F-04-079 Final R Insp Report.pdf

MASSACHUSETTS BAY TRANSPORTATION AUTHORITY

BRIDGE INSPECTION

FITCHBURG LINE OVER NASHUA RIVER

FITCHBURG, MA

BRIDGE NO. F-04-079

BIN NO. C9G

MILE POST 49.28

STRUCTURE NO. F04079-C9G-MBT-RRO

PREPARED BY:

HNTB CORPORATION

31 St. James Avenue, Suite 300

Boston, MA 02116

CONTRACT NO. B92PS44

TASK ORDER NO. 1

DATE OF INSPECTION: NOVEMBER 19, 2024

1/14/25

MASSACHUSETTS BAY TRANSPORTATION AUTHORITY

BRIDGE INSPECTION

FITCHBURG LINE OVER NASHUA RIVER

FITCHBURG, MA

BRIDGE NO. F-04-079

BIN NO. C9G

MILE POST 49.28

STRUCTURE NO. F04079-C9G-MBT-RRO

PREPARED BY:

HNTB CORPORATION

31 St. James Avenue, Suite 300

Boston, MA 02116

CONTRACT NO. B92PS44

TASK ORDER NO. 1

DATE OF INSPECTION: NOVEMBER 19, 2024

Fitchburg

Fitchburg Line over Nashua River Bridge No. F-04-079 (C9G)

FINDINGS AND RECOMMENDATIONS

Findings (Minor/Major/Critical) with Locations:

A summary of the critical findings is as follows:

No critical-structure deficiencies were observed.

No critical-hazard deficiencies were observed.

The following items have an urgency of repair designated “as soon as possible” (A):

Item 58.6 – Sidewalks/Walkways: The walkway along the north side of the bridge is missing numerous planks and the remaining planks have heavy to severe rot.

Item 59.10 - Masonry Joints: The undersides of the arches have widespread missing/deteriorated pointing, cracked stones, voids, and areas of heavy efflorescence.

Item 60.1.g – Pointing: All the elements of the arch substructure have areas of deteriorated, cracked, and missing pointing. There are random areas on the breastwalls with missing pointing. There are many areas where the original pointing has been repaired but has started to deteriorate.

Recommendations:

A. Structural Repairs

Item 59.1 – Arch/Arch Ring: Repair the cracked stones along the undersides of the arches.

B. Monitoring

Item 59.5 – Spandrel Walls and Item 59.14 – Member Alignment: Monitor shifted and misaligned stones.

Item 59.3 – Girders: Monitor areas of peeling paint, rust, and minor section loss.

Item 60.1.d – Breastwalls, Item 60.2.h – Scour and Item 61.7 – Aggradation: Monitor the aggradation and scour in span 1 and span 3 throughout channel and along the stems and breastwalls.

C. Maintenance Item 58.6 – Sidewalks/Walkways and Item 58.8 – Railing: Either repair the walkway and railing or fully close off access by extending the chain link fence.

Item 58.9 – ROW Fence: Reconnect the disconnected supports along the chain link fence around the perimeter of the bridge.

Item 59.2 – Keystone Area, Item 59.6 – Spring Lines, Item 59.10 – Masonry Joints, Item

60.1.e – Wingwalls, Item 60.1.g – Pointing, and Item 60.2.d Stems/Webs/Pierwalls: Fill in voids and areas of missing/broken mortar and repoint masonry joints as needed in the spandrel walls, undersides of the arches, abutments, wingwalls, and piers.

Item 60.2.j – Concrete Apron: Repair the abrasion and spalling along the concrete aprons at the bases of the piers.

Item 61.4 – Vegetation: Remove the tree growing from the span 3 south spandrel wall.

D. Miscellaneous Item 59.15 – Paint/Coating: Clean and repaint all steel elements.

TABLE OF CONTENTS

SECTION PAGE

Location Map

Description of Bridge

APPENDICES

APPENDIX A – 4D MBTA Routine Rail/Transit Bridge Inspection Report

APPENDIX B – Underwater Bridge Inspection Report

APPENDIX C – Preliminary Repair Cost Estimate

APPENDIX D – Pontis BMS Element Inspection Sheet

APPENDIX E – Structure Inventory and Appraisal (SI&A) Sheets

LOCATION MAP

Bridge F-04-079 (C9G) MP 49.28 Fitchburg Line over Nashua River

Fitchburg, MA

DESCRIPTION OF BRIDGE

Bridge ID Number: F-04-079

Structure Number: F04079-C9G-MBT-RRO

BIN Number: C9G

Mile Post: 49.28

Location: Fitchburg, MA

Date of Construction: 1850

Original Design Loading: Unknown.

Date of Rehab/Reconstruction: None.

New Design Loading: Unknown.

Bridge Type: Stone masonry deck arch.

Skew: 0°-00’-00”

Spans: Three spans:

Span 1: 25’-4” +/- clear span at spring line.

Span 2: 24’-10” +/- clear span at spring line.

Span 3: 24’-11” +/- clear span at spring line.

Width of Bridge Deck: 18’-11” from south face of arch to center of Girder G5.

Track Surface: One out-of-service track: steel rails (no track guardrail) with timber ties on stone ballast.

Curbs: None.

Sidewalk/Walkway/Median: Timber walkway at the north fascia of the arch over girder G5.

Bridge Railing: 3’-0” high steel tube railing on top of the south spandrel wall and a 6’-0” chain link fence at the north fascia.

Protective Screen: None.

Approach Railing: None.

Superstructure: Three span stone masonry deck arch carrying one out-of-service track with one steel girder under the walkway.

Uncoated Weathering Steel: None.

Bridge Bearing Type: Sliding steel plate expansion bearings under girder G5.

Modifications to Original Superstructure:

Tie backs were added to the spandrel walls at pier 1 which extended through the entire width of the arch.

Utilities: None.

Substructure: Stone masonry abutments, piers, southeast wingwall.

Southwest wingwall is a concrete retaining wall.

Modifications to Original Substructure:

The concrete retaining wall wingwalls and sheet pile retaining wall were installed at a later date. Concrete aprons were installed around the piers.

APPENDIX A

4D MBTA ROUTINE RAIL/TRANSIT BRIDGE INSPECTION REPORT

Statement of Concurrence

For the Inspection of Bridge No. F-04-079 (C9G), I hereby state that I have reviewed and am in concurrence with but not limited to the following:

Recommendations & Inspection Findings (Minor, Major and Critical)

Location Map

Existing Drawings if any

Photographs

Field Notes on Bridge Deficiencies

Critical Findings - Notification to the MBTA if any

MassDOT Bridge No./BIN Request if any

Underwater Inspection Report if any

Additional Relevant Bridge Related Documentation if any

Preliminary Repair Cost Estimate (PRCE)

Pontis BMS Element Inspection Sheet / National Bridge Element Inspection (NBEI) Sheet

SI&As - Original/Previous, Marked-Up and New

Bridge Video

Consultant P.E. Stamp and Signature Date

03/14/2023

CLEARANCE POSTING

ITEM 61 (This Report):

CHANNEL &

CHANNEL PROTECTION

ACCESSIBILITY

Lift Bucket

Ladder

Boat

Waders

Inspector 50

Rigging

Staging

Traffic Control

RR Flagger

Police

Other:

(Y/N/P)

ITEM 61

STREAM FLOW VELOCITY:

ITEM 61 (Dive Report):

93b-U/W INSP. DATE:

PLANS

(V.C.R.)

TAPE#:

(Y/N):

(Y/N):

TOTAL HOURS

Signs In Place

Legibility/ Visibility

Not Applicable

Actual Field Measurement

Posted Clearance inft

List of field tests performed:

At bridge Advance

DEF

meterinft

Needed Used

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

(Y=Yes,N=No, NR=NotRequired)

2PAGE OF

Out of service - beyond corrective action.

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.

RAIL-P2(V4)-12/00

S= Severe/Major

C-S= Critical Structural Deficiency -

M= Minor

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].

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

CONDITION RATING GUIDE (For Items 58, 59, 60 and 61)

DEFICIENCY REPORTING GUIDE

DEF

GENERAL

ITEM 62 CULVERT & RETAINING WALLS

DEF DEF

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

Dive Cur

Dive Cur Dive Cur

X

N

N

0 0

0 0

6 5

Visual and Hands-On.

03/14/2023

N S N S

N S

C9G F04079-C9G-MBT-RROFITCHBURG NOV 19, 2024F-04-079

N N

Y Y

N N

Y Y

N N

N N

N N

N N

Y Y

N N

N

X

5 M-P1. Channel Scour

7 -2. Embankment Erosion

7 -3. Debris

5 S-P4. Vegetation

6 M-P5. Utilities

6 M-P6. Rip-Rap/Slope Protection

4 S-A7. Aggradation

N -8. Fender System

9.

N -1. Barrel

N -2. Headwall

N -3. Wingwall

N -4. Cutoff Wall

N -5. Settlement

N -6. Footings

N -7. Adequacy of Cover

8.

N -1. Clearance Signs

N -3. Track Guard Rail

N -4. Rail Fasteners

5.

6.

7.

N -2. Rail on Bridge

8.

9.

10.

11.

12.

N

N

N

N

N

N

N

N

N

PAGE

REM.(2)7-96

REMARKS

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BRIDGE ORIENTATION

Bridge No. F-04-079 (C9G) is a three span structure carrying one out-of-service track over the Nashua River in Fitchburg at Mile Post 49.28 (see sketches 3 through 5 and photos 1 through 13). The bridge is oriented from west to east with abutments labeled west and east. The spans are numbered 1 through 3 from west to east. The girder on the north side of the bridge is labeled girder G5.

GENERAL REMARKS

Bridge Description:

The superstructure consists of 2 different types. There is a stone masonry deck arch supporting stone ballast under the abandoned track 4 and one riveted built-up steel girder structure supporting a timber tie deck for a deteriorated timber walkway. The substructure consists of stone masonry arches, abutments, and piers.

The southeast and northwest wingwalls are stone masonry, the southwest wingwall is a concrete retaining wall supporting a parking lot and the northeast wingwall is concrete with a sheet pile retaining wall adjacent to the concrete wingwall portion. Span 1 is 25’-4” centerline to centerline of springlines. Span 2 is 24’-10” centerline to centerline of springlines. Span 3 is 24’-11” centerline to centerline of springlines.

Scope of Inspection:

This is an in-depth and hands-on inspection. The scope of this inspection was to determine the overall condition, condition ratings, and deficiency codings including urgency of repair for all applicable items shown on pages 1 and 2 of this report.

Field Notes:

The description of bridge, framing plan, typical cross section, typical elevation, and available plans are included in this report (see sketches 2 through 6). All necessary bridge dimensions are shown on these sketches.

Deterioration and required inventory photos are included in this report. Inventory photos were also uploaded onto the MassDOT Bridge Inspection Management System (4D) database.

Findings (Minor/Major/Critical) with Locations:

A summary of the critical findings is as follows:

● No critical-structure deficiencies were observed.

● No critical-hazard deficiencies were observed.

● The following items have an urgency of repair designated “as soon as possible” (A):

● Item 58.6 – Sidewalks/Walkways: The walkway along the north side of the bridge is missing numerous planks and the remaining planks have heavy to severe rot.

● Item 59.10 - Masonry Joints: The undersides of the arches have widespread missing/deteriorated pointing, cracked stones, voids, and areas of heavy efflorescence.

● Item 60.1.g – Pointing: All the elements of the arch substructure have areas of deteriorated, cracked, and missing pointing. There are random areas on the breastwalls with missing pointing. There are many areas where the original pointing has been repaired but has started to deteriorate.

Recommendations:

A. Structural Repairs

● Item 59.1 – Arch/Arch Ring: Repair the cracked stones along the undersides of the arches.

B. Monitoring

● Item 59.5 – Spandrel Walls and Item 59.14 – Member Alignment: Monitor shifted and misaligned stones.

● Item 59.3 – Girders: Monitor areas of peeling paint, rust, and minor section loss.

REMARKS

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● Item 60.1.d – Breastwalls, Item 60.2.h – Scour and Item 61.7 – Aggradation: Monitor the aggradation and scour in span 1 and span 3 throughout channel and along the stems and breastwalls.

C. Maintenance

● Item 58.6 – Sidewalks/Walkways and Item 58.8 – Railing: Either repair the walkway and railing or fully close off access by extending the chain link fence.

● Item 58.9 – ROW Fence: Reconnect the disconnected supports along the chain link fence around the perimeter of the bridge.

● Item 59.2 – Keystone Area, Item 59.6 – Spring Lines, Item 59.10 – Masonry Joints, Item 60.1.e –

Wingwalls, Item 60.1.g – Pointing, and Item 60.2.d Stems/Webs/Pierwalls: Fill in voids and areas of missing/broken mortar and repoint masonry joints as needed in the spandrel walls, undersides of the arches, abutments, wingwalls, and piers.

● Item 60.2.j – Concrete Apron: Repair the abrasion and spalling along the concrete aprons at the bases of the piers.

● Item 61.4 – Vegetation: Remove the tree growing from the span 3 south spandrel wall.

D. Miscellaneous

● Item 59.15 – Paint/Coating: Clean and repaint all steel elements.

Spur/Abandoned Tracks This structure carries track 4 which is out of service and supported by a three span stone masonry deck arch structure. Between girder G4 of the track 3 steel superstructure and the track 4 stone arch, there is a single steel girder labeled girder G5 that supports the abandoned walkway adjacent to track 4.

Work Access Notes:

The superstructure, substructure, and underside of deck were accessed during daytime inspection hours using waders and a ladder.

The top of deck was accessed on foot from the Fitchburg Station platform with right-of-way protection provided by a Keolis flagman.

Clearance Notes:

The bridge is over the Nashua River; therefore, no clearance measurements were taken.

Clearance Posting Notes:

The bridge is over the Nashua River; therefore, no clearance posting signs are not required.

Bridge Bearing Notes:

The arch structure does not utilize a bearing system. The steel girder has sliding steel plate expansion bearings.

Underwater Inspection Notes:

The last Underwater Bridge Inspection for this structure was performed by GEI Consultants, Inc in March 2023.

Rating Notes:

The bridge is considered abandoned since the track rails on both sides of the bridge have been removed. No rating is performed on this structure as it carries no load and is fenced off.

REMARKS

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ITEM 58 - DECK

Item 58.1 - Structural Condition The topside of the bridge is overgrown with heavy vegetation (see photo 7).

Item 58.3 - Spandrel Fill The fill over the arch is overgrown with heavy vegetation (see photo 7).

Item 58.6 - Sidewalks/Walkways Most of the longitudinal walkway planks at the north side of the bridge are missing and the remaining planks have heavy to severe rot.

Item 58.8 - Railing The metal bridge railing along the top of the south fascia is heavily deteriorated throughout with several areas of missing rail. The rail at the west approach is bent to the south.

Item 58.9 - ROW Fence The chain link fence along the perimeter of the bridge at the east end has a horizontal support disconnected at both the end post and the first post from the east end. At the same location, the diagonal support is also disconnected at the end post (see photo 14).

Item 58.14 - Ties There is heavy vegetation growth and rot throughout.

ITEM 59 - SUPERSTRUCTURE

Item 59.1 - Arch/Arch Ring The underside of the arch has widespread missing/deteriorated pointing throughout, a few cracked stones, and areas of heavy efflorescence. Refer to Item 59.10 - Masonry Joints for details. The courses are numbered starting at the spring line (1st course) and they increase going toward the keystone. The location and description of specific conditions are as follows:

Span 1

● The underside of the arch has scattered areas of cracked pointing throughout.

● At the east springline, there are three full length cracked stones.

Span 2

● The west half of the arch has several areas of repaired pointing (some with rust stains). The 5th and 8th stone course from the springline have two areas of repaired pointing with exposed rebar (see photo 15).

● East of the keystone, there is a void between stones full length of the stone by 1’-0" wide by up to 1’-6" deep (see photo 16).

● The east quarter point at the north end, the 6th and 7th course stones have full length cracks.

Span 3

● The 2nd course of stones from the west springline has a cracked stone.

● The west quarter point at the north end has five stones with full height cracks (see photo 17).

● Just above the west quarter point at the north end, there are two voids up to 2’-1" deep (see photo 18).

● The east quarter point has four voids between stones up to 2’-3" deep.

● At the east springline, there are two stones with full length cracks.

REMARKS

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Item 59.2 - Keystone Area The keystone area in span 1 has a few cracked stones up to full length of the stones. The keystone area in span 2 at the center has a void up to 7" deep with adjacent areas to the east that have been repaired with brick and additional areas of missing pointing and voids.

Item 59.3 - Girders Girder G5 along the north side of the structure has peeling paint with heavy rust and areas of up to 100% section loss throughout. The top and bottom flange cover plates have areas of 100% section loss typically up to 1/2" wide along the edges where the plates overhang the top and bottom flange angles. The location and description of specific conditions are as follows:

Span 1:

● The knee brace at pier 1 has section loss on the west face at the base 3" long by full height by up to

3/16" deep.

● The 1st interior stiffener from pier 1 along the south face has 100% section loss at the base full width by

2" high.

● The bottom flange cover plate at pier 1 has 100% section loss along the south edge 4" long by 1" wide

(see photo 19).

Span 2:

● The top flange cover plate near pier 2 has areas of 100% section loss along the south edge up to 3/4" wide.

Span 3:

● The top flange cover plate 2’-0" east of the pier 2 bearing stiffener has an area of 100% section loss along the south edge 5’-0” long by 1" wide.

● The bottom flange cover plate at pier 2 has up to 100% section loss along the south edge up to 1/2" wide with an isolated area of 100% section loss 2 1/2" long by 1 1/2" wide (see photo 20).

● The bottom flange cover plate at the east abutment has up to 100% section loss along the south edge up to 1 1/2" wide (see photo 21).

● The knee brace at the east abutment has section loss at the base 5" long by full height by 1/8" to 3/16" deep.

Item 59.5 - Spandrel Walls The spandrel walls have light moss growth, light vegetation, a few trees growing between stones at the south face, isolated areas of efflorescence, and deteriorated mortar throughout. There is a retrofit in place at the south spandrel wall between spans 1 and 2. Refer to Item 59.10 - Masonry Joints for details. Specific deficiencies and locations are noted as follows:

North Elevation:

● Span 1, above midspan: The top two courses of stone are misaligned and protruding from the face of the wall by up to 8" with scattered areas of deteriorated pointing.

● Span 2, west half: The top courses of stone are misaligned and protruding from the face of the wall by up to 2".

● Span 3, above the east quarter point: The top course stones have two stones that have shifted outwards and are protruding the face of the wall up to 1’-0" (see photo 22).

South Elevation:

● Span 1, above the east quarter point: The top course of stone is protruding from the face of the wall by up to 3".

REMARKS

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● Span 2, above the east quarter point: The top course of stone is protruding from the face of the wall by up to 3".

● Span 3: There is a medium size tree growing in the spandrel wall between stones just above the keystone (see photo 23).

Item 59.6 - Spring Lines The spring lines in spans 2 and 3 have deteriorated and missing mortar throughout with areas of missing chink stones resulting in voids, particularly at the faces of the piers. The west springline in span 1 is hidden by aggradation (see photo 9).

Item 59.10 - Masonry Joints The masonry joints have areas of deteriorated, cracked, and missing mortar throughout all elements of the arch superstructure. Many areas on the arch and spandrel walls have missing mortar resulting in voids.

Item 59.14 - Member Alignment The spandrel walls have several stones along the top that are misaligned and protruding from the face of the wall up to 8" with two stones above the east quarter point of the north spandrel wall in span 3 that are protruding up to 1’-0".

Item 59.15 - Paint/Coating The paint system on girder G5 is failing with areas of peeling paint and heavy rust.

ITEM 60 - SUBSTRUCTURE

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

The breast wall is covered by aggradation and is not visible (see photo 9).

East Abutment:

The first course of stone masonry blocks below the springline has voids up to 1’-9" deep.

Item 60.1.e - Wingwalls The wingwalls have areas of missing/broken mortar and deteriorated mortar repairs. The southeast stone masonry wingwall has scattered areas of deteriorated mortar and an area with a missing stone.

Item 60.1.g - Pointing The pointing throughout all the elements of the arch substructure have areas of deteriorated, cracked, and missing pointing. There are scattered areas of the breastwalls with missing pointing that results in voids.

Item 60.2 - Piers or Bents Item 60.2.d - Stems/Webs/Pierwalls The visible areas of the pierwalls above the concrete aprons have scattered areas of cracked pointing and efflorescence extending from the arches.

Item 60.2.e - Pointing The pointing throughout all the elements of the arch substructure have areas of deteriorated and cracked pointing.

REMARKS

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Item 60.2.h - Scour The channel bottom has an area of scour in span 2 at the south end of pier 2 6'-0” long by 2'-0” deep (see sketch 7).

Item 60.2.j - Concrete Apron The pier 1 concrete apron has heavy abrasion along the waterline up to 5" deep (see photo 24). The east face of the pier 1 apron at the centerline has a spall at the top 10" long by full height by up to 4" deep that extends full width across the top face. The east face of the pier 1 apron at the south end has a spall at the top up to 4" long by full width by up to 4" deep (see photo 25).

ITEM 61 - CHANNEL AND CHANNEL PROTECTION

Item 61.1 - Channel Scour The channel bottom has an area of scour in span 2 at the south end of pier 2 6'-0” long by 2'-0” deep (see sketch 7).

Item 61.4 - Vegetation There is heavy tree growth and vegetation along the areas of aggradation at the upstream and downstream sides of span 1 and at the center of the downstream channel. There is moderate vegetation and tree growth at the northeast embankments and light vegetation growth at the southeast embankment.

Item 61.5 - Utilities There is a manhole upstream of the structure that has been rehabilitated and encased in concrete. The concrete encasement around the manhole cover has cracks and spalls.

Item 61.6 - Rip-Rap/Slope Protection The southeast embankment slope has been partially stabilized with rip-rap.

Item 61.7 - Aggradation There is aggradation in span 1 that has completely cut off the flow of the channel in this span (see photo 9).

The aggradation extends approximately 150' upstream and 50' downstream of the structure. In span 2 adjacent to pier 2, there is an area of scour at the south end of the pier up to 2'-0” deep. At the south side of the bridge there are two areas of aggradation up to 15' wide by 28' long. The area of aggradation along the southeast embankment extends below the arch in span 3 (see sketch 7, see photo 26).

Sketch / Photo Log Sketch 1 : Location Map.

Sketch 2 : Description of Bridge.

Sketch 3 : Framing Plan.

Sketch 4 : Typical Arch Elevation.

Sketch 5 : Typical Bridge Cross-Section.

Sketch 6 : Available Plans.

Sketch 7 : Waterway Plan.

Photo 1 : South Elevation, Looking Northeast.

Photo 2 : North Elevation, Looking Southeast (Bridge A62 Arch).

Photo 3 : West Approach, Looking East.

Photo 4 : East Approach, Looking West.

Photo 5 : Looking North from Bridge (downstream).

Photo 6 : Looking South from Bridge (upstream).

Photo 7 : Track 4 at Midspan, General, Looking Southeast Photo 8 : Walkway, General, Looking Southwest.

REMARKS

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Photo 9 : Span 1 Arch at West Abutment, Looking Southwest - Note: Springline hidden by aggradation.

Photo 10 : Girder and West Abutment, Looking Southwest.

Photo 11 : Span 3 Arch at East Abutment, Looking East.

Photo 12 : Girder at East Abutment, Looking East.

Photo 13 : Southeast Wingwall, Looking Southeast.

Photo 14 : Chain Link Fence on South End of Bridge, Looking Southeast - Disconnected supports on fence.

Photo 15 : Span 2, West Half of Arch, Looking West - Area of repaired pointing with some rust staining and exposed rebar.

Photo 16 : Span 2, East of the Keystone, Looking West - Void between masonry stones.

Photo 17 : North End of Span 3 at West Quarter Point, Looking West - Five masonry stones with full height cracks.

Photo 18 : North End of Span 3 at West Quarter Point, Looking Southwest - Voids in masonry stones.

Photo 19 : Span 1 at Pier 1, Looking East - Area of section loss on bottom flange cover plate.

Photo 20 : Span 3 at Pier 2, Looking West - Area of section loss on bottom flange cover plate.

Photo 21 : Span 3 at East Abutment, Looking South - Area of section loss on the bottom flange cover plate.

Photo 22 : Span 3, North Spandrel Wall, Looking South - Shifted and protruding masonry stones in the top course.

Photo 23 : Span 3, South Spandrel Wall, Looking North - Medium sized tree growing in the spandrel wall.

Photo 24 : Span 2, Pier 1, Looking Southwest - Heavy abrasion along concrete apron at the waterline.

Photo 25 : Span 2, Pier 1, Looking North - Spall across the top of the apron.

Photo 26 : Span 3, Looking South - Area of aggradation along the southeast embankment.

SKETCHES

Location Map.Sketch 1:

NOV 19, 2024FITCHBURG C9G F04079-C9G-MBT-RRO

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

PAGE OF10 29

F-04-079

Description of Bridge.Sketch 2:

NOV 19, 2024FITCHBURG C9G F04079-C9G-MBT-RRO

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

PAGE OF11 29

Available Plans.Sketch 6:

NOV 19, 2024FITCHBURG C9G F04079-C9G-MBT-RRO

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

PAGE OF15 29

Waterway Plan.Sketch 7:

NOV 19, 2024FITCHBURG C9G F04079-C9G-MBT-RRO

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

PAGE OF16 29

South Elevation, Looking Northeast.

North Elevation, Looking Southeast (Bridge A62 Arch).

NOV 19, 2024FITCHBURG F-04-079

Photo 2:

C9G F04079-C9G-MBT-RRO

PHOTOS

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

PAGE 17 29OF

Photo 1:

West Approach, Looking East.

East Approach, Looking West.

NOV 19, 2024FITCHBURG F-04-079

Photo 4:

C9G F04079-C9G-MBT-RRO

PHOTOS

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

PAGE 18 29OF

Photo 3:

Looking North from Bridge (downstream).

Looking South from Bridge (upstream).

NOV 19, 2024FITCHBURG F-04-079

Photo 6:

C9G F04079-C9G-MBT-RRO

PHOTOS

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

PAGE 19 29OF

Photo 5:

Track 4 at Midspan, General, Looking Southeast

Walkway, General, Looking Southwest.

NOV 19, 2024FITCHBURG F-04-079

Photo 8:

C9G F04079-C9G-MBT-RRO

PHOTOS

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

PAGE 20 29OF

Photo 7:

Span 1 Arch at West Abutment, Looking Southwest - Note: Springline hidden by aggradation.

Girder and West Abutment, Looking Southwest.

NOV 19, 2024FITCHBURG F-04-079

Photo 10:

C9G F04079-C9G-MBT-RRO

PHOTOS

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

PAGE 21 29OF

Photo 9:

Span 3 Arch at East Abutment, Looking East.

Girder at East Abutment, Looking East.

NOV 19, 2024FITCHBURG F-04-079

Photo 12:

C9G F04079-C9G-MBT-RRO

PHOTOS

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

PAGE 22 29OF

Photo 11:

Southeast Wingwall, Looking Southeast.

Chain Link Fence on South End of Bridge, Looking Southeast - Disconnected supports on fence.

NOV 19, 2024FITCHBURG F-04-079

Photo 14:

C9G F04079-C9G-MBT-RRO

PHOTOS

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

PAGE 23 29OF

Photo 13:

Span 2, West Half of Arch, Looking West - Area of repaired pointing with some rust staining and exposed rebar.

Span 2, East of the Keystone, Looking West - Void between masonry stones.

NOV 19, 2024FITCHBURG F-04-079

Photo 16:

C9G F04079-C9G-MBT-RRO

PHOTOS

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

PAGE 24 29OF

Photo 15:

North End of Span 3 at West Quarter Point, Looking West - Five masonry stones with full height cracks.

North End of Span 3 at West Quarter Point, Looking Southwest - Voids in masonry stones.

NOV 19, 2024FITCHBURG F-04-079

Photo 18:

C9G F04079-C9G-MBT-RRO

PHOTOS

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

PAGE 25 29OF

Photo 17:

Span 1 at Pier 1, Looking East - Area of section loss on bottom flange cover plate.

Span 3 at Pier 2, Looking West - Area of section loss on bottom flange cover plate.

NOV 19, 2024FITCHBURG F-04-079

Photo 20:

C9G F04079-C9G-MBT-RRO

PHOTOS

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

PAGE 26 29OF

Photo 19:

Span 3 at East Abutment, Looking South - Area of section loss on the bottom flange cover plate.

Span 3, North Spandrel Wall, Looking South - Shifted and protruding masonry stones in the top course.

NOV 19, 2024FITCHBURG F-04-079

Photo 22:

C9G F04079-C9G-MBT-RRO

PHOTOS

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

PAGE 27 29OF

Photo 21:

Span 3, South Spandrel Wall, Looking North - Medium sized tree growing in the spandrel wall.

Span 2, Pier 1, Looking Southwest - Heavy abrasion along concrete apron at the waterline.

NOV 19, 2024FITCHBURG F-04-079

Photo 24:

C9G F04079-C9G-MBT-RRO

PHOTOS

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

PAGE 28 29OF

Photo 23:

Span 2, Pier 1, Looking North - Spall across the top of the apron.

Span 3, Looking South - Area of aggradation along the southeast embankment.

NOV 19, 2024FITCHBURG F-04-079

Photo 26:

C9G F04079-C9G-MBT-RRO

PHOTOS

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

PAGE 29 29OF

Photo 25:

APPENDIX B

UNDERWATER BRDIGE INSPECTION REPORT

KEOLIS COMMUTER SERVICES, LLC

UNDERWATER BRIDGE INSPECTION

OVER

, MA

BRIDGE NO:

BIN NO:

MILE POST:

STRUCTURE NO:

EQUIPMENT ID:

DATE OF CONSTRUCTION:

STRUCTURE COMP:

NUMBER OF RAILS:

STRUCTURE SIZE:

DATE OF INSPECTION:

Prepared by:

GEI CONSULTANTS, INC

FRANKLIN, MA 02038

FITCHBURG MAINLINE

NASHUA RIVER

FITCHBURG

F-04-079

A62

49.28

F04079A62MBTRRO

FML-BR-4.280A

STONE

3 TRACKS

3 SPAN - 70 FEET

Mar. 14, 2023

Page___of___

CITY/TOWN BR#/M.M. B.I.N. BR. DEPT. NO. STRUCTURE NO. INSPECTION DATE

_UNDERWATER BRIDGE INSPECTION RECORD_

BRIDGE NAME:

BRIDGE NO:

TABLE OF CONTENTS

ITEM PAGE NUMBER

Table of Contents

Underwater Bridge Inspection Records

Inspection Findings/Recommendations

Divers Activity Report

Photographs

Exhibits

3 - 4

FITCHBURG 49.28 A62 F-04-079 F04079A62MBTRRO Mar. 14, 2023 over F-04-079

FITCHBURG MAINLINE NASHUA RIVER

6 - 10

11 - 15

Page___of___

_UNDERWATER BRIDGE INSPECTION RECORD_

BOOK ___ OF ___

BRIDGE NAME:

BRIDGE NUMBER:

BIN NO:

MILE POST:

STRUCTURE NO:

STRUCTURE AGE:

STRUCTURE COMP:

NUMBER OF RAILS:

STRUCTURE SIZE:

ROUTE CARRIED:

WATERWAY CROSSED:

LOCATION:

CITY AND STATE:

COUNTY:

OTHER:_____________________________________________

DATE OF INSPECTION:______________________________________

INSPECTION PERSONNEL:

DPIC:______________________________________________

NO. 2:______________________________________________

NO. 3:______________________________________________

OTHER:____________________________________________

WEATHER: ________________________________________________

CONTRACT NO:____________________________________________

JOB NO.: GEI# 1801598

FITCHBURG 49.28 A62 F-04-079 F04079A62MBTRRO Mar. 14, 2023

FITCHBURG MAINLINE NASHUA RIVER

F-04-079

A62

49.28

F04079A62MBTRRO

FML-BR-4.280A

STONE

3 TRACKS

3 SPAN - 70 FEET

FITCHBURG MAINLINE

NASHUA RIVER

FITCHBURG

WORCESTER

Mar. 14, 2023

STEVE DOBRON SD

MORITZ SCHELP MS

WILL GREEN WG

over

RAINY 40F

Keolis Bridge Inspections GEI 2204816

2204816

KEOLIS ID:

Page __ of __

INSPECTION FINDINGS / RECOMMENDATIONS

DPIC:______DIVER:______DIVER:______ENGINEER:______NOTES:______

GENERAL

FITCHBURG 49.28 A62 F-04-079 F04079A62MBTRRO Mar. 14, 2023

The inspection findings are based on an underwater inspection performed on March 14, 2023 of the railroad bridge carrying the Fitchburg Mainline over the Nashua River in Fitchburg, MA. The river flowed South to North with a moderate current (2 knots) at the time of inspection. The channel bottom consisted of silt, sand, and rock. The bridge was a steel superstructure founded on two masonry abutments and two masonry piers. Masonry arches were set directly North and South of the abutment and piers. The abutments were labeled East and West, with Boston being East, and the piers were labeled 1 and 2, ascending from the West. The scope of the inspection involved a visual and tactile inspection of bridge and channel components below the High Water Mark, which was taken as the springline. The item numbers refer to the MBTA Underwater Operation Team, Divers Activity Report, which is attached on Page 5.

SD WGMS MS

ITEM NO.60 SUBSTRUCTURE

1. ABUTMENTS

60.1d (Breastwalls): The breastwalls were in fair condition overall. The West breastwall was surrounded by heavy aggradation and was unable to be inspected below the springline. On the East breastwall, minor defects were present. Voids of varying sized between granite blocks were observed throughout the structure due to pointing / chinking stone loss. Various 1/8" - 1/2" cracks were observed in the granite blocks found throughout the structure, see Photo 006.

60.1g (Pointing): Pointing was in fair condition overall. Loose/missing mortar and chinking stones were typically noted below the high water mark. The missing pointing caused voids up to 0.9' high, 0.4' long, and 1.3' deep between granite blocks, see Photo 005.

60.1j (Scour): Scour was in fair condition. Minimal signs of scour were observed during the inspection.

60.1k (Settlement): Settlement was in good condition. Some areas of minor settlement were observed along the East breastwall between the two arches, see Photo 007.

2.PIERS OR BENTS

60.2d (Stems/Webs/Pierwalls): The pierwalls were in fair condition. Mortar and chinking stones were loose/missing below the high water mark throughout Piers 1 and 2, causing similar voids as the breastwalls.

The South side of the piers had cast in place concrete aprons at the waterline that extended approximately 25' North. These aprons were approximately 3' wide. The aprons were presumed to be part of the footings.

Refer to 60.1f for inspection notes.

60.2e (Pointing): Pointing was in fair condition overall. Loose/missing mortar and chinking stones were typically noted below the high water mark. The missing pointing caused voids similar to those described in 60.1g.

INSPECTION FINDINGS / RECOMMENDATIONS

DPIC:______DIVER:______DIVER:______ENGINEER:______NOTES:______

4 15

FITCHBURG 49.28 A62 F-04-079 F04079A62MBTRRO Mar. 14, 2023

60.2f (Footing): The concrete aprons, presumed to be part of the footings, were in fair condition. Moderate to major undermining up to 3' deep, and 1.5' high was observed along the full length of the concrete aprons, see Photo 008. Heavy deterioration, such as scaling, spalling, and cracking of the aprons was noted during the inspection. On the southern end of Pier 2, part of the apron had cracked and settled into the channel and was believed to be fully separated from the rest of the apron, see Photo 010.

60.2h (Scour): The scour was in fair condition. Moderate to major undermining was observed along the concrete aprons as described above.

60.2i (Settlement): Settlement was in satisfactory condition. No settlement was observed on the piers during the inspection. Settlement was observed on the concrete aprons up to 0.3' into the channel.

ITEM NO.61 CHANNEL & CHANNEL PROTECTION

61.1 (Channel Scour): Scour was in good condition. Minimal channel scour was noted.

61.2 (Embankment Erosion): Embankment erosion was in satisfactory condition. The embankments were eroded up to 1' upstream and downstream on the west bank.

61.3 (Drift): Drift was in satisfactory condition. Minimal drift was observed during the inspection. Drift consisted of small timbers, trash, and bicycles.

61.4 (Vegetation): Vegetation was in good condition. The embankments had dense brush throughout.

61.6 (Rip-rap/Slope Protection): The rip-rap / slope protection was in satisfactory condition. 6" stone had been dumped on the upstream and downstream side of the East Abutment to stabilize the banks.

61.7 (Aggradation): Aggradation was in fair condition. Approximately 95% of the span between the west abutment and pier 1 was full of sand, stone, and no flow was passing through this span (Photo 009).

Additionally, there were large deposits of sand and rocks in the span between Pier 2 and the East Abutment, but water was flowing through this span. Four 9' long x 2.5' wide concrete blocks were placed downstream of the 2nd and 3rd spans, adding to the aggradation of the channel.

RECOMMENDATIONS

Repoint structure. Monitor undermining and cracks by performing regularly scheduled underwater inspections. No major differences in the channel were observed compared to the previous inspection, but channel movement should be monitored due to observed aggradation.

SD MS WG MS

A62 F-04-079

FITCHBURG F04079A62MBTRRO I & II Mar. 14, 2023

FITCHBURG MAINLINE BANK ALAN D. PEPIN, PE

NASHUA RIVER GEI Consultants Inc. 3' 3' MORITZ SCHELP

ROCK & SAND 2 KNOTS SD MS WG

5 6 N

N

7 N N 6 N 6 N N 7 N

5 M-P N N

N 6

N

N M-P N

N N H N N

N N N

5 M-P N N

N N

N N

N N

N

N

5 M-P

Y

N kburuchian Sticky Note Accepted set by kburuchian

PHOTOGRAPHS

78 15

FITCHBURG 49.28 A62 Mar. 14, 2023F-04-079 F04079A62MBTRRO

Photo 001

Upstream Looking Downstream

Upstream Looking Upstream

Photo 002

PHOTOGRAPHS

78 15

FITCHBURG 49.28 A62 Mar. 14, 2023F-04-079 F04079A62MBTRRO

Photo 003

Downstream Looking Upstream

Downstream Looking Downstream

Photo 004

PHOTOGRAPHS

78 15

FITCHBURG 49.28 A62 Mar. 14, 2023F-04-079 F04079A62MBTRRO

Photo 005

1.3' Deep Void due to Missing Pointing

Typical Cracks and Voids in Granite

Photo 006

PHOTOGRAPHS

78 15

FITCHBURG 49.28 A62 Mar. 14, 2023F-04-079 F04079A62MBTRRO

Photo 007

Settlement / Voids due to Missing Chinking Stones

Deep Undermining Below Concrete Aprons

Photo 008

PHOTOGRAPHS

78 15

FITCHBURG 49.28 A62 Mar. 14, 2023F-04-079 F04079A62MBTRRO

Photo 009

Fully Blocked Span due to Aggradation

Spalling / Scaling / Settlement Of Concrete Apron

Photo 010

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\\geiconsulta B:\Working\KEOLIS\2204816 Underwater Bridge Inspections\00_CAD\Figures\Fitchburg Mainline\Bridge #49.28\Draft\Bridge Inspection.dwg - 3/23/2023

Fig. 1

MBTA Bridge Inspection Fitchburg Line Bridge #49.28

Fitchburg, MA

Keolis Commuter Services, LLC Boston, MA

STRUCTURAL PLAN VIEW

March 2023Project 2204816 Consultants

CITY/TOWN

FITCHBURG

INSPECTION DATE

March 13, 2023

8.-STRUCTURE NO.B.I.N. BR. DEPT. NO.

STRUCTURE PAGE 11 OF 15

PLAN VIEW

TRUE NORTH

SITE NORTH

- LOCATION & DIRECTION OF PHOTO1

SCALE:

20 40

1" = 20'

A62 F - 04 - 079 F04079A62MBTRRO

5'

5'

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\\geiconsulta B:\Working\KEOLIS\2204816 Underwater Bridge Inspections\00_CAD\Figures\Fitchburg Mainline\Bridge #49.28\Draft\Bridge Inspection.dwg - 3/23/2023

Fig. 2

MBTA Bridge Inspection Fitchburg Line Bridge #49.28

Fitchburg, MA

Keolis Commuter Services, LLC Boston, MA

ELEVATION LOOKING SOUTH

March 2023Project 2204816 Consultants

CITY/TOWN

FITCHBURG

INSPECTION DATE

March 13, 2023

8.-STRUCTURE NO.B.I.N. BR. DEPT. NO.

STRUCTURE PAGE 12 OF 15

ELEVATION A-A

SCALE:

20 40

1" = 20'

H.W.M.- HIGH WATER MARK

L.O.I.- LIMIT OF INSPECTION

WL- WATER LINE

A62 F - 04 - 079 F04079A62MBTRRO

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\\geiconsulta B:\Working\KEOLIS\2204816 Underwater Bridge Inspections\00_CAD\Figures\Fitchburg Mainline\Bridge #49.28\Draft\Bridge Inspection.dwg - 3/23/2023

Fig. 3

MBTA Bridge Inspection Fitchburg Line Bridge #49.28

Fitchburg, MA

Keolis Commuter Services, LLC Boston, MA

EAST ABUTMENT ELEVATION

March 2023Project 2204816 Consultants

CITY/TOWN

FITCHBURG

INSPECTION DATE

March 13, 2023

8.-STRUCTURE NO.B.I.N. BR. DEPT. NO.

STRUCTURE PAGE 13 OF 15

ELEVATION

SCALE:

10 20

1" = 10'

H.W.M.- HIGH WATER MARK

L.O.I.- LIMIT OF INSPECTION

WL- WATER LINE

A62 F - 04 - 079 F04079A62MBTRRO

N O

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\\geiconsulta B:\Working\KEOLIS\2204816 Underwater Bridge Inspections\00_CAD\Figures\Fitchburg Mainline\Bridge #49.28\Draft\Bridge Inspection.dwg - 3/23/2023

Fig. 4

MBTA Bridge Inspection Fitchburg Line Bridge #49.28

Fitchburg, MA

Keolis Commuter Services, LLC Boston, MA

MIDDLE ARCH ELEVATIONS

March 2023Project 2204816 Consultants

CITY/TOWN

FITCHBURG

INSPECTION DATE

March 13, 2023

8.-STRUCTURE NO.B.I.N. BR. DEPT. NO.

STRUCTURE PAGE 14 OF 15

PIER ELEVATION

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Fig. 5

MBTA Bridge Inspection Fitchburg Line Bridge #49.28

Fitchburg, MA

Keolis Commuter Services, LLC Boston, MA

SOUNDINGS PLAN

March 2023Project 2204816 Consultants

CITY/TOWN

FITCHBURG

INSPECTION DATE

March 13, 2023

8.-STRUCTURE NO.B.I.N. BR. DEPT. NO.

STRUCTURE PAGE 15 OF 15

SOUNDINGS

SCALE:

20 40

1" = 20'

A62 F - 04 - 079 F04079A62MBTRRO

TRUE NORTH

SITE NORTH

APPENDIX C

PRELIMINARY REPAIR COST ESTIMATE

Notes:

1. The estimated costs are of a rough preliminary nature only for the purpose of giving an understanding to the order of magnitude of the expenses required to correct the deficiencies existing for this structure.

2. This is not intended as a formal estimate of the actual costs to correct the deficiencies present and should not be considered in procuring costs and materials for performing bridge improvements.

3. This Preliminary Repair Cost Estimate was based on 2024 costs and would need adjustments for future dates.

Bridge Name: Fitchburg Line over Nashua River Bridge No.: F-04-079 BIN: C9G Service Line: Fitchburg Line Mile Post: 49.28 Consultant: HNTB Contract No.: B92PS44, Task Order No. 1

Item No. Description Cost ($)

Defects High Med Low Critical Finding (Y/N)

Structural

59.1 Repair the cracked stones along the undersides of the arches. $15,000 X N

Structural Total $15,000

Safety None

Safety Total $0

Maintenance

58.6 Either repair the walkway and railing or fully close off access by extending the chain link fence. $1,500 X N

58.9 Reconnect the disconnected supports along the chain link fence around the perimeter of the bridge.

$1,000 X N

59.2, 59.6, 59.10, 60.1.e, 60.1.g, &

60.2.d

Fill in voids and areas of missing/broken mortar and repoint masonry joints as needed in the spandrel walls, undersides of the arches, abutments, wingwalls, and piers.

$5,000 X N

60.2.j Repair the abrasion and spalling along the concrete aprons at the bases of the piers. $5,000 X N

61.4 Remove the tree growing from the span 3 south spandrel wall. $5,000 X N

Maint. Total $17,500

Others (with Cost)

59.15 Clean and repaint all steel elements. $50,000 X N

Other Total $50,000

Others (without Cost)

59.5 Monitor shifted and misaligned stones. X N

59.3 Monitor areas of peeling paint, rust, and minor section loss. X N

60.1.d, 60.2.h, & 61.7

Monitor the aggradation and scour in span 1 and span 3 throughout channel and along the stems and breastwalls.

X N

Restrictions (Load, Speed, Height etc.)

None

Cost Summary Structural $15,000 Safety $0 Maintenance $17,500 Others $50,000

Grand Total $82,500

Priority Level

Recommendations & Repair Cost Data

Date of Inspection & Report:

Bridge Repair Cost Data

11/19/2024 Inspection Team Leader: T. Goetz

FINDINGS AND RECOMMENDATIONS

Findings (Minor/Major/Critical) with Locations:

A summary of the critical findings is as follows:

No critical-structure deficiencies were observed.

No critical-hazard deficiencies were observed.

The following items have an urgency of repair designated “as soon as possible” (A):

Item 58.6 – Sidewalks/Walkways: The walkway along the north side of the bridge is missing numerous planks and the remaining planks have heavy to severe rot.

Item 59.10 - Masonry Joints: The undersides of the arches have widespread missing/deteriorated pointing, cracked stones, voids, and areas of heavy efflorescence.

Item 60.1.g – Pointing: All the elements of the arch substructure have areas of deteriorated, cracked, and missing pointing. There are random areas on the breastwalls with missing pointing. There are many areas where the original pointing has been repaired but has started to deteriorate.

Recommendations:

A. Structural Repairs

Item 59.1 – Arch/Arch Ring: Repair the cracked stones along the undersides of the arches ($15,000).

B. Monitoring

Item 59.5 – Spandrel Walls and Item 59.14 – Member Alignment: Monitor shifted and misaligned stones.

Item 59.3 – Girders: Monitor areas of peeling paint, rust, and minor section loss.

Item 60.1.d – Breastwalls, Item 60.2.h – Scour and Item 61.7 – Aggradation: Monitor the aggradation and scour in span 1 and span 3 throughout channel and along the stems and breastwalls.

C. Maintenance Item 58.6 – Sidewalks/Walkways and Item 58.8 – Railing: Either repair the walkway and railing or fully close off access by extending the chain link fence ($1,500).

Item 58.9 – ROW Fence: Reconnect the disconnected supports along the chain link fence around the perimeter of the bridge ($1,000).

Item 59.2 – Keystone Area, Item 59.6 – Spring Lines, Item 59.10 – Masonry Joints, Item

60.1.e – Wingwalls, Item 60.1.g – Pointing, and Item 60.2.d Stems/Webs/Pierwalls: Fill in voids and areas of missing/broken mortar and repoint masonry joints as needed in the spandrel walls, undersides of the arches, abutments, wingwalls, and piers ($5,000).

Item 60.2.j – Concrete Apron: Repair the abrasion and spalling along the concrete aprons at the bases of the piers ($5,000).

Item 61.4 – Vegetation: Remove the tree growing from the span 3 south spandrel wall ($5,000).

D. Miscellaneous Item 59.15 – Paint/Coating: Clean and repaint all steel elements ($50,000).

APPENDIX D

PONTIS BMS ELEMENT INSPECTION SHEET

Pont…