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


STATE OF WISCONSIN


APPROVED

DATECHIEF STRUCTURAL DESIGN ENGINEER



HL-93

KRODESIGN

CK’D.

GENERAL

PLAN

PLANS

CK’D.

CONST.

SPEC.

LOAD

DRAWN

BY

COUNTY

DESIGN SPEC.

DESIGNED

BY

SHEET

8


8


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


STATE OF WISCONSIN




KROPLANS

CK’D.SSQ

DRAWN

BY

CONST.

SPEC.


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


STATE OF WISCONSIN




KROPLANS

CK’D.SSQ

DRAWN

BY

CONST.

SPEC.

SHEETXXXXXXXXXXXXXXXX

XXXXXXXXXXXXXXXX


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



KROPLANS

CK’D.SSQ

DRAWN

BY

CONST.

SPEC.


SUBSURFACE

EXPLORATION

SHEET


88


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


STATE OF WISCONSIN




KROPLANS

CK’D.SSQ

DRAWN

BY

CONST.

SPEC.

SHEET


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


STATE OF WISCONSIN




KROPLANS

CK’D.SSQ

DRAWN

BY

CONST.

SPEC.


XXXXXXXXXXXXXXXX


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


STATE OF WISCONSIN




KROPLANS

CK’D.SSQ

DRAWN

BY

CONST.

SPEC.


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


BEVELED 2" x 6". (18" R.M.W. @ B.F. & 3/4 "


STRIKE OFF AS SHOWN

AND LEAVE ROUGH




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


(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



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


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


STATE OF WISCONSIN




KROPLANS

CK’D.SSQ

DRAWN

BY

CONST.

SPEC.


XXXXXXXXXXXXXXXX


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


STATE OF WISCONSIN




KROPLANS

CK’D.SSQ

DRAWN

BY

CONST.

SPEC.

SHEET


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


STATE OF WISCONSIN




KROPLANS

CK’D.SSQ

DRAWN

BY

CONST.

SPEC.


XXXXXXXXXXXXXXXX


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


STATE OF WISCONSIN




KROPLANS

CK’D.SSQ

DRAWN

BY

CONST.

SPEC.


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


STATE OF WISCONSIN




KROPLANS

CK’D.SSQ

DRAWN

BY

CONST.

SPEC.


XXXXXXXXXXXXXXXX


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.

*


6" NOMINAL

1 1/

2 "

B B

3/8 " MAX.

3" C

L.

9-B511 @ 1’-0"



(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


(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






BEVELED 2" x 6". (18" R.M.W. @ B.F. & 3/4 "


STRIKE OFF AS SHOWN

AND LEAVE ROUGH




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


STATE OF WISCONSIN




KROPLANS

CK’D.SSQ

DRAWN

BY

CONST.

SPEC.


8


8

STRUCTURE B-5-389

4987-02-37

2011

OF 14SHEET 845W" PRESTRESSED

GIRDER DETAILS

A SS O C I A T SE


STATE OF WISCONSIN




KROPLANS

CK’D.SSQ

DRAWN

BY

CONST.

SPEC.


XXXXXXXXXXXXXXXX


8


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


STATE OF WISCONSIN




KROPLANS

CK’D.SSQ

DRAWN

BY2009

CONST.

SPEC.

SHEET


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


STATE OF WISCONSIN




KROPLANS

CK’D.SSQ

DRAWN

BY

CONST.

SPEC.


XXXXXXXXXXXXXXXX


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


STATE OF WISCONSIN




KROPLANS

CK’D.SSQ

DRAWN

BY

CONST.

SPEC.


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


STATE OF WISCONSIN




KROPLANS

CK’D.SSQ

DRAWN

BY

CONST.

SPEC.


XXXXXXXXXXXXXXXX


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


STATE OF WISCONSIN




KROPLANS

CK’D.SSQ

DRAWN

BY

CONST.

SPEC.


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


STATE OF WISCONSIN




KROPLANS

CK’D.SSQ

DRAWN

BY

CONST.

SPEC.


XXXXXXXXXXXXXXXX


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


STATE OF WISCONSIN




KROPLANS

CK’D.SSQ

DRAWN

BY

CONST.

SPEC.


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


STATE OF WISCONSIN




KROPLANS

CK’D.SSQ

DRAWN

BY

CONST.

SPEC.


XXXXXXXXXXXXXXXX


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


STATE OF WISCONSIN



KROPLANS

CK’D.SSQ

DRAWN

BY

CONST.

SPEC.


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


STATE OF WISCONSIN




KROPLANS

CK’D.SSQ

DRAWN

BY

CONST.

SPEC.


XXXXXXXXXXXXXXXX


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


STATE OF WISCONSIN




KROPLANS

CK’D.SSQ

DRAWN

BY

CONST.

SPEC.


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


STATE OF WISCONSIN




KROPLANS

CK’D.SSQ

DRAWN

BY

CONST.

SPEC.


XXXXXXXXXXXXXXXX


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.

4987-02-37 TRAFFIC DATA FOUNDATION ... - De Pere, … · 60d spike in power pole # 55gg41 dot cap...

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Transcript of 4987-02-37 TRAFFIC DATA FOUNDATION ... - De Pere, … · 60d spike in power pole # 55gg41 dot cap...