ftp.dot.state.tx.usftp.dot.state.tx.us/pub/txdot-info/cmd/cserve/standard/...some laps shown in...
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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.