StandardDivisionBridge

DN: CK: DW: CK:FILE:

JOB

COUNTY

SECT

DIST

REVISIONS

TxDOT TxDOT JTR AES

HIGHWAY

SHEET NO.

C TxDOT

CONT

pcpstde2.dgn

January 2015

of this standard to other for

mats or for in

correct results or da

mages resultin

g fro

m its use.

kin

d is

made by Tx

DO

T for any purpose

whatsoever. Tx

DO

T assu

mes no responsibilit

y for the conversio

n

The use of this standard is governed by the "T

exas E

ngin

eerin

g Practic

e

Act".

No

warranty of any

DIS

CL

AI

ME

R:

FILE:

DA

TE:

at 6"

Max ~ 2"

Min

Bar U

Bar U1'-

6"

6"

Max

Min

3" Max3" Max

")2

1",-1

21

3"(

+

2'-0" Max (Typ)

2"

Top of Panel

2" 2" (Typ)6" 6"

be continuous.

Bars U may

" Min211

5"

Max

5"

Max

1"

Min

" Min211

Min Min

1"

Min

C

L Beam FlangeC

L Beam Flange

See Span Details for Beam Spacing

Bars U

Edge of Beam

Panel Width Varies (Max =9'-6")

Bars U

C C

Panel Width Varies (Max = 9'-6")

L Beam Flange

of Beam Flange

Outside edge

Beam Flange

Inside Edge of

" for U40 Beams215'-4

See Span Details for dimension

" for U54 beams215'-11

Bars U

Panel Length

"8

32

Longit

udin

al

Reinf

Reinf

Longitudinal

Panel

width (9'-

6"

Max)

Panel length (8'-0" Max ,2'-10" Min)

Transv Reinf at 6" Spacing

1'-

6"

6"

Max

Min

4"

2"

2"

Bar U

See Table A

See Table B See Table A

~

~

Min

2"

Min

"2110

(Typ)

" Rad211

L Panel and L Transverse reinforcingC

Panel Reinforcing

Longitudinal

SECTION A-A

BARS U (#3)

TYPICAL SECTIONS FOR DETERMINING PANEL WIDTH

SPLICE DETAIL

REINFORCEMENT (WWR)

WELDED WIRE

Flange

L Beam

Reinforcing

Transverse

Transverse Reinforcin

g

Projectio

n (T

yp)

9" Min

2'-0" Max (Typ)

(Typ)12" 12"3"3"

1'-4" Min

Min Minbe continuous

Strand may

"2

14

Top of Panel

"8

32

OPTIONAL STRAND FOR BARS U

Panel Length = 5'-2" or Greater

Reinforcement

Longitudinal

PRESTRESSED CONCRETE U-BEAMS

STEEL BEAMS

panel reinforcement)

to strands (transverse

for wires parallel

No splice required

" Min

21

1

" Min

21

1

5" M

ax

5" M

ax

Tra

nsv R

einf at 6

" Max

3'-9" Min

2"

Panel

Width (9'-

6"

Max)

5"

Max

1"

Min

5"

Max

1"

Min

L Bm Flange

Flange

L BmC

C

Longitudinal Reinf

Longit

udin

al

Reinf

at 6"

Max ,

2"

Min

Transv Reinf

Transv Reinf Projectio

n

" )

21

, -1

21

(Typ)

3"(

+

7

1'-

6"

Max

6"

Min

1'-

6"

Max

6"

Min

Bars U

TYPICAL NON-SKEWED PANEL PLAN TYPICAL SKEWED END PANEL PLAN

7

8

8

8

10

10

9

10

8'-0

" Max

3'-9" Min

12

10

10

for Skewed End Panels.)

(Not Showing supplemental #4 bars

11

12

9

12

12

11

7#4 Reinf

Supplemental

edges.

between panel

than 3.5' long

strands less

Debond all

L BeamCL BeamC

2

3

6

BEAMS OR GIRDERS

PRESTRESSED CONCRETE

with panel and steel beam fabricators.

adjustment to stud connector placement

Contractor must coordinate necessary

(Only to be used with details shown elsewhere in the plans.)

1

1

2

3

4

5

6

Typ unless noted otherwise

Timber form work permissible this edge.

transverse reinforcing.

width for purpose of determining type of

Use length of indicated panel edge as panel

reinforcing.

horizontal legs in plane of transverse panel

parallel to transverse panel reinforcing with

At the fabricator's option, Bars U may be placed

edge in accordance with Item 424.

Recess strands on indicated panel

" Max, 1" Min.21End Cover 2

Omit for 5 degree (1:12) skew and smaller.

reinforcing, 10 Spaces at 4" = 3'-4".

Provide (#4) bars under transverse

more than two sheets of WWR are allowed.

One Splice allowed per panel. No

utilize all bedding strip widths.

Some laps shown in tables cannot

and bedding strip dimensions.

PCP standard for lap requirements

See Normal Grading Detail on

flared beams.

apply only to spans with

and Minimum dimensions

parallel beams. Maximum

be used on spans with

Normal dimensions must

" strands may be used.21" or 8

3

Four loops required per panel.

Four loops required per panel.

dowels 1'-0" past panel end.

at 6" Max Spacing and extend

provide (#3) x 2'-0" dowels

past panel end. Alternatively,

reinforcement 1'-0" (+2",-0")

slab, extend longitudinal panel

At connection with cast-in-place

Type

Beam Min MaxNormal

(In.) (In.) (In.)

Min MaxNormal

(In.) (In.) (In.)

11" to 12"

Over 12" to 15"

Over 15" to 18"

Over 18"

Top Flange Width

TABLE A TABLE B

TRANSVERSE PANEL REINFORCEMENT:

LONGITUDINAL PANEL REINFORCEMENT:

4 5 4 5

GENERAL NOTES:

HL93 LOADING

PCP-FAB

DETAILS

PANEL FABRICATION

PRESTRESSED CONCRETE

" Max,

1"

Min

21

2

C

45° MaxSkew

" (Typ)213

21 3 2

13 2

214 3 4

216 4 7

21 3 2

13 2

21 8 2

1 4 216

721 5 2

15

216 4 7

214 3 4

214 3 4

43 2 2

1 2 432

41 6 2

15 3

434 3 4

41 3 3 4

13

A

A

A

A

XSB12 - 15

XB20 - 40

Tx28-70

U40 - 54

VI

IV

C

B

A

skewed end panels with supplemental #4 reinforcement.

reinforcement. Must be placed above transverse panel reinforcement for

Place longitudinal panel reinforcement above or below transverse panel

No combination of longitudinal reinforcement options in a panel is allowed.

splice per panel is allowed. See WWR Splice Detail.

Provide transverse wires to ensure proper handling of reinforcing. One

0.22 sq in per foot of panel width. Wires larger than D11 not permitted.

4. Deformed Welded Wire Reinforcement (WWR) (ASTM A1064) providing

No splices allowed.

" Dia prestressing strands at 6" Max Spacing (unstressed).21 3.

(unstressed). No splices allowed.

" Max Spacing21" Dia prestressing strands at 4 8

3 2.

1. (#3) Grade 60 reinforcing steel at 6" Max Spacing. No splices allowed.

reinforcement:

Any of the following options may be used for longitudinal panel

Place transverse panel reinforcement at panel centroid and space at 6" Max.

strands alone are not allowed).

For panel widths up to 3'-6", use #4 Grade 60 reinforcing bars (prestressed

#4 Grade 60 reinforcing bars may be used in lieu of prestressed strands.

(270k) prestressing strands with a tension of 14.4 kip per strand. Optionally,

" Dia21" or 8

3 For panel widths over 3'-6" up to and including 5', use

a tension of 14.4 kips per strand.

" Dia (270k) prestressing strands with21" or 8

3 For panel widths over 5', use

panel layout. A copy of the layout is to be provided to the Engineer.

by the Fabricator. Permanently mark each panel in accordance with the

A panel layout which identifies location of each panel must be developed

standard.

approval if fabrication is in accordance with the details shown on this

Shop drawings for the fabrication of panels will not require the Engineer's

Institute (ICRI).

surface profile, inclusive, as specified by the International Concrete Repair

Finish top of panel to a roughness between a No.6 and No.9 concrete

Remove laitance from top panel surface.

Do not use epoxy-coated reinforcing steel bar or strand in panels.

Minimum 28 day strength f'c=5000 psi.

Provide Class H concrete for panels. Release strength f'ci=3500 psi.