Alger_Rd_over_Unnamed_Branch_Structure_Plans_100%.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:

PENSACOLA

NAVAL AIR

STATION

SHERMAN

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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. 484322)

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.

N O

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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 REPLACEMENT

ALGER ROAD OVER UNNAMED BRANCH

STANDARD INDEX DESCRIPTIONINDEX NO.

STANDARD PLANS FOR BRIDGE CONSTRUCTION

GUARDRAIL536-001

BORING LOGS (2 OF 2) (for information only)B1-20

BORING LOGS (1 OF 2) (for information only)B1-19

BRIDGE LOAD RATINGB1-18

SHEET PILE WALL NOTESB1-17

UTILITY SUPPORT DETAILSB1-16

GUARDRAIL DETAILS (2 OF 2)B1-15

GUARDRAIL DETAILS (1 OF 2)B1-14

FRAMING PLANB1-13

TABLE OF VARIABLES - SLAB UNITSB1-12

PRESTRESSED BEAM SECTIONSB1-11

TYPICAL SECTION AND APPROACH SLAB DETAILSB1-10

ABUTMENT SECTIONS AND DETAILSB1-09

PILE CAP SECTIONS AND DETAILSB1-08

ABUTMENT WALL ELEVATIONB1-07

RIPRAP DETAILSB1-06

PIPE PROTECTION DETAILSB1-05

ABUTMENT PLAN AND ELEVATIONB1-04

FOUNDATION LAYOUTB1-03

BRIDGE HYDRAULIC RECOMMENDATIONSB1-02

PLAN AND ELEVATIONB1-01

SUMMARY OF STRUCTURE QUANTITIESBQ1-01

GENERAL NOTESB-02

BRIDGE KEYSHEET & INDEX OF DRAWINGSB-01

AUGUST 2026

100% SUBMITTAL

R

MIKE SEGARS

2025.084/.085

170001-021

NUMBER

SURVEY

NUMBER

PROJECT

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Bridge No. 484322

100% Plans

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2"Prestressed Slab Units

3"Pile Caps

3"Approach Slabs Bottom

2"Approach Slabs Top & Sides

B-02

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Designation

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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 = 5.27 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.

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 DIMENSIONS:I.

accordance with AASHTO M-232 unless otherwise noted.

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

Steel Hardware5.

allow post-tensioning within 7 days after placing keyway concrete.

compressive strength of 4.5 ksi. Adjust concrete mix design to

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

concrete reaches initial set until the concrete reaches a

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

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

Keyway Concrete4.

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:

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 CONTROL:N.

and Elevation for the existing pipe locations.

Existing pipe culverts shall be Demolished and Disposed. See Plan

M. EXISTING STRUCTURES:

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 CONCRETE:L.

Number: 484322 accordance with the Traffic Railing Standard Plans:

Place the following bridge number on the traffic railings in

BRIDGE NAME AND NUMBER:K.

disposition of utilities.

See the Roadway plans for Utility Owner information and 3.

locations. Locate utilities prior to installing piles.

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

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

UTILITIES:J.

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 1/2" sacrificial Future Wearing Surface

150 pcfReinforced Concrete

13 plfTraffic Railings

Dead Loads:2.

FL-120 for load rating

HL-93 with Dynamic Load Allowance

1. Live Loads:

DESIGN LOADINGS:G.

LEAPBridge Concrete V20.00.00.58

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 METHODOLOGY:E.

ENVIRONMENT

ITEM COVERENVIRONMENT:D.

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

Elevations shown are referenced to NAVD 88 Vertical Datum, 1991

VERTICAL DATUM:C.

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 4 provide no less quality than a comparable APL product.

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

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

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 3.

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

Escambia County General Paving and Drainage Technical Specifications. 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 2026-27 Standard

Florida Department of Transportation, FY 2026-27 Standard Plans and 1.

GOVERNING STANDARDS AND CONSTRUCTION SPECIFICATIONS:B.

FDOT Design Manual dated January 2026.3.

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 2026.1.

DESIGN SPECIFICATIONS:A.

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

Moderately AggressiveSlightly AggressiveWater: pH = 6.22

NUMBER

SURVEY

NUMBER

PROJECT

F B

-1

-0

P

P -7

-7

-5

N -3

W

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DRAWING

N U

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Bridge No. 484322

100% Plans

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SUMMARY OF STRUCTURE QUANTITIES

NO.

PAY ITEM

PAY ITEM DESCRIPTION LOCATION UNIT

QUANTITY TOTAL

NOTES

DESIGN

REMARKS

CONSTRUCTION

P F P F

B1 Channel Excavation CY 88.0 88.0

B2

B3

B4

B5

B6

Riprap, Rubble - Bank and Shore TN 315.0 315.0

B7

Bedding Stone TN 126.0 126.0

Helical Pile EA 32.0 32.0

B8

Prestressed Slab Beams - Interior LF 83.5 83.5

55.7

Keyway

Concrete Class IV, Superstructures -

CY 2.4 2.4

38.5

B14

Post-Tension Bars LB 339.0 339.0

B15

Reinforcing Steel - Approach Slab LB 4351.0 4351.0

B22

Reinforcing Steel - Substructure LB 940.0 940.0

Sheet Piling Steel, F&I Permanent SF 2452.0 2452.0

Neoprene Bearing Pads CF 1.0 1.0

Bridge Deck Expansion Joint LF 48.0 48.0

Plastic Filter Fabric SY 240.0 240.0

Geotextile Fabric SY 375.0 375.0

Bridge Deck Grooving SY 148.0 148.0

Bridge Deck Planing SY 148.0 148.0

Utility Hangers EA 4.0 4.0

TL-2

Guardrail - Roadway, General / Low Speed

LF 187.5 187.5

Structure Mount

Special Guardrail Post - Concrete

Anchorage

Guardrail End Treatment - Trailing

EA 18.0 18.0

Prestressed Slab Beams - Exterior

B9

Concrete Class II, Approach Slabs

B12

CY 38.5

B17

Approach Terminal

Guardrail End Treatment - Parallel

B18

B19

B20

B21

B23

B24

LF 55.7

Concrete Class IV, Substructure

B13

CY 9.3 9.3

2.02.0EA

2.02.0EA

B16

Reinforcing Steel - Keyway LB 114.0 114.0

B10

B11

B25

BQ1-01

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Bridge No. 484322

100% Plans

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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

S

71 72

9 68

71 72

NOTES:

1. See sheet B1-04 for sheet piling details.

2. See sheet B1-03 for foundation layout and Helical Pile specifications.

3. See sheets B1-19 and B1-20 for Soil Boring Logs.

Legend

Sanitary Sewer Line

Wetland Limits

Direction of Traffic

Direction of Flow

Existing Riprap

Existing Structure (to be removed)

Existing Water Line (to be replaced)

WARNING:

WATER MAIN, GAS MAIN,

GRAVITY SEWER, AND

OVERHEAD POWER LINES IN

THE AREA OF CONSTRUCTION

Design High WaterDHW

Expansion JointEJ

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)

Excavation

Proposed Riprap

B1-01

P L

A N

A N

D E

L E

V A

T

IO

N

A L

G E

R R

O A

D B

R

ID

G E

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

Sta. 1+49.91

Begin Guardrail

Sta. 0+49.92

Begin Guardrail

Sta. 1+43.67

End Guardrail

Sta. 0+56.16

End Guardrail

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"

+ Bridge

� Alger Rd

� Helical Piles

� Helical Piles

Limits

Riprap Rubble

Culvert

Exist. CMP Guardrail

Existing

PLAN

Exist. Telephone Pole

R/W

R/W

25'-0" 25'-0"

25'-0"25'-0" ditches. Typ. all (4) corners maintain flow from existing

Place Riprap to form ditch &

B-3

B-4

Direction of Stationing

DHW: 72.50'

ELEVATION

Culvert

Exist. CMP

Bent 2

End Bridge

Bent 1

Begin Bridge

Helical Piles

Wall

Sheet Pile

Rubble Limits

Riprap

Riprap

Stone

Bedding

Utility Line

Proposed

Sewer Line

Exist.

Guardrail

W-Beam

Structure

Exist.

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

A U

G U

S T

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

M

IK

E S

E G

A R

S

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

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. 484322

100% Plans

C H

A N

G E

I N

C O

R P

O R

A T e ll o w

H ig h li g h te r)

C H

E C

K E

R

R d

P e n

X -O u t to D is a g re 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

S

71 72

THE AREA OF CONSTRUCTION

OVERHEAD POWER LINES IN

GRAVITY SEWER, AND

WATER MAIN, GAS MAIN,

WARNING:

1+00.00

NE: 81°33'59.32"

B-4

B-3

B1-02

B R

ID

G

E H

Y D

R A

U L

IC

R

E C

O M

M E

N D

A T

IO

N

S

A L

G E

R R

O A

D B

R

ID

G E

Min. Horiz. Cl.

21'-10"

Sta. 1+28.92

End Approach

Sta. 1+13.83

End Bridge

(to be Removed)

Existing Culverts

Sta. 0+86.00

Begin Bridge

Sta. 0+70.92

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. 484322

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 " � HELICAL PILES8

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

A U

G U

S T

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

M

IK

E S

E G

A R

S

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

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. 484322

100% Plans

C H

A N

G E

I N

C O

R P

O R

A T e ll o w

H ig h li g h te r)

C H

E C

K E

R

R d

P e n

X -O u t to D is a g re 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

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.

2.All piles shall be steel helical piles with a service design life of 75 years.

3.Piles 6 and 14 at both bents are installed adjacent to an existing

PVC sewer line. Excavate beside the sewer line to place the auger plates below the pipe prior to starting the installation procedure for these piles.

4.Piles on Rows 1 & 4 are Helicon 2 8"� double helix 10"x12" with a

30' embedment depth to reach suitable soil for minimum 12 Kips service load.

5.Piles on Rows 2 & 3 are Helicon 27 8"� triple helix 10"x12"x14" with a 30' embedment depth to reach suitable soil for minimum 22 Kips service load.

6.Submit alternate helical piles to EOR for approval.

Wetland Limits

WARNING:

GAS MAIN AT AREA

OF CONSTRUCTION

OVERHEAD POWER

LINES AT AREA OF

CONSTRUCTION

ROW PILE

SERVICE

LOAD

K

FACTORED

LOAD

K

PILE CAP

PLATE

EL

1 1 - 8 12 17

2 9-16 22 31

3 1 - 8 22 31

4 9-16 12 17

PILE LOAD TABLE

70.88

70.88

70.88

70.88

9 6

SEWER LINE AT

AREA OF

CONSTRUCTION

B1-03

F O

U N

D A

T

IO

N L

A Y

O U

T A

L G

E R

R O

A D

B R

ID

G

E

Typ.

Helical Piles

Existing Culvert

� Alger Rd

Sta. 0+86.00

End Bent 1

Begin Bridge

Sta. 0+87.33

� Row 2

Sta. 0+84.33

� Row 1

1'-4"1'-8"

Sta. 1+13.83

End Bent 2

End Bridge

Sta. 1+15.50

� Row 4

Sta. 1+12.50

� Row 3

1'-8"1'-4"

3'-0"

3'-0"

2 10

4 12

5 13

6 14

7 15

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

A U

G U

S T

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

M

IK

E S

E G

A R

S

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

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. 484322

100% Plans

C H

A N

G E

I N

C O

R P

O R

A T e ll o w

H ig h li g h te r)

C H

E C

K E

R

R d

P e n

X -O u t to D is a g re 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

B1-04

A B

U T

M E

N T

P L

A N

A N

D E

L E

V A

T

IO

N

A L

G E

R R

O A

D B

R

ID

G E

"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.

Sheet Pile

GRS ABUTMENT ELEVATION

GRS ABUTMENT PLAN

WARNING:

THE AREA OF CONSTRUCTION

OVERHEAD POWER LINES IN

GRAVITY SEWER, AND

WATER MAIN, GAS MAIN,

piles are used)

Wall Cap = C12x25 (or MC13x31.8 if cold-formed 4.

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 B1-17 for sheet pile wall notes2.

pipe thru sheet pile details.

See Sheet B1-05 for pipe protection details and

See Sheet B1-08 for pile cap details.

See Sheet B1-07 for abutment wall elevation.

See Sheet B1-09 for sections and details.1.

NOTES:

B/RSF, EL. 71.42

EL. 70.50

B/Excavation

EL. 53.54

B/Sheet Pile, EL. 73.57

T/Wall Cap

Waterline

New 6"� T/RSF, EL. 74.77

Sheet Pile Details

Seal with Pipe Thru

Exist. Sewer Line

Cut piles for

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

A U

G U

S T

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

M

IK

E S

E G

A R

S

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

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. 484322

100% Plans

C H

A N

G E

I N

C O

R P

O R

A T e ll o w

H ig h li g h te r)

C H

E C

K E

R

R d

P e n

X -O u t to D is a g re 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

PIPE THRU SHEET PILE - SECTION A-A

RIPRAP OVER PIPE DETAIL

B1-05

P

IP

E P

R O

T E

C T

IO

N

D E

T A

IL

S

A L

G E

R R

O A

D B

R

ID

G E

6"

3"

6" 6"

Adjacent un-cut sheet pile Adjacent un-cut sheet pile

Each Side Typ.

at 6" below the top sheet pile measured beyond edge of non-cut

Extend Conc. 6" min.

clearance around pipe

Cut sheets to provide 6" min.

8"� PVC Pipe

Wrap Pipe

1" Thick Foam

Ea. Side Wall

2~#5 bars

M in

T/Conc. Collar

3" min.

� Pipe

Foam Pipe Wrap if wet and soft

Cover W/Filter fabric

Undisturbed Soil

� Pipe to expose pipe

Excavation line

Pipe

6" min. 6" min.

Cut Sheet Pile

Cut Sheet Pile

2~#5 Bars Ea. Side

Collar

Conc.

PLAN - PIPE PASSING THRU SHEET PILE WALL

� Pipe

6"6"

1:1 Typ.

8"� PVC Pipe

Filter Fabric over pipe

Use smaller stones

Riprap over Pipe

Reduce to 6" Thick

Bedding Stone pipe cover and riprap surface before placing

Excavate to expose pipe or sand deleterious materials

Exist soil w/out

A A

Sheet Piles

NOTES:

1. Locate and protect the existing sewer pipe line during demolition and construction.

2. Use the details on this sheet to place sheet piles and riprap over the existing pipe.

3. The cost of installing sheet piles around the pipe and installing the concrete collar is incidental to the cost of the sheet piles.

4. The cost of providing a sand/soil cushion over the pipe and adjusting the bedding stone and riprap is incidental to the cost of the bedding stone.

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

A U

G U

S T

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

M

IK

E S

E G

A R

S

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

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. 484322

100% Plans

C H

A N

G E

I N

C O

R P

O R

A T e ll o w

H ig h li g h te r)

C H

E C

K E

R

R d

P e n

X -O u t to D is a g re 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

B1-06

R

IP

R A

P D

E T

A

IL

S

A L

G E

R R

O A

D B

R

ID

G E

10'-0"

2'-0"

" 3'-0"

M in

M in

"8

3'-0

TYPICAL RIPRAP ELEVATION

SECTION A-A SECTION B-B

M in

M in

Begin/End Bridge

Overlap

2'-0" Min.

Wall Face

Sheet Pile

25'-0" accept flow

Form ditch to

Wall Face

Sheet Pile

Overlap

2'-0" Min.

Natural Grade Surface

Natural Grade Surface

Filter Fabric Typ.

Stone

Bedding

Riprap Rubble

2 min.

channel width between walls

Place riprap over full

T/Riprap El. 70.00'

T/Approach Slab

(Railing Not Shown)

T/Bridge Slab

2 min.

A

A

Bedding Stone

Riprap Rubble

Filter Fabric Typ.

B

B

Filter Fabric Typ.

Riprap Rubble

Bedding Stone

NOTES:

1. Filter fabric shall be Type D-2, in accordance with

Specifications Section 985. Overlap length and method shall be in accordance with Specifications Section 514.

2. The cost of de-watering, excavation necessary to shape the slope and natural grade to place the bedding stone, and filter fabric is incidental to the cost of the bedding stone.

3. Riprap shall be FDOT Rubble Riprap, Bank and Shore

(Class IV or larger).

4. Protect the existing sewer line passing underneath the bedding stone using the Riprap Over Pipe Detail.

5. Place riprap and bedding stone carefully against walls to avoid damage to walls and wall coatings. All damage will be repaired at no expense.

6. Shape riprap placed in line with existing ditches to form channels to convey water to the channel. Do not block flow. Ditches within the R/W limits may be shaped as needed to ease the riprap placement.

Not Shown)

(Utility Support

ABUTMENT WALL ELEVATION

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

A U

G U

S T

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

M

IK

E S

E G

A R

S

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

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. 484322

100% Plans

C H

A N

G E

I N

C O

R P

O R

A T e ll o w

H ig h li g h te r)

C H

E C

K E

R

R d

P e n

X -O u t to D is a g re 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

B1-07

A B

U T

M E

N T

W A

L L

E L

E V

A T

IO

N

A L

G E

R R

O A

D B

R

ID

G E

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"

M in

� Alger Rd

Flat Slab Units Typ.

Precast Prestressed

EL: 71.78

details.

See Sheet B1-06 for riprap 5.

walls.

elevation on each side of the maximum 3'-6" differential fill wall backfill together with

Install riprap and sheet pile 4.

piles.

stone prior to installing sheet elevation to install bedding

Excavate to required 3.

unit details.

for precast prestressed slab

See Slab Unit Details sheets 2.

B1-04 and B1-09.

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"

Sheet Pile Wall

Rod welded to

" � Threaded 8

5'-9"

"8 35'-0

A

O .C

T o p

B o tt o m

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

A U

G U

S T

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

M

IK

E S

E G

A R

S

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

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. 484322

100% Plans

C H

A N

G E

I N

C O

R P

O R

A T e llo w H ig h lig h te r)

C H

E C

K E

R

R d P e n X

-O u t to

D is a g re 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 lig h te r)

V E

R

IF

IC

A

T

IO

N

C H

E C

K E

R

Q e

H ig h lig 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 lig h te r)

D A

T E

D A

T E

D A

T E

B1-08

P

IL

E C

A P

S E

C T

IO

N

S A

N D

D E

T A

IL

S

A L G

E R

R O

A D

B R

ID

G

E

SECTION A-A

SECTION B-B

Substructure Concrete

Steel Reinforcement

Item Description Unit Quantity Notes

CY 4.54

LB 467

Estimated Quantities

Class IV, 5.5 ksi

Grade 60

Bill of Reinforcing Steel

Mark Size No. Req'd Length Location Bending

A1 5 44 4'-6" Pile Cap Straight

A2 5 4 22'-0" Pile Cap Straight

A3 5 2 21'-6" Pile Cap Straight

A4 5 4 22'-10" Pile Cap Straight

NOTE:

1. All quantities are for one pile cap.

2.Do not place loads on or adjacent to the pile caps until the concrete has reached a minimum strength of 3 ksi as demonstrated by concrete test cylinder breaks

TR 5 11 2'-6" Pile Cap Straight

A

B

A

B

PILE CAP PLAN VIEW

to maintain 3" cover on all sides.

Way. Adjust spacing as needed

Use 1'-0" Typical Spacing, Ea.

pile wall

Sheet

2~5A2 T&B

1~5A3 T&B 1~5A4 T&B around " fillet weld all-16

3w/ sheet pile wall threaded rods welded to x2'-6" long "�8

511~

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

A U

G U

S T

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

M

IK

E S

E G

A R

S

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

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. 484322

100% Plans

C H

A N

G E

I N

C O

R P

O R

A T e ll o w

H ig h li g h te r)

C H

E C

K E

R

R d

P e n

X -O u t to D is a g re 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

B1-09

A B

U T

M E

N T

S E

C T

IO

N

S A

N D

D E

T A

IL

S

A L

G E

R R

O A

D B

R

ID

G E

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

7"

3'-0"9"

" Joint2

"2

1"5"

3'-0"

Filed Drill into Precast Footing

"� x 3" Exp. Bolts @48" O.C.8

Typ 1 4 2-24

Wall Cap Typ.

C12x25

4 2

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

Stop 3" from ends

Typ. Reinf.

Typ Ea

Sheet Leg

4 2

Typ Ea

Sheet Leg

Wall Cap

C12x25

4 2

Typ Ea

Sheet Leg Wall Cap Typ.

C12x25

Beam Seat

Cheekwall

Slab Beam

Approach Slab

Wing Sheet Pile

Wing Sheet Pile

Precast Footing

4~Layers x 12'-0"

GRS Reinf. Layers

(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 " x 4" deep2

Exp. Polystyrene

NOTES:

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

2. 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.

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

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

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

6. 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.

7. 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.

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

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

10. 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 full length of Wall Cap

@24" max along "� Threaded Bar8

Typ.

SHEET PILE WING SECTION AT FOOTINGS

DETAIL A, SHEET PILE ABUTMENT SECTION

SHEET PILE WING SECTION

APPROACH EXPANSION JOINT DETAIL

Begin/End Bridge

Pile Cap

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

A U

G U

S T

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

M

IK

E S

E G

A R

S

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

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. 484322

100% Plans

C H

A N

G E

I N

C O

R P

O R

A T e ll o w

H ig h li g h te r)

C H

E C

K E

R

R d

P e n

X -O u t to D is a g re 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

Keyway Concrete

B1-10

T Y

P

IC

A L

S E

C T

IO

N

A N

D A

P P

R O

A C

H S

L A

B D

E T

A

IL

S

A L

G E

R R

O A

D B

R

ID

G E

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)

(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.

2'-6"

"4 39 "2

110 "4

1'-6"

Insert Pocket "2

12~5"x5"x

4"

CHEEKWALL SECTION

Details

See Cheekwall

See Cheekwall Details

A

4A8

4A7

4~4A5@5"

* 34"�x1'-6" Long Threaded Rebar Splicer

W/3#4"� Bolt

2'-0"9'-0"9'-0"2'-1"

Out to Out Bridge

23'-6"±

� Alger Rd

PT Duct

4A5

A

3~4A6@4"

See Detail

Poured Concrete Keyway

KEYWAY DETAIL

PT Duct

C lr

1~5A9 Per Keyway

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-A

NOTES:

1. Quantities are for one approach slab and one cheekwall.

2.Cheekwall may be precast as shown or constructed as CIP with approach slab.

3.Adjust cheekwall rebar spacing as needed to avoid conflict with threaded rod insert pocket.

Maintain 11 2" cover on all sides.

CHEEKWALL ELEVATION

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.

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

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

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

A5

A6

A7

A8

1'-11"

1'-0"

1'-3"

2'-3"

Cheekwall

Cheekwall

Cheekwall

Cheekwall

Straight

Straight

Straight

Straight

Estimated Quantities

Item Description

Substructure Concrete

Steel Reinforcement LB

Unit

CY

19.18

Quantity Notes

Class II, 4.5 ksi

Grade 60

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

Lane Lane ShoulderShoulder

TYPICAL SECTION 5" Typ.

A9 5 4 27'-4" Keyway Straight

5A2 & 5A4

5B2 & 5B4

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

A U

G U

S T

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

M

IK

E S

E G

A R

S

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

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. 484322

100% Plans

C H

A N

G E

I N

C O

R P

O R

A T e ll o w

H ig h li g h te r)

C H

E C

K E

R

R d

P e n

X -O u t to D is a g re 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

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

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

ELEVATION AT END OF SLAB UNITS 2 THRU 4

ELEVATION AT END OF SLAB UNIT 1

NOTES:

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

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

Install inner duct and PT bar together.

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

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

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

6. A Post-Tension Bar total elongation measurement of 13#4" verifies proper tensioning. (7#8" Ea. End)

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

8. Bearing Plate shall be ASTM A36 or better.

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

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

10. 2 months after the bridge is complete, remove End Caps and re-tension PT bars by turning all R73 Hex Nuts by one quarter turn to account for keyway concrete shrinkage.

ELEVATION

REINFORCEMENT DETAIL

SECTION X-X

BEARING PLATE DETAILS

BENDING DIAGRAMS

B1-11

P R

E S

T R

E S

S E

D B

E A

M S

E C

T

IO

N S

A L G

E R

R O

A D

B R

ID

G

E

2'-0" Min. Lap

5~6C1

1~6C2

4C1 4C1

� Unit

Symmetrical about � Unit

Transverse PT Spacing

4C1

1~6C2

1'-0"

2'-0"

"2 12'-104C1

2'-0"

"2

" Chamfer, Typ4

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

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, Strands

Strands

Strands

Strands

End Cap

See Reinforcement Detail

6C2

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

2"

2"

� Unit

Symmetrical about � Unit

Transverse PT Spacing 5'-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

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"

"6

2~4A1 (@ Ea PT Recess)2

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

Details, This Sheet

See Post-Tensioning

Details, This Sheet

See Post-Tensioning

2'-8"

"2

6C1

6C2, 6C3

2'-8"

" Max2

"4

"4

"2

5"

3'-9" 5'-0" Typ. 3'-8"

POST-TENSIONING DETAILS

X

X

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

A U

G U

S T

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

M

IK

E S

E G

A R

S

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

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. 484322

100% Plans

C H

A N

G E

I N

C O

R P

O R

A T e ll o w

H ig h li g h te r)

C H

E C

K E

R

R d

P e n

X -O u t to D is a g re 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

Direction of Stationing

SCHEMATIC PLAN VIEW AT SLAB ENDS - CASE 1

STRAND DEBONDING LEGEND

B1-12

T A

B L

E O

F V

A R

IA

B

L E

S

S L

A B

U N

IT

S

A L

G E

R R

O A

D B

R

ID

G E

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

ANGLE Ø ANGLE Ø

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

DIMENSION NOTES:

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 43.9 kips each.

" Diameter, Grade 270, Low Relaxation Strands. Area per strand equals 0.217 sq. in.10

6 STRAND DESCRIPTION: Use

TYPE 2 22 STRANDSTYPE 1 22 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

A U

G U

S T

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

M

IK

E S

E G

A R

S

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

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. 484322

100% Plans

C H

A N

G E

I N

C O

R P

O R

A T e ll o w

H ig h li g h te r)

C H

E C

K E

R

R d

P e n

X -O u t to D is a g re 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

B1-13

F R

A M

IN

G

P L

A N

A L

G E

R R

O A

D B

R

ID

G E

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

1"

2'-8"2'-8"

1"

3'-9" 3'-9"5'-0"5'-0"5'-0"

� Alger Rd

Slab Unit Number#

Sta. 0+70.92

Begin Approach

Sta. 1+28.92

End Approach

Post-Tensioning Recess, Typ (see details sheet)

Sta. 1+13.83

End Bridge

Sta. 0+86.00

Begin Bridge

NOTES:

1. Slabs have been design with an additional 0.5" thick topping to allow planing to offset differential camber. If the differential camber between slabs exceeds 0.75", apply load to the beam with the higher camber to bring the differential camber to within

0.75". Leave the load in place until lateral post-tensioning is installed.

2. Bridge railing is not shown.

FRAMING PLAN

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

A U

G U

S T

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

M

IK

E S

E G

A R

S

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

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. 484322

100% Plans

C H

A N

G E

I N

C O

R P

O R

A T e ll o w

H ig h li g h te r)

C H

E C

K E

R

R d

P e n

X -O u t to D is a g re 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

ROADWAY ELEVATION OF RAIL

� Bridge Span

Sym. about � Bridge Span

B1-14

G U

A R

D R

A

IL

D E

T A

IL

S

O F

A L G

E R

R O

A D

B R

ID

G

E

" 2

B a c k e r

Projection

" Bolt8

"8

P o s t

"8

6"

(Typ.)

"2 13'-1

(Typ.)

"2 13'-1

(Typ.)

2'-3"

4'-0"

25'-0" Nominal Rail Section ~ one 25'-0" W-Beam or two 12'-6" W-Beams (Typ)

(Typ.) & (Max.)

6'-3"

(Typ.) & (Max.)

6'-3"

(T y p

(Typ.)

"8

(Min.)

9"

(Typ.)

"8

� W-Beam

Signage

Base ¢

W-Beam

Slab Beam

RAIL SECTION

¡ 516" Dia. x 21 2" Hex Head Bolt

ASTM-A307 with one Regular

Washer and one Regular Lock

Washer placed under two

H…