W912QR25R0016_CERT_Final_Plans-0005.pdf

S-101

1' - 10"

4' - 3" 24' - 6" 30' - 0"

DECK DRAIN SPACING

30' - 0" 30' - 0" 29' - 3"

BRIDGE DECK LENGTH

150' - 9"

2%

DECK DRAIN

SEE DETAIL 2/S-601

CROWN

2% 2%

REINFORCED

CONCRETE DECK

SEE SHEET S-301

KYTC RAIL SYSTEM TYPE III

STD DWG BHS-008 ATTACHED

KYTC ALUMINUM HANDRAIL

STD DWG BHS-015 ATTACHED

24" TYP

TY

P

1/

4"

560.00

557.11

C/C BEARING

148' - 0" 11"

℄ EXPANSION

BEARINGS

STA 7+45.92

℄ FIXED BEARINGS

STA 8+94.92

4' - 11"

6' - 8"

CONTROL TOWER

SEE OTW_CT DWGS

CROWN

APPROACH SLAB

SEE VOLUME 1 PLANS

CROWN

KYTC THRIE-BEAM

GUADRAIL TRANSITION

STD DWG BHS-013

ATTACHED

S-101

S-102

S-201 118' - 6" 18' - 6" 18' - 6" 18' - 6" 18' - 6" 18' - 6" 18' - 6" 18' - 6"

STEEL GIRDER LENGTH

149' - 6"

C/C BEARING

148' - 0"

1 1 1 1 1 1 1 22

CONTROL TOWER

SEE OTW_CT DWGS

-W

-2

1/

X

3/

EDGE OF GRATING

24"

EDGE OF GRATING

12"

STEEL GIRDER

SEE DET 3/S-201

GENERAL SHEET NOTES

1. BRIDGE DECK ELEVATION AT THE CONTROL TOWER SHALL BE THE SAME

ELEVATION AS THE OPERATION LEVEL IN THE CONTROL TOWER.

2. SEE OTW S-000 FOR GENERAL NOTES NOT INCLUDED IN THE OTW_BR SHEETS .

3. THE STRUCTURAL DRAWINGS CONTAINED HEREIN REPRESENT THE FINISHED

STRUCTURE. CONTRACTOR SHALL BE RESPONSIBLE FOR THE STABILITY AND

INTEGRITY OF THE STRUCTURE DURING CONSTRUCTION. BRACING, SHORING,

FORMWORK AND OTHER TEMPORARY SUPPORTS ARE THE SOLE RESPONSIBILITY

OF THE CONTRACTOR.

4. CONSTRUCTION MEANS, METHODS, TECHNIQUES, AND SEQUENCES AND

SUPERVISION OF THE WORK ARE THE SOLE RESPONSIBILITY OF THE

CONTRACTOR. THE CONTRACTOR IS REQUIRED TO ANALYZE THE BRIDGE DURING

ERECTION FOR TEMPORARY CONSTRUCTION LIVE LOADS AND DEAD LOADS AND

STRENGTHEN OR SUPPORT THE BRIDGE AS NECESSARY. ANALYSES ARE TO BE

STAMPED BY A PROFESSIONAL ENGINEER LICENSED IN KENTUCKY. THE DESIGN

SHALL BE SUBMITTED FOR APPROVAL.

5. BRIDGE CONCRETE MUST BE USACE STRUCTURAL MIX PER SPECIFICATIONS 03

00 00 AND 03 30 00. SEE OTW S-000 FOR STRUCTURAL CONCRETE GENERAL NOTES.

6. MOVEMENT SURVEY CARRIAGE BOLTS MUST BE INSTALLED IN FRESH CONCRETE

AT LOCATIONS TO BE DETERMINED BY THE CONTRACTING OFFICER. REFERENCE

SPECIFICATION 31 09 13.00 06 INSTRUMENTATION AND MONITORING.

TAG NOTES

INTERMEDIATE CROSSFRAME. SEE TYP DET 3/S-301.

END CROSSFRAME. SEE TYP DET 1/S-301 & 2/S-301.

LEGEND

BRIDGE DECK WILL CROWN @ CENTERLINE OF DECK.

SEE TYPICAL DECK SECTIONS ON S-301.

DECK DRAIN. SEE TYPICAL DETAIL 2/S-601.

1 1/2 X 3/16" 19-W-2 GALVANIZED CARBON STEEL BAR

GRATING WITH SMOOTH WALKING SURFACE.

CROWN

19 -W-2

1 1/2 X 3/16

DESIGN CRITERIA - SERVICE BRIDGE

1. STRUCTURAL DESIGN IS IN ACCORDANCE WITH THE AASHTO LRFD BRIDGE DESIGN

SPECIFICATIONS 2017.

2. DEAD LOAD:

ACTUAL MATERIAL WEIGHTS PLUS ALLOWANCES.

3. LIVE LOADS:

NORMAL DESIGN VEHICLE HL-93

SPECIAL DESIGN VEHICLE HS-25

BRAKING DESIGN VEHICLE H-15

4. SEISMIC LOADS:

COUNTY/STATE BRECKINRIDGE, KY

SEISMIC ZONE ZONE = 1

SITE CLASS CLASS = C

PEAK GROUND ACCELERATION PGA = 0.095

0.2s MAPPED SPECTRAL RESPONSE ACCELERATION SS = 0.221 1.0s MAPPED SPECTRAL RESPONSE ACCELERATION S1 = 0.079

ZERO-PERIOD ON ACCELERATION RESPONSE SPECTRUM

FPGA = 1.2

ANALYSIS PROCEDURE

SEISMIC ANALYSIS IS NOT REQUIRED. CONNECTIONS DESIGNED ACCORDING

TO SEISMIC ZONE 1 REQUIREMENTS.

5. WIND LOADS:

WIND SPEED: 115 MPH

FOUNDATION NOTES

1. ABUTMENT WALL FOOTINGS ARE DESIGNED FOR AN ALLOWABLE BEARING

PRESSURE OF 7.5 KSF.

2. THE MINIMUM DEPTH TO THE BOTTOM OF EXTERIOR FOOTINGS SHALL BE 32

INCHES BELOW FINAL EXTERIOR GRADE.

3. SEE VOLUME 1 DRAWINGS FOR CONTOUR AND LAYOUT OF PROCESSED FILL.

STRUCTURAL STEEL

1. ALL STRUCTURAL STEEL SHALL BE AASHTO M270, GRADE 50W (ASTM 709) UNLESS NOTED

OTHERWISE.

2. WELDING SHALL CONFORM TO THE 2020 AWS D1.5 - BRIDGE WELDING CODE. WELDING

SHALL BE PERFORMED BY OPERATORS CERTIFIED BY AWS IN PERFORMING THE TYPE OF

WORK INDICATED.

3. FLANGE SHOP SPLICES SHALL BE LOCATED WHERE SHOWN IN ELEVATIONS. MINOR

CHANGES IN LOCATION, TOGETHER WITH ANY ADDITIONAL SPLICES REQUESTED, SHALL

BE SUBJECT TO THE APPROVAL OF THE ENGINEER OF RECORD. LENGTH OF PLATES

SHOULD BE CONSISTENT WITH LENGTHS OF PLATES AVAILABLE FROM THE MILL,

LOCATIONS SHOULD BE AT POINTS OF REDUCED TENSILE STRESS. SHOP WEB SPLICES

SHALL BE AT LEAST 12 INCHES FROM CONNECTION PLATES FOR CROSS FRAMES. SUBMIT

ALTERNATIVE FIELD SPLICE LOCATIONS FOR ENGINEER OF RECORD APPROVAL.

4. FABRICATION METHODS SHALL BE INCLUDED IN THE WRITTEN WELDING AND PROCEDURE

SPECIFICATIONS OF THE SHOP DRAWINGS.

5. ALL BEARING STIFFENERS AND GIRDER ENDS SHALL BE PLUMB UNDER FULL DEAD LOAD.

6. ALL INTERMEDIATE CROSS FRAME CONNECTION PLATES AND ADDITIONAL VERTICAL

STIFFENERS ARE TO BE PERPENDICULAR TO THE TOP FLANGE AND WEB OF THE GIRDER.

7. ALL BOLTS SHALL BE 7/8" DIA HIGH STRENGTH, TYPE I, AASHTO M164 (ASTM A325), UNLESS

NOTED OTHERWISE.

8. ALL BOLTED CONNECTIONS SHALL BE SLIP CRITICAL AND INSTALLED ACCORDING TO 2014

RCSC SPECIFICATIONS FOR STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS.

PROVIDE MEANS OF PREVENTING NUTS FROM UNTHREADING FROM SLIP CONNECTIONS.

9. BOLT PITCH IS 3" UNLESS NOTED OTHERWISE. MINIMUM EDGE DISTANCE IS 1½" UNLESS

NOTED OTHERWISE.

10. ANCHOR RODS MUST BE ASTM F1554 GR. 55.

11. WELDED SHEAR STUDS AND HEADED STUD ANCHORS (HSA) MUST BE ASTM A108.

12. PAINT ALL SUPERSTRUCTURE STEEL WITHIN A DISTANCE OF 1 1/2 TIMES THE DEPTH OF

GIRDER FROM BRIDGE JOINTS. COAT THE EXPOSED STEEL ONLY AND DO NOT COAT ANY

FAYING & BEARING SURFACES. SEE BRIDGE STEEL SPECIFICATIONS 05 12 33 FOR PAINT

PROPERTIES.

FRACTURE CONTROL PLAN

COMPONENT FRACTURE CRITICAL

GIRDER TOP FLANGE

GIRDER TOP FLANGE SPLICE PLATES

GIRDER WEB

GIRDER WEB SPLICE PLATES

GIRDER BOTTOM FLANGE

GIRDER BOTTOM FLANGE SPLICE PLATES

NO

NO

YES

YES

YES

YES

OPERATING LEVEL

560.00

S-301

S-301

S-301

T.O.F.

545.32

S-301

2%

STEEL GIRDER

SEE DET 3/S-201

APPROXIMATE FINISHED

GRADE PER VOLUME 1

CONTROL TOWER

SEE OTW_CT DWGS

REINFORCED

CONCRETE DECK

SEE SHEET S-301

KYTC RAIL SYSTEM TYPE III

STD DWG BHS-008 ATTACHED

KYTC ALUMINUM HANDRAIL

STD DWG BHS-015 ATTACHED

℄ EXPANSION

BEARINGS

STA 7+45.92

℄ FIXED

BEARINGS

STA 8+94.92

APPROACH SLAB

SEE VOLUME 1

PLANS

ELECTRICAL CONDUIT

SEE ELECTRICAL DWGS

US Army Corps of Engineers ®

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3/32" = 1'-0"S-101

1 DECK PLAN

3/32" = 1'-0"

2 FRAMING PLAN

3/32" = 1'-0"S-101

3 OVERALL ELEVATIONS

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GIRDER 0

DLS

DLC

SDL1

TD&C

10'

5/16"

15/16"

1/4"

1 1/2"

20'

5/8"

1 3/4"

9/16"

2 15/16"

30'

7/8"

2 9/16"

13/16"

4 1/4"

40'

1 1/8"

3 3/16"

1"

5 5/16"

50'

1 5/16"

3 11/16"

1 1/8"

6 1/8"

60'

1 7/16"

4"

1 1/4"

6 11/16"

70'

1 1/2"

4 3/16"

1 5/16"

6 15/16"

88' 98'74' 108' 118 128' 138' 148'

NOTES:

1. ADJUST SPLICE BOLT HOLES AS NEEDED TO ACCOUNT FOR CAMBER.

2. TOTAL TOLERANCE IS FROM MINUS 0" TO PLUS 3/4".

3. DLS DEFLECTIONS ASSUME A SINGLE UNSUPPORTED SPAN. DLC

DEFLECTIONS ASSUME THE DECK IS PLACED IN A SINGLE POUR WITH NO

TEMPORARY SUPPORT. ADJUST GIRDER CAMBER AS NEEDED TO ADAPT

TO TEMPORARY CONSTRUCTION SUPPORTS, MEANS, AND METHODS.

LEGEND:

DLS - DEFLECTION DUE TO STRUCTURAL STEEL

DLC - DEFLECTION DUE TO CONCRETE DECK SLAB AND REINFORCEMENT

SDL1 - DEFLECTION DUE TO PARAPET AND RAILING

TD&C - TOTALDEAD LOAD DEFLECTION AND CAMBER

78'

1 1/2"

4 3/16"

1 5/16"

6 15/16"

1 1/2"

4 3/16"

1 5/16"

6 15/16"

1 7/16"

4"

1 1/4"

6 11/16"

1 5/16"

3 11/16"

1 1/8"

6 1/8"

1 1/8"

3 3/16"

1"

5 5/16"

7/8"

2 9/16"

13/16"

4 1/4"

5/8"

1 3/4"

9/16"

2 15/16"

5/16"

15/16"

1/4"

1 1/2"

10 1/8" 10 1/8"

20 1/4"

2" 4"

3" 3"

4" 2"

2" 3" 3" 4 1/4" 3" 3" 2"

2 1/8" 2 1/8"

1 1/2" MIN

7/8 ⌀ STUD SPACED

@ 24" OC MAX

SEE TYP DET 11/S-402

FILL PL 1/4x18x13 PL 1x18x26.25

PL 1x8x26.25

PL 5/8x8x20.25

PL 5/8x18x20.25

PL 1/2x24.25x68

PL 1/2x24.25x68

EXTERIOR FACE INTERIOR FACE

BOT FLANGE PL 1 3/4x18

TOP FLANGE PL 1x18

BOT FLANGE PL 1 1/2x18

TOP FLANGE PL 1x18

FILL PL 1/4x18x13 2 1/8" 2 1/8"

1/4" MAX

PL 1x18x26.25

(2) PL 1x8x26.25

WEB PL 9/16x74 WEB PL 9/16x74

S

PA

4"

4"

2" 2"

3" 3"

PL 1/2x24.25x68

(BOTH SIDES)

(2) PL 5/8x8x20.25

PL 5/8x18x20.25

2" 4" 4" 4 1/4" 4" 4" 2"

2" 4"

3" 3"

4" 2"

2 1/8" 2 1/8"

13 1/8" 13 1/8"

26 1/4"

2" 3" 3" 3" 4 1/4" 3" 3" 3" 2"

1. PLACE BOLT HEADS ON OUTER FACE OF WEB OF GIRDERS AND ON TOP SURFACE

OF BOTTOM FLANGE SPLICE.

2. CONTACT SURFACE OF SPLICE SHALL MEET CLASS B SURFACE CONDITIONS.

SPLICE NOTES:

2" 7" 7" 2"

H

AU

N C

H

1/ 2"

7"

7/8"

8 1/2"

7/8" ⌀ STUD

AUTOMATICALLY

END WELDED

3"

NOTE: DO NOT PLACE

STUD ON SPLICE FLANGE

PLATE

CONCRETE DECK

SEE DECK PLAN

℄ EXPANSION

BEARINGS

℄ FIXED

BEARINGS

10' 20' 30' 40' 50' 60' 70' 78' 88' 98' 108' 118' 128' 138' 74'

CHORD LINE

BETWEEN

SUPPORTS

148'0'

US Army Corps of Engineers ®

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1" = 1'-0"1 DEFLECTIONS AND TOTAL CAMBERS

1" = 1'-0"3 TOP FLANGE SPLICE DETAIL

1" = 1'-0"6 WEB SPLICE DETAIL

1" = 1'-0"4 WEB SPLICE DETAIL

1" = 1'-0"5 BOTTOM FLANGE SPLICE DETAIL

1" = 1'-0"2 TYPICAL SHEAR STUD AND HAUNCH DETAIL

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A

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DIRECTION

OF POUR

148' - 0"

ABUTMENT ℄ CORBEL ℄

NOTE: CAMBERS WERE CALCULATED ASSUMING DECK WOULD BE POURED IN ONE PHASE.

TEMPORARY SUPPORT IS REQUIRED FOR DECK PLACEMENT.

0' - 6"

22 7/16"

24"

1 9/16" 7/16"

1/

4"

1/

4"3 1/

2"

11"

1/2" ⌀ HEX HEAD

BOLTS AND WASHERS

3/4" ⌀ HEX HEAD BOLTS AND

WASHERS - (8) REQUIRED ON 9

1/2" ⌀ BOLT CIRCLE

9 1/4"

7 1/2"

DOWNSPOUT PAST BOTTOM

GIRDER FLANGE

NOTE:

MATERIAL SHALL BE ASTM A-48,

CLASS 35B GRAY IRON OR

ASTM A536 GRADE 80-55-06

FOR DUCTILE IRON

STEEL GIRDER

SEE DET 2/S-101

4"

1/2" ⌀ U-BOLT

STEEL PL 1/2x2 1/2

HEX NUT

DRAIN PIPE

1/ x (G

IR

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TH

NOTES:

1. U-BOLTS AND HEX NUTS MUST BE GALVANIZED.

2. PIPE SHALL BE ASTM 3034 SDR 35 PVC PIPE, TYPE PSM, 6" INNER ⌀.

CONCRETE BARRIER

INTERIOR FACE

SEE DECK PLAN

EDGE OF CONCRETE DECK

TYP

2"

7' - 4"

4'

6"

TYP

(3) #5 @ 6" OC

TY

P

(3

" O

C

NOTE:

PLACE DRAIN REINFORCEMENT PARALLEL & AT THE SAME LEVEL WITH TOP MAT REINFORCEMENT.

CONCRETE BARRIER

INTERIOR FACE

SEE DECK PLAN

EDGE OF CONCRETE DECK

1:

1:12 1:12

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1'

0"

PLAN VIEW SECTION A

1' - 0" 1' - 0"

LENGTH

DRAIN

TY

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1"

WIDTH

DRAIN 1' - 0"

ABUTMENT FOOTING

SEE PLAN

CORNER BAR

EXTERIOR FACE BARS

MATCH SIZE AND SPACING OF

HORIZONTAL BARS

TYP

NOTE:

PROVIDE AT MINIMUM 1 BAR DIAMETER OF

SPACING BETWEEN BARS

MATCH FOOTING REINF

(3) BARS EQ SPACED

MATCH FOOTING REINF

(4) BARS EQ SPACED

(24" MIN)

36d LAP

W

INGW

ALL

FOOTING REINF

SEE SECTIONS

ABUTMENT FOOTING REINF

SEE SECTIONS

0"

(12" MIN)

STD HOOK

(24" MIN)

36d LAP

SEE SECTIO

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WIN

GWALL

FOOTIN

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2 VERT BARS

TYP @ CORNERS

REINF 36d INTO ABUTMENT FOOTING

CONT WINGWALL FOOTING

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1/16" = 1'-0"1 DECK POURING SEQUENCE

1" = 1'-0"2

TYPICAL SCUPPER DRAIN

WITH BOLTED GRATING

1" = 1'-0"3 TYPICAL DRAIN PIPE CONNECTION

1" = 1'-0"4 TYPICAL DECK REINFORCEMENT AT DRAIN

1" = 1'-0"5 TYPICAL DECK SLOPE AT DRAIN

3/4" = 1'-0"6 TYPICAL CONCRETE REINFORCEMENT AT WALL INTERSECTIONS DETAIL

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