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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
DEPARTMENT OF TRANSPORTATION
OFFICE OF STRUCTURES
ISSUED
DEPUTY CHIEF ENGINEER
(STRUCTURES)
APPROVED:
PRESTRESSED CONCRETE
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.
INTERMEDIATE DIAPRAGM
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.
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.
PRECAST
END DIAPHRAGM
PRECAST
END DIAPHRAGM
STEEL
END DIAPRAGM
STEEL
INTERMEDIATE DIAPRAGMPRECAST
INTERMEDIATE DIAPRAGM
STEEL
INTERMEDIATE DIAPRAGM
STEEL
END DIAPRAGMPRECAST
INTERMEDIATE DIAPRAGM
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
ISSUED UNDER EB 08-001
EFFECTIVE WITH THE
LETTING OF 9/04/08
ORIGINAL SIGNED BY
GEORGE A. CHRISTIAN, P.E.
1/18/08
REVISED
STATE OF NEW YORK
DEPARTMENT OF TRANSPORTATION
OFFICE OF STRUCTURES
ISSUED
DEPUTY CHIEF ENGINEER
(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^)
PRESTRESSED CONCRETE
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.
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.
ISSUED UNDER EB 08-001
EFFECTIVE WITH THE
LETTING OF 9/04/08
ORIGINAL SIGNED BY
GEORGE A. CHRISTIAN, P.E.
1/18/08
A
A
REVISED
STATE OF NEW YORK
DEPARTMENT OF TRANSPORTATION
OFFICE OF STRUCTURES
ISSUED
DEPUTY CHIEF ENGINEER
(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"
PRESTRESSED CONCRETE
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).
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.
ISSUED UNDER EB 08-001
EFFECTIVE WITH THE
LETTING OF 9/04/08
ORIGINAL SIGNED BY
GEORGE A. CHRISTIAN, P.E.
1/18/08
REVISED
STATE OF NEW YORK
DEPARTMENT OF TRANSPORTATION
OFFICE OF STRUCTURES
ISSUED
DEPUTY CHIEF ENGINEER
(STRUCTURES)
APPROVED:
PRESTRESSED CONCRETE
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 REINFORCEMENT TO BE VERIFIED BY DESIGNER.
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.
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.
#6(E
OR
G)
BA
RS
A
A
ISSUED UNDER EB 08-001
EFFECTIVE WITH THE
LETTING OF 9/04/08
ORIGINAL SIGNED BY
GEORGE A. CHRISTIAN, P.E.
1/18/08
B
A
B
A
A
A
BB
A
A
REVISED
STATE OF NEW YORK
DEPARTMENT OF TRANSPORTATION
OFFICE OF STRUCTURES
DEPUTY CHIEF ENGINEER
(STRUCTURES)
APPROVED:
PRESTRESSED CONCRETE
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
STEEL SECTION SIZES SHOWN IN THE DIAPHRAGM SIZING
TABLE AND DETAILS ARE A MINIMUM. ALL DIAPHRAGMS
MUST BE DESIGNED.
STEEL SECTION SIZES SHOWN IN THE DIAPHRAGM SIZING
TABLE AND DETAILS ARE A MINIMUM. ALL DIAPHRAGMS
MUST BE DESIGNED.
STEEL SECTION SIZES SHOWN IN THE DIAPHRAGM SIZING
TABLE AND DETAILS ARE A MINIMUM. ALL DIAPHRAGMS
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�.�
þÿ�L�O�N�G� �W�I�T�
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�.�
þÿ�L�O�N�G� �W�I�T�
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�.�
þÿ�L�O�N�G� �W�I�T�
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�.�
þÿ�L�O�N�G� �W�I�T�
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.
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.
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
DEPARTMENT OF TRANSPORTATION
OFFICE OF STRUCTURES
DEPUTY CHIEF ENGINEER
(STRUCTURES)
APPROVED:
UTILITY DETAILS
BD-PS7E
WT 8x44.5
THREADED INSERT FOR
þÿ !�"� �D�I�A�.�
þÿ�L�O�N�G� �W�I�T�
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�.�
þÿ�L�O�N�G� �W�I�T�
WASHER (TYP.)WT 8x44.5
CONDUITS
SLOPE
THREADED INSERT FOR
þÿ !�"� �D�I�A�.�
þÿ�L�O�N�G� �W�I�T�
WASHER (TYP.) THREADED INSERT FOR
þÿ !�"� �D�I�A�.�
þÿ�L�O�N�G� �W�I�T�
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.
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.
UTILITY SUPPORT
NOT TO SCALEUTILITY SUPPORT
NOT TO SCALE
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
REVISED
STATE OF NEW YORK
DEPARTMENT OF TRANSPORTATION
OFFICE OF STRUCTURES
DEPUTY CHIEF ENGINEER
(STRUCTURES)
APPROVED:
PRESTRESSED CONCRETE
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)
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.
NOTE:
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
A
A
REVISED
STATE OF NEW YORK
DEPARTMENT OF TRANSPORTATION
OFFICE OF STRUCTURES
DEPUTY CHIEF ENGINEER
(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.
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.
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
GEORGE A. CHRISTIAN, P.E.
ISSUED UNDER EB 08-002
EFFECTIVE WITH THE
LETTING OF 1/08/09
ISSUED
5/01/08
REVISED
STATE OF NEW YORK
DEPARTMENT OF TRANSPORTATION
OFFICE OF STRUCTURES
DEPUTY CHIEF ENGINEER
(STRUCTURES)
APPROVED:
PRESTRESSED CONCRETE
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
#4 BOTTOM FLANGE REINFORCEMENT
@ DESIGN SPACING (TYP.)
POSSIBLE LOCATION
OF DRAPED STRANDS
(DESIGNER TO INDICATE
IF REQUIRED (10 MAX.)
POSSIBLE LOCATION
OF DRAPED STRANDS
(DESIGNER TO INDICATE
IF REQUIRED (10 MAX.)
TYPICAL SECTION @ MIDSPAN
USING DRAPED STRANDS
TYPICAL SECTION
USING DEBONDED STRANDS
END ZONE REINFORCEMENT
C
B
A
H (MIN.)
5"
þÿ�5
(MIN
.)
- DENOTES STRAIGHT STRANDS
- DENOTES DRAPED STRANDS
- DENOTES STRANDS TENSIONED TO 2.2 kips
- DENOTES DEBONDED STRAND
3"3"
(2 BARS PER SET) 2’-0" (MAX.)
TYPICAL SECTION @ c BEARINGS
USING DRAPED STRANDS
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.
ALL REINFORCEMENT TO BE VERIFIED BY DESIGNER.
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
MILD REINFORCEMENT NOT
SHOWN FOR CLARITY.
NOTE:
MILD REINFORCEMENT NOT
SHOWN FOR CLARITY.
NOTE:
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.
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
A
A
REVISED
STATE OF NEW YORK
DEPARTMENT OF TRANSPORTATION
OFFICE OF STRUCTURES
DEPUTY CHIEF ENGINEER
(STRUCTURES)
APPROVED:
PRESTRESSED CONCRETE
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
END ZONE REINFORCEMENT
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 STRAIGHT STRANDS
- DENOTES DRAPED STRANDS
- 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.
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.
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
#4 BOTTOM FLANGE REINFORCEMENT
(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
GEORGE A. CHRISTIAN, P.E.ISSUED UNDER EB 08-002
EFFECTIVE WITH THE
LETTING OF 1/08/09
ISSUED
5/01/08
REVISED
STATE OF NEW YORK
DEPARTMENT OF TRANSPORTATION
OFFICE OF STRUCTURES
ISSUED
DEPUTY CHIEF ENGINEER
(STRUCTURES)
APPROVED:
PRESTRESSED CONCRETE
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
USING DRAPED STRANDS
TYPICAL SECTION USING
DEBONDED STRANDS
DRAPED TENDON PROFILE
SCHEMATIC DETAIL
FOR DEBONDED STRANDS
REINFORCEMENT AT ENDS OF BEAMS
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.
c
- DENOTES STRAIGHT STRANDS
- DENOTES DRAPED STRANDS
- DENOTES STRANDS TENSIONED TO 2.2 kips
- DENOTES DEBONDED STRAND
TYPICAL SECTION @ c BEARINGS
USING DRAPED STRANDS
þÿ�1
þÿ�1
þÿ�1
4"
X S
PA
CE
S
@ 2
"
POSSIBLE LOCATION
OF DRAPED STRANDS
(DESIGNER TO INDICATE
IF REQUIRED (10 MAX.)
MILD REINFORCEMENT NOT
SHOWN FOR CLARITY.
NOTE:
MILD REINFORCEMENT NOT
SHOWN FOR CLARITY.
NOTE:
4"
POSSIBLE LOCATION
OF DRAPED STRANDS
(DESIGNER TO INDICATE
IF REQUIRED (10 MAX.)
MILD REINFORCEMENT NOT
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.
ALL REINFORCEMENT TO BE VERIFIED BY DESIGNER.
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
ISSUED UNDER EB 08-001
EFFECTIVE WITH THE
LETTING OF 9/04/08
ORIGINAL SIGNED BY
GEORGE A. CHRISTIAN, P.E.
1/18/08
D
C
D
C
A
B B
A
REVISED
STATE OF NEW YORK
DEPARTMENT OF TRANSPORTATION
OFFICE OF STRUCTURES
ISSUED
DEPUTY CHIEF ENGINEER
(STRUCTURES)
APPROVED:
PRESTRESSED CONCRETE
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.
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.
p
þÿ�2 þÿ
�
þÿ�1���"� �M�I�N�.� �
ISSUED UNDER EB 08-001
EFFECTIVE WITH THE
LETTING OF 9/04/08
ORIGINAL SIGNED BY
GEORGE A. CHRISTIAN, P.E.
1/18/08
REVISED
STATE OF NEW YORK
DEPARTMENT OF TRANSPORTATION
OFFICE OF STRUCTURES
ISSUED
DEPUTY CHIEF ENGINEER
(STRUCTURES)
APPROVED:
PRESTRESSED CONCRETE
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.
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.
* DIAPHRAGMS
**
* *
*
ISSUED UNDER EB 08-001
EFFECTIVE WITH THE
LETTING OF 9/04/08
ORIGINAL SIGNED BY
GEORGE A. CHRISTIAN, P.E.
1/18/08