REVISIONS

Mark Description By Chk'd Recm'd. Date

RECOMMENDED

SHEET OF

DEPARTMENT OF BRIDGES

MERCER COUNTY, PENNSYLVANIA

DES: DWG: CKD:

-M A

R -2

:4

P

L O

T T

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BRIDGE NO. 2904

WILMINGTON TOWNSHIP

T-546 (BEND RD)

OVER BRANCH OF LITTLE NESHANNOCK CREEK

SINGLE SPAN STEEL ROLLED BEAM BRIDGE

N00°49'00"E m a r e n a O

P E

R A

T O

R

F

IL

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BMS STR ID: 43 7229 0546 2904 BRKEY: 26295

BRIDGE ENGINEER

26P

\0

\M ic ro s ta ti o n \B

R

ID

G E

B e n d R o a d

\B R

ID

G

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D \B

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GENERAL PLAN AND ELEVATION

� BRG TO � BRG

61'-6"

CLEAR SPAN

60'-0"

ABUT 1

STA 52+37.25

BRG�

ABUT 2

STA 52+98.75

BRG�

C R

E E

K N

E S

H A

N N

O C

K

L

IT

T L

E

B R

A N

C H

O F

GUIDE RAIL BARRIER

PA STRUCTURE MOUNTED

STA AHEAD

� BRG TO � BRG

61'-6"

CLEAR SPAN

60'-0" (FIX)

ELEV 1011.02

ABUT 2

� BRG

(EXP)

ELEV 1012.07

ABUT 1

� BRG

GUIDE RAIL BARRIER

PA STRUCTURE MOUNTED

-1.7%

ELEV 1007.31

LOW CHORD

PROPOSED STREAMBED

EXISTING AND

DATUM 985

W33X118

PLAN

ELEVATION

4 0 4 8 FEET

4 0 4 8 FEET

DAM DAM MJA

TANGENT AT BRIDGE

VERTICAL CURVE DATA

HLSD 194'

MO 0.45'

VC 97'

ELEV 1012.94

PVI STA 51+85.72

HLSD 481'

MO 0.18'

VC 61'

ELEV 1010.37

PVI STA 53+37.17

ROADWAY SURFACE

PENNSYLVANIA 16066

CRANBERRY TOWNSHIP,

220 WEST KENSINGER DRIVE, SUITE 100

HERBERT, ROWLAND AND GRUBIC INC.

PREPARED BY

FEB. 10, 2026RC-51MTYPE 31 STRONG POST GUIDE RAIL

FEB. 10, 2026RC-12MBACKFILL AT STRUCTURES

FEB. 10, 2026RC-11MCLASSIFICATION OF EARTHWORK FOR STRUCTURES

NOV. 23, 2022BC-788MTYPICAL WATERPROOFING AND EXPANSION DETAILS

JAN. 31, 2019BC-755MBEARINGS

NOV. 23, 2022BC-754M

(STRAIGHT GIRDERS ONLY)

STEEL DIAPHRAGMS FOR STEEL BEAM/GIRDER STRUCTURES

JAN. 31, 2019BC-753MSTEEL GIRDER DETAILS

NOV. 23, 2022BC-752MCONCRETE DECK SLAB DETAILS

JAN. 31, 2019BC-751MBRIDGE DRAINAGE

NOV. 23, 2022BC-736MREINFORCEMENT BAR FABRICATION DETAILS

FEB. 19, 2021BC-734MANCHOR SYSTEMS

NOV. 23, 2022BC-732MPERMANENT METAL DECK FORMS

JAN. 31, 2019BC-706MPA STRUCTURE MOUNTED GUIDE RAIL BARRIER

RECM'D DATEDWG NODESCRIPTION

SUPPLEMENTAL DRAWINGS

1000 1

WING A

WING B

WING C

WING D

30°13'-6"D

30°15'-6"C

30°15'-0"B

30°15'-0"A

SKEW*LENGTHWINGWALL

WINGWALL TABLE

FROM FF ABUT TO FF WING

*WINGWALL SKEW MEASURED

MIN UNDERCLEARANCE

"4

39'-3

LEGEND

AERIAL ELECTRIC LINE

DIRECTION OF TRAVEL FLOW

PROPOSED MAJOR CONTOUR

PROPOSED MINOR CONTOUR

EXISTING SIGN

EXISTING CONTOUR LINE

EXISTING EDGE OF STREAM

DRAINAGE SWALE

RELOCATED

TO BE REMOVED

EXISTING BRIDGE

CLASS R-7 CHOKED WITH R-4 (TYP)

SELECTED BORROW EXCAVATION ROCK,

CLASS R-7 CHOKED WITH R-4 (TYP)

SELECTED BORROW EXCAVATION ROCK,

INFORMATION ONLY)

TEMPORARY SHORING (FOR

APPROXIMATE LOCATION OF

(TYP)

2'-0" BENCH

STA 52+36.25

BEGIN BRIDGE

L A

N E

L A

N E

90°0'0"

(TYP)

STA 52+99.75

END BRIDGE

CONSTR �

T-546 (BEND RD)

(ROADWAY ITEM) TYP

APPROACH ROADWAY

SUPERSTRUCTURE REINFORCEMENT BAR SCHEDULE26

BARRIER DETAILS25

SLAB REINFORCEMENT SECTION24

SLAB REINFORCEMENT PLAN23

ABUTMENT 2 END DIAPHRAGM AND DETAILS22

ABUTMENT 1 END DIAPHRAGM AND DETAILS21

BEARING DETAILS20

BEAM ELEVATION AND DIAPHRAGM DETAILS19

FRAMING PLAN18

ABUTMENT 2 REINFORCEMENT BAR SCHEDULE17

ABUTMENT 2 WING D DETAILS16

ABUTMENT 2 WING C DETAILS15

ABUTMENT 2 SECTIONS14

ABUTMENT 2 FOOTING PLAN13

ABUTMENT 2 PLAN AND ELEVATION12

ABUTMENT 1 REINFORCEMENT BAR SCHEDULE11

ABUTMENT 1 WING B DETAILS10

ABUTMENT 1 WING A DETAILS9

ABUTMENT 1 SECTIONS8

ABUTMENT 1 FOOTING PLAN7

ABUTMENT 1 PLAN AND ELEVATION6

STAKE-OUT PLAN5

TYPICAL SECTION AND ELEVATIONS4

QUANTITIES AND RATING TABLE3

GENERAL NOTES2

GENERAL PLAN AND ELEVATION1

TITLESHEET NO.

INDEX OF DRAWINGS

HYDRAULIC DATA

VELOCITY = 5.40 FPS

ELEVATION = 1003.39

MAGNITUDE = 2,530 CFS

100 YEAR FLOOD:

VELOCITY = 4.98 FPS

ELEVATION = 1002.80

MAGNITUDE = 2,150 CFS

DESIGN FLOOD: 50 YEAR

DRAINAGE AREA: 16.7 SQ MILES

VERTICAL CURVE DATA

HORIZONTAL CURVE DATA

(TYP)

4'-0"

BFE: ELEV 989.92

BFE: ELEV 988.12

EXISTING GROUND

(ROADWAY ITEM) TYP

APPROACH GUIDE RAIL

ELEV. 996.00

ELEV. 998.00

(T Y P

'-0

(ROADWAY ITEM) TYP

APPROACH GUIDE RAIL

S H

L D

R

S H

L D

R

C U

R B

-T O

-C U

R B

B A

R R

IE

R

T

Y P

Q100 Q50

MAT, 6" MIN. THICKNESS (TYP)

CLASS C CEMENT CONCRETE MUD

SHORING

TEMPORARY

MINIMUM

20'-0"

1.5 1.0

1.0 1.5

3/30/2026

4/2/2026

RECOMMENDED

SHEET OF

DEPARTMENT OF BRIDGES

MERCER COUNTY, PENNSYLVANIA

DES: DWG: CKD:

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:5

P

L O

T T

E D

BRIDGE NO. 2904

WILMINGTON TOWNSHIP

T-546 (BEND RD)

OVER BRANCH OF LITTLE NESHANNOCK CREEK

SINGLE SPAN STEEL ROLLED BEAM BRIDGE

O P

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A T

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BRKEY: 26295BMS STR ID: 43 7229 0546 2904

GENERAL NOTES

POSSIBILITY THAT CONDITIONS AFFECTING THE COSTS AND/OR QUANTITIES OF WORK PERFORMED MAY DIFFER FROM THOSE INDICATED.

AGREEMENT THAT INFORMATION IS CORRECTLY SHOWN. THE BIDDER IS NOT TO RELY ON THIS INFORMATION BUT IS TO ASSUME THE BE CONSIDERED A BASIS FOR COMPUTATION OF THE UNIT PRICES USED FOR BIDDING PURPOSES. THERE IS NO EXPRESSED OR IMPLIED THE INFORMATION SHOWN ON THE PLANS FOR THE EXISTING BRIDGE IS NOT PART OF THE PLANS, PROPOSAL, OR CONTRACT AND IS NOT TO

IN THE FIELD.

YOU BY THE OWNER OR ITS AUTHORIZED AGENTS AS POSITIVE REPRESENTATIONS OF ANY OF THE CONDITIONS THAT YOU WILL ENCOUNTER DO NOT CONSIDER ANY OF THE DATA ON THE EXISTING STRUCTURE SUPPLIED IN THE ORIGINAL DESIGN DRAWINGS OR MADE AVAILABLE TO

EXISTING BRIDGE PLANS:

INDICATED.

PROVIDE MINIMUM EMBEDMENT AND LAP SPLICE LENGTHS IN ACCORDANCE WITH STANDARD DRAWING BC-736M UNLESS OTHERWISE

WELDING OF REINFORCEMENT BARS DURING FABRICATION OR CONSTRUCTION IS NOT PERMITTED UNLESS SPECIFIED.

THE OWNER.

GALVANIZED REINFORCING STEEL BARS MAY BE SUBSTITUTED FOR EPOXY-COATED REINFORCING STEEL BARS AT NO ADDITIONAL COST TO

USE EPOXY-COATED REINFORCEMENT BARS IN ALL COMPONENTS UNLESS OTHERWISE NOTED.

REINFORCEMENT BARS WHERE BENDING OR WELDING OF THE REINFORCMENT BARS IS INDICATED.

PROPORTIONAL INCREASE IN CROSS-SECTIONAL AREA, IF APPROVED BY THE ENGINEER. DO NOT USE RAIL STEEL A996/A996M NOT WELD GRADE 60 REINFORCING STEEL BARS UNLESS SPECIFIED. GRADE 40 REINFORCING STEEL BARS MAY BE SUBSTITUTED WITH A PROVIDE GRADE 60 REINFORCING STEEL BARS THAT MEET THE REQUIREMENTS OF ASTM A615/615M, A996/A996M, OR A706/A706M. DO

REINFORCEMENT:

PROVIDE 2” CONCRETE COVER ON REINFORCEMENT BARS, EXCEPT AS NOTED.

CHAMFER EXPOSED CONCRETE EDGES 3/4 INCH BY 3/4 INCH, EXCEPT AS NOTED.

RAKE-FINISH ALL HORIZONTAL CONSTRUCTION JOINTS, EXCEPT AS INDICATED.

A HIGHER CLASS CONCRETE MAY BE SUBSTITUTED FOR A LOWER CLASS CONCRETE AT NO ADDITIONAL COST TO THE OWNER.

USE CLASS C CEMENT CONCRETE BELOW THE BOTTOM OF FOOTINGS WHEN SPECIFIED.

USE CLASS A CEMENT CONCRETE IN ABUTMENTS BELOW THE BEAM SEAT, FOOTINGS, AND WING WALLS.

USE CLASS AA CEMENT CONCRETE IN CURBS AND CHEEK WALLS.

USE CLASS AAAP CEMENT CONCRETE IN DECK SLAB AND END DIAPHRAGMS.

CONCRETE:

PROHIBITED DURING THE PERIOD OF MARCH 1 THROUGH JUNE 15.

DEPARTMENT OF ENVIRONMENTAL PROTECTIONS'S GENERAL PERMIT 11 CONDITIONS FOR STOCKED TROUT STREAMS, INSTREAM WORK IS THE BRANCH OF LITTLE NESHANNOCK CREEK IS CLASSIFIED AS AS STOCKED TROUT STREAM. IN ACCORDANCE WITH THE PENNSYLVANIA

PHONE: (814) 337-0444

MEADVILLE, PA 16335

11528 STATE HIGHWAY 98

NORTHWEST REGIONAL OFFICE

PENNSYLVANIA FISH AND BOAT COMMISSION

DURING CONSTRUCTION.

NOTIFY THE REGIONAL HEADQUARTERS OF THE FISH COMMISSION PRIOR TO CONSTRUCTION AND COOPERATE WITH FISH COMMISSION

NCH INTEGRAL WEARING SURFACE. 1/2 IDECK SLAB THICKNESS INCLUDES A

USE EITHER PERMANENT METAL FORMS OR REMOVABLE FORMS TO CONSTRUCT THE DECK SLAB.

PLACE CHEEKWALL CONCRETE AFTER BEAMS ARE SET IN POSITION.

CONSTRUCT DECK SLAB TRANSVERSE CONSTRUCTION JOINTS PARALLEL TO BRIDGE CENTERLINE OF BEARINGS.

STRUCTURE DIMENSIONS ARE SHOWN FOR A NORMAL TEMPERATURE OF 68°F.

ALL DIMENSIONS ARE IN FEET, UNLESS OTHERWISE NOTED.

ALL DIMENSIONS SHOWN ARE HORIZONTAL, EXCEPT AS NOTED.

GENERAL CONSTRUCTION:

FORM PLUS THE WEIGHT OF THE CONCRETE IN THE VALLEYS OF THE FORMS.

INCLUDES A SURFACE AREA DENSITY OF 15 PSF FOR PERMANENT METAL DECK FORMS WHICH TAKES INTO ACCOUNT THE WEIGHT OF THE

INCLUDES SURFACE AREA DENSITY OF 30 PSF FOR FUTURE WEARING SURFACE ON THE DECK SLAB.

DEAD LOADS:

STEEL STRUCTURES: ADTT 36 (2043) (ONE-DIRECTIONAL)

FATIGUE IS BASED ON THE FOLLOWING:

HL-93

DESIGN LIVE LOADS:

SITE CLASS IS NOT CLASS E.

DESIGN IS IN ACCORDANCE WITH THE LRFD METHOD.

LIVE LOAD DISTRIBUTION TO BEAMS IS BASED UPON DM-4 DISTRIBUTION FACTORS.

2019 EDITION (INCLUDING LATEST REVISIONS).

AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS 2017, EIGHTH EDITION AND AS SUPPLEMENTED BY DESIGN MANUAL, PART 4, DECEMBER

DESIGN SPECIFICATION:

WHEN NOTED OTHERWISE.

PROVIDE STRUCTURAL STEEL CONFORMING TO AASHTO M270/M270M, GRADE 50 (ASTM A709/A709M, GRADE 50) DESIGNATION, EXCEPT

D1.5M/D1.5:2015), AND CONTRACT SPECIAL PROVISIONS.

D1.5M/D1.5:2015 BRIDGE WELDING CODE (USE AASHTO/AWS D1.1/D1.1M:2015 FOR WELDING NOT COVERED IN AASHTO/AWS PROVIDE MATERIALS AND PERFORM WORK IN ACCORDANCE WITH SPECIFICATIONS, PUBLICATION 408/2026, AASHTO/AWS

GENERAL NOTES:

STRUCTURES.

STRUCTURE BACKFILL SHALL BE CONSTRUCTED USING PENNDOT STANDARDS FOR ROADWAY CONSTRUCTION RC-12M, BACKFILL AT

THAT EXCAVATIONS ARE DRY ENOUGH TO BE INSPECTED BY THE ENGINEER.

ALLOW FOR BEARING MATERIAL INSPECTION. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING SUFFICIENT DEWATERING SO NOTIFY THE ENGINEER AT LEAST 72 HOURS BEFORE THE REQUESTED DATE AND TIME OF THE INSPECTION OF AN EXCAVATION TO

BLASTING IS NOT PERMITTED FOR FOUNDATION EXCAVATION.

PERFORM ALL EXCAVATIONS IN ACCORDANCE WITH OSHA REQUIREMENTS.

DIRECT SURFACE RUNOFF AWAY FROM THE EXCAVATIONS.

SHORING AND BRACING THAT MAY BE USED.

THE CONTRACTOR IS RESPONSIBLE FOR THE STABILITY OF ALL TEMPORARY EXCAVATIONS AND THE DESIGN OF ANY TEMPORARY

CONTINUOUSLY DEWATER ALL FOUNDATION EXCAVATIONS EXTENDING BELOW GROUNDWATER.

BEARING SURFACE TO GROUNDWATER OR TO SURFACE WATER.

OF SIX (6) INCHES OVER THE ENTIRE BEARING SURFACE PRIOR TO THE END OF WORK SHIFT TO MINIMIZE EXPOSURE OF THE UPON APPROVAL OF THE BEARING SURFACE, PLACE CLASS C CEMENT CONCRETE AND/OR A MUD MAT WITH A MINIMUM THICKNESS

(2) FEET BELOW THE FOUNDATION ELEVATION, IMMEDIATELY NOTIFY THE ENGINEER.

AGGREGATE OR LEAN CONCRETE UNDER CONTROLLED CONDITIONS. FOR DEPTHS OF UNSUITABLE MATERIALS GREATER THAN TWO DISCLOSED DURING PROOF-ROLLING, OVEREXCAVATE THEM TO A MAXIMUM DEPTH OF TWO (2) FEET AND BACKFILL WITH COARSE THOROUGHLY PROOF-ROLL THE BOTTOM OF THE FOUNDATION EXCAVATION PRIOR TO PLACING FILL. IF SOFT, WET ZONES ARE

BOTTOM OF EXCAVATIONS MAY BE ORDERED AT ANY ELEVATION BY ENGINEER IN ORDER TO PROVIDE A PROPER FOUNDATION.

CONTRACTOR SHALL COMPLETELY REMOVE THE EXISTING STRUCTURE.

GEOTECHNICAL NOTES:

ACCORDANCE WITH PUBLICATION 408, SECTION 1019, TO THE TOP OF DECK AND EXPOSED SURFACE OF THE CURBS.

APPLY PROTECTIVE COATING FOR REINFORCED CONCRETE SURFACES (PENETRATING SEALERS, BRIDGE SUPERSTRUCTURE) IN

PROTECTIVE COATING NOTES:

ADJUSTMENTS NOT IDENTIFIED ON THE PLANS.

METHODS. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION WITH UTILITIES AND ANY COSTS ASSOCIATED WITH UTILITY THE NEED FOR UTILITY ADJUSTMENTS SHALL BE DETERMINED BY CONTRACTOR AS REQUIRED FOR CONTRACTOR’S MEANS AND

408, SECTIONS 105.06 AND 107.12.

COORDINATE, LOCATE AND CONDUCT ALL WORK RELATED TO PUBLIC AND PRIVATE UTILITIES IN ACCORDANCE WITH PUBLICATION

UTILITY NOTES:

PERFORM CHARPY V-NOTCH TESTS AS SPECIFIED PER PUBLICATION 408, SECTION 1105.02(a)5.

PROVIDE ACTUAL HAUNCHES THAT EXCEED THE THICKNESS SPECIFIED IN BC-752M.

REINFORCEMENT IN ACCORDANCE WITH BC-752M WHERE IRREGULAR BEAM CAMBERS OR OTHER CONSTRUCTION CONDITIONS BEAM HAUNCH REINFORCEMENT WAS NOT REQUIRED FOR COMPUTED BEAM CAMBERS. HOWEVER, PROVIDE HAUNCH

STABILITY, STRESSES AND DEFLECTIONS ON THE STEEL MEMBERS DURING ANY STAGE OF ERECTION.

THE STEEL MEMBERS, WIND LOADING AND CONSTRUCTION LIVE LOAD EFFECTS ARE TO BE EVALUATED BY THE CONTRACTOR FOR BEAMS AND DIAPHRAGMS ARE IN-PLACE AND ALL BOLTS ARE PROPERLY INSTALLED. ERECTION LOADS INCLUDING SELF WEIGHT OF STABILITY OF PARTIAL BEAMS AND COMPLETE BEAMS IS TO BE MAINTAINED BY THE CONTRACTOR DURING ERECTION, UNTIL ALL

AND ANY BARE STEEL ADJACENT TO THE SHEAR CONNECTORS. REPAIR GALVANIZING ACCORDING TO ASTM A780.

AFTER ERECTION AND INSTALLING THE SHEAR CONNECTORS, CLEAN AREAS THAT HAVE BEEN DAMAGED, EXPOSING BASE METAL, OTHER SUITABLE MEANS. DO NOT DAMAGE THE TOP FLANGE.

PRIOR TO INSTALLING SHEAR CONNECTORS, REMOVE GALVANIZING FROM SHEAR CONNECTOR WELD AREAS BY GRINDING OR

SURFACE CONDITION.

PREPARE GALVANIZED FAYING SURFACES IN ACCORDANCE WITH PUBLICATION 408, SECTION 1105.03(j)3.e. PROVIDE A CLASS C

SAME POSITION IT WAS CHECKED AFTER FABRICATION.

CHECK BEAM CAMBER AFTER GALVANIZING IN ACCORDANCE WITH PUBLICATION 408, SECTION 1105.03(a)7. CHECK CAMBER IN THE

GALVANIZE ALL FABRICATED STRUCTURAL STEEL IN ACCORDANCE WITH PUBLICATION 408, SECTION 1105.2(s).

PLATES WITH APPROVED NON-HARDENING CAULKING COMPOUND CONFORMING TO PUBLICATION 408, SECTION 705.7.

THE PREFORMED HOLES WITH NON-SHRINK GROUT. FILL THE CLEARANCE BETWEEN ANCHOR BOLTS AND HOLES IN MASONRY SET ANCHOR BOLTS TO TEMPLATE OR IN PREFORMED HOLES. DO NOT DRILL UNLESS SPECIFICALLY INDICATED ON THE PLANS. FILL

PROVIDE WELDED STUD SHEAR CONNECTORS MANUFACTURED FROM STEEL CONFORMING TO ASTM A108.

PREPARE BEARING AREAS AS SPECIFIED IN PUBLICATION 408, SECTION 1001.3(k)9.

7/8 INCH DIAMETER, ASTM F3125, GRADE A325 BOLTS, EXCEPT AS NOTED.ALL FASTENERS ARE

MEMBERS.

DO NOT USE FORM SUPPORT SYSTEMS THAT WILL CAUSE UNACCEPTABLE OVERSTRESS OR DEFORMATION TO PERMANENT BRIDGE

THE CONTRACTOR, BUT NO COMPENSATION WILL BE ALLOWED FOR THE SPLICES.

IF BEAMS CANNOT BE SHIPPED IN THE LENGTHS SHOWN ON THE PLANS, FIELD SPLICE(S) WILL BE PERMITTED AT THE REQUEST OF

STEEL BEAMS:

MJA MJA DAM

S - SHEAR RATING FACTOR CONTROLS

M - MOMENT RATING FACTOR CONTROLS

SYMBOL DESIGNATION FOR RATING FACTORS:

APPLICABLE.

DISTRIBUTION FACTOR ACCOUNTS FOR THE PRESENCE OF PEDESTRIAN LOADS, IF

TO PRODUCE THE GIVEN RATING. FOR THE STR-IP LIMIT STATE, THE VEHICULAR LIVE LOAD

GIVEN DISTRIBUTION FACTOR IS THE VEHICULAR LIVE LOAD DISTRIBUTION FACTOR USED

NOTES:

0.00LOCATION (FT):

501.15MAXIMUM FACTORED SHEAR RESISTANCE (KIPS):

0.00LOCATION (FT):

SPAN LENGTH (FT) = 61.502962.52MAXIMUM FACTORED FLEXURAL RESISTANCE (KIP-FT):

CRITICAL MEMBER: (I) INTERIOR BEAM CONTROLS

1.47M1.65M1.58M1.88M2.68MRATING FACTOR

SERV-IIASERV-IIASERV-IIASERV-IIASERV-IIALIMIT STATE

0.50 L0.45 L0.50 L0.45 L0.50 LLOCATION (FT)

0.6340.6340.6340.6340.634DISTRIBUTION FACTOR

RATING (OR)

OPERATING

1.13M1.27M1.22M1.45M2.06MRATING FACTOR

SERV-IISERV-IISERV-IISERV-IISERV-IILIMIT STATE

0.50 L0.45 L0.50 L0.45 L0.50 LLOCATION (FT)

0.6340.6340.6340.6340.634DISTRIBUTION FACTOR

RATING (IR)

INVENTORY

HL-93TK-527ML-80HS20H20

STEEL ROLLED BEAM - W33x118

RATINGS SUMMARY WITHOUT FWS

1.37M1.53M1.47M1.74M2.49MRATING FACTOR

SERV-IIASERV-IIASERV-IIASERV-IIASERV-IIALIMIT STATE

0.50 L0.45 L0.50 L0.50 L0.50 LLOCATION (FT)

0.6340.6340.6340.6340.634DISTRIBUTION FACTOR

RATING (OR)

OPERATING

1.05M1.18M1.13M1.34M1.92MRATING FACTOR

SERV-IISERV-IISERV-IISERV-IISERV-IILIMIT STATE

0.50 L0.45 L0.50 L0.50 L0.50 LLOCATION (FT)

0.6340.6340.6340.6340.634DISTRIBUTION FACTOR

RATING (IR)

INVENTORY

HL-93TK-527ML-80HS20H20

STEEL ROLLED BEAM - W33x118

RATINGS SUMMARY WITH FWS

QUANTITIES AND RATING TABLE

MJADAMDAM

LUMP SUMLSSTEEL BRIDGE STRUCTURE, BRIDGE 29048100-0003

LUMP SUMLSBRIDGE STRUCTURE, AS DESIGNED, BRIDGE 29048110-0003

TOTALUNITDESCRIPTIONITEM NO

ALTERNATE STRUCTURE ITEMS

SEE CONTRACT SPECIAL PROVISIONS(SP)

QUANTITY INCLUDES 372 POUNDS FOR SHEAR CONNECTORS.(8)

INCIDENTAL TO CLASS C CEMENT CONCRETE.

EXCAVATION FOR PLACEMENT OF CLASS C CEMENT CONCRETE BELOW THE BOTTOM OF FOOTING ELEVATION IS (7)

DESIGNS, INCLUDE IN BRIDGE STRUCTURE LUMP SUM BID ITEM.

FOR AS DESIGNED STRUCTURE, INCLUDED IN BRIDGE BID ITEMS. FOR ALTERNATE

(6)

FOUNDATIONS.

INCLUDES CLASS A CEMENT CONCRETE IN ABUTMENTS, WINGWALLS, AND

(5)

INCLUDES CLASS AA CEMENT CONCRETE IN CURBS(4)

CONCRETE TO ACCOUNT FOR STAY-IN-PLACE FORM TROUGHS.

AND END DIAPHRAGMS, AND APPROXIMATELY 5 CUBIC YARDS OF CLASS AAAP

INCLUDES CLASS AAAP CEMENT CONCRETE IN DECK SLAB, OVERHANG, HAUNCH

(3)

INCLUDES GEOTEXTILE, CLASS 1.(2)

INFORMATION ONLY.

ITEMS IN BRIDGE STRUCTURE LUMP SUM ITEM 8110-0003 GIVEN FOR

(1)

1---------LS

BRIDGE 2904

TEMPORARY EXCAVATION SUPPORT AND PROTECTION SYSTEM,

(SP)9000-0003

1---------LSREMOVAL OF EXISTING BRIDGE, BRIDGE 2904

1018 -

34---1717LBREINFORCEMENT BARS, GALVANIZED(6)

1002 -

AND

51833143781611221343LBREINFORCEMENT BARS, EPOXY COATED(6)

1002 -

AND

228228------SY

(PENETRATING SEALERS, BRIDGE SUPERSTRUCTURE)

PROTECTIVE COATING FOR REINFORCED CONCRETE SURFACES

(1)

8---44EAELASTOMERIC BEARINGS(1)

133133------LFPA STRUCTURE MOUNTED GUIDE RAIL(1)

3550035500------LBFABRICATED STRUCTURAL STEEL, GR 50 GALVANIZED(8)(1)

53---3419CYCLASS C CEMENT CONCRETE(7)(1)

326---148178CYCLASS A CEMENT CONCRETE(5)(1)

9522CYCLASS AA CEMENT CONCRETE(4)(1)

624877CYCLASS AAAP CEMENT CONCRETE(3)(1)

112---5656SY

SURFACES

MEMBRANE WATERPROOFING SYSTEM INSTALLED ON OTHER

(1)

119---5960LF6" STRUCTURE FOUNDATION DRAIN(1)

475---241234CY

WITH R-4

SELECTED BORROW EXCAVATION ROCK, CLASS R-7 CHOKED

(1)

24---1212CYNO. 57 COARSE AGGREGATE(2)(1)

1980---1000980CYSELECTED BORROW EXCAVATION, STRUCTURE BACKFILL(1)

2680---13101370CYCLASS 3 EXCAVATION(1)

LSBRIDGE STRUCTURE, AS DESIGNED, BRIDGE 2904(SP)8110-0003

TOTALSUPERABUT 2ABUT 1UNITDESCRIPTIONNOTEITEM NO

APPROXIMATE QUANTITIES - BRIDGE STRUCTURE AS DESIGNED

REVISIONS

Mark Description By Chk'd Recm'd. Date

RECOMMENDED

SHEET OF

DEPARTMENT OF BRIDGES

MERCER COUNTY, PENNSYLVANIA

DES: DWG: CKD:

-M A

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:1

P

L O

T T

E D

BRIDGE NO. 2904

WILMINGTON TOWNSHIP

T-546 (BEND RD)

OVER BRANCH OF LITTLE NESHANNOCK CREEK

SINGLE SPAN STEEL ROLLED BEAM BRIDGE

O P

E R

A T

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F

IL

E N

A M

E m a r e n a

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R I D

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B e n d R o a d

\B R

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BRKEY: 26295BMS STR ID: 43 7229 0546 2904

264/2/2026

RECOMMENDED

SHEET OF

DEPARTMENT OF BRIDGES

MERCER COUNTY, PENNSYLVANIA

DES: DWG: CKD:

-F

E B

-2

:0

P

L O

T T

E D

BRIDGE NO. 2904

WILMINGTON TOWNSHIP

T-546 (BEND RD)

OVER BRANCH OF LITTLE NESHANNOCK CREEK

SINGLE SPAN STEEL ROLLED BEAM BRIDGE

O P

E R

A T

O R

F

IL

E N

A M

P

\0

\M ic r o s ta ti o n \B

R I D

G E

B e n d R o a d \B

R I D

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\B E

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BRKEY: 26295BMS STR ID: 43 7229 0546 2904

" OUT-TO-OUT2

27'-6

" CURB-TO-CURB2

24'-6

LANE

10'-0"

LANE

10'-0"

SHLDR

2'-0"

SHLDR

2'-0"

PROFILE GRADE POINT

2.0%2.0%

CONSTR �

T-546 (BEND RD)

3 EQUAL SPACES @ 7'-9" = 23'-3""4

32'-1 "4

32'-1

W33X118 (TYP)

CURB

1'-6"

CURB

1'-6"

LIMITS OF PROTECTIVE COATING

(TYP)

4"

A

B C D

E

8" MIN SLAB (INCLUDING

1/2" INTEGRAL WEARING

SURFACE)

B1 B2 B3

B4

GUIDERAIL BARRIER (TYP)

PA STRUCTURE MOUNTED

BARRIER

"4 11'-9

TYPICAL SECTION AND ELEVATIONS

DAM DAM MJA

1010.761010.801011.001010.801010.7652+99.75

1010.781010.821011.021010.821010.7852+98.75

1011.101011.141011.341011.141011.1052+80.00

1011.271011.311011.511011.311011.2752+70.00

1011.441011.481011.681011.481011.4452+60.00

1011.611011.651011.851011.651011.6152+50.00

1011.781011.821012.021011.821011.7852+40.00

1011.821011.871012.071011.871011.8252+37.25

1011.841011.881012.081011.881011.8452+36.25

ELEV EELEV DPG/ELEV CELEV BELEV ASTATION

TOP OF SLAB ELEVATION

ELEVATION TABLE

TYPICAL SECTION

12 0 12 INCHES

NOTES:

GRADE LINE SHALL BE ADJUSTED TO OBTAIN THE MINIMUM SLAB THICKNESS.

IF THE BEAM HAS EXCESS CAMBER AND THIS MINIMUM CANNOT BE OBTAINED, THE

LESS THAN 9" TO THE TOP OF THE TOP FLANGE AT THE CENTERLINE OF THE BEAM.

THE MINIMUM TOTAL FINISHED DECK THICKNESS OVER THE BEAMS SHALL NOT BE 4.

THESE POINTS.

LOAD DEFLECTIONS WILL BE THE FINISHED DECK THICKNESS OVER THE BEAMS AT

SLAB ELEVATIONS PLUS THE SUM OF THE DECK AND BARRIER CONCRETE DEAD

BEAM. THE DIFFERENCE BETWEEN THESE ELEVATIONS AND THE GIVEN TOP OF

ARE SHOWN IN THE TABLE OF TOP OF DECK ELEVATIONS ALONG CENTERLINE OF

SHALL TAKE ELEVATIONS ALONG THE BEAMS AT POINTS WHERE THE ELEVATIONS

AFTER THE BEAMS HAVE BEEN SET AND FALSEWORK REMOVED, THE CONTRACTOR 3.

FOR GENERAL NOTES, SEE SHEET 2.2.

FOR GENERAL PLAN AND ELEVATION, SEE SHEET 1.1.

1010.791010.941010.941010.79CL BRG ABUT 2

1010.891011.051011.051010.890.9

1011.001011.151011.151011.000.8

1011.101011.261011.261011.100.7

1011.211011.361011.361011.210.6

1011.311011.471011.471011.310.5

1011.421011.571011.571011.420.4

1011.521011.681011.681011.520.3

1011.631011.781011.781011.630.2

1011.731011.891011.891011.730.1

1011.831011.991011.991011.83CL BRG ABUT 1

G4G3G2G1LOCATION

ALONG CENTERLINE OF BEAM

TABLE OF TOP OF DECK ELEVATIONS AT 10TH POINTS

44/2/2026

RECOMMENDED

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DES: DWG: CKD:

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-2

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P

L O

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E D

BRIDGE NO. 2904

WILMINGTON TOWNSHIP

T-546 (BEND RD)

OVER BRANCH OF LITTLE NESHANNOCK CREEK

SINGLE SPAN STEEL ROLLED BEAM BRIDGE

O P

E R

A T

O R

F

IL

E N

A M

E d m c c o w in

P

\0

\M ic r o s ta ti o n \B

R I D

G E

B e n d R o a d

\B R

I D

G E

\F D

\B

S

O .d g n

BRKEY: 26295BMS STR ID: 43 7229 0546 2904

.1

.1

60.00'

STA AHEAD

CONSTR �

T-546 (BEND RD)

FF WING A

FF WING B

FF WING C

FF WING D

.2

.2

30°0 '0"

WP1

WP2

WP3

STA 52+38.00

WP4

WP5

WP7

WP8

STA 52+98.00

WP9

WP10

WP6

°0 '0 " 90°0'0"

FF ABUTMENT 1 FF ABUTMENT 2

.5

.5

' 1

.8

30°0'0" .8

30°0'0"

30°0 '0"

N00°49'00"E

STAKE-OUT PLAN

DAM DAM MJA

STAKE-OUT PLAN

2 0 2 4 6 FEET

NOTES

FOR GENERAL NOTES, SEE SHEET 2.

FOR GENERAL PLAN AND ELEVATION, SEE SHEET 1.

1254898.7597365270.730428.087853+05.4110 1254885.8230365263.505315.255352+98.009 1254870.5692365263.72270.000052+98.008 1254855.3155365263.9402-15.255352+98.007 1254840.8723365272.5557-29.819853+06.416 1254899.0692365195.039229.476252+29.735 1254884.8641365203.512815.151752+38.004 1254869.7140365203.72880.000052+38.003 1254854.5638365203.9448-15.151752+38.002 1254840.1229365195.8796-29.476252+29.731

X (EASTING)Y (NORTHING)OFFSETSTATIONWP

SUMMARY OF PROJECT WORKPOINTS

NOTES

NOT IMPLY A PRECISION BEYOND TWO DECIMAL POINTS.

FOUR PLACE COORDINATES ARE FOR COMPUTATIONAL PURPOSES ONLY AND DO

AHEAD STATIONS.

OFFSET IS MEASURED PERPENDICULAR TO T-546 (BEND RD) CONSTR �. LOOKING

54/2/2026

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MERCER COUNTY, PENNSYLVANIA

DES: DWG: CKD:

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E B

-2

:4

P

L O

T T

E D

BRIDGE NO. 2904

WILMINGTON TOWNSHIP

T-546 (BEND RD)

OVER BRANCH OF LITTLE NESHANNOCK CREEK

SINGLE SPAN STEEL ROLLED BEAM BRIDGE

O P

E R

A T

O R

F

IL

E N

A M

\0

\M ic r o s ta ti o n \B

R I D

G E

B e n d R o a d \B

R I D

G E

\F D

\B A

B T

.d g n

BRKEY: 26295BMS STR ID: 43 7229 0546 2904

WING B

� BEAM NO. 4 � BEAM NO. 3 � BEAM NO. 2

� BEAM NO. 1

WING A

6"

1'-6"EXP. JOINT

1/2" FLUSH

WP 4

WP 5

°0 '0

WP 3 WP 2

" (WP TO WP)8

530'-3

"8 715'-1"8

715'-1

"8 33'-6 23'-3" "8

33'-6

CONSTR �

T-546 (BEND RD)

S T

A A

H E

A D

FF ABUTMENT

1'- 6"

EX

P.

JO

IN

T

1/2 " F

LU

SH

6"

WP 1

'-6

STA 52+37.25� BRGRF ABUTMENT

� WEEP HOLE (TYP)

FOUNDATION DRAIN

6" STRUCTURE

"8 131'-6

"4 17"4

15'-0"

"4

2'-1

"4

2'-1

" 1

'-3

'-3

'-0

"43

2'-

"41

2'-

°0 '0 "3

°0 '0

"8 530'-3

(EF) (TYP)

4 - EW 401

INVERT EL.

996.50 (TYP)

10'-0"10'-0"

E

W

M A

X S

P A

E

F

52 - EW701 @ 6" MAX (RF)

26 - EW502 @ 12" MAX (FF)

52 - EF701 @ 6" MAX SPA (RF)

26 - EF503 @ 12" MAX SPA (FF)

26 - EW501 @ 12" MAX

V-NOTCH EL. 996.00

FINISHED GROUND LINE AND

EL 990.12

EL 988.12

A A

B B

E

W

M

A X

S P

A

EW603

EF605

CONSTR. JOINT

E

W

M

A X

S P

A

EF605

CONSTR. JOINT

EL 1012.34 EL 1012.34

EL 1008.08

BEARING SEAT

EL 1008.23

BEARING SEAT

(TYP)

WEEPHOLE

FORMED

4" DIA.

CONSTR �

T-546 (BEND RD)

M

A X

S P

A

E W

C

EW603

C

EW505

M

A X

S P

A

E W

EW505

REINFORCEMENT

AND SECTION B-B FOR

DETAILS, BARRIER DETAILS

SEE END DIAPHRAGM

EL 1008.08

BEARING SEAT

ABUTMENT 1 PLAN & ELEVATION

DAM DAM MJA

PLAN

2 0 2 4 FEET

ELEVATION

2 0 2 4 FEET

NOTES:

6. FOR ABUTMENT 1 REBAR SCHEDULE, SEE SHEET 11.

5. FOR WATERPROOFING DETAILS, SEE SHEET 7 AND BC-788M.

4. FOR ABUTMENT 1 SECTIONS, SEE SHEET 8.

3. FOR ABUTMENT 1 FOOTING PLAN, SEE SHEET 7.

2. FOR STAKE OUT PLAN, SEE SHEET 5.

1. FOR GENERAL NOTES, SEE SHEET 2.

WEEP HOLE REINFORCEMENT DETAIL

PLACED IN A DIAGONAL FASHION SHOWN.

1. REINFORCE WEEP HOLES WITH E#4 ON EACH FACE

:NOTES

3' - 6"

4" DIAMETER FORMED WEEP HOLE

E-#4 EACH FACE (TYP)

TYP.

2" CLR.

NOT TO SCALE

64/2/2026

SECTION

ABUTMENT, WINGWALL OR RETAINING WALL

WATERPROOFING DETAIL

INSTALLATION NOTE:

INSTALL 2'-0" WIDE WATERPROOFING MEMBRANE TO FIT APPLICABLE FACE(S) OF THE

ABUTMENT, WINGWALL OR RETAINING WALL STEM AND TOP OF FOOTING AS SHOWN. RUN

MEMBRANE CONTINUOUS FOR ENTIRE LENGTH OF RESPECTIVE WALL OR STEM. USE AN

ADHESIVE BACKED, PREFORMED WATERPROOFING MEMBRANE PER PUB. 408, SECTION 680.2

(b). PROVIDE 1'-6" MINIMUM PREFORMED CELLULAR POLYSTYRENE IN EACH DIRECTION OVER

WATERPROOFING MEMBRANE AS PROTECTION.

MEMBRANE

WATERPROOFING

POLYSTYRENE (P. C. P.)

1" THICK PREFORMED CELLULAR

FOOTING

JOINT

CONSTRUCTION

MEMBRANE

WATERPROOFING

1" THICK P. C. P

STEM

RETAINING WALL

WINGWALL OR

FF ABUTMENT

(TYP)

1'-0"

(TYP)

1'-6"

(T Y

P

(T Y

P

NOT TO SCALE

REVISIONS

Mark Description By Chk'd Recm'd. Date

RECOMMENDED

SHEET OF

DEPARTMENT OF BRIDGES

MERCER COUNTY, PENNSYLVANIA

DES: DWG: CKD:

S

E P

:4

P

L O

T T

E D

BRIDGE NO. 2904

WILMINGTON TOWNSHIP

T-546 (BEND RD)

OVER BRANCH OF LITTLE NESHANNOCK CREEK

SINGLE SPAN STEEL ROLLED BEAM BRIDGE

O P

E R

A T

O R

F

IL

E N

A M

E m a r e n a

P

\0

\M ic r o s ta ti o n \B

R I D

G E

B e n d R o a d \B

R I D

G E

\F D

\B A

B T

.d g n

BRKEY: 26295BMS STR ID: 43 7229 0546 2904

"4

17'-1

"8

31'-6

"43

'-1

'-3

28'-3"

"2

13'-10"2

14'-4 8'-11"

"41

9' -4

'0 " 3

'0

15'-9"15'-9"

S T

A A

H E

A D

� BRG

(T O

P

B O

T

E

F

M A

X S

P A

43 - EF501 @ 9" MAX SPA (BOT)

64 - EF801 @ 6" MAX SPA (TOP)

(9 ROWS OF 6)

54 - EF401 @ 4'-0" MAX SPA

(6 ROWS OF 6)

36 - EF401 @

4'-0" MAX SPA

18 - EF506 @

12" MAX SPA (BOT)

36 - EF802 @

6" MAX SPA (TOP)

4"

(T O

P B

O T

E

F

M A X S

P A

WING A WING B

150°0'0" 150°0'0"

(6 R

OWS O

F 6

EF

1 @ 4' -0 " M

AX

SP

A

EF

8 @ " M

AX

SP

A (B

OT)

EF

3 @ 6" M

AX

SP

A (T

OP)

4"

(T O

P B

O T

- E

F

" M

A X S

P A

ABUTMENT 1 FOOTING PLAN

DAM DAM MJA

NOTES:

4. FOR ADDITIONAL WATERPROOFING DETAILS, SEE BC-788M.

3. FOR ABUTMENT 1 REBAR SCHEDULE, SEE SHEET 11.

2. FOR ABUTMENT 1 PLAN & ELEVATION, SEE SHEET 6.

1. FOR GENERAL NOTES, SEE SHEET 2.

FOOTING PLAN

2 0 2 4 FEET

32.000.00135130N/A1.687.124.23FinMaxSTR-IWING B

32.000.00135130N/A1.807.674.27FinMaxSTR-IWING A

32.000.00135130N/A1.187.446.30FinMaxSTR-IABUTMENT

(deg)

ANGLE

FRICTION

EFFECTIVE

(ksf)

COHESION

(lb/ft

DENSITY

UNIT

SATURATED

(lb/ft

DENSITY

MASS UNIT

(ksf)

STRENGTH

SHEAR

UNDRAINED

RATIO

PERFORMANCE

B/A

(ksf)

RESISTANCE

BEARING

B

(ksf)

PREESURE

BEARING

UNIFORM

A

STAGECASE

LOAD

STATE

LIMIT LOCATION

LAYER 1

BEARING CAPACITY

1.0119.7919.63FinMinSTR-IWING B

1.0119.5819.32FinMinSTR-IWING A

1.3626.4519.39FinMinSTR-VABUTMENT

RATIO

PERFORMANCE

B/A

(kip)

RESISTANCE

SLIDING

B

(kip)

FORCE

HORIZONTAL

A

STAGECASE

LOAD

STATE

LIMIT LOCATION

SLIDING

74/2/2026

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P L

O T

T E

D

BRIDGE NO. 2904

WILMINGTON TOWNSHIP

T-546 (BEND RD)

OVER BRANCH OF LITTLE NESHANNOCK CREEK

SINGLE SPAN STEEL ROLLED BEAM BRIDGE

O P

E R

A T

O R

F

IL

E N

A M

E m a r e n a

P

\0

\M ic r o s ta ti o n \B

R I D

G E

B e n d R o a d \B

R I D

G E

\F D

\B A

B T

.d g n

BRKEY: 26295BMS STR ID: 43 7229 0546 2904

CONSTR. JT.

3" X 1'-1" KEYED

EW501

EW502

E W

E F

EW701

CLR

3"

EF701

1'-9"

FF ABUTMENTRF ABUTMENT

� BRG.

9"1'-0"

2" CLR

(TYP)

2" CLR

4"

(TOP & BOT)

EF502 4" C

L

R

C L

R

EF801

EF501

(SEE NOTE 6)

EF401 @ 4'-0" MAX

EF503

FOR LOCATIONS.

ELEVATION VIEW

REINFORCING). SEE

HOLES (TO CLEAR

4" � FORMED WEEP

SECTION 1001.3 (C) & (D).

WEEPHOLE, SEE PUB. 408

MATERIAL AT EACH

CLASS 1 GEOTEXTILE

AGGREGATE, ENCASED WITH

CU. YD. NO. 57 COARSE2

LINE

GROUND

FINISHED

2'-3"

4" V-NOTCH AT TOP

OF FINISHED

GROUND LINE (TYP)

18'-10"

"8 52'-10

1'-6"

1'-7"

1'-0"

WP 4

15 - EF605 & 15 - EW603

M

IN

L

A P

°0 '0

EW302

EW503

3" CLR

MIN (TYP)

2'-9"

ALONG RF

EF605 & EW603

1'-7"

1'- 6"

WP 2

"8 52'-10

15 - EF605 & 15 - EW603

EW302

1'-0"

"4

'-4

M

IN

LA

P '-2

°0 '0

3" CLR

MIN (TYP)

2'-9"

ALONG RF

EF605 & EW603

@ 12" MAX

11 - EW505

EW301

90°0'0"

"8 51'-3

M

IN

L

A P

EW301

°0 '0

"8

51'-3 @ 12" MAX

11 - EW505

M

IN

LA

P '-2

* SEE BARRIER DETAILS, SHEET 25, FOR BAR LOCATIONS

** SEE END DIAPHRAGM AND DETAILS, SHEET 21, FOR BAR LOCATION

@ 12" MAX

11 - EW505

EW301 ED403*

EC603*

EC602*

ED302**

ED301**

ED401**

ED601**

ED604**

EW301

@ 12" MAX

11 - EW505 EC602*

EC603*

ED302**

ED403*

ED301**

ED604**

ED601**

ED401**

ABUTMENT 1 SECTIONS

DAM DAM MJA

TYPICAL ABUTMENT SECTION

1 0 1 2 FEET

SECTION A-A

1 0 1 2 FEET

EF701, EW701 (RF)

EF503, EW502 (FF)

SECTION C-C

1 0 1 2 FEET

NOTES:

135° HOOKS AT TOP IN ALTERNATE TIES.

AND 135° HOOK AT THE OTHER END. ALTERNATE 90° AND

DIRECTIONS. PROVIDE TIE BARS WITH 90° HOOK AT ONE END

#4 TIE BARS AT A MAXIMUM SPACING OF 4'-0" IN BOTH

6. TIE TOP AND BOTTOM MATS OF REINFORCING STEEL WITH

5. FOR WATERPROOFING DETAILS, SEE SHEET 7 & BC-788M.

4. FOR ABUTMENT 1 REBAR SCHEDULE, SEE SHEET 11.

3. FOR ABUTMENT 1 FOOTING PLAN, SEE SHEET 7.

2. FOR ABUTMENT 1 PLAN & ELEVATION, SEE SHEET 6.

1. FOR GENERAL NOTES, SEE SHEET 2.

SECTION B-B

1 0 1 2 FEET

84/2/2026

RECOMMENDED

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DEPARTMENT OF BRIDGES

MERCER COUNTY, PENNSYLVANIA

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T T

E D

BRIDGE NO. 2904

WILMINGTON TOWNSHIP

T-546 (BEND RD)

OVER BRANCH OF LITTLE NESHANNOCK CREEK

SINGLE SPAN STEEL ROLLED BEAM BRIDGE

O P

E R

A T

O R

F

IL

E N

A M

E d m c c o w in

P

\0

\M ic r o s ta ti o n \B

R I D

G E

B e n d R o a d \B

R I D

G E

\F D

\B A

B T

.d g n

BRKEY: 26295BMS STR ID: 43 7229 0546 2904

& V-NOTCH

GROUND LINE

FINISHED

EL 1012.34

D

D

EL 988.12

EL 990.12

E W

M

A X

S P

A

E F

32 - EW601 @ 6" MAX SPA (RF)

16 - EW405 @ 12" MAX SPA (FF)

3"

32 - EF601 @ 6" MAX SPA (RF)

16 - EF402 @ 12" MAX SPA (FF) 3"

EL 1005.50

EW404 (EF)

E

F

E W

S

P A

EL 1001.00

4 - EW406 (EF)

6" LEVEL

15'-0"

7'-6"

CONSTR. JT.

3" X 1'-1" KEYED

4"

(TOP & BOT)

EF505 4"

C L

R

(TYP)

2" CLR

C L

R

EF506

EF802

EF601

EW601

EW405

E W

E F

C L

A S

S A

C E

M E

N T

C O

N C

R E

T E

(SEE NOTE 6)

EF401@ 4'-0" MAX

E W

E F

1'-6"

CLR

3"

FF RF

EW404

CLR

2"

EF402

GROUND LINE

FINISHED

408 SECTION 1001.3 (c) & (d).

AT EACH WEEPHOLE, SEE PUB.

CLASS 1 GEOTEXTILE MATERIAL

AGGREGATE, ENCASED WITH

CU. YD. NO. 57 COARSE 2

LOCATIONS.

ELEVATION VIEW FOR

REINFORCING), SEE

WEEPHOLE (TO CLEAR

4" � FORMED

17'-0"

2'-3"

ABUTMENT 1 WING A DETAILS

DAM DAM MJA

NOTES:

7. FOR WEEPHOLE REINFORCEMENT DETAIL, SEE SHEET 6.

AND 135° HOOKS AT TOP IN ALTERNATE TIES.

END AND 135° HOOK AT THE OTHER END. ALTERNATE 90°

DIRECTIONS. PROVIDE TIE BARS WITH 90° HOOK AT ONE

#4 TIE BARS AT A MAXIMUM SPACING OF 4'-0" IN BOTH

6. TIE TOP AND BOTTOM MATS OF REINFORCING STEEL WITH

5. FOR WATERPROOFING DETAILS, SEE SHEET 7 & BC-788M.

4. FOR ABUTMENT 1 REBAR SCHEDULE, SEE SHEET 11.

3. FOR ABUTMENT 1 FOOTING PLAN, SEE SHEET 7.

2. FOR ABUTMENT 1 PLAN & ELEVATION, SEE SHEET 6.

1. FOR GENERAL NOTES, SEE SHEET 2.

WINGWALL A ELEVATION

1 0 1 2 3 FEET

SECTION D-D

1 0 1 2 3 FEET

94/2/2026

RECOMMENDED

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DES: DWG: CKD:

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T T

E D

BRIDGE NO. 2904

WILMINGTON TOWNSHIP

T-546 (BEND RD)

OVER BRANCH OF LITTLE NESHANNOCK CREEK

SINGLE SPAN STEEL ROLLED BEAM BRIDGE

O P

E R

A T

O R

F

IL

E N

A M

E d m c c o w in

P

\0

\M ic r o s ta ti o n \B

R I D

G E

B e n d R o a d \B

R I D

G E

\F D

\B A

B T

.d g n

BRKEY: 26295BMS STR ID: 43 7229 0546 2904

V-NOTCH

GROUND LINE &

FINISHED

EL 1012.34

E

E

EL 988.12

EL 990.12

EL 1004.50

EL 1001.00

3"

32 - EF602 @ 6" MAX (RF)

16 - EF403 @ 12" MAX SPA (FF) 3"

E W

M

A X

S P

A

E F

E

F

E W

S

P A

EW409 (EF)

4 - EW411 (EF)

32 - EW602 @ 6" MAX SPA (RF)

16 - EW410 @ 12" MAX SPA (FF)

6"

15'-0"

7'-6"

4"

CLR

2"

C L

R

(TOP & BOT)

EF5074"

(SEE NOTE 6)

EF401 @ 4'-0" MAX

C L

R

EF803

EF508

EF602

E W

E F

E

W

E F

EW409

C L

A S

S A

C E

M E

N T

C O

N C

R E

T E

CONSTR. JT.

3" X 1'-1" KEYED

EW410

EW602

CLR

2"

CLR

3"

EF403

1'-6" FFRF

408 SECTION 1001.3 (c) & (d).

AT EACH WEEPHOLE, SEE PUB.

CLASS 1 GEOTEXTILE MATERIAL

AGGREGATE, ENCASED WITH

CU. YD. NO. 57 COARSE 2

LOCATIONS.

ELEVATION VIEW FOR

REINFORCING), SEE

WEEPHOLE (TO CLEAR

4" � FORMED

GROUND LINE

FINISHED

17'-3"

2'-3"

ABUTMENT 1 WING B DETAILS

DAM DAM MJA

NOTES:

7. FOR WEEPHOLE REINFORCEMENT DETAIL, SEE SHEET 6.

135° HOOKS AT TOP IN ALTERNATE TIES.

AND 135° HOOK AT THE OTHER END. ALTERNATE 90° AND

DIRECTIONS. PROVIDE TIE BARS WITH 90° HOOK AT ONE END

#4 TIE BARS AT A MAXIMUM SPACING OF 4'-0" IN BOTH

6. TIE TOP AND BOTTOM MATS OF REINFORCING STEEL WITH

5. FOR WATERPROOFING DETAILS, SEE SHEET 7 & BC-788M.

4. FOR ABUTMENT 1 REBAR SCHEDULE, SEE SHEET 11.

3. FOR ABUTMENT 1 FOOTING PLAN, SEE SHEET 7.

2. FOR ABUTMENT 1 PLAN & ELEVATION, SEE SHEET 6.

1. FOR GENERAL NOTES, SEE SHEET 2.

WINGWALL B ELEVATION

1 0 1 2 3 FEET

SECTION E-E

1 0 1 2 3 FEET

104/2/2026

RECOMMENDED

SHEET OF

DEPARTMENT OF BRIDGES

MERCER COUNTY, PENNSYLVANIA

DES: DWG: CKD:

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P L

O T

T E

D

BRIDGE NO. 2904

WILMINGTON TOWNSHIP

T-546 (BEND RD)

OVER BRANCH OF LITTLE NESHANNOCK CREEK

SINGLE SPAN STEEL ROLLED BEAM BRIDGE

O P

E R

A T

O R

F

IL

E N

A M

\0

\M ic r o s ta ti o n \B

R I D

G E

B e n d R o a d \B

R I D

G E

\F D

\B B

S .d g n

BRKEY: 26295BMS STR ID: 43 7229 0546 2904

REINFORCEMENT BAR SCHEDULE

ABUTMENT 1

DAM DAM MJA

C

*D

BA

BA

5°

CR

A

B

C

D

ALONG OUTSIDE OF BAR. R IS MEASURED ALONG INSIDE OF BAR.

5. FOR ALL BAR TYPES SHOWN, DIMENSIONS A-F AND LENGTH ARE MEASURED

4. "E" INDICATES EPOXY COATED REBARS.

3. FIGURES IN CIRCLES SHOW TYPES.

DRAWING BC-736M.

2. FOR REINFORCEMENT BAR FABRICATION DETAILS, REFER TO STANDARD

RESTRICT HOOK SIZE, OTHERWISE STANDARD HOOKS ARE TO BE USED.

1. "*" DIMENSION ON 180° HOOKS TO BE SHOWN ONLY WHERE NECESSARY TO

NOTES:

VARY BY 3"STR

22' - 1 1/2"

14' - 3 1/8" TO

326EW602

STR3' - 6"84EW411

VARY BY 6 1/4"STR

22' - 0 5/8"

14' - 2 1/2" TO

164EW410

STR16' - 5 3/4"24EW409

VARY BY 1' - 10 1/4" 2 SETS OF 7STR

12' - 11 3/4"

1' - 10 1/2" TO

144EW408

STR14' - 6"304EW407

WINGWALL B STEM

VARY BY 2 5/8"STR

22' - 1 1/2"

15' - 3 1/8" TO

326EW601

STR3' - 6"84EW406

VARY BY 5 1/2"STR

22' - 0 5/8"

15' - 2 1/2" TO

164EW405

STR16' - 0 1/4"24EW404

VARY BY 2' - 1 1/2" 2 SETS OF 6STR

12' - 8 5/8"

2' - 1 3/8" TO

124EW403

STR14' - 6"324EW402

WINGWALL A STEM

STR17' - 10 1/4"527EW701

STR17' - 9 1/2"306EW603

STR7' - 0"225EW505

STR30' - 6 1/2"385EW503

STR17' - 9 1/2"265EW502

3 3/8"3' - 5"1' - 3 1/2"3' - 5"78' - 1 1/2"265EW501

GALVANIZE BAR4"4"8"9"6 1/4"9"603' 2 1/4"84W414

STR3' - 6"244EW401

BEND IN FIELDSTR14' - 5 1/8"503EW302

BEND IN FIELDSTR11' - 3 5/8"143EW301

ABUTMENT STEM

STR16' - 11"368EF803

STR16' - 8"368EF802

STR18' - 6"648EF801

0"6' - 8 1/4"10"167' - 6 1/4"527EF701

0"6' - 0"8"166' - 8"306EF605

0"6' - 2 1/2"8"166' - 10 1/2"326EF602

0"6' - 2 1/2"8"166' - 10 1/2"326EF601

STR16' - 11"365EF508

STR16' - 7 1/2"365EF507

STR16' - 8"365EF506

STR16' - 7 1/2"365EF505

0"4' - 8"7"165' - 3"265EF503

STR31' - 4"405EF502

STR18' - 6"435EF501

STR4' - 1"164EF403

STR4' - 1"164EF402

1"4 1/2"1' - 5"4 1/2"262' - 2"1264EF401

FOOTING

REMARKSRFEDCBATYPELENGTHNUMBERSIZEMARK

D

E

C

B

A

F

RECOMMENDED

SHEET OF

DEPARTMENT OF BRIDGES

MERCER COUNTY, PENNSYLVANIA

DES: DWG: CKD:

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P

L O

T T

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BRIDGE NO. 2904

WILMINGTON TOWNSHIP

T-546 (BEND RD)

OVER BRANCH OF LITTLE NESHANNOCK CREEK

SINGLE SPAN STEEL ROLLED BEAM BRIDGE

O P

E R

A T

O R

F

IL

E N

A M

E n m ik h a y lo v a

P

\0

\M ic r o s ta ti o n \B

R I D

G E

B e n d R o a d \B

R I D

G E

\F D

\B A

B T

.d g n

BRKEY: 26295BMS STR ID: 43 7229 0546 2904

" (WP TO WP)8

30'-6

"8

15'-3"8

15'-3

"8

3'-723'-3""8

3'-7

� BEAM NO. 1 � BEAM NO. 2 � BEAM NO. 3

� BEAM NO. 4

8" 8"FF ABUTMENT

RF ABUTMENT 90

°0 '0

� BRG

STA 52+98.75

WP 6

WP 7 WP 8 WP 9

WP 10

� WEEP HOLE (TYP)

WING C

WING D

6"

CONSTR �

T-546 (BEND RD)

S T

A A

H E

A D

"41

1'-

EX

P.

JO

IN

T " F

LU

SH

6"

'-6

"FOUNDATION DRAIN

6" STRUCTURE

"4 131'-10

°0 '0

15'-6" EXP. JOINT

" FLUSH

"4

1'-3

"8

1'-11

"8

1'-11

°0 '0

'-3

'-6

'-6

"83

1'-

"87

1'-

INVERT EL.

998.50 (TYP)

V-NOTCH EL. 998.00

FINISHED GROUND LINE &

EL 991.92

EL 989.92

F

G

CONSTR. JOINT

CONSTR. JOINT

EL 1011.29

EL 1007.03

BEARING SEAT

EL 1007.19

BEARING SEAT

G

F

EL 1011.29

"8 130'-6

10'-0"10'-0"

(EF) (TYP)

4 - EW451

52 - EF751 @ 6" MAX SPA (RF)

26 - EF452 @ 12" MAX SPA (FF)

52 - EW751 @ 6" MAX SPA (RF)

26 - EW452 @ 12" MAX SPA (FF)

EW653 EW653

EF655 EF655

E

W

M A

X S

P A

E

F

E

W

M

A X

S P

A

M

A X

S P

A

E W

E

W

M

A X

S P

A

(TYP)

WEEPHOLE

FORMED

4" DIA.

CONSTR. �

T-546 (BEND RD.)

H H

M

A X

S P

A

E W

EW553 EW553

FOR REINFORCEMENT

BARRIER DETAILS AND SECTION G-G

SEE END DIAPHRAGM DETAILS,

26 - EW551 @ 12" MAX SPA

EL 1007.03

BEARING SEAT

ABUTMENT 2 PLAN & ELEVATION

DAM DAM MJA

PLAN

2 0 2 4 FEET

ELEVATION

2 0 2 4 FEET

NOTES:

7. FOR ABUTMENT 2 REBAR SCHEDULE, SEE SHEET 17.

6. FOR WATERPROOFING DETAILS, SEE SHEET 7 AND BC-788M.

5. FOR ABUTMENT 2 SECTIONS, SEE SHEET 14.

4. FOR ABUTMENT 2 FOOTING PLAN, SEE SHEET 13.

3. FOR WEEP HOLE REINFORCEMENT DETAIL, SEE SHEET 6.

2. FOR STAKE OUT PLAN, SEE SHEET 5.

1. FOR GENERAL NOTES, SEE SHEET 2.

124/2/2026

RECOMMENDED

SHEET OF

DEPARTMENT OF BRIDGES

MERCER COUNTY, PENNSYLVANIA

DES: DWG: CKD:

S

E P

:5

P

L O

T T

E D

BRIDGE NO. 2904

WILMINGTON TOWNSHIP

T-546 (BEND RD)

OVER BRANCH OF LITTLE NESHANNOCK CREEK

SINGLE SPAN STEEL ROLLED BEAM BRIDGE

O P

E R

A T

O R

F

IL

E N

A M

E d m c c o w in

P

\0

\M ic r o s ta ti o n \B

R I D

G E

B e n d R o a d \B

R I D

G E

\F D

\B A

B T

.d g n

BRKEY: 26295BMS STR ID: 43 7229 0546 2904

� BRG

43 - EF551 @ 9" MAX SPA (BOT)

64 - EF851 @ 6" MAX SPA (TOP)

(9 ROWS OF 6)

54 - EF451 @ 4'-0" MAX SPA

(T O

P

B O

T

E

F

M A

X S

P A

19 - EF553 @

12" MAX SPA (BOT)

36 - EF651 @

6" MAX SPA (TOP)(6 ROWS OF 5)

30 - EF451 @

4'-0" MAX SPA

(T O

P B

O T

E

F

M A X S

P A

150°0'0" 150°0'0"

WING DWING C

S T

A A

H E

A D

(T O

P B

O T

- E

F

" M

A X S

P A

(5 R

OWS O

F 5

EF

1 @ 4' -0 " M

AX

SP

A

EF

5 @ " M

AX

SP

A (B

OT)

EF

3 @ 6" M

AX

SP

A (T

OP)

"8

10'-9

14'-2" 14'-0"

"87

8'-

"8 115'-11"8

115'-11

"4 131'-10

°0 '0 " 3

°0 '0

"87

'-5

4"

'-3

4"

"8

17'-5

ABUTMENT 2 FOOTING PLAN

DAM DAM MJA

NOTES:

4. FOR WATERPROOFING DETAILS, SEE SHEET 7 & BC-788M.

3. FOR ABUTMENT 2 REBAR SCHEDULE, SEE SHEET 17.

2. FOR ABUTMENT 2 PLAN & ELEVATION, SEE SHEET 12.

1. FOR GENERAL NOTES, SEE SHEET 2.

FOOTING PLAN

2 0 2 4 FEET

32.000.00135130N/A2.097.073.38FinMaxSTR-IWING D

32.000.00135130N/A2.066.993.40FinMaxSTR-IWING C

32.000.00135130N/A1.036.296.13FinMaxSTR-IABUTMENT

(deg)

ANGLE

FRICTION

EFFECTIVE

(ksf)

COHESION

(lb/ft3)

DENSITY

UNIT

SATURATED

(lb/ft3)

DENSITY

MASS UNIT

(ksf)

STRENGTH

SHEAR

UNDRAINED

RATIO

PERFORMANCE

B/A

(ksf)

RESISTANCE

BEARING

B

(ksf)

PREESURE

BEARING

UNIFORM

A

STAGE

CASE

LOAD

STATE

LIMIT

LOCATION

LAYER 1

BEARING CAPACITY

1.0114.5914.40FinMinSTR-IWING D

1.0114.5614.46FinMinSTR-IWING C

1.2021.0617.61FinMinSTR-IABUTMENT

RATIO

B/A PERFORMANCE

(kip)

SLIDING RESISTANCE

B

(kip)

FORCE

HORIZONTAL

A

STAGE

CASE

LOAD

STATE

LIMIT

LOCATION

SLIDING

RECOMMENDED

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P L

O T

T E

D

BRIDGE NO. 2904

WILMINGTON TOWNSHIP

T-546 (BEND RD)

OVER BRANCH OF LITTLE NESHANNOCK CREEK

SINGLE SPAN STEEL ROLLED BEAM BRIDGE

O P

E R

A T

O R

F

IL

E N

A M

E m a r e n a

P

\0

\M ic r o s ta ti o n \B

R I D

G E

B e n d R o a d \B

R I D

G E

\F D

\B A

B T

.d g n

BRKEY: 26295BMS STR ID: 43 7229 0546 2904

CONSTR. JT.

3" X 1'-0" KEYED

EW551

EW452

E W

E F

EW751

CLR

3"

EF751

1'-9"

FF ABUTMENTRF ABUTMENT

� BRG.

9"1'-0"

(TYP)

2" CLR

4"

(TOP & BOT)

EF552 4" C

L

R

C L

R

EF851

EF551

(SEE NOTE 6)

EF451 @ 4'-0" MAX

EF452

2" CLR

SECTION 1001.3 (C) & (D).

WEEPHOLE, SEE PUB. 408

MATERIAL AT EACH

WITH CLASS 1 GEOTEXTILE

AGGREGATE, ENCASED

CU. YD. NO. 57 COARSE2

FOR LOCATIONS.

ELEVATION VIEW

REINFORCING). SEE

HOLES (TO CLEAR

4" � FORMED WEEP

LINE (TYP)

OF FINISHED GROUND

" V-NOTCH AT TOP 4

16'-6"

2'-6"

1'-0"

WP 7

14 - EF655 & 14 - EW653

EW352

1'-7"

"4

1'-3

"8 72'-11

°0 '0

EW453

3" CLR

M

IN

L

A P

MIN (TYP)

2'-2"

ALONG RF

EF655 & EW653

WP 9

14 - EF655 & 14 - EW653

1'-0"

1'-7"

"8 72'-11

"8

'-1

"41

1'-

°0 '0

'-4

EW352

MIN (TYP)

2'-2"

M

IN

LA

P '-2

3" CLR

ALONG RF

EF655 & EW653

@ 12" MAX

10 - EW553

EW351

90°0'0"

"8 71'-4

M

IN

L

A P

EW351

°0 '0

"8 71'-4

M

IN

LA

P '-2

@ 12" MAX

10 - EW553

@ 12" MAX

10 - EW553

EW351

ED453*

ES402 & ES403*

EC602*

*SEE BARRIER DETAILS, SHEET 25, FOR BAR LOCATIONS

** SEE END DIAPHRAGM DETAILS, SHEET 22, FOR BAR LOCATIONS

ED351**

ED352**

ED654**

ED651**

ED451**

@ 12" MAX

10 - EW553

EW351

ES402 & ES403*

EC602*

ED351**

ED352**

ED453*

ED654**

ED651**

ED451**

ABUTMENT 2 SECTIONS

DAM DAM MJA

TYPICAL ABUTMENT SECTION

1 0 1 2 FEET

SECTION G-G

1 0 1 2 FEET

EF751, EW751 (RF)

EF452, EW452 (FF)

SECTION F-F

1 0 1 2 FEET

NOTES:

90° AND 135° HOOKS AT TOP IN ALTERNATE TIES.

ONE END AND 135° HOOK AT THE OTHER END. ALTERNATE

BOTH DIRECTIONS. PROVIDE TIE BARS WITH 90° HOOK AT

WITH #4 TIE BARS AT A MAXIMUM SPACING OF 4'-0" IN

6. TIE TOP AND BOTTOM MATS OF REINFORCING STEEL

5. FOR WATERPROOFING DETAILS, SEE SHEET 7 & BC-788M.

4. FOR ABUTMENT 2 REBAR SCHEDULE, SEE SHEET 17.

3. FOR ABUTMENT 2 FOOTING PLAN, SEE SHEET 13.

2. FOR ABUTMENT 2 PLAN & ELEVATION, SEE SHEET 12.

1. FOR GENERAL NOTES, SEE SHEET 2.

SECTION H-H

1 0 1 2 FEET

144/2/2026

RECOMMENDED

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DEPARTMENT OF BRIDGES

MERCER COUNTY, PENNSYLVANIA

DES: DWG: CKD:

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E P

:2

P

L O

T T

E D

BRIDGE NO. 2904

WILMINGTON TOWNSHIP

T-546 (BEND RD)

OVER BRANCH OF LITTLE NESHANNOCK CREEK

SINGLE SPAN STEEL ROLLED BEAM BRIDGE

O P

E R

A T

O R

F

IL

E N

A M

E d m c c o w in

P

\0

\M ic r o s ta ti o n \B

R I D

G E

B e n d R o a d \B

R I D

G E

\F D

\B A

B T

.d g n

BRKEY: 26295BMS STR ID: 43 7229 0546 2904

LINE & V-NOTCH

FINISHED GROUND

EL 1011.29

J

J

EL 989.92

EL 991.92

EW457 (EF)

EL 1002.00

4 - EW458 (EF)

EL 1004.50

3"

34 - EF652 @ 6" MAX SPA (RF)

17 - EF453 @ 12" MAX SPA (FF) 3"

E W

M

A X

S P

A

E F

E

F

E W

S

P A

34 - EW651 @ 6" MAX SPA (RF)

17 - EW454 @ 12" MAX SPA (FF)

6" LEVEL

15'-6"

7'-9"

CONSTR. JT.

3" X 1'-0" KEYED

4"

(TOP & BOT)

EF554 4"

C L

R

(TYP)

2" CLR

C L

R

EF553

EF651

EW651

EW454

C L

A S

S A

C E

M E

N T

C O

N C

R E

T E

(SEE NOTE 6)

EF451@ 4'-0" MAX

1'-6"

CLR

3"

FF RF

EW457

CLR

2"

EF453

E W

E F

EF652

E W

E F

LOCATIONS.

ELEVATION VIEW FOR

REINFORCING), SEE

WEEPHOLE (TO CLEAR

4" � FORMED

408 SECTION 1001.3 (c) & (d).

AT EACH WEEPHOLE, SEE PUB.

CLASS 1 GEOTEXTILE MATERIAL

AGGREGATE, ENCASED WITH

CU. YD. NO. 57 COARSE 2

GROUND LINE

FINISHED

15'-2"

2'-6"

ABUTMENT 2 WING C DETAILS

DAM DAM MJA

NOTES:

7. FOR WEEPHOLE REINFORCEMENT DETAIL, SEE SHEET 6.

HOOKS AT TOP IN ALTERNATE TIES.

AND 135° HOOK AT THE OTHER END. ALTERNATE 90° AND 135°

DIRECTIONS. PROVIDE TIE BARS WITH 90° HOOK AT ONE END

#4 TIE BARS AT A MAXIMUM SPACING OF 4'-0" IN BOTH

6. TIE TOP AND BOTTOM MATS OF REINFORCING STEEL WITH

5. FOR WATERPROOFING DETAILS, SEE SHEET 7 & BC-788M.

4. FOR ABUTMENT 2 REBAR SCHEDULE, SEE SHEET 17.

3. FOR ABUTMENT 2 FOOTING PLAN, SEE SHEET 13.

2. FOR ABUTMENT 2 PLAN & ELEVATION, SEE SHEET 12.

1. FOR GENERAL NOTES, SEE SHEET 2.

WINGWALL C ELEVATION

1 0 1 2 3 FEET

SECTION J-J

1 0 1 2 3 FEET

154/2/2026

RECOMMENDED

SHEET OF

DEPARTMENT OF BRIDGES

MERCER COUNTY, PENNSYLVANIA

DES: DWG: CKD:

S

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:2

P

L O

T T

E D

BRIDGE NO. 2904

WILMINGTON TOWNSHIP

T-546 (BEND RD)

OVER BRANCH OF LITTLE NESHANNOCK CREEK

SINGLE SPAN STEEL ROLLED BEAM BRIDGE

O P

E R

A T

O R

F

IL

E N

A M

E d m c c o w in

P

\0

\M ic r o s ta ti o n \B

R I D

G E

B e n d R o a d \B

R I D

G E

\F D

\B A

B T

.d g n

BRKEY: 26295BMS STR ID: 43 7229 0546 2904

LINE & V-NOTCH

FINISHED GROUND

EL 1011.29

K

K

EL 989.92

EL 991.92

EL 1002.50

3"

30 - EF654 @ 6" MAX (RF)

15 - EF454 @ 12" MAX SPA (FF) 3"

E W

M

A X

S P

A

E F

EW461 (EF)

4 - EW463 (EF)

EL 1004.50

E

F

E W

S

P A

30 - EW652 @ 6" MAX SPA (RF)

15 - EW462 @ 12" MAX (FF)

6" LEVEL

13'-6"

6'-9"

4"

(TYP)

2" CLR

C L

R

(TOP & BOT)

EF556

MAX (SEE NOTE 6)

EF451 @ 4'-0"

C L

R

EF653

EF555

EF654

E W

E F

EW461

C L

A S

S A

C E

M E

N T

C O

N C

R E

T E

CONSTR. JT.

3" X 1'-0" KEYED

EW462

EW652

CLR

2"

CLR

3"

4"

EF454

E W

E F

1'-6"

RF FF

GROUND LINE

FINISHED

LOCATIONS.

ELEVATION VIEW FOR

REINFORCING), SEE

WEEPHOLE (TO CLEAR

4" � FORMED 408 SECTION 1001.3 (c) & (d).

AT EACH WEEPHOLE, SEE PUB.

CLASS 1 GEOTEXTILE MATERIAL

AGGREGATE, ENCASED WITH

CU. YD. NO. 57 COARSE 2

15'-3"

2'-6"

ABUTMENT 2 WING D DETAILS

DAM DAM MJA

NOTES:

7. FOR WEEPHOLE REINFORCEMENT DETAIL, SEE SHEET 6.

135° HOOKS AT TOP IN ALTERNATE TIES.

AND 135° HOOK AT THE OTHER END. ALTERNATE 90° AND

DIRECTIONS. PROVIDE TIE BARS WITH 90° HOOK AT ONE END

#4 TIE BARS AT A MAXIMUM SPACING OF 4'-0" IN BOTH

6. TIE TOP AND BOTTOM MATS OF REINFORCING STEEL WITH

5. FOR WATERPROOFING DETAILS, SEE SHEET 7 & BC-788M.

4. FOR ABUTMENT 2 REBAR SCHEDULE, SEE SHEET 17.

3. FOR ABUTMENT 2 FOOTING PLAN, SEE SHEET 13.

2. FOR ABUTMENT 2 PLAN & ELEVATION, SEE SHEET 12.

1. FOR GENERAL NOTES, SEE SHEET 2.

WINGWALL D ELEVATION

1 0 1 2 3 FEET

SECTION K-K

1 0 1 2 3 FEET

164/2/2026

RECOMMENDED

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MERCER COUNTY, PENNSYLVANIA

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-2

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P L

O T

T E

D

BRIDGE NO. 2904

WILMINGTON TOWNSHIP

T-546 (BEND RD)

OVER BRANCH OF LITTLE NESHANNOCK CREEK

SINGLE SPAN STEEL ROLLED BEAM BRIDGE

O P

E R

A T

O R

F

IL

E N

A M

\0

\M ic r o s ta ti o n \B

R I D

G E

B e n d R o a d \B

R I D

G E

\F D

\B B

S .d g n

BRKEY: 26295BMS STR ID: 43 7229 0546 2904

REINFORCEMENT BAR SCHEDULE

ABUTMENT 2

DAM DAM MJA

ALONG OUTSIDE OF BAR. R IS MEASURED ALONG INSIDE OF BAR.

5. FOR ALL BAR TYPES SHOWN, DIMENSIONS A-F AND LENGTH ARE MEASURED

4. "E" INDICATES EPOXY COATED REBARS.

3. FIGURES IN CIRCLES SHOW TYPES.

DRAWING BC-736M.

2. FOR REINFORCEMENT BAR FABRICATION DETAILS, REFER TO STANDARD

RESTRICT HOOK SIZE, OTHERWISE STANDARD HOOKS ARE TO BE USED.

1. "*" DIMENSION ON 180° HOOKS TO BE SHOWN ONLY WHERE NECESSARY TO

NOTES:

C

*D

BA

BA

5°

CR

A

B

C

D

D

E

C

B

A

F

VARY BY 2 7/8"STR

19' - 3"

12' - 5 3/8" TO

306EW652

STR3' - 6"84EW463

VARY BY 5 7/8"STR

19' - 2 1/2"

12' - 5" TO

154EW462

STR14' - 8"24EW461

VARY BY 1' - 11" 2 SETS OF 6STR

11' - 8 1/8"

2' - 1 1/4" TO

124EW460

STR13' - 0"264EW459

WINGWALL D STEM

VARY BY 2 1/2"STR

19' - 3"

12' - 5 3/8" TO

346EW651

STR3' - 6"84EW458

STR16' - 5 1/2"24EW457

VARY BY 2' - 2 1/2" 2 SETS OF 6STR

13' - 3 1/4"

2' - 2 5/8" TO

124EW456

STR15' - 0"264EW455

VARY BY 5 1/8"STR

19' - 2 1/2"

12' - 5" TO

174EW454

WINGWALL C STEM

STR14' - 11 7/8"527EW751

STR14' - 11 1/4"286EW653

STR6' -11"205EW553

3 3/8"3' - 5"1' - 3 1/2"3' - 5"78' - 1 1/2"265EW551

GALVANIZE BAR4"4"8"9"6 1/4"9"603' - 2 1/4"84W464

STR29' - 4 1/2"324EW453

STR14' - 11 1/4"264EW452

STR3' - 6"244EW451

BEND IN FIELDSTR13' - 10 1/8"423EW352

BEND IN FIELDSTR10' - 8 5/8"143EW351

ABUTMENT STEM

STR16' - 2"648EF851

0"6' - 8 3/8"10"167' - 6 3/8"527EF751

0"6' - 0"8"166' - 8"286EF655

0"6' - 0 1/4"8"166' - 8 1/4"306EF654

STR14' - 11"316EF653

0"6' - 0 1/4"8"166' - 8 1/4"346EF652

STR14' - 10"366EF651

STR15' - 0 3/4"325EF556

STR14' - 11"165EF555

STR17' - 0 3/4"325EF554

STR14' - 10"195EF553

STR31' - 8"345EF552

STR16' - 2"435EF551

STR4' - 1"154EF454

STR4' - 1"174EF453

STR4' - 1"264EF452

1"4 1/2"1' - 5"4 1/2"262' - 2"1094EF451

FOOTING

REMARKSRFEDCBATYPELENGTHNUMBERSIZEMARK

RECOMMENDED

SHEET OF

DEPARTMENT OF BRIDGES

MERCER COUNTY, PENNSYLVANIA

DES: DWG: CKD:

-A

U G

-2

:2

P

L O

T T

E D

BRIDGE NO. 2904

WILMINGTON TOWNSHIP

T-546 (BEND RD)

OVER BRANCH OF LITTLE NESHANNOCK CREEK

SINGLE SPAN STEEL ROLLED BEAM BRIDGE

O P

E R

A T

O R

F

IL

E N

A M

E d s c h a u b

P

\0

\M ic r o s ta ti o n \B

R I D

G E

B e n d R o a d

\B R

I D

G E

\F D

\B

F

P .d g n

BRKEY: 26295BMS STR ID: 43 7229 0546 2904

N00°49'00"E

6 SPACES @ 10'-3" = 61'-6"

S

P A

C E

S

'-9

'-3

�CONSTR

T-546 (BEND RD)

STA AHEAD

B1

B2

B3

B4

"2

'-6

DIAPHRAGM SPACING

61'-6" � BRG. TO � BRG.

END OF BEAM

D

EDGE OF DECK AND BARRIER

STA 52+37.25

� BRG. ABUT. 1

STA 52+98.75

� BRG. ABUT. 2

AT ABUT.

7 1/2 "

(TYP.)

(TYP.)

DIAPHRAGM CONNECTION �

EDGE OF DECK AND BARRIER

D

D

D

D

D

D

D

90°0'0" (TYP.)

D

D

D

D

D

D

(TYP.)

DESIGNATION

BEAM

FRAMING PLAN

DAM KMV DAM

NOTES:

BC-753M, AND SHEET 19, BEAM ELEVATIONS AND DIAPHRAGM DETAILS.

FOR BEARING STIFFENER AND DIAPHRAGM CONNECTION PLATE DETAILS, SEE STANDARD DRAWING6.

FOR BEARING STIFFFENER LOCATIONS, SEE SHEET 19.5.

BEAM ELEVATION ON SHEET 19, AND THE SPECIAL PROVISIONS.

FOR ADDITIONAL STRUCTURAL STEEL NOTES SEE: GENERAL NOTES ON SHEET 2,4.

CONSIDER ALL FRAMING PLAN DIMENSIONS AS HORIZONTAL AND SPECIFIED AT 68°F.3.

DRAWING BC-754M, AND SHEET 19, BEAM ELEVATION AND DIAPHRAGM DETAILS.

D2 DIAPHRAGMS: DETAILS IN ACCORDANCE WITH "INTERMEDIATE DIAPHRAGM DETAIL" STANDARD 2.

AND SHEET 22.

D1 DIAPHRAGMS: DETAILS IN ACCORDANCE WITH "CONCRETE END DIAPHRAGM DETAILS" SHEET 21 1.

2 0 2 4 FEET

FRAMING PLAN

D

D

D

D

D

D

D

RECOMMENDED

SHEET OF

DEPARTMENT OF BRIDGES

MERCER COUNTY, PENNSYLVANIA

DES: DWG: CKD:

-F

E B

-2

:2

P

L O

T T

E D

BRIDGE NO. 2904

WILMINGTON TOWNSHIP

T-546 (BEND RD)

OVER BRANCH OF LITTLE NESHANNOCK CREEK

SINGLE SPAN STEEL ROLLED BEAM BRIDGE

O P

E R

A T

O R

F

IL

E N

A M

\0

\M ic r o s ta ti o n \B

R I D

G E

B e n d R o a d \B

R I D

G E

\F D

\B B

D .d g n

BRKEY: 26295BMS STR ID: 43 7229 0546 2904

" ALONG2

7 " ALONG2

761'-6" � BRG TO � BRG

� BEAM (EXP) � BEAM (FIX)

� BRG ABUT 1

ROLLED BEAM

W33X118 STEEL

SEE BELOW FOR DETAILS.

DIAPHRAGM CONNECTION PLATE (TYP)

52 SHEAR CONNECTOR ROWS, EQUALLY SPACED

SPACING

SHEAR CONNECTOR

ELEVATION

DIMENSIONS, SEE LEFT END

REINFORCEMENT (TYP). FOR

FOR DIAPHRAGM

1" DIA. HOLE IN WEB"2

"8

"8

� BRG ABUT 2

� DIAPHRAGM, C15X33.9

LEVEL

3" (TYP)

1/4"

1/4"

1/4"

1/4"

"2 1" X 7 2

1CONNECTION � " CHAMFER (TYP)2

1" X 2 2

SHOWN BY ARROWS

WELD IN DIRECTION

TYP. TYP.

(T Y

P

(TYP)

1"

S P

A

" (TYP)4

1 2 3 4 5 6 7 8 9

ORDINATE

CAMBER

MIN.

4"

2"

"4

" DIA4

STUD

"2

4"4" "4 31"4

1/4"

1/4"

1/4"

1/4"

"" X 52 12 - �

STIFFENERS

TYPICAL

" CHAMFER2

1" X 22

SHOWN BY ARROWS

WELD IN DIRECTION

TYP.

TYP.

BEAR (TYP.)

MILL TO

BEAM ELEVATION & DIAPHRAGM DETAILS

DAM KMV MJA

TYPICAL BEAM ELEVATION

TYPICAL INTERMEDIATE DIAPHRAGM

DIAPHRAGM CONNECTION PLATE DETAIL

CAMBER DIAGRAM

NOT TO SCALE

NOT TO SCALE

SHEAR CONNECTOR DETAIL

3 0 3 INCHES

NOTES:

SEE BC-753M & 754M FOR ADDITIONAL CONNECTION DETAILS.4.

FOR FRAMING PLAN, SEE SHEET 18.3.

FOR GENERAL NOTES, SEE SHEET 2.2.

FOR GENERAL PLAN AND ELEVATION, SEE SHEET 1.1.

6 0 6 INCHES

6 0 6 INCHES

BEARING STIFFENER DETAIL

6 0 6 INCHES

0.0000.6521.2321.6861.9762.0751.9761.6861.2320.6520.000B2 & B3

0.0000.5421.0241.4021.6421.7251.6421.4021.0240.5420.000B1 & B4

TOTAL CAMBER

0.0000.0310.0580.0790.0930.0980.0930.0790.0580.0310.000B2 & B3

0.0000.0330.0620.0850.1000.1050.1000.0850.0620.0330.000B1 & B4

SUPERIMPOSED DL

DUE TO WEIGHT OF

0.0000.5441.0291.4091.6511.7331.6511.4091.0290.5440.000B2 & B3

0.0000.4320.8171.1191.3101.3761.3101.1190.8170.4320.000B1 & B4

DECK AND HAUNCH

DUE TO WEIGHT OF

0.0000.0770.1450.1980.2320.2440.2320.1980.1450.0770.000B2 & B3

0.0000.0770.1450.1980.2320.2440.2320.1980.1450.0770.000B1 & B4

STEEL

DUE TO WEIGHT OF

109876543210BEAM

CAMBER ORDINATES (INCHES)

BEAM 1 AND BEAM 2 SHOWN. BEAM 3 AND BEAM 4 SIMILAR.

BEAM 1

BEAM 2

NOTES:

INCLUDE FUTURE WEARING SURFACE.

2. CAMBER DUE TO SUPERIMPOSED DEAD LOAD INCLUDES BARRIER BUT DOES NOT

OVERHANGS, AND STAY-IN-PLACE FORMS.

1. CAMBER DUE TO WEIGHT OF DECK AND HAUNCH INCLUDES 8" DECK, HAUNCHES,

RECOMMENDED

SHEET OF

DEPARTMENT OF BRIDGES

MERCER COUNTY, PENNSYLVANIA

DES: DWG: CKD:

-M A

R -2

:5

P

L O

T T

E D

BRIDGE NO. 2904

WILMINGTON TOWNSHIP

T-546 (BEND RD)

OVER BRANCH OF LITTLE NESHANNOCK CREEK

SINGLE SPAN STEEL ROLLED BEAM BRIDGE

O P

E R

A T

O R

F

IL

E N

A M

E m a r e n a

P

\0

\M ic r o s ta ti o n \B

R I D

G E

B e n d R o a d \B

R I D

G E

\F D

\B B

R G

.d g n

BRKEY: 26295BMS STR ID: 43 7229 0546 2904

T H

R E

A D

E D

2" MIN BOLT THREAD

PROTRUSION

TOP OF BEAM SEAT

(SWEDGE)

" DIA ANCHOR BOLT4

" PLATE WASHER (TYP)8

AND

HEX NUT, JAM NUT,

" DIA STEEL ANCHOR BOLT,4

SOLE PLATE

"2

BEARING PAD

"2

"4

5 "4

5 � BRG PAD AND � SOLE PLATE

� BRG ABUTMENT 1

1" 1"

1"

B O

T T

O M

F L

A N

G E

O F

B E

A M

SOLE PLATE

" 4

3" X 1'-72 10'-11

S O

L E

P L A

T E

" DIA ANCHOR BOLTS (TYP)4

" DIA SLOTTED HOLE FOR16

1"X 22

°0 '0

� BEAM

B E

A R

IN

G

P A

D

ELASTOMERIC BEARING PAD

"2

1" X 0'-112 10'-9

SOLE PLATE

"2

BEARING PAD

"2

"4 35"4

35� BRG PAD AND � SOLE PLATE

� BRG ABUTMENT 2

1"1"

B O

T T

O M

F L

A N

G E

O F

B E

A M

1"

SOLE PLATE

" 4

3" X 1'-72 10'-11

" DIA ANCHOR BOLTS (TYP)4

" DIA HOLE FOR16

S O

L E

P L A

T E

B E

A R

IN

G

P A

D

ELASTOMERIC BEARING PAD

"2

1" X 0'-112 10'-9

� BEAM

"2

� BEAM

� BRG

°0 '0

MIN 18" CLEARANCE

ALL SIDES

3 PADS @ 38" AND

4 - 11 GAUGE BONDED

STEEL SHIMS

"4 34 "4

34 1"1"

BEARING PAD

"2

SOLE PLATE

"2

"8

1"

2"

CLR

SEAL

16"

16"

16"

16"

A

� BRG PAD AND � SOLE PLATE

� BRG ABUTMENT 1

" PLATE WASHER8

3NUT, HEX NUT AND

" DIA ANCHOR BOLT HEX JAM4

1� 1

B

TOP OF BEAM SEAT

C

" CLR2

ANCHOR BOLT

W414 AT EACH

"4 34 "4

34 1"1"

BEARING PAD

"2

SOLE PLATE

"2

� BRG PAD AND � SOLE PLATE

� BRG ABUTMENT 2

" PLATE WASHER8

3NUT, HEX NUT AND

" DIA ANCHOR BOLT HEX JAM4

1� 1

1"

8"

CLR

16"

16"

TOP OF BEAM SEATSEAL

16"

16"

"8

C

A

B

" CLR2

ANCHOR BOLT

W464 AT EACH

BEARING DETAILS

DAM KMV MJA

ANCHOR RODS SHALL BE ASTM F1554 GRADE 105.10.

FABRICATOR MAY USE CONTRACT DRAWINGS TO FABRICATE THE ELASTOMERIC PADS.9.

SPECIFICATIONS, SECTION 18, CORRESPONDING TO DESIGN METHOD B.

ACCORDANCE WITH THE REQUIREMENTS OF THE AASHTO LRFD CONSTRUCTION

REINFORCED ELASTOMERIC PADS SHALL BE FABRICATED, TESTED, AND ACCEPTED IN

OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS. ALL COMPONENTS OF THE

THE BEARINGS WERE DESIGNED IN ACCORDANCE WITH SECTION 14.7.5 (METHOD B) 8.

VULCANIZE PATCH PIN GROOVES.7.

PROVIDE INTERNAL SHIMS AS PER ASTM A36 OR A1011 GRADE 36.6.

PROVIDE MINIMUM LOW-TEMPERATURE…