detail a a a pile splice and backer ring detail bottom plate

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.

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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

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N

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EC

K

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OF

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PR

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CT

NU

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XX

XX

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OF

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N

UD

OT D

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N M

AN

AG

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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.


ARE SUFFICIENT. MODIFY AS REQUIRED OR ADD NOTES

AS REQUIRED. VERIFY MATERIAL PROPERTIES, ETC.

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orking

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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

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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

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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.


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.



7. NO SPLICES PERMITTED IN VERTICAL REINFORCING STEEL.


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)


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.


ARE SUFFICIENT. MODIFY AS REQUIRED OR ADD NOTES

AS REQUIRED. VERIFY MATERIAL PROPERTIES, ETC.

REMOVE DETAIL WHEN

NOT REQUIRED

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-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

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N

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EC

K

CH

EC

K

OF

COUNTY

PR

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CT

NU

MB

ER

RE

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N R

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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


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 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)


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)

NOTES

1. USE HP PILES CONFORMING TO ASTM A 572 GRADE 50.

2. USE A DISCONTINUOUS BACKING PLATE AT JUNCTION OF WEB

AND FLANGE.


4. USE PILE TIPS UNLESS NOTED OTHERWISE.



6. USE A PILE HAMMER WITH A MINIMUM RATED HAMMER ENERGY

OF XX KIP-FT.

7. REQUIRED PILE ORIENTATION SHOWN ON "FOUNDATION PLAN".


EST QTY

MIN DRIVING

RESISTANCE (KIPS)

COMPLETE TABLE

VERIFY REINFORCING STEEL SIZE AND LENGTH.

MEET DESIGN REQUIREMENTS. MINIMUM

REINFORCING STEEL SIZE AND LENGTHS SHOWN.


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


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

***


SETTLEMENT < 1.00 INCHES

XX.X

XX.X

XX.X

X-XXX

XX

C HP PILE




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.


4. USE PILE TIPS UNLESS NOTED OTHERWISE.



6. USE A PILE HAMMER WITH A MINIMUM RATED HAMMER ENERGY

OF XX KIP-FT.

7. REQUIRED PILE ORIENTATION SHOWN ON "FOUNDATION PLAN".


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)


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)

EST QTY

MIN DRIVING

RESISTANCE (KIPS)

TYPICALLY

0.4 L

SEE PC GIRDER CHECKLIST FOR

DIRECTION AND COMMENTS NOTED BY

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RE

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STRUCTURE NUMBER

AP

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FO

R U

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BY U

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SHEET

ST

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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


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



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RE

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STRUCTURE NUMBER

AP

PR

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FO

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BY U

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SHEET

ST

RU

CT

UR

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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


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 "



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


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"




SEE NOTE 6



SEE NOTE 5

7" MIN

D

R

C

F






CAMBER NOTES:

BEARING PLATE

8"

5G6

5G6,

TYP

X'-X"

X'-

X"

4"



=

=

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


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




GRADE 270).








REQUIREMENTS.








SPAN TO SPAN. FABRICATOR TO SHOW WHICH STRANDS ARE EXTENDED.

CG STRANDS

8

DEBONDED LENGTH

X'-X"

MIN

1'-0"


7"

8 7/8 "

4 1/4 " 4 1/4 "


6 EQ SPACES = 1'-0"


TYPICALLY

0.4 L



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XX

XX

X

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N M

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AG

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NIO

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ESIG

N E

NGIN

EE

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DRAWING NUMBER

RE

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O

STRUCTURE NUMBER

AP

PR

OV

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FO

R U

SE

BY U

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T

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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


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 "



A

A

1/2" GALVANIZED

PLATE

6" RADIUSBEND, TYP


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


3"

3"

3"

7"

2"2"

XX


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"




SEE NOTE 6



SEE NOTE 5

7" MIN

D

R

C

F






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


CAMBER

(INCH)

LOCATION OF


FORCE

AFTER ALL

LOSSES

(KIPS)

CG STRAND NOTES:




=

=

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


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 "






GRADE 270).








REQUIREMENTS.









MIN

1'-0"

8

DEBONDED LENGTH

X'-X"

CG STRANDS

8 7/8 "



7 EQ SPACES = 1'-2"



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COUNTY

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N M

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AG

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NIO

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ESIG

N E

NGIN

EE

R

DRAWING NUMBER

RE

V N

O

STRUCTURE NUMBER

AP

PR

OV

ED

FO

R U

SE

BY U

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T

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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


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 "



A

A

1/2" GALVANIZED

PLATE

6" RADIUSBEND, TYP


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


3"

3"

3"

15 SPA AT 2" = 2'-6"

7"

2"2"

XX


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"




SEE NOTE 6



SEE NOTE 5

D

R

C

F






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


CAMBER

(INCH)

LOCATION OF


FORCE

AFTER ALL

LOSSES

(KIPS)

CG STRAND NOTES:




=

=

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


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"





GRADE 270).








REQUIREMENTS.









7" MIN

1

8 7/8 "


DEBONDED LENGTH

X'-X"8

CG STRANDS

4 1/4 "

4 1/4 "



8 EQ SPACES = 1'- 4"

TYPICALLY

0.4 L



11-J

UL-2013

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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

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CT

NU

MB

ER

RE

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N R

EM

AR

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PIN

XX

XX

X

UT

AH D

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AR

TM

EN

T

OF

TR

AN

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OR

TA

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N

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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


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 "



A

A

1/2" GALVANIZED

PLATE6" RADIUSBEND, TYP

SURFACE


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


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"




SEE NOTE 6



SEE NOTE 5

7" MIN

D

R

C

F






CAMBER NOTES:

BEARING PLATE

8"

5G6

5G6,

TYP

X'-X"

X'-

X"

4"



=

=

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


CAMBER

(INCH)

LOCATION OF


FORCE

AFTER ALL

LOSSES

(KIPS)

CG STRAND NOTES:


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


C SPAN

(SYMMETRICAL)

3

TROWEL

SMOOTH

SURFACE

TROWEL

SMOOTH

SURFACE

5

6

STRAIGHT

STRANDS

7

2

2

6'-0"

WS-5E

2 - 5G1 BOT


6-5G1 TOP WITH

2'-0" MIN SPLICE

5G1, TYP

(6 TOTAL)

5G1, TYP

(2 TOTAL)





GRADE 270).








REQUIREMENTS.









MIN

1'-0"

CG STRANDS

DEBONDED LENGTH

X'-X"8


7"

4 1/4 "

4 1/4 "

8 7/8 "


9 EQ SPACES = 1'- 6"


TYPICALLY

0.4 L



11-J

UL-2013

pw://

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om:Utah/

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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

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N R

EM

AR

KS

PIN

XX

XX

X

UT

AH D

EP

AR

TM

EN

T

OF

TR

AN

SP

OR

TA

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N

UD

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N M

AN

AG

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R D

ESIG

N E

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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


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 "



A

A

1/2" GALVANIZED


SURFACE


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


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"




SEE NOTE 6



SEE NOTE 5

7" MIN

D

R

C

F






CAMBER NOTES:

BEARING PLATE

8"

5G6

5G6,

TYP

X'-X"

X'-

X"

4"



=

=

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


CAMBER

(INCH)

LOCATION OF


FORCE

AFTER ALL

LOSSES

(KIPS)

CG STRAND NOTES:


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


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


6-5G1 TOP WITH

2'-0" MIN SPLICE

5G1, TYP

(6 TOTAL)

5G1, TYP

(2 TOTAL)





GRADE 270).








REQUIREMENTS.









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 "


10 EQ SPACES = 1'- 8"


TYPICALLY

0.4 L



11-J

UL-2013

pw://

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V-P

W1.b

kr.m

bakercorp.c

om:Utah/

Docu


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

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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


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 "



A

A

1/2" GALVANIZED


SURFACE


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


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"




SEE NOTE 6



SEE NOTE 5

7" MIN

D

R

C

F






CAMBER NOTES:

BEARING PLATE

8"

5G6

5G6,

TYP

X'-X"

X'-

X"

4"



=

=

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


CAMBER

(INCH)

LOCATION OF


FORCE

AFTER ALL

LOSSES

(KIPS)

CG STRAND NOTES:


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


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


6-5G1 TOP WITH

2'-0" MIN SPLICE

5G1, TYP

(6 TOTAL)

5G1, TYP

(2 TOTAL)





GRADE 270).








REQUIREMENTS.









CG STRANDS

8

DEBONDED LENGTH

X'-X"

MIN

1'-0"


7"

4 1/4 "

4 1/4 "



11 EQ SPACES = 1'- 10"

TYPICALLY

0.4 L



11-J

UL-2013

pw://

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V-P

W1.b

kr.m

bakercorp.c

om:Utah/

Docu


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


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 "



A

A

1/2" GALVANIZED


SURFACE


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


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"




SEE NOTE 6



SEE NOTE 5

7" MIN

D

R

C

F






CAMBER NOTES:

BEARING PLATE

8"

5G6

5G6,

TYP

X'-X"

X'-

X"

4"



=

=

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


CAMBER

(INCH)

LOCATION OF


FORCE

AFTER ALL

LOSSES

(KIPS)

CG STRAND NOTES:


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


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


6-5G1 TOP WITH

2'-0" MIN SPLICE

5G1, TYP

(6 TOTAL)

5G1, TYP(2 TOTAL)





GRADE 270).








REQUIREMENTS.









MIN

1'-0"

CG STRANDS

8

DEBONDED LENGTH

X'-X"


7"

4 1/4 "4 1/4 "

8 7/8 "



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


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


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


7/8" A307 BOLT, TYP

7/8" A325 BOLT, TYP

CONNECTION, TYP


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

ER

ME

DIA

TE DIA

PH

RA

GM D

ET

AIL

S F

OR P

RE

ST

RE

SS

ED GIR

DE

RS

7/9/2013

C:\

CA

DD\

ST

AN

DA

RD

S\

BRID

GE\

WS-11.d

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BY

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DA

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SIG

N

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OR

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N

OF

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N

UD

OT D

ESIG

N M

AN

AG

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SE

NIO

R D

ESIG

N E

NGIN

EE

R

DRAWING NUMBER

RE

V N

O

STRUCTURE NUMBER

BY U

DO

T

FO

R U

SE

AP

PR

OV

ED

RE

CO

MM

AP

PR

OV

AL

SHEET

NU

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ER

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CT

PR

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CT N

AM

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ST

RU

CT

UR

E N

AM

E

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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&space;1

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DRAWING NUMBER

RE

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O

STRUCTURE NUMBER

AP

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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

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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NGIN

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DRAWING NUMBER

RE

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O

STRUCTURE NUMBER

AP

PR

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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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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.

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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

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Plan

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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


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

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N E

NGIN

EE

R

DRAWING NUMBER

RE

V N

O

STRUCTURE NUMBER

AP

PR

OV

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FO

R U

SE

BY U

DO

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AP

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RE

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SHEET

ST

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AM

E

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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


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


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


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

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Slab

Det.d

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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

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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"


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.

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RE

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AP

PR

OA

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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 - 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




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WS-30

L

LC BRG ABUT #X

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


MAX SPACING IS 12"

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E

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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


4P3

4P3

4P4

L

LC BRG ABUT #X

3'-6" PLUS MAX SIDEWALK

THICKNESS

3'-6" PLUS MAX SIDEWALK

THICKNESS












OPENING IS > 4". CHANGES WITH SKEW






TO 90°.

PLACE JOINT IN PARAPET AS SHOWN


UPDATE AS NEEDED

CHANGES WITH SKEW.



UPDATE AS NEEDED TO


MAX SPACING IS 12"

UPDATE AS NEEDED TO


MAX SPACING IS 12"

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B_42in

Single

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Ped

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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)


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


FOR LOCATION, TYP

4P4

C COLD JOINTL


LC BRG ABUT #X


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



OTHERWISE.




OF PARAPET.



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"



4P3

4P3

4P3

4P4

4P3

SEE DETAIL C,

PLACE APPROX

24'-0" SPA, TYP

L

LC BRG ABUT #X





ELIMINATE IF NOT USEDELIMINATE IF NOT USED








OPENING IS > 4".

UPDATE AS NEEDED

CHANGES WITH SKEW



TO 90°.PLACE JOINT IN PARAPET AS SHOWN


CHANGES WITH SKEW.






UPDATE AS NEEDED TO


MAX SPACING IS 12"

UPDATE AS NEEDED TO


MAX SPACING IS 12"

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C_42in

Single

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Ped

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Side

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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


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


FOR LOCATION, TYP

4P3

4P4

4P3

C COLD JOINTL


LC BRG ABUT #X


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



OTHERWISE.




OF PARAPET.



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.

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End

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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.

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Protection

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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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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


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"

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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



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

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RebarSchedule.d

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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.

detail a a a pile splice and backer ring detail bottom plate

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