4987-02-37 TRAFFIC DATA FOUNDATION ... - De Pere, … · 60d spike in power pole # 55gg41 dot cap...
Transcript of 4987-02-37 TRAFFIC DATA FOUNDATION ... - De Pere, … · 60d spike in power pole # 55gg41 dot cap...
A SS O C I A T SE
NO. DATE REVISION BY
STATE OF WISCONSIN
DEPARTMENT OF TRANSPORTATION
APPROVED
DATECHIEF STRUCTURAL DESIGN ENGINEER
STRUCTURES DESIGN SECTION
ORIGINAL PLANS PREPARED BY
HL-93
KRODESIGN
CK’D.
GENERAL
PLAN
PLANS
CK’D.
CONST.
SPEC.
LOAD
DRAWN
BY
COUNTY
DESIGN SPEC.
DESIGNED
BY
SHEET
8
FILE NAME : PLOT BY :
8
STATE PROJECT NUMBER
STRUCTURE B-5-389
AASHTO LRFD 4TH EDITION
4987-02-37
KRO JAW SSQ
CTH H OVER ASHWAUBENON CREEK
BROWNVILLAGE
ASHWAUBENON
2011
1 OF 14
A SS O C I A T SE
NO. DATE REVISION BY
STATE OF WISCONSIN
DEPARTMENT OF TRANSPORTATION
APPROVED
DATECHIEF STRUCTURAL DESIGN ENGINEER
STRUCTURES DESIGN SECTION
ORIGINAL PLANS PREPARED BY
HL-93
KRODESIGN
CK’D.
GENERAL
PLAN
PLANS
CK’D.
CONST.
SPEC.
LOAD
DRAWN
BY
COUNTY
DESIGN SPEC.
DESIGNED
BY
SHEET
8
FILE NAME : PLOT BY :
8
STATE PROJECT NUMBER
STRUCTURE B-5-389
AASHTO LRFD 4TH EDITION
4987-02-37
KRO SSQ SSQ
CTH H OVER ASHWAUBENON CREEK
BROWNVILLAGE
ASHWAUBENON
2011
1 OF 12
GRADE LINE
ELEVATION
MIN.
TOP OF BERM
EL. 586.27
EDGE OF
WATER
PLAN
EDGE OF
WATER
END OF DECK
STA. 20+45.25
‘ N. ABUTMENT
STA. 20+44.00
BRIDGE OFFICE CONTACT
CONSULTANT CONTACT
KRISTOFER OLSON
OMNNI ASSOCIATES, INC.
(920) 735-6900
Q
VELOCITY
DRAINAGE AREA
WATERWAY AREA
100
= 8SCOUR CRITICAL CODE
HIGH WATER EL.
HIGH WATER EL.
HYDRAULIC DATA
= N/AOVERTOPPING FREQUENCY
Q2
WILLIAM DREHER
(608) 266-8489
HP 10 X 42
STEEL PILING
AT ABUTMENTS
EXISTING STRUCTURE
TO BE REMOVED
B-5-741
90^ TYP.
1
2
4
3
6" P.U.
6" P.U.U.
6" P.U.
6" P.U.U.
590
585
580
575
570
595
STREAM BED
EL. 575\
END OF EXIST
STRUCTURE
STA. 19+70.5\
END OF EXIST
STRUCTURE
STA. 20+29.5\
‘ S. ABUTMENT
STA. 19+56.00
END OF DECK
STA. 19+54.75
‘ CTH H
EXTRA HEAVY RIPRAP
WITH GEOTEXTILE
FABRIC, TYPE HR
EXTRA HEAVY RIPRAP
WITH GEOTEXTILE
FABRIC, TYPE HR, TYP.
FOUNDATION DATATRAFFIC DATA
LIST OF DRAWINGS
LIVE LOAD:
ULTIMATE DESIGN STRESSES:
ALL OTHER
HIGH STRENGTH BAR STEEL
REINFORCEMENT, GRADE 60
DESIGN DATA
CONCRETE MASONRY
SUPERSTRUCTURE
DESIGN LOADING
INVENTORY RATING FACTOR
OPERATING RATING FACTOR
WISCONSIN STD. PERMIT VEHICLE
HL-93
250 KIPS
STRANDS, 0.6" | WITH ULTIMATE
TENSILE STRENGTH OF 270,000 psi
SURFACE OF 20#/SQ. FT.
STRUCTURE IS DESIGNED FOR FUTURE WEARING
f’c = 4,000 psi
f’c = 3,500 psi
fy = 60,000 psi
EDGE OF
WATEREDGE OF
WATER
ABUTMENTS TO BE SUPPORTED ON HP 10 X 42 STEEL PILING DRIVEN TO
A REQUIRED DRIVING RESISTANCE OF 110 TONS ** PER PILE. ESTIMATED
LENGTH = 64’ AT S. ABUT. & 59’ AT N. ABUT.
END OF ABUT.
STA. 19+54.08
END OF ABUT.
STA. 20+45.92
SIDEWALK
ADT = 3,800 (2011)
ADT = 4,800 (2031)
RDS = 40 MPH
= 3,350 C.F.S.
= 28.7 SQ. MILES
QREGULATORY
= 919 C.F.S.
= 2900 C.F.S.
HIGH WATER EL.
= 580.23 (2 YEAR)
= 6.5 F.P.S.
= 584.32 (100 YEAR)
= 516 S.F.
HIGH WATER EL = 584.32
MEASURED WATER
EL. 579.2
VERTICAL FACE PARAPET ’A’ &
TYPE ’C6’ STEEL RAILING
BOTTOM OF FTG.
EL. 583.61BOTTOM OF FTG.
EL. 581.53
SINGLE SPAN 45W-INCH PRESTRESSED CONCRETE GIRDER BRIDGE
X
88’-0"
91’-10" BACK TO BACK OF ABUTMENTS
1’-11"1’-11"
2’-6"
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
** THE FACTORED AXIAL RESISTANCE OF PILES IN COMPRESSION
USED FOR DESIGN IS THE REQUIRED DRIVING RESISTANCE
MULTIPLIED BY A RESISTANCE FACTOR OF 0.5 USING
MODIFIED GATES TO DETERMINE DRIVEN PILE CAPACITY.
= 585.5 (REGULATORY)
600
EXCAVATION PAID FOR
UNDER EXCAVATION
FOR STRUCTURES, TYP
GENERAL PLAN AND ELEVATION
CROSS SECTION AND NOTES
SUBSURFACE EXPLORATION
SOUTH ABUTMENT
SOUTH ABUTMENT DETAILS
NORTH ABUTMENT
NORTH ABUTMENT DETAILS
45"W PRESTRESSED GIRDER DETAILS
STEEL DIAPHRAGM
SLAB PLAN
SUPERSTRUCTURE DETAILS
SLOPED FACE PARAPET ’LF’
VERTICAL FACE PARAPET TYPE ’A’
STEEL RAILING TYPE ’C6’
INDICATES WING NUMBER
NAME PLATE
SEE SHEET 13
RF = 1.15
RF = 1.73
11/1/2010
PROFILE GRADE LINE
‘ S. ABUTMENT
STA. 19+56.00
EL. 594.02
‘ N. ABUTMENT
STA. 20+44.00
EL. 591.93
VPI STA 20+00.00
VPI EL. 592.70
VPC STA 19+60.00
VPC EL. 593.90
VPT STA 20+40.00
VPT EL. 592.00
LENGTH = 80’
K = 64
A SS O C I A T SE
NO. DATE REVISION BY
STATE OF WISCONSIN
DEPARTMENT OF TRANSPORTATION
STRUCTURES DESIGN SECTION
ORIGINAL PLANS PREPARED BY
KROPLANS
CK’D.SSQ
DRAWN
BY
CONST.
SPEC.
STATE PROJECT NUMBER
8
PLOT DATE:F:\TR\JOBS\E1897A09\Sheets\Bridge\1897 02 gp.dgn 1/13/2011 1:35:14 PMFILE NAME : PLOT BY : olsonk
8
STRUCTURE B-5-389
4987-02-37
2011
CROSS SECTION
AND NOTES
SHEET 2 OF 12
A SS O C I A T SE
NO. DATE REVISION BY
STATE OF WISCONSIN
DEPARTMENT OF TRANSPORTATION
STRUCTURES DESIGN SECTION
ORIGINAL PLANS PREPARED BY
KROPLANS
CK’D.SSQ
DRAWN
BY
CONST.
SPEC.
SHEETXXXXXXXXXXXXXXXX
XXXXXXXXXXXXXXXX
STATE PROJECT NUMBER
8
PLOT DATE:F:\TR\JOBS\E1897A09\Sheets\Bridge\1897 02 gp.dgn 1/13/2011 1:35:14 PMFILE NAME : PLOT BY : olsonk
8
STRUCTURE B-5-389
4987-02-37
2011
OF 12
‘ CTH H
0.02}
45W" PPC GIRDER
0.02}
CROSS SECT. THRU RDWAY. LOOKING NORTH
POINT REFERRED TO
ON PROFILE GRADE LINE
STEEL RAILING
TYPE C6, TYP.
MODIFIED TYPE
’LF’ PARAPET
9" RECTANGULAR
CUT STONE FINISH
MODIFIED VERTICAL
FACE PARAPET ’A’
9" RECTANGULAR
CUT STONE FINISH
8"
6’-0" 1’-3"
1’-11"
1’-8 3/8 " 22’-0" 22’-0"
52’-11 3/8 "
3’-6" 4 SPACE @ 11’-1" = 44’-4" 3’-0"
2’-
7 7
/8 "
1’-
10
"
4’-
5 7
/8 "
1’-
10
"
4’-
6"
2’-
8"
9 1/
2 "
GENERAL NOTES
TOTAL ESTIMATED QUANTITIES
BENCH MARKS
EXCAVATION FOR STRUCTURES BRIDGES (B-5-389)
BM4
594.07
592.10
590.18
605.09
BACKFILL STRUCTURE
BID ITEMS UNIT
NON-BID ITEMS
FILLER SIZE
SUPER.
BEARING PADS ELASTOMERIC NON-LAMINATED EACH
EACH
RUBBERIZED MEMBRANE WATERPROOFING
1/2 "& 3/4 "
1
TOTALS
RIPRAP HEAVY
GEOTEXTILE FABRIC TYPE HR
CONCRETE MASONRY BRIDGES
PIPE UNDERDRAIN UNPERFORATED 6-INCH
BAR STEEL REINFORCEMENT HS BRIDGES
BAR STEEL REINFORCEMENT HS COATED BRIDGES
LS
CY
CY
LF
LB
LB
LF
SY
CY
LF
SY
LF
1LS
NO. ELEV.
BM1
BM2
BM3
DESCRIPTIONLOCATION
LS
(NAVD 88)
REMOVING OLD STRUCTURE OVER WATERWAY WITH
MINIMAL DEBRIS (STA 20+00)
PILING REDRIVING EACH
PRESTRESSED GIRDER TYPE I 45W-INCH
STEEL DIAPHRAGMS (B-5-389)
STA 19+70\, 21.\’ RT
STA 20+73.3, 53’ RT
STA 25+23\, 51’\ LT
STA 16+67.6, 64’\ RT
60d SPIKE IN POWER POLE # 55GG41
DOT CAP SE CORNER OF BRIDGE
PROTECTIVE SURFACE TREATMENT SY
RAILING STEEL TYPE ’C6’
PIPE UNDERDRAIN WRAPPED 6-INCH
PILING STEEL HP 10-INCH X 42 LB
SOUTH
ABUT.
NORTH
ABUT.
247 247 494
339
563
445 445
4,110 8,220
1,620 1,560 39,630
5 5 10
88
768 708 1,476
1 1 2
10 10 20
175 175 350
61 61 122
15 15 30
260 260 520
1
(BURY) BOLT HYDRANT
(BURY) BOLT HYDRANT
BM6
BM5 STA 21+15\, 43’\ RT
STA 18+85, 49’\ RT
CHISEL "X" ON NORTH SIDE OF METER STATION
CHISEL "X" ON NORTH SIDE OF SAN MH RIM
590.41
594.94
563
4,110
232.0 53.5 53.5
36,450
ITEM NO.
203.0600.S
206.1000
210.0100
502.0100
502.3200
503.0146
505.0405
505.0605
506.2605
506.4000
516.0500
606.0300
612.0406
612.0206
645.0120
513.7030
550.1100.S
550.0600.S
SF
SFCONCRETE STAINING MULTI-COLOR B-5-389
457
457 457
457ARCHITECTURAL SURFACE TREATMENT B-5-389517.1050.S
517.1015.S
DRAWINGS SHALL NOT BE SCALED.
BAR STEEL REINFORCEMENT SHALL
BE EMBEDDED 2" CLEAR UNLESS OTHERWISE SHOWN OR NOTED.
THE FIRST OR FIRST TWO DIGITS OF THE BAR MARK SIGNIFIES THE BAR SIZE.
BENDING DIMENSIONS FOR REINFORCING BARS ARE OUT TO OUT.
THE SLOPE OF FILL IN FRONT OF THE ABUTMENTS SHALL BE COVERED
WITH HEAVY RIPRAP AND GEOTEXTILE FABRIC TO THE EXTENT SHOWN
ON THIS SHEET AND IN THE ABUTMENT DETAILS.
THIS STRUCTURE WILL REPLACE THE EXISTING SINGLE SPAN CAST IN
PLACE CONCRETE DECK GIRDER STRUCTURE WITH DEEP RETAINING ABUTMENTS.
THE BRIDGE WAS BUILT IN 1929 AND WIDENED IN 1972.
ELASTOMERIC BEARING PADS NEED NOT BE INDIVIDUALLY MOLDED PROVIDED
THE CUT EDGES ARE SMOOTH AND TRUE.
AT THE BACKFACE OF ABUTMENTS, ALL EXCAVATED VOLUME NOT OCCUPIED
BY THE NEW STRUCTURE SHALL BE BACKFILLED WITH STRUCTURE BACKFILL.
THE EXISTING GROUND LINE SHALL BE USED AS THE UPPER LIMITS
OF EXCAVATION.
THE HAUNCH CONCRETE QUANTITY IS BASED ON THE AVERAGE HAUNCH
SHOWN ON THE SUPERSTRUCTURE DETAILS SHEET, WHICH IS THE
MAXIMUM HAUNCH QUANTITY FOR WHICH THE CONTRACTOR WILL BE PAID.
STATE OF WISCONSIN
DEPARTMENT OF TRANSPORTATION
STRUCTURES DESIGN SECTION
KROPLANS
CK’D.SSQ
DRAWN
BY
CONST.
SPEC.
NO. DATE REVISION BY
SUBSURFACE
EXPLORATION
SHEET
STATE PROJECT NUMBER
88
FILE NAME : PLOT BY :
ABBREVIATIONS
F Fine M Medium C Coarse
Ws Weathered So Sound
MATERIAL SYMBOLS
Topsoil
Sand
Gravel
Silt
Peat
Clay
Sandstone
Limestone
Igneous Rock
LEGEND OF PROBING
Probing No.
Sta.
Elevation
7 Average Blows Per Foot
Refusal 95/6
95/6=95 Blows for 6"
Penetration
Probing taken with a
350#wt.
O.D. Point.
Falling 18" on a 2"
SUBSURFACE EXPLORATION FOR FOUNDATION
DESIGN AND BIDDERS INFORMATION
To obtain relative data concerning the character of
material in and upon which the foundation might be built,
as indicated on this drawing. The data presented herein
represents the findings of the subsurface explorations made.
However,because the depths investigated are limited and
the area of the borings and/or soundings is very small in
relation to the entire area,the Division of Highways does not
warrant conditions below the depths investigated or that the
classification of material encountered in these investigations
is necessarily typical of the entire site.
borings and/or soundings were made at points approximately
LEGEND OF BORING
Boring No.
Sta.Elev.
Unconfined
Strength
Blows Per Ft.
Using 140# Wt.
Falling 30" F.
Boulders or
Cobbles
Wash Sample
Shelby Tube S.T.
Sand
Ground Water
ElevationSilty Clay
No Ground Water
Observed Above
This ElevationSo
Limestone
Unless otherwise specified,the blows per foot at the
I.D. split spoon sampler with a 140# hammer having a
immediately below a cased or open hole eliminating side
friction on the drive pipe.
free fall of 30". The blow count is taken in undisturbed soil
locations indicated are based on driving a O.D.x1. 4"
Sandy Gravel7. 7 7
STRUCTURE B-5-389
4987-02-37
2011
3 OF 14
LEGEND
6
6
CL8
12
14
77
CH
BORING NUMBER B1
EL 594.8
CH
CH
590
580
570
560
550
540
530
520
510
500
590
580
570
560
550
540
530
520
510
500
600 600
GP
CL
CL
CL
GP
END OF BORING B1 EL 521.8
(DRILLING REFUSAL)
4
4
8
8
12
8
10
9
8
11
BEDROCK
CAVE
6
2
CL
4
15
21
CH
BORING NUMBER B2
EL 592.3
CH
SP
GP
END OF BORING B2 EL 524.3
(DRILLING REFUSAL)
4
5
5
11
18
17
11
14
69
BEDROCK
SP
89
CONCRETE
ASPHALT
STRUCTURE B-5-389
BORING NUMBER B1
EL 594.8
BORING NUMBER B2
EL 592.3
EXISTING STRUCTURE B-5-741
A SS O C I A T SE
NO. DATE REVISION BY
STATE OF WISCONSIN
DEPARTMENT OF TRANSPORTATION
STRUCTURES DESIGN SECTION
ORIGINAL PLANS PREPARED BY
KROPLANS
CK’D.SSQ
DRAWN
BY
CONST.
SPEC.
SHEET
STATE PROJECT NUMBER
8
PLOT DATE:F:\TR\JOBS\E1897A09\Sheets\Bridge\1897 04 S Abut.dgn 10/31/2010 9:37:11 PMFILE NAME : PLOT BY : olsonk
8
STRUCTURE B-5-389
4987-02-37
2011
SOUTH ABUTMENT
4 OF 14
A SS O C I A T SE
NO. DATE REVISION BY
STATE OF WISCONSIN
DEPARTMENT OF TRANSPORTATION
STRUCTURES DESIGN SECTION
ORIGINAL PLANS PREPARED BY
KROPLANS
CK’D.SSQ
DRAWN
BY
CONST.
SPEC.
SHEETXXXXXXXXXXXXXXXX
XXXXXXXXXXXXXXXX
STATE PROJECT NUMBER
8
PLOT DATE:F:\TR\JOBS\E1897A09\Sheets\Bridge\1897 04 S Abut.dgn 10/31/2010 9:37:11 PMFILE NAME : PLOT BY : olsonk
8
STRUCTURE B-5-389
4987-02-37
2011
OF 12
ELEVATION
A809 B.F. A604 F.F., TOP, BOTT.
A403
PLAN
PILE PLAN
‘ BRG & PILES 6" | P.U.
6" | P.U.U.
NOTE: SPACE A403 BARS TO MISS PILING
LEGEND
TYP.
A809 B.F.
MIN. LAP, TYP.
A403A403
TYP.
EL. 588.68EL. 588.91
EL. 589.04EL. 588.82
EL. 588.60
INVERT EL. 583.60
PERMANENT PLUG
INVERT EL. 584.24
3 4 5 6 7 11
12
A406
A610 B.F.
SLOPE 1% TO
DAYLIGHT
DISCHARGE
TO EAST SLOPE
‘ CTH H
‘ CTH H
4"
1’-3"
1’-
6"
2’-11"
6’-
6"
8’-
6"
1’-6"1’-9"20’-3"26’-1"1’-8"1’-6"
52’-9"
3’-3"
A505-17 SPACES @ 1’-0"
25 SPACES @ 9" = 18’-9" 15 SPACES @ 1’-0" = 15’-0" 25 SPACES @ 9" = 18’-9"
18’-
2"
3’-
2"
STA. 19+56.00
23’-6"
1’-9"1’-9"
TYP.TYP.
29’-3"
WING 2WING 1
10982
1
12345
11
’-8
"
1’-
3"
1’-
11"
PILE SPACING
‘ BRG
X
A408, TYP.
3’-6"11’-1"8’-11"2’-2"11’-1"11’-1"4’-11"
A407-5 SPA. @ 1’-6"
TYP.
N
EL. 583.60
TY
P.
TY
P.
TY
P.
TY
P.
TY
P.
TY
P.
STA. 19+56.00
90^ TYP.
SEAL ALL EXPOSED HORIZONTAL AND VERTICAL SURFACES OF
1/2 " FILLER WITH NON-STAINING GRAY NON-BITUMINOUS JOINT SEALER.
(1" DEEP AND HOLD 1/8 " BELOW SURFACE OF CONCRETE.)
18" RUBBERIZED MEMBRANE WATERPROOFING. SEAL ALL HORIZONTAL
AND VERTICAL JOINTS ON BACKFACE.
PIPE UNDERDRAIN WRAPPED 6 INCH. SLOPE 0.5% MIN. TO SUITABLE DRAINAGE.
RODENT SCREEN REQUIRED.
STEEL TROWEL TOP SURFACE OF ABUTMENT. PLACE MULTIPLE
LAYERS OF POLYETHYLENE SHEETS OVER ENTIRE ABUTMENT TOP BEFORE
PLACING BEARING PADS. TOTAL THICKNESS OF SHEETS SHALL BE AT
LEAST 0.03".
INDICATES GIRDER NUMBER .
SEE SHEET 6 FOR WINGWALL DETAILS, BILL OF REINFORCEMENT
AND BAR BENDING DIAGRAMS.
1’-7 1/2 "4 SPACES @ 5’-6" = 22’-0"5 SPACES @ 5’-6" = 27’-6"1’-7 1/2 "
1 1/2 "
3’-6"
BEAM SEAT
TYP.
BEAM SEAT ELEVATIONS
ARE GIVEN HERE
-0.03’ -0.03’
B.F. ABUT.
F.F. ABUT.
‘ GIRDER
+0.04’+0.04’
SLOPE DOWN
BEAM SEATS
-0.0216} ALONG
‘ GIRDERS
GOING UPSTATION
‘ BRG. N. ABUT.
SLOPED BEAM SEAT DETAIL
1/2 " FILLER-TO EXTEND
FROM BRIDGE SEAT TO
TOP OF WING. FILLER
INCLUDED IN WING LENGTH.
SLOPE BTWN.
SEATS, TYP.
SLOPED BEAM SEATS (TYP.)
SEE DETAIL ABOVE. 3/4 " CORK FILLER ON
VERTICAL FACES ONLY
A402
5’-
0" T
O 5
’-5 1
/4 "
3" C
L.
VA
RIE
S
C/L BRG. & PILES
4" X 3/4 " FILLER
3/4 " BEVEL
TOP OF BERMA401
1’-3"
3"
2’-6"
2’-
0"
2’-
6" 8
EQ
UA
L S
PA
CE
S
1’-11"
A505
A406
A407 BETWEEN
BEAM SEATS
A408 BETWEEN
BEAM SEATS
A809 OR
A610A503
3’-2"
SECTION THRU BODY
HORIZ. BARS NOT OTHERWISE
IDENTIFIED ARE A604 BARS
A SS O C I A T SE
NO. DATE REVISION BY
STATE OF WISCONSIN
DEPARTMENT OF TRANSPORTATION
STRUCTURES DESIGN SECTION
ORIGINAL PLANS PREPARED BY
KROPLANS
CK’D.SSQ
DRAWN
BY
CONST.
SPEC.
STATE PROJECT NUMBER
8
PLOT DATE:F:\TR\JOBS\E1897A09\Sheets\Bridge\1897 05 S AbutDt.dgn 11/1/2010 3:56:06 PMFILE NAME : PLOT BY : olsonk
8
STRUCTURE B-5-389
4987-02-37
2011
OF 14SHEET 5SOUTH ABUTMENT
DETAILS
4’-
4"
4’-
7"
2’-
0"
5 W
RA
PS
*
DIMENSIONS ARE APPROXIMATE. THE GRATE IS SIZED TO FIT INTO A PIPE
COUPLING. ORIENT SO SLOTS ARE VERTICAL.
THE RODENT SCREEN, PIPE COUPLING AND SCREWS SHALL BE CONSIDERED
INCIDENTAL TO THE BID ITEM "PIPE UNDERDRAIN WRAPPED 6-INCH".
THE RODENT SCREEN SHALL BE A PVC GRATE SIMILAR TO THIS DETAIL.
THE GRATE IS COMMERCIALLY AVAILABLE AS A FLOOR STRAINER. A
PIPE COUPLING IS REQUIRED FOR THE ATTACHMENT OF THIS SCREEN TO
THE EXPOSED END OF THE PIPE UNDERDRAIN. THE SCREEN SHALL BE
FASTENED TO THE PIPE COUPLING WITH TWO OR MORE NO. 10 X 1-INCH
SHEET METAL SCREWS.
*
6" NOMINAL
1 1/
2 "
B B
3/8 " MAX.
RODENT SCREEN DETAIL
BAR BENDING DIAGRAMS
BAR MARK A B
A505
A407
2’-10" 1’-6"
1’-3"
A517 5’-4"
1’-7"
1’-2"
A519 7’-0"1’-2"
A421 1’-6"
A516 1’-2" 5’-7"
A518 1’-2" 7’-3"
A503, A511
A401
SECTION B-B
A505, A407, A516, A517,
A518, A519, A421
11"
B
A
DIA.
1’-9"
2’-10"
A511
A503
2’-11"
PILE SPLICE DETAILS
STEEL HP PILE MATERIAL SHALL BE
A.S.T.M. DESIGNATION A36.
**
55^
SEE HP
WELD DETAIL
SEE HP
WELD DETAIL
55^
DOUBLER PLATE
AT FLANGE
TYP.
WELD
FLANGE SHOWN, WEB SIMILAR
55^
GF
GRIND FLUSH WELD
UNDER DOUBLER PLATE
3/16
3/16 1/4 "STEEL ’HP’ PILING
(HP 10 X 42)
PLATE 3/8 " x 5" x 5"
HP WELD DETAIL
3/16 "
OPTIONAL CONST. JOINT: KEYWAY FORMED BY
BEVELED 2" x 6". (18" R.M.W. @ B.F. & 3/4 "
"V" GROOVE @ F.F. IF JOINT IS USED).
STRIKE OFF AS SHOWN
AND LEAVE ROUGH
CONSTRUCTION JOINT. LEAVE ROUGH.
POUR CONCRETE ABOVE THIS JOINT
AFTER DECK IS IN PLACE.
LEGEND
F.F. - FRONT FACE
B.F. - BACK FACE
OPTIONAL CONST. JOINT: KEYWAY FORMED BY
BEVELED 2" x 6". (18" R.M.W. @ B.F. & 3/4 "
"V" GROOVE @ F.F. IF JOINT IS USED).
STRIKE OFF AS SHOWN
AND LEAVE ROUGH
CONSTRUCTION JOINT. LEAVE ROUGH.
POUR CONCRETE ABOVE THIS JOINT
AFTER DECK IS IN PLACE.
LEGEND
F.F. - FRONT FACE
B.F. - BACK FACE
BILL OF BARS
5 E
Q. S
PA
CE
S
6 E
Q. S
PA
CE
S
A511
A513
A712
9-A511 @ 1’-0"
3" C
L.
9-A511 @ 1’-0"
1/2 " FILLER, SEALER
(EXTEND TO TOP
OF WING)
EL. 594.86
EL. 594.41
1/2 " FILLER, SEALER
(EXTEND TO TOP
OF WING)
TY
P.
WING 2 ELEVATION
EL. 583.60
2-A620 TOP
2-A712 TOP
2-A414
7-A712 B.F.
6-A513 F.F.
2-A620 TOP
2-A712 TOP
2-A414
9-A415 B.F.
5-A415 F.F.
7-A712 B.F.
6-A513 F.F.
8-A415 B.F.
4-A415 F.F.
3" C
L.
TY
P.
EL. 583.60
A712
1’-3"
1’-
0"
8 E
Q. S
PA
CE
S
4 E
Q. S
PA
CE
S
A415
A415
5 E
Q. S
PA
CE
S
6 E
Q. S
PA
CE
S
A511
A513
A712
F.F.B.F.
A620
A712
WING 2 SECTION
A516 OR
A518
PARAPET REINFORCEMENT
SEE SHEET 12 FOR DETAILS
PARAPET REINFORCEMENT
SEE SHEET 13 FOR DETAILS
A620
A421
3" x 6" DEEP
SIDEWALK NOTCH 3/4 " "V"
GROOVE
F.F. B.F.
WING 1 SECTION
WING LENGTH = 15’-0"
9-A517 @ 9" 12-A519 @ 9" 6"
21-A421 @ 9"
4’-
6"
6’-
9 1
/8 "
11’-
3 1
/8 "
5’-
9 3
/4 "
10’-
9 3
/4 "
5’-
0"
1’-3"
1’-
0"
8 E
Q. S
PA
CE
S
4 E
Q. S
PA
CE
S
A415
A415
WING LENGTH = 15’-0"
9-A516 @ 9" 12-A518 @ 9"
5’-
10 3
/4 "
4’-
7"
10’-
5 3
/4 "
6"
5’-
1"
10’-
0 3
/8 "
4’-
11 3
/8 "
WING 1 ELEVATION
EL. 593.63
EL. 594.08
A517 OR
A519
9" 7’-0" 6’-3" 1’-0"
6’-3" 7’-0"1’-0" 9"
RAIL POST
SPACING
RAIL POST
SPACING
A SS O C I A T SE
NO. DATE REVISION BY
STATE OF WISCONSIN
DEPARTMENT OF TRANSPORTATION
STRUCTURES DESIGN SECTION
ORIGINAL PLANS PREPARED BY
KROPLANS
CK’D.SSQ
DRAWN
BY
CONST.
SPEC.
SHEETXXXXXXXXXXXXXXXX
XXXXXXXXXXXXXXXX
STATE PROJECT NUMBER
8
PLOT DATE:F:\TR\JOBS\E1897A09\Sheets\Bridge\1897 05 S AbutDt.dgn 11/1/2010 3:56:08 PMFILE NAME : PLOT BY : olsonk
8
STRUCTURE B-5-389
4987-02-37
2011
OF 12
A SS O C I A T SE
NO. DATE REVISION BY
STATE OF WISCONSIN
DEPARTMENT OF TRANSPORTATION
STRUCTURES DESIGN SECTION
ORIGINAL PLANS PREPARED BY
KROPLANS
CK’D.SSQ
DRAWN
BY
CONST.
SPEC.
SHEET
STATE PROJECT NUMBER
8
PLOT DATE:F:\TR\JOBS\E1897A09\Sheets\Bridge\1897 06 N Abut.dgn 10/31/2010 9:38:24 PMFILE NAME : PLOT BY : olsonk
8
STRUCTURE B-5-389
4987-02-37
2011
NORTH ABUTMENT
6 OF 14
A SS O C I A T SE
NO. DATE REVISION BY
STATE OF WISCONSIN
DEPARTMENT OF TRANSPORTATION
STRUCTURES DESIGN SECTION
ORIGINAL PLANS PREPARED BY
KROPLANS
CK’D.SSQ
DRAWN
BY
CONST.
SPEC.
SHEETXXXXXXXXXXXXXXXX
XXXXXXXXXXXXXXXX
STATE PROJECT NUMBER
8
PLOT DATE:F:\TR\JOBS\E1897A09\Sheets\Bridge\1897 06 N Abut.dgn 10/31/2010 9:38:24 PMFILE NAME : PLOT BY : olsonk
8
STRUCTURE B-5-389
4987-02-37
2011
OF 12
ELEVATION
B809 B.F.
3/4 " CORK FILLER ON
VERTICAL FACES ONLY
PLAN
PILE PLAN
‘ BRG & PILES6" | P.U.
6" | P.U.U.
LEGEND
1/2 " FILLER-TO EXTEND
FROM BRIDGE SEAT TO
TOP OF WING. FILLER
INCLUDED IN WING LENGTH.
TYP.
TY
P.
B809 B.F.
MIN. LAP, TYP.
TY
P.
TY
P.
TYP.
N
EL. 586.60EL. 586.83
EL. 586.96EL. 586.74
EL. 586.52
INVERT EL. 581.52
STA 20+44.00
PERMANENT PLUG
INVERT EL. 582.16
1098762
1
B406
B610 B.F.
SLOPE 1% TO
DAYLIGHT
DISCHARGE
TO EAST SLOPE
‘ CTH H
‘ CTH H
4"
1’-3"
1’-
6"
2’-11"
6’-
6"
8’-
6"
1’-6" 1’-9" 20’-3" 26’-1" 1’-8" 1’-6"
52’-9"
3’-3"
B505-17 SPACES @ 1’-0"
25 SPACES @ 9" = 18’-9" 15 SPACES @ 1’-0" = 15’-0" 25 SPACES @ 9" = 18’-9"
18’-
2"
TY
P.
3’-
2"
SLOPE BTWN.
SEATS, TYP.
STA. 20+44.00
23’-6"
1’-9" 1’-9"
TYP. TYP.
29’-3"
SLOPED BEAM SEATS (TYP.)
SEE DETAIL ABOVE.
3 4 5 11
12
1 2 3 4 5
11
’-8
"
TY
P.
1’-
3"
1’-
11"
PILE SPACING
‘ BRG
X
B408, TYP.
3’-6"
BEAM SEAT
TYP.
BEAM SEAT ELEVATIONS
ARE GIVEN HERE
+0.03’ +0.03’
B.F. ABUT.
F.F. ABUT.
‘ GIRDER
3’-6" 11’-1" 8’-11" 2’-2" 11’-1" 11’-1" 4’-11"
B407-5 SPA. @ 1’-6"
TYP.
WING 4WING 3
SEAL ALL EXPOSED HORIZONTAL AND VERTICAL SURFACES OF
1/2 " FILLER WITH NON-STAINING GRAY NON-BITUMINOUS JOINT SEALER.
(1" DEEP AND HOLD 1/8 " BELOW SURFACE OF CONCRETE.)
18" RUBBERIZED MEMBRANE WATERPROOFING. SEAL ALL HORIZONTAL
AND VERTICAL JOINTS ON BACKFACE.
PIPE UNDERDRAIN WRAPPED 6 INCH. SLOPE 0.5% MIN. TO SUITABLE DRAINAGE.
RODENT SCREEN REQUIRED.
STEEL TROWEL TOP SURFACE OF ABUTMENT. PLACE MULTIPLE
LAYERS OF POLYETHYLENE SHEETS OVER ENTIRE ABUTMENT TOP BEFORE
PLACING BEARING PADS. TOTAL THICKNESS OF SHEETS SHALL BE AT
LEAST 0.03".
INDICATES GIRDER NUMBER.
SEE SHEET 7 FOR WINGWALL DETAILS, BILL OF REINFORCEMENT
AND BAR BENDING DIAGRAMS.
90^ TYP.
EL. 581.52
NOTE: SPACE B403 BARS TO MISS PILING
B604 F.F., TOP, BOTT.
B403 B403 B403
-0.04’-0.04’
SLOPE DOWN
BEAM SEATS
-0.0216} ALONG
‘ GIRDERS
GOING UPSTATION
‘ BRG. N. ABUT.
SLOPED BEAM SEAT DETAIL
1’-7 1/2 " 4 SPACES @ 5’-6" = 22’-0" 5 SPACES @ 5’-6" = 27’-6" 1’-7 1/2 "
1 1/2 "
SECTION THRU BODY
5’-
0" T
O 5
’-5 1
/4 "
3" C
L.
VA
RIE
S
C/L BRG. & PILES
4" X 3/4 " FILLER
3/4 " BEVEL
TOP OF BERM
3’-2"
1’-3"
3"
2’-6"
2’-
0"
2’-
6" 8
EQ
UA
L S
PA
CE
S
1’-11"
B505
B406
B407 BETWEEN
BEAM SEATS
B408 BETWEEN
BEAM SEATS
HORIZ. BARS NOT OTHERWISE
IDENTIFIED ARE B604 BARS
B402
B503B401
B809 OR
B610
A SS O C I A T SE
NO. DATE REVISION BY
STATE OF WISCONSIN
DEPARTMENT OF TRANSPORTATION
STRUCTURES DESIGN SECTION
ORIGINAL PLANS PREPARED BY
KROPLANS
CK’D.SSQ
DRAWN
BY
CONST.
SPEC.
STATE PROJECT NUMBER
8
PLOT DATE:F:\TR\JOBS\E1897A09\Sheets\Bridge\1897 07 N AbutDt.dgn 11/1/2010 3:57:27 PMFILE NAME : PLOT BY : olsonk
8
STRUCTURE B-5-389
4987-02-37
2011
OF 14SHEET 7NORTH ABUTMENT
DETAILS
A SS O C I A T SE
NO. DATE REVISION BY
STATE OF WISCONSIN
DEPARTMENT OF TRANSPORTATION
STRUCTURES DESIGN SECTION
ORIGINAL PLANS PREPARED BY
KROPLANS
CK’D.SSQ
DRAWN
BY
CONST.
SPEC.
SHEETXXXXXXXXXXXXXXXX
XXXXXXXXXXXXXXXX
STATE PROJECT NUMBER
8
PLOT DATE:F:\TR\JOBS\E1897A09\Sheets\Bridge\1897 07 N AbutDt.dgn 11/1/2010 3:57:27 PMFILE NAME : PLOT BY : olsonk
8
STRUCTURE B-5-389
4987-02-37
2011
OF 12
5 E
Q. S
PA
CE
S
6 E
Q. S
PA
CE
S
B511
B513
B712
4’-
4"
4’-
7"
2’-
0"
5 W
RA
PS
9-B511 @ 1’-0"
*
DIMENSIONS ARE APPROXIMATE. THE GRATE IS SIZED TO FIT INTO A PIPE
COUPLING. ORIENT SO SLOTS ARE VERTICAL.
THE RODENT SCREEN, PIPE COUPLING AND SCREWS SHALL BE CONSIDERED
INCIDENTAL TO THE BID ITEM "PIPE UNDERDRAIN WRAPPED 6-INCH".
THE RODENT SCREEN SHALL BE A PVC GRATE SIMILAR TO THIS DETAIL.
THE GRATE IS COMMERCIALLY AVAILABLE AS A FLOOR STRAINER. A
PIPE COUPLING IS REQUIRED FOR THE ATTACHMENT OF THIS SCREEN TO
THE EXPOSED END OF THE PIPE UNDERDRAIN. THE SCREEN SHALL BE
FASTENED TO THE PIPE COUPLING WITH TWO OR MORE NO. 10 X 1-INCH
SHEET METAL SCREWS.
*
WING LENGTH = 15’-0"
6" NOMINAL
1 1/
2 "
B B
3/8 " MAX.
3" C
L.
9-B511 @ 1’-0"
WING LENGTH = 15’-0"
1/2 " FILLER, SEALER
(EXTEND TO TOP
OF WING)
RODENT SCREEN DETAIL
BAR BENDING DIAGRAMS
9-B516 @ 9"
9-B517 @ 9"
12-B518 @ 9"
12-B519 @ 9"
EL. 591.20
EL. 591.46
EL. 591.98
EL. 592.24
BAR MARK A B
B505
B407
2’-10" 1’-6"
1’-3"
B517 4’-11"
1’-7"
1’-2"
B519 6’-11"1’-2"
B421 1’-6"
B516 1’-2" 4’-9"
B518 1’-2" 6’-8"
B503, B511
B401
SECTION B-B
B505, B407, B516, B517,
B518, B519, B421
11"
B
A
DIA.
1’-9"
2’-10"
B511
B503
2’-11"
BILL OF BARS
1/2 " FILLER, SEALER
(EXTEND TO TOP
OF WING)
TY
P.
WING 4 ELEVATION
WING 3 ELEVATION
6"
21-B421 @ 9"
EL. 581.52
2-B620 TOP
2-B712 TOP
2-B414
7-B712 B.F.
6-B513 F.F.
2-B620 TOP
2-B712 TOP
2-B414
8-B415 B.F.
4-B415 F.F.
5’-
1 1
/4 "
4’-
7"
4’-
6"
5’-
11 1
/2 "
10’-
5 1
/2 "
9’-
8 1
/4 "
7-B712 B.F.
6-B513 F.F.
7-B415 B.F.
3-B415 F.F.
6"
3" C
L.
TY
P.
EL. 581.52
5’-
8 5
/8 "
10’-
8 5
/8 "
5’-
0"
5’-
1"
9’-
11
3/8
"
4’-
10 3
/8 "
F.F.
B620
B712
1’-3"
1’-
0"
7 E
Q. S
PA
CE
S
3 E
Q. S
PA
CE
S
B415
B415 B517 OR
B519
5 E
Q. S
PA
CE
S
6 E
Q. S
PA
CE
S
B511
B513
B712
F.F.
B.F.
B620
B712
1’-3"
1’-
0"
7 E
Q. S
PA
CE
S
3 E
Q. S
PA
CE
S
WING 3 SECTION
WING 4 SECTION
B516 OR
B518
B415
B415
3" x 6" DEEP
SIDEWALK NOTCH
3/4 " "V"
GROOVE
B421
PARAPET REINFORCEMENT
SEE SHEET 13 FOR DETAILS
PARAPET REINFORCEMENT
SEE SHEET 12 FOR DETAILS
OPTIONAL CONST. JOINT: KEYWAY FORMED BY
BEVELED 2" x 6". (18" R.M.W. @ B.F. & 3/4 "
"V" GROOVE @ F.F. IF JOINT IS USED).
STRIKE OFF AS SHOWN
AND LEAVE ROUGH
CONSTRUCTION JOINT. LEAVE ROUGH.
POUR CONCRETE ABOVE THIS JOINT
AFTER DECK IS IN PLACE.
PILE SPLICE DETAILS
STEEL HP PILE MATERIAL SHALL BE
A.S.T.M. DESIGNATION A36.
**
55^
SEE HP
WELD DETAIL
SEE HP
WELD DETAIL
55^
DOUBLER PLATE
AT FLANGE
TYP.
WELD
FLANGE SHOWN, WEB SIMILAR
55^
GF
GRIND FLUSH WELD
UNDER DOUBLER PLATE
3/16
3/16 1/4 "STEEL ’HP’ PILING
(HP 10 X 42)
PLATE 3/8 " x 5" x 5"
HP WELD DETAIL
3/16 "
B.F.
LEGEND
F.F. - FRONT FACE
B.F. - BACK FACE
9"7’-0"6’-3"1’-0"
9" 7’-0" 6’-3" 1’-0"RAIL POST
SPACING
RAIL POST
SPACING
A SS O C I A T SE
NO. DATE REVISION BY
STATE OF WISCONSIN
DEPARTMENT OF TRANSPORTATION
STRUCTURES DESIGN SECTION
ORIGINAL PLANS PREPARED BY
KROPLANS
CK’D.SSQ
DRAWN
BY
CONST.
SPEC.
STATE PROJECT NUMBER
8
FILE NAME : PLOT BY :
8
STRUCTURE B-5-389
4987-02-37
2011
OF 14SHEET 845W" PRESTRESSED
GIRDER DETAILS
A SS O C I A T SE
NO. DATE REVISION BY
STATE OF WISCONSIN
DEPARTMENT OF TRANSPORTATION
STRUCTURES DESIGN SECTION
ORIGINAL PLANS PREPARED BY
KROPLANS
CK’D.SSQ
DRAWN
BY
CONST.
SPEC.
SHEETXXXXXXXXXXXXXXXX
XXXXXXXXXXXXXXXX
STATE PROJECT NUMBER
8
FILE NAME : PLOT BY :
8
STRUCTURE B-5-389
4987-02-37
2011
OF 12
"A""B"
MIN.
"B"
MAX."C"
DRAPED PATTERN UNDRAPED PATTERN
SPAN
GIRDER
LENGTH
"L"
**
( IN.)
MINIMUM CYLINDER STRENGTH OF CONCRETE @ TIME OF TRANSFER OF PRESTRESS FORCE.*
DEAD LOAD DEFL. (IN.)DIA. OF
STRAND
(IN.)
CONC.
STRGTH.
f’c
(p.s.i.)
TOTAL
NO. OF
STRANDS
f’ci
(P.S.I.)
TOTAL
NO. OF
STRANDS
f’ci
(P.S.I.)
GIRDER DATA
110
210
310
410
510
610
710
810
910
13
"P"
MID
OF
GIRDER
"P"
END
OF
GIRDER
13
13
GIRDER
"P"
1st
OF
GIRDER
CENTER OF GRAVITY OF
DRAPED STRANDS
HOLD DOWN POINT
BOTTOM OF GIRDER 1/4 PT. (0.25 L)
SYM ABOUT
MIDSPAN
OF GIRDER
END OF
GIRDER
TOP OF GIRDER BEFORE
SLAB IS POURED.
TOP OF GIRDER AFTER
SLAB, SIDEWALKS AND
PARAPET ARE POURED.
DEAD LOAD DEFL.
13 SPA. @ 2"2" 2"
ALL PATTERNS
ARE SYM. ABOUT
‘ GIRDER
1"TOTAL NO.
OF STRANDS
TOTAL INITIAL
PRESTRESS
FORCE IN KIPS
FOR DRAPED PATTERN ONLY.
DRAPE ALL STRANDS ON
THESE TWO LINES
a
SECTION A-A a
CLEAR
3/4 " X 3/4 "
BEVEL
#4 BAR, EPOXY COATED.
PLACE @ STIRRUP SPACING.
EMBED INTO GIRDER 1’-3".
#4, 2’-3" LONG. PLACE
AT #4 STIRRUP SPACING
BETWEEN LIMITS OF #3
STIRRUP PAIRS.
LIMITS OF #3
STIRRUP PAIRS
#4 STIRRUPS
(4 1/2 " LEG)
0.6"|0.5"|
GIRDER NOTES
3 1/4 "1’-9 1/4 "
#5 U-SHAPED BAR
#3 BARS
4 PAIRS #6 STIRRUPS
AT ENDS
= 1’-0"
B
DETAIL TYP. AT EACH END
SIDE VIEW & TYP. SECTION IN SPAN
A
#6 BAR
8 @ EACH END
#6 BAR
2 @ EACH END
#5 BAR
1 @ EACH END
#3 BAR
3 @ EACH END
(EPOXY COATED)
A
P
B
#4 @ 5" FOR 15’-0" EACH END,
#4 @ 1’-0" BETWEEN.
2’-7" LONG
A
#4 STIRRUPS & #3 BARS
18 SPA. @ 5" = 7’-6"
#6 BAR 1 PAIR
EACH END
4 PAIRS #6 STIRRUPS
#6 BARS
1 PAIR EACH END
#3 BAR
PLACE AS SHOWN
#3 BARS
29 PAIRS EACH END
CL.
1’-0"
NO BEVEL
#4 STIRRUPS
(4 1/2 " LEG)
2" X 1"
BEVEL
TOP OF GIRDER TO BE ROUGH FLOATED AND BROOMED
TRANSVERSELY FOR BONDING TO THE SLAB, EXCEPT THE
OUTSIDE 8" OF GIRDER, WHICH SHALL RECEIVE A SMOOTH
FINISH. AN APPROVED CONCRETE SEALER SHALL BE
APPLIED TO ALL SMOOTH SURFACES INCLUDING THE
OUTSIDE 8" OF THE TOP FLANGE.
DO NOT APPLY CONCRETE SEALER TO SURFACES RECEIVING
APPLICATION OF CONCRETE STAINING.
THE GIRDERS SHALL BE PROVIDED WITH A SUITABLE
LIFTING DEVICE FOR HANDLING AND ERECTING THE GIRDERS.
PRESTRESSING STRANDS SHALL BE - 7 WIRE
LOW-RELAXATION STRANDS WITH AN ULTIMATE STRENGTH OF
270,000 psi.
STRANDS SHALL BE FLUSH WITH THE END OF GIRDER. FOR
GIRDER ENDS EMBEDDED COMPLETELY IN CONCRETE, ENDS OF
STRANDS SHALL BE COATED WITH NON-BITUMINOUS JOINT
SEALER. FOR GIRDER ENDS THAT ARE FINALLY EXPOSED,
COAT THE GIRDER ENDS, EXPOSED STRAND ENDS AND ALL
NON-BONDING SURFACES WITHIN 2 FEET OF THE GIRDER ENDS
WITH A NON-PIGMENTED EPOXY CONFORMING TO AASHTO
M-235 TYPE III, CLASS B OR C. THE EPOXY SHALL
BE APPLIED AT LEAST 3 DAYS AFTER MOIST CURING HAS
CEASED AND PRIOR TO APPLICATION OF THE SEALER.
FOR DIAPHRAGM INSERT & CONNECTION DETAILS SEE
"STEEL DIAPHRAGM" SHEET.
ALL GIRDERS SHALL BE CAST FULL LENGTH AS SHOWN.
SPACING SHOWN FOR #4 STIRRUPS IS FOR GRADE 60
REINFORCEMENT. IF THE FABRICATOR WANTS TO BUILD A BAR
STEEL CAGE BY WELDING LONGITUDINAL REINFORCEMENT
TO THE #4 STIRRUPS, 1 OPTION IS AVAILABLE:
USE ASTM A706, GRADE 60 REINFORCEMENT AND THE
STIRRUP SPACING AS SHOWN ON THE PLANS.
AN ALTERNATE EQUIVALENT OF WELDED WIRE FABRIC (WWF)
ASTM A497 MAY BE SUBSTITUTED FOR THE STIRRUP
REINFORCEMENT SHOWN, UPON APPROVAL OF THE
STRUCTURES DEVELOPMENT CHIEF, (608)266-5161.
#3 BAR
29 PAIRS EACH END
(EPOXY COATED)
form 1 1/2 "| HOLE
ABUT. END ONLY
7 1/2 "
1’-6" 4"
1’-10"
9"1’-0"
1’-7 1/2 "
6 1/2 " 6 1/2 "
GIRDER LENGTH = "L"
2’-6"
1’-1 3/4 "
11 3/4 "
4 5/8 "
11 3/4 "
1’-1 3/4 "6 1/2 "
7 1/16 "
6" 6"
2’-10"
1" MIN.
3"
2 @ 6"
9 1/2 "
4 @ 3" 5 @ 4 1/4 "
3’-2 1/2 "
2"
1"
7/8 "
TOP FLANGE
DEAD LOAD DEFLECTION DIAGRAM
BOTTOM FLANGE
TYP. STRAND PATTERN
DRAPED STRAND PROFILE
1 9 7 9 34 40 589’-0" 8,000 --- ---
00 - 000
34-1494
6,400 13 3/4 " 16 3/4 "0.53 0.531.04 1.041.44 1.441.69 1.691.78 0.6all
58 spa @ 1’-2"
6 #4 BARS, FULL LENGTH, MIN. LAP = 1’-11"
A SS O C I A T SE
NO. DATE REVISION BY
STATE OF WISCONSIN
DEPARTMENT OF TRANSPORTATION
STRUCTURES DESIGN SECTION
ORIGINAL PLANS PREPARED BY
KROPLANS
CK’D.SSQ
DRAWN
BY2009
CONST.
SPEC.
SHEET
STATE PROJECT NUMBER
8
PLOT DATE:F:\TR\JOBS\E1897A09\Sheets\Bridge\1897 09 STEEL DIAPH.dgn 10/31/2010 9:39:56 PMFILE NAME : PLOT BY : olsonk
8
STRUCTURE B-5-389
4987-02-37
STEEL
DIAPHRAGM
9 OF 14
A SS O C I A T SE
NO. DATE REVISION BY
STATE OF WISCONSIN
DEPARTMENT OF TRANSPORTATION
STRUCTURES DESIGN SECTION
ORIGINAL PLANS PREPARED BY
KROPLANS
CK’D.SSQ
DRAWN
BY
CONST.
SPEC.
SHEETXXXXXXXXXXXXXXXX
XXXXXXXXXXXXXXXX
STATE PROJECT NUMBER
8
PLOT DATE:F:\TR\JOBS\E1897A09\Sheets\Bridge\1897 09 STEEL DIAPH.dgn 10/31/2010 9:39:56 PMFILE NAME : PLOT BY : olsonk
8
STRUCTURE B-5-389
4987-02-37
2011
OF 12
GIRDER
HEIGHT
DIM.
"A"DIM.
"B"
DIM
."B
"
1 1/16 " | HOLES
IN CHANNEL
2 1/2 "2 1/2 " 3 1/2 " 3 1/2 "
2"
2 1/
2 "
DIM
."L
"
2 1/
8 "
1 1/
2 "
2 1/
2 "
L/2
CENTER OF DIAPHRAGM
1’-5 3/8 "
9 7/8 "
DIM.
"L"
9 1/2 "
1’-9 1/2 "
DIM
.D
IM.
"X"
"X"
DIM.
"X"
2 1/4 "
2 1/4 "
3 1/4 "
4 1/4 "
6" x 6" x 3/8 " ANGLE
15/16 " x 2 3/16 " LONG
SLOTTED HOLE (TYP.)
15/16 " x 2 3/16 " LONG
SLOTTED HOLE (TYP.)
1’-0 7/8 "
1’-2 7/8 "
1’-9 1/8 "
5 7/8 "
1’-1 7/8 "
1’-5 7/8 "
1’-1 1/2 "
1’-5 1/2 "
DETAIL B
BEAM FACE DIAPHRAGM FACE
DIAPHRAGM SUPPORT
1’-9 1/2 " 4 1/4 "1’-7 7/8 " 1’-5 7/8 "
SECTION THRU ALTERNATE DIAPHRAGM
*DIM "X" = 2 1/2 " FOR ALTERNATE PLATE DIAPHRAGM
"L"
6"
3/8 " PLATE
1 1/2 " RADIUS
*
6" 6"
NOTES
(FOR CONTINUOUS LINE OF DIAPHRAGMS)
TABLE
TOP OF DECK
SEE DETAIL BDIM
. "A
"D
IM.
"B"
TY
P.
TY
P.
PART TRANSVERSE SECTION AT DIAPHRAGM
EXTERIOR GIRDERINTERIOR GIRDER
15/16 " x 2 3/16 " SLOTTED HOLES IN ANGLE
7/8 " | HIGH STRENGTH BOLTS
WITH HEX NUT, TWO WASHERS
& 3 1/2 " x 3 1/2 " x 5/16 " PLATE
WASHERS.
3 1/2 " X 3 1/2 " X 5/16 "
PLATE WASHER
CORE 1 1/4 " | HOLES
IN WEB (HOLES SHALL
MISS EXIST. BAR STEEL.)
3 1/2 " X 3 1/2 " X 1/2 "
PLATE WASHER
7/8 "| HIGH STRENGTH BOLTS
WITH HEX NUT & TWO WASHERS
(FOR EXTERIOR GIRS. & STAGGERED DIAPHRAGMS)
7/8 " | HIGH STRENGTH BOLTS
WITH HEX. NUT, TWO WASHERS
AND A 3 1/2 " SQUARE x 5/16 "
PLATE WASHER ON SLOTTED SIDE.
CORE 1 1/4 " | HOLES
IN WEB (HOLES SHALL
MISS EXIST. BAR STEEL.)
28"
36"
45"
45W"
54"
54W"
1’-9 1/8 " 8 7/8 " 1’-0 1/2 " 2 3/4 "
ALL DIAPHRAGM MATERIAL AND CORED HOLES SHALL BE PAID FOR
AT THE UNIT PRICE BID FOR "STEEL DIAPHRAGMS, B-5-389", EACH.
EACH DIAPHRAGM BETWEEN GIRDERS SHALL CONSTITUTE ONE UNIT.
ALL DIAPHRAGM STRUCTURAL STEEL SHALL BE ASTM A709 GRADE 36.
ALL BOLTS, NUTS AND WASHERS SHALL BE ASTM A325 TYPE 1.
ALL DIAPHRAGM STRUCTURAL STEEL SHOWN SHALL BE HOT-DIPPED
GALVANIZED. ALL BOLTS, NUTS AND WASHERS SHALL BE HOT-DIPPED
GALVANIZED IN ACCORDANCE WITH ASTM A153 CLASS C. GALVANIZED NUTS
SHALL BE TAPPED OVERSIZED IN ACCORDANCE WITH THE REQUIREMENTS OF
ASTM A563 AND SHALL MEET THE REQUIREMENTS OF SUPPLEMENTARY
REQUIREMENT S1 OF ASTM A563, LUBRICANT AND TEST FOR COATED
NUTS.
C 10 x 15.3 FOR 28" BEAMS
C 12 x 20.7 FOR 36" & 45W" BEAMS
MC 18 x 42.7 FOR 45", 54" & 54W" BEAMS
OR ALTERNATE MADE FROM 3/8 " PLATE
FRAMING PLAN
1
‘ GIRDER, TYP.
STEEL DIAPHRAGM, TYP.
2
3
4
5
N
‘ BRG. N. ABUT.
‘ BRG. S. ABUT.
‘ CTH H
GIRDER NUMBER, TYP.
29’-2"
88’-0"
29’-2"
90^
4 S
PA
. @
11’-
1" =
44’-
4"
29’-8"
A SS O C I A T SE
NO. DATE REVISION BY
STATE OF WISCONSIN
DEPARTMENT OF TRANSPORTATION
STRUCTURES DESIGN SECTION
ORIGINAL PLANS PREPARED BY
KROPLANS
CK’D.SSQ
DRAWN
BY
CONST.
SPEC.
STATE PROJECT NUMBER
8
PLOT DATE:F:\TR\JOBS\E1897A09\Sheets\Bridge\1897 10 slab.dgn 1/13/2011 9:02:18 AMFILE NAME : PLOT BY : olsonk
8
STRUCTURE B-5-389
4987-02-37
2011
OF 14SHEET 10
SLAB PLAN
A SS O C I A T SE
NO. DATE REVISION BY
STATE OF WISCONSIN
DEPARTMENT OF TRANSPORTATION
STRUCTURES DESIGN SECTION
ORIGINAL PLANS PREPARED BY
KROPLANS
CK’D.SSQ
DRAWN
BY
CONST.
SPEC.
SHEETXXXXXXXXXXXXXXXX
XXXXXXXXXXXXXXXX
STATE PROJECT NUMBER
8
PLOT DATE:F:\TR\JOBS\E1897A09\Sheets\Bridge\1897 10 slab.dgn 1/13/2011 9:02:19 AMFILE NAME : PLOT BY : olsonk
8
STRUCTURE B-5-389
4987-02-37
2011
OF 12
CROSS SECT. THRU RDWAY. LOOKING NORTH
POINT REFERRED TO
ON PROFILE GRADE LINE
‘ CTH H
0.02}0.02}
STEEL DIAPHRAGM IN SPAN
SEE SHEET 6
S
S
CL
.
2 1
/2 "
CL
.1
1/2
"
SECTION S-S
9 1/
2 "
S501
S501 @ 7 1/2 "
TOP & BOT.
7 1/2 " 3 3/4 "
S404 76 SPA. @ 8" - S402, S403 BOT.
S521 @ 8"
S524
SEE PARAPET
’LF’ SHT.
S402 OR S403
@ 8" SPACING
8"
9 1/
2 "
6’-0"
52’-11 3/8 "
3’-6" 4 SPACE @ 11’-1" = 44’-4" 3’-0"
3"
4"8"
1 23 4
5
1’-11"
1’-3"1’-8 3/8 " 22’-0" 22’-0"
S402 OR S403
TOP & BOT.
SEE PARAPET
TYPE ’A’ SHT.
3/4 " CONTINUOUS DRIP GROOVE (TYP.)
TO END 2’-0" FROM ABUTMENT
45W" PPC GIRDER (TYP.)
S404 @ 1’-3", TOP (TYP.)
STEEL RAILING
TYP.E C6, TYP.
TYP.TYP.
75 SPA. @ 8" - S402, S403 TOP
N
‘ BRG.
S. ABUT.
‘ BRG.
N. ABUT.
BACK OF
ABUTMENT
END OF DECK
STEEL DIAPHRAGM
END OF
DECK
144 SPA. @ 7 1/2 " S501, TOP
29’-2" 29’-8" 29’-2"
BACK OF
ABUT.
PLAN
‘ CTH H
(ALTERNATE AS SHOWN)
S403
S505
S407
S403 TOP & BOT.
2’-11"
6X2 S402
5X2 S524
1
2
3
4
5
8" PAVING
NOTCH, TYP.
MIN LAP, TYP.
MIN LAP, TYP.
‘ GIRDER, TYP.
CONCRETE DIAPHRAGM
AT ABUTMENT, TYP.
88’-0"
90%%d
SL
AB
OU
T T
O O
UT
= 5
2’-9"
END TO END OF SLAB = 90’-6"
BACK TO BACK OF ABUTMENTS = 91’-10"
2’-
2"
1’-8"
135 SPA. @ 8" S521 & S522
SEE DETAIL A
92 SPA @ 1’-0" S523
S402 & S403 (SIDEWALK)IN PARAPETS427
‘ 45W" PRESTRESSED
C0NCRETE GIRDER, TYP.
69 SPA. @ 1’-3" S404, TYP.
2’-4" MIN. LAP
183 SPA. @ 6" S505 & S407
1’-3", TYP.
8", TYP.
S402 @ 8" SPA. TOP & BOT.
61 SPA. @ 1’-6" S406
145 SPA. @ 7 1/2 " S501, BOT.
1’-2 3/4 " 1’-2 3/4 "15 SPA. @ 5’-11 1/2 " = 89’-4 1/2 "RAIL POST
SPACING
5 SPA. @ 1’-6"
11X2-S402 & 11-S403
6X2-S402 & 6-S403
8"
6’-0" 1’-3"
8" PAVING
NOTCH
B.F. OF ABUT.
S522
S521
S525
DETAIL A
‘ BRG.
EDGE OF DECK
OUTSIDE FACE
OF PARAPET
F.F. OF ABUT.
S524
BAR DETAIL AT SIDEWALK
STEEL RAILING
TYP.E C6, TYP.
0.02}
PARAPET
TYPE ’A’
S407 @ 6" SPA.
S505 @ 6" SPA.
S406 @
1’-6" SPA.
S523 @
1’-0" SPA.
10 SPA. @ 8 1/2 "
EQ
. S
PA
.
S402 O
R S
427
A SS O C I A T SE
NO. DATE REVISION BY
STATE OF WISCONSIN
DEPARTMENT OF TRANSPORTATION
STRUCTURES DESIGN SECTION
ORIGINAL PLANS PREPARED BY
KROPLANS
CK’D.SSQ
DRAWN
BY
CONST.
SPEC.
STATE PROJECT NUMBER
8
PLOT DATE:F:\TR\JOBS\E1897A09\Sheets\Bridge\1897 11 slabDT.dgn 1/12/2011 9:15:10 AMFILE NAME : PLOT BY : epleyb
8
STRUCTURE B-5-389
4987-02-37
2011
OF 14SUPERSTRUCTURE
DETAILS
SHEET 11
A SS O C I A T SE
NO. DATE REVISION BY
STATE OF WISCONSIN
DEPARTMENT OF TRANSPORTATION
STRUCTURES DESIGN SECTION
ORIGINAL PLANS PREPARED BY
KROPLANS
CK’D.SSQ
DRAWN
BY
CONST.
SPEC.
SHEETXXXXXXXXXXXXXXXX
XXXXXXXXXXXXXXXX
STATE PROJECT NUMBER
8
PLOT DATE:F:\TR\JOBS\E1897A09\Sheets\Bridge\1897 11 slabDT.dgn 1/12/2011 9:15:10 AMFILE NAME : PLOT BY : epleyb
8
STRUCTURE B-5-389
4987-02-37
2011
OF 12
DIAPHRAGM DETAILS
AT ABUTMENT
3-S612, F.F.
S509
S510
S511
S420
2’-1"
MIN LAP
S613, F.F.
S615, F.F.
4-S
PA
CE
S618, B
.F.
S614, F.F.
S509
2-S618 @ TOP
S617, F.F.
S616, F.F.
S618 2-S419, TYP
S509, S511
S509, S5111
8"
4 SPA @ 9"
7 SPA @ 1’-0"
11 SPA @ 9"
2 SPA
S510
S509, S526
S526
AT EAST EDGE
BETWEEN BEAMSAT WEST EDGE
TOP OF DECK ELEVATIONS
BILL OF BARS
OPT. CONST. JT.
‘ OF PILES
AND BEARING
3"
3"
3"
1 1
/2 "
CL
.
‘ PILES AND BRG.
3/4 " CORK FILLER
VERT. FACE ONLY
3/4 " PREFORMED FILLER
BEARING PAD DETAILS
AT ABUTMENTS
S420
1/2 " X 8" X 2’-6"
NON-LAMINATED
ELASTOMERIC
BEARING PAD
1/2 " X 8" X 2’-6"
NON-LAMINATED
ELASTOMERIC
BRG. PAD.
S511
S510
S509
S612, S614, S616
S613, S615,
S617
S419 BARS BETWEEN BEAM SEATS AT
1’-0" CTRS. PARALLEL TO GIRDERS.
S618
AT ABUTMENTS
SLAB HAUNCH DETAIL
BACKFACE
OF ABUT.
3/4 " BEVEL
4"
1’-11" 1’-3"
TOP OF DECK ELEV. AT FINAL GRADE
- SLAB THICKNESS+ DEAD LOAD DEFLECTION
’T’
- TOP OF GIRDER ELEVATION
= HAUNCH HEIGHT ’T’
SL
AB
TH
ICK
NE
SS
EXT. GIR. INT. GIR.
(1 1/4 " MIN.)
**
**TIE BAR
IF 1 1/4 " MINIMUM HAUNCH HEIGHT AT EDGE OF GIRDER CANNOT BE MAINTAINED,
THE GRADE LINE MAY BE REVISED BY THE ENGINEER AT THE OPTION OF THE
CONTRACTOR. THE PLAN SLAB THICKNESS SHALL BE HELD. NOTIFY THE
STRUCTURES SECTION IF THE GRADE LINE IS RAISED FROM THE PLAN PROFILE
BY MORE THAN 1/2 " OR,
IF 3" MINIMUM DECK EMBEDMENT OF TIE BAR CANNOT BE OBTAINED.
TO DETERMINE ’T’, ELEV. OF TOP OF GIR’S. AT ‘ OF SUBSTRUCTURE UNITS
& AT 1/10 POINTS OF EACH SPAN SHALL BE TAKEN. THEN FOLLOW THIS
PROCESS:
SLAB THICKNESS
END OF
GIRDER
(1) - 1 1/2 " DIA. HOLE
IN WEB FOR (2) S508
PLACED SYM. ABOUT ‘
OF GIRDERS.
2 1/4 " R
2’-10"
2’-
0"
2’-2"
2’-
0"
1’-
4"
1’-6
"
159^
2’-
0"
1’-1"
125%
%d1’-
4"
11"
155^
2’-10"
3’-
7"
2’-
2"
4’-4"
6’-11"
5’-0"
1’-
3"
1’-
0"
BAR BEND DIAGRAMS
S407
S420
S509, S510
S522S521 S525S523
S511, S526
2’-10"
2’-
10"
2" R
26^3" R
2" R
S404 R=2"
S505 R=2 1/2 "
1/2
"
186^
S510
S509
S526
S511
S404
S505
S404, S505
NOTE: AN AVERAGE HAUNCH (’T’) OF 2 1/2 " WAS USED IN THE QUANTITY
"CONCRETE MASONRY BRIDGES".
2’-
8"
A SS O C I A T SE
NO. DATE REVISION BY
STATE OF WISCONSIN
DEPARTMENT OF TRANSPORTATION
STRUCTURES DESIGN SECTION
ORIGINAL PLANS PREPARED BY
KROPLANS
CK’D.SSQ
DRAWN
BY
CONST.
SPEC.
STATE PROJECT NUMBER
8
PLOT DATE:F:\TR\JOBS\E1897A09\Sheets\Bridge\1897 12 slop face par.dgn 11/1/2010 4:00:59 PMFILE NAME : PLOT BY : olsonk
8
STRUCTURE B-5-389
4987-02-37
2011
OF 14SLOPED FACE
PARAPET LF
SHEET 12
3/4 "
2"
A
A
RUN BAR REINF THRU THE JOINT.
OPTIONAL CONSTRUCTION JOINTS
IN THE PARAPETS MAY BE USED.
DEFINE CONST. JOINT
B
B
3"
3"
86^1
3" R.
2’-O
"
4’-0"2’-4"
5"
5"
1 5/8 "
1’-
2"
2’-
7 7
/8 "
7"
1’-
9 7
/8 "
R504
8" CTRS.
1 5/
8 "
2’-
7 7
/8 "
R501
R506
R502
R504
7 SPA. @ 6" =3’-6"
R501, R502, R505
6" 6"
R506
R504
R505
R505
R504
R501
R506
1’-
2"
LAP LONGIT. BARS A MIN. OF 1’-9"
MIN. JOINT SPACING OF 80’-0"
WITH A 3/4 " ’V’ GROOVE.
2’-6" 4’-0"
3/4 " 3/4 "
2 3/8 "
11 3
/4 "
R505
R501
C
C
R505 @
R506
5"
2’-6" 4’-0"
6’-6"
1’-
3 3
/8 "
R502
R505
R501
R504
R503
R501, R505
SECTION B
R501 R502
R505
R506
SECTION A
INSIDE ELEVATION
PLAN
OUTSIDE ELEVATION
125^
R503
3/4 " 3"
DRIP GROOVE.
TERMINATE 2’-0" FROM ABUTMENTS.
3"
1’-
2"
2’-
7 7
/8 "
8" CTRS.
3/4 " CONTINUOUS
7"
1’-
9 7
/8 "
8" CTRS.
SECTION THRU PARAPET ON BRIDGE
SECTION C
R506
R503
R502
CONST. JOINT - STRIKE OFF AS SHOWN.
R501 AND R503 BARS TO BE TIED TO
WING STEEL BEFORE WING IS POURED.
R502 BARS MAY BE PLACED AFTER
CONCRETE IS POURED BUT BEFORE
INITIAL SET HAS TAKEN PLACE. USE
CARE TO PLACE R502 BARS CORRECTLY
ALONG TRANSITION OF PARAPET.
END OF WING
1’-
0"
1 5/8 "
1’-8 3/8 "
1’-1"
1’-3 3/8 "
END OF WING
UNSTAINED
SMOOTH
CONCRETE
BACK FACE
OF ABUTMENT
1/2 "
FILLER
15’-0"
S524
S522 @
S521 @
5"
1’-8 3/8 "
1’-1"
1 5/
8 "
11 3
/4 "
2’-
0"
155^
1’-1"
R2"
6"
2’-
2"
1’-
4"
BAR BEND DIAGRAMS
2 3/8 "
35^
2 1/2 "
TYP.
R502
12 SPA. @ 8"
R503 & R505
5 SPA. @ 6" = 2’-6"
BILL OF BARS
2"
(BAR TABLE APPLIES TO ONE ABUT. - 2 ABUTS. REQ’D.)
UNSTAINED
SMOOTH
CONCRETE
notes
2 COURSES OF 9"
RECTANGULAR CUT
STONE TEXTURED
FINISH
FORMLINER COURSING ON PARAPETS SHALL BE
PARALLEL TO TOP OF PARAPET. CONCRETE
FORMED WITH RECTANGULAR CUT STONE
FORMLINER SHALL BE STAINED IN ACCORDANCE
WITH THE SPECIAL PROVISION FOR THE BID ITEM,
"CONCRETE STAINING MULTI-COLOR B-5-389" AND
SIMILAR IN COLOR TO B-5-367 (CTH H OVER
DUTCHMANS CREEK, 1.5 MILES NORTH).
A SS O C I A T SE
NO. DATE REVISION BY
STATE OF WISCONSIN
DEPARTMENT OF TRANSPORTATION
STRUCTURES DESIGN SECTION
ORIGINAL PLANS PREPARED BY
KROPLANS
CK’D.SSQ
DRAWN
BY
CONST.
SPEC.
SHEETXXXXXXXXXXXXXXXX
XXXXXXXXXXXXXXXX
STATE PROJECT NUMBER
8
PLOT DATE:F:\TR\JOBS\E1897A09\Sheets\Bridge\1897 12 slop face par.dgn 11/1/2010 4:01:03 PMFILE NAME : PLOT BY : olsonk
8
STRUCTURE B-5-389
4987-02-37
2011
OF 12
A SS O C I A T SE
NO. DATE REVISION BY
STATE OF WISCONSIN
DEPARTMENT OF TRANSPORTATION
ORIGINAL PLANS PREPARED BY
KROPLANS
CK’D.SSQ
DRAWN
BY
CONST.
SPEC.
STATE PROJECT NUMBER
8
PLOT DATE:F:\TR\JOBS\E1897A09\Sheets\Bridge\1897 13 par A.dgn 1/13/2011 9:03:25 AMFILE NAME : PLOT BY : olsonk
8
STRUCTURE B-5-389
4987-02-37
2011
OF 14
VERTICAL FACE
PARAPET TYPE ’A’
SHEET 13
STRUCTURES DESIGN SECTION 3/4 " CONTINUOUS
DRIP GROOVE. END
2’-0" AWAY FROM
FACE OF ABUT.
END OF
PARAPET
SECTION B-B
3"
LEVEL
END OF
WING
B
ELEVATION OF PARAPET
AT ABUTMENTS
PA
RA
PE
T
HORIZ. CONST. JOINT - STRIKE OFF
AS SHOWN AND LEAVE ROUGH.
R507
2 1/4 " R.
1/2 "
11 SPA. @ 1’-0" = 11’-0"
END OF
WING
AT ABUTMENTS AT SIDEWALK
7 SPA. @ 6" = 3’-6"
15’-0"
INSIDE ELEVATION OF PARAPET
NAME PLATE - SE WING ONLY
15’-0"
R507
R408
R507 R507
B
AT SIDEWALK
see sheet 10
(slab plan)
for bar details
UNSTAINED
SMOOTH
CONCRETE
BILL OF BARS
4’-
5"
1’-2"
8"
2’-
8"
1"
1"
1"
2"
1’-6"
1’-3"
8"
8"
1"
2"
1"
1 1
/2 "
CL
.
3"3"
4’-0"
1’-
6"
WIN
G
1’-
2"
3"
TYP.
2 1/2 "
5"
PART PLAN OF RAIL PARAPET
AT SIDEWALK
AT ABUTMENTS
VIEW A
A
A
SECTION AT SIDEWALK
2’-6"
(BAR TABLE APPLIES TO ONE ABUT. - 2 ABUTS. REQ’D.)
2’-
8"
3 COURSES OF 9"
Rectangular CUT
STONE TEXTURED
FINISH
notes
FORMLINER COURSING ON PARAPETS SHALL BE
PARALLEL TO TOP OF PARAPET. CONCRETE
FORMED WITH RECTANGULAR CUT STONE
FORMLINER SHALL BE STAINED IN ACCORDANCE
WITH THE SPECIAL PROVISION FOR THE BID ITEM,
"CONCRETE STAINING MULTI-COLOR B-5-389" AND
SIMILAR IN COLOR TO B-5-367 (CTH H OVER
DUTCHMANS CREEK, 1.5 MILES NORTH).
R4
08
S523
@ 1’-0" 2 E
Q. S
PA
.
2 E
Q. S
PA
.
S4
02
OR
S4
27
A SS O C I A T SE
NO. DATE REVISION BY
STATE OF WISCONSIN
DEPARTMENT OF TRANSPORTATION
STRUCTURES DESIGN SECTION
ORIGINAL PLANS PREPARED BY
KROPLANS
CK’D.SSQ
DRAWN
BY
CONST.
SPEC.
SHEETXXXXXXXXXXXXXXXX
XXXXXXXXXXXXXXXX
STATE PROJECT NUMBER
8
PLOT DATE:F:\TR\JOBS\E1897A09\Sheets\Bridge\1897 13 par A.dgn 1/13/2011 9:03:27 AMFILE NAME : PLOT BY : olsonk
8
STRUCTURE B-5-389
4987-02-37
2011
OF 12
A SS O C I A T SE
NO. DATE REVISION BY
STATE OF WISCONSIN
DEPARTMENT OF TRANSPORTATION
STRUCTURES DESIGN SECTION
ORIGINAL PLANS PREPARED BY
KROPLANS
CK’D.SSQ
DRAWN
BY
CONST.
SPEC.
STATE PROJECT NUMBER
8
PLOT DATE:F:\TR\JOBS\E1897A09\Sheets\Bridge\1897 14 steel Railing.dgn 1/12/2011 10:08:10 AMFILE NAME : PLOT BY : epleyb
8
STRUCTURE B-5-389
4987-02-37
2011
OF 14 STEEL RAILING
TYPE ’C6’
SHEET 14
A SS O C I A T SE
NO. DATE REVISION BY
STATE OF WISCONSIN
DEPARTMENT OF TRANSPORTATION
STRUCTURES DESIGN SECTION
ORIGINAL PLANS PREPARED BY
KROPLANS
CK’D.SSQ
DRAWN
BY
CONST.
SPEC.
SHEETXXXXXXXXXXXXXXXX
XXXXXXXXXXXXXXXX
STATE PROJECT NUMBER
8
PLOT DATE:F:\TR\JOBS\E1897A09\Sheets\Bridge\1897 14 steel Railing.dgn 1/12/2011 10:08:10 AMFILE NAME : PLOT BY : epleyb
8
STRUCTURE B-5-389
4987-02-37
2011
OF 12
2B
3
1B
1B
5A
CAST IRON CAP
OR EQUAL
1C
6A 4B
5A
3/16
3
90^
‘ RAILING &
‘ POST
‘ RAILING &
‘ POST
2C
1C
4B
WINGWALL
3/16
2B
3
1B90^
‘ RAILING &
‘ POST
4B
DECK SLAB
SIDEWALK
NAME PLATE. FOR
LOCATION SEE
"GENERAL PLAN" SHT.
2"
1’
-10"
4"
6"
9"
6"
3"
5 1/2 "
4"
1 1/2 "
7’-0"
ELEVATION OF PARAPETEND VIEW
SECTION THRU ’LF’ PARAPET ON BRIDGE
SECTION THRU TYPE ’A’ PARAPET ON BRIDGE
9"
6"
SEE POST SPA. SHT. 5, 7 & 10
1/2 " AT EXP. JOINT
1’-0" 1’-2 3/4 "
END OF DECK
1 3/
4 "
TOP OF
PARAPET
TACK WELD
AT 1/3 POINTS
NOTE: ANCHOR PLATE NOT REQUIRED
WHEN TYPE S ANCHORS ARE USED.
3
1/4 " | VENT HOLE.
FACE TO OUTSIDE
OF RAIL.
ANCHOR BOLTS FOR RAIL POSTS
1C
3
2C
TACK WELD
@ 1/3 PTS.
ANCHOR BOLTS FOR END RAIL
1/2 " SQ. BARS, WELD
TO ANCHOR BOLTS.1 1/2 "
5 1/2 " ‘ RAILING &
‘ BASE PL.
1 3/
4 "
NOTE: ANCHOR PLATES NOT REQ’D. WHEN
TYPE "S" ANCHORS ARE USED.
SHIM AS REQ’D. TO
ALIGN RAILING. MIN.
OF ONE PER POST.
G
(LOCATION MUST BE
SHOWN ON SHOP DRAWINGS)
SHOP RAIL
SPLICE DETAIL
FIELD ERECTION JOINT DETAIL
1/2 " AT FIELD
ERECTION JTS.
1/4 "
1"
2"
2 1/2 " AT EXP JTS.
1/6 POST PANEL LENGTH
\ 4" (AT FIELD JOINTS)
8"
3/8 " | X 1/2 "
WELDING STUDS
1"
SYM. ABOUT ‘
1/4 " | SURFACE WELDS
A
A
SECTION A-A
8"
3"
AT STRIP SEAL
EXPANSION JOINTS
3"
11/16 " R.
FIELD CLIP
AS REQ’D.
1/16 " THK.
1 3/
16 "
1 1/2 " 3" 1 1/2 "
6"
FIELD CLIP
AS REQ’D.
1/16 " THK.
11/16 " R.
RAIL POST SHIM DETAIL
1 3/16 "
4" 11/16 " R.
FIELD CLIP
AS REQ’D.
1/16 " THK.1 3/8 " 5 1/4 " 1 3/8 "
8"
FIELD CLIP
AS REQ’D.
1/16 " THK.
11/16 " R.
1 1/16 "
1 3/
16 "
END RAIL SHIM DETAIL
ANCHOR PLATE
TYPICAL RAIL POST BASE PLATE
END RAIL BASE PLATE
LEGEND
NOTES
1B
5A
6A
9A
1C
4B
2B
3
2C
10A
12
(2 SETS PER POST)
(2 SETS PER POST)
1 1/
2 "
1
1/2
"
11A
‘ RAILING &
‘ BASE PLATE3"
1 1/
2 "
1 1/
2 "
5"
10
"
6"
2" 1"
‘ BASE PLATE
1B
3 1
/2 "
3 1
/2 "
‘ RAILING
‘ RAIL
POST
1/2 "
1 1/2 " 1 1/2 "1 1/2 " 1 1/2 "
4B
5"
9"
2B
‘
1 1/2 " 1 1/2 "
3 1/
2 "
3 1/
2 "
4" |
HOLE‘
11/16 "| HOLES
FOR 5/8 "|
ANCHOR BOLTS
OUTSIDE EDGE
OF PARAPET3 1/2 "
SDWK. SIDE
OF PARAPET
1 3/8 " 1 3/8 "
3"
6 1
/2 "
1’
-1"
4"
8"
SEAL WELD
1 1/
2 "
1 1/
2 "
5 1/4 "
5A
3/4 " X 1 1/2 "
SLOTTED
HOLES (TYP.)
1C
SDWK. SIDEOF PARAPET
OUTSIDE EDGEOF PARAPET
4"
1 1/2 "
5"
5"
5A
4B1B
2B
5A
9A
5A
5A10A
10A
10"
1’-
1"
1 1/
2 "
1
1/2
"
7"
10"
6 1/
2 "
5"
2 1
/2 "
1" 1"
7 1/4 "
11/16 " | HOLES FOR
5/8 " | ANCHOR BOLTS.
END RAIL ANCHOR PLATEFOR END RAIL BASE PLATES
2 REQ’D. PER END RAIL BASE PLATE
2C
6C
6
SDWK. SIDE
OF PARAPET
PLATE 5/8 " X 6" X 10" WITH 3/4 " X 1 1/2 " SLOTTED HOLES
PLATE 5/8 " X 8" X 1’-1" WITH 3/4 " X 1 1/2 " SLOTTED HOLES.
1/4 " X 5" X 9" ANCHOR PLATE WITH 11/16 " | HOLES FOR ANCHOR BOLTS NO. 3.
1/4 " X 2 1/2 " X 7 1/4 " ANCHOR PLATE WITH 11/16 " | HOLES FOR ANCHOR
BOLTS NO. 3.
5/8 " DIA. X 7 1/2 " LONG ASTM F593 TYPE 316 STAINLESS STEEL ANCHOR BOLTS
WITH NUT AND WASHERS OF SAME ALLOY GROUP. (ALTERNATE RAIL POST
ANCHORAGE - 4 EQUIV. STAINLESS STEEL CONCRETE MASONRY ANCHORS,
TYPE S (EPOXY), 5/8 " |, MINIMUM PULLOUT CAPACITY OF 15 KIPS. EMBED A
MIN. OF 7" FOR RAIL POSTS AND 5" FOR END RAILS.)
STRUCTURAL TUBING 3" X 3" X 3/16 ". PLACE VERTICAL. WELD
TO NO. 1 & 5.
STRUCTURAL TUBING 3" X 1 1/2 " X 3/16 " RAILS. WELD TO NO. 1 & NO. 4.
STRUCTURAL TUBING 1" X 1" X 1/8 " PICKETS. WELD TO NO. 5. PLACE VERTICAL.
STRUCTURAL TUBING 1" X 1 1/2 " X 1/8 " PICKETS. WELD TO NO. 11. PLACE VERTICAL
RECTANGULAR SLEEVE FABRICATED FROM 3/16 " PLATES. PROVIDE
"SLIDING FIT".
RECTANGULAR SLEEVE FABRICATED FROM 3/16 " PLATES. (1’-4" @ FIELD
ERECTION JTS.) (1’-4" @ STRIP SEAL EXP. JTS.)
BAR 2 1/2 " X 1" X ’- ".
1/2 " DIA. STAINLESS STEEL BOLT WITH NUT AND LOCKWASHER.
1/4 1/4
1/4 " DRAIN HOLE
10"
3/4 " X 1 1/2 "
SLOTTED HOLES
FOR 5/8 "|
ANCHOR BOLTS
NO. 1, 2, 9 AND NO. 10 SHALL CONFORM TO THE REQUIREMENTS OF ASTM A709
GRADE 36. STRUCTURAL TUBING SHALL CONFORM TO THE REQUIREMENTS OF ASTM
A500 GRADE B (NO. 4, NO. 5, AND NO. 6).
1/4 "| VENT HOLES LOCATED AT LOW END OF RAILS.closure plug
DETAIL
3/16 " plate at (1) end
to prevent water
from getting in THE
rail. (AT FIELD ERECTION
JOINTS, ONLY)
9A
SEE RAIL
SPLICE &
CLOSURE PLUG
DETAILS
MIN. 5/8 " FLAT SURFACE DIA. PUNCHINGS OR
STUDS MAY BE USED AS AN ALTERNATE.
BID ITEM SHALL BE "RAILING STEEL TYPE C B-5-389", WHICH SHALL INCLUDE ALL
STEEL ITEMS SHOWN, AND PAINTING.
POST BASE PLATES SHALL BE FLAT WITH ALL SURFACES SMOOTH AND FREE FROM
WARP AND ALL EDGES SMOOTH, STRAIGHT AND VERTICAL. ALL PLATE CUTS SHALL
BE MACHINE OR MACHINE FLAME CUTS.
ANCHORAGES SHALL BE ACCURATELY PLACED TO PROVIDE CORRECT ALIGNMENT OF
RAILING. SET NORMAL TO GRADE.
CUT BOTTOM OF POST TO MAKE POST VERTICAL IN BOTH TRANSVERSE AND
LONGITUDINAL DIRECTION.
STEEL SHIMS SHALL BE PROVIDED & USED UNDER BASE PLATES WHERE REQUIRED FOR
ALIGNMENT.
FILL BOLT SLOT OPENINGS IN SHIMS AND PLATE NO. 1 AND CAULK AROUND PERIMETER
OF PLATE NO. 1 WITH NON-STAINING GRAY NON-BITUMINOUS JOINT SEALER.
ALL JOINTS AND RECESSES IN CONCRETE PARAPET ARE TO BE VERTICAL.
AFTER FABRICATION, ALL MATERIAL, EXCEPT ANCHORAGE (NO. 2 & 3) & SHIMS SHALL BE
PAINTED WITH A THREE COAT ZINC-RICH EPOXY SYSTEM PER WISDOT STANDARD
SPECIFICATION, SECTION 517, EPOXY SYSTEM. SHIMS SHALL BE GIVEN ONE COAT OF
ZINC RICH PRIMER PAINT. THE FINISH COLOR SHALL BE FEDERAL COLOR NO. 20152,
REDDISH-BROWN.
RAILING SHALL BE FABRICATED IN LENGTHS THAT INCLUDE 3 OR 4 POSTS.
TOUCH-UP PAINTING TO BE DONE AT COMPLETION OF STEEL RAILING INSTALLATION TO
THE SATISFACTION OF THE ENGINEER AT NO EXTRA COST.