BD-PS1E 3'-11"

3'-11" 1'-6" 2" (TYP.) (TYP.) 4"

3'-11" 1'-6" 2" 1 (TYP.) (TYP.) 4"

3'-11" 1'-6" 2" 1 (TYP.) (TYP.) 4" 2"

3'-11" 1'-6" 2" 1 (TYP.) (TYP.) 4" 2"

3'-11" 1'-6" 2" 1

(TYP.) (TYP.) 4" 1'-6" 2" 2" 7" 1

(TYP.) (TYP.) 4"

2" 7" 4'-8"

1 7" 6'-7" 4'-0"

2" 7" 3'-4" 7" 5'-11" 5'-3" 7" 2'-8" 2" 2'-0" 4'-7" 1'-4" 3 3 3 3 3 3 3'-11" 3'-3" 9" 9" 9" 9" 9" 9" 3" 3" 3" 3" 3" 3"

9" 3 ƒ" C� 9" 3 ƒ" C� 9" 3 ƒ" C� 9" 3 ƒ" C� 9" 3 ƒ" C� 9" 3 ƒ" C� (TYP.) (TYP.) (TYP.) (TYP.) (TYP.) (TYP.) (TYP.) (TYP.) (TYP.) (TYP.) (TYP.) (TYP.) (TYP.) (TYP.) (TYP.) (TYP.) (TYP.) (TYP.) 2'-8" 2'-8" 2'-8" 2'-8" 2'-8" 2'-8"

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

3'-6" 1'-1" 4" 3'-6" (TYP.) (TYP.) 5"

1'-1" 4" 3" 1'-8" (TYP.) (TYP.) 5" 3" 6" (TYP.) 1'-4" 4"

4" � 7" 1'-0" 8" 4" 8" 4 6" 1'-0" 3" (TYP.) 6" 3'-6"

3" 8" 3" (TYP.) 4" 6'-0"

8" 2'-9" 3" 7" 5'-3" 4'-6"

6" 1'-11" 1'-7" 6" 3'-9" 1'-3" 11" 3'-0" 10" 9" 10" 2'-4" 8" 8" 8" 6" 5" 7 6" 5" 7" 10" (TYP.) 10" (TYP.) 5" (TYP.) 6" (TYP.) 7" � 9" (TYP.) ƒ" C� ƒ" C� ƒ" C� ƒ" C� (TYP.) (TYP.) 1'-4" ƒ" C� ƒ" C� (TYP.) 2'-4" 2'-4" (TYP.) 1'-6" (TYP.) 1'-10" (TYP.) 2'-2"

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

CONSULT THE NYSDOT BRIDGE MANUAL FOR GUIDANCE REGARDING THE USE OF PCEF BULB TEE OR AASHTO I-BEAMS

PCEF BULB TEE BEAM PROPERTIES I BEAM PROPERTIES NOTE: DETAILS ON THE DRAWINGS LABELED AS "NOT TO SCALE" ARE INTENTIONALLY DRAWN NOT TO SCALE FOR VISUAL CLARITY. ALL BEAM WEIGHT AREA DISTANCE FROM MOMENT OF BEAM WEIGHT AREA DISTANCE FROM MOMENT OF OTHER DETAILS, FOR WHICH NO SCALE IS SHOWN, ARE DRAWN 2 4 2 4 TYPE (k/ft.) (in. ) C.G. TO BOTTOM (in.) INERTIA Ix (in. ) TYPE (k/ft.) (in. ) C.G. TO BOTTOM (in.) INERTIA Ix (in. ) PROPORTIONAL AND ARE FULLY DIMENSIONED.

PCEFv-v39 0.787 755 18.77 148321 I 0.288 276 12.59 22750

PCEFv-v47 0.845 811 22.39 239351 II 0.384 369 15.83 50980 ISSUED STATE OF NEW YORK 1/18/08 DEPARTMENT OF TRANSPORTATION PCEFv-v55 0.903 867 26.05 356133 III 0.583 560 20.27 125390 OFFICE OF STRUCTURES REVISED PCEFv-v63 0.962 923 29.76 500495 VI 0.822 789 24.73 260730 PRESTRESSED CONCRETE

PCEFv-v71 1.020 979 674259 V 1.055 1013 31.96 521180 AASHTO I-BEAM & PCEF 33.50 TYPICAL SECTIONS PCEFv-v79 1.078 1035 37.26 879241 VI 1.130 1085 36.38 733320 APPROVED: ORIGINAL SIGNED BY ISSUED UNDER EB 08-001 GEORGE A. CHRISTIAN, P.E. EFFECTIVE WITH THE DEPUTY CHIEF ENGINEER LETTING OF 9/04/08 (STRUCTURES)

SEE DRIP SEE DRIP GROOVE DETAIL GROOVE DETAIL

4'-0" (MAX.) 4'-0" (MAX.) 2'-8 (MIN.)

G1 G1 SHOULDER SHOULDER INTERMEDIATE DIAPRAGM INTERMEDIATE DIAPRAGM

SLOPE

SLOPE

FASCIA LINE C.I.P.

2" C.I.P. D2 D2 CHAMFER

2" DRIP GROOVE DETAIL 2"

G2 G2

2" SUPERSTRUCTURE SLAB CLASS HP FOR SUPERSTRUCTURE SLAB CLASS HP FOR END DIAPHRAGM END DIAPHRAGM C.I.P. C.I.P. D1 D1 LANE(S) THE CHAMFER. CONTINUES TO INTERSECTION WITH A 90^ TURN TOWARD FASCIA. GROOVE FACES OF ABUTMENTS OR PIERS WITH DRIP GROOVE TO END 3'-0" FROM NOTE: LANE(S) 1"

G3 G3 INTERMEDIATE DIAPRAGM INTERMEDIATE DIAPRAGM AASHTO I-BEAM TRANSVERSE SECTION 9 9 STEEL STEEL D2 D2 PAY LIMITS OF LONGITUDINAL SAWCUT GROOVING PAY LIMITS OF LONGITUDINAL SAWCUT GROOVING PCEF TRANSVERSE SECTION PAY LIMIT FOR SLAB ITEM PAY LIMIT FOR SLAB ITEM NORMAL BEAM SPACING NORMAL BEAM SPACING G4

G4

TGL TGL STATION LINE STATION LINE END DIAPRAGM END DIAPRAGM FOR STEEL DIAPHRAGM DETAILS, SEE BD-PS6E. FOR C.I.P. DIAPHRAGM DETAILS, SEE BD-PS5E. FOR PRECAST DIAPHRAGM DETAILS, SEE BD-PS4E. HOOKED BARS. EQUAL TO 3'-3" DEEP, STRAIGHT BARS WITH ADDITIONAL EMBEDMENT MAY BE USED IN LIEU OF IF THE PRECAST DIAPHRAGM OPTION IS SELECTED IN CONJUNCTION WITH A BEAM LESS THAN OR INTERMEDIATE DIAPHRAGM SHALL BE DETAILED ALONG THE CENTERLINE OF BEARINGS. THE END DIAPHRAGMS ARE DETAILED FOR BRIDGES WITH JOINTS. JOINTLESS BRIDGES, AN BE DETAILED. PLANS EXCEPT FOR INTEGRAL ABUTMENTS WHICH ONLY THE STEEL DIAPHRAGM OPTION SHALL THE DESIGNER SHALL PROVIDE DETAILS FOR THREE DIAPHRAGM OPTIONS ON CONTRACT FOR DECK SLAB REINFORCEMENT, SEE BD-SS SHEETS. ALL REINFORCEMENT TO BE VERIFIED BY DESIGNER. 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 SLAB IS OFFSET FROM STATION LINE, HORIZONTAL DISTANCE BASED UPON SITE CONDITIONS. BARRIER IS SHOWN FOR SCHEMATIC PURPOSES ONLY. BRIDGE RAILING TYPE SHALL BE DETERMINED STEEL STEEL D1 D1 G5 G5 LANE(S) LANE(S)

INTERMEDIATE DIAPRAGM INTERMEDIATE DIAPRAGM (TYP.) #6(E OR G) ON TOP SURFACE PROTECTIVE SEALER ON TOP SURFACE PROTECTIVE SEALER PRECAST (TYP.) PRECAST D2 D2 #6(E OR G) G6 G6 END DIAPHRAGM END DIAPHRAGM #7(E OR G) #7(E OR G) PRECAST PRECAST (TYP.) D1 D1 (TYP.)

1/18/08 REVISED

ISSUED

SLOPE SLOPE PROPORTIONAL AND ARE FULLY DIMENSIONED. OTHER DETAILS, FOR WHICH NO SCALE IS SHOWN, ARE DRAWN INTENTIONALLY DRAWN NOT TO SCALE FOR VISUAL CLARITY. ALL DETAILS ON THE DRAWINGS LABELED AS "NOT TO SCALE" ARE CAST-IN-PLACE DIAPHRAGMS. THE CONTRACTOR MAY ELECT TO USE STEEL, PRECAST, OR NOTES: SHOULDER

SHOULDER

APPROVED: PRESTRESSED CONCRETE SPREAD BEAMS-TRANSVERSE

SECTION AND DIAPHRAGMS GEORGE A. CHRISTIAN, P.E. DEPUTY CHIEF ENGINEER ORIGINAL SIGNED BY G7 (STRUCTURES) G7

4'-0" (MAX.) 4'-0" (MAX.) 2'-8 (MIN.)

DEPARTMENT OF TRANSPORTATION (TYPICAL AT FASCIAS) c OF MECHANICAL CONNECTORS OFFICE OF STRUCTURES

STATE OF NEW YORK LETTING OF 9/04/08 EFFECTIVE WITH THE ISSUED UNDER EB 08-001 BD-PS2E

BD-PS3E

c TO c OF BEARINGS c TO c OF BEARINGS c TO c OF BEARINGS DIAPHRAGM SPACING DIAPHRAGM SPACING DIAPHRAGM SPACING DIAPHRAGM SPACING DIAPHRAGM SPACING DIAPHRAGM SPACING

G1 G1 G7

DETAIL "I"

D1 D1 D1 D2 D2 D2 D2

G2 G2 G8 SKEW ANGLE

AZIMUTH (TYP.) SKEW ANGLE

c OF BRGS. DETAIL "B" (TYP.)

D1 D1 D2 END ABUT. D1 D2 D2 D2 STA. c OF PIER c OF BRGS. G3 G3 G9 BEG. ABUT. STA. STA. c OF BRGS. AZIMUTH STATION LINE AZIMUTH STATION LINE D1 D1 STA. D2 D2 D2 D2

D1 G4 G4 G10 BEAM SPACING & WIDTH BEAM SPACING & WIDTH BEAM SPACING c OF BRGS. BEAM SPACING ALONG SKEW c OF BRGS. STA. DETAIL "B" DETAIL "D" D1 DETAIL "D" BEG. ABUT. AZIMUTH D1 D1 D2 D2 D2 D2 STA.

G5 BEAM SPACING ALONG SKEW G5 G11

AZIMUTH AZIMUTH DETAIL "H"

D2 D2 D2 D2

D1 D1 D1 DETAIL "A" DETAIL "C" DETAIL "A" G6 G6 DETAIL "C" G12

PLAN - SIMPLE SPAN PLAN - CONTINUOUS SPANS (SKEW 0^ TO 20^) (SKEW 0^ TO 20^)

c TO c OF BEARINGS c TO c OF BEARINGS

DIAPHRAGM SPACING DIAPHRAGM SPACING DIAPHRAGM SPACING DIAPHRAGM SPACING DIAPHRAGM SPACING DIAPHRAGM SPACING

G1 G1 G7

D1 D2 D2 D2 SKEW ANGLE D2 D1 DETAIL "I" (TYP.) D1 G2 G2 G8

OF BRGS. SKEW ANGLE

c END ABUT. (TYP.) D1 D2 AZIMUTH D2

D2 D1 D1 DETAIL "F" STA. DETAIL "F" c OF PIER D2 G3 G3 STA. G9 c OF BRGS. AZIMUTH STATION LINE STATION LINE

D2 AZIMUTH D2

D1 D1 D2

D2 STA.

D1 G4 BEAM SPACING ALONG SKEW G4 G10

c OF BRGS. BEAM SPACING & WIDTH BEAM SPACING c OF BRGS. D1 c OF BRGS. STA. BEAM SPACING & WIDTH D2 D2 D1 D2 D2 D1 BEG. ABUT. D2 BEG. ABUT. AZIMUTH

STA. G5 STA. G5 AZIMUTH BEAM SPACING ALONG SKEW G11

AZIMUTH DETAIL "H" D2 D2

D1 D2 D2 D1 D2 D1 DETAIL "E" DETAIL "G" G6 G6 G12

DETAIL "E" DETAIL "G" PLAN - CONTINUOUS SPANS (SKEW > 20^) PLAN - SIMPLE SPAN NOTES: (SKEW > 20^) THE CONTRACTOR IS RESPONSIBLE FOR ASSURING STABILITY OF ALL BEAMS DURING ALL PHASES OF CONSTRUCTION.

DETAILS ON THE DRAWINGS LABELED AS "NOT TO SCALE" ARE SPACING OF DIAPHRAGMS - INTENTIONALLY DRAWN NOT TO SCALE FOR VISUAL CLARITY. ALL NO INTERMEDIATE DIAPHRAGMS ON SPANS UP TO 65 ft. MIDSPAN DIAPHRAGMS FOR SPANS GREATER THAN 65 ft. AND UP TO 100 ft. OTHER DETAILS, FOR WHICH NO SCALE IS SHOWN, ARE DRAWN PROPORTIONAL AND ARE FULLY DIMENSIONED. DIAPHRAGMS AT THE THIRD POINTS FOR SPANS GREATER THAN 100 ft.

THERE ARE NO DIAPHRAGMS AT THE PIER FOR BEAMS MADE CONTINUOUS FOR LIVE ISSUED STATE OF NEW YORK LOAD. FOR SIMPLE SPANS AT PIERS THE DIAPHRAGM, JOINT, BEARING, AND 1/18/08 DEPARTMENT OF TRANSPORTATION REINFORCEMENT DETAILS ARE SIMILAR TO THE ABUTMENT DETAILS. OFFICE OF STRUCTURES REVISED IF ALL AZIMUTHS OF c OF BEARINGS ARE THE SAME, SHOW ONLY ONE SKEW ANGLE PRESTRESSED CONCRETE AND ONE AZIMUTH, LABELED TYPICAL. PCEF / AASHTO I-BEAMS DESIGNER SHALL DETAIL ADDITIONAL UTILITY SUPPORTS WHERE APPLICABLE. FRAMING PLANS FOR BEAM END DETAILS, SEE BD-PS4E. APPROVED: ORIGINAL SIGNED BY ISSUED UNDER EB 08-001 FOR DETAILS "A" - "I", SEE BD-PS4E. GEORGE A. CHRISTIAN, P.E. EFFECTIVE WITH THE DEPUTY CHIEF ENGINEER LETTING OF 9/04/08 (STRUCTURES)

BD-PS4E c OF BRGS. OFc BRGS. BEG. ABUT. BEG. ABUT. OFc BRGS. FLANGE EDGES (TYP.) BEG. ABUT. FLANGE EDGES (TYP.) D2 FLANGE EDGES (TYP.) D1 D1 D2 FLANGE EDGES (TYP.) D1

G4 G6 G2 G6 G6

c OF DIAPHRAGM AND FLANGE EDGES (TYP.) c OF DIAPH� c OF DIAPHRAGM AND INSERT IN BEAM FOR c OF DIAPHRAGM AND DIA. HOLES IN BEAM INSERT IN BEAM FOR THREADED REBAR D2 c OF DIAPHRAGM AND DOUBLE END INSERT IN BEAM FOR THREADED REBAR D1 MECHANICAL CONNECTORS IN BEAM THREADED REBAR DETAIL "A" DETAIL "B" DETAIL "C" DETAIL "D" DETAIL "E" (SKEW < 20^) (SKEW < 20^) NOTE: (SKEW < 20^) (SKEW < 20^) (SKEW > 20^) THE TOP FLANGE OF FASCIA NEED NOT NOTE: BE CLIPPED ON THE OUTSIDE. THE TOP FLANGE OF FASCIA NEED NOT BE CLIPPED ON THE OUTSIDE.

c OF BRGS. BEG. ABUT. D2

FLANGE EDGES (TYP.) 10" 10" FLANGE EDGES (TYP.) D1 FLANGE EDGES (TYP.) FLANGE EDGES (TYP.) INSIDE FACE OF END (MIN.) (MIN.) BLOCK TO BE VERTICAL

G2 G6

G6 G12 G2 G8 1" CLEAR (MIN.) c OF DIAPHRAGM AND INSERT IN BEAM FOR c OF BRGS. END BLOCK TO FOLLOW THE CONTOUR c OF BRGS. BOTH SIDES OF END BLOCK SHALL D1 c OF DIAPHRAGM AND DOUBLE END THREADED REBAR OF BEAM ON FASCIA SIDE ONLY BE VERTICAL ON INTERIOR BEAMS MECHANICAL CONNECTORS IN BEAM c OF PIER c OF BRGS. c OF PIER c OF BRGS. DETAIL "G" DETAIL "F" (SKEW > 20) DETAIL "H" DETAIL "I" (SKEW > 20^)

NOTE: c DIAPHRAGM THE COST OF THE DIAPHRAGMS AND THEIR REINFORCEMENT JOINT SYSTEM SHALL BE INCLUDED IN PRICE BID FOR THE BEAM ITEM. BY DESIGNER INDICATE BAR (TYP.) JOINT SYSTEM BY DESIGNER 3" (TYP.) DETAILS "A" THROUGH "I" ARE SIMILAR TO CAST-IN-PLACE WEB DIAPHRAGMS WITH THE EXCEPTION THAT THE CAST-IN-PLACE DIAPHRAGMS HAVE ADDITIONAL MECHANICAL CONNECTORS. c OF PCEF SLEEVES SHALL BE ALIGNED WITH THE DIAPHRAGM SKEWS AS 7"

3'-11" SHOWN ON THE FRAMING PLAN FOR SKEWS < 20^. FOR SKEWS > 20^ MECHANICAL CONNECTORS SHALL BE SET PERPENDICULAR TO THE THIS BAR NEED NOT BE EDGE OF BOTTOM FLANGE WEB FOR INTERMEDIATE DIAPHRAGMS AND ALONG THE SKEW FOR CONTINUOUS ACROSS SLAB. END DIAPHRAGMS.

1'-1"

BACKWALL 7 MECHANICAL CONNECTORS SHALL BE CAST-IN-PLACE IN THE PRECAST BEAMS BY THE FABRICATOR. THE #7(E OR G) REINFORCEMENT BAR MECHANICAL CONNECTORS SHALL PROVIDE A MINIMUM ULTIMATE CLIP TOP AND BOTTOM c BRGS. TENSILE CAPACITY OF 11 kips IN 7.5 ksi CONCRETE. FLANGES PARALLEL TO SKEW ANGLE MECHANICAL CONNECTORS USED BENEATH A DECK JOINT THAT ARE WITHIN ONE BEAM DEPTH OF THE DECK JOINT SHALL BE STAINLESS INDICATE DIMENSION STEEL IN ACCORDANCE WITH N.Y.S. STD. SPECIFICATIONS SUBSECTION PEDESTAL PIER 715-16. FLANGE CLIPPING DETAIL c OF BRGS. PCEF MECHANICAL CONNECTORS SHALL BE POSITIONED TO AVOID c OF BRGS. INTERFERENCE WITH PRESTRESSING STRANDS. (FOR SKEWS > 15^) LONGITUDINAL SECTIONS THREADED INSERTS IN BEAMS FOR PRECAST DIAPHRAGMS SHALL BE MECHANICAL CONNECTORS (MEETING N.Y.S. STD. SPECIFICATIONS SUBSECTION 709-10).

4" DETAILS ON THE DRAWINGS LABELED AS "NOT TO SCALE" ARE SPACING OF DIAPHRAGMS - 1" INTENTIONALLY DRAWN NOT TO SCALE FOR VISUAL CLARITY. ALL 1" NO INTERMEDIATE DIAPHRAGMS ON SPANS UP TO 65 ft. A OTHER DETAILS, FOR WHICH NO SCALE IS SHOWN, ARE DRAWN 3" 1" 3" 3" MIDSPAN DIAPHRAGMS FOR SPANS GREATER THAN 65 ft. AND UP TO 100 ft. PROPORTIONAL AND ARE FULLY DIMENSIONED. DIAPHRAGMS AT THE THIRD POINTS FOR SPANS GREATER THAN 100 ft. DESIGNER TO

DETERMINE STEEL 1'-0" THE DESIGNER SHALL CALCULATE AND DETAIL THE OFFSET OF THE END ISSUED STATE OF NEW YORK SEE

REINFORCEMENT

TABLE 4" DIAPHRAGM FROM THE CENTER LINE OF BEARINGS. 1/18/08 DEPARTMENT OF TRANSPORTATION SEE

TABLE 1" 3" OFFICE OF STRUCTURES PLAN THERE ARE NO DIAPHRAGMS AT THE PIER FOR BEAMS MADE CONTINUOUS FOR REVISED LIVE LOAD. 1" COV. (TYP.) 1'-0" PRESTRESSED CONCRETE FOR SIMPLE SPANS AT PIERS THE DETAIL IS SIMILAR TO THE ABUTMENT END. A PCEF / AASHTO I-BEAMS

SECTION A-A ELEVATION FOR LOCATION OF DETAILS "A" - "I", SEE BD-PS3E. PRECAST DIAPHRAGM DETAILS INTERMEDIATE DIAPHRAGM FORM FOR CONTINUOUS FOR LIVE LOAD DETAILS, SEE BD-PS8E. APPROVED: ORIGINAL SIGNED BY ISSUED UNDER EB 08-001 GEORGE A. CHRISTIAN, P.E. PRECAST DIAPHRAGM FORMS FOR PCEF AND I-BEAM DIAPHRAGM TABLES, SEE BD-PS5E. EFFECTIVE WITH THE DEPUTY CHIEF ENGINEER LETTING OF 9/04/08 (STRUCTURES)

#4(E OR G) BARS @ 8" MAX. (STIRRUPS) 2" DIA. SLEEVES (TYP.) BD-PS5E PROVIDE DOUBLE END #6(E OR G) BARS MECHANICAL CONNECTORS #7(E OR G) BARS (FRONT & BACK) AT BEAM ENDS. 2" COV.

A

#4(E OR G) BARS @ c DIAPHRAGM 8" MAX. MECHANICAL CONNECTORS FOR FASCIA BEAM, 2" DIA. SLEEVES IN WEB FOR INTERIOR BEAM (FOR DIAPHRAGM REINFORCEMENT) c OF SLEEVES (TYP.) c OF MECHANICAL CONNECTORS MEETING MATERIAL SPECIFICATION 709-10.

LAP 3" 3" #6(E OR G) BARS

LAP (TYP.) #4(E OR G) BARS @ SECTION B-B 8" MAX.

FOR UTILITY HANGER DETAILS, SEE BD-PS7E. ALL REINFORCEMENT TO BE VERIFIED BY DESIGNER. ALL BARS IN THE DIAPHRAGMS ARE TO BE CORROSION PROTECTED. 2" COV. (TYP.) 1'-0" EPOXY OR GALVANIZED BARS SHOWN. 1" CHAMFER (TYP.) 2'-6" LAP FOR BEAMS LESS THAN 5'-3" DEEP USE 2 DOWELS THROUGH/INTO WEB PER ROW (4 TOTAL). FOR BEAMS GREATER THAN OR EQUAL TO A (TYP.) SECTION A-A 5'-3" DEEP USE 2 DOWELS EQUALLY SPACED PER ROW (6 TOTAL).

(TYP.) 2" COV. WHENEVER A DIAPHRAGM DOWEL IS PLACED INTO A MECHANICAL CONNECTOR, A #7(E OR G) BAR SHALL BE DETAILED.

THE DESIGNER SHALL VERIFY THAT THE CLEARANCES REQUIRED BY THE UTILITIES ARE MAINTAINED.

DIAPHRAGM TABLE FOR DIAPHRAGM ORIENTATION AND OFFSETS, SEE DETAILS c FASCIA BEAM CAST-IN-PLACE DIAPHRAGM PCEF DEPTH AASHTO I-BEAM DEPTH "A" - "I" ON BD-PS4E. PROVIDE ADDITIONAL C.I.P. DETAILS AS c INTERMEDIATE BEAM (SKEW < 20^) NECESSARY. 39 1'-4" I 11" 47 2'-0" II 1'-3" FOR SKEWS > 20^, MECHANICAL CONNECTORS WILL BE 55 2'-8" III 1'-7" REQUIRED ON INTERIOR BEAMS. 63 3'-4" 1'-11" IV FOR C.I.P. DIAPHRAGM WITH UTILITY, DESIGNER SHALL DESIGN THE 71 4'-0" V 2'-9" END DIAPHRAGM TO SUPPORT ADDITIONAL DEAD AND LIVE LOADS #7(E OR G) BARS 79 4'-8" VI 3'-6" ON BRIDGES WITH DECK JOINTS. THREADED INTO INSERTS #4(E OR G) STIRRUPS

2" (TYP.) 2" � @ 8" (TYP.) #4(E OR G) BAR (FRONT & BACK) NOTES: C THE COST OF THE DIAPHRAGMS AND THEIR REINFORCEMENT SHALL BE INCLUDED IN THE PRICE BID FOR THE BEAM ITEM.

CONCRETE FOR CAST-IN-PLACE DIAPHRAGMS SHALL BE CLASS HP. c OF SLEEVES (TYP.) B UTILITY SUPPORT SPACING SLEEVES SHALL BE ALIGNED WITH THE DIAPHRAGM SKEWS AS SHOWN ON THE FRAMING PLAN FOR SKEWS < 20^. FOR SKEWS > 20^ 1'-0" MECHANICAL CONNECTORS SHALL BE SET PERPENDICULAR TO THE B 3" CHAMFER 2" COV. WEB FOR INTERMEDIATE DIAPHRAGMS AND ALONG THE SKEW FOR (TYP) END DIAPHRAGMS. #6(E OR G) BAR (TYP.)

EACH FACE MECHANICAL CONNECTORS SHALL BE CAST-IN-PLACE IN THE PRECAST BEAMS BY THE FABRICATOR. THE #7(E OR G) REINFORCEMENT BAR #4(E OR G) BARS MECHANICAL CONNECTORS SHALL PROVIDE A MINIMUM ULTIMATE

c OF MECHANICAL CONNECTORS 2" TENSILE CAPACITY OF 11 kips IN 7.5 ksi CONCRETE. MEETING MATERIAL 2" SPECIFICATION 709-10. #4(E OR G) BARS MECHANICAL CONNECTORS USED BENEATH A DECK JOINT THAT ARE COV. WITHIN ONE BEAM DEPTH OF THE DECK JOINT SHALL BE STAINLESS

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

#6(E OR G) BAR UTILITY 715-16.

2" DIA. EACH FACE SLEEVES #6(E OR G) BARS (TYP.) MECHANICAL CONNECTORS SHALL BE POSITIONED TO AVOID INTERFERENCE WITH PRESTRESSING STRANDS.

2'-6" LAP DETAILS ON THE DRAWINGS LABELED AS "NOT TO SCALE" ARE UTILITY (TYP.) OPENING INTENTIONALLY DRAWN NOT TO SCALE FOR VISUAL CLARITY. ALL OTHER DETAILS, FOR WHICH NO SCALE IS SHOWN, ARE DRAWN PROPORTIONAL AND ARE FULLY DIMENSIONED.

#4(E OR G) BAR ISSUED STATE OF NEW YORK #4(E OR G) (FRONT & BACK) 1/18/08 DEPARTMENT OF TRANSPORTATION BARS C OFFICE OF STRUCTURES 6" #6(E OR G) REVISED (TYP.) (TYP.) BARS 10" 2" COV. (MIN.) 2" (MIN.) CLEARANCE #4(E OR G) PRESTRESSED CONCRETE #6(E OR G) DOWELS UTILITES BARS c FASCIA BEAM c THROUGH BEAMS CAST-IN-PLACE c INTERMEDIATE BEAM 2" (TYP.) DIAPHRAGM DETAILS 2" COV. (TYP.) APPROVED: ORIGINAL SIGNED BY ISSUED UNDER EB 08-001 CAST-IN-PLACE (FASCIA) DIAPHRAGM WITH UTILITY SECTION C-C GEORGE A. CHRISTIAN, P.E. EFFECTIVE WITH THE DEPUTY CHIEF ENGINEER LETTING OF 9/04/08 (SKEW < 20^) (STRUCTURES)

c OF INTERIOR BEAM c OF FASCIA BEAM c OF FASCIA BEAM c OF INTERIOR BEAM BD-PS6E

(TYP.) SLOPED SLOPED A A (TYP.)

B B B B W 14x99 (MIN.) W 14x99 (MIN.)

A A (TYP.) (TYP.) DOUBLE-END THREADED INSERT WT 8x44.5 (MIN.) (TYP.) WT 8x44.5 (MIN.) (TYP.) DOUBLE-END THREADED INSERT FOR THREADED INSERT FOR ‡" DIA.� THREADED INSERT ‡" DIA.� LONG WIT� BEAM SPACING LONG WIT� BEAM SPACING DESIGNER SHALL INCORPORATE ALL RELEVANT STEEL NOTES WASHER (TYP.) WASHER (TYP.) FROM THE BD-SD SHEETS INTO THE PLANS.

END DIAPHRAGM TYPE II INTERMEDIATE DIAPHRAGMS SHALL BE DETAILED FOR END DIAPHRAGM GIRDERS THAT ARE GREATER THAN OR EQUAL TO 5'-3" DEEP. (PCEF SHOWN) (I-BEAM SHOWN) DIAPHRAGM CONNECTIONS SHALL BE LOCATED ON THE FLAT PORTION OF THE GIRDER WEB. DESIGNER SHALL VERIFY THREAD INSERT CAPACITIES SPECIFIED AND MODIFY THEM WHERE APPLICABLE. OF FASCIA BEAM c c OF INTERIOR BEAM c OF FASCIA BEAM c OF INTERIOR BEAM OPENINGS MAY BE CUT IN THE WEBS OF END DIAPHRAGMS TO ACCOMMODATE THE UTILITIES. SLOPED (TYP.) A …" p THE BENT p SHOWN IN SECTION B-B IS NOT NECESSARY FOR 0^ SKEWS. W 14x99 (MIN.) SLOPED OR MC 18x42.7 (MIN.) THE NUMBER OF BOLTS AT THE CONNECTIONS MUST BE DESIGNED.

A FOR SKEWS > 20^, MECHANICAL CONNECTORS WILL BE (TYP.) (TYP.) REQUIRED ON INTERIOR BEAMS.

WT 8x44.5 (MIN.) (TYP.) SEE WELDING DETAIL THREADED INSERT FOR FORM 1 HOLES (TYP.) ‡" DIA.� NOTES: LONG WIT� L 3"x3"x…" � WASHER (TYP.) (TYP.) BEAM SPACING ALL STEEL SHALL BE INCLUDED IN THE PRICE BID FOR THE BEAM ITEM.

WT 8x44.5 (MIN.) (TYP.) INTERMEDIATE AND END DIAPHRAGMS SHALL BE FABRICATED WITH THEIR ENDS VERTICAL. THREADED INSERT FOR FORM 1 INTERMEDIATE DIAPHRAGM - TYPE I HOLES (TYP.) ‡" DIA.� DIAPHRAGM HOLES MAY BE FIELD DRILLED AT NO ADDITIONAL EXPENSE. (PCEF SHOWN, I-BEAM SIMILAR SKEW < 20^) LONG WIT� ALL OTHER HOLES TO BE SHOP DRILLED. WASHER (TYP.) BEAM SPACING ALL CONNECTIONS BETWEEN STEEL ELEMENTS SHALL BE MADE ACCORDING TO THE NEW YORK STATE STEEL CONSTRUCTION MANUAL. INTERMEDIATE DIAPHRAGM - TYPE II THREADED INSERTS FOR 7" DIA. H.S. BOLTS SHALL BE (PCEF SHOWN, I-BEAM SIMILAR SKEW < 20^) CAST IN THE PRECAST BEAMS. THE 7" DIA. H.S. THREADED 6" INSERTS SHALL PROVIDE A MINIMUM ULTIMATE TENSILE CAPACITY OF 11 kips IN 7.5 ksi CONCRETE. c OF BEAM THREADED INSERTS IN BEAMS SHALL BE MECHANICAL CONNECTORS c OF DIAPHRAGMS …" p (MEETING ITEM 709-10) AND GALVANIZED IN ACCORDANCE WITH BEAM MATERIAL SPECIFICATION 719-01. THREADED INSERT FOR ‡" DIA.� INSERTS USED BENEATH A DECK JOINT THAT ARE WITHIN ONE BEAM WT 14x99 (MIN.) LONG WIT� DEPTH OF THE DECK JOINT SHALL BE STAINLESS STEEL IN ACCORDANCE WASHER (TYP.) WITH N.Y.S. STD. SPECIFICATIONS SUBSECTION 715-16. ALL OTHER INSERTS SHALL BE GALVANIZED IN ACCORDANCE WITH N.Y.S. STD. DIAPHRAGM WEB SPECIFICATIONS SUBSECTION 719-01.

INSERTS SHALL BE POSITIONED TO AVOID INTERFERENCE WITH 6" PRESTRESSING STRANDS. ALL STEEL SHALL BE GALVANIZED IN ACCORDANCE WITH N.Y.S. BENT � p STD. SPECIFICATIONS SUBSECTION 719-01. THICKNESS (TYP.)

WT 8x44.5 (MIN.) TYP. ALL STEEL SHALL BE ASTM A709 GRADE 345. WT 8x44.5 (MIN.) STEEL TO STEEL CONNECTIONS SH� Š" � HIGH-STRENGTH BOLTS. SECTION A-A WELDING DETAIL STEEL TO CONCRETE CONNECTIONS SHALL BE MADE USING ASTM A307 SECTION B-B GRADE A BOLTS. (O^ SKEW) (ALL SKEWS) WASHERS SHALL BE ASTM F436. ALL BOLTS, NUTS, AND WASHERS SHALL BE GALVANIZED IN ACCORDANCE WITH N.Y.S. STANDARD SPECIFICATIONS SUBSECTION 719-01. PCEF END DIAPHRAGM PCEF INTERMEDIATE DIAPHRAGM AASHTO I-BEAM END DIAPHRAGM AASHTO I-BEAM INTERMEDIATE DIAPHRAGM DETAILS ON THE DRAWINGS LABELED AS "NOT TO SCALE" ARE SIZING TABLE SIZING TABLE SIZING TABLE SIZING TABLE INTENTIONALLY DRAWN NOT TO SCALE FOR VISUAL CLARITY. ALL OTHER DETAILS, FOR WHICH NO SCALE IS SHOWN, ARE DRAWN BEAM TYPE BEAM TYPE DIAPHRAGM MINIMUM SIZE BEAM TYPE BEAM TYPE DIAPHRAGM MINIMUM SIZE MINIMUM SIZE MINIMUM SIZE PROPORTIONAL AND ARE FULLY DIMENSIONED. PCEFv-v39 W 14 x 99 PCEFv-v39 TYPE I W 14 x 99 TYPE I W 14 x 99 TYPE I TYPE I W 14 x 99 ISSUED STATE OF NEW YORK PCEFv-v47 PCEFv-v47 TYPE II W 14 x 99 TYPE II W 18 x 86 TYPE I W 14 x 99 TYPE I W 14 x 99 5/01/08 DEPARTMENT OF TRANSPORTATION MC 18 x 42.7 OFFICE OF STRUCTURES PCEFv-v55 W 24 x 76 PCEFv-v55 TYPE I TYPE III W 18 x 86 TYPE III TYPE I MC 18 x 42.7 REVISED PCEFv-v63 W 33 x 118 PCEFv-v63 TYPE II N/A TYPE IV W 24 x 76 TYPE IV TYPE I MC 18 x 42.7 PRESTRESSED CONCRETE PCEFv-v71 W 36 x 135 PCEFv-v71 TYPE II N/A TYPE V W 33 x 118 TYPE V TYPE II N/A STEEL DIAPHRAGM DETAILS PCEFv-v79 W 36 x 135 PCEFv-v79 TYPE II N/A TYPE VI W 36 x 135 TYPE VI TYPE II N/A STEEL SECTION SIZES SHOWN IN THE DIAPHRAGM SIZING STEEL SECTION SIZES SHOWN IN THE DIAPHRAGM SIZING STEEL SECTION SIZES SHOWN IN THE DIAPHRAGM SIZING STEEL SECTION SIZES SHOWN IN THE DIAPHRAGM SIZING APPROVED: TABLE AND DETAILS ARE A MINIMUM. ALL DIAPHRAGMS TABLE AND DETAILS ARE A MINIMUM. ALL DIAPHRAGMS TABLE AND DETAILS ARE A MINIMUM. ALL DIAPHRAGMS TABLE AND DETAILS ARE A MINIMUM. ALL DIAPHRAGMS ORIGINAL SIGNED BY ISSUED UNDER EB 08-002 MUST BE DESIGNED. MUST BE DESIGNED. MUST BE DESIGNED. MUST BE DESIGNED. GEORGE A. CHRISTIAN, P.E. EFFECTIVE WITH THE DEPUTY CHIEF ENGINEER LETTING OF 1/08/09 (STRUCTURES)

BD-PS7E

WT 8x44.5

THREADED INSERT FOR CONDUITS ‡" DIA.� CONDUITS LONG WIT� THREADED STEEL RODS, THREADED INSERT FOR WT 8x44.5 WASHER (TYP.) NUTS AND WASHERS (PLATED) THREADED INSERT FOR ‡" DIA.� (TYP.) ‡" DIA.� LONG WIT� LONG WIT� WASHER (TYP.) WASHER (TYP.) THREADED INSERT FOR SLOPE ‡" DIA.� LONG WIT� SLOPE WASHER (TYP.)

STEEL CHANNEL (SIZE

TO BE DETERMINED BY DESIGNER)

STEEL CHANNEL (SIZE TO BE DETERMINED BY DESIGNER)

c OF FASCIA BEAM c OF BEAM OF BEAM c OF FASCIA BEAM c

UTILITY SUPPORT UTILITY SUPPORT NOT TO SCALE NOT TO SCALE

NOTES:

CONDUITS, SPACER BARS, SPACER TUBES, WASHERS, NUTS, ETC. WILL BE FURNISHED AND INSTALLED BY THE UTILITY COMPANY WITH COST TO BE INCLUDED IN THE PRICE BID FOR THE UTILITY ITEM. THE CONTRACTOR SHALL PROVIDE HOLES IN DIAPHRAGM ANGLES FOR UTILITY CONNECTIONS. THREADED INSERTS FOR ‡" DIA.� BE CAST IN THE PRECAST BEAM� INSERTS SHALL PROVIDE A MINIMUM ULTIMATE TENSILE CAPACITY OF 11 kips IN 7.5 ksi CONCRETE.

THREADED INSERTS IN BEAMS SHALL BE MECHANICAL CONNECTORS (MEETING ITEM 709-10) AND GALVANIZED IN ACCORDANCE WITH MATERIAL SPECIFICATION 719-01.

DETAILS ON THE DRAWINGS LABELED AS "NOT TO SCALE" ARE INTENTIONALLY DRAWN NOT TO SCALE FOR VISUAL CLARITY. ALL OTHER DETAILS, FOR WHICH NO SCALE IS SHOWN, ARE DRAWN PROPORTIONAL AND ARE FULLY DIMENSIONED.

ISSUED STATE OF NEW YORK 5/01/08 DEPARTMENT OF TRANSPORTATION OPENINGS MAY BE CUT IN THE WEB OF END DIAPHRAGM OFFICE OF STRUCTURES TO ACCOMMODATE UTILITIES. REVISED THE DISTANCE FROM BOTTOM OF THE BEAM TO THE THREADED INSERTS SHALL BE SET EQUAL FOR EACH BEAM. UTILITY DETAILS WHEN WEB OPENINGS ARE REQUIRED FOR UTILITIES, BOTH THE MEMBER SIZE AND WEB OPENING REINFORCEMENT TO BE DETERMINED BY DESIGNER. APPROVED: ORIGINAL SIGNED BY ISSUED UNDER EB 08-002 GEORGE A. CHRISTIAN, P.E. EFFECTIVE WITH THE DEPUTY CHIEF ENGINEER LETTING OF 1/08/09 (STRUCTURES)

BD-PS8E EXTEND FOUR INTERIOR BONDED PRESTRESSED ADDITIONAL EPOXY COATED OR GALVANIZED REINFORCEMENT IN TOP PIER STRANDS IN THE TOP ROW. (ALTERNATE BETWEEN OF SLAB NECESSARY TO MAKE BEAMS CONTINUOUS FOR LIVE LOAD 10" MIN. PERPENDICULAR TO THE SKEW (TYP.) OPPOSING BEAMS.)

c OF BRGS. c OF BRGS. PRESTRESSED BEAM (TYP.)

6" (TYP.) FLANGE FLANGE BOTTOM BOTTOM TOP FLANGE TOP FLANGE

#8 BARS PLACED AS SHOWN. INCLUDE THESE BARS FASCIA SIDE OF EXTEND ONE-HALF OF ALL IN SLAB REINFORCEMENT ITEM. CONTINUITY CONNECTION BONDED PRESTRESSED STRANDS SHALL FOLLOW THE IN THE BOTTOM ROW (TYP.). CONTOUR OF THE BEAMS. (ALTERNATE BETWEEN 6"x6"-W2.9xW2.9 OPPOSING BEAMS.) WIRE MESH-2" COV. (PAID FOR UNDER DECK ITEM) PLAN (INTERIOR PCEF SHOWN)

2" (TYP.)

BOTH SIDES OF CONTINUITY CONNECTION SHALL BE BRIDGE DECK SLAB VERTICAL FROM THE BOTTOM INTERIOR SIDE OF CONTINUITY CONNECTION SHALL BE VERTICAL 10" MIN. PERPENDICULAR TO THE SKEW (TYP.)

3" COV. FROM THE BOTTOM. ADDITIONAL DESIGN REINFORCEMEMT EXTEND FOUR INTERIOR NECESSARY TO MAKE BEAMS BONDED PRESTRESSED CONTINUOUS FOR LIVE LOAD STRANDS IN THE TOP ROW. PARTIAL SECTION-BEAM CONNECTIONS FOR (ALTERNATE BETWEEN OPPOSING BEAMS.) CONTINUOUS SPANS AT PIERS (I-BEAM SHOWN)

1"� 2" (TYP.) ADDITIONAL EPOXY COATED OR GALVANIZED REINFORCEMENT IN TOP OF SLAB NECESSARY TO MAKE BEAMS CONTINUOUS FOR LIVE LOAD #8 BARS PLACED AS SHOWN. INCLUDE THESE BARS ENDS OF THE BEAMS SHALL BE IN SLAB REINFORCEMENT ITEM. CLEANED AS PER THE REQUIREMENTS OF SECTION 6.2.1 OF THE P.C.C.M.

10" PRESTRESSED BEAM (TYP.)

6" (TYP.) (TYP.)

NOTE: EXTEND ONE-HALF OF ALL STIRRUPS AND LONGITUDINAL BONDED PRESTRESSED STRANDS BEAM REINFORCEMENT IN THE BOTTOM ROW (TYP.). NOT SHOWN FOR CLARITY. (ALTERNATE BETWEEN OPPOSING BEAMS.) PIER

FASCIA SIDE OF SIDE ELEVATION CONTINUITY CONNECTION SHALL FOLLOW THE 6"x6"-W2.9xW2.9 CONTOUR OF THE BEAMS. WIRE MESH-2" COV. (PAID FOR UNDER DECK ITEM) CONTINUOUS FOR LIVE LOAD CONNECTIONS (PCEF SHOWN) NOTE: 2" (TYP.) DETAILS ON THE DRAWINGS LABELED AS "NOT TO SCALE" ARE BOTH SIDES OF CONTINUITY INTENTIONALLY DRAWN NOT TO SCALE FOR VISUAL CLARITY. ALL CONNECTION SHALL BE OTHER DETAILS, FOR WHICH NO SCALE IS SHOWN, ARE DRAWN VERTICAL FROM THE BOTTOM PROPORTIONAL AND ARE FULLY DIMENSIONED.

INTERIOR SIDE OF CONTINUITY ISSUED STATE OF NEW YORK CONNECTION SHALL BE VERTICAL 5/01/08 DEPARTMENT OF TRANSPORTATION FROM THE BOTTOM. DESIGNER SHALL VERIFY THROUGH ANALYSIS THAT EXTENDED STRANDS ARE ADEQUATE OFFICE OF STRUCTURES FOR THE DESIGN LOADS. REVISED THERE ARE NO DIAPHRAGMS AT THE PIER FOR BEAMS MADE CONTINUOUS FOR LIVE LOAD. PRESTRESSED CONCRETE PARTIAL SECTION-BEAM CONNECTIONS FOR CONTINUOUS FOR CONTINUOUS SPANS AT PIERS LIVE LOAD DETAILS (PCEF SHOWN) APPROVED: ORIGINAL SIGNED BY ISSUED UNDER EB 08-002 GEORGE A. CHRISTIAN, P.E. EFFECTIVE WITH THE DEPUTY CHIEF ENGINEER LETTING OF 1/08/09 (STRUCTURES)

BD-PS9E #4(E OR G) COMPOSITE SHEAR BARS AT REQ'D DESIGN SPACING 3'-11" c OF BEARINGS c OF BEARINGS .6" DIA. STRANDS TENSIONED TO 2.2 kips PER STRAND 5" 8" 8" 8" 8" 5"

INDICATE c OF BEAM INDICATE ANGLE ANGLE 1" #4(E OR G) COMPOSITE 1'-0" SHEAR BARS (MIN.) 1" 6"

(TYP.) (MIN.) 0 0.6" DIA. STRANDS 4" 0 8" 4"

#4 TOP FLANGE REINFORCEMENT 2" COV. (MIN.)

2" (ATTACH TO WEB STIRRUPS) 1 c OF BEARINGS TO BEARINGSc (TYP.) 1'-6" 2" (TYP.) (TYP.) #4 TOP FLANGE REINFORCEMENT (ATTACH TO WEB STIRRUPS) 7" PLAN NOT TO SCALE VARIES #4 WEB STIRRUPS 1"�

(TYP.) BEAM DEPTH BEAM LENGTH 9" 3" � (TYP.)

DIAPHRAGM SPACING DIAPHRAGM SPACING DIAPHRAGM SPACING 3 #4 BOTTOM FLANGE REINFORCEMENT VARIES (SAME SPACING AS WEB STIRRUPS) VARIES END ZONE REINFORCEMENT

A 3"

9" 1 (MIN.) 0 4 SPACES @ 2" STRAND PATTERN 2 3" 13 SPACES @ 2" 3" ƒ" CHAMF STRAND PATTERN 2'-8" BEAM LENGTH - DENOTES STRAIGHT STRANDS SECTION A-A - DENOTES DRAPED STRANDS

- DENOTES STRANDS TENSIONED TO 2.2 kips A c OF DIAPHRAGM c OF BEARINGS ELEVATION c OF BEARINGS c OF DIAPHRAGM NOT TO SCALE NOTES: THE PRESTRESSING STRANDS SHALL BE 0.6" DIAMETER WITH A GUARANTEED ULTIMATE STRENGTH OF 270 ksi. JACKING FORCE = 43.8 kips PER STRAND. REQUIRED MINIMUM CONCRETE STRENGTH AT TRANSFER = 8 ksi. PRESTRESSED CONCRETE PCEF REINFORCEMENT REQUIRED MINIMUM CONCRETE STRENGTH AT 56 DAYS = 10 ksi.

H K THE ALLOWABLE TENSION IN THE PRESTRESSED CONCRETE UNITS: MARK NO. LENGTH TYPE WEIGHT A B C D E F G H2 J K2 L O R H1 K1 AT TRANSFER = ksi. AT SERVICE LIMIT STATE = ksi. I 3'-8" II 1"-0" VAR 1"-0" ALL EXPOSED CORNERS, EXCEPT T III 1'-2" 4 ALL TEMPORARY INSERTS SHALL BE APPROVED BY THE DEPUTY CHIEF IV 9 2'� 4 2 1� 2" ENGINEER (STRUCTURES) AND DETAILED ON THE PRESTRESSED CONCRETE "SHOP DRAWINGS". V 4" 1'-1" 2" BAR REINFORCEMENT SHALL BE ASTM A615, GRADE 60.

THE TOPS OF PRESTRESSED UNITS SHALL RECEIVE A TRANSVERSE TOTAL PLAIN BARS lb PER BEAM STIFF BROOM FINISH. TOTAL EPOXY BARS lb PER BEAM FOR END ZONE REINFORCEMENT, SEE BD-PS10E. DETAILS ON THE DRAWINGS LABELED AS "NOT TO SCALE" ARE FOR FILLED STAY-IN-PLACE FORM DETAILS, SEE BD-PS14E. E E INTENTIONALLY DRAWN NOT TO SCALE FOR VISUAL CLARITY. ALL O OTHER DETAILS, FOR WHICH NO SCALE IS SHOWN, ARE DRAWN D JACKING FORCE SHALL BE ROUNDED TO THE NEAREST 0.1 kips AND D PROPORTIONAL AND ARE FULLY DIMENSIONED. THE SAME FOR ALL PRESTRESSED UNITS IN A BRIDGE. A TYPE I H R R

C STATE OF NEW YORK C IN THE ZONE WHERE STIRRUPS ARE SPACED CLOSELY ATTACH THE ISSUED 5/01/08 DEPARTMENT OF TRANSPORTATION TOP FLANGE HORIZONTAL BARS TO ALTERNATE STIRRUPS. OFFICE OF STRUCTURES O B D B REVISED E E THE STRANDS LABELED SHALL BE TENSIONED TO 2.2 kips. TYPE IV THESE STRANDS OR ADDITIONAL STRANDS WITHIN THE TOP PRESTRESSED TYPE III FLANGE MAY BE TENSIONED TO FULL PRETENSIONING IF REQUIRED PCEF - PLAN AND ELEVATION BY DESIGN. C C C R TYPE II APPROVED: ORIGINAL SIGNED BY ISSUED UNDER EB 08-002 ALL DIMENSIONS ARE OUT-TO-OUT DIMENSIONS. TYPE V GEORGE A. CHRISTIAN, P.E. EFFECTIVE WITH THE COST OF BAR REINFORCEMENT TO BE PAID FOR UNDER THE BEAM ITEM. DEPUTY CHIEF ENGINEER LETTING OF 1/08/09 (STRUCTURES)

3" 3" 3" 3" 3" 3" BD-PS10E 5" 8" 8" 8" 8" 5" 5" 8" 8" 8" 8" 5" 5" 8" 8" 8" 8" 5" 1 1 1 5 (MIN.) 4" 4" 4" @ 2" X SPACES

c OF BEARING c OF BEARING POSSIBLE LOCATION POSSIBLE LOCATION OF DRAPED STRANDS OF DRAPED STRANDS C.G. OF PRESTRESSING STRANDS (DESIGNER TO INDICATE (DESIGNER TO INDICATE IF REQUIRED (10 MAX.) IF REQUIRED (10 MAX.)

7"

7" NOTE: 7" NOTE: NOTE: MILD REINFORCEMENT NOT MILD REINFORCEMENT NOT MILD REINFORCEMENT NOT EQUAL 0.2 L 1'-6"u EQUAL SHOWN FOR CLARITY. SHOWN FOR CLARITY. SHOWN FOR CLARITY. L = BEAM LENGTH

DRAPED TENDON PROFILE X SPACES ~@ 2" X SPACES ~@ 2" C X SPACES ~@ 2" STRAND PATTERN STRAND PATTERN B STRAND PATTERN NOT TO SCALE

A

3" 13 SPACES @ 2" 3" 3" 13 SPACES @ 2" 3" 3" 13 SPACES @ 2" 3" 2 2 STRAND PATTERN STRAND PATTERN 2 STRAND PATTERN

SYM. ABOUT OF BEAMc TYPICAL SECTION @ c BEARINGS TYPICAL SECTION @ MIDSPAN TYPICAL SECTION USING DRAPED STRANDS USING DRAPED STRANDS USING DEBONDED STRANDS c OF BEARING C.G. OF PRESTRESSING STRANDS - DENOTES STRAIGHT STRANDS - DENOTES STRANDS TENSIONED TO 2.2 kips

- DENOTES DRAPED STRANDS - DENOTES DEBONDED STRAND

DEBONDED A NO. OF STRANDS DEBONDED B NO. OF STRANDS DEBONDED C NO. OF STRANDS #4 WEB STIRRUPS @ DESIGN SPACING #4 WEB STIRRUP BARS @ 4" (2 BARS PER S (2 BARS PER SET) ONE DESIGN SPACING SCHEMATIC DETAIL 2" COV. 4" #4 WEB STIRRUP BARS @ DESIGN SPACING FOR DEBONDED STRANDS (2 BARS PER SET) 2'-0" (MAX.) NOT TO SCALE #4 TOP FLANGE REINFORCEMENT @ DESIGN SPACING (TYP.)

H (MIN.)

C.G. PRESTRESSING STRAND

H CONSULT THE NYSDOT BRIDGE MANUAL FOR DEBONDING CRITERIA.

THE BAR LIST FOR EACH PRESTRESSED BEAM SHALL BE PLACED ON THAT BEAM SHEET. ALL BAR REINFORCEMENT EMBEDDED IN THE PRESTRESSED BEAMS SHALL BE INCLUDED IN PRESTRESSED BEAM ITEM.

NOTE: ALL REINFORCEMENT TO BE VERIFIED BY DESIGNER. DETAILS ON THE DRAWINGS LABELED AS "NOT TO SCALE" ARE WEB STIRRUPS AT THE ENDS SHALL MEET BURSTING REQUIREMENTS AS INTENTIONALLY DRAWN NOT TO SCALE FOR VISUAL CLARITY. ALL REQUIRED BY THE DESIGN SPECIFICATIONS. LARGER BAR SIZES MAY BE OTHER DETAILS, FOR WHICH NO SCALE IS SHOWN, ARE DRAWN USED IF REQUIRED BY DESIGN. PROPORTIONAL AND ARE FULLY DIMENSIONED. WHEN DRAPED STRANDS ARE USED THE TOTAL HOLD DOWN FORCE OF ALL DRAPED STRANDS FOR EACH BEAM SHALL NOT EXCEED 75% OF TOTAL BEAM WEIGHT. ISSUED STATE OF NEW YORK 5/01/08 DEPARTMENT OF TRANSPORTATION THE STRANDS LABELED SHALL BE TENSIONED TO 2.2 kips. THESE OFFICE OF STRUCTURES MOVE BARS WHICH MAY INTERFERE WITH DIAPHRAGM CONNECTION REVISED c BRGS. HOLES. IF BARS MUST BE C� STRANDS OR ADDITIONAL STRANDS WITHIN THE TOP FLANGE MAY BE TENSIONED TO FULL PRETENSIONING IF REQUIRED BY DESIGN. PRESTRESSED CONCRETE BEARING LENGTH PCEF-MISCELLANEOUS #4 BOTTOM FLANGE REINFORCEMENT BEAM OVERHANG = + 1" PAST c BEARINGS 2 @ DESIGN SPACING (TYP.) DETAILS APPROVED: NOTE: COMPOSITE SHEAR BARS ORIGINAL SIGNED BY ISSUED UNDER EB 08-002 GEORGE A. CHRISTIAN, P.E. END ZONE REINFORCEMENT vNOT SHOWN FOR CLARITY. EFFECTIVE WITH THE DEPUTY CHIEF ENGINEER LETTING OF 1/08/09 NOT TO SCALE (STRUCTURES)

BD-PS11E #4(E OR G) COMPOSITE SHEAR BARS AT REQUIRED SPACING

OF BEARINGS c OF BEARINGS c

0.6" DIAMETER STRANDS TENSIONED TO 2.2 k PER STRAND

INDICATE #4(E OR G) COMPOSITE OF BEAM ANGLE c INDICATE SHEAR BARS (TYP.) ANGLE 6" (TYP.) 4"

8" (TYP.) 0

0.6" DIA. STRANDS

#4 TOP FLANGE REINFORCEMENT 2" COV. (MIN.) (TYP.) c OF BEARINGS TO c BEARINGS

#4 TOP FLANGE REINFORCEMENT (ATTACH TO WEB STIRRUPS) #4 WEB STIRRUP BARS (TYP.) PLAN NOT TO SCALE

0 #4 BOTTOM FLANGE REINFORCEMENT BEAM LENGTH (SAME SPACING AS WEB STIRRUPS) 1" COV�

DIAPHRAGM SPACING DIAPHRAGM SPACING DIAPHRAGM SPACING

VARIES X SPACES @ 2" STRAND PATTERN VARIES A 0 OMIT CORNER

STRANDS (TYP.) Y SPACES @ 2" 2 - DENOTES STRAIGHT STRANDS STRAND PATTERN - DENOTES DRAPED STRANDS

- DENOTES STRANDS END ZONE REINFORCEMENT SECTION A-A TENSIONED TO 2.2 k

BEAM DEPTH (TYPE I - IV)

A

c OF DIAPHRAGM c OF DIAPHRAGM ELEVATION c OF BRGS. NOT TO SCALE c OF BRGS.

NOTES:

THE PRESTRESSING STRANDS SHALL BE 0.6" DIAMETER WITH A GUARANTEED ULTIMATE STRENGTH OF 270 ksi. BAR LIST TABLE JACKING FORCE = 43.8 kips PER STRAND. REQUIRED MINIMUM CONCRETE STRENGTH AT TRANSFER = 8 ksi. H K REQUIRED MINIMUM CONCRETE STRENGTH FOR ACCEPTANCE = 10 ksi. MARK A K L O R NO. LENGTH TYPE WEIGHT B C D E F G H 2 J 2 H 1 K1 THE ALLOWABLE TENSION IN THE PRESTRESSED CONCRETE UNITS: AT TRANSFER = ksi. AT SERVICE LIMIT STATE = ksi. ALL EXPOSED CORNERS, EXCEPT T

ALL TEMPORARY INSERTS SHALL BE APPROVED BY THE DEPUTY CHIEF ENGINEER (STRUCTURES) AND DETAILED ON THE PRESTRESSED CONCRETE "WORKING DRAWINGS".

BAR REINFORCEMENT SHALL BE ASTM A615, GRADE 60.

THE TOPS OF PRESTRESSED UNITS SHALL RECEIVE A TRANSVERSE FOR CAMBER AND LOAD TABLES, SEE BD-PS14E. TOTAL PLAIN BARS lb PER BEAM STIFF BROOM FINISH. TOTAL EPOXY BARS lb PER BEAM FOR END ZONE REINFORCEMENT, SEE BD-PS12E. DETAILS ON THE DRAWINGS LABELED AS "NOT TO SCALE" ARE INTENTIONALLY DRAWN NOT TO SCALE FOR VISUAL CLARITY. ALL FOR FILLED STAY-IN-PLACE FORM DETAILS, SEE BD-PS14E. OTHER DETAILS, FOR WHICH NO SCALE IS SHOWN, ARE DRAWN PROPORTIONAL AND ARE FULLY DIMENSIONED. I-BEAM TYPE V AND VI REINFORCEMENT DETAILS SIMILAR TO PCEF. O D B TYPE I E E JACKING FORCE SHALL BE ROUNDED TO THE NEAREST 0.1 kips AND D D THE SAME FOR ALL PRESTRESSED UNITS IN A BRIDGE. ISSUED STATE OF NEW YORK 5/01/08 DEPARTMENT OF TRANSPORTATION IN THE ZONE WHERE STIRRUPS ARE SPACED CLOSELY ATTACH THE OFFICE OF STRUCTURES C TOP FLANGE HORIZONTAL BARS TO ALTERNATE STIRRUPS. REVISED C TYPE III C THE STRANDS LABELED SHALL BE TENSIONED TO 2.2 kips. PRESTRESSED CONCRETE C C R H THESE STRANDS OR ADDITIONAL STRANDS WITHIN THE TOP AASHTO I-BEAMS B

B FLANGE MAY BE TENSIONED TO FULL PRETENSIONING IF REQUIRED BY DESIGN. PLAN AND ELEVATION O APPROVED: TYPE II ORIGINAL SIGNED BY A TYPE V ISSUED UNDER EB 08-002 GEORGE A. CHRISTIAN, P.E. EFFECTIVE WITH THE ALL DIMENSIONS ARE OUT-TO-OUT DIMENSIONS TYPE IV DEPUTY CHIEF ENGINEER LETTING OF 1/08/09 COST OF BAR REINFORCEMENT TO BE INCLUDED THE IN BEAM ITEM. (STRUCTURES)

BD-PS12E 1 1 1

4" 4" 4"

c OF BEARING c OF BEARING

C.G. OF PRESTRESSING STRANDS @ 2" X SPACES

POSSIBLE LOCATION POSSIBLE LOCATION OF DRAPED STRANDS OF DRAPED STRANDS (DESIGNER TO INDICATE (DESIGNER TO INDICATE IF REQUIRED (10 MAX.) EQUAL u EQUAL IF REQUIRED (10 MAX.) 0.2 L 1'-6" L = BEAM LENGTH NOTE: NOTE: NOTE: MILD REINFORCEMENT NOT MILD REINFORCEMENT NOT MILD REINFORCEMENT NOT SHOWN FOR CLARITY. SHOWN FOR CLARITY. SHOWN FOR CLARITY. DRAPED TENDON PROFILE NOT TO SCALE

X SPACES @ 2" STRAND PATTERN X SPACES @ 2" STRAND PATTERN X SPACES @ 2" STRAND PATTERN C

B

A

SYM. ABOUT OF BEAMc 2 2 Y SPACES @ 2" 2 Y SPACES @ 2" Y SPACES @ 2" STRAND PATTERN STRAND PATTERN STRAND PATTERN c OF BEARING C.G. OF PRESTRESSING STRANDS TYPICAL SECTION @ c BEARINGS TYPICAL SECTION @ MIDSPAN TYPICAL SECTION USING

DEBONDED STRANDS USING DRAPED STRANDS USING DRAPED STRANDS

DEBONDED A NO. OF STRANDS - DENOTES STRAIGHT STRANDS - DENOTES STRANDS TENSIONED TO 2.2 kips DEBONDED B NO. OF STRANDS - DENOTES DRAPED STRANDS - DENOTES DEBONDED STRAND DEBONDED C NO. OF STRANDS

SCHEMATIC DETAIL FOR DEBONDED STRANDS H (MIN.) NOT TO SCALE

#4 WEB STIRRUPS @ DESIGN SPACING 4" ONE DESIGN SPACING (2 BARS PER S

2" COV. #4 WEB STIRRUP #4 WEB STIRRUPS AT DESIGN SPACING @ 4" CENTERS (2 BARS PER SET) 2'-0" (MAX.) (2 BARS PER SET)

#4 TOP FLANGE

REINFORCEMENT, CONSULT THE NYSDOT BRIDGE MANUAL FOR DEBONDING CRITERIA. AT DESIGN SPACING TOP FLANGE REINFORCEMENT FOR I-BEAM TYPE I THROUGH I-BEAM TYPE IV SIMILAR TO THAT SHOWN IN SECTION A-A ON BD-PS11E. C.G. PRESTRESSING STRAND H TOP FLANGE REINFORCEMENT FOR I-BEAM TYPE V AND I-BEAM TYPE VI SIMILAR TO TOP FLANGE REINFORCEMENT SHOWN FOR BULB-TEES.

THE BAR LIST FOR EACH PRESTRESSED BEAM SHALL BE PLACED ON THAT BEAM SHEET. ALL BAR REINFORCEMENT EMBEDDED IN THE PRESTRESSED BEAMS SHALL BE INCLUDED IN PRESTRESSED BEAM ITEM. NOTE: #4 BOTTOM FLANGE DETAILS ON THE DRAWINGS LABELED AS "NOT TO SCALE" ARE REINFORCEMENT, ALL REINFORCEMENT TO BE VERIFIED BY DESIGNER. AT DESIGN SPACING INTENTIONALLY DRAWN NOT TO SCALE FOR VISUAL CLARITY. ALL OTHER DETAILS, FOR WHICH NO SCALE IS SHOWN, ARE DRAWN WEB STIRRUPS AT THE ENDS SHALL MEET BURSTING REQUIREMENTS AS PROPORTIONAL AND ARE FULLY DIMENSIONED. REQUIRED BY THE DESIGN SPECIFICATIONS. LARGER BAR SIZES MAY BE USED IF REQUIRED BY DESIGN. c BEARINGS ISSUED STATE OF NEW YORK MOVE BARS WHICH MAY INTERFERE WITH DIAPHRAGM CONNECTION WHEN DRAPED STRANDS ARE USED THE TOTAL HOLD DOWN FORCE OF ALL HOLES. IF BARS MUST BE CU 1/18/08 DEPARTMENT OF TRANSPORTATION DRAPED STRANDS FOR EACH BEAM SHALL NOT EXCEED 75% OF TOTAL BEAM OFFICE OF STRUCTURES WEIGHT. REVISED NOTE: COMPOSITE SHEAR BARS THE STRANDS LABELED SHALL BE TENSIONED TO 2.2 kips. THESE PRESTRESSED CONCRETE NOT SHOWN FOR CLARITY STRANDS OR ADDITIONAL STRANDS WITHIN THE TOP FLANGE MAY BE REINFORCEMENT AT ENDS OF BEAMS TENSIONED TO FULL PRETENSIONING IF REQUIRED BY DESIGN. AASHTO I-BEAMS NOT TO SCALE MISCELLANEOUS DETAILS BEAM OVERHANG = BEARING LENGTH + 1" PAST BEARINGSc 2 APPROVED: ORIGINAL SIGNED BY ISSUED UNDER EB 08-001 GEORGE A. CHRISTIAN, P.E. EFFECTIVE WITH THE DEPUTY CHIEF ENGINEER LETTING OF 9/04/08 (STRUCTURES)

BD-PS13E

A

VARIES

4" VARIES 4" ƒ" BL 4" VARIES 4" ƒ" BL END OF

� BEAM

ƒ� p ƒ" C�

5 BOTTOM OF FLANGE

BEARING SOLE p BOTTOM OF HEADED ANCHOR BEAM B B STUD (TYP.) ƒ" 1" MIN. � 10" ANCHOR SECTION B-B STUD (TYP.) c OF BEAM NOT TO SCALE

HEADED ANCHOR STUD 2'-8" (TYP.) 0" (TYP.) 2'-8" � 5 10" 10" 5 � #4 BAR #4 BAR

c OF BEAM 10"

1" MIN. �

ƒ p 6" 1"

5 (TYP.) TYP. � 2 p COST TO BE INCLUDED IN PRICE BEARING SOLE 3" 2" 2" 2" 2" 2" 3" 3" 2" 2" 2" 2" 2" 3" ƒ� p BID FOR NEBT BEAM ITEM � HEADED ANCHOR STUD BEARING SOLE p ƒ" C� (TYP.) ANCHOR STUD CLEARANCE DETAIL A SECTION A-A NOT TO SCALE PLAN NOT TO SCALE NOT TO SCALE

EMBEDDED BEARING CONNECTION PLATE (PCEF DETAILS)

C

c OF BEAM � ƒ" BL

NOTES:

END OF EMBEDDED BEARING CONNECTION PLATES SHALL BE ASTM A709 (GRADE 50) 1" 1" BEAM STEEL, AND SHALL BE GALVANIZED IN ACCORDANCE WITH MATERIAL ƒ" � SPEC. 719-01. THE HEADED ANCHOR STUDS SHALL BE ATTACHED TO � � 4" VARIES 4" ƒ" BL ANCHOR c OF BEAM THE PLATES PRIOR TO GALVANIZING. STUD (TYP.) HEADED ANCHOR STUD (TYP.) ANCHOR STUDS SHALL MEET THE REQUIREMENTS LISTED IN SUB-SECTION 709-05, STUD SHEAR CONNECTORS. ƒ" CHAMF D D SURFACES OF BEARING PLATES NOT IN CONTACT WITH CONCRETE SHALL TYP. 6" BE GALVANIZED IN ACCORDANCE WITH MATERIAL SPEC. 719-01. AFTER

BOTTOM OF FLANGE WELDING TO BEARING, THE WELDED AREA SHALL BE RECOATED WITH AN APPROVED GALVANIZING MATERIAL. � p DETAILS ON THE DRAWINGS LABELED AS "NOT TO SCALE" ARE BOTTOM OF BEARING SOLE p INTENTIONALLY DRAWN NOT TO SCALE FOR VISUAL CLARITY. ALL COST TO BE INCLUDED IN PRICE BID FOR BEARING SOLE p ƒ p BEAM

� OTHER DETAILS, FOR WHICH NO SCALE IS SHOWN, ARE DRAWN C BEARING SOLE p PRESTRESSED CONC. I-BEAM UNIT HEADED ANCHOR STUD PROPORTIONAL AND ARE FULLY DIMENSIONED. (TYP.) SECTION D-D SECTION C-C NOT TO SCALE PLAN NOT TO SCALE ISSUED STATE OF NEW YORK NOT TO SCALE 1/18/08 DEPARTMENT OF TRANSPORTATION OFFICE OF STRUCTURES REVISED PRESTRESSED CONCRETE EMBEDDED BEARING CONNECTION PLATE SPREAD BEAM MISCELLANEOUS (AASHTO I-BEAM DETAILS) DETAILS (1 OF 2) APPROVED: ORIGINAL SIGNED BY ISSUED UNDER EB 08-001 GEORGE A. CHRISTIAN, P.E. EFFECTIVE WITH THE DEPUTY CHIEF ENGINEER LETTING OF 9/04/08 (STRUCTURES)

BD-PS14E

DESIGN LOAD TABLE

REACT. AT MAX. MOM. UNIT ABUTMENT (kips) MIDSPAN (k-ft) BEAM * DIAPHRAGMS c OF c OF D.L. SLAB BRGS. BRGS. UTILITIES BEGIN. END CAMBER TABLE HAUNCH TABLE 0.1 L1 0.2 L1 0.3 L1 0.4 L1 0.5 L1 0.6 L1 0.7 L1 0.8 L1 0.9 L1 SIDEWALK ABUT. ABUT. CAMBER DUE TO PRESTRESSED FORCE AND RAILINGS A REQ'D BOTTOM OF SLAB ELEVATION BEAM D.L. (WITHOUT GROWTH) @ TRANSFER S.D.L. FUTURE W.S. B TOP OF BEAM EL. (FIELD MEASURE) C = A - B D CONCRETE + S.D.L. DEFLECTION L.L.

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

NOTE: TO BE USED ONLY WHEN EXTERNAL DIAPHRAGMS ARE USED. THE CONTRACTOR SHALL PROVIDE THE ENGINEER * INTERNAL DIAPHRAGMS ARE INCLUDED IN BEAM DEAD LOAD. WITH THE COMPLETED HAUNCH TABLE PRIOR TO SETTING THE BOTTOM FORMWORK OF THE DECK. v* SHOW* LIVE LOAD DESIGN CRITERIA (HL-93 OR DESIGN PERMIT VEHICLE). THE JACKING FORCE SHALL BE GIVEN TO THE NEAREST 0.1vkip AND SHALL BE THE SAME FOR ALL PRESTRESSED UNITS IN A BRIDGE.

FSIP FORM SEAT

TRANSVERSE RAKE OR BROOM FINISH F.S.I.P. FORM DESIGNER NOTES: #4 BAR FASCIA c BULB TEE DESIGNER SHALL PROVIDE COMPLETE HAUNCH TABLES, CAMBER TABLES, AND DESIGN LOAD TABLES.

FOR FORM UNIT NOTES AND DETAILS, SEE BD-SS8E. 2 2'-0" (TYP.) 2'-0" (MAX.) 8" (MIN.) NOTES: 1" 1" THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN OF THE FSIP FORM SEAT AND WELD. TOP FLANGE OF BULB TEE GALVANIZED SUPPORT ZEE INSERTS THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING THE CONCRETE SLAB OVERHANG AT FASCIA BEAM LAITANCE FROM THE ATTACHMENT PLATE BEFORE INSTALLING THE FSIP FORMS.

DETAILS ON THE DRAWINGS LABELED AS "NOT TO SCALE" ARE FILLED STAY IN PLACE FORM ATTACHMENT DETAIL INTENTIONALLY DRAWN NOT TO SCALE FOR VISUAL CLARITY. ALL OTHER DETAILS, FOR WHICH NO SCALE IS SHOWN, ARE DRAWN NOT TO SCALE PROPORTIONAL AND ARE FULLY DIMENSIONED.

ISSUED STATE OF NEW YORK 1/18/08 DEPARTMENT OF TRANSPORTATION OFFICE OF STRUCTURES REVISED PRESTRESSED CONCRETE SPREAD BEAM MISCELLANEOUS DETAILS (2 OF 2) APPROVED: ORIGINAL SIGNED BY ISSUED UNDER EB 08-001 GEORGE A. CHRISTIAN, P.E. EFFECTIVE WITH THE DEPUTY CHIEF ENGINEER LETTING OF 9/04/08 (STRUCTURES)