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www.aecom.comLouisville, KY 40202-4251Suite 1600500 West Jefferson StreetAECOM

DRAWING NO.

SHEET NO.

Commonwealth of Kentucky

DEPARTMENT OF HIGHWAYSCOUNTY

ROUTE CROSSING

PREPARED BY

DETAILED BY:

DESIGNED BY:

DATE: CHECKED BY

REVISION DATE

OHIO RIVER

E-S

HE

ET

NA

ME:

Micro

Statio

n v8.11.7.443 KENTON

KY-17

ITEM NUMBER

6-1097

5/29/2020

28345

C. KLUSMAN

C. KLUSMAN K. KUTNER

S1

Substr

ucture

Superstructure

BRIDGE TOTALS

UNIT

ITEM

BID

ESTIMATE OF QUANTITIES

C.Y. C.Y. C.Y. C.Y.

SPECIAL NOTE #

TRANSPORTATION CABINETDEPARTMENT OF HIGHWAYS

CO

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INDEX OF SHEETSSheet No. Description

SPECIAL PROVISIONS

STANDARD DRAWINGS

SPECIFICATIONS

S1

with Current Interims.

AASHTO LRFD Bridge Construction Specifications

S2

S3

TITLE

TITLE

Construction (Current Edition)

Standard Specifications for Road and Bridge

Plans Prepared By

LAYOUT

MASONRY REPAIR SCHEMES

S7-S14 MASONRY - TOWER ELEVATIONS

S16-S21

S22-S23

MISC. REPAIR DETAILS

S15 ANCHORAGE 1

DECK

S24

NORTH TOWER PARTIAL PLANS29

SOUTH TOWER PARTIAL PLANS30

S31 BRIDGE ROOF PLANS & DETAILS

S32-S33

33

56

6

58

30

2346

GENERAL NOTES

S4

S5

ANCHORAGE 2

SIDEWALK

7

28

S.Y.S.F. L.F. L.S.

K. KUTNER

S6

S25-28

L.F.L.S. EACH L.F. S.F. L.S.L.S. L.S.

REPAIR DETAILS

SPECIAL NOTES

ANCHORAGE 1

ANCHORAGE 2

2 - MASONRY/STONE REPAIRS

3 - CONCRETE REPAIRS

1 - TRAFFIC CONTROL

7 - HOT FLUID-APPLIED WATERPROOFING

8 - WATERPROOF COATING

9 - CONCRETE COATING

12 - ZIPPER BOOT

14 - ARRESTING STEEL CRACKS

15 - METAL ROOFING AND GUTTERS REPAIRS

REPAIR #

BID ITEM CODE 02568 02569 02650 02671 01000 02231 03250 03383 0800108100 08104 08151 23378EC 24423EC24823EC 24824EC 26117EC

- - - - 3 3 3 3 33 3 3

Substr

ucture

Superstructure

BRIDGE TOTALS

UNIT

ITEM

BID

SPECIAL NOTE #

8

8

2

23

32

17

9

3

3

3

3090

142

REPAIR #

BID ITEM CODE

3 4 4 5 5 5 6 7 8 9 10 11 12 13 13 13 13

13 14 14

11 8 - - - - - 12 13 - - - - 14 2 2 2 2 2 11 15 15 11

- - 1 1 1

-

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2

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6 6 6 6 6 9 3

L.F.

6

3 3 3

L.S. L.F.

24982EC

L.S.

3,13

L.S. S.F.

3,13,14

EACH EACH

21173EC

L.F.

20757ED

S.Y. S.F. EACH EACH EACH EACH L.F.

20377EC

L.S.L.S.L.S.L.S.EACHEACHEACHL.S.EACHL.S EACH

24409EC 24981EC

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MASONRY REPAIR QUANTITIES

STAGING

*

See Sheet S4 for Repair Identification Numbers

May

29, 2020

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US

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REP

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PA

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25115EC25101EC 25102EC 25103EC

24522EC*

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25114EC 25104ED 25105ED 25106ED 25107EC 25108ED 25109ED 25109ED

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4 - VERTICAL CONCRETE PATCHING REPAIR

*

**

**

3,4

KY. No. 22558

Craig Raymond Klusman, PE

Plans Prepared By

Sheets S1-S28

Sheets S29-S33

ROEBLING BRIDGE REPAIR

KY-17 OVER OHIO RIVER

KENTON COUNTY

SOUTH TOWER

NORTH TOWER

ANCHORAGE 1

ANCHORAGE 2

ANCHORAGE 3

ANCHORAGE 4

ANCHORAGE 3

ANCHORAGE 4

4 2811 1 1 63 6 58 1 1 3011 2546 2087 1075 229 24900 170 580 221 872 2346457

16 12 681 16 1 8 2 4 1 1 1 55 26 6 3 1 1 1 11 1460 3090 142

1 4

4

4

681216

87222158017059

4 28

1

NORTH TOWER

SOUTH TOWER

650

650

160

15

1060

297

24603229

4

1154

725

152

136

286

181

2332

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5 - EPOXY INJECTION CRACK REPAIR

10 - CONCRETE SEALING

11 - SEALANTS

L.F.

5

3

CR

AC

K

REP

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6 - ANCHORAGE 2 ARCH WATERPROOFING

2,6 6,106,7

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13 - SUSPENDER COLLAR REPAIR

100

100

KY. No. 25099

William Judd, PE

Stamp

S29-S33 for

See Sheets

LB

craig.klusman

Stamp


DRAWING NO.

SHEET NO.



ROUTE CROSSING

PREPARED BY

DETAILED BY:

DESIGNED BY:

DATE: CHECKED BY

REVISION DATE

OHIO RIVER

E-S

HE

ET

NA

ME:

Micro

Statio


KY-17

ITEM NUMBER

6-109728345

K. KUTNER

GENERAL NOTES

S2

60,000 psi=fy

4,000 psi=f’c

3,500 psi=f’c

K. KUTNER C. KLUSMAN

C. KLUSMAN

clerk to determine what utility company have facilities in the area.

KY 811. It may be necessary for the Contractor to contact the county court

excavation with the utility owners, including those whom do not subscribe to

811 One-Call Before-U-Dig (BUD) service. The Contractor must coordinate

owners of underground facilities are not required to be members of the KY

business days prior to excavation. The Contractor should be aware that

utilities. The call is to be placed a minimum of two and no more than ten

one-call system for information on the location of existing underground

BEFORE YOU DIG: The Contractor shall call 1-800-752-6007 to reach KY 811, the

Contractor must restore existing structure in its original condition.

work and prior to allowing traffic back on the existing structure, the

not damage any component of the existing structure. Upon completion of

structure at the time loads are applied. The Contractor shall use caution to

Contractor’s means and methods will not exceed the available capacity of the

shall verify that the structural demands of the applied loads due to

procedures for using them to support construction loads. The Contractor

for the condition of existing structures when developing construction

EXISTING STRUCTURES: The Contractor shall take full responsibility to account

accordance with the Special Note for Maintenance of Traffic.

MAINTENANCE OF TRAFFIC: These bridge repairs are to be constructed in

of highways.

made. Any claims from site conditions will not be honored by the department

Submission of a bid will be considered evidence of this inspection having been

method of performing the work described herein should be investigated.

can be expeditiously performed after a contract is awarded. A suitable

bid and shall be thoroughly familiarized with existing conditions so that work

a thorough inspection of the bridge and the work site prior to submitting a

ON SITE INSPECTION: Each contractor submitting a bid for this work shall make

the Engineer’s attention and adjustments shall be made.

condition of the existing structure, details and dimensions shall be brought to

materials and commencement of construction and any deviation in the

perform thorough surveys and field verifications before ordering of

work but shall be considered tentative and approximate. The Contractor shall

Consequently, they are indicative of the existing structure and the proposed

the existing structure and from field observations and measurements.

pertaining to the existing structure have been obtained from repair plans of

EXISTING STRUCTURE VERIFICATION: Details and dimensions shown on these plans

Division of Structural Design.

consultant shall provide one approved copy of the shop drawings to the

submitted directly from the fabricator or supplier to the consultant. The

specifications, Shop Drawings, with no changes requiring review only shall be

submitted to the consultant through the Contractor. Contrary to the

Fabricator or Supplier, the Shop Drawings reflecting these changes shall be

SHOP DRAWINGS: When any changes in the design plans are proposed by the

required to complete the structure.

structures, phased construction, incidental materials, labor or anything else

shoring, excavations, backfilling, removal of all or parts of existing

bid item most appropriate to the work involved. This may include cofferdams,

construction operations, not otherwise specified, are to be included in the

structure in accordance with the Plans and Specifications. Material, labor, or

COMPLETION OF THE STRUCTURE: The Contractor is required to complete the

specified, are to be considered incidental to the contract.

accordance with the Plans and Specifications. Material or labor, not otherwise

INCIDENTAL ITEMS: The Contractor is required to complete the structure in

BEVELED EDGES: Bevel all exposed edges �", unless otherwise noted.

completed.

existing steel reinforcement shall be incidental to the retrofit item being

EXISTING STEEL REINFORCEMENT: The cost of cutting, bending, and cleaning

designated by suffix (s) in a Bill of Reinforcement.

811.10 of the Standard Specifications. Use stirrup bend diameters for bars

noted. Epoxy coat bars designated by suffix (e) in accordance with Section

center of bars. Clear distance to face of concrete is 2" unless otherwise

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

REINFORCEMENT: Dimensions shown from the face of concrete to bars are to

the Anchorage 2 Arch Slab and backwalls.

Anchorage 1 Bearing Seats, and Repair 8. Class "A" Concrete is to be used for

CONCRETE: Class "AA" Concrete is to be used for the Anchorage 2 Roadway Slab,

For Steel Reinforcement

For Class "AA" Reinforced Concrete

For Class "A" Reinforced Concrete

MATERIALS DESIGN SPECIFICATIONS:

Standard Specifications for Highway Bridges 2002, 17th Edition.

Specifications. All references to the AASHTO specifications are to the AASHTO

Specifications for Road and Bridge Construction with current Supplemental

current edition of the Kentucky Department of Highways Standard

SPECIFICATIONS: All references to the Standard Specifications are to the

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July

16, 2020

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kim

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Kutner

US

ER:

Class B Surface conditions in accordance with AASHTO Specifications.

SLIP CRITICAL CONNECTIONS: Slip critical connections have been designed for

shown on the shop plans.

shall be mechanically zinc coated. Installation details of the DTI’s shall be

(DTI’s) in accordance with the Standard Specifications and ASTM F959. All DTI’s

bolted field connections are to be installed using "direct tension indicators"

Furnish Type 1 (Galvanized) bolts as described in AASHTO M164. All high strength

washers. Open holes shall be �" larger than the diameter of the bolts.

bolted connections shall be ASTM A325 1" diameter high strength bolts, nuts, and

HIGH STRENGTH BOLT CONNECTIONS: Unless otherwise specified on the Plans, all

of fabrication.

approval of the shop drawings, final approval of welding procedure, and start

completed by the Contractor and approved by the Engineer prior to the final

WELDING PROCEDURE: Qualification tests of all welding procedures shall be

the joint specifications.

additions as stated on the plans and Special Provision 4 (08), shall supersede

Specification ANSI/AASHTO/AWS D1.5 Bridge Welding Code". Modification and

WELDING SPECIFICATIONS: All welding and welding materials shall conform to "Joint

welder.

authorization. Field welding if allowed, shall be performed by a certified field

and then only in the manner and at the locations designated in the

the Plans, is to be performed without the written consent of the Designer,

PROHIBITED FIELD WELDING: No welding of any nature, other than indicated on

Covington, Kentucky 41017

P.O. Box 17777

Covington-Cincinnati Suspension Bridge Committee (CCSBC)

Decorative Lighting:

(859) 341-2700

Covington, KY 41017

421 Buttermilk Pike

Kentucky Transportation Cabinet District 6

Roadway Lighting:

lighting, and shall use the following contact information as needed.

The Contractor shall take care to not disturb any roadway or decorative

excavation of material or any other construction activity.

utilities (attached to structure, overhead, or underground) prior to

UTILITIES: The Contractor shall be responsible for locating any and all existing

shall be incidental to the contract.

one inch to facilitate a neat line. The cost of cutting concrete or masonry

concrete or masonry, cut the surface with a concrete saw to a depth of

SAWCUTTING EXISTING CONCRETE OR MASONRY: Prior to the removal of the existing

the specific bid for which this work applies.

this work, including all materials, labor and equipment, is to be incidental to

resin system conforming to Section 826 of the Specifications. The cost of

poured concrete, where indicated on the plans, with a two component epoxy

BONDING CONCRETE TO PREVIOUSLY POURED CONCRETE: Bond concrete to previously

incidental to the Project.

is working over the navigable channel without proper railing. Cost shall be

SAFETY BOAT: A safety boat in the water is required anytime the Contractor

specifications.

addition to any requirement set forth in subsection 107.01.01 of the

flooring as incidental to the contract. This item may be considered in

the Engineer for approval. Consider all phases of furnishing and removing the

computation. Submit the flooring design along with the falsework design to

placed or allowed to fall during construction or demolition in the live load

horizontal surfaces and the weight of any material or equipment that is

using the sum of dead load and live vertical loads. Include 50 psf on

below. If temporary flooring is necessary, the flooring is to be designed

from a fall is compounded by traffic and for protection to river traffic

FALL PROTECTION: Provide flooring for workers in situations where the danger

operations.

schedule of work at least 10 days prior to the commencement of any field

The Contractor must advise the Coast Guard of the Contractor’s proposed

construction.

from stream, and maintenance of existing navigational traffic during

include but is not limited to methods for containing debris, debris removal

work plan for performing work over the Ohio River. This work plan shall

Contractor shall submit to the Department (for submittal to the Coast Guard) a

At least 30 days in advance of beginning construction, the successful

is clear of the bridge area.

approaching river traffic. This work shall not resume until the river traffic

the structural elements beneath the bridge deck shall cease when there is

involving the removal of the existing bridge deck or installation or removal of

throughout the term of the project shall be a prime consideration. All work

RIVER NAVIGATION: Continuous maintenance and safety of river navigation

stockpiling of materials.

scaffolding. At no time may the Contractor utilize the bridge deck for the

bridge (11 tons) for access, construction equipment, material deliveries, and/or

LOAD POSTING: The Contractor must adhere to the posted load limit of the

hosting and recording the meetings is incidental to the project.

partners within two business days following the meeting. The cost for

Contractor shall record the minutes of each meeting and distribute to all

Meetings shall be held on-site or at an alternative agreed upon location. The

and host project meetings bi-weekly during the duration of the project.

PROJECT MEETINGS: Contrary to Section 105.06, the Contractor is to schedule

different than the estimate.

appropriately. No payment adjustments will be made if the actual quantity is

responsibility of the Contractor to verify this estimate and bid

CONCRETE COATING: Concrete coating is estimated at 2572 SF. It is the

from the Contractor’s actions.

expense for any and all damages to the structure, should such damage result

DAMAGE TO THE STRUCTURE: The Contractor shall bear full responsibility and

property of the Contractor and shall be removed from the right-of-way.

mortar, and asphalt overlay removed from the bridge shall become the

DISPOSAL OF MATERIALS: All structural steel, deteriorated masonry, concrete,

other actions on the existing steel.

all necessary protective measures when removing, cutting, or performing any

sandblastings and painting of the bridge. The Contractor is advised to take

LEAD PAINT: Residual lead paint may still be on the bridge, even after previous

or delivery shall be incidental to that Item.

Any painting necessary to touch-up or repair areas damaged during storage

steel members.

Treated lumber or timber shall not be allowed to come in contact with the

with the web in the upright position.

be placed on clean, untreated, wood timbers. Plate girders shall be stored

on metal supports. For periods of storage up to three months, members may

If stored for periods longer than three months, the members must be placed

rainwater, and dew.

must be above ground and sloped to allow free drainage of melted snow,

as grease, oil, mortar, concrete, chalk, crayon, paint, and dirt. All storage

such a manner as to be kept free and clean of all foreign substances such

Members shall be stored in the fabrication shop or on the project site in

using softeners and slings instead of chokers and chains.

damage to the blast cleaned profile of the steel. Members shall be handled

dented, or allowed to rub against other members which would result in

HANDLING AND STORING OF STEEL MEMBERS: Steel members must not be gouged,

Paint or wax based crayons shall not be used for marking.

Engineer.

concrete. Marking methods and locations are subject to approval of the

in an area of the completed member which will be encased or covered with

tags, soapstone, or some other readily removable material, or shall be marked

markings for steel plates, shapes, or fabricated members shall be by metal

IDENTIFICATION MARKING OF STEEL MEMBERS: Steel mill and fabricator identification

1� inches, frequency of testing shall be (P).

current edition, utilizing (H) frequency testing. When plate thickness exceeds

Sampling and testing procedures shall be in accordance with AASHTO T243,

High Strength Structural Steel Grade 50 ASTM A709

High Strength Bolts, Nuts, and Washers M164, Type 1 (Galvanized)

materials furnished

MATERIAL: ASTM or AASHTO Specifications as designated below shall govern the

7/16/2020


DRAWING NO.

SHEET NO.



ROUTE CROSSING

PREPARED BY

DETAILED BY:

DESIGNED BY:

DATE: CHECKED BY

REVISION DATE

OHIO RIVER

E-S

HE

ET

NA

ME:

Micro

Statio


KY-17

ITEM NUMBER

6-1097

5/29/2020

28345

C. KLUSMAN


K. KUTNER

Cincinnati

by the City of

this image is owned

All property shown in

S3

COVINGTON NOTES:

CINCINNATI NOTES:

STAGING NOTES:

STAGING

May

29, 2020

DA

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kim

berly.

Kutner

US

ER:

ROEBLING POTENTIAL GROUND STAGING AREAS

acceptable by the City of Cincinnati and at no additional cost to the Department.

Damage to the park facilities will be repaired by the Contractor to a condition

facilities. Contractor shall avoid placing materials or equipment on the park grass.

The Contractor shall use all measures necessary to avoid damage to the park 4.

Bridge. Maintain pedestrian access across the bridge during construction.

Anchorage 2 that leads to the open sidewalk for pedestrians to cross the Roebling

Throughout construction, the Contractor shall maintain access to the staircase at 3.

(513) 357-2604

CINCINNATI, OH 45202

950 EDEN PARK DRIVE

[email protected]

CYNTHIA WITTE

CINCINNATI PARKS

(513) 352-3243

CINCINNATI, OH 45202

801 PLUM ST

CITY OF CINCINNATI

and Cincinnati Parks.

The Contractor shall coordinate construction activities with the City of Cincinnati 2.

acquire a ROE permit. Permit process will take approximately 1 month.

The Contractor in responsible for contacting Cynthia Witte with Cincinnati Parks to 1.

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(Typ.)

Boundaries

Property

Mike Fink Lot

Greenup

Street

utilize Mike Fink Lot (flooding must be considered) and the end of Greenup Street.

The Contractor is responsible for coordinating with the City of Covington to 3.

use this area for staging.

the vicinity of the Roebling bridge. Due to these updates, the Contractor may not

The City of Covington is in the process of revitalizing the Kentucky waterfront in 2.

(859) 292-2160

COVINGTON, KY 41011

20 WEST PIKE ST

CITY OF COVINGTON

The Contractor shall coordinate construction activities with the City of Covington. 1.

revitalization in progress

Covington waterfront

Potential Ground Staging Areas

All work areas shall be properly fenced off to prevent public access. 2.

public areas.

for acquiring written approval from the agencies listed below to utilize these

Potential ground staging areas are shown herein. The Contractor is responsible 1.

KY Approach


DRAWING NO.

SHEET NO.



ROUTE CROSSING

PREPARED BY

DETAILED BY:

DESIGNED BY:

DATE: CHECKED BY

REVISION DATE

OHIO RIVER

E-S

HE

ET

NA

ME:

Micro

Statio


KY-17

ITEM NUMBER

6-1097

5/29/2020

28345

C. KLUSMAN


ELEVATION

PLAN

1

NORTH TOWER SOUTH TOWER

OHIO RIVER

TO CINCINNATI TO COVINGTON

2

3

4

5

6

7

8

9

S4

6

5 5 5

4

10

11

12

12

9

8

13

1 2 3 4 5 6

L5

L10

L15

L25

L30

L35

L40

L45

L50

L54’

Span Length

Span No. Spans #1-6

161’-11"

Anch.1

71’-0"

Span #7

70’-3"

Anch.2

85’-5"

Span #8

295’-0"

Span #9

1056’-5"

Span #10

291’-6"

Anch.3

70’-6"

Anch.4

60’-0"

2 3

13

LAYOUT

14

11

7

1110

14 15 6 13 14 15

15

16 1616

Upstream

Downstream

Ohio

Riv

er

K. KUTNER

16

888

8 8 8 8

REPAIR IDENTIFICATION NUMBERS:

L50’

L45’

L40’

L35’

L30’

L25’

L15’

L10’

L5’

May

29, 2020

DA

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kim

berly.

Kutner

US

ER:

Anchorage House Roof Repairs (S29-S33)

Turret Roof Repairs (S29-S33)

Tower Roof Drainage Repairs (S29-S33)

Tower Roof & Tower Handrail Repairs (S29-S33)

Stay Cable Connection Plate Crack Repair @ Upstream U29’ (S28)

Handrail Splice Replacement at Upstream FB22’ (S28)

Approach Handrail Repair (S28)

Truss Bearing Anchor Bolt Retrofit - Anchorage 2 (S27)

Anchor Bolt Retrofit - Towers (S26)

Suspender Collar Repair @ Downstream PP30 (S26)

Waterproofing Zipper Boot Retrofit (S25)

Sidewalk Repairs (S24)

Steel Grid Deck Repairs (S22 - S23)

Anchorage 2 Restoration (S16 - S21)

Anchorage 1 South Elevation Repair (S15)

Tower Masonry Repairs (S7 - S14)

DO

CU

ME

NT

S\

GE

NE

RA

L\900_

CA

D_

GIS\

S004_28345_S4_

LA

YO

UT.

DG

N

C:\

US

ER

S\

KI

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ER

LY.

MEIC

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EB

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BILIT

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N -

FIL

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NA

ME:


DRAWING NO.

SHEET NO.



ROUTE CROSSING

PREPARED BY

DETAILED BY:

DESIGNED BY:

DATE: CHECKED BY

REVISION DATE

OHIO RIVER

E-S

HE

ET

NA

ME:

Micro

Statio


KY-17

ITEM NUMBER

6-1097

5/29/2020

28345

C. KLUSMAN


MASONRY REPAIR SCHEMES

MASONRY REPAIR GENERAL NOTES:

REPAIR D - MASONRY CRACK REPAIR:

EXISTING MASONRY CONDITIONS

TYPICAL MASONRY REPAIRS

REPAIR A - REMOVAL OF DETERIORATED MASONRY:

A

(Less than 4" Deep)

Debonded Masonry

C

B

D

C

B

6" Min. Cover

6"

Min. Co

ver

(Greater than 4" Deep)

Deep Delamination or Spall

C

B

Face of Sound Masonry

D

D Cracks

Masonry

Delamination

Shallow Stone

A

A

Proposed Masonry Facing

~8" Max. Spacing

~8"

Max. Spacin

g

Proposed Masonry Facing

Dutchman Repair

A

(1" Min to 4" Max.)

Fill Void with Grout

3"

Min.

Co

ver

3" Min.

Cover

S5

E

E

K. KUTNER

�" to

1"

Mortar to Remain

Existing Sound

Stone to Remain

Existing Masonry

1" Min. Depth

to ~2�"

Varies up

SECTION A-A

necessary to complete the work.

This work includes the furnishing of all material, equipment, tools, labor, and incidentals 3.

Engineer.

Masonry repairs shall be performed as directed by, and to the satisfaction of the 2.

Contractor shall work this sheet with the Special Note for Masonry/Stone Repairs.1.

E

(Typ.)

Existing Joints

REPAIR C - DUTCHMAN REPAIR:

(�" Max.) (Typ.)

Mortar Lift

Masonry Throughout

Removal of DeterioratedDutchman Repair

necessary. Deeper areas to be repaired per Repairs B and C, as described below.

falling on workers or pedestrians below. For areas less than 1" deep, no further action is

satisfaction of the Engineer. Care must be taken to prevent pieces of masonry from

masonry blocks shall be removed until sound masonry surface is reached to the

Throughout masonry project limits, all damaged, chipped, and deteriorated portions of 1.

Repair

Masonry Crack

masonry surface of any excess grout to provide a smooth finish.

Remove all loose material prior to grouting. Inject grout and fill the cracks. Clean the 2.

Cracks �" wide or greater shall be grouted. Crack depth shall be fully injected.1.

(Typ.)

Joints

Masonry

Repoint

REPAIR E - REPOINT MASONRY JOINTS:

Joints (Typ.)

Repoint Masonry

REPOINT DETAIL

Repair

Crack

Masonry

REPAIR B - MASONRY PATCHING REPAIR:

Masonry Patching Repair

Patching Repair

Masonry

Repointing Method: 3.

Masonry/Stone Repairs.

properties in accordance with the Special Note for

color, texture, and tooling, but also in physical

stone as closely as possible, not only in appearance,

Mortar compounds must adhere to and match the 2.

Repoint all joints throughout masonry project limits.1.

3" Min. Masonry Facing6" Min. Embedment

(Typ.)

1�" Min. Cover

4" Min. Embedment

Masonry/Stone Repairs.

deep. Refer to the Special Note for

Provide new mortar in maximum lifts of �" 3.

mortar.

Clean and wet areas of stone to receive new 2.

shall not damage stone or widen joint.

encountered. Minimum depth of 1". Contractor

Saw cut existing mortar until sound mortar is 1.

May

29, 2020

DA

TE P

LO

TT

ED:

kim

berly.

Kutner

US

ER:

DO

CU

ME

NT

S\

GE

NE

RA

L\900_

CA

D_

GIS\

S005_28345_S5_

MA

SO

NR

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REP

AIR

SC

HE

MES.

DG

N

C:\

US

ER

S\

KI

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BILIT

ATIO

N -

FIL

E

NA

ME:

effort and begin the dutchman repair.

may become deeper than 4". In these cases, the Contractor shall abandon the patching

While locating sound masonry behind debonded or cracked masonry, the defected area 5.

resemble the finish of existing masonry.

patching material flush with the adjacent masonry and trowel the finished surface to

finished surface and penetrate 4" deep into the sound masonry. Fill the cavity with

1’-0" apart. Masonry anchors should have sufficient length to begin 1�" below the

steel threaded rods, embedded 4" min. into sound masonry and spaced approximately

For cases 2" to 4" deep and larger than 1 SF, drill holes and install �" diameter stainless 4.

the finish of existing masonry.

material flush with the adjacent masonry and trowel the finished surface to resemble

For cases less than 2" deep and/or smaller than 1 SF, fill the cavity with patching 3.

patch areas �" deep minimum into rectangular shapes.

Remove all debonded masonry until sound masonry surface is reached. Sawcut edges of 2.

deep. These areas include areas with previous repairs that are debonded.

Masonry patching repair is intended for areas with debonded masonry less than 4" 1.

Anchors (Typ.)

�" Dia. Masonry

Anchors (Typ.)

�" Dia. Masonry

Adhesive Anchor

Fill Holes with Injectable

�" Dia. Masonry Anchors,

Adhesive Anchor

Fill Holes with Injectable

�" Dia. Masonry Anchors,

adjacent to dutchman repair.

anchor. Anchors should penetrate the sound masonry a minimum of 6". Repoint joints

anchors as shown. Fill anchor holes in existing and new masonry with injectable adhesive

proposed masonry facing. Install proposed masonry face with �" diameter masonry

surface to receive the new masonry facing. Inject grout into the void behind the

affected masonry to a rectangular shape and produce a relatively smooth and uniform

Remove all loose masonry until a sound masonry surface is reached. Saw cut the 2.

stone. If spall is greater than 12" deep, Contractor shall consult with the Engineer.

4" deep. In some isolated areas, dutchman repair will be required for an entire masonry

Dutchman repairs are intended for areas with spalls or deep delaminations greater than 1.


DRAWING NO.

SHEET NO.



ROUTE CROSSING

PREPARED BY

DETAILED BY:

DESIGNED BY:

DATE: CHECKED BY

REVISION DATE

OHIO RIVER

E-S

HE

ET

NA

ME:

Micro

Statio


KY-17

ITEM NUMBER

6-1097

5/29/2020

28345

C. KLUSMAN


S6


ELEVATIONLOCATION

DUTCHMAN REPAIR

TOWER

NORTH

TOWER

SOUTH

ANCH. 1

ANCH. 2

B C D

A SF

SF SF LF

TOTALS

K. KUTNER

NO.

SHEET


PLAN 15% ADD’L PLAN 15% ADD’L

65

PLAN 15% ADD’L

NOTES:

44

35

86

10

22

0

0 0

0

17

4

0

0

26

32 5

66

44

37 0

8

15

0

0

2

3

0

0

10

18

0

1583

109

1806 281

126

2087

293

434

1267

2208

191

338

337

500

1458

2546 457392

MASONRY CRACK REPAIRMASONRY PATCHING REPAIR

MASONRY

DETERIORATED

REMOVAL OF

May

29, 2020

DA

TE P

LO

TT

ED:

kim

berly.

Kutner

US

ER:

30 48 8 56 0 6 1 700

25 32 5 37 24 4 28

BID QTY BID QTY BID QTY

S. EL. INT.

S. BARREL

N. BARREL

SOUTH

SOUTH

ROOF RAIL

EAST INT.

WEST INT.

EAST

WEST

SOUTH

NORTH

ROOF RAIL

EAST INT.

WEST INT.

EAST

WEST

SOUTH

NORTH

32

35

15

134

128

88

25

50

84

71

120

322

249

25

13

143

82

126

207

3

82

9

174

141

228

362

4

2

22

13

19

32

1

13

2

27

22

35

55

29

15

165

95

145

239

4

95

11

201

163

263

417

000

13

11

33

31

52

83

15

2

6

17

3

33

40

2

2

5

5

8

13

3

1

1

3

1

5

6

15

13

38

36

60

96

18

3

7

20

4

38

46

3

0

8

1

12

2

0

18

6

0

18

40

74

1

0

2

1

2

1

0

3

1

0

3

6

12

4

0

10

2

14

3

0

21

7

0

21

46

86

DO

CU

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NT

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NE

RA

L\900_

CA

D_

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S006_28345_S6_

MA

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QU

AN

TITIES.

DG

N

C:\

US

ER

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N -

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NA

ME:

S21

S21

S21

S21

S15

S30

S14

S14

S13

S13

S12

S11

S29

S10

S10

S9

S9

S8

S7

the Masonry Repair Schemes.

responsible for evaluating all areas within the Masonry Repair Limits and repairing as necessary per

for Removal of Deteriorated Masonry is lump sum, no adjustments will be made. The Contractor is

The Repair A quantity shown herein reflects field determined areas requiring attention. Payment

The Contractor can expect areas within the Masonry Project Limits with little to no deterioration. 7.

The Contractor shall repoint all masonry joints throughout the Masonry Project Limits (Repair E). 6.

Patching, Dutchman, and Masonry Crack Repairs to the Engineer for acceptance of final quantities

The Contractor shall provide plan sheets showing final repair locations and quantities for Masonry 5.

determination of repair locations and types.

guidance in the field. The Contractor shall work with the Engineer in order to make a final

located per the 2018 in-depth inspection and by using engineering judgement, and should be used as

depth of the defected area. The repair types shown on the masonry elevation sheets have been

spalled masonry (Repair A). Once sound masonry is located, repair the location according to the

Project Limits. Throughout the Masonry Project Limits, the Contractor shall remove delaminated and

The intent of these masonry repairs is for complete masonry restoration within the Masonry 4.

South Tower Railings shall be repaired as directed in Sheets S29-S33.

1 South Face, the underside of the Anchorage 2 arches and Anchorage 2 South Face. The North and

Masonry Project Limits shall be defined as the top 25’-0" of the North and South Towers, Anchorage 3.

Contractor shall repair masonry per the Special Note for Masonry/Stone Repairs and these plans. 2.

an additional quantity shown, which represents 15% of the plan quantity.

’Plan’ quantity represents the quantities shown on the plan sheets herein. The Contractor shall bid 1.


DRAWING NO.

SHEET NO.



ROUTE CROSSING

PREPARED BY

DETAILED BY:

DESIGNED BY:

DATE: CHECKED BY

REVISION DATE

OHIO RIVER

E-S

HE

ET

NA

ME:

Micro

Statio


KY-17

ITEM NUMBER

6-1097

5/29/2020

28345

1865

1

1

1

1 1

2

1

1

2

1

2

2

2

1

11

1

1

1

1

1

1

11

1

1

1

1

1

1

1

1

11

1

1

1

1 1

1

1

11

1

1

1 1

1

1

2

2

2

2

2

2

2

2 2

2

2

22

2

3

3

3

3

3

3

3

3

3

3

3

3

15 4 8010

20

8

4 2

2

2

2

2

66

19*9*11 7

74

16

6

5

1

11

1

51

1

1

1

2

1

2

1

1 1

1

2

1

1 1

1

1

1

2 10

1

2

12*

4

5

4

1

1

1

1

103

5

2

*

5

2

1

1

2

2

1

1

1

1

2

NOTES:

#

#

#

LEGEND:

LOCATION KEY

N. TOWER

S. TOWER

REPAIR 1

Estimated masonry repair quantities are located on Sheet S6.3.

and types.

Contractor shall work with the Engineer in order to make a final determination of repair locations

in-depth inspection. Contractor shall use the information provided herein as guidance in the field.

Repair locations and quantities shown herein are approximate and were taken from the 2018 2.

Contractor shall work this sheet with Sheets S5-S6 and the Special Note for Masonry/Stone Repairs.1.

*Whole Stone

Masonry Crack Repair - Quantity in LF

Dutchman Repair - Quantity in SF

Masonry Patching Repair - Quantity in SF

C. KLUSMAN

K. KUTNER

NORTH TOWER - NORTH ELEVATION

25’-

0"

=

Limit

s of

To

wer

Maso

nry

Re

pair

MASONRY - N. TOWER, N. ELEV.

MASONRY REPAIRS

25’-

0"

=

Limit

s of

To

wer

Maso

nry

Re

pair

S7

K. KUTNER

A. WAGNER

74’-7�" +/-

EA

Re

pair

s

EA

Re

pair

s

to repair anchor locations shall be incidental to the bid item "Masonry Patching Repair".

necessary masonry repair schemes to restore the areas affected by the system anchors. Cost

Contractor shall remove existing debris collection system on the North Tower and use the 4.

Re

pair

s 13-14

Re

pair

s 13-14

May

29, 2020

DA

TE P

LO

TT

ED:

kim

berly.

Kutner

US

ER:

DO

CU

ME

NT

S\

GE

NE

RA

L\900_

CA

D_

GIS\

S007_28345_S7_

MA

SO

NR

Y -

NO

RT

H

TO

WE

R,

NO

RT

H

EL

EV

ATIO

N.

DG

N

C:\

US

ER

S\

KI

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ER

LY.

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DIR

EC

TO

RY\

RO

EB

LIN

G

RE

HA

BILIT

ATIO

N -

FIL

E

NA

ME:


DRAWING NO.

SHEET NO.



ROUTE CROSSING

PREPARED BY

DETAILED BY:

DESIGNED BY:

DATE: CHECKED BY

REVISION DATE

OHIO RIVER

E-S

HE

ET

NA

ME:

Micro

Statio


KY-17

ITEM NUMBER

6-1097

5/29/2020

28345

1

2

1

1

1

1

1

1

1

1

1

1

1

1

2

2

2

1

2

22

4

4

1010

10

1

1

1

4

1

3

3

2

4

1

440

4

20

1

1

4

2 2

153

3

1

1

2

2

11

1

4

1

1

2

1

2

2

1

5

1

1

41

1865

4

12

1

1

1

2

4

11

2

1

4

1 1

3

2

39

6*

1

1

2 1

2

2

2

2

2 2

1

2

1

1

11

1

3

2

NOTES:

#

#

#

LEGEND:

LOCATION KEY

N. TOWER

S. TOWER

REPAIR 1


and types.





*Whole Stone




C. KLUSMAN

K. KUTNER

NORTH TOWER - SOUTH ELEVATION

25’-

0"

=

Limit

s of

To

wer

Maso

nry

Re

pair

MASONRY - N. TOWER, S. ELEV.

MASONRY REPAIRS

25’-

0"

=

Limit

s of

To

wer

Maso

nry

Re

pair

S8

K. KUTNER

A. WAGNER

77’-3�" +/-

EA

Re

pair

s

EA

Re

pair

s

Re

pair

s 13-14

Re

pair

s 13-14

May

29, 2020

DA

TE P

LO

TT

ED:

kim

berly.

Kutner

US

ER:

DO

CU

ME

NT

S\

GE

NE

RA

L\900_

CA

D_

GIS\

S008_28345_S8_

MA

SO

NR

Y -

NO

RT

H

TO

WE

R, S

OU

TH

EL

EV

ATIO

N.

DG

N

C:\

US

ER

S\

KI

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ER

LY.

MEIC

HT

RY\

AE

CO

M

DIR

EC

TO

RY\

RO

EB

LIN

G

RE

HA

BILIT

ATIO

N -

FIL

E

NA

ME:


DRAWING NO.

SHEET NO.



ROUTE CROSSING

PREPARED BY

DETAILED BY:

DESIGNED BY:

DATE: CHECKED BY

REVISION DATE

OHIO RIVER

E-S

HE

ET

NA

ME:

Micro

Statio


KY-17

ITEM NUMBER

6-1097

5/29/2020

28345

NOTES:

#

#

#

LEGEND:

LOCATION KEY

N. TOWER

S. TOWER

REPAIR 1


and types.





*Whole Stone




3

1

1

1

1

1

1

1

1

1

1

1

2

2

2

2

2

2

2

2

22

22

2

2

2

2

5

5

5

5

4

4

5 3

3

3

3

3

30

10* 1

2

8

8

1

1

30

1 1

1

1

1

1

1

1

1

11

1

1

1

1

2

3

2

2

2

22

2

2 3

2 2

2

22

22

2

2

2

2

22

2

2

2

2 1

1

1

12

1

3

3

3

3

3

3

2

3

3

1

1

1

1

1

2

2

4

1

1

2

26

5

22

1

1

1

1 1

1

2

21

2

7

7

11

1

C. KLUSMAN

K. KUTNER

MASONRY REPAIRS

MASONRY - N. TOWER, W./E. ELEV.

NORTH TOWER - WEST ELEVATION

MASONRY REPAIRS

NORTH TOWER - EAST ELEVATION

25’-

0"

=

Limit

s of

To

wer

Maso

nry

Re

pair

LOCATION KEY

25’-

0"

=

Limit

s of

To

wer

Maso

nry

Re

pair

S9

N. TOWER

S. TOWER

K. KUTNER

A. WAGNER

40’-0" +/- 39’-8" +/-

EA

Re

pair

s

EA

Re

pair

s

Re

pair

s 13-14

Re

pair

s 13-14

May

29, 2020

DA

TE P

LO

TT

ED:

kim

berly.

Kutner

US

ER:

DO

CU

ME

NT

S\

GE

NE

RA

L\900_

CA

D_

GIS\

S009_28345_S9_

MA

SO

NR

Y -

NO

RT

H

TO

WE

R,

WES

T

&

EA

ST

EL

EV

ATIO

N.

DG

N

C:\

US

ER

S\

KI

MB

ER

LY.

MEIC

HT

RY\

AE

CO

M

DIR

EC

TO

RY\

RO

EB

LIN

G

RE

HA

BILIT

ATIO

N -

FIL

E

NA

ME:


DRAWING NO.

SHEET NO.



ROUTE CROSSING

PREPARED BY

DETAILED BY:

DESIGNED BY:

DATE: CHECKED BY

REVISION DATE

OHIO RIVER

E-S

HE

ET

NA

ME:

Micro

Statio


KY-17

ITEM NUMBER

6-1097

5/29/2020

28345

1

1 11

1

1

2

22

2

2

2

2 2

10

1

2

22 2

1

2

31

1

13

1

2

25

1

12

1

6

2

1

2

2

5

4

2

2

1

2

2

3

1

1

1

NOTES:

#

#

#

LEGEND:

LOCATION KEY

N. TOWER

S. TOWER

REPAIR 1


and types.





*Whole Stone




C. KLUSMAN

K. KUTNER

25’-

0"

=

Limit

s of

To

wer

Maso

nry

Re

pair

MASONRY REPAIRS MASONRY REPAIRS

25’-

0"

=

Limit

s of

To

wer

Maso

nry

Re

pair

NORTH TOWER - WEST INTERIOR ELEVATION NORTH TOWER - EAST INTERIOR ELEVATION

MASONRY - N. TOWER, INT. ELEV.

LOCATION KEY

N. TOWER

S. TOWER

K. KUTNER

A. WAGNER

S10

7’-1�" +/-7’-0�" +/-6’-7�" +/-6’-7�" +/-

EA

Re

pair

s

EA

Re

pair

s

Re

pair

s 13-14

Re

pair

s 13-14

May

29, 2020

DA

TE P

LO

TT

ED:

kim

berly.

Kutner

US

ER:

DO

CU

ME

NT

S\

GE

NE

RA

L\900_

CA

D_

GIS\

S010

_28345_S10

_M

AS

ON

RY -

NO

RT

H

TO

WE

R, IN

TE

RIO

R

EL

EV

ATIO

NS.

DG

N

C:\

US

ER

S\

KI

MB

ER

LY.

MEIC

HT

RY\

AE

CO

M

DIR

EC

TO

RY\

RO

EB

LIN

G

RE

HA

BILIT

ATIO

N -

FIL

E

NA

ME:


DRAWING NO.

SHEET NO.



ROUTE CROSSING

PREPARED BY

DETAILED BY:

DESIGNED BY:

DATE: CHECKED BY

REVISION DATE

OHIO RIVER

E-S

HE

ET

NA

ME:

Micro

Statio


KY-17

ITEM NUMBER

6-1097

5/29/2020

28345

1

11

1

1

1 11

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

2

2

2 2

2

2

2 2

2

2

2

2

2

2

2

2

2

2

2

2

2

2

2

2

2

3

3

3

3

3

4 4

4

4

1

1 1

1

1

1

1

1 1

1

1

1

1

11

1

2

2

2

2

2

2

22

2

2

2

2

2

7

2

2

10

8

58

3 6

5

1

1

1865

1

1

1

1

2

2

1

12

12

1

62 1

10

1

2

2 1

2

21

2

1

12

6

1

21

1

1

1

1

1

2

1

NOTES:

#

#

#

LEGEND:

LOCATION KEY

N. TOWER

S. TOWER

REPAIR 1


and types.





*Whole Stone




C. KLUSMAN

K. KUTNER

SOUTH TOWER - NORTH ELEVATION

25’-

0"

=

Limit

s of

To

wer

Maso

nry

Re

pair

MASONRY - S. TOWER, N. ELEV.

MASONRY REPAIRS

25’-

0"

=

Limit

s of

To

wer

Maso

nry

Re

pair

A. WAGNER

K. KUTNER

S11

74’-10�" +/-

EA

Re

pair

s

EA

Re

pair

s

Re

pair

s 13-14

Re

pair

s 13-14

May

29, 2020

DA

TE P

LO

TT

ED:

kim

berly.

Kutner

US

ER:

DO

CU

ME

NT

S\

GE

NE

RA

L\900_

CA

D_

GIS\

S011_28345_S11_

MA

SO

NR

Y - S

OU

TH

TO

WE

R,

NO

RT

H

EL

EV

ATIO

N.

DG

N

C:\

US

ER

S\

KI

MB

ER

LY.

MEIC

HT

RY\

AE

CO

M

DIR

EC

TO

RY\

RO

EB

LIN

G

RE

HA

BILIT

ATIO

N -

FIL

E

NA

ME:


DRAWING NO.

SHEET NO.



ROUTE CROSSING

PREPARED BY

DETAILED BY:

DESIGNED BY:

DATE: CHECKED BY

REVISION DATE

OHIO RIVER

E-S

HE

ET

NA

ME:

Micro

Statio


KY-17

ITEM NUMBER

6-1097

5/29/2020

28345

1

1

1

1

1

1

11

1

1

1

2

2

2

2

2

4

4

1

2

2

2

2

3

1865

1

2

3

3

1

1 1

11

24

1

3

1

1

1

1

1

1

1

1

1

1

2

1

1

1

1

1

1

2

1

1

2

2

42

3

11

1

2

1

1 1

1

11

1

3

1

1

1

1

2

1

4

2

1

1

1

2

1

2

4

1

2

322

1

8

32

6

2

1

1

1

1

1

3 3

2

1

1

2

2

NOTES:

#

#

#

LEGEND:

LOCATION KEY

N. TOWER

S. TOWER

REPAIR 1


and types.





*Whole Stone




C. KLUSMAN

K. KUTNER

SOUTH TOWER - SOUTH ELEVATION

25’-

0"

=

Limit

s of

To

wer

Maso

nry

Re

pair

MASONRY - S. TOWER, S. ELEV.

MASONRY REPAIRS

25’-

0"

=

Limit

s of

To

wer

Maso

nry

Re

pair

S12

A. WAGNER

K. KUTNER

75’-5" +/-

EA

Re

pair

s

EA

Re

pair

s

Re

pair

s 13-14

Re

pair

s 13-14

May

29, 2020

DA

TE P

LO

TT

ED:

kim

berly.

Kutner

US

ER:

DO

CU

ME

NT

S\

GE

NE

RA

L\900_

CA

D_

GIS\

S012

_28345_S12

_M

AS

ON

RY - S

OU

TH

TO

WE

R, S

OU

TH

EL

EV

ATIO

N.

DG

N

C:\

US

ER

S\

KI

MB

ER

LY.

MEIC

HT

RY\

AE

CO

M

DIR

EC

TO

RY\

RO

EB

LIN

G

RE

HA

BILIT

ATIO

N -

FIL

E

NA

ME:


DRAWING NO.

SHEET NO.



ROUTE CROSSING

PREPARED BY

DETAILED BY:

DESIGNED BY:

DATE: CHECKED BY

REVISION DATE

OHIO RIVER

E-S

HE

ET

NA

ME:

Micro

Statio


KY-17

ITEM NUMBER

6-1097

5/29/2020

28345

2

1

1

1

1

11

1

1

1

1

1

1

1

1

1

1

1

11

1

22

2

2

2

2

22

2

22

2

2

2 2

2

3

3

3

3 3 3

33

3

3

3

4

3

6

4

11

5

4

5

8

4

1

1

2

2

2

2

1

1

4

4

1

4

3

2

1

1

1

8

11

2

2

24

1

1

1

1

1

2

1

43

1

48

1

3

3

1

1

1

1

1

1

1

3 1

1

1

1

1

1

1

1

1

2

5

19

11

23

2

3

5 3

1

1

1

10

NOTES:

#

#

#

LEGEND:

LOCATION KEY

N. TOWER

S. TOWER

REPAIR 1


and types.





*Whole Stone




C. KLUSMAN

K. KUTNER

S13

MASONRY REPAIRS

MASONRY - S. TOWER, W./E. ELEV.

SOUTH TOWER - WEST ELEVATION

MASONRY REPAIRS

SOUTH TOWER - EAST ELEVATION

LOCATION KEY

25’-

0"

=

Limit

s of

To

wer

Maso

nry

Re

pair

25’-

0"

=

Limit

s of

To

wer

Maso

nry

Re

pair

N. TOWER

S. TOWER

A. WAGNER

K. KUTNER

40’-0�" +/- 40’-1�" +/-

EA

Re

pair

s

EA

Re

pair

s

Re

pair

s 13-14

Re

pair

s 13-14

May

29, 2020

DA

TE P

LO

TT

ED:

kim

berly.

Kutner

US

ER:

DO

CU

ME

NT

S\

GE

NE

RA

L\900_

CA

D_

GIS\

S013

_28345_S13

_M

AS

ON

RY - S

OU

TH

TO

WE

R,

WES

T

&

EA

ST

EL

EV

ATIO

N.

DG

N

C:\

US

ER

S\

KI

MB

ER

LY.

MEIC

HT

RY\

AE

CO

M

DIR

EC

TO

RY\

RO

EB

LIN

G

RE

HA

BILIT

ATIO

N -

FIL

E

NA

ME:


DRAWING NO.

SHEET NO.



ROUTE CROSSING

PREPARED BY

DETAILED BY:

DESIGNED BY:

DATE: CHECKED BY

REVISION DATE

OHIO RIVER

E-S

HE

ET

NA

ME:

Micro

Statio


KY-17

ITEM NUMBER

6-1097

5/29/2020

28345

3

2

3

3

1

3

2

2

18

4

2

2

1

1

1

2

1

1

1

1

1

1

2

1

2

4 2

2

3

11

NOTES:

#

#

#

LEGEND:

LOCATION KEY

N. TOWER

S. TOWER

REPAIR 1


and types.





*Whole Stone




C. KLUSMAN

K. KUTNER

S14

25’-

0"

=

Limit

s of

To

wer

Maso

nry

Re

pair

MASONRY REPAIRS MASONRY REPAIRS

25’-

0"

=

Limit

s of

To

wer

Maso

nry

Re

pair

SOUTH TOWER - WEST INTERIOR ELEVATION SOUTH TOWER - EAST INTERIOR ELEVATION

MASONRY - S. TOWER, INT. ELEV.

LOCATION KEY

N. TOWER

S. TOWER

A. WAGNER

K. KUTNER

6’-11�" +/- 6’-11�" +/- 6’-6" +/- 6’-6" +/-

EA

Re

pair

s

EA

Re

pair

s

Re

pair

s 13-14

Re

pair

s 13-14

May

29, 2020

DA

TE P

LO

TT

ED:

kim

berly.

Kutner

US

ER:

DO

CU

ME

NT

S\

GE

NE

RA

L\900_

CA

D_

GIS\

S014

_28345_S14

_M

AS

ON

RY - S

OU

TH

TO

WE

R, IN

TE

RIO

R

EL

EV

ATIO

NS.

DG

N

C:\

US

ER

S\

KI

MB

ER

LY.

MEIC

HT

RY\

AE

CO

M

DIR

EC

TO

RY\

RO

EB

LIN

G

RE

HA

BILIT

ATIO

N -

FIL

E

NA

ME:


DRAWING NO.

SHEET NO.



ROUTE CROSSING

PREPARED BY

DETAILED BY:

DESIGNED BY:

DATE: CHECKED BY

REVISION DATE

OHIO RIVER

E-S

HE

ET

NA

ME:

Micro

Statio


KY-17

ITEM NUMBER

6-1097

5/29/2020

28345

2

3

10

26

2

1

11

2

1

12

2

C. KLUSMAN


S15

#

#

LEGEND:

ANCHORAGE 1

MASONRY NOTES:

CONSTRUCTION NOTES:

ANCHORAGE 1 - SOUTH ELEVATION

REPAIR 2

GIRDER

SPAN 7 @ ANCH. 1

JACKING LOADS (KIPS)

CONCRETE SEAT ELEVATION

SECTION A-A

A

A

Girder 5

! Brg.

Girder 4

! Brg.

Girder 2

! Brg.

Girder 1

! Brg.

G1

G2

G4

G5

90

30’-1" 16’-3" +/- = Anch. 1 Masonry Repair Limits16’-8" +/- = Anch. 1 Masonry Repair Limits

21’-5�

" +/- =

Anch. 1

Maso

nry

Re

pair

Limit

s

21’-5"

+/- =

Anch. 1

Maso

nry

Re

pair

Limit

s

EA

Re

pair

s

EA

Re

pair

s

EARepairsEARepairs

Girder 3

! Brg.

8’-5�" 31’-4" 8’-5�"

B1e

MARK TYPE SIZE NO.LENGTH

FT. IN.LOCATION

FT. IN. FT. IN. FT. IN. FT.

A B B D

IN.

BILL OF REINFORCEMENT - ANCHORAGE 1

2 10

2 3

A

B

TYPE 14

lap

6"

2 3

G3

3’-

4�

"

Anchor Details S18)

(See Masonry

A1 Sp. Evenly (Typ.)

2’-9"

Bearing Seat

Bearing Seat

Bearing Seat

Bearing Seat

Note 4

See Construction

8-B4e Sp. @ 1’-0"

B4e

B3e

B2e

B1e

(T

yp.)

3"

Min. Clr.

3’-

4�

"

B4e

A1

B2e

Co

ncrete

Cla

ss "A

A"

Co

ncrete

Cla

ss "A

A"

Str.

Str.

14

14

6

6

5

5

4

8

4

8

1 4

7 3

10 5

8 2

11 2

behind Concrete Seat

Existing Masonry

A1

A1

B1e

B2e

Anchor Details S18)

(See Masonry

A1 Sp. Evenly (Typ.)

K. KUTNER

100

90

90

90

(SERVICE)

DEAD LOAD

B3e Sp. @ 10�"

1’-10�

"

B2e

1’-6"

1’-3�

"

May

29, 2020

DA

TE P

LO

TT

ED:

kim

berly.

Kutner

US

ER:

10’-11"

3’-2" 7’-9"

payment of Anchorage 1 Masonry Anchors per bid item Anchor.

Masonry Anchors shall be 304 stainless steel threaded rods with a nut at the end. Measurement and 4.

Estimated masonry repair quantities are located on Sheet S6. 3.

with the Engineer in order to make a final determination of repair locations and types.

Contractor shall use the information provided herein as guidance in the field. Contractor shall work

Repair locations and quantities shown herein are approximate and were taken from the field in 2018. 2.

Contractor shall work this sheet with Sheets S5-S6 and the Special Note for Masonry/Stone Repairs. 1.

existing masonry may be necessary.

Class "AA" Concrete Seat. Cutting of

Remove Existing Masonry and Place



DO

CU

ME

NT

S\

GE

NE

RA

L\900_

CA

D_

GIS\

S015

_28345_S15

_A

NC

HO

RA

GE 1.

DG

N

C:\

US

ER

S\

KI

MB

ER

LY.

MEIC

HT

RY\

AE

CO

M

DIR

EC

TO

RY\

RO

EB

LIN

G

RE

HA

BILIT

ATIO

N -

FIL

E

NA

ME:

Special Note for Concrete Coating.

All exposed surfaces of the new concrete bearing seat shall receive concrete coating per the 5.

"AA" Concrete.

Supplementary Requirements S1 and S2. Cost of anchor bolt replacement will be incidental to Class

should be lubricated with a lubricant containing a visible dye in accordance with ASTM A563,

A194 Grade 2H. Nuts to be galvanized shall be heat treated Grade DH or DH3. All galvanized nuts

conform to ASTM F1554. Nuts used with ASTM F1554 anchor rods shall conform to ASTM A563 or ASTM

Class "AA" Concrete Bearing Seat. Match the location of existing anchor bolts. Anchor rods shall

Replace existing anchor bolts below Girders 1 & 2 with 1"‘ anchors embedded a minimum of 1’-0" into 4.

Anchorage 1 restoration shall be completed while the bridge is closed to traffic.3.

Jack & Support Bridge Span.

to complete the Anchorage 1 jacking and support system shall be paid under the lump sum bid item

review prior to installation. Falsework, material, equipment, tools, labor, and incidentals necessary

drawings signed and sealed by a Professional Engineer licensed in Kentucky to the Engineer for

installation of the temporary supports. The Contractor shall provide design calculations and

adjacent to Anchorage 1 on main girders. The Contractor shall be responsible for the design and

Contractor shall limit the vertical jacking to �". Jacking shall be under the transverse stiffeners

Contractor shall jack and install temporary supports prior to beginning Anchorage 1 restoration. 2.

including location of existing anchor bolts.

Contractor must field measure/survey and match existing girder seat dimensions and elevations, 1.


DRAWING NO.

SHEET NO.



ROUTE CROSSING

PREPARED BY

DETAILED BY:

DESIGNED BY:

DATE: CHECKED BY

REVISION DATE

OHIO RIVER

E-S

HE

ET

NA

ME:

Micro

Statio


KY-17

ITEM NUMBER

6-1097

5/29/2020

28345

C. KLUSMAN


S16

AA

BB

! Roadway

Bearin

g

Varie

s

(See Note 4)

Removal

SECTION A-A REMOVAL LIMITS SECTION A-A PROPOSED

NOTES:

ANCHORAGE 2 PLAN

A A~38’-

6"

N. Barrel

Railing

Proposed Downspout Location

REPAIR 3

S. Barrel

23’-4"

Roadway

~24’-3"

Roadway

Varies ~24’-3" to ~28’-0"

A

Waterproof Bearing Surfaces

SECTION C-C

C

C

(Ty

p.)

~3’-

0"*

Match Existing Grade ~1%

(Typ.)

~3’-

0"

1% Min.

Granular Backfill

Structural

Geotextile Wrap

Drainage Pipe with

4" ‘ Perforated

*

ANCHORAGE 2 (1 OF 6)

K. KUTNER

Varie

s

Contractor shall consult with Engineer if actual dimension varies significantly

Slab

Roadway

Concrete

~66’-

0"

S. Barrel

~25’-8" Out-to-Out

~24’-3" Roadway

66’-0" South Barrel38’-6" North Barrel

Arch Slab

Concrete

Backfill

Granular

StructuralBearing Area Repairs

See Details on Sheet S20 for

Bearing Area Repairs

See Details on Sheet S20 for

So

uth

Bearin

g

~15’-

0"

North

~3’-

9"

1% Min.

Anchorage 2

North Face of

Concrete Coating

Backwall

Concrete Coating

Bearing Surface

Waterproof CoatingSurface

Bearing

Coating

Waterproof

Backwall & Pedestals

Concrete Coating

ZO

NE

BZ

ON

E

Slab and Curb

Seal Roadway

Silicone Sealant

Hot-Poured

Silicone Sealant

Hot-Poured

May

29, 2020

DA

TE P

LO

TT

ED:

kim

berly.

Kutner

US

ER:

(Superstructure & Rebar not shown for clarity)

(Superstructure & Staircases not shown for clarity)

~11’-

6"

~12’-

7"

~12’-

4"

~16’-

1"

Membrane

Waterproofing

Hot Fluid-Applied

(Typ.)

New Backwall

of Arch Slab

18’-0" = Limits

Limits of Roadway Slab

18" Spacing (Typ.)

Extrados Anchor @

Spacing (Typ.)

Anchor @ 18"

Intrados KeystoneDO

CU

ME

NT

S\

GE

NE

RA

L\900_

CA

D_

GIS\

S016

_28345_S16

_A

NC

HO

RA

GE 2 (1 O

F 6).

DG

N

C:\

US

ER

S\

KI

MB

ER

LY.

MEIC

HT

RY\

AE

CO

M

DIR

EC

TO

RY\

RO

EB

LIN

G

RE

HA

BILIT

ATIO

N -

FIL

E

NA

ME:

for limits of coating.

concrete coating per the Special Note for Concrete Coating. See Special Note

The bearing area backwalls and North face of Anchorage 2 shall receive 5.

Sealing.

The roadway slab and curb shall be sealed per the Special Note for Concrete 4.

waterproofing per the Special Note for Hot Fluid-Applied Waterproofing.

The top of the arch slab and 1’-6" up each new backwall shall receive 3.

Waterproofing, including the required temporary shoring.

Work to be in accordance with the Special Note for Anchorage 2 Arch 2.

Work this sheet with Sheets S17-S21.1.

(See Note 2)

Shoring

Temporary

Phase 2 BackfillPhase 1 Backfill

(Max.)

10’-

0"

(Typ.)

& Gutterline

Proposed CurbPhase

1 Excavatio

nPhase

2

Excavatio

n


DRAWING NO.

SHEET NO.



ROUTE CROSSING

PREPARED BY

DETAILED BY:

DESIGNED BY:

DATE: CHECKED BY

REVISION DATE

OHIO RIVER

E-S

HE

ET

NA

ME:

Micro

Statio


KY-17

ITEM NUMBER

6-1097

5/29/2020

28345

C. KLUSMAN


S17

Varie

s

2% Grade

Varie

s

NOTES:

SECTION B-B PROPOSEDB

SECTION B-B REMOVAL LIMITSB

(West Shown, East Similar)

DETAIL B

Detail B

18’-0"

33’-

9"

25’-8"

REPAIR 3

~2’-0" Max.

~1’-0" Min.

SECTION B-B EXISTING Backfill

N. Barrel

12’-0"

50’-

0"

Drainage (Typ.)

Direction of

1% (Min.)

(Typ.)

3’-10"

1%

(Typ.)90°0’0"

(Min.)

1’-0"

MASONRY ANCHOR DETAIL

(West Shown, East Similar)

DETAIL A

2% Grade

(Do Not Disturb)

Adjacent Masonry

~2’-0" Max.

~1’-0" Min.

5’-4"

1’-6"

Removal

(Typ.)

~3’-

0"


K. KUTNER

15’-0"

Fabric (Typ)

with Geotextile

Drainage Pipe

4" Perforated

Shoring

Temporary

(See Note 2)

Expansion Joint Filler

�" Preformed

Arch

Sla

b

Arch

Sla

b

BA

AB

Zo

ne

Zo

ne

B

2’-

6"

4%

(Typ.)

4%

with Geotextile Fabric

4"‘ Perforated Pipe

! Girder 4 ! Girder 3

! Girder 2

corner of Anchorage 2)

(Downspout at Northeast

4"‘ Copper Piping and Brackets

(Typ.)

Voussoir

Keystone

ARCH SLAB

DRAINAGE PLAN

1% (Min.)

Road

way

Sla

b

9"

Cla

ss "A

A"

Co

nc.

Structural

Granular

Backfill

Varie

s

Cla

ss "A

" Co

nc.

Varie

s

Structural

Granular

Varie

s

Cla

ss "A

" Co

nc.

Varie

s

Backwalls) (Typ.)

through Concrete

4"‘ PVC Piping (Cored

(See Note 4 & Sheet S18)

with Geotextile Fabric

4"‘ Perforated Pipe

1% (Min.)

1% (Min.)

(Typ.)

4%

4%

(Typ.)

(Typ.)

4%

4%

(Typ.)

8%

Concrete Roadway Slab

Backfill

Granular

Structural

Arch Slab

Concrete

and/or Masonry

Existing Fill

and/or Masonry

Existing Fill

and/or Masonry

Existing Fill

Excavation

as Needed to fill

Granular Backfill

Place Structural

and/or Masonry

Existing Fill

May

29, 2020

DA

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kim

berly.

Kutner

US

ER:

Existing Construction Joint

9"

Cla

ss "A

A"

Sla

b

Road

way

Varies 20’-3" to 23’-9"

Arch Extrados

Arch Intrados

Concrete Slab

Dowel into Existing

8"

1’-0"

Longitudinally (Typ.)

Extrados, Spacing @ 18"

Installed from Arch

Anchor with Nut,

�" Dia. (A3) Extrados

Longitudinally

Intrados, Spacing @ 18"

Installed from Arch

Keystone Anchor

�" Dia. (A2) Intrados

(Typ.) (See Detail)

Extrados Anchor

(See Detail)

(Typ.)

Anchor

Extrados

so that extrados and intrados anchors are 9" apart.

Longitudinally stagger extrados and intrados keystone anchors 3.

work being performed.

preformed expansion joint material shall be incidental to the

preformed expansion joint filler material in the gap. Cost of

from adjacent vertical masonry. Contractor shall place a �"

Zone A Concrete Slabs shall be poured �" horizontally away 2.


DO

CU

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NT

S\

GE

NE

RA

L\900_

CA

D_

GIS\

S017

_28345_S17

_A

NC

HO

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GE 2 (2

OF 6).

DG

N

C:\

US

ER

S\

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MEIC

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AE

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DIR

EC

TO

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LIN

G

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HA

BILIT

ATIO

N -

FIL

E

NA

ME:

Both Direction

6" Clr. (Min.) (Typ.)

Adhesive Anchor (Typ.)

with Injectable

Intrados Anchor Holes

Fill Extrados and


DRAWING NO.

SHEET NO.



ROUTE CROSSING

PREPARED BY

DETAILED BY:

DESIGNED BY:

DATE: CHECKED BY

REVISION DATE

OHIO RIVER

E-S

HE

ET

NA

ME:

Micro

Statio


KY-17

ITEM NUMBER

6-1097

5/29/2020

28345

C. KLUSMAN


S18

NOTES:

REPAIR 3ANCHORAGE 2 (3 OF 6)

ARCH SLAB PLAN K. KUTNER

18’-0"

33’-

9"

50’-

0"

25’-8"

ARCH SLAB SECTION B-B

ARCH SLAB SECTION A-A

B B

AAB

Zo

ne

AZo

ne

1’-0" Around Arch

28-S3e Sp. Approx.

S4e

S5e

S6e

S12e

1’-0" Around Arch

21-S9e Sp. Approx.

S11e

25’-8"

S5e


FT. IN.LOCATION


a b c d

IN.

Arch Slab - Zone A

Arch Slab - Zone A

Arch Slab - Zone A

Arch Slab - Zone A

Arch Slab - Zone A

Arch Slab - Zone A

Arch Slab - Zone B

Arch Slab - Zone B

Arch Slab - Zone B

Arch Slab - Zone B

Arch Slab - Zone B

Arch Slab - Zone B

18’-0"

S11e

S10e

BILL OF REINFORCEMENT - ANCHORAGE 2 ARCH SLAB

1 8

S12e

S11e

S10e

S9e

S8e

S7e

S6e

S5e

S4e

S3e

S2e

S1e

Str.

Str.

Str.

Str.

Str.

Str.

Str.

Str.

Str.

Str.

Str.

Str.

MARK TYPE DIA. NO.LENGTH

FT. IN.LOCATION


a b c d

IN.

Anch. 1 - Bearing Seat

Anch. 2 - Extrados Anchors

Repair 8A4

A3

A2

A1

(Note 3)

1’-6" Min.

(Note 3)

1’-6" Min.

! Arch Slab

31 49 6

4% 4%

4% 4%

Profile Grade

Arch Slab

! Arch Slab

Profile Grade

Arch Slab

8"

S3e (Bottom)

S1e (Top) S2e S2e

S9e (Bottom)

S7e (Top) S8e S8e

Masonry

Existing

Concrete

New

MASONRY ANCHOR DETAIL

6

5

6

5

5

5

6

5

6

5

5

5

5-S2e

@ 1’-0"

5-S2e

@ 1’-0"

5-S8e

@ 1’-0"

5-S8e

@ 1’-0"

31-S1e @ 10"

10

28

67 25 2

5 6

50 27 4

22 36 3

10 33 3

21 33 3

45 17 6

68 5 2

34 19 9

649

649

15

72

988

32

2 6

22-S7e @ 10"

Refer to Special Note for Masonry/Stone Repairs

Anch. 2 - Intr. Keystone Anchors

2’-6" Splice

5’-4" 5’-4"

4%4%

1’-6"

8%

1’-6"

8%

50-S6e

@ 12

" (B

otto

m)

67-S4e

@ 9" (T

op)

50-S5e

@ 1’-0" (L

eft

&

Rig

ht)

34-S11e

@ 1’-0" (L

eft

&

Rig

ht)

34-S12

e

@ 12

" (B

otto

m)

45-S10

e

@ 9" (T

op)

May

29, 2020

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kim

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Kutner

US

ER:

�"‘ Anchor

3/8

3/8

3/8

3/8

Str.

Str.

Str.

Str.

81

41

BILL OF MASONRY ANCHORS

Anchor (Typ.)

A3 Extrados

Anchor (Typ.)

A3 Extrados

Anchors per bid item Anchor.

Measurement and payment of Anchorage 2 Masonry

Extrados Anchors shall have a nut at the end. 2.


DO

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L\900_

CA

D_

GIS\

S018

_28345_S18

_A

NC

HO

RA

GE 2 (3

OF 6).

DG

N

C:\

US

ER

S\

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LY.

MEIC

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AE

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DIR

EC

TO

RY\

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LIN

G

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HA

BILIT

ATIO

N -

FIL

E

NA

ME:

Phase

1 Arch

Sla

bPhase

2

Arch

Sla

b

Masonry Anchors to be 304 stainless steel threaded rods in accordance with the Special Note.

PHASE 1

PHASE 2

*

*

Field Bend*

100

Adhesive Anchor

Fill Hole with Injectable


DRAWING NO.

SHEET NO.



ROUTE CROSSING

PREPARED BY

DETAILED BY:

DESIGNED BY:

DATE: CHECKED BY

REVISION DATE

OHIO RIVER

E-S

HE

ET

NA

ME:

Micro

Statio


KY-17

ITEM NUMBER

6-1097

5/29/2020

28345

C. KLUSMAN


S19

NOTES:


K. KUTNER

DOWEL DETAIL

Non-Shrinking Grout

Grout Bars with aMaterial Before Placing

Apply Epoxy Bonding

New Concrete

Concrete

New

Bar

Dowel

Concrete

Existing

See Dowel Detail

R9e Dowel @ 1’-0" Spacing (Typ.)

R2e


FT. IN.LOCATION


a b c d

IN.

Roadway Slab - Zone A


Roadway Slab - Zone B



ROADWAY SLAB PLAN

25’-8"

B B

A AB

Zo

ne

AZo

ne

29’-

4�

"54’-

4�

"

ROADWAY SLAB SECTION B-B

ROADWAY SLAB SECTION A-A

CURB DETAIL

25’-8"

Detail (Typ.)

See Curb

Co

nc.

9"

Co

nc.

9"

7�"

10"

1�"

9"

0�

"

R4e



1 2 0 4

! Roadway Slab

(See Note 2)

Profile Grade

Roadway Slab

(See Note 2)

Profile Grade

Roadway Slab ! Roadway Slab

1% (Min) 1% (Min)

1% (Min) 1% (Min)

7�

"

(Typ.)

R9e

2’-6" Splice

TYPE 2

A

B

A

be incidental to the cost of Steel Reinforcement.

epoxy bonding grouting, and epoxy bonding material shall

2500 psi concrete. The cost of drilling holes, grouting,

the full tensile strength of the dowel into stone or

Follow manufacturer’s recommendations for developing

Note: Dowel embedment lengths shown are approximate.

6" for #5 Dowel Bars

SECTION C-C SECTION D-D

Str.

Str.

Str.

Str.

Str.

Str.

Str.

2

5

5

5

5

5

5

5

5

5

5

52

4

40

58

88

18

16

BILL OF REINFORCEMENT - ANCH. 2 ROADWAY SLAB & BACKWALLS

108

108

53 10

225

53 10

2 8

10

1 0

11 6

17 6

25 2

31

4

Backwalls

North Backwall

South Backwall

TYPE 5

A

B

2

R5e, R6e, R7e @ 1’-0" (Top & Bottom)

(Top & Bottom)

R5e, R6e, R7e @ 1’-0"

Str. 5 4 19 10 Roadway Slab - Zone B

Str. 5 4 3 0 Roadway Slab - Zone B

R8e Series

R8eof 29

2 Sets 622

54-

R4e

@ 1’-0" (C

urb) (L

eft

&

Rig

ht)

54-

R2e

@ 1’-0" (T

op

&

Botto

m)

R3e

May

29, 2020

DA

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kim

berly.

Kutner

US

ER:

23’-2�" in increments of 1�"

Varies from 19’-8�" to

R7e

R6e

R5e

R4e

R3e

R2e

R1e

23’-9"

20’-3"

Backwall

Proposed

Backwall

Proposed

Clr.

2�

"

Clr.

2"

Clr.

2�

"

Clr.

2"

Varies 20’-3" to 23’-9"

Sla

b

(Typ.)

Gutterline

Curb &

Proposed

29-

R8e

Serie

s

@ 1’-0" (T

op

&

Bot.)

(Top & Bottom)

20-R5e

Bot.)

(Top &

1-R7e

Bot.)

(Top &

1-R6e

Bot.)

(Top &

1-R7e

Bot.)

(Top &

1-R6e

DO

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NT

S\

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NE

RA

L\900_

CA

D_

GIS\

S019

_28345_S19

_A

NC

HO

RA

GE 2 (4

OF 6).

DG

N

C:\

US

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S\

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BILIT

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N -

FIL

E

NA

ME:

18’-0"

2’-0"

Road

way

9"

Sla

b

Road

way

9"

Cla

ss "A

" Co

ncrete

9’-

7�

" +/-

2’-0"

8’-

2�

" +/-

Cla

ss "A

" Co

nc.

16-

R13

e

@ 1’-0"

18-

R12

e

@ 1’-1"

R13e

R12e

R11e

R10e

R9e

Backwalls5

Str. 5

3 0 03

5 0 1 6

88 6 0

R11e @ 1’-0"

R11e @ 1’-0"

R11e @ 1’-0"

R11e @ 1’-0"

1’-0"

R10e @1’-0"

R10e @

Joint

Constr.

Joint

Constr.

Optional

Joint

Constr.

Joint

Constr.

Optional

D

D

C

C

4"‘ Perforated Pipe Pipe

4"‘ PVC

R1e @ 1’-0" (Top & Bottom)

26-R1e (Top & Bottom)

(Curb)

2-R3e

(Curb)

2-R3e

Roadway slab to be poured continuous from end to end.3.

the North approach roadway.

shall match existing and provide a smooth transition into

prior to excavation. Proposed roadway slab profile grade

Contractor shall survey existing roadway profile grade 2.



DRAWING NO.

SHEET NO.



ROUTE CROSSING

PREPARED BY

DETAILED BY:

DESIGNED BY:

DATE: CHECKED BY

REVISION DATE

OHIO RIVER

E-S

HE

ET

NA

ME:

Micro

Statio


KY-17

ITEM NUMBER

6-1097

5/29/2020

28345

C. KLUSMAN


S20


K. KUTNER

CONCRETE REPAIRS AND WATERPROOFING

NOTES:

ANCHORAGE 2 SOUTH ELEVATION

ANCHORAGE 2 NORTH ELEVATION

Detail A

ANCHORAGE 2 BEARING AREAS

SECTION A-A

A

A

Posts

Concrete

Pedestal

Joint

Coating

Concrete

Surface

Bearing

South

15

10

10

5

5510

5

5

#

North Bearing Surface

Waterproof Coating on

Concrete Patching &

Concrete Slab Edge Repair

May

29, 2020

DA

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kim

berly.

Kutner

US

ER:

Concrete Patching Repair (SF)

Approx. Limits of Vertical

Bearing Surface & Edge

Waterproof Coating on South

Concrete Patching &

Pedestal

on Backwall &

Concrete Coating

DO

CU

ME

NT

S\

GE

NE

RA

L\900_

CA

D_

GIS\

S020_28345_S20_

AN

CH

OR

AG

E 2 (5

OF 6).

DG

N

C:\

US

ER

S\

KI

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ER

LY.

MEIC

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AE

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EC

TO

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LIN

G

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HA

BILIT

ATIO

N -

FIL

E

NA

ME:

Underside

Slab

payment per bid item Concrete Coating.

Refer to the Special Note for Concrete Coating for limits and methods. Measurement and 12.

bid item Waterproof Coating.

slab underside. Refer to Special Note for Waterproof Coating. Measurement and payment per

At the South bearing area, extend waterproof coating down the vertical slab edge and on the 11.

Coating.

and Special Note for Waterproof Coating. Measurement and payment per bid item Waterproof

Prepare the bearing areas and install new waterproof coating. Refer to details on Sheet S33 10.

bid item Repair (Anchorage 2 Sealant).

coating on the cove sealant. Refer to Detail 5 on Sheet S33. Measurement and payment per

posts and along the joint pedestal. Refer to Detail 3 on Sheet S33. Terminate new waterproof

Install cove sealant at the edge of the backwalls, around the perimeter of the concrete 9.

Epoxy Injection Crack Repair.

per the Special Note for Epoxy Injection Crack Repair. Measurement and payment per bid item

On surfaces that are to receive concrete coating, the Contractor shall repair all cracking 8.

70 SFNorth Elevation:

40 SFNorth Bearing Surface:

50 SFSouth Bearing Surface:

Estimated Concrete Patching Repair Quantities:

Concrete Patching Repair. Measurement and payment per bid item Concrete Patching Repair.

delaminated and spalled concrete on the North Elevation per the Special Note for Vertical

the Special Note for Concrete Repairs. Repair similar to Detail 6 on Sheet S32. Repair

delaminated concrete. Repair delaminated and spalled concrete on the bearing surfaces per

Contractor and Engineer shall sound the bearing surfaces and the North Elevation to locate 7.

Edge Repair.

the Special Note for Concrete Repairs. Measurement and payment per bid item Concrete Slab

into the slab at 1’-6" spacing. Pour new concrete edge and match existing profile. Refer to

and delaminated concrete. Prepare the existing reinforcement. Drill #4 epoxy coated bars 6"

Reconstruct deteriorated areas of the south bearing concrete slab edge. Remove all loose 6.

with Engineer. Cost of relocation shall be incidental to Waterproof Coating.

Relocate existing conduit away from the the south bearing surface. Field coordinate location 5.

Completely remove existing metal flashing and adhesive from south bearing slab edge. 4.

Clean the North and South bearing area of debris and loose concrete.3.

shall be included in the bid item for Waterproof Coating.

Unless noted otherwise, all incidentals necessary to perform this work as described herein 2.


Cracks (Typ.)

Epoxy Inject

5 10 15 20 25 30 35

355

19

134

50

75

15

2516

50

76

26

26

26

30

4056

15

4

28

47

55

17

2

29

80

7

7

1

9

13

40

33

3

6

100

6

143

2

7

124

63

32


DRAWING NO.

SHEET NO.



ROUTE CROSSING

PREPARED BY

DETAILED BY:

DESIGNED BY:

DATE: CHECKED BY

REVISION DATE

OHIO RIVER

E-S

HE

ET

NA

ME:

Micro

Statio


KY-17

ITEM NUMBER

6-1097

5/29/2020

28345

171

28

4

2

14

16

22

2310

5

25

13

S21

NOTES:

#

#

#

LEGEND:

REPAIR 3

NORTH BARREL - SOUTH ELEVATION


NORTH BARREL INTRADOS

SOUTH BARREL INTRADOS

ANCHORAGE 2 MASONRY REPAIRS

ANCHORAGE 2 SOUTH ELEVATION

EA

Re

pair

s

EARepairs

Repairs EA

EA

Re

pair

s

EA

Re

pair

s

EA

Re

pair

s

EARepairs

51’-2" +/- = Anchorage 2 Masonry Repair Limits

48’-10" +/- = Anchorage 2 Masonry Repair Limits

38’-

6"

+/- =

Anchorage

2

Maso

nry

Re

pair

Limit

s

66’-

0"

+/- =

Anchorage

2

Maso

nry

Re

pair

Limit

s

20’-

6"

+/- =

Re

pair

Limit

s

21’-1" +/- =

Re

pair

Limit

s

23’-4" +/- = Repair Limits

Estimated masonry repair quantities for Anchorage 2 are located on Sheet S6. 3.

a final determination of repair locations and types.

guidance in the field. Contractor shall work with the Engineer in order to make

from the field in 2018. Contractor shall use the information provided herein as

Repair locations and quantities shown herein are approximate and were taken 2.

Arch Slab prior to beginning intrados masonry restoration.

Masonry/Stone Repairs. Contractor shall complete construction of Anchorage 2

Contractor shall work this sheet with Sheets S16-S20 and the Special Note for 1.

A. CANTRELLK. KUTNER

K. KUTNER A. CANTRELL

May

29, 2020

DA

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kim

berly.

Kutner

US

ER:




DO

CU

ME

NT

S\

GE

NE

RA

L\900_

CA

D_

GIS\

S021_

28345_S21_

AN

CH

OR

AG

E 2 (6

OF 6).

DG

N

C:\

US

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S\

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MEIC

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EC

TO

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G

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BILIT

ATIO

N -

FIL

E

NA

ME:


DRAWING NO.

SHEET NO.



ROUTE CROSSING

PREPARED BY

DETAILED BY:

DESIGNED BY:

DATE: CHECKED BY

REVISION DATE

OHIO RIVER

E-S

HE

ET

NA

ME:

Micro

Statio


KY-17

ITEM NUMBER

6-1097

5/29/2020

28345

1

11

1

1

1

11

1

1S6

S5

S4

S3

S2

S1

S6

S5

S4

S3

S2

S1

S6

S5

S4

S3

S2

S1

S6

S5

S4

S3

S2

S1

2

16

L0’L5’L10’L15’L20’

L25’L30’L35’L40’L45’L50’L54’

L54L50L45L40L35L30L25

L20L15L10L5L0

C. KLUSMAN

C. KLUSMAN

S22

7’-4"17 Panels @ 15’-0" = 255’-0"14’-2"11’-6"11’-6"14’-2"

288’-0" Span 10

Span 9

1056’-5"

! Bridge

! Bridge

! Bridge

! Bridge

CINCINNATI, OH

COVINGTON, KY

MA

TC

HLIN

E 1-

3!

SP

AN 9

&

MA

TC

HLIN

E 1-

2M

AT

CH

LIN

E 1-

1

MA

TC

HLIN

E 1-

1

!

SP

AN 9

&

MA

TC

HLIN

E 1-

2M

AT

CH

LIN

E 1-

3

E.J.

E.J.

E.J.

E.J.

E.J.

E.J.

E.J.

! Tower

! Tower

West Truss

East Truss

33 Panels @ 15’-0" = 495’-0"

7’-6�"

14’-2"

1056’-5" Span 9

East Truss

West Truss

East Truss

West Truss

1056’-5" Span 9

33 Panels @ 15’-0" = 495’-0"14’-2"

LEGEND:

291’-6" Span 8 1056’-5" Span 9

East Truss

West Truss

10’-10" 17 Panels @ 15’-0" = 255’-0" 14’-2" 11’-6" 11’-6" 14’-2"

#

NOTES:

#

Edge of Deck

Edge of Deck

Edge of Deck

Edge of Deck

REPAIR 4

A. CANTRELL

DECK (1 OF 2)

A. CANTRELL

STEEL GRID DECK REPAIRS

by the Contractor prior to beginning work.

Repair location shown herein shall be field verified 2.

Work this sheet with Sheet S23.1.

7’-6�"

Missing/Broken Grid (EACH)

Broken Welds (EACH)

May

29, 2020

DA

TE P

LO

TT

ED:

kim

berly.

Kutner

US

ER:

DO

CU

ME

NT

S\

GE

NE

RA

L\900_

CA

D_

GIS\

S022_28345_S22_

DE

CK (1 O

F 2).

DG

N

C:\

US

ER

S\

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G

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BILIT

ATIO

N -

FIL

E

NA

ME:


DRAWING NO.

SHEET NO.



ROUTE CROSSING

PREPARED BY

DETAILED BY:

DESIGNED BY:

DATE: CHECKED BY

REVISION DATE

OHIO RIVER

E-S

HE

ET

NA

ME:

Micro

Statio


KY-17

ITEM NUMBER

6-1097

5/29/2020

28345

C. KLUSMAN

C. KLUSMAN

S23

2�

"

1"

TYP�"

TYP�"

REPAIR 4

A

A

SECTION A-A

A. CANTRELL

DECK REPAIR A DECK REPAIR B

EXAMPLE DEFECTSEXAMPLE DEFECTS

at FB1 in Southbound Lane

Broken Welds Between Grid Sections

Flange of FB1 in Southbound Lane

Broken Weld Between Grid and Top

DECK (2 OF 2)

A. CANTRELL

beginning work.

Work this sheet with Sheet S22. The Contractor shall field verify repair locations prior to

B), as shown in the plans or directed by the Engineer.

existing broken/cracked welds (Repair A) and replacing missing or broken grid bars (Repair

This work consists of localized repairs to the steel grid deck, which includes replacing

Dir

ectio

n of

Traffic

STEEL GRID DECK REPAIRS

DECK REPAIR A: BROKEN WELD REPAIR

DECK REPAIR B: REPLACMENT OF MISSING OR BROKEN GRID

all materials, labor, painting, falsework, equipment, and incidentals to complete the work.

The unit price bid for Grid Deck Weld Repair at each weld repair shall include the cost of

Painting". Color shall match existing open steel grid deck.

Prime and paint weld and bare metal in accordance with Section 607.03.23 "Cleaning and

all corroded and loose material prior to installing new welds.

Clean existing structural steel adjacent to cracked welds to bare metal ensuring removal of

sharp reentrant corners.

Grind existing cracked welds smooth and flush with base metal and free of notches and

EXAMPLE REPAIR

TYP

Supplemental Bar

Main Bearing Bar

Cross Bar (Typ.)

May

29, 2020

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Kutner

US

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5"

1"x�" Missing Supplemental Bar

2�"x�" Missing Cross Bar

PLAN

PieceNew Grid Existing 5"x�" Main Bars spaced 6" o.c.

with Main Bars and welded at all jointsExisting 2�"x�" Cross Bars interlocked

TYP�" 2"

evenly between Main BarsExisting 1"x�" Supplemental Bar spaced

the work.

of all materials, labor, welding, painting, falsework, equipment, and incidentals to complete

The unit price bid for Grid Deck Bar Replacement at each location shall include the cost

Color shall match existing open steel grid deck.

Prime and paint bare metal in accordance with Section 607.03.23 "Cleaning and Painting".

bar.

every intersection with supporting steel using a 2" x �" fillet weld at every main bearing

top surface shall be in the same plane. The open steel grid floor shall be field welded at

of all members shall be serrated and notched. Notches shall be �" deep and �" wide. The

The main bars and cross bars shall be interlocked and welded at all joints. The top edges

2�" x �" Cross Bar:

1" x �" Supplemental Bar:

5" x �" Main Bearing Bar:

dimensions of the missing existing bars. Bar sizes may be one of the following:

ASTM A709, Grade 36 Steel. Bar sizes shall be confirmed with the Engineer and match the

The welded open steel grid bridge flooring used for steel grid deck replacement shall be

�"

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DRAWING NO.

SHEET NO.



ROUTE CROSSING

PREPARED BY

DETAILED BY:

DESIGNED BY:

DATE: CHECKED BY

REVISION DATE

OHIO RIVER

E-S

HE

ET

NA

ME:

Micro

Statio


KY-17

ITEM NUMBER

6-1097

5/29/2020

28345

A. CANTRELL

LOCATION

UPSTREAM

(SF)

SPALL

DOWNSTREAM

-

2

-

-

-

1

1

-

-

1

-

1

1

-

-

-

-

-

-

-

1

-

-

1

-

-

-

-

-

4

1

-

1

-

-

-

2

-

-

-

-

1

2

-

-

1

1

2

-

-

-

1

-

-

-

125

125

155

110

130

130

115

125

100

100

80

70

S24

Perforation

Suspender

REPAIR 5

!

Cable

Primary

AA

ASPHALT REPAIR PLAN

SECTION A-A

SIDEWALK

C. KLUSMAN

C. KLUSMAN

SECTION B-B

SECTION C-C

930

155

775

708

118

590

ALUMINUM STRINGER CLAMP

1�"

2�"

�"

DECK PAN REPLACEMENT PLAN

B B

C

C

41

Spall/Delamination

Cable

! Primary

Asphalt Repair Area

Deck Pan

Existing

(Typ.)

Stringer

Existing

Clamp (Typ.)

Stringer

Aluminum

DETAIL A

Detail A

8’-10" Typ. Sidewalk Width

flange of stringer

Bend to fit top

Clamp Spacing Varies

New Deck Pan

Clamp

Stringer

Top of New

ASPHALT PAVEMENT SPALL / DELAMINATION REPAIR:

DECK PAN REPLACEMENT:

LOCATION UPSTREAM DOWNSTREAM

FB24’-FB23’

FB41’-FB40’

(See

Note

1)

Replacement Area

Deck Pan

Existing Stringers

Space to Fit

(LF)

CRACK

(SF)

SPALL

(LF)

CRACK LOCATION

UPSTREAM

(SF)

SPALL

DOWNSTREAM

(LF)

CRACK

(SF)

SPALL

(LF)

CRACK

105

50

85

180

170

-

-

-

4

-

2

5

10

2

1

2

-

6

-

-

1

-

5

-

1

2

6

2

-

3

3

1

-

1

4

-

-

2

-

1

-

-

4

1

-

1

-

1

1

-

1

135

100

115

135

135

708

118

590

744

124

620

ASPHALT PAVEMENT CRACK REPAIR:

Repair

Crack

SIDEWALK REPAIRS

Existing Stringer

SIDEWALK ASPHALT REPAIR SIDEWALK ASPHALT REPAIR

DECK PAN REPLACEMENT

8’-10" x 11’

8’-10" x 5’

(Not to Scale)

Typical Spot Weld with Weld Washer

Washer

Aluminum Weld

falsework, equipment, and incidentals to complete the work.

of repair area and shall include the cost of all materials, labor,

Payment for Pavement Repair shall be measured in square yard

falsework, equipment, and incidentals to complete the work.

in linear feet and shall include the cost of all materials, labor,

Payment for Saw-Clean-Reseal Random Cracks shall be measured

Perimeter

Rectangular Repair

K. KUTNER

May

29, 2020

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sections of pavement.

Trowel finish to provide smooth transition to adjacent 5.

accordance with ASTM D3405.

cracks. Material shall be low-modulus rubberized asphalt in

Place asphalt crack treatment material along full length of 4.

Provide a clean, dry crack channel, free of fragments.3.

as little damage as possible to the surrounding pavement.

rectangular reservoir centered over a crack, while inflicting

Rout all cracks to be sealed to create a uniform 2.

Clean cracked pavement areas of all loose debris.1.

22

198

33

165

5

5

7

6

10

1

15

12

2

10

5

2

5

4

-

1

1

-

4

2

1

-

-

5

5

-

1

3

-

2

5

1

2

2

-

5

4

-

-

2

2

-

-

-

2

3

5

2

1

-

-

5

3

-

7

4

30

5

25

32

282

47

235

18

13

13

16

6

3

10

11

1

5

2

5

2

3

9

1

2

8

6

33

4

5

6

2

3

3

2

2

2

3

3

2

2

-

3

1

8

-

-

-

3

5

-

-

4

5

10

88

15

73

(or other deficiency)

vertical deflection

Area of sidewalk with >�"

replacement

Limit of deck pan

Deck Pan (Typ.)

2" Min. Overlap of Existing

Place PG 64-22 Asphalt Surface in accordance with the specifications.5.

Install new deck pan with aluminum stringer clamps. 4.

Notify the Engineer of any deficiencies to the stringers.3.

pan (including aluminum stringer clamps).

Within repair limits, remove full sidewalk width of existing asphalt and aluminum deck 2.

Engineer to determine final repair limits per conditions at the time of construction.

Length of deck pan replacement area is to be 4’-0" min. Contractor shall consult the 1.

cost of all materials, labor, falsework, equipment, and incidentals to complete the work.

Payment for Deck Pan Replacement shall be measured in square feet and shall include the

four (4) inches to the edge of deck pan.

series filler material at a spacing no greater than twelve (12) inches and no closer than

Aluminum stringer clamps shall be spot welded in the field with weld washers using 5xxx

(3/4 x 2.67) or an approved equivalent.

The deck pan shall be Corrugated Metals, Inc. 0.050 thick aluminum (3003-H14) Sinewave 400 of the KYTC Specifications for Asphalt Pavements.

Construction and installation shall be in accordance with Division

repair limits and final quantities.

Contractor shall work with the Engineer to determine the exact

�".=pedestrian live load are

replacements at isolated locations where deflections due to the

downstream sidewalks. This work shall also include full deck pan

of asphalt pavement in Spans 8, 9, and 10 on the upstream and

This work shall consist of spall/delamination and crack repairs

existing asphalt.

Finish to provide smooth transition between new and

Depth of repaired area shall match the existing sidewalk. 5.

specifications.

Place PG 64-22 Asphalt Surface in accordance with the 4.

Replacement.

Engineer and repaired per the details below for Deck Pan

deficiencies found in the deck pan shall be reported to the

acceptable condition prior to placing new asphalt. Any

Contractor shall ensure deck pan is secure and in 3.

Contractor’s cost.

from the Contractor’s actions shall be repaired at the

damaged during the repair process. Any damage resulting

Care shall be taken to ensure the existing deck pan is not 2.

debris from repair area. Repair area shall be rectangular.

Remove delaminated/spalled asphalt pavement and loose 1.

TOTAL (SY)

TOTAL (SF)

Additional (20%)

Subtotal

FB2’-FB1’

FB3’-FB2’

FB4’-FB3’

FB5’-FB4’

FB6’-FB5’

FB7’-FB6’

FB8’-FB7’

FB9’-FB8’

FB10’-FB9’

FB11’-FB10’

FB12’-FB11’

FB13’-FB12’

FB14’-FB13’

FB15’-FB14’

FB16’-FB15’

FB17’-FB16’

FB18’-FB17’

FB22’-FB21’

FB23’-FB22’

FB24’-FB23’

FB25’-FB24’

FB26’-FB25’

FB27’-FB26’

FB28’-FB27’

FB29’-FB28’

FB30’-FB29’

FB31’-FB30’

FB32’-FB31’

FB33’-FB32’

FB34’-FB33’

FB35’-FB34’

FB36’-FB35’

FB37’-FB36’

FB38’-FB37’

FB39’-FB38’

FB40’-FB39’

FB41’-FB40’

FB42’-FB41’

FB43’-FB42’

FB44’-FB43’

FB45’-FB44’

FB46’-FB45’

FB47’-FB46’

FB48’-FB47’

FB49’-FB48’

FB50’-FB49’

TOTAL (SY)

TOTAL (SF)

Additional (20%)

Subtotal

FB51’-FB50’

FB52’-FB51’

FB53’-FB52’

FB54’-FB53’

FB54-FB54’

FB53-FB54

FB52-FB53

FB51-FB52

FB50-FB51

FB49-FB50

FB48-FB49

FB47-FB48

FB46-FB47

FB45-FB46

FB44-FB45

FB43-FB44

FB42-FB43

FB41-FB42

FB40-FB41

FB39-FB40

FB38-FB39

FB37-FB38

FB36-FB37

FB35-FB36

FB34-FB35

FB33-FB34

FB32-FB33

FB31-FB32

FB30-FB31

FB29-FB30

FB28-FB29

FB27-FB28

FB26-FB27

FB25-FB26

FB24-FB25

FB23-FB24

FB22-FB23

FB21-FB22

FB17-FB18

FB16-FB17

FB15-FB16

FB14-FB15

FB13-FB14

FB12-FB13

FB11-FB12

FB10-FB11

FB9-FB10

FB8-FB9

FB7-FB8

FB6-FB7

FB5-FB6

FB4-FB5

FB3-FB4

FB2-FB3

FB1-FB2D

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DRAWING NO.

SHEET NO.



ROUTE CROSSING

PREPARED BY

DETAILED BY:

DESIGNED BY:

DATE: CHECKED BY

REVISION DATE

OHIO RIVER

E-S

HE

ET

NA

ME:

Micro

Statio


KY-17

ITEM NUMBER

6-1097

5/29/2020

28345

S25

C. KLUSMAN

C. KLUSMAN

D

D

C

C

Boot Clamp

(Typ.)Fastener

Zipper

MISC. REPAIR DETAILS (1 OF 4)

March 26, 2020

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Kutner

US

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REPAIR 6

(To Be Removed)

Existing Waterproofing Cover

(Typ.)Fastener

Zipper

Boot Clamp

B

B

A

A

(Do Not Disturb)Masonry Face

TYPICAL ZIPPER EXTENSION

Zipper BootEnd of

Extension

Zipper

TYPICAL PRIMARY CABLE LOCATION TYPICAL SECONDARY CABLE LOCATION

TYPICAL PRIMARY CABLE LOCATION ELEVATION

TYPICAL SECONDARY CABLE LOCATION ELEVATION

WATERPROOFING ZIPPER BOOT RETROFIT

(Do Not Disturb)Masonry Face

Existing Clamp

Protective Wrap

Existing Cable

Cables

Primary

Cables

Secondary

BootZipper

(Cables Not Shown)

SECTION A-A

SECTION C-C

SECTION D-D

(To Be Removed)Existing Waterproofing Cover

Zipper Boot

Zipper Boot

Boot Clamp

NOTES:

Zipper Extension

Zipper Boot

Zipper Boot

BootZipper

Zipper Extension

Boot Clamp

(N. Tower, S. Face, DS Location Shown) (N. Tower, N. Face, DS Location Shown)

Clamp Existing

(Note 3)Bolt Extension

Removal (Note 2)

Potential Masonry

SECTION B-B

(Typ.)Zipper Fastener

Clamp Existing

~11�" Outer ‘

(Not Shown)

Secondary Cables

~11�" Outer ‘

(Not Shown)

Secondary Cables

Boot Clamp

Zipper Backing

~13�" Outer ‘

(Not Shown)

Primary Cables

~13�" Outer ‘

(Not Shown)

Primary Cables

Bird ScreenExisting & Proposed

Bird ScreenExisting & Proposed

K. KUTNER

K. KUTNER

satisfaction of the Engineer and at no additional cost to the Department.

Any damage to the cables or masonry shall be repaired by the Contractor, to the 4.

Contractor may be permitted to clip bolt extensions as approved by the Engineer.3.

by the Engineer.

openings as needed to allow for appropriate clearance of Zipper Boots and as approved

Contractor may be permitted to remove portions of masonry around the secondary cable 2.

accordance with the Special Note for Zipper Boots.

determining final zipper boot dimensions at each location prior to fabrication and in

existing clamps and diameters of existing clamps. Contractor is responsible for

Contractor is responsible for field measuring existing cable diameters, location of 1.

Refer to the Special Note for Zipper Boots for material specifications, construction, and payment.

eight (8) secondary suspender cable locations at the North and South Towers.

This work shall consist of installing zipper boots at (8) primary suspender cable locations and

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(Typ.)

Do Not Disturb

Existing Clamps,

(Typ.)

Do Not Disturb

Existing Clamps,

Boot Clamp

Zipper Extension

Boot Clamp

Min.

1’-6"

8"

4"

8"

Protective Wrap

End of Exist. Cable

Wrap

Protective

Exist. Cable

Wrap

Protective

Exist. Cable

Protective Wrap

Existing Cable

Wrap

Protective

Exist. Cable

Min.

4’-0’"

Min.

10’-0"

Min.

1’-6"

Protective Wrap

Exist. Cable

Zipper Boot

6"

1’-6"

6"


DRAWING NO.

SHEET NO.



ROUTE CROSSING

PREPARED BY

DETAILED BY:

DESIGNED BY:

DATE: CHECKED BY

REVISION DATE

OHIO RIVER

E-S

HE

ET

NA

ME:

Micro

Statio


KY-17

ITEM NUMBER

6-109728345

S26

SECTION A-A

A

RETROFIT COLLAR ELEVATION

A

�" PL

To Kentucky To Ohio

Suspender P

2" thick

(Typ.)

Primary Cable

(To Be Removed)

Suspender Collar

North

DOWNSTREAM PP30

EXISTING COLLAR ELEVATION

L

C. KLUSMAN

C. KLUSMAN

(Typ.)

DTI

2�"

5"

2"R

MISC. REPAIR DETAILS (2 OF 4)REPAIRS 7 - 8

(Typ.)

(�" Thick)

Washer

Spacer

4�" O.D.

SUSPENDER COLLAR REPAIR AT DOWNSTREAM PP30

(Dimensions shown are approximate) (Dimensions shown are approximate)

(Dimensions shown are approximate)

Masonry

Existing

(To Be Painted)

Existing Angle

SECTION B-BANCHOR BOLT ELEVATION

(Each Location Similar)

B

B

Anchor Details S18)

(See Masonry

A4 Anchors (Typ.)

TYPICAL ANCHOR BOLT LOCATION

DS Bearing, S. Tower, Span 10 Location Shown

Cla

ss "A

A"

Co

ncrete

deteriorated masonry as needed

3" Min. (Typ,), Contractor shall remove

1�" ‘ Anchor Bolt

(Do Not Disturb)

Suspender Collar

Center

(Do Not Disturb)

Suspender Collar

South

K. KUTNER

K. KUTNER

~�"

~1’-1�"

~6�"

~�"

~2�"

2�

"

Ø

~12�

"

2�

"

~�"

ANCHOR BOLT RETROFIT - TOWERS

Concrete Block.

Encapsulate masonry anchors and anchor bolt in Class "AA" 6.

the top. Provide a nut at the bottom.

2’-0" minimum into concrete. Provide 2 nuts and a washers at

Replace existing anchor bolts with 1�"‘ anchor bolts embedded 5.

steel threaded rods with a nut at the end.

Install masonry anchors. Masonry anchors shall be 304 stainless 4.

and Painting".

existing color in accordance with Section 607.03.23 "Cleaning

Existing bearing assembly shall be primed and painted to match 3.

Remove existing anchor bolt and connection hardware.2.

Contractor is responsible for field verifying all dimensions.1.

incidentals to complete the work per each repair location.

anchor bolts, access, labor, painting, falsework, equipment, and

all materials including masonry anchors with nut, concrete and

Payment for Anchor Bolt Retrofit (Tower) shall include the cost of

receive a concrete block anchored to the adjacent masonry.

at the bearings at the North and South Towers. Each location shall

This work shall consist of replacing an anchor bolt at 8 locations -

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construction, and payment.

Refer to the Special Note for Suspender Collar Repair for material specifications,

primary cable in line with Panel Point 30.

This work shall consist of replacing the north collar surrounding the downstream

(Looking Downstream)

Bushing

Bronze

(Typ.)

in 1�"‘ Hole

1�"‘ A490 Bolt

suspender plate if the existing hole size is greater than 1�".

A bronze bushing shall be furnished and installed to fill the existing hole in the 4.

before ordering material.

The Contractor is responsible for field measuring existing collar dimensions 3.

removing any suspender collar components.

Temporary support shall be in place and approved by the Engineer before 2.

Do not disturb the center and south suspender collars. 1.July

16, 2020

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Kutner

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7/16/2020

to be Replaced

North Collar

Field

Verif

y

2’-

6"

3"

(Ty

p.)

6"

Min.

1’-0" Min. 1’-0" Min.

2’-

0"

Min. E

mbe

dm

ent

10�

"

5"

1�"R

8" (Typ.)

8" (Typ.)

3�" 1’-6�"

8�" 11�"1�"

�"‘

�" Horiz. Fill Plate

2"‘ Max.

2"‘ Max.

Plate as Needed)

additional �"x5x5 Shim

1�" Fill Plate (Optional


DRAWING NO.

SHEET NO.



ROUTE CROSSING

PREPARED BY

DETAILED BY:

DESIGNED BY:

DATE: CHECKED BY

REVISION DATE

OHIO RIVER

E-S

HE

ET

NA

ME:

Micro

Statio


KY-17

ITEM NUMBER

6-1097

5/29/2020

28345

S27

SECTION B-B

�"TYP

Stringer !

Lateral Bracing !

Concrete Wall

Floorbeam !

Restraint Angle

Proposed L5x5x�

Restraint Angle (Typ.)

Proposed L5x5x�

Fit Anchor Bolt

Nut and Washer to

Heavy Hex Nut, Jam

1’-9"

PLAN

SECTION A-A

BB

A

A

2" 3"

Truss !

Downstream Bearing


A. CANTRELL

A. CANTRELL

J. WHELAN

J. WHELAN

Upstream Bearing

5"

2’-6"

~8�

"

REPAIR 9

3/4" THICK HORIZONTAL FILL PLATE

May

29, 2020

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Kutner

US

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Bearing Base Plate

Existing Fixed

Length.

Embedment

(Typ.). 1’-6" Min.

Adhesive Anchor

ØProposed 1�"

Bolts

�"‘ A325

1" Corner Clip

2’-6"

Restraint Angle (Typ.)

Proposed L5x5x�

�"

�"

Stiffener Pl.

Spacing

Plate (Typ.)

Stiffener

! �"

ClearanceWorking~8" Vertical

Plate (Typ.)

�" Stiffener

(Ty

p.)

1�"

(Ty

p.)

1�"

be field verified (Typ.)

Locations of holes to

3/4" THICK VERTICAL FILL PLATE

(Typ.)

3"

(Typ.)

3�"

Clearance

Working

Horiz.

Approx.

(Downstream Truss Bearing Symmetric about ! Roadway)

Upstream Truss Bearing Shown

�" Vertical Fill Plate

Fill Plate

�" Horiz.

TRUSS BEARING ANCHOR BOLT RETROFIT - ANCHORAGE 2

Anchor Bolts (Typ.)

and Fill Plates for

2"‘ Max. Holes in Angle

(Anchor Bolt Not Shown)

Bolt

Anchor

Missing

Bolt

Anchor

Missing

Base Plate

Thread into Existing

�" Bolt Tap and

4"

4"

�"

Groove Weld

Plate as Needed)

additional �"x5x5 Shim

1�" Fill Plate (Optional

1 3/8 THICK FILL PLATE

5"

5"

8"�"‘

�"TYP

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bolts, labor, painting, falsework, equipment, and incidentals to complete the work per each repair location.

Payment for Anchor Bolt Retrofit (Anchorage) shall include the cost of all materials including steel and anchor

Install washer and one heavy hex nut, finger tight, on each anchor bolt then install jam nut snug tight.7.

Section 607.03.23 "Cleaning and Painting".

Prime and paint areas of existing bearing assembly where new steel is being installed in accordance with 6.

Heavy hex nuts shall be ASTM A563 Galvanized and washers shall be ASTM F436 Galvanized.5.

All welds shall be E70XX.4.

Angle and plates shall be ASTM A709, Grade 50.3.

or an approved equivalent. Provide 2 nuts and 2 washers. Install per manufacturer’s recommendations.

Adhesive Anchors - Use a HILTI HIT-HY200-A adhesive anchor and a HAS-E-B threaded rod (size noted on plans), 2.


missing anchor bolts on the inside south corner of the upstream and downstream Anchorage 2 truss bearings.

This work shall consist of modifying the existing fixed bearings and installing a restraint angle to repair the


DRAWING NO.

SHEET NO.



ROUTE CROSSING

PREPARED BY

DETAILED BY:

DESIGNED BY:

DATE: CHECKED BY

REVISION DATE

OHIO RIVER

E-S

HE

ET

NA

ME:

Micro

Statio


KY-17

ITEM NUMBER

6-1097

5/29/2020

28345

S28

C

C

�"

PLAN SECTION C-C

�" Thick Wall

SECTION A-A SECTION B-B

North End of Anchorage 1

New Handrail Tube Section

1’-0"

A

A

B

B

O.D. 4�"

O.D. 4�"

OHIO APPROACH WEST HANDRAIL ELEVATION


A. CANTRELL

A. CANTRELL J. WHELAN

J. WHELAN

AT UPSTREAM FB22’

HANDRAIL SPLICE REPLACEMENT

Anchorage 1

10 feet south of

New Splice Collar

2�"

5�"

5�"

2�"

5�"

3�

"

1�"

REPAIRS 10 - 12

OHIO APPROACH HANDRAIL REPAIR HANDRAIL SPLICE REPLACEMENT AT UPSTREAM FB22’

Refer to the Special Note for Arresting Steel Cracks.1.

be Repaired

�" Crack to

May

29, 2020

DA

TE P

LO

TT

ED:

kim

berly.

Kutner

US

ER:

UPSTREAM U29’ STAY CABLE CONNECTION PLATE CRACK REPAIR

per Special Note

Arrester Hole

~2’-1"

Connection Plate

Location of

Plate

Connection

Stay Cable

Upstream U29’

materials, labor, falsework, equipment, and incidentals to complete the work.

Payment at the lump sum price for Handrail Splice Replacement shall include the cost of all

Connection shall be tightened snug tight.4.

hardware shall be in kind to existing connection hardware.

Connection hardware may be reused upon the Engineer’s approval. Replacement connection 3.

Handrail splice shall be formed from ASTM B209 (5052-H34) Aluminum to match existing material.2.


This work shall consist of replacing the handrail splice at Upstream FB22’.

repair.

falsework, equipment, and incidentals to complete the work per linear feet of

Payment for Bridge Handrail Repair shall include the cost of all materials, labor,

set screws are functional and set in existing and new splice collars.

Set screws shall be of similar material and construction as existing. Ensure 4.

during installation.

Care shall be taken not to damage existing handrail posts, tubes, or collars 3.

noted on plans) and similar construction as existing splice collars.

Splice collar and new tube rail shall be ASTM B221-14 (6061-T6) Aluminum (size 2.


at the north end of Anchorage 1.

Anchorage 1 in Span 7 and a new section of top tube rail on the west handrail

west handrail along the Ohio approach approximately 10 feet south of

This work shall consist of installing a splice collar on the top tube rail of the

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PARTIAL PLAN

1

S29 1/4" = 1'-0"

NORTH TOWER

3 2 2 2

26 Typ.

4 319

7 2 LF

2

24

24

2

3

3

73 LF

15All Posts

109Entire Perimeter

8

27 Typ.3

6 3 LF

122223

13 14 Typ.

2

13 14 Typ.

3319

16 25 Entire Perimeter

32 2 2

26 Typ.

17 181817

16Entire Perimeter

1

25

12 22 23

2

15 All Posts

3

2

8 9Entire Perimeter

10

122223

2 5 1 SF2 2

26Typ.

3

6 3 LF

24

24

27 Typ.

3

4

13Typ. 14

27Typ.

27Typ.

1413Typ.

19

2

2

3

19

3

7 2 LF

3

26Typ.

2 22 20

15 All Posts11 Entire Length

6 8 LF 2

4

10 Entire Perimeter98

3 2

7 2 LF 7 2 LF

2 3 3 51 SF

7 2 LF

15All Posts51 SF72 LF11Entire Perimeter

1098Entire Perimeter

2

19'-0"±19'-0"± 31'-0"±

69'-0"±

11'-0

"±18

'-0"±

40'-0

"±

11'-0

"±

KEY NOTES:

GENERAL NOTES:

A. Contractor to coordinateRoebling towers' roof repairswith towers' masonry repairs.Roebling towers' masonryrepairs at top stone coursesshould be coordinated withtowers' roof repairs.

B. Survey towers for electricalconduit. Temporarilyremove, support, andreinstall as required formasonry, concrete, sealant,painting, and waterproofingrepairs.

C. Coordinate turret gutter anddownspout replacementwith masonry, concrete,sealant, painting, andwaterproofing repairs.

LEGEND:

Existing Guy WireExisting Tower OutlineExisting Turret OutlineExisting Electrical ConduitExisting Stone HandrailExisting Stone Handrail PostExisting Light Fixture

1. Existing survey marker set in concrete/stone on tower roof. Do not damage.Install sealant around perimeter of marker and terminate new waterproof coatingon sealant. Measurement and payment per bid item Repair (Towers Sealant).

2. Remove existing steel pin between top section of stone railing, install newstainless-steel pin, and perform composite stone repair. Refer to Detail 1 on SheetS32. Measurement and payment per bid item Tower Rail Patching (Type A).

3. Remove existing steel pin between top sections of stone railing at spall, install newstainless-steel pin, and perform (2) composite stone repairs. Refer to Detail 2 onSheet S32. Measurement and payment per bid item Tower Rail Patching (Type B).

4. Existing cracked/deteriorated intermediate post at stone railing. Temporarilysupport railings and install new sandstone post. Refer to Detail 3 on Sheet S32.Measurement and payment per bid item Tower Rail Post Replacement.

5. Existing cracked/deteriorated stone railing member. As a unit price repair,perform stone composite patch or dutchman repair. Refer to Details B and C onSheet S5. Measurement and payment per bid items Masonry Patching Repairand Dutchman Repair.

6. Existing crack/deteriorated top railing. Remove and replace top railing with newsandstone unit. Each location assumed to be 8'-0" long. Refer to Special Note forMasonry/Stone Repairs. Measurement and payment per bid item Towers Rail TopStone Replacement.

7. Existing hairline crack in sandstone unit. Perform epoxy grouting of crack. Referto Special Note for Masonry/Stone Repairs. Measurement and payment per biditem Masonry Crack Repair.

8. Existing stone railing at perimeter of tower. Repoint entire rail mortar joint andinstall sealant at skyward facing joints. Refer to Detail 4 on Sheet S32.Measurement and payment per bid item Repointing.

9. Existing stone railing at perimeter of tower. Hand tool remove all loose sandstoneblistering and delaminations. Hand tool grind smooth all edges at removedblistering and delaminations. Measurement and payment per bid item Removalof Deteriorated Masonry.

10. Existing sandstone railing to be cleaned at perimeter of tower. Refer to SpecialNote for Masonry/Stone Repairs. Measurement and payment per bid item BridgeCleaning.

11. Existing metal drainage trough. Complete sealant, painting, and drainagerepairs. Refer to Detail 5 on Sheet S32. Measurement and payment per bid itemRepair (Tower Gutter Drainage Trough).

12. Existing tower roof consisting of concrete overlay and skyward face of sandstone.Contractor and Engineer to sound roof areas to locate delaminated concreteand sandstone. As a unit price repair, perform shallow topping slab concreterepair. Refer to Detail 6 on Sheet S32. Measurement and payment per bid itemConcrete Patching Repair.

13. Existing exposed steel members above tower roof line. Prime and paint exposedsteel in accordance with Section 607.03.23 "Cleaning and Painting". Paymentincidental to bid item Waterproof Coating.

14. After completion of high performance coating on exposed steel, install covesealant around perimeter. Refer to Detail 3 on Sheet S33. Measurement andpayment per bid item Repair (Towers Sealant).

15. Existing rail post. Install new cove sealant around (3) interior facing sides. Refer toDetail 3 on Sheet S33. Terminate new waterproof coating on cove sealant andnot posts. Refer to Detail 5 on Sheet S33. Measurement and payment per biditem Repair (Towers Sealant).

16. Existing concrete curb around base of turret house. Install cove sealant atconcrete curb. Refer to Detail 3 on Sheet S33. Terminate new waterproofcoating on cove sealant and not posts. Refer to Detail 5 on Sheet S33.Measurement and payment per bid item Repair (Towers Sealant).

17. Existing flagpole steel base plate and tower internal access hatch. Prime andpaint exposed steel in accordance with Section 607.03.23 "Cleaning andPainting". Payment incidental to bid item Waterproof Coating.

18. Existing flagpole steel base plate and tower internal access hatch. Install covesealant around access hatch, flagpole curb, and flagpole steel base plate. Referto Detail 3 on Sheet S33. Terminate waterproof coating on top of sealant aroundaccess hatch and flagpole base plate. Refer to Detail 5 on Sheet S33.Measurement and payment per bid item Repair (Towers Sealant).

19. Existing light pole. Temporarily support base cover and install cove sealantaround anchor bolts. After completion of waterproof coating, reset base coveron slab. Install cove sealant around top of base cover and light pole. Refer toDetail 3 on Sheet S33. Measurement and payment per bid item Repair (TowersSealant).

20. (4) existing anchor bolts set in tower roof slab. Cut-off flush with slab surface.Prime and paint exposed steel in accordance with Section 607.03.23 "Cleaningand Painting". Payment incidental to bid item Waterproof Coating.

21. Existing lights mounted to tower roof slab adjacent to light pole. Temporarilyremove lights and electrical conduit for installation of waterproof coating andreinstall. Measurement and payment per bid item Repair (Towers Sealant).

22. Remove existing epoxy-based coating from concrete and perform finalpreparation for new waterproof coating. Install new waterproof coating. Referto Detail 4 on Sheet S33 and Special Note for Waterproof Coating. Measurementand payment per bid item Waterproof Coating.

23. Extend waterproof coating to end of tower roof at outside of rail. Do not allowcoating to run down vertical face of stone. Measurement and payment per biditem Waterproof Coating.

24. Existing brick veneer expansion joint at turret house. Remove expansion material,prepare joint opening, and install new sealant. Refer to Detail 2 on Sheet S33.Measurement and payment per bid item Repair (Towers Sealant).

25. Existing brick veneer at turret house. Clean brick surface and install waterrepellent per manufacturer's requirements. Basis of Design: ProtectosilCHEM-TRETE BSM 400 at (150) square feet per gallon. Measurement and paymentper bid item Waterproof Coating.

26. Repair Towers Turret Houses. Refer to Sheet S30.27. Existing light fixture. Prime and paint exposed steel in accordance with Section

607.03.23 "Cleaning and Painting". Payment incidental to bid item WaterproofCoating.

6'-6

"±

21

REPAIRS 13 - 14

THP Limited, Inc.100 E. Eighth Street, Ste. 300Cincinnati, Ohio 45202Phone: 513.241.3222www.thpltd.com

Cincinnati ● Cleveland

S29

5/29/2020

AutoCAD SHX Text

W. JUDD

AutoCAD SHX Text

W. JUDD

AutoCAD SHX Text

5/15/2020

AutoCAD SHX Text

A. METTE

AutoCAD SHX Text

G. DONAHUE

kimberly.Kutner

Stamp

PARTIAL PLAN

1

S30 1/4" = 1'-0"

SOUTH TOWER

KEY NOTES:

GENERAL NOTES:

A. Contractor to coordinateRoebling towers' roof repairswith towers' masonry repairs.Roebling towers' masonryrepairs at top stone coursesshould be coordinated withtowers' roof repairs.

B. Survey towers for electricalconduit. Temporarilyremove, support, andreinstall as required formasonry, concrete, sealant,painting, and waterproofingrepairs.

C. Coordinate turret gutter anddownspout replacementwith masonry, concrete,sealant, painting, andwaterproofing repairs.

LEGEND:

Existing Guy WireExisting Tower OutlineExisting Turret OutlineExisting Electrical ConduitExisting Stone HandrailExisting Stone Handrail PostExisting Light Fixture

1. Existing survey marker set in concrete/stone on tower roof. Do not damage.Install sealant around perimeter of marker and terminate new waterproof coatingon sealant. Measurement and payment per bid item Repair (Towers Sealant).

2. Remove existing steel pin between top section of stone railing, install newstainless-steel pin, and perform composite stone repair. Refer to Detail 1 on SheetS32. Measurement and payment per bid item Tower Rail Patching (Type A).

3. Remove existing steel pin between top sections of stone railing at spall, install newstainless-steel pin, and perform (2) composite stone repairs. Refer to Detail 2 onSheet S32. Measurement and payment per bid item Tower Rail Patching (Type B).

4. Existing cracked/deteriorated intermediate post at stone railing. Temporarilysupport railings and install new sandstone post. Refer to Detail 3 on Sheet S32.Measurement and payment per bid item Tower Rail Post Replacement.

5. Existing cracked/deteriorated stone railing member. As a unit price repair,perform stone composite patch or dutchman repair. Refer to Details B and C onSheet S5. Measurement and payment per bid items Masonry Patching Repairand Dutchman Repair.

6. Existing crack/deteriorated top railing. Remove and replace top railing with newsandstone unit. Each location assumed to be 8'-0" long. Refer to Special Note forMasonry/Stone Repairs. Measurement and payment per bid item Towers Rail TopStone Replacement.

7. Existing hairline crack in sandstone unit. Perform epoxy grouting of crack. Referto Special Note for Masonry/Stone Repairs. Measurement and payment per biditem Masonry Crack Repair.

8. Existing stone railing at perimeter of tower. Repoint entire rail mortar joint andinstall sealant at skyward facing joints. Refer to Detail 4 on Sheet S32.Measurement and payment per bid item Repointing.

9. Existing stone railing at perimeter of tower. Hand tool remove all loose sandstoneblistering and delaminations. Hand tool grind smooth all edges at removedblistering and delaminations. Measurement and payment per bid item Removalof Deteriorated Masonry.

10. Existing sandstone railing to be cleaned at perimeter of tower. Refer to SpecialNote for Masonry/Stone Repairs. Measurement and payment per bid item BridgeCleaning.

11. Existing metal drainage trough. Complete sealant, painting, and drainagerepairs. Refer to Detail 5 on Sheet S32. Measurement and payment per bid itemRepair (Tower Gutter Drainage Trough).

12. Existing tower roof consisting of concrete overlay and skyward face of sandstone.Contractor and Engineer to sound roof areas to locate delaminated concreteand sandstone. As a unit price repair, perform shallow topping slab concreterepair. Refer to Detail 6 on Sheet S32. Measurement and payment per bid itemConcrete Patching Repair.

13. Existing exposed steel members above tower roof line. Prime and paint exposedsteel in accordance with Section 607.03.23 "Cleaning and Painting". Paymentincidental to bid item Waterproof Coating.

14. After completion of high performance coating on exposed steel, install covesealant around perimeter. Refer to Detail 3 on Sheet S33. Measurement andpayment per bid item Repair (Towers Sealant).

15. Existing rail post. Install new cove sealant around (3) interior facing sides. Refer toDetail 3 on Sheet S33. Terminate new waterproof coating on cove sealant andnot posts. Refer to Detail 5 on Sheet S33. Measurement and payment per biditem Repair (Towers Sealant).

16. Existing concrete curb around base of turret house. Install cove sealant atconcrete curb. Refer to Detail 3 on Sheet S33. Terminate new waterproofcoating on cove sealant and not posts. Refer to Detail 5 on Sheet S33.Measurement and payment per bid item Repair (Towers Sealant).

17. Existing flagpole steel base plate and tower internal access hatch. Prime andpaint exposed steel in accordance with Section 607.03.23 "Cleaning andPainting". Payment incidental to bid item Waterproof Coating.

18. Existing flagpole steel base plate and tower internal access hatch. Install covesealant around access hatch, flagpole curb, and flagpole steel base plate. Referto Detail 3 on Sheet S33. Terminate waterproof coating on top of sealant aroundaccess hatch and flagpole base plate. Refer to Detail 5 on Sheet S33.Measurement and payment per bid item Repair (Towers Sealant).

19. Existing light pole. Temporarily support base cover and install cove sealantaround anchor bolts. After completion of waterproof coating, reset base coveron slab. Install cove sealant around top of base cover and light pole. Refer toDetail 3 on Sheet S33. Measurement and payment per bid item Repair (TowersSealant).

20. (4) existing anchor bolts set in tower roof slab. Cut-off flush with slab surface.Prime and paint exposed steel in accordance with Section 607.03.23 "Cleaningand Painting". Payment incidental to bid item Waterproof Coating.

21. Existing lights mounted to tower roof slab adjacent to light pole. Temporarilyremove lights and electrical conduit for installation of waterproof coating andreinstall. Measurement and payment per bid item Repair (Towers Sealant).

22. Remove existing epoxy-based coating from concrete and perform finalpreparation for new waterproof coating. Install new waterproof coating. Referto Detail 4 on Sheet S33 and Special Note for Waterproof Coating. Measurementand payment per bid item Waterproof Coating.

23. Extend waterproof coating to end of tower roof at outside of rail. Do not allowcoating to run down vertical face of stone. Measurement and payment per biditem Waterproof Coating.

24. Existing brick veneer expansion joint at turret house. Remove expansion material,prepare joint opening, and install new sealant. Refer to Detail 2 on Sheet S33.Measurement and payment per bid item Repair (Towers Sealant).

25. Existing brick veneer at turret house. Clean brick surface and install waterrepellent per manufacturer's requirements. Basis of Design: ProtectosilCHEM-TRETE BSM 400 at (150) square feet per gallon. Measurement and paymentper bid item Waterproof Coating.

26. Repair Towers Turret Houses. Refer to Sheet S30.27. Existing light fixture. Prime and paint exposed steel in accordance with Section

607.03.23 "Cleaning and Painting". Payment incidental to bid item WaterproofCoating.

19'-0"±19'-0"± 31'-0"±

69'-0"±

11'-0

"±18

'-0"±

40'-0

"±

11'-0

"±

6'-6

"±

2 2 3

26 Typ.

219

2

24

24

2

3

3

15All Posts

109Entire Perimeter

8

27 Typ.2

122223

13 14 Typ.

2

13 14 Typ.

22

19

16 25 Entire Perimeter

22 54 SF 2

26 Typ.

17 181817

16Entire Perimeter

1

25

12 22 23

2

15 All Posts

2

2

8 9Entire Perimeter

10

122223

3 5 4 SF2

26Typ.

2

24

24

27 Typ.

2

7 2 LF

13Typ. 14

27Typ.

27Typ.

1413Typ.

19

2

3

22

5 16 SF

3

26Typ.

2 22

19

15 All Posts11 Entire Length

2

10 Entire Perimeter98

3

2 2

15All Posts54 SF11Entire Perimeter

1098Entire Perimeter

4

2

2 35 4 SF

72 LF

78 LF

72 LF72 LF

4

72 LF 72 LF

3

7 2 LF2

2 4

72 LF 2

21

REPAIRS 13 - 14



S30

5/29/2020

AutoCAD SHX Text

W. JUDD

AutoCAD SHX Text

W. JUDD

AutoCAD SHX Text

5/15/2020

AutoCAD SHX Text

A. METTE

AutoCAD SHX Text

G. DONAHUE

kimberly.Kutner

Stamp

ROOF PLAN

1

S31 1/8" = 1'-0"

SOUTH TOWER TURRET AND ANCHORAGE HOUSE

3S31

4S31TYP.

7 Both Sides

7 Entire Perimeter

4

7Both Sides

6(6) Sides

4

1091Typ.

5 Entire Perimeter32Typ.

8 Typ.8Typ.

3S31

4S31TYP.

7 Both Sides

7 Entire Perimeter

4

7Both Sides

6(6) Sides

4

1091Typ.


8 Typ.8Typ.

ROOF PLAN

2

S31 1/8" = 1'-0"

NORTH TOWER TURRET AND ANCHORAGE HOUSE

3S31

4S31TYP.

7 Both Sides

7 Entire Perimeter

4

7Both Sides

6(6) Sides

4

1091Typ.


8 Typ.8Typ.

3S31

4S31TYP.

7 Both Sides

7 Entire Perimeter

4

7Both Sides

6(6) Sides

4

1091Typ.


8 Typ.8Typ.

DETAIL

3

S31 NOT TO SCALE REPAIR 15

BALL AND GREEK CROSS

7'-10"±

9'-9"±

4'-8"±

2'-4

"±

19'-3

"±

3'-8

"±4'

-10"

±4'

-2"±

4'-3

"±

DETAIL

4

S31 NOT TO SCALE REPAIR 16

DOWNSPOUT AND GUTTER

NORTH TOWER TURRET - WEST

REPAIR 15

ANCHOR HOUSE 2 - WEST

REPAIR 16

ANCHOR HOUSE 2 - EAST

REPAIR 16

NORTH TOWER TURRET - EAST

REPAIR 15

SOUTH TOWER TURRET - WEST

REPAIR 15

SOUTH TOWER TURRET - EAST

REPAIR 15

ANCHOR HOUSE 3 - EAST

REPAIR 16ANCHOR HOUSE 4 - EAST

REPAIR 16

ANCHOR HOUSE 3 - WEST

REPAIR 16ANCHOR HOUSE 4 - WEST

REPAIR 16

GENERAL NOTES:

A. Contractor to coordinate Roebling towers' roof repairs with towers' masonry repairs.Roebling towers' masonry repairs at top stone courses should be coordinated with towers'roof repairs.

B. Survey towers for electrical conduit. Temporarily remove, support, and reinstall asrequired for masonry, concrete, sealant, painting, and waterproofing repairs.

C. Coordinate turret gutter and downspout replacement with masonry, concrete, sealant,painting, and waterproofing repairs.

KEY NOTES:

1. Existing copper standing seam roof system. Survey roof and report defects to Engineer.

2. Install new copper gutters and brackets at 30" O.C. at perimeter of turret house. Refer toSpecial Note for Metal Roofing & Gutters. Measurement and payment per bid itemRepair (Roofing & Gutters).

3. Remove all existing downspouts and install new copper downspouts to match existing.Refer to Special Note for Metal Roofing & Gutters. Measurement and payment per biditem Repair (Roofing & Gutters).

4. Existing copper roof termination on sandstone. Install new cove sealant aroundperimeter of roof termination. Refer to Detail 3 on Sheet S33. Measurement andpayment per bid item Repair (Roof Sealant).

5. Remove existing corroded metal fasteners at copper fascia and install new stainless steelscrews with neoprene washer. Screw size to match hole in metal. Heads of fasteners tobe bedded in silicone sealant. Measurement and payment per bid item Repair (Roofing& Gutters).

6. Remove existing base flashing at turret wall and install new copper flashing with foldedand soldered splices at corners. Overlap both ends of flashing 2" onto adjacent side ofturret. Measurement and payment per bid item Repair (Roofing & Gutters).

7. Remove existing nails at edge of copper roof and install new stainless steel screws withneoprene washer. Screw size to match existing hole in metal. Heads of fasteners to bebedded in silicone sealant. Measurement and payment per bid item Repair (Roofing &Gutters).

8. Remove existing sealant at all joints between ridge cap and standing seam and installnew silicone cove sealant at joint. Refer to Special Note for Sealants. Measurement andpayment per bid item Repair (Roof Sealant).

9. Remove existing sealant at all stone to roof system termination pieces and install newsilicone sealant. Refer to Special Note for Sealants. Measurement and payment per biditem Repair (Roof Sealant).

10. Existing ball and greek cross assembly. Refer to Detail 3 on this Sheet for repairs.Measurement and payment per bid item Repair (Towers Sealant).

11. Possible location of existing sealant to be removed.

12. Prepare surfaces and install continuous bead of silicone sealant at intersection of ball andgreek cross components. Refer to Special Note for Sealants. Measurement and paymentper bid item Repair (Roof Sealant).

13. Existing brick veneer expansion joint at turret house. Remove expansion material, preparejoint opening, and install new sealant. Refer to Detail 2 on Sheet S33. Measurement andpayment per bid item Repair (Roof Sealant).

14. Existing brick veneer at turret house. Clean brick surface and install water repellent permanufacturer's requirements. Basis of Design: Protectosil CHEM-TRETE BSM 400 at (150)square feet per gallon. Measurement and payment per bid item Waterproof Coating.

15. Remove existing sealant between underside of metal roof and fascia metal panel.Prepare surfaces and install new cove sealant. Similar to Detail 3 on Sheet S33.Measurement and payment per bid item Repair (Roof Sealant).

8 Typ.8 Typ. 91Typ.

8 Typ.8 Typ. 91Typ.

8 Typ.91Typ.

8 Typ.91Typ.

3

13 14

3

5

13 14

2

81 4 7 9

2

1 4 7 9

1211

1211

1211

1211

15

5

15

REPAIRS 15 - 16



S31

5/29/2020

AutoCAD SHX Text

W. JUDD

AutoCAD SHX Text

W. JUDD

AutoCAD SHX Text

5/15/2020

AutoCAD SHX Text

A. METTE

AutoCAD SHX Text

G. DONAHUE

kimberly.Kutner

Stamp

DETAIL

1

S32 NOT TO SCALE

TOWERS RAIL PATCHING TYPE A

1 Existing top rail stone.

Existing mortar joint to be repointed and covered with silicone sealant. Refer toDetail 1 on Sheet S33.Existing mortar joint to be repointed. Refer to Detail 7 on this Sheet.

Existing steel pin set at surface of stone. Completely remove pin.Install new stainless steel 5/8" dia. "U" shaped pin. Set new rod minimum 1" belowtop of stone. Drill and epoxy 3" into existing top rail stone to remain.Install stone repair mortar to cover new rod.

DETAIL

2

S32 NOT TO SCALE

TOWERS RAIL PATCHING TYPE B

Existing top rail stone.Existing mortar joint to be repointed and sealed with silicone sealant. Refer toDetail 1 on Sheet S33.Existing steel pin set at surface of stone. Completely remove pin.

Install new stainless steel 5/8" dia. "U" shaped pin. Set new rod in solid stone belowexisting delaminated stone. Drill and epoxy 3" into existing top rail stone toremain.Install (2) stone repair mortar repairs to cover new rod. Slope front face to matchexisting profile of stone.

DETAIL

3

S32 NOT TO SCALE

TOWERS RAIL POST REPLACEMENT

Existing continuous stone top rail.Existing continuous stone top rail bottom piece.Existing continuous bottom rail.

Existing 10"± x 9"± bottom stone post to be replaced.Temporarily support rail continuous members on each side of post. Completelyremove existing post and stone pins.Drill and epoxy new stainless steel 5/8" dia. x 8" long pin into continuous rail. Epoxyembed 3 1/2".Install new 10"± x 9"± sandstone post. Epoxy grout post into place around pin.Complete composite stone patch at exterior slot of post after installation.

Grout top and bottom of new stone post into place.

DETAIL

4

S32 NOT TO SCALE

TOWERS RAIL REPOINTING AND SEALANT REPAIR

Existing top rail continuous stone.

Existing top rail continuous bottom stone.Existing bottom rail continuous bottom stone.Existing 10"± x 9"± stone post spaced at approximately 2'-6" O.C.Existing 10"± x 9"± bottom stone post spaced at approximately 2'-6" O.C.

Repoint perimeter of bottom stone post. Refer to Detail 7 on this Sheet.Repoint top and bottom perimeter of stone post. Refer to Detail 7 on this Sheet.Repoint continuous joint between top rail stone and top rail bottom stone. Referto Detail 7 on this Sheet.Repoint butt joints between (3) continuous stones. Refer to Detail 7 on this Sheet.Repoint and install silicone sealant at skyward butt joints of top rail stone. Refer toDetail 1 on Sheet S33.

Install silicone cove sealant at (2) sides of bottom rail stone. Refer to Detail 3 onSheet S33.Install urethane cove sealant at (3) sides of bottom stone post. Cove sealant notto be installed on exterior side of rail. Refer to Detail 3 on Sheet S33.New waterproof coating to be terminated on top of new urethane cove sealant.Refer to Detail 5 on Sheet S33.

DETAIL

5

S32 NOT TO SCALE

TOWERS GUTTER DRAINAGE TROUGH REPAIR

Existing top of tower stone/concrete overlay.Existing stone railing.Existing 6" side drainage gutter cut from HSS6x6x1/4 member.

"V" grind 3/4" deep and wide joint along bottom sides of gutter.Drainage gutter. Prime and paint exposed steel in accordance with Section607.03.23 "Cleaning and Painting". Payment incidental to bid item Repair (TowerGutter Drainage Trough).

Install continuous urethane sealant in joint along drainage gutter flush with top ofslab/drainage gutter.Install continuous stainless steel L1 1/2x1 1/2x3/16 along back of drainage trough.Set angle in full bed of epoxy and anchor with 1/4" dia. stainless steel rods at 2'-6"O.C. Epoxy embed 3".Install 1" urethane cove sealant along front side of angle. Refer to Detail 3 onSheet S33.

Install 3/16" urethane cove sealant along backside of angle for termination ofwaterproof coating. Refer to Detail 5 on Sheet S33.Waterproof coating. Refer to Special Note for Waterproof Coating.

DETAIL

6

S32 NOT TO SCALE

SHALLOW TOPPING SLAB CONCRETE REPAIR

Existing top of tower stone.Existing tower concrete overlay.Existing delamination plane. Confirm extents of repair area with Engineer.

Provide minimum 1/2" deep square cut surface edge at deteriorated stone orconcrete overlay.Prepare surface and install epoxy bonding agent. Refer to Special Note forConcrete Repairs.Install new concrete patch material. Refer to Special Note for Concrete Repairs.

DETAIL

7

S32 NOT TO SCALE

TOWERS REPOINTING

Existing stone to remain.

Existing sound mortar to remain.Saw cut existing mortar until sound mortar is encountered. Minimumdepth of 1". Do not damage stone or widen joints.Clean and wet areas of stone to receive new mortar.

Install new mortar in maximum lifts of 3/8" deep. Refer to Special Note forMasonry/Stone Repairs.

2

3

45

6

1

2

34

51

23

45

6

7

8

123

45

67

8

11

12

13

1

234

6

7

8

9

10

1

23

4

5

6

123

45

SECTIONPLAN

8 5/8"± 5 5/8"±

4"

7"-8

"±

1'-0

"

1"

3 Typ.

2

1

5

6

4

1

1

4"±

5 5/8"±

7"-8

"±

6"4

5#2

3

1

1

5"-6

"±

8 5/8"±

2Typ.

5#1

4 3/

8"±

4 3/

8"±

9"±

4'-0

"±

6"±

1'-8

"±7"

±6"

±

5 5/8"±

1'-2 1/4"±

8 5/8"±

47

10

8

11

5

91

92

93

13 612

4

2

3

7

8

8

6

6

5 Typ.

1

5 Typ.

6"±

2

11

9

7

8

4Typ. 6

10Typ.

3 51/

2"M

in.

Var

ies

2"-3

"

1

2 Typ.

4Typ.

3 5 6

3/8"

-1/2

"

1"Min.

4 2 Typ.

1 Typ.

53

PLAN

SECTION

Refer to Special Note for Masonry/Stone Repairs for additional information.Refer to Special Note for Masonry/Stone Repairs for additional information.

Refer to Detail 1 on this Sheet for additional information.

Refer to Special Note for Masonry/Stone Repairs for additional information.SECTION

10

9

10

SECTION

5

SECTION

SECTION

REPAIRS 13 - 16



S32

5/29/2020

AutoCAD SHX Text

W. JUDD

AutoCAD SHX Text

W. JUDD

AutoCAD SHX Text

5/15/2020

AutoCAD SHX Text

A. METTE

AutoCAD SHX Text

G. DONAHUE

kimberly.Kutner

Stamp

DETAIL

1

S33 NOT TO SCALE

TOWERS SEALANT AT REPOINTING

Existing stone to remain.

Existing sound mortar to remain.Saw cut existing mortar until sound mortar is encountered. Minimum depth of 1".Do not damage stone or widen joints.Clean and wet areas of stone to receive new mortar.

Install new mortar in maximum lifts of 3/8" deep. Do not install last lift of mortar.Refer to Special Note for Masonry/Stone Repairs.After cure of mortar, prepare surfaces, and install silicone sealant joint. Refer toSpecial Note for Sealants.

DETAIL

2

S33 NOT TO SCALE

ISOLATION JOINT SEALANT

Existing brick veneer at turret house.Existing building structure.Install closed-cell backer rod.Remove expansion material, prepare joint opening, install backer rod, and installnew silicone sealant. Refer to Special Note for Sealants.

DETAIL

3

S33 NOT TO SCALE

COVE SEALANT

Existing stone surface or concrete overlay.Existing concrete wall, stone post, concrete curb, or steel member.Prepare all surfaces intended for new sealant. Install new cove sealant. Refer toSpecial Note for Sealants.

123

45

6

123

1

23

DETAIL

4

S33 NOT TO SCALE

WATERPROOFING COATING PREPARATION

Existing concrete slab.Cut-off non-functional metals at surface. No flame cutting permitted. Prime andpaint exposed steel in accordance with Section 607.03.23 "Cleaning andPainting". Payment incidental to bid item Waterproof Coating.Exposed slab reinforcing and/or wire mesh. Cut and remove sufficient amount ofreinforcing to provide 1/2" cover at cut ends. Prepare and patch withepoxy/sand mixture. Consult with Engineer prior to cutting reinforcing.

Repair minor existing surface defects caused by aggregate pop-outs, surfacescaling, and freeze-thaw damage in manner acceptable to Engineer andmembrane manufacturer. Refer to Special Note for Waterproof Coating Repairs.Grind smooth or otherwise remove existing excess concrete and/or materialdeposited (left on slab) from construction activities. Where existing slab concreteis mounded or otherwise protrudes more than 1/16" above deck, grind it smooth,or grind transition slope of 1:4 (maximum) with blending radii at perimeter of largeareas.

New membrane system. Refer to Special Note for Waterproof Coating Repairs.

EXPOSED METAL SURFACE DEFECTS

DETAIL

5

S33 NOT TO SCALE

WATERPROOFING COATING TERMINATION

1"

1"

Existing concrete slab.Existing wall, curb, or any vertical projection.Install new cove sealant. Refer to Special Note for Sealants.

New membrane detail coat terminated on cove sealant. Refer to Special Notefor Waterproof Coating Repairs.New membrane system. Refer to Special Note for Waterproof Coating Repairs.

3/8"-1/2"

1" Min

.

4

1 Typ.

2 Typ.

6 3 5

1/2

"X"

"X"3/8"-1/2"

3

1 Typ.4

1"

1"

2

13

6 5143 2

2

5 13

4

SECTION

SECTION

SECTION

SECTION

1

2

3

4

5

6

SECTION

1

23

4

5

4

2

REPAIRS 13 - 16



S33

5/29/2020

AutoCAD SHX Text

W. JUDD

AutoCAD SHX Text

W. JUDD

AutoCAD SHX Text

5/15/2020

AutoCAD SHX Text

A. METTE

AutoCAD SHX Text

G. DONAHUE

kimberly.Kutner

Stamp

o n t c e j o r p ky-17 over ohio river roebling bridge … relat… · louisville, ky 40202-4251...

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