2 SPA @ 2'-10" ±

BEAM 7

BEAM 1

BEAM 3

BEAM 4

BEAM 5

CONSTR �

T-301

ROCK, R-7 CHOKED WITH, R-4

BEGINNING OF SLOPE)

BEYOND RAILING BEFORE

(EXTEND ROCK HORIZONTALLY

5" OPEN STEEL GRID DECK

32'-0" STRUCTURE LENGTH ±

BRGS ±�/�30'-0"

BEAM 6

BEAM 2

INTERMEDIATE DIAPHRAGM, TO BE

MODIFIED AND MAINTAINED

EXISTING TAPERED STEEL BRIDGE RAILING

END TREATMENT (TO REMAIN, TYP)

A A A A

A S

P H

A L T

P A

V E

M E

N T

(30'-0" MEASURED FROM END OF BRIDGE, TYP)

END OF ASPHALT ROADWAY RECONSTRUCTION

N

PLAN C

R

E E

K

S H

E R

M A

N

UPPER BUCK RIDGE ROAD

(TYP)

CLEARANCE MARKER

NEW SAFETY

AND START OF PROPOSED BRIDGE (TYP)

BETWEEN END OF EXISTING ASPHALT

GRADE AS NEEDED FOR GRADUAL TRANSITION

01 1 2 FEET

CONSTRUCT PROPOSED ASPHALT PROFILE

s m c m a s te rs O

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T-301 (UPPER BUCK RIDGE ROAD)

BMS STR ID: 50 7217 0301 4001

OVER

BRKEY: 29742

SHERMAN CREEK

BRIDGE REPAIR

U

A c c o u n ts \T

B T

W P

\T B

T W

P

C o n s u lt in g S e rv ic e s \D

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\C T

\B R

ID

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\G E

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TYPICAL SECTION

REVISIONS

Mark Description By Chk'd Recm'd. Date

SHEET OF

SUPERVISORS

TOBOYNE TOWNSHIP BOARD OF

DES: DWG: CKD:

-M

A Y

-2

:2

P

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P E

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PERRY COUNTY

TOBOYNE TOWNSHIP BRIDGE NO. TBT-1

X U

A c c o u n ts \T

B T

W P

\T B

T W

P

C o n s u lt in g S e rv ic e s \D

E S

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N

\C T

\B R

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14'-1 1/4" OUT/OUT DECK

14'-4 3/4" RAIL/RAIL

CONSTR �

GRID DECK

5" STEEL OPEN

BEAM (GRADE 50) BEAM (GRADE 50)

W14X43 SEE DETAIL 1

TYPICAL SECTION

01 1 2 FEET

7'-0 5/8"

7'-0 5/8"

BM1 BM2 BM3 BM4 BM5 BM6 BM7

1'-4"

1'-6"

1'-6"

1'-4"

/8

T-301

NEW W14X61 NEW W14X61

NEW 6 1/2"W X 1'-0 5/8"H X 3/8" T

BM5� BM7�

� BM6

EXISTING C8X18.75

TO REMAIN

CONNECTION PLATE

DIAPHRAGM AND

CONNECTION PLATE

DETAIL 1

EXISTING RAILING

SUPPORT CHANNEL

GRID DECK

5" OPEN STEEL

7/8" DIA A325 BOLTS

(TYP)

1 1/2"

(TYP)

1 1/2"

1/4"

(MIN)

(TYP)

3"

TIGHT FIT

NEW C8X18.75

DIAPHRAGM

DRILL 15/16" HOLES IN

FOR NEW DIAPHRAGMS

CONNECTION PLATES

EXISTING DIAPHRAGM

PLAIN NEOPRENE BEARING PAD

PLATE AND 16" X 8" X 3/4" THICK

NEW 1'-2" X 8 3/8" X 1/2" SOLE

NEOPRENE BEARING PAD

16" X 8" X 3/4" THICK PLAIN

SOLE PLATE WITH NEW

EXISTING 16" X 8 3/8" X 1/2" (±)

1/4"

(TYP.)

EXISTING 1" DIAMETER

BE MAINTAINED

ANCHOR BOLT TO

NEW ANCHOR

BOLT

EXISTING 7 1/2"X

CONNECTION PLATE

DIAPHRAGM

11 1/2" X 1/4"

2"

0 11 FEET

EXISTING STEEL OPEN

GRID DECK

EXISTING CONCRETE

ABUTMENT

STEEL SOLE PLATE WITH

BEARING PAD

3/4" PLAIN NEOPRENE

DRILLED DOWEL HOLE

SECTION A-A

NEW BEAM

CONNECTION PLATE

NEW REINFORCED CONCRETE BACKWALL

SEE DETAIL 2, SHEET 2

NEW ASPHALT ROADWAY

PAVEMENT AND SUBBASE

RAILING CHANNEL

(WELDED)

ANCHOR BOLT

AND 1" DIAMETER STEEL

REQUIRED DEPTH, 12" MINIMUM

EPOXY ADHESIVE MANUFACTURER'S

EXISTING BEAM DEPTH.

BEAM DEPTH 1/4" (±) GREATER THAN

PROPOSED BEARING PADS. PROPOSED

AS NEEDED FOR UNIFORM BEARING OF

ABUTMENT BEARING SEAT CONCRETE

GRIND AND GROUT EXISTING

NEW DIAPHRAGM

NEW DIAPHRAGM

4" 4 3/8" 1/2" (±)

0 11 FEET

NOTES

FOR GENERAL NOTES, SEE SHEET 2.

GENERAL PLAN

FOR PROPOSED APPROACH ROADWAY TYPICAL SECTION, SEE SHEET 2.

FOR NEW REINFORCED CONCRETE BACKWALLS DETAIL 2, SEE SHEET 2.

1 2

WDCEFEF

PREPARED BY

5072 RITTER ROAD

SUITE 102

MECHANICSBURG, PA 17055

PENNONI

(TYP)

1/2"

REGISTERED

AI

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PROFESSIONAL

WILLIAM DURYEA CAMERON

No. PE37283E

ENGINEER

May 4, 2026

VARIE

S

VARIES

TACK COAT

SUPERPAVE ASPHALT MIXTURE DESIGN,

HMA WEARING COURSE, PG64-22, <0.3

MILLION ESALS, 9.5" MM MIX,

1 1/2" MINIMUM DEPTH

SUPERPAVE ASPHALT MIXTURE DESIGN,

HMA BASE COURSE, PG64-22, <0.3

MILLION ESALS, 25.00" MM MIX,

5" MINIMUM DEPTH

2A SUBBASE

(6" MIN DEPTH)

� ROADWAY

PROPOSED APPROACH ROADWAY TYPICAL SECTION

NOT TO SCALE

SLOPE TO DRAIN (2% ±)SLOPE TO DRAIN (2% ±)

#4 STRAIGHT BAR (TYP)

(TYP)

2" CLR

/4

#4 @ 12" SPACING

#4@12" SPA WITH 90° HOOK

#3 STRAIGHT BAR

DETAIL 2

WITH 8" HORIZONTAL LEG

1'-0" (±)4" 3/4"

6"

REINFORCEMENT

EXISTING VERTICAL

BACKWALL, MAINTAIN

1'-3" REMOVE EXISTING

12" SPACING

HOLE FOR #5 BAR @

1'-3" DRILLED DOWEL

/8

REINFORCEMENT BARS SHOP DRAWINGS.

TO FABRICATING REINFORCEMENT BARS. SUBMIT

NOTE: VERIFY ALL DIMENSIONS IN THE FIELD PRIOR

FEET1 10

1/4" CLOSED CELL NEOPRENE

SPONGE BOND BREAKER

MATCH TOP OF STEEL OPEN GRID DECK

TRANSVERSE BARS ELEVATION

s m c m a s te rs O

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T-301 (UPPER BUCK RIDGE ROAD)

BMS STR ID: 50 7217 0301 4001

OVER

BRKEY: 29742

SHERMAN CREEK

BRIDGE REPAIR

U

A c c o u n ts \T

B T

W P

\T B

T W

P

C o n s u lt in g S e rv ic e s \D

E S

IG

N

\C T

\B R

ID

G

E \D

E S

IG

N

\G E

N E

R A

L N

O T

E S

.d g n

TYPICAL SECTION

REVISIONS

Mark Description By Chk'd Recm'd. Date

SHEET OF

SUPERVISORS

TOBOYNE TOWNSHIP BOARD OF

DES: DWG: CKD:

-M

A Y

-2

:2

P

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PERRY COUNTY

TOBOYNE TOWNSHIP BRIDGE NO. TBT-1

X U

A c c o u n ts \T

B T

W P

\T B

T W

P

C o n s u lt in g S e rv ic e s \D

E S

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GENERAL NOTES

1.

3.

4.

5.

6.

10.

12.

13.

14.

15.

16.

19.

20.

21.

26.

PROVIDE MATERIALS AND PERFORM WORK IN ACCORDANCE WITH SPECIFICATIONS

PUBLICATION 408/2020, AASHTO/AWS/D1.5:2008 BRIDGE WELDING CODE, AND

CONTRACT SPECIAL PROVISIONS.

SUPERSTRUCTURE: HS-20

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

A HIGHER CLASS CONCRETE MAY BE SUBSTITUTED FOR A LOWER CLASS CONCRETE

EPOXY COAT ALL REINFORCING BARS, UNLESS NOTED.

RAKE FINISH ALL HORIZONTAL CONSTRUCTION JOINTS, EXCEPT AS INDICATED.

WATERWAYS CONSERVATION OFFICER

SOUTH CENTRAL REGION OFFICE

ALL DIMENSIONS SHOWN ARE HORIZONTAL, EXCEPT AS NOTED.

SUPERSTRUCTURE DIMENSIONS SHOWN ARE FOR A NORMAL TEMPERATURE OF 68

CONSTRUCTION DETAILS OTHER THAN THOSE SHOWN WILL CONFORM TO THE DEPARTMENT'S

STANDARD BRIDGE CONSTRUCTION (BC-700M SERIES) DRAWINGS.

THE FOLLOWING LEGEND APPLIES TO ALL DRAWINGS:

R.F. = REAR FACE

E.F. = EACH FACE

T. = TOP

BOT. = BOTTOM

F.F. = FRONT FACE

1704 PINE ROAD

NEWVILLE, PA 17241

(717)-486-7087

DEGREES FAHRENHEIT.

DESIGN LIVE LOADS:

STRUCTURAL STEEL:

GENERAL NOTES:

AT NO ADDITIONAL COST TO THE DEPARTMENT, IF APPROVED.

ACCORDANCE WITH STANDARD DRAWING BC-736M, UNLESS OTHERWISE INDICATED.

PROVIDE REINFORCING STEEL BARS MINIMUM EMBEDMENT AND SPLICE LENGTHS IN

CONSTRUCTION.

PRIOR TO CONSTRUCTION AND COOPERATE WITH THE FISH AND BOAT COMMISSION DURING

NOTIFY THE REGIONAL HEADQUARTERS OF THE PENNSYLVANIA FISH AND BOAT COMMISSION

25.UTILITY NOTE:

DO NOT CONSIDER ANY OF THE DATA ON THE EXISTING STRUCTURE MADE AVAILABLE

TO YOU BY THE DEPARTMENT OR ITS AUTHORIZED AGENTS AS POSITIVE REPRESENTATIONS

OF ANY OF THE CONDITIONS THAT YOU WILL ENCOUNTER IN THE FIELD.

APPLY AN APPROVED EPOXY ADHESIVE, WHERE AN ADHESIVE IS SPECIFIED.

22.

23.

24.

GALVANIZED REINFORCING STEEL BARS MAY BE SUBSTITUTED FOR EPOXY COATED

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

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

11.

17.

18.EXISTING BRIDGE IS POSTED FOR A WEIGHT LIMIT OF 16 TONS EXCEPT COMBINATIONS 26 TONS

9.

PROVIDE STRUCTURAL STEEL CONFORMING TO AASHTO M270 GRADE 50 DESIGNATION,

EXCEPT WHERE NOTED OTHERWISE.

PROVIDE GRADE 60 REINFORCING STEEL BARS THAT MEET THE REQUIREMENTS

OF ASTM A615/A615M OR A706/A706M. DO NOT WELD GRADE 60 REINFORCING

STEEL BARS UNLESS SPECIFIED.

FIELD AS NECESSARY FOR PROPER FIT OF THE PROPOSED CONSTRUCTION.

VERIFY ALL DIMENSIONS AND GEOMETRY OF THE EXISTING STRUCTURE IN THE

THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE SAFE ERECTION OF ALL

STRUCTURAL COMPONENTS. PROVIDE ALL NECESSARY BRACING AND SUPPORTS.

APPLY AN EPOXY ADHESIVE BETWEEN THE EXISTING AND PROPOSED

CEMENT CONCRETE.

COORDINATE, LOCATE AND CONDUCT ALL WORK RELATED TO PUBLIC AND

PRIVATE UTILITIES IN ACCORDANCE WITH PUBLICATION 408/2020,

SECTIONS 105.06 AND 107.12.

ALL STEEL FASTENERS ARE 7/8" DIAMETER HIGH STRENGTH BOLTS,

EXCEPT AS NOTED.

SECTION 1060.

PAINT EXISTING STRUCTURAL STEEL INCLUDING DECK IN ACCORDANCE WITH PUBLICATION

408, SECTION 1070.

PAINT ALL STEEL AND METAL FASTENERS WITH PAINT OF SIMILAR COLOR

THE EXISTING BRIDGE STRUCTURAL MEMBERS CONTAIN LEAD PAINT AND

OTHER TOXIC METALS (SUCH AS ARSENIC AND CHROMIUM) BASED ON

LABORATORY TESTING.

SET ANCHOR BOLTS TO TEMPLATE. USE AN APPROVED EPOXY ANCHOR SYSTEM.

FILL THE CLEARANCES BETWEEN ANCHOR BOLTS AND HOLES IN MASONRY PLATES

WITH APPROVED NON-HARDENING CAULKING COMPOUND CONFORMING

TO PUBLICATION 408, SECTION 705.8.

WELDING OF EXISTING STRUCTURAL STEEL: USE THE SHIELDED METAL

ARC PROCESS AND LOW HYDROGEN ELECTRODES WHICH ARE COMPATIBLE

IN THE FINAL WELD. NO OTHER TACK WELDING WILL BE PERMITTED.

DO NOT WELD WHEN SURFACES TO BE WELDED ARE MOIST OR EXPOSED TO RAIN,

SNOW, OR WIND, OR WHEN WELDERS ARE EXPOSED TO INCLEMENT CONDITIONS

F. PREHEAT AND°DO NOT WELD OR BURN WHEN THE TEMPERATURE IS BELOW 0

OR BURNING.

EQUAL TO THE THICKNESS OF THE PART BEING WELDED, BUT NOT LESS THAN

3 IN. IN ALL DIRECTIONS FROM THE POINT OF WELDING.

REMOVE BY APPLICATION OF HEAT ANY MOISTURE PRESENT AT POINT OF WELD.

PROVIDE WINDBREAKS FOR PROTECTION FROM DIRECT WIND.

ACCORDANCE WITH AASHTO/AWS D1.5M/D1.5 BRIDGE WELDING CODE CHAPTER 6.

PRIOR TO PLACING THE WELD, THOROUGHLY CLEAN ALL PORTIONS OF NEW AND

EXISTING SURFACES TO RECEIVE WELDS OF ALL FOREIGN MATTER, INCLUDING

PAINT FILM, FOR A DISTANCE OF 2 IN. FROM EACH SIDE OF THE OUTSIDE

LINES OF THE WELD.THE BRIDGE.

DO NOT FIELD-WELD ON ANY PART OF THE EXISTING BRIDGE, EXCEPT

WHERE SHOWN ON THE DRAWINGS, WITHOUT PRIOR APPROVAL OF THE

ENGINEER.

APPROVED WELD PROCEDURE SPECIFICATION.

7.

DUE TO THE OPERATING RATINGS OF THE STEEL BEAMS. DO NOT STOCKPILE MATERIALS ON

PLANS FOR THE EXISTING BRIDGE ARE NOT AVAILABLE.

PAINT FABRICATED STRUCTURAL STEEL IN ACCORDANCE WITH PUBLICATION 408,

TO THE EXISTING PAINT. SUBMIT PAINT COLOR.

WITH THE BASE METAL AS SPECIFIED, AND IN ACCORDANCE WITH AN

MAKE TACK WELDS WITH THE SAME TYPE OF ELECTRODE AND INCORPORATE

THAT WILL ADVERSLY AFFECT THE QUALITY OF THE WORK.

F WHEN THE°MAINTAIN THE TEMPERATURE OF THE METAL TO AT LEAST 70

PREHEAT THE STEEL TO THE SPECIFIED MINIMUM TEMPERATURE FOR A DISTANCE

TEST COMPLETED WELDS USING VISUAL AND NONDESTRUCTIVED METHODS IN

ANCHOR BOLTS WILL CONFORM TO ASTM F1554 GRADE 105 AND WILL BE GALVANIZED.

F DURING WELDING °TEMPERATURE OF THE METAL IS BETWEEM 0°F AND 32

USE CLASS AA CEMENT CONCRETE.

REINFORCING STEEL BARS AT NO ADDITIONAL COST TO THE OWNER.

8.

2.

EF EF WDC

2 2

STEPS OF CONSTRUCTION:

1.

IF NEEDED FOR TRANSPORT WIDTH.

AND SEPARATE EXTERIOR BEAMS AND RAILINGS FROM REMAINDER OF SUPERSTRUCTURE,

CUT EXISTING DIAPHRAGMS BETWEEN EXTERIOR BEAMS AND FIRST INTERIOR BEAMS

REMOVE EXISTING ANCHOR BOLT NUTS FROM BEARINGS.2.

REMOVE SUPERSTRUCTURE AND PLACE IT ON A TRUCK.3.

TRANSPORT SUPERSTRUCTURE TO FABRICATION SHOP.4.

BLAST CLEAN EXISTING BEAMS, DIAPHRAGMS, SOLE PLATES, AND STEEL OPEN GRID DECK.5.

FABRICATE NEW DIAPHRAGMS AND SOLE PLATES FOR NEW BEAMS.6.

PAINT EXISTING AND NEW BEAMS, DIAPHRAGMS, AND SOLE PLATES, AND PAINT EXISTING DECK.7.

CONNECT NEW BEAMS TO EXISTING FIRST INTERIOR BEAMS AND DECK IN SHOP.8.

MODIFY EXISTING ABUTMENT BEAM SEATS AS NEEDED.9.

INSTALL NEW BEARING ANCHOR BOLTS.10.

INSTALL NEW PLAIN NEOPRENE BEARING PADS FOR EXISTING AND NEW BEAMS.11.

TRANSFORT SUPERSTRUCTURE TO SITE.12.

OPEN GRID DECK, IF NOT PREVIOUSLY DONE IN SHOP.

CONNECT EXISTING FASCIA BEAMS AND RAILINGS TO NEW DIAPHRAGMS AND EXISTING14.

MODIFY EXISTING ABUTMENT BACKWALLS.15.

ERECT SUPERSTRUCTURE.13.

PLACE ROCK, R-7.16.

RECONSTRUCT APPROACH ROADWAYS.17.

REGISTERED

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PROFESSIONAL

WILLIAM DURYEA CAMERON

No. PE37283E

ENGINEER

GENERAL NOTES