Alger_Rd_60%_Structure_Plans.pdf

LOCATION MAP

Miles

0 0.5 11 reproduction.

Note: The scale of these plans may have changed due to CONSULTANT PROJECT NO. 502101595

Registry #155

Vendor No. 591294824004

(850)484-6011

Pensacola, Florida 32502

Suite 700

220 West Garden Street

Mott MacDonald

PLANS PREPARED BY:

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SHEET DESCRIPTIONSHEET NO.

INDEX OF STRUCTURE PLANS

PROJECT SITE

ENGINEERING DEPARTMENT

ESCAMBIA COUNTY, FLORIDA

THE TOWN OF CENTURY

PLANS PROPOSED FOR

(BRIDGE NO. ######)

STRUCTURE PLANS

This drawing is the property of Mott MacDonald Florida, LLC., and may not be reproduced without written permission. This document should not be relied on or used in circumstances other than those for which it was originally prepared and for which Mott MacDonald was commissioned. Mott MacDonald accepts no responsibility for this document to any party other than the person or entity by whom it was commissioned.

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PROJECT MANAGER:

REG. FL ENG. NO:

SECTION/TOWNSHIP/RANGE:DISTRICT:

PROJECT ENGINEER:

SIGNATURE: DATE:

51391BART F. HENDRICKS, P.E.

SHEET NUMBER:

5 / 5N / 30W

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Bridge Location

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BRIDGE REPLACEMENT

ALGER ROAD OVER UNNAMED BRANCH

STANDARD INDEX DESCRIPTIONINDEX NO.

STANDARD PLANS FOR BRIDGE CONSTRUCTION

GUARDRAIL536-001

BORING LOGS (2 OF 2)B1-15

BORING LOGS (1 OF 2)B1-14

BRIDGE LOAD RATINGB1-13

SHEET PILE WALL NOTESB1-12

TABLE OF VARIABLES - SLAB UNITSB1-11

PRESTRESSED BEAM SECTIONSB1-10

TYPICAL SECTION AND APPROACH SLAB DETAILSB1-09

FOUNDATION AND WALL LAYOUT PLANB1-08

FRAMING PLANB1-07

PILE CAP SECTIONS AND DETAILSB1-06

GRS WINGWALL SECTIONB1-05

GRS ABUTMENT SECTIONS AND DETAILSB1-04

GRS PLAN AND ELEVATIONB1-03

BRIDGE HYDRAULIC RECOMMENDATIONSB1-02

PLAN AND ELEVATIONB1-01

GENERAL NOTESB-02

BRIDGE KEYSHEET & INDEX OF DRAWINGSB-01

FEBRUARY 2026

60% SUBMITTAL

2025.084/.085

170001-021

NUMBER

SURVEY

NUMBER

PROJECT

F B

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-0

P

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-5

N -3

W

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Bridge No. ######

60% Plans

"2

1Prestressed Slab Units

3"Pile Caps

3"Approach Slabs Bottom

2"Approach Slabs Top & Sides

B-02

Designation

Size

Quantity

CONCRETE STRENGTH TABLE

CONCRETE CLASS

Superstructure Substructure

Concrete Steel

IN STRUCTURE

LOCATION OF CONCRETE

STRENGTH (PSI)

COMPRESSIVE

MIN 28-DAY

Aggressive

Slightly

GENERAL NOTES

Unless Otherwise NotedUON

TypicalTyp.

Right of WayR/W

Normal High WaterNHW

Minimum Vertical ClearanceMVC

Minimum Horizontal ClearanceMHC

MemberMbr.

Front Face Of BackwallFFBW

Soil: pH = 5.9 Moderately Aggressive Extremely Aggressive

Class �: (Bridge Deck) f'c=4.5 ksi Approach Slabs for opening to loads.

and may be increased to reduce time to reach critical strength requirements

Concrete strength shown in the Concrete Strength Table is minimum required

346. Precast concrete shall conform with ALDOT Specifications Section 512.

All Cast-in-Place Concrete Shall Conform with FDOT Specifications Section

Concrete:2.

Typical Reinforcing Bars Are Designated As: 4~4A1

Reinforcing Steel: Grade 60 Carbon steel per Specifications Section 9311.

Materials:H.

Sewer and Water Lines: 85 plf

Utilities6.

Exempt per Structures Design Guidelines 2.3.1

Seismic5.

wind speed of 170 mph

As per AASHTO and as modified by Structures Design Guidelines with a basic

Wind Load4.

Concrete Cover: (minimum unless otherwise noted)3.

or vertically unless otherwise noted.

All dimensions in these plans are measured in feet either horizontally

Plan DimensionsI.

accordance with AASHTO M-232 unless otherwise noted.

a. All steel bolts and hardware shall be ASTM A307 galvanized in

Steel Hardware5.

post-tensioning within 7 days after placing keyway concrete.

compressive strength of 4.5 ksi. Adjust concrete mix design to allow

c. Stress Post-Tension bars after keyway concrete reaches a strength of 3.0 ksi.

concrete reaches initial set until the concrete reaches a compressive

b. The grouted beams should not be disturbed form the time keyway keyways with concrete.

a. Pressure wash precast slab unit keyways just prior to filling

Keyway Grout4.

dimension is noted to face of concrete.

location of reinforcing steel are to centerline of bar except where clear

Section 415 for allowable tolerances. All dimensions pertaining to the fabrication tolerances unless shown as "minimum cover". See Specifications

Concrete cover dimensions shown in the plans do not include placement and

WithW/

Top ofT/

Edge of PavementEOP

ElevationEL.

Expansion JointEJ

Each FaceE.F.

Design High WaterDHW

Counter SinkCSK

Bridge NumberBN

Bottom ofB/

Abbreviations:

disposition of utilities.

See the Roadway plans for Utility Owner information and slab concrete.

specifications a minimum of (2) weeks prior to placing approach

Perform backfill and compaction in accordance with the

Q. Backfill absorption.

M153 or AASHTO M213 modified to allow a maximum of 25% water expansion joint material shall meet the requirements of AASHTO instructions and the joint details shown in the plans. Pre-formed as Dow Corning 890-SL. Install using the manufacturer's written

Joint Sealant shall be a low-modulus, self-leveling silicone such

P. Joint Sealant

Other Concrete Surfaces - Class 3 Surface Finish.

Riding Surfaces - Broomed Finish

O. Concrete Surface Finish

Alger Road will be closed for construction.

Traffic ControlN.

Elevation for the existing bridge location.

Existing Bridge shall be Demolished and Disposed. See Plan and

M. Existing Bridge to those shown shall require approval of the Engineer.

indicated in the plans. Additional construction joints or alterations

Construction joints will be permitted only at the locations

Joints In ConcreteL.

Number:Name:

in accordance with the Traffic Railing Standard Plans:

Place the following bridge name and number on the traffic railings

Bridge Name and NumberK.

3.

locations. Locate utilities prior to driving piles.

The utilities shown in the Bridge Plans are at approximate 2.

For locations of existing utilities, See Plan and Elevation Sheet. 1.

UtilitiesJ.

Concrete Thermal Coefficient: 0.000006 per °F

Range: 70 °F

Fall From Mean: -35 °F

Rise From Mean: +35 °F

Mean: 70 °F

3. Design Temperatures properties.

thickness in the dead load but omitted from the design of the section

None. The beam depth includes a 1" sacrificial Future Wearing Surface

150 pcfReinforced Concrete

15 plf (Self-supporting)Traffic Railings

Dead Loads:2.

FL-120 for load rating

HL-93 with Dynamic Load Allowance

1. Live Loads:

Design LoadingsG.

FB Multipier v5.9

STAAD Pro V8i SS5

Structural Analysis Programs: F.

equations.

AASHTO Bridge Design Specifications (9th Edition) Live Load Distribution and fatigue limit states. Live Load distribution factors determined from

Load and Resistance Factor Design (LRFD) method using strength, service

Design MethodologyE.

ENVIRONMENT ITEM COVER

EnvironmentD.

adjustment, and are expressed in U.S. Survey Feet.

Elevations shown are referenced to NAVD 88 Vertical Datum, 1991

Vertical DatumC.

most expensive of the contract documents options.

identified prior to bid shall be controlled and constructed according to the in writing to the engineer of record prior to bid. Conflicts which are not

Report conflicts between plans, specifications, and other contract documents 5.

no less quality than a comparable APL product.

accepted if they meet all the requirements of the Specifications and provide

(APL) or as referenced in the Specifications. Substitute products will only be

e. Approved material refers to a product on the FDOT Approved Products List applicable.

d. Testing requirements that exceed the requirements of the County are not

c. FDOT Submittal requirements are not applicable.

b. Methods of payment and Pay Item Numbers are not applicable.

applicable.

a. Division I General Requirements & Covenants shall be excluded and not following exceptions:

Specifications for Road and Bridge Construction (latest edition) with the

All work, unless otherwise indicated, shall conform to the FDOT Standard 4.

http://co.escambia.fl.us/Bureaus/ PublicWorks/Engineering.html

Escambia County General Paving and Drainage Technical Specifications. 3.

Highway Construction - For Precast Bridge Components

Alabama Department of Transportation 2022 Standard Specifications for 2.

Implemented/SpecBooks/default.shtm

Documents. http://www.dot.state.fl.us/programmanagement/

Specifications for Road and Bridge Construction, as amended by Contract revised Index Drawings as appended herein, and FY 2025-26 Standard

Florida Department of Transportation, FY 2025-26 Standard Plans and 1.

Governing Standards and Construction SpecificationsB.

FDOT Design Manual dated January 2025.3.

and all subsequent interims.

Load and Resistance Factor (LRFD) Bridge Design Specifications, [9th] Edition

American Association of State Highway and Transportation Officials (AASHTO) 2.

FDOT Structures Manual dated January 2025.1.

Design SpecificationsA.

f'c=5.5 ksiClass IV CIP Pile Caps, Keyways f'c=8.5 ksiClass VI Precast Slab Units

Moderately AggressiveSlightly AggressiveWater: pH = 6.49

NUMBER

SURVEY

NUMBER

PROJECT

F B

-1

-0

P

P -7

-7

-5

N -3

W

NUMBER

DRAWING

N U

M B

E R

R E

V

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N

S

W E

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Bridge No. ######

60% Plans

S

71 72

71 72

Notes:

1. See sheet B1-03 for sheet piling details.

2. See sheet B1-08 for foundation layout.

3. See sheets B1-14 and B1-15 for Soil

Boring Logs.

Legend

Sanitary Sewer Line

Wetland Limits

Direction of Traffic

Direction of Flow

Existing Riprap

Existing Structure

Existing Water Line

(to be Replaced)

WARNING: WATER AND GAS

MAIN AND OVERHEAD POWER

LINES IN THE AREA OF

CONSTRUCTION

Design High WaterDHW

Expansion BearingE

B e g in B r id g e

S ta

.0

E L

.7

E n d B r id g e

S ta

.8

E L

.7

Existing Overhead

Electrical Wire

Existing Telephone Pole

1+00.00

B e g in

V P

I

S ta

.5

E L

.3

E n d V

P I

S ta

.5

E L

.5

1.10% 1.10%

NE: 81°33'59.32"

Approximate Soil

Boring Location

Existing Gas Line

(to be abandoned)

B1-01

L a n e

L a n e

3'-0"3'-0"

Min. Clr.

2'-0"

Overall Bridge Length

Sta. 0+70.92

Begin Approach

Sta. 0+86.00

Begin Bridge

Sta. 1+13.83

End Bridge Sta. 1+28.92

End Approach

EJ EJ

Approach Slab

15'-0"

Span

27'-10"

Approach Slab

15'-0"

Min. Horiz. Cl. = 21'-10"

Out to Out Bridge Length

58'-0"

� Alger Rd

� Helical Piles

� Helical Piles

Limits

Riprap Rubble

Culvert

Existing CMP Guardrail

Existing

Plan

Pole

Existing Telephone

R/W

R/W

DHW: 72.50'

Elevation

Culvert

Exist. CMP

Bent 2

End Bridge

Bent 1

Begin Bridge See Roadway Plans

Guardrail

Helical Piles

Wall

Sheet Pile

Rubble Limits

Riprap

NUMBER

SURVEY

NUMBER

PROJECT

F B

-1

-0

P

P -7

-7

-5

N -3

W

NUMBER

DRAWING

N U

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W E

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D R

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C E

I N

E N

G

IN

E E

R

IN

G S

E R

V

IC

E

T u rk e y

B lu ff R o a d

N a v a rr e

F lo ri d a p

(8

-5

C E

R T

IF

IC

A T

E O

F A

U T

H O

R

IZ

A T

IO

N

C

A -3

Bridge No. ######

60% Plans

S

71 72

71 72

1+00.00

NE: 81°33'59.32"

B1-02

Min Horiz Clr

21'-10"

Sta. 1+29.00

End Approach

Sta. 1+14.00

End Bridge

(to be Removed)

Existing Culverts

Sta. 0+86.00

Begin Bridge

Sta. 0+71.00

Begin Approach

Wetlands Line

Approx

Direction of Stationing

Wetlands Line

Approx

Alger Road

Sta. 1+13.83

End Bridge

0.73 Sq. Mi.

Drainage Area

Project Location

BRIDGE NO. ######

STRUCTURE

PROPOSED

NOTE:

STAGE ELEV. NAVD (ft)

FLOOD DATA:

DISCHARGE (cfs)

AVERAGE VELOCITY (f/s)

EXCEEDANCE PROB. (%)

FREQUENCY (yr.)

MAX. EVENT OF RECORD DESIGN FLOOD BASE FLOOD GREATEST FLOOD

OVERTOPPING or

TOTAL SCOUR ELEVATION

PIER INFORMATION LONG TERM

SCOUR ELEV.

WORST CASE ≤ 100 yr.

FREQ. (yr.) FREQ. (yr.)

HYDRAULIC RECOMMENDATIONS

BEGIN BRIDGE STATION1.

2.

3.

4.

CLEARANCE PROVIDED:

MINIMUM CLEARANCE:

ABUTMENTS:

NAV: HORIZ.

NAV: HORIZ.

VERT.

VERT.

END BRIDGE STATION

ABOVE EL.

ABOVE EL.

DRIFT: HORIZ.

DRIFT: HORIZ.

VERT.

VERT.

ABOVE EL.

ABOVE EL.

END BRIDGEBEGIN BRIDGE

RUBBLE GRADE:

SLOPE:

BURIED OR NON-BURIED HORIZ. TOE:

TOE HORIZ. DISTANCE:

LIMIT OF PROTECTION:

DECK DRAINAGE:5.

REMARKS:

AREA OF OPENING@D.F.

HYDRAULIC DESIGN DATA

EXISTING STRUCTURES

SKEW ANGLE

SIZE AND TYPENUMBERS

ELEV. LOW MEMBER

BRIDGE WIDTH

TYPE CONSTRUCTION

SPAN LENGTH

OVERALL LENGTH

FOUNDATION

(REFERENCE)

WORST CASE ≤ 500 yr.

TERMS:

WATER SURFACE ELEVATIONS: N.H.W. (Non-Tidal)

CONTROL (Non-Tidal)

M.H.W. (Tidal)

M.L.W. (Tidal)

(to be Removed)

Existing Culverts

Existing Grade

EL: 72.50

DHW

EL: 69.96

OHW

Sta. 0+86.00

Begin Bridge

( 1 ) ( 2 ) ( 3 ) ( 4 )

SCOUR PREDICTIONS FOR PROPOSED STRUCTURE DESCRIBED ABOVE:

design stages, feet-NAVD 1988.

cautioned against the assumption of precision for the discharge rates, units are in cubic feet per second and the

This hydraulic data is a summary of design calculations and is provided for informational purposes only. The user is

Greatest Flood: The most severe that can be predicted where overtopping is not practicable.

Overtopping Flood: Causes flow over the highway, over a watershed divide, or thru emergency relief structures.

Base Flood: Has a 1% chance of being exceeded in any given year (100 year frequency)

Design Flood: Utilized to assure a desired level of hydraulic performance.

N/A

28'-0"

N/A

DOUBLE CMP

9.82 SF

N/A

69.13

CONCRETE

27'-10"

27'-10"

CONCRETE

97.11 SF

22'-11"

74.58

N/A

Unknown

Unknown

Unknown

Unknown

Unknown

72.50

7.63

4.0

73.32

8.95

0+86.00 1+13.83 0 DEG.

N/A N/A N/A N/A N/A N/A

N/A N/A N/A N/A N/A N/A

Bank & Shore

1:2

Buried

N/A

N/A

Bank & Shore

1:2

Buried

N/A

N/A

Runoff from the bridge will drain to the east and west side of the bridge

Note:

Do not use the information on this sheet for construction purposes. This sheet is in the plans for documentation and to assist construction personnel with drainage concerns.

N/A N/A

N/A

74.41

9.54

0.2

N/A

28'-4"

N/A

CMP CULVERT

1.77 SF

N/A

68.45

N/A

27'-5"

N/A

CMP CULVERT

4.91 SF

N/A

68.90

BENTS 1 & 2 2" � HELICAL PILES

NUMBER

SURVEY

NUMBER

PROJECT

F B

-1

-0

P

P -7

-7

-5

N -3

W

NUMBER

DRAWING

N U

M B

E R

R E

V

IS

IO

N

S

W E

R

D R

A W

N B

Y

D A

T E

A P

P R

O V

E D

B Y

F E

B R

U A

R Y

D A

T E

F

IE

L D

B O

O K

P

A G

E S

B F

H

D A

T E

R

E G

F

L A

E

N G

N

O

D E

S

IG

N E

D B

Y

R H

B

S

IG

N A

T U

R E

C H

E C

K

S E

C T

IO

N

T

O W

N S

H

IP

R

A N

G E

P R

O J E

C T

M A

N A

G E

R

T

IM

O T

H Y

C A

R D

E N

D

IS

T R

IC

T

SHEET

D

E D

-5

-4

B

-B -F

C

C F

A

G F

C E

N T

U R

Y B

R

ID

G E

R E

P L

A C

E M

E N

T

H S

O

C D

B G

-D R

C H

A N

G E

I N

C O

R P

O R

A T e ll o w

H ig h L ig h te r)

C H

E C

K E

R

R d

P e n

X -O u t to D is a g rr e e o r R e m a rk

O R

IG

IN

A T

O R

Q rr e c t

(G re e n

H ig h li g h te r)

C h a n g e

R e d

P e n

P R

O D

U C

T

IO

N C

H E

C K

IN

G

C O

M P

L E

T E

R

E A

D Y

F O

R S

U B

M

IT

T A

L R

E V

IE

W

R

P

O R

IG

IN

A T

O R

R

P

P H

A

V

IE

W

S

IG

N A

T U

R E

D A

T E

D A

T E

D A

T E

D A

T E

R E

M A

R K

I N

C O

R P

O R

A T lu e H ig h li g h te r)

V E

R

IF

IC

A

T

IO

N

C H

E C

K E

R

Q e H ig h li g h te r)

O R

IG

IN

A T

O R

V E

R

IF

IC

A

T rr e c t

(P in k H ig h li g h te r)

D A

T E

D A

T E

D A

T E

D A

L E

E

L O

N G

P

.E

E X

C E

L L

E N

C E

I N

E N

G

IN

E E

R

IN

G S

E R

V

IC

E

T u rk e y

B lu ff R o a d

N a v a rr e

F lo ri d a p

(8

-5

C E

R T

IF

IC

A T

E O

F A

U T

H O

R

IZ

A T

IO

N

C

A -3

Bridge No. ######

60% Plans

B1-03

"2

23'-9

"8

8'-7 "8

8'-72'-5" 2'-5"

9"

"2

23'-6

Cap

Wall

New 6"� Waterline

Typ.

GRS Reinforcement

Sta. 0+86.00

Begin Bridge

Bridge Beams

� Bearing Line

Superstructure

Right Coping

Superstructure

Left Coping

� Alger Rd

Beam Seat

Approach Slab

Sta. 0+71.00

Begin Approach

Wall Typ.

Sheetpile

GRS ABUTMENT ELEVATION

GRS ABUTMENT PLAN

WARNING:

OF CONSTRUCTION

LINES AT AREA

* OVERHEAD POWER

Wall Cap = MC13x31.84.

with OSHA requirements.

identify and mark lines to aid in complying lines. Coordinate with Gulf Power to installed underneath overhead electrical

3. Sheet piles and precast beams are to be and required properties.

See Sheet B1-12 for sheet pile wall notes2.

See Sheet B1-06 for pile cap details.

See Sheet B1-05 for wingwall section.

See Sheet B1-04 for sections and details.

Wingwalls are folded out for elevation view.1.

Notes:

T/RSF, EL. ##.##

EL. ##.##

B/RSF

EL. ##.##

B/Excavation

EL. ##.##

B/Sheet Pile, EL. 73.57

T/Wall Cap Waterline

New 6"�

NUMBER

SURVEY

NUMBER

PROJECT

F B

-1

-0

P

P -7

-7

-5

N -3

W

NUMBER

DRAWING

N U

M B

E R

R E

V

IS

IO

N

S

W E

R

D R

A W

N B

Y

D A

T E

A P

P R

O V

E D

B Y

F E

B R

U A

R Y

D A

T E

F

IE

L D

B O

O K

P

A G

E S

B F

H

D A

T E

R

E G

F

L A

E

N G

N

O

D E

S

IG

N E

D B

Y

R H

B

S

IG

N A

T U

R E

C H

E C

K

S E

C T

IO

N

T

O W

N S

H

IP

R

A N

G E

P R

O J E

C T

M A

N A

G E

R

T

IM

O T

H Y

C A

R D

E N

D

IS

T R

IC

T

SHEET

D

E D

-5

-4

B

-B -F

C

C F

A

G F

C E

N T

U R

Y B

R

ID

G E

R E

P L

A C

E M

E N

T

H S

O

C D

B G

-D R

C H

A N

G E

I N

C O

R P

O R

A T e ll o w

H ig h L ig h te r)

C H

E C

K E

R

R d

P e n

X -O u t to D is a g rr e e o r R e m a rk

O R

IG

IN

A T

O R

Q rr e c t

(G re e n

H ig h li g h te r)

C h a n g e

R e d

P e n

P R

O D

U C

T

IO

N C

H E

C K

IN

G

C O

M P

L E

T E

R

E A

D Y

F O

R S

U B

M

IT

T A

L R

E V

IE

W

R

P

O R

IG

IN

A T

O R

R

P

P H

A

V

IE

W

S

IG

N A

T U

R E

D A

T E

D A

T E

D A

T E

D A

T E

R E

M A

R K

I N

C O

R P

O R

A T lu e H ig h li g h te r)

V E

R

IF

IC

A

T

IO

N

C H

E C

K E

R

Q e H ig h li g h te r)

O R

IG

IN

A T

O R

V E

R

IF

IC

A

T rr e c t

(P in k H ig h li g h te r)

D A

T E

D A

T E

D A

T E

D A

L E

E

L O

N G

P

.E

E X

C E

L L

E N

C E

I N

E N

G

IN

E E

R

IN

G S

E R

V

IC

E

T u rk e y

B lu ff R o a d

N a v a rr e

F lo ri d a p

(8

-5

C E

R T

IF

IC

A T

E O

F A

U T

H O

R

IZ

A T

IO

N

C

A -3

Bridge No. ######

60% Plans

B1-04

"2 x d e e p s lo tt e d h o le

6"

3'-0"10"

"8

1/2" Joint "2

1"

5"

3'-0"

Filed Drill into Precast Footing

"� x 3" Exp. Bolts @48" O.C.8

Typ 1

2-24

Wall Cap Typ.

MC13x31.8

In s ta ll E a E x p

B o lt a t T

/h o le

3L7x4x

� Bridge Beam Bearing

Begin/End Bridge between pads

" Exp. Polystyrene2

Stop 3" from ends

Typ. Reinf.

Typ Ea

Sheet Leg

Typ Ea

Sheet Leg Wall Cap Typ.

MC13x31.8

Typ Ea

Sheet Leg Wall Cap Typ.

MC13x31.8

Beam Seat

" bead silicon sealant2 1w/

Set footing directly on cap

Slab Beam

Pad

Bearing

"x3" 2 aggregate off cap

Use as form to keep

1/2"x4" Exp. Board w/barge cement

Bond pad to cap

Approach Slab

Wing Sheet Pile

Wing Sheet Pile

SHEET PILE WING SECTION AT FOOTING

SHEET PILE WING SECTION

DETAIL A, SHEET PILE ABUTMENT SECTION

Precast Footing

Reinf. Layers

Primary GRS

(GRS Reinf. Not Shown)

(GRS Reinf. Not Shown)

(FFSW)

Sheet Pile

Abutment Face angle leg at ends

Continue sealant full height " Exp Jt Material2

1Over 3"x

Silicon Sealant w/Backer Rod w/Backer Rod

Joint Sealant for polymer nosing wide min. section w/blockout

Asphalt, 3" deep x 12"

Polymer Joint Nosing

GAB

Slab

Approach

Approach

Begin/End

Exp. Jt. Material

1/2" x 4" deep

APPROACH EXPANSION JOINT DETAIL

Bearing Bed Reinf., 4~Layers x 4'-0" when filling keyways

Fill gap below joint w/concrete

NOTES:

1. Work this sheet with GRS Abutment Plan and Elevation sheets.

2. Seal weld wall cap sections with 3/16" fillet welds.

Joints:

1. Furnish Poured Joint with Backer Rod Expansion Joint System in accordance with FDOT Specification Section 458 and 932 as supplemented and modified by these details. Furnish joint system consisting of Poured Joint Material, Foam Backer Rods, and all associated miscellaneous components. Dow XJS Expansion Joint System with 902 RCS Joint Sealant is the preferred joint system.

2. Submit material product information and joint details which modify or complete the information shown here prior to installation.

3. Install the joint sealant when the ambient temperature is between 55° F and 85° F and will be rising for the next three hours.

4. Joint sealant shall be a Type D silicone sealant material that meets the specifications and is on the APL. (Dow 902 RCS is preferred)

5. Backer rod material shall be a soft type, low-density extruded polyethylene with a skin-like outer texture that will not bond to the silicone sealant as recommended by the joint sealant manufacturer. Size as required by joint manufacturer.

6. Joint nosing material shall be either a polymer mortar or elastomeric concrete designed and tested by the manufacturer to be used with the sealant to produce a bridge deck joint sealant system. The system shall have a 2-year warranty.

7. The joint shall be installed in accordance with the manufacturer's written instructions.

8. Block-out newly placed asphalt to allow placement of the nosing material after the asphalt has cooled to less than 98° F.

9. Install the nosing material and allow it to cure properly. Remove the joint width form and create the chamfer as recommended by the manufacturer. Seal any cold joints placed in the nosing material. Prime the joint faces, install the backer rod, and install the sealant material as recommended by the manufacturer.

Joint Sealant w/Backer Rod Approach Slab

Approach Slab Turndown

Turndown (Beyond)

Approach Slab

Begin/End Bridge

NUMBER

SURVEY

NUMBER

PROJECT

F B

-1

-0

P

P -7

-7

-5

N -3

W

NUMBER

DRAWING

N U

M B

E R

R E

V

IS

IO

N

S

W E

R

D R

A W

N B

Y

D A

T E

A P

P R

O V

E D

B Y

F E

B R

U A

R Y

D A

T E

F

IE

L D

B O

O K

P

A G

E S

B F

H

D A

T E

R

E G

F

L A

E

N G

N

O

D E

S

IG

N E

D B

Y

R H

B

S

IG

N A

T U

R E

C H

E C

K

S E

C T

IO

N

T

O W

N S

H

IP

R

A N

G E

P R

O J E

C T

M A

N A

G E

R

T

IM

O T

H Y

C A

R D

E N

D

IS

T R

IC

T

SHEET

D

E D

-5

-4

B

-B -F

C

C F

A

G F

C E

N T

U R

Y B

R

ID

G E

R E

P L

A C

E M

E N

T

H S

O

C D

B G

-D R

C H

A N

G E

I N

C O

R P

O R

A T e ll o w

H ig h L ig h te r)

C H

E C

K E

R

R d

P e n

X -O u t to D is a g rr e e o r R e m a rk

O R

IG

IN

A T

O R

Q rr e c t

(G re e n

H ig h li g h te r)

C h a n g e

R e d

P e n

P R

O D

U C

T

IO

N C

H E

C K

IN

G

C O

M P

L E

T E

R

E A

D Y

F O

R S

U B

M

IT

T A

L R

E V

IE

W

R

P

O R

IG

IN

A T

O R

R

P

P H

A

V

IE

W

S

IG

N A

T U

R E

D A

T E

D A

T E

D A

T E

D A

T E

R E

M A

R K

I N

C O

R P

O R

A T lu e H ig h li g h te r)

V E

R

IF

IC

A

T

IO

N

C H

E C

K E

R

Q e H ig h li g h te r)

O R

IG

IN

A T

O R

V E

R

IF

IC

A

T rr e c t

(P in k H ig h li g h te r)

D A

T E

D A

T E

D A

T E

D A

L E

E

L O

N G

P

.E

E X

C E

L L

E N

C E

I N

E N

G

IN

E E

R

IN

G S

E R

V

IC

E

T u rk e y

B lu ff R o a d

N a v a rr e

F lo ri d a p

(8

-5

C E

R T

IF

IC

A T

E O

F A

U T

H O

R

IZ

A T

IO

N

C

A -3

Bridge No. ######

60% Plans

Wingwall Section

B1-05

22'-11"

Slab Unit 1

4'-3" 5" 5" 5" 5"

Slab Unit 2

4'-3"

Slab Unit 3

4'-3"

Slab Unit 4

4'-3"

Slab Unit 5

4'-3"

Alger Rd�

Flat Slab Units Typ.

Precast Prestressed

EL: 72.00

piles.

fabric or damaging sheet carefully to avoid puncturing stone. Place riprap filter fabric without bedding

Class 2 to be installed on

Riprap Rubble is ALDOT 4.

installing sheet piles.

##.## or deeper prior to

Excavate down to elevation 3.

unit details.

for precast prestressed slab

See Slab Unit Details sheets 2.

B1-03 and B1-04.

Work this sheet with Sheets 1.

Notes:

Helical Pile

Reinf.

GRS Backfill

Section 985

Specification

Type D-2 or D-3

Filter Fabric

Pile Cap

T/Pile Cap

Sheet Piling

Wall

Sheet Pile

5'-9"

Compacted soil

Wall

Sheet Pile

"4

4'-11

Helical Pile Helical Pile

Compacted soil

Helical Pile

Helical Pile

3"

3"

5'-9"

"8

5'-0

2025.084/.085

170001-021

NUMBER

SURVEY

NUMBER

PROJECT

F B

-1

-0

P

P -7

-7

-5

N -3

W

NUMBER

DRAWING

N U

M B

E R

R E

V

IS

IO

N

S

W E

R

D R

A W

N B

Y

D A

T E

A P

P R

O V

E D

B Y

F E

B R

U A

R Y

D A

T E

F

IE

L D

B O

O K

P

A G

E S

B F

H

D A

T E

R

E G

F

L A

E

N G

N

O

D E

S

IG

N E

D B

Y

R H

B

S

IG

N A

T U

R E

C H

E C

K

S E

C T

IO

N

T

O W

N S

H

IP

R

A N

G E

P R

O J E

C T

M A

N A

G E

R

T

IM

O T

H Y

C A

R D

E N

D

IS

T R

IC

T

SHEET

D

E D

-5

-4

B

-B -F

C

C F

A

G F

C E

N T

U R

Y B

R

ID

G E

R E

P L

A C

E M

E N

T

H S

O

C D

B G

-D R

C H

A N

G E

I N

C O

R P

O R

A T e ll o w

H ig h L ig h te r)

C H

E C

K E

R

R d

P e n

X -O u t to D is a g rr e e o r R e m a rk

O R

IG

IN

A T

O R

Q rr e c t

(G re e n

H ig h li g h te r)

C h a n g e

R e d

P e n

P R

O D

U C

T

IO

N C

H E

C K

IN

G

C O

M P

L E

T E

R

E A

D Y

F O

R S

U B

M

IT

T A

L R

E V

IE

W

R

P

O R

IG

IN

A T

O R

R

P

P H

A

V

IE

W

S

IG

N A

T U

R E

D A

T E

D A

T E

D A

T E

D A

T E

R E

M A

R K

I N

C O

R P

O R

A T lu e H ig h li g h te r)

V E

R

IF

IC

A

T

IO

N

C H

E C

K E

R

Q e H ig h li g h te r)

O R

IG

IN

A T

O R

V E

R

IF

IC

A

T rr e c t

(P in k H ig h li g h te r)

D A

T E

D A

T E

D A

T E

D A

L E

E

L O

N G

P

.E

E X

C E

L L

E N

C E

I N

E N

G

IN

E E

R

IN

G S

E R

V

IC

E

T u rk e y

B lu ff R o a d

N a v a rr e

F lo ri d a p

(8

-5

C E

R T

IF

IC

A T

E O

F A

U T

H O

R

IZ

A T

IO

N

C

A -3

Bridge No. ######

60% Plans

B1-06

SECTION A-A

SECTION B-B

Substructure Concrete

Steel Reinforcement

Item Description Unit Quantity Notes

CY 4.54

LB 407

Estimated Quantities

Class IV, 5.5 ksi

Grade 60

Bill of Reinforcing Steel

Mark Size No. Req'd Length Location Bending

A1 5 16 5'-2" Pile Cap Straight

A2 5 20 4'-6" Pile Cap Straight

A3 5 8 4'-10" Pile Cap Straight

A4 5 4 22'-0" Pile Cap Straight

A5 5 2 21'-6" Pile Cap Straight

A6 5 2 22'-10" Pile Cap Straight

A7 5 4 0'-8" Pile Cap Straight

Notes:

1. All quantities are for one pile cap.

A8 5 10 1'-10" Pile Cap Straight

A

B

A

B

PILE CAP PLAN VIEW

1~5A1

1~5A1

1~5A1

2~5A1

1~5A1

1~5A1

1~5A1

2~5A2

1~5A2

2~5A2

2~5A2

1~5A2

2~5A2

1~5A3

1~5A3

1~5A3

1~5A3 to maintain 3" cover on all sides.

Way. Adjust spacing as needed

Use 1'-0" Typical Spacing, Ea.

pile wall

Sheet against sheet piles

Pour concrete slab 2~5A4

2~5A5

2~5A6

1~5A7

1~5A8

1~5A8

1~5A8

1~5A8

1~5A8

1~5A7

NUMBER

SURVEY

NUMBER

PROJECT

F B

-1

-0

P

P -7

-7

-5

N -3

W

NUMBER

DRAWING

N U

M B

E R

R E

V

IS

IO

N

S

W E

R

D R

A W

N B

Y

D A

T E

A P

P R

O V

E D

B Y

F E

B R

U A

R Y

D A

T E

F

IE

L D

B O

O K

P

A G

E S

B F

H

D A

T E

R

E G

F

L A

E

N G

N

O

D E

S

IG

N E

D B

Y

R H

B

S

IG

N A

T U

R E

C H

E C

K

S E

C T

IO

N

T

O W

N S

H

IP

R

A N

G E

P R

O J E

C T

M A

N A

G E

R

T

IM

O T

H Y

C A

R D

E N

D

IS

T R

IC

T

SHEET

D

E D

-5

-4

B

-B -F

C

C F

A

G F

C E

N T

U R

Y B

R

ID

G E

R E

P L

A C

E M

E N

T

H S

O

C D

B G

-D R

C H

A N

G E

I N

C O

R P

O R

A T e ll o w

H ig h L ig h te r)

C H

E C

K E

R

R d

P e n

X -O u t to D is a g rr e e o r R e m a rk

O R

IG

IN

A T

O R

Q rr e c t

(G re e n

H ig h li g h te r)

C h a n g e

R e d

P e n

P R

O D

U C

T

IO

N C

H E

C K

IN

G

C O

M P

L E

T E

R

E A

D Y

F O

R S

U B

M

IT

T A

L R

E V

IE

W

R

P

O R

IG

IN

A T

O R

R

P

P H

A

V

IE

W

S

IG

N A

T U

R E

D A

T E

D A

T E

D A

T E

D A

T E

R E

M A

R K

I N

C O

R P

O R

A T lu e H ig h li g h te r)

V E

R

IF

IC

A

T

IO

N

C H

E C

K E

R

Q e H ig h li g h te r)

O R

IG

IN

A T

O R

V E

R

IF

IC

A

T rr e c t

(P in k H ig h li g h te r)

D A

T E

D A

T E

D A

T E

D A

L E

E

L O

N G

P

.E

E X

C E

L L

E N

C E

I N

E N

G

IN

E E

R

IN

G S

E R

V

IC

E

T u rk e y

B lu ff R o a d

N a v a rr e

F lo ri d a p

(8

-5

C E

R T

IF

IC

A T

E O

F A

U T

H O

R

IZ

A T

IO

N

C

A -3

Bridge No. ######

60% Plans

Approach Slab Approach Slab

B1-07

15'-0" 27'-10" 15'-0"

1"

3'-11"3'-11"

1"

6~PT Ducts at 4'-0" Sp.

� Alger Rd

FRAMING PLAN

Slab Unit Number#

Sta. 0+70.92

Begin Approach

Sta. 1+29.00

End Approach

Post-Tensioning Recess, Typ (see details sheet)

Note: Bridge railing not shown

Sta. 1+13.83

End Bridge

Sta. 0+86.00

Begin Bridge

P.T. Duct Typ.

Typ.

Keyway

NUMBER

SURVEY

NUMBER

PROJECT

F B

-1

-0

P

P -7

-7

-5

N -3

W

NUMBER

DRAWING

N U

M B

E R

R E

V

IS

IO

N

S

W E

R

D R

A W

N B

Y

D A

T E

A P

P R

O V

E D

B Y

F E

B R

U A

R Y

D A

T E

F

IE

L D

B O

O K

P

A G

E S

B F

H

D A

T E

R

E G

F

L A

E

N G

N

O

D E

S

IG

N E

D B

Y

R H

B

S

IG

N A

T U

R E

C H

E C

K

S E

C T

IO

N

T

O W

N S

H

IP

R

A N

G E

P R

O J E

C T

M A

N A

G E

R

T

IM

O T

H Y

C A

R D

E N

D

IS

T R

IC

T

SHEET

D

E D

-5

-4

B

-B -F

C

C F

A

G F

C E

N T

U R

Y B

R

ID

G E

R E

P L

A C

E M

E N

T

H S

O

C D

B G

-D R

C H

A N

G E

I N

C O

R P

O R

A T e ll o w

H ig h L ig h te r)

C H

E C

K E

R

R d

P e n

X -O u t to D is a g rr e e o r R e m a rk

O R

IG

IN

A T

O R

Q rr e c t

(G re e n

H ig h li g h te r)

C h a n g e

R e d

P e n

P R

O D

U C

T

IO

N C

H E

C K

IN

G

C O

M P

L E

T E

R

E A

D Y

F O

R S

U B

M

IT

T A

L R

E V

IE

W

R

P

O R

IG

IN

A T

O R

R

P

P H

A

V

IE

W

S

IG

N A

T U

R E

D A

T E

D A

T E

D A

T E

D A

T E

R E

M A

R K

I N

C O

R P

O R

A T lu e H ig h li g h te r)

V E

R

IF

IC

A

T

IO

N

C H

E C

K E

R

Q e H ig h li g h te r)

O R

IG

IN

A T

O R

V E

R

IF

IC

A

T rr e c t

(P in k H ig h li g h te r)

D A

T E

D A

T E

D A

T E

D A

L E

E

L O

N G

P

.E

E X

C E

L L

E N

C E

I N

E N

G

IN

E E

R

IN

G S

E R

V

IC

E

T u rk e y

B lu ff R o a d

N a v a rr e

F lo ri d a p

(8

-5

C E

R T

IF

IC

A T

E O

F A

U T

H O

R

IZ

A T

IO

N

C

A -3

Bridge No. ######

60% Plans

71 72

FOUNDATION LAYOUT PLAN

LEGEND

Direction of Traffic

Existing Sanitary

Sewer Line

Existing Water Line

Proposed Helical Pile

Existing Structure

Notes:

1. All pile spacing is dimensioned along the centerline of the pile.

Wetland Limits

WARNING:

GAS MAIN AT AREA

OF CONSTRUCTION

OVERHEAD POWER

LINES AT AREA OF

CONSTRUCTION

B1-08

Sta. 0+86.00

Begin Bridge

Sta. 1+13.83

End Bridge

3'-0"

3'-0"

2" � Helical Pile Existing Culvert

� Alger Rd

NUMBER

SURVEY

NUMBER

PROJECT

F B

-1

-0

P

P -7

-7

-5

N -3

W

NUMBER

DRAWING

N U

M B

E R

R E

V

IS

IO

N

S

W E

R

D R

A W

N B

Y

D A

T E

A P

P R

O V

E D

B Y

F E

B R

U A

R Y

D A

T E

F

IE

L D

B O

O K

P

A G

E S

B F

H

D A

T E

R

E G

F

L A

E

N G

N

O

D E

S

IG

N E

D B

Y

R H

B

S

IG

N A

T U

R E

C H

E C

K

S E

C T

IO

N

T

O W

N S

H

IP

R

A N

G E

P R

O J E

C T

M A

N A

G E

R

T

IM

O T

H Y

C A

R D

E N

D

IS

T R

IC

T

SHEET

D

E D

-5

-4

B

-B -F

C

C F

A

G F

C E

N T

U R

Y B

R

ID

G E

R E

P L

A C

E M

E N

T

H S

O

C D

B G

-D R

C H

A N

G E

I N

C O

R P

O R

A T e ll o w

H ig h L ig h te r)

C H

E C

K E

R

R d

P e n

X -O u t to D is a g rr e e o r R e m a rk

O R

IG

IN

A T

O R

Q rr e c t

(G re e n

H ig h li g h te r)

C h a n g e

R e d

P e n

P R

O D

U C

T

IO

N C

H E

C K

IN

G

C O

M P

L E

T E

R

E A

D Y

F O

R S

U B

M

IT

T A

L R

E V

IE

W

R

P

O R

IG

IN

A T

O R

R

P

P H

A

V

IE

W

S

IG

N A

T U

R E

D A

T E

D A

T E

D A

T E

D A

T E

R E

M A

R K

I N

C O

R P

O R

A T lu e H ig h li g h te r)

V E

R

IF

IC

A

T

IO

N

C H

E C

K E

R

Q e H ig h li g h te r)

O R

IG

IN

A T

O R

V E

R

IF

IC

A

T rr e c t

(P in k H ig h li g h te r)

D A

T E

D A

T E

D A

T E

D A

L E

E

L O

N G

P

.E

E X

C E

L L

E N

C E

I N

E N

G

IN

E E

R

IN

G S

E R

V

IC

E

T u rk e y

B lu ff R o a d

N a v a rr e

F lo ri d a p

(8

-5

C E

R T

IF

IC

A T

E O

F A

U T

H O

R

IZ

A T

IO

N

C

A -3

Bridge No. ######

60% Plans

B1-09

15'-0" 1'-9"

"2

12'-8 "2

1'-2 2'-10"

22'-11"

4'-3"

� Alger Rd

9'-4"9'-4"3

5A1 @ 1'-0" O.C.

5B1 @ 1'-0" O.C.

5A2 @ 1'-0" O.C.

5B2 @ 1'-0" O.C.

5A1 @ 1'-0" O.C.5A2 @ 1'-0" O.C.

5B1 @ 1'-0" O.C.5B2 @ 1'-0" O.C.

5A3 @ 1'-0" O.C.

Beam Seat (Beyond)

2'-0"9'-0"9'-0"2'-0"

Out to Out Bridge

23'-6"±

� Alger Rd

PT Duct

(Beyond)

Turndown

Approach Slab

Ea. Side

3~5B3

5B4 @ 1'-0" O.C.5B4 @ 1'-0" O.C.

16'-9"

1'-10" "2 11'-2

3~5B1

5A4 @ 1'-0" O.C.

14'-6"

"4 312'-6 "4

32'-1"2 11'-2

3'-0"

5A2

5A4

"4 31'-51'-4"3'-0"

5B4

5B2

A

A

Approach Slab Section

Section A

Slope: 0.02 Ft/Ft Slope: 0.02 Ft/Ft

Lane Lane ShoulderShoulder

Typical Section 5" Typ.

Bill of Reinforcing Steel

Mark Size No. Req'd Length Location Bending

A1 5 18 22'-5" Appr. Slab Straight

A2 5 24 16'-0" Appr. Slab See Diag.

A3 5 24 2'-0" Appr. Slab Straight

B1 5 16 22'-5" Appr. Slab Straight

B2 5 24 16'-9" Appr. Slab See Diag.

Estimated Quantities

Item Description

Substructure Concrete

Steel Reinforcement LB

Unit

CY

19.12

Quantity Notes

Class II, 5.5 ksi

Grade 60

Notes:

1. Quantities are for one approach slab

B3 5 6 16'-3" Appr. Slab Straight

B4 5 26 6'-4" Appr. Slab See Diag.

A4 5 30 4'-6" Appr. Slab See Diag.

5A2

5B2

Bar Bending Diagrams

A

A

NUMBER

SURVEY

NUMBER

PROJECT

F B

-1

-0

P

P -7

-7

-5

N -3

W

NUMBER

DRAWING

N U

M B

E R

R E

V

IS

IO

N

S

W E

R

D R

A W

N B

Y

D A

T E

A P

P R

O V

E D

B Y

F E

B R

U A

R Y

D A

T E

F

IE

L D

B O

O K

P

A G

E S

B F

H

D A

T E

R

E G

F

L A

E

N G

N

O

D E

S

IG

N E

D B

Y

R H

B

S

IG

N A

T U

R E

C H

E C

K

S E

C T

IO

N

T

O W

N S

H

IP

R

A N

G E

P R

O J E

C T

M A

N A

G E

R

T

IM

O T

H Y

C A

R D

E N

D

IS

T R

IC

T

SHEET

D

E D

-5

-4

B

-B -F

C

C F

A

G F

C E

N T

U R

Y B

R

ID

G E

R E

P L

A C

E M

E N

T

H S

O

C D

B G

-D R

C H

A N

G E

I N

C O

R P

O R

A T e ll o w

H ig h L ig h te r)

C H

E C

K E

R

R d

P e n

X -O u t to D is a g rr e e o r R e m a rk

O R

IG

IN

A T

O R

Q rr e c t

(G re e n

H ig h li g h te r)

C h a n g e

R e d

P e n

P R

O D

U C

T

IO

N C

H E

C K

IN

G

C O

M P

L E

T E

R

E A

D Y

F O

R S

U B

M

IT

T A

L R

E V

IE

W

R

P

O R

IG

IN

A T

O R

R

P

P H

A

V

IE

W

S

IG

N A

T U

R E

D A

T E

D A

T E

D A

T E

D A

T E

R E

M A

R K

I N

C O

R P

O R

A T lu e H ig h li g h te r)

V E

R

IF

IC

A

T

IO

N

C H

E C

K E

R

Q e H ig h li g h te r)

O R

IG

IN

A T

O R

V E

R

IF

IC

A

T rr e c t

(P in k H ig h li g h te r)

D A

T E

D A

T E

D A

T E

D A

L E

E

L O

N G

P

.E

E X

C E

L L

E N

C E

I N

E N

G

IN

E E

R

IN

G S

E R

V

IC

E

T u rk e y

B lu ff R o a d

N a v a rr e

F lo ri d a p

(8

-5

C E

R T

IF

IC

A T

E O

F A

U T

H O

R

IZ

A T

IO

N

C

A -3

Bridge No. ######

60% Plans

(Omit 4C1 or 4C2 conflicting with PT Duct)

B1-10

2'-0" Min. Lap

5~6C1

1~6C2

4C1 4C1

� Unit

Symmetrical about � Unit

Transverse PT Spacing 4'-0", Typ

4C1

1~6C2

1'-0"

2'-0"

"2 12'-104C1

2'-0"

"2

"4 3 "4

"2

" Chamfer, Typ4

ELEVATION

SECTION X-X 2

I n n e r D u c t

O u te r D u c t

R73 Hex Nut, R9F Hardened Washer

R73 Hex Nut

ASTM Part Number

F436

A29 or A576

R9F-11-436

R73-10

4"

"� Hole4

"8

ELEVATION

PLAN

PT COMPONENT TABLE

PT Component

See PT Component Table

Bearing Plate, 1"� Post-Tension Bar

A722 R71-08Post-Tension Bar

P o s t-

T e n s io n B a r

¡ PT Duct & Bar

See Bearing Plate Detail

Casting Length = L

Top of Beam

Duct from

6" to ¡ PT

Symmetrical about � Unit

Spacing 4C1 or 4C2 Pairs and Dim. R to compensate for elastic and time dependent shortening effects) including length increase as required for unit placed on grade, (Overall length of Prestressed Slab Unit along ¡ unit, ¡ PT Duct

REINFORCEMENT DETAIL

Top of Beam

Top of Beam 3"� Schedule 40 PVC, Outer Duct, Cast-in-Beam

2"� Schedule 40 PVC, Inner Duct, Cast-in-Beam

3"� Schedule 40 PVC, Outer Duct, Cast-in-Beam

See PT Component Table

R9F Hardened Washer, Approach Slab Unit Shown, Precast Barrier similar

Strands

Strands

Strands

Strands

End Cap

" Max2

See Reinforcement Detail

6C2

Note: Shift Stirrups to Miss PT Ducts & Recesses as Req'd

2"

2"

� Unit

Symmetrical about � Unit

Transverse PT Spacing 4'-0", Typ

Casting Length = L

Symmetrical about � Unit

Spacing 4C1 or 4C2 Pairs conflicting with PT Duct)

(Omit 4C1 or 4C2 and Dim. R to compensate for elastic and time dependent shortening effects) including length increase as required for unit placed on grade, (Overall length of Prestressed Slab Unit along ¡ unit, Strands

Strands with Epoxy

Coat Beam Ends

Note: Shift Stirrups to Miss PT Ducts as Req'd

1~6C3 5~6C1

2~6C3

5~6C1 by one quarter turn to account for keyway concrete shrinkage.

2 months after the bridge is complete, remove End Caps and re-tension PT bars by turning all R73 Hex Nuts10.

Coat bearing plate and PT assembly with corrosion inhibiting grease prior to placing end cap.

PT End Cap shall be fiber reinforced nylon, friction fitted into slab unit.9.

Bearing Plate shall be ASTM A36 or better.8.

Field Cutting of Post-Tension Bar shall be done with an abrasive wheel or band saw.7.

" Ea. End)8

7" verifies proper tensioning. (4 3A Post-Tension Bar total elongation measurement of 16.

Use Torque Tensioning to achieve initial tension of 0.6fy = 90 ksi (76.5 kips).5.

Begin Post-Tensioning at midspan of bridge and proceed tensioning towards either Begin or End of Bridge. 4.

Simultaneously Tension the Post-Tension Bar at both ends.3.

Install inner duct and PT bar together.

Coat PT bars with corrosion inhibiting grease just prior to placing in the inner duct.2.

Post-Tension (PT) Bars shall be 1"� ASTM A722 150 ksi All-Thread.1.

See Details

4'-3"

2'-0" Min. Lap

5~6C1

1~6C2

4C1 4C11~6C2

"2

"4 3 "4

"2

" Chamfer, Typ4

6" to ¡ PT Duct from Top of Beam

Strands

Strands

4'-3"

7"

"7

2~4A1 (@ Ea PT Recess)

5" 3"

2~4A1 (@ Ea PT Recess)

"2

3"

" Chamfer, Typ4 with Epoxy

Coat Beam Ends

8 Sp. @ 3" 6 Sp. @ 6" 8 Sp. @ 8" 4 Sp. @ 1'-0" 4 Sp. @ 1'-0"8 Sp. @ 8"6 Sp. @ 6"8 Sp. @ 3"

" Chamfer, Typ4

1~6C2

6C3

See Post-Tensioning Details, This SheetSee Post-Tensioning Details, This Sheet

1'-7"

"2

6C1

6C2, 6C3

1'-7"

TYPICAL SECTION - SLAB UNITS 2 THRU 4TYPICAL SECTION - SLAB UNITS 1 AND 5

BENDING DIAGRAMS

POST-TENSIONING DETAILS

X

X

BEARING PLATE DETAILS

POST-TENSIONING NOTES:

ELEVATION AT END OF SLAB UNITS 2 THRU 4ELEVATION AT END OF SLAB UNIT 1

NUMBER

SURVEY

NUMBER

PROJECT

F B

-1

-0

P

P -7

-7

-5

N -3

W

NUMBER

DRAWING

N U

M B

E R

R E

V

IS

IO

N

S

W E

R

D R

A W

N B

Y

D A

T E

A P

P R

O V

E D

B Y

F E

B R

U A

R Y

D A

T E

F

IE

L D

B O

O K

P

A G

E S

B F

H

D A

T E

R

E G

F

L A

E

N G

N

O

D E

S

IG

N E

D B

Y

R H

B

S

IG

N A

T U

R E

C H

E C

K

S E

C T

IO

N

T

O W

N S

H

IP

R

A N

G E

P R

O J E

C T

M A

N A

G E

R

T

IM

O T

H Y

C A

R D

E N

D

IS

T R

IC

T

SHEET

D

E D

-5

-4

B

-B -F

C

C F

A

G F

C E

N T

U R

Y B

R

ID

G E

R E

P L

A C

E M

E N

T

H S

O

C D

B G

-D R

C H

A N

G E

I N

C O

R P

O R

A T e ll o w

H ig h L ig h te r)

C H

E C

K E

R

R d

P e n

X -O u t to D is a g rr e e o r R e m a rk

O R

IG

IN

A T

O R

Q rr e c t

(G re e n

H ig h li g h te r)

C h a n g e

R e d

P e n

P R

O D

U C

T

IO

N C

H E

C K

IN

G

C O

M P

L E

T E

R

E A

D Y

F O

R S

U B

M

IT

T A

L R

E V

IE

W

R

P

O R

IG

IN

A T

O R

R

P

P H

A

V

IE

W

S

IG

N A

T U

R E

D A

T E

D A

T E

D A

T E

D A

T E

R E

M A

R K

I N

C O

R P

O R

A T lu e H ig h li g h te r)

V E

R

IF

IC

A

T

IO

N

C H

E C

K E

R

Q e H ig h li g h te r)

O R

IG

IN

A T

O R

V E

R

IF

IC

A

T rr e c t

(P in k H ig h li g h te r)

D A

T E

D A

T E

D A

T E

D A

L E

E

L O

N G

P

.E

E X

C E

L L

E N

C E

I N

E N

G

IN

E E

R

IN

G S

E R

V

IC

E

T u rk e y

B lu ff R o a d

N a v a rr e

F lo ri d a p

(8

-5

C E

R T

IF

IC

A T

E O

F A

U T

H O

R

IZ

A T

IO

N

C

A -3

Bridge No. ######

60% Plans

Direction of Stationing

B1-11

END 1 END 2

J

K1

J

K2

L

"8

6 "8

"4

3'-2" = 4

17 Spa. @ 2

2"

W

"8

"4

3'-2" = 4

17 Spa. @ 2

W

"8

- fully bonded strands.

STRAND PATTERNS

DIMENSION NOTES

STRAND DEBONDING LEGEND

ANGLE Ø ANGLE Ø

SCHEMATIC PLAN VIEW AT SLAB ENDS - CASE 1

End Bridge

� Slab Unit

Begin Bridge � Bearing� Bearing the bottom of the slab unit.

are measured perpendicular to � Bearing along

** End of slab unit bearing dimensions "J" and "K" slab unit.

Dimension "R" is calculated at mid-height of the the top of unit at the centerline of slab unit.

sheet with a single asterisk (*) are measured along

* All longitudinal slab unit dimensions shown on this

NOTES:

1. Use 6/10" diameter, Grade 270, Low Relaxation Strands stressed to 43.9 kips each. Area per strand equals 0.217 sq. in.

2. Top Type N Strands shall be ASTM A416 Grade 250 or 270, 3/8" diameter or larger, stressed to 10.0 kips each.

3. Submit any proposed strand arrangement changes to reduce number of types for approval.

4. Cast barriers within 14 days following strand cutting.

TABLE OF VARIABLES - PRESTRESSED CUSTOM WIDTH SLAB UNITS

DIM R

DIMENSIONS *

UNIT

DIM L

W

DIM

DIM K2DIM K1DIM J

END OF UNIT **

END 2END 1

ANGLE Ø

END 2END 1

CASE

PLAN VIEWSTND.

PTRN.

TYPERelease28 Day

STRENGTHS (psi)

CONCRETE PROPERTIES

CLASS

SLAB UNIT

LOCATION

SPAN

NO. NO.(S) / TYPE

Table Date 01-01-12

9" O

O

901118500 6000VI1 9" 9" 27'-10"4'-3"

1 VI 8500 6000 2 1 1

O

O

90 9" 9" 9" 4'-3" 27'-10"

1 & 5 / 12"x51"

2-4 / 12"x51"

REQUIRED

UNITS

NO. OF

3"16

"16

Top row strands stressed at 10.0 kips each. Bottom row strands stressed at 33.8 kips each.

" Diameter Special, Grade 270, Low Relaxation Strands. Area per strand equals 0.167 sq. in.2 1STRAND DESCRIPTION: Use

TYPE 2 20 STRANDSTYPE 1 20 STRANDS

NUMBER

SURVEY

NUMBER

PROJECT

F B

-1

-0

P

P -7

-7

-5

N -3

W

NUMBER

DRAWING

N U

M B

E R

R E

V

IS

IO

N

S

W E

R

D R

A W

N B

Y

D A

T E

A P

P R

O V

E D

B Y

F E

B R

U A

R Y

D A

T E

F

IE

L D

B O

O K

P

A G

E S

B F

H

D A

T E

R

E G

F

L A

E

N G

N

O

D E

S

IG

N E

D B

Y

R H

B

S

IG

N A

T U

R E

C H

E C

K

S E

C T

IO

N

T

O W

N S

H

IP

R

A N

G E

P R

O J E

C T

M A

N A

G E

R

T

IM

O T

H Y

C A

R D

E N

D

IS

T R

IC

T

SHEET

D

E D

-5

-4

B

-B -F

C

C F

A

G F

C E

N T

U R

Y B

R

ID

G E

R E

P L

A C

E M

E N

T

H S

O

C D

B G

-D R

C H

A N

G E

I N

C O

R P

O R

A T e ll o w

H ig h L ig h te r)

C H

E C

K E

R

R d

P e n

X -O u t to D is a g rr e e o r R e m a rk

O R

IG

IN

A T

O R

Q rr e c t

(G re e n

H ig h li g h te r)

C h a n g e

R e d

P e n

P R

O D

U C

T

IO

N C

H E

C K

IN

G

C O

M P

L E

T E

R

E A

D Y

F O

R S

U B

M

IT

T A

L R

E V

IE

W

R

P

O R

IG

IN

A T

O R

R

P

P H

A

V

IE

W

S

IG

N A

T U

R E

D A

T E

D A

T E

D A

T E

D A

T E

R E

M A

R K

I N

C O

R P

O R

A T lu e H ig h li g h te r)

V E

R

IF

IC

A

T

IO

N

C H

E C

K E

R

Q e H ig h li g h te r)

O R

IG

IN

A T

O R

V E

R

IF

IC

A

T rr e c t

(P in k H ig h li g h te r)

D A

T E

D A

T E

D A

T E

D A

L E

E

L O

N G

P

.E

E X

C E

L L

E N

C E

I N

E N

G

IN

E E

R

IN

G S

E R

V

IC

E

T u rk e y

B lu ff R o a d

N a v a rr e

F lo ri d a p

(8

-5

C E

R T

IF

IC

A T

E O

F A

U T

H O

R

IZ

A T

IO

N

C

A -3

Bridge No. ######

60% Plans

B1-12

PERMANENT STEEL SHEET PILE NOTES

shape) controls

(thickness deflection and move the wall top back into the planned position.

Construction of the GRS wall and back-filling outside the wall shall be controlled to remove initial wall 6.

All welding shall be performed using an AWS Certified Welder.5.

shall visit the site and evaluate planned equipment to determine if pile splicing will be required.

installation below the lines without splicing using an excavator mounted vibratory hammer. The contractor

Installation of sheet piles below overhead electrical lines is required. The length of sheet piles may allow 4.

prior to sheet pile installation.

the area adjacent to the sheet pile wall position be excavated to this initial elevation to avoid de-watering excavation elevation prior to sheet pile installation may be below the water table. It is recommended that only

Sheet piles are sized considering excavation on both sides of the wall prior to pile installation. Required 3.

and required pre-excavation elevations.

Refer to GRS Abutment Plan and Elevation sheets for required sheet pile tip, cut-off elevations, wall layout, 2.

The Contractor is responsible for means and methods of construction.1.

INSTALLATION:

Design Passive Resistance Factor of Safety = 1.5.4.

wall to resist construction loads.

means and methods exceed the design parameters shown, the Contractor's Specialty Engineer will redesign the

The Design Parameters indicated in this table were used in the sheet pile wall analysis. If the Contractor's 3.

See Steel Sheet Pile Wall Cantilever Data Table.2.

supporting with sheet piles providing face protection.

Wall design loads based on the temporary excavated condition prior to GRS installation. GRS is self-1.

DESIGN LOADING:

Moderately Aggressive

ENVIRONMENT:

Vertical Datum used is NAVD 88.

VERTICAL DATUM:

Allowable Stress Design (ASD).

DESIGN METHOD:

for Road and Bridge Construction, as amended by Contract Documents.

Florida Department of Transportation, FY 2025 Design Standards and January 2025 Standard Specifications

GOVERNING STANDARDS AND CONSTRUCTION SPECIFICATIONS:

Specifications (7th Edition) and approved interims as specified in the Structures Design Guidelines.

American Association of State Highway and Transportation Officials (AASHTO) LRFD Bridge Design 2.

FDOT Structures Manual Dated January 2025, Volume 1 and 2.1.

DESIGN SPECIFICATIONS:

ALGER ROAD STEEL SHEET PILE WALL, CANTILEVER DATA TABLE

CONSTRUCTION INFORMATION DESIGN PARAMETERS

Soil Water (10) Design Live Loads

Wall Location Minimum Minimum Maximum Wall Elevation Elevation Vertical Horizontal

Section Modulus Moment of Inertia Wall Tip Top Wall Front Wall Back Wall Wall Live Live

Wall Station Offset (Side) Cold-Formed Hot-Rolled Cold-Formed Hot-Rolled

Example

Elevation Elevation Front Slope Back Slope Front Back Load Load

Number (begin to end) (ft) (in^3/ft) (in^3/ft) (in^4/ft) (in^4/ft)

Shapes

(ft) (ft) (ft) (degrees) (ft) (degrees) (ft) (ft) (psf) (plf)

1 0+89.209

0+70.459 to

11.392' (Lt) 5.64 4.7 N/A PZ 22, SCZ 21N 65.28 75.28 75.00 0.00 70.00 70.00 0 0

1 0+88.709 11.892' (Rt)

11.892' (Lt) to

1 0 0

2 11.392' (Lt)

N/A 75.00 45

0070.0070.000.0075.004575.0075.2865.28PZ 22, SCZ 21NN/AN/A4.75.64

1 0+89.209

0+70.459 to

11.392' (Rt) 5.64 4.7 N/A PZ 22, SCZ 21N 65.28N/A 75.28 75.00 0.00 70.00 70.0075.00 45

1+29.541

1+10.791 to

0 05.64 4.7 N/A PZ 22, SCZ 21N 65.28N/A 75.28 75.00 0.00 70.00 70.0075.00 45

2 0 05.64 4.7 N/A PZ 22, SCZ 21N 65.28N/A 75.28 75.00 0.00 70.00 70.0075.00 45

2 11.392' (Rt)1+29.541

1+10.791 to

0 05.64 4.7 N/A PZ 22, SCZ 21N 65.28N/A 75.28 75.00 0.00 70.00 70.0075.00 45

1+11.328 11892' (Rt)

11.892' (Lt) to

Note: Maximum sheet pile section height = 10"

L7x4x3/8 with expansion bolts and sealant (cost incidental to sheet piling): 41 LF each wall3.

Sheet Pile Cap, MC 13x31.8 (cost incidental to sheet piling): 85 LF each wall2.

as the minimum requirements.

Wall area calculated using minimum wall dimensions. Longer uniform length piles may be installed at the same cost

Sheet Piling, Steel, F&I, Permanent: Wall 1 = 1496 SF, Wall 2 = 1479 SF1.

QUANTITIES:

Applied corrosion preventive coating to welded and bolted area to match protection provided on sheets.9.

Spot weld end of bolts.8.

Place weld, equal to thickness of sheet, along vertical sides of splicer, with an E70 welding rod.7.

Securely tighten both bolt assemblies.6.

Set 2nd pile into splicer.5.

Partially tighten the bolt assembly.4.

Place splicer onto driven pile.3.

Torch-cut a 1"x1" notch in each of the two flanges of driven pile.2.

difference between splice elevations of adjacent sheets. Install pile splicers using the procedure below.

manufactured to develop the capacity of the pile section shall be used. Stagger splice points with 2'-0" height

If it is determined that splicing sheet piles is required to install below the overhead electrical lines, pile splicers 1.

SHEET PILE SPLICING:

Sheet pile installation is not allowed from 7:00 p.m. to 7:00 a.m.6.

with the Specifications.

accordance with Specification Section 560. Apply inorganic zinc primer to all steel sheet pile surfaces in accordance

Coat exposed surface of steel sheet piles to 5 feet below the Front Of Wall Soil Elevation (**), with coal tar-epoxy in 5.

thickness. Required steel pile properties have been increased to include the sacrificial thickness.

Pile design service life of 75 years includes contributions from the steel coating and a 0.09 inch sacrificial steel 4.

Minimum sheet pile flange and wall thickness = 0.375".3.

Wall, Cantilever Data Table.

Steel piles may be Hot-Rolled or Cold-Formed. Cold-Formed section properties are shown in the Steel Sheet Pile 2.

962 of the specifications.

Sheet piles shall be ASTM A328, A572, or A690 with a minimum yield strength of 50ksi in accordance with Section 1.

SHEET PILES:

The utilities shown in the Bridge and Wall Plans are at approximate locations.

For locations of existing utilities, see Plan and Elevation, Sheet B1-01.2.

shall coordinate with utility companies to support utilities as required.

The Contractor shall be responsible for identifying buried and overhead utilities prior to sheet pile installation and 1.

UTILITIES:

to starting construction.

Contractor shall verify all dimensions, elevations and angles shown for existing items that affect construction prior 3.

Do not scale drawings; Use dimensions. Drawing scales may have been changed by reproduction.2.

All dimensions in these plans are measured in feet either horizontally or vertically unless otherwise noted.1.

PLAN DIMENSIONS:

27'-10" Span

5"

5"

2025.084/.085

170001-021

NUMBER

SURVEY

NUMBER

PROJECT

F B

-1

-0

P

P -7

-7

-5

N -3

W

NUMBER

DRAWING

N U

M B

E R

R E

V

IS

IO

N

S

W E

R

D R

A W

N B

Y

D A

T E

A P

P R

O V

E D

B Y

F E

B R

U A

R Y

D A

T E

F

IE

L D

B O

O K

P

A G

E S

B F

H

D A

T E

R

E G

F

L A

E

N G

N

O

D E

S

IG

N E

D B

Y

R H

B

S

IG

N A

T U

R E

C H

E C

K

S E

C T

IO

N

T

O W

N S

H

IP

R

A N

G E

P R

O J E

C T

M A

N A

G E

R

T

IM

O T

H Y

C A

R D

E N

D

IS

T R

IC

T

SHEET

D

E D

-5

-4

B

-B -F

C

C F

A

G F

C E

N T

U R

Y B

R

ID

G E

R E

P L

A C

E M

E N

T

H S

O

C D

B G

-D R

C H

A N

G E

I N

C O

R P

O R

A T e ll o w

H ig h L ig h te r)

C H

E C

K E

R

R d

P e n

X -O u t to D is a g rr e e o r R e m a rk

O R

IG

IN

A T

O R

Q rr e c t

(G re e n

H ig h li g h te r)

C h a n g e

R e d

P e n

P R

O D

U C

T

IO

N C

H E

C K

IN

G

C O

M P

L E

T E

R

E A

D Y

F O

R S

U B

M

IT

T A

L R

E V

IE

W

R

P

O R

IG

IN

A T

O R

R

P

P H

A

V

IE

W

S

IG

N A

T U

R E

D A

T E

D A

T E

D A

T E

D A

T E

R E

M A

R K

I N

C O

R P

O R

A T lu e H ig h li g h te r)

V E

R

IF

IC

A

T

IO

N

C H

E C

K E

R

Q e H ig h li g h te r)

O R

IG

IN

A T

O R

V E

R

IF

IC

A

T rr e c t

(P in k H ig h li g h te r)

D A

T E

D A

T E

D A

T E

D A

L E

E

L O

N G

P

.E

E X

C E

L L

E N

C E

I N

E N

G

IN

E E

R

IN

G S

E R

V

IC

E

T u rk e y

B lu ff R o a d

N a v a rr e

F lo ri d a p

(8

-5

C E

R T

IF

IC

A T

E O

F A

U T

H O

R

IZ

A T

IO

N

C

A -3

Bridge No. ######

60% Plans

B1-13

Table Date 07-01-15

Op - Operating

Inv - Inventory

Abbreviations:

L o c a ti o n

C

L o c a ti o n

B

L o c a ti o n

A

RATING LOCATIONS

Other appropriate comments than LRFD.

DF method if other

Interior/exterior beam

Comments:

D im e n s io n

L o c a ti o n

T o n s

R a ti n g F a c to r

F a c to r

D F

D is tr ib u ti o n

D im e n s io n

L o c a ti o n

T o n s

R a ti n g F a c to r

F a c to r

D F

D is tr ib u ti o n

DWDCLL

(tons)

Weight VehicleLimit State

L e v e l

Load Factors Moment (Strength) or Stress (Service) Shear (Strength)

Load Rating Summary Details for Prestressed Concrete Bridges (Flat Slab and Deck/Girder)

N/A

N/A

N/A

N/AN/A N/A N/A

N/A

N/A

N/A

HL-93 1.75

1.35

0.80

1.25

1.00

Strength I (Inv)

Strength I (Op)

Service III (Inv)

Strength II

HL-93

HL-93

FL120

N/A

N/A

N/A

60.0 1.35

1.25

1.25

1.50

1.50

1.00

1.50

Table 2 - LRFR

R a ti n g

L o a d

D e s ig n

R a ti n g

L o a d

P e r m i t software used for rating.

4. Provide name, version #, and date of for appropriate rating methods.

3. See "FDOT Bridge Load Rating Manual" number 1 above.

2. Fill in the date in General Note resemble the bridge being rated.

sketch Showing Span Length(s) to

1. Modify or replace the Rating Location

Notes to Designer:

reinforcement been satisfied? Yes No

Article 5.7.3.5- 10th edition longitudinal

3. Has the AASHTO LRFD Specifications stress limits = 3√f'c or 6√f'c.

2. Service III Design Inventory tensile using the permit vehicle in all lanes.

1. Permit capacity is determined by

Table 2 Notes [Notes Date 07-01-15]:

January 2026 "Structures Manual".

requirements established in the

1. This table is based on the

General Notes:

NUMBER

SURVEY

NUMBER

PROJECT

F B

-1

-0

P

P -7

-7

-5

N -3

W

NUMBER

DRAWING

N U

M B

E R

R E

V

IS

IO

N

S

W E

R

D R

A W

N B

Y

D A

T E

A P

P R

O V

E D

B Y

F E

B R

U A

R Y

D A

T E

F

IE

L D

B O

O K

P

A G

E S

B F

H

D A

T E

R

E G

F

L A

E

N G

N

O

D E

S

IG

N E

D B

Y

R H

B

S

IG

N A

T U

R E

C H

E C

K

S E

C T

IO

N

T

O W

N S

H

IP

R

A N

G E

P R

O J E

C T

M A

N A

G E

R

T

IM

O T

H Y

C A

R D

E N

D

IS

T R

IC

T

SHEET

D

E D

-5

-4

B

-B -F

C

C F

A

G F

C E

N T

U R

Y B

R

ID

G E

R E

P L

A C

E M

E N

T

H S

O

C D

B G

-D R

C H

A N

G E

I N

C O

R P

O R

A T e ll o w

H ig h L ig h te r)

C H

E C

K E

R

R d

P e n

X -O u t to D is a g rr e e o r R e m a rk

O R

IG

IN

A T

O R

Q rr e c t

(G re e n

H ig h li g h te r)

C h a n g e

R e d

P e n

P R

O D

U C

T

IO

N C

H E

C K

IN

G

C O

M P

L E

T E

R

E A

D Y

F O

R S

U B

M

IT

T A

L R

E V

IE

W

R

P

O R

IG

IN

A T

O R

R

P

P H

A

V

IE

W

S

IG

N A

T U

R E

D A

T E

D A

T E

D A

T E

D A

T E

R E

M A

R K

I N

C O

R P

O R

A T lu e H ig h li g h te r)

V E

R

IF

IC

A

T

IO

N

C H

E C

K E

R

Q e H ig h li g h te r)

O R

IG

IN

A T

O R

V E

R

IF

IC

A

T rr e c t

(P in k H ig h li g h te r)

D A

T E

D A

T E

D A

T E

D A

L E

E

L O

N G

P

.E

E X

C E

L L

E N

C E

I N

E N

G

IN

E E

R

IN

G S

E R

V

IC

E

T u rk e y

B lu ff R o a d

N a v a rr e

F lo ri d a p

(8

-5

C E

R T

IF

IC

A T

E O

F A

U T

H O

R

IZ

A T

IO

N

C

A -3

Bridge No. ######

60% Plans

B1-14

Location of Core Borings

Soil Boring Logs

NUMBER

SURVEY

NUMBER

PROJECT

F B

-1

-0

P

P -7

-7

-5

N -3

W

NUMBER

DRAWING

N U

M B

E R

R E

V

IS

IO

N

S

W E

R

D R

A W

N B

Y

D A

T E

A P

P R