A00804-614090.pdf

Massachusetts Department Of Transportation Highway Division Proposal No. 614090-134822

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DOCUMENT A00804

BRIDGE INSPECTION REPORT

Massachusetts Department Of Transportation Highway Division Proposal No. 614090-134822

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1. Abutments

3. Pile Bents

2. Piers or Bents

Dive Cur

OVERHEAD SIGNS

(Attached to bridge)

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DEFDECK SUPERSTRUCTURE SUBSTRUCTURE

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Year Painted

COLLISION DAMAGE: Please explain

LOAD DEFLECTION: Please explain

LOAD VIBRATION: Please explain

CURB REVEAL

ITEM 58

(In millimeters)

APPROACHES DEF

DEF

(Y/N) a.

b.

c.

a.

b.

c.

Any Cracks:

(Y/N)

(Y/N)

COLLISION DAMAGE:

UNDERMINING (Y/N) If YES please explain

SCOUR: Please explain

I-60 (Dive Report):

Any Fracture Critical Member:

93B-U/W (DIVE) Insp a.

b.

c.

d.

e.

f.

g.

DEF DEF

X=UNKNOWN N=NOT APPLICABLE H=HIDDEN/INACCESSIBLE R=REMOVED

ITEM 59 ITEM 60

RTN(1)7-96

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a.

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I-60 (This Report):

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STRUCTURES INSPECTION FIELD REPORT2-DIST B.I.N. BR. DEPT. NO.

CITY/TOWN 8.-STRUCTURE NO. 41-STATUS 90-ROUTINE INSP. DATE

MEMORIAL NAME/LOCAL NAME 27-YR BUILT 106-YR REBUILT YR REHAB'D (NON 106)

06-FEATURES INTERSECTED 26-FUNCTIONAL CLASS

43-STRUCTURE TYPE 22-OWNER 21-MAINTAINER

WEATHER TEMP. (air)

TEAM LEADER

07-FACILITY CARRIED

TEAM MEMBERS107-DECK TYPE

1PAGE OF

PROJ MGR

)None ( Minor ( Moderate ( Severe ()))

)None ( Minor ( Moderate ( Severe ()))

)None ( Minor ( Moderate ( Severe ()))

)None ( Minor ( Moderate ( Severe ()))

)None ( Minor ( Moderate ( Severe ()))

DIST. BRIDGE INSPECTION ENGINEER

MASSACHUSETTS DEPARTMENT OF TRANSPORTATION

ROUTINE INSPECTION05 3XJ

F-02-065 11-Kilo. POINT

FALL RIVER F02065-3XJ-DOT-NBI 000.160 A:OPEN JUL 17, 2024

G. Simpson

Urban Minor Arterial B. Murray, P.E. Dewberry

402 : Steel continuous Stringer/Girder State Highway Agency

State Highway Agency

1 : Concrete Cast-in-Place J. REBEIRO, J. ROSATONE, B. WYATT, R. CLEMENTE

6 6 6

Wearing Surface 6 M-P Stringers N - 6

Deck Condition 6 S-P Floorbeams N - Pedestals N N - Bridge Seats N 6 M-P

Stay-in-Place Forms 6 M-P Floor System Bracing N - Backwalls N 6 M-P Curbs 6 M-P Girders or Beams 6 M-P Breastwalls N 6 M-P

N 6 M-P 5 M-P Trusses - General N - Wingwalls

Median N N -N Slope Paving/Rip-Rap -6 M-P Upper Chords

Sidewalks Pointing N N - Lower Chords N - N H -

Parapets N - Footings

Web Members N - Piles N N - Railing 6 M-P Scour N N -

Lateral Bracing N - 5 S-P Settlement N 7 -

Anti-Missile Fence Sway Bracings N - N N -

Drainage System 4 S-P Portals N - N N -

Lighting Standards 4 S-A 6 End Posts N -

6 S-P N 6 M-PUtilities Pin & Hangers N Pedestals

- Caps N 6 M-P

Deck Joints 6 M-P Conn Plt's, Gussets & Angles H - Columns N 6 M-P Cover Plates 6 N 6N - M-P Stems/Webs/Pierwalls M-P

Pointing N N - Concrete Ceiling Slab 5 M-P Bearing Devices 5 M-P Footing N H -

Diaphragms/Cross Frames H - Piles N N -N - 6 N NRivets & Bolts M-P Scour -

Settlement N 7E W - Welds 7 - N N -

305 203 Member Alignment 7 - N N -

Paint/Coating 4 NS-P N N -N Pile Caps

Appr. Pavement Condition 6 M-P Piles N N -

Diagonal Bracing N N - Appr. Roadway Settlement 6 M-P Horizontal Bracing N N - Appr. Sidewalk Settlement 5 S-P Fasteners N N -

XN - N

N X X

X Condition of Welds N - X Condition of Bolts N - N N 6 Condition of Signs N -

N 00/00/0000

HWY FOURTH ST MANUEL M.MEDERIOS 1964 0000 2010

I 195

CLEAR 21°C

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Proposal No. 614090-134822

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RATING If YES please give priority:

HIGH ( MEDIUM ( LOW ( )))

CLEARANCE POSTING

Out of service - beyond corrective action.

ITEM 61 (This Report):

DEFECTS

Excellent condition.

No problem noted.

Some minor problems.

Major deterioration or section loss present in critical structural components or obvious vertical or horizontal movement affecting structure stablility.

Bridge is closed to traffic but corrective action may put it back in light service.

Structural elements show some minor deterioration.

All primary structural elements are sound but may have minor section loss, cracking, spalling or scour.

Advanced section loss, deterioration, spalling or scour.

Loss of section, deterioration, spalling or scour have seriously affected primary structural components. Local failures are possible. Fatigue cracks in steel or shear cracks in concrete may be present.

Advanced deterioration of primary structural elements. Fatigue cracks in steel or shear cracks in concrete may be present or scour may have removed substructure support. Unless closely monitored it may be necessary to close the bridge until corrective action is taken.

REASON:

Recommend for Rating or Rerating (Y/N):

Date:

Rating Report (Y/N):

CHANNEL &

CHANNEL PROTECTION

RTB(2)04-07

ACCESSIBILITY

Lift Bucket Ladder Boat Waders Inspector 50 Rigging Staging Traffic Control RR Flagger Police Other:

(Y/N/P)

DEF

ITEM 36 TRAFFIC SAFETY

36 COND

A. Bridge Railing B. Transitions C. Approach Guardrail D. Approach Guardrail Ends

ITEM 61

WEIGHT POSTING Not Applicable

Actual Posting

Recommended Posting

Waived Date:

Signs In Place

EJDMT Date:

(Y=Yes,N=No, NR=NotRequired) Legibility/ Visibility

At bridge Other Advance

STREAM FLOW VELOCITY:

ITEM 61 (Dive Report):

93b-U/W INSP. DATE:

PLANS (Y/N):

TOTAL HOURS

Signs In Place

Legibility/ Visibility

Not Actual Field Measurement Posted Clearance inft

List of field tests performed:

S= Severe/Major Deficiency

C-S= Critical Structural Deficiency -

M= Minor Deficiency

CATEGORIES OF DEFICIENCIES:

URGENCY OF REPAIR:

DEFICIENCY:

I = Immediate-

A = ASAP-

P = Prioritize-

At bridge Advance

(For Items 58, 59, 60 and 61)

Dive Cur DEF

Deficiencies which are more extensive in nature and need more planning and effort to repair. Examples include but are not limited to: Moderate to major deterioration in concrete, Exposed and corroded rebars, Considerable settlement, Considerable scouring or undermining, Moderate to extensive corrosion to structural steel with measurable loss of section, etc.

Deficiencies which are minor in nature, generally do not impact the structural integrity of the bridge and could easily be repaired. Examples include but are not limited to: Spalled concrete, Minor pot holes, Minor corrosion of steel, Minor scouring, Clogged drainage, etc.

A defect in a structure that requires corrective action.

[Shall be prioritized by District Maintenance Engineer or the Responsible Party (if not a State owned bridge) and repairs made when funds and/or manpower is available].

[Action/Repair should be initiated by District Maintenance Engineer or the Responsible Party (if not a State owned bridge) upon receipt of the Inspection Report].

A deficiency in a structural element of a bridge that poses an extreme unsafe condition due to the failure or imminent failure of the element which will affect the structural integrity of the bridge.

C-H= Critical Hazard Deficiency A deficiency in a component or element of a bridge that poses an extreme hazard or unsafe condition to the public, but does not impair the structural integrity of the bridge. Examples include but are not limited to: Loose concrete hanging down over traffic or pedestrians, A hole in a sidewalk that may cause injuries to pedestrians, Missing section of bridge railing, etc.

[Inspector(s) immediately contact District Bridge Inspection Engineer (DBIE) to report the Deficiency and to receive further instruction from him/her].

meterinft

SERIOUS

CRITICAL

"IMMINENT" FAILURE

FAILED

NOT APPLICABLE

CODE CONDITION

G

G G F F P

P

C

C

N

EXCELLENT

VERY GOOD

GOOD

SATISFACTORY

FAIR

POOR

Needed Used

B.I.N. BR. DEPT. NO.CITY/TOWN 8.-STRUCTURE NO. INSPECTION DATE

(Y=Yes,N=No, NR=Not Required)

2PAGE OF

DEFICIENCY REPORTING GUIDE

Inspection data at time of existing rating I 58: I 59: I 60: Date :

(V.C.R.)

TAPE#:

(Y/N):

1.

2.

3.

5.

6.

7.

8.

4.

CONDITION RATING GUIDE

Tidal ( High ( Moderate ( Low ( None ( )))))

3S2 SingleH 3

N 6 M-P Y Y 5 S-P P N 7 S-P N N

N N - 7 - N N N N - X N N

N N - N N

N NN N -

Y Y

N N - N N N N - Y Y N N - N N - Y Y

Y X

N X

Y N

6 6 7

N N N N

N N N N 05/12/2008 00/00/0000

4.4114 10 14 6 0 0

N N

00/00/0000

04/02/2008

CONFINEDSPACE

N S N S

E W E W

E W

3XJ F02065-3XJ-DOT-NBIFALL RIVER JUL 17, 2024F-02-065

07/25/2006

Channel Scour

Fender System Aggradation Rip-Rap/Slope Protection Utilities Vegetation Debris Embankment Erosion

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Proposal No. 614090-134822

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REMARKS

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BRIDGE ORIENTATION

Bridge No. F-02-065 (3XJ) carries Fourth Street over I-195 in the City of Fall River (see Sketch 1). The bridge is a two-span continuous steel beam structure that is oriented from south to north. The spans are numbered from south to north. The sixteen (16) beams and fifteen (15) bays are numbered from west to east.

The abutments and approaches are labeled south and north. There is one pier that has seven (7) columns which are numbered from west to east. The labeling convention is consistent with the previous inspections and the construction plans. For general orientation, see Sketches 1 and 2.

GENERAL REMARKS

The superstructure consists of two (2) continuous spans which have a total of sixteen (16) continuous rolled steel beams with a composite reinforced concrete deck and a bituminous concrete wearing surface. There is a sidewalk along the east side of the bridge and a sidewalk between the roadway and west parking area. The West bridge railing consists of a W-beam guardrail with timber block-outs and the east bridge rail consists of steel railing that is original to the structure. There is a concrete median that separates the west parking area and the roadway/west sidewalk. The substructure consists of two (2) reinforced concrete abutments. There are retaining walls extending from the west side of the bridge that are shared with BIN 3XH and retaining walls extending from the east side of the bridge. There is one reinforced concrete pier which has a total of seven (7) reinforced concrete columns. For general views of the bridge, see Photos 1-4.

ACCESS REMARKS

The inspection of this bridge was performed in conjunction with adjacent structures Bridge No. F-02-063 (3V5) (South Main St), Bridge No. F-02-064 (3XH) (Third Street) and tunnel structure T46 (Fall River City Hall). Work on I-195 below the structures was conducted between the hours of 9:00 PM and 3:00 AM utilizing alternating double right lane and double left lane closures on I-195 EB and WB with traffic control, truck mounted impact attenuators (TMAs) and two state police details provided by Massachusetts State Police Troop D. Access to the underside of the bridges was gained with the use of a 35ft bucket truck. Topside inspection was conducted between the hours of 8:00 AM and 3:00 PM with no traffic control required.

There are 4" thick reinforced concrete ceiling slabs that rest on top of the bottom flanges between the beams.

These ceiling slabs limit access to parts of the underside of the structure. Limited portions of the deck/stay-in-place forms, utilities, beams and diaphragms were inspected in Bay 7 through a manhole in the east sidewalk of Span 2 near the North Abutment and in Bay 15 through a manhole in the west sidewalk at the south end of Span 2. These spaces were considered confined spaces.

VERTICAL CLEARANCE

The minimum vertical under-clearance is 14'-6" measured from the underside of the splice at Beam 16 in Span 2 over the I-195 Westbound roadway (see Sketch 2). There is an advance vertical clearance sign showing 13' - 11" in advance of the bridge.

The minimum vertical under-clearance of I-195 Eastbound roadway is 14'-10" measured from the underside of Beam 16 in Span 1 to the solid yellow left shoulder line (see Sketch 2).

ITEM 58 - DECK

Item 58.1 - Wearing Surface The asphalt wearing surface exhibits spalling along the west and east curbs that measures 5” wide x up to 2-1/2” deep x up to full bridge length. There is an isolated location on the west curb, 45'-0" north of the South Abutment with a 2’-0” long section of curb undermined 1/2” (see Photos 5-7). There are a few random minor

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Proposal No. 614090-134822

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F-02-065 potholes and areas of up to 1/4" wide alligator cracking along the west curb and throughout the west parking area. See Sketch 3 for a full list of deficiencies and Photos 8 and 9.

Item 58.2 - Deck Condition The underside of the deck has stay-in-place forms which are hidden by the concrete ceiling slabs which rest on the bottom flanges of the steel beams. This element is coded based on conditions in the deck overhangs, fascias, as well as the visible stay-in-place forms in Bays 7 and 15 which are accessible through the west and east sidewalk manholes. The deck overhangs exhibit scattered transverse hairline cracks, scattered areas of efflorescence, areas of rust stains from exposed rebar chairs and shallow rebar, hollow areas and spalls with and without exposed rebars. The fascias exhibit scattered hairline horizontal and vertical cracks, some with efflorescence. All loose material over and near the roadway due to spalls and delaminated areas was removed at the time of the inspection. See Sketch 4 for the full list of deficiencies. The location and description of more significant deficiencies are noted as follows:

Underside of the West Overhang:

- The deck overhang exhibits rust stains from reinforcing and rust bleed from the chain link fence along the full length of both spans.

- Along the west top flange of Beam 1 the haunch has been removed the full length of the bridge up to

10" high x 3" deep (see Photos 10 and 11).

- In Span 1 there are random areas of delamination and pop-outs throughout the underside.

- In Span 2 there are small scattered delaminated areas and spalls up to 56” long x 11” wide x 1-1/2” deep with exposed reinforcing (see Photo 11). The worst of the Span 2 spalls are located at the south third point of the span (over the left lane).

Underside of the East Overhang:

- Approximately 12'-0" North of the South Abutment, there is a spall that measures 4’-6” long x 10" wide x

8” high (vertical face) x 3" deep spall (see Photo 12).

Item 58.3 - Stay-in-Place Forms The majority of the stay-in-place forms are hidden due to the concrete ceiling slabs. Portions of the stay-in-place forms along the abutments were accessible as well as in Bays 7 and 15 through manholes in the east and west sidewalks. The location and description of specific deficiencies are noted as follows:

- In Bay 7, near the north end of Span 2, around the perimeter of the manhole, the stay-in-place forms exhibit severe rusting and 100% section loss which exposes the deck, which is due to water leakage around the edge of the manhole (see Photo 13).

- In Bay 12, at the South Abutment, there is heavy rusting with 100% loss and a portion of the stay-in-place form is hanging along the backwall.

- In Bay 15, at the south end of Span 2, around the perimeter of the manhole, the stay-in-place forms exhibit severe rusting and 100% section loss which exposes the deck, which is due to water leakage around the edge of the manhole.

Item 58.4 - Curbs There is typically minor scaling and vegetation growth between the curbs and sidewalks. The west curb has a few isolated areas of full height splits at the pier. See Sketch 3 for the full list of deficiencies. The location and description of advanced deficiencies are noted as follows:

- In the municipal parking lot, a 15'-0" long section of the asphalt wedge curb is broken apart/deteriorated allowing water to bypass the drainage scupper at the northwest corner of the parking lot and flow onto the west fascia and Beam 1 (see Photo 14).

- At the southwest corner, the previously noted missing curb with severe spalling and broken curbs has been repaired since the previous inspection (see Photo 15).

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Proposal No. 614090-134822

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- The previously noted displaced/tipped over curb section on the east curb at the South Abutment has been repaired since the previous inspection. There is a 10’-0” long section of curb separated from the sidewalk with a gap up to 1-1/2” wide (see Photo 16).

- The east curb, near the north end of the bridge, has a 4’-0” long x 7” wide x 2” high loss of the mortar bed (see Photos 5 and 7).

Item 58.5 - Median Along the west sidewalk and roadway there is a 1'-0" wide x 1'-6" high reinforced concrete barrier with a 6'-0" high chain link fence mounted on top. The concrete barrier exhibits scattered full height vertical hairline cracks with full width cracks mainly located at the fence posts.

For a complete list of deficiencies, see Sketch 3. For comments on the fence on top of the barrier, see Item

58.9 - Anti-Missile Fence.

Item 58.6 - Sidewalks The sidewalks exhibit minor scaling, transverse cracks that measure up to 1/16" wide, delaminations and small popouts. Many of the most severe areas of deterioration have been repaired since the previous inspection (see Photo 15). See Sketch 3 for the full list of deficiencies.

Item 58.8 - Railing There is a W-beam guardrail with steel posts and timber spacers along the west fascia and municipal parking area. There is light rust to the anchor bolts and nuts throughout the guardrail.

The Type J east bridge railing is 3'-5" high with 3-1/2" diameter top and bottom horizontal tube rails and vertical pales. The bridge rail exhibits moderate rusting throughout with nearly 100% paint loss.

Item 58.9 - Anti-Missile Fence There is no anti-missile fence along the east sidewalk/fascia of the bridge. The anti-missile fences along the municipal parking median barrier and west fascia exhibit heavy rusting throughout and are bent up to 1'-0" outward. The median fence has several areas of disconnected rails, posts and tie wires which results in the chain link being loose for a 34’-0” long section. See Sketch 3 for specific deficiencies and Photos 17 and 18.

Item 58.10 - Drainage System There is one drainage scupper in the Northwest portion of the municipal parking lot which is 50% clogged (see Photo 19). An adjacent broken asphalt wedge curb appears to cause excess drainage to flow over the west fascia of the bridge and onto Beam 1 (see Sketch 3 and Photo 14).

There is a drainage catch basin at each approach near the ends of the bridge, all of which do not exhibit significant defects.

Item 58.11 - Lighting Standards There are roadway lighting standards on the west sidewalk in Span 1 and at the northeast approach sidewalk. Defects are as follows and also included in Sketch 3:

- S-A Defect - At the west sidewalk, the light pole base is missing all four anchor bolt covers and 1 of 4 anchor bolts is sheared off (see Photo 20).

- The light pole at the northeast approach sidewalk is missing the lower handhole cover which exposes the inner wiring. The light pole is 2-5/8” out of plumb over a 5’-0” height and the foundation has heavy scaling.

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REMARKS

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Under the bridge, there are roadway lighting fixtures attached to both abutments and each side of the pier.

The under bridge light fixtures had the following deficiencies:

- The light fixture on the north face of the pier at the east end is not functioning.

- The light fixture on the south face of the pier in Bay 5 is not functioning and the lens has a large hole

(see Photo 21).

Item 58.12 - Utilities The conduits and pipes at the abutments exhibit light to heavy corrosion, some with exposed wires. The location and description of the specific deficiencies are noted as follow:

At the South Abutment:

- Bay 1, junction box at top of breastwall is missing one of eight fasteners on the cover.

- Bay 5, under bridge light fixture not functioning and the lens has a large hole

- Bay 9, junction box on breastwall is missing two of four fasteners on the cover.

- Bay 12, all three utility conduits at the penetration to the backwall are disconnected.

- Bay 15, the utility conduits have heavy corrosion with minor section loss.

At the Pier:

- On top of the North side of the pier cap, adjacent to Beam 1, the light junction box has heavy laminar rust with 100% section loss at the bottom corners that measure 1/2” wide x 1/2" high.

At the North Abutment:

- At the west end there is a broken conduit with heavy corrosion and exposed wires resting on the bridge seat.

- In Bay 1 the utility support has heavy corrosion and section loss on top of the clamp.

- Below Bay 2, the junction box cover is missing three of four fasteners and the cover is hanging by one fastener which exposes the wires (see Photo 22).

- In Bay 2 the utility conduit hanging behind Beam 1 to Beam 3 has areas of 100% section loss and is sagging down onto the bridge seat.

- In Bay 7 the insulation wrapping for the water main is peeling and detaching.

- Below Beam 8, the junction box cover is missing two of four fasteners.

- In Bay 12 there are three broken conduits.

- Below Beam 14, the junction box cover is missing one of four fasteners and the box has heavy rusting

(see Photo 23).

- In Bay 15, the two steel utility sleeves have severe rusting with an area of 100% section loss that measure up to half the pipe circumference x 3’-0” long (see Photo 24).

Item 58.13 - Deck Joints The asphaltic plug joints at both abutments exhibit light to moderate scaling/raveling and areas of deterioration within the travelway. See Sketch 3 for a full list of deficiencies.

Item 58.15 - Concrete Ceiling Slab The concrete ceiling slabs rest on the bottom flanges of the beams. There are several 10" long x 10" wide x 3/4" thick plywood panels nailed to the concrete ceiling slab in Span 2 near the pier. The ceiling slabs typically exhibit water stains, random transverse hairline cracks with light efflorescence and isolated spalls scattered throughout (see Sketch 4 and Photos 25 to 27).

Below the manholes in Bays 7 and 15, the top of the concrete ceiling slabs have a moderate buildup of debris including mud, rusted SIP forms and pigeon debris.

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REMARKS

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APPROACHES

Approaches a - Appr. Pavement Condition Both approaches have areas of moderate wear, cracks and random patches and potholes. The location and description of specific deficiencies are noted as follows:

South Approach:

- In the left lane, at the South Abutment, the pavement exhibits moderate wear, full width transverse cracks open up to 1/2” wide with break-up along the edges, several random cracks and pavement breaking up along the seam (see Photo 28).

- In the left lane, the catch basin and the surrounding pavement at the front of parking lot entrance is settled 1” deep.

- In the middle lane, the previously noted broken pavement around the manhole cover has been repaired.

North Approach:

- The pavement exhibits moderate wear, random asphalt patches, several longitudinal and transverse cracks measuring up to 1" wide and a few potholes up to 10" diameter by 2" deep (see Photo 29).

Approaches b - Appr. Roadway Settlement The south approach roadway, in the left lane near the South Abutment, exhibits minor settlement and pavement heaving up to 2" high. In the left lane, the pavement around the catch basin at the front of the parking lot entrance has settled approximately 1”. Adjacent to the catch basin, there is a section of the approach curb that has settled 3-1/2”.

Approaches c - Appr. Sidewalk Settlement The location and description of specific deficiencies are noted as follows:

- The previously noted deterioration at the Southwest approach sidewalk has been repaired since the previous inspection (see Photo 15).

- The southeast sidewalk is settled 2-1/4" at the south deck joint header and an asphalt ramp has been added to smooth the transition (see Photo 30).

- The previously noted dislodged curb at the northwest approach has been repaired since the previous inspection (see Photo 31).

- The northwest approach curb, along the retaining wall, has areas of complete loss of the mortar bed for the full length of North Frontage Road up to Third Street with isolated areas of heavy vegetation growth (see Photo 32).

ITEM 59 - SUPERSTRUCTURE

Item 59.4 - Girders or Beams Beams 1 to 6 are 36WF170 and Beams 7 to 16 are 36WF182. Only the underside faces of the beam bottom flanges and the exterior faces of the fascia beams are visible for inspection due to the installation of the concrete ceiling slabs. The bottom flanges and splice plates typically show light to moderate rusting with isolated areas of less than 1/16" deep section loss (1-1/8" original thickness for Beams 1 to 6 and 1-3/16" original thickness for Beams 7 to 16) particularly near the supports. The location and description of specific deficiencies are noted as follows:

Span 1:

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- Beam 3, from the north third point to the pier, the underside of the bottom flange has areas of moderate laminar rust (see Photo 33).

- Beam 15, at South Abutment, bottom flange has a 6” long x full width area of heavy laminar rust in front of bearing.

Span 2:

- Beam 1, north side of the pier bearing, west face, area of deterioration to the lower web with section loss that measures 9-3/4" long x 2" high x up to 1/8" deep and the bottom flange has an area of the section loss at the coping that measures 9-3/4” long x 3" wide x 1/8” deep (see Photo 34).

- Beam 1 has areas of moderate to heavy laminar rust and rusting throughout the bottom flange. Near mid-span, the west leg of the top flange has heavy laminar rust and an area of section loss that measures 6’-0” long x full width x 1/16” deep (see Photo 35).

- Beam 1, at North Abutment, east face, at the bearing, bottom flange has heavy laminar rust and web has heavy laminar rust with minor section loss (less than 1/16” deep) (see Photo 36).

- Beam 7, below the manhole in Bay 7 near mid-span, the east face of the lower web has section loss that measures 18’-0” long x up to 9” high x up to 1/8” deep (see Photo 37).

- Beam 8, below the manhole in Bay 7 near mid-span, the west face of the lower web has section loss that measures 6’-0” long x 4” high x up to 1/8” deep.

- Beam 16, below the manhole in Bay 15 near the pier, the west face of the lower web has section loss that measures 10'-0" long x 5" high x up to 1/8" deep (see Photo 38).

- Beam 16, at the south quarter point splice, the south bottom flange is misaligned with the splice plates by up to 3/8” to the east.

Item 59.8 - Cover Plates Welded cover plates are in place on the bottom flanges of the beams at the pier and in the middle 2/3 of Span

2. The cover plates are tapered and cropped at the ends. The cropped ends are not welded transversely to the primary stresses in the beams, as designed. The ends of the longitudinal welds are intact; no cracks were detected.

The cover plates typically exhibit light to moderate rusting with isolated areas of minor section loss (less than 1/16" deep), particularly at the ends of the cover plates. Specific deficiencies are as follows:

Span 1:

- Beam 3, at the pier, the bottom flange cover plate has a 4’-0” long x full width area of heavy laminar rust with up to 1/16” deep section loss on the east half (see Photo 39).

Span 2:

- Beam 3, at the pier, the bottom flange cover plate has a 7’-0” long area of moderate laminar rust.

- Beam 16, near the pier, bottom flange cover plate has moderate laminar rust along west edge.

Item 59.9 - Bearing Devices The sliding plate expansion bearings at the abutments typically exhibit moderate to heavy surface corrosion, peeling paint and large amounts of accumulated pigeon debris (see Photo 36). Several bearings at the abutments show up to 1/2" thick pack rust between the sole plates and the keeper angles which causes some of the angles to bend outward. The bearings at the piers typically exhibit light to moderate surface corrosion.

Isolated bearings at the abutments and pier show up to 1/2” thick pack rust between the sole and masonry plates. The location and description of specific deficiencies are noted as follows:

- Beam 6 bearing at the South Abutment has moderate corrosion throughout bearing with heavy laminar rust to keeper angles with minor section loss.

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- Beam 15 bearing at the South Abutment has heavy laminar rust and minor section loss to the sole plate and masonry plate and keeper angles. Anchor bolt nuts have approximately 50% section loss (see Photo 40).

- Beam 1 bearing at the pier, both anchor bolt nuts have up to 20% section loss. The bearing also has moderate pack rust between the sole and masonry plates.

- Beam 16 bearing at the North Abutment exhibits heavy laminar rust with minor section loss to the anchor bolt nuts and keeper angles.

Item 59.11 - Rivets & Bolts Only the bolts of the fascia beams and the undersides of the interior beam bottom flange splice plates (in Span 2) are visible. The bottom flange splice plate bolts exhibit scattered areas of light rusting throughout the interior beams. The bolts and nuts for the fascia beams exhibit moderate to heavy rusting. The location and description of specific deficiencies are noted as follows:

- Beam 1, the splice plate bolts and nuts exhibit heavy rusting with minor section loss (see Photo 26).

- Beam 8, the bottom flange splice plate has one of the twenty-eight nuts backed off by 1/4".

Item 59.14 - Paint/Coating The majority of the painted beam surfaces are hidden by the concrete ceiling slabs. For the visible areas, the majority of the paint is missing and the remaining portions are faded and chalky. The location and description of specific deficiencies are noted as follows:

- The Beam 1 bottom flange and west face of the web exhibit up to 100% paint loss throughout the bridge.

- The Beam 2 bottom flange exhibits up to 100% paint loss throughout the bridge.

- The undersides of the bottom flanges for the interior beams exhibit up to 60% paint loss throughout the bridge.

- The Beam 16 bottom flange and East face of the web exhibit up to 80% paint loss throughout the bridge.

- The bottom flange cover plates typically exhibit widespread up to 100% paint loss.

- The fascia bearings and random interior bearings exhibit up to 100% paint loss.

SuperStructure Collision Notes The undersides of the beams exhibit minor collision scrapes.

Beam 16, approximately 13’-0” from the North Abutment, has an 8" long area of gouges in the east leg of the bottom flange.

ITEM 60 - SUBSTRUCTURE

Item 60.1 - Abutments Item 60.1.b - Bridge Seats Both abutments have moderate to heavy build-up of debris with active bird nesting along the full width of the South Abutment. The North Abutment, between Beams 6 and 7, has a 5'-0" wide x up to 3'-0" high x up to 4" deep edge delaminated area / spall that continues from the breastwall onto the bridge seat (see Photo 41 and Sketch 6).

Item 60.1.c - Backwalls Hands-on inspection of the backwalls was limited to the area below the concrete ceiling slab. The concrete backwalls exhibit hairline vertical and map cracks and rust staining. The brick blockouts for the utility pass-throughs exhibit loose and missing bricks. The location and description of specific deficiencies are noted as follows:

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REMARKS

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South Abutment

- Bay 2, full height vertical hairline crack with efflorescence.

- Bay 3, 2’-0” long x 1’-0” high area of hairline map cracking with rust staining.

- Behind Beam 6, 18” long x full height area of active moisture.

- In Bay 9 there is a 14” long x 12” high delaminated area in the process of spalling.

North Abutment

- In Bay 9 there is a full height separation at the construction joint with two voids up to 1" wide x 8" high x

5" deep.

- In Bay 10 there is a 12” in diameter delaminated area.

- In Bay 12 there is a 2'-0" high x 1'-0" wide delaminated area along the west side of the utility pass-through.

- In Bay 15, the utility brick blockout has a section of partially failed masonry 4’-0” long x 3’-0” high.

- At the east end there is an 18” long x 11” high delaminated area with rust and moisture stains (see

Photo 42).

Item 60.1.d - Breastwalls Both breastwalls exhibit hairline vertical and diagonal cracks, numerous delaminated areas, spalls, some with exposed rebar, and random areas of missing joint filler. See Sketches 5 and 6 for a full list of deficiencies and Photos 23, 41 and 43 to 46.

Item 60.1.e - Wingwalls The wingwalls are integral to the reinforced concrete retaining walls at all four corners of the bridge. The top of the Southeast retaining wall has a 10" long x 5'-0" wide x 6" high corner spall (see Photo 47).

Item 60.2 - Piers or Bents Item 60.2.a - Pedestals The pedestals typically have isolated pop-outs, delaminated areas and spalls (some with exposed rebar).

See Sketches 7 and 8 for a full list of deficiencies and Photo 48.

Item 60.2.b - Caps The reinforced concrete pier cap has minor hairline cracks, some with efflorescence and water stains. There are several delaminated areas and spalls (some with exposed reinforcement) throughout. See Sketches 7 and 8 for a full list of deficiencies and Photo 49.

Item 60.2.c - Columns The reinforced concrete pier columns exhibit hairline cracks, delaminated areas, and spalls (some with exposed rebar). See Sketches 7 and 8 for a full list of deficiencies and Photos 50 to 52.

Item 60.2.d - Stems/Webs/Pierwalls The pierwall barrier at the base of the pier exhibits cracks with rust staining and efflorescence, delaminated areas, and spalls (some with exposed rebar). See Sketches 7 and 8 for a full list of deficiencies and Photos 53 and 54.

TRAFFIC SAFETY

Item 36a - Bridge Railing The west bridge railing is a W-beam guardrail with steel posts and timber spacers. There is a chain link fence beyond the railing along the west bridge fascia. The east bridge railing is a 3'-3" high Type J steel railing with

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3-1/2" diameter top and bottom horizontal rails and vertical pales with steel posts. The bridge railings do not conform to current standards. See Item 58.8 - Railing for condition and comments.

Item 36b - Transitions There are approach guardrails at the southwest and northwest corners of the bridge that do not connect to the bridge guardrail along the West fascia (up to 6'-0" long gap) and the portion leading up to the bridge does not have reduced post spacing. A chain link fence with moderate rust and isolated bent areas is set behind the guardrail.

There are concrete endposts at the northeast and southeast corners of the bridge. There are no approach guardrails at these locations. A chain link fence runs along these approaches and exposes traffic to the concrete endpost blunt end. The transitions do not conform to current standards.

Item 36c - Approach Guardrail The southwest and northwest approach guardrails consist of W-beam guardrails with steel posts and no spacers. There are no approach guardrails at the southeast and northeast corners of the bridge. The approach guardrails do not conform to current standards.

Item 36d - Approach Guardrail Ends The southwest and northwest approach guardrails terminate with boxing glove ends adjacent to this bridge and adjacent to Third Street. The approach guardrail ends do not conform to current standards.

Sketch / Photo Log Sketch 1 : Location map.

Sketch 2 : Framing Plan.

Sketch 3 : Topside Defects.

Sketch 4 : Ceiling Slab Defects.

Sketch 5 : South Abutment Defects.

Sketch 6 : North Abutment Defects.

Sketch 7 : Pier Defects - South Elevation.

Sketch 8 : Pier Defects - North Elevation.

Photo 1 : West elevation.

Photo 2 : East elevation.

Photo 3 : South approach, looking north.

Photo 4 : North approach, looking south.

Photo 5 : Wearing surface, along west curb, 45' north of South Abutment, deteriorated asphalt causing portion of curb to be undermined.

Photo 6 : Wearing surface, along east curb, deteriorated pavement along curb along length of bridge, looking south. Also note wheel rutting in travel lanes.

Photo 7 : Wearing surface, east curb near north end, deteriorated pavement and missing curb mortar bed below curb.

Photo 8 : Wearing surface, west parking area, widespread alligator cracking, looking south.

Photo 9 : Wearing surface, left travel lane, 55' north of South Abutment, pothole in the middle of the roadway.

Photo 10 : West fascia/overhang, Span 1, full length spall along haunch and several hollow areas and spalls on deck overhang, looking north.

Photo 11 : West fascia/overhang, Span 2, full length spall along haunch and several spalls and hollow areas on deck overhang, looking south.

Photo 12 : East fascia, Span 1, edge spall over two right lanes, looking northwest.

Photo 13 : SIP Forms, Bay 7, near the north end of Span 2, severe rusting and section loss to SIP forms around perimeter of manhole.

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Photo 14 : West curb at north end of parking area, section of asphalt wedge curb broken apart which allows water to flow over the outside of the bridge.

Photo 15 : West sidewalk at south end, previously noted deteriorated curb, sidewalk and approach sidewalk have all been repaired.

Photo 16 : East curb at the South Abutment, previously noted tipped over curb section has been repaired.

Gap between sidewalk and curb adjacent to repair.

Photo 17 : Median fence, at north end, missing vertical post and damaged chain link fence with hole at base.

Photo 18 : Median fence, 7th post from the south end is disconnected at the base.

Photo 19 : Drainage inlet at northwest corner of bridge is 50% clogged with debris.

Photo 20 : Light standard pole on west sidewalk is missing all four anchor bolt covers and one of four anchor bolts is sheared off.

Photo 21 : The under bridge light fixture on the south face of the pier in Bay 5 not functioning and the lens has a large hole.

Photo 22 : At the North Abutment, below Bay 2, the junction box cover is missing three of four fasteners and the cover is hanging by one fastener.

Photo 23 : At the North Abutment, below Beam 14, the junction box cover is missing one of four fasteners and the box has heavy rusting. Also note spall with exposed rebar in breastwall above.

Photo 24 : At the North Abutment, in Bay 15, the two steel utility sleeves have severe rusting with an area of 100% section loss.

Photo 25 : Ceiling Slab, Span 1, Bay 5, two spalls along Beam 5 near the pier with adjacent rusting from exposed rebar chairs.

Photo 26 : Ceiling Slab, Span 2, Bay 1, spall at Beam 1 at beam splice. Also note heavy corrosion to splice bolts with minor section loss on Beam 1.

Photo 27 : Ceiling Slab, Span 2, Bay 8, several spalls along Beam 8 over middle two lanes.

Photo 28 : South approach, left lane at South Abutment, pavement exhibits moderate wear, transverse and random cracks and pavement breaking up.

Photo 29 : North approach, pavement exhibits moderate wear, random asphalt patches, several cracks and a few potholes.

Photo 30 : The southeast approach sidewalk is settled at the south deck joint header and an asphalt ramp has been added to smooth the transition.

Photo 31 : Northwest approach sidewalk, previously noted dislodged curb has been repaired. Also note vegetation growth along curb.

Photo 32 : Northwest approach curb, areas of complete loss of the mortar bed below the curb, shown at the drain inlet. Also note vegetation growth under curb.

Photo 33 : Span 1, Beam 3, from the north third point to the pier, the underside of the bottom flange has areas of moderate laminar rust.

Photo 34 : Beam 1, at the pier, west face, area of section loss to lower web and adjacent bottom flange.

Photo 35 : Span 2, Beam 1, Near mid-span, the West leg of the top flange has heavy laminar rust and an area of section loss. Also note failed paint and flaking rust on web.

Photo 36 : Span 2, Beam 1, at North Abutment, east face, bottom flange and web have heavy laminar rust with minor section loss. Also note heavy corrosion to bearing.

Photo 37 : Span 2, Beam 7, near mid-span, the east face of the lower web has section loss.

Photo 38 : Span 2, Beam 16, near the pier, the west face of the lower web has section loss.

Photo 39 : Span 1, Beam 3, at the pier, the bottom flange cover plate has an area of heavy laminar rust with up to 1/16” deep section loss on the east half.

Photo 40 : Beam 15 bearing at the South Abutment has heavy laminar rust and minor section loss to sole plate, masonry plate and keeper angles. Anchor bolt nuts have approximately 50% section loss.

Photo 41 : North Abutment, between Beams 6 and 7, delaminated area and large spall with exposed rebar at top corner of breastwall extending onto the bridge seat.

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REMARKS

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Photo 42 : North Abutment backwall, at the east end there is a delaminated area with rust and moisture stains.

Photo 43 : South Abutment breastwall, below Bays 13 and 14, spalls with exposed rebar.

Photo 44 : South Abutment breastwall, below Bays 11 and 12, spalls, delaminated areas and vertical cracks.

Photo 45 : North Abutment breastwall, at east end, large delaminated area containing spall with exposed rusted rebar.

Photo 46 : North Abutment breastwall, at east end, top of wall has a delaminated area with cracks and adjacent spall in curtain wall.

Photo 47 : Southeast wingwall, spall at top of wingwall.

Photo 48 : Beam 5 pedestal at pier, west face, several spalls with exposed rebar.

Photo 49 : Pier cap, top face of cap south of Beam 15 pedestal, delaminated area with minor spalling.

Photo 50 : Column 1, west face, spall at top of column with exposed spirals with minor section loss.

Photo 51 : Column 6, southwest corner, spall near base of column with exposed spirals with minor section loss.

Photo 52 : Column 7, west face, delaminated area with vertical cracks at base of column.

Photo 53 : Pier wall, south face, between Columns 4 and 5, delaminated area with several spalls with exposed rebar.

Photo 54 : Pier wall, north face, between Columns 3 and 4, area of map cracking with several delaminated areas and spalls.

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SKETCHES

Location map.Sketch 1:

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Framing Plan.Sketch 2:

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Topside Defects.Sketch 3:

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Ceiling Slab Defects.Sketch 4:

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South Abutment Defects.Sketch 5:

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North Abutment Defects.Sketch 6:

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Pier Defects - South Elevation.Sketch 7:

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Pier Defects - North Elevation.Sketch 8:

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West elevation.

East elevation.

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Photo 1:

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South approach, looking north.

North approach, looking south.

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Photo 3:

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Wearing surface, along west curb, 45' north of South Abutment, deteriorated asphalt causing portion of curb to be undermined.

Wearing surface, along east curb, deteriorated pavement along curb along length of bridge, looking south. Also note wheel rutting in travel lanes.

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Photo 5:

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Wearing surface, east curb near north end, deteriorated pavement and missing curb mortar bed below curb.

Wearing surface, west parking area, widespread alligator cracking, looking south.

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Photo 7:

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Wearing surface, left travel lane, 55' north of South Abutment, pothole in the middle of the roadway.

West fascia/overhang, Span 1, full length spall along haunch and several hollow areas and spalls on deck overhang, looking north.

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Photo 9:

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West fascia/overhang, Span 2, full length spall along haunch and several spalls and hollow areas on deck overhang, looking south.

East fascia, Span 1, edge spall over two right lanes, looking northwest.

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