APPENDIX F DRAWINGS OF FULL-DEPTH DECK PANELS FROM UTAH DOT

APPENDIX F
DRAWINGS OF FULL-DEPTH DECK PANELS FROM UTAH DOT
Note: These are direct extract from <http://www.udot.utah.gov/main/uconowner.gf?n=5440222707642218>
(Last accessed June 25, 2012)
CLOSURE POUR CONCRETE:
PRECAST PANEL REINFORCING
PDP-7
PRESTRESSED PANEL REINFORCING
f’c = MATCH PRECAST ELEMENTS
PDP-8
NON-SHRINK GROUT:
PDP-9
REINFORCING STEEL (COATED)
MIN. OVERHANG = 1’-0"
DEAD LOADS:
40 PSF FUTURE OVERLAY
NO MORE THAN 2 EXTERIOR TRAFFIC PARAPETS PER PANEL
MAX. DEAD LOAD PER PARAPET = 569 PLF
PANEL-TO-PANEL CONNECTIONS:
ALL PANELS TO BE CONNECTED WITH LONGITUDINAL
POST-TENSIONING COMBINED WITH A TRANSVERSE
GROUTED KEYWAY JOINT.
DEFINITIONS
DESIGN ALL POST-TENSIONING. SHOW SIZE AND LAYOUT OF
DUCTS. SPECIFY JACKING FORCES, SEQUENCE OF JACKING,
DUCT WOBBLE COEFFICIENTS, AND DUCT COEFFICIENT OF
FRICTION.
PROVIDE POSITIVE DRAINAGE DETAILS PER UDOT STANDARD
PRACTICE. DRAINAGE HOLES THROUGH THE PANELS ARE
PROHIBITED.
DESIGN AND ACCOMMODATE APPLICABLE REINFORCEMENT FOR
A HAUNCH GREATER THAN 3".
INCLUDE APPLICABLE GENERAL NOTES IN THE PLAN SET.
PRECAST PANEL: CONCRETE PANEL REINFORCED WITH
DEFORMED STEEL BARS.
PRESTRESSED PANEL:CONCRETE PANEL REINFORCED WITH
PRESTRESSING STEEL AND DEFORMED
STEEL BARS.
OPTIONAL DETAILS
THESE DRAWINGS ARE BASED ON THE USE OF BLIND BLOCKOUTS
FOR SHEAR CONNECTIONS FORMED WITH REMAIN IN PLACE
STEEL BOXES.
OPTIONAL BLOCKOUT DETAILS SHOWN ON DRAWING NUMBER
PDP-9 ARE ALSO ACCEPTABLE.
VERIFY SIZE AND SPACING OF REINFORCEMENT CONNECTING
PARAPET TO PANEL IF PARAPET OTHER THAN TYPE SPECIFICALLY
SHOWN IN THESE STANDARD DRAWINGS IS USED.
AT A MINIMUM EXTEND CONTINUOUS REINFORCEMENT FROM
PRECAST PANEL, #6 AT 6" SPACING TOP AND BOTTOM,
INTO CLOSURE POUR. CLOSURE POUR DETAILS SHOWN FOR
MAXIMUM BEAM SPACING OF 10’-0". FOR BEAM SPACINGS
GREATER THAN 10’-0", DESIGN AND DETAIL CLOSURE POUR
AND APPROPRIATE POST-TENSIONING AS REQUIRED.
INCLUDE A TABLE OF ESTIMATED QUANTITIES OF PRECAST
CONCRETE DECK PANELS. TABLE TO INCLUDE THE FOLLOWING:
- PANEL TYPE (BASED ON PANEL LAYOUT)
- NUMBER OF EACH PANEL TYPE REQUIRED
- SQUARE FOOTAGE OF AREA PER PANEL
- TOTAL SQUARE FOOTAGE OF DECK PANELS
CLOSURE POUR DETAILS
f’c = 5,000 PSI @ 24 HRS
SHEAR CONNECTOR BLOCKOUT DETAILS
fy = 60,000 PSI
PDP-10 SHEAR CONNECTOR DETAILS NEW GIRDERS
PRESTRESSED
LOW RELAXATION STRAND:
fpu
fpbt = 202.5 KSI
= 270.0 KSI
PDP-11 SHEAR CONNECTOR DETAILS EXISTING GIRDERS
PDP-12 VERTICAL ADJUSTMENT DETAILS
STRUCTURAL STEEL:
fy = 50,000 PSI
AASHTO M270 GR 50
USE UTAH DEPARTMENT OF TRANSPORTATION STANDARD
SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION
(THE LATEST EDITION AND SUPPLEMENTS THERETO
WHICH ARE IN EFFECT AT THE DATE OF REQUEST FOR
BIDS) ALONG WITH SPECIAL PROVISIONS SECTION
03339S-FULL DEPTH STANDARD PRECAST CONCRETE DECK PANELS
FOR MATERIALS, CONSTRUCTION AND WORKMANSHIP.
PDP-13 TYPICAL POST-TENSIONING DETAILS 1
PDP-14 TYPICAL POST-TENSIONING DETAILS 2
PDP-15 PARAPET DETAILS 1
PDP-16 PARAPET DETAILS 2
USE THE PCI DESIGN HANDBOOK, PRECAST AND PRESTRESSED
CONCRETE, FIFTH EDITION WITH ALL INTERIMS AND ERRATA
FOR THE DESIGN AND DETAIL OF LIFTING SUPPORTS AND
HANDLING CONSIDERATIONS (NO CRACKING CRITERIA).
USE A HEAVY BROOM FINISH FOR TOP SURFACE OF PANELS AND
ALL JOINT SURFACES.
CHAMFER ALL EXPOSED CORNERS ". PRECAST PANELS ADJACENT
TO CLOSURE POURS OR OTHER PANELS ARE NOT CONSIDERED
EXPOSED CORNERS.
THE PRECAST PANELS HAVE A " CONCRETE GRINDING ALLOWANCE
FOR CORRECTING UNEVEN ROADWAY SURFACES AT TRANSVERSE
JOINTS BETWEEN PRECAST CONCRETE DECK PANELS AND END OF
BRIDGE DECK OR EDGE OF ADJACENT PHASE(S). DECK THICKNESS
SHOWN AS NOMINAL OR FINAL THICKNESS AFTER GRINDING.
ACCOUNT FOR " GRINDING ALLOWANCE.
APPLY CONCRETE POLYMER OVERLAY ON BRIDGE DECK AFTER
CONCRETE GRINDING OR STEEL SHOT IS COMPLETE. SEE SECTION
03372 IN THE STANDARD SPECIFICATIONS FOR SURFACE
PREPARATION REQUIREMENTS.
SEE TOP OF PANEL ELEVATION SHEETS AND/OR CONCRETE
UNIT SHEETS FOR SIZE, TYPE, ORIENTATION, NUMBER AND
SPACING OF SHEAR STUDS/BLOCKOUTS.
COAT ALL MILD REINFORCEMENT PER UDOT SPECIFICATIONS
UNLESS OTHERWISE NOTED.
USE A CORROSION INHIBITOR ADMIXTURE FOR ALL STRUCTURAL
GROUT.
USE A CORROSION INHIBITOR ADMIXTURE FOR ALL PANEL
AND CLOSURE POUR CONCRETE.
COUNTY
PDP - 1
7/19/2010
QUANT.
DRAW N
DATE
UDOT DESI
GN M ANAGER
SENI
OR DESI
GN ENGI
NEER
BY
PDP-17 DECK PANEL TOLERANCES
WELD ACCORDING TO AASHTO/AWS D1.5 BRIDGE WELDING CODE.
SEE "GENERAL LAYOUTS" AND "TYPICAL DECK PANEL PLANS AND
SECTIONS" SHEETS FOR PANEL TYPES AND LOCATIONS.
PDP-01_PANEL GEN NOTES.
dgn
APPROVED
FOR USE
BY UDOT
PANEL PLANS - SKEWED
PDP-6
STRUCTURES DI
VI
SI
ON
PRESTRESSED PANEL CONCRETE: f’ci = 4,000 PSI
f’c = 5,000 PSI
PDP-5
PI
N
CHECK THE STRUCTURAL CAPACITY OF THE EXISTING GIRDERS/
BEAMS AND/OR NEW GIRDERS/BEAMS FOR THE INSTALLATION
OF THE PANELS (INCLUDING EFFECTS OF PANEL INSTALLATION
SEQUENCING). USE OF THESE GUIDELINE DRAWINGS IMPLIES NO
ASSERTION AS TO THE STRUCTURAL CAPACITY OF ANY GIRDERS
OR BEAMS SHOWN. DEVELOP LOAD RATINGS AS DIRECTED BY
UDOT. VERIFY ADEQUATE CAPACITY IN GIRDERS FOR THE
EFFECTS OF LONG TERM POST-TENSIONING WHEN APPLICABLE.
PANEL PLANS - NON-SKEWED
PRECAST PANEL CONCRETE:
f’c = 4,000 PSI
CLASS AA(AE)
PROJECT
NUM BER
MAX. OVERHANG = 4’-0"
TYPICAL DECK PANEL PLANS AND SECTIONS
PDP-4
DATE
DESIGN AND CHECK ALL CHARACTERISTICS RELATED TO
REQUIRED CLOSURE POURS.
PDP-3
RECOM M .
FOR PRESTRESSED PANELS:
MAX. BEAM/GIRDER SPACING = 12’-0"
PANELS DESIGNED FOR AN HL-93 LOAD INCLUDING A
40 PSF LOAD FOR FUTURE OVERLAY.
GENERAL NOTES
CALCULATE FINAL DECK ELEVATIONS AND CREATE TOP OF
PANEL ELEVATIONS SHEET(S).
GENERAL LAYOUTS
DATE
FOR PRECAST PANELS:
MAX. BEAM/GIRDER SPACING = 10’-0"
GENERAL NOTES
PDP-2
NO.
CREATE THE CONCRETE DECK PANEL LAYOUT SHEET SHOWING
TYPE AND NUMBER OF PANELS TO BE USED AS WELL AS
NUMBER AND SPACING OF SHEAR BLOCKOUTS REQUIRED.
PDP-1
APPROVAL
PARALLEL STEEL GIRDERS WITH A MINIMUM TOP FLANGE
WIDTH OF 16"; AASHTO GIRDERS (TYPE II, III, IV,
V AND VI); OR PRESTRESSED BULB TEE GIRDER.
TANGENTIAL (NO HORIZONTAL CURVATURE) PANELS
PLACED ORTHOGONALLY TO THE BEAM/GIRDERS.
PRECAST CONCRETE PANELS DESIGNED IN ACCORDANCE WITH
AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, 4TH EDITION
WITH ALL INTERIM PROVISIONS.
TRANSPORTATI
ON
SKEW : 0 TO 45 DEGREES
DESIGN AND CHECK THE REQUIRED SHEAR STUDS AND/OR
REINFORCING STEEL CONNECTING THE GIRDERS/BEAMS TO
THE DECK TO ENSURE ADEQUATE COMPOSITE ACTION BETWEEN
THE FRAMING MEMBERS AND PANELS IN ACCORDANCE WITH
ALL APPLICABLE CODES.
INDEX OF SHEETS
UTAH DEPARTM ENT
OF
IT IS THE DESIGNER’S RESPONSIBILITY TO:
GENERAL NOTES
FULL DEPTH PRECAST CONCRETE DECK PANELS
USE THESE GUIDELINE DRAWINGS FOR BRIDGES
WHICH HAVE ALL OF THE FOLLOWING CHARACTERISTICS:
IMPLEMENTATION
TYPI
CAL DETAI
L SHEET
GUIDELINES
CHECK
CHECK
CHECK
REVI
SI
ON REM ARKS
DESI
GN
FULL DEPTH PRECAST CONCRETE DECK PANELS GENERAL NOTES
DRG. NO.
SHT.
OF
P#
P#
P#
P#
P#
P#
EP#
DRAW N
15^MAX.
(TYP.)
EP#
P#
P#
P#
P#
P#
P#
P#
P#
BY
STANDARD PANEL APPLICATIONS
EP#
UDOT DESI
GN M ANAGER
P#
SENI
OR DESI
GN ENGI
NEER
EP#
TRA
NS V
ERS
E
TRAFFIC
QUANT.
DIRECTION OF
DESI
GN
LONGITUDINAL
CHECK
CHECK
TRAFFIC
TRANSVERSE
CHECK
DIRECTION OF
REVI
SI
ON REM ARKS
LONGITUDINAL
P#
P#
P#
P#
P#
45^ MAX.
(TYP.)
STANDARD PANEL APPLICATIONS
STANDARD PANEL APPLICATIONS
SKEWED BRIDGES (BETWEEN 0 AND 15)
SKEWED BRIDGES (GREATER THAN 15”)
NON-STANDARD PANEL
LAYOUT AND
CONFIGURATION
BY DESIGNER
SIMILAR TO EP
(SEE NOTE)
STANDARD PRECAST CONCRETE PANEL APPLICATIONS - NON-SKEWED
STANDARD PRECAST CONCRETE PANEL APPLICATIONS - SKEWED
DATE
APPROVED
FOR USE
BY UDOT
APPROVAL
RECOM M .
STRUCTURES DI
VI
SI
ON
P#
TRANSPORTATI
ON
P#
UTAH DEPARTM ENT
OF
NO.
DATE
DATE
NON - SKEWED BRIDGES
PI
N
GENERAL LAYOUTS
PROJECT
NUM BER
PDP-02_GENERAL LAYOUTS.
dgn
TYPI
CAL DETAI
L SHEET
FULL DEPTH PRECAST CONCRETE DECK PANELS
NOTE: PARTIAL WIDTH PANELS MAY BE USED IN
COMBINATION WITH CLOSURE POURS.
COUNTY
7/19/2010
PDP - 2
DRG. NO.
SHT.
OF
P#
P#
P#
A
OVERHANG
> BENT (OR INTERIOR
DIAPHRAGM)
> BRG. ABUT
> BRG. ABUT
TRANSVERSE
JOINT (TYP.)
QUANT.
DRAW N
UDOT DESI
GN M ANAGER
SENI
OR DESI
GN ENGI
NEER
P#
> BENT (OR INTERIOR
DIAPHRAGM)
DATE
P#
PRECAST CONCRETE
DECK PANEL (TYP.)
4’-0" MAX.
1’-0" MIN.
OVERHANG
4’-0" MAX.
A
CHECK
CHECK
P#
APPROVED
FOR USE
BY UDOT
P#
TRANSVERSE JOINT (TYP.)
TRANSVERSE
JOINT (TYP.)
CHECK
REVI
SI
ON REM ARKS
DESI
GN
BY
P#
STRUCTURES DI
VI
SI
ON
PRECAST CONCRETE
DECK PANEL (TYP.)
EP#
DATE
P#
RECOM M .
P#
DATE
P#
TRAFFIC
NO.
P#
DIRECTION OF
APPROVAL
P#
> GIRDER (TYP.)
BY DESIGNER
TRANSPORTATI
ON
P#
A
UTAH DEPARTM ENT
OF
P#
P#
OVERALL PANEL WIDTH
EP#
OVERHANG
4’-0" MAX.
40’-0" MAX.
TO
TRAFFIC
24’-0" MIN.
DIRECTION OF
PARAPET
(IF APPLICABLE)
(TYP.)
TO BE DETERMINED
AS SPECIFIED
> GIRDER (TYP.)
BY DESIGNER
NOM
INA
L P
ANE
LEN
L
GTH
8’
MIN
.
16’
MAX
.
GIRDER SPACING
MAX.
1’-0" MIN.
OVERHANG
4’-0"
40’-0" MAX.
TO
PARAPET (IF APPLICABLE)
(TYP.)
A
AS SPECIFIED
24’-0" MIN.
16’ MAX.
TO BE DETERMINED
GIRDER SPACING
OVERALL PANEL WIDTH
NOMINAL PANEL
LENGTH
8’ MIN.
PRECAST CONCRETE PANEL TYPES
PRECAST PANEL TYPES
PANEL ADJACENT TO ABUTMENT
P#
STANDARD INTERIOR PANEL
PANEL ADJACENT TO ABUTMENT
P#
STANDARD INTERIOR PANEL
3
DECK
8 4"
PANEL
PRECAST PARAPET
EP#
BLIND
BLOCKOUT
(TYP.)
SEE LAYOUT FOR SLOPE
PRECAST DECK PANEL
4"
SEE DETAIL A
THIS SHEET
"
3
PDP-03_GENERAL PLANS AND SECTIONS.
dgn
"
4"
"
DETAIL A: DRIP GROOVE
PRESTRESSED BULB
TEE GIRDER (TYP.)
PRECAST
PARAPET (IF
APPLICABLE)
(TYP.)
TYPI
CAL DETAI
L SHEET
EP#
STEEL GIRDER
(TYP.)
SECTION A: PRECAST DECK PANEL
COUNTY
7/19/2010
PDP - 3
DRG. NO.
SHT.
PI
N
NOTE: NOMINAL JOINT SPACING SHOWN
PRECAST PANEL TYPES
PROJECT
NUM BER
SEE "PANEL PLANS - SKEWED" SHEET FOR ADDITIONAL INFORMATION
TYPI
CAL DECK PANEL PLANS AND SECTI
ONS
NOTE: NOMINAL JOINT SPACING SHOWN
FULL DEPTH PRECAST CONCRETE DECK PANELS
PRECAST CONCRETE PANEL TYPES
SEE "PANEL PLANS - NON-SKEWED" SHEET FOR ADDITIONAL INFORMATION
OF
CHECK
3. FOR VERTICAL ADJUSTMENT DEVICES
SEE "VERTICAL ADJUSTMENT DETAILS" SHEET.
DRAW N
DESI
GN
4. FOR DETAILS OF BLIND BLOCKOUT SEE
"SHEAR CONNECTOR BLOCKOUT DETAILS" SHEET.
QUANT.
CHECK
REVI
SI
ON REM ARKS
2. A MINIMUM OF 2 VERTICAL ADJUSTMENT
ASSEMBLIES ARE REQUIRED AT EACH
> GIRDER.
CHECK
NOTES
1. DESIGNER WILL DETERMINE NUMBER AND
LOCATION OF LIFTING POINTS.
BY
6. SEE "TYPICAL POST-TENSIONING DETAILS 2"
SHEET FOR CONNECTION DETAILS.
> GIRDER
VERTICAL ADJUSTMENT
SEE "VERTICAL ADJUSTMENT DETAILS"
SHEET (TYP. SEE NOTE 2)
TO
BLOCKOUT FOR POST-TENSIONING
DUCT CONNECTION - SEE "TYPICAL
POST-TENSIONING DETAILS"
SHEETS (TYP. BOTH SIDES)
> GIRDER
DIRECTION OF
DIRECTION OF
TRAFFIC
TRAFFIC
VERTICAL ADJUSTMENT
SEE "VERTICAL ADJUSTMENT
DETAILS" SHEET
(TYP. SEE NOTE 2)
SEE PANEL REINFORCING
SHEETS FOR REINFORCING
REQUIREMENTS AT OVERHANG.
2’-0"
MIN.
(TYP.)
LIFTING
POINT
SPACING
LIFTING POINT
SEE NOTE 1 (TYP.)
PARAPET (WHERE
APPLICABLE)
ROUGHEN SURFACE
UNDER PARAPET
PANEL TYPE EP
> GIRDER
LIFTING
POINT
SPACING
(TYP.)
LIFTING
POINT
SPACING
(TYP.)
> GIRDER
SEE PANEL REINFORCING
SHEETS FOR REINFORCING
REQUIREMENTS AT OVERHANG.
2’-0"
MIN.
(TYP.)
LIFTING
POINT
SPACING
LIFTING POINT
SEE NOTE 1 (TYP.)
PARAPET (WHERE
APPLICABLE)
ROUGHEN SURFACE
UNDER PARAPET
DATE
APPROVED
FOR USE
STRUCTURES DI
VI
SI
ON
PANEL TYPE P
COUNTY
PDP - 4
7/19/2010
BY UDOT
DATE
PI
N
DUCT SPLICE POCKET
SEE NOTE 6 (TYP.)
PROJECT
NUM BER
BLOCKOUT FOR POST-TENSIONING
END ANCHORAGE - SEE "TYPICAL
POST-TENSIONING DETAILS"
SHEETS (TYP. THIS SIDE)
> GIRDER
PANEL PLANS -NONSKEW ED
> GIRDER
> POST-TENSION DUCT (TYP.)
FULL DEPTH PRECAST CONCRETE DECK PANELS
> POST-TENSION DUCT (TYP.)
2" - 2" DIA. POST-TENSION
DUCT (TYP.)
TYPI
CAL DETAI
L SHEET
24’-0" MIN.
2" - 2" DIA. POST-TENSION
DUCT (TYP.)
> GIRDER
24’-0" MIN.
> GIRDER
BLIND BLOCKOUT
SEE NOTE 4 (TYP.)
OVERALL PANEL WIDTH
BLIND BLOCKOUT
SEE NOTE 4 (TYP.)
RECOM M .
DATE
NO.
1’-6"
(MIN.)
OF
TRANSPORTATI
ON
1’-6"
(MIN.)
UTAH DEPARTM ENT
1’-6"
(MIN.)
40’-0" MAX.
1’-6"
OVERALL PANEL WIDTH
PDP-04_TYPICAL PANEL PLANS.
dgn
> GIRDER
(MIN.)
TO
40’-0" MAX.
> GIRDER
APPROVAL
1’-6"
8’-0" MIN. TO 16’-0" MAX.
(MIN.)
NOMINAL PANEL LENGTH
1’-6"
8’-0" MIN. TO 16’-0" MAX.
(MIN.)
NOMINAL PANEL LENGTH
BLOCKOUT FOR POST-TENSIONING
DUCT SPLICE - SEE "TYPICAL
POST-TENSIONING DETAILS"
SHEETS (TYP. THIS SIDE)
UDOT DESI
GN M ANAGER
SENI
OR DESI
GN ENGI
NEER
5. SEE "PRECAST PANEL REINFORCING" AND
"PRESTRESSED PANEL REINFORCING" SHEETS
FOR REQUIRED REINFORCING.
DRG. NO.
SHT.
OF
DIRECTION OF
DIRECTION OF
LIFTING POINT
SEE NOTE 1 (TYP.)
PARAPET (WHERE
APPLICABLE)
ROUGHEN SURFACE
UNDER PARAPET
PANEL TYPE EP
> GIRDER
LIFTING
POINT
SPACING
(TYP.)
LIFTING
POINT
SPACING
(TYP.)
SEE PANEL REINFORCING
SHEETS FOR REINFORCING
REQUIREMENTS AT OVERHANG.
2’0"
MIN
.
(TY
P.)
VERTICAL ADJUSTMENT
SEE "VERTICAL ADJUSTMENT
DETAILS 2" SHEET
(TYP. SEE NOTE 2)
TRAFFIC
> GIRDER
PDP-05_TYPICAL PANEL PLANS SKEW ED.
dgn
APPROVAL
SEE PANEL REINFORCING
SHEETS FOR REINFORCING
REQUIREMENTS AT OVERHANG.
2’0"
MIN
.
(TY
P.)
LIF
TIN
G
POI
NT
SPA
CIN
G
LIFTING POINT
SEE NOTE 1 (TYP.)
PARAPET (WHERE
APPLICABLE)
ROUGHEN SURFACE
UNDER PARAPET
PANEL TYPE P
COUNTY
PDP - 5
7/19/2010
QUANT.
UDOT DESI
GN M ANAGER
RECOM M .
DATE
> GIRDER
TRAFFIC
LIF
TIN
G
POI
NT
SPA
CIN
G
NO.
BLOCKOUT FOR POST-TENSIONING
DUCT CONNECTION - SEE "TYPICAL
POST-TENSIONING DETAILS"
SHEET (TYP. BOTH SIDES)
PI
N
OVERALL PANEL WIDTH
> GIRDER
VERTICAL ADJUSTMENT
SEE "VERTICAL ADJUSTMENT
DETAILS" SHEET
(TYP. SEE NOTE 2)
> GIRDER
DUCT SPLICE POCKET
SEE NOTE 6 (TYP.)
PROJECT
NUM BER
> GIRDER
BLOCKOUT FOR POST-TENSIONING
END ANCHORAGE - SEE "TYPICAL
POST-TENSIONING DETAILS"
SHEET (TYP. THIS SIDE)
> POST-TENSION DUCT (TYP.)
PANEL PLANS -SKEW ED
> POST-TENSION DUCT (TYP.)
2" - 2" DIA. POST-TENSION
DUCT (TYP.)
FULL DEPTH PRECAST CONCRETE DECK PANELS
24’-0" MIN.
2" - 2" DIA. POST-TENSION
DUCT (TYP.)
> GIRDER
TO
TO
> GIRDER
BLIND BLOCKOUT
SEE NOTE 4 (TYP.)
24’-0" MIN.
BLIND BLOCKOUT
SEE NOTE 4 (TYP.)
40’-0" MAX.
1’6"
(MI
N.)
OVERALL PANEL WIDTH
40’-0" MAX.
1’6"
(MI
N.)
OF
TRANSPORTATI
ON
> GIRDER
(MI
N.)
UTAH DEPARTM ENT
1’6"
> GIRDER
(MI
N.)
TYPI
CAL DETAI
L SHEET
1’6"
1’-6"
NOM
INA
L P
ANE
L L
8’ENG
0"
TH
MIN
. T
O 1
6’0"
MAX
.
(MIN.)
1’-6"
NOM
INA
L P
ANE
L L
8’ENG
0"
TH
MIN
. T
O 1
6’0"
MAX
.
(MIN.)
BLOCKOUT FOR POST-TENSIONING
DUCT SPLICE - SEE "TYPICAL
POST-TENSIONING DETAILS"
SHEET (TYP. THIS SIDE)
DATE
BY
SENI
OR DESI
GN ENGI
NEER
6. SEE "TYPICAL POST-TENSIONING DETAILS 2"
SHEET FOR CONNECTION DETAILS.
DATE
5. SEE "PRECAST PANEL REINFORCING" AND
"PRESTRESSED PANEL REINFORCING" SHEETS
FOR REQUIRED REINFORCING.
DRAW N
DESI
GN
4. FOR DETAILS OF BLIND BLOCKOUT SEE
"SHEAR CONNECTOR BLOCKOUT DETAILS" SHEET.
APPROVED
FOR USE
3. FOR VERTICAL ADJUSTMENT DEVICES
SEE "VERTICAL ADJUSTMENT DETAILS" SHEET.
STRUCTURES DI
VI
SI
ON
2. A MINIMUM OF 2 VERTICAL ADJUSTMENT
ASSEMBLIES ARE REQUIRED AT EACH
> GIRDER.
BY UDOT
REVI
SI
ON REM ARKS
CHECK
CHECK
1. DESIGNER WILL DETERMINE NUMBER AND
LOCATION OF LIFTING POINTS.
CHECK
NOTES
DRG. NO.
SHT.
OF
NOM
INA
L P
ANE
8’L L
0’
ENG
MIN
TH
. T
O 1
6’0"
MAX
,
#5 BARS AVERAGE
SPA. @ 6" C-C
RUN FROM REAR FACE
OF PARAPET TO TOP MAT
OF PANEL REINFORCING
> GIRDER
#5 BARS AVERAGE
SPA. @ 6" C-C
RUN FROM REAR FACE
OF PARAPET TO TOP MAT
OF PANEL REINFORCING
> GIRDER
FRONT FACE OF
PRECAST PARAPET
(WHERE APPLICABLE)
TYPI
CAL DETAI
L SHEET
SKEWED INTERIOR
MILD REINFORCED PANEL
SEE "PARAPET DETAILS" SHEETS
PARAPET (WHERE APPLICABLE)
SEE "PARAPET DETAILS" SHEETS
#5 @ 6" PARAPET REINFORCING. EXTEND 3’-0" PAST > GIRDER
#4 @ 6" PARAPET REINFORCING. WITH STANDARD 90^ HOOK
#6 @ 6" AVERAGE SPACING
TOP AND BOTTOM
W/ STD. 180^ HK. EA. END (TOP)
SEE NOTE 1
> GIRDER
0"
POST-TENSIONING
DUCT (TYP.)
2" TO 2" DIA.
BLIND BLOCKOUT
(TYP.)
#6 BARS SPACED @ 6" C-C
2" CL.
AVERAGE SPACING TOP AND BOTTOM - SEE NOTE 1
4" CL.
4" CL.
BLIND BLOCKOUT
(TYP.)
4’-0" MAX.
SHEAR KEY
PANEL CONNECTION
(TYP.)
3
8
4
1" CL.
"
8"
8
3
4"
VERTICAL ADJUSTMENT
(TYP.)
#6 @ 12"
AVERAGE SPACING
TOP AND BOTTOM
SEE NOTE 1
1
2"
2
CL.
1
#6 @ 12" TOP AND BOTTOM
SEE NOTE 1
2
2"
> TRANSVERSE
JOINT
> TRANSVERSE
JOINT
SECTION D: PRECAST PANEL
CHECK
QUANT.
DRAW N
UDOT DESI
GN M ANAGER
DATE
BY UDOT
APPROVED
FOR USE
COUNTY
SECTION C: PRECAST PANEL
7/19/2010
RECOM M .
CL.
SEE NOTE 2
OVERHANG
PDP - 6
DRG. NO.
SHT.
PI
N
LIFTING POINT
REINFORCING
(BY OTHERS)
INTERIOR PANEL REINFORCING PLAN
PROJECT
NUM BER
#4 BARS AVERAGE
SPA. @ 6" C-C
RUN FROM FRONT FACE OF
PARAPET TO BOTTOM MAT
OF PANEL REINFORCING
PRECAST PANEL REI
NFORCI
NG
D
FULL DEPTH PRECAST CONCRETE DECK PANELS
FRONT FACE OF PARAPET
(WHERE APPLICABLE)
#4 BARS AVERAGE
SPA. @ 6" C-C
RUN FROM FRONT FACE OF
PARAPET TO BOTTOM MAT
OF PANEL REINFORCING
D
DATE
BY
DATE
NO.
C
STRUCTURES DI
VI
SI
ON
> GIRDER
D
C
OF
TRANSPORTATI
ON
C
D
#6 BARS AVERAGE
SPA. @ 12" C-C
TOP AND BOTTOM
> GIRDER
UTAH DEPARTM ENT
> GIRDER
LIFTING POINT
REINFORCING
(BY OTHERS)
DESI
GN
#6 BARS AVERAGE
SPA. @ 6" C-C
TOP AND BOTTOM
> GIRDER
24’-0" MIN.
#6 BARS AVERAGE
SPA. @ 6" C-C
TOP AND BOTTOM
OVERALL PANEL WIDTH
24’-0" MIN.
4. CROWNED ROADWAYS REQUIRE A CLOSURE
POUR AT THE CROWN. THIS WILL REQUIRE
MULTIPLE PANELS IN A CROSS SECTION.
SEE CROWN CLOSURE POUR DETAILS.
TO
#6 BARS AVERAGE
SPA.@ 12" C-C
TOP AND BOTTOM
SEE NOTE 1
C
#5 BARS AVERAGE
SPA. @ 6" C-C
RUN FROM REAR FACE
OF PARAPET TO TOP MAT
OF PANEL REINFORCING
40’-0" MAX.
> GIRDER
TO
40’-0" MAX.
#5 BARS AVERAGE
SPA. @ 6" C-C
RUN FROM REAR FACE
OF PARAPET TO TOP MAT
OF PANEL REINFORCING
> GIRDER
PDP-06_PRECAST PANEL REINF.
dgn
CHECK
3. HOOK TOP BARS STD 180^ EACH END.
FRONT FACE OF
PRECAST PARAPET
(WHERE APPLICABLE)
OVERALL PANEL WIDTH
2. STEEL GIRDER SHOWN, PRESTRESSED BULB
TEE GIRDERS ALLOWED.
> GIRDER
> GIRDER
CHECK
#4 BARS AVERAGE
SPA. @ 6" C-C
RUN FROM FRONT FACE OF
PARAPET TO BOTTOM MAT
OF PANEL REINFORCING
1. ADJUST LOCATION OF BARS TO AVOID
CONFLICTS WITH BLOCKOUTS AS APPROVED
BY DESIGNER. ROTATE #6 HOOKS TOP
BARS TO PROVIDE ADEQUATE COVER.
SENI
OR DESI
GN ENGI
NEER
#4 BARS AVERAGE
SPA. @ 6" C-C
RUN FROM FRONT FACE
OF PARAPET TO BOTTOM
MAT OF PANEL REINFORCING
APPROVAL
8’-0’ MIN. TO 16’-0" MAX,
NOTES
REVI
SI
ON REM ARKS
FRONT FACE OF
PARAPET (WHERE
APPLICABLE)
NOMINAL PANEL LENGTH
OF
> GIRDER
#5 BARS SPACED @ 6" C-C
> GIRDER
ADDITIONAL #6 @ 6" OVERHANG
REINF. EXTEND 8’-3" PAST
> GIRDER, SEE NOTE 3
> GIRDER
FRONT FACE OF PARAPET
(WHERE APPLICABLE)
#4 BARS AVERAGE
SPA. @ 6" C-C
RUN FROM FRONT FACE
OF PARAPET TO BOTTOM MAT
OF PANEL REINFORCING
F
F
#4 BARS AVG.
SPA. @ 6" C-C
RUN FROM FRONT FACE
OF PARAPET TO BOTTOM MAT
OF PANEL REINFORCING
LIFTING POINT
REINFORCING
(BY OTHERS)
INTERIOR PANEL REINFORCING PLAN NON - SKEWED
SKEWED INTERIOR
PRESTRESSED REINFORCED PANEL
SEE "PARAPET DETAILS" SHEET
PARAPET (WHERE APPLICABLE)
SEE "PARAPET DETAILS" SHEETS
#5 @ 6" PARAPET REINF. EXTEND 7’-3" PAST > GIRDER
#4 @ 6" PARAPET REINF. WITH STANDARD 90^ HOOK
ADDITIONAL #6 @ 6" OVERHANG REINF. WITH STANDARD 180^ HOOK
EXTEND 8’-3" PAST > GIRDER, SEE NOTE 3
0.600" DIA. PRESTRESSING STRANDS AVG. SP. @ 12" C-C
TOP AND BOTTOM. SEE NOTE 1
BLIND BLOCKOUT
(TYP.)
4" CL.
12"
2" CL.
0.600" DIA. PRESTR. STRANDS SPACED @ 12"
12"
4" CL.
AVERAGE SPACING TOP AND BOTTOM - SEE NOTE 1
4"
3
VERTICAL ADJUSTMENT
(TYP.)
1" CL.
SHEAR KEY
PANEL CONNECTION
(TYP.)
8
8"
3
3
BLIND BLOCKOUT
(TYP.)
4"
8
PDP-07_PRESTR PANEL REINF.
dgn
0"
4
4’-0" MAX.
POST-TENSIONING
2" TO 2" DIA.
DUCT (TYP.)
2
OVERHANG
1
2"
CL.
SEE NOTE 2
#6 @ 12" AVG. SP. C-C
TOP AND BOTTOM
SEE NOTE 1
> TRANSVERSE
JOINT
#6 @ 12" AVERAGE SPACING
TOP AND BOTTOM
SEE NOTE 1
SECTION E: PRESTRESSED PANEL
1
2
2"
7/19/2010
CHECK
DRAW N
UDOT DESI
GN M ANAGER
BY UDOT
DATE
CL.
> TRANSVERSE
JOINT
COUNTY
SECTION F: PRESTRESSED PANEL
QUANT.
CHECK
SENI
OR DESI
GN ENGI
NEER
DATE
RECOM M .
FRONT FACE OF PARAPET
(WHERE APPLICABLE)
PDP - 7
DRG. NO.
PORTION OF DECK PANEL SHOWN.
REMAINDER SIMILAR.
SHT.
PI
N
ADDITIONAL #6 @ 6"
OVERHANG REINF.
EXTEND 8’-3" PAST
> GIRDER, SEE NOTE 3
DESI
GN
BY
DATE
NO.
E
E
APPROVED
FOR USE
40’-0" MAX.
> GIRDER
TRAFFIC
LIFTING POINT
REINFORCING
(BY OTHERS)
#6 BARS AVG.
SPA. @ 12" C-C
TOP AND BOTTOM
SEE NOTE 1
PROJECT
NUM BER
#5 BARS SPACED @ 6" C-C
DIRECTION OF
F
PRESTRESSED PANEL REI
NFORCI
NG
> GIRDER
> GIRDER
APPROVAL
0.600" DIA. PRESTRESSING
STRANDS AVG. SPA. @ 12" C-C
TOP AND BOTTOM
0.600" DIA. PRESTRESSING STRANDS
AVG. SPA. @ 12" C-C
TOP AND BOTTOM
OF
TRANSPORTATI
ON
OVERALL PANEL WIDTH
> GIRDER
3. CROWNED ROADWAYS REQUIRE A CLOSURE
POUR AT THE CROWN. THIS WILL REQUIRE
MULTIPLE PANELS IN A CROSS SECTION.
SEE CROWN CLOSURE POUR DETAILS.
UTAH DEPARTM ENT
F
24’-0" MIN. TO
#6 BARS AVERAGE
SPA.@ 12" C-C
TOP AND BOTTOM
SEE NOTE 1
#5 BARS AVG. SPA. @ 6" C-C
RUN FROM REAR FACE OF PARAPET
TO TOP MAT OF PANEL REINFORCING
OVERALL PANEL WIDTH
40’-0" MAX.
24’-0" MIN. TO
E
E
CHECK
2. STEEL GIRDER SHOWN, PRESTRESSED BULB
TEE GIRDERS ALLOWED.
ADDITIONAL #6 @ 6"
OVERHANG REINF.
EXTEND 8’-3" PAST
> GIRDER, SEE NOTE 3
> GIRDER
1. ADJUST LOCATION OF BARS AND STRANDS
TO AVOID CONFLICTS WITH BLOCKOUTS AS
APPROVED BY DESIGNER.
STRUCTURES DI
VI
SI
ON
> GIRDER
#5 BARS AVERAGE
SPA. @ 6" C-C
RUN FROM REAR FACE
OF PARAPET TO TOP MAT
OF PANEL REINFORCING
NOTES
ADDITIONAL #6 @ 6" OVERHANG
REINF. EXTEND 8’-3" PAST
> GIRDER, SEE NOTE 3
FRONT FACE OF PARAPET
(WHERE APPLICABLE)
> GIRDER
#4 BARS AVG.
SPA. @ 6" C-C
RUN FROM FRONT FACE
OF PARAPET TO BOTTOM MAT
OF PANEL REINFORCING
REVI
SI
ON REM ARKS
FRONT FACE OF
PARAPET (WHERE
APPLICABLE)
FULL DEPTH PRECAST CONCRETE DECK PANELS
8’-0’ MIN. TO 16’-0" MAX,
NOM
INA
L P
ANE
8’L L
0’
ENG
MIN
TH
. T
O 1
6’0"
MAX
,
TYPI
CAL DETAI
L SHEET
#4 BARS AVERAGE
SPA. @ 6" C-C
RUN FROM FRONT FACE OF
PARAPET TO BOTTOM MAT
OF PANEL REINFORCING
NOMINAL PANEL LENGTH
OF
> TRANSVERSE JT.
CLOSURE POUR PLAN
CLOSURE POUR
CHECK
DRAW N
QUANT.
CHECK
UDOT DESI
GN M ANAGER
DATE
DATE
DATE
APPROVED
FOR USE
BY UDOT
STRUCTURES DI
VI
SI
ON
7. FOR STAGE CONSTRUCTION CLOSURE POURS, PLACE CONCRETE
AFTER LONGITUDINAL POST-TENSIONING.
NO.
6. THE MINIMUM LAP SPLICE LENGTH SHOWN IS BASED ON THE
FOLLOWING PARAMETERS:
- #6 @ 6"
- f’c = 4 KSI
- 2" CLEAR COVER
- TENSION LAP WITH 100% OF BAR SPLICED
- CLASS C SPLICE
- AASHTO LRFD SPECIFICATIONS
- COATED BARS
FOR BOTTOM BARS WITH 1" CLEAR COVER, INCREASE THIS
SPLICE LENGTH TO 3’-10". DESIGNER TO ADJUST LENGTH
OF SPLICE FOR DESIGNS BEYOND THESE PARAMETERS.
BY
5. CLOSURE POURS CAN BE USED FOR:
- ROADWAY CROWNS
- STAGE CONSTRUCTION JOINTS
- BRIDGES GREATER THAN 40 FT WIDE
- BRIDGE WIDENING PROJECTS
SENI
OR DESI
GN ENGI
NEER
4. DESIGNER TO CHECK OVERHANG REINFORCING FOR ANTICIPATED
LOADS.
G
CLOSURE POUR PLAN
REVI
SI
ON REM ARKS
3. AS AN ALTERNATIVE TO EMBEDDING BARS IN PRESTRESSED
PANELS, THREADED INSERTS MAY BE ALLOWED AS
DIRECTED BY THE DESIGNER. IN PRECAST PANELS
WITHOUT PRESTRESSING, PANEL REINFORCEMENT, TOP
AND BOTTOM, WILL BE CONTINUED INTO THE CLOSURE POUR.
8. FOR NON-STAGE CONSTRUCTION LONGITUDINAL CLOSURE POURS,
CONCRETE MAY BE PLACED AFTER POST-TENSIONING.
G
DESI
GN
2. PRECAST PANELS SHOWN, FOR PRESTRESSED PANELS, ADD
DOWEL BARS EMBEDDED IN THE PANELS EXTENDING INTO
THE CLOSURE POUR. THE LENGTH OF EMBEDMENT AND
EXTENSION INTO THE CLOSURE POUR TO BE BASED ON THE
LENGTH REQUIRED TO ACHIEVE A LAP SPLICE.
UTAH DEPARTM ENT
OF
PANEL
CLOSURE POUR
PRECAST CONC.
CAST-IN-PLACE
PANEL
> GIRDER
PRECAST CONC.
MAX.
6"
2" MIN.
#6 @ 12"
2" MIN.
EDGE OF PANELS
LONG.BARS
SPLICE
TYP. PANEL REINF.
EXTEND TO ACHIEVE
REQ’D LAP SPLICE
SEE NOTE 1 (TYP.)
LAP
EDGE OF PANELS
3’-1" MIN.
TRAFFIC
6" MAX.
PANEL
DIRECTION OF
CLOSURE POUR
CAST-IN-PLACE
> GIRDER
PANEL
MAX.
PRECAST CONC.
> GIRDER
MIN.
EDGE OF PANELS
6"
#6
TYP. PANEL REINF.
EXTEND TO ACHIEVE
REQ’D LAP SPLICE
SEE NOTE 1 (TYP.)
2"
EDGE OF PANELS
@ 12"
TRAFFIC
6" MAX.
DIRECTION OF
LONG.BARS
2" MIN.
> GIRDER
PRECAST CONC.
1. MINIMUM REINFORCEMENT SHOWN. IT IS THE
RESPONSIBILITY OF THE DESIGNER TO DETERMINE THE
ACTUAL REINFORCEMENT REQUIRED. DESIGN AND DETAIL
CLOSURE POUR FOR BEAM SPACINGS GREATER THAN 10’-0",
AND APPROPRIATE POST-TENSIONING AS REQUIRED.
CHECK
NOTES
> TRANSVERSE JT.
G
RECOM M .
> TRANSVERSE JT.
APPROVAL
G
TRANSPORTATI
ON
> TRANSVERSE JT.
6" MAX.
6" MAX.
EXISTING DECK
3’-1" MIN.
LAP SPLICE
SEE NOTE 4
3’-1" MIN.
2" MIN.
LAP SPLICE
#6 @ 12" LONG. BARS
LEVEL
2" MIN.
6" MAX.
6" MAX.
SECTION G: CLOSURE POUR
SECTION AT CROWN
TYPICAL PANEL REINF.
(OR ADDITIONAL PANEL
REINF. FOR PRESTRESSED
PANELS) EXTEND TO
ACHIEVE REQ’D LAP
SPLICE (TYP.)
2’-0" CLOSURE
POUR
LAP SPLICE
SEE NOTES
BELOW
TYP. PANEL REINF. (OR
ADDITIONAL PANEL REINF.
FOR PRESTRESSED PANELS)
EXTEND TO ACHIEVE REQ’D
LAP SPLICE (TYP.)
(SHOWING STEEL GIRDERS)
4"
1" CL.
3
2
PDP-08_CLOSURE POUR.
dgn
7/19/2010
> GIRDER
> GIRDER
> GIRDER
CLOSURE POUR TO EXISTING DECK SECTION
#6 @ 12"
CL.
FOR CLOSURE
POUR AT CROWN
SEE DETAIL
THIS SHEET
EXISTING DECK
REINF. BAR
(TO REMAIN)
SEE NOTE 3
LEVEL
> CLOSURE
POUR
PRECAST DECK
PANEL (TYP.)
SECTION G: CLOSURE POUR
SUPERELEVATED SECTION
SECTION G: OPTIONAL CLOSURE POUR
(SHOWING STEEL GIRDERS)
SHOWING SECTION AT CROWN - SECTION AT OTHER LOCATIONS SIMILAR
TYPI
CAL DETAI
L SHEET
6" MAX.
SEE NOTE 4
2" MIN.
#6 @ 12" LONG. BARS
PROTECT EXISTING REINFORCING BARS WHEN REMOVING THE PORTION OF EXISTING
DECK. BEFORE MAKING THE CLOSURE POUR, ALL EXISTING REINFORCING IS
TO BE CLEANED OF RUST AND FOREIGN MATERIAL. RECOAT BAR IF ORIGINAL
WAS EPOXY COATED AND DAMAGED. REPAIR OR REPLACE ANY EXISTING REBAR
DAMAGED DURING THE REMOVAL OF CONCRETE.
NOTES:
1. HOOKED BARS ARE REQUIRED IN TENSILE ZONES
(TOP NEAR GIRDERS, BOTTOM NEAR MID-BAY).
2. HOOKED BARS ARE NOT REQUIRED IN COMPRESSION ZONES
(BOTTOM NEAR GIRDERS, TOP NEAR MID-BAY).
3. ROTATE HOOKS TO PROVIDE REQUIRED COVER.
4. LAP SPLICE IN COMPRESSION ZONES TO BE 22 IN.
PI
N
2" MIN.
PROJECT
NUM BER
CLOSURE POUR
#6 @ 12" LONG. BARS
CLOSURE POUR DETAI
LS
CLOSURE POUR
2" MIN.
FULL DEPTH PRECAST CONCRETE DECK PANELS
3’-1" MIN.
LAP SPLICE
COUNTY
PDP - 8
DRG. NO.
SHT.
OF
PLATE 15"X11"x"
PLACE AT LEAST TWO MAIN
BARS OVER TOP OF POCKET
2" GROUT PORT
" VENT TUBE
CHECK
HSS 14"X10"X"
14"
BY
> GIRDER & BLOCKOUT
UDOT DESI
GN M ANAGER
SEAL WELD (TYP.)
#6 @ 6"
TOP AND
BOTTOM
(TYP.)
10"
QUANT.
DRAW N
#6 @ 12"
TOP AND
BOTTOM
(TYP.)
SENI
OR DESI
GN ENGI
NEER
HSS 14"X10"X"
#6 @ 6"
TOP AND
BOTTOM
(TYP.)
2" GROUT
PORT
CHECK
2"
1
1
2"
SEAL WELD (TYP.)
4
PLATE 15"X11"x"
R
15"
11"
HSS 14"X10"X"
PLACE AT LEAST TWO MAIN
BARS OVER TOP OF BLOCKOUT
DESI
GN
S
S
GROUT VENT AND PORT
PLATE 15"X11"x"
4
R
> GIRDER &
BLOCKOUT
> BLOCKOUT
REVI
SI
ON REM ARKS
BLIND
BLOCKOUT
CHECK
" VENT TUBE
3
4"
8
CONCRETE
DECK PANEL
U
U
1
2"
5"
4"
8
1
3
4"
2"
T
CONCRETE
DECK PANEL
> GIRDER
1’-4" MAX.
T
4"
> GIRDER
SECTION T
SECTION U
" VENT TUBE
V
BLIND
BLOCKOUT
> GIRDER &
BLOCKOUT
> BLOCKOUT
PLACE AT LEAST TWO MAIN
BARS OVER TOP OF POCKET
2" GROUT PORT
15"
1
1
2"
2"
11"
#6 @ 12"
TOP AND
BOTTOM
(TYP.)
4
4
PDP-09_BLOCKOUT DETAILS.
dgn
V
2" GROUT
PORT
PLACE AT LEAST TWO MAIN
BARS OVER TOP OF BLOCKOUT
" VENT TUBE
W
W
GROUT VENT AND PORT
TYPI
CAL DETAI
L SHEET
OPTIONAL SHEAR STUD BLOCKOUT PLAN
WITH SHEAR STUDS
#6 @ 6"
TOP AND
BOTTOM
(TYP.)
10"
#6 @ 6"
TOP AND
BOTTOM
(TYP.)
DATE
APPROVED
FOR USE
BY UDOT
14"
> GIRDER & BLOCKOUT
OPTIONAL BLIND BLOCKOUT PLAN
COUNTY
SECTION V
7/19/2010
STRUCTURES DI
VI
SI
ON
1’-5" MAX.
5"
NOTES: 1. REINFORCEMENT NOT SHOWN FOR CLARITY.
2. METHOD OF FORMING BLOCKOUT AND PORTS
BY FABRICATOR.
3. USE PLASTIC PIPE FOR PORTS AND VENT TUBES.
SECTION W
PDP - 9
DRG. NO.
SHT.
PI
N
1
2"
PROJECT
NUM BER
1’-4" MAX
SHEAR CONNECTOR BLOCKOUT DETAI
LS
2"
RECOM M .
DATE
NO.
UTAH DEPARTM ENT
OF
1
FULL DEPTH PRECAST CONCRETE DECK PANELS
1’-5" MAX
APPROVAL
SECTION S
NOTES: 1. REINFORCEMENT NOT SHOWN FOR CLARITY.
2. GALVANIZE STEEL FOR BLOCKOUTS
3. USE PLASTIC PIPE FOR PORTS AND VENT TUBES.
TRANSPORTATI
ON
SECTION R
DATE
TYPICAL BLIND BLOCKOUT PLAN
OF
3. USE A HEAVY BROOM FINISH ON TOP SURFACE OF DECK.
5. FOR SKEWED PANELS, ROTATE BLOCKOUTS TO BE PARALLEL
WITH THE PANEL REINFORCING.
I
PLAN: SHEAR STUD CONNECTOR
BULB TEE GIRDERS: OPTION 2
5"
STEEL PLATE CAST INTO BEAM
SEE GIRDER STANDARDS FOR DETAILS
NOTE:ONE ROW OF CONNECTORS SHOWN.
MULTIPLE ROWS MAY BE USED
FILL BLIND BLOCKOUT
WITH NON-SHRINK GROUT
M
SHEAR STUD
WELDED TO TOP
FLANGE (TYP.)
3
4"
8
CONCRETE
DECK
PANEL
FILL BLOCKOUT
WITH NON-SHRINK
GROUT
4"
4"
3
8
CONCRETE
DECK
PANEL
L
SECTION K: OPTION 2
SHEAR STUD
(TYP.)
SHEAR STUD
(TYP.)
FORM HAUNCH AND FILL WITH
NON-SHRINK GROUT.
METHOD OF FORMING HAUNCH
TO BE DETERMINED BY
THE CONTRACTOR. REMOVE
FORMS AFTER 24 HOURS.
> GIRDER
GIRDER TOP
FLANGE
UDOT DESI
GN M ANAGER
SENI
OR DESI
GN ENGI
NEER
DATE
STRUCTURES DI
VI
SI
ON
APPROVED
FOR USE
BY UDOT
RECOM M .
APPROVAL
NO.
BULB TEE GIRDER
SECTION J: OPTION 2
SHEAR STUD
(TYP.)
L
4"
4"
3
12" (TYP.)
GIRDER TOP
FLANGE
NOTE:ONE ROW OF CONNECTORS SHOWN.
MULTIPLE ROWS MAY BE USED
BLIND BLOCKOUT
SEE DETAILS
FORM HAUNCH AND
FILL WITH NON-SHRINK
GROUT. METHOD OF
FORMING HAUNCH TO
BE DETERMINED BY
THE CONTRACTOR.
REMOVE FORMS AFTER
24 HOURS.
EXPANDED POLYSTYRENE
MAY BE USED TO FORM
HAUNCH (TYP.)
4"
> GIRDER
PDP-10_SHEAR CONNECTOR NEW .
dgn
8
SHEAR STUD
WELDED TO EMBEDDED
PLATE IN BULB TEE
GIRDER (TYP.)
J
M
CONCRETE
DECK
PANEL
K
SHEAR STUD
(TYP.)
TROWEL SMOOTH
APPLY BOND
BREAKER (TYP.)
4"
8
3
BLIND BLOCKOUT
SEE DETAILS
CONCRETE
DECK
PANEL
4"
J
FILL BLOCKOUT
WITH NON-SHRINK
GROUT
SECTION M
PLAN: STEEL GIRDER DETAILS
NOTE:ONE ROW OF CONNECTORS SHOWN.
MULTIPLE ROWS MAY BE USED
SECTION L
NOTE:ONE ROW OF CONNECTORS SHOWN.
MULTIPLE ROWS MAY BE USED
COUNTY
7/19/2010
PDP - 10
DRG. NO.
SHT.
PI
N
FILL BLIND BLOCKOUT
WITH NON-SHRINK GROUT
PROJECT
NUM BER
NOTE: ONE BAR SHOWN. MULTIPLE BARS
MAY BE USE AND BUNDLED TO PROVIDE
ADEQUATE SHEAR RESISTANCE.
SHEAR CONNECTOR DETAI
LS NEW GI
RDERS
#5 U-SHAPED SHEAR BAR
SECTION I: OPTION 1
UTAH DEPARTM ENT
OF
BULB TEE GIRDER
TRANSPORTATI
ON
12" (TYP.)
PLAN: U-SHAPED SHEAR BAR
BULB TEE GIRDERS: OPTION 1
SHEAR STUD
(TYP.)
DATE
EXPANDED POLYSTYRENE
MAY BE USED TO FORM
HAUNCH (TYP.)
#5 U-SHAPED
SHEAR BAR EMBEDDED
IN PRESTRESSED
SECTION H: OPTION 1
CONCRETE GIRDER
(TYP.)
NOTE: ONE BAR SHOWN. MULTIPLE BARS
MAY BE USE AND BUNDLED TO PROVIDE
ADEQUATE SHEAR RESISTANCE.
DATE
GIRDER TOP
FLANGE
> GIRDER
K
BY
8
4"
3
4"
CONCRETE
DECK
PANEL
FORM HAUNCH AND
FILL WITH NON-SHRINK
GROUT. METHOD OF
FORMING HAUNCH TO
BE DETERMINED BY
THE CONTRACTOR.
REMOVE FORMS AFTER
24 HOURS.
FULL DEPTH PRECAST CONCRETE DECK PANELS
H
6. BLIND BLOCKOUTS FORMED WITH STEEL BOX SHOWN.
OPTIONAL FORMED BLOCKOUTS SIMILAR.
TYPI
CAL DETAI
L SHEET
I
4"
8
H
3
4"
BLIND BLOCKOUT
SEE DETAILS
CONCRETE
DECK
PANEL
FILL BLOCKOUT
WITH NON-SHRINK GROUT
FILL BLOCKOUT
WITH NON-SHRINK GROUT
TROWEL SMOOTH
APPLY BOND
BREAKER (TYP.)
DRAW N
DESI
GN
4. DESIGNER TO DETERMINE AND DETAIL THE MINIMUM SPACING
OF SHEAR STUDS AND SHEAR BARS.
QUANT.
REVI
SI
ON REM ARKS
2. INCLUDE COST OF ALL NON-SHRINK GROUT IN THE
COST OF THE PRESTRESSED CONCRETE DECK PANEL.
#5 U-SHAPED SHEAR BAR
CHECK
CHECK
1. INCLUDE COST OF WELDED STUD SHEAR CONNECTORS IN
THE COST OF THE PRESTRESSED CONCRETE DECK PANEL.
INCLUDE COST OF THE U-SHAPED REINFORCING BARS
IN THE COST OF THE PRESTRESSED CONCRETE GIRDER.
CHECK
NOTES
OF
2. INCLUDE COST OF ALL NON-SHRINK GROUT IN THE
COST OF THE PRESTRESSED CONCRETE DECK PANEL.
4. FOR SKEWED PANELS, ROTATE BLOCKOUTS TO BE PARALLEL
WITH THE PANEL REINFORCING.
CHECK
DRAW N
DESI
GN
3. USE A HEAVY BROOM FINISH ON TOP SURFACE OF DECK.
QUANT.
REVI
SI
ON REM ARKS
1. INCLUDE COST OF WELDED STUD SHEAR CONNECTORS
AND T-STUD SHEAR CONNECTORS IN THE COST OF
THE PRESTRESSED CONCRETE DECK PANEL.
CHECK
CHECK
NOTES
> GIRDER
GIRDER TOP
FLANGE
PLAN: STEEL GIRDER DETAILS
SECTION P
4"
8
FORM HAUNCH AND FILL WITH
NON-SHRINK GROUT.
METHOD OF FORMING
HAUNCH TO BE
DETERMINED BY THE
CONTRACTOR. REMOVE FORMS
AFTER 24 HOURS.
SECTION Q
5
NOTE:ONE ROW OF CONNECTORS SHOWN.
MULTIPLE ROWS MAY BE USED
8"
1
NOTE:ONE ROW OF CONNECTORS SHOWN.
MULTIPLE ROWS MAY BE USED
2
4"
SQ.
STEEL PLATE
PDP-11_SHEAR CONNECTOR EXISTING.
dgn
#6 REINFORCING
BAR (A706)
T-HEADED REINFORCING BAR DETAIL
UDOT DESI
GN M ANAGER
DATE
STRUCTURES DI
VI
SI
ON
APPROVED
FOR USE
BY UDOT
RECOM M .
COUNTY
7/19/2010
PDP - 11
DRG. NO.
SHT.
OF
PI
N
SHEAR STUD
WELDED TO TOP
FLANGE (TYP.)
P
3
4"
Q
Q
CONCRETE
DECK
PANEL
4"
4"
3
8
BLIND BLOCKOUT
SEE DETAILS
CONCRETE
DECK
PANEL
P
SHEAR STUD
(TYP.)
FILL BLOCKOUT
WITH NON-SHRINK
GROUT
PROJECT
NUM BER
SHEAR STUD
DATE
BY
DATE
FILL BLIND BLOCKOUT
WITH NON-SHRINK GROUT
APPROVAL
NO.
SECTION O
SHEAR CONNECTOR DETAI
LS EXI
STI
NG GI
RDERS
NOTE:ONE ROW OF CONNECTORS SHOWN.
MULTIPLE ROWS MAY BE USED
TRANSPORTATI
ON
APPROVED EPOXY ANCHORAGE TO
DEVELOP MIN. YIELD STRENGTH
OF THE BAR (TYP.)
SECTION N
NOTE:ONE ROW OF CONNECTORS SHOWN.
MULTIPLE ROWS MAY BE USED
UTAH DEPARTM ENT
OF
CONTRACTOR TO VERIFY THE LOCATION.
CONTRACTOR IS NOT TO DAMAGE THE
EXISTING PRESTRESSING STRANDS.
EXISTING GIRDER
PLAN: T-HEADED SHEAR STUD CONNECTOR
ON CONCRETE GIRDERS
8
3
4"
1
8
#6 T-HEADED
REINFORCING
BAR
EXISTING
GIRDER TOP
FLANGE
FULL DEPTH PRECAST CONCRETE DECK PANELS
> GIRDER
EXPANDED POLYSTYRENE MAY BE
USED TO FORM HAUNCH (TYP.)
MIN.
N
2"
#6 T-HEADED
REINFORCING BAR
(TYP.)
EMBEDDED IN
PRESTRESSED
CONCRETE GIRDER.
TYPI
CAL DETAI
L SHEET
O
O
4"
8
3
4"
BLIND BLOCKOUT
SEE DETAILS
#6 T-HEADED REINFORCING
BAR (TYP.)
CONCRETE
DECK PANEL
N
FORM HAUNCHAND FILL WITH NON-SHRINK
GROUT. METHOD OF FORMING HAUNCH TO
BE DETERMINED BY THE CONTRACTOR. REMOVE
HAUNCH FORMS AFTER 24 HOURS.
CONCRETE
DECK PANEL
FILL BLIND BLOCKOUT
WITH NON-SHRINK GROUT
FILL BLIND BLOCKOUT
WITH NON-SHRINK GROUT
SENI
OR DESI
GN ENGI
NEER
5. BLIND BLOCKOUTS FORMED WITH STEEL BOX SHOWN.
OPTIONAL FORMED BLOCKOUTS SIMILAR.
1"
4"x4"x"
20 K
1"
4"x4"x"
CHECK
DRAW N
SENI
OR DESI
GN ENGI
NEER
DATE
COUNTY
7/19/2010
PDP - 12
DRG. NO.
SHT.
BY UDOT
APPROVED
FOR USE
RECOM M .
DATE
APPROVAL
NO.
PDP-12_VERTICAL ADJUSTM ENT.
dgn
TYPI
CAL DETAI
L SHEET
10 K
STRUCTURES DI
VI
SI
ON
STEEL PLATE WITH HOLE
FOR BOLT CENTERED
PI
N
BOLT DIA.
PROJECT
NUM BER
SERVICE LOAD
VERTI
CAL ADJUSTM ENT DETAI
LS
VERTICAL ADJUSTMENT SCHEDULE
FULL DEPTH PRECAST CONCRETE DECK PANELS
VERTICAL ADJUSTMENT DETAIL
ON CONCRETE GIRDER
UTAH DEPARTM ENT
"X6"X6" PLATE
VERTICAL ADJUSTMENT DETAIL
ON STEEL GIRDER
DATE
STEEL PLATE
WITH HOLE FOR BOLT
CENTERED (SEE TABLE)
HEAVY HEX NUT WELDED TO PLATE
HEAVY HEX NUT WELDED TO PLATE
QUANT.
CHECK
DESI
GN
BY
HAUNCH FILLED
WITH NON-SHRINK
GROUT
STEEL PLATE WITH HOLE
FOR BOLT CENTERED
(SEE TABLE)
HAUNCH
EXPANDED POLYSTYRENE
MAYBE USED TO FORM
HAUNCH (TYP.)
OF
TRANSPORTATI
ON
HAUNCH FILLED
WITH NON-SHRINK
GROUT
1" MIN.
1" MIN.
EXPANDED POLYSTYRENE
MAYBE USED TO FORM
HAUNCH (TYP.)
HAUNCH
(2) #5 BARS WITH 15"
EXTENSION PAST END
OF PLATE
(2) #5 BARS WITH 15"
EXTENSION PAST END
OF PLATE
UDOT DESI
GN M ANAGER
"
REINFORCING STEEL
WELDED TO PLATE
MIN.
1" STEEL
PIPE SLEEVE
FORMED
POCKET
2
3
4"
8
CONCRETE
DECK PANEL
"
REINFORCING STEEL
WELDED TO PLATE
MIN.
1" STEEL
PIPE SLEEVE
FILL VOID WITH
NON-SHRINK GROUT
FORMED
POCKET
2
3
4"
8
CONCRETE
DECK PANEL
FILL VOID WITH
NON-SHRINK GROUT
CHECK
LEVELING BOLT
(SEE SCHEDULE)
REVI
SI
ON REM ARKS
LEVELING BOLT
(SEE SCHEDULE)
OF
SHOWING OPTIONAL SHEAR
SHOWING BLIND BLOCKOUT
SHOWING OPTIONAL SHEAR
THE DESIGN OF POST-TENSIONING IS BASED
ON THE FOLLOWING PARAMETERS:
AA
GENERAL ANCHORAGE
ZONE REINF.
CHECK
QUANT.
DRAW N
DATE
UDOT DESI
GN M ANAGER
SENI
OR DESI
GN ENGI
NEER
DATE
APPROVED
FOR USE
RECOM M .
BY UDOT
CHECK
CHECK
DESI
GN
DATE
NO.
> INT. GIRDER,
BLOCKOUT AND
LEVELING DEVICE
STRUCTURES DI
VI
SI
ON
> INT. GIRDER,
BLOCKOUT AND
LEVELING DEVICE
UTAH DEPARTM ENT
BB
GENERAL ANCHORAGE
ZONE REINF.
BY
N. )
> POST-TENSION
DUCT
AA
REVI
SI
ON REM ARKS
N.)
1 ’6"
(MI
" (
MAX
.)
4’0
EE
> POST-TENSION
DUCT
N. )
(MA
3’0 "¨
EE
LOCAL ANCHORAGE
ZONE REINF.
(MI
2" TO 2" DIA.
POST-TENSIONING
DUCT (TYP.)
X.)
> POST-TENSION
DUCT
3’-0"¨
LOCAL ANCHORAGE
ZONE REINF.
1 ’9"
BB
(TYP.)
2" TO 2" DIA.
POST-TENSIONING
DUCT (TYP.)
BLIND BLOCKOUT
OVER GIRDER
(TYP.)
> GIRDER,
BLOCKOUT &
LEVELING
DEVICE
DD
(MAX.)
DD
> POST-TENSION
DUCT
VERTICAL
ADJUSTMENT
SEE DETAIL
OPTIONAL SHEAR
STUD BLOCKOUT
(SEE SHEAR STUD
DETAILS TYP.)
(MI
1’-9"
> GIRDER,
BLOCKOUT &
LEVELING
DEVICE
TRANSISTION FROM FLAT
ANCHORAGE TO ROUND DUCT
> POST-TENSION
DUCT
(MIN.)
(MIN.)
BLIND BLOCKOUT
OVER GIRDER
(TYP.)
VERTICAL
ADJUSTMENT
SEE DETAIL
4’-0" (MAX.)
1’-6"
> POST-TENSION
DUCT
END OF PANEL
(TYP.)
APPROVAL
TRANSISTION FROM FLAT
ANCHORAGE TO ROUND DUCT
END OF PANEL
(TYP.)
OPTIONAL SHEAR
STUD BLOCKOUT
(SEE SHEAR STUD
DETAILS TYP.)
SHOWING BLIND BLOCKOUT
STUD BLOCKOUT
OF
TRANSPORTATI
ON
STUD BLOCKOUT
COEFFICIENT OF FRICTION = 0.XX
SEE POST-TENSION
END ANCHORAGE
DETAILS THIS SHEET
2 " CLEAR
SEE NOTE 8
8
3
4"
> POST-TENSION
DUCT
SHOWING SHEAR
KEY PANEL
CONNECTION
> JOINT
" CL.
2
MIN.
(TYP.)
> POST-TENSION
DUCT
3. GALVANIZE BEARING PLATE ANCHOR HEADS AND METAL TRUMPETS AT ANCHORAGES.
DO NOT GALVANIZE STRAND GRIPPING WEDGES.
5. DECK PANELS MUST BE ALLOWED TO SLIDE ON GIRDERS DURING POST-TENSIONING.
> POST-TENSION
DUCT
6. THE CONTRACTOR IS RESPONSIBLE FOR DESIGN OF ALL POST-TENSIONING ELEMENTS
AND ANCHORAGE ZONE REINFORCEMENT (REQUIRED FOR SPLITTING, BURSTING,
SPALLING, ETC.). DESIGN MUST CONFORM WITH AASHTO LRFD SPECIFICATIONS.
TYPICAL REINFORCING FOR TWO DIFFERENT MANUFACTURERS ARE SHOWN.
MIN.
(TYP.)
> POST-TENSION
DUCT AND
END ANCHOR
BLOCKOUT
2" CL.
4"
3
2. USE 4 STRANDS PER DUCT MAXIMUM.
4. BEGIN STRESSING AT CENTER OF PANELS. DO NOT ALLOW MORE THAN 12.5% OF
THE PRESTRESSING FORCE TO BE ECCENTRIC AT ANY TIME. SUBMIT STRESSING
SEQUENCE TO ENGINEER FOR APPROVAL PRIOR TO WORK.
CONCRETE
DECK
PANEL
8
MIN.
(TYP.)
BLIND BLOCKOUT WITH OR WITHOUT
STEEL FORMING BOX
2" CL.
OPTIONAL SHEAR
STUD BLOCKOUT
SECTION AA: TYPICAL TRANSVERSE PANEL SECTION
PDP-13_POST-TENSION DETAILS 1.
dgn
POST-TENSIONING NOTES:
1. USE 0.5" DIA. GRADE 270 LOW RELAXATION STRANDS CONFORMING TO ASTM A416.
> JOINT
POST-TENSIONING DUCT
2" TO 2 " DIA.
BEYOND ANCHORAGE (TYP.)
SECTION BB: TYPICAL LONGITUDINAL PANEL SECTION
7/19/2010
CONCRETE
DECK
PANEL
SEE POST-TENSIONING
DUCT SPLICE DETAILS
THIS SHEET
TYPI
CAL DETAI
L SHEET
7. SEQUENCE OF CONSTRUCTION:
A. ERECT DECK PANELS.
B. ADJUST PANELS TO GRADE USING LEVELING DEVICES.
C. INSTALL POST-TENSIONING STRAND LOOSE IN DUCTS.
D. PLACE GROUT IN TRANSVERSE JOINTS ONLY. CURE TO 500 PSI.
E. STRESS POST-TENSIONING STRAND AFTER GROUT ATTAINS A STRENGTH OF 500 PSI.
F. GROUT POST-TENSIONING DUCTS.
G. GROUT SHEAR CONNECTOR POCKETS AND CAMBER STRIPS.
H. LEVELING BOLTS MAY BE REMOVED. GROUT BOLT RECESS.
I. PLACE CLOSURE POURS.
COUNTY
PDP - 13
8.
ANCHORAGE ASSEMBLY AND DUCTS MAY BE LOWERED UP TO " FROM CENTER OF SLAB
IN ORDER TO PROVIDE 2" TOP COVER FOR REINFORCING ABOVE THE DUCT.
DRG. NO.
SHT.
PI
N
IF THE PROPOSED DUCT DOES NOT MEET THESE
VALUES, THEN THE CONTRACTOR TO ADJUST THE
JACKING FORCE TO PRODUCE THE FINAL
POST-TENSIONING FORCE LISTED.
SHOWING BLIND BLOCKOUT
PROJECT
NUM BER
P-FINAL PER STRAND = XX.X KIPS (AFTER LOSSES
DUE TO FRICTION, ANCHORAGE SET, AND ELASTIC
SHORTENING).
NOMINAL PANEL WIDTH 8’-0" MIN. TO 16’-0" MAX.
SHOWING OPTIONAL SHEAR STUD BLOCKOUT
P-JACKING PER STRAND = XX.X KIPS.
TYPI
CAL POSTTENSI
ONI
NG DETAI
LS 1
SKEWED POST-TENSION END ANCHORAGE DETAIL
FULL DEPTH PRECAST CONCRETE DECK PANELS
WOBBLE FRICTION COEFFICIENT = 0.000X
POST-TENSION END ANCHORAGE DETAIL
OF
GROUT TUBE
OR VENT
3
8"
> POST-TENSION
DUCT & DECK
PDP-14_POST-TENSION DETAILS 2.
dgn
4
SECTION CC: POST-TENSION DUCT SPLICE
8
3
4"
> POST-TENSION
DUCT & SPLICE
POST-TENSION
END ANCHOR
BLOCKOUT
SEE NOTE 1
LOCAL ANCHORAGE ZONE
REINFORCEMENT, CAGE TYPE
SECTION EE:
LOCAL ANCHORAGE ZONE
REINFORCEMENT OPTION 2
UDOT DESI
GN M ANAGER
DATE
APPROVED
FOR USE
STRUCTURES DI
VI
SI
ON
COUNTY
7/19/2010
PDP - 14
DRG. NO.
SHT.
BY UDOT
DATE
PROJECT
NUM BER
> TRANSVERSE
JOINT
TYPI
CAL POSTTENSI
ONI
NG DETAI
LS 2
1" FOAM
BACKER ROD
RECOM M .
DATE
SECTION DD:
LOCAL ANCHORAGE ZONE
REINFORCEMENT OPTION 1
4"
7"
PANEL
SEE NOTE 1
CONCRETE
DECK PANEL
3
8
LOCAL ANCHORAGE ZONE
REINFORCEMENT, SPIRAL TYPE
DECK
4"
6"+
TYPI
CAL DETAI
L SHEET
> TRANSVERSE DECK
PANEL JOINT
POST-TENSION
END ANCHOR
BLOCKOUT
APPROVAL
NO.
8
4
3
8"
3
> POST-TENSION
DUCT & DECK
UTAH DEPARTM ENT
GROUT TUBE
OR VENT
4"
> TRANSVERSE
JOINT
FULL DEPTH PRECAST CONCRETE DECK PANELS
SKEWED DETAIL AT DUCT CONNECTION
CONCRETE
DECK PANEL
DETAIL AT DUCT CONNECTION
1" FOAM
BACKER ROD
OF
TRANSPORTATI
ON
1" FOAM
BACKER ROD
PI
N
> POST-TENSION
DUCT & SPLICE
4" DUCT
SPLICE
BY
> POST-TENSION
DUCT & SPLICE
6"¨
4" DUCT
SPLICE
(TYP.)
CC
FILL WITH
NON-SHRINK
GROUT
QUANT.
DRAW N
SEAL DUCT AT
SPLICE (TYP.)
CC
SEAL DUCT AT
SPLICE (TYP.)
CHECK
CHECK
CHECK
REVI
SI
ON REM ARKS
(TYP.)
SENI
OR DESI
GN ENGI
NEER
6"¨
SEAL DUCT AT
SPLICE (TYP.)
1.
ANCHORAGE ASSEMBLY AND DUCTS MAY BE LOWERED
UP TO " FROM MID-DEPTH OF SLAB
IN ORDER TO PROVIDE 2" TOP COVER FOR
REINFORCING ABOVE THE DUCT.
DESI
GN
FILL WITH
NON-SHRINK
GROUT (TYP.)
3"¨
6"+
POST-TENSIONING NOTES:
> TRANSVERSE JOINT
> TRANSVERSE JOINT
OF
1’-5"
1’-5"
2"
9"
8"
9"
8"
"
SECTION Y - SMOOTH REAR FACE
BEND BOTTOM BAR
TO MAINTAIN 1" CL.
OVER DRIP GROOVE
DECK PANEL REINF.
#6 @ 12" TOP & BOT.
SECTION Y - FRACTURED FIN REAR FACE
NOTE: PRECAST PANEL SHOWN, PRESTRESSED PANEL SIMILAR
PARAPET JOINT DETAIL
NOTE: PRECAST PANEL SHOWN, PRESTRESSED PANEL SIMILAR
> DECK
JOINT
> DECK
JOINT
8’-0" MIN. - 16’-0" MAX. - SEE NOTE 1 BELOW
(TYP.)
FRACTURED FIN
Y
FRACTURED FIN
EDGE OF PRECAST
PARAPET SECTION
SMOOTH SECTION
SMOOTH
1
1
6" (TYP.)
2"
" (TYP.)
(TYP.)
4"
3
PDP-15_PARAPET DETAILS 1.
dgn
(TYP.)
" (TYP.)
Y
> TRANSVERSE
JOINT
FRACTURED FIN DETAIL
NOTES
1. EXTEND SEALANT AND FOAM BACKER ROD FROM DECK TOP TO TOP OF
PARAPET ON THE INSIDE PARAPET FACE, AND ACROSS TOP OF PARAPET.
2. ADJUST BAR SPACING AS REQUIRED TO NOT EXCEED MAXIMUM
SPACING SHOWN.
7/19/2010
TYPI
CAL DETAI
L SHEET
6"
3. FRACTURED FIN PARAPETS AND CONSTANT SLOPE ARE SHOWN, OTHERS
MAY BE USED.
PRECAST DECK PANEL
CHECK
DRAW N
DATE
DATE
APPROVED
FOR USE
BY UDOT
RECOM M .
STRUCTURES DI
VI
SI
ON
DECK PANEL REINF.
#6 @ 12" TOP & BOT.
" DIA.
BACKER ROD
1
2"
7
PI
N
BEND BOTTOM BAR
TO MAINTAIN 1" CL.
OVER DRIP GROOVE
ROTATE HOOK AS NEEDED
TO ACHIVE CLEARANCES
PROJECT
NUM BER
2"
1
1
7
1" CL.
"
DECK PANEL REINF.
#6 @ 6" T & B
PARAPET DETAI
LS 1
8"
1" CL.
1" CL.
1" CL.
ROTATE HOOK AS NEEDED
TO ACHIVE CLEARANCES
UDOT DESI
GN M ANAGER
BY
DATE
1
7
2" CL.
DECK PANEL REINF.
#6 @ 6" T & B
UTAH DEPARTM ENT
OF
SEE DETAIL C
8"
FULL DEPTH PRECAST CONCRETE DECK PANELS
1
7
SEALANT
APPROVAL
NO.
PRECAST DECK PANEL
TRANSPORTATI
ON
OVERLAY
1"
2" CL.
SENI
OR DESI
GN ENGI
NEER
2
4" DIA SCH 40 STEEL
(GALVANIZED) CONDUIT
4"
2" CLEAR COVER
MEASURED AT
BOTTOM OF FIN
VALLEY
PRECAST DECK
PANEL
DESI
GN
PLACE AS SHOWN
2" DIA SCH 40 PVC (PLACED
AFTER DECKINSTALLATION)
10
10
4"
OVERLAY
DETAIL C
-
4" DIA SCH 40 STEEL
(GALVANIZED) CONDUIT
1
4" DIA SCH 40 STEEL
(GALVANIZED) CONDUIT
#5
#5
2" DIA SCH 40 PVC (PLACED
AFTER DECKINSTALLATION)
1
BARS,
3’-0"
3’-6"
4" DIA SCH 40 STEEL
(GALVANIZED) CONDUIT
-
2" CLEAR COVER
MEASURED AT
BOTTOM OF FIN
VALLEY
#4 @ 6"
FRACTURED FIN
SEE DETAIL
BARS,
3’-6"
PLACE AS SHOWN
#4 @ 6"
1"
QUANT.
"
#5 @ 6"
6"
#5 @ 6"
FRACTURED
FIN
CHECK
BARRIER REFLECTOR
MAX. SPA. = 50’
REVI
SI
ON REM ARKS
BARRIER REFLECTOR
MAX. SPA. = 50’
CHECK
2"
ELEVATION
NOTES:
1. LENGTH BASED ON PRECAST DECK PANEL.
LENGTH AS DETERMINED BY DESIGNER.
COUNTY
PDP - 15
DRG. NO.
4. VALID FOR TL-4.
SHT.
OF
1’-5" PARAPET
1
BY
1"
#5 DOWEL
2"
1
4"
2’-10" LAP SPLICE
OF LONG. PARAPET
1
2"
1
1
2" CL.
1
1
(TYP.)
> TRANSVERSE JT
REINFORCING (TYP.)
FOAM BACKER
ROD (TYP.)
2"
FILL SHEAR KEY
WITH NON-SHRINK GROUT
2"
SEALANT (TYP.)
2"
1
4"
3
3
4"
SKEWED SECTION X: PRECAST PARAPET
THROUGH SHEAR KEY
1
3
4"
3
"
8
PDP-16_PARAPET DETAILS 2.
dgn
CONCRETE
DECK PANEL
1"
BY UDOT
APPROVED
FOR USE
FOAM BACKER ROD
EXTENDS FULL LENGTH
OF DECK JOINT
BETWEEN PANELS
SECTION V: SHEAR KEY
THROUGH DECK PANEL
7/19/2010
DATE
DATE
FRACTURED FIN
(TYP.)
P.)
1
NOTE: PARAPET AND SHEAR KEY REINFORCING
NOT SHOWN FOR CLARITY.
4 2"
SECTION W: SHEAR KEY THROUGH
DECK PANEL AND PARAPET
SHEAR KEY SECTION THROUGH
PARAPET AND DECK PANEL
#5 LOOP DOWEL
(TYP.)
PI
N
FOAM BACKER ROD
EXTENDS FULL LENGTH
OF DECK JOINT
BETWEEN PANELS
PROJECT
NUM BER
V
FULL DEPTH PRECAST CONCRETE DECK PANELS
4"
1"
(TY
W
FILL VOID WITH
NON-SHRINK GROUT
(TYP.)
PARAPET REINFORCING
SEE "PARAPET
DETAILS 1" SHEET
1
4"
3
15^ MAX. SKEW
1
4"
2" CL.
NO.
UTAH DEPARTM ENT
1
4"
6
> TRANSVERSE JOINT
3
1
2"
2" CL.
1
2"
1
2"
2
(TYP.)
4
FILL DECK PANEL SHEAR KEY
WITH NON-SHRINK GROUT
3
4"
1
2"
10
3
4"
8
"
V
SECTION X: PRECAST PARAPET
THROUGH SHEAR KEY
PLACE NON-SHRINK GROUT
TO THIS ELEVATION AT THE
SAME TIME AS PLACEMENT
OF THE DECK PANEL JOINT
NON-SHRINK GROUT
4"
PARAPET
7
13
10"
16"
PLACE NON-SHRINK
GROUT TO THIS
ELEVATION AT THE
SAME TIME AS
PLACEMENT OF THE
DECK PANEL JOINT
NON-SHRINK GROUT
DATE
4"
1
1
> TRANSVERSE JT
STRUCTURES DI
VI
SI
ON
1
4
2" CL.
(TYP.)
1"
8"
4"
5"
CONCRETE
DECK PANEL
SHEAR KEY
4"
FOAM BACKER
ROD (TYP.)
SEALANT (TYP.)
FILL UPPER VOID WITH
NON-SHRINK GROUT
AFTER COMPLETION
OF POST-TENSIONING
CONCRETE
DECK PANEL
3
12
CONCRETE
DECK PANEL
3
2’-10" LAP SPLICE
OF LONG. PARAPET
REINFORCING (TYP.)
TYPI
CAL DETAI
L SHEET
"
C
T
Y
C
P
.
)
X
W
8
#5 DOWEL
(
2
1’-5
1
2"
#5 DOWEL
1’-5
1
2"
9"
X
2"
2" CL.
FAR SIDE PARAPET ELEMENT
QUANT.
1
1
FRACTURED FIN
(TYP.)
(TYP.)
(T
YP
.)
NEAR SIDE PARAPET ELEMENT
(TYP.)
#5 LOOP DOWEL
(TYP.)
SHEAR
KEY
3’-6" PARAPET AND
PARAPET SHEAR KEY
FILL UPPER VOID
WITH NON-SHRINK GROUT
AFTER COMPLETION OF
POST-TENSIONING
DESI
GN
#5 LOOP DOWEL
(TYP.)
4"
1
4 4"
FILL VOID WITH
NON-SHRINK GROUT
(TYP.)
UDOT DESI
GN M ANAGER
PARAPET REINFORCING
SEE "PARAPET
DETAILS 1" SHEET
DRAW N
1" (TYP.)
> HALF ROUND
BLOCKOUT
REVI
SI
ON REM ARKS
> TRANSVERSE JOINT
CHECK
16"
CHECK
10
CHECK
16"
SENI
OR DESI
GN ENGI
NEER
9
RECOM M .
4
PARAPET DETAI
LS 2
8"
APPROVAL
3
OF
TRANSPORTATI
ON
2
COUNTY
PDP - 16
DRG. NO.
SHT.
OF
I
CHECK
CONTROL LINE
I
B
DRAW N
I
H
G
G
DESI
GN
10’
QUANT.
A
D
CHECK
CHECK
REVI
SI
ON REM ARKS
CONTROL LINE
A
I
E
F
C
BY
C
UDOT DESI
GN M ANAGER
A
A
E
SENI
OR DESI
GN ENGI
NEER
E
E
G
A
LENGTH MEASURED FROM CONTROL LINE
+
A
BOTTOM WIDTH OF PARAPET
+ "
B
WIDTH (OVERALL)
+ "
B
HEIGHT OF PARAPET
+ "
C
HORIZONTAL DISTANCE OF PARAPET SLOPE
+ "
D
LOCATION OF BOTTOM EDGE OF PARAPET
¨ "
E
LOCATION OF TOP EDGE OF PARAPET
+ "
C
DEPTH (OVERALL)
+
D
VARIATION FROM SPECIFIED PLAN END SQUARENESS
OR SKEW
+ "
E
PDP-17_Deck Panel TOLERANCES.
dgn
"
LOCATION OF LEVELING BOLTS
"
+ 1"
F
SWEEP OVER MEMBER LENGTH:
+ "
G
LOCATION OF PROJECTING REINFORCING MEASURED
FROM A COMMON REFERENCE POINT
+ "
H
LOCAL SMOOTHNESS OF ANY SURFACE
I
LOCATION OF BLOCKOUT FOR SHEAR CONNECTORS
J
LOCATION OF POST TENSIONING DUCT MEASURED
FROM A COMMON REFERENCE POINT
K
LOCATION OF POST TENSIONING DUCT MEASURED
FROM BOTTOM OF PANEL AT EDGE OF PANEL
+
L
ERECTION ELEVATION TOLERANCE
+ "
+ " IN 10 FEET
+ "
+ "
TYPI
CAL DETAI
L SHEET
PRECAST PARAPET TOLERANCES
DECK PANEL TOLERANCES
1
8"
DATE
COUNTY
7/19/2010
PDP - 17
DRG. NO.
SHT.
BY UDOT
APPROVED
FOR USE
STRUCTURES DI
VI
SI
ON
ELEVATION
PI
N
PRECAST PARAPET - TRANSVERSE SECTION
K
PROJECT
NUM BER
C
H
L
DECK PANEL TOLERANCES
10’
L
FULL DEPTH PRECAST CONCRETE DECK PANELS
POST TENSIONING DUCT
UTAH DEPARTM ENT
OF
NO.
PLAN
RECOM M .
B
APPROVAL
D
B
TRANSPORTATI
ON
D
DATE
POST TENSIONING DUCT
J
G
REINFORCING PROJECTING
INTO CLOSURE POURS
DATE
J
OF
APPENDIX G
DRAWINGS OF BULB-TEE GIRDERS FROM UTAH DOT
Note: These are direct extract from <http://www.udot.utah.gov/main/uconowner.gf?n=14493404283799689>
(Last accessed June 25, 2012)
IT IS THE DESIGNER’S RESPONSIBILITY TO:
GENERAL NOTES
INDEX OF SHEETS
USE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, 4TH EDITION
WITH ALL INTERIM PROVISIONS EXCEPT AS NOTED OTHERWISE,
FOR ALL BULB TEE GIRDER DESIGNS
GNBT-1
FILL IN TABLE FOR EACH GIRDER TYPE ON A PROJECT.
BT-1
PRECAST BULB TEE GIRDER STANDARD GIRDER SIZES
CREATE A FRAMING PLAN OF EACH SPAN. SEE PRECAST
BULB TEE GIRDER MANUAL SECTION 4.
USE AN HL-93 LOAD INCLUDING A 35 PSF LOAD FOR FUTURE
OVERLAY FOR GIRDER DESIGNS.
BT-2
PRECAST DECK BULB TEE GIRDER STANDARD GIRDER
SIZES
FOR USE WITH PRECAST PANELS - MAXIMUM BEAM/GIRDER
SPACING = 10’-0"
CREATE TYPICAL TRANSVERSE SECTIONS AS NEEDED. SEE
PRECAST BULB TEE GIRDER MANUAL SECTION 4.
PRESTRESSED GIRDER CONCRETE: f’c = 8,500 PSI
BT-3
FOR USE WITH PRESTRESSED PANELS - MAXIMUM BEAM/GIRDER
SPACING = 12’-0"
CREATE SPECIAL GIRDER END DETAILS AS NEEDED. SUCH
AS, VARYING GEOMETRIC END TREATMENTS, EXTENSIONS
OF PRESTRESSING STRAND FOR GIRDER ENDS FOR CONTINUITY
OF LIVE LOAD.
REVI
SI
ONS
THESE GUIDELINE DRAWINGS CAN BE USED ONLY FOR BRIDGES
WHICH HAVE ALL OF THE FOLLOWING CHARACTERISTICS:
IMPLEMENTATION
BULB TEE GIRDER GENERAL NOTES
SKEW ANGLE: 0 TO 45 DEGREES
BY
UDBT50-(1,2) PRECAST DECK BULB TEE GIRDER UDBT50 DETAILS
UDBT58-(1,2) PRECAST DECK BULB TEE GIRDER UDBT58 DETAILS
UDBT66-(1,2) PRECAST DECK BULB TEE GIRDER UDBT66 DETAILS
FOR TOP SURFACE OF BULB TEE AND POST TENSIONED BULB TEE,
USE A ROUGHENED SURFACE (1/4" AMPLITUDE). FOR DECK BULB TEE
USE A HEAVY BROOM FINISH ON RIDING SURFACE OF TOP FLANGE.
UDBT74-(1,2) PRECAST DECK BULB TEE GIRDER UDBT74 DETAILS
UDBT82-(1,2) PRECAST DECK BULB TEE GIRDER UDBT82 DETAILS
DECK BULB TEES HAVE A " CONCRETE GRINDING ALLOWANCE FOR
CORRECTING UNEVEN ROADWAY SURFACES AT LONGITUDINAL JOINTS.
LOSS OF " OF TOP FLANGE TO BE ACCOUNTED FOR IN DESIGN.
UDBT90-(1,2) PRECAST DECK BULB TEE GIRDER UDBT90 DETAILS
UDBT98-(1,2) PRECAST DECK BULB TEE GIRDER UDBT98 DETAILS
APPLY CONCRETE POLYMER OVERLAY ON BRIDGE DECK AFTER
CONCRETE GRINDING OR STEEL SHOT IS COMPLETE. SEE SECTION
03372 IN THE STANDARD SPECIFICATIONS FOR SURFACE
PREPARATION REQUIREMENTS.
COAT ALL MILD REINFORCEMENT PER UDOT SPECIFICATIONS UNLESS
OTHERWISE NOTED.
UBT66PT-(1-4) PRECAST POST-TENSIONED BULB TEE GIRDER DETAILS
UBT74PT-(1-4) PRECAST POST-TENSIONED BULB TEE GIRDER DETAILS
UBT82PT-(1-4) PRECAST POST-TENSIONED BULB TEE GIRDER DETAILS
UBT90PT-(1-4) PRECAST POST-TENSIONED BULB TEE GIRDER DETAILS
GNBT1 BULB TEE NOTES.
dgn
UBT98PT-(1-4) PRECAST POST-TENSIONED BULB TEE GIRDER DETAILS
DATE
NO.
DESIGN AND DETAIL LIFTING SUPPORTS AND HANDLING
CONSIDERATIONS IN ACCORDANCE WITH THE PCI DESIGN HANDBOOK,
PRECAST AND PRESTRESSED CONCRETE, FIFTH EDITION WITH ALL
INTERIMS AND ERRATA (NO CRACKING CRITERIA).
COUNTY
GNBT-1
DRG. NO.
7/
19/
2010
CHECK
PRECAST BULB TEE GIRDER UBT98 DETAILS
UDBT42-(1,2) PRECAST DECK BULB TEE GIRDER UDBT42 DETAILS
QUANT.
PRECAST BULB TEE GIRDER UBT90 DETAILS
UBT98-(1,2)
UDOT BRI
DGE ENGR.
PRECAST BULB TEE GIRDER UBT82 DETAILS
UBT90-(1,2)
DATE
UBT82-(1,2)
PROJECT
NUM BER
USE UTAH DEPARTMENT OF TRANSPORTATION STANDARD
SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION (THE
LATEST EDITION AND SUPPLEMENTS THERETO WHICH ARE IN
EFFECT AT THE DATE OF REQUEST FOR BIDS) ALONG WITH
SPECIAL PROVISIONS SECTION 03339S - FULL DEPTH
STANDARD PRECAST CONCRETE DECK PANELS FOR MATERIALS,
CONSTRUCTION AND WORKMANSHIP.
CHECK
ENSURE APPLICABLE GENERAL NOTES ARE INCLUDED IN THE
PLAN SET.
CHECK
PRECAST BULB TEE GIRDER UBT74 DETAILS
DRAW N
ACCOUNT FOR THE HAUNCH LOAD CALCULATIONS,BUT DO NOT
CONSIDER IT IN THE COMPOSITE SECTIONS PROPERTIES.
0.6" DIAMETER
AASHTO M 203 GRADE 270
DESI
GN
PRECAST BULB TEE GIRDER UBT66 DETAILS
UBT74-(1,2)
PRESTRESSED
LOW RELAXATION STRAND:
SENI
OR DESI
GN ENGR.
DO NOT USE TRANSFORMED SECTION PROPERTIES FOR GIRDER
DESIGN.
UBT66-(1,2)
DESIGN AND CHECK ALL CHARACTERISTICS RELATED TO
REQUIRED CLOSURE POURS.
DATE
POINTS OF SPAN FOR SPAN LENGTHS 80’-0" TO 120’-0"
PRECAST BULB TEE GIRDER UBT58 DETAILS
REINFORCING STEEL (COATED)
fy = 60,000 PSI
(WELDED WIRE REINFORCEMENT IS NOT ALLOWED)
RECOM M .
1
3
PRECAST BULB TEE GIRDER UBT50 DETAILS
UBT58-(1,2)
DESIGN AND CHECK THAT END REINFORCEMENT DETAILED
SATISFIES ALL APPLICABLE CODE PROVISIONS.
APPROVAL
POINTS OF SPAN FOR SPAN LENGTHS 120’-0" TO 160’-0"
POINTS OF SPAN FOR SPAN LENGTHS LESS THAN 80’-0".
PRECAST BULB TEE GIRDER UBT42 DETAILS
UBT50-(1,2)
APPROVED
UBT42-(1,2)
f’c = MATCH GIRDER STRENGTH
GENERAL NOTES
POINTS OF SPAN FOR SPAN LENGTHS GREATER THAN 160’-0"
PRECAST DECK BULB TEE GIRDER WELDED STUD
OPTION
SALT LAKE CI
TY,UTAH
CLOSURE POUR CONCRETE
FOR POST TENSIONED GIRDERS:
INTERMEDIATE DIAPHRAGMS:
1
5
PRECAST BULB TEE GIRDER DIAPHRAGM DETAILS
BT-5
STRUCTURES DI
VI
SI
ON
DESIGN AND CHECK WEB SHEAR REINFORCEMENT ALONG
GIRDER SPAN.
BT-4
BULB TEE GI
RDER
MINIMUM OVERHANG = 1’-0"
SPECIFY CONCRETE RELEASE STRENGTH FOR EACH
GIRDER BASED ON DESIGN.
UTAH DEPARTM ENT OF TRANSPORTATI
ON
MAXIMUM OVERHANG = 4’-0"
CONCRETE STRENGTH UP TO 10,000 PSI MAY BE
USED WITH PRIOR APPROVAL FROM THE DEPARTMENT.
PRECAST POST-TENSIONED BULB TEE GIRDER
STANDARD GIRDER SIZES
TYPI
CAL DETAI
L SHEET
SPECIAL CONSIDERATIONS WITH PRECAST/PRESTRESSED PANELS:
FOR USE
BY UDOT
GUIDELINES
REM ARKS
PRECAST BULB TEE GIRDERS GENERAL NOTES
SHT.
OF
4’-1"
REM ARKS
3"
5’-6"
REVI
SI
ONS
1’-9
1
8"
BY
3"
Yb
(in)
St
3
(in )
UBT98
Sb
3
(in )
UBT42
42
759
729
184042
71761
21.67
20.33
8494
9052
UBT50
50
810
778
283124
71914
25.88
24.12
10940
11738
UBT58
58
861
827
407026
72067
30.07
27.93
13538
14571
UBT66
66
912
876
557326
72221
34.23
31.77
16281
17544
UBT74
74
963
925
735599
72374
38.38
35.62
19166
20652
UBT82
82
1014
974
943421
72527
42.51
39.49
22191
23893
UBT90
90
1065
1023
1182360
72680
46.64
43.36
25353
27265
UBT98
98
1116
1072
1454000
72833
50.74
47.26
28653
30769
QUANT.
UDOT BRI
DGE ENGR.
CHECK
DRAW N
DESI
GN
SENI
OR DESI
GN ENGR.
PROJECT
NUM BER
Yt
(in)
8"
STANDARD GI
RDER SI
ZES
3’-2
UBT90
DEPTH WEIGHT
AREA Ix c.g. Iy c.g.
2
4
4
(in) (Lbs/Ft) (in )
(in )
(in )
3"
3
8"
PRECAST BULB TEE GI
RDER
3’-2
TYPI
CAL DETAI
L SHEET
GIRDER
TYPE
1
2"
5
3
8"
UBT82
UBT74
3"
1
8"
1
2"
4
1
8"
5
3’-2
DATE
8’-2"
1
8"
1’-4
3"
RECOM M .
3"
7’-6"
3"
1
4
8"
5
3
8"
16"
APPROVAL
3"
16"
1’-4
3"
1
4
1’-9
4
3"
2"
3"
2"
1
8"
1
5
3
8"
1
8"
1’-4
3"
1’-9
7
3"
6’-2"
1
8"
8"
7
8"
1’-9
1’-9
3’-2
BT1 TO BT3 STANDARD GI
RDER SHAPES.
dgn
6
1
6
7
16"
8"
7
16"
8"
1
1’-4
7/
19/
2010
3"
3"
1
1
6
6’-10"
6
3"
3"
3"
3"
3"
3"
3"
4’-1"
1
3"
3"
4’-1"
3"
3"
4’-1"
SALT LAKE CI
TY,UTAH
4’-1"
CHECK
UBT66
UBT58
CHECK
NO.
8"
DATE
3’-2
STRUCTURES DI
VI
SI
ON
UBT50
3
8"
UTAH DEPARTM ENT OF TRANSPORTATI
ON
3’-2
DATE
5
3
8"
APPROVED
FOR USE
BY UDOT
8"
1
2"
3"
1
4
3"
1
2"
1
5 8"
7
16"
8"
1’-4
3"
3
3’-2
UBT42
1’-9
4
3"
3"
8"
7
16"
8"
1’-4
5
3
3’-2
1
6
1
8"
8"
4
1
8"
1
3"
3"
1
6
3"
3"
3"
4’-10"
3"
3"
3"
7
1’-9 16"
8"
3"
1
2"
3"
2"
6
1’-4
4
1
7
1’-9 16"
5
1
8"
3’-6"
1
6 8"
1
4’-2"
3"
1
1’-4 8"
3"
3"
3"
3"
4’-1"
3"
4’-1"
3"
4’-1"
COUNTY
BT - 1
DRG. NO.
SHT.
OF
5’-11
2"
3"
2"
8"
REM ARKS
3"
3"
BY
1
3
3’-2
8’-2"
2"
UDBT98
Yb
(in)
St
3
(in )
Sb
3
(in )
UDBT42
42
1015
974
238350
212226
17.33
24.67
13754
9662
UDBT50
50
1066
1023
368258
212379
20.74
29.26
17756
12586
UDBT58
58
1117
1072
530226
212532
24.19
33.81
21919
15683
UDBT66
66
1168
1121
725908
212685
27.70
38.30
26206
18953
UDBT74
74
1219
1170
956946
212839
31.24
42.76
30632
22379
UDBT82
82
1270
1219
1224970
212992
34.82
47.18
35180
25964
UDBT90
90
1321
1268
1531590
213148
38.44
51.56
39844
29705
UDBT98
98
1372
1317
1878430
213298
42.08
55.92
44639
33591
CHECK
QUANT.
PROJECT
NUM BER
3"
8"
COUNTY
BT - 2
DRG. NO.
7/
19/
2010
UDOT BRI
DGE ENGR.
CHECK
DRAW N
DESI
GN
1
4
8"
3
3’-2
STANDARD GI
RDER SI
ZES
Yt
(in)
3"
PRECAST DECK BULB TEE GI
RDER
DEPTH WEIGHT
AREA Ix c.g. Iy c.g.
2
4
4
(in) (Lbs/Ft) (in )
(in )
(in )
8"
5
1
8"
UDBT90
UDBT82
GIRDER
TYPE
3
3’-2
5
8"
1’-4
3"
1
8"
3"
4
1
3
3’-2
5
8"
1
8"
3"
2"
3"
8"
4
8"
3
3’-2
5
1
1’-4
1
3"
3"
UDBT74
BT1 TO BT3 STANDARD GI
RDER SHAPES.
dgn
1
1’-4
1
2"
1
8"
8"
1
4 2"
1
1’-4
7’-6"
6’-2"
6’-10"
2"
DATE
2"
APPROVED
FOR USE
BY UDOT
2"
2"
SENI
OR DESI
GN ENGR.
1’-7
2"
DATE
1
8"
RECOM M .
3"
1
6
APPROVAL
3"
2"
2"
TYPI
CAL DETAI
L SHEET
1’-7
1’-7
3"
1
2"
8"
2"
1
1
8"
2"
1
6
6
1
1’-7
2"
6"
1
8"
6
3"
2"
5
8"
SALT LAKE CI
TY,UTAH
6"
5
8"
6"
5’-11
5
8"
6"
5’-11
5
8"
STRUCTURES DI
VI
SI
ON
5’-11
CHECK
UDBT66
UDBT58
5’-11
8"
UTAH DEPARTM ENT OF TRANSPORTATI
ON
UDBT50
UDBT42
8"
NO.
3
3’-2
5
8"
1
8"
8"
3
3’-2
1
8"
5
5
1
8"
3
3’-2
5
1
8"
DATE
3"
3"
4
3"
8"
4
1
3"
1
1’-4
2"
4’-10"
3"
1
1’-4
1
4
3"
4
1
3"
1
8"
1’-4
2"
1’-7
2"
2"
2"
2"
4’-2"
2"
3’-6"
1
2"
8"
3"
1
6
2"
1
8"
1’-4
1
1’-7
2"
5’-6"
1
2"
1’-7
1
1’-7 2"
3"
1
8"
6
2"
6"
1
6 8"
1
8"
REVI
SI
ONS
6
2"
5
8"
6"
5’-11
5
8"
6"
5’-11
5
8"
6"
5’-11
5
8"
SHT.
OF
REM ARKS
REVI
SI
ONS
BY
DATE
NO.
4’-3"
Yb
(in)
St
3
(in )
Sb
3
(in )
UBT66-PT
66
1050
1008
605416
84741
34.07
31.93
17769
18961
UBT74-PT
74
1117
1073
803380
85099
38.19
35.81
21036
22435
UBT82-PT
82
1185
1138
1035640
85456
42.30
39.70
24485
26084
UBT90-PT
90
1253
1203
1304270
85814
46.39
43.61
28115
29908
UBT98-PT
98
1320
1268
1611370
86171
50.48
47.53
31924
33906
COUNTY
BT - 3
7/
19/
2010
DRG. NO.
SHT.
CHECK
QUANT.
UDOT BRI
DGE ENGR.
DATE
CHECK
CHECK
DRAW N
DESI
GN
SENI
OR DESI
GN ENGR.
DATE
SALT LAKE CI
TY,UTAH
UBT 98-PT
APPROVED
FOR USE
BY UDOT
8"
RECOM M .
3"
3
3’-4
APPROVAL
2"
1
8"
PROJECT
NUM BER
Yt
(in)
8"
3"
STANDARD GI
RDER SI
ZES
5
3
3’-4
UBT 90-PT
UBT 82-PT
DEPTH WEIGHT
AREA Ix c.g. Iy c.g.
2
4
4
(in) (Lbs/Ft) (in )
(in )
(in )
3"
PRECAST POSTTENSI
ONED BULB TEE GI
RDER
UBT 74-PT
8"
1’-4
4
1
2"
1
8"
4
3"
1
4
3
3’-4
1
8"
TYPI
CAL DETAI
L SHEET
1’-4
16"
STRUCTURES DI
VI
SI
ON
8’-2"
1
8"
7
UTAH DEPARTM ENT OF TRANSPORTATI
ON
3"
3"
3"
3"
3"
16"
16"
3"
1
5 8"
3"
8"
1
5
3
8"
3’-4
GIRDER
TYPE
1’-9
7’-6"
3"
4
3"
3
8"
3’-4
3"
3"
3"
1’-4
2"
2"
2"
1
4
1
8"
5
1
1’-4
3"
7
1
5 8"
8"
1
8"
8"
8"
1’-9
7
1’-9 16"
16"
1
5’-6"
1
1’-4
8
1
8"
7
1’-9
7
1’-9
UBT 66-PT
BT1 TO BT3 STANDARD GI
RDER SHAPES.
dgn
3"
3"
8
1
8"
8
6’-10"
1
8"
1
6’-2"
8
3"
3"
1
8
3"
3"
3"
3"
4’-3"
3"
3"
3"
4’-3"
3"
4’-3"
3"
4’-3"
OF
DIAPHRAGM CONNECTIONS TO BE LOCATED ON THE GIRDER
WEB. DESIGNER SHALL VERIFY THREAD INSERT CAPACITIES
SPECIFIED AND MODIFY THEM WHERE APPLICABLE.
> OF INTERIOR GIRDER
THE BENT P
L SHOWN IN SECTION B IS NOT NECESSARY FOR 0^
SKEWS.
6"
1’-4"
L5x5x (MIN.)
(TYP.)
SLOPED
NOTES
MC18x42.7
REM ARKS
SEE PLATE
WELDING DETAIL
1
> OF EXTERIOR GIRDER
1
2"
L8X6X
6"
REVI
SI
ONS
1. INCLUDE ALL STEEL FOR DIAPHRAGMS IN THE COST OF THE
PRESTRESSED CONCRETE GIRDER.
> CONNECTOR
ANGLE
2. ALL STEEL TO BE ASTM A709 GRADE 50 AND GALVANIZED IN
IN ACCORDANCE WITH ASTM A 123.
THREADED INSERT FOR
" DIA. BOLT WITH
2" DIA. WASHER
SEE NOTE 5 (TYP.)
2"
4. STEEL TO STEEL CONNECTIONS TO BE MADE USING " DIA.
GALVANIZED HIGH-STRENGTH BOLTS.
NOTE: CHANNEL SHOWN, K-FRAME DIAPHRAGM SIMILAR.
INTERMEDIATE DIAPHRAGM
SIZING TABLE
> CONNECTOR
ANGLE
1’-7"
L3x3x (MIN.)
(TYP.)
BENT PLATE (TYP.)
FORM 1" DIA.
HOLES - SEE
NOTE 3 (TYP.)
SECTION B-B: INTERMEDIATE DIAPHRAGMS
GIRDER
DEPTH
DIAPHRAGM
CHANNEL SIZE
(SEE NOTE 11)
42
TYPE I
MC18x42.7
50
TYPE I
MC18x42.7
58
TYPE I
MC18x42.7
66
TYPE II
N/A
74
TYPE II
N/A
82
TYPE II
N/A
90
TYPE II
N/A
98
TYPE II
N/A
THREADED INSERT FOR
" DIA. BOLT WITH
2" DIA. WASHER
SEE NOTE 5 (TYP.)
" P (MIN.)
L
> OF EXTERIOR GIRDER
> OF INTERIOR GIRDER
INTERMEDIATE DIAPHRAGM
LOCATION TABLE
A
L8X6X
15" LONG (TYP.)
SPAN LENGTH
SLOPED
< 80 FT
80 FT TO 120 FT
B
B
MC18x42.7
SEE NOTE 8
120 FT TO 160 FT
H/2
A
SPAN PTS.
1
5
SPAN PTS.
NOTE TO DESIGNER:
INSERT SHEET AS NEEDED INTO DESIGN
DRAWINGS AND NUMBER AS FOLLOWS:
UBTXX-X, UDBTXX-X, OR UBTXXPT-X
COUNTY
BT - 4
NOTE: STOP WELDS " SHORT OF ALL
PLATE ELEMENTS
DRG. NO.
SHT.
CHECK
QUANT.
CHECK
FORM 1" DIA
HOLES - SEE
NOTE 3 (TYP.)
PLATE WELDING DETAIL
7/
19/
2010
3
SPAN PTS.
TYP.
GIRDER SPACING
INTERMEDIATE - TYPE I
SPAN PTS.
1
(TYP.)
BT4 DI
APHRAGM DETAI
LS.
dgn
> 160 FT
DIAPHRAGM LOCATION
ALONG GIRDER
PRECAST BULB TEE GI
RDER
SKEWED INTERMEDIATE DIAPHRAGM - TYPE II
TYPI
CAL DETAI
L SHEET
GIRDER SPACING
UDOT BRI
DGE ENGR.
L8X6X (MIN.)
(TYP.)
DATE
BENT PLATE "
MIN. THICKNESS
WELDED TO
DIAPHRAGM (TYP.)
THREADED INSERT FOR
" DIA. BOLT WITH
2" DIA. WASHER
SEE NOTE 5 (TYP.)
PROJECT
NUM BER
> CONNECTOR
ANGLE
DRAW N
THREADED INSERT FOR
" DIA. BOLT WITH
2" DIA. WASHER
SEE NOTE 5 (TYP.)
SLOPED
DESI
GN
BENT PLATE
(TYP.)
SENI
OR DESI
GN ENGR.
10. SEE GIRDER DRAWINGS FOR GIRDER CONNECTION REQUIREMENTS
DATE
> OF INTERIOR GIRDER
RECOM M .
> BOLT
SEE PLATE
WELDING DETAIL
9. FOR SQUARE SUPERSTRUCTURES, FORM 1" DIA. HOLES IN
INTERIOR GIRDERS FOR THRU-BOLTING OF DIAPHRAGM ANGLE. FOR
FASCIA GIRDERS AND SKEWED STRUCTURES, THREADED INSERTS
ARE REQUIRED. PLACE HOLES AND THREADED INSERTS
PERPENDICULAR TO GIRDER WEB.
APPROVAL
DIAPHRAGM
CHECK
8. " BENT PLATE OF EQUAL DIMENSIONS MAY BE SUBSTITUTED
FOR MC18X42.7.
> GIRDER
DI
APHRAGM DETAI
LS
INTERMEDIATE DIAPHRAGM - TYPE II
NO.
7. FIELD DRILLED HOLES IN DIAPHRAGM CONNECTION ANGLES TO BE
PERMITTED AT NO ADDITIONAL EXPENSE. ALL OTHER HOLES TO BE
SHOP DRILLED.
GIRDER SPACING
1’-4"
DATE
6. WASHERS TO BE ASTM F436. ALL BOLTS, NUTS, AND WASHERS
TO BE GALVANIZED IN ACCORDANCE WITH ASTM A 153.
FORM 1" DIA.
HOLES - SEE
NOTE 3 (TYP.)
> OF EXTERIOR GIRDER
BY
5. STEEL TO CONCRETE CONNECTIONS TO BE MADE USING ASTM A307
GRADE A BOLTS.
SALT LAKE CI
TY,UTAH
L8x6x
9" LONG (TYP.)
SECTION A-A: INTERMEDIATE DIAPHRAGM
STRUCTURES DI
VI
SI
ON
1’-7"
L3x3x (MIN.)
(TYP.)
UTAH DEPARTM ENT OF TRANSPORTATI
ON
> CONNECTOR
ANGLE
APPROVED
FOR USE
BY UDOT
3
1
1
1
2"
3. FABRICATE INTERMEDIATE AND END DIAPHRAGMS WITH
VERTICAL ENDS.
1
2 2"
OF
B
D
NOTES
20"
1
2"
1
2"
1
2
7
1. DETAILS DRAWN FOR 1" DIA. SHEAR STUDS.
2"
2. CONTRACTOR TO DETERMINE METHOD FOR
ACHIEVING WELDING GROUND FOR ATTACHMENT
OF SHEAR STUDS. A WELDED GROUND LUG IS
ACCEPTABLE PROVIDED THERE IS NO INTERFERENCE
WITH PLACEMENT OF STUDS OR PLACEMENT OF
PRECAST PANEL.
C
3. FORM CAMBER STRIP AND FILL WITH NON-SHRINK
GROUT. METHOD OF FORMING CAMBER STRIP TO
BE DETERMINED BY THE CONTRACTOR. REMOVE FORMS
AFTER NON-SHRINK GROUT OBTAINS A COMPRESSIVE
STRENGTH OF 3000 PSI.
1
2"
3
#5 U-SHAPED SHEAR BAR
EMBEDDED IN PRESTRESSED
CONCRETE GIRDER
6"
4"
4"
REVI
SI
ONS
> PLATE
6"
C
> STUD
5"
A
A
12"
3
6"
1
2"
2
REM ARKS
1
2"
7
6"
4. FOR BLOCKOUT IN PRECAST PANELS SEE OPTIONS IN
PRECAST PANEL DRAWINGS.
> GIRDER
D
DATE
TROWEL SMOOTH - APPLY
BOND BREAKER (TYP.)
2"
5"
#5 U-SHAPED SHEAR BAR
EMBEDDED IN PRESTRESSED
CONCRETE GIRDER
SECTION C-C: OPTIONAL SHEAR STUDS
6"
SHEAR STUD FIELD WELDED
TO EMBEDDED PLATE AFTER
PRECAST PANEL IS PLACED
(TYP.)
CAMBER STRIP
SEE NOTE 3
5"
BULB TEE
GIRDER TOP
FLANGE
4"
4"
CAMBER STRIP
SEE NOTE 3
EMBEDDED " PLATE
WITH SHEAR STUDS
PRECAST INTO GIRDER
1
3
2"
5"
1
2"
3
> STUD
SECTION B-B: U-SHAPED SHEAR BAR
SECTION D-D: OPTIONAL SHEAR STUDS
NOTE: ONE ROW OF STUDS SHOWN ON TOP.
MULTIPLE ROWS MAY BE USED.
NOTE TO DESIGNER:
INSERT SHEET AS NEEDED INTO DESIGN
DRAWINGS AND NUMBER AS FOLLOWS:
UBTXX-X, UDBTXX-X, OR UBTXXPT-X
COUNTY
BT - 5
7/
19/
2010
DRG. NO.
SHT.
OF
QUANT.
DRAW N
DESI
GN
CHECK
CHECK
6"
PRECAST CONCRETE
DECK PANEL
TYPI
CAL DETAI
L SHEET
SECTION A-A: U-SHAPED SHEAR BAR
BULB TEE
EMBEDDED " PLATE
WITH SHEAR STUDS
PRECAST INTO GIRDER
2"
> GIRDER
> GIRDER
PRECAST CONCRETE
DECK PANEL
5"
UDOT BRI
DGE ENGR.
BULB TEE
GIRDER
DATE
#5 U-SHAPED SHEAR BAR
EMBEDDED IN PRESTRESSED
CONCRETE GIRDER
SENI
OR DESI
GN ENGR.
TROWEL SMOOTH - APPLY
BOND BREAKER (TYP.)
BULB TEE
GIRDER
EXPANDED POLYSTYRENE
MAY BE USED TO FORM
CAMBER STRIP (TYP.)
CAMBER STRIP
SEE NOTE 3
DATE
CAMBER STRIP
SEE NOTE 3
RECOM M .
5"
12" (TYP.)
EXPANDED POLYSTYRENE
MAY BE USED TO FORM
CAMBER STRIP (TYP.)
APPROVAL
SLOPE
12" (TYP.)
GIRDER TOP
FLANGE
SHEAR STUD FIELD WELDED
TO EMBEDDED PLATE AFTER
PRECAST PANEL IS PLACED
(TYP.)
3"
GI
RDER W ELDED STUD OPTI
ON
4"
SLOPE
BT5 W ELDED STUD DETAI
LS.
dgn
4"
SALT LAKE CI
TY,UTAH
4"
STRUCTURES DI
VI
SI
ON
3"
PRECAST DECKS ON BULB TEE
PRECAST CONCRETE
DECK PANEL
SEE NOTE 4
4"
PRECAST CONCRETE
DECK PANEL
SEE NOTE 4
UTAH DEPARTM ENT OF TRANSPORTATI
ON
NOTE: ONE ROW OF STUDS SHOWN ON TOP.
MULTIPLE ROWS MAY BE USED.
CHECK
NO.
OPTIONAL SHEAR STUD
PLAN ON BULB TEE GIRDER
APPROVED
FOR USE
BY UDOT
U-SHAPED SHEAR BAR
PLAN ON BULB TEE GIRDER
EMBEDDED " PLATE
WITH SHEAR STUDS
PRECAST INTO GIRDER
PROJECT
NUM BER
SHEAR STUD WELDED
TO EMBEDDED
PLATE (TYP.)
B
BY
> GIRDER
APPENDIX H
DETAILS OF NEXT D BEAM FROM PCI-NE
Note: These are direct extract from
<http://www.pcine.org/index.cfm/resources/bridge>
(Last accessed June 25, 2012)
NEXT 40 D
NEXT 36 D
NEXT 32 D
NEXT 28 D
96.00
96.00
96.00
96.00
40.00
36.00
32.00
28.00
13.00
13.25
13.50
13.75
MINIMUM WIDTH BEAMS
1666
238059
1562
176674
1455
126111
1346
85651
25.47
23.03
20.57
18.06
14.54
12.97
11.43
9.94
16378
13624
11033
8620
9348
7671
6131
4742
1735
1627
1516
1402
NEXT 40 D
NEXT 36 D
NEXT 32 D
NEXT 28 D
120.00
120.00
120.00
120.00
40.00
36.00
32.00
28.00
13.00
13.25
13.50
13.75
MAXIMUM WIDTH BEAMS
1858
258171
26.55
1754
191453
24.01
1647
136502
21.44
1538
92597
18.80
13.45
11.99
10.57
9.20
19201
15973
12920
10069
9722
7973
6368
4924
1935
1827
1716
1602
APPENDIX I
STANDARD LONGITUDINAL CONNECTION
DETAILS
MICHIGAN DEPARTMENT OF TRANSPORTATION
BUREAU OF HIGHWAY DEVELOPMENT
DRAWN BY:
CHECKED BY:
ISSUED:
SUPERSEDES:
STANDARDIZED LONGITUDINAL
CONNECTION DETAILS
APPROVED BY:
High performance
concrete
3"
4
1
2"
Sacrificial surface
3"
4
1" SLAB
92
2"
43
4"
1"
14
3"
4
3"
4
6"+41"
BRIDGE LENGTH
641"
1
4"
641"
COMPONENT WIDTH
1
4"
EA03 BAR
**
1'-0" MIN LAP
EK04 BAR
Top/slab
EK04 BARS
*
EK04 BARS
*
*
EK04 BARS
1" SLAB
92
3"MIN.
1"
12
6"
EA03
1
4"
(TYP)
COMPONENT WIDTH
641"
1
4"
NOTES:
HIGH PERFORMANCE CONCRETE COMPRESSIVE STRENGTH IS NOT LESS THAN 7 KSI
YIELD STRENGTH OF THE STEEL IS 60 KSI
TEMPERATURE GRADIENT ZONE 3 AND HL-93 MOD LOADS WERE CONSIDERED.
*
EK04 BAR SPACING IS : 11" FOR DECKED BOX-BEAM.
7" FOR OTHER DECKED PRECAST PRESTRESSED CONCRETE GIRDERS.
**
DIAMETER OF BEND (D) SHALL NOT BE LESS THAN 3 IN.
PREPARED BY
DESIGN DIVISION
6.41.xx
APPENDIX J
SPECIAL PROVISION FOR GROUTING PBES
CONNECTIONS
(Template)
............. DEPARTMENT OF TRANSPORTATION
SPECIAL PROVISION FOR GROUTING PBES CONNECTIONS
1. General. This work shall consist of furnishing material, equipment, and manpower for
grouting prefabricated component connections (or referred as joints in this section) in
accordance with the details shown on the plans and the requirements of these Specification.
The work shall also include the furnishing and installing of any appurtenant items necessary
for completing the grouting operations, including but not limited to, inlets, vents, outlets,
and grout and any material used for mixing and curing and protecting grout during the
required period.
2. Contractor Proposed Options: The contractor may propose for consideration certain
changes to the connection details (including but not limited to, the shape, size,
reinforcement details), material for filling the voids, application procedures, and curing and
protection methods than what is shown in the plans and given in this Specification.
3. Restrictions to Contractor Proposed Options: Any changes proposed by the contractor
shall comply with the following:
a. Any changes proposed to the connection details to enhance the grout application
procedures shall be demonstrated through mock-up testing or contractors own
experience with a previous project.
b. The ultimate strength of the structure with the proposed changes to the connection
details shall meet the requirement of Section xx of the AASHTO XXXX, YY
edition, 20XX, and all applicable interims and shall be equivalent or greater than the
ultimate strength provided by the original design.
c. The contractor fully redesigns and details of all the connections and associated
components where the alternate details are proposed, as required.
d. The contractor submits complete shop drawings indicating the locations of the
connections and including revised connection and component details, design
calculations, and a summary of the specific changes and justification for the changes
for Engineer’s review.
A draft prepared by Dr. Upul Attanayake, PE, at Western Michigan University
Page 1 of 5
4. Working Drawings: The contractor shall submit detailed working drawings in accordance
with Section XX of the …….. Standard Specification for Construction that include, but are
not limited to:
1. Connection detail with multiple views (a minimum of two cross-sections with
respect to two perpendicular axes and a plan view)
2. Name (if manufactured grout) or the mix design for each connection in a format
similar to Table E–1.
3. Equipment for mixing and placement
4. Formwork, if needed (process of forming and removal; potential challenges such as
grout leakage and remedial measures)
5. Surface preparation procedures
6. Grouting procedure and sequence
7. Grout curing, if applicable, and/or protection methods
8. Mock-up testing plan (void if contractor demonstrates prior experience with the
specific detail, material, and equipment)
9. QA/QC plan based on the requirements listed in Table E–2
No
1
2
3
4
5
6
Table E–1. Connection and the grout/special mix
Connection
Grout/special mix
Pier column to pier cap
ABC grout extended
Transverse connection between deck panels ABC grout
Longitudinal closure
Mix 1
Mix 1: (example)
Cement
Supplementary cementitious material
Aggregate
Water
Admixtures
A draft prepared by Dr. Upul Attanayake, PE, at Western Michigan University
Page 2 of 5
5. Material: The materials to be incorporated into work covered by this section shall conform
to the requirements set out herein.
a. Grout/Special mixes
Contractor shall identify a non-shrink grout/concrete mixes based on size, shape, and
detailing of the connection, and exposure conditions during mixing, placing, and
in-service. Contractor shall submit laboratory test results obtained from an independent
testing lab on the following properties as per the specifications listed;
Table E–2. Grout properties, requirements and test methods
Property
Requirement
Test Method
1 day
3 days
Strength
7 days
28 days
Slump/flow
Setting time
Early age height change
ASTM C827/C1107
Height change of hardened grout
ASTM C1090/C1107
Shrinkage
Air content
Freeze/thaw durability
Modulus of elasticity
Thermal expansion coefficient
b. Curing
The contractor shall furnish required grout curing material as per the manufacturer
requirement or the Section XX of the ……………Standard Specification for
Construction.
c. Grout protection
The contractor shall furnish required grout protection material as per the manufacturer
requirement or the Section XX of the …………..Standard Specification for Construction.
A draft prepared by Dr. Upul Attanayake, PE, at Western Michigan University
Page 3 of 5
6. Grouting plan and qualifications: At least XX weeks before grouting commences, the
contractor shall submit to the Engineer for review and approval a "Grouting Operation Plan
for Precast Component Connections". Written approval of the plan is required before
grouting occurs.
• Names of grouting crew and supervisor
• Experience of crewmembers and supervisor
• Training to be provided or undertaken prior to operations
• Type of equipment to be used, including capacity in relation to demand
• Working condition of equipment, back-up and spare parts
• Types, brands, and certifications of materials
• Identity of independent testing laboratory for certification of materials
• General grouting procedure
• Production of grout, on-site testing, adjustments and controls
• Estimate of grout required amount of each type of grout/special mixes
• Method of controlling consistency of grout
• Grout mixing and placement procedures
• Procedure for controlling w/c ratio, and for ensuring that the water used is acceptable
• Contractor's QC forms that are to be signed daily by grout supervisor
The contractor shall, throughout the duration of the grouting, coordinate his work and
cooperate with the engineer. The contractor shall also provide at least one person who shall
be present at the all times during formwork installation and grouting who is familiar with the
operations involved and will direct the work.
7. Contribution to knowledge base (Report): The engineer will determine the locations to
sample grout and the number and type of samples collected for field and laboratory testing
based on the test methods and applicable standards listed in Table E–2. Report should
include at least the followings: (the following includes extracts from ASTM C1107 and
presented in italics)
• Source, type and name of grout tested.
• Details of any variations and options practiced by the tester that are recommended or
allowed by the manufacturer or others. Also, designate by whom exceptions are
allowed or recommended.
• Number and size of each kind of grout specimen and the date molded.
A draft prepared by Dr. Upul Attanayake, PE, at Western Michigan University
Page 4 of 5
• Consistency at the time the specimens were molded and the water to dry solids ratio.
• Mixing temperature and curing temperature.
• Identity of specimens as being from (a) freshly mixed grout or (b) grout from end of
maximum allowed usable working time. State the mixing age of grout when the
specimens were prepared.
• Height change from placement to time of final setting, %.
• Height change of hardened, moist-cured grout at specimen age of 1, 3, 14, and 28 days,
%.
• Height change of hardened grout at 56 days of age when exposed to air drying for 28
days after 28 days of moist-curing, %.
• Compressive strength of cubes at 1, 3, 7, and 28 days.
• Yield of the grout.
• Equipment used for grouting or method of grouting.
• Challenges and lessons learned.
• Recommendations for enhancing performance and construction practices of similar
details.
A draft prepared by Dr. Upul Attanayake, PE, at Western Michigan University
Page 5 of 5