U7 and H Bars

12

12

12

12

12

S5

S6

S5

S6

12

12

U8

U7

S7

S8

DETAIL OF LIFTING EYE

PLAN

U6

U5

"d"

C

C C

C

C

C

C

Diaphragm (Typ.)

C

C

C

PLAN

C

ELEVATION - 0 SKEW ELEVATION - 30 SKEW

C

OPERATING

RATING

DEAD LOAD

DEFLECTION

DEAD LOAD DEFLECTION

DIAGRAM

End of U6 Bars

L2 BARS #13 x 1320

End of U8 Bars

CL Brng.

NOTE:

C

CL Brng.

(See End View and L Section)C(See End View and L Section)C

"d" @ L Span

(See Table)

Draped strands, U5, U7, and H bars shall extend 65mm beyond ends

of beam. Straight strands shall be cut flush with ends of beam.

U6 and U8 bars shall be set 50 clear from ends of beam.

S8

S7

C

at L BeamC

Dimensions along L BeamC

End of

Beam

CENTERLINE SECTION

(18 - 13 Dia. Strands)

END VIEW

WITH REINFORCING

50 Dia. open hole

for diaphragm rod.

TYPICAL DIAPHRAGM

SPACING - 30 SKEW

CENTERLINE SECTION

(22 - 13 Dia. Strands)

END VIEW

WITH REINFORCING

END VIEW

WITH REINFORCING

END VIEW

WITH REINFORCING

CENTERLINE SECTION

(24 - 13 Dia. Strands)

GENERAL NOTES

C

100 Dia.

(placed as shown)

(placed as shown)

(placed as shown)

(placed as shown)

(placed as shown)

(placed as shown)

(placed as shown)

(placed as shown)

279

165

50 50

50 5

0

50

50

50

50 5

0

50

50

50

50

50

Angle to Suit Lifting Beam

SECTION THRU BEAM

S7 BARS #13 x 1016

S8 BARS #13 x 1422

U7 BARS #13 x 5150

U8 BARS #13 x 4915

U5 BARS #13 x 5130

U6 BARS #13 x 4900

UL2 Bars #13

2 H Bars #13

L2 Bars in pairs

25 cl.

25 cl.

8 S5 or S7

8 S6 or S8

279

14

0

UL2 Bars #13

2 H Bars #13

2 U Bars #13

L2 Bars in pairs

25 cl.

25 cl.

25 cl.

UL2 Bars #13

2 H Bars #13

L2 Bars in pairs

25 cl.

8 S6 or S8

8 S5 or S7

8 S5 or S7

8 S6 or S8

UL2 Bars #13

2 H Bars #13

2 U Bars #13

L2 Bars in pairs

25 cl.

25 cl.

54 54

5454

8 S6 or S8

8 S5 or S7

165

280

Twisted Cable

8 S7 #13

4 U8 #13

8 S8 #13

160

End of beam at L Beam

2 H #13 Bars Roughened Surface

5 spcs. @ 50 c/c=250

2 H #13 Bars

Span Length

190

114

114

190 190

114

8 S6 #13

4 U6 #13

8 S5 #13

50

End of beam

5 spcs. @ 50 c/c=250 (L2 #13

2 H #13 Bars

140

50

10

0

13

0

104 104104 104

104 104 104 104

130

130

350

10

0

@ 127 c/c@ 102 c/c

13

0

130

130

8 S6 #13 @ 150 c/c (Bottom of Beam)8 S8 #13 @ 150 c/c (Bottom of Beam)

@ 150 c/c

@ 150 c/c

@ 150 c/c

@ 150 c/c

@ 150 c/c

@ 150 c/c

@ 152 c/c

@ 152 c/c

@ 150 c/c

@ 150 c/c

@ 150 c/c

@ 150 c/c

154154 154

178

178

178

180

330

320

c/c=350 c/c=350

c/c=350 c/c=350

356

Bars @

12

7

c/c

=381

Bars @

127

c/c

=3

81

Bars @

127

c/c

=3

81

Bars @

127

c/c

=3

81

115

406

406

c/c=450 c/c=450

483

508

558

584

713

713

763

2400 2400

65 2 H #13 Bars

65

1143

41

9

154

41

9

419

41

9

14

0

S6 BARS #13 x 1346

UL2 BARS #13 x 820

1040

65

50

60

635

13 Dia. Pretensioned Strands

470

13 Dia. Pretensioned Strands

470

SPAN

(m)

DESIGN DATA

CENTERLINE SECTION

(28 - 13 Dia. Strands)

End of Draped Strands, U5 and H Bars

End of beam2 U5 #13 Bars

4 U6 #13 Bars

8 S5 #13 @ 150 c/c (Top of Beam)

Symm. about L

L Beam

bars in pairs & UL2 Bars #13)

L2 #13 Bars in Pairs & UL2 Bars # 13 @ 300 c/c

2 U5 #13 Bars

End of beamHold Down Point

Roughened Surface Symm. about L

End of Beam @ L Beam

Symm. about L

L Beam

End of Draped Strands,

Symm. about L

Hold Down Point

2 U7 #13 Bars 4 U8 #13 Bars

8 S7 #13 @ 150 c/c (Top of Beam)

(L2 #13 bars in pairs & UL2 Bars #13)

L2 #13 Bars in Pairs & UL2 Bars #13 @ 300 c/c

2 U7 #13 Bars

CONCRETE: f’c =41 MPa

f’ci =31 MPa

60

HS 46

HS 46

HS 49

HS 46 24 27

22 19

7

2 U Bars #13

13

01

30

4 U

#13

76

3

S5 BARS #13 x 966

4 U

#13

2 U Bars #13

4 U

#1

3

4 U

#1

3

L Span

1270

PRESTRESSED CONCRETE BEAMS:

CHAMFER REQUIREMENT: Chamfer all exposed edges of P.C. Beams 19mm unless otherwise

noted.

FORMS & PALLETS: All beams shall be cast in concrete floored pallets and metal forms.

FINISH: Top of beams to be rough floated. At approximately the time of initial set, entire

top of beam shall be scrubbed transversely with coarse wire brush to remove all laitance

and to produce a roughened surface for bonding slab.

CEMENT: Type I or III Portland Cement may be used for the Prestressed Concrete Beams.

L Bridge

Intermediate

1999 SPECIFICATIONS

ALL DIMENSIONS ON THIS SHEET IN MILLIMETERS UNLESS OTHERWISE NOTED.

OKLAHOMA DEPT. OF TRANSPORTATION

DATE

COUNTY BRIDGE STANDARD ( METRIC )

APPROVED BY BRIDGE ENGINEER

8875 (18 m Span), 9875 (20 m Span)

10 875 (22 m Span), 11 875 (24 m Span)

Beam Length = 21 750 (22 m Span), 23 750 (24 m Span)

Beam Length = 17 750 (18 m Span), 19 750 (20 m Span)

1800 (18 m Span)

2000 (20 m Span)

2200 (22 m Span)

2400 (24 m Span)

1800 (18 m Span)

2000 (20 m Span)

2200 (22 m Span)

2400 (24 m Span)

Beam Length = 17 710 (18 m Span), 19 710 (20 m Span)

Beam Length = 21 710 (22 m Span), 23 710 (24 m Span)

18 8

20 13

18 m SPAN20 m SPAN

22 m SPAN 24 m SPAN

1010

CB-34M

00M

7 sp. @50 7 sp. @50

9 sp. @509 sp. @507 sp. @507 sp. @50

8855 (18 m Span), 9855 (20 m Span)

10 855 (22 m Span), 11 855 (24 m Span)

L End Diaphragm

L End Diaphragm

P.C. BEAM ELEVATIONS AND SECTIONS

TYPE III - 7.8 m RDY.

FABRICATOR SHALL PROVIDE

REQUIRED DESIGN STRENGTH

The Prestressed Concrete Beams may be redesigned to use "Debonded" and or

15 mm strands rather than the "Draped" strands shown. The New Design and

Structural Calculations for "Debonded" and or 15 mm strands must be prepared

by and sealed by a Professional Engineer registered in the State of Oklahoma

and submitted to the Bridge Engineer for approval.

If "Debonded" Strands are used the "U" bars shall extend an additional

1200 mm, toward the middle of the span, just past the point of debonding.

HANDLING: In the handling of the beams, they must be maintained in an upright position at

all times and must be picked up from the lifting eye provided at the beam ends. Disregard

of this requirement may lead to collapse of the member.

SPECIFICATIONS FOR STEEL STRANDS: Grade 270, 7-wire, uncoated, low relaxation steel

strand shall conform to the requirements of AASHTO M203 (ASTM A-416) and Supplement I.

STRAND: All strands shall be the size and type as shown on the Plans. Initial load per strand

shall be 75% of the breaking strength of the strand for low relaxation strand.

TREATMENT OF CUT STRANDS: All cut off strands that will be exposed are to be coated with

two coats of an approved zinc rich paint (minimum 80 m). Painting to be done by

fabricator.

SHOP DRAWINGS: The Contractor shall have his Prestressed Concrete Beam Fabricator furnish

the Bridge Engineer, for his approval, two sets of checked shop drawings. Shop drawings shall

show the casting length center to center of bearings, and the calculated prestress shortening.

One copy shall be returned to the fabricator with any desired corrections indicated. The

fabricator shall then furnish the Bridge Engineer with as many, generally seven, corrected copies

of the shop drawings as may be required for approval and distribution. The approval of the

shop drawings in no way relieves the Contractor or his fabricator of the responsibility for

mistakes on the shop drawings.

m

NOTE: 30 Rt. Fwd. Skew shown.

30 Lt. Fwd. Skew by opposite hand.

.

Wearing Surface

1

LOADING: MS 18+1 kPa Future

50 Dia. open hole

as required for

diaphragm rod.

L Brng. L Brng.

PCB5-1