A00881-613642.pdf

Massachusetts Department Of Transportation Highway Division Proposal No. 613642-136413

A00881 - 1

DOCUMENT A00881

INSPECTION REPORTS

Massachusetts Department Of Transportation Highway Division Proposal No. 613642-136413

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THIS PAGE INTENTIONALLY LEFT BLANK

LOCATION OF CORROSION, SECTION LOSS (%), CRACKS,

COLLISION DAMAGE, STRESS CONCENTRATION, ETC.MEMBER

Signs In Place

Legibility/ Visibility

At bridge Advance

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

PREVIOUS

WEIGHT POSTING

F.C.(1)7-96

Not Applicable

CRACK

(Y/N):

WELD'S

CONDITION

(0-9)

List of field tests performed:

CONDITION

PRESENT Deficiencies

INV. RATING OF MEMBER

FROM RATING ANALYSIS

I-59 I-60

B

A

C

D

E

(0-9) (0-9)

Recommend for Rating or Rerating (Y/N):

REASON:

RATING

Rating Report (Y/N): Date:

If YES please give priority:

I-58 I-62

(Overall Previous Condition)

(Overall Current Condition)

2-DIST B.I.N. BR. DEPT. NO.

PAGE OF

CITY/TOWN 8.-STRUCTURE NO. 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

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-

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].

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

Inspection data at time of existing rating I 58: I 59: I 60: Date :I 62:

Actual Posting

Recommended Posting

Waived Date: EJDMT Date:

PLANS

(V.C.R.)

TAPE#:

(Y/N):

(Y/N):

)HIGH ( LOW (MEDIUM ( ))

DIST. BRIDGE INSPECTION ENGINEER

H 3 3S2 Single

H-20 3 3S2

STRUCTURES INSPECTION FIELD REPORT

SPECIAL MEMBER(S):

Y Y Y Y

Y X

Y

Y

N

Item 59.4 - Girders or Beams

See remarks in comments section.

N 4 5 0 0 0 S-A

05 3M4

R02003-3M4-MUN-NBI May 24, 2024 Oct 10, 2025

HWY SOUTH ST E 1945 0000

WATER TAUNTON RIVER Urban Collector

Town Agency Town Agency

N. L. EICHMAN1 : Concrete Cast-in-Place Sunny 15°C

6 7 7 76 7 7 6

Repairs made to superstructure since last load rating.

Visual, Hands On, and Non Destructive Testing.

08/01/2024

G. Simpson

A. Marlin

RAYNHAM=TAUNTON

N S N S

93*-SPEC. MEMB. INSP. DATE

SPECIAL MEMBER INSPECTION

5 4 6

5 5 6

MASSACHUSETTS DEPARTMENT OF TRANSPORTATION

5 4 6 -

R-02-003=T-01-004

20 21 21 N

N N N N 00/00/0000 00/00/0000

05/24/2024

302 : Steel Stringer/Girder

000.000 11-Kilo. POINT

Proposal No. 613642 - 136413

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PAGE

REM.(2)7-96

REMARKS

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BRIDGE ORIENTATION

This two span structure carries South Street East over the Taunton River (flows tidally from east to west).

According to the bridge design plans the abutments are labeled north and south. The eight beams are numbered from west to east (see sketches 1 and 2). For this report the seven bays are numbered from west to east and the two spans are numbered from south to north.

GENERAL REMARKS

Structure was recently opened to traffic after repairs had been made to the beams at both abutments. The purpose of this inspection was to document the repairs made to the beams since the previous inspection and their current condition.

Access:

A lightweight B - 32 Aspen was used for this inspection.

ITEM 59 - SUPERSTRUCTURE

Item 59.4 - Girders or Beams The beams consist of rolled 27 WF 91 with an original web thickness of 0.483'' and an original bottom flange thickness of 0.712''.

Since the previous inspection there have been numerous beam end repairs with encased concrete at both abutments (encasement was measured at approximately 2' long from the end of each beam) (see sketch 3 for locations and photos 1 - 2).

There are areas of moderate corrosion/pitting (typically 1/16'' - 1/8'' deep) throughout with several areas having heavy to severe corrosion (worse at Beam 7) (see sketch 3 and photo 3).

Specific deficiencies are listed below:

South Abutment:

- Beam 1, corrosion at encased beam end with 0.47'' remaining at web (see sketch 4 and photo 4).

- Beam 2, corrosion at encased beam end with 0.43'' remaining at web (see sketch 4 and photo 5).

- Beam 6, corrosion at encased beam end with 0.46'' remaining at web (see sketch 4 and photo 6).

- Beam 7, heavy corrosion at encased beam end with corrosion holes at web and bottom flange and at least 0.18'' remaining at web (see sketch 5 and photos 7 - 8).

Span 1 Mid Span:

- Beam 1 bottom flange at 11.5' from Pier, moderate to heavy corrosion with at least 0.57'' remaining.

- Beam 7 West Face, heavy corrosion along the upper web, lower web, and bottom flange (see photo 9).

Pier:

- Beam 5 West Face, corrosion with area of web section loss along the top and lower edge measuring approximately 5' long x up to 2'' high x at least 0.35'' remaining. Bottom flange has section loss with at least 0.50'' remaining adjacent to the bearing.

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REMARKS

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- Beam 7 West Face, corrosion with area of web section loss along the top and lower edge measuring approximately 12' long x up to 5'' high x at least 0.37'' remaining. Bottom flange has section loss with at least 0.25'' remaining adjacent to the bearing (see photo 10).

Span 2 Mid Span:

- Beam 7 West Face adjacent to Splice Plate Connection, severe corrosion along the web and flanges with web section loss measuring approximately 21' long x full height with at least 0.141'' remaining (see photos 11 and 12 and sketch 6).

- Beam 7 splice plate, minor corrosion along the lower edge and rivets.

- Beam 8 splice plate, east face, moderate corrosion along the lower edge and rivets.

North Abutment:

- Beam 1, corrosion at encased beam end with 0.31'' remaining at web (see sketch 5 and photo 13).

- Beam 2, corrosion at encased beam end with 0.483'' remaining at web (see sketch 5).

- Beam 3, corrosion with area of web section loss measuring approximately 1' long x up to 4'' high x at least 0.42'' remaining. West face is encased in concrete (see photo 14).

- Beam 7, corrosion with area of web section loss with at least 0.257'' remaining (see sketch 4 and photo 15).

- Beam 8, corrosion with area of web section loss measuring approximately 1.5' long x 2'' high x at least 0.28'' remaining.

Sketch / Photo Log Sketch 1 : Framing Plan (Not to Scale).

Sketch 2 : Cross section looking north with the deck drains and sidewalk highlighted (Not to Scale).

Sketch 3 : Framing Plan with areas of section loss (Not to Scale).

Sketch 4 : Beam Section Losses (Not to Scale).

Sketch 5 : Beam Section Losses (Not to Scale).

Sketch 6 : Span 2 west face Beam 7, section losses north and south of beam splice (Not to Scale).

Photo 1 : South Abutment, typical condition of encased beam ends.

Photo 2 : North Abutment, typical condition of encased beam ends.

Photo 3 : Span 1 looking north, typical condition of beams with corrosion.

Photo 4 : Beam 1 South Abutment, corrosion at encased beam end.

Photo 5 : Beam 2 South Abutment, corrosion at encased beam end.

Photo 6 : Beam 6 South Abutment, corrosion at encased beam end.

Photo 7 : Beam 7 South Abutment West Face, corrosion at encased beam end.

Photo 8 : Beam 7 South Abutment East Face, corrosion at encased beam end.

Photo 9 : Span 1 Beam 7 West Face looking north, areas of corrosion.

Photo 10 : Beam 7 Pier, area of corrosion.

Photo 11 : Span 2 Beam 7 south of splice plate, area of corrosion.

Photo 12 : Span 2 Beam 7 north of splice plate, area of corrosion.

Photo 13 : Beam 1 North Abutment, corrosion at encased beam end.

Photo 14 : Beam 3 North Abutment, partially encased beam end with corrosion.

Photo 15 : Beam 7 North Abutment, area of corrosion.

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South Abutment, typical condition of encased beam ends.

North Abutment, typical condition of encased beam ends.

OCT 10, 2025RAYNHAM=TAUNTON R-02-003=T-01-004

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PHOTOS

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

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Photo 1:

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Span 1 looking north, typical condition of beams with corrosion.

Beam 1 South Abutment, corrosion at encased beam end.

OCT 10, 2025RAYNHAM=TAUNTON R-02-003=T-01-004

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PHOTOS

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

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Photo 3:

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Beam 2 South Abutment, corrosion at encased beam end.

Beam 6 South Abutment, corrosion at encased beam end.

OCT 10, 2025RAYNHAM=TAUNTON R-02-003=T-01-004

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PHOTOS

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

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Photo 5:

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Beam 7 South Abutment West Face, corrosion at encased beam end.

Beam 7 South Abutment East Face, corrosion at encased beam end.

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Span 1 Beam 7 West Face looking north, areas of corrosion.

Beam 7 Pier, area of corrosion.

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PHOTOS

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

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Photo 9:

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Span 2 Beam 7 south of splice plate, area of corrosion.

Span 2 Beam 7 north of splice plate, area of corrosion.

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Photo 11:

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Beam 1 North Abutment, corrosion at encased beam end.

Beam 3 North Abutment, partially encased beam end with corrosion.

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PHOTOS

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

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Beam 7 North Abutment, area of corrosion.

OCT 10, 2025RAYNHAM=TAUNTON R-02-003=T-01-0043M4 R02003-3M4-MUN-NBI

PHOTOS

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

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3. Pile Bents

2. Piers or Bents

1. Abutments

3. Pile Bents

2. Piers or Bents

1. Abutments

DIVE-P1(V3)-4/98

a.

b.

c.

d.

e.

f.

g.

a.

c.

d.

e.

h.

i.

j.

k.

b.

CITY/TOWN 8-STRUCTURE NO. 93B-DATE INSPECTED

06-FEATURES INTERSECTED TEAM LEADER (DIVE MASTER)

BOTTOM CONDITION

DEPTH VISIBILITY

CURRENT

07-FACILITY CARRIED

TEAM MEMBERS

SUBSTRUCTURE DEF

S= Severe/Major Deficiency-

C-S= Critical Structural Deficiency-

M= Minor

CATEGORIES OF DEFICIENCIES:

DEFICIENCY:

DEFICIENCY REPORTING GUIDE

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 corroding rebars, Deteriorated timber piles, Considerable settlement, Considerable scouring or undermining, 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 scouring, etc.

A defect in a structure that requires corrective action.

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: Any part of piles or fender system which are projecting outward and may become a safety hazard for the navigational traffic, etc.

ITEM 60

LEVEL OF INSPECTION

CHANNEL &

DEF

ITEM 61

ACCESS TO BRIDGE UNDERWATER OPERATIONS ENGINEER

Report submitted by:

a.

b.

c.

d.

e.

f.

ITEM 59 SUPERSTRUCTURE

DEF

ITEM 62

CULVERTS

l.

9.

1.

2.

3.

4.

5.

6.

7.

8.

a.

b.

c.

d.

e.

f.

g.

h.

i.

j.

k.

CHANNEL PROTECTION

2-DIST B.I.N. BR. DEPT. NO.

1PAGE OF

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

UNDERWATER OPERATIONS TEAM

ROUTINE UNDERWATER INSPECTION REPORT

DEF

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

12.

13.

14.

15.

16.

17.

18.

UNDERMINING (Y/N)

UNDERMINING (Y/N)

URGENCY OF REPAIR:

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

A=ASAP- [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.]

P=Prioritize- [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.]

05 3M4

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RAYNHAM=TAUNTON R02003-3M4-MUN-NBI II APR 28, 2026

6 6 N

7 Channel Scour 6 - Roof N - Pedestals N - Embankment Erosion 6 - Floor N - Bridge Seats N - 7 - Walls N - Backwalls N - Vegetation 7 - Headwall N - Breastwalls 7 - Utilities N - Wingwall N - Wingwalls 7 - Rip-Rap/Slope Protection 6 - Pipe N - Slope Paving/Rip-Rap 6 - Aggradation 7 - Protective Coating N - Pointing N - Fender System N - Embankment N - Footings H - Piles N - Wearing Surface N - Piles H - Diagonal Bracing N - Railing N - Scour 7 - Horizontal Bracing N - Sidewalks N - Settlement 8 - Wales N - Utilities N -

N - Fasteners N - Member Alignment N - 6 Ladders N - Deformation N -

Pedestals N - N - Scour N - Caps N - Settlement N - Columns N - N -

N - Stems/Webs/Pierwalls 6 M-P N -

N - Pointing N -

N - N Footing 7 -

Piles H -

Scour 6 -

Settlement 8 - N -

N - N

Pile Caps N -

Piles N -

Diagonal Bracing N -

Horizontal Bracing N -

Fasteners N -

N

EMBANKMENT

2.5 m 1.5 m

BOULDERS, GRAVEL & SAND TIDAL/SWIFT

HWY SOUTH ST E WILLIAM J. COLLERAN

WILLIAM FERRYWATER TAUNTON RIVER

W. J. COLLERAN, J. A. MANKOWSKY, E. HOGAN, B. FITZGERALD, Z. GIKAS, M.

LEMIRE

Debris

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REMARKS

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GENERAL REMARKS

This bridge is a two-span structure with concrete abutments and pier, dated 1945. It is on the Raynham/ Taunton town line.

Orientation:

1. Abutments are labeled left and right, looking downstream.

2. Sta 10+00 is at the upstream end. Sta 10+40 is at the downstream end.

ITEM 60 - SUBSTRUCTURE

Item 60.1 - Abutments Item 60.1.d - Breastwalls Right Abutment:

There is minor concrete abrasion approximately 5' high in the vicinity of the waterline.

Left Abutment:

There is minor concrete abrasion approximately 3' high from the mudline up.

Item 60.1.f - Slope Paving/Rip-Rap The riprap is slumped and displaced at both abutments.

Item 60.1.i - Piles According to plans dated April, 1945 the Right Abutment is pile supported and the Left Abutment is not pile supported.

Item 60.1.j - Scour Left Abutment:

From Sta 10+16 to Sta 10+42 there is zig-zag steel sheeting exposed with a toe of 1.5’ (Inside zig-zag distance) and a maximum outside height of 1.1’.

Item 60.2 - Piers or Bents Item 60.2.d - Stems/Webs/Pierwalls There is minor concrete abrasion approximately 5' high in the vicinity of the waterline.

A steel angle plate with 0.5' wide legs extends down the nose at the upstream end.

Left Side:

There is concrete deterioration at the upstream end at the mudline, beginning at the upstream nose at the steel angle. The deterioration measures 3.0' Long along the upstream angle (from the nose of the pier to the angle point). This void goes behind the steel angle plate into the void described on the right side.

Starting at the angle point, concrete deterioration measures 1.0' Long, 1.2' High and 0.7' Penetration.

At Sta 10+09 there is concrete deterioration 1.5' above the mudline measuring 1.8' Long, 0.5' High and 0.2' Penetration.

Right Side:

There is concrete deterioration at the upstream end at the mudline beginning at the upstream nose at the steel angle. The deterioration measure 3.0' Long along the upstream angle (from the nose of the pier to the angle point). The void went behind the steel angle plate into the void described on the left side.

Starting at the angle point, concrete deterioration measures 2.9' Long, 0.8' High and 0.6' Penetration.

At Sta 10+22 there is concrete deterioration at the mudline measuring 1.5' Long, 1.2' High and 0.3' Penetration.

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Item 60.2.f - Footing Left Side:

No footing is exposed.

Right Side:

The footing is exposed from Sta 10+28 to Sta 10+42 with a maximum exposed height of 1.5'. The toe width varies from 1.7' to 2.4'. According to plans dated April, 1945 the footing height is 3.0’.

Item 60.2.g - Piles According to plans dated April, 1945 the Pier is pile supported.

Item 60.2.h - Scour Left Side:

No footing is exposed.

Right Side:

The footing is exposed from Sta 10+28 to Sta 10+42 with a maximum exposed height of 1.5'. The toe width varies from 1.7' to 2.4'. According to plans dated April, 1945 the footing height is 3.0’.

ITEM 61 - CHANNEL AND CHANNEL PROTECTION

Item 61.1 - Channel Scour Left Abutment:

From Sta 10+16 to Sta 10+42 there is zig-zag steel sheeting exposed with a toe of 1.5’ (Inside zig-zag distance) and a maximum outside height of 1.1’.

Pier:

Left Side:

No footing is exposed.

Right Side:

The footing is exposed from Sta 10+28 to Sta 10+42 with a maximum exposed height of 1.5'. The toe width varies from 1.7' to 2.4'. According to plans dated April, 1945 the footing height is 3.0’.

Item 61.2 - Embankment Erosion There is slope erosion at the upstream right embankment.

Item 61.3 - Debris There are some old piles 2.6' above the mudline which are trapping debris along both sides of the pier.

A large amount of debris consisting of branches, trees and auto parts along both sides of the pier had been building up since the 8/11/92 inspection. The heavy tree debris across the upstream nose was making the upstream right side of the nose and angle point inaccessible to divers. Divers removed most of the debris in order to fully inspect the underwater elements.

See Photos 1-5.

Item 61.6 - Rip-Rap/Slope Protection The riprap is slumped and displaced at both the upstream and downstream embankments.

Sketch / Chart / Photo Log Sketch 1 : PLAN VIEW - NOT TO SCALE Chart 1 : SCOUR MONITORING CHART AT DOWNSTREAM AND UPSTREAM ENDS

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REMARKS

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Chart 2 : ELEMENT LEVEL CHART Photo 1 : TIMBER DEBRIS BUILD-UP VIEWED FROM UPSTREAM RIGHT Photo 2 : TIMBER DEBRIS BUILD-UP VIEWED FROM UPSTREAM LEFT Photo 3 : TIMBER DEBRIS BUILD-UP VIEWED FROM UPSTREAM OVERHEAD Photo 4 : TIMBER DEBRIS BUILD-UP VIEWED FROM UPSTREAM OVERHEAD WHILE BEING

REMOVED

Photo 5 : AFTER REMOVAL OF TIMBER DEBRIS BUILD-UP VIEWED FROM UPSTREAM LEFT

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SKETCHES

PLAN VIEW - NOT TO SCALESketch 1:

APR 28, 2026RAYNHAM=TAUNTON 3M4 R02003-3M4-MUN-NBI

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

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CHARTS

SCOUR MONITORING CHART AT DOWNSTREAM AND UPSTREAM ENDSChart 1:

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

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CHARTS

ELEMENT LEVEL CHARTChart 2:

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

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TIMBER DEBRIS BUILD-UP VIEWED FROM UPSTREAM RIGHT

TIMBER DEBRIS BUILD-UP VIEWED FROM UPSTREAM LEFT

APR 28, 2026RAYNHAM=TAUNTON R-02-003=T-01-004

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

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Photo 1:

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TIMBER DEBRIS BUILD-UP VIEWED FROM UPSTREAM OVERHEAD

TIMBER DEBRIS BUILD-UP VIEWED FROM UPSTREAM OVERHEAD

WHILE BEING REMOVED

APR 28, 2026RAYNHAM=TAUNTON R-02-003=T-01-004

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AFTER REMOVAL OF TIMBER DEBRIS BUILD-UP VIEWED FROM

UPSTREAM LEFT

APR 28, 2026RAYNHAM=TAUNTON R-02-003=T-01-0043M4 R02003-3M4-MUN-NBI

PHOTOS

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

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1. Abutments

3. Pile Bents

2. Piers or Bents

Dive Cur

OVERHEAD SIGNS

(Attached to bridge)

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

12.

13.

14.

15.

16.

DEFDECK SUPERSTRUCTURE SUBSTRUCTURE

1.

2.

3.

4.

a.

b.

c.

d.

e.

f.

g.

6.

7.

8.

5.

9.

10.

11.

12.

13.

14.

15.

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

h.

i.

j.

k.

a.

b.

c.

d.

e.

f.

g.

h.

i.

a.

b.

c.

d.

e.

I-60 (This Report):

l.

m.

j.

k.

d.

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

)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 & SPECIAL MEMBER INSPECTION05 3M4

R-02-003=T-01-004

11-Kilo. POINT

RAYNHAM=TAUNTON R02003-3M4-MUN-NBI 000.000 P:POSTED MAY 24, 2024

G. Simpson

Urban Collector J. Hanley

302 : Steel Stringer/Girder Town Agency

Town Agency

1 : Concrete Cast-in-Place J. MARMELO, M. EMMONS

5 4 6

Wearing surface 5 S-P Stringers N - 7

Deck Condition 5 S-P Floorbeams N - Pedestals N N - Bridge Seats N 7 M-P

Stay in Place Forms N - Floor System Bracing N - Backwalls N 6 M-P Curbs 6 M-P Girders or Beams 4 S-A Breastwalls 7 7 -

7 6 S-P N - Trusses - General N - Wingwalls

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

Sidewalks Pointing N N - Lower Chords N - H 6 -

Parapets N - Footings

Web Members N - Piles H H - Railing 4 S-A Scour 7 7 -

Lateral Bracing N - N - Settlement 8 7 -

Anti Missile Fence Sway Bracings N - N N -

Drainage System 3 S-A Portals N - N N -

Lighting Standards N - 6 End Posts N -

6 - N N -Utilities Pin & Hangers N Pedestals

- Caps N N -

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

Pointing N N - N - Bearing Devices 5 S-P Footing 7 H -

Diaphragms/Cross Frames 7 - Piles H H -N - 6 6 HRivets & Bolts M-P Scour -

Settlement 8 7E W - Welds N - N N -

250 230 Member Alignment 7 - N N -

Paint/Coating 3 NS-A N N -N Pile Caps

Appr. pavement condition 5 S-P Piles N N -

Diagonal Bracing N N - Appr. Roadway Settlement 5 S-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 6 6 Condition of Signs N -

N 03/01/2023

HWY SOUTH ST E 1945 0000 0000

WATER TAUNTON RIVER

Partly Sun 21°C

A00881 - 31

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

4 S-A N N N - P N 7 - N N

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

5 5 S-A N N N N7 7 - P N

N X - N N 6 6 - Y Y 7 7 - N N - P Y

Y Y Y Y

Y X

N X

Y N

6 5 6

20 21 21 N

20 21 21 N 00/00/0000 00/00/0000

646 7 7 7 6 7 7 6

0 0 0 0

6 6

Visual, Tactile, and Non Destructive Testing.

03/01/2023

07/01/2015

BISETUP

N S N S

E W E W

E W

3M4 R02003-3M4-MUN-NBIRAYNHAM=TAUNTON MAY 24, 2024R-02-003=T-01-004

05/30/2014

Channel Scour

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

A00881 - 32

LOCATION OF CORROSION, SECTION LOSS (%), CRACKS,

COLLISION DAMAGE, STRESS CONCENTRATION, ETC.MEMBER

Signs In Place

Legibility/ Visibility

At bridge Advance

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

PREVIOUS

WEIGHT POSTING

F.C.(1)7-96

Not Applicable

CRACK

(Y/N):

WELD'S

CONDITION

(0-9)

List of field tests performed:

CONDITION

PRESENT Deficiencies

INV. RATING OF MEMBER

FROM RATING ANALYSIS

I-59 I-60

B

A

C

D

E

(0-9) (0-9)

Recommend for Rating or Rerating (Y/N):

REASON:

RATING

Rating Report (Y/N): Date:

If YES please give priority:

I-58 I-62

(Overall Previous Condition)

(Overall Current Condition)

2-DIST B.I.N. BR. DEPT. NO.

PAGE OF

CITY/TOWN 8.-STRUCTURE NO. 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

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-

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].

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

Inspection data at time of existing rating I 58: I 59: I 60: Date :I 62:

Actual Posting

Recommended Posting

Waived Date: EJDMT Date:

PLANS

(V.C.R.)

TAPE#:

(Y/N):

(Y/N):

)HIGH ( LOW (MEDIUM ( ))

DIST. BRIDGE INSPECTION ENGINEER

H 3 3S2 Single

H-20 3 3S2

STRUCTURES INSPECTION FIELD REPORT

SPECIAL MEMBER(S):

Y Y Y Y

N

Y

Y

N

Item 59.4 - Girders or Beams

See remarks in comments section.

N 4 4 27 30 29 S-A

05 3M4

R02003-3M4-MUN-NBI May 24, 2024 May 24, 2024

HWY SOUTH ST E 1945 0000

WATER TAUNTON RIVER Urban Collector

Town Agency Town Agency

J. MARMELO, M. EMMONS1 : Concrete Cast-in-Place Partly Sun 21°C

6 7 7 76 7 7 6

Visual, Tactile, and Non Destructive Testing.

07/01/2015

G. Simpson

J. Hanley

RAYNHAM=TAUNTON

N S N S

93*-SPEC. MEMB. INSP. DATE

ROUTINE & SPECIAL MEMBER INSPECTION

5 4 6

5 4 6

MASSACHUSETTS DEPARTMENT OF TRANSPORTATION

6 5 6 -

R-02-003=T-01-004

20 21 21 N

20 21 21 N 00/00/0000 00/00/0000

05/30/2014

302 : Steel Stringer/Girder

000.000 11-Kilo. POINT

A00881 - 33

REMARKS

3M4 R02003-3M4-MUN-NBI

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RAYNHAM=TAUNTON MAY 24, 2024

OF

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

R-02-003=T-01-004

BRIDGE ORIENTATION

This two span structure carries South Street East over the Taunton River (flows tidally from east to west).

According to the bridge design plans the abutments are labeled north and south. The eight beams are numbered from west to east, see sketches 1 and 2. For this report the seven bays are numbered from west to east and the two spans are numbered from south to north.

GENERAL REMARKS

For underwater deficiencies see the latest underwater inspection dated 3/1/2023.

Access:

District 3 Aspen-62 was used for this inspection.

ITEM 58 - DECK

Item 58.1 - Wearing surface See photo 1 for general topside.

There are areas of minor wheel rutting throughout both travel lanes, minor to moderate debris along both curb lines with evidence of ponding in span 1 at the SW and SE gutters. Numerous partially settled asphalt patches in span 1, see photos 2, 3, 4, and 5.

Adjacent to both curb lines the wearing surface is delaminated along the full length of the structure with areas of heaving up to 1' wide.

Specific deficiencies are listed below:

Span 1:

- Northbound travel lane adjacent to the south abutment and SE curb, partially settled asphalt patches and heaving, cracking ( up to 1/8"W) measuring 3' x 5' long, see photo 2. Previously exposed deck has been patched since the last inspection.

- Northbound shoulder over the south abutment, a thru hole up to 3" in diameter, see photo 3.

- Northbound travel lane adjacent to the pier, several partially settled asphalt patches each up to 1.5' in diameter, see photo 4.

- Southbound travel lane adjacent to the south abutment, area of partially settled asphalt patches measuring up to 4' wide x 10' wide with a 1' diameter pothole x 2" deep, see photo 5.

- Southbound travel lane at mid span, several partially settled asphalt patches each measuring up to 1.5' in diameter, see photo 5.

Item 58.2 - Deck Condition There are areas of minor to heavy hairline diagonal transverse cracking with minor to heavy efflorescence and rust bleed along top flanges.

See item 58.1 Wearing Surface for associated deficiencies.

Specific deficiencies are listed below:

Span 1:

A00881 - 34

REMARKS

3M4 R02003-3M4-MUN-NBI

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

R-02-003=T-01-004

- West deck overhang, longitudinal hairline cracking with efflo throughout with areas of scale and spalls with exposed rebar at midspan and near south abutment, respectively, see photo 6 for general underside. Scale at midspan up to 8'L x 10"H x 8"W x 3"D. Spall near south abutment up to 4'L x 10"H x 8"W x 3"D with exposed rebar, see photo 7.

- See photo 8 for general underside of bays 1 through 4.

- S/P - Bays 1 and 2 have minor to heavy hairline diagonal transverse cracking with minor to heavy efflorescence and rust bleed along top flanges at southern ends of the bays, heaviest at the south abutment with evidence of active leakage, see photos 9, 10, and 11.

- See photo 12 for general underside of bays 4 through 7.

- S/P - Bay 7 has irregular moderate hairline cracking with minor to heavy efflorescence and rust bleed along the top flange of beam 7 throughout with evidence of some active leakage, see photos 13 and 14.

- East deck overhang has hairline map cracking along east face with areas of longitudinal hairline cracking with efflo on the underside, see photo 15 for general underside.

Pier:

- Bay 2 spall with exposed rebar measuring 1' in diameter x up to 2'' deep, see photo 16.

- Bay 4 small spall (6" diameter x 2"D) with exposed rebar with adjacent associated delamination up to 2' diameter, see photo 17.

- Bay 5 has a partial width hairline transverse crack with efflo adjacent to deck construction joint, see photo 18.

Span 2:

- West deck overhang, has longitudinal hairline cracking with efflo throughout. Adjacent to the north abutment, spall/delamination with exposed rebar measuring 4' long x 5'' high & wide x up to 2'' deep, see photo 19.

- See photos 20 and 21 for general underside of span 2.

- Bay 6 has irregular longitudinal and diagonal hairline cracking with minor to heavy efflorescence and rust bleed along beam top flanges, see photo 22 for example.

- Bay 7 has several transverse spalled areas with exposed sidewalk angles, up to 6'' long x full width x 1.5'' deep, see photo 23.

Item 58.4 - Curbs Both curbs have minor areas chipping and rust staining.

Item 58.6 - Sidewalks See photo 4 for and overview of the east sidewalk.

There is some scattered minor hairline cracking along the curb.

There is an isolated spall along the east edge over the pier measuring 1' in diameter x 2'' deep, see photo 24.

A00881 - 35

REMARKS

3M4 R02003-3M4-MUN-NBI

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OF

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

R-02-003=T-01-004

Item 58.8 - Railing There is moderate to heavy corrosion throughout both railings with areas of severe corrosion and section loss.

West Railing lower horizontal rail has failed between the 3rd and 4th posts and between the 6th and 7th posts (counted from the south abutment) see photo 2 for an overview.

The steel endposts at both rails have severe corrosion and losses at the bases, see photo 25 for worst example at the SW endpost.

Throughout both railings at majority of the connection of the horizontal rails and posts there are corrosion holes measuring up to 6'' in diameter, see photos 27 and 28 for overview examples.

Item 58.10 - Drainage System All deck drains lack extensions and have up to 100% section loss, see photo 14 for typical example and sketch 2 for design locations.

Deck drain locations and deficiencies are a main contributor to the severe active corrosion and section loss along beam 7 in both spans and some associated beam ends at the abutments. See Item

59.4 - Girders or Beams.

Item 58.12 - Utilities There are areas of active leakage onto the utilities with areas of minor corrosion.

APPROACHES

Approaches a - Appr. pavement condition Both approaches have minor to moderate wheel rutting and random areas of minor to moderate partially sealed cracking (up to 1/8'' wide). See photo 1 for an overview of the south approach.

At both abutments there is transverse partially sealed cracking measuring full width x 1/8'' wide, see photos 2 and 29 for overview of the south and north approaches, respectively. In addition at the south abutment there are some asphalt patches each measuring up to 1.5' in diameter overlapping into the wearing surface.

Approaches b - Appr. Roadway Settlement There are areas of minor settlement along both approaches.

S/P - At the south approach of the NB lane there is general settlement along the SE approach curb and catch basin that extends out to a manhole in the NB lane, see photos 1 and 28 for overviews.

Approaches c - Appr. Sidewalk Settlement S/P - The east approach sidewalks and curbs have settled up to 2-1/2''. In addition at the SE there is 2" diameter thru hole at the curb, see photo 30.

The west approach safetywalk curbs are settled up to 4'' lower than the bridge curbs, see photo 29 for example.

A00881 - 36

REMARKS

3M4 R02003-3M4-MUN-NBI

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

R-02-003=T-01-004

ITEM 59 - SUPERSTRUCTURE

Item 59.4 - Girders or Beams The beams consist of rolled 27 WF 91 with an original web thickness of 0.483'' and an original bottom flange thickness of 0.712''.

There are areas of moderate corrosion throughout with several areas having heavy to severe active corrosion (see photos 12, 20, and sketch 3).

The worst locations are typically located at both abutments and along the west face of Beam 7 below the deck drains.

At the Pier typical section losses/pitting are typically 1/16'' to 1/8'' deep along the lower and upper web.

Specific deficiencies are listed below:

South Abutment:

- Beam 1, heavy corrosion with area of web section loss measuring approximately 3' long x 6'' high with previously 0.25'' remaining. Currently there are three holes up to 1" diameter above the bearing, see sketch 4 and photos 31, 32, and 33.

- Beam 2, heavy corrosion with area of web section loss measuring approximately 2.5' long x 6'' high with 0.235'' of the web left over the bearing, see sketch 4 and photos 34 and 35. There is several linear feet of heavy laminated rust in the web and top & bottom flanges extending to north along the east face, see photo 36.

- Beams 3 and 4, minor to moderate corrosion with area of web section loss measuring up to 2' long x up to 4'' high with at least 0.32'' remaining.

- Beam 5, heavy corrosion with area of web section loss measuring approximately 2' long x 6'' high with 0.141'' remaining over the bearing see photo 39.

- Beam 6, heavy corrosion with area of web section loss measuring approximately 3' long x 6'' high along west face with previously 0.28'' remaining. Currently there is a hole up to 3.5"L x 1"H above the bearing, see sketch 4 and photos 40 and 41. Heavy corrosion in the web and top & bottom flanges extends several feet to the north along the west face, see photo 42 and sketch 3.

- Beam 7, heavy to severe corrosion with area of web section loss measuring approximately the full length of the beam x 8'' high with typically 0.17'' remaining. Above the bearing there is 1.5'' long x 1.5'' high corrosion hole with a 3'' long x 1'' high corrosion hole beyond the bearing. The east bottom flange has a knifed edge up to 4' long with at least 0.43'' remaining. The west bottom flange has section loss measuring approximately 13.5' long with typically 0.17'' remaining and a corrosion hole at 2' from the bearing measuring 1.5' long x 2'' wide, see sketch 5 and photos 43 and 44.

In addition, heavy corrosion with laminated rust in the web and top & bottom flanges extends throughout span 1 and into span 2 along the west face, see photo 45 and sketch 3.

- Beam 8, minor to moderate corrosion with area of web section loss measuring approximately 8'' long x 3'' high with at least 0.37'' remaining, see photo 46.

Span 1 Mid Span:

A00881 - 37

REMARKS

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R-02-003=T-01-004

- Beam 1 west face, bottom flange has moderate to heavy corrosion with at least 0.57'' remaining at midspan, see photo 47.

- Beam 7 West Face, heavy corrosion along the upper web, lower web, and bottom flange see photo 45.

Pier:

- Beam 1, minor to moderate corrosion and laminated rust along lower web and bottom flange, see photo 48.

- Beam 5 west face, moderate corrosion with area of web section loss along the top and lower edge measuring approximately 5' long x up to 2'' high with at least 0.35'' remaining, see photo 49. The west bottom flange has section loss with at least 0.50'' remaining adjacent to the bearing. Beam 6 has similar corrosion.

- Beam 7 West Face, moderate corrosion with area of web section loss along the top and lower edge measuring approximately 12' long x up to 5'' high with at least 0.37'' remaining. The west bottom flange (north of bearing) has section loss with at least 0.25'' remaining adjacent to the bearing, see photo 50.

Span 2 Mid Span:

- Beam 7 west face adjacent to splice plate connection (north and south), severe corrosion along the web and flanges with web section loss measuring approximately 21' long x full height with generally 0.30'' remaining. However at 11' from the pier web measured .141 remaining and at midspan measured .181" remaining. The west bottom flange has section loss with at least 0.25'' remaining measuring approximately 13' long, however at 11' from the pier there is an area of the flange that is knifing, see sketch 6 and photos 51, 52, and 53.

- Beam 7 splice plate, minor corrosion along the lower edge and rivets.

- Beam 8 splice plate, east face, moderate corrosion along the lower edge and rivets, see photo 54.

North Abutment:

- Beam 1, heavy corrosion with area of web section loss measuring approximately 2.5' long x 4'' high with at least 0.28'' remaining, see sketch 5 and photos 55, 56, 57, and 58.

- Beam 2, heavy corrosion with area of web section loss measuring approximately 1.5' long x 4'' high with .122'' remaining over the bearing, see sketch 5 and photos 59 and 60.

- Beam 3, moderate corrosion with area of web section loss measuring approximately 1' long x up to 4'' high with at least 0.42'' remaining.

- Interior beam ends 4 through 7 have minor surface corrosion see photo 61 for an overview

- Beam 8, moderate corrosion with area of web section loss measuring approximately 1.5' long x 2'' high with at least 0.28'' remaining, see photo 62.

Item 59.9 - Bearing Devices The bearing have minor to moderate corrosion with the worst areas at the beam ends with significant section loss.

A00881 - 38

REMARKS

3M4 R02003-3M4-MUN-NBI

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OF

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

R-02-003=T-01-004

Item 59.11 - Rivets & Bolts See Item 59.4 - Girder or Beams - Splice plates rivets comments.

Item 59.14 - Paint/Coating The paint system has failed throughout the superstructure. See Item 59.4 - Girder or Beams.

ITEM 60 - SUBSTRUCTURE

Item 60.1 - Abutments Item 60.1.b - Bridge Seats Both bridge seats have areas of moderate to heavy sand/debris with the worst areas adjacent to the facia beams.

Along the north abutment there is some scattered collapsed timber formwork.

Item 60.1.c - Backwalls Both backwalls have random honeycombing and moderate deterioration of the utility block outs (see photo 23).

At the south abutment there is heavy scaling/honeycombing in bays 3 and 4, see photo 63.

Item 60.1.d - Breastwalls Both abutments have minor abrasion along the waterline, see photos 64 and 65 for overviews of the south and north breastwalls, respectively.

At the north abutment there is an area of honey combing at the east corner.

Item 60.1.e - Wingwalls At the southwest wingwall along the top edge there is a spall with exposed rebar measuring 4' long x 1' high x up to 4'' deep, see photo 31.

Item 60.1.f - Slope Paving/Rip-Rap The rip rap at the south abutment has minor to moderate settlement/shifting, see photo 64 for an overview.

The riprap along the north abutment was not visible during this inspection, see photo 65 for an overview. See Underwater Inspection report dated 3/1/23.

Item 60.1.h - Footings The top of PZ steel sheeting is exposed along the south abutment, see photo 64.

See Underwater Inspection report dated 3/1/23.

Item 60.1.j - Scour See Underwater Inspection report dated 3/1/23.

Item 60.2 - Piers or Bents Item 60.2.d - Stems/Webs/Pierwalls There is minor to moderate abrasion along the waterline, see photo 66 for an overview.

Item 60.2.f - Footing See Underwater Inspection report dated 3/1/23.

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REMARKS

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Item 60.2.g - Piles See Underwater Inspection report dated 3/1/23.

Item 60.2.h - Scour See Underwater Inspection report dated 3/1/23.

SubStructure Scour Notes See Underwater Inspection dated 2/11/2020 for deficiencies.

ITEM 61 - CHANNEL AND CHANNEL PROTECTION

Item 61.1 - Channel Scour See Underwater Inspection report dated 3/1/23.

Item 61.2 - Embankment Erosion See Underwater Inspection report dated 3/1/23.

Item 61.3 - Debris Upstream at the pier and in span 1 there is an area of heavy debris that extends up to 2/3 of the way across the width of the channel, see photo 67.

Item 61.6 - Rip-Rap/Slope Protection The rip rap at the south abutment has minor to moderate settlement/shifting.

TRAFFIC SAFETY

Item 36a - Bridge Railing The bridge railing consists of four horizontal steel rails mounted on steel posts (Type B), non standard.

See item 58.8 Railing for condition.

Item 36b - Transitions There are no transitions for this structure (non standard).

Item 36c - Approach Guardrail The northern approach guardrails consist of W beam mounted on timber posts and spacers with gloved ends at the bridge rail end posts (non standard).

The southeastern transition consists of W beam panels mounted on steel posts and spacers with no connection to the bridge rail end post (non standard).

There are no traffic safety feature at the southwestern corner.

Item 36d - Approach Guardrail Ends The approach guardrail ends are gloved (non standard).

The northeastern approach guardrail is sloped away from traffic.

The southeastern guardrail end has some minor damage.

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REMARKS

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B.I.N. BR.