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- Fargo Diversion Inlet Structure Federal contract opportunity
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- W912ES-16-R-0002
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STA. O 19+73.14
IMPERVIOUS FILL
EMB
LT DAM WALL
(IMPERVIOUS FILL)
RT DAM EMBANKMENT
STA. C 15+00 = STA. O 15+00
CENTER STRUCTURE
DIVERSION INLET FLOW LINE
TOP SOIL STRIPPING TOP SOIL STRIPPING
LEFT DAM EMBANKMENT
FINISHED GRADE
EXISTING GROUND
BOTTOM OF INSPECTION TRENCH
EMBEDDED LEVEE
RT DAM WALL
END LT DAM EMBANKMENT STA. O 11+18
BEGIN LT DAM WALL STA. O 11+08
INSPECTION TRENCH
STA. O 17+01.5, EL. 915.5
SIDE OF WALL
FINISHED GRADE EITHER
STA. O 18+92.0
END DAM WALL
CONTROL LINE "C"
SHEET PILE (SEE SHEET STRUCTURAL SHEETS FOR REQUIREMENTS)
DAM WALL FOOTING
1' MINIMUM COVER OVER
ADJUST FILL TO PROVIDE
GEOTEXTILE TYPE 2
BASE COURSE
8" AGGREGATE
CTH 17
HORIZONTAL SCALE
VERTICAL SCALE
PROFILE
0 100' 200'
0 10' 20'
/8 /2
A N
S I
D
U .S
A R
M Y C
O R
P S O
F E
N G
IN
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R S
S T P
A U
L
M
IN
N E
S O
T A
F M
M D
IV
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S
IO
N I
N L E
T S
T R
U C
T U
R E
W E
S -1
-R -0
T S
U L L
Y
/0
/1
P R
O F
IL
E
CS202
F A
R G
O -M
O O
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E A
D F
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O D R
IS
K M
A N
A G
E M
E N
T
S T P
A U
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IS
T R
IC
T
ST. PAUL DISTRICT
F A
R G
O
N D
R E
D R
IV
E R O
F T
H E N
O R
T H R
IV
E R B
A S
IN
F M
M D
IS
C
S
X X
X .d g n
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V A
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IO
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O L
C O
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D
IN
A T
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Y S
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M
H O
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IZ
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T A
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T R
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M B
IN
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A C
T O
R
C F
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ID
N A
D
N D S
P C
S S
O U
T H Z
O N
E -U .S S
U R
V E
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T
N A
V D
.9
A
GENERAL NOTES:
CONTROL LINE "O" PROFILE
C O
N T
R O
L L
IN
E
O P
R O
F
IL
E
R G
F
R G
F
C R
M
ON ALIGNMENT "O" AS INDICATED ON SHEET CS401.
CONNECT EMBEDDED LEVEE TO RT DAM EMBANKMENT; CENTER LEVEE 5.
FOUNDATION DETAILS.
FOUNDATION PILES NOT SHOWN FOR CLARITY. SEE STRUCTURAL SHEETS FOR 4.
FOR TOPSOIL STRIPPING REQUIREMENTS SEE GENERAL NOTES ON SHEET CS101.3.
SEE STRUCTURE SHEETS FOR DAM WALL AND INLET DETAILS.2.
EMBED DAM WALLS INTO DAM EMBANKMENTS AS INDICATED.1.
S O
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IT
A T
IO
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B
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®of Engineers
US Army Corps of Engineers
US Army Corps
Sheet
EL. 923.5
V :4
H
E L E
V A
T
IO
N
E L E
V A
T
IO
N
V :4
H
2%
V :7
H 1 V :7
H
O 0+00 O 1+00 O 2+00 O 3+00 O 4+00 O 5+00 O 6+00 O 7+00 O 8+00 O 9+00 O 10+00 O 12+00O 11+00 O 13+00 O 14+00 O 15+00 O 16+00 O 17+00 O 18+00 O 19+00 O 20+00 O 21+00 O 22+00
P V I
O .0
E L .6
P V I
O .0
E L .6
P V I
O .0
E L .0
P V I
O .5
E L .0
P V I
O .0
E L .3
P V I
O .0
E L .5
V :3
H
2%
V :4
H
V :5
H
Off 5.61 (1.711m)
Sta 2007.85
E 2870686.72
N 405310.45
CL
2'-9"13'-3"
77'-0"
3'-6"
5'-3"
3'-6"
5'-3"
3'-6"
CONTROL LINE "O"
7'-4 5/8""4 35'-25'-11"11'-8"13'-9"
"2
22'-4"10'-4 1/8"
3'-6"5'-9"3'-6"
13'-9"
8"8"
18'-0"
2'-2" 2'-2"
PLATFORM
C/L MECH.
30'-2 3/8"
18'-5"
"2 12'-10
1'-9"
4'-7" 1'-5"
6'-0"
4'-7" 1'-5"
6'-0"
"2
"2 14'-
6"
"2
EL. 941.08
8'-7 7/8"
"4 11'-8
2 "
"2 13'-9
MECH. PLATFORM
C/L BEARING
VSB
C/L BEARING
S O
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IC
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A T
IO
N N
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F
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A M
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US Army Corps of Engineers
US Army Corps
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T S
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FLOW
W E
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-R -0
P R
F T
M G
R
P L
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IE
W
A B
U T
M E
N T G
E O
M E
T R
Y
S-410
F M
M D
IS
S -4
X X
X .d g n
1/4" = 1'-0"
S-410
SCALE:
PLAN VIEW - RIGHT ABUTMENT MIRRORED
LEFT ABUTMENT
A
S-411
B
S-411
C
S-411
D E
3/8" = 1'-0"
D
SCALE:
ABUTMENT GEOMETRY
SECTION
3/8" = 1'-0"
E
SCALE:
ABUTMENT GEOMETRY
SECTION
0 2' 6'4' 0 2' 6'4'
4' 8'0 2'
EL. 941.08
JOINT
CONSTRUCTION
EL. 945.75
EL. 941.00 EL. 941.00
EL. 941.08
JOINT
CONSTRUCTION
EL. 945.75
RIGHT ABUTMENT = 941.34
LEFT ABUTMENT = 941.46
EL. 945.83 EL. 945.83
EL. 938.19
EL. 934.11
9"
13'-0" "4 112'-9
71'-0"
CONTROL LINE "O"
8'-7 7/8"
CL BEAM
3'-5"
6"
PLATFORM
C/L MECHANICAL
"8 15'-2 "4
35'-2
1/2"
"2
10'-4 1/8" 11'-2" 11'-2"
"2
"2 12'-101'-9"1'-9""2
PLATFORM
CL MECH.
3'-6"
1'-9"
C/L BEAM
C/L BEARING
1'-9"
C/L BEARING
C/L BEARING
PIER
C/L
C/L BEAM
1'-4 3/4"
C/L BEAM C/L BEAM C/L BEAM C/L BEAM
8'-9"8'-9"
"2 14'-7"2
14'-7"2 15'-
18'-5"
S O
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N N
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2 3
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4 5
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®of Engineers
US Army Corps of Engineers
US Army Corps
S
/0
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F A
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P
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M E
T R
Y
T S
U L L
Y
R=10'-0"
R=10'-0"
W E
S -1
-R -0
P R
F
GENERAL NOTES:
T M
G
ABUTMENT EMBEDMENTS.
1. SEE SHEET ST501 FOR
P L
A N V
IE
W S
E C
T
IO
N
F M
M D
IS
S -4
X X
X .d g n
S-413
0 2' 6'4'
0 1' 3'2' 0 1' 3'2' 0 1' 3'2'
B
C
3/4" = 1'-0"
B
SCALE:
ELEVATION
PIER BLOCK OUT
3/4" = 1'-0"
C
SCALE:
ELEVATION
PIER BLOCK OUT
3/4" = 1'-0"
A
SCALE:
PLAN VIEW - VEHICLE SERVICE BRIDGE
BEAM SEAT LAYOUT
1/2" = 1'-0"
D
SCALE:
PLAN VIEW - MECHANICAL PLATFORM
BEAM SEAT LAYOUT
2' 4'0 1'
3/8" = 1'0"
PIER
PLAN VIEW
SCALE:
EL 938.19
EL 934.11
O C T B
#9 @ 1'-0" OC T & B
#9 x 26'-0" @ 1'-0" OC BOTTOM
CONTROL LINE "C"
#10 @ 1'-0" OC
#10 @ 6" OC
#9 @ 1'-0" OC T & B6" TYP
OC T & B
#9 @ 1'-0"
TYP
6"
#9 x 26'-0" @ 1'-0" OC BOTTOM
#9 @ 1'-0" OC T & B
68'-0"
CONTROL LINE "C"
@ 1'-0" OC
#9 x 26'-0"
/0
/2
F A
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F A
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O O
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IS
K M
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IV
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A S
IN
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S T P
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S O
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A R
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P S O
F E
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IN
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R S
F M
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S -5
X X
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A N
S I
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S-505
T S
F
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N D
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IC
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O N
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O L
C O
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IN
A T
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Y S
T E
M
H O
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IZ
O N
T A
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O N
T R
O L
C O
M B
IN
E D F
A C
T O
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C F
G E
D
N D S
P C
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U R
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Y F
T
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A
R E
IN
F O
R C
E M
E N
T
F O
U N
D A
T
IO
N S
L A
B
T S
U L L
Y
8'0 4' 16'
SCALE:
FOUNDATION REINFORCEMENT
SECTION
1/8" = 1'-0"
A
SCALE:
FOUNDATION REINFORCEMENT
SECTION
1/8" = 1'-0"
B
A
B
SCALE:
STILLING BASIN WALL DOWELS
SECTION
1/4" = 1'-0"
C
8'0 4' 16'
8'0 4' 16'
W E
S -1
-R -0
D A
P
P R
F
FOUNDATION REINFORCEMENT
SCALE: 1/8" = 1'-0"
FOUNDATION SLAB #3A
C
4' 8'0 2'
GENERAL NOTES:
FLOW
6. SEE SHEET S-506 FOR BAFFLE BLOCK, FLOOR RAMP AND END SILL REINFORCEMENT.
5. FOUNDATION 3B IS A MIRROR IMAGE OF 3A ABOUT CONTROL LINE "C".
4. SEE SHEET S-519 FOR STILLING BASIN WALL REINFORCEMENT.
PLACED ON TOP OF THE PILING.
3. BARS PERPENDICULAR (TRANSVERSE) TO THE DIVERSION CHANNEL CENTERLINE SHALL BE
THE BOTTOM BARS FOR EACH MAT OF REINFORCEMENT.
2. BARS PERPENDICULAR (TRANSVERSE) TO THE DIVERSION CHANNEL CENTERLINE SHALL BE
JOINTS MAY BE ADDED UPON CONTRACTING OFFICER'S APPROVAL.
1. EXPANSION JOINTS SHALL BE INSTALLED PER CONTRACT REQUIREMENTS. CONSTRUCTION
S O
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D B
Y
D E
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IG
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D B
Y
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N
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2 3
C
4 5
A
B
M A
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A P
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IZ
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B M
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D B
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C A
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E
D A
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M A
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D E
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®of Engineers
US Army Corps of Engineers
US Army Corps
2'-0"
#7 @ 6"
#7 @ 6"
#6 @ 6"
#6 @ 6" #7 @ 6"
LONGITUDINAL BARS
#7 @ 6" O.C.
LONGITUDINAL BARS
#7 @ 6" O.C.
B A
R S
L O
N G
IT
U D
IN
L
O .C
#7 @ 6"
/0
/2
F A
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IS
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IN
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A R
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P S O
F E
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S I
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S-506
S A
S
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C O
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D
IN
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M
H O
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IZ
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T A
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O N
T R
O L
C O
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IN
E D F
A C
T O
R
C F
G E
D
N D S
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O N
E -U .S S
U R
V E
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T
N A
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A
R E
IN
F O
R C
E M
E N
T
F O
U N
D A
T
IO
N S
L A
B
T S
U L L
Y
W E
S -1
-R -0
T S
F
P R
F
A
B
C
4' 8'0 2' 4' 8'0 2' 4' 8'0 2'
4' 8'0 2' 4' 8'0 2' 4' 8'0 2'
F M
M D
IS
S -5
X X
X .d g n
SCALE:
BAFFLE BLOCK REINFORCEMENT
BAFFLE BLOCK - PLAN
1/4" = 1'-0"
A
SCALE:
FOUNDATION REINFORCEMENT
FLOOR RAMP - PLAN
1/4" = 1'-0"
B
SCALE:
FOUNDATION REINFORCEMENT
END SILL - PLAN
1/4" = 1'-0"
C
FOUNDATION REINFORCEMENT
SCALE: 1/4" = 1'-0"
BAFFLE BLOCK - SECTION
FOUNDATION REINFORCEMENT
SCALE: 1/4" = 1'-0"
FLOOR RAMP - SECTION
FOUNDATION REINFORCEMENT
SCALE: 1/4" = 1'-0"
END SILL - SECTION
S O
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IC
IT
A T
IO
N N
O
F
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A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D E
S C
R
IP
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IO
N
D
2 3
C
4 5
A
B
M A
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A P
P R
D A
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F
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B E
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S
IZ
E
S U
B M
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D B
Y
P L
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C A
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P L
O T D
A T
E
D A
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M A
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D E
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IP
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IO
N
C O
N T
R A
C T N
O
D A
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A P
P R
®of Engineers
US Army Corps of Engineers
US Army Corps
CONCRETE BARRIER (TYP)
1'-0"10'-0"10'-0"1'-0"
2 SPS @ 8'-9" = 17'-6" ~ 27" PRESTRESSED CONCRETE BEAMS2'-3" 2'-3"
5"
5"
C L
R
C L
R
CROWN EL.=931.00
CONTROL LINE "O"
CONTROL LINE "O"
22'-0"
6"#4 @ 1'-6" OC TOP LONGITUDINAL BARS = 21'-0"6"
7"#5 @ 10" OC BOTTOM LONGITUDINAL BARS = 20'-10"7"
4" CLR BOT. TRANS. REINF. (TYP.)
2" CLR TOP TRANS. REINF. (TYP.)
STRIP (TYP)
" BEVEL DRIP 4
#5 @ 5" OC TOP
#4 @ 5" OC BOTTOM
/0
/2
F A
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F M
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IV
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D E
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SLOPE 2%SLOPE 2%
0 2'2' 1'
'' = 1'-0"4
3SCALE:
T S
U L L
Y
DECK SECTION
(SHOWING DIMENSIONS)
(SHOWING REINFORCEMENT)
W E
S -1
-R -0
D A
P
D A
P
Q R
D
0 2'2' 1'
'' = 1'-0"4
3SCALE:
GENERAL NOTES:
SHALL BE EPOXY COATED.
1. ALL DECK, DIAPHRAGM AND BARRIER REINFORCEMENT
S O
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IT
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D A
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®of Engineers
US Army Corps of Engineers
US Army Corps
"2 159'-2 59'-9" "2
159'-2
3" EXPANSION JOINT 3" EXPANSION JOINT
" TYP2
12'-4
3'-0" (TYP)
CONTROL LINE "C"
CONTROL LINE "O"
3'-0" 3'-0"
"2 12'-4
"4
10'-5 "4
9'-0" = 31'-4"4
3 SPS @ ~10'-5 3'-0"
"2 12'-4
"4
8'-11"2
" = 31'-04
3 SPS @ ~10'-4"4
8'-113'-0"
" = 51'-9"8
5 SPS @ ~10'-0
3'-0" TYP
1'-0" TYP
"2 12'-4
3'-0" "4
10'-5" = 31'-4"4
3 SPS @ ~10'-5"4
9'-0 3'-0"
3'-0"
1'-0"3'-0"
"4 110'-5" = 31'-4"4
3 SPS @ ~10'-5"4
10'-5 "4
110'-5 " = 31'-4"4
3 SPS @ ~10'-5 "4
10'-5
S O
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US Army Corps of Engineers
US Army Corps
S
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T
H
W E
S -1
-R -0
D A
P
D A
P Q
R D
KEYNOTE:
BARRIER POSTS.
DIMENSIONS ARE TAKEN TO THE CENTER OF THE
8'0 4' 16'
SCALE: 1/8" = 1'-0"
VEHICLE SERVICE BRIDGE
BARRIER POST LAYOUT
V E
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V
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B A
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A Y
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6"
8" ALONG BEAM C/L
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F A
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IL
S
S-536
STRAIGHT STRANDS
DRAPED STRANDS
TOTAL STRANDS
NO. END
Y DISTANCES
STRAND DIAMETER
PRESTRESSING
"2
5 0.60"
THREADED INSERT
" LONG2
f'ci f'c1 2
STRENGTH - K.S.I.
MINIMUM CONCRETE
EDGE OF BEAM
LOSSES
CALCULATED PRESTRESS
ELASTIC SHORTENING LOSS
LONG TERM LOSSES
TOTAL LOSSES
(INCHES)
SPANCL
CAMBER DIAGRAM
DETAIL "A"
CONCRETE END DIAPHRAGM
9.0 KSI
3.50
4.00
3.57
2 1/2" ERECTION CAMBER
B3
P R
E S
T R
E S
S E
D C
O N
C R
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A
N.T.S.
N.T.S.
2" THREADED.
" DIA. x 2'-0" ROD4
W E
S -1
-R -0
D A
P
D A
P
N.T.S.
N.T.S.
"2
56'-11
"BRIDGE-PRESTRESSED BEAMS-CUT STRAND SEALANT."
WITH SEALANT PER MNDOT APPROVED PRODUCTS LIST
CUT STRANDS FLUSH WITH CONCRETE. COVER ENDS
OUT TO OUT OF BEAM2
158'-2
DIAPHRAGM
STEEL INTERMEDIATE
3 SPS. @ 8"
G806E SPG.8
3" 3"
= 2'-0"
G301E
CHAMFER
NO
2'-2"
" CHAMFER4
G307E
G303E
S
P G
G505E
STRANDS
DRAPED
2"
2"
" CHAMFER2
2-G505E
G402E2-G508E
Y D
IS
T A
N C
E
S E
E C
H A
R T
G402E SPG. EXCEPT AS NOTED
4-G806E
4'-11" MIN. LAP
PERMISSIBLE SPLICE
OF DRAPED STRANDS
CENTER OF GRAVITY
L
AS NOTED
C SPAN EXCEPT
SYMM. ABOUT
(SP. W/ G402E)
2-G303E & G307E2"
"2
2-G303E (SP. W/ G402E)
HOLD DOWN POINT
(SP. W/ G505E)
2-G303E & G307E
(SP. W/ G508E)
2-G303E & G307E
1'-3" 1'-3"
6" 1'-6"
2'-6"
G806E
G402E
G301E
" CLR.2
9 9
6"
G303E
DRAPED STRANDS
6"
" CLR.4
6"2" 2"
2'-2"
2"
8"
2"
@ 2"
4 SPS.
@ 2"
4 SPS.
" CLR.8
2'-2"
1'-8"
G
7EG
1E
G505E
1'-0"
"2
ELEVATION
10"
1'-10"
OF BEAM
BOTTOM
7.5 KSI
24.52 KSI
16.29 KSI
40.81 KSI
1,230,390 LB.
INITIAL PRESTRESS
+/- 1'-0"
SEE SHEET S-541
SOLE PLATE - CAST WITH BEAM.
8 SPS. @ 6"
6'-1"
17 SPS. @ 1'-4"
OF BEAM
TOP
Q R
D
G402E
G301E & G307EG508EG303E
END VIEW
G508E
THIS DIMENSION.
A TOLERANCE OF +/- 1" WILL BE PERMITTED IN
EXCEPT AS NOTED.
CENTER TO CENTER, HORIZONTALLY AND VERTICALLY,
FROM BOTTOM OF BEAM. ALL STRANDS SPACED 2"
Y = DISTANCE TO CENTER OF GRAVITY OF STRANDS
(NO LIVE LOAD)
1 3/4" EST. RESIDUAL CAMBER
THICKNESS. PROVIDE COPY OF ELEVATIONS TO THE CONTRACTING OFFICER.
DEFLECTION SHOWN TO ENABLE BUILDING FORMS TO CORRECT GRADE AND SPECIFIED SLAB
CONTRACTOR WILL TAKE ELEVATIONS AT TOP OF BEAMS AFTER ERECTION AND WILL ALLOW FOR
DEAD LOAD DEFLECTION SHOWN IS FOR WEIGHT OF SLAB AND MECHANICAL EQUIPMENT.
ERECTION CAMBER SHOWN IS AFTER DIAPHRAGMS ARE IN PLACE.
KEYNOTES:
B633, SERVICE CONDITION SC4.
CONCRETE DIAPHRAGMS ARE EITHER GALVANIZED OR ELECTROPLATED IN ACCORDANCE WITH ASTM
10 ENSURE THREADED RODS USED TO ATTACH PRESTRESSED CONCRETE BEAMS TO CAST-IN-PLACE
9 STEEL TROWEL TO SMOOTH FINISH AND APPLY BOND BREAKER PER MNDOT APPROVED PRODUCTS LIST.
8 TWO INSIDE BARS MAY BE PLACED ADJACENT TO VERTICAL STIRRUP FOR TYING CONVENIENCE.
7 CENTER OF GRAVITY OF HOLD DOWNS WHEN MULTIPLE HOLD DOWNS ARE USED.
6 TOPS OF BEAMS SHALL BE ROUGH FLOATED AND BROOMED TRANSVERSELY.
5 USE 7-WIRE LOW RELAXATION PRESTRESSING STRAND, CONFORMING TO ASTM A416, GRADE 270.
4 STRAIGHT STRANDS.
3 DRAPED STRANDS.
2 MINIMUM CONCRETE STRENGTH WHEN BEAM CAN BE TRANSPORTED AND INSTALLED.
1 MINIMUM CONCRETE STRENGTH AT TIME OF PRESTRESS TRANSFER.
SEE DETAIL "A"
THREADED INSERT (TYP.)
THREADED INSERTS
OF BEAM
TOP
PLAN
SEE FRAMING
(FASCIA BEAMS)
BEAMS) OR THREADED INSERTS
" DIA. HOLES (INTERIOR2
HOLE
" DIA.2
ELEVATION
PLAN AT FASCIA BEAMS
DIAPHRAGM
C/L END
C/L BEARING
C/L BRG.
C/L BRG.
SECTION AT C/L SPAN
C/L SPAN
" C/L TO C/L OF BEARING2
156'-11
BEAMS).
ANCHORAGE (FASCIA
" DIA. BOLT8
7C/L
GENERAL NOTES:
8. THE BEAMS ON THIS SHEET ARE MnDOT 36M PRESTRESSED BEAMS.
7. ALL BARS THAT END IN "E" SHALL BE EPOXY COATED.
DIAPHRAGMS ARE PRESENT). CONTRACTOR SHALL PROVIDE TEMPORARY BRACING.
6. CONTRACTOR SHALL VERIFY STABILITY OF FASCIA BEAMS FROM OVERTURNING (NO PERMANENT BEAM
ANCHORAGE MUST PROVIDE AN ULTIMATE PULL OUT STRENGTH OF 15 KIPS PER ANCHORAGE.
DETAILS OF A CAST-IN-PLACE ANCHORAGE TO THE CONTRACTING OFFICER FOR APPROVAL.
5. AS AN ALTERNATE TO THE END DIAPHRAGM ANCHORAGES SHOWN, THE CONTRACTOR MAY SUBMIT
4. APPROXIMATE WEIGHT OF BEAM IS 17.86 TONS.
3. SEE FRAMING PLAN FOR BEAM END MARKED "X".
SEE FRAMING PLAN.
FACE. ENSURE ALL MARKINGS ARE STENCILLED AND CLEARLY LEGIBLE. FOR LOCATION OF BEAMS, BE EXPOSED AFTER THE END DIAPHRAGMS HAVE BEEN CAST. MARK FASCIA BEAMS ON THE INSIDE
LETTERS AND NUMBERS ON THE FACE OF THE BEAM, NEAR THE END, SO LOCATED THAT THEY WILL
2. MARK EACH BEAM SHOWING BRIDGE NAME "MP", CASTING DATE, AND INDIVIDUAL IDENTIFICATION
1. PROVIDE HANDLING HOOKS OR DEVICES AS REQUIRED BY CONTRACTOR.
"2
10 SPS. @ 2
"4
"4
5'-9
S
P S
G505E 2" CLR.
G508E OR G402E)
(SPACE WITH G505E,
G301E (TYP.)
3/4" EST. DEAD LOAD DEFLECTION
MP BEAMS (SPANS 1 & 3)
MECHANICAL PLATFORM BRIDGE (MP)
S O
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®of Engineers
US Army Corps of Engineers
US Army Corps
6"
8" ALONG BEAM C/L
/0
/2
F A
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IV
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Y
W E
S -1
-R -0
D A
P
D A
P
M P S
P A
N
STRAND DIAMETER
PRESTRESSING
"2
5 0.60"
THREADED INSERT
" LONG2
f'ci f'c1 2
STRENGTH - K.S.I.
MINIMUM CONCRETE
EDGE OF BEAM
LOSSES
CALCULATED PRESTRESS
ELASTIC SHORTENING LOSS
LONG TERM LOSSES
TOTAL LOSSES
DETAIL "A"
CONCRETE END DIAPHRAGM
9.0 KSI
B4 E L E
V A
T
IO
N D
A T
U M
V E
R T
IC
A L C
O N
T R
O L
C O
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A T
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IN
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T
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8 1
A
N.T.S.
2" THREADED.
" DIA. x 2'-0" ROD4
N.T.S.
N.T.S.
DIAPHRAGM
STEEL INTERMEDIATE
2'-2"
1'-8"
G
7EG
1E
1'-0"
"2
ELEVATION
10"
1'-10"
OF BEAM
BOTTOM
7.5 KSI
24.47 KSI
16.18 KSI
40.65 KSI
OF BEAM
TOP
"BRIDGE-PRESTRESSED BEAMS-CUT STRAND SEALANT."
WITH SEALANT PER MNDOT APPROVED PRODUCTS LIST
CUT STRANDS FLUSH WITH CONCRETE. COVER ENDS
3 SPS. @ 8"
G806E SPG.8
3" 3"
= 2'-0"
G301E
G508E
CHAMFER
NO
2'-2"
" CHAMFER4
G307E
G303E
S
P G
G505E
STRANDS
DRAPED
2"
2"
G505E 2" CLR.
" CHAMFER2
2-G505E
G402E2-G508E
Y D
IS
T A
N C
E
S E
E C
H A
R T
OF DRAPED STRANDS
CENTER OF GRAVITY
(SP. W/ G402E)
2-G303E & G307E2"
"2
2-G303E (SP. W/ G402E)
HOLD DOWN POINT
(SP. W/ G505E)
2-G303E & G307E
(SP. W/ G508E)
2-G303E & G307E
SEE SHEET S-541
SOLE PLATE - CAST WITH BEAM.
8 SPS. @ 6"
6'-1"
G402E SPG. EXCEPT AS NOTED
4-G806E
4'-11" MIN. LAP
PERMISSIBLE SPLICE
L
AS NOTED
C SPAN EXCEPT
SYMM. ABOUT
1'-3" 1'-3"
6" 1'-6"
2'-6"
G806E
G402E
G301E
" CLR.2
9 9
6"
G303E
DRAPED STRANDS
6"
" CLR.4
6"2" 2"
2'-2"
2"
8"
2"
@ 2"
4 SPS.
@ 2"
4 SPS.
" CLR.8
1,230,390 LB.
INITIAL PRESTRESS
+/- 1'-0"
17 SPS. @ 1'-4"
STRAIGHT STRANDS
DRAPED STRANDS
TOTAL STRANDS
NO. END
Y DISTANCES (INCHES)
SPANCL
CAMBER DIAGRAM
3.50
4.00
3.57
2 1/2" ERECTION CAMBER
32.00
N.T.S.
.9
N A
D
N D S
P C
S S
O U
T H Z
O N
E -U .S S
U R
V E
Y F
T
N A
V D
8 1
A
N A
D
N D S
P C
S S
O U
T H Z
O N
E -U .S S
U R
V E
Y F
T
N A
V D
8 1
A
58'-9" OUT TO OUT OF BEAM
57'-6"
Q R
D
END VIEW
G303E G508E G301E & G307E
G402E
G505E
EXCEPT AS NOTED.
CENTER TO CENTER, HORIZONTALLY AND VERTICALLY,
FROM BOTTOM OF BEAM. ALL STRANDS SPACED 2"
Y = DISTANCE TO CENTER OF GRAVITY OF STRANDS
THIS DIMENSION.
A TOLERANCE OF +/- 1" WILL BE PERMITTED IN
(NO LIVE LOAD)
1 3/4" EST. RESIDUAL CAMBER
THICKNESS. PROVIDE COPY OF ELEVATIONS TO THE CONTRACTING OFFICER.
FOR DEFLECTION SHOWN TO ENABLE BUILDING FORMS TO CORRECT GRADE AND SPECIFIED SLAB
CONTRACTOR WILL TAKE ELEVATIONS AT TOP OF BEAMS AFTER ERECTION AND WILL ALLOW
DEAD LOAD DEFLECTION SHOWN IS FOR WEIGHT OF SLAB AND MECHANICAL EQUIPMENT.
ERECTION CAMBER SHOWN IS AFTER DIAPHRAGMS ARE IN PLACE.
KEYNOTES:
B633, SERVICE CONDITION SC4.
CONCRETE DIAPHRAGMS ARE EITHER GALVANIZED OR ELECTROPLATED IN ACCORDANCE WITH ASTM
10 ENSURE THREADED RODS USED TO ATTACH PRESTRESSED CONCRETE BEAMS TO CAST-IN-PLACE
9 STEEL TROWEL TO SMOOTH FINISH AND APPLY BOND BREAKER PER MNDOT APPROVED PRODUCTS LIST.
8 TWO INSIDE BARS MAY BE PLACED ADJACENT TO VERTICAL STIRRUP FOR TYING CONVENIENCE.
7 CENTER OF GRAVITY OF HOLD DOWNS WHEN MULTIPLE HOLD DOWNS ARE USED.
6 TOPS OF BEAMS SHALL BE ROUGH FLOATED AND BROOMED TRANSVERSELY.
5 USE 7-WIRE LOW RELAXATION PRESTRESSING STRAND, CONFORMING TO ASTM A416, GRADE 270.
4 STRAIGHT STRANDS.
3 DRAPED STRANDS.
2 MINIMUM CONCRETE STRENGTH WHEN BEAM CAN BE TRANSPORTED AND INSTALLED.
1 MINIMUM CONCRETE STRENGTH AT TIME OF PRESTRESS TRANSFER.
57'-6" C/L TO C/L OF BEARING
THREADED INSERTS
OF BEAM
TOP
(FASCIA BEAMS)
BEAMS) OR THREADED INSERTS
" DIA. HOLES (INTERIOR2
ELEVATION
PLAN
SEE FRAMING
HOLE
" DIA.2
DIAPHRAGM
C/L END
SEE DETAIL "A"
THREADED INSERT (TYP.)
PLAN AT FASCIA BEAMS
C/L SPAN
SECTION AT C/L SPAN
C/L BRG. C/L BRG.
C/L BEARING
BEAMS).
ANCHORAGE (FASCIA
" DIA. BOLT8
7C/L
GENERAL NOTES:
8. THE BEAMS ON THIS SHEET ARE MnDOT 36M PRESTRESSED BEAMS.
7. ALL BARS THAT END IN "E" SHALL BE EPOXY COATED.
DIAPHRAGMS ARE PRESENT). CONTRACTOR SHALL PROVIDE TEMPORARY BRACING.
6. CONTRACTOR SHALL VERIFY STABILITY OF FASCIA BEAMS FROM OVERTURNING (NO PERMANENT BEAM
ANCHORAGE MUST PROVIDE AN ULTIMATE PULL OUT STRENGTH OF 15 KIPS PER ANCHORAGE.
DETAILS OF A CAST-IN-PLACE ANCHORAGE TO THE CONTRACTING OFFICER FOR APPROVAL.
5. AS AN ALTERNATE TO THE END DIAPHRAGM ANCHORAGES SHOWN, THE CONTRACTOR MAY SUBMIT
4. APPROXIMATE WEIGHT OF BEAM IS 18.02 TONS.
3. SEE FRAMING PLAN FOR BEAM END MARKED "X".
SEE FRAMING PLAN.
FACE. ENSURE ALL MARKINGS ARE STENCILLED AND CLEARLY LEGIBLE. FOR LOCATION OF BEAMS, BE EXPOSED AFTER THE END DIAPHRAGMS HAVE BEEN CAST. MARK FASCIA BEAMS ON THE INSIDE
LETTERS AND NUMBERS ON THE FACE OF THE BEAM, NEAR THE END, SO LOCATED THAT THEY WILL
2. MARK EACH BEAM SHOWING BRIDGE NAME "MP", CASTING DATE, AND INDIVIDUAL IDENTIFICATION
1. PROVIDE HANDLING HOOKS OR DEVICES AS REQUIRED BY CONTRACTOR.
S
P S
"2
10 SPS. @ 2
"2
G508E OR G402E)
(SPACE WITH G505E,
G301E (TYP.)
"4
5'-9
3/4" EST. DEAD LOAD DEFLECTION
MP BEAMS (SPAN 2)
MECHANICAL PLATFORM BRIDGE (MP)
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®of Engineers
US Army Corps of Engineers
US Army Corps
STRIP (TYP)
3/4" BEVEL DRIP
C L
R
#4 @ 5" OC
"2 16'-10"2
16'-10
13'-9"
"4 38 "4
#4 @ 1'-6" OC TOP
#5 @ 9" OC BOTTOM
3" TYP
-SEE ELECTRICAL
JUNCTION BOXES
-SEE ELECTRICAL
JUNCTION BOXES
4"
C L
R
. 4" CLR BOT. TRANS. REINF. (TYP.)
2" CLR TOP TRANS. REINF. (TYP.)
FOR DETAILS
STAIR DRAWINGS
HANDRAIL - SEE
EL. 945.83
EL. 945.75
PLATFORM BRIDGE
C/L MECHANICAL
PLATFORM BRIDGE
C/L MECHANICAL
2'-3"9'-3" ~ 36" PRESTRESSED CONCRETE BEAM2'-3"
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US Army Corps of Engineers
US Army Corps
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0 2'2' 1'
'' = 1'-0"4
3SCALE:
0 2'2' 1'
'' = 1'-0"4
3SCALE:
GENERAL NOTES:
BE EPOXY COATED REINFORCEMENT.
1. ALL DECK AND END DIAPHRAGM REINFORCEMENT SHALL
(SHOWING DIMENSIONS)
(SHOWING REINFORCEMENT)
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