PENNSYLVANIA

MIFFLIN COUNTY

MAY 2026

NOLAN DRIVE BRIDGE REHABILITATION

SUPERVISORS

DERRY TOWNSHIP

2009 North Atherton Street, Suite 200 State College, PA 16803

(814) 237-7111 www.bucharthorn.com

1-SPAN COMP P/S SPREAD BOX BEAM BRIDGE

SUPERSTRUCTURE REPLACEMENT

DATE:

Prepared By:

STATE COLLEGE, PA 16803-1525

SUITE 200

2009 N ATHERTON STREET

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REVISIONS

CONSTRUCTION DRAWINGS

SUPERSTRUCTURE REPLACEMENT

1-SPAN COMP P/S SPREAD BOX BEAM BRIDGE

NOLAN DRIVE

DERRY TOWNSHIP

DISTRICT BRIDGE ENGINEER

RECOMMENDED

(STRUCURAL ADEQUACY ONLY)

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10-22-25

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BMS STR ID: L-NUMBER: BRIDGE KEY:44-7205-0783-0117 L-467 26634

2 0 2 4 6 FEET

PLAN

� BRG ABUT 1 � BRG ABUT 2

CONSTR JOINT

� SUPERSTRUCTURE STAGED

ELEV 535.59

STA 99+99.21

BEGIN STRUCTURE

ELEV 535.59

STA 100+00.00

ELEV 535.66

STA 100+39.30

ELEV 535.66

STA 100+40.07

END STRUCTURE

� BRIDGE STA 100+19.65

" � BRG TO � BRG2

139'-3

WINGWALL A

WINGWALL B

WINGWALL C

WINGWALL D

CONSTR � NOLAN DRIVE

STA AHEAD

TANGENT WORKING LINE

(ROADWAY ITEM)

PAVEMENT

ASPHALT APPROACH

(ROADWAY ITEM)

GUIDERAIL (TYP)

(ROADWAY ITEM)

PAVEMENT

ASPHALT APPROACH

°0

'0

°0

'0

S T

A G

E C

O N

S T

R U

C T

IO

N '-1

S T

A G

E C

O N

S T

R U

C T

IO

N '-1

S H

L D

R

'-5

L A

N E

'-0

L A

N E

'-0

S

H L D

R

'-5

M B

A R

R

IE

R '-6

" P A T

Y P E

'-1

" C

U R

B -T

O -C

U R

B

M B

A R

R

IE

R '-6

" P A T

Y P E

'-1

" O

U T -T

O -O

U T

B U

C K R

U N

R = 636.79'

HORIZONTAL CURVE DATA

37.12'E = 424.65'L = 220.56'T =

636.79' RIGHTR =

8°59'51"D = 38°12'30"Δ =

101+62.03PT STA =

97+37.38PC STA =

99+57.94PI STA =

� BEAM NO. 1 � BEAM NO. 11

V.I.F. V.I.F.

WEARING SURFACE

" MIN ASPHALT2

11 NOLAN DRIVE

CONSTR �

V.I.F. V.I.F.

BEAM NO. 1

P/S BOX BEAM (TYP)

� 36" X 17"

� BEAM NO. 5

CURB

"2

CURB

"2

" MIN8

52'-4

2 0 2 4 FEET

8" MIN CONCRETE SLAB

LANE

11'-0"

LANE

11'-0"

26'-10" CURB-TO-CURB

10M BARRIER

1'-6" PA TYPE

EXISTING TYPICAL SECTION

2 0 2 4 FEET

PROPOSED TYPICAL SECTION

1'-5" (TYP)

(TYP)

3'-3"

SHLDR

2'-5"

SHLDR

2'-5"

SHLDR

5'-10"

LANE

10'-0"

LANE

10'-0"

SHLDR

5'-10"

31'-8" CURB-TO-CURB

33'-5" OUT-TO-OUT

" MAX8

5VARIES 2'-9

" MIN2

12'-4

� LONGITUDINAL CONSTR JOINT

CONSTR � NOLAN DRIVE &

3.0% 5.0% 5.0% 5.0%

" MAX4

3VARIES 2'-9

� - MEASURED RADIALLY

"2 1" = 24'-78

74 EQUAL SPACES AT 6'-1

(11) 3621 P/S ADJACENT BOX BEAMS"2

133'-3

" JOINTS = 33'-5"4

1"± JOINTS AND (2) 1 8

3AND (8)

INDEX OF DRAWINGS

SHEET NO. TITLE

TYP. SECT. & ELEVATION CHART

DECK & BEAM ELEV. AT 10TH POINTS

15 BEAM FABRICATION DETAILS 2

16 STRAND TABLES

17 DIAPRAGHM DETAILS 1

18 DIAPHRAGM DETAILS 2

19 SLAB REINFORCING PLAN

20 SLAB SECTION

MISC. DECK AND BARRIER DETAILS

BARRIER & MISC. DETAILS

BARRIER RAILING DETAILS

SUPERSTRUCTURE REBAR SCHEDULE

RATING TABLES W/FWS

RATING TABLES W/O FWS

INDEX OF DRAWINGS

SHEET NO. TITLE

1 GENERAL PLAN & TYPICAL SECTION

2 CONSTRUCTION STAGING

ABUTMENT 1 DETAILS

ABUTMENT 2 DETAILS

MISCELLANEOUS ABUTMENT DETAILS

QUANTITIES

GENERAL NOTES

10 FRAMING PLAN 1

11 FRAMING PLAN 2

12 BOX BEAM DETAILS

13 ELASTOMERIC BEARING DETAILS

14 BEAM FABRICATION DETAILS 1

ABUTMENT 1 BEARING SEAT ELEV.

ABUTMENT 2 BEARING SEAT ELEV.

GENERAL PLAN & TYPICAL SECTIONS

10M BARRIER

1'-6" PA TYPE

29'-10"

STAGE 2 CONSTRUCTION

14'-11"

STAGE 1 CONSTRUCTION

14'-11"

10/29/25

10/31/2025

" MAX4

VARIES 2'-9

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L-467

DES.

DATE

REVISIONS

CONSTRUCTION DRAWINGS

SUPERSTRUCTURE REPLACEMENT

1-SPAN COMP P/S SPREAD BOX BEAM BRIDGE

NOLAN DRIVE

DERRY TOWNSHIP

RECOMMENDED

(STRUCURAL ADEQUACY ONLY)

KWM NEB

10-22-25

KWM

BMS STR ID: L-NUMBER: BRIDGE KEY:44-7205-0783-0117 L-467 26634

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SCOTT A. STOCK

� BEAM NO. 11

LIMITS OF DEMOLITION

"8 512'-0

11'-9

(TO BE REMOVED)

EXISTING GUIDE RAIL

2"

"2 11'-3

BEAM NO. 1

P/S BOX BEAM (TYP)

� 36" X 17"

� BEAM NO. 3

SLAB

8" MIN CONCRETE

5.0%

10M BARRIER

1'-6" PA TYPE

LANE

11'-0" "4

5'-4" MAX

VARIES

(SEE BC-719M FOR DETAILS)

STRUCTURE MOUNTED

TEMPORARY CONCRETE BARRIER,

2 0 2 4 FEET

STAGE 2 DEMOLITION

� LONGITUDINAL CONSTR JOINT

CONSTR � NOLAN DRIVE &

2 0 2 4 FEET

STAGE 2 CONSTRUCTION

2'-5"

1'-5"

3.0%

LEGEND

- MEASURED RADIALLY

- REMOVAL LIMITS

� LONGITUDINAL CONSTR JOINT

CONSTR � NOLAN DRIVE &

" MAX8

5" MIN TO 20'-38

719'-9

WORK AREA

13'-5"

8" MIN CONCRETE SLAB

BEAM NO. 1

P/S BOX BEAM (TYP)

� 36" X 17"

2"

"2 11'-3

2'-5"10M BARRIER

1'-6" PA TYPE

5.0% 3.0%

1'-5"

� BEAM NO. 11

STRUCTURE MOUNTED

TEMPORARY CONCRETE BARRIER,

LANE

9'-0" "8

11'-9

5'-4" MAX

VARIES

� BEAM NO. 3

2 0 2 4 FEET

STAGE 1 CONSTRUCTION

2 0 2 4 FEET

STAGE 1 DEMOLITION

(11) 3621 P/S ADJACENT BOX BEAMS

� BEAM NO. 7

� BEAM NO. 1

(TO BE REMOVED)

EXISTING GUIDE RAIL

LIMITS OF DEMOLITION

"8 321'-4

SAWCUT

5'-4" MAX

VARIES

NOLAN DRIVE

CONSTR �

� BEAM NO. 11

11'-9

LANE

9'-0"

STRUCTURE MOUNTED

TEMPORARY CONCRETE BARRIER,

� BEAM NO. 5

BEAM NO. 1

P/S BOX BEAM (TYP)

� 36" X 17"

� BEAM NO. 3

10M BARRIER

1'-6" PA TYPE

LANE

11'-0"

2'-5"

5.0%

"4

3.0%

1'-5"

11'-9

SLAB

8" MIN CONCRETE

(SEE BC-719M FOR DETAILS)

STRUCTURE MOUNTED

TEMPORARY CONCRETE BARRIER,

� LONGITUDINAL CONSTR JOINT

CONSTR � NOLAN DRIVE &

WORK AREA

14'-11"

10M BARRIER

1'-6" PA TYPE

1'-5"

5.0% "2 11'-3

2"

TEMPORARY BEAM RETAINER DETAIL

SEE STAGED CONSTRUCTION

CONCRETE ANCHOR PAD DETAIL

SEE TEMPORARY BARRIER

CONCRETE ANCHOR PAD DETAIL

SEE TEMPORARY BARRIER

"4 3" = 12'-38

72 EQ SPA @ 6'-1

"4 3" = 12'-38

72 EQ SPA @ 6'-1 "4

3" = 12'-38

72 EQ SPA @ 6'-1 "4

3" = 12'-38

72 EQ SPA @ 6'-1" MAX8

5VARIES 2'-9

" MIN8

52'-4

" MAX8

5VARIES 2'-9

" MIN8

52'-4

" MAX8

5VARIES 2'-9

" MIN8

52'-4 " MIN2

12'-4

STAGED CONSTRUCTION TEMPORARY

BEAM RETAINER DETAIL

N.T.S.

BOLT IN CENTER OF HOLE

GROUT AFTER SETTING

FILL WITH NON-SHRINK

3"� DOWEL HOLE,

E M

B E

D

M

IN

EXISTING ABUT

M

IN8

(ELEVATION)

STEEL SHIMS AS REQUIRED

NUT AND WASHER

ANCHOR BOLT, HEX

" STIFFENER PLATE2

EXISTING BOX BEAM

8"x8"x3/4"�

PAD MATERIAL

1" THICK PLAIN BEARING

1 HILTI-HY200 EPOXY INJECTION ANCHOR OR APPROVED EQUAL.

2 SET ANCHOR BOLT IN FIELD DRILLED 21

2"� HOLE THAT IS

DRILLED AFTER TEMPORARY BARRIER IS PLACED. FILL HOLE

WITH NON-SHRINK GROUT AFTER BOLT IS PLACED IN CENTER

OF HOLE.

3 PROVIDE RETAINER AT EXISTING BEAM ON BOTH ABUTMENTS,

STAGE 1.

4 1"�x16"L ASTM F 1554 GRADE 55 ANCHOR BOLT.

5 USE 70 KSI ELECTRODE.

NOTES:

� BEAM 3

"4 33 "4

� BEAM 3

END OF BEAM

RF ABUT AND

FF ABUT

EDGE OF BEAM

� BRG

PAD MATERIAL

1" THICK PLAIN BEARING

8"x8"x3/4"�

(PLAN)

TEMPORARY BARRIER CONCRETE

ANCHOR PAD DETAIL

N.T.S.

M

IN1

(TYP)

#4 EPOXY BAR

EXISTING BOX BEAM

4"

SPECIFICATIONS

DRILL HOLE PER MANUFACTURER'S

BAR

#5 EPOXYCEMENT CONCRETE

7" CLASS A RAPID SET

"8

"8 11'-104"

FOR BARRIER (SEE BC-719M)

1"� ASTM A 193 ANCHOR BOLT 2

NOTE:

#5 BARS SPACED AT 1'-0" C/C (OFFSET FROM

ANCHOR BOLTS, ANCHOR BOLTS SPACED AT

1'-0" C/C.

CONSTRUCTION STAGING

M A

X

M

IN

QUANTITIES

SUPPLEMENTAL DRAWINGS

DESCRIPTION DWG.NO. RECM'D DATE

PA TYPE 10M BRIDGE BARRIER BC-709M 10-07-24

PERMANENT METAL DECK FORMS BC-732M 11-23-22

ANCHOR SYSTEMS BC-734M 02-19-21

WALL CONSTRUCTION & EXPANSION JOINT DETAILS BC-735M 09-30-16

REINFORCEMENT BAR FABRICATION DETAILS BC-736M 11-23-22

BRIDGE DRAINAGE BC-751M 01-31-19

CONCRETE DECK SLAB DETAILS BC-752M 11-23-22

BEARINGS BC-755M 01-31-19

MISCELLANEOUS PRESTRESS DETAILS BC-775M 11-23-22

TYPICAL WATERPROOFING AND EXPANSION DETAILS BC-788M 11-23-22

CLASSIFICATION OF EARTHWORK FOR STRUCTURES RC-11M 06-01-10

BACKFILL AT STRUCTURES RC-12M 11-01-22

GUIDE RAIL TO BRIDGE BARRIER TRANSITIONS RC-50M 12-18-24

TYPE 31 STRONG POST GUIDE RAIL RC-51M 12-18-24

204 CLASS 3 EXCAVATION CY

MEMBRANE WATERPROOFING SYSTEM INSTALLED

SY

ON OTHER SURFACES

SELECTED BORROW EXCAVATION, COARSE AGGREGATE,

CY

NO. 57

1001 CLASS AAAP CEMENT CONCRETE CY 36 36

1001 CLASS AA CEMENT CONCRETE CY 9

1001 CLASS A CEMENT CONCRETE CY

205 STRUCTURE BACKFILL CY

1088 PA TYPE 10M BRIDGE BARRIER LF 82 82

1080 PRESTRESSED CONCRETE SPREAD BOX BEAMS,

LF 205 205

36" X 17"

1002 REINFORCEMENT BARS, EPOXY COATED LB 7225 8612

MECHANICAL SPLICE SYSTEM FOR NO. 5

(3) EACH 92 100

REINFORCEMENT BARS, EPOXY COATED

1002 MECHANICAL SPLICE SYSTEM FOR NO. 6

(3) EACH 8 8

REINFORCEMENT BARS, EPOXY COATED

1019 PROTECTIVE COATING FOR REINFORCED

SY 149 149CONCRETE SURFACES (PENETRATING SEALERS,

BRIDGE SUPERSTRUCTURE)

(1) INCLUDES CLASS AAAP CEMENT CONCRETE IN DECK SLAB AND APPROXIMATELY 2 CUBIC YARDS OF

CLASS AAAP CEMENT CONCRETE TO ACCOUNT FOR STAY-IN-PLACE FORM TROUGHS.

(2) INCLUDES CLASS AA CEMENT CONCRETE IN CURBS, CONCRETE DIAPHRAGMS, CHEEKWALLS, SHEAR BLOCKS AND BARRIERS.

(3) INCLUDES APPROXIMATELY 464 LBS OF #5 REINFORCEMENT BARS, EPOXY COATED

INCLUDES APPROXIMATELY 68 LBS OF #6 REINFORCEMENT BARS, EPOXY COATED

6" FOUNDATION DRAIN

POST-INSTALLED CONCRETE ANCHORS, PERMANENT

MECHANICALLY GROOVING BRIDGE DECK

FABRICATED STRUCTURAL STEEL, TEMP BEAM RESTRAINER

TEMPORARY SHORING

REMOVAL OF PORTION OF EXISTING BRIDGE

78 78 40

34 34 68

281315

5 5 2 12

4 4

REINFORCEMENT BARS, STAINLESS LB 97 97

1 1

8 9 17

LF

LF

LF

LB

LS

LS

764623

(4) CLASS A CEMENT CONCRETE INCLUDES ALL CONCRETE BELOW THE BEAM SEAT AND RAPID SET CONCRETE

(5) NUTS, WASHERS, ACHOR BOLTS ARE INCIDENTAL TO THIS ITEM.

IN THE TEMPORARY CONSTRUCTION BARRIER ANCHOR PAD

(1)

281414

(2)

(4)

(5)

APPROXIMATE QUANTITIES - BRIDGE STRUCTURE, AS DESIGNED

PUB 408 SECTION ITEM UNIT ABUT.1 ABUT.2 SUPER. TOTAL

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L-467

DES.

DATE

REVISIONS

CONSTRUCTION DRAWINGS

SUPERSTRUCTURE REPLACEMENT

1-SPAN COMP P/S SPREAD BOX BEAM BRIDGE

NOLAN DRIVE

DERRY TOWNSHIP

RECOMMENDED

(STRUCURAL ADEQUACY ONLY)

KWM NEB

10-22-25

KWM

BMS STR ID: L-NUMBER: BRIDGE KEY:44-7205-0783-0117 L-467 26634

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No. PE060388

SCOTT A. STOCK

GENERAL NOTES

GENERAL NOTES

TRAFFIC MECHANICALLY GROOVE DECK.

MECHANICALLY GROOVE BRIDGE DECK. AT THE END OF STAGE 1 PRIOR TO OPENING TO

BRIDGE CENTERLINE OF BEARINGS.

CONSTRUCT DECK SLAB TRANSVERSE CONSTRUCTION JOINTS PARALLEL TO

SEISMIC FORCES WERE CONSIDERED FOR A SITE CLASS OF A-E.

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

REINFORCEMENT BARS AT NO ADDITIONAL COST TO THE DEPARTMENT.

GALVANIZED REINFORCEMENT BARS MAY BE SUBSTITUTED FOR EPOXY-COATED

709.1 (f) AT FIXED END DIAPHRAGMS ONLY.

USE STAINLESS STEEL DOWEL BARS PER PUBLICATION 408/2020 SECTION

NOT PERMITTED UNLESS SPECIFIED.

WELDING OF REINFORCEMENT BARS DURING FABRICATION OR CONSTRUCTION IS

SUBSTRUCTURE REINFORCEMENT BARS AS INDICATED

THE DECK SLAB

STIRRUPS PROTRUDING FROM DIAPHRAGMS AND PRESTRESSED BEAMS INTO

TEMPORARY BARRIER ANCHOR PAD

BARRIERS

DECK SLAB

USE EPOXY-COATED REINFORCEMENT BARS IN:

REBAR MARKED WITH AN E DENOTES EPOXY COATED

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

REINFORCEMENT BARS IN BRIDGE ABUTMENTS, SHEAR BLOCKS, BEAMS, FOOTINGS, PILES,

APPROVED BY THE CHIEF BRIDGE ENGINEER. DO NOT USE RAIL STEEL A 996

SUBSTITUTED WITH A PROPORTIONAL INCREASE IN CROSS-SECTIONAL AREA, IF

STEEL BARS UNLESS SPECIFIED. GRADE 40 REINFORCING STEEL BARS MAY BE

OF ASTM A 615, A 996, OR A 706. DO NOT WELD GRADE 60 REINFORCING

PROVIDE GRADE 60 REINFORCING STEEL BARS THAT MEET THE REQUIREMENTS

ADDITIONAL COST TO THE TOWNSHIP, IF APPROVED BY THE DISTRICT BRIDGE ENGINEER.

A HIGHER CLASS CONCRETE MAY BE SUBSTITUTED FOR A LOWER CLASS CONCRETE AT NO

ABUTMENTS BELOW BEAM SEAT

USE CLASS A CEMENT CONCRETE IN:

SHEAR BLOCKS

CHEEK WALLS

CONCRETE DIAPHRAGMS

BARRIERS

CURBS

USE CLASS AA CEMENT CONCRETE IN:

DECK SLAB

USE CLASS AAAP CEMENT CONCRETE IN:

TO THE DEPARTMENT.

CLASS AAAP CEMENT CONCRETE FOR THE DIAPHRAGMS AT NO ADDITIONAL COST

IF CONCRETE DIAPHRAGMS ARE POURED MONOLITHICALLY WITH THE DECK, USE

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

GENERAL:

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

DECK FORMS WHICH TAKES INTO ACCOUNT THE WEIGHT OF THE FORM, PLUS

INCLUDES A SURFACE AREA DENSITY OF 0.015 KSF FOR PERMANENT METAL

SURFACE ON THE DECK SLAB.

INCLUDES A SURFACE AREA DENSITY OF 0.030 KSF FOR FUTURE WEARING

DEAD LOADS:

0.0948*SQUARE ROOT(f'c).

MAXIMUM ALLOWABLE TENSILE STRESS IN PRECOMPRESSED TENSILE ZONE:

(ONE-DIRECTIONAL)

PRESTRESSED CONCRETE: ADTT 45 (25)

FATIGUE DESIGN IS BASED ON THE FOLLOWING:

PHL-93, P-82 AND P2016-13

DESIGN LIVE LOADS:

DESIGN IS IN ACCORDANCE WITH THE LRFD METHOD.

FACTOR METHOD.

LIVE LOAD DISTRIBUTION TO GIRDERS IS BASED UPON DM-4 DISTRIBUTION

SUPPLEMENTED BY DESIGN MANUAL, PART 4, DECEMBER 2019.

AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS 2017, AND AS

DESIGN SPECIFICATIONS:

PUBLICATION 408/2020 AND THE CONTRACT SPECIAL PROVISIONS.

PROVIDE MATERIALS AND PERFORM WORK IN ACCORDANCE WITH SPECIFICATIONS

107.12.

UTILITIES IN ACCORDANCE WITH PUBLICATION 408/2020, SECTIONS 105.06 AND

COORDINATE, LOCATE, AND CONDUCT ALL WORK RELATED TO PUBLIC AND PRIVATE

UTILITY NOTES:

DESIGNATION, GRADE 50, EXCEPT WHEN NOTED OTHERWISE.

PROVIDE STRUCTURAL STTEEL CONFORMING TO AASHTO M270 (ASTM A 709)

TEMPORARY BARRIER CONCRETE ANCHOR PAD

USE RAPID SET CEMENT CONCRETE IN:

TO BE PERFORMED MAY DIFFER FROM THOSE INDICATED.

POSIBILITY THAT CONDITIONS AFFECTING THE COST AND/OR QUANTITIES OR WORK

THE BIDDER IS NOT TO RELY ON THIS INFORMATION, BUT IS TO ASSUME THE

NO EXPRESSED OR IMPLIED AGREEMENT THAT INFORMATION IS CORRECTLY SHOWN.

FOR COMPUTATION OF THE UNIT PRICES USED FOR BIDDING PURPOSES. THERE IS

OF THE PLANS, PROPOSAL, OR CONTRACT AND IS NOT TO BE CONSIDERED A BASIS

THE INFORMATION SHOWN ON THE PLANS FOR THE EXISTING BRIDGE IS NOT PART

THAT YOU WILL ENCOUNTER IN THE FIELD.

AUTHORIZED AGENTS AS POSITIVE REPRESENTATION OF ANY OF THE CONDITIONS

ORIGINAL DRAWINGS OR MADE AVAILABLE TO YOU BY THE TOWNSHIP OR IT'S

DO NOT CONSIDER ANY OF THE DATA ON THE EXISTING STRUCTURE SUPPLIED IN THE

LIMITS ARE: 24 TONS.

PUBLICATION 408 SECTION 105.17. THE REDUCED CONSTRUCTION LOADING

CONSTRUCTION LOADINGS LIMITS HAVE BEEN REDUCED IN ACCORDANCE WITH

BRIDGE IS POSTED FOR WEIGHT OF 26 TONS EXCEPT COMBINATIONS 33 TONS.

DIRECT ALL SURFACE RUNOFF AWAY FROM EXCAVATIONS.

PERFORM ALL EXCAVATIONS IN ACCORDANCE WITH OSHA REQUIREMENTS.

AND THE DESIGN OF ANY TEMPORARY SHORING AND BRACING THAT MAY BE USED.

CONTRACTOR IS SOLELY RESPONSIBLE FOR THE STABILITY OF ALL EXCAVATED SLOPES

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

STANDARD DRAWING BC-736M, UNLESS OTHERWISE INDICATED.

PROVIDE MINIMUM EMBEDMENT AND SPLICE LENGTHS IN ACCORDANCE WITH

DECK SLAB THICKNESS INCLUDES A 0.5" INTEGRAL WEARING SURFACE.

THE DECK SLAB.

USE EITHER PERMANENT METAL FORMS OR REMOVABLE FORMS TO CONSTRUCT

DIMENSIONS SHOWN ARE FOR A NORMAL TEMPERATURE OF 68 DEGREES F.

ALL DIMENSIONS SHOWN ARE HORIZONTAL, EXCEPT AS NOTED.

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

BEAMS ARE SET IN POSITION.

PLACE CHEEKWALL, CONCRETE SHEAR BLOCKS, AND BACKWALL CONCRETE AFTER

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L-467

DES.

DATE

REVISIONS

CONSTRUCTION DRAWINGS

SUPERSTRUCTURE REPLACEMENT

1-SPAN COMP P/S SPREAD BOX BEAM BRIDGE

NOLAN DRIVE

DERRY TOWNSHIP

RECOMMENDED

(STRUCURAL ADEQUACY ONLY)

KWM NEB

10-22-25

KWM

BMS STR ID: L-NUMBER: BRIDGE KEY:44-7205-0783-0117 L-467 26634

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PROFESSIONAL

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LAEWN

REGISTERED

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No. PE060388

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L-467

DES.

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REVISIONS

CONSTRUCTION DRAWINGS

SUPERSTRUCTURE REPLACEMENT

1-SPAN COMP P/S SPREAD BOX BEAM BRIDGE

NOLAN DRIVE

DERRY TOWNSHIP

RECOMMENDED

(STRUCURAL ADEQUACY ONLY)

KWM NEB

10-22-25

KWM

BMS STR ID: L-NUMBER: BRIDGE KEY:44-7205-0783-0117 L-467 26634

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ENGINEER

No. PE060388

SCOTT A. STOCK

ELEVATION - ABUTMENT 1 DEMOLITION

2 0 2 4 FEET

PLAN - ABUTMENT 1

2 0 2 4 FEET

ELEVATION - ABUTMENT 1

2 0 2 4 FEET

A

A

STAGE 2 DEMOLITION

13'-9 1/8 "

STAGE 1 DEMOLITION

21'-2 1/4 "

TO REMAIN

EXISTING WINGWALL 'B'

TO REMAIN

EXISTING WINGWALL 'A'

NOLAN DRIVE

CONSTR �

LINE

TANGENT WORKING

"2 133'-9"

SAWCUT

NOLAN DRIVE

CONSTR �

LINE

TANGENT WORKING

5 4 2 1

NOLAN DRIVE

CONSTR �

LINE

TANGENT WORKING

S T A T

IO

N

A H

E A

D

5 4 3 2 1

M

IN

" M

IN

BEND LINE BEND LINE

SAWCUT

SAWCUT

(T Y P)1

FF ABUT

� BRG

STA 100+00.00

PER FT

"4

1SLOPE

PER FT

"4

1SLOPE

"4 35'-11 "4

16'-5 "4 34'-8"8

34'-5 "4 16'-5

DRAIN

FOUNDATION

6" STRUCTURE

(TYP)

OUTLET TO DAYLIGHT

°0 '0

°0 '0

CHEEKWALL

"8 12'-10

CHEEKWALL

"4 13'-0

SPLICE

" (STAGE 1)4

121'-2" (STAGE 2)8

113'-9

34'-11 3/8 "±

B

B

BEND LINE BEND LINE

E E E E E

CONCRETE

CLASS A CEMENT

CLASS AA CEMENT CONCRETE

KEYED CONSTR JOINT

CLASS AA CEMENT CONCRETE

CONCRETE

CLASS A CEMENT

ON SHEET 7

SEE CHEEKWALL ELEVATION (TYP)

FOR CHEEKWALL REINFORCEMENT,

FOR TABLE OF BEAM SEAT ELEVATIONS, SEE SHEET 8.4.

FOR SECTIONS A-A, B-B AND CHEEKWALL DETAILS, SEE SHEET 7.3.

FOR GENERAL NOTES, SEE SHEET 4.2.

FOR GENERAL PLAN AND TYPICAL SECTIONS, SEE SHEET 1.1.

- LIMITS OF REMOVAL

- BEAM NUMBER

- BEARING SEAT ELEVATION LOCATION AT � BEARING AND � BEAME

- FRONT FACEF.F.

LEGEND:

NOTES:

4" 4"

1 SET = 1 EPOXY COATED

12 SETS @ 12" MAX

1 EPOXY COATED #5 U-BAR (TOP)

#5 DOWEL BAR (EF) AND

1 SET = 1 EPOXY COATED #5 DOWEL BAR (EF)

19 SETS @ 12" MAX

AND 1 EPOXY COATED #5 U-BAR (TOP)

"8

"4 31'-7 "2

11'-7

REINFORCEMENT BARS, EPOXY COATED (TYP)

MECHANICAL SPLICE SYSTEM FOR NO. 5

@ 12" MAX (EF)

3 EPOXY COATED #5 BARS

@ 12" MAX (EF)

COATED #5 BARS

3 EPOXY

RECOMMENDATIONS

EPOXY DOWEL HOLE PER MANUFACTURER'S

73°00'00"

"4 16'-5

CONSTR JOINT

� KEYED

ABUTMENT 1 DETAILS

"2 14'-0

E N

A M

E

S

-1

N \0

-C

A D

D \0

-S tr u c tu ra l\

N -A b u tm e n t

D e ta il s .d g n

P L

O T

T E

D :2

-O

C T

-2

:5

DRW.

SCALE

NOTED

AS

CHK.

SHEET OF

L-467

DES.

DATE

REVISIONS

CONSTRUCTION DRAWINGS

SUPERSTRUCTURE REPLACEMENT

1-SPAN COMP P/S SPREAD BOX BEAM BRIDGE

NOLAN DRIVE

DERRY TOWNSHIP

RECOMMENDED

(STRUCURAL ADEQUACY ONLY)

KWM NEB

10-22-25

KWM

BMS STR ID: L-NUMBER: BRIDGE KEY:44-7205-0783-0117 L-467 26634

A

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ENGINEER

No. PE060388

SCOTT A. STOCK

ELEVATION - ABUTMENT 2 DEMOLITION

2 0 2 4 FEET

PLAN - ABUTMENT 2

2 0 2 4 FEET

ELEVATION - ABUTMENT 2

2 0 2 4 FEET

1 2 3 4 5

1 2 3 4 5

A

A

LINE

TANGENT WORKING

S T

A T

IO

N

A H

E A

D

BEND LINE BEND LINE

SAWCUT

SAWCUT

FF ABUT

� BRG

STA 100+39.30

PER FT

"41SLOPE

PER FT

"41SLOPE SPLICE

B

B

BEND LINE BEND LINE

CONCRETE

CLASS A CEMENT

CLASS AA CEMENT CONCRETE

CLASS AA CEMENT CONCRETE

CONCRETE

CLASS A CEMENT

E E E E E

CONSTR �

SEE DETAILS THIS SHEET

SHEAR BLOCK (TYP)

LINE

TANGENT WORKING

NOLAN DRIVE

CONSTR �

M

IN

M

IN

TO REMAIN

EXISTING WINGWALL 'C'

STAGE 1 DEMOLITION

"4 121'-2

STAGE 2 DEMOLITION

13'-9 1/8 "

SAWCUT

"8 73'-8"2

TO REMAIN

EXISTING WINGWALL 'D'

(T

YP

1' -6

LINE

TANGENT WORKING

NOLAN DRIVE

CONSTR �

(TYP)

OUTLET TO DAYLIGHT

DRAIN

FOUNDATION

6" STRUCTURE

°0 '0

°0 '0

"8

"4 16'-5"4

16'-5

" (STAGE 2)4

113'-9" (STAGE 1)4

121'-2

"±8 334'-11

FOR TABLE OF BEAM SEAT ELEVATIONS, SEE SHEET 9.4.

FOR SECTIONS A-A AND B-B AND CHEEKWALL DETAIL, SEE SHEET 7.3.

FOR GENERAL NOTES, SEE SHEET 4.2.

FOR GENERAL PLAN AND TYPICAL SECTIONS, SEE SHEET 1.1.

- LIMITS OF REMOVAL

- BEAM NUMBER

- PREFORMED CELLULAR POLYSTYRENEP.C.P.

- REAR FACERF

- FRONT FACEFF

- BEARING SEAT ELEVATION LOCATION AT � BEARING AND � BEAME

LEGEND:

NOTES:

°0 '0

ON SHEET 7

SEE CHEEKWALL ELEVATION (TYP)

SEE CHEEKWALL REINFORCEMENT,

4" 4"

1 SET = 1 EPOXY COATED #5 DOWEL BAR (EF)

19 SETS @ 12" MAX

"4 16'-5 "8

74'-10"8 14'-3

"4 11'-11"4

31'-10

AND 1 EPOXY COATED #5 U-BAR (TOP)

1 EPOXY COATED #5 U-BAR (TOP)

#5 DOWEL BAR (EF) AND

@ 12" MAX (EF)

3 EPOXY COATED #5 BARS

RECOMMENDATIONS

EOPXY DOWEL HOLE PER MANUFACTURER'S

JOINT

CONSTR

KEYED

(TYP)

REINFORCEMENT BARS, EPOXY COATED

MECHANICAL SPLICE SYSTEM FOR NO. 5

@ 12" MAX (EF)

3 EPOXY COATED #5 BARS

1 SET = 1 EPOXY COATED

12 SETS @ 12" MAX

CHEEKWALL

"4 13'-0

CHEEKWALL

"8

12'-10 CONSTR JOINT

� KEYED

"8

73'-8

SHEAR BLOCK PLAN

� BRG

12 0 12 INCHES

� BEAM � BEAM

71'-7 "8 53'-1 "8

71'-7

73°

U-BARS @ EQ SPA

3 EPOXY COATED #5

FF ABUT

RF ABUT

#5 U-BARS @

4 EPOXY COATED

EQ SPA

T/BEAM SEAT

#5 U-BARS @

EPOXY COATED

EQ SPA

SHEAR BLOCK ELEVATION

12 0 12 INCHES

(TYP)

2" CLR

1" MIN THICK P.C.P.

(EF AND MID)

EPOXY COATED #5 U-BAR

PAD MATERIAL (TYP)

1" NEOPRENE BEARING

NEW CONCRETE BEAM SEAT

E M

B E

D

M

IN

(T Y

P

ABUTMENT 2 DETAILS

"8 76'-1

E N

A M

E

S

-1

N \0

-C

A D

D \0

-S tr u c tu ra l\

N -A b u tm e n t M is c D e ta il s .d g n

P L

O T

T E

D :2

-O

C T

-2

:5

DRW.

SCALE

NOTED

AS

CHK.

SHEET OF

L-467

DES.

DATE

REVISIONS

CONSTRUCTION DRAWINGS

SUPERSTRUCTURE REPLACEMENT

1-SPAN COMP P/S SPREAD BOX BEAM BRIDGE

NOLAN DRIVE

DERRY TOWNSHIP

RECOMMENDED

(STRUCURAL ADEQUACY ONLY)

KWM NEB

10-22-25

KWM

BMS STR ID: L-NUMBER: BRIDGE KEY:44-7205-0783-0117 L-467 26634

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ENGINEER

No. PE060388

SCOTT A. STOCK

FOR TABLE OF BEARING SEAT ELEVAITONS, SEE SHEETS 8 AND 9.5.

FOR ABUTMENT 2 PLAN AND ELEVATION, SEE SHEET 6_.4.

FOR ABUTMENT 1 PLAN AND ELEVATION, SEE SHEET 5.3.

FOR GENERAL NOTES, SEE SHEET 4.2.

FOR GENERAL PLAN AND TYPICAL SECTIONS, SEE SHEET 1.1.

- LIMITS OF REMOVAL

- REAR FACERF

- FRONT FACEFF

- EACH FACEEF

- CLOSED CELL NEOPRENE SPONGEC.C.N.S.

LEGEND:

NOTES:

SECTION A-A SECTION B-B

� BRG

1RF ABUT 1RF ABUT

WITH DEMO LIMITS TYP)

(TO BE CUT FLUSH

REINFORCEMENT

EXISTING VERTICAL

DEPTH (EF)

" MIN TO 1" MAX4

3SAWCUT

1'-0" MAX

6" MIN

CONSTR JOINT

3" MIN

FOR ADDITIONAL DETAILS.

- REFER TO SHEETS 5 & 6 AND BC-751M�

FF ABUT

DETAIL AT ABUTMENTS

EXCAVATION, BACKFILL AND WATERPROOFING

12 0 12 INCHES

12 0 12 INCHES 12 0 12 INCHES

(TO BE REMOVED TYP)

REINFORCEMENT

EXISTING HORIZONTAL

FF ABUT FF ABUT

LIMITS OF REMOVAL

M

IN

DOWEL HOLE (TYP)

BONDING AGENT

APPLY EPOXY

2" CLR

3" CLR

9"9"

1'-6"

� BRG

E#5 U-BAR

BAR (EF)

E#5 DOWEL

1'-7" MIN LAP (TYP)

M A

X

-E

B A

R S

M

IN

V A

R

IE

S

C

D D

C

M

A X

-E

T

IE

B

A R

S

U -B

A R

S

M A

X

S

E T

S O

F

-E

DOWEL HOLE (TYP)

BEND LINE

WINGWALL

EXISTING

4"

@ 12" MAX (EF)

2-E#5 DOWEL BARS 8"

@ 12" MAX (EF)

2-E#5 DOWEL BARS

4"

CHEEKWALL ELEVATION

12 0 12 INCHES

E#5 BARS (EF)

SEALING MATERIAL

1" RUBBERIZED JOINT

"1" C.C.N.S.

�1

ADDITIONAL DETAILS

MATERIAL, SEE BC-788M FOR

- 1" NEOPRENE BEARING PAD�

T/BEARING SEAT

DECK SLAB

UNDERSIDE OF

WINGWALLS 'B' & 'D' OPP HAND)

WINGWALL 'C' SIMILAR,

(WINGWALL 'A' SHOWN,

W

IN

G W

A

LL

E X

IS

T

IN

G

SECTION C-C

12 0 12 INCHES

SEE SHEETS 5 & 6

VARIES

2" CLR (TYP)

1" C.C.N.S.

E#5 DOWEL BAR (TYP)

E#3 TIE BAR

W

IN

G W

A

LL

E X

IS

T

IN

G

E#5 DOWEL BAR (TYP)

E#3 TIE BAR

SEE SHEET 5 & 6

VARIES

2" CLR (TYP) LAP

12" MIN

SECTION D-D

12 0 12 INCHES

NEW CONSTRUCTION.

THE BATTER OF THE EXISTING ABUTMENT FOR

THE REAR FACE BATTER IS UNKNOWN. MATCH1

1'-6"

(SEE BC-788M FOR DETAILS)

INSTALLED ON OTHER SURFACES

MEMBRANE WATERPROOFING SYSTEM

(TYP)

2'-0"

P A

V E

M E

N T

R O

A D

W A

Y

C L A

S S

E

X C

A V

A T

IO

N

6"� STRUCTURE FOUNDATION DRAIN

(GEOTEXTILE INCIDENTAL TO COURSE AGGREGATE)

GEOTEXTILE, CLASS 1 [PUB 408, SECTION 1001.3(D)]

CONTINUOUS NO. 57 COURSE AGGREGATE, ENCASED IN

1.5

1 STRUCTURE BACKFILL

EXCAVATION,

SELECT BORROW

1RF ABUT

MISCELLANEOUS ABUTMENT DETAILS

SEE SHEETS 5 & 6 FOR SPACING

BEARING SEAT REINFORCEMENT

(STRUCURAL ADEQUACY ONLY)

ABUTMENT 1 BEARING SEAT ELEV.

ABUTMENT 1 BEARING SEAT LOCATION AND ELEVATION TABLE

NO.

BEAM

OFFSET

� BEAM

ANGLE

BEAM

BRG. SEAT SLOPE

X Y

A B C D

X Y ELEV. X Y ELEV. X Y ELEV. X Y ELEV.

E

X Y ELEV.

THE � OF ROADWAY, FACING THE ABUTMENT.

NEGATIVE OFFSETS ARE MEASURED TO THE LEFT OF

TO THE � OF BEAM AT THE BEARING SEAT POINT E .

� BEAM OFFSET IS MEASURED FROM THE � OF ROADWAY

� BEAM OFFSET IS MEASURED ALONG THE � BEARING.

NOTE:

IN THE DIRECTION OF THE POSITIVE X-AXIS SHOWN IN THE BEARING SEAT PLAN VIEW.

POSITIVE "BEARING SEAT SLOPE X" REPRESENTS AN INCREASE IN ELEVATION

Y-AXIS SHOWN IN THE BEARING SEAT PLAN VIEW.

FROM FRONT TO BACK FACE OF ABUTMENT, IN THE DIRECTION OF THE POSITIVE

POSITIVE "BEARING SEAT SLOPE Y" REPRESENTS AN INCREASE IN ELEVATION

1 "8 512'-11 0.265% -0.867%107°-00'-00" "8

72'-3 9" 533.67 "8 72'-3 -9" 533.69 "8

72'-3 -9" 533.70 "8 72'-3 9" 533.69 0" 0" 533.69

2 "4 16'-6 0.268% -0.877%107°-00'-00" "8

72'-3 9" 533.41 "8 72'-3 -9" 533.42 "8

72'-3 -9" 533.44 "8 72'-3 9" 533.42 0" 0" 533.42

3 1" 0.272% -0.891%107°-00'-00" "8 72'-3 9" 533.10 "8

72'-3 -9" 533.11 "8 72'-3 -9" 533.12 "8

72'-3 9" 533.11 0" 0" 533.11

4 "8 3-6'-4 0.260% -0.852%107°-00'-00" "8

72'-3 9" 532.79 "8 72'-3 -9" 532.81 "8

72'-3 -9" 532.82 "8 72'-3 9" 532.81 0" 0" 532.81

5 "8 5-12'-9 0.264% -0.863%107°-00'-00" "8

72'-3 9" 532.51 "8 72'-3 -9" 532.53 "8

72'-3 -9" 532.54 "8 72'-3 9" 532.52 0" 0" 532.53

ABUTMENT 1 BEARING SEAT LOCATION AND ELEVATION TABLE

NO.

BEAM

OFFSET

� BEAM

ANGLE

BEAM

BRG. SEAT SLOPE

X Y

F G H I

X Y ELEV. X Y ELEV. X Y ELEV. X Y ELEV.

1 "8 512'-11 0.265% -0.867%107°-00'-00" "8

11'-4 9" 533.68 "8 51'-9 -9" 533.70 "8

1-1'-4 -9" 533.69 "8 5-1'-9 9" 533.67

2 "4 16'-6 0.268% -0.877%107°-00'-00" "8

11'-4 9" 533.42 "8 51'-9 -9" 533.44 "8

1-1'-4 -9" 533.43 "8 5-1'-9 9" 533.41

3 1" 0.272% -0.891%107°-00'-00" "8 11'-4 9" 533.11 "8

51'-9 -9" 533.12 "8 1-1'-4 -9" 533.11 "8

5-1'-9 9" 533.10

4 "8 3-6'-4 0.260% -0.852%107°-00'-00" "8

11'-4 9" 532.80 "8 51'-9 -9" 532.82 "8

1-1'-4 -9" 532.81 "8 5-1'-9 9" 532.79

5 "8 5-12'-9 0.264% -0.863%107°-00'-00" "8

11'-4 9" 532.52 "8 51'-9 -9" 532.54 "8

1-1'-4 -9" 532.53 "8 59-1'- 9" 532.51

NOT TO SCALE

BEARINGS�

BEAM�

BEAM ANGLE

ABUTMENT

BACK FACE OF

ABUTMENT

FRONT FACE OF

BEARING SEAT PLAN VIEW

A D

B C

E

F

GH

I

X

Y

BEARING SEAT ELEVATION VIEW

NOT TO SCALE

SEAT (TYP.)

BEARING

DETAIL FOR FURTHER DETAILS.

NOTE: SEE BEARING SEAT PLAN VIEW

ELEVATION (TYP). E

BEARING SEAT

BEAM�

BEAM� ROADWAY�

BEAM OFFSET (TYP.)

BEARING PAD

F

IL

E N

A M

E

S

-1

N \0

-C

A D

D \0

-S tr u c tu ra l\ N

O L

A N

D R

IV

E

S

P R

B O

X F

.D G

N P

L O

T T

E D

:2

-O C

T -2

:5

DRW.

SCALE

NOTED

AS

CHK.

SHEET OF

L-467

DES.

DATE

REVISIONS

CONSTRUCTION DRAWINGS

SUPERSTRUCTURE REPLACEMENT

1-SPAN COMP P/S SPREAD BOX BEAM BRIDGE

NOLAN DRIVE

DERRY TOWNSHIP

RECOMMENDED

(STRUCURAL ADEQUACY ONLY)

KWM NEB

10-22-25

KWM

BMS STR ID: L-NUMBER: BRIDGE KEY:44-7205-0783-0117 L-467 26634

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ENGINEER

No. PE060388

ABUTMENT 2 BEARING SEAT ELEV.

ABUTMENT 2 BEARING SEAT LOCATION AND ELEVATION TABLE

NO.

BEAM

OFFSET

� BEAM

ANGLE

BEAM

BRG. SEAT SLOPE

X Y

A B C D

X Y ELEV. X Y ELEV. X Y ELEV. X Y ELEV.

E

X Y ELEV.

THE � OF ROADWAY, FACING THE ABUTMENT.

NEGATIVE OFFSETS ARE MEASURED TO THE LEFT OF

TO THE � OF BEAM AT THE BEARING SEAT POINT E .

� BEAM OFFSET IS MEASURED FROM THE � OF ROADWAY

� BEAM OFFSET IS MEASURED ALONG THE � BEARING.

NOTE:

IN THE DIRECTION OF THE POSITIVE X-AXIS SHOWN IN THE BEARING SEAT PLAN VIEW.

POSITIVE "BEARING SEAT SLOPE X" REPRESENTS AN INCREASE IN ELEVATION

Y-AXIS SHOWN IN THE BEARING SEAT PLAN VIEW.

FROM FRONT TO BACK FACE OF ABUTMENT, IN THE DIRECTION OF THE POSITIVE

POSITIVE "BEARING SEAT SLOPE Y" REPRESENTS AN INCREASE IN ELEVATION

1 "8 5-12'-11 0.172% -0.563%107°-00'-00" "8

7-2'-3 9" 533.74 "8 7-2'-3 -9" 533.75 "8

72'-3 -9" 533.76 "8 72'-3 9" 533.75 0" 0" 533.75

2 "4 1-6'-6 0.155% -0.507%107°-00'-00" "8

7-2'-3 9" 533.49 "8 7-2'-3 -9" 533.50 "8

72'-3 -9" 533.51 "8 72'-3 9" 533.50 0" 0" 533.50

3 -1" 0.167% -0.546%107°-00'-00" "8 7-2'-3 9" 533.17 "8

7-2'-3 -9" 533.18 "8 72'-3 -9" 533.19 "8

72'-3 9" 533.18 0" 0" 533.18

4 "8 36'-4 0.163% -0.532%107°-00'-00" "8

7-2'-3 9" 532.86 "8 7-2'-3 -9" 532.87 "8

72'-3 -9" 532.88 "8 72'-3 9" 532.87 0" 0" 532.87

5 "8 512'-9 0.174% -0.569%107°-00'-00" "8

7-2'-3 9" 532.58 "8 7-2'-3 -9" 532.59 "8

72'-3 -9" 532.59 "8 72'-3 9" 532.59 0" 0" 532.59

ABUTMENT 2 BEARING SEAT LOCATION AND ELEVATION TABLE

NO.

BEAM

OFFSET

� BEAM

ANGLE

BEAM

BRG. SEAT SLOPE

X Y

F G H I

X Y ELEV. X Y ELEV. X Y ELEV. X Y ELEV.

1 "8 5-12'-11 0.172% -0.563%107°-00'-00" "8

11'-4 9" 533.75 "8 51'-9 -9" 533.76 "8

1-1'-4 -9" 533.75 "8 5-1'-9 9" 533.74

2 "4 1-6'-6 0.155% -0.507%107°-00'-00" "8

11'-4 9" 533.50 "8 51'-9 -9" 533.51 "8

1-1'-4 -9" 533.50 "8 5-1'-9 9" 533.49

3 -1" 0.167% -0.546%107°-00'-00" "8 11'-4 9" 533.18 "8

51'-9 -9" 533.19 "8 1-1'-4 -9" 533.18 "8

5-1'-9 9" 533.17

4 "8 36'-4 0.163% -0.532%107°-00'-00" "8

11'-4 9" 532.87 "8 51'-9 -9" 532.88 "8

1-1'-4 -9" 532.87 "8 5-1'-9 9" 532.86

5 "8 512'-9 0.174% -0.569%107°-00'-00" "8

11'-4 9" 532.58 "8 51'-9 -9" 532.59 "8

1-1'-4% -9" 532.59 "8 5-1'-9 9" 532.58

NOT TO SCALE

BEARINGS�

BEAM�

BEAM ANGLE

ABUTMENT

BACK FACE OF

ABUTMENT

FRONT FACE OF

BEARING SEAT PLAN VIEW

A D

B C

E

F

GH

I

X

Y

BEARING SEAT ELEVATION VIEW

NOT TO SCALE

SEAT (TYP.)

BEARING

DETAIL FOR FURTHER DETAILS.

NOTE: SEE BEARING SEAT PLAN VIEW

ELEVATION (TYP). E

BEARING SEAT

� BEAM

BEAM� ROADWAY�

BEAM OFFSET (TYP.)

BEARING PAD

F

IL

E N

A M

E

S

-1

N \0

-C

A D

D \0

-S tr u c tu ra l\ N

O L

A N

D R

IV

E

S

P R

B O

X F

.D G

N P

L O

T T

E D

:2

-O C

T -2

:5

DRW.

SCALE

NOTED

AS

CHK.

SHEET OF

L-467

DES.

DATE

REVISIONS

CONSTRUCTION DRAWINGS

SUPERSTRUCTURE REPLACEMENT

1-SPAN COMP P/S SPREAD BOX BEAM BRIDGE

NOLAN DRIVE

DERRY TOWNSHIP

RECOMMENDED

(STRUCURAL ADEQUACY ONLY)

KWM NEB

10-22-25

KWM

BMS STR ID: L-NUMBER: BRIDGE KEY:44-7205-0783-0117 L-467 26634

A

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REGISTERED

A

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ENGINEER

No. PE060388

FRAMING PLAN 1

B

R G

A B

U T

RIGHT EDGE OF SLAB

LEFT EDGE OF SLAB

@ STA. 100+19.64

ROADWAY�TANGENT LINE TANGENT TO

� ROADWAY

B

R G

A B

U T

FRAMING PLAN

S T A

G E

'-1

S T A

G E

'-1

R

STA. 100+00.00 STA. 100+39.30

(TYP.)

73°-00'-00"

STA. AHEAD

2 0 2 4 FEET

" = 1'-0"4

1SCALE:

ANGLE

BEAM

� BEAM NO.1

� BEAM NO. 5

A T T

O P O

F B

E A

M

S

P A

3'-0" (TYP.)

STAGED CONSTRUCTION JOINT

SUPERSTRUCTURE�

SEE "STRUCTURE PLAN AT END OF BEAM" DETAIL

SEE FRAMING PLAN 2 SHEET

* FOR BEAM DIMENSIONS AND DIAPHRAGM DIMENSIONS,

F

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SCALE

NOTED

AS

CHK.

SHEET OF

L-467

DES.

DATE

REVISIONS

CONSTRUCTION DRAWINGS

SUPERSTRUCTURE REPLACEMENT

1-SPAN COMP P/S SPREAD BOX BEAM BRIDGE

NOLAN DRIVE

DERRY TOWNSHIP

RECOMMENDED

(STRUCURAL ADEQUACY ONLY)

KWM NEB

10-22-25

KWM

BMS STR ID: L-NUMBER: BRIDGE KEY:44-7205-0783-0117 L-467 26634

A

PROFESSIONAL

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REGISTERED

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ENGINEER

No. PE060388

SCOTT A. STOCK

A T T

O P O

F B

E A

M

S

P A

FRAMING PLAN 2

� BM.

� BM.

END DIAPHRAGM LAYOUT

AT ABUTMENT 1

1 0 1 2 3 FEET

" = 1'-0"8

3SCALE:

BEAM ANGLE (TYP.)

OF BEAM AT EACH END OF VOID (TYP.)

1" DIA NON-FERROUS DRAIN HOLE IN BOTTOM

BRG.�

9"

1'-6"

� BM.

� BM.

END DIAPHRAGM LAYOUT

AT ABUTMENT 2

1 0 1 2 3 FEET

" = 1'-0"8

3SCALE:

BRG.�

9"

1'-6"

BEAM

NO.

BEAM

ANGLE

BEAM LENGTH

C - C BRG. *

BEAM LENGTH

TOTAL *

* HORIZONTAL DIMENSION ALONG � BEAM

NOTE: BEAM ANGLE MEASURED FROM � BEAM TO � BRG. IN CLOCKWISE DIRECTION.

BEAM SCHEDULE

1 107°-00'-00" "2 139'-3 "4

140'-10

2 107°-00'-00" "2 139'-3 "4

140'-10

3 107°-00'-00" "2 139'-3 "4

140'-10

4 107°-00'-00" "2 139'-3 "4

140'-10

5 107°-00'-00" "2 139'-3 "4

140'-10

F

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DRW.

SCALE

NOTED

AS

CHK.

SHEET OF

L-467

DES.

DATE

REVISIONS

CONSTRUCTION DRAWINGS

SUPERSTRUCTURE REPLACEMENT

1-SPAN COMP P/S SPREAD BOX BEAM BRIDGE

NOLAN DRIVE

DERRY TOWNSHIP

RECOMMENDED

(STRUCURAL ADEQUACY ONLY)

KWM NEB

10-22-25

KWM

BMS STR ID: L-NUMBER: BRIDGE KEY:44-7205-0783-0117 L-467 26634

A

PROFESSIONAL

P

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C O

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REGISTERED

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ENGINEER

No. PE060388

BOX BEAM DETAILS

6 0 6 12INCHES

SCALE: 1" = 1'-0"

ABUTMENT 1 ABUTMENT 2

STRUCTURE PLAN AT END OF BEAM

BEARINGS�

BEARINGS�

73°-00'-00"

BEAM�

"2

1'-6"

DIAPHRAGM

1'-6"

DIAPHRAGM

END OF BEAM

END OF BEAM

BEARING PAD (FIX)

ELASTOMERIC

LAMINATED

" X 7" X 11" 8

BEARING PAD ( EXP. )

" X 7" X 11" LAMINATED ELASTOMERIC8

AND DIAPHRAGM

REAR FACE OF ABUTMENT

FRONT FACE OF ABUTMENT

"2

AND DIAPHRAGM

REAR FACE OF ABUTMENT

9"

9"

FRONT FACE OF ABUTMENT

9" 9"

"2

"2

5"

NON-EPOXY BARS2" 1

EPOXY BARS12"

"2 1 X 1"2

TYP. CHAMFER

#4 (A3)

"4 3" X 4

TYP. CHAMFER:

TYP.

EMBEDMENT

1"

2 - #4

5" MAX.

4" MIN.

TOP OF DECK

#4 (TYP.)

0" CLR.

1" CLR.

#4 (A1)

WITH (A3).

#4 (A2) - MATCH

HAUNCH

" MIN.2

DECK

BOTTOM OF

TYPICAL BEAM SECTION

3'-0"

6 0 6 INCHES

" = 1'-0"2

1SCALE: 1

FABRICATION DETAILS SHEET FOR CLEARANCES NOT SHOWN.

NOTE: SEE TYPICAL STRAND CONFINEMENT DETAIL ON THE BEAM

M

IN

O N

S H

O P

D R

A W

IN

G

S T

O B

E D

E T

A

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:2

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T -2

:5

DRW.

SCALE

NOTED

AS

CHK.

SHEET OF

L-467

DES.

DATE

REVISIONS

CONSTRUCTION DRAWINGS

SUPERSTRUCTURE REPLACEMENT

1-SPAN COMP P/S SPREAD BOX BEAM BRIDGE

NOLAN DRIVE

DERRY TOWNSHIP

RECOMMENDED

(STRUCURAL ADEQUACY ONLY)

KWM NEB

10-22-25

KWM

BMS STR ID: L-NUMBER: BRIDGE KEY:44-7205-0783-0117 L-467 26634

A

PROFESSIONAL

P

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O M

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REGISTERED

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ENGINEER

No. PE060388

SCOTT A. STOCK

5"

ELASTOMERIC BEARING DETAILS

4 - 11 GAUGE BONDED STEEL SHIMS

" AND8

3 PADS @

ELASTOMERIC BEARING PAD SECTION

ABUTMENT 1

NOT TO SCALE

ALL SIDES

CLEARANCE"8

MIN.

4 - 11 GAUGE BONDED STEEL SHIMS

" AND8

3 PADS

ELASTOMERIC BEARING PAD SECTION

ABUTMENT 2

NOT TO SCALE

ALL SIDES

" CLEARANCE8

MIN.

* FABRICATOR MAY USE CONTRACT DRAWINGS TO FABRICATE BEARING PADS.

* BEARING PADS WILL BE SAMPLED FOR TESTING ACCORDING TO PTM #312.

* VULCANIZE PATCH PIN GROOVES.

* PROVIDE INTERNAL SHIMS AS PER ASTM A36 GRADE 36.

* PROVIDE MINIMUM LOW-TEMPERATURE NEOPRENE GRADE 3.

* PROVIDE NEOPRENE 50 +/-5 DUROMETER.

TO SIZE AFTER FABRICATION IS PROHIBITED.

* ALL BEARING PADS ARE TO BE MOLDED TO DESIGN DIMENSIONS. CUTTING

(PUB. 408) SECTION 1113.02 AND DESIGN MANUAL - PART 4.

PENNSYLVANIA DEPARTMENT OF TRANSPORTATION PLANS AND SPECIFICATIONS

* MANUFACTURE ALL BEARINGS IN ACCORDANCE WITH THE COMMONWEALTH OF

* GRIT BLAST AND DEGREASE METAL SHIMS.

* SMOOTH CUT AND DEBURR METAL SHIMS.

NOTES:

ELASTOMERIC BEARING PADS

LOCATION

ABUT. 1

ABUT. 2

TYPE

BEARING

FIXED

ITEM DESCRIPTION

LAMINATED PADS

EXPANSION LAMINATED PADS

( T x L x W )

SIZE

" x 7" x 11"8

" x 7" x 11"8

REQUIRED

NUMBER

* MINIMUM LL REACTION (W/O IMPACT) = 22 kip

* MAXIMUM LL REACTION (W/O IMPACT) = 45 kip

* MINIMUM DL REACTION = 23 kip

* MAXIMUM DL REACTION = 30 kip

* LL ROTATION MOVEMENT = 0.059"

* DL2 ROTATION MOVEMENT = 0.015"

* DL1 ROTATION MOVEMENT = 0.095"

* CONSTRUCTION TOLERANCE ABOUT LONGITUDINAL AXIS OF PAD = 0.00000 RADIANS

* CONSTRUCTION TOLERANCE ABOUT TRANSVERSE AXIS OF PAD = 0.00300 RADIANS

* DL2 ROTATION = 0.00051 RADIANS

* DL1 ROTATION = 0.00608 RADIANS

* LL ROTATION ABOUT LONGITUDINAL AXIS OF PAD = 0.00061 RADIANS

* LL ROTATION ABOUT TRANSVERSE AXIS OF PAD = 0.00198 RADIANS

* TEMPERATURE RANGE FOR SUBSTRUCTURE DESIGN = 58 F degrees

* TEMPERATURE RANGE FOR BEARING DESIGN = 80 F degrees "2

* EXPANSION LENGTH = 39'-3

* BEARING PADS DESIGNED USING AASHTO METHOD = A

DESIGN CRITERIA:

IL

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P L

O T

T E

D :2

-O

C T

-2

:5

DRW.

SCALE

NOTED

AS

CHK.

SHEET OF

L-467

DES.

DATE

REVISIONS

CONSTRUCTION DRAWINGS

SUPERSTRUCTURE REPLACEMENT

1-SPAN COMP P/S SPREAD BOX BEAM BRIDGE

NOLAN DRIVE

DERRY TOWNSHIP

RECOMMENDED

(STRUCURAL ADEQUACY ONLY)

KWM NEB

10-22-25

KWM

BMS STR ID: L-NUMBER: BRIDGE KEY:44-7205-0783-0117 L-467 26634

A

PROFESSIONAL

P

N N

E

VLYS

O M

C O

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LAEWN

REGISTERED

A

N

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H

F

ENGINEER

No. PE060388

SCOTT A. STOCK

7"7"

BEAM FABRICATION DETAILS 1

BEAM END

TRANSVERSE REINFORCEMENT

BRG.�

73°-00'-00" BEAM�

NOT TO SCALE

8 SPA.@ 6" MAX. = 4'-0"

A2 & A3

(PAIRS)

A1 & A3

"2 12'-6

SEE TYPICAL BEAM SECTION.

TYPICAL LONGITUDINAL REINFORCEMENT

A1, A2 & A3

BEAM VOID

4 SPA.@ 3" = 1'

3" REINFORCEMENT NOT SHOWN

SEE TYPICAL BEAM SECTION FOR

CHANGE IN SPA.

LOCATION OF

BEAM�

SYMMETRICAL ABOUT

13'-9" "4 35'-10

MATCHED WITH A2

"2 1#4 - A3 @ 1'-2

#4 - A1 PAIRS @ 1'-9""8

1#4 - A1 PAIRS @ 6

MATCHED WITH A2

"8 1#4 - A3 @ 6

OMIT

STRANDS

TYPICAL

ALL BEAMS

STRAND CONFINEMENT

(SINGLE BAR OR

2 BARS LAPPED

IN SAME HORIZ.

PLANE)

FOR LIMITS OF STRAND CONFINEMENT

REINFORCEMENT, REFER TO DESIGN MANUAL,

(TYP.) FOR

CONFINEMENT

REINFORCING

" MIN. CLR.4

#4 BAR

2" CLR. MAX. (TYP.)

" CLR. MIN.4

PART 4, D5.9.4.4.2

L SYMMETRY

@ CL

C

7. FOR TYPICAL CORNER BLOCKOUT DETAIL, SEE BC-775M.

ELSEWHERE - 2" MIN. UNLESS OTHERWISE NOTED

INSIDE VOID - 1" MIN.

TOP SLAB - 1" MIN.

6. MINIMUM COVER ON REINFORCEMENT BARS:

AND TRANSPORTING OF THE MEMBERS.

5. FABRICATOR TO CHECK STABILITY FOR HANDLING

CONTROL REINFORCEMENT.

EQUIVALENT AREA IS PERMISSIBLE FOR CRACK

AND/OR TO CONTROL CRACKING. WIRE MESH OF

FABRICATOR TO REFLECT FABRICATOR'S EXPERIENCE

4. END ZONE REINFORCEMENT MAY BE INCREASED BY

FINAL NET CAMBER - "C".

DIMENSIONS, SLOPE AND HAUNCH DEPTH USING THE

3. CALCULATE BEARING SEAT ELEVATION, DAPPING

INTO BRIDGE DECK FROM TOP OF BEAMS.

2. EPOXY COAT ALL REINFORCEMENT WHICH PROTRUDES

FROM BEAM ENDS ADJACENT TO DECK JOINTS.

1. EPOXY COAT ALL REBARS FOR A DISTANCE OF 9'-0"

NOTES:

F

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:2

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T -2

:5

DRW.

SCALE

NOTED

AS

CHK.

SHEET OF

L-467

DES.

DATE

REVISIONS

CONSTRUCTION DRAWINGS

SUPERSTRUCTURE REPLACEMENT

1-SPAN COMP P/S SPREAD BOX BEAM BRIDGE

NOLAN DRIVE

DERRY TOWNSHIP

RECOMMENDED

(STRUCURAL ADEQUACY ONLY)

KWM NEB

10-22-25

KWM

BMS STR ID: L-NUMBER: BRIDGE KEY:44-7205-0783-0117 L-467 26634

A

PROFESSIONAL

P

NN

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VLYS

O M

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REGISTERED

A

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H

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ENGINEER

No. PE060388

SCOTT A. STOCK

8 SPA.@ 4" MIN. = 3'-1"

BEAM FABRICATION DETAILS 2

PLAN - BEAM END LONGITUDINAL REIN.

VIEW A-A

A A

B

B

3 - #4 (END)

73°-00'-00"

6 0 6 12INCHES

SCALE: 1" = 1'-0"

6 0 6 12INCHES

SCALE: 1" = 1'-0"

1'-9"

BRG�

BEAM�

BEAM NOTCH, WHICHEVER IS LESS.

OF THE BOTTOM SLAB OR 1'-3" BELOW

BARS TO TERMINATE 1/4" ABOVE THE TOP

END ALONG CENTERLINE OF BEARING.

* BARS MAY BE ROTATED PARALLEL TO BEAM

** 1" ABOVE BOTTOM ROW OF STRANDS

E Q

U A

L L Y

S P

A C

E D

#5 (END)

"2

E N

D

3" CLR. MIN.

(T Y

P

E M

B E

D M

E N

T

#4 *

M

IN

#5 (TOP) ***

WHICHEVER IS LESS

TO BEAM REAR FACE OR 1'-3" BELOW BEAM NOTCH,

*** BARS TO TERMINATE TO PROVIDE 2" MIN. COVER

1'-6" MIN.

TOP OF EACH VOID (TYP.)

" DIA. VENT HOLE4

DRAIN HOLE (TYP.)

1" DIA NON-FERROUS

BEAM VOID

BEAM VOID

AT EACH END OF VOID (TYP.)

HOLE IN BOTTOM OF BEAM

1" DIA NON-FERROUS DRAIN

END BLOCK

"2

12'-6

3" MIN.

9"

PAVING NOTCH (END)

LOCATE TO CLEAR

#4 EQUALLY SPACED

5"

TYPICAL STRAND PATTERN

2" MIN.

7 SPA. @ 2"7 SPA. @ 2"

2" MIN.

3'-0"

G R

ID

R

O W

S E

Q U

A L

L Y

S P

A C

E D

DOWELS ARE USED

BEAM WHEN �AT

OMIT STRANDS

�SYMMETRICAL

2"

6 0 6 INCHES

= 1'-0"2

1SCALE: 1

TRANSVERSE TENDON POCKET.

STAGING, PLACE NO STRANDS ABOVE THE

4. IF SPLICE CHUCK POCKET IS REQUIRE FOR

TENDON POCKET.

LOCATIONS THAT CONFLICT WITH TRANSVERSE

3. DO NOT PLACE PRESTRESSING STRANDS AT

CORNER LOCATION IN BOTTOM ROW.

2. DO NOT PLACE PRESTRESSING STRANDS AT

OF PRESTRESSING STRANDS IN THE WEBS.

1. DO NOT PLACE MORE THAN ONE COLUMN

CHAMFER (TYP.)

3/4" x 3/4"

VIEW B-B

6 0 6 INCHES

" = 1'-0"2

1SCALE: 1

4 -#5

3 -#4

TOP

** 1" ABOVE BOTTOM ROW OF STRANDS

4-#5

END

F

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:5

DRW.

SCALE

NOTED

AS

CHK.

SHEET OF

L-467

DES.

DATE

REVISIONS

CONSTRUCTION DRAWINGS

SUPERSTRUCTURE REPLACEMENT

1-SPAN COMP P/S SPREAD BOX BEAM BRIDGE

NOLAN DRIVE

DERRY TOWNSHIP

RECOMMENDED

(STRUCURAL ADEQUACY ONLY)

KWM NEB

10-22-25

KWM

BMS STR ID: L-NUMBER: BRIDGE KEY:44-7205-0783-0117 L-467 26634

A

PROFESSIONAL

P

NN

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REGISTERED

A

N

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ENGINEER

No. PE060388

SCOTT A. STOCK

(E

N D

BEYOND LIFTING INSERTS

2'-0" MIN. AND EXTEND 1'-6" MIN.

1'-0" (ABUT. 2)

1'-0" (ABUT. 1)

2'-0"

1'-3"

E N

D

M

IN

STRAND TABLES

NOTE: DIAGRAM SHOWN ALONG � BEAM

NOT TO SCALE

BRG�

BEAM�

SYMM. ABOUT

DEBONDING DETAIL

C G

END OF BEAM C

G

2'-3" OF BEAM

BOTTOM

CENTERLINE OF GRAVITY OF STRANDS

** DISTANCE FROM BOTTOM OF BEAM TO

LOCATION

DEBONDING DETAIL

GRAVITY (CG)

CENTER OF

CG1 4.44"

CG2 3.83"

BONDED

NO. STRANDS

INCLUDE CRACK CONTROL DEDONDING.

NOTE: NUMBER OF DEBONDED STRANDS DOES NOT

BEAM CAMBER DIAGRAM

NO BEAM DAP IS REQUIRED.

USE A CREEP FACTOR EQUAL TO 1.60 AND P/S LOSS EQUAL TO 10%.

CREEP FACTOR AND PRESTRESS LOSSES.

CONCRETE STRENGTH (AGE), VARIOUS PRESTRESSING CONDITIONS,

A, B AND C ARE THEORETICAL VALUES AND MAY VARY WITH ACTUAL

COMPENSATE FOR ANY INACCURACIES IN BEAM CAMBER.

ACHIEVE THE PROPER GRADE AND CROSS SLOPE AND TO

THE THICKNESS OF THE CONCRETE HAUNCH SHALL BE VARIED TO

C = A-B = NET FINAL CAMBER

AND FUTURE WEARING SURFACE.

B = DEFLECTION DUE TO ALL DEAD LOAD EXCEPT BEAM WEIGHT

DEAD LOAD OF BEAM TIMES CREEP FACTOR (CHECK IN FIELD).

A = ESTIMATED PRESTRESS CAMBER LESS DEFLECTION DUE TO

PRESTRESSING DATA

" DIA., 0.167 in**2 STRAND AREA2

270 ksi LOW RELAXATION STRANDS, JACKING PRESTRESS STRESS

CONCRETE STRENGTH AT 28 DAYS (F'C)

CONCRETE STRENGTH AT STRAND RELEASE

202500 psi 8000 psi 6800 psi

BRG.� SPAN� BRG.�

A B

C

CAMBER AND PRESTRESS TABLE

BEAM NO.

STRANDS

NO. OF

TOTAL

A B C

FORCE

PRESTRESS

JACKING

D

1 24 811.62 K 1.634" 0.532" 1.102" 3.833"

2 24 811.62 K 1.634" 0.568" 1.066" 3.833"

3 24 811.62 K 1.634" 0.527" 1.106" 3.833"

4 24 811.62 K 1.634" 0.568" 1.066" 3.833"

5 24 811.62 K 1.634" 0.531" 1.103" 3.833"

F

IL

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L O

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:2

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T -2

:5

DRW.

SCALE

NOTED

AS

CHK.

SHEET OF

L-467

DES.

DATE

REVISIONS

CONSTRUCTION DRAWINGS

SUPERSTRUCTURE REPLACEMENT

1-SPAN COMP P/S SPREAD BOX BEAM BRIDGE

NOLAN DRIVE

DERRY TOWNSHIP

RECOMMENDED

(STRUCURAL ADEQUACY ONLY)

KWM NEB

10-22-25

KWM

BMS STR ID: L-NUMBER: BRIDGE KEY:44-7205-0783-0117 L-467 26634

A

PROFESSIONAL

P

NN

E

VLYS

O M

C O

M LAEWN

REGISTERED

A

N

I

T

O

H

F

ENGINEER

No. PE060388

DIAPHRAGM DETAILS 1

TYPICAL

DIAPHRAGM BAR

LAP (TYP.)

1'-0" MIN.

NOT TO SCALE

INTERMEDIATE)

DIAPHRAGMS (END AND

NOTE: LAP TYPICAL FOR ALL

E.F. THRD. INSERTS (TYP)

2 - ED501 @ 1'-0" MAX.

12 0 12 INCHES

" = 1'-0"4

SCALE:

FULL DEPTH END DIAPHRAGM @ FIXED END ABUTMENT 1

OR COMPLETELY ZINC-ELECTROPLATED

INSERTS TO BE GALVANIZED

BAYS AT ABUTMENT 1.

BAY IS TO BE USED IN ALL

REINFORCEMENT SHOWN IN

NOTES:

5 SETS OF 2 - ED402 @ 9" MAX.

6" (MIN.)

(TYP)

2'-7"

INSTALLED ON OTHER SURFACES PER BC-788M

APPLY MEMBRANE WATERPROOFING SYSTEM

ON BC-751M

SEE DETAIL

DRAINAGE

ADDITIONAL

3" CLR.

9"

1'-6"

9"

SLAB REINFORCEMENT

ABUTMENT

R.F.OF

ED40 (TYP.)

BRG.�

12 0 12 INCHES

" = 1'-0"4

3SCALE:

2 - ED501 E.F.

END OF BEAM

R.F. DIAPHRAGM AND

2"

ED404

1'-0"

#8 = 1" DIA. DOWEL BAR

ABUTMENT 1 ONLY.

NOTE: 1" DIA. DOWELS AT

SECTION THRU FULL DEPTH END

DIAPHRAGM @ FIXED END ABUTMENT 1

F

IL

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:2

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:5

DRW.

SCALE

NOTED

AS

CHK.

SHEET OF

L-467

DES.

DATE

REVISIONS

CONSTRUCTION DRAWINGS

SUPERSTRUCTURE REPLACEMENT

1-SPAN COMP P/S SPREAD BOX BEAM BRIDGE

NOLAN DRIVE

DERRY TOWNSHIP

RECOMMENDED

(STRUCURAL ADEQUACY ONLY)

KWM NEB

10-22-25

KWM

BMS STR ID: L-NUMBER: BRIDGE KEY:44-7205-0783-0117 L-467 26634

A

PROFESSIONAL

P

NN

E

VLYS

O M

C O

M LAEWN

REGISTERED

A

N

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T

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H

F

ENGINEER

No. PE060388

SCOTT A. STOCK

4" (TYP.)

@ ABUT. 1 ONLY

STEEL DOWEL BAR, 18" EMBEDMENT

3 - #8 = 1" DIA. x 3'-0" LONG STAINLESS

" CLR.2

DIAPHRAGM DETAILS 2

LEGEND

R.F. - REAR FACE

E.F. THRD. INSERTS (TYP)

2 - ED501 @ 1'-0" MAX.

FULL DEPTH END DIAPHRAGM @ EXPANSION

END WITHOUT SHEAR BLOCK ABUTMENT 2

BOTTOM OF DIAPHRAGM TO BE SLOPED WITH TOP OF BEAM SEAT.

LEVEL. ACTUAL BEAM SEAT ELEVATIONS VARY FROM BEAM TO BEAM AND

BEAMS SHOWN AT SIMILAR ELEVATION AND BOTTOM DIAPHRAGM SHOWN

INSERTS TO BE GALVANIZED OR COMPLETELY ZINC-ELECTROPLATED.

REINFORCEMENT SHOWN IN BAY IS TO BE USED IN BAY 3 AT ABUTMENT 2.

NOTES:

4" (TYP.)

12 0 12 INCHES

" = 1'-0"4

SCALE:

5 SETS OF 2 - ED402 @ 9" MAX.

(TYP)

2'-7"

INSTALLED ON OTHER SURFACES PER BC-788M

APPLY MEMBRANE WATERPROOFING SYSTEM

ON BC-751M

SEE DETAIL

DRAINAGE

ADDITIONAL

3" CLR.

" CLR.2

1'-6"

SLAB REINFORCEMENT

ABUTMENT

R.F.OF

(TYP.)

ED402

12 0 12 INCHES

" = 1'-0"4

SCALE:

2 - ED501 E.F.

END OF BEAM

R.F. DIAPHRAGM AND

2"

ED404

1'-0"

SECTION THRU FULL DEPTH END DIAPHRAGM @

EXPANSION END WITHOUT SHEAR BLOCK ABUTMENT 2

9"9"

� BRG

(TYP) E.F.

1 - ED501 & THRD. INSERTS

FULL DEPTH END DIAPHRAGM @ EXPANSION

END WITH SHEAR BLOCK ABUTMENT 2

9"

4" (TYP.)

2'-7" (TYP.)

12 0 12 INCHES

" = 1'-0"4

3SCALE:

5 SETS OF 2 - ED402 @ 9" MAX.

BOTTOM OF DIAPHRAGM TO BE SLOPED WITH TOP OF SHEAR BLOCK.

LEVEL. ACTUAL BEAM SEAT ELEVATIONS VARY FROM BEAM TO BEAM AND

BEAMS SHOWN AT SIMILAR ELEVATION AND BOTTOM DIAPHRAGM SHOWN

INSERTS TO BE GALVANIZED OR COMPLETELY ZINC-ELECTROPLATED.

IN BAYS 1, 2 & 4 AT ABUTMENT 2.

USED SHEAR BLOCKS NOT SHOWN. REINFORCEMENT SHOWN IN BAY IS TO BE

NOTES:

INSTALLED ON OTHER SURFACES PER BC-788M

APPLY MEMBRANE WATERPROOFING SYSTEM

ON BC-751M

SEE DETAIL

DRAINAGE

ADDITIONAL

3" CLR.

9"

1'-6"

9"

SLAB REINFORCEMENT

ABUTMENT

R.F.OF

(TYP.)

ED401

BRG.�

12 0 12 INCHES

" = 1'-0"4

3SCALE:

1 - ED501 E.F.

END OF BEAM

R.F. DIAPHRAGM AND

2"

ED403

1'-0"

SECTION THRU FULL DEPTH END DIAPHRAGM @

EXPANSION END WITH SHEAR BLOCK ABUTMENT 2

NOTE: SHEAR BLOCKS NOT SHOWN.

" CLR.2

F

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:5

DRW.

SCALE

NOTED

AS

CHK.

SHEET OF

L-467

DES.

DATE

REVISIONS

CONSTRUCTION DRAWINGS

SUPERSTRUCTURE REPLACEMENT

1-SPAN COMP P/S SPREAD BOX BEAM BRIDGE

NOLAN DRIVE

DERRY TOWNSHIP

RECOMMENDED

(STRUCURAL ADEQUACY ONLY)

KWM NEB

10-22-25

KWM

BMS STR ID: L-NUMBER: BRIDGE KEY:44-7205-0783-0117 L-467 26634

A

PROFESSIONAL

P

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REGISTERED

A

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H

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ENGINEER

No. PE060388

SLAB REINFORCING PLAN

SLAB REINFORCING PLAN

"4

41'-3

SLAB

END OF

@ STA. 100+19.64

ROADWAY�TANGENT LINE TANGENT TO

"2 141'-4

STA. 99+99.21

STA. 100+40.07

SLAB

END OF

"2

R

'-9

STA. AHEAD

� ROADWAY

2 0 2 4 FEET

" = 1'-0"4

1SCALE:

ABOVE A REBAR IN THE BOTTOM MAT

NO REBAR IN THE TOP MAT IS DIRECTLY

- STAGGER LONGITUDINAL REBARS SUCH THAT

PERPENDICULAR TO THE REINFORCEMENT

- LONGITUDINAL BAR SPACING IS MEASURED

CONTROL POINT ALONG END OF SLAB

* MEASURED FROM P.G. LINE TO CORNER

NOTES:

D E

C K S

T A

G E

D C

O N

S T

R . J

O

IN

T

S T A

G E

'-1

A S S

H O

W N S

L A

B S

E C T

IO

N

S

E T

E

S B

O T

O F S

L A

B

M A

X T

O P O

F S

L A

B

S

E T

E

S

A S S

H O

W N S

L A

B S

E C T

IO

N

S

E T

E

S B

O T

O F S

L A

B

M A

X T

O P O

F S

L A

B

S

E T

E

S

A S S

H O

W N S

L A

B S

E C T

IO

N

E

S B

O T

O F S

L A

B

M A

X T

O P O

F S

L A

B

E

S

A S S

H O

W N S

L A

B S

E C T

IO

N

E

S B

O T

O F S

L A

B

M A

X T

O P O

F S

L A

B

E

S

1'-3" LAP BOT.(TYP.)

1'-3" LAP TOP(TYP.)

" MAX. BOT.2

143 - ES504 @ 9

" MAX. TOP2

136 - ES503 @ 11" MAX. BOT."2

17 - ES507 @ 9

MAX. TOP"2

16 - ES508 @ 11

0 - @ 0" MAX. BOT.

0 - @ 0" MAX. TOP

" BOT.(TYP.)2

" TOP (TYP.)2

2 - ES601 (BOT.)

2 - ES601 (TOP)

2 - ES603 (BOT.)

2 - ES603 (TOP)

6" (TYP.)

FOR CLARITY

- THE MSS ARE ONLY SHOWN ON STAGE 1 BARS

" MAX. BOT."2

144 - ES504 @ 9

MAX. TOP"2

37 - ES505 @ 11

" MAX. BOT.2

16 - ES506 @ 9

" MAX. TOP2

15 - ES509 @ 11

" MAX. BOT.2

15 - ES510 @ 9

" MAX. TOP2

15 - ES510 @ 11

2 - ES602 (BOT.)

2 - ES602 (TOP)

(LAP LENGTH - 3'-7" TYP.)

2 - ES603 (BOT.)

2 - ES603 (TOP)

SYSTEM (TYP.)

SPLICE

MECHANICAL

" MAX.2

141 - ES604 @ 11

MAX."2

139 - ES605 @ 11

1 - ES502 FAN @ EQ. SPA. BOT.

1 - ES501 FAN @ EQ. SPA. TOP

SLAB

CORNER NO. THETA "C"

108°-19'-20"

70°-45'-54"

6"

"4

16 EXTENSION

CP** CORNER CONTROL POINT

75°-07'-30"

105°-36'-23"

N/A

5"

"D"

1'-6"

1'-6"

N/A

1'-6"

BRGS.�

CP**

OBTUSE SLAB CORNER EXTENSION DETAIL

NOT TO SCALE

OF SLAB

OUTSIDE EDGE

THETA

C

D

BRGS.�

C

D

CP**

ACUTE SLAB CORNER EXTENSION DETAIL

NOT TO SCALE

OF SLAB

OUTSIDE EDGE

THETA

F

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T -2

:5

DRW.

SCALE

NOTED

AS

CHK.

SHEET OF

L-467

DES.

DATE

REVISIONS

CONSTRUCTION DRAWINGS

SUPERSTRUCTURE REPLACEMENT

1-SPAN COMP P/S SPREAD BOX BEAM BRIDGE

NOLAN DRIVE

DERRY TOWNSHIP

RECOMMENDED

(STRUCURAL ADEQUACY ONLY)

KWM NEB

10-22-25

KWM

BMS STR ID: L-NUMBER: BRIDGE KEY:44-7205-0783-0117 L-467 26634

A

PROFESSIONAL

P

NN

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REGISTERED

A

N

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F

ENGINEER

No. PE060388

SCOTT A. STOCK

S T A

G E

'-1

9" TO � BRG.

9" TO � BRG.

SLAB SECTION

ROADWAY�

BEAM NO. 1

P/S BOX BEAM (TYP.)

36" X 17"�

BEAM NO. 5�

BAY 1

BAY 4

8" MINIMUM SLAB

STAGED CONSTRUCTION JT.

SUPERSTRUCTURE�

JOINT

DECK STAGED CONSTR.

SYSTEM (TYP.)

MECHANICAL SPLICE

ES508, ES503 BARS (TYP.)

ES604 BUNDLE WITH

ES509, ES505, ES510 BARS (TYP.)

ES605 BUNDLE WITH

MIN.

3'-1"

MIN.

3'-1"

C

L E

A R

C L

E A

R

AND STD. DWG. BC-775M FOR DRIP NOTCH DETAILS.

NOTE: REFER TO STD. DWG. BC-752M FOR V-NOTCH DETAILS

ES506, ES504, ES510

ES507, ES504

ES508, ES503

ES509, ES505, ES510

SPA. (TOP) (TYP.)

3 - ES401, ES402 @ EQ.

SPA. (TOP) (TYP.)

8 - ES401, ES402 @ EQ.1'-0"

(TOP) (TYP.)

8 - ES401 @ EQ. SPA. 1'-0"

EQ. SPA.

3 - ES401, ES402 @

3 - ES401 @ EQ. SPA.

SLAB SECTION

NOTE: SEE TYPICAL SECTION FOR DIMENSIONS

12 0 12 INCHES

" = 1'-0"4

3SCALE:

SEE DETAIL A

SEE DETAIL A

6 - ES401 @ EQ. SPA.

6 - ES401 @ EQ. SPA.

NOTE: THE ES401, ES402 BARS SHOULD BE SPACED

FROM THE EDGE OF BEAM TO EDGE OF BEAM

(TOP)

3 - ES401 @ EQ. SPA.

EQ. SPA.

6 - ES401, ES402 @

EQ. SPA.

6 - ES401, ES402 @

DETAIL A

NOT TO SCALE

2"

TOP OF BRIDGE DECK

BRIDGE DECK AND BARRIER PLACEMENT).

SECTION 1001.3(t) (INCIDENTAL TO

PUB 408/2020 SECTION 1001.2(i) AND

GUTTERLINES) IN ACCORDANCE WITH

EDGE OF DECK SLAB (TYP ALL

ALONG BASE OF BARRIER REVEAL AND

2"x2" STRIP OF EPOXY BINDER RESIN

OR SIDEWALK

FACE OF BARRIER

F

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:2

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T -2

:5

DRW.

SCALE

NOTED

AS

CHK.

SHEET OF

L-467

DES.

DATE

REVISIONS

CONSTRUCTION DRAWINGS

SUPERSTRUCTURE REPLACEMENT

1-SPAN COMP P/S SPREAD BOX BEAM BRIDGE

NOLAN DRIVE

DERRY TOWNSHIP

RECOMMENDED

(STRUCURAL ADEQUACY ONLY)

KWM NEB

10-22-25

KWM

BMS STR ID: L-NUMBER: BRIDGE KEY:44-7205-0783-0117 L-467 26634

A

PROFESSIONAL

P

NN

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VLYS

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REGISTERED

A

N

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ENGINEER

No. PE060388

SCOTT A. STOCK

CONSTRUCTION STAGE 1

14'-11"

CONSTRUCTION STAGE 2

14'-11"

TYP. SECT. & ELEVATION CHART

ROADWAY�

BEAM NO. 1

P/S BOX BEAM (TYP.)

36" X 17"�

BEAM NO. 5�

BAY 1

BAY 4

8" MINIMUM SLAB*

5.00 % 5.00 %

1 2

* INCLUDES 1/2" MINIMUM HAUNCH

TYPICAL SECTION

LOOKING AHEAD STATIONS

29'-10"

1'-6" 2'-5" 11'-0" 11'-0" 2'-5" 1'-6"

12 0 12 INCHES

SCALE: 3/4" = 1'-0"

4 EQUAL SPACES AT 6'-1 7/8"

" MIN.8

52'-4

" MAX.8

5VARIES 2'-9

" MIN.2

12'-4

" MAX.4

3VARIES 2'-9

3.00 %

5.00 %

M

IN

M

IN

STAGED CONSTRUCTION JT.

SUPERSTRUCTURE�

JOINT

DECK STAGED CONSTR.

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

P.G.

� RADIAL DIMENSION

TOP OF SLAB ELEVATION

ELEVATION TABLE

STATION PT. 1 PT. 2 PT. 5 PT. 3 PT. 4

FOR EACH POINT ARE LOCATED AT THE � OF BEARING.

ELEVATIONS GIVEN AT THE FIRST AND LAST STATIONS LISTED

99+95.34 534.91

99+96.19 535.03 534.91

100+00.00 535.59 535.04 534.92

100+03.67 536.15 535.60 535.05 534.93

536.08100+04.46 536.15 535.60 535.05 534.93

536.09100+10.00 536.16 535.61 535.06 534.94

536.10100+20.00 536.18 535.63 535.08 534.96

536.12100+30.00 536.19 535.64 535.09 534.97

536.13100+35.56 536.20 535.65 535.10 534.98

536.13100+36.25 536.21 535.66 535.11

536.14100+39.30 536.21 535.66

536.14100+40.00 536.21

536.14100+42.24 536.22

536.14100+42.87

F

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:2

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T -2

:5

DRW.

SCALE

NOTED

AS

CHK.

SHEET OF

L-467

DES.

DATE

REVISIONS

CONSTRUCTION DRAWINGS

SUPERSTRUCTURE REPLACEMENT

1-SPAN COMP P/S SPREAD BOX BEAM BRIDGE

NOLAN DRIVE

DERRY TOWNSHIP

RECOMMENDED

(STRUCURAL ADEQUACY ONLY)

KWM NEB

10-22-25

KWM

BMS STR ID: L-NUMBER: BRIDGE KEY:44-7205-0783-0117 L-467 26634

A

PROFESSIONAL

P

NN

E

VLYS

O M

C O

M LAEWN

REGISTERED

A

N

I

T

O

H

F

ENGINEER

No. PE060388

SCOTT A. STOCK

CONSTRUCTION STAGE 1

14'-11"

CONSTRUCTION STAGE 2

14'-11"

DECK & BEAM ELEV. AT 10TH POINTS

AT 10TH POINTS ALONG CENTERLINE OF BEAM

TABLE OF TOP OF DECK ELEVATIONS

LOCATION

BEAM NUMBER

ABUT.1

� BRG.

3.929

7.858

11.787

15.716

19.644

23.573

27.502

31.431

35.360

ABUT.2

� BRG.

TO EACH 10TH POINT AS MEASURED FROM THE � OF BEARING AT ABUTMENT 1.

LOCATIONS GIVEN ARE THE DISTANCE (FT.) ALONG THE � OF EACH BEAM

DECK ELEVATIONS ARE GIVEN AT THE � OF EACH BEAM.

AT 10TH POINTS ALONG CENTERLINE OF BEAM

TABLE OF TOP OF BEAM ELEVATIONS

LOCATION

BEAM NUMBER

ABUT.1

� BRG.

3.929

7.858

11.787

15.716

19.644

23.573

27.502

31.431

35.360

ABUT.2

� BRG.

VALUES COMPUTED INCLUDING THE EFFECT OF THE DESIGN BEAM CAMBER.

NOTE: THE TOP OF BEAM ELEVATIONS SHOWN IN THE TABLE ARE THE DESIGN

AT 10TH POINTS ALONG CENTERLINE OF BEAM

TABLE OF BOTTOM OF BEAM ELEVATIONS

LOCATION

BEAM NUMBER

ABUT.1

� BRG.

3.929

7.858

11.787

15.716

19.644

23.573

27.502

31.431

35.360

ABUT.2

� BRG.

(DOES NOT INCLUDE ANY EFFECTS FROM DAPPING OR SOLE PLATES).

DESIGN BEAM CAMBER AND IS BASED SOLELY ON THE NOMINAL BEAM DEPTH

ARE THE DESIGN VALUES COMPUTED INCLUDING THE EFFECT OF THE

NOTE: THE BOTTOM OF BEAM ELEVATIONS SHOWN IN THE TABLE

BOTTOM OF BEAM ELEVATION AT EACH BEARING SHOULD BE USED.

OF THE BEAM. IN THAT CASE, A STRAIGHT LINE VARIATION BETWEEN THE

NOT BE USED FOR CALCULATING THE VERTICAL CLEARANCE TO THE BOTTOM

FOR PRESTRESSED CONCRETE BEAMS, AS PER DM-4, THESE VALUES SHOULD

536.11

536.12

536.13

536.13

536.14

536.15

536.15

536.16

536.16

536.17

536.17

535.28

535.31

535.35

535.37

535.39

535.40

535.40

535.40

535.38

535.36

535.34

533.86

533.90

533.93

533.96

533.97

533.99

533.99

533.98

533.97

533.95

533.92

535.90

535.90

535.91

535.91

535.