dead load deflection - okladot.state.ok.us · dead load deflection typical diaphragm spacing ......
TRANSCRIPT
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
þÿ�(�1�2�-� ���"� �D�i
END VIEW
WITH REINFORCING
CENTERLINE SECTION
þÿ�(�1�4�-� ���"� �D�i
CENTERLINE SECTION
þÿ�(�2�2�-� ���"� �D�i
END VIEW
WITH REINFORCING
END VIEW
WITH REINFORCING
CENTERLINE SECTION
þÿ�(�1�8�-� ���"� �D�i
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
CL Brng.
NOTE:
@ 6" c/c
@ 6" c/c
@ 5" c/c
@ 6" c/c
@ 6" c/c
C
CL 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)
þÿ�D�r�a�p�e�d� �s�t�r�a�n�d�s�,� �K�1�,� �K�3�,� �a�n�d� �H� �b�a
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 BeamC
Dimensions along L BeamC
2" Dia. open hole for diaph.
rod. (45’ & 50’ Spans only)
End of
Beam
(placed as shown)
L1 BARS #4 x 3’-6"
3" Dia.
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
þÿ�1þÿ�1
S4
S3
þÿ�4
1’-4"
11"
þÿ�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
þÿ�3�5�’� � � � � � �
þÿ�4�0�’� � � � � � �
þÿ�4�5�’� � � � � � �
þÿ�5�0�’� � � � � � �
Angle to Suit Lifting Beam
22’-1" (45’ Span) 24’-7" (50’ Span) þÿ�2�2�’�-�0 ��"� �(�4�5�’� �S�p�a�n�)� �
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)
þÿ�B�e�a�m� �L�e�n�g�t�h� �=� �4�4�’�-�0���"� �(�4�5�’
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"
þÿ�2
End of beam
End of Draped Strands, K1 and H Bars
8-S1 #4 @ 6" c/c (Top of Beam)
2"
End of beam3 spcs. @ 2" c/c=6" (L1 #4
2" L1 #4 Bars in Pairs & UL1 Bars #4 @ 12" c/c
þÿ�2
8-S1 #4
4-K2 #4
8-S2 #4
þÿ� �
End of beam
þÿ���"� �D�i�a�.� �P�r�e�t�e�
Hold Down Point
3’-6" (35’ Span) 4’-0" (40’ Span)
1’-
4"
Symm. about LRoughened Surface
17’-1" (35’ Span) 19’-7" (40’ Span)
Symm. about L
L Beam
End of Draped Strands,
8-S3 #4 @ 6" c/c (Top of Beam)
þÿ�2 L1 #4 Bars in Pairs & UL1 Bars #4 @ 12" c/c
2"
End of Beam @ L Beam
þÿ�2
þÿ�1�7�’�-�0 ��"� �(�3�5�’� �S�p�a�n�)� �
Symm. about L
L Beam
Symm. about LRoughened Surface
8-S3 #4
4-K4 #4
8-S4 #4
þÿ� � þÿ���"� �D�i�a�.� �P�r�e�t�e�
Hold Down Point
3’-6" (35’ Span) 4’-0" (40’ Span)
1’-
4"
þÿ�B�e�a�m� �L�e�n�g�t�h� �=� �3�4�’�-�0���"� �(�3�5�’
þÿ�8
10"
þÿ�4
1’-6"
þÿ�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
þÿ�5�’�
L Bridge
Intermediate
1’-
0"
1’-
0"
1’-
0"
1’-
0"
1" cl.
1" cl. þÿ�4
þÿ�2�’�
10"
5"
10"
2-K1 #4
4-K2 #4 2-H #4
2-K1 #4 2-H #4
Sole LP
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-K
2 o
r K
4
UL1 #4
2-H #4
UL1 #4
2-H #4
2-K1 or K3 #4
L1 #4 in pairs
4-K
2 o
r K
4
#4 @
5"
c/c
=1’-3"
#4 @
5"
c/c
=1’-3"
UL1 #4
2-H #4
2-K1 or K3 #4
4-K
2 o
r K
4
#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-K
2 o
r K
4
#4 @
5"
c/c
=1
’-3
"
P.C. BEAM ELEVATIONS AND SECTIONSTYPE II, 32’-9" RDY.
CB-17E
PRESTRESSED CONCRETE BEAMS:
þÿ� � �C�H�A�M�F�E�R� �R�E�Q�U�I�R�E�M�E�N�T�:� � �C�h�a�m�f�e�r� �a�l�l� �
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.
þÿ�T�h�e� �P�r�e�s�t�r�e�s�s�e�d� �C�o�n�c�r�e�t�e� �B�e�a�m�s� �m�a�y� �b�e�
strands rather than the "Draped" strands shown. The New Design and Structural
þÿ�C�a�l�c�u�l�a�t�i�o�n�s� �f�o�r� �"�D�e�b�o�n�d�e�d�"� �a�n�d� �o�r� �"� �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
þÿ�3� �s�p�c�s�.� �@� �2
Revise Bar Spacing 3-23-01