2015 kane county condition report.pdfi. geographical & administrative data 3 ii. physical...

Prepared for:

Kane County Division of Transportation

STRUCTURE NO. 045-3097

Fabyan Parkway / FAP 0363

over

Fox River

May 14, 2015

2015 Kane County Condensed Bridge Condition Report

Prepared by:

123 North Wacker Drive, Suite 900

Chicago, Illinois 60606

312.704.9300 • www.collinsengr.com

Fabyan Parkway over Fox River Structure No. 045-3097 May 14, 2015

Collins Engineers, Inc. |

CONDENSED BRIDGE CONDITION REPORT REGION: 1 DISTRICT: 1 ROUTE: Fabyan Parkway / F.A.P. 0363 COUNTY: Kane STRUCTURE NUMBER: 045-3097 LOCATION: Fabyan Parkway over the Fox River DATES INSPECTED: March 14, 2014: Routine Bridge Inspection June 11, 2014: Supplemental Snooper Inspection April 16, 2015: Site Walkthrough (Evaluation of Wearing Surface/Median) Table of Contents Item: Page: I. Geographical & Administrative Data 3 II. Physical Description of Structure 4 III. Field Inspection & Physical Evaluation 5 IV. Potential Scope of Work Determination & Analysis 9 V. Discussion and Recommended Scope of Work 10 Attachments: A. Location Map B. IDOT Master Structure Report C. Bridge Inspection Report D. Top and Bottom of Deck Condition Surveys E. Cost Estimates F. Structure Photos G. Abbreviated Existing Plans



I. Geographical & Administrative Data:

Structure Number: 045-3097 County: Kane Route Carried: Fabyan Parkway / F.A.P. 0363 Feature Crossed: Fox River Roadway Classification: Other Principal Arterial ADT (current/design): 29,200 (2014) ADTT (current/design): 8% (2014) Inventory Rating (HS or HL): 0.900 (HS 18.0) Operating Rating (HS or HL): 1.502 (HS 30.0)

Construction / Reconstruction / Repair History: 1974 – Original Construction

Route at time of original construction: C.H. 8 Section at time of original construction: 201 B – M.F.T.

1980 – Deck overlay 1991 – Partial depth and full depth deck repairs and new deck overlay 1998 – Expansion joint repairs and concrete repairs 2005 – Concrete repairs to substructure and top of deck, rebuilt concrete parapets,

electrical work, replaced expansion joints and deck overlay



II. Physical Description of Structure: Superstructure: Non-Composite Welded Plate Girders (Haunched Girders in

Unit 1) Substructure: The west abutment is an open concrete abutment on concrete

columns which are supported by spread footings. The east abutment is a concrete stub abutment supported on steel H piles.

Length: 1,309’-4” back-to-back of abutments Width: 62’-0” out-to-out of deck

58’-6” face-to-face of curbs Span Arrangement: 2 units / 7 spans total

Unit 1: 175’-0”, 280’-0”, 280’-0”, 175’-0” Unit 2: 130’-0”, 130’-0”, 130’-0”

Skew: 0° Wearing Surface: The wearing surface is a 3’’ latex modified concrete overlay

on top of the reinforced concrete deck, which is approximately 6 ½ ’’ thick. The original deck was 8 ½’’ thick. In 1980 a bituminous wearing surface was added on top of the original deck. The deck repairs in 1991 included the removal of the bituminous wearing surface as well as the removal of the top of the concrete deck down to the top of the original reinforcement (approximately 2’’ of concrete) and the addition of a 3’’ microsilica wearing surface. In 2005 the microsilica wearing surface was replaced with the existing 3 in. latex modified concrete overlay.

Alignment: Horizontal Alignment: The structure is in a tangent horizontal

alignment. Both approaches are on curved roadway sections. Vertical Alignment: There is a 1% grade increase from west to east across the structure.

Utilities: 6 in. diameter electrical conduits are present in the north and

south bays suspended from the bottom of the deck. Surface corrosion is present at some locations along the conduit. Additional conduit is mounted to the inside of the south fascia girder. 1.5 in. diameter conduit is present on the south parapet for bridge lighting. Light poles are mounted on the concrete parapets on both sides of the structure. An overhead pole mounted utility is present along the bike path on the east side of the river. The utility line crosses the structure near the 4th pier from west.



III. Field Inspection & Physical Evaluation: The routine bridge inspection for this structure was conducted on March 14, 2014 and a supplemental inspection with a snooper bridge inspection vehicle was performed on June 11, 2014. An additional site walkthrough was conducted on April 16, 2015 to assess the top of deck and median condition, as those aspects of the structure would be the most likely to have notable changes in condition since the time of the initial inspection and are under consideration for potential repair and maintenance work. Approach Roadway: The HMA approach roadway and concrete curbs and gutters are in satisfactory condition. Rutting and longitudinal cracks up to 3/4 in. wide are present along the lane lines. Map cracking up to 1/8 in. wide is present throughout the approach roadways. Several transverse cracks up to 3/4 in. wide are present in the approach roadway approximately 30 ft. from the ends of the structure. Transverse cracks up to 1/8 in. wide are present in the concrete curbs and gutters. The traversable grooved median in the approach roadway has numerous spalls, most of which have been patched with bituminous material. Superstructure Deck: The deck is in satisfactory condition. Top of Deck: Longitudinal and transverse hairline cracking is present in the concrete wearing surface at approximately 6 ft. spacing. A spalled area is present for 40 ft. between the parapet and the outside lane marking at the northeast corner of the structure. This area has been covered with asphalt. Underside of Deck: Transverse cracking with efflorescence is present throughout the bottom of the deck, typically at 10 ft. spacing. The cracks are at approximately 3 ft. spacing at the west end of the west span. Numerous delaminations and spalls, some with exposed reinforcement, are present on the underside of the deck. The spalled areas total approximately 87 sq. ft. and the delaminated areas total approximately 333 sq. ft. The total damaged area including spalls and delaminations is approximately 0.6% of the total area of the underside of the deck. Median: A raised concrete median is present along the center of the structure. Longitudinal cracking up to 1/8 in. wide is present at numerous areas along the median. This cracking is typically 4 to 6 in. from the edges of the median. Several spalls and impending spalls are present. Several transverse hairline cracks and areas of rust staining are also present in the median. Some areas of the median were repaired in



1991 and 2005 and a few small areas appear to have been patched more recently. The patched areas are typically sound. Parapets: The concrete parapets were repaired and extended to meet current height requirements in 2005 and are in overall good condition. Minor vertical hairline cracking is present throughout the parapets, typically at 3 ft. spacing. A 1.5 ft. by 1.5 ft. spall with cracked concrete was present on the outside face of the north parapet in the 4th span from the west at the time of the snooper inspection. The bridge parapet meets current IDOT requirements for this structure. Joints: The modular expansion joints located at the east and west abutment and at the 4th pier from west were installed 2005 and are in fair condition. There is minor debris accumulation in the joints. A 14 ft. transverse crack up to 1/8 in. wide is present in the anchorage concrete in the westbound outside lane on the west side of the 4th pier. A hairline crack is also present along the east side of this joint. Transverse cracking up to 1/2 in. wide is present at the anchorage concrete along the west abutment joint. Most of the cracks along the west joint have been sealed; however, several unsealed cracks up to 1/8 in. are present. Moderate water leakage is occurring through the ends of the west expansion joint. Several deteriorated areas are present in the joint seal at the east expansion joint. The joint opening at the 4th pier measured 2 in. wide and the other joint openings measured 1-7/8 in. wide at the time of the inspection. The temperature was 48°F at the time the measurement was taken. Deck Drains: Cast iron floor drains with frames and grates are located in the deck along the edges of the bridge. Cast iron drain pipes are bolted to the frames under the deck and supported by brackets attached to the girders. The bell section of the pipes where they attach to the drains near the bottom of the deck are cracked at the 3rd drain from the west on the north side and the 5th drain from the west at the south side, which is allowing the water to come in contact with the girders at these locations. The northwest drain in the west span is leaking at the bell section of the pipe. Moderate surface corrosion is present on most of the pipes. The deck drains do not extend below the bottom flanges of the girders, which allows water to come into contact with the bottom flanges of the girders at the drain locations. Beams: The weathering steel girders are in satisfactory condition. The most notable deficiencies on the girders are located beneath the expansion joints at the abutments and the 4th pier from the west. Areas of section loss are present in the webs of several of the girders at the 4th pier and in a few cross frame members at the abutments and the 4th pier.



Most of the areas with section loss in the girder webs are behind the bearing stiffeners. One area of section loss is present in front of the bearing stiffener at the north girder on the west side of the 4th pier. This area is 6 in. long by 1 in. wide. The steel within 5 ft. of the expansion joints at the abutments and the 4th pier from west was painted in 2005. The paint in these areas remains in good condition and there is no evidence of active corrosion at these locations. Most of the corrosion and section loss in the girder webs likely occurred prior to the replacement of the expansion joints in 2005 and does not appear to have progressed since then. There is an area of 100% section loss in the bottom chord of the southernmost cross brace at the west abutment. The area of section loss is 30 in. long, with a total cross section loss in the bottom chord of approximately 20%. Surface corrosion is present along the bottom flanges and bottoms of the webs within 15 ft. of the ends of the beams at the 4th pier from west; however, this surface corrosion is mostly outside of the painted areas of the beams and the corrosion is likely from water running along the beams from the expansion joint at the 4th pier prior to the expansion joint repair in 2005. There does not appear to be active corrosion in the painted areas of the beams and the surface corrosion that is present within 15 ft. of the beam ends is likely not active. The splices are generally in good condition; however, there are loose or missing nuts and bolts at several of the girder splices and diaphragm connections, many of which are due to insufficient clearance between the cross bracing connections and the girder splices. Pack rust between the top plate on the bottom flange and the web is present on most exterior girder splice plates. The deck drains do not extend past the bottom flanges of the girders. Active surface corrosion is present on the bottom flanges of the girders near the deck drains. The flanges near the deck drains are the only areas of the girders where there is evidence of active corrosion. Bearings: The bearings are in good condition. Nuts are either loose or missing from several of the anchor bolts on the bearings. The bearings at the 2nd and 3rd piers form west sit off center on the cap; however, this is likely from the original construction as the anchor plates show no signs of movement. Substructure Abutments/Wingwalls: The abutments are in satisfactory condition. Vertical hairline cracks with efflorescence and rust staining are present on the backwalls of the abutments. A 6 ft. x 1 ft. spall with 2 in. penetration and exposed rebar and efflorescence is present at the north end of the west abutment backwall near the north girder.



Hairline map cracking with efflorescence is present at the abutment corners and extending to the wingwalls. Piers: The piers are in satisfactory condition. There is a minor concrete spall at the east side of 4th pier from west near the bearing of the 2nd girder from south. A hairline crack is present at the bearing seat of the north fascia girder at the 4th pier. A 1 ft. x 1 ft. delamination is present on the underside of the north cantilever of the 6th pier from west. A 6 in. x 1 ft. spall with 1 in. penetration and exposed rebar is present on the north end of the east face of the cantilever at the 3rd pier from west. Minor abrasions are present at the inside face of both stems of the 3rd pier at the groundline. Hairline diagonal cracking originating near the exterior girder and continuing down toward the stem is present on the cantilever caps. Scour/Slope Protection: There are concrete slopewalls at the abutments, which are in fair condition. Transverse cracks up to 1/16’’ wide are present in the west slopewall and transverse cracks up to 1/2’’ wide are present in the east slopewall. The east abutment slopewall has settled approximately 2’’ at some locations. Due to the settlement, a 2’’ gap is present at the north corner of the east slopewall between the slopewall and the abutment. The channel is in satisfactory condition. The channel bottom is rocky. Minor erosion is present at the east bank with several undermined trees. 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 2014 6 6 7 Geometric Data: The structure is in a tangent horizontal alignment with a curved roadway section on both approaches. There is a slight grade increase from west to east across the structure.



IV. Potential Scope of Work Determination & Analysis: Deck Drain Replacement and Extension: Several of the deck drain pipes are cracked and/or leaking. Additionally, the deck drain pipes do not extend past the bottom flanges of the girders. This results in water coming into contact with the girders at the bottom flanges near the drains. Minor surface corrosion is occurring on the girders at these locations. The cracked deck drains can be replaced and the other drains can be extended with PVC pipe to reduce the water coming into contact with the girders. A snooper or other bridge access vehicle would be required to access the underside of the deck to perform this work. Traffic control with temporary lane closures of the outside lanes would be required for the access vehicle. Concrete Repairs at Median: Numerous spalls are present on the concrete median on top of the structure. Repairing these spalls would involve removing the damaged concrete and the adjacent concrete to below the reinforcement and cleaning the exposed reinforcement prior to installing the concrete patches. Traffic control with temporary lane closures would be required for this work. Replace Deck Overlay: The deck overlay is in satisfactory condition with longitudinal and transverse hairline cracking present at approximately 6 ft. spacing along the deck and a spalled area present for 40 ft. between the parapet and the outside lane marking at the northeast corner of the structure. The spalled area has been covered with asphalt. Replacing the deck overlay would include hydro scarification to remove the existing overlay and to prepare the concrete surface for the placement of the new concrete overlay. The existing overlay is approximately 3 in. thick and extends to the top layer of deck reinforcement. Traffic control would be required for this work. Clean and Reseal Expansion Joints and Seal Cracks in Anchorage Blocks: The modular expansion joints at the abutments and at the 4th pier from west have accumulated small amounts of debris in the joints. Additionally there is evidence of minor water leakage at the joints. The debris in the joints should be removed and the neoprene seals replaced to prevent water leakage to the girders and substructure. The cracks in the anchorage blocks can be sealed with an epoxy crack sealer. Clean and Paint Exposed Reinforcement: Numerous spalls and delaminated areas are present on the underside of the deck. The total damaged area including spalls and delaminations is approximately 0.6% of the total deck area. The delaminated concrete can be removed and the exposed reinforcement can be blast cleaned and epoxy painted to prevent further corrosion of the reinforcement.



V. Discussion and Recommended Scope of Work: Alternative 1: Mid-Term Recommended Repairs (3-5 Years) The recommended course of action is to take measures to inhibit further corrosion and preserve the existing condition of the beams. The existing drain pipes do not extend past the low steel locations and are cracked in several locations. Replacing the cracked drain pipes with PVC pipes and installing PVC deck drain extensions at the other pipes is recommended to inhibit further corrosion. The deck drain extensions should extend to a minimum of 3 in. below the bottoms of the girders. The main cause of the damage to the girders was the water leaking through the expansion joints prior to the replacement of the joints in 2005. Minor transverse cracking is present in the concrete anchorage blocks and there is evidence of water leakage through some areas of the neoprene seals; however, the modular joints appear to be functioning properly. It is recommended that the neoprene seals be replaced to prevent water leakage to the girders and substructure. The existing expansion joints are Wabo Modular STM series joints manufactured by Watson Bowman Acme. The manufacturer confirmed that the neoprene seals can be replaced without replacing the entire joint. There is no evidence that any other components of the joints would need to be replaced at this time. The transverse cracks in the concrete anchorage blocks at the joints should also be sealed with an epoxy sealer at the same time that the neoprene seals are replaced. The concrete median has several spalled areas along the corners of the median. Longitudinal cracking is present along approximately 65% of the median edges and is more prevalent on the east side of the structure. Over time it is likely that spalls will develop along these areas. It appears that many of the cracks along the median will eventually lead to spalls that do not go deeper than the median reinforcement. In order to effectively patch these spalls, sound concrete would need to be removed at these locations so that the patches can go beyond the existing reinforcement. A snooper or other access vehicle will be required to access the deck drains. Temporary lane closures will be required while this work is being performed for the bridge access vehicle and for the work at the median and the expansion joints. Alternative 2: Long Term Recommended Repairs (5-8 Years) Although the wearing surface is currently in satisfactory condition, it would likely be cost effective to replace it within the 5-8 year time frame and to replace the median at that time as well. It may also be cost effective to replace the approach pavement at the ends of the structure at the time that this work is to be performed.



The total damaged area on the underside of the deck including spalls and delaminations is approximately 0.6% of the total deck area. When the existing wearing surface is removed it is assumed that some areas of the deck may require full depth deck repairs. For the areas on the underside of the deck that have spalls and delaminations but do not require full depth repair, cleaning and painting the exposed reinforcement would help to inhibit corrosion. Access to the underside of the deck to perform this work would require specialized access vehicles and temporary lane closures will be required while this work is being performed. Additional Options: Based on the condition of the beams, it is not recommended at this time that steel repairs be performed on the girders. The existing damage to the beams has only a minimal impact on the capacity of the structure and repairing the steel would not substantially increase the capacity of the structure. The weathering steel was painted in 2005 in the areas below the expansion joints at the abutments and at the 4th pier from west. The paint remains in good condition and there is no evidence of continued section loss in the girder webs. The only areas where active corrosion is progressing are at the girder flanges near the deck drain pipes.



ATTACHMENTS: Attachment A. Location Map Attachment B. IDOT Master Structure Report Attachment C. Bridge Inspection Report Attachment D. Top and Bottom of Deck Condition Surveys Attachment E. Cost Estimates Attachment F. Structure Photos Photo No. 1 South Elevation Photo No. 2 North Elevation Photo No. 3 Downstream from the Bridge Deck Photo No. 4 Upstream from the Bridge Deck Approach Roadway Photo No. 5 Typical Approach Roadway (East Shown) Photo No. 6 Typical Longitudinal Cracks in Approach Roadway (West Shown) Photo No. 7 Typical Map Cracking in Approach Roadway (West Shown) Photo No. 8 Typical Approach Roadway Median (East Shown) Top of Deck Photo No. 9 Top of Deck Photo No. 10 Typical Hairline Cracking in Deck Photo No. 11 Northeast Corner Asphalt Patch Underside of Deck Photo No. 12 Typical Transverse Deck Cracking with Efflorescence (Span 1 Shown) Photo No. 13 Spall at Span 1 Photo No. 14 Spall at Span 6 Photo No. 15 Spall at Span 2 between Beams 6 & 7 Photo No. 16 Spall at Span 2 between Beams 4 & 5 Median Photo No. 17 Center Median Photo No. 18 Corner Spall in Median on Span 3 (3/14/2014) Photo No. 19 Patched Spall in Median on Span 3 (4/16/2015) Photo No. 20 Median Delamination at Center of Span 2 Photo No. 21 Spall at Edge of Patch on Median Parapets Photo No. 22 Typical Parapet (North Shown) Joints Photo No. 23 East Expansion Joint Photo No. 24 West Expansion Joint Photo No. 25 Typical Expansion Joint Condition (East Joint Shown) Photo No. 26 Cracking at Anchorage Block at West Expansion Joint Photo No. 27 Cracking along Pier 4 Expansion Joint Photo No. 28 Typical Sealed Cracks at the West Expansion Joint Deck Drains Photo No. 29 Typical Drain Pipe (Northwest Pipe in Span 3 Shown) Photo No. 30 Broken Drain Pipe at North Side of Span 2 Photo No. 31 Broken Drain Pipe at South Side of Span 3 Photo No. 32 Water Leakage at Top of Northwest Drain Pipe in West Span Beams Photo No. 33 Typical Girders (Span 1 Shown), looking East Photo No. 34 Typical Cross Frame, looking East Photo No. 35 Typical Cross Frame Connection, looking Northeast Photo No. 36 3”x1” Hole in the Web of Girder 7 at Pier 4 Photo No. 37 Holes in Girders at Pier 4 Photo No. 38 Section Loss at the South Cross Frame at the West Abutment Photo No. 39 Typical Girder Corrosion near Pier 4 (Girder 6 Shown) Photo No. 40 Missing Nut at a Lateral Brace at Girder 3 in Span 3 Photo No. 41 Loose Bolt at Splice 2 in Girder 5 in Span 2 Photo No. 42 Missing Bolt at Splice 5 in Girder 5 in Span 2



Photo No. 43 Loose Bolt at Splice 5 in Girder 4 in Span 2 Photo No. 44 Two Missing Bolts at Splice 6 in Girder 5 in Span 3 Photo No. 45 Typical Pack Rust at Splice (Girder 1 Splice 6 Shown) Photo No. 46 Typical East Abutment Bearing Photo No. 47 Typical West Abutment Bearing Photo No. 48 Typical Pier 1 Bearing Photo No. 49 Loose Bearing Anchor Bolt at Girder 4 Bearing in Pier 3 Photo No. 50 Beam 1 Bearing at Pier 2 Abutments/Wingwalls Photo No. 51 Typical Abutment (West Shown) Photo No. 52 Cracking and Staining on the Abutment Back Wall (West Shown) Photo No. 53 Spall at the North End of the West Abutment Photo No. 54 Typical Wingwall (Northwest Shown) Piers Photo No. 55 Typical Pier Elevation (Pier 1 Shown) Photo No. 56 Spalling at Pier 3 Photo No. 57 Hairline Cracking at the Cantilever Cap (North End of Pier 1 Shown) Slopewalls Photo No. 58 Typical Slopewall (West Shown) Photo No. 59 Typical Crack at the West Slopewall Photo No. 60 Crack at the East Slopewall Other Photo No. 61 Undermined Trees at the Northeast Bank Photo No. 62 Typical Guardrail (Southeast Shown) Photo No. 63 Corrosion on Utility Conduits Photo No. 64 Typical Light Pole Attachment G. Abbreviated Existing Plans


APPENDIX A

LOCATION MAP


APPENDIX A

LOCATION MAP

ckois

Image


APPENDIX B

IDOT MASTER STRUCTURE REPORT

Structure Number: 045-3097 District: 1

Inventory DataFacility Carried: FABYAN PARKWAY Bridge Name: FABYAN Sufficiency Rating: 71.3 Structure Length: 1309.3Feature Crossed: FOX RIVER Location: FABYAN PK W OF IL 25 HBP Eligible: No AASHTO Bridge Length: 99.9Bridge Remarks: Replaced By: - Length of Long Span: 280.0Bridge Status: 1 OPEN - NO RESTRICT Status Date: 04/1988 Replaces: - Bridge Roadway Width: 55.5Status Remarks: Last Update Date: 07/05/2012 Appr Roadway Width: 72.0Maint County: 045 KANE Maint Township: 09 GENEVA Parallel Structure: None Deck Width: 62.0Maint Responsibility: 03 COUNTY Multi-Level Structure Nbr: Sidewalk Width Right: 0.0Service On/Under: 1 HIGHWAY 5 / WATERWAY Skew Direction: N None Sidewalk Width Left: 0.0Reporting Agency: 3 COUNTY Skew Angle: 0 D Navigation Control: 0 NoMain Span Matl/Type: 4 STEEL CONTINUOUS / 02 STRINGER/MULTI-BEAM/GIRDER Structure Flared: No Navigation Horiz Clear: 0Nbr Of Main Spans: 7 Nbr Of Approach Spans: 0 Historical Significance: No Navigation Vert Clear: 0***Approaches*** Border Bridge State: Culvert Fill Depth: 0.0Near #1 Matl/Type: / Bdr State SN: Number Culvert Cells: 0Near #2 Matl/Type: / Bdr State % Responsibility: 0 Culvert Opening Area: 0.0Far #1 Matl/Type: / Structural Steel Wt 4185350 Culvert Cell Height: 0.00Far #2 Matl/Type: / Substructure Material: 55 Culvert Cell Width: 0.00Median Width/Type: 3 Ft. / 3 Curb Rated By: N N/A Rate Method: EGuardrail Type L/R: 0None / 0 None Inventory Rating: 1.000(36) Load Rating Date: 01/01/1900 Railroad Crossing InfoToll Facility Indicator: 0 No Toll Operating Rating: 1.365(49) Crossing 1 Nbr:Latitude: 41.86472414 S Longitude: 88.31221639 S Design Load: 02 HS20 Crossing 1 Nbr:Deck Structure Type: A CIP CON NRMLLY FORM Deck Structure Thickness: 6.5 SD: N FO: N RR Lateral Underclear: 0.0Sidewalks Under Structure: 0 None RR Vertical Underclear: 0 Ft 0 In

Key Route On DataKey Route Nbr: FEDERAL-AID PRIMARY 0363 Station: 1.4500Appurtenances Main Route 00000 Segment:Inventory County: 045 KANE Linked: YTownship/Road Dist 09 GENEVA Natl. Hwy System: On NHSMunicipality 0355 BATAVIA Inventory Direction:Urban Area: 1051 1051 Curr AADT Yr/Count: 2014 / 29200

Functional Class: 3 OTHER PRINCIPAL ARTERIAL Est Truck Percentage: 8** CLEARANCES ** South/East North/West Number Of Lanes: 4Max Rdwy Width: 0.0 One Or Two Way: 2 Two-WayHorizontal: 60.0 0.0 Bypass Length: 5

Future AADT Yr/Cnt: 2032 / 35218

Designated Truck Rte: NONELateral: Special Systems: Yes

Key Route Under Data Station:

Segment: Linked: Natl. Hwy System:

Inventory Direction:Curr AADT Yr/Count: /

Est Truck Percentage:South/East North/West Number Of Lanes:

One Or Two Way:Bypass Length:Future AADT Yr/Cnt: /Designated Truck Rte: Special Systems:

*** Marked Route On Data ***Designation Kind Number

Route #1: 1 Mainline 8 OtherRoute #2: 1 MainlineRoute #3: 1 Mainline

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

Illinois Department of TransportationStructures Information Management System

Structure Summary Report

Date: 04/08/2015

1Page:

Structure Number: 045-3097 District: 1

Data Related to Inspection Information*** Inspection Intervals *** *** Maximum Allowable Posting Limits *** Bridge Posting Level:

Routine NBIS: 24 MOS Underwater: 60 MOS One Truck At A Time: 0 Combination Type 3S-1: Tons 5 No Posting Required

Special: N Single Unit Vehicles: Tons Combination Type 3S-2 Tons

Inspection/Appraisal InformationInspection Date: 03/14/2014 Inspection Temperature: 43Deg. F

Deck: 6 SATISFACTORY CONDITION - MINOR DETERIORATION

Superstructure: 6 SATISFACTORY CONDITION - MINOR DETERIORATION

Substructure: 7 GOOD CONDITION - SOME MINOR PROBLEMS

Culvert: N NOT APPLICABLE

Channel and Protection: 6 SATISFACTORY CONDITION - MINOR DETERIORATION

Structural Evaluation: 6 EQUAL TO PRESENT MINIMUM CRITERIA

Deck Geometry: 5 BETTER THAN ADEQUATE TO BE LEFT IN PLACE

Underclearance-Vert/Lat.: N NOT APPLICABLE

Waterway Adequacy: 9 SUPERIOR TO PRESENT DESIRABLE CRITERIA

Approach Roadway Align: 7 BETTER THAN PRESENT MINIMUM CRITERIA

Bridge Railing Appraisal: 3 Meets Standards

Approach Guardrail: 333 Acceptable Acceptable Acceptable

Pier Navig Protection: N N/A

** Actual Posted Limits **Single Unit Vehicles: TonsCombination Type 3S-1: TonsCombination Type 3S-2: TonsOne Truck At A Time: 0

Deck Wearing Surf: C LAT MOD CON OVERLAY Last Paint Type:Deck Membrane: F NONE Deck Protection: J NONE Total Deck Thick: 9.5 Last Paint Date:

Underwater Inspection/Appraisal Information

Inspection Date: 11/22/2010Temperature: 50 Inspection Method: DPSV Diver Probe Sonar Visual

Appraisal Rating: 6 SATISFACTORY - MODERATE DETERIORATION IN UNDERWATER UNITS

Scour Critical Information MiscellaneousRating: 8 CALCULATED SCOUR ABOVE FOOTING Evaluation Method: B Rational AnalysisAnalysis Date: 02/14/1992 Microfilm Data Recorded: No

Construction InformationYear: 1974 Original ReconstructedRoute: CH 8 Sta: 82+15 Sta:Section Nbr: 201B-MFTContract Nbr:Fed Aid Pr#: 00000000000000Built By: 3 COUNTY AGENCY

Illinois Department of TransportationStructures Information Management System

Structure Summary Report

Date: 04/08/2015

2Page:


APPENDIX C

BRIDGE INSPECTION REPORT

Routine Inspection Report

SN: 045-3097 District: 1 Spans: 7 Appr. Spans: Skew: 27600 Truck Pct:

ADT Un: Maint. Co: Twsp: Status:

Facility Carried: Feature Crossed:

Location: Municipality: Team/Sub Section: Insp/Rte:

Bridge Name: Material & Type:

Insp. Intervals Routine: Fracture Critical: Underwater: Special: Element Level:

90- Inspection Date: 90C - Temp. (°F): 90B1- In Depth:

Is Delinquent: Reason:

90A - Agency Program Manager: 90A3- Consultant Program Manager:

90A1- Team Leader: 90A2- Inspector:

90B- Inspection Remarks:

Resources

Time to Inspect (H:M): Traffic Control: Y Boat: Waders: Y Y Snooper: Y Y

Ladder: Y Y Manlift: Y N Bucket Truck: N Other:

Inspector's AppraisalsPrev New

58 - Deck Condition: 6 6

59 - Superstructure Cond: 6 6

60 - Substructure Cond: 7 7

62 - Culvert Condition: N N

61 - Channel Condition: 8 6

71 - Waterway Adequacy: 9 9

72 - Approach Rdwy Align: 7 7

111 - Pier Navig Protection: N N

90B - Inspection Remarks

Comments

59A - Weathering steel painted at the expansion joints in 2005.

5

Open - No Restrictions

0

Kane

ADT:0

16:0016:00 Y Y Y

3/14/2014 43

Michael Haas Carolyn Kois

James Hamelka

Fox RiverFabyan Parkway

Fabyan Pk W of IL 25

Transverse HL cracks with light efflorescence on bottom of deck.

Cross braces exhibit several areas with section loss. Minor surface corrosion is typical along the

Hairline transverse and longitudinal cracks spaced at approximately 6 ft. in wearing surface.

girders with localized areas of moderate corrosion at the bottom flanges near the deck drains.

Several small spalls and hairline cracking. Rust staining on piers from water runoff from the

weathering steel.

4/02Fabyan

060024

Erosion at east bank with several undermined trees.

Pre

vio

us

Insp

ecti

on

s 2012 - 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.

Printed 8/11/2014 1 BBS BIR (03/04/14)

Routine Inspection Report Structure Number:

Additional Inspection DataPrev New

36A - Bridge Railing Adequacy: 3 3 Rail Types:Prev New Prev New Prev New

Approach Guardrail Adequacy: 36B - Transitions: 3 3 3 3 36D - Ends: 3 3

Prev New Prev New Prev New

108A - Wearing Surface Type: 108B - Type of Membrane: F F 108C - Deck Protection: J J

108D - Total Deck Thickness (In.):

Prev New

59A - Paint Date (Mo/Yr):

59B - Paint Type Color: Fascia - ; Inter. - ; Railing -

59C - Utilities Attached:

Prev New

70A2 - Single Unit Vehicles Tons

70B2 - Combination Type 3S-1 (3 or 4 axles): Tons

70C2 - Combination Type 3S-2 (5 or more axles): Tons

70D2 - One Truck at a Time

Joint Openings (In.):

90B - Inspection Remarks Continued:

Signature Date

Inspection Team Leader:

Consultant Program Manager:

Agency Program Manager:

6 1/4''

045-3097

Weight Limit Posting

Concrete Parapets

_______

3/14/2014

_________ _________

9-N-N 9-N-N

36C - Guardrail:

3/14/2014

CC

9.5 9.5

Printed 8/11/2014 2 BBS BIR (03/04/14)


APPENDIX D

TOP AND BOTTOM OF DECK CONDITION SURVEY

N

T.

39

N.Structure No.

045-3097

LOCATION SKETCH

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

24’

24’

~ Bridge Deck

Concrete Slopewall

Span 2

6 Spaces @ |9’-9’’ = |58’-6’’

Electrical Box

N

Top of Water

Electrical Box

10’-

0’’

10’-

0’’

24’-0’’

24’-0’’

Span 1 Span 3 Span 4

130’-0’’ 130’-0’’ 130’-0’’

390’-0’’

Unit #2

10’-

0’’

10’-

0’’

Flo

w

910’-0’’

Unit #1

PLAN

1’-9’’ 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

1’-9’’

(Looking East)

12’-0’’

Lane

Cantilever

E. Face Pier Cap

6’’x1’ SP, RF

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 2014)

65,282

Area (SF)

Total Deck% Damage

w/ Repairs

% Damage

Bottom of Deck 87 333 - 420 GENERAL PLAN AND ELEVATION

SHEET 1 OF 12

1,309’-4’’ Back to Back of Abutments

(Typ.)

Deck DrainPier 1

Pier 2

Pier 3

Pier 4

Pier 5

Pier 6

E.

Abutm

ent

W.

Abutm

ent

1

(Typ.)

Deck Drain 2 3 4 5

Electrical Conduit (Typ.)

6 7(Typ.)

Lighting Conduit Bonded Longitudinal Joint

62’-0’’ Out to Out of Deck

(Typ.)

Light Fixture

~ Bicycle Path

Bicycle Path Bicycle Path

TYPICAL DECK CROSS SECTION

ELEVATION(Looking North)

~ Bicycle Path

175’-0’’ ~ to ~ Brgs. 280’-0’’ ~ to ~ Brgs. 280’-0’’ ~ to ~ Brgs. 175’-0’’ ~ to ~ Brgs.

Span 5

~ to ~ Brgs.

Span 6

~ to ~ Brgs.

Span 7

~ to ~ Brgs.

Stems at Ground Line

Inside Face Pier

Minor Abrasion on

Abutment to Pier 4.

located from the West

Electrical Conduit

wall of abutment

face of the back

staining on the front

6’x1’ Spall w/ rust

on parapet

1’x2’ Spall

on parapet

1.5’x2.5’ Spall

the East Abutment.

disconnected at

Lighting Conduit,

LEGEND

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

PROJECT NO. 8319

DRAWN BY: PRH

ILLINOIS PROFESSIONAL DESIGN FIRM LICENSE NO. 184-000993

www.collinsengr.com

(312) 704-9300

Chicago, Il. 60606

Suite 900

123 North Wacker Drive

KANE COUNTY DIVISION OF TRANSPORTATION

CHECKED BY: MAH

STRUCTURE NUMBER: 045-3097

KANE COUNTY

FOX RIVER

FABYAN PARKWAY OVER

WL

EF

SS

SP

MARCH 14, 2014

DATE:

Crack

Spalls

Delamination

= Water Leakage

= Efflorescence

= Shear Stirrup

= Spall

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

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’’ ~. to ~. 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 ~ Field Splice 4 ~ Field Splice 5

~ Brg. Pier 2

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’

2 Loose Bolts on Splice ‘

UNIT 1-A BOTTOM OF DECK SURVEY

Deck Drain (Typ.)

280’-0’’ ~. to ~. Brg.

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

Pack Rust typ @ top ‘ btm. flange

& web on exterior girders

1’x1’ 1’x1’

1’x6"

1’x1’

1’x1’

15’x6’’ Delamination

HL to �’’ Cracking |6’’ from Median Edges, Typ.

HL Transverse Crack, Typ.

SHEET 2 OF 12

LEGEND

RS

RP

RF

PS

PD

LE

DL

CO

CC

CO

= Rust Staining

= Repair

= Reinforcement



= Leaching

= Delamination

= Corrosion

= Crack - Closed

= Crack - Open

PROJECT NO. 8319

DRAWN BY: PRH


www.collinsengr.com

(312) 704-9300

Chicago, Il. 60606

Suite 900



CHECKED BY: MAH


KANE COUNTY

FOX RIVER

FABYAN PARKWAY OVER

WL

EF

SS

SP

MARCH 14, 2014

DATE:

Crack

Spalls

Delamination

= Water Leakage

= Efflorescence

= Shear Stirrup

= Spall

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’’

~ 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

~ Brg. Pier 3

68’-9’’ 68’-9’’

~ Brg. Pier 4

1

2

3

4

5

6

7

~ Brg. Pier 2

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

~ Brg. Pier 3

~ Field Splice 10

~ Brg. Pier 4

3 loose bolts

Corrosion from drain

6’x3’

RS

Loose

~ Brg. Pier 2

Missing Bearing Anchor Bolt

diaphram

nut on

Cracks Underside

1’x2’

1’x2’

1’x1’

1’x2’ 1’x2’

1’x1’

Webs @ Bot.

Holes in Gir.

Gir. Web @ Bot.

6’’x2’’ Hole in

1’x1’1’x1’

7�’’x1’’ Hole

1�’’} Hole

6-8’’ Off Joint Rail

14’’ L

CO (0.025’’)

trans. stiffener w/ excessive corrosion on bottom flange

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

Diaphragm Members

Active Corrosion on

1’x1’

1’x2’

2’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

2’x3’

2 Missing Bolts

1’x2’

1 Loose Bolt

Lat. Bracing

Missing Nut

1’x8’

TOP OF DECK

UNDERSIDE OF DECK

2’x2’

UNIT 1-B BOTTOM OF DECK SURVEY

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

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

Deck Drain (Typ.)

1’x1’

1’x8’

1’x8’

each Pipe Drain

btm. of flange typ. @

Steel delamination on

Electrical Conduit

5’ long, due to missing

Exposed electrical wires,

Girder 5

to painted area on

Corrosion typ. adjacent

5’ to 10’ Regular Transverse& web ‘’s

Pack Rust @ btm. splice

Pack Rust @ btm. splice ‘

& btm. flange ‘ on exterior girder

Minor Corrosion, typ., of Pipe Drain

6’ Patch3’x8’’ Spall2’x2’ Spall 1’x2’ Spall2’ Impending Corner Spall


SHEET 3 OF 12

LEGEND

RS

RP

RF

PS

PD

LE

DL

CO

CC

CO

= Rust Staining

= Repair

= Reinforcement



= Leaching

= Delamination

= Corrosion

= Crack - Closed

= Crack - Open

PROJECT NO. 8319

DRAWN BY: PRH


www.collinsengr.com

(312) 704-9300

Chicago, Il. 60606

Suite 900



CHECKED BY: MAH


KANE COUNTY

FOX RIVER

FABYAN PARKWAY OVER

WL

EF

SS

SP

MARCH 14, 2014

DATE:

Crack

Spalls

Delamination

= Water Leakage

= Efflorescence

= Shear Stirrup

= Spall

N



Note:

Floor drain

Layout

Light Std.

Layout

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


196’-2’’109’-6’’

31’-10’’ 83’-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�’’

Bk. of

E. Abut.

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

39’-0’’99’-8’’ 91’-0’’ 47’-8’’

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

~ Brg. E. Abut.

~ 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

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

UNIT 2 BOTTOM OF DECK SURVEY

130’-0’’ ~. to ~. Brg.

Deck Drain (Typ.)

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

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

cross brace member

8’’} Hole in WT

btm. of web

3"x1" Hole @

1.5’ Corner Spall 1’ Corner spall adjacent to patched area

|20’ Crack with Impending Spall

1.5’x1.5’ Spall


SHEET 4 OF 12

LEGEND

RS

RP

RF

PS

PD

LE

DL

CO

CC

CO

= Rust Staining

= Repair

= Reinforcement



= Leaching

= Delamination

= Corrosion

= Crack - Closed

= Crack - Open

PROJECT NO. 8319

DRAWN BY: PRH


www.collinsengr.com

(312) 704-9300

Chicago, Il. 60606

Suite 900



CHECKED BY: MAH


KANE COUNTY

FOX RIVER

FABYAN PARKWAY OVER

WL

EF

SS

SP

MARCH 14, 2014

DATE:

Crack

Spalls

Delamination

= Water Leakage

= Efflorescence

= Shear Stirrup

= Spall

EAST ABUTMENT

PLAN

ELEVATION(Looking East)

the wingwalls.

HL map cracking with efflorescence is present along abutment corners and extending to

Vertical HL cracks with efflorescence ans rust staining typical along abutment backwall.

Notes:

SHEET 5 OF 12

LEGEND

RS

RP

RF

PS

PD

LE

DL

CO

CC

CO

= Rust Staining

= Repair

= Reinforcement



= Leaching

= Delamination

= Corrosion

= Crack - Closed

= Crack - Open

PROJECT NO. 8319

DRAWN BY: PRH


www.collinsengr.com

(312) 704-9300

Chicago, Il. 60606

Suite 900



CHECKED BY: MAH


KANE COUNTY

FOX RIVER

FABYAN PARKWAY OVER

WL

EF

SS

SP

MARCH 14, 2014

DATE:

Crack

Spalls

Delamination

= Water Leakage

= Efflorescence

= Shear Stirrup

= Spall

WEST ABUTMENTthe wingwalls.

HL map cracking with efflorescence is present along abutment corners and extending to

Vertical HL cracks with efflorescence ans rust staining typical along abutment backwall.

Notes:

6’x1’ SP, RF

SHEET 6 OF 12

LEGEND

RS

RP

RF

PS

PD

LE

DL

CO

CC

CO

= Rust Staining

= Repair

= Reinforcement



= Leaching

= Delamination

= Corrosion

= Crack - Closed

= Crack - Open

PROJECT NO. 8319

DRAWN BY: PRH


www.collinsengr.com

(312) 704-9300

Chicago, Il. 60606

Suite 900



CHECKED BY: MAH


KANE COUNTY

FOX RIVER

FABYAN PARKWAY OVER

WL

EF

SS

SP

MARCH 14, 2014

DATE:

Crack

Spalls

Delamination

= Water Leakage

= Efflorescence

= Shear Stirrup

= Spall

PLAN

ELEVATION(Looking West)

PIER 1

Rust staining from the weathering steel girders is present on all piers.

the exterior girders and continuing towards the stem is typical on all piers.

Minor hairline diagonal cracks present on the cantilever caps originating near

Notes:

SHEET 7 OF 12

LEGEND

RS

RP

RF

PS

PD

LE

DL

CO

CC

CO

= Rust Staining

= Repair

= Reinforcement



= Leaching

= Delamination

= Corrosion

= Crack - Closed

= Crack - Open

PROJECT NO. 8319

DRAWN BY: PRH


www.collinsengr.com

(312) 704-9300

Chicago, Il. 60606

Suite 900



CHECKED BY: MAH


KANE COUNTY

FOX RIVER

FABYAN PARKWAY OVER

WL

EF

SS

SP

MARCH 14, 2014

DATE:

Crack

Spalls

Delamination

= Water Leakage

= Efflorescence

= Shear Stirrup

= Spall

ELEVATIONEND VIEW

ELEVATIONEND VIEW

(Looking West)

(Looking East)

PIER 2




Notes:

SHEET 8 OF 12

LEGEND

RS

RP

RF

PS

PD

LE

DL

CO

CC

CO

= Rust Staining

= Repair

= Reinforcement



= Leaching

= Delamination

= Corrosion

= Crack - Closed

= Crack - Open

PROJECT NO. 8319

DRAWN BY: PRH


www.collinsengr.com

(312) 704-9300

Chicago, Il. 60606

Suite 900



CHECKED BY: MAH


KANE COUNTY

FOX RIVER

FABYAN PARKWAY OVER

WL

EF

SS

SP

MARCH 14, 2014

DATE:

Crack

Spalls

Delamination

= Water Leakage

= Efflorescence

= Shear Stirrup

= Spall

ELEVATIONEND VIEW

ELEVATIONEND VIEW

(Looking West)

(Looking East)

PIER 3

6’’x1’ SP, RF

Minor abrasionsare present on the inside faces of both pier stems.




Notes:

SHEET 9 OF 12

LEGEND

RS

RP

RF

PS

PD

LE

DL

CO

CC

CO

= Rust Staining

= Repair

= Reinforcement



= Leaching

= Delamination

= Corrosion

= Crack - Closed

= Crack - Open

PROJECT NO. 8319

DRAWN BY: PRH


www.collinsengr.com

(312) 704-9300

Chicago, Il. 60606

Suite 900



CHECKED BY: MAH


KANE COUNTY

FOX RIVER

FABYAN PARKWAY OVER

WL

EF

SS

SP

MARCH 14, 2014

DATE:

Crack

Spalls

Delamination

= Water Leakage

= Efflorescence

= Shear Stirrup

= Spall

ELEVATIONEND VIEW(Looking West)

ELEVATIONEND VIEW(Looking East)

PIER 4




Notes:

1’x1’ SP

SHEET 10 OF 12

LEGEND

RS

RP

RF

PS

PD

LE

DL

CO

CC

CO

= Rust Staining

= Repair

= Reinforcement



= Leaching

= Delamination

= Corrosion

= Crack - Closed

= Crack - Open

PROJECT NO. 8319

DRAWN BY: PRH


www.collinsengr.com

(312) 704-9300

Chicago, Il. 60606

Suite 900



CHECKED BY: MAH


KANE COUNTY

FOX RIVER

FABYAN PARKWAY OVER

WL

EF

SS

SP

MARCH 14, 2014

DATE:

Crack

Spalls

Delamination

= Water Leakage

= Efflorescence

= Shear Stirrup

= Spall



PIER 5




Notes:

SHEET 11 OF 12

LEGEND

RS

RP

RF

PS

PD

LE

DL

CO

CC

CO

= Rust Staining

= Repair

= Reinforcement



= Leaching

= Delamination

= Corrosion

= Crack - Closed

= Crack - Open

PROJECT NO. 8319

DRAWN BY: PRH


www.collinsengr.com

(312) 704-9300

Chicago, Il. 60606

Suite 900



CHECKED BY: MAH


KANE COUNTY

FOX RIVER

FABYAN PARKWAY OVER

WL

EF

SS

SP

MARCH 14, 2014

DATE:

Crack

Spalls

Delamination

= Water Leakage

= Efflorescence

= Shear Stirrup

= Spall



PIER 6




Notes:

SHEET 12 OF 12

LEGEND

RS

RP

RF

PS

PD

LE

DL

CO

CC

CO

= Rust Staining

= Repair

= Reinforcement



= Leaching

= Delamination

= Corrosion

= Crack - Closed

= Crack - Open

PROJECT NO. 8319

DRAWN BY: PRH


www.collinsengr.com

(312) 704-9300

Chicago, Il. 60606

Suite 900



CHECKED BY: MAH


KANE COUNTY

FOX RIVER

FABYAN PARKWAY OVER

WL

EF

SS

SP

MARCH 14, 2014

DATE:

Crack

Spalls

Delamination

= Water Leakage

= Efflorescence

= Shear Stirrup

= Spall

ELEVATIONEND VIEW

ELEVATIONEND VIEW

(Looking West)

(Looking East)


APPENDIX E

COST ESTIMATES

Fabyan Parkway over Fox River____________________________________Structure No. 045-3097May 14, 2015

Alternative 1:Mid Term Recommended Repairs (3-5 Years)

Item Unit Quantity Unit Price Total

Replace Drain Pipes Each 2 $800 $1,600Drain Pipe Extensions Each 20 $300 $6,000Clean Expansion Joints and Replace Seals Ft. 186 $90 $16,740Seal Cracks in Expansion Joint Anchorages Ft. 186 $30 $5,580Structural Repair of Concrete (depth < 5'') Sq. Ft. 131 $200 $26,200Snooper L Sum 1 $4,000 $4,000Traffic Control and Protection L Sum 1 $5,400 $5,400

Subtotal $65,520

10% Contingency $6,55210% Mobilization $6,552

Total Cost of Repairs $78,624

Cost Estimate

____________________________________________________________________________________Appendix E │Page 1

____________________________________________________________________________________Appendix E │Page 1

Fabyan Parkway over Fox River____________________________________Structure No. 045-3097May 14, 2015

Alternative 2:Long Term Recommended Repairs (5-8 Years)

Item Unit Quantity Unit Price Total

Bridge Deck Scarification, 3 1/2'' Sq. Yd. 8152 $110 $896,720Bridge Deck Concrete Latex Overlay, 3 1/2'' Sq. Yd. 8152 $115 $937,480Deck Repair (Full Depth) Sq. Yd. 26 $600 $15,750Clean and Paint Exposed Reinforcement Sq. Ft. 315 $30 $9,450Snooper L Sum 1 $13,000 $13,000Median Removal Sq. Ft. 3927 $25 $98,1759'' Concrete Median Sq. Ft. 3927 $22 $86,394Traffic Control and Protection L Sum 1 $18,000 $18,000

Subtotal $2,074,969

10% Contingency $207,49710% Mobilization $207,497

$2,489,963Total Cost of Repairs

Cost Estimate

Note: The estimated quantities for full depth deck repair and cleaning and painting exposed reinforcement are calculated based on the area of existing spalls and delaminations on the underside of the deck increased by 50% to account for future deterioration. It is assumed that half of this area will require full depth deck repairs and the other half will not. The areas that do not require full depth repair can be cleaned and painted to inhibit corrosion of the rebar on the underside of the deck.

____________________________________________________________________________________Appendix E │Page 2

____________________________________________________________________________________Appendix E │Page 2


APPENDIX F

STRUCTURE PHOTOS


Appendix F | Page 1

Photo No. 1

South Elevation, looking Northeast

Photo No. 2

North Elevation, looking Southwest


Appendix F | Page 2

Photo No. 3

Downstream from the Bridge Deck, looking South

Photo No. 4

Upstream from the Bridge Deck, looking North


Appendix F | Page 3

Photo No. 5

Typical Approach Roadway (East Shown), looking Northeast

Photo No. 6

Typical Longitudinal Cracks in Approach Roadway (West Shown), looking East


Appendix F | Page 4

Photo No. 7

Typical Map Cracking in Approach Roadway (West Shown), looking North

Photo No. 8

Typical Approach Roadway Median (East Shown), looking West


Appendix F | Page 5

Photo No. 9

Top of Deck, looking West

Photo No. 10

Typical Hairline Cracking in Deck, looking North


Appendix F | Page 6

Photo No. 11

Northeast Corner Asphalt Patch, looking West

Photo No. 12

Typical Transverse Deck Cracking with Efflorescence (Span 1 Shown), looking East


Appendix F | Page 7

Photo No. 13

Spall at Span 1, looking East

Photo No. 14

Spall at Span 6, looking South


Appendix F | Page 8

Photo No. 15

Spall at Span 2 between Beams 6 & 7, looking West

Photo No. 16

Spall at Span 2 between Beams 4 & 5, looking North


Appendix F | Page 9

Photo No. 17

Center Median, looking Southwest

Photo No. 18

Corner Spall in Median on Span 3 (3/14/2014), looking East


Appendix F | Page 10

Photo No. 19

Patched Spall in Median on Span 3 (4/16/2015), looking East

Photo No. 20

Median Delamination at Center of Span 2, looking West



Photo No. 21

Spall at Edge of Patch on Median, looking West

Photo No. 22

Typical Parapet (North Shown), looking North



Photo No. 23

East Expansion Joint, Looking North

Photo No. 24

West Expansion Joint, looking South



Photo No. 25

Typical Expansion Joint Condition (East Joint Shown), looking North

Photo No. 26

Cracking at Anchorage Block at West Expansion Joint, looking South



Photo No. 27

Cracking along Pier 4 Expansion Joint, looking North

Photo No. 28

Typical Sealed Cracks at the West Expansion Joint, looking North



Photo No. 29

Typical Drain Pipe (Northwest Pipe in Span 3 Shown), looking East

Photo No. 30

Broken Drain Pipe at North Side of Span 2, looking East



Photo No. 31

Broken Drain Pipe at South Side of Span 3, looking Southeast

Photo No. 32

Water Leakage at Top of Northwest Drain Pipe in West Span, looking Northwest



Photo No. 33

Typical Girders (Span 1 Shown), looking East

Photo No. 34

Typical Cross Frame, looking East



Photo No. 35

Typical Cross Frame Connection, looking Northeast

Photo No. 36

3”x1” Hole in the Web of Girder 7 at Pier 4, looking Northeast



Photo No. 37

Holes in Girders at Pier 4, looking North

Photo No. 38

Section Loss at the South Cross Frame at the West Abutment, looking West



Photo No. 39

Typical Girder Corrosion near Pier 4 (Girder 6 Shown), looking South

Photo No. 40

Missing Nut at a Lateral Brace at Girder 3 in Span 3, looking Southeast



Photo No. 41

Loose Bolt at Splice 2 in Girder 5 in Span 2, looking North

Photo No. 42

Missing Bolt at Splice 5 in Girder 5 in Span 2, looking North



Photo No. 43

Loose Bolt at Splice 5 in Girder 4 in Span 2, looking North

Photo No. 44

Two Missing Bolts at Splice 6 in Girder 5 in Span 3, looking West



Photo No. 45

Typical Pack Rust at Splice (Girder 1 Splice 6 Shown), looking South

Photo No. 46

Typical East Abutment Bearing, looking East



Photo No. 47

Typical West Abutment Bearing, looking East

Photo No. 48

Typical Pier 1 Bearing, looking East



Photo No. 49

Loose Bearing Anchor Bolt at Girder 4 Bearing in Pier 3, looking West

Photo No. 50

Beam 1 Bearing at Pier 2, looking West



Photo No. 51

Typical Abutment (West Shown), looking Northwest

Photo No. 52

Cracking and Staining on the Abutment Back Wall (West Shown), looking West



Photo No. 53

Spall at the North End of the West Abutment, looking Southwest

Photo No. 54

Typical Wingwall (Northwest Shown), looking Southwest



Photo No. 55

Typical Pier Elevation (Pier 1 Shown), looking Southeast

Photo No. 56

Spalling at Pier 3, looking West



Photo No. 57

Hairline Cracking at the Cantilever Cap (North End of Pier 1 Shown), looking East

Photo No. 58

Typical Slopewall (West Shown), looking North



Photo No. 59

Typical Crack at the West Slopewall, looking North

Photo No. 60

Crack at the East Slopewall, looking Southeast



Photo No. 61

Undermined Trees at the Northeast Bank, looking North

Photo No. 62

Typical Guardrail (Southeast Shown), looking West



Photo No. 63

Corrosion on Utility Conduits, looking West

Photo No. 64

Typical Light Pole, looking Northeast


APPENDIX G

ABBREVIATED EXISTING PLANS

2015 kane county condition report.pdfi. geographical & administrative data 3 ii. physical...

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