Maine Department of Transportation Full POA · Concurrences on POA (name, title,...

Final Recommended Action:DocID_162

Attachment D: Bridge Elevation Summary Showing Existing Streambed and Foundation Depth(s)

The Following Materials Are Being Submitted With This Report:

Attachment G: Plan View Showing Location of Scour Holes, Debris, etc,

Attachment C: Map Showing Detour Route(s)

Attachment E: Boring Logs and/or Other Subsurface Information

Attachment F: Supporting Documentation, Calculations, Estimates, and Conceptual Designs for Scour Countermeasures

Attachment B: Photos

Feature Carried: Route 161

Waterway Crossed: River,rr & Street

Maine Departmentof Transportation

Scour Critical BridgePlan of Action (POA) Report

POA Report

Full POA

Abbreviated POA

Attachment I: Field Verification Card

Bridge Name: Aroostook River

Bridge Number: 5572

Town: Caribou

Attachment H: Post Flood Inspection Documentation

Attachment A: Hydraulic and Hydrologic Summary Page

Attachment J: MaineDOT Underwater Inspection Reports

Attachment K: T.Y. LIN 1995 Bridge Scour Evaluation Report

Attachment L: 2008 USGS Report

Attachment M: Scour / H&H Backup Calculations

Increased Inspection Frequency: Yes No

Hydraulic/Structural Countermeasures: Yes No

Frequency of Flood Monitoring:

Flood Warning Issued by National Weather Service

USGS Gage Station Station#: 1017000

Flood Monitoring:

12 hrs

Closure Trigger:

Interim Reopening Trigger:

SEE SECTION 8 FOR OTHER CLOSURE CONSIDERATIONS

SEE SECTION 9 FOR OTHER REOPENING CONSIDERATIONS

Water Surface Elevation Reaches Low Chord

Water Reaches Closure Elevation:

388.9 ft NGVD29 (10-yr event)

Diving 2yr Cycle

SEE FIELD VERIFICATION CARD

SCOUR CRITICAL BRIDGE − PLAN OF ACTIONCaribou 5572

1. GENERAL INFORMATIONStructure:

Year Built:

Aroostook River

1952

City, County:

Caribou, Aroostook

Feature On:

Route 161

Waterway Crossed:

River,rr & Street

Bridge Number:

5572

Year Reconstruction:

NA

Two-lane, seven-span structure with a concrete deck built in 1952 (plans dated Feb. 1950) comprised of four approach spans of steel multi-beams and three main spans of steel trusses. Both abutments and piers 1, 2, 3, and 5 are concrete with 25 foot long piles. Piers 4 and 6 are concrete founded on spread footings with thicknesses of 6 ft and 3.5 ft respectively. Both abutments and Piers 1, 2, and 3 are set back from the channel. CHA pier 5 is referred to as pier 2 in the diving inspection.

Structure Size and Description:

Foundation Details:

KNOWN

UNKNOWN

Reference Datum:

(Looking Downstream L to R)

Embedment (ft): N/A Exposure (ft): 0

Scour Critical Footing Elevation(s) (ft):

Owner:

State Highway Agency

Left Abutment

Embedment (ft): N/A Exposure (ft): 0Right Abutment

Embedment (ft): (P4)6 Exposure (ft): UNKPier 1

Embedment (ft): (P5)4 Exposure (ft): 2Pier 2

Embedment (ft): P6)11 Exposure (ft): 0Pier 3

(Looking Downstream)


Left Abutment N/A

Right Abutment N/A

Pier 1: P4-59

Pier 2: P5-57

Pier 3: P6-73



NGVD 1929

Pier 4: N/A

Embedment (ft): N/A Exposure (ft): N/APier 4

2. RESPONSIBLE FOR POAAuthor(s) of POA (name, title, agency/organization, telephone, email):

Robert Faulkner P.E., CHA Principal Eng. VI, (603) 357-2445, [email protected]

Concurrences on POA (name, title, agency/organization, telephone, email):

Assistant Bridge Maintenance Engineer, Maine DOT Bridge Maintenance Division - (207) 624-3580

Date: 8/30/2011

POA Updated by: Assistant Bridge Maintenance Engineer, Maine DOT Bridge Maintenance Division - (207) 624-3580

Date of Update: Items Updated:

POA Updated Every

Next Update:

months by (name, title, agency, organization): Assistant Bridge Maintenance Engineer, Maine DOT Bridge Maintenance Division - (207) 624-3580

Signature:

Reason for Update: Inspection Cycle Monitoring Event Post FloodInspection

Date:

months

Text9:8/30/2011 Text9:Scour Critical Bridge - Plan of Action: Caribou 5572 Text9: Page 1 of 5

5. RECOMMENDED ACTION(S)

b. Fixed Monitoring Device(s): Yes No

c. Flood Monitoring Program:

d. Hydraulic/Structural Countermeasures:

Yes No

a. Increased Inspection Frequency: Yes No

Yes No

Yes No

Yes No

Yes No

Yes No

Recommended Implemented Date

4. NBI CODING INFORMATION

Item 113

Current Previous

Scour Critical

Item 60 Substructure

Item 61 Channel & Channel Protection

Item 71 Waterway Adequacy

3

6

6

9

3

6

6

9

Date 11/5/2007

6. MONITORING PROGRAM RECOMMENDATION6a. Regular Inspection Cycle

Riverbed Profile Readings - Upstream Face

Items toWatch:

Erosion of riverbanks and changes to embedment at Pier 6. The embedment of Pier 6 is estimated to be 11 ft. Piers 4 and 5, the piers located in water, are the piers to monitor for scour.

Biennial

Underwater Inspection Required Items toWatch:

Scour holes at piers, undermining at piers, or changes to exposure at piers. The 1996 bridge review indicated scour evidence at and near Piers 4 & 5. Active scour conditions require a diving inspection every two years. 2010 Diving @ Pier 5 indicate 2ft of ftg exposure @ downstream end. Remaining embedment along the right side of Pier 4 remains unknown.

4 Year Cycle

2 Year Cycle

1 Year Cycle

Annual

Riverbed Profile Readings - Downstream Face

Surveyed Cross-Section

3. SCOUR VULNERABILITYCurrent Item 113 Code: Other:3 2 1

Source of Scour Critical Code: Observation Assessment Calculation Other:

Scour Evaluation Summary: The primary bed material was estimated as sand and the secondary bed material was estimated as gravel. The bed armoring potential is moderate. Piers 1, 2 and 3 are set back from the stream channel while 4 and 5 are in the channel and appear to be more vulnerable to scour. Pier 6 is set above normal water elevation but within the flood channel. The water was too deep to wade to Piers 4 and 5 during CHA's 2009 visit and drop line readings were not practical due to the height of the structure. T.Y. Lin’s 1996 Bridge Scour Evaluation Summary cited a 5/29/92 inspection (1992 report not available) that reported Pier 4 had partial exposure of the spread footing near the nose. Calculations at Pier 4 predict over 19 feet of scour. That same report also noted a significant scour hole along the right side of Pier 5 with the 1996 bed elevation noted 5 ft below the bottom of the seal. Bedrock appeared visible at left side of Pier 4. Water was too deep to assess the right side of Pier 4 and Pier 5. The Maine State Planning Office flood history for this bridge indicates that the flood of record in 1983 did not damage the bridge, and that there is no potential for pressure flow or overtopping at the bridge. CHA recommended a new underwater inspection of the right side of Pier 4 and the perimeter of Pier 5. An inspection of Pier 5 was performed on July 20, 2010. It cited 2 ft of exposure on the top of the footing at the downstream end of Pier 5. CHA recommends installation of heavy riprap around both Piers 4 and 5 to provide protection against additional scour. Until the countermeasure is installed the bridge should be monitored during and after flood events then inspected for potential scouring or damage.

Scour History: Piers 4 and 5, the piers located in water, are the piers to monitor for scour. The bridge was built in 1952. Based on information included in the City of Caribou FIS (2-1980), the USGS gage in Washburn recorded a flood of 43,100 cfs in April 1973. The Fort Fairfield Road bridge (Caribou 5572) will not restrict flow or increase WSEs.

According to the Maine State Planning Office Report, flooding occurred on the Arroostook River in Fort Fairfield in 1994 due to ice jams.

According to the Maine DOT Bridge Scour Evaluation Report (2009), the April 1983 flood of record did not damage the bridge, and noted that there is no potential for pressure flow or overtopping.


6b. Fixed Monitoring Device(s)

Type of Instrument:

Installation Location(s):

Routine Sample Interval 30 minute 1 hr 6 hrs 12 hrs Other

Frequency of Data Download and Review: Daily Weekly Monthly Other:

Criteria of Termination For Fixed Monitoring:

6c. Flood Monitoring Program

Type:

Discharge

Visual Inspection

Instrument (check all that apply)

Portable Geophysical Sonar Other

(check all that apply)

Flood Monitoring event defined by:

36,000 cfs (10-yr, Located 23 miles US)

Stage (Water Surf. Elev.)

Frequency of Flood Monitoring: Continual 3 hrs 12 hrs

Notified By Public

Flood Warning Issued by NWS

DOT Situation Report

USGS Gage Station Station#: 1017000

Criteria to End Flood Monitoring

Conditions Stable / Water Receding

Recommended Post Flood Inspection

Action(s) Required if Scour Critical Elevation Detected: (See Section 7 and Section 8)

Not Applicable

During Inspection Event, Look For:

Water surface at or above the placard elevation.

Revisit Bridge

Close Bridge (See Section 8)

Criteria of Termination For Event Monitoring


Event Sample Interval: Continual 10 min 30 min 1 hour Other

Frequency of Data Download and Review: Daily Weekly Monthly Other:

Daily


Assess changes in channel/riverbed profiles, possible undermining evidence, and overall stability. Consider closing bridge.

Stage (WSE)

NOAA Gage Station #


7. DETOUR ROUTEDetour Route Description:

25.1 miles: Fort St to US Route 1 to Maine Route 163 to Maine Route 167 to Maine Route 205 to Fort St. (Detour length does not match Attachments A anI.)

Bridges on Detour Route:

Bridge Number Feature UnderLoad Posting (tons)

/ DateItem 113

Traffic Control Equipment and Storage location(s):

Additional Considerations or Critical Issues:

News Release, Other Public Notice Information to be provided and limitations:

Public Information Officer, Office of Communications - (207) 624-3030

Feature On

VerticalClearance

(feet)

WidthRestrictions

(feet)

To be provided by Maine DOT

Agency and Department Responsible for Monitoring:

Maine DOT

Contact Person (name, title, agency/organization, telephone, e-mail):

- Bridge Maintenance Engineer, Maine DOT Bridge Maintenance Division - (207) 624-3580- Assistant Bridge Maintenance Engineer, Maine DOT Bridge Maintenance Division - (207) 624-3580

Riverbed Profile Readings - Upstream and Downstream face

Items toWatch:

Scour holes at piers, undermining at piers, or changes to exposure at piers. The 1996 bridge review indicated scour evidence at and near Piers 4 & 5. Active scour conditions require a diving inspection every two years. 2010 Diving @ Pier 5 indicate 2ft of ftg exposure @ downstream end. Remaining embedment along the right side of Pier 4 remains unknown.

6d. Post-Flood Inspection Tasks Required

Visual Inspection

Profile at Substructure

Undermining

Underwater Inspection

ProbingDate of Event: Date of Post Flood Inspection:


10. COUNTERMEASURE RECOMMENDATIONS

Basis for the Selection of the Preferred Scour Countermeasure:

(1) Heavy Riprap around Piers 4 & 5

Estimated Cost

$ 430,000

(2) $

(3) $

Additional heavy riprap is feasible and a cost effective option.

Maintenance

Other

Bridge Program

Highway Program

Recommended Countermeasures to be Performed by:

Contact Person:

- Bridge Maintenance Engineer, Maine DOT Bridge Maintenance Division - (207) 624-3580- Assistant Bridge Maintenance Engineer, Maine DOT Bridge Maintenance Division - (207) 624-3580

(include name, title, telephone, e-mail)

PriorityConceptual Structural / Hydraulic Countermeasures:

Recommended Completion Date:

Yes No

Yes No

Yes No

8. BRIDGE CLOSURE PLAN

Scour Measurement Results / Monitoring Device (See Section 6)

Criteria For Consideration of Bridge Closure:

Observed Structure Movement / Settlement

Water Surface Elevation Reaches Low Chord Overtopping Road or Structure

Other: Debris Accumulation Movement of RipRap / Other Armor ProtectionLoss of Road Embankment

Agency and Department Responsible for Closure:

Contact Person(s) (name, title, telephone, email):

Maine DOT Radio Operations, (207) 624-3339

Check all that apply

Water Reaches Critical Elevation:

DOT Municipality: Other

Ice Jam


Discharge

Stage (WSE)USGS Gage Station #

Stage (WSE)NOAA Gage Station #

9. BRIDGE REOPENING PLAN9a. Criteria for Consideration to Complete Interim Bridge Reopening:

Agency and Person Responsible for Re-Opening Bridge After Inspection:

- Region Bridge Manager- Bridge Maintenance Engineer, Maine DOT Bridge Maintenance Division - (207) 624-3580- Assistant Bridge Maintenance Engineer, Maine DOT Bridge Maintenance Division - (207) 624-3580

Post Flood Inspection Completed

Critical Elevation Marker Is Visible

Reasons for Closure Have Abated

Water Surface Levels Dropping

Diving Inspection Completed within 7 calendar days

Verify Riverbed Elevation (drop line readings)

Streambed Elevation Drops Less than 3 Feet

9b. Criteria for Completing Bridge Reopening Process:

Agency and Person Responsible for Interim Re-Opening Bridge After Inspection:

Straight and Consistant Bridgerails

No Approach Settlement

No Embankment Erosion Endandering Abutment

Abutments and Piers are Plumb and Stable

Assess Riverbed Elevation at Piers (drop line reading)


MaineDOT Scour Investigation East PIN:15631.10Hydraulic and Hydrologic Summary Page (POA Attachment A)

Bridge ID: Date:Caribou 5572 7/29/2009Name: Aroostook River

GENERAL INFORMATION

Town: Caribou

Feature Carried: Route 161

Owner: State Highway Agency

Feature Crossed: River,rr & Street

Major Basin (HU8): Aroostook

Functional Class: 19 - Urban Local

Detour Length: 8 (miles)

Year Built: 1952

Year of

Reconstruction: NA

ADT: 2996 Year of ADT: 2008

Overall Fed Sufficiency Rating: 53.3

Item 60: 6 Item 61: 6 Item 71: 9 Item 113: 3

Current:

HYDRAULIC INFORMATION

FEMA Study:

T.Y. Lin Information

USGS Report:

Tidal Influence: Other Hydrologic & Hydraulic Data:

City of Caribou FIS (2-1980) provides water surface elevation and flow data at the bridge. FEMA Hydraulic back-up data available. NGVD29 = Design Plans + 305.5 ft. Maine DOT flow data superseded by FEMA data. Maine DOT data (1994 sq-mi, Q10=40506 cfs,Q50=52315 cfs,Q100=57024 cfs,Q500=67979 cfs). Gage 1017000 is located approximately 23 miles upstream and has been in operation from Aug 1930 to present. Caribou Dam is located 0.4 miles upstream of the bridge and is operated as a hydropower facility. As such, it has little or no storage potential during larger flood events.

100-Yr Water Velocity (feet per sec): 8

Angle Of Attack 0

Watershed Area (sq. mi): 1994

390.3

435.5

52315

57024

67979

391.1

392.7

395

50 year

Table: Flow (cfs) Elevation (ft)

100 year

500 year

Roadway

Low Chord

(Flood Flow)

BRIDGE INFORMATION Bridge Length (in feet): 907.00

Number of Spans: 3

Plans Available: Borings Available:

Worst Abutment Right Worst Pier 5

Abutment Foundation: EB Piles Pier Foundation: Friction Piles

Flood / Scour History

Comments:

Piers 4 and 5, the piers located in water, are the piers to monitor for scour. The bridge was built in 1952. Based on information included in the City of Caribou FIS (2-1980), the USGS gage in Washburn recorded a flood of 43,100 cfs in April 1973. The Fort Fairfield Road bridge (Caribou 5572) will not restrict flow or increase WSEs.

According to the Maine State Planning Office Report, flooding occurred on the Arroostook River in Fort Fairfield in 1994 due to ice jams.

According to the Maine DOT Bridge Scour Evaluation Report (2009), the April 1983 flood of record did not damage the bridge, and noted that there is no potential for pressure flow or overtopping.

:

Flow Impacting Bridge Flow Overtopping Bridge

Bridge Width (in feet): 37.50

Substructure Channel Stability Hydraulic Adequacy Scour Risk

Capacity 28.1 ,

Bridge Plan File Loc: NO DATA

(scale of 1-9)(worst - best)

Yes

Yes

Yes

No

No

No

(Looking Downstream L to R):(Looking Downstream L to R) :

100-Yr Overtopping Relief: No Overtopping

2/1/1980

Bridge Scour Report

Nov 1995:( )

RECOMMENDATIONS

Agree w/ Item 113 Rating:Field Investigation Rec: Scour POA Recommended:

CHA Recommended POA Choice: Riprap

:(Actual Metric Tons, Signed)

Comp: CHA Rec Item 113 Rating: 3

10 year 40506 388.9 No No

USGS Gage Station: 1017000 USGS Station Prox To Bridge: 23 mi. US from bridge

NOAA Gage Station: NOAA Station Prox To Bridge:

Text9:2/21/2011 Text9:Attachment A: H & H Summary: Caribou 5572 Text9: Page 1 of 1

Bridge: Caribou 5572

Date Taken: 6/10/2009 6:57:57 AM

Description: Upstream channel from bridge

Source: CHA

DocID_141


Date Taken: 6/8/2009 8:54:32 PM

Description: Upstream elevation

Source: Nobis

DocID_162

Text9:2/21/2011 Text9:Attachment B: Bridge Photos: Caribou 5572 Text9: Page 1 of 2


Date Taken: 6/10/2009 6:58:12 AM

Description: Pier 4 Looking Downstream

Source: CHA

DocID_142


Date Taken: 6/8/2009 8:55:10 PM

Description: Elevation From Downstream Right

Source: CHA

DocID_157

Text9:2/21/2011 Text9:Attachment B: Bridge Photos: Caribou 5572 Text9: Page 2 of 2

11 King Court

Keene, NH 03431-4648

Main: (603)-357-2445

Maine Scour Investigation

Caribou 5572

Attachment C: Detour Route

Caribou

5572

IF GOING EAST ON FORT ST, REVERSE DIRECTIONS.

DETOUR MAP

GOING WEST ON FORT ST.

MAINE BRIDGE SCOURINVESTIGATION

CARIBOU 5572

BRIDGE ELEVATION SUMMARY11 King Court, Keene, NH 03431-4648

Main: (603) 357-2445 www.chacompanies.com

DATE: 4/15/10

Drawn By: ML

ATTACHMENT D

CHA File No:18925.2003.1510

11 King CourtKeene, NH 03431-4648Main: (603)-357-2445 Maine Scour Investigation

Caribou 5572Attachment F: Scour Countermeasures

Attachment F:Supporting Documentation, Calculations,

Estimates, and Conceptual Designs for ScourCountermeasures

MAINE DOT PROTECTIVE COUNTERMEASURES

ESTIMATED COST OF PROPOSED COUNTERMEASURES - Heavy and Plain Riprap:

5572 SSU's Protected => Piers 4 & 5Caribou Spans Protected => N/A

907 Approved Countermeasure Type => Heavy Riprap38 Low Flow Water Depth => varies

36 ft Design Flow Water Depth => 23na Pier Width (ft) 10 Riprap Width = 2 times pier widthna Pier Length (ft) 40 Riprap Length is along its center

SSU CM TYPE Length (ft) Width (ft) Depth (ft) No. Items Quantity Unit Unit Price Subtotal

1 1 LS $75,000 $75,0001 1 LS $25,000 $25,0000 0 EA $0

0 0 SY $0 0 0 SY $0

240 20 5 2 1778 CY $120 $213,333Proposed work at Piers: $25,000- Machine placed heavy riprap atop existing stone- no water diversion; no excavation; no blanket $338,333- width = 2 x pier width 25% $84,583

$422,917

$430,000

Assumptions:Environmental impact associated with the proposed work is judged to be: potentially significantGiven the estimated quantities for this item, the unit price is judged to be higher thanaverage unit prices.

Notes:The cost of mitigating or eliminating potential environmental impacts is not included in this estimate. The cost of environmental permit preparation is also not included herein.

Access to work area - temporary causeway from Left bank to Pier 4 with "landing" for barges

SubtotalContingency

Total Estimated Cost

Conceptual Budget

Mobilization

Wing Length (ft)

Item

Barge rental for work at Pier 5

Piers 4 & 5Heavy Riprap

Water Diversion Heavy Riprap - excavationHeavy Riprap - filter Heavy Riprap - place stone

Bridge No.Town

Dist. Between Abutment FacesBridge Width

Max. Vertical OpeningAbutment Length (ft)

8/30/2011

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ATTACHMENT

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SUBTITLE TEXT SIZE

UPSTREAM ELEVATION

N.T.S.

www.chacompanies.comMain: (603) 357-2445

11 King Court Keene, NH 03431-4648

Drawing Copyright c 2009

RA

P1

LA

ANNOTATION SCALE 200

FOOTING ELEVATION (FT) STREAMBED ELEVATION (FT)

BOTTOM CHA FIELD (2009)

INVESTIGATION

F

MAINE BRIDGE SCOUR

TY LIN (1995)

PLACARD INSTALLATION LOCATION

3.4 FT

vPIER 4 ELEVATIONv

FLOW

2.0 FT

vPIER 5 ELEVATIONv

CARIBOU 5572

10-YEAR FLOOD

ELEVATION 388.9

NGVD29

(SEE NOTE 1)

10-YEAR FLOOD

ELEVATION 388.9

NGVD29

(SEE NOTE 1)

19.4 FT

20.4 FT

DATE: 5/10

NOTES:

1. ELEVATION 388.9 NGVD29 CORRESPONDS TO A 10 YEAR FLOOD EVENT.

2. PLACARD LOCATIONS ARE AT THE UPSTREAM END OF BOTH PIERS.

3. PLACARD LOCATION MEASURED TO LOW CHORD AND TOP OF FOOTING.

4. ALL WORK IS TO BE PERFORMED IN DRY CONDITIONS.

5. SKETCH IS CONCEPTUAL ONLY, NOT FOR CONSTRUCTION, AND NOT TO SCALE.

ATTACHMENT H: POST FLOOD INSPECTION DOCUMENTATION 1 of 10

MAINE DOT CHANNEL PROFILE

Bridge Information

Town/Bridge No. Caribou 5572

Feature Carried ME Route 161 Date of Inspection 6/8/2009

Feature Crossed River, RR & Street Inspector KJH

Owner MEDOT

.

*Actual skew, if present, not shown

*All units are in English and in decimal form

Fascia

Location Location/Description

Date: Date: Date:

Upstream Readings

(ft)

Downstream Readings

(ft)

Upstream Readings

(ft)

Downstream Readings

(ft)

Upstream Readings

(ft)

Downstream Readings

(ft)

Sta. 1

Sta. 2

Sta. 3

Sta. 4

Sta. 5

Sta. 6

Sta. 7

Sta. 8

Sta. 9

Sta. 10

Notes: Bridge too high for dropline readings. 2 Year diving inspections for Pier 4 and 5 recommended.

Direction of Flow

Datum Reference

Plan View of Dropline Readings

North


MAINE DOT ABUTMENT RIVERBED PROFILE FORM

Bridge Information




Owner MEDOT

Start of Measurements: ______

Interval of

Measurements: _________ft

**All units are in English and in decimal form

Abutment: Left

W = Distance from Low

Chord to Water Surface = DRY ft

H = Distance from Low

Chord to top of footing = *6.3± ft

Location Location Description

DATE: DATE: DATE:

X (ft) X (ft) X (ft)

0

1

2

3

4

5

6

7

8

9

10

Notes: No footing exposure observed during 2009 site visit. *H distance taken from plans.

Flow


MAINE DOT PIER PROFILE FORM

Bridge Information




Owner MEDOT


Pier: 1




Chord to top of footing = 27 ft

Location

Location/Description

Date: Date: Date:

Left Face (ft)

Right Face (ft)

Left Face (ft)

Right Face (ft)

Left Face (ft)

Right Face (ft)

0

1

2

3

4

5

6

7

8

9

Notes: No footing exposure observed at Pier 1 during the 2009 site visit.

Flow



Bridge Information




Owner MEDOT


Pier: 2




Chord to top of footing = 31.5* ft

Location


Date: Date: Date:

Left Face (ft)

Right Face (ft)

Left Face (ft)

Right Face (ft)

Left Face (ft)

Right Face (ft)

0

1

2

3

4

5

6

7

8

9

Notes: No footing exposure observed at Pier 2 during the 2009 site visit. *H distance taken from plans.

Flow



Bridge Information




Owner MEDOT


Pier: 3




Chord to top of footing = 36* ft

Location


Date: 6/8/2009 Date: Date:

Left Face (ft)

Right Face (ft)

Left Face (ft)

Right Face (ft)

Left Face (ft)

Right Face (ft)

0

1

2

3

4

5

6

7

8

9


Flow



Bridge Information




Owner MEDOT


Pier: 4


Chord to Water Surface = UNK. ft



Location


Date: 6/8/2009 Date: Date:

Left Face (ft)

Right Face (ft)

Left Face (ft)

Right Face (ft)

Left Face (ft)

Right Face (ft)

0

1

2

3

4

5

6

7

8

9

Notes: Top of footing exposed at the upstream right corner of the pier. No vertical measurements taken during the 2009 inspection. *H distance taken from plans. Channel bed elevations should be documented at Pier 4 during biennial inspections if possible and during diving inspections.

Flow



Bridge Information




Owner MEDOT


Pier: 5


Chord to Water Surface = UNK. ft



Location


Date: Date: Date:

Left Face (ft)

Right Face (ft)

Left Face (ft)

Right Face (ft)

Left Face (ft)

Right Face (ft)

0

1

2

3

4

5

6

7

8

9

Notes: The water was too deep to access Pier 5 during the 2009 site visit. *H distance taken from plans. Refer also to diving inspection 7/20/10 – Maximum 2ft of exposure.

Flow



Bridge Information




Owner MEDOT


Pier: 6





Location


Date: Date: Date:

Left Face (ft)

Right Face (ft)

Left Face (ft)

Right Face (ft)

Left Face (ft)

Right Face (ft)

0

1

2

3

4

5

6

7

8

9


Flow


MAINE DOT ABUTMENT RIVERBED PROFILE FORM

Bridge Information




Owner MEDOT

Start of Measurements: ______

Interval of

Measurements: _________ft


Abutment: Right




Chord to top of footing = 9* ft

Location Location Description

DATE: DATE: DATE:

X (ft) X (ft) X (ft)

0

1

2

3

4

5

6

7

8

9

10

Notes: No footing exposure observed during 2009 site visit. *H distance taken from plans.

Flow


MAINE DOT UNDERMINING FORM

Bridge Information




Owner MEDOT

Location

Date: Date: Date: Date:

Vertical (ft)

Horizontal (ft)

Vertical (ft)

Horizontal (ft)

Vertical (ft)

Horizontal (ft)

Vertical (ft)

Horizontal (ft)

0

1

2

3

4

5

6

7

8

9

10

Notes: No undermining found during 2009 site visit at any substructure unit. (No inspection of Piers 4 and 5, water too deep to wade.)


SSU:

FACE:

Start Of Measurement

Interval of Measurement:

Flow

Structure: Aroostook River

Detour (miles): Last ADT:

Foundation Details:

KNOWN

UNKNOWN Worst Abutment: Right

Worst Pier: 5(Looking Downstream L to R)

Embedment (feet): 3+ Exposure: None

Embedment (feet): 4 Exposure: Pile Cap Exposed

Diving Insp Reports: 5/29/1992 7/20/2010

FIELD VERIFICATION CARD (POA Attachment I)

Owner: State Highway Agency Feature On: Route 161

Waterway Crossed: River,rr & StreetCity, County: Caribou - Aroostook

Contact Person: - Bridge Maintenance Engineer, Maine DOT Bridge Maintenance Division - (207) 624-3580- Assistant Bridge Maintenance Engineer, Maine DOT Bridge Maintenance Division - (207) 624-3580

BRIDGE INFORMATION

Superstructure Type: Truss-Deck

Superstructure Material: Steel

Scour Critical Feature: Piers 4 and 5 Footings

Placard Location: Placards located at the upstream end of Pier 4 and Pier 5.

Number of Spans: 3

USGS Gage Station: 1017000 USGS Station Prox To Bridge: 23 mi. US from bridge

GENERAL INFORMATION

CRITERIA FOR CONSIDERATION OF BRIDGE CLOSURE

Date/Time Notified:Completed Proper Notification

Close BridgeRevisit BridgePost-Flood Inspection Recommendations

POST-FIELD VERIFICATION

ACTION TAKEN

Dates:

Agency:

Items to Watch: Scour holes at piers, undermining at piers, or changes to exposure at piers. The 1996 bridge review indicated scour evidence at and near Piers 4 & 5. Active scour conditions require a diving inspection every two years. 2010 Diving @ Pier 5 indicate 2ft of ftg exposure @ downstream end. Remaining embedment along the right side of Pier 4 remains unknown.

Bridge Number: 5572

Scour Measurement Results / Monitoring Device (See Section 6)

Observed Structure Movement / Settlement

Water Surface Elevation Reaches Low Chord

Overtopping Road or Structure

Debris Accumulation

Movement of RipRap / Other Armor Protection

Loss of Road Embankment

Water Reaches Closure Elevation

Ice Jam

REFERENCE PHOTOS (Left to Right Convention Looking Downstream)

CRITERIA FOR CONSIDERATION TO COMPLETE INTERIM BRIDGE REOPENING:

Agency and Person Responsible for Interim Re-Opening Bridge After Inspection:

Interim Reopening Date:Interim Reopening Approved By: Time:

INTERIM REOPENING COMMENTS


DischargeStage (WSE)USGS Gage Station #

Stage (WSE)NOAA Gage Station #

No Approach Settlement

No Embankments Erosion Endandering Abutment

Abutments and Piers are Plumb and Stable

Assess Riverbed Elevation at Piers (drop line readings)

Water Surface Levels Dropping

Critical Elevation Marker Is Visible

Reasons for Closure Have Abated

Straight and Consistant Bridgerails

8 20082996 Year:Total:

Text9:8/30/2011 Text9:Attachment I: Field Verification Card: Aroostook River Text9: Page 1 of 2

Upstream Low Water

DocID_1413.jpg

Upstream Elevation of Bridge at Low Water

DocID_1628_NOBI

Scour Critical Feature at Low Water

DocID_1426.jpg

Text9:8/30/2011 Text9:Attachment I: Field Verification Card: Aroostook River Text9: Page 2 of 2

CHA File No:

18925.2003.1510

11 King Court

Keene, NH 03431-4648

Main: (603)-357-2445

Maine Scour Investigation

Caribou 5572 Attachment J: MaineDOT Underwater

Inspection Reports

Attachment J: MaineDOT Underwater Inspection

Reports

CHA File No:18925.2003.1510


Caribou 5572Attachment K: T.Y. Lin 1995 Bridge

Scour Evaluation Report

Attachment K: T.Y. Lin 1995 Bridge ScourEvaluation Report

CHA File No:18925.2003.1510


Caribou 5572Attachment M: Scour/H&H Backup

Calculations

Attachment M: Scour/H&H Backup Calculations

CO

MPL

ETED

BY

DW

CD

ATE

CH

ECKE

D B

YSV

EPR

OJ.

NO

.

PRO

J. N

AME

& LO

CAT

ION

Car

ibou

557

2SU

BJEC

TSc

our C

alcs

PIE

R S

CO

UR

CA

LC

Pie

r 4Va

vg (f

ps)

7.8

Aver

age

brid

ge o

peni

ng v

eloc

ity

Ave

rage

Brid

ge o

peni

ng v

eloc

ity fr

om F

EM

A FI

SV 1

(fps

) 9.

4Ve

loci

ty a

t pie

r (V

avg

x M

ultip

lier (

1.2)

)M

ultip

lier v

arie

s fro

m 0

.9 to

1.7

, see

des

crip

tion

belo

w.*

Y 1 (f

t)23

.239

2.7

- 369

.5 (1

00-y

r WS

E e

stim

ate

- Avg

bed

at p

ier 4

nos

e)FE

MA

FIS

/ D

esig

n Pl

ans

θ (d

eg)

0An

gle

of A

ttack

Fiel

d E

stim

ate

h 1 (f

t)0

369.

5 - 3

69.5

(Top

of f

ootin

g - A

vg b

ed a

t pie

r 4 n

ose)

Des

ign

Plan

sa

(ft)

9.9

Pier

Wid

thD

esig

n Pl

ans

L (ft

)36

.3P

ier L

engt

h (B

otto

m)

Des

ign

Plan

sf (

ft)1.

5D

ista

nce

betw

een

the

front

edg

e of

the

foot

ing

and

pier

Des

ign

Plan

sa p

c (ft

)16

Wid

th o

f foo

ting

Des

ign

Plan

sL p

c (ft)

41.3

Leng

th o

f foo

ting

Des

ign

Plan

sT o

pc (f

t)6

Thic

knes

s of

foot

ing

Des

ign

Plan

s

Und

erly

ing

Stre

ambe

dD

95 (f

t)0.

003

Silty

san

d-gr

avel

bed

Fiel

d E

stim

ate

D50

(ft)

0.00

06S

ilty

sand

-gra

vel b

edFi

eld

Est

imat

e

Arm

orin

g La

yer

D95

(ft)

N/A

D50

(ft)

N/A

* Ve

loci

ty m

ultip

lier v

arie

s fro

m 0

.9 fo

r a p

ier n

ear t

he b

ank

in a

stra

ight

uni

form

reac

h to

1.7

for a

pie

r in

the

mai

n cu

rrent

of f

low

on

a sh

arp

bend

.

NO

TES

5/10

/201

0

1957

1

VAR

IABL

ESO

UR

CE

CA

LC /

NO

TES

5/10

/201

0Pa

ge 1

of 2

Atta

chm

ent M

K4:

AR

MO

RIN

G C

OEF

FIC

IEN

TC

OM

PLEX

PIE

R S

CO

UR

CO

MPU

TATI

ON

S C

ASE

2R

efer

ence

for m

etho

dolo

gy:

HEC

-18

Four

th E

ditio

nC

arib

ou 5

572

(100

-Yea

r Eve

nt)

K4:

PIE

R C

OM

PON

ENT

Pier

#4

D95

(ft)

=0.

0030

<---

Fiel

d Es

timat

eD

50 (f

t) =

0.00

06<-

--Fi

eld

Estim

ate

CO

MPL

EX P

IER

S SC

OU

R A

NA

LYSI

S V 1

: APP

RO

ACH

VEL

OC

ITY

(ft/s

) =

9.36

y: D

EPTH

(ft)

=23

.20

Ref

eren

ce fo

r met

hodo

logy

: H

EC-1

8 4t

h Ed

ition

Cha

pter

6a:

PIE

R W

IDTH

(ft)

=9.

90K u

=

11.1

7PI

ER C

OM

PON

ENT

Yes

Vc95

: CR

ITIC

AL V

ELO

CIT

Y FO

R D

95 (f

t/s)

=2.

72B

ent N

umbe

rPi

er #

4Vc

50: C

RIT

ICAL

VEL

OC

ITY

FOR

D50

(ft/s

) =

1.59

V 1: V

ELO

CIT

Y (fp

s)9.

36V i

C95

: IN

ITIA

L SC

OU

R V

ELO

CIT

Y FO

R D

95 (f

t/s)

=1.

14Y 1

: DEP

TH (f

t)23

.2V i

C50

: IN

ITIA

L SC

OU

R V

ELO

CIT

Y FO

R D

50 (f

t/s)

=0.

61

ATTA

CK

ANG

LE, D

egre

es0

V R: V

ELO

CIT

Y R

ATIO

(ft/s

) =

19.4

9h 1

: PI

ER S

TEM

HEI

GH

T AB

OVE

BED

(ft)

0.00

K4 =

1.00

IND

IVID

UA

L PI

ER W

IDTH

(ft)

9.90

a: P

IER

WID

TH (f

t)9.

90K

4: F

OO

TIN

G C

OM

PON

ENT

L: P

IER

LEN

GTH

(ft)

36.3

0Pi

er #

4f:

PIER

SET

BAC

K FR

OM

ED

GE

OF

PILE

CAP

(ft)

1.50

D95

(ft)

=0.

0030

PIER

SH

APE

(S=S

QU

ARE,

C =

CIR

CU

LAR

, SN

= S

HAR

P N

OSE

)sn

D50

(ft)

=0.

0006

K 1: S

HAP

E C

OEF

FIC

IEN

T0.

90V 1

: APP

RO

ACH

VEL

OC

ITY

(ft/s

) =

8.19

K 2: A

NG

LE C

OEF

FIC

IEN

T1.

00y:

DEP

TH (f

t) =

26.5

0K 3

: BED

CO

ND

. CO

EFFI

CIE

NT

1.10

a: C

AP W

IDTH

(ft)

=16

.00

K 4: B

ED A

MO

RIN

G C

OEF

FIC

IEN

T1.

00K u

=

11.1

7K h

pier:

WEI

GH

TIN

G F

ACTO

R F

OR

PIE

R S

CO

UR

0.40

Vc95

: CR

ITIC

AL V

ELO

CIT

Y FO

R D

95 (f

t/s)

=2.

78g:

gra

vita

tiona

l con

stan

t (ft/

s2 )32

.20

Vc50

: CR

ITIC

AL V

ELO

CIT

Y FO

R D

50 ft

/s)

=1.

63

FRO

UD

E N

UM

BER

, Fr

0.34

V iC

95: I

NIT

IAL

SCO

UR

VEL

OC

ITY

FOR

D95

(ft/s

) =

1.14

LOC

AL

SCO

UR

DEP

TH (f

t), Y

s pie

r6.

6V i

C50

: IN

ITIA

L SC

OU

R V

ELO

CIT

Y FO

R D

50 (f

t/s)

=0.

61V R

: VEL

OC

ITY

RAT

IO (f

t/s)

=15

.53

FOO

TIN

G C

OM

PON

ENT

Yes

K4 =

1.00

Ben

t Num

ber

Pier

#4

V 2: V

ELO

CIT

Y (fp

s)8.

19N

ote:

If D

50 <

0.0

07 ft

or D

95 <

0.0

66 ft

, the

n K

4=1

Y 2: D

EPTH

(ft)

26.5

0AT

TAC

K AN

GLE

, Deg

rees

0h o

pc: P

RE-

SCO

UR

PIL

E C

AP B

OTT

OM

HEI

GH

T AB

OVE

BED

(ft)

-6.0

0D

50 (f

t)0.

0006

Ks (f

t)0.

0009

Ku c

ritic

al v

eloc

ity tr

ansp

ort c

oeffi

cien

t11

.17

Vc c

ritic

al tr

ansp

ort v

eloc

ity (f

ps)

1.63

Y f:

dist

ance

from

bed

to to

p of

foot

ing

(ft)

3.30

V f :

Aver

age

velo

city

in th

e flo

w z

one

abov

e th

e to

p of

foot

ing

(fps)

6.85

a pc:

PILE

CAP

WID

TH (f

t)16

.00

L pc:

PILE

CAP

LEN

GTH

(ft)

41.3

0T o

pc:

PILE

CAP

TH

ICKN

ESS

(ft)

6.00

CAP

SH

APE

(S=S

QU

ARE,

C =

CIR

CU

LAR

)S

Y 2m

ax =

3.5

*apc

(ft)

56.0

0K 1

: SH

APE

CO

EFFI

CIE

NT

1.10

K 2: A

NG

LE C

OEF

FIC

IEN

T1.

00K 3

: BED

CO

ND

. CO

EFFI

CIE

NT

1.10

K 4: B

ED A

MO

RIN

G C

OEF

FIC

IEN

T1.

00K w

: W

IDE

PIER

AD

JUST

MEN

T FA

CTO

R1.

00FR

OU

DE

NU

MBE

R, F

r0.

28LO

CA

L SC

OU

R D

EPTH

(ft),

Ysf

c12

.9

TOTA

L SC

OU

R D

EPTH

= Y

spie

r + Y

sfc

19.5

Cal

c. B

y:D

WC

Dat

e:5/

10/2

010

Che

ck B

y:SV

ED

ate:

5/10

/201

0

Silty

san

d-gr

avel

bed

5/10

/201

0 P

age

2 of

2A

ttach

men

t M

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