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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
GIRDER POST-TENSIONING DETAILS 1
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
Drawing/Sheet Number
PCI Zone 6 (SE Region) U-Girders
PRELIMINARY
GENERAL NOTES
PURPOSE AND INTENT OF THIS INFORMATION:
BACKGROUND:
SUMMARY:
FDOT WU-1
GENERL NOTES
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
ABBREVIATIONS
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
� 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
" CIP LID SLAB414
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
Drawing/Sheet Number
PCI Zone 6 (SE Region) U-Girders
PRELIMINARY
CROSS SECTION WITH CONVENTIONAL DECK CAST IN PLACE W/O LID SLAB DECK
CROSS 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)
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"
Drawing/Sheet Number
PCI Zone 6 (SE Region) U-Girders
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
Drawing/Sheet Number
PCI Zone 6 (SE Region) U-Girders
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
Drawing/Sheet Number
PCI Zone 6 (SE Region) U-Girders
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
Drawing/Sheet Number
PCI Zone 6 (SE Region) U-Girders
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
Drawing/Sheet Number
PCI Zone 6 (SE Region) U-Girders
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
Drawing/Sheet Number
PCI Zone 6 (SE Region) U-Girders
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"
SEE NOTE 4SEE NOTE 4
¡ 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.)
Drawing/Sheet Number
PCI Zone 6 (SE Region) U-Girders
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
GIRDER SEGMENT LAYOUT 2
- 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.
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.
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
SEE NOTE 4SEE NOTE 4
DEVIATOR (TYP.)
INTERNAL
Drawing/Sheet Number
PCI Zone 6 (SE Region) U-Girders
PRELIMINARY
NOTES:
ELEVATION
(VERTICAL SCALE IS TWICE HORIZONTAL FOR CLARITY)
1L
1R
2R
3R
4R 5R
6R
7R
8R
2L
3L
4L 5L
6L
7L
8L
PLAN
FDOT WU-10
- HAUNCHED CONTINUOUS
GIRDER SEGMENT LAYOUT 3
*
*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.
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.
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.
¡ PIER 2 ¡ PIER 3 ¡ PIER 4
¡ PIER 2 ¡ PIER 3 ¡ PIER 4
¡ 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
SYMMETRICAL ABOUT CONTINUOUS UNIT
SYMMETRICAL ABOUT CONTINUOUS UNIT
Drawing/Sheet Number
PCI Zone 6 (SE Region) U-Girders
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"
SYMMETRICAL ABOUT ¡ GIRDER
TENDONS
EXTERNAL DRAPED
TENDONS
TOP INTERNAL
INTERNAL TENDONS
BOTTOM SLAB
INTERNAL TENDONS
BOTTOM SLAB
TENDONS
TOP INTERNAL
SYMMETRICAL ABOUT ¡ GIRDER
TENDONS
EXTERNAL DRAPED
SYMMETRICAL ABOUT CONTINUOUS UNIT
Drawing/Sheet Number
PCI Zone 6 (SE Region) U-Girders
PRELIMINARY
FDOT WU-12
A
A
B
B
C
C
ABUTMENT OR PIER PIER
ELEVATION
(VERTICAL SCALE IS TWICE HORIZONTAL FOR CLARITY)
NOTES:
- PASS THRU OPTION
POST-TENSIONING LAYOUT 1
(STRESSING CHAMBER REQUIRED)
DENOTES NON-STRESSING ANCHOR
DENOTES STRESSING ANCHOR
SECTION A-A AT END DIAPHRAGM SECTION B-B AT INTERNAL DEVIATOR SECTION C-C AT INTERIOR PIER
4. MEET SDG REQUIREMENTS FOR THE JACK ENVELOPE DIMENSIONS.
3. FOR DIABOLO LAYOUT, SEE SHEET FDOT WU-15.
INTERNAL TENDONS GROUTED WITH CEMENTITOUS MATERIAL.
2. ASSUMPTIONS:
1. DIMENSIONS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY.
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"
SYMMETRICAL ABOUT ¡ GIRDER
TENDONS
EXTERNAL DRAPED
INTERNAL TENDONS
BOTTOM SLAB2'-1"
SYMMETRICAL ABOUT ¡ GIRDER
TENDONS
EXTERNAL DRAPED
TENDONS
TOP INTERNAL
INTERNAL TENDONS
BOTTOM SLAB
INTERNAL TENDONS
BOTTOM SLAB
SYMMETRICAL ABOUT ¡ GIRDER
DRAPED TENDONS
EXTERNAL PASS-THRU
DRAPED TENDONS
EXTERNAL LACED
SYMMETRICAL ABOUT CONTINUOUS UNIT
Drawing/Sheet Number
PCI Zone 6 (SE Region) U-Girders
PRELIMINARY
FDOT WU-13
A
A
B
B
C
C
ABUTMENT OR PIER PIER
ELEVATION
(VERTICAL SCALE IS TWICE HORIZONTAL FOR CLARITY)
NOTES:
- LACED OPTION
POST-TENSIONING LAYOUT 2
DENOTES NON-STRESSING ANCHOR
DENOTES STRESSING ANCHORCHAMBER REQUIRED)
(NON-STRESSING
SECTION A-A AT END DIAPHRAGM SECTION B-B AT INTERNAL DEVIATOR SECTION C-C AT INTERIOR PIER
4. MEET SDG REQUIREMENTS FOR THE JACK ENVELOPE DIMENSIONS.
3. FOR DIABOLO LAYOUT, SEE SHEET FDOT WU-15.
INTERNAL TENDONS GROUTED WITH CEMENTITOUS MATERIAL.
2. ASSUMPTIONS:
1. DIMENSIONS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY.
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"
Drawing/Sheet Number
PCI Zone 6 (SE Region) U-Girders
PRELIMINARY
FDOT WU-14
(84" GIRDER SHOWN)(84" GIRDER SHOWN)
GIRDER POST-TENSIONING DETAILS 1
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
Drawing/Sheet Number
PCI Zone 6 (SE Region) U-Girders
PRELIMINARY
FDOT WU-15
GIRDER POST-TENSIONING DETAILS 2
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
BEARING (TYP.)
U-GIRDER
PRECASTU-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
Drawing/Sheet Number
PCI Zone 6 (SE Region) U-Girders
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
Drawing/Sheet Number
PCI Zone 6 (SE Region) U-Girders
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
Drawing/Sheet Number
PCI Zone 6 (SE Region) U-Girders
PRELIMINARY
PHASE 1
PHASE 1
PHASE 2
PHASE 3
PHASE 4
NOTES:
SPAN 1 SPAN 2 SPAN 3
PHASE 2
PHASE 3
PHASE 4
4. INSTALL EXPANSION JOINTS.
BRIDGE RAIL.
3. CAST APPROACH SLABS AND
2. CAST DECK SLAB.
1. REMOVE ALL SHORING TOWERS.
FDOT WU-18
CONSTRUCTION SEQUENCE 2
- CONSTANT DEPTH GIRDER
SPAN 1 SPAN 3SPAN 2
SPAN 1 SPAN 3SPAN 2
SPAN 1 SPAN 3SPAN 2
3. ERECT SHORING TOWERS.
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.
2. BRACE CURVED SEGMENTS.
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.
3. PLACE FLEXIBLE FILLER IN ALL EXTERNAL TENDONS.
2. GROUT TOP AND BOTTOM INTERNAL CONTINUITY PT.
1. STRESS CONTINUITY TENDONS.
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
Drawing/Sheet Number
PCI Zone 6 (SE Region) U-Girders
PRELIMINARY
NOTES:
SPAN 1 SPAN 2 SPAN 3
PHASE 4
SPAN 1 SPAN 2 SPAN 3
PHASE 3
SPAN 1 SPAN 2 SPAN 3
PHASE 2
SPAN 1 SPAN 2 SPAN 3
PHASE 1
4. INSTALL EXPANSION JOINTS.
3. CAST APPROACH SLABS AND BRIDGE RAIL.
2. CAST DECK SLAB.
1. REMOVE ALL SHORING TOWERS.
FDOT WU-19
CONSTRUCTION SEQUENCE 3
- HAUNCHED GIRDER
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.
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.
2. BRACE CURVED SEGMENTS.
1. ERECT GIRDER SEGMENTS (PIER GIRDERS ARE NOT SET ON INTERIOR PIERS.)
3. ERECT SHORING TOWERS.
2. STRESS PT AT PIER CAPS AND PLACE GROUT (OR FLEXIBLE FILLER).
1. CONSTRUCT FOUNDATIONS, ABUTMENTS, AND PIERS.
3. PLACE FLEXIBLE FILLER IN ALL EXTERNAL TENDONS.
2. GROUT TOP AND BOTTOM INTERNAL CONTINUITY PT.
1. STRESS CONTINUITY TENDONS.
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
Drawing/Sheet Number
PCI Zone 6 (SE Region) U-Girders
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
7. INCLUDE MAX TOWER VERTICAL DISPLACEMENT IN THE PLANS.
6. INCLUDE TOWER LOCATIONS AND REACTIONS IN THE PLANS.
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
Drawing/Sheet Number
PCI Zone 6 (SE Region) U-Girders
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