660

665

665

670

670

670

670

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ST

A. 36+25.49

ST

A. 36+67.49

WO

O-

TR

79

B-0.4

0

LENGTHPILE TYPE

55'

55'

REAR ABUTMENT

FORWARD ABUTMENT

TYPE:

SPAN: 23'-11"(`) FACE-TO-FACE OF ABUTMENTS

ROADWAY: 24'-11"(`) FACE-TO-FACE OF RAILING,

ESTIMATED PAY LENGTHS

LOCATION

PLAN

EXISTING STRUCTURE

PROPOSED STRUCTURE

ALIGNMENT: TANGENT

APPROACH SLABS: NONE

STRUCTURE FILE NUMBER: 8745730

CROWN: 0.0156(`) FT/FT

WEARING SURFACE: ASPHALT CONCRETE

ROADWAY:

COORDINATES: LATITUDE

FUTURE WEARING SURFACE = 60 PSF

ALIGNMENT: TANGENT

APPROACH SLABS: NONE

TYPE:

PROPOSED WORK:

SPAN:

CROWN: 0.0156 FT/FT

SKEW: NONE

REMOVE EXISTING SUPERSTRUCTURE,

PRESTRESSED CONCRETE BOX BEAMS WITH REINFORCED

LONGITUDE

39'-0" c/c BEARINGS

LOADING: HL-93

CONCRETE DECK AND SUBSTRUCTURE

PRESERVE LOWER PORTION OF EXISTING ABUTMENTS

AND WINGWALLS, AND CONSTRUCT NEW STRUCTURE

WEARING SURFACE: 1" MONOLITHIC CONCRETE

36+50 37+00

680

670

660

650

640

680

670

660

650

640

670.07

670.24

670.35

670.53

670.18

669.90

669.73

8745731

JA

MJ

AM

PA

T

MJL

05/29/19

WO

OD C

OU

NT

Y

BRID

GE

NO.

WO

O-

TR79

B-0040

1 S

EA

GA

TE, S

UIT

E 610

* T

OL

ED

O,

OHIO 43604

2

12

11

N 41°24'04.70"

W 83°46'36.59"

28'-0" FACE-TO-FACE OF RAILING

L

ON

G J

UD

SO

N R

OA

D

OV

ER

WES

T B

RA

NC

H T

ON

TO

GA

NY C

RE

EK

26'-7"(`) OUT-TO-OUT OF DECK

LOADING: UNKNOWN

SKEW: 5°00'00"(`) LEFT FORWARD

DATE BUILT: 1951

REINFORCED CONCRETE SLAB AND REINFORCED CONCRETE

SUBSTRUCTURE

HP10x42

HP10x42

1

BENCHMARK DATA

BENCHMARK #1:

BENCHMARK #2:

TRAFFIC DATA

CURRENT ADT (2019) = DESIGN ADT (2039) =

DESIGN ADTT (2039) =CURRENT ADTT (2019) =

DIRECTIONAL DISTRIBUTION = 0.55

120 131

= 668.87

HYDRAULIC DATA

10 10

PROPOSED STRUCTURE CLEARS 10-YEAR FLOW BY 0.56'

V100

= 667.10

V10

Q10

EXIST. STRUCTURE: PROP. STRUCTURE:

= 3.22 FPS

= 667.06

= 3.99 FPS

= 668.81

Q100

100HW

10HW

V100

V10

100HW

10HW

= 470 CFS = 715 CFS

= 2.89 FPS

= 3.93 FPS

PROPOSED STRUCTURE IS SUBMERGED BY 100-YEAR FLOW BY 0.64'

DRAINAGE AREA = 6.40 SQ. MI.

EXIST. LOW CHORD EL. 668.71(`)

PROP. LOW CHORD EL. 668.23 (AT FORWARD ABUTMENT)

36+00

54.00' 54.00'BRIDGE LIMITS = 42.00'

ST

A. 35+71.

49

ME

ET E

XIS

T.

ST

A. 37+21.

49

ME

ET E

XIS

T.

EL. 670.04

EL. 670.50

EL. 670.42

EL. 669.74

ST

A. 36+25.49

ST

A. 36+67.49

HP10x42 PILES (TYP.)NORMAL WATER EL. 659.50(`)

ORDINARY HIGH WATER EL. 660.02(`)

EL. 662.77 EL. 662.69

HW EL. 668.87

HW EL. 667.1010

100

PROP. PROFILE GRADE

TO BE REMOVED

SUPERSTRUCTURE

EXIST.

FIX EXP.

(TYP.)

ABUTMENT TO REMAIN

PORTIONS OF EXIST.

GEOTEXTILE FABRIC, 2'-0" THICK (TYP.)

ROCK CHANNEL PROTECTION, TYPE C WITH

14'-

0"

14'-

0"

F/

F R

AILIN

G

28'-

0"

SAW CUTSAW CUT

B-001-0-18

B-002-0-18

39'-0" c/c BRG.

STA. 35+71.49

STA. 37+21.49

S 89°26'58" E

STA. 36+65.99

| BRG. FWD. ABUT.

STA. 36+26.99

| BRG. REAR ABUT.

STA. 36+22.74 (TYP.)

FIRST POST OFF BRIDGE

STA. 36+70.24 (TYP.)

FIRST POST OFF BRIDGE

LEGEND

SOIL BORING LOCATION

GEOTEXTILE FABRIC, 2'-0" THICK (TYP.)

ROCK CHANNEL PROTECTION, TYPE C WITH

TO BE RELOCATED

TELECOM LINE

EXIST. OVERHEAD

ASSEMBLY, TYPE 1 (TYP.)

MGS BRIDGE TERMINAL

CR

EE

K

TO

NT

OG

AN

Y

WES

T B

RA

NC

H

4'-

0ƒ

"(̀)

7'-

5•

"(̀)

6'-

3ƒ

"(̀)

5'-

10•

"(̀) BENCHMARK #3:

2.

1.

NOTES

ALL ELEVATIONS ARE BASED ON NAVD88 DATUM.

ARE TO REMAIN UNLESS NOTED OTHERWISE.

ALL EXISTING OVERHEAD AND UNDERGROUND UTILITIES

S 89°48'31" E

5' RAD. (TYP.)

DECK AREA: 1,176 SF

*ABOVE EL. 665.42 (TYP.)

REMOVE EXIST. ABUTMENT* =

+10.49

+82.49

MGS TYPE T (TYP.)

ANCHOR ASSEMBLY,

PROFILE ALONG | CONSTRUCTION LONG JUDSON ROAD

JUDSON ROAD

| CONST. LONG

REMAIN IN PLACE

ELECTRIC LINE TO

EXIST. OVERHEAD

STA. 10+00.00, 0' OFFSET, EL. 672.39

MAG NAIL ON ROADWAY

NW ‚ SEC 13

STA. 36+76.51, 0' OFFSET, EL. 669.96

IRON PIN IN PIPE ON ROADWAY

NORTH ‚ POST SEC 13

STA. 63+52.80, 0' OFFSET, EL. 671.14

RAILROAD SPIKE ON ROADWAY

NE ‚ SEC 13

PER STD. DWG. RM-1.1

INSTALL MONUMENT TYPE C

WASHINGTON TWP.,

NORTH ‚ POST SEC 13

LIMITS (TYP.)

CONSTRUCTION

60.00' V.C.

P.V.I. STA. 36+46.49, EL. 670.70

+0.87% -1.28%+0.13%(`)

GRADE

PROFILE

EXIST.

-0.40%(`)

36 37

PI Sta. 36+76.51

670.50

670.53

670.34

670.29

670.02

670.08

GR

AD

E E

LE

VA

TIO

NS

PR

OP

OS

ED P

RO

FIL

E

GR

AD

E E

LE

VA

TIO

NS

EXIS

TIN

G P

RO

FIL

E

3

2

GE

NE

RA

L

NO

TES - 1

EXISTING STRUCTURE VERIFICATION:

MONOLITHIC WEARING SURFACE:

DECK PROTECTION METHOD:

DESIGN DATA:

DESIGN LOADING:

OPERATIONAL IMPORTANCE:

DESIGN SPECIFICATIONS:

AND TO THE FOLLOWING SUPPLEMENTAL SPECIFICATION:

REFER TO THE FOLLOWING STANDARD BRIDGE DRAWINGS:

IN-STREAM WORK:

DEMOLITION DEBRIS:

UTILITIES:

WORK LIMITS:

RIGHT-OF-WAY:

DIMENSIONS THAT HAVE BEEN VERIFIED IN THE FIELD.

THE OWNER WILL PAY FOR ALL PROJECT WORK BASED UPON ACTUAL DETAILS AND

ABOVE AND UPON A PREBID EXAMINATION OF THE EXISTING STRUCTURE. HOWEVER,

BASE CONTRACT BID PRICES UPON A RECOGNITION OF THE UNCERTAINTIES DESCRIBED

102.05 AND 105.02.

TENTATIVE AND APPROXIMATE. THE CONTRACTOR IS REFERRED TO CMS SECTIONS

THE EXISTING STRUCTURE AND THE PROPOSED WORK, BUT THEY SHALL BE CONSIDERED

FIELD OBSERVATIONS AND MEASUREMENTS. CONSEQUENTLY, THEY ARE INDICATIVE OF

STRUCTURE HAVE BEEN OBTAINED FROM PLANS OF THE EXISTING STRUCTURE AND FROM

DETAILS AND DIMENSIONS SHOWN ON THESE PLANS PERTAINING TO THE EXISTING

EXISTING STRUCTURE VERIFICATION:

MONOLITHIC WEARING SURFACE IS ASSUMED, FOR DESIGN PURPOSES, TO BE 1" THICK.

MONOLITHIC WEARING SURFACE:

STEEL DRIP STRIP

2•" CONCRETE COVER

EPOXY COATED REINFORCING STEEL

DECK PROTECTION METHOD:

INITIAL STRESS = 202.5 KSI (LOW RELAXATION STRANDS)

ULTIMATE STRENGTH = 270 KSI

AREA = 0.153 SQ. IN. PER STRAND

PRESTRESSING STRAND:

COMPRESSIVE STRENGTH (RELEASE) = 5.0 KSI

COMPRESSIVE STRENGTH (FINAL) = 7.0 KSI

CONCRETE FOR PRESTRESSED BEAMS:

STEEL H-PILES - ASTM A572 - YIELD STRENGTH 50 KSI

REINFORCING STEEL - ASTM A615 OR A996, GRADE 60, MIN. YIELD STRENGTH 60 KSI

CONCRETE CLASS QC1 - COMPRESSIVE STRENGTH 4.0 KSI (SUBSTRUCTURE)

CONCRETE CLASS QC2 - COMPRESSIVE STRENGTH 4.5 KSI (SUPERSTRUCTURE)

DESIGN DATA:

FUTURE WEARING SURFACE (FWS) OF 0.060 KIPS PER SQUARE FOOT

HL-93

DESIGN LOADING:

1.3.5 AND THE ODOT BRIDGE DESIGN MANUAL, 2007.

IN ACCORDANCE WITH THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, ARTICLE

A LOAD MODIFIER OF 1.00 HAS BEEN ASSUMED FOR THE DESIGN OF THIS STRUCTURE

OPERATIONAL IMPORTANCE:

8TH EDITION, AND THE ODOT BRIDGE DESIGN MANUAL, 2007.

BY THE AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS,

THIS STRUCTURE CONFORMS TO THE "LRFD BRIDGE DESIGN SPECIFICATIONS" ADOPTED

DESIGN SPECIFICATIONS:

4/19/19 DATED800

AND TO THE FOLLOWING SUPPLEMENTAL SPECIFICATION:

7/20/18REVISEDTST-1-99

7/20/18REVISED PSBD-2-07

7/18/03REVISEDDS-1-92

REFER TO THE FOLLOWING STANDARD BRIDGE DRAWINGS:

PILE SPLICES:

PILES TO BEDROCK:

PLAN:

ITEM 202 - PORTIONS OF STRUCTURE REMOVED, OVER 20 FOOT SPAN, AS PER

ITEM 201 - CLEARING AND GRUBBING:

CONSTRUCTION NOISE:

BEFORE THE WELDING IS PERFORMED.

MANUFACTURER'S WRITTEN ASSEMBLY PROCEDURE SUPPLIED TO THE ENGINEER

INSTALL AND WELD THE SPLICER TO THE PILE SECTIONS IN ACCORDANCE WITH THE

PARSIPPANY, NEW JERSEY 07054

8 WOOD HOLLOW RD. PLAZA 1

ASSOCIATED PILE AND FITTING CORPORATION

SPLICER. FURNISH SPLICERS FROM THE FOLLOWING MANUFACTURER:

TO SPLICE STEEL H-PILES, THE CONTRACTOR MAY USE A MANUFACTURED H-PILE

IN LIEU OF USING THE FULL PENETRATION BUTT WELDS SPECIFIED IN CMS 507.09

PILE SPLICES:

HP10x42 PILES 60 FEET LONG, ORDER LENGTH

ABUTMENT PILES:

THE TOTAL FACTORED LOAD IS 146.9 KIPS PER PILE FOR THE ABUTMENT PILES.

THE REQUIRED DEPTH TO BEDROCK AND REFUSAL.

LEAST 20 BLOWS FROM THE PILE HAMMER. SELECT THE HAMMER SIZE TO ACHIEVE

OBTAINED WHEN THE PILE PENETRATION IS AN INCH OR LESS AFTER RECEIVING AT

DRIVE PILES TO REFUSAL ON BEDROCK. THE OWNER WILL CONSIDER REFUSAL TO BE

PILES TO BEDROCK:

SUBMIT CONSTRUCTION PLANS ACCORDING TO CMS 501.05.

THE USE OF EXPLOSIVES AND/OR HEADACHE BALLS WILL NOT BE PERMITTED.

TO A NEAT AND LEVEL SURFACE WITH NO PROTRUDING REINFORCING BARS.

THE LIMITS OF PROPOSED REMOVALS AND REMOVE EXISTING ABUTMENT WALLS

THE EXISTING ABUTMENT WALLS AND WINGWALLS ABOVE EL. 665.42. SAW CUT

PORTIONS OF THE EXISTING ABUTMENTS AS DETAILED IN THE PLANS. REMOVE 2.

SLAB, ASPHALT WEARING SURFACE, AND RAILING.

THE EXISTING SUPERSTRUCTURE IN ITS ENTIRETY, INCLUDING THE CONCRETE 1.

INCLUDE BUT NOT NECESSARILY BE LIMITED TO THE FOLLOWING:

DETAILED IN THE PLANS AND AS DIRECTED BY THE ENGINEER. THE REMOVALS SHALL

THIS ITEM SHALL INCLUDE THE REMOVAL OF EXISTING STRUCTURE COMPONENTS AS

PLAN:

ITEM 202 - PORTIONS OF STRUCTURE REMOVED, OVER 20 FOOT SPAN, AS PER

SUM PRICE BID FOR ITEM 201, CLEARING AND GRUBBING.

SET FORTH IN THE SPECIFICATIONS UNDER THIS ITEM ARE INCLUDED IN THE LUMP

GENERAL SUMMARY FOR ITEM 201, CLEARING AND GRUBBING. ALL PROVISIONS AS

WITHIN THE LIMITS OF THE PROJECT, A LUMP SUM QUANTITY IS INCLUDED IN THE

ALTHOUGH THERE ARE NO TREES OR STUMPS SPECIFICALLY MARKED FOR REMOVAL

ITEM 201 - CLEARING AND GRUBBING:

REASONABLE AND EFFICIENT PERFORMANCE OF SUCH EQUIPMENT.

EXCEEDS THE NOISE CUSTOMARILY AND NECESSARILY ATTENDANT TO THE

ANY TIME ANY DEVICE IN SUCH A MANNER THAT THE NOISE CREATED SUBSTANTIALLY

BETWEEN THE HOURS OF 9:00 PM AND 7:00 AM. IN ADDITION, DO NOT OPERATE AT

IMPACTS, DO NOT OPERATE POWER-OPERATED CONSTRUCTION-TYPE DEVICES

CONSTRUCTION NOISE. IN ORDER TO MINIMIZE ANY ADVERSE CONSTRUCTION NOISE

ACTIVITIES AND LAND USE ADJACENT TO THIS PROJECT MAY BE AFFECTED BY

CONSTRUCTION NOISE:

WORK SHALL BE STAGED FROM THE AREAS BEHIND THE EXISTING ABUTMENTS.

DISTURBANCE TO THE EXISTING STREAM. TO THE MAXIMUM EXTENT PRACTICABLE,

STRICTLY PROHIBITED. IT IS THE INTENT OF THIS PROJECT TO AVOID

CONSTRUCTION IN THE STREAM OF COFFERDAMS, ACCESS PADS, OR FORDS IS

THE CROSSING OF THE STREAM WITH VEHICLES OR CONSTRUCTION EQUIPMENT AND THE

IN-STREAM WORK:

STREAM SHALL BE REMOVED AS SOON AS POSSIBLE.

DEBRIS FROM ENTERING THE STREAM. ANY MATERIAL THAT DOES FALL INTO THE

THE CONTRACTOR SHALL TAKE PRECAUTIONS TO AVOID AND/OR LIMIT DEMOLITION

DEMOLITION DEBRIS:

1-800-362-2764.

CALL OHIO811 TWO (2) WORKING DAYS BEFORE YOU DIG, TOLL FREE NO.

E-MAIL: ALLAN.GUEST@VERIZON.COM

PHONE: 330-253-8267

CONTACT: AL GUEST

AKRON, OH 44303

120 RAVINE STREET

VERIZON

E-MAIL: RRSWOPE@FIRSTENERGYCORP.COM

PHONE: 419-249-5218

CONTACT: RANDY SWOPE, P.E.

HOLLAND, OH 43528

6099 ANGOLA ROAD

TOLEDO EDISON

CONSTRUCTION LIMITS, TOGETHER WITH THEIR RESPECTIVE OWNERS:

LISTED BELOW ARE ALL UTILITIES LOCATED WITHIN OR ADJACENT TO THE PROJECT

UTILITIES:

INSIDE OR OUTSIDE THESE WORK LIMITS.

AND WORK ZONE TRAFFIC CONTROL DEVICES REQUIRED BY THESE PLANS WHETHER

PROVIDE THE INSTALLATION AND OPERATION OF ALL WORK ZONE TRAFFIC CONTROL

THE WORK LIMITS SHOWN ON THESE PLANS ARE FOR PHYSICAL CONSTRUCTION ONLY.

WORK LIMITS:

THESE PLANS.

ALL WORK IS TO BE PERFORMED WITHIN THE EXISTING RIGHT-OF-WAY SHOWN IN

RIGHT-OF-WAY:

JA

M

DESIG

NE

D

CH

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BRID

GE

NO.

WO

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TR79

B-0040

05/29/19

JA

M

PA

T1

SE

AG

AT

E, S

UIT

E 610

* T

OL

ED

O,

OHIO 43604

11

12

WO

O-

TR

79

B-0.4

0

LO

NG J

UD

SO

N R

OA

D (T.R. 79

B)

OV

ER

WES

T B

RA

NC

H T

ON

TO

GA

NY C

RE

EK

4

3

GE

NE

RA

L

NO

TES - 2

PLAN ABBREVIATIONS:

OHIO EPA NOTIFICATION OF DEMOLITION FOR ASBESTOS:

SEEDING AND MULCHING:

OBJECT MARKER SIGNS:

LOCATION OF GUARDRAIL:

DECK PLACEMENT DESIGN ASSUMPTIONS:

ITEM 614 - MAINTAINING TRAFFIC (ROAD CLOSED):

PORTIONS OF STRUCTURE REMOVED, OVER 20 FOOT SPAN, AS PER PLAN.

FOR THIS WORK SHALL BE INCLUDED IN THE LUMP SUM PRICE BID FOR ITEM 202 -

TO COMPLETE, SUBMIT, AND COMPLY WITH THE OEPA NOTIFICATION FORM. PAYMENT

THE CONTRACTOR SHALL FURNISH ALL LABOR, EQUIPMENT AND MATERIALS NECESSARY

AND/OR RENOVATION.

WORKING DAYS (14 CALENDAR DAYS TOTAL) PRIOR TO THE START OF ANY DEMOLITION

ADDRESS ON THE FORM OR ONLINE AT ebiz.epa.ohio.gov AT LEAST TEN (10)

(OEPA) NOTIFICATION OF DEMOLITION AND RENOVATION FORM AND SUBMIT IT TO THE

THE CONTRACTOR SHALL COMPLETE THE OHIO ENVIRONMENTAL PROTECTION AGENCY

REPORT CAN BE REVIEWED AT THE WOOD COUNTY ENGINEER'S OFFICE.

COPY OF THE ASBESTOS INSPECTION REPORT IS ON FILE AND THE FINDINGS OF THIS

EVALUATION SPECIALIST. NO ASBESTOS CONTAINING MATERIAL WAS IDENTIFIED. A

TONTOGANY CREEK WAS COMPLETED IN JULY 2018 BY A CERTIFIED ASBESTOS HAZARD

AN ASBESTOS SURVEY OF THE EXSTING WOO-T079B-0040 BRIDGE OVER WEST BRANCH

OHIO EPA NOTIFICATION OF DEMOLITION FOR ASBESTOS:

CALCULATIONS FOR SEEDING AND MULCHING ARE BASED ON THESE LIMITS.

EMBANKMENTS WITHIN THE PROPOSED CONSTRUCTION LIMITS. QUANTITY

SEEDING AND MULCHING SHALL BE APPLIED TO ALL AREAS OF EXPOSED SOIL ON NEW

0.5 MGALITEM 659 - WATER

0.02 ACREITEM 659 - LIME

0.01 TONITEM 659 - COMMERCIAL FERTILIZER

4 SYITEM 659 - REPAIR SEEDING AND MULCHING

89 SYITEM 659 - SEEDING AND MULCHING

10 CYITEM 659 - TOPSOIL

PERMANENT SEEDED AREAS:

THE FOLLOWING QUANTITIES ARE PROVIDED TO PROMOTE GROWTH AND CARE OF

SEEDING AND MULCHING:

12 SFITEM 630 - SIGN, FLAT SHEET

36 FTITEM 630 - GROUND MOUNTED SUPPORT, NO. 3 POST

THE FOLLOWING QUANTITIES HAVE BEEN INCLUDED IN THE ESTIMATED QUANTITIES:

STANDARD CONSTRUCTION DRAWING TC-41.20. EACH POST WILL BE 9' IN LENGTH.

THE SIGNS WILL BE MOUNTED ON NEW NO. 3 POSTS AND WILL BE INSTALLED AS PER

TWO SIGNS PER APPROACH WILL BE INSTALLED.

SHOULDERS, FACING THE APPROACHES, AND BEHIND THE GUARDRAIL. A QUANTITY OF

OBJECT MARKER SIGNS (OM3) WILL BE PLACED ON EACH APPROACH OFF BOTH

OBJECT MARKER SIGNS:

ALL INSTALLATIONS WILL AFFORD MAXIMUM PROTECTION FOR TRAFFIC.

ADJUSTMENT PRIOR TO FINAL ACCEPTANCE. THE ENGINEER SHALL BE SATISFIED THAT

THE LOCATIONS OF GUARDRAIL RUNS, AS SHOWN ON THESE PLANS, ARE SUBJECT TO

LOCATION OF GUARDRAIL:

THE SAFETY HANDRAIL OF 65".

A MAXIMUM DISTANCE FROM THE CENTERLINE OF THE FASCIA GIRDER TO THE FACE OF

A MAXIMUM SPACING OF OVERHANG FALSEWORK BRACKETS OF 48".

A MINIMUM OUT-TO-OUT WHEEL SPACING AT EACH END OF THE MACHINE OF 103".

AN EIGHT WHEEL FINISHING MACHINE WITH A MAXIMUM WHEEL LOAD OF 2.2 KIPS.

DEVIATION FROM THESE DESIGN ASSUMPTIONS.

PARAMETERS AND WILL ASSUME RESPONSIBILITY FOR SUPERSTRUCTURE ANALYSIS FOR

RESPONSIBLE FOR THE DESIGN OF THE FALSEWORK SUPPORT SYSTEM WITHIN THESE

THE ANALYSIS AND DESIGN OF THE SUPERSTRUCTURE. THE CONTRACTOR IS

THE FOLLOWING ASSUMPTIONS OF CONSTRUCTION MEANS AND METHODS WERE MADE FOR

DECK PLACEMENT DESIGN ASSUMPTIONS:

OF UNIFORM TRAFFIC CONTROL DEVICES (OMUTCD).

614, OTHER APPLICABLE PORTIONS OF THE SPECIFICATIONS, AND THE OHIO MANUAL

ALL WORK AND TRAFFIC CONTROL DEVICES SHALL BE IN ACCORDANCE WITH ODOT CMS

ODOT CMS 108.07.

TWENTY (120) CALENDAR DAYS. LIQUIDATED DAMAGES WILL BE ASSESSED AS PER

EFFECT. THE DURATION OF THE ROAD CLOSURE IS NOT TO EXCEED ONE HUNDRED

FOURTEEN (14) CALENDAR DAYS IN ADVANCE OF WHEN THE DETOUR ROUTE WILL BE IN

THE CONTRACTOR SHALL ADVISE THE WOOD COUNTY ENGINEER'S OFFICE A MINIMUM OF

BOTH ENDS OF THE PROJECT PER ODOT STANDARD DRAWING MT-101.60.

CONTRACTOR SHALL ALSO PLACE AND MAINTAIN THE THREE SIGNS LEADING IN TO

PROJECT DURING THE PERIOD IN WHICH THE ROAD IS CLOSED TO TRAFFIC. THE

LIGHTS AS DETAILED IN ODOT STANDARD DRAWING MT-101.60 AT BOTH ENDS OF THE

SIGNS AT THE NEAREST INTERSECTIONS, SIGN SUPPORTS, BARRICADES, GATES AND

THE CONTRACTOR SHALL PROVIDE, ERECT AND MAINTAIN STANDARD "ROAD CLOSED"

ADVANCE WARNING SIGNAGE THROUGHOUT THE DURATION OF THE PROJECT.

SHALL ADEQUATELY SIGN THE DETOUR ROUTE AND MAINTAIN ALL DETOUR SIGNAGE AND

235) TO KELLOGG ROAD TO RANGELINE ROAD. THE WOOD COUNTY ENGINEER'S OFFICE

THE ROAD CLOSURE WILL HAVE A DESIGNATED DETOUR ROUTE OF OTSEGO PIKE (S.R.

ITEM 614 - MAINTAINING TRAFFIC (ROAD CLOSED):

= TYPICAL

= TOWNSHIP ROAD

= STANDARD DRAWING

= STATION

= SPACE, SPACED, SPACES

= REAR ABUTMENT

= PROPOSED

= PREFORMED EXPANSION JOINT FILLER

= NEAR FACE

= MINIMUM

= MAXIMUM

= INCREMENT

= FORWARD

= FAR FACE

= FORWARD ABUTMENT

= FACE-TO-FACE

= EXISTING

= EQUAL

= ELEVATION

= EACH FACE

= DIAMETER

= CONSTRUCTION JOINT

= CONSTRUCTION

= CONCRETE

= CLEAR COVER

= CAST-IN-PLACE

= CENTER-TO-CENTER

= CENTERLINE

= BRIDGE TERMINAL ASSEMBLY

= BEARING

= AVERAGE DAILY TRUCK TRAFFIC

= AVERAGE DAILY TRAFFIC

= ABUTMENT

TYP.

T.R.

STD. DWG.

STA.

SPA.

R.A.

PROP.

PEJF

N.F.

MIN.

MAX.

INC.

FWD.

F.F.

F.A.

F/F

EXIST.

EQ.

EL.

E.F.

DIA.

C.J.

CONST.

CONC.

CLR.

C.I.P.

c/c

|

B.T.A.

BRG.

ADTT

ADT

ABUT.

PLAN ABBREVIATIONS:

JA

M

DESIG

NE

D

CH

EC

KE

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WE

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AT

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8745731

MJL

pw:\\

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1.dlz

corp.c

om:D

LZ\

Docu

ments\

Projects\

2018\

1822\

1013\

Desig

n\

Structures\

Sheets\

TR7

9B_

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N002.d

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BRID

GE

NO.

WO

O-

TR79

B-0040

05/29/19

JA

M

PA

T1

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AG

AT

E, S

UIT

E 610

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O,

OHIO 43604

11

12

WO

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N R

OA

D (T.R. 79

B)

OV

ER

WES

T B

RA

NC

H T

ON

TO

GA

NY C

RE

EK

ITEM TOTAL UNIT DESCRIPTION GENERALEXTENSION

ITEM

ABUTMENT

REAR

ABUTMENT

FORWARD

STRUCTURE

SUPER-

CHKD. BY:

CALC. BY:ESTIMATED QUANTITIES

03/29/2019

03/29/2019

DATE:

DATE:

PAT

JAM

5

4

ES

TI

MA

TE

D

QU

AN

TITIES - 1

SHEET NO.

REFERENCE

3

2

ESTIMATED QUANTITIES CONTINUE ON SHEET 5 OF 11

TRAFFIC CONTROL

PAVEMENT

EROSION CONTROL

ROADWAY

630

630

630

630

441

441

407

304

832

659

659

659

659

659

659

626

623

606

606

606

204

203

202

201

86002

84900

80100

03100

50200

50000

10000

20000

30000

35000

31000

20000

14000

10000

00300

00112

38500

35002

26550

20000

10000

10000

23000

11000

6

6

12

36

19

11

15

91

5,000

0.5

0.02

0.01

4

89

10

12

1

4

4

4

274

53

143

LS

6

6

12

36

19

11

15

91

5,000

0.5

0.02

0.01

4

89

10

12

1

4

4

4

274

53

143

LS

EACH

EACH

SF

FT

CY

CY

GAL

CY

EACH

MGAL

ACRE

TON

SY

SY

CY

EACH

EACH

EACH

EACH

EACH

SY

CY

SY

REMOVAL OF GROUND MOUNTED POST SUPPORT AND DISPOSAL

REMOVAL OF GROUND MOUNTED SIGN AND DISPOSAL

SIGN, FLAT SHEET

GROUND MOUNTED SUPPORT, NO. 3 POST

ASPHALT CONCRETE INTERMEDIATE COURSE, TYPE 1, (448)

ASPHALT CONCRETE SURFACE COURSE, TYPE 1, (448), PG64-22

TACK COAT

AGGREGATE BASE

EROSION CONTROL

WATER

LIME

COMMERCIAL FERTILIZER

REPAIR SEEDING AND MULCHING

SEEDING AND MULCHING

TOPSOIL

BARRIER REFLECTOR, TYPE 3 (BIDIRECTIONAL)

MONUMENT ASSEMBLY

MGS BRIDGE TERMINAL ASSEMBLY, TYPE 1

ANCHOR ASSEMBLY, MGS TYPE T

FLARED END SECTION

SUBGRADE COMPACTION

EXCAVATION

PAVEMENT REMOVED

CLEARING AND GRUBBING

JA

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JA

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T1

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AG

AT

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UIT

E 610

* T

OL

ED

O,

OHIO 43604

11

12

WO

O-

TR

79

B-0.4

0

LO

NG J

UD

SO

N R

OA

D (T.R. 79

B)

OV

ER

WES

T B

RA

NC

H T

ON

TO

GA

NY C

RE

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ITEM TOTAL UNIT DESCRIPTION GENERALEXTENSION

ITEM

ABUTMENT

REAR

ABUTMENT

FORWARD

STRUCTURE

SUPER-

CHKD. BY:

CALC. BY:ESTIMATED QUANTITIES

03/29/2019

03/29/2019

DATE:

DATE:

PAT

JAM

6

5

SHEET NO.

REFERENCE

ES

TI

MA

TE

D

QU

AN

TITIES - 2

INCIDENTALS

STRUCTURES

24

18

16

23

1,925

5

275

300

74

24

18

16

23

1,925

5

275

300

74

94

90

28

14

23

16

7

19

26

4,565

624

623

614

613

601

SPECIAL

517

516

516

516

516

515

512

511

511

509

507

507

507

505

503

503

202

10000

10000

11000

41200

32204

51822300

70000

41500

41100

14020

13600

12030

10100

43510

31610

10000

93300

00150

00100

11100

21100

11100

11203

CY

CY

FT

FT

EACH

EACH

FT

SF

EACH

SY

CY

CY

LB

EACH

FT

FT

CY

MOBILIZATION

CONSTRUCTION LAYOUT STAKES AND SURVEYING

MAINTAINING TRAFFIC

LOW STRENGTH MORTAR BACKFILL

ROCK CHANNEL PROTECTION, TYPE C WITH GEOTEXTILE FABRIC

STEEL DRIP STRIP

RAILING (TWIN STEEL TUBE)

1" ELASTOMERIC BEARING PAD

1/8" PREFORMED BEARING PAD

SEMI-INTEGRAL ABUTMENT EXPANSION JOINT SEAL

1" PREFORMED EXPANSION JOINT FILLER

PRESTRESSED CONCRETE COMPOSITE BOX BEAM BRIDGE MEMBERS, LEVEL 1, CB17-48 (40'-0" LENGTH)

SEALING OF CONCRETE SURFACES (EPOXY-URETHANE)

CLASS QC1 CONCRETE, ABUTMENT INCLUDING FOOTING

CLASS QC2 CONCRETE, SUPERSTRUCTURE

EPOXY COATED REINFORCING STEEL

STEEL POINTS OR SHOES

STEEL PILES HP10X42, DRIVEN

STEEL PILES HP10X42, FURNISHED

PILE DRIVING EQUIPMENT MOBILIZATION

UNCLASSIFIED EXCAVATION

COFFERDAMS AND EXCAVATION BRACING

PORTIONS OF STRUCTURE REMOVED, OVER 20 FOOT SPAN, AS PER PLAN

LS

LS

LS

LS

LS

LS

LS

LS

LS

48

36

94

90

28

14

23

16

7

51

46

26

8,415

10

550

600

LS

148

LS

LS

3

6

2, 3

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M

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7

6

TY

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11

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28'-0" CLEAR ROADWAY

14'-0" PLUS FIT-UP14'-0" PLUS FIT-UP

3"3"

4'-

5"

MIN. (T

YP.)

DRAWING DS-1-92 (TYP.)

SEE ODOT STANDARD

DRIP STRIP, FOR DETAILS

TST-1-99 (TYP.)

ODOT STANDARD DRAWING

RAILING, FOR DETAILS SEE

TWIN STEEL TUBE BRIDGE

| BEARING

1" BEARING PAD

CL

EA

RA

NC

E

1'-1"

MIN.

JOINT SEALER, 705.04

3:1 MAX.

TO BE FIELD DETERMINED)

MORTAR BACKFILL (LIMITS

ITEM 613 - LOW STRENGTH

PROPOSED ABUTMENT

1'-5"

BRIDGE LIMITS

PROFILE GRADE

0.083

2'-0"

2:1 M

AX.

0.083

2:1 MAX.

2'-0"

66

7

LEGEND

1

4

5

6

7

2

S

8

3

0.01560.0156

BRIDGE TRANSVERSE SECTION

ROADWAY TYPICAL SECTION

7

ROUNDING

4'-0"

ROUNDING

4'-0"

STA. 36+67.49 TO STA. 37+21.49 = 54.00'

STA. 35+71.49 TO STA. 36+25.49 = 54.00'

TYPICAL ABUTMENT SECTION

(TYP.)

4"

21 3 4 5

21 3 4 5

AT LIMITS OF FULL DEPTH REPLACEMENT

END OF BRIDGE TO MATCH EXIST. SLOPE

* TRANSITION SMOOTHLY FROM 0.0156 AT

VARIES* VARIES*

7 - CB17-48 PRESTRESSED CONCRETE BOX BEAMS = 28'-0" PLUS FIT-UP

6"

8 OF 11

1 OF 11

DIAGRAM ON SHEET

SLAB, SEE DECK THICKNESS

6" MIN. REINFORCED CONC.

PROFILE GRADE

2•" CLR.

MIN.

6"

EL. A

S

8

S602

(EPOXY-URETHANE) (TYP.)

SEALING OF CONCRETE SURFACES

(SEE SHEET )

WITH GEOTEXTILE FABRIC

ROCK CHANNEL PROTECTION, TYPE CITEM 601 -

SEEDING AND MULCHINGITEM 659 -

GUARDRAIL, TYPE MGSITEM 606 -

COURSE, TYPE 1, (448), PG64-22

1•" ASPHALT CONCRETE SURFACEITEM 441 -

COURSE, TYPE 1, (448)

2•" ASPHALT CONCRETE INTERMEDIATEITEM 441 -

12" AGGREGATE BASEITEM 304 -

SUBGRADE COMPACTIONITEM 204 -

21-S601, 20 SPA. @ 1'-4•" c/c = 27'-6"

TACK COAT (ESTIMATED AT 0.055 GAL/SY)ITEM 407 -

2'-0"

STA. 36+25.49 TO STA. 36+67.99 = 42.00'

14'-0" 14'-0"

W1 W2 W3 W4

FROM STATION TO STATION LENGTH W1 W2 W3 W4

36+82.49

36+67.49

36+10.49

35+71.49

37+21.49

36+82.49

36+25.49

36+10.49

39.00'

15.00'

15.00'

39.00'

VARIES, 14'-0" TO 5'-11"(`)

14'-0"

14'-0"

VARIES, 4'-1"(`) TO 14'-0"

VARIES, 0'-0" TO 8'-1"(`)

0'-0"

0'-0"

VARIES, 9'-11"(`) TO 0'-0"

VARIES, 0'-0" TO 7'-8"(`)

0'-0"

0'-0"

VARIES, 6'-6"(`) TO 0'-0"

VARIES, 14'-0" TO 6'-4"(`)

14'-0"

14'-0"

VARIES, 7'-6"(`) TO 14'-0"

| CONST. LONG JUDSON ROAD

| CONST. LONG JUDSON ROAD

EXPANSION JOINT SEAL

SEMI-INTEGRAL ABUTMENT

1" POLYSTYRENE

S

BEARING PADS)

(DO NOT SEAL AT LOCATIONS OF

SURFACES (EPOXY-URETHANE)

LIMITS OF SEALING OF CONCRETEITEM 512 -

AB

UT

ME

NT

DE

TAILS

8

7

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PILE NUMBER LOCATION

REAR ABUT.

FWD. ABUT.

1 THRU 5

6 THRU 10

ELEVATION

CUT-OFF

PAY LENGTH

ESTIMATED

N

N

R.A. F.A.

EL. A

EL. BEL. C EL. C

EL. B

3" 3"

PLAN

ELEVATION

6"

45° 4

5°

6"

A504

A504, E.F.

5-

A503

5-

A503

A504

A504, E.F.

1'-0

"

TYPICAL WINGWALL ELEVATION

6"

1" PEJF 1" PEJF

PROPOSED SUPERSTRUCTURE NOT SHOWN

EL. B EL. B

EL. A

LINE

GROUND

3"

c/c = 3'-6"

4-A505

4"

3"

CL

R.

C.J.

OPTIONAL

7"

3"

CL

R.

1'-3" 9"

4-A801

A502, E.F.

9" 1'-3"

4-A801

9" 9"

1'-0"

| BEARING & | PILES

3"

CL

R.

A506, N.F.

c/c = 4'-

10"

4 SP

A.

@ 1'-2•

"

EL. D EL. D

c/c = 1'-7"

2 SPA. @ 9•"

& 3-A509, F.F.

3-A508, N.F.

GROUND LINE

6"

6"

15'-9"15'-9"

34'-6"

1'-6"

1'-6"

2'-0"2'-0"

1'-6" 1'-6"

4'-4

" WIN

GW

ALL 4

'-4"

WIN

GW

ALL

3'-

0"

4'-4"

5-

A507, E.F.

28 SETS OF 2-A501

1'-0"

2'-

0"

1'-0"

6"

4-A801

1'-6"1'-6"

3'-0"

3 EQ. SPA.

4-A801

5'-

6"

MIN.

1'-4"

1'-4"

1'-8"

3 SPA. @ 1'-2"

C.J.

A502 (TYP.)

A501 (TYP.)

A401

EACH BOX BEAM

DOWEL BAR AT

1" DIA. ANCHOR

5 SPA. @ 1'-0•"(+)

= 5'-3" (TYP.)

2'-3"2 SPA. @ 6'-9" c/c PILES = 13'-6"2 SPA. @ 6'-9" c/c PILES = 13'-6"2'-3"STEEL PILE

HP10x42

R.A. (TYP.)

PILE NUMBER,

1

10

F.A. (TYP.)

PILE NUMBER,

9

2

8

3

7

4

6

5

PILE (TYP.)

HP10x42 STEEL

PILE (TYP.)

A401 AT EACH

664.77

664.69

55'

55'

ANCHOR DOWEL BARS

| BRG., | PILES, & | 1" DIA.

EL. E

A508 & A509

3-A510 LAP WITH

LOCATION EL. A EL. B EL. C EL. D EL. E

REAR ABUT.

FWD. ABUT.

ABUTMENT ELEVATIONS TABLE

SECTION A-1

7

A-1

7

STA. 36+65.99, F.A.

662.69

662.77

668.19

668.27

668.43

668.51

670.19

670.27

667.19

667.27

STA. 36+26.99, R.A.

| CONST. LONG JUDSON ROAD

JUDSON ROAD

| CONST. LONG

NOTES

EXPANSION JOINT SEAL

SEMI-INTEGRAL ABUTMENT

PSBD-2-07.

FOR DETAILS OF ANCHOR DOWEL BARS, SEE ODOT STANDARD DRAWING

INTERFERENCE WITH THE DRILLING OF ANCHOR BAR HOLES.

REINFORCING STEEL IN THE VICINITY OF THE BRIDGE SEAT TO AVOID

BRIDGE SEAT REINFORCING, SETTING ANCHORS: ACCURATELY PLACE

2.

1.

9

8

SU

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N

6" 6"

2'-5•" 2'-5•"

| BRG. REAR ABUT. | BRG. FWD. ABUT.

MIDSPAN

DECK THICKNESS DIAGRAM

FINISHED ROADWAY SURFACE

39'-0" SPAN

40'-0" END-TO-END BOX BEAMS

6ˆ

"

6"

6"

STA. 36+65.99

14'-

0"

PL

US FIT-

UP

14'-

0"

PL

US FIT-

UP

5 SPA. @ 6'-3" c/c = 31'-3"

44'-11" BRIDGE RAILING

7 - C

B17-48 B

OX B

EA

MS = 28'-

0"

PL

US FIT-

UP

2

1

3

4

5

6

7

1'-6" 1'-6"18'-0" 18'-0"

BEAM LAYOUT PLAN

c/c

4'-4•"

c/c

4'-4•"

TYPE 1

MGS B.T.A.,

TYPE 1

MGS B.T.A.,

| DIAPHRAGM| DIAPHRAGM

| DIAPHRAGM

| BRG. REAR ABUT. | BRG. FWD. ABUT.

BACKWALL (TYP.)

ON SEMI-INTEGRAL

FLUSH MOUNTED POST

2'-9" (TYP.)1'-6" (TYP.)

1" DIA. TIE ROD (TYP.)

CAMBER

4.

3.

2.

1.

30

0

30CAMBER D .

THE BEAM SEAT ELEVATIONS ASSUME ESTIMATED

CONCRETE DECK, RAILING, ETC.) IS ‰ INCHES.

DEFLECTION DUE TO REMAINING DEAD LOAD (E.G.,

ESTIMATED CAMBER AT DAY 30 (D ) IS • INCHES.

ESTIMATED CAMBER AT DAY 0 (D ) IS • INCHES.

NOTES

FOR DECK SLAB PLAN, SEE SHEET

FOR BOX BEAM DETAILS, SEE SHEET

BRIDGE RAILING DIMENSIONS SHOWN ARE TYPICAL FOR BOTH SIDES.

3.

2.

1.

9 OF 11.

10 OF 11.

LEGEND

X BEAM NUMBER

STA. 36+26.99

| CONST. LONG JUDSON ROAD

STA. 36+26.49 (TYP.)

FLUSH MOUNTED POST

STA. 36+66.49 (TYP.)

FLUSH MOUNTED POST

SU

PE

RS

TR

UC

TU

RE

DE

TAILS - 2

9

10

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D (T.R. 79

B)

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| SPAN

6"

3"

4-No. 5 BARS, FULL LENGTH

2-No. 5 BARS, FULL LENGTH

PART ELEVATION - TYPICAL BOX BEAM

BEAM IS SYMMETRICAL ABOUT | SPAN

9"

| BEAM

BEARING PAD (TYP.)

PLAIN ELASTOMERIC

6" x 12" x 1" THICK

3"

3"

2" DIA. ANCHOR DOWEL HOLE

BEARING PAD LAYOUT

| BRG.

1'-0" 1'-0" 1'-0" 1'-0"

END ELEVATION

EXTERIOR BOX BEAM

SEE NOTE 3

| C.I.P. INSERTS,

4"

4"

6"

10"

NOTES

5.

4.

3.

2.

1.

FOR BEAM LAYOUT PLAN, SEE SHEET

BEAMS.

REFER TO ODOT STANDARD DRAWING PSBD-2-07 FOR ADDITIONAL DETAILS OF BOX

AFTER BOX BEAM ERECTION.

THE OUTSIDE FACE OF EXTERIOR BOX BEAM. INSTALL No. 6 BARS INTO INSERTS

COMPATIBLE WITH THE INSERTS AND PROVIDING A PROJECTION OF 1'-3" BEYOND

AT THE LOCATIONS SHOWN AND FURNISH No. 6 BARS (STRAIGHT, EPOXY COATED)

PROVIDE CAST-IN-PLACE INSERTS ON THE OUTSIDE FACE OF EXTERIOR BOX BEAMS

DIVISION II, SECTION 18.7.2.6) IS NOT REQUIRED.

PROOF LOAD TEST (AASHTO STANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES,

THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS. THE LONG-TERM COMPRESSION

THE BEARINGS WERE DESIGNED IN ACCORDANCE WITH SECTION 14.7.6 (METHOD A) OF

ELASTOMERIC BEARINGS: THE ELASTOMER SHALL HAVE A HARDNESS OF 50 DUROMETER.

25.9 KTOTAL DESIGN LOAD

13.7 KLIVE LOADS

12.2 KDEAD LOADS

EXPANSION OR FIXED BEARINGBEARING DESIGN LOADS:

8 OF 11.

6" 6"

4" 4"4"

2" c/c

9 SPA. @

2" c/c

9 SPA. @

1'-5"

'N' BARS

OF EXTERIOR BEAMS

ON OUTSIDE FACE

OMIT SHEAR KEY

No. 5 BAR (TYP.)

THE 'N', 'V', & 'X' No. 4 STIRRUP BARS

SEE BEAM ELEVATION FOR SPACING OF

4'-0"

4-No. 5 BARS

'X' BARS 'V' BARS

| BRG.

8"

c/c = 9"

2 SPA. @ 4•"

CB17-48, 39'-0" SPAN

14 - •" STRANDS

2"

| BRG.

39'-0" SPAN

62-'N' BARS

31-'X' & 31-'V' BARS, ALTERNATE AS SHOWN

39 SPA. @ 10"(-) c/c = 32'-0"A B

LEGEND

ACROSS THE BEAM.

THE STIRRUPS AND SPACED UNIFORMLY

USED, THEY SHALL BE LOCATED ON TOP OF

FABRICATOR'S OPTION. IF No. 6 BARS ARE

4 BENT-UP STRANDS AT EACH BEAM END,

C = PROVIDE 4-No. 6 EPOXY COATED BARS OR

B = 4 SPA. @ 6" c/c = 2'-0"

A = 7 SPA. @ 3" c/c = 1'-9"

C

11

10

NOTES

STATION

14.00' LTOF DECK

LEFT EDGE

OF DECK

RIGHT EDGE

GRADE

PROFILE

| BRG. R.A. 0.50 SPAN | BRG. F.A.

14.00' RT

0.00'

LOCATION 0.25 SPAN 0.75 SPAN

STATION

STATION

6 OF 11.

SCREED EL.

FINAL EL.

SCREED EL.

FINAL EL.

SCREED EL.

FINAL EL.

SU

PE

RS

TR

UC

TU

RE

DE

TAILS - 3

3.

2.

1.

DECK ELEVATIONS TABLE

LEGEND

P

R

SUPERSTRUCTURE

ITEM 511 - CLASS QC2 CONCRETE,

1" POLYSTYRENE, INCLUDE FOR PAYMENT WITH

PER ODOT STANDARD DRAWING TST-1-99

FLUSH MOUNTED POST ON INTEGRAL BACKWALL

FOR TRANSVERSE SECTION, SEE SHEET

OCCURRED.

ALL ANTICIPATED DEAD LOAD DEFLECTIONS HAVE

REPRESENT THE DECK SURFACE LOCATION AFTER

FINAL DECK SURFACE ELEVATIONS SHOWN

OTHER ANTICIPATED DEAD LOADS.

DEFLECTIONS CAUSED BY DECK PLACEMENT AND

THEORETICAL DECK SURFACE LOCATION PRIOR TO

SCREED ELEVATIONS SHOWN REPRESENT THE

670.29

670.29

36+26.99

670.51

670.51

36+26.99

670.29

670.29

36+26.99

670.32

670.33

36+36.74

670.54

670.55

36+36.74

670.32

670.33

36+36.74

670.32

670.34

36+46.49

670.54

670.56

36+46.49

670.32

670.34

36+46.49

670.28

670.29

36+56.24

670.50

670.51

36+56.24

670.28

670.29

36+56.24

670.21

670.21

36+65.99

670.43

670.43

36+65.99

670.21

670.21

36+65.99

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20 SPA. @ 1'-4•" c/c = 27'-6"

21-S601 & 21-S603,

20 SPA. @ 1'-4•" c/c = 27'-6"

21-S601 & 21-S603,

57-S602, 56 SPA. @ 9"(-) c/c = 41'-6"3"

DECK SLAB PLAN

3"

3"

3"

3"

3"

STA. 36+65.99

3-S604 3-S604

*

| BRG. REAR ABUT. | BRG. FWD. ABUT.

2'-10" LAP (TYP.)

LEFT EDGE OF DECK

RIGHT EDGE OF DECK

S-1

10

S-1

10

S-2

10

S-2

10

(TYP.)

2'-0"

= 1'-6", TYP. EACH CORNER

* 3-S605, 2 SPA. @ 9" c/c

STA. 36+26.99

N

| CONST. LONG JUDSON ROAD

1'-6"14'-0"

15'-6"

3"1'-0"

S501

1" PEJF

S605

S606, LAP S604

S604, F.F.

1'-6"S601

(TYP.)S602

SECTION S-1

10

SECTION S-2

10

| BRG.

S603, LAP TO S601

9 OF 11

3-S604

P

R

P

BOX BEAM DETAILS NOT SHOWN FOR CLARITY

TYP. FOR ALL CORNERS OF DECK

INTEGRAL BACKWALL

(SEE SHEET )

4 BENT-UP STRANDS

4-No. 6 BARS OR

| CONST. LONG JUDSON ROAD

JOINT SEAL

EXPANSION

ABUTMENT

SEMI-INTEGRAL

REIN

FO

RCIN

G S

TE

EL LIS

T

REINFORCING STEEL LIST

MARK NO. LENGTH WEIGHT TYPEDIMENSIONS

A B C D E INC.

SERIES

REINFORCING STEEL LIST

MARK NO. LENGTH WEIGHT TYPEDIMENSIONS

A B C D E INC.

SERIES

BENDING DIAGRAMS

REINFORCING STEEL NOTES

REAR ABUTMENT SUPERSTRUCTURE

ALL REINFORCING STEEL SHALL BE EPOXY COATED.

NUMBER. FOR EXAMPLE, A501 IS A #5 BAR SIZE.

THE FIRST DIGIT OF EACH MARK INDICATES THE BAR SIZE

THE BAR SIZE NUMBER IS INDICATED IN THE 'MARK' COLUMN.

TYPE 'STR' INDICATES A STRAIGHT BAR.

ALL DIMENSIONS ARE OUT TO OUT.

SERIES BARS - EACH BAR VARIES BY TABULATED AMOUNT.

5.

4.

3.

2.

1.

FWD. ABUTMENT

C

AB

C

BA

12

11

A801

A510

A509

A508

A507

A506

A505

A504

A503

A502

A501

A401

8

6

6

6

10

2

8

6

10

6

56

10

TOTAL

31'-2"

3'-2"

3'-9"

4'-2"

5'-4"

7'-2"

16'-2"

8'-9"

8'-2"

31'-2"

10'-1"

9'-0"

1,925

666

20

23

26

56

15

135

55

85

195

589

60

LBS

STR

1

STR

STR

STR

STR

3

2

34

STR

2

3

1'-8"

7'-2"

5'-0"

1'-3"

2'-8"

2'-6"

2'-0"

1'-3"

3'-10"

S606

S605

S604

S603

S602

S601

S501

12

12

6

42

57

42

8

TOTAL

5'-4"

5'-9"

30'-8"

4'-1"

27'-8"

22'-3"

7'-0"

4,565

96

104

276

258

2,369

1,404

58

LBS

2

1

STR

1

STR

STR

3

2'-10"

4'-4"

2'-10"

1'-8"

1'-8"

1'-7"

1'-5"

1'-7"

1'-2"

2'-0"

1'-3"

3'-10"

1'-8"

7'-2"

5'-0"

1'-3"

2'-8"

2'-6"

LBS

STR

1

STR

STR

STR

STR

3

2

34

STR

2

3

1,925

666

20

23

26

56

15

135

55

85

195

589

60

TOTAL

31'-2"

3'-2"

3'-9"

4'-2"

5'-4"

7'-2"

16'-2"

8'-9"

8'-2"

31'-2"

10'-1"

9'-0"

8

6

6

6

10

2

8

6

10

6

56

10

A801

A510

A509

A508

A507

A506

A505

A504

A503

A502

A501

A401

1'-8"

0'-8"

2'-0"

2'-5"

3'-10"

1'-9"

1'-8"

0'-8"

2'-0"

2'-5"

3'-10"

1'-9"

TYPE 34TYPE-3

A

B

B

A

TYPE-1 TYPE-2

A

B

C

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