LEE COUNTY BOARD OF COUNTY COMMISSIONERS Documents/Burnt Stor… · testing methods shall conform to AWS D10.7: 2008. conform to AWS D1.6: 2007. Aluminum welding details, procedures

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BEE LINEEXPRESSWAY

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10

PENSACOLA

FORT WALTON

BEACH

PANAMA

CITY

CHIPLEY

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JACKSONVILLE

ST AUGUSTINE

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OCALA DAYTONA BEACH

DELAND

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LAKELAND

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BARTOWST PETERSBURG

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95

FT PIERCE

FT MYERS

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FT LAUDERDALE

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75

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NAPLES

KEY WEST

LEE COUNTY BOARD OF COUNTY COMMISSIONERS

DEPARTMENT OF TRANSPORTATIONPUBLIC WORKS ADMINISTRATION

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PROJECT

LOCATION

CONTRACT PLANS

HAVE CHANGED DUE TO REPRODUCTION.

NOTE: THE SCALE OF THESE PLANS MAY

PLANS PREPARED BY:

TO BE SUBMITTED TO:

NO.

SHEET

YEAR

FISCAL

DESCRIPTIONDATE

B-1

KEY SHEET REVISIONS

STRUCTURE PLANS

STRUCTURE PLANS

STRUCTURE SHOP DRAWINGS

SEE INDEX OF BRIDGE SHEETS

INDEX OF STRUCTURE PLANS

GOVERNING STANDARDS AND SPECIFICATIONS:

ENGINEER OF RECORD: FARZIN ZAFARANIAN, P.E.

P.E. NO.: 59558

(813) 972-9444

TAMPA, FLORIDA 33637

SUITE 245

12802 TAMPA OAKS BOULEVARD

T. Y. LIN INTERNATIONAL

FARZIN ZAFARANIAN, P.E.

(813) 972-9444

TAMPA, FLORIDA 33637

SUITE 245


T. Y. LIN INTERNATIONAL

http://www.fdot.gov/programmanagement/Implemented/SpecBooks/default.shtm

(MIDDLE SEGMENT)

BURNT STORE ROAD WIDENING INTERIM 4-LANE IMPROVEMENT

COUNTY PROJECT NO. 4088

16LEE COUNTY PROJECT MANAGER: VINCENT MILLER, P.E.

For Design Standards refer to the following web site:

http://www.fdot.gov/roadway/designstandards/standards.shtm

refer to the following web site:

For the Standard Specifications for Road and Bridge Construction

Contract Documents.

Specifications for Road and Bridge Construction, as amended by

revised Index Drawings as appended herein, and 2017 Standard

Florida Department of Transportation, 2017 Design Standards and

7/20/17

BYDATE REVISIONS - DESCRIPTIONNO.APPROVED BY:

REGISTERED PROFESSIONAL ENGINEER

59558 FLORIDA P.E. NO.

1500 M0NROE STREET FORT MYERS, FLORIDA 33901

(239) 479-8900 www.lee-county.com/publicworks/dotitle.htm

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SUITE 245

TEMPLE TERRACE, FLORIDA 33637

TEL. (813) 972-9444

FAX (813) 972-9114 WWW.TYLIN.COM

GENERAL SHEETS

B-2

WALLS

B-5

B-4

B-3

B-2

B-1

BURNT STORE ROAD OVER HERMOSA CANAL

B2-26

B2-25

B2-24

B2-23

B2-22

B2-21

B2-20

B2-19

B2-18

B2-17

B2-16

B2-15

B2-14

B2-13

B2-12

B2-11

B2-10

B2-9

B2-8

B2-7

B2-6

B2-5

B2-4

B2-3

B2-2B

B2-2A

B2-1

LOAD RATING

REINFORCING BAR LIST

SLOPE PROTECTION DETAILS

APPROACH SLAB DETAILS

TYPE V AASHTO BEAM TABLE OF VARIABLES

TYPE V AASHTO BEAM DETAILS

SUPERSTRUCTURE DETAILS (4 OF 4)




SUPERSTRUCTURE SECTION (2 OF 2)


SUPERSTRUCTURE PLAN

FINISH GRADE ELEVATIONS (2 OF 2)


INTERMEDIATE BENT DETAILS

INTERMEDIATE BENT

END BENT AND BEARING PAD DETAILS

END BENT DETAILS

END BENT WINGWALL DETAILS

END BENT 3

END BENT 1

PILE DATA TABLE

FOUNDATION LAYOUT

REPORT OF CORE BORINGS (2 of 2)

REPORT OF CORE BORINGS (1 of 2)

PLAN AND ELEVATION

STRUCTURE JACKING DETAILS

GENERAL NOTES (2 OF 2)



KEY SHEET


WALL DATA TABLE (2 OF 2)


SEAWALL DETAILS (2 OF 2)


ELEVATIONS - SEAWALLS SW-5 AND SW-6

PLAN - SEAWALLS SW-5 AND SW-6

WALL CONTROL DRAWING

BWM-8

BWM-7

BWM-6

BWM-5

BWM-4

BWM-3

BWM-2

BWM-1

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TEL. (813) 972-9444


CONSTRUCTION SPECIFICATIONS:

DESIGN SPECIFICATIONS:

DESIGN LOADINGS:

DESIGN METHODOLOGY:

ALLOWABLE STRESSES:

LRFD

LRFD

LRFD

LRFD

LRFD

CONCRETE MATERIALS:

STRUCTURAL STEEL:

GENERAL NOTES

(-) 35 Degrees F

70 Degrees F

(+) 35 Degrees F

Designed as an Essential Bridge with n = 1.05 B.

5. Members not referenced above

4. Bearings

3. Precast Prestressed Beams

2. Cast-in-Place Substructure

1. Cast-in-Place Superstructure

Factor Design (LRFD) are as follows:

A. Structural members proportioned utilizing the Load and Resistance

B. Provide in accordance with FDOT Standard Specification Section 346.

with the applicable Design Specifications and as noted below.

A. General: Material Strengths for Design are in or to be in accordance

** Use Calcium Nitrite & Silica Fume Admixture

* Use Silica Fume Admixture

CONCRETE CONSTRUCTION:

B-3

0.025

Zone 1

75 PSF

1.33

20 PLF

225 PLF

420 PLF

150 PCF

B. Tolerances: For allowable tolerances see FDOT Standard Specifications.

4. Precast Prestressed Beams

3. Prestressed Piles

CC. External formed surfaces

BB. External surfaces cast against earth

AA. Internal Surfaces

2. Substructure (Cast-in-Place):

AA. All external and internal surfaces

1. Superstructure (Cast-in-Place):

A. CONCRETE COVER (Unless noted otherwise):

2 in.

3 in.

4 in.

4½ in.

3 in.

2 in.

= 3.0 f'c

= 0.45 f'c

= 0.6 f'c

= f'c

= 6.0 f'ci

= 7.5 f'ci

= 0.6 f'ci

= f'ci

CC. Tension:

2. Final 2 (P/S + DL)

1. Final 1 (P/S + DL + LL )

BB. Compression:

AA. Minimum 28 day Cylinder Strength at Final

B. PRECAST PRESTRESSED CONCRETE PILE

CC. Tension:

2. Final 2 (P/S + DL)

1. Final 1 (P/S + DL + LL)

BB. Compression:

AA. Minimum 28 day Cylinder Strength at Final

2. Stresses after losses have ocurred:

2. Center 70% of Design Span

1. Outer 15% of Design Span

CC. Tension

BB. Compression

AA. Minimum Cylinder Strength at Release

at time of transfer:

1. Temporary stresses before losses due to creep and shrinkage

A. PRECAST PRESTRESSED BEAMS

= 3.0 f'c

= 0.45 f'c

= 0.6 f'c

REINFORCING STEEL:

EXPANSION MATERIALS:

Specification Section 932.

A. Provide low modulus silicone joint material in accordance with Standard

B. Reinforcement to conform to ASTM A615, Grade 60.

A. Provide in accordance with FDOT Standard Specification Section 415.

in accordance with ASTM A325 unless otherwise shown.

All field connections shall be made with Ɔ" diameter high strength bolts

B. FIELD CONNECTIONS:

testing methods shall conform to AWS D10.7: 2008.

conform to AWS D1.6: 2007. Aluminum welding details, procedures and

Stainless steel welding details, procedures and testing methods shall

shall be submitted to the Engineer for approval.

to any structural steel for the purpose of attaching erection hardware

No field welding is permitted unless shown in the Plans. Field welding

optional with the fabricator, subject to AWS Requirements.

All groove welds shall be Complete Penetration (CJP). Joint detail is

inspection shall be used.

ultrasonic inspection, dye penetrant inspection and/or magnetic particle

other inspection procedures or combinations of procedures such as

verification of the weld quality. When such geometrical conditions exist,

the weld will not permit satisfactory information to be secured for

radiographically inspected, except where the geometry of the region of

on the project. Welds requiring non-destructive testing shall be

A. Welding procedures shall be submitted and approved prior to welding

Steel components may be Grade 36 unless otherwise noted.

8,500 PSI

6,000 PSI

6,000 PSI

5,500 PSI

5,500 PSI

5,500 PSI

5,500 PSI

4,500 PSI

Section 929.

Silica Fume Admixture shall comply with Standard Specification

Section 924.

D. Calcium Nitrite Admixture shall comply with Standard Specification

5. Class VI: Precast Prestressed AASHTO Beams *

4. Class V (Special): Precast Prestressed Sheet Piling **

3. Class V (Special): Precast Prestressed Piling **

DD. Cast-in-Place (Seawall Cap) **

CC. Cast-in-Place (Substructure) **

BB. Cast-in-Place (Diaphragms) *

AA. Cast-in-Place (Bridge Deck and Traffic Barriers)

2. Class IV Cast-in-Place:

AA. Approach Slabs

1. Class II Cast-in-Place:

C. Concrete (Minimum 28 day Cylinder Strength):

(PSI)

(PSI)

(PSI)

(PSI)

CC. Temperature Fall

BB. Temperature Mean

AA. Temperature Rise

Structures (Degrees Fahrenheit (F)):

1. Temperatures and temperature variations for Design of Concrete

E. THERMAL FORCES:

Wind Speed

1. Application per FDOT Structures Design Guidelines for 130 MPH

D. WIND LOADS:

BB. Acceleration Coefficient

AA. Seismic Performance

2. Design Parameters:

Guidelines.

1. Design is in accordance with the FDOT Structures Design

C. SEISMIC DESIGN:

3. Pedestrian

2. Dynamic Load with Tandem Allowance (Impact)

1. HL-93

B. LIVE LOAD:

from the design section properties.

thickness included in the dead load of the deck slab but omitted

5. The 8½" Deck thickness includes a one-half inch sacrificial

4. Stay-in-Place Forms

3. Pedestrian/Bicycle Rail (Index 820)

2. Concrete Barrier (Index 420)

1. Unit weight of reinforced concrete

A. DEAD LOADS:

January 2017, Topic Number 625-000-007 and 625-000-008.

3. FDOT Plans Preparation Manual (PPM), Volumes 1 and 2,

Structures Temporary Design Bulletins to date.

2. FDOT Structures Manual dated January 2017 and subsequent

and implemented modifications thereof.

1. AASHTO LRFD Bridge Design Specifications, 7th Edition, 2014;

A. Structure Design is in accordance with the following:

the contract plans, supplemental specifications or Special Provisions.

Construction; 2017 Edition, except as supplemented or amended by

Transportation Standard Specifications for Road and Bridge

A. Construction to be in accordance with the Florida Department of

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Finish Coating

Class 5

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B-4

CONCRETE CONSTRUCTION:

the Engineer.

joints or alterations to those shown shall require approval of

at locations indicated in the Plans. Additional construction

D. Joints in concrete: Construction Joints will be permitted only

4. All other exposed edges

3. Pier and Bent Caps

2. Beam Pedestals

1. Traffic and Sidewalk Railing

edges as follows:

C. Concrete edges: Unless otherwise specified, chamfer exposed

¾ in.

1½ in.

¾ in.

¾ in.

UTILITIES:

DIMENSIONS:

LANGUAGE:

ENVIRONMENTAL CLASSIFICATION:

STAY-IN-PLACE DECK FORMS:

PRESTRESSED CONCRETE BEAM STABILITY:

PRESTRESSED CONCRETE BEAM SHOP DRAWINGS:

GEOTECHNICAL INFORMATION:

BRIDGE NAME AND NUMBER:

POLLUTION PREVENTION:

groundwater is encountered contact the Engineer immediately.

(including suspect asbestos) release may occur, or if contaminated soil/

into surface waters. If a spill does occur or if a hazardous material

potential and pollutants (fuel, lubricants, herbicides, etc.) from spilling

management practices and containment methods will be used to prevent

substance and spill containment, reporting and response. Specify what

Provide the County with an erosion control plan that will include toxic

E. Non-stormwater discharge (including toxic substance and spill reporting):

is not working.

barrier may not interfere with channel operation while the Contractor

for pollution and erosion control during construction. Floating turbidity

D. At the completion of the project, remove any temporary material used

as specified in Section 104 of the Standard Specifications.

C. Prior to construction in or over water, provide floating turbidity barrier

for County representatives and CEI Inspectors.

B. The Contractor shall provide safe access at all times to all work areas

weather or when unattended in order to avoid damage to the structure.

A. Secure equipment properly and away from the bridge during severe

is to "furnish and install".

B. The term "provide" as used in the Plans indicates that the Contractor

is used within sentences or phrases.

the words "shall be" shall be included by inference where a colon (:)

it is directed to the Contractor, unless specifically noted otherwise;

indicative (passive) moods; where imperative language is utilized,

A. Notes in the Plans have been written in both the imperative and

Datum of 1988 (NAVD '88).

C. Elevations are in feet and are based on North American Vertical

mean temperature of 70° F.

B. All dimensions and joint openings in the structure are measured at

noted otherwise.

A. All dimensions are measured horizontally and vertically unless

near electric lines.

C. Follow all applicable OSHA Safety Regulations concerning working

B. Verify location of utilities before commencing construction.

For additional information, reference roadway and utility plans.

A. Utilities shown in the bridge plans are at approximate locations.

incorporated into a fully completed superstructure.

transportation and erection prior to such time that the beams are

external stability of bridge beams throughout all phases of fabrication,

installation and use of temporary measures to maintain both internal and

Contractor is fully and solely responsible for the consideration, design,

A. Unless otherwise specifically provided for in the contract Plans, the

CONCRETE SURFACE FINISH NOTES:

of the metal forms and the concrete required to fill the form flutes.

allowance of 20 psf over the projected plan area includes the weight

A. Stay-in-Place deck forms will be permitted on this project. Design

beams and all exposed surfaces of bents.

at exterior beams, external face of exterior

deck slab (coping) and underside of deck overhang

face of outside traffic barriers, exterior edge of

exposed concrete surfaces of exterior vertical

B. "Class 5 Finish Coating" shall be applied to all

Specifications unless noted otherwise.

A. Finish in accordance with article 400-15.2 of the

GENERAL NOTES

TYPICAL SECTION

BID ITEM NOTES:

B. Location: Coastal

2. Substructure: Extremely Aggressive

1. Superstructure: Moderately Aggressive

At Hermosa Canal:


1. Superstructure: Extremely Aggressive

At Gator Slough Canal:



At Arroz Canal:



At Horseshoe Canal:

A. Description:

Burnt Store Road over Gator Slough Canal 124140

Burnt Store Road over Arroz Canal 124139

Burnt Store Road over Horseshoe Canal 124138

Burnt Store Road over Hermosa Canal 124137

NUMBER NAME

in accordance with the Traffic Railing Design Standards:

Place the following bridge names and numbers on the traffic railings

7. Concrete Sheet Pile Design Document dated January 13, 2016.

6. Hermosa Canal Report dated February 13, 2017.

5. Concrete Sheet Pile Design Document dated September 3, 2014.

4. Retaining Wall Report dated October 21, 2010.

3. Gator slough Canal Report dated August 15, 2010.

2. Arroz Canal Report dated september 15, 2010.

1. Horseshoe Canal Report dated May 5, 2008.

Geotechnical Structures report as Indicated below.

A. SPT Boring locations shown in these Plans were taken from Ardaman and Associates

approval.

A. Provide shop drawings for all prestressed concrete beams for review and

installation shall be covered under this pay item.

associated with vibration and settlement monitoring during pile

B. Pay Item No. 455-18, Protection of Existing Structures- All costs

shall be covered under this pay item.

with removal of existing seawall and anchor system at Hermosa Canal

A. Pay Item No. 110-1-1, Clearing and Grubbing - All costs associated

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STRUCTURE JACKING DETAILS

(Typ.)

2'-2" Max.

¡ Jack ¡ Jack

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JACKING ASSEMBLY DETAIL

1

1

2

2

End Bent 1

End Bent 3

Bent 2

Bent 2

SPAN LOCATION

DL (TON)DL (TON)

1

1

2

2

End Bent 1

End Bent 3

Bent 2

Bent 2

SPAN LOCATION

DL (TON)DL (TON)

1

1

2

2

End Bent 1

Bent 2

Bent 2

SPAN LOCATION

DL (TON)DL (TON)

B-5

End Bent 43

3 Bent 3

Bent 3

(Typical at all locations)

been excluded from the jacking loads at the end of each beam.

4. The required jack capacity shall include the sum of dead loads. The live loads have

plate and bottom of diaphragm.

3. Provide beveled shim plates to maintain level contact surface between jack loading

on concrete to allowable values.

2. Provide locking rings on jacks and provide base plates to limit bearing stresses

beams is not permitted.

a maximum ¼" vertical clearance for bearing replacement. Any differential between

Jacks shall be placed adjacent to beams and engaged simultaneously to provide

1. Jacking shall occur between bottom of concrete diaphragms and top of bent cap.

JACKING NOTES:

Anticipated Jacking Load (Ton) = Maximum Dead Load

INTERIOR BEAM

TYPICAL

EXTERIOR BEAM

TYPICAL

INTERIOR BEAM

TYPICAL

EXTERIOR BEAM

TYPICAL

INTERIOR BEAM

TYPICAL

EXTERIOR BEAM

TYPICAL

BRIDGE NO. 124140

MAXIMUM DESIGN JACKING LOADS PER EACH BEAM END

BRIDGE NO. 124139


BRIDGE NO. 124138


75

75

75

75

70

70

70

70

46

46

46

46

42

42

42

42

46

46

42

42

42

42

42

42

46

46

46

46

1

1

2

2

End Bent 1

End Bent 3

Bent 2

Bent 2

SPAN LOCATION

DL (TON)DL (TON)

INTERIOR BEAM

TYPICAL

EXTERIOR BEAM

TYPICAL

BRIDGE NO. 124137


73

73

73

73

65

65

65

65

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PLAN AND ELEVATION

Seawall SW-5 Seawall SW-6

R/W Line

� Intermediate Bent 2

Span 2

97'-11"

Approach Slab

30'-0"

Span 1

97'-11"

Bridge Length = 195'-10"

Approach Slab

30'-0"

Guardrail (Typ.)

FFBW End Bent 1

Begin Bridge

FFBW End Bent 3

End Bridge

Piles (Typ.)

24" Sq. Conc.

Sta. 1216+00.17

FFBW End Bent 1

Begin Bridge

Sta. 1215+70.17

Begin Approach Slab Sta. 1216+98.08

¡ Intermediate Bent 2Sta. 1217+95.99

FFBW End Bent 3

End Bridge

Sta. 1218+25.99

End Approach Slab

90°00'00" (Typ.)

31'-

0"

PGL RT

3 Lanes

@ 12'-

0"

Railin

g

1'-

0"

Sw

k.

10'-

0"

Shldr

10'-

0"

Barrier"

21

1'-

6

Approach Slab

30'-0"

(Out to

Out)

"2

165'-

6

Wingwall (Typ.)

Weir Crest EL. 2.37

Piling (Typ.)

Conc. Sheet

8'-0" MVC (Typ.)

Channel Bottom

Min.

14'-0"

1'-

6"

5'-

6"

Shldr.

1237.82' VC

Water Edge

Water Edge

BRIDGE NO. 124137

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30

20

10

0

-10

30

20

10

0

-10

Weir Crest EL. 2.37

Hermosa Canal

(Typ.)

1:2

1216 1217 1218

Direction of Stationing

ELEVATION

PLAN

N 2°14'23" E

BRIDGE NO. 124137

1:2

MHW EL. 2.5

MLW EL. -0.5

100 Yr. EL. 7.21:2

E E E E

EJEJ

B2-1

Sta. 1216+00.17

Begin Bridge

Sta. 1217+95.99

End Bridge

VERTICAL CURVE DATA

Design Speed = 55 MPH

Design Hour T = 6 %

K = % D = 50% T = 6 % (24 Hour)

Estimated Design Year = 2036 AADT = 30,313

Estimated Opening Year = 2016 AADT = 15,925

Current Year = 2015 AADT = 15,206

TRAFFIC DATA

EJ Deck Expansion Joint

SPT Boring Location

LEGEND:

Barrier

EL.

14.9

80

PC Sta.

1210

+81.0

9

EL.

30.4

50

PI Sta.

1217

+00.0

0

EL.

14.9

80

PT Sta.

1223

+18.9

1

(+)2.50

0%(-)2.500%

SPT-14 SPT-11

7/20/17

FOUNDATION LAYOUT






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G15-23.004,

F.

A.

C.

¡ Const. Burnt Store Rd.

R/W Line

1'-0"

¡ Piles

PGL RT 31'-

0"

FFBW

Sta. 1216+00.17

FFBW End Bent 1

Begin Bridge

Sta. 1216+98.08

Intermediate Bent 2

¡ Piles

Sta. 1217+95.99

FFBW End Bent 3

End Bridge

90°0'0"

FFBW

1'-0"

"4

311

5 S

pa.

@ 11'-

6"

= 57'-

6"

"4

311

5 S

pa.

@ 11'-

6"

= 57'-

6"

"4

311

5 S

pa.

@ 11'-

6"

= 57'-

6"

PLAN

1216 12181217


Concrete Test Pile Location

Denotes 24" Sq. Prestressed

Concrete Pile Location

Denotes 24" Sq. Prestressed

SPT Boring Location

LEGEND:

1

2

3

4

5

6

1

2

3

4

5

6

1

2

3

4

5

6

N 2°14'23" E

B2-3

12191215

Weir Crest EL. 2.37

Hermosa Canal

the BWM Wall sheets for information on these walls.

5. The new seawall and tie back system is not shown on this sheet. See

Existing Structures. See General Notes sheets for further details.

driving and shall be paid for under Item No. 455-18, Protection of

4. Vibration and settlement monitoring shall be conducted during pile

3. All pile offsets are taken at the pile geometric centroid.

Index No. 20624 for details of 24" sq. prestressed concrete piles.

2. See 2017 FDOT Design Standards with January 1, 2017 Modifications,

1. Work this sheet with Pile Data Table Sheet.

NOTES:

SPT-11SPT-14

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PILE DATA TABLE

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PILE DATA TABLE

DESIGN CRITERIAINSTALLATION CRITERIA

(in.)

SIZE

PILE

(tons)

RESISTANCE

BEARING

NOMINAL

(ft.)

ELEVATION

TIP

MINIMUM

(ft.)

ELEVATION

JET

REQUIRED

(tons)

DRAG

DOWN

(tons)

RESISTANCE

SCOUR

TOTAL

(tons)

RESISTANCE

SCOUR

NET

(ft.)

ELEVATION

SCOUR

100-YEAR

ELE

VA

TIO

N (ft.)

SC

OU

R

LO

NG T

ER

M

FA

CT

OR

�

RE

SIS

TA

NC

E

(tons)

RESISTANCE

TENSION

(ft.)

ELEVATION

PREFORM

REQUIRED

(tons)

LOAD

DESIGN

FACTORED

End Bent 1 24

24End Bent 3

24Bent 2

PILE CUT-OFF ELEVATIONS

PILE 1 PILE 6PILE 5PILE 4PILE 3PILE 2

extreme event loading.

LONG TERM SCOUR ELEVATION - Estimated elevation of scour used in design for

storm event.

100-YEAR SCOUR ELEVATION - Estimated elevation of scour due to the 100 year

to the scour elevation.

required preformed or jetting elevation

resistance provided by the soil from the

NET SCOUR RESISTANCE - An estimate of the ultimate static side friction

resistance provided by the scourable soil.

TOTAL SCOUR RESISTANCE - An estimate of the ultimate static side friction

(Specify only when design requires tension capacity).

the 100 year scour elevation to resist pullout of the pile

TENSION RESISTANCE - The ultimate side friction capacity that must be obtained below

Factored Design Load + Net Scour Resistance + Down Drag

Ø≤ Nominal Bearing Resistance

235

235

383

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/AN/A

N/A

N/AN/A

N/A

N/A

0.75

0.75

0.75

176

176

287

-15

-15

-15

-86

-86

-107

B2-4

13.788 13.555 13.322 13.089 12.856 12.624

13.803 13.570 13.337 13.104 12.871 12.639

12.33512.56512.79513.485 13.255

NUMBER

BENT

(ft.)

LENGTH

PILE

* TEST **

N/A

N/A

N/A

* Test pile length shown is for each test pile as shown on foundation plan sheet.

** Required preformed elevation is from top of existing ground.

PILE INSTALLATION NOTES:

135 13.025

115

115

10.

9.

8.

7.

6.

5.

4.

3.

2.

1.

suitability of the proposed pile driving hammer for the project specific conditions.

The Contractor is reminded of the requirement to perform a WEAP Analysis to determine the

for this project, unless otherwise authorized by the Engineer.

performed by the Engineer on all test and production piles. Pile splices are not allowed

material at the site may result in High Pile Rebound during driving. 100% PDA will be

It is the County's experience that depending on pile driving equipment, the subsurface

existing weir structure, preformed pile holes to the elevation of -15 foot NGVD is required.

To reduce the negative impact of ground vibration and associated risks of damaging

the Specifications.

existing ground line shall be wrapped with polyethylene sheeting per Section 459 of

settlement of approach embankment, portions of the end bent piles that are above

Due to the potential of negative skin friction (down drag) loads due to anticipated

Standard Specifications.

utilizing Pile Driving Analyzer (PDA) in accordance with Section 455 of the FDOT

Take continuous dynamic measurements during driving of all test and production piles

outward.

At each Pier, the pile driving is to commence at the center of the Bent/Pier and proceed

No jetting will be allowed without the approval of the Engineer.

responsible for determination of the required driving resistance.

or preforming elevations differ from those shown on the table, the Engineer shall be

and continue to operate at this elevation until the pile driving is completed. If jetting

When a required jetting elevation is shown, the jet shall be lowered to the elevation

Minimum Tip Elevation is required for lateral stability and geotechnical concerns.

Contractor to verify location of all utilities prior to any pile driving.

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"435'-0 "4

35'-0

END BENT 1

PGL RT

Sta. 1216+00.17

FFBW End Bent 1

Begin Bridge

31'-0"

FFBW

� Bearing

� Piles4'-

0"

3'-

0"

1'-

0"

1'-

0"

EL. G

EL. A

(Typ.)

6E08 Dowel

� Beam 1-1� Beam 1-2� Beam 1-3� Beam 1-4� Beam 1-5� Beam 1-6

EL. C, D

Burnt Store Rd.

� Const.

EL. H

EL. B

EL. E, F

(Typ.)

16'-

0"

5 Spa. @ 11'-6" = 57'-6"

"2

11'-

3

7E16 & 7E17 @ 6" (FF)

4E18 & 4E19 @ 1'-0" (NF)

1'-0"

"2

14

" (E

F)

43

9~4

E13

@ 9

"2

14

" (E

F)

43

11~4

E14

@ 9

"2

17

Typ. Ea. Corner

6~5E12 @ 1'-0"

"433

"412'-8

1'-0" 2'-9" 8'-9" 8'-9"2'-9" 2'-9" 2'-9"

"412'-8

1'-0"

Pile Spacing

Beam &

90°00'00"

Approach Slab

Outline of

Pedestal (Typ.)

AASHTO Type V

(Typ.)

4"

Min.

(Typ.)

1'-

0"

Min.

Concrete Pile (Typ.)

� 24" Sq. Prestressed

"2167'-7

"2167'-7

8'-9" 2'-9" 8'-9" 2'-9"

16-6E08 Dowels @ 4'-0" = 60'-0"

"431'-3131-5E10 & 5E09 @ 6" = 65'-0" (EF)

(Typ. Btwn. Piles)

3-5E04

9"9"1'-3" 1'-3"

Over Piles (Typ.)

3-5E06

1'-3""214

4-10E016E11 (EF)

EL. H

EL. D

EL. B

EL. E

EL. A

EL. G

EL. C

EL. F

See Detail "E"

1'-0" (Typ.)

(Typ.)

1'-

0"

5E10

5E09

(EF)

6-6

E07

Splice

4'-6"

Splice

3'-2"

"431'-3

8'-9"

"433'-9"4

33'-9

7-10E027-10E03

(Typ. Btwn. Piles)

19 Pairs~5E05 @ 6"

"4311

7 Pairs~5E05 @ 6" Max.

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DETAIL "E"

PLAN

ELEVATION

B

B

C

C

Dir

ectio

n of Statio

nin

g

END BENT 1 ELEVATIONS

A

A

Slope: 0.02 Ft/Ft

LOC. ELEV. PEDESTAL ELEV.

A

B

C

D

E

F

G

H

� Beam 1-1

� Beam 1-2

� Beam 1-3

� Beam 1-4

� Beam 1-5

� Beam 1-6

B2-5

D

D

(Typ. @ Ends)

2. For View C-C and D-D, see End Bent Wingwall Details.

1. For Section A-A and B-B, see End Bent Details.

NOTES:

20.133

21.430

21.223

21.291

22.520

22.587

14.537

15.850

14.980

15.220

15.450

15.680

15.910

16.130

(Typ.)

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G15-23.004,

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END BENT 3

"435'-0"4

35'-0

PGL RT

31'-0"

FFBW

� Bearing

� Piles

4'-

0"

3'-

0"

1'-

0"

1'-

0"

"2

11'-

3

EL. G

EL. A

� Beam 2-1 � Beam 2-2 � Beam 2-3 � Beam 2-4 � Beam 2-5 � Beam 2-6

EL. C, D

EL. H

EL. B

EL. E, F

(Typ.)

16'-

0"

5 Spa. @ 11'-6" = 57'-6"

Burnt Store Rd.

� Const.

7E16 & 7E17 @ 6" (FF)

4E18 & 4E19 @ 1'-0" (NF)

1'-0"

"2

14

" (E

F)

43

9~4

E13

@ 9

"2

14

" (E

F)

43

11~4

E14

@ 9

"2

17

Typ. Ea. Corner

6~5E12 @ 1'-0"

"433

"412'-8

1'-0"2'-9"8'-9"8'-9" 2'-9"2'-9"2'-9"

"412'-8

1'-0"

Pile Spacing

Beam &

Pedestal (Typ.)

AASHTO Type V

(Typ.)

4"

Min.

(Typ.)

1'-

0"

Min.



"2167'-7

"2167'-7

8'-9"2'-9"8'-9"2'-9"

16-6E08 Dowels @ 4'-0" = 60'-0"

"431'-3 131-5E10 & 5E09 @ 6" = 65'-0" (EF)

9" 9" 1'-3"1'-3" 1'-3" "214

4-10E016E11 (EF)

EL. H

EL. D

EL. B

EL. E

EL. A

EL. G

EL. C

EL. F

See Detail "E"

1'-0" (Typ.)

(Typ.)

1'-

0"

5E10

5E09

(EF)

6-6

E07

Splice

4'-6"

"431'-3

8'-9"

90°00'00"

Sta. 1217+95.99

FFBW End Bent 3

Begin Bridge

Approach Slab

Outline of

Over Piles (Typ.)

3-5E06

(Typ. Btwn. Piles)

3-5E04

"433'-9"4

33'-9

7-10E037-10E02

"4311

Splice

3'-2"

(Typ. Btwn. Piles)

19 Pairs~5E05 @ 6"

7 Pairs~5E05 @ 6" Max.

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DETAIL "E"

B2-6

PLAN

ELEVATION

C

C

Slope: 0.02 Ft/Ft

D

D

(Typ. @ Ends)

Dowel (Typ.)

6E08

BA

BA

Dir

ectio

n of Statio

nin

g

END BENT 3 ELEVATIONS

LOC. ELEV. PEDESTAL ELEV.

A

B

C

D

E

F

G

H

� Beam 2-1

� Beam 2-2

� Beam 2-3

� Beam 2-4

� Beam 2-5

� Beam 2-6

2. For View C-C and D-D, see End Bent Wingwall Details.

1. For Section A-A and B-B, see End Bent Details.

NOTE:20.148

21.445

21.360

21.305

22.657

22.602

14.552

15.865

14.995

15.235

15.465

15.695

15.925

16.145

(Typ.)

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G15-23.004,

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END BENT WINGWALL DETAILS

Railing (Index 820)

Pedestrian/Bicycle

Wall

2'-

3"

"4

35'-

1

Wingwall

Top of

2" Deck Jt.

FFBW

"214 "2

14

7'-0"9'-0"

FFBW

2" Deck Jt.

Wingwall

Top of

"214"2

14

7'-0" 9'-0"

@ 6" (F

F)

9-7

E17 3

"

Wall

2'-

8"

"4

35'-

1

8" 1½"

Const. Jt. Req'd.

1'-0"

Cheek Wall

Bridge Deck

8½"

8" 1½"

1'-0"

Approach Slab

Wingwall

and Cheek WallFiller btwn. Deck ½" Preformed Joint

see FDOT Index 20900

or rapid cure silicon,

1" Deep poured rubber

see FDOT Index 20900

or rapid cure silicon,

1" Deep poured rubber

and Cheek WallFiller btwn. Deck ½" Preformed Joint

@ 6" (F

F)

9-7

E17

Const. Jt. Req'd.

@ 6" (F

F)

10-7

E16

@ 6" (F

F)

10-7

E16

(1 Ea. Face)

2~4E15 (1 Ea. Face)

2~4E15

Total = 22

11~4E14 @ 9¾" (EF)

Total = 22

11~4E14 @ 9¾" (EF)

Total = 18

9~4E13 @ 9¾" (EF)

Total = 18

9~4E13 @ 9¾" (EF)

1'-

0"

6"

1'-

0" (N

F)

5~4

E19

@

1'-

0" (N

F)

5~4

E19

@

(Index 420)

Traffic Railing

32" F-Shape

2'-

8"

Railin

g

@

West

2'-

3"

Parapet

@ East

2'-

8"

Railin

g

@

West

2'-

3"

Parapet

@ East

6"

3"

"217 "2

17

1'-

0" (N

F)

5~4

E18

@

1'-

0" (N

F)

5~4

E18

@

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SECTION A-A SECTION B-B

Direction of Stationing Direction of Stationing

@ 70° FF

E C

@ 70° F

D

B

B

A

A

A

A

B

B

NF = Near Face

FF = Front Face

EF = Each Face

LEGEND:

B2-7

" Cl.214 " Cl.2

14

(Typ.)

" Cl.214

(Typ.)

" Cl.214

and Note 5.

Sheet B2-18, FDOT Index 21110

For Deck Joint Detail, see

VIEW C-C EAST WINGWALL VIEW D-D WEST WINGWALL

PRELIMINARY AND SUBJECT TO CHANGE

100% SUBMITTAL

Sidewalk Detail).

slip resistant Sidewalk Cover Plates as detailed in FDOT Index 21110 (Flush

5. At End Bent 1 and End Bent 3 Expansion Joint within sidewalk, furnish ¼" thick

4. For Aluminum Pedestrian/Bicycle Bullet Railing Details, see FDOT Index 822.

3. For Pedestrian/Bicycle Railing Details, see FDOT Index 820.

Elevation Sheets.

2. For Wingwall Elevations, see tables on End Bent 1 and End Bent 3 Plan and

1. Work this sheet with End Bent 1 and End Bent 3 Plan and Elevation Sheets.

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G15-23.004,

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END BENT DETAILS

3'-

0"

9"

" Chamfer (Typ.)43"x4

3

9"

1'-

6"

FFBW

4"

Min.

Varie

s

Bottom Bars Layout

4'-0"

"215 "4

34

"8

55

"434 "4

34 9" "215

6E08

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

4'-0"

� Piles

¡ End Bent

"215(T

yp.

Each Face)

6E

07

@ 1'-

0"

Max.

5E09

5E10

2 ~ 10E01

5E04

2 ~ 6

E11 (E

F)

5E06

3'-

0"

9"

1'-

6"

FFBW

4'-0"

"215 "4

34

"8

55

"434 "2

15

6E08

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

4'-0"

� Piles

¡ End Bent

"215"2

15(Typ.

Each Face)

6E

07

@ 1'-

0"

Max.

5E09

5E10

2 ~ 10E01

" Chamfer (Typ.)43"x4

3

Bottom Bars Layout

2 ~ 10E01

2 ~ 6

E11 (E

F)

5E05

CJ Permitted

"215

(Typ.)

4" Cl.

See Note 4

"4

35

3 E

q.

Spa.

3 E

q.

Spa.

2"

Cl.

Min.

Em

bed.

1'-

3"

Min.

Lap

2'-

2"

Min.

Lap

2'-

2"

Min.

Em

bed.

1'-

3"

5E09

"4

35

"434 9"9"

5E04

"434

"434

2 ~ 10E01

@ Eq. Spa. (Top)

7~10E02 and 10E03

@ Eq. Spa. (Top)

7~10E02 and 10E03

(Typ.)

4" Cl.

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SECTION B-B

B2-8

SECTION A-A

" Cl.214

" Cl.214

4. For Pedestal Details, see Sheet B2-9.

3. For elastomeric pad details see Superstructure Details and Sheet B2-9.

2. All tension field splices should be staggered.

1. Work this sheet with End Bent 1 and End Bent 3 Plan and Elevation sheets.

NOTES:

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G15-23.004,

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C.

END BENT AND BEARING PAD DETAILS

2'-

0"

(Typ.)

"2

11'-

3

2'-

0"

4'-

0"

1'-

0"

3'-

0"

2'-9"

90° (Typ.)

Pad Type B

2'-0"

4"

Min.

Varie

s

2"

Cl.

Level

CJ Permitted

Min.

1'-

0"

4E20 (Typ.)

"4

33

"4

33

"433 "4

33

FFBW

� Piles

¡ End Bent

¡ Bearing

¡ Bearing Pad

¡ Beam

(Typ.)

"214

" (T

yp.)

21

3

" S

pa.

21

4~4

E21

@ 9

4~4E20 @ 8½"

4E21

"2

18

1'-

2"

"2

11'-

1

(See Note 1)

PAD TYPE

where bearing plates are required.

* See 'TABLE OF BEAM VARIABLES' on Sheet B2-22 for locations

BEARING PAD NOTES:

Pad

¡ Bearing

required)

Layer (Typ.) (3 layers

" Internal Elastomer21

Steel Plates

4 ~ 10 Gage

¡ Bearing Pad

¡ Beam and

¡ Bearing Pad

¡ Bearing and

Bearing Pad

Elastomeric

Composite

or End Bent

Face of Cap

End Diaphragms)

for Cast-In-Place

Filler (required

Preformed Joint

Bearing Pad

Elastomeric

Composite

(Typ.)

"214

DIMENSIONS

BEARING PAD

DIMENSIONS

*BEARING PLATE

V (AASHTO)

TYPE B PADTYPICAL SECTION

PARTIAL PLAN

(Skew = 0°)

PARTIAL SIDE ELEVATION

(ALONG ¡ BEARING)

or ¡ Pier or Bent

Front Face of Backwall

2% finish the Beam Seat level and provide Beveled Bearing Plates.

parallel to the bottom of the beam. For beam grades greater than

3. For beam grades less than or equal to 2% finish the Beam Seat

Type 1.

2. Steel Plates in bearing pads shall conform to ASTM A1011 Grade 36,

1. Neoprene in bearing pad Type B shall have a shear modulus (G) of 110 psi.

BRIDGE NO. 124137



SUITE 245


TEL. (813) 972-9444


Dir

ectio

n of Statio

nin

g

PEDESTAL PLAN

PEDESTAL ELEVATION

B2-9

BEAM TYPE C DL W

2'-0"1'-2" 1'-4" 2'-4"(G=110psi)

B

W

L

Cover (Typ.)

" Elastomer41

(Typ.)

"8

1

L or W

See Detail "C"Layer (Typ.)

" Elastomer Cover41

"16

92

L

90°

Prestressed Beam

4" Min.

(Typ.)

2" min. (Typ.)W

(Typ.)

" Min.212

"81

"163

"8

1

Varies"212

Min.

K1 or K2

J

¡ Bearing

2. For more elastomeric pad details see Superstructure Details sheets.

1. Work this sheet with End Bent 1 & End Bent 3 Plan and Elevation sheets.

NOTES:

BEARING PAD PLAN

DETAIL "C"

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LE 61

G15-23.004,

F.

A.

C.

Sta. 1216+98.08

� Bent 2

PGL RT

� Piles

� Cap



Pedestal (Typ.)

AASHTO Type V

Burnt Store Rd.

� Const.

� Beam 1-2 � Beam 1-3 � Beam 1-4 � Beam 1-5 � Beam 1-6� Beam 1-1

� Beam 2-2 � Beam 2-3 � Beam 2-4 � Beam 2-5 � Beam 2-6� Beam 2-1

INTERMEDIATE BENT

� Bearing

"2165'-6

(Typ.)

"211'-4

(Typ.)

"211'-4

(Typ.)

2'-9"

4'-

0" 2'-

0"

2'-

0"

3'-

6"

(Typ.)

4"

Min.

Em

bed

ment

1'-

0"

Min.

"414'-0

1'-

1"

1'-

1"

EL. A

EL. B

6"6""4

31'-2

(Typ.)

5"

"414'-0

90°00'00" (Typ.)

Between Piles)

3~5P08 (Typ.

Splice

4'-6"7~8P02

7~8P03

5P05 @ 9"

4 ~ Pairs

7P04

5 Spa. @ 11'-6" = 57'-6"

90°00'00"

31'-0"

Splice

3'-6"

Piles (Typ.)

3 ~ 5P06 Over

1'-3" 1'-3"

5P05 @ 9"

13 ~ Pairs

4~10P01

10P01, 8P02, 8P03 & 7P04

4~5P07 Paired with

BRIDGE NO. 124137

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PLAN

ELEVATION

Dir

ectio

n of Statio

nin

g

Spacing

Pile and Beam

B2-10

A

A

Slope: 0.02 Ft/Ft

B

B

(Typ. @ Ends)

for Section A-A and B-B

See Intermediate Bent Details

NOTE:

(Typ. Between Piles)

(Typ.)

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LE 61

G15-23.004,

F.

A.

C.

3'-

6"

Em

bed

ment

1'-

0" (Min.)

Pedestal (T

yp.)

4"

Min.

¡ Cap

2'-0" 2'-0"

4'-0"

Concrete Pile

¡ 24" Sq. Prestressed

¡ Beam

(Typ.)

2'-9"

(Typ.)

"211'-4

(Typ.)

"211'-4

Pedestal

¡ Piles

¡ Bearing

¡ Bearing3'-

6"

Em

bed

ment

1'-

0" (Min.)

¡ Cap

2'-0" 2'-0"

Concrete Pile


4'-0"

INTERMEDIATE BENT DETAILS

(Typ.)

4" Cl.

(Typ.)

4" Cl.

(Typ.)

"415

"415 "4

15

Eq. Spa. (EF)

7P04 @

Eq. Spa. (EF)

7P04 @

3~5P08

(Typ.)

5ƅ"

5ƅ"

Clr.

2"

Em

bed

ment

1'-

0"

Min.

Detail

Elevation

Pedestal

See

1'-

1"

11"

4'-

0"

4"

Min.

4P10 (Typ.)

2"

2"

2" 2"

11"

1'-

1"

6 E

q.

Spa.

4 Spa. @ 7¼"

ea. side

2~10P01

3~5P08

5P05

5P06

4P09

4P10

4P09

BRIDGE NO. 124137

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LOC. ELEV.

ELEV.

ELEVATIONS

PEDESTAL

PEDESTAL

B

A

PEDESTAL ELEVATION

PEDESTAL PLAN

SECTION A-A

SECTION B-B

linearly between elevations at cap face.

at cap face. Pedestals must be sloped

Pedestal elevations given are located

NOTE:

B2-11

ELEVATIONS

BENT 2

(AASHTO Type V Pedestals)

(AASHTO Type V Pedestals)

and 8P03

7~8P02

and 8P03

7~8P02

¡ Beam 2-6

¡ Beam 2-5

¡ Beam 2-4

¡ Beam 2-3

¡ Beam 2-2

¡ Beam 2-1

¡ Beam 1-6

¡ Beam 1-5

¡ Beam 1-4

¡ Beam 1-3

¡ Beam 1-2

¡ Beam 1-1

15.176

15.416

15.646

15.876

16.106

16.326

15.175

15.416

15.646

15.876

16.106

16.325

ea. side

2~10P01

14.734

16.045

" Clr.214

" Clr.214

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LE 61

G15-23.004,

F.

A.

C.

� Bearing � Bearing � Bearing� Bearing

Burnt Store Rd.

� Const.

PGL RT

= 30'-0"

4 Equal Spaces 12 Equal Spaces = 97'-11" 12 Equal Spaces = 97'-11"

= 30'-0"

4 Equal Spaces

31'-

0"

PGL RT


BRIDGE NO. 124137

LOCATION

BEGIN BRIDGE APPROACH SLAB

APPROACH

BEGIN1 2 3

LC 22.435 22.474 22.510 22.543

LG 22.405 22.443 22.479 22.512

PGL RT 22.375 22.413 22.449 22.482

RG 21.375 21.413 21.449 21.482

RSG 21.140 21.179 21.215 21.248

RC 21.125 21.163 21.199 21.232

BRIDGE NO. 124137

LOCATION

END BRIDGE APPROACH SLAB

1 2 3APPROACH

End

LC 22.560 22.527 22.492 22.455

LG 22.529 22.496 22.461 22.424

PGL RT 22.499 22.466 22.431 22.394

RG 21.499 21.466 21.431 21.394

RSG 21.265 21.232 21.197 21.160

RC 21.249 21.216 21.181 21.144

Sta. 1217+95.99

FFBW End Bent 3

End Bridge

Sta. 1218+25.99

End Approach Slab

Sta. 1215+70.17

Begin Approach Slab

Sta. 1216+00.17

FFBW End Bent 1

Begin Bridge

Sta. 1216+98.08

Intermediate Bent 2

Left Coping

Left Gutter

Right Gutter

Right Sidewalk Gutter

Right Coping

� Beam 1-1

� Beam 1-2

� Beam 1-3

� Beam 1-4

� Beam 1-5

� Beam 1-6

� Beam 2-1

� Beam 2-2

� Beam 2-3

� Beam 2-4

� Beam 2-5

� Beam 2-6

BRIDGE NO. 124137

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321321

N 2°14'23" E

1216 1217 1218

1 2 3 4 5 6 7 8 9 10 11 1 2 3 4 5 6 7 8 9 10 11

PLAN

LC

LG

RG

Right Coping

Gutter

Right Sidewalk

Right Gutter

Left Gutter

Left Coping

LEGEND:

RC

RSG

LCLG RG

RC

RSG

FINISH GRADE ELEVATION POINTS

APPROACH SLAB SECTION SHOWING

B2-12

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LE 61

G15-23.004,

F.

A.

C.

Burnt Store Rd.

� Const.

31'-0"

� Beam 1 � Beam 2 � Beam 3 � Beam 4 � Beam 5 � Beam 6

PGL RT

LOCATION

FINISH GRADE ELEVATIONS - SPAN 1 (BRIDGE NO. 124137)

EB1

FFBW

BEARING

¡1 2 3 4 5 6 7 8 9 10 11

BEARING

¡

LC 22.575 22.580 22.606 22.635 22.661 22.685 22.705 22.724 22.739 22.752 22.762 22.769 22.774 22.776

LG 22.544 22.549 22.575 22.604 22.630 22.654 22.675 22.693 22.708 22.721 22.731 22.738 22.743 22.745

PGL RT 22.514 22.519 22.545 22.574 22.600 22.624 22.645 22.663 22.678 22.691 22.701 22.708 22.713 22.715

¡ BEAM 1-1 22.494 22.499 22.526 22.555 22.581 22.604 22.625 22.643 22.659 22.671 22.681 22.689 22.693 22.695

¡ BEAM 1-2 22.264 22.269 22.296 22.325 22.351 22.374 22.395 22.413 22.429 22.441 22.451 22.459 22.463 22.465

¡ BEAM 1-3 22.034 22.039 22.066 22.095 22.121 22.144 22.165 22.183 22.199 22.211 22.221 22.229 22.233 22.235

¡ BEAM 1-4 21.804 21.809 21.836 21.865 21.891 21.914 21.935 21.953 21.969 21.981 21.991 21.999 22.003 22.005

¡ BEAM 1-5 21.574 21.579 21.606 21.635 21.661 21.684 21.705 21.723 21.739 21.751 21.761 21.769 21.773 21.775

RG 21.514 21.519 21.545 21.574 21.600 21.624 21.645 21.663 21.678 21.691 21.701 21.708 21.713 21.715

¡ BEAM 1-6 21.344 21.349 21.376 21.405 21.431 21.454 21.475 21.493 21.509 21.521 21.531 21.539 21.543 21.545

RSG 21.280 21.285 21.311 21.340 21.366 21.390 21.410 21.429 21.444 21.457 21.467 21.474 21.479 21.481

RC 21.264 21.269 21.295 21.324 21.350 21.374 21.395 21.413 21.428 21.441 21.451 21.458 21.463 21.465

LOCATION

FINISH GRADE ELEVATIONS - SPAN 2 (BRIDGE NO. 124137)

BENT 2

¡

BEARING

¡1 2 3 4 5 6 7 8 9 10 11

BEARING

¡

EB3

FFBW

LC 22.776 22.776 22.775 22.772 22.766 22.757 22.745 22.731 22.714 22.695 22.673 22.648 22.620 22.595 22.590

LG 22.745 22.745 22.744 22.741 22.735 22.726 22.714 22.700 22.683 22.664 22.642 22.617 22.589 22.564 22.559

PGL RT 22.715 22.715 22.714 22.711 22.705 22.696 22.684 22.670 22.653 22.634 22.612 22.587 22.559 22.534 22.529

¡ BEAM 2-1 22.695 22.695 22.695 22.691 22.685 22.676 22.665 22.651 22.634 22.614 22.592 22.567 22.540 22.514 22.509

¡ BEAM 2-2 22.465 22.465 22.465 22.461 22.455 22.446 22.435 22.421 22.404 22.384 22.362 22.337 22.310 22.284 22.279

¡ BEAM 2-3 22.235 22.235 22.235 22.231 22.225 22.216 22.205 22.191 22.174 22.154 22.132 22.107 22.080 22.054 22.049

¡ BEAM 2-4 22.005 22.005 22.005 22.001 21.995 21.986 21.975 21.961 21.944 21.924 21.902 21.877 21.850 21.824 21.819

¡ BEAM 2-5 21.775 21.775 21.775 21.771 21.765 21.756 21.745 21.731 21.714 21.694 21.672 21.647 21.620 21.594 21.589

RG 21.715 21.715 21.714 21.711 21.705 21.696 21.684 21.670 21.653 21.634 21.612 21.587 21.559 21.534 21.529

¡ BEAM 2-6 21.545 21.545 21.545 21.541 21.535 21.526 21.515 21.501 21.484 21.464 21.442 21.417 21.390 21.364 21.359

RSG 21.481 21.481 21.480 21.477 21.471 21.462 21.450 21.436 21.419 21.400 21.378 21.353 21.325 21.300 21.295

RC 21.465 21.465 21.464 21.461 21.455 21.446 21.434 21.420 21.403 21.384 21.362 21.337 21.309 21.284 21.279

B2-13

LC

LG

RG

RC

RSG

RSG

RC

RGLGLC

FINISH GRADE ELEVATION POINTS

SECTION SHOWING

Right Coping

Gutter

Right Sidewalk

Right Gutter

Left Gutter

Left Coping

LEGEND:

BRIDGE NO. 124137

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LE 61

G15-23.004,

F.

A.

C.

Burnt Store Rd.

� Const.

SUPERSTRUCTURE PLAN

¡ Beam 1-1

¡ Beam 1-2

¡ Beam 1-3

¡ Beam 1-4

¡ Beam 1-5

¡ Beam 1-6

¡ Beam 2-1

¡ Beam 2-2

¡ Beam 2-3

¡ Beam 2-4

¡ Beam 2-5

¡ Beam 2-6

"4324'-5 "4

324'-5 "4324'-5 "4

324'-5 "4324'-5 "4

324'-5 "4324'-5 "4

324'-5

31'-

0"

PGL RT

(Span 1)

97'-11"

(Span 2)

97'-11"

Overall Length of Bridge = 195'-10"

Sta. 1216+98.08

Intermediate Bent 2

Sta. 1216+00.17

FFBW End Bent 1

Begin Bridge

Sta. 1217+95.99

FFBW End Bent 3

End Bridge

Left Gutter

Left Coping

Type V (Typ.)

� AASHTO

Right Coping

Right Gutter

(Index 820) (Typ.)

Pedestrian/Bicycle Rail

(Index 420) (Typ.)

32" F-Shape

Traffic Railing

50'-

0"

1'-

6"

10'-

0"

1'-

0"

"2

11'-

6

1'-

6"

"4

14'-

05 S

pa.

@ 11'-

6"

= 57'-

6"

" (O

ut to

Out)

21

65'-

6

"4

14'-

0

(Typ.)

2'-

8"

Lap

20'-0" 15'-0"

15'-0" 20'-0"

(Typ.)

2'-

2"

Lap

BRIDGE NO. 124137

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1216 1217 1218

A CB C B AB C B

Direction of StationingN 2°14'23" E

along Barrier

Joint Spacing

PLAN

" Open Joint in barrier43 ¡

" open joints43 of barrier between

" V-Groove in both faces and top21 ¡

Expansion Joint at FFBW

LEGEND:

A

B

C

B2-14

23-5S

05

@ 6" (B

ot.)

12-5S

05

@ 1'-

0" (T

op)

106-5S

05

@ 6" (B

ot.)

53-5S

05

@ 1'-

0" (T

op)

5S04 @ 6" (Bot.)

392-5S03 Lapped with

Btw

n.

5S

05 Bars)

65-5S

06

@ 1'-

0" (T

op)

for clarity.

3. Beam flanges, ends, and Diaphragms not shown

2. Stagger every other 5S06 bar 5'-0" about ¡ Bent.

No. 6 Bar - 2'-8"

No. 5 Bar - 2'-2"

No. 4 Bar - 1'-9"

1. Min. Lap Splice in reinforcing steel shall be as follows:

NOTES:

6S02 @ 6" (Top)

392-6S01 Lapped with

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LE 61

G15-23.004,

F.

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C.


¡ Const. Burnt Store Road

31'-0"

1'-6"

Barrier

"211'-6

Shoulder

5'-6"

Lane

11'-0"

Lane

11'-0"

Lane

11'-0"

Shoulder

13'-0" 1'-6"

PGL RT

PGL RT

(Typ.)

8½"

Deck

5 Spa. @ 11'-6" = 57'-6"

Beams (Typ.)

¡ AASHTO Type V

"414'-0

"414'-0

Sidewalk

10'-0"

Conc. Parapet

1'-0"

(Typ.)

3"

V-Groove (Typ.)

¡ ½"

(Index 420, Typ.)

Traffic Railing

32" F-Shape

(Index 21210, Typ.)

2-2" Ø PVC Conduits

(Out to Out)

"2165'-6

Railing (Index 822, Typ.)

Pedestrian/Bicycle

BRIDGE NO. 124137

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Slope: 0.02 Ft/Ft

(Index 820)

SUPERSTRUCTURE SECTION

(Spans 1 & 2)

B2-15

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LE 61

G15-23.004,

F.

A.

C.


(Typ.) (Top)

2'-8" Splice

"419

1'-0" 1'-0"

(Typ.)

1'-3"

(Typ.)

1'-3"

" 21

"21

"2

1

3"

PGL (RT)

See Index 420

5V Bars @ 8"

Deck"

21

8

(Spans 1 and 2)

(End Bents 1 & 3 and Bent 2)

3"

6S02 @ 6" (Top)

6S01 @ 6" Paired/w

L/W 5S03 (Bot.)

5S04 @ 6" (Bot.)

6S02 @ 6" (Top) See Index 820

9D06 (NF)

Eq. Spaced

3-5D04 (FF)

9D07 (FF)

Burnt Store Rd.

¡ Const.

(Out to Out)

" 2165'-6

5S05 @ 6" (Bottom)

5S05 @ 1'-0" (Top)

See Sheet B2-21

¡ AASHTO Type V (Typ.)

"414'-05 Spaces @ 11'-6" = 57'-6""4

14'-0

3-5D05 (NF) Eq. Spaced 11'-6"Typical Stirrup Spacing

(Typ. each bay)

4D01 @ 1'-0" Max.

PGL RT

Burnt Store Rd.

¡ Const.

each girder end)

2-4D08 (Typ. @

(Typ.) (Bot.)

2'-2" Splice

as shown on Plan

* Stagger top and bottom transverse bar splices

5S06 @ 1'-0", Place btwn. 5S05 over Bent 2 (Top) "219

3"

3. For transverse bar layout diagram see Superstructure Plan.

2. For diaphragm details, see Superstructure Details (1 of 4).

1. For reinforcing see Reinforcing Bar List.

NOTES:

9D02 (FF)

9D03 (NF) (Typ. each bay)

3-5D04 (FF) Eq. Spaced 9DO2 (FF)

9D03 (NF) (Typ. each bay)

Deck"

21

8

(Bottom)

5S03 @ 6"

bay)

(Typ. each

Stirrups

2-4D09

3-5D05 (NF) Eq. Spaced

BRIDGE NO. 124137

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31'-0"

TYPICAL SECTION THRU END DIAPHRAGM

TYP. V-GROOVE DETAIL

Slope: 0.02 Ft/Ft

Slope: 0.02 Ft/Ft

31'-0"

B2-16

SUPERSTRUCTURE SECTION

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G15-23.004,

F.

A.

C.


FFBWFFBW

� Bearing � Bearing

Concrete Pile


Concrete Pile


Trans. Deck Reinf.

Reinf.

Long DeckReinf.

Trans Deck

Reinf.

Long Deck

Trans. Deck Reinf.

1'-

0"

1'-

0"

1'-

0"

3"

4D01 4D01

1'-

0"

1'-

0"

1'-

0"

4D01

4"

10"

10"

4"

3"

10" 10"� Piles

� End Bent

� Piles

� End Bent

� Bearing

"211'-3

"211'-3

� Bearing

� Intermediate Bent

1'-1" 1'-1"

9D07 (FF)

5D04 (FF)

9D02 (FF)

9D06 (NF)

5D05 (NF)

9D03 (NF)

9D06 (NF)

5D05 (NF)

9D03 (NF)

5D04 (FF)

9D02 (FF)

Reinf.

Deck

Long

9D06 (NF)

5D05 (NF)

9D07 (FF)

5D04 (FF)

9D02 (FF)

9D03 (NF)

4"

9D07 (FF)

Details Sheet (2 of 4)

Superstructure

See Joint Details on

V-Groove Joint

(All Beams)

Type V

AASHTO

(All Beams)

AASHTO Type V

3"(All Beams)

Type V

AASHTO

(All Beams)

Type V

AASHTO

(See Sheet B2-9)

Bearing Pad (See Sheet B2-9)

Bearing Pad

4"

3"

1'-

0"

1'-

0"

between Diaphragms

paper smooth roofing

2 Layers of 55 lb

2"

BRIDGE NO. 124137

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SECTION AT END BENT 1

EJ EJ

E E

B2-17

SECTION AT END BENT 3

E = Expansion Bearing

EJ = Expansion Joint

LEGEND:

E

6S01/6S02 (Top)

6S03/6S04 (Bottom)

6S01/6S02 (Top)6S03/6S04 (Bot.)

SECTION AT INTERMEDIATE BENT

E

Clr.

7/20/17

Direction and sequence of deck slab pour

Construction Joint

¡ Intermediate Support

DETAIL "A"

SLAB POURING SCHEDULE

DETAIL B

(@ CONSTRUCTION JOINTS)

DETAIL C

(@ CONTINUOUS JOINTS)

JOINT DETAILS

X

V-Groove

" 21

" 2

1

� Bent 21

End Bent 1

FFBW

End Bent 3

FFBW

Burnt Store Rd.

¡ Const.

PGL RT

97'-11" 97'-11"


1

3" clear of groove.

Steel a minimum of

Space Reinforcing

Do not over fill.

(Joint Material)

Rapid Cure Silicone

Hot poured seal or

analysis and its effect on the Camber Diagram.

2. A revised casting sequence may be submitted for approval. Submit structural

1. A minimum of 72 hours is required between pours in a given continous unit.

SLAB POURING NOTES:

4. Expansion material shall be Low Modulus Silicone Joint Filler (SS932).

placed prior to the concrete obtaining initial set.

3. The Contractor shall construct either a tooled groove or V-groove

2. Use Detail C where slab pours are continuous over intermediate supports.

1. Use Detail B where a pour terminates at an intermediate support.

NOTES:

2. S.I.P forms are not permitted on overhangs beyond the exterior beam.

the concrete required to fill the stay-in-place metal form flutes.

1. The Superstructure Concrete Quantities shown do not include

STAY-IN-PLACE METAL FORM NOTES:

Thic

kness

Deck Sla

b

For

m

Deck

S.I.P

Metal

Beam

Prestressed

Concrete Slab

Forms

(S.I.P.) Metal

Stay-In-Place

See Detail "A"

Thic

kness

Deck Sla

b

For

m

Deck

S.I.P

Metal

Concrete Slab

Field Weld *

Prestressed Beam

Galvanized Metal Insert

S.I.P. Metal Form

Form Support

Galvanized Metal






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G15-23.004,

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reinforcing steel is prohibited.

* Note: Electrical grounding to

STAY-IN-PLACE FORM DETAILS

PARTIAL SECTION THRU SUPERSTRUCTURE


INDEX NO. 21110

POURED EXPANSION JOINT DATA TABLE

MOVEMENT

TOTAL DESIGNLOCATION

@ 70°F

DIM. "A"

PER 10°F

DIM. "A" ADJUSTMENT

Table Date 1-01-09

Begin Bridge

End Bridge124137

Expansion Joint. Work this table with Design Standards Index No. 21110.

Dim. "A" adjustment per 10°F shown is measured perpendicular to �

NOTE:

BRIDGE

Bridge No. 124137

B2-18

2"

2"

0.54"

0.54"

0.071"

0.071"

BRIDGE NO. 124137

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7/20/17







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LE 61

G15-23.004,

F.

A.

C.

Member (Typ.)

Brace

B

Brace Member (Typ.)Brace Member (Typ.)

L

� Bearing (Typ.) 4'-0" Max. to

Anchor Bracing

Bracing (Typ.)

End SpanAnchor Bracing

Bracing (Typ.)

End Span

Bridge Span (�-� Bearing)

to � Bearing (Typ.)

4'-0" Max.

Front Face of Backwall

� Pier or Bent, or Front Face of Backwall

� Pier or Bent, or

Brace Member (Typ.)

(Typ.)

Member

Brace

NOTE: All dimensions are in inches unless otherwise noted.

PRESTRESSED BEAM TEMPORARY BRACING DATA TABLES

TABLE OF TEMPORARY BRACING VARIABLES Table Date 1-01-11

NO.

SPAN

BRACE (KIP)

END AND ANCHOR

AT EACH BEAM

HORIZONTAL FORCE

BRACE (KIP)

INTERMEDIATE SPAN

FORCE AT EACH

HORIZONTAL

BRACE (KIPxFT)

END AND ANCHOR

FORCE AT EACH BEAM

OVERTURNING

BRACE (KIPxFT)

INTERMEDIATE SPAN

FORCE AT EACH

OVERTURNING

RELEASE?

TO CRANE

PRIOR

BRACE ENDS

BRACING

OF

LINES

TOTAL

LENGTH (FT)

UNBRACED

MAXIMUM

L ,

LOCATION

NO.

SPAN

NO.

BEAM

@ 120 DAYS

OF BEAM)

- DEAD LOAD

(PRESTRESS

CAMBER

NET BEAM

NO.

CASE

BUILD-UPBUILD-UP OVER � BEAM

REQUIRED THEORETICAL

Table Date 07/01/13

DIM B

SPAN

AT BEGIN

DIM C

SPAN

AT �

DIM D

SPAN

AT END

DIM A

@ 120 DAYS

DECK POUR

DURING

DEFLECTION

DEAD LOAD

BRIDGE

124137

BRIDGE

124137

B2-19

1-2 47.795 1.17 10.47 49.27 73.69

FOR AASHTO BEAMS

BUILD-UP & DEFLECTION DATA TABLE

3No 1

1

1

2

2

2

1

1

2-5

2-5

"832 "8

7

"412

3"

3"

3"

3"

3"

3"

3

3

3

3

3

3

"811

6

6

"832

"832

"832

"412

"87

"87

"87

"87

"87

"832

"412

"412

"832

"832

"832

1"

1"

1"

1"

"811

LOADS (UNFACTORED)

TABLE OF ASSUMED CONSTRUCTION Table Date 1-01-11

BUILD-UP (PLF)

FORM WEIGHT (PSF)

FINISHING MACHINE TOTAL WEIGHT (KIP)

BEYOND EDGE OF DECK OVERHANG (IN.)

FINISHING MACHINE WHEEL LOCATION

DECK WEIGHT (PSF)

LIVE LOAD (PSF)

LIVE LOAD AT EXTREME DECK EDGE (PLF)

11

20

2.5

106.25

20

75

104

TABLE OF WIND LOAD VARIABLES Table Date 1-01-11

WIND SPEED, BASIC (MPH)

WIND SPEED, CONSTRUCTION INACTIVE (MPH)

WIND SPEED, CONSTRUCTION ACTIVE (MPH)

VELOCITY PRESSURE EXPOSURE COEFFICIENT

GUST EFFECT FACTOR

0.929

130

78

20

0.85

T&C = Tension & Compression Member

= Tension MemberT

LEGEND:

include signed and sealed calculation of the bracing requirements and design of bracing members and connections.

elects to use a bracing scheme different from those shown in the 'TABLE OF TEMPORARY BRACING VARIABLES,' the documentation shall

the 'TABLE OF ASSUMED CONSTRUCTION LOADS' and signed and sealed design of bracing members and connections. If the Contractor

VARIABLES,' the documentation shall include signed and sealed certification that the construction loads do not exceed those shown in

Girder Temporary Bracing.' If the Contractor elects to use the bracing requirements shown in the 'TABLE OF TEMPORARY BRACING

10. The Contractor shall submit documentation required by the Specifications for Road and Bridge Construction, Section 5 for 'Beam and

girder stresses to exceed stress limits per the FDOT Structures Manual.

responsibility to design overhang bracing which does not cause excessive deflection or rotation of the exterior girder, or cause the

9. Overhang bracing requirements are neither specified here nor in the 'TABLE OF TEMPORARY BRACING VARIABLES.' It is the Contractor's

in the plan view, or may be installed vertically.

provided that all required bolt clear distances are met and overhang bracing is not impacted. Anchor bracing may be inclined, as shown

subsequent beams are to be braced against the Anchor Beam sequentially. The Anchor brace may be located at an exterior girder

8. The anchor beam is a beam which has anchor bracing at its support locations. It is to be set first, and its location may vary. All

top flange. All bolt holes in beams are to be preformed and filled after use. All bracing is to be placed perpendicular to beams.

shall be positively and securely connected to each beam, and shall not be designed to exert any vertical force on the outer edge of the

bracing sections are acceptable. The bracing may be attached through the web or to the flanges of the beam, as necessary. The bracing

bracing members and connections shall be designed and detailed by the Contractor. Any of the geometric configurations shown in the

7. The bracing members shown in the sections are schematic only, and are meant to show geometry in which bracing should be placed. The

and quantities should be determined from the 'TABLE OF TEMPORARY BRACING VARIABLES'.

in the Structures Plans. The brace locations and quantities shown in the plan view are schematic only, and the actual brace locations

6. The 'PRESTRESSED BEAM TEMPORARY BRACING PLAN' is to be used in conjunction with the 'TABLE OF TEMPORARY BRACING VARIABLES'

5. Horizontal and overturning forces are factored per the Strength III limit state for construction.

the exposure period is more than one year; for this case the Contractor shall re-calculate bracing requirements.

less than one year. Horizontal bracing forces, as specified in the 'TABLE OF TEMPORARY BRACING VARIABLES', are not valid if

4. The exposure period (defined as the time period for which temporary load cases of the superstructure exist) is assumed to be

until bridge deck concrete reaches 2500 psi.

TEMPORARY BRACING VARIABLES'. Beams shall not be left un-braced during non-work hours. Bracing shall remain in place

3. The temporary bracing at the ends of the beams shall be installed prior to crane release if indicated in the 'TABLE OF

the value listed.

loads exceed the assumed loads shown, or if the finishing machine wheel location from the edge of the deck overhang exceeds

CONSTRUCTION LOADS'. It is the Contractor's responsibility to re-calculate the bracing requirements if the actual construction

Load as listed in the 'TABLE OF WIND LOAD VARIABLES' plus the assumed construction loads shown in the 'TABLE OF ASSUMED

OF WIND LOAD VARIABLES'. The overturning brace forces have been determined by application of the Construction Active Wind

2. The horizontal brace forces have been determined by application of the Construction Inactive Wind Load as listed in the 'TABLE

centerline of the beam at the top of the top flange.

perpendicular to the beam web at mid-height of the beam, and assume that overturning bracing forces are applied at the

overturning forces given in the Table, non-simultaneously with horizontal forces. Assume that horizontal bracing forces are applied

in the 'TABLE OF TEMPORARY BRACING VARIABLES'. Also design bracing members and connections to be capable of resisting the

1. Design the bracing members and connections to transfer both compressive and tensile forces equal to the horizontal forces given

The Table and following information is provided to aid the Contractor in design of beam temporary bracing:

Based on investigation of the beam stability, temporary bracing as shown in the 'TABLE OF TEMPORARY BRACING VARIABLES' is required.

BEAM TEMPORARY BRACING NOTES:

BRIDGE NO. 124137



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T&C

T&CT&C

T&C

T&C

T&CT&C

T&C

EXAMPLE END SPAN/INTERMEDIATE BRACING TYPICAL SECTIONS

B

� Beam

� Beam

� Beam� Beam

� Beam

� Beam

(Non-Skewed Condition Shown, Skewed Condition Similar)

PRESTRESSED BEAM TEMPORARY BRACING PLAN VIEW

T T

T&CT&C T&C

EXAMPLE ANCHOR BRACING TYPICAL SECTIONS

(Beam Ends Only)

7/20/17







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LE 61

G15-23.004,

F.

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C.

14. For referenced Dimensions, Angles and Case Numbers see Table of Beam Variables on Sheet B2-22.

of the bottom legs.

13. At the Contractor's option Bars 3D1 and 3D2 may be fabricated as a two-piece bar with a 1'-2" lap splice

"STRAND PATTERN").

12. Bars 4K or 5K and 5Z shall be placed and tied to the fully bonded strands in the bottom row (see

and 5Z) for beams with skewed end conditions or vertically beveled end conditions when "DIM. P" exceeds 1".

11. Welded deformed wire reinforcement shall not be used for the end reinforcement (Bars 3D1, 3D2, 4K or 5K

and 5Z shall be placed parallel to the end of the beam, within the limits of Bar 4L.

10. For Beams with vertically beveled end conditions when "DIM. P" exceeds 1", Bars 3D1, 3D2, 4K, 5K, 4Y or 5Y

to length to maintain minimum cover.

") between the bars at the transition to Bars 4M3 and field cut21 needed to maintain minimum clearance (1

adjusted to fit the width of the top flange as measured parallel to the skew. Fan Bars 4M1 and 4M2 as

width of the bottom flange measured parallel to the skew. For Bars 4M1 and 4M2 the overall length shall be

the beam "ELEVATION". For Bars 3D1 and 3D2, Dimension B and the overall length shall be adjusted to fit the

beam. Placement of Bars 3D1, 3D2, 4M1 and 4M2 correspond to END 1 and END 2 respectively, as shown in

5K and 4M3 located beyond the limits of Bars 3D shall be placed perpendicular to the longitudinal axis of the

depth) in "ELEVATION AT END OF BEAM", shall be placed parallel to the skewed end of the beam. Bars 4K or

or 5Y and 5Z placed within the limits of the spacing for Bars 3D (approximately 1.5 times the overall beam

9. For beams with skewed end conditions, the end reinforcement, defined as Bars 3D1, 3D2, 4K, 5K, 4M1, 4M2, 4Y

Holes shall be free of debris and water prior to casting deck.

" NPS x 5" Sch. 40 PVC Pipe with Cap21 2

locally to allow placement. Safety Sleeves shall be :

8. Install Safety Sleeves 1'-10" from ends of beam and spaced on 8'-0" (Max.) centers. Shift Bars 4K or 5K

than the shown conventional single bar. Welded wire reinforcement shall conform to ASTM A497.

addition, Bars 5Z may consist of pairs of bars with the cross sectional area of the pair equal to or greater

of the beam depth from mid-depth of the beam. In 41 minimum from the first wire, but no less than

The first (lower) wire shall be located 1" from the end of Bars 4K or 5K and 5Z and the second wire 2"

lower outstanding leg provided that two longitudinal wires are placed (welded) at the lower end of the bar.

Details sheet for these bars. In this event, Bars 4K or 5K and 5Z may be fabricated with the omission of the

and 5Z except as noted below, provided the wire sizes and spacing match those shown on the Standard Beam

7. At option of the Contractor, welded deformed wire reinforcement may be used in lieu of Bars 3D, 4K, 5K, 4L

6. Unless otherwise noted, the minimum concrete cover for reinforcing steel shall be 2".

to 10,000 lbs. each.

" � or larger, stressed 835. Strands N shall be either ASTM A416, Grade 250 or Grade 270, seven-wire strands

properly oriented so that the bar will be embedded in the diaphragm concrete.

4. Caution should be used with Bars 4L in the ends of exterior beams to assure the bent portion of the bar is

ends of the beams.

3. Bars 4L shall be bent prior to the beam leaving the prestressing yard. Bars 4L shall be bent parallel to the

bar (see "ELEVATION AT END OF BEAM" on Sheet No. B2-21).

2. Place one (1) Bar 4K or 5K or 5Z at each location as detailed alternating the direction of the ends for each

1. All bar dimensions are out-to-out.

Table Date 7-01-09BEARING PAD DATA TABLE

NO(s).

SPAN

NO(s).

BEAM

TYPE

PAD

TYPE

BEAM

Table Date 1-01-12

GENERAL BEARING PLATE DATA

(Yes/No)

REQUIRED

PLATE

BEVELED

C X YMARK **

BRG. PLATE

NO(s).

SPAN

NO(s).

BEAM

TYPE

PAD

END

BEAM

CASE

VIEW

PLAN

(%) *

SLOPE (inches)

DIMENSIONS (PLATE B)

BEVELED PLATE

BEARING PLATE DATA TABLE - TYPE 2

BRIDGE

124137

END *

BEAM

B2-20

AASHTO Type V

1 & 2 No NA NA NA<2%1B1-61-2

1-2 1-6 B 1 & 2

N/A

END 2 = End Bridge end of beam (Ahead station).

* END 1 = Begin Bridge end of beam (Back station).

Work this table with Sheet B2-9 for Pad Types B.

NOTE:

** See "TABLE OF BEAM VARIABLES".

* Slope measured along � of Beam at � of Bearing.

NOTES:

¡ Pier or Bent

Backwall or

Front Face of K1

J¡ Bearing

ϕ=90°

¡ Beam

¡ Bearing

K2

JFront Face of

ϕ=90°

¡ Pier or Bent

Backwall or

Edge of Flange

DIM. L

(P = 0.0)

90°

DIM. L

90°

(Showing Vertical Bevel of Beam End)

SCHEMATIC PLAN VIEWS AT BEAM ENDS

SCHEMATIC END ELEVATIONS OF BEAMS

END 1

CASE 1

END 2

CONDITION 1

BEAM NOTES


BRIDGE NO. 124137



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G15-23.004,

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TYPE V AASHTO BEAM DETAILS

(See Note 8)

Safety Sleeve with Cap

(See Note 8)

Safety Sleeve with Cap

tied to stirrups

Bars 4L shall be

flange only)

bottom of bottom

" Chamfer (Typ.43

Bars 5K (Typ.)

Bars 4M @ Alternate

as ( ) Typ.)

Bars 5Y (shown

Beam

End of

(Typ.)

Bars 5K

Bars 5K & 5Z)

(Bundled with

Bars 5Y

(Typ.)

Bars 4L

(Typ.)

Bars 3D

Strands N

Bars 5A &

(See Index No. 20501)

Embedded Bearing Plate A

Anchor Studs

clear Plate A

as required to

Rotate Bars 3D

(Showing Bars 5K, 5Y & 5Z Only)

SECTION A-A

ELEVATION AT END OF BEAM

(Flanges Not Shown For Clarity)

4M3 & 5Y

BARS 5A, 4M1, 4M2,

Beam - Table of Beam Variables.

of spaces S1 thru S4, see AASHTO Type V

For Dimensions L, R, V1 thru V4 and number

For referenced notes, see Sheet No. B2-20.

B2-22.

Work this Index with Sheet Nos. B2-20 and

NOTES:

BRIDGE NO. 124137

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See Table

24

20

8

12

6'-3"

4'-8"

5K

5Z

5K

5Z

4

Insert Spacing

" (Nominal)413

See Table

20 See Table

(See Insert Notes)

END 1 END 2

MARK SIZEREQUIRED

NUMBER

(NOTE 1)

LENGTHNOTE

NUMBERS

5

3

5

4

5

" \ Strand83

3

L

Y

D1

K

N

D2

(See Note 1)

M1

4 See Table 3'-2"

M2 4

M3

4

See Table

See Table

21'-0"

14

14

1'-

0"

5"

4"4

"

B/2B/2

(See Note 14)

1'-1"

"2

15'-

4

4'-

10"

6"

8"

"215'-7

"21

7

"212

See Table

3'-2"

2'-

9"

10"

8"

1'-

2"

8"

5'-

3"

4"

3"

5"

"4

31 Cle

ar

1'-1" 4"

10"

8"

4" 4"

2'-4"

2'-

0"

"2

11'-

1"

43

1'-

0

1'-3""2141'-3""4

33

3'-6"

"433

11"

"16

72

4"2"

"2

12

"2

18

10" 10"

4"

(See Notes 2 & 9)

2" Clear

2" S1 sp. @ V1

9, 11 & 14

9, 11 & 14

3 & 4

9

9 & 10

9 & 10

5

(See Note 9)

2" S4 sp.

¡ Beam

S2 sp. @ V2

Bars 5Z (Typ.)

Spacing Bars 5K (Symmetrical

about | @ top of Beam)

7'-0"

"4

31'-

0

To outsid

e

of bend

Bar 5Z

8"

"2

13

"4

12

"4

12

12 6'-7"5Z

5Y 4'-8"

5A 21'-0"

20 sp. @ 3"

"852 5 sp. @ 3"

Perpendicular

to End of Beam

"212

Spacing Bars 5K

Spacing Bars 5Z

6"

2, 9, 11 & 13

9 & 11

2, 9, 11 & 13

DIM L = Beam Casting Length

20 sp. @ 3" S3 sp. @ V3

@ V4

Bars 4L

Bars 4L

Bars 3D1 or 3D2

Spacing Bars 4L

13 ~ Bars 3D1 or 3D2 @ 6" max. sp. with Bars 5K as shown

4M1 & 4M2

4M3

Spacing Strands N

Strand N

Strand N

Strands

N

B

(See Table)

S1 sp. @ V1 (6" max.)

Bars 5K

Bars 5Z

Bars 5Y

4 sp.

@ 6"

" Clear to End of Bars 5A411

" Clear (Typ.)411

A A

A

DIM L+5"

Bars 5K

Bars 5Z

Bars 4M

Bar 5A

Bar 5A

" Chamfer211

Optional Splice

End of Beam

on grade and DIM R to compensate for elastic and time dependent shortening effects)

(Overall Length of Beam along | Beam including length increase as required for Beam placed

(See Note 9)

sp. with Bars 5K

3D1 or 3D2

7 ~ Bars

END VIEW

ELEVATION

Sleeve

¡ Safety

BENDING DIAGRAMS

BARS 3D1 & 3D2

BARS 4L

BARS 5K & 5Z

FOR ONE BEAM ONLY

BILL OF REINFORCING STEEL

B2-21


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LE 61

G15-23.004,

F.

A.

C.

TYPE V AASHTO BEAM TABLE OF VARIABLES

3"

7 S

pa.

@ 2"

3" 11 Spa. @ 2" 3"

1'-9"1'-9"

BRIDGE NO. 124137

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1

2 VI

VI 8,500

8,500 6,000

6,000

28 Day ReleaseCLASS

NO.

BEAMSPAN

NO.

STRENGTHS (psi)

CONCRETE PROPERTIESLOCATION STND.

PTRN.

TYPE

END

ELEV.

COND.

PLAN VIEW

CASE

End 2End 1 End 1

MARK ***

BRG. PLATE

End 2

1

1 1

1 1

1 N/A

N/A N/A

N/A

1

1

90°

90° 90°

90°

End 2End 1

ANGLE ØDIM P

-

-

DIM J DIM K1 DIM K2

END OF BEAM & BEARING DIMENSIONS **

DIMENSIONS *

BEAM

Dim L Dim R

2'-0"

2'-0"

B

3D1 3D2

Length

6'-4"

6'-4" 2'-0"

2'-0"

B Length

6'-4"

6'-4"

4M1

Length

3'-2"

3'-2" 3'-2"

3'-2"

Length

4M2

REINFORCING STEEL

4M3

No.

6 37

No.

5K NO. OF SPACES BARS 5K

S1 S2 S3 S4

SPACING BARS 5K *

V1 V2 V3 V4

6"-2

AASHTO TYPE V BEAM - TABLE OF BEAM VARIABLES

with a single asterisk (*) are measured along the

All longitudinal beam dimensions shown on this sheet

top of beam at the centerline of beam.

End of beam bearing dimensions "J" and "K" are

measured along the bottom of the beam.

Mark indicates beveled bearing plate required.

Embedded bearing plates are required on all beams.

***

**

*

Beam Casting Length Dim. "L" includes Dim. "R"

- Fully Bonded Strands.

- Strands Debonded 6'-0" from end of beam.

NOTE: On Beams with skewed ends the debonded

length shall be measured along the debonded

strand.

STRAND DEBONDING LEGEND

DIMENSION NOTES

BEARING PLATES

38 STRANDSTYPE 1

B2-22

STRAND PATTERNS

Beam (Typ.)

¡ AASHTO Type V

- Strands Debonded 12'-0" from end of beam.

"219

"219

"211'-3

"211'-3

"2197'-2

"2197'-2

Strand description: Use 0.6" Diameter, Grade 270, Low-Relaxation strands stressed at 43,950 lbs each. Area per strand equals 0.217 sq. in.

6

Thru

16

Thru

1

"21

"21

83

83

1'-6"1'-1"

1'-1" 6" - 6 37 -2

132

132

1'-0" -

1'-0" 1'-6"

NOTE: Work this sheet with sheet B2-20

7/20/17






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LE 61

G15-23.004,

F.

A.

C.

NAPPROACH SLAB DETAILS

9"

9"

31'-

0"

31'-

0"

"2

165'-

6

Dim.

M2

EL. 22.374

3"

3"

3"

3"

@ 9" Max. (B) L/W 5B1 Bars

41~ 5B2 Bars

1'-0" Max. (T) L/W 5B2 Bars

31~ 5B1 Bars @

9"

9"

Place Btwn. 5B1 & 5B2 Bars

30~ 5C2 @ 1'-0" Max. (T)

PGL RT

FFBW

Left Gutter

90°00'00"

Right Gutter

2'-0"

1'-0"


30~ 5C1 Bars @ 1'-0" Max. (T)

9"

9"


30~ 5C1 Bars @ 1'-0" Max. (T)

FFBW

Permitted

Const. Joint

PGL RT

EL. 22.506

Permitted

Const. Joint

Right Gutter


30~ 5C2 @ 1'-0" Max. (T)

9"

9"

3"

3"

3"

3"

@ 9" Max. (B) L/W 5B1 Bars

41~ 5B2 Bars

1'-0" Max. (T) L/W 5B2 Bars

31~ 5B1 Bars @

Left Gutter

Overlay

Limits of Asphalt

90°00'00"

"2

165'-

6Dim.

M2

5'-0"

3'-0"

1'-6"

@ 9" Max. (B)

5B1 or 5B2 Bars

"4

16

Sidewalk

5C2 Bars @ 1'-0"

5V Bar @ 8"

Traffic Railing

32" F-Shape

@ 1'-0" Max. (T)

5B1 or 5B2 BarsOverla

y

" Asphalt

43

1

� Const. Burnt Store Rd. � Const. Burnt Store Rd.

6"

3"

3"

3"

3"

6¼"

Dim. L 1

Dim.

M1

Dim.

N

Wall

" Parapet

21

9

88~ 8

A2 Bars

@ 9"

Max. (B)

67~ 5

A1 Bars

@ 1'-

0"

Max. (T)

Splice

2'-

2"

Dim. L2

Splice

2'-

2"

Dim. L 1

Dim.

M1

Dim. L2

88~ 8

A2 Bars

@ 9"

Max. (B)

67~ 5

A1 Bars

@ 1'-

0"

Max. (T)

Dim.

N

Wall

" Parapet

21

9

Clr.

" Min.

43

1 (Typ.)

"4

31'-

1

Clr.

4"

5A1 Bars @ 1'-0" Max. (T)

8A2 Bars @ 9" Max. (B)

1'-

1¾"

"2

110'-

2

"2

110'-

2

Asphalt Overlay

Limits of

BRIDGE NO. 124137

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LOCATIONNM2M1

DIMENSIONSANGLE Ø

L1 L2

APPROACH SLAB INDEX NO. 20900 TABLE OF DIMENSIONS

Approach Slab No. 2

30'-0"

30'-0"

30'-0"

30'-0"

1'-6"

1'-6"

51'-6"

51'-6"

0°

0°

Direction of Stationing Direction of Stationing

(typ.)

(Typ.)

to stagger field splice lo

catio

ns

Alternate 5

B1 and 5

B2 Bars (T

& B)

to stagger field splice lo

catio

ns

Alternate 5

B1 and 5

B2 Bars (T

& B)

5B2 Bar

5B1 Bar

5B2 Bar

5B1 Bar

SECTION A-A

B2-23

APPROACH SLAB NO. 2

A

A

APPROACH SLAB NO. 1

A

A

1'-6½"

1'-6½"

Approach Slab No. 1

For traffic railing, pedestrian/bicycle railing and traffic separator quantities, see Bid Item List.

traffic separators.

do not include items placed on the slab such as traffic railing, pedestrian/bicycle railings or

Quantities shown are for one Approach Slab and where applicable, raised sidewalks. Quantities

railing on raised sidewalks.

Dimensions 'L 1' & 'L 2' are measured along gutter line, inside face of parapet or inside face of

Dimension and Quantity Notes:

3. For Reinforcing see Reinforcing Bar List.

use Pull Box Type A and Expansion Joint Fittings at Expansion Joints.

2. See 2017 FDOT Design Standards, Index No.. 21210, Utility Conduit Details.

Details and other standard details.

1. See 2017 FDOT Design Standards, Index No. 20900 for Reinforcing

NOTES:

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LE 61

G15-23.004,

F.

A.

C.

SLOPE PROTECTION DETAILS

Slab (Typ.)

Approach

4" Concrete Pavement

3'-

0"

Toe of Fill Slope

Outline of End Bent

Slope-Pavement

Limits of Concrete

End Bent

Berm

3'-0"

Filter Fabric

3"

L

Toe of Fill Slope

1'-

6"

8"

Max.

(See Roadway Plans)

Conc. Sidewalk

(10' Max.)

L/3

6"

1'-

6"

3"

Filter Fabric

2'-0"#57 Aggregate

Hot poured sealer

1'-

0"

8"

8'-0" centers (Staggered)

with 4" Ø pipe @

Drain hole formed

(Centered at drain)

8" x 1'-0" x ¼" opening.

Galvanized wire mesh:

(< 5% Passing No. 200 sieve)

Clean free-draining sand

expansion joint material

½" Premolded

to edges of concrete pavement (Typ.)

Wrap around embankment continuously

End of Wingwall

60°00'00"

4'-0"

(Min.)

1'-

0"

1'-

0"

BRIDGE NO. 124137

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B2-24

Ber

m

A

A

1:2 B

B

See Detail "A" 1

2 See Detail "A"

See Detail "A"

Filter Fabric

4"

4"

PARTIAL PLAN

SECTION A-A

CONCRETE SLOPE PAVEMENT PROTECTION ADJACENT TO ROAD

DETAIL ADRAIN DETAIL

SECTION B-B

pavement.

filter fabric and sand shall be included in the cost for slope

Standards Index No. 199. Cost of holes, wire mesh, aggregate,

The filter fabric shall be Type D-6 in accordance with Design

NOTE:

NOTE: Vertical joints shall be sealed.

Berm

7/20/17






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LE 61

G15-23.004,

F.

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C.


E

BRIDGE NO. 124137

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B2-25

MARK

SIZE DES

LENGTH NO

BARS

TYP

BAR

STY

A G FT IN

B

FR FT IN

C

FR FT

D

IN FR FT IN FR FT

F

IN FR FT

H

IN FR FT

J

IN FR FT

K

IN FR

N

NO ANG

Ø

INFT

5 S05 204- 0 194 41 48-10 34- 5 45- 0 44- 5 31- 4 2- 2 4

5 S06 35- 0 65 1 35- 0

LOCATION SUPERSTRUCTURE NO. REQUIRED = 1

9 D02 77- 6 4 2 5- 0 57- 6 4

9 D03 9- 2 20 1 9- 2

21 0- 42

1 0- 6 0- 421 4 D01 10- 8 160 7 4- 8

43 6 S01 45- 4 392 1 45- 3

43 6 S02 22- 4 392 1 22- 3

43 5 S03 16- 7 392 1 16- 6

43 5 S04 51- 1 392 1 51- 0

LOCATION APPROACH SLABS NO. REQUIRED = 2

5 A1 29- 6 67 1 29- 6

8 A2 29- 6 88 1 29- 6

5 C1 5- 0 30 1 5- 0

41 5 B1 44- 6 72 1 44- 5

41 5 B2 22-10 72 1 22- 9

41 0- 64

1 5 C2 8- 9 30 28 5- 0 3- 0 0- 6

9 D06 8- 4 20 1 8- 4

5 D05 10- 4 60 1 10- 4

5 D04 62- 6 12 2 5- 0 57- 6 1

9 D07 61- 6 4 2 4- 0 57- 6 1

4 D08 4- 9 48 1 4- 9

21 0- 4 2

1 4 D09 8- 9 40 7 3- 9 0- 6 0- 4

LOCATION END BENTS NO. REQUIRED = 2

10 E01 71- 6 4 41 30- 0 41- 6 4- 6 1

10 E02 35- 2 7 1 35- 2

10 E03 35- 2 7 1 35- 2

5 E04 10- 9 15 11 8- 9 1- 0 1- 0

5 E05 10- 0 218 4 4 4 2- 3 2- 3

5 E06 8- 8 18 5 2- 3 3- 4 0- 5 0- 5

6 E08 2- 3 16 1 2- 3

5 E09 3- 5 262 1 3- 5

5 E10 5- 1 262 1 5- 1

121 6 E11 70- 4 4 2 3- 2 67- 1

5 E12 5- 6 12 13 2- 6 1- 6 1- 6 45 45

0-10 0-1021 6 E07 68-10 12 11 67- 1

LOCATION END BENTS NO. REQUIRED = 2

4 E15 16- 4 4 12 6- 6 9-10

7 E16 15- 4 20 1 15- 4

4 E18 15- 4 10 1 15- 4

4 E20 5- 4 24 11 2- 8 1- 4 1- 4

4 E21 5- 1 24 11 2- 5 1- 4 1- 4

LOCATION END BENTS VAR. NO. REQUIRED = 2

7 E17 VARY 18 1 15- 4

10-10 0 1 6- 4

4 E19 VARY 10 1 15- 4

10-10 0 1 6- 4

LOCATION INTERMEDIATE CAP NO. REQUIRED = 1

41 4 E13 9- 1 36 1 9- 0

41 4 E14 VARY 44 1 9- 0

43 6- 9 0 1 4- 5

10 P01 69- 6 4 41 29- 0 40- 6 4- 6 1

121 7 P04 68- 5 4 2 3- 6 64-10

5 P05 11- 0 146 4 4 4 2- 9 2- 3

5 P06 9- 8 18 5 2- 9 3- 4 0- 5 0- 5

5 P07 9- 4 8 11 3- 4 3- 0 3- 0

5 P08 10- 9 15 11 8- 9 1- 0 1- 0

4 P09 5- 5 42 11 2- 5 1- 6 1- 6

4 P10 6- 4 30 11 3- 4 1- 6 1- 6

41 8 P02 34- 3 7 1 34- 2

41 8 P03 34- 3 7 1 34- 2

7/20/17

LOAD RATING






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LE 61

G15-23.004,

F.

A.

C.

Bent 2End Bent 1 End Bent 3

Table Date 01-01-12

Other appropriate comments

than LRFD.

DF method if other

Interior/exterior beam

Comments:

Dim

ensio

n

Locatio

n

Tons

Ratin

g Factor

Factor (D

F)

Distrib

utio

n

Dim

ensio

n

Locatio

n

Tons

Ratin

g Factor

Factor (D

F)

Distrib

utio

n

DWDCLL(tons)

WeightVehicleLimit State

Level

Load

Ratin

g

Desig

n

Load

Ratin

g

Per

mit

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

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

Table 2 - LRFR

been satisfied? Yes No

Article 5.8.3.5 longitudinal reinforcement

3. Has the AASHTO LRFD Specifications

limits = 691 psi.

and Permit tensile stress

Service III Design Operating, Legal,

stress limits = 553 psi.

2. Service III Design Inventory tensile

using the permit vehicle in all lanes.

1. Permit capacity is determined by

Table 2 Notes:

January 2017 "Structures Manual".

requirements established in the

1. This table is based on the

General Notes:

RATING LOCATIONS

Strength I (Inv)

Strength I (Op)

Service III (Inv)

Service III (Op)

HL-93

HL-93

HL-93

HL-93

N/A

N/A

N/A

N/A

Strength II FL120

FL120Service I

N/A

N/A

N/A

N/A

M - Moment

V - Shear

Op - Operating

Inv - Inventory

Abbreviations:

Locatio

n "A

"

Locatio

n "B

"

B2-26

Locatio

n "A

"

Locatio

n "B

"

60.0

60.0

1.75

1.35

1.35

0.80

0.80

1.00

1.25

1.25

1.25

1.00

1.00

1.00

1.50

1.50

1.50

1.00

1.00

1.00

0.80

0.80

0.80

0.80

0.80

0.80

1.97

2.55

1.66

2.17

2.11

8.97

126.87

538.05

A

A

A

A

A

A

"4347'-0

"4347'-0

"4347'-0

1.02

1.02

1.02

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A N/A

N/A

N/A

1.26

1.02 61.20

B

B

B

"4347'-0

"4347'-0

"4347'-0

"2195'-6

"2195'-6

"2195'-6

BRIDGE NO. 124137

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7/20/17

"4347'-0 "4

347'-0

"2195'-6 "2

195'-6

1.0.0

WALL CONTROL DRAWING

WATER

1213 1214 1215 1216 1217 1218 1219 1220 1221

T.Y. LIN INTERNATIONALBYDATE REVISIONS - DESCRIPTIONNO.APPROVED BY:





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LE 61

G15-23.004,

F.

A.

C.

Seawall SW-5

Seawall SW-6

Burnt Store Rd.

� Const.

R/W Line WaterlineWaterline

Offset 137.04' RT

Sta. 1212+80.00

Begin Wall CW-5

Retaining Wall

Retaining Wall

R/W Line

Offset 156.67' RT

Sta. 1218+60.07

Begin Wall CW-6

Offset 153.88' RT

Sta. 1219+13.16

Wall Bend CW-6

Offset 137.02' RT

Sta. 1221+10.00

End Wall CW-6

R/W Line

Offset 137.04' RT

Sta. 1215+19.90

Wall Bend CW-5

Offset 140.07' RT

Sta. 1215+39.80

End Wall CW-5

Offset 137.02' RT

Sta. 1219+71.74

Wall Bend CW-6

N 2°14'23" E

HERMOSA CANAL


PLAN

Seawalls SW-5 and SW-6)

(Retaining Walls CW-5 and CW-6 and

BWM-1

N 2°14'23" E

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7/20/17

PLAN - SEAWALLS SW-5 AND SW-6






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LE 61

G15-23.004,

F.

A.

C.

(Typ.)

5'-9" (Typ.)

Precast Deadman

(Typ.)

Anchor Bar(Typ.)

20'-

0"

(Typ,)

1'-

6"

12'-0" 12'-0" 12'-0" 12'-0" 12'-0" 12'-0" 12'-0" 12'-0" 12'-0"

"21140'-1

"416'-1

29'-4"

Seawall SW-6 (Typ.)

6'-0"

(Typ.)

6'-0"

111°03'35" 90°00'00"

Approx. Water Edge

Sta. 1217+59.34

Seawall SW-6

163'-11"

"875'-11

Sta. 1216+37.07

Seawall SW-5

Burnt Store Rd.

¡ Const.

Approx. Water Edge Seawall SW-5

90°00'00"

R/W Line

Sheet Pile Wall

New Concrete

¡ Const. Burnt Store Rd.

Dir

ectio

n of Statio

nin

g

Weir Crest EL. 2.30

Hermosa Canal

BWM-2

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7/20/17

ELEVATIONS - SEAWALLS SW-5 AND SW-6






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LE 61

G15-23.004,

F.

A.

C.

Exist. Seawall

Starter Pile

7"

EL. -19.000'

Tip Elevation

EL. +7.250'

Top of Cap

EL. +6.250'

Sheet Pile

Top of

Exist. Seawall

7"

EL. +6.25'

Sheet Pile

Top ofEL. +7.25'

Top of Cap

EL. -19.00'

Tip ElevationStarter Pile

11 - Type A Sheet Piles

27'-6"

66 - Type A Sheet Piles (See Standard Index No. 6040)

163'-11"

56 - Type A Sheet Piles (See Standard Index No. 6040)

138'-10½"

(See Standard Index No. 6040)

2'-6" (1) Type B

BWM-3

0

5

10

-5

-10

-15

-20

-25ELEVATION - SEAWALL SW-5

0

5

10

-5

-10

-15

-20

-25

ELEVATION - SEAWALL SW-6

0

5

10

-5

-10

-15

-20

-25

0

5

10

-5

-10

-15

-20

-25

(See Standard Index No. 6040)

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SUITE 245


TEL. (813) 972-9444


7/20/17






TRANSPORTATION

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LE 61

G15-23.004,

F.

A.

C.


#9 Threaded Bar

in Deadman Panel

40 PVC Pipe Sleeve

" NPS Schedule213

Deadman Panel

cement grout

40 PVC filled with

" NPS Schedule 211

2'-0"

20'-0"

with anchor

avoid conflict

necessary to

Adjust rebar if

See Detail 1

Seawall Cap *

Optional Coupler Proposed Ground Line

Base Course & ACP

Crushed Limerock Fill,

16°00'00" (Min.)

*

1'-6"

See Detail 2

2'-

9"

5'-

6"

Min.

3'-

0"

Deadman Panel

Precast

3'-0"

9"

1" Min.

Anchor Bar

Threaded

Hex Nut

Plate Washer

7"x7" Beveled

Deadman Panel

Plate

Hole in

Anchor Bar

to accomodate

Schedule 40 PVC

specifications

in accordance with manufacturer's

Shop applied grouted corrosion protection

Hole in Plate

Anchor Bar

Threaded

Hex Nut

Plate Washer

7"x7"x1"

� Seawall

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SUITE 245


TEL. (813) 972-9444


6. Submit coupler details with shop drawings.

apply heat until sleeve is fully recovered.

5. Center heat shrink sleeve over coupler and

Denso Tape or equal.

4 Wrap bar and coupler with two layers of

tighten set screws.

3. Torque bar ends together (200 ft-lbs), then

the length of the coupler.

Each shall be screwed into the coupler half

2. Connect the two bar ends with the coupler.

inside of the coupler and exposed bar ends

1. Apply corrosion inhibiting grease to the

Threaded Bar (fy: 75 ksi)

� Hole in Plate

#9

"831

ITEM DATA

TIE-BACK ANCHOR DATA

OPTIONAL COUPLER NOTES:

SECTION A-A

TIE-BACK ANCHOR DETAIL

DETAIL 2

to casting Deadman Panels.

shall verify geometry of Anchor prior

conflicts (i.e. Riprap, etc.) . Contractor

** Adjust dimensions as required to avoid

from damage when compacting fill.

* Protect Anchor and Deadman

DETAIL 1

**

**

A

A

BWM-4

Reinforcing, see Sheet BWM-5.

3. For Precast Deadman Panel and Seawall Cap

Item 455-87 (Anchor Bar, Steel).

included in the contract unit price for Pay

not less than 3 mils thick. The cost shall be

Section 926, apply two separate coats, each

the requirements of Standard Specification

Deadman using a Type M Coal Tar Epoxy meeting

Plate Washer and Nut Assembly behind the

2. Completely coat the exposed Anchor Bar,

underwater backfill.

stone fill aggregate shall be used for all

General Notes. Note that FDOT No. 57 crushed

Panel. Place backfill as detailed in the

2'-0 below the bottom of the Deadman

1. Soil shall be removed to a minimum of

NOTES:

(See Sheet BWM-2 for Anchor Locations)

7/20/17






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LE 61

G15-23.004,

F.

A.

C.

SEA WALL DETAILS (2 OF 2)

********

****

(Typ.)

1'-8"

(Typ.)

1'-8"

5'-9"

"419 "4

19

6" 6"

6"

1'-

6"

5'-

6"

(Typ.)

4" Cl.

11-8

B01

@ ± (S

S)

" ± (A

S)

83

10-8

B01

@ 6

"2

14

"2

14

"214"2

14

10-8B02 @ ± (AS)

11-8B02 @ 6" (SS)

5'-9"

1'-

6"

"419 "4

19

6" 6"

Cl.

4"

Cl.

4"

5'-

6"

1'-6"

Cl.

4"

Cl.

4"

"2

1 3

4B03

� DEADMAN

� DEADMAN

* (Typ.)

PVC Sleeve

"� NPS213

Anchor side (AS)

Face on end of

Sea Wall side (SS)

Face on

Sleeve *

"� NPS PVC213

8B018B02

8B028B01

Sea Wall side (SS)

Face on

Anchor side (AS)

Face on end of4B03

8B02

8B01

8B02

8B01

� Deadman

2'-0"

1'-0" 1'-0"

5" 5"

2'-

0"

"4

34

"4

34

Em

bedd

ment

1'-

0"

(Typ.)

4" Cl.

7" 10"

7" 7"

7"

2 E

q.

Spa.

� Pile

" CHAMFER (TYP.)43

Sea Wall Cap

6B Bars (Typ.) **

5B Bars @ 6" spacing **

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SUITE 245


TEL. (813) 972-9444


B

B

A A

PRECAST DEADMAN PANEL

SECTION A-A

* Adjust rebar to

avoid PVC sleeve

4B03

SECTION B-B

� D

ead

man

534"

658"

312"� N

PS P

VC

Sle

eve *

SEA WALL CAP TYPICAL SECTION

and vertical inclination angle.

**** Dimension may change depending on final horizontal

BWM-5

7/20/17






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LE 61

G15-23.004,

F.

A.

C.


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SUITE 245


TEL. (813) 972-9444


WALL LOCATION

(begin to end)

STATION

Table Date 07-01-12

ELEVATION

WATER

ELEVATION

SOIL

DESIGN PARAMETERSCONSTRUCTION INFORMATION

NO.

WALL

Detail A)

(See

TYPE

REQUIRED

NUMBER

(degrees)

Ø

ANGLE

CORNER

ANCHORS

NOTES:

CONCRETE SHEET PILE FABRICATION

CONCRETE SHEET PILE WALL WITH DEAD MAN ANCHORS DATA TABLE

(ft)

ELEV.

WALL

OF

TOP

(ft)

ELEVATION

WALL TIP

MINIMUM

(ft)

WALL

OF

BACK

(ft)

WALL

OF

FRONT

(ft)

WALL

OF

BACK

(ft)

L

LENGTH

PILE

(in)

T

THICKNESS

PILE

(ft)

X

LENGTH

GROOVE

(ft)

OFFSET

(ft)

SPACING

ANCHOR BAR

(in)

DIAMETER

BAR

ANCHOR

* Minimum of Design Ground Surface or Design Scour Depth.

(psf)

LOAD

SURCHARGE

DESIGN

FACTORED

(ft)

WALL

OF

FRONT

*

BWM-6

SW5

SW6

SW6

A 66 25.25 10 13.92 12 1.125 -19.00 6.25

A

B

67 25.25 10 13.92 12 1.125 -19.00 6.25

1 25.25 10 13.92 12 1.125 -19.00 6.25

N/A

N/A

7.00 2.50 2.50-7.00 100

7.00 2.50 2.50-7.00 100

7.00 2.50 2.50-7.00 10068.94

1216+35.86

1217+58.34 37.10 L

37.32 L

1217+58.34 37.10 L

wall.

material and backfill with material classified as A-3 shall be included in the bid price for sheet pile

4. Removal of strong material will be required prior to installation of sheet piles. Removal of strong

metakaolin or ultrafine fly ash.

3. Concrete for cast-in-place retaining wall caps shall be Class IV (f'c = 5,500 psi), with silica fume,

2. Environmental Classification is Extremely Aggressive.

1. Work the Data Table with FDOT Standard Index No. 6040.

7/20/17






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LE 61

G15-23.004,

F.

A.

C.


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SUITE 245


TEL. (813) 972-9444


BWM-7

No.

Wall

Size No.Spacing

in. ft.

Begin

in. ft.

End

in.

Length

Bars F

Length

Average

ft. in.

Size No.

Bars G2


Length

ft. in.

Size

Bars D

No.Length

ft. in.

in.

Length

Average

ft.in.

End

ft.

Length

Bars A

Begin

in.ft.

No.Size

in.

Length

ft.in.

SpacingNo.

Bars Z

Size

in.ft.

Length

Bars R


No.Size

in.

Total Length

ft.Splices

Lap

No. of

in.

Spacing

Bars G1

No.Size

in.

Length

ft.in.

Spacing

Bars H

No.SizeNo.

Wall

No.

Wall

Size No.Spacing

in. ft.

Begin

in.

A

End

ft. in.

Bars J

B

ft. in. ft. in.

Total Length

Average

Size No.

in.

Spacing


Bars K

A

Begin

ft. in. ft. in.

EndB

ft. in.

Total Length

Average

ft. in.

Size No.A

ft. in.

B

ft. in. ft. in.

Total Length

Bars M

in.

(bot.)

FtgCov

in.

(typ.)

FtgCov

in.

Cover

Wall

in.in.in.in.ft.Bkwall

Slope

in.ft.in.ft.in.

WD

in.in.

Length

Wall

ft.in.

End

ft.

WALL DIMENSIONS

in.ft.

Begin

Height

Offset

End

StationOffset

Begin

StationNo.

Wall footL

toeL

soilD

keyL

keyD

stepV

Table Date 01-01-11

Table Date 01-01-11

Table Date 01-01-11

Table Date 01-01-11

C-I-P CANTILEVER RETAINING WALLS DATA TABLES

soil

key key

step

NOTES [Notes Date 07-01-14]:

CW-6_D

CW-6_C

CW-6_B

CW-6_A

CW-5_D

CW-5_C

CW-5_B

CW-5_A

1219+71.74

1219+68.38

1219+13.16

1218+60.07

1215+19.90

1214+68.00

1214+30.00

1212+80.00

137.02 RT

137.99 RT

153.88 RT

156.67 RT

137.04 RT

137.04 RT

137.04 RT

137.04 RT

1221+10.00

1219+71.74

1219+68.38

1219+13.16

1215+39.80

1215+19.90

1214+68.00

1214+30.00

137.02 RT

137.02 RT

137.99 RT

153.88 RT

140.07 RT

137.04 RT

137.04 RT

137.04 RT

8

9

7

5

9

10

9

2

7

9

4

7

11½

7¾

¾

10½

3

9

9

7

8

9

10

7

11½

11

9

4

10¼

11½

7¾

6¾

138

3

57

53

20

51

38

150

3½

6

5½

2

1½

10¾

0

0

12

12

12

12

12

12

12

12

12

12

12

12

12

12

12

12

6

7

7

6

7

8

8

6

6

6

6

0

0

0

0

0

2

1

2

2

2

2

2

2

0

1

0

0

0

0

0

0

0

0

0

0

0

0

0

0

1

2

1

1

2

1

1

1

0

0

0

6

3

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

-16

16

0

0

0

0

18

-18

3

3

3

3

3

3

3

3

3

3

3

3

3

3

3

3

3

3

3

3

3

3

3

3

CW-6_D

CW-6_C

CW-6_B

CW-6_A

CW-5_D

CW-5_C

CW-5_B

CW-5_A

5

5

5

5

5

5

5

5

139

4

58

54

21

53

39

151

12

12

12

12

12

12

12

12

2

2

2

2

2

2

2

2

6½

6½

7¼

6

6½

6¾

6¾

6¾

2

2

2

2

2

2

2

2

6½

6½

7¼

6

6½

6¾

6¾

6¾

2

1

2

2

2

2

2

2

6

7

6

6

6

6

6

6

5

4

5

5

5

5

5

5

½

1½

1¼

0

½

¾

¾

¾

4

4

4

0

4

4

4

0

139

4

58

0

21

70

51

0

12

12

12

0

12

9

9

0

2

3

3

0

3

4

4

0

8¾

11

9¼

0

11¼

7

7

0

2

3

3

0

3

4

4

0

8¾

11

9¼

0

11¼

7

7

0

2

1

2

0

2

2

2

0

6

7

6

0

6

6

6

0

5

5

6

0

6

7

7

0

2¾

6

3¼

0

5¼

1

1

0

4

4

4

4

4

4

4

4

139

4

58

54

21

53

39

151

2

2

2

2

2

2

2

2

5½

5½

5½

5½

5½

5½

5½

5½

4

5

5

3

4

5

5

3

0

11

0

6

6

6

6

6

6

8

7

5

6

7

7

5

5½

4½

5½

11½

11½

11½

11½

11½

CW-6_D

CW-6_C

CW-6_B

CW-6_A

CW-5_D

CW-5_C

CW-5_B

CW-5_A

5

5

5

5

5

5

5

5

139

7

77

54

28

104

76

151

12

6

9

12

9

6

6

12

6

7

7

5

6

7

7

5

0

0

0

6

6

6

6

6

4

4

4

4

4

4

4

4

16

16

16

14

16

18

18

14

12

12

12

12

12

12

12

12

2

0

0

0

0

0

0

2

137

3

56

52

19

51

37

149

9½

0

11½

8

7½

4¾

6

6

5

5

0

0

0

0

5

5

16

16

0

0

0

0

18

14

1

1

0

0

0

0

1

1

10

10

0

0

0

0

12

12

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

4

4

4

4

4

4

4

4

139

4

58

54

21

53

39

151

8

9

7

5

9

10

8

2

4

6

1

4

8½

4¾

9¾

7½

3

9

9

7

8

9

10

7

8½

8

6

1

7¼

8½

4¾

3¾

6

9

8

6

9

10

9

4

¼

7

3½

2½

1¾

½

7¼

11½

CW-6_D

CW-6_C

CW-6_B

CW-6_A

CW-5_D

CW-5_C

CW-5_B

CW-5_A

4

4

4

4

4

4

4

4

139

4

58

54

21

53

39

151

12

12

12

12

12

12

12

12

8

9

7

5

9

10

8

2

4

6

1

4

8½

4¾

9¾

7½

3

9

9

7

8

9

10

7

8½

8

6

1

7¼

8½

4¾

3¾

6

9

8

6

9

10

9

4

¼

7

3½

2½

1¾

½

7¼

11½

4

4

4

4

4

4

4

4

84

20

54

42

20

66

40

60

22

3

18

17

19

16

18

24

6½

0

7¾

2¾

7½

9½

6

6

5

5

5

5

5

5

5

5

42

10

27

21

10

33

20

36

1

1

1

1

1

1

1

1

6

6

6

6

6

6

6

6

throughout length of wall.

For walls with variable begin/end height, Bars G2 shall be fanned such that they are evenly spaced 12.

The number of G1 Bars includes 2 additional bars when a shear key is specified.11.

dimensions.

Bars J, K, A and F vary uniformly between begin and end wall heights as indicated by begin and end 10.

A non-zero value for V indicates the existence of a footing step, see Control Drawings for location.9.

Non-zero values for L and D indicate the existence of a shear key.8.

ground line.

D is typical depth of soil and is used for design purposes only. See Control Drawings for actual 7.

A value of '0' for Slope Backwall indicates front and back of wall are parallel.6.

Minimum Soil Nominal Bearing Resistance = 2500 psf.5.

Environmental Classification is moderately.4.

Wall exposed face surface texture shall be Class 5 Finish Coating.3.

Concrete Class IV (f'c = 5500 psi) with silica fume, metakaolin or ultrafine fly ash.2.

Work these Data Tables with Index No. 6010.1.

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E


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SUITE 245


TEL. (813) 972-9444


MARK

SIZE DES

LENGTH NO

BARS

TYP

BAR

STY

A G FT IN

B

FR FT IN

C

FR FT

D

IN FR FT IN FR FT

F

IN FR FT

H

IN FR FT

J

IN FR FT

K

IN FR

N

NO ANG

Ø

INFT

LOCATION LOCATION SOIL ANCHOR DEADMAN NO. REQUIRED = 14

8 B01 5- 1 21 1 5- 1

8 B02 4-10 21 1 4-10

4 B03 4- 4 2 23 1- 9 0- 3 1- 9

6 B07 27- 2 7 1 27- 1 •

6 B08 6- 0 7 12 3- 0 3- 0 69

END OF LIST

BWM-8

LOCATION LOCATION SW- 5 CAP NO. REQUIRED = 1

5 B05 4- 6 326 5 1- 4 1- 4 0- 3 0- 3

6 B04 171- 9 7 2 2- 7 164- 0 3

2

LOCATION LOCATION SW- 6 CAP NO. REQUIRED = 1

6 B06 144- 7• 7 2 2- 7 139- 5 •

5 B05 4- 6 338 5 1- 4 1- 4 0- 3 0- 3

7/20/17