Post on 26-Mar-2022
COMPLETE TABLE
1
1
1
1
1
VERIFY REINFORCING STEEL SIZE AND
LENGTH MEET DESIGN REQUIREMENTS,
MINIMUM REINFORCING STEEL SIZES AND
LENGTHS SHOWN.
LIST MINIMUM REQUIRED OD. TYPICAL 12" PILE
HAS AN OD OF 12 3/4" FOR ALL WALL THICKNESS.
TRUE 12" OD PILE IS AVAILABLE IF REQUIRED.
VERIFY THAT TYPICAL NOTES AND QUANTITY ITEMS
ARE SUFFICIENT. MODIFY AS REQUIRED OR ADD
NOTES AS REQUIRED. VERIFY MATERIAL PROPERTIES, ETC.
11-J
UL-2013
pw://
MID
V-P
W1.b
kr.m
bakercorp.c
om:Utah/
Docu
ments/01_Projects/126762_
UD
OT_S
TR_
Manual_Phase2/dra
wing
&space;files/
Bridge
&space;W
orking
&space;Dra
wings/10173_
BD
M-
WS-02
A_
Driven
Pile12in
Pinned.d
gn
XXX
PR
OJE
CT N
UM
BE
R
DA
TE
BY
DA
TE
DA
TE
DE
SIG
N
DR
AW
N
CH
EC
K
CH
EC
K
OF
COUNTY
PR
OJE
CT
NU
MB
ER
RE
VISIO
N R
EM
AR
KS
PIN
XX
XX
X
UT
AH D
EP
AR
TM
EN
T
OF
TR
AN
SP
OR
TA
TIO
N
ST
RU
CT
UR
ES DIVISIO
N
UD
OT D
ESIG
N M
AN
AG
ER
SE
NIO
R D
ESIG
N E
NGIN
EE
R
DRAWING NUMBER
RE
V N
O
STRUCTURE NUMBER
AP
PR
OV
ED
FO
R U
SE
BY U
DO
T
AP
PR
OV
AL
RE
CO
MM
SHEET
ST
RU
CT
UR
E N
AM
E
PR
OJE
CT N
AM
E
XXX
1 1/2 T
UR
NS T
OP A
ND B
OT
TO
M
1/4
3/8
30°
3/8
30°
3/8
30°
3/8
30°
PILE
L
#4 S
PIR
AL A
T 4" PIT
CH
15'-0"
6"
PIPE PILE DETAIL
SECTION A-A
BACKER RING DETAIL
PILEL
A A
DRIV
EN PIL
E - 1
2" PIN
NE
D
1'-6"
5'-0"
12 3/4"
BACKER RING
NO S
PLIC
E P
ER
MIT
TE
D
1" BOTTOM
PLATE
PILE
PILE CUTOFF
LINE
BOTTOM OF
PILE CAP
4 - #6 DOWELS
4 - #6
EQUALLY
SPACED
#4 SPIRAL
1" BOTTOM
PLATE
PILE
ALTERNATE PILE SPLICE
AND BOTTOM PLATE DETAIL
PILE SPLICE AND
BOTTOM PLATE DETAILS
SPACER , TYP
MIN
2 1/2"
MIN
2 1/2"
CLR
2"
BOTTOM PLATE
C CONCRETE FILLED
PIPE PILE
MIN
3/8"
FIELD CUT AND BEND
TO FIT INSIDE PILE.
USE SAME MATERIAL
AS PILE.
BACKER RING,
SEE DETAIL A
TYP
C CONCRETE FILLED
PIPE PILE
COMMERCIAL
WELD RING,TYP
DETAIL A
LOCATION PILE SIZE
LOCATION
LOCATION
XX x XX
XX x XX
XX x XX
XX
XX
XX
XXX.X
XXX.X
XXX.X
XXXX.X
XXXX.X
XXXX.X
XXXX.X
XXXX.X
XXXX.X
XXXX.X
XXXX.X
XXXX.X
XX.X
XX.X
XX.X
XX.X XX.X
XX.X
XX.XXX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.XXX.X
XX.X
XX.X XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
ITEM LOCATION UNIT
XXX
XXX
XXX
STANDARD HOOK, TYP
DRIVEN PILE XX INCH
DRIVEN PILE XX INCH
DRIVEN PILE XX INCH
ABUTMENT #1
BENT #2
ABUTMENT #3
ABUTMENT #1
BENT #2
ABUTMENT #3
ABUTMENT #1
BENT #2
ABUTMENT #3
ABUTMENT #1
BENT #2
ABUTMENT #3FT
FT
FT
ULTQ DLQUPLIFTQ
? = 0.XX
EQ UPLIFTQ
? = 0.XXEQ LATERALQ
? = 0.XXEQQ
? = 0.XX
SCOURQ
? = 0.XX
LATERALQ
? = 0.XX
Q
? = 0.XX
R
***
LATERAL DISPLACEMENT = X.XX INCHES
SETTLEMENT < 1.00 INCHES
XX.X
XX.X
XX.X
SERVICE **Q
? = 1.00
XX
X-XXX
*
WS-2A
IN S
PIR
AL
SEE NOTE 7
NOTES
1. FILL PILE WITH CLASS A(AE) CONCRETE, f'c = 3000 psi.
2. HOLD REINFORCING STEEL IN POSITION DURING
PLACEMENT OF CONCRETE IN PILE.
3. USE PILES CONFORMING TO ASTM A 252 GRADE 3,
Fy = 45 ksi.
4. MAXIMUM ALLOWABLE DRIVING STRESS = 0.9 Fy.
5. USE UNCOATED DEFORMED CARBON STEEL BARS CONFORMING
TO ASTM A 706 GRADE 60 OR AASHTO M 31 GRADE 60, MEETING
THE DUCTILITY REQUIREMENTS FOR ASTM A 706 FOR VERTICAL
BARS IN PILES. USE UNCOATED DEFORMED CARBON STEEL BARS
CONFORMING TO AASHTO M 31 GRADE 60 FOR SPIRAL.
6. SEE "SOIL DATA SHEET 1 OF X" TO "SOIL DATA SHEET X OF X"
FOR ADDITIONAL DATA.
7. NO SPLICES PERMITTED IN VERTICAL REINFORCING STEEL.
8. REINFORCING STEEL IS NOT INCLUDED IN REINFORCING SCHEDULE.
9. USE A PILE HAMMER WITH A MINIMUM RATED HAMMER ENERGY OF
XX KIP-FT.
10. PROVIDE COMMERCIAL WELD RING WITH MATERIAL PROPERTIES
MEETING AASHTO/AWS D1.5 BRIDGE WELDING CODE REQUIREMENTS.
NUMBER OF
PILES
EST TIP ELEV
(FEET)
MIN TIP ELEV
(FEET)
EST PILE
LENGTH (FEET)
SCOUR
ELEV (FEET)
DC+DW (KIPS)
? = 1.25
EH (KIPS)
? = 1.XX
DD (KIPS)
? = 1.XX
LL (KIPS)
? = 1.75UPLIFT (KIPS)
EQ HORZ (KIPS)
? = 1.0
EQ VERT (KIPS)
? = 1.0
EQ UPLIFT (KIPS)
? = 1.0
WA (KIPS)
? = 1.0
(KIPS)(KIPS) (KIPS) (KIPS) (KIPS) (KIPS) (KIPS) (KIPS)
(KIPS)(KIPS)
EST QTY
MIN DRIVING
RESISTANCE (KIPS)
COMPLETE TABLE
1
1
1
1
1
VERIFY REINFORCING STEEL SIZE AND
LENGTH MEET DESIGN REQUIREMENTS,
MINIMUM REINFORCING STEEL SIZES AND
LENGTHS SHOWN. LIST MINIMUM REQUIRED OD. TYPICAL 12" PILE
HAS AN OD OF 12 3/4" FOR ALL WALL THICKNESS.
TRUE 12" OD PILE IS AVAILABLE IF REQUIRED.
VERIFY THAT TYPICAL NOTES AND QUANTITY ITEMS
ARE SUFFICIENT. MODIFY AS REQUIRED OR ADD NOTES
AS REQUIRED. VERIFY MATERIAL PROPERTIES, ETC.
11-J
UL-2013
pw://
MID
V-P
W1.b
kr.m
bakercorp.c
om:Utah/
Docu
ments/01_Projects/126762_
UD
OT_S
TR_
Manual_Phase2/dra
wing
&space;files/
Bridge
&space;W
orking
&space;Dra
wings/10173_
BD
M-
WS-02
B_
Driven
Pile12in
Fixed.d
gn
XXX
PR
OJE
CT N
UM
BE
R
DA
TE
BY
DA
TE
DA
TE
DE
SIG
N
DR
AW
N
CH
EC
K
CH
EC
K
OF
COUNTY
PR
OJE
CT
NU
MB
ER
RE
VISIO
N R
EM
AR
KS
PIN
XX
XX
X
UT
AH D
EP
AR
TM
EN
T
OF
TR
AN
SP
OR
TA
TIO
N
ST
RU
CT
UR
ES DIVISIO
N
UD
OT D
ESIG
N M
AN
AG
ER
SE
NIO
R D
ESIG
N E
NGIN
EE
R
DRAWING NUMBER
RE
V N
O
STRUCTURE NUMBER
AP
PR
OV
ED
FO
R U
SE
BY U
DO
T
AP
PR
OV
AL
RE
CO
MM
SHEET
ST
RU
CT
UR
E N
AM
E
PR
OJE
CT N
AM
E
XXX
1 1/2 T
UR
NS T
OP A
ND B
OT
TO
M
1/4
3/8
30°
3/8
30°
3/8
30°
3/8
30°
PILE
L
#4 S
PIR
AL A
T 4" PIT
CH
15'-0"
PIPE PILE DETAIL
SECTION A-A
BACKER RING DETAIL
PILEL
A A
1'-6"
5'-0"
12 3/4"
BACKER RING
NO S
PLIC
E P
ER
MIT
TE
D
1" BOTTOM
PLATE
PILE
PILE CUTOFF
LINE
BOTTOM OF
PILE CAP
4 - #6 DOWELS
4 - #6
EQUALLY
SPACED
#4 SPIRAL
1" BOTTOM
PLATE
PILE
ALTERNATE PILE SPLICE
AND BOTTOM PLATE DETAIL
PILE SPLICE AND
BOTTOM PLATE DETAILS
SPACER , TYP
MIN
2 1/2"
MIN
2 1/2"
CLR
2"
BOTTOM PLATE
C CONCRETE FILLED
PIPE PILE
MIN
3/8"
FIELD CUT AND BEND
TO FIT INSIDE PILE.
USE SAME MATERIAL
AS PILE.
BACKER RING,
SEE DETAIL A
TYP
C CONCRETE FILLED
PIPE PILE
COMMERCIAL
WELD RING,TYP
DETAIL A
LOCATION PILE SIZE
LOCATION
LOCATION
XX x XX
XX x XX
XX x XX
XX
XX
XX
XXX.X
XXX.X
XXX.X
XXXX.X
XXXX.X
XXXX.X
XXXX.X
XXXX.X
XXXX.X
XXXX.X
XXXX.X
XXXX.X
XX.X
XX.X
XX.X
XX.X XX.X
XX.X
XX.XXX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.XXX.X
XX.X
XX.X XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X ITEM LOCATION UNIT
XXX
XXX
XXX
STANDARD HOOK, TYP
DRIVEN PILE XX INCH
DRIVEN PILE XX INCH
DRIVEN PILE XX INCH
ABUTMENT #1
BENT #2
ABUTMENT #3
ABUTMENT #1
BENT #2
ABUTMENT #3
ABUTMENT #1
BENT #2
ABUTMENT #3
ABUTMENT #1
BENT #2
ABUTMENT #3
FT
FT
FT
2'-0"
DRIV
EN PIL
E - 1
2" FIX
ED
* LATERAL DISPLACEMENT = X.XX INCHES
SETTLEMENT < 1.00 INCHES**
XX.X
XX.X
XX.XX-XXX
XX
WS-2B
IN S
PIR
AL
SEE NOTE 7
NOTES
1. FILL PILE WITH CLASS A(AE) CONCRETE, f'c = 3000 psi.
2. HOLD REINFORCING STEEL IN POSITION DURING
PLACEMENT OF CONCRETE IN PILE.
3. USE PILES CONFORMING TO ASTM A 252 GRADE 3,
Fy = 45 ksi.
4. MAXIMUM ALLOWABLE DRIVING STRESS = 0.9 Fy.
5. USE UNCOATED DEFORMED CARBON STEEL BARS CONFORMING
TO ASTM A 706 GRADE 60 OR AASHTO M 31 GRADE 60, MEETING
THE DUCTILITY REQUIREMENTS FOR ASTM A 706 FOR VERTICAL
BARS IN PILES. USE UNCOATED DEFORMED CARBON STEEL BARS
CONFORMING TO AASHTO M 31 GRADE 60 FOR SPIRAL.
6. SEE "SOIL DATA SHEET 1 OF X" TO "SOIL DATA SHEET X OF X"
FOR ADDITIONAL DATA.
7. NO SPLICES PERMITTED IN VERTICAL REINFORCING STEEL.
8. REINFORCING STEEL IS NOT INCLUDED IN REINFORCING SCHEDULE.
9. USE A PILE HAMMER WITH A MINIMUM RATED HAMMER ENERGY OF
XX KIP-FT.
10. PROVIDE COMMERCIAL WELD RING WITH MATERIAL PROPERTIES
MEETING AASHTO/AWS D1.5 BRIDGE WELDING CODE REQUIREMENTS.
NUMBER OF
PILES
EST TIP ELEV
(FEET)
MIN TIP ELEV
(FEET)
SCOUR
ELEV (FEET)
EST PILE
LENGTH (FEET)
DC+DW (KIPS)
? = 1.25
EH (KIPS)
? = 1.XX
DD (KIPS)
? = 1.XX
LL (KIPS)
? = 1.75UPLIFT (KIPS)
EQ HORZ (KIPS)
? = 1.0
EQ VERT (KIPS)
? = 1.0
EQ UPLIFT (KIPS)
? = 1.0
WA (KIPS)
? = 1.0
ULTQ DLQUPLIFTQ
? = 0.XX
EQ UPLIFTQ
? = 0.XXEQ LATERALQ
? = 0.XXEQQ
? = 0.XX
SCOURQ
? = 0.XX
LATERALQ
? = 0.XX
Q
? = 0.XX
R SERVICE **Q
? = 1.00*(KIPS)
(KIPS) (KIPS) (KIPS) (KIPS) (KIPS) (KIPS) (KIPS)(KIPS)
(KIPS)
EST QTY
MIN DRIVING
RESISTANCE (KIPS)
COMPLETE TABLE
VERIFY REINFORCING STEEL SIZE AND LENGTH.
MEET DESIGN REQUIREMENTS. MINIMUM
REINFORCING STEEL SIZE AND LENGTHS SHOWN.
VERIFY THAT TYPICAL NOTES AND QUANTITY ITEMS
ARE SUFFICIENT. MODIFY AS REQUIRED OR ADD NOTES
AS REQUIRED. VERIFY MATERIAL PROPERTIES, ETC.
REMOVE DETAIL WHEN
NOT REQUIRED
11-J
UL-2013
pw://
MID
V-P
W1.b
kr.m
bakercorp.c
om:Utah/
Docu
ments/01_Projects/126762_
UD
OT_S
TR_
Manual_Phase2/dra
wing
&space;files/
Bridge
&space;W
orking
&space;Dra
wings/10173_
BD
M-
WS-02
E_
Driven
Pile
HP
Pinned.d
gn
XXX
PR
OJE
CT N
UM
BE
R
DA
TE
BY
DA
TE
DA
TE
DE
SIG
N
DR
AW
N
CH
EC
K
CH
EC
K
OF
COUNTY
PR
OJE
CT
NU
MB
ER
RE
VISIO
N R
EM
AR
KS
PIN
XX
XX
X
UT
AH D
EP
AR
TM
EN
T
OF
TR
AN
SP
OR
TA
TIO
N
ST
RU
CT
UR
ES DIVISIO
N
UD
OT D
ESIG
N M
AN
AG
ER
SE
NIO
R D
ESIG
N E
NGIN
EE
R
DRAWING NUMBER
RE
V N
O
STRUCTURE NUMBER
AP
PR
OV
ED
FO
R U
SE
BY U
DO
T
AP
PR
OV
AL
RE
CO
MM
SHEET
ST
RU
CT
UR
E N
AM
E
PR
OJE
CT N
AM
E
XXX
1'-6"
2 - #6
L
HP PILE DETAIL
PARTIAL FOOTING ELEVATION VIEW
PILE SPLICE DETAIL
PILE TIP DETAIL
AWS B-U4
3/8
DRIV
EN PIL
E - H
P PIL
E PIN
NE
D
H-PILE DRIVING SHOE
(ACTUAL CONFIGURATION
MAY VARY)
PILE CUTOFFLINE
BOTTOM OF PILE CAP
#6
1'-0"
5"
3"
1/8
ALTERNATE PILE SPLICE DETAIL
BACKGOUGE
ITEM LOCATION UNIT
XXX
XXX
XXX
LOCATION PILE SIZE
LOCATION
LOCATION
XX x XX
XX x XX
XX x XX
XX
XX
XX
XXX.X
XXX.X
XXX.X
XXXX.X
XXXX.X
XXXX.X
XXXX.X
XXXX.X
XXXX.X
XXXX.X
XXXX.X
XXXX.X
XX.X
XX.X
XX.X
XX.X XX.X
XX.X
XX.XXX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.XXX.X
XX.X
XX.X XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
WELD THIS
SIDE FIRST
BACKGOUGE BEFORE WELDING THIS SIDE
FT
FT
FT
ABUTMENT #1
BENT #2
ABUTMENT #3
ABUTMENT #1
BENT #2
ABUTMENT #3
ABUTMENT #1
BENT #2
ABUTMENT #3
ABUTMENT #1
BENT #2
ABUTMENT #3
LATERAL DISPLACEMENT = X.XX INCHES
SETTLEMENT < 1.00 INCHES***
XX.X
XX.X
XX.X
X-XXX
XX
C HP PILE
DRIVEN PILE HP XX x XX
DRIVEN PILE HP XX x XX
DRIVEN PILE HP XX x XXWS-2E
NUMBER OF
PILES
EST TIP ELEV
(FEET)
MIN TIP ELEV
(FEET)
SCOUR
ELEV (FEET)
EST PILE
LENGTH (FEET)
DC+DW (KIPS)
? = 1.25
EH (KIPS)
? = 1.XX
DD (KIPS)
? = 1.XX
LL (KIPS)
? = 1.75UPLIFT (KIPS)
EQ HORZ (KIPS)
? = 1.0
EQ VERT (KIPS)
? = 1.0
EQ UPLIFT (KIPS)
? = 1.0
WA (KIPS)
? = 1.0
ULTQ DLQUPLIFTQ
? = 0.XX
EQ UPLIFTQ
? = 0.XXEQ LATERALQ
? = 0.XXEQQ
? = 0.XX
SCOURQ
? = 0.XX
LATERALQ
? = 0.XX
Q
? = 0.XX
R SERVICE **Q
? = 1.00*(KIPS)
(KIPS) (KIPS) (KIPS) (KIPS) (KIPS) (KIPS) (KIPS)(KIPS)
(KIPS)
NOTES
1. USE HP PILES CONFORMING TO ASTM A 572 GRADE 50.
2. USE A DISCONTINUOUS BACKING PLATE AT JUNCTION OF WEB
AND FLANGE.
3. MAXIMUM ALLOWABLE DRIVING STRESS = 0.9 Fy.
4. USE PILE TIPS UNLESS NOTED OTHERWISE.
5. SEE "SOIL DATA SHEET 1 OF X" TO "SOIL DATA SHEET X OF X"
FOR ADDITIONAL DATA.
6. USE A PILE HAMMER WITH A MINIMUM RATED HAMMER ENERGY
OF XX KIP-FT.
7. REQUIRED PILE ORIENTATION SHOWN ON "FOUNDATION PLAN".
8. REINFORCING STEEL IS NOT INCLUDED IN REINFORCING SCHEDULE.
EST QTY
MIN DRIVING
RESISTANCE (KIPS)
COMPLETE TABLE
VERIFY REINFORCING STEEL SIZE AND LENGTH.
MEET DESIGN REQUIREMENTS. MINIMUM
REINFORCING STEEL SIZE AND LENGTHS SHOWN.
VERIFY THAT TYPICAL NOTES AND QUANTITY ITEMS
ARE SUFFICIENT. MODIFY AS REQUIRED OR ADD
NOTES AS REQUIRED. VERIFY MATERIAL PROPERTIES, ETC.
REMOVE DETAIL WHEN
NOT REQUIRED
11-J
UL-2013
pw://
MID
V-P
W1.b
kr.m
bakercorp.c
om:Utah/
Docu
ments/01_Projects/126762_
UD
OT_S
TR_
Manual_Phase2/dra
wing
&space;files/
Bridge
&space;W
orking
&space;Dra
wings/10173_
BD
M-
WS-02
F_
Driven
Pile
HP
Fixed.d
gn
XXX
PR
OJE
CT N
UM
BE
R
DA
TE
BY
DA
TE
DA
TE
DE
SIG
N
DR
AW
N
CH
EC
K
CH
EC
K
OF
COUNTY
PR
OJE
CT
NU
MB
ER
RE
VISIO
N R
EM
AR
KS
PIN
XX
XX
X
UT
AH D
EP
AR
TM
EN
T
OF
TR
AN
SP
OR
TA
TIO
N
ST
RU
CT
UR
ES DIVISIO
N
UD
OT D
ESIG
N M
AN
AG
ER
SE
NIO
R D
ESIG
N E
NGIN
EE
R
DRAWING NUMBER
RE
V N
O
STRUCTURE NUMBER
AP
PR
OV
ED
FO
R U
SE
BY U
DO
T
AP
PR
OV
AL
RE
CO
MM
SHEET
ST
RU
CT
UR
E N
AM
E
PR
OJE
CT N
AM
E
XXX
1'-6"
2 - #6
L
HP PILE DETAIL
PARTIAL FOOTING ELEVATION VIEW
PILE SPLICE DETAIL
PILE TIP DETAIL
AWS B-U4
3/8
H-PILE DRIVING SHOE
(ACTUAL CONFIGURATION
MAY VARY)
PILE CUTOFFLINE
BOTTOM OF PILE CAP
#6
2'-0"
5"
3"
1/8
ALTERNATE PILE SPLICE DETAIL
BACKGOUGE
ITEM LOCATION UNIT
XXX
XXX
XXX
LOCATION PILE SIZE
LOCATION
LOCATION
XX x XX
XX x XX
XX x XX
XX
XX
XX
XXX.X
XXX.X
XXX.X
XXXX.X
XXXX.X
XXXX.X
XXXX.X
XXXX.X
XXXX.X
XXXX.X
XXXX.X
XXXX.X
XX.X
XX.X
XX.X
XX.X XX.X
XX.X
XX.XXX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.XXX.X
XX.X
XX.X XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
XX.X
WELD THIS
SIDE FIRST
BACKGOUGE BEFORE WELDING THIS SIDE
FT
FT
FT
ABUTMENT #1
BENT #2
ABUTMENT #3
ABUTMENT #1
BENT #2
ABUTMENT #3
ABUTMENT #1
BENT #2
ABUTMENT #3
ABUTMENT #1
BENT #2
ABUTMENT #3
***
LATERAL DISPLACEMENT = X.XX INCHES
SETTLEMENT < 1.00 INCHES
XX.X
XX.X
XX.X
X-XXX
XX
C HP PILE
DRIVEN PILE HP XX x XX
DRIVEN PILE HP XX x XX
DRIVEN PILE HP XX x XX
DRIV
EN PIL
E - H
P PIL
E FIX
ED
WS-2F
NOTES
1. USE HP PILES CONFORMING TO ASTM A 572 GRADE 50.
2. USE A DISCONTINUOUS BACKING PLATE AT JUNCTION OF WEB
AND FLANGE.
3. MAXIMUM ALLOWABLE DRIVING STRESS = 0.9 Fy.
4. USE PILE TIPS UNLESS NOTED OTHERWISE.
5. SEE "SOIL DATA SHEET 1 OF X" TO "SOIL DATA SHEET X OF X"
FOR ADDITIONAL DATA.
6. USE A PILE HAMMER WITH A MINIMUM RATED HAMMER ENERGY
OF XX KIP-FT.
7. REQUIRED PILE ORIENTATION SHOWN ON "FOUNDATION PLAN".
8. REINFORCING STEEL IS NOT INCLUDED IN REINFORCING SCHEDULE.
NUMBER OF
PILES
EST TIP ELEV
(FEET)
MIN TIP ELEV
(FEET)
SCOUR
ELEV (FEET)
EST PILE
LENGTH (FEET)
DC+DW (KIPS)
? = 1.25
EH (KIPS)
? = 1.XX
DD (KIPS)
? = 1.XX
LL (KIPS)
? = 1.75UPLIFT (KIPS)
EQ HORZ (KIPS)
? = 1.0
EQ VERT (KIPS)
? = 1.0
EQ UPLIFT (KIPS)
? = 1.0
WA (KIPS)
? = 1.0
ULTQ DLQUPLIFTQ
? = 0.XX
EQ UPLIFTQ
? = 0.XXEQ LATERALQ
? = 0.XXEQQ
? = 0.XX
SCOURQ
? = 0.XX
LATERALQ
? = 0.XX
Q
? = 0.XX
R SERVICE **Q
? = 1.00*(KIPS)
(KIPS) (KIPS) (KIPS) (KIPS) (KIPS) (KIPS) (KIPS)(KIPS)
(KIPS)
EST QTY
MIN DRIVING
RESISTANCE (KIPS)
TYPICALLY
0.4 L
SEE PC GIRDER CHECKLIST FOR
DIRECTION AND COMMENTS NOTED BY
11-J
UL-2013
pw://
MID
V-P
W1.b
kr.m
bakercorp.c
om:Utah/
Docu
ments/01_Projects/126762_
UD
OT_S
TR_
Manual_Phase2/dra
wing
&space;files/
Bridge
&space;W
orking
&space;Dra
wings/10173_
BD
M-
WS-05
A_
UB
T42.d
gn
XXX
PR
OJE
CT N
UM
BE
R
DA
TE
BY
DA
TE
DA
TE
DE
SIG
N
DR
AW
N
CH
EC
K
CH
EC
K
OF
COUNTY
PR
OJE
CT
NU
MB
ER
RE
VISIO
N R
EM
AR
KS
PIN
XX
XX
X
UT
AH D
EP
AR
TM
EN
T
OF
TR
AN
SP
OR
TA
TIO
N
ST
RU
CT
UR
ES DIVISIO
N
UD
OT D
ESIG
N M
AN
AG
ER
SE
NIO
R D
ESIG
N E
NGIN
EE
R
DRAWING NUMBER
RE
V N
O
STRUCTURE NUMBER
AP
PR
OV
ED
FO
R U
SE
BY U
DO
T
AP
PR
OV
AL
RE
CO
MM
SHEET
ST
RU
CT
UR
E N
AM
E
PR
OJE
CT N
AM
E
XXX
X"
C GIRDERL
C GIRDERL
4'-1"
6" 6"
1 1/2 "
= X'-X"
X SPACES AT X"
HARPED
STRANDS
STRAIGHT
STRANDS
TYP
1'-3"
TYP
2"
TYP
3"
3'-6" 1'-4 1/4 " 6"
4 1/2 "
5 1/8 "
3'-2 1/2 "
3"
3"
3"
TY
P
1"
CL
R
NOTES
RA BDA
PLAN
LENGTH
GIR
DE
R
TY
PE
f'ci (K
SI)
f'c (
KSI)
JACKING
FORCE
(KIPS)
MINIMUM CONCRETE
COMPRESSION
STRENGTH
HARPED STRAIGHT
JACKING
FORCE
(KIPS) Ee
(INCH)
Ecl
(INCH)
SP
AN
TH
ET
A 1
(DE
G)
TH
ET
A 2
(DE
G)
Ee
9"
HARPING POINT
Ecl
L
C BRG
2" DIA SLEEVES FOR
DIAPHRAGM REINFORCING
11"
L
GIRDER SCHEDULE
C BRGC BRGL L
2"
2" S
PA
CE
S, T
YP
PLAN LENGTH
THETA 1
THETA 2
X'-X"
1" CHAMFER,
TYP
UB
T42 GIR
DE
R D
ET
AIL
S
X"
= X'-X"
X SPACES AT X'-X"
1'-3"
C SPANL
B
X'-X"
PLAN LENGTH
X'-X"
GIR
DE
R
XX
CC
FC
XX°XX"XX"
X'-X"
X'-X"
XX°XX"XX"
C GIRDERL
8" 6" 6" 8"4" 4"
3'-0"
9"
4 3/8 "
4 3/8 "
1'-5 3/4 "
DENOTES STRAIGHT STRANDSDENOTES HARPED STRANDS AT ENDDENOTES HARPED STRANDS AT MIDSPAN
X.XX.XX.XX X.X X.XX.XX UBT42 X'-X" XX
X SPACES AT X'-X" MAX
A
A
1/2" GALVANIZED
PLATE
X.XX
CAMBER
(INCH)
LOCATION OF
CG STRANDSPRESTRESSED
FORCE
AFTER ALL
LOSSES
(KIPS)
CG STRAND NOTES:
6" RADIUSBEND, TYP
SURFACE
1/4" AMPLITUDE ROUGHENED
3'-1"
5G2
5G3
1/2" DIA x 6"
HEADED STUD
3G4
AR
O
RA
D
XX°XX'XX" XX°XX'XX"
3"
C BRGL
CC
OR
CF
7
X'-X"
5G2, 2-5G3, 2-3G4 AND 5G5
AT 4" = 4'-4"
13 SPACES 5G5,
1'-6" MIN
INTO GIRDER
MULTIPLE HOLD DOWN
DEVICES PERMITTED.
STRADDLE HARPING
POINT 6" MIN, 1'-6" MAX
XX TO XX
3"
3"
3"
15 SPA AT 2" = 2'-6"
7"
2"2"
XX
TYPICAL END ELEVATION SECTION A-A
TYPICAL SECTION
STRAND PATTERN
SKEWED END DETAILS
BEAM CAMBER DIAGRAM
GIRDER ELEVATION
TY
P
X"
BEARING PLATE
X-XXX
6"
2'-9"
INSERTS OR SLEEVES FOR
GRAFFITI COVER PLATE
TYP AT EXTERIOR GIRDERS
SEE NOTE 6
INSERTS OR SLEEVES FOR
INTERMEDIATE DIAPHRAGMS, TYP
SEE NOTE 5
7" MIN
D
R
C
F
A = GIRDER CAMBER AT RELEASE
A = GIRDER CAMBER AT DECK PLACEMENT (USE 40 DAYS)
B = DEFLECTION DUE TO ALL DEAD LOADS APPLIED TO THE GIRDER
C = GIRDER CAMBER AT CONSTRUCTION AFTER ALL DEAD LOADS APPLIED
C = GIRDER CAMBER AT 20 YEARS
CAMBER NOTES:
X.X X.X XXX.X XXX.X
BEARING PLATE
XXX.X
8"
5G6
5G6,
TYP
X'-X"
X'-
X"
4"
CG OF ALL STRANDS AT END OF GIRDER
CG OF ALL STRANDS AT CENTER OF GIRDER
=
=
Ee
Ecl
5
2
2
3
4
6
7
1
NUMBER
OF
STRANDS
NUMBER
OF
STRANDS
R = 2.0"
TROWEL
SMOOTH
SURFACE
TROWEL
SMOOTH
SURFACE
LIFTING LOOPS
SEE NOTE 3
C SPAN
(SYMMETRICAL)
8 7/8 "
LC 2" DIA SLEEVES,
TYP
2 S
PA
CE
S A
T 8"
3'-4"
WS-5A
5G1, TYP
(6 TOTAL)
5G1, TYP
(2 TOTAL)
6 - 5G1 TOP WITH
2'-0" MIN SPLICE
2 - 5G1 BOT WITH
2'-0" MIN SPLICE
7"
MIN
1'-0"
1. INCREASE PLAN LENGTH AS NECESSARY TO COMPENSATE FOR
SHORTENING DUE TO PRESTRESS AND SHRINKAGE.
2. USE 0.6" DIAMETER LOW RELAXATION STRANDS (AASHTO M 203
GRADE 270).
3. DESIGN AND INSTALL LIFTING EMBEDMENTS IN ACCORDANCE WITH
THE STANDARD SPECIFICATIONS.
4. BRACE GIRDERS TO PREVENT TIPPING AND TO CONTROL LATERAL
BENDING DURING SHIPPING. BRACE GIRDERS LATERALLY TO PREVENT
TIPPING UNTIL THE DIAPHRAGMS ARE INSTALLED.
5. SEE "FRAMING PLAN" FOR INTERMEDIATE DIAPHRAGM LOCATIONS
AND SEE "INTERMEDIATE DIAPHRAGM DETAILS" FOR CONNECTION
REQUIREMENTS.
6. USE INSERTS OR SLEEVES FOR GRAFFITI COVER PLATE. ADJUST HOLES
TO AVOID CONFLICT WITH GIRDER STRANDS. SEE "BEARING DETAILS"
FOR LOCATION OF INSERTS OR SLEEVES.
7. NOTIFY ENGINEER IF ACTUAL CAMBER VARIES FROM THEORETICAL
CAMBER BY MORE THAN 1 1/8".
8. EXTEND 8 STRANDS AS SHOWN FOR END OF GIRDER AT BENT ONLY.
CUT ALL OTHER STRANDS FLUSH. OFFSET EXTENDED STRANDS FROM
SPAN TO SPAN. FABRICATOR TO SHOW WHICH STRANDS ARE EXTENDED.CLIP TOP FLANGE ONLY
DEBONDED LENGTH
X'-X"8
CG STRANDS
DENOTES DEBONDED STRANDS AT ENDx
4 1/4 " 4 1/4 "
(ONLY 2 - 5G5 AND 5G2)
5 EQ SPACES = 10"
STRAND EXTENSION DETAIL
TYPICALLY
0.4 L
SEE PC GIRDER CHECKLIST FOR
DIRECTION AND COMMENTS NOTED BY
11-J
UL-2013
pw://
MID
V-P
W1.b
kr.m
bakercorp.c
om:Utah/
Docu
ments/01_Projects/126762_
UD
OT_S
TR_
Manual_Phase2/dra
wing
&space;files/
Bridge
&space;W
orking
&space;Dra
wings/10173_
BD
M-
WS-05
B_
UB
T50.d
gn
XXX
PR
OJE
CT N
UM
BE
R
DA
TE
BY
DA
TE
DA
TE
DE
SIG
N
DR
AW
N
CH
EC
K
CH
EC
K
OF
COUNTY
PR
OJE
CT
NU
MB
ER
RE
VISIO
N R
EM
AR
KS
PIN
XX
XX
X
UT
AH D
EP
AR
TM
EN
T
OF
TR
AN
SP
OR
TA
TIO
N
ST
RU
CT
UR
ES DIVISIO
N
UD
OT D
ESIG
N M
AN
AG
ER
SE
NIO
R D
ESIG
N E
NGIN
EE
R
DRAWING NUMBER
RE
V N
O
STRUCTURE NUMBER
AP
PR
OV
ED
FO
R U
SE
BY U
DO
T
AP
PR
OV
AL
RE
CO
MM
SHEET
ST
RU
CT
UR
E N
AM
E
PR
OJE
CT N
AM
E
XXX
X"
C GIRDERL
C GIRDERL
4'-1"
6" 6"
1 1/2 "
= X'-X"
X SPACES AT X"
HARPED
STRANDS
TYP
1'-3"
TYP
2"
TYP
3"
4'-2"
1'-4 1/4 " 6"
4 1/2 "
5 1/8 "
3'-2 1/2 "
3"
3"
3"
TY
P
1"
CL
R
NOTES
Ee
9"
HARPING POINT
Ecl
L
LIFTING LOOPS
SEE NOTE 3
C BRG
2" DIA SLEEVES FOR
DIAPHRAGM REINFORCING
11"
L
C BRGC BRGL L
2"
2" S
PA
CE
S, T
YP
PLAN LENGTH
THETA 1
THETA 2
X'-X"
1" CHAMFER,
TYP
UB
T50 GIR
DE
R D
ET
AIL
S
X"
= X'-X"
X SPACES AT X'-X"
1'-3"
C SPANL
B
X'-X"
PLAN LENGTH
X'-X"
XX°XX"XX"
X'-X"
X'-X"
XX°XX"XX"
C GIRDERL
8" 6" 6" 8"4" 4"
3'-0"
9"
4 3/8 "
4 3/8 "
1'-5 3/4 "
DENOTES STRAIGHT STRANDSDENOTES HARPED STRANDS AT ENDDENOTES HARPED STRANDS AT MIDSPAN
X SPACES AT X'-X" MAX
A
A
1/2" GALVANIZED
PLATE
CG STRAND NOTES:
6" RADIUSBEND, TYP
SURFACE1/4" AMPLITUDE ROUGHENED
3'-1"
5G25G3
1/2" DIA x 6"
HEADED STUD
3G4
R = 2.0"
AR
O
RA
D
3"
C BRGL
CC
OR
CF
7
X'-X"
5G2, 2-5G3, 2-3G4 AND 5G5
AT 4" = 5'-4"
16 SPACES
5G5,
1'-6" MIN
INTO GIRDER
MULTIPLE HOLD DOWN
DEVICES PERMITTED.
STRADDLE HARPING
POINT 6" MIN, 1'-6" MAX
3"
3"
3"
15 SPA AT 2" = 2'-6"
7"
2"2"
XX
TYPICAL END ELEVATION
SECTION A-A
TYPICAL SECTION
STRAND PATTERN
SKEWED END DETAILS
BEAM CAMBER DIAGRAM
GIRDER ELEVATION
TY
P
X"
BEARING PLATE
X-XXX
6"
2'-9"
INSERTS OR SLEEVES FOR
GRAFFITI COVER PLATE
TYP AT EXTERIOR GIRDERS
SEE NOTE 6
INSERTS OR SLEEVES FOR
INTERMEDIATE DIAPHRAGMS, TYP
SEE NOTE 5
7" MIN
D
R
C
F
A = GIRDER CAMBER AT RELEASE
A = GIRDER CAMBER AT DECK PLACEMENT (USE 40 DAYS)
B = DEFLECTION DUE TO ALL DEAD LOADS APPLIED TO THE GIRDER
C = GIRDER CAMBER AT CONSTRUCTION AFTER ALL DEAD LOADS APPLIED
C = GIRDER CAMBER AT 20 YEARS
CAMBER NOTES:
BEARING PLATE
8"
5G6
5G6,
TYP
X'-X"
X'-
X"
4"
CG OF ALL STRANDS AT END OF GIRDER
CG OF ALL STRANDS AT CENTER OF GIRDER
=
=
Ee
Ecl
5
2
STRAIGHT
STRANDS
TROWEL
SMOOTH
SURFACE
TROWEL
SMOOTH
SURFACE3
3 S
PA
CE
S A
T 8"
RA BDA
PLAN
LENGTH
GIR
DE
R
TY
PE
f'ci (K
SI)
f'c (
KSI)
JACKING
FORCE
(KIPS)
MINIMUM CONCRETE
COMPRESSION
STRENGTH
HARPED STRAIGHT
JACKING
FORCE
(KIPS) Ee
(INCH)
Ecl
(INCH)
SP
AN
TH
ET
A 1
(DE
G)
TH
ET
A 2
(DE
G)
GIRDER SCHEDULE
GIR
DE
R
XX
CC
FC
X.XX.XX.XX X.X X.XX.XX UBT50 X'-X" XX X.XX
CAMBER
(INCH)
LOCATION OF
CG STRANDSPRESTRESSED
FORCE
AFTER ALL
LOSSES
(KIPS)
XX°XX'XX" XX°XX'XX"XX TO XX X.X X.X XXX.X XXX.X XXX.X
NUMBER
OF
STRANDS
NUMBER
OF
STRANDS
1
2" DIA SLEEVES,TYP
4
6
7
2
C SPAN
(SYMMETRICAL)
4'-0"
WS-5B
2 - 5G1 BOT
WITH 2'-0" MIN SPLICE
6-5G1 TOP WITH
2'-0" MIN SPLICE
5G1, TYP
(2 TOTAL)
5G1, TYP
(6 TOTAL)
CLIP TOP FLANGE ONLY
1. INCREASE PLAN LENGTH AS NECESSARY TO COMPENSATE FOR
SHORTENING DUE TO PRESTRESS AND SHRINKAGE.
2. USE 0.6" DIAMETER LOW RELAXATION STRANDS (AASHTO M 203
GRADE 270).
3. DESIGN AND INSTALL LIFTING EMBEDMENTS IN ACCORDANCE WITH
THE STANDARD SPECIFICATIONS.
4. BRACE GIRDERS TO PREVENT TIPPING AND TO CONTROL LATERAL
BENDING DURING SHIPPING. BRACE GIRDERS LATERALLY TO PREVENT
TIPPING UNTIL THE DIAPHRAGMS ARE INSTALLED.
5. SEE "FRAMING PLAN" FOR INTERMEDIATE DIAPHRAGM LOCATIONS
AND SEE "INTERMEDIATE DIAPHRAGM DETAILS" FOR CONNECTION
REQUIREMENTS.
6. USE INSERTS OR SLEEVES FOR GRAFFITI COVER PLATE. ADJUST HOLES
TO AVOID CONFLICT WITH GIRDER STRANDS. SEE "BEARING DETAILS"
FOR LOCATION OF INSERTS OR SLEEVES.
7. NOTIFY ENGINEER IF ACTUAL CAMBER VARIES FROM THEORETICAL
CAMBER BY MORE THAN 1 1/8".
8. EXTEND 8 STRANDS AS SHOWN FOR END OF GIRDER AT BENT ONLY.
CUT ALL OTHER STRANDS FLUSH. OFFSET EXTENDED STRANDS FROM
SPAN TO SPAN. FABRICATOR TO SHOW WHICH STRANDS ARE EXTENDED.
CG STRANDS
8
DEBONDED LENGTH
X'-X"
MIN
1'-0"
DENOTES DEBONDED STRANDS AT ENDx
7"
8 7/8 "
4 1/4 " 4 1/4 "
(ONLY 3 - 5G5 AND 5G2)
6 EQ SPACES = 1'-0"
STRAND EXTENSION DETAIL
TYPICALLY
0.4 L
SEE PC GIRDER CHECKLIST FOR
DIRECTION AND COMMENTS NOTED BY
11-J
UL-2013
pw://
MID
V-P
W1.b
kr.m
bakercorp.c
om:Utah/
Docu
ments/01_Projects/126762_
UD
OT_S
TR_
Manual_Phase2/dra
wing
&space;files/
Bridge
&space;W
orking
&space;Dra
wings/10173_
BD
M-
WS-05
C_
UB
T58.d
gn
XXX
PR
OJE
CT N
UM
BE
R
DA
TE
BY
DA
TE
DA
TE
DE
SIG
N
DR
AW
N
CH
EC
K
CH
EC
K
OF
COUNTY
PR
OJE
CT
NU
MB
ER
RE
VISIO
N R
EM
AR
KS
PIN
XX
XX
X
UT
AH D
EP
AR
TM
EN
T
OF
TR
AN
SP
OR
TA
TIO
N
ST
RU
CT
UR
ES DIVISIO
N
UD
OT D
ESIG
N M
AN
AG
ER
SE
NIO
R D
ESIG
N E
NGIN
EE
R
DRAWING NUMBER
RE
V N
O
STRUCTURE NUMBER
AP
PR
OV
ED
FO
R U
SE
BY U
DO
T
AP
PR
OV
AL
RE
CO
MM
SHEET
ST
RU
CT
UR
E N
AM
E
PR
OJE
CT N
AM
E
XXX
X"
C GIRDERL
C GIRDERL
4'-1"
6" 6"
1 1/2 "
= X'-X"
X SPACES AT X"
HARPED
STRANDS
TYP
1'-3"
TYP
2"
TYP
3"
4'-10"
1'-4 1/4 " 6"
4 1/2 "
5 1/8 "
3'-2 1/2 "
3"
3"
3"
TY
P
1"
CL
R
NOTES
Ee
9"
HARPING POINT
Ecl
L
LIFTING LOOPS
SEE NOTE 3
C BRG
2" DIA SLEEVES FOR
DIAPHRAGM REINFORCING
11"
L
C BRGC BRGL L
2"
2" S
PA
CE
S, T
YP
PLAN LENGTH
THETA 1
THETA 2
X'-X"
1" CHAMFER,
TYP
UB
T58 GIR
DE
R D
ET
AIL
S
X"
= X'-X"
X SPACES AT X'-X"
1'-3"
C SPANL
B
X'-X"
PLAN LENGTH
X'-X"
XX°XX"XX"
X'-X"
X'-X"
XX°XX"XX"
C GIRDERL
8" 6" 6" 8"4" 4"
3'-0"
9"
4 3/8 "
4 3/8 "
1'-5 3/4 "
DENOTES STRAIGHT STRANDSDENOTES HARPED STRANDS AT ENDDENOTES HARPED STRANDS AT MIDSPAN
X SPACES AT X'-X" MAX
A
A
1/2" GALVANIZED
PLATE
6" RADIUSBEND, TYP
SURFACE1/4" AMPLITUDE ROUGHENED
3'-1"
5G25G3
1/2" DIA x 6"
HEADED STUD
3G4
R = 2.0"
AR
O
RA
D
3"
C BRGL
CC
OR
CF
7
X'-X"
5G2, 2-5G3, 2-3G4 AND 5G5
AT 4" = 6'-0"
18 SPACES 5G5,
1'-6" MIN
INTO GIRDER
MULTIPLE HOLD DOWN
DEVICES PERMITTED.
STRADDLE HARPING
POINT 6" MIN, 1'-6" MAX
3"
3"
3"
7"
2"2"
XX
TYPICAL END ELEVATION
SECTION A-A
TYPICAL SECTION
STRAND PATTERN
SKEWED END DETAILS
BEAM CAMBER DIAGRAM
GIRDER ELEVATION
TY
P
X"
BEARING PLATE
X-XXX
6"
2'-9"
INSERTS OR SLEEVES FOR
GRAFFITI COVER PLATE
TYP AT EXTERIOR GIRDERS
SEE NOTE 6
INSERTS OR SLEEVES FOR
INTERMEDIATE DIAPHRAGMS, TYP
SEE NOTE 5
7" MIN
D
R
C
F
A = GIRDER CAMBER AT RELEASE
A = GIRDER CAMBER AT DECK PLACEMENT (USE 40 DAYS)
B = DEFLECTION DUE TO ALL DEAD LOADS APPLIED TO THE GIRDER
C = GIRDER CAMBER AT CONSTRUCTION AFTER ALL DEAD LOADS APPLIED
C = GIRDER CAMBER AT 20 YEARS
CAMBER NOTES:
BEARING PLATE
8"
5G6
5G6,
TYP
X'-X"
X'-
X"
4"
5
2
STRAIGHT
STRANDS
TROWEL
SMOOTH
SURFACE
TROWEL
SMOOTH
SURFACE3
4 S
PA
CE
S A
T 8"
RA BDA
PLAN
LENGTH
GIR
DE
R
TY
PE
f'ci (K
SI)
f'c (
KSI)
JACKING
FORCE
(KIPS)
MINIMUM CONCRETE
COMPRESSION
STRENGTH
HARPED STRAIGHT
JACKING
FORCE
(KIPS) Ee
(INCH)
Ecl
(INCH)
SP
AN
TH
ET
A 1
(DE
G)
TH
ET
A 2
(DE
G)
GIRDER SCHEDULE
GIR
DE
R
XX
CC
FC
X.XX.XX.XX X.X X.XX.XX UBT58 X'-X" XX X.XX
CAMBER
(INCH)
LOCATION OF
CG STRANDSPRESTRESSED
FORCE
AFTER ALL
LOSSES
(KIPS)
CG STRAND NOTES:
XX°XX'XX" XX°XX'XX"XX TO XX X.X X.X XXX.X XXX.X XXX.X
CG OF ALL STRANDS AT END OF GIRDER
CG OF ALL STRANDS AT CENTER OF GIRDER
=
=
Ee
Ecl
NUMBER
OF
STRANDS
NUMBER
OF
STRANDS
1
2" DIA SLEEVES,TYP
4
6
7
2
C SPAN
(SYMMETRICAL)
4'-8"
WS-5C
2 - 5G1 BOT
WITH 2'-0" MIN SPLICE
6-5G1 TOP WITH
2'-0" MIN SPLICE
5G1, TYP
(6 TOTAL)
5G2, TYP
(2 TOTAL)
7"
4 1/4 "
15 SPA AT 2" = 2'-6"4 1/4 "
DENOTES DEBONDED STRANDS AT ENDx
CLIP TOP FLANGE ONLY
1. INCREASE PLAN LENGTH AS NECESSARY TO COMPENSATE FOR
SHORTENING DUE TO PRESTRESS AND SHRINKAGE.
2. USE 0.6" DIAMETER LOW RELAXATION STRANDS (AASHTO M 203
GRADE 270).
3. DESIGN AND INSTALL LIFTING EMBEDMENTS IN ACCORDANCE WITH
THE STANDARD SPECIFICATIONS.
4. BRACE GIRDERS TO PREVENT TIPPING AND TO CONTROL LATERAL
BENDING DURING SHIPPING. BRACE GIRDERS LATERALLY TO PREVENT
TIPPING UNTIL THE DIAPHRAGMS ARE INSTALLED.
5. SEE "FRAMING PLAN" FOR INTERMEDIATE DIAPHRAGM LOCATIONS
AND SEE "INTERMEDIATE DIAPHRAGM DETAILS" FOR CONNECTION
REQUIREMENTS.
6. USE INSERTS OR SLEEVES FOR GRAFFITI COVER PLATE. ADJUST HOLES
TO AVOID CONFLICT WITH GIRDER STRANDS. SEE "BEARING DETAILS"
FOR LOCATION OF INSERTS OR SLEEVES.
7. NOTIFY ENGINEER IF ACTUAL CAMBER VARIES FROM THEORETICAL
CAMBER BY MORE THAN 1 1/8".
8. EXTEND 8 STRANDS AS SHOWN FOR END OF GIRDER AT BENT ONLY.
CUT ALL OTHER STRANDS FLUSH. OFFSET EXTENDED STRANDS FROM
SPAN TO SPAN. FABRICATOR TO SHOW WHICH STRANDS ARE EXTENDED.
MIN
1'-0"
8
DEBONDED LENGTH
X'-X"
CG STRANDS
8 7/8 "
STRAND EXTENSION DETAIL
(ONLY 3 - 5G5 AND 5G2)
7 EQ SPACES = 1'-2"
SEE PC GIRDER CHECKLIST FOR
DIRECTION AND COMMENTS NOTED BY
11-J
UL-2013
pw://
MID
V-P
W1.b
kr.m
bakercorp.c
om:Utah/
Docu
ments/01_Projects/126762_
UD
OT_S
TR_
Manual_Phase2/dra
wing
&space;files/
Bridge
&space;W
orking
&space;Dra
wings/10173_
BD
M-
WS-05
D_
UB
T66.d
gn
XXX
PR
OJE
CT N
UM
BE
R
DA
TE
BY
DA
TE
DA
TE
DE
SIG
N
DR
AW
N
CH
EC
K
CH
EC
K
OF
COUNTY
PR
OJE
CT
NU
MB
ER
RE
VISIO
N R
EM
AR
KS
PIN
XX
XX
X
UT
AH D
EP
AR
TM
EN
T
OF
TR
AN
SP
OR
TA
TIO
N
ST
RU
CT
UR
ES DIVISIO
N
UD
OT D
ESIG
N M
AN
AG
ER
SE
NIO
R D
ESIG
N E
NGIN
EE
R
DRAWING NUMBER
RE
V N
O
STRUCTURE NUMBER
AP
PR
OV
ED
FO
R U
SE
BY U
DO
T
AP
PR
OV
AL
RE
CO
MM
SHEET
ST
RU
CT
UR
E N
AM
E
PR
OJE
CT N
AM
E
XXX
X"
C GIRDERL
C GIRDERL
4'-1"
6" 6"
1 1/2 "
= X'-X"
X SPACES AT X"
HARPED
STRANDS
TYP
1'-3"
TYP
2"
TYP
3"
5'-6"
1'-4 1/4 " 6"
4 1/2 "
5 1/8 "
3'-2 1/2 "
3"
3"
3"
TY
P
1"
CL
R
NOTES
Ee
9"
HARPING POINT
Ecl
L
LIFTING LOOPS
SEE NOTE 3
C BRG
2" DIA SLEEVES FOR
DIAPHRAGM REINFORCING
11"
L
C BRGC BRGL L
2"
2" S
PA
CE
S, T
YP
PLAN LENGTH
THETA 1
THETA 2
X'-X"
1" CHAMFER,
TYP
UB
T66 GIR
DE
R D
ET
AIL
S
X"
= X'-X"
X SPACES AT X'-X"
1'-3"
C SPANL
B
X'-X"
PLAN LENGTH
X'-X"
XX°XX"XX"
X'-X"
X'-X"
XX°XX"XX"
C GIRDERL
8" 6" 6" 8"4" 4"
3'-0"
9"
4 3/8 "
4 3/8 "
1'-5 3/4 "
DENOTES STRAIGHT STRANDSDENOTES HARPED STRANDS AT ENDDENOTES HARPED STRANDS AT MIDSPAN
X SPACES AT X'-X" MAX
A
A
1/2" GALVANIZED
PLATE
6" RADIUSBEND, TYP
SURFACE1/4" AMPLITUDE ROUGHENED
3'-1"
5G2
5G3
1/2" DIA x 6"
HEADED STUD
3G4
R = 2.0"
AR
O
RA
D
3"
C BRGL
CC
OR
CF
7
TYPICALLY
0.4 L
X'-X"
5G2, 2-5G3, 2-3G4 AND 5G5
AT 4" = 7'-0"
21 SPACES
MULTIPLE HOLD DOWN
DEVICES PERMITTED.
STRADDLE HARPING
POINT 6" MIN, 1'-6" MAX
3"
3"
3"
15 SPA AT 2" = 2'-6"
7"
2"2"
XX
TYPICAL END ELEVATION
SECTION A-A
TYPICAL SECTION
STRAND PATTERN
SKEWED END DETAILS
BEAM CAMBER DIAGRAM
GIRDER ELEVATION
TY
P
X"
BEARING PLATE
X-XXX
6"
2'-9"
INSERTS OR SLEEVES FOR
GRAFFITI COVER PLATE
TYP AT EXTERIOR GIRDERS
SEE NOTE 6
INSERTS OR SLEEVES FOR
INTERMEDIATE DIAPHRAGMS, TYP
SEE NOTE 5
D
R
C
F
A = GIRDER CAMBER AT RELEASE
A = GIRDER CAMBER AT DECK PLACEMENT (USE 40 DAYS)
B = DEFLECTION DUE TO ALL DEAD LOADS APPLIED TO THE GIRDER
C = GIRDER CAMBER AT CONSTRUCTION AFTER ALL DEAD LOADS APPLIED
C = GIRDER CAMBER AT 20 YEARS
CAMBER NOTES:
BEARING PLATE
8"
5G6
5G6,
TYP
X'-X"
X'-
X"
4"
STRAIGHT
STRANDS
TROWEL
SMOOTH
SURFACE
TROWEL
SMOOTH
SURFACE
RA BDA
PLAN
LENGTH
GIR
DE
R
TY
PE
f'ci (K
SI)
f'c (
KSI)
JACKING
FORCE
(KIPS)
MINIMUM CONCRETE
COMPRESSION
STRENGTH
HARPED STRAIGHT
JACKING
FORCE
(KIPS) Ee
(INCH)
Ecl
(INCH)
SP
AN
TH
ET
A 1
(DE
G)
TH
ET
A 2
(DE
G)
GIRDER SCHEDULE
GIR
DE
R
XX
CC
FC
X.XX.XX.XX X.X X.XX.XX UBT66 X'-X" XX X.XX
CAMBER
(INCH)
LOCATION OF
CG STRANDSPRESTRESSED
FORCE
AFTER ALL
LOSSES
(KIPS)
CG STRAND NOTES:
XX°XX'XX" XX°XX'XX"XX TO XX X.X X.X XXX.X XXX.X XXX.X
CG OF ALL STRANDS AT END OF GIRDER
CG OF ALL STRANDS AT CENTER OF GIRDER
=
=
Ee
Ecl
NUMBER
OF
STRANDS
NUMBER
OF
STRANDS
2" DIA SLEEVES,TYP
4
C SPAN
(SYMMETRICAL)
5 S
PA
CE
S A
T 8"
5'-4"
WS-5D
2 - 5G1 BOT
WITH 2'-0" MIN SPLICE
6-5G1 TOP WITH
2'-0" MIN SPLICE
5G1, TYP
(6 TOTAL)
5G1, TYP
(2 TOTAL)
5G5,
1'-6" MIN
INTO GIRDER
3
7
2
2
5
6
7"
MIN
1'-0"
DENOTES DEBONDED STRANDS AT ENDx
1. INCREASE PLAN LENGTH AS NECESSARY TO COMPENSATE FOR
SHORTENING DUE TO PRESTRESS AND SHRINKAGE.
2. USE 0.6" DIAMETER LOW RELAXATION STRANDS (AASHTO M 203
GRADE 270).
3. DESIGN AND INSTALL LIFTING EMBEDMENTS IN ACCORDANCE WITH
THE STANDARD SPECIFICATIONS.
4. BRACE GIRDERS TO PREVENT TIPPING AND TO CONTROL LATERAL
BENDING DURING SHIPPING. BRACE GIRDERS LATERALLY TO PREVENT
TIPPING UNTIL THE DIAPHRAGMS ARE INSTALLED.
5. SEE "FRAMING PLAN" FOR INTERMEDIATE DIAPHRAGM LOCATIONS
AND SEE "INTERMEDIATE DIAPHRAGM DETAILS" FOR CONNECTION
REQUIREMENTS.
6. USE INSERTS OR SLEEVES FOR GRAFFITI COVER PLATE. ADJUST HOLES
TO AVOID CONFLICT WITH GIRDER STRANDS. SEE "BEARING DETAILS"
FOR LOCATION OF INSERTS OR SLEEVES.
7. NOTIFY ENGINEER IF ACTUAL CAMBER VARIES FROM THEORETICAL
CAMBER BY MORE THAN 1 1/8".
8. EXTEND 8 STRANDS AS SHOWN FOR END OF GIRDER AT BENT ONLY.
CUT ALL OTHER STRANDS FLUSH. OFFSET EXTENDED STRANDS FROM
SPAN TO SPAN. FABRICATOR TO SHOW WHICH STRANDS ARE EXTENDED.
7" MIN
1
8 7/8 "
CLIP TOP FLANGE ONLY
DEBONDED LENGTH
X'-X"8
CG STRANDS
4 1/4 "
4 1/4 "
STRAND EXTENSION DETAIL
(ONLY 4 - 5G5 AND 5G2)
8 EQ SPACES = 1'- 4"
TYPICALLY
0.4 L
SEE PC GIRDER CHECKLIST FOR
DIRECTION AND COMMENTS NOTED BY
11-J
UL-2013
pw://
MID
V-P
W1.b
kr.m
bakercorp.c
om:Utah/
Docu
ments/01_Projects/126762_
UD
OT_S
TR_
Manual_Phase2/dra
wing
&space;files/
Bridge
&space;W
orking
&space;Dra
wings/10173_
BD
M-
WS-05
E_
UB
T74.d
gn
XXX
PR
OJE
CT N
UM
BE
R
DA
TE
BY
DA
TE
DA
TE
DE
SIG
N
DR
AW
N
CH
EC
K
CH
EC
K
OF
COUNTY
PR
OJE
CT
NU
MB
ER
RE
VISIO
N R
EM
AR
KS
PIN
XX
XX
X
UT
AH D
EP
AR
TM
EN
T
OF
TR
AN
SP
OR
TA
TIO
N
ST
RU
CT
UR
ES DIVISIO
N
UD
OT D
ESIG
N M
AN
AG
ER
SE
NIO
R D
ESIG
N E
NGIN
EE
R
DRAWING NUMBER
RE
V N
O
STRUCTURE NUMBER
AP
PR
OV
ED
FO
R U
SE
BY U
DO
T
AP
PR
OV
AL
RE
CO
MM
SHEET
ST
RU
CT
UR
E N
AM
E
PR
OJE
CT N
AM
E
XXX
X"
C GIRDERL
C GIRDERL
4'-1"
6" 6"
1 1/2 "
= X'-X"
X SPACES AT X"
HARPED
STRANDS
TYP
1'-3"
TYP
2"
TYP
3"
1'-4 1/4 " 6"
4 1/2 "
5 1/8 "
3'-2 1/2 "
3"
3"
3"
TY
P
1"
CL
R
NOTES
Ee
9"
HARPING POINT
Ecl
L
LIFTING LOOPS
SEE NOTE 3
C BRG
2" DIA SLEEVES FOR
DIAPHRAGM REINFORCING
11"
L
C BRGC BRGL L
2"
2" S
PA
CE
S, T
YP
PLAN LENGTH
THETA 1
THETA 2
X'-X"
1" CHAMFER,
TYP
UB
T74 GIR
DE
R D
ET
AIL
S
X"
= X'-X"
X SPACES AT X'-X"
1'-3"
C SPANL
B
X'-X"
PLAN LENGTH
X'-X"
XX°XX"XX"
X'-X"
X'-X"
XX°XX"XX"
C GIRDERL
8" 6" 6" 8"4" 4"
3'-0"
9"
4 3/8 "
4 3/8 "
1'-5 3/4 "
DENOTES STRAIGHT STRANDSDENOTES HARPED STRANDS AT ENDDENOTES HARPED STRANDS AT MIDSPAN
X SPACES AT X'-X" MAX
A
A
1/2" GALVANIZED
PLATE6" RADIUSBEND, TYP
SURFACE
1/4" AMPLITUDE ROUGHENED
3'-1"
5G2
5G3
1/2" DIA x 6"
HEADED STUD
3G4
R = 2.0"
AR
O
RA
D
3"
C BRGL
CC
OR
CF
7
X'-X"
5G2, 2-5G3, 2-3G4 AND 5G5
AT 4" = 7'-8"
23 SPACES 5G5,
1'-6" MIN
INTO GIRDER
3"
3"
3"
15 SPA AT 2" = 2'-6"
7"
2"2"
XX
TYPICAL END ELEVATION
SECTION A-A
TYPICAL SECTION
STRAND PATTERN
SKEWED END DETAILS
BEAM CAMBER DIAGRAM
GIRDER ELEVATION
TY
P
X"
BEARING PLATE
X-XXX
6"
2'-9"
INSERTS OR SLEEVES FOR
GRAFFITI COVER PLATE
TYP AT EXTERIOR GIRDERS
SEE NOTE 6
INSERTS OR SLEEVES FOR
INTERMEDIATE DIAPHRAGMS, TYP
SEE NOTE 5
7" MIN
D
R
C
F
A = GIRDER CAMBER AT RELEASE
A = GIRDER CAMBER AT DECK PLACEMENT (USE 40 DAYS)
B = DEFLECTION DUE TO ALL DEAD LOADS APPLIED TO THE GIRDER
C = GIRDER CAMBER AT CONSTRUCTION AFTER ALL DEAD LOADS APPLIED
C = GIRDER CAMBER AT 20 YEARS
CAMBER NOTES:
BEARING PLATE
8"
5G6
5G6,
TYP
X'-X"
X'-
X"
4"
CG OF ALL STRANDS AT END OF GIRDER
CG OF ALL STRANDS AT CENTER OF GIRDER
=
=
Ee
Ecl
6'-2"
RA BDA
PLAN
LENGTH
GIR
DE
R
TY
PE
f'ci (K
SI)
f'c (
KSI)
JACKING
FORCE
(KIPS)
MINIMUM CONCRETE
COMPRESSION
STRENGTH
HARPED STRAIGHT
JACKING
FORCE
(KIPS) Ee
(INCH)
Ecl
(INCH)
SP
AN
TH
ET
A 1
(DE
G)
TH
ET
A 2
(DE
G)
GIRDER SCHEDULE
GIR
DE
R
XX
CC
FC
X.XX.XX.XX X.X X.XX.XX UBT74 X'-X" XX X.XX
CAMBER
(INCH)
LOCATION OF
CG STRANDSPRESTRESSED
FORCE
AFTER ALL
LOSSES
(KIPS)
CG STRAND NOTES:
XX°XX'XX" XX°XX'XX"XX TO XX X.X X.X XXX.X XXX.X XXX.X
NUMBER
OF
STRANDS
NUMBER
OF
STRANDS
1
2" DIA SLEEVES,
TYP
4
6 S
PA
CE
S A
T 8"
MULTIPLE HOLD DOWN
DEVICES PERMITTED.
STRADDLE HARPING
POINT 6" MIN, 1'-6" MAX
C SPAN
(SYMMETRICAL)
3
TROWEL
SMOOTH
SURFACE
TROWEL
SMOOTH
SURFACE
5
6
STRAIGHT
STRANDS
7
2
2
6'-0"
WS-5E
2 - 5G1 BOT
WITH 2'-0" MIN SPLICE
6-5G1 TOP WITH
2'-0" MIN SPLICE
5G1, TYP
(6 TOTAL)
5G1, TYP
(2 TOTAL)
CLIP TOP FLANGE ONLY
1. INCREASE PLAN LENGTH AS NECESSARY TO COMPENSATE FOR
SHORTENING DUE TO PRESTRESS AND SHRINKAGE.
2. USE 0.6" DIAMETER LOW RELAXATION STRANDS (AASHTO M 203
GRADE 270).
3. DESIGN AND INSTALL LIFTING EMBEDMENTS IN ACCORDANCE WITH
THE STANDARD SPECIFICATIONS.
4. BRACE GIRDERS TO PREVENT TIPPING AND TO CONTROL LATERAL
BENDING DURING SHIPPING. BRACE GIRDERS LATERALLY TO PREVENT
TIPPING UNTIL THE DIAPHRAGMS ARE INSTALLED.
5. SEE "FRAMING PLAN" FOR INTERMEDIATE DIAPHRAGM LOCATIONS
AND SEE "INTERMEDIATE DIAPHRAGM DETAILS" FOR CONNECTION
REQUIREMENTS.
6. USE INSERTS OR SLEEVES FOR GRAFFITI COVER PLATE. ADJUST HOLES
TO AVOID CONFLICT WITH GIRDER STRANDS. SEE "BEARING DETAILS"
FOR LOCATION OF INSERTS OR SLEEVES.
7. NOTIFY ENGINEER IF ACTUAL CAMBER VARIES FROM THEORETICAL
CAMBER BY MORE THAN 1 1/8".
8. EXTEND 8 STRANDS AS SHOWN FOR END OF GIRDER AT BENT ONLY.
CUT ALL OTHER STRANDS FLUSH. OFFSET EXTENDED STRANDS FROM
SPAN TO SPAN. FABRICATOR TO SHOW WHICH STRANDS ARE EXTENDED.
MIN
1'-0"
CG STRANDS
DEBONDED LENGTH
X'-X"8
DENOTES DEBONDED STRANDS AT ENDx
7"
4 1/4 "
4 1/4 "
8 7/8 "
(ONLY 4 - 5G5 AND 5G2)
9 EQ SPACES = 1'- 6"
STRAND EXTENSION DETAIL
TYPICALLY
0.4 L
SEE PC GIRDER CHECKLIST FOR
DIRECTION AND COMMENTS NOTED BY
11-J
UL-2013
pw://
MID
V-P
W1.b
kr.m
bakercorp.c
om:Utah/
Docu
ments/01_Projects/126762_
UD
OT_S
TR_
Manual_Phase2/dra
wing
&space;files/
Bridge
&space;W
orking
&space;Dra
wings/10173_
BD
M-
WS-05
F_
UB
T82.d
gn
XXX
PR
OJE
CT N
UM
BE
R
DA
TE
BY
DA
TE
DA
TE
DE
SIG
N
DR
AW
N
CH
EC
K
CH
EC
K
OF
COUNTY
PR
OJE
CT
NU
MB
ER
RE
VISIO
N R
EM
AR
KS
PIN
XX
XX
X
UT
AH D
EP
AR
TM
EN
T
OF
TR
AN
SP
OR
TA
TIO
N
ST
RU
CT
UR
ES DIVISIO
N
UD
OT D
ESIG
N M
AN
AG
ER
SE
NIO
R D
ESIG
N E
NGIN
EE
R
DRAWING NUMBER
RE
V N
O
STRUCTURE NUMBER
AP
PR
OV
ED
FO
R U
SE
BY U
DO
T
AP
PR
OV
AL
RE
CO
MM
SHEET
ST
RU
CT
UR
E N
AM
E
PR
OJE
CT N
AM
E
XXX
X"
C GIRDERL
C GIRDERL
4'-1"
6" 6"
1 1/2 "
= X'-X"
X SPACES AT X"
HARPED
STRANDS
TYP
1'-3"
TYP
2"
TYP
3"
1'-4 1/4 " 6"
4 1/2 "
5 1/8 "
3'-2 1/2 "
3"
3"
3"
TY
P
1"
CL
R
NOTES
Ee
9"
HARPING POINT
Ecl
L
LIFTING LOOPS
SEE NOTE 3
C BRG
2" DIA SLEEVES FOR
DIAPHRAGM REINFORCING
11"
L
C BRGC BRGL L
2"
2" S
PA
CE
S, T
YP
PLAN LENGTH
THETA 1
THETA 2
X'-X"
1" CHAMFER,
TYP
UB
T82 GIR
DE
R D
ET
AIL
S
X"
= X'-X"
X SPACES AT X'-X"
1'-3"
C SPANL
B
X'-X"
PLAN LENGTH
X'-X"
XX°XX"XX"
X'-X"
X'-X"
XX°XX"XX"
C GIRDERL
8" 6" 6" 8"4" 4"
3'-0"
9"
4 3/8 "
4 3/8 "
1'-5 3/4 "
DENOTES STRAIGHT STRANDSDENOTES HARPED STRANDS AT ENDDENOTES HARPED STRANDS AT MIDSPAN
X SPACES AT X'-X" MAX
A
A
1/2" GALVANIZED
PLATE6" RADIUSBEND, TYP
SURFACE
1/4" AMPLITUDE ROUGHENED
3'-1"
5G2
5G3
1/2" DIA x 6"
HEADED STUD
3G4
R = 2.0"
AR
O
RA
D
3"
C BRGL
CC
OR
CF
7
X'-X"
5G2, 2-5G3, 2-3G4 AND 5G5
AT 4" = 8'-8"
26 SPACES 5G5,
1'-6" MIN
INTO GIRDER
3"
3"
3"
15 SPA AT 2" = 2'-6"
7"
2"2"
XX
TYPICAL END ELEVATION
SECTION A-A
TYPICAL SECTION
STRAND PATTERN
SKEWED END DETAILS
BEAM CAMBER DIAGRAM
GIRDER ELEVATION
TY
P
X"
BEARING PLATE
X-XXX
6"
2'-9"
INSERTS OR SLEEVES FOR
GRAFFITI COVER PLATE
TYP AT EXTERIOR GIRDERS
SEE NOTE 6
INSERTS OR SLEEVES FOR
INTERMEDIATE DIAPHRAGMS, TYP
SEE NOTE 5
7" MIN
D
R
C
F
A = GIRDER CAMBER AT RELEASE
A = GIRDER CAMBER AT DECK PLACEMENT (USE 40 DAYS)
B = DEFLECTION DUE TO ALL DEAD LOADS APPLIED TO THE GIRDER
C = GIRDER CAMBER AT CONSTRUCTION AFTER ALL DEAD LOADS APPLIED
C = GIRDER CAMBER AT 20 YEARS
CAMBER NOTES:
BEARING PLATE
8"
5G6
5G6,
TYP
X'-X"
X'-
X"
4"
CG OF ALL STRANDS AT END OF GIRDER
CG OF ALL STRANDS AT CENTER OF GIRDER
=
=
Ee
Ecl
RA BDA
PLAN
LENGTH
GIR
DE
R
TY
PE
f'ci (K
SI)
f'c (
KSI)
JACKING
FORCE
(KIPS)
MINIMUM CONCRETE
COMPRESSION
STRENGTH
HARPED STRAIGHT
JACKING
FORCE
(KIPS) Ee
(INCH)
Ecl
(INCH)
SP
AN
TH
ET
A 1
(DE
G)
TH
ET
A 2
(DE
G)
GIRDER SCHEDULE
GIR
DE
R
XX
CC
FC
X.XX.XX.XX X.X X.XX.XX UBT82 X'-X" XX X.XX
CAMBER
(INCH)
LOCATION OF
CG STRANDSPRESTRESSED
FORCE
AFTER ALL
LOSSES
(KIPS)
CG STRAND NOTES:
XX°XX'XX" XX°XX'XX"XX TO XX X.X X.X XXX.X XXX.X XXX.X
NUMBER
OF
STRANDS
NUMBER
OF
STRANDS
1
2" DIA SLEEVES,
TYP
4
7 S
PA
CE
S A
T 8"
MULTIPLE HOLD DOWN
DEVICES PERMITTED.
STRADDLE HARPING
POINT 6" MIN, 1'-6" MAX
C SPAN
(SYMMETRICAL)
3
TROWEL
SMOOTH
SURFACE
TROWEL
SMOOTH
SURFACE
5
6
STRAIGHT
STRANDS
7
2
2
6'-10"
6'-8"
WS-5F
2 - 5G1 BOT
WITH 2'-0" MIN SPLICE
6-5G1 TOP WITH
2'-0" MIN SPLICE
5G1, TYP
(6 TOTAL)
5G1, TYP
(2 TOTAL)
CLIP TOP FLANGE ONLY
1. INCREASE PLAN LENGTH AS NECESSARY TO COMPENSATE FOR
SHORTENING DUE TO PRESTRESS AND SHRINKAGE.
2. USE 0.6" DIAMETER LOW RELAXATION STRANDS (AASHTO M 203
GRADE 270).
3. DESIGN AND INSTALL LIFTING EMBEDMENTS IN ACCORDANCE WITH
THE STANDARD SPECIFICATIONS.
4. BRACE GIRDERS TO PREVENT TIPPING AND TO CONTROL LATERAL
BENDING DURING SHIPPING. BRACE GIRDERS LATERALLY TO PREVENT
TIPPING UNTIL THE DIAPHRAGMS ARE INSTALLED.
5. SEE "FRAMING PLAN" FOR INTERMEDIATE DIAPHRAGM LOCATIONS
AND SEE "INTERMEDIATE DIAPHRAGM DETAILS" FOR CONNECTION
REQUIREMENTS.
6. USE INSERTS OR SLEEVES FOR GRAFFITI COVER PLATE. ADJUST HOLES
TO AVOID CONFLICT WITH GIRDER STRANDS. SEE "BEARING DETAILS"
FOR LOCATION OF INSERTS OR SLEEVES.
7. NOTIFY ENGINEER IF ACTUAL CAMBER VARIES FROM THEORETICAL
CAMBER BY MORE THAN 2 1/8".
8. EXTEND 8 STRANDS AS SHOWN FOR END OF GIRDER AT BENT ONLY.
CUT ALL OTHER STRANDS FLUSH. OFFSET EXTENDED STRANDS FROM
SPAN TO SPAN. FABRICATOR TO SHOW WHICH STRANDS ARE EXTENDED.
CG STRANDS
MIN
1'-0"
DENOTES DEBONDED STRANDS AT END
x
DEBONDED LENGTH
X'-X"8
7"
8 7/8 "
4 1/4 " 4 1/4 "
(ONLY 6 - 5G5 AND 5G2)
10 EQ SPACES = 1'- 8"
STRAND EXTENSION DETAIL
TYPICALLY
0.4 L
SEE PC GIRDER CHECKLIST FOR
DIRECTION AND COMMENTS NOTED BY
11-J
UL-2013
pw://
MID
V-P
W1.b
kr.m
bakercorp.c
om:Utah/
Docu
ments/01_Projects/126762_
UD
OT_S
TR_
Manual_Phase2/dra
wing
&space;files/
Bridge
&space;W
orking
&space;Dra
wings/10173_
BD
M-
WS-05
G_
UB
T90.d
gn
XXX
PR
OJE
CT N
UM
BE
R
DA
TE
BY
DA
TE
DA
TE
DE
SIG
N
DR
AW
N
CH
EC
K
CH
EC
K
OF
COUNTY
PR
OJE
CT
NU
MB
ER
RE
VISIO
N R
EM
AR
KS
PIN
XX
XX
X
UT
AH D
EP
AR
TM
EN
T
OF
TR
AN
SP
OR
TA
TIO
N
ST
RU
CT
UR
ES DIVISIO
N
UD
OT D
ESIG
N M
AN
AG
ER
SE
NIO
R D
ESIG
N E
NGIN
EE
R
DRAWING NUMBER
RE
V N
O
STRUCTURE NUMBER
AP
PR
OV
ED
FO
R U
SE
BY U
DO
T
AP
PR
OV
AL
RE
CO
MM
SHEET
ST
RU
CT
UR
E N
AM
E
PR
OJE
CT N
AM
E
XXX
X"
C GIRDERL
C GIRDERL
4'-1"
6" 6"
1 1/2 "
= X'-X"
X SPACES AT X"
HARPED
STRANDS
TYP
1'-3"
TYP
2"
TYP
3"
1'-4 1/4 " 6"
4 1/2 "
5 1/8 "
3'-2 1/2 "
3"
3"
3"
TY
P
1"
CL
R
NOTES
Ee
9"
HARPING POINT
Ecl
L
LIFTING LOOPS
SEE NOTE 3
C BRG
2" DIA SLEEVES FOR
DIAPHRAGM REINFORCING
11"
L
C BRGC BRGL L
2"
PLAN LENGTH
THETA 1
THETA 2
X'-X"
1" CHAMFER,
TYP
UB
T90 GIR
DE
R D
ET
AIL
S
X"
= X'-X"
X SPACES AT X'-X"
1'-3"
C SPANL
B
X'-X"
PLAN LENGTH
X'-X"
XX°XX"XX"
X'-X"
X'-X"
XX°XX"XX"
C GIRDERL
8" 6" 6" 8"4" 4"
3'-0"
9"
4 3/8 "
4 3/8 "
1'-5 3/4 "
DENOTES STRAIGHT STRANDSDENOTES HARPED STRANDS AT ENDDENOTES HARPED STRANDS AT MIDSPAN
X SPACES AT X'-X" MAX
A
A
1/2" GALVANIZED
PLATE6" RADIUSBEND, TYP
SURFACE
1/4" AMPLITUDE ROUGHENED
3'-1"
5G2
5G3
1/2" DIA x 6"
HEADED STUD
3G4
R = 2.0"
AR
O
RA
D
3"
C BRGL
8 7/8 "
CC
OR
CF
7
X'-X"
5G2, 2-5G3, 2-3G4 AND 5G5
AT 4" = 9'-4"
28 SPACES 5G5,
1'-6" MIN
INTO GIRDER
3"
3"
3"
15 SPA AT 2" = 2'-6"
7"
2"2"
XX
TYPICAL END ELEVATION
SECTION A-A
TYPICAL SECTION
STRAND PATTERN
SKEWED END DETAILS
BEAM CAMBER DIAGRAM
GIRDER ELEVATION
TY
P
X"
BEARING PLATE
X-XXX
6"
2'-9"
INSERTS OR SLEEVES FOR
GRAFFITI COVER PLATE
TYP AT EXTERIOR GIRDERS
SEE NOTE 6
INSERTS OR SLEEVES FOR
INTERMEDIATE DIAPHRAGMS, TYP
SEE NOTE 5
7" MIN
D
R
C
F
A = GIRDER CAMBER AT RELEASE
A = GIRDER CAMBER AT DECK PLACEMENT (USE 40 DAYS)
B = DEFLECTION DUE TO ALL DEAD LOADS APPLIED TO THE GIRDER
C = GIRDER CAMBER AT CONSTRUCTION AFTER ALL DEAD LOADS APPLIED
C = GIRDER CAMBER AT 20 YEARS
CAMBER NOTES:
BEARING PLATE
8"
5G6
5G6,
TYP
X'-X"
X'-
X"
4"
CG OF ALL STRANDS AT END OF GIRDER
CG OF ALL STRANDS AT CENTER OF GIRDER
=
=
Ee
Ecl
RA BDA
PLAN
LENGTH
GIR
DE
R
TY
PE
f'ci (K
SI)
f'c (
KSI)
JACKING
FORCE
(KIPS)
MINIMUM CONCRETE
COMPRESSION
STRENGTH
HARPED STRAIGHT
JACKING
FORCE
(KIPS) Ee
(INCH)
Ecl
(INCH)
SP
AN
TH
ET
A 1
(DE
G)
TH
ET
A 2
(DE
G)
GIRDER SCHEDULE
GIR
DE
R
XX
CC
FC
X.XX.XX.XX X.X X.XX.XX UBT90 X'-X" XX X.XX
CAMBER
(INCH)
LOCATION OF
CG STRANDSPRESTRESSED
FORCE
AFTER ALL
LOSSES
(KIPS)
CG STRAND NOTES:
XX°XX'XX" XX°XX'XX"XX TO XX X.X X.X XXX.X XXX.X XXX.X
NUMBER
OF
STRANDS
NUMBER
OF
STRANDS
1
2" DIA SLEEVES,
TYP
4
8 S
PA
CE
S A
T 8"
MULTIPLE HOLD DOWN
DEVICES PERMITTED.
STRADDLE HARPING
POINT 6" MIN, 1'-6" MAX
C SPAN
(SYMMETRICAL)
3
TROWEL
SMOOTH
SURFACE
TROWEL
SMOOTH
SURFACE
5
6
STRAIGHT
STRANDS
7
2
2
7'-6"
7'-4"
WS-5G
2 - 5G1 BOT
WITH 2'-0" MIN SPLICE
6-5G1 TOP WITH
2'-0" MIN SPLICE
5G1, TYP
(6 TOTAL)
5G1, TYP
(2 TOTAL)
CLIP TOP FLANGE ONLY
1. INCREASE PLAN LENGTH AS NECESSARY TO COMPENSATE FOR
SHORTENING DUE TO PRESTRESS AND SHRINKAGE.
2. USE 0.6" DIAMETER LOW RELAXATION STRANDS (AASHTO M 203
GRADE 270).
3. DESIGN AND INSTALL LIFTING EMBEDMENTS IN ACCORDANCE WITH
THE STANDARD SPECIFICATIONS.
4. BRACE GIRDERS TO PREVENT TIPPING AND TO CONTROL LATERAL
BENDING DURING SHIPPING. BRACE GIRDERS LATERALLY TO PREVENT
TIPPING UNTIL THE DIAPHRAGMS ARE INSTALLED.
5. SEE "FRAMING PLAN" FOR INTERMEDIATE DIAPHRAGM LOCATIONS
AND SEE "INTERMEDIATE DIAPHRAGM DETAILS" FOR CONNECTION
REQUIREMENTS.
6. USE INSERTS OR SLEEVES FOR GRAFFITI COVER PLATE. ADJUST HOLES
TO AVOID CONFLICT WITH GIRDER STRANDS. SEE "BEARING DETAILS"
FOR LOCATION OF INSERTS OR SLEEVES.
7. NOTIFY ENGINEER IF ACTUAL CAMBER VARIES FROM THEORETICAL
CAMBER BY MORE THAN 2 1/8".
8. EXTEND 8 STRANDS AS SHOWN FOR END OF GIRDER AT BENT ONLY.
CUT ALL OTHER STRANDS FLUSH. OFFSET EXTENDED STRANDS FROM
SPAN TO SPAN. FABRICATOR TO SHOW WHICH STRANDS ARE EXTENDED.
CG STRANDS
8
DEBONDED LENGTH
X'-X"
MIN
1'-0"
DENOTES DEBONDED STRANDS AT ENDx
7"
4 1/4 "
4 1/4 "
STRAND EXTENSION DETAIL
(ONLY 6 - 5G5 AND 5G2)
11 EQ SPACES = 1'- 10"
TYPICALLY
0.4 L
SEE PC GIRDER CHECKLIST FOR
DIRECTION AND COMMENTS NOTED BY
11-J
UL-2013
pw://
MID
V-P
W1.b
kr.m
bakercorp.c
om:Utah/
Docu
ments/01_Projects/126762_
UD
OT_S
TR_
Manual_Phase2/dra
wing
&space;files/
Bridge
&space;W
orking
&space;Dra
wings/10173_
BD
M-
WS-05
H_
UB
T98.d
gn
XXX
PR
OJE
CT N
UM
BE
R
DA
TE
BY
DA
TE
DA
TE
DE
SIG
N
DR
AW
N
CH
EC
K
CH
EC
K
OF
COUNTY
PR
OJE
CT
NU
MB
ER
RE
VISIO
N R
EM
AR
KS
PIN
XX
XX
X
UT
AH D
EP
AR
TM
EN
T
OF
TR
AN
SP
OR
TA
TIO
N
ST
RU
CT
UR
ES DIVISIO
N
UD
OT D
ESIG
N M
AN
AG
ER
SE
NIO
R D
ESIG
N E
NGIN
EE
R
DRAWING NUMBER
RE
V N
O
STRUCTURE NUMBER
AP
PR
OV
ED
FO
R U
SE
BY U
DO
T
AP
PR
OV
AL
RE
CO
MM
SHEET
ST
RU
CT
UR
E N
AM
E
PR
OJE
CT N
AM
E
XXX
X"
C GIRDERL
C GIRDERL
4'-1"
6" 6"
1 1/2 "
= X'-X"
X SPACES AT X"
HARPED
STRANDS
TYP
1'-3"
TYP
2"
TYP
3"
1'-4 1/4 " 6"
4 1/2 "
5 1/8 "
3'-2 1/2 "
3"
3"
3"
TY
P
1"
CL
R
NOTES
Ee
9"
HARPING POINT
Ecl
L
LIFTING LOOPS
SEE NOTE 3
C BRG
2" DIA SLEEVES FOR
DIAPHRAGM REINFORCING
11"
L
C BRGC BRGL L
2"
2" S
PA
CE
S, T
YP
PLAN LENGTH
THETA 1
THETA 2
X'-X"
1" CHAMFER,
TYP
UB
T98 GIR
DE
R D
ET
AIL
S
X"
= X'-X"
X SPACES AT X'-X"
1'-3"
C SPANL
B
X'-X"
PLAN LENGTH
X'-X"
XX°XX"XX"
X'-X"
X'-X"
XX°XX"XX"
C GIRDERL
8" 6" 6" 8"4" 4"
3'-0"
9"
4 3/8 "
4 3/8 "
1'-5 3/4 "
DENOTES STRAIGHT STRANDSDENOTES HARPED STRANDS AT ENDDENOTES HARPED STRANDS AT MIDSPAN
X SPACES AT X'-X" MAX
A
A
1/2" GALVANIZED
PLATE6" RADIUSBEND, TYP
SURFACE
1/4" AMPLITUDE ROUGHENED
3'-1"
5G2
5G3
1/2" DIA x 6"
HEADED STUD
3G4
R = 2.0"
AR
O
RA
D
3"
C BRGL
CC
OR
CF
7
X'-X"
5G2, 2-5G3, 2-3G4 AND 5G5
AT 4" = 10'-4"
31 SPACES 5G5,
1'-6" MIN
INTO GIRDER
3"
3"
3"
15 SPA AT 2" = 2'-6"
7"
2"2"
XX
TYPICAL END ELEVATION
SECTION A-A
TYPICAL SECTION
STRAND PATTERN
SKEWED END DETAILS
BEAM CAMBER DIAGRAM
GIRDER ELEVATION
TY
P
X"
BEARING PLATE
X-XXX
6"
2'-9"
INSERTS OR SLEEVES FOR
GRAFFITI COVER PLATE
TYP AT EXTERIOR GIRDERS
SEE NOTE 6
INSERTS OR SLEEVES FOR
INTERMEDIATE DIAPHRAGMS, TYP
SEE NOTE 5
7" MIN
D
R
C
F
A = GIRDER CAMBER AT RELEASE
A = GIRDER CAMBER AT DECK PLACEMENT (USE 40 DAYS)
B = DEFLECTION DUE TO ALL DEAD LOADS APPLIED TO THE GIRDER
C = GIRDER CAMBER AT CONSTRUCTION AFTER ALL DEAD LOADS APPLIED
C = GIRDER CAMBER AT 20 YEARS
CAMBER NOTES:
BEARING PLATE
8"
5G6
5G6,
TYP
X'-X"
X'-
X"
4"
CG OF ALL STRANDS AT END OF GIRDER
CG OF ALL STRANDS AT CENTER OF GIRDER
=
=
Ee
Ecl
RA BDA
PLAN
LENGTH
GIR
DE
R
TY
PE
f'ci (K
SI)
f'c (
KSI)
JACKING
FORCE
(KIPS)
MINIMUM CONCRETE
COMPRESSION
STRENGTH
HARPED STRAIGHT
JACKING
FORCE
(KIPS) Ee
(INCH)
Ecl
(INCH)
SP
AN
TH
ET
A 1
(DE
G)
TH
ET
A 2
(DE
G)
GIRDER SCHEDULE
GIR
DE
R
XX
CC
FC
X.XX.XX.XX X.X X.XX.XX UBT98 X'-X" XX X.XX
CAMBER
(INCH)
LOCATION OF
CG STRANDSPRESTRESSED
FORCE
AFTER ALL
LOSSES
(KIPS)
CG STRAND NOTES:
XX°XX'XX" XX°XX'XX"XX TO XX X.X X.X XXX.X XXX.X XXX.X
NUMBER
OF
STRANDS
NUMBER
OF
STRANDS
1
2" DIA SLEEVES,
TYP
4
9 S
PA
CE
S A
T 8"
MULTIPLE HOLD DOWN
DEVICES PERMITTED.
STRADDLE HARPING
POINT 6" MIN, 1'-6" MAX
C SPAN
(SYMMETRICAL)
3
TROWEL
SMOOTH
SURFACE
TROWEL
SMOOTH
SURFACE
5
6
STRAIGHT
STRANDS
7
2
2
8'-2"
8'-0"
WS-5H
2 - 5G1 BOT
WITH 2'-0" MIN SPLICE
6-5G1 TOP WITH
2'-0" MIN SPLICE
5G1, TYP
(6 TOTAL)
5G1, TYP(2 TOTAL)
CLIP TOP FLANGE ONLY
1. INCREASE PLAN LENGTH AS NECESSARY TO COMPENSATE FOR
SHORTENING DUE TO PRESTRESS AND SHRINKAGE.
2. USE 0.6" DIAMETER LOW RELAXATION STRANDS (AASHTO M 203
GRADE 270).
3. DESIGN AND INSTALL LIFTING EMBEDMENTS IN ACCORDANCE WITH
THE STANDARD SPECIFICATIONS.
4. BRACE GIRDERS TO PREVENT TIPPING AND TO CONTROL LATERAL
BENDING DURING SHIPPING. BRACE GIRDERS LATERALLY TO PREVENT
TIPPING UNTIL THE DIAPHRAGMS ARE INSTALLED.
5. SEE "FRAMING PLAN" FOR INTERMEDIATE DIAPHRAGM LOCATIONS
AND SEE "INTERMEDIATE DIAPHRAGM DETAILS" FOR CONNECTION
REQUIREMENTS.
6. USE INSERTS OR SLEEVES FOR GRAFFITI COVER PLATE. ADJUST HOLES
TO AVOID CONFLICT WITH GIRDER STRANDS. SEE "BEARING DETAILS"
FOR LOCATION OF INSERTS OR SLEEVES.
7. NOTIFY ENGINEER IF ACTUAL CAMBER VARIES FROM THEORETICAL
CAMBER BY MORE THAN 2 1/8".
8. EXTEND 8 STRANDS AS SHOWN FOR END OF GIRDER AT BENT ONLY.
CUT ALL OTHER STRANDS FLUSH. OFFSET EXTENDED STRANDS FROM
SPAN TO SPAN. FABRICATOR TO SHOW WHICH STRANDS ARE EXTENDED.
MIN
1'-0"
CG STRANDS
8
DEBONDED LENGTH
X'-X"
DENOTES DEBONDED STRANDS AT ENDx
7"
4 1/4 "4 1/4 "
8 7/8 "
STRAND EXTENSION DETAIL
(ONLY 7 - 5G5 AND 5G2)
12 EQ SPACES = 2'-0"
7"
4 1/2 " 2 1/2 "
4"
7"
2 1/2 " 4 1/2 "
N E
QU
AL S
PA
CE
S = D
N E
QU
AL S
PA
CE
S = D
C
EE
CBA F
TYP
2"
TYP
2"
TY
P
G
TY
P
G
2 1/2 "
7"
2 1/2 "
TYP
7"
TYP
2 1/2 "
TYP
2 1/2 "
TYP
7"
2 1/2 "
7"
2"
6"
1'-0"
2"
2"
GIRDER WEB GIRDER WEB GIRDER WEB
GIRDER WEB
H
TY
P
N E
QU
AL S
PA
CE
S = D
H
H
TY
P
N E
QU
AL S
PA
CE
S = D
H
TYP
3"
Dw
T
2"
12"
4"6"
SDDM
XXX
WS-11
INTERMEDIATE DIAPHRAGM
LC EXTERIOR GIRDER
FRONT VIEW
BENT PLATE DIAPHRAGM
LC INTERIOR GIRDER
BENT CONNECTION PLATE
BACKING PLATE
DIAPHRAGM
BENT PLATE
15/16" x 2 3/16"
SLOTTED HOLE,
TYP
15/16" DIA
HOLE, TYP
XXXXX
FA B DC E G H N
52.375
44.375
36.375
28.375
20.375
5
5
4
3
2
2.5
2.5
2.5
2.5
2.5
46.625
38.625
30.625
22.625
14.625
34.625
30.625
24.625
18.625
10.625
38.625
34.625
28.625
22.625
14.625
ITEM LOCATION UNIT
EACHXXXX
BENT PLATE DIAPHRAGM
15/16" DIA HOLE, TYP
15/16" DIA HOLE, TYP
A AB B
SECTION A-A
1" FORMED HOLE1" FORMED HOLE
PLATE
BACKING
4" x 5/16"
PLATE
4" x 5/16" BACKING
7/8" A325 BOLT
BENT PLATE DIAPHRAGM
AND 6
SEE NOTE 3
7/8" A307 BOLT,
2 INSERTS FOR
4" x 5/16" BACKING PLATE, TYP
7/8" A325 BOLT, TYP
4" x 5/16" BACKING PLATE
7/8" A325 BOLT, TYP
7/8" A307 BOLT
7/8" A307 BOLT
8.5
6.5
5.5
4.5
4.5
6.0
4.0
3.0
2.0
2.0
EST QTY
XX DIAPHRAGM (SEE NOTE 8)
NOTES
INCLUDE ALL MATERIAL AND INSTALLATION COST OF GIRDER DIAPHRAGMS IN COST OF GIRDER. 8.
FIELD DRILLING OF BENT CONNECTION PLATE IS PERMITTED.7.
STRAND. COORDINATE CHANGES WITH BENT CONNECTION PLATE SUPPLIER.
ADJUST LOCATION OF INSERTS AND HOLES IN WEB TO AVOID INTERFERENCE WITH PRESTRESSING 6.
11.0 KIPS.
PERPENDICULAR TO WEB. PROVIDE INSERTS WITH A MINIMUM ULTIMATE TENSILE CAPACITY OF
USE THREADED INSERTS FOR DIAPHRAGM CONNECTIONS TO EXTERIOR GIRDERS. PLACE INSERTS 5.
WITH ASTM A153, CLASS C.
USE ASTM F436 WASHERS FOR ALL CONNECTIONS. GALVANIZE ALL WASHERS IN ACCORDANCE 4.
ASTM A153, CLASS C.
CONCRETE CONNECTIONS. GALVANIZE ALL NUTS, BOLTS AND WASHERS IN ACCORDANCE WITH
USE 7/8 INCH DIAMETER ASTM A307, GRADE A, NUTS, BOLTS AND WASHERS FOR STEEL AND 3.
GALVANIZE ALL NUTS AND BOLTS IN ACCORDANCE WITH ASTM A153, CLASS C.
USE 7/8 INCH DIAMETER ASTM A325, TYPE 1, NUTS AND BOLTS FOR STEEL ONLY CONNECTIONS. 2.
CONNECTION ANGLES AND PLATES IN ACCORDANCE WITH ASTM 123.
USE AASHTO M270 GRADE 36 STEEL FOR ALL CONNECTION ANGLES AND PLATES. GALVANIZE ALL 1.
GIRDER Dw
UDBT74
UDBT66
UDBT58
UDBT50
UDBT42
UBT74
UBT66
UBT58
UBT50
UBT42
5
5
4
3
2
2.5
2.5
2.5
2.5
2.5
8.5
6.5
5.5
4.5
4.5
6.0
4.0
3.0
2.0
2.0
46.625
38.625
30.625
22.625
14.625
50.375
42.375
34.375
26.375
18.375
49.625
41.625
33.625
25.625
17.625
44.625
36.625
28.625
20.625
12.625
32.625
28.625
22.625
16.625
8.625
51.625
43.625
35.625
27.625
19.625
36.625
32.625
26.625
20.625
12.625
38.625
34.625
28.625
22.625
14.625
DIAPHRAGM DATA TABLE
SECTION B-B(SKEW < 20°)
SECTION B-B(SKEW > 20°)
TYP
DIAPHRAGM,
BENT PLATETYP
DIAPHRAGM,
BENT PLATE
TYP
DIAPHRAGM,
BENT PLATE
TYP
DIAPHRAGM,
BENT PLATE
SECTION B-B(SKEW = 0°)
TYP6" MIN1/4"
TYP6" MIN1/4"
OPTIONAL K-FRAME(REPLACES BENT PLATE DIAPHRAGM)
L 3" x 3" x 3/8"
L 5" x 5" x 3/8"
6" MIN1/4"
1 1/4" R, TYP
CONNECTION, TYP
1'-2" x 5/16" BENT PLATECONNECTION
1'-7" x 5/16" BENT PLATE
CONNECTION
1'-2" x 5/16" BENT PLATE
7/8" A307 BOLT, TYP
7/8" A325 BOLT, TYP
CONNECTION, TYP
1'-2" x 5/16" BENT PLATE
4" x 5/16" BACKING PLATE, TYP
TYP
1" FORMED HOLE,
TYP
AT EACH BOLT,
6" x 6" x 1/2" PLATE
SEE BENT PLATE CONNECTION
SEE BENT PLATE CONNECTION
T
0.3125
0.3125
0.3125
0.3125
0.3125
0.3125
0.3125
0.3125
0.3125
0.3125
INT
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DIA
TE DIA
PH
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S F
OR P
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7/9/2013
C:\
CA
DD\
ST
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BRID
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WS-11.d
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SECTION B-B
SIDE VIEW
SECTION A-A
SIDE VIEW
COMPLETE TABLE
ONLY LIST WELD SIZE WHEN
REQUIRED WELD IS LARGER
THAN THE MINIMUM.
REVISE TO SHOW NUMBER,
SIZE AND SPACING OF STUDS
7/8" DIA STUD PREFERED 1" DIA
MAX
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BD
M-
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Welded
SteelPlate
Girder
&space;1
of
X.d
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XXX
GIRDER ELEVATION
C BRG ABUTL
CLIP ALL
STIFFENERS
TOP AND
BOTTOMMIN
1'-0"
MIN
1'-0"
INTERMEDIATE STIFFENERSUNLESS OTHERWISE NOTED.ONE SIDE OF WEB ONLY.
INTERMEDIATE
STIFFENER
L
60°
G
60°
G
60°
60°
G
G
NOTES
CROSS FRAME OR DIAPHRAGM STIFFENER
C BRG BENT
MIN
1'-0"
1
2 1/2 TYP
SHEAR STUD DETAIL
3/8
3/8
SEE CLIP DETAIL
CLIP DETAIL
TYP
1"
XX
X-XXX
WE
LD
STIFFENER WELD DETAIL
BEARING STIFFENER
(EACH SIDE OF WEB)
VERTICAL FOR DEAD
LOAD
USE FULL PENETRATION BUTT
WELDS. GRIND TO FLUSH
SURFACE ON OUTSIDE FACE
OF EXTERIOR BEAM ONLY.
TYP
A
B
Tw
AA
(A = 1/4" ± 1/8", B = 1/2" ± 1/4")
Tw
X
7/8" DIA. WELDED
STUD TYPMIN
1 1/2 "
MIN
1 1/2 "
WE
LD
ED S
TE
EL P
LA
TE GIR
DE
R D
ET
AIL
S 1 O
F 7
1 3/8 "
3/8 "
7/8 "
STUD DIMENSIONS
BEARING STIFFENER (EACH SIDE OF WEB)
VERTICAL FOR DEAD LOAD
INTERMEDIATE STIFFENER
SECTION B-B
INTERMEDIATE STIFFENERCURVED GIRDER
LC GIRDER C GIRDERL
SECTION A-A
BEARING STIFFENER
CROSS FRAME OR DIAPHRAGMCONNECTION STIFFENER
FULL
PENETRATION
GROOVE WELD,
OR GRIND
TO BEAR
SKEW <20° SKEW >20°
C GIRDERL
COMPRESSION
FLANGE
TENSION
FLANGE
BB
B B
A A
AA
TIGHT FIT
X SPACES AT [4 x DIA STUD MIN]
4"
OR 6
Tw M
AX
4T
w M
IN
SOLE PLATE
SOLE PLATE
BEARING
STIFFENER OR
CONNECTION
STIFFENER
BEARING
STIFFENER OR
CONNECTION
STIFFENER
PARALLEL
TO SKEW
X
WS-12
1. PROVIDE WELDING, WELDER QUALIFICATIONS, PREQUALIFICATION OF WELD DETAILS
AND INSPECTION OF WELDS CONFORMING TO THE REQUIREMENTS OF THE
AASHTO/AWS D1.5 BRIDGE WELDING CODE.
2. SUBMIT WELDING PROCEDURE FOR APPROVAL BY THE ENGINEER. ASSUME THE USE OF
MANUAL SHIELDED METAL-ARC WELDING FOR THE METHOD OF JOINT PREPERATION FOR
WELDING SHOWN ON THE PLANTS. DO NOT USE THIS OR ANY OTHER WELDING PROCESS
UNTIL APPROVED BY THE ENGINEER.
3. PROVIDE MINIMUM SIZED WELDS REQUIRED BY AASHTO/AWS D1.5 BRIDGE
WELDING CODE D1.5 FOR THE THICKNESS OF THE MATERIAL JOINED UNLESS
OTHERWISE SPECIFIED.
4. ASSUME A 70°F AMBIENT TEMPERATURE OF THE GIRDER FOR DIMENSIONS SHOWN
ON THE PLANS. CORRECT LENGTH USED IN FABRICATION AT THE RATE OF 1/16"
PER EACH 100'-0" OF LENGTH FOR EVERY 10°F DIFFERENCE IN TEMPERATURE TO
ALLOW FOR EXPANSION AND CONTRACTION.
5. PROVIDE STRUCTURAL STEEL CONFORMING TO AASHTO M 270 GRADE 36 FOR
SECONDARY MEMBERS SUCH AS DIAPHRAGMS, STIFFENERS, MASONRY PLATES,
ETC EXCEPT WHEN UNPAINTED WEATHERING STEEL IS SPECIFIED, OR WHEN
OTHERWISE SPECIFIED.
6. DO NOT FIELD WELDING TO GIRDERS EXCEPT WHERE NOTED.
7. BEVEL SOLE PLATES TO MATCH GRADE OF FINISHED ROADWAY.
8. THE MAXIMUM ALLOWED SOLE PLATE TEMPARATURE AT THE ELASTOMERIC
BEARING PAD DURING WELDING IS 400°F.
9. PROVIDE HEADED SHEAR CONNECTOR STUDS CONFORMING TO THE DIMENSION
SHOWN ON THE PLANS. MANUFACTURE FROM STEEL CONFORMING TO THE
REQUIREMENTS OF AASHTO M 169. AUTOMATICALLY END WELD STUDS IN THE FIELD
WITH EQUIPMENT DESIGNED FOR STUD WELDING OPERATIONS. PROVIDE EQUIPMENT
WITH ADEQUATE CAPACITY FOR THE SIZE OF STUD BEING WELDED.
5'-0" IS TYPICAL. VERIFY
AND REVISE AS NEEDED.
FILL IN ACTUAL ANGLE
COMPLETE TABLE. LIST NA
IN ROWS NOT USED
DIMENSION HERE OR PROVIDE
TABLE OF DIMENSIONS.
MAXIMUM UNFACTORED
NONCOMPOSITE DEAD LOAD
TAPERED SOLE PLATE
BETWEEN BEARING PLATE AND
BEARING PAD TO COMPENSATE
FOR GIRDER SLOPE WHEN REQUIRED.
REFER TO THE SDDM FOR GUIDANCE.
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XXX
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X-XXX
C GIRDERL
L
BEARING DETAIL - SIDE VIEW
BEARING DETAIL - END VIEW
L
GIRDER
ELASTOMERIC
BEARING PAD
C GIRDERL
ELASTOMERIC
BEARING PAD
C BRG ABUTL
GRAFFITI COVER LOCATION
GRAFFITI COVER SECTION
1/4
1/4
TYP AT
EACH END
GRAFFITI COVER ELEVATION
GRAFFITI COVER END VIEW
XX
GIRDER A B C D
1 1/4"
1 5/8"
1 7/8"
1'-3 1/2"
1'-6"
1'-6"
5"
6 1/2"
8"
4"
2 1/2"
1"
C ELASTOMERIC
BEARING PAD
7/8" DIA BOLT,
WASHER, AND
NUT REQUIRED,
TYP
BEARING PLAN
6" 3'-0"
4"
15/16" DIA HOLES,
TYP
3'-0" 3'-0" 6"
10'-0"
TYP
1"
BEND LINE
1/4" PLATE 1/4" PLATE, TYP, AT EACH END,
SEE GRAFFITI COVER END
VIEW
1'-10 1/2 "
1 1/2 "
3"
1'-1 1/8"
8 1/4 "
3"
4 1/2 "
5'-0"
2'-0"
TOP OF CONCRETE
C ELASTOMERIC
BEARING PAD
BEARING PLATE
WITH STUDS
120 KIPS
188 KIPS
220 KIPS
BOTTOM FLANGE
OF GIRDER
ELASTOMERIC
BEARING PAD
D
B B
CC
D
B B
A
2"
4"
1/4" END PLATE
EACH END
15/16" HOLE
ALLOWABLE
LOADLOAD*
NUMBER OF
BEARINGS
NOTES
*
C C
UBT42, UBT50
UBT58, UBT66, UBT74
UBT82, UBT90, UBT98
ELASTOMERIC BEARING PAD
DIMENSIONS
XXX KIPS
XXX KIPS
XXX KIPS
XX
XX
XX
XX°XX'XX"
C SUPPORTL
LOAD IS THE DESIGN NONCOMPOSITE DEAD LOAD.
GR
AFFITI
CO
VE
R A
ND E
LA
ST
OM
ERIC P
AD - I
NT
EG
RA
L,
UB
T GIR
DE
R
3'-2 1/2 "
1'-10 7/8 "
WS-13A
1. USE AASHTO M 270 GRADE 36 STEEL FOR GRAFFITI COVER. USE
7/8" DIA ASTM A 307 GRADE A BOLTS WITH ASTM A 563 NUTS AND
ASTM F 436 WASHERS. PAINT GRAFFITI COVER. MATCH GIRDER
COLOR.
2. USE 60 DUROMETER HARDNESS (SHORE A), GRADE 3 ELASTOMER.
1'-4 1/4 "
TAPERED SOLE PLATE
3'-0"
1'-6"
SECTION A-A
A
A
PLAN
TOP OF CONCRETE
TAPERED SOLE PLATE
TAPERED SOLE
PLATE
X"
X"
PROVIDE ELEVATIONS AT ALL CORNERS
OF THE APPROACH SLABS AND AT ANY
BREAK POINTS.
MODIFY DIAGRAM AND TABLE
TO MATCH PROJECT GEOMETRY
PROVIDE STATION TICK MARKS AND
LABEL A MINIMUM OF 2 TICKS PER
SHEET
THE SCREED ELEVATIONS LOCATIONS DIAGRAM AND SCREED
ELEVATION TABLE CAN EXTEND TO MULTIPLE SHEETS FOR LONG
BRIDGES. PROVIDE A TABLE ON EACH SHEET FOR THE ELEVATIONS
INDICATED IN THE DIAGRAM
DEAD LOAD DEFLECTIONS INCLUDE NONCOMPOSITE
AND COMPOSITE LOADS APPLIED AFTER GIRDER
PLACEMENT, BUT DOES NOT INCLUDE THE FWS.
PROVIDE SCREED ELEVATIONS AT EQUAL
SPACES WITH SPACING LESS THAN 17'-6"
10 SPACES PER SPAN IS TYPICAL
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Elev.d
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RE
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AP
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XXXNOTES
25'-0"
1'-0"1'-0"
25'-0"192'-0" (C BRG ABUT #1 TO C BRG ABUT #3)
LC BRG ABUT #1 LC BRG ABUT #3
SCREED ELEVATIONS LOCATION DIAGRAM
EDGE OF
DECK, TYP
C GIRDER 1L
C GIRDER 2L
C GIRDER 3L
C GIRDER 4L
C GIRDER 5L
C GIRDER 6L
C GIRDER 7L
C GIRDER 8L
SC
RE
ED E
LE
VA
TIO
N
XX
L L
N
C GIRDER 9L
C COLD JOINTL C COLD JOINTL
ELEV. 4545.58
ELEV. 4545.88
2700 NORTH
CONTROL LINE
AND PGL
ELEV. 4545.06ELEV. 4545.50
ELEV. 4545.14
ELEV. 4546.33
ELEV. 4545.29ELEV. 4544.77
ELEV. 4545.52
ELEV. 4546.04
ELEV. 4544.69 ELEV. 4545.21
C BENT #2 AND
I-15 CONTROL LINE
41'-5"
37'-5"
78'-10"
L
0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 201
20+00
21+00
X-XXX
SCREED ELEVATION TABLE
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
GIRDER 1ELEV 4545.48 4545.68 4545.86 4546.02 4546.16 4546.28 4546.39 4546.47 4546.53 4546.58 4546.60 4546.61 4546.59 4546.56 4546.50 4546.43 4546.33 4546.22 4546.09 4545.94 4545.77
DL DEFL 0.00 0.05 0.11 0.15 0.18 0.18 0.18 0.15 0.11 0.06 0.00 0.06 0.11 0.15 0.18 0.18 0.18 0.15 0.11 0.05 0.00
GIRDER 2ELEV 4545.66 4545.86 4546.04 4546.20 4546.34 4546.46 4546.57 4546.65 4546.71 4546.76 4546.78 4546.79 4546.77 4546.74 4546.68 4546.61 4546.51 4546.40 4546.27 4546.12 4545.95
DL DEFL 0.00 0.06 0.11 0.16 0.19 0.20 0.19 0.16 0.12 0.06 0.00 0.06 0.12 0.16 0.19 0.20 0.19 0.16 0.11 0.06 0.00
ELEV 4545.84 4546.04 4546.22 4546.38 4546.52 4546.64 4546.75 4546.83 4546.89 4546.94 4546.96 4546.97 4546.95 4546.92 4546.86 4546.79 4546.69 4546.58 4546.45 4546.30 4546.13
DL DEFL 0.00 0.06 0.11 0.16 0.19 0.20 0.19 0.16 0.12 0.06 0.00 0.06 0.12 0.16 0.19 0.20 0.19 0.16 0.11 0.06 0.00
GIRDER 4ELEV 4546.02 4546.22 4546.40 4546.56 4546.70 4546.82 4546.93 4547.01 4547.07 4547.12 4547.14 4547.15 4547.13 4547.10 4547.04 4546.97 4546.87 4546.76 4546.63 4546.48 4546.31
DL DEFL 0.00 0.06 0.11 0.16 0.19 0.20 0.19 0.16 0.12 0.06 0.00 0.06 0.12 0.16 0.19 0.20 0.19 0.16 0.11 0.06 0.00
GIRDER 5ELEV 4546.12 4546.32 4546.50 4546.66 4546.80 4546.92 4547.03 4547.11 4547.17 4547.22 4547.24 4547.25 4547.23 4547.20 4547.14 4547.07 4546.97 4546.86 4546.73 4546.58 4546.41
DL DEFL 0.00 0.06 0.11 0.16 0.19 0.20 0.19 0.16 0.12 0.06 0.00 0.06 0.12 0.16 0.19 0.20 0.19 0.16 0.11 0.06 0.00
ELEV 4545.94 4546.14 4546.32 4546.48 4546.62 4546.74 4546.85 4546.93 4546.99 4547.04 4547.06 4547.07 4547.05 4547.02 4546.96 4546.89 4546.79 4546.68 4546.55 4546.40 4546.23
DL DEFL 0.00 0.06 0.11 0.16 0.19 0.20 0.19 0.16 0.12 0.06 0.00 0.06 0.12 0.16 0.19 0.20 0.19 0.16 0.11 0.06 0.00
GIRDER 7ELEV 4545.76 4545.96 4546.14 4546.30 4546.44 4546.56 4546.67 4546.75 4546.81 4546.86 4546.88 4546.89 4546.87 4546.84 4546.78 4546.71 4546.61 4546.50 4546.37 4546.22 4546.05
DL DEFL 0.00 0.06 0.11 0.16 0.19 0.20 0.19 0.16 0.12 0.06 0.00 0.06 0.12 0.16 0.19 0.20 0.19 0.16 0.11 0.06 0.00
GIRDER 8ELEV 4545.58 4545.78 4545.96 4546.12 4546.26 4546.38 4546.49 4546.57 4546.63 4546.68 4546.70 4546.71 4546.69 4546.66 4546.60 4546.53 4546.43 4546.32 4546.19 4546.04 4545.87
DL DEFL 0.00 0.06 0.11 0.16 0.19 0.20 0.19 0.16 0.12 0.06 0.00 0.06 0.12 0.16 0.19 0.20 0.19 0.16 0.11 0.06 0.00
GIRDER 9ELEV 4545.40 4545.60 4545.78 4545.94 4546.08 4546.20 4546.31 4546.39 4546.45 4546.50 4546.52 4546.53 4546.51 4546.48 4546.42 4546.35 4546.25 4546.14 4546.01 4545.86 4545.69
DL DEFL 0.00 0.05 0.11 0.15 0.18 0.18 0.18 0.15 0.11 0.06 0.00 0.06 0.11 0.15 0.18 0.18 0.18 0.15 0.11 0.05 0.00
19
APPROACH SLAB, TYP
GIRDER 3
GIRDER 6
WS-14
1. FINAL TOP OF CONCRETE DECK ELEVATIONS ARE SHOWN. ADD DEAD LOAD DEFLECTIONS TO THE TOP OF CONCRETE DECK ELEVATIONS TO OBTAIN SCREED ELEVATIONS.
2. ALL ELEVATIONS AND DEAD LOAD DEFLECTIONS VALUES ARE SHOWN IN FEET.
3. SCREED ELEVATIONS ARE PROVIDED AT INTERSECTION OF CENTERLINE OF GIRDER AND SCREED LINE.
(SPAN 1)
10 EQUAL SPACES AT 9'-7 1/4"
(SPAN 2)
10 EQUAL SPACES AT 9'-7 1/4"
MODIFY SCHEMATIC PLAN AND SECTIONS
TO MATCH BRIDGE. THIS WORKING STANDARD
DRAWING SHOWS THE MINIMUM INFORMATION
REQUIRED.
DRAW TO SCALE
SHOW CORRECT GIRDER
ELEVATION FOR STEEL OR
CONCRETE GIRDERS
UPDATE TABLE
USE 8'-0" PANELS AND
ADJUST CLOSURE POURS
UPDATE, ADD OR MODIFY
NOTES
PLACE 5S8 BARS BETWEEN GIRDERS TO
ACCOUNT FOR STEPS AT PANELS DUE TO
SKEW. USE 5S4 (BOTT) BARS IN OVERHANG
SHOW CORRECT GIRDER
ELEVATION FOR STEEL OR
CONCRETE GIRDERS AND
UPDATE REINFORCING
CALLOUTS AS NEEDED
DO NOT PLACE CORNERS OF PANELS
LESS THAN 6" FROM THE FACE OF
ABUTMENT ON BRIDGES WITH SKEWS < 20°.
DO NOT PLACE CORNERS OF PANELS
LESS THAN 8'-0" FROM THE FACE OF
ABUTMENT ON BRIDGES WITH SKEWS > 20°
MATCH DECK
THICKNESS
PANEL WILL BE
VISIBLE IN
SECTION WHEN
BRIDGE IS
SKEWED.
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PR
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CT N
AM
E
XXX
SECTION A-A
END DIAPHRAGM
PARALLEL TO ABUTMENT,
FULL LENGTH (SEE DECK PLAN)
TOP OF GIRDER
5 1/2 "
3 1/2 " C
LR
2 1/2 "
SECTION B-B
SCHEMATIC PLAN
C BRG ABUT #1LC BRG ABUT #2L
400 NORTH
CONTROL LINE
L L
S89°18'5
7"E
C GIRDER 1L
C GIRDER 2L
C GIRDER 3L
C GIRDER 4L
C GIRDER 5L
C GIRDER 6L
C GIRDER 7L
C GIRDER 8L
C GIRDER 9L
L
L
L
L
L
L
L
L
L
L
L
L
L
C GIRDER 10
C GIRDER 11
C GIRDER 12
C GIRDER 13
C GIRDER 14
C GIRDER 15
C GIRDER 16
C GIRDER 17
C GIRDER 18
C GIRDER 19
C GIRDER 20
C GIRDER 21
C GIRDER 22
112'-4"
112'-10"
EDGE OF
DECK, TYP
PANELS, TYP
8'-0" LENGTH
N00°33'36"W
I-15 CONTROL LINE
N
ROW 1
ROW 2
ROW 4
ROW 5
ROW 6
ROW 7
ROW 8
ROW 9
ROW 10
ROW 11
ROW 12
ROW 13
ROW 14
ROW 15
ROW 16
ROW 17
ROW 18
ROW 19
ROW 20
ROW 3
EXTEND ALL PANEL END
BARS INTO CAST-IN-PLACE
CONCRETE, TYP
PRECAST CONCRETE
DECK PANEL, TYP
7+00
8+00
6+00
3065+00
3066+00
HA
LF D
EP
TH P
AN
EL P
LA
N
INTERIOR
PANELS
END
PANELSROW
1 THRU 20
TOTAL
10
200
2
40
B
B
AA
AA
XX
X-XXX
106'-0" C BRG TO C BRG
3'-7" MAX, TYP
3'-4" MIN, TYP
5S2
5S3
5S6
5S9
5S3, TOP
4P2
5S3, BOT
5S6, BOT
CL
R
2 1/2"
4P1
(2) 2" DIA CONDUITS
4S1
9"
TY
P
1'-0"
AT C B
RG
L
1:1
WS-15
PRECAST CONCRETE
DECK PANEL SCHEDULE
5S2
5S8 PERPENDICULARTO GIRDER
5S9 PARALLEL TO
ABUTMENT FULL
LENGTH
1. SEE "PRECAST CONCRETE DECK PANEL - HALF DEPTH"
FOR ADDITIONAL DETAILS.
NOTES
6" MIN
PERPENDICULAR TO GIRDER
5S8
PRECAST CONCRETE
DECK PANEL
ITEM LOCATION UNIT
PRECAST CONCRETE
DECK PANEL
DECK SFXX,XXX
AT END CLOSURE POUR
EST QTY
1
1
1 DRAW TO SCALE
SHOW ACTUAL NUMBER
OF #3 BARS
SHOW CORRECT GIRDER
ELEVATION FOR STEEL
OR CONCRETE GIRDERS
MODIFY WHEN STEEL
GIRDERS ARE USED
SHOW ACTUAL
WIDTH OF TOP
FLANGE
DESIGNERS MUST UPDATE NOTE 14. ASSUME PRESTRESSED GIRDER
CAMBERS VARY FROM THE THEORETICAL C40 UP TO 1" AND STEEL
GIRDERS VARY FROM THEORETICAL BY TOL. TOL AND C40 ARE DEFINED
ON DD-11B
WORKING STANDARD
APPLIES FOR PANELS
UP TO 11'-6"
DIMENSIONS OR CALLOUTS IN BLUE BOXES
REQUIRE REVIEW AND UPDATING.
11-J
UL-2013
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Manual_Phase2/dra
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&space;W
orking
&space;Dra
wings/10173_
BD
M-
WS-16_
Half
DepthPanel
Det.d
gn
XXX
PR
OJE
CT N
UM
BE
R
DA
TE
BY
DA
TE
DA
TE
DE
SIG
N
DR
AW
N
CH
EC
K
CH
EC
K
OF
COUNTY
PR
OJE
CT
NU
MB
ER
RE
VISIO
N R
EM
AR
KS
PIN
XX
XX
X
UT
AH D
EP
AR
TM
EN
T
OF
TR
AN
SP
OR
TA
TIO
N
ST
RU
CT
UR
ES DIVISIO
N
UD
OT D
ESIG
N M
AN
AG
ER
SE
NIO
R D
ESIG
N E
NGIN
EE
R
DRAWING NUMBER
RE
V N
O
STRUCTURE NUMBER
AP
PR
OV
ED
FO
R U
SE
BY U
DO
T
AP
PR
OV
AL
RE
CO
MM
SHEET
ST
RU
CT
UR
E N
AM
E
PR
OJE
CT N
AM
E
XXX
8'-0"
7'-5"
ALL CORNERS OF PANELS
TYP
KEEP ALL PANEL
EDGES PARALLEL
L
A
A
PANEL SET DETAIL
ROADWAY CROSS-SLOPE
MIN
3"
MIN
1"
MIN
2"
SECTION A-A
SECTION THRU TRANSVERSE PANEL JOINT
TIGHT FIT AT TRANSVERSE
PANEL JOINT, PROVIDE
SEAL TO LIMIT CONCRETE
PASSAGE DURING CONCRETE
POUR AT PANEL JOINTS
RIGID PLASTIC FOAM
GIRDER WEB
GIRDER
TOP
FLANGE
TYP
VENT TRAPPED AIR
SECTION C-C
1'-6"1'-6"
2 7/8" 2 7/8"
8'-0"
3 1/2 "
TY
P
2"
1 5/1
6 "
NOTES
SECTION B-B
C GIRDERL
MIN
1"
CL
R
7'-5"
C GIRDERL
3 1/2 "
1 5/1
6 "
C PRESTRESSED
STRANDL
C GIRDERL
C GIRDERL
7'-5"
10'-6"
3"
3"
8'-0" PANEL LENGTH
1'-6"1'-6"
2 7/8"2 7/8"
AT 4 3/4" SPACING
(20) 3/8" PRESTRESSED STRANDS
PLAN
X-XXX
XX
PRECAST CONCRETE
DECK PANEL, TYP
CAST-IN-PLACE DECK
C GIRDER,
TYP
EDGE OF
GIRDER, TYP
PRECAST CONCRETE
DECK PANEL, TYP
RIGID PLASTIC FOAM, TYP
SEE NOTE 13
(20) 3/8" DIA PRESTRESSED STRANDS AT 4 3/4"
#4 BAR
(NO
T I
NC
LU
DE
D I
N R
EIN
FO
RCIN
G S
CH
ED
ULE)
8 - #
4 B
AR
S A
T 1'-0", M
AX
WS-16
TYP
SEE NOTE 14
EXTEND #4 BARS
A MINIMUM
1'-0" AT END
PANELS, TYP
LEAVE CONCRETE
ROUGH (1/8" AMPLITUDE).
CLEAN TOP SURFACE
BY APPROVED METHODS,
FREE OF DIRT AND
LOOSE PARTICLESB
B
C C
PR
EC
AS
T C
ON
CR
ET
E D
EC
K P
AN
EL - H
ALF D
EP
TH
LIFTING DEVICE
LIFTING DEVICE
LIFTING DEVICE,
TYP
9. STRAND PLACEMENT TOLERANCE IS +/- 1/4". PANEL THICKNESS TOLERANCE IS +1/4" TO -1/8".
10. CONCENTRATED CONSTRUCTION LOADS MUST NOT EXCEED 700 LBS UNLESS THE LOAD IS DISTRIBUTED
TO LESS THAN 117 PSF. TOTAL LOADS APPLIED TO ANY PANEL DURING CONSTRUCTION MUST NOT EXCEED
117 PSF.
11. BOTTOM FLEXURAL CRACKS, SAGS GREATER THAN 1/2", OR CAMBERS GREATER THAN 1/2" WILL BE
CONSIDERED EVIDENCE OF MISHANDLING, OVERLOADING, OR EXCEEDING ALLOWABLE TOLERANCE,
AND ARE CAUSE FOR REJECTING PANELS AT THE ENGINEER'S DISCRETION.
12. USE COATED DEFORMED CARBON STEEL BARS CONFORMING TO ASTM A 775 OR AASHTO M 111 AND
AASHTO M 31 GRADE 60, RESPECTIVELY.
13. PROVIDE RIGID PLASTIC FOAM WITH A MINIMUM OF 24.7 PSI COMPRESSION RESISTANCE AT 5%
COMPRESSION DEFORMATION.
14. THE ANTICIPATED HEIGHT OF THE RIGID PLASTIC FOAM VARIES FROM 3/4" MIN TO 3 3/4" MAX.
NOTIFY THE ENGINEER WHEN THE THICKNESS OF THE RIGID PLASTIC FOAM EXCEEDS THESE LIMITS.
1. USE CLASS AA(AE) f 'ci = 4500 PSI AND MINIMUM 28 DAYS STRENGTH f 'c = 6000 PSI.
USE f 'c min = 5000 PSI AT TIME OF THE DECK POUR.
2. USE 3/8" DIA LOW RELAXATION STRANDS MEETING THE REQUIREMENTS
OF AASHTO M 203 GRADE 270. MINIMUM JACKING FORCE PER STRAND (Fi) IS
17.2 KIPS. ESTIMATED FINAL FORCE PER STRAND (Ff) IS 14.3 KIPS.
3. INSTALLATION OF LIFTING DEVICE IS MANDATORY. USE ALL FOUR LIFTING DEVICES
SIMULTANEOUSLY FOR LIFTING THE PANELS. PROVIE DETAILS OF LIFTING DEVICES
ON THE WORKING DRAWINGS.
4. REMOVE ALL CONSTRUCTION DEBRIS FROM GIRDERS AND PANELS PRIOR TO DECK POUR.
PROVIDE ADEQUATE VIBRATION TO FILL VOIDS UNDER PANELS.
5. MAINTAIN THE STABILITY OF THE PANELS ON THE GIRDERS. SUPPORT ERECTED PANELS
UNIFORMLY ALONG THE LENGTH OF THE PANEL. PROVIDE THE TOTAL SLAB THICKNESS
SHOWN ON THE SUPERSTRUCTURE DETAILS.
6. DO NOT WELD REBAR.
7. SEE "DECK PLAN" AND "DECK SECTIONS" FOR LONGITUDINAL AND TRANSVERSE
REINFORCEMENT OVER PANELS.
8. SAWING OF PANELS IS ACCEPTABLE.
COORDINATE NUMBER AND
LENGTH WITH APPROACH
SLAB DRAIN. SEE NOTE 2
ON WS-18
SHOW ACTUAL SIZE OF BOX USED, TYP
VERIFY CORNERS OF BOX
ARE MORE THAN 3" FROM
THE SLEEPER SLAB
UPDATE NOTES AND
QUANTITY TABLE.
DELETE SLEEPER BEAM TYPE NOT USED.
UPDATE GEOMETRY AND CONTROL LINE
INFORMATION. DEFINE THE SLEEPER SLAB
AND APPROACH SLAB ELEVATIONS AT ENDS,
CONTROL LINES, PROFILE LINES AND AT ANY
BREAK IN SLOPE IN THE SLEEPER SLAB AND
APPROACH SLAB.
MODIFY SHEET TO MATCH
BRIDGE.THIS WORKING
STANDARD SHOWS THE
MINIMUM INFORMATION
REQUIRED AND THE MINIMUM
REINFORCING SIZE AND SPACING.
COORDINATE REINFORCING
CALLOUT WITH DECK PLAN.
MINIMUM RENFORCING IS
#8 AT 12".
WORKING STANDARD
IS ONLY APPLICABLE
TO BRIDGE WIDTHS
GREATER THAN 35 FT
11-J
UL-2013
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BD
M-
WS-17
A_
App
Slab
Plan
Ske
w&space;0
&space;t
o&space;3
0.d
gn
XXX
PR
OJE
CT N
UM
BE
R
DA
TE
BY
DA
TE
DA
TE
DE
SIG
N
DR
AW
N
CH
EC
K
CH
EC
K
OF
COUNTY
PR
OJE
CT
NU
MB
ER
RE
VISIO
N R
EM
AR
KS
PIN
XX
XX
X
UT
AH D
EP
AR
TM
EN
T
OF
TR
AN
SP
OR
TA
TIO
N
ST
RU
CT
UR
ES DIVISIO
N
UD
OT D
ESIG
N M
AN
AG
ER
SE
NIO
R D
ESIG
N E
NGIN
EE
R
DRAWING NUMBER
RE
V N
O
STRUCTURE NUMBER
AP
PR
OV
ED
FO
R U
SE
BY U
DO
T
AP
PR
OV
AL
RE
CO
MM
SHEET
ST
RU
CT
UR
E N
AM
E
PR
OJE
CT N
AM
E
XXX
NOTES
2'-0" 3'-0"
5'-0"
N
LC BRG ABUT #1
25'-0"
7"
59'-4"
OU
T T
O O
UT
I-15
CONTROL LINE
A
A
B
APPROACH SLABDRAIN, TYP
7" 7"
29'-8"
29'-8"
ELEV XXXX.XXELEV XXXX.XX
X-XXX
XX
7"
5AS6
5AS6
15 - 4AS1 AT 4"
15 - 4AS1 AT 4"
15 - 4AS1 AT 4"
15 - 4AS1 AT 4"
ELEV XXXX.XX
ELEV XXXX.XX
ELEV XXXX.XX
3'-0"
5'-0"
L
I-15
CONTROL LINE
ELEV XXXX.XXELEV XXXX.XX
I-15 CONTROL LINE
8S5
IN STEM
AL
ON
G C S
LE
EP
ER B
EA
M
59'-4"
L
AL
ON
G C S
LE
EP
ER B
EA
M
59'-4"
L
WS-17A
END OF APPROACH
SLAB
12 - 4AS9, 6 TOP AND 6 BOT
STA XX+XX.XX
1'-0"
1'-0"
C SLEEPER BEAM STEM
2 - 4AS9
12 - 4AS9, 6 TOP AND 6 BOT
FG ELEV XXXX.XX
3" 3"
END OF APPROACH
SLAB
3" 3"
STA XX+XX.XX
FG ELEV XXXX.XX
STA XX+XX.XX
FG ELEV XXXX.XX
STA XX+XX.XX
FG ELEV XXXX.XX
FG ELEV XXXX.XX FG ELEV XXXX.XX
FG ELEV XXXX.XX FG ELEV XXXX.XX
ITEM LOCATION UNIT
60 - 4
AS8 A
T 1
2"
TO
P A
ND B
OT
AT EQ SPA
SLEEPER BEAM PLAN (PCCP)
APPROACH SLAB PLAN
SLEEPER BEAM PLAN (HMA OR PCCP)
AT EQ SPA
60 - 4
AS10 A
T 1
2"
60 - 4
AS8 A
T 1
2"
TO
P A
ND B
OT
STRUCTURAL CONCRETE APPROACH SLAB AT ABUT #1 XXX CU YD
15 - 4AS1 AT 12"
19 - 5AS7 AT 12"
FRONT FACE OF
PARAPET
25 - 4AS4 AT 12" TOP, 34 - 6AS5 AT 9" BOTTOM
15 - 4AS1 AT 12"
19 - 5AS7 AT 12"
FRONT FACE OF
PARAPET
21 - 5AS9 AT 6"
1. SLEEPER BEAM ELEVATIONS SHOWN CORRESPOND
TO BOTTOM OF SLEEPER BEAM UNLESS INDICATED
BY FG ELEV (FINISHED GRADE ELEVATION).
2. USE A CAST-IN-PLACE OR PRECAST SLEEPER BEAM.
3. FIELD CUT OR BEND APPROACH SLAB REINFORCING TO
CLEAR APPROACH SLAB DRAINS.
4. SEE "APPROACH SLAB DRAIN DETAILS" FOR LOCATIONS
OF DRAINS.
5. SEE "APPROACH SLAB DETAILS" FOR SECTION A-A, B-B AND
BACK TO BACK PARAPET DETAILS.
FG ELEV XXXX.XXELEV XXXX.XX
ELEV XXXX.XX ELEV XXXX.XX
ELEV XXXX.XX ELEV XXXX.XX
B B
PL
AC
E R
EIN
FO
RCIN
G P
AR
ALLE
L T
O C
ON
TR
OL LIN
E
60 - 4
AS3 A
T 1
2"
TO
P, 119 - 1
0A
S2 A
T 6"
BO
TT
OM
AP
PR
OA
CH S
LA
B P
LA
N, S
KE
W 0
0 T
O 3
0 D
EG
RE
ES
EST QTY
COORDINATE NUMBER AND
LENGTH WITH APPROACH
SLAB DRAIN. SEE NOTE 2
ON WS-18
SHOW ACTUAL SIZE OF BOX USED, TYP
UPDATE NOTES AND
QUANTITY TABLE.
MODIFY SHEET TO MATCH
BRIDGE.THIS WORKING
STANDARD SHOWS THE
MINIMUM INFORMATION
REQUIRED AND THE MINIMUM
REINFORCING SIZE AND SPACING.
DELETE SLEEPER BEAM TYPE NOT USED. UPDATE GEOMETRY AND CONTROL LINEINFORMATION. DEFINE THE SLEEPER SLAB AND APPROACH SLAB ELEVATIONS AT ENDS, CONTROL LINES, PROFILE LINES AND AT ANY BREAK IN SLOPE IN THE SLEEPER SLAB ANDAPPROACH SLAB.
COORDINATE REINFORCING
CALLOUT WITH DECK PLAN.
MINIMUM RENFORCING IS
#8 AT 12".
VERIFY CORNERS
OF BOX ARE MORE
THAN 3" FROM THE
SLEEPER SLAB.
WORKING STANDARD
IS ONLY APPLICABLE
TO BRIDGE WIDTHS
GREATER THAN 35 FT
11-J
UL-2013
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OT_S
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Manual_Phase2/dra
wing
&space;files/
Bridge
&space;W
orking
&space;Dra
wings/10173_
BD
M-
WS-17
B_
App
Slab
Plan
Ske
w&space;3
0&space;t
o&space;5
0.d
gn
XXX
PR
OJE
CT N
UM
BE
R
DA
TE
BY
DA
TE
DA
TE
DE
SIG
N
DR
AW
N
CH
EC
K
CH
EC
K
OF
COUNTY
PR
OJE
CT
NU
MB
ER
RE
VISIO
N R
EM
AR
KS
PIN
XX
XX
X
UT
AH D
EP
AR
TM
EN
T
OF
TR
AN
SP
OR
TA
TIO
N
ST
RU
CT
UR
ES DIVISIO
N
UD
OT D
ESIG
N M
AN
AG
ER
SE
NIO
R D
ESIG
N E
NGIN
EE
R
DRAWING NUMBER
RE
V N
O
STRUCTURE NUMBER
AP
PR
OV
ED
FO
R U
SE
BY U
DO
T
AP
PR
OV
AL
RE
CO
MM
SHEET
ST
RU
CT
UR
E N
AM
E
PR
OJE
CT N
AM
E
XXX
ELEV XXXX.XX
XX
LC BRG ABUT #1
2" x 2" CHAMFER
NOTES
L
ELEV XXXX.XX
2'-0"
3'-0"
5'-0"
ALO
NG C S
LEEPE
R B
EA
M
34'-7 3/4 "
L
L
L
ELEV XXXX.XX
ELEV XXXX.XX
2" x 2" CHAMFER
2" x 2" CHAMFER
ELEV XXXX.XX
ELEV XXXX.XX
I-15 CONTROL LINE
ELEV XXXX.XXELEV XXXX.XX
ALO
NG C S
LEEPE
R B
EA
M
34'-7 3/4 "
ALO
NG C S
LEEPE
R B
EA
M
34'-1 1/8 "
L
L
L
ELEV XXXX.XXELEV XXXX.XX
I-15 CONTROL LINE
5'-0"
3'-0"
ELEV XXXX.XX
ELEV XXXX.XX
2" x 2" CHAMFER
1'-0" 1'-
0"
X-XXX
15 - 4AS1 AT 4"
15 - 4AS1 AT 4"
7"7"
2" x 2" CHAMFER 5AS6
60'-0"
OU
T T
O O
UT
25'-0"
5AS6
I-15
CONTROL LINE
15 - 4AS1 AT 4"
15 - 4AS1 AT 4"
7" 7"34'-7 3/4 "
34'-7 3/4 "
6"
6"
A
A
B
B
ALO
NG C S
LEEPE
R B
EA
M
34'-7 3/4 "
ALO
NG C S
LEEPE
R B
EA
M
69'-3 1/2 "
ALO
NG C S
LEEPE
R B
EA
M
68'-9
"
8S5
APPROACH
SLAB DRAIN,
TYP
AT 6", B
OT
13 - 1
0A
S11
AT 6", B
OT
13 - 1
0A
S11
69'-3 1/2 "
WS-17B
END OF APPROACH SLAB
12 - 4A
S9, 6 T
OP AND
6 BOT
C SLEEPER BEAM STEM
FG ELEV XXXX.XX
12 - 4A
S9, 6 T
OP AND
6 BOT
IN S
TEM2
- 4AS9
FG ELEV XXXX.XX
STA XX+XX.XXFG ELEV XXXX.XX
STA XX+XX.XX
FG ELEV XXXX.XX
STA XX+XX.XX
FG ELEV XXXX.XX
STA XX+XX.XX
ITEM LOCATION UNIT
FG ELEV XXXX.XX
FG ELEV XXXX.XX
FG ELEV XXXX.XX
FG ELEV XXXX.XX
END OF APPROACH SLAB
AT EQ S
PA
AT EQ S
PA
SLEEPER BEAM PLAN (PCCP)
APPROACH SLAB PLAN
SLEEPER BEAM PLAN (HMA OR PCCP)
STRUCTURAL CONCRETE APPROACH SLAB AT ABUT #1 XXX CU YD
1. SLEEPER BEAM ELEVATIONS SHOWN CORRESPOND
TO BOTTOM OF SLEEPER BEAM UNLESS INDICATED
BY FG ELEV (FINISHED GRADE ELEVATION).
2. USE A CAST-IN-PLACE OR PRECAST SLEEPER BEAM.
3. FIELD CUT OR BEND APPROACH SLAB REINFORCING TO
CLEAR APPROACH SLAB DRAINS.
4. SEE "APPROACH SLAB DRAIN DETAILS" FOR LOCATIONS
OF DRAINS.
5. SEE "APPROACH SLAB DETAILS" FOR SECTION A-A, B-B AND BACK
TO BACK PARAPET DETAILS.
23 - 1
0AS2 A
T 6" B
OT
12 - 4
AS3 A
T 1
2" T
OP
15 - 4AS1 AT 12"
57 - 4
AS3 A
T 1
2" T
OP, 1
13 - 1
0AS2 A
T 6" B
OT
23 - 1
0AS2 A
T 6" B
OT
12 - 4
AS3 A
T 1
2" T
OP
19 - 5AS7 AT 12"
15 - 4AS1 AT 12"
22 - 5AS9 AT 6"
29 - 6A
S5 A
T 9" B
OT
21 - 4A
S4 A
T 12" T
OP
19 - 5AS7 AT 12"
FRONT FACE
OF PARAPET
FRONT FACE
OF PARAPET
N
B
70 - 4
AS8 A
T 1
2" (-) T
OP A
ND B
OT
70 - 4
AS8 A
T 1
2" (-) T
OP A
ND B
OT
70 - 4
AS10 A
T 1
2" (-) T
OP A
ND B
OT
AP
PR
OA
CH S
LA
B P
LA
N, S
KE
W 3
0 T
O 5
0 D
EG
RE
ES
EST QTY
DELETE SECTIONS AND DETAILS
THAT ARE NOT APPLICABLE.
DRAW ABUTMENT
TO SCALE
DRAW ABUTMENT
TO SCALE
BACKER ROD WITH
SEALANT SHOWN.
DRAW ACTUAL JOINT
WIDTH/TYPE REQUIRED.
SEE DD-14A FOR JOINT
TYPES AND TYPICAL
DETAILS.
MATCH EDGE OF
DECK DIMENSION
REMOVE CALLOUT AND BARS
IF SKEW IS LESS THAN OR EQUAL
TO 30°, TYP
11-J
UL-2013
pw://
MID
V-P
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om:Utah/
Docu
ments/01_Projects/126762_
UD
OT_S
TR_
Manual_Phase2/dra
wing
&space;files/
Bridge
&space;W
orking
&space;Dra
wings/10173_
BD
M-
WS-18_
App
Slab
Det.d
gn
XXX
PR
OJE
CT N
UM
BE
R
DA
TE
BY
DA
TE
DA
TE
DE
SIG
N
DR
AW
N
CH
EC
K
CH
EC
K
OF
COUNTY
PR
OJE
CT
NU
MB
ER
RE
VISIO
N R
EM
AR
KS
PIN
XX
XX
X
UT
AH D
EP
AR
TM
EN
T
OF
TR
AN
SP
OR
TA
TIO
N
ST
RU
CT
UR
ES DIVISIO
N
UD
OT D
ESIG
N M
AN
AG
ER
SE
NIO
R D
ESIG
N E
NGIN
EE
R
DRAWING NUMBER
RE
V N
O
STRUCTURE NUMBER
AP
PR
OV
ED
FO
R U
SE
BY U
DO
T
AP
PR
OV
AL
RE
CO
MM
SHEET
ST
RU
CT
UR
E N
AM
E
PR
OJE
CT N
AM
E
XXX
NOTES
SECTION A-A
DETAIL A
APPROACH SLAB
1/2 " 3/8 "
1'-1"
TY
P
2 1/2 " C
LR
TY
P
3"
CL
R
PREFORMED
JOINT FILLER
GAP
2"
1'-1"
BACK TO BACK PARAPETS DETAILS
1'-3"
CL
R
3"
5'-0"
CL
R
3"
1'-1"
6"
BOND BREAKERCONCRETE
PAVEMENTSEE DETAIL A
END OF
APPROACH SLAB
C COLD JOINTL
9"
GA
P
5"
WINGWALL
1'-6" 1"
6"1'-0"
6"
CL
R
3"
1'-1"
2 - 5AS6, A.S.
7"
CL
R
2 1/2 "
X-XXX
XX
AP
PR
OA
CH S
LA
B D
ET
AIL
S
1'-3"
1'-0"
3'-0"
CL
R
3"
5'-0"
BOND BREAKER
CL
R
3"
6"
1'-1"
SEE DETAIL A
C COLD JOINTL
1'-0"
END OF
APPROACH SLAB
L
SECTION B-B (PCCP)
SELF-LEVELING, NON-SAG
ELASTOMERIC JOINT
SEALANT
SLEEPER STEM/
CONCRETE PAVEMENT4AS1
4AS3, TOP
5AS7
6AS5
4AS4
4AS1
4AS4
6AS5
6AS5
4AS4
4AS1
4AS3
4AS8
4AS3
4AS104AS8
10AS210AS2
WS-18
7"
7"
3'-0"
2'-0"
3" 3"
4AS9, TOP AND BOT
2" CHAMFER
2" CHAMFER
3" RIGID PLASTIC FOAM
2" CHAMFER
2" CHAMFER
4AS9, TOP AND BOT3" 3"
C SLEEPER BEAM STEM
4AS9, A.S.
HMA OR PCCPMATCH SLOPE
OF ROADWAY
SECTION B-B (HMA OR PCCP)
1. SEE "APPROACH SLAB PLAN" FOR LOCATIONS OF SECTIONS A-A
AND B-B.
2. EXTEND THICKENED EDGE AS SHOWN WHEN NO APPROACH SLAB
DRAIN IS PRESENT. EXTEND THICKENED EDGE TO APPROACH SLAB
DRAIN WHEN THE APPROACH SLAB DRAIN IS PRESENT.
A
10AS11
10AS2, BOT
LOCATION
DESIGN OPENINGS INSTALLATION LIMITSTOTAL FACTORED DESIGN MOVEMENT
JOINT DATA TABLE
PERPENDICULAR TO THE
CENTERLINE OFTHE JOINT
(INCH)
MAXIMUMOPENING,
A(INCH)
MAX
MINIMUMOPENING,
A(INCH)
MIN
OPENING ATSETTING
TEMPERATURE, T=60°F,
A(INCH)
SET
10AS11
4AS3, TOP 4AS3, TOP
10AS11
BACKER ROD
NOTE:
INSTALL BACKER ROD AND JOINT
SEALANT IN STRICT CONFORMANCE
WITH MANUFACTURER INSTRUCTIONS.
10AS2 BOT
10AS2 BOT
3" RIGID PLASTIC FOAM
THICKENED
EDGE BEYOND,
SEE NOTE 2
MEASURED ALONG CONTROL LINE
25'-0"
6AS5, BOT
4AS4, TOP
THICKENED
EDGE BEYOND,
SEE NOTE 2
MEASURED ALONG CONTROL LINE
25'-0"
6AS5, BOT
4AS4, TOP
IN DIRECTION OF
MOVEMENT(INCH)
PARALLEL TO THE
CENTERLINE OF THE
JOINT (INCH)
MINIMUMINSTALLATIONTEMPERATURE
(°F)
MAXIMUMINSTALLATIONTEMPERATURE
(°F)
DIMENSION AADJUSTMENT
PER 10°F (INCH)
5AS9
BICYCLE - SAFE GRATE SHOWN.
UPDATE IF REQUIRED.
2'-4 1/2"
STANDARD
2'-4 3/8"
BICYCLE SAFE
DRAW TO SCALE
SHOW ACTUAL
ORIENTATION/
NUMBER OF PIPES
SHOW ACTUAL
ORIENTATION/
NUMBER OF PIPES
MODIFY VIEW FOR
ACTUAL GEOMETRY
LIST DIMENSION
MODIFY TYPICAL PLAN, DRAIN LOCATION
PLAN AND TABLE, SECTIONS TO MATCH
BRIDGE. THIS WORKING STANDARD SHOWS
MINIMUM INFORMATION REQUIRED.
DRAW TO SCALE
11-J
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BD
M-
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A_
ApproachSlab
Drainl
Det
&space;2
X2
&space;Grate.d
gn
XXX
PR
OJE
CT N
UM
BE
R
DA
TE
BY
DA
TE
DA
TE
DE
SIG
N
DR
AW
N
CH
EC
K
CH
EC
K
OF
COUNTY
PR
OJE
CT
NU
MB
ER
RE
VISIO
N R
EM
AR
KS
PIN
XX
XX
X
UT
AH D
EP
AR
TM
EN
T
OF
TR
AN
SP
OR
TA
TIO
N
ST
RU
CT
UR
ES DIVISIO
N
UD
OT D
ESIG
N M
AN
AG
ER
SE
NIO
R D
ESIG
N E
NGIN
EE
R
DRAWING NUMBER
RE
V N
O
STRUCTURE NUMBER
AP
PR
OV
ED
FO
R U
SE
BY U
DO
T
AP
PR
OV
AL
RE
CO
MM
SHEET
ST
RU
CT
UR
E N
AM
E
PR
OJE
CT N
AM
E
XXX
AP
PR
OA
CH S
LA
B D
RAIN D
ET
AIL
S 2
X2 G
RA
TE
X-XXX
XX
I-15 SB
PGL
I-15
CONTROL LINE
I-15 NB
PGL
400 NORTH
CONTROL LINE
LLC BRG ABUT #1 C BRG ABUT #2
3065+00
3066+00
DRAIN LOCATION PLAN
ISOMETRIC
NOTES
AA
TYPICAL PLAN
C DRAINL
LOCATION REFERENCE POINT,
SEE APPROACH SLAB DRAIN
LOCATION TABLE FOR STATION,
OFFSET AND ELEVATION
B
B
N
SECTION A-A
2 - 5CB1, A.S.2'-6"6" 6"
3'-6"
TY
P
3"
CL
R
C DRAINL
1'-2 1/2 " 1'-2 1/2 "
1'-1"
6"
2" SLOPE TO GRATE
3"
2 - 5CB2, A.S.
ANCHOR BAR
2'-0"
1'-11 1/8 "
C DRAINL
1/2"
2" SLOPE TO GRATE
5CB1
SECTION B-B
6"2'-6"6"
3'-6"
4 - 5CB2, A.S.
5CB2 5C
B3
3"
FRAME ANGLE
FRAME BAR
STATIONDRAINAGE PLANS
DESIGNATION
3 4636.84 4630.27CB (B2) 01-4 3065+01.38
APPROACH SLAB DRAIN LOCATION TABLE
2'-4 1/2 "
PIPE
SEE NOTE 2
4'-0"
ANCHOR BAR
PIPE
SEE NOTE 2
10"
END OF APPROACH SLAB
5CB2
1/2"
WS-19A
1'-0" MAX
3" MIN
DRAIN 2
SEE NOTE 3
DRAIN 4
SEE NOTE 3
DRAIN 1
SEE NOTE 3
SLEEPER BEAM
1. FIELD CUT OR BEND REINFORCING STEEL TO CLEAR
APPROACH SLAB DRAINS OR PIPE INLETS.
2. SEE DRAINAGE PLANS AND PROFILES FOR PIPE SIZES
AND ADDITIONAL INFORMATION.
3. SEE APPROACH SLAB DRAIN DETAILS 2X4 FOR DRAINS
1, 2 AND 4.
GRATE AND FRAMEPER UDOT STD. DWG. NO. GF 8
PA
RA
PE
T, T
YP
1'-5"
EDGE OF SLEEPERBEAM BELOW
DRAIN
1.67 RT
TOP OF GRATE
ELEVATION (FEET)
BOX INVERT
ELEVATION (FEET)
17+00
18+00
DRAIN 3
PARAPET NOT SHOWN
4 - 5
CB3 A
T E
Q S
PA
PA
RA
PE
T, T
YP
2" F
RO
M E
DG
E O
F
DRAIN 3 SHOWN
OFFSET
(FEET)
DRAW TO SCALE DRAW TO SCALE
SHOW ACTUAL
ORIENTATION/
NUMBER OF PIPES
SHOW ACTUAL
ORIENTATION/
NUMBER OF PIPES
MODIFY VIEW FOR
ACTUAL GEOMETRY
LIST DIMENSION
MODIFY TYPICAL PLAN, DRAIN LOCATION
PLAN AND TABLE, SECTIONS TO MATCH
BRIDGE. THIS WORKING STANDARD
SHOWS MINIMUM INFORMATION REQUIRED.
11-J
UL-2013
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Docu
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UD
OT_S
TR_
Manual_Phase2/dra
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Bridge
&space;W
orking
&space;Dra
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BD
M-
WS-19
B_
ApproachSlab
Drainl
Det
&space;2
X4
&space;Grate.d
gn
XXX
PR
OJE
CT N
UM
BE
R
DA
TE
BY
DA
TE
DA
TE
DE
SIG
N
DR
AW
N
CH
EC
K
CH
EC
K
OF
COUNTY
PR
OJE
CT
NU
MB
ER
RE
VISIO
N R
EM
AR
KS
PIN
XX
XX
X
UT
AH D
EP
AR
TM
EN
T
OF
TR
AN
SP
OR
TA
TIO
N
ST
RU
CT
UR
ES DIVISIO
N
UD
OT D
ESIG
N M
AN
AG
ER
SE
NIO
R D
ESIG
N E
NGIN
EE
R
DRAWING NUMBER
RE
V N
O
STRUCTURE NUMBER
AP
PR
OV
ED
FO
R U
SE
BY U
DO
T
AP
PR
OV
AL
RE
CO
MM
SHEET
ST
RU
CT
UR
E N
AM
E
PR
OJE
CT N
AM
E
XXX
AP
PR
OA
CH S
LA
B D
RAIN D
ET
AIL
S 2
X4 G
RA
TE
X-XXX
XX
AA
NOTES
TYPICAL PLAN
C DRAINL
LOCATION REFERENCE POINT,
SEE APPROACH SLAB DRAIN
LOCATION TABLE FOR STATION,
OFFSET AND ELEVATION
PA
RA
PE
T
1'-5"
PA
RA
PE
T
2" F
RO
M E
DG
E O
F
B
B
DRAIN LOCATION PLAN
I-15 SB
PGL
I-15
CONTROL LINE
I-15 NB
PGL
400 NORTH
CONTROL LINE
DRAIN 1
DRAIN 2
DRAIN 4
LLC BRG ABUT #1 C BRG ABUT #2
3065+00
3066+00
ISOMETRIC
SECTION A-A
SECTION B-B
2 - 5CB4, A.S.
2'-6"6" 6"
3'-6"
TY
P
3"
CL
R
C DRAINL
9 1/2 " 9 1/2 "1'-1"
6"
4'-3 1/8" (D
RAIN 4)
2" SLOPE TO GRATE
7"
4'-2"
4'-0 1/2 "
C DRAINL
6"4'-0"6"
5'-0"
5CB4
FRAME ANGLE
ANCHOR BAR
2" SLOPE TO GRATE
3 1/2"
1/2"
N
DRAIN
NO.
1
2
STATIONDRAINAGE PLANS
DESIGNATION
4
4633.87
4634.53
4636.14
4629.07
4630.25
4630.79
CB (B2) 01-2
CB (B2) 01-3
CB (B2) 01-6
3065+03.55
3065+01.40
3064+99.10
APPROACH SLAB DRAIN LOCATION TABLE
END OF
APPROACH
SLAB
FRAME ANGLE
1'-2"
3'-2 3/8" (D
RAIN 2)
3'- 8 1/2" (D
RAIN 1)
SLEEPER BEAM
PIPE,
SEE NOTE 2
PIPE,
SEE NOTE 25CB5, DRAIN 1
5CB6, DRAIN 2
5CB7, DRAIN 4
5CB8, DRAIN 1
5CB9, DRAIN 2
5CB10, DRAIN 4
1/2"
3 1/2"
2 - 5CB8, A.S. DRAIN 1
2 - 5CB9, A.S. DRAIN 2
2 - 5CB10, A.S. DRAIN 4
5C
B11
1'-7 1/2 "
WS-19B
GRATE AND FRAME
PER UDOT STD. DWG.
NO. GF 16
DRAIN 3
SEE NOTE 3
1'-0" MAX
3" MIN
1. FIELD CUT OR BEND REINFORCING STEEL TO CLEAR
APPROACH SLAB DRAINS OR PIPE INLETS.
2. SEE DRAINAGE PLANS AND PROFILES FOR PIPE SIZES
AND ADDITIONAL INFORMATION.
3. SEE APPROACH SLAB DRAIN DETAILS 2X2 GRATE FOR
DRAIN 3.
EDGE OF SLEEPER BEAM BELOW
17+00
18+00
111.33 LT
1.67 LT
110.83 RT
TOP OF GRATE
ELEVATION (FEET)
BOX INVERT
ELEVATION (FEET)
OFFSET
(FEET)
DRAIN 1 SHOWN, DRAIN 2 AND 4 SIMILAR
DR
AIN 1, 2 A
ND 4
4 - 5
CB11 A
T E
Q S
PA
PARAPET NOT SHOWN
5 - 5CB5, A.S. DRAIN 1
5 - 5CB6, A.S. DRAIN 2
5 - 5CB7, A.S. DRAIN 4
11-J
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&space;W
orking
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BD
M-
WS-19
C_
ApproachSlab
Drain
Det.d
gn
XXX
PR
OJE
CT N
UM
BE
R
DA
TE
BY
DA
TE
DA
TE
DE
SIG
N
DR
AW
N
CH
EC
K
CH
EC
K
OF
COUNTY
PR
OJE
CT
NU
MB
ER
RE
VISIO
N R
EM
AR
KS
PIN
XX
XX
X
UT
AH D
EP
AR
TM
EN
T
OF
TR
AN
SP
OR
TA
TIO
N
ST
RU
CT
UR
ES DIVISIO
N
UD
OT D
ESIG
N M
AN
AG
ER
SE
NIO
R D
ESIG
N E
NGIN
EE
R
DRAWING NUMBER
RE
V N
O
STRUCTURE NUMBER
AP
PR
OV
ED
FO
R U
SE
BY U
DO
T
AP
PR
OV
AL
RE
CO
MM
SHEET
ST
RU
CT
UR
E N
AM
E
PR
OJE
CT N
AM
E
XXX
RE
BA
R S
CH
ED
ULE
X-XXX
XX
WS-30
L
LC BRG ABUT #X
PER PROJECT SPECIFIC
AESTHETIC PLAN, 6" TYP
PER PROJECT SPECIFIC
AESTHETIC PLAN, 6" TYP
PER PROJECT SPECIFIC
AESTHETIC PLAN, 6" TYP
PER PROJECT SPECIFIC
AESTHETIC PLAN, 6" TYP
USE COLD JOINT FOR INTEGRAL ABUTMENTS.
USE EXPANSION JOINT IF EXPANSION JOINT IS
PRESENT. COVER PLATE IS REQUIRED IF JOINT
OPENING IS > 4".CHANGES WITH SKEW
PLACE JOINT IN PARAPET PARALLEL
TO SKEW WHEN ANGLE IS FROM 60°
TO 90°.
PLACE JOINT IN PARAPET AS SHOWN
WHEN ANGLE IS LESS THAN 60°.
UPDATE AS NEEDED
REQUIRED ON EACH SIDE OF DETAIL D
JOINTS OR EXPANSION JOINTS. ADD
ADDITIONAL CALLOUTS AS NEEDED.
CHANGES WITH SKEW.
TYPICALLY 25'-0" WHEN
SKEW IS FROM 0° TO 30°
UPDATE AS NEEDED TO
MATCH PARAPET LENGTH.
MAX SPACING IS 12"
UPDATE AS NEEDED TO
MATCH PARAPET LENGTH.
MAX SPACING IS 12"
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A_42in
Single
Slope
Parapet.d
gn
XXX
PR
OJE
CT N
UM
BE
R
DA
TE
BY
DA
TE
DA
TE
DE
SIG
N
DR
AW
N
CH
EC
K
CH
EC
K
OF
COUNTY
PR
OJE
CT
NU
MB
ER
RE
VISIO
N R
EM
AR
KS
PIN
XX
XX
X
UT
AH D
EP
AR
TM
EN
T
OF
TR
AN
SP
OR
TA
TIO
N
ST
RU
CT
UR
ES DIVISIO
N
UD
OT D
ESIG
N M
AN
AG
ER
SE
NIO
R D
ESIG
N E
NGIN
EE
R
DRAWING NUMBER
RE
V N
O
STRUCTURE NUMBER
AP
PR
OV
ED
FO
R U
SE
BY U
DO
T
AP
PR
OV
AL
RE
CO
MM
SHEET
ST
RU
CT
UR
E N
AM
E
PR
OJE
CT N
AM
E
XXX
NOTES
X-XXX
XX
ELEVATION
DETAIL C
DETAIL D
SECTION A-A
SECTION B-B
9" 8"
1'-5"3'-6"
RELIEF, MAX
2" FORMLINER
CLR
2"
(2) 2" DIA CONDUITS
4S1
TYP
2" CLR
8" x 8" x 1'-0" RIGID
JUNCTION BOX WITH
WEATHER TIGHT
COVER, TYP
(1'-0" DIM PARALLEL
TO CONTROL LINE)
1/2" DIA DRAIN PLACE
AT EACH JUNCTION
BOX, TYP
3'-6" (2) 2" DIA CONDUITS
8"
TYP
2" CLR
9"
1'-5"
RELIEF, MAX
2" FORMLINER
CLR
2"
SEALANT SEALANT
3/4" DIA BACKER ROD
1/2" PREFORMED
JOINT FILLER
C COLD JOINTL
L
25'-0" XXX'-XX"
C COLD JOINT
23'-6"
C BRG ABUT #X
B
B
A
A
B
BJUNCTION BOX, SEE
"PARAPET END DETAILS"
FOR LOCATION, TYP
4P3
4P4
4P3
7"
C COLD JOINTL
LC BRG ABUT #X C COLD JOINTL
LC BRG ABUT #X
SEE DETAIL C,
PLACE APPROX
24'-0" SPA, TYP
SEE DETAIL D,TYP AT COLD JOINT
7"
PLAN
42" SIN
GLE S
LO
PE P
AR
AP
ET
1 1/4 "
1 1/4 "1"
1 1/2 "
4P1, 4P24P1, 4P24P1, 4P2
4S1
4P1
4P2
4P1
15 - 4P2 AT 4"
15 - 4P1 AT 4"
15 - 4P2 AT 4"
15 - 4P1 AT 4"
15 - 4P2 AT 4"
15 - 4P1 AT 4"
15 - 4P2 AT 4"
15 - 4P1 AT 4"
15 - 4P2 AT 4"
15 - 4P1 AT 4"
15 - 4P2 AT 4"
15 - 4P1 AT 4"
X"
X"
X"
X"
4P2
WS-20A
1. ALTERNATE ALL REINFORCING SPLICES.
2. PROVIDE 2" MIN COVER TO REINFORCING UNLESS NOTED
OTHERWISE.
3. PLACE CONTRACTION JOINT ON SIDES AND ON TOP OF PARAPET.
4. EXTEND SEALANT AND FOAM BACKER ROD FROM DECK TO
TOP OF PARAPET ON THE INSIDE PARAPET FACE AND ACROSS TOP
OF PARAPET.
5. LOCATE STRUCTURE NUMBER ON RIGHT-HAND SIDE OF APPROACH
PARAPET. SEE "PARAPET END DETAILS" FOR STRUCTURE NUMBER
DETAILS.
9 - 4
P3 A
T E
QU
AL S
PA
CE
S3"
3"
7"
9 - 4
P4 A
T E
QU
AL S
PA
CE
S
7"
3"
3"
4"
4"
15 - 4P2 AT 12"
15 - 4P1 AT 12"
7"
X - 4P2 AT 12"
X - 4P1 AT 12"
7" 14 - 4P1 AT 12"
14 - 4P2 AT 12"
DECK AND APPROACH SLAB REINFORCEMENT NOT SHOWN
DECK AND APPROACH SLAB REINFORCEMENT NOT SHOWN
4P3
4P3
4P4
L
LC BRG ABUT #X
3'-6" PLUS MAX SIDEWALK
THICKNESS
3'-6" PLUS MAX SIDEWALK
THICKNESS
PER PROJECT SPECIFIC
AESTHETIC PLAN, 6" TYP
PER PROJECT SPECIFIC
AESTHETIC PLAN, 6" TYP
PER PROJECT SPECIFIC
AESTHETIC PLAN, 6" TYP
PER PROJECT SPECIFIC
AESTHETIC PLAN, 6" TYP
USE COLD JOINT FOR INTEGRAL ABUTMENTS.
USE EXPANSION JOINT IF EXPANSION JOINT IS
PRESENT. COVER PLATE IS REQUIRED IF JOINT
OPENING IS > 4". CHANGES WITH SKEW
REQUIRED ON EACH SIDE OF DETAIL D
JOINTS OR EXPANSION JOINTS. ADD
ADDITIONAL CALLOUTS AS NEEDED.
PLACE JOINT IN PARAPET PARALLEL
TO SKEW WHEN ANGLE IS FROM 60°
TO 90°.
PLACE JOINT IN PARAPET AS SHOWN
WHEN ANGLE IS LESS THAN 60°.
UPDATE AS NEEDED
CHANGES WITH SKEW.
TYPICALLY 25'-0" WHEN
SKEW IS FROM 0° TO 30°
UPDATE AS NEEDED TO
MATCH PARAPET LENGTH.
MAX SPACING IS 12"
UPDATE AS NEEDED TO
MATCH PARAPET LENGTH.
MAX SPACING IS 12"
11-J
UL-2013
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MID
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BD
M-
WS-20
B_42in
Single
Slope
Ped
Parapet.d
gn
XXX
PR
OJE
CT N
UM
BE
R
DA
TE
BY
DA
TE
DA
TE
DE
SIG
N
DR
AW
N
CH
EC
K
CH
EC
K
OF
COUNTY
PR
OJE
CT
NU
MB
ER
RE
VISIO
N R
EM
AR
KS
PIN
XX
XX
X
UT
AH D
EP
AR
TM
EN
T
OF
TR
AN
SP
OR
TA
TIO
N
ST
RU
CT
UR
ES DIVISIO
N
UD
OT D
ESIG
N M
AN
AG
ER
SE
NIO
R D
ESIG
N E
NGIN
EE
R
DRAWING NUMBER
RE
V N
O
STRUCTURE NUMBER
AP
PR
OV
ED
FO
R U
SE
BY U
DO
T
AP
PR
OV
AL
RE
CO
MM
SHEET
ST
RU
CT
UR
E N
AM
E
PR
OJE
CT N
AM
E
XXX
NOTES
X-XXX
ELEVATION
DETAIL C
DETAIL D
SECTION A-A
SECTION B-B
9" 8"
1'-5"
RELIEF, MAX
2" FORMLINER
CLR
2"
4S1
TYP
2" CLR
8" x 8" x 1'-0" RIGID
JUNCTION BOX WITH
WEATHER TIGHT
COVER, TYP
(1'-0" DIM PARALLEL
TO CONTROL LINE)
1/2" DIA DRAIN PLACE
AT EACH JUNCTION
BOX, TYP
8"
TYP
2" CLR
9"
1'-5"
RELIEF, MAX
2" FORMLINER
CLR
2"
SEALANTSEALANT
3/4" DIA BACKER ROD
1/2" PREFORMED
JOINT FILLER
C COLD JOINTL
L
25'-0" XXX'-XX"
C COLD JOINT
23'-6"
C BRG ABUT #X
B
B
A
A
B
B
JUNCTION BOX, SEE
"PARAPET END DETAILS"
FOR LOCATION, TYP
4P4
C COLD JOINTL
LC BRG ABUT #X C COLD JOINTL
LC BRG ABUT #X
SEE DETAIL D,TYP AT COLD JOINT
PLAN
SIDEWALK
(2) 2" DIA
CONDUITS
SIDEWALK
(2) 2" DIA
CONDUITS
42" SIN
GLE S
LO
PE P
ED
ES
TRIA
N P
AR
AP
ET
1 1/4 "
1 1/4 "1"
1 1/2 "
15 - 4P2 AT 4"
15 - 4P1 AT 4" 7" 7"
15 - 4P2 AT 4"
15 - 4P1 AT 4"
15 - 4P2 AT 4"
15 - 4P1 AT 4"
15 - 4P2 AT 4"
15 - 4P1 AT 4"
15 - 4P2 AT 4"
15 - 4P1 AT 4"
15 - 4P2 AT 4"
15 - 4P1 AT 4"
4P1, 4P2 4P1, 4P24P1, 4P2
X'-
XX"
4P1
4S1
THICKNESS
X'-
XX"
4P1
THICKNESS
X"
X"
4P2
X"
X"
4P2
WS-20B
1. ALTERNATE ALL REINFORCING SPLICES.
2. PROVIDE 2" MIN COVER TO REINFORCING UNLESS NOTED
OTHERWISE.
3. PLACE CONTRACTION JOINT ON SIDES AND ON TOP OF PARAPET.
4. EXTEND SEALANT AND FOAM BACKER ROD FROM DECK TO
TOP OF PARAPET ON THE INSIDE PARAPET FACE AND ACROSS TOP
OF PARAPET.
5. LOCATE STRUCTURE NUMBER ON RIGHT-HAND SIDE OF APPROACH
PARAPET. SEE "PARAPET END DETAILS" FOR STRUCTURE NUMBER
DETAILS.
XX
11 - 4
P3 A
T E
QU
AL S
PA
CE
S3"
3"
3'-6"
3'-6"
3"
3"
11 - 4
P4 A
T E
QU
AL S
PA
CE
S
7"7"
LIST MAX SIDEWALK LIST MAX SIDEWALK
4"4"
15 - 4P2 AT 12"
15 - 4P1 AT 12"
7" 14 - 4P1 AT 12"
14 - 4P2 AT 12"X - 4P2 AT 12"
X - 4P1 AT 12"
7"
DECK AND APPROACH SLAB REINFORCEMENT NOT SHOWN
DECK AND APPROACH SLAB REINFORCEMENT NOT SHOWN
4P3
4P3
4P3
4P4
4P3
SEE DETAIL C,
PLACE APPROX
24'-0" SPA, TYP
L
LC BRG ABUT #X
PER PROJECT SPECIFIC
AESTHETIC PLAN, 6" TYP
PER PROJECT SPECIFIC
AESTHETIC PLAN, 6" TYP
ELIMINATE IF NOT USEDELIMINATE IF NOT USED
PER PROJECT SPECIFIC
AESTHETIC PLAN, 6" TYP
PER PROJECT SPECIFIC
AESTHETIC PLAN, 6" TYP
USE COLD JOINT FOR INTEGRAL ABUTMENTS.
USE EXPANSION JOINT IF EXPANSION JOINT IS
PRESENT. COVER PLATE IS REQUIRED IF JOINT
OPENING IS > 4".
UPDATE AS NEEDED
CHANGES WITH SKEW
PLACE JOINT IN PARAPET PARALLEL
TO SKEW WHEN ANGLE IS FROM 60°
TO 90°.PLACE JOINT IN PARAPET AS SHOWN
WHEN ANGLE IS LESS THAN 60°.
CHANGES WITH SKEW.
TYPICALLY 25'-0" WHEN
SKEW IS FROM 0° TO 30°
REQUIRED ON EACH SIDE OF DETAIL D
JOINTS OR EXPANSION JOINTS. ADD
ADDITIONAL CALLOUTS AS NEEDED.
UPDATE AS NEEDED TO
MATCH PARAPET LENGTH.
MAX SPACING IS 12"
UPDATE AS NEEDED TO
MATCH PARAPET LENGTH.
MAX SPACING IS 12"
11-J
UL-2013
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orking
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wings/10173_
BD
M-
WS-20
C_42in
Single
Slope
Ped
Parapeton
Side
walk.d
gn
XXX
PR
OJE
CT N
UM
BE
R
DA
TE
BY
DA
TE
DA
TE
DE
SIG
N
DR
AW
N
CH
EC
K
CH
EC
K
OF
COUNTY
PR
OJE
CT
NU
MB
ER
RE
VISIO
N R
EM
AR
KS
PIN
XX
XX
X
UT
AH D
EP
AR
TM
EN
T
OF
TR
AN
SP
OR
TA
TIO
N
ST
RU
CT
UR
ES DIVISIO
N
UD
OT D
ESIG
N M
AN
AG
ER
SE
NIO
R D
ESIG
N E
NGIN
EE
R
DRAWING NUMBER
RE
V N
O
STRUCTURE NUMBER
AP
PR
OV
ED
FO
R U
SE
BY U
DO
T
AP
PR
OV
AL
RE
CO
MM
SHEET
ST
RU
CT
UR
E N
AM
E
PR
OJE
CT N
AM
E
XXX
NOTES
X-XXX
XX
ELEVATION
DETAIL C
DETAIL D
SECTION A-A
SECTION B-B
9" 8"
1'-5"
3'-6"
RELIEF, MAX
2" FORMLINER
4S1
TYP
2" CLR
1/2" DIA DRAIN PLACE
AT EACH JUNCTION
BOX, TYP
3'-6"
8"
TYP
2" CLR
9"
1'-5"
RELIEF, MAX
2" FORMLINER
CLR
2"
SEALANT
SEALANT
1/2" PREFORMED
JOINT FILLER
C COLD JOINTL
L
25'-0" XXX'-XX"
C COLD JOINT
23'-6"
C BRG ABUT #X
B
B
A
A
B
BJUNCTION BOX, SEE
"PARAPET END DETAILS"
FOR LOCATION, TYP
4P3
4P4
4P3
C COLD JOINTL
LC BRG ABUT #X C COLD JOINTL
LC BRG ABUT #X
SEE DETAIL D,TYP AT COLD JOINT
PLAN
(2) 2" DIA
CONDUITS
(2) 2" DIA
CONDUITS
42" SIN
GLE S
LO
PE P
ED
ES
TRIA
N P
AR
AP
ET A
T SID
EW
AL
K
3/4" DIA
BACKER
ROD
1 1/4 "
1 1/4 "
1 1/2 "
1"
FENCE
FENCE
8" x 8" x 1'-0" RIGID JUNCTION BOX WITH
WEATHER TIGHT COVER, TYP
(1'-0" DIM PARALLEL TO CONTROL LINE)
4S1
4P1
4P1
CLR
2"
4P1, 4P2 4P1, 4P2 4P1, 4P2
15 - 4P2 AT 4"
15 - 4P1 AT 4" 7" 7"
15 - 4P2 AT 4"
15 - 4P1 AT 4"
15 - 4P2 AT 4"
15 - 4P1 AT 4"
15 - 4P2 AT 4"
15 - 4P1 AT 4"
15 - 4P2 AT 4"
15 - 4P1 AT 4"
15 - 4P2 AT 4"
15 - 4P1 AT 4"
X"
X"
X"
X"
4P2 4P2
WS-20C
1. ALTERNATE ALL REINFORCING SPLICES.
2. PROVIDE 2" MIN COVER TO REINFORCING UNLESS NOTED
OTHERWISE.
3. PLACE CONTRACTION JOINT ON SIDES AND ON TOP OF PARAPET.
4. EXTEND SEALANT AND FOAM BACKER ROD FROM DECK TO
TOP OF PARAPET ON THE INSIDE PARAPET FACE AND ACROSS TOP
OF PARAPET.
5. LOCATE STRUCTURE NUMBER ON RIGHT-HAND SIDE OF APPROACH
PARAPET. SEE "PARAPET END DETAILS" FOR STRUCTURE NUMBER
DETAILS.
3"
MIN
10"
3"
9 - 4
P3 A
T E
QU
AL S
PA
CE
S
APPROACH SLAB
7"
X'-X"1'-0"
1'-0"
MIN
10"
X'-X"
9 - 4
P4 A
T E
QU
AL S
PA
CE
S3"
3"
BRIDGE DECK
6"
6"
6"
6"
4"
4"
15 - 4P2 AT 12"
15 - 4P1 AT 12"
7"
X - 4P2 AT 12"
X - 4P1 AT 12"
7" 14 - 4P1 AT 12"
14 - 4P2 AT 12"
7"
HANDRAIL
HANDRAIL
DECK AND APPROACH SLAB REINFORCEMENT NOT SHOWN.
SIDEWALK AND CURB NOT SHOWN FOR CLARITY.
DECK AND APPROACH SLAB REINFORCEMENT NOT SHOWN.
SIDEWALK AND CURB NOT SHOWN FOR CLARITY.
4P3
4P4
4P3
SEE DETAIL C,PLACE APPROX24'-0" SPA, TYP
SEE "DECK PLAN" AND"DECK SECTIONS" FORCURB REINFORCING
SEE "APPROACH SLAB PLAN" AND "APPROACH SLAB DETAILS" FOR CURB REINFORCING
PLACE END OF PARAPET
ALONG SKEW
PLACE END OF
PARAPET NORMAL
TO EDGE OF
APPROACH SLAB
INTEGRAL ABUTMENT
REQUIREMENT. ADJUST
AS REQUIRED FOR EXPANSION
JOINTS AT THE ABUTMENT.
REVISE VIEW TO MATCH
ACTUAL STRUCTURE
GEOMETRY.
TYPICAL END GEOMETRY SHOWN.
VERIFY GEOMETRY IS COMPATIBLE
WITH ACTUAL STRUCTURE GEOMETRY.
ADJUST AS REQUIRED.
MODIFY DETAILS TO SHOW SLEEPER
STEM IF PRESENT AND TO MATCH
PROJECT SPECIFIC CONDITIONS.
SUCH AS BARRIER OR GUARDRAIL
CONNECTION DETAILS.
11-J
UL-2013
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&space;W
orking
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BD
M-
WS-21_Parapet
End
Det.d
gn
XXX
PR
OJE
CT N
UM
BE
R
DA
TE
BY
DA
TE
DA
TE
DE
SIG
N
DR
AW
N
CH
EC
K
CH
EC
K
OF
COUNTY
PR
OJE
CT
NU
MB
ER
RE
VISIO
N R
EM
AR
KS
PIN
XX
XX
X
UT
AH D
EP
AR
TM
EN
T
OF
TR
AN
SP
OR
TA
TIO
N
ST
RU
CT
UR
ES DIVISIO
N
UD
OT D
ESIG
N M
AN
AG
ER
SE
NIO
R D
ESIG
N E
NGIN
EE
R
DRAWING NUMBER
RE
V N
O
STRUCTURE NUMBER
AP
PR
OV
ED
FO
R U
SE
BY U
DO
T
AP
PR
OV
AL
RE
CO
MM
SHEET
ST
RU
CT
UR
E N
AM
E
PR
OJE
CT N
AM
E
XXX
C-XXXX
NOTESX-XXX
XX
PA
RA
PE
T E
ND D
ET
AIL
3/8 "
3/4 "
STANDARD END ISOMETRIC
6"
3"
4'-0"
PARAPET
APPROACH SLABSLEEPER BEAM BELOW APPROACH SLAB
CONCRETE PAVEMENT
PARAPET
CONCRETE
PAVEMENT
SLEEPER BEAM
APPROACH SLAB
TYPICAL EXTERIOR VIEW PARAPET END
LC COLD JOINT
LC JUNCTION
BOX
WIDTH
WIDTH
1. CUT OR BEND REBAR IN OUTSIDE FACE OF PARAPET TO ALLOW
INSTALLATION OF JUNCTION BOX ON VERTICAL FACE OF PARAPET.
FIELD ADJUST AS REQUIRED SO CONDUITS DO NOT ENCROACH
INTO WINGWALL.
2. LOCATE JUNCTION BOX OUTSIDE OF ROADWAY BARRIER.
EXPANSION COUPLING FOR
CONDUIT WITH MINIMUM
MOVEMENT RATING OF 2"SEE NOTE 2
8'-0" (±)
1'-0"
TOP OF APPROACH
SLAB
WINGWALL
1/2" DIA
DRAIN PIPE
1'-9"
TYP
3'-0"
JUNCTION BOX,
SEE NOTE 2
WS-21
MATCH JOINT
OPEN GAP
SKEW = 0° TO 30°
MATCH JOINT
OPEN GAP
(2) 2" DIA
CONDUITS,
TYP
8" x 8" x 1'-0"
JUNCTION BOX,
SEE NOTE 1
FINISHED GRADE
CONCRETE PAVEMENT SLEEPER BEAM BELOW APPROACH SLAB
APPROACH SLAB
PARAPET
MATCH JOINT
OPEN GAP
WIDTH
SKEW > 30°
TYPICAL SECTION THROUGH STRUCTURE NUMBER
1'-3"
PRECAST OR
CIP ROADWAY
BARRIER
PRECAST OR
CIP ROADWAY
BARRIER
BOND BREAKER
UNDER ROADWAY
BARRIER
PLAN PARAPET END
PLAN PARAPET END
PRECAST OR CIP ROADWAY
BARRIER
EXTERIOR ELEVATION PARAPET END
THICKENED EDGE
MAX, TYP
DRAW TO SCALE. MODIFY
TO MATCH BRIDGE.
SHOW COLUMNS
WHEN PRESENTSHOW COLUMNS WHEN PRESENT
THE MAXIMUM
PERMITTED
SPACING
BETWEEN
JOINTS IS
16'-0"
END SLOPE PROTECTION WHEN
SLOPE IS LESS THAN 1.75
HORIZONTAL TO 1.0 VERTICAL
MEET REQUIREMENTS
OF UDOT STD. DWG.
NO. DD 8.
11-J
UL-2013
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OT_S
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Manual_Phase2/dra
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&space;files/
Bridge
&space;W
orking
&space;Dra
wings/10173_
BD
M-
WS-28_Slope
Protection
Det.d
gn
XXX
PR
OJE
CT N
UM
BE
R
DA
TE
BY
DA
TE
DA
TE
DE
SIG
N
DR
AW
N
CH
EC
K
CH
EC
K
OF
COUNTY
PR
OJE
CT
NU
MB
ER
RE
VISIO
N R
EM
AR
KS
PIN
XX
XX
X
UT
AH D
EP
AR
TM
EN
T
OF
TR
AN
SP
OR
TA
TIO
N
ST
RU
CT
UR
ES DIVISIO
N
UD
OT D
ESIG
N M
AN
AG
ER
SE
NIO
R D
ESIG
N E
NGIN
EE
R
DRAWING NUMBER
RE
V N
O
STRUCTURE NUMBER
AP
PR
OV
ED
FO
R U
SE
BY U
DO
T
AP
PR
OV
AL
RE
CO
MM
SHEET
ST
RU
CT
UR
E N
AM
E
PR
OJE
CT N
AM
E
XXX
HORIZONTAL JOINT DETAIL
VERTICAL JOINT DETAIL
PLAN
NOTES
FILL JOINT
WITH SEALANT
SEAL JOINT
C HORIZONTAL
JOINTL
TOOLED SURFACE
(CONCAVE)
1/2" RADIUS,
TYP
SEAL JOINTCONSTRUCTION
JOINT AS NEEDED
OPENING
3/8 " TOOLED
MA
X
3/8 "
SEAL JOINT
3"
1'-6"
1/2" DIA FOAM
BACKER ROD
2'-0
"
2'-0
"
N C BRG L
SEE DETAIL B
MIN
4"
MIN
4"
8'-0" MAX SPAC
ING O
F HO
RIZO
NTAL JO
INTS
VARIES
TYP4"
1.5
1
CUT-OFF
WALL
SEE DETAIL A
LIMITS O
F WELDED W
IRE FABRIC, 6" x 6" - W1.4 x W
1.4
X-XXX
XX
FRONT FACE
OF ABUTMENT
1 1/2 "
GIRDER
WS-28
2'-0"
SECTION A-A
SECTION B-B
WINGWALL
SEAL JOINT
4"
2'-0"
-2.00%
1. STATIONS AND ELEVATIONS AT TOE OF SLOPE ARE
APPROXIMATE. MODIFY AS REQUIRED TO MEET FIELD
CONDITIONS AS DIRECTED BY THE ENGINEER. JUST
PRIOR TO FINAL INSPECTION, SEAL JOINTS BETWEEN
THE CONCRETE SLOPE PROTECTION AND ALL STRUCTURAL
MEMBERS.
2. USE CLASS A (AE) CONCRETE FOR ALL SLOPE PROTECTION.
3. CUT-OFF WALL (1'-6" x 4" THICK) IS CONTINUOUS ALONG TOE
OF SLOPE.
4 S
PA
CE
S A
T 1
4'-0 3/4" = 5
6'-3 1/4 "
BB 1.5H
TO 1.0V MAX
SLOPE
PROTECTION
FINISHED GRADE
ELEV XXXX.XX
C BRG ABUT #X
ELEV XXXX.XX
STA XX+XX.XX
L
TOE OF SLOPE
STA XX+XX.XX,
X'-X" RT
ELEV XXXX.XX
STA XX+XX.XX,
X'-X" LT
ELEV XXXX.XX
STA XX+XX.XX,
X'-X" LT
ELEV XXXX.XX
PROCTOR LANE
CONTROL LINE
C BRG ABUT #XL
STA XX+XX.XX
WALL
R-XXX
15'-4 3/4 "
STA XX+XX.XX,
X'-X" RT
ELEV XXXX.XX
STA XX+XX.XX,
X'-X" RT
ELEV XXXX.XX
ITEM LOCATION UNIT
ABUTMENT #1 XXXCONCRETE SLOPE
PROTECTION
FINISHED
GRADE
ABUTMENT
1 1/2 "
1" RIGID
PLASTIC FOAM
1/2 "
DETAIL A
DETAIL B
#5 x 3'-0" AT 12" OC,
TYP AT TOE OF SLOPE.
BEND TO MATCH SLOPE
PROTECTION
1" RIGID PLASTIC
FOAM
TYPICAL AT WINGWALLS
16'-0" MAX SPACING
WELDED WIRE FABRIC
6 x 6-W1.4 x W1.4
WELDED WIRE FABRIC
6 x 6-W1.4 x W1.4
WELDED WIRE FABRIC
6 x 6-W1.4 x W1.4
WELDED
WIRE FABRIC
6 x 6-W1.4 x W1.4
WELDED WIRE FABRIC
6 x 6-W1.4 x W1.4 SL
OP
E P
RO
TE
CTIO
N D
ET
AIL
S
SY
EST QTY
10'-0" REQUIRED OVER RR.
VERIFY REQUIRED HEIGHT
FOR NON RR LOCATIONS.
DELETE DETAILS
NOT USED11-J
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M-
WS-29
A_Fence
Det.d
gn
XXX
PR
OJE
CT N
UM
BE
R
DA
TE
BY
DA
TE
DA
TE
DE
SIG
N
DR
AW
N
CH
EC
K
CH
EC
K
OF
COUNTY
PR
OJE
CT
NU
MB
ER
RE
VISIO
N R
EM
AR
KS
PIN
XX
XX
X
UT
AH D
EP
AR
TM
EN
T
OF
TR
AN
SP
OR
TA
TIO
N
ST
RU
CT
UR
ES DIVISIO
N
UD
OT D
ESIG
N M
AN
AG
ER
SE
NIO
R D
ESIG
N E
NGIN
EE
R
DRAWING NUMBER
RE
V N
O
STRUCTURE NUMBER
AP
PR
OV
ED
FO
R U
SE
BY U
DO
T
AP
PR
OV
AL
RE
CO
MM
SHEET
ST
RU
CT
UR
E N
AM
E
PR
OJE
CT N
AM
E
XXX
ELEVATION
FENCE POST INSTALLATION DETAIL
BASE PLATE DETAIL
PARAPET
3'-6"
6'-6"
1 1/4 "
5 1/2 "
1 1/4 "
1 1/4 " 3 1/2 " 1 1/4 "
FENCE POST
6"
8"
3"
4"
5/8" x 7/8" SLOTTED
HOLE FOR 1/2" DIA.
ANCHOR BOLT,
TYP 4 HOLES
1/4
8"
1 1/4 "
1 1/2 "
1 1/4 "
3"3"
L
3/4" BASE PLATE,
SEE BASE PLATE
DETAIL
8'-0" SPACING CENTERED ON PANELS
MA
X
1"
CL
R
C EXP JOINT C EXP JOINTL L
NOTES
X-XXX
XX
3'-6" PARAPET
CURVED FENCE ON PARAPET
3'-2"
FENCE POST
FENCE POST
3'-2"
SEE FENCE POST
INSTALLATION DETAIL
WS-29A
FE
NC
E D
ET
AIL
4'-6"
MIN
8'-0"
MIN
SIDEWALK
FENCE ON PARAPET NO SIDEWALK (REQUIRED ON BRIDGES OVER RR WITH SIDEWALKS)
10'-0"
TEMPLATE BARS
1 1/4 " 3 1/2 " 1 1/4 "
2"
6" 5/8" DIA HOLE
1 1/4 "5 1/2 "1 1/4 "
2"
8" 5/8" DIA HOLE
3"
1 1/2 "
GR
OU
T
1"
PA
D
6" x 2" x 1/4" PLATE, TYP
8" x 2" x 1/4" PLATE, TYP
1/2" DIA ASTM F 1554 GRADE 36
BOLT WITH HEX NUT AND
1 FLAT WASHER AND 1 LOCK
WASHER, TYP
C END POST OR
LINE POST
TY
P
10"
3/8" TRUSS, TYP 1/4" x 3/4"
STRETCHER BAR,
TYP
LINE POST PIPE
2 STD, TYP
7 GAGE SPIRAL TYPE
TENSION WIRE
TOP RAIL PIPE
1 1/4 STD, TYP
END POST PIPE
2 1/2 STD, TYP
HORIZONTAL BRACE PIPE
1 1/4 STD, TYPCHAIN LINK FENCE FABRIC
1/8" x 3/4"
BANDS
1. USE 9 GAGE WIRE FENCE FABRIC. KNUCKLED SELVAGE
REQUIRED AT BOTTOM. TWISTED AND BARBED SELVAGE
REQUIRED AT TOP.
2. PLACE FENCE FABRIC ON TRAFFIC SIDE OF POST.
3. FOR ADDITIONAL CONNECTION DETAILS SEE UDOT STD.
DWG. FG 6.
4. USE STRUCTURAL TUBING (LOAN CARBON STEEL)
CONFORMING TO ASTM A 53 GRADE B FOR FENCE POSTS.
5. USE STRUCTURAL STEEL (FOR PLATES) CONFORMING
TO AASHTO M 270, GRADE 36.
6. PROVIDE FUSED AND BONDED BLACK VINYL COATING PER
ASTM F 668 CLASS 2b.
6"
6"
11-J
UL-2013
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Docu
ments/01_Projects/126762_
UD
OT_S
TR_
Manual_Phase2/dra
wing
&space;files/
Bridge
&space;W
orking
&space;Dra
wings/10173_
BD
M-
WS-29
B_
TypicalFence
Det.d
gn
XXX
PR
OJE
CT N
UM
BE
R
DA
TE
BY
DA
TE
DA
TE
DE
SIG
N
DR
AW
N
CH
EC
K
CH
EC
K
OF
COUNTY
PR
OJE
CT
NU
MB
ER
RE
VISIO
N R
EM
AR
KS
PIN
XX
XX
X
UT
AH D
EP
AR
TM
EN
T
OF
TR
AN
SP
OR
TA
TIO
N
ST
RU
CT
UR
ES DIVISIO
N
UD
OT D
ESIG
N M
AN
AG
ER
SE
NIO
R D
ESIG
N E
NGIN
EE
R
DRAWING NUMBER
RE
V N
O
STRUCTURE NUMBER
AP
PR
OV
ED
FO
R U
SE
BY U
DO
T
AP
PR
OV
AL
RE
CO
MM
SHEET
ST
RU
CT
UR
E N
AM
E
PR
OJE
CT N
AM
E
XXX
FENCE POST INSTALLATION DETAIL
BASE PLATE DETAIL
7'-0"
1 1/4 "
5 1/2 "
1 1/4 "
1 1/4 " 3 1/2 " 1 1/4 "
FENCE POST
6"
8"
3"
4"
5/8" x 7/8" SLOTTED
HOLE FOR 1/2" DIA.
ANCHOR BOLT,
TYP 4 HOLES
1/4
8"
1 1/4 " 1 1/4 "
3"3"
L
3/4" BASE PLATE,
SEE BASE PLATE
DETAIL
NOTES
X-XXX
TY
PIC
AL F
EN
CE D
ET
AIL
XX
FENCE POST
WS-29B
3'-2"
MIN
10"
3"
CU
RB
10"
MIN
PA
D
GR
OU
T
1"
FENCE ON SIDEWALK
DECK OR
APPROACH
SLAB
PIPE HANDRAILING BRACKET
PIPE HANDRAILING AT END
SIDE VIEW ELEVATION
PLAN
R = 1"
3 1/2"
1/4
3/16
PEEN BOLT ENDS
1/4" MAX PROJECTION
R = 1"
EXPANSION SLEEVE. PROVIDE
FOR 1/16" EXP AT 15'-0" MAX AND
MATCH SUPERSTRUCTURE JOINT.
TY
P
1" 6"
R = 5"
1'-0"
PLAN
ELEVATION
1/2" DIA U BOLT
WITH HEX NUTS
1'-0"
6"
DECK AND CURB REINFORCING NOT SHOWN
3/16" PLATE
1/2" DIA ASTM F1554 GRADE 36
BOLT WITH HEX NUT AND
1 FLAT WASHER AND 1 LOCK
WASHER, TYP
6" x 2" x 1/4" PLATE, TYP
8" x 2" x 1/4" PLATE, TYP
3/8" x 5" x 6" PLATE
5/8" x 1 1/2" PLATE
5/8" x 1" HOLES
SLOTTED VERTICALLY,
TYP
C END POST OR
LINE POST
PIPE 1 1/2 STD
PIPE 1 1/2" STD
1. USE 9 GAGE WIRE FENCE FABRIC. KNUCKLED SELVAGE
REQUIRED AT BOTTOM. TWISTED AND BARBED SELVAGE
REQUIRED AT TOP.
2. PLACE FENCE FABRIC ON TRAFFIC SIDE OF POST.
3. FOR ADDITIONAL CONNECTION DETAILS SEE UDOT STD.
DWG. NO. FG 6.
4. USE STRUCTURAL TUBING (LOW CARBON STEEL) CONFORMING
TO ASTM A 53, GRADE B FOR FENCE POSTS.
5. USE STRUCTURAL STEEL (FOR BASE PLATES) CONFORMING
TO AASHTO M 270, GRADE 36.
6. PROVIDE FUSED AND BONDED BLACK VINYL COATING PER
ASTM F 668 CLASS 2b.
1/8 G
MARK LOCATION SIZE NO. NO. BARS TYPE LENGTH TOTAL LENGTHDIMENSIONS SERIES
INC.REMARKS
A B C D
A1 ABUTMENT 6 116 16 17'-0" 1972'-0" 5'-4" 3'-8" 6'-8"
A2 ABUTMENT 6 132 16 18'-6" 2442'-0" 6'-0" 3'-8" 7'-6"
A3 ABUTMENT 6 24 16 13'-0" 312'-0" 5'-4" 3'-8" 2'-8"
A4 ABUTMENT 6 248 2 16'-4" 4050'-8" 7'-1" 2'-2" 7'-1"
A5 ABUTMENT 6 24 STR. 35'-6" 852'-0" 35'-6"
A6 ABUTMENT 10 24 STR. 60'-0" 1440'-0" 60'-0"
ADD SHAPES AS NEEDED
LABEL MARK AS SHOWN, TYP.
FOR EXAMPLE, DO NOT LABEL
AS 6A1
ADD OR MODIFY
REMARK CODES
AS NEEDED
11-J
UL-2013
pw://
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kr.m
bakercorp.c
om:Utah/
Docu
ments/01_Projects/126762_
UD
OT_S
TR_
Manual_Phase2/dra
wing
&space;files/
Bridge
&space;W
orking
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wings/10173_
BD
M-
WS-30_
RebarSchedule.d
gn
XXX
PR
OJE
CT N
UM
BE
R
DA
TE
BY
DA
TE
DA
TE
DE
SIG
N
DR
AW
N
CH
EC
K
CH
EC
K
OF
COUNTY
PR
OJE
CT
NU
MB
ER
RE
VISIO
N R
EM
AR
KS
PIN
XX
XX
X
UT
AH D
EP
AR
TM
EN
T
OF
TR
AN
SP
OR
TA
TIO
N
ST
RU
CT
UR
ES DIVISIO
N
UD
OT D
ESIG
N M
AN
AG
ER
SE
NIO
R D
ESIG
N E
NGIN
EE
R
DRAWING NUMBER
RE
V N
O
STRUCTURE NUMBER
AP
PR
OV
ED
FO
R U
SE
BY U
DO
T
AP
PR
OV
AL
RE
CO
MM
SHEET
ST
RU
CT
UR
E N
AM
E
PR
OJE
CT N
AM
E
XXX
BENDING DIAGRAMS
Z
X
A
TYPE 1 TYPE 2 TYPE 3 TYPE 4 TYPE 5
TYPE 6 TYPE 7 TYPE 8 TYPE 9 TYPE 10
TYPE 11 TYPE 12 TYPE 13 TYPE 14
C = TOTAL NUMBER OF SPLICES
TYPE 16TYPE 15
TYPE 17
ELEVATION VIEW PLAN VIEW
A
B A
B
C
A
B
A
B
CC
B
C
D
A
B
C A
B
A9"
1'-2'
1'-0"
1'-0"
B
C
A
B
CPIT
CH
A
B A
B
C
A
C
A
B
B
A
C
D
A
B
C
C
B
D
A
A
B
135º STD
HOOK
1 1/4 FLAT TURNS
PLUS TAIL (TOP
AND BOTTOM)
X-XXX
XX
REIN
FO
RCIN
G S
CH
ED
ULE
1. ALL BARS ARE COATED.
2. BAR SIZES ARE U.S. UNITS.
3. REINFORCING STEEL DIMENSIONS ARE OUT TO
OUT OF BARS UNLESS OTHERWISE NOTED.
4. TYPE 'STR.' INDICATES A STRAIGHT BAR.
TYPE 'SER. OF' INDICATES SERIES (CUT SET)
BARS AND COLUMN TITLE 'SERIES INC' IS
ABBREVIATED FOR 'SERIES INCREMENT'.
5. SERIES BARS - EACH BAR VARIES BY
TABULATED AMOUNT.
6. SPLICES MAY BE OMITTED AT FABRICATORS
OPTION, HOWEVER, IN SUCH CASE, FABRICATOR
ASSUMES RESPONSIBILITY FOR FIT.
7. USE THE CRSI MANUAL OF PRACTICE, LATEST
EDITION FOR ALL HOOKS, BENDS, AND FABRICATION
OF REINFORCING STEEL UNLESS NOTED OTHERWISE.
135º STD
HOOK
180º STD
HOOK
SEE PLAN VIEW FOR
TURN DETAIL, TYP
TAIL = B
HOOK
TYPE STR
A
180º STD
HOOK
TYPE 18
180º STDHOOK
180º STDHOOK
C
B
A
45°
D
WS-30
NOTES
REMARK CODES
A - PROVIDE NUMBER OF BARS AT SPACING AS SHOWN ON THE PLANS.
B - PROVIDE AVERAGE SPACING OF BARS AS SHOWN ON THE PLANS.
SPACE BARS WITHIN TOLERANCES PER "PLACING REINFORCING
BARS, 8TH EDITION" BY CRSI.
C - PROVIDE NUMBER OF BARS AS SHOWN ON THE PLANS. ACTUAL
SPACING OF BARS MAY VARY.
D - NUMBER OF SPLICES MAY BE INCREASED. LOCATE AND STAGGER
SPLICES AS INDICATED ON THE PLANS OR PER REMARKS.
E - STAGGER SPLICES. NO MORE THAN 50% OF BARS MAY BE SPLICED
AT THE SAME LOCATION.