PLAN BRIDGE NO. 1 · 2018-01-22 · l. 5 9 7.2 7 sta. 236+55.89 a i-24 elevation plan i-24 westbound i-24 eastbound ... 2015 edition). of the tennessee department of ... period)

133'-6„" 105'-6†"

WA

LK

14'-

0"

SH

OU

LD

ER

2'-

0"

SH

OU

LD

ER

2'-

0"

OU

T-

TO-

OU

T

115'-

5"

TOTAL LENGTH OF BRIDGE = 239'-0ƒ"

30'-

2•

"

@ 15'-

0" = 45'-

0"

3

LA

NE

S

@ 15'-

0" = 45'-

0"

3

LA

NE

S

F.G. EL. 617.34

STA. 170+83.90

a BENT NO. 1

STRUCTURE

LIMITS OF

HICKORY HOLLOW PKWY

a & F.G.L.

a I-24

TO REMAIN

ABUT. 1

EXISTING

TO REMAIN

ABUT. 2

EXISTING

TO REMAIN

BENT 1

EXISTING

STA. 171+89.45

END OF BRIDGE

NO. STD-1-5 (TYP.)

ENDS. SEE STD. DWG.

PAVEMENT AT BRIDGE

MEDIAN BARRIER

EXISTING CONCRETE

PROPOSED GROUND LINE

APROX. EXISTING AND

THE BRIDGE

RELOCATED OFF

BE REMOVED AND

EXISTING SIGN TO

THE BRIDGE

RELOCATED OFF

BE REMOVED AND

EXISTING SIGN TO

MEDIAN BARRIER

EXISTING CONCRETE

ROCK LINE

APPROX. EXISTING

PT 22+26.05

PC 42+00.00

PC 121+00.00

PT 107+80.55

b RAMP "AA"

b RAMP "BB" b RAMP "EE"

b RAMP "FF"

CONCRETE BARRIER

PULL BOX IN

INSTALL ELECTRICAL

(TYP.)

(TYP.)

(CONCRETE BARRIER)

PULL-BOX

(TYP.)

UNDER BRIDGE LIGHTING

AND REPLACED (TYP.)

TO BE REMOVED

AT BRIDGE ENDS

EXISTING PAVEMENT

SCOPE OF WORK

EL. 614.3

6

F.G.

EL. 616.9

5

(HICKORY HOLLOW PKWY)

F.G.

EL. 620.3

4

ST

A. 235

+00.0

0

EL. 587.7

3

ST

A. 235

+50.0

0

EL. 589.5

3

ST

A. 236

+00.0

0

EL. 591.29

ST

A. 236

+50.0

0

EL. 592.8

1

ST

A. 237

+00.0

0

EL. 594.3

5

ST

A. 236

+00.0

0

EL. 591.26

ST

A. 236

+50.0

0

EL. 592.6

8

ST

A. 237

+00.0

0

EL. 594.10

ST

A. 237

+50.0

0

EL. 595.6

1

ST

A. 238

+00.0

0

EL. 597.2

7

STA. 236+55.89

a I-24

ELEVATION

PLAN

I-24 WESTBOUND I-24 EASTBOUND

ABUTMENT NO. 2ABUTMENT NO. 1

BENT NO. 1

DENOTES:

-2.00%-2.00%

(FOR BRIDGE CONSTRUCTION ONLY)

(GRAPHIC) (GRAPHIC)

ELEVATIONS BASED ON SHOULDER HIGH POINT.NOTE:

600

610

620

630

640

650

590

580

570

560

1'-

6"

1'-

6"

WA

LL

BA

RRIE

R

WA

LL

BA

RRIE

R

STA. 169+50.39

BEG. OF BRIDGE

- 1'-0" SHOULDER

- 1'-6"

- 7'-0"

LAYOUT OF BRIDGE

DESIGN SPEED = 30 MPH

98'-10" ROADWAY WITH STD-1-1SS PARAPET

2042 ADT = 55,900

12'-0"12'-0"

48'-0"

48'-0"

12'-0"

BARRIER

MEDIAN

CONC.

2'-4" SHLDR.

RAMP

EXIT

ROADWAY

MEDIAN

11'-0"

MEDIAN

11'-0"ROADWAY

SHLDR.

MEDIAN BARRIER

2'-4" CONCRETE

172+00171+00170+00169+00

DENOTES: GUARDRAIL ATTACHMENT

F.G. EL. 614.66

STA. 171+89.45

END OF BRIDGE

F.G. EL. 620.01

STA. 169+50.39

BEG. OF BRIDGE

F

E

DENOTES: FIXED SUPPORT

DENOTES: EXPANSION SUPPORT

EF

F

(SCALE: 1" = 20'-0")

SEE STD. DWG'S. STD-1-6, STD-1-7 AND STD-1-8

END OF BRIDGE DRAIN REQUIRED (2's8'-7") DENOTES:

INTERCONNECTED PORTABLE BARRIER RAIL = 576 L.F.

(TYP.)

TRI-STAR EMBLEM

TENNESSEE

M. METZ 01/2018

01/2018

01/2018

01/2018

F.G.

EL. 622.3

4

0.68%

DENOTES: AREA OF ASHLAR STONE FORMLINER FINISH

SPAN NO. 1 SPAN NO. 2

STA. 170+83.90

a HICKORY HOLLOW PKWY

N

(SCALE: 1" = 20'-0")

DENOTES: UP-TYPE LIGHT FIXTURE UNDER BRIDGE

FINISHED GRADEB. GARRISON

K. McALISTER

K. McALISTER

GRADE SKETCHES

VERTICAL CLEARANCE

EXISTING AND PROPOSED POINT OF MIN. DENOTES:

OF NEW WIDENED BRIDGE

PROPOSED VERT. CLEARANCE = 16'-7„"

EXISTING VERT. CLEARANCE = 16'-6"

MIN. REQUIRED VERT. CLEARANCE = 16'-6"

PVI S

TA. 17

2+33.4

0

PV

C

ST

A. 17

1+03.4

0

PV

T

ST

A. 16

9+33.4

0

PVI S

TA. 16

8+33.4

0

260.00' V.C.

200.00' V.C.

DENOTES: PULL-BOX (CONCRETE BARRIER)

r

TENNESSEE TRI-STAR EMBLEM TO ENDPOSTS.

AESTHETIC FINISHES WILL INCLUDE ASHLAR STONE FORMLINER FINISH, AND 12.

ADD WALL PACK LIGHTING UNDER BRIDGE.11.

REMOVE AND REPLACE PAVEMENT AT BRIDGE ENDS.10.

APPLY TEXTURE FINISH TO CONCRETE SURFACES.9.

CLEAN AND PAINT EXISTING GIRDERS.8.

CLEAN AND PAINT ALL EXISTING BEARINGS.7.

REMOVE AND REPLACE EXISTING STRIP SEAL EXPANSION JOINT AT ABUTMENT NO. 1.6.

REPAIR TWO RISER BLOCKS AT ABUTMENT 1.5.

REPAIR SUBSTRUCTURE SPALLS AND CRACKS.4.

INSTALL 4•" CONCRETE OVERLAY, BARRIERS AND LIGHTING.

DECK 1" AND COMPLETE PARTIAL AND/OR FULL DEPTH DECK REPAIR AS REQUIRED.

REMOVE EXISTING MEDIAN BARRIER AND ASPHALT OVERLAY. SCARIFY EXISTING 3.

SIDES (DECK, PARAPETS, GIRDERS, BENT, DRILLED SHAFTS, FOOTINGS, P.A.B.E.).

REMOVE EXISTING CANTILEVERS, CONSTRUCT NEW WIDENED PORTION BOTH2.

CONSTRUCTION PERIOD).

SIDES (MAINTAIN ONE LANE OF TRAFFIC IN EACH DIRECTION THROUGHOUT

ESTABLISH TRAFFIC CONTROL, INSTALL PORTABLE BARRIER RAIL BOTH1.

PRIOR TO FINAL DESIGN PLANS DEVELOPMENT.

NOTE: TDOT TO SUPPLY OTHER REPAIR SCOPE ITEMS IF NEEDED

U-85-86

PROJECT NO. YEAR SHEET NO.

REVISIONS

NO. DATE BY BRIEF DESCRIPTION

STATE OF TENNESSEE

DEPARTMENT OF TRANSPORTATION

DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

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2018

BRIDGE NO. 1

PIN NO. 123055.00

CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240085

(LOG MILE 21.54)

STATION 170+83.90

OVER INTERSTATE 24

HICKORY HOLLOW PARKWAY

01/2018

01/2018

01/2018

01/2018

3-26-14

4-08-05

4-08-05

3-02-02

10-07-08

4-08-05

DRAWING LAST REV. DATEDWG. NO.

STD-4-1

STD-4-2

FOR CONCRETE SLABS

STD-9-1

STD-10-1MISCELLANEOUS ABUTMENT AND

DRAINAGE DETAILS

REINFORCING BAR SUPPORT DETAILS

STD-4-3

STD-4-4

DWG. NO. LAST REV. DATEDRAWING

STD-1-5REINFORCED CONCRETE PAVEMENT

AT BRIDGE ENDS

STD-1-6

STD-1-7

AT BRIDGE ENDS

AT BRIDGE ENDS

WITH PAVEMENT AT BRIDGE ENDS

5-01-95

STANDARD PRECAST PRESTRESSED BRIDGE




DECK PANELS DESIGN CRITERIA

DECK PANELS CONSTRUCTION DETAILS

DECK PANELS GENERAL DETAILS

DECK PANELS GENERAL DETAILS

6-10-96

4-28-97

STD-1-1SS 5-01-14BRIDGE RAILING SINGLE SLOPE

CONCRETE PARAPET

8-24-11

STD-1-8BRIDGE END DRAIN 2's8'-7"

BRIDGE END DRAIN DETAILS 2's8'-7"

AND 4's8'-7" WITH PAVEMENT

BRIDGE END DRAIN DETAILS 2's8'-7"

AND 4's8'-7" WITH PAVEMENT

SBR-2-115 6-15-16

SBR-2-116 1-04-96

SBR-2-117 5-30-96

TYPES "A" THRU "J" - 1991

JOINT REPLACEMENT CONSTRUCTION DETAILS

GENERAL DETAILS FOR STRIPSEAL EXPANSION

"A" THRU "J" - 1991

JOINT REPLACEMENT CONSTRUCTION TYPES

GENERAL NOTES AND DETAILS FOR EXPANSION

"B" - 1991

CONSTRUCTION DETAILS TYPE "A" AND TYPE

STRIPSEAL EXPANSION JOINTS - REPLACEMENT

STD-3-1

STD-3-2

11-01-10

11-01-10

STRIPSEAL EXPANSION JOINT

STRIPSEAL EXPANSION JOINT

LAST REV. DATE DRAWING

1-01-15

LIST OF DRAWINGS LIST OF STANDARD DRAWINGS

LIST OF SPECIAL PROVISIONS

602

NO.

STEEL STRUCTURES

1-01-15604CR REPAIR OF BRIDGE DECK CRACKS

5-18-17 DRILLED SHAFT SPECIFICATIONS625

REFERENCE DRAWINGS

DRAWING

EXISTING REPAIR PLANS (2006)

DWG. NO.

EXISTING BRIDGE PLANS (1976)M-57-132 THRU M-57-140

BR-70-30 THRU BR-70-36

STD-1-3SS 11-01-10STANDARD SINGLE SLOPE CONCRETE

MEDIAN BARRIER

LIST OF DRAWINGS

*

* DENOTES: THESE DRAWINGS TO BE PRINTED WITH PLANS.

B. GARRISON

B. GARRISON

K. McALISTER

K. McALISTER

BILL OF STEEL

BILL OF STEEL

FINAL FOUNDATION DATA

ARCHITECTURAL ENHANCEMENT DETAILS

THREE STAR STATE EMBLEM DETAILS

MISCELLANEOUS REPAIR DETAILS

BENT NO. 1 DETAILS

BENT NO. 1

ABUTMENT NO. 2 DETAILS

ABUTMNET NO. 2




ABUTMENT NO. 1

BEARING DEVICE DETAILS

SUPERSTRUCTURE DETAILS






SUPERSTRUCTURE

PHASE CONSTRUCTION DETAILS

PHASE CONSTRUCTION DETAILS

FOUNDATION DATA

ESTIMATED QUANTITIES

GENERAL NOTES

LIST OF DRAWINGS

LAYOUT OF BRIDGE

U-85-87

U-85-114

U-85-113

U-85-112

U-85-111

U-85-110

U-85-109

U-85-108

U-85-107

U-85-106

U-85-105

U-85-104

U-85-103

U-85-102

U-85-101

U-85-100

U-85-99

U-85-98

U-85-97

U-85-96

U-85-95

U-85-94

U-85-93

U-85-92

U-85-91

U-85-90

U-85-89

U-85-88

U-85-87

U-85-86


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

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2018

BRIDGE NO. 1

PIN NO. 123055.00

CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240085

(LOG MILE 21.54)

STATION 170+83.90

OVER INTERSTATE 24


a BRIDGE

SYMMETRICAL ABOUT

(TYP.)

WHITE FED. SPEC. NO. 37886

APPLIED TEXTURE FINISH

(TYP.)

FED. SPEC. NO. 36440

MOUNTAIN GREY


GENERAL NOTES

01/2018

01/2018

01/2018

01/2018

(JANUARY 1, 2015 EDITION).

OF THE TENNESSEE DEPARTMENT OF TRANSPORTATON

SPECIFICATIONS: STANDARD ROAD AND BRIDGE SPECIFICATIONS

PERIOD). DEAD LOAD INCLUDES 35 PSF

AS = 0.083G, SDS = 0.201G, SD1 = 0.076G (1000 YEAR RETURN

LOADING: HL-93 LIVE LOADING; SEISMIC CATEGORY A WITH

BRIDGE DESIGN, EDITION 2 (WITH INTERIMS).

THE 2011 AASHTO GUIDE SPECIFICATIONS FOR LRFD SEISMIC

DESIGN SPECIFICATIONS: AASHTO LRFD SEVENTH EDITION, 2014, AND

OTHERWISE.

CONCRETE: TO BE CLASS "A" F'C = 3000 PSI EXCEPT AS NOTED

WITH SECTION 604 OF THE STANDARD SPECIFICATIONS.

CLASS "DS" CONCRETE FOR BRIDGE DECKS SHALL BE IN ACCORDANCE

SPECIFICATIONS.

METHOD 1 IN ARTICLE 604.22 OF THE STANDARD

BRIDGE DECK SURFACE FINISH: TO BE IN ACCORDANCE WITH

GENERAL NOTES

ABOVE 15 FEET.

FALL PROTECTION FOR WORKERS INSTALLING DECKING

NOTE: THE CONTRACTOR SHALL PROVIDE 100% CONVENTIONAL

ACCOMMODATED AT THE REAR FACE.

KEPT CONSTANT, WITH VARIATION DUE TO CROSS SLOPE

SLAB. THE DIMENSIONS AT THE TRAFFIC FACE SHALL BE

FORMED AND CAST PLUMB, NOT PERPENDICULAR TO THE

STANDARD DRAWING STD-1-1SS. THE RAILING SHALL BE

BRIDGE RAIL SYSTEM: BUILD BRIDGE RAILINGS ACCORDING TO

SHALL BE APPROVED BY TDOT MATERIAL AND TESTS.

SHALL BE DRIVEN TO ITS SEAT. ALL GROUTING MATERIAL

THE BAR, CLEANED, PACKED WITH EPOXY GROUT AND THE BAR

HOLES SHALL BE DRILLED ‚" IN DIAMETER LARGER THAN

ROTATED (NO DRIVEN) TO ITS SEAT. VERTICALLY DRILLED

CLEANED, PACKED WITH NON-SHRINK GROUT, AND THE BAR

SHALL BE DRILLED •" IN DIAMETER LARGER THAN THE BAR,

GROUTED BARS IN DRILLED HOLES: HORIZONTALLY DRILLED HOLES

COMPENSATION ALLOWED THE CONTRACTOR AS A RESULT.

INSTALLATION OF UTILITIES WITH NO ADDITIONAL

THE CONTRACTOR SHALL COOPERATE WITH OTHERS IN THE

AND SHALL NOT BE PAID FOR AS PART OF THIS CONTRACT.

INSTALLATION OF UTILITIES SHALL BE BORNE BY OTHERS

OF MATERIALS AND LABOR NECESSARY FOR THE COMPLETE

SPECIAL NOTE FOR UTLITIES: IT IS INTENDED THAT THE COST

SPECIFICATIONS.

SHOP DRAWINGS: SEE SECTION 105.02 OF THE STANDARD

AT EACH SUBSTRUCTURE.

INCLUDED IN THE UNIT PRICE OF THE EXPANSION DEVICE

OF THE SEALER, COMPLETE AND IN PLACE, SHALL BE

OF EXISTING CONCRETE SURFACES TO BE SEALED. THE COST

THE SEALER SHALL BE CLEAR OR SIMILAR TO THE COLOR

MAINTAINED BY THE DIVISION OF MATERIALS AND TESTS.

PRODUCTS LIST FOR NON-PENETRATING CONCRETE SEALS

CONCRETE SEALERS ARE INCLUDED IN THE QUALIFIED

RECOMMENDED BY THE SEALANT MANUFACTURER. ACCEPTABLE

SEAL, AND THE THICKNESS OF THE SEAL SHALL BE AS

BE CLEAN AND DRY BEFORE APPLYING THE CONCRETE

DEEMED NECESSARY BY THE ENGINEER. CONCRETE SHALL

PLUS CURTAIN WALLS OR ANY OTHER FACES THAT ARE

BACKWALL, THE FRONT AND TOP OF THE ABUTMENT BEAM

APPLIED TO THE FRONT VERTICAL FACE OF THE ABUTMENT

APPLYING TEXTURE COATING. CONCRETE SEALER SHALL BE

LOCATIONS BEFORE PLACING OF BEARING DEVICES AND

SUBSTRUCTURES COINCIDING WITH EXPANSION JOINT

CONCRETE SEALER: CONCRETE SEALER SHALL BE APPLIED TO

IN THE UNIT PRICE BID FOR OTHER ITEMS.

COATING SHALL BE AT HIS EXPENSE. COST TO BE INCLUDED

DURATION OF THE CONTRACT. ANY CORRECTIVE TEXTURED

TO PROTECT THE SUBSTRUCTURES FROM STAINING FOR THE

AND TEARS. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY

REUSED, SHALL BE IN GOOD CONDITION AND FREE FROM HOLES

WRAPPING WITH REINFORCED POLYETHYLENE, WHICH, IF BEING

TOP AND SIDES SHALL BE PROTECTED FROM STAINING BY

AFTER A SUBSTRUCTURE HAS RECEIVED ITS FINAL FINISH, THE

SHOULD BE DELAYED UNTIL AFTER THE DECK IS COMPLETED.

APPLYING THE FINISH. TEXTURE COATING OF THE SUBSTRUCTURE

UNLESS THEY CAN BE THOROUGHLY REMOVED PRIOR TO

WHICH ARE INCOMPATIBLE WITH THE TEXTURED COAT FINISH

FINISH. NO SEALANT TYPE MATERIALS SHALL BE APPLIED

APPROVED METHODS, PRIOR TO APPLYING A TEXTURED COATED

CONCRETE OF RUST STAINING BY SANDBLASTING OR OTHER

THE CONTRACTOR MAY ELECT TO THOROUGHLY CLEAN THE

LAMINATED POLYETHYLENE. IN LIEU OF THIS PROTECTION,

TRANSLUCENT, REINFORCED, HIGH DENSITY, TWO-PLY, CROSS

BE PROTECTED FROM STAINING BY WRAPPING WITH

TOPS AND SIDES OF THE COMPLETED SUBSTRUCTURES SHALL

ABUTMENTS. PRIOR TO THE ERECTION OF ANY STEEL, THE

PRECAUTIONS TO PREVENT STAINING OF PIERS AND

WEATHERING STEEL, THE CONTRACTOR MUST TAKE SPECIAL

PROTECTION OF SUBSTRUCTURES: SINCE THIS BRIDGE UTILIZES

BE REMOVED.

BOLTING, ANY LOOSE RUST ON THE FAYING SURFACES SHALL

COMMERCIAL BLAST CLEANING" SSPC-SP 6. PRIOR TO

COUNCIL SURFACE PREPARATION SPECIFICATIONS "NO. 6

IN ACCORDANCE WITH THE STEEL STRUCTURES PAINTING

FIELD SPLICES OF ALL GIRDERS SHALL BE BLAST CLEANED

BLAST CLEANING: ALL GIRDERS AND ALL FAYING SURFACES OF

SSPC-SP 7.

CLEANING" SSPC-SP 3 OR "NO. 7 BRUSH-OFF BLAST CLEANING"

"NO. 2 HAND CLEANING" SSPC-SP 2, "NO. 3 POWER TOOL

SPECIFICATIONS; "NO. 1 SOLVENT CLEANING" SSPC-SP 1,

STEEL STRUCTURES PAINTING COUNCIL SURFACE PREPARATION

CLEANED UNDER THE PROVISIONS OF ONE OF THE FOLLOWING

FORE-GOING SOILAGE, THE STRUCTURAL STEEL SHALL BE

LOCATION, WITH RESPECT TO VIEW, AND SEVERITY OF THE

CONCRETE SPATTER AND SIMILAR SOILAGE. DEPENDING ON THE

STEEL SHALL BE FREE OF GREASE, OIL, CHALK MARKS, PAINT

FINAL APPEARANCE: PRIOR TO FINAL ACCEPTANCE, ALL STRUCTURAL

WITH COPPER.

THAN TWO TIMES THAT OF CARBON STRUCTURAL STEEL

ATMOSPHERIC CORROSION RESISTANCE EQUAL TO OR BETTER

WEATHERING STEEL: ALL WEATHERING STEEL SHALL HAVE

EXPANSION JOINTS ONLY.

CONFORMING TO FEDERAL STANDARD 595C, 30059. AT

PAINT: INORGANIC ZINC WITH URETHANE FINISH - BROWN TOP COAT

COLOR NO. 30059.

TOP COAT SHALL BE BROWN, FEDERAL STANDARD COLOR 595C,

GIRDER ON EITHER SIDE OF THE JOINT. THE COLOR OF THE

A MINIMUM DISTANCE OF 1• TIMES THE DEPTH (1.5D) OF THE

GIRDERS BELOW EXPANSION JOINTS SHALL BE PAINTED FOR

PAINTING GIRDERS BELOW EXPANSION JOINTS: WEATHERING STEEL

SPECIFICATIONS

FALSEWORK OVER TRAFFIC: SEE SECTION 604.06 OF THE STANDARD

ALL TIMES.

TWO 16 FOOT TRAFFIC LANES SHALL BE MAINTAINED AT

REQUIREMENTS AND RESTRICTIONS FOR PHASE CONSTRUCTION:

IS THE 60 POUND CLASS.

CONCRETE REMOVAL. THE MAXIMUM ALLOWABLE HAMMER SIZE

A HOE RAM) OR OTHER SIMILAR HEAVY EQUIPMENT FOR

USE A HYDRAULIC RAM MOUNTED BACKHOE (COMMONLY CALLED

WITH THE NEW REINFORCING. THE CONTRACTOR SHALL NOT

REINFORCING STEEL SHALL REMAIN IN PLACE AND BE SPLICED

SLAB BEFORE REMOVING CONCRETE. ALL TRANSVERSE

NOTE: THE CONTRACTOR SHALL SAW CUT 1 INCH DEEP INTO THE

REMOVED AND BACKFILLING HAS BEEN COMPLETED.

THE SUPERSTRUCTURE IS IN PLACE, FALSEWORK HAS BEEN

NOTE: THE CONTRACTOR SHALL SUPPORT THE ABUTMENTS UNTIL

BEFORE FABRICATING GIRDERS.

EXISTING SUBSTRUCTURES AND VERIFY SPAN LENGTHS

NOTE: THE CONTRACTOR SHALL CHECK THE LOCATION OF ALL

APPLIED TEXTURE FINISH AND PAINT DETAIL

APPLIED TEXTURE FINISH NOTES BLAST CLEANING AND PAINTING NOTES

GIRDERS)

(TYP. ALL EXISTING

BROWN (30059)

BOTH WORKER PROTECTION AND HAZARDOUS MATERIALS DISPOSAL.

MANDATORY SAFEGUARDS PRESCRIBED BY STATE AND FEDERAL LAW FOR

CONTRACTOR IS REQUIRED TO PROCEED ACCORDINGLY TO TAKE ALL

PAINTED WITH MATERIALS CONTAINING LEAD AND/OR CHROMATES AND THE

NOTE: OUR MAINTENANCE RECORDS INDICATE THE BRIDGE WAS ORIGINALLY

STANDARD SPECIFICATIONS.

STANDARD NO. 595C, 30059 BROWN. SEE SECTIONS 603 AND 910 OF THE

INORGANIC ZINC. COLOR OF THE FINISH COAT SHALL COMPLY WITH FEDERAL

ACCORDANCE WITH SECTION 603.05(B). PAINT SHALL BE SYSTEM "A" -

SHALL BE BLAST CLEANED AND PAINTED. BLAST CLEANING SHALL BE IN

CLEANING AND PAINTING: ALL EXISTING STRUCTURAL STEEL AND BEARING STEEL

FOR THE TYPE OF FACILITY CROSSED.

VERTICAL CLEARANCES BE LESS THAN THE MINIMUM ACCEPTABLE

HORIZONTAL CLEARANCES MAY NOT BE REDUCED, NOR MAY THE

OF THE CONTRACT PLANS STRUCTURE. ADDITIONALLY, THE

OR EXCEED BOTH THE SERVICE LEVEL AND ULTIMATE CAPACITIES

OR STRUCTURAL EQUIVALENCY OF THE BRIDGE AND MUST MEET

BRIDGE DESIGN PROPOSALS MAY NOT DIMINISH THE FUNCTIONAL

VALUE ENGINEERING ALTERNATE BRIDGE DESIGN CRITERIA: ALTERNATE

OF THE STANDARD SPECIFICATIONS.

STANDARD DRAWINGS STD-4-1 THRU 4 AND ARTICLE 604.05

SPECIFICATIONS TO PREVENT GIRDER ROTATION. SEE

SHALL BE PROVIDED ELSEWHERE IN ACCORDANCE WITH THE

ARE TO BE POURED CONCURRENTLY WITH THE DECK AND

DIAPHRAGMS, SUPPORT DIAPHRAGMS OR ABUTMENT BACKWALLS

ENDS OF PRECAST CONCRETE GIRDERS WHERE END

TEMPORARY ERECTION DIAPHRAGMS MUST BE USED AT THE

MAIN STRUCTURAL MEMBERS OR REINFORCING STEEL.

SHALL BE ATTACHED BY MEANS OTHER THAN WELDING TO

PRESTRESSED CONCRETE PANELS. IN EITHER CASE, FORMS

BE EITHER REMAIN-IN-PLACE STEEL OR PRECAST,

FORMS OR PERMANENT FORMS. PERMANENT FORMS MAY

DECKS SHALL BE CONSTRUCTED USING EITHER REMOVABLE

BRIDGE DECK FORMS: BRIDGE DECK FORMS FOR CONCRETE

SECTION 604 AND 907 OF THE STANDARD SPECIFICATIONS.

NOTED OTHERWISE (EPOXY COAT ALL SLAB STEEL). SEE

REINFORCING STEEL: SHALL BE ASTM A615 GRADE 60 UNLESS

SPECIFICATIONS, CURRENT EDITION.

ACCORDANCE WITH THE AASHTO LRFD BRIDGE CONSTRUCTION

OF-NUT TIGHTENING OR CALIBRATED WRENCH TIGHTENING IN

(DTI'S), ALL BOLTS SHALL BE INSTALLED BY EITHER TURN-

STEEL USED. IN LIEU OF USING DIRECT TENSION INDICATORS

SAME WEATHERING CHARACTERISTICS AS THE STRUCTURAL

TYPE 3. ALL BOLTS, NUTS, AND WASHERS SHALL HAVE THE

WEATHERING BOLTS: ALL BOLTS SHALL BE ASTM F3125 GRADE A325,

(TYP.)



(TYP.)


MOUNTAIN GREY


FOR APPROVAL.

MEETING THESE REQUIREMENTS SHALL BE SUBMITTED TO THE ENGINEER

STONE SIZES; 7" - 28" WIDTH, 3" - 12" HEIGHT. ALTERNATE PATTERNS

PATTERN 17000 OR SIMILAR. 0.75" GROUT WIDTH, 1.0" MAX. DEPTH,

NOTE: FORM-LINER SHALL BE FITZGERALD FORM-LINER, FLORIDA ASHLAR,

TEXTURE FINISH, MOUNTAIN GREY, FED. SPEC. NO. 36440.

EXTERIOR TOP PORTIONS OF THE BENT CAPS SHALL RECEIVE AN APPLIED

EXTERIOR PORTIONS OF THE ENDWALLS, BENT CAPS, BENT COLUMNS, AND

FINISH SKETCH, ALL EXPOSED SURFACES OF WINGWALLS, ABUTMENT BEAMS

NOTE: IN ADDITION TO THE SURFACES SHOWN IN THE APPLIED TEXTURE

OR 604-04.02.

FINISH SHALL BE MEASURED AND PAID FOR UNDER ITEM NO. 604-04.01

HAULING OPERATIONS AT THE BRIDGE SITE. THE APPLIED TEXTURE

FINISH SHALL BE APPLIED PRIOR TO COMPLETION OF PAVING AND

FINISH SHALL BE USED IN LIEU OF A CLASS k FINISH. NO TEXTURE

SPECIFICATION. A CLASS I FINISH FOLLOWED BY AN APPLIED TEXTURE

ACCORDANCE WITH SECTION 604.21 OF THE TENNESSEE STANDARD

FINISHING CONCRETE SURFACES: CONCRETE FINISHING SHALL BE IN

K. McALISTER

K. McALISTER

B. GARRISON

B. GARRISON

FINAL FOOTING ELEVATIONS HAVE BEEN DETERMINED.

REINFORCING STEEL FOR ABUTMENTS SHALL BE ORDERED UNTIL

ROCK IS CONSISTENT ON BOTH SIDES OF THE ABUTMENT. NO

THAT ALL WEATHERED ROCK MATERIAL IS REMOVED AND THE

FINAL FOOTING ELEVATIONS. THE ENGINEER SHALL CONFIRM

FROM RESULTS OBTAINED, THE ENGINEER SHALL DETERMINE

SHALL BE DRILLED AT POINTS DESIGNATED BY THE ENGINEER.

ROCK FOR FOOTING HAS BEEN COMPLETED, HOLES 6' DEEP

SPECIAL NOTE - ABUTMENT FOOTINGS: AFTER EXCAVATION TO

U-85-88

AND DIMENSIONS SHOWN ON DRAWING U-85-100.

BEARING DEVICES SHALL BE IN ACCORDANCE WITH THE DETAILS

ON DRAWING NO. U-85-93.

602 OF THE STANDARD SPECIFICATIONS AND NOTES SECTION

RADIOGRAPHIC, ULTRASONIC, AND MAGNETIC INSPECTION: SEE

SECTION 602 AND NOTES ON DRAWING NO. U-85-93.

STEEL STRUCTURES: SEE TENNESSEE STANDARD SPECIFICATIONS

AND NOTES ON DRAWING NO. U-85-93.

WELDING: SEE SECTION 602 OF THE STANDARD SPECIFICATIONS

PAINTING PHASING.

NOTE: SEE ROADWAY SHEETS NO. 46-49J FOR TRAFFIC CONTROL PLANS AND


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

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$$

$$

$$

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$$

$$

$$date

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$$tim

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2018

BRIDGE NO. 1

PIN NO. 123055.00

CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240085

(LOG MILE 21.54)

STATION 170+83.90

OVER INTERSTATE 24



01/2018

01/2018

01/2018

01/2018

620-05.01

BRIDGE DECK GROOVING (MECHANICAL)

ITEM NO. DESCRIPTION UNIT TOTAL SUPERSTRUCTURE ABUTMENT 1 ABUTMENT 2

EPOXY COATED REINFORCING STEEL

CLASS 'A' CONCRETE (BRIDGES)

L.F.

1

STEEL BAR REINFORCEMENT (BRIDGES)

V.F.

202-04.01 L.S.

C.Y.204-04.01 ROCK EXCAVATION (BRIDGES)

204-05 ROCK DRILLING (BRIDGES) L.F.

TONGRANULAR BACKFILL (BRIDGES)303-01.02

APPLIED TEXTURE FINISH (NEW STRUCTURES)

6" PERFORATED PIPE WITH VERTICAL DRAIN SYSTEM

6" PIPE UNDERDRAIN

604-03.04 PAVEMENT AT BRIDGE ENDS S.Y.

5

6

3

1

2

4


BENT 1

204-02.01 C.Y.DRY EXCAVATION (BRIDGES)

L.F.204-05.01 CORE DRILLING AND SAMPLING

602-04.01 STEEL STRUCTURES (BRIDGE NO. 1) L.S.

603-02.01 L.S.REPAINTING EXISTING STEEL STRUCTURES (BRIDGE NO. 1)

L.S.603-05.20 CONTAINMENT AND DISPOSAL OF WASTE (BRIDGE NO. 1)

604-03.32 CLASS 'DS' CONCRETE (BRIDGE DECK)

APPLIED TEXTURE FINISH (EXISTING STRUCTURES)604-04.02

604-10.50 BRIDGE DECK REPAIRS (PARTIAL DEPTH OF SLAB)

EXPANSION DEVICE (STRIP SEAL)604-11.01 L.F.

L.F.

GAL.

617-02 BRIDGE DECK CRACK SEALING

617-05 SEALANT (HMWM)

CONCRETE PARAPET (STD-1-1SS)

V.F.

C.Y.

LB.

625-02.01 DRILLED SHAFT - SOIL (4'-0" DIA.)

625-02.13 DRILLED SHAFT - ROCK (4'-0" DIA.)

625-02.40 DRILLED SHAFT CONCRETE

625-02.44 DRILLED SHAFT REINFORCING STEEL

REMOVAL OF STRUCTURES (PARTIAL BRIDGE NO. 1)

604-04.03 BRIDGE END DRAINS (2'X8') EACH

604-10.30 BRIDGE DECK REPAIRS (FULL DEPTH OF SLAB)

604-10.51 SCARIFYING

908-21.01 EACH

908-21.02 EACH

908-21.03 EACH

BEARINGS (EXPANSION, ABUTMENT NO. 1)

BEARINGS (FIXED, BENT NO. 1)

BEARINGS (FIXED, ABUTMENT NO. 2)

604-10.05 S.F.CONCRETE*

* DENOTES ITEM CAN BE INCREASED, DECREASED OR ELIMINATED AS DIRECTED BY THE ENGINEER

2

5

6

7

8

9

11

18

18

17

16

12

19

*

*

FOOTNOTES

15

2

3

4

20

604-02.03

604-03.01

604-03.02

604-05.31

604-04.01

L.B.

C.Y.

L.B.

C.Y.

S.Y.

S.Y.

S.Y.

S.Y.

S.Y.

S.Y.

L.F.

L.F.

710-09.01

710-09.02

7

8

9

10

11

1413

14

15

16

17

18

19

20

21

FOOTNOTES CONT.

714-01.01 STRUCTURAL LIGHTING (BRIDGE NO. 1)23

711-02.0521 REINFORCED CONCRETE MEDIAN BARRIER (STD-1-3SS) (51") L.F.

23

12

13

EACH604-04.41 THREE STAR STATE EMBLEM10

24

1

35

48 48

17

1

1

1

42 63

76

93 23

2 2

4 4

5 5

10 10

6 6

6 6

6 6

1

94 54 40

95

19 19

36 36

3 3

4 4

600 300 300

592 592

2,945 2,945

1,461 1,461

134 134

644 644

557 557

195 100

574 574

6102

B. GARRISON

B. GARRISON

K. McALISTER

K. McALISTER

68 68

150 150

REPAIR OF SPALLS AND RISERS AT ABUTMENT NO. 1.

NOTE: INCLUDES ALL LABOR AND MATERIALS TO PLACE HIGH EARLY STRENGTH CONCRETE FOR

PARAPET WITH EXACT LOCATIONS DESIGNATED ON SHEET U-85-110.

AND PAINTING OF THIS ITEM. LOCATION TO BE ON THE OUTSIDE FACE AT EACH END OF THE

NOTE: COST INCLUDES ALL INCIDENTALS, LABOR AND MATERIALS FOR THE COMPLETE INSTALLATION

SHALL SUBMIT A PROPOSED BILL OF STEEL TO THE ENGINEER FOR APPROVAL.

NOTE: PRIOR TO THE CONSTRUCTION OF THE PAVEMENT AT BRIDGE ENDS, THE CONTRACTOR

NO. 604-03.01.

SHALL BE INCLUDED IN THE UNIT PRICE BID FOR CLASS "A" CONCRETE (BRIDGES), ITEM

AND LABOR NECESSARY FOR THE INSTALLATION OF 48 ANCHOR BOLT ASSEMBLIES

NOTE: THE COST OF FORMLINER AND INSTALLATION AS WELL AS THE COST OF ALL MATERIAL

PAINTING NOTES ON DWG. NO. U-85-88.

OF EXISTING STRUCTURAL STEEL INCLUDING BEARING STEEL. SEE BLAST CLEANING AND

NOTE: LUMP SUM: INCLUDES ALL LABOR AND MATERIALS NECESSARY FOR REPAINTING 218 TONS

BE ASTM A709 GRADE 50W AND BOLTS SHALL ALSO BE WEATHERING STEEL.

ASTM A709 GRADE 50. THE REMAINDER OF STRUCTURAL STEEL PLATES AND SHAPES SHALL

STANDARD SPECIFICATIONS SECTION 602.49 AND 602.50. 1,136 LBS. OF THE TOTAL IS

INCLUDES PLATES, SHEAR CONNECTORS, BOLTS AND CROSSFRAMES. ALSO SEE TENNESSEE

NOTE: LUMP SUM: TOTAL ESTIMATED WEIGHT OF 380,183 LBS. OF STRUCTURAL STEEL

713-15.41 SIGN REMOVAL (BRIDGE MOUNTED SIGNS) 122

22

3,344 3,344

3,050152,588

7,99620,634

263 135 128

429 394

219 202

801 1331801,190

267 151

714-01.02 1STRUCTURAL LIGHTING (WALKWAY LIGHTING)24

JOINT MATERIAL, TO BE INCLUDED IN THE UNIT PRICE BID FOR OTHER ITEMS.

NOTE: THE COST OF ALL BITUMINOUS FIBERBOARD, TAR PAPER, AND ALL MISCELLANEOUS

U-85-92 FOR MORE DETAILS.

MISCELLANEOUS MATERIALS FOR INSTALLATION OF STRUCTURAL LIGHTING. SEE SHEET

NOTE: INCLUDES COST FOR ALL 1840 FT OF EMBEDDED 1" CONDUIT, 2 PULL BOXES AND

SEE SHEETS U-85-92 AND U-85-96 FOR MORE DETAILS.

MISCELLANEOUS MATERIALS REQUIRED FOR INSTALLATION OF STRUCTURAL LIGHTING.

NOTE: INCLUDES COST OF ALL 250 FT OF EMBEDDED 2" CONDUIT, 3 PULL-BOXES AND

IN THE NEW OVERALL SIGNAGE PLAN FOR THE INTERCHANGE.

REMOVED FROM THE BRIDGE. THESE SIGNS WILL BE REPLACED AS NEW OVERHEAD SIGNS

NOTE: THE EXISTING BRIDGE MOUNTED SIGNS AND SIGN FRAMES SHALL BE COMPLETELY

SEE SHEET U-85-96 FOR MEDIAN BARRIER DETAILS.

BID FOR REINFORCED CONCRETE MEDIAN BARRIER (STD-1-3SS) (51") ITEM NO. 711-02.05

NOTE: THE COST OF FORM-LINER AND INSTALLATION TO BE INCLUDED IN THE UNIT PRICE

FOR INSTALLATION TO BE INCLUDED IN THE UNIT PRICE BID FOR PERFORATED PIPE.

NOTE: COST OF POLYETHYLENE SHEETING AND ALL MISCELLANEOUS ITEMS NECESSARY

REGISTERED ENGINEER.

NOTE: THE CONTRACTOR IS TO HAVE THE STABILITY OF THE SHAFT CAGE VERIFIED BY A

5. CONCRETE CORING (2 PER SHAFT).

4. SETTING OF ALL SHAFT REINFORCING.

3. INSTALLATION OF ALL CASING.

2. CLEANING AND INSPECTING THE SHAFT.

1. DRILLING THE SHAFT

FOR ITEMS 625-02.01 AND 625-02.13:

NOTE: THE COST OF THE FOLLOWING ITEMS IS TO BE INCLUDED IN THE UNIT PRICE BID

FOR CONCRETE PARAPET SINGLE SLOPE (STD-1-SS) ITEM 620-05.01.

NOTE: THE COST OF FORM-LINER AND INSTALLATION TO BE INCLUDED IN THE UNIT PRICE BID

CRACKS. THE SEALER (HMWM) SHALL BE IN ACCORDANCE WITH SPECIAL PROVISION 604CR.

NOTE: INCLUDES THE COST FOR FURNISHING THE SEALER MATERIAL (HMWM) FOR SEALING

THE COST OF FURNISHING THE BRIDGE DECK SEALANT ITSELF.

PROVISION 604CR AND MANUFACTURERS SPECIFICATIONS. THIS ITEM DOES NOT INCLUDE

REQUIRED TO SEAL THE LONGITUDINAL CONSTRUCTION JOINTS ACCORDING TO SPECIAL

INCLUDING CRACK PREPARATION, CLEANING, LABOR AND ALL MISCELLANEOUS MATERIALS

NOTE: INCLUDES ALL COST FOR INSTALLING THE BRIDGE DECK CRACK SEALER (HMWM)

OF CONCRETE SEAL REQUIRED. SEE GENERAL NOTES FOR DESCRIPTION OF CONCRETE SEAL.

NOTE: THE PRICE BID FOR ROADWAY EXPANSION DEVICES TO INCLUDE THE COST OF 347 S.Y.

SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER OF STRUCTURES FOR APPROVAL.

SBR-2-115, SBR-2-116 AND SBR-2-117. THE TOTAL REQUIRED MOVEMENT IS 4 INCHES.

623.02 OF THE STANDARD SPECIFICATIONS AND STANDARD DRAWINGS STD-3-1, STD-3-2,

NOTE: THE EXPANSION JOINT AT ABUTMENT NO. 1 SHALL BE IN ACCORDANCE WITH SECTION

UNITS PRICE BID FOR SCARIFYING.

NOTE: THE COST OF REMOVING ANY EXISTING ASPHALT OVERLAY SHALL BE INCLUDED IN THE

25

169274

161,383 5,745

15,63744,267

L.S.

L.S.

L.S.

U-85-89

DRAWING STD-10-1.

NOTE: GRANULAR BACKFILL SHALL BE CLASS "A" GRADING "D" MATERIAL. SEE STANDARD

EXTEND 8 FEET BELOW ESTIMATED TIP ELEVATIONS SHOWN ON THE PLANS.

BE USED TO PRE-DETERMINE ACCEPTABLE SHAFT TIP ELEVATIONS. CORES SHALL

THE APPROVAL FROM THE GEOTECHNICAL DIVISION ENGINEER. THESE CORES ARE TO

DRILLING AND SAMPLING TO BE PERFORMED PRIOR TO SHAFT DRILLING. SUBJECT TO

NOTE: SEE ARTICLE 625.31 OF THE SPECIAL PROVISIONS. THE INTENT IS FOR THE CORE

(TOP OF PROPOSED, ESTIMATED ROCK SOCKET).

CLAY, NECESSARY TO REACH THE TOP OF REQUIRED CORE DRILLING AND SAMPLING

NOTE: THIS ITEM INCLUDES ALL DRILLING, THROUGH ANY ASPHALT, BASE STONE AND LEAN

NOTE: EXCAVATION BASED ON EXISTING GROUND.

MEDIAN BARRIER SHALL BE INCLUDED IN THE UNIT PRICE BID FOR ITEM 202-04.01.

OF THE EXISTING ABUTMENT, EXISTING PAVEMENT AT BRIDGE ENDS, BRIDGERAIL AND

NOTE: THE COST OF REMOVING THE EXTERIOR PORTION OF THE EXISTING SLAB, PORTIONS


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

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$$tim

e$

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$$

2018

BRIDGE NO. 1

PIN NO. 123055.00

CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240085

(LOG MILE 21.54)

STATION 170+83.90

OVER INTERSTATE 24


239'-0ƒ"

133'-6„" 105'-6†"

WA

LK

14'-

0"

SH

OU

LD

ER

2'-

0"

SH

OU

LD

ER

2'-

0"

OU

T-

TO-

OU

T

115'-

5"

45'-

0" L

AN

ES

45'-

0" L

AN

ES

F.G. EL. 617.34

STA. 170+83.90

a BENT NO. 1

HICKORY HOLLOW PKWY

a & F.G.L.

a I-24

STA. 171+89.45

END OF BRIDGE


APROX. EXISTING AND

ROCK LINE

APPROX. EXISTING

b RAMP "AA"

b RAMP "BB" b RAMP "EE"

b RAMP "FF"

(TYP.)

STA. 236+55.89

a I-24

ELEVATION

PLAN

ABUTMENT NO. 2ABUTMENT NO. 1

BENT NO. 1

600

610

620

630

640

650

590

580

570

560

1'-

6"

1'-

6"

WA

LL

BA

RRIE

R

WA

LL

BA

RRIE

R

STA. 169+50.39

BEG. OF BRIDGE

- 1'-0" SHOULDER

- 1'-6"

- 7'-0"

FOUNDATION DATA

DRILLED SHAFT

172+00171+00170+00169+00

F.G. EL. 614.66

STA. 171+89.45

END OF BRIDGE

F.G. EL. 620.01

STA. 169+50.39

BEG. OF BRIDGE

F

E

DENOTES: FIXED SUPPORT

DENOTES: EXPANSION SUPPORT

EF

F

(SCALE: 1" = 20'-0")

INTERCONNECTED PORTABLE BARRIER RAIL = 576 L.F.

(TYP.)

TRI-STAR EMBLEM

TENNESSEE

DENOTES: AREA OF PROPOSED ASHLAR STONE FORMLINER FINISH

M. METZ 01/2018

01/2018

01/2018

01/2018

HORIZONTAL CURVE DATA

(SCALE: 1" = 20'-0")

ELEVATIONS

BORING NO. STATION NO. GROUND EL. ROCK EL.

BY ECS.

SCALED FROM THE DETAILS SHOWN AS PROVIDED

NOTE: STATION NUMBERS AND GROUND ELEVATIONS WERE

DEPTH

TERMINATION

IF CORED

TOTAL DEPTH

B-48

B-49 B-47

B-46

B-45

B-44

B-44

B-45

B-46

B-47

B-48

B-49

612± 603.5± 8.5 21.5

615± 608.0± 7.0

15.85.0

5.0

14.0618± 604.0±

16.0622±

630

620

610

600

590

630

620

610

600

590

580 580

570 570

B-44

B-45

B-46

B-47

B-48

B-49

172+25, 45' L

171+75, 45' R

171+00, 45' L

170+75, 45' R

169+80, 45' L

169+25, 45' R

594±

597±

589.0±

592.0±

LIMESTONE

LEAN CLAY

TOP SOIL

LEGEND

BORING LOCATIONS AND INFORMATION

r

AS A LAYOUT.

DATA ONLY AND IS NOT TO BE USED

THIS DRAWING IS FOR FOUNDATIONNOTE:

REQUIRED:

ROCK LINE.

2) APPROXIMATE EXISTING GROUND AND

INFORMATION FOR BRIDGE FOUNDATIONS.

1) SUFFICIENT GROUND, ROCK AND CORING

B. GARRISON

K. McALISTER

K. McALISTER

N

AVAILABLE FOR INSPECTION.

DETAIL ROCK AND SOIL DESCRIPTION AND ROCK SAMPLES MAY BE

TO ASSIST IN BID PREPARATIONS FOR FOUNDATION CONSTRUCTION.

BORING LOCATIONS.

INDICATE GENERAL SOIL AND ROCK TYPES AT THE SPECIFIC

NOTE: BORING DEPICTIONS SHOWN ON FOUNDATION DATA SHEET

STA. 170+83.90


620.7± 1.3

U-85-90


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

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$$

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$$

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2018

BRIDGE NO. 1

PIN NO. 123055.00

CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240085

(LOG MILE 21.54)

STATION 170+83.90

OVER INTERSTATE 24


1'-0"

1'-0"

(TYP.)

(CONCRETE BARRIER)

PULL BOX

2" PVC CONDUIT

STRUCTURAL LIGHTING (BRIDGE NO. 1)

DETAIL INCLUDES ITEM 714-01.01

(TYP.)

FOT ITS

2" CONDUIT

EXIST. & PROP. F.G. LINE


RAIL

BARRIER

CONCRETE

EXISTING

(LOOKING FORWARD ON SURVEY)

DENOTES:

SLAB

9"± EXIST.

TYPICAL CROSS SECTION (PHASE I CONSTRUCTION)

LEFT LANE RIGHT LANE

.02g

PROPOSED CONSTRUCTION SEQUENCE

PHASE I

1)

2)

3)

4)

5)

FOR ENTIRE LENGTH OF BRIDGE. (TYPICAL)

PORTION OF EXISTING STRUCTURE TO BE REMOVED

TEMPORARY BARRIER RAILS.

SHIFT TRAFFIC TO INSIDE OF BRIDGE AS SHOWN AND PLACE

DEPTH DECK REPAIR AS REQUIRED.

SCARIFY EXISTING DECK 1" AND COMPLETE PARTIAL OR FULL

SHOULDER AREAS.

CONSTRUCT NEW SUBSTRUCTURES AND ERECT NEW GIRDERS IN

(TYP.)

8‚" SLAB

OVERLAY

ASPHALT

EXISTING 3‚"

RAIL (TYP.)

PORTABLE BARRIER

STD-2-1 INTERCONNECTED

DETAIL "A"

SEE

DETAILS

PHASE CONSTRUCTION

01/2018

01/2018

01/2018

01/2018

M. METZ

(TYP.)

JOINT

CONSTRUCTION



RAIL

BARRIER

CONCRETE

EXISTING


DENOTES:

SLAB

9"± EXIST.

TYPICAL CROSS SECTION (PHASE II CONSTRUCTION)


.02g.02g

FOR ENTIRE LENGTH OF BRIDGE. (TYPICAL)

PORTION OF EXISTING STRUCTURE TO BE REMOVED

OVERLAY

CONCRETE

NEW 4•"

DECK 1" (TYP.)

SCARIFY EXIST.

DETAILS. (TYP.)

FOR BRIDGERAIL

NO. STD-1-1 SS

SEE STD. DWG.

(TYP.)

8‚" SLAB

OVERLAY

ASPHALT

EXISTING 3‚"

RAIL (TYP.)

PORTABLE BARRIER

STD-2-1 INTERCONNECTED

DETAIL "A"

SEE

PHASE II

1)

2)

3)

4)



SHOULDER AREAS.

CONSTRUCT NEW SUBSTRUCTURES AND ERECT NEW GIRDERS IN

POUR PHASE II CONCRETE DECK AND CONCRETE PARAPETS.

POUR PHASE I CONCRETE DECK AND CONCRETE PARAPETS.

/

/

1' -0" 7•"

7•" 7•"

OVERLAY

CONCRETE

NEW 4•"

DECK 1" (TYP.)

SCARIFY EXIST.

JOINT (TYP.)

CONSTRUCTION

/ /

9'-2"9'-2"9'-2"2'-8•"

88'-11•"

35'-5•"

(PHASE I CONSTRUCTION)

5'-3"±

30'-3"57'-1"

5 SPA. @ 11'-0"± = 55'-0"±

16'-0"

(PHASE I TRAFFIC)

16'-0"

(PHASE I TRAFFIC)

14'-3"

9'-2"9'-2"9'-2" 9'-2" 9'-2" 9'-2" 2'-8•"

5'-3"± 5'-3"±

5 SPA. @ 11'-0"± = 55'-0"±

35'-5•"

57'-1" 57'-1"

16'-0"

(PHASE II TRAFFIC)

16'-0"

(PHASE II TRAFFIC)

35'-5•"

(PHASE II CONSTRUCTION)

DENOTES:

1" OF EXISTING DECK. (TYPICAL)

REMOVED AND AN ADDITIONAL AREA TO BE SCARIFIED

PORTION OF EXISTING 3‚" ASPHALT OVERLAY TO BE

DENOTES:

1" OF EXISTING DECK. (TYPICAL)

REMOVED AND AN ADDITIONAL AREA TO BE SCARIFIED

PORTION OF EXISTING 3‚" ASPHALT OVERLAY TO BE

B. GARRISON

K. McALISTER

K. McALISTER

115'-5" OUT-TO-OUT

DETAIL "A"

(N.T.S.)

(TYP.)

ASHLAR STONE FORMLINER FINISH

DENOTES: PROPOSED LIMITS OF

EXISTING ASPHALT OVERLAY.

DEMOLISH SHADED AREAS OF DECK, BRIDGERAIL AND

EXISTING ASPHALT OVERLAY.

DEMOLISH SHADED AREAS OF DECK, BRIDGERAIL, AND

U-85-91


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 1

PIN NO. 123055.00

CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240085

(LOG MILE 21.54)

STATION 170+83.90

OVER INTERSTATE 24


9' -2" 9' -2" 9' -2" 9' -2" 9' -2" 9' -2" 2' -8•"

57' -1" 57' -1"

2' -8•" 5 SPA. @ 11'-0"± = 55' -0" ±

115' -5" OUT-TO-OUT

1'-

0"

6"

4'-

3"

6"

(TYP.)

WW TYPE FIXTURE

(TYP.)

(CONCRETE BARRIER)

PULL-BOX

(TYP.)

FIXTURE

UP-TYPE LIGHT

(TYP.)

EACH END OF BENT

SECURE CONDUIT AT

OF BENT

CONDUIT ON SURFACE

INSTALL EXPOSED

1-#10 GND.

W/2-#10 &

1" CONDUIT

DETAILS. (TYP.)

FOR BRIDGERAIL

NO. STD-1-1 SS

SEE STD. DWG.

2" PVC CONDUIT

STRUCTURAL LIGHTING (WALKWAY LIGHTING)


STRUCTURAL LIGHTING (BRIDGE NO. 1)


(TYP.)

FOR ITS

2" CONDUIT

(TYP.)

FOR FIBER OPTIC

2" CONDUIT

(CONCRETE BARRIER)

PULL BOX

DETAILS AND SPACING)

SHEETS FOR ADDITIONAL

(SEE LIGHTING DETAIL

a OF FIXTURE

DETAILS

PHASE CONSTRUCTION

01/2018

01/2018

01/2018

01/2018

M. METZ



DECK 1" (TYP.)

SCARIFY EXIST.

(TYP.)

JOINT

CONSTRUCTION


GRADE

FINISHED


.02gSLAB

9"± EXIST.

2'-3"±22'-3"

(PHASE III CONSTRUCTION)

14'-0"

22'-3"

(PHASE III CONSTRUCTION)

2'-3"±32'-7" 32'-7"

49'-5"8"8"49'-5"

.02g

OVERLAY

NEW 4•" CONCRETE(TYP.)

8‚" SLAB

RAIL (TYP.)

PORTABLE BARRIER

INTERCONNECTED

STD-2-1

(PHASE III TRAFFIC)(PHASE III TRAFFIC)

TYPICAL CROSS SECTION (PHASE III CONSTRUCTION)

1)

2)

3)

4)

TEMPORARY BARRIER RAILS.

SHIFT TRAFFIC TO OUTSIDE LANES AS SHOWN AND SHIFT



PHASE III

POUR PHASE III CONCRETE DECK AND CONCRETE BARRIER WALLS.

PROPOSED CONSTRUCTION SEQUENCE

7•"

1' -6"

(TYP.)

7•"

9" ±

(TYP.)

DETAIL "A"

SEE

DETAILS. (TYP.)

BARRIER WALL

FOR CONCRETE

NO. STD-1-3SS

SEE STD. DWG.

DETAIL "A"

(N.T.S.)

(TYP.)



SEE DETAIL "B"

(N.T.S.)

(TYP.)



DETAIL "B"

K. McALISTER

B. GARRISON

K. McALISTER

TO BE REMOVED

ASPHALT OVERLAY

EXISTING 3‚"

(TYP.)

1-#10 GND.

W/2-#10 &

1" CONDUIT

AT BENT NO. 1

JUNCTION BOX

6"s6"

OVERLAY.

DEMOLISH MEDIAN BARRIER AND REMOVE EXISTING ASPHALT

U-85-92


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

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$$

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$d

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pec

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2018

BRIDGE NO. 1

PIN NO. 123055.00

CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240085

(LOG MILE 21.54)

STATION 170+83.90

OVER INTERSTATE 24


@ 6" C.C.

BARS M670E

SUPERSTRUCTURE

1" CLR.

2•

"

CL

R.

5'-3"

JOINT

CONSTRUCTION


22'-3"

57'-1"

5'-3" 29'-7"

OVERLAY

CONCRETE

MINIMUM

NEW 4•"

JOINT

CONSTRUCTION

GRADE

FINISHED

7•"

9'-2" 9'-2" 9'-2"

9'-2"9'-2"9'-2"

57'-1"

29'-7" 22'-3"

7•"

2'-8•"

2'-8•"

2'-8"

2'-8"

2•

"

CL

R.

1" CLR.

OVERLAY

CONCRETE

MINIMUM

NEW 4•"

REMAIN

SLAB TO

8" EXIST.

REMAIN

SLAB TO

8" EXIST.

MIN. LAP

MIN. LAP

SL

AB

3•" 11"

@ 9" = 1'-6"

2 SPA.

11" 11"8 SPA. @ 11" = 7'-4"

11" 11"8 SPA. @ 11" = 7'-4"

HALF SECTION NEAR SUPPORT

TYPICAL CROSS SECTION

HALF SECTION NEAR MID-SPAN

DENOTES:

NOTES:

GRADE

FINISHED

01/2018

01/2018

01/2018

01/2018

M. METZ

(TYP. @ NEW GIRDERS)

TO TOP OF WEB

11‚" TOP OF SLAB

@ 7"

BARS A505E

@ 7"

BARS A505E

(TYP. @ NEW GIRDERS)

TO TOP OF WEB

11‚" TOP OF SLAB

8‚

"

FOR BAR DESIGNATIONS, SEE "PLAN OF MAIN REINFORCEMENT" 6"

11•"

3"

@ 7"

BARS A502E

3"

(TYP.)

FOR BAR DESIGNATIONS, SEE "PLAN OF MAIN REINFORCEMENT"

= 11•"

2 SPA. @ 5ƒ"

3"

BARS A50_E - 56 SPA. @ 1'-0" = 56'-0"

BARS A50_E & BARS A60_E - 113 SPA. @ 6" = 56'-6"

3"

(TYP.)

@ 8" C.C.

BARS B570E d BARS A505E

BARS A508E @ 7"

d BARS A505E

BARS A508E @ 7"

@ 8" C.C.

BARS B5XXE

EPOXY COATED

REINFORCING

STEEL(BRIDGE DECK)


(LB.)(C.Y.)

@ 7"

BARS A502E

a & F.G.L. HICKORY HOLLOW PKWY

a & F.G.L. HICKORY HOLLOW PKWY

@ 6" C.C.

BARS M670E

ART. 11.5.3.1.

SEE AASHTO LRFD BRIDGE CONSTRUCTION SPECIFICATIONS

SHOP ASSEMBLY: PROGRESSIVE SHOP ASSEMBLY WILL BE ALLOWED.

AND SHALL BE AT NO ADDITIONAL COST TO THE PROJECT.

FABRICATOR SUBJECT TO APPROVAL BY THE ENGINEER

DUE TO LENGTHS INVOLVED MAY BE ADDED BY THE

ADDITIONAL FIELD SPLICE NOTE: FIELD SPLICES NECESSARY

COST TO THE PROJECT.

BY THE ENGINEER AND SHALL BE AT NO ADDITIONAL

BE ADDED BY THE FABRICATOR SUBJECT TO APPROVAL

DUE TO LENGTHS OR SIZE OF MATERIAL INVOLVED MAY

ADDITIONAL SHOP SPLICE NOTE: SHOP SPLICES NECESSARY


SPECIFICATIONS ART. 11.3.2 AND SECTION 602 OF THE

SHOWN. SEE AASHTO LRFD BRIDGE CONSTRUCTION

BOLTS ASTM-F3125 GRADE A325 TYPE 3 UNLESS OTHERWISE

FIELD CONNECTIONS: SHALL BE 1" w HIGH TENSILE STRENGTH

SECTION 602 OF THE STANDARD SPECIFICATIONS.

WELDING: ANSI/AASHTO/AWS D1.5-2015 BRIDGE WELDING CODE AND

CRITERIA SHALL APPLY.

SPECIFICATIONS. ZONE 2 OF NON-FRACTURE CRITICAL

CHARPY V-NOTCH TESTS SPECIFIED IN THE ASTM

THE SUPPLEMENTAL REQUIREMENTS FOR LONGITUDINAL

GIRDER FLANGES IN TENSION AND ALL WEBS SHALL MEET

UNLESS OTHERWISE NOTED. ALL STRUCTURAL STEEL FOR

STRUCTURAL STEEL: SHALL CONFORM TO ASTM A709 GRADE 50W


IDENTITY OF MAIN MATERIALS: SEE SECTION 602 OF THE

AND TESTS.

DEPARTMENT OF TRANSPORTATION, DIVISION OF MATERIALS

THE TEST REPORTS ALSO GOING TO THE TENNESSEE

DIVISION OF MATERIALS AND TESTS WITH A COPY OF

BY THE TENNESSEE DEPARTMENT OF TRANSPORTATION,

UNTIL THE MATERIALS INVOLVED HAVE BEEN APPROVED

APPROVAL OF MATERIALS: NO FABRICATION SHALL BE STARTED

SEE STANDARD DRAWING STD-1-1SS AND STD-1-3SS.

POURED UNTIL THE SLAB IS POURED AND CURED. ALSO

BARRIER. THE PARAPET/MEDIAN BARRIER SHALL NOT BE

SETTING REINFORCING STEEL FOR PARAPET AND MEDIAN

NOTE: WHEN POURING SLAB, PROVISIONS SHALL BE MADE FOR

AND ALL WELDING AND/OR BOLTING COMPLETE.

STRUCTURAL STEEL FOR THE CURRENT PHASE IS ERECTED

NOTE: THE CONCRETE DECK SHALL NOT BE POURED UNTIL ALL

SUPERSTRUCTURE FALSEWORK HAS BEEN REMOVED.

THE CURRENT PHASE HAS BEEN POURED AND ALL

SHALL BE POURED UNTIL THE ENTIRE DECK SLAB FOR

NOTE: NO PORTION OF THE PARAPET OR MEDIAN BARRIER

BARS A501E d BARS A500E

A500E BARS A501E (TYP.)

d BARS A500E d BARS

A500E d BARS A5XXE

d BARS A500E d BARS



A500E BARS A501E (TYP.)

d BARS A500E d BARS

592 152,588

115'-5" OUT-TO-OUT

115'-5" OUT-TO-OUT

K. McALISTER

K. McALISTER

B. GARRISON

1 2 3 4 5 6

7 8 9 10 1112

0.02 g

0.02 g

STD-1-1SS

STD. DWG. NO.

DETAILS SEE

FOR PARAPET

STD-1-1SS

STD. DWG. NO.

DETIALS SEE

FOR PARAPET

RUN FULL LENGTH OF SLAB. (TYP.)

1" TRIANGULAR DRIP NOTCH TO

AND SHEET U-85-96

DETAILS SEE STD. DWG. NO. STD-1-3SS

FOR CONCRETE MEDIAN BARRIER

AND SHEET U-85-96

DETAILS SEE STD. DWG. NO. STD-1-3SS

FOR CONCRETE MEDIAN BARRIER

EXISTING GIRDERS - 5 SPA. @ 11'-0" = 55'-0"

EXISTING GIRDERS - 5 SPA. @ 11'-0" = 55'-0"

CANTILEVER

CANTILEVER

CLASS "DS"

CONCRETE

1-#10 GND.

W/2-#10 &

1" CONDUIT

STA. 171+17.22

AT BENT NO. 1

DENOTES:

INCLUDED IN ITEM NOS. 617-02 AND 617-05.

PROVISION 604CR. ALL COST FOR FURNISHING AND APPLYING SEALER IS TO BE

ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. ALSO SEE SPECIAL

WITH A HIGH MOLECULAR WEIGHT METHACRYLATE SEALER. APPLICATION TO BE IN

JOINT BETWEEN PHASE I/PHASE II AND PHASE III CONSTRUCTION SHALL BE SEALED

AFTER CONCRETE HAS REACHED AN APPROPRIATE CURE TIME, THE LONGITUDINAL

U-85-93


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

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$$

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$d

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pec

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$$

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$$date

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2018

BRIDGE NO. 1

PIN NO. 123055.00

CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240085

(LOG MILE 21.54)

STATION 170+83.90

OVER INTERSTATE 24


a BENT

U-85-93 FOR LOCATION)

SLAB CONSTR. JT. (SEE



HICKORY HOLLOW PKWYa & F.G.L.

*

(TYP.)

60°00'00"

EDGE OF SLAB

LEFT

EDGE OF SLAB

RIGHT

a GIRDER 1

a GIRDER 2

a GIRDER 3

a GIRDER 10

a GIRDER 11

a GIRDER 12

STA. 171+89.45

END OF BRIDGE


PLAN OF MAIN REINFORCEMENT

BARS A501E

34'-0"

BARS A500E

60'-0"BARS A500E

60'-0"

BARS A500E

60'-0"BARS A501E

34'-0"

2'-8" MIN. LAP

NO. 5 BARS (TYP.)

FO

R

BA

R

SP

ACIN

G

SE

E

TY

PIC

AL

SE

CTIO

N

(TYP.)

2" CLR.

01/2018

01/2018

01/2018

01/2018

M. METZ

BARS A600E

60'-0"BARS A600E

60'-0"

45'-10" 70'-11"

3'-3" MIN. LAP

NO. 6 BARS (TYP.)

N

B. GARRISON

K. McALISTER

K. McALISTER

115'-

5" O

UT-

TO-

OU

T

DRAWINGS FOR ADD'L. REINFORCEMENT

*SEE STD. STRIP SEAL INSTALLATION

(TOP MAT OF REINFORCEMENT)

BEGINNING OF SLAB

STA. 169+51.74

U-85-94


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

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$d

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$$

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$$

$$

$$date

$$

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$$tim

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$$

2018

BRIDGE NO. 1

PIN NO. 123055.00

CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240085

(LOG MILE 21.54)

STATION 170+83.90

OVER INTERSTATE 24


7"

DOUBLE BARS B570 - 356 SPA. @ 8" = 237'-4"

2'-10•"

237'-10†"

3‚"

7" 7"

7"

7"7"

a GIRDER 1

a GIRDER 2

a GIRDER 3

FULL DEPTH SLAB

EDGE OF NEW

a GIRDER 9 &

a GIRDER 12

a GIRDER 11

a GIRDER 10

HICKORY HOLLOW PKWYa & F.G.L.

*





3'-3‡"

3'-3"

3'-3…"

(TYP.)

60°00'00"

EDGE OF SLAB

RIGHT

EDGE OF SLAB

LEFT

OF ENDWALLFRONT FACE

STA. 171+89.45

END OF BRIDGE

a BENT NO. 1


FO

R

BA

RS

SP

ACIN

GF

OR

BA

RS

SP

ACIN

G

2'-6"

3†"

SLAB PLAN

OPPOSITE HAND

DENOTES: TYP. BOTH SIDES, WEST SIDE

OPPOSITE HAND

DENOTES: TYP. BOTH SIDES, EAST SIDE

DRAWINGS FOR ADD'L. REINFORCEMENT

*SEE STD. STRIP SEAL INSTALLATION

(BOTTOM SLAB)

24 SPA. @ 7" = 14'-0"

SER. BARS A503E

FULL DEPTH SLAB

EDGE OF NEW

a GIRDER 4 &

(TOP SLAB)

BARS A510E

BARS A502E - 378 SPA. @ 7" = 220'-6" (BOTTOM SLAB)

(BOTTOM SLAB)

22 SPA. @ 7" = 12'-10"

SER. BARS A504E

2" CLR.(TYP.)

(TOP SLAB)

33 SPA. @ 7" = 19'-3"

SER. BARS A507E

2'-0•"

(TOP SLAB)

39 SPA. @ 7" = 22'-9"

SER. BARS A509E

BARS A505E - 370 SPA. @ 7" = 215'-10" (TOP SLAB)

BARS A508E d BARS A505E OR SER. BARS A506E - 361 SPA. @ 7" = 210'-7" (TOP SLAB)

(TOP SLAB)

27 SPA. @ 7" = 15'-9"

SER. BARS A506E

(TOP SLAB)

39 SPA. @ 7" = 22'-9"

SER. BARS A509E

BARS A500E

60'-0"

BARS A501E

34'-0"

BARS A500E

60'-0"

BARS A500E

60'-0"

BARS A501E

34'-0"

01/2018

01/2018

01/2018

01/2018

M.METZ

(TOP SLAB)

BARS A511E

(BOTTOM SLAB)

BARS A512E

(TYP.)(TYP. BOTH EDGES OF SLAB)

N

B. GARRISON

K. McALISTER

K. McALISTER

115'-

5" O

UT-

TO-

OU

T

STA. 169+51.74

BEGINNING OF SLAB

2„"

SE

E

TY

P.

CR

OS

S

SE

CTIO

NS

EE

TY

P.

CR

OS

S

SE

CTIO

N

U-85-95


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

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$$tim

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$$

2018

BRIDGE NO. 1

PIN NO. 123055.00

CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240085

(LOG MILE 21.54)

STATION 170+83.90

OVER INTERSTATE 24


4'-

3"

LENGTH

3'-11"

STEEL

REINFORCING

1" DEEP

SAW CUT

LAYERS (STAGGERED)

(2) - •" PLYWOOD


01/2018

01/2018

01/2018

01/2018

M. METZ

~

SLAB

GIRDER

~~

PULL BOX

JUNCTION OR

~

SLAB

2"2

"

2"3"

6"

8"

1"

MIN.

CL

R.

OR PULL BOX

JUNCTION BOX

"A"

"A"

SECTION "A"-"A"

P.A.B.E.

5"±

(TYPICAL AT JOINT)

EXPANSION COUPLING

P.A.B.E.

BEYOND END OF

EXTEND 10'-0"

GUARDRAIL ATTACHEMENT

DRILLED HOLES

(TYP.)

BARS A500E

@ 1'-0" C.C. MAX.

BARS A600E

@ 1'-0" C.C. MAX.

BARS A600E

@ 6" C.C. MAX.

BARS M670E

MEDIAN BARRIER TYPICAL SECTION

1'-6"

8" 10"

NOTE: EMBEDDED LIGHTING NOT SHOWN FOR CLARITY.

NOTE: SEE STD. DWG. NO. STD-1-3SS FOR ADDITIONAL DETAILS.

(51") ITEM NO. 711-02.05.

UNIT PRICE BID FOR REINFORCED CONCRETE MEDIAN BARRIER (STD-1-3SS)

REINFORCING STEEL SHOWN IN THIS DETAIL SHALL BE INCLUDED IN THE

AND BILL OF STEEL FOR PAVEMENT AT BRIDGE ENDS. ALL OTHER

APPROACH TO BE INCLUDED IN EPOXY COATED REINFORCING QUANTITIES

QUANTITIES AND BILL OF STEEL FOR SUPERSTRUCTURE. M670E BARS IN

NOTE: M670E BARS IN SLAB TO BE INCLUDED IN EPOXY COATED REINFORCING

K. McALISTER

B. GARRISON

K. McALISTER

SLAB CONSTRUCTION JOINT DETAIL

‚" 6"

MIN.

(2'-8" MIN. LAP)

A500E

A600E

PARAPET

STD-1-1SS

EXPANSION ABUTMENT NO. 1

ELEVATION AT

PARAPET

STD-1-1SS

2" PVC CONDUIT

2" PVC CONDUIT

2" PVC CONDUIT

U-85-96


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

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$$date

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2018

BRIDGE NO. 1

PIN NO. 123055.00

CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240085

(LOG MILE 21.54)

STATION 170+83.90

OVER INTERSTATE 24


235'-4…"

a BEARINGa BEARING

2‚"s18"2‚"s18" 1"s18"

1‚"s18" 2‚"s18" 2‚"s18" 1‚"s18" 1"s18"

TOP FLANGE c - LENGTH

BOTT. FLANGE c - LENGTH

GIRDER ELEVATION

9"

SHEAR CONN. SPA.

9"

SIZE

SIZE

FIELD SPLICE LOCATIONS

9"

9"

10'-0"12'-0"20'-0" 30'-0"

103'-8•"131'-7‡"

63'-8•"

63'-8•"30'-0"10'-0"12'-0"

72'-0"99'-7‡"

47"

(TY

P.)

99'-7‡"

71 @ 7"54 @ 10"

(BOTTOM FLANGE TENSION)(BOTTOM FLANGE TENSION) (TOP FLANGE TENSION)

BENT NO. 1

a BEARING

130'-10‡" (CC BRG. SPAN NO. 1)

@ a BRG.

STA. 169+52.99STA. 170+83.90

@ a BRG.

STA. 171+86.85

1

2

3

4

9'-

2"

9'-

2"

9'-

2"

9

10

11

12

9'-

2"

9'-

2"

9'-

2"

GRDR. "12"

a BRG.

20'-7ƒ" 18'-0"16'-0" 3 SPA. @ 21'-10" = 65'-6" 10'-9„" 19'-5‚"

16'-0" 18'-0" 2 SPA. @ 20'-7" = 41'-2" 8'-4‚"

130'-10‡" (CC BRG. SPAN NO. 1) 102' -11…" (CC BRG. SPAN NO. 2)

10'-

7"

(TYP.)

GRDR. "12"

a BRG.

@ a BENT

a BRG. GRDR. "12"

12'-11†" 3 SPA. @ 21'-10" = 65'-6" 18'-0" 16'-0" 18'-5‚" 10'-6„" 2 SPA. @ 20'-7" = 41'-2" 2 SPA. @ 16'-0" = 32'-0" 19'-3…"

10'-

7"

(TYP.)

102' -11•" (CC BRG. SPAN NO. 2)@ a BENT

a BRG. GRDR. "1"

GRDR. "1"

a BRG.

15'-10•"

15'-10•"

ALONG GRDR. "12"

CROSS FRAME SPA.

15'-10•"

ABUT NO. 2

a BRG.ABUT NO. 1

a BRG.

15'-10•"

FRAMING PLAN

(GRADE 50W)

(GRADE 50W)

(GRADE 50W)

a FIELD SPLICE

(GRADE 50W)

a FIELD SPLICE

(GRADE 50W)

(TYP.)

•" WEB

90 @ 7" 24 @ 10"

4 @ 10"4 @ 10"2'-9"

1"s18"

1"s18"

20'-0"

1‚"s18" 1‚"s18"

63'-8•"

99'-7‡"

SPAN LENGTHS BEFORE FABRICATING GIRDERS.

OF ALL EXISTING SUBSTRUCTURES AND VERIFY

NOTE: THE CONTRACTOR SHALL CHECK THE LOCATIONr

STEEL BEAM DESIGN DATA

INTERIOR GIRDER

EXTERIOR GIRDER

0.653

0.723

1.009

0.847

0.376

0.602

0.320

0.250

0.178

0.178

M V DW DCFATIGUE

(LANES/GIRDER)

LLDF

(KLF/GIRDER)

COMPOSITE DL

COMPOSITE SLAB DESIGN STRENGTH: F'C = 3000 PSI

(SURVEY REVERSED FROM ORIG. PLANS)

a & F.G.L. HICKORY HOLLOW PKWY.

GRDR.

EXIST.

GRDR.

NEW

GRDR.

NEW

GRDR.

NEW

GRDR.

EXIST.

GRDR.

NEW

GRDR.

NEW

GRDR.

NEW

ALONG GRDR. "1"

CROSS FRAME SPA.

GRDR. "1"

a BRG.

62'-7…" (NO STUDS REQUIRED)

2'-11"

a BEARING

(TYP.)

60°00'00"

01/2018

01/2018

01/2018

01/2018

M. METZ


K. McALISTER

B. GARRISON

K. McALISTER

N

U-85-97


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

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$$

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$d

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$$date

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2018

BRIDGE NO. 1

PIN NO. 123055.00

CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240085

(LOG MILE 21.54)

STATION 170+83.90

OVER INTERSTATE 24


3"

•"

3"

3"

3"

9' -2" (CROSSFRAMES IN MIDSPAN)

1'-1"1'-1"

4‚

"

4•"

2‚

"

3'-

6"

2‚

"

GIRDER FIELD SPLICE

‚

‚FACE

EXTERIOR

(NO WELD)

CLOSE FIT

BEARING STIFFENER DETAILS

(NO WELD)

CLOSE FIT

FACE

EXTERIOR

CROSS FRAME CONNECTOR PLATES

IN TENSION

TOP FLANGE

IN TENSION

BOTTOM FLANGE

2-c …"s14•"s3'-6"

2-c †"s8‚""s2'-2"

DENOTES:

10 EQ. SPA. 10 EQ. SPA. CURVE

ORDINATES

POURING

SEQUENCE98'-10‡"

1 2

72'-0"

1

A

B

C

D E F

G

H

J

K

L

M

N

O

P Q

R

I

ABUTMENT NO. 1

a BRG.BENT

a BRG.

ABUTMENT NO. 2

a BRG.

AND VERTICAL CURVE.

GIRDERS SHALL BE CAMBERED TO COMPENSATE FOR DEAD LOAD DEFLECTION

ARE IN PLACE, REDUCE THE DEAD LOAD CORRECTION VALUES SHOWN BY 25%.

IF PRESTRESSED DECK PANELS ARE USED AND THE BEAMS ARE PROFILED AFTER PANELS

NOTE:

NOTE:

DEAD LOAD CORRECTION AND POURING SEQUENCE

TABLE OF DIMENSIONS

IITEM A B C D E F G H J K L M N O P Q R

TOTAL DEAD LOAD

GIRDER DEAD LOAD …"

-„" -ˆ"

„"„"‰"„"ˆ"

•"

„"

6"

3" 6" 6" 3"

(TYP.)

‡" DIA. STUD

CROSS FRAME

a BEARING AND

a GIRDER

(TYP.)

c •"s8•"s3'-11"

1"

(TYP.)

6"

1•"3"1•"

(TYP. AT TENSION FLANGE)

"A""A"

PLAN SECTION "A-A"

1"

(TYP.)

(TY

P.)

6"

DECK CONCRETE POURING SEQUENCE: ALL POURS SHALL BE MADE IN NUMERICAL SEQUENCE.

…"

1•"2‰"2‹"2‹"2„" 1†" 1" ‹" -‰" ‰" Š" …" ‹" Š" ‰"

†" ‡" •" •"Ž" †" ‰" -ˆ"-ˆ"-ˆ"

IITEM A B C D E F G H J K L M N O P Q R

TOTAL DEAD LOAD

GIRDER DEAD LOAD …"

-‰"-ˆ"

„"„"‰"„"ˆ" ‰"…"

1‡" 2•" 2ƒ" 2ƒ" 2…" 1Ž" ‹" -‰" ‰" …" ‹" ‹" …" ‚"

•" ‡" 1" •"Ž" †" ‰" -ˆ"-ˆ"-ˆ"

EXTERIOR GIRDERS 1 & 12

INTERIOR GIRDERS 2, 3, 10 & 11

1ˆ" 1„"

01/2018

01/2018

01/2018

01/2018

M. METZ

2"

2" 2"

2"

@ 3" = 9"

3 SPA. 3 SPA.

@ 3" = 9"

2"

2"

2ƒ

"

4‚

"

10

SP

A.

@

3ƒ

"

= 3'-

1•

"2•

"2•

"

c Œ"s18"s2'-2"

WEB c •"s3'-11"

2-c †"s8‚""s2'-2"

c Œ"s18"s2'-2"

FILLER c ‚"s18"s1'-1"

2" 2"FILLER c ‚"s18"s1'-1"

62'-11•"

(SPLICE NO. 1 SHOWN, SPLICE NO. 2 SIMILAR, BUT OPPOSITE HAND)

AT ABUTMENTS AND BENTS

1"s2" (TYP.)

CLIP CORNERS

FLANGE (TYP.)

BOLTED TO

c 3"s6"sƒ"

3"

1•

"1•

"

CONNECTION)

(F3125)(TYP. FOR

‡" w H.S. BOLT

•"

(TYP.)FLANGE (TYP.)

FIT TO TENSION

STIFFENER TIGHT

CROSS FRAME

‚TYP.

‚

2"

FLANGE (TYP.)

BOLTED TO

c 3"s6"sƒ"

ƒ"

FLANGE (TYP.)

FIT TO TENSION

STIFFENER TIGHT

CROSS FRAME

1•"3"1•"

NOTE:

FRICTION CONNECTIONS PRIOR TO TAB TO STIFFENER WELD

BOLTS TO BE TORQUED TO AASHTO SPECIFICATIONS FOR

NOTE:

AASHTO/AWS D1.5 FABRICATION TOLERANCE

WEB STIFFENER FIT SHALL BE WITHIN CURRENT EDITION

NOTE:

MUST BE 6" PLUS THE STIFFENER PLATE THICKNESS.

CHANGE. THE PLATE LENGTH PARALLEL TO THE WEB PLATE

THE LENGTH PARALLEL TO THE STIFFENER SHALL NOT

AT END OF A STIFFENER. THE LOCATION OF BOLTS AND

THE FABRICATOR MAY SUBSITUTE A SINGLE PLATE

NOTE:

REGARDLESS OF STIFFENER WIDTH

STRENGTH, TAB SIZE AND LOCATION SHALL BE SHOWN

TAB YIELD STRENGTH SHALL MATCH STIFFENER YIELD

NOTE:

CROSS-FRAMES ARE PARALLELING a OF BEARING.

ARE NOT APPLICABLE AT BEARING STIFFENERS WHEN

TENSION FLANGE TAB PLATES FOR STRAIGHT GIRDERS

NOTE:

WELDS APPLIED FULL WIDTH BOTH SIDES OF STIFFENER.

DIRECTLY TO COMPRESSION FLANGE UTILIZING ‚" FILLET

AT CROSS-FRAME LOCATIONS. STIFFENER MAY BE WELDED

TYPICAL FOR STIFFENER TO TENSION FLANGE CONNECTION

(STIFFENER CLIP DIMENSIONS TYP.)

TENSION FLANGE CONNECTION DETAILS

DETAIL "A"

1" C

LR.

POINT

ROTATION

POINT

ROTATION

STIFFENER

CROSS-FRAME

1" CLR.

(TYP.)

1•

"3"

1•" 3"

STIFFENER

CROSS-FRAME

(TYP.)

•" PLATE

PROJECT.

EXTRA COST TO THE

THIS CONNECTION AT NO

OPTION TO SHOP WELD

CONTRACTOR HAS THE

3"

1•

"3"

1•

"

PLATE (TYP.)

AND ERECTION

1"s3" SHIPPING

NOTE:

NOTE:

NOTE:

3" 1•" 3"

TYPICAL CROSS-FRAME AND END DIAPHRAGM DETAIL

1•" 3" 3"

3"

1•

"3"

1•

"

(50W) (TYP.)

L7s4s•

TYPE 3)

(F3125 GRADE A325

1" DIA. BOLTS

TYPE 3)

(F3125 GRADE A325

1" DIA. BOLTS

3" 3"

(GRADE 50W)

c •"s8•"s3'-11"

‚

‚‚

‚

(GRADE 50W)*

c •"s8•"s3'-11"

(GRADE 50W)*

c •"s8•"s3'-11"

‚

‚

60°

PLAN AT ABUTMENT & BENT

(ABUTMENT SHOWN, BENT SIMILAR)

(SHOWING BEARING STIFFENER)

DENOTES:

AND TYPICAL STIFFENER CLIP DIMENSIONS.

SEE DETAIL "A", FOR TENSION FLANGE CONNECTION

PAINTING DETAILS.

PLATES SHALL BE PAINTED. SEE GENERAL NOTES FOR

PLATE SIZE TO BE •"s7•"s4'-6" (GRADE 50). THESE

EXTERIOR GIRDERS SHALL MATCH EXISTING GIRDER DEPTH.

* - DENOTES: CROSS FRAME CONNECTOR PLATES FOR EXISTING

14" CLR. AT CONNECTIONS TO EXISTING EXTERIOR GIRDERS.

DRILLED IN THE FIELD.

1ˆ" w HOLES FOR EXISTING BEARING STIFFENERS SHALL BE

USE 1" w F3125 GRADE A325 TYPE 3 BOLTS FOR K-FRAMES

WITH MEMBER IN THE DOWN POSITION FOR SHIPPING.

BOLTS AT ROTATION POINTS ARE TO BE HAND TIGHT

ALL BOLTS CIRCLED TO BE FIELD BOLTED.

NOTE:


B. GARRISON

K. McALISTER

K. McALISTER

SHEAR STUD DETAIL

10'-7" (END DIAPHRAGMS AT ABUTMENTS & BENT)

U-85-98


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 1

PIN NO. 123055.00

CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240085

(LOG MILE 21.54)

STATION 170+83.90

OVER INTERSTATE 24


1'-

3"

MIN.

ITEM NO. 604-11.01

7.

IN THE PLANS. THE STEEL PORTIONS OF THE EXPANSION DEVICE SHALL BE

INCLUDED IN ITEM NOS. 617-02 AND 617-05.

INCORPORATED INTO THE NEW CONSTRUCTION.

REINFORCING STEEL SHALL BE COMPLETELY CLEANED, REALIGNED AND

10'-0" C.C. MAX. DRILL AND EPOXY GROUT THREADED RODS 9" INTO EXISTING

8.

FABRICATED IN SECTIONS IN ORDER TO MAINTAIN ONE (1) TRAFFIC LANE AT ALL

TIMES. THE SECTIONS ARE TO BE CONNECTED WITH A FULL PENETRATION BUTT

WELD. THE ELASTOMERIC SEAL SHALL BE ONE PIECE FOR FULL LENGTH OF

EXPANSION JOINT. THE EXPANSION JOINT IS TO RUN THROUGH THE WIDTH OF THE

PARAPET PLUS A 6" PROJECTION.

EXPANSION JOINT OPENING SHALL BE SET ACCORDING TO TEMPERATURE CHART SHOWN

ON APPROVED EXPANSION JOINT SHOP DRAWINGS.

EXPANSION JOINT REPLACEMENT DETAILS SHOWN THIS SHEET ARE FOR GENERAL

(PHASE I CONSTRUCTION) (PHASE II CONSTRUCTION)(PHASE III CONSTRUCTION)

RE

MAININ

G

SL

AB

EXIS

TIN

G 8"

MIN.

1'-0"

LIMITS OF PAYMENT FOR ITEM NO. 604-11.01

TYPICAL CROSS SECTION

EXPANSION JOINT REPLACEMENT DETAIL - TYPE "A"

NOTES:

OF

NE

W

CO

NC

RE

TE

1'-

3" D

EP

TH

IN PLACE

STEEL TO REMAIN

REINFORCING

EXISTING

(TYPE "A")

NEW EXPANSION JOINT

1" DEEP (TYP.)

SAW CUT

(NOT TO SCALE)

(TOTAL NO. REQ'D. = 1)

(ABUTMENT NO. 1)

PLACE

STEEL TO REMAIN IN

EXISTING REINFORCING

BACKWALL

EXISTING ABUTMENT

(N.T.S.)

CONCRETE HAS BEEN IN PLACE A MINIMUM OF EIGHTEEN (18) HOURS.

SPECIMENS ATTAIN A COMPRESSIVE STRENGTH OF 3,000 P.S.I. MINIMUM AND THE

TRAFFIC SHALL NOT BE PERMITTED ON ANY PART OF THE REPAIR AREAS UNTIL TEST

IN OTHER ITEMS BID ON.

TO COMPLETE THE INSTALLATION OF THE NEW EXPANSION JOINTS, SHALL BE INCLUDED

FORCING STEEL, FORMING, ETC. AND ANY MISCELLANEOUS MATERIALS NECESSARY

COMPLETELY CLEANING THE EXISTING REINFORCING STEEL, EPOXY COATED REIN-

COST OF ALL INCIDENTALS SUCH AS WELDING, CLEANING, SAW CUTTING, DRILLING,

a BRIDGE

a SURVEY &

(TOTAL MOVEMENT REQ'D. 4")

2•" REQ'D. OPENING @ 60° F

(2 HEX NUTS AND 2- 3•"s3•"s‚" SQUARE WASHERS PER BOLT) LOCATED AT

CONFORM TO THE PROPOSED ROADWAY PROFILE.

1 .

2.

3.

4.

5.

6.

INFORMATION ONLY. FOR COMPLETE DETAILS AND NOTES, SEE STD. DWG. NOS.

EXPANSION JOINT REPLACEMENT SHALL BE CONSTRUCTED IN PHASES AS SHOWN

PROVISIONS SHALL BE MADE BY THE CONTRACTOR TO ENSURE THE VERTICAL

ALIGNMENT OF THE NEW STEEL EXTRUSION AND CONCRETE HEADER SURFACES

PROVISIONS SHALL BE MADE DURING SLAB REMOVAL TO PROTECT THE EXISTING

LONGITUDINAL AND VERTICAL REINFORCING STEEL FROM DAMAGE. THE EXISTING

DENOTES:

MINIMUM LIMITS OF EXISTING CONCRETE REMOVAL AND RECONSTRUCTION. IF

GREATER THAN MINIMUM DIMENSIONS SHOWN, CONCRETE REMOVAL AND REPLACEMENT

SHALL BE TO LIMITS OF EXISTING CONCRETE JOINT HEADERS.

AFTER CONCRETE HAS REACHED AN APPROPRIATE CURE TIME, THE LONGITUDINAL

ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. ALSO SEE SPECIAL

PROVISION 604CR. ALL COST FOR FURNISHING AND APPLYING SEALER IS TO BE

EXPANSION JOINT LEVELING ASSEMBLIES-TWO ‡" DIA. THREADED RODS, ASTM A36,

DENOTES:

DENOTES:

01/2018

01/2018

01/2018

01/2018

B. GARRISON

B. GARRISON

K. McALISTER

K. McALISTER

RE

MO

VA

L

2'-0" MIN.

STEEL GIRDER

EXISTING


NEW STRIPSEAL EXPANSION JOINT NEW STRIPSEAL EXPANSION JOINTTYPE "A" EXPANSION JOINT REPLACEMENT

ABUTMENT BACKWALL. FOR ADDITIONAL DETAILS, SEE STD. DWG. NO. SBR-2-116.

WITH A HIGH MOLECULAR WEIGHT METHACRYLATE SEALER. APPLICATION TO BE IN

JOINT BETWEEN PHASE I/PHASE II AND PHASE III CONSTRUCTION SHALL BE SEALED

STD-3-1, STD-3-2, SBR-2-115, SBR-2-116 AND SBR-2-117.

SHALL BE PAID FOR UNDER ITEM NO. 604-11.01.

REINFORCING STEEL, SLIDER PLATE ASSEMBLIES AND EXPANSION JOINT ASSEMBLIES

STRENGTH F'C = 3,500 P.S.I. @ 28 DAY STRENGTH CONCTETE, EPOXY COATED

COST OF REMOVING CONCRETE FOR THE LIMITS SHOWN, RE-POURING WITH HIGH EARLY

CO

NC

RE

TE

OV

ER

LA

Y

NE

W

4•

" R

EIN

FO

RC

ED

(TYP.)

6"

U-85-99


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 1

PIN NO. 123055.00

CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240085

(LOG MILE 21.54)

STATION 170+83.90

OVER INTERSTATE 24


2' -1"

1' -1"

1' -0•" 1' -0•"

3" 9•" 9•" 3"

1" 1" 1' -5"

8•" 8•"

6•

"

6•

"

1' -0"

6"

6"

•"

•"

3†

"

1•

"

VA

RIE

S

1•

"

2' -1"

1' -0•" 1' -0•"

2" 2" 10•" 10•"

3"

4•

"

4•

"

3"

7•

"

7•

"

1' -3"

1•

"

1ƒ

"

1' -1"

6•" 6•"

7"

VA

RIE

S3

†"

(TY

P.)

1"

7"

2' -2"

1' -1" 1' -1"

9" 9"

1' -6" 4" 4"

11" 11"

1' -4"

8"

8"

1' -3"

7•

"

7•

"

•"

•"

1•

"

1Ž

"

1' -4"

8" 8"

11"

5•

"

5•

"

10"

5"

5"

•"

•"

2' -2"

1' -1" 1' -1"

7•" 7•"

1' -3" 5•" 5•"

11" 11"

7"

VA

RIE

S

(TY

P.)

1"

2†

"

3•" 3•"

1•

"

11"

5•" 5•"

DE

PT

H

EM

BE

DM

EN

T

DE

PT

H

EM

BE

DM

EN

T

DE

PT

H

EM

BE

DM

EN

T3"

3"

3"

a GIRDER

12"s17" BEARING PAD

LOAD PLATE

13"s19" TOP

LOAD PLATE

15"s25" BOTTOM

a GIRDER

G = 130 PSI

STEEL PLATE THICKNESS = 0.125"

THICKNESS EXTERNAL ELAST. LAYERS = 0.250"

THICKNESS INTERNAL ELAST. LAYERS = 0.375"

NO. INTERNAL ELASTOMER LAYERS = 7

TOTAL T = 3.625"

REINFORCED ELASTOMERIC BEARING PAD

TOP LOAD PLATE

LOAD PLATE

1•" BOTTOM

BEARING PAD

a BEARING AND

a GIRDER

LOAD PLATE

15"s25" BOTTOM

12"s17" BEARING PAD

a BEARING PAD

a GIRDER

TOP LOAD PLATE

G = 130 PSI





TOTAL T = 3.625"


(TYP.)

EMBED 12" INTO CONCRETE

TO ASTM F1554 GR 105

THREADED ANCHOR ROD, CONFORMING

LOAD PLATE FOR ƒ" w s 1'-3"

a Ž"s2" HOLE IN BOTTOM

(TYP.)

THAN DEPTH OF BENT CAP

EMBED 36" INTO CONCRETE OR 6" LESS

CONFORMING TO ASTM F1554 GR 105

FOR 1‚" w s 3'-6" ANCHOR ROD,

a 1ƒ" w HOLE IN STEEL LOAD PLATE

a GIRDER

BEARING PAD

a BENT AND

LOAD PLATE

16"s26" TOP

15"s18" BEARING PAD

a BEARING PAD

AND BEARING PAD

a ABUTMENT BEARING

LOAD PLATE

11"s26" TOP

10"s15" BEARING PAD

a GIRDER

a GIRDER

TOP LOAD PLATE

(TYP.)

THAN DEPTH OF ABUTMENT BEAM

EMBED 36" INTO CONCRETE OR 6" LESS

CONFORMING TO ASTM F1554 GR 105

FOR 1‚" w s 3'-6" ANCHOR ROD,

a 1ƒ" w HOLE IN STEEL LOAD PLATE

G = 130 PSI





TOTAL T = 2.625"


a BEARING PAD

AND BEARING PAD

a ABUTMENT BEARING

(TYP.)

ANCHOR BOLT AS SHOWN

‚" STYROFOAM. BOND TO

"A" "A"

01/2018

01/2018

01/2018

01/2018

Š

(TY

P.)

SECTION "A"-"A"

SECTION "B"-"B"

AT ABUTMENT NO. 1

REINFORCED ELASTOMERIC BEARING DETAILS

PLAN

"B""B"

TOP LOAD PLATE DETAIL

SURVEY

(TYP.)

•

(TYP.)

SECTION "C"-"C"

2" 2"

"C" "C"

2" 2"


SURVEY

PLAN

AT BENT NO. 1


"D""D"

2" 2"

PLAN

(TYP.)

SECTION "D"-"D"


SURVEY

AT ABUTMENT NO. 2


Š

1Ž" FOR GIRDERS 10 THRU 12

1‡" FOR GIRDERS 1 THRU 3DENOTES:

NOTES:

BEARING DETAILS

MAXIMUM DESIGN LOAD = 167 KIPS

DL REACTION = 45 KIPS

LL REACTION W/O IMPACT = 122 KIPS







(TYP.)



(TYP.)



2.

1.

ALL STEEL TO BE GRADE 50 UNLESS NOTED OTHERWISE.

GENERAL NOTES FOR ADDITIONAL PAINTING NOTES.

CONFORMING TO FEDERAL STANDARD 595C (30059). SEE

INORGANIC ZINC WITH URETHANE FINISH (BROWN) TOP COAT

SHALL BE PAINTED UTILIZING THE FOLLOWING PAINT:

ALL BEARING PLATES, ANCHOR RODS, NUTS AND WASHERS

B. GARRISON

B. GARRISON

K. McALISTER

K. McALISTER

U-85-100


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 1

PIN NO. 123055.00

CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240085

(LOG MILE 21.54)

STATION 170+83.90

OVER INTERSTATE 24


3'-0

"

MIN. LAP

3'-3"MIN. LAP

3'-3"

3‚"

3ƒ

"3ƒ

"

1‡"

1'-6…"

1'-10…"

BARS H540 - 29 SPA. @ 1'-0" = 29'-0"

3‚"

SERIES BARS A646E (NS & FS)1'-2‡"

BARS H540 - 30 SPA. @ 1'-0" = 30'-0"

9‡"

BARS A647E (NS & FS)

JOINT (TYP.)

PHASE CONST.

LIMIT (TYP.)

PHASE REMOVAL

JOINT (TYP.)PHASE CONST.

WORK POINT

(NS & FS)

BARS A647(NS & FS)

BARS A648

1'-6

"

21'-

6" 24'-

11†"

10'-7" 10'-7" 10'-7"

1'-1‡"

6‡

"

22'-

1

…"

3'-

5†

"

12'-9‚"

10'-7"10'-7"

7'-1…"

2'-3‚"

12'-6…"

10'-0"

21'-

8•

"

5'-7•"

ABUTMENT NO. 1

10'-7"

3'-5†" 4'-0•" 6'-6•"

PLAN

a BEARING

(TYP.)GIRDERa EXISTING

1'-6

"

ELEVATION

169


6'-

11‚"

22'-

9"

25'-

0ƒ

"

(TYP.)ABUTMENT BEAM.REMOVED TO TOP OFSHADED AREA TO BE


60°00'00"

F.G.L. EL. 620.01STA. 169+50.39BEG. OF BRIDGE

BRACKET

1'-0" ROADWAY

(TYP.)

a NEW GIRDER

EL

EV

ATI

ON "B-

B"

EL

EV

ATI

ON "A-

A"

3'-11‡"

3"

2‡

"

(LB.)

(BRIDGES)

REINFORCEMENT

STEEL BAR

(C.Y.)

(BRIDGES)

CONCRETE

CLASS "A"

(LB.)

STEEL

REINFORCING

EPOXY COATED

01/2018

01/2018

01/2018

01/2018

(T.O.W.)EL. 619.86

(T.O.W.)EL. 620.07

(T.O.W.)EL. 619.93

(T.O.W.)EL. 619.46

(T.O.S.)EL. 619.49

(T.O.W.)EL. 618.69

(T.O.W.)EL. 617.38

(T.O.W.)EL. 618.17

(T.O.W.)EL. 618.63

(T.O.W.)EL. 618.83

(T.O.W.)EL. 618.65

(T.O.S.)EL. 618.20

(T.O.W.)EL. 619.86

EL. 606.96

EL. 612.95

EL. 614.14

EL. 613.97

EL. 614.06

EL. 602.63

EL. 612.27

(T.O.S.)EL. 618.20

EL. 613.29 EL. 612.71

EL. 613.00

(T.O.W.)EL. 618.69

(T.O.W.)EL. 619.46

(T.O.S.)EL. 619.49

(T.O.W.)EL. 618.17

(T.O.W.)EL. 617.38

ON SHEET U-ss-ss

SEE "V-GROOVE DETAIL"

31'-9"± 31'-9"±

26'-5" 24'-11†"

(TYP.

)

34'-0ƒ" 34'-0ƒ"

1'-3†"

51'-4†" (PHASE III CONSTRUCTION) 42'-6…" (PHASE I CONSTRUCTION)39'-4…" (PHASE II CONSTRUCTION)

40'-5…" (PHASE II CONSTRUCTION) 51'-4†" (PHASE III CONSTRUCTION) 40'-6„" (PHASE I CONSTRUCTION)

(NS)

(FS)

(LOOKING BACK ON SURVEY)

DENOTES:

SECTION "C-C" ON DWG. NO. U-85-104.

RISER BLOCK TO BE REINFORCED. SEE

DENOTES:

DENOTES:

"B"

"B"

"A"

"A"

"C"

"C"

"D"

"D"

BARS C540E - 67 SPA. @ 1'-0"= 67'-0"

(DRILL AND GROUT 9" MIN.)

(NS & FS)

BARS A645E

10‚"

(TYP.)SOUND ROCK6" MIN. INTO

EL. 600.38

EL. 604.71

NOTES:

(FS) DENOTES: FAR SIDE

(NS) DENOTES: NEAR SIDE

POURING NEW CONCRETE BACKWALL.STEEL SHALL BE COMPLETELY CLEANED BEFORE REINFORCING STEEL. ALL EXISTING REINFORCING ABUTMENTS, SO AS NOT TO DAMAGE EXISTING REMOVING BACKWALL OF SLAB AT THE CONTRACTOR TO TAKE EXTREME CARE WHEN

HAS BEEN COMPLETED.FALSEWORK HAS BEEN REMOVED AND BACKFILLING UNTIL THE SUPERSTRUCTURE IS IN PLACE, THE CONTRACTOR SHALL SUPPORT THE ABUTMENT

OF ROADWAY SLAB.TOP OF APRON WALL TO CONFORM TO BOTTOM

SURFACES WILL NOT BE STAINED.CEMENT IN SUCH A WAY THAT VISIBLE CONCRETE BY SETTING GIRDERS. PLACE RUBBER BONDING MINIMUM OF ONE DAY BEFORE BEING DISTURBED ELASTOMERIC PADS SHALL BE IN PLACE A

B. GARRISON

B. GARRISON

K. McALISTER

K. McALISTER

WORK POINT

3'-0"

1'-6"

(TYP.)

1'-6"

(TYP.) (TYP.)

(TYP.)

1'-10•"

2'-

3"

3'-

9"

1'-

6"

1'-0" ENDWALL

NOTE:

DENOTES:

REMOVED TO TOP OF ROADWAY BRACKET.

PORTION OF EXISTING ENDWALL TO BE

NOTE:

T.O.W. DENOTES: TOP OF WINGWALL

T.O.S. DENOTES: TOP OF SLAB

**

**

**

(TY

P.)

6"

MIN.

7'-

7"

**

*

(TYP.)1" CHAMFER

NOTE:

NOTE:

NOTE:

NOTE:

NOTE:

NOTE:

NOTE:

NOTE:

NOTE:

CLOSURE POUR.CONCURRENTLY WITH THE EXPANSION JOINT12 INCHES OF THE BACKWALL SHALL BE POUREDTHE ABUTMENT BACKWALL. AT LEAST THE TOP THE GIRDERS SHALL BE IN PLACE PRIOR TO

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

RISER BLOCKS SURFACE TO BE LEVEL.

DRAWING NO. STD-1-1SS.OF WINGPOSTS AND PARAPET, SEE STANDARD FOR WINGPOSTS AND PARAPETS. FOR DETAILS BE MADE FOR SETTING REINFORCING STEEL WHEN POURING WINGWALLS, PROVISIONS SHALL

MONOLITHICALLY WITH THE ABUTMENT BEAM.RISER BLOCKS SHALL BE POURED

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

NOTE:

6 SPA. @ 11" = 5'-6"

(6) BARS LS641

(1) BAR LS640 OVERLAPPING

STIRRUPS CONSIST OF

9 SPA. @ 1'-0" = 9'-0"

(6) BARS LS641

(1) BAR LS640 OVERLAPPING

STIRRUPS CONSIST OF

= 5'-6"

6 SPA. @ 11"

BARS YB640 (NS)

WITH 1'-6" EMBEDMENT.

AND GROUTED INTO EXISTING ABUTMENT WALL

BARS A643 (NS & FS) @ 2'-0" MAX. DRILLED

1'-6" EMBEDMENT.

GROUTED INTO EXISTING ENDWALL WITH

BARS A643 @ 1'-0" MAX. DRILLED AND

24 SPA. @ 1'-0" = 24'-0"

BARS C640E d BARS A640E (FS)WITH 1'-6" EMBED.)

AND GROUT BARS A642E AND A645

3 SPA. @ 1'-0" = 3'-0" (DRILL

BARS A640E d BARS A642E (FS)

BARS A644 d BARS A645 (NS)

1'-0"

9"

24 SPA. @ 1'-0" = 24'-0"

BARS C640E d BARS A641E (FS)

26 SPA. @ 1'-0" = 26'-0"

BARS C640 d BARS A644 (NS)

24 SPA. @ 1'-0" = 24'-0"

BARS C640 d BARS A646 (NS) WITH 1'-6" EMBED.)

AND GROUT BARS A642E AND A645

3 SPA. @ 1'-0" = 3'-0" (DRILL

BARS A641E d BARS A642E (FS)

BARS A646 d BARS A645 (NS)

(NS & FS)

BARS A643E

BARS A643E (FS)

BARS A644E (NS)

BAR C640

BAR A646 d

DENOTES:2 SPA. @ 1'-0" = 2'-0"

d BARS H640 - 28 SPA. @ 1'-0" = 28'-0"

= 9'-0"

9 SPA. @ 1'-0"

BARS YB640 (FS)

d BARS H640 - 28 SPA. @ 1'-0" = 28'-0"

5,74515,637

"C"

"C"

U-85-101

SECTIONS. SEE DWG. NO. U-85-103.

FOR ELEVATION "A-A", B"-B" AND

SHEET U-85-100.

DENOTES: FOR BEARING DETAILS,


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 1

PIN NO. 123055.00

CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240085

(LOG MILE 21.54)

STATION 170+83.90

OVER INTERSTATE 24


1' -10…" 3‚" 1' -2‡" 9‡"

BARS C540E

5„"

1' -6…"

2‡"

10‚"3‚"

BARS H540 - 30 SPA. @ 1'-0" = 30'-0" BARS H540 - 29 SPA. @ 1'-0" = 29'-0"

SERIES BARS A646E (NS & FS)BARS A647E (NS & FS)

3"

3"

3"

3"

3ƒ

"

3"

(FS)

(NS)

(NS)

(FS)

(TYP.)

BARS LS641 BAR LS640 BAR LS640(TYP.)

BARS LS641

OVERLAPPING (6) BARS LS641

STIRRUPS CONSIST OF (1) BAR LS640

OVERLAPPING (6) BARS LS641

STIRRUPS CONSIST OF (1) BAR LS640

1'-6" EMBED.)

GROUT BARS A645 WITH

(NS & FS) (DRILL AND

BARS A647E d BARS A645

2 SPA. @ 1'-0" = 2'-0"

BARS A54_


BAR A440

1'-6

"

26 SPA. @ 1'-0" = 26'-0"

24 SPA. @ 1'-0" = 24'-0" 24 SPA. @ 1'-0" = 24'-0"

SECTION "A-A"

BARS A644 d BARS C640

SECTION "B-B"

BARS A646 d BARS C640

BAR C640

BAR A646 d

BARS A5__

BARS A5__

BARS A552

BARS A648

BAR A440

BARS A54_

BARS A54_

BARS A5__

BARS CD540

(NS)

(FS)

(FS)

(NS)

BARS F640E - 26 SPA. @ 1'-0" = 26'-0" BARS F640E - 26 SPA. @ 1'-0" = 26'-0"

(FS)(NS)

(FS)

6"

BARS YB640

BARS YB640

25'-

0ƒ

"

24'-

11†"

@ 1'-0" = 58'-0"

BARS CD640E - 58 SPA.

6"

(TYP.)

d BARS H640 - 28 SPA. @ 1'-0" = 28'-0"d BARS H640 - 28 SPA. @ 1'-0" = 28'-0"


67 SPA. @ 1'-0" = 67'-0"

(TYP.)

4‚"

3"

*

(TYP.

)2•"

3"

(TYP.

)1'-9

"

*

(TYP.

)2•"(T

YP.)

**

(TY

P.)

1'-0"

1'-0"

9"

**

1‡"

K. McALISTER

K. McALISTER

B. GARRISON 01/2018

01/2018

01/2018

01/2018

M. METZ

24 SPA. @ 1'-0" = 24'-0"

DENOTES:**

WITH 1'-6" EMBEDMENT.

AND GROUTED INTO EXISTING ABUTMENT WALL

BARS A643 (NS & FS) @ 2'-0" MAX. DRILLED

WORK POINT

1'-6" EMBED.)

AND GROUT BARS A645 WITH

3 SPA. @ 1'-0" = 3'-0" (DRILL

BARS A646 d BARS A645

1'-0"

1'-6" EMBED.)

AND GROUT BARS A645 WITH

3 SPA. @ 1'-0" = 3'-0" (DRILL


BARS A640E d BARS C640E BARS A641E d BARS C640E

1'-6" EMBED.)

AND GROUT BARS A642E WITH

3 SPA. @ 1'-0" = 3'-0" (DRILL


1'-6" EMBED.)

AND GROUT BARS A642E WITH

3 SPA. @ 1'-0" = 3'-0" (DRILL


(TYP.)

4‚"

1'-6" EMBED.)



BARS A647E d BARS A645

BARS A647

1'-0"

25'-

0ƒ

"

(NS)

7"

@ 1'-

0" = 7'-

0"

(NS

& FS) - 7 SP

A.

SE

R. B

ARS

A649

@ 1'-

0" = 6'-

0"

(NS

& FS) - 6 SP

A.

SE

R. B

ARS

A651

BARS A552

24'-

11†"

BA

RS

C640 (N

S)

BA

RS

A650 d

13 SP

A. @ 1'-

0" = 13'-

0"

BA

RS

A648

E (F

S)

BA

RS

C940

E d

BA

RS

C640 (N

S)

BA

RS

A650 d

13 SP

A. @ 1'-

0" = 13'-

0"

BA

RS

A648

E (F

S)

BA

RS

C940

E d

*INTO EXISTING ENDWALL WITH 1'-6" EMBEDMENT.

INDICATES BARS A643 @ 1'-0" MAX. DRILLED AND GROUTEDDENOTES:

1'-6" EMBED. (FS) - 4 EQ. SPA. = 3'- 10†"

BARS A553 d BARS C640 (NS) AND BARS A554 WITHDENOTES:

1'-6" EMBED. (FS) - 3 EQ. SPA. = 2'-6ƒ"

BARS A562 d BARS C640 (NS) AND BARS A563 WITHDENOTES:

BA

RS

C640 (N

S)

BA

RS

A652 d

15 SP

A. @ 1'-

0" = 15'-

0"

BA

RS

A649

E (F

S)

BA

RS

C940

E d

BA

RS

C640 (N

S)

BA

RS

A652 d

15 SP

A. @ 1'-

0" = 15'-

0"

BA

RS

A649

E (F

S)

BA

RS

C940

E d

U-85-102


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 1

PIN NO. 123055.00

CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240085

(LOG MILE 21.54)

STATION 170+83.90

OVER INTERSTATE 24


2' -3ƒ"

3'-5†"

1"

•"

3•

" (AC

UT

E)

2'-

2" (O

BT

USE)

1'-0"= 1'-2"

2 SPA. @ 7"

1'-0"

a V-GROOVE

BAR A548 (FS)

BAR A547(NS)

BAR A546 (FS)

BAR A545 (NS)

BARS A557 (NS & FS)

BARS A556 (NS & FS)

BARS A561 (NS & FS)

PLAN OF FOOTING

BA

RS

A555

= 2'-6"

@ 10"

3 SPA.

22' -9"

25' -0ƒ"

BARS HP570E

3" 10"

3"

BARS A561 (FS)

BARS A560 (NS)

1'-0"

(FS) (TYP.)

BARS A552

(FS) (TYP.)

BARS A552

6"

= 2'-6"

@ 10"

3 SPA.

BARS HP570E

3" 10"

3"

= 1'-2"

2 SPA. @ 7"

24'-11†"

21'-6"

6"7"

7"

12 SP

A. @ 1'-

0" = 12'-

0"

30'-6†"

D742 (B

OT.)

BA

RS

A642 (T

OP) &

BOT.) 8 E

Q.

A541 (TOP

&

SERIES

BARS

BOT.) 8 E

Q.

A541 (TOP

&

SERIES

BARS

(TO

P

&

BO

T.)

BA

RS

A540

23'-

7"

AND GROUTED INTO EXISTING FOOTING WITH 1'-6" EMBEDMENT.

INDICATES BARS A542 (TOP & BOT.) @ 2'-0" MAX. DRILLED

ELEVATION "A-A" ELEVATION "B-B"

VA

RIE

S

= 7'-0"

7 SPA. @ 1'-0"

A649 (NS & FS)

SERIES BARS

(FS) - FAR SIDE

(NS) - NEAR SIDE

DOUBLE BARS B570E - 22 SPA. @ 8" = 14'-8"

(NS & FS)

BARS A551

(NS & FS)

BARS A550

(TYP.)

BARS C640 (NS)

BARS A553 d

BARS A554 (FS)

BARS C640 (NS)

3"

DOUBLE BARS B570E - 24 SPA. @ 8" = 16'-0"6"

(TYP.)

BARS C640 (NS)

BARS A562 d

BARS C640 (NS)

BARS A563 (FS)

3"

= 2'-6ƒ"

SPA.

3 EQ.

BARS A550 (FS)

BARS A549 (NS)

1'-

0" = 4'-

0"

4

SP

A.

@

VA

RIE

S

(TYP.)

SOLID ROCK

6" MIN. INTO

3 SPA. @ 1'-0" = 3'-0"

(TOP) & D741 (BOT.)

SERIES BARS A641

3 SPA. @ 1'-0" = 3'-0"

(TOP) & D741 (BOT.)

SERIES BARS A6413 SPA. @ 1'-0" = 3'-0"

(TOP) & D741 (BOT.)

SERIES BARS A641

3 SPA. @ 1'-0" = 3'-0"

(TOP) & D741 (BOT.)

SERIES BARS A641

24 SPA. @ 1'-0" = 24'-0"

BARS A640 (TOP) & D740 (BOT.)

24 SPA. @ 1'-0" = 24'-0"

BARS A640 (TOP) & D740 (BOT.)

D742 (B

OT.)

BA

RS

A642 (T

OP) &

11 SP

A. @ 1'-

0" = 11'-

0"


1'-0" 1'-0" 1'-0" 1'-0"

EL. 619.86

EL. 620.11

EL. 619.96 EL. 619.46

EL. 618.69

EL. 612.95

EL. 606.96 EL. 602.60

EL. 612.27

EL. 617.38

EL. 618.17EL. 618.65

EL. 618.80

EL. 618.60

"V-GROOVE DETAIL"

(N.T.S.)

BRACKET (TYP.)

TO THE BOTTOM OF THE ROADWAY

TO RUN FROM THE TOP OF FOOTING

SECURELY BONDED TO CONCRETE

•" x 3" BITUMINOUS FIBERBOARD

01/2018

01/2018

01/2018

01/2018

B. GARRISON

B. GARRISON

K. McALISTER

K. McALISTER

"E"

"E" "E"

"E"

**

3"

3"

8'-3"

3"

3"

10'-

3"

SPA. = 7'-9"

3"

3"

(TY

P.)

(TY

P.)

6"

MIN.

20'-

0"

30'-6•"

(TY

P.)

10

EQ.

SP

A.

= 9'-

9"

5'-

0"

4'-

0"

3"

3"

3"

4'-

0"

5'-

0"

1'-

0"

3"

PIECE.

LONG CONCRETE MASONRY NAILS PER

BE AFFIXED TO WINGS WITH 4 - 1 •"

INDICATES BITUMINOUS FIBERBOARD TO

FIBERBOARD

•" BITUMINOUS

FIBERBOARD

•" BITUMINOUS

3"8'-3"

SPA. = 7'-9"

3"

****

= 3'-10†"

4 EQ. SPA.

BA

RS

A543 (N

S

&

FS)

= 6'-

0"

6

SP

A.

@

1'-

0"

6

SP

A.

@ 1'-

0" = 6'-

0"

BARS A650 d BARS C640 (NS)

13 SPA. @ 1'-0" = 13'-0"

& BARS C940E d BARS A648E (FS)

(NS & FS)

BARS A551

(NS

&

FS)

= 3'-

0"

1'-

0"

3

SP

A.

@

3

SP

A.

= 3'-

0"

@

1'-

0"

2 SPA. @ 1'-0" = 2'-0"

SERIES BARAS A559 (FS)

SERIES BARS A558 (NS) ANDDENOTES:

2 SPA. @ 1'-0" = 2'-0"

SERIES BARS A544 (NS & FS)DENOTES:

= 6'-0"

6 SPA. @ 1'-0"

A651 (NS & FS))

SERIES BARSBARS A652 d BARS C640 (NS)

15 SPA. @ 1'-0" = 15'-0"

& BARS C940E d BARS A649E (FS)

U-85-103


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 1

PIN NO. 123055.00

CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240085

(LOG MILE 21.54)

STATION 170+83.90

OVER INTERSTATE 24


SECTION "E-E"

BARS D742

8 EQ. SPA. = 7'-9"

SER. BARS A541

BARS B570E

1'-6"

BARS A642

1" FORMLINER

CONSTR. JOINT

SOLID ROCK

6" MIN. INTO

4'-

8" P

ROJ.

BARS C940E

2'-

10"

PR

OJ.

BARS C640

BARS A65_

BARS A64_E

CO

PIN

G

HEIG

HT

8‚

"

MIN.


NEW CONCRETE BACKWALL.

BE COMPLETELY CLEANED BEFORE POURING

STEEL. ALL EXISTING REINFORCING STEEL SHALL

SO AS NOT TO DAMAGE EXISTING REINFORCING

REMOVING BACKWALL OF SLAB AT THE ABUTMENTS,

CONTRACTOR TO TAKE EXTREME CARE WHEN

EXIST. ENDWALL)

(DRILL & GROUT INTO

a BARS C540E @ 1'-0" MAX.

SECTION "C-C"

1'-6" EMBED.

BARS H640 f

3'-5" PROJ.

BARS C640E f

2'-10" PROJ.

BARS C640 f

EXIST. RDWY. BRKT.)

(DRILL AND GROUT INTO

BARS CD640E @ 1'-0" MAX.

BARS A645E

BARS F640E

BARS A64_E

BARS H540

BARS A640

BARS A540 @ 10 EQ. SPA.

BARS C540EBARS D740

BARS A64_E

BARS A64_E

SOLID ROCK

6" MIN. INTO

(TYP.)

STD. DWG. STD-1-5.

BRIDGE ENDS, SEE

NEW PAVEMENT AT

(TYP.)

STD. DWG. STD-1-5.

BRIDGE ENDS, SEE

NEW PAVEMENT AT

CONSTR. JOINT

3"3"

2'-

3"

3"

3"

3'-3"

3"3"

1'-0"

•" V-GROOVE

EXISTING ENDWALL

9" MIN. EMBED

EXISTING SLAB ENDS.

AND REPOURING AT

LIMITS OF REMOVAL

6" 6"

9"

1'-

0"

1'-

0"

3"

2" CLR.

(TYP.)

2'-

3"

3'-3" 3'-3"3'-9"

VA

RIE

S

3"

3"

2" OPENING

9"

BRIDGE WIDENING

NOTE:

BEGINNING OF

8'-3"10'-3"

= 9'-9"

3" C

LR.

(TY

P.)

VA

RIE

S

OVERLAPPING (6) BARS LS641 SPA. @ 1'-0"

STIRRUPS CONSIST OF (1) BAR LS640DENOTES:

BARS A64_

VA

RIE

S

= 5'-

0"

5

SP

A.

@

1'-

0"

(NS

&

FS)

BA

RS

A6

4_

3'-6"

SP

A.

@

1'-

0"

BA

RS

A5

__

OR

SE

RIE

S

BA

RS

A5

__

1" FORMLINER

2" CLR.

(FS)

(NS)

SECTION "D-D"

K. McALISTER

K. McALISTER

B. GARRISON 01/2018

01/2018

01/2018

01/2018

M. METZ

(4) BARS A441

(4) BARS H440

U-85-104


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 1

PIN NO. 123055.00

CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240085

(LOG MILE 21.54)

STATION 170+83.90

OVER INTERSTATE 24


27 SPA. @ 1'-0" = 27'-0" 9"

BARS LS540

10†" BARS R640E d SERIES BARS A643E (NS & FS)

BARS H540 - 27 SPA. @ 1'-0" = 27'-0"

1'-3"

2'-6

"

1'-6

"

3‚" 10‚"

1'-3†"

4"

3" 1'-9•"

BARS H540 - 26 SPA. @ 1'-0" = 26'-0"

BARS LS540 - 28 SPA. @ 1'-0" = 28'-0"

MIN. LAP

3'-3"

3'-0

"

1"

•"

1'-1‡

" (AC

UT

E)

2'-

0‚

" (OB

TUSE)

BARS R640E d BARS A645E (NS & FS)

24'-11†"26'-5"

MIN. LAP

3'-3"

BARS H540 & BARS R640E d BARS A640BARS H540 & BARS R640E d BARS A640

2'-9•"

(TYP.)

a NEW GIRDER

(NS & FS)

BARS A641

JOINTCONST.

JOINTOPT. CONST.

BARS A740BARS LS540

BARS H640

(NS)

(FS)

(FS)

(NS)

BARS R640E

JOINT (TYP.)

PHASE CONST.

LIMIT (TYP.)

PHASE REMOVAL

a V-GROOVE

JOINT (TYP.)PHASE CONST.

EL. 604.49EL. 605.53

BARS A540

BARS A641 (FS)

BARS A642 (NS)

BARS C540E

ABUTMENT NO. 2

10'-7"10'-7"10'-7" 4'-10‚"

20'-

1…

"

11'-7…"

23'-

2ƒ

"

18'-

9"

10'-7"10'-7"10'-7"11'-2‚"

3'-1•"

20'-

6"

22'-

4•

"

19'-

4•

"

6'-3" 4'-4" 5'-6ƒ" 5'-0‚"

PLAN

a BEARING

(TYP.)GIRDERa EXISTING


ELEVATION

NOTES:

EXIST. ENDWALL)

(DRILL & GROUT INTO

a BARS C540E @ 1'-0" MAX.

SECTION "B-B" SECTION "C-C"

2'-

10"

BARS A540

BARS A740

BARS A540BARS A740

BAR A440

BARS F6XXE

BARS H540

EXIST. RDWY. BRKT.)

(DRILL AND GROUT INTO

BARS CD640E @ 1'-0" MAX.

BARS A642E

EL

EV

ATI

ON "A-

A"

DETAIL"

SEE "V GROOVE"

EL

EV

ATI

ON "B-

B"


BRACKET

1'-0" ROADWAY

(TYP.

)9"

1'-0

"

9"

(TYP.

)

(TYP.)

3'-0"

1'-6" 1'-6"

(TYP.)(TYP.)

(TYP.)

NOTE:

NOTE:

T.O.W. DENOTES: TOP OF WINGWALL

T.O.S. DENOTES: TOP OF SLAB

REMOVED TO TOP OF ROADWAY BRACKET.

PORTION OF EXISTING ENDWALL TO BEDENOTES:

ABUTMENT BEAM (TYP.)

REMOVED TO TOP OF

SHADED AREA TO BE

1'-

6"

(TYP.)1" CHAMFER

3'-

9"

2'-

3"

1'-0" ENDWALL

WORK POINT

F.G.L. EL. 614.66STA. 171+89.45END OF BRIDGE

60°00'00"

2‚"

4"

31'-9"± 31'-9"±

SECTION "D-D". SEE DWG. NO. U-85-106.

FOR ELEVATION "A-A", B"-B" AND

(C.Y.)

(BRIDGES)

CONCRETE

CLASS "A"

(LB.)

(BRIDGES)

REINFORCEMENT

STEEL BAR

(LB.)

STEEL

REINFORCING

EPOXY COATED

01/2018

01/2018

01/2018

01/2018

K. McALISTER

K. McALISTER

B. GARRISON

"D"

"D"

"B"

"B"

"C"

"C"

"B"

"B"

"A""A"

d BARS H640 - 27 SPA. @ 1'-0" = 27'-0"


*

(TYP.

)

SEE SECTION "B-B".

RISER BLOCK TO BE REINFORCED. DENOTES:

(NS & FS) d BAR H640

BAR H540, BAR R640E d BAR A644E DENOTES:

EMBEDMENT. SEE SECTION "D"-"D".

INTO EXISTING ABUTMENT BEAM WITH 1'-6"

BARS A643 DRILLED AND GROUTEDDENOTES:

1'-6" EMBEDMENT.

AND GROUTED INTO EXISTING ENDWALL WITH

BARS A643 @ 1'-0" MAX. DRILLEDDENOTES:

(NS & FS)

BARS A640E

(NS & FS)

BARS A642E

4 SPA. @ 9" = 3'-0"DENOTES:


BARS C540E - 67 SPA. @ 1'-0"= 67'-0"

4 SPA. @ 11" = 2'-9"DENOTES:

d BARS H640 - 27 SPA. @ 1'-0" = 27'-0"

BRIDGE WIDENING

END OF

EXISTING SLAB ENDS.

AND REPOURING AT

LIMITS OF REMOVAL

9" MIN. EMBED

SEE STD. DWG. STD-1-5. (TYP.)

NEW PAVEMENT AT BRIDGE ENDS,

1'-

0"

9"

6" 6"

•" V-GROOVE 1'-0"1'-0"

3"

1'-

0"

9"

1'-

0"

PR

OJ.

1'-

6"

EM

B.

5 EQ. SPA.

= 3'-3"

3'-9"

3"3"

1'-

0"

1'-

0"

3"

3"

3"

2'-

6"

VARIES

4…

"


(NS) DENOTES: NEAR SIDE

"V-GROOVE DETAIL"

(N.T.S.)

HAS BEEN COMPLETED.FALSEWORK HAS BEEN REMOVED AND BACKFILLING UNTIL THE SUPERSTRUCTURE IS IN PLACE, THE CONTRACTOR SHALL SUPPORT THE ABUTMENT

OF ROADWAY SLAB.TOP OF APRON WALL TO CONFORM TO BOTTOM

SURFACES WILL NOT BE STAINED.CEMENT IN SUCH A WAY THAT VISIBLE CONCRETE BY SETTING GIRDERS. PLACE RUBBER BONDING MINIMUM OF ONE DAY BEFORE BEING DISTURBED ELASTOMERIC PADS SHALL BE IN PLACE A

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

RISER BLOCKS SURFACE TO BE LEVEL.

DRAWING NO. STD-1-1SS.OF WINGPOSTS AND PARAPET, SEE STANDARD FOR WINGPOSTS AND PARAPETS. FOR DETAILS BE MADE FOR SETTING REINFORCING STEEL WHEN POURING WINGWALLS, PROVISIONS SHALL

MONOLITHICALLY WITH THE ABUTMENT BEAM.RISER BLOCKS SHALL BE POURED

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

POURING NEW CONCRETE BACKWALL.

STEEL SHALL BE COMPLETELY CLEANED BEFORE

REINFORCING STEEL. ALL EXISTING REINFORCING

ABUTMENTS, SO AS NOT TO DAMAGE EXISTING

REMOVING BACKWALL OF SLAB AT THE

CONTRACTOR TO TAKE EXTREME CARE WHEN

40'-2ƒ" (PHASE I CONSTRUCTION) 51'-4†" (PHASE III CONSTRUCTION) 43'-4ƒ" (PHASE II CONSTRUCTION)

(TYP.

)

40'-6„" (PHASE I CONSTRUCTION) 51'-4†" (PHASE III CONSTRUCTION) 40'-6„" (PHASE II CONSTRUCTION)

BRACKET (TYP.)





M. METZ/B. GARRISON

34'-0ƒ"34'-0ƒ"


BAR H540, BAR R640E d BAR A645E DENOTES:

(T.O.W.)

EL. 611.61

(T.O.W.)

EL. 611.74

(T.O.W.)

EL. 612.39 (T.O.S.)

EL. 612.42 EL. 607.97

(T.O.W.)EL. 611.61

(T.O.W.)EL. 611.97

(T.O.W.)EL. 612.33

(T.O.W.)EL. 612.39

(T.O.S.)EL. 612.42

(T.O.W.)EL. 611.74

(T.O.W.)EL. 614.01

(T.O.W.)EL. 614.34

(T.O.W.)EL. 614.61

(T.O.W.)EL. 614.54

(T.O.S.)EL. 614.57

(T.O.W.)EL. 613.90

(T.O.W.)

EL. 614.54

(T.O.W.)

EL. 613.90(T.O.S.)

EL. 614.57

EL. 609.30

EL. 609.34

EL. 609.37

EL. 607.59

EL. 607.21

(LEVEL)

EL. 606.99(LEVEL)

EL. 608.03

BARS A640E (FS)

BARS A641E (NS)

SOUND ROCK (TYP.)

6" MIN. INTO

(DRILL AND GROUT BARS A640)

d BARS A645E (NS & FS)(DRILL AND GROUT BARS A640)

d BARS A644E (NS & FS)

3,0507,99663

SEE STD. DWG. STD-1-5. (TYP.)

NEW PAVEMENT AT BRIDGE ENDS,

***

**

EXIST. ABUTMENT

NOTE:

(TY

P.)

6"

MIN.

**

*

NOTE:

NOTE:

NOTE:

NOTE:

NOTE:

NOTE:

NOTE:

NOTE:

BARS H640

BARS A64_E d

BARS A64_E

5 SPA. @ 1'-0"

(N.S. & F.S.)

BARS A64_

(4) BARS A441

H440

(4) BARS

U-85-105

SEE SHEET U-85-100.

FOR BEARING DETAILS,DENOTES:


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 1

PIN NO. 123055.00

CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240085

(LOG MILE 21.54)

STATION 170+83.90

OVER INTERSTATE 24


3"

3"

22' -

8•

"

1' -0" 2•

"

(TYP.

)2' -6" 3

"

3"

BARS F640E - 26 SPA. @ 1'-0" = 26'-0" BARS F640E - 26 SPA. @ 1'-0" = 26'-0"

4 SPA. @ 9" = 3' -0"

BARS R640E d SERIES BARS A643E (NS & FS)10†" 1'-3" 1' -9•" BARS R640E d BARS A645E (NS & FS)

27 SPA. @ 1'-0" = 27' -0"

BARS H540

2‡"

BARS H540= 2'-9"

3 SPA. @ 11"

(TYP.)

6"

(TYP.)

4‚"

(TYP.)

4‚"

10‚"3‚"

1' -0"

1' -6"

1' -3"

1' -0"

3"

6"

6"

3"

3"

2' -6"

3"

3"

1'-

0"

1'-

0"

2' -6"

3" 3"4 EQ. SPA.

9" 9"

3"

22' -4•" WINGBEAM

BARS LS541 - 19 SPA. @ 1'-0" = 19' -0"

3" 3"

3" 10"

2' -2•" 20'-6"

BARS HP570E

22' -8•"

CO

PIN

G

HEIG

HT

8‚

"

MIN.

1" FORMLINER

2" CLR.

2'-0‚"

3" BARS LS541 - 17 SPA. @ 1'-0" = 17' -0"

3" 3"

3" 10"

3' -4…"

BARS HP570E

22' -1…"

1' -1‡"

18' -9"

22'-

1…"

23' -2ƒ" WINGBEAM

DBL. BARS B570E - 19 SPA. @ 8" MAX. = 12' -6"

= 11'-1"

DBL. BARS B570E - 12 SPA. @ 8" MAX.

= 67'-0" (DRILL AND GROUT 9" MIN.)

BARS C540E - 67 SPA. @ 1'-0"

26 SPA. @ 1'-0" = 26' -0"

1' -6"

2'-

10"

20 SPA. @ 1'-0" = 20'-0"

SERIES BARS A444 (NS) OR SERIES BARS A646 (FS) d BARS H640

d

BA

RS

H640 - 20 SP

A. @ 1'-

0"

OR SE

RIE

S

BA

RS

A646 (F

S)

SE

RIE

S

BA

RS

A649 (F

S)

SE

RIE

S

BA

RS

A447 (N

S) O

R

18 SPA. @ 1'-0" = 18'-0"

SERIES BARS A447 (NS) OR SERIES BARS A649 (FS) d BARS H640

a BEARING (NS)

(FS)

BARS A641 (FS)

BARS A642 (NS)

BARS B570E

(NS) (FS)

JOINT

CONST.

EL. 611.61

EL. 611.97EL. 612.33 EL. 612.39

EL. 611.74

(TYP.)

•" BITUMINOUS FIBERBOARD

1'-0"= 1'-2"

2 SPA. @ 7"

a V-GROOVE

WORK POINT

1'-0"= 1'-2"

2 SPA. @ 7"

(TYP.)

•" BITUMINOUS FIBERBOARD a V-GROOVE

EL. 614.01

EL. 614.34

EL. 614.61EL. 614.54

EL. 613.90

BARS A641BAR A440

A640 WITH 1'-6" EMBED.)

(DRILL AND GROUT BARS

d BARS A640 (NS & FS)

BARS R640E d BARS A645E

1'-6" EMBED.)



A644E d BARS A640

BARS R640E d BARS

BAR A440

BEAM) LEVEL

(TOP OF ABUT.

EL. 606.99BEAM) LEVEL

(TOP OF ABUT.

EL. 608.03

BARS LS541

BARS A644 (FS)

BARS A442 (NS) OR

BAR A645 (FS)

BAR A443 (NS) OR

BARS A541BARS A741

BARS H640

WORK POINT

BARS A544BARS A742

BARS A647 (FS)

BARS A445 (NS) OR

BAR A648 (FS)

BAR A446 (NS) OR

WITH 1'-6" EMBED. 2'-6" PROJECTION

DRILLED AND GROUT BAR A542

BAR A542 d BAR A546

BARS A44_

BARS A64_

BARS A74_

BARS A54_


SECTION "A-A"

BARS A644

BARS A442

BARS A445

BARS A647

SECTION "C-C"

SECTION "D-D"

(FS)

(NS)

= 20'-

0"

(TYP.

)

(TYP.

)

(NS)

d BARS H640 - 27 SPA. @ 1'-0" = 27'-0"


BAR R640E d BAR A644E

d BARS H640 - 27 SPA. @ 1'-0" = 27'-0"

= 58'-0"

BARS CD640E - 58 SPA. @ 1'-0"

*(FS)

= 2'-0"

PR

OJ.

EM

B.

"C"

"C"

ELEVATION "A"-"A"

= 2'-6"

@ 10"

3 SPA.

PIECE.




M. METZ/B. GARRISON

01/2018

01/2018

01/2018

01/2018

EMBEDMENT. (BARS A643)

ABUTMENT BEAM WITH 1'-6"

AND GROUTED INTO EXISTING

INDICATES BARS DRILLED

7•

"

4

SP

A.

@

2'-

6"

7•"

3'-9"

1'-3"1'-3" 7•"

6"

= 2'-6"

@ 10"

3 SPA.6"

"C"

"C"

ELEVATION "B"-"B"

PIECE.




4"

SE

RIE

S

BA

RS

A444 (N

S)

@ 1'-

0" = 18'-

0"

d

BA

RS

H640 - 18 SP

A.


BAR R640E d BAR A645E

A64_ (F

S) - 5

OR 6

EQ.

SP

A.

BA

RS

A44_ (N

S)

OR

BA

RS

B. GARRISON

K. McALISTER

K. McALISTER

*

*

**

**

*

**

*

ABUTMENT BEAM WITH 1'-6" EMBEDMENT.

BARS A643 DRILLED AND GROUTED INTO EXISTINGDENOTES:

EXISTING ENDWALL WITH 1'-6" EMBEDMENT.

BARS A643 @ 1'-0" MAX. DRILLED AND GROUTED INTO DENOTES:

WITH 2'-6" PROJECTION (NS & FS) - 4 EQ. SPA. = 3'-7…"

BARS A542 d BARS A545. EMBED. BARS A542 1'-6" DENOTES:

WITH 2'-6" PROJECTION (NS & FS) - 3 EQ. SPA. = 2'-2•"

BARS A542 d BARS A543. EMBED. BARS A542 1'-6" DENOTES:

U-85-106


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 1

PIN NO. 123055.00

CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240085

(LOG MILE 21.54)

STATION 170+83.90

OVER INTERSTATE 24


2•

"

6"

3•

"

6"

6"

3‚

"

2‡

"

6"

15

EQ.

SP

A.

= 14'-

7"

BA

RS

LS450

16

EQ.

SP

A.

= 15'-

9…

"

BA

RS

LS450

17

EQ.

SP

A.

= 16'-

2…

"

BA

RS

LS450

15

EQ.

SP

A.

= 14'-

5ƒ

"

BA

RS

LS450

9

SP

A.

@ 12" = 9'-

0"

BA

RS

T450

9

EQ.

SP

A.

= 8'-

6"

BA

RS

T450

6'-0" 15'-0"

6"

6'-0"

"B" "C" "D" "E" "F" "G"

10'-7"10'-7" 10'-7"

27'-0"

QUANTITIES

ESTIMATED BENT

(C.Y.)

(BRIDGES)

CONCRETE

CLASS "A"

(LB.)

(BRIDGES)

REINFORCEMENT

STEEL BAR

LEFT BENT

LOCATION

RIGHT BENT

TABLE OF ELEVATIONS

"A" "H"

1'-

6"

3'-

0"

1'-

6"

a NEW GIRDER

(TYP.)

(TYP.)1" CHAMFER

a NEW GIRDER1'-6"

(TYP.)a NEW GIRDER

a NEW GIRDERa NEW GIRDER


a NEW GIRDER

LEFT BENT

RIGHT BENT

609.87

611.40

EL. "A"

EL. "A"

610.12

611.54

EL. "B"

EL. "B"

610.42

611.46

EL. "C"

EL. "C"

610.71

611.38

EL. "D"

EL. "D"

610.62

611.19

EL. "E"EL. "E"

EL. "F"

EL. "G"

"I"

590.00

592.50

EL. "H"

EL. "H"

580.00

583.00

EL. "I" EL. "I"

607.86 607.72

EL. "F"

606.49 606.99

6"

1 2 34

9 10 11 12

EL. "G"

(TYP.)

CONST. JOINT

EL. "H"

EL. "I"

6'-0" 15'-0" 6'-0"

3"

= 3'-0"

@ 12"

3 SPA. 4•"

= 11'-3"

27 SPA. @ 5" 4•"

= 3'-0"

@ 12"

3 SPA. 3"

= 4'-3"

@ 3"

17 SPA.

= 4'-3"

@ 3"

17 SPA.

2'-

6"

3'-

6"

(TYP.)

BARS A1150

(TYP.)

BARS A1151

6"

3'-0"

12"

MA

X.

SP

ACIN

G

BA

RS

LS450

"B"

"B"

"B"

"B"

"A"

"A"

"A"

"A"

2'-

6"

(TYP.)

60°00'00"

PLAN

ELEVATIONEND ELEVATION

(TY

P.)

2'-11"HOLLOW PKWY.

a & F.G.L. HICKORY 27'-0"

10'-7" 10'-7" 10'-7"

(TYP.)

2'-11"

a BENT

3'-

0"

1'-

6"

1'-

6"

4'-11"4'-11"

27'-0"

"C" "C"

"D""D"

"C""C"

"D" "D"

3'-0"

3'-0"

(TYP.)

(TYP.)

(TYP.) (TYP.)

(TYP.)

CONST. JOINT

4'-6"w SHAFT & ROCK SOCKET 4'-6"w SHAFT & ROCK SOCKET

01/2018

01/2018

01/2018

01/2018

LEFT BENT

LOCATION

RIGHT BENT

(C.Y.)

CONCRETE

SHAFT

DRILLED

(LB.)

STEEL

REINFORCING

DRILLED SHAFT

*

1'-6" 1'-6"

SHAFT & ROCK SOCKET

a COLUMN, DRILLED

(TYP.)

SHAFT & ROCK SOCKET

a COLUMN, DRILLED (TYP.)

SHAFT & ROCK SOCKET

a COLUMN, DRILLED

ROD (TYP.)

1‚"w ANCHOR

DOUBLE BARS LS550

BARS A550

BARS D1050

BARS E1050

AND NOTES FOR ANCHOR RODS

AND ADDITIONAL DETAILS

FOR EMBEDMENT DEPTH

* DENOTES: SEE BEARING DETAILS

3"

= 3'-0"

@ 12"

3 SPA.4•"

= 11'-3"

27 SPA. @ 5"4•"

= 3'-0"

@ 12"

3 SPA.3"

= 4'-3"

@ 3"

17 SPA.

= 4'-3"

@ 3"

17 SPA.

DOUBLE BARS LS550

27'-0"

BARS D1050

BARS A550

BARS E1050

(TYP.)

BARS A1150

(TYP.)

BARS A1152

AS SHOWN IN THIS VIEW

** DENOTES: BARS TO HAVE HOOKS TURNED

AS SHOWN IN THIS VIEW

** DENOTES: BARS TO HAVE HOOKS TURNED

ROCK SOCKET

4'-6"w SHAFT &

ROCK EL. 589.0

APPROXIMATE TOP OF

EL. 592.0

TOP OF ROCK

APPROXIMATE

2'-

6"

(TY

P.)

6"

6"

(TY

P.)

6"

6"

(TY

P.)

(TYP.)

BARS A1150

NOTES:

NOTE: RISER BLOCKS SURFACE TO BE LEVEL.

NOTE: COLUMN STEEL TO EXTEND 3'-3" INTO CAP BEAM.

SURFACES WILL NOT BE STAINED.

RUBBER BONDING CEMENT IN SUCH A WAY THAT VISIBLE CONCRETE

BEFORE BEING DISTRUBED BY SETTING BEAMS ON CONCRETE. PLACE

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

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

BOLT PROJECTION 6…".

FOR SETTING ANCHOR BOLTS. SEE STANDARD DRAWING STD-6-1.

NOTE: WHEN POURING CAP BEAM, PROVISIONS SHALL BE MADE

LEFT BENT RIGHT BENT

U-85-100

SEE DRAWING NO.

FOR BEARING DETAILS

GIRDER

a EXISTING

GIRDER

a EXISTING

GR 105) *

ROD (ASTM F1554

1‚" w ANCHOR

DENOTES: SERIES DOUBLE BARS LS551

10

9

22

20

(TY

P.)

EM

BE

D

5'-

6"

(TY

P.)

EM

BE

D

5'-

6"

(TY

P.)

EM

BE

D

5'-

6"

(TY

P.)

EM

BE

D

5'-

6"

**BARS B1151**BARS B1150 **BARS B1152 **BARS B1153

(TYP.)

B1152 OR B1153

**BARS B1150, B1151,

1,712

1,632

10,483

10,151

BENT NO. 1

B. GARRISON

K. McALISTER

J. LEADERS

J. LEADERS

SHAFT QUANTITIES

ESTIMATED DRILLED

12"

MA

X.

SP

ACIN

G

BA

RS

T450

U-85-107


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 1

PIN NO. 123055.00

CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240085

(LOG MILE 21.54)

STATION 170+83.90

OVER INTERSTATE 24


3' -0"

3" 3"

(TOP & BOTTOM)

6 EQ. SPA. = 2'-6"

1' -0"

1' -0"

3"

3'-

6"

MA

X.)

(2'-

6"

MIN.

VA

RIE

S

3' -0"

3" 3"

(TOP & BOTTOM)

6 EQ. SPA. = 2'-6"

1' -0"

1' -0"

3"

1'-

0"

3"

3' -6"

3' -0"

3' -0"

SHAFT & ROCK SOCKET

4' -6"

BARS D1050

BARS LS551

BARS A550

BARS E1050VARIES

BARS D1050

BARS E1050

CL.

4"

BARS T450

(20 EQ. SPA.)

BARS A1150

BARS A550

BARS A550

BARS A550

CL.

3‚"

(20 EQ. SPA.)

BARS A1150

BARS LS450

3"

BARS LS550

SECTION "B"-"B"

SECTION "A"-"A"

SECTION "C"-"C" SECTION "D"-"D"

01/2018

01/2018

01/2018

01/2018

SUBMITTED TO STRUCTURES FOR APPROVAL.

ALTERNATE BAR LOCATION PLANS ARE TO BE

BARS IN IN ORDER TO FACILITATE CONSTRUCTION.

EXACT FIELD LOCATION OF CAP, COLUMN AND SHAFT

NOTE: SOME LEEWAY WILL BE GRANTED REGARDING THE

(20 EQ. SPA.)

BARS B1153

BARS B1150 THRU

(15 EQ. SPA.)

BARS A1152

BARS A1151 OR

BENT NO. 1 DETAILS

J. LEADERS

J. LEADERS

K. McALISTER

B. GARRISON U-85-108


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 1

PIN NO. 123055.00

CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240085

(LOG MILE 21.54)

STATION 170+83.90

OVER INTERSTATE 24


REPAIR DETAILS

MISCELLANEOUS

"Z"

"Z"

UNLESS OTHERWISE NOTED, THE INTENT OF THIS SPECIFICATION IS FOR

DESIGNATED CRACKS TO BE INJECTED THEIR FULL LENGTH AND DEPTH.

THE CONTRACTOR SHALL HAVE SUFFICIENT EXPERIENCE AND TRAINING TO

1) DESCRIPTION OF EQUIPMENT.

DESIGNATED CRACKS SHALL BE INJECTED WITH AN APPROVED EPOXY RESIN

ADHESIVE FILLING ALL VOIDS FOR THE CRACK DEPTH OR THICKNESS OF THE

MEMBER. THE EPOXY RESIN ADHESIVE SHALL BE ON THE CURRENT QUALIFIED

PRODUCTS LIST MAINTAINED BY THE DIVISION OF MATERIALS AND TEST. ALL

CRACKS SHALL BE INJECTED USING AN ADHESIVE SUITABLE FOR THE FIELD

CONDITIONS (CRACK WIDTH, TEMPERATURE, HUMIDITY, ETC.) RECOMMENDED BY

THE ADHESIVE MANUFACTURER AS SHOWN ON MATERIAL DATA SHEETS.

FOLLOWING INJECTION, ALL INJECTION PORTS AND CAPPING MATERIAL SHALL

BE REMOVED FROM EXPOSED SURFACES LEAVING THE SURFACE SMOOTH AND

FLUSH WITH THE SURROUNDING CONCRETE SURFACES.

SHALL DESCRIBE IN DETAIL HOW THE WORK WILL BE PERFORMED. THE PROCEDURE

PERFORM THE EPOXY INJECTION IN ACCORDANCE WITH THESE PLANS. PRIOR TO

PERFORMING ANY WORK, THE CONTRACTOR SHALL SUBMIT TO THE ENGINEER A

WRITTEN PROCEDURE FOR PERFORMING THE EPOXY INJECTION. THE PROCEDURE

SHALL INCLUDE, BUT NOT BE LIMITED TO THE FOLLOWING INFORMATION.

THE INJECTION EQUIPMENT SHALL BE OF THE TYPE THAT MIXES

ADHESIVE COMPONENTS AT THE INJECTION HEAD.

THE INJECTION EQUIPMENT SHALL BE CAPABLE OF DISCHARGING

MIXED ADHESIVE AT ANY PRESSURE UP TO 300 PSI. THE INJECTION

EQUIPMENT SHALL BE EQUIPPED WITH GAUGES WHICH CAN MEASURE

THE INJECTION PRESSURE AND VOLUME.

EQUIPMENT CALIBRATION PROCEDURES AND SCHEDULE.

MATERIALS TO BE USED (INCLUDING MANUFACTURER DATA SHEETS).

EPOXY ADHESIVE (TYPE TO BE APPROPRIATE FOR CRACK SIZES

PORT SPACING SHALL NOT BE LESS THAN THE THICKNESS OF THE

INJECTION SHALL PROCEED FROM LOWER END OF CRACK ALONG

SKIPPING OF PORTS DURING INJECTION SHALL NOT BE ALLOWED.

THE CONTRACTOR SHALL HAVE THE MANUFACTURER'S INSTRUCTIONS FOR

SHALL ENSURE THAT THE EQUIPMENT IS SUPPLYING THE MIXED ADHESIVE IN

MANUFACTURER'S DATA SHEETS. IF THE SAMPLES DO NOT CURE IN THE SPECIFIED

TIME THEN THE EQUIPMENT USED TO PRODUCE THE SAMPLE SHALL NOT BE USED

CORE SAMPLES SHALL BE TAKEN AS VERIFICATION OF THE QUALITY OF WORK.

THE CONTRACTOR SHALL TAKE ONE (1) ONE (1) INCH DIAMETER (FULL DEPTH OF

CONCRETE AT LOCATION CORED) CORE SAMPLE STARTING WITH THE FIRST REPAIR

THE INITIAL CORE WILL ALSO SERVE TO QUALIFY THE FOREMAN FOR THIS WORK.

IF AT ANY TIME A NEW FOREMAN IS USED, HE SHALL BE QUALIFIED WITH A CORE

THE CONTRACTOR, AT HIS EXPENSE, SHALL REPAIR ALL CORE HOLES WITH AN

APPROVED CEMENTITIOUS PATCHING MATERIAL.

COMPLETELY FILLED WITH ADHESIVE. ANY CORE HAVING LESS THAN 95% OF THE

CRACK FILLED WITH ADHESIVE SHALL BE CONSIDERED UNACCEPTABLE AND BE

CORE SAMPLES SHALL BE TESTED FOR BOND STRENGTH. SAMPLES MAY BE

FRACTURED BY HAMMER BLOW TO CRACK AREA OR THROWN AT A HARD SURFACE.

IF ADHESIVE FAILURE OCCURS BEFORE CONCRETE FAILURE, THE CORE SHALL BE

CONSIDERED UNACCEPTABLE AND REJECTED.

PAYMENT FOR EPOXY INJECTION CRACK REPAIR SHALL BE MADE UNDER ITEM

NUMBERS 604-10.62, EPOXY INJECTION REPAIR (COMPLETE AND IN PLACE), L.F.

AND 604-10.58, EPOXY INJECTION (INJECTION), GAL.

PRICE BID FOR ITEM NUMBER 604-10.62, EPOXY INJECTION REPAIR (COMPLETE AND

IN PLACE), L.F., SHALL INCLUDE COST OF ALL LABOR AND MATERIALS (EXCEPT

ADHESIVE) FOR GRINDING FOR SURFACE PREPARATION, CRACK PREPARATION, CAPPING,

INJECTION OF ADHESIVE, ALL SAMPLING AND TESTING, REMOVAL OF CAPPING MATERIAL

AND PORTS, AND OTHER INCIDENTALS. CRACKS SHALL BE MEASURED FOR PAYMENT

ALONG THE LENGTH OF THE VISIBLE SURFACE CRACK.

NO PAYMENT SHALL BE MADE FOR REWORK DEEMED NECESSARY BY FAILURE OF

PRICE BID FOR ITEM NUMBER 604-10.58, EPOXY INJECTION (INJECTION), GAL., SHALL

INCLUDE COST FOR ADHESIVE MATERIAL INJECTED ONLY.

PROPORTIONING AND MIXING AVAILABLE AT THE JOB SITE AT ALL TIMES AND

CORE SAMPLES SHALL BE VISUALLY INSPECTED TO CONFIRM THAT CRACKS ARE

TO ENSURE PROPER MIXING AND PROPORTIONING, SAMPLES SHALL BE TAKEN FROM

SHALL BE MONITORED TO ENSURE THAT THE CURE TIME IS IN COMPLIANCE WITH THE

RESERVOIRS ARE REFILLED. THE SAMPLES SHALL BE IN A TEST CUP. THE SAMPLE

LOCATION THEN EVERY THIRD REPAIR LOCATION AFTERWARDS. WORK SHALL NOT

PROCEED UNTIL THE CORE SAMPLE IS TAKEN AND ACCEPTED. ALL CORE SAMPLES

AND HOLES SHALL BE INDEXED FOR FUTURE REFERENCE. THE ENGINEER SHALL

DESIGNATE ALL LOCATIONS TO BE CORED. IF ANY CORES SHOW UNACCEPTABLE

RESULTS, ALL WORK SHALL BE STOPPED UNTIL THE CONTRACTOR SUBMITS A

PROPOSAL FOR CORRECTING UNACCEPTABLE WORK.

THE INJECTOR HEAD AT THE START OF EACH WORKDAY AND EACH TIME THE ADHESIVE

ADHESIVE SAMPLES OR CORE SAMPLES.

5)

A.

INJECTION SEQUENCE

ADJACENT PARTS.

B.

THE CORRECT PROPORTIONS.

UNTIL THE PROBLEM IS CORRECTED.

SAMPLE.

REJECTED.

A.

B.

2)

3)

A. CAPPING MATERIAL

B.

TO BE INJECTED).

4)

A.

PORT SPACING

CONCRETE IN THAT LOCATION.

ALL WORK INCLUDING SAMPLING AND TESTING SHALL BE IN THE PRESENCE OF THE

ENGINEER OR HIS REPRESENTATIVE OR CONTRACT INSPECTORS. ANY WORK DONE

WITHOUT INSPECTORS PRESENT SHALL NOT BE PAID FOR. THE CONTRACTOR SHALL

PROVIDE THE ENGINEER WITH WEEKLY SCHEDULES OF WORK TO BE PERFORMED.

SCHEDULES SHALL BE SUBMITTED AT LEAST THREE (3) DAYS IN ADVANCE OF WORK

TO BE DONE. THE ENGINEER SHALL BE NOTIFIED OF ANY CHANGE IN THE SCHEDULE

A MINIMUM OF TWENTY-FOUR (24) HOURS IN ADVANCE OF CHANGE.

NOTE:

@ 18 HOUR STRENGTH. TRAFFIC SHALL NOT BE PERMITTED ON ANY REPAIR AREA UNTIL

CONCRETE FOR DECK REPAIRS SHALL BE HIGH EARLY STRENGTH CONCRETE F'c=3,000 PSI

TEST SPECIMENS ATTAIN A COMPRESSIVE STRENGTH OF 3,000 PSI MINIMUM AND THE

CONCRETE HAS BEEN IN PLACE A MINIMUM OF EIGHTEEN (18) HOURS.

REMOVE CONCRETE IN ALL DELAMINATED AREAS TO A DEPTH OF ƒ" BELOW THE

TOP BAR OF THE TOP MAT OF REINFORCING STEEL. ALL REINFORCING STEEL IN

AREAS OF DECK REPAIR SHALL BE COMPLETELY CLEANED. AREAS OF CONCRETE

WILL BE PAID FOR UNDER ITEM NO. 604-10.50, BRIDGE DECK REPAIR (PARTIAL DEPTH

REMOVAL SHALL BE DESIGNATED BY PERSONNEL FROM THE BRIDGE REPAIR OFFICE.

INSPECTIONS TO DETERMINE AREAS OF DECK REPAIR SHALL BE SCHEDULED WITH

THE BRIDGE REPAIR OFFICE AT LEAST THREE (3) DAYS IN ADVANCE. DECK REPAIR

NOTE:

OF SLAB), AND ITEM NO 604-10.30 BRIDGE DECK REPAIR (FULL DEPTH OF SLAB).

DURING PARTIAL DEPTH REPAIRS, SHOULD DETERIORATED CONCRETE BE ENCOUNTERED

WHICH APPEARS TO RUN FULL DEPTH IN THE SLAB, THE ENGINEER MAY DESIGNATE

THESE AREAS TO BE REPAIRED UNDER ITEM NO. 604-10.30. POWER DRIVEN HAND TOOLS

USED FOR THE REMOVAL OF UNSOUND CONCRETE IN MAKING PARTIAL AND FULL DEPTH

REPAIRS ARE SUBJECT TO THE FOLLOWING RESTRICTIONS:

PNEUMATIC HAMMERS FOR 1) PARTIAL DEPTH REPAIR AREAS, FULL DEPTH REPAIR AREAS,

AND ALL DECK REPAIR AREAS OVER BEAMS WILL BE RESTRICTED TO 60 POUND CLASS.

2) CHIPPING HAMMERS OF THE 15 POUND CLASS SHALL BE USED TO REMOVE CONCRETE

FROM BENEATH ANY REINFORCING STEEL.

NOTE: ITEM NO. 604-10.50 CAN BE INCREASED, DECREASED, OR ELIMINATED AS DIRECTED BY THE

ENGINEER.

DETAIL SHOWING FULL AND PARTIAL DEPTH DECK REPAIR

SPECIAL NOTES FOR EPOXY INJECTION

CONCRETE SURFACES TO BE REMOVED AND REPAIRED

DETAIL SHOWING AREAS OF EXISTING SPALLED OR DELAMINATED

NECESSARY TO COMPLETE THE REPAIRS AS SHOWN TO BE INCLUDED

CONCRETE, S.F.

DENOTES:

DENOTES:

NOTE: EXTREME CARE SHALL BE TAKEN WHEN REMOVING THE EXISTING SPALLED

LIMITS AND LOCATION OF REPAIRS TO BE DESIGNATED BY THE ENGINEER.

SAW CUT EXISTING CONCRETE SURFACES SO AS TO OBTAIN SQUARED

CORNERS.

OR DELAMINATED CONCRETE SO AS NOT TO DAMAGE THE EXISTING

REINFORCING STEEL. ALL EXPOSED EXISTING REINFORCING STEEL SHALL

RECEIVE A COMPLETE CLEANING TO REMOVE ALL RUST. ALL EXISTING

REINFORCEMENT SHALL REMAIN IN PLACE AND INCORPORATED INTO THE

THE ENGINEER.

NEW CONSTRUCTION. ALL WORK MUST MEET WITH THE FULL APPROVAL OF

IN ITEM NO. 604-10.54, CONCRETE REPAIRS, S.F. OR ITEM NO. 604-10.05,

COST OF SAW CUTTING, REMOVING SPALLED OR DELAMINATED CONCRETE,

POWER HAND DRIVEN TOOLS USED FOR REMOVAL OF UNSOUND CONCRETE

ARE SUBJECT TO THE FOLLOWING RESTRICTIONS:

REPAIR AREAS IN THE FIELD. QUANTITIES GIVEN ARE APPROXIMATE. ITEM

AS DIRECTED BY THE ENGINEER.

THE ENGINEER SHALL HAVE THE OPTION OF DESIGNATING A SPALLED OR

DELAMINATED AREA TO BE REPAIRED UNDER ITEM NO. 604-10.05 OR

604-10.54. PATCHING MATERIAL FOR ITEM NO. 604-10.05 SHALL BE HIGH

EARLY STRENGTH CONCRETE. PATCHING MATERIAL FOR ITEM NO. 604-10.54

SHALL BE A POLYMER MODIFIED CEMENTITIOUS STRUCTURAL PATCHING NOTE: PNEUMATICALLY PLACED CONCRETE IS NOT ALLOWED.

CLEANING, PATCHING MATERIAL, LABOR AND ANY MISCELLANEOUS MATERIALS

1.

2.

PNEUMATIC HAMMERS HEAVIER THAN THE 35 LB. CLASS SHALL NOT BE USED.

THE ENGINEER SHALL DESIGNATE ALL SPALLED OR DELAMINATED CONCRETE

CHIPPING HAMMERS OF THE 15 LB. CLASS SHALL BE USED TO REMOVE

CONCRETE FROM BEHIND REINFORCING STEEL.

NO. 604-10.05 AND 604-10.54 CAN BE INCREASED, DECREASED, OR ELIMINATED

MATERIAL. SEE T.D.O.T. QUALIFIED PRODUCTS LIST 13, PRODUCT CATEGORY-

PATCHING MATERIAL, MATERIAL: QPL.13.009.

ƒ"

MIN.

(TYP.)

2" MIN.

SAW CUT 1" DEEP

(TYP.)

(TYP.)

LI

MIT

S

OF

RE

MO

VA

L

90° (TYP.)

CONCRETE

SPALLED OR DELAMINATED

DENOTES AREAS OF EXISTINGNO. 604-10.05.

AREAS PAID FOR UNDER ITEM

REINFORCING STEEL FOR REPAIR

OR ƒ" MIN. BEHIND EXISTING

REMOVE TO A DEPTH OF 4" MIN.

STEEL

REINF.

EXISTING

1" DEEP

SAW CUT

CONCRETE

DELAMINATED

SPALLED OR

AREA OF EXISTING

SURFACE

CONCRETE

EXISTING

PAID FOR UNDER ITEM NO. 604-10.54.

DEPTH OF 2" FOR REPAIR AREAS

LOOSE CONCRETE TO A MINIMUM

REMOVE ALL DETERIORATED

DECK REPAIR

PARTIAL DEPTH

OVERLAY

CONCRETE

TOP OF NEW

SLAB REINFORCING STEEL

TOP MAT OF EXISTING

AFTER SCARIFYING

TOP OF EXISTING SLAB

DECK REPAIR

FULL DEPTH

ROUGH TOP SURFACE.

AND BOTTOM OF THE EXISTING DECK LEAVING A

REPAIR SHALL BE POURED FLUSH WITH THE TOP

IS PAID SEPERATELY. THE FULL DEPTH DECK

THE NEW 4•" CONCRETE OVERLAY, ALTHOUGH IT

REPAIR SHALL BE POURED SIMULTANEOUSLY WITH

STRENGTH CONCRETE. THE PARTIAL DEPTH DECK

CONCRETE FOR DECK REPAIR SHALL BE HIGH EARLY

SECTION "Z"-"Z"

01/2018

01/2018

01/2018

01/2018

B. GARRISON

B. GARRISON

K. McALISTER

K. McALISTER

U-85-109


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

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$d

gns

pec

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$$date

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e$

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2018

BRIDGE NO. 1

PIN NO. 123055.00

CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240085

(LOG MILE 21.54)

STATION 170+83.90

OVER INTERSTATE 24


0„"

"F"

"F"

(TYP.)

3 STAR SYMBOL FORM DETAIL

ARCHITECTURAL TREATMENT SECTION "F-F"

FORM

EXTERIOR

•" CHAMFER (TYP.)

FORM

INTERIOR

1

2

3

1 2

21„"

LOCATION OF COLORS

PAINTING DETAIL

ABUTMENT TREATMENT

R = 11‚

"

1•"ƒ"

a OF SYMBOL

END OF WINGPOST

2'-3"

9"

2'-8"

4'-4"

6'-0"

4•

"

2'-

3"

4•

"

2'-

7"

3'-

0"

~

17925 WHITE

A

CLEAR COAT WATERBORNE ACRYLIC CLEAR COAT CLEAR GLOSS

BLUE FEDERAL SPEC. NO. 15095

WHITE FEDERAL SPEC. NO. 17925

RED FEDERAL SPEC. NO. 11350

SEAL SHALL BE INCLUDED IN ITEM NO. 604-04.41. THREE STAR STATE EMBLEM.

SEALING THE PAINTED SURFACES, AND ALL LABOR REQUIRED FOR PAINTING THE STATE

THE COST OF THE PREPARATION OF SURFACES TO INCLUDE EMBOSSING, PAINT, SEALER,

NOTED BELOW. A COLOR SAMPLE SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL.

THE STATE SEAL SHALL BE PAINTED WITH A MARINE ACRYLIC GLOSS PAINT IN COLORS AS

PAINTING STATE SEAL:

STATE SYMBOL IS TO BE PAINTED.

STATE SYMBOL TO BE "EMBOSSED" INTO THE CONCRETE.

NOTES:

15095 BLUE

~AA

11350 RED

~A

~ A

(TYP.)

17925 WHITE

THREE STAR STATE EMBLEM

DETAILS

K. McALISTER

K. McALISTER

B. GARRISON

B. GARRISON 01/2018

01/2018

01/2018

01/2018 U-85-110


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 1

PIN NO. 123055.00

CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240085

(LOG MILE 21.54)

STATION 170+83.90

OVER INTERSTATE 24


1' -0"

1' -0"

1' -0"

8‚

"

1' -0"

8‚

"

ENHANCEMENT DETAILS

ARCHITECTURAL

ELEVATION

DENOTES: AREA OF PROPOSED ASHLAR STONE FORM LINER FINISH

ABUTMENT NO. 2

ELEVATION


ABUTMENT NO. 1

EMBLEM (TYP.)

TENNESSEE TRI-STAR

EMBLEM (TYP.)

TENNESSEE TRI-STAR

(N.T.S.)(N.T.S.)

K. McALISTER

K. McALISTER

B. GARRISON

B. GARRISON 01/2018

01/2018

01/2018

01/2018

MIN.

MIN.

U-85-111


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

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$$

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$$

$$

$$date

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$$tim

e$

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$$

2018

BRIDGE NO. 1

PIN NO. 123055.00

CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240085

(LOG MILE 21.54)

STATION 170+83.90

OVER INTERSTATE 24


A

B

C

D

HICKORY HOLLOW PKWY

a & F.G.L.

STA. 171+89.45

END OF BRIDGE

a I-24

(TYP.)


STA. 236+55.89

a I-24

PLAN

TABLE SHOWING FOOTING ELEVATION

3

4

A B C D

FINAL TOP OF FOOTING ELEV.

FINAL BOTTOM OF FOOTING ELEV.

TABLE SHOWING TOP OF ROCK SOCKET & TIP ELEVATIONS

ABUTMENT NO. 1 ABUTMENT NO. 2BENT NO. 1

01/2018

01/2018

01/2018

01/2018

M. METZ

TOP OF ROCK SOCKET

TIP ELEVATION

SHAFT NO. 1 SHAFT NO. 2 SHAFT NO. 3 SHAFT NO. 4

NO. 1

BENT

STA. 169+50.39

BEG. OF BRIDGE

1

2

ANS IS NOT TO BE USED AS A LAYOUT.

THIS DRAWING IS FOR FOUNDATION INFORMATION ONLY

NOTE:

FINAL BRIDGE DOCUMENTS.

TO THE DIVISION OF STRUCTURES TO BECOME PART OF

GIVING AS-BUILT CONDITIONS. AFTER, IT IS TO BE SENT

THE CONSTRUCTION OFFICE AND/OR FIELD ENGINEER

THE BLANKS ON THIS SHEET ARE TO BE FILLED IN BY

TO CONTRACTOR AND CONSTRUCTION OFFICE:

NOTES:

STA. 170+83.90


B. GARRISON

K. McALISTER

K. McALISTER

N

U-85-112


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

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$$

$$

$$date

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$$tim

e$

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$$

2018

BRIDGE NO. 1

PIN NO. 123055.00

CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240085

(LOG MILE 21.54)

STATION 170+83.90

OVER INTERSTATE 24


BILL OF STEEL

K. McALISTER

K. McALISTER

B. GARRISON 01/2018

01/2018

01/2018

01/2018

M. MORAND

SUPERSTRUCTURE

BAR LOCATION SIZERQD.

NO.LENGTH

A

BENDING DIMENSIONS

B C D

EPOXY

ABUTMENT NO. 1


NO.LENGTH

A

BENDING DIMENSIONS

B C D

EPOXY

REGULAR

528A500E TOP & BOTTOM SLAB 5 60'-0"

A501E 5

5

5

5

5

352

758

34'-0"

A502E

TOP & BOTTOM SLAB

BOTTOM SLAB 5 29'-10"

BOTTOM SLAB

A504E

SERIESBOTTOM SLAB

A505E 38'-0"TOP SLAB 5 742

A506E

SERIESTOP SLAB

REINFORCING STEEL CODE

TYPE SIZE SERIES

A 5 06

NOTE:

SHALL APPLY, EXCEPT AS NOTED.

STANDARD C.R.S.I. HOOK DETAILS

ARE OUTSIDE TO OUTSIDE OF BARS.

DIMENSIONS SHOWN ON THIS SHEET

418'-9"

373'-9"

611'-4"

A507E

SERIESTOP SLAB

A508E TOP SLAB

702'-8"

5 359 44'-2"

TOP SLAB 5

A510E TOP SLAB 5 43'-0"

A511E TOP SLAB 5 51'-4"

A512E 5 33'-0"

963'-4"

2

1

BOTTOM SLAB 2

A600E 6 60'-0"TOP SLAB 230

A509E

SERIES

B570E PARAPET 5 710 3'-3"

M670E 6 1150 4'-5"MEDIAN BARRIER 1'-6" 6" 5"

SETS

2

A503E

SERIES

IN INCREMENTS OF 1'-0" (25 BARS)

4'-9" TO 28'-9"

LENGTH VARIES FROM

SETS

2

SETS

2

SETS

2

SETS

2


5'-3" TO 27'-3"

LENGTH VARIES FROM


8'-4" TO 35'-4"

LENGTH VARIES FROM


4'-2" TO 37'-2"

LENGTH VARIES FROM


4'-7" TO 43'-7"

LENGTH VARIES FROM


NO.LENGTH

A

BENDING DIMENSIONS

B C D

ABUTMENT NO. 1 (CONT'D)

REGULAR

A640E 6 5'-8"ABUTMENT WALL 29

A641E ABUTMENT WALL 6 29 9'-4"

A642E ABUTMENT WALL 6 8 4'-11"

A643E 6 3 44'-0"

A644E 6 1 42'-6"

A645E 6 2 51'-4"

BACKWALL

BACKWALL

BACKWALL

A646E

SERIES6

SETS

2172'-10"BACKWALL

IN INCREMENTS OF Š" (29 BARS)

5'-7" TO 6'-4"

LENGTH VARIES FROM

A647E BACKWALL 6 66 6'-4"

A648E WINGWALL 6 14 15'-5"

A649E WINGWALL 6 16 12'-5"

B570E WINGWALL 5 96 2'-8" 3'-3"

C540E BACKWALL 5 68 1'-11" 2'-3"

C640E 6 50 5'-5" 6'-5"

C940E WINGWALL 9 30 6'-8" 8'-0"

ABUTMENT WALL

CD640E

F640E

HP570E WINGWALL

ROADWAY BRACKET

ROADWAY BRACKET 6

6

5

54

59

16

1'-1"

2'-0" 1'-0"

1'-3" 1'-1"

0'-3"

1'-3" 4'-0"

3'-0"

7'-11"

A440 ROADWAY BRACKET

A441 RISER BLOCKS

4

4

2

20

30'-5"

2'-8"

A540 5 44 30'-2"FOOTING

FOOTING 5SETS

4

A541

SERIES

IN INCREMENTS OF 6ƒ" (9 BARS)

18'-8" TO 23'-2"

LENGTH VARIES FROM

A542 FOOTING 5 24 4'-7"

A543 WINGWALL 5 14 17'-0"

A544

SERIESWINGWALL 5

SETS

256'-3"


17'-3" TO 20'-3"

LENGTH VARIES FROM

A545 WINGWALL 5 1

A546 WINGWALL 5 1 18'-4"

A547 WINGWALL 5 1 23'-4"

A548 WINGWALL 5 1

A549 WINGWALL 5 3 24'-7"

A550 WINGWALL 5 7 21'-2"

A551 WINGWALL 5 4 11'-0"

A552 5 11 5'-8"

A553 WINGWALL 5 4 14'-5"

A554 5 4 6'-5"

A555 WINGWALL 5 8 17'-9"

A556 WINGWALL 5 2 18'-2"

A557 WINGWALL 5 2 19'-6"

APRON WALL

APRON WALL

21'-10"

19'-10"

A558

SERIESWINGWALL 5

A559

SERIESWINGWALL 5

SET

1

IN INCREMENTS OF 1'-4•" (3 BARS)

18'-7" TO 21'-4"

LENGTH VARIES FROM

SET

1

IN INCREMENTS OF 1'-4•" (3 BARS)

20'-11" TO 23'-8"

LENGTH VARIES FROM

66'-11"

59'-11"

A560 WINGWALL 5 3 24'-8"

A561 WINGWALL 5 7 22'-5"

A562 WINGWALL 5 3 11'-5"

5 3 7'-0"A563 APRON WALL

A640 6 50 9'-11"FOOTING

A641

SERIESFOOTING

SETS

46


3'-4" TO 8'-4"

LENGTH VARIES FROM

23'-4"

A642 FOOTING 6 25 7'-11"

A643 6 31 5'-0"

A644 6 31 5'-8"

A645 6 16 4'-4"

A646 6 30 9'-4"

A647 BACKWALL 6 12 31'-0"

A648 BACKWALL 6 12 32'-2"

ABUT. WALL/BACKWALL

ABUTMENT WALL

ABUTMENT WALL

A649

SERIESWINGWALL

SETS

26 48'-0"

IN INCREMENTS OF 7•" (8 BARS)

3'-9" TO 8'-3"

LENGTH VARIES FROM

A650 WINGWALL 6 14 15'-5"

A651

SERIESWINGWALL 6

SETS

2

IN INCREMENTS OF 8•" (7 BARS)

3'-9" TO 8'-0"

LENGTH VARIES FROM

41'-2"

A652 WINGWALL 6 16 12'-5"

C640 6 90 5'-10"

5 7 9'-0"

D740 FOOTING 7 50 11'-7"

ABUT. WALL/WINGWALL 4'-10"

CD540 ABUTMENT WALL 8'-2" 0'-8ƒ"0'-10"

9'-11"

D741

SERIESFOOTING 7

SETS

430'-0"

8'-4"

TO

3'-4"

VARIES

OF 1'-8" (4 BARS)

IN INCREMENTS

5'-0" TO 10'-0"

LENGTH VARIES FROM

D742 FOOTING 7 25 9'-7"7'-11"

H440 4 20 6'-4"2'-4"

H540 5 61 2'-8"1'-8"

H640 6 58 9'-4"0'-8"

RISER BLOCKS

BACKWALL/RDWY BRKT

BACKWALL/WINGWALL

2'-0"

0'-6"

4'-4"

6 17 16'-6"4'-4" 3'-5"

6 20'-6"6'-4" 3'-5"

6 17 4'-0"2'-6" 1'-0"

LS640

LS641

YB640

ABUTMENT WALL

ABUTMENT WALL

ABUTMENT WALL

102

BARS A

A

LENGTH

BARS B

A

BARS C

B

BARS D

A

A

DC

B

BARS F

A

BARS H

B

45

B

A

BARS LS

(BEND IN FIELD)

(BEND IN FIELD)

BARS HP

B C B

A

BARS M

A

B

BARS CD

C

B45o

A

BARS YB

188'-3"

ABUT. WALL/BACKWALL

U-85-113


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

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$$

$d

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$$

$$

$$

$$

$$

$$

$$date

$$

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$$

$$

$$tim

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$$

$$

2018

BRIDGE NO. 1

PIN NO. 123055.00

CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240085

(LOG MILE 21.54)

STATION 170+83.90

OVER INTERSTATE 24


BILL OF STEEL

K. McALISTER

K. McALISTER

B. GARRISON 01/2018

01/2018

01/2018

01/2018

M. MORAND


NO.LENGTH

A

BENDING DIMENSIONS

B C D

REGULAR

BENT NO. 1

A550 BENT CAP 5 8 26'-8"

A1150 11 80COLUMN/SHAFT 11'-0"

A1151 SHAFT 9'-8"11 30

A1152 SHAFT 9'-2"11 30

B1150 COLUMN 21'-3"11 20 19'-8"

20'-1"

18'-6"

18'-4"

21'-8"

20'-1"

19'-11"

B1151

B1152

B1153

COLUMN

COLUMN

COLUMN

11

11

11

20

20

20

D1050 26'-8" 29'-6"

E1050 4'-5" 4'-4" 26'-9"

BENT CAP 10 14

BENT CAP 10 14 17'-11"

LS450 COLUMN 10'-7"4 67

T450 SHAFT 404

BENT CAP 5LS550 136 1'-10" 11'-0"3'-2"

12'-10"

11•"

2'-5•" 2'-5•"

1'-10"5 80'-0"1SETS

8

LS551

SERIESBENT CAP

(18 BARS)

IN INCREMENTS OF •"

2'-2" TO 3'-2"

DIM. "B" VARIES FROM


NO.LENGTH

A

BENDING DIMENSIONS

B C D


REGULARH540 5 63 2'-8"

H640 6 98 9'-4"

5 58 12'-1"

WINGBEAM 5 38 9'-7"

LS540

LS541

ABUTMENT BEAM

BACKWALL/RDWY BRKT

BACKWALL/WINGWALL

1'-8" 0'-6"

0'-8" 4'-4"

3'-5" 2'-2"

2'-2" 2'-2"

ABUTMENT NO. 2


NO.LENGTH

A

BENDING DIMENSIONS

B C D

EPOXY

REGULAR

A640E 6 44'-0"BACKWALL 3

42'-8"16BACKWALLA641E

51'-4"26BACKWALLA642E

156'-4"SETS

26

A643E

SERIESBACKWALL

IN INCREMENTS OF ‹" (28 BARS)

5'-1" TO 6'-1"

LENGTH VARIES FROM



3'-3"665WINGWALLB570E

2'-3"685BACKWALLC540E

3'-0"596CD640E

4'-0"546F640E

7'-11"165WINGWALLHP570E

4'-0"646BACKWALLR640E

2'-8"

1'-11"

2'-0" 1'-0"

1'-1" 1'-3" 1'-1" 1'-3"

0'-3‚" 3'-10" 1'-0‚"

2'-0" 2'-0"

ROADWAY BRACKET

ROADWAY BRACKET

0'-3"

4 2 30'-5"A440 ROADWAY BRACKET

A441 4 20 2'-8"

A442 4 5 22'-4"

RISER BLOCKS

WINGWALL

A443 WINGWALL 4 1 20'-2"

IN INCREMENTS OF •" (21 BARS)

4'-3" TO 5'-1"

LENGTH VARIES FROM

SET

14WINGWALL

A444

SERIES98'-0"

A446

A445 WINGWALL

WINGWALL

4

4

6

1

21'-9"

18'-5"

A447

SERIESWINGWALL 4

SET

1


5'-8" TO 6'-4"

LENGTH VARIES FROM

A540 5 4 30'-2"

A541 WINGBEAM 5 2 22'-2"

A542 5 15 4'-0"

A543 5 6 4'-5"

A544 WINGBEAM 5 2 21'-6"

A545 5 8 5'-6"

A546 BACKWALL 5 1 6'-2"

ABUTMENT BEAM

APRON WALL

APRON WALL

APRON WALL

A640 6 12 4'-0"

A641 BACKWALL 6 18 32'-2"

A642 BACKWALL 6 6

A643 6 20 5'-0"

A644 WINGWALL 6 5 22'-4"

BACKWALL/ABUTMENT BEAM

BACKWALL/ABUTMENT BEAM

114'-0"

30'-10"

A645 WINGWALL 6 1 20'-2"

A647 WINGWALL 6 6 21'-9"

A648 WINGWALL 6 1 18'-5"

IN INCREMENTS OF •" (21 BARS)

4'-3" TO 5'-1"

LENGTH VARIES FROM

98'-0"SET

16WINGWALL

A646

SERIES


5'-8" TO 6'-4"

LENGTH VARIES FROM

SET

16WINGWALL

A649

SERIES114'-0"

A740 7 24 30'-2"

A741 WINGBEAM 7 10 22'-2"

A742 WINGBEAM 7 10 21'-6"

ABUTMENT BEAM

H440 4 20 6'-8"RISER BLOCKS 2'-4" 2'-2"

BARS A

A

LENGTH

BARS B

A

BARS C

B

BARS D

A

A

DC

B

BARS F

A

BARS H

B

45

B

A

BARS LS

A

B

BARS R

(BEND IN FIELD)

BARS HP

B C B

A

BARS M

A

B

BARS CD

C

B45o

A

BARS YB


TYPE SIZE SERIES

A 5 06

NOTE:





A DD

C

B B

BARS E

BARS T

A

45o

3'-10"

U-85-114


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

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$d

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$$

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$$

$$

$$

$$

$$date

$$

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2018

BRIDGE NO. 1

PIN NO. 123055.00

CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240085

(LOG MILE 21.54)

STATION 170+83.90

OVER INTERSTATE 24


590

595

600

605

610

615

620

625

630

635

640

645

159+00 160+00

TOTAL LENGTH OF BRIDGE = 72'-4"

ELEVATION

PT 118+48.65

PCC 118 +05.48PCC

142

+24.

85

PC 141+60.47

PO

T 116

+28.8

3

PC 116

+67.2

4

PT 144

+15.0

3

(SCALE: 1" = 20'-0")

PKWYa IKEA

b RAMP D b RAMP C

EB RAMP

b IKEA PKWY

CURVE IKEAEB02

PI 141+93.06

N 620,624.5858

E 1,776,448.3380

R 167.14

L 64.37

T 32.59

CURVE IKEAEB03

PI 143+32.99

N 620,661.0959

E 1,776,584.2582

R 159.94

L 190.19

T 108.15

CURVE IKEAWB02

PI 118+27.34

N 620,707.2940

E 1,776,468.2582

R 110.55

L 43.17

T 21.86

CURVE IKEAWB01

PI 117+45.66

N 620,658.1803

E 1,776,555.6857

R 117.27

L 138.24

T 78.42

ST

A. 157

+50.0

0

EL. 624.3

6

ST

A. 161+43.2

8

EL. 620.2

3

LIMITS OF STRUCTURE

-1.05%

(NOT TO SCALE)

ST

A. 71+00.0

0

EL. 596.6

0

ST

A. 74

+75.0

0

EL. 598.8

5

0.60%

(NOT TO SCALE)

ST

A. 140

+00.0

0

EL. 597.0

6

ST

A. 146

+16.5

7

EL. 600.7

8

0.60%

(NOT TO SCALE)

GRADE SKETCH - IKEA PARKWAY

GRADE SKETCH - RAMP D

ST

A. 63

+25.0

0

EL. 598.8

5

ST

A. 67

+00.0

0

EL. 596.6

0

-0.60%

(NOT TO SCALE)

GRADE SKETCH - RAMP C

EL. 614.0

6

VP

C 140

+75.0

0

7.59%

EL. 619.7

5

VPI 141+50.0

0

1.49%

EL. 620.8

7

VP

T 142

+25.0

0

EL. 620.9

0

VPI 142

+26.8

0

1.30%

EL. 621.2

2

VPI 142

+51.8

0

1.09%

EL. 621.3

3

VPI 142

+61.8

0

0.90% 0.64%

EL. 621.5

1

VPI 142

+81.8

0

EL. 621.6

4

VPI 143

+01.8

0

0.40%

EL. 621.7

0

VPI 143

+16.8

0

0.12%

EL. 621.7

3

VPI 143

+41.8

0

ccccccc cc

VC = 150.00'

(NOT TO SCALE)

GRADE SKETCH - IKEA PARKWAY EB RAMP

(NOT TO SCALE)

GRADE SKETCH - IKEA PARKWAY WB RAMP

-1.83% -1.96% -2.07% -2.15% -2.23% -2.25%-7.52%

VC = 150.00'

-2.25%

I

II

c c c c c c c

c

A

A

LOW BEAM EL. 614.56

RAMP D RAMP C

1'-2"

LANELANE

PLAN

(SCALE: 1" = 20'-0")

16'-0" 16'-0"

b SURVEY AND FINISHED GRADE LINE, RAMP D

a SURVEY AND FINISHED GRADE LINE, IKEA PARKWAY

LINE, IKEA PARKWAY EB RAMP

b SURVEY AND FINISHED GRADE

LINE, CENTURY FARMS PARKWAY

a SURVEY AND FINISHED GRADESTA. 159+15.70

BEG. OF BRIDGESTA. 159+88.04

END OF BRIDGE

(TYP.)90°

STA. 73+90.92

b RAMP D

STA. 159+28.70

a CENTURY FARMS PARKWAY

STA. 64+09.08

b RAMP C

STA. 159+75.04


STA. 142+90.92

a IKEA PARKWAY

STA. 159+51.87


GRADE SKETCH - CENTURY FARMS PARKWAY

2'-8•"

EXCAVATION

LIMITS OF ROCK

APPROXIMATE

EXCAVATION

LIMITS OF ROCK

APPROXIMATE

F.G. EL. 622.62

STA 159+15.70

BEG. OF BRIDGE

F.G. EL. 621.87

STA 159+88.04

END OF BRIDGE

14'-

0"

1'-

0"

2'-

0"

12'-

0" = 36'-

0"

3

LA

NE

S

@1'-

0"

12'-

0" = 36'-

0"

3

LA

NE

S

@88'-

6"

16'-

0"

16'-

0"

STA. 141+49.42 IKEA PKWY 33' RIGHT

END RETAINING WALL NO.7

IKEA PKWY 33' LEFT

NO.6 STA. 141+49.42

END RETAINING WALL

IKEA PKWY 33' RIGHT

NO.8 STA. 143+59.92

BEG. RETAINING WALL

IKEA PKWY 33' LEFT

NO.5 STA. 143+59.92

BEG. RETAINING WALL

BARRIER

1'-6" CONCRETE

8'-0" SHLDR.

BARRIER

1'-6" CONCRETE

8'-0" SHLDR.

7'-2" SHLDR.

210'-

6" O

UT

TO

OU

T

GRADE LINE, RAMP C

b SURVEY AND FINISHED

EL. 612.4

3

VP

T 119

+75.0

0

EL. 618.0

7

VPI 119

+00.0

0

EL. 619.7

6

VP

C 118

+25.0

0

EL. 620.5

7

VPI 117

+88.8

3

EL. 621.3

4

VPI 117

+53.8

3

EL. 621.8

5

VPI 117

+28.5

6

EL. 622.1

2

VPI 117

+13.8

3

EL. 621.6

5

VPI 117

+38.8

3

EL. 621.1

3

VPI 117

+63.8

3

UNDER BRIDGE

PROPOSED LIGHTING

DENOTES: INTEGRAL SUPPORT

STD-1-5)(TYP.)

ENDS (SEE STD. DWG.

PAVEMENT AT BRIDGE

A

A

A

A

cc

c

c

c

c

c

PA

TH

US

E

MU

LTI

(TYP.)

TRI-STAR EMBLEM

TENNESSEE


DENOTES: PULL BOX MOUNTED IN ABUTMENT WALL

SE 0.020 FT/FT SE 0.020 FT/FT

SE 0.020 FT/FTSE 0.020 FT/FT


PROPOSED VERTICAL CLEARANCE = 16'-11"

MINIMUM REQUIRED VERTICAL CLEARANCE = 16'-6"

DENOTES: POINT OF MINIMUM VERTICAL CLEARANCE

CLEARANCE

VERTICAL

MINIMUM

POINT OF

ON WALL FACE

ASHLAR STONE FINISH

ON WALL FACE

ASHLAR STONE FINISH

LAYOUT OF BRIDGE

FOUNDATION DATA

ABUTMENT NO. 1 AND NO. 2


BILL OF STEEL


LAYOUT OF BRIDGE

LAST REV. DATEDWG. NO.

LIST OF DRAWINGS

U-85-115

U-85-116

U-85-118

U-85-119

U-85-120

U-85-121

U-85-122

U-85-123

U-85-124

U-85-125

U-85-127

U-85-128

U-85-129

U-85-130N

LINE

EXIST. GROUND

SUPERSTRUCTURE


PRESTRESSED BEAM DETAILS


ABUTMENT DETAILS

ABUTMENT DETAILS

GENERAL NOTES AND ESTIMATE QUANTITIES


TITLE

PARKWAY WB RAMP

GRADE LINE, IKEA


5-01-14

STD-14-2

3-26-14

8-24-11

4-08-05

4-08-05

3-02-02

10-07-08

4-08-05

STD-4-1

STD-4-2

STD-9-1

STD-10-1

STD-4-3

STD-4-4

DWG. NO. LAST REV. DATEDRAWING

STD-1-5

STD-1-6

STD-1-7

STD-1-8 5-01-95

REINFORCING BAR SUPPORT DETAILS FOR

6-10-96

4-28-97

LIST OF STANDARD DRAWINGS

STD-11-1

11-01-10

PAVEMENT AT BRIDGE ENDS

BRIDGE END DRAIN W/PABE

BRIDGE END DRAIN W/PABE

BRIDGE END DRAIN 2' X 8'-7" W/PABE

STD. PRECAST PRESTRESSED BRIDGE DECK PANELS

GENERAL DETAILS



DESIGN CRITERIA

GENERAL DETAILS


CONSTRUCTION DETAILS

CONCRETE SLABS

MISCELLANEOUS ABUTMENT AND DRAINAGE DETAILS

BRIDGE RAILING W/STRUCTURAL TUBING

I-BEAMS

STD. DETAILS AND INT. DIAPH. DETAILS FOR

END DRAIN

BRIDGE

SEE STD. DWG.'S STD-1-6, STD-1-7 AND STD-1-8.

DENOTES: END OF BRIDGE DRAIN REQUIRED (2'X8'-7")


194'-6" ROADWAY WITH STD-11-1 PARAPET

2042 ADT = 52,900

HORIZONTAL CURVE DATA

DESIGN SPEED 20 MPH DESIGN SPEED 20 MPH

DESIGN SPEED 20 MPH DESIGN SPEED 20 MPH

U-85-126ABUTMENT DETAILS



U-85-117

U-85-115


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 2

PIN NO. 123055.00

1/2018

1/2018

1/2018

1/2018

M. JONES

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. XXXXXXXXXXX

(LOG MILE XX.XX)

STATION 159+51.87

IKEA PARKWAY

OVER

CENTURY FARMS PARKWAY

CONST. NO. 19002-3191-04

J. LEADERS

K. McALISTER

K. McALISTER


GENERAL NOTES AND

GENERAL NOTES

APPLIED TEXTURE FINISH SKETCH

3

1

2

4

5

6

7

615-01.03 PRESTRESSED CONCRETE I-BEAM (TYPE III)


620-05 CONCRETE PARAPET WITH STRUCTURAL TUBING




CLASS 'A' CONCRETE (BRIDGES) C.Y.

L.F.

1


L.F.

C.Y.

C.Y.


APPLIED TEXTURE FINISH (NEW STRUCTURES) S.Y.

6" PERFORATED PIPE WITH VERTICAL DRAIN SYSTEM L.F.

L.F.6" PIPE UNDERDRAIN


1

2

S.Y.

714-01.03 STRUCTURAL LIGHTING (BRIDGE NO. 2)

C.Y.CLASS 'DS' CONCRETE (BRIDGE DECK)

BRIDGE END DRAINS (2'X8') EACH

EACHTHREE STAR STATE EMBLEM

10

8

9

6

4

8

7

3

APPLIED TEXTURE FINISH, MOUNTAIN GREY, FED. SPEC. NO. 36440.

BEAMS AND EXTERIOR PORTIONS OF THE ENDWALL SHALL RECEIVE AN

FINISH SKETCH, ALL EXPOSED SURFACES OF WINGWALLS, ABUTMENT


LB

LB

LS

DENOTES: PROPOSED LIMITS OF ASHLAR STONE FORMLINER FINISH (TYP.)




MOUNTAIN GREY


204-02.01

204-04.01

DRY EXCAVATION (BRIDGES)

ROCK EXCAVATION (BRIDGES) 26658

9946

8501

1

3029

506

2815

2

140

1664

8

414

1

1692

140

1664

13329

4973

4315

496

561

4

207

13329

4973

4186

479

561

4

207

5

10

9

CONSTANT, WITH VARIATION DUE TO CROSS SLOPE ACCOMMODATED AT THE REAR FACE.

THE DIMENSIONS AT THE FRONT OR TRAFFIC FACE OF THE PARAPET SHALL BE KEPT

THE RAILING SHALL BE FORMED AND CAST PLUMB, NOT PERPENDICULAR TO THE SLAB.

BRIDGE RAIL SYSTEM: BUILD BRIDGE RAILINGS ACCORDING TO STANDARD DWG. STD-11-1.

COAT ALL SLAB STEEL). SEE SECTION 604 AND 907 OF THE STANDARD SPECIFICATIONS.

REINFORCING STEEL: SHALL BE ASTM A615 GRADE 60 UNLESS NOTED OTHERWISE (EPOXY

THRU 4, STD-14-2 AND ARTICLE 604.05 OF THE STANDARD SPECIFICATIONS.

SPECIFICATIONS TO PREVENT GIRDER ROTATION. SEE STANDARD DRAWINGS STD-4-1

WITH THE DECK AND SHALL BE PROVIDED ELSEWHERE IN ACCORDANCE WITH THE

SUPPORT DIAPHRAGMS, OR ABUTMENT BACKWALLS ARE TO BE POURED CONCURRENTLY

BE USED AT THE ENDS OF PRECAST CONCRETE GIRDERS WHERE END DIAPHRAGMS,

STRUCTURAL MEMBERS OR REINFORCING STEEL. TEMPORARY ERECTION DIAPHRAGMS MUST

EITHER CASE, FORMS SHALL BE ATTACHED BY MEANS OTHER THAN WELDING TO MAIN

EITHER REMAIN-IN-PLACE STEEL OR PRECAST, PRESTRESSED CONCRETE PANELS. IN

USING EITHER REMOVABLE FORMS OR PERMANENT FORMS. PERMANENT FORMS MAY BE

BRIDGE DECK FORMS: BRIDGE DECK FORMS FOR CONCRETE DECKS SHALL BE CONSTRUCTED

ARTICLE 604.22 OF THE STANDARD SPECIFICATIONS.

BRIDGE DECK SURFACE FINISH: TO BE IN ACCORDANCE WITH METHOD "1" IN

604 OF THE STANDARD SPECIFICATIONS.

CLASS "D" CONCRETE FOR BRIDGE DECKS SHALL BE IN ACCORDANCE WITH SECTION

OTHERWISE. ABUTMENTS SHALL BE F'C 4,000 PSI.

CONCRETE: TO BE CLASS "A" (CAST IN PLACE) . F'C 4,000 PSI EXCEPT AS NOTED

GUIDE SPECIFICATIONS FOR LRFD SEISMIC BRIDGE DESIGN, EDITION 2 (WITH INTERIMS.)

DESIGN SPECIFICATIONS: AASHTO LRFD SEVENTH EDITION, 2014 AND THE 2011 AASHTO

FUTURE WEARING SURFACE.

AND SD1 = 0.076G, (1000 YEAR RETURN PERIOD). DEAD LOAD INCLUDES 35 PSF FOR

LOADING: HL93 LIVE LOADING; SEISMIC CATEGORY A WITH AS = 0.083G, SDS = 0.201G,

TENNESSEE DEPARTMENT OF TRANSPORTATION. (JANUARY 1, 2015 EDITION).

SPECIFICATIONS: STANDARD ROAD AND BRIDGE SPECIFICATIONS OF THE

BE LESS THAN THE MINIMUM ACCEPTABLE FOR THE TYPE FACILITY CROSSED.

HORIZONTAL CLEARANCE MAY NOT BE REDUCED, NOR MAY THE VERTICAL CLEARANCES

OF THE CONTRACT PLANS STRUCTURE. ADDITIONALLY, FOR GRADE SEPARATION THE

BRIDGE AND MUST MEET OR EXCEED BOTH THE SERVICE LEVEL AND ULTIMATE CAPACITIES

PROPOSALS MAY NOT DIMINISH THE FUNCTIONAL OR STRUCTURAL EQUIVALENCY OF THE

VALUE ENGINEERING ALTERNATE BRIDGE DESIGN CRITERIA: ALTERNATE BRIDGE DESIGN

MEASURED AND PAID FOR UNDER ITEM 604-04.01.

HAULING OPERATIONS AT THE BRIDGE SITE. THE APPLIED TEXTURE FINISH SHALL BE

FINISH. NO TEXTURE FINISH SHALL BE APPLIED PRIOR TO COMPLETION OF PAVING AND

FOLLOWED BY AN APPLIED TEXTURE FINISH SHALL BE USED IN LIEU OF A CLASS II

SECTION 604.21 OF THE TENNESSEE STANDARD SPECIFICATION. A CLASS I FINISH

FINISHING CONCRETE SURFACES: CONCRETE FINISHING SHALL BE IN ACCORDANCE WITH

UNTIL FINAL FOOTING ELEVATIONS HAVE BEEN DETERMINED.

FOOTING ELEVATIONS. NO REINFORCING STEEL FOR ABUTMENTS SHALL BE ORDERED

ENGINEER. FROM THE RESULTS OBTAINED, THE ENGINEER SHALL DETERMINE THE FINAL

BEEN COMPLETED, HOLES 6' DEEP SHALL BE DRILLED AT POINTS DESIGNATED BY THE

SPECIAL NOTE - FOOTING FOR ABUTMENTS: AFTER EXCAVATION TO ROCK FOR FOOTING HAS

IS IN PLACE, FALSEWORK HAS BEEN REMOVED AND BACKFILLING HAS BEEN COMPLETED.

NOTE: THE CONTRACTOR SHALL SUPPORT THE ABUTMENTS UNTIL THE SUPERSTRUCTURE

SHOP DRAWINGS: SEE SECTION 105.02 OF THE STANDARD SPECIFICATIONS.

COMPENSATION ALLOWED THE CONTRACTOR AS A RESULT.

COOPERATE WITH OTHERS IN THE INSTALLATION OF UTILITIES WITH NO ADDITIONAL

AND SHALL NOT BE PAID FOR AS A PART OF THIS CONTRACT. THE CONTRACTOR SHALL

NECESSARY FOR THE COMPLETE INSTALLATION OF UTILITIES SHALL BE BORNE BY OTHERS

SPECIAL NOTE FOR UTILITIES: IT IS INTENDED THAT THE COST OF MATERIALS AND LABOR

WORKERS INSTALLING DECKING ABOVE 15 FEET.

NOTE: THE CONTRACTOR SHALL PROVIDE 100% CONVENTIONAL FALL PROTECTION FOR

710-09.02

710-09.01

604-05.31

604-04.41

604-04.03

604-04.01

604-03.32

604-03.02

604-03.01

604-02.03

NOTE: FOR NOTES AND LIMITS OF TEXTURE COATING, SEE DETAIL ON THIS SHEET



CONCRETE (BRIDGES), ITEM 604-03.01.

INSTALLATION AND STAINING TO BE INCLUDED IN THE UNIT PRICE BID FOR CLASS "A"

NOTE: THE COST OF MATERIAL AND LABOR NECESSARY FOR THE ASHLAR STONE FINISH

DRAWING STD-10-1.



ENGINEER FOR APPROVAL.

PATTERNS MEETING THESE REQUIREMENTS SHALL BE SUBMITTED TO THE

1.0" MAX. DEPTH, STONE SIZES: 7" - 28" WIDTH, 3" - 12" HEIGHT. ALTERNATE

NOTE: FORM-LINER SHALL BE FITZGERALD FORM-LINER, FLORIDA ASHLAR,

A MAXIMUM OF 1" TO ACCOMMODATE THE FORM-LINER.

OF THE PARAPET IS PROHIBITED, STD-11-1 DIMENSIONS TO BE INCREASED

NOTE: PARAPET SHALL BE CAST-IN-PLACE WITH FOR-LINER, SLIP-FORMING

2054

506.00

95989

404

134650

794

5044

373.94

129120

783

5044

778.00

263770

1577

106077

U-85-116

U-85-78 FOR DETAILS.

MISCELLANEOUS MATERIALS FOR INSTALLATION OF STRUCTRAL LIGHTING. SEE SHEET

NOTE: INCLUDES COST FOR ALL 500 FT OF EMBEDDED 2" CONDUIT, 2 PULL-BOXES AND

INSTALLATION TO BE INCLUDED IN THE UNIT PRICE BID FOR PERFORATED PIPE.

NOTE: COST OF POLYETHYLENE SHEETING AND ALL MISCELLANEOUS ITEMS NECESSARY FOR

INCLUDED IN THE UNIT PRICE BID FOR THE PRESTRESSED BEAM.

NOTE: COST OF ELASTOMERIC BEARING PADS AND RUBBER BONDING CEMENT TO BE

PAVEMENT AT BRIDGE ENDS, INCLUDING THE REMOVAL OF THE GROOVING RESIDUE.

NOTE: COST INCLUDE LABOR AND MATERIALS TO MECHANICALLY GROOVE BRIDGE DECK AND

AT EACH END OF THE PARAPET WITH EXACT LOCATIONS DESIGNATED ON SHEET U-85-127.

INSTALLATION AND PAINTING OF THIS ITEM. LOCATION TO BE ON THE OUTSIDE FACE

NOTE: COST INCLUDES ALL INCIDENTALS, LABOR AND MATERIALS FOR THE COMPLETE


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

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$$

$$

$$

$$

$$

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$$date

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$$

2018

BRIDGE NO. 2

PIN NO. 123055.00

1/2018

1/2018

1/2018

1/2018

M. JONES

19002-1191-04

2018

DAVIDSON COUNTY


(LOG MILE XX.XX)

STATION 159+51.87

IKEA PARKWAY

OVER


CONST. NO. 19002-3191-04

J. LEADERS

K. McALISTER

K. McALISTER

590

595

600

605

610

615

620

625

630

635

640

645

159+00 160+00


LINE

EXIST. GRADE

ELEVATION

PT 118+48.65

PCC 118 +05.48PCC

142

+24.

85

PC 141+60.47

PO

T 116

+28.8

3

PC 116

+67.2

4

PT 144

+15.0

3

(SCALE: 1" = 20'-0")

PKWYa IKEA

b RAMP D b RAMP C

EB RAMP

b IKEA PKWY

I

II

LOW BEAM EL. 614.56

RAMP D RAMP C

1'-2"

LANELANE

PLAN

(SCALE: 1" = 20'-0")

16'-0" 16'-0"

b SURVEY AND FINISHED GRADE LINE, RAMP D

a SURVEY AND FINISHED GRADE LINE, IKEA PARKWAY

LINE, IKEA PARKWAY EB RAMP

b SURVEY AND FINISHED GRADE


a SURVEY AND FINISHED GRADE

STA. 159+15.70

BEG. OF BRIDGE

STA. 159+88.04

END OF BRIDGE

(TYP.)90°

STA. 73+90.92

b RAMP D

STA. 159+28.70


STA. 64+09.08

b RAMP C

STA. 159+75.04


STA. 142+90.92

a IKEA PARKWAY

STA. 159+51.87


2'-8•"

F.G. EL. 622.62

STA 159+15.70

BEG. OF BRIDGE

F.G. EL. 621.87

STA 159+88.04

END OF BRIDGE

14'-

0"

1'-

0"

2'-

0"

12'-

0" = 36'-

0"

3

LA

NE

S

@1'-

0"

12'-

0" = 36'-

0"

3

LA

NE

S

@88'-

6"

16'-

0"

16'-

0"

STA. 141+49.42 IKEA PKWY 33' RIGHT

END RETAINING WALL NO.7

IKEA PKWY 33' LEFT

NO.6 STA. 141+49.42

END RETAINING WALL

IKEA PKWY 33' RIGHT

NO.8 STA. 143+59.92

BEG. RETAINING WALL

IKEA PKWY 33' LEFT

NO.5 STA. 143+59.92

BEG. RETAINING WALL

BARRIER

1'-6" CONCRETE

8'-0" SHLDR.

BARRIER

1'-6" CONCRETE

8'-0" SHLDR.

7'-2" SHLDR.

210'-

6" O

UT

TO

OU

T

GRADE LINE, RAMP C



STD-1-5)(TYP.)

ENDS (SEE STD. DWG.

PAVEMENT AT BRIDGE

A

A

A

A

cc

c

c

c

c

c

PA

TH

US

E

MU

LTI

(TYP.)

TRI-STAR EMBLEM

TENNESSEE


PROPOSED VERTICAL CLEARANCE = 16'-11"


DENOTES: POINT OF MINIMUM VERTICAL CLEARANCE

CLEARANCE

VERTICAL

MINIMUM

POINT OF

ON WALL FACE

ASHLAR STONE FINISH

ON WALL FACE

ASHLAR STONE FINISH

FOUNDATION DATA

ELEVATIONS

BORING NO.

B-5

B-6

B-7

B-7A

B-7B

B-8

B-9

STATION NO.

159+90, 157' L

159+10, 154' L

158+90, 81' R

159+00, 65' R

GROUND EL.

639±

633±

640±

639±

638±

638±

640±

ROCK EL.

628.5±

613.8±

630.0±

629.8±

629.0±

632.0±

629.8±

650

640

630

620

B-5

B-6

B-7 B-7A

B-7B B-8

B-9

DEPTH

TERMINATION

IF CORED

TOTAL DEPTH

10.5

9.2

10.0

9.2

9.0

6.0

10.2

19.2

19.2

20.9

LEAN CLAY (CL)

LIMESTONE

TOPSOIL

650

640

630

620

EXCAVATION

LIMITS OF ROCK

APPROXIMATE

EXCAVATION

LIMITS OF ROCK

APPROXIMATE

UNDER BRIDGE

PROPOSED LIGHTING

LEGEND

N

DESCRIPTION AND ROCK SAMPLES MAY BE AVAILABLE FOR INSPECTION.

BID PREPARATION FOR FOUNDATION CONSTRUCTION DETAIL ROCK AND SOIL

SOIL AND ROCK TYPES AT THE SPECIFIC BORING LOCATIONS. TO ASSIST IN

NOTE: BORING DEPICTIONS SHOWN ON FOUNDATION DATA SHEET INDICATE GENERAL

SHOWN AS PROVIDED BY ECS.

NOTE: STATION NUMBERS AND GROUND ELEVATIONS WERE SCALED FROM THE DETAILS

REQUIRED:

ROCK LINE.




PARKWAY WB RAMP

GRADE LINE, IKEA



DENOTES: PULL BOX MOUNTED IN ABUTMENT WALL

SEE STD. DWG.'S STD-1-6, STD-1-7 AND STD-1-8.

DENOTES: END OF BRIDGE DRAIN REQUIRED (2'X8'-7")

END DRAIN

BRIDGE

r

AS A LAYOUT.




159+46, 0'

159+92, 17' L

158+88, 1.5' R

16.0

610 610

B-5B-6

B-7

B-7A

B-7B

B-8B-9


U-85-117


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 2

PIN NO. 123055.00

1/2018

1/2018

1/2018

1/2018

M. JONES

19002-1191-04

2018

DAVIDSON COUNTY


(LOG MILE XX.XX)

STATION 159+51.87

IKEA PARKWAY

OVER


CONST. NO. 19002-3191-04

J. LEADERS

K. McALISTER

K. McALISTER

‚" 6"

1" DEEP

SAW CUTSTEEL

REINFORCING

LAYERS (STAGGERED)

(2) - •" PLYWOOD

SUPERSTRUCTURE

6"

2'-

6"

11‡

"

SPA. @ 1'-6" C.C.

BARS A401E

MULTI-USE PATH DETAIL

FOR NO. 4 BARS MULTI-USE PATH

NOTE: MIN. SPLICE LENGTH = 1'-8"

(TYP.)

B570E

BARS

14'-0" MULTI-USE PATH 1'-0" PARAPET

15'-0"

3"3"

2•" CL. (TYP.)

COLD JOINT

SLAB SURFACE 0.015g

6" C-C (TYP.)

CONDUIT SPACED

1-2"w AND 3-3"w

SLAB CONSTRUCTION JOINT DETAIL

MIN.

14 BARS EQU. SPA.

BARS A400E

STONE FORMLINER FINISH (TYP.)

DENOTES: PROPOSED LIMITS OF ASHLAR

DETAIL "A"

8'-11" 2'-8•"

8'-11"

210'-6" OUT TO OUT

210'-6" OUT TO OUT


6"

10" @ a BEAM

8‚" SLAB

MATCHLINE A

2'-

6"

2'-

6"

BEAM (TYP.)

AASHTO TYPE l

8'-11"8'-11"8'-11"8'-11"8'-11"8'-11"5'-0•"8'-11"8'-11"8'-11"

8'-11" 8'-11" 8'-11" 8'-11" 8'-11" 8'-11" 8'-11" 8'-11" 8'-11"

F.G.

TYPICAL CROSS-SECTION


3'-10•"

9•"

MIN. LAP

3'-3"

MIN. LAP

3'-3"

(TYP.)

LENGTH OF SLAB.

NOTCH TO RUN FULL

1" TRIANGULAR DRIP

(LOOKING AHEAD ON SURVEY)

(LOOKING AHEAD ON SURVEY)

2'-8•"

3" 11"

5"

4"

8'-11"

2•" CL.

1" CL.

9•" 3"11"

5"

4"

9 EQ. SPA. = 8' -11"

BETWEEN BEAMS)

(TYP. SPACING

9 EQ. SPA. = 8' -11"

BETWEEN BEAMS)

(TYP. SPACING

0.015g0.02g0.02g

0.02g

MATCHLINE A

8‚" SLAB

FOR BAR DESIGNATION, SEE PLAN OF MAIN REINFORCEMENT

FOR BAR DESIGNATION, SEE PLAN OF MAIN REINFORCEMENT

8•" 9 SPA. @ 10"

= 7'-6" (TYP.)

8•"

BARS A500E @ 7" C.C.

BARS A501E

1 2 3 4 5 6 7 8 9 10 11

14 15 16 17 18 19 20 21 22 23 24

SEE DETAIL "A"

STD. DWG. NO. STD-11-1

FOR PARAPET DETAILS SEE

NO. STD-11-1

STD. DWG.

DETAILS SEE

FOR PARAPET

8•" 9 SPA. @ 10"

= 7'-6" (TYP.)

8•"

MIN. LAP

3'-3"

8'-11"8'-11"

12 13

PARAPET REINFORCEMENT NOT SHOWN)

(FOR CLARITY, OTHER SLAB AND

(RIGHT MULTI-USE PATH)

CONSTRUCTION JOINT DETAIL SHOWN ABOVE.

ALL SLAB CONSTRUCTION JOINTS SHALL BE IN ACOORDANCE WITH THE SLAB

TO OR CONCURRENTLY WITH THE SLAAB OVER AN INTERIOR SUPPORT.

POURED TO WITHIN AT LEAST 15 FEET OF THE SUPPORTS EITHER PRIOR

2. THE SLAB IN THE MIDDLE SECTION OF BOTH ADJACENT SPANS MUST BE

THAN 15 FEET FROM AN INTERIOR SUPPORT.

1. NO CONSTRUCTION JOINT MAY BE LOCATED CLOSER THAN 10 FEET OR FUTHER

AT THE CONTRACTORS OPTION SUBJECT TO THE FOLLOWING:

DECK CONCRETE POURING SEQUENCE: SLAB CONSTRUCTION JOINTS MAY BE LOCATED

EPOXY COATED

REINFORCING

STEEL(BRIDGE DECK)


(LB.)(C.Y.)

CLASS "DS"

CONCRETE

NOTES:

IN SAID SPAN.

BE IN PLACE IN THE SPAN AT THE TIME THE SLAB IS POURED

THE GIRDERS. HOWEVER, TEMPORARY ERECTION DIAPHRAGMS MUST

DIAPHRAGMS BE INSTALLED PRIOR TO PLACING ANY LOADS ON

IT IS STRONGLY RECOMMENDED THAT THE TEMPORARY ERECTION

BEAMS TO PREVENT DAMAGE DUE TO TWISTING OR OVERTURNING.

3. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR SUPPORTING THE

HAS BEEN REMOVED.

DECK SLAB IS IN PLACE AND ALL SUPERSTRUCTURE FALSEWORK

2. NO PORTION OF THE PARAPET SHALL BE POURED UNTIL THE ENTIRE

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

SHALL BE POURED UNTIL THE ENTIRE DECK SLAB HAS BEEN POURED

REINFORCING STEEL FOR PARAPET. NO PORTION OF THE PARAPET

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

0.031 C.Y. PER L.F.

STD-11-1. CLASS "A" CONCRETE QUANTITY INCREASES

6. PARAPET TO BE CONSTRUCTED IN ACCORDANCE WITH

CURED.

POURED UNTIL THE ENTIRE PARAPET IS IN PLACE AND

5. NO PORTION OF THE MULTI-USE PATH SHALL BE

ITEM 604-03.01.

CONCRETE SHALL BE INCLUDED IN THE QUANTITY FOR

BRIDGE ENDS (RIGHT SIDE ONLY). ALL MULTI-USE PATH

4. MULTI-USE PATH TO EXTEND ALONG PAVEMENT AT

506 95,989

U-85-118


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 2

PIN NO. 123055.00

1/2018

1/2018

1/2018

1/2018

M. JONES

19002-1191-04

2018

DAVIDSON COUNTY


(LOG MILE XX.XX)

STATION 159+51.87

IKEA PARKWAY

OVER


CONST. NO. 19002-3191-04

J. LEADERS

K. McALISTER

K. McALISTER

5"


210'-

6" O

UT

TO

OU

T

72'-4"

FO

R

BA

R

SP

ACIN

G

SE

E

TY

PIC

AL

CR

OS

S

SE

CTIO

N


210'-

6" O

UT

TO

OU

T

72'-4"

FO

R

BA

R

SP

ACIN

G

SE

E

TY

PIC

AL

CR

OS

S

SE

CTIO

N

SLAB PLAN

(BOTTOM) REINFORCEMENT)

(SHOWING TRANSVERSE AND LONGITUDINAL

3'-3" MIN.

LAP

LA

P (T

YP.)

3'-

3"

MIN.

LAP

3'-3" MIN.

STA. 159+15.70

BEG. OF BRIDGE

FARMS PARKWAY

LINE, CENTURY

FINISHED GRADE

a SURVEY AND

STA. 159+88.04

END OF BRIDGE

90° (TYP.)

STA. 159+15.70

BEG. OF BRIDGE

STA. 159+88.04

END OF BRIDGE

90° (TYP.)

FARMS PARKWAY

LINE, CENTURY

FINISHED GRADE

a SURVEY AND

2"5"2"

CLR.

2" CLR.

2" CLR.

37'-8"

A500E

37'-8"

A500E

(TOP AND BOTTOM SLAB)

OF SLAB

LEFT EDGE

OF SLAB

LEFT EDGE

OF SLAB

RIGHT EDGE

OF SLAB

RIGHT EDGE

(TOP AND BOTTOM MAT OF REINFORCEMENT)

a BEAM 1

a BEAM 2

a BEAM 3

a BEAM 4

a BEAM 14

a BEAM 15

a BEAM 16

a BEAM 17

a BEAM 18

a BEAM 19

a BEAM 20

a BEAM 21

a BEAM 22

a BEAM 23

a BEAM 24

BARS A501E d BARS A501E 122 SPA. @ 7" = 71'-2"

U-85-119


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$

date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 2

PIN NO. 123055.00

1/2018

1/2018

1/2018

1/2018

M. JONES

19002-1191-04

2018

DAVIDSON COUNTY


(LOG MILE XX.XX)

STATION 159+51.87

IKEA PARKWAY

OVER


CONST. NO. 19002-3191-04

J. LEADERS

K. McALISTER

K. McALISTER

210'-

6" O

UT

TO

OU

T

2'-

8•

"

FRAMING PLAN

STA. 142+90.92

a IKEA PARKWAY

STA. 159+51.87


FARMS PARKWAY

LINE, CENTURY

FINISHED GRADE

a SURVEY AND

STA. 159+15.70

BEG. OF BRIDGE

90° (TYP.)

STA. 159+88.04

END OF BRIDGE

2'-

8•

"

1' -6"

2' -0"

1' -0"

(TYP.)

ENDWALL

(TYP.)

ROADWAY BRACKET

a IKEA PARKWAY

(TYP.)

a BEAM

DEAD LOAD CORRECTION CURVE

L = SPAN LENGTH

•"

•"

1"


L/4 L/4 L/4 L/4

THE DEAD LOAD CORRECTION VALUES SHOWN BY 25%.

ARE PROFILED AFTER PANELS ARE IN PLACE. REDUCE

IF PRESTRESSED DECK PANELS ARE USED AND THE BEAMS

THAT ARE APPLIED AFTER THE SLAB IS IN PLACE.

THIS CURVE IS FOR DEAD LOAD SLAB AND ALL DEAD LOADS

OF SLAB

RIGHT EDGE

OF SLAB

LEFT EDGE


23

SP

A.

@ 8'-

11" = 205' -

1"

2' -0"

BEAM (TYP.)

ABUTMENT

a BEARINGa BEARING

90° (TYP.)

U-85-120


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$

date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 2

PIN NO. 123055.00

1/2018

1/2018

1/2018

1/2018

M. JONES

19002-1191-04

2018

DAVIDSON COUNTY


(LOG MILE XX.XX)

STATION 159+51.87

IKEA PARKWAY

OVER


CONST. NO. 19002-3191-04

J. LEADERS

K. McALISTER

K. McALISTER

= 2'-6"

5 SPA. @ 6"

= 1'-0"

4 SPA. @ 3"

= 2'-6"

5 SPA. @ 6"

= 1'-0"

4 SPA. @ 3"

6 STRANDS

10 STRANDS

10 STRANDS

BARS HA300

= 1'-0"

3 SPA. @ 4"

BARS A600 -

BARS HA300

5" P

ROJ.

4•

"

(TYP.)

BARS A600 d A600

2 STRANDS

@

2" = 6"

3

EQ.

SP

A.

= 1'-0"

3 SPA. @ 4"

BARS A600 -

BARS H601

NON-PROJECTING

OR H500

BARS H600

PROJECTING

PRESTRESSING STRANDS

0.5" w 270 K LOW LAX

PRESTRESSING STRANDS

0.5" w 270 K LOW LAX

PRESTRESSED BEAM DETAILS

ELEVATION

NO. REQ'DBAR SIZE LENGTH

A500

A600

H500

H600

H601

HA300

5

6

5

6

6

3

6

8

92

16

24

10

5'-6"

36'-8"

5'-4"

5'-4"

4'-9"

4'-3"

C.Y.

CONCRETE

CLASS "A"

LB.

(LOW RELAXATION)

STRANDS

PRESTRESSING

9.99 101124 1,302

28 STRANDS

(SHOWING PRESTRESSING STRANDS)

2"2"2" = 1'-6"

9 SPA. @

BAR H601 (TYP.)

NON-PROJECTING

DOUBLE

BAR H600 (TYP.)

PROJECTING

DOUBLE

69'-4"

34'-8"

3" 11" 5 SPA. @ 1'-0" = 5'-0" 33 SPA. @ 1'-6" (MAX. SPA.) = 49'-6"

DOUBLE PROJECTING BARS H500

4'-1" MIN. SPLICE

5 SPA. @ 1'-0" = 5'-0" 11" 3" 3"

34'-8"

3"

4•" 4•"

7"

2"

7"

3"

2"

2" 2"

2"

1"

1"

2"

1"

1"

1'-4"

4•" 7" 4•"

7"

1'-

7"

3'-

9"

7•

"7"

7•" 7" 7•"

1'-10"

INDICATES DEBOND LENGTH = 2'-0"

a BEAM

LB.

STEEL

REINFORCING

REQ'D

BEAMS

NO.

ESTIMATED QUANTITIES - PER BEAM

PER BEAM

BILL OF STEEL

PRESTRESSED BEAM DESIGN DATA

NOTES:

SECTION "A"-"A"

SECTION "B"-"B"

AASHTO TYPE l

2" 2"

SHOWING NON-PROJECTING REINFORCING SHOWING PROJECTING REINFORCING

ELEVATION

69'-4"

34'-8" 34'-8"

a BEAM

SHOWING PRESTRESSING STRANDS

SHOWING STIRRUP REINFORCEMENT

PROPERTIES

"A"

"A"

BARS H500 OR H600

BARS HA300

BARS H601

BARS A500 OR A600

1'-8"

LENGTH

3'-5"

7„

"5•

"

10"

5"

11"

11"

5"

4'-0"

D. DOWNWARD DEFLECTION UNDER TOTAL DL IS NOT ALLOWED.

C. COMPOSITE SLAB DESIGN STRENGTH: F'C = 3,000 PSI

DW = 287 PLF

B. COMPOSITE DEAD LOAD: DC = 637 PLF

SHEAR: 0.878

MOMENT: 0.763

A. LIVE LOAD DISTRIBUTION FACTOR LANES PER BEAM):

LEAST 90 DAYS PRIOR TO POURING THE DECK SLAB.

6. THE PRESTRESSED BEAMS SHALL ATTAIN AN AGE OF AT

STRAND IN ALL BEAMS, A=0.153 IN. PER STRAND.

5. AN INITIAL FORCE OF 31,003 LBS. SHALL BE APPLIED TO EACH

PRESTRESSING STRANDS.

7 WIRE UNCOATED STRESS RELIEVED LOW RELAXATION

4. ALL PRESTRESSING STRANDS TO BE 0.5" DIA. ASTM GRADE 27OK,

3. ALL BEAMS ARE AASHTO - PCI STANDARD TYPE III.

SEE GENERAL NOTES FOR CONCRETE FINISHING NOTE.

REACHED A COMPRESSIVE STRENGTH OF AT LEAST 6500 PSI.

THE TEST SPECIMENS INDICATE THAT THE CONCRETE HAS

TRANSFER SHALL NOT BE MADE TO THE BRIDGE MEMBER UNTIL

LESS THAN 7500 PSI AT THE AGE OF 28 DAYS AND STRESS

PROPERTIES AS TO ATTAIN A COMPRESSIVE STRENGTH OF NOT

2. THE CONCRETE FOR THIS CONSTRUCTION SHALL BE OF SUCH

AND REINFORCING.

1. SEE STD-14-2 FOR I-BEAM STANDARD DETAILS, NOTES

BARS HA300 11 SPA. @ 6" = 5'-6"

"B"

"B"

BARS HA300 11 SPA. @ 6" = 5'-6"

NOT BENT (TYP. EACH END)

1" MIN., 8" MAX. FOR STRANDS

(SEE STD. 14-1)

IN BOTTOM ROW) (TYP. EACH END)

8•" PROJ. (EVERY OTHER STRAND

2'-

4" (T

YP.)

U-85-121


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 2

PIN NO. 123055.00

1/2018

1/2018

1/2018

1/2018

M. JONES

19002-1191-04

2018

DAVIDSON COUNTY


(LOG MILE XX.XX)

STATION 159+51.87

IKEA PARKWAY

OVER


CONST. NO. 19002-3191-04

J. LEADERS

K. McALISTER

K. McALISTER

(TYP.)

1" CHAMFER

(TYP.)

1'-3"

a BEARING

(TYP.)

a BEAM

2'-8•"

2'-

0"

(TYP.)

2'-6"

ELEV. B ELEV. C ELEV. D ELEV. E ELEV. F ELEV. G ELEV. H ELEV. J ELEV. K ELEV. L ELEV. M ELEV. N

BARS A440E

ELEV. A

ELEV. BB

ELEV. CC

ELEV. DD

INTO ROCK

6" MIN.

SHOWN FOR CLARITY)

(BOTTOM BARS NOT

BARS A440104 BARS LS541

OVERLAP.

1 BARS LS540

79 BARS LS541

1 BARS LS540 OVERLAP. 38 BARS LS541

1 BAR LS540

OVERLAP.

104 BARS LS541

OVERLAP.

1 BAR LS540

FOR ADDITIONAL DETAILS


BEARING PAD (TYP.). SEE

•"s6"s1'-10" ELASTOMERIC

(NS)

(FS)

SEE SHEET U-85-124

10"x2'-0" CURTAIN WALL

DETAIL B

3'-

6"

BE

AM

AB

UT

ME

NT

8'-11"

1'-

0"

BR

AC

KE

T

RO

AD

WA

Y

1'-

6"

EN

DW

AL

L

PLAN

ELEV. A

ABUTMENT ELEVATION TABLE

ABUTMENT NO. 1

ABUTMENT NO. 2

ELEV. B ELEV. C ELEV. D ELEV. E ELEV. F ELEV. G ELEV. H ELEV. J ELEV. K ELEV. L ELEV. M ELEV. N

615.22

614.50

10'-

0"

14'-

0"

2'-

0"

8'-11" 8'-11" 8'-11" 8'-11" 8'-11"

8'-11" 8'-11" 8'-11" 8'-11" 8'-11" 8'-11" 8'-11"

615.40

614.68

615.58

614.86

615.75

615.04

615.93

615.21

616.11

615.39

616.29

615.57

616.47

615.75

616.65

615.93

616.82

616.11

617.00

616.28

617.18

616.46

617.36

616.64

210'-6"

BARS A640 d C1140 (B.F.) 420 SPA. @ 6" = 210'-0"

BARS A540 d C540 (F.F.) 210 SPA. @ 1'-0" = 210'-0"

3"

ELEVATION

a

BE

ARIN

G

2'-

0" T

O

BARS A441E (F.F.) & CD440E (B.F.) 210 SPA. @ 1'-0" = 210'-0"

210'-6"

(TYP.)

90°00'00"

ELEV. BB ELEV. CC ELEV. DD

591.50

591.50

618.90

618.20

614.99

614.27

ABUTMENT 1 SHOWN, ABUTMENT 2 SIMILAR

LOOKING AHEAD ON SURVEY


NOTES:


"A"

"A"

"B"

"B"

AB

UT. 2 - 18

SP

A.

@ 1'-

0" = 18'-

0"

AB

UT. 1 - 19

SP

A.

@ 1'-

0" = 19'-

0"

OVERLAP. 1 BAR LS540

DENOTES: 1 BAR LS540 OVERLAP. 104 BARS LS541

MATCHLINE B

MATCHLINE B

SEE SHEET U-85-124

CURTAIN WALL

DETAIL B

2'-4" MIN. LAP. TYP.

ESTIMATED ABUTMENT QUANTITIES

LOCATION

(C.Y.)

(BRIDGES)

CONCRETE

CLASS "A"

(LB.)

REINFORCING STEEL

EPOXY COATED

(LB.)

(BRIDGES)

REINFORCEMENT

STEEL BAR

ABUT. NO. 2

ABUT. NO. 1


8. (NS) DENOTES: NEAR SIDE

7. ABUTMENTS SHALL BE CLASS `A' CONCRETE, F'C = 4,000 PSI.

ABUTMENT BACKWALL.

6. THE GIRDERS SHALL BE IN PLACE PRIOR TO POURING THE

AND BACKFILLING HAS BEEN COMPLETED.

SUPERSTRUCTURE IS IN PLACE. FALSEWORK HAS BEEN REMOVED

5. THE CONTRACTOR SHALL SUPPORT THE ABUTMENT UNTIL THE

WITH THE END OF THE SLAB.

12 INCHES OF THE BACKWALL SHALL BE POURED CONCURRENTLY

ANY PART OF THE ABUTMENT BACKWALL. AT LEAST THE TOP

BE POURED PRIOR TO, OR CONCURRENTLY WITH, PLACEMENT OF

4. NOT LESS THAN HALF OF THE SLAB IN THE END SPAN SHALL


BONDING CEMENT IN SUCH A WAY THAT VISIBLE CONCRETE

BEFORE BEING DISTURBED BY SETTING BEAMS. PLACE RUBBER

3. ELASTOMERIC PADS SHALL BE IN PLACE A MINIMUM OF ONE DAY

OF BEAM GRADE.

2. RISER BLOCK BEARING PAD SURFACES TO CONFORM TO BOTTOM

BEAM.

1. RISER BLOCKS TO BE POURED MONOLITHICALLY WITH ABUTMENT


794

783

134,650

129,120

5,044

5,044

U-85-122


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 2

PIN NO. 123055.00

1/2018

1/2018

1/2018

1/2018

M. JONES

19002-1191-04

2018

DAVIDSON COUNTY


(LOG MILE XX.XX)

STATION 159+51.87

IKEA PARKWAY

OVER


CONST. NO. 19002-3191-04

J. LEADERS

K. McALISTER

K. McALISTER

8'-11" 8'-11" 8'-11"

5'-0•" 3'-10•"

8'-11" 8'-11" 8'-11" 8'-11" 8'-11" 8'-11" 8'-11"

10'-

0"

FARMS PARKWAY

LINE, CENTURY

FINISHED GRADE

a SURVEY AND

(TYP.)

1" CHAMFER

(TYP.)

1'-3"

a BEARING

(TYP.)

a BEAM

2'-8•"

2'-

0"

(TYP.)

2'-6"

ELEV. P ELEV. R ELEV. S

ELEV. T

ELEV. U ELEV. V ELEV. W ELEV. X ELEV. Y ELEV. Z ELEV. AA

BARS A440E

ELEV. GG

INTO ROCK

6" MIN.

38 BARS LS541

104 BARS LS541

OVERLAP.

1 BAR LS540

79 BARS LS541

OVERLAP.

1 BAR LS540

1 BAR LS540

OVERLAP.

104 BARS LS541

OVERLAP.

1 BAR LS540

SHOWN FOR CLARITY)

(BOTTOM BARS NOT

BARS A440

(NS)

(FS)

FOR ADDITIONAL DETAILS


BEARING PAD (TYP.). SEE

•"s6"s1'-10" ELASTOMERIC

SEE SHEET U-85-124

10"x2'-0" CURTAIN WALL

DETAIL B

STA. 159+88.04)

(END OF BRIDGE

STA. 159+15.70

BEG. OF BRIDGE

ELEV. P

ABUTMENT ELEVATION TABLE

ABUTMENT NO. 1

ABUTMENT NO. 2

ELEV. R ELEV. S ELEV. T ELEV. U ELEV. V ELEV. W ELEV. X ELEV. Y ELEV. Z ELEV. AA

616.67

615.95

ELEVATION

210'-6"

3"

210'-6"

8'-11"

1'-

0"

BR

AC

KE

T

RO

AD

WA

Y

1'-

6"

EN

DW

AL

L

3'-

6"

BE

AM

AB

UT

ME

NT

PLAN

a

BE

ARIN

G

2'-

0" T

O

617.54

616.82

617.72

617.00

617.89

617.18

617.92

617.20

617.74

617.02

617.56

616.84

617.38

616.66

617.20

616.49

617.03

616.31

616.85

616.13

FARMS PARKWAY

LINE, CENTURY

FINISHED GRADE

a SURVEY AND

(TYP.)

90°00'00"

14'-

0"

2'-

0"

ELEV. BB

ELEV. EE

ELEV. FF

ELEV. BB ELEV. EE ELEV. FF ELEV. GG

620.20

619.50

591.50

591.50

617.81

617.09

616.44

615.72


LOOKING AHEAD ON SURVEY


NOTES:


BARS A540 d C540 (F.F.) 210 SPA. @ 1'-0" = 210'-0"

BARS A640 d C1140 (B.F.) 420 SPA. @ 6" = 210'-0"



AB

UT. 2 - 18

SP

A.

@ 1'-

0" = 18'-

0"

AB

UT. 1 - 19

SP

A.

@ 1'-

0" = 19'-

0"

10"


7. (NS) DENOTES: NEAR SIDE

6. THE GIRDERS SHALL BE IN PLACE PRIOR TO POURING THE ABUTMENT BACKWALL.

IN PLACE, FALSEWORK HAS BEEN REMOVED AND BACKFILLING HAS BEEN COMPLETED.

5. THE CONTRACTOR SHALL SUPPORT THE ABUTMENT UNTIL THE SUPERSTRUCTURE IS

4. RISER BLOCK BEARING PAD SURFACES TO CONFORM TO BOTTOM OF BEAM GRADE.

THAT VISIBLE CONCRETE SURFACES WILL NOT BE STAINED.

DISTURBED BY SETTING BEAMS. PLACE RUBBER BONDING CEMENT IN SUCH A WAY

3. ELASTOMERIC PADS SHALL BE IN PLACE A MINIMUM OF ONE DAY BEFORE BEING

WITH THE END OF SLAB.

LEAST THE TOP 12 INCHES OF THE BACKWALL SHALL BE POURED CONCURRENTLY

CONCURRENTLY WITH, PLACEMENT OF ANY PART OF THE ABUTMENT BACKWALL. AT

2. NOT LESS THAN HALF OF THE SLAB IN THE END SPAN SHALL BE POURED TO, OR

1. RISER BLOCKS TO BE POURED MONOLITHICALLY WITH ABUTMENT BEAM.



MATCHLINE B

MATCHLINE B


"D"

"D"

"C""C"

SEE SHEET U-85-124

CURTAIN WALL

DETAIL B

U-85-123


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 2

PIN NO. 123055.00

1/2018

1/2018

1/2018

1/2018

M. JONES

19002-1191-04

2018

DAVIDSON COUNTY


(LOG MILE XX.XX)

STATION 159+51.87

IKEA PARKWAY

OVER


CONST. NO. 19002-3191-04

J. LEADERS

K. McALISTER

K. McALISTER

3'-

11"

a BEARING

JOINT

CONST.

1'-0"

1'-

0"

9"

BARS D940

BARS A441E

2" JOINT FILLER

(NS)

1'-

6"

BARS R640E

BARS CD440E

a BEARING

JOINT

CONST.

1'-0"

1'-

0"

9"

BARS D940

BARS A441E

BARS R640E

BARS CD440E

1'-

6"

d C1140

BARS A640

d C1140

BARS A640

2" CHAMFER

BARS A440

BARS A440

BARS A440E

4

EQ.

SP

A.

(F.F.

AN

D

B.F.)

BA

RS

A440

4

EQ.

SP

A.

(F.F.

AN

D

B.F.)

BA

RS

A440

BARS A440

BARS A440

BARS A440E6" 1'-6"

1'-

0"

2'-

11"

10'-0"

2'-0"

2'-0"

14'-0"

3'-

6"

VA

RIE

S

VA

RIE

S

2"

CL

R.

3"

CL

R.

3"

CL

R.

2'-0"

DETAIL "B"

NOT SHOWN FOR CLARITY

NOTE: BACKWALL REINFORCING

BARS A542

(FS)

AT 1'-0" MAX

BARS A541

6"

3"

"E"

"E"

ABUTMENT DETAILS

CONST. JOINT

OPTIONAL

BARS F640E

BARS H540

1'-

0"

MA

X.

VA

RIE

S

1'-

0"

1 B

AR

LS540

OV

ER

LA

P. 104

BA

RS

LS541 O

VE

RL

AP. 1 B

AR

LS540

1 BAR LS540

OVERLAP.

104 BARS LS541

OVERLAP.

1 BAR LS540

6" 1'-6"

1'-

0"

2'-

11"

2'-0"

14'-0"

VA

RIE

S

VA

RIE

S

2"

CL

R.

3"

CL

R.

CONST. JOINT

OPTIONAL

BARS F640E

BARS H540

1'-

0"

VA

RIE

S

d C540

BARS A540

d C540

BARS A540

1'-

0"

MA

X.

VA

RIE

S

DENOTES: 1 BAR LS540 OVERLAP. 79 BARS LS54X

DENOTES: 38 BARS LS541


1/2" CHAMFER

2'-0"

3"

CL

R.

10'-0"

3'-

6"

(2'-

3"

MIN.

LA

P)

VA

RIE

S

(2'-

3"

MIN.

LA

P)

VA

RIE

S

(6'-

7"

MIN.

LA

P)

VA

RIE

S

(6'-

7"

MIN.

LA

P)

VA

RIE

S

AB

UT. 2: 18

SP

A.

@ 1'-0"

= 18'-0"

AB

UT. 1: 19

SP

A.

@ 1'-0"

= 19'-0"



1 B

AR

LS540

OV

ER

LA

P. 104

BA

RS

LS541 O

VE

RL

AP. 1 B

AR

LS540

AB

UT. 2: 18

SP

A.

@ 1'-

0" = 18'-

0"

AB

UT. 1: 19

SP

A.

@ 1'-

0" = 19'-

0"

3" 4" 3"

10" 6"

6"

4

EQ.

SP

A.

BA

RS 541

3"

(TYP.)

2"

3'-

11"

(TY

P.)

EM

BE

D

1'-

0"

(TY

P.)

EM

BE

D

1'-

0"

(TYP.)

EMBED

1'-0"

13 EQ. SPA @ 1'-0" MAX. (TOP & BOTTOM)


13 EQ. SPA @ 1'-0" MAX. (TOP & BOTTOM)


SECTION "E"-"E"

SECTION "D"-"D"SECTION "A"-"A"

U-85-124


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 2

PIN NO. 123055.00

1/2018

1/2018

1/2018

1/2018

M. JONES

19002-1191-04

2018

DAVIDSON COUNTY


(LOG MILE XX.XX)

STATION 159+51.87

IKEA PARKWAY

OVER


CONST. NO. 19002-3191-04

J. LEADERS

K. McALISTER

K. McALISTER

14' -0"

BARS LS540 BARS LS541

(TYP.)

DETAIL "C"

3"

210'-6"

BARS A640 d C1140 (B.F.) 420 SPA. @ 6" = 210'-0"

BARS A540 d C540 (F.F.) 210 SPA. @ 1'-0" = 210'-0"

210'-6"

3"

3"

BARS D940 (TOP & BOT.) 315 SPA. @ 8" = 210'-0"

PLAN OF FOOTING

3"


DETAIL "C"

BARS LS540 AND/OR LS541

OVERLAPPING

ABUTMENT DETAILS

MATCHLINE C


MATCHLINE C

14

SP

A.

= 13'-

6"

(TO

P

&

BO

T.)

BA

RS

A641 d

A641

BARS A440

BARS A440E &

SECTION "B"-"B"

U-85-125


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 2

PIN NO. 123055.00

1/2018

1/2018

1/2018

1/2018

M. JONES

19002-1191-04

2018

DAVIDSON COUNTY


(LOG MILE XX.XX)

STATION 159+51.87

IKEA PARKWAY

OVER


CONST. NO. 19002-3191-04

J. LEADERS

K. McALISTER

K. McALISTER

FARMS PARKWAY

LINE, CENTURY

FINISHED GRADE

a SURVEY AND

FARMS PARKWAY

LINE, CENTURY

FINISHED GRADE

a SURVEY AND

BARS LS541 BARS LS540

(TYP.)

DETAIL "D"

210'-6"

3"

3"

BARS D940 (TOP & BOT.) 315 SPA. @ 8" = 210'-0"

PLAN OF FOOTING

3"

3"

210'-6"

BARS A640 d C1140 (B.F.) 420 SPA. @ 6" = 210'-0"

BARS A540 d C540 (F.F.) 210 SPA. @ 1'-0" = 210'-0"


14' -0"

DETAIL "D"

BARS LS540 AND/OR LS541

OVERLAPPING

ABUTMENT DETAILS

MATCHLINE C

MATCHLINE C

14

SP

A.

= 13'-

6"

(TO

P

&

BO

T.)

BA

RS

A641 d

A641

BARS A440

BARS A440E &

SECTION "C"-"C"

U-85-126


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 2

PIN NO. 123055.00

1/2018

1/2018

1/2018

1/2018

M. JONES

19002-1191-04

2018

DAVIDSON COUNTY


(LOG MILE XX.XX)

STATION 159+51.87

IKEA PARKWAY

OVER


CONST. NO. 19002-3191-04

J. LEADERS

K. McALISTER

K. McALISTER

0„"

"F"

"F"

(TYP.)



FORM

EXTERIOR

•" CHAMFER (TYP.)

FORM

INTERIOR

1

2

3

1 2

21„"

LOCATION OF COLORS

PAINTING DETAIL

ABUTMENT TREATMENT

R = 11‚

"

1•"ƒ"

a OF SYMBOL

END OF WINGPOST

2'-3"

9"

2'-8"

4'-4"

6'-0"

4•

"

2'-

3"

4•

"

2'-

7"

3'-

0"

~

17925 WHITE

A













NOTES:

15095 BLUE

~AA

11350 RED

~A

~ A

(TYP.)

17925 WHITE

DETAILS


U-85-127


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 2

PIN NO. 123055.00

1/2018

1/2018

1/2018

1/2018

M. JONES

19002-1191-04

2018

DAVIDSON COUNTY


(LOG MILE XX.XX)

STATION 159+51.87

IKEA PARKWAY

OVER


CONST. NO. 19002-3191-04

J. LEADERS

K. McALISTER

K. McALISTER

ELEVATION


ABUTMENT NO. 1

(SCALE: 1" = 40'-0")

ABUTMENT NO. 1

EMBLEM (TYP.)

TENNESSEE TRI-STAR

ENHANCEMENT DETAILS

ARCHITECTURAL

U-85-128


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 2

PIN NO. 123055.00

1/2018

1/2018

1/2018

1/2018

M. JONES

19002-1191-04

2018

DAVIDSON COUNTY


(LOG MILE XX.XX)

STATION 159+51.87

IKEA PARKWAY

OVER


CONST. NO. 19002-3191-04

J. LEADERS

K. McALISTER

K. McALISTER


STA. 159+15.70

BEG. OF BRIDGESTA. 159+88.04

END OF BRIDGE


a SURVEY AND FINISHED GRADE

b IKEA PARKWAY

DOCUMENTS.

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

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

ABUTMENT NO. 1

BOTTOM OF FOOTING ELEVATION

TOP OF FOOTING ELEVATION

BOTTOM OF FOOTING ELEVATION

TOP OF FOOTING ELEVATION

ABUTMENT NO. 2

FOOTING

STA. 142+90.92

a IKEA PARKWAY

STA. 159+51.87


TOP OF FOOTING ELEV.

BOTTOM OF FOOTING ELEV.

NOTE TO CONTRACTOR AND CONSTRUCTION OFFICE

TYPICAL ABUTMENT

ABUTMENT NO. 1 ABUTMENT NO. 2

90° (TYP.)

U-85-129


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 2

PIN NO. 123055.00

1/2018

1/2018

1/2018

1/2018

M. JONES

19002-1191-04

2018

DAVIDSON COUNTY


(LOG MILE XX.XX)

STATION 159+51.87

IKEA PARKWAY

OVER


CONST. NO. 19002-3191-04

J. LEADERS

K. McALISTER

K. McALISTER

BILL OF STEEL


NO.LENGTH

A

BENDING DIMENSIONS

B C D

EPOXY

REGULAR


NO.LENGTH

A

BENDING DIMENSIONS

B C D


REGULAR

BARS ABARS D

A

LENGTH

A

A

DC

B

BARS B

A

A

BARS F

BARS H

B

BARS C

A

B

BARS R

45

B

A

BARS LS

B

A DD

C

B B

BARS E

(BEND IN FIELD)

BARS HP


TYPE SIZE SERIES

A 5 06

NOTE:





5

ABUTMENT NO. 1

SUPERSTRUCTURE


NO.LENGTH

A

BENDING DIMENSIONS

B C D

EPOXY

ABUTMENT NO. 2


NO.LENGTH

A

BENDING DIMENSIONS

B C D

EPOXY

B570E

A501E

A500E

A401E

A400E

RAILING

TOP & BOT. SLAB

TOP & BOT. SLAB

MULTI-USE PATH

MULTI-USE PATH

5

5

5

4

4

2'-9" 3'-4"

55'-0"

37'-8"

13'-8"

37'-8"

A

B

BARS CD

C

BACKWALL

RDWY BRACKET

BACKWALL

BACKWALL

BACKWALL

6

6

4

4

4

211

211

211

211

8

R640E

F640E

CD440E

A441E

A440E

2'-0"

1'-1"

2'-0"

1'-3" 1'-1"

4'-0"

4'-0"

9'-6"

6'-3"

54'-0"

LS540 ABUT. WALL

BACKWALL

RDWY BRACKET

BACKWALL

BACKWALL

BACKWALL

6

6

4

4

4

211

211

211

211

8

R640E

F640E

CD440E

A441E

A440E

2'-0"

1'-1"

2'-0"

1'-3" 1'-1"

4'-0"

4'-0"

9'-6"

6'-3"

54'-0"

LS540 ABUT. WALL

11

5

6

6

5

5

5 8'-7"

D940

H540

ABUT. WALL (F.F)

WALL FOOTING

ABUT. WALL (B.F)

CURTAIN WALL

CURTAIN WALL

ABUT. WALL (F.F)

WALL FOOTING

BACKWALL

5

6

6

5

5

5

5

211

112

421

12

20

211

211

44

9'-9"

54'-3"

19'-1"

4'-9"

2'-10"

19'-1"

C1140

C540

A641

A640

A542

A541

H540

C540

A641

A640

A542

A541

A540

ABUT. WALL (B.F)

ABUT. WALL (F.F)

WALL FOOTING

ABUT. WALL (B.F)

CURTAIN WALL

CURTAIN WALL

BACKWALL 5

421

211

112

421

12

20

211

42

3'-2"

A440 RWY BKT/BACKWALL 4 48 54'-0"

C1140 ABUT. WALL (B.F) 11 421

2'-2" 1'-8" 8'-7"

LS541 ABUT. WALL 5 2405 3'-2" 1'-8" 10'-7"

5'-3" 4'-3" 2'-11"

5'-3" 2'-11"

1'-3"

A440 RWY BKT/BACKWALL 4 48 54'-0"

A540 ABUT. WALL (F.F) 5 211 19'-1"

15'-3"

9'-9"

54'-3"

19'-1"

4'-9"

2'-10"

13'-3" 15'-3"

9 632 13'-6" 16'-0"

0'-6" 2'-2" 3'-2"

4'-3"

1'-3"

13'-3"

8'-11"

D940 WALL FOOTING 9 13'-6" 16'-0"

0'-6" 2'-2"

2'-2" 1'-8"

LS541 ABUT. WALL 5 2301 3'-2" 1'-8" 10'-7"

292

1000

928

49

28

8'-11"

632

U-85-130


REVISIONS


STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

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$$

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$$tim

e$

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$$

2018

BRIDGE NO. 2

PIN NO. 123055.00

1/2018

1/2018

1/2018

1/2018

M. JONES

19002-1191-04

2018

DAVIDSON COUNTY


(LOG MILE XX.XX)

STATION 159+51.87

IKEA PARKWAY

OVER


CONST. NO. 19002-3191-04

J. LEADERS

K. McALISTER

K. McALISTER

590

595

600

605

610

615

620

625

630

635

640

645

31+00 32+00 33+00

I

I

b RAMP C

ELEVATION

(SCALE: 1" = 20'-0")


ROCK LINE

APPROX. EXISTING

EL. 632.26

LOW BEAM

(TYP.)

TRI-STAR EMBLEM

TENNESSEE

SHAFT (TYP.)

a DRILLED

I

F.G. EL. 641.38

STA. 32+57.29

a BENT NO. 2

F.G. EL. 637.59

STA. 31+00.29

BEG. OF BRIDGE

SPAN NO. 2

104'-0"

SPAN NO. 1

53'-0"F.G. EL. 641.42

STA. 33+10.29

END OF BRIDGE

F.G. EL. 639.48

STA. 31+53.29

a BENT NO. 1

SPAN NO. 3

53'-0"


(TYP.)

STEEL PILES

ABUTMENTS

RIGHT n TO

2:1 SLOPE AT


DENOTES: 7'-0" TOE (TYP.)

PROPOSED VERTICAL CLEARANCE = 17'-6•"


DENOTES: POINT OF MINIMUM VERTICAL CLEARANCE (RAMP C)

EL. 616.5

1

VP

T 55

+05.0

0

EL. 617.0

0

VP

C 55

+70.0

0

0.76%

EL. 618.1

4

VPI 57

+20.0

0

-3.86%

EL. 612.3

4

VP

T 58

+70.0

0

VC = 300.00'

cc

c

c

0.76%

(NOT TO SCALE)

GRADE SKETCH - RAMP C

(NOT TO SCALE)

GRADE SKETCH - RAMP B

CURVE C1-2

PI 55+42.52

N 621,007.9865

E 1,777,377.7355

R 420.00

L 564.96

T 334.51

SE 0.069 FT/FT

DESIGN SPEED 30 MPH

PLAN

(SCALE: 1" = 20'-0")

LANE16'-

0"

STD-1-5)(TYP.)

ENDS (SEE STD. DWG.

PAVEMENT AT BRIDGE

VERTICAL CLEARANCE

POINT OF MINIMUM

OU

T

TO

OU

T

31'-

3"

CU

RV

E

C1-

2

3'-4•"

S 10° 5

0' 4

2" W

TANGENT LINE

STA. 55+69.31 b RAMP C

STA. 32+05.29 b RAMP B

TANGENT STA. 32+05.29

GRADE LINE, RAMP B

b AND FINISHED

STA. 33+10.29

END OF BRIDGE

STA. 31+00.29

BEG. OF BRIDGE

GRADE LINE, RAMP C


TANGENT

TO LINE

67° 25' 39"

STA. 32+57.29

a BENT NO. 2

STA. 31+53.29

a BENT NO. 1

LIMITS OF STRUCTUREVC = 260.00'

4.50

%

EL. 6

36.9

2

VP

C 3

0+

85.0

0

EL. 6

42.7

8

VPI 3

2+15.0

0

-1.29%

EL. 6

41.1

0

VP

T

33

+4

5.0

0

c

c

c

SHLDR.6'-0"

SHLDR.8'-0"

CLR.24'

-1"

CLR.36'-2

"

SUBSTRUCTURES)

(TYP. ALL

67° 25' 39"

END DRAIN

BRIDGE

DENOTES: GUARDRAIL ATTACHMENT

STD-1-6, STD-1-7 AND STD-1-8.

REQUIRED (2's8'-7"). SEE STD. DWG.'S

DENOTES: END OF BRIDGE DRAIN

DETAIL "A"

(N.T.S.)

(TYP.)




30'-0" ROADWAY WITH STD-1-1SS PARAPET

2042 ADT = 9,900

TITLE

LIST OF DRAWINGS

DWG. NO.

LAST

REV. DATE

LAYOUT OF BRIDGE

FOUNDATION DATA

SUPERSTRUCTURE



BILL OF STEEL

U-85-131

BENTS NO. 1 & 2

BENTS NO. 1 & 2 DETAILS

LIST OF STANDARD DRAWINGS

TITLE DWG. NO.

LAST

REV. DATE

STD-1-1SS

STD-1-5

STD-1-6

STD-1-7

STD-1-8

STD-4-1

STD-4-2

STD-4-3

STD-4-4

STD-5-1

STD-5-2

STD-9-1

STD-10-1MISCELLANEOUS ABUTMENT AND DRAINAGE DETAILS

5-01-14

PAVEMENT AT BRIDGE ENDS 3-26-14

4-28-97

8-24-11

5-01-95

4-08-05

4-08-05

3-02-02

6-10-96

10-25-93

5-01-14

10-07-08

4-08-05

BRIDGE END DRAIN DETAILS W/PABE

BRIDGE END DRAIN DETAILS W/PABE

BRIDGE END DRAIN 2' X 8'-7" W/PABE

GENERAL DETAILS


DESIGN CRITERIA


CONSTRUCTION DETAILS


GENERAL DETAILS


STD. PILE DETAILS

STD. PILE DETAILS

BRIDGE RAILING SINGLE SLOPE CONCRETE PARAPET

CONCRETE SLABS

REINFORCING BAR SUPPORT DETAILS FOR

N

STD-14-1

BULB-TEE BEAMS

STD. DETAILS AND INT. DIAPH. DETAILS FOR 5-01-14

BILL OF STEEL

LAYOUT OF BRIDGE

(N.T.S.)

CURVE DATA

HORIZONTAL

GENERAL NOTES



ABUTMENT NO. 1


ABUTMENT NO. 2


ABUT. NO. 1

BENT NO. 1 BENT NO. 2

ABUT. NO. 2

55+00

56

+00

31+00 32+00 33+00

M. JONES


LIST OF SPECIAL PROVISIONS

NO. LAST REV. DATE REGARDING

DOCUMENTS.

DENOTES: CURRENT REVISION DATE, AS PER CONTRACT

DRILLED SHAFT SPECIFICATIONS625

LA

NE

16'-

0"

SH

LD

R.

8'-

0"

SH

LD

R.

6'-

0"

STD-6-1 11-01-10


FF

F DENOTES: FIXED SUPPORT

(TYP.)

RIP-RAP

CLASS (A-3)

(TYP.)

RIP-RAP

CLASS (A-3)

GROUNDLINE

APPROX. EXISTING PRESTRESSED BULB-TEE (BT-54) DETAILS (SPANS 1 & 3)

PRESTRESSED BULB-TEE (BT-54) DETAILS (SPAN 2)

STANDARD SEISMIC DETAILS

U-85-131

U-85-132

U-85-133

U-85-134

U-85-135

U-85-136

U-85-137

U-85-138

U-85-139

U-85-140

U-85-141

U-85-142

U-85-143

U-85-144

U-85-145

U-85-146

U-85-147

U-85-148

U-85-149

U-85-145A

STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 3

YEAR SHEET NO.PROJECT NO.

REVISIONS


CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240317

(LOG MILE XX.XX)

STATION 32+05.09

RAMP C

OVER

RAMP B BRIDGE

01/2018

01/2018

01/2018

01/2018

K. McALISTER

A. MOORE

K. McALISTER

PIN. NO. 123055.00

GENERAL NOTES

BRIDGE DESIGN, EDITION 2 (WITH INTERIMS).

THE 2011 AASHTO GUIDE SPECIFICATIONS FOR LRFD SEISMIC

DESIGN SPECIFICATIONS: AASHTO LRFD SEVENTH EDITION, 2014, AND

SPECIFICATIONS.

METHOD 1 IN ARTICLE 604.22 OF THE STANDARD

BRIDGE DECK SURFACE FINISH: TO BE IN ACCORDANCE WITH

GENERAL NOTES

OF THE STANDARD SPECIFICATIONS.

STANDARD DRAWINGS STD-4-1 THRU 4 AND ARTICLE 604.05

SPECIFICATIONS TO PREVENT GIRDER ROTATION. SEE

PROVIDED ELSEWHERE IN ACCORDANCE WITH THE

POURED CONCURRENTLY WITH THE DECK AND SHALL BE

DIAPHRAGMS OR ABUTMENT BACKWALLS ARE TO BE

CONCRETE GIRDERS WHERE END DIAPHRAGMS, SUPPORT

DIAPHRAGMS MUST BE USED AT THE ENDS OF PRECAST

MEMBERS OR REINFORCING STEEL. TEMPORARY ERECTION

BY MEANS OTHER THAN WELDING TO MAIN STRUCTURAL

BE EITHER REMAIN-IN-PLACE STEEL OR BE ATTACHED

FORMS OR PERMANENT FORMS. PERMANENT FORMS MAY

DECKS SHALL BE CONSTRUCTED USING EITHER REMOVABLE

BRIDGE DECK FORMS: BRIDGE DECK FORMS FOR CONCRETE

AND DIMENSIONS SHOWN ON DRAWING STD-14-1.

BEARING DEVICES SHALL BE IN ACCORDANCE WITH THE DETAILS


NOTED OTHERWISE. SEE SECTION 604 AND 907 OF THE

REINFORCING STEEL: SHALL BE ASTM A615 GRADE 60 UNLESS

ABOVE 15 FEET.

FALL PROTECTION FOR WORKERS INSTALLING DECKING

NOTE: THE CONTRACTOR SHALL PROVIDE 100% CONVENTIONAL

ACCOMMODATED AT THE REAR FACE.

KEPT CONSTANT, WITH VARIATION DUE TO CROSS SLOPE

SLAB. THE DIMENSIONS AT THE TRAFFIC FACE SHALL BE

FORMED AND CAST PLUMB, NOT PERPENDICULAR TO THE

STANDARD DRAWING STD-1-1SS. THE RAILING SHALL BE

BRIDGE RAIL SYSTEM: BUILD BRIDGE RAILINGS ACCORDING TO

SPECIFICATIONS.

SHOP DRAWINGS: SEE SECTION 105.02 OF THE STANDARD

709-05.05 - TON.

SHALL BE MEASURED AND PAID FOR UNDER ROADWAY ITEM

SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION AND

THE REQUIREMENTS OF SECTION 709 OF THE STANDARD

SHALL BE 2" TO 6" IN SIZE UNIFORMLY GRADED AND MEET

MACHINED RIP-RAP: MACHINED RIP-RAP FOR SLOPE PROTECTION

SPECIFICATIONS

FALSEWORK OVER TRAFFIC: SEE SECTION 604.06 OF THE STANDARD

SURFACE.

PERIOD). DEAD LOAD INCLUDES 35 PSF FOR FUTURE WEARING

AS = 0.083g, SDS = 0.201g, SD1 = 0.076g (1000 YEAR RETURN

LOADING: HL-93 LIVE LOADING; SEISMIC CATEGORY A WITH

OTHERWISE.

CONCRETE: TO BE CLASS "A" F'C = 3000 PSI EXCEPT AS NOTED

SEE STANDARD DRAWING STD-5-1 FOR ADDITIONAL NOTES.

NOTE: PILES SHALL BE EQUIPPED WITH CAST STEEL POINTS. ALSO,

DETERMINED.

ORDERED UNTIL FINAL FOOTING ELEVATIONS HAVE BEEN

REINFORCING STEEL FOR BENT COLUMNS SHALL BE

DETERMINE THE DRILLED SHAFT FINAL ELEVATIONS. NO

FROM THE RESULTS OBTAINED, THE ENGINEER SHALL

BE DRILLED AT POINTS DESIGNATED BY THE ENGINEER.

ELEVATION HAS BEEN COMPLETED, HOLES 6' DEEP SHALL

AFTER EXCAVATION TO THE PROPOSED SHAFT BOTTOM

SPECIAL NOTE - DRILLED SHAFT FOOTINGS FOR BENTS:



NOTE: THE CONTRACTOR SHALL SUPPORT THE ABUTMENTS UNTIL

PILES ARE DRIVEN.

PLACE AND THOROUGHLY COMPACTED BEFORE ANY ABUTMENT

NOTE: THE FILLS AT THE ENDS OF THE BRIDGE SHALL BE IN

THE TYPE FACILITY CROSSED.

CLEARANCES BE LESS THAN THE MINIMUM ACCEPTABLE FOR

CLEARANCES MAY NOT BE REDUCED, NOR MAY THE VERTICAL

ADDITIONALLY, FOR GRADE SEPARATIONS, THE HORIZONTAL

ULTIMATE CAPACITIES OF THE CONTRACT PLANS STRUCTURE.

AND MUST MEET OR EXCEED THE SERVICE LEVEL AND

FUNCTIONAL OR STRUCTURAL EQUIVALENCY OF THE BRIDGE

ALTERNATE BRIDGE DESIGNS MAY NOT DIMINISH THE

VALUE ENGINEERING ALTERNATE BRIDGE DESIGN CRITERIA:

COMPLETED BEFORE FINAL PAYMENT IS APPROVED.

INCLUDED IN ITEMS BID ON. THIS WORK SHALL BE

FORMS, FALSEWORK, AND TEMPORARY SUPPORT SHALL BE

THE JOB SITE AFTER WORK IS COMPLETED. COST OF

AND TEMPORARY SUPPORTS SHALL BE REMOVED FROM

FORMS AND FALSEWORK: CONCRETE FORM WORK, FALSEWORK,

(JANUARY 1, 2015 EDITION).

OF THE TENNESSEE DEPARTMENT OF TRANSPORTATION

SPECIFICATIONS: STANDARD ROAD AND BRIDGE SPECIFICATIONS

STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 3


REVISIONS


CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240317

(LOG MILE XX.XX)

STATION 32+05.09

RAMP C

OVER

RAMP B BRIDGE

01/2018

01/2018

01/2018

01/2018

K. McALISTER

A. MOORE

K. McALISTER

PIN. NO. 123055.00

WITH SECTION 604 OF THE STANDARD SPECIFICATIONS.

CLASS "D" CONCRETE FOR BRIDGE DECKS SHALL BE IN ACCORDANCE

BEARING OF 86 TONS FOR THE ABUTMENTS.

PILES: TO BE HP12X53 DRIVEN TO REFUSAL ON ROCK OR A MINIMUM

U-85-132

FOR LOCATION DETAILS, SEE DRAWING NO. U-85-133.

BE MEASURED AND PAID FOR UNDER ITEM NO. 604-04.01.

AT THE BRIDGE SITE. THE APPLIED TEXTURE FINISH SHALL

PRIOR TO COMPLETION OF PAVING AND HAULING OPERATIONS

CLASS II FINISH. NO TEXTURE COATING SHALL BE APPLIED

AN APPLIED TEXTURE FINISH SHALL BE USED IN LIEU OF A

STANDARD SPECIFICATIONS. A CLASS I FINISH FOLLOWED BY

BE IN ACCORDANCE WITH SECTION 604.21 OF THE TENNESSEE

FINISHING CONCRETE SURFACES: CONCRETE FINISHING SHALL

7"-28" WIDTH, 3"-12" HEIGHT.

0.75" GROUT WIDTH, 1.0" MAX. DEPTH, STONE SIZES:

NOTE: FORM-LINER SHALL BE FLORIDA ASHLAR 17000 OR SIMILAR,

M. JONES

DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

PIN NO. 123055.00


REVISIONS


M. JONES


620-05.01




CLASS 'A' CONCRETE (BRIDGES)

L.F.


V.F.

204-05 ROCK DRILLING (BRIDGES) L.F.


APPLIED TEXTURE FINISH (NEW STRUCTURES)

6" PERFORATED PIPE WITH VERTICAL DRAIN SYSTEM

6" PIPE UNDERDRAIN



BENT 1

204-02.01 C.Y.DRY EXCAVATION (BRIDGES)

604-03.09

CONCRETE PARAPET (STD-1-1SS)

V.F.

C.Y.

LB.

625-02.01 DRILLED SHAFT - SOIL (6'-0" DIA.)

625-02.13 DRILLED SHAFT - ROCK (6'-0" DIA.)

625-02.40 DRILLED SHAFT CONCRETE

625-02.44 DRILLED SHAFT REINFORCING STEEL

709-05.05 TON

604-04.03 BRIDGE END DRAINS (2'X8') EACH

1

3

4

5

8

7

10

2

604-02.03

604-03.01

604-03.02

604-05.31

604-04.01

L.B.

C.Y.

L.B.

C.Y.

S.Y.

S.Y.

L.F.

L.F.

710-09.01

710-09.02

EACH604-04.41 THREE STAR STATE EMBLEM

6

615-01.10 L.F.PRESTRESSED CONCRETE BULB TEE BEAM (6" WEB)(BT-54)

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

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

EACH

420

812

636

2077

197

915

39993

BENT 1

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240317

(LOG MILE XX.XX)

STATION 32+05.09

RAMP C

OVER

RAMP B BRIDGE

APPLIED TEXTURE FINISH SKETCH

K. McALISTER

K. McALISTER

A. MOORE

01/2018

01/2018

01/2018

01/2018

1

2

3

4

5

6

9

10

FOOTNOTES




MOUNTAIN GREY


45

47

270

36

7

112

73

107

84

5447

46

1456

25

60

47

47

281

36

7

140

73

107

84

5648

46

1462

25

64

STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 3


REVISIONS


CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240317

(LOG MILE XX.XX)

STATION 32+05.09

RAMP C

OVER

RAMP B BRIDGE

01/2018

01/2018

01/2018

01/2018

K. McALISTER

A. MOORE

K. McALISTER

PIN. NO. 123055.00

13

7

8

11

12

9

11

11

12

13

CLASS 'D' CONCRETE (BRIDGE DECK)

MACHINED RIP-RAP (CLASS A-3)

THE PARAPET IS PROHIBITED.

NOTE: PARAPET SHALL BE CAST-IN-PLACE WITH FORMLINER. SLIP-FORMING OF

TEXTURE FINISH, MOUNTAIN GREY, FED. SPEC. NO. 36440.

EXTERIOR TOP PORTIONS OF THE BENT CAPS SHALL RECEIVE AN APPLIED

EXTERIOR PORTIONS OF THE ENDWALLS, BENT CAPS, BENT COLUMNS, AND

FINISH SKETCH, ALL EXPOSED SURFACES OF WINGWALLS, ABUTMENT BEAMS


U-85-133

92

94

551

4

2378

59

36

20

492

812

14

252

782

4

2

2471

197

167

28840

324

42911

50

24

124

2

1189

34

18

14

89

8308

110

12

2

1189

24

18

5

91

8523

122

12

EACH625-02.46 SONIC LOGGING TESTING

NOTE: THE CSL TESTING FIRM MUST BE PRESENT FOR ALL SHAFT POURS.

FOR INSTALLATION TO BE INCLUDED IN THE UNIT PRICE BID FOR PERFORATED PIPE.

NOTE: COST OF POLYETHYLENE SHEETING AND ALL MISCELLANEOUS ITEMS NECESSARY

REGISTERED ENGINEER.

NOTE: THE CONTRACTOR IS TO HAVE THE STABILITY OF THE SHAFT CAGE VERIFIED BY A

6. INSTALLATION OF 1 " DIAMETER PIPES IN SHAFTS FOR CSL TESTING.

5. CONCRETE CORING (1 PER SHAFT).

4. SETTING OF ALL SHAFT REINFORCING.

3. INSTALLATION OF ALL CASING.

2. CLEANING AND INSPECTING THE SHAFT.

1. DRILLING THE SHAFT

FOR ITEMS 625-02.01 AND 625-02.13:

NOTE: THE COST OF THE FOLLOWING ITEMS IS TO BE INCLUDED IN THE UNIT PRICE BID

FOR CONCRETE PARAPET SINGLE SLOPE (STD-1-SS) ITEM 620-05.01.

NOTE: THE COST OF FORM-LINER AND INSTALLATION TO BE INCLUDED IN THE UNIT PRICE BID

THE UNIT PRICE BID FOR PRESTRESSED BEAM.

NOTE: COST OF ELASTOMERIC BEARING PADS AND RUBBER BONDING CEMENT TO BE INCLUDED IN

PAVEMENT AT BRIDGE ENDS, INCLUDING THE REMOVAL OF THE GROOVING RESIDUE.

NOTE: COST INCLUDES ALL LABOR AND MATERIALS TO MECHANICALLY GROOVE BRIDGE DECK AND

PARAPET WITH EXACT LOCATIONS DESIGNATED ON SHEET U-85-145A.

AND PAINTING OF THIS ITEM. LOCATION TO BE ON THE OUTSIDE FACE AT EACH END OF THE

NOTE: COST INCLUDES ALL INCIDENTALS, LABOR AND MATERIALS FOR THE COMPLETE INSTALLATION

NOTE: FOR NOTES AND LIMITS OF TEXTURE COATING, SEE DETAIL ON THIS SHEET.



NO. 604-03.01. CONCRETE STAIN TO BE A WEATHER RESISTANT WATER BASED ACRYLIC STAIN.

SHALL BE INCLUDED IN THE UNIT PRICE BID FOR CLASS "A" CONCRETE (BRIDGES), ITEM

MATERIAL AND LABOR NECESSARY FOR THE INSTALLATION OF 48 ANCHOR BOLT ASSEMBLIES

NOTE: THE COST OF FORM-LINER, INSTALLATION AND STAINING AS WELL AS THE COST OF ALL

DRAWING STD-10-1.


(TOP OF PROPOSED, ESTIMATED ROCK SOCKET).

CLAY, NECESSARY TO REACH THE TOP OF REQUIRED CORE DRILLING AND SAMPLING

NOTE: THIS ITEM INCLUDES ALL DRILLING, THROUGH ANY ASPHALT, BASE STONE AND LEAN


14

14

FOUNDATION DATA

BORING NO.

B-21

B-22

B-23

B-24

STATION NO.

615.4±

612.5±

613.5±

615.2±

DEPTH

TERMINATION

4.6

9.5

2.5

2.8

630

620

610

600

ROCK ELEV.

LIMESTONE

LEAN CLAY

TOP SOIL

B-21

B-22

B-23

B-24

630

620

610

600

LEGEND


32+50.00, 22' L

32+50.00, 6' R

31+70.00, 22' L

31+70.00, 8' R

GROUND ELEV. IF CORED

TOTAL DEPTH

19.5

12.8

590

595

600

605

610

615

620

625

630

635

640

645

31+00 32+00 33+00

I

I

b RAMP C

ELEVATION

(SCALE: 1" = 20'-0")


LINE

EXIST. GRADEROCK LINE

APPROX. EXISTING

EL. 632.26

LOW BEAM

(TYP.)

TRI-STAR EMBLEM

TENNESSEE

SHAFT (TYP.)

a DRILLED

I

F.G. EL. 641.38

STA. 32+57.29

a BENT NO. 2

F.G. EL. 637.59

STA. 31+00.29

BEG. OF BRIDGE

SPAN NO. 2

104'-0"

SPAN NO. 1

53'-0"F.G. EL. 641.42

STA. 33+10.29

END OF BRIDGE

F.G. EL. 639.48

STA. 31+53.29

a BENT NO. 1

SPAN NO. 3

53'-0"


(TYP.)

STEEL PILES

ABUTMENTS

RIGHT n TO

2:1 SLOPE AT


DENOTES: 7'-0" TOE (TYP.)

(TYP.)

RIP-RAP

CLASS "B"

PROPOSED VERTICAL CLEARANCE = 17'-6•"


DENOTES: POINT OF MINIMUM VERTICAL CLEARANCE (RAMP C)

ABUT. NO. 1

BENT NO. 1 BENT NO. 2

ABUT. NO. 2

LANE16'-

0"

STD-1-5)(TYP.)

ENDS (SEE STD. DWG.

PAVEMENT AT BRIDGE

VERTICAL CLEARANCE

POINT OF MINIMUM

CU

RV

E

C1-

2

2'-5•"

S 10° 5

0' 4

2" W

TANGENT LINE




GRADE LINE, RAMP B

b AND FINISHED

STA. 33+10.29

END OF BRIDGE

STA. 31+00.29

BEG. OF BRIDGE

GRADE LINE, RAMP C


TANGENT

TO LINE

67° 25' 39"

STA. 32+57.29

a BENT NO. 2

STA. 31+53.29

a BENT NO. 1

SHLDR.6'-0"

SHLDR.8'-0"

CLR.24'

-8"

CLR.36'-2

"

(TYP.)

RIP-RAP

CLASS "B"

SUBSTRUCTURES)

(TYP. ALL

67° 25' 39"

END DRAIN

BRIDGE

N

55+00

56

+00

31+00 32+00 33+00LA

NE

16'-

0"

SH

LD

R.

8'-

0"

SH

LD

R.

6'-

0"

PLAN

OU

T

TO

OU

T

31'-

3"

B-23

B-24

B-21

B-22

ELEVATIONS

620±

622±

616±

618±

r

AS A LAYOUT.



REQUIRED:

ROCK LINE.




M. JONES/G. MARTINEZ

AS PROVIDED BY ECS.

NOTE: STATION NUMBERS AND GROUND ELEVATIONS WERE SCALED FROM THE DETAILS SHOWN

U-85-134

STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

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$$tim

e$

$$

$$

2018

BRIDGE NO. 3


REVISIONS


CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240317

(LOG MILE XX.XX)

STATION 32+05.09

RAMP C

OVER

RAMP B BRIDGE

01/2018

01/2018

01/2018

01/2018

K. McALISTER

A. MOORE

K. McALISTER

PIN. NO. 123055.00

‚" 6"

STEEL

REINFORCING

1" DEEP

SAW CUT

LAYERS (STAGGERED)

(2) - •" PLYWOOD

MIN.

L = SPAN LENGTH

L/4 L/4 L/4 L/4

ˆ"

ˆ"

ˆ"

(TYP.)

BULB TEE

BT-54


0.02g

F.G.8‚" SLAB

9ƒ" @

a BEAM

8" C.C. (TYP.)

BARS B570E @

STD-1-1SS (TYP.)

STD. DWG. NO.

DETAILS SEE

FOR PARAPET

@ 9" C.C.

BARS A50_E

1'-1"

BETWEEN BEAMS)

= 6'-0" (TYP.

3" 3"

7•"7•"

31'-3" OUT-TO-OUT

1'-1" 3"

(TYP. EA. END)

CANTILEVER

3'-4•"

CANTILEVER

3'-4•"PRESTRESSED BT-54 - 3 SPA. @ 8'-2" = 24'-6"

8'-0"

5 SPA. @ 1'-0"

BARS L400

(TYP. BTWN BEAMS)

= 5'-0"

1'-7"1'-7"

1" CLR.

2•" CLR.

5"4"5" 4"

DENOTES: 5 EQ. SPA. = 2'-4•"

a BRIDGE

7" 7"

= 2'-0"

@ 1'-0"

2 SPA.

DENOTES: CUTOFF BARS A503E (20'-0")



(TYPICAL OVER BEAMS)

14 SPA. @ 7" = 8'-2"

1'-1•"

20 SPA. @ 7" = 11'-8"

CUT OFF BARS A503E, A504E & A505E

d BAR A800E d BAR A501E ALT. f

BAR A501E d BAR A800E d 2 BARS A502E

d BAR A800E d BAR A501E

BAR A501E d BAR A800E d 2 BARS A502E

10 SPA. @ 1'-2" = 11'-8"

DENOTES:

(TYP. EACH CANTILEVER)

3 BARS A506E d BAR A507E

6 SPA. @ 1'-0"

d BAR A507E

3 BARS A506E

CONCRETE, C.Y.

QUANTITY FOR ITEM NO. 604-03.09, CLASS "D"

DIAPHRAGM CONCRETE SHALL BE INCLUDED IN THE

OF THE SUPPORT DIAPHRAGMS AND DECK SLAB. ALL

LEAST 90 DAYS PRIOR TO POURING THE REMAINDER

SLAB. THE BEAMS SHALL ATTAIN AN AGE OF AT

SHALL BE POURED CONCURRENTLY WITH THE DECK

BEEN SET. THE REMAINDER OF THE DIAPHRAGM

AS SOON AS POSSIBLE AFTER THE BEAMS HAVE

BE FORMED AND THE BOTTOM 15 INCHES POURED

THE SUPPORT DIAPHRAGMS AT THE BENTS SHALL 6.

DEAD LOAD CORRECTION CURVE

NOTES:

DAYS BEFORE SLAB IS POURED.

BEAMS SHALL OBTAIN AN AGE OF AT LEAST 90 7.


SUPERSTRUCTUREL = SPAN LENGTH

L/4 L/4 L/4 L/4

SPANS 1 & 3 SPAN 2

1‰

"

1‰

"

1•

"

BARS A501

OR

BARS A500

TYPICAL SECTION

(TYP.)

RUN FULL LENGTH OF SLAB

1" TRIANGULAR DRIP NOTCH TO


HALF SECTION NEAR BENT HALF SECTION NEAR MID-SPAN

VALUES SHOWN BY 25%.

PANELS ARE IN PLACE, REDUCE THE DEAD LOAD CORRECTION

DECK PANELS ARE USED AND THE BEAMS ARE PROFILED AFTER

ARE APPLIED AFTER THE SLAB IS IN PLACE. IF PRESTRESSED

THIS CURVE IS FOR DEAD LOAD SLAB AND ALL DEAD LOADS THAT

(C.Y.)

DECK)

(BRIDGE

CONCRETE

CLASS "D"

(L.B.)

REINFORCEMENT

STEEL BAR

(LB.)

STEEL

REINFORCING

EPOXY COATED

1 4

32

(TYP.)

b RAMP B

M. JONES

30'-0" ROADWAY WIDTH

1'-10ƒ"

SPA. =

2 EQ.

6"

UP IN THE FALSEWORK.

INCREASED BY THE ANTICIPATED AMOUNT OF TAKE

FOR DEAD LOAD CAMBER ONLY AND SHOULD BE

DEAD LOAD CORRECTION CURVE: THIS CURVE IS 5.

ACCORDANCE WITH STD. DWG. 6-1.

ANCHOR BOLT ASSEMBLIES AT BENTS SHALL BE IN

SPECIAL NOTE FOR ANCHOR BOLTS AT BENTS:4.

TIME THE SLAB IS POURED IN SAID SPAN.

BE IN PLACE IN THE SPAN AT THEMUST DIAPHRAGMS

ERECTION DIAPHRAGMS AND PERMANENT INTERMEDIATE

ANY LOADS ON THE GIRDERS. HOWEVER, TEMPORARY

DIAPHRAGMS BE INSTALLED PRIOR TO PLACING

RECOMMENDED THAT THE TEMPORARY ERECTION

DUE TO TWISTING OR OVERTURNING. IT IS STRONGLY

SUPPORTING THE BEAMS TO PREVENT DAMAGE

THE CONTRACTOR IS SOLELY RESPONSIBLE FOR 3.

SUPERSTRUCTURE FALSEWORK HAS BEEN REMOVED.

UNTIL THE ENTIRE DECK SLAB IS IN PLACE AND ALL

NO PORTION OF THE PARAPET SHALL BE POURED2.

DRAWING NO. STD-1-1SS.

BEEN POURED AND CURED. SEE ALSO STANDARD

BE POURED UNTIL THE ENTIRE DECK SLAB HAS

PARAPET. NO PORTION OF THE PARAPET SHALL

MADE FOR SETTING REINFORCING STEEL FOR

WHEN POURING SLAB, PROVISIONS SHALL BE1.

OVER AN INTERIOR SUPPORT.

SUPPORTS EITHER PRIOR TO OR CONCURRENTLY WITH THE SLAB

MUST BE POURED TO WITHIN AT LEAST 15 FEET OF THE

2) THE SLAB IN THE MIDDLE SECTION OF BOTH ADJACENT SPANS

10 FEET OR FURTHER THAN 15 FEET FROM AN ABUTMENT.

1) NO CONSTRUCTION JOINT MAY BE LOCATED CLOSER THAN

THE FOLLOWING:

MAY BE LOCATED AT THE CONTRACTOR'S OPTION SUBJECT TO

DECK CONCRETE POURING SEQUENCE: SLAB CONSTRUCTION JOINTS

U-85-135

197 915 39,993

STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 3


REVISIONS


CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240317

(LOG MILE XX.XX)

STATION 32+05.09

RAMP C

OVER

RAMP B BRIDGE

01/2018

01/2018

01/2018

01/2018

K. McALISTER

A. MOORE

K. McALISTER

PIN. NO. 123055.00


NO. 5 BARS

2'-8" MIN. LAP

(TYP.)

(TYP.)

2" CLR.

(40'-0")

BARS A502E

(43'-6")

BARS A501E

OF SLAB

LEFT EDGE

OF SLAB

RIGHT EDGE

STA. 33+10.29

END OF BRIDGE

STA. 31+00.29

BEG. OF BRIDGE

(60'-0")

BARS A506E

NO. 5 BARS

2'-8" MIN. LAP

(TYP.)

(TYP.)

2" CLR.

(60'-0")

BARS A506E

(60'-0")

BARS A506E

(37'-8")

BARS A507E

OF SLAB

LEFT EDGE

OF SLAB

RIGHT EDGE

STA. 33+10.29

END OF BRIDGE

STA. 31+00.29

BEG. OF BRIDGE

(40'-0")

BARS A502E

(43'-6")

BARS A501E

(28'-0")

BARS A800E

(28'-0")

BARS A800E

3"

3"

FO

R

BA

R

SP

ACIN

G,

SE

E

TY

PIC

AL

CR

OS

S-S

EC

TIO

N

8'-0"8'-0"12'-0" 12'-0"

16'-0" 22'-0"22'-0" 16'-0"

30'-0" 24'-0" 24'-0" 30'-0"

a BENT NO. 1 a BENT NO. 2

a BENT NO. 1 a BENT NO. 2

9"

1•" 1'-4•"

4" 1'-0"

(TYP. BOTH EDGES OF SLAB)

DOUBLE BARS B570E - 313 SPA. @ 8" = 208'-8"

(TOP AND BOTTOM MATS)

BARS A500E - 262 SPA. @ 9" = 196'-6"

(TOP MAT OF REINFORCEMENT)

SLAB PLAN

RAMP B

b & F.G. LINE


a BEAM (TYP.)

31'-

3" O

UT-

TO-

OU

T

(20'-0")

BARS A503E

(38'-0")

BARS A504E

(54'-0")

BARS A505E

(20'-0")

BARS A503E

(38'-0")

BARS A504E

(54'-0")

BARS A505E

b RAMP C

b RAMP C

1'-4…"

31'-

3" O

UT-

TO-

OU

T

(TOP & BOT. MATS)

(TOP & BOT. MATS)

15 SPA. @ 9" = 11'-3"

BARS A508E

SERIES

15 SPA. @ 9" = 11'-3"

BARS A508E

SERIES

BOTTOM LONGITUDINAL REINFORCEMENT)

(SHOWING TOP & BOTTOM TRANSVERSE AND

a BEAM 1

a BEAM 2

a BEAM 3

a BEAM 4

RAMP B

b & F.G. LINE

(TYP.)

67° 25' 39"

M. JONES

U-85-136

STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 3


REVISIONS


CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240317

(LOG MILE XX.XX)

STATION 32+05.09

RAMP C

OVER

RAMP B BRIDGE

01/2018

01/2018

01/2018

01/2018

K. McALISTER

A. MOORE

K. McALISTER

PIN. NO. 123055.00

STA. 31+00.29

BEG. OF BRIDGE

STA. 33+10.29

END OF BRIDGE

STA. 31+53.29

a BENT NO. 1

STA. 32+57.29

a BENT NO. 2

TANGENT LINE

CU

RV

E

C1-

2

GRADE LINE, RAMP C


3

SP

A.

@

8'-

2" = 24'-

6"

3'-

4•

"3'-

4•

"

(TYP.)

3'-6" ABUT. BEAM

(TYP.)

1'-6" ENDWALL

34'-2" 34'-2" 34'-2"

(TYP.) SPAN NO. 2

BEAM LENGTH = 102'-6"

(TYP.) SPAN NO. 3

BEAM LENGTH = 50'-2„"

(TYP.) SPAN NO. 1

BEAM LENGTH = 50'-2„"

SPAN NO. 1

53'-0"

SPAN NO. 2

104'-0"

SPAN NO. 3

53'-0"


OF SLAB

LEFT EDGE

OF SLAB

RIGHT EDGE

(TYP. )

67° 25' 39"

2'-6" a BEARING (TYP.)

1'-6" 1'-6"

"A""A"

a BENT1'-6"

a FASCIA BEAM

STRANDS (TYP.)

PRESTRESSING

BEAM

a INTERIOR

5 SP

A. @ 1'-

0" M

AX

BA

RS L400

(BEND IN FIELD)

(TYP. @ ENDS)

BARS A500

(BEND IN FIELD)

(TYP. @ INTERIOR)

BARS A501MIN. L

AP

2'-

2"

(TYP.)

FRAMING PLAN

SECTION "A"-"A"

SECTION "R"-"R"

3"3" 1'-0"

1'-6"

@ 1'-0" MAX.

BARS L400

"R""R"

LS400

2 BARS

FIBERBOARD

1" BITUMINOUS

BENT CAP

3"

3"

(SEE STD. DWG. STD-6-1)

ASTM F1554, GRADE 36

1" ANCHOR BOLT

(TYP.)

BARS LS400

(TYP.)

BARS LS400

2

SP

A.

@

2'-

7"

BA

RS

A5

00


RAMP B

b & F.G. LINE




BEAM (TYP.)

54" BULB-TEE

a BEAM 1

a BEAM 2

a BEAM 3

a BEAM 4

M. JONES

DETAILS.

DWG. 14-2 FOR

(TYP.) SEE STD.

STEEL DIAPHRAGM

STRUCTURAL

INTERMEDIATE

U-85-137

STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 3


REVISIONS


CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240317

(LOG MILE XX.XX)

STATION 32+05.09

RAMP C

OVER

RAMP B BRIDGE

01/2018

01/2018

01/2018

01/2018

K. McALISTER

A. MOORE

K. McALISTER

PIN. NO. 123055.00

CLASS "A"

CONCRETE

REINFORCING

STEELNO.

BEAMS

REQ'D

PRESTRESSING

STRANDS

(LOW RELAXATION)

4

NOTES:

PRESTRESSED BEAM DESIGN DATA:

4

BAR SIZE NO. REQ'D LENGTHBAR SIZE NO. REQ'D

A600

6

A500 5

6

5'-6"

H600 6

H601

HA300 3

6.

5.

4.

3.

2.

1.

A400 4 3'-2"

49'-10"

4'-7"

PER BEAM

BILL OF STEEL

SPANS 1 & 3


BT-54

(PROPERTIES)


TYPICAL SPANS 1 & 3

SECTION "A"-"A"

(TYP.)

ƒ" CHAMFER2'-2"

6"

4•

"2"

4'-

6"

3'-

0"

2"

1'-4"

7•

"

3'-6"

3•

"

10•

"

"A"

"A"3'-9"

(SEE STD-14-1 FOR DETAILS)

BRACING (TYP.)

TEMPORARY CROSS

a INSERTS FOR

10" 10"6"

2"

2'-2"

= 1'-10"

11 SPA. @ 2" 2"2"

2" 2"

2"

3"

PREST. STRANDS

BOTTOM ROWHF HF

SPAN 1

SPAN 3

6'-1"

5'-7"

51

6

6

28

a BEAM

a BEAM

(SHOWING STIRRUP REINFORCEMENT)

(TYP.)

25'-1ˆ"25'-1ˆ"

50'-2„"

STRANDS

PRESTRESSING

LOW LAX

0.6" w 270 K

DW = 252 plf

"B"

"B"

(SHOWING PROJECTING REINFORCING) (SHOWING NON-PROJECTING REINFORCING)

1" CLR.

3•" 3•"

BARS A600

5 SPA. @ 7" = 2'-11"

A400

BARS

3•" 3•"

BARS A600

5 SPA. @ 7" = 2'-11"

1" CLR.

A400

BARS

BARS HA300

SEE DETAIL "X"

BARS H601

DOUBLE

(TYP.)

2‚" CLR.

(TYP.)

2‚" CLR.

PR

OJ.

5"

BARS HA300

1" CLR. (TYP.)

SECTION "B"-"B"

BARS A600

SPAN

NO.

16

BARS H600 OR H601

DETAIL "X"

BARS H600

PROJECTING

DOUBLE

H600

BARS

PROJ.

DOUBLE

= 4'-6"

3 SPA. @ 18"

= 4'-0"

4 SPA. @ 12"

= 3'-9"

5 SPA. @ 9"

3"

= 1'-0"

4 SPA. @ 3"

(TYP.)

BARS H600

DBL. PROJ.

(TYP.)

BARS H601

NON-PROJ.

DOUBLE

3"

= 1'-0"

4 SPA. @ 3"10ˆ"10ˆ"

3" 3"BARS A400 - 50 EQ. SPA. = 49'-8„"

= 4'-6"

3 SPA. @ 18"

= 4'-0"

4 SPA. @ 12"

BARS H600

PROJECTING

DOUBLE

= 3'-9"

5 SPA. @ 9"

H600

BARS

PROJ.

DOUBLE

4•"

@ 6" = 6'-6" (TYP.)

BARS HA300 - 13 SPA.

2'-6"

6" =

5 SPA. @

BARS H601

BARS HA300

A500, OR A600

BARS A400,

1'-

0"

4'-9"

4"

1'-

0"

4'-2"

5"

LENGTH

11"

2'-0"

4•

"4‚

"

MOMENT: 0.784

SHEAR: 0.826

AND DECK SLAB.

SUPPORT DIAPHRAGMS (EXCLUDING BOTTOM 15 INCHES)

OF AT LEAST 90 DAYS PRIOR TO POURING THE

NOTE: THE PRESTRESSED BEAMS SHALL ATTAIN AN AGE

EACH STRAND IN ALL BEAMS.

AN INITIAL FORCE OF 43,943 LBS SHALL BE APPLIED TO

RELAXATION PRESTRESSING STRANDS, As = 0.217 SQ.IN.

GRADE 270K, 7 WIRE UNCOATED STRESS RELIEVED LOW

ALL PRESTRESSING STRANDS SHALL BE 0.6" DIA. ASTM

ALL BEAMS TO BE AASHTO-PCI TYPE BT-54.

FINISHING NOTE.

6,500 PSI. SEE GENERAL NOTES FOR CONCRETE

REACHED A COMPRESSIVE STRENGTH OF AT LEAST

SPECIMENS INDICATE THAT THE CONCRETE HAS

MADE TO THE BRIDGE MEMBER UNTIL THE TEST

OF 28 DAYS AND STRESS TRANSFER SHALL NOT BE

STRENGTH OF NOT LESS THAN 7,500 PSI AT THE AGE

OF SUCH PROPERTIES AS TO ATTAIN A COMPRESSIVE

THE CONCRETE FOR THIS CONSTRUCTION SHALL BE

AND NOTES.

SEE STD-14-1 FOR BULB-TEE BEAMS STANDARD DETAILS

(BT-54) DETAILS-SPANS 1 & 3

PRESTRESSED BULB-TEE

M. JONES

ELEVATION - SPANS 1 & 3

ELEVATION - SPANS 1 & 3

2 STRANDS

12 STRANDS

(SHOWING 14 PRESTRESSING STRANDS)

(LB.) (C.Y.) (LB.)



IN BOTTOM ROW) (TYP. EACH END)

8•" PROJ. (EVERY OTHER STRAND

(SEE STD. 14-1)

COMPOSITE SLAB DESIGN STRENGTH = 3000 psiC)

COMPOSITE DEAD LOADS: DC = 262 plfB)

LIVE LOAD DISTRIBUTION FACTOR (LANES PER BEAM):A)

NOTE: DOWNWARD DEFLECTION UNDER TOTAL DL IS NOT ALLOWED.

2'-6"

@ 6" =

5 SPA.

3"

48

551

551

9

9

1639

1639

(TY

P.)

2'-

4"

H500 OR H600

DOUBLE BARS

& H600

BARS H500

BARS H500

PROJECTING

DOUBLE

BARS H500

PROJECTING

DOUBLE

8 SPA. @ 2'-0" = 16'-0"

DOUBLE PROJECTING BARS H500 BARS H500

PROJECTING

DOUBLE

BARS H500

PROJECTING

DOUBLE

SEE STD. 14-2 FOR DETAILS

a INTERMEDIATE DIAPHRAGM

8"

CLIP DETAIL

STRANDS

PRESTRESSING

LOW LAX

0.6" w 270 K

67° 25' 39"

a BEAM

CLIPPED

TOP FLANGE

PLAN

6'-1"46H500 5

U-85-138

STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 3


REVISIONS


CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240317

(LOG MILE XX.XX)

STATION 32+05.09

RAMP C

OVER

RAMP B BRIDGE

01/2018

01/2018

01/2018

01/2018

K. McALISTER

A. MOORE

K. McALISTER

PIN. NO. 123055.00

CLASS "A"

CONCRETE

REINFORCING

STEELNO.

BEAMS

REQ'D

PRESTRESSING

STRANDS

(LOW RELAXATION)

4

NOTES:

PRESTRESSED BEAM DESIGN DATA:

BAR SIZE NO. REQ'D LENGTHBAR SIZE NO. REQ'D

6

A500 5

6

5'-6"

H600 6

H601

HA300 3

6.

5.

4.

3.

2.

1.

A400 4 3'-2"

4'-7"

PER BEAM

BILL OF STEEL


BT-54

(PROPERTIES)

ELEVATION

(TYP.)

ƒ" CHAMFER2'-2"

6"

4•

"2"

4'-

6"

3'-

0"

2"

1'-4"

7•

"

3'-6"

3•

"

10•

"

10" 10"6"

2"

2'-2"

= 1'-10"

11 SPA. @ 2" 2"2"

2" 2"

2"

3"

PREST. STRANDS

BOTTOM ROWHF HF

BARS H601

BARS HA300

A500, OR A600

BARS A400,

SPAN 2

6'-1"

5'-7"

6

12

28

(SHOWING STIRRUP REINFORCEMENT)

102'-6"

DW = 252 plf

(SHOWING PROJECTING REINFORCING) (SHOWING NON-PROJECTING REINFORCING)

1" CLR.

3•" 3•"

BARS A600

5 SPA. @ 7" = 2'-11"

A400

BARS

3•" 3•"

BARS A600

5 SPA. @ 7" = 2'-11"

1" CLR.

A400

BARS

BARS HA300

SEE DETAIL "X"

BARS H601

DOUBLE

BARS H600

DOUBLE

(TYP.)

2‚" CLR.

(TYP.)

2‚" CLR.

PR

OJ.

5"

BARS HA300

1" CLR. (TYP.)

SECTION "B"-"B"

SPAN

NO.

16

1'-

0"

4'-9"

4"

BARS H600 OR H601

DETAIL "X"

1'-

0"

4'-2"

5"

LENGTH

SPAN 2

ELEVATION


3'-9"

(SEE STD-14-1 FOR DETAILS)

BRACING (TYP.)

TEMPORARY CROSS

a INSERTS FOR

(TYP.)

"C"

"C"a BEAM

STRANDS

PRESTRESSING

LOW LAX

0.6" w 270 K

51'-3"51'-3"

(TYP.)

BARS H600

DBL. PROJ.

(TYP.)

BARS H601

NON-PROJ.

DOUBLE

3"

3"

"B"

3"

= 1'-0"

4 SPA. @ 3"

3"

"B"

30 SPA. @ 2'-0" = 60'-0"

DOUBLE PROJECTING BARS H500

a BEAM

BARS A600

BARS A600 dMIN. LAP

2'-10"

BARS A600

BARS A400 - 102 SPA. @ 1'-0" = 102'-0"

103

52'-6"A600

2"

SECTION "C"-"C"

4•"

@ 6" = 2'-0" (TYP.)

BARS HA300 - 4 SPA.

11"

2'-0"

4•

"4‚

"

DENOTES: DEBOND 5' FROM END OF BEAM

MOMENT: 0.784

SHEAR: 0.826

AND DECK SLAB.

SUPPORT DIAPHRAGMS (EXCLUDING BOTTOM 15 INCHES)

OF AT LEAST 90 DAYS PRIOR TO POURING THE

NOTE: THE PRESTRESSED BEAMS SHALL ATTAIN AN AGE

EACH STRAND IN ALL BEAMS.

AN INITIAL FORCE OF 43,943 LBS SHALL BE APPLIED TO

RELAXATION PRESTRESSING STRANDS, As = 0.217 SQ.IN.

GRADE 270K, 7 WIRE UNCOATED STRESS RELIEVED LOW

ALL PRESTRESSING STRANDS SHALL BE 0.6" DIA. ASTM

ALL BEAMS TO BE AASHTO-PCI TYPE BT-54.

FINISHING NOTE.

6,500 PSI. SEE GENERAL NOTES FOR CONCRETE

REACHED A COMPRESSIVE STRENGTH OF AT LEAST

SPECIMENS INDICATE THAT THE CONCRETE HAS

MADE TO THE BRIDGE MEMBER UNTIL THE TEST

OF 28 DAYS AND STRESS TRANSFER SHALL NOT BE

STRENGTH OF NOT LESS THAN 7,500 PSI AT THE AGE

OF SUCH PROPERTIES AS TO ATTAIN A COMPRESSIVE

THE CONCRETE FOR THIS CONSTRUCTION SHALL BE

AND NOTES.

SEE STD-14-1 FOR BULB-TEE BEAMS STANDARD DETAILS

(BT-54) DETAILS-SPAN 2

PRESTRESSED BULB-TEE

2 STRANDS

12 STRANDS



(SEE STD. 14-1)

(SHOWING 26 PRESTRESSING STRANDS)

(TYP. SPAN NO. 2)

STRAND IN BOTTOM ROW)

8•" PROJ. (EVERY OTHER

(TYP. EACH END)

(LB.) (C.Y.) (LB.)

M. JONES

COMPOSITE SLAB DESIGN STRENGTH = 3000 psiC)

COMPOSITE DEAD LOADS: DC = 262 plfB)

LIVE LOAD DISTRIBUTION FACTOR (LANES PER BEAM):A)

NOTE: DOWNWARD DEFLECTION UNDER TOTAL DL IS NOT ALLOWED.

(TY

P.)

2'-

4"

2009 18 2721

(TYP.)

BARS H600

DBL. PROJ.

(TYP.)

BARS H601

NON-PROJ.

DOUBLE

= 1'-0"

4 SPA. @ 3"

3"

8"

CLIP DETAIL

67° 25' 39"

a BEAM

CLIPPED

TOP FLANGE

PLANSTRANDS

PRESTRESSING

LOW LAX

0.6" w 270 KSEE STD. 14-2 FOR DETAILS (TYP.)

a INTERMEDIATE DIAPHRAGMa INTERMEDIATE DIAPHRAGM

12 STRANDS

6'-1"H500 5 90

BARS H600

PROJECTING

DOUBLE

= 4'-0"

4 SPA. @ 12"

= 5'-3"

7 SPA. @ 9"= 6'-0"

4 SPA. @ 18"

= 4'-6"

9 SPA. @ 6"

BARS H600

PROJECTING

DOUBLE

BARS H500

PROJECTING

DOUBLE

BARS H500

PROJECTING

DOUBLE

BARS H600

PROJECTING

DOUBLE

= 4'-0"

4 SPA. @ 12"

= 5'-3"

7 SPA. @ 9"= 6'-0"

4 SPA. @ 18"

= 4'-6"

9 SPA. @ 6"

BARS H600

PROJECTING

DOUBLE

BARS H500

PROJECTING

DOUBLE

BARS H500

PROJECTING

DOUBLE

& H600

BARS H50072

U-85-139

STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 3


REVISIONS


CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240317

(LOG MILE XX.XX)

STATION 32+05.09

RAMP C

OVER

RAMP B BRIDGE

01/2018

01/2018

01/2018

01/2018

K. McALISTER

A. MOORE

K. McALISTER

PIN. NO. 123055.00

ENDWALL)

(FRONT OF

EL. "B"

(C.Y.)

(BRIDGES)

CONCRETE

CLASS "A"

(LB.)

REINFORCING STEEL

EPOXY COATED

(LB.)

(BRIDGES)

REINFORCEMENT

STEEL BAR

LOCATION

ABUT. NO. 1


NOTES:

NEAR SIDE

FAR SIDE

(NS) DENOTES:

(FS) DENOTES:

"V-GROOVE DETAIL"

BRACKET (TYP.)





1"

•"

a V-GROOVE

1'-

7•

" (O

BT

US

E)

1'-

7•

" (A

CU

TE)

(N.T.S.)

BARS A740

BARS A540

8" 9ƒ" 9ƒ"5 SPA. @

BARS LS540

(TYP. BTWN. BEAMS)

1'-0" = 5'-0"

3"

2'-10ˆ"

8"

2'-9‡"

1'-8†"

5'-2•" HP12 X 53 PILES - 4 SPA. @ 6'-7•" = 26'-6"

35'-5†" ABUTMENT BEAM

3'-9„"

ELEVATION

3Œ"

7„" 1'-3ˆ" 8"

1Œ"

BARS H540 - 31 SPA. @ 1'-0" = 31'-0"

33'-9‡" ENDWALL

(LEVEL)

4'-0•"

(LEVEL)

4'-10†"

"C""C"

RISER BLOCK SLOPE DETAIL

†"

(TYP. ALL RISERS) (ABUT. NO. 1 ONLY)

a BEARING

ABUTMENT NO. 1

(LOOKING BACK ON SURVEY)

(TYP.)

67 25' 39"

BRACKET

ROADWAY

a BEARING

ENDWALL

(NS)

(NS)

(FS)

(FS)

(FS)

1'-

0"

2'-

6"

1'-

0"

1'-

6"

RAMP B

b AND F.G. LINE

1'-4•"1'-4•"

(TYP.)

2'-9"

(NS)

(TYP.)

1" CHAMFER

"A"

"A"

"A"

"A"

"B"

"B"

8'-7•"

DETAIL"

"V-GROOVE

SEE

9"

9"

1'-6"3'-0"

(TYP.)

2'-

8"

(TYP.)

9'-

0"

14'-

6"

WIN

GW

AL

L

14'-

6"

WIN

GW

AL

L

16'-

11ƒ

" WIN

GB

EA

M

16'-

4‚

" WIN

GB

EA

ME

LE

VA

TI

ON "B-

B"

EL

EV

ATI

ON "

A-

A"

PLAN

‚"

4'-0Œ"4'-10†"

1'-7ƒ"


33'-9‡" ENDWALL

3 SPA. @ 8'-10„" = 26'-6…"

BEARING PAD (TYP.)

ELASTOMERIC

•" X 9" X 2'-2"

(TYP.)

BARS B640

(TYP.)

BARS A646

(TYP.)

HA640

BARS

F.G. EL. 637.59

STA. 31+00.29

BEG. OF BRIDGE

ENDWALL)

(FRONT OF

EL. 637.66

EL. 637.04

EL. 637.41

EL. 637.79

EL. 637.63

EL. 632.17

EL. 632.23

EL. 637.71

EL. 637.82

EL. 637.42

EL. 637.04

EL. 637.63

EL. 632.17

EL. 629.17

EL. 630.17

P.C.O.

EL. 630.18

P.C.O.

EL. 630.20

P.C.O.

EL. 630.22

P.C.O.

EL. 629.23

P.C.O. EL. 630.23

EL. 632.23

EL. 637.71

BARS H640 (TYP.)

BARS A641 d

(NS & FS)

BARS A641E

(NS & FS)

BARS A640E

(NS & FS)

A640

BARS

31 SPA. @ 1'-0" = 31'-0"

BARS R640E (FS) d BARS A641E (NS & FS) d BARS H640

BAR A641E (NS & FS)

(TYP.)

2'-0" PROJ.)

(1'-6" EMB.,

(NS & FS)

BARS A641

EL. 632.33

EL. 633.36

EL. 632.38

EL. 632.40

SPA. =

3 EQ.

LS540

BARS

SPA. =

3 EQ.

LS540

BARS

a BEAM 4 a BEAM 3 a BEAM 2 a BEAM 1

b &

F.G. LINE

M. JONES

ATTACHMENT IS NOT REQUIRED FOR WING BEAM PILES.

WING BEAM PILES SHALL BE DRIVEN TO REFUSAL. SEISMIC

NOTES.

SEE STANDARD DRAWING STD-6-1 FOR PILE DETAILS AND



THE CONTRACTOR SHALL SUPPORT THE ABUTMENT UNTIL

POURED CONCURRENTLY WITH THE END OF SLAB.

AT LEAST THE TOP 12 INCHES OF THE BACKWALL SHALL BE

PLACEMENT OF ANY PART OF THE ABUTMENT BACKWALL.

SHALL BE POURED PRIOR TO, OR CONCURRENTLY WITH,

NOT LESS THAN HALF OF THE SLAB IN THE END SPAN

CONCRETE SURFACES WILL NOT BE STAINED.

RUBBER BONDING CEMENT IN SUCH A WAY THAT VISIBLE

DAY BEFORE BEING DISTURBED BY SETTING BEAMS. PLACE

ELASTOMERIC PADS SHALL BE IN PLACE A MINIMUM OF ONE

THE UNIT PRICE BID FOR THE BRIDGE RAIL SYSTEM.

COST OF BRIDGE RAIL AND POST IS TO BE INCLUDED IN

SEE STD. DWG. NO. STD-1-1SS.

PARAPETS. FOR DETAILS OF WINGPOSTS AND PARAPET,

FOR SETTING REINFORCING STEEL FOR WINGPOSTS AND

WHEN POURING WINGWALLS PROVISIONS SHALL BE MADE

BOTTOM OF BEAM GRADE.

RISER BLOCK BEARING PAD SURFACE TO CONFORM TO

ABUTMENT BEAM.

RISER BLOCKS TO BE POURED MONOLITHICALLY WITH1.

2.

3.

4.

5.

6.

7.

8.

9.

U-85-140

46 1,456 5,447

STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 3


REVISIONS


CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240317

(LOG MILE XX.XX)

STATION 32+05.09

RAMP C

OVER

RAMP B BRIDGE

01/2018

01/2018

01/2018

01/2018

K. McALISTER

A. MOORE

K. McALISTER

PIN. NO. 123055.00

3" 3"1'-0"

1'-6"

H540

BARS

1'-0"

BAR A440

F640E

BARS

1'-

0"

1'-

0"

9"

PR

OJ.

2'-

0"

EM

B.

1'-

6"

BARS L540

A540

BARS

JOINT

CONST.

(FS)

BARS H640

1'-

0"

(TY

P.)

BARS A640E

SL

AB

8‚

"

FIL

LE

R

1•

"

a PILE

3"

1'-

3"

1'-

3"

3"

3"

4…

"1'-

0"

A641E

BARS

JOINT

OPT. CONST.

BARS R640E

(NS)

•" CHAMFER

4"

A740

BARS

3" 3"

= 2'-6"

6 SPA. @ 6"

3" 3"

SECTION "B"-"B"

1'-9" 1'-9"

3'-6"

7" 7"

DENOTES: 2 SPA. @ 5•" = 11"

d

BA

RS

H641

BA

RS

A442 (N

S)

OR

BA

RS

A642

12

SP

A.

@ 1'-

0"

= 12'-

0"

14'-

6"

WIN

GW

AL

L (T

YP.)

3"

d

BA

RS

H641

BA

RS

A444 (N

S)

OR

BA

RS

A645

12

SP

A.

@ 1'-

0"

= 12'-

0"

3"

9" 9"

(FS)(NS)

PR

OJ.

2'-

0"

EM

B.

1'-

6"

JOINT

CONST.

1'-

0"

(TY

P.)

BARS L541

a PILE

= 2'-6"

5 SPA. @ 6" 3"3"

1'-

3"

3"

3"

3"

3"

A54_

BARS

A74_

BARS

3'-

0"

3'-

0"

4

EQ.

SP

A.

BA

RS

A6

40

6

EQ.

SP

A.

BA

RS

A4

4_ (N

S)

OR

BA

RS

A6

4_ (F

S)

3" 3"6" 9"

1'-6" 1'-6"

3'-0"

SECTION "A"-"A"

NEAR SIDE

FAR SIDE

(NS) DENOTES:

(FS) DENOTES:

NOTES:

SECTION "C"-"C"

ELEVATION "B-B"ELEVATION "A-A"

14'-6" WINGWALL 14'-6" WINGWALL

6'-0" 6'-0"

3"3" 5 SPA. @ 1'-0"

BARS LS541

5 SPA. @ 1'-0"

BARS LS541

= 5'-0" = 5'-0"

5 SPA. @ 1'-0"

BARS LS541

= 5'-0"

5 SPA. @ 1'-0"

BARS LS541

= 5'-0"

9"

1'-0" 1'-3"

16'-11ƒ" WINGBEAM 16'-4‚" WINGBEAM

A542

BARS

A742

BARS

A541

BARS

A741

BARS

a V-GROOVEa V-GROOVE

3"

3"3"

3"

1'-7•" 1'-7•"

BARS A643 (FS)

OR

BARS A441 (NS)

6"

1'-0"

10"

@ 8" = 8'-0"

DBL. BARS B570E - 12 SPA.

BARS H641 - 12 SPA. @ 1'-0" = 12'-0"

BARS A442 (NS) OR BARS A642 (FS) d

DENOTES: 3 SPA. @ 10" = 2'-6"

BARS A644 (FS)

OR

BARS A443 (NS)

BARS H641 - 12 SPA. @ 1'-0" = 12'-0"


@ 8" = 8'-0"

DBL. BARS B570E - 12 SPA. 10" 6"

1'-0"

2 SPA. @ 7" = 1'-2"DENOTES:

B570E

BARS

A44_

BARS

A64_

BARS

H641

BARS


WINGWALL)

(TOP OF

EL. 637.04

(TOP OF STEP)

EL. 637.41STEP)

(TOP OF

EL. 637.79

WINGWALL)

(TOP OF

EL. 637.63

LEVEL

ABUT. BEAM)

(TOP OF

EL. 632.17

LEVEL

ABUT. BEAM)

(TOP OF

EL. 632.23

WINGWALL)

(TOP OF

EL. 637.71STEP)

(TOP OF

EL. 637.82

(TOP OF STEP)

EL. 637.42

WINGWALL)

(TOP OF

EL. 637.04

P.C.O. EL. 630.23P.C.O. EL. 630.17

1'-6"

(BEND IN FIELD)

BARS HP570E (BEND IN FIELD)

BARS HP570E

6"9"

SPA.

3 EQ.

A646

BARS

(TYP.)

= 2'-4" 3"

3"(TYP.)

BARS HA640

1'-0"

3"

3"

A441

BARS

A643

BARSA644

BARS

(NS)

(NS)

(FS) (FS)

BARS F640E - 30 SPA. @ 1'-0" = 30'-0"

(FS)

(NS) (TYP.)

d BARS A641

BARS A641E

4…" 4…"

BAR A440

BARS H540 - 30 SPA. @ 1'-0" = 30'-0"

1'-7ƒ"

3Œ"

1Š"


6ƒ"

BARS B640

(TYP.)

BARS A640E (TYP.)

BARS A640 OR

BARS R640E (FS) d BARS A641E (NS & FS) d BARS H640 - 31 SPA. @ 1'-0" = 31'-0"

1'-0"3"

1'-6"

A443

BARS

1'-0"

1'-2†"

7†"

U-85-141

STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 3


REVISIONS


CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240317

(LOG MILE XX.XX)

STATION 32+05.09

RAMP C

OVER

RAMP B BRIDGE

01/2018

01/2018

01/2018

01/2018

K. McALISTER

A. MOORE

K. McALISTER

PIN. NO. 123055.00

(C.Y.)

(BRIDGES)

CONCRETE

CLASS "A"

(LB.)

REINFORCING STEEL

EPOXY COATED

(LB.)

(BRIDGES)

REINFORCEMENT

STEEL BAR

LOCATION

ABUT. NO. 2


NEAR SIDE

FAR SIDE

(NS) DENOTES:

(FS) DENOTES:

"V-GROOVE DETAIL"

BRACKET (TYP.)





1"

•"

a V-GROOVE

1'-

7•

" (O

BT

US

E)

1'-

7•

" (A

CU

TE)

(N.T.S.)

BARS A740

BARS A540

8" 9ƒ" 9ƒ"5 SPA. @

BARS LS540

(TYP. BTWN. BEAMS)

1'-0" = 5'-0"

3"

2'-10ˆ"

8"

2'-9‡"

1'-8†"

5'-2•" HP12 X 53 PILES - 4 SPA. @ 6'-7•" = 26'-6"


3'-9„"

ELEVATION

3Œ"

7„" 1'-3ˆ" 8"

1Œ"

31 SPA. @ 1'-0" = 31'-0"

BARS R640E d BARS A641E (NS & FS) d BARS H640

BARS H540 - 31 SPA. @ 1'-0" = 31'-0"

33'-9‡" ENDWALL

(LEVEL)

4'-0•"

(LEVEL)

4'-10†"

"C""C"

ABUTMENT NO. 2

BRACKET

ROADWAY

a BEARINGENDWALL

(NS)

(NS)

(FS)

(FS)

(FS)

1'-

0"

2'-

6"

1'-

0"

1'-

6"

RAMP B

b AND F.G. LINE

1'-4•"1'-4•"

(TYP.)

2'-9"

(NS)

(TYP.)

1" CHAMFER

"A"

"A"

"A"

"A"

"B"

"B"

DETAIL"

"V-GROOVE

SEE

9"

9"

1'-0"3'-0"

(TYP.)

2'-

8"

(TYP.)

9'-

0"

14'-

6"

WIN

GW

AL

L

14'-

6"

WIN

GW

AL

L

16'-

11ƒ

" WIN

GB

EA

M

16'-

4‚

" WIN

GB

EA

ME

LE

VA

TI

ON "B-

B"

EL

EV

ATI

ON "

A-

A"

PLAN

‚"

4'-0Œ"4'-10†"

1'-7ƒ"


33'-9‡" ENDWALL

3 SPA. @ 8'-10„" = 26'-6…"

BEARING PAD (TYP.)

ELASTOMERIC

•" X 9" X 2'-2"

8'-7•"

(TYP.)

67 25' 39"


(TYP.)

BARS B640

(TYP.)

BARS A646(TYP.)

HA640

BARS

F.G. EL. 641.42

STA. 33+10.29

END OF BRIDGE

ENDWALL)

(FRONT OF

EL. 641.42

EL. 641.83

EL. 642.09

EL. 642.13

EL. 641.91

EL. 635.79

EL. 635.32

EL. 641.23

EL. 641.49

EL. 641.42

EL. 641.15

EL. 641.91

EL. 636.32

EL. 633.32

EL. 634.32

P.C.O.

EL. 633.65

P.C.O.

EL. 633.52

P.C.O.

EL. 633.39

P.C.O.

EL. 632.79

P.C.O. EL. 633.79

EL. 635.79

EL. 641.23

EL. 635.96

EL. 635.78

EL. 635.60

EL. 635.43

ENDWALL)

(FRONT OF

EL. 641.42

(NS & FS)

BARS A640E

(NS & FS)

A640

BARS

(NS & FS)

BARS A641E

BARS H640 (TYP.)

BARS A641 d

(TYP.)

2'-0" PROJ.)

(1'-6" EMB.,

(NS & FS)

BARS A641

SPA. =

3 EQ.

LS540

BARS

SPA. =

3 EQ.

LS540

BARS

a BEAM 1 a BEAM 2 a BEAM 3 a BEAM 4

b & F.G. LINE

M. JONES

NOTES:

ATTACHMENT IS NOT REQUIRED FOR WING BEAM PILES.

WING BEAM PILES SHALL BE DRIVEN TO REFUSAL. SEISMIC

NOTES.

SEE STANDARD DRAWING STD-6-1 FOR PILE DETAILS AND



THE CONTRACTOR SHALL SUPPORT THE ABUTMENT UNTIL

POURED CONCURRENTLY WITH THE END OF SLAB.

AT LEAST THE TOP 12 INCHES OF THE BACKWALL SHALL BE

PLACEMENT OF ANY PART OF THE ABUTMENT BACKWALL.

SHALL BE POURED PRIOR TO, OR CONCURRENTLY WITH,

NOT LESS THAN HALF OF THE SLAB IN THE END SPAN

CONCRETE SURFACES WILL NOT BE STAINED.

RUBBER BONDING CEMENT IN SUCH A WAY THAT VISIBLE

DAY BEFORE BEING DISTURBED BY SETTING BEAMS. PLACE

ELASTOMERIC PADS SHALL BE IN PLACE A MINIMUM OF ONE

THE UNIT PRICE BID FOR THE BRIDGE RAIL SYSTEM.

COST OF BRIDGE RAIL AND POST IS TO BE INCLUDED IN

SEE STD. DWG. NO. STD-1-1SS.

PARAPETS. FOR DETAILS OF WINGPOSTS AND PARAPET,

FOR SETTING REINFORCING STEEL FOR WINGPOSTS AND

WHEN POURING WINGWALLS PROVISIONS SHALL BE MADE


RISER BLOCK BEARING PAD SURFACE TO CONFORM TO

ABUTMENT BEAM.

RISER BLOCKS TO BE POURED MONOLITHICALLY WITH1.

2.

3.

4.

5.

6.

7.

8.

9.

U-85-142

46 1,462 5,648

STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 3


REVISIONS


CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240317

(LOG MILE XX.XX)

STATION 32+05.09

RAMP C

OVER

RAMP B BRIDGE

01/2018

01/2018

01/2018

01/2018

K. McALISTER

A. MOORE

K. McALISTER

PIN. NO. 123055.00

3" 3"1'-0"

1'-6"

H540

BARS

1'-0"

BAR A440

F640E

BARS

1'-

0"

1'-

0"

9"

PR

OJ.

2'-

0"

EM

B.

1'-

6"

BARS LS540

A540

BARS

JOINT

CONST.

(FS)

BARS H640

1'-

0"

(TY

P.)

BARS A640E

SL

AB

8‚

"

FIL

LE

R

1•

"

a PILE

3"

1'-

3"

1'-

3"

3"

3"

4…

"1'-

0"

A641E

BARS

JOINT

OPT. CONST.

BARS R640E

(NS)

•" CHAMFER

4"

A740

BARS

3" 3"

= 2'-6"

6 SPA. @ 6"

3" 3"

SECTION "B"-"B"

1'-9" 1'-9"

3'-6"

7" 7"

DENOTES: 2 SPA. @ 5•" = 11"

SPA.

3 EQ.

A646

BARS

(TYP.)

= 2'-4" 3"

3"(TYP.)

BARS HA640

1'-0"

3"

3"

3"

1'-6"

A441

BARS

A643

BARSA644

BARS

A443

BARS

(NS)

(NS)

(FS) (FS)

BARS F640E - 30 SPA. @ 1'-0" = 30'-0"

(FS)

(NS)

d

BA

RS

H641

BA

RS

A445 (N

S)

OR

BA

RS

A647

12

SP

A.

@ 1'-

0"

= 12'-

0"

14'-

6"

WIN

GW

AL

L (T

YP.)

3"

d

BA

RS

H641

BA

RS

A446 (N

S)

OR

BA

RS

A648

12

SP

A.

@ 1'-

0"

= 12'-

0"

3"

(TYP.)

d BARS A641

BARS A641E

4…" 4…"

BAR A440

BARS H540 - 30 SPA. @ 1'-0" = 30'-0"

1'-7ƒ"

3Œ"

1Š"


6ƒ"

BARS B640

(TYP.)

3'-

0"

4

EQ.

SP

A.

BA

RS

A6

40

NEAR SIDE

FAR SIDE

(NS) DENOTES:

(FS) DENOTES:

NOTES:

SECTION "C"-"C"

ELEVATION "B-B"ELEVATION "A-A"

14'-6" WINGWALL 14'-6" WINGWALL

6'-0" 6'-0"

3"3" 5 SPA. @ 1'-0"

BARS LS541

5 SPA. @ 1'-0"

BARS LS541

= 5'-0" = 5'-0"

5 SPA. @ 1'-0"

BARS LS541

= 5'-0"

5 SPA. @ 1'-0"

BARS LS541

= 5'-0"

9"

1'-0" 1'-3"

16'-11ƒ" WINGBEAM 16'-4‚" WINGBEAM

A542

BARS

A742

BARS

A541

BARS

A741

BARS

a V-GROOVEa V-GROOVE

3"

3"3"

3"

1'-7•" 1'-7•"

BARS A643 (FS)

OR

BARS A441 (NS)

6"

1'-0"

10"

@ 8" = 8'-0"

DBL. BARS B570E - 12 SPA.

BARS H641 - 12 SPA. @ 1'-0" = 12'-0"


DENOTES: 3 SPA. @ 10" = 2'-6"

BARS A644 (FS)

OR

BARS A443 (NS)

BARS H641 - 12 SPA. @ 1'-0" = 12'-0"


@ 8" = 8'-0"

DBL. BARS B570E - 12 SPA. 10" 6"

1'-0"

2 SPA. @ 7" = 1'-2"DENOTES:

BARS A640E (TYP.)

BARS A640 OR

WINGWALL)

(TOP OF

EL. 641.83

(TOP OF STEP)

EL. 642.09STEP)

(TOP OF

EL. 642.13

WINGWALL)

(TOP OF

EL. 641.91

LEVEL

ABUT. BEAM)

(TOP OF

EL. 635.79

P.C.O. EL. 633.79 P.C.O. EL. 634.32

LEVEL

ABUT. BEAM)

(TOP OF

EL. 636.32

WINGWALL)

(TOP OF

EL. 641.23STEP)

(TOP OF

EL. 641.49

(TOP OF STEP)

EL. 641.42

WINGWALL)

(TOP OF

EL. 641.15


BARS R640E (FS) d BARS A641E (NS & FS) d BARS H640 - 31 SPA. @ 1'-0" = 31'-0"

SECTION "A"-"A"

(BEND IN FIELD)

BARS HP570E (BEND IN FIELD)

BARS HP570E

M. JONES

9" 9"

(FS)(NS)

PR

OJ.

2'-

0"

EM

B.

1'-

6"

JOINT

CONST.

1'-

0"

(TY

P.)

BARS L541

3"

3"

6

EQ.

SP

A.

BA

RS

A4

4_ (N

S)

OR

BA

RS

A6

4_ (F

S)

B570E

BARS

A44_

BARS

A64_

BARS

H641

BARS

1'-6"

a PILE

= 2'-6"

5 SPA. @ 6" 3"3"

1'-

3"

3"

3"

A54_

BARS

A74_

BARS

3" 3"6" 9"

1'-6" 1'-6"

3'-0"

6"9"

3'-

0"

1'-0"

1'-2†"

1'-0"

7†"

U-85-143

STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 3


REVISIONS


CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240317

(LOG MILE XX.XX)

STATION 32+05.09

RAMP C

OVER

RAMP B BRIDGE

01/2018

01/2018

01/2018

01/2018

K. McALISTER

A. MOORE

K. McALISTER

PIN. NO. 123055.00

a BENT

32'-6"


2'-

6"

2'-

6"

5'-

0"

5'-0"

6'-

0"

3"

6"

6"

PLAN

ELEVATION

END VIEW

"B" "C" "D" "E" "F" "G"

QUANTITIES

ESTIMATED BENT

(C.Y.)

(BRIDGES)

CONCRETE

CLASS "A"

(LB.)

(BRIDGES)

REINFORCEMENT

STEEL BAR

BENT NO.1

LOCATION

BENT NO.2

2'-11Ž" 2'-11Ž" 8'-10„" 8'-10„" 8'-10„"

5'-

0"

(TYP.)

1" CHAMFERS

NOTES

TABLE OF ELEVATIONS

BENT NO. 1

BENT NO. 2

"A"

633.75 614.35 602.35

636.34 636.20 636.07 635.96 613.95635.81 601.95

BENTS NO. 1 & 2

6"

EM

BE

D

5'-

10"

(TY

P.)

= 12'-

0"

12

SP

A.

@ 12"

BA

RS

T450

(TY

P.)

= 11'-

0"

11 S

PA.

@ 12"

BA

RS

T451

(TYP.)

5'-0"

(TYP.)

6'-0"

"H"

627.75

629.81

a BRG

(TYP.)

BEARING PAD

ELASTOMERIC

•"X2'-2"X3'-0"(TYP.)

2'-4"

(TYP.)

3'-

2"

1' -5

Œ"

1' -5

Œ"

(SEE STD.DWG. STD-6-1)

(11" PROJ., 2'-0" EMBED)

1"w ANCHOR BOLT

DRILLED SHAFT

a COLUMN &

32'-6"

3"

16'-0" 8'-3" 8'-3"

= 6'-0"

12 SPA. @ 6"

12" = 4'-0"

4 SPA. @

6" = 3'-6"

7 SPA. @

= 5'-0"

5 SPA. @ 12"

6" = 3'-6"

7 SPA. @

12" = 4'-0"

4 SPA. @

= 6'-0"

12 SPA. @ 6" 3"

EL. "A" EL. "B" EL. "C" EL. "D" EL. "E"

EL. "G"

EL. "H"

BARS A551

BARS E850

6" 6"

BARS D1150

5'-

0"

(TYP.)

BARS B1050

(TYP.)

BARS A1050

(TYP.)

BARS A1051

(TYP.)

CONST. JOINT

(TY

P.)

PR

OJ.

6'-

4"

(TY

P.)

EM

BE

D

6'-

4"

BARS A550

EL. "F"

"A"

"A" "B"

"B"

"C" "C"

"D" "D"

(BENT 1 SHOWN, BENT 2 SIMILAR)

DBL. BARS H550 (TYP. OVER COLUMNS)

DBL SER. BARS LS550 (TYP. ENDS OF CAP), DBL BARS LS551 (TYP. BTWN. COLUMNS)

OF ROCK EL. 615.0BENT 1 APPROX. TOP

OF ROCK EL. 613.5BENT 2 APPROX. TOP

8'-7ƒ"

a BEAM 4

a BEAM 1

a BEAM 2 a BEAM 3

5. COLUMN STEEL TO EXTEND 5'-10" INTO CAP BEAM.


4. RISER BLOCK BEARING SURFACE TO CONFORM TO


CEMENT IN SUCH A WAY THAT VISIBLE CONCRETE

BEAMS ON CONCRETE. PLACE RUBBER BONDING

OF ONE DAY BEFORE BEING DISTURBED BY SETTING

3. ELASTOMERIC PADS SHALL BE IN PLACE A MINIMUM

WITH CAP BEAM.

2. RISER BLOCK(S) TO BE POURED MONOLITHICALLY

DRAWING STD-6-1. BOLT PROJECTION 11".

MADE FOR SETTING ANCHOR BOLTS. SEE STANDARD

1. WHEN POURING CAP BEAM, PROVISIONS SHALL BE

G. MARTINEZ

RAMP B

b AND F.G. LINE

634.06634.12634.18634.23

U-85-144

110

122

8,308

8,523

STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 3


REVISIONS


CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240317

(LOG MILE XX.XX)

STATION 32+05.09

RAMP C

OVER

RAMP B BRIDGE

01/2018

01/2018

01/2018

01/2018

K. McALISTER

A. MOORE

K. McALISTER

PIN. NO. 123055.00

5' -0"

3"3"

3"

3"

6"

BARS D1150

VA

RIE

S (5'-

0"

MIN./

6'-

0"

MA

X.)

BARS H550

5'-0"

SECTION A-A

SECTION B-B

6' -0"

SECTION C-C

SECTION D-D

(TOP & BOTTOM)

12 EQ. SPA. = 4'-6"

BARS A550

BARS A551

BARS E850

5' -0"

3"3"

(TOP & BOTTOM)

12 EQ. SPA. = 4'-6"

4

SP

A.

@

12" = 4'-

0"

CL.

2"

3"

(20 EQ. SPA.)

BARS B1050

MIN. L

AP

2'-

0"

(20 EQ. SPA.)

BARS A1050

(25 EQ. SPA.)

BARS A1051

(20 EQ. SPA.)

BARS A1050

CL.

6"

MIN. LAP

2'-2"

BARS T450

BARS T451

5'-0"

1'-0" o

1'-0"

*

1'-0"

*

1'-0"

* DENOTES †" PER FT TOWARDS ABUTMENT NO. 1

o DENOTES …" PER FT TOWARDS BENT NO. 1

5'-0"

* DENOTES …" PER FT TOWARDS BENT NO. 1

o DENOTES 0" PER FT TOWARDS ABUTMENT NO. 2

SLOPE DETAIL (BENT NO.1)

RISER BLOCK

SLOPE DETAIL (BENT NO. 2)

RISER BLOCK

VARIES

3"

BARS D1150

BARS A550

BARS A551

BARS E850

3"

6"

5

SP

A.

@

12" = 5'-

0"

3"

6'-

0"

BENT CAP

BENT CAP

o

BENTS NO. 1 & 2 DETAILS

OR LS551

BARS LS550

G. MARTINEZ

U-85-145

STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 3


REVISIONS


CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240317

(LOG MILE XX.XX)

STATION 32+05.09

RAMP C

OVER

RAMP B BRIDGE

01/2018

01/2018

01/2018

01/2018

K. McALISTER

A. MOORE

K. McALISTER

PIN. NO. 123055.00

0„"

STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 3


REVISIONS


CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240317

(LOG MILE XX.XX)

STATION 32+05.09

RAMP C

OVER

RAMP B BRIDGE

01/2018

01/2018

01/2018

01/2018

K. McALISTER

A. MOORE

K. McALISTER

"F"

"F"

(TYP.)



FORM

EXTERIOR

•" CHAMFER (TYP.)

FORM

INTERIOR

1

2

3

1 2

21„"

LOCATION OF COLORS

PAINTING DETAIL

ABUTMENT TREATMENT

R = 11‚

"

1•"ƒ"

a OF SYMBOL

END OF WINGPOST

2'-3"

9"

2'-8"

4'-4"

6'-0"

4•

"

2'-

3"

4•

"

2'-

7"

3'-

0"

~

17925 WHITE

A













NOTES:

15095 BLUE

~AA

11350 RED

~A

~ A

(TYP.)

17925 WHITE

DETAILS


M. JONES

PIN. NO. 123055.00

U-85-145A

ELEVATION

EMBLEM (TYP.)

TENNESSEE TRI-STAR

ELEVATION


EMBLEM (TYP.)

TENNESSEE TRI-STAR

ENHANCEMENT DETAILS

ARCHITECTURAL

1' -0"

1' -0" 1' -0"

1' -0"

1' -0"

1' -0"

ABUTMENT NO. 2

ABUTMENT NO. 1

K. McALISTER

(SCALE: N.T.S.)(SCALE: N.T.S.)

U-85-146

STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 3


REVISIONS


CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240317

(LOG MILE XX.XX)

STATION 32+05.09

RAMP C

OVER

RAMP B BRIDGE

01/2018

01/2018

01/2018

01/2018

K. McALISTER

A. MOORE

K. McALISTER

PIN. NO. 123055.00


ABUTMENT NO. 1

ABUTMENT NO. 2

PILE CUT-OFF ELEVATION

PILE TIP ELEVATION

IN-PLACE PILE LENGTH

PILE CUT-OFF ELEVATION

PILE TIP ELEVATION

IN-PLACE PILE LENGTH

1 2 3 4 5 6 7

PLAN

TABLE OF PILE DATA

ABUTMENT NO. 2ABUTMENT NO. 1 BENT NO. 1 BENT NO. 2

TABLE OF FOOTING DATA

BENT NO. 1

TOP OF SHAFT ELEVATION

BOTTOM OF SHAFT ELEVATION

TOP OF SHAFT ELEVATION

BOTTOM OF SHAFT ELEVATION

1

1

2

2

BENT NO. 2

1

1

2

2

1

1

2

1

2

2

3

4

5

6

7

1

2

3

4

5

6

7

TANGENT

TO LINE

67° 25' 39"

S 10° 5

0' 4

2" W

TANGENT LINE

GRADE LINE, RAMP C


STA. 31+00.29

BEG. OF BRIDGE

STA. 31+53.29

a BENT NO. 1

STA. 32+57.29

a BENT NO. 2

GRADE LINE, RAMP B

b AND FINISHED

STA. 33+10.29

END OF BRIDGE

NOTES:

FINAL BRIDGE DOCUMENTS.

TO THE DIVISION OF STRUCTURES TO BECOME PART OF

GIVING AS-BUILT CONDITIONS. AFTER, IT IS TO BE SENT

THE CONSTRUCTION OFFICE AND/OR FIELD ENGINEER

THE BLANKS ON THIS SHEET ARE TO BE FILLED IN BY

TO CONTRACTOR AND CONSTRUCTION OFFICE:NOTE:

N




AND IS NOT TO BE USED AS A LAYOUT.

rTHIS DRAWING IS FOR FOUNDATION INFORMATION ONLY

M. JONES

U-85-147

STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 3


REVISIONS


CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240317

(LOG MILE XX.XX)

STATION 32+05.09

RAMP C

OVER

RAMP B BRIDGE

01/2018

01/2018

01/2018

01/2018

K. McALISTER

A. MOORE

K. McALISTER

PIN. NO. 123055.00

SUPERSTRUCTURE


NO.LENGTH

A

BENDING DIMENSIONS

B C D

EPOXY

REGULAR

ABUTMENT NO. 1


NO.LENGTH

A

BENDING DIMENSIONS

B C D

EPOXY

REGULAR

R640E

HP570E

F640E

B570E

A641E

A640E

BACKWALL

WINGWALL

RDWY BRACKET

WINGWALL

BACKWALL

BACKWALL

32

32

32

52

71

2

4'-0"

7'-11"

4'-0"

2'-9"

5'-4"

33'-5"

(BEND IN FIELD)

2'-0"

1'-1"

2'-2"

2'-0"

1'-3" 1'-1" 1'-3"

A742

A741

A740

A646

A645

A644

A643

A642

A641

A640

A542

A541

A540

A444

A443

A442

A441

A440


NO.LENGTH

A

BENDING DIMENSIONS

B C D


REGULAR

WING BEAM

WING BEAM

ABUTMENT CAP

FILLET

WINGWALL

WINGWALL

WINGWALL

WINGWALL

BACKWALL

BACKWALL

WING BEAM

WING BEAM

ABUTMENT CAP

WINGWALL

WINGWALL

WINGWALL

WINGWALL

ROADWAY BRACKET

10

10

13

20

13

7

7

13

8

10

2

2

2

13

7

13

7

1

16'-0"

16'-8"

35'-2"

4'-5"

4'-10"

14'-6"

13'-10"

5'-1"

3'-6"

33'-6"

16'-0"

16'-8"

35'-2"

4'-10"

14'-3"

5'-1"

14'-0"

31'-4"

LS541

LS540

HA640

H641

H640

H540

B640

24

32

20

13

32

32

10

10'-8"

11'-8"

6'-1"

8'-2"

8'-2"

3'-1"

5'-8"

2'-8"

3'-2"

1'-4"

1'-2"

1'-2"

2'-1"

5'-0"

2'-8"

2'-8"

2'-3"

3'-6"

3'-6"

0'-6"

2'-6"

ABUTMENT NO. 2


NO.LENGTH

A

BENDING DIMENSIONS

B C D

EPOXY

REGULAR

R640E

HP570E

F640E

B570E

A641E

A640E

BACKWALL

WINGWALL

RDWY BRACKET

WINGWALL

BACKWALL

BACKWALL

32

32

32

52

71

2

4'-0"

7'-11"

4'-0"

2'-9"

5'-4"

33'-5"

(BEND IN FIELD)

2'-0"

1'-1"

2'-2"

2'-0"

1'-3" 1'-1" 1'-3"

LS541

LS540

HA640

H641

H640

H540

B640

A742

A741

A740

A648

A647

A646

A644

A643

A641

A640

A542

A541

A540

A446

A445

A443

A441

A440

WING BEAM

ABUTMENT CAP

BACKWALL FILLET

WINGWALL

BACKWALL

BACKWALL/RDWY BRKT

BACKWALL

WING BEAM

WING BEAM

ABUTMENT CAP

WINGWALL

WINGWALL

BACKWALL

WINGWALL

WINGWALL

BACKWALL

BACKWALL

WING BEAM

WING BEAM

ABUTMENT CAP

WINGWALL

WINGWALL

WINGWALL

WINGWALL

ROADWAY BRACKET

24

32

20

13

32

32

10

9

9

13

13

13

20

7

7

8

10

2

2

2

13

13

7

7

1

10'-7"

12'-7"

6'-1"

7'-8"

8'-2"

3'-1"

5'-8"

16'-0"

16'-8"

35'-2"

4'-8"

5'-10"

4'-5"

14'-6"

13'-10"

3'-6"

33'-6"

16'-0"

16'-8"

35'-2"

5'-10"

5'-10"

14'-3"

14'-0"

31'-4"

2'-2"

3'-2"

1'-4"

0'-8"

1'-2"

2'-1"

5'-0"

2'-8"

2'-8"

2'-3"

3'-6"

3'-6"

0'-6"

2'-6"

BILL OF STEEL

BARS ABARS D

A

LENGTH

A

A

DC

B

BARS B

A

A

BARS F

BARS H

B

BARS C

A

B

BARS R

45

B

A

BARS LS

B

A DD

C

B B

BARS E

(BEND IN FIELD)

BARS HP


TYPE SIZE SERIES

A 5 06

NOTE:





255'-11"

M. JONES

TOP SLAB

TOP & BOT. SLAB

LS400

L400

A501

A500

DIAPHRAGM

DIAPHRAGM

DIAPHRAGM

DIAPHRAGM

5

5

5

5

5

5

5

5

B570E

A800E

A508E

SERIES

A507E

A506E

A505E

A504E

A503E

A502E

A501E

A500E

PARAPET

5

5

8

4

4

5

5

SETS

4

1256

64

37'-8"

60'-0"

54'-0"

38'-0"

20'-0"

40'-0"

43'-6"

30'-11"

2'-8"

28'-0"

2'-2"

5'-4"

11'-8"

11'-3"

6'-2"

1'-2"

1'-2" 4'-2"

6

5

6

5

6

6

1'-6"

1'-0"

7

7

7

6

6

6

6

6

6

6

5

5

5

4

4

4

4

4

5

5

6

6

6

5

6

WING BEAM

ABUTMENT BEAM

FILLET

WINGWALL

BACKWALL

BACKWALL/RDWY BRKT

BACKWALL

6

5

6

5

6

6

5

5

6

6

6

5

6

7

7

7

6

6

6

6

6

6

6

5

5

5

4

4

4

4

4

A

B

C

BARS L

BOT. SLAB

BOT. SLAB

TOP SLAB

TOP SLAB

TOP SLAB

TOP SLAB

TOP SLAB

TOP & BOT. SLAB

27

81

18

16

16

64

64

526

16

36

36

24

IN INCREMENTS OF 1'-9„" (16 BARS)

BARS VARY FROM 2'-9•" TO 29'-1"

U-85-148

STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 3


REVISIONS


CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240317

(LOG MILE XX.XX)

STATION 32+05.09

RAMP C

OVER

RAMP B BRIDGE

01/2018

01/2018

01/2018

01/2018

K. McALISTER

A. MOORE

K. McALISTER

PIN. NO. 123055.00


NO.LENGTH

A

BENDING DIMENSIONS

B C D

REGULAR

BILL OF STEEL

BENT NO. 1

5

8

11

10

10

10

5

5

BENT 1 CAP

BENT 1 CAP

BENT 1 CAP

COLUMN

SHAFT

COLUMN/SHAFT

BENT 1 CAP

BENT 1 CAP

BENT 1 CAP 5 4'-6"

(11 BARS)

IN INCREMENTS OF 1„"

4'-8•" TO 5'-8"


H550

E850

D1150

B1050

A1051

A1050

A551

A550

LS550

SERIES

T451

T450

LS551

SHAFT

COLUMN

BENT 1 CAP

4

4

5

14

12

12

20

25

20

8

2

12

13

32

15'-0"

32'-4"

35'-4"

20'-7"

11'-0"

12'-8"

31'-8"

31'-9"

7'-2"

6'-8"

20'-0"

5'-0'

4'-8"

4'-6"

2'-2"

2'-0"

5'-6"


NO.LENGTH

A

BENDING DIMENSIONS

B C D

REGULAR

BENT NO. 2

5

8

11

10

10

10

5

5

5 4'-6"

(11 BARS)

IN INCREMENTS OF 1„"

4'-8•" TO 5'-8"


LS550

SERIES

T451

T450

LS551

4

4

5

14

12

12

20

25

20

8

2

12

13

32

7'-2"

6'-8"

20'-0"

5'-0'

4'-8"

4'-6"

2'-2"

2'-0"

5'-6"

H550

E850

D1150

B1051

A1051

A1050

A551

A550

15'-0"

32'-4"

35'-4"

23'-1"

11'-0"

12'-8"

31'-8"

31'-9"

BARS ABARS D

A

LENGTH

A

A

DC

B

BARS B

A

A

BARS F

BARS H

B

BARS C

A

B

BARS R

45

B

A

BARS LS

B


TYPE SIZE SERIES

A 5 06

NOTE:





A DD

C

B B

BARS E

(BEND IN FIELD)

BARS HP

223'-0"SETS

4

SETS

4223'-0"

5'-8"

21'-11"

32'-2"

19'-3"

4'-6"

5'-2" 1'-0" 5'-1"

5'-8"

21'-11"

32'-2"

21'-8"

4'-6"

5'-2" 1'-0" 5'-1"

M. JONES

BENT 2 CAP

BENT 2 CAP

BENT 2 CAP

BENT 2 CAP

COLUMN

SHAFT

COLUMN/SHAFT

BENT 2 CAP

BENT 2 CAP

SHAFT

COLUMN

BENT 2 CAP

A

BARS T

B

U-85-149

STATE OF TENNESSEE


DESIGNED BY

DRAWN BY

SUPERVISED BY

CHECKED BY

DATE

DATE

DATE

DATE

$$

$$

$$

$$

$$

$d

gns

pec

$$

$$

$$

$$

$$

$$

$$

$$date

$$

$$

$$

$$

$$tim

e$

$$

$$

2018

BRIDGE NO. 3


REVISIONS


CONST. NO. 19002-3191-04

19002-1191-04

2018

DAVIDSON COUNTY

BR. ID. NO. 19I00240317

(LOG MILE XX.XX)

STATION 32+05.09

RAMP C

OVER

RAMP B BRIDGE

01/2018

01/2018

01/2018

01/2018

K. McALISTER

A. MOORE

K. McALISTER

PIN. NO. 123055.00

Documents

PLAN BRIDGE NO. 1 · 2018-01-22 · l. 5 9 7.2 7 sta. 236+55.89 a i-24 elevation plan i-24 westbound i-24 eastbound ... 2015 edition). of the tennessee department of ... period)