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CR 14

14

DITCH

BARASS

STA. 3+96.40

END PROJECT

STA. 1+71.82

BEGIN PROJECT

@ 30° SKEW RIGHT

COMPOSITE DECK BRIDGE

1-SPAN CB 27X48 PPC

STA. 2+84.27 CONST.

EXISTING BRIDGE ID: 092C00080N

RBI-002-07 TYPICAL GUARDRAIL INSTALLATIONS

RBR-005-11 GUARDRAIL COMPONENTS

RBR-016-05 TIMBER GUARDRAIL POSTS

BGX-006-10 STENCILS FOR STRUCTURES

BBP-003-02

BDP-001-05

BDP-002-03

BDP-003-03

BDP-004-03

BDP-005-05

BJE-001-13

BOX BEAM BEARING DETAILS

ELASTOMERIC BEARING PADS FOR BOX BEAMS

BOX BEAM GENERAL NOTES & REFERENCES

BOX BEAM MISCELLANEOUS DETAILS

BOX BEAM TENSION ROD DETAILS

RAILING SYSTEM TYPE II

NEOPRENE EXPANSION DAM AND ARMORED EDGES

RDI-040-01 EROSION CONTROL BLANKET SLOPE INSTALLATION

RDX-210-03 TEMPORARY SILT FENCE

RDX-220-05

RDX-225-01

SILT TRAP A

SILT TRAP B

RGX-001-06 MISCELLANEOUS STANDARDS

SEPIA 024 TYPICAL GUARDRAIL INSTALLATIONS

SEPIA 027

SEPIA 028 STEEL GUARDRAIL POSTS

STEEL BEAM GUARDRAIL ("W" BEAM)

SEPIA 032

SEPIA 034

SEPIA 035

DELINEATORS FOR GUARDRAIL

GUARDRAIL END TREATMENT TYPE 7

RAILING SYSTEM TYPE II GUARDRAIL TREATMENT

RGX-200-01 ONE POINT PROCTOR FAMILY OF CURVES

BDP-009-04 BOX BEAM B27 & CB27 DETAILS

SEPIA 009

SEPIA 010

TREATMENT OF EMBANKMENTS AT END BENTS

TREATMENT OF EMBANKMENTS AT END BENTS-DETAILS

ROLLING

STANDARD DRAWINGSE-S

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DESIGN CRITERIA

DESIGNED

CLASS OF HIGHWAY

TYPE OF TERRAIN

DESIGN SPEED

REQUIRED NPSD

REQUIRED PSD

LEVEL OF SERVICE

DHV

D %

T %

% RESTRICTED SD

LEVEL OF SERVICE

MAX. DISTANCE W/O PASSING

LATITUDE DEGREES

LONGITUDE SECONDS WEST

SECONDS NORTH

DEGREES

ADT PRESENT ( )

ADT FUTURE ( )

GEOGRAPHIC COORDINATES

RURAL LOCAL

200653

MINUTES

MINUTES

27

58

39

2486

37

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ACTIVE SEPIAS

PREPARED BY

OHIO

2-10014

Construction.

2012 Standard Specifications for Road and Bridge

NUMBER:

LETTING DATE:

PROJECT

COUNTY OF

Commonwealth of KentuckyDEPARTMENT OF HIGHWAYS

FEBRUARY 22, 2019

ITEM NO.

DRAWING NO.27866

LOCATION MAP

Current Interims.

2017 AASHTO LRFD Bridge Design Specifications with

STATE HIGHWAY ENGINEER

PROJECT MANAGER

RECOMMENDED BY:

DATE:

DATE:

PLAN APPROVED BY:

CONTRACT COMPLETION DATE AND LIQUIDATED DAMAGES

TRAFFIC CONTROL

EROSION PREVENTION AND SEDIMENT CONTROL

CONCRETE COATING

INDEX OF SHEETSSheet No. Description

SPECIAL NOTES

SPECIAL PROVISIONS

PLAN SHEET

PROFILE SHEET

GENERAL NOTES

LAYOUT SHEET

PILE RECORD

PILE END BENTS 1 & 2

R3

R4

S1

S2

S3

S4

TYPICAL SECTION SHEET

TITLE SHEET

SPECIFICATIONS

COUNTY OF ITEM NO. SHEET NO.

OHIO 2-10014 R1

TRANSPORTATION CABINETDEPARTMENT OF HIGHWAYS

STA. 2+84.27OVER BARASS DITCH

JOHNSON SCHOOL ROAD (CR 1414)OHIO COUNTY

BPS-003-09 HP12X53 STEEL PILE

69 EMBANKMENT AT BRIDGE END BENT STRUCTURES

R1

R2

R0010

0LS

SEPIA 031ANCHOR

GUARDRAIL END TREATMENT TYPE 7 ALTERNATE

BRIDGE DEMOLITION

TREE CLEARING RESTRICTION

TA C

K

S Y

F

TEO NKE

TU

N

E

O

R

S

EF

O

ISCI

L

P

LA

RE

E

D

ESN

ENI

GN

24751

WILLIAM

GILLEY

ANDREW

TA C

K

N

E

O

R

S

EF

O

ISCI

L

S

P

LA

RE

E

D

ESN

ENI

GN

Y

F

TEO NKE

TU

28391

MICHAEL J.

VICKERS

CONVENTIONAL SIGNS

SURVEY LINE

GRADE LINE

GROUND LINE

COUNTY LINE

CORPORATE LIMITS

PROPOSED RIGHT OF WAY

BENCH MARK

RAILROAD

FENCE (CONTROLLED ACCESS)

FENCE (EXCEPT STONE AND HEDGE)

TREES

PIPE CULVERT

CULVERT

BRIDGE

BUILDINGS

LIGHTING POLE

POWER POLE

JOINT POWER & TELEPHONE POLE

TELEPHONE & TELEGRAPH POLE

ANCHOR, POWER OR TELEPHONE

STUB POWER

STUB TELEPHONE

WATER MAIN

GAS MAIN

TELEPHONE DUCT

ELECTRIC DUCT

DIRECT BURIAL ELECTRIC CABLE

DIRECT BURIAL TELEPHONE CABLE

STONE FENCE

HEDGE FENCE

SWAMP OR MARSH

SPRINGS

QUARRY SITE

LAKES OR PONDS

NORTH POINT

GUARDRAIL

SINKHOLE

400’ V.C.

B.M. NO.4

1-S

FRAME

1-S

BRICK SHED

2-S

BRICK

TERMINALSECTION

GUARDRAILEND TREATMENT

EXISTING PROPOSED

E E

T T

EXISTING ROAD

TRAFFIC LIGHTS

T

E

SAN

STORM

DIRECT BURIAL TV CABLE TV

E

T

SANITARY SEWER (WITH MANHOLE)

STORM SEWER (WITH MANHOLE)

GM

WM

T

E

TV

SAN

STORM

EXIST. RIGHT OF WAY & PROPERTY LINE

RIGHT OF WAY MONUMENT

RIGHT OF WAY MONUMENT

WM6"

GM6"

UTILITY TEST HOLE

EXIST. PROPERTY LINE PL

OVERHEAD WIRE

ELECTRIC MANHOLE EMH EMH

BLUE LINE STREAM

OR DITCH

INTERMITTENT STREAM

REGULATED FLOODWAY

EXISTING R/W MARKER

TELEPHONE MANHOLE TMH TMH

TREE LINE

THEXISTING/ PROPOSED

JOHNSON SCHOOL ROAD PAVEMENT

8.00" DGA BaseSurface and Base

8.00" DGA Base

Detail "A"

Special Note for Bridge Overlay Approach Pavement

GRANULAR EMBANKMENT in accordance with the

paved area will be measured and paid as

DGA Base needed for shoulders outside of

by the field engineer

Width varies and the location to be determined

Detail "A"

!

Varies

NORMAL SECTION

VARIES

Varies Varies

VARIES

Varies

Shld

Grade point

2’-0"2’-0"

Shld

8.0%8.0%

1 1

BEFORE YOU DIG

utility companies have facilities in the area. may be necessary for the contractor to contact the County Court Clerk to determine what excavation with the utility owners, including those whom do not subscribe to KY 811. It members of the KY 811 one-call Before-U-Dig (BUD) service. The contractor must coordinate contractor should be aware that owners of underground facilities are not required to be a minimum of two (2) and no more than ten (10) business days prior to excavation. The for information on the location of existing underground utilities. The call is to be placed The contractor is instructed to call 1-800-752-6007 to reach KY 811, the one-call system

4’-10" to 7’-3" 4’-5" to 7’-3"

NOTES:

1 Width varies and the location to be determined by the field engineer.

be considered for additional payment.

directed. Variance of actual cross sectional quantities versus theoretical quantities will not

yard of granular embankment is full compensation for widening the shoulder for guardrail as

achieve the quantity per side of the roadway. Payment at the contract unit price per cubic

a linear foot of placement multiplied by a theoretical cross section of 12 square feet to

the quantity in cubic yards. The Department will measure along the centerline to determine

place embankment in a manner to ensure proper compaction. The Department will measure

granular embankment as directed by the Engineer. Remove existing topsoil as needed and

When necessary to ensure compliance with standards, widen shoulders behind guardrail with

GRANULAR EMBANKMENT FOR GUARDRAIL

also be incidental to the Lump Sum item of Foundation Preparation.

earthwork (excavation, embankment, grading, etc.) required for roadway approach work will

(if necessary) will be incidental to the Lump Sum item of Foundation Preparation. Any

Structural Granular Backfill along with the geotextile fabric, perforated pipe, and pile core

Drawings 009 and 010, will not be measured and paid as a separate bid item. The required

Structural Granular Backfill, as required by Special Provision No. 69 and applicable Sepia

Contrary to Sections 4 & 5 of SPECIAL PROVISION 69 (EMBANKMENT AT BRIDGE END STRUCTURES),

FOUNDATION PREPARATION

SPECIAL NOTES:

EmbankmentGranular

DGA Base

TYPICAL SECTIONS & LEGEND

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OHIO 2-10014 R2

JOHNSON SCHOOL ROAD (CR 1414)

OVER BARASS DITCHNTS

PREPARED BY

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C

Groove (Typ.)Rustication

2% 2%P/G

"AA" Conc.5’’ Slab. Class

7’-3’’7’-3’’

8’-0’’8’-0’’

16’-0’’

9’’ 9’’

L of Johnson School Road (CR1414)

and Sepia 035.Std. Dwg. BDP-005 (c.e.)Railing System Type II. See

2’-0’’

4~CB27 Box Beams @ 4’-0" = 12’-0’’

2’-0’’

BRIDGE TYPICAL SECTION

EAST (X)NORTH (Y)

COORDINATE CONTROL POINTS

POINT

ELEV. (Z)

DESCRIPTION

State Plane Coordinates

STATION OFFSET

1

2

3693364.7874566130.694 387.506

384.0204566234.0463693891.304

elevation of CP#1 (Elev.:387.51’)utilizing the KYCORS RTN Network and were adjusted by closed differential level loop based on the Elevations were established by redundant GPS observations NAVD88 vertical datum, Geoid 12B BASIS OF ELEVATIONS

Coordinates, US Survey Feet. No project datum factor was calculated or used for this project.Feet utilizing the KYCORS RTN GPS Network on October 31, 2018. Coordinates shown are State PlaneGNSS receivers. On the NAD83 Kentucky State Plane Coordinate System, KY Single Zone, US Survey Coordinates for horizontal control were obtained by redundant GPS observations using Trimble R10 PROJECT COORDINATES

5/8" REBAR & CAP

5/8" REBAR & CAP

0’ 40’ 80’20’

DEAD TREE

REMOVE

CP #2

CP #1

Existing R/W

Existing R/W

Existing R/W

Existing R/W

4+92.18 8.26’ LT.

N/A N/A

Gravel and Grass

Gravel and Grass

TYSON C. SANDERFUR

DONNA B. MILLIGAN

HAROLD DANE &


0+00

5+00

6+00

6+00

456613

5.09

3693409.09

0+00.00

PO

B

456614

3.82

3693443.09

0+35.10PC

456617

6.01

3693591.

69

1+87.19

PT

456618

6.34

3693650.06

2+46.46

PI

4566240.87

3693884.32

4+86.99

PI

4566267.23

3693994.22

6+00.00

PO

E

1+11.18

PI

1+11.18

PI

E 4566173.27

N 3693576.57

STA. 1+71.82

BEGIN PROJECT

E 4566220.33

N 3693796.09

STA. 3+96.40

END PROJECT

B-1

CONNECT TO BRIDGE RAIL SYSTEM TYPE II

WITH 1-GUARDRAIL END TREATMENT TYPE 7

25 L.F. GUARDRAIL-STEEL W BEAM-S FACE A

LT. STA. 1+80.94 TO STA. 2+55.73 CONST.

BA

RASS

DIT

CH

BA

RA

SS

DIT

CH

8"

11"

10"

8"

18"8"

8"

e= NC

E= 1.45’

R= 2000.00’

L= 152.09’

T= 76.08’

E= 4566162.74

N= 3693516.78

P.I. Sta= 1+11.18BEGIN APPROACH DGA

STA. 2+23.00

END APPROACH DGA

STA. 3+45.00

TH

12"

4’-10"

4’-5"

5’-6"

5’-6"




RT. STA. 1+71.82 TO STA. 2+47.32 CONST.

BRIDGE

EXISTING

REMOVE




RT. STA. 3+12.82 TO STA. 3+87.98 CONST.

CYCLOPEAN STONE RIP RAP

CONSTRUCTION AND INSTALLATION OF

49 L.F. DITCH (V-SHAPED) AS PART OF

RT. STA. 2+91.00 TO STA. 3+40.00 REALIGN

EXISTING BRIDGE ID: 092C00080N



25 L.F. GUARDRAIL-STEEL BEAM-S FACE A

LT. STA. 3+21.24 TO STA. 3+96.40 CONST.

PLAN

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OHIO 2-10014 R3


OVER BARASS DITCH

PREPARED BY

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20:1

20:1

IP

IP

IP

IP

370

372

374

376

378

380

382

384

386

388

390

392

394

396

398

400

402

404

406

408

372

374

376

378

380

382

384

386

388

390

392

394

396

398

400

402

404

406

4+204+000+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 1+60 1+80 2+00 2+20 2+40 2+60 2+80 3+00 3+20 3+40 3+60 3+80

388.0

388.0

388.0

387.8

387.6

387.5

387.3

387.1

386.8

386.6

386.4

386.1

385.7

385.1

372.7

377.3

384.7

384.5

384.2

384.1

383.9

383.9

384.0

384.1

384.1

384.3

384.5

384.8

385.2

385.6

386.1

385.85

385.63

385.36

385.09

384.82

384.50

4+40 4+60 4+80 5+20 5+40 5+60 5+80 6+00 6+205+00

Elev 382.94Low BeamExisting

PREPARED BY

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DATUM

DATUM


OHIO 2-10014 R4


PROFILE

OVER BARASS DITCH


BEGIN APPROACH DGA

STA. 2+23.00

END APPROACH DGA

STA. 3+45.00

Ele

v 386.01

PVI 2

+23.00

PVI 2

+51.

52

Ele

v 385.74

PVI 3

+17.03

Ele

v 384.87

PVI 3

+45.00

Ele

v 384.42

-0.95%

-1.33%

-1.61%

STA. 1+71.82

BEGIN PROJECT

STA. 3+96.40

END PROJECT

@ 30° S

KE

W

RIG

HT

CO

MP

OSIT

E

DE

CK

BRID

GE

1-S

PA

N

CB 27

X48 P

PC

ST

A 2

+84.27

CO

NS

T.

ELEV 381.85LOW BEAMPROPOSED

2’

4’

8’

0’

0’ 40’ 80’20’

BRIDGE REMOVAL NOTE

and all appurtenances. Contractor shall final dress all slopes to maximum of 2:1.

structureexisting of removal complete the include shall full in payment sum Lump

piers.timber (3) three and abutments, timber (2) two bridge, timber 58’ (1) one of

of in accordance with the current specifications. The existing structure consists

disposed be shall and contractor the of property the remain shall

bridgeexisting the in material All specifications. the with accordance in

removedbe shall bridge timber span (2) two - 58’x16’ existing The

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DRAWING NO.

SHEET NO.

Commonwealth of Kentucky

DEPARTMENT OF HIGHWAYSCOUNTY

ROUTE CROSSING

PREPARED BY

DETAILED BY:

DESIGNED BY:

DATE: CHECKED BY

REVISION DATE

2-10014

S. Weber M. Vickers

C. Quinn M. Vickers

OHIO

CR1414 BARASS DITCH

GENERAL NOTES

S1

27866

1/19

ITEM NUMBER

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8th edition with interims.

the AASHTO specifications are to the AASHTO LRFD Bridge Design Specifications,

Construction including any current supplemental specifications. All references to

Kentucky Department of Highways Standard Specifications for Road and Bridge

Specifications: References to the specifications are to the current edition of the

This bridge is designed for a future wearing surface of 15 psf.

Design Load: This bridge is designed for KYHL-93 live load, (i.e. 1.25xAASHTO HL93 live load).

Specifications.

than the load and resistance factor design method as specified in the current AASHTO

Design Method: All reinforced concrete members are designed to be equivalent or greater

fy = 60000 psiFor Steel Reinforcement

f’c = 4000 psiFor Class "AA" Reinforced Concrete

f’c = 3500 psiFor Class "A" Reinforced Concrete

Materials Design Specifications:

Grade 60

Deformed and Plain Billet-Steel for Concrete Reinforcement,AASHTO M-31

Premolded Cork Filler, Type IIAASHTO M153

below shall govern the materials furnished.

Material Specifications: AASHTO Specifications or ASTM, current edition, as designated

Specifications.

conform to subsection 807.04.02 (Type II) of the Kentucky Department of Highways Standard

Preformed Cork Expansion Joint Material: Preformed Cork Expansion Joint Material shall

the plans and specifications.

the substructure below the caps. Prestressed beam concrete shall be in accordance with

portions of the substructure above the tops of caps. Class "A" concrete is to be used in

Concrete: Class "AA" Concrete is to be used throughout the superstructure and in the

Bill of Reinforcement shall be considered a stirrup for purposes of bend diameters.

811.10 of the Standard Specifications. Any reinforcing bars designated by suffix "s" in a

bars designated by suffix "e" in the plans shall be epoxy coated in accordance with section

unless otherwise shown. Spacing of bars is from center to center of bars. Any reinforcing

Reinforcement: Dimensions shown from the face of concrete to bars are to center of bars

the work for which no direct payment will be made.

engineer. The contractor shall furnish all plans, equipment and labor necessary to do

shall be imprinted in the concrete with 1 inch letters at a location designated by the

Construction Identification: The names of the Prime Contractor and the Sub-Contractor

Beveled Edges: All exposed edges shall be beveled �", "unless otherwise shown".

specifications.

Beams shall be at the contract unit price per linear foot of beam, in accordance with the

Payment for Precast Concrete Beams: The basis of payment for the Prestressed Concrete

incidental to the unit price bid for Dry Cyclopean Stone Riprap.

Specifications 214 and 843. Payment for Geotextile Fabric, Type I, shall be considered

between the embankment and the slope protection in accordance with Standard

accordance with the plans and specifications. Geotextile Fabric, Type I shall be placed

Slope Protection: Slope Protection at abutments shall be dry cyclopean stone riprap in

labor, or anything else required to complete the structure.

removal of all or parts of existing structures, phase construction, incidental materials,

the work involved. This may include cofferdams, shoring, excavations, backfilling,

operations not otherwise specified, are to be included in the bid item most appropriate to

accordance with the plans and specifications. Material, labor, or construction

Completion of the Structure: The contractor is required to complete the structure in

contractor.

drawings reflecting these changes shall be submitted to the consultant through the

When any changes in the design plans are proposed by the fabricator or supplier, the shop

case by case basis.

paper copies, Construction Management Team reserves the right to require such copies on a

Team" are to be used for fabrication. While this process does not require the submission of

distributed, and only plans electronically stamped "Distributed by Construction Management

for distribution. Only plans submitted directly to the Construction Management Team will be

stamped by the designer and plans will be forwarded to the Construction Management Team

designer’s comments, files shall be returned to the designer. Each sheet will be electronically

submissions as needed and return them to the fabricator. Upon reconciliation of the

either 11" x 17" or 22" x 36" sheets. Designers will make review comments on these electronic

consultant for review. These submissions shall depict the shop plans, in .pdf format, as

Shop Drawings: Fabricators shall submit all required shop plans, by e-mail, to the design

activities that may involve utilities (overhead or underground).

prior to excavation of material or installation of guardrail or other construction

Utilities: The contractor shall be responsible for locating any and all existing utilities

shall be replaced at the contractor’s expense.

material. New material that is unsuitable because of variations in the existing structure

Verifying Field Conditions: The contractor shall field verify all dimensions before ordering

dimensions are horizontal dimensions.

Dimensions: Dimensions are for a normal temperature of 60 degrees fahrenheit. Layout

end of slab before the concrete is allowed to set.

Superstructure Slab: The superstructure slab shall be poured continuously from end to

measurement of payment shall be made.

shall be considered incidental to the unit price bid for concrete class ’AA’ and no separate

The cost of labor, materials, and incidental items for furnishing and installing Mastic Tape

manufacturer’s recommendations with the overlap running downhill.

Mastic Tape shall be spliced by taping a minimum of 6" and in accordance with the

Mastic Tape shall cover the joint continuously unless otherwise shown in the plans.

or approved equal.

Cadilloc by The UP Rubber Co. Inc.

Seal Wrap by Mar Mac Manufacturing Co. Inc.,

EZ-Wrap Rubber by Press-seal Casket Corporation,

Mastic Tape shall be either:

of the joint.

required by the tape manufacturer, shall be applied for a minimum width of 9" on each side

the joint surface shall be clean and free of dirt, debris, or deleterious material. Primer, if

Type I, II, or III. The joint is to be covered with 12" wide mastic tape. Prior to application,

Mastic Tape: Mastic Tape used to seal joints is to meet the requirements of ASTM C-877

when pouring the concrete deck slab or when taking "top of beam" elevations.

Temporary Supports: Temporary Supports or shoring will not be permitted under the beams

end of bridge.

Armored Edge: Fabricate armored edge to match cross slope and parabolic crown at each

of the Specifications.

Foundation Preparation: Foundation Preparation shall be in accordance with Section 603

but shall be included in the Lump Sum Bid for Foundation Preparation.

Contrary to the Specifications, Structural Granular Backfill will not be measured for payment

with Section 805 of the Specifications.

Structural Granular Backfill: Materials for Structural Granular Backfill shall be in accordance

of the specifications and of the type shown on the pile record sheet.

Pile Points: Provide pile points for all piles. Pile points shall be in accordance with Section 604

General Notes

notarized.

Contrary to the standard drawings for steel piling, mill test reports are not required to be

structure.

All test piles shall be accurately located so that they may be used in the finished

required.

Test piles shall be driven where designated on the plans to determine the length of pile

Piling: Piling shall be driven to practical refusal as defined on the pile record sheet.

for Precast Beams.

Method B. The cost of bearing pads is to be included in the unit price per linear feet

and shall be subjected to the load testing requirements corresponding to Design

Bearings shall be Low Temperature Grade 3 with a shear modulus between 95 psi and 130 psi

Standard Specifications for Highway Bridges, Division II, Section 18.

Elastomeric Bearing Pads: Elastomeric Bearing Pads shall conform to the AASHTO

if the actual quantity is different than this estimate.

contractor to verify this estimate and bid appropriately. No payment adjustments will be made

Concrete Coating: Concrete Coating is estimated at 1728 S.F. It is the responsibility of the

8"

11"

10"

8"

18"

8"

8"

TH

12"


C

Std. Dwg. BDP-005 (c.e.)

Railing System Type II. See

Groove (Typ.)

Rustication

2% 2%

456618

6.34

3693650.06

2+46.46

PI

456617

6.01

3693591.

69

1+87.19

PI

-1.33%


370

388

386

384

382

380

378

376

374

372

Datum Line

368

366

2+00

3+00 4

+00

Barass

Dit

ch

2:1 N

ormal

Detail

Toe of Slope

Line

Ground

2’-0"

2’-

0"

2’-

0"

1’-0" 1’-0" 1’-0" 1’-0" 1’-0" 1’-0"

�"

.0

033’

�"

.0

133’

�"

.0

133’

�"

.0

30

0’

�"

.0

033’

-2.0% -2.0%}{

Concrete Surface Profile Grade

6’-0" Vertical Curve

PARABOLIC CROWN

! Bridge

385

385

385

380

380

380

375

380

375

380

Loop

of bridge to prevent damage to tape.

shall be looped as shown at expansion ends

between beam ends and abutment. Tape

mastic tape to water-proof the joint

Note: Contractor shall provide 12" wide

END OF BEAM DETAIL

To Beam

Measured Parallel

KY 136MUD COLLEGE RD.

Ele

v 386.01

PVI 2

+23.00

PVI 2

+51.

52

Ele

v 385.74

PVI 3

+17.03

Ele

v 384.87

PVI 3

+45.00

Ele

v 384.42

-0.95%-1.61%

L Bridge

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DRAWING NO.

SHEET NO.



ROUTE CROSSING

PREPARED BY

DETAILED BY:

DESIGNED BY:

DATE: CHECKED BY

REVISION DATE

2-10014

S. Weber M. Vickers

C. Quinn M. Vickers

OHIO

CR1414 BARASS DITCH

LAYOUT

S2

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16’-0"

P/G

PLAN

ELEVATION

TYPICAL SECTION

7’-3"7’-3"9" 9"

65’-6" Out to Out

64’-0" ! Brg. to ! Brg.9" 9"

Sta. 2+51.52

Begin Bridge

Sta. 3+17.02

End Bridge

Sta. 2+52.27

! Brg. E.B.#1 Sta. 3+16.27

! Brg. E.B.#2

Elev. 381.73

Low Bridge Seat

14’-6" Bridge Roadway Width - 30° Skew Rt.

Live Load 1.25 x HL-93 (KY HL-93)

64’-0" Single Span CB27 PPC Box Beam

(Superstructure Not Shown)

"AA" Conc.5" Slab Class

#5 Bars @ 12" Max. Spacing

Clr.2�"Max. Spacing

#5 Bar @ 12"

6’-0" Parabolic Crown

Note: All Slab Reinf. to be Epoxy Coated

Stone Rip-Rap (Typ.)

Limits of Cyclopean

Elev. 382.58

Low Bridge Seat

30° (Typ.)

Tree

Dead

Remove

*2

*1 *2

*1

* Measured to Abutment

Elev. 381.58

Pile Cutoff

Elev. 380.73

Pile Cutoff

381.58

Berm Elev.380.73

Berm Elev.

Type I

Geotextile Fabric

Stone Rip-Rap Over

2’-0" Thick Cyclopean

End of Bridge

Mastic Tape

of Abut.

Back Face

! Bearing

Armored Edge

9"

1�"

11�"

4~CB27 Box Beams @ 4’-0" = 16’-0"

End Bent 1 End Bent 2

Width (Typ.)3’-0" Berm

(Fix) (Fix)

(Typ.)3’-0" Berm

No.

Pile

Elevation

Cut-off

Pile

In Place

Length

Pile

As Driven

Elevation

Point of Pile

Load

Axial

Design

PILE RECORD FOR POINT BEARING PILES

FEET FEET FEET TONS

1

2

3

4

5

6

7

8

Definitions of Terms

Field Data

calculations for Factored LRFD Loadings.

practical refusal.

CALCULATED FIELD BEARING: Contrary to Section 604.03.07 of the Standard Specifications,

in place bearing values are not required for piles bearing on rock when driven to

DESIGN AXIAL LOAD: Load carried by each pile as estimated from structural design

structure.

POINT OF PILE ELEVATION AS DRIVEN: Actual point of pile elevation in the finished

structure.

PILE LENGTH IN PLACE: Actual pile length below the Pile Cut-Off Elevation in the finished

PILE CUT-OFF ELEVATION: Elevation of the top of pile in the finished structure.

Length in Place and Point of Pile Elevation as Driven.

For each pile, the Project Engineer shall record the following on this sheet: Pile

required to keep and submit.

This pile record does not replace other pile records the Project Engineer is

Submit this record to:

Frankfort, KY 40622

200 Mero Street

3rd Floor East

Director, Division of Structural Design

Kentucky Transportation Cabinet

PILE LAYOUT

87

87

87

87

87

87

87

87

381.58

380.73

Ahead

381.58

381.58

381.58

380.73

380.73

380.73

Use HP 12x53 in accordance with BPS-003, c.e.

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DRAWING NO.

SHEET NO.



ROUTE CROSSING

PREPARED BY

DETAILED BY:

DESIGNED BY:

DATE: CHECKED BY

REVISION DATE

2-10014

S. Weber M. Vickers

C. Quinn M. Vickers

OHIO

CR1414 BARASS DITCH

PILE RECORD

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DRIVING CRITERIA: Drive point bearing piles to practical refusal.

pile driving procedures.by the Engineer will be subject to satisfactory field performance of the prior to the installation of the first pile. Approval of the pile driving systemContractor shall submit the proposed pile driving system to the Engineerwithout encountering excessive blow counts or damage to the piles. The 75 foot-kips will be required to drive 12x53 steel H-piles to practical refusalA diesel pile driving hammer with a rated energy between 44 foot-kips and

groundwater will be encountered at foundation locations within the floodplain.required to facilitate foundation construction. it should be anticipated that Temporary shoring, sheeting, cofferdams and/or a dewatering method may be

performed in accordance with applicable federal, state, and local guidelines.safety to people working in or around the excavations. Bracing should be Foundation excavations should be properly braced/shored to provide adequate

Driving Criteria and Pile Notes

directed by the Engineer.to further advance the pile. Drive additional production and test piles if the average driving resistance specified for practical refusal is required to the depth anticipated, the Engineer will determine if more blows than strata or an obstruction, such as a boulder before the pile is advanced damaged during driving. If hard driving is encountered because of dense Immediately cease driving operations if the pile visibly yields or becomes resistances specifed above and to depths determined by test pile(s). penetration of �" or less. Advance the production piling to the driving is obtained after the pile is struck an additional 10 blows with total penetration becomes �" or less for 10 consecutive blows, practical refusal For this project minimum blow requirements are reached after total

3 Spa.

@ 8’-

0" = 24’ -0"

2’ -10�

"

2’-

10�

"

3 Spa.

@ 8’-

0" = 24’ -0"

2’-

10�

"

2’ -10�

"

29’ -9�

"

29’ -9�

"

30°0’0

"

30°0’0

"

! Brg. E.B.#1

! Brg. E.B.#2

(CR 1414)

! Johnson School Rd.

Pile #1

Pile #2

Pile #3

Pile #5

Pile #6

Pile #7

Pile #8

(Test Pile)

Pile #4

and Bridge Construction, current edition.accordance with Section 604 of the Kentucky Standard Specifications for Roadmay be encountered is recommended. Installation of pile points should be in of reinforced pile points capable of penetrating boulders and hard layers which used on end bearing piles to allow for embedment into the top of bedrock. UseThe Kentucky Transportation Cabinet recommends that protective pile points be

Construction.Kentucky Department of Highway Standard Specifications for Road and BridgeBridge Design Specifications, and Section 604 of the current edition of the The installation of the pile foundations should conform to current AASHTO LRFD

ELEVATION

5~A2 as shown

1’-6"

3’-0"

1"

4~A2 Eq. Spa.

5~A2 as shown

1’-6"

3’-0"

1"

4~A2 Eq. Spa.

Em

b.

Min.

1’-6"

9"

SECTION B-BSECTION A-A

! Brg. & ! Cap

! Brg. & ! Cap

3" cl.

3" cl.

3" cl.

A4

6"

+

SD

H

16

A B C D E G H

3�" 3 1’-6" 6 5’-0"

L

MARK TYPE NO. SIZE LENGTH

A1e 24 5 11- 0

A2e Str. 9 8 26- 3

14s

A3e Str. 4 5 26- 3

A1e 27 5 11- 0

A2e Str. 9 8 29- 5

14s

A3e Str. 4 5 29- 5

A1e 34 5 11- 0

A2e Str. 9 8 35- 3

14s

A3e Str. 4 5 35- 3

WIDTH

BRIDGE

24

32

H1 73

H2

H3

87

SIZE TONS

80

99

88

116

PILE LOAD

2

2

3

4

16’-0" BRIDGE WIDTH


A1e 34 5 11- 0

A2e Str. 9 8 35- 6

14s

A3e Str. 4 5 35- 6

A1e 36 5 11- 0

A2e Str. 9 8 38- 8

14s

A3e Str. 4 5 38- 8

A1e 41 5 11- 0

A2e Str. 9 8 44- 6

14s

A3e Str. 4 5 44- 6



A1e 41 5 11- 0

A2e Str. 9 8 44- 9

14s

A3e Str. 4 5 44- 9

A1e 43 5 11- 0

A2e Str. 9 8 47-11

14s

A3e Str. 4 5 47-11

A1e 48 5 11- 0

A2e Str. 9 8 53- 9

14s

A3e Str. 4 5 53- 9


DIMENSIONS

A4e Str. 33 5

A5e Str. 4 5 8- 0

A6e Str. 4 5 6- 6

5-11

A4e Str. 22 5

A5e Str. 3 5 5- 1

A6e Str. 3 5 3- 7

4- 8

A4e Str. 15 5

A5e Str. 2 5 3- 6

A6e Str. 2 5 2- 0

4- 0


CAP BILL OF REINFORCEMENT

QUANTITIES

STEEL (LBS.)

H1

H2

H3

H1

H2

H3

H1

H2

H3

12" SDH 27"

27" SDH 35"

35" SDH 50"

[if applicable]

+(haunch+slab)

+pad height

SDH=Beam Height

SUPERSTRUCTURE HEIGHT

2~A3 e.f. @ eq. spa.2~A3 e.f. @ eq. spa.

! Brg. & ! Cap

30°

PLAN

"PE""PE"

1’-6"

3’-

0"

"WV"

~Wing A~ ~Wing B~

B

B

A2 A3

"A" 2’-0"

"B"~A1 @ "C" = "D"

="G" (Typ.)

"E"~A1 @ "F"

(Ty

p.)

2’-

0"

"WX"

3’-

0"

Varie

s

6"

+

SD

H

joint material (Typ.)

�" expansion

6"

= "K"

"J"~A4 @ 12"

(If necessary)

Field Bend

A6 or A8 f.f.

A5 or A7 b.f.

WV WX

0

0

0

0

0

0

WALB WAUB WV WX

0

0

0

0

0

0

WALF WAUF

4’-0�"

WV WX

0

5’-7�"

8’-6�" 3’-9�" 4’-9" 2’-1"

0

0

0

0

0

WBLB WBUB

5’-9�"

WV WX

0

7’-4�"

5’-6�" 4’-9" 2’-1"

0

0

0

0

0

WBLF WBUF

4’-0�"

! Bridge

! Bridge

A10 or A12 f.f.

A9 or A11 b.f.

WING A

Back Face Front Face Front FaceBack Face

WING B

J

4

K

3’-0"

J

2

K

1’-0"

4 3’-0"

7 6’-0"

J

4

K

3’-0"

6 5’-0"

8 7’-0"

J

5

K

4’-0"

7 6’-0"

10 9’-0"

Str. 4 5

Str. 4 5 9- 9

Str. 1 6 8- 5

8- 3

Str. 3 5

Str. 3 5 6-10

Str. 1 6 5- 1

5- 4

A7e Str. 2 5

A8e Str. 2 5 5- 3

A9e Str. 1 6 3- 6

3- 9


A7e

A8e

A9e

A7e

A8e

A9e

Str. 1 6

Str. 1 6 8- 9

Str. 1 6 10- 2

6-11

Str. 1 6

Str. 1 6 5- 4

Str. 1 6 6-10

3- 7

A10e Str. 1 6

A11e Str. 1 6 3- 9

A12e Str. 1 6 5- 3

2- 0


A10e

A11e

A12e

A10e

A11e

A12e

CONC. (C.Y.)

A1A1

*"WBLB"

*"WBUB""WV"

*"WALB"

*"WAUB"

*"WBLF"*"WALF"

*WBUF*WAUF

A4 A4

seats with rolled steel beams to maintain proper roadway slope.

Slope cap as necessary with side by side box beams and step cap

NOTE:

4

4

5

PS PL

7’-0"

PE

21’-0"

8’-0" 24’-0"

7’-6" 30’-0"

6

5

5

7

6

6

7’-6" 30’-0"

32’-0"8’-0"

8’-0" 40’-0"

8’-0" 40’-0"

8’-0" 40’-0"

48’-0"8’-0"

NO.

PILES

3’-

0"

Min.

3’-

0"

Min.

spa. (e.f.)

or

A8

@ e

q.

"H"~

A5,

A6,

A7

"L"

"L1" "L2"

L1 L2

12’-5�" 14’-2�"26’-7�"

A

A

2’-10�"

(Left skew shown, right skew opposite hand)

F

12"

3

4

2

3

4

88

2’-9�"

2’-9�"

2’-11�"

3’-6�"

2’-5�"

2’-6�"

4’-1�"

3’-0�"

9"

2�" 3 10" 1’-8" 7 12" 6’-0"

3�" 3 1’-6"9" 7 11" 5’-6"

3�" 3 10" 1’-8" 7 11" 5’-6"

3�" 4 9" 2’-3" 7 12" 6’-0"

3 1’-2"7" 7 12" 6’-0"

2�" 3 8" 1’-4" 7 12" 6’-0"

4�" 4 11" 2’-9" 7 12" 6’-0"

2�" 3 11" 1’-10" 7 12" 6’-0"

29’-9�" 14’-0�" 15’-9�"

35’-7�" 16’-11�" 18’-8�"

35’-10�" 17’-0�" 18’-9�"

39’-0�" 18’-7�" 20’-4�"

44’-10�" 21’-6�" 23’-3�"

45’-1�" 21’-8�" 23’-5�"

48’-3�" 23’-3�" 25’-0�"

54’-1�" 26’-2�" 27’-11�"

5’-7�"

8’-6�" 3’-9�" 4’-9" 2’-1"

5 4’-0"

8 7’-0"

2’-3�"

3’-10�"

6’-9�" 2’-0�" 4’-9" 2’-1" 10’-3�"

0

0

0

0

0

0

0

0

0

0

0

0

4’-0�" 0

5’-7�"

8’-6�" 3’-9�" 4’-9" 2’-1"

0

0

0

0

0

5’-9�" 0

7’-4�"

5’-6�" 4’-9" 2’-1"

0

0

0

0

0

4’-0�" 4 3’-0" 2 1’-0"

4 3’-0"

7 6’-0"

4 3’-0"

6 5’-0"

8 7’-0"

5 4’-0"

7 6’-0"

10 9’-0"

5’-7�"

8’-6�" 3’-9�" 4’-9" 2’-1"

5 4’-0"

8 7’-0"

2’-3�"

3’-10�"

6’-9�" 2’-0�" 4’-9" 2’-1" 10’-3�"

0

0

0

0

0

0

0

0

0

0

0

0

4’-0�" 0

5’-7�"

8’-6�" 3’-9�" 4’-9" 2’-1"

0

0

0

0

0

5’-9�" 0

7’-4�"

5’-6�" 4’-9" 2’-1"

0

0

0

0

0

4’-0�" 4 3’-0" 2 1’-0"

4 3’-0"

7 6’-0"

4 3’-0"

6 5’-0"

8 7’-0"

5 4’-0"

7 6’-0"

10 9’-0"

5’-7�"

8’-6�" 3’-9�" 4’-9" 2’-1"

5 4’-0"

8 7’-0"

2’-3�"

3’-10�"

6’-9�" 2’-0�" 4’-9" 2’-1" 10’-3�"

A5 or A9

A6 or A10

A7 or A11

A8 or A12

*17’-7�" (32’ bridge width)


*8’-5" (16’ bridge width)









*8’-5" (16’ bridge width)

Geometry Reinforcement

WING BILL OF REINFORCEMENT

A9 or A11

A10 or A12

1132

1345

1777

1508

1709

1850

2051

2460

11.3

14.1

19.5

14.4

17.2

17.4

20.3

25.6

22.6 2119

End Bent

Back Face of

103

109

No. Piles @ "PS" = "PL"

3�"

rolled beam superstructure

*Adjust 10�" as necessary for

damaging the pile. Contractor shall be responsible for all damaged piling.

to refusal or capacity without encountering excessive blow counts or

10) Contractor shall provide a hammer capable of driving the piling

circumstances.

refusal on bedrock. A minimum pile length of 10’ is required in all

Piles at wet crossings must be driven to 10’ below stream bed or to

9) Piles must be driven 10’ into existing ground or to refusal on bedrock.

8) Pile load given is Factored Strength Load.

be driven to (Pile Load/0.4) using the Gates Method.

7) Piles driven to rock must be driven to Refusal. Friction Piles must

6) Piles may be HP12x53 or 16" Steel Pipes with �" wall thickness.

H3 - CB33, B42, CB42 or rolled steel beams up to 36" nominal depth.

H2 - CB21, B27, CB27, B33 or rolled steel beams up to 24" nominal depth.

H1 - B12, CB12, B17, CB17, B21 or rolled steel beams up to 16" nominal depth.

steel and concrete beams as shown in the current standards:

5) End Bents are designed for the maximum span of the following

4) Maintain 2" clear cover to reinforcement unless otherwise noted.

3) Rebar to be epoxy coated A615, Grade 60.

2) Concrete to be Class "A", 3500 psi.

1) Conform to KYTC, Standard Specifications, Current Edition.

NOTES:

Trim A4-A12 bars as necessary.

NOTE:

(typ. each wing).are set and tensioning rods are tightenedbox beams. Wings shall be poured after beamsMandatory Construction joint for side by side

lap

6"

2’-

7"

2’-8"

A1 Bar

~Size #5~

(Berm)

2:1

SECTION THRU END BENT

3’-0"

(Showing berm and fill slope)

Min.

1’-0"

before driving piles.

of cap elevation

Fill to bottom

Geotextile Fabric Type I

Cyclopean Stone Rip Rap with

(Typ.)

2’-

0"

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DRAWING NO.

SHEET NO.



ROUTE CROSSING

PREPARED BY

DETAILED BY:

DESIGNED BY:

DATE: CHECKED BY

REVISION DATE

2-10014

S. Weber M. Vickers

C. Quinn M. Vickers

OHIO

CR1414 BARASS CREEK

PILE END BENTS 1&2

S4

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