pcefv-v39 pcefv-v47 pcefv-v55 pcefv-v63 pcefv-v71 ......aashto i-beam transverse section pay limit...

REVISED

STATE OF NEW YORK

DEPARTMENT OF TRANSPORTATION

OFFICE OF STRUCTURES

ISSUED

DEPUTY CHIEF ENGINEER

(STRUCTURES)

APPROVED:

BD-PS1E

3’-11"

2’-8"

9"

1’-4"

3’-3"

2"

þÿ�1

4"

3"

þÿ�3

9"

1’-6" 2"

þÿ�3

7"

3’-11"

2’-8"

9"

2’-0"

3’-1

1"

2"

þÿ�1

4"

3"

þÿ�3

9"

1’-6" 2"

þÿ�3

7"

3’-11"

2’-8"

9"

2’-8"

4’-7"

2"

þÿ�1

4"

3"

þÿ�3

9"

1’-6" 2"

þÿ�3

7"

3’-11"

2’-8"

9"

3’-

4"

5’-3"

2"

þÿ�1

4"

3"

þÿ�3

9"

1’-6" 2"

þÿ�3

7"

3’-11"

2’-8"

9"

4’-0"

5’-11"

2"

þÿ�1

4"

3"

þÿ�3

9"

1’-6" 2"

þÿ�3

7"

3’-11"

2’-8"

9"

4’-8"

6’-7"

2"

þÿ�1

4"

3"

þÿ�3

9"

1’-6" 2"

þÿ�3

7"2’-4"

1’-0"

1’-4"

11

"3

"5

"

4"

5"

6"

þÿ��"� �C�

(TYP.)

3’-0"

1’-0"

1’-6"

1’-3"

3"

6"

6"

6"

6"

þÿ��"� �C�

(TYP.)

3’-

9"

1’-4"

1’-10"

1’-7"

þÿ�4

þÿ�7

7"

7"

7"

þÿ��"� �C�

(TYP.)

4’-6"

1’-8"

2’-2"

1’-11"

þÿ��"� �C�

(TYP.)

8"

8"

9"

6"

8"

3’-6"

2’-4"

8"

2’-9"

5’-

3"

4"

3"

5"

1’-1" 4"

10

"

8"

3’-6"

2’-4"

8"

3’-

6"

6’-0"

4"

3"

5"

1’-1" 4"

10"

8"

þÿ��"� �C�

(TYP.)

þÿ��"� �C�

(TYP.)

þÿ��"� �C�

(TYP.)

þÿ��"� �C�

(TYP.)

þÿ��"� �C�

(TYP.)

þÿ��"� �C�

(TYP.)

þÿ��"� �C�

(TYP.)

þÿ��"� �C�

(TYP.)

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

I BEAM PROPERTIES

BEAM

TYPE

AREA

(in. )

DISTANCE FROM

C.G. TO BOTTOM (in.)

MOMENT OF

INERTIA Ix (in. )

BEAM

TYPE

AREA

(in. )

DISTANCE FROM

C.G. TO BOTTOM (in.)

MOMENT OF

INERTIA Ix (in. )

I

II

III

VI

V

VI

0.787

0.845

0.903

0.962

1.020

1.078

755

811

867

923

979

1035

18.77

22.39

26.05

29.76

33.50

37.26

148321

239351

356133

500495

674259

879241

WEIGHT

(k/ft.)

WEIGHT

(k/ft.)

0.288

0.384

0.583

0.822

1.055

1.130

276

369

560

789

1013

1085

12.59

15.83

20.27

24.73

31.96

36.38

22750

50980

125390

260730

521180

733320

NOTE:

DETAILS ON THE DRAWINGS LABELED AS "NOT TO SCALE" ARE

INTENTIONALLY DRAWN NOT TO SCALE FOR VISUAL CLARITY. ALL

OTHER DETAILS, FOR WHICH NO SCALE IS SHOWN, ARE DRAWN

PROPORTIONAL AND ARE FULLY DIMENSIONED.2 4 42

(TYP.) (TYP.)

(TYP.) (TYP.)

(TYP.) (TYP.)

(TYP.) (TYP.)

(TYP.) (TYP.)

(TYP.) (TYP.)

(TYP.) (TYP.)

(TYP.) (TYP.)

(TYP.) (TYP.)

(TYP.)(TYP.)

(TYP.) (TYP.)

(TYP.)(TYP.)

3" (TYP.)

5" (TYP.)

3" (TYP.)

6" (TYP.)

þÿ�4��"� �

þÿ�7��"� �

6" (TYP.)

9" (TYP.) 10" (TYP.)

(TYP.) (TYP.)

10" (TYP.)

(TYP.) (TYP.)

PCEFv-v39 PCEFv-v47 PCEFv-v55 PCEFv-v63 PCEFv-v71 PCEFv-v79

PCEFv-v39

PCEFv-v47

PCEFv-v55

PCEFv-v63

PCEFv-v71

PCEFv-v79

CONSULT THE NYSDOT BRIDGE MANUAL FOR GUIDANCE

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

PRESTRESSED CONCRETE

AASHTO I-BEAM & PCEF

TYPICAL SECTIONS

PCEF BULB TEE BEAM PROPERTIES

ISSUED UNDER EB 08-001

EFFECTIVE WITH THE

LETTING OF 9/04/08

ORIGINAL SIGNED BY

GEORGE A. CHRISTIAN, P.E.

1/18/08

#6(E OR G)

REVISED

STATE OF NEW YORK



ISSUED


(STRUCTURES)

APPROVED:


SPREAD BEAMS-TRANSVERSE

SECTION AND DIAPHRAGMS

BD-PS2E

SLOPE

SHOULDER LANE(S)

CLASS HP FOR

SUPERSTRUCTURE SLAB

2’-8 (MIN.)

4’-0" (MAX.)

SEE DRIP

GROOVE

DETAIL

G1 G2G3

G4G5

G6 G7

D2 D1D2 D1

D2D1

NORMAL BEAM SPACING

PAY LIMIT FOR SLAB ITEM

LANE(S) SHOULDER

2’-8 (MIN.)

4’-0" (MAX.)

TGL

STATION LINE

PROTECTIVE SEALER

ON TOP SURFACE

þÿ�9

c OF MECHANICAL CONNECTORS

(TYPICAL AT FASCIAS)

SLOPE

(TYP.) #7(E OR G)

(TYP.)

C.I.P.

INTERMEDIATE DIAPRAGM

C.I.P.

END DIAPHRAGM

PCEF TRANSVERSE SECTION

AASHTO I-BEAM TRANSVERSE SECTION

PAY LIMIT FOR SLAB ITEM

NORMAL BEAM SPACING

D2

C.I.P.


D1

C.I.P.

END DIAPHRAGM

D2 D1D2

D1

G1 G2G3

G4G5

G6 G7

SLOPE

CLASS HP FOR

SUPERSTRUCTURE SLAB

þÿ�9

STATION LINE

TGL

PROTECTIVE SEALER

ON TOP SURFACE

SLOPE

SHOULDER LANE(S) LANE(S) SHOULDERLANE(S) LANE(S) SHOULDER

#6(E OR G)

(TYP.)

#7(E OR G)

(TYP.)

SEE DRIP

GROOVE

DETAIL

4’-0" (MAX.) 4’-0" (MAX.)

CHAMFER

FASCIA LINE

2"

1"

2" 2" 2"

DRIP GROOVE DETAIL

NOTE:

DRIP GROOVE TO END 3’-0" FROM

FACES OF ABUTMENTS OR PIERS WITH

A 90^ TURN TOWARD FASCIA. GROOVE

CONTINUES TO INTERSECTION WITH

THE CHAMFER.

NOTES:

THE CONTRACTOR MAY ELECT TO USE STEEL, PRECAST, OR

CAST-IN-PLACE DIAPHRAGMS.




PROPORTIONAL AND ARE FULLY DIMENSIONED.

PRECAST

END DIAPHRAGM

PRECAST

END DIAPHRAGM

STEEL

END DIAPRAGM

STEEL

INTERMEDIATE DIAPRAGMPRECAST


STEEL


STEEL

END DIAPRAGMPRECAST


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

BASED UPON SITE CONDITIONS.

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

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

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

ALL REINFORCEMENT TO BE VERIFIED BY DESIGNER.

FOR DECK SLAB REINFORCEMENT, SEE BD-SS SHEETS.

THE DESIGNER SHALL PROVIDE DETAILS FOR THE THREE DIAPHRAGM OPTIONS ON THE CONTRACT

PLANS EXCEPT FOR INTEGRAL ABUTMENTS FOR WHICH ONLY THE STEEL DIAPHRAGM OPTION SHALL

BE DETAILED.

THE END DIAPHRAGMS ARE DETAILED FOR BRIDGES WITH JOINTS. FOR JOINTLESS BRIDGES, AN

INTERMEDIATE DIAPHRAGM SHALL BE DETAILED ALONG THE CENTERLINE OF BEARINGS.

IF THE PRECAST DIAPHRAGM OPTION IS SELECTED IN CONJUNCTION WITH A BEAM LESS THAN OR

EQUAL TO 3’-3" DEEP, STRAIGHT BARS WITH ADDITIONAL EMBEDMENT MAY BE USED IN LIEU OF

HOOKED BARS.

FOR PRECAST DIAPHRAGM DETAILS, SEE BD-PS4E.

FOR C.I.P. DIAPHRAGM DETAILS, SEE BD-PS5E.

FOR STEEL DIAPHRAGM DETAILS, SEE BD-PS6E.

PAY LIMITS OF LONGITUDINAL SAWCUT GROOVING

PAY LIMITS OF LONGITUDINAL SAWCUT GROOVING


EFFECTIVE WITH THE

LETTING OF 9/04/08

ORIGINAL SIGNED BY


1/18/08

REVISED

STATE OF NEW YORK



ISSUED


(STRUCTURES)

APPROVED:

BD-PS3E

G6

G5

G4

G3

G2

G1

DETAIL "D"

DETAIL "C"DETAIL "A"

DETAIL "B"

STATION LINEAZIMUTH

SKEW ANGLE

(TYP.)

c OF BRGS.

BEG. ABUT.

STA.

c OF BRGS.

END ABUT.

STA.

BE

AM

SP

AC

ING

& W

IDT

H

BE

AM

SP

AC

ING

AL

ON

G S

KE

W

c TO c OF BEARINGS

AZ

IMU

TH

AZ

IMU

THD

1

D1

D1

D1

D1

D1

D1

D1

D1

D1

D2

D2

D2

D2

D2

DIAPHRAGM SPACING DIAPHRAGM SPACING

G1

G2

G3

G4

G5

G6

G7

G8

G9

G10

G11

G12

DIAPHRAGM SPACING DIAPHRAGM SPACING DIAPHRAGM SPACING DIAPHRAGM SPACING

c OF BRGS.

BEG. ABUT.

STA.

AZ

IMU

TH

BE

AM

SP

AC

ING

& W

IDT

H

D1

D1

D1

D1

D1

D2

D2

D2

D2

D2

D2

D2

D2

D2

D2

D2

D2

D2

D2

D2

STATION LINEAZIMUTH

DETAIL "B"

DETAIL "A"

DETAIL "D"

DETAIL "C"

DETAIL "I"

DETAIL "H"

c OF PIER

STA.

c OF BRGS.

STA.

AZ

IMU

TH

c TO c OF BEARINGS c TO c OF BEARINGS

BE

AM

SP

AC

ING

& W

IDT

H

c OF BRGS.

BEG. ABUT.

STA.

c OF BRGS.

END ABUT.

STA.

SKEW ANGLE

(TYP.)

DETAIL "E"

DETAIL "F"

DETAIL "G"

c TO c OF BEARINGS

DIAPHRAGM SPACING DIAPHRAGM SPACING

AZIMUTH

G6

G1

G2

G3

G4

G5

AZIM

UTH

AZIM

UTH

STATION LINE

BEA

M S

PACIN

G A

LO

NG

SK

EW

G6

G5

G4

G3

G2

G1

G9

G8

G7

G10

G11

G12

BEA

M S

PACIN

G A

LO

NG

SK

EW

c OF BRGS.

BEG. ABUT.

STA.

c OF PIER

STA.

c OF BRGS.

STA.

DETAIL "I"

SKEW ANGLE

(TYP.)

DETAIL "E" DETAIL "G"

DETAIL "F"

STATION LINE

AZIM

UTH

AZIM

UTH

DETAIL "H"

c OF BRGS.

STA.

c OF BRGS.

STA.

AZIMUTH

BE

AM

SP

AC

ING

& W

IDT

H

c TO c OF BEARINGS

DIAPHRAGM SPACING

D1

D1

D1

D1

D1

D2

D2

D2

D2

D1

D1

D1

D1

D1

D2

D2

D2

D2

D2

D2

D2

D2

D2

D2

D2

D2

D2

D2

D2

D2

D2

D1

D1

D1

D1

D1

DIAPHRAGM SPACINGDIAPHRAGM SPACINGDIAPHRAGM SPACING

PLAN - CONTINUOUS SPANS

(SKEW > 20^)

PLAN - CONTINUOUS SPANS

(SKEW 0^ TO 20^)

PLAN - SIMPLE SPAN

(SKEW 0^ TO 20^)

PLAN - SIMPLE SPAN

(SKEW > 20^)


PCEF / AASHTO I-BEAMS

FRAMING PLANS

SKEW ANGLE

(TYP.)

BE

AM

SP

AC

ING

AL

ON

G S

KE

W

D2

SPACING OF DIAPHRAGMS -

NO INTERMEDIATE DIAPHRAGMS ON SPANS UP TO 65 ft.

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

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

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

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

REINFORCEMENT DETAILS ARE SIMILAR TO THE ABUTMENT DETAILS.

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

AND ONE AZIMUTH, LABELED TYPICAL.

DESIGNER SHALL DETAIL ADDITIONAL UTILITY SUPPORTS WHERE APPLICABLE.

FOR BEAM END DETAILS, SEE BD-PS4E.

FOR DETAILS "A" - "I", SEE BD-PS4E.

NOTES:

THE CONTRACTOR IS RESPONSIBLE FOR ASSURING STABILITY OF ALL

BEAMS DURING ALL PHASES OF CONSTRUCTION.






EFFECTIVE WITH THE

LETTING OF 9/04/08

ORIGINAL SIGNED BY


1/18/08

A

A

REVISED

STATE OF NEW YORK



ISSUED


(STRUCTURES)

APPROVED:

BD-PS4E

DETAIL "E"

(SKEW > 20^)

DETAIL "I"DETAIL "H"

DETAIL "G"

(SKEW > 20)DETAIL "F"

(SKEW > 20^)

LONGITUDINAL SECTIONS

FLANGE CLIPPING DETAIL

PCEF

(FOR SKEWS > 15^)

ELEVATION

INTERMEDIATE DIAPHRAGM FORM

PRECAST DIAPHRAGM FORMS

PLAN

SECTION A-A

FLANGE EDGES (TYP.)

NOTE:

THE TOP FLANGE OF FASCIA NEED NOT

BE CLIPPED ON THE OUTSIDE.

D1

G6

D1

G2

D1

D2

G6

FLANGE EDGES (TYP.)

D2

D2

G4

FLANGE EDGES (TYP.)

D1

G6

FLANGE EDGES (TYP.)

G2 G8

BOTH SIDES OF END BLOCK SHALL

BE VERTICAL ON INTERIOR BEAMS

G12

END BLOCK TO FOLLOW THE CONTOUR

OF BEAM ON FASCIA SIDE ONLY

G6

INSIDE FACE OF END

BLOCK TO BE VERTICAL

FLANGE EDGES (TYP.)

D2

G6

NOTE:

THE TOP FLANGE OF FASCIA NEED NOT

BE CLIPPED ON THE OUTSIDE.

D1

G2

D1FLANGE EDGES (TYP.)

THIS BAR NEED NOT BE

CONTINUOUS ACROSS SLAB.

BACKWALL

INDICATE BAR (TYP.)

PEDESTAL

JOINT SYSTEM BY DESIGNER

WEB

EDGE OF BOTTOM FLANGE

CLIP TOP AND BOTTOM

FLANGES PARALLEL

TO SKEW ANGLE

DESIGNER TO

DETERMINE STEEL

REINFORCEMENT

PIER

DETAIL "D"

(SKEW < 20^)

DETAIL "C"

(SKEW < 20^)

DETAIL "B"

(SKEW < 20^)

DETAIL "A"

(SKEW < 20^)

OF BRGS.

BEG. ABUT.

c

OF DIAPHRAGM AND

INSERT IN BEAM FOR

THREADED REBAR

cþÿ� � �O�F� �D�I�A�P�H�

DIA. HOLES IN BEAM

c

OF BRGS.

BEG. ABUT.

c OF BRGS.

BEG. ABUT.

c

OF DIAPHRAGM AND DOUBLE END

MECHANICAL CONNECTORS IN BEAM

c

OF DIAPHRAGM AND

INSERT IN BEAM FOR

THREADED REBAR

c

OF BRGS.c

SE

E

TA

BL

E

c OF PCEF

c DIAPHRAGM

c BRGS.

INDICATE DIMENSION

1’-1"

þÿ�7

c OF BRGS.

c OF BRGS.

3" (TYP.)

c OF DIAPHRAGM AND DOUBLE END

MECHANICAL CONNECTORS IN BEAM

c OF BRGS.

BEG. ABUT.

c OF DIAPHRAGM AND

INSERT IN BEAM FOR

THREADED REBAR

c OF BRGS.

c OF PIER

1’-0"

SE

E

TA

BL

E

3"3"

1"1"

4"

4"

3"1"

1’-0"

3"1"

(MIN.)

c OF BRGS.

10"

(MIN.)

10"

c OF PIERc OF BRGS.

c OF DIAPHRAGM AND

INSERT IN BEAM FOR

THREADED REBAR

1" CLEAR (MIN.)

JOINT SYSTEM

BY DESIGNER

1" COV. (TYP.)

3’-11"

7"


PCEF / AASHTO I-BEAMS

PRECAST DIAPHRAGM DETAILS

SPACING OF DIAPHRAGMS -

NO INTERMEDIATE DIAPHRAGMS ON SPANS UP TO 65 ft.

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

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

THE DESIGNER SHALL CALCULATE AND DETAIL THE OFFSET OF THE END

DIAPHRAGM FROM THE CENTER LINE OF BEARINGS.

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

LIVE LOAD.

FOR SIMPLE SPANS AT PIERS THE DETAIL IS SIMILAR TO THE ABUTMENT END.

FOR LOCATION OF DETAILS "A" - "I", SEE BD-PS3E.

FOR CONTINUOUS FOR LIVE LOAD DETAILS, SEE BD-PS8E.

FOR PCEF AND I-BEAM DIAPHRAGM TABLES, SEE BD-PS5E.

FLANGE EDGES (TYP.)

FLANGE EDGES (TYP.)FLANGE EDGES (TYP.)

NOTE:

THE COST OF THE DIAPHRAGMS AND THEIR REINFORCEMENT

SHALL BE INCLUDED IN PRICE BID FOR THE BEAM ITEM.

DETAILS "A" THROUGH "I" ARE SIMILAR TO CAST-IN-PLACE

DIAPHRAGMS WITH THE EXCEPTION THAT THE CAST-IN-PLACE

DIAPHRAGMS HAVE ADDITIONAL MECHANICAL CONNECTORS.

SLEEVES SHALL BE ALIGNED WITH THE DIAPHRAGM SKEWS AS

SHOWN ON THE FRAMING PLAN FOR SKEWS < 20^. FOR SKEWS > 20^

MECHANICAL CONNECTORS SHALL BE SET PERPENDICULAR TO THE

WEB FOR INTERMEDIATE DIAPHRAGMS AND ALONG THE SKEW FOR

END DIAPHRAGMS.

MECHANICAL CONNECTORS SHALL BE CAST-IN-PLACE IN THE PRECAST

BEAMS BY THE FABRICATOR. THE #7(E OR G) REINFORCEMENT BAR

MECHANICAL CONNECTORS SHALL PROVIDE A MINIMUM ULTIMATE

TENSILE CAPACITY OF 11 kips IN 7.5 ksi CONCRETE.

MECHANICAL CONNECTORS USED BENEATH A DECK JOINT THAT ARE

WITHIN ONE BEAM DEPTH OF THE DECK JOINT SHALL BE STAINLESS

STEEL IN ACCORDANCE WITH N.Y.S. STD. SPECIFICATIONS SUBSECTION

715-16.

MECHANICAL CONNECTORS SHALL BE POSITIONED TO AVOID

INTERFERENCE WITH PRESTRESSING STRANDS.

THREADED INSERTS IN BEAMS FOR PRECAST DIAPHRAGMS SHALL BE

MECHANICAL CONNECTORS (MEETING N.Y.S. STD. SPECIFICATIONS

SUBSECTION 709-10).






EFFECTIVE WITH THE

LETTING OF 9/04/08

ORIGINAL SIGNED BY


1/18/08

REVISED

STATE OF NEW YORK



ISSUED


(STRUCTURES)

APPROVED:


CAST-IN-PLACE

DIAPHRAGM DETAILS

BD-PS5E

SECTION A-A

SECTION B-B

CAST-IN-PLACE (FASCIA) DIAPHRAGM WITH UTILITY

(SKEW < 20^)SECTION C-C

DIAPHRAGM TABLE

LA

P

(TY

P.)

2" C

OV

.

(TY

P.)

2" C

OV

.

(TY

P.)

2’-6" LAP

(TYP.)

2"

COV.

1’-0"

2"

2" COV.

(TYP.)

UT

ILIT

Y

OP

EN

ING

10

"

(MIN

.)

2" (TYP.)

2" COV. (TYP.)

#6(E OR G) DOWELS

THROUGH BEAMS

2" DIA.

SLEEVES

(TYP.)

þÿ�2��"� �

2" (

MIN

.)

CL

EA

RA

NC

E

UTILITY SUPPORT SPACING

LA

P

2" COV.

2" COV. (TYP.) 1’-0"

3"

2" DIA. SLEEVES (TYP.)

PROVIDE DOUBLE END

MECHANICAL CONNECTORS

AT BEAM ENDS.

c

#4(E OR G) BARS @

8" MAX.

#4(E OR G) BARS @

8" MAX.

1" CHAMFER

(TYP.)

DIAPHRAGMc

MECHANICAL CONNECTORS FOR FASCIA

BEAM, 2" DIA. SLEEVES IN WEB

FOR INTERIOR BEAM (FOR

DIAPHRAGM REINFORCEMENT)

3"

#4(E OR G) BARS

#4(E OR G) BARS

#6(E OR G)

BARS

UTILITY

#6(E OR G)

BARS

#4(E OR G)

BARS

#4(E OR G)

BARS

#4(E OR G) BAR

(FRONT & BACK)

INTERMEDIATE

BEAM

cc UTILITES

#6(E OR G) BAR

EACH FACE

#4(E OR G) BAR

(FRONT & BACK)

3" CHAMFER

(TYP)

C

C

B

B

OF MECHANICAL CONNECTORS

MEETING MATERIAL

SPECIFICATION 709-10.

CAST-IN-PLACE DIAPHRAGM

(SKEW < 20^)

#4(E OR G) BARS @ 8" MAX. (STIRRUPS)

#7(E OR G) BARS

2’-6" LAP

(TYP.)

DEPTHAASHTO I-BEAMPCEF DEPTH

2’-0"

2’-8"

3’-4"

4’-0"

11"I

II

IV

V

VI

III

1’-3"

1’-7"

2’-9"

3’-6"

1’-11"

c OF SLEEVES (TYP.)

c FASCIA BEAMc INTERMEDIATE BEAM

#6(E OR G) BARS

(FRONT & BACK)

c OF SLEEVES (TYP.)

#6(E OR G) BAR

EACH FACE

#4(E OR G) STIRRUPS

@ 8" (TYP.)2" (TYP.)

#7(E OR G) BARS

THREADED INTO INSERTS

6"

(TY

P.)

c FASCIA BEAM

39

47

55

63

71

79

1’-4"

4’-8"

c OF MECHANICAL CONNECTORS

MEETING MATERIAL

SPECIFICATION 709-10.

FOR UTILITY HANGER DETAILS, SEE BD-PS7E.


ALL BARS IN THE DIAPHRAGMS ARE TO BE CORROSION PROTECTED.

EPOXY OR GALVANIZED BARS SHOWN.

FOR BEAMS LESS THAN 5’-3" DEEP USE 2 DOWELS THROUGH/INTO

WEB PER ROW (4 TOTAL). FOR BEAMS GREATER THAN OR EQUAL TO

5’-3" DEEP USE 2 DOWELS EQUALLY SPACED PER ROW (6 TOTAL).

WHENEVER A DIAPHRAGM DOWEL IS PLACED INTO A MECHANICAL

CONNECTOR, A #7(E OR G) BAR SHALL BE DETAILED.

THE DESIGNER SHALL VERIFY THAT THE CLEARANCES REQUIRED

BY THE UTILITIES ARE MAINTAINED.

FOR DIAPHRAGM ORIENTATION AND OFFSETS, SEE DETAILS

"A" - "I" ON BD-PS4E. PROVIDE ADDITIONAL C.I.P. DETAILS AS

NECESSARY.

FOR SKEWS > 20^, MECHANICAL CONNECTORS WILL BE

REQUIRED ON INTERIOR BEAMS.

FOR C.I.P. DIAPHRAGM WITH UTILITY, DESIGNER SHALL DESIGN THE

END DIAPHRAGM TO SUPPORT ADDITIONAL DEAD AND LIVE LOADS

ON BRIDGES WITH DECK JOINTS.

NOTES:

THE COST OF THE DIAPHRAGMS AND THEIR REINFORCEMENT

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

CONCRETE FOR CAST-IN-PLACE DIAPHRAGMS SHALL BE CLASS HP.

SLEEVES SHALL BE ALIGNED WITH THE DIAPHRAGM SKEWS AS

SHOWN ON THE FRAMING PLAN FOR SKEWS < 20^. FOR SKEWS > 20^

MECHANICAL CONNECTORS SHALL BE SET PERPENDICULAR TO THE

WEB FOR INTERMEDIATE DIAPHRAGMS AND ALONG THE SKEW FOR

END DIAPHRAGMS.

MECHANICAL CONNECTORS SHALL BE CAST-IN-PLACE IN THE PRECAST

BEAMS BY THE FABRICATOR. THE #7(E OR G) REINFORCEMENT BAR

MECHANICAL CONNECTORS SHALL PROVIDE A MINIMUM ULTIMATE

TENSILE CAPACITY OF 11 kips IN 7.5 ksi CONCRETE.

MECHANICAL CONNECTORS USED BENEATH A DECK JOINT THAT ARE

WITHIN ONE BEAM DEPTH OF THE DECK JOINT SHALL BE STAINLESS

STEEL IN ACCORDANCE WITH N.Y.S. STD. SPECIFICATIONS SUBSECTION

715-16.

MECHANICAL CONNECTORS SHALL BE POSITIONED TO AVOID

INTERFERENCE WITH PRESTRESSING STRANDS.





#6(E

OR

G)

BA

RS

A

A


EFFECTIVE WITH THE

LETTING OF 9/04/08

ORIGINAL SIGNED BY


1/18/08

B

A

B

A

A

A

BB

A

A

REVISED

STATE OF NEW YORK




(STRUCTURES)

APPROVED:


STEEL DIAPHRAGM DETAILS

BD-PS6E

END DIAPHRAGM

(PCEF SHOWN)

END DIAPHRAGM

(I-BEAM SHOWN)

INTERMEDIATE DIAPHRAGM - TYPE I

(PCEF SHOWN, I-BEAM SIMILAR SKEW < 20^)

INTERMEDIATE DIAPHRAGM - TYPE II

(PCEF SHOWN, I-BEAM SIMILAR SKEW < 20^)

þÿ�‘�"� �

WELDING DETAILSECTION B-B

(ALL SKEWS)

SECTION A-A

(O^ SKEW)

PCEF END DIAPHRAGM

SIZING TABLE

PCEF INTERMEDIATE DIAPHRAGM

SIZING TABLE

BEAM TYPE MINIMUM SIZE

AASHTO I-BEAM END DIAPHRAGM

SIZING TABLE

AASHTO I-BEAM INTERMEDIATE DIAPHRAGM

SIZING TABLE

BEAM TYPE DIAPHRAGM MINIMUM SIZE BEAM TYPE DIAPHRAGM MINIMUM SIZEBEAM TYPE MINIMUM SIZE

STEEL SECTION SIZES SHOWN IN THE DIAPHRAGM SIZING

TABLE AND DETAILS ARE A MINIMUM. ALL DIAPHRAGMS

MUST BE DESIGNED.

W 14 x 99

W 18 x 86

W 24 x 76

W 33 x 118

W 36 x 135

W 36 x 135

W 14 x 99

W 18 x 86

W 24 x 76

W 33 x 118

W 36 x 135



MUST BE DESIGNED.



MUST BE DESIGNED.



MUST BE DESIGNED.

W 14 x 99TYPE I

W 14 x 99

N/A

N/A

N/A

MC 18 x 42.7

W 14 x 99

TYPE II

TYPE II

TYPE II

TYPE I

TYPE I

TYPE I

TYPE V

TYPE II

TYPE III

TYPE IV

TYPE VI

TYPE I

TYPE V

TYPE II

TYPE III

TYPE IV

TYPE VI

TYPE I

TYPE I

TYPE I

TYPE I

TYPE II

TYPE II

W 14 x 99

W 14 x 99

MC 18 x 42.7

MC 18 x 42.7

N/A

N/A

(TY

P.)

(TY

P.)

BEAM SPACING

(TY

P.)

(TY

P.)

BEAM SPACING

BEAM SPACING

(TY

P.)

(TY

P.)

BEAM SPACING

(TY

P.)

(TY

P.)

6"

6"

OF FASCIA BEAMc

THREADED INSERT FOR

þÿ !�"� �D�I�A�.�

þÿ�L�O�N�G� �W�I�T�

WASHER (TYP.)

WT 8x44.5 (MIN.) (TYP.)

SLOPED

c

DOUBLE-END

THREADED INSERT

W 14x99 (MIN.)

THREADED INSERT FOR

þÿ !�"� �D�I�A�.�


WASHER (TYP.)

OF INTERIOR BEAMOF FASCIA BEAMc

c OF INTERIOR BEAM

SLOPED

DOUBLE-END

THREADED INSERT

WT 8x44.5 (MIN.) (TYP.)

W 14x99 (MIN.)

OF FASCIA BEAMcc OF INTERIOR BEAM

SLOPED

WT 8x44.5 (MIN.) (TYP.)

THREADED INSERT FOR

þÿ !�"� �D�I�A�.�


WASHER (TYP.)

þÿ�F�O�R�M� �1

HOLES (TYP.)

W 14x99 (MIN.)

OR MC 18x42.7 (MIN.)

THREADED INSERT FOR

þÿ !�"� �D�I�A�.�


WASHER (TYP.)

WT 8x44.5 (MIN.) (TYP.)

SEE WELDING DETAIL

OF FASCIA BEAMcc OF INTERIOR BEAM

þÿ &�"� � � p

SLOPED

þÿ�F�O�R�M� �1

HOLES (TYP.)

WT 14x99 (MIN.)

WT 8x44.5 (MIN.)

THREADED INSERT FOR

þÿ !�"� �D�I�A�.�


WASHER (TYP.)

c OF BEAM

þÿ�B�E�N�T� � �

THICKNESS (TYP.)

p

DIAPHRAGM WEB

OF DIAPHRAGMSc

WT 8x44.5 (MIN.)

BEAMþÿ &�"� � � p

þÿ

þÿTYP.

DESIGNER SHALL INCORPORATE ALL RELEVANT STEEL NOTES

FROM THE BD-SD SHEETS INTO THE PLANS.

TYPE II INTERMEDIATE DIAPHRAGMS SHALL BE DETAILED FOR

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

DIAPHRAGM CONNECTIONS SHALL BE LOCATED ON THE FLAT

PORTION OF THE GIRDER WEB.

DESIGNER SHALL VERIFY THREAD INSERT CAPACITIES SPECIFIED

AND MODIFY THEM WHERE APPLICABLE.

OPENINGS MAY BE CUT IN THE WEBS OF END DIAPHRAGMS TO

ACCOMMODATE THE UTILITIES.

THE BENT p SHOWN IN SECTION B-B IS NOT NECESSARY FOR 0^

SKEWS.

THE NUMBER OF BOLTS AT THE CONNECTIONS MUST BE DESIGNED.

FOR SKEWS > 20^, MECHANICAL CONNECTORS WILL BE

REQUIRED ON INTERIOR BEAMS.

PCEFv-v39

PCEFv-v47

PCEFv-v55

PCEFv-v63

PCEFv-v71

PCEFv-v79

PCEFv-v39

PCEFv-v47

PCEFv-v55

PCEFv-v63

PCEFv-v71

PCEFv-v79

þÿ�L� �3�"�x�3�"�x &�"� �

NOTES:

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

INTERMEDIATE AND END DIAPHRAGMS SHALL BE FABRICATED WITH

THEIR ENDS VERTICAL.

DIAPHRAGM HOLES MAY BE FIELD DRILLED AT NO ADDITIONAL EXPENSE.

ALL OTHER HOLES TO BE SHOP DRILLED.

ALL CONNECTIONS BETWEEN STEEL ELEMENTS SHALL BE MADE

ACCORDING TO THE NEW YORK STATE STEEL CONSTRUCTION

MANUAL.

THREADED INSERTS FOR 7" DIA. H.S. BOLTS SHALL BE

CAST IN THE PRECAST BEAMS. THE 7" DIA. H.S. THREADED

INSERTS SHALL PROVIDE A MINIMUM ULTIMATE TENSILE CAPACITY

OF 11 kips IN 7.5 ksi CONCRETE.

THREADED INSERTS IN BEAMS SHALL BE MECHANICAL CONNECTORS

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

MATERIAL SPECIFICATION 719-01.

INSERTS USED BENEATH A DECK JOINT THAT ARE WITHIN ONE BEAM

DEPTH OF THE DECK JOINT SHALL BE STAINLESS STEEL IN ACCORDANCE

WITH N.Y.S. STD. SPECIFICATIONS SUBSECTION 715-16. ALL OTHER

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

SPECIFICATIONS SUBSECTION 719-01.

INSERTS SHALL BE POSITIONED TO AVOID INTERFERENCE WITH

PRESTRESSING STRANDS.

ALL STEEL SHALL BE GALVANIZED IN ACCORDANCE WITH N.Y.S.

STD. SPECIFICATIONS SUBSECTION 719-01.

ALL STEEL SHALL BE ASTM A709 GRADE 345.

þÿ�S�T�E�E�L� �T�O� �S�T�E�E�L� �C�O�N�N�E�C�T�I�O�N�S� �S�H�

HIGH-STRENGTH BOLTS.

STEEL TO CONCRETE CONNECTIONS SHALL BE MADE USING ASTM A307

GRADE A BOLTS.

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

SHALL BE GALVANIZED IN ACCORDANCE WITH N.Y.S. STANDARD

SPECIFICATIONS SUBSECTION 719-01.





ORIGINAL SIGNED BY

GEORGE A. CHRISTIAN, P.E.ISSUED UNDER EB 08-002

EFFECTIVE WITH THE

LETTING OF 1/08/09

ISSUED

5/01/08

OPENINGS MAY BE CUT IN THE WEB OF END DIAPHRAGM

TO ACCOMMODATE UTILITIES.

THE DISTANCE FROM BOTTOM OF THE BEAM TO THE THREADED

INSERTS SHALL BE SET EQUAL FOR EACH BEAM.

WHEN WEB OPENINGS ARE REQUIRED FOR UTILITIES, BOTH

THE MEMBER SIZE AND WEB OPENING REINFORCEMENT TO

BE DETERMINED BY DESIGNER.

REVISED

STATE OF NEW YORK




(STRUCTURES)

APPROVED:

UTILITY DETAILS

BD-PS7E

WT 8x44.5

THREADED INSERT FOR

þÿ !�"� �D�I�A�.�


WASHER (TYP.)

THREADED STEEL RODS,

NUTS AND WASHERS (PLATED)

(TYP.)

CONDUITS

SLOPE

STEEL CHANNEL (SIZE

TO BE DETERMINED

BY DESIGNER)

OF BEAMc

OF FASCIA BEAMc

THREADED INSERT FOR

þÿ !�"� �D�I�A�.�


WASHER (TYP.)WT 8x44.5

CONDUITS

SLOPE

THREADED INSERT FOR

þÿ !�"� �D�I�A�.�


WASHER (TYP.) THREADED INSERT FOR

þÿ !�"� �D�I�A�.�


WASHER (TYP.)

STEEL CHANNEL (SIZE

TO BE DETERMINED

BY DESIGNER)

OF BEAMOF FASCIA BEAM

cc

NOTES:

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

WILL BE FURNISHED AND INSTALLED BY THE UTILITY COMPANY

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

THE CONTRACTOR SHALL PROVIDE HOLES IN DIAPHRAGM ANGLES FOR

UTILITY CONNECTIONS.

þÿ�T�H�R�E�A�D�E�D� �I�N�S�E�R�T�S� �F�O�R� !�"� �D�I�A�.�

þÿ�B�E� �C�A�S�T� �I�N� �T�H�E� �P�R�E�C�A�S�T� �B�E�A�M�

INSERTS SHALL PROVIDE A MINIMUM ULTIMATE TENSILE CAPACITY

OF 11 kips IN 7.5 ksi CONCRETE.

THREADED INSERTS IN BEAMS SHALL BE MECHANICAL CONNECTORS

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

MATERIAL SPECIFICATION 719-01.





UTILITY SUPPORT

NOT TO SCALEUTILITY SUPPORT

NOT TO SCALE

ORIGINAL SIGNED BY


EFFECTIVE WITH THE

LETTING OF 1/08/09

ISSUED

5/01/08

REVISED

STATE OF NEW YORK




(STRUCTURES)

APPROVED:


CONTINUOUS FOR

LIVE LOAD DETAILS

BD-PS8E

DESIGNER SHALL VERIFY THROUGH ANALYSIS THAT EXTENDED STRANDS ARE ADEQUATE

FOR THE DESIGN LOADS.

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

PARTIAL SECTION-BEAM CONNECTIONS FOR

CONTINUOUS SPANS AT PIERS

(I-BEAM SHOWN)

PLAN

(INTERIOR PCEF SHOWN)

SIDE ELEVATION

CONTINUOUS FOR LIVE LOAD

CONNECTIONS

(PCEF SHOWN)

PARTIAL SECTION-BEAM CONNECTIONS FOR

CONTINUOUS SPANS AT PIERS

(PCEF SHOWN)

ADDITIONAL EPOXY COATED OR GALVANIZED REINFORCEMENT IN TOP

OF SLAB NECESSARY TO MAKE BEAMS CONTINUOUS FOR LIVE LOAD

ADDITIONAL EPOXY COATED OR GALVANIZED REINFORCEMENT IN TOP OF SLAB

NECESSARY TO MAKE BEAMS CONTINUOUS FOR LIVE LOAD

2" (TYP.)

6" (TYP.)

2" (TYP.)

6" (TYP.)

TO

P F

LA

NG

E

BO

TT

OM

FL

AN

GE

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

TO

P F

LA

NG

E

BO

TT

OM

FL

AN

GE

2" (TYP.)

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

BOTH SIDES OF CONTINUITY

CONNECTION SHALL BE

VERTICAL FROM THE BOTTOM

FASCIA SIDE OF

CONTINUITY CONNECTION

SHALL FOLLOW THE

CONTOUR OF THE BEAMS.

INTERIOR SIDE OF CONTINUITY

CONNECTION SHALL BE VERTICAL

FROM THE BOTTOM.

OF BRGS.c OF BRGS.c

#8 BARS PLACED AS SHOWN.

INCLUDE THESE BARS

IN SLAB REINFORCEMENT ITEM.EXTEND ONE-HALF OF ALL

BONDED PRESTRESSED STRANDS

IN THE BOTTOM ROW (TYP.).

(ALTERNATE BETWEEN

OPPOSING BEAMS.)

EXTEND FOUR INTERIOR

BONDED PRESTRESSED

STRANDS IN THE TOP ROW.

(ALTERNATE BETWEEN

OPPOSING BEAMS.)

PRESTRESSED BEAM (TYP.)

PIER

BRIDGE DECK SLAB

PRESTRESSED BEAM (TYP.)

EXTEND ONE-HALF OF ALL

BONDED PRESTRESSED STRANDS

IN THE BOTTOM ROW (TYP.).

(ALTERNATE BETWEEN

OPPOSING BEAMS.)

PIER

10

"

(TY

P.)

ENDS OF THE BEAMS SHALL BE

CLEANED AS PER THE REQUIREMENTS

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

EXTEND FOUR INTERIOR

BONDED PRESTRESSED

STRANDS IN THE TOP ROW.

(ALTERNATE BETWEEN

OPPOSING BEAMS.)

ADDITIONAL DESIGN REINFORCEMEMT

NECESSARY TO MAKE BEAMS

CONTINUOUS FOR LIVE LOAD

#8 BARS PLACED AS SHOWN.

INCLUDE THESE BARS

IN SLAB REINFORCEMENT ITEM.

þÿ�1��"�

3" COV.

NOTE:

STIRRUPS AND LONGITUDINAL

BEAM REINFORCEMENT

NOT SHOWN FOR CLARITY.

FASCIA SIDE OF

CONTINUITY CONNECTION

SHALL FOLLOW THE

CONTOUR OF THE BEAMS.

INTERIOR SIDE OF CONTINUITY

CONNECTION SHALL BE VERTICAL

FROM THE BOTTOM.

BOTH SIDES OF CONTINUITY

CONNECTION SHALL BE

VERTICAL FROM THE BOTTOM

6"x6"-W2.9xW2.9

WIRE MESH-2" COV.

(PAID FOR UNDER DECK ITEM)

6"x6"-W2.9xW2.9

WIRE MESH-2" COV.

(PAID FOR UNDER DECK ITEM)





NOTE:

ORIGINAL SIGNED BY


EFFECTIVE WITH THE

LETTING OF 1/08/09

ISSUED

5/01/08

A

A

REVISED

STATE OF NEW YORK




(STRUCTURES)

APPROVED:

BD-PS9E

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

c c

#4 TOP FLANGE REINFORCEMENT (ATTACH TO WEB STIRRUPS)

DIAPHRAGM SPACINGDIAPHRAGM SPACINGDIAPHRAGM SPACING

VARIES

BEAM LENGTH

BE

AM

LE

NG

TH

0.6

" D

IA. S

TR

AN

DS

2" COV. (MIN.)

(TYP.)

VARIES

INDICATEANGLE

c OF BEAM

END ZONE REINFORCEMENT

c OF DIAPHRAGM

c OF DIAPHRAGM

- DENOTES STRAIGHT STRANDS

- DENOTES DRAPED STRANDS

- DENOTES STRANDS

TENSIONED TO 2.2 kips

C C

EE

R

EE

C

B

D

D

R R

A

C

O

H

O

B D

C

TYPE I

TYPE II

TYPE IIITYPE IV

TYPE VALL DIMENSIONS ARE OUT-TO-OUT DIMENSIONS.

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

MARK NO. LENGTH TYPE WEIGHT A B C D E F GH

H1H2 J

K

K1K2 L O R

I

II

III

IV

V

TOTAL PLAIN BARS lb PER BEAM

TOTAL EPOXY BARS lb PER BEAM

1"-0" 1"-0"VAR

þÿ�9 þÿ�2�’� þÿ�4 þÿ�2 þÿ�1�

1’-1"4"

1’-2"

3’-8"

2"

2"

þÿ�4

ELEVATION

PLAN

SECTION A-A

PRESTRESSED CONCRETE PCEF REINFORCEMENT

5"

2.2 kips PER STRAND

2’-8"

13 SPACES @ 2"

STRAND PATTERN

3" 3"

þÿ�2

9" þÿ�3��"� �

BE

AM

DE

PT

H

1’-6" 2" (TYP.)

7"

þÿ�1��"�

(TYP.)

(TYP.)

(TYP.)

#4 BOTTOM FLANGE REINFORCEMENT

(SAME SPACING AS WEB STIRRUPS)

#4 TOP FLANGE REINFORCEMENT

(ATTACH TO WEB STIRRUPS)

#4 WEB STIRRUPS

#4(E OR G) COMPOSITE

SHEAR BARS

8" 8"

.6" DIA. STRANDS TENSIONED TO

3’-11"

5"

1’-0"

(TYP.)

þÿ�1��"�

(MIN.) 1"

4"

þÿ��"� �C�H�A�M�F

þÿ�1

(MIN

.)

(MIN

.)

4 SPACES @ 2"

STRAND PATTERN

8" 8"

4"

VA

RIE

S

2"

þÿ�1

6"

8"

þÿ�3

3"

9"

0

0

0

c OF BEARINGSc OF BEARINGS

INDICATE

ANGLE

OF BEARINGS TO BEARINGS

c OF BEARINGSc OF BEARINGS

NOTES:

THE PRESTRESSING STRANDS SHALL BE 0.6" DIAMETER WITH A

GUARANTEED ULTIMATE STRENGTH OF 270 ksi.

JACKING FORCE = 43.8 kips PER STRAND.

REQUIRED MINIMUM CONCRETE STRENGTH AT TRANSFER = 8 ksi.

REQUIRED MINIMUM CONCRETE STRENGTH AT 56 DAYS = 10 ksi.

THE ALLOWABLE TENSION IN THE PRESTRESSED CONCRETE UNITS:

AT TRANSFER = ksi.

AT SERVICE LIMIT STATE = ksi.

þÿ�A�L�L� �E�X�P�O�S�E�D� �C�O�R�N�E�R�S�,� �E�X�C�E�P�T� �T

ALL TEMPORARY INSERTS SHALL BE APPROVED BY THE DEPUTY CHIEF

ENGINEER (STRUCTURES) AND DETAILED ON THE PRESTRESSED CONCRETE

"SHOP DRAWINGS".

BAR REINFORCEMENT SHALL BE ASTM A615, GRADE 60.

THE TOPS OF PRESTRESSED UNITS SHALL RECEIVE A TRANSVERSE

STIFF BROOM FINISH.





NOT TO SCALE

NOT TO SCALE

PRESTRESSED

PCEF - PLAN AND ELEVATION

FOR END ZONE REINFORCEMENT, SEE BD-PS10E.

FOR FILLED STAY-IN-PLACE FORM DETAILS, SEE BD-PS14E.

JACKING FORCE SHALL BE ROUNDED TO THE NEAREST 0.1 kips AND

THE SAME FOR ALL PRESTRESSED UNITS IN A BRIDGE.

IN THE ZONE WHERE STIRRUPS ARE SPACED CLOSELY ATTACH THE

TOP FLANGE HORIZONTAL BARS TO ALTERNATE STIRRUPS.

THE STRANDS LABELED SHALL BE TENSIONED TO 2.2 kips.

THESE STRANDS OR ADDITIONAL STRANDS WITHIN THE TOP

FLANGE MAY BE TENSIONED TO FULL PRETENSIONING IF REQUIRED

BY DESIGN.

ORIGINAL SIGNED BY



EFFECTIVE WITH THE

LETTING OF 1/08/09

ISSUED

5/01/08

REVISED

STATE OF NEW YORK




(STRUCTURES)

APPROVED:


PCEF-MISCELLANEOUS

DETAILS

BD-PS10E

5" 8" 8"

3"3"

8" 8"

þÿ�1

4"

7"

3" 3"13 SPACES @ 2"

STRAND PATTERN

X S

PA

CE

S

@ 2

"

þÿ�2

þÿ�2

3" 13 SPACES @ 2"

STRAND PATTERN

3"

4"

7"

þÿ�1

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

3"3"

5" 8" 8"

3"

8" 8" 5"

3"

4"

þÿ�1

7"

13 SPACES @ 2"

STRAND PATTERN

C.G. OF PRESTRESSING STRANDS

EQUAL0.2 L 1’-6"

u

OF BEARINGc

EQUAL

L = BEAM LENGTH

DRAPED TENDON PROFILE

OF BEARINGc

OF BEARING C.G. OF PRESTRESSING

STRANDS

NO. OF STRANDS

NO. OF STRANDS

NO. OF STRANDS

A

B

C

c

DEBONDED

DEBONDED

DEBONDED

SYM. ABOUT OF BEAMc

SCHEMATIC DETAIL

FOR DEBONDED STRANDS2" COV.

H

4"

þÿ�(�2� �B�A�R�S� �P�E�R� �S

#4 WEB STIRRUPS @ DESIGN SPACING #4 WEB STIRRUP BARS @ 4"

(2 BARS PER SET)

ONE DESIGN SPACING

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

C.G. PRESTRESSING STRAND

MOVE BARS WHICH MAY INTERFERE WITH DIAPHRAGM CONNECTION

þÿ�H�O�L�E�S�.� � �I�F� �B�A�R�S� �M�U�S�T� �B�E� �C� BRGS.c

NOTE: COMPOSITE SHEAR BARS

vNOT SHOWN FOR CLARITY.

#4 WEB STIRRUP BARS @ DESIGN SPACING


@ DESIGN SPACING (TYP.)

POSSIBLE LOCATION

OF DRAPED STRANDS

(DESIGNER TO INDICATE

IF REQUIRED (10 MAX.)

POSSIBLE LOCATION

OF DRAPED STRANDS



TYPICAL SECTION @ MIDSPAN

USING DRAPED STRANDS

TYPICAL SECTION

USING DEBONDED STRANDS


C

B

A

H (MIN.)

5"

þÿ�5

(MIN

.)



- DENOTES STRANDS TENSIONED TO 2.2 kips

- DENOTES DEBONDED STRAND

3"3"

(2 BARS PER SET) 2’-0" (MAX.)

TYPICAL SECTION @ c BEARINGS


BEAM OVERHANG =

PAST c BEARINGS

BEARING LENGTH

2+ 1"

CONSULT THE NYSDOT BRIDGE MANUAL FOR DEBONDING CRITERIA.

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

BEAM SHEET. ALL BAR REINFORCEMENT EMBEDDED IN THE PRESTRESSED

BEAMS SHALL BE INCLUDED IN PRESTRESSED BEAM ITEM.


WEB STIRRUPS AT THE ENDS SHALL MEET BURSTING REQUIREMENTS AS

REQUIRED BY THE DESIGN SPECIFICATIONS. LARGER BAR SIZES MAY BE

USED IF REQUIRED BY DESIGN.

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

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

WEIGHT.

THE STRANDS LABELED SHALL BE TENSIONED TO 2.2 kips. THESE

STRANDS OR ADDITIONAL STRANDS WITHIN THE TOP FLANGE MAY BE

TENSIONED TO FULL PRETENSIONING IF REQUIRED BY DESIGN.

NOT TO SCALE

NOT TO SCALE

NOT TO SCALE

MILD REINFORCEMENT NOT

SHOWN FOR CLARITY.

NOTE:

X SPACES ~@ 2"

STRAND PATTERN

X SPACES ~@ 2"

STRAND PATTERN

þÿ�2

X SPACES ~@ 2"

STRAND PATTERN


SHOWN FOR CLARITY.

NOTE:


SHOWN FOR CLARITY.

NOTE:

NOTE:





ORIGINAL SIGNED BY


EFFECTIVE WITH THE

LETTING OF 1/08/09

ISSUED

5/01/08

A

A

REVISED

STATE OF NEW YORK




(STRUCTURES)

APPROVED:


AASHTO I-BEAMS

PLAN AND ELEVATION

BD-PS11E

INDICATE

ANGLE

#4(E OR G) COMPOSITE SHEAR BARS AT REQUIRED SPACING

0.6

" D

IA. S

TR

AN

DS

2" COV. (MIN.) (TYP.)

INDICATE

ANGLE

OF BEARINGSc OF BEARINGSc

c

BEAM LENGTH

VARIES

BE

AM

DE

PT

H

OF BEAM

DIAPHRAGM SPACING DIAPHRAGM SPACING DIAPHRAGM SPACING

VARIES


OF DIAPHRAGM

OF BRGS.

c

c

#4 TOP FLANGE REINFORCEMENT (ATTACH TO WEB STIRRUPS)

BAR LIST TABLE

MARK NO. LENGTH TYPE A B C D E F G J L O RKK

KH

H

H 12

12

TOTAL PLAIN BARS lb PER BEAM

TOTAL EPOXY BARS lb PER BEAM

ALL DIMENSIONS ARE OUT-TO-OUT DIMENSIONS

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

TYPE I

TYPE II

TYPE III

TYPE IV

TYPE V

WEIGHT



- DENOTES STRANDS

TENSIONED TO 2.2 k

PLAN

ELEVATION

SECTION A-A

(TYPE I - IV)

þÿ�2

Y SPACES @ 2"

STRAND PATTERN

#4 WEB STIRRUP BARS

(TYP.)

8" (TYP.)

#4 TOP FLANGE

REINFORCEMENT

6" (TYP.)

4"

OMIT CORNER

STRANDS (TYP.)

TO 2.2 k PER STRAND

NOTES:

THE PRESTRESSING STRANDS SHALL BE 0.6" DIAMETER WITH A

GUARANTEED ULTIMATE STRENGTH OF 270 ksi.

JACKING FORCE = 43.8 kips PER STRAND.

REQUIRED MINIMUM CONCRETE STRENGTH AT TRANSFER = 8 ksi.

REQUIRED MINIMUM CONCRETE STRENGTH FOR ACCEPTANCE = 10 ksi.

THE ALLOWABLE TENSION IN THE PRESTRESSED CONCRETE UNITS:

AT TRANSFER = ksi.

AT SERVICE LIMIT STATE = ksi.

þÿ�A�L�L� �E�X�P�O�S�E�D� �C�O�R�N�E�R�S�,� �E�X�C�E�P�T� �T

ALL TEMPORARY INSERTS SHALL BE APPROVED BY THE DEPUTY CHIEF

ENGINEER (STRUCTURES) AND DETAILED ON THE PRESTRESSED CONCRETE

"WORKING DRAWINGS".

BAR REINFORCEMENT SHALL BE ASTM A615, GRADE 60.

THE TOPS OF PRESTRESSED UNITS SHALL RECEIVE A TRANSVERSE

STIFF BROOM FINISH.





O

H

O

C

B D

CB

D

CB

A

C C

E E

R

D

c OF DIAPHRAGM

c OF BRGS.

c OF BEARINGS TO c BEARINGS

#4(E OR G) COMPOSITE

SHEAR BARS (TYP.)

0

þÿ�1��"� �C�O�V�

X SPACES @ 2" STRAND PATTERN

NOT TO SCALE

NOT TO SCALE

0

0


(SAME SPACING AS WEB STIRRUPS)

0.6" DIAMETER STRANDS TENSIONED

FOR CAMBER AND LOAD TABLES, SEE BD-PS14E.

FOR END ZONE REINFORCEMENT, SEE BD-PS12E.

FOR FILLED STAY-IN-PLACE FORM DETAILS, SEE BD-PS14E.

I-BEAM TYPE V AND VI REINFORCEMENT DETAILS SIMILAR TO PCEF.

JACKING FORCE SHALL BE ROUNDED TO THE NEAREST 0.1 kips AND

THE SAME FOR ALL PRESTRESSED UNITS IN A BRIDGE.

IN THE ZONE WHERE STIRRUPS ARE SPACED CLOSELY ATTACH THE

TOP FLANGE HORIZONTAL BARS TO ALTERNATE STIRRUPS.

THE STRANDS LABELED SHALL BE TENSIONED TO 2.2 kips.

THESE STRANDS OR ADDITIONAL STRANDS WITHIN THE TOP

FLANGE MAY BE TENSIONED TO FULL PRETENSIONING IF REQUIRED

BY DESIGN.

ORIGINAL SIGNED BY


EFFECTIVE WITH THE

LETTING OF 1/08/09

ISSUED

5/01/08

REVISED

STATE OF NEW YORK



ISSUED


(STRUCTURES)

APPROVED:


AASHTO I-BEAMS

MISCELLANEOUS DETAILS

BD-PS12E

þÿ�2

þÿ�2

Y SPACES @ 2"

STRAND PATTERN

Y SPACES @ 2"

STRAND PATTERN

Y SPACES @ 2"

STRAND PATTERN

þÿ�2

OF BEARING C.G. OF PRESTRESSING

STRANDS

NO. OF STRANDS

NO. OF STRANDS

NO. OF STRANDS

A

B

C

C.G. OF PRESTRESSING STRANDS

OF BEARING OF BEARING

EQUAL EQUAL0.2 L 1’-6"

c c

L = BEAM LENGTH

u

c

DEBONDED

DEBONDED

DEBONDED

SYM. ABOUT OF BEAMc

4"

þÿ�(�2� �B�A�R�S� �P�E�R� �S

2" COV. #4 WEB STIRRUP

@ 4" CENTERS

(2 BARS PER SET)

ONE DESIGN SPACING

H (MIN.)

#4 WEB STIRRUPS AT DESIGN SPACING

(2 BARS PER SET) 2’-0" (MAX.)

H

#4 TOP FLANGE

REINFORCEMENT,

AT DESIGN SPACING

MOVE BARS WHICH MAY INTERFERE WITH DIAPHRAGM CONNECTION

þÿ�H�O�L�E�S�.� �I�F� �B�A�R�S� �M�U�S�T� �B�E� �C�U

C.G. PRESTRESSING STRAND

#4 BOTTOM FLANGE

REINFORCEMENT,

AT DESIGN SPACING

TYPICAL SECTION @ MIDSPAN


TYPICAL SECTION USING

DEBONDED STRANDS

DRAPED TENDON PROFILE

SCHEMATIC DETAIL

FOR DEBONDED STRANDS

REINFORCEMENT AT ENDS OF BEAMS

NOTE:





c



- DENOTES STRANDS TENSIONED TO 2.2 kips

- DENOTES DEBONDED STRAND

TYPICAL SECTION @ c BEARINGS


þÿ�1

þÿ�1

þÿ�1

4"

X S

PA

CE

S

@ 2

"

POSSIBLE LOCATION

OF DRAPED STRANDS




SHOWN FOR CLARITY.

NOTE:


SHOWN FOR CLARITY.

NOTE:

4"

POSSIBLE LOCATION

OF DRAPED STRANDS




SHOWN FOR CLARITY.

NOTE:

4"

C

B

A

X SPACES @ 2" STRAND PATTERNX SPACES @ 2" STRAND PATTERNX SPACES @ 2" STRAND PATTERN

COMPOSITE SHEAR BARS

NOT SHOWN FOR CLARITY

NOTE:

c BEARINGS

NOT TO SCALE

NOT TO SCALE

NOT TO SCALE

#4 WEB STIRRUPS @ DESIGN SPACING

CONSULT THE NYSDOT BRIDGE MANUAL FOR DEBONDING CRITERIA.

TOP FLANGE REINFORCEMENT FOR I-BEAM TYPE I THROUGH I-BEAM TYPE IV

SIMILAR TO THAT SHOWN IN SECTION A-A ON BD-PS11E.

TOP FLANGE REINFORCEMENT FOR I-BEAM TYPE V AND I-BEAM TYPE VI

SIMILAR TO TOP FLANGE REINFORCEMENT SHOWN FOR BULB-TEES.

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

BEAM SHEET. ALL BAR REINFORCEMENT EMBEDDED IN THE PRESTRESSED

BEAMS SHALL BE INCLUDED IN PRESTRESSED BEAM ITEM.


WEB STIRRUPS AT THE ENDS SHALL MEET BURSTING REQUIREMENTS AS

REQUIRED BY THE DESIGN SPECIFICATIONS. LARGER BAR SIZES MAY BE

USED IF REQUIRED BY DESIGN.

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

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

WEIGHT.

THE STRANDS LABELED SHALL BE TENSIONED TO 2.2 kips. THESE

STRANDS OR ADDITIONAL STRANDS WITHIN THE TOP FLANGE MAY BE

TENSIONED TO FULL PRETENSIONING IF REQUIRED BY DESIGN.

BEAM OVERHANG = BEARING LENGTH + 1"

PAST BEARINGS 2


EFFECTIVE WITH THE

LETTING OF 9/04/08

ORIGINAL SIGNED BY


1/18/08

D

C

D

C

A

B B

A

REVISED

STATE OF NEW YORK



ISSUED


(STRUCTURES)

APPROVED:


SPREAD BEAM MISCELLANEOUS

DETAILS (1 OF 2)

BD-PS13E

þÿ��"�

ANCHOR

STUD (TYP.)

OF BEAMc

BOTTOM OF FLANGE

þÿ��"� �C�

þÿ��pCOST TO BE INCLUDED IN PRICE

BID FOR NEBT BEAM ITEM

OF BEAMc

BEARING SOLE p

TYP.

END OF

BEAM

BOTTOM OF

BEAM

þÿ��"� �C�þÿ��

BEARING SOLE p

HEADED ANCHOR STUD

(TYP.)

#4 BAR

BOTTOM OF

BEAM

HEADED ANCHOR STUD

(TYP.)

END OF

BEAM

COST TO BE INCLUDED IN PRICE BID FOR

PRESTRESSED CONC. I-BEAM UNIT HEADED ANCHOR STUD

(TYP.)

BEARING SOLE

þÿ� p

p

c OF BEAM

TYP.

þÿ��"� �

ANCHOR

STUD (TYP.)

BOTTOM OF FLANGE

BEARING SOLE p

OF BEAMc

VARIES

VARIES4" 4" þÿ��"� �B�L

þÿ�

10

"1

0"

þÿ�

2’-8"

þÿ�10"10"þÿ�

HEADED ANCHOR STUD

(TYP.)

4" 4"VARIES þÿ��"� �B�L

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

þÿ�1��"� �M�I�N�.� �

0" (TYP.)

þÿ�

þÿ�

þÿ��"� �B�L

1"

þÿ�

1"

þÿ�

6"

6"

4" VARIES 4" þÿ��"� �B�L

þÿ��"� �C�H�A�M�F

SECTION D-DSECTION C-C

SECTION B-B

SECTION A-A

EMBEDDED BEARING CONNECTION PLATE

(AASHTO I-BEAM DETAILS)

PLAN

PLAN

ANCHOR STUD CLEARANCE DETAIL

þÿ�5þÿ�5

þÿ�5

þÿ�5

þÿ�� p

1"

(TYP.)

2’-8"

BEARING SOLE p

NOT TO SCALE

BEARING SOLE p þÿ�� p

NOT TO SCALE

NOT TO SCALE

NOT TO SCALE

NOT TO SCALE

NOT TO SCALE

NOT TO SCALE

EMBEDDED BEARING CONNECTION PLATE

(PCEF DETAILS)

HEADED ANCHOR

STUD (TYP.)

#4 BAR

NOTES:

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

STEEL, AND SHALL BE GALVANIZED IN ACCORDANCE WITH MATERIAL

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

THE PLATES PRIOR TO GALVANIZING.

ANCHOR STUDS SHALL MEET THE REQUIREMENTS LISTED IN SUB-SECTION

709-05, STUD SHEAR CONNECTORS.

SURFACES OF BEARING PLATES NOT IN CONTACT WITH CONCRETE SHALL

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

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

APPROVED GALVANIZING MATERIAL.





p

þÿ�2 þÿ

�

þÿ�1��"� �M�I�N�.� �


EFFECTIVE WITH THE

LETTING OF 9/04/08

ORIGINAL SIGNED BY


1/18/08

REVISED

STATE OF NEW YORK



ISSUED


(STRUCTURES)

APPROVED:


SPREAD BEAM MISCELLANEOUS

DETAILS (2 OF 2)

BD-PS14E

A REQ’D BOTTOM OF SLAB ELEVATION

B TOP OF BEAM EL. (FIELD MEASURE)

C = A - B

D CONCRETE + S.D.L. DEFLECTION

BE

AM

NOTE:

THE CONTRACTOR SHALL PROVIDE THE ENGINEER

WITH THE COMPLETED HAUNCH TABLE PRIOR TO

SETTING THE BOTTOM FORMWORK OF THE DECK.

OF

BRGS.

BEGIN.

ABUT.

c

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 L1

OF

BRGS.

END

ABUT.

c

CAMBER DUE TO PRESTRESSED FORCE AND

BEAM D.L. (WITHOUT GROWTH) @ TRANSFER

UNITMAX. MOM.

MIDSPAN (k-ft)

BEAM

SLAB

UTILITIES

SIDEWALK

RAILINGS

FUTURE W.S.

D.L

.S

.D.L

.

L.L

.

TRANSVERSE RAKE

OR BROOM FINISH

BULB TEEcFASCIA

FSIP FORM SEAT

F.S.I.P. FORM

TOP FLANGE OF

BULB TEE

2’-0" (MAX.)

8" (MIN.)

2’-0" (TYP.)

þÿ�2

#4 BAR

1"1"

TO BE USED ONLY WHEN EXTERNAL DIAPHRAGMS ARE USED.

INTERNAL DIAPHRAGMS ARE INCLUDED IN BEAM DEAD LOAD.

v SHOW LIVE LOAD DESIGN CRITERIA (HL-93 OR DESIGN PERMIT VEHICLE).

THE JACKING FORCE SHALL BE GIVEN TO THE NEAREST 0.1vkip AND

SHALL BE THE SAME FOR ALL PRESTRESSED UNITS IN A BRIDGE.

REACT. AT

ABUTMENT (kips)

E DEPTH OF HAUNCH REQ’D = C + D (ft)

HAUNCH TABLECAMBER TABLE

DESIGN LOAD TABLE

FILLED STAY IN PLACE FORM ATTACHMENT DETAIL

SLAB OVERHANG AT FASCIA BEAM

NOT TO SCALE

GALVANIZED SUPPORT ZEE INSERTS

DESIGNER NOTES:

DESIGNER SHALL PROVIDE COMPLETE HAUNCH TABLES,

CAMBER TABLES, AND DESIGN LOAD TABLES.

FOR FORM UNIT NOTES AND DETAILS, SEE BD-SS8E.

NOTES:

THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN OF THE

FSIP FORM SEAT AND WELD.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING THE CONCRETE

LAITANCE FROM THE ATTACHMENT PLATE BEFORE INSTALLING THE FSIP

FORMS.





* DIAPHRAGMS

**

* *

*


EFFECTIVE WITH THE

LETTING OF 9/04/08

ORIGINAL SIGNED BY


1/18/08

pcefv-v39 pcefv-v47 pcefv-v55 pcefv-v63 pcefv-v71 ......aashto i-beam transverse section pay limit...

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