A00804-614225.pdf

Massachusetts Department Of Transportation Highway Division Proposal No. 614225-134931

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DOCUMENT A00804

BRIDGE INSPECTION REPORT

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THIS PAGE IS INTENTIONALLY LEFT BLANK

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 INSPECTION03 ANL

F-04-019

11-Kilo. POINT

FITCHBURG F04019-ANL-DOT-634 000.660 A:OPEN JUL 29, 2024

M. Azizi

Urban Minor Arterial

B. D. Gale WSP

314 : Steel Stayed Girder State Highway Agency

State Highway Agency

1 : Concrete Cast-in-Place J. P. TULLY, Z. R. ABBOTT, N. J. STREET, A. C. PALMGREN, R. LUTZ

7 6 6

Wearing Surface 6 M-P Stringers 6 M-P 7

Deck Condition 7 - Floorbeams 7 M-P Pedestals N N - Bridge Seats N 6 M-P

Stay-in-Place Forms 6 M-P Floor System Bracing 8 - Backwalls N 7 M-P

Curbs 6 M-P Girders 7 M-P Breastwalls N 7 - N 7 M-P

N - Stay Cables - General 6 - Wingwalls Median N 6 M-P

Slope Paving/Rip-Rap

M-P7 - Sheathing

Sidewalks Pointing N N - Anchorage & Guide Pipes 6 M-P N H -

Parapets 6 M-P Footings

Anchorages 6 M-P Piles N H -

Railing 6 M-P Scour N N - Cable Strands H -

6 M-P Settlement N 8 - Protective Screen

Boots 5 S-A N N - Drainage System N -

Protection Pipes 7 M-P N N -

Lighting Standards 5 S-A 6 End Posts N -

6 M-P N N - Utilities Pin & Hangers N

Pedestals

- Diaphragms N 7 M-P

Deck Joints 6 M-P Conn Plt's, Gussets & Angles 7 - Tower Legs N 6 M-P

Cover Plates N N N N - -

Stems/Webs/Pierwalls - Pointing N N -

Counterweights 7 - Bearing Devices 6 M-P Footing N H - Longitudinal Restraints 6 M-P Piles N H -N -

6 N N Rivets & Bolts M-P

Scour - Settlement N 8

N S - Welds 7 - Ladders, Platforms & Access HatchesN 7 M-P

210 210 Member Alignment 7 - N N -

Paint/Coating 6 NM-P N N -

Lightning Protection 6 Pile Caps M-P

Appr. Pavement Condition 5 S-A Piles N N - Diagonal Bracing N N -

Appr. Roadway Settlement 6 M-P Horizontal Bracing N N - Appr. Sidewalk Settlement 4 S-A Fasteners N N -

X Appr. Sidewalk Condition 6 M-P N

N X X

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

N 00/00/0000

HWY JOHN T CENTR Arthur DiTomasso Bridge 2002 0000 0000

COMB BMRR & N NASHUA RI

Varied 30°C

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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)

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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

6 M-P

Y Y 6 M-P Y Y 7 M-P N N

N 8 - 7 M-P N N

N 7 M-P X Y Y

N 7 - N N

N N N 7 -

Y Y N N -

Y Y N 6 M-P Y Y N 7 M-P

N N - Y Y

Y X

N X

Y N

7 6 6

N N N N

N N N N

00/00/0000 00/00/0000

0 0

0 0

N 7

Visual and hands-on.00/00/0000

04/01/2020

TOWER

E W E W

N S N S

N S

ANL F04019-ANL-DOT-634FITCHBURG JUL 29, 2024F-04-019

07/30/2018

Channel Scour

Fender System

Aggradation

Rip-Rap/Slope Protection

Utilities

Vegetation

Debris

Embankment Erosion

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BRIDGE ORIENTATION

Bridge F-04-019 (ANL) is a three (3) span cable stayed bridge that is oriented from west to east. The North Nashua River flows from north to south. This structure carries two (2) lanes of traffic, one (1) in each direction over the North Nashua River, two (2) MBTA-Keolis railroad tracks in the City of Fitchburg, and a bike bath which runs transversely underneath Span 1 (Sketch 1 and Photo 1).

GENERAL REMARKS

The superstructure is comprised of two (2) welded steel fascia girders which support welded steel floorbeams, a single rolled stringer and cast-in-place reinforced concrete deck with stay-in-place (SIP) forms (Photo 2). The floor system is supported by cable stays which are anchored into four (4) post-tensioned concrete tower legs. The north and south legs at each tower are connected by a reinforced concrete diaphragm below the deck to form a west and east tower. The substructure consists of the four (4) concrete towers and two (2) reinforced concrete abutments. The spans are numbered 1 to 3 from west to east. The cable stays are labeled C01S to C26S from west to east on the south cable stay, and C01N to C26N on the north cable stay. The tower legs are designated as northwest, northeast, southwest, and southeast. The girders are labeled south and north. The floorbeams are numbered 1 to 65 from west to east. The abutments are designated as west and east. The numbering system for this report is consistent with the original design plans and previous inspection reports.

ACCESS NOTES

An 85’ manlift was utilized from the roadway to access the cable stays and exteriors of the towers. A 62’ Under Bridge Inspection Unit (Snooper) was utilized from the roadway to access the undersides of Spans 1, 2 and 3. The underside inspection was performed within single lane closures in each direction, allowing traffic to flow both directions, along with a local police detail. A Keolis flagman is required to access the underside of Span 1. A railroad license agreement was obtained from the Massachusetts Reality Group on behalf of MBTA-Keolis in order to access this area (contact Brian Clarizia at 617-316-1660 or brian.clarizia@greyco.com).

To access the interiors of the towers, keys for the locked doors must be obtained from the MassDOT office District 3 headquarters located at 499 Plantation Parkway, Worcester, MA.

The City of Fitchburg Engineer should be notified of the work schedule prior to beginning work. Contact Jeff Hillman via email (jhillman@fitchburgma.gov) or phone (978-829-1912).

Caution should be used when utilizing the snooper to access the underside of Span 3 as there are high voltage power lines below the bridge. In addition, caution should be used when utilizing the manlift at deck level at midspan in Span 2, as there are high voltage power lines that run transverse to the bridge.

CRITICAL FINDINGS

Approaches c - Appr. Sidewalk Settlement: The northwest approach sidewalk at the bridge is settled at the south end with up to 3-3/4" vertical differential with adjacent sections, and the north end is raised with up to 1-3/4" vertical differential with adjacent sections. MassDOT personnel were notified of this condition via email on 8/1/2024. During a later site visit on 8/28/2024, inspectors confirmed that this section of sidewalk has been replaced.

ITEM 58 - DECK

Item 58.1 - Wearing Surface The bituminous concrete wearing has moderate wear and wheel line rutting throughout with isolated longitudinal cracks measuring up to 1/8” wide and a 1/8” wide opening in the seam along the centerline of the

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F-04-019 roadway (Photo 3). The wearing surface has scattered gaps between the wearing surface and the curbs throughout the bridge measuring up to 5/8” wide x 1/2" deep. Specific deficiencies are as follows:

- Span 2, eastbound lane: Near the southwest tower there is a pothole measuring 18” long x 8” wide x up to 1-1/2” deep.

- Span 3, eastbound lane: Near the cable C22S lower anchorage there are two (2) bituminous patches measuring up to 2’-0” long x 16” wide x 3/4" deep.

Item 58.2 - Deck Condition The majority of the underside of the reinforced concrete deck is hidden by stay-in-place forms.

The deck fasciae and overhangs are visible and in good condition.

Item 58.3 - Stay-in-Place Forms The stay-in-place (SIP) forms have isolated areas of minor rust stains and efflorescence, typically along the support angles and from drain hole openings (Photo 4). Specific deficiencies are as follows:

- Spans 1 and 3: The counterweight stay-in-place forms have moderate efflorescence from the drain holes.

- Span 3, between Floorbeams 63 and 64, near the North Girder, on the south side of the north utility junction box: The counterweight SIP forms are bent downward along the full bay length x up to 2’-6” wide x 1” high (Photo 5).

Item 58.4 - Curbs The reinforced concrete curbs have areas of light vegetation, scattered areas of minor honeycombing and minor plow scrapes/tire scuffs throughout. The curbs have isolated full height vertical cracks, which typically align with the transverse cracks in the sidewalks and parapets. Specific deficiencies are as follows:

- Span 1, south curb adjacent to the West Abutment deck joint armor: There are two (2) edge spalls due to plow damage measuring 5” long x 3” high x 3/4" deep and 5” long x full width x 2” high x 1/2" deep (Photo 6).

- Span 3, north curb adjacent to the East Abutment deck joint armor: There is a spall measuring 18” long x full height x 1-1/2” deep.

- Span 3, south curb adjacent to the East Abutment deck joint armor: There is a spall measuring 6” long x full height x 1-3/4” deep.

- Span 3, north curb at the East Abutment: There is an edge spall due to plow damage measuring up to 21” long x 2-1/4” wide x 7/8” high.

Item 58.6 - Sidewalks The tops of both sidewalks have isolated full width transverse hairline cracks, which typically align with the vertical cracks in the curbs and parapets.

Item 58.7 - Parapets The CP-PL2 reinforced concrete parapets have full height vertical hairline cracks with light efflorescence throughout both faces and minor scrapes on the interior faces. The parapets have diagonal/vertical hairline cracks that extend from the corners of the utility junction boxes embedded in the interior faces.

At the tower legs, the joint material between the towers and the parapets is typically separated along the full length, and at the northwest tower leg the seal has failed along 50% of the length (Photo 7).

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The parapets have isolated delaminations and spalls as follows:

- Span 1, south parapet interior face, near the Cable C03S lower anchorage: There is a spall with exposed rebar measuring 13” long x 2’-0” high x 2-3/4” deep with an adjacent delamination measuring 22” long x 2’-2” high.

- Span 1, south parapet interior face, at the top near the Cable C06S lower anchorage: There is a spall measuring 3” long x 4” high x 3/4" deep.

- Span 2, south parapet exterior face, near the Cable C19S lower anchorage: There is a spall with exposed rebar measuring 18” long x 14” high x up to 2-1/2” deep with an adjacent delamination measuring 18” long x 6” high (Photo 8).

- Span 2, north parapet interior face, near midspan: There is an area of vertical cracks with efflorescence measuring full height x up to 1/8” wide extending across the top face of the parapet.

Item 58.8 - Railing Parapet Railings

There is an aluminum railing mounted on the tops of the parapets which has minor scrapes throughout. The rubber pads beneath the railing post base plates are dislodged/rotated up to 3/4" at isolated locations.

Tower Railings

There are aluminum safety railings mounted to the tops of each tower. The grout pads below the base plates are typically cracked and spalled. Specific deficiencies are as follows:

- Southwest tower leg, west railing, middle post: One (1) of two (2) anchor bolts is slightly bent with a loose nut.

- Southwest tower leg, west railing, north post: Both anchor bolt nuts are loose.

- Southeast tower leg, west railing, middle post: Both anchor bolt nuts are loose.

- Southeast tower leg, west railing, north post: One (1) of two (2) anchor bolt nuts is loose.

- Northwest tower leg, east railing, south post: one (1) of two (2) anchor bolt nuts is loose.

- Northwest tower leg, west railing, middle and south posts: one (1) anchor bolt is slightly bent.

- Northeast tower leg, east railing, middle post: The post base plate is not flush with the surface due to concrete overpour, and the south anchor bolt is bent 1/2" to the south (Photo 9).

Item 58.9 - Protective Screen There is a chain link fence (Type II protective screen) mounted on the top of both parapets in Span 1. There are numerous broken or missing screws for the horizontal and vertical strips that connect the chain link fence to the posts. Specific deficiencies are as follows:

- Span 1, south protective screen, between the lower anchorages for cables C02S and C03S: The top horizontal angle, at the west end, has several missing screws and is shifted 1-1/4” to the north.

- Span 1, south protective screen, 3rd post from the east end: The vertical strip is missing two (2) screws and is bent towards the sidewalk with minor damage to the chain links at the top (Photo 10).

- Span 2, south protective screen, east end: The vertical strip is missing one (1) screw.

- Span 1, north protective screen near the cable C05N lower anchorage: The vertical strip is missing four (4) of six (6) screws and is skewed up to 1” out of plane over a 3’-0” height.

Item 58.11 - Lighting Standards Topside Lighting

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The lighting standard posts have isolated areas of peeling paint and heavy rust along the lower portions, on the handhole covers and on the anchor bolt covers. Isolated handhole covers have missing screws, holes or are missing. Specific deficiencies are as follows:

- (DEF=S/A) Span 2, south light near the cable C09S lower anchorage: The handhole cover has a corrosion hole measuring 3” long x 4” high with exposed wires.

- (DEF=S/A) Span 2, south light, 3rd from the west end: The handhole cover has one (1) missing screw, is loose and has a corrosion hole measuring 2” wide x 3” high with exposed wires (Photo 11).

- (DEF=S/A) Span 2, north light, 3rd from the west end: The handhole cover is loose and has a corrosion hole measuring 2” wide x 3” high with exposed wires.

- (DEF=S/A) Span 3, south light near the cable C24S lower anchorage: The handhole cover has one (1) missing screw and a corrosion hole measuring 2-5/8” long x 1-3/8” high with exposed wires.

- (DEF=S/A) East approach, south light: The lighting standard has a missing handhole cover with exposed wires and four (4) of four (4) anchor bolt covers are missing.

Tower Interior Lighting

The interior lighting in all four (4) tower legs was not functioning at the time of inspection.

Item 58.12 - Utilities Topside

The junction box covers along the interior faces of the parapets have up to seven (6) of twelve (12) missing fasteners. In Span 2, along the south parapet, the 2nd cover from the east end is damaged and bent towards the sidewalk (Photo 11).

Underside

Along the North Girder throughout the bridge there are threaded utility support hangers for the conduits which typically have light to moderate rust. The south most conduit along the hangers has scattered loose clamps throughout. Specific deficiencies are as follows:

- Span 1, between Floorbeams 2 and 3, near the North Girder: There are two (2) adjacent utility junction boxes with missing covers and exposed wires.

- Span 2, between Floorbeams 40 and 41: The middle bracket between the floorbeams has a nut backed off 3/4”.

Item 58.13 - Deck Joints West Abutment Deck Joint:

The strip seal expansion joint along the West Abutment has moderate to heavy accumulation of debris throughout, scattered minor gouges up to 3/4” deep and light rust along the armors (Photo 12). There is slight vertical misalignment in the westbound lane with the west armor measuring 1/4” higher than the east.

East Abutment Deck Joint:

The finger joint along the East Abutment has light rust throughout, isolated minor plow scrapes, and connection bolts with moderate rust (Photo 13).

The neoprene drainage trough below the joint has heavy accumulation of debris, up to 12” high (Photo 14).

Sidewalk Joints:

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The sidewalk sliding plate assemblies at both abutments have moderate accumulation of sand. At the West Abutment, the south sidewalk joint sliding plate is missing five (5) of five (5) screws and is shifted 1” towards the roadway (Photo 6).

APPROACHES

Approaches a - Appr. Pavement Condition The pavement in both approaches has moderate wear and scattered longitudinal and map cracks measuring 1/4” to 1/2” wide throughout (Photo 15). At both abutments, along the full length of the deck joints, there are areas of pavement break-up measuring up to 1-1/2” wide x 1/2” deep. Specific deficiencies are as follows:

West Approach:

- Westbound lane, 20’-0” from the bridge: There is a pothole measuring 12” long x 8” wide x up to 2” deep.

- Eastbound lane, 50’-0” from the bridge: There is a bituminous patch measuring 12’-0” long x 10’-0” wide with three (3) potholes measuring up to 3” long x 12” wide x 2” deep (Photo 15).

- Eastbound lane at the West Abutment joint: There is a pothole measuring 2’-0” long x 3” wide x up to 2-1/2” deep (Photo 12).

East Approach:

- 40’-0” from the bridge, at the centerline of the roadway: There is a depressed bituminous patch measuring 6’-0” long x 15” wide x up to 1” deep.

- Westbound lane, 15’-0” from the bridge: There is a bituminous patch measuring 7’-10” long x 6’-0” wide.

- Westbound lane, at Fulton Street: There is a bituminous patch measuring 20’-0” long x 5’-0” wide (previously noted potholes have been patched).

- Eastbound lane, near the abutment deck joint: Two (2) potholes which have been patched since the last inspection.

- Eastbound lane, 35’-0” from the bridge near the centerline: There is a spall measuring 3’-0” long x 12” wide x 2” deep.

Approaches b - Appr. Roadway Settlement In the west approach, eastbound lane, there is an area of settlement with map cracking near the deck joint measuring 7’-6” long x 7’-6” wide x 3/4” deep (Photo 12).

In the east approach, eastbound lane, there is an area of settlement near the deck joint measuring 30’-0” long x 10’-0” wide x 1” deep (Photo 13).

Approaches c - Appr. Sidewalk Settlement The approach sidewalks have areas of settlement near the bridge as follows:

- (DEF=S/A) Northwest: A section of sidewalk is settled at the south end with up to 3-3/4” vertical differential with adjacent sections, and the north end is raised with up to 1-3/4” vertical differential with adjacent sections (Photo 16). MassDOT personnel were notified of this condition via email on 8/1/2024. During a later site visit on 8/28/2024, inspectors confirmed this section of sidewalk has been replaced.

- Northeast: There is vertical differential up to 1-3/4” high between sections.

- Southwest: There is vertical differential up to 3/4” high between sections.

- Southeast: There is vertical differential up to 2” high between sections.

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Approaches d - Appr. Sidewalk Condition The approach sidewalks have moderate to heavy vegetation growth and diagonal cracks measuring up to full width x 1/4” wide.

The southeast approach sidewalk at the East Abutment deck joint at the north end has a spall measuring 4” long x 5” wide x 2” deep.

ITEM 59 - SUPERSTRUCTURE

Item 59.1 - Stringers There is one (1) stringer along the centerline of the bridge in all floorbeam bays. Isolated stringers have areas of the oxide film/patina not fully developed. Specific deficiencies are as follows:

- South face, all Floorbeam bays: The lower 10” of the web has scattered areas of patina not fully developed throughout the bridge.

- Between Floorbeams 9 and 10: The bottom flange has areas of patina not fully developed along the full width throughout.

- Span 2, between Floorbeams 23 and 24: The underside of the stringer bottom flange has three

(3) minor rolling defects measuring up to 7-1/2” long (Photo 17).

Item 59.2 - Floorbeams The floorbeam protective coating consists of an oxide film/patina. There are isolated areas of patina not fully developed with light orange color, most notably at the connection plates to the girders, along the lower webs, and along the undersides of the bottom flanges (Photo 18). The floorbeam bottom flanges and webs have isolated areas of hardened concrete debris, typically below the utility cutouts. The bottom flanges of the floorbeams at scattered anchorage locations throughout the bridge have bird nest debris. Specific deficiencies are as follows:

- Span 2, Floorbeam 34, west face at midspan: The lower half of the web stiffener has four (4) vacant drilled holes measuring 15/16” diameter.

- Span 2, Floorbeam 45 at the North Girder: The bottom flange connection has six (6) slightly backed off/tilted bolts (Photo 19).

- Span 3, Floorbeam 49 at the North and South Girder connections: The connection plates have light rust at the base with a light orange flaking patina.

- Span 3, Floorbeam 51 at the North Girder: The west connection plate has an area of light orange flaking patina.

- Span 3, Floorbeam 52 at the North Girder: The west connection plate has an area of light orange flaking patina.

- Span 3, Floorbeam 66 at the North and South Girder connection plates has moderate corrosion.

Item 59.4 - Girders The interior faces of the girders consist of an oxide film/patina and the exterior faces are painted. There are isolated areas of patina not fully developed on the interior faces. The girder bottom flanges have scattered areas of hardened concrete debris. Specific deficiencies are as follows:

- Span 1, North Girder between Floorbeams 2 and 3: The underside of the bottom flange has three (3) gouges measuring up to 1/4" long x 3/4" wide x 1/4" deep.

- Span 2, North Girder, between Floorbeams 40 and 41: The south face of the lower web has areas of patina not fully developed.

- Span 2, South Girder, at Floorbeam 49: The girder has areas of patina not fully developed.

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- Span 2, North Girder at Anchorage C14N: The north leg of the bottom flange has an area of peeling paint with light rust.

- Span 3, North and South Girders between Floorbeams 49 and 65: The bottom flange is slightly wavy and has a few isolated locations of paint loss.

Item 59.5 - Stay Cables - General Item 59.5.a - Sheathing The sheathing is comprised of two (2) layers of co-extruded HDPE (an inner black layer and outer white layer) with a helical bead along the full length of the sheath to reduce rain/wind vibration.

Isolated cables have minor scrapes and/or gouges in the white layer of the HDPE sheathing, some exposing the underlying black layer. Isolated cables have missing sections of helical bead around the sheathing.

Refer to Charts 1 to 6 and Photos 20 to 23 for specific comments and conditions.

Item 59.5.b - Anchorage & Guide Pipes This item includes the lower anchorage guide pipes, lower anchorage brackets and upper anchorage guide pipes of the stay cables (Sketch 2).

At the East Abutment there is heavy vegetation/tree growth in contact with the stay cable elements.

Lower Anchorage Pipes and Brackets:

The lower anchorage guide pipes, brackets and stiffeners have scattered small areas of peeling paint with isolated locations of peeling paint and light rust throughout (Photo 24). The connection bolts between the brackets and the girder webs and bottom flanges typically have peeling paint and light rust (Photo 25). Most of the bracket stiffeners have moderate to heavy accumulation of dirt and debris, some with moss and vegetation growth (Photo 26).

Upper Anchorage Guide Pipes:

The upper anchorage guide pipes typically have light to moderate mildew and scattered guide pipes have areas of peeling paint.

Refer to Charts 1 to 6 for specific comments and conditions.

Item 59.5.c - Anchorages This item includes the anchorage grout caps, anchor heads, anchor head rings, wedges (hidden by sheathing/anchor, head/grout cap) and bearing plates (Sketch 2).

Lower Anchorages:

The anchor head ring nuts typically have peeling paint with light rust (Photo 24). The grout cap fasteners at the lower anchorages typically have peeling paint and light rust (Photo 24).

Upper Anchorages:

The anchor heads at all upper anchorages inside the towers have peeling paint with minor to moderate rust and light to moderate grease staining (Photo 27). The rubber gaskets between the grout caps and the anchor heads are typically misaligned and bulging up to 3/8” (Photo 28).

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Item 59.5.d - Cable Strands The steel cable strands are hidden by the grout encasement/caps, sheathing, guide pipes, anchorage pipes, and anchorage assemblies (Sketch 2).

Item 59.5.e - Boots (DEF=S/A) The caulked seals along the top edges of the upper and lower neoprene boots are typically separated or failed for partial circumference, with isolated seals failed along the full circumference. Isolated boots have areas of bulging, minor cracking and tears. Several boots have bulging due to accumulation of grout within the boot. A few boots were filled with water at the time of inspection.

Refer to Charts 1 to 6 and Photos 29 to 34 for specific comments and conditions.

Item 59.5.f - Protection Pipes The stay cables near the lower anchorages have a stainless-steel protection pipe surrounding the cable within the roadway level (Sketch 2). The protection pipes typically have a 1/4” gap at the anchorage pipe coupling for approximately 40% of the circumference.

Item 59.9 - Bearing Devices The elastomeric girder bearings at both abutments have minor bulging, gaps between the pads and sole plates, and some are shifted. Specific deficiencies are as follows:

- West Abutment, North Girder bearing: The north edge of the bearing pad overhangs the bridge seat up to 5/8” along the full length and the pad is deformed at the southeast corner at the top up to 1/2” out-of-plane (Photo 35).

- West Abutment, South Girder bearing: The south edge of the bearing pad overhangs the bridge seat up to 5/8” along the full length with a gap between the pad and bridge seat measuring full length x 1/8” high x up to 5” deep. Along the south side there is also a gap between the pad and the sole plate measuring full length x 3/16” high x up to 2” deep (Photo 36).

- East Abutment, North Girder bearing: Along the north and south edges, there are gaps between the pad and the bridge seat measuring full length x 1/8” high x 4” deep (Photo 37).

- East Abutment, South Girder bearing: The south edge of the pad overhangs the bridge seat up to 1-1/2” and the pad is rotated (Photo 38).

Item 59.10 - Longitudinal Restraints There are welded steel longitudinal restraints at the West Tower for each girder at each span. The restraints have areas of peeling paint and light rust. Specific deficiencies are as follows:

- Span 1, South Girder: The vertical sliding plate for the longitudinal restraint bearing has slid down up to 4-1/2” (Photo 39).

- Span 1, North Girder: The vertical sliding plate for the longitudinal restraint bearing is missing.

- Span 2, North Girder: The north vertical plate has a minor inward bend.

Item 59.11 - Rivets & Bolts The stringer to floorbeam connection bolts typically have light rust. Scattered lower cable anchorage bracket connection bolts to the girder webs and bottom flanges have peeling paint and light rust. Refer to Items 59.2 and 59.5.b for specific comments and conditions.

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Item 59.12 - Welds At the lower cable anchorages, the stiffener welds to the anchorage pipes have areas of light rust at the ends.

Refer to Item 59.5.b for specific comments and conditions.

Item 59.14 - Paint/Coating The weathering steel stringers, floorbeams and girders have a protective oxide film/patina coating. The exterior faces of the girders are painted. The patina is fine grained and tightly adhered with a medium brown color. There are isolated locations where the patina is not fully developed.

The anchorage brackets and guide pipes have areas of peeling paint with light rust.

Refer to Items 59.1, 59.2, 59.4 and 59.5 for specific comments and conditions.

Item 59.15 - Lightning Protection The copper ground cables attached to the girders and floorbeams are detached or missing at the following locations:

- Span 1, North Girder, between Floorbeams 1 and 10: Cable missing.

- Span 1, South Girder, between Floorbeams 1 and 4: Cable is detached.

- Span 1, South Girder, between Floorbeams 8 and 9: Cable is detached.

- Span 1, South Girder, at Floorbeam 12: Cable is detached.

- Span 2, North Girder, at Floorbeam 21: Cable is detached.

- Span 2, North Girder, at Floorbeam 35: Cable is detached.

- Span 2, South Girder, between Floorbeams 19 and 25: Cable is missing.

- Span 2, North Girder, at Floorbeam 29: Cable is detached.

- Span 2, South Girder, at Floorbeam 31: Cable is detached and resting on the lower anchorage.

- Span 2, South Girder, Floorbeam 47: Cable is detached.

- Span 3, North Girder, Floorbeam 54: Cable is detached.

- Span 3, North Girder, between Floorbeams 60 and 65: Cable is detached.

- Span 3, South Girder, between Floorbeams 58 and 65: Cable is detached/missing at the floorbeams (Photo 40).

- Northwest Tower, at the top: The northeast lightning rod is twisted and leaning south.

SuperStructure Load Deflection Notes There is minor deflection under heavy live load.

SuperStructure Load Vibration Notes There is minor vibration under heavy live load.

ITEM 60 - SUBSTRUCTURE

Item 60.1 - Abutments Item 60.1.b - Bridge Seats The drainage troughs at both abutment bridge seats along the backwalls have heavy accumulation of dirt and debris (Photo 41).

Item 60.1.c - Backwalls The West Abutment Backwall at the south end has isolated hairline cracks with moisture near the bridge seat and several vertical hairline cracks with efflorescence measuring up to full height.

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The East Abutment backwall at the utility pass-through near the North Girder has a spall measuring 16” long x up to 3” high x 8” deep (Photo 42).

Item 60.1.d - Breastwalls Both abutment breastwalls have heavy graffiti throughout (Photos 43 & 44).

Item 60.1.e - Wingwalls The wingwalls have isolated vertical hairline cracks measuring up to full height and areas of graffiti throughout (Photo 45).

The southwest wingwall has a diagonal hairline crack extending from the bridge seat measuring 4’-1” long and a horizontal hairline crack measuring 18” long.

Item 60.1.f - Slope Paving/Rip-Rap At the East Abutment breastwall, at the centerline, there is an area of heavy erosion measuring up to 15’-0” long x 20’-0” wide x 2’-0” deep which extends down the slope (Photo 44). The base of the southeast wingwall has an area of erosion measuring up to 2’-0” wide x 2’-0” high with debris accumulation. The base of the northeast wingwall has an area of heavy erosion measuring 4’-0” wide x up to 18” high which extends down the full length of the slope (Photo 45).

Item 60.2 - Towers Item 60.2.b - Diaphragms The transverse concrete diaphragms act as a strut and laterally brace the tower legs. The girders do not bear on the tower diaphragms.

The tops of both towers have minor debris accumulation. The east and west faces of the diaphragms have horizontal hairline cracks measuring up to full length (Photo 46).

The East Tower diaphragm, at the top, on the east face at the north and south ends has delaminated patches measuring 16” wide x 10” high (Photo 46).

Item 60.2.c - Tower Legs Exterior:

The exterior faces of the post-tensioned reinforced concrete tower legs have vertical hairline cracking throughout, typically extending from the tops and undersides of the cable anchorage locations, and isolated areas of hairline map cracking, some with light moisture staining or efflorescence (Photo 47). At the doorway openings there are typically diagonal hairline cracks extending from the upper corners. At the base, the tower legs have areas of heavy graffiti.

The grouted post-tensioning pour backs typically have hairline map cracking, some with moisture staining and efflorescence (Photo 48). Numerous pour backs have hollow areas and spalling, some up to 9-3/4” deep (full depth) exposing the post-tensioning plate within (Photos 48 to 50).

The northeast tower leg on the south face just below the diaphragm has a grout patch popping out with rust staining.

Refer to Charts 7 & 8 for specific comments and conditions.

Interior:

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The floors of the tower legs have minor to moderate accumulation of sand and debris, hairline map cracks, minor delamination and isolated spalls with exposed reinforcement due to shallow cover. The underside of the roof slabs within the towers typically have hairline diagonal cracks with moderate efflorescence extending from the corners of the access hatch openings. The interior faces of the tower legs have isolated areas of honeycombing measuring up to 1/2” deep, most notably on the undersides of the stay cable anchorage blocks, and scattered hairline cracks with and without efflorescence (Photo 51). The anchorage blocks have minor rust stains from the anchor heads. The interior faces of the tower legs have isolated spalls with and without exposed reinforcement as follows:

- Southwest tower leg, north wall at Cable C14S: There is a spall around the drain measuring 6” wide x 4” high x 3/4" deep.

- Southwest tower leg, west wall, at Cable C03S: The underside of the anchorage block has a spall with exposed rebar due to shallow cover measuring up to 7” long x 4” wide x 1” deep (Photo 51).

- Southwest tower leg, east wall at Cable C11S: The underside of the anchorage block has a spall with exposed rebar due to shallow cover measuring up to 2” long x 3” wide x 2” deep.

- Southwest tower leg, east wall at Cable C07S: The anchor block has a spall at the bottom south corner of the cable anchor plate measuring 4” wide x 3” high x 1/2” deep (Photo 28).

The stainless-steel louver above the northeast tower leg access door has heavy rust with numerous missing fins with an opening measuring 18” high (Photo 52).

The northeast tower fan at the top has several dents along the opening and the fan rattles.

Item 60.2.j - Ladders, Platforms & Access Hatches Within the towers, the galvanized ladders/platforms and connection bolts have light rust.

At the top of the Southwest Tower, the access hatch had opened since being closed by inspectors during the inspection. MassDOT notified the inspectors of the hatch re-opening on 8/27/2024. During a site visit on 8/28/2024, the hatch was closed and a ratchet strap was installed as a back-up. The latch on the access hatch sticks and does not reset on its own.

ITEM 61 - CHANNEL AND CHANNEL PROTECTION

Item 61.1 - Channel Scour Refer to Chart 9 for channel measurements.

Item 61.2 - Embankment Erosion The southeast embankment has moderate erosion with undercutting, exposed tree roots and trees leaning toward the channel (Photo 54).

The slope below Span 3 has heavy vegetation growth with moderate erosion.

Refer to Item 61.6 – Paving/Rip-Rap for additional comments.

Item 61.6 - Rip-Rap/Slope Protection Both channel embankments have dumped rip-rap (Photos 53 & 54).

The west embankment has scattered displaced rip-rap stones throughout (Photos 53 & 54).

The east embankment has minor soil erosion and missing rip-rap stones (Photos 53 & 54).

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Item 61.7 - Aggradation The upstream channel of the bridge has moderate aggradation (Photo 53).

TRAFFIC SAFETY

Item 36a - Bridge Railing The CP-PL2 barrier is the traffic safety feature for this bridge and conforms to the current standards. Refer to item 58.7 for comments and conditions.

Item 36b - Transitions The transitions consist of thrie-beam guardrail bolted to the concrete end post, which conform to the current standards. Specific deficiencies are as follows:

- The southeast approach guardrail transition has one (1) of seven (7) anchor bolt nuts missing.

- The northeast approach guardrail has one (1) of seven (7) anchor bolts sheared with minor collision scrapes.

Item 36c - Approach Guardrail The bridge railing at the west end of the bridge continues into the west approach. The east approach guardrail consists of a thrie-beam guardrail with steel post and timber spacers. The approach guardrail conforms to the current standards. Specific deficiencies are as follows:

- The southwest guardrail has several full height vertical hairline cracks extending onto the top face with light efflorescence.

- The northwest approach guardrail near the west end has a spall on the exterior face at the top measuring 6-1/2” long x 9-1/2” high x 1/2" deep.

- The northeast approach guardrail has moderate vegetation growth.

Item 36d - Approach Guardrail Ends The approach guardrail ends have blunt ends and do not conform to the current standards. The northeast and southeast approach guardrail boxing glove end treatments have minor collision scrapes.

Sketch / Chart / Photo Log Sketch 1 : South elevation of bridge with stay cable numbering.

Sketch 2 : Stay cable component nomenclature.

Chart 1 : North stay cable conditions (1 of 3).

Chart 2 : North stay cable conditions (2 of 3).

Chart 3 : North stay cable conditions (3 of 3).

Chart 4 : South stay cable conditions (1 of 3).

Chart 5 : South stay cable conditions (2 of 3).

Chart 6 : South stay cable conditions (3 of 3).

Chart 7 : North tower leg exterior conditions.

Chart 8 : South tower leg exterior conditions.

Chart 9 : Channel Measurements Photo 1 : North elevation, looking southeast.

Photo 2 : General underside (Span 2 shown), looking east.

Photo 3 : Top of deck (Span 2 shown) with moderate wear and wheel line rutting and isolated longitudinal cracks, looking west.

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Photo 4 : Underside of deck between Floorbeams 58 and 59 near the south girder with rust stains and efflorescence at the drain hole, looking southwest.

Photo 5 : Underside of deck in Span 3, between Floorbeams 63 and 64 near the North Girder with SIP forms bent downward, looking north.

Photo 6 : South sidewalk at the West Abutment joint with two (2) edge spalls in the curb, missing screws on the joint sliding plate and the plate shifted towards the roadway, looking southeast.

Photo 7 : North parapet at the Northwest Tower leg with failed/separated joint material, looking northeast.

Photo 8 : South parapet, exterior face, near the Cable C19S lower anchorage with a spall with exposed rebar and adjacent delamination.

Photo 9 : Northeast tower leg, at the top, east railing, middle post with uneven base plate due to concrete overpour and the south anchor bolt is bent, looking southwest.

Photo 10 : Span 1, south protective screen, 3rd post from the east end with the vertical strip missing two

(2) screws and bent towards the sidewalk with minor damage to the chain links, looking southeast.

Photo 11 : Span 2, south lighting standard, 3rd from the west end, handhole cover with a missing screw and corrosion hole and bent junction box cover, looking southeast.

Photo 12 : West Abutment deck joint with moderate to heavy accumulation of debris, scattered minor gouges and light rust, looking north. Also note the area of settlement and pothole in the approach.

Photo 13 : East Abutment deck joint with light rust, isolated minor scrapes and connection bolts with moderate rust, looking north. Also note the area of settlement in the approach.

Photo 14 : East Abutment joint trough at the south end with heavy accumulation of debris, looking north.

Photo 15 : West approach roadway, eastbound lane, 50'-0" from the bridge with longitudinal and map cracks and a bituminous patch with three (3) potholes, looking northeast.

Photo 16 : Northwest approach sidewalk at the bridge with severe settlement, looking east.

Photo 17 : Span 2, stringer between Floorbeams 23 and 24 with three (3) minor rolling defects on the underside of the bottom flange, looking northwest.

Photo 18 : Span 3, Floorbeam 51, west face at the North Girder connection with typical areas of patina not fully developed with light orange color, looking east.

Photo 19 : Span 2, Floorbeam 45 at the North Girder bottom flange connection with six (6) slightly backed off/tilted bolts, looking west.

Photo 20 : Cable C13N, 15'-0" from the lower boot with a gouge on the underside exposing the black under-layer, looking east.

Photo 21 : Cable C15N, 20'-0" from the upper boot with a repair patch on the top face with cracked seal and small gaps, looking east.

Photo 22 : Cable C16N, 30'-0" from the lower boot with a rusted nail stuck in the underside with a small gouge, looking northwest.

Photo 23 : Cable C12S, 2'-6" from the lower boot with five (5) gouges, one of which exposes the black under-layer, looking southeast.

Photo 24 : Cable C19S, lower anchorage with large areas of peeling paint and light rust on the bracket and guide pipe, looking northeast.

Photo 25 : Cable C04N, lower anchorage at the girder bottom flange connection with typical peeling paint and light rust on the connection bolts.

Photo 26 : Cable C01S, lower anchorage with heavy accumulation of dirt and debris with moss and vegetation growth, looking northwest.

Photo 27 : Southeast Tower interior, Cable C19S anchor head with typical peeling paint, moderate rust and light to moderate grease staining, looking west.

Photo 28 : Southwest Tower interior, Cable C07S anchor head with typical misaligned and bulging rubber gasket and a spall on the anchor block at the bottom south corner of the anchor plate, looking west.

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Photo 29 : Cable C17N, lower boot with a bulge with minor cracking due to debris/grout accumulation within, looking north. Also note the cracking along the protection pipe interface and missing sealant.

Photo 30 : Cable C17N, upper boot deformed and filled with water with a small tear on the south side with water drips, looking northwest.

Photo 31 : Cable C18N, upper boot with minor deformation on the underside and minor cracking throughout.

Photo 32 : Cable C02S, upper boot with a full depth tear with moss growth on the underside and water accumulation within the boot, looking southwest.

Photo 33 : Cable C14S, lower boot twisted with a hole on the south face and one (1) misaligned strap, looking east.

Photo 34 : Cable C15S, lower boot with a hole and a protruding screw, looking southeast.

Photo 35 : West Abutment, North Girder bearing at the north edge with the bearing pad overhanging the bridge seat, looking west.

Photo 36 : West Abutment, South Girder bearing at the south edge with the bearing pad overhanging the bridge seat with a gap and a gap between the pad and sole plate, looking west.

Photo 37 : East Abutment, North Girder bearing at the north edge with a gap between the bearing pad and bridge seat, looking southwest.

Photo 38 : East Abutment, South Girder bearing at the south edge with the pad rotated and overhanging the bridge seat, looking northwest.

Photo 39 : Span 1, South Girder longitudinal restraint at the West Tower with the vertical sliding plate slid down out of place, looking southeast.

Photo 40 : Span 3, South Girder between Floorbeams 58 and 65 with the grounding cales detached/ missing, looking northwest.

Photo 41 : East Abutment bridge seat at the centerline with heavy accumulation of dirt and debris in the drainage trough, looking southeast.

Photo 42 : East Abutment backwall at the utility pass-through near the North Girder with a spall, looking southeast.

Photo 43 : West Abutment with heavy graffiti throughout, looking west.

Photo 44 : East Abutment with graffiti throughout and an area of heavy erosion at the centerline, looking east.

Photo 45 : Northeast wingwall with isolated full height hairline cracks, areas of graffiti and an area of heavy erosion, looking southeast.

Photo 46 : East Tower diaphragm, east face with typical horizontal hairline cracks and a delaminated patch at the top at the south end, looking northwest.

Photo 47 : Northwest Tower leg with vertical hairline cracking, isolated areas of hairline map cracking with moisture staining and efflorescence, and spalled post-tensioning pour backs, looking northwest.

Photo 48 : Northwest Tower leg, southeast corner at the top with hairline cracking, some with moisture staining and efflorescence, and spalled post-tensioning pour backs, looking northwest.

Photo 49 : Northwest Tower leg, west face at Cable C07N, south post-tensioning pour…