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 DETAILS
ABUTMENT NO. 1
UTILITY RELOCATION (2 OF 2)
UTILITY RELOCATION (1 OF 2)
STRUCTURAL STEEL DETAILS
DETAILS
GIRDER 5 DETAILS (3 OF 3) & SPLICE
GIRDER 5 DETAILS (2 OF 3)
GIRDER 5 DETAILS (1 OF 3)
GIRDERS 3 & 4 DETAILS (3 OF 3)
GIRDERS 3 & 4 DETAILS (2 OF 3)
GIRDERS 3 & 4 DETAILS (1 OF 3)
GIRDERS 1 & 2 DETAILS (3 OF 3)
GIRDERS 1 & 2 DETAILS (2 OF 3)
GIRDERS 1 & 2 DETAILS (1 OF 3)
SUPERSTRUCTURE DETAILS (4 OF 4)
SUPERSTRUCTURE DETAILS (3 OF 4)
SUPERSTRUCTURE DETAILS (2 OF 4)
SUPERSTRUCTURE DETAILS (1 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
PROJECT NO. YEAR SHEET NO.
REVISIONS
NO. DATE BY BRIEF DESCRIPTION
2013HPP/STD-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
ESTIMATED QUANTITIES
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
PROJECT NO. YEAR SHEET NO.
REVISIONS
NO. DATE BY BRIEF DESCRIPTION
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.
DEPARTMENT OF TRANSPORTATION
STATE OF TENNESSEE
2013
KNOX COUNTY
STATION 315+45.12
BRIDGE NO XX-XXXX-XXXX
& KXHR RR & CSX RR
FORK THIRD CREEK
KEITH AVENUE (WEST) OVER EAST
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)
BAR GROUP 2: 4 BARS A607E @ 60’-0" S/W 1 SERIES BAR FROM 15’-6�" TO 22’-0�"(A602E)
BAR GROUP 3: 4 BARS A607E @ 60’-0" S/W 1 SERIES BAR FROM 23’-1�" TO 29’-7�"(A603E)
BAR GROUP 4: 4 BARS A607E @ 60’-0" S/W 1 SERIES BAR FROM 30’-8�" TO 37’-2�"(A604E)
BAR GROUP 5: 4 BARS A607E @ 60’-0" S/W 1 SERIES BAR FROM 38’-3�" TO 44’-9�"(A605E)
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
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
SUPERSTRUCTURE DETAILS (1 OF 4)
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
ESTIMATED QUANTITIES
(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
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
SUPERSTRUCTURE DETAILS (2 OF 4)
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
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
SUPERSTRUCTURE DETAILS (3 OF 4)
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
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
SUPERSTRUCTURE DETAILS (4 OF 4)
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
GIRDER LINE "1" ELEVATION
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
TOP FLANGE PLATE SIZE
SHEAR CONNECTOR SPACING
GIRDER LENGTH
FIELD SPLICE LOCATION
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"
{ BEARING ABUT. NO. 1
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
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
GIRDERS 1 & 2 DETAILS (1 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.
{ OF SHEAR CONNECTOR
{ 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
TOP FLANGE PLATE SIZE
SHEAR CONNECTOR SPACING
GIRDER LENGTH
FIELD SPLICE LOCATION
1" x 14"
AND LENGTH
TOP FLANGE PLATE SIZE
SHEAR CONNECTOR SPACING
1" x 14"
FIELD SPLICE LOCATION
GIRDER LENGTH
TOP FLANGE TENSION
79’-6�"
{ PIER NO. 2TOP FLANGE TENSION
79’ -6�"
99’ -6�"
TOP FLANGE TENSION
TOP FLANGE TENSION
GIRDER LINE "2" ELEVATION
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
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�"
SEE DRAWING NO. XX-XXX-XXX
NOTE: FOR DETAILS OF GIRDER SPLICE
� � � � � � � � �
� 1� 2� 2� 2� 2� 1� �
� � � � � � � � �
� 1� 2� 2� 2� 2� 2� 1� �
3
{ PIER NO. 1
GIRDER LINE "1" ELEVATION
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
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
GIRDERS 1 & 2 DETAILS (2 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.
�" 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
TOP FLANGE PLATE SIZE
SHEAR CONNECTOR SPACING
GIRDER LENGTH
FIELD SPLICE LOCATION
BOTTOM FLANGE TENSION 55’-2�"
10’ -0"
1" x 14"
AND LENGTH
TOP FLANGE PLATE SIZE
SHEAR CONNECTOR SPACING
BOTTOM FLANGE TENSION 58’- 6"
1" x 14"
FIELD SPLICE LOCATION
GIRDER LENGTH
GIRDER LINE "2" ELEVATION
{ PIER NO. 2
GIRDER LINE "1" ELEVATION
�" x 14"
10’ -0"
1�" x 14"
�" x 14"
1’-0"
�" x 14"
62’ -6�"
1�" x 14"
�" X 14"
DEAD LOAD CORRECTION CURVE
DEAD LOAD CORRECTION CURVE
55’-3�"
64’ -8�"
45 EQ. SPA.= 36’ -4�"69 EQ. SPA.= 37’- 4�"
{ BEARING ABUT. NO. 2
{ 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�"
SEE DRAWING NO. XX-XXX-XXX
NOTE: FOR DETAILS OF GIRDER SPLICE
-�
-� -� -� -�
-�
-� -� -� -�
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
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
GIRDERS 1 & 2 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.
{ OF SHEAR CONNECTOR
{ OF SHEAR CONNECTOR
{ 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
TOP FLANGE PLATE SIZE
SHEAR CONNECTOR SPACING
GIRDER LENGTH
FIELD SPLICE LOCATION
10’ -0"
{ PIER NO. 1
AND LENGTH
TOP FLANGE PLATE SIZE
SHEAR CONNECTOR SPACING
BOTTOM FLANGE TENSION 61’-2�"
FIELD SPLICE LOCATION
GIRDER LENGTH
GIRDER LINE "4" ELEVATION
�" 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"
SHEAR CONNECTOR DETAIL
4" 4"
8"
PR
OJ.
DEAD LOAD CORRECTION CURVE
{ BEARING ABUT. NO. 1
{ BEARING ABUT. NO. 1
58’-5�"
70 EQ. SPA.= 39’-6�"
45 EQ. SPA.= 37’-5�" 70 EQ. SPA.= 38 5�"
ON TOP OF SPLICE PLATES.
NOTE: SHEAR CONNECTORS NOT REQUIRED
�"‰ 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
� � � � � �
� �
-� -� -�
-� -� -�
SEE DRAWING NO. XX-XXX-XXX
NOTE: FOR DETAILS OF GIRDER SPLICE
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"
BOTTOM FLANGE TENSION 62’-5"
17’-10�"
14’-6"
GIRDER LINE "3" ELEVATION
DEAD LOAD CORRECTION CURVE
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
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
GIRDERS 3 & 4 DETAILS (1 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.
{ OF SHEAR CONNECTOR
{ 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
{ 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
TOP FLANGE PLATE SIZE
SHEAR CONNECTOR SPACING
GIRDER LENGTH
FIELD SPLICE LOCATION
1�"- 14"
AND LENGTH
TOP FLANGE PLATE SIZE
SHEAR CONNECTOR SPACING
FIELD SPLICE LOCATION
GIRDER LENGTH
85’- 8"
{ PIER NO. 2TOP FLANGE TENSION
1�" x 14"
85’- 8"
TOP FLANGE TENSION
{ PIER NO. 1
TOP FLANGE TENSION
GIRDER LINE "4" ELEVATION
GIRDER LINE "3" ELEVATION
�" 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"
DEAD LOAD CORRECTION CURVE
67’- 6�"
140 EQ. SPA.= 108’- 8�"
20’- 7" 20’- 7"
DEAD LOAD CORRECTION CURVE
20’- 0"
0
0
0
� � � � � � � � � 0
� 1� 2 2� 2� 2� 2 1� �
0
0
0
� � � � � � � � � 0
� 1� 2� 2� 2� 1� � 1� 1�
BOTTOM FLANGE TENSION 65’-8"
BOTTOM FLANGE TENSION 75’-7�"
22’-3"
10’- 0" 10’- 0"
22’-3"
20’- 0"
20’ -7"
24’-0"24’ -0"
SEE DRAWING NO. XX-XXX-XXX
NOTE: FOR DETAILS OF GIRDER SPLICE
SHEET 3 OF 3
MATCH LINE SEE
{ SPLICE�" X 43" WEB
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
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
GIRDERS 3 & 4 DETAILS (2 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.
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
TOP FLANGE PLATE SIZE
SHEAR CONNECTOR SPACING
GIRDER LENGTH
FIELD SPLICE LOCATION
10’ -0"
AND LENGTH
TOP FLANGE PLATE SIZE
SHEAR CONNECTOR SPACING
BOTTOM FLANGE TENSION 61’-2�"
FIELD SPLICE LOCATION
GIRDER LENGTH
{ PIER NO. 2
GIRDER LINE "3" ELEVATION
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�"
DEAD LOAD CORRECTION CURVE
1�" x 14"
{ BEARING ABUT. NO. 2
45 EQ. SPA.= 38’- 6"
69 EQ. SPA.= 38’- 5�" 45 EQ. SPA.= 37’-5�"
{ BEARING ABUT. NO. 2
0
0
0
0 0 0 0 0 0 000 0
-� -� -� 0 � � � � �
0
0
0
0 0 0 0 0 0 0� � 0
-� -� -� � � � � � �
BOTTOM FLANGE TENSION 62’-5"
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
SEE DRAWING NO. XX-XXX-XXX
NOTE: FOR DETAILS OF GIRDER SPLICE
DEAD LOAD CORRECTION CURVE
GIRDER LINE "4" ELEVATION
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
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
GIRDERS 3 & 4 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.
{ OF SHEAR CONNECTOR
{ OF SHEAR CONNECTOR
{ 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
TOP FLANGE PLATE SIZE
SHEAR CONNECTOR SPACING
BOTTOM FLANGE TENSION 61’-1�"
FIELD SPLICE LOCATION
GIRDER LENGTH
GIRDER LINE "5" ELEVATION
�" 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"
SHEAR CONNECTOR DETAIL
4" 4"
8"
PR
OJ.
DEAD LOAD CORRECTION CURVE
ON TOP OF SPLICE PLATES.
NOTE: SHEAR CONNECTORS NOT REQUIRED
�"‰ A108 GRADES G10100 THRU G10200
72 EQ. SPA= 40’- 7�"46 EQ. SPA.= 39’-7"
{ BEARING ABUT. NO. 1
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"
SEE DRAWING NO. XX-XXX-XXX
NOTE: FOR DETAILS OF GIRDER SPLICE
SHEET 2 OF 3
MATCH LINE SEE
{ SPLICE�" X 43" WEB
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
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
GIRDER 5 DETAILS (1 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
{ OF SHEAR CONNECTOR
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
TOP FLANGE PLATE SIZE
SHEAR CONNECTOR SPACING
FIELD SPLICE LOCATION
GIRDER LENGTH
{ PIER NO. 1
TOP FLANGE TENSION
GIRDER LINE "5" ELEVATION
�" 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�""
DEAD LOAD CORRECTION CURVE
0 0
00 � � � � � � � � �
� 1� 1� 2� 2� 2� 1� 1� �
BOTTOM FLANGE TENSION 74’-3�"
10’ -0"
25’ -5"
21’ -2" 21’-2"
10’ -0"
25’-5"
18’-9"
SEE DRAWING NO. XX-XXX-XXX
NOTE: FOR DETAILS OF GIRDER SPLICE
SHEET 1 OF 3
MATCH LINE SEE
{ SPLICE�" X 43" WEB
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
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
GIRDER 5 DETAILS (2 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.
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
TOP FLANGE PLATE SIZE
SHEAR CONNECTOR SPACING
BOTTOM FLANGE TENSION 61’-1�"
FIELD SPLICE LOCATION
GIRDER LENGTH
GIRDER LINE "5" ELEVATION
�" 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"
DEAD LOAD CORRECTION CURVE
{ BEARING ABUT. NO. 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
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
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
{ OF SHEAR CONNECTOR
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
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
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
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
UTILITY RELOCATION (1 OF 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
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
ADJUSTABLE HANGER BRACE
HOT DIP GALVANIZED
ADJUSTABLE HANGER BRACE
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
PROJECT NO. YEAR SHEET NO.
REVISIONS
NO. DATE BY BRIEF DESCRIPTION
STATE OF TENNESSEE
DEPARTMENT OF TRANSPORTATION
SN
AP P
T P
DF
SN
AP
PT
PD
F
SN
AP
PT
PD
F
SN
AP
PT
PD
F
KEITH AVENUE (WEST) OVER EAST
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
STRANDING CLAMP, 3-BOLT
HOT DIP GALVANIZED
STRANDING CLAMP, 3-BOLT
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
STRANDING CLAMP, 3-BOLT
UTILITY RELOCATION (2 OF 2)
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
EL. 898.61 (TOP OF ABUT. BEAM)
EL. 903.61 (TOP OF ENDWALL)
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
44’ -0" ABUTMENT BEAM
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
ESTIMATED QUANTITIES
(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
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
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"
(N.S.) DENOTES NEAR SIDE
(F.S.) DENOTES FAR SIDE
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.)
A442 BARS S/W H640 BARS (N.S.)
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
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
ABUTMENT NO. 1 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
BA
CK
WA
LL
1’ -0"
8’ -9" 8’ -9" 8’ -9"
2�" CL.
HP12x53 PILES - 4 EQUAL SPA. @ 8’-9" = 35’-0"
44’ -0" ABUTMENT BEAM
1’-6" (TYP.)
{ BEARING
EL. 899.72
EL. 904.75 EL. 906.51
EL. 901.48
EL. 903.94
STA. 316+95.53
EL. 901.48 (TOP OF ABUT. BEAM)
EL. 906.51 (TOP OF ENDWALL)
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
EL. 899.72 (TOP OF ABUT. BEAM)
EL. 904.75 (TOP OF ENDWALL)
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
(N.S.) DENOTES NEAR SIDE
(F.S.) DENOTES FAR SIDE
44’ -0" ABUTMENT BEAM
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
ESTIMATED QUANTITIES
(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
PROJECT NO. YEAR SHEET NO.
REVISIONS
NO. DATE BY BRIEF DESCRIPTION
2013HPP/STP-62(34)
STATE OF TENNESSEE
DEPARTMENT OF TRANSPORTATION
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"
(N.S.) DENOTES NEAR SIDE
(F.S.) DENOTES FAR SIDE
2�" (TYP.)
@ 12"=8’-0"
BARS B570E 8 SPA.
RDWY. BRACKET
A640 BARS (F.S.) 15 SPACES @ 1’-0" C-C (TYP.) = 15’-0"
A442 BARS S/W H640 BARS (N.S.)
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"
A442 BARS S/W H640 BARS (N.S.)
@ 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
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
ABUTMENT NO. 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
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
ESTIMATED QUANTITIES
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
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
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
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
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
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
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
*2INCREMENTS OF 9�" (8 BARS)
DIMENSION A VARIES FROM 33’-6�" TO 39’- 1�" IN
*3
*4
INCREMENTS OF 1�" (88 BARS)
DIMENSION A VARIES FROM 44’-3�" TO 55’- 2�" IN
*5INCREMENTS OF 7�" (6 BARS)
DIMENSION A VARIES FROM 12’-4�" TO 15’- 5�" IN
*6
*7
*8
INCREMENTS OF 7�"(-) (11 BARS)
DIMENSION A VARIES FROM 16’-6�" TO 23’- 0�" IN
INCREMENTS OF 7�"(-) (11 BARS)
DIMENSION A VARIES FROM 31’-8�" TO 38’- 2�" IN
BARS EA
*9INCREMENTS OF 7�"(+) (11 BARS)
DIMENSION A VARIES FROM 39’-3�" TO 45’- 9�" IN
*10
INCREMENTS OF 7�" (+) (11 BARS)
DIMENSION A VARIES FROM 24’-1�" TO 30’- 7�" IN
INCREMENTS OF 7�"(-) (6 BARS)
DIMENSION A VARIES FROM 46’-10�" TO 49’- 11�" IN
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
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.