146th_and_Hazel_Dell_Plans_For_Bridge_335_Plans.pdf

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PROJECT

DESIGNATION

SHEETS

of

BRIDGE FILE

PHONE NUMBER

317.786.0461

INDIANA DEPARTMENT OF TRANSPORTATION

FOR LETTING:

APPROVED

CERTIFIED BY:

PREPARED BY:

PLANS

CHA Consulting, Inc.

DATE

PR-26-0836

Bridge No. 335

No.

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PE12500107 07/22/2026

P.E.

R/W

CONST.

BRIDGE PLANS

BRIDGE FILE

PROJECT NO. PR-26-0836

PROJECT LOCATION SHOWN BY

PROJECT DESIGNATION

CONTRACT

STRUCTURE TYPE SPAN AND SKEW OVER STATION

ROUTE: 146TH ST. OVER HAZEL DELL PKWY.

FOR SPANS OVER 20 FEET

TO BE USED WITH THESE PLANS.

DATEDSTANDARD SPECIFICATIONS

INDIANA DEPARTMENT OF TRANSPORTATION

TOTAL LENGTH:

BRIDGE LENGTH:

ROADWAY LENGTH:

MAX. GRADE: %

MI.

MI.

MI.

40°00'00" N 86°04'35" WLATITUDE: LONGITUDE:

0.06

0.89

0.89

5.71

STRUCTURE INFORMATION

No. 335 Hamilton County Bridge

Concrete Bulb-Tee Beam Continuous Composite

113'-0", 85'-0", 113'-0" Three Spans

Hazel Dell Pkwy. 37+25.28 "PR-A"

PR-26-0836

Bridge No. 335

KIN PROJECT INFORMATION

PROJECT PROJECT DESCRIPTION

PR-26-0836 (Lead) Roadway and other plans for project

Township 18 North, Range 4 East, Clay Township All In Hamilton County, Indiana.

Sections 15 & 16, Township 18 North, Range 4 East, Noblesville Township & Sections 21 & 22, of a New Grade Separated Interchange. Project is Located in

New Bridge Construction carrying 146th St. Over Hazel Dell Pkwy. as part

317.786.0461 · www.chasolutions.com

Indianapolis, IN 46204

201 N. Illinois Street, Suite 800

Drawing Copyright © 2026

LOCATION MAP

Hamilton County

SCALE: 1" = 1000'

R-4-E

T -1

-N

NEW BRIDGE CONSTRUCTION

HAMILTON COUNTY BRIDGE NO. 335

O.P.O.T. Sta. 16+00.00 "A", 4.01' Rt.

P.O.T. Sta. 16+00.00 "PR-A" =

BEGIN PROJECT

O.P.O.T. Sta. 13+39.53 "B", 9.07' Rt.

P.O.T. Sta. 13+39.53 "PR-B1" =

BEGIN CONSTRUCTION

O.P.O.T. Sta. 25+77.46 "B", 0.83 Rt.

P.O.T. Sta. 25+77.46 "PR-B2" =

END CONSTRUCTION

O.P.O.T. Sta. 57+34.70 "A", 19.19' Rt.

P.O.C. Sta. 57+36.98 "PR-A" =

END PROJECT

BEGIN:

END:

LATITUDE: 40°00'00" N LONGITUDE: 86°03'54" W

Carmel Water PlansPR-26-0836 (Kin)

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FOR APPROVAL

RECOMMENDED

DESIGN ENGINEER DATE

DESIGNED:

CHECKED:

DRAWN:

CHECKED:

PROJECT

DESIGNATION

SHEETS

BRIDGE FILEHORIZONTAL SCALE

HIGHWAY DEPARTMENT

HAMILTON COUNTY

VERTICAL SCALE

Bridge No. 335

PR-26-0836

No.

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INDEX AND NOTES

INDEX

SHEET NO. SUBJECT

1 TITLE

2 INDEX

3-5 SOIL BORINGS

6 LAYOUT

7-8 GENERAL PLAN

9-11 END BENT DETAILS

12-15 PIER DETAILS

16 FRAMING PLAN

17-19 BEAM DETAILS

20-21 BEARING DETAILS

22-28 SUPERSTRUCTURE DETAILS

UTILITIES

COMMUNICATIONS:

Ph: 317-459-4769

Indianapolis, IN 46204

240 N. Meridian St.

REVISIONS

REVISEDDATESHEET NO.

Email: byron.posey@charter.com

Ph: 317-538-2016

Indianapolis, IN 46218

3030 Roosevelt Ave.

Charter Comm./Spectrum

Ph: 317-417-7322

Email: Brenden_Kline@comcast.com

Comcast

Email: frank.lenihan@zayo.com

Ph: 585-233-4761

Indianapolis, IN 46225

800 Oliver Ave., Suite 1

Crown Castle (now Zayo)

Ph: 317-213-3137

Email: mpugh@everstream.net

Bluebird Fiber

Email: chris.reed@verizon.com

Ph: 317-408-3971

Indianapolis, IN 46225

720 W. Henry St.

MCI Verizon

Email: doug.reckart@metronet.com

Ph: 317-599-1191

Indianapolis, IN 46239

8036 Cole Wood Blvd.

Metronet Inc.

Email: Waylon.higgins@zayo.com

Ph: 765-341-1199

Indianapolis, IN 46256

9209 Castlegate Dr.

Zayo Group

ELECTRIC:

Email: zach.lewis@duke-energy.com

Ph: 317-951-3265

Noblesville, IN 46062

100 S. Mill Creek Rd.

Duke Energy

WATER & SEWER:

Email: scook@carmel.in.gov

Ph: 317-733-2849

Carmel, IN 46032

30 W. Main St.

City of Carmel

Ph: 317-927-4434

Indianapolis, IN 46202

GAS:

Email: publicproject@CenterPointEnergy.com

Ph: 765-287-2119

Muncie, IN 47302

1800 W. 26th St.

CenterPoint Energy

WATER:

Email: kparker@noblesville.in.us

Ph: 317-776-6353

Noblesville, IN 46060

197 Washington St.

STORM SEWER:

N/A

N/A

TPH TPH

JPL JPL

Email: rshultz@eegosp.com

Ph: 815-741-4951

Zayo, Metronet & Bluebird)

Email: jstewart@carmel.in.gov

Carmel, IN 46032

30 W. Main St.

City of Carmel

Email: dbye@crossroadengineers.com

Beech Grove, IN 46107

3417 Sherman Dr.

Crossroads Engineers

A.A.D.T.

A.A.D.T.

D.H.V

DIRECTIONAL DISTRIBUTION

TRUCKS

DESIGN SPEED

PROJECT DESIGN CRITERIA

FUNCTIONAL CLASSIFICATION

RURAL/URBAN

TERRAIN

ACCESS CONTROL

V.P.D.

V.P.D.

V.P.H.

146th St.

DESIGN DATA

(2026)

(2046)

(2046)

TRAFFIC DATA

32,211

Hazel Dell Pky. Ramp "A-SWR" Ramp "A-SER" Ramp "A-NER" Ramp "A-NWR"

40,582

3,652

56% EB / 44% WB

2-3% D.H.V.

20,526

25,828

2,325

55% EB / 45% WB

1-3% D.H.V.

5,792

7,290

100%

1% D.H.V.

4,374

5,414

100%

3% D.H.V.

4,537

5,476

100%

2% D.H.V.

4,864

6,148

100%

2% D.H.V.

146th St. Hazel Dell Pky. Ramp "A-SWR" Ramp "A-SER" Ramp "A-NER" Ramp "A-NWR"

45 M.P.H.

Reconstruction (4R)

Principal Arterial

Urban (Built Up)

Level

Partial

45 M.P.H.

Reconstruction (4R)

Principal Arterial

Urban (Built Up)

Level

Partial

20-45 M.P.H.

Reconstruction (4R)

Ramp

Urban (Built Up)

Level

Partial

20-45 M.P.H.

Reconstruction (4R)

Ramp

Urban (Built Up)

Level

Partial

20-45 M.P.H.

Reconstruction (4R)

Ramp

Urban (Built Up)

Level

Partial

20-45 M.P.H.

Reconstruction (4R)

Ramp

Urban (Built Up)

Level

Partial

29-30 SCREEDS

31-34 RAILING DETAILS

35-36 APPROACH SLAB DETAILS

37 BRIDGE SUMMARY

before you dig. Call below.Know what's

24 HOURS A DAY 7 DAYS A WEEK

1-800-382-5544 OR CALL 811

INDIANA UNDERGROUND

36+00

37+00

38+00

39+00

35+00

S 87° 18' 05" E

TIME PLO

TTED:

DATE PL

OTTED:

MODEL N

AME:

PATH AN

D FILENA

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$FILEL$

$MODELN

AME$

$DATE$

$TIME$

DESIGN ENGINEER DATE

DESIGNED:

CHECKED:

DRAWN:

CHECKED:

PROJECT

DESIGNATION

SHEETS

VERTICAL SCALE

Bridge No. 335

PR-26-0836

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BORING PLAN

Scale: 1" = 40'-0" sampler 6 in., using a 140-lb. hammer whit a free fall height of 30-in.

Blow Counts refer to the number of blows required to drive a 2-in. O.D. split barrel

NOTE:

58.0' Rt.

STA. 37+27, "PR-A"

Boring, TB-04

15.0' Lt.

STA. 37+91, "PR-A"

Boring, TB-03

17.0' Rt.

STA. 35+94, "PR-A"

Boring, TB-02

44.0' Lt.

STA. 35+43, "PR-A"

Boring, TB-01

35+00

36+00

37+00

38+00

39+00

40+00

S 87° 18' 05" E 146th St. W.B.

146th St. E.B.

146th St. W.B.

146th St. W.B.

146th St. E.B.

146th St. E.B.

Line "PR-A"

H a z e l D e ll S .B

H a ze l D e ll

N .B

H a ze l D e ll

S .B

H a ze l D e ll N .B

SOIL BORINGS

1" = 40'

1" = 40'

JPL

SH

JPL

SH

End Bents Interior Piers

Pile Size, Type, and Grade 14” x 0.312" Pipe Pile

Factored Design Load, QF (kips) 289 270

Maximum Design Soil Resistance – RR (kips) 289 270

Resistance Factor Фdyn 1 0.70 0.70

Factored Downdrag Load – DD (kips) N/A N/A

Nominal Soil Resistance – Rn (kips) 413 386

Downdrag Friction – Rsdd (kips) N/A N/A

Scour Zone Friction – Rs scour (kips) N/A N/A

Nominal Driving Resistance – Rndr (kips) 413 386

Estimated Pile Tip Elevation 735 730

Minimum Pile Tip Elevation 762 N/A

1. Testing method Based on ISS 701.05(b)

PILE LOADING FOR GEOTECHNICAL TESTING

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PROJECT

DESIGNATION

SHEETS

VERTICAL SCALE

Bridge No. 335

PR-26-0836

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PROJECT

DESIGNATION

SHEETS

VERTICAL SCALE

Bridge No. 335

PR-26-0836

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DRAWN:

CHECKED:

PROJECT

DESIGNATION

SHEETS

VERTICAL SCALE

Bridge No. 335

PR-26-0836

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PVI STA. 37+10.00

ELEV. = 818.00

VC = 700.0'

K = 65.26

Structure Limits 292'-6 1/2"

MSE Wall No. 1

Along Line "PR-A"

Existing Grade

Appr. (Typ.)

R.C. Bridge

Proposed Profile Grade "PR-A"

.1

.4

.6

.8

.1

.2

.9

.6

.2

.7

.2

.9

.6

.8

.9

.3

.5

.2

.6

.5

.1

.3

.8

.5

.3

.3

-5.71%5.02%

El. 808.65

Line "PR-A"

High Point Sta. 36+87.35

MSE Wall (Typ.)

Horiz. Clr. (Typ.)

10'-0" Min.

Horiz. Clr.

" Min.119'-1

Paving Exception Limits

Type 3 (Typ.)

Structural Backfill, of B Borrow w/ 525 CYS

Unclassified

Foundation, of Excavation

675.0 CYS

of B Borrow w/ 525 CYS

Unclassified

Foundation, of Excavation

675.0 CYS

Low Str. El. 800.93

(Typ.)

B-Borrow

Limits of

(Typ.)

Slope 1:1

Horiz. Clr.

" Min.119'-1

P ro p V e rt

C le a r.

/4

M in

MSE Wall No. 2

P ro p

V e rt

C le a r.

/4

M in

Type 3 (Typ.)

Structure Backfill, Limits of

Hazel Dell

Pkwy. S.B.

Hazel Dell

Pkwy. N.B.

.0

.5

.7

.7

146th St. W.B.

146th St. W.B.

146th St. E.B.

146th St. E.B.

H a ze l D e ll P k w y . N .B

H a ze l D e ll P k w y S .B

H a z e l D e ll P k w y . S .B

146th St. E.B.

146th St. W.B.

PT Sta. 35+30.43 "PR-A"

146th St. E.B.

146th St. W.B.

(Typ.)

12°30'00'' Rt.

N 89° 39' 44" E

73°55'11"

P.O.T. Sta. 19+00.00 "B"

Δ=0°24'31" Lt. (No Curve Run) P.I. Sta. 36+83.23 "A" =

S 89° 55' 45" E

77.59' Lt.

+37.76

108.89' Lt.

+65.44

141.44' Rt.

+49.90

108.36' Rt.

+27.20

105.29' Rt.

+85.11

119.57' Rt.

+36.94

102.59' Rt.

+36.04

105.04' Lt.

+04.75

85.07' Lt.

+05.77

93.61' Lt.

+66.83

113.59' Lt.

+65.77

40+00

SITUATION PLAN

PROFILE

39+0038+0037+0036+0035+0034+00

Contour Interval = 1'-0"

1" = 10'

1" = 30'

EARTHWORK SUMMARY

See Plan & Profile Sheet for Earthwork Summary Table

HYDRAULIC DATA

and no water involved Not required as bridge is over road

CAE

JPL

CAE

JPL

LAYOUT

EXISTING STRUCTURE

No Existing Structure.

UTILITIES

See Index, Sheet 2.

HAMILTON COUNTY

146TH ST. OVER HAZEL DELL PKWY.

CLEAR ROADWAY: 32'-0" E.B. AND 32'-0" W.B.

SKEW: 12°30'00" RT.

3 SPANS @ 103'-0", 85'-0", 103'-0"

CONTINUOUS COMPOSITE PRESTRESSED CONCRETE BULB-TEE BEAM

CURVE DATA

CURVE DATA

N

° 2

' 5

" W can be found in the roadway plans.

as well as additional details for drainage, guardrail, and barriers Survey control points, Right of Way limits, construction limits, see roadway plans.

For alignment references, benchmarks and additional details, All R/W labeled from Line "PR-A" unless otherwise noted.

NOTE

these to the Contractor.

updates are needed to the Contract Documents and provide in writing to the Engineer, the Engineer shall identify what If discrepancies are noted by the Contractor and communicated in the Contract Documents.

discrepancies are observed, or if no discrepancies are observed, Contractor to submit to the Engineer a memo indicating what prior to commencing the Work.

other items shown in the Kin Projects coordinate with each other Upon NTP Contractor shall confirm that controlling geometry and additional information and coordination items.

Refer to other portions of the Plans in the Kin Project for other geometry.

& Profile, etc.) for controlling alignments, profiles, sections, and Refer to the Kin Project's Roadway Plans (Typical Sections, Plan

COORDINATION WITH KIN PROJECT

MSE Wall (Typ.)

MSE Wall (Typ.)

Proposed 4'-0" Median

Line "PR-B1"

Line "B"

Line "PR-B2"

Line "A"

S.E. =N.C.

E = 2.41' L = 439.18' T = 219.62' R = 10002.00' Δ = 02° 30' 57" Lt.

P.I. = STA. 41+54.49 "PR-2"

BLOCK B

ZRP Noble West LLC

Hamilton County Noblesville Township

Sec. 15, T. 18 N., R. 4 E.

Hamilton County Noblesville Township

Sec. 16, T. 18 N., R. 4 E.

Hamilton County Clay Township

Sec. 21, T. 18 N., R. 4 E. Hamilton County Clay Township

Sec. 22, T. 18 N., R. 4 E.

S.E. =N.C.

E = 2.53' L = 389.93' T = 195.01' R = 7500.00' Δ = 02° 58' 44" Rt.

P.I. = STA. 33+35.51 "PR-A"

LOT 1

Partners Inc.

Clarian Health

LOT 64

Camille M. Moore

Michael &

LOT 63

Jack H. Ebbeler, Jr.

PARCEL 3

LLC, Et. Al.

EQ Hazel Development, PARCEL 2

Partners, LLC Plum Creek

34+00 35+00 36+00

37+00

38+00 39+00 40+00

Line "A-NER"

Line "A"

Line "A-SWR"

Line "A-NWR"

Line "A-SER"

Line "PR-2"

Sta. 38+69.24 Monument, Type D Req'd

R/W

R/ W

R/W

T em p . R /W

R /W

ESMTESMT

H az el D el l P kw y.

N .B

Skew: 12°30'00" Rt.

Line "PR-A" Sta. 37+25.28

Structure�

Line "PR-A" S 87° 18' 05" E

N

° 0

' 2

" W

N

° 3

' 0

" W

2.00' Lt.

O.P.O.T. Sta. 39+34.87 "PR-A", P.O.T. Sta. 39+34.87 "PR-2"

P.O.T. Sta. 37+52.56 "PR-A" P.O.T. Sta. 19+19.59 "PR-B2" =

P.O.T. Sta. 36+84.64 "PR-A" P.O.T. Sta. 19+30.76 "B" =

Cap (Typ.)

3'-0" Bent

Ledge (Typ.)

9" Pvm't

Cap

4'-6" Pier

Cap

4'-6" Pier

146th St. W.B.

146th St. E.B.

(Typ.)

70 LFT Pre-Compressed Foam Joint

")4

3(Exp. Length: 146'-

70 LFT Terminal Joint, Type HMA

(L a n e

(L a n e

(L a n e

(L a n e

(S h ld r.

(S h ld r.

146th St. E.B.

146th St. W.B.

146th St. W.B.

146th St. W.B.

146th St. E.B.146th St. E.B.

H a ze l D e ll S .B

H a ze l D e ll

N .B

H az el D el l S .B

H a ze l D e ll N .B

36+00 37+00 38+00 39+0035+00

PT Sta. 35+30.43 "PR-A"

M in . H or iz.

C lr.

'-0

S 87° 18' 05" E Curb Line

Curb Line

(Typ., See Note 2)

Under Bridge

Wall Light locations.)

Wall Detail Plans for detail (Typ. four slab railing. See Lighting and MSE

Expansion joint in conduit in moment

(Typ., See Note 3)

Temporary Shoring

Estimated Limits of

Coping Line (Typ.)

Modified, (Typ.)

Type PF-1

Bridge Railing, C le a r

R o a d w a y

E a s tb o u n d

C le a r

R o a d w a y

W e s tb o u n d

(Typ.)

Joint

Type IA

Structure� Line "PR-A" &

Sta. 37+25.28, Line "PR-A" Structure�

Face of Railing (Typ.)

(M e d ia n

(S h ld r.

(S h ld r.

Min. Horiz. Clr.

19'-11"

Min. Horiz. Clr.

19'-11"

Mi n.

Ho riz . C lr.

'-0

Ground Line Existing

Ground Line Proposed

Pipe Piles Footing on

Pipe Piles Footing on

(Typ.)

MSE Wall

(Typ. End Bents) Min. Pile Tip El. 762.00

Estimated Pile Tip El. 735.00 Nominal Driving Resistance.

Pile Driven to 413 Kips and 2'-0" Pile Sleeves.

14in. w/Conical Pile Tips Pile, Steel Pipe, 0.312 in.

Type PF-1 Modified Bridge Railing

146th St. Bulb-Tee Beam (Typ.)

42" x 49" Prestressed

Integral Semi Fixed Semi Fixed Integral

MSE Wall (Typ.)

SPAN A SPAN B SPAN C

PIER NO. 3PIER NO. 2BENT NO. 1

BENT NO. 4

Hazel Dell Pkwy. S.B. Hazel Dell Pkwy. N.B.

ELEVATION

(Typ. Piers) Estimated Pile Tip El. 730.00 Nominal Driving Resistance.

Pile Driven to 386 Kips 14in. w/Conical Pile Tips.

Pile, Steel Pipe, 0.312 in.

Low Str. El. 800.93

P ro p V e rt

C lr

M in

P ro p V e rt

C lr

M in

146TH STREET

HAMILTON COUNTY

INDIANA

Pile Sleeve to Grade (Typ., E.E.)

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DESIGNED:

CHECKED:

DRAWN:

CHECKED:

PROJECT

DESIGNATION

SHEETS

VERTICAL SCALE

Bridge No. 335

PR-26-0836

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HAMILTON COUNTY

146TH ST. OVER HAZEL DELL PKWY.

CLEAR ROADWAY 32'-0" E.B. AND 32'-0" W.B.

SKEW: 12°30'00" RT.

3 SPANS: 103'-0", 85'-0", 103'-0"

CONTINUOUS COMPOSITE PRESTRESSED CONCRETE BULB-TEE BEAM

GENERAL PLAN

1" = 20'

1" = 20'

JPL

CAE

JPL

CAE

PLAN

Pier� Bent to �103'-0"

292'-6 1/2 " Out to Out Bridge Floor

Pier� Pier to �85'-0"

Pier� Pier to �103'-0"

9 1/4 "

9 1/4 "

(Typ.)

12°30'00'' Rt.

40+00

S la b

T y p

M o m e n t

30'-8" Lt.

Line "PR-A" Sta. 38+38.19 Min. Vert. Clr.

30'-8" Rt.

Line "PR-A"

Sta. 36+59.03 Min. Vert. Clr.

(T y p

Light Pole

Light Pole

P.G. El. 806.08 Sta. 38+70.78, Line "PR-A"

Bent No. 4� Brg. & �

Temp. shoring pay item on KIN Roadway Plans.

Estimated limits of temporary shoring for pier foundation construction. Included with

For Lighting Details and Locations see Roadway Plans.

See the "COORDINATION WITH ROADWAY PLANS" Note on the Layout Sheet.

NOTES:

3.

2.

1.

P.G. El. 808.65 Sta. 36+82.78, Line "PR-A"

Pier No. 2�

Bridge Appr. (Typ.)

20'-6" Min. R.C.

P.G. El. 807.77 Sta. 35+79.78, Line "PR-A"

Bent No. 1� Brg. & �

P.G. El. 808.16 Sta. 37+67.78, Line "PR-A"

Pier No. 3�

O u t to

O u t C o p in g

-5.71%5.02%

Elev. = 818.00 PVI Sta. 37+10.00

STRUCTURE TO BE BUILT ON A 700' VERTICAL CURVE

El. 779.00 of Footing Bottom

El. 779.00 of Footing Bottom

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DESIGN ENGINEER DATE

DESIGNED:

CHECKED:

DRAWN:

CHECKED:

PROJECT

DESIGNATION

SHEETS

VERTICAL SCALE

Bridge No. 335

PR-26-0836

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PE12500107

07/22/2026

Drip Bead (Typ.)

Typ.

6"

2'-9"

O v e rh a n g

(Typ.)

Type PF-1, Modified

Bridge Railing, (T y p

146th St. W.B.

32'-0" Clear Roadway

70'-2" Out to Out Coping

Shoulder

6'-0"

Traffic Lane

12'-0"

1'-1"

1'-0"1"

Slope: 2%

S la b

Traffic Lane

12'-0" Shoulder 2'-0"

Median

4'-0"

Profile Grade

& Line "PR-A"

Structure� Roadway�

Traffic Lane

12'-0" Shoulder 2'-0"

146th St. E.B.

32'-0" Clear Roadway

Slope: 2%

Shoulder

6'-0"

Traffic Lane

12'-0"

1'-1"

1'-0" 1"

Type "A" (Typ.)

Constr. Joint, Seal (Typ.)

Limits of Surface face, each railing) Panel (Typ. each 1" Architectural

2'-9"8 Beam Spaces @ 8'-1" = 64'-8"

Scale: 3/8" = 1'-0"

TYPICAL SECTION

42"x49" (Typ.)

Bulb-Tee Beam BT

Prestressed Concrete

F il le t

/4

M in length of Bridge (Typ.)

conduit, runs entire 2" Galvanized Steel

(Typ., E.S.)

See Note 1

Spa. @ 40' max.

Barrier Delineator

6" Curb

GENERAL PLAN

AS NOTED

AS NOTED

JPL

EDM

JPL

EDM

GENERAL NOTES LIVE LOAD DESIGN DATA

DEAD LOAD

CONSTRUCTION LOAD

removable deck forms, and 2-ft exterior walkway.

Designed for 15 lb/ft for permanent metal stay-in-place deck forms,CONCRETE

FLOOR SLAB

DECK FALSEWORK LOADS

Grade 60 f'y = 60,000 psi

CONSTRUCTION LIVE LOAD

FINISHING-MACHINELOAD

4500 lb distributed over 10 ft. along the coping.

WIND LOAD

of the deck centered with the finishing machine.

force applied at a distance of 6 in. outside the face of coping over a 30 ft. length Designed for 20 lb/ft extending 2 ft past the edge of coping and 75 lb/ft vertical

DESIGN STRENGTHS

215 lb/ft for permanent metal deck forms.

Actual weight plus 35 lb/ft for future wearing surface and

Designed with a 7 1/2" structural depth plus 1/2" sacrificial wearing surface.

Class "C" f'c = 4,000 psi Class "B" f'c = 3,000 psi Class "A" f'c = 3,500 psi

SEISMIC DESIGN DATA

Guide LRFD 3.8.1.

Designed for 70 mph horizontal wind loading in accordance with AASHTO

Class DSeismic Soil Profile Type 0.046Acceleration Coefficient Zone 1Seismic Performance Zone

0.115SD1

Specifications, 10th Edition, 2024.

Designed for HL-93 loading in accordance with AASHTO LRFD Bridge Design against the intersection of the beam bottom flange and web.

vertical coping form. The bottom overhang brackets were assumed to be braced The top overhang brackets were assumed to be located 6 in. past the edge of the machine was assumed to be supported 6 in. outside the vertical coping form.

for support of the deck overhang past the edge of the exterior beam. The finishing the construction loads shown below. Cantilever overhang brackets were assumed The exterior beam has been checked for strength, deflection, and overturning using

See the "COORDINATION WITH KIN PROJECTS" Note on the Layout Sheet.

All reinforcing steel shall be galvanized steel.

Estimated Quantity = 9389 SFT Surface seal exposed Faces of Pier, End Bents and Concrete Barrier Railing.

other parts unless noted.

bridge deck, 3" in footings except bottom steel which shall be 4", and 2" in all Reinforcing steel covering shall be 2 1/2" Min. in top and 1" Min. in bottom of

GALVANIZED REINFORCING STEEL

HAMILTON COUNTY

146TH ST. OVER HAZEL DELL PKWY.

CLEAR ROADWAY 32'-0" E.B. AND 32'-0" W.B.

SKEW: 12°30'00" RT.

3 SPANS: 103'-0", 85'-0", 103'-0"

CONTINUOUS COMPOSITE PRESTRESSED CONCRETE BULB-TEE BEAM

CONSTRUCTION LOADING

CONSTRUCTION LOADING (cont.)

NOTES:

See Roadway plans for quantities.

be AKT Corp 567-1 White or approved equal.

anchor rods. Pay Item - Barrier Delineator shall Barrier Delineators to be mounted on the 1.

the Kin Project.

All cost of this work shall be included in the pay item for wiring provided in per INDOT Standard Specification 807.12 and all related provisions thereof.

- Grounding system shall be installed Grounding Structure and Metal Railing with this work shall be included in the pay item for steel conduit.

Specifications 805.11 and all related provisions thereof. All cost associated per INDOT Standard Drawing E 807-BLIT-03 and INDOT Standard

- These shall be installed at the locations indicated Conduit Expansion Joints

BA

A B

El. 802.52 El. 802.28

B e a m

B e a m

B e a m

B e a m

B e a m

B e a m

B e a m

B e a m

B e a m

Beam 1Beam 2Beam 3Beam 4Beam 5Beam 6Beam 7Beam 8Beam 9

El. 802.66

El. 802.79El. 802.92El. 803.06El. 802.86El. 802.67El. 802.48

2-601

32-602 33-603

2-601

69-401

69-401

Stirrup over Each Pile) 79-401 (1 Additional

4-#7x26'-3"

4-#7x26'-3"

4-#7x26'-3"

(2 Each Face) 4-#7x30'-0"

(2 Each Face) 4-#7x30'-0"

4-#4x25'-10" 6-#7x30'-0" 6-#7x30'-0"

401 (Typ. - Step)

2'-0"

(Measured along � of Bent)

9 Spa. @ 7'-6" = 67'-6" (Pile Spacing)

2'-0"

"2 19 "2

(Typ.)

6 Spa. @ 12" Max. = 5'-11"

ELEVATION

"2 19"2

(602, 603 & 401 Spa.)

PLAN - BENT NO. 1

71'-6"

� Bent, � Brg. & � Piles

Step Spacing

Beam Spacing

� Beam (Typ.)

Profile Grade& Line "PR-A"

"4 38'-0"2

18'-3"2 18'-3"2

18'-3"2 18'-3"2

18'-3"2 18'-3"2

18'-3"4 35'-4

Line "PR-A" Sta. 35+79.78

Bent No. 1�

35'-9"35'-9"

12°30'0" Rt.

"8 52'-7"4

3"± = 66'-28 38 Spa. @ 8'-3"8

52'-7

8'-1" (Typ.

S

° 1

' 0

" E

12°30'0" (Typ.)

2-601 2-601

48 - 401 Spa. w/ 602 & 603 = 49'-0" (In Step)

(Step) 4 Lines of 2-#4x25'-10"

All reinforcing bars to be galvanized.

For Galvanized Bar Bending Details, follow CRSI Manual of Standard Practice.

For Section A-A and B-B, Bar Bending Diagrams and Bill of Materials, see Sheet 11.

Min. Lap Length: #7 = 3'-9"; #4 = 2'-2"

See the "COORDINATION WITH ROADWAY PLANS" Note on the Layout Sheet.

NOTES:

1.

2.

3.

4.

5.

Tip (Typ.)

Pile w/Conical Pile (2 Each Face)

4-#7x18'-9"

6-#7x18'-9"

602, 603 & 401

El. 798.78 El. 799.02

4-#4x25'-10"

Scale: 3/8"=1'-0"

Scale: 3/8"=1'-0"

Ea. Pile) (10 Total) 1-402 (1 Req'd

Pile Sleeve (Typ.)

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DESIGN ENGINEER DATE

DESIGNED:

CHECKED:

DRAWN:

CHECKED:

PROJECT

DESIGNATION

SHEETS

VERTICAL SCALE

Bridge No. 335

PR-26-0836

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END BENT NO.1 DETAILS

3/8" = 1'-0"

3/8" = 1'-0"

DOR

UL

DOR

UL

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DESIGN ENGINEER DATE

DESIGNED:

CHECKED:

DRAWN:

CHECKED:

PROJECT

DESIGNATION

SHEETS

VERTICAL SCALE

Bridge No. 335

PR-26-0836

No.

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PE12500107

07/22/2026

BA

A B

El. 800.91

El. 800.51

B e a m

B e a m

B e a m

B e a m

B e a m

B e a m

B e a m

B e a m

B e a m

Beam 9Beam 8Beam 7Beam 6Beam 5Beam 4Beam 3Beam 2Beam 1

El. 801.03

El. 801.14El. 801.25El. 801.37El. 801.15El. 800.94El. 800.73

2-601

32-602 33-603

69-401

69-401

Stirrup over Each Pile) 79-401 (1 Additional

4-#7x26'-3"

4-#7x26'-3"

4-#7x26'-3"

(2 Each Face) 4-#7x30'-0"

(2 Each Face) 4-#7x30'-0"

4-#4x25'-10" 6-#7x30'-0" 6-#7x30'-0"

401 (Typ. - Step)

ELEVATION

(602, 603 & 401 Spa.)

PLAN - BENT NO. 4

� Bent, � Brg. & � Piles

Step Spacing

Beam Spacing

� Beam (Typ.)

Profile Grade& Line "PR-A"

Line "PR-A" Sta. 38+70.78

Bent No. 4�

12°30'0" Rt.

S

° 1

' 0

" E

12°30'0" (Typ.)

2-601 2-601

(Step) 4 Lines of 2-#4x25'-10"

All reinforcing bars to be galvanized.

For Galvanized Bar Bending Details, follow CRSI Manual of Standard Practice.

For Section A-A and B-B, Bar Bending Diagrams and Bill of Materials, see Sheet 11.

Min. Lap Length: #7 = 3'-9"; #4 = 2'-2"

See the "COORDINATION WITH ROADWAY PLANS" Note on the Layout Sheet.

NOTES:

1.

2.

3.

4.

5.

Tip (Typ.)

Pile w/Conical Pile (2 Each Face)

4-#7x18'-9"

6-#7x18'-9"

El. 797.01 El. 797.41

4-#4x25'-10"

Scale: 3/8"=1'-0"

Scale: 3/8"=1'-0"

71'-6"

35'-9"35'-9"

"8 52'-7"4

3"± = 66'-28 38 Spa. @ 8'-3"8

52'-7

"4 38'-0"2

18'-3"2 18'-3"2

18'-3"2 18'-3"2

18'-3"2 18'-3"2

18'-3"4 35'-4

(Typ

8'-1"

48 - 401 Spa. w/ 602 & 603 = 49'-0" (In Step)

602, 603 & 401

2-601

"2 19 "2

(Typ.)

6 Spa. @ 12" Max. = 5'-11"

"2 19 "2

2'-0"

(Measured along � of Bent)

9 Spa. @ 7'-6" = 67'-6" (Pile Spacing) 2'-0"

Ea. Pile) (10 Total) 1-402 (1 Req'd

Pile Sleeve (Typ.)

END BENT NO. 4 DETAILS

3/8" = 1'-0"

3/8" = 1'-0"

DOR

UL

L im it s o f S u rf a c e S e a l

SECTION A-A SECTION B-B

Coping

Concrete

Precast

2'-8"

2'-8"2'-8"

1'-0"

401 x 4'-0"

Front Face MSE Wall Front Face MSE Wall

603 x 15'-2"602 x 13'-1"

1'-6"

3'-0"

1'-6"

(E m b e d

P il e

V a ri e s

S te p

/1

(Typ.)

2" Cl.

Coping

Concrete

Precast

Bearing Assembly

4 3/8"

5 Eq. Spa. (#7 Top)

3 Eq. Spa. (#4 Step) 4 3/8"

2'-0" Ø Pile Sleeve (Typ.)

Constr. Joint

Pile w/Conical Pile Tip existing grade(Typ.)

installed to top of

2'-0" Ø Pile Sleeve

Pile w/Conical Pile Tip

(E m b e d

P il e

1'-6"

3'-0"

1'-6"

4 - #7

2 - #7

2 - #7

6 - #7 6 - #7

2 - #7

2 - #7

4 - #7

#4 (Step -Typ.) #4 (Step -Typ.)

401 (Step) 401 (Step)

V a ri e s

S te p

/1

S p a

M a x

M in

(Typ.)

2" Cl.

Joint Filler

Performed Expansion

Joint Filler

Performed Expansion

4'-8"Min. Min. 4'-8"

2'-9"

601 x 15'-3"

129 SFTSURFACE SEAL

10 EACHPILE SLEEVE

10 EACHCONICAL PILE TIP, 14 IN.

BENT 1 = 9 @ 66 LFT / BENT 4 = 9 @ 65 LFT

594 / 585 LFT

PILE, STEEL PIPE, 0.312 IN., 14 IN.

1 EACHTEST PILE, DYNAMIC, RESTRIKE

76 / 75 LFTTEST PILE, DYNAMIC, PRODUCTION

1 EACHDYNAMIC PILE LOAD TEST

MISCELLANEOUS

30.1 CYSCONCRETE, C, SUBSTRUCTURE

CONCRETE

5036TOTAL REINFORCING BARS

1310TOTAL #4

25'-10"8#4

69'-6"10402

4'-0"265401

1472TOTAL #6

15'-2"33603

13'-1"32602

15'-3"4601

2254TOTAL #7

26'-3"12#7

18'-9"10#7

30'-0"20#7

WEIGHT (LBS.)LENGTHNO. OF BARSSIZE & MARK

GALVANIZED REINFORCING BARS

END BENT NO. 1 OR NO. 4

BILL OF MATERIALS

All reinforcing bars to be galvanized.

For Galvanized Bar Bending Details, follow CRSI Manual of Standard Practice.

NOTES:

1.

2.

* QUANTITIES FOR 1-END BENT, 2-REQUIRED

402 402

*402 x 69'-6"

Provide 1 1/2 extra turns at top and bottom of spirals and 1 1/2 turn laps between individual spirals.

"2

1'-10

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DESIGN ENGINEER DATE

DESIGNED:

CHECKED:

DRAWN:

CHECKED:

PROJECT

DESIGNATION

SHEETS

VERTICAL SCALE

Bridge No. 335

PR-26-0836

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END BENT DETAILS

3/4"=1'-0"

3/4"=1'-0"

DOR

UL

DOR

UL

S p a

M a x

M in

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DESIGN ENGINEER DATE

DESIGNED:

CHECKED:

DRAWN:

CHECKED:

PROJECT

DESIGNATION

SHEETS

VERTICAL SCALE

Bridge No. 335

PR-26-0836

No.

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07/22/2026

B e a m

B e a m

B e a m

B e a m

B e a m

B e a m

B e a m

B e a m

B e a m

2" Open Joint Open Joint2" 23'-6"23'-6" 23'-6"

"4 3"± = 66'-28

38 Spa. @ 8'-3"8 52'-3 "8

52'-3

7'-9" 8'-0" 7'-9" 8'-9" 6'-0" 8'-9" 7'-9" 8'-0" 7'-9"

� Brg.

� Pier

� Brg.

Construction Joint (Typ.)

Keyway1'-0"x3'-0"x3"

S

° 1

' 0

" E

Line "PR-A" Pier�

12°30'0" Rt.

(Typ.)

3'-0"

Profile Grade& Line "PR-A"

(Typ.

8'-1"

Step Spacing

Beam Spacing

Dim. C, Level (Typ.)

Dim. D

Dim. C, Level

Dim. E Dim. F Dim. G Dim. H Dim. I Dim. J Dim. K

Dim. L

(T y p

(Typ.)

R 5'-9"

PIERS 2 & 3 - CAP PLAN

Dim. B, Level

Dim. A, Level

El. 786± Proposed Ground

PIERS 2 & 3 - ELEVATION

Tip (Typ.)

Pile w/Conical Pile

5'-9" (Typ.)

(T y p

All reinforcing bars to be galvanized.

For Galvanized Bar Bending Details, follow CRSI Manual of Standard Practice.

For Bar Bending Diagrams, see Sheet 14.

For additional pier details, see Sheets 13-15.

See the "COORDINATION WITH ROADWAY PLANS" Note on the Layout Sheet.

NOTES:

1.

2.

3.

4.

5.

Joint, Type 1A (Typ.)

Optional Construction

2'-6" 2'-6"

@ 6" = 5'-6" (Typ.)

12 Sets of 2 - 631 1'-0" 1'-0"

@ 6" = 5'-6" (Typ.)

12 Sets of 2 - 631

(Place in Footing) (Typ.)

13 - 831 Ea. Face & 1 in Ea. Nose (28 Total)

3 - 832 (In Nose) (Typ.)

(Bundled) (Typ.)

5 Lines of 1 - 934 & 1 -935

4 - #9 x 23'-0" (Typ.)

#5 x 11'-10" Ea. Face (2 Total) (Typ.)

#8 x 6'-0" Ea. Face (Typ.)

#8 x 4'-10" Ea. Face (Typ.)

#8 x 4'-2" Ea. Face (Typ.)

#8 x 3'-8" Ea. Face (Typ.)

#8 x 3'-4" Ea. Face (Typ.)

3 - #8 x 3'-4" (In Nose) (Typ.)

#5 x 12'-8" Ea. Face (2 Total) (Typ.)

#5 x 13'-10" Ea. Face (2 Total) (Typ.)

#5 x 15'-9" Ea. Face (2 Total) (Typ.)

#5 x 19'-0" Ea. Face (2 Total) (Typ.)

Ea. Face (22 Total) (Typ.)

(Typ.)

6 Even Spa. = 5'-9"3" (Typ.)

12'-0" (Typ.)

24 Lines of 1 - 932 & 933

10 Lines of 1 - 932 & 933

#5 x 23'-0" Ea. Face (2 Total) (Typ.)

11 - #5 x 11'-6"

3"3"

58 - 633 Spa. w/ 631 & 632

33 - 633 Spa. w/ 631 & 632

33 - 633 Spa. w/ 631 & 632

Dim. C, Level

(Typ.)

11 Sets of 632 @ 1'-0" = 10'-0"

Ahead as Shown) (94 Total) (Typ.)

Spa. @ 2'-0" Max. (Stagger Location Alternate 6 & 5 - 331 Per Row

(34 Total) (Typ.)

Spa. w/ #5

17 - 531 Ea. Face

PIER DETAILS

3/8"=1'-0"

UL

EDM

MAR

UL

802.86803.01803.15803.29803.43803.24803.06802.88802.68799.18783.50779.00PIER 3

803.27803.44803.60803.77803.93803.77803.61803.45803.28799.77783.50779.00PIER 2

LKJIHGFEDCBADIM.

TABLE OF ELEVATIONS

3/8"=1'-0"

(Lapped w/ 831) (Typ.)

13 - #8 x 18'-9" Ea. Face & 1 in Ea. Nose (28 Total)

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DESIGN ENGINEER DATE

DESIGNED:

CHECKED:

DRAWN:

CHECKED:

PROJECT

DESIGNATION

SHEETS

VERTICAL SCALE

Bridge No. 335

PR-26-0836

No.

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07/22/2026

� Pier

PIERS 2 & 3 - STEM BASE

Line "PR-A" Pier�

S

° 1

' 0

" E

12°30'0" Rt.

Profile Grade& Line "PR-A"

12'-0"11'-8"12'-0"11'-8"12'-0"

(Below Optional Construction Joint)

PIERS 2 & 3 - FOOTING PLAN

2'-2"8 Spaces @ 7'-6" = 60'-0"2'-2"

All reinforcing bars to be galvanized.

For Galvanized Bar Bending Details, follow CRSI Manual of Standard Practice.

For Bar Bending Diagrams, see Sheet 14.

For additional pier details, see Sheets 12, 14, & 15.

NOTES:

1.

2.

3.

4.

Sta. 37+67.78, Line "PR-A" Pier No. 3�

Sta. 36+82.78, Line "PR-A" Pier No. 2�

Profile Grade& Line "PR-A"

5'-11"52'-6"7 Spaces @ 7'-6" = 5'-11"

#5 (Typ.)

#8 (Typ.) 331 (Typ.)

(Typ.)

531 (Ea. Face)

/2

/2

B o t.

L o n g

/2

T o p L o n g

E v e n S p a

/2

Footing� Pier & �(Stagger Laps) 10 - Lines of 932 & 933 (Bot.)

24 - Lines of 932 & 933 (Top)

(Bottom Reinforcement Shown)

3 1/2" 1'-0" 1'-9"

= 2'-0"

@ 12" 1'-9"

= 2'-0"

@ 12" 1'-9"

= 2'-0"

@ 12" 1'-9"

= 2'-0"

@ 12" 1'-9"

= 2'-0"

@ 12" 1'-9"

= 2'-0"

@ 12" 1'-9"

= 2'-0"

@ 12" 1'-9"

= 2'-0"

@ 12" 1'-9"

= 2'-0"

@ 12" 1'-9"

= 2'-0"

@ 12" 1'-9"

= 2'-0"

@ 12" 1'-9"

= 2'-0"

@ 12" 1'-9"

= 2'-0"

@ 12" 1'-9"

= 2'-0"

@ 12" 1'-9"

= 2'-0"

@ 12" 1'-9"

= 2'-0"

@ 12" 1'-9" 1'-0" 3 1/2" Bot. Transverse

3 1/2" 42 Even Spa. = 63'-9" Top Transverse3 1/2"

(Typ.)

1 - 931 (Bot.) (52 Total) 1 - 931 (Top) (43 Total)

(Typ. Ea. Face) 1" Architectural Formliner

Ahead

64'-4"

Ahead

S p a

S p a

2 Spa. 2 Spa. 2 Spa. 2 Spa. 2 Spa. 2 Spa. 2 Spa. 2 Spa. 2 Spa. 2 Spa. 2 Spa. 2 Spa. 2 Spa. 2 Spa. 2 Spa. 2 Spa.

5'-0" Min. Lap

3/8"=1'-0"

UL

EDM

MAR

3/8"=1'-0"

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DESIGN ENGINEER DATE

DESIGNED:

CHECKED:

DRAWN:

CHECKED:

PROJECT

DESIGNATION

SHEETS

VERTICAL SCALE

Bridge No. 335

PR-26-0836

No.

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STATE OF

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PE12500107

07/22/2026

2'-0"4'-6"4'-6"2'-0"

M in

2'-3"2'-3"

4'-6"

� Pier

E m b e d m e n t

M in

13'-0"

PIERS 2 & 3 -SECTION

Scale: 3/8"=1'-0"

S te p s V a ri e s

Joint, Type 1A (Typ.)

Optional Construction

932 & 933 Lines of

Spa. Horiz. w/ #5 Spa. Vert. w/ #8 531 (Typ.)

#5

#8 (Lapped w/ 831)

934 (Top, Bundled w/ 935)

#9 (Bot.)

C lr

3" Clr. (Typ.)

C lr

(Typ. Ea. Face) 1" Architectural Formliner

3" Clr.

9" (Typ.)

3'-0" (Stem)

5'-0" (Typ.)

S p a

M a x

935 (Top, Bundled w/ 934)

M in

L a p

12'-6"

931 x 15'-8"

38'-5"

932 x 40'-0"

30'-5"

933 x 32'-0"

1'-4"

831 x 8'-11"

531 x 5'-10"

2'-6" 331 x 3'-5"

9' -3

6"

3"

934 x 25'-6"

135° Hook 90° Hooks

23'-0"

3'-1"

631 x 14'-2"

832 x 13'-2"

4'-0"

632 x 16'-0"

633 x 6'-0"

4'-0"

935 x 23'-6"

90° Hooks

21'-0"

BUNDLING DETAIL

Wire Ties

Bundled vertically 934 and 935 Bars shall be

No Scale

AS NOTED

UL

EDM

MAR

UL

AS NOTED

BAR BENDING DETAILS

No Scale

For additional pier details, see Sheets 12, 13, & 15.

Manual of Standard Practice.

For Galvanized Bar Bending Details, follow CRSI

All reinforcing bars to be galvanized.

NOTES:

3.

2.

1.

BILL OF MATERIALS

PIER NO. 2

GALVANIZED REINFORCING BARS

SIZE & MARK NO. OF BARS LENGTH WEIGHT (LBS.)

931 95 15'-8"

932 34 40'-0"

933 34 32'-0"

934 15 25'-6"

935 15 23'-6"

#9 12 23'-0"

TOTAL #9 16821

831 84 8'-11"

832 18 13'-2"

#8 30 3'-4"

#8 12 3'-8"

#8 12 4'-2"

#8 12 4'-10"

#8 12 6'-0"

#8 84 18'-9"

TOTAL #8 7703

631 144 14'-2"

632 33 16'-0"

633 124 6'-0"

TOTAL #6 4975

531 102 5'-10"

#5 66 11'-6"

#5 6 11'-10"

#5 6 12'-8"

#5 6 13'-10"

#5 6 15'-9"

#5 6 19'-0"

#5 6 23'-0"

TOTAL #5 2014

331 282 3'-5"

TOTAL #3 362

TOTAL REINFORCING BARS 31875

CONCRETE

CONCRETE, A, SUBSTRUCTURE 118.6 CYS

CONCRETE, B, FOOTINGS 139.4 CYS

MISCELLANEOUS

DYNAMIC PILE LOAD TEST 1 EACH

TEST PILE, DYNAMIC, PRODUCTION 61 LFT

TEST PILE, DYNAMIC, RESTRIKE 1 EACH

PILE, STEEL PIPE, 0.312 IN., 14 IN.

1275 LFT

25 @ 51 LFT

CONICAL PILE TIP, 14 IN. 26 EACH

B BORROW 525 CYS

EXCAVATION, FOUNDATION, UNCLASSIFIED 675.0 CYS

SEAL COAT GRAFFITI RESISTANT 2028 SFT

SURFACE SEAL 1453 SFT

MODIFIED STAIN AND SEALER 575 SFT

BILL OF MATERIALS

PIER NO. 3

GALVANIZED REINFORCING BARS

SIZE & MARK NO. OF BARS LENGTH WEIGHT (LBS.)

931 95 15'-8"

932 34 40'-0"

933 34 32'-0"

934 15 25'-6"

935 15 23'-6"

#9 12 23'-0"

TOTAL #9 16821

831 84 8'-11"

832 18 13'-2"

#8 30 3'-4"

#8 12 3'-8"

#8 12 4'-2"

#8 12 4'-10"

#8 12 6'-0"

#8 84 18'-9"

TOTAL #8 7703

631 144 14'-2"

632 33 16'-0"

633 124 6'-0"

TOTAL #6 4975

531 102 5'-10"

#5 66 11'-6"

#5 6 11'-10"

#5 6 12'-8"

#5 6 13'-10"

#5 6 15'-9"

#5 6 19'-0"

#5 6 23'-0"

TOTAL #5 2014

331 282 3'-5"

TOTAL #3 362

TOTAL REINFORCING BARS 31875

CONCRETE

CONCRETE, A, SUBSTRUCTURE 116.8 CYS

CONCRETE, B, FOOTINGS 139.4 CYS

MISCELLANEOUS

DYNAMIC PILE LOAD TEST 1 EACH

TEST PILE, DYNAMIC, PRODUCTION 61 LFT

TEST PILE, DYNAMIC, RESTRIKE 1 EACH

PILE, STEEL PIPE, 0.312 IN., 14 IN.

1275 LFT

25 @ 51 LFT

CONICAL PILE TIP, 14 IN. 26 EACH

B BORROW 525 CYS

EXCAVATION, FOUNDATION, UNCLASSIFIED 675.0 CYS

SEAL COAT GRAFFITI RESISTANT 1981 SFT

SURFACE SEAL 1400 SFT

MODIFIED STAIN AND SEALER 581 SFT

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DESIGN ENGINEER DATE

DESIGNED:

CHECKED:

DRAWN:

CHECKED:

PROJECT

DESIGNATION

SHEETS

VERTICAL SCALE

Bridge No. 335

PR-26-0836

No.

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PE12500107

07/22/2026

23'-6" 23'-6" 23'-6"

Formliner (Typ. All Pier Stems)

V-Notches and Texture

Proposed Ground El. 786 ±

Proposed Ground El. 786 ±

Stem End Faces (Typ.)

Texture Formliner Only on

'-0

'-5

1'-11"2'-8" 1'-7" 2'-11" 3'-5" 2'-0" 2'-3" 3'-7" 3'-1"

3'-3"1'-5"

1'-1"

3'-10"2'-6"1'-11"2'-7"

1'-1"

3'-5"2'-4" 1'-11"1'-10"3'-3" 2'-3"2'-3"2'-10"1'-8"

1'-1"

3'-9"2'-0"

9"

4'-0" 3'-5"4'-1" 3'-8"

1'-0"

5'-8"

10" 11"

1'-8" 2'-1"3'-0"2'-4"2'-3" 1'-5"2'-4"2'-11"2'-11"2'-6" 2'-5" 10"

1'-0"

2'-2"3'-7"

1'-1"8"

'-3

10"

(T y p

M in

M in

1"1"

PIERS 2 & 3 - V-NOTCH REVEAL DETAIL

Face

Pier Concrete

� V-Notch

AESTHETIC PIER DETAILS

3/8"=1'-0"

JPL

AEH

JPL

ARM

3/8"=1'-0"

PIERS 2 & 3 - ARCHITECTURAL ELEVATION VIEW

NOTES:

For Additional Pier Details, See Sheets 12-14.3.

Mirror the Design About the Centerline of Piers 2 and 3 for the Opposing Faces.2.

Use this Layout for V-Notch and Formliner Application as Identified in the Special Provisions.1.

Concrete Stain and Sealer Without Formliner

LEGEND:

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DESIGN ENGINEER DATE

DESIGNED:

CHECKED:

DRAWN:

CHECKED:

PROJECT

DESIGNATION

SHEETS

VERTICAL SCALE

Bridge No. 335

PR-26-0836

No.

G

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STATE OF

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PE12500107

07/22/2026

Beam No. 1A

Beam No. 2A

Beam No. 3A

Beam No. 4A

Beam No. 5A

Beam No. 6A

Beam No. 7A

Beam No. 8A

Beam No. 9A

S p a

"A"

See Detail

See Detail "B"

Brg.� Bent No. 1 & � Diaphragm� Brg.� Brg.�

Diaphragm� Diaphragm� Brg.� Bent No. 4 & � Brg.� Brg.�

Beam No. 1B

Beam No. 2B

Beam No. 3B

Beam No. 4B

Beam No. 5B

Beam No. 6B

Beam No. 7B

Beam No. 8B

Beam No. 9B

Beam No. 1C

Beam No. 2C

Beam No. 3C

Beam No. 4C

Beam No. 5C

Beam No. 6C

Beam No. 7C

Beam No. 8C

Beam No. 9C

MC18x42.7 (Typ.)

"2 151'-0

11"

11"

"2 151'-0 41'-7" 41'-7" "2

151'-0 "2 151'-0

� Brg. Brg. to �102'-1" � Brg. Brg. to �83'-2" � Brg. Brg. to �102'-1"

� Pier Span A Bent to �103'-0" � Pier Span B Pier to �85'-0" � Pier Span C Bent to �103'-0"

Structure �Line "PR-A" &

11"

11"

Brg.� Brg.�

Pier No. 2� Pier No. 3�

Sta. 38+70.78, Line "PR-A" Brg. & Bent No. 4�Sta. 37+67.78, Line "PR-A"

S 87° 18' 05" E

Sta. 36+82.78, Line "PR-A" Sta. 35+79.78, Line "PR-A"

Brg. & Bent No. 1�

Brg.� Bent & �

Ledge

Pvm't.

9"

4"

12°30'0"

3'-0" Cap

Bulb-Tee Beam (Typ.)

42" x 49" Prestressed Concrete

Top Flange

Bottom Flange

Bulb-Tee Beam (Typ.)

42" x 49" Prestressed Concrete

Top Flange

Web

Beam�

4" Min.

8"

8"

6"

12°30'00"

Skew

Right

Skew

Right

Pad TH1 (Typ.)

Elastomeric Bearing

Pier�

Brg.�

2'-3"

2'-3"

4'-6" Cap

Bottom Flange

1'-6" 1'-6"

Beam�

Back Face of Bent

Bearing Assembly and Hatch

Web

"4

"4

FRAMING PLAN

AS NOTED

AS NOTED

DDM

SH

DOR

EDM

FRAMING PLAN

Scale: 3/32" = 1'-0"

DETAIL "A"

Scale: 1/2" = 1'-0"

DETAIL "B"

Scale: 1/2" = 1'-0"

NOTES

Note on the Layout Sheet.

See the "COORDINATION WITH ROADWAY PLANS"3.

For Intermediate Diaphragm Details see Sheet 28.2.

For Bearing Details see Sheets 20 & 21.1.

/4

M in

Top of Slab

Bottom of Slab

Bottom of Fillet

Top of Beam

Bottom of Beam

/4

M in

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DESIGN ENGINEER DATE

DESIGNED:

CHECKED:

DRAWN:

CHECKED:

PROJECT

DESIGNATION

SHEETS

VERTICAL SCALE

Bridge No. 335

PR-26-0836

No.

G

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STATE OF

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I N

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EERSTIGE D

PE12500107

07/22/2026

1'-5 1/2" 8"

4'-1"

/2

3" 3"

(Typ.)

3/4" Chamfer

1'-5 1/2"

4'-1"

1'-5 1/2" 3" 8" 3"

/2

16 Spaces @ 2" = 2'-8"

3'-4"

16 Spaces @ 2" = 2'-8"

3'-4" (Typ.)

3/4" Chamfer

1'-5 1/2"

/2

/2

"2

"2

"2

"2

"2

"2 "2

"2

Beam� Beam�

1'-5 1/2"3"8"3"1'-5 1/2"

4'-1"

/2

(Typ.)

3/4" Chamfer

/2

16 Spaces @ 2" = 2'-8"

3'-4"

"1'-5 1/2"3"8"3"1'-5 1/2"

4'-1"

/2

(Typ.)

3/4" Chamfer

/2

16 Spaces @ 2" = 2'-8"

3'-4"

"2

"2

"2

"2

"2

"2 "2

"2

Beam� Beam�

1'- 4"

/2

3'-1 1/2"

1'- 4"

126°

5 1/2"

/2

1/2" Ø4

6" Hook

4 1/2"

3 1/2" Ø

12" Ø

1/2" Ø4

/2

5 1/2"

6" Hook

4'-1"

1'-5 1/2"8"1'-5 1/2"3" 3"

1 1/4" Cl.

3'-4"

412 (Typ.)

411 and 501

#4 x 3'-10"1 1/2" Cl.

1 1/4" Cl.

1 1/4" Cl.

Beam�

(Typ.)

#6 Full Length

1 1/4" Cl.

8"

/4

End Bent Diaphragms Holes in all beams for for Pier Diaphragms, 1" Ø 1" Ø Holes in Interior Beam

/2

/2

/4

TYPICAL REINFORCING

Scale: 1" = 1'-0"

SECTION @ BEAM END SPANS A & C

Scale: 1" = 1'-0"

SECTION @ MIDSPAN SPAN A & C

Scale: 1" = 1'-0"

301 x 6'-5"

302 x 2'-8"

411 x 8'-9"

412 x 12'-3"

END VIEW SIDE VIEW

SECTION @ BEAM END SPAN B

Scale: 1" = 1'-0"

SECTION @ MIDSPAN SPAN B

Scale: 1" = 1'-0"

LEGEND

Debond 8'-0" from end of beam Debond 5'-0" from end of beam

BEAM DETAILS

AS NOTED

AS NOTED

DOR

EDM

DOR

EDM

FILLET DETAIL

Scale: 1/2" = 1'-0"

2 3/8"2 1/2"2 1/2"2 5/8"Residual Camber

-1"-7/8"-2 3/8"-2 1/4"Dead Load Deflection

3 3/8"3 3/8"4 7/8"4 7/8"Initial Camber

B Int. BeamB Ext. BeamA & C Int. BeamA & C Ext. BeamSpan

BEAM CAMBER @ MIDSPAN (in.)

BEAM GENERAL NOTES

and Span 2 has an elastic shortening of 0.666".

grade by the fabricator. Spans 1 & 3 have an elastic shortening of 0.848" Allowance should be made in beam length for elastic shortening and finishing machine, forms, etc.

beam, from construction loads such as the weight of the concrete deck, be provided to prevent the rotation of the beams, particularly the exterior Beams shall be maintained vertically at all times. Suitable restraint shall times during storage, transportation and lifting to resist lateral loads.

transporting to the job site. Adequate bracing must be provided at all Beams shall be supported at bearing points while stored and while tool (Maximum depth of scoring should be 1/4").

Top of beams to be scored transversely at about 3" centers with a pointed

Beams shall be cast a minimum of 28 days before the deck is poured.

5.

4.

3.

2.

1.

dead load of the beam.

forces at the time of erection minus the downward deflection from the Anticipated beam camber is the upward deflection from pre-stressing shall notify the Engineer immediately so that adjustments can be made.

If the actual camber as erected is different by 1" or more, the Contractor The camber values as shown in the above table are expected values.

NOTES:

Standard Practice.

For Galvanized Bar Bending Details, follow CRSI Manual of

For Reinforcing Bar Notes, see Standard Drawing E 703-BRST-01.

Drawings E 707-BPBF-01 through -04.

For Fabrication Tolerances of Prestressed Beams, see Standard

All reinforcing steel extended into the deck shall be galvanized.

deck slab.

top of the beam at a minimum of 3/4" below the bottom of the dead load deflection of the deck slab (residual camber) with the Bridge seat elevations were calculated using design camber and shop.

Sealer on the tops of the beams shall be done by fabricators

11.

10.

9.

8.

7.

6.

501 x 8'-9"

END VIEW SIDE VIEW

in place of Holes through the Beam.

of Exterior Beams at the Pier Diaphragms Threaded Insert shall be used on Inside1.

NOTES:

(Spaced w/Stirrups)

#4 x 3'-10"

4-#6

(2 Ea. Fa.)

8 - #6 x 2'-4"

301 & 302

4"

16 Spa. @ 6" = 8'-0" (301 and 302)

2"

1'-10" without the use of Heat.

1'-10" Projection and Shop Bend

Cut 7 Strands in Bottom Row with

501 (1 Ea. Fa.)

Bundled with

2 - #6 x 3'-3"

7"

9"

(501)

26 Spa. @ 3" = 6'-3" (Spans A & C) (Spans A & C) 14 Spa. @ 6" = 6'-6"

(501)

(Spaced w/Stirrups)

#4 x 3'-10"

4-#6

(2 Ea. Fa.)

8 - #6 x 3'-3"

301 & 302

4"

16 Spa. @ 6" = 8'-0" (301 and 302) 1'-10"

(501) without the use of Heat.

1'-10" Projection and Shop Bend

Cut 7 Strands in Bottom Row with

501 (1 Ea. Fa.)

Bundled with

2 - #6 x 3'-3"

(Spans A, B, & C) 14 Spa. @ 6" = 6'-6"

(501)

26 Spa. @ 3" = 6'-3" (Spans A, B, & C) 9"

3"

3"

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DESIGN ENGINEER DATE

DESIGNED:

CHECKED:

DRAWN:

CHECKED:

PROJECT

DESIGNATION

SHEETS

VERTICAL SCALE

Bridge No. 335

PR-26-0836

No.

G

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STATE OF

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EERSTIGE D

PE12500107

07/22/2026

51'-9" 51'-9"

Top Flange

Bottom Flange

Web

Beam� or Bent No. 4 Brg. Bent No. 1� or Pier No. 3 Brg. Pier No. 2�

Beam� or Bent No. 4 Brg. Bent No. 1� or Pier No. 3 Brg. Pier No. 2�

Beam�

11 - Draped Strands

37 - Straight Strands

2 - Straight Strands 4 - #6 Full Length

14 - 501 Spa. @ 6" = 6'-6" 6"

102 - 411 Spa. @ 9" Max.=75'-6" 6"

14 - 501 Spa. @ 6" = 6'-6"

9 7/8"9 7/8"

/4

/4

9" 8"

10" @ Piers

26 - 501 Spa. @ 3" = 6'-3"

41'-4 4/5" 20'-8 2/5" 41'-4 4/5"

103'-6"

9" 26 - 501 Spa. @ 3" = 6'-3"

1'-0" @ Bents

1" Ø Hole (Typ. Ea. End)

(Typ. Ea. End) 2 - 412 x 12'-3" to Beam End) Holes for Diaphragm�( in Interior Beams for Interior Steel Diaphragms Exterior Beams or 1" Ø Plastic Pipe or Equivalent

7/8" Ø Threaded Inserts on Exterior Face of

9"

@ Bents Notch in Beam

9" 8"

Details @ Piers See Bearing Assembly

Details @ Bents See Bearing Assembly

BEAM PLAN (SPANS A & C)

Vertical Scale: 1/2" = 1'-0" Horizontal Scale: 1/4" = 1'-0"

BEAM ELEVATION (SPANS A & C)

Vertical Scale: 1" = 1'-0" Horizontal Scale: 1/4" = 1'-0"

BEAM DESIGN DATA

9. For additional Beam Details, see Sheet 17.

8. For Intermediate Diaphragm details, see Sheet 28.

details, see Sheets 20 & 21.

7. For Elastomeric bearing details or bearing plate assembly

6. Reinforcing steel, fy = 60 ksi

5. Concrete strength at 28 days, f'c = 8.0 ksi

4. Concrete strength at release, f'ci = 6.0 ksi

3. Hold down force 26.27 kips

2. Initial pull per strand 43,900 lb of 270 ksi (Area = 0.271 sq. in.)

seven-wire strands with an ultimate tensile strength

1. Prestressed strands shall be 0.6" Ø uncoated, low-relaxation, BEAM END DETAIL @ BENT

Scale: 1" = 1'-0"

AS NOTED

AS NOTED

DOR

EDM

DOR

EDM

BEAM END DETAIL @ PIER

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DESIGN ENGINEER DATE

DESIGNED:

CHECKED:

DRAWN:

CHECKED:

PROJECT

DESIGNATION

SHEETS

VERTICAL SCALE

Bridge No. 335

PR-26-0836

No.

G

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STATE OF

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PE12500107

07/22/2026

84'-6"

42'-3" 42'-3"

33'-9 3/5"16'-10 4/5"33'-9 3/5"

8"8"

Brg. Pier No. 2� � Brg. Pier No. 3

� Beam

Bottom Flange

Top Flange

Web

� Beam

� Brg. Pier No. 2

� Beam

� Brg. Pier No. 3

31 - Straight Strands

11 - Draped Strands

2 - Straight Strands 4 - #6 Full Length

(Typ. Ea. End) 2 - 412 x 12'-3"

46 - 411 Spa. @ 9" Max.=56'-6" 6"

14 - 501 Spa. @ 6" = 6'-6"

84'-6"

14 - 501 Spa. @ 6" = 6'-6" 6"

8"

10" @ Piers

8"

9 7/8"9 7/8"

/4

/4

9" 26 - 501 Spa. @ 3" = 6'-3" 26 - 501 Spa. @ 3" = 6'-3"

9"

1" Ø Hole in Interior Beams for Interior Steel Diaphragms Exterior Beams or 1" Ø Plastic Pipe or Equivalent

7/8" Ø Threaded Inserts on Exterior Face of to Beam End) Holes for Diaphragm�( to Beam End) Holes for Diaphragm�(

10" @ Piers

1" Ø Hole

Details @ Piers (Typ.)

See Bearing Assembly

BEAM PLAN (SPAN B)

Vertical Scale: 1/2" = 1'-0" Horizontal Scale: 1/4" = 1'-0"

BEAM ELEVATION (SPAN B)

Vertical Scale: 1" = 1'-0" Horizontal Scale: 1/4" = 1'-0"

BEAM DESIGN DATA

For additional reinforcing at beam ends see Sheet 18.10.

For additional Beam Details, see Sheet 17.9.

For Intermediate Diaphragm details, see Sheet 28.8.

details, see sheets 20 & 21.

For Elastomeric bearing details or bearing plate assembly7.

Reinforcing steel, fy = 60 ksi6.

Concrete strength at 28 days, f'c = 8.0 ksi5.

Concrete strength at release, f'ci = 6.0 ksi4.

Hold down force 32.18 kips3.

Initial pull per strand 43,900 lb2.

of 270 ksi (Area = 0.271 sq. in.)

seven-wire strands with an ultimate tensile strength Prestressed strands shall be 0.6" Ø uncoated, low-relaxation, 1.

AS NOTED

AS NOTED

DOR

EDM

EDM

Scale: 1"=1'-0"

7"1'-1"1'-1"7"

"4

6 2'-2" "4

EMBEDDED BEARING PLATE DETAILS @ PIER

PLAN VIEW

Beam� Concrete Bulb-Tee Beam 42"x49" Prestressed

END VIEW

�1/2" x 3'-2 1/2" x 1'-4" Embedded

1'-0"

6"6"

Bearing�

Beam�

PLAN

ELASTOMERIC BEARING PAD

PIER NO. 2 & NO. 3

SECTION

Scale: 3" = 1'-0"

12 Gage Stainless coils Thickness = 0.1046 in. or

6 - Metallic Bonded Shims, (Typ. All Sides)

1/8" Min.

(T y p

/2

In t.

L a y e r

(T y p

/3

E x t.

L a y e r draft all sides

Scale: 1" = 1'-0"

END VIEW

SIDE VIEW @ PIER

BEARING ASSEMBLY @ PIER

Beam�

Bearing�

1"

�Taper Vulcanized to the All bearings shall be detail�

See embedded

1"

See Table for Dimensions Taper Plate (As Required)

Steel load Plate or

� or Taper �Load Vulcanized to the Steel

All bearings shall be detail� See embedded

Type TH-1 Elastomeric Bearing Pad

6"6"

5/16"

5/16"

"c""b"LOCATION "a"

Pier 2, Span A

DIMENSIONS

TAPER PLATE DIMENSIONS

"d"

All

Beam No.

"a

"b

"c

"d"

B a c k

S ta ti o n

F o rw a rd

S ta ti o n

SIDE VIEW PLAN

Scale: 1" = 1'-0"

TAPERED PLATE DETAILS

1'-2"1"

1"

3'-6"

1'-2"1"

1 1/4" 1"

1 1/8" 1"

1"

1'-2"

1'-2"

3'-6"

3'-6"

3'-6"

Pier 2, Span B

Pier 3, Span B

Pier 3, Span C

2" 2"

T

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DESIGN ENGINEER DATE

DESIGNED:

CHECKED:

DRAWN:

CHECKED:

PROJECT

DESIGNATION

SHEETS

VERTICAL SCALE

Bridge No. 335

PR-26-0836

No.

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STATE OF

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IN

E

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PE12500107

07/22/2026

NOTES

6. Embedded Bearing Plates shall be AASHTO A709 Grade 36 Steel.

5. See INDOT Standard drawing E 726-BEBP for elastomeric bearing details.

placing Bearing assembly.

4. Finish Bearing Surface shall be clean and free of loose material before in accordance with requirements of A.S.T.M. A123 or A153.

3. Plates and embedded Bearing Plates shall be Hot Dipped Galvanized

2. Structural Steel for Taper Plates shall be ASTM A709, Grade 50.

1. For Beam General Notes and Design Data, see General Plan.

BEARING DETAILS

AS NOTED

AS NOTED

JPL

SH

E P

L O

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D A

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P L

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DESIGN ENGINEER DATE

DESIGNED:

CHECKED:

DRAWN:

CHECKED:

PROJECT

DESIGNATION

SHEETS

VERTICAL SCALE

Bridge No. 335

PR-26-0836

No.

G

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STATE OF

E

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E

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EERSTIGE D

PE12500107

07/22/2026

2"4"

2'-0" 2'-0" 2"2"

Detail�See Embedded

1" x 9" x 4'-4"�

S3 x 7.5 x 3'-8"

5/16" Typ

Bridge Seat

Concrete Bulb-Tee Beam 42"x49" Prestressed

9"

Detail�See Embedded

S3 x 7.5 x 3'-8"

1" x 9" x 4'-4"�

(Typ.)

Anchor Bolts

BEARING ASSEMBLY DETAILS

BENT NO. 1 AND NO. 4

1" x 9" x 4'-4"�

S3 x 7.5 x 3'-8"

2" 4"

2" 4"

2" 2"

S3 x 7.5 x 3'-8"

1" x 9" x 4'-4"�

3'-8"

4'-4"

(Flange Width)

3'-4"

S3 x 7.5 x 3'-8" 3/16"

1" x 9" x 4'-4"�

4 1/2 "4 1/2 "

3"3"

END BENT

BEARING ASSEMBLY

Scale: 1"=1'-0"

Scale: 1"=1'-0"

6" x 3'-8" �Taper

6" x 3'-8" �Taper

6" x 3'-8" �Taper 6" x 3'-8"

�Taper

6" x 3'-8" �Taper

END VIEW SIDE VIEW

Bearing�

Beam�

Bearing�

SIDE VIEW END VIEW

L BeamC

7" 1'-1" 1'-1" 7"

7" 2'-2" 7"

Scale: 1"=1'-0"

EMBEDDED BEARING PLATE DETAILS

BENT NO. 1 AND NO. 4

PLAN VIEW

END VIEW

1'-3"

1'-0"3"

Hex Nut

Plate Washer

ANCHOR BOLT DETAIL

Not to Scale

P 5/16" x 2" x 2"L

1" Dia.

PLATE WASHER

Not to Scale

"a

"b

"c"

"d

TAPER PLATE DETAILS

Not to Scale

TAPER PLATE DIMENSIONS

"c" "d""b"Location "a"

CL Brg.

CL Beam

B a c k

S ta ti o n

S ta ti o n

F o rw a rd

1/2" x 3'-2 1/2" x 1'-0" Embedded Plate

ASTM A709, Grade 36

Concrete Bulb-Tee Beam 42"x49" Prestressed

Beam No.

6" 3'-8"1"End Bent 1 1"

6" 3'-8"1"End Bent 4 1 1/8"

ALL

NOTES

6. End Bent Bearing assemblies shall be included in the cost of structural members.

5. Embedded Bearing Plates shall be AASHTO A709 Grade 36 Steel.

placing Bearing Assembly.

4. Finish Bearing Surface shall be clean and free of loose material before in accordance with requirements of A.S.T.M. A123 or A153.

3. Plates and Embedded Bearing Plates shall be Hot Dipped Galvanized

2. Structural Steel for Taper Plates shall be ASTM A709, Grade 50.

1. For Beam General Notes and Design Data, see General Plan.

BEARING DETAILS

1" = 1'-0"

1" = 1'-0"

JPL

SH

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DESIGN ENGINEER DATE

DESIGNED:

CHECKED:

DRAWN:

CHECKED:

PROJECT

DESIGNATION

SHEETS

VERTICAL SCALE

Bridge No. 335

PR-26-0836

No.

G

LAON

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P R

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STATE OF

E

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EERSTIGE D

PE12500107

07/22/2026

O u t-to -O u t

C o p in g

Structure and Line "PR-A"�

� Bearing Bent No. 1 & �

M in La p

Brg.� Brg. to �102'-1"

3'-3" Min. Lap (Typ.)

Pier� Bent to �103'-0"

Brg.� Brg. to �83'-2"

Pier� Pier to �85'-0"

292'-6 1/2" Out-to-Out Deck x

/2 (T o p

L in e s o f x x

/2 (B o tt o m

L in e s o f x

16'-0"19'-0"

16'-0" 19'-0"

Pier No. 2�

438 Spa. @ 8" Max. = 292'-0 1/2" (439 - 452 Each Curb, 878 Total) (439 - #4 x 3'-9")

Bearing�

Bearing�

445 Spa. @ 7 7/8" Max. = 292'-0 1/2" (451 Bars in Coping, Spaced w/ #5s, 892 Total in Coping)

445 Spa. @ 7 7/8" Max. = 292'-0 1/2" (446 Lines of 2 - #5 x 37'-8" Bars)

& 1 - #4 X 34'-9 1/2" (Median) 7 Lines of 7 - #4 X 40'-0"

3" (Typ.)

x

G a lv a n iz e d T h re a d e d

T ie

B a r A s s e m b ly

S p a c e s

M a x

T ie d t o B o tt o m

M a t o f D e c k S te e l

(T o p O ve r

P ie rs S ta g g e re d x

11" 11"

Light Pole Sta. 36+25.00

1 - 453 (Bottom) 1 - 453 (Top) &

3'-3" Min. Lap (Typ.)

S 87° 18' 05" E

SUPERSTRUCTURE DETAILS

1/8" = 1'-0"

1/8" = 1'-0"

DDM

SH

DDM

EDM

FLOOR PLAN

Scale: 1/8" = 1'-0" lifting during concrete placement down to the deck forms and/or the beams to prevent The top reinforcing in the deck shall be securely tied

Note on the Layout Sheet.

See the "COORDINATION WITH ROADWAY PLANS"

For Bar Bending Diagrams, See Sheet 28.

For Typical Section, See Sheet 24.

For General Notes, See Sheet 8.

For Additional Superstructure Details, See Sheet 27.

All reinforcing bars to be galvanized.

NOTES:

7.

6.

5.

4.

3.

2.

1.

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DESIGN ENGINEER DATE

DESIGNED:

CHECKED:

DRAWN:

CHECKED:

PROJECT

DESIGNATION

SHEETS

VERTICAL SCALE

Bridge No. 335

PR-26-0836

No.

G

LAON

S

P R

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S N

ANIA

I

NI D

STATE OF

E

R E

I N

E

R

EERSTIGE D

PE12500107

07/22/2026

O u t-to -O u t

C o p in g

Structure and Line "PR-A"�

� Bearing Bent No. 4 & �

Bearing�

M in La p

Bearing�

Pier No. 3�

& 1 - #4 X 34'-9 1/2" (Median) 7 Lines of 7 - #4 X 40'-0"

3'-3" Min. Lap (Typ.)

11"

292'-6 1/2" Out-to-Out Deck

Pier� Pier to �85'-0"

Brg.� Brg. to �83'-2"

11"

Pier� Bent to �103'-0"

Brg.� Brg. to �102'-1" x

G a lv a n iz e d T h re a d e d

T ie

B a r A s s e m b ly

S p a c e s

M a x

T ie d t o B o tt o m

M a t o f D e c k S te e l x

/2 (T o p

L in e s o f x x

/2 (B o tt o m

L in e s o f x

(T o p O ve r

P ie rs S ta g g e re d x

19'-0" 16'-0"

16'-0" 19'-0"

445 Spa. @ 7 7/8" Max. = 292'-0 1/2" (451 Bars in Coping, Spaced w/ #5s, 892 Total in Coping)

445 Spa. @ 7 7/8" Max. = 292'-0 1/2" (446 Lines of 2 - #5 x 37'-8" Bars)

Light Pole Sta. 38+15.00

3" (Typ.)

1 - 453 (Bottom) 1 - 453 (Top) &

S 87° 18' 05" E

3'-3" Min. Lap (Typ.