7-Structure Plan.PDF

Drawn: Designed: Checked:

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Mark By Chk'd. DateDescription

DEPARTMENT OF TRANSPORTATION

COMMONWEALTH OF PENNSYLVANIA

SHEET OF

Recm'd.

SCHUYLKILL COUNTY

REPLACEMENT

COUNTY BRIDGE NO. 80

ADJACENT BOX BEAM BRIDGE

SINGLE SPAN P/S CONCRETE COMPOSITE

STATION 11+03.00

JULIA STREET OVER MAHANOY CREEK

JH S - 42871JCK KMM

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PROFESSIONAL

ENGINEER

PE081136

JOHN C. KNECHT GENERAL PLAN & ELEVATION

LEGEND

- ROCK CLASS R-5

- PROPERTY LINE

- LEGAL RIGHT-OF-WAY LINE

EXISTING EDGE OF STREAM-

EXISTING STREAM FLOW-

- DIRECTION OF TRAFFIC

EXISTING CONTOURS-

BMS STR ID: 53 7408 0000 9080 BRKEY: 30994

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

BC-751M 01/31/19BRIDGE DRAINAGE

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

BC-755M 01/31/19BEARINGS

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

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

RC-11MCLASSIFICATION OF EARTHWORK FOR STRUCTURES 06/01/10

RC-12MBACKFILL AT STRUCTURES 11/01/22

RC-50MGUIDE RAIL TO BRIDGE BARRIER TRANSITIONS 02/27/23

RC-51MTYPE 31 STRONG POST GUIDE RAIL 09/01/23

BC-790MPOST-TENSIONING OF CONCRETE GIRDERS GROUT SPECIFICATIONS 01/31/19

SUPPLEMENTAL DRAWINGS

APP. DATEDWG. NO.DESCRIPTION

HORIZONTAL CURVE DATA

JULIA STREET CONSTRUCTION � VERTICAL CURVE DATA

LINE STREET CONSTRUCTION �

N08°23'08"E

TANGENT SECTION

EXISTING STRUCTURE

HYDRAULIC OPENING = 355 SF

STRUCTURE LENGTH = 53.0'

OUT-TO-OUT WIDTH = 16.4±

ROADWAY WIDTH = 13'±

SKEW = 90°00'00"

CONCRETE ADJ BOX BEAM BRIDGE

SINGLE SPAN NON-COMPOSITE P/S

STA 11+03.00

PROPOSED STRUCTURE

HYDRAULIC OPENING = 370 SF

"2

1OUT TO OUT WIDTH = 17'-5

CLEAR ROADWAY WIDTH = 13'-8"

SPAN = 51'-6" (� BRG TO � BRG)

SKEW = 90°00'00"

ON P/S CONCRETE ADJ BOX BEAM BRIDGE

SINGLE SPAN COMPOSITE CONCRETE DECK

STA 11+03.00

-0.57%

HYDRAULIC DATA

EXISTING

935.91=WS ELEV

6.99 FPS=VELOCITY

4000 CFS=MAGNITUDE

100 YR FLOOD RISK ASSESSMENT

934.20=WS ELEV

4.48 FPS=VELOCITY

1900 CFS=MAGNITUDE

10 YEARS=DESIGN FLOOD

35.3 SQ MI=DRAINAGE AREA

HYDRAULIC DATA

PROPOSED

935.81=WS ELEV

7.15 FPS=VELOCITY

4000 CFS=MAGNITUDE

100 YR FLOOD RISK ASSESSMENT

933.4=WS ELEV

5.17 FPS=VELOCITY

1900 CFS=MAGNITUDE

10 YEARS=DESIGN FLOOD

35.3 SQ MI=DRAINAGE AREA

P V

T S

T A

.5

E

L E

V

.3

E L

E V

.0

P

V T

S T

A

.5

WVCS

WVCS

N08°23'08"E

WATWAT

PLAN VIEW

5 0 5 10 FEET

STA AHEAD

�SURVEY & CONSTR

L A

N E

ABUT 2

� BRG

ABUT 1

� BRG

90°00'00"

51'-6" C/C BRG

(TO BE REMOVED)

EXISTING SUPERSTRUCTURE

ELEV 936.35

STA 10+76.50

BEGIN STRUCTURE

ELEV 936.05

STA 11+29.50

END STRUCTURE

(TO BE REMOVED BY OTHERS)

EXISTING WATERLINE

C R

E E

K M

A H

A N

O Y

SURVEY & CONSTR �

JULIA STREET (T-652)

B A

R R

IE

R

T

Y P

P

A

-R A

IL

S

L D

R

S H

L D

R

(TO BE RELOCATED BY OTHERS)

EXISTING OVERHEAD UTILITIES

5 0 5 10 FEET

ELEVATION

ELEV 920

51'-6" C/C BRGS

ELEV 936.36

STA 10+77.25

� BRG ABUT 1

ELEV 936.05

STA 11+28.75

� BRG ABUT 2

APPROACH GUIDERAIL (TYP)

FIXEXP

GROUND LINE (TYP)

EXISTING & PROPOSED

NWSE 926.78

PROPOSED MIN. UNDERCLEARANCE = 7.05'

EXISTING MIN. UNDERCLEARANCE = 6.72'

NEOPRENE BEARING PADS (TYP)

LAMINATED ELASTOMERIC

WITH HAND RAIL

PA 3-RAIL BRIDGE BARRIER

BOX BEAMS

48x17 P/S ADJ

0.57%

(TYP)

AND REPOINT MASONRY

REPLACE MISSING STONES

49'-0"+/- NORMAL CLEAR DISTANCE

LOW CHOR ELEV 933.83

GENERAL PLAN & ELEVATION

RECOMMENDED FOR STRUCTURAL ADEQUACY ONLY

DISTRICT 5-0 BRIDGE ENGINEER DATE03/05/2025

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Mark By Chk'd. DateDescription

DEPARTMENT OF TRANSPORTATION

COMMONWEALTH OF PENNSYLVANIA

SHEET OF

RECOMMENDED

Recm'd.

SCHUYLKILL COUNTY

REPLACEMENT

COUNTY BRIDGE NO. 80

ADJACENT BOX BEAM BRIDGE

SINGLE SPAN P/S CONCRETE COMPOSITE

STATION 11+03.00

JULIA STREET OVER MAHANOY CREEK

JH S - 42871JCK KMM

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REGISTERED

PROFESSIONAL

ENGINEER

PE081136

JOHN C. KNECHT

STABILIZATION REQUIREMENTS.

E&S PLANS AND SPECIFICATIONS FOR TOPSOIL PLACEMENT, THICKNESS, AND

DRAWINGS, SPECIFICATIONS AND AS DIRECTED BY THE ENGINEER. REFER TO THE

STABILIZE ALL AREAS DISTURBED AS PART OF THE PROJECT ACCORDING TO

PROVIDE AND PLACE TOPSOIL, PLACE SEEDING AND SOIL SUPPLEMENTS AND

PROVIDED, INSTALLED AND MAINTAINED DURING ALL PHASES OF CONSTRUCTION.

ALL REQUIRED SOIL EROSION AND SEDIMENTATION CONTROLS SHALL BE

EXCAVATION).

WATER TO ENTER STREAM. PROVIDE CONTROLS PER E&S PLANS (INCIDENTAL TO

WHEN EXCAVATIONS ARE MADE ABOVE STRUCTURE, DO NOT ALLOW SILT LADEN

FEMA/PEMA, AND PA FISH AND BOAT COMMISSION.

DESIGNEES, GIRARDVILLE BOROUGH, SCHUYLKILL CONSERVATION DISTRICT, PADEP,

THIS PROJECT IS SUBJECT TO INSPECTION BY SCHUYLKILL COUNTY AND/OR THEIR

REGULATORY NOTES:

INFORMATION PERTAINING TO THIS PROJECT.

CONSTRUCTION WITHIN THE PROJECT CONTRACT FOR ADDITIONAL

REFER TO MAINTENANCE AND PROTECTION OF TRAFFIC DURING

PENNDOT PUB 213 AND THE TRAFFIC CONTROL PLAN SHEETS.

PROVIDE TRAFFIC CONTROL TO CLOSE JULIA STREET IN ACCORDANCE WITH

TRAFFIC CONTROL:

DATUM 1988.

(NORTH ZONE) NAD83. VERTICAL CONTROL IS BASED ON NORTH AMERICAN

HORIZONTAL CONTROL IS BASED ON PA STATE PLANE COORDINATE SYSTEM

MADE.

REQUIREMENTS. THE ENGINEER MUST VERIFY AND APPROVE ANY ADJUSTMENTS

REFINE LOCATIONS & GRADES IN THE FIELD TO MEET CONSTRUCTION

THE COUNTY RESERVES THE RIGHT TO ELIMINATE ANY OR ALL OF THIS WORK.

OTHERWISE DIRECTED BY THE OWNER.

PLAN LOCATIONS AND DIMENSIONS SHALL BE STRICTLY ADHERED TO UNLESS

ENGINEER AT NO ADDITIONAL COST TO THE OWNER.

REPAIRED OR REPLACED TO THEIR ORIGINAL CONDITION AS DIRECTED BY THE

ALL AREAS DISTURBED OUTSIDE THE LIMITS OF CONSTRUCTION SHALL BE

APPROVED SITE.

CONSTRUCTION AND DEMOLITION WASTES NEED TO BE DISPOSED OF AT AN

WITH OSHA REQUIREMENTS.

SLOPES DURING CONSTRUCTION. PERFORM ALL EXCAVATIONS IN ACCORDANCE

THE CONTRACTOR IS RESPONSIBLE FOR THE STABILITY OF ALL EXCAVATED

NECESSARY BRACING AND SUPPORTS DURING ERECTION AND REHABILITATION.

TEMPORARY BRACING AND SHORING OF ALL STRUCTURES. PROVIDE ALL

THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE SAFE ERECTION AND

219M.

CONSTRUCTION, PUB 72M AND THE STANDARDS FOR BRIDGE CONSTRUCTION PUB

PENNSYLVANIA DEPARTMENT OF TRANSPORTATION STANDARDS FOR ROADWAY

CONSTRUCTION DETAILS OTHER THAN THOSE SHOWN CONFORM TO THE

INFORMATION IS INDICATED ON THE DRAWINGS.

NO FIELD EXCAVATION HAS BEEN PERFORMED. AVAILABLE SURFACE

UNDERGROUND INSTALLATION OR STRUCTURES ARE SHOWN ON THE PLANS.

INSTALLATION OR STRUCTURES SHOWN ON THE PLANS, OR THAT ALL

THE ACCURACY OF THE LOCATION OF THE PRESENT UNDERGROUND UTILITY

COMPANY DOES NOT GUARANTEE, REPRESENT, WARRANT OR ASSURE EITHER

BENESCH & COMPANY FROM THE UTILITIES LISTED BELOW. ALFRED BENESCH &

ACCORDANCE WITH INFORMATION THAT HAS BEEN PROVIDED TO ALFRED

WARNING! EXISTING UTILITIES, AS SHOWN ON THESE DRAWINGS, ARE IN

PURPLE - NON-POTABLE WATER, IRRIGATION OR SLURRY LINES

WHITE - PROPOSED EXCAVATION

GREEN - SEWERS AND DRAIN LINES

BLUE - POTABLE WATER

ORANGE - COMMUNICATION, ALARM OR SIGNAL LINES, CABLES OR CONDUIT

YELLOW - GAS, OIL, STEAM, PETROLEUM OR GASEOUS MATERIALS

RED - ELECTRIC POWER LINES, CABLES, CONDUIT AND LIGHTING CODES

KNOW THEM!

UNDERGROUND UTILITIES IN ACCORDANCE WITH UNIFORM COLOR CODES.

ACT 287 OF 1974 AS AMENDED: STANDARDIZES THE COLOR-MARKING OF

SYSTEM, INC. USE IT!

THIS PROJECT HAS A SERIAL NUMBER REGISTERED WITH THE ONE CALL

THE COMMONWEALTH OF PENNSYLVANIA.

ENGAGED IN THE DESIGN PHASE. THESE REQUIREMENTS APPLY ANYWHERE IN

THAN 10 WORKING DAYS NOR MORE THAN 90 WORKING DAYS NOTICE WHEN

TUNNEL OR DEMOLISH. ACT NO. 187 REQUIRES DESIGNERS TO GIVE NO LESS

DIG, DITCH, DRILL, DRIVE-IN, GRADE, PLOW-IN, PULL-IN, RIP, SCRAPE, TRENCH,

(WITH OR WITHOUT EXPLOSIVES), ANCHOR, AUGER, BACKFILL, BLAST, BORE,

EXCAVATORS/DEMOLITION CONTRACTORS WHO ARE ABOUT TO MOVE EARTH

NOTICE NOR MORE THAN 10 WORKING DAYS NOTICE FROM

UTILITY LINE PROTECTION LAW, REQUIRES NO LESS THAN 3 WORKING DAYS

PENNSYLVANIA ACT NO. ACT 287 OF 1974 AS AMENDED, THE UNDERGROUND

1-800-242-1776

PENNSYLVANIA ONE CALL SYSTEM, INC.

STOP-CALL BEFORE YOU DIG!

SHOWN.

COUNTY DOES NOT GUARANTEE THAT ALL SUBSURFACE STRUCTURES ARE

AND ALLOW FOR THEIR LOCATIONS AND PROVIDE FOR THEIR PROTECTION. THE

INFORMATION. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO VERIFY

EXISTING UTILITIES ARE SHOWN IN ACCORDANCE WITH THE BEST AVAILABLE

LOCATION OF ANY UTILITIES.

DESIGN AND/OR REVISIONS OR LIABILITIES FOR ACCURACY OF TYPE, SIZE AND

ASSUME ANY RESPONSIBILITY FOR THE REIMBURSEMENT, PARTICIPATION IN

DAMAGE TO THE UTILITIES DURING CONSTRUCTION. THE OWNER DOES NOT

BE DISTURBED OR ENDANGERED AND ASSUME FULL RESPONSIBILITY FOR ANY

CONDUCT OPERATIONS IN A MANNER WHICH ENSURES THE UTILITIES WILL NOT

VERIFY AND LOCATE ALL EXISTING UTILITIES PRIOR TO STARTING WORK AND

105.06 AND 107.12.

PRIVATE UTILITIES IN ACCORDANCE WITH PUBLICATION 408/2020, SECTIONS

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

UTILITY NOTES:

TENSIONED.

MODIFY CHEEKWALLS AFTER BEAMS ARE SET IN POSITION AND POST-

IF NECESSARY AS DIRECTED BY THE OWNERS REPRESENTATIVE IN THE FIELD,

ALL DIMENSIONS SHOWN ARE HORIZONTAL EXCEPT AS NOTED.

CHAMFER EXPOSED CONCRETE EDGES 3/4" X 3/4", EXCEPT AS NOTED.

BRIDGE CENTERLINE OF BEARINGS.

CONSTRUCT DECK SLAB TRANSVERSE CONSTRUCTION JOINTS PARALLEL TO

COATED REINFORCING STEEL BARS AT NO ADDITIONAL COST TO THE OWNER.

GALVANIZED REINFORCING STEEL BARS MAY BE SUBSTITUTED FOR EPOXY-

EPOXY COAT ALL REINFORCEMENT BARS, EXCEPT AS NOTED.

BARS IS INDICATED.

BEAMS, BARRIERS OR WHERE BENDING OR WELDING OF THE REINFORCEMENT

RAIL STEEL A 996/A 996M REINFORCEMENT BARS IN BRIDGE ABUTMENTS,

SECTIONAL AREA, IF APPROVED BY THE CHIEF BRIDGE ENGINEER. DO NOT USE

STEEL BARS MAY BE SUBSTITUTED WITH A PROPORTIONAL INCREASE IN CROSS-

60 REINFORCING STEEL BARS UNLESS SPECIFIED. GRADE 40 REINFORCING

OF ASTM A 615/A 615M, A 996/A 996M OR A 706/A 706M. DO NOT WELD GRADE

PROVIDE GRADE 60 REINFORCING STEEL BARS THAT MEET THE REQUIREMENTS

ENGINEER.

CONCRETE AT NO ADDITIONAL COST TO THE OWNER, IF APPROVED BY THE

A HIGHER CLASS CONCRETE MAY BE SUBSTITUTED FOR A LOWER CLASS

USE CLASS A CEMENT CONCRETE IN BEARING SEAT MODIFICATIONS.

USE CLASS AA CEMENT CONCRETE IN BARRIERS AND CHEEKWALLS.

USE CLASS AAAP CEMENT CONCRETE IN DECK SLAB.

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

BRIDGE WELDING CODE AND CONTRACT SPECIAL PROVISIONS.

SPECIFICATIONS, PUBLICATION 408/2020, AASHTO/AWS D1.5M/D1.5: 2015

PROVIDE MATERIALS AND PERFORM WORK IN ACCORDANCE WITH

GENERAL:

WEARING SURFACE ON THE DECK SLAB.

DEAD LOADS INCLUDE SURFACE AREA DENSITY OF 30 PSF FOR FUTURE

DEAD LOADS:

0.0948

MAXIMUM ALLOWABLE TENSILE STRESS IN PRECOMPRESSED TENSILE ZONE:

DESIGN LIVE LOADS SHALL BE PHL-93, P-82 OR P2016-13.

DESIGN LIVE LOADS:

DESIGN IS IN ACCORDANCE WITH THE LRFD METHOD.

FACTORS.

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

SUPPLEMENTED BY DESIGN MANUAL, PART 4, DECEMBER 2019 EDITION.

AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS 8TH EDITION, 2017, AND AS

DESIGN SPECIFICATIONS:

PER PUB 408/2020 SECTION 1001.

SURFACES WHICH COME INTO CONTACT WITH NEW CONCRETE AND GROUT AS

APPLY EPOXY BONDING COMPOUND TO ALL EXISTING CONCRETE & STONE

IS NOT PERMITTED UNLESS SPECIFIED.

WELDING OF REINFORCEMENT BARS DURING FABRICATION OR CONSTRUCTION

PREPARE BEARING AREAS AS SPECIFIED IN PUB 408/2020 SECTION 1001.3(K)9.

STANDARD DRAWING BC-736M, UNLESS OTHERWISE INDICATED.

PROVIDE MINIMUM EMBEDMENT AND SPLICE LENGTHS IN ACCORDANCE WITH

FIELD AS NECESSARY FOR PROPER FIT OF THE PROPOSED CONSTRUCTION.

VERIFY ALL DIMENSIONS AND GEOMETRY OF THE EXISTING STRUCTURE IN THE

SWEET VALLEY, PA 18656. PHONE (570)477-5717

CONSTRUCTION: NORTHEAST REGIONAL HEADQUARTERS, 5566 MAIN ROAD,

CONSTRUCTION AND COOPERATE WITH FISH COMMISSION DURING

NOTIFY THE REGIONAL HEADQUARTERS OF THE FISH COMMISSION PRIOR TO

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

SUPERSTRUCTURE DIMENSIONS SHOWN ARE FOR A NORMAL TEMPERATURE OF

DECK SLAB THICKNESS INCLUDES A 0.5" INTEGRAL WEARING SURFACE.

GENERAL (CONT'D):

f'c

LABORATORY TESTING HAS BEEN CONDUCTED.

OTHER TOXIC MATERIALS SUCH AS CADMIUM, CHROMIUM, ARSENIC, ETC. NO

THE EXISTING BRIDGE STRUCTURAL MEMBERS MAY CONTAIN LEAD PAINT AND

INDICATED.

AND/OR QUANTITIES OF WORK TO BE PERFORMED MAY DIFFER FROM THOSE

IS TO ASSUME THE POSSIBILITY THAT CONDITIONS AFFECTING THE COST

CORRECTLY SHOWN. THE BIDDER IS NOT TO RELY ON THIS INFORMATION, BUT

THERE IS NO EXPRESSED OR IMPLIED AGREEMENT THAT INFORMATION IS

A BASIS FOR COMPUTATION OF THE UNIT PRICES USED FOR BIDDING PURPOSES.

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

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

OF THE CONDITIONS THAT YOU WILL ENCOUNTER IN THE FIELD.

OWNER OR ITS AUTHORIZED AGENTS AS POSITIVE REPRESENTATIONS OF ANY

IN THE ORIGINAL DESIGN DRAWINGS OR MADE AVAILABLE TO YOU BY THE

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

:REHABILITATION NOTES

NOTES:

2. FOR TYPICAL SECTION, SEE SHEET 3.

1. FOR GENERAL PLAN & ELEVATION, SEE SHEET 1.

INDEX OF DRAWINGS

SHEET NO TITLE

RATING TABLES

REINFORCEMENT BAR SCHEDULE

SUBSTRUCTURE DETAILS

BARRIER DETAILS

SLAB PLAN & SECTION

ELASTOMERIC BEARING DETAILS

BOX BEAM DETAILS - IV

BOX BEAM DETAILS - III

BOX BEAM DETAILS - II

BOX BEAM DETAILS - I

FRAMING & STAKE-OUT PLAN

SLAB ELEVATIONS

QUANTITIES

TYPICAL SECTION

GENERAL NOTES & INDEX OF DRAWINGS

GENERAL PLAN & ELEVATION

GENERAL NOTES & INDEX OF DRAWINGS

AT WWW.PAONECALL.ORG

COORDINATE YOUR PROJECTS VIA COORDINATE PA

PENNSYLVANIA ONE CALL SYSTEM SERIAL NUMBER

20231641674 & 20231641675

START OF EXCAVATION.

THAN 10 BUSINESS DAYS PRIOR TO THE

THAN 3 BUSINESS DAYS NOR MORE

DIAL 8-1-1 OR 1-800-242-1776 NOT LESS

3.0%3.0%

LIMIT OF PROTECTIVE COATING

TO FACE OF THRIE-BEAM

1'-10 3/4" (TYP)

TERMINAL CONNECTOR

13'-8" CLEAR ROADWAY

17'-5 1/2" OUT-TO-OUT

�JULIA STREET SURVEY & CONSTR

RAIL (TYP)

BARRIER WITH HAND

PA 3-RAIL BRIDGE

DRIP NOTCH (TYP)

TYPICAL SECTION

" 2 1" = 12'- 12

13 EQUAL SPACES @ 4'-0

(TYP)

2'-8"

� BEAM NO.4

BEAM NO.1

� 48"x17" P/S ADJ BOX BEAM (TYP)

" MINIMUM SLAB*2

(T Y

P

10'-0" LANE

SHLDR

1'-10" SHLDR

1'-10"

(T Y

P

M

IN

* INCLUDES 1/2" INTEGRAL WEARING SURFACE

(LOOKING AHEAD STATION)

12 0 12 INCHES

1/2" JOINT ALLOWANCE (TYP)

CONNECTOR

3 7/8" THRIE-BEAM

CONNECTOR

3 7/8" THRIE-BEAM

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Mark By Chk'd. DateDescription

DEPARTMENT OF TRANSPORTATION

COMMONWEALTH OF PENNSYLVANIA

SHEET OF

RECOMMENDED

Recm'd.

SCHUYLKILL COUNTY

REPLACEMENT

COUNTY BRIDGE NO. 80

ADJACENT BOX BEAM BRIDGE

SINGLE SPAN P/S CONCRETE COMPOSITE

STATION 11+03.00

JULIA STREET OVER MAHANOY CREEK

JH S - 42871JCK KMM

P E

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NW EALTH

REGISTERED

PROFESSIONAL

ENGINEER

PE081136

JOHN C. KNECHT

NOTES:

4. FOR SLAB ELEVATIONS, SEE SHEET 5.

3. FOR FRAMING PLAN, SEE SHEET 6.

2. FOR GENERAL NOTES, SEE SHEET 2.

1. FOR GENERAL PLAN & ELEVATION, SEE SHEET 1.

TYPICAL SECTION

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Mark By Chk'd. DateDescription

DEPARTMENT OF TRANSPORTATION

COMMONWEALTH OF PENNSYLVANIA

SHEET OF

RECOMMENDED

Recm'd.

SCHUYLKILL COUNTY

REPLACEMENT

COUNTY BRIDGE NO. 80

ADJACENT BOX BEAM BRIDGE

SINGLE SPAN P/S CONCRETE COMPOSITE

STATION 11+03.00

JULIA STREET OVER MAHANOY CREEK

JH S - 42871JCK KMM

P E

N

N S Y L V

A

N

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C O

M

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REGISTERED

PROFESSIONAL

ENGINEER

PE081136

JOHN C. KNECHT

NOTES:

1. FOR GENERAL NOTES, SEE SHEET 2.

BRIDGE STRUCTURE, AS DESIGNED

PRESTRESSED CONCRETE ADJACENT BOX BEAMS, 48" X 17"

ITEM NO. ITEM

(2)

034100-001

(1) CLASS 3 EXCAVATION

(1)

MEMBRANE WATERPROOFING SYSTEM INSTALLED

ON OTHER SURFACES

NO. 57 COARSE AGGREGATE(1)

CLASS AA CEMENT CONCRETE(1)

(1) 6" STRUCTURE FOUNDATION DRAIN

(1) SELECTED BORROW EXCAVATION, STRUCTURE BACKFILL

CLASS AAAP CEMENT CONCRETE(1)

(1) REINFORCEMENT BARS, EPOXY COATED

(1)

BRIDGE SUPERSTRUCTURE)

CONCRETE SURFACES (PENETRATING SEALERS,

PROTECTIVE COATING FOR REINFORCED

REMOVAL OF PORTION OF EXISTING BRIDGE

LB 3110

SY

LS

LF 212

UNIT TOTAL

LS

CY

CY 18

36CY

LF 55

5CY

9CY

SY 27

APPROXIMATE QUANTITIES - BRIDGE STRUCTURE DESIGNED

(4) INCLUDES NEOPRENE BEARING PADS.

(3) INCLUDES REMOVAL OF EXISTING BEAM DOWELS IN ABUTMENTS.

(2) SEE SPECIAL PROVISIONS.

(1) ITEMS IN BRIDGE STRUCTURE LUMP SUM ITEM 034100-001 - GIVEN FOR INFORMATION ONLY.

(2)(3) 001018-001

(4)

107LB(1) STAINLESS STEEL REINFORCEMENT BARS

QUANTITIES

CLASS A CEMENT CONCRETE(1) 7CY

(1) TYPE A REPOINTING LF 100

(1) RESET/REPLACE STONE MASONRY SF 20

(1) ROCK, CLASS R-5 CY 50

(1) PA 3-RAIL BRIDGE BARRIER LF 106

TO FACE OF THRIE-BEAM

1'-10 3/4" (TYP)

TERMINAL CONNECTOR

13'-8" CLEAR ROADWAY

" OUT-TO-OUT2

17'-5

1 0 1 2 FEET

�JULIA STREET SURVEY & CONSTR

RAIL (TYP)

BARRIER WITH HAND

PA 3-RAIL BRIDGE

ELEVATION POINT LOCATIONS

� BEAM NO.4

� BEAM NO.1

PGL

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Mark By Chk'd. DateDescription

DEPARTMENT OF TRANSPORTATION

COMMONWEALTH OF PENNSYLVANIA

SHEET OF

RECOMMENDED

Recm'd.

SCHUYLKILL COUNTY

REPLACEMENT

COUNTY BRIDGE NO. 80

ADJACENT BOX BEAM BRIDGE

SINGLE SPAN P/S CONCRETE COMPOSITE

STATION 11+03.00

JULIA STREET OVER MAHANOY CREEK

JH S - 42871JCK KMM

P E

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S Y L V A

N I

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REGISTERED

PROFESSIONAL

ENGINEER

PE081136

JOHN C. KNECHT

NOTES:

3. BEAMS NUMBERED LEFT TO RIGHT, LOOKING AHEAD STATION.

2. FOR GENERAL NOTES, SEE SHEET 2.

1. FOR GENERAL PLAN & ELEVATION, SEE SHEET 1.

TOP OF SLAB ELEVATIONS AT 10TH POINTS

BEAM NO. 0.6L0.5L0.4L0.3L0.2L0.1L

936.16 936.13 936.11 936.08 936.05 935.99936.02

0.0L

1.0L0.9L0.8L0.7L

935.96 935.93 935.90 935.87

� BRG. � BRG.

BEAM NO.

SLAB THICKNESS

ABUT.1 ABUT.2

THICKNESS

TABLE OF DECK SLAB

6 7/8" 6 7/8"

6 3/4" 6 7/8"

NOTE: LOCATION OF DECK SLAB THICKNESSES IS WHERE

THE � OF BEAM INTERSECTS THE � OF BEARING.

NOTE: DECK SLAB THICKNESS IS MEASURED PREPENDICULAR

FROM THE TOP OF BEAM TO THE TOP OF DECK.

PT. 3PT. 2PT. 1STATION

AT BREAKLINES

TOP OF SLAB ELEVATIONS

10+76.50 936.13 936.35

� BRG ABUT 2

� BRG ABUT 1

BEGIN DECK

END DECK

THRIE-BEAM TERMINAL CONNECTOR

OFFSET FROM THE BASELINE AND DO NOT ACCOUNT FOR THE

NOTE: ELEVATIONS 1 AND 3 ARE LOCATED AT AN 7'-2 3/4"

SLAB ELEVATIONS

936.16 936.13 936.11 936.08 936.05 935.99936.02 935.96 935.93 935.90 935.87

936.29 936.26 936.23 936.20 936.17 936.11936.14 936.08 936.05 936.02 935.99

936.29 936.26 936.23 936.20 936.17 936.11936.14 936.08 936.05 936.02 935.99

10+77.25

11+28.75

11+29.50

11+20.00

11+10.00

11+00.00

10+90.00

10+80.00

936.13 936.35

936.11 936.33

936.06 936.27

936.00 936.22

935.94 936.16

935.89 936.10

935.84 936.05

935.83 936.05

936.13

936.13

936.11

936.06

936.00

935.94

935.89

935.84

935.83

6 3/4" 6 7/8"

6 7/8"6 7/8"

51'-6" � TO � BRGS 9"9"

� BEAM & DOWEL (TYP) 1/2" JOINT (TYP)

STA

AHEAD

� BRG ABUT 1 � BRG ABUT 2

& CONSTR �

JULIA ST SURVEY

WP 2

/4

/4

WP 1

/4

/4

/2

O

U T

-T O

-O U

T O

F F

A S

C

IA

B E

A M

S

E

Q S

P A

/2

/2

53'-0"

/2

J O

IN

T

S

W

ID

E B

E A

M S

A N

D

1 0 1 2 3 FEET

FRAMING & STAKE-OUT-PLAN

90°00'00"

(TYP)

HOLE (TYP)

2 1/2" � DOWEL

Drawn: Designed: Checked:$ U

S E

R C

F G

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E R

D A

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F

IL

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REVISIONS

Mark By Chk'd. DateDescription

DEPARTMENT OF TRANSPORTATION

COMMONWEALTH OF PENNSYLVANIA

SHEET OF

RECOMMENDED

Recm'd.

SCHUYLKILL COUNTY

REPLACEMENT

COUNTY BRIDGE NO. 80

ADJACENT BOX BEAM BRIDGE

SINGLE SPAN P/S CONCRETE COMPOSITE

STATION 11+03.00

JULIA STREET OVER MAHANOY CREEK

JH S - 42871JCK KMM

P E

N N

S Y L V A

N I

A

C O

M

M

REGISTERED

PROFESSIONAL

ENGINEER

PE081136

JOHN C. KNECHT

NOTES:

3. FOR BEAM DETAILS, SEE SHEETS 7-10.

2. FOR GENERAL NOTES, SEE SHEET 2.

1. FOR TYPICAL SECTION, SEE SHEET 3.

NORTHINGPOINT

WORK

EASTING

STATION OFFSET

WORK POINT COORDINATE TABLE

534636.3219 2371842.6374

COORDINATES

10+77.25 0.00'

BEYOND TWO DECIMAL PLACES

PURPOSES ONLY AND DO NOT IMPLY A PRECISION

FOUR PLACE COORDINATES ARE FOR COMPUTATIONAL NOTE:

OFFSET DISTANCES ARE MEASURED FROM BASELINE.NOTE:

FRAMING & STAKE-OUT PLAN

0.00'11+28.75534687.2713 2371850.1478

END BLOCK REINFORCEMENT DETAIL

NOT TO SCALE

FIXED END PLANEXPANSION END PLAN

VOID

BEAM

(TYP)

2'-0"

#4 BARS (A2 & A3)

ABUT 1

� EXP BRG

TYPICAL BEAM SECTION

REINFORCEMENT. SEE

TYPICAL LONGITUDINAL

(TYP BOTH SIDES)

#4 BARS (A1 & A3)

9"

2½"� DOWEL HOLE

� BEAM

3"

6"

ELEVATION

TYPICAL

SEE

11 SPA @ 3"

2'-0"

#4 BARS (A2 & A3)

ABUT 2

� FIX BRG

(TYP BOTH SIDES)

#4 BARS (A1 & A3)

9"

2½"� DOWEL HOLE

� BEAM

6"

ELEVATION

TYPICAL

SEE

11 SPA @ 3"

5-#4 BARS

M

IN3

L A

P

/4

E M

B E

D

T Y

P

M

IN

M

IN2

(TYP)

5" MAX

2'-1"

4'-0"

5"

EDGE OF FASCIA BEAM ONLY

DRIP NOTCH, EXTERIOR

TYPICAL BEAM SECTION

(NOT TO SCALE)

(EXTERIOR BEAM SHOWN, INTERIOR SIMILAR EXCEPT AS NOTED)

NOTE: SEE TYPICAL STRAND PATTERN DETAIL ON THE

BEAM DETAILS - III SHEET FOR INFORMATION

NOT SHOWN.

1 1/2" X 1 1/2" INTERIOR CHAMFER (TYP)

(TYP)

CHAMFER

3/4" X 3/4"

OF DECK

BOTTOM

DECK

TOP OF

4" MIN

SEE BC-775M

5" MAX

(A1)(TYP)

#4 BARS

ONLY

FASCIA BEAM

FASCIA SIDE OF

OMIT ON

SHEAR KEY

#4 BARS (A3)

(MATCH WITH A3)

#4 BARS A2

SHOP DRAWINGS (TYP)

BARRIER FACE. BARS TO BE DETAILED ON

SIDE OF FASCIA BEAMS ONLY. 2" CLR TO

BARRIER DETAILS. REQUIRED ON FASCIA

#4 BARRIER BAR SPACED AS SHOWN ON

S E

N

T

DECK

TOP OF

C L R

Drawn: Designed: Checked:$ U

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F G

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E R

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F

IL

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REVISIONS

Mark By Chk'd. DateDescription

DEPARTMENT OF TRANSPORTATION

COMMONWEALTH OF PENNSYLVANIA

SHEET OF

RECOMMENDED

Recm'd.

SCHUYLKILL COUNTY

REPLACEMENT

COUNTY BRIDGE NO. 80

ADJACENT BOX BEAM BRIDGE

SINGLE SPAN P/S CONCRETE COMPOSITE

STATION 11+03.00

JULIA STREET OVER MAHANOY CREEK

JH S - 42871JCK KMM

P E

N N

S Y L V A

N I

A

C O

M

M

REGISTERED

PROFESSIONAL

ENGINEER

PE081136

JOHN C. KNECHT

NOTES:

8. TO BE DETAILED ON THE SHOP DRAWINGS.

7. FOR BARRIER DETAILS, SEE SHEET 13.

6. FOR GROUTED RECESS FOR STRAND DETAILS, SEE BC-775M.

5. FOR ELASTOMERIC BEARING DETAILS, SEE SHEET 11.

4. FOR RATING TABLES AND BEAM PROPERTIES, SEE SHEET 16.

3. WORK WITH SHEETS 8-10.

2. FOR FRAMING PLAN, SEE SHEET 6.

1. FOR GENERAL NOTES, SEE SHEET 2.

12. PROJECTION OF A1 BARS ABOVE TOP OF BEAMS TO BE DETAILED ON SHOP DRAWINGS.

11. EPOXY COAT ALL BEAM REINFORCEMENT.

10. TOP FLANGES OF BEAMS SHALL BE INTENTIONALLY ROUGHENED.

9. FORM BEAM ENDS TO BE TRULY VERTICAL IN THE FINAL POSITION.

ELSEWHERE - 2" UNLESS OTHERWISE NOTED

TOP SLAB - 1"

8. MINIMUM COVER ON REINFORCEMENT BARS:

THE MEMBERS.

7. FABRICATOR TO CHECK STABILITY FOR HANDLING AND TRANSPORTING OF

EQUIVALENT AREA IS PERMISSIBLE FOR CRACK CONTROL REINFORCEMENT.

FABRICATOR'S EXPERIENCE AND/OR TO CONTROL CRACKING. WIRE MESH OF

6. END ZONE REINFORCEMENT MAY BE INCREASED BY FABRICATOR TO REFLECT

USED FOR THE TRANSPORTATION AND ERECTION OF THE BEAMS.

B) THE TYPE AND LOCATION OF BRACING AND TEMPORARY SUPPORTS

A) THE SIZE AND LOCATION OF TEMPORARY STORAGE SUPPORTS.

5. SHOW THE FOLLOWING DATA ON THE SHOP DRAWINGS:

DECK SLAB.

4. EPOXY COAT ALL REINFORCEMENT WHICH EXTENDS INTO THE

DRAWINGS.

3. SHOW ANY MODIFICATIONS TO REINFORCEMENT SPLICE AND BENDING DETAILS ON SHOP

SHOP DRAWINGS.

2. SHOW PLAN, ELEVATION, SECTIONS AND ALL REINFORCEMENT DETAILS ON

1. SHOW BEAM DESIGN LENGTH AND BEAM CASTING LENGTH ON SHOP DRAWINGS.

PRESTRESS NOTES:

PRESTRESSING DATA:

USE .52" � STRANDS (0.167 SI, 270 KSI LOW RELAXATION STRANDS)

CENTER OF GRAVITY OF BONDED STRANDS

JACKING PRESTRESS FORCE

CONCRETE STRENGTH AT 28 DAYS (f'c)

CONCRETE STRENGTH AT STRAND RELEASE

PRESTRESSED ADJ BOX BEAM SIZE

BEAM DETAILS - III)

(SEE DEBONDING DIAGRAM, ON

202500 PSI

10000 PSI

8500 PSI

48"X17"

BEAM DETAILS - I

53'-0"

51'-6" � BRG TO � BRG

� BEAM

� BEAM & TRANSVERSE TENDON

26'-6"26'-6"

VOID (TYP)

VOID (TYP)

BOTTOM AND AT EACH END OF EACH

1"� NON-FERROUS DRAIN HOLE IN

(TYP)

9"

HOLE

2½"� DOWEL

(TYP)

2'-0" 90°00'00"

4" MIN (TYP)

¾"

FASCIA BEAM (TYP)

ON EXTERIOR FACE OF THE

WATERPROOFING. OMIT NOTCH

BEAM NOTCH REQUIRED FOR

1'-0"24'-0" (TYP)2'-0" (TYP)

(TYP)

6"

TRANSVERSE TENDON (TYP)

(TYP)

6" MIN

� EXP BRG

(TYP)

1"� NON-FERROUS DRAIN HOLE (TYP)VOID (TYP)

¼"� VENT HOLE

32 SPA @ 12" MAX (A1)

32 SPA @ 12" MAX (A2 & A3)

6 SPA @ 12" (A2 & A3)

10 SPA @ 8 1/2" (A1)

SEE END

DETAIL

REINFORCEMENT

BLOCK

ABUT 1

� EXP BRG

12"

6 SPA @ 12" (A2 & A3)

10 SPA @ 8 1/2" (A1)

SEE END

DETAIL

REINFORCEMENT

BLOCK

ABUT 2

� FIX BRG

12"

BEAM PLAN

TYPICAL ELEVATION

9"± 9"±

1'-6"±

M

INM

IN

M

IN3

M

IN

3" 6"

� BRG & � DOWEL

2 1/2" � DOWEL HOLE*

5 1/2" MIN COMPOSITE

CONCRETE SLAB

ES601

1-SSA1002 PER BEAM (FIX END)**

1-SSA1001 PER BEAM (EXP END) (SHOWN)

M

IN

SHEET 7.

SEE DETAIL ON BC-751M,

ADDITIONAL DRAINAGE,

PROPOSED ABUTMENT CAP

TYPICAL LONGITUDINAL SECTION

NOT TO SCALE

(ABUT 1 SHOWN, ABUT 2 OPPOSITE HAND)

M

IN4

BEARING PAD

ELASTOMERIC

* EXP. BRGS. - FILL HOLE WITH AN APPROVED RUBBERIZED JOINT SEALING MATERIAL.

FIXED BRGS. - FILL HOLE WITH NON-SHRINK GROUT (APPLY BOND BREAKER TO PORTION

OF DOWEL THAT IS ABOVE THE BRIDGE SEAT)

ITEM.

ARE INCIDENTAL TO THE PRECAST BEAM

GROUT. THIS WORK AND MATERIALS

2" DIA. HOLE, FILL WITH NON-SHRINK

POST TENSIONED TRANSVERSELY, DRILL

KEYS ARE GROUTED AND BEAMS ARE

AFTER BEAMS ARE IN PLACE, SHEAR

EXISTING STONE MASONRY ABUTMENT

MODIFY AS INDICATED)

(SEE BC-788M, SHEET 8,

WATERPROOFING

� FIX BRG

ON SHEET 7ON SHEET 7

** EXP. DOWEL BAR SHOWN. PROVIDE SSA1002 DOWEL BAR PROJECTING 15" INTO BEAM

AT FIX. ABUTMENT. PROVIDE 2" PREFORMED CELLULAR POLYSTYRENE CAP OVER DOWEL.

Drawn: Designed: Checked:$ U

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REVISIONS

Mark By Chk'd. DateDescription

DEPARTMENT OF TRANSPORTATION

COMMONWEALTH OF PENNSYLVANIA

SHEET OF

RECOMMENDED

Recm'd.

SCHUYLKILL COUNTY

REPLACEMENT

COUNTY BRIDGE NO. 80

ADJACENT BOX BEAM BRIDGE

SINGLE SPAN P/S CONCRETE COMPOSITE

STATION 11+03.00

JULIA STREET OVER MAHANOY CREEK

JH S - 42871JCK KMM

P E

N N

S Y L V A

N I

A

C O

M

M

REGISTERED

PROFESSIONAL

ENGINEER

PE081136

JOHN C. KNECHT

NOTES:

2. WORK WITH SHEETS 7, 9, & 10.

1. FOR GENERAL NOTES, SEE SHEET 2.

BEAM DETAILS - II

BEAM END

24NUMBER OF

STRANDS

9"

24 NUMBER OF

STRANDS

9"

BEAM END

.0

� BRG ABUT 1

(TYP.)

OF BONDED STRANDS

CENTER OF GRAVITY

� BRG ABUT 2

.0

TYPICAL DEBONDING DIAGRAM

NOT TO SCALE

.9

.9

� BEAM

STRANDS

OMIT

PLANE)

SAME HORIZ

LAPPED IN

BAR OR 2 BARS

#4 BAR (SINGLE

2" CLR MAX (TYP)

1¼" MIN CLR

4'-0"

10 SPA @ 2"

10 SPA @ 2"

MIN

2"

2"

� BEAM

STRANDS

OMIT

OF STRAND

NOTCH UNDER LOCATION

ONLY; AVOID PLACING DRIP

EDGE OF FASCIA BEAMS

DRIP NOTCH, EXTERIOR

S P

A C

E D

G R

ID

R

O W

S E

Q U

A L L Y

TYPICAL STRAND PATTERN

NOT TO SCALE

TYPICAL STRAND CONFINEMENT DETAIL

NOT TO SCALE

3'-3" 3'-3"

Drawn: Designed: Checked:$ U

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F G

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T

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REVISIONS

Mark By Chk'd. DateDescription

DEPARTMENT OF TRANSPORTATION

COMMONWEALTH OF PENNSYLVANIA

SHEET OF

RECOMMENDED

Recm'd.

SCHUYLKILL COUNTY

REPLACEMENT

COUNTY BRIDGE NO. 80

ADJACENT BOX BEAM BRIDGE

SINGLE SPAN P/S CONCRETE COMPOSITE

STATION 11+03.00

JULIA STREET OVER MAHANOY CREEK

JH S - 42871JCK KMM

P E

N N

S Y L V A

N I

A

C O

M

M

REGISTERED

PROFESSIONAL

ENGINEER

PE081136

JOHN C. KNECHT

NOTES:

IN WEBS.

5. DO NOT PLACE MORE THAN ONE COLUMN OF PRESTRESSING STRANDS

BOTTOM ROW.

DO NOT PLACE PRESTRESSING STRANDS AT CORNER LOCATION IN 4.

SHEET 2.

FOR ADDITIONAL INFORMATION, SEE SHEAR KEY DETAIL ON BC-775M, 3.

WORK WITH SHEETS 7, 8, & 10.2.

FOR GENERAL NOTES, SEE SHEET 2.1.

A B

C

DEAD LOAD DEFLECTION "B".

NO CREEP FACTOR IS ASSUMED IN CALCULATING

ASSUMED IN CALCULATING INITIAL CAMBER "A".

OF 1.60 AND A PRESTRESS LOSS OF 10% IS

CREEP AND PRESTRESS LOSS. A CREEP FACTOR

(AGE), VARIOUS PRESTRESSING CONDITIONS,

MAY VARY WITH ACTUAL CONCRETE STRENGTH

A, B AND C ARE THEORETICAL VALUES AND

C = A-B = NET FINAL CAMBER

WEARING SURFACE.

EXCEPT BEAM WEIGHT AND FUTURE

B = DEFLECTION DUE TO ALL DEAD LOAD

FACTOR OF 1.60. (CHECK IN FIELD)

BEAM AT RELEASE TIMES CREEP

DEFLECTION DUE TO DEAD LOAD OF

A = ESTIMATED PRESTRESS CAMBER LESS

BEAM NO.

CAMBER TABLE

(IN)

A

(IN)

B

(IN)

C

0.73

0.65

1.02

1.10

1.10

1.021.75

1.75

1.75

1.75

0.65

0.73

� BRG � BRG� SPAN

BEAM CAMBER DIAGRAM

CAMBER NOTES

BEAM DETAILS - III

°0

'0

B

A R

S

#4 BARS

� BEAM

� BRG

BEAM VOID

NOT TO SCALE

PLAN - BEAM END LONGITUDINAL REINFORCEMENT

(NEAR SIDE SHOWN, FAR SIDE OPPOSITE HAND)

A A

B

B

VIEW A-A

B A

R

5"

BEYOND LIFTING INSERTS

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

1'-6"

3" CLR

(END ELEVATION)

BEAM VOID#5 BARS

2'-0" MIN END BLOCK

VIEW B-B

.5

5-#5 BARS

B

A R

S6

M A

X S

P A

M

IN

S P

A

** 1" ABOVE � BOTTOM ROW OF STRANDS

NOT TO SCALE

(TYP)

TO CLEAR DOWEL HOLES

SPACE REINFORCEMENT

OF EXTERIOR BEAMS

OMIT ON FASCIA SIDE

SHEAR KEY (TYP)

Drawn: Designed: Checked:$ U

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REVISIONS

Mark By Chk'd. DateDescription

DEPARTMENT OF TRANSPORTATION

COMMONWEALTH OF PENNSYLVANIA

SHEET OF

RECOMMENDED

Recm'd.

SCHUYLKILL COUNTY

REPLACEMENT

COUNTY BRIDGE NO. 80

ADJACENT BOX BEAM BRIDGE

SINGLE SPAN P/S CONCRETE COMPOSITE

STATION 11+03.00

JULIA STREET OVER MAHANOY CREEK

JH S - 42871JCK KMM

P E

N N

S Y L V A

N I

A

C O

M

M

REGISTERED

PROFESSIONAL

ENGINEER

PE081136

JOHN C. KNECHT

NOTES:

3. DOWEL BARS NOT SHOWN FOR CLARITY.

2. WORK WITH SHEETS 7-9.

1. FOR GENERAL NOTES, SEE SHEET 2.

FAR END DAP DETAIL (ABUTMENT 2)

POSITION

VERTICAL IN ERECTED

END OF BEAM TO BE

1'-3 1/2" ▲

WIDTH

DAP

9" ▲

� BRG

/1

/4

PAD

BEARING

BEAM SEAT

▲ MEASURED NORMAL TO � BEARINGS

BEAM DAP DETAILS

NOT TO SCALE

BEAM DETAILS - IV

/1

NOTE: NO DAP REQUIRED AT ABUTMENT 1

9"9"

REAR FACE OF ABUTMENT

(T Y

P

BEARING PAD

THICKER THAN

SPONGE WASHER 1/4"

5" X 5" NEOPRENE

(BEAM DOWEL)

2 1/2" � HOLE

(T Y

P

C L

R

(TYP)

7"

� BEARINGS & � DOWELS

FRONT FACE OF ABUTMENT

� BEAM

BEARING PAD PLACEMENT

(ABUT 1 SHOWN, ABUT 2 OPPOSITE HAND)

3 1/2"

(TYP)

3 1/2"

(TYP)

6 0 6 INCHES

Drawn: Designed: Checked:$ U

S E

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F G

U S

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D A

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F

IL

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REVISIONS

Mark By Chk'd. DateDescription

DEPARTMENT OF TRANSPORTATION

COMMONWEALTH OF PENNSYLVANIA

SHEET OF

RECOMMENDED

Recm'd.

SCHUYLKILL COUNTY

REPLACEMENT

COUNTY BRIDGE NO. 80

ADJACENT BOX BEAM BRIDGE

SINGLE SPAN P/S CONCRETE COMPOSITE

STATION 11+03.00

JULIA STREET OVER MAHANOY CREEK

JH S - 42871JCK KMM

P E

N N

S Y L V A

N I

A

C O

M

M

REGISTERED

PROFESSIONAL

ENGINEER

PE081136

JOHN C. KNECHT

NOTES:

4. FOR ADDITIONAL BEARING DEATAILS, SEE BC-755M.

3. FOR BEARING SEAT ELEVATIONS, SEE SHEET 14.

2. FOR BEAM DETAILS, SEE SHEETS 7-10.

1. FOR GENERAL NOTES, SEE SHEET 2.

NOTES:

* MANUFACTURE ALL BEARINGS IN ACCORDANCE WITH THE COMMONWEALTH OF

PENNSYLVANIA DEPARTMENT OF TRANSPORTATION PLANS AND SPECIFICATIONS

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

TO SIZE AFTER FABRICATION IS PROHIBITED.

* PROVIDE NEOPRENE 50 +/-5 DUROMETER.

* PROVIDE MINIMUM LOW-TEMPERATURE NEOPRENE GRADE 3.

* VULCANIZE PATCH PIN GROOVES.

ELASTOMERIC BEARING PADS

LOCATION

ABUT. 1

BEARING

TYPE

ITEM DESCRIPTION

LAMINATED PADS

SIZE

( T x L x W )

NUMBER

REQUIRED

ABUT. 2 LAMINATED PADSFIXED 8

ELASTOMERIC BEARING PAD SECTION

NOT TO SCALE

8EXP 2 1/8" x 7" x 10"

2 1/8" x 7" x 10"

* FABRICATOR MAY USE CONTRACT DRAWINGS TO FABRICATE BEARING PADS.

OF THE PAD WAS CONSIDERED IN THE PAD DESIGN FOR CONSTRUCTION TOLERANCE.

* AN ADDITIONAL 0.003 RADIANS OF ROTATION ABOUT THE TRANSVERSE AXIS

(PUB. 408/2020) SECTION 1113.02 AND DESIGN MANUAL - PART 4.

/8

7"

ALL SIDES

MIN 1/8" CLEARANCE

4 - 11 GUAGE BONDED STEEL SHIMS

3 PADS @ 3/8" AND

ELASTOMERIC BEARING DETAILS

U

S E

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F G

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REVISIONS

Mark By Chk'd. DateDescription

DEPARTMENT OF TRANSPORTATION

COMMONWEALTH OF PENNSYLVANIA

SHEET OF

RECOMMENDED

Recm'd.

SCHUYLKILL COUNTY

REPLACEMENT

COUNTY BRIDGE NO. 80

ADJACENT BOX BEAM BRIDGE

SINGLE SPAN P/S CONCRETE COMPOSITE

STATION 11+03.00

JULIA STREET OVER MAHANOY CREEK

JH S - 42871JCK KMM

P E

N

N S Y L V

A

N

I A

C O

M

M O

REGISTERED

PROFESSIONAL

ENGINEER

PE081136

JOHN C. KNECHT

1 0 1 2 3 FEET

SLAB PLAN

(TYP EACH END)

1-ES601

8"

AHEAD

STA

/2

NOTE: BARRIER BARS NOT SHOWN FOR CLARITY

3"

(TYP)

6"

(TYP)

& CONSTR �

JULIA SURVEY

E T

S O

F

-E

S

@ 8" MAX

77-ES501

MIN LAP (TYP)

1'-11"

12 0 12 INCHES

SLAB SECTION

2 1/2" CLR

* INCLUDE 1/2" INTEGRAL WEARING SURFACE

NOTE: SEE TYPICAL SECTION FOR DIMENSIONS NOT SHOWN.

17'-5 1/2" OUT-TO-OUT

�JULIA STREET SURVEY & CONSTR

� BEAM NO.4BEAM NO.1

� 48"x17" P/S ADJ BOX BEAM (TYP)

2" MINIMUM SLAB*

ALL AROUND

PROVIDE 1" CLR

ROTATE HOOK TO

ES501 OR ES601

ES401

NOTES:

3. FOR SLAB ELEVATIONS, SEE SHEET 5.

2. FOR TYPICAL SECTION, SEE SHEET 3.

1. FOR GENERAL NOTES, SEE SHEET 2.

SLAB PLAN & SECTION

U

S E

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F G

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D

A T

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REVISIONS

Mark By Chk'd. DateDescription

DEPARTMENT OF TRANSPORTATION

COMMONWEALTH OF PENNSYLVANIA

SHEET OF

RECOMMENDED

Recm'd.

SCHUYLKILL COUNTY

REPLACEMENT

COUNTY BRIDGE NO. 80

ADJACENT BOX BEAM BRIDGE

SINGLE SPAN P/S CONCRETE COMPOSITE

STATION 11+03.00

JULIA STREET OVER MAHANOY CREEK

JH S - 42871JCK KMM

P E

N

N S Y L V

A

N

I A

C O

M

M O

REGISTERED

PROFESSIONAL

ENGINEER

PE081136

JOHN C. KNECHT

(T Y

P

/2

(TYP)

1'-6"

SLAB (TYP)

END OF

BARRIER DETAIL

12 0 12 INCHES

(LEFT BARRIER SHOWN, RIGHT BARRIER SIMILAR)

(TYP)

3"

(TYP)

8"

(TYP)

8"

(TYP)

2'-6"

8 SPACES @ 6'-0" = 48'-0"

(T Y

P

(TYP)

1'-1"

(TYP)

C POSTL

(TYP)

9"

(TYP)

1'-1"

(TYP)

9"

=2'-4" (TYP)

2 SPA @ 1'-2"

(TYP)

4'-4" MIN LAP

2 SETS OF 1-EC602 TOP & BOT

2 SETS OF 1-EC601 TOP & BOT

1'-6"

5"8"5"

1'-6 7/8"

M

IN

PA 3-RAIL BRIDGE BARRIER SECTION

NOTE: DECK REINFORCEMENT NOT SHOWN FOR CLARITY

NOT TO SCALE

WASHERS AND HEX NUTS (TYP)

W/ LEVELING NUTS, PLAIN

GRADE 105, GALV. ANCHOR BOLTS

7/8" DIAM ASTM A449 OR F1554,

3/4" X 3/4" CHAMFER

(RAKED FINISH)

CONSTR JT & V-NOTCH

B O

X B

E A

M

P R

E C

A S

T A

D J

BC-706M & BC-709M

ALTERNATE DETAIL, SEE

SIMILAR TO PA TYPE 10M

MODIFIED WITH HAND RAIL

PA 3-RAIL BRIDGE BARRIER

EC602

EC601

DRAWINGS

DETAILED ON BEAM SHOP

REINFORCEMENT TO BE

EC601 OR EC602 GUTTERLINE

TYPICAL ELEVATION VIEW

NOTE: RAIL SYSTEM NOT SHOWN FOR CLARITY

6 0 6 INCHES

SLAB (TYP)

END OF

(TYP)

1'-6" L

(TYP)

C POST

LC ANCHOR BOLTS

(TYP)

4"

NOTES:

2. FOR BEAM DETAILS, SEE SHEETS 7-10.

1. FOR GENERAL NOTES, SEE SHEET 2.

BARRIER DETAILS

(4)

(3)

(2)

(1)

18-EA402 @ 12" EF

(TYP)

BEAM NO.

(ELEV 933.65)

ELEV 933.94

(ELEV 933.90)

ELEV 934.20

(ELEV 933.65)

ELEV 933.94

AS PER BC-788M (TYP) ▲

PROVIDE WATERPROOFING

(TO REMAIN)

EXISTING SUBSTRUCTURE

4" (TYP)

ABUTMENT 1

(LOOKING BACK STATION)

NOTE: DECK AND BARRIER NOT SHOWN FOR CLARITY

A B

U T

M E

N T

C A

P

NOT TO SCALE

8"

(TYP)

ACCOMODATED NEW SUPERSTRUCTURE (TYP)

SAWCUT EXISTING SUBSTRUCTURE TO

S

E T

S O

F

-E A

E F

ACCOMODATED NEW ABUTMENT CAP

SAWCUT EXISTING SUBSTRUCTURE TO

M

IN

ELEV 931.69

2'-10" MIN LAP (TYP)

2-EA403 EF (TYP 2 LOCATIONS)

-E

A

(T Y

P

L O

C A

T

IO

N S

NOTE: ABUTMENT 2 SIMILAR, LOOKING AHEAD STATION. DIFFERENCES INDICATED IN PARENTHESIS

DRILL 12" DEPTH HOLE AND ANCHOR REINFORCEMENT WITH NON-SHRINK GROUT.

THIS WORK IS INCIDENTAL TO REINFORCEMENT ITEM.

(ELEV 931.40)

▲ INCIDENTAL TO PRECAST BOX BEAM STRUCTURE ITEM.

2'-0 1/4"

2'-1" (TYP)

C BEAM (TYP)L

Drawn: Designed: Checked:$ U

S E

R C

F G

U S

E R

D A

T E

T

IM

E

F

IL

E

REVISIONS

Mark By Chk'd. DateDescription

DEPARTMENT OF TRANSPORTATION

COMMONWEALTH OF PENNSYLVANIA

SHEET OF

RECOMMENDED

Recm'd.

SCHUYLKILL COUNTY

REPLACEMENT

COUNTY BRIDGE NO. 80

ADJACENT BOX BEAM BRIDGE

SINGLE SPAN P/S CONCRETE COMPOSITE

STATION 11+03.00

JULIA STREET OVER MAHANOY CREEK

JH S - 42871JCK KMM

P E

N N

S Y L V A

N I

A

C O

M

M

REGISTERED

PROFESSIONAL

ENGINEER

PE081136

JOHN C. KNECHT

NOTES:

LUMP SUM ITEM.

PLACEMENT. THIS WORK AND MATERIALS ARE INCIDENTAL BRIDGE

APPROVED EPOXY BONDING COMPOUND PRIOR TO CONCRETE

7. CUT, CLEAN AND ROUGHEN EXISTING ABUTMENT SEAT AND APPLY AN

MINIMUM OF 2" BELOW THE TOP OF PROPOSED BEAM SEAT ELEVATION.

PROPOSED DOWELS. CUT ANY EXISTING DOWELS TO REMAIN A

6. DRILL OUT OR REMOVE EXISTING DOWELS IF THE INTERFERE WITH

5. FOR REINFORCEMENT BAR SCHEDULE, SEE SHEET 15.

4. FOR ELASTOMERIC BEARING DETAILS, SEE SHEET 11.

3. FOR FRAMING PLAN, SEE SHEET 6.

FOR GENERAL NOTES, SEE SHEET 22.

DOWELS NOT SHOWN FOR CLARITY.1.

CHEEKWALL / WINGWALL MODIFICATION DETAIL

NOTE: DETAIL TYPICAL AT EACH CORNER OF STRUCTURE.

NOTE: BEAM DOWELS NOT SHOWN FOR CLARITY

INCIDENTAL TO THE BRIDGE LUMP SUM ITEM.

TO COMPLETE THE DETAILED WORK IS CONSIDERED

DEMOLITION AND OTHER MATERIALS/WORK NECESSARY

NOTE: ALL REINFORCEMENT, BONDING COMPOUND,

8" CHEEKWALL

(TO REMAIN)

EXISTING WINGWALL

A

(T Y

P

EA403

BUILD-UP

BEARING SEAT

BOX BEAM

DETAILS, SEE BC-788M ▲

FOR WATERPROOFING

(TYP)

4"

EA402 (TYP)

(INCIDENTAL TO REINFORCEMENT)

NON-SHRINK GROUT (TYP)

12" MIN DEPTH DOWEL HOLE WITH

FF ABUTRF ABUT

A B

U T

M E

N T

E X

IS

T

IN

G

(T

R E

M A

IN

(2'-3" MIN)

CEMENT CONCRETE

SEAT WITH CLASS A

EXISTING BEARING

SAW CUT THEN BUILD-UP

C L

R

CLR (TYP)

4" MIN

9"

� BRG

TYPICAL BEARING SEAT MODIFICATION DETAIL

NOT TO SCALE

(ABUT 1 SHOWN, ABUT 2 OPPOSITE HAND)

2'-0"

E A

PROPOSED WORK

TO ACCOMODATE

STRUCTURE AS REQUIRED

SAWCUT EXISTING

SUBSTRUCTURE DETAILS

▲ INCIDENTAL TO PRECAST BOX BEAM STRUCTURE ITEM.

U

S E

R C

F G

U

S E

R

D

A T

E

T

IM

E

F

IL

E

REVISIONS

Mark By Chk'd. DateDescription

DEPARTMENT OF TRANSPORTATION

COMMONWEALTH OF PENNSYLVANIA

SHEET OF

RECOMMENDED

Recm'd.

SCHUYLKILL COUNTY

REPLACEMENT

COUNTY BRIDGE NO. 80

ADJACENT BOX BEAM BRIDGE

SINGLE SPAN P/S CONCRETE COMPOSITE

STATION 11+03.00

JULIA STREET OVER MAHANOY CREEK

JH S - 42871JCK KMM

P E

N

N S Y L V

A

N

I A

C O

M

M O

REGISTERED

PROFESSIONAL

ENGINEER

PE081136

JOHN C. KNECHT

NOTES:

DRAWING BC-736M.

FOR REINFORCEMENT BAR FABRICATION DETAILS, REFER TO STANDARD 6.

5. "E" - INDICATES EPOXY COATED REBARS.

4. FIGURES IN CIRCLES SHOW TYPES.

TO BE USED.

NECESSARY TO RESTRICT HOOK SIZE, OTHERWISE STANDARD HOOKS

3. "*" DIMENSIONS ON 180° HOOKS TO BE SHOWN ONLY WHERE

INSIDE OF THE BAR.

STANDARD 135° A 180° HOOKS, AND "R" WHICH IS SHOWN TO THE

ALL DIMENSIONS ARE OUT TO OUT OF BAR EXCEPT "A" AND "G" ON 2.

1. FOR GENERAL NOTES, SEE SHEET 2.

A B

D

A

MARK SIZE NUMBER LENGTH TYPE B C D E R REMARKS

ES601

ES501

ES401

SLAB

18'-5 1/2"

18'-3 1/2"

28'-6"

STR

A

8"

7"

17'-1 1/2"

17'-1 1/2"

EC602

EC601

STR

BARRIER

28'-7 1/2"

29'-0"

27'-3" 1'-4 1/2" 1'-4"

A

C

B

EA403

EA402

EA401

EA301

STR

STR

SUBSTRUCTURE

3'-6"

4'-5"

10'-3"

4'-8"

3'-1"

1'-6"

1'-4"

4" 1'-3" A

BE

C

D

1'-3" 4" A

B

BEAM DOWELS

SSA1001

3'-5"

2'-9"

STR

STR

REINFORCEMENT BAR SCHEDULE

SSA1002

U

S E

R C

F G

U

S E

R

D

A T

E

T

IM

E

F

IL

E

REVISIONS

Mark By Chk'd. DateDescription

DEPARTMENT OF TRANSPORTATION

COMMONWEALTH OF PENNSYLVANIA

SHEET OF

RECOMMENDED

Recm'd.

SCHUYLKILL COUNTY

REPLACEMENT

COUNTY BRIDGE NO. 80

ADJACENT BOX BEAM BRIDGE

SINGLE SPAN P/S CONCRETE COMPOSITE

STATION 11+03.00

JULIA STREET OVER MAHANOY CREEK

JH S - 42871JCK KMM

P E

N

N S Y L V

A

N

I A

C O

M

M O

REGISTERED

PROFESSIONAL

ENGINEER

PE081136

JOHN C. KNECHT

NOTES:

2. FOR BEAM DETAILS, SEE SHEETS 7-10.

1. FOR GENERAL NOTES, SEE SHEET 2.

H20 HS20 ML-80 PHL-93 P-82

INVENTORY

RATING

(IR)

DISTRIBUTION FACTOR

LOCATION (FT)

LIMIT STATE

RATING FACTOR

OPERATING

RATING

(OR)

DISTRIBUTION FACTOR

LOCATION (FT)

LIMIT STATE

RATING FACTOR

0.270

STR-II STR-II STR-II STR-IA STR-II STR-II

2.04V 1.82V 1.21V 1.11V

CONTROLLING RATING FACTORS

W/ FUTURE WEARING SURFACE

NOTES:

GIVEN DISTRIBUTION FACTOR IS THE VEHICULAR LIVE LOAD DISTRIBUTION FACTOR

SYMBOL DESIGNATION FOR RATING FACTORS:

M - MOMENT RATING FACTOR CONTROLS

V - SHEAR RATING FACTOR CONTROLS

USED TO PRODUCE THE GIVEN RATING.

BEAMS 1 & 4

TK527

STR-II

1.81V

P2016-13

25.75 - -

- -SERV-III

- -2.15M 1.52M 1.24M 1.32M 1.09M

1.66V

H20 HS20 ML-80 PHL-93 P-82

INVENTORY

RATING

(IR)

DISTRIBUTION FACTOR

LOCATION (FT)

LIMIT STATE

RATING FACTOR

OPERATING

RATING

(OR)

DISTRIBUTION FACTOR

LOCATION (FT)

LIMIT STATE

RATING FACTOR

MAXIMUM MOMENT CAPACITY (KIP-FT) =

LOCATION (FT) =

MAXIMUM SHEAR CAPACITY (KIPS) =

LOCATION (FT) =

51.50

2.96V 2.11V 1.88V 1.25V 1.14V

384.75

CONTROLLING RATING FACTORS

W/O FUTURE WEARING SURFACE

1372.12

BEAMS 1 & 4

15.45

TK527

1.88V

P2016-13

- -2.29V 1.63V 1.37M 1.45V 1.21M

1.71V

1.91

0.270 0.270 0.270 0.270

25.75 25.75 25.75 25.75

SERV-III SERV-III SERV-III SERV-III

0.544 0.544 0.544 0.544 0.544 0.544 0.544

3.00 3.00 3.00 3.003.00 3.00 3.00

2.87V

0.544

3.00

STR-I

0.544 0.270 0.544 0.270

3.00 25.75 3.00 25.75

STR-I SERV-III STR-I SERV-III

STR-II STR-II STR-II STR-IA STR-II STR-IISTR-II

0.544 0.544 0.544 0.544 0.544 0.544 0.544

3.00 3.00 3.00 3.003.00 3.00 3.00

RATING TABLES

SPAN LENGTH (FT) =MAXIMUM MOMENT CAPACITY (KIP-FT) =

LOCATION (FT) =

MAXIMUM SHEAR CAPACITY (KIPS) =

LOCATION (FT) =

51.50

384.75

1372.12

15.45

1.92

SPAN LENGTH (FT) =