Request for Statement of Interest (SOI) 2013 Structure ...kdot.countyofkane.org/Lists/Consultant SOI/Attachments/116/2013... · Request for Statement of Interest (SOI) 2013 Structure

Request for Statement of Interest (SOI)

2013 Structure Inspections

The Kane County Division of Transportation is in need of professional services from a qualified

engineering firm to provide engineering services as detailed in the attached preliminary scope of work.

A Statement of Interest shall be submitted VIA EMAIL no later than 4:00 P.M. on November 6, 2012,

and should be addressed to Michael Zakosek, P.E., Senior Project Manager, at

[email protected].

Statements of Interest received will be used by County engineering staff to develop a short-list of three

(3) firms. The County will then submit a Request for Proposal (RFP) and schedule interviews with the

short-listed firms.

For more information regarding the SOI, such as content and format of these items, please reference the

QBS document found at http://www.co.kane.il.us/dot/consultant/selectionProcess.pdf . Also, the SOI

shall be submitted in PDF format viewable with the latest version of Adobe reader.

Short-listed firms will be posted at http://www.co.kane.il.us/dot/consultant.aspx. Click on the link

labeled “Consultant Selection Summary Table,” and click the project name.

If the respondent plans to utilize a sub-consultant for any portion of this work please note this on the

submitted Statement of Interest.

This project may be recommended for renewal on an annual basis for up to three years.

Any questions on the project may be emailed to the Project Manager.

A Statement of Interest (SOI) received after the above noted deadline will not be considered.

Michael Zakosek, P.E.

Senior Project Manager

Kane County Division of Transportation

41W011 Burlington Road

St. Charles, Illinois 60175

mailto:[email protected]

http://www.co.kane.il.us/dot/consultant/selectionProcess.pdf

http://www.co.kane.il.us/dot/consultant.aspx

Exhibit “A”

SCOPE OF SERVICES 2013 STRUCTURE SAFETY INSPECTIONS

A. History The Surface Transportation Assistance Act of 1978 required that all public bridges over 20 feet in length be inspected and inventoried in accordance with the National Bridge Inspection Standards by December 31, 1980. In October 1988, NBIS was modified to require special inspections of fracture critical details and underwater features of bridges. Since then, changes have been made to address increased focus on scour inspections, timely reporting, inspector qualification, and other issues. Qualified personnel must typically inspect bridges every two years and have their findings submitted to IDOT for inclusion in the state and national databases. B. Qualifications The Consultant shall provided personnel qualified to perform the bridge inspections. An IDOT approved Team Leader shall supervise, in the field, all inspection activities. The Consultant shall also supply an IDOT approved staff member to act as Program Manager for all inspections. The Consultant shall also provide a structural engineer registered in the State of Illinois to review any bridges that are determined to be structurally deficient on an as needed basis. The Consultant shall provide staff trained in the use of Cartegraph BRIDGEview software to maintain the existing County structure database. The Consultant shall provide the specific qualifications for all members on the inspection team, and for all related work.

C. Scope of Work The Consultant shall inspect all structures detailed below, in accordance with the National Bridge Inspection Standards and the Illinois Department of Transportation Structure Information and Procedure Manual. In addition, an inspection will be conducted for the new Keslinger Road over LaFox Tributary to Mill Creek bridge. This bridge will also be evaluated for overweight loads, using the County four standard vehicle configurations.

The Consultant shall submit the following to the County for each major structure inspected:

1) IDOT Bridge Inspection Report, BBS-BIR 2) Bridge Inspection Report Narrative

The Bridge Inspection Report Narrative shall be in a format similar to the attached.

In addition, the consultant will provide a detailed cost estimate for each structure that includes the costs of all repairs mentioned in the report’s recommendations. The Consultant shall also provide a plan of access for inspection of the bridges. It is anticipated that specialized equipment such as snooper trucks or rigging may be required to allow the inspector to closely examine the bridge elements. Generally, the inspector must be within arm’s reach to adequately inspect a bridge element. Safety of the inspector is of extreme importance to the County and is the responsibility of the Consultant. The Consultant is solely responsible for the safety practices and methods used to perform any and all inspections. The consultant shall coordinate all inspections over railroads with the appropriate railroad. Any costs for licenses and permits shall be included in this work. The consultant will provide on-call design services, review services, and inspection services to be billed against the on-call item in the contract. The consultant will assist in any other needs as defined by the county to comply with the requirements of NBIS. D. Schedule The notice to proceed will be issued on approximately January 31, 2013. The project schedule shall be as follows. Structure Inspections May 10, 2013 Submittal of BBS BIR forms to IDOT and KDOT June 28, 2013 Narratives and cost estimates submitted August 2, 2013 Comments returned by KDOT

August 30, 2013 Final versions of all materials submitted to County, Cartegraph data updated

m:\dotserverd\users\implementation\consultant selection\2012 qbs\2013 structure inspections\scope\exhbit a scope2013.doc

JurisdictionStructure Number Roadway Carried Feature Crossed

Big Rock 045-3045 W. County Line Road Big Rock CreekBig Rock 045-3059 Lasher Road Welch CreekBig Rock 045-3067 Scott Road Big Rock CreekBig Rock 045-3090 W. County Line Road W. Branch Big Rock CreekBig Rock 045-3106 Price Road Big Rock CreekBig Rock 045-3111 Scott Road Malgren DrainBig Rock 045-5005 Dugan Road Welch CreekBlackberry 045-3056 Smith Road Blackberry CreekBlackberry 045-3057 Seavey Road Blackberry CreekBlackberry 045-3061 Scott Road Blackberry CreekBlackberry 045-3068 Brundidge Road Mill CreekBlackberry 045-3092 Finley Road Blackberry CreekBlackberry 045-3117 Seavey Road Blackberry CreekBlackberry 045-3129 Kenmar Drive StreamBlackberry 045-3320 Seavey Road Lake Run CreekBurlington 045-3120 Barron Road Virgil Drainage Ditch No. 3Burlington 045-3319 Middleton Road Virgil Drainage Ditch No. 3Campton 045-5003 Denker Road Ferson CreekCounty 045-0040 French Road Burlington CreekCounty 045-3000 County Line Road Union Ditch No. 3County 045-3002 Peplow Road Virgil Ditch No. 3County 045-3006 Bliss Road Blackberry CreekCounty 045-3009 Jericho Road Big Rock CreekCounty 045-3010 Jericho Road Blackberry CreekCounty 045-3025 Fletcher Drive Tyler CreekCounty 045-3036 Walker Road Burlington CreekCounty 045-3041 Ramm Road Virgil Ditch No. 3County 045-3047 Bowes Road Fitchie CreekCounty 045-3053 Keslinger Road Branch of Mill CreekCounty 045-3107 Dauberman Road Welch CreekCounty 045-3139 Dauberman Road Welch CreekCounty 045-3145 Keslinger Road Mill CreekCounty 045-3146 Scott Road Welch CreekCounty 045-3154 Keslinger Road Blackberry CreekCounty 045-5530 Keslinger Road LaFox Trib to Mill CreekCounty 045-5538 Jericho Road Rob Roy CreekCounty 045-5001 Meredith Road Virgil Ditch No. 1County 045-5542 Peplow Road Union Drainage DitchCounty 045-5518 Burlington Road Union Ditch No. 2Elgin 045-3124 Coombs Road IC&E RR

Elgin 045-3130 Raymond Road Poplar CreekGeneva 045-3123 Skyline Drive Trib. Of Mill CreekGeneva 045-5006 McKee Street Trib. Of Mill CreekHampshire 045-3049 Lenschow Road Burlington CreekKaneville 045-3118 Owens Road Big Rock CreekKaneville 045-3126 Ehlers Road Young's CreekKaneville 045-5012 Harter Road E. Branch Big Rock CreekPlato 045-3132 Muirhead Road Canadian National RRPlato 045-3142 Tower Road Canadian National RRPlato 045-3321 Nesler Road Fitchie CreekSugar Grove 045-3062 Densmore Road Blackberry CreekSugar Grove 045-3071 Ke-De-Ka Road Blackberry CreekSugar Grove 045-3073 Hankes Road Lake Run CreekVirgil 045-3038 Winters Road Virgil Drainage Ditch No. 3Virgil 045-3039 McNulty Road Virgil Drainage Ditch No. 1Virgil 045-3040 Welter Road Virgil Drainage Ditch No. 2Virgil 045-3114 Francis Road Virgil Drainage Ditch No. 1

Bridge Inspection Report for SN 045-3097; March 26, 2012

1

Bridge Inspection Report

STRUCTURE NO. 045-3097

Fabyan Parkway over the Fox River

For

Kane County Division of Transportation

INSPECTION TYPE: NBI DATE: March 26, 2012

Hampton, Lenzini and Renwick, Inc. Civil Engineers, Structural Engineers & Land Surveyors

Springfield, IL 217-546-3400


2

I. ADMINISTRATIVE DATA. Region / District: 1 / 1 County: Kane Feature Carried: Fabyan Parkway / CH 8 / FAP 363 Feature Crossed: Fox River Weather: 47° F; Cloudy

II. ROADWAY/STRUCTURE DATA. ADT (current): 27,600 (2010 – IDOT Master Structure Report) ADTT (current): 1,656 – 6% (2010 – IDOT Master Structure Report) Inventory Rating HS: 20.0 (IDOT Master Structure Report) Operating Rating HS: 27.3 (IDOT Master Structure Report) Existing Clear Width: 55’-6” Face-to-Face of Parapets (Excluding 3’-0” Median) Width to Remain in Place: 55’-6” Improvement Width: 55’-6” CONSTRUCTION / RECONSTRUCTION / REPAIR HISTORY: Year Constructed: 1974 - Original construction (HS 20 Design Load). Year/s Reconstructed: 1980 - New bituminous wearing surface and expansion joints.

1991 - New concrete wearing surface, new expansion joints, concrete parapet and median repairs. 1998 - New expansion joints and concrete repairs. 2005 - New latex-modified concrete wearing surface, new modular expansion joints, parapet extensions, new lighting and miscellaneous concrete repairs.

STRUCTURE DESCRIPTION: Type: Unit 1 is a continuous, non-composite haunched welded plate

girder and Unit 2 is a continuous, non-composite welded plate girder

Span Arrangement: Unit 1 = 4 spans (175’-0”, 280’-0”, 280’-0”, 175’-0”), Unit 2 = 3 spans (130’-0”, 130’-0”, 130’-0”)

Length & Width: Length = 1,309’-4” Back-to-Back of Abutments; 62’-0” Out-to-Out of Deck; 58’-6” Face-to-Face of Parapet (including 3’-0” concrete median)

Skew: 0° Abutments: West – Open spill through abutment on spread footings;

East – Pile supported stub abutment Piers: Double hammerhead concrete piers supported on spread

footings keyed into rock


3

INSPECTION HISTORY (NBIS RATINGS): Year: Deck: Super: Sub: 2002 6 7 7 2004 6 7 7 2006 8 7 7 2008 7 7 7 2010 6 6 7 2012 6 6 7

III. STRUCTURE CONDITION FINDINGS. APPROACH ROADWAY: The HMA approach roadway surface is in good condition with some transverse cracking present. (See Photo Nos. 1, 2, 6 & 7)The approach roadway consists of a four lane (two lanes each direction) hot mix asphalt surface with concrete curb and gutter and painted median. The east approach has a section of raised, mountable median. There are no bridge approach slabs at this structure. Signalized intersections of Fabyan Parkway with Illinois Route 31 and Illinois Route 25 are located beyond the west and east ends of the bridge, respectively. BRIDGE PARAPET / RAIL: There are concrete parapets and a raised concrete median on the structure.

The parapets are in good condition with minor cracking throughout and a few delaminated areas. (See Photo Nos. 12 & 13)

The concrete median is in fair condition with numerous areas of cracking, delaminations and a few spalls. (See Photo No. 16)

JOINTS: Modular expansion joints are present at both the east and west abutment and at Pier 4. The joints are in fair condition overall.

The joints were installed during a 2005 rehabilitation of the structure.

There is heavy open transverse cracking in the anchorage concrete along the west abutment joint. (See Photo No. 8)

There is 14’ long x 0.025” wide open transverse crack in the anchorage concrete in the westbound outside lane on the Span 4 side of Pier 4. The crack is approximately 6” – 8” off the rail. There is evidence that this crack is allowing water leakage to the girders and diaphragms below. A smaller crack is beginning to form on the Span 5 side of this joint at the same location. (See Photo Nos. 9, 10 & 21)

This cracking could simply be shrinkage cracks from the curing process. They could also be tension cracks from the restraint of the modular joint.

The expansion joint at the east abutment has holes in the rubber element. (See Photo No. 11)

DECK: The deck is in overall satisfactory condition. Top of Deck: There is a 6½” concrete deck with a 3” latex modified concrete overlay on the structure.

The latex modified concrete wearing surface is in good condition. (See Photo No. 14)

Widely spaced (6’ – 15’) tight longitudinal & transverse cracking is present throughout. (See Photo 15)

The first 40’ of the overlay at the northeast corner of the structure, between the parapet and outside lane marking, is delaminated and appears to be covered with asphalt.

Debris is collecting in the deck drainage scuppers.


4

Underside of Deck: The underside of the deck is in satisfactory condition. (See Photo Nos. 17 – 20)

Transverse cracking with light leaching it typical throughout.

Delaminations and spalls with or without exposed reinforcement are present. This damage accounts for approximately 1% of the total deck area. (See Structure Sketches for specific locations and dimensions)

Deck drains do not extend below the low steel elevations and two deck drain pipes are broken (north side Span 2 & south side Span 3) allowing deck drainage to come in contact with the steel.

SUPERSTRUCTURE: All of the plate girders, cross braces, diaphragms and bearings are weathering steel. All of the steel, within 5’ of the expansion joints, was painted in 2005.

The girders are in overall satisfactory condition.

The major deficiencies with the girders are beneath the abutments and Pier 4 expansion joints. Most of the deficiencies at these locations are from the leaking expansion joints before the 2005 rehabilitation. However, there is some active corrosion occurring at the west abutment cross frames and along the north exterior girder in Span 4 due to continued leakage. The deficiencies include section loss, holes in the web and web crippling behind the bearing stiffeners at Pier 4 and heavy section loss with holes in a few cross frame members at the abutments & Pier 4. (See Photo Nos. 24 – 29)

Corrosion and exfoliation continues on the bottom flanges and web up to 15’ from the transverse joint at Pier 4.

The bottom flanges near the deck drains have slightly greater surface corrosion than the surrounding steel.

A few of the girder splices and diaphragm connections have loose or missing nuts and bolts. Many of these are due to insufficient clearance between the cross bracing connections and the girder splices.

Most of the exterior girder splice plates have pack rust forming between the top plate on the bottom flange and the web.

See the Structure Sketches for specific damage locations. BEARINGS:

The bearings are in good condition. (See Photo Nos. 30 & 31)

The rocker bearings at the abutments and Pier 4 have been painted.

A few of the anchor bolts on the bearings did not have nuts or nuts which were completely tightened.

The Pier 3 bearings sit off center on the cap. The eccentricity increases from the south (where the exterior bearing is nearly centered on the cap) to the north (where the exterior bearing bottom plate sits flush with the west edge of cap). The condition was also observed to a lesser extent at Pier 2. This extends back to the original construction. There is no sign of movement to the anchor bolts, so it is a placement issue.

SUBSTRUCTURE: Abutments: The abutments and wingwalls are in good condition. (See Photo Nos. 32 – 34)

Minor vertical hairline cracks are present in the backwalls.

There is a spall with leaching and exposed reinforcement at the north end of the west abutment back wall.


5

There are cracks with leaching present at the abutment corners which extend into the wingwalls.

Piers: The piers are in good condition. (See Photo No. 36)

A minor concrete spall is present on the east side of Pier 4 near the bearing of girder 2.

There is a small crack at the bearing seat step on the north side fascia of Pier 4.

A small 1’ x 1’ delamination is present in the underside of the north cantilever of Pier 6.

Minor spalling is present near the water line of Pier 2.

There are minor abrasions on the inside face of both stems at the groundline of Pier 3.

There is a small 6” x 1’ spall with exposed reinforcement on the east face of the Pier 3 cantilever at the north end.

Some hairline diagonal cracking was noted in the cantilever caps. Cracks originate near the exterior girder and continue down toward the cap stem connection.

Rust staining is present due to runoff from the weathering steel. SLOPE / CHANNEL: Slope/Channel Protection: Concrete slopewalls are present at the abutments and are in fair condition. (See Photo No. 35)

Large transverse cracks are present on the concrete slopewalls.

The east abutment slopewall has settled approximately 2” in spots.

There is a 2” gap at the north corner of the east slopewall due to the settlement. Channel Adequacy: The stream channel throughout the structure is rocky with a limestone layer at the bottom of the channel. The channel is in very good condition. TRAFFIC SAFETY: The bridge is built on a tangent alignment with a curved roadway section on both approaches. There is a slight grade increase from west to east across the structure. Pavement markings are present and visible, but are beginning to fade. Guardrail: Steel plate beam guardrail with TBT Type 1 Special terminal end sections are present at all four corners of the structure. The guardrail is in good condition with no impact damage noted during the inspection. Signage / Posting: The bridge is not currently load posted. STRUCTURE RATING: The structure was analyzed for a proposed 217k / 11-axle overload permit vehicle in February 2012. No reductions in capacity were taken due to the deterioration present. It was determined that the structure was adequate to carry the designated overload vehicle. No load posting is required. UTILITIES / LIGHTING:

Electrical conduits are suspended from the bottom of deck in the north and south exterior bays.

There are light poles mounted on the concrete parapets along both sides of the structure.

The light pole bases and poles are in good condition, with no cracks noticed on the bases.


6

An overhead, pole mounted utility, which runs along the bike path on the east side of the river, crosses the structure near Pier 4.

IV. CONCLUSIONS AND RECOMMENDATIONS. Conclusions: The structure is in satisfactory condition overall. The deck overlay is in good condition with only minor cracking noted. The original concrete deck has a number of delaminations and spalls on the underside, but the overall percentage is relatively low for the age of the structure. The overlay will help maintain the deck condition for the foreseeable future. There is transverse cracking noted at the expansion joints and evidence of continued water leakage, especially at the Pier 4 joint. The cracking in the concrete headers at the joints should be sealed to prevent additional damage. The steel girders are in satisfactory condition with the only significant damage noted located beneath/near the transverse expansion joints. This damage has been mitigated by cleaning and painting the steel, but minor active corrosion is developing. This is most prevalent near the Pier 4 expansion joint. The substructure units continue to remain in good condition with no significant deterioration present. Recommendations: Short Term:

Repair the leaking transverse joints.

Repair delaminated/spalled concrete along raised median.

Further investigate modular joint movement and cracking. Long Term:

Repair the damaged drain downspouts and extend all to 6” below low steel elevation.

ATTACHMENTS: Attachment A. Bridge Inspection Report Attachment B. IDOT Master Structure Report Attachment C. Structure Sketches Attachment D. Structure Photos Attachment E. Cost Estimate

BBS-BIR-1 (Rev.10/01)

Sheet 1 of 5

Bridge Inspection Report (MI)

Structure Number: 045-3097 Maintenance County: Kane County

90 - Insp. Date 90A - Insp. Team Leader/Qualification Temp. Township: Geneva

03 / 26 / 2012 Chandler Schramm / PE Municipality: Batavia

Fac Carried: Fabyan Parkway, FAU Route 1397

Feat Crossed: Fox River

Location: Between IL Rte 25 & 31

Mat/Type/# Span: 4 / 02 / 7

Bridge Inspection Year: 12 Team Sect. - Sub-Sect: ---

Appraisals Comments (All comments must be dated.)

Deck

58 - Deck Condition: 6 12 - Bottom of deck has widely spaced delams and spalls

Wearing Surface: 4 12 - Minor HL trans. & long. cracking in latex modified concrete WS

Parapets / Bridge Railings: 4 12 - Minor HL cracking & wetness

Curbs: -

Median: 3 12 - Widespaced cracks, delams & spalls

Sidewalks: -

Drain System: 3 12 - 2 broken drain pipes; pipes do not extend below low steel

Light Standards: 4

Expansion Joints: 3 Openings (In.): W Abut = 3 3/4", P4 = 4 1/8", E Abut = 3 3/4"

12 - E abut jt has hole in rubber element, trans crks in conc @ Pier 4 & W abut

Superstructure

59 - Superstructure Cond: 6

Bearing Devices: 4

Girders / Beams / Stringers: 3

Diaphragms / Braces: 3 12 - Some sect. loss & a few holes @ trans. Jts.

Trusses / Portals / Bracing: -

Rivets / Bolts: 4 12 - A few missing or loose bolts @ splices/diaphragm connections

Paint: 3 12 - Painted @ trans. exp. jts.; Some localized failure

Substructure

60 - Substructure Cond: 7

Stem / Columns / Piles: -

Caps: 4

Bearing Seats: 4

Backwalls: 3 12 - Vertical HL crks., Spall at N end of W abut

Wingwalls: 4 12 - Cracking at corner w/ backwall

Stem / Columns / Piles: 4

Caps: 4 12 - Minor spalls & HL cracking

Bearing Seats: 4

Crash Walls: -

Fender Systems: -

Paint: -

Ab

utm

en

tsP

iers

47

12 - Some sect. loss & a few holes @ trans. jts; Pack rust @ splices on ext.

girders


Sheet 2 of 5


Structure Number: 045-3097

Bridge Inspection Year: 12

Appraisals Comments (All comments must be dated.)

Culvert

62 - Culvert Condition: N

Top Slab / Soffit:

Side Walls / Arch:

Bottom:

Headwalls:

Wingwalls:

Waterway and Channel

61 - Channel Condition: 8

Streambed: 4

Slope Walls & Rip-Rap: 4 12 - Trans. Cracking; Differential settlement of E. slopewall

Stream Banks: 4

Spur Dykes & Jetties: -

71 - Waterway Adequacy: 9

Approach Roadway

72 - Appr. Rdwy Alignment: 7

Riding Quality: 4

Structural Condition: 3 12 - Trans. cracks

Relief Joints: -

Navigable Waterways

111 -Pier Navig. Protect'n: N

Inspection Remarks

Year Item 90B - Inspection Remarks (237 characters maximum.)

Str. in satisfactory cond. Widely spa. tight long. & trans. cracks in overlay. Minor amount of

spalls on deck btm. Girders have some active corrosion @ deck jts. Substr. in good cond.

Insp. delayed to 3/26 due to insp. truck availability.

20

20

12

20

20

20


Structure Number: 045·3097

Additional Inspection Data

-"3~6"Ac:·.!B:!n~· d~ec.R~a"il,!in!lL!A",d",e=u,,,a= __ .L::3:.J Rail Types: Concrete Parapets

Approach Guardrail Adequacy: 36B· Transitions: 131 36C • Guardrail : 3 360· Ends: 3

1 OBA • Wearin Surface T pe: F 108C· Deck Protection: J

1080· Total Deck Thickness 6.5" Concrete Deck w/3" Latex Modified Concrete Overlay = 9.5"

A - 588 Weatherin Steel ! Painted in 2005 at the ex ansion 'oints.

Color: Fascia - Inter. - Rai ling -

5SC • Utilities Attached : Electrical

Weight Limit Posting

70A2 • Single Unit Vehicles : T.I Combinations: 7082 ·3 or 4 Axle: I TI 70C2 - 5 or More Axle: 1 T· I

7002 • One Truck at a Time: 1

Time to Inspect (H:M): 1 16:00 1 Traffic Control: Iy Inspection Resource Needs Equipment

Boat- Y I Waders-- Y I Snooper-- Y Manllft-- Y

Ladder- Short N Medium Y Tall Y Other-

93C - Special Inspection Date: /

Signature Block Unit Supervisor

Signature Date , Initials · Date

(' ( '/7/:/",,/1/, (jf r< / /':;/1/12- '#/'!IJ--" o ~ .- E CD 0",'0 OJ OJ '" tt ..... ~ E

Additional Comments:

,

(Contlnue comments on page 4)

88S-8IR-1 (Rev.l0/01) Sheet 3 of 5


Sheet 4 of 5


Structure Number: 045-3097

Additional Comments:

(Continue comments on additional pages as needed)

2012 - The HMA approach roadway surface is in good condition with some transverse cracking present. Steel plate beam guardrail and TBT Type 1 Special terminal end sections are present at all four corners of the structure and are in good condition with no impact damage noted. The concrete parapets are in good condition with minor cracking throughout and a few delaminated areas. There are modular expansion joints at the east and west abutment and at Pier 4. The joints are in fair condition overall. There is heavy open transverse cracking in the concrete header along the west abutment. There is a 14' long x 0.025" wide open transverse crack in the concrete header in the westbound outside lane on the Span 4 side of Pier 4. The crack is approximately 6" - 8" off the rail and there is evidence that the crack is allowing water leakage to the girders and diaphragms below. A smaller crack is beginning to form on the Span 5 side of this joint at the same location. The expansion joint at the east abutment has holes in the rubber element. There is a 6.5" concrete deck with 3" latex modified concrete wearing surface on the structure. The wearing surface is in good condition with widely spaced tight longitudinal and transverse cracking present throughout. The first 40' of the overlay at the NE corner of the structure, between the parapet and the outside lane marking, is delaminated and appears to be covered with asphalt. The raised concrete median on the bridge has numerous areas of cracking, delamination and a few spalls. There is transverse cracking with light leaching typical throughout the underside of deck. Delaminations and spalls with or without exposed reinforcment are present, but do not account for a large percentage of deck area overall. There are two broken deck drain pipes and the deck drains do not extend below the low steel elevation. All of the plate girders, cross braces, diaphragms, and bearings are A-588 weathering steel. The steel within 5' of the transverse expansion joints has been painted. The girders are in satisfactory condition overall with the major deficiencies occurring at the ends near the expansion joints in the deck. Water leakage through the joints in the past has caused section loss, holes in the web, & web crippling. Corrosion and exfoliation continues on the bottom flanges and web up to 15' from the joint at Pier 4. The bottom flanges near the deck drains have slightly greater surface corrosion than the surrounding steel. Most of the exterior girder splice plates have pack rust forning between the top plate on the bottom flange and teh web. A few of the girder splices and diaphragm connections have loose or missing nuts and bolts due to insufficient clearance between the cross bracing connections and girder splices. The bearings are in good condition. A few of the anchor bolts did not have nuts or the nuts were not completely tightened. The abutments and wingwalls are in good condition. There are minor vertical hairline cracks in the abutment backwalls. There is a spall with leaching and exposed reinforcement at the north end of the west abutment. There are cracks with leaching present at the abutment corners which extend in to the wingwalls. The piers are in good condition as well. Some minor spalls are present and some hairline diagonal cracking was noted in the cap cantilevers. Rust staining due to runoff from the weathering steel is present. The concrete slopewalls at the abutments are in fair condition with large transverse cracks present. The east abutment slopewall has settled approximately 2" in locations and there is a 2" gap at the north corner. There are light poles attached to the concrete parapets along both sides of the structure. The light poles and bases are in good condition with no defects noted.

Illinois Department of TransportationStructures Information Management System

Master Structure Report (S-107)

Date: 4/5/2012

Structure Number: 045-3097 District: 1

Page 1

Inventory DataFacility Carried: FABYAN PARKWAY

Feature Crossed: FOX RIVER

Bridge Remarks:

Bridge Status: 1

Status Remarks:

Maint County: 045

Maint Responsibility: 03

Service On/Under: 1 5

Bridge Name: FABYAN

Location: FABYAN PK W OF IL 25

StatusDate: 04/1988

KANE

OPEN - NO RESTRICT

COUNTY

/HIGHWAY WATERWAY

Reporting Agency: 3 COUNTY

Main Span Matl/Type: 4 STEEL CONTINUOUS 02 STRINGER/MULTI-BEAM/GIRDER/

Maint Township: 09 GENEVA

Nbr Of Main Spans: 7 Nbr Of Approach Spans: 0

***Approaches***

Near #1 Matl/Type:

Near #2 Matl/Type:

Far #1 Matl/Type:

Far #2 Matl/Type:

/

/

/

/

Median Width/Type: 3 Ft. 3/ Curb

Guardrail Type L/R: 0 None 0 None/

Toll Facility Indicator: 0 No Toll

Latitude: 41 51 53.00 Longitude: 88 18 44.00D M S D M S

Structure Length: 1309.3

AASHTO Bridge Length: 99.9

Length of Long Span: 280.0

Bridge Roadway Width: 55.5

Appr Roadway Width: 72.0

Deck Width: 62.0

Deck Structure Type: A CIP CON NRMLLY FORM Deck Structure Thickness: 6.5

Sufficiency Rating: 71.3

No

Replaced By: 000-0000

Replaces: 000-0000

Last Update Date: 01/18/2011

HBP Eligible:

Parallel Structure: None

Multi-Level Structure Nbr:

Skew Direction: None

00 D 00 M 00 SSkew Angle:

Structure Flared: No

NoHistorical Significance:

Border Bridge State:

Bdr State SN:

Bdr State % Responsibility: 0

Structural Steel Wt: 4,185,350

Rated By: N Rate Method:N/A

Inventory Rating: 20.0

Operating Rating: 27.3

(236)

(249)

Design Load: 02 HS20

Load Rating Date:

Sidewalk Width Right: 0.0

Sidewalk Width Left: 0.0

Sidewalks Under Structure: 0

Key Route On Data

None

Navigation Vert Clear: 0

Navigation Horiz Clear: 0

Navigation Control: 0 No

Culvert Fill Depth: 0.0

Number Culvert Cells: 0

Culvert Cell Width: 0.00

Culvert Cell Height: 0.00

Culvert Opening Area: 0.0

00 Ft 00 In

Crossing 1 Nbr:

RR Lateral Underclear: 00.0

RR Vertical Underclear:

Crossing 1 Nbr:

***Railroad Crossing Info***

Functional Class: 30

27600Curr AADT Yr/Count: 2010

Est Truck Percentage: 6

Number Of Lanes: 4

One Or Two Way: 2

Horizontal: 060.0 000.0

Min Vertical: 99 00

81 0363

Designated Truck Rte: NONE

Bypass Length: 5

Urban Area: 1051

Natl. Hwy System: On NHS

*** Marked Route On Data ***Designation

** CLEARANCES ** South/East North/West

Key Route Nbr: FEDERAL-AID PRIMARY

Two-Way

0363

Segment:Main RouteAppurtenances 00.000

OTHER PRINCIPAL ARTERIAL

Station: 001.450

Inventory County: 045

Township/Road Dist: 09

13635Future AADT Yr/Cnt: 2021

KANE

Special Systems: Yes

11Ft

In

00Ft

In

GENEVA

Linked: Y

Inventory Direction:Municipality: 0355

Max Rdwy Width: 000.0

10 Ft Vertical: 99 0011Ft

In

00Ft

In

BATAVIA

/

/

Mainline Other

Key Route Under Data

Curr AADT Yr/Count:

Est Truck Percentage:

Number Of Lanes:

One Or Two Way:

Designated Truck Rte:

Bypass Length:

Natl. Hwy System:

Segment:

Station:

Future AADT Yr/Cnt:

Special Systems:

Linked:

Inventory Direction:

/

/

South/East North/West

Ft

In

Ft

InFt

In

Ft

In

Lateral: Ft Ft

Kind Number

Route #1:

Route #2:

Route #3:

*** Marked Route Under Data ***Designation Kind Number

% %

Substructure Material: 55

FO: NSD: N

Illinois Department of TransportationStructures Information Management System

Master Structure Report (S-107)

Date: 4/5/2012

Structure Number: 045-3097 District: 1

Page 2

Data Related to Inspection Information***Inspection Intervals ***

Routine NBIS: 24

Fracture Critical: 0

Underwater: 60

Special: N

MOS

MOS

MOS

Bridge Posting Level:

5 No Posting RequiredOne Truck At A Time:

Single Unit Vehicles:

Combination Type 3S-1:


*** Maximum Allowable Posting Limits ***

Tons

Tons

Tons

Inspection/Appraisal Information

SATISFACTORY CONDITION - MINOR DETERIORATION

Inspection Date: 03/24/2010

Deck: 6

Structural Evaluation: 6

Deck Geometry: 5

Superstructure: 6

Underclearance-Vert/Lat.: N

Substructure: 7

Channel and Protection: 8

Waterway Adequacy: 9

Culvert: N

Approach Roadway Align: 7

SATISFACTORY CONDITION - MINOR DETERIORATION

GOOD CONDITION - SOME MINOR PROBLEMS

VERY GOOD CONDITION - NO PROBLEMS NOTED

NOT APPLICABLE

SUPERIOR TO PRESENT DESIRABLE CRITERIA

EQUAL TO PRESENT MINIMUM CRITERIA

BETTER THAN ADEQUATE TO BE LEFT IN PLACE

NOT APPLICABLE

BETTER THAN PRESENT MINIMUM CRITERIA

Pier Navig Protection: N N/A

Inspection Temperature: 50 Deg. F

One Truck At A Time:

Single Unit Vehicles:



** Actual Posted Limits **

Tons

Tons

Tons

Utilities Attached: 9 ELECTRIC

N/A

N/A

N

N

Deck Wearing Surf: C

Total Deck Thick: 09.5

Last Paint Date:

Insp by (Name):

LAT MOD CON OVERLAY

F NONE

J NONE

Inspection Remarks:

DECK OVERLAY IN GOOD COND. W/WIDELY SPACED LONG/TRANS TIGHT CRKS, UNDERSIDE OF DECK HAS MODERATE AMOUNT OF DELAMS AND SPALLS. GIRDERS SAT. OVERALL W/ SOME DA MAGE BENEATH TRANSVERSE DECK JOINTS, SUB. IN GOOD CONDITION

Deck Membrane:

Deck Protection:

Underwater Inspection/Appraisal Information11/22/2010

6N.TRIANAFILOU

VSPD

2Inspection Date:

Appraisal Rating:Inspected By:

Inspection Method:

Inspection Category:

SATISFACTORY - MODERATE DETERIORATION IN UNDERWATER UNITS

Visual Sonar Probe Diver

4 ft. water

Temperature: 50

Inspection Remarks: SATISFACTORY CONDITION - TWO AREAS OF CONCRETE SECTION LOSS ON THE CORNERS OF THE SOUTH SHAFT OF PIER 2 WITH UP TO 2 INCHES OF PENETRATION.

Scour Critical Information

02/14/1992

8 B

A RAHEEMAnalysis Date:

Rating: Evaluation Method:

Analysis By:

CALCULATED SCOUR ABOVE FOOTING Rational Analysis

Waterway InformationFlood Design Frequency: 0

Flood Design Q (CFS): 0

Flood Design Nat H W E: 0

Flood Des Open Prop: 0

Drainage Area: 0

Flood Base Q (CFS): 0

Flood Base Nat H W E: 0

YRS

SF

Acre

Fracture Critical Members:

Microfilm Data Recorded:

No

No

Miscellaneous

Meets Standards

Acceptable Acceptable Acceptable

Bridge Railing Appraisal: 3

Approach Guardrail: 333

Insp by (Name): M.D. CIMA 3

Inspected By:

Last Paint Type:

1974

CH 8

201B-MFT

82+15

00000000000000

3

Construction InformationYear: Original Reconstructed

Route:

Section Nbr:

Contract Nbr:

Fed Aid Pr #:

Built By:

Sta: Sta:

COUNTY AGENCY

Proposed Improvement

Bridge Cost:

Total Project Cost:

*** Costs in Dollars ***

Roadway Cost:

Cost Estimate Year:

Type of Work:

Done By:

Length:

Remarks:

N

GENERAL PLAN AND ELEVATION

T.

39

N.Structure No.

045-3097

LOCATION SKETCH

R. 8 E., 3rd. P.M.

1 2 3 4 5 6

24’

24’

~ Bridge Deck

Concrete Slopewall

Span 2

Electrical Conduits

6 Spaces @ |9’-9’’ = |58’-6’’

Deck Drains

Electrical Box

NSOUTH ELEVATION

Top of Water

Bike Path Bike Path

Electrical Box

Not to Scale

~ Bike Path

10’-

0’’

10’-

0’’

24’-0’’

24’-0’’

175’-0’’ ~ - ~ Brgs.

Span 1

280’-0’’ ~ - ~ Brgs.

Light Fixtures

280’-0’’ ~ - ~ Brgs.

Span 3

175’-0’’ ~ - ~ Brgs.

Span 4

Span 5

~ - ~ Brgs.

130’-0’’ 130’-0’’

Span 6

~ - ~ Brgs.

130’-0’’

Span 7

~ - ~ Brgs.

390’-0’’

Unit #2

10’-

0’’

10’-

0’’

Flo

w

~ Bike Path

1,309’-4’’ Bk - Bk Abuts.

910’-0’’

Unit #1

Not to Scale

PLAN

Lighting Conduit

1’-9’’

Deck Drains

Electrical Conduits

Plate girders

12’-0’’

Lane

3’-9’’

Shldr.

12’-0’’

Lane

3’-0’’

Median

Concrete Wearing Surface

3’’ Latex Modified

12’-0’’

Lane

6�’’ Thick

Concrete Deck

3’-9’’

Shldr.

58’-6’’ Bridge Roadway

62’-0’’ o. to o. Deck

Bonded Longitudinal Joints

1’-9’’

Lighting Conduit

TYPICAL DECK SECTION(Looking East)

12’-0’’

Lane

Cantilever

E. Face Pier Cap

6’’x1’ SP, RF

Stems @ Groundline

Inside Face Pier

Minor Abrasion on

w/ Diff. Settlement

Heavy Trans. Cracks

Concrete Slopewall

Repair (SF)Spall (SF) Delam. (SF)Area (SF)

Total Damage

0.6 0.6

Deck Damage Estimates (March 2012)

65,549

Area (SF)

Total Deck% Damage

w/ Repairs

% Damage

Bottom of Deck 97 303 - 400

Sheet 1 of 4

KANE COUNTY


PROJECT NUMBER: DATE:

FABYAN PARKWAY

OVER FOX RIVER

03/26/12

LEGEND

Crack

Spalls

Delamination

= Water Leakage

= Stalactites

= Shear Stirrup

= Spall

WL

ST

SS

SP

RS

RP

RF

PS

PD

LE

DL

CO

CC

CO

= Rust Staining

= Repair

= Reinforcement

= Prestressed Strand

= Plugged Drain Hole

= Leaching

= Delamination

= Corrosion

= Crack - Closed

= Crack - Open

DRAWN: D.A.B.12.0004

Sheet 2 of 4

N

17’-3�’’ 2 Spa. @ 17’-6’’ 2 Spa. @ 17’-6’’ 2 Spa. @ 17’-6’’

Span 1 Span 2

143’-9’’

Span 1 Span 2

109’-6’’ 31’-1�’’ 112’-6’’

length along beam x width across beam.

Damage area dimensions are shown as

Note:

RF RF

1’x3’RF

RF

RFRF

1’x2’1’x2’

2’x2’

3’x3’

2’x5’

2’x8’ Loose Bolt

Missing Bolt

RF

RF on Splice ‘

Missing nutMissing nut on

bearing pin

1

2

3

4

5

6

7

Floor Drains (Typ.)

161’-4�’’ 214’-0’’

Floor drain

Layout

Light Std.

Layout

7 Spa. @ 17’-8’’ = 123’-8’’

= 35’-0’’ = 35’-0’’

5 Spa. @ 19’-0’’ = 95’-0’’ 20’-0’’ 5 Spa. @ 19’-0’’ = 95’-0’’

= 35’-0’’

93’-9’’ 68’-9’’ 68’-9’’ 67’-6’’

79’-7�’’

65’-6’’ 47’-0’’ 37’-6’’ 51’-10�’’

12’-6’’ 12’-6’’ 12’-6’’ 12’-6’’6 Spa. @ 25’-0’’ = 150’-0’’ 9 Spa. @ 25’-0’’ = 225’-0’’ 18’-9’’ 11’-3’’

Bk. of

W. Abut.

13’-9�’’

175’-0’’ ~. - ~. Brg. 280’-0’’ ~. - ~. Brg.

~ Light Std. #1

~ Brg. W. Abut. ~ Brg. Pier 1

~ Light Std. #2

~ Brg. Pier 2

~ Brg. W. Abut. ~ Brg. Pier 1

~ Field Splice 1 ~ Field Splice 2 ~ Field Splice 3

175’-0’’ ~. - ~. Brg. 280’-0’’ ~. - ~. Brg.

~ Field Splice 4 ~ Field Splice 5

~ Brg. Pier 2

UNIT 1-A BOTTOM OF DECK SURVEY

Transverse Jt.

Regular Underside

Transverse Cracks in Bay 1 & 2

30’’x3’’ Hole in Bot. Leg of Cross Frame

1’x2’

2’x3’

1’x2’ 1’x2’

the Angle of other Brgs.

Bearing @ BM 7 Rotated Outward Approx. Twice

1’x1’

1’x2’

1’x2’2’x2’

1’x2’

1’x1’

1’x2’

1’x3’

1’x1’

1’x1’

2’x2’

1’x1’

1’x1’

2’x1’

2’x4’1’x1’

6 spaces

@ 9’-

9’’ = 58’-

6’’

16’’x1’’ Hole in Bot. Leg of Cross Frame (Active Corrosion Top Cross Brace)

1’x2’

2’x3’

1’x1’

1 Loose Bolt

1’x1’

Top of Pipe Drain Extension Broken

1 Loose Bolt

1’x2’1’x1’1’x1’ 1’x1’ RF

3’x3’1’x1’

1’x1’

1’x1’

1’x2’

1’x2’

1’x2’ 1’x2’

RF

1’x1’1’x2’

TOP OF DECK

UNDERSIDE OF DECK

1’x3’

& web on exterior girders

Pack Rust typ @ top ‘ btm. flange 2 Loose Bolts on Splice ‘

Sheet 1 of 4

KANE COUNTY



FABYAN PARKWAY

OVER FOX RIVER

03/26/12

LEGEND

Crack

Spalls

Delamination

= Water Leakage

= Stalactites

= Shear Stirrup

= Spall

WL

ST

SS

SP

RS

RP

RF

PS

PD

LE

DL

CO

CC

CO

= Rust Staining

= Repair

= Reinforcement



= Leaching

= Delamination

= Corrosion

= Crack - Closed

= Crack - Open


Sheet 3 of 4

N



Note:

17’-3�’’2 Spa. @ 17’-6’’2 Spa. @ 17’-6’’2 Spa. @ 17’-6’’

Span 4Span 3

143’-9’’ 107’-9’’

Span 4Span 3

112’-6’’ 31’-1�’’ 109’-6’’

Floor Drains (Typ.)

~ Light Std. #3 ~ Light Std. #4

143’-9�’’98’-8�’’ 214’-0’’

7 Spa. @ 17’-8’’ = 123’-8’’

= 35’-0’’= 35’-0’’

5 Spa. @ 19’-0’’ = 95’-0’’20’-0’’5 Spa. @ 19’-0’’ = 95’-0’’

= 35’-0’’

67’-6’’

51’-10�’’ 37’-6’’ 47’-0’’ 65’-6’’

18’-9’’11’-3’’ 9 Spa. @ 25’-0’’ = 225’-0’’ 12’-6’’ 12’-6’’ 12’-6’’ 12’-6’’ 6 Spa. @ 25’-0’’ = 150’-0’’

Floor drain

Layout

Light Std.

Layout

280’-0’’ ~. - ~. Brg.

~ Brg. Pier 3

68’-9’’ 68’-9’’

175’-0’’ ~. - ~. Brg.

~ Brg. Pier 4

1

2

3

4

5

6

7

280’-0’’ ~. - ~. Brg.

~ Brg. Pier 2

~ Field Splice 6 ~ Field Splice 7 ~ Field Splice 8 ~ Field Splice 9

~ Brg. Pier 3

~ Field Splice 10

175’-0’’ ~. - ~. Brg.

~ Brg. Pier 4

3 loose bolts

Corrosion from drain

6’x3’

RS

Loose

~ Brg. Pier 2

Missing Bearing Anchor Bolt

diaphram

nut on

10’ Regular Transverse

Cracks Underside

1’x2’

1’x2’

1’x1’

UNIT 1-B BOTTOM OF DECK SURVEY

1’x2’ 1’x2’

1’x1’

Webs @ Bot.

Holes in Gir.

Gir. Web @ Bot.

6’’x2’’ Hole in

1’x1’1’x1’

6’x6’’

7�’’x1’’ Hole

1�’’} Hole

6-8’’ Off Joint Rail

14’’ L

CO (0.025’’)

trans. stiffener w/ excessive corrosion on bottom flange

Local Point Failure on top of bottom flange to just past 1st

Diaphragm Members

Active Corrosion on

1’x1’

1’x2’

1’x1’1’x1’1’x1’

1’x1’1’x1’

1’x1’

1’x1’

1’x1’

1’x2’

1’x3’

1 Loose Bolt

Extension Broken

Top of Pipe Drain

1’x2’ 2’x3’

2 Missing Bolts

1’x2’

1 Loose Bolt

Lat. Bracing

Missing Bolt

1’x8’

TOP OF DECK

UNDERSIDE OF DECK

1’x1’

Sheet 1 of 4

KANE COUNTY



FABYAN PARKWAY

OVER FOX RIVER

03/26/12

LEGEND

Crack

Spalls

Delamination

= Water Leakage

= Stalactites

= Shear Stirrup

= Spall

WL

ST

SS

SP

RS

RP

RF

PS

PD

LE

DL

CO

CC

CO

= Rust Staining

= Repair

= Reinforcement



= Leaching

= Delamination

= Corrosion

= Crack - Closed

= Crack - Open


Sheet 4 of 4

N



Note:

Floor drain

Layout

Light Std.

Layout

17’-3�’’ 2 Spa. @ 19’-0’’ 2 Spa. @ 19’-0’’ 17’-3�’’

Span 5 Span 6 Span 7

196’-2’’109’-6’’

31’-10’’ 83’-7�’’

Span 5 Span 6 Span 7

Cross Frame Spacing

~ Light Std. # ~ Light Std. #8

5 Spa. @ 19’-0’’ = 95’-0’’ 19’-0’’ 19’-0’’

= 38’-0’’ = 38’-0’’

16’-0’’ 19’-0’’ 19’-0’’ 5 Spa. @ 19’-0’’ = 95’-0’’

101’-10’’ 28’-2’’ 28’-2’’ 28’-2’’ 28’-2’’73’-8’’ 101’-10’’

18 Spa. @ 21’-8’’ = 390’-0’’

36’-9�’’ 160’-2�’’

Floor Drains (Typ.)

Bk. of

E. Abut.

~ Brg. Pier 4 ~ Brg. Pier 5 ~ Brg. Pier 6

130’-0’’ ~. - ~. Brg. 130’-0’’ ~. - ~. Brg. 130’-0’’ ~. - ~. Brg.

39’-0’’99’-8’’ 91’-0’’ 47’-8’’

~ Brg. Pier 4 ~ Brg. Pier 5 ~ Brg. Pier 6 ~ Brg. E. Abut.

~ Brg. E. Abut.

130’-0’’ ~. - ~. Brg. 130’-0’’ ~. - ~. Brg. 130’-0’’ ~. - ~. Brg.

~ Field Splice 12 ~ Field Splice 14~ Field Splice 13 ~ Field Splice 11

1

2

3

4

5

6

7

Loose bolts 2’x2’

2’x3’

2’x2’

RF

RF

2’x4’

Loose bolts on

cross brace

Moderate pack rusting

UNIT 2 BOTTOM OF DECK SURVEY

RS

2’x5’

1’x2’

1’x3’ 1’x2’

RF

1’x2’

1’x1’ 1’x1’2’x4’ 2’x2’

At drain

Small spall at

1’h x 5’w

NE corner pier

1’x2’

1’x2’

1’x2’

1’x4’

1’x4’

1’x4’

1’x2’

1’x8’

2’x5’

1’x5’ 2’x2’

2’x5’

2’x5’

2’x6’

1’x1.5’ 1’x1.5’

Drain Downspout with 14’’ Crk.

2’x1’

1’x8’ 2’x2’

1’x3’ RF

2’x2’

Webs @ Bot.

10’’x2’’ Hole in Gir.

Webs @ Top

2’’} Hole in Gir.

Web @ Btm.

Pin Hole in

1’x1’

1’x4’

1’x2’

1’x2’

1’x8’

1’x2’

1’x3’

1’x4’

1’x1’

1’x2’

TOP OF DECK

UNDERSIDE OF DECK

Sheet 1 of 4

KANE COUNTY



FABYAN PARKWAY

OVER FOX RIVER

03/26/12

LEGEND

Crack

Spalls

Delamination

= Water Leakage

= Stalactites

= Shear Stirrup

= Spall

WL

ST

SS

SP

RS

RP

RF

PS

PD

LE

DL

CO

CC

CO

= Rust Staining

= Repair

= Reinforcement



= Leaching

= Delamination

= Corrosion

= Crack - Closed

= Crack - Open



Attachment D - Page 1

Photo No. 1 Looking East Across Bridge

Photo No. 2 Looking West Across Bridge



Photo No. 3 South Elevation of Structure (Typical)

Photo No. 4 Looking North Upstream from Bridge Deck



Photo No. 5 Looking South Downstream from Bridge Deck

Photo No. 6 East Approach Roadway Surface Condition Behind East Abutment



Photo No. 7 West Approach Roadway Surface Condition Behind West Abutment

Photo No. 8 Looking North at Modular Expansion Joint at West Abutment

Typical Transverse Cracking in Concrete Block



Photo No. 9 Looking North at Modular Expansion Joint at Pier 4

Photo No. 10 Looking North at Open Crack in Concrete Header at Pier 4 Expansion Joint

Westbound Outside Lane Crack 14’ Length, 0.025” Width



Photo No. 11 Looking North at Modular Expansion Joint at East Abutment

Photo No. 12 Typical Parapet (North Side Shown)



Photo No. 13 Typical Cracking in Parapet Face

Photo No. 14 Looking Northwest at Typical Top of Deck Overlay Condition



Photo No. 15 Typical Longitudinal & Transverse Cracking in Deck Overlay

Photo No. 16 Typical Spalls & Delaminations Along Median (Shown Looking West in Span 4)

6’ – 15’ Avg. Spacing



Photo No. 17 Typical Condition of Underside of Deck (Span 2 Shown)

Photo No. 18 Typical Condition of Underside of Deck (Span 6 Shown)



Photo No. 19 Broken Drain Pipe (Span 3, South Side)

Photo No. 20 Broken Drain Pipe (Span 2, North Side)



Photo No. 21 Bottom of Pier 4 Modular Expansion Joint at North End

Photo No. 22 Looking Southeast at Typical Steel Condition (Span 2)

Active Corrosion from Water Leakage on Diaphragm



Photo No. 23 Typical Pack Rust Along Inside Face of Web at Splice Location

Photo No. 24 Hole in Span 5 South Exterior Girder Web at Pier 4



Photo No. 25 Hole in Web of 2nd Girder from North in Span 5 at Pier 4

Photo No. 26 Pin Hole in Web of North Exterior Girder in Span 5 at Pier 4



Photo No. 27 Hole in North Exterior Girder Web in Span 4 at Pier 4

Photo No. 28 Section Loss in Cross Frame in North Exterior Bay at West Abutment



Photo No. 29 Section Loss in Cross Frame in South Exterior Bay at West Abutment

Photo No. 30 Typical Fixed Bearing Condition (Pier 2 Shown))



Photo No. 31 Typical Expansion Bearing Condition (Pier 1 Shown)

Photo No. 32 Typical Abutment Cap and Backwall Condition (East Abutment Shown)



Photo No. 33 Typical Wingwall Condition (Southwest Wingwall Shown)

Photo No. 34 Spall on West Abutment Backwall at North End



Photo No. 35 Cracking and Differential Settlement of East Abutment Slopewall

Photo No. 36 Typical Pier Elevation (West Face of Pier 2 Shown)

KANE COUNTY DIVISION OF STRUCTURE 045-3097

TRANSPORTATION FABYAN PARKWAY / CH 8 OVER

FOX RIVER

ESTIMATE OF COST - MAINTENANCE

1309' bk.-bk. abutment; 58.5' roadway; 62' o.-o. deck

ITEM UNIT

NO. ITEMS UNIT QUANTITY PRICE TOTAL

1. Epoxy Crack Sealer Foot 200.00 20.00 4,000.00

2. Modular Expansion Joint Repairs L. Sum 1.00 10,000.00 10,000.00

3. Drain Extensions & Repairs Each 20.00 450.00 9,000.00

4. Structural Repair of Concrete (≤ 5") Sq. Ft. 100.00 125.00 12,500.00

5. Traffic Control and Protection (Staged) L. Sum 1.00 15,000.00 15,000.00

6. Mobilization L. Sum 1.00 10,000.00 10,000.00

SUBTOTAL 60,500.00

15% CONTINGENCY 9,075.00

TOTAL ESTIMATE OF COST 69,575.00

Made by: CCS Date: 4/12/2012

Checked by: SWM Date: 8/7/2012

KANE COUNTY DIVISION OF STRUCTURE 045-3097

TRANSPORTATION FABYAN PARKWAY / CH 8 OVER

FOX RIVER

ESTIMATE OF COST - DECK REPLACEMENT

1309' bk.-bk. abutment; 58.5' roadway; 62' o.-o. deck

ITEM UNIT

NO. ITEMS UNIT QUANTITY PRICE TOTAL

1. Remove Existing Deck L. Sum 1.00 350,000.00 350,000.00

2. Concrete Superstructure Cu. Yd. 2,730.00 1,000.00 2,730,000.00

3. Concrete Structures Cu. Yd. 115.00 950.00 109,250.00

4. Protective Coat Sq. Yd. 10,250.00 2.00 20,500.00

5. Reinforcement, Epoxy Coated Pound 450,000.00 1.25 562,500.00

6. Bridge Deck Grooving Sq. Yd. 7,835.00 10.00 78,350.00

7. Steel Shear Studs Each 30,000.00 3.00 90,000.00

8. Structural Steel (Repairs) Pound 10,000.00 7.00 70,000.00

9. Clean & Paint Metal Structures L. Sum 1.00 80,000.00 80,000.00

10. Drainage System L. Sum 1.00 30,000.00 30,000.00

11. Modular Expansion Joints Foot 189.00 750.00 141,750.00

12. Structural Repair of Concrete (≤ 5") Sq. Ft. 150.00 125.00 18,750.00

13. Bridge Seat Sealer Sq. Ft. 1,900.00 3.50 6,650.00

14. Steel Plate Beam Guardrail, Type A Foot 400.00 30.00 12,000.00

15. Traffic Barrier Terminal, Type 6 Each 4.00 3,000.00 12,000.00

16. Traffic Barrier Terminal, Type 1 Sp Tang Each 4.00 3,500.00 14,000.00

17. Hot Mix Asphalt Surface Course Ton 300.00 85.00 25,500.00

18. Hot Mix Asphalt Surface Removal Sq. Yd. 700.00 25.00 17,500.00

19. Pavement Removal Sq. Yd. 415.00 10.00 4,150.00

20. Lighting L. Sum 1.00 60,000.00 60,000.00

21. Name Plate Each 1.00 600.00 600.00

22. Epoxy Crack Sealer Foot 500.00 8.00 4,000.00

23. Concrete Curb and Gutter Foot 200 20.00 4,000.00

24. Guardrail Removal Foot 150 10.00 1,500.00

25. Traffic Control and Protection (Staged) L. Sum 1.00 70,000.00 70,000.00

26. Mobilization L. Sum 1.00 50,000.00 50,000.00

SUBTOTAL 4,563,000.00

10% CONTINGENCY 456,300.00

5,019,300.00

INFLATION Years 15 1.80

Inflation Rate 0.04

TOTAL ESTIMATE OF COST 9,039,475.74

Made by: CCS Date: 4/12/2012

Checked by: SWM Date: 8/07/2012

Documents

Request for Statement of Interest (SOI) 2013 Structure ...kdot.countyofkane.org/Lists/Consultant SOI/Attachments/116/2013... · Request for Statement of Interest (SOI) 2013 Structure