1999 SPECIFICATIONS APPROVED BY BRIDGE ENGINEER: 01E DATE: OKLAHOMA DEPT. OF TRANSPORTATION COUNTY BRIDGE STANDARD ( ENGLISH ) PCB4-2 K3 and H Bars 35’ SPAN 40’ SPAN 45’ SPAN 50’ SPAN DESIGN DATA 12 7 K3 K4 DETAIL OF LIFTING EYE PLAN K2 K1 SPAN "d" C C C C C C C Diaphragm (Typ.) C C 8-S2 #4 @ 6" c/c (Bottom of Beam) C C PLAN C ELEVATION - 0 SKEW ELEVATION - 30 SKEW 8-S4 #4 @ 6" c/c (Bottom of Beam) @ 5" c/c C END VIEW WITH REINFORCING CENTERLINE SECTION (12- " Di END VIEW WITH REINFORCING CENTERLINE SECTION (14- " Di CENTERLINE SECTION (22- " Di END VIEW WITH REINFORCING END VIEW WITH REINFORCING CENTERLINE SECTION (18- " Di OPERATING RATING DEAD LOAD DEFLECTION TYPICAL DIAPHRAGM SPACING - 30 SKEW (45’ AND 50’ SPANS ONLY) DEAD LOAD DEFLECTION DIAGRAM End of K2 Bars End of K4 Bars C L Brng. NOTE: @ 6" c/c @ 6" c/c @ 5" c/c @ 6" c/c @ 6" c/c C C L Brng. (See End View and L Section) C (See End View and L Section) C 2" Dia. open hole for diaph. rod. (45’ & 50’ Spans only) "d" @ L Span (See Table) Draped strands, K1, K3, and H ba of beam. Straight strands shall be cut flush with ends of beam. K2 and K4 bars shall be set 2" clear from ends of beam. C at L Beam C Dimensions along L Beam C 2" Dia. open hole for diaph. rod. (45’ & 50’ Spans only) End of Beam (placed as shown) L1 BARS #4 x 3’-6" UL1 BARS #4 x 2’-1" (L1 #4 bars in pairs & UL1 Bars #4) (placed as shown) (placed as shown) (placed as shown) (placed as shown) (placed as shown) (placed as shown) (placed as shown) 3" 9" 12 12 12 12 S1 S2 S1 S2 12 12 S3 S4 1 1 S4 S3 4 1’-4" 11" 8 GENERAL NOTES @ 6" c/c @ 6" c/c @ 6" c/c @ 6" c/c @ 6" c/c @ 6" c/c @ 6" c/c @ 6" c/c NOTE: 30 Rt. Fwd. Skew shown. 30 Lt. Fwd. Skew by opposite Hand. bars in pairs & UL1 Bars #4) 2" 2" 2" 2" 2" 2" 2" 2" 2" 2" 2" 2" 2" 2" SECTION THRU BEAM HS 41 HS 41 HS 41 HS 45 35’ 40’ 45’ 50’ Angle to Suit Lifting Beam 22’-1" (45’ Span) 24’-7" (50’ Span) 22’-0 " (45’ Span) 4’-6" (45’ Span) 5’-0" (50’ Span) Beam Length = 44’-2" (45’ Span), 49’-2" (50’ Span) 4’-6" (45’ Span) 5’-0" (50’ Span) Beam Length = 44’-0" (45’ K3 BARS #4 x 8’-9" K4 BARS #4 x 8’-3" K1 BARS #4 x 8’-8" K2 BARS #4 x 8’-3" S3 BARS #4 x 2’-5" S4 BARS #4 x 3’-8" S1 BARS #4 x 2’-4" S2 BARS #4 x 3’-6" K3 BARS #4 x 8’-9" K4 BARS #4 x 8’-3" K1 BARS #4 x 8’-8" 2 End of beam End of Draped Strands, K1 and H Bars 8-S1 #4 @ 6" c/c (Top of Beam) 2" End of beam 3 spcs. @ 2" c/c=6" (L1 #4 2" L1 #4 Bars in Pairs & UL1 Bars #4 @ 12" c/c 2 8-S1 #4 4-K2 #4 8-S2 #4 End of beam " Dia. Prete Hold Down Point 3’-6" (35’ Span) 4’-0" (40’ Span) 1’-4" Symm. about L Roughened Surface 17’-1" (35’ Span) 19’-7" (40’ Span) Symm. about L L Beam End of Draped Strands, 2 L1 #4 Bars in Pairs & UL1 Bars #4 @ 12" c/c 2" End of Beam @ L Beam 2 17’-0 " (35’ Span) Symm. about L L Beam Symm. about L Roughened Surface 8-S3 #4 4-K4 #4 8-S4 #4 " Dia. Prete Hold Down Point 3’-6" (35’ Span) 4’-0" (40’ Span) 1’-4" Beam Length = 34’-0" (35’ 8 10" 4 1’-6" 4 4’-0" 8" 4’-0" 3" 2’-8" 4" 4" 4" 4" 1’-8" 2" 8-S2 or S4 8-S1 or S3 4" 4" 4" 4" 1" cl. 1" cl. 4" 4" 2" 1’-8" 8-S1 or S3 8-S2 or S4 4" 4" 6" 6" 1" cl. 1" cl. 4" 4" 8-S1 or S3 1’-10" 8-S2 or S4 6" 6" 8" 8" 2" 1" cl. 1" cl. 4" 4" 1’-10" 8-S1 or S3 8-S2 or S4 8" 8" 2" Beam Length = 34’-2" (35’ Span), 39’-2" (40’ Span) End of beam at L Beam Span Length L Brng. L Brng. 1’-0" 3" 3" 6" 6" 6" 1’-6" 6" 6" 1’-3" 3’-0" 6" 3" Twisted Cable 4" L Span 5’ L Bridge Intermediate 1’-0" 1’-0" 1’-0" 1’-0" 1" cl. 1" cl. 4 2’ 10" 5" 10" 2-K1 #4 4-K2 #4 2-H #4 2-K1 #4 2-H #4 Sole L P with studs (see Std. PCB10-2) 2-K3 #4 4-K4 #4 2-H #4 2-K3 #4 2-H #4 2-K1 or K3 #4 L1 #4 in pairs 4-K2 or K4 UL1 #4 2-H #4 UL1 #4 2-H #4 2-K1 or K3 #4 L1 #4 in pairs 4-K2 or K4 #4 @ 5" c/c=1’-3" #4 @ 5" c/c=1’-3" UL1 #4 2-H #4 2-K1 or K3 #4 4-K2 or K4 #4 @ 5" c/c=1’-3" L1 #4 in pairs UL1 #4 2-H #4 2-K1 or K3 #4 L1 #4 in pairs 4-K2 or K4 #4 @ 5" c/c=1’-3" P.C. BEAM ELEVATIONS AND SECTIONS TYPE II, 32’-9" RDY. CB-17E PRESTRESSED CONCRETE BEAMS: CHAMFER REQUIREMENT: Chamfer all 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. CONCRETE: Concrete for beams shall have a min. 6,000 p.s.i. strength at 28 days. CEMENT: Type I or III Portland Cement may be used for the Prestressed Concrete Beams. CYLINDER STRENGTH: At transfer of the tensioning load, the cylinder strength of the concrete shall be at least 4,500 p.s.i. 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: Type 270 K, 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 non-draped pretensioning strands shall be cut off flush with the end of the beam. All cut off strands that will be exposed are to be coated with two coats of an approved zinc rich paint (minimum 6 mils). 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. The Prestressed Concrete Beams may be strands rather than the "Draped" strands shown. The New Design and Structural Calculations for "Debonded" and or " s 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 on additional 4 feet, toward the middle of the span, just past the point of debonding. L End Diaphragm L End Diaphragm LOADING: HS 20-44 CONCRETE: f’c =6,000 psi f’ci =4,500 psi 30^ 1 1 3 spcs. @ 2 Revise Bar Spacing 3-23-01