CR 1083 FORK PANTHER CREEK BRANCH OF SOUTH STA. 2+24.56 END PROJECT STA. 0+56.75 BEGIN PROJECT @ 0 SKEW COMPOSITE DECK BRIDGE 1-SPAN CB 12X48 PPC STA. 1+62.28 CONST. CONCRETE COATING 69 EMBANKMENT AT BRIDGE END BENT STRUCTURES 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 RBI-002-07 TYPICAL GUARDRAIL INSTALLATIONS GUARDRAIL COMPONENTS RBR-016-05 TIMBER GUARDRAIL POSTS BGX-006-10 STENCILS FOR STRUCTURES BDP-001-05 BDP-002-03 BDP-003-03 BDP-004-03 BDP-005-05 BJE-001-13 BOX BEAM BEARING DETAILS 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 RETAINING WALL GRAVITY TYPE NON-REINFORCED RGX-200-01 ONE POINT PROCTOR FAMILY OF CURVES RGX-002-09 BDP-006-04 BOX BEAM B12 & CB12 DETAILS SEPIA 009 SEPIA 010 TREATMENT OF EMBANKMENT AT END BENTS TREATMENT OF EMBANKMENT AT END BENTS-DETAILS ROLLING STANDARD DRAWINGS E- SHEET NAME: R00100LS Mi croStati on v8. 11 . 7. 443 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 2006 105 MINUTES MINUTES 36 49 38 40 86 37 DATE PLOTTED: USER: FI LE NAME: ... \d0147571 \Layout Sheet. dgn 12: 18: 38 AM agill ey 1 /4/2019 ACTIVE SEPIAS PREPARED BY OHIO 2-10015 Construction. 2012 Standard Specifications for Road and Bridge NUMBER: LETTING DATE: PROJECT COUNTY OF Commonwealth of Kentucky DEPARTMENT OF HIGHWAYS FEBRUARY 22, 2019 ITEM NO. DRAWING NO. 27867 Current Interims. 2017 AASHTO LRFD Bridge Design Specifications with STATE HIGHWAY ENGINEER PROJECT MANAGER RECOMMENDED BY: DATE: DATE: PLAN APPROVED BY: LOCATION MAP INDEX OF SHEETS Sheet No. Description PLAN SHEET PROFILE SHEET GENERAL NOTES LAYOUT SHEET TYPICAL SECTION PILE RECORD PILE END BENTS 1&2 MAINTENANCE OF TRAFFIC R3 R4 S1 S2 S3 S4 S5 S6 TYPICAL SECTION SHEET TITLE SHEET COUNTY OF ITEM NO. SHEET NO. OHIO 2-10015 R1 CONTRACT COMPLETION DATE AND LIQUIDATED DAMAGES TRAFFIC CONTROL PLACING BRIDGE OVERLAY APPROACH PAVEMENT PORTABLE CHANGEABLE MESSAGE SIGNS EROSION PREVENTION AND SEDIMENT CONTROL SPECIAL NOTES SPECIAL PROVISIONS SPECIFICATIONS TRANSPORTATION CABINET DEPARTMENT OF HIGHWAYS STA. 1+62.28 BRANCH OF SOUTH FORK PANTHER CREEK ROCKY CREEK LANE (CR 1083) OVER OHIO COUNTY SEPIA 031 ANCHOR GUARDRAIL END TREATMENT TYPE 7 ALTERNATE BPS-003-09 HP12X53 STEEL PILE EXISTING BRIDGE ID: 092C00097N BRIDGE DEMOLITION RBR-005-11 RBM-115-10 CONCRETE BARRIER WALL TYPE 9T (TEMPORARY) SEPIA 024 TYPICAL GUARDRAIL INSTALLATIONS SEPIA 021 CRASH CUSHION TYPE VI-BT R1 R2 R5 TRAFFIC CONTROL PLAN TREE CLEARING RESTRICTION T A C K S Y F T E O N K E T U N E O R S E F O I S C I L P L A R E E D E S N E N I G N 24751 WILLIAM GILLEY ANDREW T A C K N E O R S E F O I S C I L S P L A R E E D E S N E N I G N Y F T E O N K E T U 28391 MICHAEL J. VICKERS
Transcript
CR 10
83
FORK PANTHER CREEK
BRANCH OF SOUTHSTA. 2+24.56
END PROJECT
STA. 0+56.75
BEGIN PROJECT
@ 0° SKEW
COMPOSITE DECK BRIDGE
1-SPAN CB 12X48 PPC
STA. 1+62.28 CONST.
CONCRETE COATING
69 EMBANKMENT AT BRIDGE END BENT STRUCTURES
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
RBI-002-07 TYPICAL GUARDRAIL INSTALLATIONS
GUARDRAIL COMPONENTS
RBR-016-05 TIMBER GUARDRAIL POSTS
BGX-006-10 STENCILS FOR STRUCTURES
BDP-001-05
BDP-002-03
BDP-003-03
BDP-004-03
BDP-005-05
BJE-001-13
BOX BEAM BEARING DETAILS
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
RETAINING WALL GRAVITY TYPE NON-REINFORCED
RGX-200-01 ONE POINT PROCTOR FAMILY OF CURVES
RGX-002-09
BDP-006-04 BOX BEAM B12 & CB12 DETAILS
SEPIA 009
SEPIA 010
TREATMENT OF EMBANKMENT AT END BENTS
TREATMENT OF EMBANKMENT 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
2006105
MINUTES
MINUTES
36
49
38
4086
37
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ACTIVE SEPIAS
PREPARED BY
OHIO
2-10015
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.27867
Current Interims.2017 AASHTO LRFD Bridge Design Specifications with
STATE HIGHWAY ENGINEER
PROJECT MANAGER
RECOMMENDED BY:
DATE:
DATE:
PLAN APPROVED BY:
LOCATION MAP
INDEX OF SHEETSSheet No. Description
PLAN SHEET
PROFILE SHEET
GENERAL NOTES
LAYOUT SHEET
TYPICAL SECTION
PILE RECORD
PILE END BENTS 1&2
MAINTENANCE OF TRAFFIC
R3
R4
S1
S2
S3
S4
S5
S6
TYPICAL SECTION SHEET
TITLE SHEET
COUNTY OF ITEM NO. SHEET NO.
OHIO 2-10015 R1
CONTRACT COMPLETION DATE AND LIQUIDATED DAMAGES
TRAFFIC CONTROL
PLACING BRIDGE OVERLAY APPROACH PAVEMENT
PORTABLE CHANGEABLE MESSAGE SIGNS
EROSION PREVENTION AND SEDIMENT CONTROL
SPECIAL NOTES
SPECIAL PROVISIONS
SPECIFICATIONS
TRANSPORTATION CABINETDEPARTMENT OF HIGHWAYS
STA. 1+62.28BRANCH OF SOUTH FORK PANTHER CREEK
ROCKY CREEK LANE (CR 1083) OVEROHIO COUNTY
SEPIA 031ANCHOR
GUARDRAIL END TREATMENT TYPE 7 ALTERNATE
BPS-003-09 HP12X53 STEEL PILE
EXISTING BRIDGE ID: 092C00097N
BRIDGE DEMOLITION
RBR-005-11
RBM-115-10 CONCRETE BARRIER WALL TYPE 9T (TEMPORARY)
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
8’-0" to 15’-3" 7’-6" to 15’-3"
EX. R/
W
2:1
5’
Detail "B"
Detail "B"
Non-ReinforcedGravity TypeRetaining Wall
3
3
excavation is incidental to concrete class B
Location to be determined by the field engineer and
BRIDGE TYPICAL SECTION
15’-3’’ 15’-3’’
30’-6’’9’’
32’-0’’
9’’
P/G
CL Bridge
2%2%
2’-0’’
8~CB12 Box Beams @ 4’-0" = 28’-0’’
2’-0’’
Co
nc. Sla
b5’’ Cla
ss "A
A"
and Sepia 035.Std. Dwg. BDP-005-05Railing System Type II. See5’
TYPICAL SECTIONS AND LEGEND
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COUNTY OF ITEM NO. SHEET NO.
OHIO 2-10015 R2
ROCKY CREEK LANE (CR 1083) OVER
BRANCH OF SOUTH FORK PANTHER CREEKNTS
PREPARED BY
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0’ 40’ 80’20’
elevation of CP #1 (437.26’)utilizing the KYCORS RTN Network and were adjusted by a 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
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
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.
width end bent construction.
temporary shoring, sheeting, steel traffic plates as needed to maintain traffic and allow partial
information provided within the plans and specifications. The contractor shall provide
use the minimum lap splice lengths or KYTC approved mechanical couplers in accordance with
a minimum of 2" cover to the nearest stirrup reinforcing bar. The contractor has the option to
joints on the endbents shall be located to provide minimum of 1’-0" cover from pile edges, and
extent of partial demolition of the existing bridge structure. The location of the construction
plans for phasing scheme. Endbents and deck exact partial widths shall be dependant on the
Partial Width Construction: Project requires phased partial width construction. Refer to MOT
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 1215 S.F. It is the responsibility of the
Beveled Edges: All exposed edges shall be beveled �", unless otherwise shown.
(CR 10
83)
RO
CK
Y
CR
EE
K
LA
NE
MA
GA
N
RD.
2:1 N
ormal
Detail
Toe of Slope
Line
Ground
2’-0"
2’-
0"
2’-
0"
0.72%
Ele
v 437.33
Ditch4
35
435
435
435
435
435
TE
L J
B
Datum Line424
426
428
430
432
434
436
438
440
442
2+00
1+00
WM
BRANCH OF SOUTH FORK PANTHER CREEK
1.16%
PVI 2
+02.73
Ele
v 436.16
PVI 1+
45.53
PVI 1+
79.03
-5.94%
4609
007.
8337
4768
9.24
0+85.
26PC
e= NC
E= 9.42’
R= 45.00’
L= 53.74’
T= 30.60’
E= 4609038.42
N= 3747688.44
P.I. Sta= 1+15.86
1+15.86
PC
4609050.41
3747716.59
1+39.01
PT
4609087.37
3747803.34
2+33.30
PO
E
Existing R/W
DITCH
Ele
v 437.57
PA
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EE
K
BR
AN
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OF S
OU
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OR
K
DEAD END (Residents Only)
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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
2-10015
S. Weber M. Vickers
C. Quinn M. Vickers
OHIO
CR1083
LAYOUT
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ELEVATION
PLAN
! Magan Rd.
Sta. 1+79.03
End Bridge
30’-6" Bridge Roadway Width - 0° Skew
Live Load 1.25 x HL-93 (KY HL-93)
32’-0" Single Span CB12 PPC Box Beam
! Bridge
33’-6" Out to Out
32’-0" ! Brg. to ! Brg.
(Superstructure Not Shown)
Type 1
Geotextile Fabric
Stone Rip-Rap over
2’-0" Thick Cyclopean
(Remove)
Abutment
Existing
Elev. 435.70
Low Bridge Seat
Elev. 434.70
Pile Cutoff
2
11
2Elev. 435.47
Low Bridge Seat
Elev. 434.47
Pile Cutoff
Stone Rip-Rap (Typ.)
Limits of Cyclopean
Sta. 1+45.53
Begin Bridge
Local Tangent
Relocate
433.97
Elev.
Berm
434.20
Elev.
Berm
E=4609053.26
N=3747723.28
Sta. 1+46.28
! Brg. E.B.#1
E=4609065.80
N=3747752.72
Sta. 1+78.28
! Brg. E.B.#2
Wall
Gravity
Ex. Ground Line
End Bent #1 End Bent #2
3’-0" Berm (Typ.)
Width (Typ.)3’-0" Berm
(Fix)(Fix)
2%2%
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
BRANCH OF SOUTH FORK PANTHER CREEK
TYPICAL SECTION
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
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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
2-10015
S. Weber M. Vickers
C. Quinn M. Vickers
OHIO
CR1083
TYPICAL SECTION
S3
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#5 Bars @ 12" Max. Spacing
6’-0" Parabolic Crown
32’-0"
30’-6"9" 9"
15’-3"15’-3"
P/G
! Bridge
"AA" Conc.5" Slab Class
Clr.2�"
Max. Spacing#5 Bar @ 12"
Note: All Slab Reinf. to be Epoxy Coated
Rustication Groove
8~CB12 Box Beams @ 4’-0" = 32’-0"
End of Bridge
Mastic Tape
of Abut.
Back Face
! Bearing
Armored Edge
9" 9"
1�" +/-
Loop
and Sepia 035Std. Dwg. BDP-005-05Railing System Type II. See
Longitudinal Deck Bar.a Minimum of 3" Clear Cover to the NearestLongitudinal Construction Joint Shall ProvideLap Splice Length for #5 Deck Bars is 2’-5". (or Mechanically Coupled). Mininum Required#5 Transverse Deck Bars to be Lap SplicedPhased Partial Width Construction Requires
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
9
10
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:
DRIVING CRITERIA: Drive point bearing piles to practical refusal.
Frankfort, KY 40622
200 Mero Street
3rd Floor East
Director, Division of Structural Design
Kentucky Transportation Cabinet
3’ -6�
" 4 Spa.
@ 8’-
0"
= 32’ -0"
3’ -6�
"
3’ -6�
" 4 Spa.
@ 8’-
0"
= 32’ -0"
3’ -6�
"
90°0’0"
PILE LAYOUT
103
103
103
103
103
103
103
103
103
103
434.47
434.70
39’ -1"
! Brg. E.B.#1
! Brg. E.B.#2
Ahead
! Bridge
Local Tangent
434.47
434.47
434.47
434.47
434.70
434.70
434.70
434.70
Use HP 12x53 in accordance with BPS-003, c.e.
Pile #1
Pile #2
Pile #3
Pile #4 Pile #9
Pile #10
Pile #8
Pile #6
Pile #7
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 27 foot-kips will be required to drive 12x53 steel H-piles to practical refusalA diesel pile driving hammer with a rated energy between 15 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
Pile #5 (Test Pile)
Driving Criteria and Pile Notes
Drive additional production and test piles if directed by the Engineer.specified for practical refusal is required to further advance the pile. Engineer will determine if more blows than the average driving resistance boulder before the pile is advanced to the depth anticipated, the encountered because of dense strata or an obstruction, such as a visibly yields or becomes damaged during driving. If hard driving is subsurface data sheet(s). Immediately cease driving operations if the pile resistances specifed above and to depths determined by test pile(s) and 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
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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
2-10015
S. Weber M. Vickers
C. Quinn M. Vickers
OHIO
CR1083 BRANCH OF S. FORK PANTHER CREEK
PILE RECORD
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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
"A" 2’-0"
"B"~A1 @ "C" = "D"
A2 A3
6"
1’-6"
3’-
0"
"WV"
"WX"
A5
A6
about this !
reinforcement symetrical
All dimension and
! Bridge
A5 or A6
Trim A4-A6 bars as necessary.
NOTE:
3’-
0"
! Brg. & ! Cap
="F" (Typ.)
"E"~A1 @ 12"
PLAN
ELEVATION
5~A2 as shown
1’-6"
3’-0"
1"
4~A2 Eq. Spa.
B
A
A
B
3’-
0"
5~A2 as shown
3’-
0"
1’-6"
3’-0"
1"
4~A2 Eq. Spa.
Em
b.
Min.
1’-6"
9"
SECTION B-B
SECTION A-A
! Brg. & ! Cap
! Brg. & ! Cap
3" cl.
A6
= "H"
"G"~A4 @ 12"
3" cl.
3" cl.
90°
Varie
s
A4
A4
6"
+
SD
H
6"
+
SD
H(If necessary)
Field Bend
"PE" "PE"
*WL
*16’-0�" (32’ bridge width)
*12’-0�" (24’ bridge width)
*8’-0�" (16’ bridge width)
rolled beam superstructure
*Adjust 9" as necessary for
"L"
joint material (Typ.)
�" expansion
(Ty
p.)
2’-
0"
*"WL"
*"WU"
16
A B C D E F G
3�" 4 2’-3" 7 6’-0" 3
H
2’-0"
WL
3’-6"
WU WV WXL
23’-1"
J
MARK TYPE NO. SIZE LENGTH
A1e 22 5 11- 0
A2e Str. 9 8 22- 9
14s
A3e Str. 4 5 22- 9
A1e 24 5 11- 0
A2e Str. 9 8 25- 5
14s
A3e Str. 4 5 25- 5
A1e 29 5 11- 0
A2e Str. 9 8 30- 5
14s
A3e Str. 4 5 30- 5
WIDTH
BRIDGE
0
24
32
2�" 3 1’-2" 6 5’-0" 5 4’-0"
4�" 4 2’-0" 7 6’-0" 7 6’-0"
7"
8"
4’-10"
7’-4" 3’-3" 4’-1" 2’-1"
25’-9"
30’-9"
0
H1 92
H2
H3 107
87
SIZE TONS
97
122
99
133
PILE LOAD
9" 0
0
3�" 4 2’-3" 7 6’-0" 3 2’-0" 3’-6"31’-1"2 09" 0
4’-10"
7’-4"
3’-6"
4’-10"
7’-4"
3’-3" 4’-1" 2’-1"
00
3’-3" 4’-1" 2’-1"
00
00
33’-9"
38’-9"
39’-1"
41’-9"
46’-9"
2
3
4
3
4
2
3
4
5 4’-0"
7 6’-0"
5 4’-0"
7 6’-0"
3 2’-0"
6 5’-0"
7 6’-0"
7 6’-0"
6 5’-0"
7 6’-0"
3 1’-8"2�" 10"
4�" 4 2’-0"8"
3�" 4 2’-3"9"
4�" 4 2’-0"8"
4�" 4 2’-0"8"
16’-0" BRIDGE WIDTH
MARK TYPE NO. SIZE LENGTH
A1e 29 5 11- 0
A2e Str. 9 8 30- 9
14s
A3e Str. 4 5 30- 9
A1e 30 5 11- 0
A2e Str. 9 8 33- 5
14s
A3e Str. 4 5 33- 5
A1e 36 5 11- 0
A2e Str. 9 8 38- 5
14s
A3e Str. 4 5 38- 5
24’-0" BRIDGE WIDTH
MARK TYPE NO. SIZE LENGTH
A1e 36 5 11- 0
A2e* Str. 9* 8*
14s
Str.
A1e 38 5 11- 0
A2e Str. 9 8 41- 5
14s
A3e Str. 4 5 41- 5
A1e 43 5 11- 0
A2e Str. 9 8 46- 5
14s
A3e Str. 4 5 46- 5
32’-0" BRIDGE WIDTH
DIMENSIONS
A4e Str. 28 5
A5e Str. 16 5 7- 0
A6e Str. 4 6 7- 5
5-11
A4e Str. 20 5
A5e Str. 12 5 4- 6
A6e Str. 4 6 4- 6
4- 8
A4e Str. 12 5
A5e Str. 8 5 3- 2
A6e Str. 4 6 3- 2
4- 0
MARK TYPE NO. SIZE LENGTH
CAP BILL OF REINFORCEMENT
REINFORCEMENT
WING BILL OF
QUANTITIES
CONCRETE (C.Y.) STEEL (LBS.)
H1
H2
H3
H1
H2
H3
H1
H2
H3
2~A3 e.f. @ eq. spa.
2~A3 e.f. @ eq. spa.
(e.f.)
@ e
q. spa.
"J"~
A5
3’-6"
4’-10"
3’-6"
4’-10"
3’-6"
4’-10"
A1
A1
+(haunch+slab) [if applicable]
SDH = Beam+Pad Height
SUPERSTRUCTURE HEIGHT
12" SDH 27"
27" SDH 35"
35" SDH 50"
No. of Piles @ "PS" = "PL"
"L/2"
103
109
End Bent
Back Face of
9.8
12.2
16.8
12.4
14.8
19.4
15.1
17.5
22.1
1175
1527
1297
1469
1833
1787
2139
CAP BILL OF REINFORCEMENT
3
4
4
PS PL
8’-0"
PE
3’-6�" 16’-0"
2’-4�" 7’-0" 21’-0"
3’-4�" 8’-0" 24’-0"
5
5
4
6
6
5
3’-6�" 8’-0" 24’-0"
28’-0"7’-0"2’-10�"
3’-4�" 8’-0" 32’-0"
3’-6�" 8’-0" 32’-0"
3’-4�" 7’-0" 35’-0"
40’-0"8’-0"3’-4�"
PILES
NO.
(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~
seats with rolled steel beams to maintain proper roadway slope.
Slope cap as necessary with side by side box beams and step cap
NOTE:
(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"
A3e** 4** 5**
38- 9*
38- 9**
991
1604***
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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
2-10015
S. Weber M. Vickers
C. Quinn M. Vickers
OHIO
CR1083 BRANCH OF S. FORK PANTHER CREEK
PILE END BENTS 1 & 2
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use of KYTC approved mechanical couplers.
cover splice lengths required for partial width construction in lieu of the optional
quantities for project have an additional quantity of steel reinforcment included to
***Steel quantity shown here is for single end bent full width constuction. Bid tab
in the contractor’s bid.
for A3e bars shall be 2’-5", accounted for on shop drawings, and included
use of KYTC approved mechanical couplers). The minimum lap splice length
lengths adjusted accordingly to account for lap splices (or the optional
width construction is required for project. Bar counts shall be doubled and
**A3e bar counts and length shown here assume full width construction. Partial
in the contractor’s bid.
for A2e bars shall be 4’-9", accounted for on shop drawings, and included
use of KYTC approved mechanical couplers). The minimum lap splice length
lengths adjusted accordingly to account for lap splices (or the optional
width construction is required for project. Bar counts shall be doubled and
*A2e bar counts and length shown here assume full width construction. Partial
PARTIAL WIDTH CONSTRUCTION STEEL REINFORCEMENT NOTES:
damaged piling.
encountering excessive blow counts or damaging the pile. Contractor shall be responsible for all
10) Contractor shall provide a hammer capable of driving the piling to refusal or capacity without
is required in all circumstances.
must be driven to 10’ below stream bed or to refusal on bedrock. A minimum pile length of 10’
9) Piles must be driven 10’ into existing ground or to refusal on bedrock. Piles at wet crossings
8) Pile load given is Factored Strength Load.
(Pile Load/0.4) using the Gates Method.
7) Piles driven to rock must be driven to Refusal. Friction Piles must be driven to
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:
31’-2�"
2%
P/G
CL Bridge
2%2%
32’-0"
30’-6"9"
15’-3" 15’-3"
9"
2’-0"8~CB12 Box Beams @ 4’-0" = 28’-0"
2’-0"
12’-3"
2’-3"
9"
31’-2�"
1’-7�"3’-8�"18’-5�"7’-5"
1’-7�"
12’-3"2’-3"
9"
16’-0"
1’-7�"3’-8�"18’-5�"7’-5"
1’-7�"
2%
12’-3"2’-3"
9"
16’-0"
C
BridgeL Existing
C
BridgeL Existing
C
BridgeL Existing
C
BridgeL Existing
C
BridgeL Existing
and Sepia 035See Std. Dwg. BDP-005-05 Railing System Type II.
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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
2-10015
S.Weber M. Vickers
S.Weber M. Vickers
OHIO
CR 1083 BRANCH OF S. FORK PANTHER CR.
M.O.T
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EXISTING TYPICAL SECTION
NOTE: FIELD VERIFY EXISTING DIMENSION
PHASE 1
PHASE 2
PHASE 3
(SINGLE LANE)
TRAFFIC FLOW
2. DEMOLISH REMAINING EXISTING BRIDGE
1. SHIFT TRAFFIC TO PROPOSED BRIDGE. (ONE LANE)
PHASE 4
(SINGLE LANE)
TRAFFIC FLOW
2. REMOVE TEMP BARRIER AND OPEN BRIDGE TO TRAFFIC
1. CONSTRUCT REMAINING PORTION OF BRIDGE.
37’-7�"
(SINGLE LANE)
TRAFFIC FLOW
19’-6" MIN.
6’-0"
(SHOULDER)
10’-6" MIN.2’-3"
9"
(SINGLE LANE)
TRAFFIC FLOW
19’-6" MIN.
6’-0"
(SHOULDER)
10’-6" MIN.2’-3"
9"
INITIATE AT THE JUNCTURE OF TWO EXISTING PIPE BEAMS.
4. REMOVE HATCHED AREA. CARE SHALL BE TAKEN AND REMOVAL SHALL
6’ SHOULDER ACROSS.
3. ADD DGA TO RIGHT SIDE AS NEEDED TO MAINTAIN 10’-6" MIN ROADWAY AND
2. INSTALL WALL TYPE 9T BARRIER.
INCIDENTAL TO MAINTENANCE OF TRAFFIC
1. BRACE EXISTING STRUCTURE THAT IS NOT BEING REMOVED. BRACING TO BE
AND CAP STEEL) OR UTILIZE KYTC APPROVED MECHANICAL COUPLERS.
5. CONTRACTOR HAS THE OPTION TO USE THE MINIMUM LAP SPLICE LENGTHS (BEND
TRAFFIC).
PLATES AS NEEDED TO MAINTAIN TRAFFIC (INCIDENTAL TO MAINTENANCE OF
4. CONTRACTOR SHALL PROVIDE TEMPORARY SHORING/SHEETING/STEEL TRAFFIC
AND A MINIMUM OF 2" COVER TO THE NEAREST STIRRUP REINFORCING BAR.
LOCATED TO PROVIDE MINIMUM OF 1’-0" COVER FROM THE NEAREST PILE EDGE,
3. CONSTRUCTION JOINTS FOR PARTIAL WIDTHS OF END BENTS 1 & 2 SHALL BE
EXISTING ALIGNMENT PER PLANS.)
2. CONSTRUCT 16’ (4 BOX BEAM WIDTHS) OF PROPOSED BRIDGE. (SHIFTED FROM
