s n a p t p d f border scale: 1=15 · fed. spec. no.37886 finish white applied texture fed. spec....

WALL

RETAINING

GROUND LINE

EXISTING

FENCE (TYP)

PROTECTIVE

25’ -0

"

(TYP)

2’ C&G

(TYP)

SIDEWALK

7’-0"

STA. 316+83.03

END OF BRIDGE

25’ -6�"

F.G. EL.905.48

STA. 316+83.03

END OF BRIDGE

TOTAL BRIDGE LENGTH ALONG { OF SURVEY KEITH AVE. (WEST)= 261’-6"

314+21.53

BRIDGE STA.

BEGINNING OF

864.90

DATUM EL.

EL. 900.20

LOW GIRDER

PC 314+25.26

BRIDGE

LIMITS OF

SEE RDWY DWG XXXX

RETAINING WALL NO. 10

SEE RDWY DWG XXX

RETAINING WALL NO. 11

(TYP.)

PILES

(TYP)

AS PER STD-1-5

BRIDGE ENDS

PAVEMENT AT

OFFSET 18’-6" LT

STA. 315+24.58

VERT. CLEARANCE

POINT OF MIN. OFFSET 18’-6" LT

STA. 316+47.40

VERT. CLEARANCE

POINT OF MIN.

0.02 Ft/Ft

NORMAL CROWN

0.02 Ft/Ft

NORMAL CROWN

EL. 898.32

LOW GIRDER

OF BANK. (TYP.)

EXTEND TO TOP

MATCH EX. SLOPE.

2’-6" THICK

CLASS "B" RIPRAP

FENCE (TYP. BOTH SIDES)

LIMITS OF PROTECTIVE

N

-2.38%

316 317315

PLAN VIEW

F

I

I

F

-DENOTES INTEGRAL

-DENOTES FIXED

ELEVATION VIEW

PE NO. 47023-1257-14

RR SKETCH

CURVE DATA

860

900

850

870

920

910

890

880

I

F

315

-1.41%

EL

EV 874.60

EL

EV 873.71

EL

EV 877.22

EL

EV 875.89

875.

81

875.

89

876.

5887

6.48

877.

07

877.

22

874.

60

874.

3187

4.28

873.

68

873.

71

TRANS. LENGTH 110.00

DESIGN SPEED 30 MPH

SE 0.04 FT/FT

T 235.07

L 399.50

R 302.00

18° 58’ 20"D

75° 47’ 36" (LT)~

PT 318+24.76

PC 314+25.26

E 2,574,010.5664

N 601,917.7962

316+60.33PI

CURVE KEITHWEST-2

DESIGN SPEED= 30 MPH

AND STD-11-1 BRIDGE RAIL.

28’-0" ROADWAY WITH 7’-0" SIDEWALKS

316

BERM (TYP)

4’-0"

317

CLEARANCE

HORZ.

CLEARANCE

HORZ.

CLEARANCEHORZ.

SCALE 1"=15’

SCALE 1"=15’

GRADE SKETCH

TRANSITION

110’

TRANSITION

110’

314

+80.26

S.E. 0.04 FT/FT

317

+69.76

KEITH AVE (WEST)

EL

EV 906.74

PV

C 315

+22.50

PVI 316

+15.00

EL

EV 909.88

EL

EV 904.11

PV

T 317

+07.50

3.40

% -6.24%

313

+70.26

318

+79.76

NOTE:

TO { SURVEY KEITH AVE.

ALL SUBSTRUCTURES ARE RADIAL

VLC=185’

12’-0"

L

AN

E

MP 174.01

2,273 F

T

TO

CS

X

RR

THI

RD

CREE

K

EAST F

OR

K

DI

R.

OF FL

OW

CLASS "B" MACHINED RIP-RIP = 485 TONS

OF BRIDGE

NORTH SIDE

25’-6�"

OF BRIDGE

SOUTH SIDE

25’-0"

314

S74-24-01E12’

MP 173.5826

MP 173.5776

MP 173.5859

MP 173.5818

HYDRAULIC DATA

ROADWAY OVERTOPPING ELEV.--------------894.99

DRAINAGE AREA--------------------------1.35 SQ. MI.

100 YEAR BRIDGE BACKWATER--------------874.26 FT

100 YEAR VELOCITY----------------------6.0 FT/S

WATER AREA PROVIDED BELOW EL.874.26----247 SQ. FT

100 YEAR DESIGN DISCHARGE--------------1280 CFS

LIST OF STANDARD DRAWINGS

DWG NO.

LIST OF DRAWINGS

LAST REV.

DWG NO.

LAST REV.

DWG NO.

LAST REV.

DRAWING

DRAWINGDATE

DATE

LIST OF SPECIAL PROVISIONS

RETAINING WALLS 624 08-06-12

REV. DATE

105’-8" 77’-11" 77’-11"

25’ -5�"

OF BRIDGE

NORTH SIDE

25’-5�"

{ PIER NO. 1

STA. 314+99.45

STA. 316+05.11

{ PIER NO.2

BORDER SCALE: 1=15

F.G. EL. 903.30

STA. 314+21.53

BEGINNING OF BRIDGE

F.G. EL.905.95

STA. 314+99.45

{ PIER NO.1

F.G. EL.907.77

STA. 316+05.11

{ PIER NO.2

314

(T

YP.)

5’-0"

(TYP.)

2’-6"

DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

MRP

FSE

BEB

RMD

07/2013

07/2013

07/2013

07/2013

PROJECT NO. YEAR SHEET NO.

REVISIONS

NO. DATE BY BRIEF DESCRIPTION

2013HPP/STP-62(34)

STATE OF TENNESSEE

DEPARTMENT OF TRANSPORTATION

2013

KNOX COUNTY

STATION 315+45.12

BRIDGE NO XX-XXXX-XXXX

& KXHR RR & CSX RR

FORK THIRD CREEK

KEITH AVENUE (WEST) OVER EAST

LAYOUT OF BRIDGE

BRIDGE NO.2

SN

AP P

T P

DF

SN

AP

PT

PD

F

SN

AP

PT

PD

F

SN

AP

PT

PD

F

MP 174.01

2,273 F

T

TO

KX

HR

RR

KEITH AVE. (WEST)

GRADE LINE

{ SURVEY & FIN.

KXHR RR CSX RR

(2,273 FT. TO MP 174.01)

{ KXHR RR

(KEITH AVE. WEST)

STA. 315+45.12

(2,273 FT. TO MP 174.01)

{ CSX RR

(KEITH AVE. WEST)

STA. 316+43.93

XXX-XX-X

STD-11-1

STD-10-1

STD-9-1

STD-6-2

STD-6-1

STD-5-2

STD-5-1

STD-1-5

XX-XX-XX

08-13-02

04-08-05

10-07-08

11-07-94

11-01-10

04-08-05

10-25-93

06-01-11

RAILROAD CROSSINGS

PROTECTIVE FENCE DETAILS FOR ALL

BRIDGE RAILING W/ STRUCTURAL TUBING

DETAILS

MISCELLANEOUS ABUTMENT AND DRAINAGE

CONCRETE SLABS

REINFORCING BAR SUPPORT DETAILS FOR

STANDARD SEISMIC DETAILS

STANDARD SEISMIC DETAILS

STANDARD PILE DETAILS

STANDARD PILE DETAILS

PAVEMENT AT BRIDGE ENDS

CONST. NO.

BILL OF STEEL

FINAL FOUNDATION DATA SHEET

PIER 1 & 2 DETAILS

PIER 1 & 2

ABUTMENT NO. 2 DETAILS

ABUTMENT NO. 2


ABUTMENT NO. 1

UTILITY RELOCATION (2 OF 2)


STRUCTURAL STEEL DETAILS

DETAILS

GIRDER 5 DETAILS (3 OF 3) & SPLICE

GIRDER 5 DETAILS (2 OF 3)


GIRDERS 3 & 4 DETAILS (3 OF 3)






SUPERSTRUCTURE DETAILS (4 OF 4)




FOUNDATION DATA

GENERAL NOTES

ESTIMATED QUANTITIES

LAYOUT OF BRIDGE

M-XXX-XXX

M-XXX-XXX

M-XXX-XXX

M-XXX-XXX

M-XXX-XXX

M-XXX-XXX

M-XXX-XXX

M-XXX-XXX

M-XXX-XXX

M-XXX-XXX

M-XXX-XXX

M-XXX-XXX

M-XXX-XXX

M-XXX-XXX

M-XXX-XXX

M-XXX-XXX

M-XXX-XXX

M-XXX-XXX

M-XXX-XXX

M-XXX-XXX

M-XXX-XXX

M-XXX-XXX

M-XXX-XXX

M-XXX-XXX

M-XXX-XXX

M-XXX-XXX

M-XXX-XXX

M-XXX-XXX

12’-0"

L

AN

E

TR

AC

K

KX

HR

RR

CL

EA

RA

NC

E

MI

N.

VE

RT

26’-10�

"

TR

AC

K

CS

X

RR

CL

EA

RA

NC

E

MI

N.

VE

RT

24’-10�"

4’-0"

(TYP.)

BERM

----

----

----

----

----

----

----

----

----

----

----

----

----

----

----

----

----

----

----

----

----

----

----

----

----

----

----

----

18’-

6"

MIN. 18" CLEAR.

18" SAN.

FED. SPEC. NO.37886

FINISH WHITE

APPLIED TEXTURE

FED. SPEC. NO. 36440

MOUNTAIN GREY

DESCRIPTIONITEM NO.

ESTIMATED BRIDGE QUANTITIES

UNIT ABUT. NO. 1

204-02.01 C.Y.

204-04.01 C.Y.

L.S.

604-02.03 LB.

604-03.01 C.Y.

604-03.02 LB.

604-03.09 C.Y.

604-04.01 S.Y.

604-05.31 S.Y.

L.F.

710-09.01 L.F.

710-09.02 L.F.

DRY EXCAVATION (BRIDGES)

EPOXY COATED REINFORCING STEEL

CLASS "A" CONCRETE (BRIDGES)

STEEL BAR REINFORCEMENT (BRIDGES)

CLASS "D" CONCRETE (BRIDGE DECK)

APPLIED TEXTURE FINISH (NEW STRUCTURES)

BRIDGE DECK GROOVING (MECHANICAL)

620-05 CONCRETE PARAPET WITH STRUCTURAL TUBING

6" PIPE UNDERDRAIN

6" PERFORATED PIPE WITH VERTICAL DRAIN SYSTEM

1

606-03.03 STEEL PILES (12 INCH) L.F.

606-03.06 PILE TIPS (STEEL PILES, 12 INCH) EACH

L.F.

PIER NO. 1 PIER NO. 2SUPERSTRUCTURE ABUT. NO. 2

ROCK EXCAVATION (BRIDGES)

204-05 ROCK DRILLING (BRIDGES)

GRANULAR BACKFILL (BRIDGES)303-01.02 TON

602-03 STEEL STRUCTURES

EXISTING GROUND AT PIER.

EXCAVATION BASED ON FINAL PROFILE AT THE ABUTMENTS AND

6

APPLIED TEXTURE FINISH DETAIL

NOTES:

PAINT DETAIL

WITH SILICONE CAULK.

AND CONCRETE AT ABUTMENTS SHALL BE SEALED BY CAULKING

*NOTE: THE CREVICE BETWEEN THE EMBEDDED STEEL GIRDERS

GIRDER

END OF

SPEC. NO. 20049

BROWN FED.

HATCHED AREA

PAINT CROSS-

COAT CONFORMING TO FEDERAL STANDARD 595B,20049.

PAINT: INORGANIC ZINC WITH URETHANE FINISH- BROWN TOP

STEEL TO THE ENGINEER FOR APPROVAL.

ENDS, THE CONTRACTOR SHALL SUBMIT A PROPOSED BILL OF

NOTE: PRIOR TO CONSTRUCTION OF THE PAVEMENT AT BRIDGE

604-03.04 S.Y.PAVEMENT AT BRIDGE ENDS

204-03.01 C.Y.WET EXCAVATION (BRIDGES)1

1

2

3

4

5

7

1’-0" MIN.

SPECIFICATIONS.

SHALL BE IN ACCORDANCE WITH THE STANDARD

TEXTURE COATING OF ALL AREAS DESIGNATED

NO. 36440).

TEXTURE FINISH (MOUNTAIN GREY, FED. SPEC.

RETAINING WALLS ARE TO RECEIVE AND APPLIED

EXTERIOR PORTIONS OF ENDWALLS AND

ABUTMENT BEAMS, CONCRETE PIERS, AND

ALL EXPOSED SURFACES OF THE WINGWALL,

APPLIED TEXTURE FINISHED DETAIL SKETCH,

IN ADDITION TO THE SURFACES SHOWN IN THE

ALL DEBRIS AND FOREIGN MATERIALS.

SURFACES SHALL BE COMPLETELY CLEANED OF

BEFORE APPLYING ANY TEXTURE FINISH, ALL

SHALL BE INCLUDED IN ITEMS BID ON.

SHALL BE APPROVED BY THE ENGINEER AND COST

THE ENVIRONMENT. CONTAINMENT MEASURES

PREVENT ANY TEXTURE COATING FROM ENTERING

SCREENS OR OTHER MEASURES AS NECESSARY TO

THE CONTRACTOR SHALL USE CONTAINMENT

INCLUDED IN ITEM NO. 604-04.01.

ALL COST OF TEXTURE COATING SHALL BE

*

FOOTNOTES:

3

5

4

7

1

258

441

350

571

963

585

118

305

224

109

112

125 140

196

51

12

24

1

29

14

42

1

54 46

51

6 6

12 12

51 51

350

256 72.3 85.1 85.1 72.3

7 7

59 59

21 21

6

SEE STD-10-1.

GRANULAR BACKFILL SHALL BE CLASS "A" GRADING "D" MATERIAL. 2

FURNISHING AND INSTALLATION TO THE PILES.

THE UNIT PRICE FOR THE CAST STEEL POINTS SHALL INCLUDE

74

46

UNIT PRICE BID FOR PERFORATED PIPE.

ITEMS NECESSARY FOR INSTALLATION IS TO BE INCLUDED IN THE

NOTE: COST OF POLYETHYLENE SHEETING AND ALL MISCELLANEOUS

DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

MRP

FSE

BEB

RMD

07/2013

07/2013

07/2013

07/2013


REVISIONS


2013HPP/STD-62(34)

STATE OF TENNESSEE


2013

KNOX COUNTY

STATION 315+45.12


& KXHR RR & CSX RR

FORK THIRD CREEK



BRIDGE NO. 2

SN

AP P

T P

DF

SN

AP

PT

PD

F

SN

AP

PT

PD

F

SN

AP

PT

PD

F

50W UNLESS OTHERWISE NOTED.

SECTION 602.49 AND 602.50. ALL STEEL TO BE A709 GRADE

BEARINGS. ALSO SEE TENNESSEE STANDARD SPECIFICATIONS

BOLTS, CONNECTOR PLATES, SHIPPING PLATES AT ABUTMENT

STIFFENERS, SPLICE/FILLER PLATES, SHEAR CONNECTORS,

OF STRUCTURAL STEEL INCLUDES GIRDERS, CROSS-FRAMES,

NOTE: LUMP SUM: TOTAL ESTIMATED WEIGHT OF 308,493 LBS.

CONST. NO.

CLASS "A" CONCRETE (BRIDGES).

ASSEMBLIES SHALL BE INCLUDED IN THE UNIT PRICE BID FOR

INSTALLATION OF 20 1" ‰ ASTM F1554 GR. 105 ANCHOR BOLT

COST OF ALL MATERIALS AND LABOR NECESSARY FOR THE

130,381 1,870

5,04032,24428,8835,016

1,870

TOTAL

134,121

71,183

SPECIAL NOTE FOR AT&T CONDUIT

FURNISHING MATERIAL SHALL BE SUPPLIED BY AT&T.

BE INCLUDED IN OTHERS ITEMS BID ON. COST OF

HANGERS AND SEAL THROUGH ABUTMENT BACKWALL SHALL

COST OF INSTALLING 1177 L.F. OF 4" CONDUIT WITH

DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

MRP

FSE

BEB

RMD

07/2013

07/2013

07/2013

07/2013


REVISIONS


2013HPP/STP-62(34)

SN

AP P

T P

DF

SN

AP

PT

PD

F

SN

AP

PT

PD

F

SN

AP

PT

PD

F

CONST. NO.


STATE OF TENNESSEE

2013

KNOX COUNTY

STATION 315+45.12


& KXHR RR & CSX RR

FORK THIRD CREEK


GENERAL NOTES

BRIDGE NO. 2

BORING NO. STATION DEPTH*

B‐27B 314+30 38 RT 14.5 ft.

B‐28 315+00 23.1 ft.

B‐29 316+30 17.9 ft.

B‐30 317+00 18.8 ft.CL

BORING LOCATIONS

OFFSET

CL

CL

*TERMINATION OR REFUSAL

BRIDGE FOUNDATION NOTES

BORING NO. STATION NO.

OFFSET DISTANCE AND

DIRECTION

TOTAL BORING DEPTH (FEET)

APPROXIMATE SURFACE

ELEVATION (FEET)

APPROXIMATE REFUSAL

ELEVATION (FEET) B-27B 314+30 38 FT, Right 14.5 885 880 ½ B-28 315+00 Centerline 23.1 886 ½ 873 B-29 316+30 Centerline 17.9 875 867 ½ B-30 317+00 Centerline 18.8 875 869

THE BRIDGE FOUNDATIONS MAY BE SUPPORTED BY CONTINUOUS BEDROCK. FOUNDATIONS MAY BE DESIGNED USING THE FOLLOWING:

THE ULTIMATE BEARING CAPACITY OF THE BEDROCK IS 200 KSF. USING A FACTOR OF SAFETY OF 3, THE ALLOWABLE BEARING CAPACITY OF THE BEDROCK IS 66 KSF.

THE ACTUAL TYPE OF FOUNDATIONS USED TO SUPPORT THE ABUTMENT AND BENTS WILL BE DETERMINED BASED ON THE DEPTH TO CONTINUOUS BEDROCK DRIVEN PILES THE ABUTMENT FOUNDATIONS MAY BE SUPPORTED BY H-PILES DRIVEN TO REFUSAL. POINTS SHOULD BE INCLUDED ON THE PILES TO REDUCE DAMAGE ASSOCIATED WITH HARD DRIVING CONDITIONS AND VARIABLE ROCK SURFACES. IT IS POSSIBLE THAT FILL MATERIALS USED TO CONSTRUCT THE EMBANKMENTS OR MATERIALS CONTAINED WITHIN OVERBURDEN WILL INCLUDE ROCK MATERIALS OF VARIABLE PARTICLE SIZES. PRE-DRILLING MAY BE REQUIRED TO PENETRATE DEBRIS LADEN OR ROCK FILL. SHALLOW FOUNDATIONS THE BENTS MAY BE SUPPORTED BY SPREAD FOUNDATIONS BEARING ON CONTINUOUS LIMESTONE BEDROCK. IRREGULAR BEDROCK SURFACE IS EXPECTED DUE TO SLOT AND PINNACLED BEDROCK CONDITIONS. ANY SOIL MATERIALS BETWEEN THE SLOTS SHOULD BE REMOVED. CHASING OF SOIL FILLED SLOTS OUTSIDE THE FOUNDATION AREA MAY BE REQUIRED DEPENDING ON THE CONDITIONS AT THE TIME OF CONSTRUCTION AS DIRECTED BY THE GEOTECHNICAL ENGINEER. FOUNDATION EXCAVATIONS OR SLOT REMOVAL MAY BE BACKFILLED WITH LEAN CONCRETE AFTER EXCAVATING TO BEDROCK AS DIRECTED BY THE GEOTECHNICAL ENGINEER. AT LEAST ONE PROBE HOLE SHOULD BE DRILLED IN EACH FOUNDATION TO A DEPTH OF AT LEAST 5 FEET BELOW THE PLANNED BEARING SURFACE. THE PROBE HOLE SHOULD BE CHECKED FOR DISCONTINUITIES USING A HOOKED STEEL ROD. IF DISCONTINUITIES ARE ENCOUNTERED, THE GEOTECHNICAL ENGINEER SHOULD EVALUATE THE DISCONTINUITY AND DETERMINE IF ADDITIONAL ROCK SHOULD BE EXCAVATED TO ACHIEVE THE RECOMMENDED BEARING CAPACITY. WE EXPECT THAT SOME BEDROCK REMOVAL WILL BE REQUIRED. DRILLED PIERS AS AN ALTERNATIVE, THE BENTS OR ABUTMENTS MAY BE SUPPORTED BY DRILLED PIER FOUNDATIONS. DRILLED PIERS SHOULD BE DESIGNED AS STRAIGHT-SIDED SHAFTS DRILLED TO DEPTHS NECESSARY TO ENCOUNTER SOUND BEDROCK ACROSS THE ENTIRE BEARING SURFACE AND SOCKETED A MINIMUM OF 1 FOOT INTO BEDROCK. THE MINIMUM PIER DIAMETER SHOULD BE GREATER THAN 30 INCHES. THE MINIMUM PIER LENGTH SHOULD BE AT LEAST 1½ TIMES THE PIER DIAMETER. WHERE REFUSAL IS SHALLOW, THIS COULD RESULT IN ADDITIONAL ROCK REMOVAL. AT LEAST ONE PROBE HOLE SHOULD BE DRILLED IN EACH FOUNDATION TO A DEPTH OF AT LEAST 5 FEET BELOW THE PLANNED BEARING SURFACE. THE PROBE HOLE SHOULD BE CHECKED FOR DISCONTINUITIES USING A HOOKED STEEL ROD. IF DISCONTINUITIES ARE ENCOUNTERED, THE GEOTECHNICAL ENGINEER SHOULD EVALUATE THE DISCONTINUITY AND DETERMINE IF ADDITIONAL ROCK SHOULD BE EXCAVATED TO ACHIEVE THE RECOMMENDED BEARING CAPACITY. WE EXPECT THAT SOME BEDROCK REMOVAL WILL BE REQUIRED. PLEASE REFER TO THE SOIL AND GEOLOGICAL SURVEY REPORT FOR ADDITIONAL FOUNDATION DESIGN AND CONSTRUCTION RECOMMENDATIONS.

DRAFT

4 SPA. @ 8’-9"= 35’-0"

21’ -0" 1’ -0"

SIDEWALK

7’ -0"

SIDEWALK

7’ -0"

F.G. 0.02 FT/FT

44’ -0" OUT-OUT

(TYP)

STD-11-1

SLAB (TYP)

LENGTH OF THE

RUN THE FULL

DRIP BEAD TO

1" TRIANGULAR

0.02 FT/FT

DIAPHRAGMS NOT SHOWN FOR CLARITY

(LOOKING FORWARD ON SURVEY)

4" 5" 3" 3" 4"5"

VARIES (MAX. 0.04 FT/FT)

(TYP)

4’-6"

SL

AB

8�"

4"

3’-6�"

SPA.=

5 EQ.

7�" (TYP.)

21’-0"

LINE KEITH AVE. (WEST)

{ SURVEY & FIN. GRADE

GIRDERS)

(TYP. BETWEEN

= 7’-6"

10 SPA.@ 9"

7�" (TYP.)

BAR GROUP 1: 4 BARS A607E @ 60’-0" S/W 1 SERIES BAR FROM 11’-4�" TO 14’-5�"(A601E)





6"

DETAIL X

BARS F400E @ 12"

SEE STD-11-1

BARS HP500E

3" CL.

SEE DETAIL X

8�"

CL

R.

2�"

CL

R.

1"

GROUP 6

* BAR

GROUP 5

* BAR

GROUP 4

* BAR

GROUP 3

* BAR

GROUP 1

* BAR

* BAR

GROUP 2

43" WEB

* BOTTOM LAYER LONGITUDINAL REINFORCING7 EQ. SPA.BARS A400E**

SEE STD-11-1

BARS B570E

BAR GROUP 6: 4 BARS A607E @ 60’-0" S/W 1 SERIES BAR FROM 45’-10�"TO 48’-11�"(A606E)

TYPICAL SECTION

SUPERSTRUCTURE GENERAL NOTES

SEE DWG. NO. XX-XXX-XXX

NOTE: FOR PLAN OF REINFORCING

12

34

5

NUMBERS

GIRDER

FOR BAR DESIGNATION SEE PLAN OF REINF.

42 SPA. @ 6" (TYP. AT BENTS)

FOR BAR DESIGNATION SEE PLAN OF REINF.

42 SPA. @ 6" (TYP. AT MID-SPAN)

BARS D600E @ 6" CC, TOP

BARS A600E @ 6" CC, BOTTOM

CANTILEVERS

TYP.

DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

MRP

FSE

BEB

RMD

07/2013

07/2013

07/2013

07/2013


REVISIONS


2013HPP/STP-62(34)

STATE OF TENNESSEE


2013

KNOX COUNTY

STATION 315+45.12


& KXHR RR & CSX RR

FORK THIRD CREEK



BRIDGE NO. 2

SN

AP P

T P

DF

SN

AP

PT

PD

F

SN

AP

PT

PD

F

SN

AP

PT

PD

F

CONST. NO.

2�" CLR.

** 1’-0" MINIMUM SPLICE LENGTH

** BARS A400E S/W SERIES BAR A402E (RIGHT SIDE LOOKING FORWARD ON SURVEY)

** BARS A400E S/W SERIES BAR A401E (LEFT SIDE LOOKING FORWARD ON SURVEY)

(TYP)

TOP OF WEB

TOP OF SLAB

12�"

14. SEE AASHTO SPECIFICATIONS ART. 6.13.3.4 FOR MINIMUM SIZE OF FILLET WELD.

STANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES, ART.11.5.3.1 DIVISION II.

13. SHOP ASSEMBLY: PROGRESSIVE SHOP ASSEMBLY WILL BE ALLOWED. SEE AASHTO

SHALL BE IN ACCORDANCE WITH THE SPECIFICATIONS.

CONTRACTOR. ADJUSTMENT TO THE LUMP SUM PRICE FOR STEEL STRUCTURES

12. FIELD SPLICE NOTE: FIELD SPLICES SHOWN ON THE PLANS MAY BE DELETED BY THE

BY THE ENGINEER AND SHALL BE AT NO ADDITIONAL COST TO THE PROJECT.

OF MATERIAL INVOLVED MAY BE ADDED BY THE FABRICATOR SUBJECT TO APPROVAL

11. ADDITIONAL SHOP SPLICE NOTE: SHOP SPLICES NECESSARY DUE TO LENGTHS OR SIZE

AND SECTION 602 OF THE STANDARD SPECIFICATIONS.

UNLESS OTHERWISE SHOWN. SEE AASHTO SPECIFICATIONS ART. 6.4.3 DIVISION II

10. FIELD CONNECTIONS: SHALL BE 1"59#64 HIGH TENSILE STRENGTH BOLTS ASTM A 325W

SECTION 602 OF THE STANDARD SPECIFICATIONS.

9. WELDING: ANSI/AASHTO/AWS D1.5M (LATEST REVISION) BRIDGE WELDING CODE AND

SPECIFICATIONS. ZONE 2 OF NON-FRACTURE CRITICAL CRITERIA SHALL APPLY.

LONGITUDINAL CHARPY V-NOTCH TESTS SPECIFIED IN AASHTO MATERIALS

TENSION AND ALL WEBS SHALL MEET THE SUPPLEMENTAL REQUIREMENTS FOR

UNLESS OTHERWISE NOTED. ALL STRUCTURAL STEEL FOR GIRDER FLANGES IN

8. STRUCTURAL STEEL: SHALL CONFORM TO AASHTO M270 (ASTM A709) GRADE 50W

7. IDENTITY OF MAIN MATERIALS: SEE SECTION 602 OF THE STANDARD SPECIFICATIONS.

OF TRANSPORTATION, DIVISION OF MATERIALS AND TESTS.

MATERIALS INVOLVED HAVE BEEN APPROVED BY THE TENNESSEE DEPARTMENT

6. APPROVAL OF MATERIALS: NO FABRICATION SHALL BE STARTED UNTIL THE

CURED. ALSO SEE DRAWING NO. STD-11-1.

& SIDEWALK SHALL NOT BE POURED UNTIL THE ENTIRE DECK SLAB IS POURED AND

REINFORCING STEEL FOR BRIDGE RAIL & SIDEWALK. THE BRIDGE RAIL

5. WHEN POURING SLAB, PROVISIONS SHALL BE MADE FOR SETTING

4. OUTSIDE EDGE OF SLAB AND BRIDGE RAIL TO CONFORM TO HORIZONTAL CURVE.

FOR DEAD LOAD DEFLECTION (SEE SHEETS X-XX-XXX THRU X-XX-XXX).

3. DEAD LOAD CORRECTION CURVE: GIRDERS SHALL BE CAMBERED TO COMPENSATE

DURING SLAB POURING OPERATIONS.

DUE TO FORCES TRANSMITTED BY OVERHANG FORM BRACKETS

ADEQUATELY BRACED TO PREVENT WEB DISTORTION AND BUCKLING

2. THE CONTRACTOR SHALL INSURE THAT THE FASCIA WEBS ARE

STEEL IS ERECTED AND ALL WELDING AND/OR BOLTING COMPLETE.

1. THE CONCRETE DECK SHALL NOT BE POURED UNTIL ALL STRUCTURAL


(LBS)

STEEL

REINFORCING

EPOXY COATED

604-02.03

74

(C.Y.)

(BRIDGE DECK)

CONCRETE

CLASS "D"

604-03.09

(C.Y.)

(BRIDGES)

CONCRETE

CLASS "A"

604-03.09

130,381350

1’-0"

9’ -�

"

3’ -8�"

73’ -5�"

95’ -11�"

56’ -10�"

1’ -3�"

51’ -11�"

103’ -5�

"

101’ -11�"

1’ -0"

P.C. STA. 314+25.26

STA. 316+83.03

END OF BRIDGE

P.C. STA. 314+25.26

STA. 316+83.03

END OF BRIDGE

STA. 316+82.03

END OF GIRDERS

LOCAL TANGENT

90� TO

GIRDER NUMBERS

STA. 314+99.45

PIER NO. 1

{ BEARING

STA. 314+23.53

{ OF BEARING

{ OF BRIDGE

STA. 316+05.11

PIER NO. 2

{ BEARING

STA. 316+81.03

ABUTMENT NO. 2

{ BEARING

AND ROADWAY

{ BRIDGE

AT STATION 314+25.26

LINE TANGENT TO { ROADWAY

STA. 316+81.03

ABUTMENT NO. 2

{ BEARING

STA. 316+05.11

PIER NO. 2

{ BEARING

STA. 314+99.45

PIER NO. 1

{ BEARING

{ OF BEARING

MEASURED ALONG OUTSIDE GIRDER

1’ -0"

STA. 314+21.53

BEGINNING OF BRIDGE

@ 8’-9"

= 35’-0"

GI

RD

ERS - 4 SP

AC

ES

STA. 314+21.53

BEGINNING OF BRIDGE

STA. 314+22.53

BEGINNING OF GIRDER

"�9 -’111 =SECAPS LAUQE 6

"�3-’08 =SECAPS LAUQE 4

19’-11�"

"�2-’06

=SECAPS LAUQE

3

SECAPS LAUQE

3

STAKE-OUT PLAN

FRAMING PLAN

1

2

3

4

5

CROSS-FRAME SPACING

INTERMEDIATE STIFFENER SPACING

).PYT(

SEMARF-SSORC

NEEWTEB

CONST. NO.

DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

MRP

FSE

BEB

RMD

07/2013

07/2013

07/2013

07/2013


REVISIONS


2013HPP/STP-62(34)

STATE OF TENNESSEE


2013

KNOX COUNTY

STATION 315+45.12


& KXHR RR & CSX RR

FORK THIRD CREEK



BRIDGE NO.2

SN

AP P

T P

DF

SN

AP

PT

PD

F

SN

AP

PT

PD

F

SN

AP

PT

PD

F

{ OF BRIDGE

AND BOTH SIDES OF EACH SUPPORT

� TYPICAL SPACE AT EACH ABUTMENT

EDGE OF SLAB

{ BRIDGE & ROADWAY

STA. 316+83.03

END OF BRIDGE

STA. 314+99.45

PIER NO. 1

{ BEARING

STA. 316+05.11

PIER NO. 2

{ BEARING

{ BRIDGE & ROADWAY

STA. 314+99.45

PIER NO. 1

{ BEARING

STA. 316+05.11

PIER NO. 2

{ BEARING

STA. 314+25.26

PC

SLAB PLAN

(BAR SPACING IS RADIAL ALONG { BRIDGE)

(TOP & BOTTOM SLAB)

STA. 314+21.53

BEGINNING OF BRIDGE

3’ -3" 3’ -

3"

4"

5"

4"

5"

TY

PI

CA

L

CR

OS

S-

SE

CTI

ON

FO

R

BA

R

SP

ACI

NG

SE

E

(TYP.)

MIN. SPLICE

2’-0"

BALS FO MOTTOB "0-’552 ="6 @ .APS 015 E006A SRAB

BARS D600E 510 SPA. @ 6"= 255’-0" TOP OF SLAB

PLAN OF REINFORCING (TOP LAYER ONLY)

THIS SHEET AND X-XX-XXX)

(NOTE: FOR BOTTOM LAYER, REFER TO

A500E (TYP.)

SERIES BARS

A500E (TYP.)

SERIES BARS

BARS A607E (TYP.)

A501E (TYP.)

SERIES BARS

(TYP.)

BARS A607E

30’-0"

30’-0"

(TYP.)

(TYP.)

30’-0"

(TYP.)

30’-0"

(TYP.)

DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

MRP

FSE

BEB

MRD

07/2013

07/2013

07/2013

07/2013


REVISIONS


2013HPP/STP-62(34)

STATE OF TENNESSEE


2013

KNOX COUNTY

STATION 315+45.12


& KXHR RR & CSX RR

FORK THIRD CREEK



BRIDGE NO.2

SN

AP P

T P

DF

SN

AP

PT

PD

F

SN

AP

PT

PD

F

SN

AP

PT

PD

F

CONST. NO.

2" CL.

2" CL.

2" CL.

2" CL.

44’ -0"

POINT D POINT EGRADE LINE

FINISHED

POINT C

POINT B

1" DEEP

SAW CUT

LAYERS (STAGGERED)

2- �" PLYWOOD

REINFORCING STEEL

POINT A

STA. 314+99.45

{ PIER 1

STA. 316+05.11

{ PIER 2

STA. 314+21.53

B.O.B.

STA. 316+83.03

E.O.B.

SCALE �"= 1"

TYPICAL CROSS SECTION

�" 6"

MIN.

CONSTRUCTION JOINT DETAIL AS SHOWN.

ALL SLAB CONSTRUCTION JOINTS SHALL BE IN ACCORDANCE WITH THE SLAB

(TYP.)

4’-6"

(TYP.)

(C-C GIRDERS)

8’-9"

NUMBERS

GIRDER 1

23

45

SLAB CONSTRUCTION JOINT DETAIL

POURING SEQUENCE

1

35

6

4

2

6

5’-0" 5’-0

"

42’-

8"

22’-3"

61’-2"

29’-3"

42’-8"

22’-3"29’-

3"

DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

MRP

FSE

BEB

RMD

07/2013

07/2013

07/2013

07/2013


REVISIONS


2013HPP/STP-62(34)

STATE OF TENNESSEE


2013

KNOX COUNTY

STATION 315+45.12


& KXHR RR & CSX RR

FORK THIRD CREEK



BRIDGE NO.2

SN

AP P

T P

DF

SN

AP

PT

PD

F

SN

AP

PT

PD

F

SN

AP

PT

PD

F

CONST. NO.

(MEASUREMENTS TAKEN ALONG { BRIDGE/GIRDER LINE 3)

(MAX. 0.04 FT/FT)SLOPE VARIES

GIRDER LINE "2" ELEVATION

SHEAR CONNECTOR DETAIL

DEAD LOAD CORRECTION CURVE (IN.)

SPAN POINTS

DEAD LOAD GIRDER

TOTAL DEAD LOAD

1.0 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2.0

GIRDER LENGTH

FIELD SPLICE LOCATION

SHEAR CONNECTOR SPACING

AND LENGTH

TOP FLANGE PLATE SIZE


1" x 14"

1" x 14"

SPAN POINTS

DEAD LOAD GIRDER

TOTAL DEAD LOAD

0

0

0

0

1.0 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2.0

{ PIER NO. 1

1’ -0"

AND LENGTH



GIRDER LENGTH


10’ -0"

BOTTOM FLANGE TENSION 55’- 2�"

10’ -0"

{ PIER NO. 1

1’ -0"

10’ -0"

72’ -7�"

�" x 14"

64’ -9�"

1�" x 14"

1�" x 14"

45 EQ. SPA.= 36’-4�"

14"

6" 4" 4"

8"

PR

OJ.

�" x 14" �" x 14"

{ BEARING ABUT. NO. 1

46 EQ. SPA.= 35’-3�"

64’ -9�"

55’-4�"

�" x 14"


70 EQ. SPA.= 37’-4�"

ON TOP OF SPLICE PLATES.

NOTE: SHEAR CONNECTORS NOT REQUIRED

�"‰ A108 GRADES G10100 THRU G10200

SEE DRAWING NO. XX-XXX-XXX

NOTE: FOR DETAILS OF GIRDER SPLICE

74’ -9�"

53’-9�"

62’ -7�"

BOTTOM FLANGE TENSION 58’-6"

19’-5"

18’ -10"

71 EQ. SPA.= 36’-3�"

12’-4" TENSION

TOP FLANGE

26’-2�"

17’-3�"

TENSION

TOP FLANGE

27’-6�"

10’-0"

12’-6�" TENSION

TOP FLANGE

TENSION

TOP FLANGE

16’-2�"

0 0 0 0 0 0 0 0

0 � � � 0

0

0

0

0

0 0 0 0 0 0 0 0

0 � � � �

-� -� -� -�

-�

-� -� -� -�

-�

DEAD LOAD CORRECTION CURVE (IN.)

�" X 43" WEB

62’ -7�"

�" X 43" WEB

{ SPLICE

{ SPLICE

SHEET 2 OF 3

MATCH LINE SEE

SHEET 2 OF 3

MATCH LINE SEE

DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

MRP

FSE

BEB

RMD

07/2013

07/2013

07/2013

07/2013


REVISIONS


2013HPP/STP-62(34)

STATE OF TENNESSEE


2013

KNOX COUNTY

STATION 315+45.12


& KXHR RR & CSX RR

FORK THIRD CREEK



BRIDGE NO.2

SN

AP P

T P

DF

SN

AP

PT

PD

F

SN

AP

PT

PD

F

SN

AP

PT

PD

F

CONST. NO.

{ OF SHEAR CONNECTOR


BEGINNING OF GIRDER

BEGINNING OF GIRDER

SPAN POINTS

DEAD LOAD GIRDER

TOTAL DEAD LOAD

2.0 2.1 2.2 2.3 2.4 2.5 2.6 2.7 2.8 2.9 3.0

10’ -0"

{ PIER NO. 2

10’ -0"

10’ -0"

SPAN POINTS

DEAD LOAD GIRDER

TOTAL DEAD LOAD

2.0 2.1 2.2 2.3 2.4 2.5 2.6 2.7 2.8 2.9 3.0

10’ -0"

82’-7�"

82’-7�"

10’ -0"

10’ -0"

{ PIER NO. 1

10’ -0" AND LENGTH



GIRDER LENGTH


1" x 14"

AND LENGTH



1" x 14"


GIRDER LENGTH

TOP FLANGE TENSION

79’-6�"

{ PIER NO. 2TOP FLANGE TENSION

79’ -6�"

99’ -6�"

TOP FLANGE TENSION

TOP FLANGE TENSION


102’-7�"

140 EQ. SPA.= 102’-7�"

�" x 14" �" x 14"

1�" x 14"1�" x 14"

1�" x 14" 1�" x 14"

�" x 14"�" x 14"

21’-2�"

18’-10�"18’-10�" 61’ -10�"

�" x 14"

143 EQ. SPA.= 99’-6�"

DEAD LOAD CORRECTION CURVE


�" x 14"

63’- 9�"

BOTTOM FLANGE TENSION 67’-3�"

21’ -2�"

10’- 0"

19’-5" 19’-5"

22’-4�"22’-4�"

BOTTOM FLANGE TENSION 71’-8�"15’-5�"

16’-1�"



� � � � � � � � �

� 1� 2� 2� 2� 2� 1� �

� � � � � � � � �

� 1� 2� 2� 2� 2� 2� 1� �

3

{ PIER NO. 1


0 0

00

0 0

00

�" X 43" WEB

SHEET 1 OF 3

MATCH LINE SEE

SHEET 1 OF 3

MATCH LINE SEE

SHEET 3 OF 3

MATCH LINE SEE

SHEET 3 OF 3

MATCH LINE SEE

{ SPLICE{ SPLICE

{ SPLICE{ SPLICE

DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

MRP

FSE

BEB

RMD

07/2013

07/2013

07/2013

07/2013


REVISIONS


2013HPP/STP-62(34)

STATE OF TENNESSEE


2013

KNOX COUNTY

STATION 315+45.12


& KXHR RR & CSX RR

FORK THIRD CREEK



BRIDGE NO.2

SN

AP P

T P

DF

SN

AP

PT

PD

F

SN

AP

PT

PD

F

SN

AP

PT

PD

F

CONST. NO.

�" X 43" WEB

SPAN POINTS

DEAD LOAD GIRDER

TOTAL DEAD LOAD

SPAN POINTS

DEAD LOAD GIRDER

TOTAL DEAD LOAD

3.0 3.1 3.2 3.3 3.4 3.5 3.6 3.7 3.8 3.9 4.0

3.0 3.1 3.2 3.3 3.4 3.5 3.6 3.7 3.8 3.9 4.0

1’ -0"

AND LENGTH



GIRDER LENGTH



10’ -0"

1" x 14"

AND LENGTH



BOTTOM FLANGE TENSION 58’- 6"

1" x 14"


GIRDER LENGTH


{ PIER NO. 2


�" x 14"

10’ -0"

1�" x 14"

�" x 14"

1’-0"

�" x 14"

62’ -6�"

1�" x 14"

�" X 14"



55’-3�"

64’ -8�"

45 EQ. SPA.= 36’ -4�"69 EQ. SPA.= 37’- 4�"


{ BEARING ABUT NO. 2

53’-8�"

71 EQ. SPA.= 35’- 3�" 46 EQ. SPA.= 36’- 2�"

0 0

0 0 0 0 0 0 0 0 0 0

0 � � � 0

0

0 0 0 0 0 0 0 0

� � � � 0

0 0

0

72’ -6�"

10’ -0"

26’ -2�" 12’ -4"TOP FLANGE TENSION

74’ -8�"

19’ -5"

10’ -0"

64’ -8�"

18’ -10"

22’-4�" TENSION

TOP FLANGE

17’ -3�"

16’ -2�"

TENSION

TOP FLANGE

TENSION

TOP FLANGE

22’-4�"



-�

-� -� -� -�

-�

-� -� -� -�

SHEET 2 OF 3

MATCH LINE SEE

{ SPLICE�" X 43" WEB

�" X 43" WEB

END OF GIRDER

END OF GIRDER

{ SPLICE

SHEET 2 OF 3

MATCH LINE SEE

62’-6�"

DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

MRP

FSE

BEB

RMD

07/2013

07/2013

07/2013

07/2013


REVISIONS


2013HPP/STP-62(34)

STATE OF TENNESSEE


2013

KNOX COUNTY

STATION 315+45.12


& KXHR RR & CSX RR

FORK THIRD CREEK



BRIDGE NO.2

SN

AP P

T P

DF

SN

AP

PT

PD

F

SN

AP

PT

PD

F

SN

AP

PT

PD

F

CONST. NO.



{ PIER NO. 2

SPAN POINTS

DEAD LOAD GIRDER

TOTAL DEAD LOAD

SPAN POINTS

DEAD LOAD GIRDER

TOTAL DEAD LOAD

1.0 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2.0

1.0 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2.0

{ PIER NO. 1

AND LENGTH



GIRDER LENGTH


10’ -0"

{ PIER NO. 1

AND LENGTH





GIRDER LENGTH


�" X 14"

10’ -0" 69’ -0�"

�" x 14"

66’ -11"

76’ -11"

1�" X 14"

1’ -0"

66’ -11"

56’- 11"

2" x 14"1�" x 14"

2�" x 14"1�" x 14"

45 EQ. SPA.= 38’- 6"

79’ -0�"

1’ -0"

1�" X 14"

69’ -0�"

14"

6"


4" 4"

8"

PR

OJ.




58’-5�"

70 EQ. SPA.= 39’-6�"

45 EQ. SPA.= 37’-5�" 70 EQ. SPA.= 38 5�"



�"‰ A108 GRADES G10100 THRU G10200

0 0

0 0 0 0 0 0 0 0 0 00

� � � � � 0

0 0

0 0 0 0 0 0 0 00

� � � � � �

� �

-� -� -�

-� -� -�



20’ -0"

10’ -0"

29’ -2�" TOP FLANGE TENSION12’ -3" TENSION

TOP FLANGE

20’ -7"

10’ -0"

TENSION

TOP FLANGE

TOP FLANGE TENSION12’ -0" 31’-2"


17’-10�"

14’-6"



SHEET 2 OF 3

MATCH LINE SEE

{ SPLICE

�" X 43" WEB

�" X 43" WEB

{ SPLICE

SHEET 2 OF 3

MATCH LINE SEE

DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

MRP

FSE

BEB

RMD

07/2013

07/2013

07/2013

07/2013


REVISIONS


2013HPP/STP-62(34)

STATE OF TENNESSEE


2013

KNOX COUNTY

STATION 315+45.12


& KXHR RR & CSX RR

FORK THIRD CREEK



BRIDGE NO.2

SN

AP P

T P

DF

SN

AP

PT

PD

F

SN

AP

PT

PD

F

SN

AP

PT

PD

F

CONST. NO.



BEGINNING OF GIRDER

BEGINNING OF GIRDER

SPAN POINTS

DEAD LOAD GIRDER

TOTAL DEAD LOAD

2.0 2.1 2.2 2.3 2.4 2.5 2.6 2.7 2.8 2.9 3.0

{ PIER NO. 2

10’ -0"

SPAN POINTS

DEAD LOAD GIRDER

TOTAL DEAD LOAD

2.0 2.1 2.2 2.3 2.4 2.5 2.6 2.7 2.8 2.9 3.0

88’- 8�"

88’- 8�"

10’ -0"

{ PIER NO. 1

AND LENGTH



GIRDER LENGTH


1�"- 14"

AND LENGTH




GIRDER LENGTH

85’- 8"

{ PIER NO. 2TOP FLANGE TENSION

1�" x 14"

85’- 8"

TOP FLANGE TENSION

{ PIER NO. 1

TOP FLANGE TENSION



�" x 14"

2�" x 14"2�" x 14"

1�" x 14"

1�" x 14"

TOP FLANGE TENSION

1�" x 14"

108’- 8�"

1�" x 14"

2" x 14"2" x 14"

�" x 14"

105’- 8"

65’- 8"

140 EQ. SPA. = 105’-8"

10’- 0" 10’- 0"

20’- 0"


67’- 6�"

140 EQ. SPA.= 108’- 8�"

20’- 7" 20’- 7"


20’- 0"

0

0

0

� � � � � � � � � 0

� 1� 2 2� 2� 2� 2 1� �

0

0

0

� � � � � � � � � 0

� 1� 2� 2� 2� 1� � 1� 1�



22’-3"

10’- 0" 10’- 0"

22’-3"

20’- 0"

20’ -7"

24’-0"24’ -0"



SHEET 3 OF 3

MATCH LINE SEE


SHEET 1 OF 3

MATCH LINE SEE

{ SPLICE

{ SPLICE{ SPLICE

SHEET 1 OF 3

MATCH LINE SEE

SHEET 3 OF 3

MATCH LINE SEE

�" X 43" WEB

10’- 0" 10’- 0"

DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

MRP

FSE

BEB

RMD

07/2013

07/2013

07/2013

07/2013


REVISIONS


2013HPP/STP-62(34)

STATE OF TENNESSEE


2013

KNOX COUNTY

STATION 315+45.12


& KXHR RR & CSX RR

FORK THIRD CREEK



BRIDGE NO.2

SN

AP P

T P

DF

SN

AP

PT

PD

F

SN

AP

PT

PD

F

SN

AP

PT

PD

F

CONST. NO.

SPAN POINTS

DEAD LOAD GIRDER

TOTAL DEAD LOAD

SPAN POINTS

DEAD LOAD GIRDER

TOTAL DEAD LOAD

3.0 3.1 3.2 3.3 3.4 3.5 3.6 3.7 3.8 3.9 4.0

3.0 3.1 3.2 3.3 3.4 3.5 3.6 3.7 3.8 3.9 4.0

1’ -0"

AND LENGTH



GIRDER LENGTH


10’ -0"

AND LENGTH





GIRDER LENGTH

{ PIER NO. 2


10’ -0"

2�" x 14"

1’-0"

�" x 14"

76’ -11"

2" x 14"

66’ -11"

1�" x 14"

1�" X 14"

56’ -11"

66’ -11"

1�" x 14"

58’- 6�"

�" X 14"

69’ -1�"


1�" x 14"


45 EQ. SPA.= 38’- 6"

69 EQ. SPA.= 38’- 5�" 45 EQ. SPA.= 37’-5�"


0

0

0

0 0 0 0 0 0 000 0

-� -� -� 0 � � � � �

0

0

0

0 0 0 0 0 0 0� � 0

-� -� -� � � � � � �


20’ -0"

10’ -0"

29’-2�" TENSION

TOP FLANGE

TENSION

TOP FLANGE

12’-3"

79’ -1�"

70 EQ. SPA.= 39’-7�"

10’ -0"

20’ -7"

31’-2"

69’ -1�"

12’-0"TENSION

TOP FLANGE

TENSION

TOP FLANGE





SHEET 2 OF 3

MATCH LINE SEE

{ SPLICE �" X 43" WEB

END OF GIRDER

SHEET 2 OF 3

MATCH LINE SEE

{ SPLICE �" X 43" WEB

END OF GIRDER

DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

MRP

FSE

BEB

RMD

07/2013

07/2013

07/2013

07/2013


REVISIONS


2013HPP/STP-62(34)

STATE OF TENNESSEE


2013

KNOX COUNTY

STATION 315+45.12


& KXHR RR & CSX RR

FORK THIRD CREEK



BRIDGE NO.2

SN

AP P

T P

DF

SN

AP

PT

PD

F

SN

AP

PT

PD

F

SN

AP

PT

PD

F

CONST. NO.



{ PIER NO. 2

SPAN POINTS

DEAD LOAD GIRDER

TOTAL DEAD LOAD

1.0 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2.0

{ PIER NO. 1

AND LENGTH





GIRDER LENGTH


�" X 14"

10’ -0" 71’ - 2�"

2�" x 14"1�" x 14"

81’ -2�"

1’ -0"

1�" X 14"

71’ -2�"

60’- 0�"

14"

6"


4" 4"

8"

PR

OJ.




�"‰ A108 GRADES G10100 THRU G10200

72 EQ. SPA= 40’- 7�"46 EQ. SPA.= 39’-7"


0

0

0

0

0 0 0 0 0 0� � 0

� � � � � � 0 -� -�

21’ -2"

10’ -0"

33’ -11" TENSION

TOP FLANGE

TENSION

TOP FLANGE

11’ -6"



SHEET 2 OF 3

MATCH LINE SEE


CONST. NO.

DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

MRP

FSE

BEB

RMD

07/2013

07/2013

07/2013

07/2013


REVISIONS


2013HPP/STP-62(34)

STATE OF TENNESSEE


2013

KNOX COUNTY

STATION 315+45.12


& KXHR RR & CSX RR

FORK THIRD CREEK



BRIDGE NO.2

SN

AP P

T P

DF

SN

AP

PT

PD

F

SN

AP

PT

PD

F

SN

AP

PT

PD

F


BEGINNING OF GIRDER

{ PIER NO. 2

10’ -0"

SPAN POINTS

DEAD LOAD GIRDER

TOTAL DEAD LOAD

2.0 2.1 2.2 2.3 2.4 2.5 2.6 2.7 2.8 2.9 3.0

91’- 9�"

91’- 9�"AND LENGTH




GIRDER LENGTH

{ PIER NO. 1

TOP FLANGE TENSION


�" x 14"

2�" x 14"2�" x 14"

1�" x 14"1�" x 14"

111’- 9�"

1�" x 14"

10’ -0"

TOP FLANGE TENSION

69’- 5�"

140 EQ. SPA. = 111"- 9�""


0 0

00 � � � � � � � � �

� 1� 1� 2� 2� 2� 1� 1� �


10’ -0"

25’ -5"

21’ -2" 21’-2"

10’ -0"

25’-5"

18’-9"



SHEET 1 OF 3

MATCH LINE SEE


SHEET 3 OF 3

MATCH LINE SEE

{ SPLICE

DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

MRP

FSE

BEB

RMD

07/2013

07/2013

07/2013

07/2013


REVISIONS


2013HPP/STP-62(34)

STATE OF TENNESSEE


2013

KNOX COUNTY

STATION 315+45.12


& KXHR RR & CSX RR

FORK THIRD CREEK



BRIDGE NO.2

SN

AP P

T P

DF

SN

AP

PT

PD

F

SN

AP

PT

PD

F

SN

AP

PT

PD

F

CONST. NO.

38"

14"

34"

14"

46"

{ FIELD SPLICE

�"X22"X38"}

�" WEB

14" FLANGE

{ FLANGE

�" X 14" X 34" }

{ FIELD SPLICE

{ FLANGE

{ FIELD SPLICE

{ FLANGE

1�" X 14" X 46" }

14" FLANGE

14" FLANGE

14" FLANGE

{ FLANGE

�" WEB

TOP FLANGE

SPLICE PLATES

BOTTOM FLANGE

SPLICE PLATES

�" X 6" X 34" } 1�" X 6" X 46" }

SPAN POINTS

DEAD LOAD GIRDER

TOTAL DEAD LOAD

3.0 3.1 3.2 3.3 3.4 3.5 3.6 3.7 3.8 3.9 4.0

AND LENGTH





GIRDER LENGTH


�" X 14"

10’ -0" 71’ - 3�"

2�" x 14" 1�" x 14"

81’ -3�"

1’ -0"

71’ -3�"

60’- 1�"

33’- 11"

1�"x 14"

21’- 2"



0 0

0 0 0 0 0 0 0 00 � �

-� -� 0 � � � � � �

10’- 0"

72 EQ. SPA.= 40’- 8�" 46 EQ. SPA.= 39’- 7"

TENSION

TOP FLANGE

TENSION

TOP FLANGE 11’- 6"

SHEET 2 OF 3

MATCH LINE SEE

{ SPLICE

�" X 43" WEB

END OF GIRDER

DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

MRP

FSE

BEB

RMD

07/2013

07/2013

07/2013

07/2013


REVISIONS


2013HPP/STP-62(34)

STATE OF TENNESSEE


2013

KNOX COUNTY

STATION 315+45.12


& KXHR RR & CSX RR

FORK THIRD CREEK


SPLICE DETAILS

GIRDER 5 DETAILS (3 OF 3) &

BRIDGE NO.2

SN

AP P

T P

DF

SN

AP

PT

PD

F

SN

AP

PT

PD

F

SN

AP

PT

PD

F

CONST. NO.

{ PIER NO. 2


2�"

2’-9"

11

SP

A

@ 3"

=

5"

=6"

2 SPA @ 3"

=6"

2 SPA @ 3"

2�"

2�" 2�"

22"

5"

1�"

1�"

5" 2�" 2�"

@ 3"=12"

4 SPA

@ 3"=12"

4 SPA

3"

6"

1�"

1�"

3"

5"

1�"

1�"

5" 2�"

@ 3"=18"

6 SPA

3"

3"

6"

1�"

1�"

3"

2�"

@ 3"=18"

6 SPA

ELEVATION OF WEB SPLICE PLATE

2�"2�" 2�"2�"

SPLICE WEIGHT= 846 LBS.

3"

(FILL PLATE NOT REQUIRED) (40 �"‰ BOLTS) (FILL PLATE NOT REQUIRED) (72 �"‰ BOLTS) (FILL PLATE NOT REQUIRED) (56 �"‰ BOLTS)

PLAN OF BOTTOM SPLICE PLATESPLAN OF TOP FLANGE SPLICE PLATES

3’ -7"

�"

1"

1"

�"

6�"

1�"

1�"

3" 1�"

1�"

1�"

6 X 22.5

WT

WT 6 X 22.5

(TYP)

6�"

1’ -2"

BEARING STIFFENERS

PENETRATION

COMPLETE

PENETRATION

COMPLETE

5�"

CROSS-FRAME

LOWER MEMBER OF

(TYP.)

1"

5�"

�" WEB THICKNESS

2�" 2�"

3"

3"

THI

CK

NE

SS

STI

FF

EN

ER

�"TYP.

SEE NOTE 1

A A

TAB CONNECTION NOTE:

DETAILS SHOWN ARE TYPICAL AT ALL CROSS-FRAMES @ INTERIOR GIRDERS.5.

THE STIFFENER PLATE THICKNESS.

NOT CHANGE. THE PLATE LENGTH PARALLEL TO THE WEB PLATE MUST BE 6" PLUS

THE LOCATION OF BOLTS AND THE LENGTH PARALLEL TO THE STIFFENER DOES

THE FABRICATOR MAY SUBSTITUTE A SINGLE �" PLATE PROVIDED:4.

WEB STIFFENER FIT SHALL BE WITHIN AWS D1.1 FABRICATION TOLERANCE.3.

CONNECTION PRIOR TO TAB TO STIFFENER WELD.

1"‰- A325W BOLTS TO BE TORQUED TO AASHTO SPECIFICATION FOR FRICTION2.

AND LOCATION SHALL BE AS SHOWN REGARDLESS OF STIFFENER WIDTH.

TAB YIELD STRENGTH SHALL MATCH STIFFENER YIELD STRENGTH. TAB SIZE1.

(TOP AND BOTTOM)

STIFFENER CLIP

PENETRATION

COMPLETE

TYPICAL AT PIERS

�" X 6�" }�" X 6�" }

�" X 6�" }

STIFFENER DETAIL

INTERMEDIATE

CROSS FRAME STIFFENERS

INTERMEDIATE

INTERMEDIATE STIFFENERS

PENETRATION

COMPLETE

(ONE SIDE ONLY)

�" X 6�" }

CLOSE FIT

CLOSE FIT

EXTERIOR GIRDERS

OUTSIDE FACE OF

OMIT STIFFENER ON

�" X 6�" }

PENETRATION

COMPLETE

�" WEB

TO 3"

2"

TYPICAL CROSS-FRAME

PLATES (TYP.)

�" X3" X 5�"

(MI

N.)

1�"

CL.

CONST. NO.

DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

MRP

FSE

BEB

RMD

07/2013

07/2013

07/2013

07/2013


REVISIONS


2013HPP/STP-62(34)

STATE OF TENNESSEE


2013

KNOX COUNTY

STATION 315+45.12


& KXHR RR & CSX RR

FORK THIRD CREEK


STRUCTURAL STEEL DETAILS

BRIDGE NO. 2

SN

AP P

T P

DF

SN

AP

PT

PD

F

SN

AP

PT

PD

F

SN

AP

PT

PD

F

(SEE DRAWING NOS. XX-XX-XXX THRU XX-XX-XXX)

TOP FLANGE IS IN TENSION, AND AT BOTH FLANGES IN REVERSAL REGIONS.

REQUIRED AT BOTTOM FLANGE WHERE BOTTOM FLANGE IS IN TENSION, TOP FLANGE WHERE

TOP AND BOTTOM FLANGE CONNECTIONS ARE BOLTED OR WELDED. BOLTED CONNECTIONS ARE

SEE DETAIL "A"

SEE DETAIL "A"

SECTION "A"-"A"

DETAIL "A" (PLAN)

�"

STA. 316+83.03

END OF BRIDGE

JOINT - 3 LOCATIONS

BACK-TO-BACK EXP.

3-BOLT CLAMP, AND

HANGER WITH BRACING,

TYPICAL SUPPORT

10’ -0"

1’-6" 8’ -9"

BY AT&T

LENGTH TO BE DETERMINED

PAST APPROACH SLAB. FINAL

EXTEND CONDUIT OUT 5’-0"

GROUT.*

NON-EPOXY NON-SHRINK CEMENT

THEY ARE INSTALLED WITH A

SEAL AROUND CONDUITS AFTER

CONDUIT(S) TO PASS THROUGH.

REQUIRED IN ABUTMENT FOR

FOUR 5" I.D. PIPE SLEEVES

STA. 314+99.45

{ PIER NO. 1

STA. 316+05.11

{ PIER NO. 2

{ OF CONDUIT

CLUSTER

STA. 314+21.53

BEGINNING OF BRIDGE

ST

A. 314

+28.42

ST

A. 314

+38.74

ST

A. 314

+49.06

ST

A. 314

+59.39

ST

A. 314

+69.71

ST

A. 314

+80.03

ST

A. 314

+90.35

ST

A. 315

+00.67

ST

A. 315

+10.99

ST

A. 315

+21.32

ST

A. 315

+31.64

ST

A. 315

+41.96

ST

A. 315

+52.28

ST

A. 315

+62.60

ST

A. 315

+72.92

ST

A. 315

+83.25

ST

A. 315

+93.57

ST

A. 316

+03.89

ST

A. 316

+14.21

ST

A. 316

+24.53

ST

A. 316

+34.35

ST

A. 316

+45.18

ST

A. 316

+55.50

ST

A. 316

+65.82

ST

A. 316

+76.14

HANGER LAYOUT DETAIL

CONDUIT AND SUPPORT

SUPPORT HANGERS

STATIONS OF UTILITY

{ ROADWAY & BRIDGE

THI

RD

CREE

K

EAST F

OR

K

DI

R.

OF FL

OW

MP 174.01)

(2,273 FT. TO

{ CSX RR

(KEITH AVE. WEST)

STA. 316+43.93

MP 174.01)

(2,273 FT. TO

{ KXHR RR

(KEITH AVE. WEST)

STA. 315+45.12

CONDUITS (4"‰, 261’-6")

{ FOUR FIBERGLASS

HANGER - 22 LOCATIONS

TYP. CONDUIT SUPPORT

APPROACH SLAB APPROACH SLAB

314

315

316

317

DETAIL AT ABUTMENTS

UTILITY PASS THROUGH

TYPICAL SECTION AT PIER

UTILITY HANGER

SUPPORT HANGERS

STATIONS

OF UTI

LITY

NTS

NTS

NTS

(LOOOKING FORWARD ON SURVEY)

CONST. NO.

4’ -4�"

DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

MRP

FSE

BEB

RMD

07/2013

07/2013

07/2013

07/2013


REVISIONS


2013HPP/STP-62(34)

STATE OF TENNESSEE


2013

KNOX COUNTY

STATION 315+45.12


& KXHR RR & CSX RR

FORK THIRD CREEK



BRIDGE NO.2

SN

AP P

T P

DF

SN

AP

PT

PD

F

SN

AP

PT

PD

F

SN

AP

PT

PD

F

2’-2"\

X-XXX-XX FOR MORE DETAILS.

*NOTE: SEE SHEETS X-XXX-XX AND

]

]

]

4" CONDUIT

HOT DIP GALVANIZED

ADJUSTABLE HANGER BRACE

CONDUIT SPLIT STOP RING

HOT DIP GALVANIZED

(�-10 UNC)

THREADED ROD

WASHER. HOT DIP GALVANIZED

LOCKWASHER (�") FLAT

HEX NUT (�-10 UNC)

(�" x 2")

FIBERGLASS FLAT BAR

HOT DIP GALVANIZED


HOT DIP GALVANIZED


EXPANSION JOINT

CONDUIT BACK-TO-BACK

ANCHOR (TYP)

ANVIL NO. 150

(TYP.)

ANVIL NO. 150 ANCHOR

ANCHOR (TYP)

ANVIL NO. 150

ANCHOR (TYP)

ANVIL NO. 150

1.O" OD

FIBERGLASS ROUND TUBE

1�"

N.T.S.

5�" 5�"

1’-2�"

2’-1"\

4" CONDUITS

(�") GALVANIZED

STRANDING WIRE,

N.T.S. N.T.S.

GALVANIZED

STRANDING WIRE, (�")

4�"

TY

P.

(�") GALVANIZED

STRANDING WIRE,

(�") GALVANIZED

STRANDING WIRE,

N.T.S.

GENERAL NOTES:

SCOPE OF WORK:

IT IS AT&T’S INTENT THAT THE ITEMS IDENTIFIED BE INCLUSIVE OF ALL WORK TO COMPLETE THE INSTALLATION.

CONDUITS ARE BEING INSTALLED FOR USE BY AT&T.

ALL MATERIALS REQUIRED FOR THE PLACEMENT OF THIS UNDERBRIDGE CONDUIT SYSTEM WILL BE PROVIDED BY AT&T.

OF THE BRIDGE.

ALSO PLACE CONDUITS THROUGH PIPE SLEEVES AT BOTH ABUTMENTS AND EXTEND TO MANHOLES ON EACH END

FBGL CONDUIT AND FITTINGS FOR THE ENTIRE LENGTH OF BRIDGE.

INSTALL CONCRETE INSERTS, CONDUIT SUPPORT HANGERS, SUPPORT HANGER BRACING, FOUR RUNS OF TYPE "D"

NOTES:

DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

07/2013

07/2013

07/2013


REVISIONS


STATE OF TENNESSEE


SN

AP P

T P

DF

SN

AP

PT

PD

F

SN

AP

PT

PD

F

SN

AP

PT

PD

F


BRIDGE ID NO XX-XXXX-XXXX

STATION 315+45.12

KNOX COUNTY

2013

BRIDGE NO. 2

BRIDGE DECK

BOTTOM OF

THE TOTAL LENGTH OF BRIDGE.)

MEETING NEMA TC-14 (4 RUNS

(4.5" OD x .070" WALL)

FIBERGLASS CONDUIT, (4")

HOT DIP GALVANIZED

STRANDING CLAMP, 3-BOLT

BRIDGE DECK

BOTTOM OFBRIDGE DECK

BOTTOM OF

BRIDGE DECK

BOTTOM OF

BRIDGE DECK

BOTTOM OF

THE TOTAL LENGTH OF BRIDGE.)

MEETING NEMA TC-14 (4 RUNS

(4.5" OD x .070" WALL)

FIBERGLASS CONDUIT, (4")

HOT DIP GALVANIZED


HOT DIP GALVANIZED


TYPICAL SUPPORT HANGER

WITH ADJUSTABLE BRACE

3 LOCATIONS

TYPICAL BACK-TO-BACK EXPANSION

JOINT DETAIL WITH SUPPORT HANGER

WITH ADJUSTABLE BRACE

CONDUIT EXPANSION JOINTS

3 LOCATIONS

TYPICAL SPLIT STOP RING HANGER DETAIL

SUPPORT HANGER WITH SPLIT STOP RINGS,

3 LOCATIONS

TYPICAL INTERMEDIATE CONDUIT

AND SUPPORT HANGER DETAIL

22 LOCATIONS

N.T.S.

DETAIL STRANDING END POINT

HPP/STP-62(34) 2013

CONST. NO.

HOT DIP GALVANIZED



MRP

FSE

BEB

RMD

07/2013

FORK THIRD CREEK

& KXHR RR & CSX RR

2" x 2" x �"

FIBERGLASS SQUARE TUBE

9. INSPECTION OF DECK-EMBEDDED HANGERS TO BE COORDINATED WITH DECK FORM MANUFACTURER.

8. AT&T POINT OF CONTACT IS DAVID OVERMAN, 865-539-8579.

(PHONE: 800-533-2077) OR APPROVED EQUAL.

7. SUPPORT HANGERS AND INSERTS MANUFACTURED FROM CONDUX INTERNATIONAL, INC. OF MANKATO, MN.

6. QUANTITIES ARE TO BE PAID BY TDOT INSPECTOR AS DETERMINED BY AT&T INSPECTOR.

EXPANSION JOINT ON BOTH SIDES OF THE HANGER. "O" RING COUPLINGS WILL BE PLACED IN EACH EXPANSION JOINT.

SPECIFIED INTERMEDIATE HANGERS. ON EACH DUCT A SHORT SECTION OF FIBERGLASS DUCT CONNECTS TO AN

5. BACK-TO-BACK EXPANSION JOINTS CONSISTS OF ONE EXPANSION JOINT BEING PLACED ON EACH SIDE OF THE

4. SPLIT STOP RINGS ARE TO BE EPOXIED TO EACH DUCT AT SPECIFIED SUPPORT HANGERS WITH BRACING.

3. ALL JOINTS IN THE FIBERGLASS DUCTS ARE TO BE EPOXIED.

CONTRACTOR WILL BE RESPONSIBLE FOR STORAGE OF MATERIAL AFTER DELIVERY.

TO BE ON THE SITE. MATERIAL WILL BE DELIVERED TO A LOCATION DESIGNATED BY THE CONTRACTOR.

2. THE CONTRACTOR WILL NOTIFY AT&T A MINIMUM OF 60 DAYS PRIOR TO REQUIRING THE MATERIALS

BE PROVIDED BY AT&T

ALL MATERIALS REQUIRED FOR THE PLACEMENT OF THIS UNDERBRIDGE CONDUIT SYSTEM WILL1.

BRACKET, SEE ABUTMENT DRAWINGS FOR DETAILS.

4. COORDINATE FINAL DIMENSIONS OF CONDUIT HANGERS WITH DECK FORMING

AND CABLE WEIGHT IS 34 LBS/FT.

3. "A" OPENING FOR FOUR (4") FIBERGLASS CONDUIT, CONDUIT HANGERS,

REQUIRED FOR EVERY 200 FT. OF CONDUIT.

2. CONDUIT EXPANSION JOINT PLACEMENT: ONE EXPANSION JOINT IS

DETAIL ON DRAWING X-XXX-XX.

1. HANGER SPACING: PLACE HANGERS ACCORDING TO HANGER LAYOUT

15’ -6"

8’ -9" 8’ -9" 8’ -9" 8’ -9"

90°

2�" CL.

HP12x53 PILES - 4 EQUAL SPA. @ 8’-9" = 35’-0"

44’ -0" ENDWALL

44’ -0" ABUTMENT BEAM

1’-6" (TYP.)

{ BEARING

EL. 898.61

EL. 903.61 EL. 902.96

EL. 897.96

EL. 902.90

STA. 314+09.03

EL. 897.96 (TOP OF ABUT. BEAM)

EL. 902.96 (TOP OF ENDWALL)

STA. 314+24.53

EL. 902.43

STA. 314+09.03

{ BEARING

EL. 898.74

{ BEARING

EL. 898.66

{ BEARING

EL. 898.59

{ BEARING

EL. 898.41

{ BEARING

EL. 898.24

SEE DETAIL "X"

BRIDGE END

PAVEMENT AT



STA. 314+24.53

3’ -0"

3’ -0"

{ SURVEY KEITH AVE.

F.G. ELEV. 903.30

STA. 314+21.53

BEGINNING OF BRIDGE

N.S.

F.S.

6"

(N.S.)

F.G. EL. 903.30

{ BRIDGE

{ SURVEY &

HZ640 BARS

H641 OR

L540 BARSBARS

A540

BARS

A740

9"

1’-0"

@ 12" C-C

F640E BARS

A440 BAR

A643 BARS

N.S

BETWEEN GIRDERS

BARS A642 (N.S)

GIRDERS ONLY

HZ640 BARS @

F.S.

A645E BARS

3" CL. (TYP. ALL SIDES)

BEARING PAD (TYP.)

ELASTOMERIC

�" x 1’-2" x 2’-0"

(TYP.)

ANCHOR BOLT

1" DIA.

OF WINGWALL (TYP.)

RUN FULL HEIGHT

�"V GROOVE TO

SURFACE (TYP.)

BONDED TO CONCRETE

FIBERBOARD SECURELY

�"X 3" BITUMINOUS

{ HP12x53 PILE

AT&T CONDUITS

SLEEVES FOR

ONLY

BTWN. GRDRS.

H540 BAR

H540 BARS & A644E BARS SPLICED WITH H641 OR HZ640 BARS GIRDERS ONLY)

(N.S.-BETWEEN

BARS A644E (F.S.)

"B"

(TYP)

3’-0"

(T

YP.)

1’-6" 1’-6"

SECTION "A"-"A"

(TYP.)

{ GIRDERS

4’ -6"

DETAIL "X"

PLAN

ELEVATION

SCALE: �"=1’-0"

LOOKING BACK ON SURVEY

SCALE: �"=1’-0"

SCALE: �"=1’-0"

NO SCALE"A"

"A"

9"

1’ -0"

SLAB8-�"

"B"

BR

AC

KE

T

RO

AD

WA

Y

1’-0"

1’-0"

4’ -6"

BEAM

ABUT.

3’-0" EL

EV

ATI

ON "

B"-"

B"

F.G. DENOTES FINISHED GRADE

(N.S.) DENOTES NEAR SIDE

(F.S.) DENOTES FAR SIDE


1’-0"

EMBED.

1’-0"

1’-6" 1’-6"

1’-9" (TYP.)

(LBS.)

(BRIDGES)

REINFORCEMENT

STEEL BAR

604-03.02

(LBS)

STEEL

REINFORCING

EPOXY COATED

604-02.03

(C.Y.)

(BRIDGES)

CONCRETE

CLASS "A"

604-03.09


(TYP.)

4’-6"

EL. 896.57

P.

C.

O.

EL. 896.48

P.

C.

O.

EL. 896.23

P.

C.

O.

EL. 896.05

P.

C.

O.

896.40

EL.

P.

C.

O.

ABUTMENT GENERAL NOTES:

A540 BARSA740 BARS

(F.S.)(TYP.)

S/W A643 BARS

B640 BARS

(H641 BARS)

BTWN. GRDRS.

2’-0" PROJ.

(TYP.@ ENDS)

A645 BARS (N.S.)

10�"

ON SURVEY

FORWARD

=7’-0" (TYP.)

7 SPA. @ 1’-0"

L540 BARS

= 2’-6"

4 EQ. SPA

NO. X-XXX-XXX.

8. FOR SECTION "B"-"B", ELEVATION "A"-"A", ELEVATION "B"-"B", AND WINGWALL DETAILS SEE DRAWING

BEEN REMOVED AND BACKFILLING HAS BEEN COMPLETED.

7. THE CONTRACTOR SHALL SUPPORT THE ABUTMENT UNTIL THE SUPERSTRUCTURE IS IN PLACE, FALSEWORK HAS

6. COST OF BRIDGERAIL AND POST IS TO BE INCLUDED IN THE UNIT PRICE BID FOR BRIDGE RAIL SYSTEM.

THE BACKWALL SHALL BE POURED CONCURRENTLY WITH THE END OF SLAB.

5. THE GIRDERS SHALL BE IN PLACE PRIOR TO POURING THE ABUTMENT BACKWALL. AT LEAST 12 INCHES OF

BRIDGE RAILS. FOR DETAILS OF WINGPOST & BRIDGE RAIL SEE STD. DWG. NO. STD-11-1.

4. WHEN POURING WINGWALLS, PROVISIONS SHALL BE MADE FOR SETTING REINFORCING STEEL FOR WINGPOST &

3. RISER BLOCK BEARING PAD SURFACE TO CONFORM TO BOTTOM OF BEAM GRADE.

2. RISER BLOCKS SHALL BE POURED MONOLITHICALLY WITH ABUTMENT BEAM.

PLACED SO AS NOT TO INTERFERE WITH THE DRILLING. BOLT PROJECTION 6".

CONTRACTOR ELECTS TO DRILL THE HOLES FOR THE ANCHOR BOLTS, THE REINFORCING STEEL SHALL BE

1. WHEN POURING ABUTMENT BEAM, PROVISIONS SHALL BE MADE FOR SETTING ANCHOR BOLTS. IF THE

& (F.S.) (TYP.)

A643E BARS (N.S.)

BARS A644E

1"

4’-4�"\

2’-8�"\ 1

1

1 ADJUST REINFORCING STEEL AS REQUIRED.

THE SLEEVE AND THE PROPOSED CONDUIT.

SHALL BE PLACED IN THE VOID BETWEEN

NON-EPOXY NON-SHRINK CEMENT GROUT

4" CONDUITS. A RUBBERIZED FLOWABLE

DIAMETER OF SLEEVE SHALL BE 6" FOR

1’-0"

CONST. NO.

HZ640 BARS

A644E BARS &

R640E BARS S/W

HZ640 BARS

A644E BARS &

R640E BARS S/W

= 7’-0" (TYP.)

7 SPA. @ 1’-0"

3 EQ. SPA.=3’-5" (TYP.)

(TYP.- AT GIRDERS ONLY)

2 HZ640 BARS @ 3 EQ. SPA.

=3’-5" (TYP.)

3 EQ. SPA.

L540 BARS

DWG. STD-6-1)

(SEE STD.

BARS VA840

BETWEEN GIRDERS)

(N.S.) (TYP.

A642 BARS

2�" (TYP.)

DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE


REVISIONS


2013HPP/STP-62(34)

STATE OF TENNESSEE


2013

KNOX COUNTY

STATION 315+45.12


& KXHR RR & CSX RR

FORK THIRD CREEK


ABUTMENT NO. 1

BRIDGE NO.2

SN

AP P

T P

DF

SN

AP

PT

PD

F

SN

AP

PT

PD

F

SN

AP

PT

PD

F

MRP

FSE

BEB

RMD

07/2013

07/2013

07/2013

07/2013

EL

EV

ATI

ON "

A"-"

A"

(S

EE

SH

EE

T

X-

XX-

XX

X)

(S

EE

SH

EE

T

X-

XX-

XX

X)

FOR SECTION "B"-"B"

NOTE: SEE SHEET X-XX-XXX

515,0161,870

1’ -0"

(TYP.)1’-9"

1’-6" 1’-6"

44’ -0" ABUT. BEAM

H640

A741

A541

A741A741 BARS

A541 BARS

A741 BARS

H640 BARSA741 BARS

A541 BARS

L541 BARS

A741 BARS

2�" CL.

{ BEARING

3’ -0"

3’ -3"

15’ -6"

3’ -3"

15’ -6"

3�" 3�"

{ BEARING

6"

ANCHOR BOLTS

{ 1" DIA.

STIFFENER

BEARING

FLANGE1’-2"

{ GIRDER

{ GIRDER

(TYP.)

STIFFENER

BEARING

43" WEB

RISER BLOCK

ABUT. BEAM

TOP OF

BEARING PAD

ELASTOMERIC

�" x 1’-2" x 2’-0"

DIRECTION OF SURVEY

N.S.

F.S.

N.S.

F.S.

6’ -0"

902.90

EL.

902.43

EL.

903.61

EL.

EL. 896.52

P.C.O.

6’ -0"

A441 BARS

A641 BARS

3" TYP.

3"

3"

1’ -6"

3" 3"

A440 BAR

A442 BARS

H640 BARS

A640 BARS

BEARING PAD

ELASTOMERIC

�" x 1’-2"x 2’-0"

3"

3"

A643 BARS (F.S.)

B640 BARS S/W

902.96

EL.

EL. 896.00

P.C.O.

{ HP12x53 PILE

F.S.

N.S

(SEE STD-11-1)

@ 1’-0" C-C

BARS B570E

{ HP12x53 PILE

{ HP12x53 PILE

�"

{ BEARING

GIRDER

END

BRIDGE

END

A644E BARS (N.S. AND F.S.) S/W H641 BARS OR HZ640 BARS

GIRDERS)

(TYP. BETWEEN

S/W H641 BARS

H540 & A644E BARS

(TYP. AT GIRDERS)

S/W HZ640 BARS

A644E BARS

15’ -6" (

TY

P.)

3" (TYP.)

(TYP.)2�" CL.

"C" "C"

(TYP)

3’-0"

ON SURVEY

FORWARD

1’-6" 1’-6"

SECTION "C"-"C"

SCALE: �"=1’-0"

SCALE: �"=1’-0" SCALE: �"=1’-0"

SECTION "B"-"B"

ELEVATION "A"-"A"

EL

EV

ATI

ON "

A"-"

A"

EL

EV

ATI

ON "

B"-"

B"

1’-3"

1’-6"

1’ -0"

8" 3’-4"

5 SPA. @

1’ -0"

1’-2"

@7"=

2 SPA.

SCALE: �"=1’-0"

ELEVATION "B"-"B"

1’ -0"

8" 3’-4"

5 SPA. @

1’ -0"

1’-2"

@7"=

2 SPA.

SCALE: �"=1’-0"

PLAN ELEVATION

RISER BLOCK DETAILS

7"

1’ -0"

AB

UT.

BE

AM

3’-0"

2’-0"

6"

1’ -6"

(TYP.)3"



1’-3"

(T

YP.)

3"

(TYP.)

3"

1’-0" EMBED.

3’ -0"

@ 12"=8’-0"

BARS B570E 8 SPA.

RDWY. BRACKET

6 SPA. @ 11"=5’-6"

L541 BARS

A640 BARS (F.S.) 15 SPACES @ 1’-0" C-C (TYP.) =15’-0"

A442 BARS S/W H640 BARS (N.S.)

5 SPA. @ 1’-0" =5’-0"

L541 BARS

6 SPA. @ 11"=5’-6"

L541 BARS

@ GIRDERS)

7" (TYP.

3 SPA. @

HZ640BARS

SP

AC

ED

6

BA

RS

EQ

UA

LL

Y

A641 (

F.

S)

BA

RS

A441 (

N.

S.)

RISER BLOCK

5 SPA. @ 1’-0"=5’-0"

L541 BARS

A640 BARS (F.S.) 15 SPACES @ 1’-0" C-C = 15’-0" (TYP.)


A640

BA

RS (

F.

S.) (

TY

P.)

A442

BA

RS

S/

W

H640

BA

RS (

N.

S.)

9"

EM

BE

D

1’-6"

= 2’-6"

4 EQ. SPA

@ 12"=8’-0" (N.S. & F.S.)

BARS B570E 8 SPA.

GIRDER

BA

CK

WA

LL

SLOPE DETAIL

RISER BLOCK

EQUAL SP.

BARS A641 (F.S)

BARS A441 (N.S.)

CONST. NO.

(TYP. BETWEEN GIRDERS)

S/W H641 BARS

A644E BARS

3" (TYP.)

(TYP.)

=3’-5"

3 EQ.SP.

(N.S. & F.S.)

1’-0" (TYP.)

7 SPACES @

(N.

S.

&

F.

S.)

4’-10" (

TY

P.)

BA

RS

A570

E

3’-1" (

TY

P.)

BA

RS

B570

E

4’-0" (

TY

P.)

BA

RS

A442

9"

3’-1" (

TY

P.)

BA

RS

B570

E

4’-10" (

TY

P.)

BA

RS

A570

E

1’ -0"

BL

OC

K

HEI

GH

T

2"

MI

N.

RI

SE

R

4’-0" (

TY

P.)

BA

RS

A442

1’ 1’1’

DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

MRP

FSE

BEB

RMD

07/2013

07/2013

07/2013

07/2013


REVISIONS


2013HPP/STP-62(34)

STATE OF TENNESSEE


2013

KNOX COUNTY

STATION 315+45.12


& KXHR RR & CSX RR

FORK THIRD CREEK



BRIDGE NO.2

SN

AP P

T P

DF

SN

AP

PT

PD

F

SN

AP

PT

PD

F

SN

AP

PT

PD

F

BA

CK

WA

LL

1’ -0"

8’ -9" 8’ -9" 8’ -9"

2�" CL.

HP12x53 PILES - 4 EQUAL SPA. @ 8’-9" = 35’-0"


1’-6" (TYP.)

{ BEARING

EL. 899.72

EL. 904.75 EL. 906.51

EL. 901.48

EL. 903.94

STA. 316+95.53



STA. 316+80.03

EL. 905.70

STA. 316+95.53

{ BEARING

EL. 900.10

{ BEARING

EL. 900.45 { BEARING

EL. 900.80

{ BEARING

EL. 901.15{ BEARING

EL. 901.50



STA. 316+80.03

{ SURVEY KEITH AVE.

N.S.

{ BRIDGE

{ SURVEY &

BARS

A740

OF WINGWALL (TYP.)

RUN FULL HEIGHT

�"V GROOVE TO

SURFACE (TYP.)

BONDED TO CONCRETE

FIBERBOARD SECURELY

�"X 3" BITUMINOUS

SEE DETAIL "X"

6"

HZ640 BARS

H641 OR

L540 BARSBARS

A540

BARS

A740

9"

1’-0"

1’-0"

A643 BARS

N.S

F.S.

{ HP12x53 PILE

3’ -0"

3’ -0"

BETWEEN GIRDERS

BARS A642 (N.S)

GIRDERS ONLY

HZ640 BARS @

3" CL. (TYP. ALL SIDES)

A645E BARS

BRIDGE END

PAVEMENT AT

@ 12" C-C

F640E BARS

A440 BAR

BTWN. GRDRS. ONLY

H540 BAR

�"

5�"

4�"

3�"

2�"

4�"

2�"

1�"F.G. ELEV. 905.48

STA. 316+83.03

END OF BRIDGE

BEARING PAD (TYP.)

ELASTOMERIC

�" x 1’-2" x 2’-0"

(TYP.)

ANCHOR BOLT

1" DIA.

(N.S.)

F.G. EL. 905.63

F.S.

GIRDERS ONLY)

(N.S.-BETWEEN

BARS A644E (F.S.)

"B"

(TYP.)

3’-0"

(T

YP.)

1’-6" 1’-6"

(TYP.)

{ GIRDERS

4’ -6"

DETAIL "X"

PLAN

ELEVATION

SCALE: �"=1’-0"

SCALE: �"=1’-0"

NO SCALE

"A"

"A"

"B"

BR

AC

KE

T

RO

AD

WA

Y

1’-0"

1’-0"

4’ -6"

BEAM

ABUT.

3’-0"

F.G. DENOTES FINISHED GRADE




1’-9" (TYP.)

(LBS.)

(BRIDGES)

REINFORCEMENT

STEEL BAR

604-03.02

(LBS)

STEEL

REINFORCING

EPOXY COATED

604-02.03

(C.Y.)

(BRIDGES)

CONCRETE

CLASS "A"

604-03.09


(TYP.)

4’-6"

T.C.

LOOKING FORWARD ON SURVEY

ON SURVEY

FORWARD

BARS

A540

=7’-0" (TYP.)

7 SPA. @ 1’-0"

L540 BARS

(TYP. @ ENDS)

A645 BARS (N.S.)

(F.S.) (TYP.)

A643E BARS (N.S.) &

(TYP.)

A643 BARS (F.S.)

B640 BARS S/W

10�"

15’ -6"

90°

1"

CONSTRUCTION LAYOUT SKETCH

EMBED.

1’-0"

SLAB8-�"

1’-6" 1’-6"

(H641 BARS)

BTWN. GRDRS.

2’-0" PROJ.

= 2’-6"

4 EQ. SPA

9"

1’ -0"

1’-0"

BARS A644E

NO SCALE - EXAGERRATED CURVE

ABUTMENT BEAM

WI

NG

BE

AM

WI

NG

BE

AM

8’ -9"

SECTION "A"-"A"SCALE: �"=1’-0"

"=15’-6"

2-1

3’10

4

EQ

UA

L

SP

A.

@

"=15’-6"

2-1

3’10

4

EQ

UA

L

SP

A.

@

EL. 899.30

P.

C.

O.

EL. 898.95

P.

C.

O.

EL. 898.60

P.

C.

O.

EL. 898.25

P.

C.

O.

EL. 897.90

P.

C.

O.

2’-8�"\

4’-4�"\

1

ADJUST REINFORCING STEEL AS REQUIRED.

THE SLEEVE AND THE PROPOSED CONDUIT.

SHALL BE PLACED IN THE VOID BETWEEN

NON-EPOXY NON-SHRINK CEMENT GROUT

4" CONDUITS. A RUBBERIZED FLOWABLE

DIAMETER OF SLEEVE SHALL BE 6" FOR

CONST. NO.

HZ640 BARS

A644E BARS &

R640E BARS S/W

HZ640 BARS

A644E BARS &

R640E BARS S/W

=3’-5" (TYP.)

3 EQ. SPA.

L540 BARS

2�" (TYP.)

BTWN GIRDERS)

(N.S.) (TYP.

A642 BARS3 EQ. SPA.=3’-5" (TYP.)

(TYP.- AT GIRDERS ONLY)

2 HZ640 BARS @ 3 EQ. SPA.

= 7’-0" (TYP.)

7 SPA. @ 1’-0"

DWG. STD-6-1)

(SEE STD.

BARS VA840

44’ -0" ENDWALL

H540 BARS & A644 BARS SPLICED WITH H641 OR HZ640 BARS

DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

MRP

FSE

BEB

RMD

07/2013

07/2013

07/2013

07/2013


REVISIONS


2013HPP/STP-62(34)

STATE OF TENNESSEE


2013

KNOX COUNTY

& CSX RR

EAST FORK THIRD CREEK & KXHRR

OVER

KEITH AVENUE (WEST)

ABUTMENT NO. 2

BRIDGE NO. 2

SN

AP P

T P

DF

SN

AP

PT

PD

F

SN

AP

PT

PD

F

SN

AP

PT

PD

F

EL

EV

ATI

ON "

A"-"

A"

(S

EE

SH

EE

T

X-

XX-

XX

X)

EL

EV

ATI

ON "

B"-"

B"

(S

EE

SH

EE

T

X-

XX-

XX

X)

FOR SECTION "B"-"B"

NOTE: SEE SHEET X-XX-XXX

1

1

515,0401,870

1’ -0"

(TYP.)1’-9"

1’-6" 1’-6"

44’ -0" ABUT. BEAM

2�" CL.

3"3"

3"

1’ -6"

3"

3"

3"

9"

BARS

H640

BARS

A741

BARS

A541

BARS

A741

H640 BARS

A741 BARS

A541 BARS

A741 BARS

9"

{ BEARING

A643 BARS (F.S.)

B640 BARS S/W

3’ -3"

15’ -6"

3’ -3"

15’ -6"

3�" 3�"

{ BEARING

6"

ANCHOR BOLTS

{ 1" DIA.

STIFFENER

BEARING

FLANGE1’-2"

{ GIRDER

{ GIRDER

(TYP.)

STIFFENER

BEARING

43" WEB

RISER BLOCK

BEARING PAD

ELASTOMERIC

1" x 1’-2" x 2’-0"

N.S.

F.S.

N.S.

F.S.

6’ -0" { HP12x53 PILE

903.94

EL.

905.70

EL.

904.75

EL.

6’ -0"

EL. 897.78

P.C.O.

BEARING PAD

ELASTOMERIC

1"x1’-2"x2’-0"

A441 BARS

A641 BARS

BAR

A440

AT GIRDERS)

HZ640 BARS (TYP.

A644E BARS S/W

906.51

EL.

{ HP12x53 PILE

A741 BARS

A541 BARS

L541 BARS

A741 BARS

3’ -0"

1’ -0"

A442 BARS

H640 BARS

A640 BARS

F.S.

N.S

(SEE STD-11-1)

@ 1’-0" C-C

BARS B570E

1�"

{ HP12x53 PILE

BEAM

ABUT.

TOP OF

BRIDGE

END

{ BEARING

GIRDER

END

GIRDERS)

(TYP. BETWEEN

S/W H641 BARS

H540 & A644E BARS

A644E BARS (N.S. AND F.S.) S/W H641 BARS OR HZ640 BARS

3" (TYP.)

899.27

P.C.O. EL.

"C" "C"

(TYP.)

3’-0"

ON SURVEY

FORWARD

1’-6" 1’-6"

SCALE: �"=1’-0"

SCALE: �"=1’-0"

EL

EV

ATI

ON "

A"-"

A"

EL

EV

ATI

ON "

B"-"

B"

1’ -0"

8" 3’-4"

5 SPA. @

1’ -0"

1’-2"

@7"=

2 SPA.

SCALE: �"=1’-0"

1’ -0"

8" 3’-4"

5 SPA. @

1’ -0"

1’-2"

@7"=

2 SPA.

SCALE: �"=1’-0"

7"

1’ -0"

AB

UT.

BE

AM

3’-0"

2’-0"

(TYP.)3"



2�" (TYP.)

@ 12"=8’-0"

BARS B570E 8 SPA.

RDWY. BRACKET

A640 BARS (F.S.) 15 SPACES @ 1’-0" C-C (TYP.) = 15’-0"


RISER BLOCK

BL

OC

K

HEI

GH

T

2"

MI

N.

RI

SE

R

DIRECTION OF SURVEY

A640 BARS (F.S.) 15 SPACES @ 1’-0" C-C (TYP.) = 15’-0"


@ 1’-0" =5’-0"

L541 BARS 5 SPA.

SCALE: �"=1’-0"

@ 1’-0" = 5’-0"

L541 BARS 5 SPA.

6 SPA. @ 11"=5’-6"

L541 BARS

@ GIRDERS)

7" (TYP.

3 SPA. @

HZ640 BARS

&

A640

BA

RS (

F.

S.) (

TY

P.)

A442

BA

RS

S/

W

H640

BA

RS (

N.

S.)

SECTION "B"-"B"

ELEVATION "A"-"A" ELEVATION "B"-"B"SECTION "C"-"C"

PLAN ELEVATION

6 SPA. @ 11"=5’-6"

L541 BARS

@ 12"=8’-0" (N.S. & F.S.)

BARS B570E 8 SPA.

1’-3"

1’-6"

6"

1’ -6"

1’-3"

(T

YP.)

3"

(TYP.)

3"

1’-0" EMBED.

3’ -0"

SP

AC

ED

6

BA

RS

EQ

UA

LL

Y

A641 (

F.

S)

BA

RS

A441 (

N.

S.)

EM

BE

D

1’-6"

= 2’-6"

4 EQ. SPA

GIRDER

BA

CK

WA

LL

1’-0"1’-0"1’-0"

RISER BLOCK DETAILS SLOPE DETAIL

RISER BLOCK

EQUAL SP.

BARS A641 (F.S)

BARS A441 (N.S.)

CONST. NO.

4’-0" (

TY

P.)

BA

RS

A442

3’-1" (

TY

P.)

BA

RS

B570

E

(N.

S.

&

F.

S.)

4’-10" (

TY

P.)

BA

RS

A570

E

15’ -6" (

TY

P.)

3" (TYP.)

BETWEEN GIRDERS)

H641 BARS (TYP.

A644E BARS S/W

(N.S. & F.S.)

1’-0" (TYP.)

7 SPACES @

(TYP.)

=3’-5"

3 EQ.SP.

3’-1" (

TY

P.)

BA

RS

B570

E

4’-10" (

TY

P.)

BA

RS

A570

E

4’-0" (

TY

P.)

BA

RS

A442

DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

MRP

FSE

BEB

RMD

07/2013

07/2013

07/2013

07/2013


REVISIONS


2013HPP/STP-62(34)

STATE OF TENNESSEE


2013

KNOX COUNTY

STATION 315+45.12


& KXHR RR & CSX RR

FORK THIRD CREEK



BRIDGE NO.2

SN

AP P

T P

DF

SN

AP

PT

PD

F

SN

AP

PT

PD

F

SN

AP

PT

PD

F

BA

CK

WA

LL

1’ -0"

6’ -6"

(LBS.)

(BRIDGES)

REINFORCEMENT

STEEL BAR

604-03.02

(C.Y.)

(BRIDGES)

CONCRETE

CLASS "A"

604-03.09


PIER 1

"B""B"

"A"

"A"

2’-6" 2’-6"8’-9" 8’-9" 8’-9" 8’-9"

3’-3"

3’-3"

PLAN

VA

RI

ES

ELEVATION END ELEVATION

COLUMN

3" 3"

RISER BLOCK SLOPE DETAIL

33 BARS A1141 S/W BARS C1140 (PIER 2)

33 BARS A1140 S/W BARS C1140 (PIER 1)

PIER 2

4" CL.

3" CL.

MI

N.

SP

LI

CE

6’-0" ‰

16’-3"

PI

ER 1

31’-0"

PI

ER 2

BARS A940

BARS A941

6" 6" 6" 6"

BARS A944

BARS A943

BARS A942

DIRECTION OF SURVEY

POINT

PIER 1

PIER 2

A B C D E F G H J

900.19

902.01

900.54

902.36

900.86

902.68

901.19

903.01

901.54

903.36

899.76

901.58

901.31

903.13

890.51

892.33

874.26

861.33

TABLE OF ELEVATIONS

�"

�"

1�"

1�"

{ PIER

(TYP.)

{ GIRDER

40’ -0"

(TYP)

1’-0"

(TYP)

1’-0"

ELEV. PT. F

PT. A

ELEV. PT. B

ELEV. PT. C

ELEV. PT. D

ELEV.

ELEV PT. E

ELEV. PT. G

ELEV. PT. J

PT. H

ELEV.

LOC. TAN.

90°TO

LOOKING FORWARD ON SURVEY

4’-0"

4’-0"

4"4"

CONST. NO.

DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

MRP

FSE

BEB

RMD

07/2013

07/2013

07/2013

07/2013


REVISIONS


2013HPP/STP-62(34)

STATE OF TENNESSEE


2013

KNOX COUNTY

STATION 315+45.12


& KXHR RR & CSX RR

FORK THIRD CREEK


PIER 1 & 2

BRIDGE NO. 2

SN

AP P

T P

DF

SN

AP

PT

PD

F

SN

AP

PT

PD

F

SN

AP

PT

PD

F

PAD DETAILS, SEE DRAWING X-XXX-XXX.

AND LAMINATED ELASTOMERIC BEARING

NOTE: FOR SECTIONS A-A AND B-B

KEITH AVE.

SURVEY OF

{ BRIDGE AND

STA. 316+05.11

{ PIER NO. 2

STA. 314+99.45

{ PIER NO. 1

6’ -6"

INTO ROCK (TYP.)

6" MIN. EMBEDMENT

4’-6"

(TYP.)

7’ -4"

MI

N.

SP

LI

CE

6’-0" ‰

16’-3"

PI

ER 1

31’-0"

PI

ER 2

5’ -0"

{ COLUMN

(TYP.)

{ PIER

{ PIER

5’ -0"

5’ -9�"

(TYP.)

4" @ { GIRDER

(TYP).

EMBED.

2’-0"

(TYP).

PROJ.

8�"

INTO ROCK (TYP.)

6" MIN. EMBED. SPACES = 14’-0"

BARS D940 @ 34 EQUAL

15’ -0"

SPACES = 14’-0"BARS D940 @ 34 EQUAL

OR A1141 (PIER 2)

BARS C1140 S/W A1140 (PIER 1)

DOUBLE SERIES BARS L540

@ 12"CC 19 SPACES @ 12"CC 19 SPACES

DOUBLE SERIES BARS L540

4’ -2�"

5’ -0"

10’ -0"

{

PI

ER

BARS D1140

BARS A1040

(TYP.)2" C.L.

(SEE DETAIL SHEET X-XX-XXX)

BEARING PAD (TYP.)

LAMINATED ELASTOMERIC

3�" X 2’-6" X 1’-2"

{ CAP/COLUMN

BARS EA940

4’-6"

15’-0" BARS CF650

BARS CF650

10"

BA

RS

TB650

6’-0"

BA

RS

TB650

6’-0"

19’-0"

BA

RS

M651 (

PI

ER 2)

4’-3"

BA

RS

M650 (

PI

ER 1)

GRADE.

NOTE: RISER BLOCK BEARING PAD SURFACE TO CONFORM TO BOTTOM OF BEAM

DETAILS AND NOTES AND MODIFICATIONS ON DRAWING NO XX-XX-XXX.

NOTE: SEE TDOT STANDARD DRAWING NO. STD-6-1 FOR SEISMIC ANCHOR BOLT

SURFACES WILL NOT BE STAINED.

RUBBER BONDING CEMENT IN SUCH A WAY THAT VISIBLE CONCRETE

DAY BEFORE BEING DISTURBED BY SETTING BEAMS. PLACE

NOTE: ELASTOMERIC PADS SHALL BE IN PLACE A MINIMUM OF ONE

NOTE: RISER BLOCKS TO BE POURED MONOLITHICALLY WITH CAP BEAM.

IN COLUMNS.

EXTENSIONS FOR SPIRAL REINFORCING

FOR DETAILS OF LAP SPLICES AND HOOK

NOTE: SEE TDOT STD. DWG. STD-6-2

8’-6" INTO CAP BEAM.

NOTE: COLUMN LONG. REINF. TO EXTEND

7’-4" (

TY

P.)

SHEET X-XX-XXX)

(SEE DETAIL

BOLTS (TYP.)

1"‰ ANCHOR

SHEET)

NOTE THIS

(TYP.) (SEE

LAP SPLICE

SHEET X-XX-XXX)

(SEE DETAIL

AND 2’-0" EMBEDMENT

WITH 8�" PROJECTION

1" ‰ ANCHOR BOLT

6"6" 6"6"

CL.4"

NO. 1

{ PIER

NO. 2

{ PIER

28,884

32,244

125

140

15’ -0"

15’ -0"

6’ DIAMETER

3" 3"

3"

3"

TOP AND BOTTOM OF FOOTING

TO

P

AN

D

BO

TT

OM

OF

FO

OTI

NG

6"

6"

6"

6"

SECTION B-B

SECTION A-A

PLAN OF FOOTING

BA

RS

D940

@ 34

EQ

UA

L

SP

AC

ES

= 14’-0"

BARS D940 @ 34 EQUAL SPACES = 14’-0"

9 SPA. @ 8"= 6’-0" 3" 3"

6’ -6"

18 SPA. @ 4"= 6’-0" 3" 3"

19 BARS D1140

19 BARS A1040

TIES @ SPIRALS

10 BARS EA940

E

AC

H

FA

CE

@ 12"

C-

C

BA

RS

A940

TH

RU

A944

ANCHOR BOLT DETAIL

GIRDER FLANGE

LOCK NUT

RISER BLOCK

BENT CAP

�"

7" 7"

1’-3"

1’-3"

TY

P.

�"

TY

P.

�"

1" ANCHOR BOLTS

1�" ‰ HOLES FOR

CONST. NO.

2’-0"

EM

BE

DM

EN

T

PR

OJ.

8�"

BARS A940

BARS A941

BARS A942

BARS A943

BARS A944

5’-0"

TO 10’-0"

VA

RI

ES

(EQUALLY SPACED)

33 BARS A1141 S/W C1140 (PIER 2)

33 BARS A1140 S/W C1140 (PIER 1)

3�"

AND PIER

{ SURVEY, KEITH AVE

3" 4" 4" 3"

{ GIRDER

{ PIER

DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

MRP

FSE

BEB

RMD

07/2013

07/2013

07/2013

07/2013


REVISIONS


2013HPP/STP-62(34)

STATE OF TENNESSEE


2013

KNOX COUNTY

STATION 315+45.12


& KXHR RR & CSX RR

FORK THIRD CREEK


PIER 1 & 2 DETAILS

BRIDGE NO. 2

SN

AP P

T P

DF

SN

AP

PT

PD

F

SN

AP

PT

PD

F

SN

AP

PT

PD

F

PAD DETAIL

LAMINATED BEARING

(SEE DETAIL THIS SHEET)

BEARING PAD

LAMINATED

(DOUBLE STIRRUPS)

SERIES BARS L540

STAINLESS STEEL

4 - �" } A570, A36

GR. 105 ANCHOR BOLT

1" ‰ ASTM F1554

7"

CL.

3"

AND HOOK EXTENSIONS FOR SPIRAL REINFORCING IN COLUMNS.

NOTE: SEE TDOT STD. DWG. STD-6-2 FOR DETAILS OF LAP SPLICES

1

1

ABUTMENT NO. 1

PILE CUT-OFF ELEVATION

PILE TIP ELEVATION

ABUTMENT NO. 2

PILE CUT-OFF ELEVATION

PILE TIP ELEVATION

KEITH AVE. (WEST)

{ SURVEY & FIN. GRADE

BRIDGE DOCUMENTS.

TO BE SENT TO THE DIVISION OF STRUCTURES TO BECOME PART OF FINAL

AND/OR FIELD ENGINEER GIVING AS BUILT CONDITIONS. AFTER COMPLETION, IT IS

THE BLANKS ON THIS SHEET ARE TO BE FILLED IN BY THE CONSTRUCTION OFFICE

BOTTOM OF FOOTING NO. 2 EL.

TOP OF FOOTING NO. 2 EL. _____

BOTTOM OF FOOTING NO. 1 EL.

TOP OF FOOTING NO. 1 EL. _____

2 3 4 5 6 7

765432

1

1

2

3

4

5

67

2

3

4

5

6

7

PIER NO. 1 PIER NO. 2

N

ABUTMENT NO. 1 ABUTMENT NO. 2

ABUTMENT PILE DATA TABLE

IN PLACE PILE LENGTH

IN PLACE PILE LENGTH

NOTE TO THE CONTRACTOR AND CONSTRUCTION OFFICE:

DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

MRP

FSE

BEB

RMD

07/2013

07/2013

07/2013

07/2013


REVISIONS


2013HPP/STP-62(34)

STATE OF TENNESSEE


2013

KNOX COUNTY

STATION 315+45.12


& KXHR RR & CSX RR

FORK THIRD CREEK


FINAL FOUNDATION DATA PLAN

BRIDGE NO.2

SN

AP P

T P

DF

SN

AP

PT

PD

F

SN

AP

PT

PD

F

SN

AP

PT

PD

F

CONST. NO.

BARS A

BARS B

A

A

BARS C

A

BARS D

LENGTHA

A

A

A

A

A

A

A

A

A

A

A

A

A

A

C

E

A

A

A

A

A

A

A B C

D

BARS F

A

A

A

A

A

B

BARS H

A

A

A

A

A

A

A

A

A

A

A A

B

BARS R

A

A

A

A

A

A

A

A

A

B

C

A

A

A

D

A

A

A

A

A

A

B

BARS YA

C

B

A

A

B

A

A60°

BARS VA

A

or

G

H

10d

Dd

135° HOOKBAR

SIZE (IN.)

DHOOK H

A or G APPROX.

#4 2 6� 4�

#5 2� 8 5�

#6 4� 10� 6�

#7 5� 1-0� 7�

#8 6 1-2� 9

135°

A

A

A

A

A

A

A

A

A

A

REINFORCING STEEL CODESIZETYPE SERIES

065A

135° SEISMIC STIRRUP/TIE

HOOK DIMENSIONS

(ALL GRADES)

A

A

A

AA

A

A

A

A60d or 16" min.

+ 135° hook ext.

A

A

A

A

A60d or 16" min.

+ 135° hook ext.

60d or 16" min.

+ 135° hook ext.

1 turn &

4" closure

1 turn &

4" closure

NOTE: The suffix E for bars so marked denotes epoxy coated reinforcement.

NOTE: Dimensions shown on this sheet are outside to outside of bar. Standard C.R.S.I. Hook Details shall apply, except as noted.

CC

C

BARS CF

BARS TB

BARS M

A

AB (c.c.)

B (c.c.)

B (c.c.)

BILL OF STEEL

A

A

A

A

A

A

A

A

A A

BAR LOCATION SIZENO.

REQ’D A B

BENDING DIMENSIONS

C DLENGTH BAR LOCATION SIZE

NO.

REQ’D A B

BENDING DIMENSIONS

C DLENGTH

A

BARS HA

A

A

A

B

CA

A

BARS L

BARS J

80°

SUPERSTRUCTURE (EPOXY-COATED) ABUTMENT NO. 1 (REGULAR)

ABUTMENT NO. 1 (EPOXY) ABUTMENT NO. 2 (EPOXY)

BAR LOCATION SIZENO.

REQ’D A B

BENDING DIMENSIONS

C DLENGTH

ABUTMENT NO. 2 (REGULAR)

SIDEWALK 60’-0"A400E 4 64

SIDEWALKA401E 4 1 117’-6"*1

290’-8"SIDEWALKA402E 4 1 *2

A500E 5 2 *3SLAB 4378’-11"

A600E 6SLAB 511 43’-8"

A601E 6SLAB

A602E 6SLAB

A603E 6SLAB

A604E 6SLAB

A605E 6SLAB

A606E 6SLAB

A607E 6SLAB 400 60’-0"

1

1

1

1

1

1

218’-3�"

383’-2"

466’-7"

290’-4�"

*5

*6

*7

*8

*9

*10

A501E 5 1 *4SLAB 4018’-8"

6 511 43’-4"

HP500E 5 524 3’-6"

43’-8"

1’-8" 5"

*1INCREMENTS OF 9�" (8 BARS)

DIMENSION A VARIES FROM 11’-11" TO 17’- 5�" IN


DIMENSION A VARIES FROM 33’-6�" TO 39’- 1�" IN

*3

*4

INCREMENTS OF 1�" (88 BARS)




*6

*7

*8

INCREMENTS OF 7�"(-) (11 BARS)




BARS EA

*9INCREMENTS OF 7�"(+) (11 BARS)


*10

INCREMENTS OF 7�" (+) (11 BARS)




DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

MRP

FSE

BEB

RMD

07/2013

07/2013

07/2013

07/2013


REVISIONS


2013HPP/STP-62(34)

STATE OF TENNESSEE


2013

KNOX COUNTY

STATION 315+45.12


& KXHR RR & CSX RR

FORK THIRD CREEK


BILL OF STEEL

BRIDGE NO. 2

SN

AP P

T P

DF

SN

AP

PT

PD

F

SN

AP

PT

PD

F

SN

AP

PT

PD

F

PIER 1 & 2 (EACH)

9CAP

9CAP

9CAP

9CAP

9CAP

A1040 10CAP 39’-8"

A1140 11 24’-9"

A1141 11

C1140 11

9 140 17’-0"

D1140 11CAP

EA940 9CAP 40’-9"

5CAP

33’-11"

25’-11"

17’-10�"

12’-3�"

42’-10"

464’-7"

33

33

19

2

2

2

2

8

33

19

10

4

FOOTING

A940

A941

A942

A943

A944

D940

L540

4 12 15’-0"

4 1 41’-6"

A442 WINGWALLS 4 32 4’-0"

A540 ABUTMENT BEAM 5 2 43’-7"

A541 WING BEAM 5 4 15’-0"

A640 WINGWALL 6 32 3’-0"

A641 WINGWALL 6 12 15’-0"

A642 ENDWALL 6 16 8’-6"

A643 ENDWALL 6 4 43’-7"

ENDWALL 6 4’-9"

A645 6 8 4’-0"

A740 ABUTMENT BEAM 7 9 43’-7"

A741 WING BEAM 7 15’-0"20

B640 ENDWALL 6 10 4’-2" 4’-10"

H540 ROADWAY BRACKET 5 40 3’-8" 6" 4’-8"

H640 WING BEAM 6 32 1’-2" 4’-0" 9’-2"

H641 ABUTMENT BEAM 6 40 2’-7"3’-6" 9’-7"

HZ640 ABUTMENT BEAM 6 10 2’-7" 3’-6" 1’-4" 7’-5"

L540 ABUTMENT BEAM 5 40 2’-6" 1’-0" 2’-6" 11’-0"

L541 WING BEAM 5 26 2’-6" 1’-0" 2’-6" 11’-0"

VA840 PILE 8 10 2’-6" 2’-6" 5’-0"

A570E WINGWALLS 5 36 4’-10"

A643E ENDWALL 6 2 43’-7"

B570E WINGWALLS 5 36 3’-1" 3’-8"

F640E ROADWAY BRACKET 6 42 1’-1" 1’-3" 1’-1" 1’-3" 4’-0"

R640E ENDWALL & SLAB 6 50 5’-0" 2’-0" 7’-0"

4 12 15’-0"

4 1 41’-6"

A441 WINGWALLS

A440 ROADWAY BRACKET

WINGWALLS 4 32 4’-0"

ABUTMENT BEAM 5 2 43’-7"

A541 WING BEAM 5 4 15’-0"

A640 WINGWALL 6 32 3’-0"

A641 WINGWALL 6 12 15’-0"

A642 ENDWALL 6 16 8’-6"

A643 ENDWALL 6 4 43’-7"

ENDWALL 6 4’-9"

6 8 4’-0"

ABUTMENT BEAM 7 9 43’-7"

WING BEAM 7 15’-0"20

B640 ENDWALL 6 10 4’-2" 4’-10"

H540 ROADWAY BRACKET 5 40 3’-8" 6" 4’-8"

H640 WING BEAM 6 32 1’-2" 9’-8"

H641 ABUTMENT BEAM 6 40 2’-7"3’-6" 9’-7"

ABUTMENT BEAM 6 10 2’-7" 3’-6" 1’-4" 7’-5"

L540 ABUTMENT BEAM 5 40 2’-6" 1’-0" 2’-6" 11’-0"

L541 WING BEAM 5 26 2’-6" 1’-0" 2’-6" 11’-0"

PILE 8 10 2’-6" 2’-6" 5’-0"

HZ640

A741

A740

A645

A540

A442

VA840

A570E WINGWALLS 5 36

A643E ENDWALL 6 2

B570E WINGWALLS 5 36 3’-1"

F640E ROADWAY BRACKET 6 42 1’-1" 1’-3" 1’-1" 1’-3"

R640E ENDWALL & SLAB 6 50 5’-0" 2’-0"

4’-10"

43’-7"

3’-8"

4’-0"

7’-0"

4’-3"

*11

*11

A

BA

A EA

A B C D

FOOTING&COLUMN

E

14’-6"

39’-8"

20’-2"

4’-1�" 1’-0"

20’-7"4’-1�"5’-8�"19’-9"

WINGWALLS

ROADWAY BRACKET

CONST. NO.

B570 SLAB & BRIDGE RAIL 5 1052 2’-9" 3’-4"

F4004 SLAB & SIDEWALK 4 524

D600E SLAB

SLAB & BRIDGE RAIL

INCREMENTS OF 2"(-) (88 BARS)

DIMENSION A VARIES FROM 42’-1" TO 58’- 3" IN

SIZE REQ.

39’-6"

A644E 90 A644E 90

A

AB

C

BARS HZ

A

A

A

B

A

A

BARS HP

A

2’-0" 2" 6’-6" 8" 9’-2"

A

A

A

39’-8�"

9’-10�"

10’-3�"

COLUMN SPIRAL

(PIER 1)

6 1 4’-3" 5’-5�" 0’-6" 156’-6�"

6 1 19’-0"5’-5�" 0’-6" 673’-0"COLUMN SPIRAL

(PIER 2)

INCREMENTS OF 3" (4 SERIES @ 20 BARS EACH SERIES)

DIMENSION C VARIES FROM 4’-7�" TO 9’-4�" IN

COLUMN (PIER 1)

COLUMN (PIER 2)

CF650 6 2 3’-0" 5’-5�" 0’-4" 175’-5"CAP & FOOTING

SPIRALS

COLUMN SPIRALSTB650 6 2 6’-0" 5’-5�" 0’-4" 323’-8�"

TOP AND BOTTOM

M650

M651

83’-7�"

299’-10�"

60’-0"

NO.

s n a p t p d f border scale: 1=15 · fed. spec. no.37886 finish white applied texture fed. spec....

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