TYPE VI

L 3•"vxv3•"Xv…" (MIN.) (TYP.)

(TYP.)

WT8vxv44.5 (MIN.)

(TYP.)

STRUT ANGLE LEG

DIAPHRAGM WEB OR

LEG (TYP.)

OR STRUT ANGLE

DIAPHRAGM WEB

(TYP.)

WT8vxv44.5 (MIN.)

LEG (TYP.)

OR STRUT ANGLE

DIAPHRAGM WEB

LEG (TYP.)

OR STRUT ANGLE

DIAPHRAGM WEB

SIZING TABLE

NEBT/PCEF INTERMEDIATE DIAPHRAGM

NEBT/PCEFv-v39

NEBT/PCEFv-v47

NEBT/PCEFv-v55

NEBT/PCEFv-v63

NEBT/PCEFv-v71

NEBT/PCEFv-v79

MUST BE DESIGNED.



OF FASCIA BEAMc

OF FASCIA BEAMc

BD-PC19E

INTERMEDIATE DIAPHRAGM DETAILS

NEBT / PCEF / AASHTO I BEAM


REVISED

(STRUCTURES)




ERRATA

FIL

E

NA

ME

=

DA

TE/

TI

ME

= 28-F

EB-2017 09:4

9

BD-P

C19

E.d

gn

SNUG TIGHT (TYP.)

WASHER, 2‚" LONG,

‡" DIA. BOLT WITH

THREADED INSERT FOR

SNUG TIGHT (TYP.)

WASHER, 2‚" LONG,

‡" DIA. BOLT WITH

THREADED INSERT FOR

SNUG TIGHT (TYP.)

WASHER, 2‚" LONG,

‡" DIA. BOLT WITH

THREADED INSERT FOR

SNUG TIGHT (TYP.)

WASHER, 2‚" LONG,

‡" DIA. BOLT WITH

THREADED INSERT FOR

**

B B A A

**

B B A A3" MI

N.

WELDING DETAIL

CENTER GUSSET PLATE

Š"

Š"TYP.

…" THICKNESS (MIN.)

GUSSET PLATE

BE DESIGNED.


SPECIFIED AND MODIFY THEM WHERE APPLICABLE.

THE DESIGNER SHALL VERIFY THE THREADED INSERT CAPACITIES

PORTION OF THE GIRDER WEB.

DIAPHRAGM CONNECTIONS SHALL BE LOCATED ON THE FLAT

GIRDERS THAT ARE GREATER THAN OR EQUAL TO 5'-3" DEEP.

TYPE II INTERMEDIATE DIAPHRAGMS SHALL BE DETAILED FOR

DESIGNER NOTES:




THREADED INSERT**




THREADED INSERT**




THREADED INSERT**

STRUT ANGLE LEG

DIAPHRAGM WEB OR

WT8vxv44.5 (MIN.)

*

**

Œ" PLATE (MIN.) (TYP.)

‡" PLATE (MIN.) (TYP.)

Œ" PLATE (MIN.)

‡" PLATE (MIN.)

BEAM BE VISIBLE FROM THE OUTSIDE FACE.

APPROVAL. IN NO CASE SHALL THE DIAPHRAGM CONNECTION TO THE FASCIA

MAY BE USED WITH THE DEPUTY CHIEF ENGINEER (STRUCTURES) (D.C.E.S.)

vALTERNATE METHODS OF ATTACHING THE DIAGPHRAGMS TO THE BEAMS

SUBSECTION 719-01.

BE GALVANIZED IN ACCORDANCE WITH THE N.Y.S. STANDARD SPECIFICATIONS

WASHERS SHALL BE ASTM F436. ALL BOLTS, NUTS, AND WASHERS SHALL

AND SNUG TIGHT.

BOLTS TO BE USED WITH INSERTS SHALL BE ASTM A325 TYPE 1

TYPE 1 BOLTS.

STEEL TO STEEL CONNECTIONS SHALL BE MADE USING ASTM A325

ALL STEEL SHALL BE ASTM A709 GRADE 50.

THE N.Y.S.D.O.T. STD. SPECIFICATIONS SUBSECTION 719-01.

ALL STRUCTURAL STEEL SHALL BE GALVANIZED IN ACCORDANCE WITH


vINSERTS SHALL BE POSITIONED TO AVOID INTERFERENCE WITH



CAPACITY OF 11 kips IN 7.5 ksi.

THE THREADED INSERTS SHALL PROVIDE A MIMIMUM ULTIMATE TENSILE

THE PRECAST BEAMS.

THE THREADED INSERTS FOR ‡" DIA. H.S. BOLTS SHALL BE CAST INTO

TO THE NEW YORK STATE STEEL CONSTRUCTION MANUAL.

ALL CONNECTIONS BETWEEN STEEL ELEMENTS SHALL BE MADE ACCORDING

TO BE FIELD DRILLED.

ALL HOLES IN STEEL ADJACENT TO THREADED INSERTS ARE RECOMMENDED

ENDS VERTICAL.

IMTERMEDIATE AND END DIAPHRAGMS SHALL BE FABRICATED WITH THEIR

ALL STEEL SHALL BE INCLUDED IN THE PRICE BID FOR THE BEAM ITEM.

NOTES:

LETTING OF 09/01/17

EFFECTIVE WITH THE



ORIGINAL SIGNED BY

APPROVED: 02/17/17

CONDUITS

BY DESIGNER)

TO BE DETERMINED

STEEL CHANNEL (SIZE

SLOPE

UTILITY SUPPORT

CONDUITS

SLOPE(PLATED) (TYPICAL)

NUTS AND WASHERS

THREADED STEEL RODS,

BY DESIGNER)

TO BE DETERMINED

STEEL CHANNEL (SIZE

UTILITY SUPPORT

OF FASCIA GIRDERc

OF GIRDERc

OF FASCIA GIRDERc

OF GIRDERc

BD-PC20E

UTILITY SUPPORT DETAILS

NEBT / PCEF / AASHTO I BEAMS


REVISED

(STRUCTURES)




ERRATA

BD-P

C20

E.d

gn

28-F

EB-2017 09:4

9D

AT

E/

TI

ME

=

FIL

E

NA

ME

=

SNUG TIGHT, (TYP.)


‡" DIA. BOLT

THREADED INSERT FOR

SNUG TIGHT, (TYP.)


‡" DIA. BOLT

THREADED INSERT FOR

SNUG TIGHT, (TYP.)

BOLT WITH WASHER, 2‚" LONG,

THREADED INSERT FOR ‡" DIA.

SNUG TIGHT, (TYP.)

BOLT WITH WASHER, 2‚" LONG,

THREADED INSERT FOR ‡" DIA.

DETERMINED BY THE DESIGNER.

MEMBER SIZE AND WEB OPENING REINFORCEMENT TO BE

WHEN WEB OPENINGS ARE REQUIRED FOR UTILITIES, BOTH THE

THREADED INSERTS SHALL BE SET EQUAL FOR EACH BEAM.

THE DISTANCE FROM THE BOTTOM OF THE BEAM TO THE

ACCOMODATE UTILITIES.

OPENINGS MAY BE CUT IN THE WEB OF END DIAPHRAGMS TO

SUPPORT CONNECTIONS MUST BE DESIGNED.

THE NUMBER OF BOLTS AND INSERTS AT THE UTILITY

DESIGNER NOTES:

WT8x44.5 (MIN.)

WT8x44.5 (MIN.)



MATERIAL SPECIFICATION 719-01.

THE REQUIREMENTS OF ITEM 709-10) AND GALVANIZED IN ACCORDANCE WITH

THREADED INSERTS IN BEAMS SHALL BE MECHANICAL CONNECTORS (MEETING

ULTIMATE TENSILE CAPACITY OF 11 kips IN 7.5 ksi CONCRETE.

BEAMS. THE ‡" DIA. H.S. THREADED INSERTS SHALL PROVIDE A MINMIMUM

THREADED INSERTS FOR ‡" DIA. BOLTS SHALL BE CAST IN THE PRECAST

CONNECTIONS.

CONTRACTOR SHALL PROVIDE HOLES IN DIAPHRAGM ANGLES FOR UTILITY

TO BE INCLUDED IN THE PRICE BID FOR THE UTILITY ITEM. THE

FURNISHED AND INSTALLED BY THE UTILITY COMPANY WITH THE COST

CONDUITS, SPACER BARS, SPACER TUBES, WASHERS, NUTS, ETC. WILL BE

NOTES:

LETTING OF 09/01/17

EFFECTIVE WITH THE



ORIGINAL SIGNED BY

APPROVED: 02/17/17

OF SLAB NECESSARY TO MAKE BEAMS CONTINUOUS FOR LIVE LOAD

ADDITIONAL EPOXY COATED OR GALVANIZED REINFORCEMENT IN TOP

6" (TYP.)

CONTOUR OF THE BEAMS.

SHALL FOLLOW THE

CONTINUITY CONNECTION

FASCIA SIDE OF

VERTICAL FROM THE BOTTOM.

CONNECTION SHALL BE

BOTH SIDES OF CONTINUITY


CONNECTION SHALL BE

BOTH SIDES OF CONTINUITY

CONTOUR OF THE BEAMS.

SHALL FOLLOW THE

CONTINUITY CONNECTION

FASCIA SIDE OF

6" (TYP.)

2" (TYP.)

2" (TYP.)

(I-BEAM SHOWN)

CONTINUOUS SPANS AT PIERS

PARTIAL SECTION-BEAM CONNECTIONS FOR

(PCEF/NEBT SHOWN)

CONTINUOUS SPANS AT PIERS

PARTIAL SECTION-BEAM CONNECTIONS FOR

OF BRGS.c OF BRGS.c

10" MIN. PERPENDICULAR TO THE SKEW (TYP.) PIER

TO

P

FL

AN

GE

FL

AN

GE

BO

TT

OM

FL

AN

GE

BO

TT

OM

TO

P

FL

AN

GE


IN SLAB REINFORCEMENT ITEM.

INCLUDE THESE BARS

#8 BARS PLACED AS SHOWN,

(INTERIOR PCEF/NEBT SHOWN)

PLAN

2" (TYP.)

3"

CO

V.

10" MIN. PERPENDICULAR TO THE SKEW (TYP.)

(TY

P.)

10"

CONTINUOUS FOR LIVE LOAD

NECESSARY TO MAKE BEAMS

ADDITIONAL DESIGN REINFORCEMENT

BRIDGE DECK SLAB

OF SECTION 6.2.1 OF THE P.C.C.M.

CLEANED AS PER THE REQUIREMENTS

ENDS OF BEAMS SHALL BE

OPPOSING BEAMS.)

(ALTERNATE BETWEEN

IN THE BOTTOM ROW (TYP.).

BONDED PRESTRESSED STRANDS

EXTEND ONE-HALF OF ALL

OPPOSING BEAMS.)

(ALTERNATE BETWEEN

IN THE BOTTOM ROW (TYP.).

BONDED PRESTRESSED STRANDS

EXTEND ONE-HALF OF ALL

IN SLAB REINFORCEMENT ITEM.

INCLUDE THESE BARS

#8 BARS PLACED AS SHOWN,


PIER

NOT SHOWN FOR CLARITY.

BEAM REINFORCEMENT

STIRRUPS AND LONGITUDINAL

NOTE:

(PAID UNDER DECK ITEM).

WIRE MESH, 2"vCOV.

6"xv6"v- W2.9vxvW2.9


WIRE MESH, 2"vCOV.

6"x6"v-vW2.9vxvW2.9


CONNECTION SHALL BE

INTERIOR SIDE OF CONTINUITY


CONNECTION SHALL BE

INTERIOR SIDE OF CONTINUITY


WIRE MESH, 2"vCOV.

6"x6"v-vW2.9vxvW2.9

(PCEF/NEBT SHOWN)

SIDE ELEVATION

TOP OF THE BEAMS.

PRESTRESSED STRANDS IN THE

EXTEND FOUR INTERIOR BONDED

TOP OF THE BEAMS.

PRESTRESSED STRANDS IN THE

EXTEND FOUR INTERIOR BONDED

BD-PC21E

CONTINUOUS FOR LIVE LOAD DETAILS

NEBT / PCEF / AASHTO I BEAMS


REVISED

(STRUCTURES)




ERRATA

FIL

E

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ME

=

DA

TE/

TI

ME

= 28-F

EB-2017 09:4

9

BD-P

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gn

FOR BEAMS MADE CONTINUOUS FOR LIVE LOAD.

THERE ARE NO DIAPHRAGMS AT THE PIER

DESIGNER NOTE:

OF SLAB NECESSARY TO MAKE BEAMS CONTINUOUS FOR LIVE LOAD

ADDITIONAL EPOXY COATED OR GALVANIZED REINFORCEMENT IN TOP

LETTING OF 09/01/17

EFFECTIVE WITH THE



ORIGINAL SIGNED BY

APPROVED: 02/17/17

3'-11"

8"8"5" 8" 8" 5"

(TYP.)

1'-0"

4"

2"

"2

11

(MIN.)

1"

2'-8"

(MIN.)

" COV.211

8"

6"

(TYP.)

1'-6"

2" (TYP.)

0

(TYP.)

" COV.211

(TYP.)

9"

(MIN.)"

21

1

7"

#4 WEB STIRRUPS

(SAME SPACING AS WEB STIRRUPS)

#4 BOTTOM FLANGE REINFORCEMENT

ƒ" CHAMFER (TYP.)

3"

"4

32

VA

RIE

S9"

ST

RA

ND

PA

TT

ER

N

4

SP

AC

ES

@ 2"

"2

13

3"

STRAND PATTERN

13 SPACES @ 2"

3"

(TYP.)

"213

SHEAR BARS

#4(E OR G) COMPOSITE

SECTION A-A

TENSIONED TO 2.2 kips

- DENOTES STRANDS

- DENOTES DRAPED STRANDS

- DENOTES STRAIGHT STRANDS

0

OF BEARINGSc

#4(E OR G) COMPOSITE SHEAR BARS AT REQ'D. DESIGN SPACING

OF BEAMc

2.2 KIPS PER STRAND

0.6" DIA. STRANDS TENSIONED TO

BEARINGSc OF BEARINGS TO c

#4 TOP FLANGE REINFORCEMENT (ATTACH TO WEB STIRRUPS)

PLAN

VARIES VARIES

END ZONE REINFORCEMENT

BEAM LENGTH

DIAPHRAGM SPACING DIAPHRAGM SPACING DIAPHRAGM SPACING

BE

AM

DE

PT

H

#4(E OR G) COMPOSITE SHEAR BARS AT REQ'D DESIGN SPACING

OF BEARINGSc

OF BEARINGSc

OF DIAPHRAGMc

4"

PRESTRESSED CONCRETE PCEF REINFORCEMENT

MARK NO. TYPELENGTH WEIGHT A B C D E F G H2 J K2 L O RH1

H

K1

K

I

II

IV

V

III

3'-8"

1'-0" 1'-0"

2'-4ƒ"

1'-1"

VAR

2"

2"

9†" 4•" 2•" 10ƒ"

4"

TOTAL PLAIN BARS

TOTAL EPOXY BARS

lb PER BEAM

lb PER BEAM

O

B

C

D

H

O

C

E E

C

B

D D

C

EE

C

TYPE I

TYPE V

TYPE II

TYPE III TYPE IV

COST OF BEAM REINFORCEMENT TO BE PAID FOR UNDER BEAM ITEM.

ALL DIMENSIONS ARE OUT TO OUT DIMENSIONS.

R

R

A

R

SKEW

OF BEARINGSc

BE

AM

DE

PT

H

2'-8"

(MIN.)"

21

1



ƒ" CHAMFER (TYP.)

3"

"4

32

9"

ST

RA

ND

PA

TT

ER

N

4

SP

AC

ES

@ 2"

"2

13

3"

STRAND PATTERN

13 SPACES @ 2"

3"

ALTERNATE SECTION A-A

FOR DESIGNER NOTES, SEE BD-PC23E.

AS APPROPRIATE)

(ATTACH TO WEB STIRRUPS

#4 TOP FLANGE REINFORCEMENT

SECTION B-B

BD-PC22E

PLAN AND ELEVATION

PRESTRESSED CONCRETE PCEF

REVISED

(STRUCTURES)




ERRATA

28-F

EB-2017 09:4

9

BD-P

C22

E.d

gn

FIL

E

NA

ME

=

DA

TE/

TI

ME

=

OF DIAPHRAGMc

1'-5" LAP

(AT END OF BEAM)

2-#8 BARS @ 6"

(TYP.)1'-0

" LAP

0

@ 6" (TYP.)

2-#8 BARS

BD-PC29E

IF NECESSARY, SEE

CLIP TOP FLANGE


NOTE:

FOR BOTTOM FLANGE REINFORCEMENT OPTIONS, SEE SECTION A-A.

NOTE:

#4 WEB STIRRUPS, SEE SECTION A-A

#4 BOTTOM FLANGE REINFORCEMENT (SAME SPACING AS WEB STIRRUPS), SEE SECTION A-A

CLIPPED AREA (TYP.)

REINFORCEMENT AT

#4 TOP FLANGE




"SHOP DRAWINGS".



ALL EXPOSED CORNERS, EXCEPT THE TOP, SHALL BE CHAMFERED ƒ"



AT TRANSFER = ksi.






THE PRESTRESSING STRANDS SHALL BE 0.6" DIA. WITH LOW RELAXATION

NOTES:

FOR A DISTANCE OF 1.5 x BEAM DEPTH

#4 DRAPED STRAND CONFINEMENT BARS @ 6" MAX.



B B

A

A

III 1'-2" 4„"

10" 4"

LEGEND

LETTING OF 09/01/17

EFFECTIVE WITH THE



ORIGINAL SIGNED BY

APPROVED: 02/17/17

8"8"5" 8" 8" 5"

"4

31

@ 2"

X

SP

AC

ES

(MIN.)"

81

54"

"

43

2

3" 3"

7"

USING DRAPED STRANDS

BEARINGSc TYPICAL SECTION @

8"8"5" 8" 8" 5"

"4

31

IF REQUIRED (10 MAX.)

(DESIGNER TO INDICATE

OF DRAPED STRANDS

POSSIBLE LOCATION

"

43

2

3" 3"

7"

8"8"5" 8" 8" 5"

"4

31

"

43

2

3" 3"

7"

C

B

A

4"

4"


TYPICAL SECTION @ MIDSPAN

USING DEBONDED STRANDS

TYPICAL SECTION

OF BEARINGSc OF BEARINGSc

DEBONDED

DEBONDED

DEBONDED

C

B

A

OF BEAMc SYM. ABOUT

NO. OF STRANDS

NO. OF STRANDS

NO. OF STRANDS

OF BEARINGSc

FOR DEBONDED STRANDS

SCHEMATIC DETAIL

(2 BARS PER SET) (2'-0" MAX.)

#4 WEB STIRRUP BARS @ DESIGN SPACING

#4 TOP FLANGE REINFORCEMENT @ DESIGN SPACING (TYP.)

H (MIN.)

(2 BARS PER SET)

#4 WEB STIRRUP BARS @ 4"

4"

H

2" COV.

C.G. PRESTRESSING STRAND

BEARINGSc


HOLES. IF BARS MUST BE CUT, ADD ONE AT 2•" SPACING.

MOVE BARS WHICH MAY INTERFERE WITH DIAPHRAGM CONNECTION

L = BEAM LENGTH

DRAPED TENDON PROFILE

EQUALv1'-6"u0.2 LvEQUAL

2

BEARING LENGTH

u

STRAND PATTERN

uX STRANDS @ 2"v

STRAND PATTERN

uX STRANDS @ 2"v

STRAND PATTERN

uX STRANDS @ 2"v

STRAND PATTERN

u13 SPACES @ 2"v

STRAND PATTERN

u13 SPACES @ 2"v

STRAND PATTERN

u13 SPACES @ 2"v


MILD STEEL REINFORCEMENT

NOTE:



NOTE:



NOTE:


STRANDS. DESIGNER TO INDICATE

POSSIBLE LOCATION OF DRAPED

BD-PC23E

MISCELLANEOUS DETAILS

PRESTRESSED CONCRETE PCEF

REVISED

(STRUCTURES)




ERRATA

BD-P

C23

E.d

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28-F

EB-2017 09:4

9

FIL

E

NA

ME

=

DA

TE/

TI

ME

=

ONE DESIGN SPACING

OF 1.5 x BEAM DEPTH

BARS @ 6" MAX. FOR A DISTANCE

#4 DRAPED STRAND CONFINEMENT

CONFINEMENT BARS NOT SHOWN FOR CLARITY.

COMPOSITE SHEAR BARS AND DRAPED STRAND

NOTE:

(TY

P.)

8"

LA

P

(2 BARS PER SET) 2•" (MIN.)

#4 WEB STIRRUPS @ DESIGN SPACING

BRGS. FOR 1.5vxvBEAM DEPTH)c TO j #4 BOTTOM FLANGE REINFORCEMENT @ DESIGN SPACING (MAX. 6" SPC.

BEARINGS = v+ 1" (MIN.)cBEAM OVERHANG PAST

TENSIONED TO FULL PRETENSIONING IF REQUIRED BY DESIGN.

STRANDS OR ADDITIONAL STRANDS WITHIN THE TOP FLANGE MAY BE

THE STRANDS LABELED SHALL BE TENSIONED TO 2.2 kips. THESE

WEIGHT.

DRAPED STRANDS FOR EACH BEAM SHALL NOT EXCEED 75% OF TOTAL BEAM

WHEN DRAPED STRANDS ARE USED THE TOTAL HOLD DOWN FORCE OF ALL

CONSULT THE BRIDGE MANUAL FOR DEBONDING CRITERIA.

AND THE SAME FOR ALL PRESTRESSED UNITS IN A BRIDGE.

JACKING FORCE SHALL BE ROUNDED TO THE NEAREST 0.1 kips


BEAMS SHALL BE INCLUDED IN THE PRESTRESSED BEAM ITEM.

BEAM SHEET. ALL BAR REINFORCEMENT EMBEDDED IN THE PRESTRESSED

THE BAR LIST FOR EACH PRESTRESSED BEAM SHALL BE PLACED ON THAT

FLANGE HORIZONTAL BARS TO ALTERNATE STIRRUPS.

IN THE ZONE WHERE STIRRUPS ARE SPACED CLOSELY ATTACH THE TOP

FOR STAY-IN-PLACE FORM DETAILS, SEE BD-PC29E.

FOR CAMBER AND LOAD TABLES, SEE BD-PC29E.

DESIGNER NOTES:


- DENOTES STRANDS TENSIONED TO 2.2 kips



LEGEND

OF PRESTRESSING STRANDS C.G.

STRANDS

OF PRESTRESSING C.G.

LETTING OF 09/01/17

EFFECTIVE WITH THE



ORIGINAL SIGNED BY

APPROVED: 02/17/17

OF BEAMc

PLAN

VARIES VARIES


BEAM LENGTH


BE

AM

DE

PT

H



OF DIAPHRAGMc

PRESTRESSED CONCRETE NEBT REINFORCEMENT


H

K1

K

I

II

IV

V

III

3'-8"

1'-0" 1'-0"

2'-4ƒ"

1'-1"

VAR

2"

2"

9†" 4•" 2•" 10‡"

4"

TOTAL PLAIN BARS

TOTAL EPOXY BARS

lb PER BEAM

lb PER BEAM

O

B

C

D

H

O

C

E E

C

B

D D

C

EE

C

TYPE I

TYPE V

TYPE II

TYPE III TYPE IV



R

R

A

R

"413'-11

"877"8

77"874

(MIN.)

" COV.211

"877 "8

77 "874

BE

AM

DE

PT

H

VA

RIE

S

"817

"8

58

"4

32

"8

33

4"

ST

RA

ND

PA

TT

ER

N

3

SP

AC

ES

@ 2"

1'-8"

"831'-0

0


- DENOTES STRANDS



ƒ" CHAMFER (TYP.)

(MIN.)"

21

1

STRAND PATTERN

13 SPACES @ 2"

"813 "8

13

R=4" (TYP.)


#4 BOTTOM FLANGE REINFORCEMENT0

R=‡" (TYP.)

1"

MIN.

#4 WEB STIRRUPS

R=7‡" (TYP.)

SHEAR BARS


SECTION A-A

2.2 kips PER STRAND

0.6 in. DIA. STRANDS TENSIONED TO

"872'-7

8"

6"

2"

4" (T

YP.)

1•" COV. (TYP.)

AS APPROPRIATE)

(ATTACH TO WEB STIRRUPS


"8

58

"4

32

4"

ST

RA

ND

PA

TT

ER

N

3

SP

AC

ES

@ 2"

ƒ" CHAMFER (TYP.)

(MIN.)"

21

1

STRAND PATTERN

13 SPACES @ 2"

"813 "8

13

R=4" (TYP.)



R=7‡" (TYP.)

"872'-7



SECTION B-B

BD-PC24E

PLAN AND ELEVATION

PRESTRESSED CONCRETE NEBT

REVISED

(STRUCTURES)




ERRATA

BD-P

C24

E.d

gn

28-F

EB-2017 09:4

9D

AT

E/

TI

ME

=

FIL

E

NA

ME

=

1'-5" LAP

OF DIAPHRAGMc

(AT END OF BEAM)

2-#8 BARS @ 6"

(TYP.)1'-0

" LAP

BDPC-29E

IF NECESSARY, SEE

CLIP TOP FLANGE

OF BEARINGSc


OF BEARINGSc

#4 BOTTOM FLANGE REINFORCEMENT (SAME SPACING AS WEB STIRRUPS), SEE SECTION A-A

#4 WEB STIRRUPS, SEE SECTION A-A

#4 TOP FLANGE REINFORCEMENT (ATTACH TO WEB STIRRUPS)

CLIPPED AREA (TYP.)

REINFORCEMENT AT

#4 TOP FLANGE


@ 6" (TYP.)

2-#8 BARS


NOTE:


NOTE:





SKEW

III 1'-2" 4„"

10" 4"

B B

A

A

BEAM DIMENSIONS ARE BASED ON CONVERTED METRIC VALUES.




"SHOP DRAWINGS".











AT TRANSFER = ksi.







NOTES:

LETTING OF 09/01/17

EFFECTIVE WITH THE



ORIGINAL SIGNED BY

APPROVED: 02/17/17

"4

31

4"

@ 2"

X

SP

AC

ES

(MIN.)"

81

5

u

"817

"813 "8

13

"

43

2

STRAND PATTERN

uX STRANDS @ 2"v

"4

31

4"



OF DRAPED STRANDS

POSSIBLE LOCATION

"817

"813 "8

13

"

43

2

STRAND PATTERN

uX STRANDS @ 2"v

"4

31

4"

"817

"813 "8

13

"

43

2

STRAND PATTERN

uX STRANDS @ 2"vC

B

A










TYPICAL SECTION


L = BEAM LENGTH


DEBONDED

DEBONDED

DEBONDED

C

B

A

OF BEAMc SYM. ABOUT

NO. OF STRANDS

NO. OF STRANDS

NO. OF STRANDS

OF BEARINGSc


SCHEMATIC DETAIL



H (MIN.)

(2 BARS PER SET)


4"

H

2"


BEARINGSc



MOVE BARS WHICH MAY INTERFERE WITH DIAPHRAGM CONNECTION



NOTE:



NOTE:



NOTE:

(2 BARS PER SET) 2' MAX.


"874 "8

77 "877"8

74 "877 "8

77"874 "8

77 "877 "8

74"877"8

77 "874"8

77"877 "8

74"877"8

773"3" 3"3"




BD-PC25E

DETAILS

NEBT-MISCELLANEOUS


REVISED

(STRUCTURES)




ERRATA

BD-P

C25

E.d

gn

28-F

EB-2017 09:4

9

FIL

E

NA

ME

=

DA

TE/

TI

ME

=

(2 BARS PER SET) 2•" (MIN.)

#4 WEB STIRRUPS @ DESIGN SPACING

ONE DESIGN SPACING

3"3"



NOTE:

OF 1.5 x BEAM DEPTH



(TY

P.)

8"

LA

P

2

BEARING LENGTH BEARINGS = v+ 1" (MIN.)cBEAM OVERHANG PAST




WEIGHT.












FOR STAY-IN-PLACE FORM DETAILS, SEE BD-PC29E.


DESIGNER NOTES:

BRGS. FOR 1.5vxvBEAM DEPTH)cTO j #4 BOTTOM FLANGE REINFORCEMENT @ DESIGN SPACING (MAX. 6" SPC.

STRAND PATTERN

13 SPACES @ 2"

STRAND PATTERN

13 SPACES @ 2"

STRAND PATTERN

13 SPACES @ 2"


STRANDS


LETTING OF 09/01/17

EFFECTIVE WITH THE



ORIGINAL SIGNED BY

APPROVED: 02/17/17


OF BEAMc


PLAN

VARIES VARIES


BEAM LENGTH


BE

AM

DE

PT

H

A

A


OF DIAPHRAGMc

OF BEARINGSc

OF BEARINGSc

OF DIAPHRAGMc

OF BEARINGSc


#4 BOTTOM FLANGE REINFORCEMENT (SAME SPACING AS WEB STIRRUPS)


H

K1

K

TOTAL PLAIN BARS

TOTAL EPOXY BARS

lb PER BEAM

lb PER BEAM

B

C

D

H

O

TYPE I

TYPE III

TYPE II

TYPE IV



R

(TY

P.)

6"

TO 2.2 kips PER STRAND

0.6" DIAMETER STRANDS TENSIONED

SHEAR BARS (TYP.)


(TY

P.)

8"

4"

REINFORCEMENT

#4 TOP FLANGE

BARS (TYP.)

#4 WEB STIRRUP



STRANDS (TYP.)

OMIT CORNER 0

STRAND PATTERN

Y SPACES @ 2"

0

"

43

2

X SPACES @ 2" STRAND PATTERN

(TYPE Iv-vIV)

SECTION A-A


- DENOTES STRANDS



A

CB

CB

D D

C

EE

C



STRANDS (TYP.)

OMIT CORNER

STRAND PATTERN

Y SPACES @ 2"

"

43

2

X SPACES @ 2" STRAND PATTERN

(TYPE Iv-vIV)



" COVE

R (T

YP.)

211

" COVE

R (T

YP.)

211

PRESTRESSED CONCRETE AASHTO I-BEAM REINFORCEMENT

B B

SECTION B-B

BD-PC26E

PLAN AND ELEVATION

AASHTO I-BEAMS


REVISED

(STRUCTURES)




ERRATA

BD-P

C26

E.d

gn

28-F

EB-2017 09:4

9

FIL

E

NA

ME

=

DA

TE/

TI

ME

=

SIZE. LAP AS SHOWN (TYP.)LAP VARIES DEPENDING ON BEAM

SIZE. LAP AS SHOWN (TYP.)

LAPvVARIESvDEPENDINGvONvBEAM

OF BEARINGSc


NOTE:


NOTE:




"SHOP DRAWINGS".



ALL EXPOSED CORNERS, EXCEPT THE TOP, SHALL BE CHAMFERED ƒ"



AT TRANSFER = ksi.







NOTES:





I

II

III

III

IV

X'-X" X'-X"

X'-X" X'-X" X'-X"

X'-X" X'-X" X'-X" X'-X"

X'-X" X'-X" X'-X" X'-X"

X'-X" X'-X" X'-X"

LEGEND

LETTING OF 09/01/17

EFFECTIVE WITH THE



ORIGINAL SIGNED BY

APPROVED: 02/17/17

"

43

2

4"

"4

31

"

43

2

4"

"4

31

"

43

2

4"

"4

31

C

B

A






TYPICAL SECTION






L = BEAM LENGTH


DEBONDED

DEBONDED

DEBONDED

C

B

A

OF BEAMc SYM. ABOUT

NO. OF STRANDS

NO. OF STRANDS

NO. OF STRANDS

OF BEARINGSc


SCHEMATIC DETAIL



H (MIN.)

(2 BARS PER SET)


4"

H

2" COVER




MOVE BARS WHICH MAY INTERFERE WITH DIAPHRAGM CONNECTIONBEARINGSc



NOTE:



NOTE:

STRAND PATTERN

uY SPACES @ 2"v

STRAND PATTERN

uY SPACES @ 2"

STRAND PATTERN

uY SPACES @ 2"



OF DRAPED STRANDS

POSSIBLE LOCATION



NOTE:

SPACING MAX. (TYP.)

REINFORCEMENT @ 6"

#4 BOTTOM FLANGE

(2 BARS PER SET) 2' MAX.


2

BEARING LENGTH




BEARINGS = v+ 1" (MIN)cBEAM OVERHANG PAST




WEIGHT.






USED IF REQUIRED BY DESIGN.

REQUIRED BY THE DESIGN SPECIFICATIONS. LARGER BAR SIZES MAY BE

WEB STIRRUPS AT THE ENDS SHALL MEET BURSTING REQUIREMENTS AS







FOR FILLED STAY-IN-PLACE FORM DETAILS, SEE BD-PC29E.


DESIGNER NOTES:

BD-PC27E


AASHTO I-BEAMS


REVISED

(STRUCTURES)




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(2 BARS PER SET) 2•" (MIN.)#4 WEB STIRRUPS @ DESIGN SPACING

ONE DESIGN SPACING

STRAND PATTERN

uX SPACES @ 2"v

STRAND PATTERN

uX SPACES @ 2"v

STRAND PATTERN

uX SPACES @ 2"v

STRAND PATTERN

uX SPACES @ 2"v

OF 1.5 x BEAM DEPTH





NOTE:

(TY

P.)

8"

LA

P


STRANDS


LETTING OF 09/01/17

EFFECTIVE WITH THE



ORIGINAL SIGNED BY

APPROVED: 02/17/17

VARIES

4"VARIES4"

2'-

8"

"4

15

10"

10"

"4

15

"4

3"

43

" BLOCKOUT43

STUD (TYP.)

ANCHOR

ƒ" DIA.

OF BEAMc

ƒ" CHAMFERpƒ"

pBEARING SOLE

FLANGE

BOTTOM OF

2'-8"

(TYP.)

1"

OF BEAMc

6"

STUD (TYP.)

HEADED ANCHOR

pBEARING SOLE

pƒ"

4"VARIES4"

pƒ"

pBEARING SOLE

ƒ" CHAMFER

BEAM

BOTTOM OF

STUD (TYP.)

HEADED ANCHOR

SECTION B-B

" COV. MIN. (TYP.)211

3"2"2"2"2"2"3"3"2"2"2"2"2"3"

ƒ"

"4

32

" COV. MIN. (TYP.)211

#4 BAR

STUD (TYP.)

HEADED ANCHOR

0" (T

YP.)

#4 BAR

ANCHOR STUD CLEARANCE DETAIL

"4

3"

43

STUD (TYP.)

ANCHOR

ƒ" DIA.

OF BEAMc

pBEARING SOLE

BOTTOM OF FLANGE

" BLOCKOUT43

"41510"10""4

15"43 "4

3

"43 "4

3

1" 1"

STUD (TYP.)

HEADED ANCHOR

6"

SECTION D-D

4"VARIES4"

pƒ"

pBEARING SOLE

ƒ" CHAMFER

BEAM

BOTTOM OF

STUD (TYP.)

HEADED ANCHOR

" BLOCKOUT43

" BLOCKOUT43

APPROVED GALVANIZED MATERIAL.

WELDING TO BEARING. THE WELDED AREA SHALL BE RECOATED WITH AN

BE GALVANIZED IN ACCORDANCE WITH MATERIAL SPEC. 719.01, AFTER

SURFACES OF BEARING PLATES NOT IN CONTACT WITH CONCRETE SHALL

709-05, STUD SHEAR CONNECTORS.

ANCHOR STUDS SHALL MEET THE REQUIREMENTS LISTED IN SUB-SECTION

THE PLATES PRIOR TO GALVANIZING.

SPEC. 719.01. THE HEADED ANCHOR STUDS SHALL BE ATTACHED TO

STEEL, AND SHALL BE GALVANIZED IN ACCORDANCE WITH MATERIAL

EMBEDDED BEARING CONNECTION PLATES SHALL BE ASTM A709 (GRADE 50)

NOTES:

OF BEAMc

END OF BEAM

pƒ"

PRECAST CONCRETE I-BEAM UNIT

COST TO BE INCLUDED IN PRICE BID FOR

pƒ"

pBEARING SOLE

END OF BEAM

VARIES

4"VARIES4"

PRICE BID FOR BEAM ITEM

COST TO BE INCLUDED IN

BD-PC28E

EMBEDDED BEARING PLATE DETAILS

NEBT / PCEF / AASHTO I-BEAM


REVISED

(STRUCTURES)




ERRATA

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A

A

B B

C

C

D D

PLAN

PLAN

SECTION A-A

(PCEF SHOWN, NEBT SIMILAR)

EMBEDDED BEARING CONNECTION PLATE DETAILS

SECTION C-C

(AASHTO I-BEAM)

EMBEDDED BEARING CONNECTION PLATE DETAILS

INTEGERAL ABUTMENT.

NEBT, PCEF AND AASHTO I-BEAMS WHEN UTILIZING AN

THE BEARING CONNECTION PLATE IS NOT REQUIRED FOR

DESIGNER NOTE:

LETTING OF 09/01/17

EFFECTIVE WITH THE



ORIGINAL SIGNED BY

APPROVED: 02/17/17

HAUNCH TABLE

REQ'D BOTTOM OF SLAB ELEVATIONvA


Cv =v Av -v B

D vCONCRETE + S.D.L. DEFLECTION

ABUT.

BEGIN.

BRGS.

OFc

0.1 L1 0.2 L1 0.3 L1 0.4 L1 0.5 L1 0.6 L1 0.7 L1 0.8 L1 0.9 L1ABUT.

END

BRGS.

OFc

SETTING THE BOTTOM FRAMEWORK OF THE DECK.

WITH THE COMPLETED HAUNCH TABLE PRIOR TO

THE CONTRACTOR SHALL PROVIDE THE ENGINEER

NOTE:

BE

AM

DESIGN LOAD TABLE

UNITABUTMENT (kips)

REACT. AT

MIDSPAN (k-ft.)

MAX. MOM.

BEAM

SLAB

UTILITIES

SIDEWALK

RAILINGS

FUTURE W.S.

S.D.L.

D.L.

"2

12

8" (MIN.)

2'-0" (MAX.)

FASCIA

SLAB OVERHANG AT FASCIA BEAM

REINFORCEMENT

TOP OF BEAM

F.S.I.P. FORM

SAMPLE STAY IN PLACE FORM ATTACHMENT DETAIL

FORMS.

LAITANCE FROM THE ATTACHED PLATE BEFORE INSTALLING THE FSIP

THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING THE CONCRETE

FSIP FORM SEAT AND WELD.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN OF THE

NOTES:

DETERMINED BY CONTRACTOR.

CONCRETE BEAMS - SIZE AND SPACING

EMBEDED INTO THE TOP OF THE

GALVANIZED SUPPORT ZEE INSERTS

S.I.P FORMS

OF BEAM

TOP FLANGE

BD-PC29E


NEBT / PCEF / AASHTO I-BEAM


REVISED

(STRUCTURES)




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BEAM DEADLOAD AT TRANSFER


BEAM DEADLOAD WITH GROWTH


*

CAMBER GROWTH IS ASSUMED TO BE 50% OF THE CAMBER AT TRANSFER.*

3'-

11"

7"

"

21

7

EDGE OF BOTTOM FLANGE

OF NEBT/PCEFc

DIAPHRAGMc

INDICATE DIMENSION

WEB

SKEW ANGLE.

PARALLEL TO

CLIP TOP FLANGE

OPTIONAL FLANGE CLIPPING DETAIL

1'-

1"


OF SLAB ELEVATION

THEORETICAL BOTTOM

TYPICAL HAUNCH DETAIL

E vIN TABLE

DEPTH OF HAUNCH

OF BEARINGSc DIMENSION @

(NEBT SHOWN, PCEF AND ASHTO I BEAM SIMILAR)

BRGS.c

E DEPTH OF HAUNCH REQ'Dv= C + D (ft)

BEAMc

DIAPHRAGMS

NYSDOT P.V.

HL-93

**

**

L.L.

CC

SECTION C-C

BEARING PAD PLAN

**

11•"

11•

"

BEARING PAD

4" THICKPRICE FOR THE BEARING PAD ITEM)

TO BE INCLUDED IN THE UNIT BID

•" THICK STEEL SHIM PLATES (COST

BASED ON ONE SHIM

SUPPORT ELEVATIONS

AS

NE

CE

SS

AR

Y

AD

D

PL

AT

E

AS

NE

CE

SS

AR

Y

RE

MO

VE

PL

AT

E

(INTEGRAL ABUTMENTS)

AND SHIM PLATE DETAIL

BEARING PAD PLACEMENT

TO OBTAIN THE REQUIRED ELEVATIONS.

TO ALLOW FOR ADJUSTMENTS IN THE FIELD IF NECESSARY

STEEL SHIM PLATES SHALL BE PROVIDED FOR TYPE D BEAMS**

SHALL BE USED FOR BEAMS WITHOUT OVERLAYS.

THE SHIM PLATE DETAILS SHOWN ON THIS DRAWING

LESSENED TO 3" TO MINIMIZE THE HAUNCH DEPTH.

TOP FLANGE WIDTH ON NEBT OR PCEF BEAMS MAY BE

FOR SUPERSTRUCTURE WITH HIGH CROSS SLOPE, THE

SPANS >v100', USE 2•" MINIMUM.

USE MINIMUM 2" FOR FOR SPANS <v100'. FOR

FOR FORM NOTES AND DETAILS, SEE BD-SS8E.

CAMBER TABLES, AND DESIGN LOAD TABLES.

DESIGNER SHALL PROVIDE COMPLETE HAUNCH TABLES,

DESIGNER NOTES:

(TYP.)

BEARING PAD

1'-8"

INTEGERAL ABUTMENT

BEARINGSc

BEARINGSc

BEARINGSc

ABUTMENT

BACK FACE OF

I-BEAM

NEBTv/vPCEF OR AASHTO


*

*

LETTING OF 09/01/17

EFFECTIVE WITH THE



ORIGINAL SIGNED BY

APPROVED: 02/17/17

TRANSVERSE SECTION

FASCIA LINE

B1

B2

B4

FASCIA LINE

(TYPICAL)

SKEW ANGLE

AZIM

UT

H

BEARINGSc TO c

SLOPE

T.G.L.

SLOPE

STATION LINE

B3

B1 B2 B3 B4

BRGS. BEGIN ABUTMENT STA.c BRGS. END ABUTMENT STA.c

TO

TA

L

DI

ME

NSIO

N

TOTAL DIMENSION

GRINDING) THICKNESS

OVERLAY (OR DIAMOND

AZIMUTHSTATION LINE

BEAM (TYP.)c

SEE DETAIL "A"

SEE DETAIL "B"

PAY LIMITS FOR PROTECTIVE SEALER

OF CONCRETE JOINT

TYPE AND WIDTH


BD-PC30E

TRANSVERSE SECTION AND BEAM LAYOUT

NEXT D BEAM


REVISED

(STRUCTURES)




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FACE OF BARRIER

BEAM FLANGE

FACE OF BARRIER

BEAM FLANGE

DIAMOND GRIND OPTION

FACE OF CURB

BEAM FLANGE

BRUSH CURB

FACE OF CURB

BEAM FLANGE

DIAMOND GRIND OPTION

6"

6"

(MIN.)

9"

GRIND

TOP OF DIAMOND

BRUSH CURB

DETAIL "A"

DETAIL "B"

TO MAX. OVERLAY DEPTH

MORTAR DEPTH EQUAL

GRIND

TOP OF DIAMOND

TO MAX. OVERLAY DEPTH

ADDITIONAL BARRIER EQUAL

1'-2"

1'-0"

10"

#5 BARS @ 6"

"215

7"

MIN.

4"#5 BARS @ 6"

#5 BARS @ 6"

CONCRETE

PERFORMANCE

ULTRA HIGH

__ PRESTRESSED CONCRETE "NEXT" (TYPE D) BEAMS @ X'-X" EA. AND __ JOINTS @ __ = X'-X"

8"

7"

#5 BARS @ 6"

9"

IN THE BEAM ITEM.

COST TO BE INCLUDED

SPECIFICATION 701-06,

GROUT, MATERIAL

HPIC CONCRETE JOINT GROUT JOINT UHPC JOINT

JOINT OPTIONS

Wv/vCORROSIVE INHIBITOR

PERFORMANCE CONCRETE

INTERNAL CURING HIGH

BEAM LAYOUT PLAN

#5 BARS @ 6"

TOP OF OVERLAY

OVERLAY OPTION

OVERLAY OPTION

TOP OF OVERLAY

IF REQUIRED

OVERLAY OVERLAYIF REQUIRED

OVERLAY

PAY LIMITS FOR OVERLAY (OR DIAMOND GRINDING AND LONGITUDINAL SAWCUT GROOVING ON GROUND SURFACE)

SKEWED FOR SKEWED BRIDGES.

MAXIMUM ALLOWABLE SKEW ANGLE IS 30°. THE ENDS OF THE BEAMS SHALL BE

UNIT.

CHANGE IN SLOPE FOR ROADWAY CROWN MAY OCCUR AT A JOINT OR WITHIN A PRECAST

THE UHPC JOINT OPTION MAY BE USED WITH OR WITHOUT AN OVERLAY.

UNLESS APPROVED BY THE D.C.E.S.

THE HIGH PERFORMANCE INTERNAL CURING CONCRETE JOINT SHALL HAVE AN OVERLAY

SUPERSTRUCTURE AND THE APPROACH SLABS EXCEPT FOR WHEN USING A PPC OVERLAY.

AT ALL LONGITUDINAL JOINTS AND THE TRANSVERSE JOINTS BETWEEN THE

HIGH MOLECULAR WEIGHT METHACRYLATE (HMWM) SHALL BE APPLIED TO THE DECK SURFACE

THE GROUTED JOINT OPTION SHALL ONLY BE USED WITH AN OVERLAY.

MANAGEMENT.

SECTION 9 OF THE N.Y.S. BRIDGE MANUAL FOR RECOMMENDED METHODS OF CAMBER

SURFACE BY MORE THAN 1", CAMBER MANAGEMENT METHODS SHALL BE EMPLOYED. SEE

WHEN THE CAMBER OF THE BEAM, AS DESIGNED, DIFFERS FROM THE REQUIRED ROADWAY

THE REQUIRED ROADWAY SURFACE ELEVATIONS.

NOT PROVIDED. DIAMOND GRINDING SHALL NOT BE USED AS A METHOD OF ACHIEVING

DIAMOND GRINDING SHALL BE USED TO IMPROVE RIDEABILITY WHEN AN OVERLAY IS

SHALL BE TO A NOMINAL •" DEPTH.

AND UTILIZE A WATERPROOF MEMBRANE. IF DIAMOND GRINDING IS PERFORMED, IT

OF ƒ" THICK. IF AN ASPHALT OVERLAY IS USED IT SHALL BE A MINIMUM 2" THICK

IF A POLYESTER POLYMER CONCRETE OVERLAY IS USED, IT SHALL BE A MINIMUM

BE DIAMOND GROUND AND GROOVED.

CONCRETE (PPC) OVERLAY, AN ASPHALT OVERLAY WITH WATERPROOF MEMBRANE OR

THE TOP SURFACE OF TYPE D NEXT BEAMS SHALL RECEIVE A POLYESTER POLYMER

DESIGNER NOTES:

6"

6"

LETTING OF 09/01/17

EFFECTIVE WITH THE



ORIGINAL SIGNED BY

APPROVED: 02/17/17

1'-3"

R=4" (TYP.)

A/2A/2

C

5'-0"

C

0.375

12

ƒ" CHAMFER (TYP.)

OF BEAMc

B

(TY

P.)

1"

1"

1"

1"

1"

CHAMFER

OF STEM (TYP.)c

(TY

P.)

2•

"

BA

4" (TYP.)

DEBONDEDAv -v NO. OF STRANDS

DEBONDEDBv -v NO. OF STRANDS

DEBOND SCHEMATIC

OF BEARINGSc

OF BEAMSc SYM. ABOUT


C.G. OF BEAM

FASCIA THAT INTERSECTS THE CHAMFER.

TURN TOWARDn ABUTMENT WITH A 90

END DRIP GROOVE 3'-0" FROM FACE OF

FASCIA BEAMS.

A DRIP GROOVE SHALL BE PROVIDED ON

NOTE:

2

BEARING LENGTH


- DENOTES STRAIGHT DEBONDED STRAND

- DENOTES STRAIGHT BONDED STRAND

OF STEM (TYP.)c

"2

11

CHAMFER (TYP.)

ƒ" x ƒ"

"2

15

ƒ"

DETAIL

FLANGE KEY-WAY

Yb

DIMENSION A (10'-0" MAXIMUM)

DIMENSION A (8'-0" MINIMUM)

45°

FLANGE FASCIA DETAIL

4 SPACES @ 2" (TYP.)

TYPICAL STRAND LOCATIONS

A B C

96.00 41.00 13.00 1763 258748 26.26 1836

37.00 13.25 1658 193181 23.79 1727

33.00 13.50 1551 138970 21.29 1616

29.00 13.75 1442 95413 18.74 1502

120.00 41.00 1979 280397 27.37 2061

1874 209138 24.79 1952

1767 150285 22.17 1841

1658 103094 19.49 1727

37.00

33.00

29.00

13.00

13.25

13.50

13.75

96.00

96.00

96.00

120.00

120.00

120.00

(INCHES)

DEPTH

BEAM

(INCHES)

WIDTH

BEAM STEM

(INq)

AREA

(INvv)

I

4(INCHES)

Yb

(PLF)

WEIGHT

8' WIDE BEAMS

10' WIDE BEAMS

TYPE

BEAM(INCHES)

WIDTH

BEAM FLANGE

+ 1" (MIN.)

OR BARRIER

FACE OF CURB

1'-3"

BD-PC31E

TYPICAL SECTION & STRAND DETAILS

NEXT D BEAM


REVISED

(STRUCTURES)




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(MIN.)

9"

6"

IN GRIND

2'-0" TAPER

4 SPACES @ 2" (TYP.)

*

ON BD-PC30E

SEE DESIGNER NOTES*

UNIT MIDSPAN (k-ft)

MAX. MOM.

BEAM

D.L.

S.D.L.

L.L. HL-93

FUTURE W.S.

DESIGN LOAD TABLE

ABUTMENT (kips)

REACTION AT







**


LIVE LOADS INCLUDE IMPACT.

ALL LOADS ARE UNFACTORED

BE

AM

NO.

CONCRETE JNTS.

RAILING/BARRIER

PERMIT VEH.

TYPE D NEXT BEAM

TYPICAL SECTION

NEXT 40 D

NEXT 36 D

NEXT 32 D

NEXT 28 D

NEXT 40 D

NEXT 36 D

NEXT 32 D

NEXT 28 D

TYPE D NEXT BEAM PROPERTIES

GRINDING/GROOVING OPTION

ADDITIONAL DEPTH FOR

GRINDING AND GROOVING

THICKNESS NECESSARY FOR

9" MIN. PLUS ADDITIONAL

DEFLECTION DUE TO CONCRETE JOINT DEAD LOAD

THE STEM WIDTH AND SPACING ARE FIXED.

BEARINGS =cBEAM OVERHANG PAST

TRANSVERSE RAKE OR STIFF BROOM FINISH WITH AN AMPLITUDE OF ‚".

THE TOP SURFACE OF PRESTRESSED CONCRETE UNITS SHALL RECEIVE A

GRINDING AND LONGITUDINAL GROOVING, THE FOLLOWING NOTE SHALL BE ADDED:

WHEN THE TOP SURFACE OF ANY BEAMS ARE SUBJECT TO VEHICLE TRAFFIC PRIOR TO DIAMOND

PRETENSIONING IF REQUIRED BY DESIGN.

ADDITIONAL STRANDS WITHIN THE TOP FLANGE MAY BE TENSIONED TO FULL

THE STRANDS LABELED SHALL BE TENSIONED TO 2.2 kips. THESE STRANDS OR


THE TOP FLANGE OF A TYPE D NEXT BEAM SHALL BE A MINIMUM OF 9" THICK.

THE CONCRETE ENGINEERING UNIT FOR DETAILS.

IF NECESSARY, AN INTERIOR FLANGE OVERHANG MAY BE LESS THAN THE MINIMUM SHOWN. CONTACT

WILL REQUIRE A SPECIAL DESIGN.

WIDTHS OUTSIDE OF THE RANGE SHOWN; IF APPROVED BY THE DEPUTY CHIEF ENGINEER (STRUCTURES),

VARIATION IN FLANGE WIDTH BETWEEN THE DIMENSIONS SHOWN IS ALLOWED. BEAMS WITH FLANGE

DESIGNER NOTES:

1"

2"

2"

LEGEND

POUR CONCRETE.

IN CONTACT WITH CLOSURE

AMPLITUDE) ON SURFACE

FINISH („" MINIMUM

EXPOSED AGGREGATE







CLOSURE POUR CONCRETE USED IN LONGITUDINAL JOINTS AND BACKWALLS.

APPLITUDE) ON ANY SURFACE THAT WILL BE IN CONTACT WITH THE

ALL BEAMS SHALL HAVE AN EXPOSED AGGREGATE FINISH („" MINIMUM

AT SERVICE LIMIT STATE = ksi (NYSDOT PERMIT VEHICLE)

AT SERVICE LIMIT STATE = ksi (HL-93)

AT TRANSFER = ksi.

ALLOWBLE TENSION IN THE PRESTRESSED CONCRETE UNITS:



JACKING FORCE = 43.9 kips PER STRAND.

WITH A GUARANTEED ULTIMATE STRENGTH OF 270 ksi.

ALL PRESTRESSING STRANDS SHALL BE 0.6" DIAMETER, LOW RELAXATION STEEL

NOTES:

LETTING OF 09/01/17

EFFECTIVE WITH THE



ORIGINAL SIGNED BY

APPROVED: 02/17/17

#4(E) @ 8" (ANCHOR BAR FOR BRUSH CURB OPTION)

#5(X) BARS @ 8" MAX. (BOT.)

#5(X) BARS @ 8" MAX. (TOP)

SECTION B-B FOR PLACEMENT

STEM) LAP TO STIRRUPS (SEE

#4 PLAIN BARS (TYP. EACH

#5(X) BARS @ 6" MAX. (TOP & BOTTOM)

(X) (SEE DESIGNER NOTES)

(E) DENOTES EPOXY COATED STEEL BARS

NOTES:

BRGS.c

NEXT BEAMc

INDICATE SKEW ANGLE

BRGS.c POST (TYP.)c

BRGS.c

BEAM PLAN

REINFORCEMENT PLAN

REINFORCEMENT ELEVATION

RAILING ANCHORAGEc

j c

BD-PC32E

PLAN AND ELEVATION

NEXT D BEAM REINFORCEMENT


REVISED

(STRUCTURES)




ERRATA

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RAILING ANCHOR PLATE - X SPACES @ X'-X" (FASCIA SIDE OF BEAMS) (RAILING/BRUSH CURB OPTION)

DETAIL ON BD-PC33E FOR PLACEMENT

SEE "BRUSH CURB ANCHORAGE"

RAILING ANCHOR PLATE (TYP.)

(TYP.)2"v

COV.

(TY

P.)

2"

CO

V.

(MA

X.)

8"

FOR PLACEMENT)

CURB ANCHORAGE ON BD-PC33

7-#5(X) BARS, (SEE BRUSH

BRGS. (LAP TO TRANSVERSE BARS)c TO j #5(X) BARS @ 6" MAX.

A

A

B

B

#5(X) BARS @ 6" MAX. TO BRGS. (BOT.)

BRGS. (TOP, HOOKED AT FASCIA)c TO j#5(X) BARS @ 6" MAX.

BRGS.c

BRGS) (1.5 x BEAM DEPTH)c

TOj (TYP. EACH STEM) (MAX. 6"

#4vPLAIN STIRRUP BARS @ DESIGN SPC.

#4 PLAIN STIRRUP BARS @ DESIGN SPACING (TYP. EACH STEM)


TOj(TYP. EACH STEM) (MAX. 6"


FOR PLACEMENT)

TO STIRRUPS (SEE SECTION B-B

#4 PLAIN BARS (TYP. EACH STEM) LAP

(10'-0"vxv2'-0") (TYP.)

4vxv4v-vW4.0vxvW4.0 UNCOATED WWR

#5(X) BARS @ 6" (LAP TO TRANSVERSE BARS)

#4 PLAIN STIRRUP BARS @ DESIGN SPACING

#5(X) BARS @ 8" #5(X) BARS @ 8"

BEAM ITEM.

PRESTRESSED BEAMS SHALL BE INCLUDED IN THE PRESTRESSED

THAT BEAM SHEET. ALL BAR REINFORCEMENT EMBEDDED IN THE

THE BAR LIST FOR EACH PRESTRESSED BEAM SHALL BE PLACED ON

IN ORDER TO MAXIMIZE THE COVER ON THE SIDE OF THE STEM.

WHEN POSSIBLE, SHEAR REINFORCING SHOULD BE KEPT TO #4 BARS


DESIGNER NOTES:

BYvDESIGN. (TYP. EACH STEM) (PLAIN BAR)

PLACED BETWEENvSTRANDSvAS NEEDED

ADDITIONALvENDvZONE REINFORCEMENT




BEAM TOP FLANGES.

FOR GUIDANCE ON REINFORCEMENT USED IN TYPE D NEXT

SEE SECTION 9 OF THE NEW YORK STATE BRIDGE MANUAL

(G) DENOTES GALVANIZED STEEL BARS

(C) DENOTES CHROMIUM ALLOYED STEEL BARS

(S) DENOTES STAINLESS STEEL BARS

REBAR SHOWN AS (X) SHALL BE ONE OF THE FOLLOWING:

FOR SECTIONS A-A AND B-B, SEE DRAWING BD-PC33E.

LETTING OF 09/01/17

EFFECTIVE WITH THE



ORIGINAL SIGNED BY

APPROVED: 02/17/17

CO

V.

2"

(TYP.)

2" COV.

(TYP.)

2" COV.

SECTION A-A

SECTION B-B

1'-0"

(FASCIA BEAM SHOWN, INTERIOR BEAM SIMILAR)

(FASCIA BEAM SHOWN, INTERIOR BEAM SIMILAR)

(TYP.)

0

BRUSH CURB ANCHORAGE

(TYP.)

2'-9" LAP

(TYP.)

2'-9" LAP

3•

" 0

0

9"

5"

10Ž"

MARK TYPE A B C D E F G H2 J K2 L O RH1

H

K1

K

I

II

III

IV

TOTAL PLAIN BARS

TOTAL EPOXY BARS

O

TYPE I

B

C

D

C E

(A)



V X'-X"

1'-6"

TYPE III

TYPE VTYPE IV

FDB

(O)

TYPE II

B

(J)

H

O

7"

5"

1'-

0"

CONCRETE BARRIER ANCHORAGE

BXX

BXX

BXX

BXX

BXX

X'-X"

X'-X"0'-7" 0'-5"

0'-5"3'-11"

0'-8"

X'-X"

X'-X"

1'-6"

X'-X" 0'-8"

BD-PC33E

REINFORCEMENT SECTIONS

NEXT D BEAM


REVISED

(STRUCTURES)




ERRATA

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=

135° (TYP.)

BXX IV 0'-11" 0'-11"

2" COV.

(10'-0"vxv2'-0" BENT)

4vxv4v-vW4.0vxvW4.0 WWR

1'-0"

(TYP.)

0

0

#4(E) STIRRUPS @ 8"

(SINGLE SLOPE SHOWN)

X'-X"

0

#5(E) BARS @ 8"

DETAILS ON THIS SHEET

REINFORCEMENT, SEE ANCHORAGE

FOR LOCATION OF LONGITUDINAL

DETAILS ON THIS SHEET

REINFORCEMENT, SEE ANCHORAGE

FOR LOCATION OF LONGITUDINAL

8"

#6(E) BARS @ 8" MAX.

8"

#5 BARS @ 8" MAX.

#5 BARS @ 8" (MAX.)

7-#5(E) BARS PLACED AS SHOWN

#5 BARS @ 8" (MAX.)

#5 BARS @ 8" (MAX.)

B-B" ON BD-RS7E.

SHOWN IN "ALTERNATE SECTION

USE ALTERNATE ANCHOR PLATE

6-#5(E) BARS PLACED AS SHOWN

1ƒ"MIN. STIRRUP COVER (TYP.) 1ƒ"MIN. STIRRUP COVER (TYP.)

PRESTRESSED CONCRETE NEXT BEAM REINFORCEMENT (TYPE D)

OPTIONS AND DETAILS

SHOWN. SEE BD-PC30E FOR JOINT

HP CONC. JOINT REINFORCMENT#5(X) BARS @ 6"

#5(X) BARS @ 8" (MAX.)

#5(X) BARS @ 8" (MAX.)

(MAX.)

8"

#5(X) BARS @ 6"

(10'-0" x 2'-0" BENT)

4vxv4v-v4.0vxv4.0 UNCOATED WWR

(LAP TO STIRRUPS)

#4 PLAIN BARS (TYP.)

#5(X) BARS @ 6"

#5(X) BARS @ 8" (MAX.)

#5(X) BARS @ 8" (MAX.)

(MAX.)

8"

#5(X) BARS @ 6"

BY DESIGN. (TYP.) (PLAIN BAR)

PLACED BETWEEN STRANDS AS NEEDED

ADDITIONAL END ZONE REINFORCEMENT

1'-0"

1'-0"

(X) (SEE DESIGNER NOTE ON BD-PC32E)

(E) DENOTES EPOXY COATED BARS

FOR LOCATION OF SECTIONS A-A AND B-B, SEE BD-PC32E.

N0TES:

2" COV. MIN.

3•

"

*

*

2" COV. MIN.*

#4 PLAIN OR STAINLESS STEEL STIRRUP BAR (TYP.)STEEL STIRRUP BAR (TYP.)

#4 PLAIN OR STAINLESS

(G)

0'-0"

SEE APPROPRIATE BD SHEETS.

FOR DETAILS OF CONCRETE BARRIERS OR STEEL RAILINGS,

ADDITIONAL REINFORCEMENT DETAILS.

REINFORCEMENT SHALL BE ADDED. SEE BD-PC34E FOR

TOP COVER EXCEEDS 4•", AN ADDITIONAL MAT OF

REMAIN AS SHOWN IN THE SECTION VIEWS. WHEN THE

LOCATION OF FLANGE REINFORCEMENT MATS SHALL

WHEN THE TOP FLANGE THICKNESS VARIES, THE

ACTUAL DIMENSION REQUIRED.

IN THE BAR LIST, DESIGNER TO REPLACE X'-X" WITH

DETERMINED BY THE DESIGNER.

THE NUMBER AND PLACEMENT OF STRANDS SHALL BE

ON THE BEAM REINFORCEMENT TABLE.

BEAM SHALL BE INCLUDED IN THE BEAM ITEM AND SHOWN

ALL ANCHORAGE REINFORCING BARS ORIGINATING IN THE

TRANSITION LOCATIONS, SEE THE BD-RCB SERIES.

FOR BARRIER ANCHORAGE REINFORCEMENT REQUIRED IN

DESIGNER NOTES:

LETTING OF 09/01/17

EFFECTIVE WITH THE



ORIGINAL SIGNED BY

APPROVED: 02/17/17

BD-PC34E

PROFILE ACCOMMODATION DETAILS

NEXT D BEAM


REVISED

(STRUCTURES)




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(PRIOR TO GRINDING)

TOP FLANGE THICKNESS SCHEMATIC -vTANGENT PROFILE

(PRIOR TO GRINDING)

TOP FLANGE THICKNESS SCHEMATIC -vCREST VERTICAL CURVE PROFILE

(PRIOR TO GRINDING)

TOP FLANGE THICKNESS SCHEMATIC -vSAG VERTICAL CURVE PROFILE

QUARTER POINTS

QUARTER POINTS

QUARTER POINTS

BRG. (TYP.)c

BRG. (TYP.)c

BRG. (TYP.)c

STANDARD BEAM REINFORCEMENT

ADDITIONAL #4 BARS @ 6"

(FOR TOP FLANGES OVER 11•" THICK)

ADDITIONAL TOP MAT REINFORCEMENT

2"

CO

V.

ADJUSTMENT WHEN NECESSARY.

BEAMS AFTER ERECTION, AND PROVIDE BEARING SHIM DETAILS FOR

THE PLANS SHOULD INCLUDE NOTES REQUIRING SURVEY OF THE

VERTICAL CURVE ORDINATE.

TOP FLANGE MINIMUM AT MIDSPAN DUE TO BEAM CAMBER AND

SAG VERTICAL CURVE:

VERTICAL CURVE ORDINATE IS GREATER THAN BEAM CAMBER.

IS LESS THAN BEAM CAMBER. TOP FLANGE MINIMUM AT ENDS IF

TOP FLANGE MINIMUM AT MIDSPAN IF VERTICAL CURVE ORDINATE

CREST VERTICAL CURVE:

TOP FLANGE MINIMUM AT MIDSPAN DUE TO BEAM CAMBER.

TANGENT GRADE:

ADDITIONAL FLANGE THICKNESS.

PROFILE. THE DESIGN OF THE BEAM SHALL ACCOUNT FOR ANY

THE ESTIMATED BEAM CAMBER (INCLUDING GROWTH) AND THE ROADWAY

THE VARIABLE FLANGE THICKNESS SHALL BE CALCULATED BASED ON

AND THE ROADWAY SURFACE.

DIFFERENCE OF 1" OR MORE BETWEEN THE TOP OF CAMBERED BEAM

FOR TYPE "D" NEXT BEAMS WITHOUT AN OVERLAY, THAT HAVE A

A FLANGE TRANSITION SCHEMATIC SHALL BE SHOWN IN THE PLANS

DESIGNER NOTES:

OV

ER 11•

"

AMPLITUDE (TYP.)

SURFACE. „" MINIMUM

EXPOSED AGGREGATE

OBTAINED WITH STRAIGHT FORM

1" MINIMUM COVER CANNOT BE

OPTIONAL JOINT FORMING LINE IF

2"

MIN.

OBTAINED WITH STRAIGHT FORM

1" MINIMUM COVER CANNOT BE

OPTIONAL JOINT FORMING LINE IF

GRINDING PLANE

•" MAXIMUM JOINT DIFFERENTIALv-vOVERLAY DETAIL •" MAXIMUM JOINT DIFFERENTIALv-vBARE DECK DETAIL

CAMBER DIFFERENTIAL DETAILS

1•

"

MIN.

1"

MIN.

1"

MIN.

2"

OVERLAY

LETTING OF 09/01/17

EFFECTIVE WITH THE



ORIGINAL SIGNED BY

APPROVED: 02/17/17

PAY LIMITS OF LONGITUDINAL SAWCUT GROOVING AND PROTECTIVE SEALER

SLOPE SLOPE

SUPERSTRUCTURE SLAB


STATION LINE

T.G.L.

B1 B2 B3B4

TRANSVERSE SECTION

STA.

BRGS. BEGIN ABUTMENTc

FASCIA LINE

STA.

BRGS. END ABUTMENTc

B1

B2

B3

B4

FASCIA LINE

‚"

‚"

AZIMUTH

STATION LINE

OF CONSTRUCTION.

STABILITY OF ALL BEAMS DURING ALL PHASES

THE CONTRACTOR IS RESPONSIBLE FOR ASSURING

NOTE:

BEARINGSc TO c

GAP FORM DETAIL

*

OU

T

TO

OU

T

WID

TH

OF

BE

AM

S

=

BE

AM

S

@

NO

MIN

AL

SP

ACIN

G (I

NC

LU

DIN

G J

OIN

TS

@ •

")

•"

MEMBRANE ITEM 595.50000018

SHEET APPLIED WATERPROOF

NEXT BEAM (TYP.)

TOP FLANGE OF

GROUT

FOAM

COMPRESSABLE

SELF-ADHESIVE

(TYP.)

8" MIN.

NEXT BEAM ITEM.

SHALL BE INCULDED IN THE UNIT PRICE BID FOR THE

CONCRETE GROUTING MATERIAL. COST OF PLACING GROUT

REQUIREMENTS OF MATERIAL SPECIFICATION 701-05,

JOINT AS SHOWN. GROUT MATERIAL SHALL MEET THE

EXCEEDS ‚", THE CONTRACTOR SHALL GROUT THE BEAM

WHEN THE DIFFERENTIAL HEIGHT (H) BETWEEN THE BEAMS

NOTE:

6 (MIN)1

TO

TA

L

DI

ME

NSIO

N

TOTAL DIMENSION

BD-PC35E

TRANSVERSE SECTION AND BEAM LAYOUT

NEXT F BEAM


REVISED

(STRUCTURES)




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__ PRESTRESSED CONCRETE "NEXT" (TYPE F) BEAMS @ X'-X" EA. AND __ JOINTS @ •" = X'-X"

AZIM

UT

H

(TYPICAL)

SKEW ANGLE

H



‚" ‚"‚"

FASCIA LINE

CHAMFER

DETAIL "A"

SEE DETAIL A

TOP FLANGE OF NEXT BEAM

COMPOSITEv/vSTIRRUP BAR (TYP.)

SEE "GAP FORM DETAIL"

- DIMENSIONS MUST BE CALCULATED FOR EACH INDIVIDUAL STRUCTURE AT EACH FASCIA.

FOR SKEWED BRIDGES.

. THE ENDS OF THE BEAMS SHALL BE SKEWEDnMAXIMUM ALLOWABLE SKEW ANGLE IS 15

FOR DECK SLAB REINFORCEMENT, SEE BD-SSE SHEETS.

FOR DETAILS OF CONCRETE BARRIERS OR STEEL RAILINGS, SEE APPROPRIATE BD SHEETS.

DETERMINED BASED UPON SITE CONDITIONS.

BARRIER IS SHOWN FOR SCHEMATIC PURPOSES ONLY. BRIDGE RAILING TYPE SHALL BE

DESIGNER NOTES:

BEAM LAYOUT PLAN

" (MIN.)

21

9

LETTING OF 09/01/17

EFFECTIVE WITH THE



ORIGINAL SIGNED BY

APPROVED: 02/17/17

1'-3" 1'-3"

C C

5'-0"

4"

B

12

AB

4 SPACES @ 2"v=v8" (TYP.)

(TYP.)

5"

(TY

P.)

4"

DEBONDEDAv -v NO. OF STRANDS

DEBONDEDBv -v NO. OF STRANDS

DEBOND SCHEMATIC

OF BEAMc

ƒ" CHAMFER (TYP.)

ON EDGE (TYP.)

‚" DRAFT

OF STEM (TYP.)c

OF BEARINGSc

A B C

95.50 36.00 13.00 1287 160240 21.77 1341

95.50 32.00 13.25 1182 115813 19.51 1231

95.50 28.00 13.50 1075 79901 17.24 1120

95.50 24.00 13.75 966 51823 14.95 1006

143.50 36.00 1479 185525 23.36 1541

143.50 1374 134258 20.98 1431

143.50 1267 92661 18.57 1320

143.50 1158 60045 16.12 1206

NEXT 32 F

NEXT 28 F

NEXT 24 F

NEXT 32 F

NEXT 28 F

NEXT 24 F

32.00

28.00

24.00

13.00

13.25

13.50

13.75

NEXT 36 F

NEXT 36 F

0.375

AT FASCIA

DRIP GROOVE DETAIL

THAT INTERSECTS THE CHAMFER.

TURN TOWARD FASCIAn ABUTMENT WITH A 90

END DRIP GROOVES 3'-0" FROM FACE OF

BEAMS.

A DRIP GROOVE SHALL BE PROVIDED ON FASCIA

NOTE:

R=4" (TYP.)


- DENOTES STRAIGHT DEBONDED STRAND

- DENOTES STRAIGHT BONDED STRAND

OF BEAMSc SYM. ABOUT


(TY

P.)

1•

"

(TY

P.)

2•

"

C.G. OF BEAM

BD-PC36E

TYPICAL SECTION & STRAND DETAILS

NEXT F BEAM


REVISED

(STRUCTURES)




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n45

CHAMFER

1"

2" 2" 1"

DIMENSION A (8'-0" MINIMUM)

Yb

OF STEM (TYP.)c

A/2 A/2

DIMENSION A (12'-0" MAXIMUM)

1"

ON EDGE (TYP.)

‚" DRAFT

TYPE F NEXT BEAM

TYPICAL SECTION

TYPICAL STRAND LOCATIONS

2

BEARING LENGTH+ 1"

TYPE

BEAM

(INCHES)

DEPTH

BEAM

(INCHES)

WIDTH

BEAM STEM

(INq)

AREA

(IN )

I

4(INCHES)

Yb

(PLF)

WEIGHT

(INCHES)

WIDTH

FLANGE

BEAM

8' WIDTH BEAMS

12' WIDTH BEAMS

SLAB THICKNESS TABLE BRGS.c ‚ PT. ƒ PT.MIDSPAN BRGS.c


C = A - B




ALL MEASUREMENTS ARE TAKEN AT CENTERLINE OF BEAM.


F IS THE THEORETICAL THICKNESS OF THE DECK SLAB BASED ON ASSUMED BEAM CAMBER. IT IS SHOWN TO ASSIST IN

DESIGN LOAD TABLE

UNITABUTMENT (kips)

REACTION AT

MIDSPANv(KIP-ft.)

MAX. MOM.

D.L.

S.D.L.

BEAM

SLAB

UTILITIES

SIDEWALK

FUTURE W.S.









**


TYPE F NEXT BEAM - PROPERTIES

4 SPACES @ 2"v=v8" (TYP.)


LEGEND

F THEORETICAL SLAB THICKNESS

*

*

L.L.

RAILING/BARRIER

HL-93

NYSDOT P.V.









LONGITUDINAL JOINTS AND BACKWALLS.

THAT WILL BE IN CONTACT WITH THE CLOSURE POUR CONCRETE USED IN

ALL BEAMS SHALL HAVE AN EXPOSED AGGREGATE FINISH ON ANY SURFACE

AT SERVICE LIMIT STATE = ksi (NYSDOT PERMIT VEHICLE)

AT SERVICE LIMIT STATE = ksi (HL-93)

AT TRANSFER = ksi.

ALLOWBLE TENSION IN THE PRESTRESSED CONCRETE UNITS:



JACKING FORCE = 43.9 kips PER STRAND.

WITH A GUARANTEED ULTIMATE STRENGTH OF 270 ksi.

ALL PRESTRESSING STRANDS SHALL BE 0.6" DIAMETER, LOW RELAXATION STEEL

NOTES:

BEARINGS =cBEAM OVERHANG PAST

PRETENSIONING IF REQUIRED BY DESIGN.

ADDITIONAL STRANDS WITHIN THE TOP FLANGE MAY BE TENSIONED TO FULL

THE STRANDS LABELED SHALL BE TENSIONED TO 2.2 kips. THESE STRANDS OR


DECK SLAB OVERHANG MUST BE DESIGNED TO HANDLE STANDARD IMPACT LOADS.

MINIMIZE CASTING AND HANDLING DAMAGE.

THE ACUTE CORNERS OF THE FLANGE OVERHANGS SHOULD BE CHAMFERED 6"x6" IN ORDER TO

THE STEM WIDTH AND SPACING ARE FIXED.

WILL REQUIRE A SPECIAL DESIGN.

WIDTHS OUTSIDE OF THE RANGE SHOWN; IF APPROVED BY THE DEPUTY CHIEF ENGINEER (STRUCTURES),

VARIATION IN FLANGE WIDTH BETWEEN THE DIMENSIONS SHOWN IS ALLOWED. BEAMS WITH FLANGE

DESIGNER NOTES:

LETTING OF 09/01/17

EFFECTIVE WITH THE



ORIGINAL SIGNED BY

APPROVED: 02/17/17

2" COV. (TYP.)

0

3•

"

FOR SECTIONS A-A AND B-B, SEE DRAWING PC38E.

* BAR REINFORCEMENT SHOWN IS PARALLEL TO SKEW.

NOTES:

B

B

INDICATE SKEW ANGLE

BRGS.c

BRGS.c

BEAM PLAN

SPACED BETWEEN STRANDS

4-#4 BARS @ 2" (TYP.)

SECTION B-B FOR PLACEMENT)

STEM) LAP TO STIRRUPS, (SEE

#4 PLAIN BARS (TYP. EACH


TOj(TYP. EACH STEM) (MAX. 6"


#4 PLAIN STIRRUP BARS @ DESIGN SPACING (TYP. EACH STEM)

IN

SE

CTIO

N

B-

B

#4

BA

RS

SP

AC

ED

AS

SH

OW

N

(TYP.)2"

COV.

(TY

P.)

2"

CO

V.

REINFORCEMENT PLAN

2" COV. (TYP.)

THE #4 BARS @ 6"

#4 BAR (BUNDLED TO

THE #4 BARS @ 6"

#4 BAR (BUNDLED TO

THE #4 BARS @ 6"

#4 BAR (BUNDLED TO

THE #4 BARS @ 6"

#4 BAR (BUNDLED TO

#4 BARS @ 6"

(MAX.)

1'-3"

#4 BARS @ 1'-3" (MAX.)

(MAX.)

1'-3"

#4 BARS @ 6"

REINFORCEMENT ELEVATION

#4 BARS @ 6" (MAX.)

A

A

(10'-0"vxv2'-0") (TYP.)

4vxv4v-vW4.0vxvW4.0 UNCOATED WWR

FOR PLACEMENT)

TO STIRRUPS (SEE SECTION B-B

#4 PLAIN BARS (TYP. EACH STEM) LAP

(TY

P.)

2"

CO

V.




NEXT BEAMc

6" (MAX.)

#4 BARS @

(MAX.)

j1'-3"v

(MAX.)j#4 BARS @ 1'-3"

(MAX.)

j1'-3"v

6" (MAX.)

#4 BARS @

j j

BEAM ITEM.

PRESTRESSED BEAMS SHALL BE INCLUDED IN THE PRESTRESSED

THAT BEAM SHEET. ALL BAR REINFORCEMENT EMBEDDED IN THE

THE BAR LIST FOR EACH PRESTRESSED BEAM SHALL BE PLACED ON

MAXIMIZE THE COVER ON THE SIDE OF THE STEM.

SHEAR REINFORCING SHOULD BE KEPT TO #4 BARS IN ORDER TO

SUPPORT THE WET DECK CONCRETE ONLY.

TO SPAN BETWEEN STEMS. THE REINFORCEMENT SHOWN IS USED TO

REINFORCED CAST-IN-PLACE CONCRETE DECK SHALL BE DESIGNED

THE TOP FLANGE IS INTENDED TO ACT AS A DECK FORM ONLY. A


DESIGNER NOTES:

BD-PC37E

PLAN AND ELEVATION

NEXT F BEAM REINFORCEMENT


REVISED

(STRUCTURES)




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LETTING OF 09/01/17

EFFECTIVE WITH THE



ORIGINAL SIGNED BY

APPROVED: 02/17/17

#4 BARS @ 10"

#4 BARS @ 10" (MAX.) #4 BARS @ 10" (MAX.)

#4 BARS @ 10" (MAX.) #4 BARS @ 10" (MAX.)

2"

2"

CO

V.

#4 BARS

SECTION A-A

5"5" 5" 5" #4 BARS @ 10"

#4 BARS @ 10" (MAX.) #4 BARS @ 10" (MAX.)

#4 BARS @ 10" (MAX.)

2" 2"

2"

CO

V.

#4 BARS

5"5" 5" 5" #4 BARS @ 10" (MAX.)

SECTION B-B

4" (T

YP.)

MARK TYPE A B C D E F G H2 J K2 L O RH1

H

K1

K

I

II

TOTAL PLAIN BARS

TOTAL EPOXY BARS

O

TYPE I

B

C

D

TYPE II

TYPE III

B D

(A) (G)

C



BD-PC38E

REINFORCEMENT SECTIONS

NEXT F BEAM


REVISED

(STRUCTURES)




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2"

4" (T

YP.)

(10'-0" x 2'-0" BENT)

4vxv4v-v4.0vxv4.0 UNCOATED WWR

#4 PLAIN STIRRUP BAR (TYP.)

(LAP TO STIRRUPS)

#4 PLAIN BARS (TYP.)

(TYP.)

0 1ƒ"MIN. STIRRUP COVER (TYP.) 1ƒ"MIN. STIRRUP COVER (TYP.)

BAR (TYP.)

#4 PLAIN STIRRUP

BXX

BXX

BXX

7"

5"

1'-

0"

135° (TYP.)

(10'-0"vxv2'-0" BENT)

4vxv4v-vW4.0vxvW4.0 WWR

BXX III H H

(TY

P.)

0

II

BY DESIGN. (TYP.) (PLAIN BAR)

PLACED BETWEEN STRANDS AS NEEDED

ADDITIONAL END ZONE REINFORCEMENT

PRESTRESSED CONCRETE NEXT BEAM REINFORCEMENT (TYPE F)

X'-X"

1'-6" X'-X" 1'-6"

0'-11" X'-X" 0'-11"

X'-X" X'-X" X'-X"

IN THE BAR LIST, DESIGNER TO REPLACE X'-X" WITH ACTUAL DIMENSION REQUIRED.


DESIGNER NOTES:

HANDLING SHALL BE SHOWN IN THE SHOP DRAWINGS.

INSTALLATION. METHODS OF STABILIZING THE BEAMS FOR SHIPPING AND

MEASURES TO ENSURE THAT THE BEAMS ARE NOT DAMAGED PRIOR TO

OF TYPE F NEXT BEAMS DURING SHIPPING AND HANDLING, AND SHALL TAKE

THE CONTRACTOR'S ATTENTION IS DIRECTED TO THE INHERENT INSTABILITY

FOR LOCATION OF SECTIONS A-A AND B-B, SEE BD-PC37E.

RAKE FINISH.

THE TOPS OF PRESTRESSED UNITS SHALL RECEIVE A ‚" DEEP TRANSVERSE

N0TES:

LETTING OF 09/01/17

EFFECTIVE WITH THE



ORIGINAL SIGNED BY

APPROVED: 02/17/17

INTO BEAM STEM (TYP.)

THREADED INSERT CAST

VARIES

SECTION B-B

BEAM

BOTTOM OF

(TYP.)

HEADED ANCHOR STUD

pƒ"

(TYP.)

HEADED ANCHOR STUD

PRESTRESSED CONC. NEXT BEAM UNIT

COST TO BE INCLUDED IN PRICE BID FOR

TYP.

ƒ" BLOCKOUT4" 4"

OF BEAM STEMc

BOTTOM OF STEM

B B

A

A

6"

ƒ

"ƒ

"

4"VARIES4" " BLOCKOUT43

OF BEAM STEMc

ƒ"

1" 1"

ƒ"

pƒ"

ƒ" CHAMFER (TYP.)

END OF BEAM

1•" MIN. COV. (TYP.)

STUD (TYP.)

ƒ" DIA. HEADED ANCHOR

#4 STIRRUPS

OF BEAM STEMc

2"2"2"2"

"2

12

ƒ"

INTO BEAM STEM (TYP.)

THREADED INSERT CAST

3" MIN. (TYP.)

3" MIN. (TYP.)Š"TYP.

Š"TYP.

NEXT F BEAM UTILITY SUPPORT

NEXT D BEAM UTILITY SUPPORT

MATERIAL SPECIFICATION 719-01.

(MEETING ITEM 709-10) AND GALVANIZED IN ACCORDANCE WITH

THREADED INSERTS IN BEAMS SHALL BE MECHANICAL CONNECTORS

OF 11 kips IN 7.5 ksi CONCRETE.

INSERTS SHALL PROVIDE A MINIMUM ULTIMATE TENSILE CAPACITY

BE CAST IN THE PRECAST BEAMS. THE ‡" DIA. H.S. THREADED

THREADED INSERTS FOR ‡" DIA. ASTM A307 GRADE A BOLTS SHALL

WITH COST TO BE INCLUDED IN THE PRICE BID FOR THE UTILITY ITEM.

WILL BE FURNISHED AND INSTALLED BY THE UTILITY COMPANY

CONDUITS, CONDUIT SUPPORTS, WASHERS, NUTS, ETC.

UTILITY NOTES:

APPROVED GALVANIZING MATERIAL.

WELDING TO BEARING, THE WELDED AREA SHALL BE RECOATED WITH AN

BE GALVANIZED IN ACCORDANCE WITH MATERIAL SPEC. 719-01. AFTER

SURFACES OF BEARING PLATES NOT IN CONTACT WITH CONCRETE SHALL

709-05, STUD SHEAR CONNECTORS.

ANCHOR STUDS SHALL MEET THE REQUIREMENTS LISTED IN SUBSECTION

THE PLATES PRIOR TO GALVANIZING.

SPEC. 719-01. THE HEADED ANCHOR STUDS SHALL BE ATTACHED TO

STEEL, AND SHALL BE GALVANIZED IN ACCORDANCE WITH MATERIAL

EMBEDDED BEARING CONNECTION PLATES SHALL BE ASTM A709 (GRADE 50)

EMBEDDED BEARING PLATE CONNECTION NOTES:

BD-PC39E

NEXT BEAM MISCELLANEOUS DETAILS


REVISED

(STRUCTURES)




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SECTION C-C

BEARING PAD PLAN

BRGS.c

(TYP.)

BEARING PAD

**

**

1'-0"

BEAM WEB (TYP.)

PLANANCHOR STUD CLEARANCE DETAIL

SECTION A-A

EMBEDDED BEARING CONNECTION PLATE

(INTEGRAL ABUTMENTS)

AND SHIM PLATE DETAIL

BEARING PAD PLACEMENT

INTEGERAL ABUTMENT

STUD (TYP.)

ƒ" DIA. HEADED ANCHOR

11•"

11•

"

BEARING PAD

4" THICKPRICE FOR THE BEARING PAD ITEM)

TO BE INCLUDED IN THE UNIT BID

•" THICK STEEL SHIM PLATES (COST

BASED ON ONE SHIM

SUPPORT ELEVATIONS

AS

NE

CE

SS

AR

Y

AD

D

PL

AT

E

AS

NE

CE

SS

AR

Y

RE

MO

VE

PL

AT

E

TO OBTAIN THE REQUIRED ELEVATIONS.

TO ALLOW FOR ADJUSTMENTS IN THE FIELD IF NECESSARY

STEEL SHIM PLATES SHALL BE PROVIDED FOR TYPE D BEAMS

OR PAD

pBEARING SOLE

OR PAD

pBEARING SOLE

6"

OR PAD

pBEARING SOLE

FOR INTEGRAL ABUTMENT APPLICATIONS.

SHIM, ALONG WITH THE SILICON SEAL ARE NOT REQUIRED

TYPE. A WELD BETWEEN BEARING PLATE AND BEARING PAD

ALL NEXT BEAMS REGARDLESS OF ABUTMENT OR BEARING

THE BEARING CONNECTION PLATE SHALL BE PROVIDED FOR

USED FOR TYPE D NEXT BEAMS WITHOUT OVERLAYS.

THE SHIM PLATE DETAIL SHOWN ON THIS DRAWING SHALL BE

DESIGNER NOTES:

CAULK (TYP.)

WELDED WITH SILICONE

SEAL SIDE NOT

LETTING OF 09/01/17

EFFECTIVE WITH THE



ORIGINAL SIGNED BY

APPROVED: 02/17/17

Documents

BOX BEAMS - TYPICAL SECTIONS SLAB UNIT PROPERTIES …...see shear key recess detail see shear key recess detail bd-pc2e typical sections slab units & box beams 4'-0" prestressed concrete