the concrete bridge magazine - index of drawings...2017/08/17 · the development of spliced,...

Drawing/Sheet Number

PCI Zone 6 (SE Region) U-Girders

PRELIMINARY

FDOT WU-0

INDEX OF DRAWINGS

INDEX OF DRAWINGS

FDOT WU-21

FDOT WU-20

FDOT WU-19

FDOT WU-18

FDOT WU-17

FDOT WU-16

FDOT WU-15

FDOT WU-14

FDOT WU-13

FDOT WU-12

FDOT WU-11

FDOT WU-10

FDOT WU-9

FDOT WU-8

FDOT WU-7

FDOT WU-6

FDOT WU-5

FDOT WU-4

FDOT WU-3

FDOT WU-2

FDOT WU-1

FDOT WU-0

EXAMPLE ERECTION PLAN DETAILS

ERECTION BRACING

CONSTRUCTION SEQUENCE 3 - HAUNCHED GIRDER

CONSTRUCTION SEQUENCE 2 - CONSTANT DEPTH GIRDER

CONSTRUCTION SEQUENCE 1 - SIMPLE SPAN

STRESSING CHAMBER DETAILS

GIRDER POST-TENSIONING DETAILS 2


POST-TENSIONING LAYOUT 2 - LACED OPTION

POST-TENSIONING LAYOUT 1 - PASS THRU OPTION

COMPARATIVE POST-TENSIONING LAYOUT SCHEMATICS

GIRDER SEGMENT LAYOUT 3 - HAUNCHED CONTINUOUS

GIRDER SEGMENT LAYOUT 2 - CONSTANT DEPTH CONTINUOUS

GIRDER SEGMENT LAYOUT 1 - SIMPLE SPAN

GIRDER DIMENSIONS AND REINFORCEMENT

TYPICAL INTEGRAL INTERIOR PIER

TYPICAL INTERIOR PIER WITH BEARINGS

TYPICAL EXPANSION PIER

END DIAPHRAGM AT ABUTMENT

TYPICAL BRIDGE CROSS SECTIONS

GENERAL NOTES

INDEX OF DRAWINGS



PRELIMINARY

GENERAL NOTES

PURPOSE AND INTENT OF THIS INFORMATION:

BACKGROUND:

SUMMARY:

FDOT WU-1

DESIGN CRITERIA

GENERAL NOTES FOR DESIGNERS AND PRODUCERS OF PRECAST, PRESTRESSED CONCRETE SPLICED U-GIRDERS WITH BONDED AND UNBONDED TENDONS

THE USE OF PRECAST CONCRETE U-GIRDERS UNIFIES THE APPEARANCE OF ALL SPANS IN A PROJECT. TRAPEZOIDAL SLOPED WEBS CREATE A CONTEXT-SENSITIVE SOLUTION THAT HAS BEEN WELL RECEIVED IN HIGH VISIBILITY APPLICATIONS.

INVEST IN SPECIALIZED EQUIPMENT. USING PCI-CERTIFIED PLANTS AND STANDARD DETAILS AND CASTING FORMS OFFERS SHORTER LEAD TIMES FOR FABRICATION AND DELIVERY OF GIRDERS, WHICH GREATLY ENHANCES THE COST EFFECTIVENESS OF CONSTRUCTION.

SPLICED U-GIRDER CONSTRUCTION REQUIRES ONLY INTERMITTENT VERTICAL SHORING THAT REDUCES INTERFERENCE WITH EXISTING TRAFFIC. CONVENTIONAL CONSTRUCTION METHODS AND EQUIPMENT ARE USED TO ERECT THE GIRDERS ELIMINATING THE NEED TO

LEAD TIMES FOR FABRICATION AND LOWER SHIPPING COSTS.

ENHANCED DURABILITY, LOWER LIFE-CYCLE COSTS, AND LOWER INITIAL CONSTRUCTION COSTS MAKE PRECAST CONCRETE AN ATTRACTIVE DESIGN OPTION. COMPETITIVE LOCAL MANUFACTURERS REINFORCES THE APPEAL OF USING PRECAST CONCRETE THROUGH REDUCED

2016 INTRODUCED THE USE OF STANDARD DIABOLOS, STANDARD DEVIATION BLISTERS, AND A NEW LOAD CASE AS A PERFORMANCE MEASURE.

STRENGTH AND STABILITY TO MAKE THE CASTING OF HORIZONTALLY CURVED SECTIONS FEASIBLE. COMBINING THESE TWO ADVANCEMENTS ESTABLISHED THE POSSIBILITY OF USING PRECAST CONCRETE FOR LONG-SPAN INTERCHANGE PROJECTS. DEVELOPMENTS IN

EARLIER ADVANCEMENTS IN THE USE OF SPLICED, POST-TENSIONED PRECAST GIRDERS HAVE EXTENDED THE SPAN RANGE OF PRECAST CONCRETE CONSTRUCTION. THE DEVELOPMENT OF THE U-GIRDER INTRODUCED A NEW CROSS SECTION THAT HAS SUFFICIENT

ARE IMPORTANT DESIGN CONSIDERATIONS.

CLEARLY DEMONSTRATES THE ADVANTAGES OF USING ENGINEERED-TO-ORDER PRECAST CONCRETE COMPONENTS TO CONSTRUCT HIGHLY COST-EFFECTIVE, COMPLEX, LONG-SPAN STRUCTURES IN HIGH PROFILE APPLICATIONS WHERE AESTHETICS AND URBAN GEOMETRICS

COMPLEX INTERCHANGES AND LONG-SPAN GRADE SEPARATIONS CREATED A DEMAND FOR NEW INNOVATIVE SOLUTIONS. TRADITIONALLY, THESE STRUCTURES WERE BUILT WITH CIP CONCRETE OR STRUCTURAL STEEL. THE SUCCESS OF RECENT U-GIRDER PROJECTS

CONSTRUCTION OF U-GIRDER BRIDGES REQUIRES HANDLING AND ERECTING LARGE, HEAVY, CURVED GIRDERS IN CHALLENGING SITE CONDITIONS USING TEMPORARY SUPPORTS AND STABILIZATION.

CONSTRUCTION CHALLENGES:

BRIDGES IS LIMITED ONLY BY CREATIVITY AND IMAGINATION OF THE ENGINEER AND CONTRACTOR. THIS EFFORT AT STANDARDIZATION WILL ASSIST THE PCI-CERTIFIED PLANTS FROM HAVING AN UNLIMITED SET OF SECTIONS AND DETAILS.

A WELL-ESTABLISHED PCI CERTIFICATION QUALITY ASSURANCE SYSTEM, WILL HELP ASSURE RAPID ASSEMBLY AT THE JOBSITE. THE UNMITIGATED SUCCESS OF EARLIER PROJECTS CLEARLY DEMONSTRATES THAT THE APPLICATION OF PRECAST CONCRETE IN LONG-SPAN

THE DETAILS IN THESE DRAWINGS WERE DEVELOPED CONSIDERING CONSTRUCTED PROJECTS WITH CHALLENGING SITE CONDITIONS WHERE MAINTENANCE OF EXISTING TRAFFIC WAS ESSENTIAL. THE USE OF THESE PCI ZONE 6 CONCEPT PLANS, PREFABRICATED WITHIN

THE DEVELOPMENT OF SPLICED, PRECAST CONCRETE U-GIRDERS HAS CREATED AN OPPORTUNITY TO USE PRECAST CONCRETE IN NEW APPLICATIONS FOR BRIDGE CONSTRUCTION.

NOTES TO DESIGNER

DEVELOPED BY THE FLORIDA DEPARTMENT OF TRANSPORTATION (FDOT) FOR UNBONDED TENDONS (TENDONS WITH FLEXIBLE FILLER).

ENABLED PCI-CERTIFIED PLANTS TO OFFER AN ECONOMICAL STRUCTURAL DESIGN SOLUTION FOR BOTH LONG-SPAN AND HORIZONTALLY CURVED BRIDGES FOR VEHICULAR AND RAIL TRAFFIC. THIS WU SERIES OF DRAWINGS IS COMPATIBLE WITH THE 2016 DETAILS

OWNERS, DESIGNERS, AND CONTRACTORS THE PRELIMINARY INFORMATION NECESSARY TO UTILIZE THESE BRIDGE FRAMING SOLUTIONS. SPLICED U-GIRDERS HAVE BEEN SUCCESSFULLY USED ON SEVERAL PROJECTS. THE SPLICED PRECAST CONCRETE U-GIRDER HAS

THIS SET OF DRAWINGS HAS BEEN DEVELOPED THROUGH A TASK FORCE OF PCI-CERTIFIED MANUFACTURING PLANTS IN FLORIDA, A SUBSET OF PLANTS IN PCI GEOGRAPHIC ZONE 6 (SOUTHEAST UNITED STATES). THESE CONCEPT DRAWINGS AND DETAILS EXPLAIN TO

CURVED GIRDERS

FILLER INJECTION. SEE FDOT SPECIFICATIONS & PT STANDARDS.

5. PRESSURE TEST ALL DUCTS PRIOR TO GROUT OR FLEXIBLE

4. SIZE WEB THICKNESS FOR EXTERNAL PLASTIC DUCTS.

3. USE A MINIMUM OF 4 EXTERNAL UNBONDED TENDONS PER WEB.

ARE FOR ILLUSTRATION PURPOSES ONLY.

2. ALL CONCRETE DIMENSIONS AND REINFORCEMENT SHOWN

TO ILLUSTRATE A WORKING CONCEPT FOR SPLICED U-GIRDERS.

1. INFORMATION SHOWN ON THIS SET OF DRAWINGS IS INTENDED

5. GRADE 60 REINFORCING STEEL

STRESS PER LRFD

- ELASTIC SHORTENING AND PROVISIONS FOR ADDITIONAL LONG TERM LOSS IN

- ANCHOR SET OF 3/8" AT JACKING ENDS

μ = 0.30 (STEEL)

EXTERNAL FLEXIBLE FILLER STRAND TENDONS, K = 0 AND μ = 0.14 (PLASTIC),

INTERNAL GROUTED STRAND TENDONS, K = 0.0002 AND μ = 0.14

- FRICTION COEFFICIENTS: INTERNAL GROUTED BAR TENDONS, K = 0.0002 AND μ = 0.30

- 0.6" DIA, GRADE 270 LOW-RELAXATION STRAND

- 28-DAY FIELD COMPRESSIVE STRENGTH, f'c = 8.5 KSI

4. PRECAST, PRESTRESSED CONCRETE ASSUMPTIONS:

- PERMIT VEHICLE PER STATE AND LOCAL REQUIREMENTS

- HL-93 WITH DYNAMIC LOAD ALLOWANCE

3. LIVE LOADS:

PROPERTIES USED FOR DESIGN.

INCLUDED IN DEAD LOAD OF THE DECK BUT OMITTED FROM THE SECTION

- THE 8ƀ INCH DECK THICKNESS INCLUDES ½ INCH SACRIFICIAL THICKNESS

CONSTRUCTION INCIDENTALS 10 PSF

- SUPERIMPOSED DEAD LOAD APPLIED TO COMPOSITE SECTION FOR

- REINFORCED CONCRETE 150 PCF

OUTSIDE GIRDER

- DESIGN CURVED GIRDERS FOR GIRDER LENGTHS ALONG ¡ OUTSIDE WEB OF

2. DEAD LOAD ASSUMPTIONS:

- SDG

- AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS (LRFD)

1. DESIGN SPECIFICATIONS:

OPEN U-GIRDERS TO PREVENT TORSIONAL CRACKING DURING CONSTRUCTION.

APPLICATION OF SIGNIFICANT LOADING, CLOSE (IN SOME MANNER) TOP OF CURVED,

ARE MET DURING ALL STAGES OF CONSTRUCTION. PRIOR TO DECK PLACEMENT OR

STRESSES ARE ACCOUNTED FOR, CONTROLLED AND STRENGTH REQUIREMENTS

3. CURVED GIRDERS MAY BE ERECTED IN AN OPEN-TOP CONDITION IF TORSIONAL

MISALIGNMENT.

GIRDERS TO RESIST ALL LATERAL FORCES DUE TO CURVATURE AND INCIDENTAL

2. DESIGN TIE BACK REINFORCEMENT AROUND WEB TENDONS IN CURVED

BREAKS AT SPLICES LIMITED TO 4ƀ HORIZONTAL DEGREES)

INTERNAL TENDONS TO AVOID KINKS AND UNDESIRABLE ANGLE BREAKS. (ANGLE

1. ERECT AND ALIGN GIRDERS IN A MANNER TO PRODUCE A SMOOTH PROFILE IN TOP

THAN THOSE ACHIEVED AT 95% OF GUTS.

CAPACITIES. LIMIT SECTIONAL CAPACITIES TO STRAINS IN BONDED TENDONS LESS

INCREASES IN UNBONDED TENDONS WHEN COMPUTING STRENGTH LIMIT STATE

SECTIONAL STRAIN COMPATIBILITY OF BONDED TENDONS AND CONCURRENT STRAIN

BONDED TENDONS, UNBONDED TENDONS, AND MILD REINFORCING STEEL. INCLUDE

7. SECTIONAL CAPACITIES ARE PROVIDED BY A COMBINATION OF

AND SERVICE LOADINGS AS PER LFRD.

6. ALLOWABLE PRINCIPAL TENSILE STRESSES IN GIRDER WEBS UNDER CONSTRUCTION

LONGITUDINAL REBAR TENSION STRESS IS 24 KSI)

NEGATIVE MOMENT REGIONS UNDER SERVICE LOAD CONDITIONS. (MAXIMUM

5. DECK SLAB REINFORCEMENT SHALL BE PROPORTIONED TO CONTROL CRACKING IN

CONSTRUCTION.

AND SERVICABILITY DURING ALL STAGES OF CASTING, ERECTION, AND

LOCAL GUIDELINE REQUIREMENTS FOR FLEXURE, SHEAR, TORSION, CRACK CONTROL

4. CHECK SERVICE AND ULTIMATE LOAD CONDITIONS AND CONFORM TO LRFD AND

3. CHECK ALL ULTIMATE LOAD COMBINATIONS FOR THE COMPOSITE SECTION.

MEMBERS.

2. SATISFY SERVICE LOAD STRESS LIMITATIONS FOR ALL PRESTRESSED CONCRETE

SHALL CONFORM TO LRFD AND ALL STATE AND LOCAL DESIGN REQUIREMENTS.

CONCEPTS MUST BE PREPARED BY A LICENSED PROFESSIONAL ENGINEER AND

1. THIS SET OF DRAWINGS IS CONCEPTUAL ONLY. ALL DESIGNS BASED ON THESE

STRAIGHT AND CURVED GIRDERS

GUTS - GUARANTEED ULTIMATE TENSILE STRENGTH

PT - POST-TENSIONING

CIP - CAST IN PLACE

SDG - FDOT STRUCTURES DESIGN GUIDELINES

GENERAL NOTES

ABBREVIATIONS

� BRIDGE� GIRDER

� GIRDER

11'-3"11'-3"

HA

UN

CH

U-GIRDER

PRECAST

� BRIDGE� GIRDER

� GIRDER

U-GIRDER

PRECAST

1'-6"

37'-0"

11'-3"11'-3"

"211'-1

12" MIN. PROJECTION

TEMP. FORM

2"

MIN.

CO

VE

R

2"

HA

UN

CH

SHEAR REINF.

GIRDER HORIZ.

DECK REINFORCING

SPA. W/ TRANSVERSE

REINFORCING.

MAT OF DECK

MATCH BOTTOM

1'-6"40'-0" (OUT TO OUT)

" MIN.

21

8

CIP

DE

CK

HA

UN

CH

(1"

MIN.)

1'-6"

37'-0"

1'-6"

40'-0" (OUT TO OUT)

1" (M

IN.)

" MIN.

21

8

CIP

DE

CK

SLAB

CIP LID

4Ɓ"

MIN.

CIP

DE

CK

4Ɓ"

MIN.

SLAB

CIP LID

LID SLAB

" CIP414



PRELIMINARYCROSS SECTION WITH CONVENTIONAL DECK WITH LID SLABS

NOTES:

FDOT WU-2

TYPICAL BRIDGE CROSS SECTIONS

1. PRECAST SLABS NOT ALLOWED.

(STRAIGHT GIRDERS OR GIRDERS WITH LARGE RADIUS ONLY)

CROSS SECTION WITH CONVENTIONAL DECK W/O LID SLABS

SDI

12.6-8

XX

XX

SDI

12.6-8

XX

XX

SDI

12.6-8

XX

XX

SDI

12.6-8

XX

XX

SDI

12.6-8

XX

XX

SDI

12.6-8

XX

XX

SDI

12.6-8

XX

XX

SDI

12.6-8

XX

XX

SDI

12.6-8

XX

XX

SDI

12.6-8

XX

XX

11'-3"9"

HOLE (TYP)

¡ BRIDGE

TOP OF DECK

¡ GIRDER

PRIOR TO STRESSING

CIP END DIAPHRAGM

TENDON ANCHORS

CONTINUITY

¡ GIRDER

BEARING

VARIES 9"VARIES11'-3"

1'-

9"

GIR

DE

R

DE

PT

H

PRECAST GIRDER

END OF

(TYP.)

2'-0"



PRELIMINARY

NOTES:

FDOT WU-3

END DIAPHRAGM AT ABUTMENT

ELEVATION

1. SEE SHEET FDOT WU-16 FOR GIRDER END DETAIL AT ABUTMENT.

SDI

12.6-8

XX

XX

SDI

12.6-8

XX

XX

SDI

12.6-8

XX

XX

SDI

12.6-8

XX

XX

SDI

12.6-8

XX

XX

SDI

12.6-8

XX

XX

SDI

12.6-8

XX

XX

SDI

12.6-8

XX

XX

SDI

12.6-8

XX

XX

SDI

12.6-8

XX

XX

11'-3"

HOLE (TYP)

¡ BRIDGE

TOP OF DECKPRIOR TO STRESSING

CIP END DIAPHRAGM

BEARING1'-

9"

GIR

DE

R

DE

PT

H

¡ GIRDER

ANCHORS

TENDON

CONTINUITY

¡ GIRDER

11'-3"

U-GIRDER

PRECAST

TENDON ANCHOR

BOTTOM SLAB

PIER CAP

PIER COLUMN

CURVED4'-0

"

FASCIA

(TYP)

BLOCKOUT

ANCHORAGE

NOT ALLOWED)

PT BARS (STRAND TENDONS



PRELIMINARY

FDOT WU-4

TYPICAL EXPANSION PIER

NOTES:

ELEVATION

END DETAIL AT INTERIOR PIER.

1. SEE SHEET FDOT WU-16 FOR GIRDER

11'-3"

HOLE (TYP)

¡ BRIDGE

TOP OF DECK

BEARING

GIR

DE

R

DE

PT

H

¡ GIRDER ¡ GIRDER

11'-3"

U-GIRDER

PRECAST

PIER COLUMN PIER COLUMN

PIER CAP

U-GIRDER

PRECAST

FASCIA

CURVED

TENDONS

CONTINUITY

TENDONS

BOTTOM SLAB

BEARING

¡ PIER

DIAPHRAGM

INTERIOR SHEAR KEYS

PIER CAP

TO STRESSING

BETWEEN GIRDERS PRIOR

CIP EXTERIOR DIAPHRAGM

BLOCKOUT

ANCHORAGE

PT BARS (TYP)

DUCTS FOR

TENDONS NOT ALLOWED)

PT BARS (STRAND

(TYP)

BLOCKOUT

ANCHORAGE

TENDONS NOT ALLOWED)

PT BARS (STRAND

PT BAR DUCT (OD DUCT + ƃ" MIN.)

WEB TO ALLOW FOR

PROVIDE SLEEVE THRU



PRELIMINARY

FDOT WU-5

TYPICAL INTERIOR PIER

WITH BEARINGS

ELEVATION SECTION

11'-3"

¡ BRIDGE

TOP OF DECK

GIR

DE

R

DE

PT

H

¡ GIRDER ¡ GIRDER

11'-3"

U-GIRDER

PRECAST

PIER COLUMN PIER COLUMN

PIER CAP

U-GIRDER

PRECAST

FASCIA

CURVEDTENDONS

CONTINUITY

TENDONS

BOTTOM SLAB

¡ PIER

DIAPHRAGM

INTERIOR SHEAR KEYS

PIER CAP

9"

JOINT

CONSTRUCTION

JOINT

CONSTRUCTION

HOLE (TYP)

36" Ø ACCESS

TO STRESSING

BETWEEN GIRDERS PRIOR

CIP EXTERIOR DIAPHRAGM

PT BARS (TYP)

DUCTS FOR

NOT ALLOWED)

(STRAND TENDONS

PT BARS

(TYP)

BLOCKOUT

ANCHORAGE

PT BAR DUCT (OD DUCT + ƃ" MIN.)

WEBS TO ALLOW FOR

PROVIDE SLEEVE THRU



PRELIMINARY

FDOT WU-6

TYPICAL INTEGRAL INTERIOR PIER

ELEVATION SECTION

� GIRDER

10'-9"

1'-9"7'-3"1'-9"

2"

"4

12'-

7

"4

19

"412"2

17

"217

STIRRUPS

SPA. W/

COVER (TYP.)

2" MIN.

(TYP)

3" CHAMFER

BARS

LONGITUDINAL

STIRRUPS

STIRRUPS

SPA. W/

3

12

MINI

MU

M

9"

OPTION

POST-TENSIONED

OPTION

PRE-TENSIONED

1'-

9"

MA

X.

VA

RIE

S

TENDONS OR STRANDS

BOTTOM FLANGE

FACE @ ¡ PIER

3'-0" LONG ON GIRDER

1" x 4" SHEAR KEYS

� GIRDER

� GIRDER

"W"

2"

"4

12'-

7

"412"2

17

"4

19

"D"

3

12

"217

OPTION

POST-TENSIONED

OPTION

PRE-TENSIONED

(TYP)

3" CHAMFER

(TYP.)

" CHAMFER211

MAX.

3" � DUCT

6'-0"

1'-9""T"1'-9"

1'-

6"

VA

RIE

S

VAIR

ES 11'-

0"

MA

X.

4'-0" MIN. 6'-0" MAX.

VARIES

MAX.

3" � DUCT

STIRRUPS

SPA. W/

STIRRUPS

SPA. W/

CO

VE

R (T

YP.)

2"

MIN.

BARS

LONGITUDINAL

STIRRUPSMINI

MU

M

9"

(OD DUCT + ƃ" MIN.)

PROVIDE SLEEVES, TYP.PT BARS

FOR PIER CAP

DUCT



PRELIMINARY

NOTES:

& REINFORCING

HAUNCHED GIRDER GEOMETRY

FDOT WU-7

HAUNCHED 84"

GIRDER GEOMETRY OVER PIER

CONSTANT DEPTH 84" & 96"

GIRDER "D" "W" "T"

U84-4 7'-0" 10'-9" 7'-3"

U96-4 8'-0" 11'-3" 7'-9"

ASSUMPTIONS:

MA

X.

4"� MAX.

4"� MAX.

TYPICAL GIRDER GEOMETRY & REINFORCINGDUCT SIZE*

EXTERNAL PT.

REINFORCEMENT

GIRDER DIMENSIONS AND

-GROSS GIRDER SECTION USED (DUCT VOID VOLUME NOT DEDUCTED)

* 4ƀ" MAX. OD.

GIRDER.

FOR DUCTS AT PIER LOCATIONS, SIMILAR TO CONSTANT DEPTH

3. FOR HAUNCHED GIRDERS INCLUDE SHEAR KEYS AND SLEEVES

IS 2'-0".

HAUNCHED GIRDER. MINIMUM INTERIOR BOTTOM FLANGE WIDTH

2. CIP VARIABLE THICKNESS BOTTOM FLANGE IS ALLOWED FOR

FLANGE PT DUCT LOCATIONS).

(SEE SHEETS FDOT WU-12 THRU FDOT WU-14 FOR BOTTOM

1. POST-TENSIONING SHALL BE USED FOR ALL CURVED GIRDERS.

L

L/3L/3L/3

¡ SPLICE 1 ¡ SPLICE 2MAY VARY

SPLICE LOCATIONS

L/3L/3

L/3

¡ PIER 1

¡ SPLICE 1 ¡ SPLICE 2¡ PIER 2

DE

TE

RMIN

ED

GIR

DE

R

WE

B T

O B

E

RA

DIU

S T

O IN

SID

E

CLOSURE (TYP.)

2'-0"

¡ EJ ¡ PIER

L

SEE NOTE 1SEE NOTE 1

DEVIATOR (TYP.)

INTERNAL



PRELIMINARY

NOTES:

ELEVATION

1L2L

3L

3R2R

1R

PLAN

FDOT WU-8

GIRDER SEGMENT LAYOUT 1

- SIMPLE SPAN

ABUTMENT 1

PIER 2

*

*INTERNAL DEVIATOR NOTES:

CHAMBER DIMENSIONS.

IN THE BRIDGE. SEE SHEET FDOT WU-16 FOR

1. STRESSING CHAMBER DIMENSIONS VARY WITH LOCATION

6. MAXIMUM SPACE BETWEEN INTERNAL DEVIATORS SHALL BE 50'.

DEVIATORS AT INCREMENTS OF 5' ON CENTER.

5. WHEN A GIRDER SEGMENT INCLUDES MULTIPLE INTERNAL DEVIATORS, SPACE

PLACED WITHIN THE FIRST AND LAST FORMS AS REQUIRED.

PLACED AT ANY LOCATION. FORMS ARE LOCATED ACCORDINGLY, AND END BULKHEADS

4. WHEN A GIRDER SEGMENT CONTAINS ONLY ONE INTERNAL DEVIATOR, IT MAY BE

TENDON LOCATIONS.

3. INTERNAL DEVIATORS ARE FABRICATED WITH TRANSVERSE SYMMETRY TO MAINTAIN

2. INTERNAL DEVIATORS ARE 4' IN LENGTH AND LOCATED WITHIN A SHORT CHORD FORM.

1. CURVED GIRDERS MAY BE FABRICATED USING SHORT CHORD FORMS 5' IN LENGTH.

165'-0"

¡ SPLICE 1

¡ SPLICE 1

DE

TE

RMIN

ED

GIR

DE

R

WE

B T

O B

E

RA

DIU

S T

O IN

SID

E

¡ SPLICE 2 ¡ SPLICE 3 ¡ SPLICE 4 ¡ SPLICE 5

560'-0"

230'-0"

¡ PIER 2 ¡ PIER 3

90'-0" 90'-0" 100'-0" 100'-0" 90'-0" 90'-0"

165'-0"


¡ PIER 1

¡ PIER 2 ¡ PIER 3

¡ PIER 4

¡ SPLICE 2¡ SPLICE 3 ¡ SPLICE 4

¡ SPLICE 590'-

0"

100'-0" 100'-0"

90'-0"

90'-0"

90'-0"165'

-0"

230'-0"

165'-0"

CLOSURE (TYP.)

2'-0"

ABUTMENT

¡ PIER 1 OR

ABUTMENT

¡ PIER 4 OR

INTERNAL DEVIATOR (TYP.)



PRELIMINARY

NOTES:

ELEVATION

1L

1R

PLAN

(VERTICAL SCALE IS TWICE HORIZONTAL FOR CLARITY)

2L

2R

3L 4L

5L

6L

3R 4R

5R

6R

FDOT WU-9


- CONSTANT DEPTH CONTINUOUS

*

*

INTERNAL DEVIATOR NOTES:

5. MEET SDG REQUIREMENTS FOR THE JACK ENVELOPE DIMENSIONS.

SEE SHEET FDOT WU-16 FOR CHAMBER DIMENSIONS.

4. STRESSING CHAMBER DIMENSIONS VARY WITH LOCATION IN THE BRIDGE.

SMALL HORIZONTAL ANGLE BREAK AT CLOSURE POURS.

3. ALL GIRDERS MAY BE CAST ON CENTERLINE RADIUS. THIS WILL REQUIRE

2. DIMENSIONS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY.

1. PIERS ARE ASSUMED PERPENDICULAR TO A TANGENT AT ¡ GIRDERS ALONG CURVE.







TENDON LOCATIONS.




DE

TE

RMIN

ED

GIR

DE

R

WE

B T

O B

E

RA

DIU

S T

O IN

SID

E

CLOSURE (TYP.

)2'-0"

¡ SPLICE 1

¡ PIER 1

¡ SPLICE 3 ¡ SPLICE 4 ¡ SPLICE 5 ¡ SPLICE 7¡ PIER 2 ¡ PIER 3

L

¡ PIER 4

¡ SPLICE 2

0.70L 0.70L

¡ SPLICE 6

¡ SPLIC

E 1

¡ SPLICE 2

¡ SPLICE 3

¡ SPLICE 4

¡ PIE

R 1

¡ PIER 2

¡ PIER 3

¡ PIER 4

G1

¡ SPLICE 5

¡ SPLICE 6

¡ SPLICE 7

SPAN 1 (0.

7L) SPAN 3 (0.7L)

SPAN 2 (L)

G8

G7

G6

G5G4

G3

G2


DEVIATOR (TYP.)

INTERNAL



PRELIMINARY

NOTES:

ELEVATION


1L

1R

2R

3R

4R 5R

6R

7R

8R

2L

3L

4L 5L

6L

7L

8L

PLAN

FDOT WU-10

- HAUNCHED CONTINUOUS


*

*INTERNAL DEVIATOR NOTES:


SEE SHEET FDOT WU-16 FOR CHAMBER DIMENSIONS.

4. STRESSING CHAMBER DIMENSIONS VARY WITH LOCATION IN THE BRIDGE.

3. MIXING CURVED AND STRAIGHT BEAMS IN SAME SPAN NOT ALLOWED.

2. CIP VARIABLE THICKNESS BOTTOM FLANGE IS ALLOWED.

1. PIERS ARE ASSUMED PERPENDICULAR TO ¡ GIRDERS ALONG CURVE.







TENDON LOCATIONS.




¡ PIER 2 ¡ PIER 3 ¡ PIER 4



¡ PIER 1 ¡ PIER 2 ¡ PIER 3 ¡ PIER 4

¡ PIER 1

¡ PIER 1

¡ PIER 1SYMMETRICAL ABOUT CONTINUOUS UNIT

SYMMETRICAL ABOUT CONTINUOUS UNIT





PRELIMINARY

PASS-THRU OPTION

MODIFIED PASS-THRU OPTION

LACED OPTION

MODIFIED LACED OPTION

FDOT WU-11

COMPARATIVE POST-TENSIONING

LAYOUT SCHEMATICS

NOTES:

DENOTES NON-STRESSING ANCHOR

DENOTES STRESSING ANCHOR

4. PROVIDE STRESSING END CHAMBER FOR PASS-THRU OPTION. SEE SHEET FDOT WU-16.

3. THE LOCATION AND DETAILS OF ALL TENDONS SHALL CONFORM TO FDOT REQUIREMENTS.

ALL OF THE EXTERNAL TENDONS.

2. THE ALTERNATIVE LAYOUTS SHOWN ARE SCHEMATIC ONLY, AND DO NOT SHOW

CONTINUITY TENDONS WITH FLEXIBLE FILLER.

1. TENDON LAYOUTS ON THIS SHEET DEPICT ALTERNATIVE LAYOUTS FOR EXTERNAL,

SDI

12.6-8

XX

XX

SDI

12.6-8

XX

XX

SDI

12.6-8

XX

XX

SDI

12.6-8

XX

XX

SDI

12.6-8

XX

XX

BOTTOM CLEARANCE

PROVIDE 24" MINIMUMMINIMUM HEIGHT

PROVIDE 30"

HOLE (TYP)

¡ SPLICE 1

40'-9" 35'-0"

90'-0"

165'-0"

29'-3" 25'-0"

90'-0"

35'-0" 24'-0" 30'-0" 30'-0" 20'-0" 11'-0"

DEVIATOR (TYP.)

INTERNAL

EXTERNAL DRAPED TENDONS

BOTTOM SLAB INTERNAL TENDONS

¡ SPLICE 2

TENDONS

TOP INTERNALDIABOLO (TYP.)

230'-0"

200'-0"

"432'-8

"432'-9

"212'-2

"412'-6

10"2'-

5"

3'-

8"

4'-

11"

6'-

2"

SYMMETRICAL ABOUT ¡ GIRDER

TENDONS

EXTERNAL DRAPED

INTERNAL TENDONS

BOTTOM SLAB2'-1"


TENDONS

EXTERNAL DRAPED

TENDONS

TOP INTERNAL

INTERNAL TENDONS

BOTTOM SLAB

INTERNAL TENDONS

BOTTOM SLAB

TENDONS

TOP INTERNAL


TENDONS

EXTERNAL DRAPED




PRELIMINARY

FDOT WU-12

A

A

B

B

C

C

ABUTMENT OR PIER PIER

ELEVATION


NOTES:

- PASS THRU OPTION

POST-TENSIONING LAYOUT 1

(STRESSING CHAMBER REQUIRED)


DENOTES STRESSING ANCHOR

SECTION A-A AT END DIAPHRAGM SECTION B-B AT INTERNAL DEVIATOR SECTION C-C AT INTERIOR PIER


3. FOR DIABOLO LAYOUT, SEE SHEET FDOT WU-15.

INTERNAL TENDONS GROUTED WITH CEMENTITOUS MATERIAL.

2. ASSUMPTIONS:


SDI

12.6-8

XX

XX

SDI

12.6-8

XX

XX

SDI

12.6-8

XX

XX

SDI

12.6-8

XX

XX

SDI

12.6-8

XX

XX

SDI

12.6-8

XX

XX

SDI

12.6-8

XX

XX

¡ SPLICE 1

40'-9" 35'-0"

90'-0"

165'-0"

29'-3" 25'-0"

90'-0"

35'-0" 24'-0" 30'-0" 30'-0" 20'-0" 11'-0"

DEVIATOR (TYP.)

INTERNAL

EXTERNAL DRAPED TENDONS

BOTTOM SLAB INTERNAL TENDONS

¡ SPLICE 2

TENDONS

TOP INTERNALDIABOLO (TYP.)

230'-0"

200'-0"

"432'-8

"432'-9

"212'-2

"412'-6

10"2'-

5"

3'-

8"

4'-

11"

6'-

2"


TENDONS

EXTERNAL DRAPED

INTERNAL TENDONS

BOTTOM SLAB2'-1"


TENDONS

EXTERNAL DRAPED

TENDONS

TOP INTERNAL

INTERNAL TENDONS

BOTTOM SLAB

INTERNAL TENDONS

BOTTOM SLAB


DRAPED TENDONS

EXTERNAL PASS-THRU

DRAPED TENDONS

EXTERNAL LACED




PRELIMINARY

FDOT WU-13

A

A

B

B

C

C

ABUTMENT OR PIER PIER

ELEVATION


NOTES:

- LACED OPTION

POST-TENSIONING LAYOUT 2


DENOTES STRESSING ANCHORCHAMBER REQUIRED)

(NON-STRESSING

SECTION A-A AT END DIAPHRAGM SECTION B-B AT INTERNAL DEVIATOR SECTION C-C AT INTERIOR PIER


3. FOR DIABOLO LAYOUT, SEE SHEET FDOT WU-15.

INTERNAL TENDONS GROUTED WITH CEMENTITOUS MATERIAL.

2. ASSUMPTIONS:


T1GB T2GB

T3GB

T1GA

T2GA

T3GA

D1B

D2B

D3BD4B

D5B

D6B D7B

D8B

D9B

D10B

D11BD12B

D1A

D3A

D2A

D4A

D5A

D6AD7A

D8A

D9A

D11A

D10A

D12A

B2GBB1GB B3GB B4G B3GA B2GA B1GA

T4GA

1'-

3"2'-

1"2'-

11"3'-

9"

5'-

8"6'-

6"

10"10""219 10" 10" "2

19

NUMBER (TYP.)

TENDON OR HOLE"4

17 "216"4

11

"2

14

"4

110

¡ GIRDER

"2

14

"4

11'-

4

"211

¡ GIRDER

(MIN.)

10"

4'-

10"

PA

NE

L

FIX

ED

VA

RIA

BLE P

AN

EL

PA

NE

L

FIX

ED

(2" IN

CR

EM

EN

TS)

VA

RIE

S

TYP.

10"



PRELIMINARY

FDOT WU-14

(84" GIRDER SHOWN)(84" GIRDER SHOWN)


NOTES:

DETAILS AT DEVIATOR GIRDER SECTION AT DEVIATOR

DIABOLO VERTICAL LOCATIONS.

INTERMEDIATE DIAPHRAGM, SPECIAL PANELS AS SHOWN IN THE SPECIALIZED DEVIATOR DETAILS MAY BE USED TO ADJUST

5. IN CONDITIONS WHERE USING DIABOLOS IN STANDARD CONFIGURATIONS PRODUCE INTERFERENCE BETWEEN A TENDON AND

4. THE MAXIMUM 3-DIMENSIONAL (HORIZONTAL AND VERTICAL) ANGLE BREAK AT A DIABOLO SHALL NOT EXCEED 0.1 RADIANS.

3. UNUSED, VACANT DIABOLOS MAY BE CAST AT THE PRECASTER’S OPTION.

HORIZONTAL CURVATURE. AVOID CONTACT BETWEEN DUCT AND THE WEB OF THE U-GIRDER.

2. THE EXTERNAL TENDON WILL ONLY DEVIATE THOSE DIABOLOS AS REQUIRED TO ACCOMMODATE TENDON PROFILE AND

ENGINEER FOR USE IN DETAILING THE LOCATIONS OF EXTERNAL FLEXIBLE-FILLED CONTINUITY TENDONS.

1. THE DETAILS SHOWN DEPICT STANDARD DIABOLO LOCATIONS WITHIN AN INTERNAL DEVIATOR VIABLE TO THE

ASSEMBLY

FDOT APPROVED ANCHORAGE

INDEX 21802

PROTECTION, FDOT

TYPE 5 ANCHORAGELOCAL ZONE REINFORCING PLASTIC PIPE

WRAP

HEAT SHRINK

MIN.

1'-0"

MIN.

3'-0" WRAP

HEAT SHRINK

(SEE NOTE 1)

MALE DIABOLO

PLASTIC PIPE

(SEE DETAIL)

DUCT COUPLER

(SEE DETAIL)

DUCT COUPLER

PLASTIC PIPE(SEE NOTE 1)

MALE DIABOLO

WRAP

HEAT SHRINK

PLASTIC PIPE

DUCT COUPLER

MALE DIABOLO

FEMALE DIABOLO

MALE DIABOLO

SEE DETAIL "A"

PLASTIC PIPE

BAND CLAMP

POWER SEATED

STAINLESS STEEL PLASTIC PIPE

MALE DIABOLOFEMALE DIABOLO

TOP OF DECK

ELASTOMER SLEEVE

TOP OF DECK

4'-0" MIN.

(SEE NOTE 1)

DIABOLO ASSEMBLY

RADIUS RADIUS

WALL THICKNESS

" MIN. 41



PRELIMINARY

FDOT WU-15


PIER DIAPHRAGM - ANCHORED TENDON

INTERNAL DEVIATOR DIAPHRAGM

NOTES:

DIABOLO LAYOUT

FEMALE DIABOLO MALE DIABOLO

DETAIL ADUCT COUPLER DETAIL

STAY IN PLACE FORMED DIABOLO

REMOVABLE NYLON FORM

REMOVABLE NYLON FORM

STAY IN PLACE FORMED DIABOLO

PIER DIAPHRAGM - PASS-THRU TENDON

SPECIFIED IN ASTM F714 OR D3035 + ƃ".

1. FABRICATE DIABOLO FOR POLYETHYLENE PIPE O.D. TOLERANCES

PIER CAP

U-GIRDER

PRECAST

U-GIRDER

PRECAST

BEARING (TYP.)

BEARING

BEARING

PIER CAP

U-GIRDER

PRECAST

U-GIRDER

PRECAST

U-GIRDER

PRECAST

U-GIRDER

PRECAST

PROTECTION

TYPE 1 ANCHORAGE

PROTECTION

TYPE 1 ANCHORAGE

PROTECTION

ANCHORAGE

TYPE 1

PROTECTION

ANCHORAGE

TYPE 1(MIN.)

2'-6" + ΔΤ

CHAMBER

TENSIONING

MIN.

6'-

0"

DIM. B

ACCESS

3'-0"

DIM. B

FOR DIM. B

* SEE SDG TABLE 1.11.1-2

(MIN.)

2'-6" + ΣΔΤDIAPHRAGM (TYP.)

DIAPHRAGM (TYP.)

¡ EXP. JOINT

¡ PIER &

SLAB

APPROACH

SLAB

APPROACHDIAPHRAGM (TYP.)

DIAPHRAGM (TYP.)

¡ EXP. JOINT

¡ PIER &

BACKWALL

FRONT FACE

BEARING (TYP.)



PRELIMINARY

FDOT WU-16

STRESSING CHAMBER DETAILS

NON-STRESSING END CHAMBERS

STRESSING END CHAMBERS

SECTION AT INTERIOR PIERSECTION AT ABUTMENT

SECTION AT INTERIOR PIER

SECTION AT ABUTMENT

GROUND LINE

APPROXIMATE

(TYP.)

2'-0" SPLICE

TOWER (TYP.)

SHORING

END BENT

¡ BEARING

END BENT

¡ BEARING

END BENT

¡ BEARING

END BENT

¡ BEARING

END BENT

¡ BEARING

END BENT

¡ BEARING

END BENT

¡ BEARING

END BENT

¡ BEARING



PRELIMINARYPHASE 4

PHASE 3

PHASE 2

PHASE 1

PHASE 1

PHASE 2

PHASE 3

PHASE 4

NOTES:

FDOT WU-17

CONSTRUCTION SEQUENCE 1

- SIMPLE SPAN

2. ERECT SHORING TOWERS.

AND PIERS.

1. CONSTRUCT FOUNDATIONS, ABUTMENTS,

4. CAST ALL CLOSURES.

3. FORM & CAST LID SLABS OVER GIRDERS.

2. BRACE CURVED SEGMENTS.

1. ERECT GIRDER SEGMENTS.

4. INSTALL EXPANSION JOINTS.

3. CAST APPROACH SLABS AND BRIDGE RAIL.

2. REMOVE SHORING TOWERS.

1. CAST DECK SLAB.

PROGRAM FOR ERECTING SHORING TOWERS.

3. CONTRACTOR SHALL DEVELOP A MONITORING

IN THE PLANS.

2. INCLUDE MAX TOWER VERTICAL DISPLACEMENT

IN THE PLANS.

1. INCLUDE TOWER LOCATIONS AND REACTIONS

3. PLACE FLEXIBLE FILLER IN ALL EXTERNAL TENDONS.

2. GROUT TOP AND BOTTOM INTERNAL CONTINUITY PT.

1. STRESS CONTINUITY TENDONS.

GROUND LINE

APPROXIMATE

¡ PIER 2 ¡ PIER 3

¡ PIER 2 ¡ PIER 3

¡ PIER 2 ¡ PIER 3

¡ PIER 2 ¡ PIER 3

(TYP.)

2'-0" SPLICE

TOWER (TYP.)

SHORING

END BENT

¡ BEARING

END BENT

¡ BEARING

END BENT

¡ BEARING

END BENT

¡ BEARING

END BENT

¡ BEARING

END BENT

¡ BEARING

END BENT

¡ BEARING

END BENT

¡ BEARING



PRELIMINARY

PHASE 1

PHASE 1

PHASE 2

PHASE 3

PHASE 4

NOTES:

SPAN 1 SPAN 2 SPAN 3

PHASE 2

PHASE 3

PHASE 4


BRIDGE RAIL.

3. CAST APPROACH SLABS AND

2. CAST DECK SLAB.

1. REMOVE ALL SHORING TOWERS.

FDOT WU-18


- CONSTANT DEPTH GIRDER

SPAN 1 SPAN 3SPAN 2

SPAN 1 SPAN 3SPAN 2

SPAN 1 SPAN 3SPAN 2


GROUT (OR FLEXIBLE FILLER).

2. STRESS PT AT PIER CAPS AND PLACE

AND PIERS.

1. CONSTRUCT FOUNDATIONS, ABUTMENTS,

FILLER).

BENTS AND GROUT (OR PLACE FLEXIBLE

7. STRESS TRANSVERSE PT AT INTEGRAL

6. FORM & CAST LID SLABS OVER GIRDERS.

5. CAST DIAPHRAGMS AT EXPANSION PIERS.

4. CAST DIAPHRAGMS OVER INTERIOR PIERS.

3. CAST ALL CLOSURES.


ARE NOT SET ON INTERIOR PIERS.)

1. ERECT GIRDER SEGMENTS (PIER GIRDERS

3. CONTRACTOR SHALL DEVELOP A MONITORING PROGRAM FOR ERECTING SHORING TOWERS.

2. INCLUDE MAX TOWER VERTICAL DISPLACEMENT IN THE PLANS.

1. INCLUDE TOWER LOCATIONS AND REACTIONS IN THE PLANS.




GROUND LINE

APPROXIMATE

(TYP.)

2'-0" SPLICE

¡ PIER 2 ¡ PIER 3

¡ PIER 2 ¡ PIER 3

¡ PIER 2 ¡ PIER 3

¡ PIER 2 ¡ PIER 3

TOWER (TYP.)

SHORING

END BENT

¡ BEARING

END BENT

¡ BEARING

END BENT

¡ BEARING

END BENT

¡ BEARING

END BENT

¡ BEARING

END BENT

¡ BEARING

END BENT

¡ BEARING

END BENT

¡ BEARING

SEGMENT 4

GIRDER

SEGMENT 5

GIRDER



PRELIMINARY

NOTES:


PHASE 4


PHASE 3


PHASE 2


PHASE 1


3. CAST APPROACH SLABS AND BRIDGE RAIL.

2. CAST DECK SLAB.

1. REMOVE ALL SHORING TOWERS.

FDOT WU-19


- HAUNCHED GIRDER

3. CONTRACTOR SHALL DEVELOP A MONITORING PROGRAM FOR ERECTING SHORING TOWERS.



8. FORM & POUR LID SLABS OVER GIRDERS.

7. CAST DIAPHRAGMS AT EXPANSION PIERS.

6. CAST DIAPHRAGMS OVER INTERIOR PIERS.

5. CAST ALL OTHER CLOSURES.

4. STRESS BOTTOM FLANGE TENDON TO CONNECT GIRDER SEGMENTS 4 & 5.

3. CAST CLOSURE BETWEEN GIRDER SEGMENTS 4 & 5.


1. ERECT GIRDER SEGMENTS (PIER GIRDERS ARE NOT SET ON INTERIOR PIERS.)


2. STRESS PT AT PIER CAPS AND PLACE GROUT (OR FLEXIBLE FILLER).

1. CONSTRUCT FOUNDATIONS, ABUTMENTS, AND PIERS.




FALSEWORK DECK

HEADFRAME (TYP)

(TYP)

FALSEWORK TOWER

BOLT (TYP.)

DBL ANGLE BRACE(TYP.)

WITH EMBEDDED ANCHOR,

SECURE CLIP ANGLE

WT SHOE

ANGLE OR

8'-3" (MIN.)

8'-3" (MIN.)

SETTING GIRDER

CROSS BEAMS AFTER

SHOE ANGLE TO

FIELD WELD BRACE

INTERNAL TENDONS (TYP.)

INSERT TO CLEAR TOP

FORMED HOLE OR CAST-IN



PRELIMINARY

FDOT WU-20

ERECTION BRACING

ERECTION BRACING AT ENDS OF PRECAST GIRDERS

NOTES:

SHORING TOWERS.

8. CONTRACTOR SHALL DEVELOP A MONITORING PROGRAM FOR ERECTING



WHEN RELEASING GIRDERS.

STIFFNESS UNDER BRACE LOADS TO PREVENT SIGNIFICANT DEFLECTIONS

5. SUPPORTING FALSEWORK SHALL BE DESIGNED TO PROVIDE ADEQUATE

FALSEWORK ENGINEER.

4. BRACES AND ALL ASSOCIATED CONNECTIONS SHALL BE DESIGNED BY

SIGNIFICANT LOAD FROM ERECTION EQUIPMENT TO PREVENT ROLLING.

3. ALL GIRDERS SHALL BE BRACED AT EACH END PRIOR TO RELEASING ANY

AT EACH END AT EACH SPLICE DURING ERECTION.

2. GIRDERS SHALL BE SUPPORTED AND TORSIONALLY BRACED ON FALSEWORK

PROVIDE STABILITY AND LIMIT TORSIONAL STRESSES AND DEFLECTIONS.

BRACING THE PRECAST GIRDERS DURING ERECTION TO RESIST ROLLING,

1. THIS DRAWING IS INTENDED TO REPRESENT SUGGESTED METHODS FOR

¡ PIE

R 1

¡ SPLIC

E 1

¡ SPLICE 2¡ PIE

R 2

¡ SPLICE 3 ¡ SPLICE 4 ¡ SPLICE 5¡ PIER 3 ¡ SPLICE 6

¡ SPLICE 7

¡ PIER 4

¡ GIRDER

SPREADER BAR

100 TON¡ SPREADER BAR

LOOPS

GIRDER LIFT

3'-0" 2'-0"

e AS REQ'D.

& SHACKLES

NYLON SLINGS

(TYP.)

LIFTER

GIRDER

END OF

¡ GIRDER

SPREADER BAR

100 TON¡ SPREADER BAR

eAS REQ'D.

& SHACKLES

NYLON SLINGS

(TYP.)

LIFTER



PRELIMINARY

1L

1R

2L

2R

3L

3R

4L

4R 5R

6L

6R

7L

7R

8L

8R

SITE PLAN

GENERAL NOTES

GIRDER ERECTION PLAN

RIGGING DETAILS

OUTSIDE OF GIRDER CURVE

* RIGGING OFFSET e IS TOWARD

EXAMPLE ERECTION PLAN DETAILS

FDOT WU-21

**

LIFT LOOP OPTIONSLOPED SLING OPTION

5L

IN AREAS ADJACENT TO ERECTION OPERATIONS.

10. CONTRACTOR SHALL BE RESPONSIBLE FOR SAFETY ISSUES RELATING TO TRAFFIC

9. ALL GIRDERS SHALL BE LIFTED BY END LIFT LOOPS PER SHOP DRAWINGS.

AT SPLICES.

8. REFER TO FALSEWORK DRAWINGS FOR FALSEWORK AND CONNECTION DETAILS

7. GIRDER LAUNCHERS AND TROLLEYS WILL NOT BE USED.

WORKING HOUR RESTRICTIONS SHALL BE PROVIDED BY CONTRACTOR.

6. ACTUAL GIRDER ERECTION SCHEDULE AND DETAILED SCHEDULE REGARDING

ARE ASSUMED TO MEET THE PCI SPECIFICATIONS.

5. GIRDERS SHALL CONFORM TO PCI TOLERANCES. BEAMS ACCEPTED BY THE OWNER

SPEEDS IN EXCESS OF 25 MPH.

4. GIRDER ERECTION SHALL NOT PROCEED DURING INCLEMENT WEATHER OR WIND

GIRDER ERECTION.

WITH EXISTING FACILITIES, UTILITIES, OR TERRAIN PRIOR TO PROCEEDING WITH

3. THE CONTRACTOR SHALL VERIFY THAT CRANE MOVEMENT DOES NOT INTERFERE

RIGGING SHALL BE PROVIDED BY THE ERECTION SUBCONTRACTOR.

LOAD OF THE CHARTED MAXIMUM LIFT WEIGHT. FURTHER DETAILS REGARDING

2. RIGGING SHALL BE PROVIDED BY THE ERECTOR WITH A MINIMUM SAFE WORKING

BE ACCEPTED BY THE CRANE OPERATOR PRIOR TO COMMENCING WITH ERECTION.

1. SOIL FOR ANY CRANE PAD SHALL BE COMPACTED BY THE CONTRACTOR AND SHALL

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