box beams - typical sections slab unit properties …...see shear key recess detail see shear key...
TRANSCRIPT
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"vxv30"B36"vxv33"
B36"vxv36"B36"vxv39"
B36"vxv42"B36"vxv45"
B36"vxv48"B36"vxv51"
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
BD-P
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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)
DEPUTY CHIEF ENGINEER
Office of Structures
Department of Transportation
ERRATA
BD-P
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EB-2017 12:2
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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
#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)
DEPUTY CHIEF ENGINEER
Office of Structures
Department of Transportation
ERRATA
BD-P
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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
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
PRESTRESSED CONCRETE
REVISED
(STRUCTURES)
DEPUTY CHIEF ENGINEER
Office of Structures
Department of Transportation
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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
ISSUED UNDER EB 17-010
RICHARD_MARCHIONE,_P.E.
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
PRESTRESSED CONCRETE
REVISED
(STRUCTURES)
DEPUTY CHIEF ENGINEER
Office of Structures
Department of Transportation
ERRATA
BD-P
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SKEW ANGLE (TYP.)
LETTING OF 09/01/17
EFFECTIVE WITH THE
ISSUED UNDER EB 17-010
RICHARD_MARCHIONE,_P.E.
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.)
WITH WASHER, 2‚" LONG,
‡" (MIN.) DIA. BOLT
THREADED INSERT FOR
TY
P.
4"
TY
P.
2"
‡" PLATE (MIN.)
Œ" PLATE (MIN.)
Š"
TY
P.
4"
SNUG TIGHT, (TYP.)
WITH WASHER, 2‚" LONG,
‡" (MIN.) DIA. BOLT
THREADED INSERT FOR
INTERMEDIATE DIAPHRAGM CONNECTIONS
)n & >v20n(SKEWS 0
SECTION A-A
6"
SNUG TIGHT, (TYP.)
WITH WASHER, 2‚" LONG,
‡" (MIN.) DIA. BOLT
THREADED INSERT FOR
TY
P.
4"
TY
P.
2"
‡" PLATE (MIN.)
Œ" PLATE (MIN.)
Š"
TY
P.
4"
SNUG TIGHT, (TYP.)
WITH WASHER, 2‚" LONG,
‡" (MIN.) DIA. BOLT
THREADED INSERT FOR
OF BRGS.c
OF BRGS.c
END DIAPHRAGM CONNECTIONS
OF BRGS.c
SNUG TIGHT, (TYP.)
WITH WASHER, 2‚" LONG,
‡" (MIN.) DIA. BOLT
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
PRESTRESSED CONCRETE
REVISED
(STRUCTURES)
DEPUTY CHIEF ENGINEER
Office of Structures
Department of Transportation
ERRATA
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)n(SKEWS 0
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
ISSUED UNDER EB 17-010
RICHARD_MARCHIONE,_P.E.
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)
3" DIA. PRECAST HOLE
#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
PRESTRESSED CONCRETE
REVISED
(STRUCTURES)
DEPUTY CHIEF ENGINEER
Office of Structures
Department of Transportation
ERRATA
BD-P
C07
E.d
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28-F
EB-2017 09:4
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DA
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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
ISSUED UNDER EB 17-010
RICHARD_MARCHIONE,_P.E.
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
LOCATE TO CLEAR STRANDS.
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
PRESTRESSED CONCRETE
REVISED
(STRUCTURES)
DEPUTY CHIEF ENGINEER
Office of Structures
Department of Transportation
ERRATA
BD-P
C08
E.d
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28-F
EB-2017 09:4
8
FIL
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DA
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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 DUE TO PRESTRESSED FORCE AND
**
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
ISSUED UNDER EB 17-010
RICHARD_MARCHIONE,_P.E.
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 DEBONDED 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.
VEHICLE FOR LRFD (HS 25 FOR LFD)
ASSUMED LIVE LOAD = HL-93 AND NYSDOT PERMIT
LOCATE TO CLEAR STRANDS.
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.
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
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
PRESTRESSED CONCRETE
REVISED
(STRUCTURES)
DEPUTY CHIEF ENGINEER
Office of Structures
Department of Transportation
ERRATA
BD-P
C09
E.d
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28-F
EB-2017 09:4
8
FIL
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=
DA
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TI
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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 DUE TO PRESTRESSED FORCE AND
**
CAMBER GROWTH IS ASSUMED TO BE 50% OF THE CAMBER AT TRANSFER.**
THIS DIRECTION.
ELEVATIONS "LEVEL" IN
SET THE BRIDGE SEAT
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" X'-X" X'-X"
3'-0" WIDE SLAB UNITS.
ELIMINATE THESE BARS IN THE
4'-0" WIDE SLAB UNIT SHOWN,
LEGEND
SLAB THICKNESS TABLE
A REQ'D TOP OF SLAB ELEVATION
C = A - B
B TOP OF BEAM EL. (FIELD MEASURE)
E ACTUAL SLAB THICKNESS = C + D
D SLAB AND S.D.L. DEFLECTION
‚ 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"
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.
vv v vAT 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:
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
THE NUMBER AND PLACEMENT OF STRANDS SHALL BE DETERMINED BY THE DESIGNER.
DESIGNER NOTES:
LETTING OF 09/01/17
EFFECTIVE WITH THE
ISSUED UNDER EB 17-010
RICHARD_MARCHIONE,_P.E.
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 TRANSVERSE TENDONSc
OF TRANSVERSE TENDONSc
OF BRGS.c
(TY
P.)
6"
OF BRGS.c
D/4D/4D/4D/4
(TYP.)
7"
(TYP.)
7"
(TYP.)
1'-2"(TYP.)
7"
OF TRANSVERSE TENDONSc
(NO STAGE CONSTRUCTION)
(NO STAGE CONSTRUCTION)
A
A
PRECAST HOLE
OF 3" DIA.c
COMPRESSIBLE SEALER
SELF ADHESIVE
GROUT MATERIAL
3" DIA. PRECAST HOLE
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
PRESTRESSED CONCRETE
REVISED
(STRUCTURES)
DEPUTY CHIEF ENGINEER
Office of Structures
Department of Transportation
ERRATA
BD-P
C10
E.d
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11-
AP
R-2017 10:4
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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
ISSUED UNDER EB 17-010
RICHARD_MARCHIONE,_P.E.
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
PRESTRESSED CONCRETE
REVISED
(STRUCTURES)
DEPUTY CHIEF ENGINEER
Office of Structures
Department of Transportation
ERRATA
BD-P
C11E.d
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11-
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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
PRESTRESSED CONCRETE
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.
10) CLEAN AND PRE-WET THE TOP SURFACES OF THE BEAMS PRIOR TO
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
7) CLEAN AND PRE-WET THE TOP SURFACES OF THE BEAMS PRIOR TO
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.
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-II BEARINGS AS SHOWN ON THE CONTRACT PLANS.
LETTING OF 09/01/17
EFFECTIVE WITH THE
ISSUED UNDER EB 17-010
RICHARD_MARCHIONE,_P.E.
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
8) CLEAN AND PRE-WET THE TOP SURFACES OF THE BEAMS PRIOR TO
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.
5) WASH SHEAR KEYS THOROUGHLY TO REMOVE ANY FOREIGN MATERIAL.
4) INSTALL ANCHOR DOWELS.
3) DRILL AND CLEAN DOWEL HOLES IN THE BRIDGE SEAT.
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
PRESTRESSED CONCRETE
REVISED
(STRUCTURES)
DEPUTY CHIEF ENGINEER
Office of Structures
Department of Transportation
ERRATA
BD-P
C12
E.d
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28-F
EB-2017 09:4
9
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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
ISSUED UNDER EB 17-010
RICHARD_MARCHIONE,_P.E.
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
PRESTRESSED CONCRETE
REVISED
(STRUCTURES)
DEPUTY CHIEF ENGINEER
Office of Structures
Department of Transportation
ERRATA
FIL
E
NA
ME
=
DA
TE/
TI
ME
= 28-F
EB-2017 09:4
9
BD-P
C13
E.d
gn
(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
ISSUED UNDER EB 17-010
RICHARD_MARCHIONE,_P.E.
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
PRESTRESSED CONCRETE
REVISED
(STRUCTURES)
DEPUTY CHIEF ENGINEER
Office of Structures
Department of Transportation
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
ISSUED UNDER EB 17-010
RICHARD_MARCHIONE,_P.E.
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
PRESTRESSED CONCRETE
REVISED
(STRUCTURES)
DEPUTY CHIEF ENGINEER
Office of Structures
Department of Transportation
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
ISSUED UNDER EB 17-010
RICHARD_MARCHIONE,_P.E.
ORIGINAL SIGNED BY
APPROVED: 02/17/17
PAY LIMITS FOR LONGITUDINAL SAWCUT GROOVING
B1 B2 B3 B4 G5 B6 B7
SLOPESLOPE SLOPE
"2
19
SHOULDERLANE(S)LANE(S)SHOULDER
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
SHOULDERLANE(S)LANE(S)SHOULDER
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
CLASS HP CONCRETE FOR
SUPERSTRUCTURE SLAB
CLASS HP CONCRETE FOR
BD-PC16E
SECTIONS & DIAPHRAGMS
I BEAMS-TRANSVERSE
PRESTRESSED CONCRETE
REVISED
(STRUCTURES)
DEPUTY CHIEF ENGINEER
Office of Structures
Department of Transportation
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.)
NOMINAL BEAM SPACING
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°
PAY LIMITS FOR SLAB ITEM AND WINTER SURFACE TREATMENT ITEM
PAY LIMITS FOR SLAB ITEM AND WINTER SURFACE TREATMENT ITEM
COMPOSITE BARS (TYP.)
4'-0" (MAX.)
(MIN.)
NOMINAL BEAM SPACING
4'-0" (MAX.)
(MIN.)
COMPOSITE BARS (TYP.)
* *
*
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
ISSUED UNDER EB 17-010
RICHARD_MARCHIONE,_P.E.
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
PRESTRESSED CONCRETE
REVISED
(STRUCTURES)
DEPUTY CHIEF ENGINEER
Office of Structures
Department of Transportation
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
ISSUED UNDER EB 17-010
RICHARD_MARCHIONE,_P.E.
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
BEAM TYPE MINIMUM SIZE
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.)
)n20l & n (SKEWS > 0
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.)
WITH WASHER, 2‚" LONG,
‡" (MIN.) DIA. BOLT
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.
TABLE AND DETAILS ARE A MINIMUM. ALL DIAPHRAGMS
STEEL SECTION SIZES SHOWN IN THE DIAPHRAGM SIZING
SNUG TIGHT, (TYP.)
WITH WASHER, 2‚" LONG,
‡" (MIN.) DIA. BOLT
THREADED INSERT FOR
SNUG TIGHT, (TYP.)
WITH WASHER, 2‚" LONG,
‡" (MIN.) DIA. BOLT
THREADED INSERT FOR
OF FASCIA BEAMc OF FASCIA BEAMc
(TYP.)
WT8vxv44.5 (MIN.)
SNUG TIGHT, (TYP.)
WITH WASHER, 2‚" LONG,
‡" (MIN.) DIA. BOLT
THREADED INSERT FOR
(TYP.)
WT8vxv44.5 (MIN.)
(TYP.)
DIAPHRAGM WEB
AAB B
BD-PC18E
END DIAPHRAGM DETAILS
NEBT/PCEF/AASHTO I BEAM
PRESTRESSED CONCRETE
REVISED
(STRUCTURES)
DEPUTY CHIEF ENGINEER
Office of Structures
Department of Transportation
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
LONG, SNUG TIGHT, (TYP.)
BOLT WITH WASHER, 2‚"
FOR ‡" (MIN.) DIA.
THREADED INSERT**
‡" PLATE MIN. (TYP.)
(TYP.)
DIAPHRAGM WEB
DIAPHRAGM WEB
LONG, SNUG TIGHT, (TYP.)
BOLT WITH WASHER, 2‚"
FOR ‡" (MIN.) DIA.
THREADED INSERT**
LONG, SNUG TIGHT, (TYP.)
BOLT WITH WASHER, 2‚"
FOR ‡" (MIN.) DIA.
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:
PRESTRESSING STRANDS.
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.
THE NUMBER OF BOLTS AND INSERTS AT THE CONNECTIONS MUST
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
ISSUED UNDER EB 17-010
RICHARD_MARCHIONE,_P.E.
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.
(NEBT/PCEF SHOWN, I-BEAM SIMILAR)
INTERMEDIATE DIAPHRAGM - TYPE I
(NEBT/PCEF SHOWN, I-BEAM SIMILAR)
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.)
)n20l & n (SKEWS > 0
SECTION A-A
BEAM WEB
6"
)n& > 20n (SKEWS 0
SECTION B-B
TY
P.
4"
TY
P.
2"
BEAM WEB
Š"
)n20l & n (SKEWS > 0
SECTION B-B
TY
P.
4"
BEAM TYPE MINIMUM SIZE
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.
TABLE AND DETAILS ARE A MINIMUM. ALL DIAPHRAGMS
STEEL SECTION SIZES SHOWN IN THE DIAPHRAGM SIZING
BEAM TYPE MINIMUM SIZE
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.
TABLE AND DETAILS ARE A MINIMUM. ALL DIAPHRAGMS
STEEL SECTION SIZES SHOWN IN THE DIAPHRAGM SIZING
OF FASCIA BEAMc
OF FASCIA BEAMc
BD-PC19E
INTERMEDIATE DIAPHRAGM DETAILS
NEBT / PCEF / AASHTO I BEAM
PRESTRESSED CONCRETE
REVISED
(STRUCTURES)
DEPUTY CHIEF ENGINEER
Office of Structures
Department of Transportation
ERRATA
FIL
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ME
=
DA
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TI
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= 28-F
EB-2017 09:4
9
BD-P
C19
E.d
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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.
THE NUMBER OF BOLTS AND INSERTS AT THE CONNECTIONS MUST
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:
LONG, SNUG TIGHT, (TYP.)
BOLT WITH WASHER, 2‚"
FOR ‡" (MIN.) DIA.
THREADED INSERT**
LONG, SNUG TIGHT, (TYP.)
BOLT WITH WASHER, 2‚"
FOR ‡" (MIN.) DIA.
THREADED INSERT**
LONG, SNUG TIGHT, (TYP.)
BOLT WITH WASHER, 2‚"
FOR ‡" (MIN.) DIA.
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
PRESTRESSING STRANDS.
vINSERTS SHALL BE POSITIONED TO AVOID INTERFERENCE WITH
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.
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
ISSUED UNDER EB 17-010
RICHARD_MARCHIONE,_P.E.
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
PRESTRESSED CONCRETE
REVISED
(STRUCTURES)
DEPUTY CHIEF ENGINEER
Office of Structures
Department of Transportation
ERRATA
BD-P
C20
E.d
gn
28-F
EB-2017 09:4
9D
AT
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TI
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=
FIL
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=
SNUG TIGHT, (TYP.)
WITH WASHER, 2‚" LONG,
‡" DIA. BOLT
THREADED INSERT FOR
SNUG TIGHT, (TYP.)
WITH WASHER, 2‚" LONG,
‡" 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.)
SPECIFICATIONS SUBSECTION 719-01.
ALL INSERTS SHALL BE GALVANIZED IN ACCORDANCE WITH THE N.Y.S. STD.
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
ISSUED UNDER EB 17-010
RICHARD_MARCHIONE,_P.E.
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
VERTICAL FROM THE BOTTOM.
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
PRESTRESSED BEAM (TYP.)
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,
PRESTRESSED BEAM (TYP.)
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
(PAID UNDER DECK ITEM).
WIRE MESH, 2"vCOV.
6"x6"v-vW2.9vxvW2.9
VERTICAL FROM THE BOTTOM.
CONNECTION SHALL BE
INTERIOR SIDE OF CONTINUITY
VERTICAL FROM THE BOTTOM.
CONNECTION SHALL BE
INTERIOR SIDE OF CONTINUITY
(PAID UNDER DECK ITEM).
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
PRESTRESSED CONCRETE
REVISED
(STRUCTURES)
DEPUTY CHIEF ENGINEER
Office of Structures
Department of Transportation
ERRATA
FIL
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=
DA
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= 28-F
EB-2017 09:4
9
BD-P
C21E.d
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
ISSUED UNDER EB 17-010
RICHARD_MARCHIONE,_P.E.
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
(SAME SPACING AS WEB STIRRUPS)
#4 BOTTOM FLANGE REINFORCEMENT
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)
DEPUTY CHIEF ENGINEER
Office of Structures
Department of Transportation
ERRATA
28-F
EB-2017 09:4
9
BD-P
C22
E.d
gn
FIL
E
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=
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=
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
BEAM REINFORCEMENT NOT SHOWN FOR CLARITY.
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
ROUGHENED FINISH WITH AN AMPLITUDE OF ‚ in.
THE TOPS OF PRESTRESSED UNITS SHALL RECEIVE A TRANSVERSE
BAR REINFORCEMENT SHALL BE ASTM A615, GRADE 60.
"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"
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. WITH LOW RELAXATION
NOTES:
FOR A DISTANCE OF 1.5 x BEAM DEPTH
#4 DRAPED STRAND CONFINEMENT BARS @ 6" MAX.
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
ISSUED UNDER EB 17-010
RICHARD_MARCHIONE,_P.E.
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"
USING DRAPED STRANDS
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
END ZONE REINFORCEMENT
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
NOT SHOWN FOR CLARITY.
MILD STEEL REINFORCEMENT
NOTE:
NOT SHOWN FOR CLARITY.
MILD STEEL REINFORCEMENT
NOTE:
NOT SHOWN FOR CLARITY.
MILD STEEL REINFORCEMENT
NOTE:
IF REQUIRED (10 MAX.)
STRANDS. DESIGNER TO INDICATE
POSSIBLE LOCATION OF DRAPED
BD-PC23E
MISCELLANEOUS DETAILS
PRESTRESSED CONCRETE PCEF
REVISED
(STRUCTURES)
DEPUTY CHIEF ENGINEER
Office of Structures
Department of Transportation
ERRATA
BD-P
C23
E.d
gn
28-F
EB-2017 09:4
9
FIL
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=
DA
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TI
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=
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
ALL REINFORCEMENT TO BE VERIFIED BY DESIGNER.
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 DEBONDED STRANDS
- DENOTES STRANDS TENSIONED TO 2.2 kips
- DENOTES DRAPED STRANDS
- DENOTES STRAIGHT STRANDS
LEGEND
OF PRESTRESSING STRANDS C.G.
STRANDS
OF PRESTRESSING C.G.
LETTING OF 09/01/17
EFFECTIVE WITH THE
ISSUED UNDER EB 17-010
RICHARD_MARCHIONE,_P.E.
ORIGINAL SIGNED BY
APPROVED: 02/17/17
OF BEAMc
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
PRESTRESSED CONCRETE NEBT 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•" 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
COST OF BEAM REINFORCEMENT TO BE PAID FOR UNDER BEAM ITEM.
ALL DIMENSIONS ARE OUT TO OUT DIMENSIONS.
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
TENSIONED TO 2.2 kips
- DENOTES STRANDS
- DENOTES DRAPED STRANDS
- DENOTES STRAIGHT STRANDS
ƒ" CHAMFER (TYP.)
(MIN.)"
21
1
STRAND PATTERN
13 SPACES @ 2"
"813 "8
13
R=4" (TYP.)
(SAME SPACING AS WEB STIRRUPS)
#4 BOTTOM FLANGE REINFORCEMENT0
R=‡" (TYP.)
1"
MIN.
#4 WEB STIRRUPS
R=7‡" (TYP.)
SHEAR BARS
#4(E OR G) COMPOSITE
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
#4 TOP FLANGE REINFORCEMENT
"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.)
(SAME SPACING AS WEB STIRRUPS)
#4 BOTTOM FLANGE REINFORCEMENT
R=7‡" (TYP.)
"872'-7
ALTERNATE SECTION A-A
FOR DESIGNER NOTES, SEE BD-PC25E.
SECTION B-B
BD-PC24E
PLAN AND ELEVATION
PRESTRESSED CONCRETE NEBT
REVISED
(STRUCTURES)
DEPUTY CHIEF ENGINEER
Office of Structures
Department of Transportation
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
BEARINGSc OF BEARINGS TO c
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
#4(E OR G) COMPOSITE SHEAR BARS AT REQ'D. DESIGN SPACING
@ 6" (TYP.)
2-#8 BARS
FOR BOTTOM FLANGE REINFORCEMENT OPTIONS, SEE SECTION A-A.
NOTE:
BEAM REINFORCEMENT NOT SHOWN FOR CLARITY.
NOTE:
FOR A DISTANCE OF 1.5 x BEAM DEPTH
#4 DRAPED STRAND CONFINEMENT BARS @ 6" MAX.
FOR A DISTANCE OF 1.5 x BEAM DEPTH
#4 DRAPED STRAND CONFINEMENT BARS @ 6" MAX.
SKEW
III 1'-2" 4„"
10" 4"
B B
A
A
BEAM DIMENSIONS ARE BASED ON CONVERTED METRIC VALUES.
ROUGHENED FINISH WITH AN AMPLITUDE OF ‚ in.
THE TOPS OF PRESTRESSED UNITS SHALL RECEIVE A TRANSVERSE
BAR REINFORCEMENT SHALL BE ASTM A615, GRADE 60.
"SHOP DRAWINGS".
ENGINEER (STRUCTURES) AND DETAILED ON THE PRESTRESSED CONCRETE
ALL TEMPORARY INSERTS SHALL BE APPROVED BY THE DEPUTY CHIEF
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
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. WITH LOW RELAXATION
NOTES:
LETTING OF 09/01/17
EFFECTIVE WITH THE
ISSUED UNDER EB 17-010
RICHARD_MARCHIONE,_P.E.
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"
IF REQUIRED (10 MAX.)
(DESIGNER TO INDICATE
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
- DENOTES DRAPED STRANDS
- DENOTES STRAIGHT STRANDS
- DENOTES DEBONDED STRANDS
- DENOTES STRANDS TENSIONED TO 2.2 kips
USING DRAPED STRANDS
BEARINGSc TYPICAL SECTION @
USING DRAPED STRANDS
TYPICAL SECTION @ MIDSPAN
USING DEBONDED STRANDS
TYPICAL SECTION
OF BEARINGSc OF BEARINGSc
L = BEAM LENGTH
DRAPED TENDON PROFILE
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
EQUALv1'-6"u0.2 LvEQUAL
#4 TOP FLANGE REINFORCEMENT @ DESIGN SPACING (TYP.)
H (MIN.)
(2 BARS PER SET)
#4 WEB STIRRUP BARS @ 4"
4"
H
2"
C.G. PRESTRESSING STRAND
BEARINGSc
END ZONE REINFORCEMENT
HOLES. IF BARS MUST BE CUT, ADD ONE AT 2•" SPACING.
MOVE BARS WHICH MAY INTERFERE WITH DIAPHRAGM CONNECTION
NOT SHOWN FOR CLARITY.
MILD STEEL REINFORCEMENT
NOTE:
NOT SHOWN FOR CLARITY.
MILD STEEL REINFORCEMENT
NOTE:
NOT SHOWN FOR CLARITY.
MILD STEEL REINFORCEMENT
NOTE:
(2 BARS PER SET) 2' MAX.
#4 WEB STIRRUP BARS @ DESIGN SPACING
"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"
IF REQUIRED (10 MAX.)
STRANDS. DESIGNER TO INDICATE
POSSIBLE LOCATION OF DRAPED
BD-PC25E
DETAILS
NEBT-MISCELLANEOUS
PRESTRESSED CONCRETE
REVISED
(STRUCTURES)
DEPUTY CHIEF ENGINEER
Office of Structures
Department of Transportation
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"
CONFINEMENT BARS NOT SHOWN FOR CLARITY.
COMPOSITE SHEAR BARS AND DRAPED STRAND
NOTE:
OF 1.5 x BEAM DEPTH
BARS @ 6" MAX. FOR A DISTANCE
#4 DRAPED STRAND CONFINEMENT
(TY
P.)
8"
LA
P
2
BEARING LENGTH 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
ALL REINFORCEMENT TO BE VERIFIED BY DESIGNER.
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:
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"
OF PRESTRESSING STRANDS C.G.
STRANDS
OF PRESTRESSING C.G.
LETTING OF 09/01/17
EFFECTIVE WITH THE
ISSUED UNDER EB 17-010
RICHARD_MARCHIONE,_P.E.
ORIGINAL SIGNED BY
APPROVED: 02/17/17
#4(E OR G) COMPOSITE SHEAR BARS AT REQ'D. DESIGN SPACING
OF BEAMc
BEARINGSc OF BEARINGS TO c
PLAN
VARIES VARIES
END ZONE REINFORCEMENT
BEAM LENGTH
DIAPHRAGM SPACING DIAPHRAGM SPACING DIAPHRAGM SPACING
BE
AM
DE
PT
H
A
A
#4(E OR G) COMPOSITE SHEAR BARS AT REQ'D DESIGN SPACING
OF DIAPHRAGMc
OF BEARINGSc
OF BEARINGSc
OF DIAPHRAGMc
OF BEARINGSc
#4 TOP FLANGE REINFORCEMENT
#4 BOTTOM FLANGE REINFORCEMENT (SAME SPACING AS WEB STIRRUPS)
MARK NO. TYPELENGTH WEIGHT A B C D E F G H2 J K2 L O RH1
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
COST OF BEAM REINFORCEMENT TO BE PAID FOR UNDER BEAM ITEM.
ALL DIMENSIONS ARE OUT TO OUT DIMENSIONS.
R
(TY
P.)
6"
TO 2.2 kips PER STRAND
0.6" DIAMETER STRANDS TENSIONED
SHEAR BARS (TYP.)
#4(E OR G) COMPOSITE
(TY
P.)
8"
4"
REINFORCEMENT
#4 TOP FLANGE
BARS (TYP.)
#4 WEB STIRRUP
(SAME SPACING AS WEB STIRRUPS)
#4 BOTTOM FLANGE REINFORCEMENT
STRANDS (TYP.)
OMIT CORNER 0
STRAND PATTERN
Y SPACES @ 2"
0
"
43
2
X SPACES @ 2" STRAND PATTERN
(TYPE Iv-vIV)
SECTION A-A
TENSIONED TO 2.2 kips
- DENOTES STRANDS
- DENOTES DRAPED STRANDS
- DENOTES STRAIGHT STRANDS
A
CB
CB
D D
C
EE
C
(SAME SPACING AS WEB STIRRUPS)
#4 BOTTOM FLANGE REINFORCEMENT
STRANDS (TYP.)
OMIT CORNER
STRAND PATTERN
Y SPACES @ 2"
"
43
2
X SPACES @ 2" STRAND PATTERN
(TYPE Iv-vIV)
ALTERNATE SECTION A-A
FOR DESIGNER NOTES, SEE BD-PC27E.
" 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
PRESTRESSED CONCRETE
REVISED
(STRUCTURES)
DEPUTY CHIEF ENGINEER
Office of Structures
Department of Transportation
ERRATA
BD-P
C26
E.d
gn
28-F
EB-2017 09:4
9
FIL
E
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=
DA
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TI
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=
SIZE. LAP AS SHOWN (TYP.)LAP VARIES DEPENDING ON BEAM
SIZE. LAP AS SHOWN (TYP.)
LAPvVARIESvDEPENDINGvONvBEAM
OF BEARINGSc
FOR BOTTOM FLANGE REINFORCEMENT OPTIONS, SEE SECTION A-A.
NOTE:
BEAM REINFORCEMENT NOT SHOWN FOR CLARITY.
NOTE:
ROUGHENED FINISH WITH AN AMPLITUDE OF ‚ in.
THE TOPS OF PRESTRESSED UNITS SHALL RECEIVE A TRANSVERSE
BAR REINFORCEMENT SHALL BE ASTM A615, GRADE 60.
"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"
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. WITH LOW RELAXATION
NOTES:
FOR A DISTANCE OF 1.5 x BEAM DEPTH
#4 DRAPED STRAND CONFINEMENT BARS @ 6" MAX.
FOR A DISTANCE OF 1.5 x BEAM DEPTH
#4 DRAPED STRAND CONFINEMENT BARS @ 6" MAX.
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
ISSUED UNDER EB 17-010
RICHARD_MARCHIONE,_P.E.
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
USING DRAPED STRANDS
BEARINGSc TYPICAL SECTION @
USING DRAPED STRANDS
TYPICAL SECTION @ MIDSPAN
USING DEBONDED STRANDS
TYPICAL SECTION
- DENOTES DRAPED STRANDS
- DENOTES STRAIGHT STRANDS
- DENOTES DEBONDED STRANDS
- DENOTES STRANDS TENSIONED TO 2.2 kips
OF BEARINGSc OF BEARINGSc
L = BEAM LENGTH
DRAPED TENDON PROFILE
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
EQUALv1'-6"u0.2 LvEQUAL
#4 TOP FLANGE REINFORCEMENT @ DESIGN SPACING (TYP.)
H (MIN.)
(2 BARS PER SET)
#4 WEB STIRRUP BARS @ 4"
4"
H
2" COVER
C.G. PRESTRESSING STRAND
END ZONE REINFORCEMENT
HOLES. IF BARS MUST BE CUT, ADD ONE AT 2•" SPACING.
MOVE BARS WHICH MAY INTERFERE WITH DIAPHRAGM CONNECTIONBEARINGSc
NOT SHOWN FOR CLARITY.
MILD STEEL REINFORCEMENT
NOTE:
NOT SHOWN FOR CLARITY.
MILD STEEL REINFORCEMENT
NOTE:
STRAND PATTERN
uY SPACES @ 2"v
STRAND PATTERN
uY SPACES @ 2"
STRAND PATTERN
uY SPACES @ 2"
IF REQUIRED (10 MAX.)
(DESIGNER TO INDICATE
OF DRAPED STRANDS
POSSIBLE LOCATION
NOT SHOWN FOR CLARITY.
MILD STEEL REINFORCEMENT
NOTE:
SPACING MAX. (TYP.)
REINFORCEMENT @ 6"
#4 BOTTOM FLANGE
(2 BARS PER SET) 2' MAX.
#4 WEB STIRRUP BARS @ DESIGN SPACING
2
BEARING LENGTH
IF REQUIRED (10 MAX.)
STRANDS. DESIGNER TO INDICATE
POSSIBLE LOCATION OF DRAPED
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
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
ALL REINFORCEMENT TO BE VERIFIED BY DESIGNER.
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 FILLED STAY-IN-PLACE FORM DETAILS, SEE BD-PC29E.
FOR CAMBER AND LOAD TABLES, SEE BD-PC29E.
DESIGNER NOTES:
BD-PC27E
MISCELLANEOUS DETAILS
AASHTO I-BEAMS
PRESTRESSED CONCRETE
REVISED
(STRUCTURES)
DEPUTY CHIEF ENGINEER
Office of Structures
Department of Transportation
ERRATA
BD-P
C27
E.d
gn
28-F
EB-2017 09:4
9
FIL
E
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ME
=
DA
TE/
TI
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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
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
OF PRESTRESSING STRANDS C.G.
STRANDS
OF PRESTRESSING C.G.
LETTING OF 09/01/17
EFFECTIVE WITH THE
ISSUED UNDER EB 17-010
RICHARD_MARCHIONE,_P.E.
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
PRESTRESSED CONCRETE
REVISED
(STRUCTURES)
DEPUTY CHIEF ENGINEER
Office of Structures
Department of Transportation
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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
ISSUED UNDER EB 17-010
RICHARD_MARCHIONE,_P.E.
ORIGINAL SIGNED BY
APPROVED: 02/17/17
HAUNCH TABLE
REQ'D BOTTOM OF SLAB ELEVATIONvA
B TOP OF BEAM EL. (FIELD MEASURE)
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
MISCELLANEOUS DETAILS
NEBT / PCEF / AASHTO I-BEAM
PRESTRESSED CONCRETE
REVISED
(STRUCTURES)
DEPUTY CHIEF ENGINEER
Office of Structures
Department of Transportation
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DEFLECTION DUE TO SUPERIMPOSED DEAD LOAD
CAMBER TABLE (MID-SPAN)
BEAM DEADLOAD AT TRANSFER
CAMBER DUE TO PRESTRESSED FORCE AND
BEAM DEADLOAD WITH GROWTH
CAMBER DUE TO PRESTRESSED FORCE AND
*
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"
DEFLECTION DUE TO SLAB DEAD LOAD
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
PRESTRESSED CONCRETE
*
*
LETTING OF 09/01/17
EFFECTIVE WITH THE
ISSUED UNDER EB 17-010
RICHARD_MARCHIONE,_P.E.
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
SHOULDERLANE(S)LANE(S)SHOULDER
BD-PC30E
TRANSVERSE SECTION AND BEAM LAYOUT
NEXT D BEAM
PRESTRESSED CONCRETE
REVISED
(STRUCTURES)
DEPUTY CHIEF ENGINEER
Office of Structures
Department of Transportation
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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
ISSUED UNDER EB 17-010
RICHARD_MARCHIONE,_P.E.
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 PRESTRESSING STRANDS
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 STRANDS TENSIONED TO 2.2 kips
- 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
PRESTRESSED CONCRETE
REVISED
(STRUCTURES)
DEPUTY CHIEF ENGINEER
Office of Structures
Department of Transportation
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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
DEFLECTION DUE TO SUPERIMPOSED DEAD LOAD
CAMBER TABLE (MID-SPAN)
BEAM DEADLOAD AT TRANSFER
CAMBER DUE TO PRESTRESSED FORCE AND
BEAM DEADLOAD WITH GROWTH
CAMBER DUE TO PRESTRESSED FORCE AND
**
CAMBER GROWTH IS ASSUMED TO BE 50% OF THE CAMBER AT TRANSFER.**
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
CONSULT THE BRIDGE MANUAL FOR DEBONDING CRITERIA.
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
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
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:
REQUIRED MINIMUM CONCRETE STRENGTH AT 56 DAYS = 10 ksi.
REQUIRED MINIMUM CONCRETE STRENGTH AT TRANSFER = 7 ksi.
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
ISSUED UNDER EB 17-010
RICHARD_MARCHIONE,_P.E.
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
PRESTRESSED CONCRETE
REVISED
(STRUCTURES)
DEPUTY CHIEF ENGINEER
Office of Structures
Department of Transportation
ERRATA
28-F
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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)
BRGS) (1.5 x BEAM DEPTH)c
TOj(TYP. EACH STEM) (MAX. 6"
#4vPLAIN STIRRUP BARS @ DESIGN SPC.
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
ALL REINFORCEMENT TO BE VERIFIED BY DESIGNER.
DESIGNER NOTES:
BYvDESIGN. (TYP. EACH STEM) (PLAIN BAR)
PLACED BETWEENvSTRANDSvAS NEEDED
ADDITIONALvENDvZONE REINFORCEMENT
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
ISSUED UNDER EB 17-010
RICHARD_MARCHIONE,_P.E.
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)
COST OF BEAM REINFORCEMENT TO BE PAID FOR UNDER BEAM ITEM.
ALL DIMENSIONS ARE OUT TO OUT DIMENSIONS.
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
PRESTRESSED CONCRETE
REVISED
(STRUCTURES)
DEPUTY CHIEF ENGINEER
Office of Structures
Department of Transportation
ERRATA
28-F
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928-F
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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
ISSUED UNDER EB 17-010
RICHARD_MARCHIONE,_P.E.
ORIGINAL SIGNED BY
APPROVED: 02/17/17
BD-PC34E
PROFILE ACCOMMODATION DETAILS
NEXT D BEAM
PRESTRESSED CONCRETE
REVISED
(STRUCTURES)
DEPUTY CHIEF ENGINEER
Office of Structures
Department of Transportation
ERRATA
BD-P
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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
ISSUED UNDER EB 17-010
RICHARD_MARCHIONE,_P.E.
ORIGINAL SIGNED BY
APPROVED: 02/17/17
PAY LIMITS OF LONGITUDINAL SAWCUT GROOVING AND PROTECTIVE SEALER
SLOPE SLOPE
SUPERSTRUCTURE SLAB
CLASS HP CONCRETE FOR
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
PRESTRESSED CONCRETE
REVISED
(STRUCTURES)
DEPUTY CHIEF ENGINEER
Office of Structures
Department of Transportation
ERRATA
28-F
EB-2017 09:4
9
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__ PRESTRESSED CONCRETE "NEXT" (TYPE F) BEAMS @ X'-X" EA. AND __ JOINTS @ •" = X'-X"
AZIM
UT
H
(TYPICAL)
SKEW ANGLE
H
PAY LIMITS FOR SLAB ITEM AND WINTER SURFACE TREATMENT ITEM
SHOULDERLANE(S)LANE(S)SHOULDER
‚" ‚"‚"
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
ISSUED UNDER EB 17-010
RICHARD_MARCHIONE,_P.E.
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 STRANDS TENSIONED TO 2.2 kips
- DENOTES STRAIGHT DEBONDED STRAND
- DENOTES STRAIGHT BONDED STRAND
OF BEAMSc SYM. ABOUT
C.G. OF PRESTRESSING STRANDS
(TY
P.)
1•
"
(TY
P.)
2•
"
C.G. OF BEAM
BD-PC36E
TYPICAL SECTION & STRAND DETAILS
NEXT F BEAM
PRESTRESSED CONCRETE
REVISED
(STRUCTURES)
DEPUTY CHIEF ENGINEER
Office of Structures
Department of Transportation
ERRATA
BD-P
C36
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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
A REQ'D TOP OF SLAB ELEVATION
C = A - B
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
DESIGN LOAD TABLE
UNITABUTMENT (kips)
REACTION AT
MIDSPANv(KIP-ft.)
MAX. MOM.
D.L.
S.D.L.
BEAM
SLAB
UTILITIES
SIDEWALK
FUTURE W.S.
VEHICLE FOR LRFD (HS 25 FOR LFD)
ASSUMED LIVE LOAD = HL-93 AND NYSDOT PERMIT
DEFLECTION DUE TO SUPERIMPOSED DEAD LOAD
CAMBER TABLE (MID-SPAN)
BEAM DEADLOAD AT TRANSFER
CAMBER DUE TO PRESTRESSED FORCE AND
BEAM DEADLOAD WITH GROWTH
CAMBER DUE TO PRESTRESSED FORCE AND
**
CAMBER GROWTH IS ASSUMED TO BE 75% OF THE CAMBER AT TRANSFER.**
TYPE F NEXT BEAM - PROPERTIES
4 SPACES @ 2"v=v8" (TYP.)
DEFLECTION DUE TO SLAB DEAD LOAD
LEGEND
F THEORETICAL SLAB THICKNESS
*
*
L.L.
RAILING/BARRIER
HL-93
NYSDOT P.V.
ROUGHENED FINISH WITH AN AMPLITUDE OF ‚ in.
THE TOPS OF PRESTRESSED UNITS SHALL RECEIVE A TRANSVERSE
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
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:
REQUIRED MINIMUM CONCRETE STRENGTH AT 56 DAYS = 10 ksi.
REQUIRED MINIMUM CONCRETE STRENGTH AT TRANSFER = 7 ksi.
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
CONSULT THE BRIDGE MANUAL FOR DEBONDING CRITERIA.
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
ISSUED UNDER EB 17-010
RICHARD_MARCHIONE,_P.E.
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
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)
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.
BYvDESIGN. (TYP. EACH STEM) (PLAIN BAR)
PLACED BETWEENvSTRANDSvAS NEEDED
ADDITIONALvENDvZONE REINFORCEMENT
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
ALL REINFORCEMENT TO BE VERIFIED BY DESIGNER.
DESIGNER NOTES:
BD-PC37E
PLAN AND ELEVATION
NEXT F BEAM REINFORCEMENT
PRESTRESSED CONCRETE
REVISED
(STRUCTURES)
DEPUTY CHIEF ENGINEER
Office of Structures
Department of Transportation
ERRATA
BD-P
C37
E.d
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28-F
EB-2017 09:4
9
FIL
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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
#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
COST OF BEAM REINFORCEMENT TO BE PAID FOR UNDER BEAM ITEM.
ALL DIMENSIONS ARE OUT TO OUT DIMENSIONS.
BD-PC38E
REINFORCEMENT SECTIONS
NEXT F BEAM
PRESTRESSED CONCRETE
REVISED
(STRUCTURES)
DEPUTY CHIEF ENGINEER
Office of Structures
Department of Transportation
ERRATA
BD-P
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EB-2017 12:2
9
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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.
THE NUMBER AND PLACEMENT OF STRANDS SHALL BE DETERMINED BY THE DESIGNER.
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
ISSUED UNDER EB 17-010
RICHARD_MARCHIONE,_P.E.
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
PRESTRESSED CONCRETE
REVISED
(STRUCTURES)
DEPUTY CHIEF ENGINEER
Office of Structures
Department of Transportation
ERRATA
BD-P
C39
E.d
gn
28-F
EB-2017 09:4
9
FIL
E
NA
ME
=
DA
TE/
TI
ME
=
CC
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
ISSUED UNDER EB 17-010
RICHARD_MARCHIONE,_P.E.
ORIGINAL SIGNED BY
APPROVED: 02/17/17